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4020 Night Heron Dr 17-2654; NEW SFH
acoS-If COUNTY OF SEMINOLE IMPACT FEE STATEMENT 3Jo, 9s STATEMENT NUMBER: 17100006 DATE: BUILDING APPLICATION #: 17-10000649 September 14, 2017 BUILDING PERMIT NUMBER: 17-10000649 UNIT ADDRESS: NIGHT HERON DR 4020 17-20-31-502-0000-0600 V TRAFFIC ZONE:022 JURISDICTION: SEC: TWP: RNG: SUP: PARCEL: SUBDIVISION: PLAT BOOK: PLAT BOOK PAGE: BLOCK: TRACT: LOT: OWNER NAME: ADDRESS - APPLICANT NAME: INVESTMENTS LORLANDO2NSONADDRESS7SUMERLRLINAVENUEFL32801 LAND USE: SFR DETACHED TYPE USE: WORK DESCRIPTION: CITY-SANFORD SPECIAL NOTES: 4020 NIGHT HERON DR / LOT 60 SFR WYNDAM PRESERVE EE BENEFIT RATE UNIT CALC TYPEDIST SCHEDRATEUNITSUNITTOTALDUE TYPE ROADS -ARTERIALS CO - WIDE ORD Single Family Housing 705.00 1.000 ROADS -COLLECTORS N/A dwl unit 705.00 FISingggle Family Housing . 00 1.000 dwl unit 00 LIBRARY CO -WIDE ORD 00 Single Family Housing 54.00 1.000 SCHOOLS CO -WIDEORDdwlunit54.00 PARKS Single Family Housing5,000.00 1.000 dwl unit 5,000.00 LAW ENFORCE N/ A 00 DRAINAGE N/A 00 AMOUNT DUE 5, 759.00 RECEIVED BY: I r 1, 0 n ( IGNATURE: PLEASk)PRINTNAME) Q ' DATE: _ I NOTE TO RECEIVING SIGNATORY/APPLICANT: FAILURE TO NOTIFY OWNER AND ENSURE TIMELY PAYMENTMAYRESULTINYOURLIABILITYFORTHEFEE. *** DISTRIBUTION: 1-BLDG DEPT 3-APPLICANT 2-FINANCE 4- LAND MANAGEMENT NOTE** PERSONS ARE ADVISED THAT T4IS IS A STATEMENT OF FEES DUE UNDER THE SEMINOLE COUNTY ROADFIRE/RESCUE, LIBRARY AND/OR EDUCATIONAL ISSUANCE OF ABUILDINGPERMIT. PERSONS ARE ALSO ADVISED THAT ANY RIGHTS OF THE APPLICANT OR OWNER, TO APPEAL THECALCULATIONOFANYOFTHEABOVEMENTIONEDIMPACTFEESMUSTBEEXERCISEDBYFILINGAWRITTENREQUESTWITHIN45CALENDARDAYSOFTHERECEIVINGSIGNATUREDATEABOVEBUTNOTLATERTHANCERTIFICATEOFOCCUPANCYOROCCUPANCY. TH9 REQUEST FOR REVIEW MUST MEET THEREQUIREMENTSEMOFFTHEMAYBELANDDEDEVELOPMENTCODE.REQUESTED, COPIESOF RULES GOFROMTHEPLANIMPLEMENTATION 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 EASTFIRSTSTREET SANFORD, FL 32771 THE COUNTY UILDINGYPERMIT NUMBEREAT THERtOAND LEFT OFDTHISESTATEMENT. ISSUEDSWITHINM60 CALENDARDAYSOVALTHEIRECEIVINGISIGNATURE DATEOAB*OE DETAIL OF CALCULATION AVAILABLE UPON REQUEST. CALL 407-665-7356. CITY OF SANFORD 1 SEP - 5 2017 BUILDING & FIRE PREVENTION PERMIT APPLICATION Application No: _ a Documented Construction Value: $ Job Address: 'toZO 1:ew.r %!c Yon 0 ir; tee. qti .. _ Historic District: Yes No Parcel ID: 17-20-31-502-0000-64000 Wyndham Preserve Lot t. p 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 ZPhone: 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 City, State Zip: Lake Mary, FL 32746 Fax: 407-647-0700 State License No.: CGC1522347 Arch itect/Eng I neer Information Name: Mulhem & Kulp Phone: Street: 20 South Maple Street, Suite 150 Fax: City, St, Zip: Ambler, PA Bonding Company: Address: NA 215-646-8001 E-mail: sives@mulhemkulp.com Mortgage Lender: Address: NA 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: 5ih Edition (2014) Florida Building Code Revised: June 30, 2015 Permit Application y NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida Lien Law, FS 713. The City of Sanford requires payment of a plan review fee at the time of permit submittal. A copy of the executed contract is required in order to calculate a plan review charge and will be considered the estimated construction value of the job at the time of submittal. The actual construction value will be figured based on the current ICC Valuation Table in effect at the time the permit is issued, in accordance with local ordinance. Should calculated charges figured off the executed contract exceed the actual construction value, credit will be applied to your permit fees when the permit is issued. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. SignaTure of Notary-S of Flotmyne Ilpriget Date NOTARY PUBLIC ESTATE OF FLORIDA Comm# GG113111 Personally 6/21/2021 Owner/Agent is Personally Known to Me or Produced ID Type of ID J 41-- t l,3r l /-+ Signature of Contractor/Agent Date 1Cof.LKdC_. t La 11,6 +S Print Contractor/Agent's Name Sign tar.8u"ef n'gh%, Date NOTARY PUBLIC STATE OF FLORIDA Comm# GG113111 Expires 6/211202i Contractor/Agent is {/ Personally Known to Me or Produced ID Type of ID BELOW IS FOR OFFICE USE ONLY Permits Required: Building[:} Electrical R Mechanical E[ Plumbing® Gas[] Roof Construction Type:y6 Occupancy Use: 23 Flood Zone: x sEL A-MAt _40 Total Sq Ft of Bldg: Z9 10 Min. Occupancy Load: 1 S # of Stories: 2- New Construction: Electric - # of Amps 1 jc:;'Q Plumbing - # of Fixtures 1 "1 Fire Sprinkler Permit: Yes No R # of Heads APPROVALS: ZONING: 10 8 UTILITIES: ENGINEERING: Y"< <G °l`-1 FIRE: COMMENTS: _ Ok to construct single family home with setbacks and impervious area shown on plan. 25.8'/o -I `p. 240(o So(,Ace _ lJ , GL Fire Alarm Permit: Yes No WASTE WATER: BUILDING: $F !2-a-1 % Revised: June 30, 2015 Permit Application lim SEP - 5 2017 J; CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION Application No: 17 - a Co Documented Construction Value: $ --r131. Ln'7 40 Job Address: 1-4jet r Ow; e-c,v A„ Historic District: Yes No Ili Parcel ID: 17-20-31-502-0000-6t000 Wyndham Preserve Lot top Residential® Commercial Type of Work: New® Addition Alteration Repair Demo Change of Use E] Move Description of Work: Construct New. SFR Plan Review Contact Person: Shayne Mangel Title: Permit Coordinator Phone: 407-708-0161 Fag: 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 Fag: 407-647-0700 City, State Zip: Lake Mary, FL 32746 State License No.: No CGC1522347 Architect/Engineer Information Name: Mulhem & Kutp Phone: 215-646-8001 Street: 20 South Maple Street, Suite 150 Fag: City, St, Zip: Ambler, PA E-mail: sives@mulhemkulp.com Bonding Company: NA Mortgage Lender: Address: Address: NA 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 wi.11 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: 5i° Edition (2014) Florida Building Code Revised: June 30, 2015 Permit Application NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida Lien Law, FS 713. The City of Sanford requires payment of a plan review fee at the time of permit submittal. A copy of the executed contract is required in order to calculate.a plan review charge and will be considered the estimated construction value of the job at the time of submittal. The actual construction value will be figured based on the current ICC Valuation Table in effect at the time the permit is issued, in accordance with local ordinance. Should calculated charges figured off the executed contract exceed the actual construction value, credit will be applied to your permit fees when the permit is issued. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. Signa`i-ure of NotaAWE f FloQltayne 11 nger Date NOTARY PUBLIC STATE OF FLORIDA Comm#GG113111 v'O pires 6/2112021 Owner/Agent is Personally Known to Me or Produced ID Type of ID Signature of Contractor/Agent Date 2<—J3—LC-1 L7cue,+s Print Contractor/Agent's Name ACL.-i't -egJ ll:- Sign tar.,$Ilu of RWOA, Date NOTARY PUBLIC STATE OF FLORIDA Comm# GG113111 0Expires 6/2_ 1/2o21 Contractor/ Agent is `/ P_ersonally 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 Fire Alarm Permit: Yes No APPROVALS: ZONING: ENGINEERING: COMMENTS: UTILITIES: AZe 9-1%1% WASTE WATER: FIRE: BUILDING: Revised: June 30. 2015 Permit Application REQUIRED INSPECTION SEQUENCE STARLIGHT HOMES — DETACHED Permit # 11- Z&5'i Address: ilo?,o "'pectK A40i 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 ELECTRICAL PERMIT _ Min Max Inspection Descri tion 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 MECHANICAL• Min Max Inspection Description 10 Mechanical Rough 1000 Mechanical Final REVISED: June 2014 o 1877--t 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: 4020 Night Heron Drive Property Owner: Starlight Homes Florida, LLC Parcel identification Number: 17-20-31-502-0000-0600 Phone Number: 407.647.3700 Email: The reason for the flood plain determination is: NOW 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) Flood Zone: X Base Flood Elevation: NSA Datum: N/A FIRM Panel Number: 120294 0090 F Map Date: Sept. 28, 2007 The referenced Flood Insurance Rate Map indicates the following: The parcel is in the: floodplain floodway A portion of the parcel is in the: floodplain floodway The parcel is not in the: floodplain floodway The structure is in the: floodplain floodway The structure is not in the: floodplain floodway If the subject property is determined to be flood zone 'A', the best available information used to determine the base flood elevation is: BP# 17-2654 Reviewed by: Michael Cash, CFM Date: September 7, 2017 n p4 Application for Paved Driveway, Sidewalk or Walkway Including Right -of -Way Use & Landscaping in Right -of -Way www.sanfordfl.gov Department of Planning & Development Services 300 North Park Avenue, Sanford, Florida 32771 Phone:407.688.5140 Fax:407.688.5141 This permit authorizes work to be done on the subject property or In the City of Sanford's right-of-way in accordance with the City's regulations and the attached construction plans approved as part of this permit. The permit is required for driveway or sidewalk construction over 100 square feet of concrete or other material on the subject parcel and / or any construction of a F 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 K„o..T,w6etow. size and location of the existing right-of-way and use shall be provided or application could be delayed. Callboionfou®g 1. Project Location/Address: 44311'Q N a jr* V'sevbfl 2. Proposed Activity: Driveway Walkway Other: 3. Schedule of Work: Start Date Completion Date Emergency Repairs 4. Brief Description of Work: C '' f ST-X This applicatio ' sub itted by. Signature. Print Name: Address: 10 4- Phone: " - p Al JlFax* 4--01- 44i- 0%043 Email: r Date: $ • 31-11 maintenance Responsibilities/Indemnification The Requestor, and his successors and assigns, shall be responsible for perpetual maintenance of the improvement installed under this Agreement. This shall Include maintenance of the Improvement and unpaved portion of right-of-way adjacent thereto. Requestor may, with written City authorization, remove said Installation/improvement fully restoring the right-of-way to its previous condition. In the event that any future construction of roadways, utilities, stormweter 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 facilities are In the public right-of-way. It the Requestor does not continuously maintain the improvement and area In accordance with previously stated criteria, or completely restore the right-of-way to Its previous condition, the City shall, after appropriate notice, restore the area to its previous condition at the Requestor's expense and, If necessary, file a lien on the Requestors property to recover costs of restoration. To the fullest extent permitted by law, Requestor agrees to defend. Indemnify, and hold harmless the City. Its councllpersons, agents, servants, or employ- ees (appointed, elected, or hired) from and against any and all Ilabllitles, 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. 1 have lead and dpdergaq 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. call 407.688.5080 24 hours In advance to schedule a pre -pour inspection. Pro -pour Inspection by: Date: I Official Use Only Application No: Fee: Date: Reviewed: Public Works Date: Utilities Date: Approved: Q Engineering Date: - ` -1017 Site Inspected by: Special Permit Conditions: Date: November 2016 ROW Use Driveway pcif Name .!! ENTP P O eLLC 1111111111111111111111111111111111111111 Address: 1 reenwoo Blvd Suke 124 GRANT IIALOYr SEMINOLE COUNTY Lake Many. FL 227AR CLERK OF CIRCUIT COURT & COMPTROLLER SK 8986 Ps 1160 (1P9s) CLERK'S ANOTICEOFCOMMENCEMENTRECORDEDT09/07//2017311:49:05 AM RECORDING FEES $10.00 State of Florida RECORDED BY hdevore County of Seminole Permit Number. Parcel ID Number. 17-20-31-5024000- Oto00 The undersigned hereby gives notice that Improvement will be made to certain real property, and In accordance with Chapter 713, Florida Statutes, the fotiowing Information Is provided In this Notice of Commencement. DESCRIPTION OF'PROPERTY: (Legal description of the property and street address If available) jftndharri Preserve. PB 61 Pas 93-102. Lot Lo0 Address: Lt a,p t l;%-v- 't l1 .JY Y Sgr=n a -- Ban-1 t GENERAL DESCRIPTION OF IMPROVEMENT; Construct New SFR OWNER INFORMATION: Name:_Sterllght Homes Florida, LLC Address: 1405 Old Alabama Road, Sulte 200, Roswell, GA 30076 Fee Simple Title Holder pf other than owner) Name: NA Address: CONTRACTOR: Nome: Starlight Homes Florida, LLC Address: 1064 Greenwood E3Ivd Suite 124, Lake Mary, FL 32746 Persona within the State of Florida Designated by Owner -upon whom notice or other documents may be served as_provided by Section ?13.13(1)(b), Florida. Statutes. Name: NA Address: In addition to himself, owner Designates NA of To receive a copy of the Llences Notico 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) WARM TOO 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 pehaltie f p ry, I de that 1 have read the foregoing and that the facts stated In it are true to the best t>tiv d and belief. OWAP 8lpneh. ` Owner's Printed N me Flofffa &7 M13(1)(9): 'The owner must sign the notice aoommeneement and no one doe maybe permitted to sign In his or her etead' State of L— ---County of The foregoing Instrument was acknowledged before me this _ 2+ day of s .20 by Who Is' personally known to me Name or person me" element OR who has produced IdentifIcet on type of Identification produced: Sheyne Mangel NOTARY PUBLIC STATE OF FLORIDA Oomm# GG11311 t a1 Expires 6/21/2021staftre t0 CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION Application No: i -+- 2(,5 4 Documented Construction Value: S (P850 Job Address: L-402-G Hgarine-, 2 r Historic District: Yes No Parcel ID: Residential 0 Commercial Type of Work: New 9 Addition Alteration Repair Demo Change of Use Move Description of Work: PIcLl,..,h;r,c, 0-I1 fVY-XSe::, --Ii--rG7e ncdci Plan Review Contact Person: -P Ia4V--> Title: Phone: Name Street: City, State Zip: Fax: Email: Property Owner Information / Phone: Resident of Contractor Information Name Phone: 1 L3-- 2-L/3 -- 3f 43 Street: Fax: C1,G-4-2-fc.;- City, State Zip:Li State License No.: CFC o2-o 3;-1 Z Alrchitect/Engineer Information Name: Street: Phone: Fax: City, St, Zip: E-mail: Bonding Company: Mortgage Lender: Address: Address: WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools, furnaces, boilers, heaters, tanks, and air conditioners, etc. FBC 1053 Shall be inscribed with the date of application and the code in effect as of that date: S6 Edition (2014) Florida Building Code Revised: June 30, 2015 Permit Application NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida Lien Law, FS 713. The City of Sanford requires payment of a plan review fee at the time of permit submittal. A copy of the executed contract is required in order to calculate a plan review charge and will be considered the estimated construction value of the job at the time of submittal. The actual construction value will be figured based on the current ICC Valuation Table in effect at the time the permit is issued, in accordance with local ordinance. Should calculated charges figured off the executed contract exceed the actual construction value, credit will be applied to your permit fees when the permit is issued. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. Signature of Owner/Agent Date Print Owner/Agent's Name Signature of Notary -State of Florida Date Owner/Agent is Personally Known to Me or Produced ID Type of ID 12 -1 t5 - 2yr } Signature of Contractor/Agent Date Print Contractor/Agent's N e 2c.t'4 Signature of Notary -State of Florida Date PAT SUSI MY 00'WASSIOY 0 FF 120904 EXPIRES: August 25 2018 Bonded Tin Notary Putic Undenwrtent Contractor/Agent is 77OKersonaily Known to Me or Produced ID Type of ID BELOW IS FOR OFFICE USE ONLY Permits Required: Building Electrical Mechanical Plumbing Gas Roof Construction Type: Occupancy Use: Flood Zone: Total Sq Ft of Bldg: Min. Occupancy Load: of Stories: New Construction: Electric - # of Amps Plumbing - # of Fixtures Fire Sprinkler Permit: Yes No # of Heads APPROVALS: ZONING: UTILITIES: ENGINEERING: COMMENTS: Fire Alarm Permit: Yes No WASTE WATER: FIRE: BUILDING: Revised: June 30. 2015 Permit Application 9507 State Road 52 123 Miller Road Hudson, FL 34669 Valdoo, FL 33594 727-863-5486 813-661-0707 Proposal No: 717-13533 r E-3 t?.J. KiELTY PLUMBING • HEATING • COOLING 9701 Bachman Road Established 1973 Orlando. FL 32824 www.RJKielty.com 407-855-2636 State Ucense 1# CF-0O21 Page: 1 C Proposal Date: 712612017 Prepared For: Starlight Homes Florida, LLC Location: Wyndham Preserve, Sanford 1064 Greenwood Blvd. Suite 124 Model: Firefly - 1827 Lake Mary FL 32746 We Propose hereby to furnish material and labor - complete In accordance with specifications below for the Sum of: $5,925.00 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 work to be completed In a workman like manner according to standard practices. Any alteration or deviation from specifications below involving extra costs will ecuted only upon written orders, and will become an extra charge over and above the estimate. All agreements contingent upon strikes, axide r del be our control. Owner to J fire, tornado, and other necessary Insurance. Our workers are covered by workers compensation Ins e. ( t AUTHORIZED SIGNATURE: THIS ROPOS L MAY BE WIT DRAWN IF NOT ACCEPTED IN 30 Dp We hereby submit specificati send rmates for. Master Bath 1 Shower Sterling Accord 606 Base 72270100 White With Wells And Moen Chateau TL182 Chrome Valvex3 1 Toilet Gerber Maxwell 21-9121.28 White Elongated 1 Lev By Builder With Moen Chateau 64925 Chrome Faucet 2nd Bath 1 Tub Sterling Accord 60x30 71140120 White With Walls And Moen Chateau TL183 Chrome Valve 1 Toilet Gerber Maxwell 21-912 1.28 White Elongated 1 Lev 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 Cons 1 Icemaker Line With Recessed Box 1 Dishwasher Hook Up Utilities 1 Washer Box Yes 2 Hose Bibs Yes 1 Water Hester 50 Gallon Electric NOTE. Backfilling Included For Sewer & Water Only (Slab Backfilling By Others) Baddlow Preventers Included EXCLUSIONS NO Permit Fees Included Water Piping In: CPVC 4W Sewer Allowance; Additional $12 per loot 40' Water Allowance; Additional $3 per foot Applies to any direct contract between an owner contractor (RJI) - Notice of Uen Laws - Florida Statutes 713.001.713.37. Acceptance of Proposal - The above prices, specifications and conditions are satisfactory and hereby accepted. You are authorized to do the work as specified. Payment will be made soutlinedabove. I agree to pay reasonable atiomeys fees 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 12 feet or requires baddwe or dewatering will be an extra charge. SIGNED: g l DATE OF ACCEPTANCE 6 PAGE 2: /r Branch: Hudson qast Edit By: Last Edit Date: 7/272017 r'• CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION Application No: Documented Construction Value: S Job Address: Parcel ID: Historic District: Yes No Type of Work: New Addition Residential Commercial Alteration Repair Demo Change of Use El move Description of Work: I 61 1 1 lr; n:, Or7 n Plan Review Contact Person: Phone: Fax: Email: Title: l` Property Owner InformationName{ I I 1 `i(r(1 / Phone: ( — C1 y ,3 0Street: j Resident of property?: City, State Zip: Contractor Information Name Q 1 C, Phone: 4()'7 1 14( Street: % A Fax City, State Zil:y\ I C1 t- JJ DQrL; State License 1\0.: Architect/Engineer Information Name: Phone: Street: Fax: City, St, Zip: E-mail: Bonding Company: Address: Mortgage Lender: Address: WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOURPAYINGTWICEFORIMPROVEMENTSTOYOURPROPERTY. A NOTICE OF COMMENCEMENT MUST BERECORDEDANDPOSTEDONTHEJOBSITEBEFORETHEFIRSTINSPECTION. IF YOU INTEND TO OBTAINFINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OFCOMMENCEMENT. Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation hascommencedpriortotheissuanceofapermitandthatallworkwillbeperformedtomeetstandardsofalllawsregulatingconstructioninthisjurisdiction. I understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools, furnaces, boilers, heaters, tanks, and air conditioners, etc. FBC 105.3 Shall be Inscribed with the date of application and the code in effect as of that date: 5"Edition (2014) Florida Building Code Revised: June 30. 201 9 Permit Application 10.. 94 NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may befoundinthepublicrecordsofthiscounty, and there may be additional permits required from other governmental entities such as watermanagementdistricts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida Lien Law, FS 713. The City of Sanford requires payment of a plan review fee at the time of permit submittal. A copy of the executed contract is 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. 0 IIER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work willbedoneincompliancewithallapplicablelawsregulatingconstructionandZoning. Signature of Owner/Agent Date Print Owner/Agent's Name SignatureofNotary-StateofFlorida Date Owner/Agent is Personally Known to Me or Produced ID Type of ID azure of Contractor/Agrnt Date troo rtnt Contractor/Agent's Name C nL Qf)o/ice% signature of Pbtary-State of Florida Date / ro tstY!oi PAMELA S TERNUS Commission 0 GG 110622 Expifes August Ot SWWWrwu0dpetNalwyS bn Contractor/Agent iPersonally Known to Me or Produced ID ype of ID BELOW IS FOR OFFICE USE ONLY Permits Required: Building Electrical Mechanical Plumbing[] Gas Roof Construction Type: Occupancy Use: Flood Zone: Total Sq Ft of Bldg: Min. Occupancy Load: of Stories: New Construction: Electric - # of Amps Plumbing - # of Fixtures Fire Sprinkler Permit: Yes No # of Heads Fire Alarm Permit: Yes No El APPROVALS: ZONING: UTILITIES: WASTE WATER: ENGINEERING: FIRE: BUILDING: COMMENTS: Revised: June 30. 2015 Permit Application 20 All ,j #&e 4,,, WYNDHAM PRESERVE - LOT 60 SPECIFIC PURPOSE SURVEY FORMBOARD) 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. rcr-roo1 cqui ment I.EG-M.-ADUSSO-Aloe.s/orainage/utilities/sidewalkLD-Ueenaed uainess SFP-8oekflow Preventer Sight Oistore. FAsement S Survey PRM -Permanent Ref. Monument R Reported PCP -Permanent Control Point 0 Description FP&L-Florida Power & Ught P Plat FFE -Finish Floor Elevation D.B.-Deed Book Water Meter O.R.-Official Records Book 04-Water Valve P.B.-Plat Book O--Fire Hydrant Pq.-Page iCO-Reclalmad Water Meter Elev.-Elevation MCDa-Reclaimed Water Valve Cone. -Concrete Cable Box BP Stick Paver Telephone Box SW :Sidewalk Electric Box FFE Finished Floor Elevation Utility Pole CI -Curb Inlet Guy Pole CTI-Grote Top Inlet I -Light Pole P.U.E.-Public Utility Easement E--Guy Mchor RCP Reinforced Cone. Pipe OU. Overhead Utilities PVC -Polyvinyl Chloride 0-Storm Sewer Manhole NCS-No Comer Set (Fans in Water) m-Sankary Sewer Manhole SF -Square Feet EAhre -Electric Handhole D.U.E.-Orainage/Utility Easement coo -Clean Out FMCD-MAC NAIL dt DISK P.K. -Parker Kolon Nail A'VDG-Irrigation Control Valve a -Sign SIR -Set 1/2' Iron Rod L87768 WDG-Gate Water Valve SPKO-Set P.K. & Disk L87768 gLaGas Meter FIR - Found 1/2' Iron Rod L87768 1 -"-Existing Grade FIP- Found 1/2' Iron Pipe L87768 FPKO- Found C1- slow-off Valve P. K. Nail k Disk L87768-- FCM- found 4'x4' Concrete Drainage Flow Direction 10. 0-Pr000sed Deslan Grade Date WYNDHAM PRESERVE LOT 60 PB 81. PG 93) Building Setbacks Setbacks: Per construction plans for WYNDHAM PRESERVE', City of Sanford, Seminole County, Florida. Front = 25' Rear = 20' Side 7.5' SURVEYOR' S NOTES: 1. Current title information on the subject property had not been furnished 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 VERRCAL DATUM OF 1929 (NGV029). 4. Proposed grades k finished floor elevations shown hereon are from the construction plan for `WYNDHAM PRESERVE'. City of Sanford Seminole County, Florida. 5. This Specific Purpose Survey is for the location and elevation of the formboords only (THIS 6 NOT A BOUNDARY SURVEY) DEWENSION NOTE: Proposed building dimensions shown hereon are of the exterior. LOT AREA CALCULATIONS LOT 7.150 SOFT. LMNG AREA- 1.034 SO.FT. GARAGE 385 SQ.FT. PORCH 24 SO.FT. DRIVEWAY = 469 SOFT. PATIO too SQ.F'f. WALKWAY 42 SO.FT. IMPERVIOUS- 28.7 9. SOD 5.096 SO.FT. OFF LOT AREA CALCULATIONS R/ W - 1.500 SO.FT. APRON 114 SO.FT. SIDEWALK = 300 SO.FT. SOD 246 SO.FT. TOTAL AREA DRIVEWAY - 583 SO.FT. SIDEWALK - 342 SO.FT. Soo 5.342 SO.FT. PREPARED FOR ASHTON WOODS FLOOD ZONE: The property shown hereon is on the Federal Emergency Management Agency's Flood Insurance Rote Mop Panel Number 12127C-0765H. in Flood Zone Y DESCRIPTION: LOT 60, according to the plat of WYNDHAM PRESERVE" thereof as recorded in Plat Book 81, page 93 of the Public Records, Seminole County, Florida 555 Winderley Place, Suite log ThiscertifiesthatissuQf, the hereon described property SirrMaitland, FL 32751 was made under rrgn a((yy iiroMor meets the Standards of Practice bet j0ith tlfd:il rd of Professional Phone: (321) 270-0440 Surveyors & udp{a to•Cphv Florida Administrative Fax: (813) 248-2266 code. puts oYt>Ze822Uok ,lorido Statutes. Licensed Business No. LB 7768 6915 0'.2 GeoPoint S F Q Surveying, Inc. IJesD .'-BC J•UKM a L56915 Drown: MTP Checked: JDL P.C.: Data Fle:lkheorfAsl-PM FLORIDA PROF6S101j/e tiY9E0)P1k b1 PER NO. ...... „.. NOT VALID WITHO 'ME1 TURE AND THE ORIGINAL Date:1/08/18 Dwg:tklmnWat-1atfi0 Order No.: ReISFn eFel nr a F1 nRIrA 'neeuern el I rMP sun uepocRI SEC. 17 - TWN. 20 S. - RNG. 31 F. I Field Rk: — TRI-COUNTY TESTING LABORATORIES, INC. 31 S. Main St. Winter Garden, FL 34787 PROJECT NO: 407-656-9656 ORDER NO: REPORT NO: REPORT OF IN -PLACE DENSITY TESTS PROJECT fk p, ul ll'-,,»^ R :4 5 ..r 1, 4 0 PROCTOR CONTRACTOR S+uf ` cf h- k e SPECIFICATION: AS°1^ 55 REPORTED TO: J OPTIMUM MOISTURE: 12 ' t % LOCATION: 0 Id) ' MAXIMUM DRY DENSITY: to -7- - MATERIAL: L yt` b° ' 5'---'%, DATE TESTED: 'U l 0 Ll ' s, LOCATION DEPTH DRY DENSITY MAX DRY DENSITY PERCENT Or MOISTURE. INCHES lbs. cu. ft. lbs. cu. ft. MAX. DENSITY PERCENT L _ a.. N2 1vsa IP-7. Z. 9's, - 9.3 Nt - 1 ws.1 1 919.1 y-11 1)5. I?,. Lfg, r 06, y 99.1 y. 4. w — 10s,3 ion.1, f5 1 Submitted by, CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION 4 • BAN 115 202 Application No: J , J Documented Construction Value: S 5.088.00 Job Address: 4020 Night Heron Dr Historic District: Yes No Parcel 1D: 17-20-31-502-0000-0600 Residential ® 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: Ania Grullon Title: Pre -Construction Coordinator Phone: 407-886-3729 Fax: Name Brinsson INV LLC Street: 27 N Summerlin Ave City, State Zip: Orlando, FL 32801 Email: agrullon@energyair.com Property Owner Information Phone: Resident of property? : NO Contractor Information Name Energy Air Inc (Robert Kulp) Phone: 407-886-3729 Street: 5401 EnegryAir Ct Fax: City, State Zip: Orlando FL 32810 Name: Street: City, St, Zip: Bonding Company: Address: 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 th#t 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 or application and the code in effect as or that date:.511 Edition (2014) Florida Building Code Revised: June 30. 2013 Permit Application NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida Lien Law, FS 713. The City of Sanford requires payment of a plan review fee at the time of permit submittal. A copy of the executed contract is required in order to calculate a plan review charge and will be considered the estimated construction value of the job at the time of submittal. The actual construction value will be figured based on the current ICC Valuation Table in effect at the time the permit is issued, in accordance with local ordinance. Should calculated charges figured off the executed contract exceed the actual construction value, credit will be applied to your permit fees when the permit is issued. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. Signature ofOarcr/Agent Date Print Owner/Agent's Name Signature of Notary -State of Florida Date Owner/Agent is Personally Known to Me or Produced ID Type of ID Pvf' 40` 1/25/2018 Signature of Contractor/Agent Date Robert Kulp Print Contractor/Agent's Name G L 1n5/2018 Sidnaturc of Notary -State of Florida Date Of& Nelary PultYe State of Fbrlde Jessica iglne My Commisslon GG 056367 ortea' F.upiresIV1912M Contractor/Agent is Personally nown 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: New Construction: Electric - # of Amps Fire Sprinkler Permit: Yes[] No APPROVALS: ZONING: ENGINEERING: COMMENTS: Flood Zone: of Stories: Plumbing - # of Fixtures of Heads Fire Alarm Permit: Yes No UTILITIES: FIRE: WASTE WATER: BUILDING: Revised: June 30. 2015 Permit Application Revision Response to Comments Permit # 17-2654 I FEB 21 2018 t Project Address: 4020 Night Heron Drive Contact: Jason Ornoff City of Sanford Building & Fire Prevention Division Ph: 407.688.5150 Fax: 407.688.5152 Email: building@sanfordfl.gov Submittal Date 2/20/2018 Ph: 407-494-9207 Fax: Email: Jason.ornoffCa starliahthomes.com Trades encompassed in revision: Building Plumbing Electrical Mechanical Life Safety Waste Water Department Utilities Waste Water Planning Engineering Fire Prevention General description of revision: Modified Calcs 8 Duct Layout ROUTING INFORMATION Approvals 0 Building -=5)F .7. • I -[a 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 60 2406 UL Builder Name: Ashton Woods Street: Permit Office: Seminole County G •SCity, State, Zip: Sanford , FL, 32773 Permit Number: JOROwnerJurisdiction: Design Location: FL, Sanford County:: Seminole (Florlda`Climate Zone 2) 1. New construction or existing New (From Plans) 9. Wall Types(2724.2 sgft.) Insulation Area 2. Single family or multiple family Single-family a. Frame - Wood. Exterior R=13.0 1265.00 ft' b. Concrete Block - Int Insul, Exterior R=4.1 1088.10 ft' 3. Number of units, if multiple family 1 c. Frame - Wood, Adjacent R=13.0 371.00 ft' 4. Number of Bedrooms 4 d. N/A R= ft' 10. Ceiling Types (1417.0 sgft.) Insulation Area 5. Is this a worst case? No a. Under Attic (Vented) R=30.0 1417.00 ft= 6. Conditioned floor area above grade (ft2) 2402 b. N/A R= ft' Conditioned floor area below grade (W) 0 c. N/A 11. Ducts R= ft' R ft' 7. Windows(191.0 sgft.) Description Area a. Sup: Attic, Ret: Attic, AH: Floor 2 6 480.4 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 k8tu/hr Efficiency SHGC: SHGC=0.25 a. Centre) Unit 36.0 SEER:14.00 c. U-Factor. N/A ft' SHGC: 13. Heating systems kBtu/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 S. Floor Types (1419.0 sgft.) Insulation Area EF: 0.950 a. Slab -On -Grade Edge Insulation R=0.0 1034.00 ft' b. Conservation features b. Floor over Garage R=19.0 385.00 ft' None c. N/A R= ft' 15. Credits Pstat Glass/Floor Area: 0.080 Total Proposed Modified Loads: 69.55 PASS Total Baseline Loads: 69.88 1 hereby certify that the plans and specifications covered by Review of the plans and O4T$E STglF this calculation are in compliance with the Florida Energy specifications covered by this Code. with the Florida Energy Code. on indicates compliance calculatl v isPREPAREDBY: Before construction completed a DATE: this building will be inspected for 0 compliance with Section 553.908 o 1 hereby certify that this building, as designed, is in compliance Florida Statutes. with the Florida Energy Code. COD y,E't¢v OWNER/AGENT: BUILDING OFFICIAL: DATE: 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 an envelope leakage test report in accordance with R402.4.1.2. Compliance with a proposed duct leakage On 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 On for whole house. 4/24/2017 5:16 PM EnergyGaugeO USA - FlaRes2014 Section R405.4.1 CREVaISIOR ge 1 of 4 FORM R405-2014 PROJECT Title: Lot 60 2406 UL Bedrooms: 4 Address Type: Lot Information Building Type: User Conditioned Area: 2402 Lot # 60 Owner. Total Stories: 2 Block/SubDivision: of Units: 1 Worst Case: No PlatBook: Builder Name: Ashton Woods Rotate Angle: 0 Street: 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: CLIMATE v IECC Design Temp Int Design Temp Heating Design Daily Temp Design Location TMY Site Zone 97.5 % 2.5 % Winter Summer Degree Days Moisture Range FL, Sanford FL ORLANDO_SANFOR 2 39 93 70 75 677 44 Medium BLOCKS Number Name Area Volume 1 Blockl 2402 22338.6 SPACES Number Name Area Volume Kitchen Occupants Bedrooms InfilID Finished Cooled Heated 1 Floor 1 1034 9616.2 Yes 5 0 1 Yes Yes Yes 2 Floor 2 1368 12722.4 No 0 4 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 1 116.7 ft 0 1034 ft' 0 0 1 2 Floor over Garage Floor 2 ___ __ 385 ft' 19 0 0 1 ROOF Roof Gable Roof Solar SA Emitt Emltt Deck Pitch Type Materials Area Area Color Absoc Tested Tested Insul. deg) 1 Hip Compositlon shingles 1585 ft' 0 ft' Medium 0.5 N 0.5 No 0 26.6 ATTIC Type Ventilation Vent Ratio (1 in) Area RBS IRCC 1 Full attic Vented 300 1417 ft' N N 4/24/2017 5:16 PM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 2 of 4 FORM R405-2014 CEILING Ceiling Type Space R-Value Ins Type Area Framing Frec Truss Type 1 Under Attic (Vented) Floor 2 30 Blown 1417 ft' 0.1 Wood WALLS Adjacent Cavity Width Height Sheathing Framing Solar Below Spate 1 N Exterior Frame - Wood Floor 2 13 40 3 8 1 325.4 W 0 0.25 0.6 0 2 N Exterior Concrete Block - Int Insul Floor 1 4.1 40 2 9 4 374.9 W 0 0 0.6 0 3 E Exterior Frame - Wood Floor 2 13 38 0 8 1 307.2 ft' 0 0.25 0.6 0 4 E Exterior Concrete Block - Int Insul Floor 1 4.1 18 0 9 4 168.0 ft' 0 0 0.6 0 5 S Exterior Frame - Wood Floor 2 13 40 3 8 1 325.4 ft' 0 0.25 0.6 0 6 S Exterior Concrete Block - Int Insul Floor 1 4.1 20 6 9 4 191.3 ft' 0 0 0.6 0 7 W Exterior Frame - Wood Floor 2 13 38 0 8 1 307.2 ft' 0 0.25 0.6 0 8 W Exterior Concrete Block - Int Insul Floor 1 4.1 37 11 9 4 353.9 ft' 0 0 0.6 0 9 E Garage Frame - Wood Floor 1 13 39 9 9 4 371.0 W 0 0.25 0.01 0 DOORS Ornt Door Type Space Storms U-Value WidthArea Ft InIn Ft 1 E Wood Floor 1 None 39 3 6 10 20.5 ft' 2 E Wood Floor 1 None 39 2 10 6 10 19.4 ft' WINDOWS Orientation shown is the entered, Proposed orientation. Wall Overhang V Omt ID Frame Panes NFRC U-Factor SHGC Area Depth Separation Int Shade Screening 1 n 1 Vinyl Low-E Double Yes 0.34 0.26 15.0 ft' 1 ft 0 in 1 ft 0 in None None 2 e 3 Vinyl Low-E Double Yes 0.34 0.26 30.0 ft' 1 ft 0 in 1 ft 0 in None None 3 e 3 Vinyl Low-E Double Yes 0.34 0.26 15.0 ft' 1 ft 0 in 3 ft 0 in None None 4 e 4 Vinyl Low-E Double Yes 0.34 0.26 30.0 ft' 1 ft 0 in 14 ft 0 in None None 5 w 7 Vinyl Low-E Double Yes 0.34 0.26 30.0 ft' 1 ft 0 in 1 ft 0 in None None 6 w 8 Vinyl Low-E Double Yes 0.34 0.26 30.0 ft' 1 ft 0 in 12 ft 0 In None None 7 W 8 Vinyl Low-E Double Yes 0.58 0.25 41.0 ft' 1 ft 0 in 12 ft 0 in None None GARAGE Floor Area Ceiling Area Exposed Wall Perimeter Avg. Wall Height Exposed Wall Insulation 1 385 ft' 384 ft' 64 ft 9.3 ft 0 INFILTRATION Scope Method SLA CFM 50 ELA EgLA ACH ACH 50 1 Wholehouse Proposed ACH(50) .000414 2606.2 143.08 269.07 3718 7 4/24/2017 5:16 PM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 3 of 4 FORM R405-2014 1-18ATING 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 kBtu/hr 1080 dm 0.75 1 sys#1 HOT WATER SYSTEM System Type SubType Location EF Cap Use SetPnt Conservation 1 Electric None Garage 0.95 50 gal 60.9 gal 120 deg None SOLAR HOT WATER SYSTEM FSEC Cert # Company Name Collector System Model # Collector Model # Area Storage Volume FEF None None ft2 DUCTS J # Supply — Location R-Value Area Return — Air Location Area Leakage Type Handler CFM 25 TOT CFM26 OUT ON RLF HVAC # Heat Cool 1 Attic 6 480.4 ft Attic 120.1 ft Prop. Leak Free Floor 2 dm 72.1 cfm 0.03 0.50 1 1 TEMPERATURES Programable Thermostat: Y Cooling( Jan ] Feb ]Mar Heatin(X] Jan fX] Feb EX] Mar Ventin [ ] Jan [ ] Feb [X] Mar X) Ceiling Fans: A r [ Ma riJun X Jul [[X Au Apr [ i May Jun 4 Jul [ Au[)SepAr [ Ma Jun [ Jul [ Aug X] Se Se X Oct ] Nov Oct X] Nov Oct [X) Nov Dec X Oec Dec Thermostat Schedule: HERS 2006 Reference Schedule Type 1 2 3 Hours 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 80 78 78 66 68 66 68 78 78 78 78 66 68 66 68 78 78 78 78 78 78 78 78 78 78 78 78 78 78 78 78 66 66 68 68 68 68 68 68 66 66 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 70 0 0 1 - Electric Heat Pump 1 - Central Unit 4/24/2017 5:16 PM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 4 of 4 FORM R405-2014 ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE INDEX" = 100 The lower the EnergyPerformance Index, the more efficient the home. 1. New construction or existing 2. Single family or multiple family 3. Number of units, if multiple family 4. Number of Bedrooms 5. Is this a worst case? 6. Conditioned floor area (ft*) 7. Windows" Description a. U-Factor. Dbl, U=0.34 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: Sanford, FL, 32773 New (From Plans) 9. Wall Types Single-family a. Frame - Wood, Exterior b. Concrete Block - Int Insul. Exterior 1 c. Frame - Wood, Adjacent 4 d. WA 10. Ceiling Types No a. Under Attic (Vented) 2402 b. N/A Area c. N/A 150.00 ft' 11. Ducts a. Sup: Attic, Ret: Attic, AH: Floor 2 41.00 ft' 12. Cooling systems ft' a. Central Unit 8. Floor Types Insulation a. Slab -On -Grade Edge Insulation R=0.0 b. Floor over Garage R=19.0 c. N/A R= ft' 13. Heating systems a. Electric Heat Pump 1.000 ft. 0.258 Area 14. Hot water systems 1034.00 ft° a. Electric 385.00 ft= ft' b. Conservation features None 15. Credits I certify that this home has complied with the Florida Energy Efficiency Code for Building Construction through the above energy saving features which will be installed (or exceeded) in this home before final inspection. Otherwise, a new EPL Display Card will be completed based on installed Code compliant features. Builder Signature: Date: Address of New Home: City/FL Zip: Insulation Area R=13.0 1265.00 ft' R=4.1 1088.10 ft' R=13.0 371.00 ft' R= fe Insulation Area R=30.0 1417.00 ft' R= ft' R= ft' R ft' 6 480.4 kBtu/hr Efficiency 36.0 SEER:14.00 kBtu/hr Efficiency 36.0 HSPF:8.20 Cap: 50 gallons EF: 0.95 owe Pstat Note: This is not a Building Energy Rating. If your Index is below 70, your home may qualify for energy efficient mortgage (EEM) incentives if you obtain a Florida EnergyGauge Rating. Contact the EnergyGauge Hotline at (321) 638-1492 or see the EnergyGauge web site at energygauge.com for information and a list of certified Raters. For information about the Florida Building Code, Energy Conservation, contact the Florida Building Commission's support staff. Label required by Section R303.1.3 of the Florida Building Code, Energy Conservation, if not DEFAULT. 4/24/2017 5:16 PM EnergyGauge® USA - FlaRes2014 - 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 60 2406 UL Builder Name: Ashton Woods Street: 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/door jambs and framing and skylights and framing shall be sealed. Rim joists Rim joists are insulated and include an air barrier. Floors (including above -garage Insulation shall be installed to maintain permanent contact with underside and cantilevered floors) of subfloor decking. The air barrier shall be installed at any exposed edge of insulation. Crawl space walls Where provided in lieu of floor insulation, insulation shall be permanently attached to the crawlspace walls. Exposed earth in unvented crawl spaces shall be covered with a Class 1 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 4/24/2017 5:16 PM EnergyGauge® USA - FlaRes2014 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 60 2406 UL Builder Name: Ashton Woods Street: Permit Office: Seminole County City, State, Zip: Sanford , FL, 32773 Permit Number: Design Location: FL, Sanford Jurisdiction: Cond. Floor Area:: 2402 sq.ft. Cond. Volume: 22339 cu ft. Envelope Leakage Test Results Regression Data: C: n: R: Leakage Characteristics CFM(50): Single or Multi Point Test Data HOUSE PRESSURE I FLOW: I ELA: EgLA: ACH: ACH(50): SLA: R402.4.1.2 Testing. The building or dwelling unit shall be tested and verified as having an air leakage rate of not exceeding 5 air changes per hour in Climate Zones 1 and 2, 3 air changes per hour in Climate Zones 3 through 8. Testing shall be conducted with a blower door at a pressure of 0.2 Inches w.g. (50 Pascals). Where required by the code official, testing shall be conducted by 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. Dampens 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: Where required by the code official, testing shall be conducted by 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: a P t WE 4/24/2017 5:16 PM EnergyGauge® USA - FlaRes2014 - 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 60 2406 UL Builder Name: Ashton Woods Street: 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 an energy rater certified in accordance with Section 553.99, Florida Statutes. BUILDING OFFICIAL: DATE: O, vKE STgr6 y O, t9 t A to,.DWE 4/24/2017 5:16 PM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Compliant S Page 1 of 1 wrightsofte Project Summary Entire House Energy Air, Inc 5401 Energy Air, Cl, Orlando, FL 32810 Phone: 407.888-3729 Email: GRenner®energyalccom Web: www.energyair.com For: Lot 60 - 2406 UL, Ashton Woods Homes Sanford, FL 32773 Notes: Weather: Orlando Executive AP, FL, US Winter Design Conditions Outside db 44 OF Inside db 70 OF Design TD 26 OF Heating Summary Structure 17444 Btuh Ducts 2759 Btuh Central vent (70 cfm) 1985 Btuh Outside air Humidification 0 Btuh Piping 0 Btuh Equipment load 22188 Btuh Infiltration Method Simplified Construction quality Semi -tight Fireplaces 0 Heatingg Cooling Area (ft2) 2447 2447 Volume (f 3) 21064 21064 Air changes/hour 0.28 0.15 Equiv. AVF (cfm) 98 53 Heating Equipment Summary Make Carrier Trade Model CH14NBO360000A AHRI ref 0 Efficiency Heating Input Heating output Temperature rise Actual air flow Air flow factor Static pressure Space thermostat Capacity balance point = 34 OF Backup: 8.2 HSPF 33800 Btuh @ 47°F 28 OF 1105 cfm 0.055 cfm/Btuh 0.50 in H2O Job: Ashton- StaAight Homes Date: 10/10/2016 By: Plan: 2406 S 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/lb Sensible Cooling Equipment Load Sizing Structure 16252 Btuh Ducts 4026 Btuh Central vent (70 cfm) 1354 Btuh Outside air Blower 0 Btuh Use manufacturer's data y Rate/swing multiplier 1.00 Equipment sensible load 21632 Btuh Latent Cooling Equipment Load Sizing Structure 2559 Btuh Ducts 654 Btuh Central vent (70 cfm) 2079 Btuh Outside air Equipment latent load 5292 Btuh Equipment Total Load (Sen+Lat) 26924 Btuh Req. total capacity at 0.75 SHR 2.4 ton Cooling Equipment Summary Make Carrier Trade Cond CH14NBO360000A Coil FB4CNP036L AHRI ref 0 Efficiency 11.7 EER, 14 SEER Sensible cooling 24750 Btuh Latent cooling 8250 Btuh Total cooling 33000 Btuh Actual air flow 1105 cfm Air flow factor 0.054 cfm/Btuh Static pressure 0.50 in H2O Load sensible heat ratio 0.80 Input = 6 kW, Output = 19028 Btuh, 100 AFUE 8old/Itallc values have been manually overridden Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. t` Wrl htts0 2016-Jan-1911.25.00 9 Right -Suite® Universal 2017 17.0.28 RSU17012 Page 1 of Specific\Wyndham Presem%Lot 60 2406 UL.rup Celc - MJ8 Front Door faces: S wrightsofte Manual S Compliance Report Entire House Energy Air, Inc 5401 Energy Air, Cl, Orlando, FL 32810 Phone: 407-886-3729 Email: GRenner(Menergyaiccom Web, www.energyair.com For: Design Conditions Lot 60 - 2406 LIL, Ashton Woods Homes Sanford, FL 32773 Outdoor design DB: 92.6°F Sensible gain: 21632 Btuh Outdoor design WB: 75.9°F Latent gain: 5292 Btuh Indoor design DB: 75.0°F Total gain: 26924 Btuh Indoor RH: 50% Estimated airflow: 1105 cfm Manufacturer's Performance Data atActual Design Conditions Equipment type: Split ASHP Manufacturer: Carrier Model: CH14NB0360000A+FB4CNP036L Actual airflow: 1105 cfm Sensible capacity: 23961 Btuh 111 % of load Latent capacity: 6713 Btuh 127% of load Total capacity: 30674 Btuh 114% of load SHR: 78% Heating Equipment Design Conditions Outdoor design DB: 44.2°F Heat loss: 22188 Btuh Indoor design DB: 70.0-F Manufacturer's Performance Data atActual Design Conditions Equipment type: Split ASHP Manufacturer: Carrier Model: CH14NB0360000A+FB4CNP036L Actual airflow: 1105 cfm Output capacity: 33800 Btuh 152% of load Supplemental heat required: 0 Btuh Backup equipment type: Elec strip Manufacturer: Model: Actual airflow: 1105 cfm Output capacity: 5.6 kW 86% of load Temp. rise: 50 -F Meets all requirements of ACCA Manual S. Job: Ashton- Starlight Homes Date: 10/1012016 By: Plan: 2406 S Entering coil DB: 77.0°F Entering coil WB: 63.9°F Entering coil DB: 68.1-F Capacity balance: 34 -F Economic balance:-99 -F 2018- Jan-19 11:25:00 wrightsoft• Right -Suite® Universal 2017 17.0.28 RSU17012 Page 1 Aa& ... ot Specific%Wyndham Preserve%Lot 60 2406 UL.rup Calc - MJ8 Front Door faces: S wrightsoft• Duct System Summary Entire House Energy Air, Inc 5401 Energy Air. Cl. Orlando. FL 32810 Phone: 407-886-3729 Email: GRennerCenergyair.com Web: www.energyair.com Project• • For: Lot 60 - 2406 UL, Ashton Woods Homes Sanford, FL 32773 External static pressure Pressure losses Available static pressure Supply / return available pressure Lowest friction rate Actual air flow Total effective length (TEL) Heating 0.50 in H2O 0.22 in H2O 0.28 in H2O 0.140 / 0.140 in H2O 0.132 in/100ft 1105 cfm Job: Ashton- starlight Homes Date: 10110/2016 By: Plan: 2406 S Cooling 0.50 in H2O 0.22 in H2O 0.28 in H2O 0.140 / 0.140 in H2O 0.132 in/100ft 1105 cfm 211 ft Supply Branch Detail Table Name Design Btuh) Htg cfm) Clg cfm) Design FIR Diam in) H x W in) Duct Matl Actual Ln (ft) Ftg.Egv Ln (ft) Trunk bat c 304 14 17 0.316 4.0 Ox 0 VIFx 8.6 80.0 bed.3 c 1006 46 55 0.184 5.0 Ox 0 VIFx 22.2 130.0 st2 bed.4 c 1372 71 75 0.190 6.0 Ox 0 VIFx 17.5 130.0 st2 bed2 c 1503 73 82 0.292 5.0 Ox 0 VIFx 21.0 75.0 cl.4-A h 234 13 12 0.193 4.0 Ox 0 VIFx 19.8 125.0 st2 am -kit -din c 2386 129 130 0.137 7.0 Ox 0 VIFx 29.7 175.0 st6 fam-kit-din-A c 2386 129 130 0.132 7.0 Ox 0 VIFx 31.5 180.0 st6 fern-kit-din-S c 2386 129 130 0.135 7.0 Ox 0 VIFx 28.0 180.0 st4 flex -A h 4192 229 141 0.140 9.0 Ox 0 VIFx 49.5 150.0 sty laun c 719 3 39 0.347 4.0 Ox 0 VIFx 5.6 75.0 left c 1607 47 88 0.309 6.0 Ox 0 VIFx 10.6 80.0 m be c 432 19 24 0.336 4.0 Ox 0 VIFx 8.4 75.0 m bed c 1902 88 104 0.362 6.0 Ox 0 VIFx 7.3 70.0 pdr-A h 1230 67 31 0.156 5.0 Ox 0 VIFx 39.8 140.0 st4 MAc-A c 887 46 48 0.314 5.0 Ox 0 VIFx 14.2 75.0 Bold/italic values have been manually overridden r wrighftOft' Right -Suite® Universal 2017 17.0.28 RSU17012 ot Specific%Wyndhem Preserve\Lot 60 2406 UL.rup Celc - WS Front Door faces: 2018-Jan-19 11:25:00 Page 1 Supply Trunk Detail Table Name Trunk Type Htg cfm) Clg cfm) Design FIR Veloc fpm) Diam in) H x W in) Duct Material Trunk st6 Peak AVF 258 260 0.132 477 10.0 0 x 0 VinlFlx sty st4 Peak AVF 196 161 0.135 444 9.0 0 x 0 VinlFlx st1 SO Peak AVF 196 161 0.135 444 9.0 0 x 0 VinIFIX st2 Peak AVF 130 142 0.184 531 7.0 0 x 0 VinlFlx st5 Peak AVF 487 401 0.132 620 12.0 0 x 0 VinlFlx st3 st3 Peak AVF 487 401 0.132 620 12.0 0 x 0 VinlFlx Return Branch Detail Table Grille Htg Clg TEL Design Veloc Diam H x W Stud/Joist Duct Name Size (in) cfm) cfm) ft) FIR fpm) in) in) Opening (in) Matl Trunk rb1 Ox0 951 930 0 0 0 0 Ox 0 VIFx rsb7 Ox 0 154 175 0 0 0 0 Ox 0 VIFx 2018-Jan-19 11:25:00 wrightsoft' Right -Suite® Universal 2017 17.0.28 RSU17012 Page 2 i1C'.CA ...ot Specific%Wyndham Preserve\Lot 60 2406 UL.rup Calc a WS Front Door feces: S 7VTW Job M Ashton- Starlight Homes Performed for: Lot 60 - 2406 UL Sanford, FL 32773 Level 1 M RE SION Energy Air, Inc 5401 Energy Air, Ct Orlando, FL 32810 Phone: 407-886-3729 www.energyair.com GRenner@energyair.com Scale: 1/8" = 1'0" Page 1 RightSuite® Universal 2017 17.0.28 RSU17012 2018Jan-19 11.25:16 Aham Preserve\Lot 60 2406 UL.rup P 1 AHU ON METAL STAND 3.0 TON 240W 5KW HP Job #: Ashton- Starlight Homes Performed for: Lot 60 - 2406 UL Sanford, FL 32773 level2 REV1S1ON Energy Air, Inc 5401 Energy Air, Ct Orlando, FL 32810 Phone: 407-886-3729 www.energyair.com GRenner@energyait:com Scale: 1/8" = 1'0" Page 2 RightSuiteO Universal 2017 17.0.28 RSU17012 2018-Jan-19 11:25:17 dham Preserve\Lot 60 2406 UL.rup Revision IZ City of Sanford Response to Comments O Building & Fire Prevention Division MAR 16 2018 Ph: 407.688.5150 Fax: 407.688.5152 Email: building@sanfordfl.gov aL 5L %,dj -:J kv Permit # 1?=24M LOT 60 Submittal Date 3/15/2018 Project Address: 4020 Night Heron Drive Contact: Jason Ornoff Ph: 407-494-9207 Fax: Email: jason.ornoffO-starlighthomes.com Trades encompassed in revision: Building Plumbing Electrical Mechanical Life Safety Waste Water General description of revision: Ledger Detail at Front Entry ROUTING INFORMATION Department Approvals Utilities Waste Water Planning Engineering Fire Prevention Building SF 3 • Zf• r 4s Revision Response to Comments l Permit # 17-2436 LOT 60 MAR I City of Sanford L6 2018 Building & Fire Prevention Division Ph: 407.688.5150 Fax: 407.688.S1S2 Email: building@sanfordfl.gov Submittal Date 3/15/2018 Project Address: 4020 Night Heron Drive Contact: Jason Ornoff Ph: 407-494-9207 Fax: Email: jason.ornoff0starlighthomes.com Trades encompassed in revision: Building Plumbing Electrical Mechanical Life Safety Waste Water General description of revision: Corrected truss profiles ROUTING INFORMATION Department Approvals Utilities Waste Water Planning Engineering Fire Prevention 0 Building szf•t8 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: WP0060 - MiTek USA, Inc. Site Information: 6904 Parke East Blvd. Customer Info: Starlight Homes Project Name: WP0060 Model: 2406 Tampa, FL 33610-4115 Lot/Block: 60 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 22 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. I Seal# ITruss Name I Date INo. I Seal# ITruss Name I Date 1 IT12895272 1A1 1/8/18 118 IT12895289 J1 1/8/18 12 IT128952731A1A 11/8/18 119 IT128952901J3 11/8/18 I 13 IT128952741A1B 11/8/18 120 IT12895291 IJ5 11/8/18 14 I T12895275 I A2 11/8/18 121 1 T12895292 I J7 11/8/18 I 15 IT12895276 1A3 11/8/18 122 IT12895293 1 MG 11/8/18 I 16 I T12895277 I A4 11/8/18 I I I 1 1 I114i113 17 I T 12895278 I A5 11/8/18 18 IT128952791AM 11/8/18 19 I T12895280 I AM 1 11/8/18 110 I T12895281 I B1 11/8/18 I11 I T12895282 162 11/8/18 112 IT12895283 1133 11/8/18 IT12895284 1B4 11/8/18 IT12895285 165 11/8/18 I115IT12895286IB611/8/18 I 117 IT12895288ICG 11/8/18 I 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 ANSI/TPI 1, Chapter 2. EV \SOON II1111111 1 DER P ENSF•.'L 1: 1 No 22839 vCC STATE OF .44 O F A, OR 1 O p' C N.` 111 Walter P. Ann PE No.22839 Welt USA, Inc. A. Carl 6634 6904 Parke East Blvd. Tampa A. 33610 Ore: January 8,2018 Finn, Walter I of I Job Truss Truss Type ally Ply n2e9s272 lJobWpoosoAlHip11Reference ( optionah Uudaent raetSource, I amps, rum cay, I-aras 33066 7.640 *Aug 16 2017 Wilk In rise. Inc. Mon Jan oa Oa.45.54 2018 Page 1 ID ECa84d0_FaL 2b8bRaOyPDysC2gacg?uu8Pe18CF5N0auvzhtugWHmdeSploAghlG5zxU0h 1 5.7-5 10.4.4 1)-60 21.00 27.7.12 32-11 38.0-0 9• 1- 0.0 S•7.5 4•&0 &7.12 4.00 67.12 4ILI 5.7.5 0 Stale - 1.88.1 5x8 = Sx8 = Sx8 11 "' 18 17 " 5x811 3x4 = US = 3x8 = 30 = 4x8 = 3x4 = I 8.7•t2 I 17-0-0 I 21•0..4 OI29.4 I 38" i 67.12 &4.4 4-0-08-" 6.7.12 LOADING ( psp SPACING- 2-0.0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.82 TCDL 7.0 Lumber DOL 1.25 BC 0.86 BCLL 0.0 ' Rep Stress Incr YES WB 0.24 BCOL 10.0 Code FSC2014ffP12007 Matrix) DEFL. In (loc) I/defl Ud PLATES GRIP Ven( LL) -0.19 15-17 >999 240 MT20 244/190 Ven( TL) -0.56 15-17 >809 180 Holz( TL) 0.17 13 n/a n/a Weight: 213 lb FT - 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 5-9-10 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 6-18. 