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HomeMy WebLinkAboutSUBMITTED PAPERSDATE FILED: 0 1 ��rp y PLAN REVIEW FE : EIPT NO.: • CONCURRENCY FEE: CBIPT NO.: PERNW 4WR CERT. CAP_. ]� 1. 2. .3. 4. 5. 9. 10. 13. 14. .w. ALL INFO MUST BE COMPLETE & FILLED IN TO BE ACCEPTED PLANNING & DEVELOPMENT SERVICES DEPARTMENT BUILDING & CODE REGULATIONS DIVISION 2300 Virginia Avenue 8C Ft. Pierce, FL 34982-5652 772462-1553 Coo APPLICATION for BUILDING PERMIT 110/ CERTIFICATE of CAPACITY/ZONING COMPLIANCE PROJECT INFORMATION LOCATION/SITE ADDRESS: /. / O / & . 5 / "' F7- Pie PROJECT NAME: A% h k IJ y p ® Al SITE PLAN NAME: . to f e PROPERTY TAX ID A 03 34— 0 a o ~ E� LEGAL DESCRIPTION (attach extra sheets ifnecessary): PLAT BOOK $ 6. PAGE NO. 3 cI 7. BLOCK NO. /S 8. LOT NO. //'i!�`/ 3 -/y PARCEL SIZE (ACRES/SQ FT.): LOT DIMENSIONS: COMPLETE DESCRIPTION OF CONSTRUCTION PROJECT OR WORK ACTIVITY: SETBACKS (ACTUAL) FRONT: BACK: RIGHT SIDE:' LEFT SIDE: TYPE OF CONSTRUCTION (Check all appropriate boxes) ] NEW CONSTRUCTION [ ] EXPANSION/ADDITION [9] RESIDENTIAL [ ] COMMERCIAL [ ] OTHER (SPECIFY) DESCRIPTION OF PROPOSED USE: [ ] INTERIOR RENOVATION [ ] .INDUSTRIAL SQ. FT OF CONSTRUCTION: ef 15. SF. FT lst FLOOR 16. VALUE OF CONSTRUCTION: $ ! � o a The value of construction is used to determine the amount of permit fees to be assessed. St Lucie County reseves the right to question and/or modify the indicated value of construction if it is demonstrated that the submitted figures are not consistent with similar types of construction activities. if the valuo s $2500 or more, a RECORDED Notice of Commencement must be submitted with this application SLCCDV Form No.: 001-02 4 4 I UPDATED 6/25/09 1 i i to OWNER � INFORMATION NAME: l.. /�TiO'lpt ' m ADDRESS: 3 b W 2 3 5 CITY: STATE: rL, ZIP: 3 PHONE (DAymm): (&g) 2 ZZ S 3 Email: �/ h �G �� c�i/I�,r( �Q col IF 'THE FEE SIMPLE TITLEHOLDER (PROPERTY OWNER) IS DIFFERENT FROM THE OWNER LISTED ABOVE, PLEASE FILL IN NAME AND ADDRESS BELOW. FEE SIMPLE TITLEHOLDER: ADDRESS: % 70 7 Al 3 7 s { CITY: - r': %Jr° e /CC -e STATE. r ZIP: 3 PHONE (DAYTIME): C1:j 21 6� ^ Z 7S CONTRACTOR INFORMATION ST. of FL REG.CERT #: BUSINESS NAME: QUALIFIERS NAME: ADDRESS: CITY: STATE: PHONE (DAYTIME): (_) FAX NO. ARCHIT/ENGINEER: ADDRESS: CITY: PHONE (DAYTIME): C__) BONDING COMPANY: ADDRESS: CITY: MORTGAGE LENDER: ADDRESS: CITY- STATE: STATE: STATE. ST. LUCIE COUNTY CERT #: Email: M Al ZIP: K" IMPORTANT NOTICE: When a permit is issued and it is not picked up within 60 days after notification it will be voided and returned to you by mail. i f f f f ? ? ? ? ? i I 1 i 1 i i i 1 ti ' rr OFFICE USE ONLY P #.�_ 6 - _ SECTION TOWNSHIP RANGE MAP NO. ZONING D 1� LAND USE v LOT CVG % TAZ NO. FLOOD ZONE FIRM MAP # 1 Sr FLR ELV MAX HGT CONST TYPE OCCUP TYPE MAX OCCUP # OF FLRS WATER SEWER SPRINKLERS STORMWATER LOT OF REC LOT OF REC LOT SPLIT LOT SPLIT Before 1/1990 After 1/1990 REQUIRED APPROVED REPORT HABITABLE RADON PERMIT CODE. a AREA FEE FEE (RADON) ..LIBRARY PUBLIC BID PUBIC BLD PARKS IMPACT IMPACT FEE IMPACT IMPACT i(E CORRECTION FEE GENERAL FEE ;SCHOOL ROAD CREDIT Y