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2682 Flicker Cv 17-3641; NEW SFH
COUNTY OF SEMINOLE IMPACT FEE STATEMENT STATEMENT NUMBER: 17100009 BUILDING APPLICATION #: 17-10000962 BUILDING PERMIT NUMBER: 17-10000962 I I - 3 c11p 4 DATE: December 29, 2017 qa 9G, UNIT ADDRESS: FLICKER CV 2682 17-20-31-502-0000-1200 TRAFFIC ZONE:022 JURISDICTION: SEC: TWP: RNG: SUF: SUBDIVISION: PARCEL: TRACT: PLAT BOOK: PLAT BOOK PAGE: BLOCK: LOT: OWNER NAME: ADDRESS: APPLICANT NAME: STARLIGHT HOMES ADDRESS: 1064 GREENWOOD BLVD, STE 124 LAKE MARY FL 32746 LAND USE: WYNDHAM PRESERVE TYPE USE: WORK DESCRIPTION: CITY-SANFORD SPECIAL NOTES: 2682 FLICKER COVE/ WYNDHAM PRESERVE LOT 120 SFR DETACHED FEE BENEFIT RATE UNIT TYPE CALC UNIT TOTAL DUEDISTSCHEDRATEUNITSTYPE ROADS-ARTERIALS CO -WIDE ORD Single Family Housing 705.00 ROADS 1.000 dwl unit 705.00COLLECTORSN/A Single Family Housing .00 1.000 dwl unit FIRE RESCUE N/A 00 LIBRARY CO -WIDE ORD 00 Single Family Housing 54.00 SCHOOLS 1.000 dwl unit 54.00 CO -WIDE ORD Single Family Hou ing 5,000.00 1.000 dwl unit 5,000.00PARKSNA LAW ENFORCE N/A 00 DRAINAGE N/A 00 00 AMOUNT DUE 5,759.00 STATEMENT ^ RECEIVED BY: SIGNATURE:%J1 PLEASE PRINT NAME) DATE: NOTE TO RECEIVING SIGNATORY/APPLICANT: FAILURE TO NOTIFY OWNER AND ENSURE TIMELY PAYMENT MAY RESULT IN YOUR LIABILITY FOR THE FEE. *** DISTRIBUTION: 1-BLDG DEPT 3-APPLICANT 2-FINANCE 4-LAND MANAGEMENT UI 4NOTE** PERSONS ARE ADVISED THAT TINS IS A STATEMENT OF FEES DUE UNDER THE SEMINOLE COUNTY ROAD, FIRE/RESCUE, LIBRARY AND/OR EDUCATIONAL ISSUANCE OF A BUILDING PERMIT. PERSONS ARE ALSO ADVISED THAT ANY RIGHTS OF THE APPLICANT, OR OWNER, U TO APPEAL THE CALCULATION OF ANY OF THE ABOVE MENTIONED IMPACT FEES MUST BE EXERCISED BY FILING A WRITTEN REQUEST WITHIN 45 CALENDAR DAYS OF THE RECEIVING SIGNATURE DATE ABOVE BUQDT NOT LATER THAN OF OCCUPANCY ORCERTIFICACOPIESUEST FOR REVIEW MUST EOFTE CODE. LESEGOVERNINGSAPPEALS EDEUPLMAATHEYNTYBETPPICKHtRUETORENTREQUESTED, FROM THE PLAN IMPLEMENTATION OFFICE: 1101 EAST FIRST STREET, SANFORD FL, 32771; 407-665-7356. PAYMENT SHOULD BE MADE TO: SEMINOLE COUNTY OR CITY OF SANFORD BUILDING DEPARTMENT 1101 EAST FIRST STREET SANFORD, FL 32771 PAYMENT SHOULD BE BY CHECK OR MONEY ORDER, AND SHOULD REFERENCE THE COUNTY BUILDING PERMIT NUMBER AT THE TOP LEFT OF THIS STATEMENT. THIS STATEMENT IS NO LONGER VALID IF A BUILDING PERMIT IS NOT*** ISSUED WITHIN 60 CALENDAR DAYS OF THE RECEIVING SIGNATURE DATE ABOVE DETAIL OF CALCULATION AVAILABLE UPON REQUEST. CALL 407-665-7356. r J J CITY OF SANFORD DEC 14 20V f ! BUILDING & FIRE PREVENTION PERMIT APPLICATION D. BY: Application No: 3% ys5 % Documented Construction Value: $ 1 22 240. Job Address: al:o26a fil t c1 er G ove. , o,>r ,r, d FL. Historic District: Yes No Parcel ID: 17-20-31-502-0000- lcl o0 Wyndham Preserve Lot Ia0 Residential ® Commercial Type of Work: New ® Addition Alteration Repair Demo Change of Use Move Description of Work: Construct New. SFR Plan Review Contact Person: Shayne Mangel Title: Permit Coordinator Phone: 407-708-0161 Fax: 407-647-0700 Email: Shayne.mangel@starlighthomes.com Property Owner Information Name Starlight Homes Florida, LLC Phone: 407-708-0161 Street: 1405 Old Alabama Road, Suite 200 Resident of property? : City, State Zip: Roswell, GA 30076 Contractor Information Name Starlight Homes Florida, LLC/Robert Willets Phone: 407-647-3700 Street: 1064 Greenwood Blvd, Suite 124 City, State Zip: Lake Mary, FL 32746 Fax: 407-647-0700 No State License No.: CGC1522347 Architect/ Engineer Information Name: Mulhem & Kulp Phone: 215-646-8001 Street: 20 South Maple Street, Suite 150 Fax: City, St, Zip: Ambler, PA Bonding Company: NA Address: E- mail: sives@mulhemkulp.com Mortgage Lender: NA 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, beaters, tanks, and air conditioners, etc. FBC 1053 Shall be inscribed with the date of application and the code in effect as of that date: " Edition (2014) Florida Building Code Revised: June 30, 2015 Permit Application NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida Lien Law, FS 713. The City of Sanford requires payment of a plan review fee at the time of permit submittal. A copy of the executed contract is required in order to calculate a plan review charge and will be considered the estimated construction value of the job at the time of submittal. The actual construction value will be figured based on the current ICC Valuation Table in effect at the time the permit is issued, in accordance with local ordinance. Should calculated charges figured off the executed contract exceed the actual construction value, credit will be applied to your permit fees when the permit is issued. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in com}plta ce withh Ml applicable laws regulating construction and zoning. Date I affialmw Print Owner/Agent's Name 1 Signature of Not -State of Florida Mange Date ShaynNOTARY PUBLIC V-"; NOTARoQSTATEOFFLORIDA Comm# GG11311, pires 612112021 Owner/Agent 511 ersonally Known to Me or Produced [D Type of ID C?- 10-1q Signature of Contractor/Agent Date Robert Willets Print Contractor/Agent's Name Signature of Notarf--State of Florida Gate Shayne Mangel SA NOTARY PUBLIC STATE OF FLORIDA Comm#G,G5113111ContractsWentfp131- -Vghy Known to Me or Produced ID Type of ID BELOW IS FOR OFFICE USE ONLY Permits Required: Building &r Electrical E3 Mechanical Plumbing® Gas Roof Construction Type: if> Occupancy Use: R..3 Flood Zone: Q8 Total Sq Ft of Bldg: 2 1 i Min. Occupancy Load: l!{ # of Stories: 2- New Construction: Electric - # of Amps 1 ,;p Plumbing - # of Fixtures 1.4k Fire Sprinkler Permit: Yes No [j # of Heads APPROVALS: ZONING: 1 1b UTILITIES: COMMENTS: ENGINEERING: A'rC, 1`2.`'2010 FIRE: Ok to construct single family home with setbacks and impervious area shown on plan. Lk6. loblo ". 221e0 Ma9el(o.r- S, CG L Fire Alarm Permit: Yes No @ WASTE WATER: BUILDING: 4(7 1- Z-5- l Revised: June 30, 2015 Permit Application I ii, CITY OF SANFORD Gam;. DEC 2017 BUILDING & FIRE PREVENTION k{ / PERMIT APPLICATION Application No: -73b 1 Documented Construction Value: S 131. 111 Job Address: 2SLe'o 9, -P1 i ck-er C, over . 2ar--r,, d f=l. Historic District: Yes No Parcel ID: 17-20-31-502-0000- Wyndham Preserve Lot ta0 Residential ® Commercial Type of Work: New ® Addition Alteration Repair Demo Change of Use Move Description of Work: Construct New SFR Plan Review Contact Person: Shayne Mangel Title: Permit Coordinator Phone: 407-708-0161 Fax: 407-647-0700 Email: Shayne.mangel@starlighthomes.com Property Owner Information Name Starlight Homes Florida, LLC Phone: 407-708-0161 Street: 1405 Old Alabama Road, Suite.200 Resident of property? : No City, State Zip: Roswell, GA 30076 Contractor Information Name Starlight Homes Florida, LLC/Robert Willets Phone: 407-647-3700 Street: 1064 Greenwood Blvd, Suite 124 Fax: 407-647-0700 City, State Zip: Lake Mary, FL 32746 State License No.: CGC1522347 Architect/ Engineer Information Name: Mulhem & Kulp Phone: 215-646-8001 Street: . 20 South Maple Street, Suite 150 Fax: City, St, Zip: Ambler, PA F mail: sives@mulhemkulp.com Bonding Company: NA Mortgage Lender: NA 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 1053 Shall be inscribed with the date of application and the code in effect as of that date: 5t° Edition (2014) Florida Building Code Revised: June 30, 2015 Permit Application r- 1 l , 1 .-1J NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may befoundinthepublicrecordsofthiscounty, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida Lien Law, FS 713 The City of Sanford requires payment of a plan review fee- at the time of permit submittal. A copy of the executed contract is required in order to calculate a plan review charge and will be considered the estimated construction value of the job at the time of submittal. The actual construction value will be figured based on the current ICC Valuation Table in effect at the time the permit is issued, in accordance with local ordinance. Should calculated charges figured off the executed contract exceed the actual construction value, credit will be applied to your permit fees when the permit is issued. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in comaNce W!!,kall applicable laws regulating construction and zoning. LO' L- away WnenAgent- Date Print Owner/Agent's Name Signature of No -State of Florida Date Shayne Mange w—y NOTARY PUBLIC o STATE OF FLORIDA Comm# GG113111 y' s19 9 m pires 6121I2021 Owner/AgentE ersonally Known to Me or Produced ID Type of ID Signature of Contractor/Agent Date Robert Willets Print Contractor/Agent's Name act- la` 1.4 Signature of Notary State of Florida Date Shayne Mangel NOTARY PUBLIC STATE OF FLORIDA Comm# GG113111 Contracts nt 9xp'LgS1Q R1y Known to Me or Produced ID Type of ID BELOW IS FOR OFFICE USE ONLY Permits Required: Building Electrical Construction Type: Total Sq Ft of Bldg: Mechanical Plumbing Gas[] Roof Occupancy Use: Min. Occupancy Load: New Construction: Electric - # of Amps, Fire Sprinkler Permit: Yes No # of Heads APPROVALS: ZONING: ENGINEERING: COMMENTS: Flood Zone: of Stories: Plumbing - # of Fixtures Fire Alarm Permit: Yes No UTILITIES: 12-194 WASTEWATER: m BUILDING: Revised: June 30, 2015 Permit Application p1877Ir 1 City of Sanford Planning and Development Services Engineering — Floodplain Management Flood Zone Determination Request Form Name: Shayne Mangel Firm: Starlight Home Florida LLC Address: 1064 Greenwood Blvd Suite 124 City: Lake Mary State: FL Zip Code: 32746 Phone: 407-647-3700 Fax: 407-647-0700 Email: shayne.mangel@starlighthomes.com Property Address: 2682 Flicker Cove Property Owner: Starlight Homes Florida, LLC Parcel identification Number: 17-20-31-502-0000-1200 Phone Number: 407.647.3700 Email: The reason for the flood plain determination is: New structure Existing Structure (pre-2007 FIRM adoption) Expansion/Addition Existing Structure (post 2007 FIRM adoption) Pre 2007 FIRM adoption = finished floor elevation 12" above BFE Post 2007 FIRM adoption = finished floor elevation 24" above BFE (Ordinance 4360) OFFICIAL US•E ONLY Flood Zone: X Base Flood Elevation: N/A Datum: N/A FIRM Panel Number: 120294 0090 F Map Date: Sept. 28, 2007 The referenced Flood Insurance Rate Map indicates the following: The parcel is in the: floodplain floodway A portion of the parcel is in the: floodplain floodway The parcel is not in the: floodplain floodway The structure is in the: floodplain floodway The structure is not in the: floodplain floodway If the subject property is determined to be flood zone 'A', the best available information used to determine the base flood elevation is: BP# 17-3641 Reviewed by: Michael Cash, CFM Date: January 2, 2017 A p4 Application for Paved Driveway, Sidewalk or Walkway Including Right -of -Way Use & JL8Landscaping in Right -of -Way www. sanfordfl.gov Department of Planning & Development Services 300 North Park Avenue, Sanford, Florida 32771 Phone: 407.688.5140 Fax.407.688.5141 This permit authorizes work to be done on the subject property or In the City of Sanford's right-of-way in accordance with the City' s regulations and the attached construction plans approved as part of this permit. The permit is required for driveway ors sidewalk construction over 100 square feet of concrete or other material on the subject parcel and / or any construction of a driveway, walkway or landscape Improvements within the city right-of-way. It does not approve any work within any other jurisdiction' s right-of-way. All requested Information below as well as a current survey, site plan or plat clearly Identifying the Know what's below. size and location of the existing right-of-way and use shall be provided or application could be delayed, Callbetoroyoudllp 1. Project Location/Address: t,J`iu y V`rA+rY re,er,fe }' ' a l 3. r--1 1 Ck-k, C_py<,r Sg,' L 2. Proposed Activity: LV!j, Driveway IX Walkway Other: 3. Schedule of Work: Start Date Completion Date El Emergency Repairs 4. Brief Description of Work: C' .CfSSt'v-QC -i 6e-1 Mr- -t>P. This application is s i d by. Property Owner. John Reny Signature: Print Name: Address: I - E V LA." fy-%4 3::C1 440 Phone: L} tl -_7 -ptc I Fax: Email: e. Date: ri Maintenance Responsibilities! Indemnification The Requestor, and his successors and assigns, shall be responsible for perpetual maintenance of the improvement installed under this Agreement. This shall Include maintenance of the Improvement and unpaved portion of right-of-way adjacent thereto. Requestor may, with written City authorization, remove said Installationtimprovement fully restoring the right-of-way to its previous condition. In the event that any future construction of roadways, utilities, stormwater facilities, or any general maintenance activities by the City becomes In conflict with the above permitted activity, the permlttee shall remove, relocate and/or repair as necessary at no cost to the City of Sanford Insofar as such facllltles are In the public right-of-way. If the Requestor does not continuously maintain the improvement and area in accordance with previously stated criteria, or completely restore the right-of-way to Its previous condition, the City shall, after appropriate notice, restore the area to its previous condition at the Requestor's expense and, If necessary, file a lien on the Requestor's property to recover costs of restoratlon. To the fullest extent permitted by law, Requestor agrees to defend, Indemnify, and hold harmless the City, Its counclipersons, agents, servants, or employ- ees (appointed, elected, or hired) from and against any and all Ilabilitles, claims, penalties, demands, suits, judgments, losses, expenses, damages (direct, indirect or consequential), or Injury of any nature whatsoever to person or property, and the costs and expenses incident thereto (Including costs of defense, settlement, and reasonable attorney's fees up to and including an appeal), resulting in any fashion from or arising directly or Indirectly out of or connected with the use of the City's right-of-way. I have rW andppOersta jrd the'above statement and by signing this application I agree to Its terms. Signature: Date: This permit shall be posted on the site during construction. Please call 407.688.5080 24 hours In advance to schedule a pre -pour inspection. Pre -pour Inspection by: Date: Official Use Only Application No: Fee: Date: Reviewed: Public Works Date: Utilities Date: Approved: Engineering Date: t Z - Z0 ( Site Inspected by: Date: Special Permit Conditions: rvovemoer[uio ROW Use, Drlveway.pdf WYNDHAM PRESERVE - LOT 120 PLOT PLAN a D ° a c y d o a O - N J n 00 m bz c_ ° c a' 0 N LAKE MARY BOULEVARD H N89042'17"E VARIABLE WIDTH RIGHT OF WAY PER EAST LAKE MARY 6 9 • BOULEVARD RIGHT OF WAY MAP COUNTY PROJECT PS-0137 C 1— U 10' UTILITY, BUFFER, WALL & LANDSCAPE 29 O' EASEMENT(P) — — — —I ——————— — — — — —— --——————————————— WYNDHAM PRESERVE LOT 120 PB 81, PG 93) DIMENSION NOTE: Proposed building dimensions shown hereon are of the exterior. LOT 121 LOT 120 - i AREA 5,066 S.F. ± 10.0 PATIO A/C ; o PAD ; 16.0 28.0 PROPOSED 1 STORY RESIDENCE 2681 FLICKER COVE M 2260 MAGELLAN ELEVATION - S GARAGE - LEFT FF'E= 30.5 7.3 rMrlliRCF 0 Building Setbacks N 3 Setbacks: Per construction plans for 1 ,~ Q 0ao z WYNDHAM PRESERVE', City of Sanford, i ih w 1 re p i Seminole County, Florida. L6 - o a ui a N — g--1---- Front = 25' a o Rear = 20' Side = 5' - — 41"80 PROPOSED 5' S89043'10W CONC SIDEWALK o PROPOSED i APRON CONC CURB 0 O IZI FLICKER COVE N N89- 43'10'E _290.76' 50' RIGHT-OF-WAY PCP PCP CENTER LNNE(PRIVATE ROAD BUII. DING LAYOUT NOTE: Contractor and owner are to verify all setbacks, building dimensions, and layout shown hereon prior to any construction, and immediately advise GeoPoint Surveying, Inc. of any deviation from information shown hereon. Failure to do so will be at user's sole risk. r - ""' ` 4"' """` LEGEND:ADUSSD-Access/Drainage/Utilities/Sidewalk LB -Licensed usiness BFP- Survelow Preventer Sight Distance Easement S - Survey PRM-Permanent Ref. Monument R - Reported PCP -Permanent Control Point D - Description FP&L -Florida Power & Light P - Plat FIFE —Finish Floor Elevation D. . - Deed Book Water Meter O. R.—Official Records Book D4—Water Valve P. B. —Plat Book f—Fire Hydrant Pg.— Page RC® —Reclaimed Water Meter Elev. — Elevation RCD4—Reclaimed Water Valve Conc. — Concrete Cable Box BP — Brick Paver m —Telephone Box SW — Sidewalk EI—Electric Box FFE— Finished Floor Elevation O—Utility Pole Cl — Curb Inlet Guy Pole GTI— Grate Top Inlet Light Pole P. U.E.—Public Utility Easement Guy Anchor RCP — Reinforced Conc. Pipe OU--Overhead Utilities PVC — Polyvinyl Chloride Storm Sewer Manhole NCS— No Comer Set (Falls in Water) m—Sanitary Sewer Manhole SF — Square Feet EHHo —Electric Handhole D. U.E. —Drainage/Utility Easement COO —Clean Out FMGD— MAG NAIL & DISK CV1>4—Irrigation Control Valve P. K. —Parker Kolon Nail Sign SIR — Set 1/2" Iron Rod LB7768 WIXI—Gate Water Valve SPKD— Set P.K. & Disk LB7768 Gas Meter FIR — Found 1/2" Iron Rod LB7768 11-11—Existing Grade FlP— Found 1/2" Iron Pipe LB7768 d—Blow—off Valve FPKD — Found P.K. Nail & Disk L87768 -- --Drainage Flow Direction FCM— Found 4"x4" Concrete 00—Proposed Design Grade Monument PRM LB7778 10. —As—Built/Existing Grad Note: Some items in above leaen may not be aoD %cable I Description I Date I Dwn.1Ck'd I P.C.IOrder No. SURVEYOR' S NOTES: TRACT H DRAINAGE) 50' DRAINAGE-----/ EASEMENT OR BOOK 181, PG 107) 1. Current title information on the subject property had not been fumished to GeoPoint Surveying, Inc. at the time of this plot plan. 2. Roads, walks, and other similar items shown hereon were taken from engineering plans and are subject to survey. 3. Elevations shown hereon are in feet and are referenced to the NATIONAL GEODETIC VERTICAL DATUM OF 1929 (NGVD29). 4. Proposed grades & finished floor elevations shown hereon are from the construction plan for *WYNDHAM PRESERVE", City of Sanford Seminole County, Florida. 5. This Plot Plan is subject to matters shown on the construction plans for -WYNDHAM PRESERVE', City of Sanford Seminole County, Florida. 6. Proposed information shown based on proposed/ supplied plan and/or instructions per client (not field verified) PLOT PLAN ONLY NOT A SURVEY) For Permitting ONLY) LOT AREA CALCULATIONS LOT = 5,066 SQ.FT. LIVING AREA= 1,002 SQ.FT. GARAGE = 411 SQ.FT. PORCH = 48 SQ.FT. DRIVEWAY = 405 SQ.FT. PATIO = 100 SQ.FT. WALKWAY = 86 SQ.FT. A/ C PAD = 9 SQ.FT. IMPERVIOUS= 40.6 SOD = 3,005 SQ.FT. OFF LOT AREA CALCULATIONS R/ W = 1,045 SQ.FT. APRON = 114 SQ.FT. SIDEWALK = 209 SQ.FT. SOD = 137 SQ.FT. TOTALAREA AREA = 6,111 SQ.FT. DRIVEWAY = 519 SQ.FT. SIDEWALK = 295 SQ.FT. SOD = 3,142 SQ.FT. PREPARED FOR: ASHTON WOODS FLOOD ZONE: The property shown hereon is on the Federal Emergency Management Agency's Flood Insurance Rate Map Panel Number 12127C-0765H. in Flood Zone " A" DESCRIPTION: LOT 120, according to the plat of " WYNDHAM PRESERVE", as recorded in Plat Book 81, Page 93 Public records of Seminole County, Florida 555 Winderley Place, Suite 109 Maitland, FL 32751 Phone: ( 321) 270-0440 Fax: ( 813) 248-2266 Licensed Business No. LB 7768 GeoPoint Surveying, Inc. Ja D. Leviner LS6915 FLORIDAPROFESSIONALSURVEYOR &MAPPER NO. .................. NOT VAUD WITHOUT THE SIGNATURE AND THE ORIGINAL Drawn: JE Checked: JDL I P.C.: Data File:BrissonEast-Plat Date: 09/19/17 Dwg:8d=nEa+t-Lct120 Order No.: — SEC. 17 - TWN. 20 S. - RNG. 31 E. Field Bk: — REQUEST FOR TUG & PREPOWER AGREEMENT ALL RESIDENTIAL PROPERTIES Altamonte Springs, Casselberry, Longwood, Oviedo, Sanford, Seminole County, Winter Springs Date: 1g . 5 -17 Project Name: Wyndham Preserve - Lot UM Project Address:; La%? T1icL4-r Cn,/t. Sanford FL 32771 Building Permit #: Electrical Permit # In consideration for authorizing the appropriate utility company to energize the facility, we agree with and understand the following: 1. This Tug/Pre-power application is valid only for one -and two-family dwellings. 2. The facility will not be occupied until a certificate of occupancy has been issued. 3. If the jurisdiction hereafter finds that the facility has been occupied before a certificate of occupancy has been issued, the jurisdiction will have the unilateral right to direct the utility to terminate electrical service without notice. Furthermore, we understand and agree that should the jurisdiction exercise such right, the jurisdiction will not be responsible for any damages or costs which may result from the exercise of such right. Also, in the event any third party claims damages from the exercise of such right, we agree to jointly and individually indemnify and hold harmless the jurisdiction from all such damages and costs, including attorney's fees. 4. Prior to pre -power, the building or structure shall be weather tight and secure. The electrical wiring in the area designated for pre -power shall be complete and in safe order. All electrical services associated with the area will be 100% complete unless specifically approved by the electrical inspector. 5. Interior electrical rooms shall be lockable, if electrical panels are in an area that cannot be locked by doors, the panels shall be equipped with a locking mechanism (approved by the AHJ). The licensed electrical contractor or his licensed representative shall hold the keys(s) for such access to electrical panels to prevent energizing circuits other than those that are safe. 6. This TUG/Pre-power approval is valid for a maximum of 180 days from date of approval. 7. If provided, the fire sprinkler system must be operational with water on the system prior to pre -power. 8. TUG approval is for service and outside GFCI outlets only. 9. Check with the local jurisdiction for fees associated with tugs. Print Name o er/fenant Signature of Owner/Tenant JURISDICTION EMPLOYEE NAME: JURISDICTION: Robert Willets Print N e of Gen. Contractor Signature of Gen. Contractor CGC 1522347 Gen. Contractor License # c3EC (-brook Print Name of El. Contractor ignature El. Contractor Ec ma_w "1 j D El. Contractor License # CALLED INTO: Progress Energy Florida Power and Light on _/ Rev. 02/10/15) 12/5/2017 SCPA Parcel View: 17-20-31-502-0000-1200 Property Record Card Parcel: 17-20-31-502-0000-1200 Owner: STARLIGHT HOMES FLA LLC oouWrr ao Property Address: 2682 FLICKER CV SANFORD, FL 32773 Parcel Information Value Summary Parcel 17- 502-00 1200 Own STARLIGHT HOME FLA LLC Property Ad ess 2682 FLICKE SANFORD, FL 32773 ailing 1 EENWOOD BLVD STE 124 LAKE MARY, FL 32746-5418 Subdivision WYNDHAM PRESERVE Tax District S1-SANFORD DOR Use Code 00-VACANT RESIDENTIAL Exemptions 40 40 123 122 121 1; J 0 r N N N M O O OTjD40404041.80 Legal Description LOT 120 WYNDHAM PRESERVE PB 81 PGS 93-102 Taxes 2018 Working Values 2017 Certified Values Valuation Method Cost/Market Cost/Market Number of Buildings 0 0 Depreciated Bldg Value Depreciated EXFT Value Land Value (Market) 14,000 14,000 Land Value Ag Just/Market Value " 14,000 14,000 Portability Adj Save Our Homes Adj 0 0 Amendment 1 Adj 0 0 P&G Adj 0 0 Assessed Value 14,000 14,000 Tax Amount without SOH: ;266.58 2017 Tax Bill Amount ;266.58 Tax Estimator Save Our Homes Savings: ;0.00 Does NOT INCLUDE Non Ad Valorem Assessments Taxing Authority Assessment Value Exempt Values Taxable Value County General Fund 14,000 0 14,000 Schools 14,000 0 14,000 City Sanford 14,000 0 14,000 SJWM(Saint Johns Water Management) 14,000 0 14,000 County Bonds 14,000 0 14,000 Sales Description Date Book Page Amount Qualified VacJlmp SPECIAL WARRANTY DEED 8/1l2017 08965 0155 I $3,606,000 I No Improved Find Comparable Sales Land Method Frontage Depth Units Units Price Land Value LOT I 1 14,000.00 I $14,000 Building Information Permits http://parceldetail.scpafl.org/ParcelDetaillnfo.aspx?PID=17203150200001200 1/2 REQUIRED INSPECTION SEQUENCE STARLIGHT HOMES — DETACHED Permit # 0- BUILDING PERMIT Min Max Inspection Description 10 Foundation/Formboard Survey 10 Slab 20 Lintel 30 Sheathing — Roof 30 Sheathing — Walls 40 Roof Dry In 50 Frame 50 1000 Roof Final 60 Insulation 70 Drywall 70 1000 Final Insulation 1000 Final Single Family Residence Address: 7-(,%?_ ELECTRICAL PERMIT - Min Max Inspection Description 10 Underground Electric 10 Footer / Slab Steel Bond 20 30 Temporary Underground Power (TUG) 30 Electric Rough 1000 Electric Final Min Max Inspection Description 10 Plumbing Underground 20 Plumbing Tubset 10 1000 Plumbing Sewer 1000 Plumbing Final 1VIECHANICAL•:PERMIT r - _..-' Min Max Inspection Description 10 Mechanical Rough 1000 Mechanical Final REVISED: June 2014 r l THIS INSTRUMENT PREPARED BY: 1 n v1 Name: Starlight Homes Florida, LLC Address: 1064 Greenwood Blvd Suite 124 I/ Lake Mary FL '49746 NOTICE OF COMMENCEMENT State of Florida County of Seminole Permit Number: 1 11 1i 11111111111111111111111 Ills 1111 GRANT IIALOY, SEIIIWOLE COUN'J'Y L.EItl( OF CIRCUIT COURT & COMPTROLLERBK9041; P9 1387 (IPgs) CLERK'S T 2017126233 RECORDED 12/14/21117 11:1-19--02 AI'I RI_CORC' NG FEES $10.00 RECORDED BY iideyore Parcel ID Number 17-20-31-502-0000- 1D,00 The undersigned hereby gives notice that Improvement will be made to certain real property, and in accordance with Chapter 713, Florida Statutes, the following Information is provided in this Notice of Commencement. DESCRIPTION OF PROPERTY: (Legal description of the property and street address if available) Wyndham Preserve. PB 81 Pqs 93-102. Lot IQ Q Address: a4,pSt0, -V--1\ckLv- move. V-4- b;O125 GENERAL DESCRIPTION OF IMPROVEMENT: Construct New SFR OWNER INFORMATION: Name: Starlight Homes Florida, LLC Address. 1405 Old Alabama Road, Suite 200, Roswell, GA 30076 ee Simple Title Holder Cri other than owner) Name: NA Address: CONTRACTOR: Name: Starlight Homes Florida, LLC Address: 1064 Greenwood Blvd Suite 124, Lake Mary, FL 32746 Persons within the State of Florida Designated by Owner upon whom notice or other documents may be served as provided by Section 713.13(1)(b), Florida Statutes. Name: NA Address: In addition to himself, Owner Designates NA of To receive a copy of the Llenor's Notice as Provided In Section 713.13(1)(b), Florida Statutes. Expiration Date of Notice of Commencement (The expiration date is 1 year from date of recording unless a different date Is specified) WARNING TO OWNER: ANY PAYMENTS MADE BY THE OWNER AFTER THE EXPIRATION OF THE NOTICE OF COMMENCEMENT ARE CONSIDERED IMPROPER PAYMENTS UNDER CHAPTER 713, PART I, SECTION 713.13, FLORIDA STATUTES, AND CAN RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE COMMENCING WORK OR RECORDING YOUR NOTICE OF COMMENCEMENT. Under penalties of perjury, I declare that I have read the foregoing and that the facts stated in It are true to st f my n wledge and belief. Owners SignatiA Owners Printed Name V-0 Florida Statute 713.13(1)(g): "The aver must sign the notice of commencement and no one else miry be permitted to sign In his or her stead." OV State of County of - The foregoing Instrument was acknowledged before me ay of \?"fr h(LQ_ 20 by S Q C-' Qom' l i Q Who is personally known to me c_ Name of person making statement OR who has produced Identification produced: p El of Identification y _ k Lj l cl. T of Shayne Mangel- NOTARY PUBLIC STATE OFOF FLORIDA Comm# GG113111 wary signature 0 Jj•f. 4YoeExpires6/21/2021 JUQN co CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION Application No: 3 1 Documented Construction Value: S L 10(0WO Job Address: Parcel ID: Historic District: Yes No Residential, Commercial Type of Work: Newv Addition Alteration Re airp Demo El Change of Use Move Description of Work: 1 bu-) I c, I 1 n hA n i- n Plan Review Contact Person: Title: Phone: Fax: Email: j Property Owner Information Name J-( n- Phone: 6% Street: Resident of property?: City, State Zip: a Contractor Information Narne l I— lei Phone: LAM - 11)LI i 1 - 8 rjC JC f Street: - C NFax: _ 10 L ir-I City, State Zip: r 9 State License No.: p Architect/ Engineer Information Name: Phone: Street: Fax: City, St, Zip: E-mail: Bonding Company: Mortgage Lender: Address: Address: WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYINGTWICEFORIMPROVEMENTSTOYOURPROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDEDANDPOSTEDONTHEJOBSITEBEFORETHEFIRSTINSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN AT 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 commencedpriortotheissuanceofapermitandthatallworkwillbeperformedtomeetstandardsofalllawsregulatingconstructioninthisjurisdiction. 1 understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools, furnaces, boilers, heaters, tanks, and air conditioners, etc. FBC 105.3 Shall be inscribed with the date or application and the code in effect as of that date: 5" Edition (2014) Florida Building Code Revised: June 30, 2015 Permit Application J NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may befoundinthepublicrecordsofthiscounty, and there may be additional permits required from other governmental entities such as watermanagementdistricts, state agencies, or federal agencies. Acceptance of permit is verification that 1 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 requiredinordertocalculateaplanreviewchargeandwillbeconsideredtheestimatedconstructionvalueofthejobatthetimeofsubmittal. The actual construction value will be figured based on the current ICC Valuation Table in effect at the time the permit is issued, inaccordancewithlocalordinance. Should calculated charges figured off the executed contract exceed the actual construction value, credit will be applied to your permit fees when the permit is issued. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work willbedoneincompliancewithallapplicablelawsregulatingconstructionandzoning. signature of Owner/Agent Date Print Owncr/Agent's Name Signature of Notary -State of Florida Date Owner/Agent is Personally Known to Me or Produced 1D Type of ID Srgnature o ctur/Agent Datc r hrcc k nnt ontractor/Agent's Name Sign 2t urcNotary-State of Florida Date PAMELA S TERNUS Commission # GG 110622 BarW N. Pf Expires August 7, 2021 FOF FT. ed Trau Budget Notary sWV1M Contractor/Agent is.,y— Personally Known to Me or Produced ID Type of ID BELOW IS FOR OFFICE USE ONLY Permits Required: BuildingEl Electrical Mechanical Construction Type: Occupancy Use: Plumbing Gaso Roof Flood Zone: Total Sq Ft of Bldg: Min. Occupancy Load: # of Stories: New Construction: Electric - #. of Amps Plumbing - # of Fixtures Fire Sprinkler Permit: YesEl No # of Heads Fire Alarm Permit: Yes No APPROVALS: ZONING: UTILITIES: WASTE WATER: COMMENTS: ENGINEERING: FIRE: BUILDING: Revised: June 30, 2015 Permit Application 1 CITY OF SANFO BUILDING & FIRE PREVENTI PERMIT APPLICATI Application No: I Coy Documented Construction Value: S Job Address: 2_(o6l r-h c.k COV-P Historic District: Yes No Parcel I[D: Residential B Commercial Type of Work: New El Addition Alteration Repair Demo Change of Use Move Description of Work: {t,v.hl, ,. `F2 - pl-,a4le - L-i I CK `-1 " f'c Plan Review Contact Person: b LL-«10-r Title: Phone: Fax: Email: Name Street: City, State Zip: Property Owner Information Phone: Resident of property? : Contractor Information Name Phone: -21 2-i - 2-4 3 •,3 Street: 1 -iO 1 P A Fax: -f (Dg - LL(0 - 14 City, State Zip: O.-4czn8.e) (_r—L. 3)-P;2-`4 State License No.: C --C Architect/Engineer Information Name: Street: City, St, Zip: Bonding Company: Address: Phone: Fax: E-mail: Mortgage Lender: Address: o Lu3 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 OBT ILIN 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. 1 certify that no work or installatior has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools, furnaces, boilers, heaters, tanks, and air conditioners, etc. FBC 105.3 Shall be inscribed with the date of application and the code in effect as of that date: 5°i Edition (2014) Florida Building Code Revised: June 30, 2015 Permit Application Of NOTICE: 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 w2 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. be The City of Sanford requires payment of a plan review fee at the time of permit submittal. A copy of the executed contract is requi •ed in order to calculate a plan review charge and will be considered the estimated construction value of the job at the time of submit al. 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 be done in compliance with all applicable laws regulating construction and zoning. Signature of Owner/Agent Print Owner/Agent's Name Date Signature of Notary -State of Florida Date Owner/Agent is Personally Known to Me or Produced ID Type of ID a-"r - ----- (- Z W - 2-1- t Signature of Contractor/Agent Date Print Contractor/Agent's Name Signature of Notary -State of Florida Date Contractor/Agent is Persona ly Produced ID Type of ID _ BELOW IS FOR OFFICE USE ONLY I COA! MISSIONt FF 1209(u, EXPIRES: Augu 125, 2018 rhru NW ry Pu tic Undenvrders Permits Required: Building Electrical Mechanical Plumbing Gas Roof Construction Type: Occupancy Use: Flood Zone: - Total Sq Ft of Bldg: Min. Occupancy Load: New Construction: Electric - # of Amps Fire Sprinkler Permit: Yes No # of I -leads APPROVALS: ZONING: COMMENTS: Revised: June 30, 2015 ENGINEERING: UTILITIES: FIRE: of Stories: Plumbing - # of Fixtures Fire Alarm Permit: Ycs No WASTE WATER: BUILDING: Permit Application 9701 Bachman Road Established 1973 Hudson, FL 34669 Valrico, 9507 State Road 52 PtiRoad / Orlando, FL 32824 ww.RJKlelty.com alF FL 33594 `"• w 727- 863- 5486 813-661-0707 Es 407- 855-2636 State License 0 CF-0O203, R.J. KiELTY Page: 1OF Proposal No: 717--13530 PLUMBING • HEATING • COOLING Proposal Date: 712612017 Prepared For: Starlight Homes Florida, LLC Location: Wyndham Preserve, Sanford 1064 Green%% Wd Blvd. Suite 124 Model: Magellan - 2260 Lake Mary FL 32746 ate In accordance with specifications below for the Sum at: $7,760.00 We Propose hereby to furnish material and tabor - compl Payment to be made as follows: 40% Rough In 30% Top Out 30% Finish. NET 10 Days All materials guaranteed to be as specified. All wo-x plated in a workman like manner according to standard practices. Any alteration or deviation from specifications below involving extra costs w 10=dd onlyupon vmtten orders, and will become an extra charge over and above the estimate. Ali agreements contingent upon strikes, acclde ond our control. Owner to c ry`.-tjptmado, and o r necessary insurance. Our workers are i covered by worker' s compensation Ins ce. UAUTHORIZED SIGNATURE: THIS PROPOSAL .--.. BE WIT RAW N IF NOT ACCEPTED IN 30 DA We hereby submit spedfl and ' ales for. Master Bath Up Sterling Accord 60X34 Base 72270100 While With Wells And Moen Chateau TL182 Chrome Valve 1 Shower 1ToiletGerber Maxwell 21-912 1.28 White Elongated t Lav By Builder With Moen Chateau 64925 Chrome Faucet 2nd Bath Up Sterling Accord 60x30 71140120 While With Walls And Moen Chateau TL183 Chrome Valve 1 Tub 1ToiletGerber Maxwell 21-912 1.28 White Elongated t Lev By Builder With Moen Chateau 64925 Chrome Faucet 3rd Bath Sterling Accord 60x30 71140120 White With Walls And Moen Chateau TL183 Chrome Valve 1 Tub 1ToiletGerber Maxwell 21-912 1.28 White Elongated 1 Lav By Builder With Moen Chateau 64925 Chrome Faucet Kitchen 1 Sink By Builder 1 Faucet Moen Integra 67315 Chrome 1 Disposal ISE Badger V With Cord 1 Icemaker Line With Recessed Box i Dishwasher Hook Up Utilities t Washer Box Yes 2 Hose Bibs Yes 1 Water Heater 50 Gallon Electric NOTE: 3ackfilling Included For Sewer Water Only (Slab Backfilling By Others) 3ackflow Preventers Included EXCLUSIONS NO Permit Fees Included Water Piping In: CPVC 40' Sewer Allowance; Additional $12 per foot 49 Water Allowance; Additional $3 per toot Applies to any direct contract between an rnvner contractor (RJK) - Notice of Lien Lays - Florida Statutes 713.001-713.37. Acceptance of Proposal - The above prices, specificationsandconditionsaresatisfactoryandherebyaccepted. You are authorized to de Ilse work as specified. Payment will be made t outlined above. Iagreetopayreasonableattorney's toes court costs In the event of legal action. A monthly service charge of 1 1/2% will be added after; days. Any sewer taps deeper than 4 1/2 feet or requires backhoe or dewatering will be an extra charge. SIGNED.,- C] C/ J/ +' t Cb) r1—C' J DATE OF ACCEPTANCE S PAGE 2: Branch: Hudsonv 1- asi Edit By: Last Edit Data: 7/2712017 CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION Application No: Documented Construction Value: $ 5,110.00 Job Address: 2682 Flicker Cove Historic District: Yes No Parcel ID: 17-20-31-502-0000-1200 Residential X Commercial Type of Work: New X Addition Alteration Repair Demo Change of Use Move Description of Work: Install New AC with Duct Work and Venting Plan Review Contact Person: Arionna Rosenwinkel Title: Pre -Construction Coordinator Phone: 407-886-3729 ext. 163 Fax: Email: arosenwinkel@energyair.com Name STARLIGHT HOMES FLA LLC Street: 1064 Greenwood Blvd Suite 124 Property Owner Information Phone: Resident of property? : NO City, State Zip: Lake Mary, FL 32746 Contractor Information Name Energy Air Inc (Robert Kulp) Street: 5401 Enegry Air Ct City, State Zip: Orlando FL 32810 Name: Street: City, St, Zip: Bonding Company: Address: Phone: 407-886-3729 Fax: State License No.: CAC1816317 Architect/Engineer Information Phone: Fax: E-mail: Mortgage Lender: Address: WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. 1 understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools, furnaces, boilers, heaters, tanks, and air conditioners, etc. FBC 105.3 Shall be inscribed with the date of application and the code in effect as of that date: 51h Edition (2014) Florida Building Code Revised: June 30.2015 Permit Application NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida Lien Law, FS 713. The City of Sanford requires payment of a plan review fee at the time of permit submittal. A copy of the executed contract is required in order to calculate a plan review charge and will be considered the estimated construction value of the job at the time of submittal. The actual construction value will be figured based on the current [CC Valuation Table in effect at the time the permit is issued. in accordance with local ordinance. Should calculated charges figured off the executed contract exceed the actual construction value, credit will be applied to your permit fees when the permit is issued. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. Signature of Owncr/Agent Print Owner/Agent's Name Date Signature of Notary -State of Florida Date W-44 3/3/2018 Signature of Contractor/Agent Date Robert I 3/3/2018 f N6ldfy Public State of Florida Mont% C Rosenwlnkel My 0etnmit ition 00 147038 it, ERAINS 1010U2021 Owner/Agent is Personally Known to Me or Contractor/Agent is Personally Known to Me or Produced ID Type of ID Produced ID Type of ID BELOW IS FOR OFFICE USE ONLY Permits Required: Building Electrical Mechanical Plumbing[] Gas Roof Construction Type: Total Sq Ft of Bldg: Occupancy Use: Min. Occupancy Load: New Construction: Electric - # of Amps Fire Sprinkler Permit: Yes No # of Heads APPROVALS: ZONING: ENGINEERING: COMMENTS: UTILITIES: FIRE: Flood Zone: of Stories: Plumbing - # of Fixtures Fire Alarm Permit: Yes No WASTE WATER: BUILDING: Revised: June 30, 2015 Permit Application WORK ORDER nh lie 'Agana Date: 10/20/2017 145264 Subdivision Phase Bid ULI PLBILLTO: Starlight Homes - AWH Lot / Sub: Wyndham Preserve 120 2682 Flicker CoveADDRESS: 1064 Greenwood Blvd Ste 124 Job Address: Sanford JFL 132773CITY/STATE/ZIP: Lake Mary, FL 32746 City / State / Zip 2260 MagellanModel/Bldg: Order Taken By: Equipment Brand: Carrier 14 Seer Heat Pum R410a A/H-2 or Furnac( Job Contact: A/H-1 or Furnace FB4CNP036L00 Job Phone: Heater or Coil CE2401C05 Heater or Coil Date Requested: CU-1 CH14NB03600G CU-2 Date Required: T'Stat: TH6220D1002 T'Stat: Filter Base N/A AHU Location 2nd FI Int Closet Filter Base AHU LocationPermitInformation: Efficiency 14.00 SEER / 8.2 HSPF Efficiency MUST BE ACCURATE AND COMP A/H-3 or Furnace A/H4 or Furnac( Heater or Coil Heater or Coil Bldg. Permit# CU-3 CU4 Township: Sanford T'Stat: T'Stat: Filter Base Filter Base AHU Location AHU Location Incl. on Builders Permit No Efficiency Efficiency Zoning Brand: Honeywell/Johnstone Vent. Damper Y815OA1017 acy 1EAIPullsPermit: Yes Builder calls inspection: Yes Zone Kit #1 ZD1 EAI calls inspection: No Zone Kit #2 ZD2 Thermostats ZD3 Ventilation Cost: 402.56 Transformer ZD4 Surge Protector ZD5 ByPass Damper #1 ZD6 B Pass Damper #2 ZD7 PO Numbers Qty Yes No Qty. Yes No Grs.Stamped Stl. 14 X Flue Pipe: X Grs.Stamped Returr 8 X Filter Base X Grs.White S/A Adj. X Mery 8 Filter X Grs. R/A White Alun 2 X Elect. Air CI. X Kit. Hood Duct: X Conc. Slab: X Kit. Down Draft Ducl X Heat Recovery: X fan 80 cfm BFQ80 3 X Fresh Air: 1 X fan lite BFQF70 X Bath Exh. Duct: X Dryer Vent: 1 X Special Instructions Or Comments: Accounting Department: Job # Invoice Due Date: Estimated Estimated Task - Description Hours Cost 1.98 24.95 Rou hin $2,500.0003-Fabrication Labor 27.30 409.4304-Installation Labor 06-Piping Labor 7.00 119.00 Trim $2,500.00 14-Kitchen Vent Trim 1,274.6502-Material/Tax 1,482.48 Permit $110.0001-Equipment/Tax 110.0009-Permit/Other 1.42 17.95011-Delivery Labor 2.85 35.91 Total Contract: $5,110.0020-Pull Material Labor 2.50 42.5012-Startup Labor Job# Starlight -Wyndham Performed for: Lot 120 -7260 SL 2682 Flicker Cv Sanford, FL 32773 Level 1 Energy Air, Inc 5401 EneWPjr, Cl Orlando, FL 32810 Phone: 407-886-3729 www.energpa .com GRenren@eneGor.com Scate:1/8" =1'0" Pape 1 Rlght-%bO Unnersal 2017 17.028 RSU 17013 2017-0ct-1716:35:47 in PresemNl of 120- 2260 SLrup level 2 AFiU ON METAL STAND 3.0 TON 240V /5KW tP m br 10x6 105c5n Loft Bx4 8x4 t8x8 123cEn4324x18135 c6n 1105 C6n Sup Riser ds2 4- 7" 14" 6" T m ba a Laun VTR ObatTR 4" exa to g" rV O R 26 cfrn mhall x4 4" 4- 1C wic 6- 4- 6• 10x6 4" 10x6 83con 14 x6 Si ch 14x6 Bx4 4iY& 3 wail bra 8x4 Bed 25 ch Job P Starlight - Wyndham Performed for. Lot 120 -2260 SL 2682 Flicker Cv Sanford, FL 32773 PGVTR n tvu Energy Air, Inc 5401 ErlergyA3r, Ct Orlando, FL 32810 Phone: 4074863729 wnvwenegW& com GRenner@energyaiccom Scale: 1/8" =1'0" Page 2 Riglr—% t&Unhmal2017 17A28 RSU 17013 2017" OCt-1716'.35:47 Jn PreseneW 120-2260SLrup r 9 Revision Response t Comments Permit # Project Address: ( 07--) <J i 1 I Contact: Sarah Woolwine City of Sanford MAR 2 9 2Q ilding & Fire Prevention Division v Ph, 4 7.688.5150 Fax: 407.688.5152 Email: building@sanfordfl.gov ellSubmittalDate3 P 5 r1 Ph: 407-730-1311 Fax: Email: sarah.woolwine(cDstarlighthomes.com Trades encompassed in revision: Building Plumbing Electrical Mechanical Life Safety Waste Water Department Utilities Waste Water Planning Engineering Fire Prevention Building General description of revision: ROUTING INFORMATION Approvals SF -l-il-l8 Q QJ a 2-2 6a Y1l c4.-A VTrL 0 s CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION D Application No: I '.37 % Documented Construction Value: S 4,238.00 Job Address: 2674 Flicker Cove Historic District: Yes No Parcel ID: 17-20-31-502-0000-1210 Residential Q Commercial Type of Work: New 0 Addition Alteration Repair Demo Change of Use Move Description of Work: Install New AC with Duct Work and Venting Plan Review Contact Person: Arionna Rosenwinkel Phone: 407-886-3729 ext. 163 Fax: Title: Pre -Construction Coordinator Email: arosenwinkel@energyair.com Property Owner Information Name STARLIGHT HOMES FLA LLC Phone: Street: 1064 Greenwood Blvd Suite 124 Resident of property? : NO City, State Zip: Lake Mary, FL 32746 Contractor Information Name Energy Air Inc (Robert Kulp) Street: 5401 Enegry Air Ct City, State Zip: Orlando FL 32810 Name: Street: City, St, Zip: Bonding Company: Address: Phone: 407-886-3729 Fax: State License No.: CAC1816317 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: Sth Edition (2014) Florida Building Code Revised: June 30, 2015 Permit Application NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that 1 will notify the owner of the property of the requirements of Florida Lien Law, FS 713. The City of Sanford requires payment of a plan review fee at the time of permit submittal. A copy of the executed contract is required in order to calculate a plan review charge and will be considered the estimated construction value of the job at the time of submittal. The actual construction value will be figured based on the current ICC Valuation Table in effect at the time the permit is issued, in accordance with local ordinance. Should calculated charges figured off the executed contract exceed the actual construction value, credit will be applied to your permit fees when the permit is issued. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. Signature of Owner/Agent Print Owner/Agent's Name Date Signature of Notary -State of Florida Date Owner/Agent is Personally Known to Me or Produced ID Type of ID 4.1-4*a 3/22/2018 Signature of Contrac or/Agent Date Robert bt Notary Public State of Florida4ArionnaCRosenwinkelMy Commission GG 147038 Vw Expires 10/0112021 18 Contractor/ Agent is Personally Known to Me or Produced ID Type of ID BELOW IS FOR OFFICE USE ONLY Permits Required: Building Electrical Mechanical Plumbing Gas[-] Roof Construction Type: Occupancy Use: Total Sq Ft of Bldg: Min. Occupancy Load: Flood Zone: of Stories: New Construction: Electric - # of Amps Plumbing - # of Fixtures Fire Sprinkler Permit: Yes No # of Heads APPROVALS: ZONING: ENGINEERING: COMMENTS: UTILITIES: FIRE: Fire Alarm Permit: Yes No WASTE WATER: BUILDING: Revised: June 30, 2015 Permit Application jr WORK ORDER Job #: 33883 Date: 11 /20/2017 Subdivision Phase Bld UU Blk BILL TO: Starlight Homes - AWH Lot / Sub: Wyndham Preserve 121 ADDRESS: 1064 Greenwood Blvd Ste 124 Job Address: 2674 Flicker Cove CITY/STATE/ZIP: Lake Mary, FL 32746 City / State / Zip Sanford JFL 132773 1412 SModel/Bldg: Order Taken By: Equipment Brand: Carrier 14 Seer Heat Pump R-410a A/H-2 or Furnac( Job Contact: A/H-1 or Furnace FB4CNP030L00 Job Phone: Heater or Coil CE2401 C05 Heater or Coil Date Requested: CU-1 CH14NB03000G CU-2 Date Required: T'Stat: TH6220D1002 T'Stat: Filter Base AHU Location N/A 1st FI Int Closet Filter Base AHU LocationPermitInformation: Efficiency 14.00 SEER / 8.2 HSPF Efficient MUST BE ACCURATE AND COMP A/H-3 or Furnace A/H-4 or Furnac( Heater or Coil Heater or Coil Bldg. Permit# CU-3 CU-4 Township: Sanford T'Stat: T'Stat: Filter Base Filter Base AHU Location AHU Location Incl. on Builders Permit No Efficiency Efficient EAI Pulls Permit: Yes Zoning Brand: Honeywell/Johnstone Vent. Damper Y81SOA1017 oty 1 Builder calls inspection: Yes Zone Kit #1 ZD1 EAI calls inspection: No Zone Kit #2 ZD2 Thermostats ZD3 Ventilation Cost: 319.01 Transformer ZD4 Surge Protector ZD5 ByPass Damper #1 ZD6IZD7BPassDamper #2 Qty Yes No Qty. Yes No Grs.Stamped Stl. 10 X Flue Pipe: X Grs.Stamped Returr 6 X Filter Base X Grs.White S/A Adj. X Mery 8 Filter X Grs. R/A White Alun 1 X Elect. Air Cl. X Kit Hood Duct: X Conc. Slab: X Kit. Down Draft Duct X Heat Recovery: X fan 80 cfm BFQ80 2 X Fresh Air: 1 X fan lite BFQF70 X Bath Exh. Duct: X Dryer Vent: 1 X Special Instructions Or Comments: Accounting Department: Job # Invoice Due Date: Estimated Estimated Task - Description Hours Cost 03-Fabrication Labor 2.42 30.49 Rou hin 2,084.00 18.76 281.3304-Installation Labor 06-Piping Labor 6.131 104.13 Trim 2,084.00 14-Kitchen Vent Trim 02-Material/Tax 1,017.01 01-Equipment/Tax 1,339.77 Permit 70.00 09-Permit/Other 80.00 011-Delivery Labor 1.14 14.32 20-Pull Material Labor 2.271 28.65 Total Contract: 4,238.00 12-StartupLabor 2.501 42.50 OF 12 x6 144 dm 18x8 16" 12x6 152 dm - _7 Level 1 m bath V YTR O 10x6 94 dm1 LJ lower panty) ceHng to 8' wic Bx4 37 dm COl VTR accu 10x6 7 ' 12 • 67 dmbed2 12x6 N 14x6152dm 8 x 4 ba2 29 dm 24x18 FAM-DIN-KIT 899 dm vTa 7 4" 14x6 8 5" 10x6 2 x 8 67dm 152 dm RA SA AHU Closet AHU Stand i(g8p )I bed3 I\I 8 x 4 8x4 laun 47 dm 39 dm 12 x 6 ct cl3 113 dm VVTa foyer AHU ON METAL STAND T@ 2.5 TON 240VI5KW HP garage I Job #: Starlight - Wyndham Preserve Energy Air, Inc Scale: 1/8" = IV' Performed for: Page 1 Lot 121 - 1412 UR 5401 Energy Air, Ct NghtSude®Universal 2017 Orlando, FL 32810 17.0.28 RSU17012 Sanford, FL 32773 Phone: 407-886-3729 ...m Preservell-t 1210 114 2 UR.rup www.energyair.com GRenner@energyaircom 3&y a61/- (icluwC FINAL BOUNDARY SURVEY 12 v m 3m L- O 0 ovi m CL 0)N mJ n v a, o O 0 z m 0 SURVEY NOTE: NO SOD AT TIME OF SURVEY. DIMENSION NOTE: Proposed building dimensions shown hereon are of the exterior. Building Setbacks Setbacks: Per construction plans for WYNDHAM PRESERVE", City of Sanford, Seminole County, Florida. Front = 25' Rear = 20' Side = 5' BUILDING LAYOUT NOTE: WYNDHAM PRESERVE LOT 120 PB 81, PG 93) LAKE MARY BOULEVARD N89"42' 177' VARIABLE WIDTH RIGHT OF WAY PER EAST LAKE MARY 6.911- 1 BOULEVARD RIGHT OF WAY MAP COUNTY PROJECT PS-0137 10' UTILITY, BUFFER, 119 WALL & LANDSCAPE EASEMENT (P) - - - I - - Contractor and owner are to verify all setbacks, building dimensions, and layout shown hereon prior to any construction, and immediately advise GeoPoint Surveying, Inc. of any deviation from information shown hereon. Failure to do so will be at user's sole risk. LOT 121 10' UTILITY EASEM ENT ( P) CONC WALL T 120------- I LOT AREA = " o 5, 066 S.F. +/- ci.4 9.7 1 A/ C PATIO o i PAD 6. 9 6.S N 28. 0 o 2 I STORY RESIDENCE Q i' 2682 FLICKER J; P O mCOVE in FFE= 30. 54' PORCH 7. 3 S'S t2 6. 9' 20.7 441 ti PVC FENCE 15. 7' i ONC iQF..McWALK NV — u7 N--z — N----- O 00 Oc 41.80 RWMS+89. 4X 10W CONC SIDEWALK w CONC CURB w FLICKER COVE C-4 0 50' RIGHT—OF—WAY O (PRIVATE ROAD) PCP to 41_ 80' W'D CENTER LINE N89'43'10'E 290.76' CURVE DATA TABLE NO. RADIUS DELTA ARC CHORD BEARING C1 2934. 79' 1 000'40'54" 34.92' 34.92' N 89'21'50" E rLB—rove Qyul usini LEGEND:ADUSSD-Access/Drainage/Utilities/Sidewalk LB -LicensedsrevenBFP- BackflowPreventerSightDistance Easement S -Survey PRM-Permonent Ref. Monument R -Reported PCP -Permanent Control Point D -Description FP&L -Florida Power do Light P -Plat FFE -Finish Floor Elevation D. . -Deed Book Water Meter O.R.- Official Records Book D4-Water Valve P.B. - Plot Book Yf-Fire Hydrant Pg. -Page RC® -Reclaimed Water Meter Elev. -Elevation RCD4-Reclaimed Water Valve Conc. -Concrete Cable Box BP -Brick Paver M -Telephone Box SW -Sidewalk 0-Electric Box FFE -Finished Floor Elevation 0 -Utility Pole CI -Curb Inlet Guy Pole GTI-Grate Top Inlet Light Pole P.U. E.-Public Utility Easement t--Guy Anchor RCP -Reinforced Conc. Pipe OU--Overhead Utilities PVC -Polyvinyl Chloride O -Storm Sewer Manhole NCS -No Comer Set (Falls in Water) m -Sanitary Sewer Manhole SF -Square Feet EHHo -Electric Handhole D.U. E. -Drainage/Utility Easement Coo -Clean Out FMGD -MAG NAIL do DISK CVD4-Irrigation Control Valve P.K. - Parker Kolon Nail lo -Sign SIR -Set 1/2" Iron Rod LB7768 W>4-Gate Water Valve SPKD -Set P.K. do Disk LB7768 Gas Meter FIR -Found 1/2' Iron Rod LB7768 11 -Existing Grade f1P -Found 1 /2' Iron Pipe LB7768 a -Blow-off Valve a-.-Drainage FPKD -FoundP.K. Nail do Disk LB7768 Flow Direction FCM -Found 4'x4" Concrete Proposed Design Grade Monument PRM LB7778 10. As-Built/Existin Grad Note: SomeitemsinaboveleaenmaynotbeaDDCobleDescriptionI Date I Dwn.ICk'd I P.C.IOrder No. SURVEYOR'S NOTES: 1. Current title information on the subject property had not been fumished to GeoPoint Surveying, Inc. at the time of this survey, and is subject to title review and/or abstract. GeoPoint Surveying, Inc. makes no representations or guarantees pertaining to easements, rights -of - way, set back lines, reservations, agreements, and other similar matters. 2. This survey is limited to above ground visible Improvements, and that nothing below the ground was located including, but not limited to foundations (footings), utilities, etc. 3. Elevations shown heron are in feet and are referenced to the NATIONAL GEODETIC VERTICAL DATUM OF 1929 (NGVD29). 4. This Survey is subject to matter shown on the plat of WYNDHAM PRESERVE', City of Sanford Seminole County, Florida. 5. Additions or Deletions to survey maps or reports by other than the signing party or parties is prohibited without the written consent of the signing party or parties. 6. This survey is intended to be displayed at 1' = 20'. 7. All boundary line dimensions are field measured unless otherwise noted. TRACT H DRAINAGE) 50' DRAINAGE-----/ EASEMENT OR BOOK 181, PG 107) PREPARED FOR: ASHTON WOODS FLOOD ZONE: The property shown hereon is on the Federal Emergency Management Agency's Flood Insurance Rate Map Panel Number 12127C-0765H. in Flood Zone "X" DESCRIPTION: LOT 120, according to the plat of "WYNDHAM PRESERVE", as recorded in Plat Book 81, Page 93 Public records of Seminole County, Florida Last Date of Field Survey: 05 25 18 555 Winderley Place, Suite 109 This certifies that a survey of the hereon described property Maitland, FL 32751 was made under my supervision and meets the Standards of Phone: (321) 270-0440 Practice set forth by the Florida Board of Professional Fax: (813) 248-2266 Surveyors do Mappers in Chapter 5J-17, Florida Administrative Licensed Business No. LB 7768 code, pursuant to Section 472.027, Florida Statutes. / GeoPoint Surveying, Inc. Wffies D. Leviner Drawn:RCA Checked:JDL I P.C.: Data FlIe:&f nEmt-Pkd do RIDA PROFESSIONALSURVEYORMAPPERNO. 5 L..S.691........5 NOT VAUD WITHOUT THE SIGNATURE AND THE ORIGINAL Date: 05/ 30/18 Dwg: W-mEmt-W120 Order No.: ^ FD SEAL OF A FLORIDA LICFNSFD SURVEYOR ANn MAPPER SEC. 17 - TWN. 20 S. - RNG. 31 E. Field Bk: ENVIRONMENTS FOR Li gii° l -1 - 3(-pq 1 SITE ID: 377115 LOT: 120 BLOCK HOUSE: 2682 STREET: FUCKER COVE CRY: BANFORO STATE: FL LP: 32771 COUNTY: BEMINOLE ACCOUNTt . 909STAFL BUILDER: STARLIGHT HOMES SUBDIVISION: WYNDHAM PRESERVE COMMUNITY: WA PLAN: NDP 1011f12017 PROGRAM: HERB1100% TESTER: EFL IECC: 20D9 CLIMATE ZONE PROPERTY OWNER: PROPERTY ADDRESS: 2W2 FUCKER COVE. SANFORD. FL 72771 TEST: BLOWER DOOR RESULT: PASS TESTER: Dave Rev&% DATE: ovam15 TEST NAME - CORRECTION NEEDED - BUILDER VERIFIED RATER VERIFIED WA 5.1 Atuc Amass Panel (tully gasketed and insulated X 5 2 AWc drop —down Stair(fully asketed and insulated X 5.4 Recessed L,ghung Faluree (ICAT labeled and sealed to 0 It X 5.5 Whole -house Fan insulated gasketed to the o ,ning X 7.3 Fresh air ventilation installed par programspecs X Blower Door BD Target BD Actual Room Pressurs Teat BUILDING ORIENTATION PROGRAM VOLUME CU. CODE VOLUME CU. PROGRAM SHELL 0. CODE SHELL S 150• NIA 21.055 0 0 PROGRAM CFM 50 CODE CFM 50 PROGRAM i ACH 50 CODE ACH 50 PROGRAM of shell CODE of Shall 0 12.460 7 1,e55 4.23 Mater • Mgt Bdrm 0 Bdrm 2 0 Bdrm f 0 Sdrm 5 0 Rm 0 Rm 7 0 001a0 Bdrm1 0 Rm2 0 CO Detedore EraStar Qualified roes? EBldem LVqft PerJu ? 50 or> Of HaMrYed Lights Must Be CFL Or LED Low Flow Faueab, Tollsts etc? Progranyrgable Themtostal? X Ceditd Green Program Lwel Requires Visual Inspection U h-1 t syswm horn Lotatlon Manufacturer Name Modal01 Moda162 Modal03 Modal M SYSTEM I WATER HEATER GARAGE AO SMITH ENT 50 110 SYSTEM WATER HEATER SYSTEM 3 WATER HEATER SYSTEM 1 WATER HEATER SYSTEM I FURNACE SYSTEMI HVAC OUTDOOR OUTSIDE CARRIER CH14NBO36 UNITSYSTEM 1 HVAC INDOOR COIL SYSTEM I HVAC AMU (HEAT INTERIOR CARRIER FBeCNP036 PUMPSYSTEM FURNACE SYSTEM2 HVAC OUTDOOR UNIT SYSTEM 2 HVAC INDOOR COIL SYSTEM 2 HVAC AMU (HEAT PUMP SYSTEM FURNACE SYSTEM3 HVAC OUTDOOR UNIT SYSTEM- 3 HVAC INDOOR COIL SYSTEM 3 HVAC AMU (HEAT PUMP SYSTEM 1 FURNACE SYSTEM 1 HVAC OUTDOOR UNIT SYSTEM 1 HVAC INDOOR COIL SYSTEM 1 HVAC AMU (HEAT PUMP BUILOINO SPECIFICATIONS BUILDING CHARACTERISTICS ASDESIGN-VALUES ASBUILT-VALUES COMMMENT 0OFBEDROOMS REM NA NA CEILING FLAT REM NA NA SEALED ATTIC REM NA NA VAULTED CEILING REM NA NA FOUNDATION WALLS REM NA NA EXPOSED FLOOR REM NA NA ABOVE GRADE WALLS (REM) NA NA DUCT SUPPLY R-VALUE (REM) NA NA DUCT RETURN R-VALUE REM NA NA TEST: BLOWER DOOR RESULT: PASS TESTER: Dave Revab DATE: OSI.WMIG RUILOINO SOFCIFICATIONS BUIlDINO CHAR/-1CTERIBTICB AS DESIGN • VALUEB AS BUILT • V/,LLUES CONMMENT PROGRAMMABLE THERMOSTATS (PRIF) Y,ES WATER HEATER TYPE PRIF a, AMACONVENTIONA,` WATER HEATER FUEL TYPE (PRIF) F . 7-''•'+ $iaEl'ECTRIC'w WATER HEATER SIZE, EFFICIENCY E LOCATION PRIF) INFILTRATION HOUSE LKG ACH REM NA Ht : 4.23 CI :.4:23 ACH ,50-Pis"Is FRESH AIR VENTILATION TYPE PRIF 1P'1 - R•.: '. AIR CYCLER", • ` f VENTILATION FAN MANUFACTURER REM NA NA VENTILATION FAN MODEL ll REM NA NA VENTILATION FLOW REQUIRED REM NA NA VENTILATION EQUIP. RATED CFM REM NA NA VENTILATION 0 OF FANS REM NA NA VENTILATION TIME - HRS/DAY SPECIFIED REM NA NA VENTILATION TIME SET BY HVAC CONTRACTOR - MINUTES PER HOUR PRIF FRESH AIR VENTILATION FAN WATTS REM NA NA MEASURED FAN WATTS OR PER MANUFACTURER'S SPEC'S PRIF INTERIOR % OF CFL'S PRIF DISHWASHER (PRIF) REFRIGERATOR PRIF FOUNDATION TYPE (PRIF) SLAB TYPE PRIF SLAB AREA PRIF SLAB DEPTH PRIF SLAB FULL PERIMETER PRIF SLAB GRADE PRIF FLOW RING PRIF I HEATING REM NA INA COOLING REM NA INA AIR -SOURCE HP REM NA INA WATER HEATING (REM) INA INA Comnrnh Comrrnt Dots NO ATTIC INSULATION AT TIME OF TEST 105129f2018 BUILDER REQUESTED BLOWER DOOR ONLY TO EXPEDITE YEAR END CLOSINGS. 10512912018 a FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Envelope Leakage Test Report Prescriptive and Performance Method Project Name: WYNDHAM PRESERVE Builder Name: STARLIGHT HOMES Street: 2682 Flicker Cove Permit Office: City, State, Zip: Sanford, FL 32771 Permit Number: Design Location: 2682 Flicker Cove (Lot 120) Jurisdiction: Cond. Floor Area: 0 Cond. Volume: 21085 Envelope Leakage Test Results Regression Data: C: n: Si-1. nr Mi dti Pnint Tact n.tn R: HOUSE PRESSURE FLOW: 1 50 Pa 1486 cfm 2 0 Pa 0 cfm 3 0 Pa 0 cfm 4 0 Pa 0 cfm 5 0 Pa 0 cfm 6 Pa cfm Leakage Characteristics CFM(50): 1486 ELA: 82 EgLA: 193 ACHi 4.23 SLA: ACH(50) ' : 4.23 For prescriptive projects, tested leakage must be <=7 ACH(50). For performance projects, tested leakage must be <= the ACH(50) shown on Form R405-2014 for this project. R402.4.1.2 Testing.The building or dwelling unit shall be tested and verified as having an air leakage rate of not exceeding 7 air changes per hour in Climate Zones 1 and 2. Testing shall be conducted with a blower door at a pressure of 0.2 inches w.g. (50 Pascals). Testing shall be conducted by either individuals as defined in Section 553.993(5) or (7), Florida Statutes or individuals licensed as set forth in Section 489.105(3)(f), (g), or (i) or an approved third party. A written report of the results of the test shall be signed by the party conducting the test and provided to the code official. Testing shall be performed at any time after creation of all penetrations of the building thermal envelope. During testing: 1. Exterior windows and doors, fireplace and stove doors shall be closed, but not sealed, beyond the intended weatherstripping or other 2. Dampers including exhaust, intake, makeup air, backdraft and flue dampers shall be closed, but not sealed beyond intended infiltration 3. Interior doors, if installed at the time of the test, shall be open; 4. Exterior doors for continuous ventilation systems and heat recovery ventilators shall be closed and sealed; 5. Heating and cooling systems, if installed at the time of the test, shall be turned off; and 6. Supply and return registers, if installed at the time of the test, shall be fully open. j I hereby certify that the above envelope leakage performance results demonstrate compliance with Florida Energy Code requirements in accordance with Section R402.4.1.2. Digitally signed by Dave Revelle L( Date: 2018.05,29 10:15:44 EDT y Home S e ices, e, O=TopBuild Home Services, OU, EMAILAD DR ESS=dave.revelle Signature: @topbuild. com, C=US Printed Name: N/ A Date: 05/ 29/2.018 1 a2512o 17 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 third party conducting the test and provided to the code official. BUILDING OFFICIAL: DATE: Thank you for allowing Topeulld the opportunity to provide the above services for you. Please feel free to contact me with any questions. 377145EFL RECORD COPY FORM R405-2014 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Business and Professional Regulation - Residential Performance Method Project Name: Lot 120 - 2260 SL Builder Name: Starlight Homes tiC Street: 2682 Flicker Cv Permit Office: Seminole County 84A(p City, State, Zip: Sanford , FL. 32773 Permit Number. # ,, 7 _ 2 6J 4 o Owner: c arti1 .- 44WY Q a Jurisdiction: &A( -5 t<`p Design Location: FL, Sanford County:: Seminole (FTrida Climate Zone 2) R7-meN 1. New construction or existing New (From Plans) 9. Wall Types (2502.6 sqft.) Insulation Area 2. Single family or multiple family Single-family a. Frame - Wood, Exterior R=13.0 1212.50 ft' b. Concrete Block - Int Insul, Exterior R=4.1 1028.80 ft' 3. Number of units, if multiple family 1 c. Frame - Wood, Adjacent R=13.0 261.31 ft' 4. Number of Bedrooms 4 d. WA R= ft' 10. Ceiling Types (1324.0 sqft.) Insulation Area 5. Is this a worst case? No a. Under Attic (Vented) R=30.0 1324.00 ft' 6. Conditioned floor area above grade (ft) 2260 b. N/A R= ft' Conditioned floor area below grade (ft2) 0 c. R= 11. Ducts i R ft' ft 7. Windows(191.0 sqft.) Description Area a. Sup: Attic, Ret: Floor 2, AH: Floor 2 6 452 a. U-Factor: Dbl, U=0.34 150.00 ft' SHGC: SHGC=0.26 b. U-Factor: Dbl, U=0.58 41.00 ft' 12. Cooling systems kBtu/hr Efficiency SHGC: SHGC=0.25 a. Central Unit 36.0 SEER:14.00 c. U-Factor: N/A ft' SHGC: 13. Heating systems kBlu/hr Efficiency d. U-Factor. N/A ft' a. Electric Heat Pump 36.0 HSPF:8.20 SHGC: Area Weighted Average Overhang Depth: 1.000 ft. Area Weighted Average SHGC: 0.258 14. Hot water systems a. Electric Cap: 50 gallons 8. Floor Types (1324.0 sqft.) Insulation Area EF: 0.950 a. Slab -On -Grade Edge Insulation R=0.0 1002.00 ft' 9 b. Conservation features b. Floor over Garage R=19.0 275.00 ft' None c. other (see details) R= 47.00 ft' 15. Credits I Pstat Glass/Floor Area: 0.085 Total Proposed Modified Loads: 63.18 PASSTotalBaselineLoads: 65.54 1 hereby certify that the plans and specifications covered by I Review of the plans and 4'tHE ST4T this calculation are in compliance with the Florida Energy specifications covered by this Code. calculation indicates compliance with the Florida Energy Code. 4,q''•. ti:s' ':, `„ O PREPARED BY: '"`' Before construction is completed DATE: / / 7 % lr7 this building will be inspected for compliance with Section 553.908 I hereby certify that this building, as designed, is in compliance Florida Statutes. CDDwiththeFloridaEnergyCode. WEB OWNER/AGENT:C3s. a vI2'L• Q BUILDING OFFICIAL: DATE: til 1 1 2t:!:: DATE: Compliance requires certification by the air handler unit manufacturer that the air handler enclosure qualifies as certified factory -sealed in accordance with R403.2.2.1. Compliance requires an Air Barrier and Insulation Inspection Checklist in accordance with R402.4.1.1 and starting July 1, 2017 this project requires an envelope leakage test report with envelope leakage no greater than 7.0 ACH50 (R402.4.1.2). Compliance with a proposed duct leakage Qn requires a Duct Leakage Test Report confirming duct leakage to outdoors, tested in accordance with Section 803 of RESNET Standards, is not greater than 0.030 Qn for whole house. 