8-18, 9-17 SLIDER Left 20 SP No.3 3.0-2. Right 20 SP No.3 3-0-2 REACTIONS. ( lb/size) 2=1460/0-3-8, 13=1460/0-3-8 Max Hors 2-104(LC 12) Max Uplift2-375(LC 12), 13-375(LC 13) FORCES. ( lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or leas except when shown. TOP CHORD 2.3=2703/1207. 3-4=-2631/1214, 4-5=-2543/1194. 5-6=-2462/1196, 6-21=-1988/1004, 7- 21-1911/1023, 7-8-1772/1013, 8.22-1910/1023, 9-22-1987/1004, 9-10-2463/1196, 10. 11-2544/1195,11-12-2631/1214,12-13--2703/1207 BOT CHORD 2-20-1028/2363, 19.20=-971/2261, 18-19-971/2261, 17.18=-655/1771, 16- 17-958/2261, 15-16=-958/2261, 13-15-1014/2363 WEBS 6-20-231330, 6-18-622/374, 7-18-201/472. 8-17-181/475, 9-17-623/374, 9- 15-23/331 NOTES- ( 8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10: Vuft-140mph (3-second gust) Vesd-108mph; TCDL=4.2psf; BCDL=3.Opsf; h-15ft; Cat. If: Exp C; Encl., GCpi=0.18, MWFRS ( envelope) and C-C Exterior(2) -1-0-0 to 2.9.10. Interior(1) 2-9-10 to 17-0-0, Exterior(2) 17-0.0 to 21-0-0, Interior(1) 26-4-8 to 39- 0-0 zone;C-C for members and forces 6 MWFRS for reactions shown; Lumber DOL-1.60 plate grip DOL-1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live bads. 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 375 lb uplift at joint 2 and 375 lb uplift at joint 13. 7) " Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) " This manufactured product Is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." wanmmo • vanity dreslgn parameters and READ NOTES ON TNIS AND INCLUDED MITEK REFERENCE PAGE Mtl•7472 rev. 10, 02Q013 BEFORE USE. Design valid for use only with MRekm connectors. This design Is based only upon parameters shown, end Is tot an individual building component. not• a truss system. Before use, the building designer must vent' the applicability of design parameters and property Incorporate this design imo the overall building design Bracing Indicated is to prevent buckling of Individual truss web andlor chord members only Additional temporary and permanent bracing M iTe k' IsalwaysrequiredforstabilityandtopreventcollapsewithpossiblepersonalInjuryendpropertydamageforgeneralguidanceregardingthefabrication. storage, delivery, erscian and bracing of trusses and truss systems, sea ANSVTPI1 Quality Criteria. OS849 and SCSI Building Component 6904 Parka East Blvd Safety information available cam Truss Plate Institute, 218 N. Lass Street. Suds 312, Alexandns, VA 22314. Tampa, FL 301410 Job Truss Truss Type Oly Ply Wpooso AIA Nip 1 1 r12ess2n Job Reference (optional) Fast3ourca, r amps, runt Coy, Fiords 33%6 7 840 s Aug 16 2017 Mfrek Industries. Inc. Mon Jan 08 08 45 55 2015 Page 1 ID ECa84dD_FaL_2b8bRa0yP0ysC2gs2G6UOC3RK6jXomSdUwO5CIRA?igGJxPUOFoXzxUOg i1 5d-8 ( 1411•e • 17•SO 247-0 27.410 - 0 32-i8 38.40 1 40 S8 9 S4 13 8 i310 249S105413589 -00 5. 00 12 5xe = 5x8 = Scale - 1:68.1 5. 8 II w - to [+ 18 17 ro -- m u 6.8 II 30 = 4xS = LOADING ( psf) SPACING- 2-0'0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.93 TCOL 7.0 Lumber OOL 1.25 SC 0.74 BCLL 0.0 ' Rep Stress Incr YES WB 0.25 SCDL 10.0 Code FBC2014/TPI2007 Matrix) LUMBER - TOP CHORD 20 SP No.2 SOT CHORD 2x4 SP No.1 WEBS 2x4 SP No.3 SLIDER Left 20 SP No.3 2-11-13, Right 2x4 SP No.3 2-11-13 REACTIONS. ( lb/size) 2-1460/0-3.8, 13=1460/0.3.8 Max Horz 2=-107(LC 13) Max Uplift2-378(LC 12), 13=378(11.0 13) 3x8 = 3x4 = 4x6 3x4 = OEFL. in (loc) Vdefl Ltd PLATES GRIP Ven( LL) -0.30 15.17 >999 240 MT20 2441190 Vert( TL) -0.84 15.17 >540 180 Horz( TL) 0.15 13 n/a n/a Weight: 214 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 1-7-8 oc puffins. BOT CHORD Rigid ceiling directly applied or 6-2-11 oc bracing. WEBS 1 Row at midpt 6-18, 8-18, 9-17 FORCES. ( lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=2741/1186, 3.0-2669/1197, 4-5=2589/1191, 5.6=2498/1195, 6-21=-1959/980, 7- 21=-1883/999. 7-8=-1746/987, 8-22-18811999, 9-22=1958/980, 9-10-2499/1195, 10- 11=-2590/1191, 11-12=2669/1197, 12-13--2741/1186 BOT CHORD 2-20=1013/2396. 20-23=-943/2204, 19-23=943/2204, 19.24=-943/2204, 18- 24=-943/2204, 17-18=-622/1745, 17-25=-929/2204, 16.25=-929/2204, 16- 26-929/2204. 15.26=-929/2204, 13-15=999/2396 WEBS 6-20=-601378. 6-18=-600/390, 7-18=-220/488, 8-17=197/494, 9-17-601/390• 9- 15-60/379 NOTES- ( 6) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuh-140mph (3-second gust) Vesd-108mph; TCOL-4.2psY SCOL=3.Opsf, h-15ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS ( envelope) and C-C Exterior(2) -1-0-0 to 2.9.10, Interlor(1) 2-9-10 to 17-5-0. Exterior(2) 17-5.0 to 20-7-0. Interior(1) 25.11-8 to 39. 0.0 zone;C-C for members and forces 3 MWFRS for reactions shown, Lumber OOL-1.60 plate grip DOL-1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0.0 wide will fit between the bottom chord and any other members, with BCDL - tO.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 378 lb uplift at joint 2 and 378 lb uplift at joint 13. 7) " Semi -rigid phchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) " This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING • VaAry Oaalpn parameters and READ NOTES ON THIS AND INCLUDED M1 rEK REFERENCE PAGE 1161.703 rw. 1NOYlO/3 BEFORE USE. Design valid for use only with WNW connectors This design Is based only upon parameters shown, and Is for an Individual building component. Mt a truss system. Before use, me buitdhtg designer must verity the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing indicated Is to prevent bucMing of Individual truss web andlof chord members only. Additional temporary and permanent bracing M iTe k' IsalwaysrequiredforStabilityandtopreventcollapsewithpossiblepersonalinjuryandpropeldamage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and vest systems, See ANSOIPII Quality CrItads, OSS49 and SCSI Building Component SafetyInformationavailablefromTrussPlateInstitute, 218 N. Lee Street. Suite 312. Nexandns, VA 22314. 6e04 Parke Fast Bid Tampa, FL 36610 Job Truss Truss Type 0ty Ply T12895274lJobWpoosoAISHip11 Refer euoeere resrsouca, i amps, rum city, rrone& Jaaee i.wu s hug to zvi i mu ax ministries. mc. mon jan uo uo-40:ae euio rage i 10 ECe84d0_F&L 2b8bRa0yPDysCZg-h27fJpRgglSzLhNyOK79zJ1s7eJ17 95d8Ap1, 1 8-2.1 15.5.E 226.E 29.9-15 1a-0-0 1-0-0 62.1 7.3-6 7.1-0 7.3.7 62.2 -0-0 Scale a 1,68.5 s.o0 FIT sn6 = US = 6 20 21 7 sxe II I6 11 16 1s 13 sxe II 20 11 4x6 - 30 = 34 = 4x8 - 20 11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.80 Vert(LL) -0.18 15-16 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.86 Vert(TL) -0.46 16-18 >999 180 SCLL 0.0 ' Rep Stress Incr YES WB 0.22 Horz(TL) 0.18 11 n/a n/a BCDL 10.0 Code FBC2014rrP12007 (Matrix) Weight: 201 lb FT = 20% LUMBER- • BRACING - TOP CHORD 20 SP No.2 'Except- TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. 5-6,7-8: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 5-8-6 oc bracing. BOT CHORD 2x4 SP No.2 WEBS 1 Row at midpt 4-16. 6.15. 9-15 WEBS 2x4 SP No.3 SLIDER Left 20 SP No.3 4.4-13, Right 2x4 SP No.3 4-4-13 REACTIONS. (lb/size) 2-1460/0-3-8, 11=1460/0.3-8 Max Horz 2=95(LC 17) Max Uplif12-365(LC 12), 11=-365(LC 13) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-19-2711/1248, 3-19=2631/1250, 3-4=-2633/1270. 4.5--2127/1076, 5.6=2052/1094, 6.20=-1902/1088,20-21=-1902/1088,7-21=1902/1088,7-8-205311094,8-9=2128/1076, 9.10=-2633/1270,10-22=-2631/1250,11-22=2711/1248 BOT CHORD 2-18=-1073/2393, 17-18=-107312393. 16-17-107312393, 16.23=-772/1902, 15-23=-772/1902, 14-15=-1056/2393, 13.14=-105612393, 11-13-1056/2393 WEBS 4-18=01306, 4- 16=-5871341, 6.16=-118/469, 7-15=133/470. 9-15--587/342, 9-13-0/306 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuQ=140mph (3-second gust) Vesd-108mph; TCDL=4.2psf: BCOL=3.Opsf; h=15ft; Cat. II; Exp C; Encl.. GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) -1-0.0 to 2.9.10. Interior(1) 2-9.10 to 15.541, Exterior(2) 15-5.8 to 27-11-0, Interior(1) 27-11-0 to 39-0.0 zone;C- C for members and forces 6 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL-1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 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, with BCDL - 10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 365 lb uplift at joint 2 and 365 lb uplift at joint 11. 7) "Seml-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." O WARNING • VeAly design patameters and READ NOTES ON THIS AND INCLUDED MtTEK REFERENCE PAGE Mt1.7472 r-. 16VJ4013 BEFORE USE. Design valid for use only with MlTakS, connectols. This design Is based only upon parameters shown, and Is tot an Individual building component, not a truss System. Bereta use, the building designer must verify the applc&bWty of design parameters and properly incotporsto this design Into Ina overall building design. Sta ing Indicated Is to prevent buckling of IndMdual truss web andfor chow members only. Additional temporary, and permanent btadng M iTe k' Is always required for s"Itty and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the tabdcnbn. Storage, delivery, erection and bracing of trust*& and was systems, Sea ANSVrP11 Quality Criteria, OS1399 and SCSI Building Component 6904 Parke East Blvd. Safety UNomtatlon available from Truss Plate Institute, 218 N. Lee Street, Suds 312. Alexandria, VA 22314. Temps, FL 36610 Job Tens Truss Type Illy PlyvuPaosoT128g5275 A2 Hlp z 1 Buitdars FlnitSoutce, Tampa, Plant City, Florida 33566 7.640 6 Aug 16 2017 MRek Industrial, Inc Mon Jan 00 00:46,57 2016 Page 1 ID:ECa84dD FaL 2b8bRa0yPDysCZg-9Eh1X9STb3agyry8alWOVVVI__E_gr19UEsovMtOzuUOe 1 7-7.3 15-0-0 21.40 30.4-13 3&0.0 y0• I. 7.7.3 7.4.13 b0.0 7.4.13 7.7.3 0 Scale = 1.68.5 31 6.00 ri2 Sxa = Sxe 9 20 21 7 5xS 11 18 'r 16 `a 15 1e 13 US II 2.4 II Axe 3x4 = US = 4x8 2x4 II LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip OOL 1.25 TCOL 7.0 Lumber DOL 1.25 SCLL 0.0 ' Rep Stress Incr YES BCOL 10.0 Code FBC2014/TP12007 LUMBER - TOP CHORD 2x4 SP No.1 'Except' 1-5,8-12: 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 20 SP No.3 SLIDER Left 2x4 SP No.3 4.1-2, Right 2x4 SP No.3 4-1.2 REACTIONS. (lb/size) 2-1460/0-3-8, 11=1460/0.3.8 Max Horz 2=93(LC 13) Max Uplift 2=361(LC 12). 11=-361(LC 13) CSI. OEFL. in (loc) Well Ud PLATES GRIP TC 0.97 Ven(LL) 0.21 15-16 >999 240 MT20 244/190 BC 0.83 Ven(TL) 0.50 15-16 >912 180 WB 0.21 HOrz(TL) 0.18 11 n/a n/a Matrix) Weight: 200 lb FT - 20% BRACING - TOP CHORD Structural wood sheathing direly applied. BOT CHORD Rigid ceiling direly applied or 541-4 oc bracing. WEBS 1 Row at midpt 4-16, 6.15, 9-15 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-19=-2736/1246. 3-19=-2653/1254, 3-4=-265511269. 4-5=-2172/1084, 5-6-2098/1101, 6-20=-1945/1096.20-21--1945/1096, 7-21=-1945/1096, 7-8=2099/1101.8-9-2172/1084, 9.10=-2655/1269,10-22--2652/1254,11-22=-2736/1246 BOT CHORD 2-18-1073/2409, 17.18--1073/2409, 16.17-1073/2409, 16.23=786/1944, 15.23=788/1944, 14-15--1060/2409, 13-14=1060/2409, 11-13=-1060/2409 WEBS 4-18=0/288, 4.16=-6491318, 6-16=94/474. 7-15=-108/474, 9-15=548/318, 9-13=0/288 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wlnd: ASCE 7-10: Vint-140mph (3-second gust) Vasd-108mph; TCOL=4.2ps1; BCOL-3.Opsf; h=15ft; Cat. II; Exp C; End., GCpi-0.18; MWFRS (envelope) and C-C Exterior(2) -1.0-0 to 2-9-10. Interior(1) 2-9.10 to 16-0-0, Exterior(2) 15-0-0 to 284-8. Interior(1) 2844 to 39-" zone;C-C for members and forces 3 MWFRS for reactions shown; Lumber OOL=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 pal bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCOL = 10.0psf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 361 lb uplift at joint 2 and 361 lb uplift at joint 11. 7) "Semi rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING - Verify design parameters and READ NOTES ON rids AND INCLUDED MITEK REFERENCE PAGE MIA7472 rsv. I &V3r2016 BEFORE USE. 0*slgn valid for use only with MITekm connectors. This design Is based only upon parameters shown, and Is for an Individual building component. not a truss system. Before use, the building designer must verily me SppdabUlty of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated It to prevent buckling of Individual truss web Sadler chord members only. Additional temporary and p*rmsnem bracing M iTe k' Is always required for stability and to pravem collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, araalon and bracing of truss*$ and trust systems, see ANSVTPII Quality Crit*dg. OSS49 and SCSI Building Component safety Information available from Trust Plate Institute. 218 N. Lee Street, Suite 312. Alexsadria, VA 22314. 6904 Paris East Blvd. Tampa, FL 36610 Job Truss Truss Type 0ty Ply T12095278 WPOOSO A3 Hip 2 1 lJob Reference (OotiOnall ewwen rdusouru, tamps. ream city. Fwnas 335" 7.640 s Aug 16 2017 M(Tek IndustMs. Inc. Mon Jan 03 08 V 5:58 2018 Page 1 IO.ECe64dD_FaL_2b8bRaQyP0ysC294RFPkVTSMMdte_XL711d2kgDuN S1b1N5SfvPszxUOd 1 &O2 13.0-0 19.0.0 25" 29-11.14 18.0.0 00 f1.02 4-11-11 8-0.0 60.0 4.11.14 8-0.3 1.0.0 Scale - 1:67.3 5xe = 20 II US = 5x8 II 18 rr 16 15 14 1° 12 Sx8 11 2.4 II US US = US - 2x4 11 fl{2 13.0-0 1&OA 2544 2&11-14 38" 1 1 fL0.2 4.11.13 6-0A I 6.0.0 4•t1.14 8.03 Plate Offsets (X.Y1- 15:0.5.12.0 2 8). rT.O 5 12.0-2-81 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) uden Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.72 Vert(LL) -0.18 15 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 8C 0.87 Vert(TL) -0.45 15-16 >999 180 SCLL 0.0 ' Rep Stress Incr YES WB 0.32 Horz(TL) 0.17 10 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix) Weight: 209 lb FT = 20% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-9-5 oc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 541-0 oc bracing. WEBS 2x4 SP No.3 SLIDER Left 20 SP No.3 4.3-13. Right 20 SP No.3 4-3-13 REACTIONS. (lb/size) 2-1460/0-3-8, 10=1460/0-3-8 Max Horz 2=81(LC 12) Max Uplift 2-351(LC 8), 10-351(LC 9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-19-2695/1266, 3-19-2617/1268, 3-20--2618/1285, 4-20-2532/1286, 4-5-2282/1181. 5-21-2311/1246. 6-21-2311/1246, 6-22-231111246. 7-22-2311/1246, 7-8-228211181. 8-23-2532/ 1286. 9-23-2618/1285, 9-24-2617/1268. 10-24-2695/1266 BOT CHORD 2-18-1083/2374. 17.18 1083/2374, 16-17-1083/2374, 16-16-871/2066. 14-15=-856/2066, 13.14 1068/2374, 12-13- 1068/2374, 10.12-1068/2374 WEBS 4-18=0/257, 4-16-412/267, 5. 16-132/372. 5-15-201/472. 6-15=-362/280, 7-15-201/472,7-14--132/372,8-14=- 412/267,8-12-0/257 NOTES- (9) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10: Vufl=140mph (3-second gust) Vesd-108mph; TCDL-4.2psf: BCDL=3.0psf: h-15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C•C Exterior(2) -1-" to 2- 9-10, Interlor(1) 2-9-10 to 13-0-0. Exterlor(2) 13-" to 30-4-8, Interlor(1) 30-4-8 to 3S44 zone;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL-1.60 plate grip DOL-1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are 3x4 MT20 unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live bads. 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 351 lb uplift at joint 2 and 351 lb uplift at joint 10. 8) "Semi -rigid prtchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) "This manufactured product is designed as an Individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING • VaAly daaign parsmefersand READ NOTES ON THIS AND INCLUDED M/rEN REFERENCE PAGE 61II.7471 rw. 1ar0Ut016 aEFORE USE. Design valid for use only with Mrtekm connectors. This design is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, Ins building designer must veMy me applicability of design parameters and prop" Incorporate this design Into the overall budding design. Breeing Indicated Is to prevent buekang of IndMdual truss wets and/or chord members only. Additional temporary and permanent bracing M iTe k' Is always required for statslky and la prevent collapse with passiblepersonalInjuryandpropertydamage. For general guidance regarding the fabrication, storage, delivery, areaon and bradng of truss*$ and cuss Systems, sae ANSOTPIt Quality Cdterls, OS1349 and SCSI Building Component 6904 Parka East Blvd. Safety Information available from Truss Plate Instade. 218 N. Lae Street, Suite 312, Mexandds, VA 22314. Tamps, FL 36610 Job Truss Truss Type Oty Ply T1269527I1JObRefefencewPoosoAAHip21 optional) Builders FuslSoutce. Temps, Plan City, Florida 33566 7 640 6 Aug 16 2017 Mn4k Industries, Inc. Mon Jan 06 09.45.59 2018 Page 1 ID:ECa84dD FeL_2b8bRa0yP0ysC2g-SdpnxrTl7ggYC85XhSYsaxNL6nLam_4XK6OTxlzxUDc 1.0• 5.4-8 11.0.0 19.0.0 27.0-0 32-7.8 38.0.0 0.0 5 a8 r-13 9 840 60-0 6-7-9 5 4 8 1 0 0 Sx8 = 2x4 11 Sx8 = 19 20 7 Scale e 187.3 5xe II 18 17 1a 1S to 13 12 Sx8 II 20 11 3xe = 3x8 = 30 = 2.4 II like = 3x8 = 1 5 4 8 1 11-0 0 1 19-0.0 t 27.0.0 1 32.7 B 1 3B 0-0 1 5+8 5.7.9 8.0.0 8.0.0 5.7.9 5.4.8 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grlp DOL 1.25 TC 0.95 TCDL 7.0 Lumber DOL 1.25 BC 0.81 BCLL 0.0 ' Rep Stress Incr YES WS 0.52 BCDL 10.0 Code FSC2014/TPI2007 Matrix) LUMBER - TOP CHORD 20 SP No.2 'Except' 5.7: 20 SP No.t SOT CHORD 2x4 SP No.2 WEBS 20 SP No.3 SLIDER Left 2x4 SP No.3 2-10-10. Right 2x4 SP No.3 2-10. 10 REACTIONS. (lb/size) 2=1460/0-3-8.10=146010-3-8 Max Horz 2=70(LC 16) Max Uplift 2-371 (LC 8). 10=371(LC 9) DEFL. in (loc) 1/defl Ud PLATES GRIP Ven(LL) -0.22 15 >999 240 MT20 2441190 Ven(TL) -0.56 13-15 >809 180 Horz(TL) 0.18 10 n/a n1a Weight: 201 lb FT - 20% BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or S-" cc bracing. FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3-273011309. 3-4=-2661/1321. 4-5=2440/1233, S-19=2732/1425, 6.19-2731/1425, 6.20-2731/1425, 7-20=2732/1425. 7-8=-2440/1233. 8.9=-2661/1321, 9-10=-2730/1309 BOT CHORO 2-18-1136/2391, 17-18=-1136/2391, 16-17=-965/2225, 1516=965/2225, 14-15=949/2225, 13-14=-949/2225, 12-13=1120/2391. 10-12=1120/2391 WEBS 5.17=48/345, 515=318/728, 6.15=-488/363, 7-15=-318/728, 7-13=48/345 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuh-140mph (3-second gust) Vasd-108mph; TCOL=4.2psf: SCDL=3.0psf; h-15ft; Cat. It: ESP C: Encl.. GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) -1-0-0 to 2.9.10. Interior(l) 2-9-10 to 11.0-0, Exterior(2) 11.0.0 to 32-7-8, Interior(1) 32-7-8 to 39-0-0 zone;C-C for members and forces 8 MWFRS for reactions shown, Lumber DOL-1.60 plate grip DOL-1.60 3) Provide adequate drainage to prevent water ponding. 4) 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 371 lb uplift at joint 2 and 371 lb uplift at joint 10. 7) "Semi -rigid phchbreake with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." 0 wARNiNo - vady d..io paramaran and READ NorES oN rM/S AND INCLUDED M11 EK REFERENCE PAGE MII.7473rw. /W07/2015 BEFORE USE. Design vagd for use only with MRek® connectors. This design Is based only upon parametars shown, and is for an Individual building component, not w' atrusssystem. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design live ins overall buildup design. Bracing indicated Is to prevem buckling or Individual tons web andfor chord members only. Additional temporary and permanent bracing M iTe k' Isalwaysrequiredtarslabillty, and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery. election and bracing of trusses end fruits systems, sal ANSIRPIt Quality Criteria. OSB49 and SCSI Building Component 6904 Parke East Blvd. safety Information available from Truss Plata Institute, 216 N. Lae Street, Sure, 312. Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Oty Ply r12e95x7elJobWP0080A5Hip2t Reference (optional) Bidders FbatSource. Temps, Pam Coy, Florida 33666 7 WO a Aug 10 2017 MiTak Industries, Inc. Mon Jan 08 00:48 00 2018 Page 1 ID ECe84d0 FaL 2b8bReOyP0ysC2g-2pN99BULuyPglgjFA3579wXs8tlrVUKgY180TizxUOb 1 47.12 9.00 ti6-0 22.4-0 29.00 13.4.4 18•PO 110 47.12 444 8.8.0 880 6.8.0 444 47.12 140 Scale - 1:87.3 5x8 = 5.00 r 3.4 = 3x4 = US = Sae 5x8 II 18 17 18 15 14 sae II US = 4AS = LOADING (pso SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 7.0 Lumber OOL 1.25 BCLL 0.0 ' Rep Stress Incr YES SCOL 10.0 Code FBC2014rTP12007 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP NoA WEBS 20 SP No.3 SLIDER Left 20 SP No.3 2-5-11, Right 2x4 SP No.3 2-5-11 REACTIONS. (Ib/size) 2-1460/0-3-8, 12-1460/0-3.8 Max Harz 2=-58(LC 13) Max Uplift 2=391(LC 8). 12=391(LC 9) 3x4 = 4XS = 3x8 = CSI. DEFL. in (loc) Well Ud PLATES GRIP TC 0.88 Ven(LL) 0.27 16 >999 240 MT20 244/190 BC 0.81 Veft(TL) 0.73 16-18 >625 180 WB 0.33 Horz(TL) 0.18 12 n/a n/a Matrix) Weight: 190 lb FT - 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 5.3.15 oc bracing. WEBS 1 Row at midpt 6-18. 8-14 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=2673/1336, 3-19=2612/1334. 19-20= 2599/1336, 4-20=2582/1340, 4.5-2563/1263, 5-21-2366/1229. 6-21=2366/1230. 6-7--3183/1570, 7-8--3183/1570, 8-22=-2366/1230, 9-22=2366/1229.9-10=2563/1263, 10.23=-2582/1340, 23.24=-2599/1336, 11-24=-261211334, 11-12-2673/1335 BOT CHORD 2-18-1145/2333, 17-18=-1387/3102, 16-17-1387/3102, 15-16-1389/3102, 14-15=138913102. 12-14-1132/2333 WEBS 5.18=-234/652, 6.18--960/483, 6.16-0/256, 8-16-0/256, 8-14=960/483, 9-14=234/652 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10: Vult-140mph (3-second gust) Vesd-108mph; TCDL-4 2psf; BCDL-3.Opsf; h-15ft; Cat. II; Exp C; Encl., GCpi-0.18; MWFRS (envelope) and C-C Exterior(2) -1-0.0 to 2-9-10, Interior(1) 2-9-10 to 9-0.0. Exterior(2) 9-0-0 to 34-4-8, Interior(1) 34-4-8 to 39.0-0 zone;C-C for members and forces 6 MWFRS for reactions shown; Lumber DOL-1.60 plate grip DOL-1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-0.0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 391 lb uplift at joint 2 and 391 lb uplift at joint 12. 7) "Semi -rigid pitchbreaks with fixed heels" Member and fixity model was used in the analysis and design of this truss. 8) -This manufactured product is designed as an Individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." 0 wARN1ND . Verily design parameters end READ NorES ON rhaS AND INCLUDED wrEK REFERENCE PACE Mb?473 rev. 1041=015 BEFORE USE. Oadgn valid far use only with MTekm connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a true$ system. Belore use, the budding designer must verily the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing Indxcafad If to prevent buckling of IndMdual truss web anNot chord members only. Additional temporary and pahnanem bracing M iTek' ' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding me fabrication, storage, delivery, oraction and bracing of wares and trust systems, sea ANSVTPII Quality Criteria, OSS49 and SCSI Building Component 6904 Parka Ent Blvd. Safety Information wadable from Truss Plane Institute, 210 N. Lee Street. Suite 312, Alexandria, VA 22314• Temps, FL 36610 Job Truss Truss Type Oty Ply wpoom AM HIP GIRDER 1 T12085279 ID'ECa84dD FaL 2b8bRa0yPOysCZg-VCUwatWDObC73eg6Mb6ZCa?yl?URzK7z03d7YEzxUDZ137.12130.14 19.00 24.11.2 31.0.0 34-4 3&0.0 60 37-12 3 4 4 8 414 S71.2 S11.2 8 0 14 3 4 4 37.12 -0.0 Scale - 1:87.3 5.00 52 axe = Sx8 = 7x10 = Skill= 4 21 22 S 23 24 a 25 28 7 27 20 aaxe 5xe = 20 19 29 30 18 17 31 32 to 33 34 15 14 35 36 13 12 5x8 = 012 II 2x4 11 5,8 = 4XIOMT20HS= Sxe 2.4 II Sxe = 2.4 II 4x12 II 2x4 I I 4x10 MT20HS = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/defl L/d TCLL 20.0 Plate Grip OOL 1.25 TC 0.54 Ven(LL) 0.29 16 >999 240 TCOL 7.0 Lumber DOL 1.25 SC 0.35 Ven(TL) -0.63 16 >714 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.63 Horz(TL) 0.12 10 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix) LUMBER- BRACING - TOP CHORD 2x4 SP No.2 'Except TOP CHORD 4-6,": 2x6 SP No.2 BOT CHORD BOT CHORD 2x6 SP M 26 WEBS 20 SP No.3 WEDGE Left: 2x6 SP No.2, Right: 2x6 SP No.2 REACTIONS. (lb/size) 2-292310.3-8, 10=296010-3-8 Max Horz 2=-46(LC 13) Max Uplift 2-1027(LC 4). 10=1064(1_C 5) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3-560111969. 3.4=-6025/2182, 4-21=-5647/2065, 21-22=5648/2066. 5-22=-5649/2065, 5-23=-9325/3427, 23.24=-9325/3427, 6-24=-9325/3427. 6-25--9325/3427, 25-26 =9325/3427, 7-26=-9325/3427, 7-27=5726/2140, 27-28=5724/2139. 8-28=572312139, 8-9=-6109/2264, 9.10=5677/2043 BOT CHORD 2-20=1699/4888, 19-20=-1699/4888, 19-29=3025/8464, 29-30-3025/8464, 18-30=3026/8464. 17-18=3025/8464. 17-31=-3025/8464, 31-32=-3025/8464, 16-32-3025/8464, 16-33-306218504, 33-34--3062/8504, 16-34-3062/8504, 14-15=-3062/8504. 14-35-3062/8504. 35-36=-3062/8504, 13-36-3062/8504. 12-13=1764/4955, 10-12=1764/4955 WEBS 3-19=320/887,4-19=-552/1797,5-19=-3251/1198,5-17-0/468,S-16=-357/1021, 6-16=-647/399. 7-16--314/966, 7-1520/468. 7-13=3199/1157. 8-13=-526/1770, 9-13-338/907 PLATES GRIP MT20 244/190 MT20HS 187/143 Weight: 498 lb FT - 20% Structural wood sheathing directly applied or 4-11-9 oc punins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (12) 1) 2-ply truss to be connected together with 10d (0.13Vx3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-" oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9.0 oc. Webs connected as follows: 2x4 - 1 row at 0-0-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (8) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (8). unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10, Vuh=140mph (3-second gust) Vesd-108mph; TCOL-4.2psf; BCDL-3.Opsf; h=15ft; Cat. It: Exp C. Encl.. GCpi=0.18: MWFRS (envelope); Lumber DOL=1.60 plate grip DOL-1.60 5) Provide adequate drainage to prevent water ponding. 6) All plates are MT20 plates unless otherwise indicated. 7) This truss has been designed for a 10.0 ps( bottom chord live load nonconcurrent with any other live bads. 8) - 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. Continued on Dacia 2 O WARNING - Verify design parameters and READ NOTES ON rNIS AND INCLUDED MIrEK REFERENCE PAGE 6014473 rev. I"MOIS BEFORE USE. Design valid for use only with Wake, connectors. This design IS based only upon psrametan shown, and is rot an individual building component, not a truss System. Before use, the building designer must vedly the applicability of design parameters and property Incorporate this design Into the overall buildup design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Is Welk' always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication. storage, delivery, erection and bracing of ruSsea and truss systems, a" ANSVTPI1 Quality Criteria. OSS49 and SCSI Building Component84118tyInformationavailablefromTrussPlateInstitute, 210 N. Lee Street. Suite 312. Alexandria, VA 22314 6904 Parka East Blvd. Tampa, FL 36610 Job Truss Truss Type Illy Ply T12895272lJob IWP0060AMHIPGIRDER1A Reference (optional) t.wu a twg to m i t mu ex ineusmes. Me. mon .ran uo uo:4a:ub zuta rage z ID:ECa84dD FeL_2b8bRa0yPDysCI9•_02lnDMBvK hmPlwldolnY7VOgginNSEjMg44zxUDY NOTES- (12) 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1027 lb uplift at joint 2 and 1064 lb uplift at joint 10. 10) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 144 lb down and 120 lb up at 7-0-0, 126 lb down and 120 lb up at 9-0-12, 1261b down end 120 Ib up at 11-0-12. 126 lb down and 1201b up at 13-0-12, 126 lb down and 120 Ib up at 15.0.12, 126 Ib down and 120 Ib up at 17-0-12, 126 lb down and 120 lb up at 19.0-0, 126 lb down and 120 lb up at 20.11-4. 126 lb down and 120 lb up at 22-11-4, 126 lb down and 120 lb up at 24-11-4, 126 lb down and 120 lb up at 26.11-4. and 126 lb down and 120 lb up at 28-11-4, and 231 lb down and 220 lb up at 31.0.0 on top chord, and 346 lb down and 154 lb up at 7-0.0, 77 lb down at 9.0-12, 77 lb down at 11-0-12, 77 lb down at 13.0.12, 77 lb down at 1S-0-12, 77 lb down at 17-0-12, 77 lb down at 19-", 77 lb down at 20-11.4, 77 lb down at 22-11-4, 77 lb down at 24-11-4, 77 lb down at 26-11-4, and 77 lb down at 28-11-4, and 346 lb down and 154 lb up at 30-11-4 on bottom chord. The design/setectlon of such connection device(s) is the responsibility of others. 12) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1.4=-54. 4-8=-64, 8-11=-54, 2-10-20 Concentrated Loads (Ib) Vert: 4=-126(8) 8=-184(8) 19--346(8) 5=126(8) 17=-53(8) 16--53(8) 6=126(B) 15=-53(8) 7-126(8) 13=346(8) 21=126(B) 22=-126(8) 23=126(8) 24=126(B) 25=-126(8) 26=126(8) 27=-126(8) 28=126(8) 29=-53(8) 30=-53(8) 31=-53(8) 32=53(B) 33=-53(B) 34--53(8) 35=43(B) 36=53(B) WARNING • verify design parameran and READ NOTES ON THIS AND INCLUDED AarEK REFERENCE PAGE M147112 rev. fONYl013 aEFORE USE. we • Design valid for use only with MRek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. BOOM use, the budding designer must veiny, the applicability of design parameters and property incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iTe k' Is always required rat stability and to prewm colapse with possible personal Injury and property damage. For general guidance regarding ins fabrication, storage, daWery, erection and bracing at trusses and truss systems, a" ANSUTPII Quality Criteria, OSS49 and 13CSI Building ComponentsafetyInformationavailablefromTrussPietaInstitute, 216 N. Lee Street, Suite 312. Alexandria, VA 22314. 6904 Parke East Blvd. Tampa, FL 36610 Job Truss Truss Type Gly Ply T12095280liobWP0080AMHIPGIRDER1A Reference (oationall IO:ECa84dD FaL 2b8bRaOyP0ysCZg•wnA2CuYUjWbiw3Zh21fGgCdT CV8Ae9Pilm9yzxUDW 1 17.1212.11.8 1811.0 2410.8 31.60 34.4-4 3&OA o. 0 0 17.12 3+4 5 11 8 5.11.8 5 11 8 &1.8 3 44 17.12 o Scale a 1:87.3 axe = 2.4 11 7x10 = 2x4 11 axe = s.00 12 4 21 22 5 23 24 6 25 29 7 a I re imw Site = 20 19 27 28 18 17 29 30 to 31 32 is 14 13 12 Site 012 II 2x4 II axe = Sx8 = 2x4 11 402 = 4x8 = 2x4 11 4x12 II Sx8 = Site = LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' SCOL 10.0 Site = 20 19 27 28 18 17 29 30 to 31 32 is 14 13 12 Site 012 II 2x4 II axe = Sx8 = 2x4 11 402 = 4x8 = 2x4 11 4x12 II Sx8 = Site = LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' SCOL 10.0 SPACING- 2-0.0 Plate Grip OOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2014/TPI2007 CSI. TC 0.54 SC 0.35 WB 0.81 Matrix) DEFL. Vert(LL) Veft(TL) Horz(TL) in (IOC) Udell Ud 0.29 16 >999 240 0.66 15.16 >683 180 0.11 10 n/a n/a PLATES GRIP MT20 244/190 Weight: 498 lb FT - 20% LUMBER- BRACING. TOP CHORD 2x4 SP No.2 'Except* TOP CHORD Structural wood sheathing directly applied or 4-11-13 oc punins. 4-6,": 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. SOT CHORD 2x6 SP M 26 WEBS 2x4 SP No.3 WEDGE Left: 2x6 SP No.2, Right, 2x6 SP No.2 REACTIONS. (lb/size) 2-2962/0-3-8.10-2788/0-3-8 Max Harz 2-46(LC 9) Max Uplift 2=101O(LC 4), 10-921(LC 5) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3-5672/1931, 3-4=-6136/2154, 4-21=-8601/3066. 21-22-8602/3066. 5.22-8604/3067, 5.23=-8602/3065, 23-24=-8602/3065, 6.24-8602/3065, 6.25--9027/3168, 25.26=9027/3168,7-26--9027/3168,7-8=-9028/3169.8-9=-5739/1959,9-10L531911748 80T CHORD 2-20=1666/4951. 19-20--1666/4951, 19-27=-1921/5682, 27-28-1921/5682, 18-28=-1921/5682, 17-18=-1921/5682. 17.29=-3389/9823, 29-30=338919823, 16-30=-3389/9823, 16-31=-3391/9813, 31-32--3391/9813, 15-32=3391/9813, 14-15--1735/5297, 13-14-1735/5297, 12-13--1504/4642, 10.12=-1504/4642 WEBS 3-19=310/931, 4-19=-3/440, 4-17=-1203/3374, 5.17=738/469, 6-17-1423/473, 6-16=0/561. 6.15=943/367, 7-15=-461/272, 8-15=1522/4278, 9-13=275/856 NOTES- (11) 1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0.9.0 oc, 2x6 - 2 rows staggered at 0.9-0 oc. Bottom Chords connected as follows, 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except It noted as front (F) or back (8) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (8), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10: Vuh=140mph (3-second gust) Vesd=108mph; TCOL-4.2psf; BCDL=3.Opsf; h-15h; Cat. If: Exp C; Encl., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1010 lb uplift at joint 2 and 921 lb uplift at joint 10. 9) "Semi-rigld phchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. Continued on Dade 2 QWARNINO • Verlf dwyan paamerers and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE aw•lgl rev. 1010Y2013 BEFORE USE. Design valid for use only with MRaka, connectors. This design le based only upon paratnalere shown, and Is tot an Individual building component. not a trust system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buctubp of Individual truss web and/or chord members only. Additional temporary and permanent bracing Welk' Is always required rot stability and to prevem collapse with possible personal Injury and property damage For general guidance regarding the fabrication, storage, delivery, erecuon and bracing of trusses and truss systems, see ANSIlrPlt Quality Criteria. OS849 and SCSI Building Component Safety Information available from Truss Plate Institute, 21S N. Lee Street, Suite 312. Alaxonads. VA 22314. e904 Parke East Bald. Tamps, FL 36610 Job Truss Truss Type 0ty Ply 1 n2ee52eo WPoo00 AM1 HIP GIROER t n Job Reference toptionell Butid*($ FrratSOurCe. Tampa, PISM Cay. Florida 335M 7,040 a Aug 10 2017 MTek Industries, Inc. Mon Jan 00 W4605 201a Pape 2 10 ECe84d0_FaL 2b8bRaGyP0ysCZg-wnA2CuYUI%&tm3Zh2lfGgCdT_CV8Ae9Pilrn9yzxUDW NOTES- (11) 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 134 lb down and 120 lb up at 7-0-0, 116 lb down and 120 lb up at 9-0-12. 116 lb down and 120 lb up at 11.0-12, 116 lb down and 120 lb up at 13-0-12, 116 lb down and 120 lb up at 15.0-12. 116 Ill down and 120 lb up at 17-0-12, 116 lb down and 120 lb up at 19.0.0, and 116 lb down and 120 lb up at 20.11.4. and 116 lb down and 120 lb up at 22.114 on top chord, and 319 lb down and 126 lb up at 7-0-0. 89 lb down at 9-0-12. 89 lb down at 11-0-12. 89 lb down at 13-0.12. 89 lb down at 15-0.12. 89 lb down at 17.0.12. 89 lb down at 19.0-0, 89lb down at 20.11.4, end 891b down at 22-114 and 10241b down and 3781b up at 24-10.8 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) "This manufactured product Is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase-1.25, Plate Increase-1.25 Undonn Loads (plf) Vert: 14-54. 4-8=-54, 8-11=-54, 2.10-20 Concentrated Loads (lb) Vert: 4=-116(F) 19=-319(F) 17=-56(F) 5=-116(F) 6L116(F) 16--56(F) 15s1024(F) 21=-116(F) 22--116(F) 23=-116(F) 24=116(F) 25=116(F) 26=116(F) 27=56(F) 28L56(F) 29=-56(F) 30--56(F) 31v56(F) 32=56(F) 0 WARNING • VWNy design Parametra and READ NOTES ON THIS AND INCLUDED MUM REFERENCE PAGE 111,1114471 tow. 10M)WO15 BEFORE USE. Oeslgn valid for use only with Wake connector*. This design Is baud only upon parameters shown, and Is lot an individual budding component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing Indicated Is to prevent buckling of IndMdual trues wab and/or chord members only. Additional temporary and permanent bracing M iTek' Is &Ways required for stability and to prevent collapse with possible personal Injury and prap4rty damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trust*$ and true System$. ua ANSVTPI1 Quality CNteda, OSS49 and SCSI Building Component 6904 Paeca East am Safety Information &variable from Truss Plate Institute, 210 N. Lee Street, Suite 312, Alexandria, VA 22314 Tampa, FL 36610 d e-ao 0-0 6-0-0 1340 1-0-0 6-0-0 -0 6-4-0 04o Scale. 1/2*a 1' 5x$ = 10 3.4 II 3.6 II 2x4 11 7x4 - 1 6-0-0 6-0-0 I &6-0 I t1•e-0 13-0-0 4-0 Plate Offsets (X.Yt- I2-0.4-3.0-0-41. f4:0.5.12.0.2-81 LOADING (psf) SPACING- 2-0.0 CSI. DEFL. In (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.53 Ven(LL) -0.05 6.7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 SC 0.43 Ven(TL) -0.14 6.7 >999 180 SCLL 0.0 ' Rep Stress Incr YES WB 0.58 Horz(TL) 0.01 6 We We BCDL 10.0 Code FBC2014fTP12007 Matrix) Weight: 64 lb FT is 20% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing direly applied or 6.0.0 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 9-7-12 oe bracing. SLIDER Left 2x4 SP No.3 3.3.11 REACTIONS. (lb/size) 6=474/Mechanical, 2=53210.3.8 Max Hoe 2=111(LC 12) Max Uplift6=146(LC 9), 2s135(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 260 (lb) or less except when shown. TOP CHORD 2-8=691/309, 3.8=654/312, 3-4--619/321 BOT CHORD 2-7=359/571, 6.7=358/578 WEBS 4-6=575/358, 4-7=0/284 NOTES- (8) 1) Wind: ASCE 7-10: Vuh-140mph (3-second gust) Vasd-108mph; TCDL-4.2psf; BCDL=3.Opsf, h=15ft; Cat. II, Exp C, Encl.. GCpi=0.18; MWFRS (envelope) and C-C Extenor(2) -1-0-0 to 2-0-0, Interlor(1) 2-0-0 to IS-". Exterior(2) 6.0.0 to 9.0.0 zone;C-C for members and forces 6 MWFRS for reactions shown; Lumber DOL-1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load noncencurrent 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 146 lb uplift at joint 6 and 135 lb uplift at joint 2. 7) "Semi -rigid pilchbreaks with fixed heels" Member and fixity model was used in the analysis and design of this truss. 8)'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." O WARNING - Verily design panmalara and READ NOTES ON rmIS AND INCLUDED wrEx REFERENCE PAGE hM.7473 rev. 10A131201S BEFORE USE. Design valid (at use Only mth MRek4D connectors. This design Is based only upon paramatats shown, and is for an Individual budding component, not a truss system. Before use, the building designer must verity the applicability of design parameters and property Incarporsta this design into the overall building design Bracing Indicated Is to prevent budding of IndMdual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is stways required lot stability and to prevent CAtlspsa with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, deWery, erection and bracing of truss*& and truss systems, as* ANSUfP11 Quality Criteria, 011641, and SCSI Building Component 6904 Parke East Blvd. Safety information available from Truss Plus Institute, 216 N. Lae Street, Suita 312, Nexandna. VA 22314. Tampa, FL 36610 Job Truss Truss Type Oty Ply T12eas2e2IWpooso02RoofSpecial11 Job Reference too tionall Builders FdstSoiiroe. Tampa. Plant Coy. FlodOa 335M 7 540 s Aug 16 2017 MfTek Industries. Inc. Mon Jan 05 00.46:05 2016 Page 1 ID.ECe84dD_FaL 2b8bRa0yPDysCZg-0zkOOE26Tgj2Y08tbOAVMOAhJcgCvEnZxhbKhOzxUOV t-0.0 6-4.0 6.60 1F7-2 13-" 1-0.0 6.4.0 2-4-0 0.11.2 3.4.14 Scale - 124.7 Us = 3.6 11 30 = 10 LOADING (pal) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip OOL 1.25 TC 0.37 TCOL 7.0 Lumber DOL 1.26 SC 0.43 BCLL 0.0 ' Rep Stress Incr YES WB 0.20 SCOL 10.0 Code FBC2014/TPI2007 Matrix) DEFL. in (loc) Well Lid Vert(LL) -0.07 10-11 >999 240 Ven(TL) -0.17 10-11 >892 180 Horz(TL) 0.02 10 n/a n/a LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 20 SP No.3 BOT CHORD SLIDER Left 2x4 SP No.3 2-3-1 JOINTS REACTIONS. (lb/size) 10.474/Mechanical, 2-532/0.3-8 Max Hors 2.93(LC 12) Max Uplift 10=-130(LC 13), 2-140(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-744/357, 3-12=694/366, 4-12=-661/368, 4-6=-420/279, 6-72-4201279, 7-8=626/384 BOTCHORD 2-11-384/626.10-11=-344/547 WEBS 8-10=623/405 3x4 = l-0.0 PLATES GRIP MT20 244/190 Weight, 68 lb FT - 20% Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 9-6-2 oc bracing. 1 Brace at JI(s), 6 NOTES- (10) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10: Vuh=140mph (3-second gust) Vasd=108mph; TCOL-4.2psf; BCOL-3.0psf; h-15ft; Cat. If: Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) -1-0.0 to 2-0-0, Interior(1) 2-0-0 to 6-4-0. Exterior(2) 6.4-0 to 8-7-10 zone;C-C for members and forces 8 MWFRS for reactions shown; Lumber OOL-1.60 plate grip COL-1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-64 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 130 lb uplift at joint 10 and 140111 uplift at Joint 2. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used In the analysis and design of this truss. 9) Graphical punin representation does not depict the size or the orientation of the punin along the top end/or bottom chord. 10) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." O WARNING • Verity design parameters and REAO NOrE3 ON THIS AND INCLUDED MI rEK REFERENCE PAGE a0l•7473 rw. 1"31201 a BEFORE USE. sesses Design valid for use only with MnekO connectors This design is based only upon parameters shown, and is for an individual building component, not a truss system. Bafore use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall 7buddingdesign. Bracing i"ICa14d Is to prevent buckling of individual truss web arldldf chord meriibara only Additional temporary and permanent bracing M iTe k' is always required tot stsbgny and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusties and truss systems, as ANSVTPII Quality Criteria, OSSaa and SCSI Building Component 6904 Parks East Blvd. Safety Information available from Truss Plata Institute, 218 N. Lee Street, Suite 312, Alexandna, VA 22314. Tampa, FL 36610 Job Truss Truss Type OtyTPy Tl2 2a3 wPoobo 83 Root spacial 11Job Reference tootionall r-. «••,, .•r•^^w•+++w r--ig ro[urr raueRmousmu,mc. man.fanudue'4a.ur[uta Vega 10:ECa84dD_FaL 2b8bRa0yPOysCZg-WpdaakE7rP9NI398hkvdu9OAgeipi9LKu0rzxUDU 6.4.0 10.8.0 13-0-0 1-GO 6-4-0 4.40 2-4-0 Sale - 1,24.3 4.6 = 9 3.8 II 3.4 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber OOL 1.25 Rep Stress Incr YES Code FBC2014/TP12007 CSI. TC 0.37 BC 0.41 WS 0.15 Matrix) DEFL. in (loc) Udell Ud Vert(LL) -0.04 7-8 >999 240 Vert(TL) -0.11 7-8 >999 180 Horz(TL) 0.02 7 n/a n/a PLATES GRIP MT20 244/190 Weight: 62 lb FT - 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, except BOT CHORD 2x4 SP No.2 end verlicals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 9-5.11 oc bracing. SLIDER Left 20 SP No.3 3-4-14 REACTIONS. (lb/size) 7.474/Mechanical, 2=532/0-3-8 Max Horz 2-73(LC 12) Max Uplitt7=126(LC 13), 2--143(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2.9=-668/310, 3-9=6241313. 3-4=589/326, 4-10=-589/343, 5.10--630/334 BOT CHORD 2-8-277/544, 7-8=383/655 WEBS 5-7-723/450.4-8=13/283 NOTES- (9) 1) Unbalanced roof live loads have been considered for this design. 2) Wind. ASCE 7-10: Vutt=140mph (3-second gust) Vasd-108mph; TCDL-4.2psf; BCDL=3.Opsf; h=15ff; Cat. It: Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extenor(2) -1-0-0 to 2-0.0, Interior(1) 2-0-0 to 6-4-0. Exterior(2) 6-4-010 9-4-0, Interior(1) 10-8-0 to 12-10-4 zone;C-C for members and forces 3 MWFRS for reactions shown; Lumber OOL=1.60 plate grip OOL-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.Ops1 on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 126 lb uplift at joint 7 and 143 lb uplift at joint 2. 8) "Seml-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9)'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING • Vertly Oealgn peremefw end READ NOTES ON THIS AND INCLUDED h0rEK REFERENCE PAGE 11110-703 rev. 140034201a BEFORE USE. Design valid lot use only with WNW connectors. This design is based only upon parameters shown, and is for an IndMdusl budding Component, not a Sass system, Before use, the budding designer must verify the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord member& only. Additional temporary and permanent bracing Is M iTek' always required for Stability and to prevent Collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, Storage, delivery, traction and bracing of trusses and truss systems, Sea ANSVTP11 Quality Criteria, OSS• 9 and SCSI Building ComponentSafetyInformationavailablefromTrussPlateInstitute, 216 N. Lee Street, Sune 312. Alexandria, VA 22314. 6904 Parke East Blvd. Tampa, FL 36610 Job Truss Truss Type PlyT120WP0060TyB4Commont el Fae3ource, romps, rum coy, France aacce 7.640 a Aug 16 2017 MITek Industries. Inc. Mon Jan 00 08.46:08 2018 Pape I 10: ECa84dD_Fel 2b8bRa0yP0ysCtg-KMrSgwaM9RzGnXHGjrOzSgF7GPXUNAss094Rm HzxUOT t .1.0.0 64 0 12.60 1-a0 6.40 Scale a 123.1 4x6 = 3x6 11 2x4 11 3x6 11 126 i 8-4-0 I 12-g.p i6-4-0 A 4 0 Plate Offsets (X.Y1- 12:0-4-3.0-"1.16:0.43.0-0.41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.41 Vert(LL) -0.03 6-7 >999 240 MT20 244/190 TCDL 7.0 Lumber OOL 1.25 8C 0.37 Vert(TL) -0.08 6-7 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.10 Horz(TL) 0.01 6 n/a n/e SCOL 10.0 Code FBC2014/TP12007 Matrix) Weight: 55 Ib FT = 20% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling direly applied or 10.0.0 oc bracing. WEBS 20 SP No.3 SLIDER Left 20 SP No.3 3-4-14. Right 20 SP No.3 3.414 REACTIONS. (lb/size) 6-467/0-3-8.2-525/0-3-8 Max Horz 2=-43(LC 13) Max Uplift 6-121(LC 13), 2=143(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-8=659/334, 3-8z615/338, 3-4=-581/346, 4.5=581/362, 5-6=657/347 BOT CHORD 2-7-211/536. 6-7=-2111536 WE8S 4-7-11268 NOTES- (7) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd-108mph; TCOL=4.2psf; BCDL-3.Opsf; h-16ft; Cat. If: Exp C; Encl.. GCpi-0.18; MWFRS (envelope) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(t) 2-0-0 to 6-4-0. Exterior(2) 6-4-0 to 9-4-0 zone;C-C for members and forces S MWFRS for reactions shown; Lumber DOL-1.60 plate grip OOL=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 Td between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 121 lb uplift at joint 6 and 143 lb uplift at joint 2. 6) "Sem1-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' O WARNING • Verify design Panrnetera and READ NOTES ON THIS AND INCLUDED AOTEK REFERENCE PAGE MI1-7472 rev. f".V2010 BEFORE USE. Design valid for use only with WNW connectors. This design Is baud only upon parameters shown, and Is for an Individual building component. not a truss system. Before use, the building designer must verify the apptkabllity of design parameers and propariy Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckang of IndMdual truss wab and/or chord members only. Addnbnal temporary and permanent bracing M iTe k' Is always required for Stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, *(action and bracing of trusses and truss systems, sea ANSVTPf1 Quality CAtarla, OSS49 and SCSI Building Component Safety Information available from Truss Plate Institute. 218 N. Les Street, Suite 312. Alexandria, VA 22314. 6204 Parke East Bald. Tampa, FL 36610 Truss Truss Type Oty Ply PI T12esszeslJobBSCommon11 Reference (optional) eumers rirswurce, i amps. More coy, plows aa0oo r.uw s plug 10 ZV 1 r mn ak twusinu, diC. mon asn uo ue`1o•ua zuta rage t ID:ECa84dD_FaL 2b8bRaOyP0ysC2g-KMrBgweM9RzGnXHGIrOzSgF?YPXWNAtsO?4RmHuUDT 1-0-0 8.4-0 12-6.0 13.60 1-0.0 8.4-0 8.4.0 1.00 Scale. 12' V 416 axe II 20 11 3.6 II X:-018 I 12.60 1 4.0 Plate Offsets (X.Y)- 12:0-4-3.0.0-41.16:0-4-3.0-0-41 LOADING (psf) SPACING- 2-0-0 CSI. OEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.39 Vert(LL) -0.03 2-8 3-999 240 MT20 244/190 TCDL 7.0 Lumber OOL 1.25 BC 0.37 Ven(TL) -0.07 2-8 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.10 Horz(TL) 0.01 6 n/a n/a BCDL 10.0 Code FSC2014/TPI2007 Matrix) Weight. 57 lb FT - 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6.0-0 oc purlins. BOT CHORD 20 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 SLIDER Left 2x4 SP No.3 3-4-14, Right 2x4 SP No.3 3-4-14 REACTIONS. (lb/size) 2=523/0.3.8, 6=523/0.3.8 Max Horz 2=-42(1-C 17) Max Uplift2=-143(LC 12), 6-143(LC 13) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-9=653/327. 3-9-6091329, 3-4=-575/342, 4-5-575/342. 5.10s609/329, 6-10=653/327 BOT CHORD 2-8=-203/531. 6.8=-203/531 WEBS 4-8=0/267 NOTES- (7) 1) Unbalanced roof live loads have been considered for this design. 2) Wind. ASCE 7-10; Vuft-140mph (3-second gust) Vasd-108mph; TCDL=4.2psf; BCOL-3.0psf; h-1511; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) -1-0-0 to 2-0-0, Interlor(1) 2-0-0 to 6-4-0. Exterior(2) 6-4-0 to 9-4-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber OOL=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 3-641 tell 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 143 lb uplift at joint 2 and 143 lb uplift at joint 6. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) 'This manufactured product Is designed as an Individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." QWARNINO • WAIy design paramer4ra end READ NOTES ON 1W15 AN0INCLVOEO AIITEK REFERENCE PAGE adlr•7173 rw. 1d/a31201a aEFORE USE. Oasign va8d for use only with Wake connectors. This design Is based Only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify Ina applicability of design parameters and property, incorporate this design Into the overall building design. Breung Indicated Is to prevent buckling at lndMduld trust web and/or chord members only. Additional temporary and permanent bracing MiTek' IsalwaysrequiredforstabilityandtopreventcollapsewithpossiblepersonalInjuryandpropertydamage. For general guidance regarding the falulco wn, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, OSS49 and SCSI Building component 6904 Parka East Blvd. Safety Information available Mom Truss Plate Institute, 218 N. Lae Street, Suds 312. Na andns. VA 22314. Tamps. FL 36610 Job Truss Truss Type Oty Ply T128952asIJobRefefencefootionallWP0060asCommonSupportedGable11 Sudden FuSlSource. Tampa. Plain Cay. Florida 33566 7.640 a Aug 16 2017 MTak Industries. Inc. Mon Jan 08 08.46.09 201a Page 1 10:ECa84d0 FaL 2b8bRaOyP0y3CZ"YPZ2Gb ml57PhsSHZkC 2oFtpy?6dg?dfp?ljzxUDS 140 6.4-0 12.8.0 13-8.0 1 O0 6.441 6.4-0 1.0.0 Scale: 1/2*a T 06 = 3.6 11 16 13 14 13 12 3.6 II LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip OOL 1.25 TCOL 7.0 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress Incr YES SCOL 10.0 Code FSC2014/TP12007 LUMBER - TOP CHORD 2x4 SP No.2 SOT CHORD 2x4 SP No.2 OTHERS 2x4 SP No.3 SLIDER Left 2x4 SP No.3 1-7-1. Right 2x4 SP No.3 1-7-1 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TC 0.09 Vert(LL) -0.00 10 n/r 120 MT20 244/190 BC 0.04 Ven(TL) -0.00 10 n/r 120 WB 0.07 Horz(TL) 0.00 10 n/a We Matrix) Weight 61 lb FT - 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6.0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 104)-0 oc bracing. REACTIONS. All bearings 12-8-0. lb) - Max Horz 2=-42(LC 13) Max Uplift All uplift 100 Ill or less at joints) 2. 10, 15. 16, 13, 12 Max Grav All reactions 250 Ill or less at joints) 2, 10, 14, 15, 16, 13, 12 FORCES. (Ill) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (11) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10: Vutt=140mph (3-3econd gust) Vasd=108mph; TCDL=4.2ps1: SCOL-3.Opsf; h-15ft; Cat. If: Exp C; Encl.. GCpi=0.18; MWFRS (envelope) and C-C Comer(3) -1-0-0 to 2-0-0, Exterior(2) 2-0.0 to IS-", Comer(3) 6-" to 9-4.0 zone:C-C for members and forces 6 MWFRS for reactions shown; Lumber DOL-1.60 plate grip DOL=1.60 3) Truss designed for wind loads In the plane of the thus only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) All plates are 20 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 20.0psf 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. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 10. 15, 16, 13, 12. 