N LAW ENF IMPACT IMPACT IMPACT FEB FEE FEE FIRE/EMS DRIVEWAY Y N DRIVEWAY ADMINISTRATIVE IMPACT REQUIRED FEB. VARIANCE FEE FEB SPECIFY - MECHANIC ROOF NON -CONFORMING MISCELLANEOUS SUBS. ELECTRIC GAS LOT OF RECORD FEES REQUIRED PLUMBING FEES DATE SENT TO ADDRESSING: / REVIEWS FRONT ZONING SUPERVISOR PLANS VEGETATION SEA TURTLE MANGROVE COUNTER REVIEW REVIEW REVIEW REVIEW REVIEW REVIEW DATE i RECEIVED I DATE . COMPLETED a I I Y� I 11 INITIALS i 4 i i i i F i i i a # a a a CERTIFICATION: ' This application is hereby, made tci ob t to do the work and installations as indi d to obtain a certificate of capacity, if applicable, for the permitted work. IVWthatno work or installation has commencedo the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. I understand that separate permits may be required for ELECTRICAL, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, AND AIR CONDITIONERS, FENCES, ETC., not otherwise included with this building permit application. St. Lucie County makes no representation that its granting of a permit will authorize the permit holder to build the subject structure which is in conflict with any applicable Homeowner Association rules, bylaws or any covenants that may restrict or prohibit such structure. Please consult with your Homeowner's Association and review your deed for any restrictions which may apply. The following building permit applications are exempt from undergoing a full concurrency review: room additions, accessory structures (all types), swimming pools, fences, walls, signs, screen rooms, utility substations & accessory uses to another non- Yesidential use. NOTICE 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 JOBSITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. NOTICE TO APPLICANT: IF IT IS NOT YOUR RIGHT, TITLE, AND INTEREST THAT IS SUBJECT TO ATTACHMENT: AS A CONDITION OF ISSUANCE OF THIS PERMIT, YOUPROMISE IN GOOD FAITH TO DELIVER A COPY OF THE CONSTRUCTION LIEN LAW NOTICE TO THE PERSON WHOSE PROPERTY IS SUBJECT TO ATTACM ENT. 'OWNER OR CONTRACTOR SIGNATURE STATE OF FLORIDA COUNTY OF 6k.. Ly c. k A, The foregoing instrument was acknowledged before me this _.kTA day of h 20-1-li-, byib�+,qAa 1J,biD1e who is personally known ' or has produced la \AQ--1 Ar43 -qs identification. CONTRACTOR SIGNATURE STAITQOF FLORIDA CO F The foregoing' i me, this day o _ by was acknowledged before 20 , who is personally known has produced identification. Signature of Nota ;• n .`� ; Notary Public . s Signature of Notary R � , _ y State of Florida r ; My Comm, Expires Dec 16, 2016 Commission NO. (Seal) Commission No. Com(iSB� # EE 858761 ' onded .Wug, National Notary Assn. NOTE: TWO (2) SIGNATURES ARE REQUIRED. EACH SIGNATURE DUST BE NOTARIZED. IF APPLYING FOR THIS BUILDING PERMIT AS AN OWNER/BUILDER"- THE OWNER MUST PERSONALLY APPEAR STO SIGN THIS APPLICATION IN THE OFFICE LISTED ON THEi FRONT OF THIS APPLICATION. OWNER BUILDER AFFIDAVIT WILL BE REQUIRED FOR ALL OWNERMUILDER APPLICANTS. } For specs ic-in'�Structions see appropriate permit 5heddist. { 3 ! d 521 NW Enterprise Drive • Port St. Lucie, F- as 34986 - (772) 