10/17/2017 4:36 PM EnergyGauge® USA - v5.1 - Section R405.4.1 Compliant Software Page 1 of 4 FORM R405-2014 PROJECT Title: Lot 120 - 2260 St. Bedrooms: 4 Address Type: Lot Information Building Type: User Conditioned Area: 2260 Lot # 120 Owner: Total Stories: 2 Block/SubDivision: Wyndham of Units: 1 Worst Case: No I PlatBook: Builder Name: Starlight Homes Rotate Angle: 0 Street: 2682 Flicker Cv Permit Office: Seminole County Cross Ventilation: No County: Seminole Jurisdiction: Whole House Fan: No City, State, Zip: Sanford , Family Type: Single-family FL, 32773 New/Existing: New (From Plans) Comment: I CLIMATE IECC Design Temp Int Design Temp Heating Design Daily Temp Design Location TMY Site Zone 97.5 % 2.5 % Winter Summer Degree Days Moisture Range FL, Sanford FL_ORLANDO SANFOR 2 39 93 70 I 75 677 44 Medium BLOCKS Number Name Area Volume 1 Blockl 2260 19508.4 SPACES Number Name Area Volume Kitchen Occupants Bedrooms InfilID Finished Cooled Heated 1 Floor 1 1002 9318.6 Yes 5 1 1 Yes Yes Yes 2 Floor 2 1258 10189.8 No 0 3 1 Yes Yes Yes FLOORS Floor Type Space Perimeter Perimeter R-Value Area Joist R-Value Tile Wood Carpet 1 Slab -On -Grade Edge Insulatio Floor 1 109.3 ft 0 1002 ' ft 0 0 1 2 Raised Floor Floor 2 47 ft2 0 0 0 1 3 Floor over Garage Floor 2 275 ft- 19 0 0 1 ROOF Roof Gable Roof Solar SA Emitt Emitt Deck Pitch Type Materials Area Area Color Absor. Tested Tested Insul. deg) 1 Hip Composition shingles 1481 ft2 0 ft2 Medium 0.6 N 0.5 No 0 26.6 ATTIC V # Type Ventilation Vent Ratio (1 in) Area I RBS IRCC 1 Full attic Vented 300 1324 ft' N N 10/17/2017 4:36 PM EnergyGaugeO USA - v5.1 - Section R405.4.1 Compliant Software Page 2 of 4 FORM R405-2014 CEILING Ceiling Type Space R-Value Ins Type I Area Framing Frac Truss Type 1 Under Attic (Vented) Floor 2 30 Blown 11324 ft' 0.1 Wood WALLS Adjacent Cavity Width Height Sheathing Framing Solar Below Space 1 W Exterior Frame - Wood Floor 2 13 47 0 8 1 1 379.9 ft2 0 0.25 0.6 0 2 W Exterior Concrete Block - Int Insul Floor 1 4.1 33 6 9 5 315.5 ft' 0 0 0.6 0 3 S Exterior Frame - Wood Floor 2 13 28 0 8 1 226.3 ft' 0 0.25 0.6 0 4 S Exterior Concrete Block - Int Insul Floor 1 4.1 7 3 9 5 68.3 ft' 0 0 0.6 0 5 E Exterior Frame - Wood Floor 2 13 47 0 8 1 379.9 ft2 0 0.25 0.6 0 6 E Exterior Concrete Block - Int Insul Floor 1 4.1 40 6 9 5 381.4 ft' 0 0 0.6 0 7 N Exterior Frame - Wood Floor 2 13 28 0 8 1 I226.3 ft2 0 0.25 0.6 0 8 N Exterior Concrete Block - Int Insul Floor 1 4.1 28 0 9 5 263.7 ft' 0 0 0.6 0 9 S Garage Frame - Wood Floor 1 13 27 9 9 5 261.3 ft' 0 0.25 0.01 0 DOORS Omt Door Type Space Stones U-Value Width Height Area I Ft In Ft In 1 E Wood Floor 1 None .39 3 6 10 20.5 ft' 2 Wood Floor 1 None .39 I 2 10 6 10 19.3 ft' WINDOWS Orientation shown is the entered, Proposed orientation. V Wall Overhang Omt ID Frame Panes NFRC U-Factor SHGC Area Depth Separation Int Shade Screening 1 W 2 None Low-E Double Yes 0.34 0.26 15.0 ft' 1 ft 0 in 11 ft 0 in None None 2 S 3 None Low-E Double Yes 0.34 0.26 15.0 ft' 1 ft 0 in 1 ft 0 in None None 3 S 3 None Low-E Double Yes 0.34 0.26 30.0 ft' 1 ft 0 in 4 ft 0 in None None 4 N 7 None Low-E Double Yes 0.34 0.26 60.0 ft' 1 ft 0 in 1 ft0 In None None 5 N 8 None Low-E Double Yes 0.34 0.26 30.0 ft' 1 ft 0 in I 11 ft 0 in None None 6 N 8 Vinyl Low-E Double Yes 0.58 0.25 41.0 ft' 1 ft 0 in 11 ft 0 in None None GARAGE 1 Floor Area Ceiling Area Exposed Wall Perimeter Avg. Wall Height Exposed Wall Insulation 1 411 ft' 411 ft' 64 ft 9.3 ft 0 INFILTRATION Scope Method SLA CFM 50 ELA EgLA ACH ACH 50 1 Wholehouse Proposed ACH(50) .000384 2276 124.95 234.98 3451 I 7 10/ 17/2017 4:36 PM EnergyGaugeO USA - v5.1 - Section R405.4.1 Compliant Software Page 3 of 4 FORM R4n5-2n14 HEATING SYSTEM System Type Subtype Efficiency Capacity Block Ducts 1 Electric Heat Pump Split HSPF:8.2 36 kBtu/hr 1 sys#1 COOLING SYSTEM System Type Subtype Efficiency Capacity Air Flow SHR Block Ducts 1 Central Unit Split SEER: 14 36 kBtulhr 1080 cfm 0.7 1 sys#1 HOT WATER SYSTEM System Type SubType Location EF Cap Use SetPnt Conservation 1 Electric None Garage 0.95 50 gal 60.9 gal I 120 deg None SOLAR HOT WATER SYSTEM FSEC Cert # Company Name Collector System Model # Collector Model # Area Storage Volume FEF None None I ft' DUCTS V # Supply — Location R-Value Area Return — Air Location Area Leakage Type Handler CFM 25 TOT CFM25 OUT ON RLF HVAC # Heat Cool 1 Attic 6 452 ft' Floor 2 113 ft= Prop. Leak Free Floor 2 cfm 67.8 cfm 0.03 0.50 1 1 TEMPERATURES Programable Thermostat: Y Cooling[[ Jan [[ jj Feb [[ j Mar Heatin[X] Jan [X] Feb (X Mar Ventin [ )Jan [ ]Feb ki Mar Ceiling Fans: j Apr [ ] Ma [X] Jun [X] Jul riAuAAppr [ ] May [ ]Jun [ ]Jul AugW [ ] [ ]Jun [ ]Jul Aug X] SeSep Sep j I illlxhl Oct Nov Q X NNovov Dec Dec Thermostat Schedule: HERS 2006 Reference Schedule Type 1 Hours 2 3 4 5 6 7 8 9 10 11 12 Cooling (WD) Cooling (WEH) Heating (WD) Heating (WEH) AM 78 PM 80 AM 78 PM 78 AM 66 PM 68 AM 66 PM 68 78 78 78 78 78 78 80 78 78 78 78 78 78 78 78 78 78 78 78 78 78 78 78 78 66 66 66 66 68 68 68 68 68 68 68 68 66 66 66 66 68 68 68 68 68 68 68 68 78 78 78 78 68 68 68 68 80 78 78 78 68 68 68 68 80 80 78 78 78 78 78 78 68 68 68 66 68 68 68 66 80 78 78 78 68 66 68 66 MECHANICAL VENTILATION Type Supply CFM Exhaust CFM Fan Watts HRV Heating System Run Time Cooling System Runtime Vent 47 0 0 1 - Electric Heat Pump 1 - Central Unit 10/17/2017 4:36 PM EnergyGauge® USA - v5.1 - Section R405.4.1 Compliant Software Page 4 of 4 FORM R405-2014 ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD I ESTIMATED ENERGY PERFORMANCE INDEX* = 96 The lower the EnergyPerformance Index, the more efficient the home. 1. New construction or existing 2. Single family or multiple family 3. Number of units, if multiple family 4. Number of Bedrooms 5. Is this a worst case? 6. Conditioned floor area (ft2 7. Windows" Description a. U-Factor. Dbl, U=0.34 SHGC: SHGC=0.26 b. U-Factor. Dbl, U=0.58 SHGC: SHGC=0.25 c. U-Factor: N/A SHGC: d. U-Factor: N/A SHGC: Area Weighted Average Overhang Depth Area Weighted Average SHGC: 2682 Flicker Cv, Sanford, FL, 32773 1 New (From Plans) 9. Wall Types Insulation Area Single-family a. Frame - Wood, Exterior R=13.0 1212.50 ft2 b. Concrete Block - Int Insul, Exterior R=4.1 1028.80 ft2 1 c. Frame - Wood, Adjacent R=13.0 261.31 ft' 4 d. N/A R= ft° 10. Ceiling Types Insulation Area No a. Under Attic (Vented) R=30.0 1324.00 ft' 2260 b. N/A R= ft2 Area c. N/A R= ft2 150.00Area ft2 11. Ducts R ft2 a. Sup: Attic, Ret: Floor 2, AH: Floor 2 6 452 41.00 ft2 12. Cooling systems I kBtu/hr Efficiency ft= a. Central Unit 36.0 SEER:14.00 ft= 1.000 ft. 0.258 8. Floor Types Insulation Area a. Slab -On -Grade Edge Insulation R=0.0 1002.00 ft= b. Floor over Garage R=19.0 275.00 ft2 c. other (see details) R= 47.00 ft= 13. Heating systems a. Electric Heat Pump 1 14. Hot water systems a. Electric b. Conservation features None 1 15. Credits I certify that this home has complied with the Florida Energy Efficiency Code for Building Construction through the above energy saving features which will be installed (or exceeded) in this home before final inspection. Otherwise, a new EPL Display Card will be completed based on installed Code compliant features. Builder Signature: ' --'Y.N (2,1 Date: Address of New Home:Q (;7k rk P City/FL Zip:^pt- kBtu/hr Efficiency 36.0 HSPF:8.20 Cap: 50 gallons EF: 0.95 Pstat VO4 THE 5T,g0 a SOD WE Note: This is not a Building Energy Rating. If your Index is below 70, your home may qualify for energy efficient mortgage ( EEM) incentives if you obtain a Florida EnergyGauge Rating. Contact the EnergyGauge Hotline at (321) 638- 1492 or seethe EnergyGauge web site at energygauge.com for information and a list of certified Raters. For information about the Florida Building Code, Energy Conservation, contact the Florida Building Commission's support staff. Label required by Section R303.1.3 of the Florida Building Code, Energy Conservation, if not DEFAULT. 10/ 17/2017 4:36 PM EnergyGauge® USA - v5.1 - Section R405.4.1 Compliant Software Page 1 of 1 FORM R405-2014 TABLE 402.4.1.1 AIR BARRIER AND INSULATION INSPECTION COMPONENT CRITERIA Project Name: Lot 120 - 2260 SL Builder Name: Starlight Homes Street: 2682 Flicker Cv Permit Office: Seminole County City, State, Zip: Sanford , FL , 32773 Permit Number: Owner. Jurisdiction: Design Location: FL, Sanford COMPONENT CRITERIA CHECK Air barrier and thermal barrier A continuous air barrier shall be installed in the building envelope. Exterior thermal envelope contains a continuous barrier. Breaks or joints in the air barrier shall be sealed. Air -permeable insulation shall not be used as a sealing material. Ceiling/attic The air barrier in any dropped ceiling/soffit shall be aligned with the insulation and any gaps in the air barrier shall be sealed. Access openings, drop down stairs or knee wall doors to unconditioned attic spaces shall be sealed. Comers and headers shall be insulated and the junction of the foundation Walls and sill plate shall be sealed. The junction of the top plate and the top or exterior walls shall be sealed. Exterior thermal envelope insulation for framed walls shall be installed in substantial contact and continuous alignment with the air barrier. Knee walls shall be sealed. Windows, skylights and doors The space between window/doorjambs and framing and skylights and framing shall be sealed. Rim joists Rim joists are insulated and include an air barrier. Floors (including above -garage Insulation shall be installed to maintain permanent contact with underside and cantilevered floors) of subfloor decking. The air barrier shall be installed at any exposed edge of insulation. Crawl space walls Where provided in lieu of floor insulation, insulation shall be permanently attached to the crawlspace walls. Exposed earth in unvented crawl spaces shall be covered with a Class I vapor retarder with overlapping joints taped. Shafts, penetrations Duct shafts, utility penetrations, and flue shaft openings to exterior or unconditioned space shall be sealed. Narrow cavities Batts in narrow cavities shall be cut to fit, or narrow cavities shall be filled by insulation that on installation readily conforms to the available cavity spaces. Garage separation Air sealing shall be provided between the garage and conditioned spaces. Recessed lighting Recessed light fixtures installed in the building thermal envelope shall be air tight, IC rated, and sealed to the drywall. Plumbing and wiring Batt insulation shall be cut neatly to fit around wiring and plumbing in exterior walls, or insulation that on installation readily conforms to available space shall extend behind piping and wiring. Shower/tub on exterior wall Exterior walls adjacent to showers and tubs shall be insulated and the air barrier installed separating them from the showers and tubs. Electrical/phone box on The air barrier shall be installed behind electrical or communication boxes or air sealed boxes shall be installed. HVAC register boots HVAC register boots that penetrate building thermal envelope shall be sealed to the sub -floor or drywall. Fireplace An air barrier shall be installed on fireplace walls. Fireplaces shall have gasketed doors 10/17/2017 4:36 PM EnergyGauge® USA - v5.1 - Section R405.4.1 Compliant Software . Page 1 of 1 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Envelope Leakage Test Report Prescriptive and Performance Method Project Name: Lot 120 - 2260 SL Builder Name: Starlight Homes Street: 2682 Flicker Cv Permit Office: Seminole County City, State, Zip: Sanford , FL, 32773 Permit Number: Design Location: FL, Sanford Jurisdiction: Cond. Floor Area:: 2260 sq.ft. Cond. Volume: 19508 cu ft. Envelope Leakage Test Results Regression Data: C: n: N. Single or Multi Point Test Data HOUSE PRESSURE I FLOW: Leakage Characteristics CFM(50): E LA: EgLA: ACH: S LA: ACH(50) " For prescriptive projects, tested leakage must be 7 ACH(50). For performance projects, tested leakage must be <= the ACH(50) shown on Form R405-2014 for this project. R402.4.1.2 Testing. The building or dwelling unit shall be tested and verified as having an air leakage rate of not exceeding 7 air changes per hour in Climate Zones 1 and 2. Testing shall be conducted with a blower door at a pressure of 0.2 inches w.g. (50 Pascals). Testing shall be conducted by either individuals as defined in Section 553.993(5) or (7), Florida Statutes or individuals licensed as set forth in Section 489.105(3)(0, (g), or (i) or an approved third party. A written report of the results of the test shall be signed by the party conducting the test and provided to the code official. Testing shall be performed at any time after creation of all penetrations of the building thermal envelope. During testing: 1. Exterior windows and doors, fireplace and stove doors shall be closed, but not sealed, beyond the intended weatherstripping or other infiltration control measures; 2. Dampers including exhaust, intake, makeup air, backdraft and flue dampers shall be closed, but not sealed beyond intended infiltration control measures; 3. Interior doors, if installed at the time of the test, shall be open; 4. Exterior doors for continuous ventilation systems and heat recovery ventilators shall be closed and sealed; 5. Heating and cooling systems, if installed at the time of the test, shall be turned off; and 6. Supply and return registers, if installed at the time of the test, shall be fully open. I hereby certify that the above envelope leakage performance results demonstrate compliance with Florida Energy Code requirements in accordance with Section R402.4.1.2. SIGNATURE: PRINTED NAME: DATE: 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 third party conducting the test and provided to the code official. BUILDING OFFICIAL: DATE: gttE Srgp' W R', Y•:•M W, 10/17/2017 4:36 PM EnergyGauge® USA - v5.1 - Section R405.4.1 Compliant Software Page 1 of 1 FORM R405-2014 Duct Leakage Test Report Performance Method FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Form R405 Duct Leakage Test Report Performance Method Project Name: Lot 120 - 2260 SL Builder Name: Starlight Homes Street: 2682 Flicker Cv Permit Office: Seminole County City, State, Zip: Sanford , FL, 32773 Permit Number: Design Location: FL, Sanford Jurisdiction: Duct Test Time: Post Construction Duct Leakage Test Results CFM25 Duct Leakage Test Values Line System Outside Duct Leakage 1 System 1 cfm25(Out) 2 System 2 cfm25(Out) 3 System 3 cfm25(Out) 4 System 4 cfm25(Out) 5 Total House Sum lines 1-4 Duct System Divide by Leakage Total Conditioned Floor Area) Qn,Out) I certify the tested duct leakage to outside, On, is not greater than the proposed duct leakage On specified on Form R405-2014. SIGNATURE: PRINTED NAME: DATE: Duct tightness shall be verified by testing to Section 803 of the RESNET Standards by either individuals as defined in Section 553.993(5) or (7), Florida Statutes, or individuals licensed as set forth in Section 489.105(3)(f), g), or (i), Florida Statutes. BUILDING OFFICIAL: DATE: 10/17/2017 4:36 PM EnergyGauge® USA - v5.1 - Section R405.4.1 Compliant Software Page 1 of 1 1 wrightsoft Project Summary Job: Starlight -Wyndham 1 '7 Date: 6/16/2017 Entire House W. Energy Air, Inc Plan: 2260 S Magellan 5401 Energy Air, Ct, Orlando, FL 32810 Phone:407-886-3729 Email: GRenner@energyaircom Web: mm.energyaircom For. Lot 120 - 2260 SL, Starlight Homes 2682 Flicker Cv, Sanford, FL 32773 Notes: Weather. Orlando ExecutiveAP, FL, US Winter Design Conditions Outside db 44 OF Inside db 70 OF Design TD 26 OF Heating Summary Structure 17353 Btuh Duds 3222 Btuh Central vent (47 dm) 1319 Btuh Outside air Humidification 0 Btuh Piping 0 Btuh Equipment load 21894 Btuh Method Construction quality Fireplaces Area (ft2) Volume (ft3) Air changes/hour Equiv. AVF (dm) Infiltration Simplified Average 0 Heating Codingg 2310 2310 20003 20003 0.41 0.21 137 70 Summer Design Conditions Outside db 93 OF Inside db 75 OF Design TD 18 OF Daily range L Relative humidity 50 Moisture difference 44 gr/Ib Sensible Cooling Equipment Load Sizing Structure 15512 Btuh Duds 5921 Btuh Central vent (47 dm) 900 Btuh Outside air Blower 0 Btuh Use manufacturer's data y Rate/swing multiplier 1.00 Equipment sensible load 22332 Btuh Latent Cooling Equipment Load Sizing Structure 3073 Btuh Ducts 1244 Btuh Central vent (47 dm) 1382 Btuh Outside air Equipment latent load 5699 Btuh Equipment Total Load (Sen+Lat) 28031 Btuh Req. total capacity at 0.70 SHR 2.7 ton Heating Equipment Summary Cooling Equipment Summary Make Carrier Make Carrier Trade CARRIER AIR CONDITIONING Trade CARRIER AIR CONDITIONING Model CH14NBO360000B Cond CH14NBO360000B AHRI ref 8068612 Coil FB4CNP036L AHRI ref 8068612 Efficiency 8.2 HSPF Efficiency 11.7 EER, 14 SEER Heating input Sensible cooling 23100 Btuh Heating output 33800 Btuh @ 47-F Latent cooling 9900 Btuh Temperature rise 28 OF Total cooling 33000 Btuh Actual airflow 1105 drn Actual airflow 1105 din Airflowfador 0.054 dmBtuh Airflowfador 0.052 dmBtuh Static pressure 0.50 in H2O Static pressure 0.50 in H2O Spacethermostat Load sensible heat ratio 0.80 Capacity balance point = 34 OF Backup: Input = 5 kW, Output =16034 Btuh, 100 AFUE Bold4talic values have been manua0yovenfdden Calculations approved byACCA to meet all requirements of Manual J 8th Ed. wrighisoft' Pighl-Suite®Uniwrsal2017 17.0.28 RSU17013 2017- Oct17 16:1 ACCI ...Spedfidwyndham PreseruelLot 120 - 2260 SL1up Calc = MJ8 Front Door faces: S Paagege 1 r, wrightsoft° Manual S Compliance Report Entire House EnergyAir, Inc 5401 Energy Ar, Ct, Orlando, FL 32810 Phone:407-886-3729 Email: GRenner®energyaiccom Web, wAw.energyairoom For. Lot 120 - 2260 SL, Starlight Homes 2682 Flicker Cv, Sanford, FL 32773 Design Conditions Job: Starlight -Wyndham Date: 6/16/2017 Plan: 2260 S Magellan Outdoor design DB: 92.6°F Sensible gain: 22332 Btuh Entering coil DB: 78.3°F Outdoor design WB: 75.9°F Latentgain: 5699 Btuh Entering coil WB: 64.4°F Indoor design DB: 75.0°F Total gain: 28031 Btuh Indoor RH: 50% Estimated airflow: 1105 dm Manufacturer's Performance Data at Actual Design Conditions Equipmenttype: SplitASHP Manufacturer. Carrier Model: CH14NB0360000B+FB4CNP036L Actual airflow: 1105 dm Sensible capacity: 23961 Btuh 107% of load Latent capacity: 6713 Btuh 118% of load Total capacity: 30674 Btuh 109% of load SHR: 78% Heating Equipment Design Conditions Outdoor design DB: 44.2°F Heat loss: 21894 Btuh Entering coil DB: 68.2°F Indoor design DB: 70.0°F Manufacturer's Performance Data at Actual Design Conditions Equipmenttype: SplitASHP Manufacturer. Carrier Model: CH14NB0360000B+FB4CNP036L Actual airflow: 1105 dm Output capacity: 33800 Btuh 154% of load Capacity balance: 34 OF Supplemental heat required: 0 Btuh Economic balance: -99 OF Backup equipment type: Elec strip Manufacturer. Model: Actual airflow: 1105 ctm Output capacity: 4.7 kW 73% of load Temp. rise: 50 OF Meets all requirements ofACCA Manual S. 2017-Oct- 17 16:35:41 wrightsoft Rght-SuiteSUni%ersal20l7 17.028 RSU17013 Page 1 4f—'CA ...SpecifidWyndham PreseryeNLot 120 - 2260 SL rup Calc = MA Front Door faces: S wrightsoft• Duct System Summary Entire House EnergyAir, Inc 5401 Energy Ar, CL Orlando, FL 32810 Phone:407-886-3729 Email GRenner@energyairoom Web: mAw.energyaiccom Project Information For. Lot 120 - 2260 SL, Starlight Homes 2682 Flicker Cv, Sanford, FL 32773 Job: Starlight -Wyndham Data: 6/16/2017 Plan: 2260 S Magellan Heating Cooling External static pressure 0.50 in H2O 0.50 in H2O Pressure losses 0.22 in H2O 0.22 in H2O Available static pressure 0.28 in H2O 0.28 in H2O Supply / return available pressure 0.140 / 0.140 in H2O 0.140 / 0.140 in H2O Lowest friction rate 0.136 in/100ft 0.136 in/100ft Actual airflow 1105 dm 1105 drrl Total effective length (TEL) 206 ft Name Design Btuh) Htg dm) Clg dm) Design FIR Diam in) H x W in) Duct Mat Actual Ln (ft) Ftg.Egv Ln (ft) Trunk Barn 2 C 135 6 7 0.162 4.0 Ox 0 VIFx 27.8 145.0 st1 Bed 4 C 1565 75 81 0.185 6.0 Ox 0 VIFx 21.5 130.0 st2 Bed2-A h 1865 100 97 0.162 7.0 Ox 0 VIFx 32.6 140.0 SO Foyer -A h 3062 164 89 0.175 8.0 Ox0 VIFx 19.6 140.0 st1 Laun C 842 4 43 0.268 4.0 Ox0 VIFx 9.3 95.0 Loft C 2620 125 135 0.284 7.0 Ox 0 VIFx 3.5 95.0 bat C 212 5 11 0.186 4.0 Ox 0 VIFx 20.3 130.0 st2 bra C 1613 74 83 0.183 6.0 Ox 0 VIFx 22.7 130.0 st2 Idt-ram h 3684 198 188 0.136 9.0 Ox 0 VIFx 41.0 165.0 st3 Idt-fam-A h 3684 198 188 0.137 9.0 Ox 0 VIFx 39.3 165.0 st3 mba C 439 20 23 0.241 4.0 Ox0 VIFx 16.0 100.0 mbr C 2038 94 105 0.245 6.0 Ox0 VIFx 14.4 100.0 VAC C 506 22 26 0.172 4.0 Ox 0 VIFx 28.1 135.0 st2 c3 c 82 2 4 0.188 4.0 Ox 0 VIFx 19.3 130.0 st2 vAcA C 493 18 25 0.179 4.0 Ox 0 VIFx 26.0 130.0 st2 Trunk Htg Clg Design Veloc Diam H x W Dud Name Type dm) Cfm) FIR fpm) in) in) Material Trunk st1 PeakAVF 666 568 0.136 623 14.0 0 x 0 VinlFlx st2 PeakAVF 196 231 0.172 522 9.0 0 x 0 VinlFlx st3 PeakAVF 396 376 0.136 504 12.0 0 x 0 VinlFlx st1 Boldrnalic values have been manuallyovenidden wrightsoft• Rght-Suite®Universal 201717.028RSU17013 ACCK ...SpedfidWyndham Preseree'Lot l20 - 2260 SL rup Calc = MR Front Door faces S 2017-Oct-17 16:35 41 Page 1 Return Branch Detail Table Name Grille. Size (in) Htg dm) Clg cfm) TEL ft) Design FR Veloc fpm) Diam in) H x W in) Stud/Joist Opening (in) Dud Mal Trunk W Ox 0 1105 1105 0 0 0 0 Ox 0 VIFx t + wrightsoft, fight-Suite®Uni%ersal20l7l7.028RSU17013 ACCP....SpecifidWyndham Presem'Lot 120 - 2260 SL rup Calc= MJ8 Front Door faces: S 2017-Od-17 16.35 41 Page 2 a PVTW Job # Starlight -Wyndham Performed for: Lot 120 - 2260 SL 2682 Flicker Cv Sanford, FL 32773 Level 1 Energy Air, Inc 5401 EnergyAir, Ct Orlando, FL 32810 Phone: 407-886-3729 wAw.energyair.com GRenner@energyaircom Ma Scale: 1 /8" = 1'0" Page 1 RightSuite® Uni%ersal 2017 17.0.28 RSU 17013 2017-0ct-1716:35'47 m Preserrel_ot 120 - 2260 SLrvp level 2 AHU ON METAL STAND 3.0 TON 240V /5KW HP m br 10x6 105 cfm Loft 8x4 8x4 18x8 23Cfm 43 c 24 x 18 12x6 135 cfm i 1105 cfm Sup Riser 4" 7" 14" 6" T Tmba"v6 a Laun UTR 4„ ba2 8x4 In 9„ 1' VTR 26 cfm hall x4 4" 4" 1c WIC i 6" 4" 6„ 10x6 4" 10x6 83cfm 14x6 81c1n 14x6 8x4 4 cfm WIC3 vAc4 bra 8x4 Bed 4 25 cfm Job #: Starlight -Wyndham Performed for: Lot 120 - 2260 SL 2682 Flicker Cv Sanford. FL 32773 saVTR 17 CFM Energy Air, Inc 5401 EnergyAir, Ct Orlando, FL 32810 Phone: 407-886-3729 www. energyair.com GRenner@energyaircom Scale: 1 /8" = IV' Page 2 Right- SuiteO Universal 2017 17. 0.28 RSU17013 2017- Oct-1716'35:47 m PreserveV-ot 120 - 2260 SLrup o` ZZ6o MOOW WYNDHAM PRESERVE - LOT 120 PLOT PLAN 12 c v U) N a 0 a V o N 3 U vOo 0 z c v c v a' ' 0m WYNDHAM PRESERVE LOT 120 PB 81, PG 93) LAKE MARY BOULEVARD N89@42'1 %"E VARIABLE WIDTH RIGHT OF WAY PER EAST LAKE MARY 6 9 11-1 BOULEVARD RIGHT OF WAY MAP COUNTY PROJECT PS-0137 10' UTILITY, BUFFER, WALL & LANDSCAPE EASEMENT (P) _ _ _ DIlVIENSION NOTE: Proposed building dimensions shown hereon are of the exterior. Building Setbacks Setbacks: Per construction plans for WYNDHAM PRESERVE', City of Sanford, Seminole County, Florida. Front = 25' Rear = 20' Side = 5' LOT 121 PROPOSED 5' J 120------- LOT 1 AREA = "' o 5,066 S.F. ± N 10.0 J PATIO D A/C o PA O 6.9; ' 2.0' 16.0 0- 9, 28.0 W 2 PROPOSED 1 STORY RESIDENCE 2682,LICKER COVE n 2260 MAGELLAN ELEVATION - S m 3 GARAGE - LEFT FFE= 30.5 3tWi a OfwQELo EL c) ao I 41.80r 1 o S89'4X 101W PROPOSED i APRON 1 t7n O N b TRACT H p (DRAINAGE) 50' DRAINAGE EASEMENT OR BOOK 181, PG 107) N ZONIN TED1LS I Ok to construct single family home with setbacks and impervious area shown on plan. ZZloO ( 140L,glt,%- S, L CONC CURBS LO FLICKER COVE N N89' 43'10"E _290.76, 50' RIGHT-OF-WAY PCP PCP CENTER LINETWTE ROAD BUILDING LAYOUT NOTE: Contractor and owner are to verify all setbacks, building dimensions, and layout shown hereon prior to any construction, and immediately advise GeoPoint Surveying, Inc. of any deviation from information shown hereon. Failure to do so will be at user's sole risk. r` r —Lice ` 4"' LB— Lice "'."` LEGEND:ADUSSD—Access/Drainage/Utilities/Sidewalk LicenseusinessBFP— Backflow Preventer Sight Distance Easement S Survey PRM—Permanent Ref. Monument R — Reported PCP —Permanent Control Point D — Description IFP&L—Florida Power & Light p — Plat FFE—Flnish Floor Elevation D. B. —Deed Book M —Water Meter O. R.—Official Records Book DG—Water Valve P. B. —Plat Book Cr—Fire Hydrant Pg.— Page RCM —Reclaimed Water Meter Elev. — Elevation RCM —Reclaimed Water Valve Conc. — Concrete Cable Box BP — Brick Paver m —Telephone Box SW — Sidewalk EI —Electric Box FFE— Finished Floor Elevation O-Utility Pole Cl — Curb Inlet Guy Pole GTI — Grate Top Inlet tight Pole P. U.E.—Public Utility Easement Guy Anchor RCP — Reinforced Conc. Pipe OU--Overhead Utilities PVC — Polyvinyl Chloride Storm Sewer Manhole NCS— No Comer Set (Falls in Water) D—Sanitary Sewer Manhole SF — Square Feet EHHo —Electric Handhole D. U.E.—Drainage/Utility Easement Coo —Clean Out FMGD — MAG NAIL & DISK XVD4—Irrigation Control Valve P. K. —Parker Kolon Nail Sign SIR — Set 1/2" Iron Rod L87768 WI>4—Gate Water Valve SPKD — Set P.K. & Disk LB7768 Gas Meter FIR — Found 1/2" Iron Rod LB7768 F`11 —Existing Grade FIP — Found 1/2" Iron Pipe LB7768 Cl —Blow—off Valve FPKD— Found P.K. Nail &Disk LB7768 ----Drainage Flow Direction FCM — Found 4"x4" Concrete 0 0 —Proposed Design Grade Monument PRM LB7778 10. —As—Built/Existing Grad Note: Some items in above leaen may not be aoa icable Description I Date I Dwn.1Ck'd I P.C.IOrder No. SURVEYOR' S NOTES: 1. Current title information on the subject property had not been fumished to GeoPoint Surveying, Inc. at the time of this plot plan. 2. Roads, walks, and other similar items shown hereon were taken from engineering plans and are subject to survey. 3. Elevations shown hereon are in feet and are referenced to the NATIONAL GEODETIC VERTICAL DATUM OF 1929 (NGVD29). 4. Proposed grades & finished floor elevations shown hereon are from the construction plan for 'WYNDHAM PRESERVE", City of Sanford Seminole County, Florida. 5. This Plot Plan is subject to matters shown on the construction plans for 'WYNDHAM PRESERVE', City of Sanford Seminole County, Florida. 6. Proposed information shown based on proposed/ supplied plan and/or instructions per client (not field verified) PLOT PLAN ONLY NOT A SURVEY) For Permitting ONT—Y) J a r t4e's D. Leviner LS6915 FLORIDAPROFESSIONALSURVEYOR &MAPPER NO. .................. NOT VAUD WITHOUT THE SIGNATURE AND THE ORIGINAL LOT AREA CALCULATIONS LOT = 5,066 SQ.FT. LIVING AREA= 1,002 SQ.FT. GARAGE = 411 SQ.FT. PORCH = 48 SQ.FT. DRIVEWAY = 405 SQ.FT. PATIO = 100 SQ.FT. WALKWAY = 86 SQ.FT. A/ C PAD = 9 SQ.FT. IMPERVIOUS= 40.6 % SOD = 3,005 SQ.FT. OFF LOT AREA CALCULATIONS R/ W = 1,045 SQ.FT. APRON = 114 SQ.FT. SIDEWALK = 209 SQ.FT. SOD = 137 SQ.FT. TOTAL AREA AREA = 6,111 SQ. Fr. DRIVEWAY = 519 SQ.FT. SIDEWALK = 295 SQ.FT. SOD = 3,142 SQ.FT. PREPARED FOR ASHTON WOODS FLOOD ZONE: The property shown hereon is on the Federal Emergency Management Agency's Flood Insurance Rate Map Panel Number 12127C-0765H. in Flood Zone " x" DESCRIPTION: LOT 120, according to the plat of " WYNDHAM PRESERVE", as recorded in Plat Book 81, Page 93 Public records of Seminole County, Florida 555 Winderley Place, Suite 109 Maitland, FL 32751 Phone: ( 321) 270-0440 Fax: ( 813) 248-2266 Licensed Business No. LB 7768 GeoPoint Surveying, Inc. Drawn: JE I Checked: JDL I P.C.: Data FlIe:BrissonEaat-Plat Date: 09/19/17 Dwg: BdmnEasl-Latno Order No.: — SEC. 17 - TWN. 20 S. - RNG. 31 E. Field Bk: — RECORD COPY PALMER ELECTRIC Starlight Homes 2260 Magellon, Wyndham Preserve LOAD CALCULATION June 9, 2017 I. HVAC LOADS (NEC 2011 - 220.82(C)(31- (4)) ZONE COMPRESSOR SIZE CONNECTED LOAD 1 3.50 TON 630 KVA 2 TON 3 TON 4 TON 5 TON ZONE AIR HANDLER BLOWER MOTOR CONNECTED LOAD 1 7 00 KVA 067 7.67 KVA 2 KVA 3 KVA 4 KVA 5 KVA TOTAL CONNECTED LOAD FOR HVAC SYSTEMS 1397 KVA TOTAL LOAD FOR COMPRESOR @ 100% 630 KVA TOTAL LOAD FOR AIR HANDLER @ 65% 499 KVA TOTAL HVAC DEMAND LOAD 11.29 KVA 11. GENERAL LOADS fNEC2011-220.82(B)(I1-(4)) LIGHTING 2260 Sq Ft @ 3VA/Sq. Ft 6.78 KVA Qty KVA Rating Total KVA 2 1.5 SMALL APPLIANCE CIRCUITS 3.00 KVA 1 1.5 LAUNDRY CIRCUIT J\\-DING, 1.50 KVA 1 5 DRYER CIRCUIT 0 5.00 KVA 5 STACK WASHER/DRYER 1 4.5 WATER HEATER (1) SANFORD 4.50 KVA 4.5 WATER HEATER (2) ~ FPgR( 1 1.2 DISHWASHER 120 KVA 1 0.8 DISPOSAL(!) 0.80 KVA 0.8 DISPOSAL(2) 4 7.2 RANGE/OVEN (1) # 1 12 RANGE/OVEN (2) 12.00 KVA 72 COOKTOP CIRCUIT 7.2 SUMMER KITCHEN/JENAIR 1 2.5 MICROWAVE CIRCUIT 2.50 KVA 4.8 JACUZZI TUB CIRCUIT 12 50AMP SAUNA/WHIRLPOOL 7.2 30AMP POOL CIRCUIT 14.4 60AMP POOL CIRCUIT 19.2 80A1\4P POOL CIRCUIT CONNECTED LOAD (GENERAL LOADS) 37.28 KVA IST 10 KVA (GENERAL LOADS) @ 100% 10.00 KVA REMAINDER (GENERAL LOADS) @ 40% 10.91 KVA SUB -TOTAL (GENERAL LOADS) fNEC 2011-220.82(B)) 20.91 KVA HVAC LOADS 11.29 KVA GENERAL LOADS 20.91 KVA TOTAL DEMAND LOAD (NEC 2011 - 220.82(A)) 32.20 KVA MINIMUM SERVICE SIZE 134.16 AMPS RECOMMENDED SERVICE SIZE 150 AMPS Typical 150 Amp Electrical Diagram 1,50,'Amp Main i 1,20V /.2'40V RECORD COPY Typical 150 Amp Interior Panel 2/0 SER Aluminum Service Cable Or 2" Conduit & (3) 2/0 XHHW AL & (1) 1/0 XHHW AL EC 250.94 Intersystem Bonding Bridge Power Company Secondary Conduit & Wire 4 Bare Copper Per NEC 250.66 B Gro/und Clamp Concrete Encased Electrode 1 7 - 3641 RECORD COPY 17-36 1 SAN FORD 10, Aq 4DBoise Cascade Engineered Wood Products look IMMRUMMI &EPS ,# 10 1 I Imm for products manufactured in Alexandria Louisiana I ESG 07/21/2014 R 08/04/2015 i It's the SIMPLE FRAMING SYSTEM®, featuring beams, joists and rim boards that work together as a system, so you spend less time cutting and fitting. In fact, the SIMPLE FRAMING SYSTEM® uses fewer pieces and longer lengths than conventional framing, so you'll complete jobs in less time. You'll Build Better Homes with the SIMPLE FRAMING SYSTEM® Now it's easier than ever to design and build better floor systems. When you specify the SIMPLE FRAMING SYSTEM®, your clients will have fewer problems with squeaky floors and ceiling gypsum board cracks. The SIMPLE FRAMING SYSTEM® also means overall better floor and roof framing than dimension lumber allows. Better Framing Doesn't Have to Cost More Boise Cascade Engineered Wood Products' SIMPLE FRAMING SYSTEM® often costs less than conventional framing methods when the resulting reduced labor and materials waste are considered. There's less sorting and cost associated with disposing of waste because you order only what you need. Although our longer lengths help your clients get the job done faster, they cost no more. Environmentally Sound As an added bonus, floor and roof systems built with BCI® Joists require about half the number of trees as those built with dimension lumber. This helps you design a home both you and future generations will be proud to own. What Makes the SIMPLE FRAMING SYSTEM® So Simple? 0 Floor and Roof Framing with BCI® Joists Light in weight, but heavy-duty, BCI® Joists have a better strength / weight ratio than dimension lumber. Knockouts can be removed for cross -ventilation and wiring. Product Profiles, BCI" Architectural Specifications ......... 3 About Floor Performance, BCI" Residential Floor Span Tables, One Hour Floor/Ceiling Assembly ........................ 4 BCI" Floor Framing Details .......................... 5-6 o BCI" Joist Hole Location 8 Sizing, Large Rectangular Holes ... 7 BCI" Cantilever Details, Web Stiffener Requirements ..... 8-9 r BCI" Floor Load Tables ........................... 10 - 12 BCI" Roof Framing Details ........................ 13 - 14 BCI" Roof Span Tables ........................... 15 - 18 BCI" Roof Load Tables .................... ...... 19 - 23 BCI" Design Properties, BCI"Allowable Nail Spacing ....... 24 Boise Cascade Rimboard Products/Properties ............ 25 0 Ceilings Framed with BCI® Joists The consistent size of BCI® Joists helps keep gypsum board flat and free of unsightly nail pops and ugly shadows, while keeping finish work to a minimum. 0 VERSA -LAM® Beams for Floor and Roof Framing These highly -stable beams are free of the large-scale defects that plague dimension beams. The result is quieter, flatter floors (no camber) and no shrinkage -related call-backs. 0 Boise Cascade Rimboard Boise Cascade Engineered Wood Products offer several engineered rimboard products regionally, including BC RIM BOARD® OSB, BC RIM BOARD® and VERSA -RIM® (check supplier or Boise Cascade EWP representative for availability). These products work with BCI® Joists to provide a solid connection at the critical floor/wall intersection. VERSA -LAM® Products, Specifications, Allowable Holes..... 26 VERSA -LAM" Details, Multiple Member Connectors ........ 27 VERSA -LAM" Floor Load Tables (100% Load Duration) ....:.... 28 VERSA -LAM" Snow Roof Load Tables (115% Load Duration) ..... 29 VERSA -LAM" Non -Snow Roof Load Tables (125% Load Duration). 30 VERSA -LAM" Closest Allowable Nail Spacing ............. 31 VERSA -LAM" Design Values ........................... 31 VERSA -LAM" 1.8 2750 Columns, VERSA -STUD" 1.7 2650 .. 32 Computer Software: BC FRAMER", BC CALC" ............ 33 Framing Connectors: Simpson, USP ................ 34 - 35 Lifetime Guarantee ........................... Back Cover Boise Cascade EVJP • Eastern Specifier Guide • 08/04/2015 Eastern_ Product _Pr_o_files____ i BCI!Jo-i-sts VERSA -LAM" VERSA -LAM" VERSA -LAM" BCI* 4500s 1.8 BCI* 5000s 1.8 BCI® 6000s 1.8 BCI* 6500s 1.8 BCIm 60s 2.0 BCIm 90s 2.0 1.72650 1.82750 2.03100 1'/:'z T 1'/'z T is 3/x 9'/i' 9'/i' 9t/2" 11'/i' 11'/i' ; I 3/x 3'/z' 11'/i' 91'/i' ' " 11'/i' " 11'/i' /14 '/i14" , t0 14" '/ 14" 14" 16" 16" to 16" i' to T/i' j 24" i+, 2" 25/te" 29he' 25he" 3Y2' 1W 1W 31/2' 3'/ to 5W 1'/:" 1W Some products may not be available in all markets. Contact your Boise Cascade EWP representative for availability. 3'/:', 5'/:' BCI° and VERSA -LAM* products shall be installed in dry -use applications only, per their respective ICC ESR evaluation reports. BCI®- Joist Architectural Specifications Scope: This work includes the complete furnishing and installation of all BCI* Joists as shown on the drawings, herein specified and necessary to complete the work. Materials: BCI* Joists shall be manu- factured by Boise Cascade Engineered Wood Products with oriented strand board webs, VERSA -LAM* laminated veneer lumber flanges and waterproof, structural adhesives. Joist webs shall be graded Structural I Exposure 1 by an agency listed by a model code evaluation service.' Strands on the face layers of the web panels shall be oriented vertically in the joist. The web panels shall be glued together to form a continuous web member. The web panels shall be machined to fit into a groove in the center of the wide face of the flange members so as to form a pressed glue joint at that junction. Design: The BCI* Joists shall be sized and detailed to fit the dimensions and loads indicated on the plans. All designs shall be in accordance with allowable values and section properties developed in accordance with ASTM D5055 and listed in the governing code evaluation service's report. Drawing: Additional drawings showing layout and detail necessary for determining fit and placement in the building are (are not) to be provided by the supplier. Fabrication: The BCI* Joists and section properties shall be manufactured in a plant evaluated for fabrication by the governing code evaluation service and under the supervision of a third -party inspection agency listed by the corresponding evaluation service. Storage and Installation: The BCI* Joists, if stored prior to erection, shall be stored in a vertical and level position and protected from the weather. They shall be handled with care so they are not damaged. The BCI* Joists are to be installed in accordance with the plans and the Boise Cascade Engineered Wood Products Installation Guide. Temporary construction loads which cause stresses beyond design limits are not permitted. Erection bracing shall be provided to keep the BCI* Joists straight and plumb as required and to assure adequate lateral support for the individual BCI* Joists and the entire system until the sheathing material has been applied. Codes: The BCI* Joists shall be evalu- ated by a model code evaluation service. Boise Cascade EwP • Eastern Specifier Guide • 08/04/2015 Residential Floor Span Tables About Floor Performance Homeowner's expectations and opinions vary greatly due to the increase the joist depth, limit joist deflections, glue and screw a subjective nature of rating a new floor. Communication with the thicker, tongue -and -groove subfloor, install the joists vertically ultimate end user to determine their expectation is critical. Vibration plumb with level -bearing supports, and install a direct -attached is usually the cause of most complaints. Installing lateral bridging may ceiling to the bottom flanges of the joists. help; however, squeaks may occur if not installed properly. Spacing the joists closer together does little to affect the perception of the The floor tables listed below offer three very differentpry floor's performance. The most common methods used to increase performance options, based on performance requirements of the the performance and reduce vibration of wood floor systems is to homeowner. Joist Depth BCI0 Joist Series THREE STAR*** FOUR STAR**** CAUTION MINIMUM STIFFNESS ALLOWED BY CODE CAUTION Live Load deflection limited to L/480: The common industry and design community standard for residential floorioists, 33% stiffer than L/360 code minimum. However, floor performance may still be an issue in certain applications, especially with 9'b" and 11W deep joists without a direct -attached ceiling Live Load deflection limited to L/960+: In addition to providing a floor that is 100% stiffer than the three star floor, field experience has been incorporated into the values to provide a floor with a premium performance level for the more discriminating homeowner, Live Load deflection limited to L/360: Floors that meet the minimum building code L/360 criteria are structurally sound to carry the specified loads: however, there is a much higher risk of floor performance issues. This table should only be used for applications where floor performance is not a concern. 12" O.C. 16" o.c. 19.2" O.C. 24" O.C. 32" O.C. 12" O.C. 16" O.C. 19.2" O.C. 24" O.C. 32" O.C. 12" O.C. 16" O.C. 19 2" O.C. 24" O.C. 32" O.C. 4500s 1.8 16'-11" 1 15'4" 1 14'-8" 13._7" 11,_9" 11' 6" 11'-6" 10'4" 10.-0'. 9'-T' 18'-9„ 16,4" 15'4" 13'_7" 111_91, 5000s 1.8 17'-0" 16-0" 15-2" 14'-l" 12'-5" 11'-6" 11'-0" 10'-0" 10'-0" T-11" 19'-4" 17'-9" 16'-4" 14'-7" 12'-0" 6000s 1.8 18'-2" 16'-0" 15'-8" 14'-8" 13'-4" 11'-6" 11'-6" la-0" 10'-0" 10'-0" 20'-2" 18'-5" 17'-5" 151-9" 1S-8" 6500s 1 8 18'-0" 17--1" 16'-l" 15-0" 13'-0" 1V-6" W-15" 10'-0" 10'-0" 10'-0" 20'-0" 16-11" IT-10" 16-7" 14'-3" 4500s 1.8 20'-0" 18'4" I 17'-3" 15'-5" 13'-4" 15'4" 14'-3" 13'-5" 12'-6" 114" 21'_10" 18'-11" 17'-3" 15'-5" 13'4" 5000s 1.8 2U-9" 19'-0" 17'-11" 164" 13'-4" 15'-6" 14'-9" IT-11" 12'-11" 11--4- 23'-0" 20'-4" 18'-0" 16'-7" 13'-4" 6000s 1.8 21'-7" 19'-8" 18'-7" 17'-4" 14'-10" 15'-0" 15-4" 14'-5" 13'-5" 12'-l" 23'-10" 21'-10" 20'-0" 17'-11" 14'-10" 6500s 1 8 22'-2" 20'-3" 19'-2" IT-10" 14'-10" 16'-0" 16-10" 14'-11" 13-10" 12'-7" 24'-0" 22'-5" 21'-l" 18'-10" 14'-10" 60s 2.0 23'-7" 21'-0" 20'-4" 18'-11" 16-4" 18'-0" 16'-9" 15'-9" 14'-8" 13'-3" 26'-1" 23'-10" 22'-0" 21'-0" 16-4" 90s 2.0 26'-7" 22- " 27-10" 21'-0" 19-4" 19'-0" 18'-10" 17'-8" 16-5' 14'-10" 29'-5" 26-10" 25'-3" 23'-0" 19'-4" 4500s 1.8 22'-9" I 20'-7" 18'-9" 16'_9" 13'-11" 17'-10" 16'-3" 15'4" 14'-3" 13'_0" 23'-10" 20'-7" 18'4" 16'4" 13'-11" 5000s 1.8 23'-7" 21'-7" 20'-2" 18'-0" 13'-11" 18'-0" 16-10" 15'-11" 14'-9" 13'-5" 26-7" 22'-l" 20'-2" 16-4" 13'-11" 6000s 1.8 24'-6" 22'-5" 21'-2" 19'-0" 16-5" 19'-2" 17'-0" 16'-0" 15'-4" 13'-11" 2T-1" 23'-11" 21'-10" 19'-0" 16-5" 14" 6500s 1.8 25'-2" 23'-0" 21'-0" 20'-2" 16-5" 19'-0" 17'-11" 16-11" 15-8" 14'-3" 27'-9" 25-2" 27-11" 20'-6" 1I6-5" 60s 2.0 26-9" 24'-5" 23'-0" 21'-0" 16-4" 20'-11" 19'-0" 17'-11" 16'-7" 16-1" 29'-7" 27'-0" 25-6' 21'-10" 16-4" 90s 2.0 30'-1" 27'-5" 26-10" 24'-0" 19'-0" 23'-0" 21'-4" 20'-0" 18'-0" 16'-9" 33'-3" 30'-4" 28'-7" 26'-0" 19'-6" 4500s 1.8 25'-2" I 22'-0" I 20'-l" 1T-11" 14,-l" 19'4" 18'-0" 1 17'-0" 15'-10" 14'-1" 25.5" 22,_0" 20'-l" 17'-11" 14'-1" 6000s 1 81 27'-0" 24'-9" 23'-4" 20'-10" 15'-9" 211-2" 19'-4" 18'-2" 16-11" 16-4" 29-0" 25'-6' 23'-4" 20'-10" 16-9" 16" 6500s 1.8 27'-9" 26-4" 23'-11" 21'-1" 16-9" 21'-9" 1T-9" 18'-0" 17'-4" 15-8" 30'-0" 26-11" 24'-0" 21'-l" 16-9" 60s 2.0 29'-7" 27'-0" 25'-6" 21'-10" 16-4" 23'-2" 21--1" 19'-10" 18'-5" 16'-4" 32'-0" 29'-10" 27'-4" 1 21'-10" 16-4" 90s 2.0 33'-4" 30'-4" 1 28'-7" 26-2" 19'-7" 26-0" 23'-7" 22'-2" 20'-0" 1 18'-7" 36-10" 33'-7" 31',8" 1 26'-2" 19'-7" Span table is based on a residential floor load of 40 psf live load and 10 psf dead load (12 psf dead load for 90s 2.0 joists). Span values assume 23/32' minimum plywood/OSB rated sheathing is glued and nailed to joists for composite action (joists spaced at 32" o.c. require sheathing rated for such spacing - 7/8" plywood/OSB). Span values represent the most restrictive of simple or multiple span appli- cations. Analyze multiple span joists with BC CALC• sizing software if the length of any span is less than half the length of an adjacent span. Span values are the maximum allowable clear distance between supports. Table values assume minimum bearing lengths without web stiffeners for joist depths of 16" inches and less. Floor tale will increase dead load and may require specific deflection limits, contact Boise Cascade EWP Engineering for further information. This table was designed to apply to a broad range of applications. It may be possible to exceed the limitations of this table by analyzing a specific application with the BC CALC° sizing software. Shaded values do not satisfy the requirements of the North Carolina State Budding Code. Refer to the THREE STAR table when spans exceed 20 feet.) One -Hour- Fire Resistive Assembly--- --- - - 3 See the US version of the Boise Cascade Fire Design & Installation Guide for specific specific assembly information and other fire resistive options or contact your local Boise Cascade representative. ICC ESR 1336 FIRE ASSEMBLY COMPONENTS 1. Min. 27/32" thick tongue and groove sheathing (exterior glue), installed with long edge perpendicular to joist length, staggered one joist spacing with adjacent sheets, and glued to joists with construction adhesive. 2. BCI• Joists at 24" o.c. or less. 3. Two layers %" Type X or two layers '/_' Type C gypsum board, installed per Figures 2 or 3 of ICC ESR 1336. SOUND ASSEMBLY COMPONENTS When constructed with resilient channels Aid carpet & pad to fire assembly: STC=54 IIC=68 or Add 3'/2" glass fiber insulation to fire assembly: STC=55 IIC=46 or Add an additional layer of minimum W sheathing STC=61 IIC=50 and 9'/2' glass fiber insulation to fire assembly: Bosse Cascade EVVP • Eastern Specifier Guide • 08104/2015 5 C,F.O`6f ?FOl9 I:F15# tee/ I SDI i - - _ - For load bearing cantilever details, see page BCI° Joists, VERSA -LAM° and ALLJOIST° must be stored, installed and used in accordance with the Boise Cascade EWP Installation Guide, building codes, and to the extent not inconsistent with the Boise Cascade EWP Installation Guide, usual and customary budding practices and standards. VERSA -LAM°, ALLJOIST°, and BCI° Joists must be wrapped, covered, and stored off of the ground on stickers at all times prior to installation. VERSA -LAM°, ALLJOIST° and BCI' Joists are intended only for applications Endwall blocking as required per governing building code. BCI• Blocking Is required when joists are cantilevered. that assure no exposure to weather or the elements and an environment that is free from moisture from any source, or any pest, organism or substance which degrades or damages wood or glue bonds. Failure to correctly store, use or install VERSA -LAM*, ALLJOIST°, and BCI° Joist in accordance with the Boise Cascade EWP Installation Guide will void the limited warranty. SAFETY WARMING PRODUCT HANDLING TO AND AT JOB SITES DO NOT ALLOW WORKERS ON BCI® JOISTS UNTIL ALL HANGERS, BCI® RIM JOISTS, RIM BOARDS, BCI® BLOCKING PANELS, X-BRACING AND TEMPORARY 1x4 STRUT LINES ARE INSTALLED AS SPECIFIED BELOW. SERIOUS ACCIDENTS CAN RESULT FROM INSUFFICIENT ATTENTION TO PROPER BRACING DURING CONSTRUCTION. ACCIDENTS CAN BE AVOIDED UNDER NORMAL CONDITIONS BY FOLLOWING THESE GUIDELINES: Build a braced end wall at the end of the bay, or permanently install the first eight feet of BCI• Joists and the first course of sheathing. As an alternate, temporary sheathing may be nailed to the first four feet of BCI• Joists at the end of the bay. All hangers, BCI° rim joists, rim boards, BCI° blocking panels, and x-bracing must be completely installed and properly nailed as each BCI° Joist is set. Install temporary U4 strut lines at no more than eight feet on center as additional BCI° Joists are set. Nail the strut lines to the sheathed area, or braced end wall, and to each BCI° Joist with two 8d nails. The ends of cantilevers must be temporarily secured by strut lines on both the top and bottom flanges. Straighten the BCIO Joists to within Yz inch of true alignment before attaching strut lines and sheathing. Remove the temporary strut lines only as required to install the permanent sheathing. Failure to install temporary bracing may result in sideways buckling or roll-over under light construction loads. Do not stack construction materials (sheathing, drywall, etc) in the middle of BCIo Joist spans, contact Boise Cascade EWP Engineering for proper storage and shoring information. There are some differences between engineered wood products and traditional lumber products in terms of product handling: Avoid handling and storing BCI° joists in the flat direction. VERSA -LAM* is denser and due to the coating applied to the surface, can be more apt to sliding. Please consider these differences when transporting and handling engineered wood products. Boise Cascade EWP • Eastern Specifier Guide • 08/04/2015 Floor Framing Details Additional floor framing details available with BC FRAMER® software END BEARING DETAILS BCI• BCI• Joist rim joist blocking. Dimension lumber fie 25w_ Is not suitable for Nall Boise C _ use as rimboard Cascade with BG• Joists. Rimboard to BCI• Joists with Dimension lumber is not Blocking may be required 8d nail Into suitable for use as rim Perpendicular to wall, consult design professional yueachflange. board with BCI Joists. of record and/or local building official. wall fuBminimum olst bearsin2,6 R mboard ISE D Top Flange or Fare ne 8d nail Mount Joist Hanger ach side atPb..r. ng Solid block Note: BG•floor all posts joist must be I I from above designed to wiry F —1%" minimum bearing to bearing wall above when I I length (VA" required for below. not stacked over 18" and deeper Joists) wall below. OVERSA-M• To limit splitting flange, start nails at least 1%" Blocking required underneath braced wall from end. Nails may need to be driven at an panels and shear walls, consult design angle to limit splitting of bearing plate. professional of record. INTERMEDIATE BEARING DETAILS BCI• Joist Slope Cut Reinforcement nPf All hPInW IPCfnIPC nd pin Al AnnWAhIP. 1 . For load bearing wall above stacked over wall below). t*&2x4 Blocking maybe required at Intermediate bearings for floor diaphragm per IRC in high seismic areas, consult local building official. Load bearing Double Squash Block Vertical Load nbtftl shear/reaction value to cut end of BCI•joist BCI• Joist shall not be used as a collar or rafter tension be. 2 x 6 min. rafter. Rafter shall eam or other upper bearinport be supported by ri 12 6 } 16 Joist Spacingjlnl Size 12 16 19.2 24 4463 3347 2789 2231 2z6 7013 5259 4383 3506 l\ wall above ' min max, stacked over 1. Squash blocks are to be In full contact _ BCI" t wall below) with upper floor and lower wall plate. Heel depth BCI•Jolst 2. Capacitlesshownareloradouble Depth blocking s quash blocks ateachJolst,SPFor table2xblock. better. below) 1 2, 2x blocking required at bearing (not shown for clarity} j Backer block Double BCI• Joist ( 'x/u min. plywood/OSB rated sheathing as reinforcement minimum 12" Connection Sheathing or Install reinforcement with face grain horizontal. Install on wide). Nall with rimboard both sides of the joist light to bottom flange. Leave Joist 10-iOd nails Filler Block closure minimum i.' gap between reinforcement and bottom of Hanger ' (see chart below) top flange. Apply construction adhesive to contact BCI• Joist surfaces and fasten with 3 rows of min. 10d box nails at J blocking 6Alternate nailing from each side and clinch. " o.c. inch. required for 6 Filler block. Nail with 10- 10d nails. Backer block required where top flange joist hangerload exceeds 250 lbs. IoMantiaMtnrnnflanem Web - Filler • it Nalling 12' on - center Connection valid for all applications. Contact Boise Cascade FWP Fnuinoprino fnr cn—Ifir rnnditinnc. cantilever. For load bearing cantilever, see pages 8 and 9. Uplift on backspan shall be considered In all Cantilever designs. End Wall Beann Minimum Heel Depth Roof Pitch 6/ 12 7/12 8112 9112 10112 12112 2 x 4 VA 4'/. 4% 4'/. 4'/. 4% w 2 x 8 3'/4" 3'/i 2s/i 2%" 2'/4" 2%" LATERAL SUPPORT BCI• Jolsts shall be laterally supported at the ends with hangers, rimboard, BCI• rim joist or blocking Panels. BCI blocking panels or rimboard are required at cantilever supports. Blocking may be required at Intermediate bearings for floor diaphragm per IRC In high seismic areas, consult localbuildingo clal. MINIMUM BEARING LENGTH FOR BCI°JOISTS Minimum end bearing: 1W for all BCI°Joists. 31h' is required at cantilever and intermediate supports. Longer bearing lengths allow higher reaction values. Refer to the building code evaluation report or the BC CALC• software. NAILING REQUIREMENTS BCI• rim joist, rim board orclosure panel to BCI joist: Rlmsorclosurepanel 1%inches thick and less: 2-8d nails one each In the top and bottom flange. BCI.4506s/ 5000s rim joist: 2-10d box nails, one each In the top and bottom flange. BCI.6000s/ 60s rim joist: 2-16d box nails, one each in the top and bottom flange. BCI° 6500s/ 90s rim joist: Toe -nail top flange to rim dolst with 2-10d box nails one each side of flange. B• rim joist, rim board or 6CI• blocking panel to support: Min. 8d nails@ 6" o.c. per IRC. Connection per design professional of record's specification for shear transfer. BCI aist to support: 2- d nails, one on each side of the web, placed 1% Inches minimum from the end of the BCIw Joist to limit splitting. Sheathing to BCI• joist: Prescriptive residential floor sheathing nailing requires 8d common nalls @ 6' o.c. on edges and @ 12 o. c. In the field (IRC Table R602.3(1)). See closest allowable nail spacing limits on page 2pp4for floor diaphragm nailing specified at closer acing than IRC. Nla imumbracinggspacingforfulllateralstabllittyy.- 18" for BCI. 45(50s & 5000s, 24" for larger BCI• joist series. 14 gauge staples may be substituted for 8d nails if the staples penetrate at least 1 inch Into the joist. Wood screws may be acceptable, contact local building official and/ or Boise Cascade EWP Engineering for further information. BACKER AND FILLER BLOCK DIMENSIONS Series Backer Block Thickness Filler Block Thickness 4500s or 3/ 4" Two %" wood panels or 1.8 wood panels 2 x 5000s 3/4" or 'A" Two 3/4" wood panels or 1.8 wood panels 2 x 6000s 1%" or two %" 2 x +'/W or 1.8 wood panels sh" wood panel 6500s or two 44" 2 x + %" or 1.8 wood panels i4" wood panel 60s 2.0 1%" or two %" 2 x +''/ke" or wood panels h' wood panel 90s2.0 2x_ lumber Double 2x_lumber Cut backer and filler blocks to a maximum depth equal to the web depth minus'/4" to avoid a forced fit. WEB STIFFENER REQUIREMENTS See Web Stiffener Requirements on page 9. PROTECT BCI° JOISTS FROM THE WEATHER BCI° Joists are intended only for applications that provide permanent protection front the weather. Bundles of product should be covered and stored off of the ground on stickers. BCI° RIM JOISTS AND BLOCKING Vertical oa Capacity plf) Depth Fri] Series No W.S!'1 W.S.m 4500s 1.8, 5000s 1.8, 2300 N/A 6000s 1.86500s1.8 4500s 1.8, 500051.8, 2150 N/A 11'h" 6000s 1.8 6500s 1.8 60s 2.0, 90s 2.0 2500 N/A 4500s 1.8, 5000s 1.8, 2000 N/A 14" 6000s 1. 8 6500s 1.8 60s 2.0, 90s 2.0 2400 N/A 4500s 1.8, 6000s 1.8, 1900 2500 16" 6500s 1. 8 60s 2.0, 90s 2.0 2300 2700 1) No web stiffeners required. 2) Web stiffeners required at each end of blocking, values not applicable for rim Joists. N/A: Not applicable Bolsc Cr:sc, Jdc Lvv-P • Eastern Specdlcr Guide • 08104!1015 BCI8 Joist Hole Location &Sizing BCI® Joists are manufactured with 1'/:" round perforated knockouts in the web at approximately 12" on center Minimum spacing a 2x greatest dimension D of largest hole (knockouts exempt) D DO NOT see table below) (see table below) cut or notch fWnge o 0 0 ot .0 No holes (except knockouts) allowed In bearing zones A 1%'round hole may be I"" "'I [ cut anywhere In the web. Do not cut holes Provide at least 3" of larger than i%" clearance from other holes. round In cantilevers. Minimum distance from support, listed in table below, is required for all holes greater than 1'/2" a _ 2 3 4 5 0- tr• 6 6'/a 7 1 8 0 e 11 12 13RoundHoleDiameter [in) 8% 9 10 Rectangular Hole Side 3 5 6 7 inj Any e 1'-0" 1'-11" 1'-5" 2'-1" 2'-9" 3'-1" T-5" 9A" Span 12 1'-0" 1'-2" 2'_2" T-2" 4'-2" 4'-8" 5'-2" Joist 16 1'-0" 1'-7" 2'-11" 4'-3" 5'-7" 6'-3" 6'-11" Round Hole Diameter [in] 2 3 4 5 6 6'/z 7 8 8% 9 10 11 12 13 Rectangular Hole Side 2 3 4 5 1 7 8 in] 8 1'-0" 1'-1" 1'-5" 1'-10" 2'-4" 2'-7" 2'-10" 3'-4" 3'-9" Any 12 1'-0" 1'-4" 2'-1" T-10" 3'-7" 3'-11" 4'-3" 5'-0" 5'-8" Span11 /." Joist ft] 16 1'-0" 1'-10" 2'-10" T-9" 4'-9" 5'_3" 5'-9" 6'-9" T-T, 20 1'-1" 2'-3" T-6" 4'-9" 5'-11" 6'-7" 1 T-2" 8'-5" 9'_6" Round Hole Diameter [in) 2 3 4 5 6 6'/2 7 8 8% 9 10 11 12 13 Rectangular Hole Side 2 3 3 5 6 6 8 9 inj 8 1'-0" 1'-1" 1'-2" 1'-3" 1'-8" 1'-10" 2'-1" 2'-6" 2'-10" 2'-11" 3'-4" 3'-8" Any 12 1'-0" 1'-1" 1'-3" 1'-10" 2'-6" T-10" T-1" T-9" 4'_3" 4'-4" 5'-0" 5-7" 14" Span 16 1'-0" 1'-1" 1'-8" 2'-6" 3'-4" T-9" 4'-2" 5'-0" 5'-8" 5'-10" 6'-8" 7'-5" Joist 20 1'-0" 1'-1" 2'-1" 3'-2" 4'-2" 4'-8" 5'-2" 6'-3" 7'-2" 7'-3" 8'-4" 9'-4" 24 1'-0" 1'-4" 2'-6" 3'-9" 5' 0" 5'-8" 6'-3" T-6" 8'-7" 8'-9" 10'-0" 11'-2" Round Hole Diameter [in] 2 3 4 5 6 6%2 7 8 8% 9 10 11 12 13 Rectangular Hole Side _ 2 3 5 5 6 8 9 10 in] 8 1.4. 1'-1" 1'-2" 1'-2" 1'-3" 1'-3" 1'-3" 1'-7" ,1'-11" 2'-0" ' 2'-5" 2'-9" T-2" 3'-7" 12 1'-0" 1'-1" 1'-2" 1'-2" 1'-3" 1'-6" 1'-10" 2'-5" 2'-11" T-0" 3'-7" 4'-2" 4'-9" 5'-4" Any 16" Spin 16 1'-0" 1'-1" ' 1'-2" 1'-2" 1'-8" 2'-1" 2'-6" ' 3'-3" T-11" 4'-0" ,4'-10" 5'-7" 6'-4" T-2" 1 - Joist - 20 1'-0" 1'-1" 1'-2" 1'-2" 2'-1" 2'-7" 3'-1" 4'-1" 4'-11" 5-11" 6'-0" T-0" 8'-0" i8'-11" 24 1'-0" 1'-1" 1'-2" 1'-4" 2'-6" j T-1" T-9" 4'-11" 5'-11" 6'-1" T-3" 8'-5" 9'-7" 110'-9" DO cut in we area as speuried 0 0 Select a table row based on joist depth and the actual joist span rounded up to the nearest table span. Scan across the row to the column headed by the appropriate round hole diameter or rectangular hole side. Use the longest side of a rectangular hole. The table value is the closest that the centerline of the hole may be to the centerline of the nearest support The entire web may be cut out. DO NOT cut the flanges. Holes apply to either single or multiple joists in repetitive member conditions. For multiple holes, the amount of uncut web between holes must equal at least twice the diameter (or longest side) of the largest hole. IA'round knockouts in the web may be removed by using a short piece of metal pipe and hammer. Holes may be positioned verti- cally anywhere in the web. The joist may be set with the 1'/z" knockout holes turned either up or down. This table was designed to apply to the design conditions covered by tables elsewhere in this publication (maximum uniform PLF load). Use the BC CALC• software to check other hole sizes or holes under other design conditions. It may be possible to exceed the limita- tions of this table by analyzing a specific application with the BC CALC'software. Large Rectangular Holes in BC_18 Joists Hole size table based on maximum uniform load of 40 psf live load and 10 psf dead load, at maximum spacing of 24" on -center. Single Span Joist See M x Hole Size on I holf Chan for Jost Depth y. Joist Span— Mlnlmum 2x diameter/ width of largest hole O I i Simple Span Joist 6'-0' Min U Notes: Additional holes may be cut in the web provided they meet the specifications as shown in the hole distance chart shown above or as allowed using BC CALC° sizing software. Boise Cascade EWP • Eastern Specifier Guide • 08/04/2015 Maximum Hole Size Simple MultipleJoist Depth Span Span 9 1W" 6" x 14" 6" x 12" 11z/:' 8" x 16" 8" x 13" 14" 9" x ill:: 10" x 17" 16" 11" x 18" 12" x 16" Multiple Span Joist aT hole See Max Hole Size on hole I 1hJoist I Chenfor Joist Depth ;6 joist I SenSpanMuttlple Spen loot 12'-0' MI I Muhlple Span Joist 12'-0' Mln Larger holes may be possible for either Single or Multiple span joists; use BC CALC° sizing software for specific analysis. Reinforced Load Bearing Cantilever Table BCI® Joists O c to H c 0 0 Win Roof Total Load sf 35 1 45 55 Joist Spacing in 16 —T19.21 24 1 16 19.21 24 1 16 119.21 24 24 0 1 0 1 0 0 0 1 X 1 0 X X 26 0 0 0 0 0 X 0 X X 28 0 0 X 0 X X X X X m 30 0 0 X 0 X X X X X H 32 0 0 X 0 X X X X X o 34 0 0 X 1 0 X X X X X in36 0 X X X X X X X X 38 0 X X X X X X X X 40 0 X X X X X X X X 42 0 X X X X X X X X 24 0 0 0 0 0 1 X 0 X_ X L 261 0 0 0 0 0 X 0 X X m 28 0 0 1 0 X X X X X 30 0 0 1 0 X X X X X c 32 0 0 X 0 X X X X X 0 34 0 0 X X X X X X X 36 0 0 X X X X X X X 38 0 X' X X X X X X X 40 0 X' X X X X X X X 24 0 0 0 0 0 0 0 X_ X 26 0 0 0 0 0 X 0 X X m 28 0 0 0 0 0 X X X X 30 0 0 0 0 0 X I X I X X 0 32 0 0 0 0 X X X X X 0 34 0 0 1 X 0 X X X X X 36 0 0 X 0 X X X X X 38 0 0 X X X X X X X 40 0 0 X X X X X X X 24 0 0 0 0 0 0 0 0 X 26 0 0 0 0 0 0 0 X X m 28 0 0 0 0 0 0 0 X X 30 0 0 1 0 0 0 X 0 X X 0 32 0 0 0 0 0 X 0 X X 34 0 0 0 0 X X X X X 36 0 0 X 0 X X X X X 38 0 0 X 0 X X X X X 40 0 0 X 0 X X X X X 24 0 0 0 1 0 0 1 WS 0 0 1 X 26 0 0 0 0 0 WS 0 0 X 28 0 0 0 0 0 X 0 WS X 0 30 0 0 0 0 0 X WS X m 32 0 0 WS 0 0 X L 0 X X 0 34 0 0 WS 0 0 X 0 X X in 36 0 0 WS 0 WS X 0 X X 38 0 0 X 0 X X X X X 40 0 0 X 0 X X X X X 42 0 0 1 X 0 X X X X X 24 0 0 1 0 1 0 1 0 WSJ 0 0 1 1 26 0 0 0 1 0 1 0 WS 0 0 1 m 28 0 0 0 0 0 WS 0 0 X 30 0 WS 0 0 1 0 0 X 32 0 L 0 WS 0 0 1 0 1 X c N 34 0 0 WS 0 WS X 0 X X 36 0 0 WS 0 WS X 0 X X 38 0 0 WS 0 WS X X X X 40 0 0 1 0 1 1 X I X X X 24 0 0 0 0 0 0 1 0 1 0 JVVS 26 0 0 0 0 0 0 0 0 1 m 28 0 0 0 0 0 WS 0 0 1 30 0 0 0 0 0 WS 0 0 X 0 32 0 0 0 0 0 1 0 WS X 34 0 0 WS 0 0 1 0 1 X 36 0 0 WS 0 0 1 0 X X 38 0 0 WS 0 0 X 0 X X 40 0 0 1 0 WS X X X X M o m m N Roof Total Load s 35 45 55 Joist Spacing in 16 19.21 24 1 16 19.21 24 1 16 119.2 24 24 0 0 1 0 1 0 1 0 0 1 0 1 0 1 26 0 0 0 0 0 0 0 0 X 0 0 0 0 0 0 0 0 XGo28 30 0 0 0 0 0 1 0 0 X 0 32 0 0 0 0 0 1 0 0 X 34 0 0 0 0 0 X 0 1 X 36 0 0 0 0 0 X 0 1 X 38 0 1 0 1 0 1 0 0 X 1 0 1 X 40 0 1 0 1 1 1 0 1 0 X 0 X X 24 0 0 1 0 1 0 1 0 0 0 0 1 26 0 0 0 1 0 1 0 0 0 0 1 28 0 0 0 0 0 WS 0 0 X 4 30 0 0 0 0 0 1 0 0 X 32 0 0 0 0 0 1 0 1 X m 34 0 0 0 0 0 X 0 1 X 36 0 0 WS 0 0 X 0 1 X 38 0 0 1 0 0 X 0 1 X 40 0 1 0 1 0 1 1 X 1 X X 24 0 0 0 1 0 0 0 0 0 0 26 0 0 0 0 0 0 0 0 0 28 0 0 0 0 0 0 0 010 30 0 0 0 0 0 0 0 0 I 0 uNi 32 0 0 0 0 0 0 0 0 1 0 m 34 0 0 0 0 0 0 0 0 1 36 0 0 0 0 0 0 0 0 1 38 0 0 0 0 0 0 0 0 1 4-01 0 I 0 0 0 I 0 0 0 0 2 24 0 0 0 0 1 0 0 1 0 0 1 WS 26 0 0 0 0 1 0 WS 1 0 0 WS 28 0 0 0 0 1 0 WS 0 0 1 30 0 0 0 0 0 WS 0 WS X 32 0 0 0 0 0 WS 0 WS X 0 34 0 0 WS 0 0 1 0 WS X v 36 0 0 WS 0 0 X 0 WS X 38 0 0 WS 0 WS X 0 X X 40 0 0 WS WS X WS X X 42 0 1 0 WS L o WS X WS X X 24 0 0 1 0 1 0 1 0 WSJ 0 1 0 JWS 26 0 0 0 0 0 WS 0 1 0 WS 28 0 0 0 0 0 WS 0 WS 1 N 30 0 0 WS 0 0 WS 0 WS 1 c m 32 0 0 WS 0 0 WS 0 WS 2 34 0 0 WS 0 WS 1 0 WS X 36 0 0 WS 0 WS 1 0 WS X 38 0 WS 0 WS 1 1WS 1 X 40 0 L o WS 0 WS 2 WS 1 X 24 0 0 0 1 0 1 0 0 1 0 1 0 WS 26 0 0 0 1 0 1 0 0 1 0 0 WS m 28 0 0 0 0 0 WSJ 0 0 WS 30 0 0 0 0 0 WS 0 0 1 0 32 0 0 0 0 0 WS 0 WS 1 34 0 0 0 0 0 WS 0 WS 1 36 0 0 WS 0 0 WS 0 WS 1 38 0 0 WS 0 0 1 0 1 2 40 0 0 WS 0 WS 1 1 0 1 1 2 24 0 0 0 0 0 0 0 0 WS 26 0 0 0 0 0 0 0 0 WS 28 0 0 0 0 0 WS 0 0 WS 30 0 0 0 0 0 WS 0 0 1 0 32 0 0 0 0 0 WS 0 WS 1 c3 34 0 0 0 0 0 WS 0 WS 2 0 36 0 0 WS 0 0 WS 0 WS 2 38 0 0 WS 0 0 1 0 1 2 40 1 0 0 WS 0 WS 1 0 1 2 1. Cut 48" long reinforcers to match the joist depth. Use min. 23/32" plywood/OSB-rated sheathing, exposure 1, 48/24 span rated. The face grain must be horizontal (measure the 48" dimension along the long edge of the paned. 2. Fasten the reinforcer to the joist flanges with 8d nails at 6" o.c. When reinforcing both sides, stagger the nails to limit splitting the joist flanges. 3. Attach web stiffeners per intermediate Web Stiffener Nailing Schedule on page 9. 4. Use the BC CALC• software to analyze conditions that are not covered by this table. It may be possible to exceed the limitations of this table by analyzing a specific application with BC CALC•software. r Roof Totaoa psf 35 1 5 1 55 Joist S acin in 000ti 16 19.2 24 16 19.2 24 16 19.2 24 24 0 0 1 0 1 0 1 0 0 1 0 1 0 11WS 26 0 0 0 0 0 0 0 WS 28 0 0 0 0 0 0 0 0 0 WS O 30 0 0 0 0 0 WS 0 0 1 N 32 0 0 0 0 0 WS 0 0 1 0 34 0 0 0 0 0 WS 0 0 1 36 0 0 0 0 0 WS 0 WS 2 38 0 0 0 0 0 1 0 WS X 40 0 0 WS 0 0 1 0 1 X 24 0 0 0 1 0 1 0 1 0 0 0 0 26 0 0 0 0 0 0 0 0 0 28 0 0 0 0 0 0 0 0 0 0 30 0 0 0 0 0 0 0 0 0 w 32 0 0 0 0 0 0 0 0 0 34 0 0 0 0 0 0 0 WS m036 0 0 0 0 0 0 0 0 1 38 0 0 0 0 0 0 0 0 1 40 0 0 0 0 0 0 0 0 1 24 0 0 0 0 0 0 0 0' WS 26 0 0 0 0 0 WSJ 0 0 :WS 28 0 0 0 0 0 WS' 0 0' WS m 30 0 0` 0 0 0 WS 0 WS WS H 32 0 0 0 0 0 WS' 0 WS' 1 0 34 0 0 WS 0 0 WS_ 0 WS X v 36 0 0 WS 0 0 WS 0 WS{ X 38 0 0_ WS 0 WS 1 0 WS I X 40 0 0, WS 0 WS 1 WS WS X 42 0 0 ,WS I 0 WS, X 'WS, 1 X 24 0 0 0 0 0 0 0 0 WS 26 0 0 0 0 0 0 0 1 0; WS 28 0 0 0 0 0' WS 0_ 0 WS Go 30 0 0 0 0 0 WS 0 0 WS 0 32 0 0 0 0 WS' 0 WS WS 0 34 0 0 0 0 0 0 WS 0 WS 1 m 36 0 0 WS -10 '' 0 'WS, 0 WS 1 38 0 0 WS{ 0 0 WS 0 'WS' 2 40 0 0 ;WS', 0 ;WStWS 0 WS, 2 24 0 0 0 0 0 0 0 0 WS 26 0 0 0 f 0 0 0 0 0 1WS m 28 0 0 0 0 0 WS 0 0 WS 30 0 0 0 0 0 WS 0 0 WS 0 32 0 0 0 0 0 WS 0 WS 1 34 0 0 0 0 0 1 WS, 6 WS 1 m 36 0 0 WS 0 0 WS 0' WS; 2 38 0 0 WSJ 0 0 WS' 0 'WS 2 40 0 Y 0 WSI 0 'WS WS, 0 WS, 2 24 0 0' 0 0 0 0 0 0 WS 26 0 0 t 0 0} 0 0 I 0 0 WS 28 0 0' 0 0 0 T o O 'WS c 30 0 0 0 0 0 0 WS_; 0 0 'WS m 32 0 0 0 0 f 0 WS 0 0 WS m 34 0 0 0 i 0 1 0 1WS1 0 WS' WS 36 0 0 0 0 0'M! 0 WS" 1 38 0 0 0 0 0 WS 0 WS, 1 40 0 0 WSJ 0 0 WS, 0 ,WS+ 1 24 0, 0 0 1 0 0 0 0 o 0 26 0 0 0' 0 o o t 0 0 0 28 0 0 0 0 0 0 0 t 0 0 c 30 0_ 0 0 0 0 0{ 0 0 a N32 0 0 0 0 0 0 0 0 0 1 0 m 34 0 0 0 0 0 0 0 0 WS 36 0 0 0 0 0 0 0 0 WS 38 0 0 0 0 0 0 o o 1 40 0 0 0 0 0 0 0 0' 1 KEY TO TABLE 0 .... No Reinforcement Required WS .... Web Stiffeners at Support 1 .... Web Stiffeners Plus One Reinforcer 2 .... Web Stiffeners Plus Two Reinforcers X .... Use Deeper Joists or Closer Spacing Boise Caceade EVNP • Eastern Specifier Guide • 08(04/2015 Reinforced Load Bearing Cantilever Detail 2'-6• 2'-0• The tables and details on pages 8 and 9 indicate the type of reinforcements, if any, that are required for load - bearing cantilevers up to a maximum length of T-0". Cantilevers longer than 2'-0" cannot be reinforced. However, longer cantilevers with lower loads may be allowable without reinforcement. Analyze specific applications with the BC CALCm software. PLYWOOD / OSB REINFORCEMENT If Required per Table on page 8) 23/32" Min. x 48" long plywood / OSB rated sheathing must match the full depth of the BCI• Joist. Nail to the BCI° Joist with 8d nails at 6" D.C. and nail with 4-8d nails into backer block. When reinforcing both sides, stagger nails to limit splitting. Install with horizontal face grain. The tables on page 8 assume a wall weight of 100 plf, in addition to the roof loading shown. Applications with loading that exceeds the loads shown shall be analyzed with BC CALC• software. These requirements assume a 100 PLF wall load. Additional support may be required for other loadings, see BC CALC software. 22/32• min. plywood/OSB or rimboard closure. Nall with 8d nail Into each flange. \ Structural Panel reinforcement FOS BCI• Joist blocking required for cantilever Uplift on back span shall be considered In all cantilever designs Non -Load Bearing Wall Cantilever Details BCI® Joists are intended only for applications that Fasten the 2x8 minimum to the BCI° Joist by nailing through the backer block and provide permanent protection from the weather. joist web with 2 rows of 10d nails at 6" on center. Use 16d nails with BCI° 90s 2.0 joists. Clinch all nails. BCI•Jolst blocking Woad Structural Wood backer block 2x Closure Panel Closure See page 6 0l Eastern2x8 minimumSpecifierGuide BCI Joist blocking Drywall Ceiling or Section View Back Span I Maximum Wood Structural panel Soffit Minimum I%Times 1/9 Back Span Cantilever Length Not to exceed 4'-0• Back Span Maximum 3%' _. These details apply to cantilevers with uniform loads only. beamin.ring 2/3 Back Span It may be possible to exceed the limitations of these details by analyzing not to exceed a'-0• a specific application with the BC CALC° software. Web Stiffener Requirements See Web Small Gap: Stiffener N•Illn! 1L• min•. Schedule 2' max. chart Web Stiffen 2• min wiser 4• max. ClinchNalls 2'min.-T4• max. TI(htnt WebSUH requirediconcentriexceeds Web stiffeners applied to both sides of the joist web F16E Gap Stiffener Specifications For Structural Lateral BCIO Joist Capacity Restraint Minimum Series Min. Thick) in Hanger Width 4500s 1.8 W, 2sh:' 5000s 1.8 s/:' W. 21/ie' 6000s 1.8 21he" 6500s 1.8 1" or 1'/." 2she" 60s 2.0 21he" 90s 2 0 2x4 lumber (vertical) NOTES Web stiffeners are optional except as noted below. Web stiffeners are always required in hangers that do not extend up to support the top flange of the BCI° Joist. Web stiffeners may be required with certain sloped or skewed hangers or to achieve uplift values. Refer to the hanger manufacturer's installation requirements. Web stiffeners are always required in certain roof applications. See Roof Framing Details on page 14. Web stiffeners are always required under concentrated loads that exceed 1000 pounds. Install the web stiffeners snug to the top flange in this situation. Follow the nailing schedule for intermediate bearings. Web stiffeners may be cut from structural rated wood panels, engineered rimboard or 2x lumber BCI° 90s only). For Structural Capacity: Web stiffeners needed to increase the BCI° Joist's reaction capacity at a specific bearing location. Lateral Restraint in Hanger: Web stiffeners required when hanger does not laterally support the top flange (e.g., adjustable height hangers). Web stiffeners may be of multiple thickness e.g., BCI° 6500s, double''/= panel OK). Web stiffeners may be used to increase allowable reaction values. See BCI° Design Properties on page 24 or the BC CALC° software. BCI° Joist Series Stiffener Nailing Joist Depth Schedule Bearing Location End Intermediate 4500s 1.8 9'/z' 2-8d 2-8d 11'/e" 2-8d 3-8d 14" 2-8d 5-8d 16" 1 2-8d 6-8d 5000s 1.8 9Y2' 2-8d 2-8d 11'/e" 2-8d 3-8d 14" 2-8d 5-8d 6000s 1.8 9XV 2-8d 2-8d 11'/:' 2-8d 3-8d 14" 2-8d 5-8d 16" 2-8d 6-8d 6500s 1.8 9%' 2-8d 2-8d 11'/. 