10) "Semi -rigid pilchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 11) "This manufactured product is designed as an Individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." QWARNINO • Verify design parameters end READ NOrES ON THIS AND INCLUDED A6rEN REFERENCE PAGE A1147473 W. I&VA4015 BEFORE USE. Design valid lot use only with MTek® connector*. This design Is based any upon parameters shown, and is fa an Individual budding component. not a truss system. Before use, the budding designer must verify the SppkcabWty of design parameter* and property Incorporate this design Into In$ overall budding design. Bracing Indicated Is to prevent buckling of IndMdusl truss web and/or ctard members only. Additional temporary and permanent bracing MiTek' Is always required for Stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, arection and bracing of trusses and truss systems, tea ANSVTPH Quality Criteria, 08849 and SCSI Building Component 6904 Par" East BHd. Safety Information available tram Truss Plata tnsthuts, 218 N. Lee Street, Su" 312. Alexandria. VA 22314. Tamps, FL 36610 Job Truss Truss Type Oty Ply T12e952e71W150050CMONOPITCHSUPPORTED31 Job Reference (optional! Builders FbstSoume. Tamps. Pam City. Florida 33566 7-0 a Aug 18 2017 MRek In ties. Inc. Mon Jan 06 00,40:10 2018 Page 1 ID ECa84dD_FSL 2babRa0yPOysCZg-GlzxfcccX20 OgRegGFRXFKMgOGAl2?8rJZYgAzxUOR oaoa ,2 3.8.0 oa0 t2 3.7.4 5 2x4 = LOADING (psQ SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip OOL 1.25 TC 0.34 TCDL 7.0 LumbefOOL 1.25 SC 0.17 SCLL 0.0 ' Rep Stress Incr YES WS 0.26 BCDL 10.0 Code FBC2014/TPI2007 Matrix) 3x4 = 7 F I OEFL, in (loc) Well Ud PLATES GRIP Vert(LL) -0.01 4-5 >999 240 MT20 2441190 Vert(TL) -0.01 4-5 >999 180 Horz(TL) -0.01 7 n/a n/a LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD SOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 'Except- BOT CHORD 2-5: 2x4 SP No.2 REACTIONS. (lb/size) 5-164/0-M.7-98/0-3-8 Max Horz 5=56(LC 12) Max Uplift 5-38(LC 12). 7=48(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-5=125/276 SCale - 1:14.5 Weight. 17 lb FT = 20% Structural wood sheathing directly applied or 3-8-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (10) 1) Wind: ASCE 7-10: Vult-140mph (3-second gust) Vasd-108mph; TCDL=4.2psf, BCOL=3.Opsf; h-1511; Cat. 11; Exp C; End., GCpi-0.18; MWFRS (envelope) and C-C Comer(3) -0-6-0 to 2-6-0, Exterior(2) 2-6-0 to 3-2-12 zone;C-C for members and forces & MWFRS for reactions shown; Lumber OOL-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 ANSI/TPI 1. 3) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 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 bads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 5, 7 considers parallel to grain value using ANS11TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5, 7. 9) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." 0 WARNING • Verify design Perametrs end READ NOTES ON rHIS AND INCLUDED MI rEK REFERENCE PAGE A11111402 rev. I"V2015 BEFORE USE. Design valid for use only with MReklb Connectors. This design is based only upon parameters shown, aria is for an individual building Component, not a truss System. Before use. the building designer must vartly, the applxabllity of design parameters and property Incorporate this design Into the overall building design, Bradng Indkoted is to prevent buCkhng Of IndMdual truss web Andlof chord members only. Additional temporary and permanent bracing M iTek' Is Always required lot slow" and to prevent rxaap is with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery. eredion and braaing of trusses and Coss systems, aft ANSVTPII Quality Criteria, OS649 and SCSI Building Component 6904 Parka East Blvd. Safety Information available from Truss Plate Inatbute, 216 N. Lae Street, Sub* 312. Alexandria, VA 22314. Tamps, FL 36610 Job Truss Truss Type Oly Ply wpoow co Diagonal Hip Giroer 3 I Job Reference tootionall n2ea52ee 1. • •-••-- ----- i.—. a raiv io au i r -i as .......a. mc. MOO Jan uo uo.4o, lu 2ula wage 1 IO ECa84d0_faL_2b8bRe0yPOysC2g-GI7xFcccX2D_OgRegGfRXFKJHOAar108rJZYgAzxUOR 1.5-0 4.11.0 9-10-1 1.5 0 4.11.0 4-11-0 2x4 30 = 1.218 1 4-11-0 4,11.0 1 a1a1 4.11.0 Plate Offsets fX.YI— 12:0-6.8.0.3-11 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip OOL 1.25 TC 0.57 Veft(LL) -0.05 6-7 >999 240 MT20 244/190 TCOL 7.0 Lumber OOL 1.25 SC 0.53 Ven(TL) -0.14 6-7 >807 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.32 Horz(TL) -0.04 4 n/a n/a SCOL 10.0 Code FSC2014rTP12007 Matrix) Weight: 42 lb FT - 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc punins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 'Except' BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. 2-8. 2x4 SP No.2 REACTIONS. (lb/size) 4-148/Mechanical, 5=291/Mechanical, 8=448/0-4-9 Max Horz 8-133(LC 4) Max Uplift4=91(LC 4), 5-98(LC 8), 8=-227(LC 4) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2.9=633/217, 9.10=626/218, 3-10=580/217, 2-8=380/224 BOT CHORD 8-12=-288/573. 12-13=-288/573, 7-13=288/573. 7-14=288/573, 6-14=-288/573 WEBS 3-6=-6201311, 3-7-0/256 NOTES- (10) 1) Wind: ASCE 7-10: Vuh=140mph (3-second gust) Vesd=108mph, TCOL=4.2psf, BCDL-3.Opsf, h-15ff; Cat. II; Exp C; Encl., GCpi-0.18; MWFRS (envelope); 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) Bearing at joints) 8 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(S) 4, 5 except (jt=lb) 8=227. 7) "Semi -rigid pilchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) Hanger(s) or other connection device($) shall be provided sufficient to support concentrated load(s) 59 lb down and 85 lb up at 1-4-15, 59 lb down and 85 lb up at 1.4-15, 30 lb down and 44 lb up at 4-2-1 S. 30 lb down and 44 lb up at 4-2-15, and 53 lb down and 85 lb up at 7-0-14, and 53 lb down and 85 lb up at 7-0-14 on top chord, and 3 lb down and 8 Ib up at 1-4-15. 3 lb down and 8 lb up at 1-4-1 S. 17 lb down and 8 lb up at 4-2-15, 17 lb down and 8 lb up at 4-2-15, and 36 lb down at 7-0-14, and 36 lb down at 7-0-14 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 10) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. • LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert. 1-2=-54, 2-4=-54, 5-8=20 Continued on Dade 2 WARNING • Vully design peram efers and READ NOTES ON THIS AND INCLUDED MIrEK REFERENCE PAGE Mll•7173 rw. 1NO3/201e BEFORE USE. Design valid for use only with Was* connectors. This design Is based only upon parameters shown, and Is for an individual building component, nor a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated Is to prevent budding of Individual truss web andror chord members only. Additional temporary and permanent bracing Is always (Squired for stability and to prevent co0apsa with possible personal Injury and property damage. For general guidance regarding the MiTek' fabrication, storage, delivery, erection and bracing of truss,$ and truss systems, see ANSVTP11 Quality Criteria, OS1349 and SCSI Building Component SafetyInformationavailablefromTrussPlateInstitute. 218 N. Lee Street. Suite 312, Atexandna, VA 22314. 6904 Parke East Blvd Tamps, FL 36610 Job Truss Truss Type ply Ply WP0060 CG Diagonal Hip Glider 3 1 T 12095200lJobReferencefout4onall Y• ,"•"•p ,., ^'. +^^. r.oeV e/Wg io2Vtr Mliexinausmos,uc. monian Va Va:46:lb2gia Paget 10 ECa84d0 FaL_2b8bRaOyP0ysCZ9-GlufcccX20_OgRegGPRXFKJHDAar108rJZYqAzxUDR LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 9=43(F-22, 8=22) 11--79(F--39, B439) 13--4(FL2, 8=2) 14=-52(F--26, S=-26) Q WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED durEx REFERENCE PACE 11104Q2 rev. 10A/7J2015 BEFORE USE. Design valid for use only with MRertm connectors. This design Is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the buildup designer must welly the applicability of design parameters and properly Incorporate this design into the overall DVdilft design. Bracing Indicated is to prevent buckling of Individual truss web andror Nerd members only. AddNonal temporary and permanent bracing Is MiTek• always required for slabWry, and to prevent collapse with possible Personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery. erection and bracing of trusses and truss systems, sea ANSVTPI1 Quality Criteria, OSS42 and SCSI Building ComponentSafetyInformationavailablefromTrussPlateInstitute. 218 N. lee Street. Suns 312, Alexsndds, VA 22314. 6904 Parke East Bled. Tamps. FL 36610 Job Truss Truss Type pry Ply T12895289LlvuPOeaoitJeck•Open s t Reference ioot4onall Fs are rastaource. Tamps. rum Cory. Fronds 335be 7.640 s Aug 19 2017 MRak Industries. Inc. Mon Jan 0a 08'46:11 2018 Page t 10 ECa84d0_Fel 2b8bRe0yPOysCZ94xXJTydFIMLre Or0_mg3TteoddYaYCI4215Mczx000 V1-0.0 11.0.0 2x4 = Scale a 1.8.8 LOADING ( psi) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.26 TC 0.14 Ven(LL) 0.00 5 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 8C 0.03 Ven(TL) 0.00 5 >999 180 BCLL 0.0 ' Rep Stress Incr YES WS 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 5 to FT - 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purlins, except BOT CHORD 2x4 SP No.3 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. ( lb/size) 3=-9/Mechanical, 4=2/Mechanical, 5=135/0-3-8 Max Horz 5=31(LC 8) Max Uplift 3-9(LC 1), 4=2(LC 1), 5=-62(LC 8) Max Grav 3.7(LC 8), 4=13(LC 3), 5=135(LC 1) FORCES. ( lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- ( 8) 1) Wind: ASCE 7.10: Vint=140Mph (3-second gust) Vesd=108mph; TCDL-4.2psf; BCDL=3.Opsf, h=15f1; Cat. II; Exp C; Encl.. GCpi=0.18; MWFRS ( envelope) and C-C Exterior(2) zone;C-C for members and forces 6 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL-1.60 2) This truss has been designed for a 10.0 pat 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) Bearing at joint(s) 5 considers parallel to grain value using ANSUTPI 1 angle to grain formula. Building designer should verity capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 4, S. 7) " Semkigid pilchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) " This manufactured product Is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING • Verity design panmet4n and READ NOTES ON THIS AND INCLUDED AIfTEK REFERENCE PACE Md•7413 ray. 1010312015 BEFORE USE. Design valid for use only with MRekm connectors. This design Is based only upon parameters shown, and Is for an Individual building component, nor a truss system. Before use, the building designer must verity the applicability Of design parameters and property Incorporate this design into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members ohy. Additional temporary and permanent bracmi; M iTe k' ItalwaysrequiredrorstabilityandtopreventcollapsewithpossiblepersonalInjuryandpropertydamage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of Inustee and truss Systems, see ANSVrP1I Quality Criteria, OSS49 and SCSI Building Component SatetyInformationavailablehornTruttPlataInstitute, 216 N. Les Street, Suite 312. Alexandria, VA 22314 6004 Parke East Blvd. Tampa, FL 36610 Job Truss Truss Type Qty Ply wpooso J3 Jack -Open 8 1lJob Reference fooficinan T12095290 oulWaia raaiavmme. Tampa, Rant Cq 7 640 s Aug 16 2017 MRak Industries, Inc. Mon Jan 00 08.46.11 2010 Page 1 ID:ECa84d0 FaL_2b8bRaQyPDysC2g-IxXJTydFIMLre_OrO mg3Tta4deesYC14zl5MCzxUDO 1-o d 3-0-01- .0 3.0.0 Scale - 1 13.1 5 20 = 1 3-0-0 3.0.0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udell L/d PLATES GRIP TCLL 20.0 Plate Grip OOL 1.25 TC 0.18 Ven(LL) -000 4-5 >999 240 MT20 244/190 TCOL 7.0 Lumber OOL 1.25 BC 0.09 Ven(TL) -0.01 4-5 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 rile n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 11 lb FT - 20% LUMBER. BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. ( lb/size) 3.63/Mechanical, 4=28/Mechanical, 5=178/0.3-8 Max Horz 5=58(LC 12) Max Uplift3=-46(1_C 12), 5--55(LC 8) Max Grav 3.63(LC 1). 4=51(LC 3). 5-178(LC 1) FORCES. ( lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. NOTES- ( 8) 1) Wind: ASCE 7-10; Vu111=140inph (3-second gust) Vasd-108mph; TCDL=4.2ps1, BCDL-3.Opsf; h=15ft, Cat. II, Exp C; Encl., GCpi=0.18; MWFRS ( envelope) and C-C Exterior(2) -1-0-0 to 2-0-0, Interlor(1) 2-0-0 to 2-11-4 zone,C-C for members and forces 6 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 bads. 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) Bearing at Joint(s) 5 considers parallel to grain value using ANS1frPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at Joint(s) 3, 5. 7) " Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) " This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." Q WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED WrEN REFERENCE PACE AVI4473 rev. 1010312013 BEFORE USE. Design valid for use only with MfTekm Connectors. This design Is based only upon parameters shown, and Is lot on Individual building component, not a truss system. Before use, tee building designer must verify the applicability of design paramatere and property Incorporate this design Into the overall building design Bracing Indicated Is to prevent buckling of Individual truss web andior chord members only. Additional temporary and permanent bracing IsMiTek' alwaysrequiredforstabilityandtopreventco0apsowithpossiblepersonalInjuryandproperlydamage. for general guidance regarding the fabrication, storage, delivery, wactldn and bracing of trusses and truss systems, see ANSVTPII Quality Criteria. OSS49 and SCSI Building Component SafetyInformationavailablefromTrussPlateInstitute, 218 N. Lae Street, Suite 312. Alexandria. VA 22314. 6904 Parke East Bald. Tamps, FL 36610 Job Truss Truss Type Oty Ply T1209529I WPoo60 J5 Jack -Open 0 1 lJob Reference footionall Builders FlrsiSource, Tampa, Plant City, Florida 33566 7.640 6 Aug 16 2017 MTek Industries, Inc. Mon Jan 00 00,46.12 2010 Page 1 ID:ECa84dD FaL 2b8bRaOyPDysC2.g-075igldt3gTiG8blyhHvcgOhdlvhJ?SRJd2tv2zkUDP 1-0.0 5.0.0 1.0-0 5.0.0 Scale - 1 17.2 i 5.0-0 S 0 i Plate Offsets (X.Y)- (2:0-4-8.0.2-61 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ltd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.45 Vert(LL) 0.04 4-5 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 8C 0.29 Vert(TL) -0.07 4-5 >866 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.02 3 n/a n/a BCOL 10.0 Code FBC2014fTP12007 Matrix-M) Weight, 18 lb FT - 204A LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins, except BOT CHORD 20 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. REACTIONS. (lb/size) 3=116/Mechanical, 4-54/Mechanical, 5=247/0.3-8 Max Horz 5=90(LC 12) Max Uplift 3-78(LC 12), 5=-61(LC 8) Max Grav 3=116(LC 1), 4=89(LC 3), 5=247(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (8) 1) Wind: ASCE 7-10; Vuh-140mph (3-second gust) Vasd-108mph; TCDL-4.2psf; SCOL=3.Opsf; h=15ft; Cat. II; Exp C. Encl., GCpl=0.18; MWFRS (envelope) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 4-11-4 zone;C-C for members and forces 6 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 fa between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Bearing at joint(s) 5 considers parallel to grain value using ANSUTPI 1 angle to grain formula. Building designer should verity capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 5. 7) "Semi -rigid phchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PACE 01•7173 rev. f0/02/2010 BEFORE USE. Design valid for use only with MITek® connector$. This design Is based ony upon parameters shown, and Is for an individual building component, not a truss system. Before use, the budding designer must vent' the appllubility, of design parameters and property incorporate this design Into the overall budding design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing M iTe k' Isalwaysrequiredtarslebiiltyand10preventcollapsewithpossiblepersonalInjuryandpropertydamage. For general guidance raganting the fabrIcatfon, storage, delivery, erection and bracing of trusses and truss systems, sae ANSVTPIt Quality Criteria, 0SS49 and SCSI Building Component 6904 Parka East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suits 312. Maxandns, VA 22314. Tamps, FL 36610 Job Truss Truss Type Oty Ply T12695292 WP0060 J7 Jack -Open 22 1 Job Refere eu aers rosz sures, r amps, rum cay, rands aaaoe I.o4u s Aug tit zu1 / as r ea mousmes, mc. man jan ud ue.4aaz zut b rape i 10 ECa84dO FaL_2b8bRa0yPOysC2g-075igid13gTiG8blyhHvcgObklrmJTSRJd2fv2zxUOP Scale a 1,212 i 7-0-0 7.00 i Plate Offsets (X.Y)- 12:0.4-8.0.2.61 LOADING (psf) SPACING- 2-0-0 CS1. OEFL. in (loc) uden L/d PLATES GRIP TCLL 20.0 Plate Grip OOL 1.25 TC 0.82 Ven(LL) -0.10 4-5 >785 240 MT20 244/190 TCOL 7.0 Lumber DOL 1.25 BC 0.54 Ven(TL) -0.28 4-5 >288 180 BCLL 0.0 ' Rep Stress Incr YES WS 0.00 Horz(TL) 0.07 3 n/a n/a BCOL 10.0 Code FBC2014/TP12007 Matrix) Weight: 24 lb FT - 20% LUMBER- BRACING - TOP CHORO 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 20 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oe bracing. REACTIONS. (lb/size) 3-170/Mechanical, 4=76/Mechanical, 5=318/0-M Max Horz 5-121(LC 12) Max Uplift 3=-114(LC 12), 5=75(LC 12) Max Grav 3-170(LC 1), 4-129(LC 3), 5-318(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-5=259/263 NOTES- (8) 1) Wind: ASCE 7-10: Vult-140mph (3-second gust) Vasd=108mph; TCDL-4.2psf: BCDL-3.Opsf; h-15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) -1-" to 24)-0, Interior(1) 2.0-0 to 6-11-4 zone;C-C for members and forces 3 MWFRS for reactions shown; Lumber DOL-1.60 plate grip OOL-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 10 girder(s) for truss to truss connections. 5) Bearing at Joint(s) 5 considers parallel to grain value using ANSI(TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5 except Ot=lb) 3=114. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility Of the building designer per ANSI TPI 1 as referenced by the building code." 0 wARNINO • verify design perameters and READ NOTES ON TNIS AND INCLUDED MITEIC REFERENCE PAGE A111•7473 rav, tON3/20t S BEFORE USE. Design valid for use only with MfTakm connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the bullding designer must verify the applicabaty of design parameters and property Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling at Individual truss web anion chord members only. AOdltional temporary and permanent bracing MiTek' Is always required or stabildy and to prevent co0apsa with possible personal injury and property damage. For general guidance regarding the fabrication. storage, delivery, erection and bracing of wafts and trust systems, see ANSVTPII Quality Criteria, 05842 and SCSI Building Component 6e04 Parlor East Elva. Safety Information wadable from Truss Plate Instauts. 218 N. Lee Street, Suite M 2. Alexandria, VA 22314. Tamps, FL 36610 Job Truss Truss Type Qty Ply T12895291 WP0080 MG Monopitch Girder 1 n 1 Job Reference (optional) Builders FIrSI50urCe. Tampa. Plant City, Florida 335N 7.840 s Aug 16 2017 MTak Industries, Inc. Mon Jan 00 03.46:13 2010 Page 1 IO.ECa84d0 FaL 2b8bReQyPOysC2g hJf4udeVgzb2tIAOWOo89uypbQ8s2S1bYHnCRU2xUD0 7-0.0 7.0.0 Scale a 122.9 axe = 4xe II 3x12 MT20HS 11 Plate offsets (x.Y)- 11:0.5.3.Edoel.11:0.0.0.0.1-141. 13:Edoe.03.81 LOADING (psf) SPACING- 2-0-0 CSI. OEFL. in (loc) Ilden Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.62 Vert(LL) -0.09 1-3 >916 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.74 Vert(TL) -0.20 1.3 >400 180 MT20HS 187/143 SCLL 0.0 ' Rep Stress Incr NO WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code FSC2014fTP12007 Matrix) Weight: 69 lb FT - 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6.0-0 oc purlins, except BOT CHORD 2x6 SP No.2 and verticals. WEBS 20 SP No.3 BOT CHORD Rigid ceiling directly applied or 10.0.0 oc; bracing. WEDGE Left: 2x6 SP No.2 REACTIONS. (lb/size) 3=1044/Mechanical, 1-815/0-3-8 Max Hors 1-122(LC 8) Max Uplift3-358(LC 8), 1=-218(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 260 (lb) or less except when shown NOTES- (12) 1) N/A 2) 2-ply truss to be connected together as follows: Top chords connected with IOd (0.131"x3") nails as follows: 20 - 1 row at 0-9-0 oc. Bottom chords connected with IOd (0.131"xW) nails as follows: 2x6 - 2 rows staggered at 0-6-0 oc. 3) All loads are considered equally applied to all plies, except if noted as front (F) or back (8) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (13). unless otherwise indicated. 4) Wind: ASCE 7-10: Vuh-140mph (3-second gust) Vesd=108mph: TCDL=4.2psf; BCDL=3.Opsf; h=15ft; Cat. II; Exp C; Encl.. GCpi=0.18; MWFRS (envelope): Lumber DOL-1.60 plate grip DOL-1.60 5) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2.0-0 wide will fit between the bottom chord and any other members. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint($) except (j1=lb) 3.358, 1-218. 10) "Semi -rigid pftehbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 454 lb down and 146 lb up at 2.0.12. and 454 lb down and 150 lb up at 4-0-12, and 456 lb down and 164 lb up at 6-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 12) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1.2=-54, 1.3--20 Continued on oaae 2 0 WARNING - Verify design parameters and READ NOTE$ ON THIS AND INCLUDED M11EK REFERENCE PAGE 1111II.1472 raw. I"J/201$ BEFORE USE. Design valid for use only with MlTekm connectors. This design Is based only upon parameters shown, and Is for an Individual building component, net a truss system. Before use, the building designer must verity the applicability of design parameters and property Incorporate this design vno the overall building design. Bracing Indicated Is to prevent bucNing of Individual truss web and/or chord members only. AddNonal lempdrary, and permanent bracing Welk' Is always required for stability and to prevent collapse with possible personal Injury and property damage For general guidance regarding me fabrication, storage, delivery, erection and bracing of trusses and truss systems, sae ANSIRPII Quality Criteria, OSS49 and SCSI Building Component 6904 Parke East Bald. Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandria, VA 22314. Tamps. FL 36610 Job Truss Truss Type Oty7-2 T12895293WP0060lJobMGMOrlOplithGirder1 R BWldeta FkatSource. Tampa. Piero City. Fonda 335N 7.610 s Aug 16 2017 MtTak Industries. Inc. Mon Jan 08 08.46.13 2018 Page 2 ID ECa84dD_FaL2b8bRaOyPDysC2p-hJf4udoVgzbZtIADWOoSguypbO8s2SibYHnCRUZXUDO LOAD CASE(S) Standard Concentrated Loads (Ib) Vert, 4=454(F) 5--454(F) 6=-456(F) O WARNING • Verily design Parameters and READ NOTES ON THIS AND INCLUDED MITE)(REFERENCE PAGE M/1-7473 rev. 10A13/2015 BEFORE USE. Design valid for use only with MiTakm connectors. This design Is based only upon parameters Shown, and Is for an Inolrtdual building component, not a truss system. Before use, the budding designer must verify the applicability of design parameters and property Incorporate this design into the overall building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is shvsys required lot Stability and to prevent collapse with possible personal Injury and properly damage. for general guidance regarding the fabrication, storage, delivery, erection and bracing of trussaS and trust systems, Sea ANSYTPII Quality Criteria, OSS42 and SCSI Building Component 6904 Parke East Blvd. safety Information available from Truss Plsta Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tamps, FL 36810 Symbols Numbering System General Safety Notes PLATE LOCATION AND ORIENTATION tl 1fCenter plate on joint unless x, y 4offsets are indicated. 64- 8 dimensions shown in ftan-sixteenths Drawings not to scale) Failure to Follow Could Cause Property Damage or Personal Injury Dimensions are in ft4n-sixteenths. Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system, e.g. and fully embed teeth. TOP CHORDS diagonal or x-bracing, is always required. See SCSI. 0- 14' cra c2. 3 2. Truss bracing must be designed by an engineer. For WEBS NC4 OT,O wide truss spacing, individual lateral braces themselves may require bracing, or aftemative Tor I 3. Never exceed the design loading shown and never aU stack materials on inadequately braced trusses. 0 a0 4. Provide copies of this truss design to the building c a r f For 4x2orientation, locate designer, erection supervisor, property owner and BOTTOM CHORDS plates 0- 'h6' from outside all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully. Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSIfrPI 1. connector plates. THE LEFT. 7. Design assumes susses will be suitably protected from Plate location details available in MiTek 20120 CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSUTPI 1. software or upon request NUMBERSILETTERS. 8. Unless otherwise noted, moisture content lumber shag not exceed 19'K at time of fabrication.. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted, this design is not applicable for ICC-ES Reports: use with fire retardant, preservative treated, or green lumber. The first dimension is the plate 10. Camber is a non-structural consideration and is the width measured perpendicular 4 x4ESR-1311, ESR-1352, ESR1988 responsibility of truss fabricator. General practice is to to slots. Second dimension is ER-3907, ESR-2362, ESR-1397, ESR-3282 camber for dead load deflection. the length parallel to slots. 11. Plate type, sae, orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12. Lumber used shall be of the species and size, and Indicated by symbol shown and/or by text in the bracing section of the Trusses are designed for wind loads in the plane of the truss unless otherwise shown. in all respects, equal to or better than that specified• 13. Top chords must be sheathed or purtins provided at output. Use T or I bracing spacing indicated on design. if indicated. Lumber design values are in accordance with ANSI/TPI 1 section 6. 3 These truss designs ref on lumber values g y14. Bottom less. if no c require lateral bracing al 10 r sparing, or less. if no ceiling is installed, unless otherwise noted. BEARING established by others. Indicates location where bearings Ono (supports) occur. Icons vary but 2012 MiTekO All Rights Reserved IS. Connections not shown are the responsibility of others. 16. Do not cut or after truss member or plate without prior approval of an engineer, reaction section indicates joint number where bearings occur. 17. Instal and load vertically unless indicated otherwise. Min size shown is for Crushing only. toenvironmental, IS. Useofgreenortreated lumber may pose unacceptable health or performance risks. Consuft with Industry Standards: N I project engineer before use. ANSI/TPI1: National Design Specification for Metal 19. Review all portions of this design (front, back, words Plate Connected Wood Truss Construction. and pictures) before use. Reviewing pictures alone DSB-89: Design Standard for Bracing. a is not sufficient. Building Component Safety Information, MiTek 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet: MII-7473 rev. 10/032015 g0020 FINAL BOUNDARY SURVEY @cry\ '* k1-2c054 WYNDHAM PRESERVE LOT 60 PB 81, PG 93) I I I 1 I LOT 59 North boundary of Lot SIR i NB9'43'D3"E 119. 18' PRINCIPAL STRUCTURE SETBACK (TYp.) O r--___------------------- ._ --- ----------------------- o I 0 in0. cox I W I- I m ii LOT 60 QQ 14 I AREA = ffi p 6 I< W 7,150 S.F. 0 g o< I cc06 o. UJ A/C PA O I 53.9' PAno t0.0 2 STORY RESIDENCE 0 4020 NIGHT HERON n DRIVE FFE= 27.80 OWt71 o o m O N L o + alv o c o-0 mZ'o v O e' 01"M 0 O 4D N' m j n PCP-* MOD' 25.00' a N 89'43'03" E N 1 25.3101O CONCI WALK I in I 00 CONCRETE u'i pRiVEWAY I I I ' I J. SIR I v i 6fj ----- -------------- ICCV 119IL46S89'431030W I LOT 61 I DEMENSION 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 = 7.5' Ter — roof equi mane LEGEND:ADUSSO-Aeeess/Drainage/Utilities/Sidewalk L8 -Licensed a revenu9ineBFP -survey Preventer Sight Distance Easement S - Survey PRM -Permanent Ref. Monument R - Reported PCP -Permanent Control Point 0 - Description FP&L -Florido Power & Light P - Plat FFE -Finish Floor Elevation D. Deed Book Water Meter O. R.-Official Records Book 04 -Water Valve P. B. -Plat Book V-Fire Hydrant Pg.- Page CPC® -Reclaimed Water Meter Elev. - Elevation RCD4-Reclaimed water Valve Cone. - Concrete Cable Box SP - Brick Paver m -Telephone Box SW - Sidewalk E3 -Electric Box FFE - Finished Floor Elevation 1f -Utility Pole Cl - Curb Inlet Guy Pole GTI - Grate Top Inlet Light Pole P. U.E.-Public Utility Easement E--Guy Anchor RCP - Reinforced Cone. Pipe OU--Overhead Utilities PVC - Polyvinyl Chloride o -Storm Sewer Manhole NCS - No Corner Set (Falls in Water) m -Sanitary Sewer Manhole SF - Square Feet ZVN* -Electric Handhole O. U.E. -Drainage/Utility Easement Coo -Clean Out FMGD- MAG NAIL & DISK M.VD4-Irrigation Control Valve P. K. -Parker Kolon Nail I' -Sign SIR - Set 1/2' Iron Rod L87768 WM-Gote Water Valve SPKD - Set P.K. & Disk L87768 IR-Gas Meter FIR -Found 1/2' Iron Rod L87768 Existing Grade FlP - found 1/2' Iron Pipe L87768 0 -Blow-off Valve FPKD- Found P.K. Nail & Disk L87768 -*---Drainage Flow Direction FCM - Found 4'x4' Concrete Proposed Design Grade Monument PRM L87778 As-Built/Existinq Gradflfl Note: Some items in above leaen may not be aoolicable) P. C.10rder 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 hereon are in feet and are referenced to the NATIONAL GEODETIC VERTICAL DATUM of 1929 (NGVD29). 4. This Survey is subject to matters 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 content of the signing party or parties. 6. This survey is Intended to be displayed at 1' a 20'. 7. All boundary line dimensions are field measured unless otherwise noted. SMCD 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 users sole risk. 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 60, according to the plat of " WYNDHAM PRESERVE" thereof as recorded in Plat Book 81, Page 93 of the Public Records, Seminole County, Florida Last Date oir krield Survey: 05 09 2018 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 & Mappers in Chapter SJ-17, Florida Administrative Licensed Business No. LB 7768 code, pursuant, to Sec 472.027. Florida Statutes. GeoPoint Surveying, Inc. eFJDA s D. Leviner 915 prawn: RCA Chocked:JDL P.C.: Data Fle:811 ,nEad-Rat PROFESSIONAL SURVEYOR & MAPPER NO. ........LS6.......... NOT VALID WITHOUT 1VE SIGNATURE AND THE ORIGINAL Date: 05/10/t8 Dwg:lfrbsonEost-1o160 Order No.: ^' RAISED SEAL OF A FLORIDA UCENSED SURVEYOR AND MAPPER SEC. 17 - TWN. 20 S. - RNG. 31 E. Feld Bk: 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 60 2406 UL Builder Name: Ashton Woods SU140 2cStreet: LtOa-e ^1 Permit Office: Seminole County Sq City, State, Zip: Sanford , FL, 32773 Permit Number #1 7 - 2 6 5 4 'QOOwner.VC -i + Jurisdiction: (oh'/sue o Design Location: FL, Sanford County:: Seminole (Florida Climate Zone 2) 9RPIEN\ 1. New construction or existing New (From Plans) 9. Wall Types(2724.2 sqft.) Insulation Area 2. Single family or multiple family Single-family a. Frame - Wood, Exterior R=13.0 1265.00 ft' b. Concrete Block - Int Insul, Exterior R=4.1 1088.10 W 3. Number of units, if multiple family 1 c. Frame - Wood, Adjacent R=13.0 371.00 ft' 4. Number of Bedrooms 4 d. WA R= ft' 10. Ceiling Types (1417.0 sgft.) Insulation Area 5. Is this a worst case? No a. Under Attic (Vented) R=30.0 1417.00 ft2 6. Conditioned floor area above grade (ft2) 2402 b. N/A R= ft' c. N/A R= ft' Conditioned floor area below grade (0:2) 0 11. Ducts R ft' 7. Windows(191.0 sgft.) Description Area a. Sup: Attic, Ret: Attic, AH: Floor 2 6 480.4 a. U-Factor: Dbl, U=0.34 150.00 ft' SHGC: SHGC=0.26 b. U-Factor. Obl, 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 kBtu/hr Efficiency d. U-Factor. WA 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 (1419.0 sgft.) Insulation Area EF: 0.950 a. Slab -On -Grade Edge Insulation R=0.0 1034.00 ft' b. Conservation features b. Floor over Garage R=19.0 385.00 ft' None c. WA R= ft' 15. Credits Pstat Glass/Floor Area: 0.080 Total Proposed Modified Loads: 69.55 PASSTotalBaselineLoads: 69.88 1 hereby certify that the plans and specifications covered by Review of the plans and 04E Srq?, this calculation are in compliance with the Florida Energy specifications covered by this y, Code. 6157"e rz-'dnvwith calculation indicates compliance the Florida Energy Code. hki •„ ': __ z°?° PREPARED BY: Before construction is completed DATE: this building will be inspected for compliance with Section 553.908 1 hereby certify that this building, as designed, is in compliance Florida Statutes. with the Florida Energy Code. 00 we OWNER/AG T:Q Qa'QQ BUILDING OFFICIAL: DATE:- 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 an envelope leakage test report in accordance with R402.4.1.2. Compliance with a proposed duct leakage On 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 an for whole house. 4/24/2017 5:16 PM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 1 of 4 cne?ne aenr_inie PROJECT Title: Lot 60 2406 UL Bedrooms: 4 Address Type: Lot Information Building Type: User Conditioned Area: 2402 Lot # 60 Owner. Total Stories: 2 Block/SubDivision: of Units: 1 Worst Case: No PlatBook: Builder Name: Ashton Woods Rotate Angle: 0 Street: 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: 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 ORLAN00_SANFOR 2 39 93 70 75 677 44 Medium BLOCKS Number Name Area Volume 1 Blockl 2402 22338.6 SPACES Number Name Area Volume Kitchen Occupants Bedrooms InfilID Finished Cooled Heated 1 Floor 1 1034 9616.2 Yes 5 0 1 Yes Yes Yes 2 Floor 2 1368 12722.4 No 0 4 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 1 116.7 It 0 1034 ft' 0 0 1 2 Floor over Garage Floor 2 ___- --- 385 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 1585 ft' 0 ft' Medium 0.5 N 0.5 No 0 26.6 ATTIC Type Ventilation Vent Ratio (1 in) Area RBS IRCC 1 Full attic Vented 300 1417 ft' N N 4/24/2017 5:16 PM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 2 of 4 mpu RAns_gn1A CEILING Ceiling Type Space R-Value Ins Type Area Framing Frac Truss Type 1 Under Attic (Vented) Floor 2 30 Blown 1417 ft' 0.1 Wood WALLS Adjacent Space Cavity Width Height Sheathing Framing Solar Below 1 N Exterior Frame - Wood Floor 2 13 40 3 8 1 325.4 ft2 0 0.25 0.6 0 2 N Exterior Concrete Block - Int Insul Floor 1 4.1 40 2 9 4 374.9 ft" 0 0 0.6 0 3 E Exterior Frame - Wood Floor 2 13 38 0 8 1 307.2 ft' 0 0.25 0.6 0 4 E Exterior Concrete Block - Int Insul Floor 1 4.1 18 0 9 4 168.0 ft' 0 0 0.6 0 5 S Exterior Frame - Wood Floor 2 13 40 3 8 1 325.4 ft' 0 0.25 0.6 0 6 S Exterior Concrete Block - Int Insul Floor 1 4.1 20 6 9 4 191.3 ft' 0 0 0.6 0 7 W Exterior Frame - Wood Floor 2 13 38 0 8 1 307.2 ft" 0 0.25 0.6 0 8 W Exterior Concrete Block - Int Insul Floor 1 4.1 37 11 9 4 353.9 ft' 0 0 0.6 0 9 E Garage Frame - Wood Floor 1 13 39 9 9 4 371.0 fV 0 0.25 0.01 0 DOORS Omt Door Type Space Storms U-Value Width Height Area Ft In Ft In 1 E Wood Floor 1 None .39 3 6 10 20.5 ft" 2 E Wood Floor 1 None .39 2 10 6 10 19.4 ft' WINDOWS Orientation shown is the entered, Proposed orientation. Wall Overhang Omt ID Frame Panes NFRC U-Factor SHGC Area Depth Separation Int Shade Screening 1 n 1 Vinyl Low-E Double Yes 0.34 0.26 15.0 ft' 1 ft 0 in 1 ft 0 in None None 2 e 3 Vinyl Low-E Double Yes 0.34 0.26 30.0 ft' 1 ft 0 in 1 ft 0 in None None 3 e 3 Vinyl Low-E Double Yes 0.34 0.26 15.0 ft2 1 ft 0 in 3 ft 0 in None None 4 e 4 Vinyl Low-E Double Yes 0.34 0.26 30.0 ft2 1 ft 0 in 14 It 0 in None None 5 w 7 Vinyl Low-E Double Yes 0.34 0.26 30.0 ft' 1 ft 0 in 1 ft 0 in None None 6 w 8 Vinyl Low-E Double Yes 0.34 0.26 30.0 ft' 1 ft 0 in 12 ft 0 in None None 7 W 8 Vinyl Low-E Double Yes 0.58 0.25 41.0 ft= 1 ft 0 in 12 ft 0 in None None GARAGE Floor Area Ceiling Area Exposed Wall Perimeter Avg. Wall Height Exposed Wall Insulation 1 385 ft' 384 fl' 64 It 9.3 ft 0 INFILTRATION Scope Method SLA CFM 50 ELA EgLA ACH ACH 50 1 Wholehouse Proposed ACH(50) .000414 2606.2 143.08 269.07 3718 7 4/24/2017 5:16 PM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 3 of 4 FORM R405-2014 HEATING SYSTEM System Type Subtype Efficiency Capacity Block Ducts 1 Electric Heat Pump Split HSPF:8.2 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 kBtu/hr 1080 cfm 0.75 1 sys#1 HOT WATER SYSTEM System Type SubType Location EF Cap Use SetPnt Conservation 1 Electric None Garage 0.95 50 gal 60.9 gal 120 deg None SOLAR HOT WATER SYSTEM FSEC Cart # Company Name Collector System Model # Collector Model # Area Storage Volume FEF None None 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 6 480.4 ft Attic 120.1 ft Prop. Leak Free Floor 2 cfm 72.1 cfm 0.03 0.50 1 1 TEMPERATURES Programable Thermostat: Y CoolingHJan (( Feb (( Mar HeatinJan [XI Feb [X Mar Venting Jan [[ ]] Feb [[X]] Mar Ceiling Fans: r [ Ma [X] Jun (X] Juf (X Au E) Apr [ May [)Jun [ ]Jul [ Aug X] [ [ ] Jun [ 1 Jul [ Aug XX]] Se SepSep jj lxl llOct Nov Oct No Novj Dec l l Dec Thermostat Schedule: HERS 2006 Reference Schedule Type 1 2 3 Hours 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 80 78 78 78 78 78 66 66 68 68 66 66 68 68 78 78 78 78 78 78 78 78 78 78 78 78 78 78 78 78 66 66 68 68 68 68 68 68 66 66 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 70 0 0 1 - Electric Heat Pump 1 - Central Unit 4/ 24/2017 5:16 PM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 4 of 4 FORM R405-2014 ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE INDEX* = 100 The lower the EnergyPerformance Index, the more efficient the home. Sanford, FL, 32773 1. New construction or existing 2. Single family or multiple family 3. Number of units, if multiple family 4. Number of Bedrooms 5. Is this a worst case? 6. Conditioned floor area (W) 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: New (From Plans) 9. Wall Types Insulation Area Single-family a. Frame - Wood, Exterior R=13.0 1265.00 ft2 b. Concrete Block - Int Insul, Exterior R=4.1 1088.10 ft2 1 c. Frame - Wood, Adjacent R=13.0 371.00 fV 4 d. N/A R= ft2 10. Ceiling Types Insulation Area No a. Under Attic (Vented) R=30.0 1417.00 fV 2402 b. N/A R= ft2 c. N/A R= ft2 Area 11. Ducts R ft2 150.00 ft2 a. Sup: Attic, Ret: Attic, AH: Floor 2 6 480.4 41.00 ft2 12. Cooling systems kStu/hr Efficiency ft2 a. Central Unit 36.0 SEER:14.00 ft2 1.000 ft. 0.258 8. Floor Types Insulation Area a. Slab -On -Grade Edge Insulation R=0.0 1034.00 ft2 b. Floor over Garage R=19.0 385.00 ft2 c. N/A R= ft2 13. Heating systems a. Electric Heat Pump 14. Hot water systems a. Electric b. Conservation features None 15. Credits I certify that this home has complied with the Florida Energy Efficiency Code for Building Construction through the above energy saving features which will be installed (or exceeded) in this home before final inspection. Otherwise, a new EPL Display Card will be completed based on installed Code compliant features. Builder Signature: a&44 e. nct Date: Address of New Home: 1 QCity/FL Zip: kBtu/ hr Efficiency 36. 0 HSPF:8.20 Cap: 50 gallons EF: 0.95 Pstat OOP tttEHE STgT O M. Note: This is not a Building Energy Rating. If your Index is below 70, your home may qualify for energy efficient mortgage ( EEM) incentives if you obtain a Florida EnergyGauge Rating. Contact the EnergyGauge Hotline at (321) 638- 1492 or see the EnergyGauge web site at energygauge.com for information and a list of certified Raters. For information about the Florida Building Code, Energy Conservation, contact the Florida Building Commission's support staff. Label required by Section R303.1.3 of the Florida Building Code, Energy Conservation, if not DEFAULT. 4/ 24/2017 5:16 PM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Compliant Software Page 1 of 1 FORM R405-2014 TABLE 402.4.1. AIR BARRIER AND INSULATION INSPECTION COMPONENT CRITERIA Project Name: Lot 60 2406 UL Builder Name: Ashton Woods Street: 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/door jambs and framing and skylights and framing shall be sealed. Rim joists Rim joists are insulated and include an air barrier. Floors (including above -garage Insulation shall be installed to maintain permanent contact with underside and cantilevered floors) of subfloor decking. The air barrier shall be installed at any exposed edge of insulation. Crawl space walls Where provided in lieu of floor insulation, insulation shall be permanently attached to the crawlspace walls. Exposed earth in unvented crawl spaces shall be covered with a Class I vapor retarder with overlapping joints taped. Shafts, penetrations Duct shafts, utility penetrations, and flue shaft openings to exterior or unconditioned space shall be sealed. Narrow cavities Batts in narrow cavities shall be cut to fit, or narrow cavities shall be filled by insulation that on installation readily conforms to the available cavity spaces Garage separation Air sealing shall be provided between the garage and conditioned spaces. Recessed lighting Recessed light fixtures installed in the building thermal envelope shall be air tight. IC rated, and sealed to the drywall. Plumbing and wiring Batt insulation shall be cut neatly to fit around wiring and plumbing in exterior walls, or insulation that on installation readily conforms to available space shall extend behind piping and wiring. Shower/tub on exterior wall Exterior walls adjacent to showers and tubs shall be insulated and the air barrier installed separating them from the showers and tubs. Electrical/phone box on The air barrier shall be installed behind electrical or communication boxes or air sealed boxes shall be installed. HVAC register boots HVAC register boots that penetrate building thermal envelope shall be sealed to the sub -floor or drywall. Fireplace An air barrier shall be installed on fireplace walls. Fireplaces shall have gasketed doors 4/24/2017 5:16 PM EnergyGauge® USA - FlaRes2014 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 60 2406 UL Builder Name: Ashton Woods Street: Permit Office: Seminole County City, State, Zip: Sanford, FL , 32773 Permit Number. Design Location: FL, Sanford Jurisdiction: Cond. Floor Area:: 2402 sq.ft. Cond. Volume: 22339 cu ft. Envelope Leakage Test Results Regression Data: C: n: R: Single or Multi Point Test Data I I HOUSE PRESSURE ( FLOW: Leakage Characteristics CFM(50): ELA: EgLA: ACH: ACH(50): SLA: R402.4.1.2 Testing. The building or dwelling unit shall be tested and verified as having an air leakage rate of not exceeding 5 air changes per hour in Climate Zones 1 and 2, 3 air changes per hour in Climate Zones 3 through 6. Testing shall be conducted with a blower door at a pressure of 0.2 inches w.g. (50 Pascals). Where required by the code official, testing shall be conducted by 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: S. 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. 1 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: Where required by the code official, testing shall be conducted by 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: ogHE Sr9r 4/24/2017 5:16 PM EnergyGauge® USA - FlaRes2014 - 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 60 2406 UL Builder Name: Ashton Woods Street: Permit Office: Seminole County City, State, Zip: Sanford. FL , 32773 Permit Number. Design Location: FL, Sanford Jurisdiction: Duct Test Time: Post Construction Duct Leakaale 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 byLeakage 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 an energy rater certified in accordance with Section 553.99, Florida Statutes. BUILDING OFFICIAL: DATE: O-ftiE STgl 6D WE: 4/24/2017 5:16 PM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Compliant S Page 1 of 1 Job: Ashton- Starlight Homes ft - wrightso• Project Summary Date: 10110/2016 Enure House BY: Energy Air, Inc Plan: 2406 S 5401 Energy Air, Ct. Orlando, FL 32810 Phone: 407-886-3729 Email GRenner@energyavcom Web: Amw.energyaw..com For: Lot 60 2406 UL, Ashton Woods Homes Sanford, FL 32773 Notes: Weather: Orlando Executive AP, FL, US Winter Design Conditions Summer Design Conditions Outside db 44 OF Outside db 93 OF Inside db 70 OF Inside db 75 OF Design TD 26 OF Design TD 18 OF Daily range L Relative humidity 50 % Moisture difference 44 gr/lb Heating Summary Structure 17444 Btuh Ducts 2617 Btuh Central vent (70 cfm) 1985 Btuh Humidification 0 Btuh Piping 0 Btuh Equipment load 22046 Btuh Infiltration Method Simplified Construction quality Semi -tight Fireplaces 0 Heatingg Cooling Area (ft2) 2447 2447 Volume (fts) 21064 21064 Air changes/hour 0.28 0.15 Equiv. AVF (cfm) 98 53 Heating Equipment Summary Make Carrier Trade Model CH14NB0360000A AHRI ref 0 Efficiency 8.2 HSPF Heating input Heating output 33800 Btuh @ 47°F Temperature rise 28 OF Actual air flow 1105 cfm Air flow factor 0.055 cfm/Btuh Static pressure 0.50 in H2O Space thermostat Backup: Input = 6 kW, Output = 19028 Btuh, 100 AFUE Sensible Cooling Equipment Load Sizing Structure 19519 Btuh Ducts 3145 Btuh Central vent (70 cfm) 1354 Btuh Blower 0 Btuh Use manufacturer's data y Rate/swing multiplier 1.00 Equipment sensible load 24018 Btuh Latent Cooling Equipment Load Sizing Structure 2559 Btuh Ducts 525 Btuh Central vent (70 cfm) ' 2079 Btuh Equipment latent load 5163 Btuh Equipment total load 29181 Btuh Req. total capacity at 0.75 SHR 2.7 ton Cooling Equipment Summary Make Carrier Trade Cond CH14NBO360000A Coil FB4CNP036L AHRI ref 0 Efficiency 11.7 EER, 14 SEER Sensible cooling 24750 Btuh Latent cooling 8250 Btuh Total cooling 33000 Btuh Actual air flow 1105 cfm Air flow factor 0.049 cfm/Btuh Static pressure 0.50 in H2O Load sensible heat ratio 0.82 Capacity balance point = 34 OF SoldRtalle values have been manually overridden Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. 2017-Apr-24 17:t wrightsoft' Right -Suite® PageUniversal201717.0.08 RSU17013 Page I1 iG\ ...ot Speeific\Wyndham Preserve\Lot 60 2406 UL.rup Cale = WS Front Door faces: E wrightsoft• Manual S Compliance Report Entire House Energy Air, Inc 5401 Energy Air, Ct, Orlando, FL 32810 Phone: 407-888-3729 Email: GRennerCenergyaircom Web: www.energyair.com For: Lot 60 2406 UL, Ashton Woods Homes Sanford, FL 32773 Design Conditions Job: Ashton- Starlight Homes Date: 10/10/2016 By: Plan: 2406 S Outdoor design DB: 92.6OF Sensible gain: 24018 Btuh Entering coil DB: 76.1 OF Outdoor design WB: 75.9OF Latent gain: 5163 Btuh Entering coil WB: 63.5°F Indoor design DB: 75.0°F Total gain: 29181 Btuh Indoor RH: 50% Estimated airflow: 1105 cfm Manufacturer's Performance Data atActual Design Conditions Equipment type: Split ASHP Manufacturer: Carrier Model: CH14NB0360000A+FB4CNP036L Actual airflow: 1105 cfm Sensible capacity: 23961 Btuh 100% of load Latent capacity: 6713 Btuh 130% of load Total capacity: 30674 Btuh 105% of load SHR: 78% Design Conditions Outdoor design DB: 44.2OF Heat loss: 22046 Btuh Entering coil DB: 68.3°F Indoor design DB: 70.0°F Manufacturer's Performance Data atActual Design Conditions Equipment type: Split ASHP Manufacturer: Carrier Model: CH14NB0360000A+FB4CNP036L Actual airflow: 1105 cfm Output capacity: 33000 Btuh 150% 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 cfm Output capacity: 5.6 kW 86% of load Temp. rise: 50 OF Meets are all requirements of ACCA Manual S. 2017-Apr-24 17:10:57 wrightSOft• Right -Suite® Universal 2017 17.0.08 RSU17013 Page 1 AUX ...ot Specific\Wyndham Preser%e\Lot 60 2406 UL.rup Calc = WU8 Front Door faces: E Job: Ashton- Stadight Homes wrightsoft• Duct System Summary Date: 10/1012016 Entire House By: Energy Air, Inc Plan: 2406 S 5401 Energy Air, Ct, Orlando, FL 32810 Phone: 407-886-3729 Email: GRenner®energyaircom Web: www.energyaircom For: Lot 60 2406 UL, Ashton Woods Homes Sanford, FL 32773 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 0.116 in/100ft 0.116 in/100ft Actual air flow 1105 cfm 1105 cfm Total effective length (TEL) 241 ft Name Design Btuh) Htg cfm) Clg cfm) Design FIR Diam in) H x W in) Duct Matl Actual Ln (ft) Ftg.Egv Ln (ft) Trunk ba2 h 255 14 13 0.334 4.0 Ox 0 VIFx 8.7 75.0 bed.3 c 1238 46 60 0.190 5.0 Ox0 VIFx 22.3 125.0 st1 bed.4 c 1556 71 76 0.196 6.0 Ox0 VIFx 17.6 125.0 st1 bed2 C 1670 73 81 0.282 6.0 Ox 0 VIFx 24.1 75.0 cl.4-A h 232 13 10 0.200 4.0 Ox 0 VIFx 19.8 120.0 st1 fam-kitdin C 2942 129 143 0.155 7.0 OX 0 VIFX 35.3 145.0 st3 am -kit -din -A c 2942 129 143 0.157 7.0 Ox 0 VIFX 33.8 145.0 st3 tam-kit-din-8 c 2942 129 143 0.174 7.0 Ox 0 VIFx 26.3 135.0 st3 fle*A h 2081 115 70 0.116 7.0 Ox 0 VIFx 51.1 190.0 st4 flex-8 h 2081 115 70 0.119 7.0 Ox 0 VIFx 46.1 190.0 st4 lawn c 624 3 30 0.344 4.0 Ox 0 VIFx 6.3 75.0 loft c 995 47 49 0.318 5.0 Ox 0 VIFx 13.0 75.0 m be h 349 19 18 0.363 4.0 Ox 0 VIFx 7.1 70.0 m bed c 2778 88 135 0.340 6.0 Ox 0 VIFx 7.4 75.0 pdr-A h 1221 67 24 0.149 5.0 Ox 0 VIFx 48.3 140.0 st3 Wc-A h 840 46 38 0.312 4.0 Ox 0 VIFx 14.6 75.0 Trunk Htg Clg Design Veloc Diam H x W Duct Name Type cfm) cfm) FIR fpm) in) in) Material Trunk st1 Peak AVF 130 146 0.190 546 7.0 0 x 0 VinlFlx st4 Peak AVF 229 140 0.116 519 9.0 0 x 0 VinlFlx st3 st3 Peak AVF 684 595 0.116 639 14.0 0 x 0 VinlFlx st2 st2 Peak AVF 684 595 0.116 639 14.0 0 x 0 VinlFlx Bold/italic values have been manually overridden 2017-Apr-24 17:10:57 wrightsoft Right -Suite® Universal 2017 17.0.08 RSU17013 Page 1 ACCIN. ...ot SpecrficlWyndhem Preserve\Lot 60 2406 UL.rup Calc = MJ8 Front Door feces E Return Branch Detail Table Grill Htg clg TEL Design Veloc Diam H x W Stud/Joist Duct Name Size (in) cfm) cfm) ft) FIR fpm) in) in) Opening (in) Matl Trunk rbl Ox0 857 867 0 0 0 0 Ox 0 VIFx rsb7 Ox0 248 238 0 0 0 0 Ox 0 VIFx 2017-Apr-24 17:10.57 wrightSOW Right -Suite® Universal 2017 17.0.08 RSU17013 Page 2 ACCA .. of Specific\Wyndham Preserve\Lot 60 2406 UL.rup Calc = W8 Front Door feces: E 7VTW Job M Ashton- Starlight Homes Performed for. Lot 60 2406 UL Sanford, FL 32773 Level 1 Energy Air, Inc 5401 EnergyAir, Ct Orlando, FL 32810 Phone:407-886-3729 www.energyair.com GRenner@energyair.com E Scale: 1/8" = 1'0" Page 1 RightSuite® Universal 2017 17.0.08 RSU17013 2017 Apr-24 17:11.08 dham Preserve\Lot 60 2406 UL.rup Job M Ashton- Starlight Homes Performed for: Lot 60 2406 UL Sanford, FL 32773 level2 Energy Air, Inc 5401 Energy Air, Ct Orlando, FL 32810 Phone: 407-886-3729 wwuuenergyair.com GRenner@energyaircom Scale: 1/8" = 1'0" Page 2 RightSuite® Universal 2017 17.0.08 RSU17013 2017-Apr-24 17:11:08 dham Preserve\Lot 60 2406 UL.rup 1-1/2" VTR 7 VTR 1-1/2" VTR 1-1/2" VTR R A Jl A SH TUB 2" WM LAV WC WC 2 LAV k3l' LAV 3t' 3" a rm O AUTO VENT KS UP n C 2 3" A to mzZA PLAN 2406 ^ C/o PLUMBING RISER DIAGRAM n BUIXMING 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. 0 U O U POINT OF COMMENCEMENT NORTHWEST CORNER OF THE NORTHEAST 1/4 OF SECTION 17-20-31 CCR #55989 I WESTERLY LINE OF THE NORTHEAST 1/4 1 a. OF SEC 17-20-31 1 17 BASIS OF BEARING) 1 M u? r- 1 PALMER'S SUBDIVISION PLAT BOOK 2, PAGE 41) W o 1 rn 1 N ( POINT OF BEGINNINGNN89'40'51 "E 351.41' LEGAL DESCRIPTION WYNDHAM PRESERVE - LOT 60 c W PLOT PLAN Q. o 0 N 4Mb II w WYNDHAM PRESERVE LOT 60 0 Proposed) m Z° o V) 8P n-ZL64 ZONIN BATE t an o o N 0Ok to construct single family home with setbacks and impervious area shown on plan. ?Z. 8 41 l,,•, P, i 240(o Sols+,ce - V, CTL i I LOT 59 I I N89' 43'03"E 119. 18, t 0' o7, 5 01 53. 9'----------------- = 25.3i I 40.0 A W C i 00 F N PROPOSED t` N i s) b h 2 STORY RESIDENCE 25. 31 a. 2 z 4020NIGHTHERON4.0 O o_ I 10. 0 DRIVE PROOOSED O' c0i I LOT 60 c CONt WALK Vi cwi w tw7 a AREA = M 2406 SOLSTICE V w2 J W w z z w 0 7, 150 S.F. t 6 ELEVATION - U n N b c I e; a GARAGE -LEFT o PROPOSEDI o; p DRIVEWAY I I E„ Q O 1 I w 53. 9 FFE= 27.8 36. 0 A% C_PAD_ o J I a oQ w Z I -_-------------------------- 1 o 16I Iui----- 1 0' 119. 16' S89'431031W I a r f I Building Setbacks Setbacks: Per construction plans for WYNDHAM PRESERVE", City of Sanford, Seminole County, Florida. Front = 25' Rear = 20' Side = 7.5' DESCRIPTION: A parcel of land lying in Section 17, Township 20 South, Range 31 East, Seminole County, Florida, and being more particularly described as follows: COMMENCE at the Northwest corner of the Northeast 1/4 of said Section 17, run thence along the West line of the Northeast 1/4 of said Section 17, S.00°19'09"E., a distance of 1,531.14 feet; thence N.89°40'51"E., a distance of 351.41 feet to the POINT OF BEGINNING; thence N.00°18'02"W., a distance of 60.00 feet; thence N.89°43'03"E., a distance of 119.18 feet; thence S.00°16'57"E., a distance of 60.00 feet; thence S.89°43'03"W., a distance of 119. 