924-3575 • (772)924-3580 (fax) I e f E 1 C 1 1 1 IN -PLACE DENSITY AND WATER CONTENT OF SOIL AND SOIL AGGREGATE BY NUCLEAR METHODS (SHALLOW DEPTH) - ASTM 6938 Project: 1707'North 37th Street Project ID: 14-1542.00 Address: Fort Pierce, St. Lucie County Report ID: D-0003 Client: Donald Noble Date: 7/24/2014 Permit No: Field Tech: Robert Liverman Test Mode: Direct Transmission Area Tested: 10 X 10 Pergola Pad Soil Description: brown fine sand, trace silt, trace rock nodules Proctor / LBR ID: P-1 Max Density (PCF): 112.0 Opt Moisture (%): 10.0% Test Standard: D 1557 Compaction Required (%): 95.0% Probe Depth (in) Elev Wet Density (PCF) Dry Density (PCF) Moist. (%) Compaction Location % Results Northeast Area 12 0-1 119.4 110.8 7.8% 98.9% Pass Southwest Area 12 0-1 118.8 109.9 8.1 % 98.1 % Pass Testing Gauge Information Remarks: Testinq Com Legena Tor tlevatlon: PR = Proofroll SL = Springline SG = Subgrade BC = Basecourse TOP = Top of Pipe Manufacturer: Troxler Density Standard (DS): pleted Below Slab Grade 1, 2, 3 = 1st, 2nd, 3rd Lift FL = Final Lift BG = Below Grade BOF = Bottom of Footing FG = Finished Grade 2357 Model 3430 S/N: _ Moisture Standard (MS) 36442 635 G�'� rti� IS`b;F F$PE C �0 0675 •. rest report shall not be reproduced, except in full, without the written approval of GFA International 011 Environmental • Geotechnical . Construction Materials Testing • Special and Threshold Inspections . Florida's Leading Engineering Source www.teamgfa.com W. Moler, P.E. ; ��111111111 ce 521 NW Enterprise Drive • Port St. Lucie, V� itu'a 34986 ?�Irk, (772) 924-3575 • (772) 924-3580 (fax) E E c e IN -PLACE DENSITY AND WATER CONTENT OF SOIL'AND SOIL AGGREGATE BY NUCLEAR METHODS (SHALLOW DEPTH) - ASTM 6938 Project: 1707 North 37th Street Project ID: 14-1542.00 Address: Fort Pierce, St. Lucie County Report ID: , D=0003 Client: Donald Noble Date: 7/24/2014 Permit No: Field Tech: Robert Liverman Test Mode: Direct Transmission Area Tested: 10 X 10 Pergola Pad Soil Description: brown fine sand, trace silt, trace rock nodules Proctor / LBR ID:' P-1 Max Density (PCF): 112.0 Opt Moisture (%): 10.0% Test Standard: D 1557 Compaction Required (%): 95.0% Probe Depth (in) Elev Wet Density (PCF) Dry Density (PCF) Moist. (%) Compaction Location o �o Results Northeast Area 12 0-1 . 119.4 110.8 7.8% 98.9% Pass Southwest Area 12 0-1 118.8 109.9 8.1 % 98.1 % Pass Testing Gauge Information: Manufacturer: Troxler Model: Density Standard (DS): 2357 3430 S/N: 36442 Moisture Standard (MS): ' 635 Remarks: Testing, Completed Below Slab Grade 1111111/1 l-egena Tor tlevation: PR = Proofroll SL = Springline SG = Subgrade BC = Basecourse TOP = Top of Pipe a; test report shall not be reproduced, except in full, without the written approval of GFA International Environmental • Geotechnical • Construction Materials Testing • Special and Threshold Inspectior Florida's Leading Engineering Source www.teamgfa.com 1, 2, 3 = 1 st, 2nd, 3rd Lift FL = Final Lift BG = Below Grade BOF = Bottom of Footing FG = Finished Grade Re n .6.19St�rr;� FBPF.