2-8d 3-8d 14" 2-8d 5-8d 16" 2-8d 6-8d 60s 2.0 11'/e" 2-8d 3-8d 14" 2-8d 5-8d 16" 2-8d 6-8d 90s 2.0 11'/e" 3-16d 3-16d 14" 5-16d 5-16d 16" 6-16d 6-16d Boise Cascade EWP • Eastern Specifier Guide • 08/04/2015 Floor Load Tables Allowable Uniform Floor Load in pounds per lineal foot [PLF]) 11', Load Duration BCI® 4500s 1.8 Series 1%" Flange Width BCI® 5000s 1.8 Series 2" Flange Width 91/z" BCI® 4500s 1.8 11 %11 BCI® 4500s 1.8 1411 BCI® 4500s 1.8 16" BCI® 4500s 1.8 91/z" BCI® 5000s 1.8 11'/e" BCI® 5000s 1.8 1411 BCI® 5000s 1.8 Span Length Live Load Total Load Live Load Total Load Live Load Total Load Live Load Total Load Live Load Total Load Live Load Total Load Live Load Total Load 6 280 300 313 316 280 300 313 7 240 257 268 271 240 257 268 8 210 225 235 237 210 225 235 9 186 200 208 211 186 200 208 10 147 168 180 188 190 163 168 180 188 11 113 152 163 170 172 126 152 163 170 12 89 131 144 150 156 158 99 140 150 156 13 71 111 115 138 144 146 79 128 129 138 144 14 57 96 94 123 134 135 64 111 105 128 134 15 47 83 77 107 112 125 126 53 96 86 120 125 16 64 94 93 112 118 44 85 72 108 104 117 17 54 83 79 99 105 111 61 96 88 110 18 46 74 67 88 89 100 51 86 75 101 19 57 79 76 90 44 77 64 91 20 49 71 66 81 55 82 21 43 65 57 74 48 74 22 1 150 67 42 68 23 44 61 24 25 Total Load values are limited by shear, moment, or deflection equal to L/240. Live Load values are limited by deflection equal to L/480. For deflection limits of L/360 and L/960, multiply the Live Load values by 1.33 and 0.50 respectively. Both the Total Load and Live Load columns must be checked. Where a Live Load value is not shown, the Total Load value will control. Table values apply to either simple or multiple span joists. Span is measured center to center of the minimum required bearing length. Analyze multiple span joists with the BC CALCm software if the length of any span is less than half the length of an adjacent span. Table values do not consider composite action from gluing and nailing floor sheathing (composite action is considered in floor span tables on page 4). Total Load values assume minimum bearing lengths without web stiffeners for joist depths of 16 inches and less. For assistance with floor design, consult the section About Floor Performance on page 4. This table was designed to apply to a broad range of applications. It may be possible to exceed the limitations of this table by analyzing a specific application with the BC CALCm software. Boise Cascade EWP • Eastem Speotfier Guide • 08/0412015 Floor Load Tables Allowable Uniform Floor Load in pounds per lineal foot [PLF]) di 11', Load Duration BCI® 6000s 1.8 Series BCI® 6500s 1.8 Series 25/16" Flange Width 29/16" Flange Width 91/i' BCI® 6000s 1.8 117/8" BCI® 6000s 1.8 14" BCI® 6000s 1.8 16" BCI® 6000s 1.8 9'/2" BCI® 6500s 1.8 11 %11 BCI® 6500s 1.8 14" BCI® 6500s 1.8 16" BCI® 6500s 1.8 Span Length Live Load Total Load Live Load Total Load Live Load Total Load Live Load Total Load Live Load Total Load Live Load Total Load Live Load Total Load Live Load Total Load 6 320 333 346 353 320 333 346 353 7 274 285 297 302 274 285 297 302 8 240 250 260 265 240 250 260 265 9 213 222 231 235 213 222 231 235 10 183 192 200 208 212 192 200 208 212 11 141 174 181 189 192 153 174 181 189. 192 12 112 160 166 173 176 121 160 166 173 176 13 89 147 144 153 160 163 97 147 153 160 163 14 73 129 117 142 148 151 79 137 129 142 148 151 15 60 112 97 133 138 141 65 124 106 133 138 141 16 50 98 81 125 117 130 132 54 109 89 125 127 130 132 17 42 84 68 Al2 99 122 124 46 92 75 117 107 122 124 18 58 100 84 115 112 117 64 110 91 115 117 19 50 89 72 106 96 111 54 99 78 109 104 111 20 43 81 62 96 83 106 47 89 68 104 90 106 21 54 87 72 99 41 81 59 96 78 100 22 47 79 63 90 51 88 69 96 23 42 72 56 83 45 80 60 92 24 49 76 40 74 53 84 25 44 70 47 77 26 42 72 27 28 29 30 Boise Cascade EWP • Eastem Specifier Guide • 08104/201 Floor Load Tables Allowable Uniform Floor Load in pounds per lineal foot [PLF]) 11', Load Duration BCI® 60s 2.0 Series BCI® 90s 2.0 Series 25/16" Flange Width 3'/2' Flange Width 11'/e" BCI® 60s 2.0 14" BCI® 60s 2.0 16" BCI® 60s 2.0 11 %" BCI® 90s 2.0 14" BCI® 90s 2.0 16" BCI® 90s 2.0 Span Length Live Load Total Load Live Load Total Load Live Load Total Load Live Load Total Load Live Load Total Load Live Load Total Load 6 366 366 366 450 453 456 7 314 314 314 385 388 391 8 275 275 275 337 340 342 9 244 244 244 300 302 304 10 220 220 220 270 272 274 11 200 200 200 245 247 249 12 183 183 183 225 226 228 13 169 169 169 207 209 210 14 155 157 157 157 192 194 195 15 128 146 146 146 180 181 182 16 107 137 137 137 152 168 170 171 17 90 129 129 129 129 158 160 161 18 77 122 110 122 122 110 150 151 152 19 66 115 95 115 115 95 142 134 143 144 20 57 110 82 110 109 110 83 135 117 136 137 21 50 100 72 104 95 104 72 128 102 129 130 22 43 87 63 100 84 100 63 122 90 123 119 124 23 55 95 74 95 56 112 79 118 105 119 24 49 91 65 91 49 99 70 113 94 114 25 43 87 58 88 44 88 63 108 83 109 26 52 84 56 104 75 105 27 47 81 50 100 67 101 28 42 78 45 91 61 97 29 41 82 55 94 30 50 91 Total Load values are limited by shear, moment, or deflection equal to L/240. Live Load values are limited by deflection equal to L/480. For deflection limits of L/360 and L/960, multiply the Live Load values by 1 33 and 0 50 respectively. Both the Total Load and Live Load columns must be checked. Where a Live Load value is not shown, the Total Load value will control. Table values apply to either simple or multiple span joists. Span is measured center to center of the minimum required bearing length. Analyze multiple span joists with the BC CALCO software if the length of any span is less than half the length of an adjacent span. Table values do not consider composite action from gluing and nailing Floor sheathing (composite action is considered in floor span tables on page 4) Total Load values assume minimum bearing lengths without web stiffeners for joist depths of 16 inches and less. For assistance with floor design, consult the section About Floor Performance on page 4. This table was designed to apply to a broad range of applications. It may be possible to exceed the limitations of this table by analyzing a specific application with the BC CALC' software. Boise Cascade EWP • Eastern Specifier Guide • 0810412015 FOR INSTALLATION STABILITY, Temporary strut lines - (1x4 min.) 8 ft. on center maximum. Fasten at each joist with two 8d nails minimum. I I Blocking not shown ' 1 for clarity. SAFETY WARNING Roof Framing BCI° Rafters Structural ridge VERSA-LAMo or load -bearing wall required. Blocking or other lateral support required at end supports. R05 When installing Boise Cascade EWP products with treated wood, use only connectors/ fasteners that are approved for use with the corresponding wood treatment. BCI* Rafter Header Multiple BCI* Rafters may be required. DO NOT ALLOW WORKERS ON BCI* JOISTS UNTIL ALL HANGERS, BCI° SERIOUS ACCIDENTS CAN RESULT FROM INSUFFICIENT ATTENTION TO RIM JOISTS, RIM BOARDS, BCI° BLOCKING PANELS, X-BRACING AND PROPER BRACING DURING CONSTRUCTION. ACCIDENTS CAN BE AVOIDED TEMPORARY 1x4 STRUT LINES ARE INSTALLED AS SPECIFIED BELOW. UNDER NORMAL CONDITIONS BY FOLLOWING THESE GUIDELINES: Build a braced end wall at the end of the bay, or permanently install the first eight feet of BCI• Joists and the first course of sheathing. As an alternate, temporary sheathing may be nailed to the first four feet of BCI• Joists at the end of the bay. All hangers, BCI• rim joists, rim boards, BCI• blocking panels, and x-bracing must be completely installed and properly nailed as each BCI* Joist is set. Install temporary 1x4 strut lines at no more than eight feet on center as additional BCI• Joists are set. Nail the strut lines to the sheathed area, or braced end wall, and to each BCI• Joist with two 8d nails. The ends of cantilevers must be temporarily secured by strut lines on both the top and bottom flanges. Straighten the BCI• Joists to within '/2 inch of true alignment before attaching strut lines and sheathing. Remove the temporary strut lines only as required to install the permanent sheathing. Failure to install temporary bracing may result in sideways buckling or roll-over under light construction loads. BCI® Ceiling Joist with Bevel End Cut (For Limited -Access Attics Only) BCIe Joist shall not be used as collar/tension tie. Roof rafter shall be supported by ridge beam or other upper bearing support. Continuous floor sheathing or 1x4 Nailer a Max. 4'-0" o.c. 2'-0' o.c. or BCI. 4500s) 3'-0• o.c. or BC * 5000s) Minimum Heel Depth See table at dq%t) 12 Min. 6' Rafter Strut 91h". Slrh' or 14' BC1a45005/5000s/6000s/65003 Calling Joist ® 24" o.c. Maximum 31h Minimum Bearing — 2:4 Well) Each End Roof Rafter Ceiling Loads: Live Load = 10 psf Dead Load = 7 psf 2X Blocking' Web / Filler Maximum Span Lengths Without Roof Loads 9W BCI* 45005 1.8 / 5000s 1.8 / 6000s 1.8 / 6500s 1.8 20'-0" l l%' BCI.4500s 1.8 / 5000s 1.8 / 6000s 1.8 / 6500s 1.8 22'-6" 14" BCI' 4500s 1.8 / 5000s 1.8 / 6000s 1.8 / 6500s 1.8 24'-6" If roof loads present, see Notes 2 8 3 at right) Minimum Heel Depths Joist Depth End Wall 2 x 4 2 x 6 9 s° 2h" 1 5 11Y:' 31N, 2IS' 14" 4 h" 31A" Notes: 1) Detail is to be used only for ceiling joists with no access to attic space. 2) Ceiling joist must be designed to carry all roof load transferred through rafter struts as shown. 3) BCI* ceiling joist end reaction may not exceed 550 pounds. 4) Minimum roof slope is 6/12. 5) Nail roof rafter to BCIe top flange with 1 -10d (T long) box or larger nail. 6) 1x4 milers must be continuous and nailed to a braced end wall. 7) Install a web filler on each side of BCI* Joist at beveled ends. Nail roof rafter to BCI° Joist per building code requirements for ceiling joist to roof rafter connection. Boise Cascade E%AfP • Ensiem Specifier Guide • 03104/2015 Roof Framing Details Additional roof framing details available with BC FRAMER® software 2x beveled plate for slope 1 Rimboard / VERSA -LAM* blocking. V' greater than Ventilation cut of length,'/ of depth* fitFIange VERSA-LAM• blocking tilation "V' cut: length,'/2 of depth 2xffi4 blocking for oe birdsmouthJoistscutonlyayat supportt. Iste max low end of the Joist2'-6" irdsmouth cut BG• Joist Simpson VPA or LISP TMP connectors or equal can Flange of BCI• Joists may be birdsmouth cut only atange must bear lr on web stiffener3/12 be used In lieu of beveled plate for slopes from the low end of the oist. Birdsmouth cut BCI• Joistlate, to 12/12. flange must bear fully on plate, web stiffener required oulred each side. each side. Bottom flange shall be fully supported. L 1Od nails r Simpson or USP LSTA24 strap, nailing per L Simpson or USP LSTA24 strap where slope 2x4 one side for 135 PLF max. at 6' o.c. governing building code exceeds 7/12 (straps maybe required for lower 2x6 one side for 240 PLF max BCI• blocking slopes in high -wind areas). Nailing per governing VERSA -LAM LVL Holes cut building code. support beam. for ventilation. VERSA -LAM• LVL support beam. Backer block. Thickness per corresponding BCI• serles. 2x block BCI• blocking Holes cut ouble-beveled Beveled web stiffener 4'-0" horiz. for ventilation. wood plate. on each side. Blocking on both sides of ridge may be required for 2'-W horiz. shear transfer per design professional of record. Simpson L.SSUI or USP TMU hanger. Double may be Backer block Lhen L exceeds I minimum 12" wide). 2'-0"ing. l Joist Nailwlthl0-10dnails. me I Hanger g as required. Nall I outrigger I through BCI• C_outrigger web. DO NOT bevelcutjoist filler block. Nail beyond Inside face of wall, except with W -10d nails. for specific conditions In details x outrigger shown on pages 6 and 13 of the Backer block required where top flange ched around BCI• Eastern Specifier Guide. Joist hanger load exceeds 250 lbs. flange. Outrigger Install tight to top flange. cing no greater n 24" on -center. LATERAL SUPPORT BCI* Joists must be laterally supported at end supports including supports adjacentto overhangs) with hangers, rimboard, or blocking (VERSA -LAM°, BOISE CASCADE* Rimboard or BCI*Joist). Metal cross bracing or other x-bracing provides adequate lateral support for BCI*Jolsts, consult governing building code for roof diaphragm connection provisions. MINIMUM BEARING LENGTH FOR BCI* JOISTS Minimum end bearing: 1%" for all BCI• Joists. 3%" is required at cantilever and Intermediate supports. Longer bearing lengths allow higher reaction values. Refer to the building code evaluation report or the BC CALC• software. NAILING REQUIREMENTS BCI* rim joist, rim board or closure panel to BCI• Joist Rims or closure panel 1% inches thick and less: 2-8d nails, one each In the top and bottom flange. BCI.4500s/5000s rim joist: 2-10d box nails, one each in the top and bottom flange. BCI.6000s/6Os rim joist: 2-16d box nails, one each In the top and bottom flange. BCI.6500s/90sdmjoist Toe -nail top flange to rim Jolstwith 2-10d box nails, one each side of flange. BCI* rim Joist, rim board or BCI' blocking panel to support: Min. 8d nails @ 6" o.c. per IRC. Connection per design professional of record's specification for shear transfer. BCI* Joist to support: 2-8d nails, one on each side of the web, placed 1% Inches minimum from the end of the BCI• Joist to limit splitting. Sheathing toBCIOjoist: Prescriptive residential floor sheathing nailing requires 8d common nails @ 6' o.c. on edges and @ 12" o.c. In the field (IRC Table R602.3(1)). See closest allowable nail spacing limits on page 24 for floor diaphragm nailing specified at closer spacing than IRC. Maximum nail spacing forminimum lateral stability: 18" for BCI* 4500s and 5000s, 24" for larger BCI* Joist series. 14 gauge staples may be substituted for 8d nails if the staples penetrate at least 1 Inch Into the Joist Wood screws may be acceptable, contact local building official and/or Boise Cascade EWP Engineering forfurther Information. BACKER AND FILLER BLOCK DIMENSIONS Series Backer Filler Block Thickness 4500s 1.8 woood' orany4els " Two%" wood panels or 2 x_ 5000s 1.8 3/4" anels or %" wood Two'Y4' wood panels or 2 x 6000s 1.8 lwoodr aels" 2 z +'/,,' or'h' wood panel 6500s 1.8 134wood" or tonlsw0eT 2 x _ + %" or'/4" wood panel 60s 2.0 1%, dr anels• 2 x + %.' or W wood panel 90s2.0 2x lumber Double 2x lumber Cut backer and filler blocks to a maximum depth equal to the web depth minus'/4" to avoid a forced fit. WEB STIFFENER REQUIREMENTS See Web Stiffener Requirements on page 9. PROTECT BCI° JOISTS FROM THE WEATHER BCI° Joists are Intended only for applications that provide permanent protection from the weather. Bundles of BCI* Joists should be covered and stored off of the ground on stickers. MAXIMUM SLOPE Unless otherwise noted, all roof details are valid for slopes of 12 in 12 or less. VENTILATION The 1% Inch, pre -stamped knock -out holes spaced at 12 Inches on center along the BCI• Joist may all be knocked out and used for cross ventilation. Deeperjoists that what Is structurally needed may be advantageous In ventilation design. Consult local building official and/or ventilation specialist for specific ventilatlon requirements. BIRDSMOUTH CUTS BCI*Jolsts maybe birdsmouth cut only at the low end support. BCI* Joists with birdsmouth cuts may cantilever up to 2'-6" past the low end support. The bottom flange must sit fully on the support and may not overhang the inside face of the support. High end supports and Intermediate supports may not be birdsmouth cut. Ec:,.e Cae;eade EVJr - Easton Spec!1!er Guido • C3 04r2015 Roof Span Tables Maximum clear span in feet and inches, based on horizontal spans. Live Dead Load Load psfj [psf] 115% and 125% Load Duration BCI® 4500s 1.8 Series BCI® 5000s 1.8 Series 13/4" Flange Width 2" Flange Width 9'/z" BCI94500s 1.8 4/12 4/12 , 8/12 or to to Less 8/12 '12/12 I M, BCI° 4500s 1.8 4/12 4/12 8/12 or to to Less 8/12 12/12 14" BCI.4500s 1.8 4/12 4/12 8/12 or to to Less 8/12 '12/12 16" BCI' 4500s 1.8 4/12 4/12! 8/12 or to i to Less 8/12'12/12 9Y2' BCI° 5000s 1.8 11 %" BCI° 5000s 1.8 14" BCI0 5000s 1.8 4/12 or Less 4/12 to 8/12 8/12 to 12/12 4/12 or Less 4/12 to 8/12 8/12 to 12/12 4/12 or Less 4/12 to 8/12 8/12 to 12/12 Non- 20 10 23'-10" 27-T 20'-10" 28'-5" 26-9" 24'-10" 37-3" 30'-S' 28'-3" 364 33'-8" 31'-3" 4'-10' 23'-5" 21'-9" 29'-7" 27'-11' 25'-11' 33'-8" 31'-9" 29'-5" Snow 20 15 122'-7" 21'-3" 19-7" 26'-11" 25'-3" 23'-0" 39-7" 29-9" 26-6" 33'S" 31'-10" 294"23'-6" 22'-1" 20'-5" 28'-0" 26'-4" 24'-4" 1'-10' 29'-11' 27'-7" 125% 20 20 21%T 29-2" 1 18'-7" 25'S" 24'-0" 27-1" 25-2" 1 2T4" 1 25'-1" 31'4" 31Y-3" 2T-10" 22'-5" 21'-0" 19'4" 26'-9" 25'-0" 23'-0" 30'-5" 28'-5" 26'-2" 25 10 22'S" 21'-5" 19'-11" 26-11" 26-6" 23'-8" 30'-2" 25-0" 26'-11" 32-3" 31'-T' 29'-10" 23'-7" 22'4" 20'-9" 28'-1" 26'-7" 24'-9" 1'-11" 30'-2" 28'-1" 25 15 21'-7" 20'4" 18'-10" 26-9" 24'-2" 275" 28'-2" 2T-5" 26S" 30'-1" 294" 28'-3" 22'-0" 21'-2" 19'-7" 6'-10" 25'-3" 23'-4" 30'-3" 28'-8" 26'-7" 12" I.C. 30 10 21'-0" 29-6' 19-1" 25'-9" 24'-5" 22'-9" 28'-3" 2T-9" 25'-11" 30'-2" 29$" 28'-8" 22'-7" 21'-4" 19'-11' 6'-10" 25'-5" 23'-9" 30'" 28'-11" 27'-0" Snow 30 15 20'-9" 19-7" 19-2" 24'-5" 234" 21'S" 26-T' 26-11" 24'-T' 28'-5" 2T-9" 25-10" 21'-T' 20'-5" 18'-11' 25'-9" 24'-4" 22'-7" 28'-6" 2T-8" 25'-8" 115% 40 10 19-8" 18'-11" 17'-10" 23-2" 275" 21'-3" 25'-3" 24AV 24'-2" 2T-0" 26-9' 261" 20'-0" 19'-8" 18'-7" 24'-5" 23'-5" 22'-2" 27-2" 26'-8" 25'-2" 1T- 1" 27-1" 21'-8" 20'4" 24A" 23'-T' 22'-11" 26-9'26-2" 24'S" 20'-2" 19'-1" 17'-10' 23'-8" 22'-9" r — 55010 0 15 17-11"i 1T- 0° 16'- 7" t16'- 3" 21'- 2" 20' 4" 20-- 10" 19'-9" 19 4" 23'- 1" 27- 2" 22'- 10"! 21'- 9 27- 5" 21'- 3" 24' 4r 24'-4" 23 3" 24'- 0" 22' 9" 19'- 0" 19'- 0" 18'- 3" 18'- 1" 17'- 3" 16'- 11' 2T- 8" 1'- 10"121-5" 21'- 9", 20'-7" r- -- j 20'-2" 4'- 10", 23'- 9"23'-4' 24'- 6":23'-5" 22'- 10' 20-0" 23' 8" Non- 20 10 21'-T' 20'5" 18AV 26-9" 24-3" 22'S" 29-3" 1 27-T 26-T 31'-5" 30'-7' 28'4' 22'-6" 2V-3" 19'-8" 6'-10' 264" 23'-0" 30'-0" 28'-9" 26'-8" Snow 20 15 20'S" 19'-3" 1T-9" 24'4' 22'-11" 21'-1" 27-2" 26-9- 24'-0" 29-V 26-7' 26-7" 21'-4" 20'-0" 18'-6" 25'-5" 3'-10' 22'-0" 8'-11' 2T-1" 25'-0" 125% 20 20 195" 18'-3" 16'-10 23'-3" 21'-9" 29-0- 25'-4" 24'-5" 22'-9" 2T-1" 26'-2" 24'-11" 20'-4" 19'-0" 17'-0" 24'-3" 22'-8" 0'-10' 2T-2" 5'-10' 23'-9" 25 10 20'S" 19'-5" 19-1" 24'-0" 23'-1" 21'S" 26'-1" 25-T' 24'-5" 2T-11" 2T4" 26'-T' 21'-4" 20'-2" 18'-10' 25'-6" 24'-1" 22'-5" 28'-1" 27'-4" 25'-6" 25 15 19'-7" 18'-5" 1IN" 22 4" 21'-9" 2lY4" 24'-4" 23'-9" 22'-11" 26'-T 264" 24'-5" 20'-5" 19'-2" 17'-9" 24'-0" 22'-10' 21'-2" 26'-2" 25'-6" 24'-1" 16" O. C. 30 10 19'-7" 16-7" 1T-4" 22'-5" 22'-0" 20'-7" 24'-5" 24'-0" 23'-5" 26'-1" 26-8" 25'-0" 20'-5" 19'4" 18'-1" 24'-1" 23'-1" 21'-6" 26'-3" 25'-9" 24'-5" Snow 30 15 18'-7" 1T-9" 16'S" 21'-1" 29-T' 19'-7" 23'-0" 27-5" 21'-9" 24'-T' 24'-0" 23'-3" 19'-7" 18'-6" 17'-2" 22'-8" 22'-0" 20'-5" 24'-8" 24'-1" 23'-3" 115% 40 10 1T-8" 1T-1" 16'-2" 20'-1" 19'-9" 19'-3" 21'-10" 21'-7" 21'-1" 23'4" 23-T 22'-7" 18'-7' 17'-10' 16'-10' 21'-T' 21'-3" 20--1" 23'-6" 23'-2" 22'-8" 40 15 16A(Y' 16'S" 15'-6" 19'-1" 19-8" 19-2" 29-10" 29-5" 19'-10" 22'-3" 21'-10" 21'-3" 18--1" 17'-4" 16'-1" 20'-0" 20'-1" 19'-3" 22'4" 21'-11" 21'4" 50 50 10 15 16'- 2" 15' S" 16- 10" 15'- 3" 1S- T 14'- 0" 18' 4" 1T- T' 18'- 1" 1T- 3" 17- 9" 16'- 10" 19'- 11" 15- 2" 19'- 9" 1 19'-5" 18- 10" 81 5. 21' 4" 29- 5" 21A" 20'- 1" 20'- 9" 19'- 8- 17'- 2" 16'- 8" 16'- 0" 16'- 4" 15'- 8" 15'- 4" 19'- 8"' 18'- 10" 19'. 5" 18'-8" 21'-5" 21'-T20' 10' 20'- 2"119'-9" 18'-0"i 18'-1" 20'-7" Non- 20 10 294" 19'-7' 1T-9" 24'-2" 22'-10" 21'-2" 26'-10" 26-11" 24'-1" 28'-8" 29-0 26'-8" 21'-2" 19'-11' 18'-6" 25'-2" 23'-9" 22'-1" 28'-8" 2T-O" 25'-1" Snow 20 15 19'-3" 18'-1" 16'$" 22'-9" 21'-6" 19'-10' 24'-9" 24'-0" 22'-T' 26'-5" 25-8- 24'-8" 20'-0" 18'-10' 17'-4" 3'-10' 22'-5" 20'-8" 26'-7" 25'-6" 23'-6" 125% 20 20 19 4" 1T-2' 15'-5' 21'-2" 29-5" 18'-9" 23'-1" 27.4" 21' 3" 24'$ 23'-1lY' 22 9" 19'-1" 17'-10' 16'-5" 22%9" 21'4" 19'-7" 4'-10' 23-11 22'-3" 25 10 15-3" 18'-3" 1T-0" 21,-10" 21'-5" 29-2" 23'-10" 234" 27" 25-6' 24'-11" 24'-3" 2 4' 19'4" 17'-8" 23'4" 22'-7" 21'-1" 25'-7" 25'-V' 23'-11' 25 15 16-0" 1T4" 16'-0" 20'5" 19'-10" 15-1" 27-3" 21'$' 20'-10" 23'-9" 23'-1" 22'-4" 19'-2" 18'-0" 16'-8" 1'-11" 21'-4" 19'-11' 3'-10" 23'-3" 22'-5" 19. 2" O. C. 30 10 18'-0' 1T-5" 16-3" 29-5" 20'-1" 15-5" 27-3" 21'-11" 21'4" 23'-10" 23-5" 27-19' 19'-2" 18'-2" 16'-11 22'-0" 21'-7" 20'-2" 3'-11" 23'-0" 22'-11' Snow 30 15 16-11" 16'-T 16-6" 19-0" 18'4" 18'-2" 20'-11" 20'-5" 19'-10"F22'. 5" 21'-10" 21'-2" 18'-3" 17'4" 16'-1" 20'-8" 20'-2" 19'-2" 22'-6" 22'-0" 21'-3" 115% 40 10 16'-2" 16-11" 15'-? 18'-3" 18'-0" 1T-8" 19'-11" 19'$" 19'-3" 21'-0" 20'-T' 17'-4" 16'-9" 15'-10' 19'-8" 19'-4" 18'-10' 21'-5" 21'-1" 20'8" 40 15 164" 15'-0" 14'S" 1T-5" 1T-1" 16'-7" 18'-11" 19-T' 19-1" 19-10 t9-0 16'-0" 16'-2" 15'-2" 18'-8" 18'-4" 17'-10' 20'4" 20'-0" 19'-5" 50 10 T1514'-9" 14'- 1" 11T-10" 14' S" 14'-1" 13'- T' 16'- 8" 16'- 0" 16- 6" 16- 9" 16'- 2" 16 4" 18'- 2" 1T5" 19- 9'! 1T- 2" 1T- 8" 16'- 9" 19- 3 18 4" 18- 11 1T- 11" 15'_ 10" 15'- 2°I14'-11'i 15'- 6" 14'-8" 14'- 4" 17'- 11" 17'- 2 17' 9"17'-5" 16- 11 16'-6" 19' 7" 18'- 9".18'-5 19'- 4"' 19'-0"50 18'-0" Non- 1 20 1 10 19- 1 Y'l 1T-9" 16'S" 22'-0" 21'-1" 19-7" 24'-0" 23-5" 274" 25-7' 26-9' 24'-3" 19'-T' 18'-6" 17'-2" 23'4" 22'-0" 20'-5" 25-9" 25'-0" 23'-3" Snowl 20 1 15 1T-10" 16'-9" 15'-5" 29-3" 19-8" 194" 27-1" 21'-5" 29-T 23-9' 27-11" 22'-0" 18'-0" 17'-5" 16'-1" 21'-10' 20'4" 19'-2" 23'-9" 23'-1" 21'-9" 125% 120 1 20 16'-8" 15-11" 14'-7" 19-11" 19-3" 17-5- 21Y4" 19'-11" 19-9- 27-1" 21'-3" 20'4" 17'-8" 16'-7" 15'-3" 217 4" 19'-8" 18'-2" 22'-2" 21'-5" 20'-5" 25 10 17'-3" 16-10" 154' 155" 19-2" 19-7" 21'-3" 20'-10" 29-3" 27-9" 27-3" 21'-8" 18'-0" 17'-7' 16'4" 21'-0" 20'-7" 19'-8" 2'-10" 22'-5" 21'-9" 25 15 16-1" 16-T 14'-10" 18'-2" 1T-9" 1T-1" 19'-10" 19'4" 18'-8" 21'-3" 20'-B" 19-11" 17'-3" 16'-8" 15'-5" 19'-7" 19'-1" 18'4" 21'4" 20'-9" 20'-0" O. C. c. 30 10 16'-1" 16-10" 15'-1" 18'-0" 1T-11" 1T5" 19'-11" 19'-7" 15-1" 21'-3" 20'-11" 20'-5" 17'4" 16'-10' 15'-8" 19'-T' 19'-3" 18'-9" 21'-5" 21'-0" 20'-6" Snow 30 15 15'-2" 14'-5' 14'-0" 1T-2" 16'-9" 18-9" 19-3" 1T-8" 20'-0" 19-T 18'-11" 16'-3" 15'-11' 14'-11' 18'-5" 18'-0" 17'-5" 20'-1" 19'S" 19'-0" 115% 40 10 14'5" 14' 2" 13' 11" 164" 16' 1" 1T-10" 1T-T' 1T-2" 19'4" 19.9" 18' S" 15$" 15'-3" 14'-7" 17'-7" 17'4" 16'-11' 19'-2" 18'_10„ 18'-6" 40 15 13'-8" 13'-5" 13'-1" 15'S" 16-3" d14'-l 16'-11" 16'-T' 16'-2" 18'-1" 1T--9" 1T-3" 14'-9" 14'-5" 14'-0" 16'-8" 16'-4" 15'-11"50 10 13'-2" 12' 7" 13'- 0" 12-" 17- 9" 14'-11" 14'-9" 16'-3" 16- 7' 16'- 1" 15 4" ,14-11 15'- 9' 1T4" 16' S" 1T- 2" 16'- 0" 16'- 10" 15'- 0" 14'- 2" 13 6" 13'- 11" 13 4" 13'- 7"5015 13'-0" 15' 114-11i 14'-3" 16'-2" 15 814-11' 12-1 14-3 14'-0" Table values are limited by shear, moment, total load deflection equal to L/180 and live load deflection equal to L/240. Check the local building code for other deflection limits that may apply. Table values represent the most restrictive of simple or multiple span applications. Analyze multiple span joists with the BC CALC° software if the length of any span is less than half the length of an adjacent span. Table values assume minimum bearing lengths without web stiffeners for joist depths of 16 inches and less. This table was designed to apply to a broad range of applica- tions. It may be possible to exceed the limitations of this table by analyzing a specific application with the BC CALC° software. Slope roof joists at least 1/4" over 12" to minimize ponding. Allowable spans and loads shall be adjusted and checked for wind load as required by local building code. Boise Cascade EVVP • Eastem Spectfer Guide • 08104/2015 F, Roof Span Tables Maximum clear span in feet and inches, based on horizontal spans. Live Dead Load Load Pstl [Psq 115% and 125% Load Duration BCI® 6000s 1.8 Series 25/1s" Flange Width BC 10 6000s 1.8 _ - 4/12 4/12 8/12 or to to Less 8/12 12/12 BCI' 6000s_1.8--- 4/12 4/12 8112 or to to Less 8/12 12/12 BOO 6000s 1.8 4/12 4/12 8/12 or to to Less 8112 12/12 BCI' 6000s 1.8 -_ 4/12 4/12 8/12 or ! to to Less 8/12 12/12 Non- 20 10 26-0" 1 24'-6" 22'-9" 30'-11" 29'-2" 27'-0" 35-2" 1 33'-2" 30'-9" 38'-10" 36'-7" 34'-0" Snow 20 15 24'-7" 23'-1" 21'4" 29'-3" 2T-6" 25'-4" 33'-3" 31'-3" 28'-10" 36'-9" 34'-6" 31'-10" 125% 20 20 23'-6" 22'-0" 20'-2" 27'-11" 26'-1" 24'-0" 31'-9" 29'-9" 27'4" 35'-1" 32'-10" 30'-2" 25 10 24'-8" 23'-4" 21'-8" 29'-4" 27'-9" 25--10" 33'-4" 31'-6" 29'-4" 36-10" 34'-10" 32'-5" 25 15 23'-6" 22'-2" 20'-6" 28'-0" 264" 24'-5" 31'-10" 29'-11" 27'-9" 34'-11" 33'-1" 30'-8" O.C. 30 10 23'-7" 22'-4" 20'-10" 28'-0" 26'-T' 24'-9" 31'-11" 30'-2" 28'-2" 35'-1" 33'-5" 31'-2" c. Snow 30 15 22'-7" 21'-4" 19'-9" 26-11" 25'-4" 23'-6" 30'-7" 28'-10" 26-9" 33'-0" 31'-11" 29'-T' 115% 40 10 21'-5" 20'-7" 19'-5" 25'-0" 24'-0" 23'-1" 29'-0" 27'-10" 26'-3" 31'4" 30'-9" 29'-0" 40 15 21'-1" 20'-0" 18'-T' 25'-1" 23'-9" 22'-2" 2T-11" 27'-1" 25'-2" 29'-10" 29'-3" 27'-10" 50 10 15 19'-10" 19'-10" 19'-1" I 18'-11" 18'-1" 17'-8" 23'-7" 22'-8" 21'-0" 26'-9" 25'-9" 24'-6"28'-8" 27'.5" 28'-3" 27'-1" 50 23'-7" 22'-6" 21'-0" 25'-8" 25'-3" 23'-11" 2T-0" 26'.5" Non- 20 10 23'-6" 22'-2" 20'-7" 28'-0" 26'-5" 24'-6" 31'-10" 30'-0" 2T-10" 35'-2" 33'-2" 30'-10" Snow 20 15 22'-3" 20--11" 19'-4" 26'-6" 24'-11" 23'-0" 30'-2" 28'-4" 26'-2" 33'-4" 31'-4" 28'-11" 125% 20 20 21'-3" 19'-11" 18'-4" 25'-3" 23'-8" 21'-9" 28'-9" 16-11" 24'-9" 31'-5" 29'-9" 27'-5" 25 1 10 22'-4" 21'-1" 19'-8" 26'-7" 25'-1"' 23'-5" 30'-3" 28'-T' 26'-7" 32'-5" 31'-T' 29'-5" 25 15 21'-4" 20'-1" 18'-7" 25' 4' 23'-10" 22'-1" 28'-3" 27'-2" 25'-2" 30'-3" 29'-5" 27'-9" 16" O.C. 30 10 21'4" 20'-3" 18'-10" 25'-5" 24'-1" 22'-5" 28'4" 27'4" 25'-6" 30'4" 29'-9" 28'-3" Snow 30 15 20'-6" 19'4" 17'-11" 24'4" 23'-0" 21'4" 26'-8" 26'-0" 24'-3" 28'-0" 27'-10" 26-10" 115% 40 10 19'-5" 18'-7" 17'-7" 23'-1" 22'-2" 20'-11" 25'-5" 25'-0" 23'-10" 27'-2" 26'-9" 26-2" 40 15 19'4" 18'-1" 16-10" 22'-2" 21'-6" 20'-1" 24'-2" 23'-8" 21'-10" 25'-10" 25'4" 24'-8" 50 10 18'-0" 17'-3" 16'-4" 21'-3" 20'-6" 19'$" 23'-2" 22'-11" 22'-2" 24'-9" 24'-6" 24'-1" 50 15 17'-11" 1T-1" 16'-0" 20'4" 20'-0" 19'-0" 22'-2" 21'-10" 21'4" 23'-9" 23'4" 22'-10" Non- 1 20 1 10 22'-1" 20'-10" 19'-4" 26-3" 24'-10" 23'-0" 29-11" 28'-3" 26'-2" 33'-1" 31'-2" 28'-11" Snowl 20 1 15 20'-11" 19'-8" 18'-2" 24'-11" 23'-5" 21'-7" 28'4" 26'-7" 24'-T' 30'-8" 29'-5" 2T-2" 125% 20 F20 19'-11" 18'-8" 1T-2" 23'-9" 22'-3" 20'.5" 26-10" 264" 23'-3" 28'-8" 27'-8" 25'-9" 25 1 10 21'-0" 19'-10" 18'-6" 24'-11" 23'-7" 22'-0" 2T-8" 26-10" 25-0" 29'-7" 28'-11" 27'-8" 25 15 20'-0" 181-10" 1T-5" 23'-8" 22'-5" 20'-9" 25'-9" 25-1" 23'-7" 27'-T' 26'-10" 2F-11" 19.2" O.C. 30 10 20'-1" 19'-0" 17'-9" 23'-9" 22'-7" 21--1" 25'-10" 25'-5" 24--0" 27'-8" 2T-2" 26'-6" Snow 30 15 19'4" 18'-2" 16-10" 22'4" 21'-7" 20'-0" 24'-4" 23'-9" 22'-10" 26'-0" 25'-5" 24'-T' 115% 40 10 18'-3" 1T-6" 16'-6" 21'-3" 20'-10" 19'-8" 23'-2" 22'-10" 22'4" 24'-9" 24'-5" 23'-11" 40 15 1T-10" 1T-0" 15-10" 20'-2" 19'-10" 18'-10" 22--0" 21'-T' 21'-0" 23'-6" 23'-1" 22'-6" 50 100 15 16'-10" 1 --- 16'4" 16'-2" 16'-1" 15'-4" 19'-5" 19'-2" 18'-3" 21'-1" 20'-10" 20'-6" 22'-7" 22'-4" 21'-11" 50 15'-0" 18'-7" 18'-3" 1T-10" 20'-3" 19'-11" 19'-5" 21'-8" 21'-3" 20'-10" Non- 20 10 20'-6" 19'4" 17'-11" 24'-4" 23'-0" 21'-4" 2T-9" 26-2" 24'-3" 29'-9" 28'-11" 26'-10" Snow 20 15 19'4" 18'-2" 16-10" 23'-0" 21'-8" 20'-0" 25-8" 24'-8" 22'-9" 2T-5" 26'-7" 25'-2" 125% 20 20 18'-6" 17'-3" 15'-11" 22'-0" 20W" 18'-11" 23'-11" 23'-1" 21'-T' 25'-7" 24'-9" 23'-T' 25 10 19'-5" 18' 4' 17'-1" 22'-8" 21'-10" 20'4" 24'-8" 24'-2" 23'-2" 26'-5" 25-10" 25'-2" 25 15 18'-6" 17'-5" 16'-2" 21'-2" 20'-T' 19'-3" 23'-0" 22'-5" 21'-8" 24'-8" 24'-0" 23'-2" 24 o.c. 30 10 18'.7" 1T-T' 16'-5" 21'-2" 20'-10" 19'-6" 23'-1" 22'-8" 22'-2" 24'-9" 24'-3" 23'-8" Snow 30 15 17'-7" 16'-9" 15'-7" 19'-11" 19'-6" 18'-7" 21'-9" 21'-3" 20'-6" 23'-3" 22'-8" 21'-11" 115% 40 10 16'-9" 16'-2" 15'-3" 19'-0" 18'-8" 18'-2" 20'-8" 20'4" 20'-0" 22'-1" 21'-9" 21'4" 40 15 16-11" 15'-7" 14'-8" 18'-0" 17'-8" 1T-2" 19'-8" 3" 18'-9" 21'-0" 20'-7" 19'-8" 50 10 15'-3" 14'-11" 14'-3"_ 17'-4" 17'-1" 16'-10" 18'-10"_f174. 8" 18'-4"_ 19'-10" 19'-5" 18'-9" 50 15 14'-7" 14'-4" 13'-11' 16'-T' 16'-4" 15'-11" 17'-11" 16'-6" 18'-3" 1T-8" 16'-10" Boise Cascade EWP • Eastern Specifier Guide • 08/04/2015 Roof Span Tables Maximum clear span in feet and inches, based on,horizontal spans. Live Dead Load Load psfj [psfj 115% and 125% Load Duration BCI® 6500s 1.8 Series 29/1s" Flange Width 9'/i' BCI° 6500s 1.8 117/." BCI° 6500s 1.8 4/12 4/12 8/12 or to to Less ; 8/12 12/12 14" BC 10 6500s 1.8 16" BCI° 6500s 1.8 4/12 4/12 8/12 or to to Less 8/12 12/12 4/12 or Less 4/12 to 8/12 8/12 to 12/12 4/12 or Less 4/12 to18/12 8/12 to112/12 Non- 20 10 26'-10" 25-3" 23'-6" 31'-10" 30'-0" 27'-10" 36'-2" 34'-1" 31'-8" 40'-0" 37'-8" 35'-0" Snow 20 15 25'-5" 23'-10" 22'-0" 30'-2" 28'-4" 26'-1" 34'-3" 32'-2" 29'-8" 37'-10" 35'-7" 32'-10" 125% 20 20 24'-3" 22'-8" 20'-10" 28'-9" 26'-11" 24'-9" 32'-8" 30'-7" 28'-2" 36'-1" 33'-10" 31'-1" 25 10 25'-5" 24'-1" 22'-5" 30'-3" 28'-7" 26'-7" 34'-4" 32'-6" 30'-3" 37'-11" 35'-10" 33'-5" 25 15 24'-3" 22'-10" 21'-2" 28'-10" 27'-2" 25'-1" 32'-9" 30'-10" 28'-7" 36'-2" 34'-1" 31'-7" 12 O.C. 30 10 24'-4" 23'-0" 21'-6" 28'-11" 27'-4" 25'-6" 32'-10" 31'-1" 29'-0" 36'-3" 34'-4" 32'-1" Snow 30 15 23'-4" 22'-0" 20'-5" 27'-8" 26'-2" 24'-3" 31'-6" 29'-9" 27'-7" 34'-8" 32'-10" 30'-6" 115% 40 10 22'-2" 21'-3" 20'-0" 26'-4" 25'-3" 23'-10" 29'-11" 28'-8" 27'-1" 33'-0" 31'-8" 29'-11" 40 15 21'-9" 20'-7" 19'-3" 25'-11" 24'-6" 22'-10" 29'-5" 27'-10" 25'-11" 31'-5" 30'-9" 28'-8" 50 I 10 50 15 20'-6" 20'-6" 19'-8" 18'-8" 19'-6" 18'-3" 24'-4" 24'-4" 23'-4" 23'-2" 22'-2" 21'-8" 27'-8" 27'-0" 26'-7" 26'-4" 25'-2" 24'-8" 30'-2" 28'-11" 29'-4" 27'-10" 1 28'-5" 27'-3" Non- 20 10 24'-4" 22'-11" 21'-3" 28'-10" 27'-2" 25'-3" 32'-10" 30'-11" 28'-8" 36'-3" 34'-2" 31'-9" Snowl 20 15 23'-0" 21'7' 19'-11" 27'-4" 25'-8" 23'-8" 31'-1" 29'-2" 26-11" 34'-4" 32'-3" 29'-9" 125%j 20 1 20 21'-11" 1 20'-6" 18'-11" 26'-1" 24'-5" 22'-5" 29'-8" 27'-9" 25'-6" 32'-9" 30'-8" 28'-2" 25 10 23'-1" 21'-10" 20'-4" 27'-5" 26-11" 24'-1" 31'-2" 29'-5" 27'-5" 34'-1" 32'-6" 30'-3" 25 15 22'-0" 20'-8" 19'-2" 26'-1" 24'-7" 22'-9" 29'-8" 27'-11" 25'-11" 31'-10" 30'-11" 28'-7" 16" O.C. 30 10 22'-0" 20'-10" 19'-6" 26'-2" 24'-9" 23'-1" 29'-9" 28'-2" 26'-4" 31'-11" 31'-2" 29'-1" Snow 30 15 21'-1" 19'-11" 18'-6" 25-1" 23'-8" 22'-0" 28'-1" 26-11" 25'-0" 30'-0" 29'-4" 27'-7" 115% 40 10 20'-0" 19'-3" 18'-2" 23'-10" 22'-10" 21'-7" 26'-9" 26'-0" 24'-6" 28'-7" 28'-2" 27'-1" 40 15 19'-9" 18'-8" 17'-5" 23'-4" 22'-2" 20'-8" 25'-5" 24'-11" 23'-6" 27'-2" 26'-8" 25'-11" 50_ 10 50 15 18'-6" 17% 18'-6" 17'-8" 16'-11" 16'-6" 22'-1" 21'-2" 21'-0" 20'-1" 19'-8" 24'-5" 24'-1" 23'-0" 22'-10" 22'-4" 26'-1" 25'-0" 25'-9" 24'-7" 25'-3'- 24'-0" 21'-5" 23'-5" Non- 20 10 22'-10" 21'-6" 20'-0" 27'-1" 25'-7" 23'-9" 30'-10" 29'-1" 27'-0" 34'-0" 32'-1" 29'-10" Snow 20 15 21'-7" 20'-3" 18'-9" 25'-8" 24'-1" 22'-3" 29'-2" 27'-5" 25'-4" 32'-3" 30'-3" 27'-11' 125% 20 20 20'-7" 19'-3" 17'-9" 24'-6" 22'-11" 21'-1" 27'-10" 26'-1" 24'-0" 30'-2" 28'-9" 26'-6" 25 10 21'-8" 20'-6" 19'-1" 25'-9" 24'-4" 22'-8" 29'-1" 27'-8" 25'-9" 31'-1" 30'-6" 28'-5" 25 15 20'-8" 19'-5" 18'-0" 24'-6" 23'-1" 21'-5" 27'-2" 26'-3" 24'-4" 29'-0" 28'-3" 26-11" 19.2" O.C. 30 10 20'-8" 19'-7" 18'-3" 24'-7" 23'-3" 21'-9" 27'-3" 26'-6" 24'-8" 29'-1" 28'-7" 27'-4" Snow 30 15 19'-10" 18'-9" 17'-5" 23'-6" 22'-3" 20'-8" 25'-7" 25'-0" 23'-6" 27'-5" 26'-9" 25'-11" 115% 40 10 18'-10" 18'-1" 17'-1" 22'-4" 21'-5" 20'-3" 24'-4" 24'-0" 23'-0" 26'-1" 25'-8" 25'-2" 40 15 18'-6" 17'-6" 16'-4" 21'-3" 20'-10" 19'-5" 23'-2" 22'-9" 22'-1" 24'-9" 24'-4" 23'-8" 50 10 50 15 17'-5" 16'-8" 17'-3" 16'-7 15-10" 15'-6" 20'-5" 19'-7" 19'-10" 19'-3" 18'-10" 18'-5" 22'-3_ 21'-4" 22'-0" 21'-0" 21'-5" 20'-6" 23'-9'_ 23'-6" 23'-1- 22'-10" 22'-2" 21'-2" Non- 20 10 21'-1" 19'-11" 18'-6" 25'-1" 23'-8" 22'-0" 28'-6" 26'-11' 25'-0" 31'-4" 29'-9" 27'-7" Snow 20 15 20'-0" 18'-9" 17'-4" 23'-9" 22'-4" 20'-7" 27'-0" 25'-5" 23'-5" 28'-11" 28'-0" 25'-11" 125% 20 20 19'-1" 17'-10" 16'-5" 22'-8" 21'-3" 19'-6" 25'-3" 24'-2" 22'-2" 26'-11" 26'-0" 24'-6" 25 10 20'-0" 18'-11" 17'-8" 23'-10" 22'-6" 21'-0" 26'-0" 25'-6" 23'-10" 27'-10" 27'-3" 26'-4" 25 15 19'-1" 18'-0" 16'-8" 22'-3" 21'-5" 19'-10" 24'-3" 23'-7" 22'-6" 25'-11" 25'-3" 24'-4" c. O.C. 30 10 19'-2" 18'-2" 16'-11" 22'-4" 21'-7" 20'-1" 24'-4" 23'-11" 22'-11" 26'-0" 25'-7" 24'-11" Snow 30 15 18'-4" 17'-4" 16'-1" 21'-0" 20'-6" 19'-1" 22'-10" 22'-4" 21'-7" 24'-5" 23'-11" 23'-1" 115% 40 10 17'-5" 16'-8" 15'-9" 20'-0" 19'-8" 18'-9" 21'-9" 21'-5" 21'-0" 23'-3" 22'-11" 22'-3" 40 15 16'-9" 16'-2" 15'-1" 19'-0" 18'-7" 18'-0" 20'-8" 20'-4" 19'-3" 21'-7" 20'-9" 19'-8" 50 50 10 15 16'-1" 15'-5" 15'-5" 15'-2" 14'-8" 14'-4" 18'-3" 17'4' 18'-0" 16'-8" 17'-5" 15' 11" 19'-6" 17'-11" 19'-0" 1T-4" 18'-5" 16'-6" 19'-10" 18'-3" 19'-5" 18'-9" 17'-8" t 16'-10" Table values are limited by shear, moment, total load deflection equal to L/180 and live load deflection equal to U240. Check the local building code for other deflection limits that may apply. Table values represent the most restrictive of simple or multiple span applications. Analyze multiple span joists with the BC CALC• software if the length of any span is less than half the length of an adjacent span. Table values assume minimum bearing lengths without web stiffeners for joist depths of 16 inches and less. This table was designed to apply to a broad range of applica- tions. It may be possible to exceed the limitations of this table by analyzing a specific application with the BC CALC° software. Slope roof joists at least 1/4" over 12" to minimize ponding. Allowable spans and loads shall be adjusted and checked for wind load as required by local building code. Boise Cascade EVVP • Eastern Specifier Guide • 08/04I2015 Roof Span Tables Is - Maximum clear span in feet and inches, based on horizontal spans. Live Dead Load Load psf] [psq 115% and 125% Load BCI® 60s 2.0 Series 25/,6" Flange Width Duration BCI® 90s 2.0 Series 3'/2" Flange Width 11'/:' BCI° 60s 2.0 14" BCI' 60s 2.0 4/12 1 4/12 ' 8/12 or j to to Less 8/12 ,12/12 16" BCIO 60s 2.0 111/." BCI' 90s 2.0 14" BCI.90s 2.0 4/12 , 4/12 8/12 or to to Less 8/12 12/12 16" BCI° 90s 2.0 4/12 or Less 4/12 to18/12 8/12 to 12/12 4/12 or Less 4/12 to 8/12 8/12 to 12/12 4/12 or Less 4/12 to 8/12 8/12 to 12/12 4/12 or Less 4/12 to 8/12 8/12 to 12/12 Non-M2O 10 34'-1" 32'-2" 29'-10' 38'-9" 36'-7" 33'-11" 42'-11" 40'-6" 37'-7" 39'-0" 36'-10" 34'-2" 44'-3" 41A" 38'-9" 49'-0" 46'-3" 42'-11" Snow15 32'-4" 30'-4" 28'-0" 36'-9" 34'-6" 31'-10" 40'-8" 38'-3" 35'-3" 37'-0" 34'-9" 32'-1" 41'-11" 39'-4" 36'-4" 46'-5" 43'-7" 40'-3" 125%20 30'-10' 28'-10' 26'-6" 35'-1" 32'-10' 30'-2" 38'-10' 36'-4" 33'-5" 35'-3" 33'-0" 30'-4" 39'-11" 37'-5'. 34'-5" 44'-3" 41'-5" 38'-1" 25 10 32'-5" 30'-7" 28'-6" 36'-10' 34'-10' 32'-5" 40'-10' 38'-7" 35-11" 37'-1" 35'-0" 32'-7" 42'-0" 39'-8" 36'-11" 46'-6" 44'4" 40'-11" 25 15 30'-11" 29'-1" 26'-11" 35-2" 33'-1" 30'-7" 38'-11" 36'-8" 33'-11" 35'-4" 33'-3" 30'-10' 40'-1" 37'-9" 34'-11" 44'-4" 41'-9" 38'4" 12 O.C. 30 10 31'-0" 29'-4" 27'-4" 35-3" 33'-4" 31--1" 39--0" 36'-11" 34'-5" 35'-5" 33'-7" 31'4" 40'-2" 38'-0" 35'-6" 44'-6" 42'-1" 39'4" Snow 30 15 29'-8" 28'-0" 26'4" 33'-9" 31'-10" 29'-7" 37'-5" 35'-3" 32'-9" 34'-0" 32--1" 29'-9" 38'-6" 36'-4" 33'-9" 42'-8" 40'.3" 37'-4" 115% 40 10 28'-2" 27'-0" 25'-6" 32'-1" 30'-9" 29'-0" 35'-6" 34'-1" 32'-2" 32'-3" 30'11" 29'-2" 36'-6" 35'-0" 33'-1" 40'-6" 38'-10" 36'-8" 40 15 27'-9" 26'-3" 24'-6" 31'-7" 29'-10' 27'-10' 34'-11" 33'-1" 30'-10' 31'-9" 30'-0" 28'-0" 36'-0" 34'-0" 31'-9" 39'-10" 37'-9" 35'-2" 50 50 10 15 26'-1" 26'-1" 25'-0" 24'-10" 23'-9" 23'-3" 29'-8" 29'-8" 28'-6" 28'-3" 27'-0" 26'-5" 32'-11" 32'-11" 31'-6" 31'-4" 29'-11" 29'-3" 29'-10'1 28'_8" 27'-2" 29'-10", 28'-5"; 26'-7" 33'-10" 32'-5" 30'-10' 30'-1" 37'-6" 37'-6" 35'-11" 34'-2" 33'-10" 32'-3" 35'.8"1 33'-5" Non- 20 10 30'-11" 29'-2" 27'-1" 35'-2" 33'-2" 30'-9" 38'-11" 36'-9" 34'-1" 35'-4" 33'-4" 1 31'-0" 40'-1" 37'-10" 35'-1" 44'-5" 41'-11" 38'-11" Snow 20 15 29'-3" 27'-6" 25'-5" 33'-4" 31'-3" 28'-10' 36'-11" 34'-8" 32'-0" 33'-6" 31'-6" 29'-1" 37'-11" 35'-8" 32'-11" 42'-0" 39'-6" 36'-6" 125% 20 20 27'-11" 26'-2" 24'-1" 31'-9" 29'-9" 27'-4" 35'-2" 32' 11" 30'-4" 31'-11" 29'-11" 27'-6" 36'-2" 33'-11" 31'-2" 40'-1" 37'-7" 34'-7" 25 10 29'-4" 27'-9" 25'-10" 33'-5" 31'-7" 29'-5" 37'-0" 34'-11" 32'-7" 33'-7" 31'-9" 29'-7" 38'-1" 36'-0" 33'-6" 42'-2" 39--10" 37'-1" 25 15 28'-0" 26'-4" 24'-5" 31'-10" 30'-0" 27'-9" 35'-3" 33'-2" 30'-9" 32'-0" 30'-2" 27'-11" 36'-3" 34'-2" 31'-8" 40'-2" 37'-10" 35'-1" 16 O.C. 30 10 28'-1" 26'-7" 24'-10" 31'-11" 30' 3" 28'-2" 35'-4" 33'-6" 31'-3" 32'-1" 30'-5" 28'-4" 36'-4" 34'-5" 32'-2" 40'-3" 38'-2" 35'-8" Snow 30 15 26'-11" 25'-5" 23'-7" 30'-7" 28'-10' 26-10' 33'-11" 32'-0" 29'-8" 30'-9" 29'-0" 27'-0" 34'-10" 32'-11" 30'-7" 38'-7" 36'-5" 33'-10' 115% 40 10 25'-6" 24'-6" 23'4" 29'-0" 27'-10' 26'-4" 32'-2" 30'-10' 29'-2" 29'-2" 28'-0" 26'-5" 33'-1" 31'-9" 30'4" 36'-8" 35'-2" 33'-3" 40 15 25'-1" 23'-9" 22'-2" 28'-7" 27'-1" 25'-3" 31'-8" 30'-0" 27'-11" 28'-9" 27'-2" 25'-4" 32'-7" 30'-10" 28'-9" 36'-1" 34'-2" 31'-10" 504 50 10 i 15 23'-7" 23'-7" 22'-8" 21'-6" 26'-10' 25'-9" 24'-6" 29'-9" 28'-7" 27'-1" 27'-0" 25'-11" 24'-7" 30'-7" 29'-5" 29'-2" 27'-11" 27'-3" 33'-11" 33'-11" 32'-7" 32'-4" 30'-11" 30'-3" 22'-6" 21'-0" 26'-10' 25'-7" 23'-11" 28'-7" 27'-8" 26'-5" 27'-0" 25'-9" 24'-1" 30'-7" Non- 20 10 29'-1" 27'-5" 25'-5" 33'-0" 31'-2" 28'-11" 36'-7" 34'-6" 32'-0" 33'4" 31'-4" 29'-1" 37'-8" 35'-6" 33'.0" 41'4" 39'-4" 36'-7" Snow 20 15 27'-6" 25'-10' 23'-10' 31'-3" 29'-5" 27'-1" 34'-8" 32'-7" 30'-1" 31--5" 29'-7" 27'-3" 35'-8" 33'-6" 30'-11" 39'-6" 37'-1" 34'-3" 125% 20 20 26'-3" 24'-7" 22'-7" 29'-10' 27'-11" 25'-8" 33'-0" 30'-11" 28'-6" 30'4" 28--1" 25'-10' 34'-0" 31'-10" 29'-3" 37'-8" 35'-3" 32'-5" 25 10 27'-7" 26'-1" 24'-3" 31'-4" 29'-8" 27'-7" 34'-9" 32'-10' 30'-7" 31'-6" 29'-10" 27'-9" 35'-9" 33'-10" 31'-6" 39'-7" 37'-5" 34'-11" 25 15 26'-3" 24'-9" 22'-11" 29'-11" 28'-2" 26'-1" 33--1" 31'-2" 28'-11" 30'-1" 28'-4" 26'-3" 34'-1" 32'-1" 29'-9" 37'-9" 35'-7" 32'-11" 19.2 O.C. 30 10 26'-4" 25'-0" 23'-4" 30'-0" 28'-5" 26'-6" 33'-2" 31'-5" 29'-4" 30'-1" 28'-7" 26'-8" 34'-2" 32'-4" 30'-2" 37'-10" 35'-10" 33'-6" Snow 30 15 25'-3" 23'-10' 22'-2" 28'-9" 27'-1" 25'-2" 31'-10" 30'-0" 27'-11" 28'-10" 27'-3" 25'-4" 32'-9" 30'-11" 28'-8" 36'-3" 34'-3" 31'-10" 115% 40 10 24'-0" 23'-0" 21'-9" 27'-3" 26'-2" 24'-8" 30'-2" 29'-0" 27'-4" 27'-5" 26'-3" 24'-10" 31'-0" 29'-10" 28'-2" 34'-5" 33'-0" 31'-2" 40 15 23'-7" 22'-4" 20'-10' 26'-10' 25'-5" 23'-8" 28'-1" 27'-0" 25'-7" 26'-11" 25'-6" 23'-10" 30'-7" 28'-11" 27'-0" 33'-10" 32'-1" 29'-11" 50 50 10 15 22'-2" 22'-2" 21'-3" 21'-2" 20'-3" 19'-9" 25'-3" 23'-9" 24'-2" 23'-0" 23'-0" 21'-11" 25'-10" 23'-9" 25'-3" 24'-5" 25'-4" 24'-4" 23'-1" 28'-8" 27'-7" 26'-2" 25'-7" 31'-10" 29'-8" 30'-7" 29'-1" 23'-0" 21'-11" 25'4"; 24'-2"I 22'-7" 28'-8" 27'-5" 28'-8": 27'-5" Non- 20 1 10 26'-11" 25'-5" 23'-7" 30'-7" 28'-10' 26'-10' 33'-11" 32'-0" 29'-8" 30'-9" 29'-0" 27'-0" 34'-10' 32'-11" 30'-7" 38'-7" 36'-5" 33'-10' Snow 20 15 25'-6" 23'-11" 22'-1" 28'-11" 27'-2" 25'-2" 32'-1" 30'-2" 27'-10' 29'-1" 27'4" 25;-3" 33'-0" 31'-0" 28'-8" 36,-7" 34'-4" 31'-9" 125% 20 20 24'-3" 22'-9" 20'-11" 27'-7" 25'-10' 23'-10' 30'-7" 28'-8" 26'-4" 27'4" 26'-0" 23--11" 31'-5" 29'-6" 27--1" 347-10" 32'-8" 30'-1" 25 10 25'-6" 24'-2" 22'-6" 29'-0" 27'-6" 25'-7" 32'.2" 30'-5" 28'-4" 29'-2" 27'-7" 25'-9" 33'-1" 31'-4" 29'-2" 36'-8" 34'-8" 32'-4" 25 15 24'-4" 22'-11" 21'-3" 27'-8" 26-1" 24'-2" 30'-8" 28'-11" 26'-9" 27'-10" 26'-3" 24'-4" 31'-6" 29'-9" 27'-6" 34'-11" 32'-11" 30'-6" c. O.C. 30 10 24'-5" 23'-1" 21'-7" 27'-9" 26'-3" 24'-6" 30'-9" 29'-1" 27'-2" 27'-11" 26'-5" 24'-8" 31'-7" 29'-11" 28'-0" 35'-0" 33'-2" 31'-0' Snow 30 15 23'-4" 22'-1" 20'-6" 26'-7" 25'-1" 23'-4" 27'-4" 26'-1" 24'-5" 26'-9" 25'-3" 23'-5" 30'-3" 28'-7" 26'-7" 33'-7" 31'-8" 29'-5" 115% 40 10 22'-2" 21'-3" 20'-1" 24'-9" 24'-1" 22'-10' 24'-9" 24'-1" 23'-1" 25'-4" 24'-4" 23'-0" 28'-8" 27'-7" 26'-1" 30'-11" 30'-0" 28'-10' 40 15 21'-10" 20'-8" 19'-3" 22'-5" 21'-6" 20'-5" 22'-5" 21'-6" 20'-5" 24'-11" 23'-7" 22'-0" 27'-9" 26'-8" 25'-0" 28'-0" 26-11" 25'-6" 50 50 10 15 20'-6" 19'-0" 19'-8" 18'-4" 18'-9" 17'-6" 20'-8" 19'-0" 20' 2" 18'-4" 19' 6" 17'-6" 20'-8" 19'-0" 20'-2" 18'-4" 19'-6" 17'-6" 23'-5" 23'-4" 22'-6" 22'-4" 21'-5" 20'-11" 25'-7" 23'-6" 24'-11" 22'-9" 24'-1" 21'-8" 25'-9" 23'-8" 25'-2" 24'-4" 22'-11" 21'-10" i Boise Cascade EVVP • Eastern Speufier Guide • 08(0412015 Roof Load Tables Allowable Uniform Roof Load in pounds per lineal foot [PLF]) 19 115% and 125% Load Duration Use of these tables should be limited to roof slopes of 3'/z" per foot or less. For steeper slopes, see pages 15-18. BCI® 4500s 1.8 Series 13/4" Flange Width 9'/2" BCI® 4500s 1.8 11 %" BCI® 4500s 1.8 14" BCI® 4500s 1.8 16" BCI04500s 1.8 Total Load Deflect. Total Load I Deflect. Total Load I Deflect. Total Load I Deflect. Span Length Non- Snow Snow 115% 125% U240 Snow 115% Non- Snow 125% U240 Snow 115% Non- Snow 125% I U240 Snow 115% Non - Snow 125% U240 6 315 343 338 367 353 383 356 387 7 270 294 289 315 302 329 305 332 8 236 257 253 275 264 287 267 290 9 210 228 225 245 235 255 237 258 10 189 205 202 220 211 230 214 232 11 172 187 184 200 192 209 194 211 12 147 160 169 183 176 191 178 193 13 125 136 156 169 162 177 164 179 14 108 118 107 139 151 151 164 152 166 15 94 102 88 121 131 141 153 ! - 142 155 16 83 90 73 106 115 126 137 133 145 17 73 80 61 94 102 111 121 125 136 18 65 67 51 84 91 99 108 113 123 19 58 58 44 75 82 73 89 97 102 111 20 49 49 38 68 74 63 80 87 92 100 21 43 43 33 61 67 54 73 79 83 90 22 56 61 47 66 72 76 82 23 51 54 42 61 66 69 75 24 47 48 37 56 60 54 64 69 25 43 43 32 51 56 48 59 64 26 47 51 1 42 54 59 27 1 44 48 38 50 54 28 41 44 34 47 51 46 29 43 47 41 30 1 1 40 44 37 Total Load values are limited by shear, moment, or deflection equal to U180. Deflection values (Deflect.) are limited by live load deflection equal to U240. Check the local building code for other deflection limits that may apply. Both the Total Load and Deflection columns must be checked. Where a Deflection value is not shown, the Total Load value will control. Table values apply to either simple or multiple span joists. Span is measured center to center of the minimum required bearing length. Analyze multiple span joists with the BC CALC® software if the length of any span is less than half the length of an adjacent span. Slope roof joists at least %4 inch over 12 inches to minimize ponding. Table values assume minimum bearing lengths without web stiffeners for joist depths of 16 inches and less. This table was designed to apply to a broad range of applications. It may be possible to exceed the limitations of this table by analyzing a specific application with the BC CALC® software. Allowable spans and loads shall be adjusted and checked for wind load as required by local building code. Boise Cascade EWP • Eastem Specifier Guide - 08/04/2015 Roof Load Tables Allowable Uniform Roof Load in pounds per lineal foot [PLF]) 115% and 125% Load Duration Use of these tables should be limited to roof slopes of 3'/2" per foot or less. For steeper slopes, see pages 15-18. BCI® 5000s 1.8 Series 2" Flange Width 9'/2" BCI® 5000s 1.8 117/a" BCI® 5000s 1.8 14" BCI® 5000s 1.8 Total Load Deflect. Total Load I Deflect. Total Load I Deflect. Span Length Snow 115% Non -Snow 125% U240 Snow 115% Non -Snow 125% U240 Snow 115% I Non -Snow 125% U240 6 315 343 338 367 353 383 7 270 294 289 315 302 329 8 236 257 253 275 264 287 9 210 228 225 245 235 255 10 189 205 202 220 211 230 11 172 187 184 200 192 209 12 157 171 169 183 176 191 13 145 158 156 169 162 177 14 125 136 120 144 157 151 164 15 109 118 98 135 147 141 153 16 95 104 81 122 133 132 143 17 85 89 68 108 118 124 135 18 75 76 58 96 105 114 124 19 65 65 49 87 94 82 103 112 20 56 56 42 78 85 71 93 101 I - 21 48 48 37 71 77 61 84 91 22 42 42 32 64 70 54 76 83 23 59 62 47 1 70 76 1 68 24 54 54 41 64 70 60 25 48 48 37 59 64 54 26 43 43 33 55 59 48 27 51 1 55 43 28 I 47 1 50 i 38 Boise Cascade EVVP - Eastern Specifier Guide • 08iO4/2015 Roof Load Tables Allowable Uniform Roof Load in pounds per lineal foot [PLF]) 115% and 125% Load Duration Use of these tables should be limited to roof slopes of 3'/z' per foot or less. For steeper slopes, see pages 15-18. BCI® 6000s 1.8 Series 25/16" Flange Width 9'/2" BCI® 6000s 1.8 ll%" BCI® 6000s 1.8 14" BCIe 6000s 1.8 16" BCI® 6000s 1.8 Total Load I Deflect. Total Load I Deflect. Total Load Deflect. Total Load Deflect. Span Length Snow 115% Non- Snow 125% L/240 Snow 115% Non- Snow 125% L/240 Snow 115% I Non- Snow I 125% I L/240 Snow 115% Non - Snow 125% L/240 6 360 392 375 408 390 424 398 432 7 309 336 322 350 334 364 341 371 8 270 294 281 306 293 318 298 324 9 240 261 250 272 260 283 265 288 10 216 1 235 225 245 234 254 238 259 11 196 1 213 204 222 213 231 217 236 12 180 196 187 204 195 212 199 216 13 166 180 173 188 180 196 183 199 14 145 158 135 161 175 167 182 170 185 15 126 137 111 150 163 156 169 159 173 16 111 121 92 140 153 146 159 149 162 17 98 101 78 126 137 137 149 140 152 18 86 86 66 112 122 108 130 141 132 144 19 74 74 56 101 110 92 120 130 125 136 20 63 63 48 91 99 80 108 117 119 129 21 55 55 42 83 90 69 98 107 112 122 22 48 48 36 75 79 60 89 97 88 102 111 23 42 42 1 32 69 70 53 82 89 78 93 101 24 61 61 47 75 81 68 86 93 25 54 54 42 69 75 61 79 86 26 49 49 37 64 69 i 54 73 7 1 27 43 43 33 59 63 48 67 73 65 28 1 55 57 44 1 63 68 58 Total Load values are limited by shear, moment, or deflection equal to L/180. Deflection values (Deflect.) are limited by live load deflection equal to U240. Check the local building code for other deflection limits that may apply. Both the Total Load and Deflection columns must be checked. Where a Deflection value is not shown, the Total Load value will control. Table values apply to either simple or multiple span joists. Span is measured center to center of the minimum required bearing length. Analyze multiple span joists with the BC CALC• software if the length of any span is less than half the length of an adjacent span. Slope roof joists at least'/4 inch over 12 inches to minimize ponding. Table values assume minimum bearing lengths without web stiffeners for joist depths of 16 inches and less. This table was designed to apply to a broad range of applications. It may be possible to exceed the limitations of this table by analyzing a specific application with the BC CALC° software. Allowable spans and loads shall be adjusted and checked for wind load as required by local building code. Base Cascade EwP • Eastem Specifier Guide • 08/04/2015 Roof Load Tables Allowable Uniform Roof Load in pounds per lineal foot [PLF]) 115% and 125% Load Duration Use of these tables should be limited to roof slopes of 3'/2' per foot or less. For steeper slopes, see pages 15-18. BCI® 6500s 1.8 Series 29/16" Flange Width 9'/z" BCI® 6500s 1.8 ll%" BCI® 6500s 1.8 14" BCI® 6500s 1.8 16" BCI® 6500s 1.8 Total Load Deflect. Total Load Deflect. Total Load Deflect. Total Load Deflect. Span Length125% 7SnSnowNon- L/240 Snow 115% Non- Snow 125% L/240 Snow 115% Non- Snow 125% L/240 Snow 1150/6 Non - Snow 125% L/240- 6 360 392 375 408 390 424 398 432 7 309 336 322 350 334 364 341 371 8 270 294 281 306 293 318 298 324 9 240 261 250 272 260 283 265 288 10 216 235 225 245 234 254 238 259 11 196 213 204 222 213 231 217 236 12 180 196 187 204 195 212 199 216 13 166 180 173 188 180 196 183 199 14 154 168 147 161 175 167 182 170 185 15 140 152 121 150 163 156 169 159 173 16 123 132 101 140 153 146 159 149 162 17 109 111 85 132 144 137 149 140 152 18 94 94 72 125 135 118 130 141 132 144 19 80 80 61 112 122 101 123 134 125 136 20 69 69 53 101 110 87 117 127 119 129 21 60 60 46 91 99 76 108 118 113 123 22 52 52 40 83 87 66 99 107 96 108 118 23 46 46 35 76 76 58 90 98 84 103 112 24 41 41 31 67 67 51 83 90 74 95 103 25 60 60 45 76 83 66 87 95 26 53 53 40 71 77 59 81 88 79 27 47 47 36 65 69 53 75 81 71 28 43 43 32 61 62 47 69 76 63 29 56 56 43 65 70 57 30 51 51 39 60 66 52 31 46 46 35 57 62 47 32 42 42 32 53 56 43 33 50 51 39 34 47 47 1 36 35 43 43 33 W, MW,-j Roof Load Tables Allowable Uniform Roof Load in pounds per lineal foot [PLF]) H 115% and 125% Load Duration Use of these tables should be limited to roof slopes of 3'/z' per foot or less. For steeper slopes,'see pages 15-18. BCI® 60s 2.0 Series 25/16" Flange Width BCI® 90s 2.0 Series 3'/2' Flange Width 11%" BCl8 60s 2.0 14" BCI®60s 2.0 16" BCI® 60s 2.0 11%" BCI® 90s 2.0 14" BCIe 90s 2.0 16" BCI® 90s 2.0 Total Load IDeflect Total Load !Deflect, Total Load !Defie-- . Total Load IDefiect- Tota Load Defiecta Total Load 'Deflect Span Length Snow o Non- Snow 0 Snow 0 I Non- Snow l o j Non- Snow Snow 0 0 l Non- Snow Snow o o Non- Snow I Snow o f o I I Non- i Snow Snow 0 o 6 413 449 413 449 413 449 507 551 510 1 555 1 - 514 559_ 7 354 385 354 385 354 385 434 472 437 476 1 - 441 479 8 309 336 309 336 309 336 380 413 383 416 385 419 9 275 299 275 299 275 299 338 367 340 370 343 372 10 247 269 247 269 247 269 304 330 306 333 308 335 11 225 245 225 245 225 245 276 300 278 302 280 305 12 206 224 206 224 206 224 253 275 255 277 257 279 13 190 207 190 207 190 207 234 254 235 256 237 258 14 177 192 177 192 177 192 217 236 218 238 220 239 15 165 179 165 179 165 179 202 220 204 222 205 223 16 154 168 154 168 154 168 190 206 191 208 192 209 17 145 158 145 158 145 158 178 194 180 196 181 197 18 137 149 137 149 137 149 169 183 170 185 171 186 19 130 141 123 130 141 130 141 160 174 161 175 162 176 20 123 134 106 123 134 123 134 152 165 153 166 154 167 21 118 121 92 118 128 118 128 144 157 134 145 158 147 159 22 106 106 81 112 122 112 122 138 150 118 139 151 140 152 23 93 93 71 107 117 103 107 117 132 136 104 133 144 134 145 24 82 82 63 103 112 91 103 112 120 120 92 127 138 128 139 25 73 73 56 99 106 81 99 107 107 107 82 122 133 117 123 134 26 65 65 50 94 94 72 95 103 96 96 73 117 128 104 118 129 27 58 58 44 85 85 65 91 99 87 86 86 65 113 123 94 114 124 28 52 52 40 76 76 58 88 96 78 77 77 59 109 110 84 110 119 29 47 47 36 69 69 52 85 92 71 70 70 53 100 100 76 106 115 102 30 43 43 32 62 62 47 82 84 64 63 63 48 91 91 69 102 111 93 31 56 56 43 76 76 58 57 57 44 82 82 63 99 108 85 32 51 51 39 69 69 53 52 52 40 75 75 57 96 101 77 33 47 47 36 63 63 48 48 48 36 69 69 52 92 92 71 34 43 43 33 58 58 44 44 44 33 63 63 48 85 85 65 35 53 53 41 40 40 31 58 58 44 78 78 59 Total Load values are limited by shear, moment, or deflection equal to L/180. Deflection values (Deflect.) are limited by live load deflection equal to L/240. Check the local building code for other deflection limits that may apply. Both the Total Load and Deflection columns must be checked. Where a Deflection value is not shown, the Total Load value will control. Poise Cascade WiP • Eastem Specifier Gwde • 03 04/2015 Table values apply to either simple or multiple span joists. Span is measured center to center of the minimum required bearing length. Analyze multiple span joists with the BC CALCO software if the length of any span is less than half the length of an adjacent span. Slope roof joists at least Y4 inch over 12 inches to minimize ponding. Table values assume minimum bearing lengths without web stiffeners for joist depths of 16 inches and less This table was designed to apply to a broad range of applications. It may be possible to exceed the limitations of this table by analyzing a specific application with the BC CALL° software. Allowable spans and loads shall be adjusted and checked for wind load as required by local building code. J BCI® Design Properties BCI'0 Joist Series Depth inches] Weight plf] Moment ft-Ibs] EI x 10 e lb-in2][Ibs] K x 10 e Shear Ibs] End Reaction [Ibs] Intermediate Reaction [Ibs] 1'%" Bearing 3'/z' Bearing TN' Bearing i 5%" Bearing No WS(') WS(2) [N0 WSt'i WS(2) NoWSMWSjziNoWSO) WS(2) 9'/ 2 2.1 2360 155 5 1475 950 1125 1125 1275 2100 2350 2525 2750 4500s 11% 2.4 3025 260 6 1625 950 1425 1425 1475 2250 2850 2525 3000 1. 8 14 2.7 3585 380 8 1825 950 1525 1450 1725 2350 3050 2525 3200 16 3.0 4090 515 9 1975 950 1625 1475 1975 2400 3200 2525 3350 9'/ z 2.3 2725 175 5 1475 950 1125 1125 1275 2100 2350 2525 2750 5000s 11'/e 2.6 3485 295 6 1625 950 1425 1425 1475 2250 2850 2525 3000 1. 8 14 2.9 4130 430 8 1825 950 1525 1475 1725 2350 3050 2525 3200 16 3.1 4715 580 9 1975 950 1625 1500 1975 2400 3200 2525 3350 9'/ 2 2.5 3165 200 5 1575 1175 1375 1375 1425 2400 2650 2700 2750 6000s 11% 2.8 4060 335 6 1675 1175 1425 1425 1475 2500 2850 2900 3000 1. 8 14 3.1 4815 490 8 1925 1175 1525 1525 1725 2600 3150 2925 3200 16 3.3 5495 660 9 2175 1175 1625 1550 1975 2650 3350 2950 3350 9'/ 2 2.7 3505 220 5 1575 1175 1375 1375 1425 2400 2650 2700 2750 6500s 11Y. 3.0 4495 365 7 1675 1175 1425 1425 1475 2500 2850 2900 3000 1. 8 14 3.3 5330 535 8 1925 1175 1525 1525 1725 2600 3150 2925 3200 16 3.5 6085 720 9 2175 1175 1625 1550 1975 2650 3350 2950 3350 11ve 3.2 6235 450 7 1675 1175 1425 1425 1475 2750 2850 3200 3250 60s 2. 0 14 3.5 7440 660 8 1925 1175 1525 1525 1725 2750 3450 3200 3650 16 3.8 8520 895 9 2175 1175 1625 1550 1975 2750 3650 3200 3750 4. 3 9550 675 7 2150 1425 1850 1800 1950 3375 3700 4000 4350 90S11'/. 2. 0 14 4.6 11390 980 8 2350 1450 1950 1850 2150 3400 3850 4100 4450 0 16 4.9 13050 1330 9 2550 1475 1 2150 1900 2350 3425 4000 4200 4650 NOTES: 1) No web stiffeners required. 2) Web stiffeners required. Moment, shear and reaction values based upon a load duration of 100% and may be adjusted for other load durations. Design values listed are applicable for Allowable Stress Design (ASD). No additional repetitive member increase allowed. BUILDING CODE EVALUATION REPORT ICC ESR 1336 (IBC, IRC) A - Swla W12 384 EI + K A = deflection [in] w = uniform load [lb/in] I = clear span [in] El = bending stiffness (lb-in2] K = shear deformation coefficient [lb] BCI° Closest Allowable Nail Spacing Nailing Perpendicular to Glue Lines (Wide Face) Nailing Parallel to Glue Lines Narrow Face) Nail Size All BCI® Joists Nailing Perpendicular to Glue Line Wide Face Nailing Parallel to Glue Line Narrow Face O. C. Spacing inches End of Joist inches O. C. Spacing inches End of Joist inches 8d Box 0.113'o x 2.5" 2 1'/: 4 1'/2 8d Common (0.131'e x 2.5" 2 1'/z 4 3 10d & 12d Box (0.128'o x T, 3.25") 2 1'/s 4 3 16d Box (0.135'e x 3.5') 2 1'/z 4 3 10d & 12d Common & 16d Sinker (0.148"o x 3", 3.25') 3 2 6 4 16d Common 0.162"0 x 3.5" 3 2 6 4 Rrie nianhranm TahIP (1) Dia hra m Capacity t't(') Ib/ft BOOSeriesUnblocked Blocked 4500s, 5000s As permitted for 2x framing 320 Ib/ft for 6" o.c. nailing @ panel edges 425 Ib/ft for 4" o.c. nailing, staggered, @ panel edges inbuildingcode6000s, 6500s As permitted for 3x framing 360 Ib/ft for 6" o.c. nailing @ panel edges 480 Ib/ft for 4" o.c. nailing, staggered @ panel edges inbuildingcode60s, 90s As permitted for 3x framing As permitted for 3x framing in building code with nail in building code I spacing no closer than 3" o.c. NOTES If more than one row of nails is used, the rows must be offset at least Y. inch. Simpson Strong -Tie A35 connectors may be attached to the side of BCI.60s & 90s joist flanges only. Use nails as specified by Simpson Strong -Tie; do not attach connectors on both sides of a flange at the same location. 1) See table 6 of ICC ESR 1336. 2) BCI joists may be substituted for solid sawn framing in horizontal wood diaphragms as shown in Table 2306. 3.1 of the IBC or Table 23-II-H of the UBC. 3) Diaphragm nailing shall not exceed BCI closest allowable nail spacing limits. Boise Cascade EWP • Eastem Specifier Guide • 08/04/2015 Boise Cascade Rimboard Boise Cascade Rimboard Product Profiles 91 /2" 11'/8" 1411 16" I 1" 1'/6" 15/16" 1/11 BC RIM BC RIM VERSA -LAM® VERSA -LAM® BOARD® OSB BOARD * 1.4 1800* 2.03100 Product may not be available. Check with supplier or Boise Cascade representative for availability. 0 Perpendicular See chart for vertical load capacity. Min. 8d nails at 6' o.c. per IRC. Connection per design professional of record's specification for shear transfer. Parallel See chart for vertical load capacity. 40 Exterior Wall Sheathing Max. 's/v' thickness 5• lolsCs Perpen \ Perpendlwlar or parallel to rim A th" dla through bolts (ASTM A307 Grades Aedl, SAE J429 Grades 1 or 2, or higher with washers and nuts) or W dim leg screws (run penetrmtlon), staggered N I.. nn n1lnn lnr In/1fl ,M A"rL ln"Alni Dock Joist Length Connection 12'.0' & less 2 rows" bolt or lag screw, 21' o.a 300 r mac 12'-1' —1a'-W 2 rows %" bolt or lag screw, 16' o.c. (450 ptt max.) 1 Note: For snow bads greater then 10 psf, and/or dead beds greater than 10 psi, size connection per max pB values shown above. Treated Ledger - Use only Wieners that are approved for use with corresponding wood treatment. BOISE CASCADE' Rimboard I II Notes: -,-v J Design of moisture control by others (only structural components shown above). For information on deck lateral bad connections to meet the 2009/2012 IRC, contact Boise Cascade EWP Engineering. Min. Sd nails at 6' o.c. per IRC. For use of proprietary screws to attach ledger, consult screw manufacturer literature. Connection per design professional of For furrier information on residential deck design, see AWC DCA 6, Prescriptive record's specification for shear transfer. Residential Wood Deck Construction Guide. Boise Cascade Rimboard Properties Vertical Load Allowable Design Values Capacity Compression Maximum Floor Diaphragm Modulus of Horizontal Perpendicular Uniform Point Lateral Capacity Flexural Stress Elasticity Shear to Grain Product I[lb] Ib/ft lb/in lb/in Ibfin lb/in 1" BC RIM BOARD° m 3300 3500 180 Limited span capabilities, see note 2 V BC RIM BOARD° OSB m 1'/a" BC RIM BOARD° OSB a1 4400 I 3500 180 Limited span capabilities, see note 2 1s/,e" VERSA -LAM* 1.4 1800 t'I 6000 4450 Permitted per building code for all nominal 2' thick framing floor diaphragms 1800 1,400,000 225 525 13/V VERSA -LAM° 2.0 3100 (') 5700 I 4300 Permitted per building code for all nominal 2' thick framing floor diaphragms 3100 2,000,000 285 750 Closest Allowable Nail Spacing - Narrow Face [in] Product 1" BC RIM BOARD° m 1" BC RIM BOARD° OSB m 1'W BC RIM BOARD° OSB (2) Vha" VERSA -LAM 1.4 180001 1%" VERSA -LAM° 2.0 3100 ") 8d Box (0.113"o x 2.5") 3 3 3 3 8d Common (0.131'm x 2.5") 3 3 3 3 10d & 12d Box (0.128'la x 3', 3.25') See publication f note 2 for further nailing information. 3 3 16d Box (0.135"e x 3.5') 10d & 12d Common & 16d Sinker (O,tAB"e-x 3',-3.25") 16d Common (0.162'fa x 3.5') 3 3 4 4 6 6 Notes 1. See ICC ESR 1040 for further product information. 2. See Performance Rated Rim Boards, APA EWS W345K for further product information. Boise Cascade EWP • Eastern Specifier Guide • 08104/2015 VERSA -LAM® Products An Introduction to VERSA -LAM® Products When you specify VERSA -LAM® laminated veneer headers/beams, you are building quality into your design. They are excellent as floor and roof framing supports or as headers for doors, windows and garage doors and columns. Because they have no camber, VERSA -LAM® LVL products provide flatter, quieter floors, and consequently, the builder can expect happier customers with significantly fewer call backs. V-ERSA-LAM° Beam -Architectural -Specifications -, Scope: This work includes the complete furnishing and installation of all VERSA - LAM" beams as shown on the drawings, herein specified and necessary to com- plete the work. Materials: Southern Pine or Douglas fir veneers, laminated in a press with all grain parallel with the length of the member. Glues used in lamination are phenol formaldehyde and isocyanate exterior -type adhesives which comply with ASTM D2559. Design: VERSA -LAM" beams shall be sized and detailed to fit the dimensions and loads indicated on the plans. All designs shall be in accordance with allow- able values developed in accordance with ASTM D5456 and listed in the governing code evaluation service's report and section properties based upon standard engineering principles. Verification of design of the VERSA -LAM® beams by complete calculations shall be available upon request. Drawings: Additional drawings showing layout and detail necessary for determining fit and placement in the buildings are (are not) to be provided by the supplier. Fabrication: VERSA -LAM" beams shall be manufactured in a plant evaluated for fabrication by the governing code evaluation service and under the supervision of a third -parry inspection agency listed by the corresponding evaluation service. Storage and Installation: VERSA -LAM® beams, if stored prior to erection, shall be stored on stickers spaced a maximum of 15 ft. apart. Beams shall be stored on a dry, level surface and protected from the weather. They shall be handled with care so they are not damaged. VERSA -LAM" beams are to be installed in accordance with the plans and Boise Cascade EWP's Installation Guide. Temporary construction loads which cause stresses beyond design limits are not permitted. Erection bracing shall be provided to assure adequate lateral support for the individual beams and the entire system until the sheathing material has been applied. Codes: VERSA -LAM" beams shall be evaluated by a model code evaluation service. Allowable-Holes-in_VERSA-_LAM°-Beams— --- See Note 3 Notes 1. Square and rectangular holes are not permitted. 2. Round holes may be drilled or cut with a hole saw '/ Depth anywhere within the shaded area of the beam. o Io 1/3 Depth 3. The horizontal distance between adjacent holes must be '/3 Depth at least two times the size of the larger hole. 4. Do not drill more than three access holes in any four foot long section of beam. 1/3 Span 1/3 Span 5. The maximum round hole diameter permitted is: End Bearing Intermediate Bearing Beam Depth Max. Hole Diameter 5'/2" 3/ n 7'/4" V 9W and greater 2" 6. These limitations apply to holes drilled for plumbing or wiring access only. The size and location of holes drilled for fasteners are governed by the provisions of the National Design Specificationm for Wood Construction. 7. Beams deflect under load. Size holes to provide clearance where required. 8. This hole chart is valid for beams supporting uniform load only. For beams supporting concentrated loads or for beams with larger holes, contact Boise Cascade EWP Engineering. Boise Cascade EWP • Easter Specifier Guide • 08/04/2015 VERSA -LAM® Beam Details 27 Bearing at concrete/masonry walls Bearing for door or window header Beam to beam connector Bearing at column Provide moisture barrier and lateral restraint fi" au space Strap per code if top plate Is not continuous over header. Verify hanger capacity with hanger at bearing. required manufacturer between VERSA -LAM* Concrete column and wood. Column connector per design i 19 Trimmers 1® professional of record Slope seat cut Bevel cut r Beam to concrete/masonry walls Bearing Framing into wall Wood top plate must be flush t with Inside of wall Strap per code If Sloped seat cut I Hanger top plate is not Not to exceed I continuous Inside face I of bearing. i DO NOT bevel cut VERSA-LAMe beyond Inside face of wall without approval from e Blocking not for Boise Cascade EWP Engineering0 Moisture barrier between concrete and woodshownclarity. or BC CALL software analysts VtKJA-LAM" rnstalratron KOtes Minimum of'A" airspace between beam and wall pocket or adequate barrier must be VERSA -LAM* beams are intended for interior applications only and should be kept as dry provided between beam and concrete/masonry. as possible during construction. Adequate bearing shall be provided. If not shown on plans, please refer to load tables in Continuous lateral support of top of beam shall be provided (side or lop bearing framing). your region's Specifier Guide. Multiple Member- Connectors Side -Loaded Applications Maximum Uniform Side Load [pig Nailed rn h' Dim. Through Bolt r1r Y." Dla. Through Bolt0) Number 2 rows 16d of Sinkers @ Members 12" o.c. 3 rows 16d Sinkers @ 12" o c 2 rows @ 24" o cIstaggered 2 rows @ 12" o c. staprIered 2 rows @ 6" o.c. staggered 2 rows ® 24" o.c. sta ered 2 rows @ 12" o.c. sta ered 2 rows @ 6" o.c. staggered 1%" VERSA -LAM• (Depths of 18" and less) 2 1 470 1 705 1 505 1 1010 1 2020 1 560 1120 1 2245 3ro 350 1 525 375 755 1515 420 840 1685 4m use bolt schedule 335 670 1345 370 745 1495 3:4" VERSA -LAM' 2m use bolt schedule 855 1 1715 1 N/A 1125 1 2250 N/A 1W VERSA -LAM• (Depths of 24") Number of Members Nailed (1) A" Dla. Through Bolt") Y.' Dim. Through Witt') 3 rows 16d Sinkers @ 12" o.c. 4 rows 16d Sinkers @ 12" o c 3 rows @ 24" o.c. 8" staggered 3 rows @ 18" o.c. 6" stanaered 3 rows @ 12" o.c. 4" staggered 3 rows @ 24" o.c. 8" stappered 3 rows @ 18" o.c. 6" staggered 3 rows @ 12" o.c. 4" staggered 2 705 940 755 1010 1515 840 1120 1685 3ro 525 705 565 755 1135 630 840 1260 4 to use bolt schedule 505 670 1010 560 745 1120 1. Des values app to common bolts that conform ANSI/ASME standard B18 2"'Ill h., ASTMA37 GradeA3B, SAEJ4Grades1o2, or higher]. A wariot lesshanastandardcutwhershallbe between the wood and the bolt head and between the wood and the nut The distance from the edge of the beam to the bolt holes must be at least 2' for W bolts and 2W for W bolts. Bolt holes shall be the same diameter as the bolt 2. The nail schedules shown apply to both sides of a 3-member beam. 3 16d box nails = 0.135" diameter x 3 5' length, 16d sinker nails = 0148" diameter x 3.25' length. 