16 feet; to to the POINT OF BEGINNING. Containing 12,342 Square feet, more or less. LB - Licensed 5'usiness I.EGEND:ADUSSD-Access/Drainage/Utilities/Sidewalk 8FP- ens Preventer Sight Distance Easement S - Survey PRM -Permanent Ref. Monument R - Reported PCP -Permanent Control Point D - Description FP&L -Florida Power & Ught P - Plat FFE -Finish Floor Elevation D. . - Deed Book Water Meter O. R.-Official Records Book M-Water Valve P. B.-Plat Book V-Fire Hydrant Pg. - Page RC® -Reclaimed Water Meter Elev. - Elevation RC04-Reclaimed Water Valve Conc. - Concrete M -Cable Box BP - Brick Paver m-Telephone Box SW - Sidewalk E -Electric Box FFE - Finished Floor Elevation 0-Utility Pole Cl -Curb Inlet Guy Pole GTI- Grote Top Inlet 0-Ught Pole P. U.E.-Public Utility Easement Guy Anchor RCP - Reinforced Conc. Pipe OU--Overhead Utilities PVC - Polyvinyl Chloride 0 -Storm Sewer Manhole NCS- No Comer Set (Falls in Water) 9 Janitary Sewer Manhole SF —Square Feet EHHo —Electric Handhole D. U.E. -Drains a Utility Easement COO -Clean Out FMGD - MAG NAI &DISK CVD4-Irrigation Control Valve P. K.-Parker Kolon Nall I -Sign SIR - Set 1/2' Iron Rod LB7768 WC 4-Gate Water Valve SPKD - Set P.K. & Disk LB7768 Gas Meter FIR - Found 1/2' Iron Rod L87768 lw-Existing Grade FlP-Found 1/2' Iron Pipe LB7768 0-Blow-off Valve FPKD- Found P.K. Nail & Disk L87768 ter -Drainage Flow Direction FCM - Found 4'x4' Concrete Proposed Design Grade Monument PRM L87778 As-Built/Existing) Gradq Note: Some items in above leaen may net t,r, nnn ;nhln vawr I uvn I Uate I Uwn. Ck•d I P.C. I Order No. ADDED A C PAD 5 26 17 1 MTP I JDL SURVEYOR' S NOTES: 1. Current title information on the subject property had not been furnished 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) Ames D. Leviner LS691 FLORIDAPROFESSIONALSURVEYOR & MAPPER NO. 5 NOT VALID WITHOUT THE SIGNATURE AND THE ORIGINAL m orU 0 Z0 0PCP I- r` nb Iz DEMENSION NOTE: Proposed building dimensions shown hereon are of the exterior. LOT AREA CALCULATIONS LOT = 7.150 SQ.FT. LIVING AREA= 1.034 SQ.FT. GARAGE = 385 SQ.FT. PORCH = 24 SQ.FT. DRIVEWAY = 469 SQ.FT. PATIO = 100 SQ.FT. WALKWAY = 42 SQ.FT. IMPERVIOUS- i9.9,- X 213. 80/ SOD = 5.096 SQ.FT. OFF LOT AREA CALCULATIONS R/ W = 1.500 SQ.FT. APRON 114 SQ.FT. SIDEWALK = 300 SQ.FT. SOD = 246 SQ.FT. TOTAL AREA A = 8.650 S . DRIVEWAY = 583 SQ.FT. SIDEWALK = 342 SQ.FT. SOD 5.342 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: PROPOSED LOT 60, according to the plat of "WYNDHAM PRESERVE", City of Sanford, Seminole County, Florida 555 Winderley Place, Suite 109 Maitland, FL 32751 Phone: ( 321) 270-0440 Fax: ( 813) 248-2266 Licensed Business No. LB 7768 GeoPoinn7t\ Surveying, Inc. Drown: JE Checked: JDL I P.C.: Data File:BrimnEad-Plat Date: 04/19/17 Dwg:Be—nEw-Lct6o Order No.: r. SEC. 17 - TWN. 20 S. - RNG. 31 E. I Field Bk: e-- RECORD COPY Typical 150 -Amp; Electrical Diagram 150 Amp• Mai6 120V / 240V Typical mq R 150 Amp ENjInterior Panel # 1 7- 2 6 5 4 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 Ground Clamp I Concrete Encased Electrode RECORD COPY PALMER ELECTRIC Ashton Woods Homes Seminole 2406 Starlight LOAD CALCULATION May 26, 2017 1. HVAC LOADS (NEC 2011- 220.82(C1(31- (411 ZONE COMPRESSOR SIZE 1 4.00 TON 2 TON 3 TON CONNECTED LOAD 7.20 KVA 4 TON BU 5 TON Is, 2 ZONE AIR HANDLER BLOWER MOTOR CONNECTED LOAD ti/, O17.00 KVA 0.67 7.67 KVA M R 2 KVA 9? 3 KVA 4 KVA t 75KVA 6 5 4 TOTAL CONNECTED LOAD FOR HVAC SYSTEMS 14.87 KVA TOTAL LOAD FOR COMPRESOR @ 100% 7.20 KVA TOTAL LOAD FOR AIR HANDLER @ 65% 4.99 KVA TOTAL HVAC DEMAND LOAD 1219 KVA 11. GENERAL LOADS MEC 2011- 220.82(81(11- (411 LIGHTING 2401 Sq Ft @ 3VA/Sq. Ft 7.20 KVA QTY VALUE TOTAL KVA 2 SMALL APPLIANCE CIRCUITS 1.50 3.00 KVA I LAUNDRY CIRCUIT 1.50 1.50 KVA DRYER CIRCUIT 5.00 5.00 KVA 0 STACK WASHER/DRYER 5.00 1 WATER HEATER (1) 4.50 4.50 KVA 0 WATER HEATER (2) 4.50 1 DISHWASHER 1.20 1.20 KVA DISPOSAL(1) 0.80 0.80 KVA 0 DISPOSAL(2) 0.80 0 RANGE/OVEN (1) 7.20 1 RANGE/OVEN (2) 12.00 12.00 KVA COOKTOP CIRCUIT 7.20 SUMMER KITCHEN/JENAIR GAS 1.50 l MICROWAVE CIRCUIT 2.50 2.50 KVA 0 JACUZZI TUB CIRCUIT 4.80 0 40 AMP CAR CHARGER 9.60 30AMP POOL CIRCUIT 720 60AW POOL CIRCUIT 1440 0 80AMP POOL CIRCUIT 19.20 CONNECTED LOAD (GENERAL LOADS) 37.70 KVA IST 10 KVA (GENERAL LOADS) @ 100% 10.00 KVA REMAINDER (GENERAL LOADS) @ 40% 11.08 KVA SUB -TOTAL (GENERAL LOADSI INEC 2011- 220.82(Bl) 21.08 KVA HVAC LOADS 12.19 KVA GENERAL LOADS 21.08 KVA TOTAL DEMAND LOAD (NEC 2011 - 220.82(All 33.27 KVA MINIMUM SERVICE SIZE 138.61 AMPS RECOMMENDED SERVICE SIZE 150 AMPS RECORD COPY OSANFORDa 1 Boise Cascade Engineered Wood Products WAST ER NI MM &NUM CIFI HUNIIER for Products manufacturedI inTVlexandria [Leval, Louisiana ESG 07/21/2014 R 08/04/2015 It's the SIMPLE FRAMING SYSTEMO, 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. 0 Ceilings Framed with BCIO 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. 10 VERSA-LAMO 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. 21 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. Product Profiles, BCI° Architectural Specifications ......... 3 VERSA -LAM* Products, Specifications, Allowable Holes..... 26 About floor Performance, BCI° Residential Floor Span Tables, VERSA -LAM° Details, Multiple Member Connectors ........ 27 One Hour FloorlCeiling Assembly ........................ 4 VERSA -LAM* Floor Load Tables f00%Load Duration 28 BOO Floor Framing Details .......................... 5-6 o ' BCI° Joist Hole Location 8 Sizing, Large Rectangular Holes... 7 VERSA -LAM Snow Roof Load Tables (115% Load Ouration) ..... 29 BCI° Cantilever Details, Web Stiffener Requirements ..... 8-9 VERSA -LAM° Non -Snow Roof Load Tables (125% Load Duration). 30 r; ! BCI° Floor Load Tables ........................... V 10 - 12 VERSA -LAM' Closest Allowable Nail Spacing ............. 31 VERSA -LAM° Design Values 31iBCI° Roof Framing Details i BCI° Roof Span Tables ............. ............. BC/0 Roof Load Tables ........................... 13 - 14 15 - 18 19 - 23 VERSA -LAM° 1.8 2750 Columns, VERSA -STUD° 1.7 2650 .. 32 Computer Software: BC FRAMER°, BC CALC° 33 l BCI° Design Properties, BCl°Allowable Nail Spacing ....... 24 Framing Connectors: Simpson, USP ................ 34 - 35 Boise Cascade Rimboard Products/Properties ............ 25 Lifetime Guarantee ........................... Back Cover Boise Cascada E VP • Easwii SpecuOe• Guide - 03/04/2015 Easte_r_n_P_r_od_uct_P_r_of_iles BCI AllstS VERSA -LAM® VERSA-LAMO VERSA -LAM* BCI* 4500s 1.8 BCI* 5000s 1.8 BCI* 6000s 1.8 BCI* 6500s 1.8 BCI* 60s 2.0 BCI* 90s 2.0 1.72650 1.82750 2.03100 1'/." T 1Y:'z T - 9'/t' I 9'/i' 91/2" 11%" / 11%:' ( 3/i' ; i t'/=, 14" 14" :; 3+/2 " v (: + 11Yi' r. b '' to 16" r!! 1 to 7W 't' 14" /.' 14" 16" 1?" t I ,,! Y 24. r-n Al I -- i 1 —I 1 —1 I— ar" t2" 25/te" 29/16" 0/te' 3Yi' 1Yi', 11% 3Y2 " 3Y2'to 5'/i' 1'W, I%". Some products may not be available in all markets. Contact your Boise Cascade EWP representative for availability. 3Y:", 5Y." BCI'' and VERSA -LAM" products shall be installed in dry -use applications only, per their respective ICC ESR evaluation reports Bc- I® J_o.ist_Ar_chitectur_al S.p_ecificati.ons 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. Go - se Cascade &AP • Eastern specifier Guide • 08/04/2015 Residential Floor Span--TablesF4, - - - - -- -- ---- - - - . 1. - _--- ______ ___ I --- 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 span tables listed below offer three very different floor's performance. The most common methods used to increase performance options, based on performance requirements of the homeowner. the performance and reduce vibration of wood floor systems is to Joist De th BCl' Joist Series THREE STAR * * * FOUR STAR * * * * CAUTION MINIMUM STIFFNESS CAUTIONALLOWEDBYCODE Live Load deflection limited to L/480: The common industry and design community standard for residential floor joists. 33% stiffer than 1_/360 code minimum. However, floor performance may still be an issue in certain applications, especially with 9'/2' and 11%: deep joists without a direct -attached ceiling. Live Load deflection limited to LI960r: 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 1_/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. IV- 19.2" o.c. o.c. 24" o.c. 32". o.c. 12" O.C. 16" O.C. 19.2' O.C. 24" 32" o.c. O.C. 12" o.c 16" o.c. 19.2" o.c. 24" O.C. 32" O.C. 4500s 1.8 16-11" 15'-6" 14•4• t 13'-7" IV-9" 11'-6" I ll'-6" 10'4" 10'4- 9'-7" 18'-9" 16•4• 15'4" IT-7" 11•_9- 5000s 1.8 1T-6" ; 16-0" 15-7' 14'-1" ; 17 5' ll'-6- It'&' la-T la -a' 7-11- 19-4" 17'-9" 16-4" 14'-7" 12'-5" 9 h" 6000s 1.8 18'-2" 16-0" I I6-T 14'-0" IS-4- 11'-0" 11'-0" la-0- la-0- 10'-0" 20'-2" 18'-5" 17'-5" 15-.T' l y-6. 6500s 1.8 18'-0" 1T-l" 1 16-1" 16-a' I IY-W 11'-&- W-6- la-0- la-T 1lY-0' 20'-W 18'-11" 17'-10" 16-7- 14'-3' 450051.8 20-0" 18'4" 17'-3" 15-5" 134" 15-6" 14'-3" 1T-T' 4 21'-10" 18-1" 7'-3" 1'-5" 13'4" 5000s 1.8 2tY-.T IV-.T 1T-11- 16-7" 13'-4- 1T-T 14'-9" I 13'-11" 17-11" ll'-T 23--0" 2a-4- 18--T 16-7" 1Y-C 6000s 1.8 21'-T' IT-W IVY r 17'-4" lv-10" Iv-.w is-4- 14'-5" IY-5" 12'-1" 2Y-10" 21'-10" 20'-0" 17'-11" 14'-10" Ilya" 6500s 1.8 22'-2- 1 20'-3- 19'-2- 1T-10' 14'-10" ie-w is-icr I 14'-11" 17-10- 17-7' 24'-W 27-5" 21--1- W-10- 14'-10" 60s 2.0 23'-7" 21'-W 2a-4- j 18'-11' W-4- 18'-0" I&-.T IS-T 14'-W IT-T 26'-1- 23'-10" 22'-6" 21'-0" 16-4" 90s 2.0 26'-7" 24'-W 27-I(r 21'-W I 19'-4" 19'-0" ie-i(r 1T-8" 16-W 14'-10" 29'-5" 26-117' 25'-r 2Y-6" 19'-" 4500s 1 8 22'-9" 2a-7" 18'-9" 16'-9" 13'-11" 17'-10" 16'-3 1T-4" 14•_3•, 13'-0" 23'-10" 20•_7" 18•_9•• 16•_9" IT-11" SOOOs 1.8 23'-7" 21'-7" 20-Y i 18-0" 13'-11' W-W 16'-1" 0" 15'-11' 14'-9" 13'-0" 25'-T 27-1" 2IV-4--2" 18" 13'-11" 6000s 1.8 24'-6" -, 22'-5" 21'-2" 1 19'-V 15'-5" 19'-2" 1T-w le-W 16-4- 1Y-11" 2T-1" 2Y-11" 21'-10' 19'-0' is-5- 14' 6500s 1.8 25'-2" 27-17 21--T 2a-2- 15'-5' 19'-8" 1T-11" 16'-11" 16-4- 14'-3- 2r-.T 25'-2" 22'-11' 217-0' IS-5" 60s 2.0 26'-9" 2,C-6- 2Y-T 121'-W 1 16-4- 20'-1I- 19'-0" 1T-11" 16-T' 15'-l" 29-7" 2T-0" 25'-6" 21'-10" 16'-0" 90s 2.0 30'-l" ; 27'-5" 26-10" ; 24'-T 1 19-9- 27-T 21'-4" 2a-a' 19-T 16-.T 3Y-3" 3(Y-4" 28'-T' 26-a- 19'-6" 4500s 1.8 25'-7' 22'4" I 20'-1" 17'-11" I 14'-l" 19'-W' 18'4" 17'-0" 15'-10" 14'-l" 25'-5" 22'-0" 20'-1" 17'-11" 14'4' 6000s 1 8 27'-0" i 24'-T 23'-4- 1 20'-iT 15`-T 21'-7' ITC IC-2" 15-11- 16-4- 29'-0" 25'-0" 2Y-4" 20'-10" 16-9" 16" 6500s i.8 2T-9" 26-W' 2Y-11" 21'-1" 16-9" 21'-.T 19'-9' vr-w 1T-4" ` iv-r 3a-e- 26-11" 24'-0' 21'-1' 15'-T 60s 2.0 29'-7- 2T-0' 26-T 21'-10' ; 16-4' 23'-Y 21--1- IT-10" 19-5" ( 16-4- 37-0' 29'-10' 2T-4' 2r-10" iv-4- 90s 2.0 3T-4" 3a-4- 28--7" 1 26-2" 1 IT-7- 26'-T 2T-7" 22'-2- 2a-6- 18'-7" 36'-10" 3T-7" 31'-E" 1 26'-2" 19-T 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 21/3j' 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/;' plyv ood/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 tile 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.) O- n.e! Hour- F-ir-e--Resistive--Assembly ---- ICC ESR 1336 2 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. FIRE ASSEMBLY COMPONENTS 1. Min. 21/32" 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. BCIO Joists at 24" o.c. or less. 3. Two layers Y:' 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 6dd carpet & pad to fire assembly: STC=54 IIC=68 or Add 3'/:" glass fiber insulation to fire assembly: STC=55 IIC=46 or 6W an additional layer of minimum Y:' sheathing STC=61 IIC=50 and 9'/:" glass fiber insulation to fire assembly: Um, n Cas:.fdr _!^9 - tdS73'u 5nr :dig• ' is A3 • U9 l a S I c Floor Framing NOTE The illustration below Is showing several suggested applications for the Boise Cascade EWP products. It is not Intended to show an actual house under construction. NO MIDSPAN BRIDGING IS REQUIRED FOR BCI* JOISTS FOR INSTALLATION STABILITY, Temporary strut lines (ix4 min.) 8' on center max. Fasten at each joist with 2-8d nails minimum. Dimension lumber is not suitable for use as a rim board in BCIs floor systems. } 4& BCI• rim joist. See page 6. BOISE CASCADE' Rii See pages 6 and 25. For load bearing cantilever details, see page BCI* blocking or 2x4 "squash" block on each side required when supporting a load -bearing wall above. BCI•' Joists, VERSA -LAMS and ALLJOISTO 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 building practices and standards. VERSA -LAM".. ALLJOISr, and BCI° Joists must be wrapped, covered, and stored off of the ground on stickers at all times prior to installation VERSA -LAM°. ALLJOI3r and BCI`Joists are intended only for applications SAFETY WARNING DO NOT ALLOW WORKERS ON BCI° JOISTS UNTIL ALL HANGERS, BCI® RIM JOISTS, RIM BOARDS, BCI'e 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 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 Y2 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 BCI* Joist spans, contact Boise Cascade EWP Engineering for proper storage and shoring information. When installing Boise Cascade EWP products with treated wood. use only connectors/fasteners that are approved for use with the corresponding wood treatment. VERSA -LAM* header or an BCI* header. 1.%" knockout holes at approximately 1.2" o.c. are pre -punched. FZ15 J' See page 7 for allowable hole sizes and location. VERSA -LAM• LVL beam. 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. PRODUCT HANDLING TO AND AT JOB SITES There are some differences between engineered wood products and traditional lumber products in terms of product handling: Avoid handling and storing BCI,9 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. Base: Cascade f_WP - Eastern Specifier Guide - 08104/2016 Floor_ Framing DetailsF, _ Additional floor framing details available with BC FRAMER® software END BEARING DETAILS 49 Bq" BCI• Joist rim joist blocking. Dimenslon lumber p b not sultabk for Nail Boise use as rimboard Cascade with BCI• Joists. Rmmboard to Bq• Joists with Dimension lumber is not Blocking may be required 8d nail into suitable for use as rim Perpendicular to wall, consult dal Use of act* rimeachMange. board with Bq• foists. of record and/or local twildin official joist re Wires 2x6 wall for minimum joist bearing 1 1 BOISE CASCADE* Top Flange or Face ® One 8d nail ® Rlmboard Mount Joist Manger /eringachside at A i/ bea Solid block Note: Bq•floa all posts joist must be I - ' from above designed to carry N-1%* minimum bearing to bearingot wall above when I I length (13/: required for below. not tracked over I.; and deeper joists) wag below. VERSA LAM• To limit splitting flange, start nails at least 144" 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. IN TERIVIEDIATE BEARING DETAILS BCI' Joist Slope Cut Reinforcement narwil haln,u rwernre< nrl"Inwl w1ln,uwMw 1 . For load bearing wall above stacked over wall below). Blocking may be required at intermediate bearings for floor diaphragm per IRC in high seismic areas, consult local building official Load bearing Double Squash Block Vertical Load I near/reaetlon value to wt end of BCI*- 1oisL 8CI• Joist shall not be used as a collar or rafter tension de. 2 x 6 nun. rafter. Rafter shall be supported by ridge beam or oNer upper bearing support 1111011t 6 12 f 16• Jo stspacloglinl Site 1 12 16 1 19.2 1 24 2x4 4461 3347 2789 2231 7.6 7013 1 51,59 11381 1506 1 wall above' into mat. stacked over 1. Squash blocks are to be In run contact _ BCI• f wall below) with upperfloor and lower wall plate. Heel tiepin BCI* Joist 2. Capacities shown are Iota double Depth blocking. squash blocks at each joisLSPFof iahl 2x Dloek. better. below) i 24• 2x blocking required at bearing (not shown for danty} Backer block Double BCI• Joist ul min, plywood/OSB rated sheathing as reinforcement minimum 12' Connection sheathing or Install reinforcement with lace grain horitonUl. Install on wide). Nall with rimboard both sides of the Ioist tight to bottom flange. Leave Joist 10-30d nags. Filler Block closure minimum VA 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. LOd box nails at 1 I blocking 6' o c. Alternate nailing from each side and clinch. required for b Fillet block. Nail with 10. 10d nails. Backs blade required where top flange han bad exceeds 250 tbs. Web - Filler it Nailing 1.2• on - center Connection valid for all applications. Contact Boise Cascade cwD cnan...rn• en. •radar• 11tinne cantilever. For bad bearing cantilever. see pages 8 and 9. Uplift on backspan shall be considered In all cantilever designs.2 End Wall Bearing Minimum Heel Depth Roof Pilch 9112 10/12 12/12 2 x 4 M41/6' 4% 4'/. 4oist x82Y.' 2 /: 2Y.' LATERAL SUPPORT BCI• Joists shall be laterally supported at the ends with hangers, rimboard, BCI• rim joist or blocking panels. BC110 blocking panels or rimboard are required at cantilever supports. Blocking may be required at intermediate hearings for floordiaphragm per IRC in high seismic areas, consult local building o clal. MINIMUM BEARING LENGTH FOR BCI* JOISTS Minimum end bearing: 1%* for all BCI•Joists. 3W 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. BCI04506s/ 5000s rim joist 2.30d 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. 8CI. 6500s/90s rim joist: Toe -nail top flange to rim Joist with 2.10d box nails one each side of flange. BCI• rim joist, rim board of BCI• blocking panel to support: Min. 8d nails@ 6" o.c. per IRC. Connection per design professional of record's specification for shear transfer. BCIO joist to support: 2- 8d nails, one on each side of the web, glaced 1% InchesminimumfromtheendoftheBCIJoisttolimit splitting. Sheathing toBCIGjoist: Prescriptive residential floor sheathing nailing requires 8d common nails Q 6' o.c. on edges and 0 12 o.c. in the field (IRC Table R602.3(1)). See closest allowable nail spacing limits on ge 24 for floor diaphragm nailing specified at closer spacing than IRC. Maximum bracinggspacingforfulllateral stabiliryry: 18' for BCI.45O0s & 5000s, 24" for larger BCP 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 ei" or rY4" Two %*wg od panels or pod 1.8 wood panels 5000s v4 or %" Two'Y: zod panels or 1.8 woodpanelsz600051.8 wood anal; h" wood panel 6500s 1rY: or two%' 2 x _ + %' or 1.8 wood anal; N4" wood panel 60s 2.0 1%' or two %' wood anels 22 x _ +'/a" or 54" wood anel 90s 2.0 2 x _ lumber Double 2 x -lumber Cut backer and filler blocks to a maximum depth equal to the web depth minus %" to avoid a forced fit. WEB STIFFENER REQUIREMENTS See Web Stiffener Requirements on page 9. PROTECT BCIt JOISTS FROM THE WEATHER BCI' Joists are intended only for applications that provide permanent protection from the weather. Bundles of product should be covered and stored off of the ground on stickers. BCI* RIM JOISTS AND BLOCKING Vertical a Capacity ply Depth in] Series No W.S.tu W.S.01 9%* 450051.8, 500051.8, 6000s 1.8 6500s 1.8 2300 N/A 11%, 4111.8, 5000s 1.8, 6000s 1.8 650051.8 2150 N/A 60s 2.0, 90s 2.0 2500 N/A 14" 4500s 1. 8, 5000s 1.8, 6000s 1.8 6500s 1.8 2000 N/A 60s 2.0, 90s 2.0 2400 N/A 16" 4500s 1. 8, 6000s 1.8, 1 6500s 1. 8 1900 2500 60s 2.0, 90s 2.0 2300 2700 1) NO web suffeners required. 2) Web stiffeners required at each end of blocking, values not applicable for rim joists. N/A: Not applicable Isoue Csu<la °% W - Fasteq. tirr.d e• ;diria - 01104Q015 Joist. Hole_Locatio-n_&-_Sizing__-_ S 7i'J .--.: ..-v. .se.L:'f.:i.T.l :r.-r ....., :..-:t_:^.=_-... ..-....i•, v-{=.—.--='-i--..._.. .r..F!..i<' .=>:t.. Z...n-:a}[>Fi-.4.......%f:..r.--f•.. ] BCI• Joists are manufactured with 1Y2" round perforated knockouts in the web at approximately 12" on center Minimum spacing' 2x greatest dimension D of largest hole (knockouts exempt) D 00 NOT see table below) (a" table below) cut or notch r Mange N r g 0 t0 El T. % No holes (except knockouts) allowed In bearing zones A L%* round hole may be 1—-I cut anywhere In the web. Do not cut holes Provide at least 3' of larger than 1%* clearance from other holes. round In cantilevers. Minimum distance from support, listed in table below, is required for all holes greater than 1'/2" Round Hole Diameter (inl 2 3 4 5 6 6Y2 7 8 8% 9 10 11 12 13 Rectangular Hole Side 3 5 6 7in] 8 1 1'-0" 1'-1" 1'.5" 2'-l" 12'-9" 3'-1" 3'-5" Any 12 1'-0" 1'-2" 2'-2" Y-2" 4'-2" 4'-8" 5'-2" 9IA" S((tl^ Joist 16 1'-0" 1'-7" 2'-11" 4'-3" 5'-7" 6'-3" 6'-11" Round Hole Diameter (inl 2 3 4 5 6 6Y2 7 8 8Y. 9 1 10 11 12 13 Rectangular Hole Side 2 3 4 5 7 8ii 1'-1" 1'-5" 1'-10" 2'-4" 2'-7" 2'-10" 3'-4" 3'-9" Any 12 11'4" 1'-4" 2'-l" 2'-10" 3'-7" 3'-11" 4'-3" 5'-0" 5--8-- 11 V41, Span 16 1'-0" 1'-10" 2'-10" 3'-9" 4' 9" 5'-3" 5'-9" 6'-9" 7._7" Joist 20 1'-1" 2'4" 3'-6" 4'-9" 5'-11" 6'-7" 7'-2" 8'-5" 9'-6" Round Hole Diameter (in]; 2 1 3 4 5 6 6'/2 1 7 8 8Y. 9 10 11 1 12 1 13 Rectangular Hole Side in j i 2 3 3 5 6 6 8 9 8 I 1'-0" 1'-1" 1'-2" 1'-3" 111--110"12'-6" 1'-8" 1'-10" 2'-1" 2'-6" 2'-10" 2'-11" 3'-4" Y-8" Any 12 1'-0" 1'-1" 1'-3" 2'-10" 3'-1" 3'-9" 4._3" 4'-4" 5'-0" 5'_7" ta" I Sran t6 1'-0" 1'-1" 1'-8" 2'-6" 3'-4" 3'-9" 4'-2" 5'-0" 5'-8" 5'-10" 6'-8" 7'-5" Joist 12--l" 20 I 1'-0" 1'-1" Y-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" 7'-6" 8%7" 8%9" 10'-0" 11'-2" Round Hole Diameter (in] HRectangu---lar ole- Side 2 3 4 I 5 6 6Y2 7 2 8 3 8% 9 i 10 5 65 11 8 12 i 13 9 10first- - - - ---+-- r1'-1" 1'-2" 1'-2" j--- - ------- 1'-3" 1'-3" i 1%3" 1'-7" t ------- 1'-11" 12'-0" I2'-5" 2•_9" 3•_2" 3•_7•• 12 1'-0" 1'-1" 11'-2" 1'-2" 1'-3" 1'-6" 11'-10" 2'-5" 2'-11" ' 3'-0" 3 -7" 4'-2" 4'-9" j 5'-4" Any- 16" Span 16 1'-0" 1'-1" 1'-2" 1'-2" 1'-8" 2'-l" 2'-6" Y-3" 3'-11" i 4'-0" 14'-10" 5'-7" 6'-4" i 7'-2" Joist( r- f- --•-----— r'—_ 20 1'-0" 1'-1" 11' -2" 1'-2" 2'-l" 2'-7" Y-1" 4'-1" 4'-11" VA" i6'-0" 7'-0" 8'-0" 13'-l" IVA1" 24 1'-0" 1'-1" 11'-2" 1'-4" 2'-6" 3'4" 4'-11" 5'-11" 6'-V' ; 7*-3" 8'-5" 9'-7" 110'-9" 00 art in web area asapsufiad 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 (able 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 IV." 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%2" 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 8C CALCO 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 8C CALC'software. Large Rectangular- Holes in BCI®- 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 Sea Mu Holt Sin on Q hot. Chart for lobt 0e0 N Joist span Minimum 2x diameter/ r width of largest hole f Simple span loot C.0' Min 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 SC CALC• sizing software. Bo:sr: Cascaae CV.P • faslarn Specifier Guide • 08/0412G1;i Maximum Hole Size Joist Simple Multiple Depth Span Span 9M." 6" x 14" 6" x 12" 11 VW 8" x 16" 8" x 13" 14" 9" x 18" 8" x 16" 10" x 17" 16" 11"" x 18' 10" x 14" 12x 16" Multiple Span Joist it halt Sao Max Hole SW on It hole lobt -+ I chart for Joist Depth I+ % Joist —I spanspanimam r—f 3b4M%7g,/" r-l 'WXX I I I. - Multiple span lost l2'V Min—} I }-Multiple Span loot 12'4' Min—. 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 BC9® Joists G C y N _ h C X Roof Total Load sf 5 45 SSr1_6 Joist Spa cin in 2 24 1 16 119.21 24 16 19.2 24 24 0 1 0 1 0 1 0 1 0 x 0 x I x 2s 0 0 0 0 0 x 0 x x m 0 e 28 0 0 x 0 x x x x x 30 0 0 x 0 x x x x x 32 0 0 X 0 X X X X X 34 0 0 x 0 x x x x x 3s o x x x x x x x x 38 o x x x x x x x x 40 o x x x x x x x x 42 0 X X X X X X I X x 0 c O 24 0 0 0 0 0 X 0 X I X 26 0 0 0 0 0 X 0 X' X 28 0 0 1 0 X x X X 11X 30 0 0 1 0 X X X X I X 22 0 0 X 0 X X X, X X 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 O,X',X XIX X X X1_ 0 0 0 24 0 0 0 0 0 0 0 X X 26 0 0 0 0 o x o x x 28 0 0 0 o o X X X X 30 0 0 0 0 0 X X X X 32 0 0 0 0 X X X X X 34 0 0 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 4o 0 o x x x x x I X l x 0 In 24 0 0 1 0 0 0 0 0 1 0 1 X 26 0 1 0 0 0 0 0 0 X X 28 0 0 0 0 0 0 0 X X 30 0 o 0 o 0 X o X X 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* XX 38 0 0 X 0 XX X 40 0 0 X 0 X 24 26 0 1 0 0 1 0 1 0 IWSI 0 1 0 X 0 0 0' 0 0 1wS1 0 10 X co c 28 0 0 0 0 0 X 1 0 WS X 30 0 0 0 0 0 X 0 WS X 32 0 0 WS 0 0 X 0 X X 0 34 0 0 WS 0 0 X 0 X X In 36 38 o 0 o 0 WS X 0 0. WS X X X o X X X X X 40 0 0 1 X 0 X X X X X 42 0 o x o x x x x x 24 o 0 0 0 o ws o 0 1 26 0 0 0 0 0 WS 0 0 1 28 0 0_ 0 0 0 WS 0 0 X 30 0 0 WS 0 0 1 0 0 X 0 0 32 0 0 WS 0 0 1 0 1 X 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 40 010 1 0 1 FT X XIX 24 0 0 1 0 1 0 1 0 0 0 0 11WS 26 0 0 0 0 0 0 0 0 1 1 0 28 0 0 0 0 0 WS 0 0 1 30 0 0 0 0 AS 0 0 X 0 32 0 0 0 0 L 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 a N _ a i0 ory Roof Total Load I sf 35 1 45 1 55 Joist S acin in 16 19.2 24 16 119.2 24 1 16 119.2127 m 24 0 0 1 0 1 0 0 1 0 1 0 1 0 1 26 0 o o o 0 o o o x 28 0 0 0 0 0 0 0 0 x 30 0 0 0 0 0 1 0 0 X c 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 0 0 0 o X 0 1 X 40 0 1 0 1 1 0 0 X 0 1 X X 0 m 24 0 1 0 1 0 0 1 0 0 0 0 1 26 0 0 0 0 1 0 0 0 0 1 28 0 0 0 0 1 0 WS 0 0 X 30 0 0 0 0 I o 1 o 0 X 32 0 0 0 0 0 1 0 1 34 0 0 0 0 0 X 0 1 36 0 0 WS 0 0 X 0 1 Ix3800100X01 40 0 0 1 0 1 X 1 X H c m 24 0 1 0 1 0 1 0 0 0 0 0 1 0 26 0 0 0 1 0 1 0 0 0 0 0 28 0 0 0 0 1 0 0 0 0 0 30 0 0 0 010 0 0 0 0 32 0 0 0 0 0 0 0 0 0 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 1140000000002 24 0 0 1 0 0 0 1 0 0 1 0 IWS 26 0 1 0 0 0 0 WS 0 1 0 IWS OR 28 0 0 1 0 0 0 WS 0; 0 1 1 30 0 0 0 0 0 WS 0 WS X_ 0 0 32 0 1 0 0 0 0 WS 0 WS X 34 0 0 WS 0 0 1 0 WS X 36 0 0 WS 0 0 x 0 WS X 38 0 0 WS 0 w5 X 0 X X_ 40 0 0 WS 0 WS X WS X X 42 0 0 WS 1 0 WS X WS 1 X t X 24 0 0 0 1 0 0 WS 0 0 WS c c °^ In 26 0 0 0 0 0 WS 0 0 WS 28 0 0 0 0 0 WS 0 WSJ 1 30 0 0 WS 0 0 WS 0 WS 1 32 0 0 WS 0 0 WS 0 1WS. 2 34 0 0 WS 0 WS 1 0 WS X 36 0 0 WS 0 WS 1 0 WS X 38 o o WS 0 WS 1 WS 1 X 40 0 0 WS 0 WS 2 WS 1 X 24 0 0 1 0 1 0 1 0 0 0 1 o JWS 26 0 0 1 0 0 1 0 0 0 0 JWS 28 0 0 1 0 0 1 0 WS 0 0 JWS 30 0 0 0 0 0 WS 0 0 1 0 0 32 0 0 0 0 0 WS 0 WS 1 34 0 0 0 0 0 WS 0 1WS 1 36 0 WS 0 0 WS 0 WS 1 38 0 L 0 WS 0 0 1 0 1 2 40 0 0 WSI 0 WS 1 0 1 2 24 0 0 0 0 0 0 0 0 1WS 26 0 1 0 0 0 0 0 0 0 WS 28 0 0 0 0 0 WS 0 0 WS 0 0 m 30 0 0 0 0 0 WS 0 0 1 32 0 0 0 0 0 WS 0 WS 1 34 0 0 0 0 0 WS 0 WS 2 36 0 0 WS 0 0 WS 0 WS 0 0 WS 0 0 1 0 140fl38001WS0WS10, 1 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 panel). 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 foist 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. Roof Total Load 1101 a S 35 45 5S Joist S acinnZ; a s wul 16 19.2F2476 19.2 24' 16119.2124 24 0 1 0 1 0, 0 0 0 1 0 1 0 WS 26 0 0 I 0 0 0 0 0 0 1wS 28 0 0 0 0 0 0 0 o ws 2 0 0 0 0 0 Ws o 0 1104 32 0 0 0 0 0 WS' 0 0 1 34 0 0 0 0 0 ws o o t 36 0 0 0 1 0 0 WS 0 WS 2 38 0 0 0 0 o t, o ws x 40 0 0 WS 0 0 I 1 1 0 1 1 x 24 0 0 0 0 0 0 1 0 t 0 I 0 26 0 0 0 0 00 0 0 0 28 0 0 0 0 0 0 0 1 0 0 30 0 0 0 0 0 0 0 0_I 00 32 0 0 0 0 0 0 0 1 0 0 m 34 0 0 0 0 0 0 O i 0 WS 36 0 0 0 0 0 0 0 0 1 38 0 0 0 0 0 0 0 0 1 40 0 11 0 0 0 0 0 0 1 24 0 0. 0 0 0 0 0 0 WS 26 0 0 0 0, 0 WS 0 0 WS 2e WSti ' o , 0_` o: Iws o-: oWSm000i0 'WS 0 WSWS m 30 32 0 0 0 0 ! 0 0 IWS 0 1 WS- o W5' 0 WS 0• 0 0 WS X v 34 36 0 0 0 IWS 0 0 WS --O--WS- X 38 0 0 WS 0' WS 1 0 M' X 40 0IWS 0 WS 1 WS WS' X 42 o 0 0, WS 0 I WS ' X WS 1' X 24 0 0 OTO ^0 0 0 0 WS 26 0_ 0 0 00 4_0 0 0 0 WS 28 0_ 0 0 0 _0_ WS 0 0 WS 30 0 `0 0 0 WS 0 0 WS 0 32 TO 0 0 0 0. 0 WS S WSWS 0 34 0-• 0- 0 0 t-WS- 1-- 0 36 0 WS 0 0!WS 0 WSJ 1 38 0 0 0 _WS* _0 0 *WS_0_ WS 40 2_ 0 T 0 Ws 0 'ws;Ws 0 WS -2 24 0 0 0 F 0 4 0 .0 0 WS 26 0 0 0^ 0 0 00 O 0 28 3o 0 i.wS 0 0 0 0- 0 'WS_ 0_,-0 MS 0 0Y0t- o 0 •WS 0 m 32 34 0 0 0 0 00 0 TWS 00 WS11 0 0 0— 0-* WS 0 1 36 TWS 0 0 WS 0 0 WS 0 WS 2 0 00 WS 00 WS 0 WS, 2 384 0 01WS0 ;WSMS 0 WS; 2 24 00 0!_01_0 0004wS 26 0 0' 0 0 1 0 0_0 0 WS 28 0 0 TO 0-I-0 - 0 0 0 WS 0 30 0 0+ 0 t 0 0 0 WS m 32 0_ _TWS 0 0 00j0i*WS'0 0'WS Z 34 0 0 0 0 1 0 I WS 0 WS WS 34 0 - o o; o o rW_s; o WS,-1- 38 0 0_0 0 0 WS' O WS 1 40 0 0 WS 0 0 WS o f ws . 1 0 24 26 28 30 0 _ 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 m 32 0 0TO0 0 I 000 0 m 34 0' 0 0 0 0 0 0 0 0 « WS 36 0 0 00 0~0O"WS 38 0 0 0 0 }}0+_0 0 0* 1 40 0 0 0 0 I 0 I 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 Base Ca:,ade' • r as ev S„ Wie• Garde - 09.04,2015 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 2'-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 CALCb software. PLYWOOD/ OSS 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 rlmboard closure. Nall with 8d nail Into each BCI• Joist Range. blocking required for Structural Panel cantilever reinforcement / block Uplift on back span shall be considered In all cantilever designs Non -Load --Bearing Wall -Cantilever Details--------- 3+:'=T'i. BCIa 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 Wood backer blockWoodStructural 2x Closure r \ Panel Closure See page 6 o/Eastern 2x8 minimum Specifier Guide Drywall Ceiling or Back Span I Maximum Wood Structural Panel Soffit s Back Span Not to exceed 4'-0' These details apply to cantilevers with uniform loads only. It may be possible to exceed the limitations of these details by analyzing a specific application with the 8C CALCe software. Minimum i%Times Cantilever Length Back Span 3r/2• min. bearing BCI Jost blocking Section View Maximum 2/s Back Span not to exceed 4'-0' Web---Stiffener.--Requirements---'- --- ---., a-::T-.:2: .... -.+.r+ .'t.. :.AG-%:.2 ..-:-fS...R- 'n.,:.sLl v/..tZ iT.w•T........- :. .a.2...-='F.'.:.--+. :..T.--. ..:T.-.. ..-: T w-:S: .__-_4.:_-...-.t:: r.-.. :L See webStiffener NOTES Small Ga4--_L Naltlne( Web stiffeners are optional except as noted V.• 2' machartSthedeleWe0 below. rolewidthSUrreaer2' Web stiffeners are always required in hangers 4• max that do not extend up to support the top flange of the BCI• Joist Web stiffeners may be Gap required with certain sloped or skewed hangers or to achieve uplift values. Refer to the hanger manufacturer's installation requirements. N;11, Web stiffeners are always required in certain 2- min. roof applications See Roof framing Details on 4' MaLi Tightnt Web Stiffener page 14. required when concentrated load Web stiffeners are always required under exceeds teee lbs Concentrated loads that exceed 1000 pounds. Web stiffeners applied to both Install the web stiffeners snug to the top flange sides of the lolst web in this situation. Follow the nailing schedule for Stiffener Specifications For Structural Lateral 8CI Joist Capacity Restraint Minimum Series Min. Thick) in Hanger Width 4500s 1.8 Y." Y: 2sha 5000s 1.8 Y." 14.1 25hs 6000s 1.8 r" 231,.• 6500s 1 8 Y." 1" or 1 %: 251is' sos 2.0 V.." 2she 90s 2.0 2x4 lumber (vertical) 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 I Intermediate 4500s 1.8 9'/2' 2-8d 2-8d 11ye 2-8d 3-8d 14" 2-8d 5-8d 16" 2-8d 6-8d 5000s 1.8 91/2' 2-8d 2-8d 11Ye" 2-8d 3-8d 14" 2-8d 5-8d 6000s 1.8 9Yz" 2-8d 2-8d 11ye 2-8d 3-8d 14" 2-8d 5-8d 16" 2-8d I 6-8d 6500s 1.8 9W 2-8d 2-8d 11'/:' 2-8d 3-8d 14" 2-8d 5-8d 16" 2-8d 6-8d 60s 2.0 11'/:' 2-8d 3-8d 14" 2-8d 5-8d 16" 2-8d 6-8d 90s 2.0 11'/:' 3-16d 3-16d 14" 5-16d 5-16d 16" 6-16d 6-16d Boise Coscane EV.P • , >sterr Speci ter Guile • 08,0412315 Floor_ Load Tables Allowable Uniform Floor Load in pounds per lineal foot [PLF]) 11', Load Duration BCI® 4500s 1.8 Series 13/" Flange Width BCI® 5000s 1.8 Series 2" Flange Width 9'/2' BCI® 4500s 1.8 117/e" BCI® 4500s 1.8 14" BCI® 4500s 1.8 16" BCI® 4500s 1.8 9'/2" 1 BCI® 5000s 1.8 117/e" BCI® 5000s 1.8 14" 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 1 240 257 268 271 240 257 268 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 1 - 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 50 67 142 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 CALL® 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 CALL® software. 8cne C4ss.3de 9 NP • r-as a Saeafle, Garde • OTCd'2035 Floor_Load-Table_s______-___ Allowable Uniform Floor Load in pounds per lineal foot [PLF]) 11'% Load Duration BCI® 6000s 1.8 Series BCI® 6500s 1.8 Series 25/16" Flange Width 29/16" Flange Width 9'/z" BCI® 6000s 1.8 11'/e' BCI® 6000s 1.8 14" BCI® 6000s 1.8 16" BCI® 6000s 1.8 91/2' BCI® 6500s 1 1.8 11yell 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 I Total I Load Live Load I Total Load Live Load I Total ILoad Live Load Total Load 6 320 333 346 353 320 1333 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 68 112 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 Bose Cascade E"V - Easterr Spaahet Guidd • J8041201 loor- 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 yell BCI® 60s 2.0 14" BCI® 60s 2.0 16" BCI® 60s 2.0 11 yell 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 CALC* 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 CALCO software. Boise Cascaue P• •.a. eau Snea6ef Guide - 031041_015 Roof_Framing--------- - - --- ---- -- -- ; J BCI® Rafters 1 ' Structural ridge VERSA-LAMO or FOR INSTALLATION STABILITY, load -bearing wall required. Temporary strut lines - (1x4 min.) 8 ft. on center maximum. Fasten at each joist with i o 8d nails — Blocking or other lateral support required at end minimum. 11 supports. 1 Blocking not shown • 1 for clarity. R03 SAFETY WARNING RO1 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 10 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 V2 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'B Ceiling Joist with Bevel End Cut (For Limited -Access Attics Only) BCI9 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 0 Max. 4'-0• o.e. Ratter Strut Roof Rafter 2'6• o.e. or ea• 4sooa) Ceiling Loads: 3•-0• a.e, or ea• s000a) Live Load = 10 psfMlnlmumHeelDepth Dead Load = 7 fseeueNatd; I 12 2x Blocking Min. s r— evs•. uu• or ia• wee BCI•4500a/5000a/6000a/6500a f11Nr , Ceiling Joist • 24• e.g. Maximum 3% Minimum Bearing 2x4 Wee) Each End Maximum Span Lengths Without Roof Loads 91/37BCIO 4500s 1.8 / 5000s 1.8 / 6000s 1.8 / 6500s 1.8 20'-0" I IY. BCIe 4500s 1.815000s 1.8 / 6000s 1.8 / 6500s 1.8 22'-6" 14• BCI' 4500s 1.8 / 5000s 1.816000s 1.8 / 6500s 1.8 24'-6" 11 roof loads present, see Notes 2 & 3 at right) Minimum Heel Depths Joist Depth End Will 2 x 4 2 x 6 9W 2'A• 1W Illy." 3W 2%" 14• 4W 3W 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 BCI* top flange with 1 -10d (3• 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. So st, C3scase L"P • Easlern Speaker ru u • 38&0412J15 Roof Framing _Details i Additional roof framing details available with BC FRAMER® software 2x beveled plate for slope Rlmboard / VERSAaAM• blocking. greater than Ventilation cut a of length, '/a of depth Rlmboard /VERSA LAM* blocking Ventilation'V' cut: a of length.'/: of depth 2x4 blocking Tight fit flange of BCI• Joists may for soffit for lateral be birdsmouth cut only at support. \ 2'6• stability. the low end of the Joist. Birdsmouth cut SC1• Joist Simpson VPA or USP TMP connectors or equal can max Flange of BCI• Joists may I blydsmouth cut only atgyy I Range must bear fully on plate. web stiffenerbeusedinlieuofbeveledplateforslopesfromthelowendoftheJoistBlMsmouthcutBCIJo2'6" max reeulred each side. 3/12 to 12/1.2. flange must bear fully on plate, web stiffener required each side. Bottom flange shall be fully supported. Simpson or USP lSTA24 strap, nailing per Simpson or USP LSTA24 strap where slope for lower10dnails2x4onesidefor135PLFmax at 6' o.c. 2x6 one side for 240 PLF max. governing building code. exceeds 7/12 (straps may be required slopes In hlgfr-wind areas). Nailing per governing ng VERSA -LAM* LVL buildingcode. support beam.on. VERSA -LAM* LVL support beam. Backer block Thickness per ecorresponding BCI• series. 2x block BCI• blocking Holes cut Beveled web stiffener 4'-0' horiz for ventilation. w. an each side. 1 Blocking on both sides of ridge may be required for Simpson LSSUI or USP TMU hanger. 2'6" horil_ shear transfer per design professional of record. r I st may be Backer block minimum 12" wide). Lhen L exceeds 2•.0'ing. I t Joist Nail with l0.10d naft me g as required. t Hanger Nall outrigger I BCI• C heobugh DO NOT bevel -cut lolst iller block. Nail beyond Inside face of wall, except with 10 - LOd nails. for specific conditions In details x outrigger shown on pages 6 and 13 of the Backer block required where top flange tched around BCI• Eastern Specifier Guide. Joist hanger load exceeds 2601bs. 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 adjacent to overhangs) with hangers, rimboard, or blocking (VERSA -LAM*, BOISE CASCADE' Rimboafd or BCI• Joist). Metal cross bracing or other x-bracing provides adequate lateral support for BCI• Joists, consult governing building code for roof diaphragm connection provisions. MINIMUM BEARING LENGTH FOR BC19 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. BCI96000s/6Os rim Joist: 2-16d box nails, one each In the top and bottom flange. BCI•650Os/90s rim joist Toe -nail top flange to rim Joist with 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 to BCI• Joist: 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(t)). See closest allowable nail spacing limits on page 24 for floor diaphragm nailing specified at closer spacing than IRC. Maximum nail spacing for minimum lateral stability: 18' for BCIe 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 for further information. BACKER AND FILLER BLOCK DIMENSIONS Series Backer Filler Block Thickness 4500s 1.8 Of V'" wood panels Two %* wood panels or 2 x _ 5000s 1.8 wood Panels Two W wood panels or 2 x _ 6000s 1.8 1%" or two % wood panels 2 x _ «'/,; or %* wood panel 6500s 1.8 131ro'od aortwo4inels" w2 x _ • W or W wood panel 60s 2.0 1%, or two %, wood panels 2 x _ • %," or %" wood panel 9Os2. 0 2x—lumber Double2x_lumber Cut backer and filler blocks to a maximum depth equal to the web depth minus V4" to avoid a forced fit. WEB STIFFENER REQUIREMENTS See Web Stiffener Requirements on page 9. PROTECT BCIO 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 of 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. Deeper joists that what is structurally needed may be advantageous in ventilation design. Consult local building official and/of ventilation specialist for specific ventilation requirements. BIROSMOUTH CUTS BCI• Joists may be blydsmouth cut only at the low end support. BCI• Joists with blydsmouth 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 blydsmouth cut. fiu, e C :c da''f.•' • • as•e•n Soeaha Glide • C3•l:a 015 Roof Span Tables Maximum clear span in feet and inches, based on horizontal spans. BCI® 4500s 1.8 Series BCI® 5000s 1.8 Series 1W Flange Width 2" Flange Width 1174" 14" 16" 9W Ilya" 11' 14" BCI.4500s 1.8 BCI.4500S 1.8 ; BCI.4500s 1.8 BCI.4500s 1.8 BCI.5000s 1.8 BCI.5000s 1.8 BCI.5000s 1.8 Live Dead 4/12 4/12 8/12 4/12 4/12 8/12 4/12 4/12 8/12 4/12 4/12 8/12 4/12 4/12 8/12 4/12 4/12 8/12 4/12 4/12 8/12 Load Load or to to or to to I or to to or to to or to to or to to or to to Ipsfj Ipsfl Less 8/12 ;12/12 Less 8/12 12/12'Less 8112 12/12;Less 8/12 12/12 Less 8/12 12/12 Less 8/12 12/12 Less 8/12 112/12 Non- 20 10 23'•10 27-T 20.10" 28.5' 26'•9" 24'•10" 37.3' 30-5" 2A-3' 35'-9' 3Y-T 31'-3" 4'-10 23'-5" 21'-5' 29'-7"127'-11'"25'-11' 3T-8" 31'-9" 29'-5" Snow 20 1 15 127-7' 21'-3" 19'-7- 16-11" 25'•3" 23'•4" 30.7" 1 29-T I 26-T 3T-6" 31'-10" 29'4" 23'-6" 22'•1" 20'-5" 28'-0" 26'-4" 24'4' 1'-10'i29--11' 27'-7" 125% 20 1 20 21'-7" 20-2' 1 18'•7" 26-8 24'0 1 27.1' 29•2" 27 4" 26.1" 31'4" 30-3" 2T-10" 22'-5" 21'-0" 19'4" 26'-9" 2_F-v I 23'-0" 30'-5" 28-5", 26'-2" 25 10 27$' 21'-5" 17-11' 26-11"1 2S$' 23'$' 30-Y 250 26'-11" 37-3" 31'-T 25-1T 23'-T' 22'4" 20'-T 28'-1" 26-7" 24'-9" 1'-11' 30'-2" 28'-1" 25 15 21'-T 294" 19-10" 26-T 24'-2- 27-5" 28'-Y 27-5" 26-T 30-l" 27.4" 29-3" 22'$" 21%2" 19'-7- 6'-10" 25'-3" 23'4" 30'-3" 28'-8" 26'-7" 12" O.C. 30 10 21'$" 20$" 15-1" 26-T 24'-5' 27-T 28'-3" 27-9" 26-11' 30-2" 274r 28!4r 22'-T' 21'4" 19'-11 6'40" 26-5" 2T-9" 30'-4" 28'-11" 2T-0" Snow 30 15 217-T 19W" 19-2" 24'S" 23'4" 21'$" 26-T 26-11" 24'-T 29-5" 27-9 26-10" 21'-T' 20'-5" 18--11' 25'-9" 24'4" 27-T 28' 6" 2T-8" 115% 40 1 10 19$" 18-11 1T_10' 23-2" 27$" 21'$' 26_ 3"'24'•11' 24'-Y 2T-0" 25 8" 26'-1' 20' 6" 19' 8" 18'-7" 24'-5" 23'-5"_L 7-2_ 2T-2" 26'$" 25'-2" 40 1 15 21'$"120'-4" 24'-1" 23'-T 27-11' 2S$" 2S-Y 24'$' 20'-7' 19-1"14iT-10 23' 8"122 9" 21'-3" 5'-100"" 25'-4"' 24 1" 15 5" 18"' 1T-1" 27-1" 50 J 10 19-T . IT-T 15-T 21'-Y'20-10"i 120-0.1 19-T 23'-l' 27-10" 27-5' NO' 24-C 24'-0' IT-O"I 18%3".1T-3"_ 22'-8" 21'-9" 20'-7" 4'-10' 24'$" 2_3'-5" 50 15 1T-11- V-4-16-T 20.4" 1914" 27-Y 21'-T 21'-3' Mr 23-3" 27-T 19 0;18'-1" 16-11 1'-10" 21'-5" 20'-2" 23'-9" 2Y-4- 22'-IOP. Non- 20 1 10 21'•7" 20-5" 16-11" 254' 24'•3" 27.6" 29-3" 1 2T•T I 25'•T 131'•5" 30•T 28'4` 22'-V' 21' Y' 19%8" 6-10 26 4" 23'-6" 30'-6" 28'-9" 126-8" Snowl 20 1 15 20$" 19-3" 1T-T 244" 22'•11" 21'-1" 2T-2" 260 24'-T 29%0" 26-Y 26-T 21'-4" 20'-0" 18'-6" 25'-5" T-10' 22%0" 8'-11' 2T-1" 25'-0" 125% 20 20 191-T 16-3" 16-10" 23'•3" 21'•9" 20-T 264" 24'-5" 22'-T 274" 26-Y 2 AI. 20'4" 19'4" IT-6" 24'-3" 1 22'$", 0'-10, 2T-2"25'-10'i23'-9" 25 10 20'$" 19'-5' 18'-1" 24'-0" 23'-1' 2TV 26'-1" 25-T 24%5" 2T-11" 27 4" 26'-T 21'-4" 20'-2" 1WAY 25'$" 24'-1" 2T-5" 28'-1" 2T-4" 26-6" 25 15 19-T 18'-5" 1T-1' 274" 21'-T 2174' 24W 2S-T 27-11' 260 264" 24'-5" 20'-5" 19%2" 17'-9" 24'-0" 2'-10'`21'-2" 26'-2" 25'-6" 24'-1" 16* o.c. 30 10 19'-T 18'-T 1T•4' 27-5' 22'-0' 20-T 24'-5" 24'•0" 23'-5" 26-l' 2S r 25-(r 20'-5" 19'4" 18'-1" 24'-1" 23'-1" 21'$" 26'-3" 26-9" 24'-5" C. Snow 30 15 18'-T 1T-T 15$" 21AO 20-T 17-T 270 27-T 21'-T 24'-T 24'-0' 23'4' 19-T' 18'$ 17-2" 22' 8" 27 0 21Y-5" 24'$" 24'-1" 115% 40 10 1T$" , 17-1' 1 16-2" 201' 19 9 15-3" 21'-10', 21'-T 21'-1" 23'-!" 23'4" 27-T 8'-T 1T-10"16'-10 21'-T', 21'-3", 20'-1" 2Y-6" 23'-2"; 22'-8" 16-10'16'$' 15'$' 194 194r 16-2' 20'-10'L20'-F;15_10' 27-3' 21'-10' 21'-3' 18'-1" 1T"t 16'-1" 20$"L20-1"I 19 3" 22'-4' 21_-11" 21'-_ 50 10 1ti-Y 16-1V 160 19 4"I 18'-1" 1 1T-T 19 11' 19-T 19'-5" 21W 1 21'4 201-T 1TZ.16-6"l 16-8" 17-8" 19-5" 18'-8" 21'-5" 21'-2' 20'-10' 50 15 15'$" 151$' 14'$" 1T-T r1T-0', le-10" 19'-Y 18'-10" 19-5 20'-5' 120-1" 19 8" 164";164' 164" 18'-10" 18'-6" 18'-1" 20-7" 20'-2" 19-9" Non- 1 20 10 20-4' 1 19•Y 11T•9" 24'•2' 27.10' 21'•2" W27-1(rl 1t" 24'-1" 28'$" 28'-0" 26'$" 21'-7' 19' 11 18'-0" 25'-2" 23'-9" 22'-1" 28'$" 2T0 25'-1" Snow 20 15 153" 18'•1" 16$" 27.5' 21'$" 19-10"4'-0" 27-T 26-5" 26.8 24'4r 20'-0" 18'40' 1T4" 3'-10' 22'-5" 20'$" 26'-7" 25'-6" 23'•6" 125% 20 20 18-0' 1T-2- 16-T 21'-7' 29-5" 18.9'7 4" 21'-3- 2,r r 23--10" 224' 19'-1" 1T•10' 16'-5" 22'-7- 21'-4' 1T-7" 4'-10' 2T-11' 22'-3" 25 10 19'-3" 16-3' 170 21'-10' 21'-5" 20-Y3'•4" 27-8" 26-T 24'-11' 24%3" 20'-1" 19'-0" 1T-8" 23'-6" 22'-T' 21'-1" 25'-7" 264" 23'-11 25 15 18'-0" 1T4" wo 20-5' 19'-10' 19'-1'1'$' 20'-10" 23'-9" 23'-1" 22'4" 19'4' 18'-0" 16'-8" l'-11" 21'4" 19'-11' 3'-10"23'-3` 22'- 30 10 18'-0" ire 16'-T 20-5' 20-1" 19'-TAV 21'4' 27-10" 23'-S' 27-10" 19-7' 18'-2" 16'-11 22'-0" 21'-T 20'-2" 3'-11" 2Y-W 27-1o.c. Snow 30 15 ie-11' 16'-T 1S$' 19'-3" 18'-9 18'-Y0'-5' 15-10' 27-5" 21'-10' 21'-2" 18'-3" 1T4" 16'-1" 20'-8" 20'-2" 19-2" 27$' 27-0_'_21'-3" 115% 40 1 10 16'-Y 15'-11'; 16-Y 19-3" 18-0' 1T_$" 19-11" 15$ 19'-7 21' 4" 2_t'-0' 26-T 1T4" 16'-9' 15'-10 19'$' 194" 18'-10' 21'-5" 21'-1" 20$" 40 15 154":15-0'L14'$' 1TS 1T-1' 16-T 18-11' 18-T td-1" 211-3' 19-10' 19'4' 16'•6" 16'-Y 15'-2" 18'-8"'18'-4"•1T-10' 20'A"i20'-0",19'-5" 50 10 14'-T 14'$' 14'-1' ie-r; 168'L16-Y 13-2* 180 1T$ 15-5 19 3"_ 18 11' S'-10" 16-T14' 8" 1T-11" 1T-9" tT-5" 19 T,19' 4" 1_91-0" 50 15 14=1' 13'-10' 13'-T- l_60 iS--T 1 164' 1T-5" 1T-Y 16-T it-Ir 1 18'4"'1T--f' 16-7y14'-11.14'-4" 1T-2" 16'-11' 16-6" 18'-9"• 18'-5" 18'-0" Non- 20 10 18'•10' Ir-9"1 16$' 27-0" 21'-1' 19'•T 24'-0" 23'-5' 27-4" 25'•T 25-0" 24'-3" 19'-T' 18'-6" 17'-2" 23'4" 22'-0" 20'-5' 25'-9" 26-0" 23'-3" Snow 20 15 iT-l(r 16'-9` 1 15•5" 20'•3" 15$" 19.4* 27.1" 21'-5" 20•T 21-6- 22-41" 22'-0" 18'$" 17'-Y 16'-1" 1'-10' 29-9" 19'-2" 2T-9" 23'-1" 21'-9" 125% 20 20 16$" 15' 11" 14'•T' 18'•11" 18.3" 1T•5" 20$" 19'•11" 19'-0' 27.1" 21'-3" 20'" 17'-8" 16'-r- 15' 3" 20'4" 19'-8" 18'-2" 22'-2" 21'-5" 20'-5" 25 1 10 17-3' 1 16-10" 16-T 19'$" 19-Y I 18'-T 21'-3" 20-10" 20'-3" 27-9" 27-T 21'$" 18'-0" 17'-T' 16'4" 21'4" 20'-7" 19'-6" 2%10"22%5" 21'-9" 25 15 16'-1" 15'-T 14'-Ur 18'•Y IT-T 1T-1" 19'-10' 19'4" 18'$ 21'-3" 20$" 19'-11" 17'-Y 16'-8 15'-5" 19'4" 19'-1" 18'•4" 21'-4" 20'-9" 20'-0" 24" 30 10 16-1' 16 10" 15-1" 19%T 1T-11" 17-T 19-11" 15-T 19-1" 21'-3" 20'-11" 29-S' 1T-" le-10" 16$" 19'-T' 19'-3" 18'-9" 21'-5" 21'-0" 20'-6" o.c. Snow 30 15 16-Y 14'-T 14W 1T-Y 16-T 16-T I9-9" 16-3- 1T-T NO 19'$' 18'-11" 16-3" 15'-11-14'-11 187-5" 18'-0" 1T-5' 20'-1" 115% 40 10 14'S' 14'-Y 13%11' 164" 16'-1' 15-9" 1T-10", 1T-T 1T-Y 15-0" 18'-T 18'-5' 15'-6" 15'-3" 14'-7" 1T-T-1T•4';16'-11 19'-2":18'-10" 18'-&'' 40 15 13$"13'S' 13-1" 3" 1S8" 1S$' 14'-10' 16-11' 16-T 16-2" 18'-1' 1T-T IT-T 14'-9" 14'-5"14'-0" 16'-8"116'-4"115'-11 18'-2" 1T-10" 1T-4' 1 10 1 - 13'-2" 13'-0' 17-T 14Al" 14'-T! 14W 16'-T 16'-1" 16-T 17 4" ; 1T-Y 16'-10" 14%2" 13'41" 13'-T 16-W 15'-10" 1 S-T 1 T-5" 1 T-2" 16'-T' 50 50 15 1737"174" 17-1" 14'3 j w4r ! is-T 1S-T 1ST" 14Al' 16-T 16'-0' 16-3- 13'-TJ 13'4"' 13'-0" 15'"J14% 1' 14'-3" Table values are limited by shear, moment, total load deflection equal to L/180 and live load deflection equal to L/240. Check the local building code for other deflection limits that may apply. Table values represent the most restrictive of simple or multiple span applications. Analyze multiple span joists with the BC CALC• software if the length of any span is less than half the length of an adjacent span. Table values assume minimum bearing lengths without web stiffeners for joist depths of 16 inches and less. This table was designed to apply to a broad range of applica- tions. It may be possible to exceed the limitations of this table by analyzing a specific application with the BC CALCO software. Slope roof joists at least'/4" over 12" to minimize ponding. Allowable spans and loads shall be adjusted and checked for wind load as required by local building code. So se C.3Xdl.e ":P • '; 31crr S(MoMer r;uide • 03 OV2015 Maximum clear span in feet and inches, based on horizontal spans. 115% and 125% Load Duration BCI® 6000s 1.8 Series 25/16" Flange Width BCI' 6000s-1.8 _ I BCI! 6000s 1.8_ __ - i BCI! 6000s 1.8_ - BCI! 600-Qs 1.8_-__ Live Dead 4/12 4/12 8/12 4/12 4/12 8/12 1 4/12 4/12 8/12 4/12 4/12 8/12 Load Load or to to or to to or to to or to to psq (psq Less 8/12 12/12 Less 8/12 12/12 Less 8/12 12/12 Less 8/12 12/12 Non- 20 10 26'4. 24'-6" 22%9" 30'-11" 29'-2" 2T-0" 35'-2" 33'-2" 30'-9" 38'-10" 36'-7" 34'-0" Snow 20 15 24'.7" 23'-1" 21'-4" 29'-3" 27'$" 25'-4" 33.-3" 31.-3" 28'-10" 36' 9" 34'-6.. 31.-10" 125% 20 20 23' 6' 22'-0" 1 20'-2" 27'41" F 26-1" 24'-0" 31'-9" 29-9" 27'-4" 35'-1" 3T.10" 30'-2" 25 10 24'$" 2Y-4" 21'$" 294" 2T-9" 25'-10" 3Y-4" 31'$" 294" 36-10" 34'-10" 32'-5" 25 15 23'-6" 22'-Y 20'$" 28'-0" 264' 24'-5" 31'-10" 29-11" 27%9" 34'-11" 33'-1" W-8" 12" 30 10 23'-7" 27 4" 20'-10" 2&-0" 26-7" 24'-9" 31'-11" 30'-2" 28'-2" 35'-1" 33'-5" 31'-2" O.C. Snow 30 15 22'-7" 21'-4" 19-9" 26'-11" 25-4' 23'$" 30'-7" 28'-10" 26'4' 33'-0" 31'-11" 29'-7" 115% 40 10 21'-6' 2(Y-T' 19'-5' 26$" 24%W_ 23'-1" 29-0" 2T-10" 26-3" _ 31' 4" 3a-9" 29'-0" 40 i 15 21'-1" 20'-0- 18'-T' 25'-1" _ 23'-9" 2T-11" I 2T-1"— 25' 2' _ 29'-10" 29'-3" 2T-19' 2_T-2" 28'-3' 50 10 19'-W' 194" 18'--V 23-7" _ 22'$" 21'-6" 26'-T 26-T 24'-6" 26-r 274"__ 50 ! 15 19'-10" 18'-11" 1T$" 23'-T' 22'$" t 21'-0" 26-8" 25'-3"^ 23'-11 2T-5" i 2T-0" 26-5" Non- 20 10 23'-6" 22'-2" 20'-T' 28'4' 26'-5" 24- 6" 31'-10" 30'-0" 27'-10" 35' 2" 33'-2" 30'-10" Snow 20 15 22'-3" 20'-11" 194" 264' 24'-11" 23'-0" 30'-2" 28'-4" 26-2" 3T-4" 31'-4" 28'41" 125% 20 20 21--3" 19'41" 18'-4" 26-3" 23'-8" 21'-9" 28'-9" 26-11" 24'4" 31'.5" 29'-9" 2T-5" 25 10 2Z4' 21'-1" 191$" 26'-T' 264" 23'-5" 30'-3" 28'-7" 26'-7" 3T-5" 31,-r 29-5" 25 15 21'-4" 29-1" 18'-T' 25'4- 23'-10" 22--1" 28'-3" 2T-2" 25'-2" 3tY-3" 29-5" 2T-9" 10 421'' 20'-3" IT-10" 25'-5" 24--1" 22'-5" 28'4" 2T-4" 26-6" X-C 2T-9" 28'-3" O.C. 30 c. Snow 30 15 20'$" 19'-" 1T-11" 24'-4" 23'-0" 21' 4" 26$" 26' 0' 24'-3" 28'$" 2T-10" 26'-10' 115% 40 10 19'-5"- 18'-T 1T-7 _ 23'-1" 22'-2" 20'-11" _ 25'-5" 264' 23'-10" 27'-7'_ _ 264' 26'-2" - 40 15 19'-1" L18'_1_ i-16`-10" 22-2' 21'$"- 20'-1' 24'-2" + 23'$" 27-10" 2T-_t _ 25'" 2_4'_$"- 50 10 18'_V 1T-3" 16'-4" 21'-3" 20$" - 1 19'$" 23'-2" 2T-11" 22'-2" 24'-T 24%T 24=1" 50 15 1T-11" 1T-1" 16-0" 20% 1 2lY-0" 19'-0" 2T-2' 21'-10" 21'-4" 23'-9' 23'4" 2r-10" Non- 22'-1" 29-10" 19'-4" 26'-3" 24'-10" 23'-0" 29'-11" 28'-3" 26'-2" 33'-1" 31'-2" 28'-11" Snow 20200 29-11" 19'$" 18'-2" 24'-11" 23'-5" 21'-7" 28'-4" 26'-7" 24'-7" 30'$" 29'-5" 2T-2" 125% 19'-11" 18'-8" 17'-2" 2T-9" 22'-3" 20'-5" 26'40" 25'4" 23'-3" 28'-8" 27'$" 25'-9" 25 1 10 21' 0' 19-10" 18'$" 24'41" 2T-T' 2z-al 2T$" 26'40" 26-V 29'-T' 26-11" 27'$" 25 15 20'-0" 18'-10" 17-5" 2Y-8" 22-5" 2a-9" 25'-9" 26-1" 2s-7" 2T-7" 26-10" 2641" 19.2" 30 10 20'-1" 1914" 17'-9" 23'-9" 22'-7" 21'-1" 26-10" 26-5" 24'-0" 2T$" 2T-2" 26$" O.C. Snow 30 15 19-3" 18'-2" 16-10" 274" 21'-T' 20'-0" 24W 23'-9" 22'-10" 26'-0" 25-5" 24'-T' _ 115% 40 10 18'-3" 1T-6" W-61 21'-3" 20'-IU' 1914r 274' 22'-10" 22'-4" 24'-9" 24'-5" 23'41" 40 1_5 20-2" 19-10" 18'-10 22 0 - 21'-7" i 21' 0" - 23'-6" 17'40' # 1T-0" 1 15-10" 50 y 10 16-10" 16-2" 1T4" 16'-4" --- - 19-5" 19'-2" 16-7 21'-1" 20_10"- ;_20'$` 22'-T 22'4" 21'41"" 50J 15 16'-1" 15'-0" 18'-7' 18'-3" r 1T-10" 21Y-3" 1941" 19'-5" 21'$" 21'-3" 20'-10" Non. 20 10 20'-6" 1 19'4" IT- 11" 24'4" 2Y-V' 21'-4" 2T-9" 26-2" 24'-3" 29'-9" 28'-11" 26'40" Snow 20 15 19'-4" 18'-2" 16'-10" 2T-O" 2V-8" 20'-0" 25'-8" 24'$" 22'-9" 27'-5" 26'-7" 25'-2" 125°A 20 20 18'-6" 17'-3" 15'-11" 22'-0" 20'-7" 18'-11" 2T-11" 23'-1" 21,-r 25'-7" 24'-9" 23'-T' 25 10 19'-5" 18'41 17-1" 22'$" 21'-10" 2a4" ZC-8" 24'-2" 23'-2" 26-5" 26-10" 25'-2" 15 18'$" 1T-5" 16'-2" 21'-2" 2a-T' 19'-3" 23'-0" 22'-5" 2V-8" 24'$" 24'-0" 23'-2" 24" 10 18'-T 1T-T' 16'-5" 2V-2" 2a-1a' 19-61 23'-1" 22'$' 22'-2" 24'-9" 24'-3" 2Y-8" O.C. Snow 15 1T-7" 16'-9' 15'-7" 19'-11" 19'-6" 18'-T' 21'-9" 21'-3" 20'-6" 23'-3" 22'$" 21'-11" 115% 10r40 16'-9 16'-2" 15'-3" 19'-0" 18'$" _ 18'-2" 2a-8"20W 20'-0" 27-1"21'-9" 21'-4" 15 15-1115-T' J14'$"18-0 1T$ 1T-2"- 19'$" 19-318-9" 210" 20-T 19$' 10 15'- Y' 1T 4" 1T-1" 16'-10" 18'10" ' 18' 6" ? 18'4" 19-10" 19-5" 18' 9" 15 1_ 4'- 11"14'-3" 14'-7' , 14'-4" 13'-11" - 16'--7' 16'4" - 1 16-11" 1T-11" t 1T" tfi'" 18'-3" 1 1T$" 16-10" i"?? • Fastea, Speaker Guide • C3 0402015 J Maximum clear span in feet and inches, based on horizontal spans. Live Dead Load Load Ipsfj [psfj 115% and 125% Load Duration BCI® 6500s 1.8 Series 29I1fi' Flange Width 9'/:" BCI° 6500s 1.8 11 %* BCI.6_500s 1.8 _ 4/12 4/12 8/12 or o to Less 8/12 12/12 14" BCI.6500s 1.8 16"_B_CI' 6500s 1.8 _ 4/12 or Less 4/12 to 8/12 8/12 to 12/12 4/12 or Less 4112 to 8/12 11/12 to 12/12 4112 4112 T 8/12 or I to to Less 8/12 12/12 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" 133'-10" 31%1" 25 10 25'-5" 24'-1" 22'-5" 30'-3" 28'-7" 264" 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 50 50 15 21'-9" t 20 19'-3" 25'-11" 24'-6" 22'-10" 29'-5" S 27'-10" 25'-11" 31'-5" 30'-9" 28'-8" 10 I 15 20'-6"_,_ 19'-8" 18:-8_ 20'-6" I 19'-6" i 18'-3" 24'_ 4" 24'-4-' 23' 4" 23'-2"--21'-8" 2_2'-2' _ 27'-8'_1_ 27'-0" 26'-7' * 25'-2" _ 1 26'-4" 24'-8" 30_-2" 28'-11" 2_9'4" 28'-5" 27_ 10_' 27'-3" Non- 20 10 24'-4" 22'41" 21'-3" 28'-10" 1 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" 1 25'-8" 23'_8" 31'-1" 29•-2" 26_11" 34'_4„ 32•-3" 29'4. 