4. 7' wide beams must be top -loaded or loaded from both sides (lesser side shell be no less than 5%of opposite side) Top -Loaded Applications For top -loaded beams and beams with side loads with less than those shown, Plies Depth Nalltn t't Max mum n form Load From One Side Depths 11W 8 less 2 rows 16d box/sinker nails @ 12" o.c. 400 plf 2) 1W plies Depths 14" - 18" 3 rows 16d box/sinker nails @ 12" o.c. 600 pff Depth = 24" 4 rows 16d box/sinker nails @ 12" o.c. 800 pff 3) 1°/."" plies (1) Depths 11W d less 2 rows 16d box/sinker nails @ 12" o.c. 300 plf De the 14" - 18" 3 rows 16d box/sinker nails @ 12" o.c. 450 plf Depth = 24" 4 rows 16d box/sinker nails @ 12" o.c. 600 pff 4) 1W plies Depths 18" tit less 2 rows'W bolts @ 24" o.c., staggered 335 pff Depth = 24" 3 rows W bolts @ 24' o.c., staggered eve 8' 505 pff Depths 18" & less 2 rows 'Am bolts @ 24" o.a, staggered 855 pif2) 31W plies Depth 20" - 24" 3 rows'h" bolts @ 24' o.c., staggered eve 8' 1285 pff 1. The nail schedules shown apply to and by 25%for nowt -snow bad mots 7 Connection values are based upon both sides of a 3-member beam. where the building code allows the 2012 NDS. 2. 16d box nails = 0.135' diameter x 5. Use allowable load tables or BC e. FastenMaster TrussLok, Simpson 3.5' length. 16d sinker nails = 0.148' CALC• software to size beams. Strong-Tls SDW or SDS, andUSP diameter x 3.25' length 3. Beams wider than 7' must be 6. An equivalent specific gravity of 0.5 may be usedwhen designing AS screws may also be used to connect multiple member VERSA - designed by the engineer of record. specific corn ctions with LAM' beseu contact Boise Cascade EWb Engineering for m4. Ali values in these tables may be VERSA -LAM further Information. increased by 15%for snow -bad roofs Boise Cascade E WP • Eastern Specifier Guide • 0&0412015 Designing Connections for Multiple VERSA -LAM® Members When using multiple ply VERSA -LAM* beams to create a wider member, the connection of the plies is as critical as determining the beam size. When side loaded beams are not connected properly, the inside plies do not support their share of the load and thus the load - carrying capacity of the full member decreases significantly. The following is an example of how to size and conned a multiple -ply VERSA - LAM• Floor beam. Given: Beam shown below is supporting residential floor load 40 psf live load. 10 psf dead load) and is spanning 16'-0" Beam depth is limited to 14"._ m Find: A multiple 1s/4" ply VERSA-LAMO that is adequate to support the design loads and the member's proper connection schedule. 1. Calculate the tributary width that beam is supporting: 14'/ 2 + 18'/ 2 = 16' 2. Use PLF tables on pages 28-30 of ESG or BC CALC• to size beam. A Triple VERSA -LAM° 2.0 3100 1W x 14" is found to adequately support the design loads 3. Calculate the maximum plf load from one side the right side in this case). Max. Side Load = (18' / 2) x (40 + 10 psf) = 450 plf 4. Go to the Multiple Member Connection Table, Side -Loaded Applications, 13/4" VERSA -LAM•, 3 members. 5. The proper connection schedule must have a capacity greater than the max. side load Nailed. 3 rows 16d sinkers @ 12" o.c: 525 plf is greater than 450 pit OK Bolts: ' W'diameter 2 rows @ 12" staggered- 755 plf is greater then 450 plf OK VERSA -LAMS Floor Load Tables VERSA -LAM® 2.0 3100 (100% Load Duration) Top Figure Allowable Total Load [plf] KEY TO TABLE Middle Figure Allowable Live Load [plf] Bottom Figures - Minimum Required Bearing Length at End / Intermediate Supports [inches] Span ft) 1'/: VERSA -LAM• 2.0 3100 Double Ply 1%' VERSA -LAM• 2.0 3100 or 354' VERSA -LAM 2.0 3100 Triple Ply 11/' VERSA -LAM* 2.0 3100 or 5'/' VERSA -LAM 2.0 3100 Quadruple Ply 1'/.' VERSA -LAM• 2.0 3100 or 7' VERSA -LAM 2.0 3100 7'/." 934" 11'/:' 14" 71/." 9%x" 111M." 14" 1 16" 1 18" 24" 9'1W 11'/:' 14" 1 16" 1 18" 1 20" 24" W/6'. 1 14" 1 16.. 1 18" 1 20'. 1 24" 763 1063 1424 1795 1525 2126 2849 3590 4387 5232 5226 3189 4273 5384 6580 7848 7845 7838 5697 1 7179 1 8773 10463 10459 10451 6 762 1525 J31.8/4 4 2.416.1 3.318.2,4.1/10. 1.814.4 2.416.1 3.318.2.4 1110.3 5/12.6 1 6/15 6/15 2.416.1 3.318.2 4.1/19.3 5112.E 1 6/15 1 6/15 1 6/15 3.3/8.2.4.111 5112.6 6/15 6/15 6115 479 746 979 1207 957 1492 1957 2414 2886 3402 3913 2237 293E 3622 1 4328 5103 5876 5870 3914 4829 5771 6803 7834 7828 8 322 724 1 643 1 1447 2171 1 - 1.513.7 2.315.7 3/7.5 3.719.3 1.5/3.7 2.315.7 317.5 3719.34.4/11.1 5.2/13 6/15 2.3/5.7 3/7.5 3.7/934.4111.1 5.2/13 6115 6/15 3/7.5 3.7/9.34.4111.1 5.2113 6115 1 6/15 243 551 745 909 1 487 1102 1489 1817 2148 2502 3126 1653 2234 2726 3222 3753 4322 4688 2978 3635 4296 5003 5763 6251 10 165 370 724 329 741 1447 till 2171 2894 1.513 2.115.3 2.917.1 3.518.7 1.513 2.115.3 2.917.1 3.518.74.1/10.34.8112 6/15 2.1/5.3 2.9/7.1 3.5/8741/10.34.8112 5.5113.8 6/15 2.917.1 3.518.74.1110.34.8112 5.5113.6 6115 182 413 665 808 364 825 1330 1617 1 1904 2209 2839 1238 1995 2425 2856 3313 3800 J 4259 2659 3233 3807 4417 5067 5679 11 124 278 544 w 247 1 557 1 1087 83511.7/4.4 1631 2175 1.513 11.714.41 2.817 3.418.5 1.513 1.7/4.4 2.817 3.4/8.5 4/10.1 4.7/11.71 6/15 28/7 3.4/8.5 4/10.1,4.7/11.7,5.4113.4 6/15 2.8/7 3.418.5 4110.1,4.7/11.75.4113.4 6/15 139 317 585 728 1 279 634 1170 1456 1709 1917 2601 950 1755 2184 2564 2965 3390 3901 2340 2912 3418 3953 4519 5201 12 95 214 419 686 191 429 837 1372 643 1256 2058 1675 2745 1.513 1.5/3.7 2.7/6.8 3.418.4 1.513 1.5/3.7 2.7/6.8 3.418.4 3.9/9.9,4.6/11.4, 6/15 1.5/3.7 2.716.8 3.4/B.4 3.9/9.94.6/11.45.2113 6/15 2.7/6.8 3.4/8.4 3.9/9.94.6111.4,5.2/13 6/15 109 248 468 662 217 496 976 1324 1550 1789 2399 744 1464 1986 2328 2683 3059 3598 1952 2647 J 3101 3577 1 4078 4797 13 75 169 329 540 150 337 659 1079 50611.513 988 1619 1317 2159 1 - 1.5/3 1.5/3.1 24/6.1 3.318.3 1.5/3 1 1.513.1 2.4/6.1 3.3/8.3 3.919.7,4.5,1121 6115 1 2.4/6.1 3.3/8.3 3.9/9.71.4.5/11.25.1/12.71 6/15 2.416.1 3.3/8.3 3.9/9.7,4.5/11.25.1112.7, 6/15 86 198 390 585 173 395 779 1171 1418 1633 2226 593 1169 175E 2128 2449 2786 3338 1558 2342 2837 3265 3715 4451 14 60 135 264 432 120 270 527 864 1290 405 791 1296 1935 1055 1728 2580 1.513 1 1.5/3 121/53 3.2/7.9 1.5/3 1 1.513 12J/5.3 3.217.9 3.819.E 4.4/11 6/15 1.5/3 2.1/5.3 3.2/7.9 3.8/9.6 4.4111 5/12.5 6/15 2.1/5.3 3.2/7.9 3.619.E 4.4111 5/12.5 6115 70 160 316 509 139 320 631 1018 1307 1502 2076 479 947 1527 1960 2253 2558 3113 1262 203E 2614 3003 3410 4151 15 49 110 214 351 98 220 429 703 1049 1493 329 1 643 1054 1573 2240 85811.8/4.612.9/7.413.8/9.5,4.3/iO.64.9/12.j 1405 2098 2987 1.513 1 1.5/3 1.8/4.E 2.917.4 1.513 1 1.513 1.814.E 2.9/7.4 3.8/9.5,4.31109, 6115 1.5/3 11814E 2.9/7.4 3.8/9.5,4.3110.94.9112.3 6/15 6/15 57 131 259 427 113 262 518 854 1151 1390 1944 393 777 1281 1727 2085 2364 2917 1036 1708 2303 2780 3151 3889 16 40 90 177 289 80 181 353 579 864 1230 - 271 530 868 1296 1846 707 1158 1 1728 1 2461 - 1.513 1 1.5/3 1 1.614 2.6/6.6 1.513 1 1.5/3 1 1.614 2.616.E 3.6/8.9,4.3I10.7i 6/15 1.513 1 1.614 2.6/6.6 3.6/8.9,4.3/10.7,4.9/12.2 6/15 1.6/4 2.616.E 3.6/8.94.3/10.7,4.9/12.2 6/15 108 215 355 93 217 430 710 1018 1274 1826 325 1 645 1065 1527 1 1911 2196 2739 860 1420 203E 2547 2929 3652 17 75 147 241 67 1 151 1 295 483 720 1026 - 226 442 724 1081 1 1539 2111 589 965 1 1441 1 2052 1 2814 1.5/3 1.513.E 2.3/5.9 1 5/3 1 1.513 1.5/3.8 2.3/5.9 3.3/8.4 4.2/10.5 6115 1.513 1.513.E 2.3/5.9 3.318.4,4.2/10.5 4.8/12 IM5 1.513.E 2.3/5.9 3.318.4!4.2/10.6 4.8/12 1 6/15 90 1 180 1 296 1 77 181 360 596 894 1134 1701 271 540 894 1341 1701 2051 2552 720 1 1191 1 1788 2268 2735 3402 18 64 124 203 56 127 248 407 607 864 - 191 372 610 910 1296 1778 496 813 1214 1728 2371 7.513 1.513.2 2.1/5.2 1.513 1 1.513 1.513.2 2.1/5.2 3.1/7.8 419.9 5.9114. 1.513 1.513.2 2.115.2 3 1/7.8 419.9 4.8111.95.9114. 1.513.2 2.115.2 3.117.8 4/9.9 4.8/11.95.9/14. 76 152 252 65 152 304 504 758 101E 1 1592 229 457 757 1137 1524 1863 2388 609 1009 1516 2032 2484 3184 19 54 105 173 48 108 211 346 516 735 162 318 519 774 1102 1512 422 691 1032 1470 2016 1.513 1 1.513 li.914.7 1.513 1.5/3 1.513 11.914.71 2.8/7 13.719.45.8114. 1.513 1.513 11.914.71 2.817 3.7/9.4.4.6/11.45 8/14.6 1.513 1.9/4.71 2.817 3.7/94,4.6/11.45.8/14. 65 130 215 54 129 259 430 647 915 1496 194 389 646 971 1373 1678 2243 519 861 1295 1830 2237 2991 20 46 90 148 41 93 181 296 442 630 1493 139 271 445 664 945 1296 2240 362 593 985 1260 1728 2987 1.513 1.513 117/4.2 1.513 1 1.513 1 1.513 1.7/4.2 2.516.3 3.6/8.95.8114. 1.5/3 1 1.513 1.714.2 2.516.3 3.6/8.94.3/10858114. 1.5/3 1.7/4.2 2.5/6.3 3.6/8.9,4.3/10.65.8114. 96 160 95 192 320 482 692 1304 142 288 480 724 1 1038 1382 1956 384 1 640 1 965 1383 1 1842 1 2608 22 68 111 70 136 223 332 473 1122 104 204 334 499 70974 1683 272 445 665 947 1299 2244 1.513 1.5I3.5 1.5/3 1.513 1.5/3.5 2.1/5.2 3/7.4 5.6113. 1.5/3 1.5/3 1.513.5 2.115.2 3/7.4 3.9/9.95.6113. 1.513 1.513.5 2.115.2 3/7.4 13.919.9"5.6/13. 72 122 71 145 243 368 529 1092 106 217 365 552 793 1095 1638 290 486 736 1057 1460 2184 24 52 86 54 105 172 256 365 864 80 157 257 384 547 750 1296 209 343 512 729 1000 1728 1.5/3 1.513 1.513 1.513 1.5/3 1.8/4 4 2.5/6.3 5 1112 8 1.5/3 1.5/3 1 1.513 1.8/4.4 2.5/6.3 3.418.6 5.1112. 1.5/3 1 1.5/3 1.814.4 2.516.3 3.418.6,5.1112. 56 94 54 111 188 286 412 927 80 167 282 429 61B 655 1390 223 1 378 1 572 824 1139 1853 26 41 67 42 82 135 201 287 680 63 124 202 302 430 590 1020 165 1 270 J 403 574 787 1359 1.5/3 1.513 1.5/3 1 1.513 1 1.513 1.5/3.7 21/5.34.7/11. 1.5/3 1 1.5/3 1 1.513 1.5/3.7 2.1/5.3 2.917.34.7/11. 1.5/3 1 1.513 1.513.712.115.3 2.917.34.7/11. 74 87 148 226 326 792 61 130 222 338 489 678 1188 174 296 451 652 904 1584 28 54 66 108 161 230 544 51 99 162 242 344 472 816 132 216 322 459 630 1088 1.513 1 1.5/3 1 1.513 1.513.2 1.814.84.4/10. 1.5/3 1 1.513 1 1.5/3 1.5/3.2 1.8/4.8 2.SI8.3,4.4/10. 1.5/3 1 1.513 1.5/3.2 1.814.E 2.5/6.3!4.4/10. 59 68 118 180 262 639 102 176 271 1 393 546 959 137 235 361 523 728 1279 30 44 54 88 131 187 442 80 132 197 280 384 664 107 17E 262 373 512 885 1.513 1.5/3 1.5/3 1.513 1.6/4 3.819.5 711.5/3 1.513 1.513 1.614 2.2I5.5 3.8/9.5 1.513 1 1.513 1 1.513 1 16/4 2.2/55 3.8/9.5 Total Load values are limited by shear, moment or deflection equal to LI240. Total Load values are the capacity of the beam in addition to its own weight Live Load values are limited by deflection equal to L/360. Check the local building code for other deflection limits that may apply. Where a Live Load value is not shown, the Total Load value will control. Table values represent the most restrictive of simple or multiple span applications. Span is measured center to center of the supports. Analyze multiple span beams with the BC CALC'software if the length of any span is less than half the length of an adjacent span. Table values assume that lateral support is provided at each support and continuously along the top edge and applicable compression edges of the beam. Table values for Minimum Required Bearing Lengths are based on the allowable compression design value perpendicular to grain for the beam and the Total Load value shown. Other design considerations, such as a weaker support material, may warrant longer bearing lengths. Table values assume that support is provided across the full width of the beam. For 2-ply, 3-ply or 4-ply beams; double, triple or quadruple Allowable Total Load and Allowable Live Load values. Minimum Required Bearing Lengths remain the same for arty number of plies. 1'/. inch members deeper than 14 inches are to be used as multiple -member beams only. This table was designed to apply to abroad range of applications. It maybe possible to exceed the limitations of this table by analyzing a specific application oath the SC CALC'software. Boise Cascade EVVP • Eastern Specif er Guide • 08,0412015 VERSA -LAMS Roof Load Tables Um IV, VERSA -LAM° 2.0 3100 (115% Load Duration) Top Figure Allowable Total Load [plf] KEY TO TABLE Middle Figure Allowable Live Load [plf] Bottom Figures - Minimum Required Bearing Length at End / Intermediate Supports [inches] Span ft] 1'/.' VERSA-LAMO 2.0 3100 Double Ply 1'/.' VERSA -LAM' 2.0 3100 or 3h' VERSA -LAM 2.0 3100 Triple PlyN' VERSA -LAM' 2.0 3100 or 5'/' VERSA -LAM 2.0 3100 QuadruplePly 1Y.' VERSA -LAM' 2.0 3100 or 7' VERSA -LAM 2.0 3100 7/" 91h" 11'/:' 14" 7'/." 9'A" 11M." 14" 16" 18" 24" 9'h" 11Y:' 14- 16" 1 18" 1 20" 24" 11M." 1 14" 1 16" 1 18" 1 20" 1 24" 878 1223 1639 2065 1755 2446 3278 4130 5047 5232 5226 3669 4917 6195 7570 7948 7845 7838 6556 8260 10094 10463 10459 10451 6 2/ 5 2.817 3.819.44.7117. 2/5 2.8/7 3.8/9.4,4.7111.85.8114.5 6/15 6115 2.817 3.819.44.7111.858114.6 6115 6/15 6/15 3.8/9.4,4.7111.85.8114.5 6M5 6115 6115 598 858 11126 1 1389 1197 1717 2252 2779 3321 3915 3913 2575 3379 14168 1 4981 15872 15876 1 5870 4505 5558 6642 7829 7834 7826 8 482 965 1. 814.6 2.6/6.8 3.518.64.3/10. 1.8/4.6 2.6/6.8 3.5/8.64.3/10.65.1112.71 6115 1 6/15 2.616.E 3.518- 6-4.3110.65.1112.7, 8115 6115 8/15 3.5/8.64.3/10.65.1112.71 6/15 6/15 6115 326 637 857 1046 651 1274 1714 2092 2472 2880 3126 1912 2571 3138 3709 4320 4695 4688 1 3429 4164 4945 5759 6259 6251 10 247 556 494 1111 1667 1 1.513.1 2.4/6.1 3.3/8.2 4/10 1.513.1 2.4/6.1 3.318.2 4/10 14.7111.95.5113.E 6/15 2.4/6.1 3.3I8.2 4110 4.7/11 9.5.5113.81 6/15 6/15 3.318.2 4/10 4.7111.95.5113.8 6/15 1 6/15 244 526 765 931 1 487 1052 1531 1861 2192 2543 1 2839 2. 215.61 7 2296 2792 3288 3814 4265 4259 3062 3723 4383 5085 5687 5679 11 196 418 371 835 3 1. 5/3 2.2/5.613.2/8.113.9/9.8 1.513 2.215.E 3.2/8.1 3.9/9.8:4.6111.6.5.4/13.4. 6115 3.2/8.1 3.9/9.84.6111.65.4/13.4 8/15 8/15 3.218.1 3.9/9.84.6111.65.4113.4 6/15 1 6/15 187 424 674 838 374 848 1347 1676 1968 2276 2601 1272 2021 2514 2952 3414 3903 3901 2694 3353 3936 4552 5203 5201 12 143 322 628 286 643 1256 965 1894 2512 1. 513 1 2/4.9 3.117.8 3.9/9.7 1.513 1 2/4.9 1 3.117.8 3.9/9.74.5111.35.2/13.1j 6115 2/4.9 3.1/7.8 39/9.74.5111.35.2/13.1i 6/15 1 6/15 3.1/7.8 3.9/9.745111.35.2113.1 6115 6115 146 332 573 762 292 665 1146 1524 1785 2060 2399 997 1719 2287 2678 3089 3522 3598 2292 3049 3571 1 4119 4696 4797 13 112 253 494 225 506 988 759 1482 1976 1. 5/3 1.714.2 2.9/7.2 3.8/9.5 1.5/3 1.714.2 2.917.2 3.8/9.54.5/11.25.1/12.9 6/15 17/4.2 2.917.2 3.8/9.54.5/11.25.1/12.95.9114.71 6115 2.917.2 3.819.5,4.5/11.25.1/12.95.9/14.71 6/15 116 265 493 1 674 233 530 987 1349 1634 1880 2226 796 1480 2023 2450 2821 3208 3338 1973 2697 1 3267 1 3761 4278 4451 14 90 203 396 648 180 405 791 1296 608 1187 1944 1582 1 2593 1. 5/3 1.513.8 2.716.7 3.619.1 1.513 1.513.E 2.7/6.7 3.6/9.1 4.4/11 5.1/12.71 6M5 1.5/3.8 2.7/6.7 3.619.1 4.4/11 5.1112.75.8114.4, 6115 2.716.7 3.6/9.7 4.4111 5.1/12.75.8/14.4, 6/15 94 215 423 566 188 429 846 1173 1505 1730 2076 644 1268 1759 2258 2595 2946 3113 1691 2348 1 3011 1 3459 3928 4151 15 73 165 322 527 146 329 643 1054 494 965 1581 1286 2108 1. 513 1.5/3.1 2.5/6.1 3418.5 1.5/3 1.513.1 2.5/6.1 3.4/8.54.3/10.9 5/12.51 6115 1.513.1 2.5/6.1 3.418.54.3110.9 5/12.5 p114.2 6/15 2.516.1 3.4/8.54.3/f0.9 5/12.5 5.7/14.2 6/15 77 176 347 1 515 153 352 695 1029 1327 1601 1944 528 1042 1544 1990 2402 2723 2917 1389 1 2058 2653 1 3202 3630 3889 16 60 136 265 434 121 1 271 530 868 1296 - 407 795 1303 1944 - 1060 1737 2593 1 - 1. 513 1 1.513 2.215.4 3.217.9 1.5/3 1 1.513 2.215.4 3.2/7.9 4 1/10.24.9112 3 6/15 1.513 2.2/5.4 3.217.94.1/10.24.9/12.3 5.6/14 1 6/15 2 2/5.4 3.2/7.9 4.1/f0.24.9112.3 5.6114 6/15 63 146 289 455 127 292 1 577 910 1173 1468 1829 438 866 1365 1760 2201 2531 2743 1154 1820 2346 2935 3374 3657 17 50 113 221 362 101 228 1 442 724 1081 339 663 1086 1621 884 1448 2161 1. 513 1.S13 1.914.8 317.5 1.513 1 1.513 11.914.8 3/7.5 3.9/9.6 4.8112 6/15 1.513 11.9/4.81 317.5 3.919.E 4,8112 5.5/13.8 6115 1.9/4.8 3/7.5 3.919.E 4.8/12 5.5/13.8 6/15 53 122 242 399 106 244 484 799 1045 1307 1726 367 726 1 1198 1567 1961 2364 2588 968 1598 2089 2614 3151 3451 18 42 95 186 305 85 191 372 610 910 1296 286 558 915 1366 1944 744 1 1220 1821 2593 1. 5/3 1 1.513 1.7/4.3 2.817 1.513 1 1.5/3 11.7/4.31 2.817 13.619.14.5/11.4 6115 1.5/3 1.7/4.3 2.8/7 3.6/9.14.5/11.45.5/13.71 6115 1.7/4.31 2.817 3.6/9.14.5111.455/13.71 6115 103 205 339 89 206 410 1 677 936 1171 1634 310 615 1016 1404 1757 2147 2450 820 1354 1872 2342 2862 1 3267 19 81 158 11.5/3.8 259 72 162 316 1 519 1 774 1 1102 243 475 778 1161 1653 633 1037 1548 2204 1. 5/3 2.5/6.3 1.513 1 1.5/3 1.513.8 2.516.3 3.418.64.3/10.81 6/15 1.5/3 1.513.8 2.5/6.3 3.4/8.64.3/10.85.3113.1j 6115 1.5/3.812.5/6.313.4/8.6.4.3/10.8.5.3/13.11 6115 88 175 289 75 176 350 579 843 1055 1551 263 525 868 1265 1583 19341 2326 699 1 1157 168E 2110 2579 3101 20 69 136 222 62 139 271 445 664 945 - 208 407 667 996 1418 543 889 1327 1890 - 1. 513 1.5/3.4 2.3/5.6 1.513 1 1.5/3 1 1.513.4 2.315.E 3.3/8.2 4.1/10.2 6/15 1.513 1.5/3 4 2.3/5 8 3.318.2 4.1/10.2 5/12.5 6/15 1.513.4 2.315.E 3.318.2 4.1/10.2 5/12.5 6/15 65 130 216 54 130 260 1 431 1 649 869 1407 194 390 647 973 1303 1593 2111 520 862 1297 1738 2124 2815 22 52 102 167 46 104 204 334 499 710 157 306 501 748 1065 1461 408 668 997 1420 1948 1. 513 1.5/3 1.914.7 1.5/3 1.5/3 1.5/3 1.914.7 2.8/7 3.719.3 6/15 1.5/3 1 1.513 11.914.71 2.817 3.7/9.3 4.5/11.3 6115 1.513 11.914.71 2.817 3.7/9.3 4.5111.3, 6115 99 164 98 197 329 496 711 1259 146 296 493 744 1066 1334 1 1889 395 658 992 1422 1 1779 2518 24 79 129 80 157 1 257 384 547 121 236 386 576 820 1125 314 515 768 1094 1500 1. 513 11.613.91 1 1.513 1 1.5/3 1.6/3.9 2.315.9 3.318 3!5.9/14.7 1.513 1 1.513 1.613.9 2.3/5.9 3.318.3,4.21f0.45.9114. 1.513 1.6/39 2.315.9 3.3/83,,.2/10.45.9114. 76 128 75 153 256 387 555 1069 112 229 383 580 833 1132 1 1604 305 511 773 1110 1510 2139 26 62 101 63 124 202 302 430 1020 95 185 304 453 645 885 1521 247 405 604 860 1180 2039 1. 5/3 1.513.3 1 1.513 1 1.513 11.513.31 2/5 2.81715.4/13. 1.513 1 1.5/3 11.5/3.31 215 2.817.1 3.819.854/13. 1.5/3 11513.31 2/5 2.817.1 3.8/9.65.4113. 60 101 581 120 202 306 1 441 919 87 180 303 459 661 914 1378 240 404 612 982 1219 1837 28 49 81 L 51 1 99 162 11.7/4-3 242 344 816 76 148 243 363 517 709 1224 1 198 324 484 689 945 1633 1. 5/3 1 5/3 1.5/3 1.513 1.5/3 2.4/6.1 5/12.6 1.513 1 1 5/3 1 1 5/3 1.7/4.3 2.4/6.1 3.4/8.4 5112.E 1.513 1 1.5/3 1.714.3 2.4/6.1 3.4/8.4 5112.6 81 95 16l 246 355 797 68 1 143 1 242 369 533 738 119E 1 190 1 323 1 492 1 710 984 1 1594 L3O668013219728066462121198129542057899618126339356076813271. 5/3 1.5/3 1.5/3 T1.5/3.7 2.1/5.3,4.7/11. 1.5/3 1 1.513 1 1.513 1.513.7 2.115.3 2.9/7.3T 1.513 1 1.513 1.5/3.7 2.115.3 2.9/7.3,4.7/11. Total Load values are limited by shear, moment or deflection equal to L1180. Total Load values are the capacity of the beam in addition to its own weight. Live Load values are limited by deflection equal to L/240. Check the local building code for other deflection limits that may apply. Where a Live Load value is not shown, the Total Load value will control. Table values represent the most restrictive of simple or multiple span applications. Span is measured center to center of the supports. Analyze multiple span beams with the BC CALL software if the length of any span is less than half the length of an adjacent span. Table values assume that lateral support is provided at each support and continuously along the top edge and applicable compression edges of the beam. Table values for Minimum Required Bearing Lengths are based on the allowable compression design value perpendicular to grain for the beam and the Total Load value shown. Other design considerations, such as a weaker support material, may warrant longer bearing lengths. Table values assume that support is provided across the full wdth of the beam. For 2-ply, 3-ply or 4-ply beams; double, triple or quadruple Allowable Total Load and Allowable Live Load values. Minimum Required Bearing Lengths remain the same for any number of plies. 1% inch members deeper than 14 inches are to be used as multiple -member beams only. This table was designed to apply to a broad range of applications. It may be possible to exceed the limitations of this table by analyzing a specific application with the BC CALL software. Boise Cascade EVVP • Eastern Speciflor Guide • 010412015 VERSA -LAMS Roof Load Tables VERSA -LAM° 2.0 3100 (125% Load Duration) Top Figure Allowable Total Load [plf] KEY TO TABLE Middle Figure Allowable Live Load [plf] Bottom Figures - Minimum Required Bearing Length at End / Intermediate Supports [inches] Span ft] 1'/.' VERSA-LAM•2.0 3100 Double Ply 1'/.' VERSA- LAM•2.0 3100 or 3'/," VERSA -LAM 2.0 3100 Triple Ply 1'/.' VERSA -LAME 2.0 3100 or 5'/.' VERSA -LAM 2.0 3100 Quadruple Ply1'/.' VERSA -LAM* 2.0 3100 or 7' VERSA -LAM 2.0 3100 7'/." 9'r4' 11'YV 14" 7%:' 91r4" 11Y." 14" 1 16" 1 18" 1 24" 9'h" 11Y." 14'. 1 16" 1 18" 1 20" 24" 11Y:' 14" 1 16" 1 18" 1 20" 24" 954 1330 1782 2245 1908 2660 3564 4491 5234 5232 5226 3990 5346 6736 7851 7848 7845 7838 7128 8981 10467 10463 10459 10451 6 2 215.5 3.117.64.1/I0.25.1/12. 2.215.5 3.1/7.6,4.111015.1/12.9 6/15 6115 6115 3.1/7.64.1110.25.1112.9 6/15 6/15 6115 6/15 111025.1/12.9, 6/15 6115 6115 6/15 640 933 1225 1511 1279 1867 2449 3022 3611 3919 3913 2800 3674 4532 5417 5879 587E 5870 4899 6043 7222 7838 7834 J 7826 8 482 965 12.917.113.8/9.4.4.6111.65.5113.62/4.8 12.917.1 3.8/9.4 4.6111. 2/4.9 2.917.1 3.8/9.4 4.6111.65.5I13.8 6115 6115 6/15 1 6/15 1 6/15 3.8/9.4,4.6111.65.5113.8 6/15 6115 6/15 326 693 932 1138 651 1386 1864 2275 2689 3132 3126 2079 2797 3413 4033 4698 4695 4688 3729 1 4550 1 5378 6263 6259 6251 10 247 556 494 1111 1667 1.5/3.1 2.7/6.8 3.6/8.9,4.4/10. 1.5/3.1 2.716.E 3.618.9 4.4110.915.2112.91 6/15 6/15 2.716.E 3.618.9 4.4/10.95.2/12.9 6/15 6/15 6115 3.6/8.9,4.4110.95.2/12.91 6/15 6/15 6/15 244 1 552 833 1012 487 1104 1665 2024 2384 2765 2839 1656 1 2498 3037 3576 4148 4265 4259 3330 1 4049 4767 5531 5687 5679 11 186 J 418 815 371 835 1631 1253 2446 3262 1 - - I - 1.513 2.315.8 3.5/8.8,4.3110. 1.513 2.315.8 3.5/8.84.3110.7 5112.6,5.8114.6 6115 2.315.8 3.518.84.3/10.71 5/12.6,5.8114.6, 6/15 6/15 3.5/8.8,43/10.7, 5112.E 5.8/14.6 6/15 6/15 187 1 424 733 912 374 848 1465 1823 2141 2475 2601 1272 2198 2735 3211 3713 3907 3901 2931 1 3647 4281 4951 5209 5201 12 143 322 62813.418.414.2/10.!1.5/3 286 643 1256 965 1884 2512 1.513 2/4.9 2/4.9 3.4/8.4 4.2110.54.9/12.35.7114.3 6/15 2/4.9 3.4/8.4,4.2/10.54.9/12.35.7/14 3 6/15 6115 3.4/8.4 4.2/10.54.9112.35.7/14.1 6115 6/15 146 332 623 829 292 665 1247 1658 1942 2240 2399 997 1870 2487 2913 3360 3604 3598 2494 3316 3884 4480 4806 4797 13 112 253 494 810 225 506 988 1619 759 1482 2429 1976 3238 1.5/3 1.7/4.2 3.1/7.8,4.1/10. 1.5/3 1.714.2 3.1/7.8 4.1/10.4,4.8112.1 5.8114 1 6/15 1.7/4.2 3.1/7.8 4.1/10.44.8112.7 5.6114 8115 B115 3.1/7.8,4.1/10.4,4.8/12.1 5.6/14 6/15 1 6115 116 265 521 734 233 1 530 1 1043 1467 1777 2046 2226 798 1 1564 2201 2666 3068 3345 3338 2085 2934 3554 4091 4459 4451 14 90 203 396 648 180 405 791 1296 608 1187 1944 1582 2593 1.5/3 111.513.61 2.8/7 1 419.9 1.5/3 11 5/3.8 2.8/7 419.9 4.8112 5.5M18 6/15 1.5/3.6 2.8/7 4/9.9 4.8112 5.5113A 6/15 6/15 2.817 419.9 4.8/12 5.5113.8 6/15 6115 94 215 423 638 188 1 429 1 846 1276 1638 1882 2076 644 1268 1914 2456 2823 3120 3113 1691 2552 3275 ' 3763 4159 4151 15 73 165 322 527 146 329 643 1054 1573 49411.5/3.112.5/6.113.7/9.2.'4.7/11.85.4/13.6 1 965 1581 2360 1286 2108 3146 1.5/3 1.5/3.1 2.5I6.1 3.7/9.2 1.513 1 1.5/3.1 2.516.1 3.7/9.2,4.7/11.85.4113.6 6115 6115 1 6/15 2.5/6.1 3.7/9.24.7111.85.4113.6 6/15 1 6115 77 176 347 560 153 352 1 695 1120 1443 1742 1944 526 1042 1680 2165 2613 2923 29171389 2240 2887 3484 3897 3889 16 60 136 265 434 121 271 530 868 1296 407 795 1303 1944 1060 1737 2593 1.513 1.513 2.2/5.4 3.5/8 6 1.513 1.513 2.215.4 3.5/8.6,4.4/11.15.4/13.4, 6115 1.5/3 2.2/5.4 3.5/8.6,4.4111.15.4/13.4 6115 611512.2/5.413.5/8.6:4.4/ii.i:5.4/13.4 6/15 1 6115 83 146 289 476 127 292 577 951 11277 1597 1829 438 866 1427 1915 2395 2749 2743 1154 1902 2553 3193 3665 3657 17 50 113 221 362 101 226 442 724 1081 1539 - 339 663 1086 1621 230E 1 - 884 1448 2161 3078 1.5/3 1 1.513 J 1.9/4.8 3.1/7.8 1.5/3 1 1.5/3 1.9/4.8 3.1I7.84.2110.55.2/13.1 6/15 1.513 1 1.9/4.8 3.1/7.84.2I10.55.2113.1 6/15 1 6115 1.914.E 3.1/7.8,4.2110.55.2/13.1 6/15 1 6115 53 122 242 399 106 244 484 799 1137 1422 172E 367 726 1198 1705 2133 2572 2588 968 1598 2274 2845 3429 3451 18 42 85 186 305 85 191 372 610 910 1296 286 558 915 1366 1944 744 1220 1821 2593 1.5/3 1.513 1.7/4.31 2.817 1.5/3 1 1.5/3 11.714.31 2.817 1 4/9.9 4.9/12.3 6/15 1.5/3 1.7/4.3 2.8/7 4/9.9 4.9112.35.9114.9,' 6/15 1.7/4.3 2.8/7 4/9.9 ,4.9112.35.9114.9; 6115 103 205 339 89 206 410 677 1016 1275 1634 310 615 1016 1524 1912 2336 2450 820 1354 2032 2549 3115 1 3267 19 81 158 259 72 162 316 519 774 1102 243 475 778 1161 1653 2268 633 1037 1548 2204 3024 1.5/3 1.513.8 2.5/6.3 1.513 1 1.513 1.513.8 2.5/6.3 3.7/9.34.7/11.7 6/15 1.513 1 1.5/3.8 2.5/6.3 3.7/9.34.7/11.75.7114.3 6/15 1.513.8 2.516.3 3.7/9.3,4.7111.75.7114.3 6/15 88 175 289 75 176 350 579 869 1149 1551 263 525 868 1303 1723 2105 1 2326 699 1157 1737 1 2297 1 2807 1 3101 20 1 69 136 222 62 139 271 445 664 945 208 407 667 996 1418 1944 543 889 1327 1890 2593 1.513 1.513.4 2.3/5.6 1.5/3 1 1.513 1.5/3.4 2.3/5.8 3.4/8.4,4.4/11.1 6115 1.5/3 1.513.4 2.315613 4/8.444111.15.4113.6, 6115 1.5/3.4 2.315.E 3.4I8.44.4/11.75.4/13.6 8175 65 130 216 54 130 260 431 649 928 1407 194 390 647 973 1393 1735 2111 520 862 1297 1857 2313 2815 22 52 102 167 46 104 204 334 499 710 157 306 501 748 1065 1461 - 408 668 997 1420 1948 1.5/3 1 1.5/3 1.9/4.7 1.5/3 1 1.5/3 1 1.513 11.914.71 2.8/7 1 4/9.9 1 6/15 1.513 1 5/3 11.91471 2.817 4/9.9 4.9/12.3 6/15 1.513 1.9/4.7 2.817 1 4/9.9 4.9/121 6/15 99 164 98 197 329 496 711 1288 146 296 493 744 1066 1453 1932 395 658 992 1422 1937 257E 24 79 129 80 157 257 384 547 121 236 386 576 820 1125 - 314 515 768 1094 1500 1.5/3 11.613.9 1 1.5/3 1 1.513 1.6/3.9 2.3/5.9 3.3/8.3 6/15 1.5/3 1.5/3 1.613.E 2.315.9 3.3/8.3,4.5111.3, 6/15 1.5/3 1.6/3.9 2.3/5.9 3.318.3,4.5"1.3, 6115 76 128 75 153 256 387 555 1164 112 229 383 580 833 1150 1747 305 51l 773 1110 1533 2329 26 62 101 63 124 202 302 430 1020 95 185 304 453 645 885 1529 247 405 604 860 1180 2039 1.513 1.5/3.3 1 1.513 1 1.513 11.513.31 2/5 12.817.15.9/14. 1.5/3 1.SI311.5/3.3 215 2.8/7.1 3.919.75.9114. 1.513 1.5/3.3 2/5 1.8/7.1 3.9/9.75.9114. 60 101 58 120 202 306 441 1001 87 180 303 459 661 914 1501 240 404 612 982 1219 1 2001 28 49 81 51 1 99 162 242 344 8W 76 148 243 363 517 709 1224 198 324 494 689 945 1633 1.5/3 1.513 1.5/3 1.5/3 1.S13 1.714.3 2.416.15.5113. 1.5/3 1.513 1.513 1.714.3 2.4I6.1 3.418.45.5/13. 7.5/3 1.513 1.714.3 2.418.1 3.4I8.45.5113. 81 95 161 246 355 861 68 143 242 369 533 1 738 1291 190 1 323 1 492 1 710 1 984 1 1721 30 66 80 132 197 280 I 664 62 121 198 295 420 578 996 161 1 263 1 393 1 560 1 768 1327 1.513 1 1.5/3 1 1.513 1.513.7 2.115.35.1/12. 1.513 1 1.513 1 1.513 1.513.7 2.1/5.3 2.917.35.1/12. 1.5/3 1 1.513 1.5/3.7 2.1/5.3 2.9/7.35.1/12. Total Load values are limited by shear, moment or deflection equal to L/180. Total Load values are the capacity of the beam in addition to its own weight. Live Load values are limited by deflection equal to L/240. Check the local building code for other deflection limits that may apply. Where a Live Load value is not shown, the Total Load value wIl control. Table values represent the most restrictive of simple or multiple span applications. Span is measured center to center of the supports. Analyze multiple span beams with the BC CALL software if the length of any span is less than half the length of an adjacent span. Table values assume that lateral support is provided at each support and continuously along the top edge and applicable compression edges of the beam. Table values for Minimum Required Bearing Lengths are based on the allowable compression design value perpendicular to grain for the beam and the Total Load value shown., Other design considerations, such as a weaker support material, may warrant longer bearing lengths. Table values assume that support is provided across the full width of the beam. For 2-pry, 3-ply or 4-pry beams; double, triple or quadruple Allowable Total Load and Allowable Live Load values. Minimum Required Bearing Lengths remain the same for any number of plies. 1% inch members deeper than 14 inches are to be used as multiple -member beams ony. This table was designed to apply to a broad range of applications. It may be possible to exceed the limitations of this table by analyzing a specific application with the BC CALCO software. Bohsu Cascade E%A P • EaslEm Specifier Guide • 08 04/2015 VERSA -LAMS Allowable Nailing and Design Values Offset and stagger nail rows from floor sheathing and wall sole plate. Simpson Strong -Tie A35 and LPT4 connectors may be attached to the side VERSA-LAM°/VERSA-RIM*. Use nails as specified by Simpson Strong -Tie. VERSA -LAM® Design Values Nailing Parallel to Glue Lines Narrow Face) Nailing Perpendicular to Glue Lines (Wide Face) Nailing Notes 1) For 1%" thickness and greater, 2 rows of nails (such as for a metal strap) are allowed (use %" minimum offset between rows and stagger nails) Grade Width in Depth in Weight Ib/ft[lb] Allowable Shear Allowable Moment ft-lb]in' Moment of Inertia Grade Width in Depth in Weight Ib/ft[lb] Allowable Shear Allowable Moment ft-lb Moment of Inertia in' L 0 U)) m w X U.1 1'/2 3'/2 1.5 998 776 5.4 0 0 a Q Of j 5'/. 5'/. 8.0 5237 6830 63.3 5'/2 2.4 1568 1821 20.8 5'/2 8.4 5486 7457 72.8 7'% 11.0 7232 12566 166.7 7'% 3.2 2066 3069 47.6 9'% 14.1 9227 19908 346.3 o_ Cn 0 04 a fr 1% 3'/2 1.8 1164 1058 6.3 9'/2 14.5 9476 20937 375.1 5'/2 2.8 1829 2486 24.3 7'% 3.7 2411 4189 55.6 11'% 17.1 11222 28814 622.9 9'% 4.7 3076 6636 115.4 11% 18.1 11845 31913 732.6 9'/2 4.8 3159 1 6979 125.0 14 21.3 13965 43552 1200.5 11'% 5.7 3741 9605 207.6 16 24.4 15960 56046 1792.0 11% 6.0 3948 10638 244.2 14 7.1 4655 14517 400.2 18 27.4 17955 70011 2551.5 16 8.1 5320 18682 597.3 20 30.4 19950 85428 3500.0 18 9.1 5985 23337 850.5 24 36.5 23940 120549 6048.0 24 12.2 7980 40183 2016.0 7 9% 16.6 12303 26544 461.7 3Y2 5'/2 5.6 3658 4971 48.5 9%2 17.1 12635 27916 500.1 7'% 7.4 4821 8377 111.1 9'% 9.4 6151 13272 230.8 11'% 20.2 14963 38419 8306 9'/2 9.6 6318 13958 250.1 11Ya 21.4 15794 42550 976.8 11'% 11.4 7481 19210 415.3 14 25.2 18620 58069 1600.7 117/0 12.1 7897 21275 488.4 16 28.8 21280 74728 2389.3 14 14.2 9310 29035 800.3 18 32.4 23940 93348 3402.0 16 16.2 10640 37364 1194.7 20 36.0 26600 113904 4666.7 18 18.3 11970 46674 1701.0 20 20.3 13300 56952 2333.3 24 43.2 31920 160732 8064.0 Design Property Grade Modulus of Elasticity Bending Horizontal Shear Tension Parallel to Grain Compression Parallel to Grain Compression Perpendicular to Grain Equivalent Specific Gravity for Fastener Design E( x 105 psi)t'I Fb (psi)(2)(3i F (psi)tzx't F, (psi)(2)(5) Fci, Si (a) F_L si t'It°> SG VERSA- LAM•Beams 2.03100 2.0 3100 285 2150 3000 750 0.5 VERSA - LAM* Studs 1.72650 1.7 2650 285 1650 3000 750 1 0.5 VERSA - LAM° Columns 1.82750 1.8 2750 285 1825 3000 750 1 0.5 1. This value cannot be adjusted for load duration. s. lension value snail oe multiplied by a iengin rector, (gh-)"- where I- _ 2. This value is based upon a load duration of 100% and maybe adjusted for other load durations. member length [ft] Use L = 4 for members less than four feet long. 3. Fiber stress bending value shall be multiplied by the depth factor, (12/d)19 where d = member 6. Stress applied parallel to the gluelines depth [ in]. Design properties are limited to dry conditions of use where the 4. Stress applied perpendicular to the gluelines. maximum moisture content of the material will not exceed 16%. Boise Cascade -3, • Eastem Specifier Guide • 08I04/2015 VERSA -LAMS 1.8 2750 Columns EE Allowable Axial Load (lb) 3'/2 ' x 3% ' 3%" x 4-13Y2" x 51/+" 3% ' x 51/2' 31/z ' x 7" o - 100% 115% 125% 100% 115% 125% 100% 1 115% 125% 100% 115% 1 125% 100% 1 115% 125% 4 15,265 16,750 17,650 19,100 20,950 22,070 22,920 1 25,150 26,500 24,020 26,350 27,770 30,570 33,545 35,345 5 12,830 13,770 14,320 16.050 17,220 17,910 19,260 20,670 21,505 20,185 21,660 22,530 25,690 27,580 28,680 6 10,580 11,190 11,540 13,240 13,990 14,440 15,890 16,800 17,335 16,645 17,605 18,165 21,190 22,410 23,120 7 8,745 9,160 9,400 10,940 11,460 11,760 13,130 13,760 14,120 13,755 14,410 14,795 17,510 18,350 18,835 8 7,295 7,590 7,765 9,120 9,490 9,710 10,950 11,400 11,660 11,475 11,945 12,215 14,610 15,210 15,555 9 6,155 6,375 6,500 7,700 7,970 8,130 9,245 9,575 9,765 9,685 10,030 10,230 12,330 12,770 13,025 10 5,250 5,415 5,510 6,570 6,770 6,890 7,885 8,135 8,280 8,260 8,525 8,675 10,520 10,850 11,040 11 4,525 4,655 4,730 5,660 5,820 5,910 6,795 6,990 7,100 7,120 7,325 7,440 9,065 9,325 9,475 12 3,935 4,040 4,095 4,920 5,050 5,120 5,910 6,065 6,150 6,195 6,355 6,445 7,885 8,090 8,210 13 3,455 3,535 3,580 4,320 4,420 4,480 5,185 5,310 5,380 5,435 5,565 5,635 6,920 7,080 7,175 14 3,050 3,120 3,155 3,820 3,900 3,950 4,585 4,685 4,740 4,805 1 4,905 4,965 6,115 6,250 6,325 31/2' x 71/4 ' 51/4 ' x 51/4 ' 51/4 ' x 5'/2 ' 51/4 ' x 7" 51/4 ' x 71/4 ' 100% 115% 125% 100% 115% 125% 100% 1 115% 1259% 100% 1115% 125% 1007% 115% 125% 4 31,670 34,750 36,625 5 26,615 28.560 29,705 6 21,950 23,215 23,950 34,355 37,695 39,715 36,010 39,495 41,610 7 18,140 19,005 19,505 30,700 33,170 34,625 32,165 34,750 36,280 8 15,135 15,755 16,110 27,095 28,910 29,975 28,390 30,295 31,405 36,160 38,590 40,000 37,450 39,960 41,420 9 12,770 13,225 13,490 23,815 25,180 25,980 24,950 26,385 27,220 31,770 33,600 34,670 32,910 34,800 35,910 10 10,895 11,240 11,440 20,950 22,005 22,620 21,950 23,060 23,700 27,950 29,360 30,190 28,960 30,420 31,260 11 9,390 9,660 9,810 18,500 19,340 19,820 19,385 20,260 20,770 24,690 25,810 26,450 25,570 26,720 27,400 12 8,170 8,380 8,500 16,420 17,085 17,475 17,200 17,910 18,305 21,910 22,800 23,320 22,690 23,620 24,150 13 7,165 7,335 7,430 14,640 15,185 15,500 15,340 15,910 16,240 19,540 20,270 20,680 20,230 20,990 21,430 14 6,335 6,470 6,550 13,120 13,570 13,830 13,750 14,220 14,490 17,510 18,110 18,460 18,140 18,760 19,110 15 11,820 12,195 12,405 12,385 12,775 13,000 15,770 16,270 16,560 16,330 16,850 17,150 16 10,690 11,005 11,185 11,200 11,530 11,720 14,270 14,690 14,930 14,780 15,210 15,460 17 9,715 9,980 10,135 10,180 10,460 10,620 12,960 13,320 13,520 13,420 13,790 14,010 18 8,860 9,090 9,220 9,285 9,525 9,660 11,820 12,130 12,300 12,250 12,560 12,740 19 8,110 8,310 8,420 8,500 8,705 8,825 10,820 11,090 11,240 11,210 11,480 11,640 20 7,455 7,625 7,720 7,810 7,990 8,090 9,950 10,170 10,300 10,300 10,540 10,670 21 6,870 7,020 7,105 7,195 7,355 7,445 9.170 9,370 9,480 9,490 9,700 9,820 22 Allowable Design Stresses Notes 1) Table assumes that the column is braced at column ends only. Effective column length is equal to actual column length. 2) Allowable loads are based upon one-piece (solid) column members used in dry service conditions Contact project's design professional of record or Boise Cascade EWP Engineering for multi -piece column design. 3) Allowable loads are based on an eccentricity value equal to 0.167 multiplied by either the column thickness or width (worst case) 4) Allowable loads are based on axial loaded columns using the design provisions of the National Design Specification for Wood Construction NDS), 2005 edition. For side or other combined bending and axial loads, see provisions of NDS, 2005 edition. 5) Load values are not shown for short lengths due to loads exceeding common connector capacities. Load values are not shown for longer lengths if the controlling slenderness ratio exceeds 50 (per NDS). 6) Lateral loads (wind loading) are not considered in this table. Modulus of Elasticity: E = 1.8 x 108 psi Bending: Parallel to Gluelines (Beam): F, = 2750'(12/d)lm psi Perp to Gluelines (Plank): Fb = 2500•(12/d)"' psi Compression Parallel to Grain: Fp ui = 3000 psi Compression Perpendicular to Grain: Parallel to Gluelines (Beam): F,ii = 750 psi Perp to Gluelines (Plank): F_ L = 450 psi Tension Parallel to Grain: Ft = 1650 psi VERSA-STUD° 1-.7-2650-- Allowable Design Values Product Bending Fb [psi] Compression Parallel to Grain Fc (psi] Modulus of Elasticity E [psi] Horizontal Shear F (psi] VERSA -STUD® 1.7 2650 2650 3000 1,700,000 285 Spruce Pine Fir (North) # 1 / 2 Grade 875 1150 1,400,000 135 Hem -Fir # 2 Grade 850 1300 11300,000 150 Western Woods # 2 Grade 675 900 1,000,000 135 Notes: Design values are for loads applied to the narrow face of the studs. Dimension lumber values taken from from 2012 NDS Supplement: Design Values for Wood Construction (per 2012 IBC/IRC). Repetitive member and size factors have not been applied. 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Draw floor and wall plans simultaneously with BC FRAMER®: Check the plan every possible way with BC FRAMER® full 3-D viewer. Create a master plan and multiple options that can be quickly selected and exported to a plot -specific file in a few minutes — a fraction of the time it could have taken in the past. Information can also be obtained at 1-800-405-5969 or email us at EWPSupport@BC.com. BC CALC° Sizing Software BC CALC® is simple to use, yet robust enough to analyze most all joist, beam, and column applications. Once an analysis is run, the user may print an easy -to -read design report that displays the span and load information with the analysis results. BC COLUMN® has now been merged into BC CALC®, allowing the sizing of joists, beams, rafters, columns, and studs all in one convenient program. In addition to BCI® & AJS® Joists, VERSA -LAM®, and BOISE GLULAM®, BC CALC® also offers the analysis of solid sawn lumber and timber members. Thus BC CALC® is the only program needed to analyze structural wood members. Iosua i'rl9Titi _'r,AVvca. dtlr=i3jd0Q010r I K nt, ice. ' 1 , ` 0.lan, t0 r• M., Or. Ir ,r tL,1V ww,. w.r,w: j n.sacrlu•ta i 1lr aaalzat 11r 1•_ 7Oce clo, cv lr aas: un W= 1 xoar; Nlau aln. cY iiltte ra, I/rc. 11•S! S!!i P LV 7r MId Cet w?.t uln9r. Z11A 11i a.. /Oqn r \. L'9•.I It M nl 1,•.Ircr•r Boise Cascade EVVP • Eastern Specifier Guide - 1 . 1rs• c G• OWE GLLA"5 ComOi dlan r9 Cc- > b¢•Ir, im : cn wor vlrrw: l nit ..y+.r i: uuorna at:r• I' M 1•r:1•eln iiw- n 1111n ru. G1R r/M.inL{nf ,11,7 i X. J.••ti.crrnour -I n• vwttas. Wf fRA Mr \YM,rr. b, Y•,a ll4 y :Y cy r.Ir.r,n.,M H.,_ r IJ. 1 t„ {s G 4 RECOMMENDED HARDWARE CPU: Quad Core 64 bit Processor L2 Cache: 3MB/Core RAM: 8.OGB Video: Full support for DirectX 9; Single monitors, 1280x1024 512MB; Dual monitor, 1280x1024 1GB Minimum 1024768) Operating Systems: Windows® 7 or 8.1 (Professional Edition 64-bit) Actual specifications vary by user and will be assessed prior to installation. Give Us BC CALCa Try!® Analysis for Engineered Wood Products Boise Cascade has provided BC CALC® free of charge to the design community since 1994. 33 COMPUTER REQUIREMENTS PC with any current version of MS Windows®, along with an internet connection. For questions regarding BC CALC®, call 1- 800-405-5969 or email EWPSupport@BC.com. To Download BC CALC US, https:/twww. bcconnect.com/bcdeployer/index.htm ru..cs trLaM. st.., rr o... rUrull.o.1 n;vn to/,o :,ISrn Ir. 4 , rr .rl,r• at 1 tl; r.r!!cr Irf rra 1M1 f Y LSY 11•Y:J -_ .,ram iC — _ ,rY 1S tel r,.., l to t»D<. 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I.b'\Y U,rwM11Y IINr. aWrr. l0Cel1Y1tiI, l.iis rn1011w.0Y.— PiLMrraeTli SIY 1.Cr.r t %V n.e.:_i.^a•nl'J:.rL•s)t.:'h tT ULct CFA,I. r .At nrrt• ren,1 y l t• up:.Nq r.wr re• Ir•.,, C ming Conn_e_ctors - Si.mpsan Strong -Tie t ITS lus SUR/L Joist BCI• Hanger Capacity ai Joist BCI• Hanger Capacity ai i Joist BCI• Hanger Capacity a' i De t bs eade ois De t bs Bader JoistDe t bs eade Joist 4500s ITS1.81/9.5 993 6-10d 4500s IUS1.81/9.5 950 8-10d 4500s SUR/L1.8119 1081 12-16d 2-10dx1h" 9h„ 5000s ITS2.06/9.5 993 6-10d 9,h„ 5000s IUS2.06/9.5 950 8-10d 9,h„ 5000s SUR/L2.0619 1097' 14-16d 2-10dxlh" 6000s ITS2.37/9.5 1225 6-10d 6000sl IUS2.37/9.5 950 8-1Od 6000s SUR/L2.37/9 1343 14-16d 2-10dxlh" 6500s ITS2.56/9.5 1225 6-10d 6500sl IUS2.56/9.5 950 8-10d 6500s SUR/L2.56/9 1343 14-16d 2-10dxlh" 4500s ITS1.81/11.88 1068 6-1Od 4500s IUS1.81/11.88 1185 10-1Od 4500s SUR/L1.81111 1306 16-16d 2-10dxlh" 5000s ITS2.06/11.88 1068 6-10d 5000s IUS2.06/11.88 1185 10-1Od 5000s SUR/L2.06/11 1350 16-16d VOdxlh" 6000s ITS2.37/11.88 1237 6-1Od 11,„ 6000s IUS2.37/11.88 1185 10-10d 11,, 6000s SUR/L2.37111 1385 16-16d 2-10dx1h" 6500s ITS2.56/11.88 1237 6-10d 6500s IUS2.56/11.88 1185 10-10d 6500s SUR/L2.56111 1385 16-16d 2-10dxl h" 60s ITS2.37/11.88 1237 6-1Od 60s IUS2.37/11.88 1185 10-10d 60s SUR/L2.37/11 1385 16-16d 2-10dx1h" 90s ITS3.56/11.88 1518 6-10d 909 IUS3.56/11.88 1420 12-10d 90s SUR/L410 1906 14-16d 2-10dxT'; 4500s ITS1.81/14 1075 6-1Od 4500s IUS1.81/14 1420 1 12-1Od 4500s SUR/L1.81/14 1675 20-16d 2-10dxl'A" 5000s ITS2.06/14 1081 6-10d 5000s IUS2.06/14 1420 12-1Od 5000s SUR/L2.06111 1693 18-16d 2-10dx1h" 6000s ITS2.37/14 1262 6-10d 605 IUS2.37/14 1420 12-1Od 6000s SUR/L2.37114 1693 18-16d 2-10dx1h" 14 6500s ITS2.56/14 1262 6-10d 14 00 6500s IUS2.56/14 1420 12-1Od 14 6500s SURVI-2.56114 1693 18-16d g-1 xlh" 60s ITS2.37/14 1262 6-10d 60s IUS2.37/14 1420 12-10d 60s SUR/L237/14 1693 18-16d x1h" 90s ITS3.56/14 1520 6-10d 90s IUS3 56/14 1420 12-1Od 90s SUR/1414 2050' 18-16d x1h" 4500s ITS1.81/16 1081 6-10d 4500s IUS1.81/16 1660 14-10d 4500s SUR/L1.81/14 1887 20-16dx1,9 5000s ITS2.06/16 1087 6-10d 5000s IUS2.06/16 1660 14-10d 5000s SUR/L2.06/11 1920 18-16d x1h" ITS2.37/16 12686-10d 6000s IUS2.37/16 1660 14-tOd 6000s SUR/L2.37/111920 18-16d xl' " 16" ram. 16' «,. , H , . 16" o . i• c ^ l;ivu u l &ITUD co= - Paso Qm II I ' MIT B U / HU MIL)LSSU Joist BCI• Hanger Capacity a Joist gCl• Hanger Capacity a Joist BCI• Hanger Capacity it Depthbs Header Joist e t b ad o' b Header oisl 4500s MIT49.5 30 8-16d 2-10dxlh" 4500s MIU3.5619 2305 16-16d 2-10dxl'rf" 4500s LSSU125 995 9-10d 7-10dxth" 5000s MIT4.12/9.5 2305 8-16d 2-10dx1h" , „ 5000s MIU4.12/9 2305 16-16d 2-lOdxlh" 5000s LSSU2.08 995 9-10d 7-10dx1h" 9 r' 6000s MIT359.5-2 2305 8.16d 2-1Odx1A" 9h 6000s MIU4.75i9 2305 16-16d 2-10dx1h" 9b 6000s LSSUl35 995 9-10d 7-10dxl'r6' 6500s MIT39.5-2 2305 8-16d 2-10dx1h" 6500s MIU5.12/9 2305 16-16d 2-10dx1h" 6500s LSSUH310 1425 14-10d 7-10dx1h" 4500s MIT411.88 2305 8-16d 2-10dx1A" 4500s M1U3.58111 2880 20-16d 2-10dx1 S; 4500-1 1 SSU125 995 9-10d 7-10dx1h" 11%" 14" 16" THAI Joist • opacity etBUDHangerIlbsI Heade 4500s THAI1.81/22 1181 6-10d 9h„ 5000s THAl2.011/22 1181 6-10d 11 h" it% 6500 P6054500sl MIMSE114 3170 22-16d 2-10dx1N' 90s LSSU410 1625 14-10d 12-10dx1h" 5000s MIU4.12/14 3170 22-16d 2-10dx1h" 4500s LSSU125 995 9-10d I 7-10dx1h" 14 6000s MIU4.75/14 3170 22-16d 2-10dxl'h" 5000s LSSU2.08 995 9-10d 7-10dxl' 6500s MIU5.12/14 3170 22-16d 2-10dx1h" 6000s LSSU135 995 9-1Od 7-10dx1h" 60s MIU4.75/14 2700 22-16d 2-10dxth" 14' 6500s LSSUH310 1600 14-10d 7-10dx1'f." 90s HU4112 3870 26-16d 2-10dxth" 4500s MIU3.58116 3455 24-16d 2-10dx1W' 60s LSSU135 995 9-10d 7-10dxlh" 5000s M/U4.12118 3455 24-16d 2-10dx1rf" 90s LSSU410 1625 14-10d 12-1AW16" 16" 6100 MIU4.75/18 3455 24-16d 2-10dxth" 6MIU5. 12/1A 3455 24-16d 2-10dx1'/." MIU4.75/ 16 2725 24-16d 2-10dx1''A" • For more information, 90s HU414- 2 1 3780 1 26-16d I 2-10dx1h" call Simpson Strong -Tie Cep at it their we5099 e orvisit their website at u .yam www.strongtie. com General Notes ® 4 Bold Italic hangers require web stiffeners. Capacities will vary with different nailing criteria and/or support conditions; contact supplier or Simpson Strong -Tie for further information. VPA Capacity values shown are either hanger capacity values see support requirements below) or BCI• Joist end reaction Foist BCI• Hanger Capacity aste a sei .ties - whichever is less. let bs To Plate Rafter All capacity values are downward loads at 100% load duration. 4500s LSSU125 • 995 9-10d 7-10dxth" Use sloped seat hangers and beveled web stiffeners when 9h„ 5000s LSSU2.06 995 9-10d 7-10dxlh" BCI• Joist slope exceeds %"per foot. 6000s LSSU135 995 9-10d 7-10dx116" . - Leave'h." clearance (h" maximum) between the end of the 6500s LSSUH310 1425 14-10d 7-10dx1'R' supported joist and the head of the hanger. 4500s LSSU125 995 9-10d 7-10dxl h" At max design capacity shown, hangers may exceed standard Y." deflection by /e. 5000s LSSU2. 06 995 9-10d 7-10dxl h" For proper installation of the VPA, the 2-10dxl h" joist nails 11'/. 6000sj THA13522 1443 1 6-10d 2-10dxl''A" I 6000s LSSU135 995 9-10d 7-10dx1h" through the bend tabs must be installed at approximately a 45-degree angle. Support Requirements Support material assumed to be Boise Cascade structural pine composite lumber orsawnlumber(Douglasfirorsou thorn Minimuaeies). Minimum support widthforsingle- and double -joist top mount hangers is 3". - Minimum support width for face mount hangers with l0dand 16d nails is 11W and 2", respectively. Boise Cascade EWP - Eastern Specifier Guide - 08/04/2015 6500sl THA1322 1443 6-10d 2-10dx1h" 6500s LSSUH310 1 1475 14-10d 7-10dx5 60s THA13522 1443 6-10d 2-10dx1'fi" 60s LSSU135 995 9-10d 7-10dx5F 90s THA1422 1715 6-10d 2-10dx1 h" 90s LSSU410 1625 14-10d 12-10dxlW' 14" 4500s THA11. 81/ 22 1600 6-10d 2-10dx1'b" 14„ 4500s LSSUl25 995 9-10d 7-10dx1h„ 5000s THAl2.08122 1600 6-10d 2-10dx1h" 5000s LSSU2.06 995 9-10d 7-10dxl' 6000s THA13522 1600 6-10d 2-10dxl h" 6000s LSSU135 995 9-10d 7-10dxt h" 6500s THA1322 1600 6-10d 2-10dx1h" 6500s LSSUH310 1600 14-10d 7-10dx1h" 60s THA13522 1600 6-10d 2-10dx1 N" 60s LSSU135 995 9-10d 7-10dx1 A 90s THAI422 1715 6-10d' 2-10dx1A" 90s LSSU410 1625 14-10d I 12-10dxth" Framing Connectors - USP Structural Connectors 7W 1qTH0 I TFL a THE SKH Joist BCI• Hanger Capacity ailin Joist BCI• Hanger Capacity ails Joist gCl• Hanger CapacityNa ing De th bs eade Joist Ce t bs Header oist De th b HeaderJoist 4500s THO17950 993 6 10d 210dx1%," 4500s THF17925 910 8 10d 210dx1;S' 4500s SKH1720LIR 1153 14 10d 1010dx1'W 5000s TFL2095 993 6 10d 210dx1'h" „ 5000s THF20925 910 8 10d 210dxl'b" 9,A„ 5000s SKH2O20UR 1153 14 10d 1010dx1W' 60005 TFL2395 1225 6 10d 2 10dx1f, 6000s THF23925 1275 12 10d 2 10dOW, WOOS SKH2320LIR 1384 14 10d 10 10dx1A" 6500s TFL2595 1225 (6)10d 2 10dx1f." 6500s THF26925 1275 12 10d 2 10dx1A" 6500s SKH252OUR 1384 14 10d1 10 10dx11 4500s THO17118 1068 (6)10d 2 10dx1%." 4500s THF17112 910 8 10d 2 10dx1'b" 4500s SKH1720LIR 1434 16 tOd 10 10dx1h" MOOS TFL20118 1068 (6)10d 2 10dx11W WOOS THF20112 910 8 10d 2 10dx11S" 5000s SKH2020UR 1434 16 tOd 10 10dx1!" 11Y:'16000si TFL23118 1237 6 10d 2 10dx1Y," 11,,, 60005 THF23118 1300 14 tOd 2 tOdx1 4;; 11,, 60005 SKH2320UR 1434 16 10a 10 10dx1 4„ 14" 16„ 14" 16" 14" 16" THO Double BPH THE Double HD LSSH Joist BCI• Hanger Capacity Joist BCI• Hanger CI Joist BCI• Hanger Capacitang De t d e a D t bs Headed Joist 45001THO35950 2050 10 10d 2 10dx1W 4500s THF35925 1370 (121 10d 2 10dx1S5" 4500s LSSH179 140 101 10dld ' 50005 THO20950.2 2330 10 16d 6 10d 9„ 5000s THF20925- 2 1390 12 10d 6 10d 93i" 6OOOs 3 0 0 0 d ' " 6000s THO23950.2 2825 10 16d 6 10d 6000s THF23925.2 1625 14 10d 6 10d 6500s 25 2 0 0 0 6500s THO25950.2 2825 10 16d 6 10d 6500s THF25925-2 1390 12 10d 6 10d SOOs 1 9 40 0 0 0 4500s THO35118 2050 10 10d 2 10dx1'1W 4500s THF35112 1825 16 10d 2 10dx114" MOOS 0 0 0 0 0 5000s THO20118.2 2330 10 16d 6 10d 5000s THF20112-2 1855 16 10d 6 10d 6000s 3 0 0 0 0 11 %i' WOOSTHO23118.229251016d610d11,/, 6000s THF23118. 2 1855 16 10d 6 10d 6500 0 0 0 0 ' ' 6500s THO25118-2 2925 10 16d 6 10d 6500s THF25118.2 1855 16 10d 6 10d 60s 0 14 16d (12 19dX116" 60s THO23118.2 3212 10 16d 6 10d 609 THF23118-2 1855 16 10d 6 10d 90S LSSH35 1920 1 14Od ' SOS BPH71118 3455 10 16d 6 10d I 90s I HD7120 2255 16 16d 6 10d 500 0 0 0 0d 'A" 4500s THO35140 2315 12 10d 210dx1'W 45005 THF35140 2320 106 10d 210dxl'rS" 60005 3 40 0 0 10 WOOS THO20140-2 2330 10 16d 6 10d SOON THF20140-2 2320 20 10d 6 10d 14' 6500s 2J 6 5 0 10 0 6000s THO23140-2 3350 12 16d 6 10d 6000s THF23140-2 2540 20 10d 6 10d 60s S 23 40 6 0 '' 14 65005 THO25140. 2 3350 12 16d 6 10d 14 6500s THF25140-2 2500 20 10d 6 10d 90S 35 9 0 6 0 xq ad 60s THO23140.235351216d610d60sTHF23140.2 2540 20 10d 6 10d 00 9 0 0 0 WQx 90s BPH7114 34551016d610d90sHD711028202016d810d6000s30 0 04500s THO35180 2359 1210d210dx11A" 4500s THF17157-2 2425 22 10d 2 10dx1'W 16' 6000s 3 5 WOOS THO20180.2 2330 n16d 6 10d 5---- — --- -- 50s 6 6000S THO23180.2 3137 6 10d „ 6000s THF23180.2 3050 24 10d 6 10d 16 6500s THO251t10. 2 3137 6 10d 16 6500s HF25160.2 3000 24 10d 6 tOd P SOS T SPH71182 3455 6 10d 905 T HD7160 2 3385 24 16d B 10d Q STRUCTURAL USP For more information, v CONNECTORS' USP Structural Connectors at 1-800- 328-5934 or General Notes www. uspconnectors.com Bold Italic hangers required web stiffeners. Capacities will vary with different nailing criteria and/or MSH TMP support conditions: contact supplier or USP Structural J C 'I' J' t C t aste a Connectors for further information. oast e tBCI• Hanger apacdy Ibs HeaderJoistDe a i ois t BCI• Hanger epact y Ibs Too Plate I Rafter Capacity values shown are either hanger capacity values see support requirements below) or BCI' Joist end reaction capacities —whichever is less. All capacity values are downward loads at 100% load duration. Use sloped seat hangers and beveled web stiffeners when BCIo Joist slope exceeds M." per foot. Leave Vis" clearance ('/ s" maximum) between the end of the supported joist and the head of the hanger. For BCI' Joist applications, consult USP for capacity reduction. Support Requirements material assumed to be Bolse Cascade structuralcomposite lumberorsawn lumber Douglas frrorsouthern pine species). Minimum support width for single- and double -joist top mount hangers is 3": (11W for THO hangers). Minimum support width for face mount hangers with 10d and 16d nails is 1W and 2", respectively. 500s 9,„ 4500s TMP175 125 1 051Od 11 4110dxi'A" 5000S 6000s 5000s 6000s TMP21 3 1125 1375 6 10d d 4 10dx1' „ Od 6500s 6500s 5 1375 d Od ' 11'/. 4500s 11%' 4500s TMP 75 150 d 10 x1 " 50009 5000s 90 Od 6500s MS MSH3 22 3 6 Od Od ' 6500s 6000s25 25 Od ' 60s S 2322 3 6 Od Od 60s 23 25 Od ' 90s MSH422 862 6 10d 6 10d 90s MP4 1800 411 0dx1' " m 17 550 6 Od Od ' " 14 500s 5 50 4 Od 1' , 5000s 5000s 1290 16d Od ' " 6000s MSH2322 1550 6 10d 4 10dx1' " 6000s TMP23 1525 d 4 10dx1' "14 6500s S 322 550 6 Od Od ' ' 6500s 5 525 d 4 Odx '"Support 60s 3 550 6 Od Od ' " 60s 3 525 d Od ' 90s 90s 850 d Od 16 SOOs MS 1722 668 6 Od Od ' " 16 1 500s 5 50 d 4 Od ' 5000s 5000s P2 290 d 4 Od 6000s S 32 668 6 Od Od 6000s 23 1550 d Od ' " 6500s MS 32 668 6 0 Od 6500s 5 550 d Od ' 60s S 322 6 Od Od 60s M 23 550 d Od '" 90S 90s_ 900 6 Od 0 ' " feise Cascade EWP • Eastern SpccWer Guide - 03/0412015 i }. _-t r`. - r .". ti 'ten- „ r ` Y ' r ,,(., j Boise Cascade has a proven track record of providing v,..•, quality wood products and a nationwide building materials distribution network for our customers, helping them to enhance their own businesses. Boise Cascade Engineered Wood Products build better homes with stronger, stiffer floors using only wood purchased in compliance with a number of green building programs. Take a moment to view our sustainability certification site at http://www.bc.com/ sustainability/certification-audits/ or view our green brochure at www.bc.com/instl1. Boise Cascade Engineered Wood Products throughout North America can now be ordered FSCO Chain -of -Custody (COC) certified, enabling homebuilders to achieve LEEDO points under U.S. Green Building Council® residential and commercial green building programs including LEED for Homes and LEED for New Construction. Boise Cascade Engineered Wood Products are available as PEFCO Chain - of -Custody certified, SFI® Chain -of -Custody certified and SFI Fiber -Sourcing certified, as well as NAHB Research Center Green Approved, enabling homebuilders to also obtain green building points through the National Green Building Standard. fetime Guaranteed ity and PerformanceFCascadewarrantsitsBCI° Joist, LAM®, and ALUOISr products to comply with our specifications, to be free from defects in material and workmanship, and to meet or exceed our performance specifications for the normal and expected life of the structure when correctly stored, installed and used according to our Installation Guide. If in doubt, ask! For the closest.I Boise Cascade EWP distributor/support center, call 1-800-232-07887 BOISE CASCADE, TREE -IN -A -CIRCLE, BCI, BC CALC, BC COLUMN, BC FRAMER, BOISE CASCADE RIM BOARD, BOISE GLULAM, SIMPLE FRAMING SYSTEM, VERSA -LAM, VERSA -RIM, VERSA -STRAND, and VERSA -STUD are trademarks of Boise Cascade Company or its affiliates. Your Dealer is: If no dealer is listed, call 1-800-232-0788 For information about Boise Cascade Engineered Wood Products, including sales terms and conditions, warranties and disclaimers, visit our website at www.BCewp.com 0DBoise Cascade Engineered Wood Products Great products are only the beg inning.P Copyright ® Boise Cascade Wood Products, L. L.C. 2014 ESG 0810412015 rim Lumber design,values,are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. MiTek® RECORD CoPy RE: WPO120 - MiTek USA, Inc. Site Information: 6904 Parke East Blvd. Customer Info: Ashton Woods Project Name: WPO120 Model: 2260 Tampa, FL33610-4115 Lot/Block: 120 Subdivision: Wyndham Preserves Address: City: Sanford State: 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 & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2014[TP12007 Design Program: MiTek 20/20 7.6 Wind Code: ASCE 7-10 Wind Speed: 140 mph Roof Load: 37.0 psf Floor Load: N/A psf This package includes 21 individual, Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Seal# I Truss Name I Date I No. I Seal# I Truss Name Date 1 T12380858 I A16 10/27/17 118 1 T1 23808751 EN2 1 10/27/17 12 I T12380859 I A2 110/27/17 119 1 T123808761 HJ7 110/27/17 13 I T12380860 I A3 1 10/27/17120 I T12380877 I V3 110/27/17 14 1 T12380861 1 A4 1 10/27/17 121 I T12380878 I V5 110/27/17 15 I T12380862 I A5 110/27/17 I I 6 IT12380863IA6 1 10/27/17 7 I T12380864 I A7G 1 10/27/17 18 1T123808651 B1GE 110/27/171 19 I T12380866 182 110/27/17 I 110 I T12380867 I B3 110/27/17 111 I T12380868 164 110/27/17 112 I T 12380869 I CJ 1 110/27/17 113 I T12380870 I CJ3 110/27/17 114 I T12380871 1 CJ5 110/27/17 I 115 I T12380872 1 EJ7 110/27/17 116 1 T12380873 I EJ7G 110/27/17 I 117 1T12380874I EN1GE 110/27/171 The truss drawing(s) referenced above have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Builders FirstSource - Plant City. Truss Design Engineer's Name: Finn, Walter 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 ANSI1TPI 1, Chapter 2. J\\-DINC SANFORD J ER IP' G E N S+F••7i '' JTE 3 cc O :• OFF lllll Walter P. Flnn PE No.22839 MiTek USa Inc. R. Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 27,2017 Finn, Walter l of l Job Truss fuss ype ry Ply T12380858 WPO120 A1G Hip Girder t 1 Job Reference (optional) Builders FirstSource. Tampa. Plant City. Florida 33566 7.640 s Aug 16 2017 MTek Industries. Inc. Fri Oct 27 14:46:36 2017 Page 1 ID:75SJeCQ8yOW 2itGVr5nBLly96Pw-05MLLMcPaeBbxoLz34TM5ZOAOM13181zT3PNOayPBtn 1-0.0 3.9.14 7-0-0 11.8.9 16-3-7 21-0-0 24.2-2 28.0-0 28-0-0, 11-05-0 3-9-14 3-2-2 4.8-9 4-6-13 4-8-9 3-2-2 3.8-14 1 1 9' 4x6 = 5x8 2x4 II 3x8 = 5.00 12 4 24 25 5 26 27 28 6 29 30 4x6 = 1l 10 31 32 10 33 14 34 1d 35 36 1e II 2x4 II 3x4 = 3x8 = 4x10 MT20HS = 2x4 11 3x8 = 2x4 11 Scale - 1:50.1 4x6 = LOADING (psf) TCLL 20.0 TCDL 70 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0.0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2014fTP12007 CSI. TC 0.76 BC 0.98 W B 0.69 Matrix-M) DEFL. In (loc) I/dell Ud Vert(LL) 0.38 13-15 >877 240 Vert(TL)-0.6813-15 >497 180 Horz(TL) 0.18 9 n/a rVa PLATES GRIP MT20 244/190 MT20HS 187/143 Weight: 141 lb FT = 0°6 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 'Except' TOP CHORD Structural wood sheathing directly applied or 2-3-12 oc puffins. 4-7: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 4-3-13 oc bracing. BOT CHORD 2x4 SP No.1 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1906/0-3-8, 9=1906/0-3-8 Max Horz 2=78(LC 8) Max Uplilt2=-899(LC 8), 9=-899(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3910/1813, 3-4=-3937/1853, 4.24=-4676/2246, 24-25=-4676/2246, 5-25=-4676/2246, 5-26=-4676/2246, 26-27=-4676/2246, 27-28=-4676/2246, 6-28=-4676/2246, 6-29=-3676/1762, 29-30=-3676/1762, 7.30=-3676/1762, 7-8=-3937/1852, 8-9=-3908/1816 BOT CHORD 2-17=-1664/3547, 16-17=-1664/3547, 16-31=-1649/3644, 31-32=-1649/3644, 15-32=-1649/3644, 15-33=-2128/4676, 14-33=-2128/4676, 14-34=-2128/4676, 13-34=-212814676, 13-35=-2128/4676, 35-36=-2128/4676, 12-36=-2128/4676, 11-12=-1589/3544, 9-11=-1589/3544 WEBS 3-16=-204/280, 4-16= 99/500, 4-15=-602/1264, 5-15=-472/411, 6.13=0/332, 6-12=-1236/593, 7-12=-379/1093, 8-12=-205/285 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=5.Opsf; h=15ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (envelope) automatic zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated 5) 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 899 lb uplift at joint 2 and 899 lb uplift at joint 9. 8) 'Semi -rigid pltchbreaks Including heels' Member end fixity model was used in the analysis and design of this truss. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 174 lb down and 214 lb up at 7-0-0, 87 lb down and 122 lb up at 9-0-12, 87 lb down and 122 lb up at 11-0-12, 87 lb down and 121 lb up at 13-0-12, 87 lb down and 121 lb up at 14-11-4, 87 lb down and 122 lb up at 16-11-4, and 87 lb down and 122 lb up at 18-11-4, and 174 lb down and 214 lb up at 21-0-0 on top chord, and 306 lb down and 137 lb up at 7-0-0, 65 lb down at 9-0-12, 65 lb down at 11.0-12, 65 lb down at 13-0-12, 65 lb down at 14-11-4, 65 lb down at 16-11-4, and 65 lb down at 18-11-4, and 306 lb down and 137 lb up at 20-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). Continued on Daae 2 i9 Q WARNING- Vorlly doslyn paramolors and READ NOTES ON THIS AND INCLUDED MnEK REFERANCE PAGE MR-7473 rov. 140MIS BEFORE USE. Design vald for tlse only with Mnek® connectors. Thls de l Is based only upon paramelers shown, and Is lot an Individual Wilding component. not EtaRusssystem. Before use. the b tAldlrlg designer must verity the appticablilty of design paiarneters and proporly lncorporoto this design Into the overall txAfding design. Bracing Indicated is to prevent buckling of IrldNklual truss web and/or chord members only. Additional temporary and petmanenl bracing WOW ' Is always rocluAred for stability and to prevent collapse w8h possible personal Inituy and property darnage. For general gu kkme regarding the fab(Icallon, slorclge, dellvety, erecllon and bracing of tnrsses and Inrss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information clvallatxe from Truss Plate Institute. 218 N. Lee Street. Stdte 312- Alexandria VA 22314. Tempe. FL 33610 o suss Truss Type ry T12380858 W P0120 A I G Hip Girder 1 1 J.bR.ference optional) Builders Flrslbource. r arrpa, Y18M 9,11y, r-rorraa 33Dbb 1—v.nuy,9cv,. ,.,,,.......,,,... ,,,... ,„ .,.. ...y„ I D:75SJ eCQByQW 2itGVr5nBLly96Pw-s HwkYid 1 LxJR2ywAdo_benZLAm31 Ubx7g9xyOyPBlm LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-54, 4-7=-54, 7-10=-54, 18-21=-20 Concentrated Loads (Ib) Vert:4=-127(F) 7=-127(F) 16=-306(F) 12= 306(F) 24=-87(F) 25=-87(F) 26=-87(F) 28=-87(F) 29=-87(F) 30=-87(F) 31=41(F) 32=-41 (F) 33=-41 (F) 34_ 41(F) 35=-41(F) 36=-41(F) WARNING - Verily design paremeters and READ NOTES ON THIS AND INCLUDED MIiEN REFERANCE PAGE 11,1I1-7473 rev. I aUT20f5 BEFORE USE Design valid for use only with MITek® connectors. This design Is based only upon p aramoters shown. and Is lot an lindividual building component. not a puss system Before uso, the building designer must verity The applicablity of design patainelers and property Incorporate this design Into the overall bullding design. Bracing Indicated Is to provent buckling of Individual truss web and/or chord members only. Additional lempaary and permanent bracing MiTek' is always reyrdrod tot slablllly and to prevent collapse with possible personal Inlay and rroperty damage. For general guidance regarding the fabdcallo n, storage, delivery, erection and biacing of tnmes and truss systems. seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd Safety Information available nom Truss Rate Institute. 218 N. Lee Street. Suite 312. Alexandria. VA 22314. Torrpe, FL 33610 Job Truss russ ype ty Ply I T12380859 W PO120 A2 Hip 1 1 Job Reference (optional) Builders FustSource, To ps. Plant City, Florida 33566 r au s Aug 16 Lur r W6r ex mausaree, me rn wi a i 4.46 aa 20i r I D:75SJeCQByQ W 2itG V r5nBLl y96Pw-KTT612ef6FRIA6VMBV W gA_5dN9Q6D97GwNuU VSyPBtI 1-0-0 4.9-14 9-0-0 14-0-0 19-0-0 23-2-2 28-0-0 29-0.0, 1-0-0 4.9-14 4-2-2 5-0-0 "0' 4-2-2 4.9-14 1-0-0 Scale - 1:50.1 4x6 = 3x4 = 5 4x6 = g 3x6 = LOADING (psi) TCLL 20.0 TCDL 7.0 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 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2014fTP12007 12 1V 3x8 = 30 = 3x8 = 3x6 = CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TC 0.28 Vert(LL) -0.1910-12 >999 240 MT20 244/190 BC 0.88 Ven(fL)-0.5510-12 >609 180 WB 0.25 Horz(TL) 0.10 8 n/a rVa Matrix-M) Weight: 131 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-11-7 oc pLidins. BOT CHORD Rigid ceiling directly applied or 6-5-8 oc bracing. REACTIONS. (lb/size) 2=1090/0.3-8, 8=1090/0-3-8 Max Horz 2=98(LC 10) Max Uplift2=-455(LC 10), 8=-455(LC 11) FORCES. (lb) - Max. Comp./Max Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2081/874, 3-4=-1812/707, 4.5=-1647/686, 5-6=-1647/686, 6-7=-1812/707, 7-8=-2081 /876 BOT CHORD 2-12=-817/1877, 11-12=-697/1837, 10-11— 697/1837, 8-10=-721/1877 WEBS 3-12=-275/291, 4-12=-114/442, 5-12=-338/250, 5- 1 0=-338/250, 6-10=-114/442, 7-10=-275/293 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=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) automatic zone and C-C Interior(1) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MW FRS 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 psi 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. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 455 lb uplift at joint 2 and 455 lb uplift at joint B. 7)'Semi-rigid pitchbreaks including heels' Member end fixity model was used In the analysis and design of this truss. Q WARNING- Verily design panmofers end READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE M11-7473 roe 10ID312015 BEFORE USE. Design valid for use only vellh MllekO conneclors. lhls design Is based only upon parameters shown, and Is for an Individual building component, nod a frl1SS system. Beroro use. Itw building deskjnei must verify the appllcability, of design parameters and property Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual in= web and/or chord members only. Additional temporary and permanenl bracing M!Tek' Is always required for stability and to rxevent collapso with possible personal Inlury and property damage. nor general guidance regarding the fabrlcalkrL storage, delivery, erection and bracing of trusses and truss systems see.ANSI/IPI I Quality Criteria. DsB-09 and BCSI Building Component 6904 Parke East Blvd. Safety Information available train Truss Plate Institute. 218 N. Lee Street. Sulto 312. Adexandla. VA 22314. Tampa. FL 33610 Job Truss Truss Type ry 12 T12380860 W P0120 A3 Hip 1 Job Reference (optional) Builders FuslSou¢e. Tampa. Plant City. Florida 33566 7.640 s Aug 16 2o17 Mtt ex Inaustries, Inc Fri Oct zr I4:46.aa tut 7 rage t I D:75SJeCQByQ W 2itG Vr5nBLly96Pw-KTT612ef6FRIA6VMBV W gA_5ay9VXD8KGwNuU VSyPBtI 1-0-0 5.9-14 11-0-0 17-0.0 22-2-2 28-" 29-0-0, q1-0-0 5-9-14 5-2-2 6-0-0 5-2-2 5-9-14 1-0-0 S1O 5x8 = 20 4x6 = Scale - 1:50.1 13 12 1u if 2x4 11 3x4 3x8 = 2x4 II 3x4 = 3x4 = 3x4 = LOADING (pst) TCLL 20.0 TCDL 7.0 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 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2014/fP12007 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TC 0.50 Vert(LL) 0.1212-13 >999 240 MT20 244/190 BC 0.53 Vert(TL)-0.2610-12 >999 180 W B 0.30 Horz(TL) 0.09 7 n/a n/a Matrix-M) Weight: 136 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-11-4 oc purllns. BOT CHORD Rigid ceiling directly applied or 6-10-5 oc bracing. REACTIONS. (lb/size) 2=1090/0-3-8, 7=1090/0-3-8 Max Horz 2=-11 B(LC 11) Max Uplift2=-452(LC 10), 7— 452(LC 11) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2074/785, 3.4=-1630/615, 4-20=-1464/615, 5-20= 1464/615, 5-6=-1631/616, 6-7=-2074/788 BOT CHORD 2-13=-743/1863, 12-13=-743/1863, 11-12=-466/1463, 10-11=-466/1463, 9-10=-628/1863, 7-9=-628/1863 WEBS 3-12=-459/308, 4-12=-76/364, 5-10=-66/365, 6-10=-459/311 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=5.Opsf; h=15ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (envelope) automatic zone and C-C Interlor(1) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MW FRS 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 452 lb uplift at Joint 2 and 452 lb uplift at joint 7. 