143-101 20 20 21'-11" 20'-6" 118'-11" 26%1" 24'-5" 22'-5" 29'-8" I 27'-9" 25'-6" 32'-9" 30'-8" 28'-2" 25 10 23'-1" 21'-10" 20'4" 27'-5" 25'-11" 24'-1" 31'-2" 29'-5" 27'-5" 34'-1" 32'-6" 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" 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" O.C. 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 10To::: 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"_L24'-11" 23'-6"_ 27'-2" 26'-8" 25'-11" 50 10 18'-6" 17'-9" 16'-11" 22'-1" 21'-2" 21'-0" 20'-1" 19%8" 24'_5' 24'-1"2 _ 2'-10" 23'-5" 23'-0" 22'-4" 26'-1' 25'-9_' 25'-3" 25'-0" 24'-7" 24'-0" 50 15 18'-6" 17'-8" 16'-6" 21'-5" Non- 1 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" Snowl 20 1 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" IVA" 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" 28,4, 26'-11" O.C. 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" 25'4" 25'-0" 23'-6" 27'-5" 2614" 25'-11" 115% 40 40 50 50 10 15 10 15 18'-10" 18'-6" 17'-5" 17'-3" 18'-1" 17'-6" 17,-1" 16'-4" 22._4„ 21'-3" 21'-5" 20'-10" 20'-3" 19'-5" 24•-4,• 24'-0" 23'-0" 25'-8" 25'-2" 26,-1" 23_-6_ 23'-1_' 22'-10" 22'-2" 21'-2" 16'-8" 15 -10 _ 16'-7" 15' 6" 20'-5" 19' 7" 19'-10" 19'-3" 187-10" _ 18'-5" 22'-3" 22'-0" i 21'-5" 21'-4"—r21'-0" 20'-6" Non- 1 20 10 21'-1" 19'-11" 18'-6" 25'-1" 23'-8" 22'-0" 28'-6" 26'-11' 25'-0" 31'-4" 29'-9"± 9r,*-l 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"1" 125%1 20 1 20 19'-1" 17'-10" 16'-5" 22'-8" 21'-3" 19%6" 25'-3" 24'-2" 22'-2" 26'-11" 26'-0" 1 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" 2414" 24" 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 T-1 17'-5" _ 16'-8" 15'-9" 16'-9" 16'15' 1" 16'-1" 15_-5` 14'-8" 15'-5" 15'-2" i 14'-4" 20'-0" 19'-0" 19'-8" 18'-7" 18%9" 18'-0" 21'-9" 21'-5" 21'-0" 20'-8" 20'-4" 19'-3" 19'_6" ! 19_-0" ! 18'-5" 17'-11" 17'-4" 16'-6" 23'-3" 22'-11" 22'-3" 21'-7 L2_0'-9_' 19'-8" 18'-3" 17'-3" 18'-0"17'-5" 16'-8" 15'-11" 19'-10" 19'-5"t18'-9" 18'-3" 17' 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 SC 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'/4" over 12" to minimize ponding. Allowable spans and loads shall be adjusted and checked for wind load as required by local building code. So se Cascade EVVP • Eastern Specifier Guide • 08 OQ2015 Roof Span Maximum clear span in feet and inches, based on horizontal spans. 115%.and 125% Load Duration BCI® 60s 2.0 Series BCI® 90s 2.0 Series 25/,6" Flange Width 3'/2' Flange Width 11V." BCI' 60s 2.0 14" BCI' 6os 2.0 16" BCt' 60s 2.0 1N." BC1O 90s 2.0 14" 13CI.90s 2.0 16• BCr 90s 2.0 Live Dead 4/12 4/12 8/12 4/12 4/12 8/124/12 4/12 8/12 4/12 4/12 8/12 4/12 4/12 8/12 4/12 4/12 8/12 Load Load or to to or to , to or to to or to1 to or to to or to to psfI (psfj Less 8/12 12/12 Less ' 8/12 1 12/12 Less 8/12 12/12 Less 8/12 12/12 Less 8/12 12/12 Less I 8/12 12/12 Non- 20 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" 41'-9" 38.-9" 49.4 46.-3" 42'-11" Snow 20 15 32'-4" 30'4" 28'-0" 36'-9" 34'-6" 31'-10" 40'-8" 38'-3" 35'4" 37'-0" 34'-9" 32'-1" 41'-11" 39'-4" 36'-4" 46'.5.. 43'-7" 40'.3" 125% 20 20 30'40" 28'-10' 26'-6" 35'-1" 32'-10' 30'-2" 38'.10' X-4" 33'-5" 35'-3" 33'-0" X-4" 39'41" 37'-5" 34'-5" 44'-3" 41'-5" 1 38'-1" 25 10 32'-5" 30'-7" 28'-6" 36'-10' 34'-10' 32'-5" 40'-10' 38'-7" 3511" 37'-1" 35'-0" 32'-7" 42'-0" 39' 8" 36'-11" 46'-6" 44'-0" 40'-11" 25 15 30'-11" 29'-1" 26'-11" 35'-2" 33'-1" 30'-7" 38'-11" 36'-8" 33'41" 35'-4" 33'-3" 30'-10' 40A ' VA" 34'41" 44'-4" 41'4" 38'-8" 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'-0" 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" 130'-11", 29'-2" 36'-6" 35'-0" 33'-1" 40'-6" 38'40" 36'-8" 40 15 9" 26'-3_' 24'_6" 31'-7" 29'_10' 27_-10' 34'-11" 33'-1" 30'-10' 31'-9' 30_0'; 28' 0" 36'-- 34'4' 31'-9" 39'-10" 37'-9" 35'-2" 50 10 26'-1" 25'-0" 23'-9" 29'-8" 28'-6" 27'-0" 32'-11" 31'-6" 29'-11"129'-10". 29'- 10" 28'-8" 27'.2" 33'-10" 32'-5" 30'-10' 37'-6" 35'-11" 134'-2" 50 15 26'-1" 24'-10' 23'-3" 29'-8" 28'-3" 26'-5" 32'-11" 31'-4' 29'-3" 28'-5" 264" 33'-10", 32'-3" 130'-1" 37'-6"' 35'-8" l 33'-5" Non- 1 20 10 30'-11" 29'-2" 27'.1" 35'-2" 33'-2" 30'-9" 38'41" 36'-9" 34--1" 35'-4" 33'-4" 31'-0" 40A.. 37'-10' 35'-1" 4V337 1" 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" 4" 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" 4'. 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" 40.. 37'-1" 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" 4T 35'-1".C. 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" 4" 35'-8" O. C. Snow 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" 34'40" 32'41" NJ" 38'-7" 36'-5" 33'-10" 115% r40 10 25'-6" 24'-6" 23'-1" 29'-0" 27'-10' 26'-4" 32'-2" 30'-10' 29'-2" 29'-2" 28'-0"•26-5" 33'-1" 31'-9" 30'-0" 36'-8" 135'-2" 33'-3" 15 25.1 2g'9" 22'-2 28._7" 27._1.• 25'-3" 31'-8" 30•_0" 27'-11 28.9 2 2 25 -4 32.7 30.10 28.9 36.1 , 34.2 31._10" 10 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" 27'-11" 33'-11" 32'-7":30'-11" 15 23'-7" 22._6. 21'-0" 26'-10' 25'-7" 23'-11" 28'-7" 27'-8" 26'-5" 27'-0" 25'-9" • 24'-1" 30'-7"; 29'-2" 27'-3" 33'-11" 32.4. 30'-3" Non- 1 20 10 29'-1" 27'.5" 25'-5" 33'-0" 31%2" 28'-11" 36'-7" 34'-6" 32'-0" 33'-3" 31'-4" 29%1" 37'-8" 35'-6" 33'-0" 41`8" 39'-4" 36'-7" Snowl 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- 1 20 1 20 26'-3" 24'-7" 22'-7" 29'-10' 27'-11" 25'-8" 33'.0" 30'-11" 28'-6" 30'-0" 28'-1" 25'-10" 34'-0" 31•_10.• 29 3" 37 8" 35'.3" 32'.5" 25 1 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 1 15 26'-3" 24'-9" 22.-11" 29'-11" 28'-2" 26'-1" 33._1.. 31'-2" 28'-11" 30'-1" 28.4"25- 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"8" 34'-2" 32'-4" 30'-2" VAT 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"4" 32'-9" 30'-11" 28'-8" 36'-3" 34'-3" 31'-10" 115% 40 i 10 40 15 24'- 0" 23'- 7" 23'- 0" 22'- 4" 21'- 9" 20'- 10' 27'- 3" 26'- 10' 26'- 2" 25 - 5" 24'- 8" 23'- 8"- 30'- 2" 28'- 1" 29'- 0" 27' 44 27'- 4" 25'- 7" 27'- 5" i 26'-3" 24'-10" 26'- 11" t 25'-6" 23'-10' 31'- 0" 29'-10" 30'- 7" 28'-11" 28'- 2" 27'- 0" 34'- 5" 33'-0" 31'-2" 33'- 10". 32'-1" 29'-11" 2- - 50 10 22'-2" 21'-3" 20'-3" 25'-3" 24'-2" 23'-0" 25'-10" 25'-3" 24'-5" 25'-4" 24'-4" 23'-1" 28'-8" 27'-7" i 26'-2" 31'-10" 30' 7 29'-1" 50 15 22'-2" 21'-2" 19'-9" 23'-9" 23'-0" 21'-11" 23'-9" 23'-0" 21'-11" 25'-4" 24'.2" 22'-7" 28'-8" 27'-5' 25'-7" 29'4" 28'-8"' 27'-5" Non- 1 20 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" j 31'-9" 125% 20 20 24'-3" 22'-9" 20'.11" 27'.7" 25'-10" 23'-10' 30%7" 28'-8" 26'-4" 27'-9" 26'-0" 23'-11" 31'-5" 29'-6" 27'-1" 34A O'l 32'.8" 30'-1" 25 1 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" 36'4" 34'-8" 32.4" 25 15 24'-4" 22'-11" 21'-3" 27'-8" 26'-1" 24'-2" 30'-8" 28'41" 26'-9" 27'-10" 26'-3" 24'-4" 31'-6" 29'-9" 27'-6" 34'-11" 32'-11" 30'-6" 24" O. C. 30 10 24'-5" 23•_t•. 21'-7" 27'4• 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 15 214-10" 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'-0426'-41" 25'-6-' 50 10 20 -6" 19'-8" 18'-9" 20'-8" 20'-2" 19'-6" 20'-8" 20'-2" 20' 19' 6" 23'-5" 22'-6" 21'-5" 25'-7" ; 24'-11"; 24'-1" 25'_9" , 25'-2"+ i 50 15 44' 18'-4" 17'-6" 19'-0" 18.4•• 17'-6" 19'-0" 18•_4• 17'-6' 23•_4• 22'-4"'20'-11" 234-6";22'-9"'21'-8" 23•_8••;224-11".21•40" r/ ffl/ Boise CtxJ(1e •'.•) - Soeufie• Gilde • 09 04'"015 Roo_---Load_-T-ables_----- - - ---- --- -- . I 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 31/2' per foot or less. For steeper slopes, see pages 15-18. BCI® 4500s 1.8 Series 11/" Flange Width 91/2" BCI® 4500s 1.8 11 Ye' BCI® 4500s 1.8 14" BCI® 4500s 1.8 16" BCI® 4500s 1.8 Total Load Deflect. Total Load I Deflect. Total Load Deflect. Total Load Deflect. Span Length Non- I Snow Snow 115% 125% U240 Snow 115% Non- Show 125% I I IU240 I Non- Snow I Snow 115% I 125% U240 I Non - Snow i Snow 115% i 125% r U240 6 315 1 343 - 338 367 353 I 383 - 356 387 - 7 270 294 - 289 315 302 329 - 305 ! 332 j - 8 236 ' 257 - 253 275 264 287 - 267 290 - 9 210 228 - 225 245 235 255 - 237 1 258 ; - 10 189 205 - 202 220 211 230 - - 214 i 232 i - 11 172 i 187 - 184 200 192 209 - 194 211 i - 12 147 160 - 169 183 176 191 I - 178 193 - 13 125 136 - 156 169 162 I 177 - 164 i 179 - 14 108 118 107 139 151 I - 151 164 - 152 166 - 15 94 102 88 121 131 I - 141 153 I - 142 155 ; - 16 83 I 90 73 106 115 126 r 137 - 133 145 17 73 80 r 61 94 102 111 121 - 125 136 18 65 67 51 84 91 1 - 99 108 - 113 123 19 58 58 I 44 75 82 1 73 89 97 I - 102 111 20 49 1 49 i 38 68 74 1 63 80 87 - 92 100 21 43 43 33 61 67 54 73 79 - 83 90 I - 22 56 61 I 47 66 72 - 76 82 23 51 54 42 61 66 - 69 75 24 47 48 1 37 56 60 ' 54 64 69 25 43 43 1 32 51 56 48 59 64 26 j 47 51 42 54 59 i - 27 44 48 38 50 1 54 i - 28 41 1 44 34 47 51 1 46 29 i 43 I 47 1 41 30 I ; I 40 44 1 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. Qo sa Cascade EVLP • Gaslem Spaa;ter ,um, - JB 04 2015 1 __R_o_o_f Load Ta 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 91/2' BCI® 5000s 1.8 11W BCI® 5000s 1.8 14" BCI® 5000s 1.8 Total Load i Deflect. Total Load Deflect. Total Load Deflect. Span Length Snow 115% I Non -Snow } 125% U240 Snow 115% Non -Snow 125% U240 Snow ; Non -Snow 115% j 125% I U240 6 315 I 343 ! - 338 367 353 I 383 - 7 270 294 - 289 315 302 329 - 8 236 257 j - 253 275 264 287 I - 9 210 228 I - 225 245 235 255 - 10 189 205 i - 202 220 211 230 i - 11 172 187 I - 184 200 192 j 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 1 - 132 143 - 17 85 89 j 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 21 48 i 48 j 37 71 1 77 61 84 91 22 42 42 I 32 64 70 54 76 83 23 59 62 47 70 76 68 24 54 54 41 64 70 60 25 48 48 1 37 59 64 54 26 43 43 33 55 59 I 48 27 I 51 55 43 28 47 50 38 Boise Cascada "cvBP • castwo Speu6et Guide - 09/04l2015 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" For steeper slopes, see pages 15-18. per foot or less. BCI® 6000s 1.8 Series 25/16" Flange Width 9'/i' BCI® 6000s 1.8 117/." BCI® 6000s 1.8 14" BCI® 6000s 1.8 16" BCI® 6000s 1.8 Total Load Deflect. Total Load . Deflect. Total Load Deflect. Total Load Deflect. Span Length Snow 115% Non- Snow 125% L/240 Snow 115% Non- Snow I 125% L/240 Non- Snow I Snow 115% 125% L/240 Snow 115% I Non - I Snow I 125% L/240 6 360 392 375 408 390 1 424 398 432 7 309 336 322 350 334 1 364 341 I 371 8 270 294 281 306 ' 293 1 318 298 324 9 240 261 250 272 260 1 283 265 i 288 i - 10 216 235 225 245 234 254 238 1 259 11 196 213 204 222 213 I 231 217 I 236 12 180 196 187 204 ' 195 i 212 i - 199 216 13 166 180 173 188 180 196 183 199 14 145 158 135 161 1 175 167 182 170 185 15 126 137 111 150 163 156 169 159 173 16 111 121 92 140 153 146 159 149 162 1 - 17 98 i 101 78 126 137 137 149 140 152 18 86 i 86 66 112 122 ' 108 130 I 141 132 144 19 74 74 56 101 110 i 92 120 130 125 i 136 20 63 63 48 91 99 80 108 I 117 119 I 129 I 21 55 I 55 42 83 90 i 69 98 107 112 122 22 48 j 48 i 36 75 79 60 89 97 88 102 i 111 ' 23 42 42 32 69 70 53 82 89 78 93 I 101 24 61 61 47 75 81 68 86 93 25 54 54 42 69 1 75 61 79 86 i 26 49 49 ! 37 64 69 54 73 ! 79 27 43 43 33 59 63 48 67 I 73 65 28 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. Co 6a Cascwe EWP - : _.;terr Spaci'rer Gutdr • Jd^ V205 Roof_Load_Tab_Ies_ ____ _ r 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 31/i' per foot or less. For steeper slopes, see pages 15-18. BCI® 6500s 1.8 Series 29/16" Flange Width 9'/2' BCI® 6500s 1.8 1IlMs" BCI® 6500s 1.8 14" BCI® 6500s 1.8 16" BCI® 6500s 1.8 Total Load I Deflect. Total Load I Deflect. Total Load Deflect. Total Load Deflect. Span Length Snow 115% Non- Snow 125% U240 Snow 1150O Non- Snow 125% U240 Snow 115% Non- Snow 125% U240 Snow 115% Non - Snow 125%u U240 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 36 35 43 43 33 Eloise Cascade -NN • Eavev Sn"fie• Gdtde - 09'04!2015 Roof Load .Tables _ _ Allowable Uniform Roof Load in pounds per lineal foot [PLF]) C 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® 60s 2.0 Series 25/16" Flange Width BCI® 90s 2.0 Series 3'/2" Flange Width 117/V BCI® 60s 2.0 14" BCI® 60s 2.0 16" BCI® 60s 2.0 117/:' BCI.90s 2.0 14" BCI® 90s 2.0 16" BCI® 90s 2.0 Total Load !QufieMd Total Load 'Defled Total Load Q Total Load6 efled Total Load 'Deflect- Total Load 'Deflect Span Length Non- Snow, Snow, o o Non- i Snow, Snow I 0 o f1 124n Non- Snow Snow' vs%), 0I MIAA0 Non- ; Snow Snow 0 i Non- Snow . Snow, 0' o Non - Snow ' Snow ' o 0 1240 6 413 449 413 449 413 449 507 551 510 555 514 559 7 354 385 354 385 354 385 434 472 437 476 441 479 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 1330 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 I - 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 1157 134 145 158 147 159 22 106 106 81 112 122 112 122 138 1 150 118 139 151 140 152 23 93 93 71 107 117 103 107 117 132 1 136 104 133 144 134 145 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 I 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 33 581 58 44 44 44 33 63 1 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 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. Rose: Cascaae f V'J) - (a slerr 5{.4:i .er 'a a J.i :4 2AS 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 CALL• software. Allowable spans and loads shall be adjusted and checked for wind load as required by local building code. BCI - Design_Properties ---- -- -----.----- - ---- -, BCI• Joist Series Depth inches] Weight plf] Moment ft-Ibs] El x 10e lb -in 2] K x 10e Ibs] Shear Ibs] End Reaction [Ibs] Intermediate Reaction fibs] 1Y2" Bearing 3Y:" Bearing 3%" Bearing 5%' Bearing No WS01 WSM No WS01 WSmNoWSMWSMNoWSt'I WSM 9'/2 2.1 2360 155 5 1475 950 1125 1125 1275 2100 2350 2525 2750 4500s 11Ye 2.4 3025 260 6 1625 950 1425 1425 1475 2250 2850 i 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 12525 3350 9'r4 2.3 2725 175 5 1475 950 1125 1125 1275 2100 2350 2525 2750 5000s 11ve 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 1 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 117/• 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 1 1550 1975 2650 3350 1 2950 3350 9'/2 2.7 3505 220 5 1575 1175 1375 1375 1425 2400 2650 2700 2750 6500s 11ye 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 3.2 6235 450 7 1675 1175 1425 1425 1475 2750 2850 3200 325060s11% 2.0 14 3.5 7440 660 8 1925 1175 1525 1525 1725 2750 3450 3200 3650 0 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 435090S11% 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 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) 0 - Swla w12 384 El + K 0 = 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 NVide 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'/2 4 1'/2 8d Common (0.131'o x 2.5') 2 1'/z 4 3 10d & 12d Box (0.128'e x 3% 3.25') 2 1 Y2 4 3 16d Box (0.135'e x 3.5') 2 1'/2 4 3 10d & 12d Common & 16d Sinker (0.148'e x 3'. 3.25') 3 2 6 4 16d Common 0.162'e x 3.5' 3 2 6 4 RCIe nianhraam TAhle (1) Dia hra m Capacity m(') Ib/ft BCI• Series Unblocked 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 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 810I.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. BeISe CUSCAt; - :a' • - dve91 soeuoe- ;rode • C9'04 2015 Boise Cascade Rimboard Product Profiles 1 ", 11/a" 1rr 15/1e r 13440 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. Perpendicular See chart for vertical load capacity. 14 Min. Bit 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. Min. ad nails at 6' o.c. per IRC. Connection per design professional of record's specification for shear transfer. W die through bona (ASTM A307 Grades ABB. SAE 1429 Grades 1 or 2, or higher with washers and nuts) or 55' die lag screw%(full panatraUon), staggered Min. connection for 40110 osf dock badmc Deck Joist Length Connection 3Y0' Jo law 2 rows W bait or lag saw, 24' o.c. (100 cafe mat) 121•1' —194* 2 tows W bon or lag screw, 16• O.C. (450 can mat) Note: For snow bob greater it= 40 pst. andlcr dead bads greater than 10 psi, sae connection per most pr vahree shown above. Treated Ledger. Uu only fasteners that are approved for use with corresponding wood treatment. BOISE CASCADE* Rimboard Notes: '14 Design of moisture control by others (only structural components shown above). For information on deck lateral bad connections to meet the 200911012 IRC, contact Boise Cascade EWP Engineering. For use of proprietary screws to attach ledger, consul screw manufacturer literature. For further information on residential deck design, see AWC DCA 6, Prescriptive Residential Wood Deck Constnalon Guide. Boise _Cascade_Rimboa r_d_P_r_oper_ties Vertical Load Capacity Allowable Design Values Compression Maximum Floor Diaphragm Modulus of Horizontal Perpendicular Uniform Point Lateral Capacity Flexural Stress Elasticity Shear to Grain Product I Ib Ib/ft Ib/in lb/in Ibfin Ibfri 1" BC RIM BOARD° m V BC RIM BOARD OSB 3300 I 3500 180 Limited span capabilities, see note 2 1r/ a" BC RIM BOARD° OSB m 4400 3500 180 Limited span capabilities, see note 2 1she" VERSA -LAM° 1.4 1800 01 6000 I 4450 Permitted per building code for all nominal 2' thick framing floor diaphragms 1800 1.400.000 225 525 1- 1/4" VERSA -LAM" 2.0 3100 (1) 5700 4300 Permitted per building code for all nominal 2' thick framing or diaphragms 3100 2,000.000 285 750 Notes ProductClosest Allowable Nail Spacing - 1. See ICC ESR 1040 for further 1" BC RIM BOARD° M 1%' BC RIM Is/is" VERSA -LAM V/." VERSA -LAM° NarrowFace (in) product information. 1" BC RIM BOARD° OSB m BOARD° OSB (2) 1.4 1800 ") 2.031000) 2. See Performance Rated 8dBox (0.113'o x 2.5') 3 3 3 3 Rim Boards, APA EWS W345K for further product information. 8d Common (0.131'ta x 2.5') 3 3 3 3 10d & 12d Box (0.128'e x 3% 3.25') See publication in note 2 for 3 3 16d Box (0.135'e x 3.5') 3 3 4 4 10d & f2d Common & further nailing information. 1 6d Sinker (0J 8'e-x 3'-3. 25:) 6 6 16dCommon (0.162'e x 3.5') Boise Coscane EVJP - Eastern Sptchher rWide • 08104f2015 VERSA-LAM°_Products--__-_ -- _ i.....--.r--.i- .»_?'•N-._n--r-_v.v-_.-.....Ta'.-:: r.w-.._.=.i.-.. +C: .-:....-:. .i.._-•.. i.r .=.i-..-....... .:..T.v..'--... .._..-. ... _.-....-_..-. v. :A' t.. M 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. VERSA=LAM° Beam-Ar-chitectur-al-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 -party 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 Notes 1. Square and rectangular holes are not permitted. 2. Round holes may be drilled or cut with a hole saw anywhere within the shaded area of the beam. 3. The horizontal distance between adjacent holes must be 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. 5. The maximum round hole diameter permitted is: Beam Depth Max. Hole Diameter 5Y2" h" 7'/4" 1" 9W and greater 2" s Depth s Depth a Depth s Span `/s Span '%" End Bearing Intermediate Bearing 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 Specification° 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 Cascadts • • es-em SueaGd, Guide - 0310412015 VERSA -LAW -Re -am -Details-------------- am- --- -- Bearing at concretelmasonry walls Bearing for door or window header Beam to beam connector Bearing at column Provide moisture barrier and lateral restraint at Oearin g• W air space required Strap per code if top plate is not continuous over header. Verity hanger capacity with hanger between manufacturer VERSA LAM• concrete column and wood. Column connector per design 10 Trimmers 1®0 professional of recoM Slope seat cut Bevel cut Beam to concretelmasonry walls Bearing framing into wall I' I Wood top plate must be Rush t with Inside of wall Stria r code itPper Sloped seat cut I Hanger _ top plate is not Not to exceed I continuous Inside face I of bearing. DO NOT bevel cut VERSA -LAM' beyond inside face of wall without approval from 0 Blocking not shown for clarity. Boise Cascade EWP Engineering Moisture barrier between concrete and wood 0orBCCALC* software analysis. Vr_KSA•LAM—Installation (votes Minimum of'W air space 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 top bearing framing). your region's Specifier Guide. Multiple -Member -Connectors - Side-LoadedApplications Maximum Uniform Side Load [plf] Nailed a W Ois. Through Bolt ro W Dis. Through BOwl' Number prows 16d 3 rows t6d 2 rows 2 rows 2 rows 2 rows 2 rows @ 2 rowsof Sinkers Sinkers a 24' o.c. 12" o.e. 6" o.e. 24" o.e 12' o e 6" o.e. Membors 12" o e. 12" o c sta ered sta eyed sla erect sta erect sta erect sta erect 1%" VERSA -LAM* (Depths of 18" and less) 2 470 705 505 1 1010 1 2020 1 560 1120 2245 3ro 350 525 375 755 1515 420 840 1685 40) use bolt schedule 335 670 1345 370 745 1 1495 3'A" VERSA -LAM* 2M use bolt schedule 855 1 1715 1 N/A 1125 2250 1 N/A 1%" VERSA -LAM* (Depths of 24") Number of Membors Nailed m K" Ola. Through BoltNv Y: Ois. Through Bolt"' 3 rows 16d4 Sinkers Q 12" o.c. rows 16d Sinkers @ 12" o.c, 3 rows @ 24" o.c. 8" stanaered 3 rows @ 18" o.c. 6" staaaered 3 rows Q 12" O.C. 4" stangered 3 rows @ 24" o.c. 8" slannered 3 rows @ 18' o.c. 6' staoqerel 3 rows a 12' o.c. 4" staggered 2 705 940 755 1010 1515 840 1120 1685 3ro 525 705 565 755 1135 630 840 1260 401 1 use bolt schedule 505 670 1010 560 745 1120 1 Oespn values app to common bobs Thal conl0qrm ANSI/M A3standardB1821.1981 ASTM s IGradesAte. SAE J42 Grades I or 2, or higher) A washer not lessthanastand,I cut washer shall be between the wood and the bolt head and between the wood and the nut The distance from the edge of the beam to the bob holes must be at least 2' for W bolts and 2K* for W bolts. Bolt holes shall be the same diameter as the boll. 2. The nail schedules shown apply to both sides of a 3-member beam. 3 16d box nails = 0.135• diameter x 3 V length 16d sinker nails = 0.148' diameter x 3.25• length. 4 7• wide beams must be top -loaded or loaded from both sides ((lesser side shall be no less than 25%of opposite side). Top -Loaded Applications For top -loaded beams and beams with side loads with less than those shown: Plies Depth Nailing m Maximum Uniform Load from One Side 2) IV." plies Depths I IW f: less 2 rows 16d box/sinker nails @ 12" o.c. 400 pff 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) Y/."" plies m Depths 11%." 6 less 2 rows 16d box/sinker nails @ 12" o.c. 300 pif Depths 14" - I 3 rows 16d box/sinker nails @ 12" o.c. 450 pff Depth = 24" 4 rows 16d box/sinker nails @ 12" o.c. 600 pit Depths 18" 3 less 2 rows W bolts @ 24' o c., staggered 335 pit Depth = 24" 3 rows W bolts @ 24* o.c., staggered eve 8' 505 pit 2) 3'h" plies Depths 18" 8. less 2 rows W bolts @ 24" o.c., staggered 855 If Depth 20" - 24" 3 rows W bolts @ 24' o.c., staggered eve 8' 1285 pit I. The nail schedules shown apply to and by 25% for non -snow bad roots 7. Connection values are based upon both sides of a 3-member beam where the budding code asows. he 2012 NOS 2 16d box nails = 0.135' diameter x 3 5' length. 16d 5 Use (towable load tables or BC 8. FasbnMaster Trussi.ok, SimpsonUSPsinkernails = 0148• diameter x 3. 5• length. CALL software to size beams 6. An equivalent specific gravity of Strong•llo SOW or SOS, and INS screws may also be used to 3. Beams wider than ?'must be designed by the engineero(record. 0.5 may be used when designing scepecifa coon clans withVERSA•LAMS. mentor VERSA - LAM' beams contact Babe Cascade EWp Englnooring for4AOvaluesinthesetablesmaybe increased W 15%for snoa•bad nob further Informedon. So se Cascade EbVP • .: aslerr Specr Ter Gwde: • 08/04/2015 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" _ n Find A multiple 1'/." ply VERSA-LAMr that is adequate to support the design loads and the member's proper connection schedule 1. Calculate the tributary width that beam is supporting 14'12 + 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 1'Y.." x 14" is found to adequately support the design loads 3. Calculate the maximum pit load from one side the right side in this case). Max. Side Load = (18' / 2) x (40 t 10 psf) = 450 plf 4. Go to the Multiple Member Connection Table. Side -Loaded Applications, I%." VERSA -LAM*, 3 members. S. 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 plf OK Bolts W diameter 2 rows Q 12" staggered: 755 pit is greater than 450 plf OK VERSA-LAMO _Floor Load Tables VERSA -LAM® 2.0 3100 (100% Load Duration) Top Figure Allowable Total Load (plfl KEY TO TABLE Middle Figure Allowable Live Load (pill Bottom Figures - Minimum Required Bearing Length at End / Intermediate Supports (inches) Span Ill 1'% VERSA -LAM' 2.0 3100 Double PlyIW VERSA•tAM• 2 0 3100 or 3W VERSA -LAM 2 0 3100 Triple Ply I IW VERSA -LAM• 2.0 3100 or SY.' VERSA -LAM 2.0 3100 Quadruple Ply IAIY7VERSA-M* 2 0 3100 or 7' VERSA -LAM 2.0 3100 T/.' 9 Y." live, 14" 71/." 1 9 W 1 11 W 1 14- 1 16" 1 IS- 24" 1 9W 11 W 1 14" 16" 18" 1 20" 1 24" 11'V." 14" 1 16" 1 18" , 20" 1 24" 763 1063 1 1424 1795 1525 2126 2849 1 3590 4387 5232 5226 3189 4273 5384 16580 1 7848 76/5 7838 5697 7179 8773 10463 10459 10451 6 762 1525 I _ 1.814.412.416.1 1.3/6.2,1.1110. 1.814.4 2.416.1 3.3/82 4.1110A 5112.8 6I15 6115 2.416.1 3.318.2 4.1110.3 5112.E , 6115 6115 8115 118.2 1.1/10.3 5112.6 6/15 6/15 8/15 479 746 1 979 1207 957 1492 1957 ' 2414 1 2886 3402 3913 2237 2936 ' 3622 1 4320 5103 I $876 5870 3914 4829 5771 6603 7834 7826 8 322 724 - 643 1447 1 - 2171 I • - 1.5/3.7 2.3/5.7, 317.5 3.719.3 1.513.712315.7 317.513.7/9.344111.1,5.2111 8/15 2.315.7 317.5 3.7/934.4/11.1 5T.21131 6115 1 6115 3/7.5 3.7/9.34.4111.1,5.2/11 e115 1 6115 243 551 1 745 1 909 487 1102 1489 1 1817 i 2148 2502 3126 1653 2234 1 2726 h 3222 1 3753 4322 4688 2978 ' 3635 4296 5003 5763 6251 10 165 370 724 329 741 1447 1 - till 2171 - 1 - 2894 1.53 2.1/5.3:2.917.1 3.518.7 1.SI3 2.1I5.3 2.917.1.3.5/8T34.8112 6/15 2.115.3 2.9/7.113.518.74.1110.34.8/125.5113.8 6115 2.9/7.1!3.5/8.7.4.1/1044.81125.5/13.8BITS 182 413 665 1 08 364 825 1330 1617 i 1904 2209 2939 1238 1995 2425 2856 3313 3800 4259 2659 3233 3807 4417 5067 5679 11 IN 278 544 247 557 1087 835 1631 1 2175 1.513 1.7/4.4, 2.817 3.1/8.5 1.51311.714.4 2.617 3.4/8.5,4110.1 4.7111.7, 6115 1.714.4 2.817 3.418.5i4110.1'4.7111.75.4113.4 6115 2.8/7 i3.1/8.5,111014.7111.75.1/11.4 6/15 139 317 585 728 279 634 1170 ; 1456 1709 1977 2601 950 1755 2194 1 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 1.513.7 2.116.8 3.418.4 1.513 11.513.7 2.716.813.4/8.4.3.9/9.9,4.6/11.4, 115 1.513.7 2.716.813.418.4'3.919.914.6111.4 5.2113 6115 2.716.8 34/8.4 3.9/9.94.6/11.4, 5.2113 6/15 109 248 1 480 662 217 496 976 1324 1 1550 1789 2399 744 1464 ! 1986 2326 2683 3059 3598 1952 2647 3101 3577 4078 4707 13 75 169 1 329 540 ISO 337 659 1079 506 988 1619 1317 2159 1.513 1.511.1,2.416.113. 118.3 1.513 11.513.1 2.416.1,3.318.1 3.919.7,4.5111.2 6115 1.5/3.1 2.1/8.13.318.1 3.919.74.5111.25.1112.7i 6115 2.416.1 3.318.3 3.919.7,,4.5111.25.1112.7, 6115 66 198 1 390 585 173 1 395 779 1171 1418 1633 2226 593 1169 1756 2128 2449 2786 3338 1558 l 2342 2837 3265 1 3715 4451 14 60 135 1 264 432 120 L270 527 864 j 1290 405 791 1296 1935 - 12.11 1055 1728 2580 1.513 f 1.513 12.115.3 3.217.9 1.513 1 1.513 12.115.313 217.913.819.E 4.4111 6115 1.513 2.115.3 3.217.9 J 3.619.8 4.41It 15112.51 6115 S.3 1.217.9 3.8/9 61 4.4111 15112.51 6115 70 160 316 S09 139 320 631 1 1018 1 1307 1502 2076 479 947 1527 ' 1960 1 2253 2558 3113 1262 2036 2814 3003 3110 4151 15 49 110 214 351 98 220 429 1 703 1 1049 1493 - 329 643 1054 1573 1 2240 858 1405 2098 1 2987 1.5/3 1.513 11.814.6f2.917A 1.513 1 1.513 1.8/4.6 2.917.4 3.8/9.5,4.3110.9, 6115 1.513 1 814.612.9/7.1 3.819.5,4.3/10.14.2/12.3 6115 1.814.8 2.917.4 1.819.54.3110.9,4.9/12.3 6/15 57 131 259 427 113 262 516 1 854 1151 1390 19u 393 777 1281 1 1727 2085 2364 2917 1038 1708 2303 2780 3151 3889 16 40 90 I 177 28912.616.6 80 181 353 579 WA 1230 27FT-5-3-01 8611 1 1296 184E 707 1158 1728 2461 1.513 1.513 1.614 1.513 1.513 1.614 2.616.8 3.618.94.3110.7, 6/15 1.513 1.614 2.6I6.6.3.618.9,4.3110.7,4.9/122 6115 1.614 12.616.8 3.618.94.3/10.7,4.9/122 6/1S 108 215 355 93 217 430 710 1016 1274 1 1826 325 645 1065 1 1527 1911 1 2106 2739 660 1420 2036 2547 1 2929 3652 17 75 147 241 87 151 295 483 720 1028 226 442 724 1 1061 1539 f 2111 589 965 1441 2052 1 2814 1 1.513 1.513.8 2.315.9 1.513 1 1.513 1.513.6,2.315.9;3.118.44.2110.5 6115 1.513 1.5/3.8 2.315.9 3.3/8.4,4.2/10.54.6112 6115 1.5/3.6! 2.315.9 3.3/8.44.2110.5 4.8112 J 6115 90 180 298 77 lei 360 596 894 1 1134 1701 271 540 894 1341 1701 1 2051 2552 720 1191 1768 2268 2735 3402 18 64 124 203 56 127 248 407 607 864 1 191 1 372 1 610 1 910 129E 1 1778 496 13 1 1211 1 1728 2371 1.513 1.513.2 2.115.2 1.513 1 1.513 1.513.2 2.1/5213.117.8 419.9 15.9M. 1.513 1.513.212.115.2 3.117.8 4/94 4.8111.95.9/14. 1.513.212.1152 3.117.8 419.9 4.8/11.95.9114. i 78 152 252 65 152 304 504 758 1016 1592 229 J 457 757 1 1137 1524 1863 2398 609 11009 1516 2032 2484 3164 19 54 105 173 48 108 211 346 516 735 162 316 519 1 774 1102 1512 422 691 1032 1 1470 2018 1 1.513 1.513 11.914.7 1.513 1 1.513 1 1.53 11.914.71 2.817 13.719A 5.6114.6 1.513 1 1.513 1.9/4.7; 2.817 3.719.4 4.6111.45.8/14. 1.513 11.914.7 2.817 3.719.4 4.6111.45.8114. 65 130 215 1 54 129 259 1 430 647 915 149E 194 389 646 971 1373 1678 2213 519 861 1295 1830 2237 2991 20 46 90 146 41 93 181 1 296 442 630 1493 139 271 445 664 945 129E 2240 362 593 85 1260 1728 12987 1.513 1.513 11.714.2 1.513 1 1.513 1 1.53 1.714.2 2.5/6.1 3.6/8.95.8111. 1.513 1.53 1.714.212.5/6.3 3.618.9,1.3/t0.85.8/11. 1.513 1.7/42 2.516.1 3.6I8.9,4.3110.85.8114. 96 160 95 192 320 1 482 692 1 1304 142 288 480 1 724 1038 1 1362 1956 384 640 965 1383 1842 2'0' 22 68 111 70 136 221 332 173 1122 104 204 334 499 710 974 1663 272 445 665 947 12992441.513 1.513.5 1.513 1.511 1.5/3.5 2.1/52 317.1 5.6/13. 1.513 1513 1.5/3.5 2.1152 317.4 3.919.95.6/13. 1.5/1 1.513.5 2.1/5.2 317.4 3. 1199113. 72 122 71 145 243 368 529 1092 106 217 365 552 793 1095 1638 290 486 736 1057 1460 2194 24 52 86 54 105 172 256 365 864 80 157 257 384 547 750 1296 209 343 512 729 1000 1728 1.513 1.513 1.511 1.513 1.513 11.814.4 2.516.35.1112. 1.513 1 1.513 1 1.513 1.8/4.4 2.516.3 3A/8.85.1/12. 1.513 1 1.511 1.8/4.4 2.516.3 3.1/8.85.1/12. 58 1 94 54 1 111 1 186 286 412 927 80 167 282 429 1 618 1 $55 1390 223 378 1 572 824 1139 1853 26 41 67 42 1 82 135 201 287 680 63 124 202 302 1 430 1 590 1020 165 270 1 403 574 787 1359 1.513 1.5/3 1.5/3 1.5/3 1.513 1.513.7 2.1/5.3 4.7111. 1.513 1 1.511 1 1.513 i 1.513.7 2.115.3 2.0/7.3.4.7111. 1.5/3 1 1.513 1.513.7 2.115.312.917.3 4.711I 74 87 148 228 1 326 792 61 130 222 338 489 678 1188 171 1 2961 451 1 652 904 1584 28 54 66 108 181 1 230 44 51 99 162 242 344 472 816 132 1 218 1 322 1 459 630 1088 1.513 1 1.513 1 1.513 11.513.211.814.6.4.4110.5 1.513 1 1.513 1 1.513 1.5132 1.8/4.8 2516.3!4.4110. 1.513 1 1.53 11.513.2i1.814.8 2.916.1,44110. S9 66 13.819.5 30 44 LSe3 I222145.5 07 1.5/3 1.513 i L53 1.8/1 1.53 1.53 1.5 3 1.614 3.89.5 L513 1!5 3 1513 18/4 2.2/5.5 38/9S Total Load values are limited by shear, moment or deflection equal to U240. Total Load values are the capacity of the beam in addition to its own weight. Live Load values are limited by deflection equal to U360. Check the local budding code for other deflection Imuts that may apply. Where a live Load value is not sham, 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 it 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 a broad range of applications. It may be possible to exceed the limitation of this table by analyzing a specific application with the BC CALC'software. 8Cm`) 0 u. add 1P.P • ,I"elf 1 Spr•c'Gd• ;a.de • 09 Ua _315 VERSA -LAM° Roof -Load Tables VERSA -LAM® 2.0 3100 (115% Load Duration) Top Figure Allowable Total Load (plfl KEY TO TABLE Middle Figure Allowable Live Load [plfj Bottom Figures - Minimum Required Bearing Length at End I Intermediate Supports [inches[ Span IN W.." VERSA -LAM• 2.0 3100 Double Ply 1'/.' VERSA -LAM* 2.0 3100 or 3Y, VERSA -LAM 2.0 3100 Triple Ply 1'/.' VERSA -LAM• 2.0 3100 or SY.' VERSA -LAM 2.0 3100 QuadruplePly 1'/.' VERSA -LAM' 2.0 3100 or 7' VERSA -LAM 2.0 3100 7Y..- 9'/a" 11'/." 14" 7'/." 9%:" 11'/." 14" 1 16- 1 18" 24" 9Y." 11Y." 14- 16" 18' 1 20" 24" 11%- 14- ! 16" 1 18" 1 20" 24" 678 1223 1939 2065 1755 2448 3278 4130 5047 5232 5226 3669 4917 6195 7570 1 7848 7545 7638 6556 ' 8260 10094 10463 1 10459 10451 6 I 215 1 2.817 13.810A,4.7111. 215 2.617 3.819.4,4.7/11.85.8/14.5 6115 6115 2817 3.8/9.4,4.7/11.85.8/115 6115 6115 j 6115 3.8/9AT, IIt.85.8/14.5 6115 1 6115 6115 598 858 1128 ' 1389 1187 i 1717 2252 2779 13321 3915 3913 2575 ; 3379 4168 1 4981 5872 1 5876 5870 4505 SS58 i 6642 7829 7834 7828 8 482 I - 965 I - 1. 8/4.8 2.818.8 3.SI8.84.3/10. 1b14.8'2.8/8.8 1.518.84.3/10.65.1112.7 6115 6/15 2.8/8.813.5/8.84.3110.65.1/12.7 8/15 6/15 9/15 3.S/Bb4.1/10.65.1112.7 8/15 6115 8/15 326 637 851 11046 651 1274 1714 2092 2472 j 2980 3126 1912 1 2571 3138 3709 4320 4695 ' 4688 1429 41&11 4945 15759 6259 6251 10 247 556 494 ! 1111 1667 1 - 1. 5/3.1 2.416.113.318.2 4110 1.513.1;2.416.1 3.3/8.2, 4110 4.7111.9.5.5113.8. 6115 2.416.1 3.318.2 4110 4.7111.95.5113.8 8/15 ; 9/IS 3.3181: 4110 '4.7I11.95.5113.8 6115 6115 244 526 785 931 487 , 1052 1 1531 1861 2192 j 2543 2939 1577 2296 1 2792 32811 3814 1 4265 : 4259 3062 3723 4383 1 5085 : 5887 5679 11 188 418 371 $35$35 - I - 1251 1. 513 12.215.61 1.513 12115.6 3118.113.9/9.8,4.6/11.65.4/13.4 6115 2215.8 12/8.1 3.9/9.84.6/11.65.4/13.4 6115 j 6115 3218.1 3.919.84.6111.615.4113.41 6115 1 6115 187 424 674 838 374 - $48 1347 1676 1968 ( 2276 2601 1272 2021 2514 1 2952 3414 1 3903 3901 2694 3353 1 3936 4552 1 5203 5201 12 1q 322 828 288 843 1 1256 985 1884 2512 1. 513 1 214.9 3.117.8 3.919.7 1.513 214.9 3.1/7.8 1.9/9.7,4.5/11.352113.1 6115 214.9 3.117.9 3.919.71,4.5111.3.5.2113. 11 61IS 6115 3.117.8 3.919.74.5111.3.5.2113.1: 6115 6115 146 1 332 573 762 292 1 665 114 1524 1785 2060 2399 997 1 1719 2287 1 2678 ' 3089 3522 3598 2292 1 3049 3571 ' 4119 4696 4797 13 112 253 491 88 22550696759 1482 1978 1. 513 1.714.2 2.9172 3.819.5 1.513 1.714.2,2.9/72 3.8/9.5'4.5/11.25.1/12.9, 6115 1.7/41!2.9172 3.819.54.5111.25.1112.95.9114.7, 6115 2.9172 3.819.54.5111.25.1112.95.9114.71 6115 116 265 493 674 233 $30 1 987 1 1349 1634 1680 2226 796 1 1480 1 2023 1 2450 2821 1 3208 , 3338 1973 1 2697 3267 3761 4273 4451 14 90 203 396 648 1 180 405 791 1 1296 - - 608 1 1187 1 1944 1 - 1562 J 2593 - - 1. 513 1.513.E 2.716.7 3.619.11 1.513 1.5/3.6 2.716.7 3.619.1 4A/11 5.1112.71 6115 1.513.612.716.7 3.619.1 4.4111 5.1112.75.8114.4, 6115 2.716.7 3.619.114.4111 5.1/12.75.8/14.4, 6115 94 1 215 1 423 586 168 - 429 1 846 1 1173 1 1505 1730 2076 644 1268 1759 1 225E 1 2595 2946 3113 1691 2346 3011 3459 3928 4151 15 73 165 322 527 146 329. 641 1054 ( - 494 965 1581 1266 2108 1. 513 1.513.1 2.516.113.418.5 1.51311.513.112.5/6.1 3.1/8.5,4 110.9 5/12.5 6115 1.513.1'2.5/8.1 1.4I8.54.3I10.9 5/12.5 5.7I112 8/15 2.518.1 3.4/8.5 /.3/10.9 5112.5 5.7111.2 6/15 77 176 1 347 3217. 9 15 153 352 ' 695 1029 1327 1601 1944 528 1042 1544 1990 2402 2723 2917 1389 2058 2653 3202 3630 3889 16 60 136 26534 121 ' 271 530 868 1296 407 795 1303 1941 1060 1737 2593 1. 513 1.513 2115.4 1.513 1 1.513 121/5.4 3.2/7.94.1/1024.9/123. 6115 1.513 121/5.4 31/7.94.1I1014.9/12.15.8/11 6115 22I5.4 3.2/7.94.1/10.24.9II2.15.8/14 8/15 63 146 289 455 127 292 577 910 1173 1468 1829 438 868 1385 1760 2201 2531 2743 1154 1820 2348 2935 3374 3657 17 50 113 221 382 101 228 442 724 1081 319 1 863 1 1088 1821 B84 1448 1 2181 1. 513 1.513 1.9/4.8 317.5 1.513 1 1.513 11.9/1.8 1 317.5 13.9/9.614.81121 6115 1.513 J 1.914.81 317.5 3.919.614.8112 55113.8 6/15 1.014.8; 317.5 3.919.E 4.8112 5.5/13.8 6115 53 122 212 399 108 244 484 799 1045 1307 172E 367 728 1198 1567 1981 2384 2588 988 1598 2089 2614 3151 3451 18 42 95 188 3057 85 191 372 810 910 129E 288 558 915 1368 1941 7M 1220 1821 2593 1. 5/3 1.513 1.7/4.3 2.8/513 1. 1 1.513 f 1.714.31 2.817 13.6/9.1,43111.41 6115 1.513 11.714.31 2.817 3619.14.5111.45.5113.71 6115 1.7/4.31 2.817 3.6/9.1 4.5/11.45.5/13.71 6115 103 205 339 1 89 206 1 410 677 036 1171 1 1634 310 615 1 1016 1404 1757 2147 2450 820 1 1354 1872 2342 2862 3267 19 81 158 259 72 162 1 316 519 774 1102 1 243 475 1 778 1161 1653 633 1037 1548 2204 1. 5/3 11.513.8 2.516.3 1.513 1.513 1.511.8 2.5/6.1 3.4/8.81.3110.8; 6115 1.513:1513.8 2.516.313.418.04.3110.85.3113.11 8115 1.5/3.8 2.5/8.113./I8.84.3/10.85.3/13.1 8/15 88 175 289 75 176 350 1 579 43 1055 1551 263 S25 SU 1265 IS93 1934 1 2326 699 1157 1686 2110 2579 3101 20 69 136 222 62 U9 271 1 445 1 664 945 208 407 667 996 1418 543 809 1327 1890 1. 513 1.513.4 2.315.8 1.513 1 1.513 1.5/3.1 2.315.E 3.3/8.24.1/101, 6115 1.513 11.513.4 2.315.8 3.316.24.1110.215112.5 6/15 1.513.4 2.315.E 3.318.24.11101 5112.5 6115 65 130 1 216 54 1 130 j 260 431 649 869 1 1407 194 190 647 973 1303 1593 2111 520 862 1297 1738 2124 ' 2815 22 52 102 167 48 1 104 1 204 334 499 710 157 306 501 748 1065 1461 408 668 991 1420 1948 - 1. 5/3 1.513 1.914.7 1.5131 1.513 1.51311.914.71 2.81713.7/9.3 6115 1.511 1.513 1.911.7 2.817 3.7/9.34.5/11.3 6115 1.5/3 1.914.71 2.8/7 3.7/9.34.5111.3 6/15 99 164 98 197 329 496 711 1259 146 296 493 1 744 1066 13U 1889 395 658 992 1422 1779 2518 24 79 11.613.9 129 80 157 257 384 S47 121 236 386 1 576 820 1125 314 515 768 1094 1500 1. 513 1.513 1 L5/1 1.613.9 2.315.9 3.318.3 -.5.9114.7 1.513 1 1.513 1.613.9 2.315.9 3.318.342110.45.9114. 1.513 1.613.9 2.315.9 3.3/8.34.2/10.45.9/11. 76 128 75 153 1 256 387 1555 1069 112 229 383 580 1 831 1 1132 1604 305 1 511 773 1110 1510 2139 26 62 I 101 63 124 1 202 302 430 1020 95 185 304 453 46 885 1520 247 405 1 604 860 12.817.1;3.810.6,'5.4113.1 118020391. 51311.513.3 11.51311.513 1.5/3.3; 215 2.8/7.15.4113. 1.513 1.511 11.513.31 215 2.8/7.1 3.8/9.65.4113. 1.513 i 1.513.31 215 60 101 S8 I 120 202 t 306 441 919 87 180 303 1 459 661 914 1378 240 404 612 882 1 1219 1837 28 49 81 51 j 99 162 242 344 816 76 148 243 1 363 517 709 1224 198 324 484 689 1 945 1633 1. 513 1.513 1 1.513 1 1.513 1 1.513 1.714.3 2.416.1 5112.6 1.513 , 1.513 1 1.5/3 1.714.1 2.416.1 3.418.4 5/12.6 1.513 J 1.511 J 1.714.3 2.416.1 3.418.4 5112.6 81 95 181 246 355 797 88 141 212 389 I 533 718 1198 190 323 192 710 981 1591 30 68 80 132 197 280 68/ 62 121 198 295 420 576 996 161 261 393 560 768 1327 1. 5/3 1 I1.513 1.513 1.513.712.115.3,4.7111. 1.513 1.513 1.511 1.513.72.115.32.917.31.7111. 1.513 1 1.513.11.513.712.115.312.917.3 4.71 IT Total Load values are timded by shear, moment or deflection equal to U180. Total Load values are the Table values for Minimum Required Bearing Lengths are based on the allowable compression design capacity of the beam in addition to its own weight. value perpendicular to grain for the beam and the Total Load value shown. Other design considerations. Live Load values are limited by deflection equal to U240. Check the local building code for other such as a weaker support material• may warrant longer bearing lengths Table values assume that deflection limits that may apply. support is provided across the full width of the beam. Where a Live Load value is not shown, the Total Load value will control For 2-py. 3-py or 4-ply beams• double, triple or quadruple Allowable Total Load and Allowable We Table values represent the most restrictive of simple or multiple span applications. Span is measured Load values Minimum Required Bearing Lengths remain the same for arry number of plies. center to center of the supports. Analyze multiple span beams with the BC CALC'software if the length of any span is less then half the length of an adjacent span. 1% inch members deeper than 14 inches are to be used as multi Ie-member beams on PPH• Table values assume that lateral support is provided at each support and continuously along the lop This table was designed to apply to a broad range of applications. It may be possible to exceed the edge and applicable compression edges of the beam. limitations of this table by analyzing a specific application with the BC CALC'software. o Sri Caicade LV'.P • lasterr Spe.ab,r Cuin,e -'M 04'2}1G VERSA -LAM® 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 I Intermediate Supports (inches] Span fl] 1'-W VERSA-LAM'2.0 3100 Double Ply 1'/.' VERSA-LAM'2.0 3100 or 31A" VERSA -LAM 2.0 3100 Triple Ply N. VERSA -LAM' 2.0 3100 or SW VERSA -LAM 2.0 3100 Quadruple Ply1'/.' VERSA -LAM' 2.0 3100 or 7' VERSA -LAM 2.0 3100 71/." 9%:" 11 %." 1 14" 71/." 9'/i' 11 V.." 1 14" 16" 18" 124" ! 9%- 111 V.- 14" 16" 1 18' 1 20" 1 24" 11'/h" 14" 1 16" 18" 20" 1 24" 954 1 1330 1782 2245 1908 2660 3564 4491 5234 5232 5226 3990 1 5346 6736 7851 7848 7845 7838 7128 8981 10467 ' 10463 ' 10459 10451 6 1.1111015.111124, 2.215.513.117.64.11101 2.2/5.5 3.1/7.6 1/10.25.1112.9 6115 6115 6/15 3.1/7TI5.1112 9 6115 6115 6115 6115 6115 1 6115 6115 6115 640 933 1 1225 1511 1 1279 ' 1687 1 2449 3022 ' 3611 3919 3913 2800 3674 1 4S32 S417 S879 5876 5870 4899 1 6043 7222 ' 7838 7834 7826 8 482 214.9 2.917.1,3.8/9.4,4.6/11. 214.9 ,2.9/7.1 3.8/9.4,4.8/11.65.5113.8 6/15 6/15 2.9/7.1 3.8/9.4 4.6111.65.5113.9 6116 ; 6115 6115 3.819.4,4.6/11.65.5/13.8 6115 1 6115 1 6115 326 693 932 1138 651 1388 1864 ' 2275 2689 3132 3126 2079 2797 3413 4033 4698 1 4695 4688 3729 4550 5378 6263 i 6259 6251 10 247 556 - 494 1111 1667 i - 1.513.112.716.6,3.618.94.4110. 1.513.1 2.716.8 3.6/8.9.4.4/10.95.2/12.9 6115 8115 2.716 6 3.6I8.94.4/10.952112.9 6115 6115 6115 3.6/8.94.4110.95.2112.9 6115 ' 6115 6115 244 552 833 1 1012 487 1 1104 1 1665 2024 ' 2384 2765 i 2839 1656 1 2498 ' 3037 1 3576 4148 ' 4265 4259 3330 1 4049 4767 5531 5687 1 5879 11 188 418 815 1 371 835 1811 1251 1 2448 - 1262 - 1.513 12.315.8 3.518.8,4.3110. 1.513 2.115.8,3.5/8.8,4.3/10.7 5/12.6,5.8/14.6 8115 2.315.8 3.51884.3/10.7, 5112.6 5.8/14.6 6115 6115 3.518.8,4.3110.7, 5112.6 5.8114.6 6115 6115 187 424 733 912 374 848 1465 1 1823 1 2141 2475 ' 2601 1272 2198 1 2735 ' 3211 3713 3907 3901 2931 3847 4281 1 4251 5209 5201 12 143 322 626 286 643 1256 ' 965 1894 2512 h 1.513 1 214.9 3.4/8.414.2/10. 1.513 1 214.9 3.4/8.4 4.2/10.54.9/12.35.7/14.3 6115 214.9 13.418.4.4.2110.54.9112.35.7114.3 6115 6115 3.418.4 4.2110.54.9112.35.7/14.3 6115 6115 146 332 623 1 829 292 665 1247 i 1658 1942 2240 ' 23" 997 1 1870 i 2487 1 2913 3360 3604 3598 2494 3316 3894 4480 ' 4806 4797 13 112 2S3 494 10 225 1 506 988 1619 - 759 1482 2429 , - 1976 3238 1.511 1.7/4.2 3.117.11,U/10. 1.513 11.7142 3.117.84.1/10.4'4.8/12.1,5.6111 6115 1.74..2 3.1/7.84.1110.44.8/12.1 5.8/141 SM5 1 6115 3.1/7.8,4.1/10.44.8/12.1 5.8114; 6115 6115 118 265 1 521 734 233 530 1043 1467 1777 2046 2228 796 1564 2201 2666 3068 3345 3338 2085 2934 3554 4091 4459 4451 14 90 203 396 648 180 405 791 1226 1 - 608 1187 1944 1582 2593 1 . 1.513 11.5/3.6, 2.817 4/9.9 1.513 11.513.61 2.817 1419.9 14.8112 5.5113.8, 6/15 1.513.61 2.817 1 419.9 4.8112 5.5113.8 6115 1 6115 2.817 1 419.9 14.8112 5.5113.8 6115 6115 94 1 215 423 638 188 429 46 1276 ; 1638 1882 2076 44 1268 1 1914 1 245E 2623 ' 3120 3113 1691 1 2552 3275 ' 3763 4159 41S1 15 71 165 322 527 146 329 643 1054 1573 494 965 1 1581 2360 I - 12.516.113.719.2.4.7/ii.95A/I3.6 126E 2108 3146 11.511 1.5/3.12.5/6.1 3.7191 1.513 1.513.1 2.5/6.1 3.719.24.7111.85.4113E 6115 1.5/3.1 2.516.1,1719.24.7/11.85.4/13.6 6/15 1 6115 6115 6115 77 176 347 560 153 352 695 1120 1443 1742 1944 528 1042 1680 2165 2613 2923 2917 1389 2240 2887 1 3484 3897 3889 16 60 136 265 434 121 271 530 SU 1296 407 795 1303 1944 1060 1737 2593 1.513 1.5/3 12.215.4 3.518.6 1.513 1 1.513 2.2/5.413.5/8.6'4.4/11.15.4113.4 6115 1.513 2.215.4 3.518.64.4111.15.4113.4 6115 6115 2.2/5.4 3.5/8.64A/11.15.4/13.4 6115 1 6115 63 146 289 476 127 292 577 951 1 1277 1597 1829 438 888 1427 1915 2395 2749 2743 1154 1902 2553 1 3193 1 3665 3657 17 50 113 221 362 101 226 442 724 1081 1539 - 339 663 1086 1621 2308 - 884 1448 1 2161 3078 1.513 1.513 1.014.8 3.117.8 1.513 1 1.513 11.914.813.117.8.4.2110.55.2113.11 6115 1.513 1.9/4.813.117.8,4.2/10.55.2/13.1, 6115 6115 1.914.8,3.117.8,14.2110.551113.1 6115 6/15 53 122 ' 242 3" 106 244 494 799 1137 1422 1726 367 726 1198 1705 2133 2572 2588 968 1598 2274 2845 3429 3451 18 42 95 166 305 85 191 372 610 910 1296 - 286 558 915 1366 1944 - 744 1220 1821 2593 1.5/3 1 1.511 11.714.31 2.617 1.513 1 1.513 11.714.31 2.817 1 419.9 4.9112.3, 6115 1.513 11.71431 2.817 1419.0 4.9112.35.9114.0 6115 1.714.3 2.817 1419.9 ,4.9112.35.9114.9,1 6115 103 ' 205 339 89 206 410 677 1016 1275 1 1634 310 615 1 1018 1 1524 1912 2336 2450 20 1354 2032 1 2549 3115 3267 19 81 1 Ise 259 72 162 316 519 774 1102 241 475 778 1161 1653 2268 633 1037 1548 2204 3024 1.513 1.513.8 2.516.3 1.513 1.513 1.513.8 2516.3 3.719.34.7/11.71 6115 1.S/3 1.5/3.8 2.5/6.3,3.7/9.34.7111.75.7114.3 SMS 1.513.E 2.516.1 3.719.34.7111.75.7114.1. 6115 88 1 175 289 75 176 350 579 869 1149 1S51 263 525 868 1301 1723 2105 2328 699 1157 1737 2297 2807 3101 20 69 138 222 82 139 271 145 664 945 208 407 887 998 1418 1944 43 889 1127 1880 2593 1.513 1.513A 2.315.6 1.513 1.S/1 1.513.4 2.315.613.418.4.4.4/11.1i 6115 1.513 1.5/14 2.115.E 3.4I8.14.1/11.IS.t113.6 8/15 1.S11.112.115.6 3.1/6.4,4.4/11.15.4113.6 6115 65 1 130 216 54 1 130 200 431 849 928 1407 194 390 647 973 1393 1 1735 2111 520 862 1297 J 1857 2313 2815 22 1 52 1 102 167 46 104 204 334 499 710 - 157 306 501 748 1065 1 1461 - 408 666 1 997 1 1420 1 1948 1.511 1 1.513 11.914.7 1.513 1.5/3 1.5/3 1.014.7; 2.817 1 419.9 6115 1.513 1.513 11.914.71 2.817 419.9 4.9/12.3 6115 1.5/1 11.914.71 2.817 1419.9 -4.9112.3 6115 99 1 164 98 197 329 496 711 1288 146 296 493 744 1066 1451 1932 395 658 992 1422 1937 2576 24 79 129 80 157 257 384 547 - 121 236 386 576 820 1125 314 515 768 1094 1500 j 1.513 11.613.9 1.513 1.513 1.613.9 2.315.9 3.318.3 6115 1.513 1 1.513 1.6/3.9 2.315.9 3.318.3,4.5/11.1 6/15 1.513 1.613.9 2.3/5.9 3.318.1,4.SII1.1, 6115 i I 76 128 75 113 216 311 555 1164 112 229 363 580 933 ' 1150 1747 305 511 773 1110 1533 2329 26 62 101 63 124 202 302 43012.817.1'5.9114.71.513 1020 95 185 304 453 645 i 885 1 1529 247 L 405 1 604 1 860 1 1180 1 2039 1.513 11.613.3 1.513 1.511 11.513.3i 214 1 1.51311.513,31 215 2.817.113.919.75.2114. 1.513 11.513.31 215 2.817.113.919.73.9/14. 60 101 58 120 202 306 441 1001 67 180 303 459 661 914 1501 240 404 612 882 1219 2001 28 49 61 51 99 162 242 344 816 76 148 243 363 517 709 1224 198 324 484 1 689 945 1633 1.513 1.513 1.513 11513 1 1.513 11.714.3 2.416.1 V5.5111i 1.513 1 1.513 1.513 1.714.3 2.416.113.416.4 5.5113.7 1.513 1 1.513 1.714.3 2A/6.1,3.4/6.45.5/13. 81 I 95 161 246 355 861 68 143 242 369 533 1 738 1291 190 321 492 710 1984 1721 30 88 80 132 197 280 664 62 121 198 295 420 576 996 161 263 393 560 i 768 1327 1313 1.513 1 1.513 1.5/3.7 2.1/5.35.1/12. 1513 1 1.513 1 1.513 1.513.7 2.115.3 Sitit12. 1.513 1 1.513 1.513.7 2.115.1 2.917.3-51/12. Total Load values are Ignited by shear, moment or deflection equal to U180. 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 8C CALCe 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-py 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 SC CALC'software. Boise Cascade : VPR1 • cjs'e•u w tfie- ',.iide • 03 04/20IS VERSA-LAM®_Allowable eG=:••. .-- ... ii. a s.c -r. :.Y -_. . '_ T: - _.-•. .. Nailing- and-- T. •.- . --.,-:•-T.-.. ,. •.T.^L-r Design_Value_s___.. i'-1. C_:iA - I Nailing Parallel to 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-RIMe. Use nails as specified by Simpson Strong -Tie. 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) VERSA -LAM° Design Values_ --- Grade Width in Depthin Weigght fib/ Allowable Shear Ib Allowable Moment ft-Ib Moment of Inertia in' Grade Width in Depthin Weight Ib/ft Allowable Shear Ib Allowable Moment ft-lb] Moment of Inertia in' t0 a N LU > 1'/2 3'/2 1.5 998 776 5.4 0 0 i Cn w 5,/ 5% 8.0 5237 6830 63.3 5%2 2.4 1568 1821 20.8 5'/s 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 0 0 0 Q Q j 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 6979 125.0 14 21.3 13965 43552 1200.5 11'% 5.7 3741 9605 207.6 16 24.4 15960 56046 1792.011% 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 1 30.4 19950 85428 1 3500.0 18 91 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 3,/2 5'/2 5.6 3658 4971 48.5 7% 7.4 4821 8377 111.1 9Y: 17.1 12635 27916 500.1 9'% 9.4 6151 1 13272 230.8 11% 20.2 14963 38419 830.6 9'% 9.6 6318 13958 250.1 11% 21.4 15794 42550 1 976.8 11% 11.4 7481 19210 415.3 14 25.2 18620 58069 1600.7 11% 12.1 7897 21275 488.4 16 28.8 21280 74728 2389.3 14 14.2 9310 29035 800.3 1 8 32.4 23940 93348 3402.0 16 16.2 10640 37364 1194.7 18 18.3 11970 46674 1701.0 20 36.0 26600 113904 4666.7 20 20.3 13300 56952 2333.311 24 43.2 31920 1 160732 1 8064.0 Design Property Grade Modulus of Elasticity Bendin2 Horizontal Shear Tension Parallel to Grain Compression Parallel to Grain Compression Perpendicular to Grain Equivalent Specific Gravity for Fastener Design E(x 10e psi)1'I Fb (psi)ax31 F (psi)12k'I F, (psi)12x61 F.0 (psi)121 F,l (psi)(')(ei SG) VERSA-LAM•Beams 2.03100 2.0 3100 285 2150 3000 750 0.5 VERSA -LAMB Studs 1.72650 1 1.7 2650 285 1650 3000 1 750 1 0.5 VERSA -LAM- Columns 1.82750 1 1.8 2750 285 1825 3000 1 750 1 0.5 1. This value cannot be adjusted for load duration. 5. Tension value shall be multiplied by a length factor, (4/L)1° where L = 2 This value is based upon a load duration of 100% and may be adjusted for other load durations. member length [fq Use L = 4 for members less than four feet long. 3 Fiber stress bending value shall be multiplied by the depth factor, (121d)1A 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 Cnscade EWF leer Space ter Guide • 08/0412015 VERSA -LAM° 1.8__275.0_Columns _____ T.c,vs*.1?=i+s.4r+:r.+- :.T-.F=r,.:-7:: :--Tv'..+ nr-A.::-asn.,Tsn+:a1w+.-t.frFi...T...i.JS=.::-F-!. =.x:.:.,>L.:.RZ-.C,•4-:,.-..c^.,,.... ,._S T= 1 L Allowable Axial Load(lb) c' 3'/." x 3'/," 3%" x 4'/: ' 3%" x 5'/4 ' 3'/z ' x 5%" 3'/: ' x 7" o _J 100% 115% 125% 100% 1 115% 125% 100% 1 115% 125% 100% 115% 1 125% 100% 115% 1 125% 4 15.265 16.750 17,650 19.100 20.950 22,070 22,920 25.150 26,500 24,020 26,350 27.770 30,570 33,545 1 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 4,905 4,965 6,115 6.250 6.325 3V x 7'/: ' 5'/: ' x 5'/: ' 5'/4" x 5% 51/4 ' x 7" 5'/4 ' x 7'/4 ' 100% 115% 125% 100% 1 115% 125% 100% 115% 125% 100% 1 115% 1 125% 100% 1 115% 1 125% 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 1 7,105 7.195 7,355 7,445 9.170 9,370 9,480 9,490 9.700 1 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 NOS), 2005 edition. For side or other combined bending and axial loads, see provisions of NOS, 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 NOS). 6) Lateral loads (wind loading) are not considered in this table Modulus of Elasticity: E = 1.8 x 106 psi Bending: Parallel to Gluelines (Beam): F. = 2750•(12/d)'p psi Perp to Gluelines (Plank): Fb = 2500'(12/d)i9 psi Compression Parallel to Grain: Fp cII = 3000 psi Compression Perpendicular to Grainp Parallel to Gluelines (Beam): Fcii = 750 psi Perp to Gluelines (Plank): F L = 450 psi Tension Parallel to Grain: Fr = 1650 psi V-E RSA=S_T-U-D® 1-.-7-26.5-0 t+3'aJs..:,w+--n"%itGwAfuP_:%_ii A PlQix/w-+'G-v.-S.iw. r`.4T'--' 3R.(tilQ.at'irS iHp.t l.'.F+fS .f.vT'.?.Ti'C LFAr.J.4'!'C 4'.4.s,9.74 Allowable Design Values Product Bending Fb (psi] Compression Parallel to Grain F. [psi] Modulus of Elasticity E [psi] Horizontal Shear F [psi] VERSA-STUD*1.7 2650 26SO 3000 1,700,000 285 Spruce Pine Fir (North) # 1 / 2 Grade 875 1150 1,400,000 135 Hem -Fir # 2 Grade 850 1300 1,300,000 150 Western Woods # 2 Grade 675 900 1 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 NOS Supplement. Design Values for Wood Construction (per 2012 IBC/IRC). Repetitive member and size factors have not been applied. For further design information, please see VERSA -STUD 1.7 2650 Eastern Tall Wall Guide. Boise Cascade faVVP - Eas:em Specifier Guide • 08/04/2015 Computer_ Software-------- --- - -- ----- = a uu>. row.el\.1•r.