7) "Semi -rigid pitchbreaks Including heels" Member end fixity model was used in the analysis and design of this truss. dO WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE MD-7473 rev. 1&03,2015 BEFORE USE. Design valid for use only with Mllek® connectors. This design is based only upon parameters shown. and Is lot an individual building component, not a truss system. Before use. It10 building designer must verify the aprAlcablilty of design parameters and propodr yIncoipatothis design Into the overall buodlrtg design. t9aclng Indicated Is to txlclding of tndlvkdual truss web and/or chord members only. Addltlonat temporary and permanenl bracing MiTek" preventIs always required for stability and to rxevenl collaf3se with possiblo personal trtpay and property damage. For general gddance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems. seeANSUTPI I Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Ines Plate Institute. 218 N too Street, Suite 312. Alexandria. VA 22314. Tarlpa. FL 33610 Job uss Truss Type ry ply 10 T12380861 W P0120 A4 Hip 2 1 Job Reference (optional) Builders FirstSouree. Tampa, Plant City. Florida 33566 1'64u s Hug 16 zui / MII ex Industries, Inc. Fri Oct Zr 14:46 3v 2017 rage 1 ID:75SJeCOSyOW 2ttGVr5nBLly96Pw-og 1 UZOeHIZZ9oG4YID 13jCemoZrLyW2091 e2lvyPBtk 1-0-0 6-9-14 13-0-0 15-0-0 21-2-2 28.0-0 29.0.0, 1-0-0 6-9-14 6-2-2 2-0-0 6-2-2 6.9-14 1-0-0 Scale - 1:50 1 4x6 = 4x6 = 20 lg. 3x4 i 13 1 1 IV t1 2x4 II 3x4 = 3x4 = 2x4 II 3x4 Z- 3z4 = LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2014/TPI2007 CSI. TC 0.43 BC 056 WB 0.59 Matrix-M) DEFL. in (loc) I/dell Ud Vert(LL) 0.17 11-13 >999 240 Vert(TL) -0.32 9-10 >999 180 Horz(TL) 0.10 7 n/a n/a PLATES GRIP MT20 244/190 Weight: 133 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-10-7 oc purfins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-9.5 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1090/0.3.8, 7=1090/0-3-8 Max Horz2=137(LC 10) Max Upllft2=-449(LC 10), 7=-449(LC 11) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2034/759, 3-4=-1453/540, 4.20=-1284/538, 5-20=-1284/538, 5-6=-1453/539, 6-7=-2034/761 BOT CHORD 2-13= 728/1820, 12-13=-728/1820, 11-12=-728/1820, 10-11— 352/1284, 9-10=-593/1820, 7-9=-593/1820 WEBS 3-13=0/253, 3-11 =-645/414, 4-11 =-1 03/336, 5-1 0=-1 03/336, 6-10=-645/416, 6-9=0/253 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=5 OpsF h=15ft; Cat. 11; Exp C; Encl., GCpl=0.18; MW FRS (envelope) automatic zone and C-C Interior(1) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MW FRS 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 449 lb uplift at joint 2 and 449 lb uplift at joint 7. 7) 'Semi -rigid pitchbreaks Including heels' Member end fixity model was used in the analysis and design of this truss. Q WARNING - Verity dealgn peremeters and READ NOTES ON THIS AND INCLUDED MrrEK REFERANCE PAGE M114173 rev. 14103/2015 BEFORE USE. Design valkl for use only with MI lek® connecfors. This design Is based only upon parameters shown. and Is for an Individual building comlonenf, nol a truss syslom. Before use, the bxAlding designor must verify tW oplAieab011y of design fwramefers and propolly tncalorate this design Into the overall budding design. Bracing indicated is to buckling Individual truss web and/or chord members only. Addlllonal temporary and permanent bracing M iTek' prevent of is always toguiled for stablllly and to prevent collapse with possible personal Inivay and properly danage. For general guidance regarding the 6904 Parke East Blvdfabrication. storage, delivery, eroclkxt and txacing of pusses and truss systems. seeANSI/TPI I Quality Criteria, DSB-89 and SCSI Building Component Tempo, FL 33610SafetyInformationavailatiefromTrullPlateInstitute. 218 N. Lee Street. Suite 312. Alexandria. VA 22314. Job Truss Truss Type ty ty T12380862 W P0120 AS Common 10 t J.bRiaference optional) Builders FirstSource, Tampa. Plant City, Florida 33566 7,640, Aug .o 20i7 m"— mu—iii.a. im; ,i ....• aiz . I D:75SJeCOByO W 2itGV r5nBLiy96Pw-GsbsAktweshOQOfkiwYI FPSwRz7uh21 ZOhNbZLyPB4 07-3.14 14-0-0 20.8.2 28-" 0 11- 0-0-0 9 7. 3-14 6-8-2 6.8.2 7-3-14 1 20 3x6 = 4x6 = 5. 00 f 12 Scale = 1 49.3 3x4 = 3x4 = 30 = 3x6 = 9- 6-10 18-5-6 28-" 9- 6-10 8.10-13 9-6-10 Plate Offsets () ,Y)-- 12:0-0-10 Edge) [8:0-0-10 Edge] LOADING ( psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.50 Vert(LL) -0.25 10-12 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.79 Vert(TL) -0.50 10-12 >675 180 BCLL 0.0 Rep Stress Incr YES W B 0.29 Horz(TL) 0.08 8 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix-M) Weight: 122Ib FT=0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-9-12 oc puffins. BOT CHORD 20 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-9-12 oc bracing. WEBS 2x4 SP No.3 REACTIONS. ( lb/size) 2=1090/0.3.8, 8=1090/0-3-8 Max Horz2=147(LC 10) Max Uplift2=-448(LC 10), 8=-448(LC 11) FORCES. ( lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1967l764, 3-4=-1737/669, 4-5=-1661/689, 5-6=-1661/690, 6-7=-1737/670, 7- 8=-1967/765 BOT CHORD 2-12=-738/1755, 11-12=-340/1176, 11-19=-340/1176, 19-20=-340/1176, 10-20=-340/1176, 8- 10= 592J1755 WEBS 5-10=-273/607, 7-10=-380/384, 5-12=-273/607, 3-12=-380/384 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=5.Opsf; h=15ft Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (envelope) automatic zone and C-C Interior(1) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, With BCDL = 10.Opsf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 448 lb uplift at joint 2 and 448 lb uplift at joint 8. 6) " Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. WARNING - Verify design peremofers end READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M&7473 rev. 1NO3/1015 BEFORE USE. Design valid for use only wllh MllekS connectors. thisdesign is lased only upon parameters shown, and Is for an individual LxrOding component. no a truss system. Before use, the building designer must verify the arlrxlcability, of design patameters and pxoperiy Incorporate this design Into the overall building design Bracing Indicated Is to prevent buckling of IndNklucd truss web arld/or chord members only. Additional lemWary end permanent txaclrlg MiTek' Is always regWred for stability and to rxevenl co lapse with possible personal hfuy and rxopeny ddunage. For general guidance regard9ng the falxk:allon, storage, delivery, erection and bracing of Misses and bdlss systems seeANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component 6904 Perk& East Blvd. Safety Information available from truss Plate Institute. 218 N. Leo Street. Sulte 312, Nexarxlria. VA 22314. Tampa. FL 33610 Job Trus5 rush Type T12380863 W P0120 A6 Root Special 10" 1 1 Job Reference (optional) Builders FitsiSource, Tortpa. Plant City, Florida 33566 7.640 s nuy ro 201 7 —e. „ dustries. Inc r i y.. ID:75SJeC08yOW 2itGVr5nBLly96Pw-GsbsAktweshOQOf klwYI FPBgJz8mhOnZOhNbZLyPBq 10.4-0 1-0 19-0-0 23.2-2 28-0-0 29-0-0, 1-0-0 5.5-14 4-10-2 1.4-0 7.4.0 4-2-2 4-9-14 1.0.0 30 = 3x4 06 = 5x12 = 36 = LOADING (psi) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.89 TCDL 70 Lumber DOL 1.25 BC 0.74 BCLL 0.0 ' Rep Stress Incr YES WB 0.43 BCDL 10.0 Code FBC2014frP12007 Matrix-M) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No 3 REACTIONS. (lb/size) 2=1089/0-3-8.8=1091/0-3-8 Max Horz 2=111(LC 10) Max Uplifl2=-406(LC 10), 8=-489(LC 11) 4x6 = 30 = 3x8 = DEFL. in (loc) Well Ud Vert(LL) 0.1510-12 >999 240 Vert(TL)-0.3310-19 >999 180 Horz(TL) 0.09 8 n/a rVa Scale = 1:51.0 3x6 = PLATES GRIP MT20 244/190 Weight: 136 lb FT = 0°6 BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 6-7-5 oc bracing. FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-20811729, 3.4=-20031763, 4-5=-2042/904, 5-6=-1646f774, 6-7=-1808/786, 7-8=-2055/954 BOT CHORD 2-13=-655/1871, 12-13=-409/1497, 11-12=-552/1827, 10-11=-552/1827, 8-10=-790/1852 WEBS 3-13=-248/264, 4.13=-268/467, 4-12=-565/1134, 5.12=-942/592, 6-1 0=-35/41 1, 7-10=-246/262 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=5.Opst; h=15ft; Cat. ll; Exp C; Encl., GCpi=0.18; MW FRS (envelope) automatic zone and C-C Interior(1) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MW FRS 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 psi 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 tit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 406 lb uplift at Joint 2 and 489 lb uplift at joint 8. 7) "Semi -rigid pitchbreaks including heels' Member end fixity model was used in the analysis and design of this truss. Q WARNING - Verify dedgn paramoters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MD-7473 rov. I&MMI5 BEFORE USE Design valid for use only with Mnek® connectors. This design is based only anon parameters shown, and is for an Individual building component. not a truss systern. Befouo use. the building designer must verify the alxlllcabAity of design pararnoters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to Ixevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always rocRlred for stability and to revent collapse wlfh possible personal rlJtay and popery damage. For general guidance regarding the fabxldatton. storage, delivery. erection and bracing of trusses and truss systems, seeANSIfTPI I Quality Criteria, OSB-a9 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate InstlMe, 218 N. Lee Street. Suite 312. Alexanxlda. VA 22314. Tampa, FL 33610 Job Truss Truss Type ty ty T12380864 W PO120 A7G Roof Special Girder 1 1 J.bR.fererice optional) Builders FirstSource, Tamps. Plant City. Florida 33566 7 640 s Aug 16 2017 MTek Industries. Inc. Fri Oct 27 14.46:41 2017 Page 1 I D:75SJeCO8yO W 211GVr5nBLly96Pw-129EO49YPApt 1 oExsd3Xodj2PNSVONVjdL785nyPBtr 1-0-0 5-5-14 10.4-0 13A-0 17.4-0 21-0-0 24-2-2 28-0-0 29-0-0, 1-0-0 5-5-14 4-10-2 3.4-0 3.8-0 3-8-0 3-2.2 3.9-14 1.0.0 Scale = 1:51.0 4x6 = OjY 0 4x6 = 14 II 5x8 = 6x8 = 21K4 II 3x8 = 10x12 = 2x4 II 5x8 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Gnp DOL 1.25 TC 0.68 Veri(LL) 0.35 13-14 >949 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.83 Vert(TL) -0.65 13-14 >519 180 BCLL 0.0 ' Rep Stress Incr NO W B 0.79 Horz(TL) 0.14 9 n/a We BCDL 10.0 Code FBC2014/TP12007 Matrix-M) Weight: 165 lb FT = 0% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-0-8 oc pudins. BOT CHORD 2x6 SP No.2 'Except' BOT CHORD Rigid telling directly applied or 5-5-4 oc bracing. 9-15: 2x6 SP M 26 WEBS 1 Row at midpt 5-16 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1565/0-3-8, 9=2478/0-3-8 Max Herz 2=111(LC 8) Max Uplift2=-631(LC 8). 9=-1131(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3516/1351, 3-4=-3040/1279, 4-5=-3005/1265, 5-6=-5199/2342, 6-7=-5199/2342, 7-8=-5692/2579, 8-9=-5868/2640 BOT CHORD 2-17=-1264/3219, 16-17=-1264/3219, 15-16=-1889/4732, 14.15=-1889/4732, 13-14=-1887/4733, 12-13_ 2277/5334, 11-12=-2360/5395, 9-11=-2360/5395 WEBS 3-16— 520/344, 4-16— 837/2059, 5.16=-2608/1240, 5-13=-449/712, 7-13=-503/598, 7-12=-903/2065 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=5.Opsf; h=151t; Cat. II; Exp C; Encl., GCpl=0.18; MW FRS (envelope) automatic zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tail by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 631 lb uplilt at joint 2 and 1131 lb uplift at joint 9. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 97 lb down and 92 lb up at 21-0-0 on top chord, and 1558 lb down and 714 lb up at 20-9-8, and 265 lb down and 144 lb up at 21-0-0 on bottom chord. The design/selection of such connection device(s) Is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-4=-54, 4-5=-54, 5-7=-54, 7-10=-54, 2-9=-20 Continued on Dacfe 2 Q WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE M67473 rev. 1G9312015 BEFORE USE. Design valid lot use only with MllekO connectors. This design is bred only upon pmameters shown. and Is lot an Individual building component, not wtatrusssystem. Below use. the building designer must vedly the apxlca[Alty of design pararnefers and properly tncorpotate this design Into the overall tufldIng design. Woict ng Indicated Is to rxevent buckling of Individual truss web and/or chord members only. Adc llkxxd lernporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible peisonal Injury and popery damage. For genetal gukla nce regarding the labxk:atkxn. storage, delivery, erection and bracing of trusses and truss systems. seeANSI/1PI l Quality Criteria. DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Rate Institute. 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Tempe, FL 33610 Job Truss Type lY T12380864 W P0120 A7G Root Special Girder t 1 Job Reference (optional) Builders FirslSource. Tampa. Plant Gay. Honda 33b66 LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 7=-40(B) 12=-1823(B) wv a A.9 w 26.7 mi en i mus iaa. am. rn . 1 4 1 uW. I D:75SJeCOByOW 2ltGVrSnBLIy96Pw-l29EO4gYPApt 1 aExsd3Xodj2PNSVONVIdL785nyPBti WARNING - Verify, design psram@fers and READ NOTES ON THIS AND INCLUDED MTTEN REFERANCE PAGE M67473 mv. 1001WIS BEFORE USE Design vdld for use only with Mllek® connectors. Thh design Is based only upon parameters shown. and Is for an Individual building component, not a truss system. More use. the building designer must verity the appticablilty of design Ixltamelers and Ixoperly Incorporate this design Info the overall txAding design. Bracing Indicated Is to Ixovent buckling of 1ndNkival truss web and/or chord members only. Adc9tlonal temporary and Permanent b iacing MiTek' Is always reclu4red for stability and to rxevent collapse YAM possible personal Inluay and properly damage. For general gudckme regarding the fabxlcatlm storage, delivery, erection and bxacang of trusses and lnrss systems. seeANSI/TPI I Quality Criteria. DSB-89 and SCSI Building Component 6904 Perk@ East Blvd. Safety Information available from (runs Rate Institute. 218 N. Lee Street. Suite 312. Alexandria. VA 22314. Tarnpa, FL 33610 Jo Truss puss ype ty ply T I2-865 W P0120 B 1 G E Common Supported Gable 1 1 Job Reference (optional) Builders FirslSource. Tampa, Plant Cay. Florida 33566 7 640 s Aug 16 2017 MiTek Industrtes, Inc. Fri Oct 27 14:46 42 "17 Page 1 I D:75SJeCOByOW2itGVr5nBLIy96Pw-DEjdbPhA9Uxkfjp7QLamLgGMbm?590Qsr?sieDyPBth 1-0-0 10.4-0 20-8-0 10.4-0 10.4.0 Scale = 1.37.0 4x6 = Ig 3x4 = 22 2120 19 18 17 16 15 14 13 30 = 30 = 20-8-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.08 Vert(LL) 0.00 1 n/r 120 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.04 Ven(TL) 0.00 1 n/r 90 BCLL 0.0 ' Rep Stress Incr YES WB 0.04 Horz(TL) 0.00 12 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 96lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 20-8-0. lb) - Max Horz 2=120(LC 10) Max Uplift All uplift 100 lb or less at joint(s) 12, 2, 18, 19, 21, 22, 16, 15, 14 except 13=-115(LC 11) Max Grav All reactions 250 lb or less at joint(s) 12, 2, 17, 18, 19, 21, 22, 16, 15, 14, 13 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2pst; BCDL=5.Opsf; h=15ft; Cat. II; Exp C, Encl., GCpl=0.18; MW FRS (envelope) automatic zone and C-C Interlor(1) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads In the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSVTPI 1. 4) All plates are 2x4 MT20 unless otherwise Indicated. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 2-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 12, 2, 18, 19, 21, 22, 16, 15,14 except ()t=lb) 13=115. 10) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 12, 2. 11) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Q WARNING -Verity design parameters end READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 mv. I&V3,2015 BEFORE USE. Design valid lot use only with Mllek® connectors. This design Is based only upon paanelers shown, and Is lot an Individual building component. not a truss system. Before use. the building designer must verity the applicability of design patarnotets and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/of chord members only. Additional temporary and permanent biacing M iTek' is always required for stability and to prevent collapse with possible peisorxl trtpuy and property danage. For general gtddance regarding the fabikratlon, storage, delivery, erection and bracing of trusses and in= systems seeANSI/TPI I Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd Safety Information available from Truss Plate Institute. 218 N. Lee Street. Sulto 312, Alexandria. VA 22314. Tonga, FL 33610 Job Truss fuss ype rypry T12360866 W P0120 B2 Common F 1 Job Reference (optional) Buddem FirslSource, Tampa, Plant Cdy, Florida 33566 r b4u a Aug ib zvi i mi i ex industries, inc. Fri Cn zr 1•.46 45 cvi r Pay. i I D:75SJeCOByO W 2ilGVr5nBLl yg6Pw-hR H?pliown3bHtNJ_25?t2pTHAEvuOh?4tc FAgyPBtg 5.5-14 J 10.4-0 15-2_-2 20-a-0 1-0-0 5-5-14 4.10.2 4-10.2 5.5.14 Scale = 1:35.6 4x6 = 30 = 3x4 = 3x4 = 3x4 = 3x4 = LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2014/TPI2007 CSI. TC 0.27 BC 0.45 WB 0.17 Matrix-M) DEFL. in Vert(LL) 0.07 Vert(TL) -0.17 Horz(TL) 0.04 loc) I/deft Ud 7-9 >999 240 7-9 >999 180 6 n/a n/a 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 4-9-10 oc pudins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 8-0-12 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 6=764/Mechanical, 2=819/0-3-8 Max Horz2=120(LC 10) Max Uplift6=-302(LC 11). 2=-341(LC 10) FORCES. (lb) - Max. Comp /Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2.3=-1420/55113-4=-1258/499, 4-5=-1261/502, 5.6=-1423/554 BOT CHORD 2-9=-537/1267, 8-9=-255/861, 7-8=-255/861, 6.7=-439/1270 WEBS 4-7=-198/437, 5.7=-273/278, 4-9=-195/434, 3-9=-272/276 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=5.Opst; h=151t; Cat. II; Exp C; Encl., GCpi=0.18, MW FRS (envelope) automatic zone and C-C Intedor(1) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MW FRS 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 Qt=lb) 6=302, 2= 341. 7) " Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. WARNING - Verify design poremohors and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11,111-7473 rev. IM/2015 BEFORE USE. Design valid tot use only with Milel9 connectors. This deslgn Is used only ul»n paramelors shown. and Is tot an Individual txrOding component, not MR afitssystem. Befae use, the building designer must verity the appllcatAlly of design parameters and property tncorlxxate this design Into the overall design. Bracing Indicated Is to buckling Individual truss web and/or chord members only Additional lemporary and permanent tracing MiTek' txAdingpreventofis always required for sfuNlify and to prevent collapse with possible personal trlpsy and property damage. for gerKxat guidance regarding the 6904 Parke East Blvd. Iatxlcallmstorage• delivery, erection aril tracing of trusses and Ins systems. seeANSI/TPI I Quality Criteria, DSB-E9 and BCSI building Component Tanya, FL 33610 SafetyInformationavaltablefromIrisRateInstitute. 218 N. Lee Street, State 312. Ahoxandda, VA 22314. o fuss Truss Type ty T12380867 W P0120 83 Common 1 1 Job Reference (optional) Builders FitatSource, Tarrpo. Plant City. Florida 33566 7 -0 a Aug 16 2017 Mil ek Industries, Inc. Fri Oct 27 14:46:44 2017 Page 1 I D:75SJeCOByO W 21tGVrSnBLIy96Pw-gdrNO5iQh5BSu 1 y W XmdEOFLe 1 aaSdhvgJJLoi6yPS11 1-0-0 5-5-14 10.4-0 15-2-2 20.8-0 1-0-0 5-5-14 4.10-2 4-10-2 5-5.14 Scale = 1:35.6 4x6 = 6 30 = 3x4 = 3x4 = 3x4 = 3x4 = 1-4 LOADING(psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2014/TPI2007 CSI. TC 0.27 BC 0.45 WB 0.17 Matrix-M) DEFL. in Vert(LL) 0.07 Vert(TL) -0.17 Horz(TL) 0.04 loc) Well Ud 7-9 >999 240 7-9 >999 180 6 n/a rVa 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 4-9-10 oc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 8-0-12 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 6=764/Mechanical, 2=819/0-3-8 Max Horz2=120(LC 10) Max Uplift6=-302(LC 11), 2=-341(LC 10) FORCES. (lb) - Max Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2.3=-1420/551, 3-4=-1258/499, 4.5=-1261/502, 5-6=-1423/554 BOT CHORD 2-9=-537/1267, 8-9=-255/861, 7-8=-255/861, 6-7=-439/1270 WEBS 4-7=-198/437, 5-7=-273/278, 4-9=-195/434, 3.9=-272/276 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=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) automatic zone and C-C Interfor(1) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MW FRS 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 nonconcurreni With any other live loads. 4) ' This truss has been designed for a live load of 20.Opst 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 Qt=lb) 6=302, 2=341. 7) 'Semi -rigid pitchbreaks including heels' Member end fixity model was used in the analysis and design of this truss. WARNING - Verify design Paramotors and READ NOTES ON THIS AND INCLUDED M/1EK REFERANCE PAGE MII.7473 rev. 146M1S BEFORE USE Design valid lot urso only with MITek® connectors. This design Is based only upon parameters shown. and Is lot an trxltvidual Wilding component, not a ht8 system. Micro use. the building designer must verily the appllcab0ty, of design parameters and property Incorporate this design Into Iho overall design. Deicing Indicated Is to buckling IndNidual truss web and/or chord members only. Additional temporary and permanent tracing MiTek' building rxevent of Is always rec"red la stability and to fxevenl collapse with possible personal Injury and rxoperly damage. For general guidance regarding the 6904 Parke East Blvd. fabricatkxu. storage, delivery, erection and bracing of trusses and huss systems, soeANSI/TPI I Quality Criteria. DSB-89 and BCSI Building Component Tompo, FL 33610SafetyInformationavdiableborntrussPlateInstitute. 218 N. Lee Street. Suite 312, Alexandria. VA 22314. Job Truss Truss Type oty ply T12380868 W P0120 B4 Common 1 1 Job Reference (optional) Builders FustSource. Tempo. Plant City, Florida 33566 7.640 a Aug 16 2017 MTek Industries. Inc. Fri Oct 27 14 46:44 2017 Page 1 1 D:75SJeCOByO W 2itGVr5nBLly96Pw-9drNO5iOh5BSu 1 yW XmdEOFLe 1 aaBdtwgJJLoi6yPBtf 1-0-0 5.5.14 10-4-0 15-2.2 20-8-0 1-0-0 5.5-14 I 4-10-2 4-10.2 5-5-14 if 3x4 = 4x6 = 3x4 = 3x4 = 3x4 = Scale = 1:35.6 30 = 9 7-1-4 6-5-7 7-1-4 Plate Offsets () ,Y)-- 2:0-1-6,Edge1, (6:0-1-6,Edgel LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.27 Vert(LL) 0.07 7-9 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1 25 BC 0.45 Vert(rL) -0.17 7-9 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.17 Horz(TL) 0.04 6 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix-M) Weight: 89 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-9-10 oc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 8-0-12 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 6=764/Mechanical, 2=819/0-3-8 Max Horz2=120(LC 10) Max Uplift6=-302(LC 11), 2_ 341(LC 10) FORCES. (lb) - Max. Comp /Max Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2.3=-1420/551, 3.4— 1258/499, 4-5=-1261/502, 5-6=-1423/554 BOT CHORD 2-9=-537/1267, 8-9=-255/861, 7-8=-255/861, 6-7=-439/1270 WEBS 4-7=-198/437, 5-7=-273/278, 4-9=-195/434, 3-9=-272/276 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=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18, MW FRS (envelope) automatic zone and C-C Interior(1) zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opst 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 buss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 6=302, 2=341. 7) "Semi -rigid pitchbreaks Including heels" Member end fixity model was used in the analysis and design of this truss. WARNING- Verify doslgn pararnatons and READ NOTES ON THIS AND INCLUDED MREK REFERANCE PAGE M0-7473 rov. 1&03,2015 BEFORE USE Design valld for use only with Mllek0 connectors. Thisdesign is based only upon Ixualneters shown. and Is for an individual Wilding component. not a truss system. Before use. the bwllding designer must verify the applicability of design lolamoleis and properly Incot oiato this design Into the overall txAckV design. Bracing Indicated Is to rxevont truckling of Individual truss web and/or chord members only. Add illonal temporary and permanent txacing M iTek' is always required for stabBlty and to rxevent collapse with possible personal hjury and property damage. For general guddcnce regalding the fabrication• storage, dellvery, erection aril bracing of trusses and truss systems. socANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd Safety Information avdlabte from Truss Plate Institute. 218 N. Lee Street. Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job Truss russ I ype ly T12360869 WP0120 CJ1 Jack -Open 6 1 Job Reference (optional) Builders FustSource. Torrpo, Plant City. Flondo 33566 7.640 a Aug io evr r MFiak inausrnaa. ma. cr 14 20, r ago I D:75SJeCOByOW 2itGVr5nBLly96Pw-dpPIDR12SPKJ W BXi5T8TyTusp_OGMMmlXz5MEYyPBte 1-0.0 1-0-0 1-0-0 20 = LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.08 TCDL 7.0 Lumber DOL 1.25 BC 0.01 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 BCDL 10.0 Code FBC2014fTP12007 Matrix-M) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=10/Mechanical, 2=113/0-3-8, 4=4/Mechanicai Max Horz2=42(LC 10) Max Uplifl3=-9(LC 10), 2=-74(LC 6) Max Grav3=10(LC 1), 2=113(LC 1), 4=12(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale = 1:6.6 DEFL. in (loc) Well Ud PLATES GRIP Vert(LL) -0.00 5 >999 240 MT20 244/190 Vert(TL) -0.00 5 >999 180 Horz(TL) 0.00 2 n/a n/a Weight. 5 lb FT = 090 BRACING - TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind- ASCE 7-10; VUlt=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Interior(1) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MW FRS 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) "Semi -rigid pitchbreaks Including heels' Member end fixity model was used in the analysis and design of this truss. 0 WARNING - Verity design peremotere and READ NOTES ON THIS AND INCLUDED MTTEK REFERANCE PAGE MO.7473 rev. IGVIW1S BEFORE USE. Design valld for use only with Mllek®conrlectors. This design Is based oNy upon paiarnelers shown. and Is for an individual building component. net a (russ system. Before use. the Iwllding designer roust verity the applicability of design parameters and properly Incorporate the design Into the overall building design. B aci ng Indicated Is to prevent tackling of individual truss web and/or chord members only. Addlllonal fern{wrary, and permanent tracing M iTek' Is always waItJred fa 001301ty and to prevent collapse wllh possill-Ae personal I nfuy and property darnage. For general gukknco regarding the fabrication storage. delivery. erection and bracing of trusses and truss systems, seeANSI/rPI I Quality Cdterla, DSB-69 and 6CSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Role Institute. 218 N. Lee Sheet, Suite 312. Alexandria. VA 22314. Tempe, FL 33610 Job Truss Truss Type y T12380670 WP0120 CJ3 Jock -Open 6 1 Job Reference (optional) Builders FuetSource, Tampa, Plant City. Florida 33566 r ovu a Aug r o zvr r Mi i ek mausmes. mc. 27 14.46.45 cv, i .,ye , I D:75SJeC08yOW 2itGVr5nBLly96Pw-dpPI DRI2SPKJ W BXi5TBTyTusp_ObMMmlXz5MEYyPBte 1-0-0 3-0-0 1-0-0 3-0-0 i 2x4 = LOADING(psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.08 TCDL 7.0 Lumber DOL 1.25 BC 0.05 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 BCDL 10.0 Code FBC2014ITP12007 Matrix-M) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=59/Mechanical, 2=184/0-3-8, 4=29/Mechanical Max Horz2=86(LC 10) Max Up1ift3=-56(LC 10), 2=-89(LC 10) Max Grav3=59(LC 1), 2=184(LC 1), 4=45(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale = 1: 10 9 DEFL. in (loc) I/dell Ud PLATES GRIP Vert(LL) -0.00 7 >999 240 MT20 244/190 Vert(fL) -0.01 4-7 >999 180 Horz(TL) 0.00 2 n/a r1/a Weight: 11 lb FT = 0°b BRACING - TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vull=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=1511; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Intedor(1) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been deslgned 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 lit 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) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 0 WARNING - Verity dedgri penmaton end READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE MII.7/73 rev. 10031201S BEFORE USE. Design valid for use only with Mnek® connectors. This design Isbased only upon pararnelers shown. and Is for an Irxllvldual building component, not a truss system Below use, the Wlc ing designer must verify Ilia appllcalAily of design parameters and popefly Incorlwrale this design into the overall building design. Bracing Indicated Is to ixevent trickling of Individual truss web and/or Chord members only Additional temporary and permanent bracing Welk' It always required for statAlty and to prevent collapse with possible personal k*ffy and property damage. For general guidance regarding the fabrk: aflom storage. delivery. erection and tracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-69 and SCSI Building Component 6904 Parke East Blvd Safety Information avallatile from Truss Plate Institute. 218 N. Lee Street. Sidle 312. Alexandria. VA 22314. Torrpe, FL 33610 Job Truss Truss Type T72380871 WP0120 CJS Jack -Open jOty6 1 Job Reference (optional) Builders FirsiSource, Tampa, Plant City, Florida 33566 7.640 s Aug 16 2017 M7ek Industries. Inc. Fri Oct 27 14 46:46 2017 Page 1 I D:75SJeCOByOW 2ilGVr5nBLly96Pw-5Oy7Rnkg DiSABL6ulBlrVg R?MOK05p0Smcgvn?yPBtd 1-0-0 5-" 1 0 5-0-0 2x4 = LOADING (psi) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.22 TCDL 7.0 Lumber DOL 1.25 BC 0.17 BCLL 0.0 ' Rep Stress Incr YES W B 0.00 BCDL 10.0 Code FBC2014/TPI2007 Matrix-M) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=100/Mechanical, 2=274/0-3-8, 4=45/Mechanical Max Horz 2=131(LC 10) Max Uplift3=-98(LC 10), 2=-125(LC 10) Max Grav3=100(LC 1), 2=274(LC 1), 4=75(LC 3) FORCES. (lb) - Max Comp /Max. Ten. - All forces 250 (Ib) or less except when shown Scale = 1:15.1 DEFL. in (loc) Well Ud PLATES GRIP Ven(LL) 0.02 4-7 >999 240 MT20 244/190 Vert(fL) -0.04 4-7 >999 180 Horz(TL) 000 2 n/a n/a Weight: 17 lb FT = 0°6 BRACING - TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psl; BCDL=5.Opsl; h=15ft, Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Interior(1) zone; cantilever left and right exposed , end vertical left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psi 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 OI=lb) 2=125. 6) "Semi -rigid pltchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 0 WARNING - Verify design perrmaters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIF7473 mv. 10VU312015 BEFORE USE. Design valid for use only with MilekO connocfors. This design Is based only upon parameters shown. and Is for an Individual building component, not a ITLIZ system. Bolore use. tho building designer must verity the applkability, of design parameters and lxoperly Incorporate this design Into the overall building design. Bracing Indicated Is to rxevenf budding of Individual truss web aril/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Inpny and property dornage. For general guidance tegarding tho fabricatkm, storage, delivery. erection and Wacing of trusses and Intl systems. seeANSI/TPI I Quality Criteria, DSB-09 and SCSI Building Component 6904 Parke East Blvd Safety Information available from Truss Rate Institute. 218 N. Lee Street. Suite 312. Alexandria. VA 22314. Tanya. FL 33610 Job Truss Truss Type aty Ply T12380872 WP0120 EJ7 Jack -Open 8 t Job Reference (optional) Builders FirstSource. Tempe, Plant City. Fonda 33566 1-" 7.0.0 30 = 7,640 a Aug 16 2017 MiTek Industries. Inc. Fri Oct 27 14,46 46 2017 Page 1 I D:75SJeCoeyO W 21tG Vr5nBLlyg6Pw-5Oy7RnkgDiSA8L6uf BfiVg RxZOH 75pOSmcgvn7yPBtd Scale = 1.19.1 7.0-0 Plate Offsets () .Y)-- 12:0-0-10,Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grlp DOL 1.25 TC 0.46 Vert(LL) -0.06 4-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.36 Vert(TL) -0.16 4-7 >537 180 BCLL 0.0 ' Rep Stress Incr YES W B 0.00 HOrz(rL) 0.01 2 n/a n/a BCDL 10.0 Code FBC2014lrP12007 Matrix-M) Weight: 23 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-9-2 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3= 14 1 /Mechanical, 2=366/0-3-8, 4=61/Mechanical Max Horz2=170(LC 10) Max Uplift3=-123(LC 10), 2=-164(LC 10) Max Grav3=141(LC 1), 2=366(LC 1), 4=105(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown NOTES- 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II, Exp C; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Interior(1) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6.0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift at joint(s) except Qt=lb) 3=123, 2=164. 6)'Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. WARNING - Vanity doslgn paremoton and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MD-7473 rov. 1419312015 BEFORE USE. Design vail d for use only with I41ekO connectors. This design Is based only upon paamefers shown, and Is lot an MlvWrwl Ltilding component. not a truss system. Below use, the building designer must verity the aptxlcablilty of design pawmelets anal ptoporly Incogwralo this design Info the overall budlding design. Bracing Indicated Is to proven) buckling of Individual truss web and/or chord members only. Add9tbnal temporary and permanent bracing Welk' Is always rocittired dot stablilty, and to rxevenf collafm with poss#Ae personal Injury and ptopenty danage. For general gu4dan;e regdnding the fabxicatlon, storage, delivery, erection and Lxacklp of fnrsses and fnrs systerns. see.ANSI/TPI1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Ins Plate Institute, 218 N. Lee Street. Suite 312, Alexandria. VA 22314. Tampa. FL 33610 Job I russ Truss Type Ply T12380873 W P0120 EJ7G Jock -Open Girder JO` y t 2 Job Reference (optional) BUIlders FustSaurCe, tarrpa, Plant Urty, FrOade 33bbb r "v a Aug io ev r , mn ew muuamer, um ry in,, c. i+ v.+ cv,W. I D:75SJeCO8yOW 2ltGV r5nBLly96Pw-ZC W W e71J_Oa I ]Vh5DuAx2uz6nnbUgGxb?GaTJ RyPBtc 3.8.2 7-0-0 3.8-2 3.3-14 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.49 TCDL 7.0 Lumber DOL 1.25 BC 0.48 BCLL 0.0 Rep Stress Incr NO WB 0.02 BCDL 10.0 Code FBC2014lrP12007 Matrix-M) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x6 SP M 26 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 1=1163/0-3-8, 3=1578/Mechanical Max Horz 1=149(LC 8) Max Upliftl=-474(LC 8), 3=-694(LC 8) FORCES. (lb) - Max Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 2x4 11 20 11 DEFL. in (loc) Well Ud Vert(LL) 0.15 3-5 >539 240 Vert(TL) -0.28 3-5 >298 180 Horz(TL) 0.01 3 n/a rVa Scale = 1:21.5 PLATES GRIP MT20 244/190 Weight: 63 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) 2-ply truss to be connected together with 1 Od (0.131 "x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. 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=5.Opsf; h=1511; Cat. II; Exp C; Encl., GCpi=0.18, MW FRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; 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 will fit between the bottom chord and any other members. 6) Refer to glyder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift at joint(s) except at=lb) 1=474. 3=694. 8) "Semi -rigid pitchbreaks including heels' Member end fixity model was used in the analysis and design of this truss. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 744 lb down and 322 lb up at 2-0-12, and 744 lb down and 322 lb up at 4-0-12, and 746 lb down and 320 lb up at 6-0-12 on bottom chord. The design/selection of such connection device(s) Is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Root Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-2=-54, 1-3=-20 Concentrated Loads (lb) Vert: 7=-744(F) 8=-744(F) 9=-746(F) WARNING -Verify design paramotom and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M&7473 rev. 10193,2015 BEFORE USE. Design valid got rrso only with Mflek® connectors. This design is based only upon Ixaameters shown. and Is Ia an Individual building component, not a truss system. Before use. the building designer must verity c> the Wicahlliry, il properly Incotpomle this design Into the overall building design. Bating Indicaled Is to buckling of IndNkhxil truss web and/of chard members only. Addllloral lemporary, and permanent bxacing M iTek' Ixevenl Is always required for stability and to prevent collapse wllh possible personal Injury and properly damage. for general guidance rogarding the 6904 Parke East Blvdfabrication. storage, delivery, erection and bracing of trusses and miss systems. seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component Tampa, FL 33610SafetyInformadonavailablefromtrussRateInstitute. 218 N. Leo Street. Suite 312. AlexandrIcL VA 2.2314. Job Truss Truss Type aly Ply T12380874 W P0120 EN 1 GE Monopttch Supported Gable 2 1 Job Reference (optional) Builders FIrslSouree. Tanya, Plant City. Florida 33566 r."v s Aug 16 evr t Mii ee mausrri—, me Fii wr 27 o.47 2v i F.W. i ID:dZIYOHLaatAtc_8cUS?Fa5z4Ss9-ZCWWe7U OallVh5DuAx2uz29nzngGGb?GaTJRyPBtc 6-10-0 1.0-0 6-10-0 350 12 2x4 = 2x4 11 3 2x4 11 Scale: 3/4'=V LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.73 Vert(LL) -0.03 1 n/r 120 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.58 Vert(TL) 0.02 1 n/r 90 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 4 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix) Weight. 25 lb FT = 0% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=243/6-10-0, 2=305/6-10-0 Max Horz2=123(LC 9) Max Uplift4=-125(LC 10), 2=-182(LC 6) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown NOTES- 1) Wind: ASCE 7-10, Vul1=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf, h=15ft; Cat. II; Exp C; Encl.. GCpi=0.18. MW FRS (envelope) automatic zone and C-C Interlor(1) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads In the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSVTPI 1 3) Gable requires continuous bottom chord bearing. 4) Gable studs spaced at 2-0-0 oc. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.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 Ql=lb) 4=125, 2=182 8) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 2. 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used In the analysis and design of this truss. WARNING . Vortry design paramotors and READ NOTES ON THIS AND INCLUDED M1rEK REFERANCE PAGE M/F7473 rev. laV3)2015 BEFORE USE. Design valid for rrso only with MITek® connectors. This design Is based only upon Mamefers shown, and is lot an individual Ixtllding component. not a truss system. Before use. Iho building designer must verity the applicatAity of design parameters and properly Incogxxato this design Into the overall IxAding design. Bracing Indicated Is to Ixevent buckling of Individual truss web and/or chord members only. Additional temporary and permanenl bxacing MiTek' is always required lot stablilly and to prevent collapse wllh possible personal Injury arxJ properly damage. For general guidance regarding the latxlcatlon. storage• delivery, erection and bracing of trusties and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 69D4 Perk@ East Blvd. Safety Information available from teas Rate Institute. 218 N. Lee Street. Sulte 312, Alexandria, VA 22314. Tempo, FL 3361D Job Truss truss type aty Ply T12390976 W P0120 EN2 Monopitch 10 1 Job Reference (optional) Builders FirstSource. Tempo, Plant City. Florida 33566 7 640 a Aug 16 2017 Mn ek industries. Inc. Fri Oct 21 14'46.46 zUl r rage 1 I D:dZtYOHLaatAtc_6cU S7Fa5z4 Ss9-104usTbalKiuNeGHmchAa5 W IIBz7Z1W IEwJOrtyPBtb 1-" 6-6-8 g-10-Qr 1-0-0 6-6-8 0.3-B-6 Scale = 1:16.6 2x4 11 3x4 = 4 2x4 II LOADING (psf) SPACING- 2-0-0 CST. DEFL. in loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.42 Vert(LL) 0.06 4-7 999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.32 Vert(TL) 0.13 4-7 598 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.01 2 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix-M) Weight: 25 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 4=197/Mechanical, 2=352/0.8-0 Max Horz2=123(LC 9) Max Uplift4=-100(LC 10), 2=-205(LC 6) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Structural wood sheathing directly applied or 5-11-7 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing NOTES- 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf, BCDL=5.Opsf; h=1511; Cat. II; Exp C; Encl., GCpi=0.18, MW FRS (envelope) automatic zone and C-C Intedor(1) zone; cantilever left and right exposed ; end vertical left and right exposed,C-C for members and forces & MW FRS 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 01=lb) 4=100, 2=205. 6) 'Semi -rigid pitchbreaks including heels' Member end fixity model was used In the analysis and design of this truss. WARNING - Verily doslgn pammetars and READ NOTES ON THIS AND INCLUDED MfTEK REFERANCE PAGE Ma-7473 rev. f &W/201S BEFORE USE. Destgrl valld rot use only with Mllek® connectors. This design Is lased only upon parameters shown. and Is tot an Individual building component. not a truss syslern. Boforo use. Ira building designer must verity the applicability of design paranlefers and fropeily Incorpoiato fhlsdesign Into the overall bolding design. Biachlg Indicated Is to prevenl buckllrKj of Individual truss web and/or chord members only. Additional temporary and pennanenl txacing WOW Is always required for stability and to ptevenf collcrnse with possible personal tr>Itay and property damage. For general guidance regarding the 6904 Parke East Blvd labticaflmstorage. delivery. erection and bracing of teases and truss systems. seeANSI/TPI I Quality Cdterla. DSB-E9 and BCS1 Building Component Tampa. FL 33610 SafetyInformationavailablefromTrussMateInstitute. 218 N. Lee Streol, Suite 312. MexandrIct. VA 22314. Job Truss Truss Type oty ply T12380876 WP0120 HJ7 Diagonal Hp Girder 3 1 Job Reference (optional) Uullders hrrsIbource. I arrpa. VIM Uay, hldrrde 33bbb Ze i mug w — r mr i eR inausures. mc, rn — — +n + ruye I D:75SJeC08y0 W 2ltG V r5nBLly96Pw-104 usTNIKiuNeGHmchAa5 WJwBxRZf DIEwJOrtyPBtb 1-5-0 5-2.92 1 8.10.1 5-2.9 4.7.8 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 2x4 = u+ SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2014/TP12007 CSI. DEFL. in loc) I/defl Ud TC 0.34 Vert(LL) 0.04 6-7 999 240 BC 0.49 Vert(TL) 0.10 6-7 999 180 W B 0.28 Horz(f L) 0.01 5 n/a n/a Matrix-M) 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) 4=116/Mechanical, 2=481/0-4-9, 5=293/Mechanical Max Horz2=180(LC 4) Max Uplift4=-94(LC 4), 2= 267(LC 4), 5=-116(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-11=-782/303, 11-12=-753/306, 3-12=-722/312 BOT CHORD 2-15=-402l723, 15-16=-402/723, 7-16=-402l723, 7-17=-402l723, 6-17=-402/723 WEBS 3-7=0/264, 3-6=-773/430 Scale= 1,21.1 PLATES GRIP MT20 244/190 Weight: 40 lb FT = 0% Structural wood sheathing directly applied or 6.0-0 oc purlins. Rigid ceiling directly applied or 9-2-9 oc bracing. NOTES- 1) Wind: ASCE 7-10, Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpl=0.18; MW FRS (envelope) gable end zone; cantilever left and right exposed , end vertical left and right exposed; Lumber DOL=1.60 plate gnp DOL=1.60 2) This truss has been designed for a 10.0 psi 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=267 5=116. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 14 lb down and 14 lb up at 1-4-15, 14 lb down and 14 lb up at 1-4-15, 27 lb down and 54 lb up at 4-2-15, 27 lb down and 54 lb up at 4-2-15, and 44 lb down and 103 lb up at 7-0-14, and 44 lb down and 103 lb up at 7-0-14 on top chord, and 8 lb down and 1 lb up at 1-4-15, 8 lb down and 1 lb up at 1.4-15, 9 lb down and 0lb up at 4-2-15, 9lb down and 0 lb up at 4-2-15, and 24 lb down at 7-0-14, and 24 lb down at 7-0-14 on bottom chord. The desigrVselection of such connection devlce(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4= 54, 5-8=-20 Concentrated Loads (lb) Vert: 13= 48(F— 24, B=-24) 15=3(F=1, 13=1) 16=-12(F=-6, B=-6) 17=-34(F=-17. B=-17) WARNING - Vedly daslpn paramerors and READ NOTES ON THIS AND INCLUDED MfTEK REFERANCE PAGE MI14173 ray. 1 dOY2015 BEFORE USE. Design valld for use only with WIek® connectors. Tits 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 appllcabllly of design parameters and properly Incorporate this design Info the overall tAbdfng design. Bracing Indicated Is to buckling of Ifxllvklual bus web aril/or chord members oNy. Additional temporary and permanent bracing MiTek' prevent Is always tequ bed for stability and to prevent colkpso wllh possible personal k*ay and rxopeny danage. Fof general guldatce regarding the 6904 Parke East Blvd. fabrication, storage, delivery, erecflon and bacing of buses and Inns systems, seeANSI/1PI I Quality Cdferta, DSB-89 and BCSI Building Component Tampa. FL 33610SafetyInformationavailablefromIrusPlateInstitute. 218 N. Lee Street, Sulte 312. Atexarxlrla, VA 22314. Job Truss Truss Type oty ply T12380877 W P0120 V3 Valley 1 1 Job Reference (optional) Builders FustSource. Tamps, Plant City, Florida 33566 2x4 i r 640 s Aug i6 ZUi r mnek mausnms. i— -i c, t+ -;v 2v, ye 1 I D:75SJeCQ8yOW 2itGVr5nBLly96Pw-W beG3pmZ W dql?orT KJC P7J3YvbOYIAm uSa3ZNKyPBta 2x4 11 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. In (loc) I/dell L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.07 Vert(LL) n/a n/a 999 TCDL 7.0 Lumber DOL 1.25 BC 0.05 Vert(TL) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 HOrz(fL) 0.00 3 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix) LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 1=82/3-0-14, 3=82/3-0-14 Max Horz 1=55(LC 9) Max Upliftl=-34(LC 10), 3=-45(LC 10) 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: 9 lb FT = 0°b Structural wood sheathing directly applied or 3-1-8 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vuit=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=15111; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Interior(1) zone; cantilever left and right exposed ; end vertical left and right exposed,C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6.0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Q WARNING- Verffy design parameters end READ NOTES ON THIS AND INCLUDED MIrEK REFERANCE PAGE M11.7473 rov. 10)03RO1S BEFORE USE Design valld for use only with MllokD connectors. Thh design Is based only upon pmamoters shown. and Is let an Individual building component. not a truss system. Before use. the Wlc lrtp designer must verity the applicability of design parameters and property hicorpoiate this design Into the overall b uildIng design Bracing Indicated Is to prevent buckling of Indlvlduaf truss web and/or chord members only. Additional ternpouay, and permanent txacirlg WOW Is always required for stability and to prevent collarAo with possible personal tr1Aay and properly damage. For general gukknce iegard9ng the fa[ricatbn. storage, delivery. orecllon and bracing of misses and truss systems, seeANSI/TPI I Quality Cdterlo, DSB-89 and BCS1 Building Component 6904 Parke East Blvd Safety Information available from Inns Plate Institute. 218 N. Lee Street. Sulte 312, Nexancift VA 22314. Tanga, FL 3361 D Job Truss Truss Type ry T12380878 W P0120 VS Valley 1 1 Job Reference (optional) Builders FuslSource, Tempo, Plant City. Florida 33566 2X4 i 76.0 a Aug i620i7 MIr Ok i.du.ulaa, i.G -i 2ii4AG 4v cv r yvI I D:75SJeCO8y0 W 2itGV r5nBLly96Pw-W beG3pm ZW dql?orT KJCP7J3VbbL?IAmuSa3ZNKyPBta 2X4 11 2X4 II LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud TCLL 20.0 Plate Grip DOL 1 25 TC 0.28 Vert(LL) n/a n/a 999 TCDL 7.0 Lumber DOL 1.25 BC 0.22 Vert(TL) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 1=156/5-0-14, 3=156/5-0-14 Max Horz 1=103(LC 7) Max Upliftl=-66(LC 10), 3=-86(LC 10) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale = 1:14.5 PLATES GRIP MT20 244/190 Weight: 17 lb FT = 0% Structural wood sheathing directly applied or 5-1-8 oc pudins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; VUII=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18, MW FRS (envelope) gable end zone and C-C Interior(1) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3. 6)'Semi-rigid pitchbreaks Including heels' Member end fixity model was used in the analysis and design of this truss. Q WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MMEK REFERANCE PAGE MF7473 rev. I&MMIS BEFORE USE. Design valid for use only wIm Mllek® connectors. this design Is Lased only upon parameters shown. and Is for an IndhAdual bwlldIng component, not a truss system. Before use, the building designer must verity the applicability of design parameters and property Incaporato this design Into the overall tuAaing design. Bracing Indicated Is to prevent buckling of IndNklual truss web aril/of chord members only. Additional temporary and permanent bracing M iTek' Is always recµlred for stability and to rueveni collapse with possible personal trlpey aril property damage. ror general guidance regarding Ihee fablcatton, storage, delivery, erection and bunting of trusses and truss systems seoANSI/TPII Quality Criteria, DSB-B9 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from truss Rate Institute. 218 N. Lee Street. Suite 312 Nezan dria, VA 22314. Tempo. FL 33610 a' 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. 0 /l d' For 4 x 2 orientation, locate plates 0-'dd' 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. Numbering System 6-4-8 dimensions shown in ft-in-sixteenths Drawings not to scale) I 2 3 TOP CHORDS 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 ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. 2012 MiTek® All Rights Reserved MII MiTek' MiTek Engineering Reference Sheet: MII-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 porties. 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 otherwse 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. Comber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to comber 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, bock, words and pictures) before use. Reviewing pictures alone is not sufficient. 20. Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria. Products PlotID Length Product Plies Net Ot_ FJ1 47-00-00 16" BCI 6000s-1 8 1 6 FJ2 25-00-00 16- BCI 6000s-1.8 1 6 FJ3 22-00-00 16" BCI 6000s-18 1 8 FJ4 21-00-00 16" BCI 6000s-1.8 2 2 FJ5 20-00-00 16" BCI 6000s-1.8 1 3 FJ6 18-00-00 16" BCI 6000s-1.8 1 2 FJ7 7-00-00 16" BCI 5000s-1.8 1 1 FJ8 4-00-00 16- BCI 5000s-1.8 1 1 BM 1 21-00-00 1-3/4- x 16- UERSA-LAM 2 0 3100 3SP 3 Rm 1 16-00-00 1 1 /8- x 16" TJ Rim Board 1 3 m m Ln 28-0-0 Rml in Ln In tL t1 w w tL t1 L tL U. L, tL tL L, m ao i i m m m m m m Ln I m M ti i I L, lL lL L, lL lL L lL li m m W W i u 141 W Iw IZ Ll W ZW I i I II H II II Jill II II II II I c 20-8-0 7-4-0 28-0-0 6 6 r 6 6 M1 A -A -A RECORD COPY 6EARW6 HEIGHT 56HEOULE 0 0 0 NOTES: L) REFER TO HID 91 (RECOMMENDATIONS FOR HANDLUN6 INSTALLATION AND TEMPORARY DRACW6 ) Lp)NG REFER TO EN61NEERED DRAWIN65 FOR PERMANENT BRACING REQUIREDi 2.) ALL TRUSSE5 (INLLUDIN6 TRUSSES UNDER SANF ORD VALLEY FRAMM MUST DE COMPLETELY ALTEREDOR REFE TO DETAIL V105 FOR NIATEDRAGIN6REQUIREMENT5FPgR 3) ALL VALLEYS ARE TO DE CONVENTIONALLY FRAMED DY BUILDER 4 ) ALL TRUSSES ARE DESIGNED FOR 7 mr. MAXIMUM SPACIN6, UNLESS OTHERWISE NOTED. 5) ALL WALLS SHOWN ON PLACEMENT PLAN ARE CON5IDERED TO OE LOAD DEARM UNLESS OTHERWISE NOTED. 6) SY42 TRU55E5 MUST DE INSTALLED WITH THE TOP DEIN6 LIP. 7.) ALL ROOF TRU55 HAN6E95 TO DE SIMPSON HTU26 UN.E55 OTHERWISE NOTED. ALL FLOOR TRUSS HAN6ER5 TO DE SIMPSON THA422 UNLESS OTHERWI5E NOTED. B) OEAMMEADERILINTEL (1DR) TO DE FURNISHED DY BUILDER SHOP DRAWING APPROVAL TM LAYOUT S THE 50.E %WE FOR FADRILATION OF TRUSSES AND V005 ALL PREVIOU5 AtCIOTECTURAL OR ME TRUSS LAYOUTS REVIEW AND A77ROIAL OF THIS LAYOUT MUST DE RECEIVED BEFORE ANY TRII15E5 WILL DE DUCT VERIFY ALL CONDITIONS TO INSURE A6AIN5T (VMS THAT NRL RE51.LT IN EXTRA (MMES TO YOU ry- w D6cU Om V; i I 4Builders FirstSource Orlando PHONE: 407-851-2100 FAX: 407-851-7111 Plant Gity PHONE: 8I3-759-5951 FAX: 813-752-1532 L ER Ashton Woods ND[ I 2260 Magellan S Lot xx 10- 13-17 1 Josh L,DIS'kC- %n RECORD COPY City of Sanford Building and Fire Prevention Product Approval Specification Form n,,\\_UING641Permit ##3 Project Location Address 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.floridabuildincl.org. The following information must be available on the jobsite for inspections: 1. This entire product approval form 2. A copy of the manufacturer's installation details and requirements for each product. Category / Subcategory Manufacturer Product Description Florida Approval # include decimal 1. Exterior Doors Swinging Therma Tru Fiber Classic FL15000-R2 Sliding MI Windows & Doors 420 FL15332-R2 Sectional Wayne Dalton 5120/6100/9100 #0230 FL9174.3-RII Roll U Automatic Other 2. Windows Single Hung Silverline Bldg Prod. Corp. Series 2900/4900 Single Hung FL19715-R2 Horizontal Slider Casement Double Hun Fixed Awning Pass Through Projected Mullions Wind Breaker Dual Action Other June 2014 1 Category / Subcategory Manufacturer Product Descri tion Florida Approval # include decimal 5. Shutters Accordion Bahama Colonial Roll u Equipment Other 6. Skylights Skylights Other 7. Structural Components Wood Connectors / Anchors Truss Plates Engineered Lumber Railing Coolers/Freezers Concrete Admixtures Precast Lintels Cast -Crete USA Inc High Strength Concrete Lintels FL158-R8 Insulation Forms Plastics Deck / Roof Wall Prefab Sheds Other B. New Exterior Envelope Products Applicant's Signature Applicant's Name ry-, G-,-\q-Q, Please Print) June 2014 Florida Building Code Online Page 1 of 3 Y_' 'l C"i v,4 •:-'•M%': r5od'6Gro;rriaikp't B usdness&Professon l,Re I:1• •.]; ., K:xi f:`?a^ ;';. ::it_.F:C:. fir,:',•, •.l `-::{; -'u. -•tic i_,"}`•.: y'1,:J-':: ulat"ron°:-: T i , r,=..c.''--'_r }` , ry rs. 1 cliff ,;,1,. -_. ;ny,-. ?'.rlL jF-°-,•::4- -;r;i.,ll.l u ii.:S:..:9.-. •;l-l'r,ri.'- f.9:a:r,r il-;: N:i:,:::.::..: r,:;:`n—(G'L-.': 1-.-e__ t.?cam=:`•_::•,,c r•r •-i.cj,.',.., Donn poyc+ nnculrcaPn_; aerna+cmioff' cagtntr,00vn a G ess. x Regulation aFFILEOFjFiE:%:'^ -J;. c Application Type Affirmation Code Version StatusApplication Comments Archived Product Manufacturer MI Windows and Doors Address/Phone/Emall 6S0 West Market Street Gratz, PA 17030 717) 365-3300 Ext 2560 bsltlinger@mlwd.com Authorized Signature Brent Sltlinger bsltlingcr@mlwd.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 the Luis Roberto Lomas Evaluation Report Florida License PE-62514 Quality Assurance Entity National Accreditation and Management Institute Quality Assurance Contract Expiration Data 12/31/2015 Validated By Steven M. UAch, PE Validation Checklist - Hardeopy Received Certificate of Independence Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Sections from the Code Standard Year AAMA/WDMA/CSA 101/LS.2/A440 2005 6/11 affirm that there are no changes In the new Florida Building Code which affect my product(s) and my product(s) are In compliance with the new Florida Building Code. Documentation from approved Evaluation or Validation Entity UYes ONo ON/A https://www.floridabuildiung. orglprlpr_app_dil.aspx?param=wGEVXQwtDgtH8572gvdWl... 8/31/2015 Florida Building Code Online Product Approval Method Date Submitted Data Validated Date Pending FBC Approval Date Approved Summary of Products _ s FLIS332 RZ COC FL15332-COMP.1)0 Method 1 Option D 04/30/2015 04/30/2015 05/06/2015 Page 2 of 3 FL # Model, Number or Name Description IS332.1 SERIES 420 ALUMINUM SGD SERIES 420 ALUMINUM SGO OXO 145-3/4"x80' NOW REINFORCED Limits of Use Installatlon Instructions Approved for use In HVHZi No FL15332 R2 II 08-00500C.Ddf Approved for use outside HVHZs Yes Verifed By: Luis Roberto Lomas 62514 Impact Resistants No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other. REFER TO APPROVAL DOCUMENT FOR DESIGN FL15332 R2 AE 5108078.13df PRESSURE RATINGS Created by Independent Third Party: Yes 15332.2 SERIES 420 ALUMINUM SGD SERIES 420 ALUMINUM SGD OX, XO, XX 96"xB0" NON - REINFORCED Limits of Use Installation Instructlons Approved for use In HVHZ: No FLIS332 R2 II 08-00498C_odf Approved for uses 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 R2 AE 510805B.odf PRESSURE RATINGS Created by Independent Third Party: Yes 15332. 3 SERIES 420 ALUMINUM SGD SERIES 420 ALUMINUM SGD REINFORCED OXO REINFORCED 145-3/4"x96' Limits of Use Installation Instructions Approved for use In HVHZ: No FLIS332 R2 11 08-02248A.odf Approved for use outside HVHZ: Yes Verifed By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressures N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FL15332 RZ AE 512968A odf PRESSURE RATINGS Created by Independent Third Party: Yes 15332.4 SERIES 420 ALUMINUM SGD REINFORCED SERIES 420 ALUMINUM SGD REINFORCED OX, XO, XX 961x96" Limits of Use Installation Instructions Approved for use In HVHZ: No FL15332 R2 II 08-02249A.odf 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 others REFER TO APPROVAL DOCUMENT FOR DESIGN FL15332 R2 AE 512969A.adf PRESSURE RATINGS I Created by Independent Third Party: Yes 15332.5 SERIES 420 ALUMINUM SGD REINFORCED SERIES 420 ALUMINUM SGD REINFORCED XXX 143"X96" Limits of Use Installation instructions Approved for use In HVHZr No FL15332 R2 it 08-02250A.odf Approved for use outside HVHZs 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 FLIS332 R2 AE 512970A.odf PRESSURE RATINGS Created by Independent Third Party: Yes 15332.6 I ALUMINU420M SGEINFORCED I SERIF "420 REINFORCED ALUMINUM SGD OX, XO, XX Limits of Use Installation Instructions Approved for use In HVHZ: No FLIS332 R2 11 08-00499C.Ddf Approved for use outside HVHZs Yes Verlfled By: Lmis Roberto Lomas 62514 Impact Resistants No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports others REFER TO APPROVAL DOCUMENT FOR DESIGN FL15332 RZAE 5108068.odf PRESSURE RATINGS Created by independent Third Party: Yes 15332. 7 I SERIES 420 REINFORCED I SERIES 420 REINFORCED ALUMINUM SGD OXO 146'x96' ALUMINUM SGD https:// www.floridabuilding.org/pr/pr appjtl.aspx?param=wGEVXQwtDgtH8 572gvdWI... 8/31 /2015 Florida Building Code Online Limits of Use Installation nstrudfons Approved for use In HVHZ: No FLL5332 I R2 II 08-00501C.Ddf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 impact Resistants No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other. REFER TO APPROVAL DOCUMENT FOR DESIGN EL15334 R2 AE 510808B.Ddf PRESSURE RATINGS Created by Independent Third Party: Yes Page 3 of 3 15332.8 --[SERIFS 430/440 ALUMINUM SGD SERIES 430/440 ALUMINUM SGD XXX 143'x80" NON - REINFORCED Limits of Use Installation Instructions Approved for use in HVHZ: No FLL5332 RZ 11 08-00502C.odf Approved for use outride 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 F-L1533Z R2 AE 5108090.odf PRESSURE RATINGS I Created by Independent Third Party: Yes 15332.9 SERIES 4301440 REINFORCED SERIES 430/440 REINFORCED ALUMINUM SGD XXX ALUMINUM SGD 143"x96" Limits of Use Installation Instructions Approved for use in HVHZ: No F1_15332_ R2. 11 08-00503C,Odf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressures N/A Evaluation Reports Others REFER TO APPROVAL DOCUMENT FOR DESIGN FL15332 R2 AE 510810B.Ddf PRESSURE RATINGS Creabed by Independent Third Party: Yes Eoeir I N ,rt Cen=Us:: 1940 North Monroe S'+euL Tellahasme Fl. 32392 Mom: The State of Florida Is an AA/ff0 employer. Cemoght 2007-2013 State of Florida.:: gbpp(Stqtarn n Aar^cdbaN Statament :: Rafund Statement Under Florida law, enroll addreew are public records. It you do not want your &moll address released In rasponso to a publicrocords request, do not sand electronic mail hD this entity. Instead, contact the of kas by phone or by traditional moi. If you havo any qu "Vons, plash a contact 950.497.1395. -Punv+nt to Section 4S5.27S(1], Florida Statutes effective October 1, 2012, Dccre;= 0rwn under Chaptor 455, P.S. must ®erprovidetheDartr=% with an nall address Is Islay have me. TIw emah provided may be used for official comma kadon with the 0tancea. Hawavar ernall address" an public record. It you do riot wtsh to supply a persmal address, please provide the Dapartment wfth an arm0 address wtdch on be mado available to the pubue. To determine If you are a ikmse a under Chapter 455, P.S., please dick h=, Product Appramal Aceopls7 Cra ditSA d FE https://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgtH8572gvdWl... 8/31/2015 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 WSONRY/CONCRET< IS OPTIONAL 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 OF RECORD. 4. ALLOWABLE STRESS INCREASE OF 1/3 WAS NOT USED IN THE DES10N OF THE PRODUCT SHOWN HEREIN. WIND LOAD DURATION FACTOR Cd-1.6 WAS USED FOR WOOD ANCHOR CALCULATIONS. 5. FRAME MATERIAL: 0RRUDED ALUMINUM 6063—T5. 6. UNITS MUST BE GLAZED PER AMU E1300-04 WITH SAFETY GLASS. 7. APPROVED IMPACT PROTECTIV= SYSTEM IS REQUIRED FOR THIS PRODUCT IN WIND BORNE DEBRIS REGIONS. S. SHIM AS REQUIRED AT EACH INSTALLATION ANCHOR 'ATH LOAD BEARING SHIM. SHIM WHERE SPACE OF 1/16" 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 REOUIR= WATER INFILTRATION RESISTANCE OVERHANG RATIO - OVERHANG LENGTH/OVERHANG HEIGHT 10. FOR ANCHORING INTO WOOD FRAMING OR 2X BUCK USE #10 WOOD SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE A 1 3/8' MINIMUM EMBEDMENT INTO SUBSTRATE LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. 11. FOR ANCHORING INTO MASONR:'/CONCRETE USE 3/18' TAPCONS WITH SUFFICIENT LE— GTH 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. 12. FOR ANCHORING INTO METAL STRUCTURE USE $1O SMS OR SELF DRILLING SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE 3 THREADS MINIMUM BEYOND STRUCTURE INTERIOR WALL LOCATE ANCHORS AS S40WN 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 IESS 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. TY-E 1 (OR GREATER). D. METAL STRUCTURE: STEEL 18GA. 33KSI OR ALUMINUM 6063—TS 1/8" THICK MINIMUM 15. APPROVED CONFIGURATIONS: OX, XO, XX, XP, PX, XIP, PTX I TABLE OF CONTENTS 1 SHEET NO. DESCRIPTION 1 NOTES 2 — 3 ELEVATIONS 4 — 10 INSTALLATION DETAILS I REV I omwnor I MAM I A>-RWED 1 I A I ADDED FLANGE AND no NSTAUAwN 112/10/13 I R:. MI WINDOWS AND DOORS LLC 1001 W. CROSBY RD CARROLLTON, TX 75006 SERIES 420 SGD REINFORCED WITHOUT ADAPTER 96" x 96" NOTES V.L. I OB-02249 M NTS DATE 10/30/13 IwwI OF 10 SIGNED: IW 612013 0111 1I I/fIll/ pEN3Fq P STATE OF A; a aRRt' 96- MAX FRAME WIDTH ANCHORS TO BE EQUALLY SPACED 2) ANCHORS PER LOCATION SEE CHART 05 FOR NUMBER OF LOCATIONS REQUIRED 6• MAX 6• MAX fi• AX AME IGHT L 6• MAX 6" MAX SERIES 420 SGD REINFORCED WrrHOUT ADAPTER DESIGN PRESSURE RATING IMPACTRATING f35.OPSF "N, WII1f P4AW SILL SEE CHARTS 01 AND 02 FOR OTHER UNITS RATINGS DESIGN PRESSURE AAnNG LNPACTRAnNO 25.01-28.6PSF NONE WITH I-I/PSILL SEE CHARTS b AND Ist FOR 07WA UWTS RATINGS CHARri f WITM2-1132'SILL WHERE WATER INFD-TRATFQN RESISTAA'CE IS REQUIRED. Ddgn Pnumn chart Cast) nd eM ntf Ftseo mo 1 SLo 420 N4bM oAo 2z.00 uoo IILm PC• I NAA I Pa I Alto a• IHey u Nq1 L•D 40.0 OIA 30A 404 40A 42A 40 At40 43A 311 3i- aso 0. 4039 3. 37.1 aL04U 1 49i 314 35.0 3 0 CHART I2 W17Ha7Ar SML WHERE WATER WFATRAT ION RESISTANCE IS ACT REOLIDFED. SFF NOTE 9 SHEET I pe dan Pr•emNe ohdrt CPW Rum ffd can m1 3eLO taro m0 7200 QO 4l0 Lm Per I Noy Pos I Hen I Pm I NCO I Pm I Reg v0 6•. 61. D 42A 42A AA 632 F52 4e.0 4•A 43A 3iA S0A A.0 S7A MA 47A 40.8 37.1 u.0 41.643.1 1 43.1 1 314 ISiD DESCOI07N OA7! IIFRP'D7 ADDED FLANGE AND FIN INSTALLATION 12/10/13 RL CHART43 Wr7H I-GrSILL WHERE WA71RWFRTRAVON RESISTANCE IS REQUIRED. DesfOa prutwe Cheri (W Pm.1 W Tml Ruse %VkAh o xo 4zo 0sdAoPm 46. iaAO Hey Pm Hey os N4y C• g26Ai4Ti2SA41.7 2SA 37A 2d•0Sit 2dA 42-0 M0 S 23A2JD40325M333ZSA31.4 CHARTi4 WITH 7-I t2l Shc WHERE WATERWFILTRA770N REWgrANCE IS NOT REQUIRED. GEE NOTED SHEET I CHART 115 Dastgn Praavn ehirt (psq s Cantle Pn 00 xo 42.0 A.0 01 7sao 00 SLOO Pm N•y Pm Hey PCs Nay Pm Noy 0 47A 47.5 41.7 4-7 37.4 37A 34.4 34A Sao Sim 3 2 820 42.9 4" 3.2 572 33.2 1 9 302 301 LO 0. 1. 3 , Nsanaer d •ndrortontl•n•rF+dr•C 9>tde Faneluq 7onl PreO•VN00 Ran OA SLo t2o AA a sIA hl Al. A NLS' hma NLS Am0 NIS m It.O 1 d t 6 e 4 0 5 e e 6 e IILOno 4 6 6 e 6 e 6 e 4 1 e 1 d 1 e 6 e e AI WINDOWS AND DOORS LLC 10D1 W. CROSBY RD CARROLLTON, TX 75006 SERIES 420 SGD REINFORCED WITHOUT ADAPTER 96' x 96' ELEVATION Nall I I rL/Oil, OENs4p.9d+'' 0 4t p•• TATE OF 07NWN: Ono ND. -/F _ •' - V.L.08-02249 SCALE NTS - 10/30/13 S"EU2 OF 10 /1I11 A FF HE 96' MAX FRAME WIUTH ANCHORS TO BE EQUALLY SPACED 2) ANCHORS PER LOCATION SEE CHART f6 FOR NUMBER OF LOCATIONS ttt... REQUIRED 6' MAX I I I 6" MAX 6' AX ME GHT 6" MAX SERIES 420 SGD REINFORCED WITHOUT ADAPTER a'MRIOR VIEW DESIGN PRESSURE RATING WACT RA7 2 d435.OPSF NONE WITH Afar SILL SEE CHARTS 01 AND 02 SHEET2 FOR OTHER UNITS AATTNGS DESfGNPRESSVRERA7TNG I IMPACTRARNO 26.01-28.6PSF NQNE W H1-111'SfLL SEE CHARTS & AND f1 SHEET2 FOR OTHER WOM RA72dGS 6' VAX I tRV DtSONMN OAi[ MPROfcO A ADDED FIANCE AND FIN INSTALLATION 12/10/13 R.L. CHARTf6 LveW OF. bW lOWE0ltt/eqo/led shob Flan ee0 TOW LhtVd4th (k0 saD a•6 a a 1 41.0 t 60.0 720 0 09.0 HL? Am6 Rs• h.a Has Jom6 HL4 berg cb e s e e e e e aaD s e 6 8 e 6L0 6 e 160 e 1 6 1 6 6 e e 5 3/8' 1 2' 2 1/32' SILL ALUMINUM 6063-T5.055THICX 5 3/8' 1 1/2' 1 112' SILL ALUMINUM 6069-T3.00 THICK MI WINDOWS AND DOORS LLC 1001 W. CROSBY RD CARROLLTON, TX 75006 SERIES 420 SGD REINFORCED WITHOUT ADAPTER 96" x 96" FIN ELEVATION AN7i DID No. IR V.L. i 08-02249 5'-" NTS eA 6 10/30/13 Iwaff3 OF 10 ff VOFAA 1/2' MIN. r I¢v o ate Arntovm EDGE DISTANCE A ADDED FIANCE AND FIN INSTALIA710N 12/10/13 R.L 1 3/6, MIN, WOOD FRAMING EIABEgAfENT OR 2% BUCK i BY OTHERS 1/4' MAX. SHIM SPACE 1 3/B" MIN. 1/4' MAX. 10 WOOD EMBEDMENT r SHIM SPACESCREW0I INTFJRIDR 1/2' MIN. EDGE DISTANCE 10 WOOD SCREW WOOD FRAMING OR 2X BUCK BY OTHERS IXTERIOR II II LLJJ 1NTERIOR VERTICAL CROSS SECTION WOOD FRIMIW OR 2X BUCK INSTAUA77014 NOTES 7. INTFg/CR AND EXTERIOR FINISHES. BYOTNERS; NOT SHO14N FOR CURRY. 2. PFRLtETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED P1 ACCORDANCE WITH ASTM E27 T7 SILL TO BE SET IN A BED OF VULKEM 116 CONSTRUCTION ADHESIVE OR EQUAL EE SHEET 3 OR SILL OPTIONS MIN. ENT 10 WOOD SCREW WOOD FRAMING OR 2X BUCK BY OTHERS JAMB INSTALLATION DETAIL WDOO FRAMING OR 2X BUCK WSTAUAT70N MI WINDOWS AND DOORS LLC 1001 W. CROSBY RD CARROLLTON. TX 75006 SERIES 420 SGD REINFORCED WITHOUT ADAPTER 9B' x 96" FRAME INSTALLATION DETAILS pone arc Ma V.L 08-02249 MILE NTS I DATE 10/30/13 Im=4 OF 1D Si11 1I IC R0=0?1S A ADDED FIANCE AND FIN RASTALLATION 12/10/13 R.L 1/4" MAX. METAL SHIM SPACE STRUCTURE BY OTHERS 1 /4' MAX. SHIM SPACE 110 SMS OR SELF DRILLING 4- INTERIOR SCREW 7/8' M]N. IDCE DSTANCE 150. IXTERIORtIANITERIOR SILL TO BE SET IN A BED OF VULKEI,A 116 10 SMS OR CONSTRUCTION ADHESIVE SELF DRIWNG OR EQUAL SCREWS 10 SMS OR METAL SELF DRILLING STRUCTURE EXTERIORREWSEESHEET3BYOTHERS FOR SILL OFTIONS METAL STRUCTURE JAMB INSTALLATION DETAIL BY OTHERS METAL STRUCIUREINSTALLATTON VERTICAL CROSS SECTION METAL S7RUCTUREWS7ALLA710N LLCMfWINDOWS1001W. IR 'Lp CROS Y RDRS J\5 CARROLLTON. TX 75008 GEN,p .B+i SERIES 420 SGO REINFORCED WITHOUT ADAPTER 0 5 NOTES f.INTERIORAND EXTERIOR FWISRES,BY07HERS 96" x 96" FRAME INSTALLATION DETAILS l C bpi" AT OF NOT SHOWN FOR CLARITY. i+pS ; CORL Q: EPE747Afe-1FJ; AND J0 SF.ILWT BYOTHFFS TO BE DROM OMG Iry 08- 02249 A DESIGNEDINACCORDANCEKIMASTUElff2V.L tF NTS D"TE 10/30/13 51WS OF 10 1NA 2 1 /2- MIN. EDGE DISTANCE 1 1/4' MIN. EMBEDMENT CONCRETE/ MASONRY 1 1/4• MAX. BY OTHERS SHIM SPACE OPTIONAL 1X BUCK TO BE PROPERLY SECURED SEE NOTE 3 SHEET 1 3/16' TAPCON O(MRIOR I.L U UL1J INTERIOR SILL TO BE SET IN A BED OF VULKEM 116 CONSTRUCTION ADHESIVE OR EQUAL 3/16• TAPCON SEE SHEET 3 FOR SILL OPTIONS MASONRY/ CONCRETE BY OTHERS a 1 1/4• MIN. d•• . EMBEDMENT 2 1/2- MIN. EDGE DISTANCE VERTICAL CROSS SECT70N CLLVCRETE ,MASONRY INSTALLATION OestrPTID9 ate I Awwm ADDED FLANGE AND FIN I.YSTALATM 12/10/13 1 R.L. 1 1/4• MIN. EMBEDMENT 1 /4' M4X. 2 1/2• -a ' SHIM SPACE MIN. .! EDGE DISTANCE d 3/18- TAPCON T, CONCRETE/MASONRY BY OTHERS OPTIONAL 1X RUCK TO BE PROPERLY SECURED SEE NOTE 3 SHEET 1 INTERIOR u EXTERIOR JAMB INSTALLATION DETAIL CONCRET SNASONRY IASTAUAT rN NOTES: 1. IMEWRAND EXTERIOR KNISHES, BY OTHERS, NOT SHOWN FOR CLARITY. 2 PERIMETER AND JOIMSEALANT BYOThVI S TO BE DESIGNED IN ACCORDANCE WRH ASTAI E2112 MI WINDOWS AND DOORS LLC 1 1ilo 1001 W. CROSBY RD 51P. y%, G Ns 7 PECARROLLTON, TX 79006 0SERIES420SGDREINFORCEDWITHOUTADAPTER 96• z 96, FRAME INSTALLATION DETAILS 4-rATrk? 77OF t Fs:c[0RI i ONA111` DUM oxc ml 08690E Rev A NTS °` 10 30/13 10 WOOD FRAMING OR 2X BUCK BY OTHERS 1/2' MIN. EDGE DISTANCE 1 3/8' MIN. EMBEDMENT 1/4" MAX SHIM SPACE 10 WOOD SCREWS EXTERIOR LL11 lLll INTERIOR 0 BE SET IN OF VULKEM 116 RUCTION ADHESIVE IUAL 10 WOOD SCREW SEE SHEET 3 FOR SILL OPTIONS WOOD FRAMINC OR DC BUCK BY OTHER MIN. LENT VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCX INSTALLA7TON NOTES: I. A7EWRAND EXTERIOR FWISHES, BY OTHERS, NOT SHOWN FOR CLAR711: 2 PEMMETM AND JOA7SEALANT 6YOTNERS TO BE DESIGNED IN ACCORDANCE N77H ASTM E2112 aEvrslms oecmna+ ure I oppovo ADDED FLANGE AND FIN INSTAI.ATKIN 12/10/13 1 R.L. 1 /4" MAX. SHIM SPACE T INTERIOR 1 3/8' MIN. EDGE DISTANCE WOOD CREWS EXTERIOR j10 S WOOD FRAMING OR 2X BUCK BY OTHERS JA,4/B INSTALLATION DETAIL IVIDW FRAMNG OR 2X SUCKMSTALLAT70N MI WINDOWS AND DOORS LLC 1001 W. CROSBY RD CARROLLTON, TX 75006 SERIES 420 SGD REINFORCED WITHOUT ADAPTER 96" x 96" FLANGE INSTALLATION DETAILS DRANIt 011G No. R V.L. 08-02249 natE NTS 10m 10/30/13 117 OF 10 OENSF9IP 1°o,- WT(AYRF M,FnDtJ a>E APGROM A ADDED FIANCE AND FN NVAUATION 12/10/13 RL 1/4' MAX. METAL STRUCTURE SHIM SPACE BY OTHERS 1/4' MAX. SHIM SPACE 10 SMS OR SELF DRILLING TT -- SCREW 7/8' MIN. INTERIOR EDGE DISTANCE EXTERIOR INTERIOR a SILL TO BE SET IN A BED OF VULKEM 11910 SMS ORcONSTRUCTIONADHESNE OR EQUAL SELF DRILLING SCREWS f 10 SMS OR METAL SELF DRILUNG STRUCTURE SCREW SEE SHEET 3 BY OTHERS FOR SILL OPTIONS EXTERIOR METAL STRUCTURE BY OTHERS JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATICW VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION MI WINooWwAND LLC Rlr o/i,. ceos r00oRS S CARROLLTON. TX 75006 v,•%C,FNS 9cD SERIES 420 SGD REINFORCED WITHOUT ADAPTER 0 NOTES: i. INTERIOR AND ExTIIiIORFTNLsxES,erOnlE4 NOTSHOMFORCLARITY. x 96" ALLATION DETAILS FLANGEINSTALLATIONz DTATOF I 2PERII& FTERAND.OA?SEA LANTBYOnTRSTOBE DESIGNED INACCOROANCE WTrHASTM SH fT MOM owc r+a 08— OZ249 A VV. L F ORN. i` 1 n[I[ NTS10/30 13 B OF 10 2 1/2" MIN. EDGE DISTANCE 1 1/4" MIN. A• . EMBEDMENT CONCRETE/ MASONRY MAX. BY OTHERS HIMSHIM SPACE OPTONAL 1X BUCK 1 TO BE PROPERLY SECURED SEE NOTE 3 SHEET 1 3/16" TAPCON EXTERIOR II II LL11 ANTERIOR SILL TO BE SET IN A BED OF VULKEM 116 CONSTRUCTION ADHESIVE 3/16" TAPCON OR EQUAL SEE SHEET 3 FOR SILL OPTIONS MASONRY/ CONCRETE . BY OTHERS r a, 1 1/4" MIN. a'• EMBEDMENT 2 1/2" WIN. EDGE DISTANCE VERTICAL CROSS SECTION CONCRETE MASONRY INSTALLA770N ADDED FLANGE AND FIN INSTALLATION 12/1D/13 JILL 1 1/4" MIN. EMBEDMENT 1/4- MAX. 2 1/2• SHIM SPADE MIN. EDGE DISTANCE d 3/16" TAPCON CONCRETE/MASONRY BY OTHERS INTERIOR C r.— EXTERIOR JAMB INSTALLATION DETAIL OPTIONAL. 1X BUCK CONCRETEWASOKWWSTALLATION TO BE PROPERLY SECURED SEE NOTE 3 SHEET 1 NOTES; 1. NRB710R AND EXTERIOR RMSHES, BYOTNERB NOTSHOWNFOR CLARIT Y 2. PERwETER AND JOWT BEAUU HY CTHERS TO BE DESIGNED Al ACCORDANCE WITH ASTM Eli 12 MI WINDOWS AND DOORS LLC oI1III(///// R = 4f1001W. CROSBY RD CARROLLTON. TX 75006 AKA v,•G E N g' 0 5 a SERIES 42D SGD REINFORCED WITHOUT ADAPTER 96 x 96O FIANCE INSTALLATION DETAILS Jp ' TAT OFso Z0RIVe' china arc w- m OB-49 A N 1\\\ wue w1cNTS 10/30/13 B OF 1D WOOD FRAMING BY OTHERS 1 1/4" MIN. EMBEDMENT T--L B WOOD -/ SCREW 7/16" MIN EDGE DISTANCE f8 WOOD SCREW 7/18" MIN EDGE DISTANCE 1/4" MAX 1 SHIM SPACE JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION 1 1/4' MIN. EMBEDMEM WOOD FRAMING BY OTHERS 1/4' MAX. SHIM SPACE INTERIOR VERTICAL CROSS SECTION IVOOO FRAMING OR 2Y SUCK IMSTAU ATION FOR SILL INSTALLATION SEE SHEETS w. ADDED FLANGE AND FIN INSTALLKnON I 1Z/1D/13 JILL. 1 5/8" WIN. EDGE DIST. TRIM INTERIOR MASONRY/CONCRETE BY OTHERS HOOK STRIP - a 1 1/4" MIN. EMBEDMENT IX BUCK BY OTHERS, 1 1X BUCK TO BE PROPERLY SECURED 13 1 1111 3/16" EXTERIOR a -'-- PANEL INTERLOCK HOOK STRIP INSTALLATION MASONAY=A(CRETE METAL STRUCTURE BY OTHERS INTERIOR TRIM TRIM 1 3/8" MIN. EMBEDMENT INTERIOR HOOK STRIP HOOK STRIP 010pD S10 DRILLING SCREW a SCREW PANEL EXTERIOR PANEL INTERLOCK EXTERIOR IINTERLOCK HOOK STRIP INSTALLA77ON HOOK STRIP INSTALLATION 2X BUC KAVOOD FRAMING METAL STRUCTURE MI WINDOWS AND DOORS LLC 0 1001 W. CROSBY RD CARROLLTON. TX 75006 ter•\GENSF9,p, SERIES 420 SGD REINFORCED WITHOUT ADAPTER 11k• o NOTE 96" x 96' /, 8{5 1. INTERIORAND MUERIOR RMSHE% BYOTHERS, ^' • NOT SHOWN FORCLARIJY. NAILFIN & HOOK INSTALLATION DETAILS po TAT OF ,mow` 2PERIMETER AND JOINTSEALANT8YOTHERST09E o p,1c Na rcv --CORIOP` DESIGNED dJACCORDANCEWfMAS711 E2112 VA- OB-02249 A //S Q • • • G`\ RLwie wmr ///IOIIInl111A\ NTS 1D/ 30/73 10 OF 10 41 REAMWO 1/2' MIN. av oEsaar+non ale AMMVED EDGE DISTANCE A ADDED CHARTS 03/05/12 R.L B REVISED PER NDY TESTING 10/18/13 R.L 1 1 3/8- MIN. C ADDED FLANGE INSTALLATIONS 12/06/13 RL WOOD FRAMING EMBEDMENT OR 2X BUCK I BY OTHERS r 1 3/8' MIN. 1/4" MAX. r 1/4' EMBEDMENT SHIM SPACE MAX OSHIMINTERIOR 10 WOOD SPACE 1/2" MIN. SCREW EDGE DISTANCE EXTERIOR INTERIOR p1C WOOD SCREW SILL TO BE SET IN 10 WOOD A BED OF OSCREWCONSTRUCTION ADHESfVE OR EQUAL SEE SHEET 2 EXTERIORFORSILLOPTIONS FRAMING OR 2X BUCK WOOD FRAMING JAMB INSTALLATION DETAIL BY OTHERS OR 2X BUCK WOOD 1iiSMINGORZXBUCK INSiALLATION BY OTHERS 1 3/8' MIN. EMBEDMENT VER77CAL CROSS SECTION WOOD FRAMNG OR 2X BUCKINSTALLATTON MI WINDOWSAND LLC CROSBY DRS CARROLLTON, TX 75006 `\,`•\LElva'.'P.:.! SERIES 430/4-40 XIX SGD Z *•/J 1 #= NOTES: 143" x 96" REINFORCED j EX 1.INTERIORANDTERIORFTNISHES,BYOTHEFIS. FRAME INSTALLATION DETAILS A'', ESTATE OF • G , r, NOTSHOWNFORCLIRITY. i • ZPERIMETERANDJOINAN DESIGNED TSEALTBYOTNFFSTOBE F 08- 00503 'i pSOORI1 DGNED PI ACCORDANCE WITH AMU E2112 rl11jIA(111 MILE c9Erw- NTS 0223/09 3 OF 9 M EFAL STRUCTURE BY OTHERS 10 SMS OR SELF DRILLING SCREW METAL STRUCTURE BY OTHERS VERTICAL CROSS SECTION METAL SMCTURE INSTALLATION NOTES: 1. WTL3RORAND EXTERIOR FINISHES, BYOTHEFL% NOT SHOWN FOR CLARITY. 2 PEAIMETERANDJOWT SE4LANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITNASTM E21 T2 REVIWa REV cesc9prw OATE AOPRWO A ADOm CHARTS 0S/Ofi/1Y RL 1/4' MAX. B REVISED PER NEW TESTING 10/15/13 R.L SHIM SPACE C ADDED FLANGE INSTALLATIONS 12/06/13 R.L 1 /4' MAX. I SHIM SPACE 7/8' MIN. IS OR EDGE DISTANCE INTERIOR RIWNG T— O El a 10 SMS OR F SELF O CREWS SCREWS 0 BE SEi IN OF VULKEM 116 RUCTION ADHESIVE BY OTHERS IUAL METAL STRUCTURE SEE SHEET 2 EXTERIORFORSillOPTIONS JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION MI WINDOWS AND DOORS LLC 1001 W. CROSBY RD CARROLLTON, TX 75006 SERIES 430/440 XIX SGD 143" x 96" REINFORCED FRAME INSTALLATION DETAILS mux e m No. F.A. 08-00503 scut NTS IME 02/23/09 IsHa4 OF 9 v •(G E6 lY5B: pTATE OP 0' PFs.Jc,ORIDF UAL1 2 1 /2- MIN. EDGE DISTANCE a.• 1 1/4• MIN. EMBEDMENT 1 1 /4• MIN. EMBEDMENT CONCRETE/ MASONRY BY OTHERS 2 1/2• MIN. OPTIONAL EDGE DISTANCE IX m iO13ETOBE1/4• MAX, •. . PROPERLY SECURED SHIM SPACE d •• 3/18• TAPCON SEE NOTE 3 SHEET 1 3/16• TAPCON CONCRETE/MASOBY NRY EXTERIOR INTERIOR TO BE SET IN A BED OF VUL1(EM 118 CONSTRUCTION ADHESIVE 3/16- TAPCON OR EQUAL SEE SHEET 2WISILLFORSILLOPTIONS MASONRY/ CONCRETE BY OTHERS T 1 1 /4• MIN. EMBEDMENT VERTICAL CROSS SECTION CONCRErSj WoNRYLNSTALL.A770N 2 1/2• MIN. EDGE DISTANCE 1 /4• MAX Ir SHIM SPACE INTERIOR REV DESCRIMN WE Armovm A ADDED CHARTS D3/05/12 R.L. B REVISED PER NEW TESTING 10/15/ls RJ.. C ADDED FLANGE INSTALLATIONS 12/05/13 Rl u EXTERIOR JAMB INSTALLATION DETAIL OPTIONAL 1X BUCK OONCRETE/AL4S0NRYINSrALLATICN TO BE PROPERLY SECURED SEE NOTE 3 SHEET I NOTE 1. PVTL-TfIOR AND S(TBTIOR RNW ES, BY OTHERS NOT SHOVN FOR CLARRY. E PL77IMETER AND JOWFSE4LANT BYOTHERS TO BE MIGN D W ACCORDANCE V4M ASTM Elf 12 MI WINDOWS AND DOORS LLC 1001 W. CROSBY RD CARROLLTON, TX 79006 SERIES 430/440 XIX SGD 143" x 96' REINFORCED FRAME INSTALLATION DETAILS muwr+: rn o Na F.A. 1 08-00503 Tcqi NTS I ME-02/23/09 10M5 OF 9 Ek 11110 9 r GENE• d+ P . TE OF ORlOV; G MA ` 1 OD FRAMING OR 2X BUCK Err OTHERS 10 WOOD SCREW EXTERIOR 10 WOOD SCREW WOOD FRAMING OR 2X BUCK BY OTHERS 1/2' MIN. EDGE DISTANCE 1 3/8' MIN. EMBEDMENT' 1/4' MAX. SHIM SPACE INTERIOR VER77C.4L CROSS SECTION WOOD FRAMING OR 2X BUCKINSTAIJATION NOTES. 1. INTERIOR AND 5TTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEIIANT BY OTHERS TO BE DESIGNED IN ACCORDANCE KITH ASTM E2112 SILL TO BE SET IN A BED OF VULKEM 116 CONSTRUCTION ADHESIVE OR EQUAL SEE SHEET 2 FOR SILL OPTIONS I 1 3/8' MIN. EMBEDMENT 1 3/8' MIN. EMBEDMENT 1/2" MIN. EDGE DISTANCE 10 WOOD SCREW WOOD FRAMING OR 2X BUCK BY OTHERS 1 /4' MAX. SHIM SPACE REVOONS DESOMON ADDED CRAM RE ZED PER NEW TESTING ADDED FLANGE INSTALLATIONS JAMB INSTALLATION DETAIL WOOD FRAMING OR ZY BUCK INSTALLATION MI WINDOWS AND DOORS LLC 1001 W. CROSBY RD CARROLLTON, TX 75005 SERIES 4301"0 XIX SGD 143" x 96" REINFORCED FLANGE INSTAUIITION DETAILS DFJ^ an m. F.A.OD-00503 SME NTS D"TE 02/23/09 ISM6 OF 9 D10E APPROVED 03/0S/12 R.L 10/15/13 R.L 12/06/13 R.L. 1I11111I// 0Qi. AMBrE OF ; cum FOR10 • : Zl s OMAL0 G` METAL STRUCTURE BY OTHERS 10 SMS OR SELF DRILLING SCREW M E7AL STRUCTURE BY OTHERS EXTERIOR 1 /4' MAX. SHIM SPACE OR 7/8- MIN. LUNG EDGE DISTANCE 0 SIAS OR SELF DRILLING SCREWS 1 /4' MAX SHIM SPACE pINTERIOR REMx3 FtLV McRvnw DATE , A ADDED CK&M 03/06/12 R1, 0 RCASED PER NEW TESTM 10/15/12 RL- C ADDED FLANGE INSTALLATIONS 12/D5/13 R.L.R.L. C D BE SET IN LJ OF VUL.KEM 116 RUCTION ADHESIVE UAL METAL' STRUCTURE BY OTHERS EXTERIOR SEE SHEET 2 FOR SILL OPTIONS JAW INSTALLATION DETAIL METAL STRUCTURE INSTALLATION VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION NOTES. 1. INFERIOR AND EXTERIORFlh7SHES. BYOTHETS, NOT SHOY.N FORCLARITY. 2 PERIMETER AND JOINT SEALANT BrY OTHERS TO RE DESIONED IN ACCORDANCE NTTHAST M E2112 MI WINDOWS AND DOORS LLC 1001 W. CROSBY RD CARROLLTON, TX 75006 SERIES 430/"D XIX SGD 14.3' x 95' REINFORCED FLANGE INSTALLATION DETAILS Ca,.vw: taro Ka F.A. 08-00503 Zkz NTS lux 02/23/09 lmw7 OF 9 2 7/ DMIN. CONCRETE/ I EDGEDISTANCEMASONRY BY OTHERS I 1/ 4" MIN. y,• ' EMBEDMENT 1 1/4' MIN. e EMBEDMENT OPTIONAL 2 1/2" MIN, v ' IX BUCK EDGE DISTANCE TO BE PROPERLY 1/4' MAX. SECURED SHIM SPACE E NOTE 3 a: 3/ 16' TAPCON SHEET 1 3/ 16' TAPCON CONCRETE/ MASONRY EXTERIOR INTERIOR BY OTHERS 3/ 16' TAPCON SILL TO BE SET IN A BED OF VULKEM 116 CONSTRUCTION ADHESIVE 1 / 4' MAX. SHIM SPACE RLVISM3 av ofsamrm+ uTc Rovm A ADDED CHARTS 0.3/06/12 R.L B REVISED PER NEW TESTING TO/15/13 R.L C ADDED FLANGE WSTALIATIONS 12/06/13 RJ.. UAL OPTIONAL 1X BUCK JAMB INSTALLATION DETAfL TO BE PROPERLY CONCRETEAMALSONRy MSTALLA77ON 0tipv---7 E SSHEET2 SECURED SEE NOTE 3 SHEET 1 FOR SILLOPTIONSMASONRY/ CONCRETE BY OTHERS• 1 1/ 4' MIN. AIOT E5: 1. INTERIOR AND EXTERIOR RNISHES•By OTHERS, EMBEDMENT NOT SHOWN FOR OLARRY. T • . ,:, ; 2 PERIMETER AND JOLVrSEALANTBYOTHERS TO BE d, • . DESIGNED W ACCORDANC= WITH ASTM Elf f 2 VERTICAL CROSS SECTION 2 1/2" MIN. CONCRETFANASONRYWSTALLATION EDGE DISTANCE CAI WINDOWS AND DOORS LLC 1001 W. CROSBY RD CARROLLTON, TX 75006 SERIES 430/ 440 XIX SGD 143" x 95" REINFORCED FLANGE INSTALLATION DETAILS oRaat vRs Ra F.A. 08-00503 5c"r NTS Iml 02/23/098 OF 9 1 5/8' MIN. EDGE GIST. a TRIM 1 1/4' MIN. INTERIOR EMBEDMENT MASONRY/CONCRETE BY OTHERS 1X BUCK BY OTHERS, HOOK STRIP 1X BUCK TO BE. PROPERLY SECURED EXTERIOR ` J PANEL BLOCK HOOK STRIP INSTALLA7701V 1AASON9YVCONCRETE INTERIOR TRIM 1 3/8' MIN. EMBEDMENT HOOK STRIP 10 WOOD SCREW EXTERIOR PANEL INTERLOCK HOOK STRIP INSTALLATION 2X'8UCK4VOOD FRAMING aoaePnoN nac wrHcvm ADDED CHARTS Os/06/12 R.L. IRVLSED PER NEW TESTING 10/15/13 R.L ADD D) FLANGE IMAL1AT10NS 17,/06/13 F.L. METAL STRUCTURE BY OTHERS TRIM INTERIOR HOOK STRIP 10 SELF DRILLING SCREW PANEL EXTERIOR INTERLOCK HOOK STRIP INSTALLATION NETAL STRUCTURE NOTES: I. RNTE7WR AND EXTERIOR FINISHES BYOTHEAS. NOT SHOWN FOR CLARITY. E PERIMETERAND JO01T SEALANT BY OTHERS TO HE DESIGNED INACCDRDANCE WITHASTM E2112 MI WlNaowS AND LLC IFL. LIO 4''GW. cROSaYOORS CARROLLTON, TX 75006 V`S G 08F s+ 0SERIES430/440 XIX SOD 143' x 96' REINFORCED HOOK INSTALLATION DETAILS DO: AT OFpkvovaxa. 08-00503 FSy:/ORI d`Z'` NALl1 aAtc 1MQ NTS 02/23/09 9. OF 9 4/28/2017 Florida Building Code Online JI-1T!`.i1:p,'.-U tiY:: •' ., .. _ - .. -.I%7 M.w.aw ', - III IlL.._., + BCIS Home Loy In User Registration Hot Topics Submit Surcharge 1 Stats a Facts Publications FBC Staff BCIS Site Map Links Search 1 Product ApprovalrOUSER: Public User Product Approval Menu > Product or Anollcatlon Search > Application Litt > Application Detail f Cx I FL 7k i :,• Application Type Code Version Application Status Comments Archived Product Manufacturer Address/Phone/Email' F'•' ' '.; ; _ ., Authorized Signature I. i' Technical Representative h'. Address/Phone/Email fI Quality Assurance Representative r"' I Address/Phone/Emall Category Subcategory Ar Compliance Method i Florida Engineer or Architect Name who developed the Evaluation Report g••;.'' Florida License fr Quality Assurance Entity f Quality Assurance Contract Expiration Date Validated By Certificate of Independence Referenced Standard and Year (of Standard) FL5444-R10 Revision 2014 Approved CertainTeed Corporatlon-Roofing 18 Moores Road Malvern, PA 19355 610) 651-5847 mark.d.harner@saint-gobaln.com Mark Harrier mark.d.harner@saint-gobain.com Mark D. Harner 18 Moores Road Malvern, PA 19355 610) 651-5847 Mark. D.Harner@saint-gobaln.com Roofing Asphalt Shingles Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer i Evaluation Report - Hardcopy Received Robert Nieminen PE-59166 UL LLC 03/09/2020 John W. Knezevich, PE I Validation Checklist - Hardcopy Received FL5444 R10 COI 2016 01 COI Nleminen.pdf Standard ASTM D3161, Class F ASTM D3462 ASTM D7158, Class H Equivalence of Product Standards Certified By Sections from the Code httpsJ/www.foridabuilding.org/pr/pr app_00.aspx?param=wGEVXQwtDgtahlg07CSsoycOrl28CcpCJinUeXw7ibKvlUzOW4hL8wp/o3dp/`3d Year 2009 2009 2008 4/28/2017 Florida Building Code Online Product Approval Method Method 1 Option D Date Submitted 12/08/2016 Date Validated 12/14/2016 Date Pending FBC Approval 12/15/2016 Date Approved 02/07/2017 Summary of Products 7, FL Model; Number or Name' Description 5444.1 CertainTeed Asphalt Roofing 3-tab, 4-tab, strip (no -cut-outs), laminated and architectural Shingles asphalt roof shingles Limits of Use Installation Instructions Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: N/A FL5444 R10 11 2016 12 FINAL ER CERTAINTEED Acnhalt Shingle FL5444-R10.Odf Verified By: Robert Nleminen, PE PE-59166 Design Pressure: N/A Other: Refer to ER Section 5 for Limits of Use Created by Independent Third Party: Yes Evaluation Reports FL5444 R10 AE 2016 12 FINAL ER CERTAINTEED Asphalt Shingle FL5444-R10.Ddf Created by Independent Third Party: Yes fit( t1e Contact Us :: 2601 Blair Stone Road, Tallahassee FL 32399 Phone: 850-487-1824 The State of Florida Is an AA/EED employer. Copyright 2007-2013 State of Florida.:: Privacy Statement :: Accesslbill:v Statement :: Refund Statement Under Florida law, email addresses are public records. If you do not want your e-mail address released In response to a public -records request, do not send electronic mall to this entity. Instead, contact the office by phone or by traditional mail. If you have any questions, please contact 850.487.1395. -Pursuant to Section 455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 45S, F.S. must provide the Department with an email address if they have one. The emalls provided may be used for official commuNatlon 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 cllck here . Product Approva l Accepts: gg_- Credit Card Safe https:!/www.floridabuilding.orglpr/pr app dU.aspx?param=wGEVXOwtDgtahlgO7CSsoycOrl28CcpCJinUeXw7ibKvlUzOW4hL8w%3d%3d 212 EXTERIOR RESEARCH & DESIGN, LLC. Cer0ficate of Authorization #9503 353 CHRISTIAN STREET, UNIT#13 TRINITY ERD OXFORD, CT 06478 PHONE: (203) 262-9245 FAX: (203) 262-9243 EVALUATION REPORT CertainTeed Corporation Evaluation Report 3532.09.05-1111 20 Moores Road FL5444-R30 Malvern, PA 19355 Date of Issuance: 09/22/2005 Revision 11: 12/08/2016 SCOPE: This Evaluation Report is issued under Rule 61G20-3 and the applicable rules and regulations governing the use of construction materials in the State of Florida. The documentation submitted has been reviewed by Robert Nleminen, P.E. for use of the product under the Florida Building Code and Florida Building Code, Residential Volume. The products described herein have been evaluated for compliance with the 5th Edition (2014) Florida Building Code sections noted herein. DESCRIPTION: CertainTeed Asphalt Roofing Shingles. LABELING: Labeling shall be In accordance with the requirements of the Accredited Quality Assurance Agency noted herein and FBC 1507.2.7.1 / R905.2,6.1 CONTINUED COMPLIANCE: This Evaluation Report is valid until such time as the named product(s) changes, the referenced Quality Assurance documentation changes, or provisions of the Code that relate to the product change. Acceptance of this Evaluation Report by the named client constitutes agreement to notify Robert Nleminen, P.E. if the product changes or the referenced Quality Assurance documentation changes. Trinity IERD requires a complete review of this Evaluation Report relative to updated Code requirements with each Code Cycle. ADVERTISEMENT: The Evaluation Report number preceded by the words "TrinitylERD Evaluated" may be displayed in advertising literature. If any portion of the Evaluation Report is displayed, then it shall be done In its entirety. INSPEcnON: Upon request, a copy of this entire Evaluation Report shall be provided to the user by the manufacturer or Its distributors and shall be available for inspection at the job site at the request of the Building Official. This Evaluation Report consists of pages 1 through 12. Prepared by: Robert J.M. Nleminen, P.E. Florida Registration No. S9166, Florida DC4ANE1983 P4:...0..... .. H C:n—S4SO4 • The facsimile seal appearing was authored by Robes Nieminen, R,C•gtC•j: ,' t P.E. on 12/08/2016. This does not serve as an electronically slined N1 's ;f6*%, 5xi''lJisssirt"'sss, document. 5lyned, sealed hardcoples have been transmitted to the Product Approval Admfnlstratcr and to the named client CERTIFICATION OF INDEPENDENCE: 1. TrinitylERD does not have, nor does it intend to acquire or will it acquire, a financial interest in any company manufacturing or distributing products it evaluates. 2. Trinityl ERD is not owned, operated or controlled by any company manufacturing or distributing products It evaluates. 3. Robert Nieminen, P.E. does not have nor will acquire, a financial interest in any company manufacturing or distributing products for which the evaluation reports are being Issued. 4. Robert Nleminen, P.E. does not have, nor will acquire, a financial interest In any other entity involved in the approval process of the product. S. This is a building code evaluation. Neither Trinity IERD nor Robert Nleminen, P.E. are, In any way, the Designer of Record for any project on which this Evaluation Report, or previous versions thereof, Is/was used for permitting or design guidance unless retained specifically for that purpose. ti. TRINITY I ERD ROOFING SYSTEMS EVALUATION: 1. SCOPE: Product Category: Roofing Sub -Category: Asphalt Shingles Compliance Statement: CertainTeed Asphalt Roofing Shingles, as produced by CertainTeed Corporation, have demonstrated compliance with the following sections of the Sth Edition (2014) Florida Building Code and Sth Edition 2014) Florida Building Code, Residential Volume through testing in accordance with the following Standards. Compliance is subject to the Installation Requirements and Limitations / Conditions of Use set forth herein. 2. STANDARDS: Section Pro a Standard Year 1507.2.5, R905.2.4 Physical Properties ASTM D3462 2009 1507.2.7.1, R905.2.6.1 Wind Resistance ASTM D3161, Class F 2009 1507.2.7.1, R905.2.6.1 Wind Resistance ASTM D7158, Class H 2O08 3. REFERENCES: Enti Examination Reference Date UL (TST 1740) ASTM D3161 94NK9632 05/15/1998 UL (TST 1740) ASTM D3161 99NK26506 11/23/1999 UL (TST 1740) ASTM D3161 03CA12702 05/27/2003 UL (TST 1740) ASTM D3161 03CA12702 06/16/2003 UL (TST 1740) ASTM D3161 03NK29847 10/03/2003 UL (TST 1740) ASTM D3161 04CA11329 05/24/2004 UL (TST 1740) ASTM D3161 04CA32986 12/03/2004 UL (TST 1740) ASTM D3161 05NK07049 04/1S/2005 UL (TST 1740) ASTM 03161 05NK16778 05/12/2005 UL (TST 1740) ASTM D3161 OSCA16778 05/12/2005 UL (TST 1740) ASTM D3161 05NK14836 05/22/2005 UL (TST 1740) ASTM D3161 05NK22800 06/22/2005 UL (TST 1740) ASTM D3462 R684 09/21/2005 UL (TST 1740) ASTM D7158 OSNK08037 06/28/2006 UL (TST 1740) ASTM D3161 & D3462 09CA28873 07/23/2009 UL (TST 1740) ASTM D3462 10CA41303 10/07/2010 UL (TST 1740) ASTM D3161 10CA41303 10/08/2010 UL (TST 1740) ASTM D7158 IOCA41303 10/27/2010 UL (TST 1740) ASTM D3161 & D3462 IOCA44960 11/11/2010 ULLLC (TST 9628) ASTM D3161, D3462 & D7158 13CA32897 11/21/2013 UL LLC (TST 9628) ASTM D3161, D3462 TFWZ.R684 04/22/2014 ULLLC ( TST 9628) ASTM D7158 TGAH.R684 04/22/2014 ULLLC (TST 9628) ASTM D3161 & D3462 4786334434 09/16/2014 ULLLC (TST 9628) ASTM D3161 & D3462 4786570826 02/12/2015 UL LLC (TST 9628) ASTM D3161, D3462 & D7158 4786570717 12/16/2015 ULLLC (TST 9628) ASTM D3161 & D3462 4787195678 02/09/2016 UL LLC (TST 9628) ASTM D3161, D3462 & D7158 4787380356 10/26/2016 ULLLC (TST 9628) ASTM D3462 4787380357 10/13/2016 ULLLC (TST 9628) ASTM D7158 4787380357 11/08/2016 ULLLC (TST 9628) ASTM D3161 4787380357 11/ 09/2016 UL LLC (QUA 9625) Quality Control Service Confirmation Exp. 07/03/2017 Exterior Research and Design, I.I.C. Evaluation Report 3532.09.05-Rll Cert/Jhate of Autharleatlon R9503 FBC NON-HVHZ EVALUATION FL5444-R10 Revision 11: 12/08/2016 Page 2 of 12 J JTRINITY'ERD 4. PRODUCT DESCRIPTION: 4.1 CT201", XT'" 25, XT'" 30 and XTr" 30 IR are fiberglass reinforced, 3-tab asphalt roof shingles. 4.2 Arcadia'", Belmont'", Carriage House Shangle'9, Grand Manor Shangle®, Landmark'", landmark'" IR, Landmark"Pro, Landmark'" Premium, Landmark" TL, Landmark' Solaris and Landmark'"" Solaris IR are fiberglass reinforced, laminated asphalt roof shingles. 4.3 NorthGate TM Is a fiberglass reinforced, laminated, SBS modified bitumen roof shingle. 4.4 Presidential Shake'", Presidential Shaker" IR, Presidential Shake TL'" and Presidential Solaris' are fiberglass reinforced, architectural asphalt roof shingles. 4.5 Hatteras", Highland Slate" and Highland Slate' IR are fiberglass reinforced, 4-tab asphalt roof shingles. 4.6 Patriot'" is a fiberglass reinforced asphalt roof strip -shingle (with no cut-outs) providing a laminated appearance through an intermittent shadow line with contrasting blend drops for color definition. 4.7 Presidential Accessory, Accessory for Hatteras, Shangle Ridge'", Shadow Ridge"", Cedar CreStTM, Cedar Crest'" IR, NorthGate Ridge and NorthGate Accessory are fiberglass reinforced accessory shingles for hip and ridge installation. 4.8 Any of the above listed shingles may be produced in AR (algae resistant) versions. LIMITATIONS: 5.1 This Is a building code evaluation. Neither TrinitylERD nor Robert Nieminen, P.E. are, in any way, the Designer of Record for any project on which this Evaluation Report, or previous versions thereof, Is/was used for permitting or design guidance unless retained specifically for that purpose. 5.2 This Evaluation Report Is not for use in the HVHZ 5.3 Fire Classification Is not part of this Evaluation Report; refer to current Approved Roofing Materials Directory for fire ratings of this product. 5.4 Wind Classification: 5.4.1 All shingles noted herein are Classified in accordance with FBC Tables 1507.2.7.1 and R905.2.6.1 to ASTM D3161, Class F and/or ASTM D7158, Class H, Indicating the shingles are acceptable for us in all wind zones UP to V.,d = 150 mph (V„it = 194 mph). Refer to Section 6 for installation requirements to meet this wind rating. 5.4.2 Presidential Accessory, Accessory for Hatteras, Shangle Ridge, Shadow Ridge, Cedar Crest, NorthGate Ridge and NorthGate Accessory hip & ridge shingles have been evaluated in accordance with ASTM D3161, Class F. All except NorthGate Ridge and NorthGate Accessory require use of BASF Sonolastic NP 1 adhesive or Henkel PLm Polyurethane Roof & Flashing Sealant, applied as specified in manufacturer's application instructions, for use In wind zones up to V,,d = 150 mph (V„ It = 194 mph). 5.4.3 Classification by ASTM D7158 applies to exposure category B or C and a building height of 60 feet or less. Calculations by a qualified design professional are required for conditions outside these limitations. Contact the shingle manufacturer for data specific to each shingle. 5.4.3.1 Analysis in accordance with ASTM D7158 indicates the measured uplift resistance (RT) for the CertainTeed asphalt roofing shingles listed in Section 4.1 through 4.6 (except Presidential Salads—) exceeds the calculated uplift force (FT) at a maximum design wind speed of V.,d = 150 mph (V„I, = 194 mph) for residential buildings located In Exposure D conditions with no topographical variations (flat terrain) having a mean roof height less than or equal to 60 feet. The shingles are permissible under Code for installation in these conditions using the installation procedures detailed in this Evaluation Report and CertainTeed minimum requirements, subject to minimum codified fastening requirements established within any local jurisdiction, which shall take precedence. 5.5 All products in the roof assembly shall have quality assurance audits in accordance with the Florida Building Code and F.A.C. Rule 61G20-3. Exterior Research and Design, LLC. Evaluation Report 3532.09.05-Rif Certlffcate of Authorization #9503 FBC NON-HVHZ EVALUATION FL5444-R10 Revision 11: 12/08/2016 Page 3 of 22 TRINITY I ERD 6. INSTALLATION: 6.1 Roof deck, slope, underlayment and fasteners shall comply with FBC 1507.2 / R905.2 and the shingle manufacturer's minimum requirements. 6.1.1 Underlayment shall be acceptable to CertainTeed Corporation and shall hold current Florida Statewide Product Approval, or be Locally Approved per Rule 61G20-3, per FBC Sections 1507.2.3, 1507.2.4 or R905.2.3. 6.2 Installation of asphalt shingles shall comply with the CertainTeed Corporation current published instructions, using minimum four (4) nails per shingle in accordance with FBC 1507.2.7 or Section R905.2.6 and the minimum requirements herein. 6.2.1 Fasteners shall be in accordance with manufacturer's published requirements, but not less than FBC 1507.2.6 or R905.2.5. Staples are not permitted. 6.2.2 Where the roof slope exceeds 21 units vertical in 12 units horizontal, use the "Steep Slope" directions. 6.3 CertainTeed asphalt shingles are acceptable for use in reroof (tear -off) or recover applications, subject to the limitations set forth in FBC Section 1510 and CertainTeed published installation instructions. 6.4 CT20r!", XTT'" 25, XT—.30, XTr" 30 IR: , LOW AND STANDARD SLOPE ENGLISH 12" 12" 12" 305 mm) (305 mn)--(305 mm) 25 mm) — Sa lant 1"(25mm) 5 `/a" (145 mm) 1 5 tip PbM resod METRIC 131 a" 131h" 131/a" — V (25 nun _ Sealant 1" (25 mm) 6 Ile- T Figure 11-3: Use four nails for everyfuU'sbingla STEEP SLOPE Use four nails and six spots of asphalt roofing cement* for every full shingle ( Figrra 11-4). Asphalt roofing cement meeting ASTM D4586 Type 11 Is suggested. I Roofing Cement Apply 1"(25 rmn) spots of asphalt ioafing cement under each lab cornor. Figure 114• Use four nails and sir spats of aspbail conarl on steep stapes CAUTION, Excessive use of roofing cement can cause shingles to blister. 6. 4.1 Hip & Ridge for CT 2{0—, X" 25. )Mm 30, XT'" 30 IR: Cut Shingles 25 m jr 1MCapCap 2" ( 50 nm) --Remove,- j lITrCap 305 Min) ngleShingle Figure11. 24:.Od labs, teen hfna back to nrtrke cap sbing/as liri IS6 ditnelslan5 sboum). 5"II.. 12" (305 rn )___'O- Eases` 125 rnm) ` g 145 mt NoH oodO""l l5 12 cos Figure 11. 25: lnsla4WIon of raps along Ito Lips and rk/gm. 6.4. 1.1 For ASTM D3161, Class F performance use BASF "Sonolastice NP11"' adhesive or Henkel "PL° Polyurethane Roof & Flashing Sealant", in accordance with CertainTeed requirements. Exterior Research and Design, I.I.C. Certiflcate ofAuthorization a9503 FBC NON-HVHZ EVALUATION Evaluation Report 3532.09.05-R11 FL5444-RlO Revision It: 12/08/2016 Page 4 of 12 6.5 6.5.1 ARCADIA'-: LOW AND STANDARD SLOPE Use SLC nails for even• filll shingle Incmed as shnn•n helovv 1•(25 tmn) 1'0 imni q!I LLw J , L tmn t;ml live Flg+ure 3: Use s/x nails fir vvvrp fill sbfirl lc. TRINITY I ERD STEEP SLOPE Use SIX nails and Fouit spots of aspltait tmofing cement for every full shingle as sho,en helot. Apply :tsphalt rooting ccmalt )"(25 nIm) from e,ige of shingle. Asplr h roaring ccmeat mecting:LtiM D a586 74pe it is mKge- ted. Hip & Ridge for ArcadiaTM': Cedar Crest'". Cedar Cre5tTM IR A grur j: lvo sir nails and four syx,ls of aspball tvjh q cement on sle,h slopes. Use two (2), minimum 1%-inch long fasteners per shingle. For the starter shingle, place fastener 1-Inch from each side edge and about 2-inch up from the starter shingle's exposed butt edge, ensuring minimum inch embedment into the deck, or full penetration through the deck. For each full Cedar Crest shingle, place fasteners 8-5/8-inch up from Its exposed butt edge and 1-inch from each side edge. For ASTM D3161, Class F performance use BASF "Sonolastic° NP3"' adhesive or Henkel "PLO Polyurethane Roof & Flashing Sealant", in accordance with CertainTeed requirements, to hand -seal Cedar Crest shingles. Apply NP 1 or PL adhesive from the middle of the shingle's raised overlay on the top piece and extending approximately 4-inch along the sides of the headlap along a line % to 1-inch from each side of the shingle's headlap. Immediately align and apply the overlying shingle, gently pressing tab sides into the adhesive, and Install nails. To secure the other side, apply a 1-inch diameter spot of NP 1 or PL adhesive between the shingle layers. Exterior Research and Design, LLC. Cerdfleate of Authorhation 09503 FBC NON-HVHZ EVALUATION Hand-se/al ing\adhesive 4° 1/4" +- 3/4" — I r— 1 ° Dab of asphalt cement between shingle layers 1 Evaluation Report 3532.09.0S-R11 FL5444-R10 Revision 11: 12/08/2016 Page 5 of 12 6.6 I BELMONT.': Low and Standard Slope 2:12 to 21:12): Use FIVE nails for every full Belmont shingle, located as shown below. sra' 1 12'155mm). rxIma 1'125n n) o Addakml mils if rWaed 10.1=1191 TRINITY ERD Steep Slope (greater than 21:12): Use SEVEN nails and EIGHT spots of asphalt roofing cement— for every full Belmont shingle. Apply asphalt roofing cement 1" (25mm) from edge of shingle. See below. Asphalt roofing cement meeting AS-Mi D4586 Type II is suggested. e ss' 112' (se mm) r720,sa) c1 ka srs' ne rtm1 a sla' 22o mud f' 1' (25rmn) .•,.— RooIhg Caumrd •.—•—_....._ 6.6.1 Hip & Ridge for Belmont`"': 6.6.1.1 Option 1: Refer to instructions herein for Cedar Crest", Cedar CrestT" IR hip and ridge shingles. 6.6.1.2 Option 2: ShangleO Ridge Figure 17-18.' S'bangle° Ridge. 18, Exposure Remove tape from'the right side and fasten SECOND Fasten the f left side f35/e. RIGHT FIRST LEFT rigure 17-19: Installation of.Sbang1a@ Rldge sbingles on blps and ridges. 6.6.1.3 For ASTM D3161, Class F performance use BASF "Sonolastic° NP17` adhesive or Henkel "PLO Polyurethane Roof & Flashing Sealant", In accordance with CertalnTeed requirements. Exterior Research and Design, I.I.C. Evaluation Report 3532.09.0S-R11 Certi lcote of Authorltaelon #9503 FBC NON-HVHZ EVALUATION FLS444-R10 Revision 11: 12/08/2016 Page 6 of 12 s TRINITY I ERD 6.7 CARRIAGE HOUSE SHANGLE® AND GRAND MANOR SHANGLE". LOW AND STEEP SLOPE STANDARD SLOPE Use five nails for every full Strangle. L H'—R+mm) YI (25 mm) I— 16mm) (220 min) 1•7gure 17-1: f!sr jire mails jar emij, jirll Grand Alanar Shangle, G'urrGrgc!lnlrsc,1'buugle, or Cenlennla!SGrhs Ilse seven nails and three spots of asphalt roofing cement for every fill frond 11anor Shangle. Ilse fire naiLs and Ihree spots of asphalt roofing ccntem for every fill Carriage 11kltlsc Stangle and Ccruenn(al Slate. Apply aslAah roofing cemenl 1" (25 mn) from e(Igc of shingle P/gratr 17.5). Asphalt nmfing cement meeting A.RM D-1.5861 1)e I I Is suggested. 11NO01010 0;10, mqm ismmi 10" 41 U Ono m 25mm)T r----=RoollnpCamed-1 — L FVrire. 17-5: Writ rrrslydling Gnind 3lmrorSGangles on sfeep.dopet. han wren nails and lbrre spars 6•%bsphidl mujing murn1. 6.7.1 Hip & Ridge for Carriage House Shangle° and Grand Manor Shangle: Refer to instructions herein for Shanglem Ridge hip and ridge shingles 6.8 LAN DMARK"A, LANDMARK*'"'IRr LAN DM ARK'"". PROS LANDMARK'"' -PREMIUM, LANDMARKI.m TL, LANDMARK''" tSOLARIs, LANDMARK'"' SOLARIS IR, NORTHGATE: LOW AND STANDARD SLOPE METRIC DIMENSIONS IT. 143/4" 12" j-(305 mm 315 mm)-- —(305 mm)- 1'* (Z Relc eTape 1"(25mm)—I Nailable Area LANDMARKII NorthGate: 131h" 13" 131/2" 343 mrn)— (330 mm)—--(343 mm)--1 I- 1" (25 mm) 1" (25 mm)--I 1Ygury l.i•4: N.m junr halls jar r7rrT frill sGinglr. WIDE tuery0 12` 14Y4' "r A9EA •+— ( 305 real (375 mm) (305 mm) +1 Na IrtQ ltrr is r— r (25 mm) yr nr l Ins r ( 25 air Nalttlg smas for low and standard slopes (Imm 2:12 to 21:12) Nal betaesn upper A Isar: Ines as a`unyn abm.". Exterior Research and Design, LLG Evaluation Report 3532.09.05-Rll Certl lcote of Authorizat/on p9503 FBC NON-HVH2 EVALUATION FL5444-R10 Revision 11: 12/08/2016 Page 7 of 12 STEEP'SLOPE Use six nalls and four spots of asphall roofing cement for every full laminated shingle. See below. Asplial( roofing cement should meet ASTNI D4586 1}1u: II. ,%pply 1' spots of asphalt roofing cement uncle each corner and al about 12' to 13" In from each edge. METRIC DIMENSIONS 12"—-14'/a"-- 12"— 305 mm) 375 mm) 305 mm) S. UZ4 1"(25 mm) 1 L• 1 ;I r1 :.. 1: t'r:•n. `an^:: 1"(25 mm)--JReleaseTape Nail Areal_ I For Steep 25mm) ---- C fRINITY I ERD LANDMARK TL 131/ 2" 13" 131h" 343 mm) (330 mm) (343 mm) 1 "( 25 mm} « I I 25mm)---- ( 25mm) Raofina Cament Figure 13-S: Use six nails andfour spots of asphalt roofing cement on steep slopes 25 nun; ng Cement I NorthGate: STEEP 12' 14-3/4' 12' SLOPE 1- (305 mm) — (375 mmj- -- 305 mm}— NAILING Nat7in imils AREAl -1"( 25 mm) belwee1 wer 1'(25 mm)— ne Ines, Nailing areas for steep slopes (greater than 21:12) and " Storm-Naliing° Nail between lower 2 nail Ones as shown above. 6. 8.1 Hip & Ridge for LandmarkTM. Landmark'" IR, Landmark" Pro, Landmark'" Premium, LandmarkTM TL. Landmark"" Solaris, Landmark'" Solarls IR, NorthGate: 6. 8.1.1 Option 1: Shadow Ridge`" or NothGate Accessory IT slier 305mm) ( 250 m) i — 05/ 1G 415/16' 15ortim) ( 150mm) (125mm) ( 125mm) No h for Notch for Centering Centering 12' 131/4- 305mm) Notches Alignmentt (2mm) Notches forAlignmentt 5 of the Previous T the Top Edge of the Previous 7 /8' 5mm)Exposure (1 ro) Capfor55R'(141mm)tzposum (196mm) English Dimension Metric Dimension Shadow Ridge'" Shadow Ridge - Exterior Research and Design, U.C. Evaluation Report 3532.09.OS-Rll Certificate ofAuthorltat/on p9SO3 FBC NON•HVHZ EVALUATION FL5444-R10 Revision 11: 12/08/2016 Page 8 of 12 TRINITY I ERD 9 27132' 250 mail a I:/1 G' {I25 mrn) 13 1/8" t---(333 mm)— certcti:tg fl:ieh 6 518•- .-6 5/6•- 168 mm)I 168 mm I 13 V4' 337 mm) Mon those / I Contering nntdtes to top T 13 1/1, Notch ethic of (194 mm) (337 mm It1 IN 'outso )` Align Iheso 7 notches top (194 mm) ofedgeo1 revlous course. NorthGate Ridge NorthGate Accessory 12" ,I o5tnm) - I Laying Notch I I I' I posur" c Figure 13-20, Use laying notches to cenfer sbfngles on Ups and, ridges, and to locale the correct mposura 6.8.1.2 For ASTM D3161, Class F performance use BASF "Sonolastic" NP1" adhesive or Henkel "PLO Polyurethane Roof & Flashing Sealant", in accordance with CertainTeed requirements. 6.8.1.3 Option 2: Refer to instructions herein for Cedar Crest`", Cedar CrestTM IR hip and ridge shingles. Exterior Research and Design, U.C. Evaluation Report 3532.09.05-R31 Certillcate OfAuthoriration l9503 FBC NON-HVHZ EVALUATION FL5444-R10 Revision 11: 12/08/2016 Page 9 of 1Z 6.9 PRESIDENTIAL SHAKET01, PRESIDENTIAL SHAKE'm LOW AND STANDARD SLOPE: For low and standard slopes, use five nails for each full Presidential shingle as shown below. Nailing I« 40' Guido Llnos (1016 MM) 5 114' — 133 mm) . . 141/4' 1 1r38`M, 362 mm) NOTE: Apply nails on painted guideline. Figure 16-6. FasteningPlmirkmual and Presidential TL Sbake shingles on taro and strm&4 slopes TRINITY I ERD IR, PRESIDENTIAL SHAKE TLT", PRESIDENTIAL SOLARIS'": STEEP SLOPE: For steep slopes, use nine nails for each full Presidential shingle and apply 1' diameter spots of asphalt roofing cement under each shingle tab. After applying 5 nalls In between the nailing guide Imes, apply 4 mils T' above tab cutouts maldng certain tabs of overlying shingle cover n2& 1 T 1' dlametor asphalt ruunng cement t Figure 16-7: fastening Prtxtdential and Pirsidenttal T/L'Sbake shingles on Slav slopes. 6. 9.1 Hip & Ridge for Presidential Shaker". Presidential Shake' IR. Presidential Shake TL—, Presidential Solaris' 6. 9.1.1 Option 1: Presidential Accessory PRESIDENTIAL ACCESSORY Presidential accessory shingles can'be used for covering hips and ridges. Apply shingles up to the ridge (expose no more than 7' from the bottom edge of the "tooth." Fasten each accessory with two fas- tener' s. The fasteners'mu'st be 13/4" long or longer, so they penetrate. either 3/4" into the deck or completely through the deck. Presidential accessory comes in iwo different sizes: Accessory produced In Birmingham,. AL,is 12' x 12% Portland,_ OR produces 97/8" x 131/4" accessory. 6. 9.1.2 For ASTM D3161, Class F performance use BASF "Sonolastic* NP1" adhesive or Henkel "PLO Polyurethane Roof & Flashing Sealant", in accordance with CertainTeed requirements. 6. 9.1.3 Option 2: Refer to Instructlons herein for Cedar CrestT , Cedar Crest'" IR hip and ridge shingles. 6. 10 HAITERASTtN. - LOW, STANDARD AND STEEP SLOPE: j+ 7 •_g— ` f IfYnlmmlIi'17n moil I r7tn nml M7n mm1 1 f1pere 15-i.- Aaltvling!lnlleras.sbht#w nn l rrr• nnA3'Innr7nrtl.Vo/vs For ImT and sianrfanl slopes, use Elm nails for Inch 1118 Hatters shingle its thowt nbme. LIPS tnm)L — 1251tnnp-- mm) figun• rs. ); IhsrnrL fnurnmsaNgtln nn.Vrr/tVu/n For creels slnpoa we th•e redls and elglu spots of mphax roaring Wong fur each In [I IUlnas ahM& as shims ahmr. Apply I- t2jmm) dhuouer simis of rooting cemnu (A1TAl n 45861ypc II sugestn) under rarb slit rattler. I'rcushlnol:Imo phce; do not Mpt" cemeur. CAIMON: Ton murh ronhng cennn can crmsc shfuglrs to blister. Exterior Research and Design, U.C. Evaluation Report 3532.09.05-Rll CertiJleate Of Authorhadon a9503 FEIC NON-HVHZ EVALUATION FL5444-RlO Revision 11: 12/08/2016 Page 10 of 12 Qr1'T'-'R1N1TYjERD 6.10.1 Hip & Ridge for Hatteras"": 6.10.1.1 Option 1: Accessory for Hatteras Figure 15-14. 18 three-piece ririits separate -to make 54'HatterasAccamryshingles, 6. 10.1.2 Option 2: Cut Hatteras Shingles 9. 1--j 230 min) I I I ! I I fr• I Fas\en min) L--- I--- 8`- 18" (460 gorh EShingle18203mm) — -s a s l 460mm) Cap Cap Shingle Shingle Cap Shingle c"2 mml Figure 15-20. Cut Hatteras shingles to niake cover cap. Figure 15-21: Installation of caps along nips and ridgas 6. 10.1.3 For ASTM D3161, Class F performance use BASF "Sonolastic• NP11" adhesive or Henkel "PLO Polyurethane Roof & Flashing Sealant", in accordance with CertainTeed requirements. 6. 11 HIGHLAND SLATE.'", HIGHLAND SLATE"NIR: LOW AND STANDARD SLOPE: STEEP SLOPE: r r r —r Use FIAT nWls and RIGrIT spots of asphalt roofing cement, for each a a r.t w N rr.ma I»oN full Highland Slate shingle. For hilamt-Dade, SIX rialls are required. Apply I' diameter slots of asphalt roofing cement under each tab ti-es+ o.r af mm-.I corner. Asphalt roofing cement meeting ASTM D45s6 Type it Is suggested. K=i4woft via rAx nob ( eo ndb now ow enW Figuro Il--?: User FIVE halls for cnay Hlgbland Slala sbingla ash as+ c q T F1T 16nFDuergLn p, QSrtnl Ru ml SUrrr(hnm6 i - hntl 4dowroriv - ~ ww em. n) — Rooting Cann FlZura I1- 34- Lisa FIVE nulls and elrbl spars ofarpball twjft cmnrn+ r urufer crib fob mrncr. CAUTION: 8scessive use of roofing cement can cause stdngles to blister. 6.11. 1 Hip & Ridge for Highland Slate'", Hiehland Slate"" IR: Refer to instructions herein for Cedar Crest", Cedar Crest'" IR or Shangle Ridge"" hip and ridge shingles. Exterior Research and Design, LLC. Certilhare ofAuthorlsation 09503 FEIC NON-HVHZ EVALUATION Evaluation Report 3532.09.Os-R11 FL5444-R10 Revision 11: 1Z/08/2016 Page 11 of 12 6.12 I• PATRIOT.m: LOW AND STANDARD SLOPE Use. FOUR nail~ for ever' full shingle lowleel as shown bclo%v. So luil 6-1i 7m, j j t'( -7 TRINITY I ER STEEP SLOPE Llsc 1101111 nails and fmu• spots of asphalt roofing crmenl fur every full shingle as shoml below. Asph:dt Mring (Tnlenl mccting:lSTA1 045H6 T)7le II is sug<,vmed. Apply I'Qi nun) spnls of :Isph: li moriing cement :u shown. CAtfl'ION: Cxcessive use of roofing cement can rinse shingle- to blWer. lisenrra 733aa) IISrm) • 9 U Rca11n0 Ennl r3'earil (Tilml LxtenO 6.12.1 Hip & Ridge for Patriot'": Refer to instructions herein for Cedar Crest'", Cedar Crest'" IR, Shadow Ridge", NorthGate or Shangle Ridge" hip and ridge shingles. 7. LABELING: 7.1 Each unit shall bear a permanent label with the manufacturer's name, logo, city, state and logo of the Accredited Quality Assurance Agency noted herein. 7.2 Asphalt shingle wrappers shall indicate compliance with one of the required classifications detailed In FBC Table 1507.2.7.1 / R905.2.6.1. 8. BUILDING PERMIT REQUIREMENTS: As required by the Building Official or Authority Having Jurisdiction in order to properly evaluate the installation of this product. 9. MANUFACTURING PLANTS: Contact the named QA entity for information on which plants produce products covered by Florida Rule 61G20-3 CIA requirements. 10. QUALITY ASSURANCE ENTITY: UL LLC—QUA9625; (414) 248-6409; karen.buchmann@us.ul.com END OF EVALUATION REPORT - Exterior Research and Design, I.I.C. Evaluation Report 3532.09.05-1131 Certiftate ofAuthoritotion H9503 FBC NON-FfVH2 EVALUATION FL5444-R10 Revision 11: 12/08/2016 Page 12 of 12 J TRINITY EVALUATION REPORT CertainTeed Corporation 20 Moores Road Malvern, PA 19355 EXTERIOR RESEARCH & DESIGN, I.I.C. Certificate of Authorizatlon N9503 353 CHRISTIAN STREET, UNIT#13 ERD OXFORD, CT 06478 PHONE: (203) 262-9245 FAX; (203) 262-9243 Evaluation Report 3532.09.05-R31 FL5444-R10 Date of Issuance: 09/22/2005 Revision 11: 12/08/2016 SCOPE: This Evaluation Report Is issued under Rule 61G20-3 and the applicable rules and regulations governing the use of construction materials in the State of Florida. The documentation submitted has been reviewed by Robert Nleminen, P.E. for use of the product under the Florida Building Code and Florida Building Code, Residential Volume. The products described herein have been evaluated for compliance with the 5th Edition (2014) Florida Building Code sections noted herein. DESCRIPTION: CertainTeed Asphalt Roofing Shingles. LABELING: Labeling shall be In accordance with the requirements of the Accredited Quality Assurance Agency noted herein and FBC 1507.2.7.1 / R905.2.6.1 CONTINUED COMPLIANCE: This Evaluation Report is valid until such time as the named product(s) changes, the referenced Quality Assurance documentation changes, or provisions of the Code that relate to the product change. Acceptance of this Evaluation Report by the named client constitutes agreement to notify Robert Nleminen, P.E. if the product changes or the referenced Quality Assurance documentation changes. Trinity IERD requires a complete review of this Evaluation Report relative to updated Code requirements with each Code Cycle. ADVERTISEMENT: The Evaluation Report number preceded by the words "TrinitylERD Evaluated" may be displayed in advertising literature. If any portion of the Evaluation Report is displayed, then it shall be done in its entirety. INSPECTION: Upon request, a copy of this entire Evaluation Report shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This Evaluation Report consists of pages 1 through 12. Prepared by: Robert J.M. Nleminen, P.E. Florida Registration No. 59166, Florlda DCA ANE1983 The facsimile seal appearing was authorised by Robert Nleminen, P.E. on 12/08/2016. This does not serve as an electronically signed document Signed, sealed hardmples have been transmitted to the Product Approval Administrator and to the named client CERTIFICATION OF INDEPENDENCE: 1. Trinity IERD does not have, nor does it Intend to acquire or will It acquire, a financial Interest in any company manufacturing or distributing products it evaluates. 2. Trinity) ERD is not owned, operated or controlled by any company manufacturing or distributing products It evaluates. 3. Robert Nleminen, P.E. does not have nor will acquire, a financial interest in any company manufacturing or distributing products for which the evaluation reports are being issued. 4. Robert Nleminen, P.E. does not have, nor will acquire, a financial Interest in any other entity Involved In the approval process of the product. S. This is a building code evaluation. Neither Trinity) ERD nor Robert Nleminen, P.E. are, in any way, the Designer of Record for any project on which this Evaluation Report, or previous versions thereof, Is/was used for permitting or design guidance unless retained specifically for that purpose. ERDTRINITY ROOFING SYSTEMS EVALUATION: 1. SCOPE: Product Category: Roofing Sub -Category: Asphalt Shingles Compliance Statement: CertainTeed Asphalt Roofing Shingles, as produced by CertainTeed Corporation, have demonstrated compliance with the following sections of the Sth Edition (2014) Florida Building Code and 5th Edition 2014) Florida Building Code, Residential Volume through testing in accordance with the following Standards. Compliance is subject to the Installation Requirements and Limitations / Conditions of Use set forth herein. 2. STANDARDS: Section Property Standard Year 1507.2.5, R905.2.4 Physical Properties ASTM D3462 2009 1507.2.7.1, R905.2.6.1 Wind Resistance ASTM D3161, Class F 2009 1507.2.7.1, R905.2.6.1 Wind Resistance ASTM D7158, Class H 2O08 3. REFERENCES: Ent Examination Reference Date UL (TST 1740) ASTM D3161 94NK9632 05/15/1998 UL (TST 1740) ASTM D3161 99NK26506 11/23/1999 UL (TST 1740) ASTM D3161 03CA12702 05/27/2003 UL (TST 1740) ASTM D3161 03CA12702 06/16/2003 UL (TST 1740) ASTM D3161 03NK29847 10/03/2003 UL (TST 1740) ASTM D3161 04CA11329 05/24/2004 UL (TST 1740) ASTM D3161 04CA32986 12/03/2004 UL (TST 1740) ASTM D3161 OSNK07049 04/15/2005 UL (TST 1740) ASTM D3161 OSNK16778 05/12/2005 UL (TST 1740) ASTM D3161 05CA16778 05/12/2005 UL (TST 1740) ASTM D3161 OSNK14836 05/22/2005 UL (TST 1740) ASTM D3161 OSNK22800 06/22/2005 UL (TST 1740) ASTM D3462 R684 09/21/2005 UL (TST 1740) ASTM D7158 05NK08037 06/28/2006 UL(TST 1740) ASTM D3161 & D3462 09CA28873 07/23/2009 UL(TST 1740) ASTM D3462 IOCA41303 10/07/2010 UL (TST 1740) ASTM D3161 10CA41303 10/08/2010 UL (TST 1740) ASTM D7158 10CA41303 10/27/2010 UL (TST 1740) ASTM D3161 & D3462 10CA44960 11/11/2010 UL LLC (TST 9628) ASTM D3161, D3462 & D7158 13CA32897 11/21/2013 UL LLC (TST 9628) ASTM D3161, D3462 TFWZ.R684 04/22/2014 UL LLC (TST 9628) ASTM D7158 TGAH.R684 04/22/2014 ULLLC (TST 9628) ASTM D3161 & D3462 4786334434 09/16/2014 ULLLC ( TST 9628) ASTM D3161 & D3462 4786570826 02/12/2015 UL LLC ( TST 9628) ASTM D3161, D3462 & D7158 4786570717 12/16/2015 ULLLC (TST 9628) ASTM D3161 & D3462 4787195678 02/09/2016 ULLLC (TST 9628) ASTM D3161, D3462 & D7158 4787380356 10/26/2016 ULLLC (TST 9628) ASTM D3462 4787380357 10/13/2016 ULLLC (TST 9628) ASTM D7158 4787380357 11/08/2016 UL LLC (TST 9628) ASTM D3161 4787380357 11/09/2016 UL LLC (QUA 962S) Quality Control Service Confirmation Exp. 07/03/2017 Exterior Research and Design, LLC. Evaluation Report3532.09.05-R11 Certificate of Authartratton #9503 F13C NON- HVHZ EVALUATION FL5444-R10 Revision 11: 12/08/2016 Page 2 of 12 1 TRINITY I ERD 4. PRODUCT DESCRIPTION: 4.1 CT20'", XTT" 25, XT'" 30 and XT'" 30 IR are fiberglass reinforced, 3-tab asphalt roof shingles. 4.2 Arcadia-, Belmont', Carriage House Shangle*, Grand Manor Shangle*, Landmark'", LandmarkT" IR, Landmark' Pro, Landmark" Premium, Landmark' TL, Landmark Solaris and LandmarkTM Solaris IR are fiberglass reinforced, laminated asphalt roof shingles. 4.3 NorthGateT" is a fiberglass reinforced, laminated, SBS modified bitumen roof shingle. 4.4 Presidential Shake'", Presidential Shake'" IR, Presidential Shake TL'" and Presidential SolarisT" are fiberglass reinforced, architectural asphalt roof shingles. 4.5 Hatteras', Highland Slate" and Highland Slate'" IR are fiberglass reinforced, 4-tab asphalt roof shingles. 4.6 Patriot'" is a fiberglass reinforced asphalt roof strip -shingle (with no cut-outs) providing a laminated appearance through an intermittent shadow line with contrasting blend drops for color definition. 4.7 Presidential Accessory, Accessory for Hatteras, Shangle RidgeTM', Shadow RidgeT , Cedar Crest'", Cedar Crest'" IR, NorthGate Ridge and NorthGate Accessory are fiberglass reinforced accessory shingles for hip and ridge installation. 4.8 Any of the above listed shingles may be produced in AR (algae resistant) versions. 5. LIMITATIONS: 5.1 This is a building code evaluation. Neither Trinity(ERD nor Robert Nieminen, P.E. are, in any way, the Designer of Record for any project on which this Evaluation Report, or previous versions thereof, Is/was used for permitting or design guidance unless retained specifically for that purpose. 5.2 This Evaluation Report is not for use In the HVHZ 5.3 Fire Classification Is not part of this Evaluation Report; refer to current Approved Roofing Materials Directory for fire ratings of this product. 5.4 Wind Classification: 5.4.1 All shingles noted herein are Classified in accordance with FBC Tables 1507.2.7.1 and R905.2.6.1 to ASTM D3161, Class F and/or ASTM D7158, Class H, indicating the shingles are acceptable for us in all wind zones UP to Vesd = 150 mph (V„It = 194 mph). Refer to Section 6 for installation requirements to meet this wind rating. 5.4.2 Presidential Accessory, Accessory for Hatteras, Shangle Ridge, Shadow Ridge, Cedar Crest, NorthGate Ridge and NorthGate Accessory hip & ridge shingles have been evaluated in accordance with ASTM D3161, Class F. All except NorthGate Ridge and NorthGate Accessory require use of BASF Sonolastic NP 1 adhesive or Henkel PLO Polyurethane Roof & Flashing Sealant, applied as specified in manufacturer's application Instructions, for use in wind zones up to Vatd =150 mph (V„It =194 mph). 5.4.3 Classification by ASTM D7158 applies to exposure category B or C and a building height of 60 feet or less. Calculations by a qualified design professional are required for conditions outside these limitations. Contact the shingle manufacturer for data specific to each shingle. 5.4.3.1 Analysis in accordance with ASTM D7158 Indicates the measured uplift resistance (RT) for the CertainTeed asphalt roofing shingles listed in Section 4.1 through 4.6 (except Presidential Solorisr") exceeds the calculated uplift force (FT) at a maximum design wind speed of V.,d = 1S0 mph (Vast = 194 mph) for residential buildings located in Exposure D conditions with no topographical variations (flat terrain) having a mean roof height less than or equal to 60 feet. The shingles are permissible under Code for installation in these conditions using the installation procedures detailed In this Evaluation Report and CertainTeed minimum requirements, subject to minimum codified fastening requirements established within any local jurisdiction, which shall take precedence. 5.5 All products in the roof assembly shall have quality assurance audits in accordance with the Florida Building Code and F.A.C. Rule 61G20-3. Exterior Research and Design, U.C. Evaluation Report 3532.09.05-1131 Certlfltate of Authorization 09503 FBC NON-HVH2 EVALUATION FL5444-R10 Revision 11: 12/08/2016 Page 3 of 12 6. INSTALLATION: 6.1 6.1.1 6.2 6.2.1 6.2.2 6.3 6.4 6.4.1 TRINITY I ERD Roof deck, slope, underlayment and fasteners shall comply with FBC 1507.2 / R905.2 and the shingle manufacturer's minimum requirements. Underlayment shall be acceptable to CertainTeed Corporation and shall hold current Florida Statewide Product Approval, or be Locally Approved per Rule 61G20-3, per FBC Sections 1507.2.3, 1507.2.4 or R905.2.3. Installation of asphalt shingles shall comply with the CertainTeed Corporation current published instructions, using minimum four (4) nails per shingle in accordance with FBC 1507.2.7 or Section R90S.2.6 and the minimum requirements herein. Fasteners shall be in accordance with manufacturer's published requirements, but not less than FBC 1507.2.6 or R905.2.5. Staples are not permitted. Where the roof slope exceeds 21 units vertical in 12 units horizontal, use the "Steep Slope" directions. CertainTeed asphalt shingles are acceptable for use in reroof (tear -off) or recover applications, subject to the limitations set forth in FBC Section 1510 and CertainTeed published installation instructions. d2bt", XTt.." 25; XT`,30, XTt" 30 IR: ENGLISH 12" 12" 12" 305 mm) 305 mm)— 305 mn) t+ 1" (25 mm) Sealant 1"(25 mm)-( 1 5 s/a" (1 45 mm) 511z'•phyiwd i METRIC 13119" 131/9" w 131/8" 1"(25 mm) Sealant 1" (25 mn)( Figure 113: Use four nails for every full sbing/a STEEP SLOPE Use four nails and six spots of asphalt roofing cement* for every full shingle (Figaro 11-4). Asphalt roofing cement meeting ASTM n4586 Type If is suggested. r— — — — — — — — — I - Rgoflng Cement Apply 1" (25 mn) spots of asphalt roofing cement under each tab corner. Figure 11-4. Use four na1h and sir spots ofasplydl cmnent on steep tlopas CAUTION: Excesslye use of roofing cement can cause shingles to blistet Hip & Ridge for CT20'", XTt" 25, XT'" 30, XT" 30 IR: Cut Shingles 251mnI+ J 1-2" (50 mm) Remove I, 1, ~j lII I j1 12" Cap Cap Cap (305 mm) Shingle Shingle Shingle 1 Figure l l -24: Cul Jabs, then irfm duck to mako alp shingfes Gnglisp dimmnsions sfiowr). 12'( 305mm) w' 12ftll5mm) 3 ar Figure H-25: lnslaUdUon of caps along the hips and ridges, 6. 4.1.1 For ASTM D3161, Class F performance use BASF "Sonolastic® NP1' " adhesive or Henkel "PLO Polyurethane Roof & Flashing Sealant", in accordance with CertainTeed requirements. Exterior Research and Design, U.C. CertiJlcate ofAuthoritation 09503 FBC NON-WVHZ EVALUATION Evaluation Report 3532.09.05-Ril FL5444- RLO Revision 11: 12/08/2016 Page 4 of 12 6.5 6.5.1 ARWIATm: LOW AND STANDARD SLOPE STIEP SLOPE Use SIX nails for c%-M fill shingle located as shown heloa: 1' (25 mm) 1' (26 mm) —r IUII LLv LM1:m th1 Figure 2: 6u sh- nails for csarl fa/1 sLinglu. D TRINITY I ERD Use SIX nails and point spots or asphall roofing cenenl for teen' full 511ingle as shown hllow. Apply asphalt ronMg cement 1"(25 null) froin edge of shingle. Asphalt roofing cement meeting :,Mhf D g586 1j11e If is suggested. Hip & Ridge for Arcadia^": Cedar Crest'", Cedar Crest'" IR U'LL-11 Figrnx, ,4: Lem sLr nails and Jmr s1wis rf asphult m! i q comenl on sleep sio/ms, Use two (2), minimum 1%-inch long fasteners per shingle. For the starter shingle, place fastener 1-inch from each side edge and about 2-inch up from the starter shingle's exposed butt edge, ensuring minimum Y.-inch embedment into the deck, or full penetration through the deck. For each full Cedar Crest shingle, place fasteners 8-5/8-Inch up from its exposed butt edge and 1-Inch from each side edge. For ASTM D3161, Class F performance use BASF "Sonolastic° NPS""" adhesive or Henkel "PL* Polyurethane Roof & Flashing Sealant", in accordance with CertainTeed requirements, to hand -seal Cedar Crest shingles. Apply NP 1 or PL adhesive from the middle of the shingle's raised overlay on the top piece and extending approximately 4-inch along the sides of the headlap along a line % to 1-inch from each side of the shingle's headlap. Immediately align and apply the overlying shingle, gently pressing tab sides into the adhesive, and install nails. To secure the other side, apply a 1-inch diameter spot of NP 1 or PL adhesive between the shingle layers. Exterior Research and Design, U.C. Certificate of Authorization A9503 8. 03 woe J I ` (905 mm) xpo f FBC NON•HVH2 EVALUATION Hand -sealing adhesive 1/4" +— 4" 3/4° 1' Dab of Asphalt cement between — shingle layers Evaluation Report 3532.09.05-Ril FL5444-R10 Revision 11: 12/08/2016 Page 5 of 12 C) I TRINITY I ERD 6.6 BELMONT'": Low and Standard Slope Steep Slope (greater than 21:12): 2:12 to 21:12): Use SEVEN nails and EIGHT spots of Use FIVE nails for every full Belmont shingle, located as shown below. o Addidanal roils if required t Sib' (18nm1 6.6.1 Hip & Ridge for Belmont—: asphalt roofing cement'" for every full Belmont shingle. Apply asphalt roofing cement t" (25mm) from edge of shingle. See below. Asphalt roofing cement meeting ASTM D4586 Type II is suggested. ra I= I: IZi rtmy--wl I 6.6.1.1 Option 1: Refer to instructions herein for Cedar Crest'", Cedar Crest'"' IR hip and ridge shingles. 6.6.1.2 Option 2: Shangle® Ridge Figure 17-18: S'hangle" Ridge. 18• Remove tapeExposure from the right side and fasten SECOND Fasten the left side 85 s RIGHT FIRST LEFT Flgura 17-19: Installation of Sbanglem Ridge sbingles on blps and ridges. 6.6.1.3 For ASTM D3161, Class F performance use BASF "Sonolastic" NP1` adhesive or Henkel "PLO Polyurethane Roof & Flashing Sealant", in accordance with CertainTeed requirements. B5X normd Exterior Research and Design, LLC. Evaluation Report 3532.09.05-1131 Certificate of Authorl:allon 09503 FBC NON-HVHZ EVALUATION FL5444-R10 Revision 11: 12/08/2016 Page 6 of 12 6.7 6.7.1 6.8 J TRINITY I ERD 61RRIAGE-HOUSE SHANGLE`D AND GRAND MANOR SHANGLEO: = LOW AND STANDARD SLOPE Use five nails for even' full Shmlgle. L 1 —(2S rim) I (25mm ) 25 I- 510" 16 mm) (Mmdt) 1.7gur017-4: llse Jlte calls for emq ftdl Grond manor Slnagle, Garrlage How SGangle. or Ccnlemdt;7 Slate. STEEP SLOPE Use seven nails and three spots of asphall roofing coment.for every fid) Grind Manor Shangle. Use. rive nails and three spots of a plu ll roofing comeu( for every full Ctrringe House 5h:urgie and Cenienufal Slaic. Apply asphalt tnofing eemem 1' (25 mm) from edge of shingle Figure J7-5). Asphalt roofing cement meefing ASTM 04586 Tylw 11 Is suggested. I" L I-(75rtm) 5/8 16mm r 38 mm) or103 —1. 25 mm) fig+ar.17-5:IfbruiuslallingG'rrreA.tlrrnr.rSbnugTr nn,Vrrpslop". mw setwa cads and lhree s/wls of aspLidi moJlag remew. Hp & Ridge for Carriage House Shangle'9 and Grand Manor Shanele: Refer to instructions herein for Shangle° Ridge hip and ridge shingles LANDMARK"'' LANDMARKT! IR, LANDMARKi°' PRO, LANDMARK'!' PREMIUM, LANDMARK'"' TL; LANDMARKTm SOLARIS, LANDMARK"' SOLARIS IR; NORTHGATE: . :- LOW AND STANDARD SLOPE METRIC DIMENSIONS 12" 143/4" 12" 1--(305 mm)----(315 mm)--+—(305 mm)--{ w.x.::n c se:m s•:+.^ tu;a;aa rz:•rxttis«.ac I—I"(25 nntl) RE e lse Tape 1" {25 mm I 1'/t" Nallable Area LANDMARK n NorthGate: 13W' 13" 131/2" 343 mm) —(330 mm)- --(343 mm)--i I-1" (25 mm) 1" (25 inrn)-- fFgrrmJ,T-•1: L{u jour+rMlsforrrrq•firTTsbragfe. WIDE NAiLI40 12' 14 34' i2' AW +— (305 mm) (375 mm) —+ (305 arm) —1 NaIInQ I:ts 1' (25 arm) pper nal IAo r (25 au oxsst n791to Na ling amas lm low and standard slopos (r.•om 2:12 m 21:12) Nil 6ta.4esn wMer d haw Inas ea s'umn abvre. Exterior Research and Design,LLC. Evaluation Report3S32.09.0S-R11 Certificate of Authorization 09503 FBC NON-HVHZ EVALUATION FL5444-R10 Revision 11: 12/08/2016 Page 7 of 12 STEEP SLOPE Use six nails and four spots of asphalt roofing cement for every full laminated shingle. Nee below. Asphalt roofing cement should meet ASTM D4586 1)•pe 11. Apply I' spots of asphalt roofing cement uncle each corner and a( abuut 12' to 13' In from each edge. METRIC DIMENSIONS 305 nm) Nail Area f-- Fnn Sleep- 25 mm) 143f4"— 12"-- 375 mm) (305 mm) qease Tape TRINITY I ERD LAN DMARK TL 13112" 13' W/2"-- 343 mm) (330 mm) (343 mm) 1+1"(25mm) 1 "(25 mm)-l I I 25mm) ---- (25mm) Roolinn Cement CV ( 25mm; ng Content NorthGate: STEEP 12" 14-3/4' SLOPE 1—(305 mm)i •— (375 m NAILING Nailin AREAI, 1'(25 mm) beiweJ Figure t3 5: Use six nails andlfour spots of asphalt tnQ/i'ng cement on steep slopes 12' 305 rr 1"( 25 mm, Nailing areas for steep slopes (greater than 21:12) and " Storm-Nelling" Nail between lower 2 nail Ones as shown above. 6. 8.1 Hip & Ridge for Landmark', Landmark' IR, Landmark"' Pro, Landmark'" Premium, Landmark'" TL. Landmark'" Solaris, LandmarkTM' Solaris IR, NorthGate: 6. 8.1.1 Option 1: Shadow Ridge' or NothGate Accessory 12' 97/8' 305mm) ( 250 m) G 6' 415/ Ifi 4t511G 050mm) 050mm) (125mm) ( 125mm) FiNotch for Notch for 15mm) Notches for Alignment to the Top Edge of the Prvious 7 Cap for 5' (125mm) Exposure (1 English Dimension Shadow Ridge'" Exterior Research and Design, I.I.C. Certificate of Authorization N9503 FBC NON-HVH2 EVALUATION Centering 131/ 4" \ fr 337mm) Notches forAllgnmenl to the Top Edge at the Previous 75/ g• Lt! tt 1. m) Metric Dimension Shadow Ridge'" Evaluation Report 3532.09.05-Ril FL5444- R10 Revision 11: 12/09/2016 Page 8 of 12 6.8.1.2 6.8.1.3 9 27.12' 2S0 mut} c Isr'16'(125tam) Gertcti.'tq Flmeh 131/4' // T 337 mm) \ 411Qn th^.at / notches to top 7 518' cdtlenl (194 mm) p:trlo7ts cocrco NorthGate Ridge 5-(125nim) E,Nosum r ui0107. ERDTRINITYII 13 118" 333 mm) --- t 8 5r8'-i-$ 6/B'-1 768 mm II 1 mm I68 Centering 13 V4' 337 Notch Align mm) theso notches of to edge of p 7 6rrutmrn) ro Aous course. NorthGate Accessory Figure 13-20.