•.. ti -sai New BC FRAMER® represents a huge technological leap L to help you improve the efficiency and profitability of your engineered wood products business. Boise Cascade will provide you what we believe is now the industry's best design software, offering far greater productivity than even our current version of BC FRAMER®. This new software package will help your design department work faster and accomplish more. You don't get paid to do drawings, but at least now you can do them in less time, and better. Shrink design time with BC FRAMER® model sharing. Save time & prevent mistakes with best -in -industry file integration. Experience the efficiencies of BC FRAMER* whole house modeling. 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 rile 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. 1 aMarl].$rW_l ffdbrmtR f0.1.frtO • W I.>ef / I.nIRr1./M to y. 1 ,.1.Isaautfalo 3 f 4/f. C.I.til4twroT'u /•••tf61lw IVSKomI•V YfDSS1 •tI la tN fat.01 • V 1W I.Rv l tfb11t1 1 utmlwxonrupua y errerpt en. \a.. wla. ielie lihf_ 'cli' t,'i WI4a. VA" I:Lt I...saa Claw Wr C:l Fwltt 1L11a.w MW a1 1M lwrti. tom. ;W-{ 0"- Il.I 1\ Go.st: Cascade FV 3 • F,:.tern Spar ler ,utda - I vaa 1lf.rr_ (.t.1_:ft.p;, f19 fltl V lffVt1001 ittl 1\rfa 114f YIl VI/l/al I{t,TI® atl.'!f AN Sr /Vw I Vl'ScrrlwUft • LR..fw 11.1 1 r p r at.rtf AA 4 _ - n•\ NMI 1 111 N RECOMMENDED HARDWARE CPU: Quad Core 64 bit Processor L2 Cache: 3MB/Core RAM:8.OGB Video: Full support for DirectX 9; Single monitors, 12800024 512MB; Dual monitor, 12800024 1GB Minimum 1024x768) 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 a Try! 10001T Analysis for Engineered Wood Products Boise Cascade has provided BC CALC® free of charge to the design community since 1994. 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://www.bcconnect.com/bcdeployer/index.htm t MM t rrl...awu.....w. ta1.•1 Mks f-..JrOt-.Yout""I t to Ir u .. n1.1 arltw tr• 11M L—rT t•.r\fw tw1 • V M ILnILgt Grta O Y Ofd.ttw ftr t•T It 1 IW awr w. I.Y1fI1.flwrhl •)>( " OfttNflowIfto It 1• Z. 1 O•n tf YMRIN r•Ifw fl.ww tot. U•1lll VaItQ10t'1 tlh f'• t 1b/. y1,p, MI•rtiy,p T fMll.taW I1ai atl 11 f1 fL • IfW. • Rf wlfft...4.11•rr ran.wl.a.aaf. w1•IRaarl3 •owr w• p f1 at1 f1. I1,1 y t1:\ u3% rfeM1 M.+.Iw1}I..T ..• a er {e• ala.1 V,w 1w r\ at\ ~f o .•.Ifrrtfer...•er W\s11 •CruNallnA. Grltlw w.rw.....r If tlQntfFlly lom 11Lt'112. at mloulf W.16on fltPg/f rpar /.tta>•Rp.Mw••a. o.na R.1 "oa'al: an- suwdv Mtm."bK fl01ar11f• 1=6tWAI'.90{/N/Cn ow*A'.tA fto M-J.w• tt/RtMf /M ItY\n U'1 .ar'01l Ifi/M1 ' T•up+' AI•t• ftanOfrl\lraanTAl p;,r• W Clafn •r1 f Kwle...nwtr4 s taicf-. Parer. n•s.RRt+en 1r141rsgarw• wrfatu eawt•..w•w Simpson• erFaceMountSkewed45° i9twanger;iIIIIIIIIIIIIIISingleJoist - Tall Flange Single Joist Face Mount Joist BCI• I Hanger uapacay ani Joist BCI• Hanger t apacny a aural BCI• Hanger ` I, 4 " ' e t xis ea a Joist b eade 's Dent bs HeaderJoist 4500s ITS1.81/9.5 993 6-10d 4500s IUS1.81/9.5 950 8.10d 4500s SUR/L18119 1081 12.16d 2-10dx1'h" SOOOs ITS2.0619.5 993 6-10d 5000s IUS2.0619.5 950 8-10d 5000s SUR/L2.06/9 1097 14-16d 2-10dxth" 9'" 6000s ITS2.37/9.5 1225 6-10d 9'h 6000s IUS2 37/9.5 950 8-10d 9'h 6000s SURIL2.37/9 1343 14-16d 2-10dx1h" 6500s ITS2.56/9.5 1225 6-10d 6500s IUS2.56/9.5 950 8-10d I 6500s SUR/L2.5619 1343 14-16d 2-10dx1h" 4500s ITS1.81111.88 1068 6-10d 4500s IUS1.81/11.88 118E R12-10d 4500s SUR/L1.81/11 1306 16-16d 2-10dxth" SOOOs ITS2.06/11.88 1068 6-10d SOOOs IUS2.06/11.88 118E 5000s SUR/L2.06I11 1350 16.16d 2-10dx1Y," 11%" 6000s ITS2.37/11.88 1237 6-tOd 11h" 6000s IUS2.37/11.88 118E 11,, 6000s SURIL2.37111 1385 16-16d 2-10dxl'' OWN 1237 6-10d 6500s IUS2.56111.88 1185 6500s SUR/L2 56111 1385 16-16d 2-10dx1h 60s ITS2.37/11.88 1237 6-10d 60s IUS2.37111.88 1185 60s SUR/L2.37Ill 1385 16-16d 2-10dxlh" 90s IITS3.56111.88 1518 6-10d 90s IUS3.56111.88 1420 90s SUR/L4101906 14-16d 2-10dx1h" 4500s ITS1.81/14 1075 6-10d 4500s IUS181114 1420 4500s SUR/L1.81/14 1675 20-16d 2-10dxlh" 5000s ITS2.06/14 1081 6-10d 5000s IUS2.06114 1420 5000s SURIL2.06/11 1693 18-16d 2-10dx1h" 6000s ITS2.37114 1262 6-10d 6000s IUS2.37/14 1420 6000s SUR1L2.37/14 1693 18-16d 2-10dx1'h" 14" 6500s ITS2.56/14 1262 6-10d 14" 6500s IUS2.56114 1420 d 14" 6500s SURIIL2.56114 1693 18-16d 2-10dx1'/." 60s ITS2.37114 1262 6-10d 60s IUS2.37114 1420 d I 60s SUR1L2.37114 1693 18-16d I 2-10dx1`h" 90s ITS3.56114 1520 6-10d 90s IUS3.56/14 1420 12-10d I 90s SUR/L414 2050 18-16d 2-10dx1'h" 4500s ITS1.81116 1081 6-10d 4500s IUS1.81/16 1660 14-10d I 4500s SUR/L1.81/14 1887 20-16d 2-10dxVA" 5000s ITS2.06/16 1087 6-10d 5000s IUS2.06/16 1660 14AOd SOOOs SUR/L?.OB/11 1920 18-16d 2-10dx1h" 16" 6000s ITS2.37116 1268 6.10d 16" 6000s IUS2.37/16 1660 14-10d 16" 6000s SUR/L2.37/14 1920 18-16d 2-10dxth" 6500s ITS2.56/16 1268 6-10d 6500s IUS2.56/16 1660 14-10d 6500s SUR//L2.56114 1920 18-16d 2-10dxl''A" 60s ITS2.37116 1268 6-10d 60s I IUS2.37/16 1660 14-10d 605 ISURIL2.37/1/ 1920 18-16d 2-10dxl''A" 90s 1TITJS,3..566116 1520 6-10d 90s IUS356116 1425 14-10d 90s SUR/L414 2250 18-16+rd 2-1,0,dx1h" ts J id s. MIT Ve U / HU MIU XLSSIJ Joist BCI• Hanger Capacity ili Joist BCI• Hanger Capacity a Joist BCI• Hanger opacity i D&OJJ t o HeaderJoist 4500s MIT49.5 305 8-16d 2-10dxlW 4500s MIU3.56/9 2305 16-16d 2-10dOW 4500s LSSU125 995 9-10d 7-10dx1W SW 5000s MIT4.12/9.5 2305 8-16d 2-1Oax-N 9,h„ 5000s MIU4.12/9 2305 1646d 2-10dx1'h„ 9h" 5000s LSSU2400 995 9-10d 7-10dxl'A" 6000s MIT359.5.2 2305 8-16d 2-10dx1h" 6000E MfU4.75H 230E 16-16d 2-tOdxlh 6000s LSSU135 995 9-10d 7-10dx1h" 6500s MIT39.5.2 2305 8-16d 2-10dx1h" 6500s MIUS41219 2305 16-16d 2-10dx1'h" 6500s LSSUH310 1425 14-10d 7-10WIN' 4500s MIT411.86 2305 8-16d 2-10dOW 4500s MIU3.S6/11 2880 20-16d 2-10dx1h" 4500s LSSU125 995 9-10d 7-10dx0V 5000s MIT4.12/11.88 2305 8-16d 2-10dxi'A" 5000E MIU4.12/11 2880 20-16d 2-10dxi'A" SOOOS LSSU2.06 995 9.10d 7-10dx1h" 11'/i' 6000s MIT3511.88-? 230E 8-16d 2-10dxth" 11Y., 6000s MIU4.75/11 2880 20-16d 2-10dx1%' 5000s LSSU135 995 9-10d 7-tOdxlh" 6500E MIT311.88.2 230E 8-16d 2-10dx1h" 6500E MfU5.1?/11 2880 20-16d 2-10dx1h 11Y." iLE'iD 6500si M/T5.12/16 230E 8-16d 2-10dx1h 6500e MIUS.12/16 3455 24-16d 2-10dx1h 60s MIT4.75115 230E 8-16d 2-tOdxlh" 60s MIU4.75/16 272E 24-16d 2-10dx1h" 905 87.12116 3800 14-16d 2-10dxiS' 90s HU414.2 1 3780 26-16d 2-10dx1h" i ti . . • . t • : T f'xi THAT VPA oast BCI• Hanger apacity ails oast BCt• Hanger opacity astener e h Ibs Header Joist t bs To Plate Rafter 45001THA11.81/22 1181 6-tOd 2-10dxth" 4500E Hanger 995 9-10d 7-10dx1h" 9h„ SOOOs THAI2.06/22 1181 6-10d 2-10dx1h" 9h„ SOOOS LSSU2.06 995 9-10d 7-tOdx1'hw 6000s TMA13522 1393 6-10d 2-10dx1h" 6000s LSSU135 995 9-10d 7-10dxlh trisrn» 5000E THAT?.06/2? 1600 6-10d 2-10dx1h" 14" 6000E THA13S22 1600 6-10d 2-10dx1h 14' 14" For more Information, call Simpson Strong -Tie 9 ; at1.800.999.6099 or visit their website at www. strongtio.com General Notes 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. 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 BCI• Joist slope exceeds W per foot. Leave' hi clearance (W maximum) between the end of the supported joist and the head of the hanger. At max design capacity shown, hangers may exceed standard W deflection by'ht". For proper installation of the VPA, the 2-10dxth" joist nails through the bend tabs must be installed at approximately a 45- degree angle. Support Roquiromonts Support material assumed to be Bolsa Cascade structural composite lumber or sawn lumber (Doug/as fir or souMam pine species). Minimum support width for single- and double -joist top mount hangers is 3". Minimum support width for face mount hangers with 10d and 16d nails is 1Wand 2". respectively. bcise CdoCd(ld `!%'V • E 3s:e'11 Spaedien Garde • 031042015 Framing Connectors -- USP Structural Connectors_----- THO TFL ` THE SKH Joist 8CI• Hanger Capacity ails Joist gCl' Hanger Capacity a Joist BCI' Hanger Capacity ails 0 h bs o' Death bs Headeris De fibs]Header Joist 4500s TH017950 993 6 10d 2 10dxIIS' 4500s THF17925 910 8 10d 2 1OdxIW 45005 SKNI72OLIR 1153 14 10d 10 10dxl'' 9. SOOOs TFL2095 993 6 10d 2 1Odic IW 9. 5000s THF20925 910 8 IOd 2 1OdxIW 9,. 5000s SKH2O2OLIR 1153 14 10d 10 tOdx1'rS 6000s TFL2395 1225 611 2 10dx1'A" 6000s THF23925 1275 12 10d 2 10dx1b 6000s SNH232OL/R 1384 14 10d 10 10dx1b 6500s TFL2595 1225(6)_,Od 2 10dx1'W 6500s THF26925 1275 (121 10d 2 1OdxI'A" 6500s SKH252OL R 1384 (141 10d 10 10dxl''N' 4500s TH017118 1068 6 IOd 210dxl'N' 4500s THF17112 910 8 10d 21Odx1Y: 4500s SKH1720LIR 1434 16 10d 1010dx1'/i" 5000s TFL20118 1068 (6)10d 2 10dxI'A" 5000s THF20112 910 8 10d 2 10dx1Ye" WOOS SKH2O20LIR 1434 16 10d 10 10dx1A 11Y:' 60005 TFL23118 1237 6` 10d 2 10dxl%i" 11/" WOOS THF23118 1300 14 10d 2 10dxl'A" 1IV. 6000s S yu;"OL.IRR 1434 6, Od 10)1Odx'b" tr-•---•"-•-- ii. rrti Q::a.:ii:»—="'rrr'r ef:i.eiin THO Double T BPH THE Double HD LSSH Joist 8CI• Hanger Capacity Nailino Joist BCI• Hanger Capacity a' i Joist 8CI' Hanger Capacity i i I s Ib s Header Joist 4500s TH035950 2050 (tit) Od 2 10dx1'h" 4500s THF35926 1370 12 10d 2 10dxl')V' 4 0 0 d 0 , " r6000s TH0209SO. 2 2330 10 16d 6 10d 5000s THF20925.2 1390 12 10d 6 10d ,., Os 9' A" 9'i4" 9 h 6000s 3 0 0 TH023950-2 2825 10 16d 6 tOd 6000s THf23925.2 1625 14 10d 6 10d SOOs 25 14 10 Od 7 0 1' " TH02S950- 2 2825 10 16d 6 10d 6500s THF25925.2 1390 12 10d 6 10d , TH035118 2050 10 10d 2 10dx1'/i" 4500s THF35112 1825 16 10d 2 10dxl'A 5000s 0 1140 10 10 7 0 x1' TH020118. 2 2330 10 16d 6 10d 50005 THF20112-2 1855 16 tOd 6 10d 60005 2 1140 0 10 1I TH023118. 2 2925 10 16d 6 10d , 6000s THF23118-2 1855 16 10d 6 10d 11/'" 2 0 ' " THO? 5118.2 2925 10 16d 6 10d 6500s THE?5118.2 1855 16 10d 6 10d s 0 6 Z Od TH023118.2 3212 10 16d 6 10d 60s THF23118.2 1855 16 IOd (6)10d 0 0 ' " 90s SPH71118 3455 10 16d 6 10d 90s HD1120 2255 16 16d (6)10d O ,. 45005 TH035140 2316 12 10d 2 1OdxI'A" 4500s THF35140 2320 16 IOd 2 10dx1'b" 6000sjL2 1140 10 0 7 0 1' ' SOOOs TH020140.2 2330 (10 16d (6)10d WOOS THF20140-2 2320 20 10d (6)10d 14' 65005 675 0 Od 7 0 1'' 6000s TH023140-2 3350 12 16d 6 10d . 6000s THF23140-2 2540 20 10d 6 10d 6 0 414 65005 TH025140-2 3350 12 16d 6 IOd 14 6500s THF25140-2 2500 20 10d 6 10d 905 19 0 14 16 12 1 ' 605 TH023140.2 3535 12 16d 6 10d 605 THF23140-2 2540 20 10d 6 10d 5 005 0 L Od 7 0 90s SPH7114 3455 L 16d 6 10d 90s HD7140 2820 20 16d 8 10d , 4500s TH035160 2359 12 10d 2 1Odx1'/," 45005 THF17157-2 2425 22 10d 2 10dx1Y," 16" 6 0 d d ' " 50005 TH020180.2 2330 10 16d 6 10d S000S 1140 14 Od ' " 16" 6000s TH023180.2 3137 12 16d 6 10d 16., 6000s THF23180^2 3050 24 10d 6 10d ' ' doisi th BCI Hanger apaaiy Ibseade rvanm i aviu t 8CI Hanger I' ry Ibs rammic To Platel Rafter 4500sl 04 T P175 SIN, 50005 9,.. 50005 TMP21 1125 6 10d 4 10dx1' " 60005 6000s TMP 3 1375 6 Od 10d 1' " 6500s 6500sl TMP25 1375 6 10d 4 10d 1' ' 4500s 4500s TMP175 1150 6 10d 410dx1Yi" 5000S SOOOs TMP21 1290 6 10d 10di l' ' WO _0S 32 43 10d 10ddx1' " M 23 1425 8 4 JP1I' 11Y:' 6500s26411Y:' 65005 25 25 10d 10di " Os MSH2322 1431 6 10d 10d 60s I TMP23 1425 6 10d Od ' 90S MSH422 1862 6 10d 6 10d 90s TMP4 1800 6 10d 4 10d l' " 4500s 1550 J 10d 4)10d 1' " 4500s M 175 50 6 10d 4 10d 1' " SOOOs 5000s MP21 1 90 6 10d 4 10d 1' " 14 6000s MSH2322 1550 6) 10d 4 10dxth" 14" 6000s TMP23 1525 6 1Od 4 10dxIW; 6500s S 32 1550 6 10d 4 Od '" 6500s P25 1525 6 Od Od '" 60s S 2322 1550 6 10d 4 Od ' " 6Os TMP23 525 6 Od 4 10d ' " 905 90s P 1850 6 Od 10d "' 4500s 2 668 6 10d 4 Od 1' ' SOOs MP1 5 50 6 Od Od 000E OOOs M 90 6 Od Od '" 16" 6000s 668 6 10d 4) Od 1' " t6 6000s TMP23 1550 6 tOd 4 10d ' " 65005 M 3 1668 6 10d 4 Od 1' " 6500s T 25 1550 6 10d 110dxl'" 60s 2 171 10d 4 Odi ' " 60s TMP23 1550 6 10 4 10di ' " 90S 90s TMP4 1900 40dd 910dx1h" USPFor more information, STRUCTURAL contact CONNECTORS' USP Structural Connectors N at 1-800-328-6934 or General Notes www•uspconnectors.com Sold Italic hangers required web stiffeners. Capacities will vary with different nailing criteria and/or support conditions: contact supplier or USP Structural Connectors for further information. Capacity values shown are either hanger capacity values see support requirements below) or 8CI• Joist end reaction capacities — whichever is less. All capacity values are downward loads at 100% bad duration. Use sloped seat hangers and beveled web stiffeners when BCI• Joist slope exceeds Y." per foot. Leave'N" 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 Support material assumed to be Boise Cascade structural composite lumber or sawn lumber Douglas fir or southern pine species). Minimum support width for single- and double -joist top mount hangers is Y. (1'h" for THO hangers). Minimum support width for face mount hangers with 10d and 16d nails is IV." and 2", respectively. Emsr- Cascaae EVYP • East ifr spa:, a• i'.uum • 9a 34 P315 Boise Cascade has a proven track record of providing,` 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 LEED® points under U.S. Green Building Council® residential and commercial green building programs including LEED for Homes and LEED for New Construction Boise Cascade Lifetime Guaranteed Quality and Performance ii Boise Cascade warrants its BCI® Joist, VERSA -LAM®, and ALUOISTO products to comply with our specifications, to be free from defects in material and workmanship, and to meet or exceed our performance f specifications for the normal and expected life of the structure when correctly stored, installed and used according to our Installation Guide. r Engineered Wood Products are available as PEFC® 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. If in doubt, ask! r For the closest Boise Cascade EWP distributor/support center, call 1-800-232-0788 j' 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 or 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 QDBoise Cascade Engineered Wood Products Great products are only the beginningP Copyright ® Boise Cascade Wood Products, L.L.C. 2014 11 ESG 0810412015 11 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: 1111681 - MiTek USA, Inc. 6904 Parke East Blvd. Site Information: T m a Fl 33s10 4115CustomerInfo: Starlight Project Name: Lot 60 Wyndham Preserve Model: 2406 90nFStice U Lot/Block: 60 Subdivision: Wyndham Preserve Address: N/A City: Sanford State: FL 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: FRC2014/TP12007 Design Program: MiTek 20/20 7.6 Wind Code: ASCE 7-10 Wind Speed: 136 mph Roof Load: 40.0 psf Floor Load: N/A psf This package includes 22 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 61 G1 5-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. I Seal# ITrussNamelDate No. I Seal# I Truss Name I Date 1 1 T11363791 Al 6/14/17 118 IT11363808IJ1 6/14/17 12 1 T1 1363792 1 Al A 1 6/14/17 119 I T11363809 I J3 1 6/14/17 1 13 1 T1 1363793 1 Al B 1 6/14/17 120 I T11363810 I J5 1 6/14/17 1 4 IT11363794 A2 6/14/17 121 IT11363811IJ7 6/14/17 15 I T113637951 A3 16/14/17 122 1 T113638121 MG 6/14/17 6 IT11363796 A4 6/14/17 1 1 1 I 1 # 1 7 - 26 54 1 1 butt DING 1 SANf-OFD 17 IT11363797 A5 6/14/17 18 I T11363798 I AM 1 6/14/17 19 I T11363799 1 AM1 1 6/14/17 110 I T11363800 1 B1 1 6/14/17 Ill I T11363801 I B2 16/14/ 17 112 1 T1 1363802 1133 1 6/ 14/17 113 I T11363803 I B4 1 6/ 14/17 14 IT 113638041 B5 16/14/17 15 T11363805 66 6/14/17 16 T11363806 C 6/14/17 117 IT11363807 1CG 16/14/17 OF- A"i . 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 (Groveland, FL). Truss Design Engineer's Name: Albani, Thomas 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 inthejurisdiction(s) identified and that the designs comply with ANSI/TPI 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to MiTek. Any project specific information included is for MiTek's customers file reference purpose only, and was not taken into account in the preparation of these designs. MiTek has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and properly incorporate these designs into the overall building design per ANSI/ TPI 1, Chapter 2. oil 4$ 2 39380 STATE OF : 111111111111110 Thomas A. Albanl PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 14,2017 Albani, Thomas 1 of 1 1171681 Al Hip 14 T71363791 1-0- 5.9-12 17.4.14 7700 27-04 26.7.2 32.2d 38-0-0 9-0 0 5 9-12 5-7.2 5-7-2 40-0 5.7.2 5.7-2 5.9.12 5x8 = 5.00 FIT Sx6 = Scale = 1.68.1 20 19 17 16 '- 14 13 _ 4x6 6 = 2x4 II 3x4 = 3x6 = 3x8 = 3x4 = 2x4 II 4x 30 = 3x6 = 32.2d 38-0-0594211.4-14 7/•a-e zlvv ca-i•c 5.9.12 5 7.2 5.7.2 44-0 5-7.2 5.7.2 5.9.72 Plate Offsets (XY) 12.0-0 0 0.0-15) 16.0 5-12 0-2-81 t7.0-3-0 0-2-4) 111:1-0-0 0-0-151 LOADING(psf) SPACING- 2-0.0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.69 Ven(LL) -0.20 17 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.76 Ven(rL) -0.52 17-19 >872 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.79 Horz(rL) 0.18 11 rVa Ida BCDL 10.0 Code FRC2014lrP12007 Matrix-M) Weight: 215 lb Fr = 20% LUMBER - TOP CHORD 2x4 SP No.2 SOT CHORD 2x4 SP No.1 'Except• 15-18.20 SP No.2 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3, Right: 20 SP No.3 REACTIONS. (lb/size) 2=158010.8-0, 11=158010-8-0 Max Horz 2=201(LC 9) Max Uplift2=-405(LC 10), 11= 405(LC 10) BRACING - TOP CHORD Structural wood sheathing directly applied or 2-6-5 oc puriins. BOT CHORD Rigid ceiling directly applied or 6-7-14 oc bracing. FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-27=-3152/1075, 3.27=-3070/1095, 3-4— 2753/1040, 4-5=-2697/1054, 5-6=-2190/937, 6-7=-19651918, 7-8=-2191/937, 8-9=-2696/1054, 9-10=-2753/1040, 10.28-3071/1095, 11-28=-3152/1075 BOT CHORD 2.20-890/2834, 19-20=-890/2834, 18-19— 767/2489, 17-18=-767/2489, 16-17=-538/1963, 15-16=-767/2489,14.15=-767/2489,13-14=-891/2834,11-13= 891/2834 WEBS 3-19=-415/140, 5.19=-5/379, 5-17=-730/308, 6-17=-155/563, 7-16=-155/551, 8-16=-728/307, 8-14-5/377, 10-14-417/140 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10: Vult=136mph (3-second gust) Vasd=105mph; TCDL=5.Opsf; BCDL=S.Opsf; h=15ft; B=451t; L=38ft; eave=511; Cat. II; Exp C; Encl., GCpl=0.18; MWFRS (directional) and C-C Exledor(2) -1-0-0 to 2-9-10, Interior(1) 2-9-10 to 11.4.14, Extedot(2) 11.4-14 to 26-7-2, Intedor(1) 26-7-2 to 35-2-6 zone; cantilever 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 psl bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0.0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except 61=1b) 2=405, 11=405. 7) -Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. WARNING . Vadly dedgn paramofero and READ NOTES ON THIS AND INCLUDED MREK REFERANCE PAGE MO-7473 /ov. I402,2016 BEFORE USE Design vdld for use orgy with Mllek6i connectors. this design Is Ix1wd only upon pxrametefs shown. and Is lot an Individual bUlding cornPO nenl, notatrusssystem. Boloro use. the l3trk9ng designer rnust veAly the op lAlcoblilty of design Ixuametors and INOP011y Incorporate this design Into the overallAckitkxwllemporaryandpermanentbrocing M iTe k' busdt ng design. Bracing VKftaled IS 10 prevent buckling of Individual tnrss web and/or chord members only. Is always rec"rod lof stability and to prevent collgxe w71h Ixlalltle personal InMury and property damage. For general guldo nce regarding mo Krb ilcoll rn, slorage. delivery, erecllon and brocing of trusses and truss systems. seeANSI/IPI I Quality CdteuW, OSS-89 and SCSI Sullding Component 6904 Parks East Blvd. Safety Intanno on ovdloble, Rom truss Plate Institute. 218 N. Lee Slreet. Suite 312. Alexandria. VA 22314. Tanya. FL 33610 oIT(USS Truss Type ry T11363792 1111681 A I A Hlp 1 1 Job Reference (optional) 1 1 e Ia IS 7a1] Pnn. t tsulloare h11a1DWICa, , VlPvalanP, rl .ice/iV -"-'T''--'--'-' ---- Gk - ID:VoNvcrq o2AJ8PDK7002JFzr8sH-NdCm2GkaveWs?RkGG4J701912TyMSsnuDOJgrz6Lrl 1-0- 5116 11.8.3 17.5-0 20.7.0 26.3.13 32-0-10 38.0.0 9-0 5716 5813 S8.13 3-2-0 5.8.13 58-13 S11.8 Smote = 1:68.1 Sx6 = 5x8 = 5.00 F12 3x4 = 3x6 = 3xa = 30 = 3x4 = 4x6 = 4x6 = 3x6 = LOADING (psi) SPACING- 2.0.0 CSI. DEFL. In poc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.72 Ven(LL) 0.23 13-15 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.77 Veri(TL) 0.69 13-15 >664 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.81 Horz(TL) 0.18 11 n/a rVa BCDL 10.0 Code FRC2014lrP12007 Matrix-M) Weight: 206lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-5.1 oc puffins. BOT CHORD 2x4 SP No.1 Except' BOT CHORD Rigid ceiling directly applied or 6-6-15 oc bracing. 14-17: 2x4 SP No.2 WEBS 2x4 SP No.3 WEDGE Left: 20 SP No.3, Right: 20 SP N0.3 REACTIONS. (lb(size) 2=158010.8-0, 11=1580/0-8.0 Max Harz 2=-205(LC 8) Max Uplift2=-405(LC 10), 11= 405(LC 10) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-25= 3160/1086, 3-25=-3078/1105, 3-4— 2907/1033, 4-5=-2848/1047, 5-26=-2162/886, 6-26=-2153/908, 6-7=-1935/893, 7-27— 2152/908, 8-27= 2160/886, 8-9=-2848/1047, 9-10=-2907/1033, 10-28=-3078/1105, 11-28=-3160/1086 BOT CHORD 2-18= 8982841, 17-18=-748/2437, 16.17= 7482437, 15.16— 506/1933, 14-15=-748/2437, 13.14=-748/2437, 11.13=-898/2841 WEBS 3-18=-304/186, 5-18=-22/467, 5-16=-701/323, 6.16=-160/562, 7-15=-160/573, 8-15=-703/324, 8-13=-22/469, 10-13=-304/185 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=136mph (3-second gust) Vasd=105mph; TCDL=5.Opsf: BCDL=5.Opsh h=1511; B=45ft; L--38ft: eave=51t; Cat. II; Exp C; End., GCPI=0.18; MW FRS (directional) and C-C Extedor(2) -1-0-0 to 2-9-10. Interior(1) 2-9-10 to 12-0-8, Extedor(2) 12-0-8 to 25-11-8, Interior(1) 25-11-8 to 35-2-6 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) 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 fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Ot=lb) 2=405, 11=405. 7) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. Q WARNWG - Verity daOgn pwamoters and READ NOTES ON THIS AND INCLUDED MnEK REFERANCE PAGE NI1.7479 rov. rdN3/1015 BEFORE USE. Design va1ld for use ordy with Mllek®conrleclors. 8ds design Is based only ut»n Parameters shown. and is for on Individual blcling comporwnt. plot a truss system. Beforo use. Iho Lxllding designer rnuat vedfy the appllcatAlly of deslgl p mamelers and properly Incorporate this design Into the overallAck811araltemporaryandtxacing MiTek' buildinging design. Bracing Indicated is to pxovent buckling of Individual Miss web ad/or chard members oNy. permanent is always requited for stability and to prevent collapse vAlh possible personal inky aid properly damage. For general guidance regarding the 6904 Parka East Blvd. labticoll r. storage. delivery, erection and bracing of trusses and fnrs systems. seeANSI/IPI I Quality Cdleda, OSS-89 and BCSI Building Component Safety Information avtllaMe from truss Rate institute. 218 N. Lee Street. Sidle 312. Alexandria. VA22314. Tampa, FL 33610 0 I fu99 fU99 ype fY T71363793 1111681 A16 HrP 1 1 Job Reference (optional) ousaerarrtstbource. , wovemna.M.rrrno -- - -- ID:VoNvcrq_o2AJSPDK7002JFzrBsH-rpmSnckZtxeldbJSgngMzW r8yt2J5-1 Bx6tmsOHz6LrH 1-0 7.10.1 15.5.E 22.6.8 30-1.15 38-0-0 9-0 0 7.10.1 7-7.7 7-1-0 7.7.7 7.10-1 -0 Scale = 1:68.5 5 00 12 Sx8 = Sx6 = 4x6 = 2x4 11 4x6 =3X4 = 34 = 44 = 2x4 II 4x6 = LOADING (psf) TCLL 20.0 TCDL 10.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0.0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FRC2014lrP12007 CSI. TC 0.96 BC 0.96 WB 0.30 Matrix-M) DEFL. in (loc) Vdefl Ud Vert(LL) -0.22 14-16 >999 240 Ven(TL)-0.6214.16 >732 ISO Horz(TL) 0.20 9 n/a rVa PLATES GRIP MT20 244/190 Weight: 189 lb FT = 20% LUMBER- BRACING - TOP CHORD 20 SP No.2 'Except' TOP CHORD Structural wood sheathing directly applied. 4-5,6.7: 20 SP No.1 BOT CHORD Rigid ceiling directly applied or 2.2-0 oc bracing. BOT CHORD 2x4 SP No.2 WEBS 1 Row at midpi 3-14. 5-13. 8-13 WEBS 20 SP No.3 WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 REACTIONS. (lb/size) 2=1580/0-8.0, 9=1580/0-8-0 Max Horz2=184(LC 9) Max Uplift2=-405(LC 10). 9=-405(LC 10) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2.23=-3124/1121, 3-23=3031/1147, 3-4=-2388/968, 4.5=-2295/989, 5-6=-2128/9B4, 6-7=-2296/989, 7-8=-2388/968, 8-24= 3031/1147, 9-24=-3124/1121 BOT CHORD 2-16— 925/2798, 15-16=-925/2798, 14-15=-925/2798, 14.25= 631/2127, 13-25=-631/2127, 12-13= 925/2798, 11-12=-925/2798, 9.11— 925/2798 WEBS 3-16--OM4, 3-14=-769/324, 5-14=-64/540, 6-13=-64/521, B-13=-773/324, 8-11=0/294 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=136mph (3-second gust) V8Sd=105mph; TCDL=S.Opsh BCDL=5.Opsf: h=15ft; B=45ft L=38f1; eave=5h; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exledor(2) -1-0-0 to 2.9.10, Intedor(1) 2-9-10 to 10.1-0, Exlerior(2) 10-1-0 to 27-11.0, Intenor(1) 27-11-0 to 35-2-6 zone; cantilever left and right exposed ;C-C for members and forces 8 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 fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = I O.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=405, 9=405 7) "Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. WARNING - Vorfly deOgn partmetwe and READ NOTES ON THIS AND INCLUDED MIIEK REFERANCE PAGE Ml1-7473 rov. I11143Q015 BEFORE USE. Design valid for use only Win Milek®conneclors. this design Is hosed orgy upon parametersYawn. and Is (of an indt0dral building component, rat a tntss system. Before use, the building designer meal verity the applicability of design parameters and properly Incorporate this design Into the overall btdldrhg design. bracing Indicated Is to prevepl buckling of Individual truss web and/or chard members orgy. Additional temporary and permanent tracing MiTek' 6 always required for stability and to prevent collapse wllh posse ppeftaxd Inlaay and ptopeny damage. For general guidance regarding the Iabilcalkxx storage, delivery, erection and bracing of trusses and pats systems. seeANSI/TPII Quality Cdteda, OSS-89 and SCSI Sulldlny Component 6904 Parke East Blvd. Safety Information ovallahro tom Truss Plate Institute. 218 N. Lee Street. Suite 312. Alexandria, VA 22314. Taupe, FL 33610 russ Truss Type T11363750 r11I1681 A2 Hip 2 1Job Reference tional r..w...,.:.. r,... w.d 6m a 1w'1a 179M7 Pwew t BuldeesFealSeurca., Groveland. FL. 34736 ...,....y..,.........-._....._.....__....- ..----.....--------- I D: VoNvcrq_o2AJ8POK7002J FzrBsH-JOJ X_ylgOFinaFIteOU LbVIFMLGNMgTu4LXV01Iz6LrG 1-0 7.7.5 15-0-0 23-0-0 30-4.11 38.00 9 4 7.7.5 7.4.11 8-0-0 7.4-11 7.7.5 6.00 12 Sx8 = 5x6 = Scale = 168.5 I 16 4x6 = 2x4 11 LOADING (psi) SPACING- 2-0.0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 10.0 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress Incr YES BCDL 10.0 Code FRC2014lrP12007 LUMBER - TOP CHORD 2x4 SP No.1 'Except' 5.6: 2x4 SP M 31. 1-4,7-10: 2x4 SP N0.2 BOT CHORD 20 SP No.2 WEBS 2x4 SP No.3 WEDGE Left: 20 SP N0.3, Right: 20 SP N0.3 REACTIONS. (lb/size) 2=158010-8-0, 9=1580/0.8-0 Max Horz2=178(LC 9) Max Uplift2=405(LC 10), 9= 405(LC 10) 4x6 = 14 3x4 = CSI. TC 0.79 BC 0.97 W B 0.27 Matrix-M) 13 US = 4x6 = DEFL. in (loc) Well L/d Vert(LL)-0.2213-14 >999 240 Vert(TL) -0.59 14-16 >771 180 Horz(TL) 0.20 9' We n/a 11 2x4 II 4x6 PLATES GRIP MT20 244/190 Weight: 188 lb FT = 20%, BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 2.2.0 oc bracing. WEBS 1 Row at midpt 3-14, 5-13, 8-13 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2.23=-3128/1136, 3-23=-3036/1161. 3-4=-2433/985, 4-5= 2345/1011, 5-6=-2174/1004, 6-7=-2346/1011, 7-8_ 2433/985, 8-24=-3036 l161, 9-24=-3128/1136 BOT CHORD 2-16=-939/2803, 15-16=-939/2803, 14-15=-939/2803, 14-25=-658/2173, 13-25=-658/2173, 12.13— 939/2803, 11-12=-939/2803, 9-11=-939/2803 WEBS 3-16=0/275, 3-14=-721/310, 5.14=-54/541, 6-13— 54/526, 8-13=-727/310, 8-11=0/275 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7.10; Vult=136mph (3-second gust) Vasd=105mph; TCDL=5.Opsh BCDL=5.Opsf; h=15ft; B=45R; L=38it; eave=5ft; Cat. II; Exp C; Encl , GCp1=0 18; MW FRS (directional) and C-C Exterior(2) -1.0-0 to 2.9-10. Interior(1) 2.9-10 to 9-7-8, Exterior(2) 9-7-8 to 28-4-8. Interior(1) 28-4.8 to 35.2.6 zone; cantilever 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 pending 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-" wide will fit between the bottom chord and any other members, with BCDL = IO.Opst. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Ot=lb) 2=405, 9=405. 7)'Semi-rigid plichbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. WARNING . verily deelyn panty etan and READ NOTES ON THIS AND INCLUDED Ml7EK REFERANCE PAGE Ma-7473 rov. I&OW01S BEFORE USE Design valid lot use only vAth MHek®conneclors. Inls desIQn Is based only upon parameters shown. and is for an i d ividual buAdhng comronont, not a Issas system. Before use. the Ixlldhng designer must verity the aplpllcabAlty, of design parameters and txoperly lncol orale it* design Into the overall building design. Bracing Indicated Is to prevent L1lrcldbg of Individual buss web add/or cloud members only. Addhlorld lemtorary and permanent bracing Welk' 6 always required tot stabAlly and to rxevent cdlarm wllh possible personal Inlnay and Ixoperty damage. For general guidance regarding Ire fatxlcotkln storage. delivery. orecAon and bracing of trusses and Inrss systems seeANSI/1PI I Quality Criteria, OSS-89 and SCSI Building Component 6904 Parka East Blvd. Safety Information ovc&"e from truss Rate Institute. 218 N. Lee Street, Sulle 312. Alexandria. VA 22314. Tanya. FL 33610 Job Truss Truss Type ry Fly T113637es 111481 A3 Hip 2 1 Job Reference (optional) inc Wad jun !4 !4:38117 9n17 Pnnw 1 Builder's First Soutce. , Gtoveland. FL 34736 ' a""' ^1" ' """ ^"'^ """" """ •-""" "-" '". ' I D:VoNvcrq_o2AJ8POK7002JFzrBsH-JOJX_ylgOFinaFIteOULbViFL4GRvq024LXV0fjz6LrG 1-0• 6.7.5 13-0-0 78 o•0 25.0.0 31.4.1I 38-0-0 9-0 67.5 B4.11 600 6-0.0 6-4-11 67.5 Scale = 1:67.3 Sx8 = 2x4 II Sx8 = 4 25 265 27 28 6 16 1s 13 - 11 w 4x6 = 2x4 II 3x4 = 3x6 — US = 3x6 = 3x4 = 2x4 II 4x6 = LOADING (psi) SPACING- 2-0.0 CSI. DEFL. In poc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.88 Ven(LL) -0.22 13 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.74 Ven(TL) -0.55 11-13 >822 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.58 Horz(fL) 0.18 8 rVa rVa BCDL 10.0 Code FRC2014lrP12007 Matrix-M) Weight: 197 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood Sheathing directly applied. BOT CHORD 20 SP No.1 Except' BOT CHORD Rigid ceiling directly applied or 6-3-6 oc bracing 12-14: 2x4 SP No.2 WEBS 20 SP No.3 WEDGE Left: 2x4 SP No.3, Right: 20 SP No.3 REACTIONS. (Ib/size) 2=1580/0.8.0, 8=1580/0-8.0 Max Hors. 2=-156(LC 8) Max Uplift2=-405(LC 10), 8=-405(LC 10) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-23— 3153/1185, 3-23=-3070/1207, 3-24=-2598/1062, 4-24=-2521/1085, 4-25=-2595/1166, 25-26=-2595/1166, 5-26= 2595/1166. 5-27=-2595/1166, 27-28=-2595/1166, 6-28— 2595/1166, 6.29=-2521/1085, 7.29=-2598/1062, 7-30— 3070/1207, 8-30=-3153/1185 BOT CHORD 2-16=-991/2834, 15-16=-991/2834, 14-15=-750/2336, 13-14=-750/2336, 12-13=-750/2336, 11-12=-750/2336, 10-11=-991/2834, 8-10=-991/2834 WEBS 3-15=-594/267, 4-15=-58/439, 4-13=-144/498, 5-13=-400/260, 6-13=-144/498, 6-11=-58/439, 7.11=-595/267 NOTES- 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=136mph (3-second gust) Vasd=105mph; TCDL=5.Ops1; BCDL=5.Opsf; h=15fl; 8=45ft; L=38ft; eave=51t; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Extedor(2) -1.0-0 to 2.9.10. Interior(1) 2-9.10 to 7-7-8, Extedor(2) 7-7-8 to 13-0-0, Intedor(1) 18-4-8 to 19-7.8, Exterior(2) 25-0-0 to 39-0-0 zone; cantilever 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 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 100lb uplift at joint(s) except 01=lb) 2=405, 8=405. 7) 'Semi-ngid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. Q WARNING - Vedry desrpn parameters and READ NOTES ON THIS ANO INCLUDED At Elr REFERANCE PAGE MS-1473 rev. I081,2015 BEFORE USE. - Design valld for use only Win MllekO conneclors. this design Is bawd only upon parameters shown. and Is lot an individual building component. notateassystem. Before use. Ifle building deslgnor must verity Ir* oWxlcobLlry of design parameters and properly frlcorporote this design Into She overall L A buldtrlg design. Bracing Indicated Is to prevent btrcldbV of Indivi lual truss web and/or chord members only. Additional temporary and permcnenl bracing MiTek• is always requited for stability and to prevent collapse Win poulble petsorxl Infu y and Ixopeny damage. For genetal guidance regarding the labrieatlm storage. drAlvetry. erection and bracing of tnlsses and fruss systems. seeANSI/1PI I Quality CrItMa, OSS-89 and 801 Wilding Component 6904 Parke East Blvd. Salary Information ovailabie from trim Plate Institute. 218 N. Lee Street. Stile 312. AloKartdria. VA 22314. Tanpa, FL 33610 Job Truss Truss Type ty T11363706 tltt68t A4 Hip F 1 Job Reference(optional) 1.... W.d J..n 1I fe M•'un 9M7 P.-1 BuddoesF lSource. . Gfoveland. FL 34735 ..._..,.. ._.._._..... _.. ...-__...__. ..-. ------- --- ID:VoNvcrq o2AJ8PDK7002JFzrBsH-nCNBImTB2uOsvSgyCsg2xnY2gl42u4EaBFzHAz6LrF 1-0 5.7-5 1 / -04 19.0-0 27.0.0 32.4.11 3a-0.0 94 0 5-7.5 5.4-f t 8.0.0 8-0-0 5-4-11 5 7-5H 3 c nn17.7 5x8 = 2x4 II US = 4 24 25 5 26 27 6 Scale = 1.67.3 16 15 13 11 w 4x6 = 2x4 II 3x4 = 4x6 = 3x8 = 4x6 = 3x4 = 2x4 11 dz6 LOADING (psi) SPACING- 2-0.0 CSI. DEFL. In poc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.67 Ven(LL) -0.23 13 >999 240 MT20 2441190 TCDL 10.0 Lumber DOL 1.25 BC 0.88 Ven(rL) -0.63 13-15 >728 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.40 Horz(TL) 0.19 8 rVe n/a BCDL 10.0 Code FRC2014/TP12007 Malnx-M) Weight: 192 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 'Except' TOP CHORD Structural wood sheathing directly applied or 2-6-14 oc puffins. 4.6: 20 SP M 31 BOT CHORD Rigid ceiling directly applied or 6-1.15 oc bracing. BOT CHORD 2x4 SP No.1 'Except' 12-14: 2x4 SP No.2 WEBS 2x4 SP No.3 WEDGE Left: 20 SP No.3, Right: 20 SP N0.3 REACTIONS. (lb/size) 2=1580/0.8-0, 8=1580/0-8-0 Max Horz2=134(LC 9) Max Uplift2=-405(LC 10), 8=-405(LC 10) FORCES. ( Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-23— 3152/1203, 3-23=-3073/1221, 3-4=-2774/1130, 4-24=.3096/1312, 24- 25=-3096/1312, 5-25=-3096/1312, 5-26=-3096/1312, 26-27=-3096/1312, 6- 27_ 309611312, 6-7— 2774/1130, 7-28— 3073/1221, 8-28=-3153/1203 BOT CHORD 2-16=-1012/2837, 15-16=-1012/2837, 14-15=-619/2515, 13-14=-819/2515, 12- 13=-819/2515, 11-12=-819/2515, 10-11— 1012/2837, 8-10=-1012/2837 WEBS 3-15=-405/213, 4.15=-33/406, 4-13= 2501811, 5-13=-552/344, 6-13=-250/811. 6- 11=-33/406, 7-11=-406/213 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=136mph (3-second gust) Vasd=105mph, TCDL=5.Ops1; BCOL=5.Opsf; h=151t, B=4511: L=381h eave=5ft; Cat. II; Exp C; Encl., GCpl=0.18: MW FRS (directional) and C-C Extedor(2) -1-0-0 to 2-9-10, Interior(1) 2-9-10 to 5-7-5, Exterior(2) 5-7-5 to 11- 0.0, Intedor(1) 16-4-8 to 21-7-8. Exterior(2) 27-0-0 to 39-0-0 zone; cantilever 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 100 lb uplift at )oini(s) except 61=lb) 2=405, 8= 405. 7) ' Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 0 wARNWG - Verily design parameters and READ NOTES ON THIS AND INCLUDED WMK REFERANCE PAGE MIF7473 rsv. 186=15 BEFORE USE. Design valid for use orgy wllh MlleM connectors. INS design Is based only upon parameters shown. and Is for an individual Wilding componenl, not a cuss system. Before use, the building designer must verify the ap plical111ty of design parameters and properly Incognorate this design Into the overall AdditionallernWaryandpermcmnlbracingM!Tek' IrikYngdesign. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. isalwaysrequited (of slab011y and to kxevent collapse vAlh possible personal trnlray and prolwriy damage. For 0eneral guddance regarding the 6004 Parks East Blvd fabricalkm. slorage, delivery, erection and bracing of tansc, and lens systerns, seeANSI/IPI I Cuallty Criteria, DSB-89 and SCSI Building Component Safety Information ovalloble from truss Plate Institute. 218 N. lee Street. Sulte 312. Alexandria. VA 22314. Tatrps. FL 33610 Job rues Truss Type ry, Ply T11363797 1111681 AS Hip 2 1 Job Reference (optional) Builder'sfirst Soutce. , Groveland, FL 34736 r 640 a npr 19 2016 MIT eR mvuau,ea. ,AC ..,W .,,.,, ,... a .., . , ..v. . ID: VoNvcrq_o2AJ8POK7002JFzrBsH-FORHPenSysOHU311VvN3b8Khp4F21LINor_xpcz6LrE t - 0- 4.7.5 9-0.0 15 8.9 22.3 7 29-0-0 33 4.11 38-0-0 9-00- 04-11 6 8 9 6 6-13 6$-8 4 4.11 4-7.50-0 500 12 20 11 Sx6 = 3x8 = 3x6 = Sx8 = 4 26 275 6 7 28 29 8 Scale = 1:67.2 17 16 15 14 13 12 4x6 = Sit = Sx8 = 2x4 11 Sxe = Sx8 = 4x6 = 4x6 = LOADING ( psi) SPACING- 2-0.0 CST. TCLL 20.0 Plate Grip DOL 1.25 TC 0.80 TCDL 10.0 Lumber DOL 1.25 BC 0.22 BCLL 0.0 ' Rep Stress Incr YES WB 0.44 BCDL 10.0 Code FRC2014/rP12007 Matrix-M) LUMBER - TOP CHORD 20 SP No.2 'Except* 6- 8: 2x4 SP No.1 BOT CHORD 2x6 SP M 26 WEBS 2x4 SP No.3 REACTIONS. ( lb/size) 2=158010-8-0, 10=158008-0 Max Horz2=-112(LC 8) Max 1Jp11112=-405(LC 10). 10=-405(LC 10) DEFL. In poc) Well L/d Ven( LL)-0.2414-15 >999 240 Ven( rL) -0.6014-15 >760 180 Horz( TL) 0.10 10 Na n/a PLATES GRIP MT20 244/190 Weight: 219 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 2.2-0 oc punirns. BOT CHORD Rigid ceiling directly applied or 8-11.14 oc bracing. WEBS 1 Row at midpt 5.17 FORCES. ( lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-24=-3247/1320, 24-25=-3195/1327, 3.25_ 3178/1333, 3-4— 2955/1157, 4- 26=-2710/1123, 26-27=-2710/1123, 5-27=-2710/1123, 5-6=-3628/1455, 6-7=-3628/1455, 7- 28=-3628/1455, 28.29=-3628/1455, 8-29=-3628/1455, 8.9=-2966/1163, 9- 30=-3186/1337, 30.31= 3202/1334, 10-31=-3255/1324 BOT CHORD 2.17=-1124/2949, 16-17— 1222/3652, 15-16=-1222/3652, 14-15=-1222/3652, 13- 14-876/2701,12-13= 876/2701,10-12=-1128/2956 WEBS 3-17=-314/275, 4-17=-202l792, 5-17=-1177/400, 5-15=0/263, 7-14=-419/253, 8- 14=-386/1159, 8.12— 9/363, 9.12=-311/273 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=136Mph (3-second gust) Vasd=105mph; TCDL=S.Opst; BCDL=5.Opsf; h=1511; B=45ft; L=38ft: eave=5ft; Cat. II; Exp C; Encl.. GCpi=0.18: MWFRS (directional) and C-C Exterfor(2) -1-0-0 to 2-9.10, Interior(1) 2-9-10 to 3.7.8, Exterior(2) 3-7-8 to 9.0-0 Interlor( 1) 14-4-8 to 23-7.8, Exterior(2) 29-0.0 to 39-0.0 zone; cantilever 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 20.0psl 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 100lb uplift at joint(s) except Ql=lb) 2=405, 10= 405. 7) ' Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 0 WARNING • Vadly dedyn perumters and READ NOTES ON THIS AND INCLUDED WTEK REFERANCE PACE Ma-7473 rev. 10ADMIS BEFORE USE Design vc9kl for use only vAan MllekO connectors. Irds ck--kj n is Ixised only upon paanelefs shown. and a fa m Individual b uYding component, not o lures system. Balm use, the lxAdlng designer must verify the appllcabllty, of design Ixlromoters and Ixopedy Incotporalo Ihls design Into the overall Additional temporary,and pennanent b( Ing M iTek' buildingdesignBrocingIndicatedIstoptevenlbucldlrlgofIndMdtKdtrussweband/or chord chord members only. is always feed lot stability and to prevent collapse w11h poss4Ne personal Iniury, and Ixoporly damage. For general Guidance regarding the Iabilcallm slorege. delivery. erection (ind btoclrlg of trusses and truss systems SeeANSIAPI I QuaSry, Criteria. DS8.69 and SCSI sunclIng Component 6904 Parke East Blvd. Safely Information avaUable Oom Truss Flato Institute. 218 N Lee Street. Su lle 312. Alexandria. VA 22314. Tarrpa. FL 33610 Job Truss Truss TWe oty ly 711363798 1111681 AM Hip Girder 1 2 Job Reference (optional) e-1a e* Om-r oen. i aumare Trrsl Dource, , WWII . — —I -'- -'r' '- H.g -7 --' zFn s -- IO.VoNvcrq_o2AJ8POK7002JFzr8sH•gz701fpzFnPsLWmcB2xmCrryJTHFTVe7pVp080xz6Lr8 1-0 3.7.5 7-0-0 11.10.10 16.7.9 21.4.7 26-1.6 31-0234.4•tt 1:1 9-0 3. 7-5 3 4-11 4.10 10 4 8 14 4.8.14 4.8.14 4.10.10 3 4.11 3- 7-5 -0 5. 00 12 6iS = 2x4 II Sx8 = 4 30 31 5 32 33 34 635 36 20 11 5x8 = SK8 = 737 8 38 39 9 40 41 Nil M" IkkRol MilScale a 1:67.1 6x8 = 10 3x4 11 1213 0 23 22 42 43 21 44 20 45 19 46 47 18 48 1749 'to 51 52 IS 14 4x6 —_ 2x4 11 4x6 = 5x8 = 7xl0 WB = 2x4 II 5x8 = 20 11 5x8 = 2x4 11 4x6 = 4x10 MT20HS = LOADING ( psf) SPACING- 2-0.0 CSI. DEFL. in poc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.32 Vert(LL) 0.28 18-19 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.33 Vert(rL) 0.70 18-19 >649 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr NO WB 0.65 Horz(rL) 0.13 12 rVa rVa BCOL 10.0 Code FRC2014lrP12007 Matrix-M) Weight: 495 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 'Except' TOP CHORD Structural wood sheathing directly applied or 4-5-14 oc puffins. 4- 8,8-10: 2x6 SP M 26 BOT CHORD, Rigid ceiling directly applied or 10-0.0 oc bracing BOT CHORD 2x6 SP M 26 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. ( Ib/size) 2=316310-8.0, 12=3207/0-8-0 Max Horn 2=89(LC 24) Max Uplifl2=-789(LC 8), 12=-816(LC 8) FORCES. ( lb) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-6620/1580, 3-4— 7072/1710, 4-30=-9397/2309, 30-31= 9399/2310, 5-31 =-9403f231 1, 5- 32=-9397/2308, 32-33= 9397/2308, 33-34=-9397/2308, 6-34=-9397/2308, 6- 35=-10790/2656, 35-36=-10790/2656. 36-37-10790/2656, 7-37=-10790/2656, 7- 8=-10790/2656, 8-38=-10790/2656, 38.39-10790/2656, 9-39=- 10790/2656, 9- 40=-6723/1681, 40-41— 6719/1680, 10-41=-6717/1680, 10-11=-7175/1773, 11- 12=-6718/1640 BOT CHORD 2-23=-1390/6057, 22-23=-1390/6057, 22-42=-1466/6540, 42.43=-1466/6540, 21- 43=-1466/6540, 21-44=-2519/10777, 20-44= 2519/10777, 20-45=-2519/10777, 19.45=-2519/10777, 19.46=-2519/ 10777, 46.47-2519/10777, 47-48=-2519/10777, 18.48=-2519/10777, 18-49=-2220/9463, 17-49=-2220/9463, 17- 50=-2220/9463, 16-50-2220/9463, 16-51-2220/9463, 51-52-2220/9463, 15- 52-2220/9463, 14-15=-1446/6146,12-14=-1446/6146 WEBS 3-23-491/159, 3-22=-279/646, 4-22-8/614, 4-21=-834/3414, 5-21=-725/356, 6.21=-1667/408, 6-19=0/403, 7.16=-573/299, 9- 18=-356/1595, 9-16=0/362, 9-15=-3279/798, 10.15=-424/2277, 11-15=-296/661, 11- 14=-489/158 NOTES- 1) 2-ply truss to be connected together with 10d (0.131" x3') nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 20 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=136mph (3-second gust) Vasd=105mph; TCDL= 5.Opsf; BCDL=S.Opsf; h=15f1; 8=45ft; L=38ft; eave=51t; Cat. II; Exp C; Encl., GCpl=0.18; MW FRS (directional); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 5) Provide adequate drainage to prevent water ponding. 6) All plates are MT20 plates unless otherwise indicated. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Continued on page 2 0 WARNING • Verffy dedyn paremotam and READ NOTES ON THIS AND INCLUDED MREK REFERANCE PAGE M1167473 rev. IM2MIS BEFORE USE. Design valkl for use orgy v41h MI lek®connectols. Ihh deslgt Is basedONYuponpaamelersshown. and Is for an individual b ildiN comrwrtent, rot o cuss systo n 9etoro use, the txBdnng designor must vedN the appllcab9lty of design paraneters and txopedy I ncorporato this doslgn into the overdl brBding design. Bracing Indicated is to prevent btclditV of Individual tans web aril/ or crotd members only. Ackgtlor" ternpoary aid permanent txacing MiTek' is always required for stability and to Ixevenl cottgxe Win pwss811e personal Wray and pxoMrly damage. For General guidance togadng the fabrlcalbn. slaago, delivery, etecflon and bracing or trusses and truss systems. seeANSI/IPI I Quality Criteria, OSS-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available, corn Truss Plate Institute. 218 N. Lee Street. Suite 312. Alexandria VA 22314. Tamps, FL 33610 Job' Truss Truss Type ty Ply T11363798 I I I feel AM Hip Gader 1 2 Job Reference(optional) WnA r..w, .•qa I99fl17 P...9 Budder"ast Source, . Groveland. FL 34735 w• •o -•- •••••-^ •••--_...__. ..._. .. __ _ . 10:VoNvcrq o2AJ8PDK7002JFzrBsH-gz701tpzFnPsLWmcB2xmCnyJTHFTVeipVpOBOxz6LfB NOTES- 8) ' 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. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=789. 12=816. 10) 'Semi -rigid pltchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 145 lb down and 128 lb up at 7-0-0, 130 lb down and 122 lb up at 9.0-12. 130 lb down and 122 lb up at 11-0-12. 130 lb down and 122 lb up at 13.0.12, 130 lb down and 122 lb up at 15-0.12. 130 lb down and 122 lb up at 17-0-12, 130 lb down and 122 lb up at 19-0-0, 130 lb down and 122 lb up at 20-11.4. 130 lb down and 122 lb up at 22-11-4, 130 lb down and 122 lb up at 24-11.4. 130 lb down and 122 lb up at 26-11.4. and 130 lb down and 122 lb up at 28-11-4, and 242 lb down and 249 lb up at 31-0-0 on top chord, and 382 lb down and 64 lb up at 7-0-0. 90 lb down at 9-0-12. 90 lb down at 11.0-12, 90 lb down at 13-0-12. 90 lb down at 15-0.12. 90 lb down at 17-0-12, 90 lb down at 19-0-0. 90 lb down at 20.11-4. 90 lb down at 22-11-4, 90 lb down at 24-11-4, 90 lb down at 26-11-4, and 90 lb down at 28-11.4, and 382 Ib down and 64 lb up at 30-11.4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced) Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Van: 1.4=-60, 4-10=-60, 10-13=-60, 24-27=-20 Concentrated Loads (Ib) Van: 4=-126(8) 8=-126(8) 10-195(8)22=-382(B) 15=-382(8) 30=-126(B) 31=-126(8) 32=-126(B) 34=-126(B) 35=-126(B) 36=-126(B)37=-126(B)39-126(B) 40— 126(B) 41— 126(B) 42=-67(8) 43=-67(B) 44=-67(8) 45=-67(B) 46=-67(B) 47— 67(B) 48— 67(B) 49=-67(B) 50-67(B) 51=-67(B) 52-67(B) O WARNING - Verily dadgn pamniaten and READ NOTES ON THIS AND WCLUDED MREK REFERANCE PACE MO-7473 rev. IG00142015 BEFORE USE Design valid tot use only with Mlfek®connectors. I111sdesign Is based Only upon paranetefS shown, and Is for an individual building component. not truss systern. Before use. the building designer must verify Iho opllkabllty of alesfgn paralrnelets and Ixoperly Incorpotato this design Into the overalla bx®d[tng design. Brocing Indicated Is 10 pevenl buCkl ft of IrldIvkktd truss web and/or chord members only. Addillonal temporary attar petmanenl bracing WOW is always roctuited lot stability and to prevent collapse wllh possible persorxl Injury and properly danoge. For general guidance regarding the . fabrication. storage. dellvery. erection and bracing of fames and Crum systems sr-ANSI/TPI I Quality Criteria. OSS-89 and SCSI Building Component 6904 Parke East Blvd Terrpa. FL 33610 Safety Information available [torn Truss Plate InsIIMe. 218 N. Loa Street. Sulle 312. Alexandria. VA 22314. Truss Truss Type Ply T1f363799 1111681 AM1 Hip Girder 1 2 Job Reference o tronal ounaer a ru., 11 .a...av - ID:VoNvcrq_o2AJBPOK70f]2JFzrBsH-4YoYghrsYinRC_VBsAUTgPagaVEAi?7F8nRr 1 GzfiLrB t 3.7.5 7.0-0 11.10.10 16.7.2 21.4.7 26.1b 31-0-0 34.4-11 38.0-0 90 0 4-10.10 4-0.14 4-0-14 4$-14 4-10.10 3.4.11 3.7-5 6x8 2x4 II 5x8 = 500 12 4 30 31 5 32 33 34 635 36 2x4 11 5x8 = 5x8 = 6x8 = 737 8 38 9 39 10 Scale = 1:67.2 th NA 3 jo 23 22 40 41 21 42 20 43 19 44 45 1e 46 1747 1%8 1D - 4x6 __ 2x4 11 4x6 = 6xl2 MT20HS = 2r4 11 5x8 = 2x4 11 Sx8 = 2x4 II 06 = 602 MT20HS = Sx8 = LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.33 Ven(LL) -0.30 18 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.46 Ven(TL) -0.74 18-19 >618 ISO MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr NO WS 0.70 Horz(fL) 0.14 12 n/a n/a BCDL 10.0 Code FRC2014/TPI2007 Matrix-M) Weight: 491 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 'Except' TOP CHORD Structural wood sheathing directly applied or 4-5-0 oc puffins. 4.8,8.10: 2x6 SP M 26 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing BOT CHORD 2x6 SP M 26 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=3291/0-8.0, 12=3092/0.8-0 Max Horz 2=89(LC 24) Max Upiift2=-836(LC 8). 12— 811(LC 8) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2.3=-6903/1683, 3-4=-7389/1828, 4-30=-9903/2497, 30-31=-9905/2497, 5-31=-9909/2498, 5-32=-9904/2495, 32.33=-9904/2495, 33-34=-9904/2495, 6.34_ 9904/2495, 6-35=-11774/3016, 35-36=-1177413016. 36-37=-11774/3016, 7-37=-11774/3016. 7-8=-11774/3016, 8- 38=-11774/3016, 9-38=-11774/3016, 9-39=-6435/1673, 10-39=-6433/1674, 10.11=-6860(1759, 11-12= 6473/ 1629 BOT CHORD 2-23-1486/6317, 22-23— 1486/6317, 22. 40— 1574/6834, 40-41— 1574/6834, 21-41=-1574/6834, 21-42=-2775/11467, 20-42=-2775/ 11467, 20-43=-2775/11467, 19.43=-2775/11467, 19.44= 2775/11467, 44.45=-2775/11467, 45.46=-2775/11467, 18. 46=-2775/11467, 18.47— 2521/10213, 17-47=-2521/10213, 17-48=-2521/10213, 16-48=-2521/10213, 15-16=-2521/ 10213, 14-15=-1436/5920, 12-14=-1436/5920 WEBS 3-23= 515/168, 3-22=- 270/685, 4-22=-5/610, 4-21_ 926/3665, 5-21=-727/357, 6-21=- 1884/490, 6.19=0/350, 6-18= 137/404, 7.18=-567/297, 9-18=-424/1887, 9-16=-224/ 1024, 9-15— 4515/1162, 10.15=-570/2406, 11.15=-219/580, 11.14=-435/157 NOTES- 1) 2- ply truss to be connected together with 10d (0.131-x3-) nails as follows: Top chords connected as follows: 2x4 - 1 row at 0.9.0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-8.0 oc. Webs connected as follows: 2x4 - 1 row at 0- 9.0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7.10: Vult=136mph (3-second gust) Vasd=105mph; TCDL=5.Opsi; BCDL=5.Opsf; hot 5ft; B=45ft; L= 38ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional), cantilever left and right exposed; Lumber DOL=1.60 plate gnp DOL=1.60 5) Provide adequate drainage to prevent water ponding. 6) All plates are MT20 plates unless otherwise indicated. 7) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 8) ' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3.6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb) 2=836, 12=a1 i. WARNING. WtIo dedgn penmetwe and READ NOTES ON THIS AND INCLUDED WTEK REFERANCE PAGE NQ7473 mv. IG03MIS BEFORE USE r• Design vaild for use only wllh Mllek® conneclors. R* design is based only upon parameters shown. and Is for an frxtivlcktol b WWQ component. not o frim syslem. Before use. the bWding designer must verify the applicability of deslgn Parameters and Ixopedy Incogwroto M doslgn Into the overall ding design Bocfrlg indicated Is to Ixevont bmIding of IndWual Iruss web and/or chord inembers only. Adallional lemporM and pormarlent tX0C-Irg M!Tek' is always required for stcrbalty and to prevent collapse wllh possible personal"o nd property damage. For general guidance regodi ng Me fabbotlon. storage. cidivery. erection arxl bracing of Inrsses and Inrss systems. seeANS1/1Pl1 Quality Cdtedia. OSS-89 and SCSI BuildN Component 6904 Parke East Blvd Tarrpe. Fl. 33610 Solely Informa8on avaltabie from truss Plate Institute. 218 N. Lee Street. Sulte 312, Alexandria. VA 22314. Truss Truss Type Oty Ply T11363799 1111681 AM1 Hip Girder 1 2 Job Reference(optional) aY4aers flfsl source, , %novewnu, M. Y — IO:VoNvcrq o2AJ8PDK7002JFzrBsH-4YoYg sYinRC VBsAUTgPagaVEAt?7FBnRr1Gz6Lr8 NOTES- 10) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 145 lb down and 128 lb up at 7.0.0, 130 lb down and 122 lb up at 9.0-12, 130 lb down and 122 Ib up at 11-0-12, 130 lb down and 122 lb up at 13-0-12, 130 lb down and 122 lb up at 15-0-12. 130 lb down and 122 lb up at 17-0-12, 130 lb down and 122 lb up at 19-0-0, and 130 lb down and 122 lb up at 20.11-4, and 130 lb down and 122 lb up at 22-11-4 on top chord, and 382 lb down and 64 lb up at 7-0-0, 90 lb down at 9-0.12, 901b down at 11-0-12, 90 lb down at 13-0-12, 90 lb down at 15-0-12, 901b down at 17-0-12, 90 lb down at 19-0-0, 901b down at 20-11.4, and 90 lb down at 22.11-4 and l l70 Ib down and 351 Ib up at 24-10.8 on bottom chord The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-4=-60, 4-10— 60, 10-13=-60, 24-27=-20 Concentrated Loads (lb) Vert: 4=-126(F) 8. 126(F) 22— 382(F) 30— 126(F) 31=-126(F) 32=-126(F) 34=-126(F) 35=-126(F) 36=-126(F) 37=-126(F) 40= 67(F) 41=-67(F) 42=-67(F) 43=-67(F) 44=-67(F) 45=-67(F) 46=-67(F) 47=-67(F) 48=-1170(F) A WARNING - Verily dedpn pamnoters end READ NOTES ON THIS AND INCLUDED MREK REFERANCE PAGE MQ7473 rev. rNU302015 BEFORE USE. Design valkf for use orgy vAm MIIek* connectors. "design It based orgy upon parcImeters sMwn. aid Is for an I ndlvkhrdd buildingng component, not 01nas system Before use. the building designer must veAfy the appllcabllty of design paametefs and property Incorpotote this design Into the overall Additional temporary and permanent txoctrn0 M iTe k' building design. Bracing Indicated is to prevent buckling of lndWudd truss web and/or chord members only is always redplred for stability and to fxevent collapse vAth possible rorsoral Injury aid property darnage. For genwal guidance regard Ing Ilw falxicalim storage, delivery, erection and b rOClrlg of Misses and IArss systems soeANSI/rPI I Quality Criteria, DSO-89 and SCSI BuIlding Component 6904 Parke East Blvd. Safety Information ovdiablo from truss Rote Institute. 218 N. Lee Street. Suite 312. Alexandria. VA 22314. Tenpa. FL 33610 Job e Truss Truss Type T11363800 I I11681 at Roof Special t 1 Job Reference tional G LIT L InAumri e iM W—t J1e t e 99'l5 4n17 Pane t Builders First Source, C3rovetona. K. sar'se ...-__..r. .._._... ID: VoNvcrq o2AJSPDK7002JFzrBsH-4YoYghrsYinRC_VBsAUTgPakgVE210uF8nRr1Gz6Lr8 1- 0-0 6.4-0 -6 13-0.0 1- 0-0 6.4-0 6.4.0 J i 30 = 5x12 sxa — Scale a 1:24.3 2x4 II LOADING ( psi) TCLL 20.0 TCDL 10.0 BCLL 0.0 ' BCOL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FRC2014lrP12007 CSI. TC 0.71 BC 0.47 WB 0.59 Matrix- M) DEFL. in Ven( LL) -0.05 Ven( rL) -0.13 Horz( rL) 0.02 loc) Well Ud 7. 10 >999 240 7- 10 >999 180 2 We rVa PLATES GRIP MT20 244/190 Weight: 62 lb FT = 20°0 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-7.14 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 20 SP No.3 BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing. REACTIONS. ( lb/size) 2=577/0-8-0, 6=512/Mechanical Max Horz2=122(LC 10) Max Uplift2=-160(LC 10), 6=-130(LC 10) FORCES. ( lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-11=-728/229, 11.12=-657/234, 3-12=-648/244, 3-4=-702/308 SOT CHORD 2-7— 273/598, 6-7=-278/645 WEBS 3-7=-68/341, 4-6=-705/304 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind. ASCE 7-10; VUII=136mph (3-second gust) Vasd=105mph; TCDI_=5.Opsf: BCDL=5.Opsf, h=15ft; 13=45111; L=2411; eave=oft; Cat. If: Exp C; Encl., GCpi=0.18, MW FRS (directional) and C-C Extedor(2) -1.0-0 to 2-0-0, Intedor(1) 2-0.0 to 3-4.0, Exterior(2) 3-4-0 to 6-4.0, Interior( 1) 6-8.0 to 9-10-4 zone; cantilever 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 lit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=160, 6= 130. 8)' Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 0 WARNING - Verify dedyn parametora and READ NOTES ON TWIS AND INCLUDED WMK REFERANCE PAGE N07473 rov. 1003&016 BEFORE USE. Design valid lot use only with W lek®Conneclors. D* dedprn is based only upon parametersshown. and Ls lot an hdividual building component. not o Trtis system. Before use. the building designer must verily the cq)JAICab9ity of design pararnoters and pxop edy Incorpaato this design into the overall luBdtrig design. Bracing Indicated Is to Ixovent buckling of Individual In,ss web and/or chord members only. Additional temporary and permanent bracing WOW Is always tecplred for slablllly arnd to prevent collapse with IassBNe personal InKay and Ixoperty damage. For genetal guidance regarding the lobxlcallom storage. delivery. erection =1 txoclrig of trusses adl truss systems. saeANSVTPI I Quality Criteria. OSS-89 and SCSI Building Component 6904 Parke East Blvd Safety Information available from Truss Plate Institute. 218 N Lee Street. Suite 312. Alexandria. VA 22314. Tampa. FL 33610 Truss Truss Type Cry ply Tt1363801 1111681 82 Roof Specml t t Job Reference(optional) Budders.Fasr Sau(oe., uroveland. FL 34735 ,.wv s.W.,a—,....,,, ee .0a.,,oa. .. o........ ID: VoNvcrq_o2AJ8PDK7002JFzrBsH-YkMwttsUJOvIg73NOt?4j7; iyR)zPPRBOtlz6Lr7 t- 0 0 6.4-0 8.8.0 13-0.0 1- 0-064-0 2-4-0 4-4-0 Scale: M,- V 06 = 5. 00 12 4x6 = 3x4 = 4 5 12 3 11 M N2 lV g B 7 6 d B 3x8 = 2x4 11 3x4 = 8. 8.0 13-0-0 8. e.0 4-4-0 LOADING ( psQ SPACING- 2-0.0 CSI. DEFL. in loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.62 Ven(LL) -0.14 7-10 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.62 Ven(rL) -0.38 7-10 >403 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.34 Horz(TL) 003 2 n/a n/a BCDL 10.0 Code FRC2014lrP12007 Matrix.M) Weight: 58 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5.6-4 oc pudins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 20 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. ( lb/size) 6=512/Mechanical, 2=577/0-8-0 Max Hors 2=90(LC 10) Max Uplift6=-124(LC 10), 2=-166(LC 10) FORCES. ( lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-11_ 676/295, 11-12— 604/300, 3.12— 599/309, 3-4=-943/428, 4-13=-810/339, 5. 13=-810/339, 5-6=-505/260 BOT CHORD 2-7=-281/553 WEBS 3-7=-124/476, 4-7=-548/312, 5-7=-374/894 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=136mph (3-second gust) Vasd=105mph; TCDL=S.Opsf; BCDL=5.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl.. GCpi=0.18; MW FRS (directional) and C-C Exlerfor(2) -1-0-0 to 2.0-0, Interior(1) 2-0-0 to 3-4-0, Extedor(2) 3-4-0 to 6-4-0, Intedor( 1) 8-8-0 to 9-10.4 zone; cantilever 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 20.0psI on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=lb) 6=124, 2= 166. 8) ' Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. A wARNWa - Vaft design pmenW" end READ NOTES ON THIS AND INCLUDED MMFK REFERANCE CAGE MD-7472 rev. 140=15 BEFORE USE Design valid lot use only Win foillek0 connectors. This design is rased only upon Ixxamelers shown. and Is for an trxtMdual building component, not a truss syslef o. Before use. the building designer must verity the applicability of design parameters and ixopedy Incorporate this design Into the ovelall only. Additional temporary and p erno nenl bracing MOW txAdinddesign. 8raclng indicated Is to prevent buckling of Individual buss web and/or chord members h always i"Ared for slatdlllly, and to prevent callttue wllh possible personal " and txoperly al anage. For general guidance regarding the larkbatloix storage, delivery. erection and bracing of Iftmes and truss systems. seeANSI/TPI I Quality Criteria, OSA-89 and SCSI Building Component 6904 Parke East Blvd Tempe. FL 33610 Safety Information available from truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandria. VA 22314. Job Truss Truss Type Oty, ply T1t363602 11116e1 83 Root Special 1 1 Job Reference Clonal w.A r..w 11 A•'le e! 7f11] Pnn. t Budder$ Firs15ource.. Grovelana. FL.;W;Sb ....... o.y.. ......... _.. .. -. .. .. ...__ ___ I0:VoNvcrq o2AJ8POk7002JFzrBsH-YkMwtIsUJOvlg73NOt?INd7yyvbNRakPPRBOZIz6Lr7 1-0-0 6.4-0 10-81 13," 1.0-0 6.4-0 4.4-0 2.4-0 4x6 = 3x4 = Scale = 1:24.3 LOADING (psi) TCLL 20.0 TCOL 10.0 BCLL 0.0 ' BCOL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FRC2014lrP12007 CSI. TC 0.55 BC 0.40 INS 0.19 Matrix-M) DEFL. In Ven(LL) -0.04 Vert(rL) -0.11 Horz(TL) 0.02 loc) Well Ud 8-11 >999 240 8-11 >999 180 6 We We PLATES GRIP MT20 244/190 Weight: 57 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5.8.1 oc puffins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 20 SP No.3 BOT CHORD Rigid ceiling directly applied or 9-8-1 oc bracing. REACTIONS. (Ib/size) 2=577/0-8-0, 6=512/Mechanical Max Horz 2=61(LC 9) Max Uplift2=-170(LC 10). 6=-120(LC 10) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-12=-740/302, 12-13=-669/307, 3-13=-659/316, 3.14= 658/324, 4-14=-698/314 BOT CHORD 2-8=-247/608, 7-8= 370/850, 6-7=362/853 WEBS 3-8=-9/298, 4.8=-285/127, 4-6=-948/402 NOTES 1) Unbalanced roof live loads have been considered for (his design. 2) Wind: ASCE 7-10; Vult=136mph (&second gust) Vasd=105mph; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; B=45ft; L=24fh eave=oft; Cat. 11; Exp C; Encl.. GCpi=0.18; MW FRS (directional) and C-C Exledor(2) -1-0.0 to 2-0-0, Intedor(1) 2.0-0 to 3.4-0, Exlenor(2) 3-4-0 to 6-4-0, Intedor(1) 9-4-0 to 10-8-0 zone; cantilever 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 fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=170, 6=120. 8)'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. Q WARNING . VwW destpn peremerere end READ NOTES ON THIS AND INCLUDED MnElr REFERANCE PACE MB•7473 rev. tize2mrs BEFORE USE. DeslWl valkl for use only with Mllek®corutectors. IMs design is based only upon pwamelerssMwn, and is for an indivkktal buBding component, not a truss system. Before use, the tx6ding designer must verity, the applicabllly of design paranelers and properly Incorporate ihB design Into the overall bxeding design. Bracing Incilcoled Is to prevent budding of Individual Intss web aril/or chord members only. Additional temporary and permanent bracing MiTek• is always reoRtred kx slablilly and 10 ((event cdtapse with possible personal tnptn/ and property, damage. For general guidance regarding the folxrcallm storage, delNery, ciecllon and bracing of tlllS.as and truss systems seeANSI/IPI1 Quat ly Criteria, OS(t-a9 arW 6C$1 fdulldln9 Component 6904 Parke Eut Blvd. Safety Information available Born fruss Plate Institute. 218 N. Lee Street. Sutlte 312. Alexandria. VA 22314 Tampa. FL 33610 Job Truss Truss Type cSty ply T11363803 1111681 84 Common f t Job Reference (optional) one»n17 o.....r Buddere First 5ource., r3rovefend. IL. :l4 roa...-..,...,...___._.._.-... J4Nt.-KIO -- ZzbXx - yll -- ID:VoNvcrq o2AJ8PDK7002JFzr85H•OttwJ4Nt64K19RHeZzbXxvgfEy11893We5wy58z6Lr6 1-0 0 6.4-0 12-0'0 1 3-8-0 1-0-0 6.4-0 6.4-0 1.0.0 Scale: 1/2'=1' 4x6 = 1 0 3x4 = 14 7J rL ' I ••• 3x4 = 12.8-0 12.8.0 LOADING (psi) SPACING- 2.0.0 CSI. DEFL. in poc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.08 Ven(LL) -0.00 8 n/r 180 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.04 Ven(rL) -0.00 9 n/r 120 BCLL 0.0 ' Rep Stress Incr YES WB 0.06 Hor2(TL) 0.00 8 Na We BCDL 10.0 Code FRC2014lrP12007 Matrix) Weight: 55 lb FT = 20% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD 20 SP No.2 BOT CHORD Rigid telling directly applied or 10-0-0 oc bracing. OTHERS 20 SP No.3 REACTIONS. All bearings 12-8.0. lb) - Max Horz 2=-70(LC 8) Max Uplift All uplift 100 lb or less at joint(s) 2, 8, 13, 14, 11, 10 Max Grav All reactions 250 lb or less at joint(s) 2, 8, 12, 13, 14. 11, 10 FORCES. (Ib) - Max. ComplMax. 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=136mph (3-second gust) Vasd=105mph; TCDL=5 Opsf; BCDL=5.Opsf; h=1511: B=451t, L=241t; eave=2ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Comer(3) -1-0.0 to 2-0-0, Extedor(2) 2-0-0 to 3-4-0, Comer(3) 3-4-0 to 6-4-0. Extedor(2) 9.4-0 to 10-8-0 zone; cantilever 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) 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 ANSUTPI 1. 4) All plates are 20 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) 2, 8, 13. 14, 11, 10. 10) 'Semi -rigid pitchbreaks with fixed heels' Member end fifty model was used in the analysis and design of this truss. Q WARNING • V ft dedgn parnmet*M end READ NOTES ON THIS AND INCLUOED MREK REFERANCE PAGE M9.7473 rov. f0009/ 0IS BEFORE USE Design valld for use only v4th W iek® connectors ids clesigt Is based only upon paameters shown. and Is for an Individual buldng component. not 01uns system Before use, 14ea rAMCIW designer must vedty Ina cytpUcabillty, of design parameters and property incorporate this design Into the overall efocing ktdicaled is So buclding of Individual buss web and/or chord members only. Additional temporary and petmonenl Ixackng M iTeWIxNdngdesign. prevent Is always requited for stability and to prevent collapse wllh possmle personal May and pxoperly damage. For general guidance regarding the falxleatlon, storage, delNcry. election and txaci ng of trussas and fruss systems, seeANSI/rPI I CuaIIN Crtterla. OSS-89 and SCSI Building Component 6904 Parke East Blvd. Tompe. FL 33610 Safely Information GwAlabtle from in= Plate Institute. 218 N. Lee Street. Suite 312. Alexariddo. VA 22314 Job Truss Truss Type ry T11363804 11 t 1681 85 Common 17 t Job Reference (optional) wow i..... I --a On.7 one. i tsudders 1-nsr bourca, . uroverana. m s tao • --- - • r• •- -- - -- -- -----------• -- - - - - ID:VoNvcrq o2AJSPDK7002JFzr8sH-U7Uhliukrd903RDIX12AS2CIUIHRuV4dlgVebz6Lr5 1-00 6.4-0 12.8-0 13-8-0 1- 0-0 6-4-0 6.4-0 1-0.0 4x6 = 2x4 3x4 = 30 = Scale: 1/2'=1' l 0 LOADING ( psi) TCLL 20.0 TCDL 10.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FRC2014/TPI2007 CSI. TC 0.54 BC 0.43 W B 0.11 Matrix- M) DEFL. in Ven( LL) -0.04 Ven( fL) -0.10 Horz( TL) 0.01 poc) Well Lid 6- 12 >999 240 6. 12 >999 180 2 n/a n/a PLATES GRIP MT20 244/190 Weight: 47 lb FT = 20% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-9-2 oc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid telling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. ( Ib/size) 2=567/0-8-0, 4=567/0.8-0 Max Horz2=70(LC 9) Max Uplift2=-168(LC 10), 4=-168(LC 10) FORCES. ( Ib) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-13=-730/302, 13-14=-658/307, 3.14=-648/316, 3-15=-648/316, 15-16=-658I307, 4- 16=-730/302 BOT CHORD 2-6=-157/598, 4-6=-157/598 WEBS 3-6=0/285 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=136mph (3-second gust) Vasd=105mph; TCDL=5.Opsf; BCDL=5.Opsf; h=15fl; B=45ft; L=24ft; eave=4f1; Cat. 11; Exp C: Encl., GCpi=0.18: MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 3.4-0, Exterior(2) 3-4-0 to 6-4.0, Interior( 1) 9-4-0 to 10.8.0 zone; cantilever 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 fora 10.0 psi bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (Il=lb) 2=168. 4= 168. 6) ' Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. WARNING - Vedly dedyn pwamstere end READ NOTES ON T IOS AND INCLUDED AUTEK REFERANCE PAGE NH-7473 rev. 18002,10IS BEFORE USE Deslgl valkf for use only vAth Mllek®conrleclors. Rnk design is based only upon p ofamotem shown. and Is lot an Individual folding component. not o Inm syslem. Before use. the building designer must vedty the applicability of design parametersand property Ircorporoto Reis design Into the overall bulking design. Bracing Indicated is to prevent budding ng ofIndividual Inks web and/or chord members only Additional lempomry and permanent bracing MiTek• Is always required for stability and to rrevent collapse with pos dAe personal injury and properly damage. For general guidance regarding the tobrlcatkxar L storage. delivery. erection and bcing of Inrsses and Inm systems. waANSI/tPl I Quality Cdt*da, OSS-89 and SCSI Bun6904 Parke East Blvddling Component Tempe, rk EastSafety Information available horn truss Plate Institute. 216 N. Lee Street. Suite 312. Alexandria. VA 22314 jot. I rus6 Truss Type 0 b T11363805 1111681 86 Common Supported Gable 1 1 Job Reference(optional) CYxeeradrral bource.. wwoono. rl. J1rJo .. .r..- A____. __. ___ ID:VoNverq o2AJ8POK7002JFzrB6H-U7Uhliukrd903R01X12AS2CPrrNOuWnrtlgVebz6Lr5 6.4-0 12-8-0 r:2 1-0-0 6-4-0 6.4-0 140 4x6 = Scale: 1/2'=V 3x4 = 14 14 c • • 30 = LOADING (psf) SPACING- 2.0.0 CSI. DEFL. In loc) I/dell L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.08 Vert(LL) 0.00 8 Nr 180 TCDL 10.0 Lumber DOL 1.25 SC 0.04 Vert(TL) 0.00 9 n/r 120 8CLL 0.0 ' Rep Stress Incr YES WB 0.06 Horz(fL) 0.00 8 rVa n/a BCDL 10.0 Code FRC2014/TP12007 Matrix) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No 2 OTHERS 2x4 SP No.3 REACTIONS. All bearings 12-8-0. lb) - Max Horz2=-70(LC 8) Max Uplift All uplift 100 lb or less at joint(s) 2, 8, 13. 14. 11. 10 Max Grav All reactions 250 lb or less at joint(s) 2, 8, 12. 13, 14. 11, 10 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. PLATES GRIP MT20 244/190 Weight: 55 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oC pudins. BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design 2) Wind: ASCE 7-10; Vult=136mph (3-second gust) Vasd=105mph; TCDL=5.Opsf; BCDL=5.Opsh h=15ft; 6=45ft; L=24ft; eave=2ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Comer(3) -1.0.0 to 2-0-0, Exledor(2) 2.0-0 to 3-4-0, Corner(3) 3.4-0 to 6-4-0, Exterlor(2) 9-4-0 to 1 "-0 zone; cantilever 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) 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 20 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 psi 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) 2, 8, 13, 14, 11. 10. 10) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 0 WARNINO • Vadly dodpn parametara and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7472 rev. I04 =I S BEFORE USE. DesIW1 valid for use only vAth MltekS connectots. this design is based only upon parameters mown. and is lot an individual buldkng component, not a Irttss system. Before use, the txLr9ng designer must verify the gVilCabli fy of design paamelers and properly kncotporate this design Into the overall boding design. Bracing indicated Is to prevent buckling of IndlvIdud truss web and/or chord members only. Additional lempofdey and permanent baking Is always rogJred fa stability and to prevent collapse vAlh possible personal V*jry and p iop erty damage For gerieraigtldo nce regarding the M iTek' fatxkbatkrn, storage. dellveiy. erecllen and bract nrl of fusses and trigs systems seeANSI/TPI I Quality Criteria, OSS-89 and SCSI Building Component Safety Information available from Truss Pale institute. 218 N. Lee Street. State 312. Aloxanddo. VA 22314. 6904 Parke East Stvd Tampa. FL 33610 Job Truss Truss Type OryPly T11363806 ttlt68t C kAortopdch 3 t Job Reference o (optional) MtT k l d Inced Jun 14 t43B 49 2017 Pa-8 1 Budde? First Source. , Gtoveland. FL 34736 1 3-8-1t 0.6.0 38.1 30 = 7 640 s Apr t 9 2016 a n ubines, rK. ID:VoNvcrq o2AJ8PDK7002JFzrBsH-zJ23V2uMcxHthboy50ZP?Fkal6MdzOr6PP2AIz6Lr4 m N 3x4 = 9 CPn 0 Scale = 1:13.3 LOADING(psf) TCLL 20.0 TCDL 10.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FRC2014/TPI2007 CST. TC 0.09 BC 0.09 WB 0.00 Matrix-M) DEFL. In Ven(LL) 0.01 Ven(rL) -0.01 Horz(rL) 0.00 loc) Well Ud 4-8 >999 240 4-8 >999 180 9 We rVa PLATES GRIP MT20 244/190 Weight: 17 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-8-1 oc puritns, except BOT CHORD 2x4 SP No 2 end verticals. WEBS 20 SP N0.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGE Left: 20 SP No.3 REACTIONS. (lb/size) 2=175/0-3-8, 9=114/0.1-8 Max Horz 2=65(LC 10) Max Upl1112=-47(LC 10), 9=-39(LC 10) FORCES. (III) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=136mph (3-second gust) Vasd=105mph; TCDl-=5.Opsf; BCDL=5.Opsf; h=15ft; B=45It; L=24I1; eave=oft; Cat. II; Exp C; Encl., GCpl=0.18; MW FRS (directional) and C-C Extenor(2) -0-6-0 to 2-6.0, Intedor(1) 2-6-0 to 3-2-13 zone; cantilever left and fight exposed ;C-C for members and forces 8 MW FRS for reactions Shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 pst bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Bearing at joint(s) 9 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verity capacity of bearing surface. 5) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 9. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 9. 7) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. Q WARNING - Vorfly dadon paremefan and REAO NOTES ON THIS AND INCLUDED MREK REFERANCE PAGE MIF7472 Gov. IM&MIS BEFORE USE. Design valid rot use oNy vAlh fAlek0 conneclots. Ms atsign Is based oNy upon rxitatnetersshown, and Is 101 anindlNckwl building component, not Inds Before the LK&dhg designee mttst verify the cg4AIcatAlly or design Mamelers and Ixopeny Incorlwtate its design Into the overall a system. use, txBa9ng design. Bating Indicated is to prevent buckling of IndPAdtal htas web and/or chard members orgy. Addikxai temporary and permanent bracing M iTek' Is always reed fat stability and to Ixevenl Collapse with possUe personal "and Woperty, damage. For general guidance regadng me fabrication. storage. delivery. erection and bracing of inrsses and truss systems, soeANSI/rPI I Quality Criteria. DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Irnformarion ovdiablle from Truss Plate Institute. 218 N. lee Slleet. Suite 312. Alexandria. VA 22314. Tanpa. FL 33610 Job Truss Truss Type I oty ply T11363807 1111681 CG Omgonal Hip Girder 3 t Job Reference (optional) le•d0 •Jf1f] Dnn f tsumars,mrst Daurca.. wovemna. rL. rso ^_ - •2- '- --'- -z J2i ---------' - - -- -- - IO-VONvcrq_o2AJ8POK7002JFzrBsH•zJ23V2uMcxHttnboy502P?FkTO6ZWduUr6PP2A1z6Lr4 1 5-0 4.10.14 9.9.13 9.10.1 1-5-0 4.10.14 4.10.15 0-0.3 Scale = 1:21.1 3x4 = 4-10.14 4.11.3 LOADING (psi) SPACING- 2-0.0 CSI. DEFL. In loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.54 Ven(LL) 0.05 6.7 999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.63 Ven(rL) 0.16 6-7 754 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.35 Horz(rL) 0.02 5 rVa n/a - BCDL 10.0 Code FRC2014lrP12007 Matrix-M) Weight: 41 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No 2 WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 4=154/Mechanical, 2=530/0.10-15, 5=343/Mechanical Max Harz 2=136(LC 8) Max Uplift4_ 83(LC 8), 2— 157(LC 8), 5=-50(LC 8) BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins. BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-11— 896/136, 11-12=-830/146, 3-12— 826/148 BOT CHORD 2-14=-220/823, 14-15=-220/823, 7-15=-220/823, 7-16=-220/823, 6-16=-220/823 WEBS 3-7=0/287, 3-6=-879/235 NOTES- 1) Wind: ASCE 7-10; Vult=136mph (3-second gust) VaSd=105mph; TCDL=5.0ps1; BCDL=5.Opsf; h=151t; 8=45ft; L=2411; eave=4h; Cat. 11, Exp C; Encl., GCpi--O.18; MW FRS (directional); cantilever left and right exposed; 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) 4, 5 except of=lb) 2=157. 6) 'Semi -rigid pitchbreaks with fixed 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) 64 lb down and 14 lb up at 1.4-9, 64 lb down and 14 lb up at 1-4-9, 81 lb down and 55 lb up at 4-2.8, 81 lb down and 55 lb up at 4-2-8. and 111 lb down and 97 lb up at 7-0.7, and 111 lb down and 97 lb up at 7-0.7 on top chord, and 13lb down and 8lb up at 1-4.9, 13 lb down and 8lb up at 1.4-9. 16lb down at 4.2.8. 16 lb down at 4-2-8, and 38 lb down at 7-0.7, and 38 lb down at 7-0-7 on bottom chord. The design/selection of such connection device(s) Is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (0). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=l 25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-60, 5.8=-20 Concentrated Loads (lb) Ven: 13— 86(F=-43, 8=-43) 15=-10(F=-5, B=-5) 16=-63(F=-31, B=-31) Q WARNWG • Verily deign panmorers and READ NOTES ON THIS AND INCLUDEO MIIEK REFERANCE PAGE MR-7472 rev. 14OZ1016 BEFORE USE. Design vaild for use only with Milek® conrv&-Iws. this design Is based only upon paramelers mown, and is for an individual "ding component, not a truss system. Before use. the building deslom must ve4ty the appilcabllly of design Ixnamelem and property incorporate INs design into the overall txBdng design. ®acing Indicated is to prevent txrclding of Individual Irurss web aril/or chord members only. Addlktnal temporary and pomwnent tro_ing M iTek• is always iecpAred for stability and to prevent collapse with possible porsonol k*ffy and property damage. roe general guidance regadhtg the fabrtcatim storage. delivery. erection and beating of fames and truss systems. seeANSI/iPl I Quality Cntsda, DSB-89 and BCSt Building Component 6904 Parke East Blvd. Safely Irdormatlon available dam truss Rate Institute, 218 N. Lee Street. Sulu 312. Alexandria. VA 22314. Tampa. FL 33610 Job fUSS Truss Type ty Ply T11363808 1111681 J1 Jack -Open 6 t Job Reference(optional) CYsaershlfslJWfCe., cRv_MP_ N.84eX.IM.W. _2_L_M_O_G_ 7K39cTz6Lr3ID:VoNvcrq_o2AJOPOK7002JFzrOsH-RWO1l_TH 1-0-0 2: 10.15 1-0-0 o- to-ls Scala a 1:7. 4 3x4 = LOADING (psi) SPACING- 2. 0.0 CSI. DEFL. in loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.07 Ven(LL) 0.00 7 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.01 Ven(rL) 0.00 7 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code FRC2014/TPI2007 Matrix-M) Weight: 5 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 0-10.15 oc puffins. BOT CHORD 20 SP No.2 BOT CHORD Rlgld telling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3= 7/Mechanical, 2=129/0.8-0, 4=-4/Mechanical Max Horz 2=39( LC 10) Max Uplift3=-6(LC 7), 2=-7e(LC 10), 4=-4(LC 1) Max Grav3=9(LC 15), 2=129(LC 1), 4=12(LC 10) FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7- 10; VUI1=136mph (3-second gust) Vasd=105mph; TCDL=S.Opsf; BCDL=5.Ops1; h=15ft; 8=4511; L=2411; eave=oft; Cat. II; Exp C; Encl.. GCpl= 0.18; MW FRS (directional) and C-C Extenor(2) zone; cantilever 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 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 )ofnt(s) 3, 2, 4. 6) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. Q WARMWO - Vartly dedgn parameters end READ NOTES ON THIS AND INCLUDED Afll'EK REFERANCE PAGE A0 7473 rev. 1402WIS BEFORE USE. Design valid for use only Win Mltek® comoclors. n* design is based only upon parameters shown, and is for an l ndlvkkfal building component, not o tans system. Before rue, the btAdkng designer must verity the applkbabllly, of design parameters and Ixopeny l ncog>otate Bm6 design Into the overall bUlalng design. Bracing Indicated is to prevent buckling of I naMdual truss web and/or chord members only AcUllonal lern"ary, and permanent bracing Is always required forstabilityandtopreventtoll" wtlh possible personal Irytay and property damage. For general gn Wane regarding the MiTek' lahrkballon, storage. dotivery. erection and Ixacing of lasses and truss systems. soeANSI/IPI I Quality Criterio, DSB-89 and SCSI Bullding Component Safety Information available from truss Rate Institute. 216 N. Lee Street. Sulle 312. Alexandria. VA 22314. 6904 Parke East Blvd Tampa, FL 33610 Truss Truss Type tY T1t363808lJob11r1681J3Jack -Open 6 1 Job Reference (optional) Buildeez.First Source., Gfovefand. FL. 34736 7.640 a W. a 20.w mn 6n u.vva. i6S. n.... .. ...v„ . ID:VoNvcrq_o2AJSPOK7002JFzri3sH•RWcRjOv_MFPIIIN8fj4eXTH12W 1 PMOG?K3967z6L6 1-0-0 2.10.15 1.0 0 2.10.15 Scale - 1:11.7 30 = LOADING (psi) SPACING- 2.0.0 CSI. DEFL. in loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.09 Vert(LL) -0.00 4-7 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.07 Ven(rL) -0.01 4.7 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(rL) 0.00 3 IVA rVa BCDL 10.0 Code FRC2014/TP12007 Matnx-M) Weight: 11 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-10.15 oc pudins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing. REACTIONS. (Ib/size) 3=71/Mechanical, 2=184/0-8-0, 4=32/Mechanical Max Horz 2=71(LC 10) Max Uplift3=-38(LC 10), 2=-72(LC 10) Max Grav3=71(LC 1), 2=184(LC 1). 4=52(LC 3) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=136mph (3-second gust) Vasd=105mph; TCDL=5.Opst; BCDL=5.Opsf; h=151t; 13=45111; L=241t; eave=oft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) zone; cantilever 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 100111 uplift at joint(s) 3, 2. 6) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 0 WARNING . vafly design paremerert end READ NOTES ON THIS AND INCLUDED WMK REFERANCE PAGE MQ7473 rev. 10A220rS BEFORE USE. DegM vdkl lox use oNy vAth Ml lekS Connectofs Rtls design Is Ixsed oNy ul»n paametem shown. and Is for an r dMdrwl rxddkV component mI a Inns system. Before use, the building designer must verity the appllcabllty of design Ixuamelers and properly Incorporate IM design Inlo the overall txading design. Bracing Indicated is to Ixevent buckling of IndWud truss web and/or chord members orgy. Additional temporary and permanent txacing Is always required ter slablifly and to prevent collarxe vAth toa6xo perso nd fnpay and Ixoperfy damage. For general guidance regarding the M iTek' fabrk:allon. slotoge, dellvery, orection (W brocng of muses and Miss syslerrrs. seeANSI/TPI I Quality Criteria, 058.89 and SCSI Building Component Safety Information ovdilal>fe from truss Plote institute. 218 N. Lee Street. Sulto 312. Alexondrlo. VA 22314 6904 Parke East Blvd. Tampa. FL 33610 o russ Truss Type 1 0 ty ply Trr363810 1111681 I's Jack -Open 6 t Job Reference(optional) tsusaers.rustsource., uroverana.rL sane....-......r.....,,........_............_...._ ..____......---.-... . I0:VoNvcrq_o2AJ8PDK7002J FzrBsH-viApwkwc7YXawvyKCRbt4ggs8wK15tW821u9Fvz6Lr2 140 4.10.15 Z-0 4-10.15 Scale a 1:15.8 3x4 = 4-10-IS 4.10.15 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. In loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.33 Ven(LL) 0.04 4-7 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.26 Ven(rL) -0.07 4-7 >818 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.01 2 rda• n/a BCDL 10.0 Code FRC2014lrP12007 Matrix-M) Weight: 17 lb Fr = 20% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-10.15 oc pudins. BOT CHORD 20 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. REACTIONS. (lb/size) 3=128/Mechanical, 2=260/0-6-0, 4=60/Mechanical Max Horz2=103(LC 10) Max Uplift3=-70(LC 10), 2=-80(LC 10) Max Grav3=128(LC 1), 2=260(LC 1), 4=90(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=136mph (3-second gust) Vasd=105mph; TCDL=S.Opsf; BCDLL.0psf; h=151t, 8=45ft; L=24111; eave--lft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) zone; cantilever 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 100lb uplift at joint(s) 3, 2. 6)'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. Q WARNING . Vedly dedpn Parameters and READ NOTES ON TTdS AND INCLUDED NREK REFERANCE PAGE ND-7473 rev. IaA13/1016 BEFORE USE Design vaild for use orvy wtan Mllek9c0nn0ct0ts tNsdeslgn is based only upon parameters Yawn, and is for an individual bulding component, not o buss system. Before trse. the lxdlalng dosioner must verity the oWicc bllty of design rxnamelers and pxoperly Incorporate it* design into the overall Addltlonal temporary and permanent bracing MOWbuildingdesign. Bracing Indicated Is to prevent Ixeckfi ng of Individual tRm web and/or chord members only. is always required tot stability and to proveni collgxe wllh possible personal "aid property damage. roe general guidance regarding the fabric< tion. slorago. delivery. erection and bracing of trusses and inrsa systems. seeANSI/TPI I Quality Cdteda, OSS-89 and BCSI Building Component 6904 Parke East Md. SafetyInformation available Rom truss Plate Rullttsie. 218 N. Lee Street. Sulte 312. Alexandria. VA 22314. Tampa. FL 336t0 Job I fuss Truss Type ry Fly T11363811 1111681 J7 Jack -Open 22 t Job Reference (optional) uunaers,"m source.. wwatana, rl s.rao I D.VoNvcrq_o2AJ6POK7002J Fzr83 H•viApwkwc7V XawvyKC Rbt4ggmpwG85t W 8Zfu9Fvz6lr2 1.0.0 7.0.0 1 0 0— 7-" 3x4 = LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in poc) Vdefl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.73 Vert(LL) 0.13 4-7 625 240 TCDL 10.0 Lumber DOL 1.25 BC 0.55 Ven(rL) 0.30 4-7 273 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(rL) 0.03 2 rVa n/a BCDL 10.0 Code FRC2014/TP12007 Matrix-M) LUMBER - TOP CHORD 20 SP No.2 SOT CHORD 2x4 SP No.2 REACTIONS. (Ib size) 3=186/Mechanical, 2=342/0-8-0, 4=87/Mechanical Max Horz 2= 137(LC 10) Max Uplift3=-101(LC 10), 2=-91(LC 10) Max Grav3=186(LC 1), 2=342(LC 1), 4=130(LC 3) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. Seale = 1:20.5 PLATES GRIP MT20 244/190 Weight: 23 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing NOTES- 1) Wind. ASCE 7-10; Vult=136mph (3-second gust) Vasd=105mph: TCDL=5.Opsf; BCDL=5.Opsf, h=15ft; 8=451111; L=24ft, eave=oft, Cat. 11; Exp C: Encl., GCpi=0.18; MWFRS (directional) and C-C Exledor(2) -1-0-0 to 2.0-0, Intedor(1) 2-0-0 to 2-8-5, Exterior(2) 2-8-5 to 6-11.4 zone; cantilever left and right exposed ;C-C for members and forces S 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-" 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) 2 except Q(=Ib) 3=101. 6) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 0 WARNOVG • Verity deagn paramofaa and READ NOTES ON THIS AND WLUDEO MITEK REFERANCE PAGE MO.7472 rov. Ia4 MIS BEFORE USE Deso valid for use only vAth Mllek8 canrleclors. Ms Design a based only upon parameters shown, and Is lot an Individual bsldfrlg component, palatrusssystem. Before use, the building designer must verily the applicability 01 design poxameters and property Incorporate, it* design Info the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chard members only. Additional temporary and permanent lroclng is always requited lot stability and to prevenl collapse win possible petsoral frW+Y and property damage. For general guidance regarding the WOW 6904 Parka East Blvd. Iabtk:(tkrL storage. deilvery, erection and bracing of trusses and miss systems, soeANSI/TPI I Cuailly Cdteda, OSS-89 and SCSI Building Component Safety IMamatton avdkl)le from fruss Rate Institute. 218 N. Lee Street. Suite 312. Alexandria. VA 22314. Tar pa. FL 33610 Job russ Truss Type oty Ply TI1363812 11; 1681 MG Monopirch ruder 1 2 Job Reference (optional) uurlaers hrrSi source, urwewau. M..YrrJo PDK7_.. ...___...__.___ ..____._ __._ 10: VoNvcrq_o2AJ8POK7002J FzrBsH-viApwkwc7YXawvyKCRbt4ggwwwN OSr1821 rt9Fvz6Lr2 3.5.9 7-0-0 3-5-9 3.67 30 = 4x6= Scale = 1:21.0 . LOADING (pst) SPACING- 2.0.0 CSI. DEFL. in poc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.08 Ven(LL) 0.01 5 999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.10 Ven(rL) 0.02 4-5 999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.18 Horz(rL) 0.00 4 We n/a BCDL 10.0 Code FRC2014rrP12007 Matrix-M) Weight: 77 lb FT = 20% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD BOT CHORD 2x6 SP M 26 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb/slze) 1=878/0.8-0, 4=1148/Mechanical Max Horz1=l l l(LC 8) Max Uphill=-201(LC 8). 4_ 330(LC 8) FORCES. ( Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 1.2_ 1456/334 BOT CHORD 1-9=-384/1325, 5-9=-384/1325, 5.10=-384/1325, 10-11=-384/1325, 4-11=-384/1325 WEBS 2-5= 207/950, 2.4=-1460/424 Structural wood sheathing directly applied or 6-0.0 oc punins, except end verticals. 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: 20 - 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: 20 - 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=136mph (3-second gust) Vasd=105mph; TCDL=5.Opsf; BCDL=5.Opsh h=15f1; 8=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpl=0.18; MW FRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 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 fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=ib) 1=201. 4= 330. 8) ' Semi -rigid pitchbreaks with fixed 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) 492 lb down and 140 lb up at 2- 0.12, and 492 lb down and 144 lb up at 4-0-12. and 494 lb down and 148 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 r Root Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Ven: 1.3=-60, 4-6=-20 Concentrated Loads (lb) Vert: 9=-492(F) 10=-492(F) 11=-494(F) Q WARNING - vw ity design paremwters and READ NOTES ON TN1S AND INCLUDED MlrEK REFERANCE PAGE MY-7473 rev. 1010=16 BEFORE USE Design valid lot use only wllh Mliek®connoclors. t111s design is based only up n W-wamelors shown. anti Is for an indlNdtal building component. not a truss system. Before (Ise. the buide lg designer must verity the g4AIco %Ily of design parameters and properly Incoq)orate it& design Into the overall btdding design. Bracing Indicated Is to prevent bucldfrlg of Individual truss web aril/a chord members only Additional temporary and permanent bracing AA!Tek* is always requirod far stability and to rxevont collapse wlm possible personal Injury and property damage. for general guidance fe0acing the IalbrkbatbfL storage. delivery, erection and bracing of muses and truss systems seoANSVTPI I Quality Criteria. OSB-89 and SCSI au8ding Component 6904 Parke East Btvd Solely Information avclable from truss Plate institute. 218 N. Lee Street. SWIe 312. Alexandria. VA 22314. Tanpa. FL 33610 Symbols PLATE LOCATION AND ORIENTATION 3/4 Center plate on joint unless x, y offsets ore indicated. Dimensions ore in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. 0-1/ l4r For 4 x 2 orientation, locate plates 0-'na• 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 Stondard for Bracing. SCSI: 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) JOINTS ARE GENERALLY NUMBEREDAETTERED 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, ESR 1988 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 t section 6.3 These truss designs rely on lumber values established by others. 2012 MiTek® All Rights Reserved MM M1I( 0 MiTek' MiTek Engineering Reference Sheet: Mil-7473 rev. 10/03/2015 0 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 SCSI. 2. Truss bracing must be designed by on engineer. For wide truss spacing, Individual lateral braces themselves may require bracing, or altemotive Tor I bracing should be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other Interested parties. 5. Cut members to bear lightly against each other. 6. Place plates on each face of truss at each joint and embed fully Knots and wore of joint locations are regulated by ANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment In accord with ANSI/TPI 1. 8. Unless otherwise noted, moisture content of lumber shoo 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 nonstructurol consideration and is the responsibility of truss fabricator. General practice is to comber for dead bad deflection. 11. Plate type, size. orientation and location dimensions Indicated ore minimum plating requirements. 12. Lumber used shoo be of the species and size. and in oil respects, equal to or better than that specified. 13. Top chords must be sheathed or purllns 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 ore the responsibility of others 16. Do not cut or alter truss member or plate without prior approval of on 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 B not sufficient. 20. Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria. 1-11-08 1s 1 00 18ulmlde6.A-First 1. Client to review overall placement plan including dimensions, roof and Ceding conditions, top chord sae, overhang / cantilever engths,heel heights, Dearing 6 non -bearing well locations and heights. 2. Client to review entry and / or other conditions that require centering of peaks, overhangs or cantilevers to ensure proper truss design. 3. Client to review AMU conditions such as, hung from ceding, recessed into ceiling or attic mounted. It is the client's responsibility to inform buss plant of locations, sae, and weights. 1. Client to review special conditions, such as beam bads, dropped soffit. bads and skybte locations to ensure proper truss design / placement. S. Ceding drops and valleys not shown are to be field framed by client I. Hip and comer jaw not cut are to be cut in the hid by others. F. Overhangs are 2A or 2A. no blocking is applied. I Overhangs are considered veld• cut to fit in field I Temporary or permanent bracing is not ncluded in truss package. 10. Erect trusses per SCSI-Bt Summary Sheet Prior to erecting trusses refer to seated truss engmenng sheets for additional important into. I It is ire cbent's responsibility to coonamate delivery dates with truss planVsales Truss delivery will be on the agreed upon date.. 12. Client to provide a marked location for delivery. Location must be accessible, level and dear of materials and debris. In lieu of this, busses will be delivered in the best available location at our driver's discretion. No charges will be accepted if above criteria is not met. i3. All buss repairs must be coordinated with truss plant Do Not Cut Any Trusses Deere contacting truss plant with specifics, of problem. i4. No back charges or crane charges of any kind will be accepted unless specifically approved in vrmmg by truss plant management. 5 Note. One approved layout must be returned to truss plant before fabrication / scheduling S. --- Upon signing you agree that you have reviewed this placement plan in its entinty. Approved By: Approval Date: Requested Delivery Date: test Loading: 20.00 TCLL, 7.0 TCOL, 0.0 BCLL, 10.00 SCDL, DOL 115 loos Loading: 40.00 TCLL, 10.00 TCDL, 0.0 BCLL, 5.0 BCDL, DOL 1.00 T.C. Pitch : 5112 Wind Coda MWFRS IASCE 7-10 B.C. Pitch : Flat Design Method FBC-2014 / TPI.2007 T.C. Size Vanes Wind Speed 140 mph / limp. C Heel Hilt Varies Mean HgI 15' Min. Bearing Varies Building CeL II Cantilever • N/A Importance Factor . 100 Overhang V Enclosure Partly Enclosed O.H. Cut Plumb Enclosure Lanai Partially Enclosed Spacing 24' O.0 Enclosure Entry Partially Enclosed HUS26 a Typ. Single Ply Roof Truss HHUS46 - Typp.p{ Floor Truss GUS264 § HHUS46 TIMTHMI22 (, SUR46 Renews an Marti --red by Simpson Strong Tie 'in' mbd othereW See Legend in Layout Truss Layout Client, Starlight Protect Wyndham Preserve Model 2406 Solstice U (LH) Lot / Subdivision / Street Address Lot 60/ Wyndham Preserve Location, Sanford, FI. IDole OW1412017 Scab NTS Plan Data: 12/0712016 I Drawn By Patrick Church I Ptoaueb PleD Net Prodtel Len0a11.e Pie W1 7 16' BOND 6000i 3M 0' 1 Nn 2 16I BCIa) 6000e-1.e 3f 0' 1 NA 1 16'BCIaP6000s-1.8 2r0• 1 NN to 16'BCla160005.1.e 1r(r 1 Kis 2 16' Bcla/ 60001.1.e tYo• 1 NJ6 1 16' Bclm 6o00f-1.e 4' 0• 1 eml 2 1-L4's 16' VERSAAAMS 10 3100 SP 191 V 2 Cat 13 I-IIWs16'SCRIM BOARD OSS Ir0' 1 NBLt 1 Iv BCIv 60005-1 a 33' V 1 Cooneetet Summary Oq Mawt Pro" Ftenae Supported Met Fasteners Top Nadi SupponFasteners Met FasrsBoomBleb Wee SOa SLeM Slope SuDDorsnO Ma Supported Ma 10 :mpm IUS 2.3711: None VMe - VaAn No No - - SCL 16'BCM6000st.e 1 9rtyson M 2.37116 None 2-10dr 1 5 - 14- %Od No Yes - - SCL 16' BCIV 6000s-1 A 1 Sirlpson MIU2.37116 None 6-todsl5 24. 10d No Yes SCL 16'BC1a/6000a1.8 2 2 19-07-15 38-00-00 12-08-00 1 00 00 Build FirstSournce 1. Client to review overall placement plan including dimensions, roof and coding conditions, top chord size, overhang / cantilever lengths,heel heghb, Dearing 8 nonbeannp wall locations and heights. 2. Client to review entry and I or other conditions that require centering Of peaks, overhangs or cantilevers to ensure proper truss design. 3. Ciem to review AMU conditions such as, hung from ceding, recessed into ailing or attic mounted. It L4 Me client's responsibility to inform truss plant of locations, size, and weights. 4. Chant to review special conditions; such as beam bads, dropped soffit bads and skylile locations to ensure proper truss design / placement 5. Ceding drops and valleys not shown are to be field framed by client 6 Hip and comer jacks not at are to be cut in the field by others. 7 Overhangs are 20 or W. no blocking is applied. 8.Overhangs are considered wild, cut to fit in field. 9. Temporary or permanent bracing is not included in buss package. 10. ErM trusses per BCSI-lit Summary Sheol. Prior to erecting trusses a refertosealedtrussenginerngsheetsforadditionalimportantinfo. 112 11. Itis the client's responsibility to coordinate delivery dates with truss plent/sales Truss delivery willbe on the agreed upon date.. Client to provide a marked baton for delivery. Location must be accessible, level and dear of materials and debris In lieu of this, trusses will be delivered in the best available location at our driver's discretion. No charges will be accepted if above criteria is not met 13. All buss repairs must be coordinated with truss plant Do Not Cut Any Trusses before contacting buss plant with specifics of problem. 14. No back charges or crane charges of any kind will be accepted unless specifically approved to wrilinp by truss plant management 15. Note, One approved layout must be returned to truss plant before fabrication / scheduling. 16. — Upon signing you agree that you have reviewed this placement plan in its enurity. Approved By: Approval Date: Requested Delivery Date: Roof Loading: 20.00 TCLL. 7.0 TWL, 0.0 BCU, 10.00 BCDL, DOL 123 Root Loading: 40.00 TCLL, 10.00 TWL, 0.0 BOLL, &0 BWL, DOL 1.00 T.C. Pitch : 5/12 Wind Cods MWFRSIASCE T-10 B.C. Pitch : Flat Design Method FBG2014 / TPI.2007 1z T. C. Size Vedas Wind Speed 140 mph / Exp. C Heel Hgl Varies Mean Hgt IV Min. Bearing Varies Building Cat II Cantilever : N / A Importance Factor 1.00 Overhang V Enclosure Partially Enclosed O.H. Cut Pbimb Enclosure Lanai Partially Enclosed Spacing 24. O.0 Enclosure Entry Partially Enclosed HUS26 - Typ. Single Ply Root Truss HHUS46 - Typ. Floor Truss GUS26J I SUR46 MMUS48 THAC4222 Hangers an Manufactured by Simpson Strong Tle'in' rmbd oMerelso See Legend in Layout Truss Layout Client: Ashton Woods wojeeL Brisson East Model: 2406 Solstice U Lot I Subdivision I Street Address. Lot 60/ Brisson East Loabon: Sanford, FI. Date 04I21/ 2017 Seale NTS Plan Dab: 1210TI2016 Drawn By Patrick Church Sheath 1 011 Job 0 104111,113 HJ2 2 SV 34' 0" 1 HJ3 1 SV 27' 0" 1 HJ4 18 SV 17, 0" 1 HJ5 2 SV 13' 0" 1 HJ6 1 SV 4' 0" 1 BM1 2 9(563/$OS63 19, 0" 2 Cal 13 1-1/8" x 16" BC RIM BOARD OSB 12' 0" 1 HBkl 1 SV 33' 0" 1 1 Simpson IUS 2.37/16 None 2- 10dxl.5 1 Simpson MIU 2.37/16 None 6- 10dxl.5 d vanes 14- 1Od 24- 10d Cal ivU rvU - - ZIUL 766,1V No Yes - SCL %&,SV No Yes - SCL %&,SV A m n0 rsBuilde FirstSource 1. Client to review overall placement plan including dimensions. roof and ceiling conditions, top chord sae, overhang/ cantilever lengths,heel heights, Dearing R noo-)eadng wall locations and heights. 2. Client to review entry and / or other conditions that require centering of peaks, overhangs or cantilevers to ensure proper truss design. 3. Client to review AHU conditions such as, hung from coiling. recessed into ailing or attic mounted. It is the client's responsibility to inform truss plant of locations, sae, and weights. 4. Client to review special conditions; such as beam bads, dropped soft bads and skyhle locations to ensure proper truss design / placement. S. Ceiling drops and valleys not shown are to be field framed by client 6. Hip and comer jacks not at are to be at in the field by others 7.Overhangs ale 2x4 or 24, no blocking is applied. B. Overhangs are considered wild, cut to fit in field. 9. Temporary or permanent bracing is not included In buss package. 10. Erect trusses pet SCSI-BI Summary Sheet Prior to erecting lasses refer to sealed truss enginering sheets for additional important Into. 11. It is the client's responsibility to 0006dinate delivery dates with truss ptandsales. Truss delivery will be on the agreed upon date. 12. Client to provide a marked location for delivery. Location must be accessible, level and dear of materials and debris. In lieu of this, trusses will be delivered in the best avadaDle location at our driver's discretion. No charges well be accepted it above rnuris is not meL 13. AO truss repairs must be coordinated with truss plant Do Not Cut Any Trusses before contacting truss plant with specifies of problem. 14. No back charges or crane charges of any kind will be accepted unless specifically approved In writing by truss plant management. 15 Note. One approved layout must be returned to truss plant before fabrication / scheduling 16. "- Upon signing you agree that you have reviewed this placement plan in its entiitty. Approved By: Approval Date: Requested Delivery Date: Roof Loading: 20.01), TCU , 7.0 TCDL, 0.0 BCU.. 10.00 BCDL. DOL 115 Poor Loading: 40.00 TOLL, 10.00 TM U SCLL, SA BCDL. DOL 1.00 T.C. Pitch . 6112 Wind Code MWFRS/ASCE 7-10 B.0 Pitch • Flat Design Method FBC-2014I TPI-2007 T.C. Sae Varies Wind Speed 140 mph / Exp. C Heel Hgt Varies Mean Hgt 15' Min. Bearing Varies Building CaL II Cantilever NIA Importance Factor : 1.00 Overhang V 4- Enclosure Partially Enclosed O.H. Cut Plumb Enclosure Lanai Partially Enclosed Spacing : 24' O.0 Enclosure Entry Partially Enclosed HUS26 . Typ. Single Ply Rool Truss NHUS46 - Typ}}.p{pFloor Truss Yl SUR" S2DJ § HG HHUS" J iHTMAC4.4222 Hangars an Manufactured by Shnpson Strong Tis urdaes now W relsa See Legend in Layout Truss Layout Client Ashton Woods Project. Brisson East Model: 2406 Solstice U Lot / Subdivision I Street Address: Lot 60/ Brisson East W Location: Sanford, FI. Ll Date 12/0712016 Seale NITS Plan Dab: 0510112017 Drawn By Patrick Church sheets 1011 Job 0 1041045 a r' RECORD COPY City of Sanford Building and Fire Prevention Product Approval Specification Form Permit # # 17 2 6 5 4 Project Location Address on 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.floridabuildinQ.orcl. 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-R11 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 Category / Subcategory Manufacturer Product Description(including Florida Approval # decimal 3. Panel Walls Siding James Hardi Bldg Prod Inc HardiPlank La - FL13192-R4 Soffits Aluminum Coils Mastic Endurance FL12194-R3 Storefronts Curtain Walls Wall Louver Glass block Membrane Greenhouse E.P.S Composite Panels Other 4. Roofing Products Asphalt Shingles CertainTeed CorpRoofing CertainTeed Asphalt Shingles FL5444-R10 Underla ments InterWra , Inc Underla ments FL15216-R2 Roofing Fasteners Nonstructural Metal Roofing Wood Shakes and Shin les Roofing tiles Roofing Insulation Waterproofing Built up roofing System Modified Bitumen Single Ply Roof Systems Roofing slate Cements/ Adhesives / Coating Liquid Applied Roofing Systems Roof Tile adhesive Spray Applied Polyurethane Roofing E.P.S. Roof Panels Roof Vents Lomanco Aluminum Roof Louver FL3792-R8 Other June 2014 Category / Subcategory Manufacturer Product Description Florida Approval # include decimal 5. Shutters Accordion Bahama Colonial Roll u Equipment Other 6. Skylights Skylights Other 7. Structural Components Wood Connectors / Anchors Truss Plates Engineered Lumber Railing Coolers/Freezers Concrete Admixtures Precast Lintels Cast -Crete USA Inc High Strength Concrete Lintels FL158-R8 Insulation Forms Plastics Deck / Roof Wall Prefab Sheds Other 8. New Exterior Envelope Products Applicant's Signature , )n ,,I hv` Applicant's Name Please Print) June 2014 4/28/2017 Florida Building Code Online W. rr=ru:crr:c>„ari«' ., • . j'jlj . IIQ I ' :: :Y, [JX Iik' " 7Q,. , • • rltat• t 'n ; >5Ca Bcls Nome I Login i user Registration I Mot Topics I submit surcharge I slats s Facts I Publications I FBC staff I acts Site Map I Links I search I 1.1f1(I(•1 ' Product Approvalr USER: Public user ef.•. •d ti _i Product Approval Menu > Product nr Aooliatlon search > Anoiicatton List > Application Detail i ti:m;ly:i;l."rf: FL B Application Type Code version 4 . , Application Status aComments Archived Product Manufacturer Address/Phone/Email Authorized Signature Technical Representative S l Address/Phone/Email At f' 9 i•- :.i •. Quality Assurance Representative Address/Phone/Email Category Subcategory Compliance Method Certification Agency Validated By a FL1S8-R8 Revision 2014 Approved Approved by DBPR. Approvals by DBPR shall be reviewed and ratified by the POC and/or the Commission If necessary. CAST-CRETE USA, Inc. PO Box 24S67 Tampa, FL 33623 813) 621-4641 Ext 128 cparrino@castcrete.com Craig Parris cparrinoocastcrete.com Craig Parrino PO Box 24S67 Tampa, FL 33623 cparrino@castcrete.com Craig Parrino PO Box 24567 Tampa, FL 33623 cparrino@castcrete.com Structural Components Products Introduced as a Result of New Technology Certification Mark or Listing Miaml-Dade SCCO - CER Miami -Dade BCCO - VAL Referenced Standard and Year (of Standard) Standard Year ACI 318 2011 ACIS30 2011 Equivalence of Product Standards Certified By Product Approval Method Method 1 Option A I Date Submitted 04/29/2016 https:l/www.floridabuilding.orglprlpr EppdU.aspx7param=wGEVXOwtDquegl%2bT71%21F192gnRzHNulc45pgLXkU6g%3d 112 4/28/2017 Florida Building Cade Online Date Validated OS/06/2016 Date Pending FBC Approval Date Approved OS/06/2016 Stimiiiary'of'Prodticts 7 FL # Model, Number or Name Description 158.1 High Strength Concrete Lintels 4, 6, 8, and 12 Inch wide lintels Limits of Use Certification Agency Certificate Approved for use in HVH2: Yes FL158 R8 C CAC NOA 14-0903.03.odf Approved for use outside HVH2: Yes FL158 R8 C CAC NOA 16-0126.03.Ddf 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 11 NOA 16-0126.03.odf Verified By: Miami -Dade BCCO - CER Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: A 'Na Contact Us :: 2601 Blair Stone Road. Tallahassee FL 32399 Phone: 850-487-1824 The State of Florida Is an AA/EEO employer. Conwtoht 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 a -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 arty questions, please contact 850. 