• Use, layingnotcbes to center sbtngka on Ups and. ridges, and to locate the correct exppos,"a For ASTM D3161, Class F performance use BASF "Sonolastic® NP11"" adhesive or Henkel "PLm Polyurethane Roof & Flashing Sealant", in accordance with CertainTeed requirements. Option 2: Refer to instructions herein for Cedar Crest—, Cedar Crest`"" IR hip and ridge shingles. Exterior Research and Design, U.C. Evaluation Report 3S32.09.05-1131 CertlJirate of Authortration a9503 FBC NON-HVH2 EVALUATION FLS444-R10 Revision 11: 12/08/2016 Page 9 of 12 TRINITY I ERD 6.9 PRESIDENTIAL SHAKE'"'; PRESIDENTIAL SHAKE— iR, PRESIDENTIAL SHARE TL'", PRESIDENTIAL SOLAR IS'": LOW AND STANDARD SLOPE: STEEP SLOPE: For low and standard slopes, use five —nails for each full Presidential For sleep slopes, use nine nails for each full Presidential shingle and shingle as shown below, apply 1' diameter spots of asphalt roofing cement under each shingle lab. Alter applying 5 nails In between the nailing guide lines, apply 4 nails 1' Nailing i. 40' above hab cutouts maldng certain tabs of overl)ing shing)e cover nails Guide uncs (1016 RIM) 5 114' 133 mm) . 14 1/4' 1 1/2' 38 mna) (362 mm) NOTE: Apply nails on painted guldeline. 1 6.9.1 6.9.1.1 6.9.1.2 6.9.1.3 6.10 Figure 16.6.- Fastening Prw*4 nUal andPreridailial rL Sbake shingles on lore and standard slopes T 1' diameter asphalt roofing eemenl t Figure 16-T Fastening Prmtkntia/and Presidential M Shake shingles on steep slopes. Hip & Ridge for Presidential Shake•", Presidential Shake'" IR, Presidential Shake TL"". Presidential Solarisl: Option 1: Presidential Accessory PRESIDENTIAL ACCESSORY Presidential accessory shingles can be used for covering hips and ridges. Apply shingles,up.to the:ridge (expose no more than 7' from the bottom edge of the•"tooth." Fasten each accessory with two fas- teners. The fasteners must be 13/4' long or longer, so they penetrate either 3/4''lnto the deck or completely through die deck. Presidential accessory comes in two different sizes: Accessory produced in Blrmingham,.AL-is 12°, x 12% Portland, OR produces •97/s' x 131/4' accessory. For ASTM D3161, Class F performance use BASF "Sonolasticm NP1'"" adhesive or Henkel "PLO Polyurethane Roof & Flashing Sealant", in accordance with CertainTeed requirements. Option 2: Refer to instructions herein for Cedar Crest`", Cedar Crest'" IR hip and ridge shingles. HATTERAS'm; . LOW, STANDARD AND STEEP SLOPE:-`„, Hgnrr I5•3: PateobrR 11allems.Vrfrtgles al Low aild Raerinnl4opts For low unit shtnifa it dopes. use five nails for each fall Rome; sltblgle sic slumm a lw%r. Exterior Research and Design, U.C. Certlflcate of Authorlratlon #9903 9 3/8" 240 man) FBC NON-HVHZ EVALUATION rFKum /S• i• rn+h•nlnp unrrnnr.rGl{tltti on.mp.Ya/rt k,r Strop dnpoti tier• fire nalh and eight ..4x4s of nsph:dl ronfiag cnncat for carh full Ilsaleras shhagle as shtnm'alaorc. Apply I- LSeud illanuter Flues of nMeng cetnrnt (A.tiTV D 4SE6 Tope n sa:pued) ondrr eat h rats cut err. Pros sldngk Into placr, tht not tspose cnnnn. f,ADTION: Too much roofing cnnnn Cali catrc shingles to blister. Evaluation Report 3532.09.05-1131 F15444-R30 Revision 11: 12/08/2016 Page 10 of 12 TRINITY I E R D 6.10.1 Hip & Ridge for Hatteras•": 6.10.1.1 Option 1: Accessory for Hatteras E Figure 1544: 18 three piece rmits separate -to make 54Hatteras Ac) fssorysbingles. 6. 10.1.2 Option 2: Cut Hatteras Shingles 230 mm) I I Fa en g"—{ 18" (460 rnm)r"` d %o 1 — - I — - ago mm) (203 rnm)I Cap. Cap Cap Cap Shingle Shingle Shingle Shingle Figure 15-20. Cut Hatteras sbingles to wake cover cap. Figure 15-21: lnstagation of caps along hips and r0ees. 6. 10.1.3 For ASTM D3161, Class F performance use BASF "Sonolastic® NPIL'"" adhesive or Henkel "PLO Polyurethane Roof & Flashing Sealant", in accordance with CertainTeed requirements. 6. 11 HIGHLANDSLAft-. •H(GHLAN[)SLATE'.`"-IR:. ' LOW AND STANDARD SLOPE: STEEP SLOPE: Ira. p 1 VM-4 1 au.od In suXn2b,ro In 6W.M910d ow Comm adod u dgxn). Figuro ll-• 3: O.m FTi'L halls for every llfgblmid ,Valo sbfngla Use Fn R nalls and R1G111'spots of asphalt roollng cement* for.rach full highland Slate shingle. For bfl=14)ade, SIX nails are required. Apply V diameter spots of asphalt rooRng cement under each tab corner. Asphalt roollog cement mceMg AM D4586 T)pe U Is suggested. r—.—r• r r Ym m1 Wiwi M a+M AfinlFDoa p 1 sixntitQcoruh t( l6 mn) - u{tl f r' hctandmu- tm adow u van) — — Roofing Can¢ M Film" 11- 3A the FRE nalls and efgbl spots of aspbrW rwfinif atmimll under eacb lab corner. CAUr10N: Recessive use of rooettg cement can cause shingles to blister. 6.11. 1 Hip & Ridge for Highland Slatem, Highland SlateTM IR: Refer to Instructions herein for Cedar Crest', Cedar Crest'" IR or Shangle Ridge'" hip and ridge shingles. Exterior Research and Design, I.I.C. Certlticate oJAuthoriration N95a3 FRC NON-HVHZ EVALUATION Evaluation Report 3532.09.05-Rll FL5444-R10 Revision 11: 12/08/2016 Page 11 of 12 TRINITY I ERD 6.12 PATRIOT,":. LOW AND STANDARD SLOPE STEEP SLOPE Use FOUR nails for ci-m full shingle luciicd .L< shown below. Sc hnl jrlm) I I 1 F2sZy 155) « mm I.- 13.15' --- 13-ur --f-- 13-1p' Ent) =w) (131rtn Use FOUR nails and four spots of asphalt roofing (anent for every full shingle as showu hel(mv. Asph:dt roofing cement nreeling.%Nni I D I Ijpe It is su ;tiled. ,1pplh 1'(25 nun) spits of asph:rh roofing cemenl as shown. CAU11ON: li\ccssive use of ruoling cvinen( can cause diltiouz lu blisler. 1_ —,ns— ------ rpsa,— ain 15 rmj 1• r'j a 0 Rooling Cenanl I—t 1247 Xdur3 (A mu (YiM)'—I 6.12.1 Hip & Ridge for Patriot": Refer to instructions herein for Cedar CrestTM, Cedar Crest" IR, Shadow Ridge", NorthGate or Shangle Rldge"n hip and ridge shingles. 7. LABELING: 7.1 Each unit shall bear a permanent label with the manufacturer's name, logo, city, state and logo of the Accredited Quality Assurance Agency noted herein. 7.2 Asphalt shingle wrappers shall indicate compliance with one of the required classifications detailed in FBC Table 1507.2.7.1 / R905.2.6.1. 8. BUILDING PERMIT REQUIREMENTS: As required by the Building Official or Authority Having Jurisdiction in order to properly evaluate the installation of this product. 9. MANUFACTURING PLANTS: Contact the named CA entity for information on which plants produce products covered by Florida Rule 61G20-3 QA requirements. 10. QUALITY ASSURANCE ENTITY: UL LLC—QUA9625; (414) 248-6409; karen.buchmann@us.ul.com END OF EVALUATION REPORT - Exterior Research and Design, I.I.C. Evaluation Report 3532.09.05-Rll Certificate of Authorlratlon A9503 FBC NON-HVHZ EVALUATION FL54"-R10 Revision 11: 12/08/2016 Page 12 of 12 r Florida Building Code Online 0 0 t7/PAR 0 Businesrs 8 Professio lal Regulatlion a. r BCIS Home I Log In I User Registration I Hot Topics I Submit Surcharge I Stats rk Facts Publications I FBC Staff I BCIS Site Map I Unks I Search tProductI rida` Approval USER: Public User t la: ' Product Aonroval Menu > Product or Anolicatlen Search > AonllcaUon Lla[ > Application Detail FL # FL15216-112 Application Type Revision. Code Version 2014 Application Status Approved Comments Archived Product Manufacturer InterWrap, Inc. Address/Phone/Email 32923 Mission Way Mission, NON -US 00000 551) 574-2939 mtupas@interwrap.com Authorized Signature Eduardo Lozano elozano@lnterwrap.com Technical Representative Eduardo Lozano Address/Phone/Email 32923 Mission Way Mission, NON -US 00000 778)945-2891 elozano@lnterwrep.com Quality Assurance Representative Address/Phone/Emal I Category Roofing Subcategory Underlayments Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed the Robert Nleminen Evaluation Report Florida License PE-59166 Quality Assurance Entity Inteltek Testing Services NA, Inc. Quality Assurance Contract Expiration Date 11/17/2017 Validated By John W. Kneievich, PE 0 Validation Checklist - Hardcopy Received Certificate of Independence FL15216 R2 COI 2015 n! COI Nieminen.odf Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Sections from the Code http://www.9oridnbading.org/pr/pr_app_dtLaspx7puam-wGEVXQwtDgv3yVVKJZIQRAdhyt2u8kQGQyljaHhVaiOpVSvxwSdCoQ%3d%3d[&74120171:57:59.P.M] _.. Florida Building Code Online 1 1507.2.3 1507.5.3 1507.8.3 1507.9.3 1507.9.5 T1507.8 Product Approval Method Method 2 Option B Date Submitted 04/28/2015 Date Validated 04/29/2015 Date Pending FBC Approval 05/04/2015 Date Approved 06/23/2015 Summary of Products FL # Model, Number or Name Description 15216.1 RhinoRoof Underlayments Synthetic roof underlayments Limits of Use Installation Instructions Approved far use in HVHZ: No FL15216 R2 II 2015 04 FINAI ER INTFRWRAP RHINOROOF F iS 16 R2,pdApprovedforuseoutsideHVHZ: Yes Impact Resistant: N/A Verified By: Robert Nleminen PE-59166 Design Pressure: N/A Created by Independent Third Party: Yes Other: See ER Section 5 for Limits of Use. Evaluation Reports FL15216 R2 AE 2015 04 FINAL ER INTERWRAP RHINOROOF F 1S716- R2.pdf Created by Independent Third Party: Yes Contact U5 :: 2501 Blalr Stone Road Tallahassee FL 32399 phone: 850-487-1824 The State of Florida Is an AAJEEO employer. Copyright 2007-2014 State of Florida :: Privacy Statempnt :: Arcescib8lty Statement :: Refund Statement Under Florida law, email addresses are public records. If you do not want your e-mail address released In response to a public -records request, do not send electronic mall to this entity. Instead, contact the office by phone or by traditional mall. If you have any questions, please contact 850.487.1395. -Pursuant to Section ' 455.275(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 emalls provided may be used for offldal communication with the licensee. However email addresses are public recprd. if you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public. To determine If you are a licensee under Chapter 455, F.S., please dick here_ Product Approval Accepts: Credit Card Safe httpJ/wmv.floridabuilding.erg/pr/pr app_dLLaspx?pasta—vGEVXQwtDgv3yVVK]ZIQRAdhyl2ugkQGQy,IjaHhVeiOpVSvxwSdCoQ%3d°k3d[824/2017.1:57:59.PM]... UDTRINITY I ERD EVALUATION REPORT EXTERIOR RESEARCH & DESIGN, LLC. Certificate of Authorization #9503 353 CHRISTIAN STREET, UNIT H13 OXFORD, CT 06478 PHONE: (203) 262-9245 FAX: (203) 262-9243 Interwrap, Inc. Evaluation Report 140510.02.12-R2 32923 Mission Way FL15216-112 Mission, BC V2V-6E4 Date of Issuance: 02/17/2012 Canada Revision 2: 04/27/2015 SCOPE: This Evaluation Report is issued under Rule 61G20-3 and the applicable rules and regulations governing the use of construction materials in the State of Florida. The documentation submitted has been reviewed by Robert Nieminen, P.E. for use of the product under the Florida Building Code and Florida Building Code, Residential Volume. The products described herein have been evaluated for compliance with the 5th Edition (2014) Florida Building Code sections noted herein. DESCRIPTION: RhinoRoof Underlayments LABELING: Labeling shall be in accordance with the requirements the Accredited Quality Assurance Agency noted herein. CONIINUED COMPLIANCE: This Evaluation Report is valid until such time as the named product(s) changes, the referenced Quality Assurance documentation changes, or provisions of the Code that relate to the product change. Acceptance of this Evaluation Report by the named client constitutes agreement to notify Robert Nieminen, P.E. if the product changes or the referenced Quality Assurance documentation changes. Trinity I ERD requires a complete review of this Evaluation Report relative to updated Code requirements with each Code Cycle. ADVERTISEMENT: The Evaluation Report number preceded by the words "Trinity)ERD Evaluated" may be displayed in advertising literature. If any portion of the Evaluation Report is displayed, then it shall be done in its entirety. INSPECTION: Upon request, a copy of this entire Evaluation Report shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This Evaluation Report consists of pages 1 through 3. Prepared by: Robert J.M. Nieminen, P.E. Florida Registration No. 59166, Florida DC4ANE1983 The fa Wmll. seal appearing was authorized by Robert Nieminn, P.E. on 04/27/201S. This does not soma as an electronically signed document Signed, sealed hardmples haw been transmitted to the Product Approval Administrator and to the named cilent CERTIFICATION OF INDEPENDENCE: 1. TrinitylERD does not have, nor does It Intend to acquire or will it acquire, a financial interest In any company manufacturing or distributing products it evaluates. 2. Trinityl ERD is not owned, operated or controlled by any company manufacturing or distributing products It evaluates. 3. Robert Nieminen, P.E. does not have nor will acquire, a financial interest in any company manufacturing or distributing products for which the evaluation reports are being issued. 4. Robert Nieminen, P.E. does not have, nor will acquire, a financial interest In any other entity involved in the approval process of the product. 5. This Is a building code evaluation. Neither Trinity IERD nor Robert Nieminen, P.E. are, In any way, the Designer of Record for any project on which this Evaluation Report, or previous versions thereof, is/was used for permitting or design guidance unless retained specifically for that purpose. TRINITYJERD ROOFING COMPONENT EVALUATION: 1. SCOPE: Product Category: Roofing Sub -Category: Underlayment Compliance Statement: RhinoRoof Underlayments, as produced by Interwrap, Inc., has demonstrated compliance with the Intent of following sections of the Florida Building Code through testing in accordance with applicable sections of the following Standards. Compliance is subject to the Installation Requirements and Limitations / Conditions of Use set forth herein. 2. STANDARDS: Section Properties Standard Year 1507.2.3, 1507.5.3, T1507.8, Unrolling, Breaking Strength, Pliability, Loss ASTM D226 2006 1507.8.3,1507.9.3, 1507.9.5 on Heating 1507.2.3, 1507.5.3, 1507.8.3, Unrolling, Tear Strength, Pliability, Loss on ASTM D4869 2005 1507.9.3 Heating, Liquid Water Transmission, Breaking Strength, Dimensional Stability 3. REFERENCES: Ent•ty Examination Reference Date ITS (TST1509) Physical Properties 100539395COQ7006 10/27/2011 ITS(TST1509) Physical Properties 100539395COQ7002 10/27/2011 ITS (TST1509) Physical Properties 100539395COQ-006 03/14/2014 ITS (QUA1673) Quality Control Inspection Report 11/17/2014 4. PRODUCT DESCRIPTION: 4.1 RhinoRoof U20 Is a multilayered polymer woven coated synthetic roof underlayment intended as an alternate to ASTM D226, Type I or Type II felt or D4869 Type II felt. RhinoRoof Underlayment is available In 42-inch wide rolls, and can be produced in various other sizes. S. LIMITATIONS: 5.1 This Is a building code evaluation. Neither TrinityJERD nor Robert Nieminen, P.E. are, in any way, the Designer of Record for any project on which this Evaluation Report, or previous versions thereof, is/was used for permitting or design guidance unless retained specifically for that purpose. 5.2 This Evaluation Report Is not for use in the HVHZ. 5.3 Fire Classification is not part of this Evaluation Report; refer to current Approved Roofing Materials Directory or test report from accredited testing agency for fire ratings of this product. 5.4 RhlnoRoof Underlayments may be used with any prepared roof cover where the product Is specifically referenced within FBC approval documents. If not listed, a request may be made to the AHJ for approval based on this evaluation combined with supporting data for the prepared roof covering. 5.5 Allowable roof covers applied atop RhinoRoof Underlayments are follows: TABLE 1: ROOF COVER OPTIONS Underlayment Asphalt Nail -On Tile Foam -On Tile Metal Wood Shakes Slate or Shingles Shingles Simulated Slate RhlnoRoof U20 Yes No No Yes Yes No 5.6 Exposure Limitations: 5.6.1 RhinoRoof Underlayment shall not be left exposed for longer than 30-days after installation. 6. INSTALLATION: 6.1 RhinoRoof Underlayments shall be Installed in accordance with Interwrap, Inc. published installation instructions subject to the Limitations set forth In Section 5 herein and the specifics noted below. 6.2 Install RhinoRoof Underlayments in compliance with manufacturer's published Installation instructions and the requirements for ASTM D226, Type I or II or D4869, Type II underlayments in FBC Sections 1507 for the type of prepared roof covering to be Installed. Exterior Research and Design, U.C. Evaluation Report 140510.02.12-RZ Certlf)cote ofAvthorizatlon H9503 FL1SZ16-R2 Revision 2: 04/27/201S Page 2 of 3 I TRINITY ERD 6.3 Re -fasten any loose decking panels, and check for protruding nail heads. Sweep the substrate thoroughly to remove any dust and debris prior to application. 6.4 RhinoRoof U20: 6.4.1 Fasteners: For exposure < 24 hours, corrosion resistant fasteners may be 1-inch roofing nails with a 3/8-inch diameter head, or those noted in 6.4.2. The use of staples is prohibited. For exposure > 24 hours up to maximum 30 days, corrosion resistant fasteners shall be minimum 1-inch diameter plastic or metal cap nails or FBC HVHZ nails & 1-5/8" diameter tin caps (with the rough edge facing up). The use of staples Is prohibited. 6.4.2 Single Laver; Roof Slope > 4:12: End (vertical) laps shall be minimum 6-inches and side (horizontal) laps shall be minimum 4-Inches. Refer to Interwrap, Inc. recommendations for alternate lap configurations and/or the use of sealant under certain conditions. For exposure < 24 hours, use of every -other fastening location printed on the surface is acceptable. For exposure > 24 hours up to maximum 30-days, use of every fastening location printed on the surface is required. When batten systems are to be installed atop the underlayment, the underlayment need only be preliminarily attached pending attachment of the battens on the same day. Battens shall not be positioned over cap nails. If this occurs, remove the cap nail and patch the hole In accordance with Interwrap published instructions. 6.4.3 Double Laver: 2:12 < Roof Slope < 4:12: End (vertical) laps shall be minimum 12-Inches and side (horizontal) laps shall be minimum half -sheet -width plus 1-inch. Double layer application; begin by fastening a half -width plus 1-inch starter strip along the eaves. Place a full -width sheet over the starter, completely overlapping the starter course. Continue as noted In 6.5, but maintaining minimum half -width plus 1-inch side (horizontal) laps, resulting in a double -layer application. 7. BUILDING PERMIT REQUIREMENTS: As required by the Building Official or Authority Having Jurisdiction In order to properly evaluate the installation of this product. 8. MANUFACTURING PLANTS: Contact the manufacturer or the named QA entity for information on plants covered under Rule 61G20-3 CIA requirements. 9. QUALITY ASSURANCE ENTITY: Intertek Testing Services NA Inc.-ETL/Warnock Hersey — QUA1673; (604) 520-3321 END OF EVALUATION REPORT - Exterior Research and Design, LLC. Evaluation Report 140510.02.12-R2 Certificate of Authorization #9503 FL15216-R2 Revision 2:04/27/2015 Page 3 of 3 JCTRINITYIERD EVALUATION REPORT Interwrap, Inc. 32923 Mission Way Mission, BC V2V-6E4 Canada EXTERIOR RESEARCH & DESIGN, LLC. Certificate of Authorization #9503 353 CHRISTIAN STREET, UNIT #13 OXFORD, CT 06478 PHONE: (203) 262-9245 FAX: (203) 262-9243 Evaluation Report 140510.02.12-112 FL15216-R2 Date of Issuance: 02/17/2012 Revision 2: 04/27/2015 SCOPE: This Evaluation Report is issued under Rule 61G20-3 and the applicable rules and regulations governing the use of construction materials in the State of Florida. The documentation submitted has been reviewed by Robert Nieminen, P.E. for use of the product under the Florida Building Code and Florida Building Code, Residential Volume. The products described herein have been evaluated for compliance with the 5th Edition (2014) Florida Building Code sections noted herein. DESCRIPTION: RhinoRoof Underlayments LABELING: Labeling shall be in accordance with the requirements the Accredited Quality Assurance Agency noted herein. CONTINUED COMPLIANCE: This Evaluation Report is valid until such time as the named product(s) changes, the referenced Quality Assurance documentation changes, or provisions of the Code that relate to the product change. Acceptance of this Evaluation Report by the named client constitutes agreement to notify Robert Nieminen, P.E. if the product changes or the referenced Quality Assurance documentation changes. Trinity I ERD requires a complete review of this Evaluation Report relative to updated Code requirements with each Code Cycle. ADVERTISEMENT: The Evaluation Report number preceded by the words "Trinity IERD Evaluated" may be displayed in advertising literature. If any portion of the Evaluation Report is displayed, then it shall be done in its entirety. INSPECTION: Upon request, a copy of this entire Evaluation Report shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This Evaluation Report consists of pages 1 through 3. Prepared by: Robert J.M. Nieminen, P.E. Florida Registration No. 59166, Florida DCA ANE1983 Y ;'yuo-544l5Y L'. 41 A Gf i, F,r'• -. ..:''., N' •`' The facsimile seal appearing was authorized by Robert Nleminen, l P.E. on 04/27/2015. This does not serve as an electronically signed document. Signed, sealed hardcoples have been transmitted to the Product Approval Administrator and to the named diem CERTIFICATION OF INDEPENDENCE: 1. TrinitylERD does not have, nor does it intend to acquire or will it acquire, a financial interest in any company manufacturing or distributing products It evaluates. 2. Trinityl ERD is not owned, operated or controlled by any company manufacturing or distributing products It evaluates. 3. Robert Nieminen, P.E. does not have nor will acquire, a financial interest in any company manufacturing or distributing products for which the evaluation reports are being Issued. 4. Robert Nieminen, P.E. does not have, nor will acquire, a financial interest in any other entity involved in the approval process of the product. 5. This is a building code evaluation. Neither TrinitylERD nor Robert Nieminen, P.E. are, in any way, the Designer of Record for any project on which this Evaluation Report, or previous versions thereof, is/was used for permitting or design guidance unless retained specifically for that purpose. CTRINITY ERD ROOFING COMPONENT EVALUATION: 1. SCOPE: Product Category: Roofing Sub -Category: Underlayment Compliance Statement: RhinoRoof Underlayments, as produced by Interwrap, Inc., has demonstrated compliance with the intent of following sections of the Florida Building Code through testing In accordance with applicable sections of the following Standards. Compliance is subject to the Installation Requirements and Limitations / Conditions of Use set forth herein. 2. STANDARDS: Section Properties Standard Year 1507.2.3, 1507.5.3, T1507.8, Unrolling, Breaking Strength, Pliability, Loss ASTM D226 2006 1507.8.3, 1507.9.3, 1507.9.5 on Heating 1S07.2.3, 1507.5.3, 1507.8.3, Unrolling, Tear Strength, Pliability, Loss on ASTM D4869 2005 1507.9.3 Heating, Liquid Water Transmission, Breaking Strength, Dimensional Stability 3. REFERENCES: Entity Examination Reference Date ffS (TST1509) Physical Properties 100539395COQ-006 10/27/2011 ITS (TST1509) Physical Properties 100539395COQ-002 10/27/2011 ITS (TST1509) Physical Properties 100539395COQ-006 03/14/2014 ITS (QUA1673) Quality Control Inspection Report 11/17/2014 4. PRODUCT DESCRIPTION: 4.1 RhinoRoof U20 is a multilayered polymer woven coated synthetic roof underlayment intended as an alternate to ASTM D226, Type I or Type II felt or D4869 Type II felt. RhinoRoof Underlayment is available in 42-inch wide rolls, and can be produced in various other sizes. S. LIMITATIONS: 5.1 5.2 5.3 5.4 5.5 5.6 5.6.1 This is a building code evaluation. Neither TrinityJERD nor Robert Nieminen, P.E. are, in any way, the Designer of Record for any project on which this Evaluation Report, or previous versions thereof, Is/was used for permitting or design guidance unless retained specifically for that purpose. This Evaluation Report is not for use in the HVHZ. Fire Classification is not part of this Evaluation Report; refer to current Approved Roofing Materials Directory or test report from accredited testing agency for fire ratings of this product. RhinoRoof Underlayments may be used with any prepared roof cover where the product is specifically referenced within FBC approval documents. If not listed, a request may be made to the AHJ for approval based on this evaluation combined with supporting data for the prepared roof covering. Allowable roof covers applied atop RhinoRoof Underlayments are follows: TABLE 1: ROOF COVER OPTIONS Underlayment Asphalt Nail -On Tile Foam -On Tile Metal Wood Shakes Slate or Shingles Shingles Simulated Slate RhlnoRoof U20 Yes No No Yes Yes No Exposure Limitations: RhinoRoof Underlayment shall not be left exposed for longer than 30-days after installation. 6. INSTALLATION: 6.1 RhinoRoof Underlayments shall be installed in accordance with Interwrap, Inc. published installation instructions subject to the Limitations set forth in Section 5 herein and the specifics noted below. 6.2 Install RhinoRoof Underlayments in compliance with manufacturer's published installation instructions and the requirements for ASTM D226, Type I or 11 or D4869, Type II underlayments in FBC Sections 1507 for the type of prepared roof covering to be installed. Exterior Research and Design, LLC. Evaluation Report 140510.02.12-R2 Certijkate of Authorization #9503 FLIS216-R2 Revision 2: 04/27/2015 Page 2 of 3 C TRINITYJ ERD 6.3 Re -fasten any loose decking panels, and check for protruding nail heads. Sweep the substrate thoroughly to remove any dust and debris prior to application. 6.4 RhinoRoof U20: 6.4.1 Fasteners: For exposure < 24 hours, corrosion resistant fasteners may be 1-Inch roofing nails with a 3/8-Inch diameter head, or those noted in 6.4.2. The use of staples is prohibited. For exposure > 24 hours up to maximum 30 days, corrosion resistant fasteners shall be minimum 1-inch diameter plastic or metal cap nails or FBC HVHZ nails & 1-5/8" diameter tin caps (with the rough edge facing up). The use of staples is prohibited. 6.4.2 Single Laver: Roof Slope > 4:12: End (vertical) laps shall be minimum 6-inches and side (horizontal) laps shall be minimum 4-inches. Refer to Interwrap, Inc. recommendations for alternate lap configurations and/or the use of sealant under certain conditions. For exposure < 24 hours, use of every -other fastening location printed on the surface is acceptable. For exposure > 24 hours up to maximum 30-days, use of every fastening location printed on the surface is required. When batten systems are to be Installed atop the underlayment, the underlayment need only be preliminarily attached pending attachment of the battens on the same day. Battens shall not be positioned over cap nails. If this occurs, remove the cap nail and patch the hole in accordance with Interwrap published Instructions. 6.4.3 Double Laver: 2:12 < Roof Slope < 4:12: End (vertical) laps shall be minimum 12-inches and side (horizontal) laps shall be minimum half -sheet -width plus 1-Inch. Double layer application; begin by fastening a half -width plus 1-Inch starter strip along the eaves. Place a full -width sheet over the starter, completely overlapping the starter course. Continue as noted in 6.5, but maintaining minimum half -width plus 1-inch side (horizontal) laps, resulting in a double -layer application. 7. BUILDING PERMIT REQUIREMENTS: As required by the Building Official or Authority Having Jurisdiction in order to properly evaluate the installation of this product. 8. MANUFACTURING PLANTS: Contact the manufacturer or the named QA entity for information on plants covered under Rule 61G20-3 QA requirements. 9. QUALITY ASSURANCE ENTITY: Intertek Testing Services NA Inc.-ETL/Warnock Hersey — QUA3673; (604) 520-3321 END OF EVALUATION REPORT - Exterior Research and Design, I.I.C. Evaluation Report 140510.02.12-R2 Certif sate of Authorization p9503 F1.15216-112 Revision 2: 04/27/201S Page 3 of 3 4/28/2017 Florida Building Code Online H= Home I Log In I Use Regtatration I Hot Topics I Submit Surcharge I Stets A Fact Pubtfatiorn FeC Staff BCIS Site Map ! unfn Seandr d' lorW r Oi PER: Pu Approval USeR: Pub11c user Product Approval Menu > PnOuct or Apollpotlon Soard> > Annllotion UA > Application Detail F1- FL3792-R8 Application Type Revision Code Version 2014 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 Lomanco, Inc Address/Phone/Emall 2101 West Main Street Jacksonville, AR 72076 501) 982-6511 acarterQlomanco.com Authorized Signature Andrew Carter acarter@lomanco.com Technical Representative Andrew Carter Address/Phone/Emall 2101 West Main Street Jacksonville, AR 72076 501) 982-6511 Ext361 acarter@lomanco.com Quality Assurance Representative Andrew Carter Address/Phone/Email 2101 West Main Street Jacksonville, AR 72076 501) 982-6511 Ext6163 acarter@lomanco.com Category Roofing Subcategory Roofing Accessories that are an Integral Part of the Roofing System Compliance Method Certification Mark or Listing Certification Agency Mlaml-Dade BCCO - CER Validated By Mlaml-Dade BCCO - VAL Referenced Standard and Year (of Standard) Standard Year Mlaml-Dade TAS 100 (A) 1995 Equivalence of Product Standards Certified By Product Approval Method Method i Optlon A htWA&,ww.Boridabullding.orgtpr/pr epp dtl.aspx7param=wGEVXQMDgsFgPhXouzz9PGbeV4dlltEk7oGQ8ryYrvnk%3d 1/3 4/28I2017 Florida Building Code Online Date Submitted 09/30/2015 Date Validated 10/06/2015 Date Pending FBC Approval Date Approved 10/09/2015 Date Revised 08/16/2016 BL it ` "''''. Model, Number or Nanio..: Descripfl6r ' , -- — 3792.1 135 Roof Louver Aluminum Roof Louver Limps of Use Approved for use In HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other. 1. Refer to applicable building codes for required ventilation. 2. Model 135 Roof Vent and Model 2000 Power Roof Vent shall be Installed over composition shingles roofs only. 3. Model 135 Roof Vent and Model 2000 Power Roof Vent shall not be Installed on roof mean heights greater than 33 feet Certification Agency Certificate F73792 R8 C CAC Lomanco 135 - 2000 PV - NOA 11- 0502.02.Ddf Quality Assurance Contract Expiration Date 08/17/2016 Installation Instructions FL3792 R8 II Lomanco 135 - 2000 PV - NOA 11-0602 02 odf Verified By: Mlaml-Dade BCCO - CER Created by Independent Third Party: Evaluation Reports FL3792 R8 AE Lomanco 135 - 2000 PV - NOA 11- 0602.02,pdf Created by Independent Third Party: Yes 3792.2 730 Roof Lower- Aluminum Roof Lower Limits of Use • Certification! Agency Certlileata Approved for use in HVHZ: Y2s . B3792• R§ C CAC Lorhdnco 700 Series - NOA 11- Approved.for. use.outstde HVHZ: Yes 0602.04.odf . Impact Resistants N/A QualityAssura'=4 Contract Expiration, Data Design Pressure: N/A . 08/16/2016 ' Other: 1. Refer to:appflcable bUllding codes f6r required Irisfallatfon Instructions' ventilation. 2..Lomanco.'s Model 730,750,770 Roof Louvers F3792 IRS II• Lomanco 700 Series ._NOA 11-0602 04 odf shall comply with applicable bUliding code. 3. Ldmanco's Verlfied:By: Mlami-Dade BCCO - CER. Mgdel_730,750,770 Roof Lduvers shall not -be installed, on- roof' ' Created'by Independent Third Party:. mean heights greater than 33 feet Evaluation Reports FL'3792• R8 AE -Lomanco 700 Series = NOA:11-0602 04-odf Created -by llldependentThird Part'yr.Yes 13792.3 1750 Roof Louver f Aluminum Roof Lower f Limits of Use Approved for use in HVHZi Yes Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other. 1, Refer to applicable building codes for required ventilation. 2. Lomanco's Model 730,750,770 Roof Louvers shall comply with applicable building code. 3. Lomanco's Model 730,750,770 Roof Louvers shall not be Installed on roof mean heights greater than 33 feet. 3792.4 1770 Roof LOuver .. Limits of Use Approved for.use In-HVHZ: Yes'.' Approved for use outsfde HVHZ-...Yes Impact Reslstant:VA' Deslgn Pressure::N/A - Oilier. 1. Refer•to applicable building codes fbr•requlred' ventilation. 2.. Lomanco's Model 730,750',779 Roof Louvers shall comply with applicable bulding code.'3: Lorna rro's .... Model 730,750,770 Roof"Louvers shall not be -Installed -on roof mean helghts greater. than 33 feet. . Certification Agency Certificate FL3792 R8 C CAC Lomanco 700 Series.- NOA 11- 0602.04.odf Quality Assurance Contract Expiration Date 08/16/2016 Installation Instructions FL3792 RB II Lomanco 700 Series - NOA 11-0602 04 odf Verified By: Mlaml-Dade BCCO - CER Created by Independent Third Party: Evaluation Reports FL3792 R8 AE Lomanco 700 Series - NOA 11.0602 O4 pdf Created by Independent Third Party: Yes Aluminum Roof Louver Certification Agency Certificate FL3792 RB C CAC' Lomanco' 700 Series '-' NOA 11- . 0602:04:ndf Qualltj.AssuNance Contract Explratlori .Date 08/16/2016. Installation Snstructions FL3742 R8 'Il Lomanco.700 Series- NOA 11-0602 04,odf Verified By:':Mlaml-Dade BCCO - CER Created by Independent Third Party:' Evaluation Reports : H.379i-A6 AE Lomanco 700 Series - NOA 11-0602 04 nd Created by. independent Thled Patty: Yes 3792.5 770D Roof Louver Aluminum Roof Louver Limps of Use Certification Agency Certificate Approved for use In HVHZ: Yes FL3792 R8 C CAC NOA 15-0709.09.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: N/A 10/04/2020 Design Pressure: N/A Installation Instructions Other. FL3792 R8 II NOA 15-0709.09.Ddf Verified By: Miami -Dade BCCO - CER Created by Independent Third Party: Evaluation Reports httpslhvww.florldabullding.orgtpr/pr app dll.aspx?param=wGEVXQwLDgsFgPhXouzz9PGbdVldll(R7oGQ8zyYnmk%3d 213 4P18l20'17 Florida Building Code Online FL3792 R8 AE NQA 15-0709.09.odf Created by Independent Third Party: Yes M 09 Contact Us :: 2601 Walr Stun Roed, Tallahassee FI. 3239R phone: 850-487-1824 The State of Florida Is an WEED employer. Copyright 2007-2013 State of Florida.:: Privacy Statemenk :: AccwMhrllty Statement :: Refund Statement Under Florida law, email addresses are public records. If you do not want your a -mall address released In response to a pub8o-records request, do not send dactranle mall to this entity. Instead, contact die office by phone or by traditional mall. tf you have any questions, please contact 850.487.1395. -Pursuant to section 4SS.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S, must provide the Department with an email address If they have one. fie smalls provided may be used for official communication with the licensee. However email addresses are public record. It you do not wish to apply a personal address, please provide the Department with an emall address whlrh can be made available to the public To determine If you are a licensee underChapter 455, F.S., please cilck hgaL. Product Approval Acceptor IRTWEJ ® 99 Credit• safe SCcu1- itymI:Tlt1CS" httpsJ/ www.floridabuiidirtg.org/pr/pr app dtl.aspx?param=wGEVXQwtDgsFgPhXouzzgPGbaMdikEk7oGQ6zyYnmk%3d 3/3 H iAM ARAM-DADE COUNTY PRODUCT CONTROL SECTION 11805 SW 26 Street, Room 208 DEPARTMENT OF REGULATORY AND ECONOMIC RESOURCES (RER) Miamm Florida 33175-2474 BOARD AND CODE ADMINISTRATION DIVISION T (796) 315-2590 F (786) 315-2599 NOTICE OF ACCEPTANCE (NOA) www.miamidadg.gov/economy Lomanco, Inc. 2101 West Main Street Jacksonville, AR 72076 SCOPE: This NOA. is being issued under the applicable rules and regulations governing the use of construction materials. The documentation submitted has been reviewed and accepted by Miami -Dade County RER - Product Control Section to be used in Miami -Dade County and other areas where allowed by the Authority Having Jurisdiction (AHJ). This NOA shall not be valid after the expiration date stated below. The Miami -Dade County Product Control Section in Miami -Dade County) and/or the AHJ (in areas other than Miami -Dade County) reserve the right to have this product or material tested for quality assurance purposes. If this product or material fails to perform in the accepted manner, the manufacturer will incur the expense of such testing and the AHJ may immediately revoke, modify, or suspend the use of such product or material within their jurisdiction. RER reserves the right to revoke this acceptance, if it is determined by Miami -Dade County Product Control Section that this product or material fails to meet the requirements of the applicable building code. This product is approved as described herein, and has been designed to comply with the Florida Building Code including the High Velocity Hurricane Zone of the Florida Building Code. DESCRIPTION: 700 Series Louvered Roof Vents (730, 750, 750-S, 750-E, 770) LABELING: Each unit shall bear a permanent label with the manufacturer's name or logo, city, state and following statement: '"Miami -Dade County Product Control Approved", unless otherwise noted herein. RENEWAL of this NOA shall be considered after.a renewal application has been filed and there bas'been no change in the applicable building code negatively affecting the performance of this product. TERMINATION of this NOA will occur after the expiration date or if there has been a revision or change in the materials, use, and/or manufacture of the product or process. Misuse of this NOA as an endorsement of any product, for sales, advertising or any other purposes shall automatically terminate this NOA Failure to comply with any section of this NOA shall be cause for terun nation andremoval of NOA. ADVERTISEMENT: The NOA number preceded by the words Miami -Dade County, Florida, and followed by the expiration date.may be displayed in advertising literature. If any portion of the NOA is displayed, then it shall be done in its entirety. INSPECTION: A copy of this entire NOA shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This NOA renews NOA No.15-0831:07 and consists of pages 1. through 9. The submitted documentation was reviewed by Gaspar J Rodriguez. APPROVED NOA No.: 16-0510.28 Expiration Date: 08/16/21 Approval Date: 06/30/16 Page 1 of 9 ROOFING COMPONENT APPROVAL Category: Roofing Sub -Category: Ventilation Material: Aluminum TRADE NAMES OF PRODUCTS MANUFACTURED OR LABELED BY APPLICANT: Test Product Product Dimensions Specification Description Model 730 12-3/16" x 17-3/4" x 4" TAS 100(A). Embossed aluminum static louvered Louvered Roof Vent Min. thickness 0.025" roof ventilation system with a 6.5" diameter opening. Model 750 16" x 20-5/16" x 5" TAS 100(A) Embossed aluminum static louvered Louvered Roof Vent Min. thickness 0.025" roof ventilation system with a 8.3" diameter opening. Model 750-S 16" x 20-5/16" x 5" TAS 100(A) Embossed aluminum static louvered Louvered Roof Vent Min. thickness 0.025" roof ventilation system with a 8.3" diameter -opening. Model 750-E 23" x 27-1/4" x 5" TAS 100(A) Embossed aluminum static louvered Louvered Roof Vent Min. thickness 0.025" roof ventilation system with a 8.3" diameter opening. Model 770 16-5/8" x 22-3/8" x 6" TAS 100(A) Embossed aluminum static louvered Louvered Roof Vent Min. thickness 0.025" roof ventilation system witha 9.75" diameter opening. MANUFACTURING LOCATION 1. Jacksonville, AR EVIDENCE SUBMITTED: Test Agency Center for Applied Engineering PRI Construction Materials Technologies Test Identifier Test Name Date MDC- 98&99. TAS 100(A) 03/16/95 LOM- 013-02-01 TAS 100(A). 05/21/07 RRWA- 001-02=01 TAS 100(A) 07/28/1-5 NOA No.: 16-0510.28 MI MADECouhiTY Expiration Date: 08/16/21 Approval Date: 06/30/16 Page 2 of 9 APPROVED APPLICATIONS Tradename: Model 730,750,750-S, 750-E, 770 Roof Louvers System Type A: Mechanical attachment of ridge vent system over composition shingles. Cutout: Vents shall be evenly centered. Center the vent hole between rafters and maximum 18" down from the ridge line to keep the top of the roof vent below the ridge line. Mark this position. Using marked position as center point; scribe a circle that is the same diameter as the vent throat opening. Starting at the drill hole; cut vent hole along the scribed circle. Installation: Vents should be evenly spaced on the rear slope of the roof. Remove roofing nails from top row of shingles so the flashing of the roof vent will slide under shingles.. Apply approved roof cement around the edge of the hole. Carefully slide base of vent under shingles with arrow pointing up (non -louvered slant back facing the peak of roof). Make sure the throat of the vent -is centered over vent hole. Fasten the base to roof decking with 1'/4" aluminum annular ring shank nails. With the first nail 1'/4" from roof louver end and a minimum of 6." o.c. at the front and backside'of louver vent parallel to the ridge. And with the first nail 11/4" from roof louver end and a minimum of 8" o.c. at sides of louver vent perpendicular to ridge, keeping heads of nails under shingles where possible (see 700 Series louver roof vent profile drawing). Seal allseams arid nail heads with roofing cement. Ridge Shingle: N/A Net Free Area: Refer to manufacturers published'literature. Minimum Slope: 2:12 NOA No.: 16-0510.28 Expiration Date: 08/16/21 Approval Date: 06/30/16 Page 3 of 9 Tradename: Model 750 Roof Louver System Type B: Mechanical attachment of ridge vent system over non-structural, standing seam, or snap lock, metal roof panels with a minimum width of 16". Cutout: Vents shall be centered evenly in the field of the panel between the seams. Center the vent hole between rafters and maximum 18" down from the ridge line to keep the top of the roof vent below the ridge line. Mark this position. Using marked position as center point; scribe an 8" circle. Starting at the drill hole; cut vent hole along the scribed circle. Installation: Vent flange width may be reduced to allow enough clearance to fit within the seams. Metal pans shall be "kerf' cut to receive the upslope portion of the vent flange. Position vent such that the upslope flange slides through the metal panel cut and underneath the metal roof covering. The remaining three sides of the flange rest on top of the metal panel. Apply'/i' wide beads of an approved ASTM C920 sealant between the upslope flange and underside of roofing. Place additional beads of sealant on the other three sides of the flange between.the vent flange and the topside of the metal panel. Secure the vent to the deck using (7) corrosion resistant #10-7 x.1-1/2" hex washer head screws. Fasteners shall be installed in the (7) locations shown in Detail Net. Free Area: Refer to manufacturers published literature. - Minimum Slope: 3:12 GENERAL LEWTTATIONS: 1. Refer to applicable Building Code for required ventilation. 2. Lomanco's Model 730,750,750-S, 750-E, 770 Roof Louvers shall comply with all applicable building codes: 3. Lomanco's Model 730,750,750-5, 750-E, 770 Roof Louvers shall*not be installed on roof mean heights greater than 33 feet. 4. Lomanco's-Model 730,750;750-5, 750=E, 770 Roof Louvers shall comply with 1517.6 of the -Florida Building Code FBC) 5. All products listed herein shall have a quality assurance audit in accordance with the Florida Building Code and Rule 61G20-3 of the Florida Administrative Code. NOA No.: 16-0510.28 . Expiration Date: 08/16/21 Approval Date: 06/30/16 Page 4 of 9 M1AMI•DADE COUPI7Y DETAIL DRAWINGS DETAIL A I o' VN NOA No.: 16-0510.28 Expiration Date: 08/16/21 Approval Date: 06/30/16 Page 5 of 9 DETAIL B NOA No.: 16-0510.28 Expiration Date: 08/16/21 Approval Date: 06/30/16 Page 6of9 DETAIL B (CONTINUED) FASTENER -LOCATION FOR METAL PANEL INSTALLATION OF 750 FASTENER MIAMMADE COUNTY NOA No.:16-0510.28 Expiration Date: 08/16/21 . Approval Date: 06/3U/16 Page 7 of 9 DETAIL C NOA No.: 16-0510.28 MLAMMADE Cour-M Expiration Date: 08/16/21 Approval Date: 06130116 Page 8 of 9 L-vAyir Th NOA.No.: 16-0510.28 Mia- JAPPROVE01 nr Expiration Date: 08/16/21 Approval Date: 06/30/16 Fage'9 of 9. 4/28/2017 Florida Building Code Online q.5,.,,W„ _''. ',„-. tom c r+Q?(rl:!1,;;drb'tyh • . . - /91 lU- (lR r. - c ..-_.•. .._... • i. .. •! .,._.- 7 •.cal}' ..,rl,.' j',t AR]F '.' L C11 c BCis Home I Log in I User Registration I Mot Topic I Submit Surcharge I Stats A Facts I Publications FBC Starr BCIS Site Map I Links I Search i•kxict, • R ,{ Product Approval dd j USER: Public User Product Approval Menu > Product nr Application Search > Annliration I_Ist > Application Detail o%fadt?:ii1 FL k FL158-118 Application Type Revision Code Version 2014 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 t Product Manufacturer CAST-CRETE USA, Inc. Address/Phone/Email PO Box 24567 Tampa, FL 33623 i ?t (813) 621-4641 Ext 128 cparrino@castcrete.com Authorized Signature Craig Parrino cparrino@castcrete.com Technical Representative Craig Parrino Address/Phone/Email PO Box 24567 Tampa, FL 33623 cparrino@castcrete.com dr• H r r•. f Quality Assurance Representative Craig Parrino Address/Phone/Emall PO Box 24567 Tampa, FL 33623 t cparrino@castcrete.com Category Structural Components Subcategory Products Introduced as a Result of New Technology I..• a Compliance Method Certification Mark or Listing Certification Agency Miami -Dade BCCO - CER Validated By Miaml-Dade BCCO - VAL Referenced Standard and Year (of Standard) Standard Year ACI 318 2011 ACI 530 2011 Equivalence of Product Standards Certified By s c''• Product Approval Method Method 1 Option A Date Submitted 04/29/2016 https://www.floridabuilding.org/pr/pr_ppp dtl.aspx?param=wGE\/XC!wtDqueglp/o2bT71%2fFlg2gnRzHNuiccj5pgLXkU6g°/a3d 1/2 Uri Ttzi t Florida Building Code Online Date Validated 05/06/2016 Date Pending FBC Approval Date Approved 05/06/2016 Sumrna of'Products ,: FL # i Model, Number or Name Description - T 158.1 High Strength Concrete Lintels 4, 6, 8, and 12 Inch wide lintels Limits of Use Certification Agency Certificate Approved for use in HVHZ: Yes FL158 R8 C CAC NOA 14-0903.03.odf Approved for use outside HVHZ: Yes FL158 R8 C CAC NOA 16-0126.03.odf Impact Resistant: N/A Quality Assurance Contract Expiration Date Design Pressure: N/A 05/21/2017 Other: Superimposed loads shall not exceed allowable safe Installation Instructions load FL158 R8 11 NOA 14-0903.03.odf FL158 R8 lI NOA 16-0126.03.odf Verified By: Miami -Dade BCCO - CER Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: Contact Us :: 2601 Blair Stone Road, Tallahassee FL 32399 Phone: 850-487-IB24 The State of Florida Is an AA/EEO employer. Copyright 2007-2013 State of Florida.:: Privacy Statement :: Accessibility Statement :: Refund Statement Under Florida law, email addresses are public records. If you do not want your e-mail address released In response to a public -records request, do not send electronic mail to this entity. Instead, contact the office by phone or by traditional mall. If you have any questions, please contact 850.487.1395. *Pursuant to Section 455.275( 1). Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address If they have one. The emalls provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public To determine If you are a licensee under Chapter 455, F.S., please dick here . Product Approval Accepts: W ® = Credit Card Safe lAtps://www.flaridabdlding.org/pr/Pr_app till.aspx9param=wGEVXOwIDquegl%2bT71°/a21F192gnRzHNulcgjSpgLXkU6g%3d 212 M 1 AM I•DADE NIL4,6•1I-DADS COUNTY e PRODUCT CONTROL, SECTION DEPARTNIENT OF REGULATORY AND ECONOMIC RESOURCES (RE, R) t 1805 SW 26 Street, Room 208 BOARD AND CODE ADMINISTRATION DIVISION Miami, Florida 33175-2474 T (786) 315-2590 F (786) 3 t 5-2599 NOTICE OF ACCEPTANCE (NOA) mv%v.mlamldade.eov/economy Cast -Crete USA, Inc. P.O. Box 24567 Tampa, Florida 33623 SCOPE: This NOA is being issued under the applicable rules and regulations governing the use of construction materials. The documentation submitted has been reviewed and accepted by Miami -Dade County RER- Product Control Section to be used in Miami Dade County and other areas where allowed by the Authority Having Jurisdiction AHJ). This NOA shall not be valid after the expiration date stated below. The Miami -Dade County Product Control Section (Iri Miami Dade County) and/or the AHJ (in areas other than Miami Dade County) reserve the right to have this product or material tested for quality assurance put -poses. If this product or material fails to perform in the accepted manner, the manufacturer will incur the expense of such testing and the AHJ may immediately revoke, modify, or suspend the use of such product or material within their jurisdiction. RER reserves the right to revoke this acceptance, if it is determined by Miatni-Dade County Product Control Section that this product or material fails to meet the requirements of the applicable building code. This product is approved as described herein, and has been designed to comply with the High Velocity Hurricane Zone of the Florida Building Code. DESCRIPTION: ( Cast -Crete) 4 6" & 12" High Strength Precast and Presh•essed Concrete Lintels APPROVAL DOCUMENT: Drawing No. FD4612, titled "Precast and Prestressed Lintel Details", sheet I of 1, prepared by Craig Pan•ino, P.E., dated March 24, 2003 and Drawing No. LT4612, titled "Cast -Crete 4", 6" & 12" Lintel Safe Load Tables", sheets 1 through 3 of 3, prepared by Craig Parrino, P.E., dated March 24, 2003, last revision dated June 12, 2014, all signed and sealed by Craig Pan•ino, P.E., on August 19, 2014, all bearing the Miami -Dade County Product Control Revision stamp with the Notice of Acceptance number and the expiration date by the Miami -Dade County Product Control Section. MISSILE IMPACT RATING: Large and Small Missile Impact Resistant LABELING: Each lintel shall bear a permanent label with the manufacturer's name or logo and the Miami -Dade County logo. RENEWAL of this NOA shall be considered after a renewal application has been filed and there has been no change in the applicable building code negatively affecting the performance of this product. TERMINATION of this NOA will occur after tine expiration date or if there has been a revision or change in the materials, use, and/or manufacture of the product or process. Misuse of this NOA as an endorsement of any product, for sales, advertising or any other purposes shall automatically terminate this NOA. Failure to comply with any section of this NOA shall be cause for termination and removal of NOA. ADVERTISEMENT: The NOA number preceded by the words Miami -Dade County, Florida, and followed -by the expiration date may be displayed in advertising literature.. Wany portion of the NOA is displayed, then it shall be done in its entirety. INSPECTION: A copy of this entire NOA shall be provided to the user by the'manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This NOA revises NOA 1113-0321.07 and consists of this page 1, evidence submitted pages -1, E-2 and E-3 as well as approval document mentioned above. The submitted documentation was reviewed by /H elmy A. Mnlcar, P.E., M.S. MIAMI-DADE COUNTY t/ . NOA No. 14-0903.03 fv'" ` Expiration Date: 09/11/2018 Approval Date: 10/09/2014 f y 11 °" rage 1 Cast -Crete USA, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 1. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL 903-0605.04 A. DRAWINGS 1. Drawing No. FD4612, titled "Precast and Prestressed Lintel Details", sheet I of 1, prepared by Craig Parrino, P.E., dated 1larch 24, 2003 and Drawing No. L774612, titled Cast -Crete 4 ", 6" & 12 " Lintel Safe Load Tables ", sheets I through 3 of 3, prepared btu Craig Parrbto, P.E., dated Xforch 24, 2003, last revision #1 dated April 28, 2003 both drawings signed and sealed by Craig Parrino, P.E. B. TESTS 1. Test report on flexural testing on 4 ", 6" & 12 " Precast Concrete Lintels Filled and Unfilled k1odels, total of (13) concrete lintel specimens, per AS'Ti%l E-529-94, prepared by Applied Research Laboratories, Report No. 30404A, dated 04110103, signed and sealed by Chrisiopher A. Kamon, AE. C. CALCULATIONS 1. Calculations for Cast -Crete Lintels, dated 05129103, 207 pages, prepared 61, Craig Parrino, P.E., signed and sealed b1; Craig Parrhno, P.E. 2. Calculations for Cast -Crete Lintels, dated 05129103, 140 pages, prepared by Craig Parrino, A..E., signed and sealed by Craig Parrino, P.E. D. MATERIAL CERTIFICATION: 1. Quality System dlanual for Cast -Crete Xiachine illade Precast Lintels revised on j11av 1, 2002. 2. Cast -Crete Quality S)utem blanual.for Prestressed Products dated 2002. 2. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL # 08-0320.09 A. DRAWINGS 1. Drmving No. FD4612, tilled "Precast and Prestressed Lintel Details", sheet 1 01' 1, prepared by Craig Parrino, P.E., dated Alarch 24, 2003 and Dimving Alo. L774612, titled Cast -Crete 4", 6" & 12" Lintel Safe Load Tables", sheets 1 through 3 of 3, prepared by Craig Parrino, P.E., dated dlarch 24 2003, last revision dated Man-ch 11, 2008. B. TESTS 1. None. C. CALCULATIONS 1. None. D. QUALITY ASSURANCE 1. BY pliant -Dade County Building Code Compliance Office. E, MATERIAL CERTIFICATIONS 1. Alone. fy- Hkhfiy A. Makar, P.E., M.S. Product Control Unit Supervisor NOA No. 14-0903.03 Expiration Date: 09/11/2018 Approval Date: 10/09/2014 E-1 Cast -Crete USA, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 3. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL It 12-0209.12 A. DRAWINGS 1. Drawing No. FD4612, titled "Precast and Prestressed Lintel Details", sheet 1 of 1, prepared by Craig Parrino, P.E., dated March 24, 2003 and Drawing No. LT4612, titled "Cast -Crete d ", 6" & 12 " Lintel Safe Load Tables'; sheets l through 3 of 3, prepared by Craig Parrino, P.E., dated March 24, 2003, last revision dated March 11, 2008, all signed and sealed by Craig Parrino, P. F,., on March 22, 2012. B. TESTS 1. None. C. CALCULATIONS 1. None. D. QUALITY ASSURANCE 1. By ,Miami-Dadc Cor ay Department of Permitting, Environment, and Regulaloq .4ffairs. E. MATERIAL CERTIFICATIONS 1. None. F. OTHER 1. Letter fi,onn Cast -Crete Corporation, dated February 03, 2012, signed and sealed by Cralg Parrino, P.E., certifying compliance with the Florida Building Code, 2010 Edition. d. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL # 13-0321.07 A. DRAWINGS 1. None. B. TESTS 1. None. C. CALCULATIONS 1. None. D. QUALITY ASSURANCE 1. By X ianri-Dade County Department of Regulator), and Economic Resources (RER). E. MATERIAL CERTIFICATIONS 1. Nome. U ny A. Makar, P.E., M.S. Product Control Unit Supervisor NOA No. H-0903.03 Expiration Date: 09/11/2018 Approval Date: 10/09/2014 E-2 Cast -Crete USA, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 5. NEW EVIDENCE SUBMITTED A. DRAWINGS 1. Draining 1Vo. FD4612, titled "Precast and Prestressed Lintel Details ", sheet 1 of 1, prepared by Craig Parrino, AE., dated hfarch 24, 2003 and Drawing Ato. LT4612, tilled "Cast -Crete 4", 6" & 12" Lintel Sgfe Load Tables", sheets I through 3 of 3, prepared by Craig Parrino, AE., dated March 24, 2003, last revision dated June 12, 2014, all signed and sealed by Craig Parrino, P.E., on August 19, 2014. B. TESTS 1. None. C. CALCULATIONS 1. Calculations, for Cast -Crete Lintels, dated 0811912014, Pages 14.201 through 14.236, prepared by Craig Parrino, P.E., sigited and sealed by Craig Parrino, P.E. D. QUALITY ASSURANCE 1. By jVimni-Dade Count), Department of Regulatoi), mid Econontic Resources (RER). E. MATERIAL CERTIFICATIONS 1. None. F. OTHER 1. Letter fi•orn Cast -Crete USA, Inc., dated August 19, 2014, signed and sealed by Craig Parrino, P.E., certifying compliance with the Florida Building Code, 2014 Edition. 4 " -, /' t. -:, - d r " --- HelWFk Malcar, P.E., M.S. Product Control Uoil Supervisor NOA No. 1 d-0903.03 Expiration Date: 09/11/2018 Approval Date: 10/09/2014 E-3 N AST RE7e HIGH STRENGTH PRECAST AND PRESTRESSED CONCRETE LINTELS I i I VLblIlL V4I I fir! 'tta y t 4" SOLID LINTEL DATA TABLE mm rum tilrTr.il r,1 Fi6EYtFlI21SS'L.! ttF76-i a 2A y ipMIrtlr.rpcyaton un W iQC9lfll2.ST! rQ 1 6" PRECAST U-LINTEL DATA TABLE r E veE©®vno mm[rrutt:aocrvit.rr nol to®rm tte:artas maavmr la ao iaT•n t6F7reru•!.TdTi ifFfiT.[1L 7varA law In rrdrTavi'>rTrir,t•r LtO rdHt f s.^_a6LLi'.1rm7il:Sl7S1i4S rz.9f0 rrrlevrx•>t r.=2r r" AnUrta.._err vr3r,l..,rrg,tarse.rriMULIMIrtaveeta rf-Ta©ra.utsavrt i rteara7o tTSisl7 tTEDI r®rT- rE ruz1: rr$>arav ro t»oraa t rta r»marta.:mmraouta QSTa rlrr r [ r, rn, nma reui ^! maa uo+to 12" PRECAST U—LINTEL DATA TABLE en»®r mc$riv T vno P".X,mm a6FiGEC©umrF1ILtiarFa' J C]tayES^TlmApvnO_ l*mD fW.WLX L'/L1tt1 r"Kmna tarca osmv®r3s no, imarrTllE r}a. L+]' rFJmr.7 j t0 rmaVmr.[•:ArtarnI[7G3trr2 EIEatl• tfF t3T mmol i" D7 ir'r OCR.zmmn mAfTcKLLarla.JR210JUA.LL"mMMEkn r•9KXLljW l•rBU{J®TWrILrW3d[C r•a.r.rta t re¢rrEmvaroao tr>n+r natL rtal.1yr ttas::.lr>;1maa tt toca[a ttarELzn;]r rr rrarrr5o a•+oLrryat:arra rlto 17,,J FORM MIT a M=nu•,c[a Iftt•ar rlc omtr:to;it uar>a.T!oer ve Ta r ntt Wl]alrrlQlr rLaILM111—iVMSkfe>,,. VLrrr omrracrtcry 's:arraLrom vetar.lrscr nMvr+e•3ar,c rrF,.rr•.1>.ryrta:u.uia..ei[r mn¢crn rry rvnac,c[arala,rtrrr T7r3 a+a r rr+rvcs.rin.36s rara a IJCSiCtS1mltttT2L'1!:J¢' I2L'i.d®EM TYPE 'B' TYPE 'A' STIRI 6" & 12' PRECAST LINTEL REINFORCING CAGE FABRICATION MODEL IICr t01@iFrT WC3Yl ImN 5 r.D1mID r.. /""C, ./ImrLL 05 Os aROIICI[D n COrrtCn uflt A1D CAr01 K up .Olt1n[D le„a,r W rm. nrnp Cb,S[M W[ -W[ L.1% no. RW ..CW SW , 1/11 W lml L31b 13. I.. VO N KW • A m n.5,0., . of If b —lu . t m Wt N YtV Ai. • IWG W NLL W ,Q V man K—O at iW O 9L1.IM vCRI[ .nmDm M1 . Nr ro 10. ul . ,xt Am ,:.mr rr t 5r W W to.. CAM M 6 - Mr. tr uC.ii 1.,15.: Y• . Mt. ro ti . Wd urm — • 4 Mu, ,K .tao.t9W UK rAP m u CL Ql L Nneu .itd bDLL .[ QR .... D1m MCM ,. R 111f. r,. om r rLr1V. N51 Ln ON a . aW ,t rm, tM W Aft• OLN.O I= /COL CEN 0.4 OF F o •. c: CRAIGPARRWO ORI Gt 6324CR579 esiL,re NAI',O SEFFNER.FL 33594 too 1r.E;. FLP.ELIC.No. u rconucr KLYIti19, asplvi,le•^mIn.n&ia, d. 06 ML. PRECAST AND PRESTRESSED LINTEL DETAILS M K115, C6w-14 molt [r. jm [Hour suit 4S um IRYrTJluF +. y..,• Dlm 3/2/m I M=D rr: am ?a= It 07.LVC: IDU12 mm I or 1 GENERAL NOTES Q Ilotufdc fa famdrrrrld 300D rd rci' t 12' pres.ri rmtd 6000 fa grwA ]OOD po pSD c.rrde rtw.ery in4Cp .?hQ''rnGdnnn r.l m picaapnstiv..tra190Drebar per A 51 AC2 Crud. f0 ASIYQ700/• Y a S 2) As ule W %cWw bad h riri m 4 Imh Iror.inol InM1aq. r- 44, Set. I.W. r. "d tT 6U1. 12W ad 12RUi mtbracldbyi6b-I g length b Im V.. 8 1A :rrh.s S) Mid. Ed m.A. bd W " lints 4) P. rnm. b pradhetb hdlod. 16. W-t ndwfim I. god, 40 Grid aldd «L 1 q w3y tlcIIIHArd:4en 4 11 428 (A!) • 1228 pt 1t1n01 S) A4 k"l, nd . eatd JIM d Ka_ iiI ab ot ea4d l/110 d1dkdiok byar Ur. b limbIl I. m lglm p W n ft A"I'll Od. Sad'.a 160411 m appEMY. 8) St.. rid kttb a rwh& 7) 4• mW lkdab b b. Wt.W ./ 4• d'maaot Wt." .d 8' dmxYn _- WA p IaIdYUa(/ d ad oW d NMI cat ar.ry .0 U..mDchft and/. rm. I.rd ro..ea 8) mmwtkkq V. rtm..d ..klYq rrm l ad AmtIwi ddIqWm 04ronN myp. t 10) KIL - W R.W II) ldtm rdd ada4 raW to W Waled ci W Wdem d W RaW m•'a. TYPF USIGNATION 12fr - I to' mi a t im c.Di 6-26/2T nJ J L....,, Cf c .aa Am 1: mp N ia ra trtww fyO m 4' rrDd Iow 1tll 0) nn. m It• K I.ar 0 .mao ry r umr m m o. m.a¢ 1 61'.+ ACT W. uW12' NOMINAL \TATH 12) r' ! 12• UN.b — — cW d :A 5-V2• M M ukw d. Ward. I. occ.mdab urUcd cd .&Wwc , .d grain,} 1 1W d. ra ..Im. f We, i6tdw n at"iw m°eb rtQ.orvy rib h— oG q d ab—. owd 1. ..W— .1, ASrM C-sm r err ./,.a cwti p 14) Lkkb MedaN.2h b.6 %.aM.W .ag r NWand hylrwtal potna I.OMeqequ.t"acAppf•d +trL dW A"W b.&OM bad 1 Sal.tkd bad + Sol. W.. AW bd S D IS) r. mmpdb Wai hyhb mt 0..1% as ul. bd from and b.. btkh 4.m. 16) 1. WA krg" not tLwa, lft of- bad from and Wrgcd Imgth d..n. 17) Sri. Yoh .n agdryrd INN. . Ws 11) SoY bah baud an Mb.d design .ubri pa Aft WO W AG SIS 19) A46S.4 bt-J bad mp•dy m b. ahta5rd by D. by FWA&g addli•.d idw d m e. am .. y mh OMMU) .bon the 4b1 Sr dried bda. SEE SAFE LATERAL LOAD TABLES FOR LOAD RATING FOR EACH ADORIORAL REIHFORCEO CIAU ( nuu) FlA1 COURSE T 1/2 ClA 11P 1) j5 REEAR FOR 6• LINTELS 2) 15 REBAR FOR 12- LINTELS GR40 Dr (RBD n •'r` r: r: 1 SAFE LOADS FOR 4" SOLID LINTELS 4wsr•4_4" GRAVRY TYPE LENGTH 4S8 Y-6- ( 421 PRECAST 1180 4'-0- (451 PRECAST 959 4'-6' (547 PRECAST 789 5'-10-(70•) PRECAST 460 6'-6- (781 PRECAST 360 7'-6- (901 PRECAST 260 9'-e (1121 PRECAST 156 10'-6-(1261 PRECAST 116 12UB 4--4a•1r• UPLIFT LATERAL TYPE LENGTH 4S8 4S8 3'- 6- ( 42' PRECAST 687 371 4'-0' (481 PRECAST 597 320 4'-6- (541 PRECAST 529 258 5'-10'(7n PRECAST 4. 07 148 6'-6' (781 PRECAST 365 118 7'-6' (901 PRECAST 280 87 9'-4' (1 IV) PRECAST 187 55 10'-r(126-) PRECAST 152 43 12F8 12F72 121`16 6U8 US 6F12 6F16 vrl: 5 ice'•....:;'•:•. •r ,J •.. i.c.'-•+.:.. rr. 1 '.• ...:4:' •;• ,fin • • .:; • •. y: :. 9 • 121`28 12F24 121` 20 PROOLI MI/Isro 4• - :a i'• •Q• T OWOjpt lLu1ith tht Ft fib Op p%% CFWGPARRINOnhWw,MU 2 I 0 . • .^ 6924 CR 579 Z • J E 6F32 6F28 6F24 6F20 ,r / ONAL aG44. SFFF14EFi FL 3356a im>`L-' rry 4it N0.44756 syl REVISIONNo T E I BEA OFCAST—CRETE 4", 6" & 12" LINTEL SAFE LOAD TABLES 6 W 4GENE N IE2ilWc otslr15-I4 onrx m ntux wuw scA1t tus At a • 1: 14 WE. 3/21/03 WCU R. gtA10 rAfZ r.T. - ILM a0. 44256 DItARIG...1i0. U612 SKEI I or 31 SAFE SAFE GRAVITY LOADS FOR 6" PRECAST U-LINTELS FAR 6 PRFCAgTH.L1NTFI A SAFE UPLIFT LOADS FOR 6" PRECAST U-LINTELS C"'+111+ SAFE LOAD - POUNDS PER LINEAR FOOT TYPE LENGTH 6U8 SFO-19 61`12-18 6FIO-19 UN-18 6F24-18 6F28-18 6F32-18 S-6- (421 PRECAST 2332 2676 3892 5050 6148 7227 8297 9357 4'-0' (481 PRECAST 2025 2313 3892 5050 6148 7227 8297 9357 4'-6' (541 PRECAST 1654 1887 3633 5050 6148 7227 8297 9357 5'-10'(701 PRECAST 1067 1260 2198 3557 5734 7227 8297 8225 6'-6' (787 PRECAST 949 1 1078 1831 2850 4328 6737 8297 9357 7'-6- (901 PRECAST 779 883 1459 2188 3151 4524 6654 9357 9'-4' (112' PRECAST 584 660 1056 1523 2084 2795 3731 5017 10'-6'(1261 PRECAST 503 566 895 1270 1706 2235 2898 3747 11'-4-(136') PRECAST 457 513 805 1133 1507 1952 2492 3163 12'-0'(1441 PRECAST 425 1 477 744 1042 1377 1769 2238 2308 13'-4-(1601 PRECAST 373 417 646 895 1170 1485 1652 1 2285 14'-0'(1651 PRECAST 351 391 605 1135 1087 1373 1703 2087 17'-4'(2081 PRECAST NR 299 455 620 794 985 1198 1437 ff) THE NUMBERS IN PARENTHESIS ARE PERCENT REDUCTIONS FOR GRADE 40 FIELD ADDED REBAR. SEE GENERAL NOTE NO. 4 SAFE LOAD PLF LENGTH TMPE 6U8 61`8 RCMU N-6' (421 PRECAST 587 1055 596 4'-0' (481 PRECAST 487 787 445 4'-6' (54' PRECAST 416 609 344 5'-10'(701 PRECAST 300 350 198 6'-6- (78-) PRECAST 263 496 1 157 7'-6' (901 PRECAST 222 367 116 9'-4' (1121 PRECAST 173 352 74 10'-6-(1261 PRECAST 151 276 58 11'-4-(136-) PRECAST 139 311 49 12'-0*(1441 PRECAST 131 277 1 44 13'-4'(1601 PRECAST 117 223 35 14'-0'(16n PRECAST 111 202 32 17'-4'(2087 PRESTRESSED N.R. 130 21 r SEE GENERAL NOTE 18 CM -.*Wm SAFE LOAD - POUNDS PER LINEAR FOOT LENGTHTYPE—__, 6F8-11 6F12-1161`16-116F2D-1761`24-116118-IT6F32-tT Y-6' (42' PRECAST 1412 2074 2715 5 3997 4638 5279 4'-0' (48') PRECAST 1225 18W 2357 2913 3470 4027 4583 4'-6' (541 PRECAST 1053 1592 2084 2577 3069 3562 4055 5'-10'(701 PRECAST 831 1222 1600 1979 1 2357 2736 3114 6'-6' (781 PRECAST 723 1097 1431 1777 2117 2457 2797 7 -6' (907 PRECAST 648 86300 1249f 4 1544 1840,4 2135 N 2431 9'-4- (1121 PRECAST 575 571on SOD c,, 1252 1492 1732fn 1972 10'-6' (126') PRECAST 514 462(m 787 1121 cc 1336 z 1551 1766 11'-4-(1361 PRECAST 474 404 685 985 12l3j 1442 1645 IT-O'(1441 PRECAST 454 357 619 888 04 109311, 1299 1506 13'-4-(1601 PRECAST 402 308 516 736 906 1076 1247 14'-0-(168-) PRECAST 368 285(4 475 677 832 989 1145 17'-4'(201 PRECAST 253 j 208 336 Yd 476 j 5135 693 BD3 1) THE NUMBERS IN PARENTHESIS ARE PERCENT REDUCTIONS FOR GRADE 4Q FIELD ADDED REBAR SEE GENERAL NOTE NO. 4 iL Lunrryr PA/' 44 PRODUCritL'VIygO W11 ^S ". 