487. L395. 'Pursuant to Section 455.27S(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 communication with the licensee. However email addresses We 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 4SS, F.S., please dick rjr _, Product Approval Accepts: M ® adrr E Credit Card Safe httpsJ/www.0oridabuilding.org/pr/Pr app dU.aspx9param=wGEVXQwtOquegl%2bT71%2fF192gnRzHNu"5pgIJ)(kU6g%3d 2/2 MIAM1-DADE NI Allli-DADS COUNTY e PRODUCT CONTROL. SECTION DEPARTi1IENT OF REGULATORY AND ECONOMIC RESOURCES (RER) 11805 SW 26 Street, Room 208 BOARD AND CODE ADNUMSTRATION DIVISION Miami. Florida 33175-2474 T (786) 315-2590 F (786) 315-2599 NOTICE OF ACCEPTANCE (NOA) %y%vw.minmldsde.eov/economv Cast -Crete USA, Inc. P.O. Box 24567 Tampa, Florida 33623 SCOPE: This NOA is being issued tender the applicable roles 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 requiremetits 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 Prestressed Concrete Lintels APPROVAL, DOCUMENT: Drawing No. FD4612, titled "Precast and Prestressed Lintel Details", sheet I of 1, prepared by Craig Parrino, P.E., dated March 24, 2003 and Drawing No. LT4612, titled "Cast -Crete 4", 6" & 12" Lintel Safe Load Tables", sheets 1 tluough 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. RE,ENEWAL 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.. 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 N 13-0321.07 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 Helmy A. Malcar, P.E., M.S. OEM NOA No.14-0903.03 MIAMI•DAOE COUNTY f Expiration Date: 09/11/2018 0 /4.• Approval Date: l0/09/2014 Page 1 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.. dater! 11arch 24, 2003 and Dr enving No. LT4612, titled Cast -Crete 4 ", 6" & 12 " Lintel Safe Load Tables sheets I through 3 of 3, prepared Gy Craig Parrino. P.E., dated March 24. 2003, last revision #1 dated April 28, 2003 both drawings signed and sealed by Craig Parrhro, P.E. B. TESTS 1. Test reporl on flerth-al testing on 4 ", 6" & 12 " Precast Concrete Lbrtels Filled and Unfilled k1odels, total of (13) concrete /lute/ specimens, per ASTMS-S29-94, prepared by Applied Research Laboratories, Report No. 30404A, dated 04110103, signed and scaled by Christopher A. Ramon, P.E. C. CALCULATIONS 1. Calculations for Cast -Crete Lintels, dated 05129103, 207 pages, prepared by Craig Parrino, P.E., signed and sealed 41; Craig Parrhto. 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 Mrnntal for Cart -Crete klachine Made Precast Lintels revised on Alay 1, 2002. 2. Cast -Crete Quetllt), S)stem Afaaual for Prestressed Products dated 2002. 2. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL # 08-0320.09 A. DRAWINGS 1. Drmi-ing No. FD4612, titled "Precast and Prestressed Lintel Details". sheet I of prepared by Craig Parrino, P.E., dated Alarch 24, 2003 and Drmi,ing Mo. LT4612, titled Cast -Crete 4", 6" & 12" Lintel SYfe Load Tables". sheets I through 3 of 3, prepared by Craig Parrino, P. E., dated Afarch 24 2003. last revision dated Ivfw-ch 11, 2008. B. TESTS 1. Norte. C. CALCULATIONS 1. 1lrone. D. QUALITY ASSURANCE 1. By Miami -Dade County Building Code Compliance Orce. E. MATERIAL CERTIFICATIONS 1. ]Atone. HWty A. Malcar, P.E., M.S. Product Control Unit Supervisor NOA No. 14-0903.03 Expiration Date: 09/11/2018 Approval Date: 10/09/2014 I, -1 Cast -Crete USA, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 3. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL # 12-0209.12 A. DRAWINGS 1. Drawing No. FD4612, tiller! "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 4 ", 6" & 12 " Lintel SgJe Load Tables" sheets i through 3 of 3, prepared by Craig Parrino, P.E., dated 11arch 24, 2003, last revision dated tllarch 11, 2008. all signed and sealed by Craig Parrino, AF., ott March 22. 2012. B. TESTS 1. Notre. C. CALCULATIONS 1. None. D. QUALITY ASSURANCE 1. Bp iWiami-Dade Cotutly Deparnuettl of Permitting. Empiromnew. and Regulalm y Affairs. E. MATERIAL CERTIFICATIONS 1. Nolte. F. OTHER 1. Letter ft-om Cast -Crete Corporation, dated Februa 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. Atone. B. TJJSTS 1. None. C. CALCULATIONS 1. Atone. D. QUALITY ASSURANCE 1. By A4icttui-Dade County Deptnyntent of Regulatory antl Econotuic Resources (RER). E. MATERIAL CERTIFICATIONS I. Notre. t kli-fny A. Makar, P.E., M.S. Product Control Unit Stytervisor NOA No, 14-0903.03 Expiration pate: 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. DrawingAlb. FD4612, titled "Precast taut Prestressed Lintel Details'; sheet] of 1, prepared by Craig Parrino, AE., dated March 24, 2003 and Droving Aro. LT4612, titled "Cast -Crete 4", 6" & 12" Lintel Sgje Load Tables", sheets 1 through 3 of 3, prepared by Craig Parrino, P. E., dated klarch 24, 2003, last revision dated June 12, 2014, all signed and sealed by Craig Parrino, P.E., an August 19, 2014. B. TESTS 1. None. C. CALCULATIONS 1. Calculations for Cast -Crete Lintels, slated 0811912014, pager 14.201 through 14.236, prepared by Craig Pe» •rirro, P.E., signed and sealed by Craig Parrino, P.E. D. QUALITY ASSURANCE 1. By Miami -Dade Cowin, Department ojRegularorj, mid Economic Resources (RER). E. MATERIAL CERTIFICATIONS 1. None. F. OTHER 1. Letter fi•oar 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. q Hel ntcnr,l'.E., N1.S. Product Control Unit Supervisor NOA No. 14-0903.03 Expiration Date: 09/11/2018 Approval Date: 10/09/2014 E- 3 6 a r •t• tam,+ AtMI A=T" REmw HIGH STRENGTH PRECAST AND PRESTRESSED CONCRETE LINTELS 4" SOLID LINTEL DATA TABLE ieiriD MECMM iC1iIfJ2JS rJf s• Fi6T rt171i>t riLr7 E'.na[I1112 n n E7G i t1lF]Ci.^3fr' iE mmrc5m mntu n,', rtc,fa mRUN rT 'r Effi9Lrc' FMMVaO an r: u! L oe v irlersami.o 1 raarirtv.lra rfrTm r mt>r nisv 9t rn,l., trarvvr,>rairaa[no Fm[ rrS7 ii71L.L' J rinn irRZ77.7 cr.?nsr,-a ilmra rti.i:: rlew rraro M-114 r- r rra r:z rtar9r naflr rFmra® rtr.rrra-r rtxvras o az rmfacer,.+rn1rk"r rI"Edto rFrAryasrz>•r ury mri: rein!rFdSark=d o tm attru. 12' PRECAST U-LINTEL DATA TABLE r..; eam©rt>tnr v le mno rry[ n atta rFa.IrJo v u r mn fry r to®rf Ll a oFrurlu_.Ir v lua: rzlrillLXresm rLa r=nd UM FS LT?i1l:S r` T EQiO EM FcsaFanu ru rr rxaL MMAEC—[ EGi ft7 KnMiff'" flF. 7rFJ.'.IfE'i rl es rta:s:sl rncy ritu mc1f1 nc . o ua r roelo rrmtoat: ar u'ry Qe+trso M : wr TYPE " r TYPE le 971R1 W 110/ rinitmAtr monul0r s tmmto rot rtoatc "T" n D IV ItWIC110aC=n LOS AM ramp a u %MKgn *a tatttAnlC Mm otc "m Tom Canon na-am L.M. Y6 atuttar MU t/M W am All% rl. M .Y {! MW s®rlr lWaft s Ys It Ma U."s . ra A I tutaIYU • rm to pW ,Gulfs V ssll ato0la AU GOWN MY1M LO. mE 00ata r.. fta M W ALL t orf Ala It a" rtol Ma Do V IK WOW'Lot MID M M m - M. tr tu" a waft r.. i0o to rat . tla .onto ttMstls . t " to iDYotms ui r.isMaa uan flm oats mm Duo a Ca M= On Wa a a rust tla fas ! sous ncu M01 as a t Ama its ur1Os am noire Um fall Gam:.....- . GEN O Z o.4 9F,./ ORIQ. G$ 6324CA579 rOir- 70N lJttO SEFFNEq L M504 PRECAST AND PRESTRESS mu Ift4m I b=b m etln roan t: Monu r14cvl% lu aplry flMidafa em owldlric.& _ pr u .03 mdl LINTEL DETAILS sum At am no= IM612 0[Ol 1 Cf 1 r GENERAL NOTES 9 orcmp rrtd a 3M rdrefqr ! e]000 pe .v1 n )p/! ise ""nfihun netW.rrele me.wry .d. (•u+) .a ASifl C90 U am At1SediaaTM M9W W r..nar ru AT1r QA yq r a s 2) AS al. bW tatlsco.a Ord a Oily— 4 hso. b natid bnawp. fa>scls¢ no bi IeARAy 20i' 0 baft kho bbline Sea 6 1/2 idd 3) Maid. W md. Md ad h d pis 4) R, mdRo b pnQr9f odlode W rueenl nAs9rn to raft 40 Qw adftd c a. y uo. IR Moe4 0 1428 le{) • bWZ p1142ep4 S) Al &bb era . ewd V130 delbma. • t6 mbLkW gor Ew U180Urldddrbcllkk InW Un b S-AW b e.diird n..au. I . lbdb &W" cal. Sur" 160"1 a •V6d• 0) Slre lad pleb a rquh& 7) 4' 4a60 Nib to !o b•tmal ./ 4- dasulm Wb.Ad ad 0' daada 01" U /!tt t/ d eat Wary aT w .aWab d leo w eurp:a. 10) ILA. - 1b1 Raw It) Ntba rim dead nNa to be beta a Lb Mltae of be saw m$. YK DrnG ABOr 12fr• ram• rrao w/ pa.% MUD IOIba OrdMR W•arr l6-2B/2T LIMJ J L4rb1r 3 moam" leap ID MW to n' law qm®a•taaw 7... ... ryr• dw m r. 'y::'• If dD p v bet r11N® Mir 111d M imdD 1a r um. IZ) ccow'" ndkkd d .M.bfar s-1 • rq .Ntln a uw aft to 13) T" ed. w adaa d idey iote0d a eaduW emeb ••M••d .mr,4 . Wangofebe• ggtd b eoonaecW •dao AlN e-!!t a 11) MA d Ih bobdramMUMI.M6"W11%We e be•igaiiF IEr b0odq aqud.c Apo d wised ba * *Okd babuid boo S IA sde wW" bad sd. hum w bW 15) r. am alb Wt1 h06 ad rhwn as eb end Ina as b.. b1¢1A ,•een 15) Fa Wd Nglfa d dam, bw aft dad fm led lWWM Am0b wren. 17) s4b bob a..gataO..M .Orrdb ba• 18) Sob bob WwW an foUd onlpn aabeb W AO 00 ed AO 314 19) e. 6wA or m'r.e (SIN.`ea.r. ub1 aadu d SEE SAFE LATERAL LOAD TABLET FOR LOAD RATING FOR EAON ADDMMK r. . T) J5 REHAR FOR 6• LDBELS 1/ 2' pR M v>• (2) 15 RFHAR FOR TY LDITELS Ura` K. CR40 at fit60 SAFE LOADS FOR 4" SOLID LINTELS 4Ai7 0"M GRAWY LENGTH TYPE 4S8 Y- 6' (421 PRECAST 1180 4'- 0- (481 PRECAST 959 4'- 8' (54-) PRECAST 789 S'- 10'(70') PRECAST 460 6'- 6- (781 PRECAST 360 7'- 6- (901 PRECAST 260 9'- 4' (1121 PRECAST 158 10'- 6-(1261 PRECAST 116 12U8 4 -- ev— UPUFT LATERAL LENGTH TYPE 4S8 4S8 Y- 6- (421 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- (90r) PRECAST 280 87 9'- 4' (1121 PRECAST 187 55 10'- C(IN-) PRECAST 152 43 12F8 121`12 12F16 BLAB BF8 6F12 BF16 • • l" ?`' D . :• •, F•j:iq}^f.} ;K`it(f:. ..• ..,j ram. .. 14Yfi' : L•• is 4S6 i?!• 12F28 121`24 12F20 PRLODULTRRVIS10) y• .' i '1' ti a** j• : OWlapa VU NW FWr4n p' p .. 'CfWGPARRINO P 191a1fD O -o p3 f i Bi roGw Die e 6F32 SF28 6F24 6F20 5, ' • ...' ONE, ` SEFFNFR aAAsOi,IAIEa\• R_P.ELIC.No. 4475B 'dW • oce:o:•''~ CAST— CRETE 4", 6" & 12" LINTEL SAFE LOAD TABLES l Ohl I + :,jay Q Ru Ob1rirh . Mod lui aIWAn wORp1rAd0. u4s12 sxo 1 Kill SAFE GRAVITY LOADS FOR 6" PRECAST U-UNTELS cnR A' oocciciii I u Ti1 a SAFE UPLIFT LOADS FOR 6" PRECAST U.LINTEL3 4cAtT4411911I SAFE LOAD - POUNDS PER LINEAR FOOT TYPE LENGTH 6W 98-IB 912-166FIB-106-186f24-1116F28-IB6F32-IBf20 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' (781 PRECAST 949 1078 1831 2850 4328 6737 8297 9357 7'-6' (901 PRECAST 779 83 1459 2188 3151 4524 6654 9357 9'-4' (1121 PRECAST 5B4 660 1056 1523 2084 2795 3731 5017 10'-6'(1261 PRECAST 503 566 895 1270 1706 2236 2898 3747 11'-4'(1361 PRECAST 457 513 805 1133 1507 1162 2492 3163 12'-0*(1441 PRECAST 425 477 744 1042 1377 1769 2238 2808 13'-4'(1601 PRECAST 373 417 646 895 1170 1485 1852 2285 14'-O'(1681 PRECAST 351 392 605 815 1087 1373 1703 2087 17'-4'(2051 PRECAST NJL 299 455 620 794 SIBS 1198 143) Q) 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 44"1II''11rr SAFE LOAD PLF LENGTH TYPE 6U8 6F8 RCMU 3'-6- (421 PRECAST 587 1055 596 4'-0' (481 PRECAST 487 787 445 4'-6' (541 PRECAST 416 609 344 5'-10'(701 PRECAST 300 350 198 6'-6' (781 PRECAST 263 496 157 7'-6' (901 PRECAST 222 367 116 9'-4- (112') PRECAST 173 352 74 10'-6'(1261 PRECAST 151 276 58 11'-4-(136-) PRECAST 139 311 49 12'-0' (1441 PRECAST 131 277 44 13'-4-(160) PRECAST 117 223 35 14'-O'(1681 PRECAST I7'-4'(208) PRESTRESSED fiil I SEE CENERAL NOTE 18 tollm c-ow SAFE LOAD - POUNDS PER LINEAR FOOT LENGTH TYPE 6f8-11 6F12-1T 6 16-IT 6F20-11 6F24-IT 6F2$.If 6F32-It S-6- (421 PRECAST 1412 2074 271$ 3356 3997 4638 5279 4'-0' (481 PRECAST 1225 1800 2357 2913 3470 4027 4503 4'-6' (541 PRECAST 1093 1592 2084 2577 3069 3662 4055 5'-IO'(701 PRECAST 31 1222 1600 1979 2357 2736 3114 6'-6' (78') PRECAST 723 1097 1437 1777 2117 2457 2797 Y-6' (907 PRECAST 648 86309 1249 1544w 1$40a 2135N 2431 9'-4' (1121 PRECAST 575 57104 980 w 1252 1492 1732 1972 10'-6'(126-) PRECAST 514 462 787 1121 1336 ACIA15511766 I)'-4-(13Sl PRECAST 474 404 6B5 SIBS 1213 1442 1645 12'-O'(1441 PRECAST 454 367 619 BOB 1093 1299 1506 13'-4-(1601 PRECAST 402 3D8, 516 736 906 1076 1247 14'-0-(168-) PRECAST 368 295 o 475 677 j 832 289 1145 17'-4'(2D87 PRECAST 253 20B 3MJ 476 j 585 j 693 80.1 1) THE NUMBERS IN PARENTHESIS ARE PERCENT REDUCTIONS FOR CRADE 40 FIELD ADDED MAR. SEE GENERAL NOTE NO. 4 G PApn C 44 R16 A GmCR679 toA ESEFFNERLFL 3M fl. P.E. U0• NO.4475 RooucrRuv, yro aowyyt, a »iu 6c nuAd BwldLy yt" By it &18 CAST- CRETE 4", 6" & 12" LINTEL SAFE LOAD TAB I4 wua: can-t1 m /n aw aws I xue ILI& R SAFE GRAVITY LOADS FOR 12" PRECAST U-LINTELS 4calm-o"m SAFE LOAD - POUNDS PER LINEAR FOOT LENGTH TYPE 12US 1216-3 FO-26 gn6-20 IM-25 12124-28 IN2840 12FN-28 3'-6- (421 PRECAST 3428 5000 583E 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'-10r(701 PRECAST 1612 2520 32% 5234 8487 11060 12755 1444 C-6' (781 PRECAST 1383 1986 2879 4196 6421 10032 12755 144 Y-6- (901 PRECAST 1138 1628 2131 3218 4576 6756 9763 1 9'-4- (1121 PRECAST 725 1216 1535 2230 3083 4167 5693 755 10'-6'(1261 PRECAST 614 1043 1295 1853 2516 3323 4334 5632 11'-4-(1361 PRECAST 518 945 1162 1649 2216 2893 3719 474 12'-0'(1441 PRECAST 456 878 1073 1513 202D 2617 3333 4006 13'-4-(1601 PRECAST 359 767 926 1294 1709 2188 2743 3409 14'-0-(1681 PRECAST 321 720 865 1204 1584 2017 2451 3108 17'-4'(2081 PRECAST N.R. 4510 831 081 1141 1428 1750 21 19'-4'(2321 PRECAST NR S4J 47) 700 925 1152 1J80 1609 n BE MOM w PME)UNEM ARE M WO R MCDOS FM OM 40 nu0 AMID NUM& SEE CENEX t NOTE Nn 4 SAFE GRAVITY LOADS FOR 12" PRECAST w/2" RECESS DOOR U.LINTELS SAFE LOAD - POUNDS PER LINEAR FOOT LENGTH TYPE t2Rll6 12BEb261IAFIO 121514- 127Jib tlS7f- I21O76- 12RF3b 4'-4' (521 PRECAST 25M 2942 5468 7594 9640 11669 13679 15M 4'-6' (541 PRECAST 2319 2740 5465 75B4 9640 11669 13679 15679 V-8' (651 PRECAST 1347 1841 3555 6395 9640 11669 13679 1567 V-10'(701 PRECAST 1259 1758 3361 5954 9358 11669 13679 1 6'-8' (On PRECAST 924 1430 2633 4415 6884 103 1257 1480Q 7'-6' (90') PRECAST 703 1203 12157 13494 5259 792 9623 1IM 9'-8- (116-) PRECAST 389 1 843 1 14514 2157 13203, 4427,j 5417,1 6380 Tn DIE MAIM 11 PAREAAINEW ARE PI110D0 NEDUMONS MR CRIDF 40 1Et0 ADDED in* SQ ccmm t NOTE N4 4 SAFE LATERAL LOADS FOR 1Y ORFI`ACT IIJ IArEFI AI alm-owl, SAF LOAD PLF LENGTH TYPE 12US 12FS RCMU S-6' (42) PRECAST 1295 4841 393 4'-0- (48) PRECAST 1295 4841 299 4'-6- (541 PRECAST 1049 3922 2417 5'-10-(701 PRECAST 681 2547 155 6'-6' (79) PRECAST 579 2167 123 i-6- (90) PRECAST 474 1771 914' 9'-4- (1121 PRECAST 355 1326 5 10'-6'(1267 PRECAST 306 1143 45 11'-4-(1361 PRECAST 278 1041 38 12'-0-(1441 PRECAST 260 971 34 13'-4'(1601 PRECAST 229 857 278 14'-O'(1681 PRECAST 216 SM 251 17'-4-(205) PRESTRESSED N.R. 16 19'-4'(2321 PRESTRESSED N.R. 534 130 LENGTH ---- 4'-4- (521 PRECAST 4'-6'.(541 PRECAST 5'-8' (651 PRECAST V-10'(701 PRECAST 6'-8' (807 PRECAST 7'-4r (901 PRECAST 9'-8' (116') PRECAST SEE GENERAL NOTES - SHEET 1 OF 3 am or r PLF SAFE UPLIFT LOADS FOR 12" PRECAST U-LIARELS M SAFE LOAD - POUNDS PER LINEAR FOOT LENGTH TYPE 12G-21 INIT-2112F16-21 12120-2112F24-1T tM11-211202-2T 3'-C (421 PRECAST 2752 4287 5613 6938 8264 9589 10915 4'-0' (48') PRECAST 2389 3721 4872 6023 7174 8325 9477 4'-6' (541 PRECAST 2113 3291 4310 328 6347 7365 SW 5'-10'(701 PRECAST 1623 2527 m 3310 4092 4875 5658 6441 6'-6' (781 PRECAST 1444E767 2972 3675 4378 50B) 5784 1 -6' (907 PRECAST 1267 3194 3806 4417 5028 9'-4' (1121 PRECAST 1028 2S9 3087 3583 4079 10'-6'(1267 PRECAST 9201812 2281 27B4 3204 3653 j. 11'-4-(1361 PRECAST 8581404 19N2441J 336412'-0-(1441 PRECAST 814 753 1269D 17 303213'-4-(160-) PRECAST 678 633 1057 14 251314'-O'(168') PRECAST 622 586 974 13 23D917'-4'(2081 PRECAST 434 427 6S5 P 9 1623 19'-4-(2321 PRECAST 366 370 593 817 1002A 1187 1372 wn wx 4o 110D AM REM SEE CORrumnK WX MLKLOM54 SAFE UPLIFT LOADS FOR 12" PRECAST wl2" RECESS DOOR U-LINTELS CMM 6. I SAFE LOAD -POUNDS PER LINEAR FOOT i[Acr o LENGTH - - - - IDob-21 171O1O-D A1614 17M16- IffiII-2 1 2b2 1>183D- 3692 2 4'-4- (521 PRECAST 1626 2685 3746 4806 5867 6928 7989 3458 2417 4'-V (541 PRECAST 1558 2582 3602 4623 5643 6664 7684 2236 165 5'-S' (68I PRECAST 1210 2042 2650 3658 4466 5273 6081 2129 155 5'-10'(701 PRECAST 1173 1984 2769 35M 43J8 5123 5908 1716 117 6'-8' (801 PRECAST 1020 m 1538 1 2426 3114 3802 4489 5177 1438 914 7'-6' (201 PRECAST W44 1226 216 2776 3390 4005 4617 A8' (116) PRECAST 997pbo77114722181 2663 314 3628 WMERS N PART MC AU PLICM R@CM fM c G . ENS • 40 Run ADDED WJM SEE 6P004 1101E Na 4 447 MEODUCTRP.VI9l•D yf _ oae g cb4o W tno RIuAUoAuonep CRA100 bn Ni, G124CR579 AA4,AIJAL••` SEFFNER.44 83554 0em a ua nlr" fLP.EyTC,TO.pATSB CAST-CRETE 4", 6" & 12" LINTEL SAFE LOAD TAB rDE RAG oPmu-14 Darr m AONA11 AANIW swt. R.IS SAE: ! 0 MEaD m auto fAM M - tun ID. 4nx oq'G . U4fR O J MIAWDADE MIAMI-DADE COUNTY PRODUCT CONTROL SECTION DEPARTMENT OF REGULATORY AND ECONOMIC RESOURCES (RER) L 1805 S W 26 Streel, Room 208 BOARD AND CODE ADMINISTRATION DIVISION Mituni, Florida 33L75.2474 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 Pre -stressed Concrete Lintels APPROVAL DOCUMENT: Drawing No. FD8, titled "Cast -Crete 8" Little]. Fabrication Details", sheets l 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 manufacturees 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 doctmentation was reviewed by H Inly A. Makar, P.E., M.S. NOA No. 16-0126.03 MIAMhOADECOUNTY EYplratlOn DAte: OS/21/2017/2U17 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 #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 0610 719 7, revision #4 dated 04128198, 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 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 Certified 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 Amerlsteel. S. Mill Certified Inspection Report #84-M19614 dated 02/29/96for #5 rebar by Birmingham Steel Corp. 6. Mill Certified Inspection Report #58 A66332 dated 01128/96 for 04 rebar by Birmingham Steel Corp. 7. Mill Certified Inspection Report #84-M20749 dated 04/05/96 for #5 rebar by Birmingham Steel Corp. 8. Mill Certified Inspection Report #84-MI9805 dated 03/06/96 for #4 rebar by Birmingham Steel Corp. 9. Mill Certified Inspection Report #84-M21208 dated 04/21/96 for #4 rebar by Birmingham Steel Corp. 10. Mill Certified Inspection Report #84-M20652 dated 04/03/96 for #5 rebar by Birmingham Steel Corp. k'_/A I &, y A. Makar, P.E., M.S. Produe ontrot 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 #84-M20749 dated 04105196 for #S rebar by Birmingham Steel Cap. 12. Quality Control Manualfor Cast -Crete Machine Made Precast Lintels dated 05114196. 13. Quality Control Manual for Pre -stressed Products dated 03120195. 2.. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL 01-0209.03 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 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. w 1GWhj 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, AE. B. TESTS 1. None. C. CALCULATIONS 1. None. D. QUALITY ASSURANCE 1. By Miami -Dade Building Code Compliance Office. E. MATERIAL CERTII+'ICATION 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. HAMi6 A. Makar, P.E., MS. 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 #14-0903.02 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, 20.14, 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. HeWA. Makar, P.E., M.S. Product Conte of 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. L' 1/'= /- aje Hqj5ifA. 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 PRESTRESSEDHIGH STRENGTH PRECAST ANDnessreCONCRETELINTELS TYPE •A- STIRRUPS Y 7 32'/ BAR ro snRRUPS 6 t 4 - B LINTELS Ieae Aus, 7/32"0 STIRRUPS TYPE '8' STIRRUPS Y n 9•-8" LINTELS 1"M au CYyi At OFIwe" 4 - a 3.134 342 177M pull-] a- 4 0 a- ta- aN0 be 7/w au 1 ow- 17 - 4 0.134 4]. 1 -I O ] 0. 1 713 1-] 2 0 4-2 21'- e a114 707 3? 2ML jr I OAR 21'-Y a O ]•-a 3/4' 10 RZ'-.• 0200 aft Al Y 7/]I OAR IP-10' a 0 a•710 ]/. 10 24'- 0• Os10 ea] u si4t 1 - 7/ 3I DAR 4r-10' R O 4'-0 1/6• 10 t. -o 1 8" PRECAST W/ 2" RECESS DOOR =L NTEL DATA TABLE TISlt9: u1:11L::11:tt i M f7 tf,as:tyi:lt•1r. r® FiL 1R i+Erm C z10 1 iTaf.R'._.',1'., rloeaocy r rn;v...v ii c rrno ImiK) CM1 rLMIAR-1, Rrst""tltfi:SlL1 t•©Q0, R> ah{l]C;rm{•lac r6aas R.!0!i:aoravc ry miMAK& W 3!!'r11 t1:LARfSr RL s. 30[rairJno JCL rZ'i i lSilrL!:!Z:FR1.4I!RLT.:f+E7CllO or D. T 7 aR -.• nw... W ., u.a. me •.• ay... u. nw uw iYt • A•, L- "" Yin w" MrG`n lon R11NroRCLYG LG raeNLlnM Yuan Z. I laeu M a Mirf• TIN ills" 3:[lliF I1 pLr[ 9a1ii1rlJ:3 JF3R]iDnll]C1 R.L10 M r!Ml s,rM r'M=r" D®OGCi GrLI o WAMA MMEaAFINTi iDtmFifiirlLlO a t 1 aa_,ar rTivF o 7 I10r Rl.i I i+'Si E3di t7• H1ffA ottd1 T rl Minwil FSC1 A' ED" KlrArrr. nlMA o a r»mmi Maul" M" Iff,lfi; ZMLUM Vlm LF]Glli rT) FE" FYr, 71R3 MOMMAltr NMRMTIDN D PAMI ED FOR /RDWO ArMCRAL 11 D MOIM90 97 COr7ISN7 LAYS AND WMOt It ROWWQD eI 031TRIPM6 wnR01n tRC rrM ftMLM COMMKI Of OAIE-Mit MSA. UM M 1. tca{OMNO Snit 7/7I W1 ASIM AIMS $4 /6 e. B OM INI ISTAL M WLI Or S1MWI AND r3 MM MAL W AaM .Iles 7/10 NCR MaI.ID O =Mtip StA111N0 r M Lk" al" Mal imp W0-RMIA11011 rimiMEMA [OD Of Da MWORM CA04 rM dYOK 19MID AL. ARIL - Na W IPLWI . 4. tow M I. COOUD[ a1101a16t .. NO Pa me a• a CM wc= SMM I .NNOM fIOY 940 IM M 9l. Us" f.. 4M fl 101 ALL MI. IA rouse w t'OA7 MRIf M A Oa1Al rest Im /GCI . OJ.. tw. m or CM=Dt xO n YCO a IR121ataO uIrm Mwolao CAN 4. { illlMp. Mttimcm ro ount unwe ANe KaxiN fokctL 1 G' t", • • •ENS ,'. PRODUCT 1XVILID Al 11od eMAA,PIDAda 11WNIe{ Cato Aeaptu. e Ne! o Oi.eZ. a ! 06 CRASPAMM D7 c(IO g1,•h,". SMCR579 MlwdU " l' A /ONAL tiN:vr',,, FL. P. NO.44758 i CAST—CRETE 8" LINTEL FABRICATION DETAILS u , u,w ... M.. I- . lit in AMA I YA1c on tD Mu R B RAPE GRAVITY LOADS FOR S" PRECASTw/2R RECESS DOOR U-LINTELS c^Zr+w e SAFE LOAD - POUNDS PER LINEAR FOOT TYPE LENGTH S am 00 9wl" N5=209 elrla-M uns-oe w3o-e data le mo-lesna-le wn-n a29-1e or,M-11 4--4' S2 PRECAST 1635 1749 335S 4346 5421 6493 7597 Iasi 3M9 M79 BD60 9479 IDa93 4'-8' 54 PRECAST7 1494 1596 3063 3968 4946 5224 6904 1759 3699 809 AM 471 10993 5-8' (68l PRECAST 866 m 1770 tn7 2839 3402 3969 1107 24a1 8389 a06 7917 9311 5'-10r(70') PRECAST 810 a5! 1653 1600 1 2124 2949 3174 3700 1113 2342 4242 Mov 11080m 7402 8706 6 -8' (BD) PRECAST 797 got Ia1S me SOS 7747 9448 7360 901 1025 312a e0/e 7l15 1479 1 7-6' (901 PRECAST 669 755 1490 2439 3776 5743 7179 SRS 755 1490 2459 J716 5743 am 1 9--w (ITS) PRECAST 411 468 999 155a 2253 m19 4091 s149 26 m15Sa 22S3 S129 4150 Not SAFE LATERAL LOADS FOR l)D=d-A•T.d9• MM40 Anne 11.1 IMTM A SAFE LOAD PLF LENGTH TYPE 8RU6 8RF6 1 . MU 4'-4' (52) PRECAST 758 757 1164 4'-6' (541 PRECAST 694 693 1073 5'-8- (681 PRECAST 408 407 655 5-10'(701 PRECAST J82 381 616 6--8' (807 PRECAST 595 788 464 7--C (90r) PRECAST 509 674 1 363 9'-8' (1 CAST 370 490 214 1) THEREDUCTIONS FOR CRADE 40 a SEE CENERAL NDTE 18N SSISAR NPERMITElCRE CENERALNOTES 0 Y.I.tolr. n) n..w ' W akrw a W ..e. r .oa.mr 8 ..a wd . 40M pal- r. R• wd - Wd9 W 1.1 rmlmr 3 hab wtr t,1. eoo 13) m .d•tr Retoso d tdw tedrtd r .. asemm .cn .1..e Ise ee.G g d W® gP4M h ocnmta. o AAY C-9L Mprs.d eatr+ mae.r s.req .a+wy1C 11N w sop ra i as ad am mgraltr..bmoD • 1100 1lwahlr e Pt R11 FK ASIM A41S a W 14) WW r.4d dedlrwp/r M0 ..AN 4r4 dcr41 (. dedrd fR 0R wnfal q>•11.c ' MI6 Get vD IN trts soMu1IrYRS AtdtM .Rial Wd AI¢M Il.rlsodd hod IA 2) M ..r sod I.W. ru4 . MAmn 4 ter owhol bWV* 4 t do ruled red Sdo bw..w be4 6 EItsOLS `t. l20I.AdIn* VA "dh amsees 615) soar wgm0 L W a.1fW d 4 .et lowu Ynm sofa booLvmmkVimlochs16) IN Bed Yn6N d dmm6 use sob rod Sao nod Wood MP On& 3) he" to odwr rod as bud oft 1» S.M fad of. •gdmpnd a db Met Q To qW. Nbf1. dM tlMmin heMR>!NrtlRlhe Is 14) Sit. rod bnM a mWd ORN. aWjM Mr AO LV wA ACI 311 a, T-r5a m 9. 12 1 una Iw . 4472 tosari) to) Addlorrd aaa loawwa to a.y1.a ~ "eft y Iwbd .Idlsod sabot m reduced meow mama? .2e OoIa1 + wd. ddab" 5) A! adeh M M naM 3W Mls9yt e 6w,d/,'d9ndr,-arrdee e I r, e.w W 11011 O IfOVI feral as e A 1) Share MW LoWs ea mW" 7) me Et tabor dq 9. 9*00b9 IR ro 15 ram. 1) rmea.a Hm dcd lud mel am* ea w .mvdw 9) 7h d.4w ow Rw.r esot•dtow Iwh tam V. Mr ra two tr rafthlrq ma ewe ralBq ma so4 ad d d-•.q em on pRI. 10) P.R. - lid abed 11) "m sdl wile% rAR to w)"l o d m rd3o of us kw ado. 11. CLR n4, C, SEE SAFE 1AT M LOAD URM FOR LOAD RAT01D FOR r3wAD0°O"AL Rc1Rq FULL COARSE Fy 2)15 REM ar CR40 w GRW Ai E. SAFE UPLIFT LOADS FOR8" PRECAST w/ 2" RECESS DOOR U4JNTELS cw9 4-an SAFE LOAD - POUNDS PER LINEAR FOOT TYPE LENGTH M8-It lo- 1 M14- 1 MID-1 eR122-11 dens-1 W30-11 Bare-21 88n0-a 8Rn4- 218at8- eu22-: n4ne-2 W30-24 4' ISi`) PRECAST 90a Ms 2343 305s 3751 4445 140 ID I60 2362 3059 3731 4445 5140 4'-6' (54 PREGIST OR I601 2212 2M 3607 4275 043 an 16D4 2Z72 2931 3W7 4275 4l43 5'-8' (BBB PRECAST 12 1797 2326 M54 3382 3911 075 1269 17/7 2326 2a54 3392 3911 S'-10' (701 PRECAST an 12M 17460 2259 2773 32e6 270 M5 1233 170 2259 2m 3280 2720 6 -B' (80') PRECAST 57D 929 IS30 196D 2429 2e IMD ISm 19e0 24H 2879 ram.(SD. On PRECAST a 1364 17M 21tart 5M 898 1364 176S 2160 269'7 J3MS70 9'-8` (116') PRECAST 468a34122215401es9'>% 560 1072 I]M 1701 2016 1) THE NUMBERS IN PARENMESIS ARE PERCENT REDUCTIONS FOR CRADE 40 FIELD ADDED RLMR. SEE GENERAL NOTE NO. 4 ffi!fl HEfl E] 2 gE] 6 TYPE DESIGNATION Fr - i111Le I0M amY . Ioa1RF9 Faw01n a isNewAt 96IWYw1R0101" t : y 8F16—lB/ IT L LIB AIaIOf im" 91001J g 1S IdMR Al w IYL ( 1) IM 1:: .+:. . I10111 JS I M Al 9011011 0 or ISM taw 44e. 7 Aemv.D11ma0 9TJ} 2 @E24 .... r mumwmtEN O• Ret4611rEp FROD fLTItOVL91A) oorlarl0eL7ai0s $ o. aa adanprt•alaidra.WmfH wc.n2i Alrn N.) l r•t C CRAIOPARRINO fao—'mot 6 SSy,„ _, 'd C9p SEFFNER R. 33584 n B:n,<Y<rl: rct: r faurldsi:7 n:lavl.• 11a7 i ncn a v .' ',., rTrr.rsi7.1 T I1in; : rrzrtr> tat . ETE 8" LINTEL FABRICATION DETAILS rrens;j.1 1>Ra: 1.1sa IrAritrl:a - r- - h.tIM99e a;i>f:L11r.: Irn.u1: crivrAu M IAM 1-DADE MIAKE-DARE COUNTY PRODUCT CONTROL SECTION DEPARTMENT OF REGULATORY AND ECONOivIIC RESOURCES (RER) 11SOS SW 26 Street, Room 208 BOARD AND CODE ADMINISTRATION DIVISION Miami, Florida 33175-2474 T (786) 315-2590 F (786) 3 LS-2599 NOTICE OF ACCEPTANCE (NOA) ww v.minmldado.eov/ccoiwmv 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) 411,611 & 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 Pan•uto, 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 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 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 permartent 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 revises NOA 413-0321.07 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 DARE COUNTY " rs 'G 1' Expiration Date: 14-09 3.03 Approval Date: 10/09/2014 Page 1 Cast -Crete USA, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 1. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL #03-0605.04 A. DRAWINGS 1. Drawing No. FD4612, titled "Precast and Prestressed Lintel Details", sheet I of 1, prepared by Craig Parrino, P.E., dated March 24, 2003 and Drmving Aro. LT4612, filled Cast -Crete 4", 6" & 12" Lintel Safe Load Tables`; sheets 1 through 3 of 3, prepared 41, Craig Parrino. P.E., dated Alarch 24, 2003, last revision #1 doled April 28. 2003 both drmvings signed and sealed by Craig Parrino, P. E. B. TESTS 1. Test report on flexural lesting oil 4 ", 6" & 12 " Precast Concrete Lnhtels Filled and Ur filled Models, local of (13) concrete lintel specimens, per ASTME-S29-94, pr•epaa-ed by Applied Research Laboratories, Report No. 30404.4. dated 04110103, signed and sealed by Chrlslopher A. Kauhon, P. E C. CALCULATIONS 1. Calculations for Cast -Crete Lintels, doled 05129103. 207 pages, prepared bN Craig Parrino, P.E., signed and sealed bN Craig Parrino. P.E. 2, Calculations for Cast -Crete Liulels, dated 05129103, 140 pages, prepared by Craig Parrino. P.E., signed and sealed by Craig Parrino, P.E. D. MATERIAL CERTIFICATION: 1. Qualill, Systenh Manual for Cast -Crete Machine Adade Precast Lintels revised oil Alas 1. 2002. 2. Cast -Crete Q:rrr/!tv System Manual for Prestressed Products doled 2002. 2. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL # 08-0320.09 A. DRAWINGS 1. Drmving No. FD4612, tided "Precast and Prestressed Lintel Details". sheet / of 1, prepared by Craig Parrino, P.E., dated March 24, 2003 and Drmi» g Aro. LT4612, titled Cast -Crete 4", 6" & 12" Lintel Safe Load Tables", sheets I through 3 of 3, prepared b.), Craig Parrino, P.E., dated hfarch 24, 2003, last revision doled Alarch 11, 2008. B. TESTS 1. Norte. C. CALCULATIONS 1. Alone. D. QUALITY ASSURANCE 1. By Hianrl-Dade Co uhly Builcling Code Comhpliance Office. E. MATERIAL CERTIFICATIONS 1. None. / 9 HWtity 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 0 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 4", 6" & 12" Lintel Sqfe Load Tables", sheets 1 through 3 of 3, prepared by Craig Parrino, P.E., dated 11areh 24, 2003, last revision dated klarch l I, 2008, all signed and sealed by Craig Parrino, AE., orr March 22, 2012. B. TEST'S 1. None. C. CALCULATIONS 1. None. D. QUALITY ASSURANCE 1. By Miami -Dade Comuy Deparuueru of Pernrittirrg, Euvirotiment, and Regulatoty,4jfairs. E. MATERIAL CERTIFICATIONS 1. None. F. OTHER 1. Letter fi-orn Cast -Crete Corporation, dated Februa 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. TESTS 1. None. C. CALCULATIONS 1. Atone. D. QUALITY ASSURANCE 1. By A4ianri-Dade County Deparlr»errt of Regulatory a»d Econotuic Resom-ces (RER). E. MATERIAL CERTIFICATIONS 1. None. kliffil-Y'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-2 Cast -Crete USA, Lic. NOTICE Of ACCEPTANCE: EVIDENCE SUBMITTED S. NEW EVIDENCE SUBMITTED A. DRAWINGS 1. Drawing No. FD4612, titled "Precast and Prestressed Lintel Details", sheet 1 of 1, prepared by Craig Parrino, P. E., dated Afarch 24, 2003 and Drawing Alb. LT4612, titled "Cast -Crete 4", 6" & 12" Lintel Safe Load Tables", streets 1 through 3 of 3, prepared by Craig Parrino, P. E., dieted March 24, 2003, lost revision dated June 12, 2014, all signed and sealed by Craig Pamino, P. E.. orr August 19, 20/4. B. TESTS 1. None. C. CALCULATIONS 1. Calculations for Cast -Crete Lintels, dated 0811912014. pages 14.201 through 14.236. prepared by Craig Parrino, AE.. signed and sealed by Craig Parrino, P. E. D. QUALITY ASSURANCE 1. By Mianri-Dade Corurh, De -imeut o%Regulaimy mid Economic Resorn-ces (RF,R). E. MATERIAL CERTIFICATIONS 1. None. C. OTHER 1. Letter front Cast -Crete USA, Inc., dated August 19, 2014. signed and sealed by Craig Parrino, P.E., certifying compliance with the Florlda Building Code, 2014 Edition. V r Het . Maltar, P.E., M.S. Product Control Unit Supervisor NOA No. 14-0903.03 Expiration Date: 09/11/2018 Approval Date: (0/09/2014 E-3 A=T 4M w HIGH STRENGTH PRECAST AND PRESTRESSED CONCRETE LINTELS rr c •a' lY E 'A'_$11R1 ql I 4" SOLID LINTEL DATA TABLE 6'ir i4iliam1 siarnutrx. tea'+ rrv[©>r m csa ocsa c»r: a: s::.B ttls7i CenwDettlf JL:L::J/ A" PRECAST U-LINTEL DATA TABLE Fara Vr+ut rlltt 1 i•t7eS"1!'LSi©cruo JUMr i rr.R7U=KEM ft11iS.. U -11::.ImTiiv lr va r'Si iT.Z*'S7f"ir]/J tf ratan•nr[s m, Rrarvlrmalra[oo 52 SI rT?2ff7w If, ri_Itarvr7m+71rgSa rti Jo rasrr±ns,ar ra rtu r rtiL u ravr.nr111•r:u_vrrmrcr raflrzvrn men rrrr rta- rr$vrr11,1 0 rrtvr a rt I r,, ,, o,rxQ v 1Z J raffia n®[mot: 11sev: Js20 mavrxmmi.ru::Incrrti.iLs aryDelaW1031M meve•x-*rxDryre, mrrd'i o 12' PRECAST U-LINTEL DATA TABLE m o rlr.l rssst9 v Ewa r+n o rti utarty_[a ta v nrrr mn o tr rs:utu r[:cravc: u[n catsa ran[mu a[3[ve r^_rmacrao LLf_752nar__L7r-r nrt:ru.:r avm aIFie" F o rriartlnurtL_u a' rrJ voe'10Lino rta,('.!rt-i.v eCift7l men lruFfrraPun LJ1lmrryss c11 jrcffr&,jr-xra.r>•rcu lic" titf_mc aearn anl1n,Y.rr.,rn mc:,.r nrfasodC'J 7LDA,FNII-IIL" irstrnrtirc:ar:.a.iL: D rri.:D.cy[offi"M M may m R :: r as:_r u a_:.[ mc5 Lrc1 u 11R nor nA[t t..alAatR1 a rtoAtm rot town AIFMt R rm11c%o R — 1=1 .A.t AM CRM t It t Mmm an oolt.D VMMM na HAA .A11a1 SWUM wtKmt 14 W. 1. 1O.10R SUM .n1 LA AM 01A AL K AM 11 WAS 4 uxmw 1ucaft / M1a II AM aMVA • DS. m Wo A DIM YD L WAD M fM4 MUM OF 00" aw.O AN SWARD AAA"* L WARM IaORDO r. • SOD A .St ALL A AO ND 11 AL RAW Lux DD A .It sop"Um can W tt/MR1 - m Sr mcal .AMA: r. • "m A no • Aw I1116t II mt • 4 Vo! ttt t RASSR SAS[ 11AII W" IRS% R M L taaoM SUM. A f WM Aa A tta to RAWV 00 f mmn RAW Gal tML O A A W 1/ ACM UMUS AM Awtra tW Pow. GQr:..... CEN ,O 0. 4 it• • it: ORIaP:: caAlcPAaRum 2 6MCR5n 70NALEN, W, LEP .NO335B1 FIRanurr ervl+ru at maplrls[ ai1110u FlriJo gglrAAo I>Ao 0 2...18 D LTO ' r:1 I=.1:r1:[d ffIP7: (v 1 1 1 L• 1fN.31:I:7.1:I rIF'111I;rii[ ST•- ROE E GENERAL N01ES I) IMlwl.le rerW«drnld-3w0od rc r • lr pasFl (nid - 4ow rt ued 300D pi p m odaron 3/• r ttw ."As, lb - IDa AA44pifffll qD .ilA n5•wn ndteem •" A11x A915 I w90a tmdm Pw ASN C27o 2) A2 td. b./ bast Dettl m niiiuml / bd1 ..niid 6tt1 msE/rc amt omatesWeta4 fe.slM bWn brim Wa 6 1/2 6dw. 3) he M swim bed ed btd joku 4) Ra Ir.•w b PKCMWe btika W Puwd facf6 Im 6reb 40 &M adbd rdet. It1indw Ii d1L6 ONt3W# 1(.61N S) AI WA* mat a — d ddbdw& b'1af3bIdcn=d VlAGW go 11 LMW is, e.n•6wu stnnnn Dr BOND m•6.P rod. sedio 16 "At a eP s1 6) gem Old bleb as topht 4- tdl bbb b M bdmed It/ 4• d mmb• WMW Oaf m®Im "Okol. Q bty pm/tb d nod :mqyr, h W WdAwk-t.l mW v mk*q dm boosts d d d-caq Imbommltr I/tod 10) ILL - Ibl xdel 11) A.Um rdl Most teba b M Mmb4 d W bllm d W UW m:b. TYPE 1)FMGNAncw 12Fr .. umvet Dowm/ •p- wuo t b 0 d N" l6-2B/2l-T pOeaafi-I iLIW N6V as ro etlCD. D ®o ro t tm•. r am 1 Ya ( Q mar lwb. l0 a•tn ro.'vau 11 a • ACiINI 0" 12' MDLdNAI TACM 12) C • 1r Unteb ae na.ladmd .Db S-1 b1q &ddw d W etdt to arta.d.b •rlld td ..Yletdlq wd 13) lit, abbt amrWo d Mdeb iela/d it UAW t.nw.b trM.4..b Nd bm o coaDiq d W. wow 6 --a— -Mn lA1111 C--126 a W. pllaaaMww—u* 1e) 6W elaM b. IM enilad bcfwlari6 w M bd !a fr[ APrrd WISCd bog ApOW bWLWM Md safe - d boll+ Me InbWd kW S to 15) Fm mnpm 1. NO b*b MA tt to .1• teb bdbo• MA bow WVA lbm 16) For btd !rqW ( vll do.% tee od. bed No n d MnPA bWb tbM 17) Safe bob ow ouPabpotd •b.Otl. bola 16) safe bob Mm/ .. taG" dtgp wwpb rw AO SDA•NA AD 31L 12) AdmmmsitesAwed aiade nwt w' it bvi (606Q"iMro ar 6.b1 Su titfil i adaimm SEE SAFE LATERAL LEAD TABLES FOR LIM RUING FOR EACH ADORIVA REbtFORCEO cmu (RCNU) FULL ODURSE 1..., 1) 15 ROM FOR 6' LW IE15 1 2• f 2) 15 REBAR FOR 12' MWCR40 or CRbO SAFE LOADS FOR 4" SOLID LINTELS 110 Cot•r• GRAVITY TYPE LENGTH 4S8 3'-6• (421 PRECAST 1180 4'- 0• (451 PRECAST 959 4'- 6' (541 PRECAST 789 5'- 10-(701 PRECAST 460 W- 6- (781 PRECAST 360 7'- 6- (901 PRECAST 260 9'- 4' (1121 PRECAST 156 10'- 6'(1261 PRECAST 116 12U8 C--CRrn UPUFT LATERAL TYPE LENGTH 4S8 4S8 3'-C ( 421 PREW 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- (1121 PRECAST 187 55 10'-6'(1261 PRECAST 152 43 12FB 12F12 12F16 6U8 6F8 6F12 6F16 i .. •: _t..*. is •%' :, f. -.M l• Y.t.1. w4.:...',.. •l•"t•.1.!1 •ate yt .A'••#'• it !'J .t I!,' : i i 6 'irtr{Y.:` a+*:=tiwi`.;'i,°. .'•:tea?i •• tT;..;,;'; 4S8 12F28 12F24 121`20 vltonucl• rnlvlslr l, i" pit '. °O Nr^6 e.':N u1e FIwItB tlWlDiy lLd: A r I_ % : CFWG PARMND 13 I nG Dn Ur to )e dp ; R10 W SM CA 579 ° 8 8F32 6F28 6F24 6F20 ''•its/pNAI, 6" SENRIL3M n«n " o0 4• FL.P. 6UC.Na44756 mCAST-CRETE 4", 6" & 12" LINTEL SAFE LOAD TABLES M n3 wx[ Daw>_u stun I1r Iowa dam IDUC xis W L• !/)t/61 C1QQtD fC t M PMImq l, - b1X. x0. /U!O D6UK:In U412 um 1 " 3 c— SAFE GRAVITY LOADS FOR B" PRECAST U-LINTELS C-a"ca." SAFE LOAD . POUNDS PER LINEAR FOOT TYPE LENGTH 6U8 F8- 6t8 6F12-18 6F16-1 6f20-18 6F24-1116F28-18 6F32-10 3'-6- (421 PRECAST 2332 2676 3892 5050 6149 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 297 8225oog 6'-6' Ml PRECAST 949 1078 1531 28W 4328 6737 8297 9357 7-6- (907 PRECAST 779 803 1459 2188 3151 4524 6654 9357 ol 9'-4- (1121 PRECAST 584 660 1056 1SZ3 2084 2795 3731 5017 IV- 6'(126) PRECAST 503 566 895 1270 1706 2236 2898 3747 11'-4-(136') PRECAST 457 513 805 1133 1507 1952 2492 3163 12'-O'(1441 PRECAST 425 477 744 1042 1377 1769 2239 280E IS-4-(1601 PRECAST 373 417 646 995 1170 1485 1852 2285 14'-O'(1681 PRECAST 351 392 605 835 1097 1373 1703 2DB7 17'-4-(2081 PRECAST N.R. 299 455 620 794 985 1198 1l37 n THE NUMBERS IN PARENTHESIS ARE PERCENT REDUCTIONS FOR GRADE 40 TTOD ADDED RESAR. SEE CENTRAL NOTE NO. 4 SEE GENERAL NOTES - SHEET 1 OF 3 SAFELATERAL LOADS MY 101-1000C1Rr I W turd R 4MM-4m" SAFE LOAD PLF LENGTH TYPE BUS 6F8 RCMU S-6' (421 PRECAST 587 1055 596 4'-O' (481 PRECAST 487 787 445 4'-6' (541 PRECAST 416 609 344 5'-10'(701 PRECAST 300 350 198 5-6- (781 PRECAST 263 496 157 7-6' (90') PRECAST 222 367 116 9'-4- (1127 PRECAST 173 352 74 10'-6-(121r) PRECAST 151 276 58 11'-4-(13n PRECAST 139 311 49 12'-0-(1441 PRECAST 131 277 44 13'-4-(1W) PRECAST 117 223 35 14'-O'(16n PRECAST 111 202 32 17'-4'(2081 PRESTRESSED N.R. 130 21 SEE GENERAL NOTE 18 SAFE UPLIFT LOADS FOR 6• PRECAST U-LINTELS 0—*-" SAFE LOAD - POUNDS PER LINEAR FOOT LENGTH TYPE 6F8-Ft 6F12-116F16-11 6F20-11 6F24-ti 6F28-it6F32-tT N-6- (42) PREW 1412 2074 3997 4636 5279 4'-O' (481 PRECAST 1225 WOO 3470 4D27 4583 4'-6- (541 PRECAST 1083 1592 g2O84 r 3069 3562 4055 5'-10'(701 PRECAST 831 1222 2367 2730 3114 V-6' (781 PRECASI 723 1097 1431 1777 2117 2457 2797 7-6' (901 PRECAST 648 863os 1249 94 154401 1840 w 2135 m 2431 9'-4- (1121 PRECAST 575 57104 98D c. 1252 PC 1492 1732 1972 10'-6'(1261 PRECAST 514 462 87 1121 a331tos15511766 1V-4-(13S) PRECAST 474 404 685 go 955 ej 1213 1442 1845 IT-O'(144' PRECAST 454 367too) 619 8B8 1093 1299 1506 13'-4-(150') PRECAST 402 308 516 736 906 1076 1247 14'-O'(1681 PRECAST 36B 295 475 877 go 832 989 1145 17'-4'(208' PRECAST 2S3 208 338 476 565 693 803 0) THE NUMBERS IN PARENTHESIS ARE PERCENT REDUCTIONS FOR GRADE 40 FIELD ADDED REBAR. SEE CDIERAI NOTE RM 4 PAS"'•, oQpJ.... !P/ • oG• ENS O; 44 R gFP • CRAIG PARRINO 4 6324 CR 579sr401VAlE;.•' SEFFNERR 39584a PRODUCT AHVISSD uwldbytz.. o 4m AIM %11Yid. A-PW.e N.i _p -3.pTEViotim22w FL.P.E.UC•N0.40756 REVISION L «4 CAST-CRETE 4", 6" & 12" LINTEL SAFE LOAD TABLES o S.•,,• - Y ? ' " M' Y .S: nt km. 060Y-u MY1M Q: IOWM mumSWJL• ILIA s "" ult S/21/47 [LLC(lD K: t[M. tAAtW rt - Ata MA IQ54 GRd xk Wtl! L[tT 2 Dt J SAFE GRAVITY LOADS FOR 12" PRECAST U-LINTELS omp w " SAFE LOAD - POUNDS PER LINEAR FOOT LENGTH TYPE 1IUB IV3-29 IVII-20 IVIS-20 Iff20-29 12124-28 a 26-28 am-I9 S-6- (421 PRECAST 3428 SOW 5838 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'-10-(701 PRECAST 1612 2320 3218 5234 U87 11060 12755 144 6'-6- (7n PRECAST 1383 1986 2679 4196 6421 10032 12755 144 Y-6- (901 PRECAST 1138 1628 2131 3218 4678 6756 9763 1352 9'-4- (112-) PRECAST 795 1216 1535 2230 3083 4167 5593 7552 10'-6-(1261 PRECAST 614 1043 1295 1853 2516 3323 4334 5632 11'-4-(1361 PRECAST 518 945 1162 1649 2216 2893 3719 474 12'-O'(144-) PRECAST 456 878 1073 1513 2020 2817 3333 4006 13'-4-(160-) PRECAST 359 767 926 1294 1709 2188 2743 3401 14'-6'(1687 PRECAST 321 720 865 1204 1584 2017 2451 3106 17'-4'(2081 PRECAST N.R. 4511, 6310 881 1141 1428,1750 2102 19'-4'(2321 PRECAST NA 343 477 700 925 1152 MOO 1609 1/) 4IR IEAMM a rARLIUMM AIR IVILU4r IERVEM rat CM40 txw MM REBAA Su coma MM IM 4 SAFE GRAVITY LOADS FOR 12" PRECAST wl 2" RECESS DOOR U.LINTELR 4-XV-40M SAFE LOAD - POUNDS PER LINEAR FOOT LENGTH TYPE 1Rd16 11Rf6 28 MV-3 18d14- 121172- 12MI6- 17R130- 4'-4- (521 PRECAST 25M 2242 460 7584 11669 13679 15679 4'-6- (541 PRECAST 2319 2740 5468 7584 11669 13M 15679 5'-6' (6n PRECAST 1347 1841 3555 8395 9640 11669 13679 1V-10'()01 PRECAST 1259 1758 3361 M54 11669 13679 15V-8- 607 PRECAST 924 1430 2633 4415 1 1257 14Y-6- 90) PRECAST 703 1203 2157 3494 7922 9623 1132 T-8' (tt6J PRECAST 339 843 1451 2157 3203 4427 5417to 6380 tU) DR INIs6 M rNwa"m AIR r MM Kamm ra Ma 40 nDD AbKD MkR, SEE QMML R)n R0. 4 MR 40-ORFf`M u IARCI a SAFE LOAD PLF LENGTH TYPE 12US 12FS RCMU X-C (421 PRECAST 1295 4841 34 4--0- (48) PRECAST 1295 4041 299 4'-C (541 PRECAST 1049 3922 2417 5'-10'(70') PRECAST 681 2547 155 B'-6- (7n PRECAST 579 2167 12 7'-6- (9n PRECAST 474 1771 914' 9'-4- (1121 PRECAST 355 1326 5806 10'-6'(1261PRECAST 306 1143 454ry 11'-4-(1361 PRECAST 278 1041 38 12'-O'(1441 PRECAST 260 971 34 IS-4-(1601 PRECAST 229 857 278 14--0'(1681 PRECAST 216 809 251 4'(2081 PRESTRESSED N R. 6 162m 19'-4'(2321 PRESTRESSED I N.R. 1 534J 130 iL Y' VLL ANAL 10 LATERAL LOADS FOR ml2" RECESS DOOR U•UNTELS O/ SAFE LEA WN I PLF 4'-4- (521 PRECAST 4--6-, (541 PRECAST 5--8' (691 PRECAST 5--10'(701 PRECAST 6'-8' (8Dj PRECAST 7--S' (901 PRECAST 9'-8' (1IS) PRECAST SEE GENERAL NOTES - SHEET I Of 3 f'L7fS7 iC1F9i- ,M-7.11i MRF7iE1P_ SAFE UPLIFT LOADS FOR 12" PRECAST U.LINTELS M-4-an SAFE LOAD - POUNDS PER LINEAR FOOT LENGTH TYPE IM-21 12F12-2T 12F16-21 UF20-21 IM4-11 12M-2112F32-21 3'-6- (421 PRECAST 2752 4287 5613 6938 8264 9589 10915 4'-0' (48') PRECAST 2M 3721 4872 6023 7174 8325 9477 4'-6' (541 PRECAST 2113 3291 4310 5328 6347 7365 8384 T-10%70' PRECAST 1621 2121 MID 1012 4875 5658 6441 6'-6' (78') PRECAST 1444 22 2972 3675 4378 5081 5784 Y-6' (907 PRECAST 1ffi7 1J67 25 319 3805R 4417 5028 9--4- (1121 PRECAST 1028 9.1171.2006 2590 3087 3583 4079 10'-6"(126) PRECAST 9201 947 1612 2281 2764 3209 3653 I1'-4-(1361 PRECAST 858 829 1404 1982 2441 29D2 3364 12'-O'(1441 PRECAST 814 753 1269, 1788 2201 2616 3032 IS-4-(Mr) PRECAST 678 03 1017 1485 1826 2169 2513 14'-O'(168) PRECAST 622 583 it 974 1365 1679 1993 2309 1Y-4'(20n PRECAST 434 427 695 964 1182 14 22 1623 19'-4(232'1 PRECAST 366 370 593 0170 1002 1187 1372 w n1E KNIM TA rk9iNE M ARE nRMa RE MMS FOR GRADE 40 MO MM RMAR SEE CDVAE ImIE m 4 SAFE UPLIFT LOADS FOR 12" PRECAST wl2" RECESS DOOR U-LINTELS 4&Xr- — SAFE LOAD - POUNDS PER LINEAR FOOT 3692 2 4'-4- (521 PRECAST 1626 2685 3746 3458 2417 4--6- (541 PRECAST 1558 2582 3602 2236 165 Y-8- (667) PRECAST 1210 2042 2850 2129 155 5'-10'(70') PRECAST 1173 1984 2769 1716 117 6'-8' (801 PRECAST 10201 1538 2426 1458 914yI 7'-6' (9n PRECAST 904 1226 2163 t9'r,8' (116PRECAST 1 70304 771 j 1472 Ir) KFS IN rARDON= ARE K)CDO F EMM49 MR G : • ENS • 40 )10D AM PUPA SEE CEMAI Ron N0. 4 447 A'•; cl gR1 P.•<li tOP AI;RItJp MA1A1 Gt Go _SEfFNER.A 93580 IRoDVET R1.vlsM nab OD& Don"11A, a A1ceDula Yo 0 0 0 3 EeabnDde - . t1 '• l8 I c . CAST- CRETE 4", 611 & 12" LINTEL SAFE LOAD TABLES n1E Awl: Gaue1-u Comm m ARUA AIAA1ro swc w.rS D, UL• S/1V0) I GEORO m tRAR AW10, r2. - em A0. Mu VARSILIA uN12 SlM S 0r A MIAMI-DADE MIAMI-DADE COUNTY LYXAMi PRODUCT CONTROL SECTION DEPARTMENT OF REGULATORY AND ECONOMIC RESOURCES (RER) 11905 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 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 A 11(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 AM 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" 8 inch High Strength Precast and Pre -stressed Concrete Lintels APPROVAL DOCUMENT: Drawing No. FD8, titled "Cast -Crete 8" Lintel- Fabrication Details", sheets l 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 Pan; itto, 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'atter 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 put -poses 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 bo 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, E-4, & E-5 as well as approval document mentioned above. The submitted docuin'entation was reviewed by H Imy A. Makar, P.E., M.S. NOA No. 16-0126.03 MIAM OADECOUNTY Expiration Date: 05/21/2017 Approval Date: 04/28/2016 4/28?—°/ ii 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 I of 1, and Drawing No. LT8, titled "Cast -Crete 8" Lintel Safe Load Tables'; prepared by Craig Parrino, P.E., dated 06107197, revision 94 dated 04128198, 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. flamon, P.E. C. • CALCULATIONS 1. Calculations for Cast --Crete 8-ineb 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 Certified 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 I1/13/95 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 02/29/96for #5 rebar by Birmingham Steel Corp. 6 Mill Certified Inspection Report #58-A66332 dated 01/28/96 for #4 rebar by Birmingham Steel Corp. z Mill Ceri fred Inspection Report #84-M20749 dated 04/05/96 for #5 rebar by Birmingham Steel Corp. 8. Mill Certified Inspection Report #84 M19805 dated 03/06/96 for 94 rebar by Birmingham Steel Corp. 9. Mill Certified Inspection Report #84-M21208 dated 04/21/96 for #4 rebar by Birmingham Steel Corp. 10. Mill Certified Inspection Report #84-M20652 dated 04/03/96 for #5 rebar by Birmingham Steel Corp. ny A. Makar, P.E., M.S. ProdticrControt Section Supervisor NOA No.16-0126.03 Expiration Date: 05/21/2011 Approval Date: 04/28/2016 E-1 Cast -Crete USA, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 11. Mill Certified Inspection Report #84-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 #01-0209.03 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 1 of 1, prepared by Craig Parrino, P.E., dated June 7, 1996, revision #2 dated January 28, 2003, and Drawing No. LT6, titled "Cast -Crete 8" Lintel Safe Load Tables", sheets 1 & 2 of2, 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. IG(nj A. Makar, P.E., M.S. Product Control Section Supervisor NOA No. 16-0126.03 Expiration Date: 45/21/2017 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 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.F.. 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. S. 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. A. Maka r, 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 L 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, tilled "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 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 Conteol 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 Miaml-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. L'' / - a _- 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-5 AST.CRET4j. HIGH STRENGTH PRECAST AND PRESTRESSED CONCRETE LINTELS PRODUCTRL'tAMMM M COMPW q u4111pt FIMdo 7/32'} BA STIRRUPS TYPE "A" STIRRUPS l TYPE "a" STIRRUPS + r! SMA STIRRUPS 6 1 - e Uf4 STIRRUP DEiTTAILSSTIRRUPDETAILS ---,—- 1r• Iu wt, 8" PRESTRESSED U-LINTEL DATA 'TABLE S V CaWE 11S StAq ID ND4itlof 4 - 0.1 M2 a - a I3 - 4 0.140o6T a 1ass 3a1 I0.a 1- O A41t1 Of)!DA3 a 3! SMD r4:6 O 3•-a 3/•' 10 aY- o` D.l00 all 3! Mu D O S'-10 S to t•- 011a aas 32 eA3' a O 1'4 1/M 10 8" PRECAST W/ 2" RECESS DOOR U-LINTEL DATA TABLE 1r•, ev•I aaaanu,n+ Oi. M l 7];lSaci.l!il'a w[:' Wlr f T IEZU F-3771slimRl"_ U=EZMM G11LagllLaFli: lL:rIIP Still.'1L]Q3M©QLLS! I L LrLarn:+f' I r1 Na r l_::1 rrnLo I i I]lU:J• Q11.':d 1!71;'4 rr,r r7T, [ r'L4. fllt • I' lull[ ALL 11111 uelu 11K W ~I_ 0/ 7 i' iifitllf upW ( .f`lMtn f000IN0 GCf tIDMIJ1MN YOOfI •• of Ru.. umu In • e Af WI mi •r snM TO!•. q IM fl f I f amm- tro LNfII NIIMroNf3NG GAGE I/0RIG1T10to YOafl PRECAST U-LINTEL DATA TAI Ti\ 1(Lf•TS;T 1 I.irt i 1T L'', i[1RTf®ice®vm®rn Le v[,Lu>;ar L Ipmaa©coo l® RZif L4fi! ra>raf , I phi E7a`!.7 r 71f V/J t>I Mau LIMMV«a/Ttmi R a L[ aL ur iomiv®L Qo LFit" iiCGI]l r F1RS vcmin7Uall R.•Ill Lc L-sue.! Z'57Etm 5Z•Ss Em L[ InE l'7F'i1llII7rrt lR7 fJmR 17 ll ma" o Kn" KxmlffamrI'77S1I)RRIy(] iPlLDSiFfliit)• ffnEu a tr» r» Ali f1m rT7ar F G1• M T' lI 1.2J• II3 i r f 7i t7C7i tt<7 rM INOVIIn4n OMMIRN 13 MMDID M PIODUCI AM MAL 11 O ROIWM a COT'1611T IATIS AND CAMIN K KfIW =* 0e OWEVAID mil0 1 M POW MOTLN COMM Of CASI-CASIt U0 OM_ 1. NOMOM'lIW f1trL T/s AM ASIY A3I01 IA 06 L 10111 INK TO1At MMotf of 11111t1OM AND IS AMU OWE I* AM ASISI 7/19 NCH KOIIMODM D aClDSUAID10rum LAC" wiluck 1TOm WNQ -A,"11DN Flicnams"N' END Of INc ROMM M CAOU ION CWMU MAUD ASTO " IL 114 or sow" • •. 11101 IN! S. Owente Stwom r. • loop I!1 Ia N StMfoKMMOM CAOt M SMOIO ! SIIMINS MISISSS31a II " f• • 4000 rS/ fON ALL FROM wo Om rKDAn D am tMt11T. 4 I.S m mt Or Mungnmt APRs w Sol"rNStKtf fOaCl a a"[ ff•. CU.T0. of CoIIGOt WJ K UND 01 If01 Of VAESUUSTO 1D011 MINIOlCUO CAOI fiapSMO_fl(Ij m* fa!lISnSO TO KSm UftDro AN NAN01M0 FOICM EH8' • : PRODUCT 1MV13I9 f T f(/ usoN lyignlDlOuF) wldT IAutmafltialCCO& o oT. o2 CRAMPAMNO I v ` - 19 / •v6324cR $Ts J)" SEFFNM FL MM. 14 I11 1ONgL14G,`• FL.P.E.LIC.NO.44759 CAST-CRETE 8" LINTEL FABRICATION DETAILS r- SAFE GRAVITY LOADS FOR 8•' PRECAST w/ 2" RECESS DOOR U-LINTELS wtr-Cw ra SAFE LOAD - POUNDS PER LINEAR FOOT TYPE LENOTH SRue e9rt a eAf1 NI 14-OB anS-* Wn-de em2"11 MM-OB a9r6-ill 61rto-fe un4-I9 SM-10 Wn-1i el ww mo-is t'-4' S PRECAST 1835 n49 3US 3260 4349 5421 6423 730 It91 36" Ms 6639 0060 9479 10693 4'-8' S4 PRECAST7 1494 159a Ioe3 2992 la6e 490 5924 c9o1 1756 3699 S20a 003! 6060 l479 t003 5'-8' (68 PRECAST 866 020 177D 1716 2v7 2639 3w2 1fe7 240f 4567 1 681 MOO 7917 9311 5'-10' (70) PRECAST 810 1853 1600 2124 2649 3174 370D 1113 2342 4241 Mod MON 7402 07U 6-8- (801 PRECAST 797 9D1 t025 3f20 SD46 7747 9440 7360 9DI toss 3120 SD46 79iS 947 1 7'-6' (907 PRECAST 69 7ss 1490 24M sill 5743 nn 3 755 1490 2459 377e 5743 100! 9'-0' (1167 PRECAST 411 466 999M 1566 2233 3129 409t 31+t 526 15ao 2251 3129 4150 S . SAFE LATERAL LOAD9 FOR A^ 9RFCAQTu4i- Rpem nnnR im ItBFLQ VV""'"'''""1 SAFE LOAD PLF LENGTH TYPE BRU6 BRF6 RCMU * 4'-4- (521 PRECAST 758 757 1164 4'-C (541 PRECAST 694 693 1073 5'-e (On PRECAST 408 407 655 5'-10-(70') PRECAST 382 381 616 6'-8' (801 PRLCAST 595 788 464 7'-r (901 PRECAST 509 674 363 9'-8' (1 661 PRECAST 370 490 214 J) THE NUU.BEENT RSINPARHESISARE PERCENT REDUCDONS FOR GRADE 40 • SEE GENERAL NOTE 18 FIELD ADDED REBAR SEE CQGM N07E N0. 4 GENERAL NOTES I) * W01r. It) W le W rt bM wn"ckotlt S- . Mr .1* a go.n6 to .turMM 6r Pena bw - 40m pd e pt*—.1 km • sw pofev, 1. WIM. ob wb0 13) be Wubr Wien M bleb Imkle! 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A seeal6 b nbilf" 6 rw: ae°mo eML Mod elllgtr.sR a. earowau 9) It.. Wtrw •v e at. Ntvb w ben lore U. n1. bd I.bsw 4 aWmAewtn q L.mn.. reuuo meant mA 1.d d-wy 10)9t. Fee &W 11) 991s. 6.t1 s w'raw M i tom a W baleen a 9. Wd wiry. 1/2• CUR I SEE SAFE I.AWAL LOAD TAM FOR LOM RATING EAC31 AM0101" FOR RE11i0RCE0CHU (RC3S1) Fitt. COURSE Ff 05 MAR CR40 at G460 Al Iffib SAFEUPLIFT LOADS FOR 8•' PRECAST w/ Z' RECESS DOOR U-LINTELS Ci srCnm SAFE LOAD - POUNDS PER LINEAR FOOT TYPE LENGTH Bud - it 66ft6-I MWIT SR 16-1 e9f22-11 6-1 M30-11 atfe-2r aiw Ic.-2211 Ien4-21 e6fle- tAF22-n OARS-21 UF30-2t 4'-t' ( 527 PRECASTgoIsu 2302 30S6 3751 4445 6140 goo HIM 2302 3050 3751 4445 5140 4'-6' ( 54') PRECAST IW4 2272 ttl! 3107 4275 4943 007 1604 2272 2S1! 3607 4275 4941 5'-8- ( 66') PRECAST 75 1 1797 2320 54 33t2 3911 en 1269 1797 2326 Me 392 3911 0'(70-) PRECAST 6SS 1207 174 2259 2773 37e6 2729 616 1233 1746 22SO 2773 Net 2722 6'-e• ( eon PRECAST 570 929 1S&W IWWD. 2429 2079 3329 570 IM0 MA I 2429 2070 9 7 -6` ( 80') PRECAST 506 742 13" 1765 2166 2567 2966 506 8" 1364 176S 2166 2567 2166 9'-8- ( 1lb-)PRECAST 395 468 e64 022 Wo le" 2160 3A S30 ton 0. 1701 20n 2 11 1) THE 1, 11,04 S IN PARENTIM ARE PERCENT REDUCTIONS FOR GRADE 40 HELD ADDED Rua SEE GENERAL NOR NO. 4 TYPE DESIGNATION f- mim IIm1 am6/u-Itln m MA BE12 9f1f2 1311MtN1' o I5 aw u d14m11 r LL0. 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