0'I. f9urfA., FWm Nnr' GSRiP4eiianU p P 7 CRAIGPARPoNO 11y1 / i `/P i `ti' R 1 ' Cl+•+ 6324 CR 579 Mi"' 3ci Cbntro SEE GENERAL NOTES - SHEET 1 OF 3 '•;S ONAL+++ SEFFNER R 33584 R.P.E.UP-NO.44756 tlGENERALRrlstom CAST-CRETE 4", 6" & 12" LINTEL SAFE LOAD TABLES VEKM ItEvismN6 t9 y44C" r. flI NA9L CISUtl t4 OUKM a: JoW UCW1D SWL• Ku I ASV RAIL s/:t/G1 CIEC[ED a: t'WG rtlIDtll, r.0 - itL. N0. tOS1 OUr3 m. Lust: w t aT 7 m SAFE GRAVITY LOADS FOR 12" PRECAST U-LINTELS 4CMM-4- 1N SAFE LOAD - POUNDS PER LINEAR FOOT LENGTH TYPE 12US 12f6-?9 t2ft2-te ttrt6-29 12F20-2E t2Rt-28 1326.28 12F32-2D 3'-6- (421 PRECAST 3428 5000 583E 7619 9352 11D60 12755 14438 4'-0' (481 PRECAST 2923 4232 5838 7619 9352 11060 12755 14458 4'-6' (541 PRECAST 2396 3464 5504 7619 9352 11060 12755 14438 5'-10'(701 PRECAST 1612 2320 3218 5234 8487 11060 12755 14434 6'-6' (781 PRECAST 1393 1986 2579 4196 6421 10032 12755 144 7'-6- (90' PRECAST 1138 1628 2131 3218 4676 1 6756 9763 13524 9'-4- (1121 PRECAST 795 1216 1535 2230 3083 4167 5593 7552 10'-6'(126j PRECAST 614 1043 1295 1853 2516 3323 43M 5632 11'-4'(1361 PRECAST 518 945 1162 1649 2216 2893 3719 474 12'-0'(1441 PRECAST 456 878 1073 1513 2020 2617 3333 4206, 13'-4-(1601 PRECAST 359 767 926 1294 1709 2188 2743 14'-0'(1681 PRECAST 321 720 855 1204 1584 2017 2451 17'-4'(2081 PRECAST N.R. 451 631 581 1141 1428 1750G 1210219'-4'(232j PRECAST NA 343 477 700 925 1152 13SO 1) TK RIAMS W PARFAIIESIS ARE PMCOrt REMMS FOR GRADE 40 FIELD ADDED RFAAIL SEE CEI AAL NOTE NA 4 SAFE GRAVITY LOADS FOR 12" PRECAST wl2" RECESS DOOR U-LINTELS ic-M-4-m SAFE LOAD - POUNDS PER LINEAR FOOT LENGTH TYPE 12FO 12RM-2812RFt0 121SK- 12AF16 El"-N IN26- ID639 4'-4- (521 PRECAST 25M 2942 5468 7584 9640 11669 13679 15679 4'-6' (54' PRECAST 2319 2740 5468 7584 9640 11669 13679 15679 5'-8- (68' PRECAST 1347 1841 3555 6395 9640 11669 13679 15679,4 5-10'(70' PRECAST 1259 1755 3361 5954 9358 11669 13679 1551 6'-8- (601 PRECAST 924 1430 M3 4415 68M 1 12574 1480Q 7'-6' (901 PRECAST 703 1203 1 2157 3494 1 5259 7922 9623 1132q 9'-8' (116-) PRECAST 389 M1451 2157 3203 4421P 5417 6380, SAFE LATERAL LOADS FnQ 4 V DOFrAST IIJ IARPI Aa Cam/ SAFE LOAD PLF LENGTH TYPE 12U8 12F8 RC MU S-6- (42') PRECAST 1295 4841 39331 4'-0' (49) PRECAST 1295 4841 299 4'-6- (547 PREP 1049 3922 2417, 5'-10-(701 PRECAST 681 2547 155 6'-6- (781 PRECAST 579 2167 12345A 1'-6- (9n PRECAST 474 1771 1 914 9'-4- (112' PRECAST 355 1326 58 10'-6'(1261 PRECAST 306 1143 454, 11'-4-(I361 PRECAST 278 1041 38 12'-0-(144j PRECAST 260 971 345 13'-4-(1601 PRECAST 229 857 278 14'-O'(168 PRECAST 216 809 1 251 on 17'-4'(2087 PRESTRESSED N.R. 6 162, 19'-4'(2321 PRESTRESSED N.R. 534J 1300 JCL UCI'IC6AL fYUR 10 SAFE LATERAL LOADS FOR 49-DocrAQT wt9 ocrccc nnno ILA IMTCI C t SAFE LOAD PLF LENGTH TYPE 12RU 12RF6 RCMU 4'-4- (521 PRECAST 1295 3692 2 4'-C. (541 PRECAST 1213 3458 2417 5'-6- (6n PRECAST 784 2236 165CW 5-10'(701 PRECAST 747 2129 1552,4 6'-8' (801 PRECAST 602 1716 117 T-8' (901 PRECAST 504 1438 914 9'-8' (1161 PRECAST 355 1011 SAFE UPLIFT LOADS FOR 12* PRECAST U-LINTFLS W- — SAFE LOAD - POUNDS PER LINEAR FOOT LENGTH TYPE 12F6-21 MIMI 12F16-21 12RD-2T 12F24-11 2f28-2F 12F32-2T S -6- (421 PRECAST 2752 4287 5613 6938 8264 9589 10915 4'-0- (48) PRECAST 23M 3721 4872 6023 7174 8325 9477 4'-6' (541 PRECAST 2113 3291 4310 5323 6347 7365 8384 5'- TO- (701 PRECAST 1623 2527 M. 3310 4092 4875 5658 6441 6'-6' (78') PRECAST 1444 2269 2972 m 3675 4378 5081 5784 7'-6- (90-) PRECAST 1261t 1767po 258 3194 3806 4417 Gn 5028 9'-4- (1121 PRECAST 1028 1171 4 20D6 2590 3037 3583 4079 10'-6'(126) PRECAST 920 947 1612 2281 2764 3209 3653 11'-4-(1361 PRECAST 858 529 140404 1982 2441 2902 3364 DA 12'-0-(144-) PRECAST 814 753,1 12690 17B8 2201 2616 3032 13'-4-(150-) PRECAST 67860 633 1057 1485G 1826 2169 2513 ol 14'-0-(168') PRECAST 622 5B6 m 974 1365 16794 1993 23D9 17-4'(2081 PRECAST 434 42-7 695 ° 964 1182 1402 1623 19'-4'(2321 PRECAST 356 370 593 817 D 10D2 11870+ 13720 t!1 AIR fOINRIfa IN YMENIIILM ML MUM REINCUM FOR CRAOE 40 FaD ADDED MAR SEE GDQPAL NDIE M 4 SAFE UPLIFT LOADS FOR 12" PRECAST wl 2" RECESS DOOR U.LINTELS t w4n SAFE LOAD -POUNDS PER LINEAR FOOT LENGTH TYPE IMB-21 r3nod112RF14-2 12RF1D- MD-2 12RF26-2 12R130 4'-4- (521 PRECAST 1626 2685 3746 4806 5867 6928 7959 4'-6- (54' PRECAST 1558 2582 3602 4623 5643 6664 7684 5'-8- (681 PRECAST 1210 2042 2650 3658 4466 5273 6081 5-1D-(701 PRECAST 1173 1934 2769 3553 4338 5123 5908 6'-8- (801 PRECAST 1020 1538 2426 3114 3802 4489 5177 7'-6' (901 PRECAST 9D9 1226 2163 2776 3390 4003 4617 A9;-;8' (I IS') PRECAST 703° 771 ml 1472 2181 2663 3145 3628 1) THE HABEAS N PAREMESS ARE TRCENT RMUL7 S FOR JLE ULMI— "IE 10 NMERS IN PARENIIQ56 ARE PEACEM REOUCT016 FDA REBGM40FIELDADDED AR. SEE GENERAL NOTE NO. 4 : •G . • • E N S+' 40 Fw ADDED W-M& SEE CEIVA NDIE NO. 4 447 1Aomplyi It ultGD T E Fr- a: R Apw cp l lxttu 6_c a o 3yulUnDale OR P•4i: 63224CRR599 S'S/Q Et G.•• SWN6R..P13358o e0w n.4e ua nvnG ^ SEE GENERAL NOTES - SHEET 1 OF 3 'A AAANA„11•`' PL.P.E.IDTM0.-Ma NO RYI REVISION I JAI ° u °' A' MWCAST-CRETE 4' I, 61. & 12" LINTEL SAFE LOAD TABLESNAYFEMAIN: 1 01_ 14 2 + w :, . AMAR, j . i EYE NAIL OSS111l-11 OPAtR R: AIIY AIADID SIJIL• ILIA Wes'" IS'(,.T„"",,, • DAIu S/i//O7 L7IECII0 RI CItA10 PARND, P.L - IIfO. M "734 01AM N6 ITIPH SN[EI 3 Of 3 M IAM I,DADE MIAMI-DADE COUNTY 6W-&; U PRODUCT CONTROL SECTION DEPARTMENT OF REGULATORY AND ECONOMIC RESOURCES (RER) 11805 SW 26 Street, Room 208 BOARD AND CODE ADMINISTRATION DIVISION Miami, Florida 33175-2474 T (786) 315-2590 F (786) 315-2599 NOTICE OF ACCEPTANCE (NOA) www.miamidade.gov/economy Cast -Crete USA, Inc. P.O. Box 24567 Tampa, Florida 33623 SCOPE: This NOA is being issued under the applicable rules and regulations governing'the use of construction materials. The documentation submitted has been reviewed and accepted by Miami -Dade County RER- Product Control Section to be used in Miami Dade County and other areas where allowed by the Authority Having Jurisdiction AHJ). This NOA shall not be valid after the expiration date stated below. The Miami -Dade County Product Control Section (In Miami Dade County) and/or the AHJ (in areas other than Miami Dade County) reserve the right to have this product or material tested for quality assurance purposes. If this product or material fails to perform in the accepted manner, the manufacturer will incur the expense of such testing and the AHJ may immediately revoke, modify, or suspend the use of such product or material within their jurisdiction. RER reserves the tight to revoke this acceptance, if it is determined by Miami -Dade County Product Control Section that this product or material fails to meet the requirements of the applicable building code. This product is approved as described herein, and has been designed to comply with the High Velocity Hurricane Zone of the Florida Building Code. DESCRIPTION: "Cast -Crete" 8 inch High Strength Precast and Pee -stressed Concrete Lintels APPROVAL DOCUMENT: Drawing No. FD8, titled "Cast -Crete 8" Lintel. Fabrication Details", sheets I through 3 of 3, prepared by Craig Parrino, P.E., dated June 7, 1996, last revision dated June 12, 2014, signed and sealed by Craig Parrino, P.E., on August 19, 2014, bearing the Miami -Dade County Ptbduct Control Renewal stamp with the Notice of Acceptance number and the expiration date by the Miaini-Dade County Product Control Section. MISSILE IMPACT RATING: Large and Small Missile Impact Resistant LABELING: Each lintel shall bear a permanent label with the manufacturer's name or logo and the Miami -Dade County logo. RENEWAL of this NOA shall be considered after a renewal application has been filed and there has been no change in the applicable building code negatively affecting the performance of this product. TERMINATION of this NOA will occur'after the expiration date or if there has been a revision or change in the materials, use, and/or manufacture of the product or process. Misuse of this NOA as an endorsement of any product, for sales, advertising or any other purposes shall automatically terminate this NOA. Failure to comply with any section of this NOA shall be cause for termination and removal of NOA. ADVERTISEMENT: The NOA number preceded by the words Miami -Dade County, Florida, and followed by the expiration date may be displayed in advertising literature. If any portion of the NOA is displayed, then it shall be done in its entirety. INSPECTION: A copy of this entire NOA shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This NOA renews NOA # 14-0903.02 and consists of this page 1, evidence submitted pages E-1, E-2, E-3, EA, & E-5 as well as approval document mentioned above. The submitted documentation was reviewed by Hglmy A. Makar, P.E., M.S. NOA No. 05/2126.03 2017MIAMI•DADE COUNTY Expiration Datc. 0S/21/2017 NEW Approval Date: 04/28/2016 0 4/2 $ 20/ ti Page 1 Cast -Crete USA, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 1. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL #96-0613.01 A. DRAWINGS 1. Drawing No. FD8, titled "Cast -Crete 8" Lintel Fabrication Details", prepared by Craig Parrino, P.E., dated 06107196, revision #1 dated 11108196, sheet 1 of 1, and Drawing No. LT8, titled "Cast -Crete 8"Lintel Safe Load Tables", prepared by Craig Parrino, P.E., dated 06107197, revision #4 dated 04128198, sheet I of 1, both drawings signed and sealed by Craig Parrino, P. E. B. TESTS 1. Test report on flexural testing on Precast and Pre -stressed Concrete Lintels Filled Models, total of (36) concrete lintel specimens, per ASTMS-529-94, prepared by Applied Research Laboratories, Report No. 29702B, dated 07130197, signed and sealed by Christopher A. Hamon, P.E. C. • CALCULATIONS 1. Calculations for Cast -Crete 8-inch Lintels, dated 06106196, 349 pages, prepared by Craig Parrino, P. E., signed and sealed by Craig Parrino, P. E. 2. Calculations for Cast -Crete 8-inch Lintels, dated 11/11196, -45 pages, prepared by Craig Parrino, P.E., signed and sealed by Craig Parrino, P. E. D. MATERIAL CERTIFICATIONS 1. Mill Certlfred Inspection Report Silo #4 dated April 1996 for cement by Southdown Brooksville Cement Laboratory. 2. Mill Certified Inspection Report #20-8275 dated 06/20/95 for pre -stressing strand by The Crispin Company. 3. Mill Certified Inspection Report #20-8345 dated 11/13/95 for pre -stressing strand by The Crispin Company. 4. Mill Certified Inspection Report #2111-078240 dated 04/25/96 for #3 rebar by Ameristeel. S. Mill Certified Inspection Report #84-M19614 dated 02/29/96 for #5 rebar by Birmingham Steel Corp. 6. Mill Certified Inspection Report #58-A66332 dated 01/28/96 for #4 rebar by Birmingham Steel Coip. 7. Mill Certified Inspection Report #84-M20749 dated 04/05/96 for #5 rebar by Birmingham Steel Corp. 8. Mill Certlfred Inspection Report 984-M19805 dated 03/06/96 for #4 rebar by Birmingham Steel Corp. 9. Mill Certified Inspection Report #84-M21208 dated 04/21/96 for 44 rebar by Birmingham Steel Corp. 10. Mill Certified Inspection Report #84-M20652 dated 04/03/96 for 45 rebar by Birmingham Steel Corp. L'_1A / Z -4 /,11 ny A. Makar, P.E., M.S. Produettontrol Section Supervisor NOA No. 16-0126.03 Expiration Date: 05/21/2017 Approval Date: 04/28/2016 E - I Cast -Crete USA, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 11. Mill Certified Inspection Report W-M20749 dated 04105196for #5 rebar by Birmingham Steel Corp. 12. Quality Control Manual for Cast -Crete Machine Made Precast Lintels dated 05114196. 13. Quality Control Manual for Pre -stressed Products dated 03120195. 2.. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL 401-0209.03 A. DRAWINGS 1. . - None. B. TESTS 1. None. C. CALCULATIONS 1. None. D. MATERIAL CERTIFICATIONS 1. None. 3. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL # 03-0605.05 A. DRAWINGS: 1. Drawing No. FD8, titled "Cast -Crete 8" Lintel Fabrication Details", sheet I of 1, prepared by Craig Parrino, P.E., dated June 7, 1996, revision #2 dated January 28, 2003, and Drawing No. LT8, titled "Cast -Crete 8" Lintel Safe Load Tables", sheets 1 & 2 of 2, prepared by Craig Parrino, P.E., dated June 7, 1996, revision #5 dated March 24, 2003, all drawings are signed and sealed 'by Craig Parrino, P.E. B. TESTS: 1. Test report on flexural testing on Precast Concrete Lintels Filled Models, total of 12) concrete lintel specimens, per ASTM E-529-94, prepared by Applied Research Laboratories, Report No. 30404B, dated 04123103, signed and sealed by Christopher A. Hamon, P.E. C. CALCULATIONS: 1. Calculations for Cast -Crete High Strength Precast and Pre -stressed 8-inch Lintels, dated May 29, 2003, sheets 1.1 through 1.493 and 2.1 through 2.336, prepared by Craig Parrino, P. E., signed and sealed by Craig Parrino, P.E. D. MATERIAL CERTIFICATION: 1. Quality System Manual for Cast -Crete Machine Made Precast Lintels revised on May 01, 2002. 2. Cast -Crete Quality System Manual for Pre -stressed Products dated 2002. 4. wzz_ y A. Makar, P.E., M.S. Product Control Section Supervisor NOA No. 16-0126.03 Expiration Date: 05/21/2017 Approval Date: 04/28/2016 E-2 Cast -Crete USA, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 4. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL #06-0222.01 A. DRAWINGS 1. Drawing No. FD8, titled "Cast -Crete 8" Lintel Fabrication Details",. sheets I through 3 of 3, prepared by Craig Parrino, P.E., dated June 7, 1996, last revision dated February 17, 2006, signed and sealed by Craig Parrino, P.E. B. TESTS 1. None. C. CALCULATIONS 1. None. D. QUALITY ASSURANCE 1. By Miami -Dade Building Code Compliance Office. E. MATERIAL CERTIFICATION 1. None. F. OTHER 1. Letter from Cast -Crete Corporation, dated 0212012006, signed by Craig Parrino, P. E. 5. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL # 11-0121.04 A. DRAWINGS 1. None. B. TESTS 1. None. C. CALCULATIONS 1. None. D. QUALITY ASSURANCE 1. By Miami -Dade Building and Neighborhood Compliance Department (BNC). E. MATERIAL CERTIFICATION 1. None. F. OTHER 1. Letter from Cast -Crete Corporation, dated January 18, 2011, signed by Craig Parrino, P.E., certifying compliance with the Florida Building Code, 2007 Edition. 01 Z l W // H A. Makar, P.E., M.S. Product Control Section Supervisor NOA No. 16-0126.03 Expiration Date: 05/21/2017 Approval Date: 04/28/2016 E-3 Cast -Crete USA, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 6. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL #12-0209.13 A. DRAWINGS 1. Drawing No. FD8, titled "Cast -Crete 8" Lintel Fabrication Details", sheets I through 3 of 3, prepared by Craig Parrino, P.E., dated June 7, 1996, last revision dated February 17, 2006, signed and sealed by Craig Parrino, P.E., on March 22, 2012. B. TESTS 1. None. C. CALCULATIONS 1. None. D. QUALITY ASSURANCE 1. By Miami -Dade County Department of Permitting, Environment, and Regulatory Affairs. E. MATERIAL CERTIFICATION 1. None. F. OTHER 1. Letter from Cast -Crete Corporation, dated 0210312012, signed and sealed by Craig Parrino, P.E., certifying compliance with the Florida Building Code, 2010 Edition. 7. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL 914-0903.02 A. DRAWINGS 1. Drawing No. FD8, titled "Cast -Crete 8" Lintel Fabrication Details"' sheets I through 3 of 3, prepared by Craig Parrino, P. E., dated June 7, 1996, last revision dated June 12, 2014, signed and sealed by Craig Parrino, P. E., on August 19, 2014. B. TESTS 1. None. C. CALCULATIONS 1. Calculations for High Strength Precast and Pre -stressed 8-inch Lintels, dated August 19, 2014, sheets 14.101 through 14.124, prepared, signed, sealed by Craig Parrino, P.E. D. QUALITY ASSURANCE 1. By Miami -Dade County Department of Regulatory and Economic Resources (RER). E. MATERIAL CERTIFICATION 1. None. F. OTHER 1. Letter from Cast -Crete USA, Inc., dated August 19, 2014, signed and sealed by Craig Parrino, P.E., certifying compliance with the Florida Building Code, 2014 Edition. He A. Makar, P.E., M.S. Product Control Section Supervisor NOA No, 16-0126.03 Expiration Date: 05/21/2017 Approval Date: 04/28/2016 E-4 Cast -Crete USA, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 8. NEW EVIDENCE SUBMITTED A. DRAWINGS 1. None. B. TESTS 1. None. C. -CALCULATIONS 1. None. D. QUALITY ASSURANCE 1. By Miami -Dade County Department of Regulatory and Economic Resources (RER). E. MATERIAL CERTIFICATION 1. None. F. OTHER 1. Letter from Cast -Crete USA, Inc., dated January 13, 2016, signed and sealed by Craig Parrino, P.E., certifying compliance with the Florida Building Code, 2014 Edition. Hql5ff A. Makar, P.E., M.S. Product Control Section Supervisor NOA No. 16-0126.03 Expiration Date: 05/21/2017 Approval Date: 04/28/2016 E - 5 ra •.• ,,, 1 Y4 Uuss ayme •4• asss .0 nm uw en •a• Y AST-CRET HIGH STRENGTH PRECAST AND PRESTRESSED CONCRETE LINTELS I PRODUCT RW48WFD UFVI a Wmpl710g wiLh the Flmids '• Hwldioa Cad: • ' O D_ TION YDD[L • Tttr a 3 i• n Y! M ulna rR[G •:F ! 'Tn Rr1NrORC1N0 CA0[ FAIRIL' ri auaa a/ % H1 m •A• sours mi'r mra In Coved n' rR[[ASi 7'!/ Y R[[65 OODR U-IINT[L E• M •[T `tt •' CRF IRF.S[e L-LxFL Pit TRES FO UNFFL RrMFUM [ CAf[ fAr MATIDIIYDOEL A SIP' I. 7/ 32"0 BAR Q rwaYrw m F r STIRRUPS ' Ae, TYPE " A” STIRRUPS !,s TYPE U Y n 1 yr lu, 7/ 32"/ BAR STIRRUPS 6 - B Ll TELS I 1 STIRRUPDETAILSSTIRRUP DETAILS awa, Lu ' stun wrs • ' 0' PRCA-rT w/ 2• RECE SS DOUR, U-UNTEl 9;PRE_C65IIruNT):L E" PRES1RESaEO U-LINT[L 8" PRESTRESSED U—LINTEL DATA 'TABLE 8" PRECAST U4-1-INTEL DATA TA&E GENERAL NOTES; SRC CTY[ LYSI Of SrACJMo MD. or TA -! 0. 34 342 a 4 • 3,-Or 1 1D- 4 0.140 Dal W 11-3 32 DAN IS-2 O S-' 1 17 - 4 D.. Sa 631 7 32 W 3 7 SI a 17 -2 O 3 -6 W- 41 0.176 713 1-3 u VAN 19'-2-4 a {-2 1 707 S7 umt 30 7/J2 W 21'-Y t0 21'-a• 0.1N 22'- 0' 0.200 Olt 7 S A Is 7/31 aAR 21'-f0' a O 3'-10 1/. 10 32 IINt 0' 0.210 ass 1 - 7/ 32 BAR 23'-10' 6 O 4'1 1/a• 10 1R - o 8" PRECAST W/ 2" RECESS DOOR U-LINTEL DATA TABLE v. rrcraTrn litl 7' r. l.i;. tii l ill F7QOiD ct<0 7p y rFn: n:4uG3it/.73F]¢i l'JtJO Qmm. 7F3s17 V FG VL1O R• Tr l[ flEl f»i6 fEmI T7E3 fOm[ dGS LL17 F3 mmME NEW mG Elm WI dr® rm-3 s mmirFr. Mo 1. ILPI YRLPa alder: ./4a .m nab. 1 ..n • Alm Rs REOAIL aRAOL >-0 ASOI u1s: 7ha Ixcx ' ILEOLIR[o 1s oovxlm srAllDtO rt0v uex OIAIMCW 2ma ww-ulA TIox Pffntussm m OF TIR REY6oRm0 (.AOC r011 GAM'Ic SRTARD AS ARIL xo. Or SIYRM 4• TNDI TIa LACE 1100ILL SHIM 2 a04ILIIs 1. WxtKi[ mitu m: r•. • a•300 PSI FOR a• rMa2CR1O MDa m3nusroudw. r4 . 40co rL fOR ALL L fA rousm Or F"W wjtr nave rcA rcccalaDIGf011N. TL or mmaC Ma ac OIm ID Ynl L IxdIAL rRESTRTsf fear[ . 0.7o R IP. Or Mrsumcm LWRL awormo cAOc 4L SIaIRINO M[1TREsa li TO OESIST UrTsn AND WKWO MCCL ENS '/ r PnoD. 11JC1TltCVIS1ID n WagC.g TFkh dla FlOdda rlWNles CoiOFLR x MAI"W 115' 3 HIM 1 RL1 Arya , • 7 Si W 1'-41• A { u uIt D -t A 4 R N A a a o xA a_ 0- FROTEM 3 p•_ o•' 2 -0 0 YEYII'IT OF B { TMC rRorRl[ rAR7 piDRLATIOx O rROv10[0 F011 IROWCT A rROYAI II n 0 rn corTOcdT LANs Alm t:AWI` aE RQR0oaa0 oR 0Ef[IOArrLD M MUT iIM M M ITRIITrx c045ERI 0r usr-CREIC usA. Ilm. I ArcphRre 1vo7 0 0 o Z a:T 1i1' 1.0JL 6 OCFLUG PARRINO T,r. C( ',T' •' 032/ CR 579 K+C ilU RI•'GCl SEFFNER,FL33564 l)5,'•` r r OVAL Ear,.` FL. P.E. LIC. N0. 4 756 ID1f1 CAST- CRETE 8" LINTEL FABRICATION DETAILS FILL WQ: C13011-t{ mvh w GAD plan LL - mc. m 417S6 Sc41f3 AM 10 =1 aFa1D m 13 A10 rAlQAD, P. - REG ATL sues ISl OD r rn suer t or3 a' 4' 4146 M-Y a• SAFE GRAVITY LOADS FOR 8" PRECAST w12" RECESS DOOR U-LINTELS 1) THE NUMBERS IN PARENTHESIS ARE PERCENT REDUCTIONS FOR GRADE 40 FIELD ADDED REBAR SEE GENERAL NOTE NO. 4 GENERAL NOTES 0 udrMle r. t• p.—i geld . 4000 td r. Irno.er idyl ow pl ra rad - 5000w , 5 Irc0 .14rya1. ewua.l. eee.une7 .leY tlIIQ Ir 00 dp rolino nl wiir u rA5o7uls r: 110900 Feet grotrmnp .4.M ..etrl AM A411 CM& t70 In mb d; p a.rlr eter ASIII C70 77P• M a S 2) Al wk I d M51n Wa me reiinna 4 iN —AMlsfeeVre ELLtOE'!6 116Sd. Lelaya Mi Gdb-fell kp bInv lb . • i1L3) h.ib Id nvl.r beet e et Aea )dd.. Q 71..peela le p.Md. TnetMu 1.. food rdc0n tar 9teh 40 Stet 4e1fp rrlr. E- 0, 7'-: IL+Id 6s?-I1 a04 {{,,n__.b Mr . f172 W 152 reductae 4 9477 (s5) . WAI Ib 5) Al 9a1Ci meet r etteV V 6D MMdrya LMULkm P.alre» kW 17. IFS 77 * W bW —b r tcalf l00 delwl,, Uu b fn9e I. oMAin naeGq W n"ka &ACM Cade kcieez Id0441 as gplkoM. In Store toed Me ere rcg0.& 7) On 17 re14r cW be abihi.d fad In /5 nba . h MMweUr/eOaL-d 4f„kW rant e * .rlb U rab'lee ud 1) Tfm dryer mq ..eb.M uee*" Iwti rrw 0e. mi. lead lulu by ealc4a9e9 0e alminm -ItCw reemmd ad .lead d d-te.q It— Ile. Rz. w e.pP.el. 10) NJ.. Ad R.W III 1.Wa W .Md ml,. 1. W Me.t:d d 1.. Idler w IM idd SAFE LATERAL LOADS FOR 8" PRECAST w12" RECESS DOOR U•LINTEL6 SAFE LOAD PLF LENGTH TYPE 8RU6 8RF6 RC. 4'- 4' (52-) PRECAST 758 757 1164 4'- 6- (54') PRECAST 694 693 1073 5'- 8' (681 PRECAST 408 407 655 5'- 10-(701 PRECAST 382 381 616 6'- Let' (BD7 PRECAST 595 788 464 T- 6' (90j PRECAST 509 674 363 V- 8' (1161 PRECAST 370 490 214 1 SEE GENERAL NOTE 18 17) U.teb we eu•Wva •.T rIR' W a*f. w os mm to le nr0od w r rely eN fewia.A 15) 7l. rduw ead— r tetlda idaidef M afrdw uocnt. pam..cctb .led No. u. G,R w wum ppEW n ou.r..a. m AS1Y W31 4ppro.r a.f+} 14) U.Id, twa d"I"'w"df eiDe v.Nul (11.,4J .r qqYQ meet he."" (wwO I. da d-W be dcla fad D. an' •aa•1 AI IL. 1a-dv w- AApl• d .ricw Mr + &-ow mdaWd 1. S IA W. vot! d Mr See t itubi beet 15) Far to.pW'- COW 0elmb led u.em, eee ad. Mad bam lent Men .•19114 I*M 16) In GW k%un .M 41eeeA uu .1. tow Y.o teed bm d hp ch- 17) Sete .d. — cuwc.p.aa .iamebh M4.r. 110 Al. Mate Ienl . nCad 0a77e er.I)k pad Atl 570 W Atl 51B it) AdQonw meal teoe c.peedl7 me to .bt"d Oti k Iff y RAd 9 .fff—d md" totrrd. 0= girls 00u) .Geer. Ih L UL 5a 4a" bdow. 1/ 2' CLR SAFE UPLIFT LOADS FOR 8" PRECAST w12" RECESS DOOR U-LINTELS 1) THE NUMBERS IN PARENTHESIS ARE PERCENT REDUCTIONS FOR GRADE 40 FIELD ADDED REBAR SEE GENERAL NOTE NO. 4 TYPE DESIGNATION Bilfl B SF76 r..: Fr_ fll1LD I(I f ITY F It. IATD AT rIOwnu IF LWT0.LCwff 8F16-1B/ IT 110f.1fAL tmRf J I `aUM11'f Of R 110Im41L 141910 J Z Ul A7 MP Is NEWT A7 w i. SEE SAFE LAIEAAL LOAD SABLES FOR LOAD RATINGZ BF28 av`a7 ...; FOR EACH ADDITIONAL J Q,Q. . REIWORCED CUU (RCMU) V . E N FULL COURSEPRC4711CTReNswEAac ;hi t.dmmoFTotids .A4• J5 REBARB.NfiyCO am .44' 0 or GRSO iajap.e•eeNo/f!_01 7.6.0A. M - 771-11" R41-Y4•i: •4:3Ftiili raFr.. 7r]ra: rr:7.lI 7i1n; Yizrnu UK (1) IIEOb i-Ile aElA C.ILLL 1• c.• T. 77 JI. CROUIis Mki AT wn jJim 7-S a AMR d' 11MAIML Wum PIC17 n PR0Mcr1U1vlsrw e-MYeet erith th. P4+fd. Dad&z Cbd. CR324CR579 Atxpta,a. N. 14 _ njokw1c.uw— 6324 CR 578 oZ SEFFNEFL FL 33584 aJw, t1 01tr M IAM 1•DADE 11IIA141I-DADS COUNTY PRODUCT CONTROL SECTION DEPARTMENT OF REGULATORY AND ECONONIIC RESOURCES (RER) 11805 SW 26 Street, Room 208 BOARD AND CODE ADI11rNMTRATION DIVISION Miami, Florida 33175-2474 T (786) 315-2590 F (786) 315-2599 NOTICE OF ACCEPTANCE (NOA) Nv%vw.minmidnde,aov/economy Cast -Crete USA, Inc. P.O. Box 24567 Tampa, Florida 33623 SCOPE: This NOA is being issued tinder the applicable rules and regulations governing the use of construction materials. The documentation submitted has been reviewed and accepted by Miami -Dade County RER- Product Control Section to be used in Miami Dade County and other areas where allowed by the Authority Having Jurisdiction AHJ). This NOA shall not be valid after the expiration date stated below. The Miami -Dade County Product Control Section (In Miami Dade County) and/or the AHJ (in areas other than Miami Dade County) reserve the right to have this product or material tested for quality assurance purposes. If this product or material fails to perform in the accepted manner, the manufacturer will incur the expense of such testing and the AHJ may immediately revoke, modify, or suspend the use of such product or material within their jurisdiction. RER reserves the right to revoke this acceptance, if it is determined by Miami -Dade County Product Control Section that this product or material fails to meet the requirements of the applicable building code. This product is approved as described herein, and has been designed to comply with the High Velocity Hurricane Zone of the Florida Building Code. DESCRIPTION: ( Cast -Crete) 411, 6" & 12" High Strength Precast and Prestressed Concrete Lintels APPROVAL DOCUMENT: Drawing No. FD4612, titled "Precast and Prestressed Lintel Details", sheet 1 of 1, prepared by Craig Par•ino, P.E., dated March 24, 2003 and Drawing No. LT4612, titled "Cast -Crete 4", 6" & 12" Lintel Safe Load Tables", sheets I through 3 of 3, prepared by Craig Parriuo, P.E., dated March 24, 2003, last revision dated June 12, 2014, all signed and sealed by Craig Pan•ino, P.E., on August 19, 2014, all bearing the Miami -Dade County Product Control Revision stalrip with the Notice of Acceptance number and the expiration date by the Miami -Dade County Product Control Section. MISSILE IMPACT RATING: Large and Small Missile Impact Resistant LABELING: Each lintel shall bear a permanent label with the manufacturer's name or logo and the Miami -Dade County logo. RENEWAL of this NOA shall be considered after a renewal application has been filed and there has been no change in the applicable building code negatively affecting the performance of this product. TERMINATION of this NOA will occur after the expiration date or if there has been a revision or change in the materials, use, and/or manufachlre of the product or process. Misuse of this NOA as an endorsement of any product, for sales, advertising or any other purposes shall automatically terminate this NOA. Failure to comply with any section of this NOA shall be cause for termination and removal of NOA. ADVERTISEMENT: The NOA number preceded by the words Miami -Dade County, Florida, and followed- by the expiration date may be displayed in advertising literature.. If'any portion of the NOA is displayed, then it shall be done in its entirety. INSPECTION: A copy of this entire NOA shall be provided to the user by the*manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This NOA revises NOA 4 13-0321.07 and consists of this page 1, evidence submitted pages E-1, E-2 and E-3 as well as approval document mentioned above. The submitted documentation was reviewed by Helmy A. Makar, P.E., M.S. NOA No. 14-0903.03 MIAMI DADE COUNTY 'le-'(•• Li' TxpiralionDate: 09/11/2018 t i Approval Datc: 10/09/2014 Page I Cast -Crete USA, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 1. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL 03-0605.04 A. DRAWINGS 1. Drawing No. FD4612, tilled "Precast and Prestressed Lintel Details", sheet I of 1, prepared by Craig Parrino, P.E., daled.March 24, 2003 and Drenving Aro. LT4612, tiller/ Cast -Crete 4 ", 6" & 12 " Lintel Safe Load Tables", sheets 1 through 3 of 3, prepared by Craig Parrino, P.E., dated dlarch 24, 2003, last revision #1 dated April 28, 2003 both drawings signed and sealed by Craig Parrino, P. F- B. TESTS 1. Test report on flerru•al testing on 4 ", 6" & 12 " Precast Concrete Lintels Filled and U jllled rl/odels•, total of (13) concrete lintel specimens, per ASTlf E-529-94, prepared by Applled Research Laboratories, Report No. 30404A, dated 04110103, signed and sealed by Christopher k Hamon, P. E. C. CALCULATIONS 1. Calculations for Cast -Crete Lintels, dated 05129103, 207 pages, prepared GP Craig Parrino, P.E., signed and sealed by Craig Parrino, P.E. 2, Calculations for Cast -Crete lintels, dated 05129103. 140 pages, prepared by Craig Parrino, P.E., signed and sealed by Craig Parrino, P.E. D. MATERIAL CERTIFICATION: 1. Quality, System Harmal for Cast -Crete ,Machine Uade Precast Lintels revised on Aliay 1, 2002. 2. Cast -Crete Quallll, S ,stent /Manual far Prestressed Products dated 2002. 2. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL # 08-0320.09 A. DRAWINGS 1. Draiving No. FD4612, filled "Precast and Prestressed Lintel Details", sheet I of 1, prepared by Craig Parrino, P.E., dated rllarch 24, 2003 and Drawing JNo. LT4612, titled Cast -Crete 4", 6" & 12" Lintel AYrfe Load Tables", sheets I through 3 of 3, prepared by Craig Parrino, P.E., dated 1/arch 24 2003, last revision dated Nlarch 11, 2008. B. TESTS 1. None. C. CALCULATIONS 1. None. D. QUALITY ASSURANCE 1. A), Hiami-Dade Corm{)) Building Code Compliance Office. E. MATERIAL CERTIFICATIONS 1. Alone. p HWq A. Mahar, P.E., M.S. Product Control Unit Supervisor NOA No. 14-0903.03 Expiration Date: 09/11/2018 Approval Date: 10/09/2014 E-1 Cast -Crete USA, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 3. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL 9 12-0209.12 A. DRAWINGS 1. Drawing No. FD4612, titled "Precast and Prestressed Lintel Details", sheet 1 of 1, Prepared by Craig Parrino, P.E., dated rllarch 24, 2003 and Drawing No. LT4612, titled "Cast -Crete 4 ", 6" & 12 " Lintel Sulk Load Tables ", sheets l through 3 ol'3, prepared by Craig Parrino, P.E., dated 1161-ch 24, 2003, last revision dated rllarch 11, 2008, all signed and sealed by Craig Parrino, P.F,., on Alarch 22, 2012. B. TEST'S 1. None. C. CALCULATIONS 1. None. D. QUALITY ASSURANCE 1. By rlficuni-Dade Cotony Deparunerrl of Permirling, FnWronrnent, and Regulatory,4ffairs. E. MATERIAL CERTIFICATIONS 1. None. F. OTHER 1. Letter fi-orn Cast -Crete Corporation, dated Febrrta y 03, 2012, signed and sealed by Craig Parrino, P.E., certifying compliance with the Florida Building Code, 2010 Edition. 4. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL # 13-0321.07 A. DRAWINGS 1. None. B. TEST'S 1. None. C. CALCULATIONS 1. Arone. D. QUALITY ASSURANCE 1. By A4iand-Dade Counly Deparinrew of Regulatory and Economic Resources (RER). E. MATERIAL CERTIFICATIONS 1. None. 10ny A. Malcar, P.E., M.S. Product Control Unit Supervisor NOA No. I4-0903.03 Expiration Date: 09/11/2018 Approval Date: 10/09/2014 E - 2 Cast -Crete USA, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED S. NEW EVIDENCE SUBMITTED A. DRAWINGS 1. Drawing rVo. FD4612, titled "Precast and Prestressed Lintel Details ", sheet 1 of 1, prepared by Craig Parrino, P. E., dated Afarch 24, 2003 and Drawing 1%10. LT4612, titled "Cast-Crele 4", 6" & 12" Lintel Safe Load Tables", sheets 1 through 3 of 3, prepared by Craig Parrino, P. E., dated March 24, 2003, lost revision dated June I Z 2014, all signed and sealed by Craig Parrino, P. E., orr Atrgllst l9, 2014. B. TESTS I. None. C. CALCULATIONS 1. Calculations for Cast-Crele Lintels, dated 0811912014, pages 14.201 through 14.236, prepared by Craig Parrino, P.E., signed and sealed by Craig Parrino, P.E. D. QUALITY ASSURANCE 1. By Miami -Dade Como, Department of Regulatoi7, and Economic Resources (RER). E. MATERIAL CERTIFICATIONS 1. None. F. OTHER 1. Letter fi-om Cast-Crele USA, Inc., dated August 19, 2014, signed and .sealed by Craig Parrino, P.E., certifying compliance with the Florida Building Code, 2014 Edition. Hel . 1WaIEaI-, P.E., Iv1.S. Product Coutrol Unit Supervisor NOA No. 14-0903.03 Expiration Date: 09/11/2018 Approval Date: 10/09/2014 E - 3 ASiti RE W HIGH STRENGTH PRECAST AND PRESTRESSED CONCRETE LINTELS TYPE •a' TYPE 'A! STIRA I Ili I I I asl til l It•I Iti 3 nr. i I vula:ararivu va+iv:a vasva to `iFob i 4" SOLID LINTEL DATA TABLE Ewa MZm R,g Kor 61'"Wmacmm 232MIUMI a 11 lcx a Mw llo 9lt>1JS Si Maim9111113* n aim 6" PRECAST U-LINTEL DATA TABLE kT 4ai i L Yf'Jiwliwwam- ri" m®fla e E ImO ar mMal raisurr MIKI— mr©ua am-A[+Atorr,ll.• 0=dulmur luzl r>= nn4 ffSii7i'ST<'71'I Sil7atf r SR1r a61 rdr.FJFMM MUZI t! satii srstruu rsarsaFWWMMMM"Jo i1R1:.1 Irrtff22J r-"r--itT IRavnmmar:a:s.:etrarv. lT7nrT7rlV traarr.9a n nmus14 rtevr ar av Irtvr am r:.Trr rtLs^.r Tarra a mesi aa arta:sr:r v_Tr ra9 av rx[Taanrtaas:rcra ru.tL:ImmaErya rt r a aErryreui^:aE rav 12' PRECAST U-LINTEL DATA TABLE flfi QMa WY-9 t•'I m af. llsya1" ppaCMv®ram' F=M9m EMMrU r"KT--malkArta_=Tam vt rr>,maa ala aa:uauirFf7lr"1L7G5'Ivr.. lrlO.l aau a®a:arimr>Ta e.l,om r:rnav rm auartu^rv MUMMa allmaititiE3Fmi® E o rranr n©rt>Ll t Er•t e a r t reasf Emma ry. ir3T*«ti+Ila1 a 7mmarUl lI r.lmcvoaaOCR-av Hf7RS1WJLM D70BC10 mc'r®suarfl®mc+r I:I moaacya rmamtailI';:r m s m 52' PRECAST W/ 2' RECESS DOOR_U-LINTEL DATA TABLE sms;L r r.orticutr Y.mYATnY o nalvm rot rlaueT urm..L n D rm cno DT COrTWff 4'6 A10 CANMT .I tV.001ICID 01 swan 1O O n m rum fwm fNDDR C -QQt DIL m 1. ID10 tDO. 7ry1 W A "Iw /L /L M /r .ou L ump" ILDI.TI" . aD II DIOI ILl m . I... rY wc .. Am "I. L MM W rota MY3r1 d moor. UOUMM Au Cift WU"W L OYLL'ItTI fItD51C+ M1 • .W. M IOt ALL . OL1 111D It !Ytl rm f DO V ut .OPOICDOI um m c-wu - = a rarAtT Iff—. f. • rra. m r0t ..sx unDs 3 Vf —. nlb n[ fppY<aq GK rWCa1roY YOGI {IIMO L . mm owl r = ..DI .I¢ To K R 9 1'WI D I mw. r u fIG1 DIL u I A" 11 SDI PAID] AM ODrr.D Itu la LL G CEN ; 17% raornlcr Kr;ws1[uwiD, IM Fla: id1 0.4 p * r Oo,T,plYl"c melei l4-.03 Ap Itnwo Imw iiel g UWE O .c CRAIG PARRINO 4,`S ICY` O R 1 6324 CR 579 as 0NALS;.`, FLFLEPENLC. Oi4756 PRECAST AND PRESTRESSED LINTEL DETAILS ru ". mu-11 I Qlw V. AN/11 MMD SML. AS W" um 1/7//OI I am= R: c" ram. rt Dmwrz MUII sm. I D( I GENERAL NOTES t) IA.ladrrr , re 4' Kw OnW ..1000 rd rre r Y 112'raa.t l,ld . WM riacmpr.rAs i°ao:u°"2°Y.•.. t cra c.r.pr.ca. drml II00 P. Mar A*r ASIN /JIS Clad. W mwlw pw ASTu 11ro 4rp1 u w s 2) AN We Mad Ww OOf.d W MWW 4 imh miGW a.aN.} 17-0 p SW b.4. Iw foldt.a 4A•• 12UI .4 17A0i amt b.rmcad by,201 I hwYp Icnplh b Lm t.wn 4 1/2 io 1 3) Ir..ide Id mrtar Wd o d ha.a WAL 4) Th. ronhw in parmlhnb Ye'ad. tr. puml r.Wd.n Iw 4r,b 40 uN added rth.,. E®mc ./ i x ft&4. 4 1428 (.17.1 1bON suety s) At Inteb•mat r 4 ad 0W d.ae<t •n b .4, _.d t/i Idei.0m kopv tb• Y Iw.d to .,Ac— - w Rnmo &Woe C. d. S. 150411 m q Y. I) 4a. ow role,, a r-Whd. 7) 4- ..II 61teh ID b. Wa•a l ./ 4' fm i . hadaadd a A 8' C..Wi. _V,.L q Y11(waoa/.Unalo..l r r W mad —ptf im w areal h d nd/ w dlk'W.I OICRn[Idl I) . mr.n DA m in madkn mrrrte tta. dlAw mdd--c. y Immt1t1a fare a1 unt 10) Kit • Rd Rabd It) bdtaa raw aura rehw to be baba a the •dnm d ths ram mvi. n? F DFSIGNA71ON r. rw.ware/a.w F r 12F16- 2B/2T L ., Maw Lq ® o ra r o.a. v, tut. LVJI CW1 cart l0. au® rn r wad are, io.m• III ti • ACTUAL 'o a u.n MmI12' NOUN& 1'ABTH 12) r t I r Untab ar. n•Nact.ed .1h S I/2 YnI .aaha. a 1h..N. I. wa. ad.Y ..dka4 cd r.Hwdrq •nd q•.Lq. 13) Th. cdcrkr c.lae of LiUb intdW 'n •dAAw m Is am Out hurt a coo0rp W Al n ma •a —dhN W C-229 w •a.,,I(y. W ca Iw, 14) M6 Y•td fi.w7alswfj .b .ciM (mwhryw fi). od 1iirt YWMoatsMdWc/ 1. Ur o•rtAl, Appw " raw Yad "r+ hp/w hwww Y00 S IJ) sm. wlkd wd AY hod,«" bw 15) Fv =p.db add hellhb ad Mom w .ak bW I— out Mm 1dfN .I,- 16) rw 6dd WO)a not dr.% W d. Wit rr•n and I&M.d I.*h sham 17) Sd. hods aa...Wkipa.d moan. b•4a. 18) Sat. Yoe, M..d .. r U.W daspn andl.b p.r AO 500 .d AO 01L is) AddO•d Y".1 bad c.pu ry tW G tlYiNd DY Ps 6wner by Pbdfng adliio•al raid. reu toad. mmr.7 u.1. (MiOQ .h.n Ilu uYl. Se. ,r.1ah hd.s SEE SAFE LATERAL LOAD TME3 FOR LUA9 RATING FOR Da ADO117ION4L REINFORCEO CNU (00 FULL COURSE 1) j5 REM FOR 6' t?11Et5 I/ 2' CLR T7P t"• :' 2) 05 RESAR FOR 12' LINTELS GR40 or GR60 SAFE LOADS FOR 4" SOLID LINTELS 4- 4-m GRAVITY TYPE LENGTH 4S8 Y- 6- (421 PRECAST 1180 4'- 0- (481 PRECAST 959 4'- 8- (541 PRECAST 789 5'- 10'(701 PRECAST 460 6'- 6- (781 PRECAST 360 7'- 6' (901 PRECAST 260 9'- 4' (1121 PRECAST 156 10'- 6-(1261 PRECAST t t 6 12UB 4ws, 1-tift.arnUPLIFT LATERAL TYPE LENGTH 4S8 4S8 3'- 6' (42' PRECAST 687 371 4'- 0- (481 PRECAST 597 320 4'- 6- (541 PRECAST 529 258 5'- 10'(701 PRECAST 407 148 6'- 6- (781 PRECAST 366 118 7'- 6- (901 PRECAST 280 87 9'- 4- (112' PRECAST 187 55 PRECAST 152 43 12F8 12F12 12F16 LA. 6U8 6F8 6F12 6F16 •l a• a`• ri. ' "•' ' ;:. ,.,, ;.: is .::: '; -, - •; Ij 4S8 121` 28 12F24 121`20 PRODUCT MiV131T a>, Flw a. i _ 'Q • F Ifalldin 0,da 11 AaayWcc Ha/Q•-o p C' R 1 O P'. •4. 6324 CF 579 v/ AP 8F32 6F28 6F24 6F20 '•.`r59p VAL.;G4`••a,pEUC, MEMBER OF —CAST—CRETE 4". 6° & 12" LINTEL SAFE LOAD TABLES I fill WL' DRU25-I4 I OUVIN IT: MAN HUM ee.r r• RJ1 V •= a`"`• Mr.. 3/24/03 OMID /r: CIAC ILUM. /l. - REG. R0. 44136pOU :h'1 LI.612 LQf7 I OF SAFE GRAVITY LOADS FOR 6" PRECAST U-LINTELS 4 MW4-m SAFE LOAD • POUNDS PER LINEAR FOOT TYPE ENLGTH WO 6FB-10 5F12-I0 BF16-IB 6170-10 6F24-IB 6F28-19 V32-18 3'- 6" (421 PRECAST 2332 2676 3892 5050 6148 7227 8297 9357 4'- 0' (481 PRECAST 2025 2313 3892 5050 6148 7227 8297 9357 4'- 6" (541 PRECAST 1654 1887 303 5050 6148 7227 8297 9357 5'- 10-(701 PRECAST 1067 1260 2198 1 3557 5734 7227 8297 8225 6'- 6' (78 1 PRECAST 949 1078 1831 2950 4328 6737 9297 9357 7'- 6- (90' PRECAST 779 883 1459 2188 3151 4524 6654 9357 9'- 4' (1121 PRECAST 584 660 1056 1523 2084 2795 3731 5017 10'- 6"(126' PRECAST 503 566 895 1270 1706 2236 2898 3747 11'- 4'(136-) PRECAST 457 513 805 1133 1507 1952 2492 3163 12'- 0'(1441 PRECAST 425 477 744 1042 1377 1769 2238 2808 IS- 4-(1601 PRECAST 373 417 646 895 1170 1485 1852 2295 14'- 0-(1681 PRECAST MI 392 605 835 1087 1373 1703 M87 17'- 4"(2081 PRECAST N.R. 299 455 620 794 985 1198 1437 8) THE NUMBERS IN PARENTHESIS ARE PERCENT REDUCTIONS FOR GRADE 40 FIELD ADDED REBAR SEE GENERAL NOTE NO. 4 SEE GENERAL NOTES - SHEET 1 OF 3 SAFE LATERAL LOADS FOR A• DRFCART Ili WTI C SAFE LOAD PLF LENGTH TYPE 6U8 6F8 RCMU S- 6- (421 PRECAST 587 1055 596 4'- 0' (481 PRECAST 487 787 445 4'- 6' (54' PRECAST 416 609 344 5'- 10-(701 PRECAST 300 350 198 6'- S' (781 PRECAST 263 496 157 7'- 6- (90' PRECAST 222 367 116 9'- 4- (112) PRECAST 173 352 74 10'- 6'(126-) PRECAST 151 276 58 11'- 4-(10) PRECAST 139 311 49 12'- D"(1441 PRECAST 131 277 44 13'- 4-(160') PRECAST 117 223 35 14'- 0*(168') PRECAST 111 202 32 17'- 4'(20n PRESTRESSED N.R. 1 130 21 SEE GENERAL NOTE 18 ATT 100— SAFE UPLIFT LOADS FOR 6" PRECAST U-LINTELS 4wsr' o-am SAFE LOAD - POUNDS PER LINEAR FOOT LENGTH TYPE US-17 6F12-11 6F16-11 6F20-17 6F24-1T SM-116F32-1T S- 6- (421 PRECASI 1412 2074 2715 3356 3997 4638 5279 4'- 0" (481 PRECAST 1225 1800 2357 2913 3470 4027 4563 4'- 6' (541 PRECAST 1083 1592 2084 2577 3069 3562 4055 5'- 10-(701 PRECAST 831 1222 1600 1979 2357 2736 3114 6'- B' (781 PRECAST 723 1097 1437m 1777 2117 2457 2727 7'- 6' (901 PRECAST 648 M 583, 1249 on1544 m 1840 w 2135 m 2431 9"- 4' (1121 PRECAST 575 57104 980 1252 1492 1732 1972 10'- 6'(1261 PRECAST 514 462M 787 1121 1336, 1551 176E 11'- 4*(136') PRECAST 474 404" 685 985 1213 1442 1645 12'- 0'(1441 PRECAST 454 367C.I 619 888 1093 1299 1506 PRECAST 402 308 516 736 906 107E 1247 14'- O'(1681 PRECAST 368 285 475 677 832 989 1145 1T- 41(208') PRECAST 253 208 336 476 585 693 B03 n THE NUMBERS IN PARENTHESIS ARE PERCENT REDUC110NS FOR GRADE 40 FIELD ADDED REBAR SEE GENERAL NOTE NO. 4 G PAR EN S 44 p0' c(T Fi "•' CRAIGPARRINO G 6324 CR 579 ZONAEa.`` SEFFNET; FL 335E FL. P.E. UC. NO.447 PRODUCT RlfV19",,p I1WIfta CL a1mIIH Flonda Am FAI'MPI-ft N. un CbnVN CAST- CRETE 4", 6" & 12" LINTEL SAFE LOAD T RE KIM D611IL-1C Dt RN R: JOWIN At= SCUD IL11 WL 3/21/07 CILC[CD IE: CIAO FAMID. P.E. - REG. A 44M _ DIAMMD. L14411 5 C' SAFE GRAVITY LOADS FOR 12" PRECAST U•LINTELS Cwer•w w SAFE LOAD - POUNDS PER LINEAR FOOT LENGTH TYPE 12US I88-28 12F12-20 IU15-28 12F20-25 12F24-28 12r28-26 12F32-28 S-6- (421 PRECAST 3428 5000 5835 7619 9352 11060 12755 14438 4'-0' (481 PRECAST 2923 4232 5838 7619 9352 11060 12755 14438 4'-6' (541 PRECAST 2396 3464 5304 7619 9352 11060 12755 14438 5'- TO- (701 PRECAST 1612 2320 3218 5234 8487 11060 12755 144 6'-6' (781 PRECAST 1383 1986 2679 4196 6421 IOD32 12755 144 7-6- (901 PRECAST 1138 1628 2131 3218 4670 6756 9763 135 9'-4' (1121 PRECAST 795 1216 1535 2230 3083 4167 5593 7552 10'-6-(1261 PRECAST 614 1043 1295 1853 2516 3323 4334 5632 ll'-4'(1361 PRECAST 518 945 1162 1649 2216 2893 3719 474 12'-0'(1441 PRECAST 456 878 1073 1 1513&261733 420613'-4'(1601 PRECAST 359 767 926 1294743 3409, 14'-O'(1681 PRECAST 321 720 855 1204451 3106E 17'-4'(2081 PRECAST N.R. 4511, 6310 88150, 2102 19'-4'(2321 PRECAST N.R. 343, 4771, 70080 1609 U) m nunzNS W "MU mm AI¢ Ppuma RIAA:IIQ/S FOR GIVE 40 FIELD ADOD) REBAR SEE GENITAL FIX In 4 SAFE GRAVITY LOADS FOR 12" PRECAST W12" RECESS DOOR 11.E INT1:1 R 4 AOf SAFE LOAD - POUNDS PER LINEAR FOOT LENGTH TYPE URUB 12FT6-2812NAO 12RF14- Mg- 12t - IM25 1=- 4'-4' (521 PRECAST 2538 2942 5468 7584 9640 11669 13679 15679 4'-6- (54') PRECAST 2319 2740 5468 7584 9640 11669 13679 15679 5-8- (681 PRECAST 1347 1841 3555 6395 9640 11669 13679 1567EW 5'-10-(701 PRECAST 1259 1758 3361 5954 9358 11669 13679 I567 6'-8' (6n PRECAST 924 1430 j 2633 1 4415 6884 103 1257 148DE) 7'-6- (901 PRECAST 703 1203 2157 3494 5259 1922 9623 11 9'-8' (1161 PRECAST 389 843 1451 2157 3203 44270 5417 cW 6380 U) RE NmmFn IF PARENIl= ARE /OWU lEII IM FOR GRADE 40 FEED AOOED REBOIL SEE GENWL NOTE NO. 4 SAFELATERALLOADS cno 4a" ooare4FT Ili— a Cam/ SAFE LOAD LENGTH TYPE 12U8 12F8 RCMU 3'-6- (421 PRECAST 1295 4841 393 4'-0' (481 PRECAST 1295 4841 299 4'-6' (541 PRECAST 1049 3922 2417 5'-10-(7n PRECAST 681 2547 155 6'-6- (781 PRECAST 579 2167 123,6 7'-6' (901 PRECAST 474 1771 914' 9'-4- (1121 PRECAST 355 1326 580,1 10'-6'(1261 PRECAST 306 1143 454,0 II'-4-(1361PRECAST 278 1041 38 12'-0-(1441 PRECAST 260 971 34 13'-4'(1SDI PRECAST 229 857 278 14'-D-(1681 PRECAST 216 809 251 co 17'-4'(2081 PRESTRESSED N.R. 633pt 162P 19'-4'(2321 PRESTRESSED N.R. 534,4 130 xE ULNLM RUIL 10 SAFE LATERAL LOADS FOR 1Y PRPCAAT-I i- Rpnpmt nano IL11"TPI4: 1 I SEE GENEIR NOTE I R[RRAMINPARDITHEWARELENf ffWIt7CES FOR E Ns • 40 FM ADDED REBM SEE aXEAk NOTE ND. 4 447 T{{ ElJ1 ' I CRAIO P MNO 6324 CR 579 SEFFNER.RL 335m SEE GENERAL NOTES - SHEET 1 OF 3 '•4.... I.T4Ft. P.EAL1DWQ).44755 4- 40"I"I'm SAFE LOAD PLF LENGTH TYPE 12RUE12RF6 RCMU 4'- 4- (521 PRECAST 1295 3692 258; 4'- 6'. (541 PRECAST 1213 3458 2417 5'- 8- (681 PRECAST 784 2236 165 5'- 10-(701 PRECAST 747 2129 155 6'- 8- (501 PRECAST 602 1716 117 T- 6- (901 PRECAST 504 1438 914M 9'- 8' (116') PRECAST 355 10111. 4 " SAFE UPLIFT LOADS FOR 12" PRECAST U.LINTELS SAFE LOAD • POUNDS PER LINEAR FOOT LENGTH TYPE 12F8-2T 17F12-2T 12F16-2T IV70-21 12F24-IT 121IM-2f 1V32-2T 3'- 6' (421 PRECAST 2752 42B7 5613 6938 8264 95B9 10915 4'- 0' (48') PRECAST 2389 3721 4872 6023 7174 B325 9477 4'- 6' (54') PRECAST 2113 3291 4310 5328 6347 7365 8384 5'- 10'(707 PRECAST 1623 2521 3310 4092 4875 5658 6441 6'- 6' (781 PRECAST 1444 2269 2972 3675 4378 5081 5784 7'- 6' (90') PRECAST 1267 1711 251A.1114 38 . 4117 1021 9'- 4- (1121 PRECAST 1028 1171 NJ 2006 2590 M 3583 4079 10'- 6-(126) PRECAST 920, 947 1612 2281 2764 3209 3653 I1'- 4-(1361 PRECAST 858 829 1404 19B2 2441 2902 3364 12'- O'(1441 PRECAST 814 753 1269 1788 220IJ 2616 3032 13'- 4-(160') FRECAST 1057 22 1485 1826 2169 2513 14'- 0-(168') PRECAST 11 T434427974 1365 1679 1993 17'- 4'(208' PRECAST 695 , 964 1182 1402 A1372, 19'-4'(232') PRECAST 593 22 817 P 1002 1157 U) 0% NONUM IN PAROOI[S5 AIR FERMU IE91100116 FOR CRAOE 40 FIELD AWED WA SEE CDIERAL NOTE NO. 4 SAFE UPLIFT LOADS FOR 12" PRECAST w12" RECESS DOOR U.LINTELS 4G1sr` wrn SAFE LOAD -POUNDS PER LINEAR FOOT LENGTH TYPE IL66-3 12RF10 IZU14- IZTIB 17P3i2-2 12R12i- 12BF30-2 4'- 4- (521 PRECAST 1626 2685 3746 4806 5857 6928 7989 4'- 6- (541 PRECAST 1558 2582 UO2 4623 5643 6664 7684 5'- 8- (6n PRECAST 1210 2D42 2850 3658 4466 5273 6081 5'- TO- (701 PRECAST 1173 1984 2769 3553 4338 5123 5908 6'- 8' (807 PRECAST 1020 1138 M 2426 3114 3802 4489 5177 7'- 6' (9n PRECAST 904 1226 2163 2776 3390 4003 4617 A9 ; 8' (116') PRECAST 703 p 771V. 1472 2181 2663 3145 3628 KODucr R¢vls¢D e+ w Plying WWI 1h411.6,11 Aildi CoO A wylmccPn a na o3 F3PvubnP.k ) t WmalRaEcuct11REICAST- CRETE 4", 6" & 12" LINTEL SAFE LOAD TABLES FIE RWC MW-11 OUTS RYI AU 0AWO SCAIL: N.TS i 11 I 11 v ="-.M .."Y.. I OAIE: 7)i4)O3 1 gf(Dt[0 Ih OUIC M1R10p, IF - Rr4 IN MS{ I WWM:110. U41U SNER 3 OF S ) MIAM I•DADE MIAMI-DADE COUNTY PRODUCT CONTROL. SECTION DEPARTMENT OF REGULATORY AND ECONOMIC RESOURCES (RER) 11805 SW 26 Street, Room 208 BOARD AND CODE ADMINISTRATION DIVISION Miami, Florida 33175-2474 T (786) 315-2590 F (786) 315-2599 NOTICE OF ACCEPTANCE (NOA) www.miamidade.gov/economy Cast -Crete USA, Inc. P.O. Box 24567 Tampa, Florida 33623 SCOPE: This NOA is being issued under the applicable rules and regulations governing'the use of construction materials. The documentation submitted has been reviewed and accepted by Miami -Dade County RER- Product Control Section to be used in Miami Dade County and other areas where allowed by the Authority Having Jurisdiction AHJ). This NOA shall not be valid after the expiration date stated below. The Miami -Dade County Product Control Section (In Miami Dade County) and/or the AHJ (in areas other than Miami Dade County) reserve the right to have this product or material tested for quality assurance purposes. If this product or material fails to perform in the accepted manner, the manufacturer will incur the expense of such testing and the AHJ may immediately revoke, modify, or suspend the use of such product or material within their jurisdiction. RER reserves the right to revoke this acceptance, if it is determined by Miami -Dade County Product Control Section that this product or material fails to meet the requirements of the applicable building code. This product is approved as described herein, and has been designed to comply with the High Velocity Hurricane Lone of the Florida Building Code. DESCRIPTION: "Cast -Crete" 8 inch High Strength Precast and Pre -stressed Concrete Lintels APPROVAL DOCUMENT: Drawing No. FD8, titled "Cast -Crete 8" Lintel. Fabrication Details", sheets 1 through 3 of 3, prepared by Craig Parrino, P.E., dated June 7, 1996, last revision dated June 12, 2014, signed and sealed by Craig Parrino, P.E., on August 19, 2014, bearing the Miami -Dade County Product Control Renewal stamp with the Notice of Acceptance number and the expiration date by the Miami -Dade County Product Control Section. MISSILE IMPACT RATING: Large and Small Missile Impact Resistant LABELING: Each lintel shall bear a permanent label with the manufacturer's name or logo and the Miami -Dade County logo. RENEWAL of this NOA shall be considered after a renewal application has been filed and there has been no change in the applicable building code negatively affecting the performance of this product. TERMINATION of this NOA will occur'after the expiration date or if there has been a revision or change in the materials, use, and/or manufacture of the product or process. Misuse of this NOA as an endorsement of any product, for sales, advertising or any other purposes shall automatically terminate this NOA. Failure to comply with any section of this NOA shall be cause for termination and removal of NOA. ADVERTISEMENT: The NOA number preceded by the words Miami -Dade County, Florida, and followed by the expiration date may be displayed in advertising literature. If any portion of the NOA is displayed, then it shall be done in its entirety. INSPECTION: A copy of this entire NOA shall be provided to'the user by the manufacturer- or its distributors and shall be available for inspection at the job site at the request of the Building Official. This NOA renews NOA N 14-0903.02 and consists of this page 1, evidence submitted pages E-1, E-2, E-3, E-4, & E-5 as well as approval document mentioned above. The submitted documentation was reviewed by Hglmy A. Makar, P.E., M.S. on D te: 05/2126.03 2017MIAMFDADECOUNTYExpirationDate. OS/21/2017 Approval Date: 04/28/2016 Page 1 Cast -Crete USA, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 1. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL #96-0613.01 A. DRAWINGS 1. Drawing No. FD8, titled "Cast -Crete 8" Lintel Fabrication Details", prepared by Craig Parrino, P.E., dated 06107196, revision 41 dated 11108196, sheet 1 of 1, and Drawing No. LT8, titled "Cast -Crete 8" Lintel Safe Load Tables", prepared by Craig Parrino, P.E., dated 06/07/97, revision #4 dated 04/28/98, sheet 1 of 1, both drawings signed and sealed by Craig Parrino, P.E. B. TESTS 1. Test report on flexural testing on Precast and Pre -stressed Concrete Lintels Filled Models, total of (36) concrete lintel specimens, per ASTME-529-94, prepared by Applied Research Laboratories, Report No. 29702B, dated 07130197, signed and sealed by Christopher A. Ilamon, P.E. C. CALCULATIONS 1. Calculations for Cast -Crete 8-inch Lintels, dated 06106196, 349 pages, prepared by Craig Parrino, P. E., signed and sealed by Craig Parrino, P. E. 2. Calculations for Cast -Crete 8-inch Lintels, dated 11/11/96, 45 pages, prepared by Craig Parrino, P. E., signed and sealed by Craig Parrino, P. E. D. MATERIAL CERTIFICATIONS 1. Mill Certlfred Inspection Report Silo #4 dated April 1996 for cement by Southdown Brooksville Cement Laboratoiy. 2. Mill Certified Inspection Report 420-8275 dated 06/20195 for pre -stressing strand by The Crispin Company. 3. Mill Certified Inspection Report 420-8345 dated 11/13/95 for pre -stressing strand by The Crispin Company. 4. Mill Certified Inspection Report 42111-078240 dated 04/25/96 for 43 rebar by Ameristeel. S. Mill Certified Inspection Report 984-M19614 dated 02/29/96for #5 rebar by Birmingham Steel Corp. 6. Mill Certified Inspection Report 458-A66332 dated 01/28/96 for #4 rebar by Birmingham Steel Corp. 7. Mill Certified Inspection Report 984-M20749 dated 04/05196 for 45 rebar by Birmingham Steel Corp. 8. Mill Certlfred Inspection Report #84-M19805 dated 03/06/96 for 44 rebar by Birmingham Steel Corp. 9. Mill Certified Inspection Report #84-M21208 dated 04/21/96for 44 rebar by Birmingham Steel Corp. 10. Mill Certified Inspection Report #84-M20652 dated 04/03/96 for #5 rebar by Birmingham Steel Corp. 1 az, Fl#ny'A. Malcar, P.E., M.S. Produc ontrol Section Supervisor NOA No. 16-0126.03 Expiration Date: 05/21/2017 Approval Date: 04/28/2016 E-1 Cast -Crete USA, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 11. Mill Certified Inspection Report 484-M20749 dated 04105196for #S rebar by Birmingham Steel Corp. 12. Quality Control Manual for Cast -Crete Machine Made Precast Lintels dated 05114196. 13. Quality Control Manual for Pre -stressed Products dated 03120195. 2.. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL 401-0209.03 A. DRAWINGS 1. . - None. B. TESTS 1. None. C. CALCULATIONS 1. None. D. MATERIAL CERTIFICATIONS 1. None. 3. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL # 03-0605.05 A. DRAWINGS: 1. Drawing No. FD8, titled "Cast -Crete 8" Lintel Fabrication Details'; sheet I of 1, prepared by Craig Parrino, P.E., dated June 7, 1996, revision #2 dated January 28, 2003, and Drawing No. LT8, titled "Cast -Crete 8" Lintel'Safe Load Tables", sheets I & 2 of 2, prepared by Craig Parrino, P.E., dated June 7, 1996, revision #S dated March 24, 2003, all drawings are signed and sealed'by Craig Parrino, P.E. B. TESTS: 1. Test report on flexural testing on Precast Concrete Lintels Filled Models, total of 12) concrete lintel specimens, per ASTME-S29-94, prepared by Applied Research Laboratories, Report No. 30404B, dated 04123103, signed and sealed by Christopher A. Hamon, P.E. C. CALCULATIONS: 1. Calculations for Cast -Crete High Strength Precast and Pre -stressed 8-inch Lintels, dated May 29, 2003, sheets 1.1 through 1.493 and 2.1 through 2.336, prepared by Craig Parrino, P.E., signed and sealed by Craig Parrino; P.E. D. MATERIAL CERTIFICATION: 1. Quality System Manual for Cast -Crete Machine Made Precast Lintels revised on May 01, 2002. 2. Cast -Crete Quality System Manual for Pre -stressed Products dated 2002. Y - Wz, ny A. Makar, P.E., M.S. Product Control Section Supervisor NOA No. 16-0126.03 Expiration Date: 05/21/2017 Approval Date: 04/28/2016 E-2 Cast -Crete USA, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 4. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL #06-0222.01 A. DRAWINGS 1. Drawing No. FD8, titled "Cast -Crete 8" Lintel Fabrication Details", sheets I through 3 of 3, prepared by Craig Parrino, P. E., dated June 7, 1996, last revision dated February 17, 2006, signed and sealed by Craig Parrino, P.E. B. TESTS 1. None. C. CALCULATIONS 1. None. D. QUALITY ASSURANCE 1. By Miami -Dade Building Code Compliance Office. E. MATERIAL CERTIFICATION 1. None. F. OTHER 1. Letter from Cast -Crete Corporation, dated 0212012006, signed by Craig Parrino, P. E. 5. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL # 11-0121.04 A. DRAWINGS 1. None. B. TESTS 1. None. C. CALCULATIONS 1. None. D. QUALITY ASSURANCE 1. By Miami -Dade Building and Neighborhood Compliance Department (BNC). E. MATERIAL CERTIFICATION 1. None. F. OTHER 1. Letter front Cast -Crete Corporation, dated January 18, 2011, signed by Craig Parrino, P. E., certifying compliance with the Florida Building Code, 2007 Edition. A. Makar, P.E., M.S. Product Control Section Supervisor NOA No. 16-0126.03 Expiration Date: 05/21/2017 Approval Date: 04/28/2016 E-3 Cast -Crete USA, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 6. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL #12-0209.13 A. DRAWINGS 1. Drawing No. FD8, titled "Cast -Crete 8" Lintel Fabrication Details", sheets 1 through 3 of 3, prepared by Craig Parrino, P.E., dated June 7, 1996, last revision dated February 17, 2006, signed and sealed by Craig Parrino, P.E., on March 22, 2012. B. TESTS 1. None. C. CALCULATIONS 1. None. D. QUALITY ASSURANCE 1. By Miami -Dade County Department of Permitting, Environment, and Regulatory Affairs. E. MATERIAL CERTIFICATION 1. None. F. OTHER 1. Letter from Cast -Crete Corporation, dated 0210312012, signed and sealed by Craig Parrino, P.E., certifying compliance with the Florida Building Code, 2010 Edition. 7. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL #14-0903.02 A. DRAWINGS 1. Drawing No. FD8, titled "Cast -Crete 8" Lintel Fabrication Details", sheets 1 through 3 of 3, prepared by Craig Parrino, P.E., dated June 7, 1996, last revision dated June 12, 2014, signed and sealed by Craig Parrino, P.E., on August 19, 2014. B. TESTS 1. None. C. CALCULATIONS 1. Calculations for ILigh Strength Precast and Pre -stressed 8-inch Lintels, dated August 19, 2014, sheets 14.101 through 14.124, prepared, signed, sealed by Craig Parrino, P.E. D. - QUALITY ASSURANCE 1. By Miami -Dade County Department of Regulatory and Economic Resources (RER). E. MATERIAL CERTIFICATION 1. None. F. OTHER 1. Letter fi-om Cast -Crete USA, Inc., dated August 19, 2014, signed and sealed by Craig Parrino, P.E., certifying compliance with the Florida Building Code, 2014 Edition. He A, Makar, P.E., M.S. Product Cont eol Section Supervisor NOA No. t6-0126.03 Expiration Date: 05/21/2017 Approval Date: 04/28/2016 E - 4 Cast -Crete USA. Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 8. NEW EVIDENCE SUBMITTED A. DRAWINGS 1. None. B. TESTS 1. None. C. -CALCULATIONS 1. None. D. QUALITY ASSURANCE 1. By Miami Dade County Department of Regulatory and Economic Resources (RER). E. MATERIAL CERTIFICATION 1. None. F. OTHER 1. Letter from Cast -Crete USA, Inc., dated January 13, 2016, signed and sealed by Craig Parrino, P.E., certifying compliance with the Florida Building Code, 2014 Edition. 14415if A. Makar, P.E., M.S. Product Control Section Supervisor NOA No. 16-0126.03 Expiration Date: 05/21/2017 Approval Date: 04/28/2016 E - 5 t- AST RETEs HIGH STRENGTH PRECAST AND PRESTRESSED CONCRETE LINTELS t mucrRI:NLVM AO Nm1171M MITI the Flordt EDIIDI„t Code vinu t>. q Y,ddI1+ cm,D,i e_•:PA.* W1 1' REMS DD S 11=I [L S' Fllre S A nr , e' NImN11310 U— m L RRUPCANT STIRRUP DETAILS 8" PR L/ BA PS STIRRUPS Y STIRRUP D1E TAILS D U-LINTEL DATA TABLE Ss CIOL LIt51 R sRAG VO NO. OFIVAiRM e 0.134 U2 7 7 t O S- t IJ-{ 0.110 567 D Tim li- 0 - 17 -{ 0.1 To ia! 7 12 RAR 17 a O S'-X' t I t -{ 0. 6 71 2 B 1t -2 tl'-4'D.IH70f 7 t BAR tARMI 11'-2' O t'-t S/{' 10 x2'-o' 0.200 XII i2 tAR 1'-10' e O S'-10 S/e 1024,-0.031t ttsB BAR ZS'-10' i • {'-] 1/e' 10 8" PRECAST W/ 2" RECESS DOOR U—LINTEL DATA TABLE u I R 1 1 r 3 1tt1Y il1LCI0-7I. F,iLt!'.C7 J ffm JY:\I.Ii111 Il= I YTT:; Pal tl©QO, mcrilM 11K=w0M. AOURF o ' T kfM QO OmiEi ioC]1 1{af2Z3LiR G!7t/tY!:1Jk ULM" R:=.A L1 13m[3131,ilarc:,rr;RRIiP_Tr Ia Qa!©Atf @7 iZrii ri1 E11Fi !•! f ::1 L•Si fJl1 O f8 f mE ',' RIU1V1 VL RIRR Uglq TV. •A' Mm O3 •' f xroxMa11OUA R f, l_RIIE[ R[iN[DRC1M0 CAGE fAtR1GT10N LOOFL r. x¢u Im+Il' o/ 7 u m •• MrRn m1'r •rrw LJLI 1 „ r1 FAMTRMSED L:1. EL IfEAKFORCIMG CAGE rARRICATIOH MEL 8" PRECAST U-LINTEL DATA TABLE I i Yi Trt RRJ:tL'J IWiI1J tl.a u%i_Fii txFli(J nrf.'mC2tY3 lrM®F3=3F= 1FZMFM 10 MI. ILL'Armlim. W 27LE rOla EEO F2M Q a®[7CTIf® f[S E O nr>ari r ra amo ma>ram st:3frE Ir_t mm t>o W3Q'XIMMRIMf»3MQ/Fgt;7IMMAMFORIMMt•Y'i f»i C[FSS>a F3Cii0 vrffwvff.1K;= fQ=W"MmiO 1`114 MO RIETART I'MINAIM IS PRolWED 102 Pl OD= A"RDYAL. TT O PRo=ED R7 CO,UOIT IAtn AIW Comm RE RVmoucro OR otsTRDUIEO InTHOUT THE MUST NATt[11 COrMff OF CAST-CME tear. Me. 1, MMORCPO STEER 7/32 XAR AStM ASIo, !a, !4. IT. Nom THE Tom mmsER Or muRX AND /1 WAR ORADE ED ASIM AXIS: 7/111 I C11 R[OIRRED 11 COUNTED tTARTOW [ROM EACH WAWUCK 27CRq LM-MAXAJWM PRISTIMSM END OF THE R[tMFORCDW CAQ: roR M"M SWAM ASTM Alit. HD. Or 3j11WM . 4, TNOI TIC F. mNC6tt /TRIXOIM: r.. XODo PW roR R• REOVOECUO MOM STOOD 1 STIRRUPS M[11t[SSIX IM,IOS: f.. woo PSI roR All DLACECROPRACKW. PeccAtt t IMG 10R[U. t. 23 roUND7 Or IOUrROIREME n§W PER a IMIIUl raetRn! FORCE . WO[ W. CU. Ol COIIGCTc NA7 OE II,TD DI UN a PRtliRESSED LD,t[L RDMTO,ICDM CAGE L XiRowe z1fpOTIII M[SIRMSED TO RIMS UFtD1U AD MAN12LDIC FORCES. NS ' PRODUCT Itl;VI!IU u vutPlyip,.11h Ou FWr d* Mitidlet Coal Aro:pluxt Novo o3.oY. E 0 CRAM PAFRNO 6324 CR 579 V a t(w"1 R gj' uc FL .I' ll,YOFLP O e 2" 11 CAST-CRETE 8" LINTEL FABRICATION DETAILS OISU11-11 nAtel m CUq PA1.Y%O, t.L - 111A M WSt I SCAte 01 W SW 01/o7/ tf CEICEID m CA FM=. P.E. - ua ID. 4OSt C11"m Y,. M SRICT 1 a 3 SAFE LATERAL LOADS FOR SAFE UPLIFT LOADS FOR 8" PRECAST $ PRESTRESSED U-LINTELSsnFFcRAv1TYLOADSFOR8" PRECAST a PRESTRESSED U LINTELS IP ppFCAST R PATERAL LO D S FOR CpsrCisen' SAFE LOAD -POUNDS PER LINEAR FOOT TYPE LENGTH 8U8 6F7-02 OF12-01 eFI6-06 8F20-OB 8F24-M 6F26-OB SFJ2-096Fa-19 81`12-11 6FI6-IB mo-1B 6F24-IB 612E-10 6F32-18 Y-6- (421 PRECAST 2231 3069 370 6163 9907 1054 9502 ' 1o"i 3069 4905 6113 7547 8974 10394 1WS 4'-0' (481 PRECAST 1966 2561 2751 U20 4e90 5961 7034 e107 2693 4405 113 7547 U74 10394 11109 4'-6' (541 •PRECAST 1599 t96S 2110 2931 3753 457E 5400 0224 2189 4375 5113 7547 v, SM 10294 11009 5'-4' ( 64 PRECAST 1217 1341 143E 1999 2560 3123 36ee 4249 1593 290 5365 7x7 7442 9733 10127 5'-10' (70' PRECAST 1062 1103 1173 1631 2090 2549 SOD9 300 1451 2622 43M 7168 60300 71810. 8329 6'-6- (76' PRECAST 908 1238 2177 3490 3031 3707 4363 5061 I2n 2177 3450 S3al 6360 1039tg a623 7'-6' (90 PRECAST 743 I011 1721 2U2 2205 LESS 3121 31a5 toll 1771 2661 Sam 6631 1467w 8472 od 9'-4' (112' PRECAST 554 691 I160 IRS 2584 ASS 2516 3m 62 1245 1 1N3 2564 311E 4705m TINT 10'-6"(126' PRECAST 475 535 a90 1247 2093 V77 2153 211E 643 t052 1533 20a3 2781 3543 47-4 1367PRECAST 362 St2 945 1360 1946 2423 3127 4006 562 945 1360 1546 2423 3127 400E 12'-O'(1447 PRECAST 337 x0 873 1254 1684 2113 2605 Sss2 540 673 1254 1684 2.93 2805 i52 13' 4' (160 PRECAST 296 471 755 1075 1428 165E 2318 2563 471 755 1075 142a I&M 231E 293 14'-0-(1681 PRECAST 279 424 7D6 1 1002 I= 1697 2127 2630 442 706 1 1002 1.726 1697 2127 2630 14'-8' (176') PRESTRESSED N.R. xN tat MR M1 MR M4 Mt 458 713 1370 1202 2245 2517 V12 15-4'(IB41 PRESTRESSED N.R xA 1 Iei SIR 71 0 1250 1733 2051 2]l0 2513 17'-4-(2W) PRESTRESSED N.R. MR NR MI MR 300 54xS 950 mtad 1609 1149 2M7 19'-4-(2321 PRESTRESSED N.R. M MR MR x6 MR MI 235 420 750 1037 1282 1515 1716 21'-4'(255' PRESiRESSED N R. MR MR MR RR MR MR Mt ISO 340 5" x5 1114 11% 1468 22--0'(2641 PRESTRESSED NR xe NR Mn MR MI RR MR 165 315 550 7a4 1047 T28s 1J99 24'-0'(2881 PRESTRESSE NRD Kt MR MI RR Izf 250 1 4S0 1 154 1 084 1 1092 122a A• SAFE LOAD PLF LENGTH TYPE SU8 I 8F8 RCMU Y-6' (421' PRECAST 1025 1024 15913 4'-0- (4a7 PRECAST 765 763 1309 4'-6' (541 PRECAST 592 591 1073 5'-4' (64') PRECAST 411 411 745 5-10'(70-) PRECAST 340 339 616 6'-6' (781 PRECAST 507 721 490 7-6' (901 PRECAST 424 534 363 9'-4' (1121 PRECAST 326 • 512 230 10'-6' (126' PRECAST 284 401 180 11'-4- (1361 PRECAST 260 452 154 12'-0-(1441 PRECAST 244 402 137 IS-4-(I60' PRECAST 217 324 110 I4'-0'(I68r) PRECAST 205 293 14'-8'(176) PRESTRESSED N.R. 284 ja3IS'-4-(184-) PRESTRESSED M.R. 259 17'-4'(2037 PRESTRESSED N.R. 194 64 19'-4' (232) PRESTRESSED N.R. 148 52 21'-4"(2561PRESTRfSSED N.R. 125 42 22'-0'(2641 PRESTRESSED N.R. 116 40 24'-0' (US') PRESTRESSED N.R. 91 33 CwsT-Ci4cri SAFE LOAD - POUNDS PER LINEAR FOOT TYPE LENGTH 8Fe-11 eFa-2T eFl2-17 BF12-2T BrU-IT lrl6-2T af20-IT 81`20-21 6F24-IT aF24-21 CF28-IT 971-2T EF42-IT 6F32-2r 3'-6' (42 PRECAST 2655 24 43l4 s263 s132 M0) 1569 1569 2655 3524 4394 5263 613'2 7001 4'-0' (481 PRECAST 1393 2305 1063 3a15 45MN sm 6079 1363 2m5 3010 3315 4570 532s 6079 4'-6- (541 PRECAST 1207 2040 2707 3375 4043 4711 5379 1207 2040 2707 3375 4043 4711 5379 5-4' (641 PRECAST 1016 1715m 227E m 261e 3399 3261 14512 1010 1715 227E 1 2US 3399 3361 1 4522 5'-10'(70) PRECAST 909 1567E 2 2593 3107 3520 4133 9" 1517 20M 2593 3107 3620 4133 C-6- (781 PRECAST e35 p 1407 I 732! 272 MID 3712 ass 1407 190 2329 2720 3251 3712 7'-6' (90j PRECAST 727 1 1624 2025 2426 ZETA 3228 727 1224 1624 2025 2426 2a27 322E 9'-4- (112-) PRECAST 591 70e n 1136m,1474 1815 2157 2500 591 a62 131E 1143 1989 2 2619 10'-6"(1261 PRECAST 575 916 111E 1451 173E 2011 530 69s 1150 1472 17U 2055 2346 11'-4'(136' PRECAST 474 504 600 1037 1274 1513 1753 424 607 1047 1372 1613 t9150) 2187 12'-0 (144' PRECAST 470 45a 724 22 115J lam 1565 4m 550 W 1302 I let is 2015 t3'-4'(160') PRECAST 47e 3as 607 755 9641.11+3 tsss 428 - 460 780 1159 41a 10 1667 14'-D'(168' PRECAST 3N 355 560 724 899 1054 1720 10 425 717 IOU M IW 1907 14'-8-(176-) PRESTRESSED 239 334 52n 672 125 976 1131 245 J95 593 980 UO3 1515 V34 15'-4-(184' PRESTRESSED zz4 313 48e 627 769 211 1054 Dol 23D 318 615 908 I 1460 166e IT-4'(20a PRESTRESSED le7 20 405 521 3e 755 573 192 306 506 740 1005 1271 1473 19'-4-(2321 PRESTRESSED tit 22f 341 447 547 47 747 166 263 429 R] 141 1059 1227 21'-4'(2561 PRESTRESSED 142 1 17 393 460 590 : 655 142 a32 373 537 721 905 1048 22'-D'(2641 PRESTRESSED 1s7 l97 295 371 462 x6 am 07 223 3sa 51J i 658 au 999 24'-D- (288' PRESTRESSED 121 170 267 x2 416 492 517 Iz+ 202 31! I55 iDt 757 Im, em pnj 1) THE NUMBERS iN PARENTHESIS ARE PERCENT REDUCTIONS FOR GRADE 40 • SEE GENERAL NOTE NO. 18 ON SHEET 3 OF 3. THESIS ARE PERCENT REDUCTIONS FOR GRADE 40 GENERAL kOTE NO. 4 ON SHEET 3 OF 3. FIELD ADDED REBAR SEE GENERAL NOTE NO. 4 ON SHEET 3 OF 3 + 17b6 w: nwff V•'• C,EN •' ,I/ t/ PR(3DUC1'RFVIS11D o {' ti maarow,w:e. rtaaa up: Da: '3 = iC • . * w Ac1epl.neo Mo,( D O TE yy CRAIG PARRINO [4g lrotba Dn• aa.. 1 =p'•.A, S 1•'47i 6324CR579 SEE GENERAL NOTES - SHEET 3 OF 3 O S O R P(J\+ SEFFNER. R 33584 bTL c1 'nL `woY By 1EVESI6 $ C ++ FLP.ELIC.NO. 4475a 4j121 n41 tot MEUD6R OF N12: ' CAST' CRETE 8" LINTEL FABRICATION DETAILS R :5-- 7 :i ,r LUN 49 1_,`L••, R[ NA9L• DK11R-I{ 091Y1 if: CIWO NAVO, E W. 105E SCI.IC NOT ID SCAl6 7- I.. C47:: o{ir. as/o7/u 61a6uD III: auc r7,97mt0. Ft - 17a 66 405E 1 Olma Ala too 3KLI 2 or 3 ERAL ADB SAFE GRAVITY LOADS FOR 8" PRECAST w/ 2" RECESS DOOR U-LINTELS SAFE LATRECESS DOOR R SAFE UPLIFT LOADS FOR 8" PRECAST w/ 2" RECESS DOOR U-LINTELS8"PRECAST1912" RECESS DOOR U•LD4TELS 4-1414a41ra SAFE LOAD -POUNDS PER LINEAR FOOT TYPE adR-00 NFIO-08 IRF14-0W ISfI" 6117n 07"! 1f Z-06 Club -la6-1a W10-1e 4-fB SUIS-18 6UM-19 IRKS-fe 6W3D-18 4'-4' (527 PRECAST 1635 1749 33S 3210 4349 5421 6403 7557 1991 36" fIIDt But 6060 9479 10653 4'-0' S4 PRECAST 1494 1596 3063 299E 391E1 4946 5924 6W4 1755 3699 5206 ISM 8060 9479 f06a3 5'-8' (681 PRECAST 866 920 1770 1718 2277 2839 3402 3966 1167 2481 4567 059 oomp no 93n 5'-10'(70 PRECAST 810 859 1653 1600 2124 2649 3174 3700 1113 2342 424E 1 6611 BOSOM 74021w,07CO V-8' (80' PRECAST 797 SDI 1825 3120 W48 7747 9448 7360 SDI 1825 3120 5048 7915 Son IOa 7'-6- (901 PRECAST 669 755 1490 2459 3776 7239 5823 1ss N9D N59 J776 1 1069 9'-0- (I18' PRECAST 411 466 999 1568 2253 2- 4091 3145 526 9S9 1568 2253 ISO Sm. 1) THE NUVEERS IN PARENTHESIS ARE PERCENT REDUCTIONS FOR CRADE 40 FIELD ADDED REBAR. SEE GENERAL NOTE NO. 4 GENERAL NOTES q 1b1-l.b: re C pr SuFf1. rc prru.er Gdel - wooF- rc Pr . ndam W !rs wUcS.t. nrdrd. aa..eF rob tlN) w 75111 b0 rT IrMLI-m na1 rn m.Of.» I A = 10WO rd n1r w As94 Awls e4. to Frntfrs.q df.od w A91N A416 Cf *ft 270 a nlairtY mrtu pf AfOt ato Tn. M r ! 2) Al W. b.d t.W.. Mr1 a N.W 4 W:h r..kd buff. f6C01T9S fh b.1a k. W l 1. 1- !. 61 3) PmW Ia mUr bd ad Ner )a.h 4) Tr. f W b F-.WRA bAfan Me wcaA rehdbo Ir r.b 40 50 Wd fdrr. Fa>m!s 7 -r Udd a32-11 .a4 br - 64" Ca 15S rtAafim 4 8472 6501 p8 S) AO Wth mf.l r rru/ fUSpf A. US IT- bW 2ttONOTpw,.: V1601d1eeD 1' • r CC". k S.c is10601. KARf0477 0 eal, n wo earA 10 S.. L11eb a tcrAmL 7) Or 77 mb.f feq b.-edIJ.W fr In 15 rebera a) tlbe/41k4Nrwnl d Fdd f.0 roiryy .1d IA.-dit.Urd ml/r dnel.d dra-v ls 1) T . 4. 4H..( •9 . lmu om. *dWs b... I— Q. W. 1... l rn y c4lar.tl.g V- .moor r.W .9 mwt d rd .Ner d d-.a7 Nrm W W d =L 10) RR - Rd aded 11) BAbm DW dtr 1.6- 1. b. bolt d IA. 64- d I.. Old s.n17. 1e- ,/rn V""'• 1 SAFELOADPLF LENGTH TYPE 8RU6 8RF6 RCMU 4'-4- (521 PRECAST 758 757 1164 4'-6- (54' PRECAST 694 693 1073 5'-8' (6n PRECAST 408 407 655 5'-10-(701 PRECAST 382 381 616 6'-8- (801 PRLCAST 595 788 1 464 T-6' (901 PRECAST 509 674 363 9'-8- (1161 PRECAST 370 490 214 SEE CENERAL NOTE 18 12) Md. r. souls!.. wA 5-1/2' bM nct -a d 0- .6 1..oam4•b dW cd rdt- de/ W S—Mq. 13) IL .dram - dm A Falb IMWW It aW W. a dtsrvaor2 dd I..r c..f.q d .4m •FPW i . .6— -U ASTU C-4 02f u .0r4PIro(.WM "alq. 7' EW l - S bW .r2A few h bdd1.0 Sd4 -& d br S.I. WtwbI br 15) Fr mrya4j SU W*b mt ..... — .d. bm t1m ..d bw W91. 0— 161 Fr Idd hf40e.a3. u ld a..doI.r L- wd Wplt bvb f1f 17) S.b b... 4" ••F• t v" d _ft M!a 18) SW b.O. b..r .. .C. W O.Ap •*lIb p. 6All 5r304m /d 311 1D) f.A.f..mA mb1,•9. . y ice; 0m7L0 sbwr4 the Wd. Sim mW idaieOKlad rrI500R5i SEE SAFE fATEKLDAD TABEES FOR EOM RATING FOR LADI REINFORCE)CUU (RC OAO FULLCOURSE 1/2' CUR WPJ a) J5 REEAR GR40 d4 GR60 A%Tn<aan SAFE LOAD - POUNDS PER LINEAR FOOT TYPE LENGTH 6FF6-IT ZU5-2r BUIO- I 85FIO-v 6aru-1 6R114-21 BRFIS-11 MF16- W22- 11 M2- 21 6f676- 1 6RF1I-v UJU-I1 66F30-21 A'-4' ( 52') PRECAST 905 160 2352 3058 3751 4445 5140 905 16SB 2302 30% 3751 4445 5140 4'-6' (54') PRECAST 857 1604 nn 2539 3407 4275 1943 887 ISM 22n 23n 3F.07 4275 4943 5'-8" (681 PRECAST 675 1 1797 2M6 f MA 3367 3911 875 1269 1797 2J26 2a54 3W 3911 5'-10'(70' PRECAST 655 1207 17411n,, 2259 2773 3286 7799 6% 1233 1745 2259 2773 3255 2799 6'-B' (807 PRECAST 570 079 1530 IM i 2429 2579 33H 570 1®a IE130 1980 2429 2810 3322 7'-6" (90') PRECAST 505 742 13M 1765 2166 2567 2168 505 age 1364 1765 2166 2587 2168 9'-8" (116) PRECAST m 465 am 122E 1540 IT 2"I 395 S60 10n 1386 1701 201/ 2111 J) THE NUMBERS IN PARENTHESIS ARE PERCENT REDUCTIONS FOR GRADE 40 FIELD ADDED REBAR SEE GENERAL NOTE NO. 4 TYPE DESIGNATION fll1$ BEH 8F7 2 Q¢ F - III1CD M rR0U1 / U - MUM is mwv wrm or mm cm" F 8F16- lB/IT fir vf1almi arm i IL-rAm / Y of Is NOHNA "WWI J IM&A u 111E s KIWI u TOP tt'•:'-'t7 IF 6Tii7 AM PR0BIACTREH6wmr .aPP- Mfg ftiN Oro Plena F=_i 1! Ci '14; E N .c ISL ( 1) AM I -Ile am CAM t a661 75 KW AT 101109 OF LNEL CA1117 4 F20 7- 1- AORO! Itonow afwwEmc PROVIDED r wwui 1tIDI7/ 1011d IRODULT INVISty 0.44 - a4r Rly - 11> ilfAeFMridaAve.pr•»- NO ! i V•• MIR Fj l(!•Lwlaf Unto y o Z CRAlO PARRNO /6 SE:FFNER35B4 FLBAI. C:4`` FL. P.E. LIC. N0.4475R 1rTrr.4' CAST—CRETE 8" LINTEL FABRICATION DETAILS FIE W9G DIEM-14 I SUM IL C/ AB F4@6A1. NE. - M r9. 4473t 1 SUW 101 10 $CUE