•C 4 "4�•0Pi • 60675 .712� 01( bnald W. Wler, P.E. EfesSipp?1. , 8ineer 6GZ75 DNA L EN 11111111110 521 NW Enterprise Drive • Port St. Lucie, (,,n"6)a 34986 �rA \ ` (772) 924-3575 • (772) 924-3580 (fax) IN -PLACE DENSITY AND WATER CONTENT OF SOIL AND SOIL AGGREGATE BY NUCLEAR METHODS (SHALLOW DEPTH) - ASTM 6938 Project: 1707 North 37th Street Project ID: 14-1542.00 Address: Fort Pierce, St. Lucie County Report ID: D-0003 Client: Donald Noble Date: 7/24/2014 Permit No: Field Tech: Robert Liverman Test Mode:. Direct Transmission Area Tested: 10 X 10 Pergola Pad Soil Description: brown fine sand, trace silt, trace rock nodules Proctor / LBR ID: P-1 Max Density (PCF): 112.0 Opt Moisture (%): 10.0% Test Standard: D 1557 Compaction, Required (%): 95.0% Probe Depth (in). Elev Wet Density (PCF) Dry Density (PCF) Moist. (%) Compaction Location o �o Results Northeast Area 12 0-1 119.4 110.8 7.8% 98.9% Pass Southwest Area 12 071 118.8 109.9 8.1 % 98.1 % Pass Testing Gauge Information: Manufacturer: Troxler Model: 3430 S/N: 36442 Density Standard (DS): 2357 Moisture Standard (MS): 635 Remarks: Testing Completed Below Slab Grade ■,,��..._ leno for tievation: = Proofroll = Springline = Subgrade = Basecourse P = Top of Pipe 1, 2, 3 = 1st, 2nd, 3rd Lift FL = Final Lift BG = Below Grade BOF = Bottom of Footing FG = Finished Grade rest report shall not be reproduced, except in full, without the written approval of GFA International Environmental • Geotechnical • Construction Materials Testing • Special and Threshold Inspections • Florida's Leading Engineering Source www.teamgfa.com W. Moler, P.E. i§TaJ�rigWer f4g., l °.�q t O P• \�vo nce r Gr a INTERNATIONAL 1215 WALLACE DRIVE DELRAY BEACH, FL 33444 PHONE: 561-347-0070 Additional Locations: Ft. Myers: 239-489-2443 Port St. Lucie: 772-489-9989 Miami: 305-945-1990 Visit Our Web Site www.TeamGFA.com Invoice DATE INVOICE # 7/25/2014 184240 BILL TO PROJECT NAME DONALD NOBLE 1707 North 37th Street 309 North 23rd Street Fort Pierce, FL 34950 Fort Pierce, FL GFA Proposal #14-1542.00 Celebrating 25 Years P.O. NO. TERMS DUE DATE PROJECT ID# 1988-2013 COD 7/25/2014 14-1542 1707 NOR... DATE DESCRIPTION REPORT ID# LOT #/LOC ... QTY RATE AMOUNT 7/24/2014 In -Place Density Test - Soils D-0003 1 175.00 175.00 D Please include the project # and invoice# on all payments. Thank you for your business. Total $175.00 Balance Due $175.00 For a nominal fee, GFA accepts credit card payments. Return your invoice with your credit card number, expiration date, and amount to be paid and we will process immediately. A 1.5%Per Month Late Fee Will Be Added To All Past Due Invoices. PLAN1v1NG AND DEVELOPMENT SERVIC:a DEPARTMENT BUILDING AND CODE REGULATIONS DIVISION 2300 VIItGINIA AVE FORT PIERCE, FL 34982 (772)462-1553 Fax (772) 462-1578 PERMIT RENEWAL REQUEST P T NUMBER: / C o 6-00l,2— ADDRESS: 1707 W 3 7 s'�_ I,'7© (dam requesting that the above permit be renewed. I understand that I must schedule and pass all required inspections for the permit to be finaled. Further, I understand that this is a ONE TIME RENEWAL and the permit shall expire should I not receive a passing .inspection during any six month period during the renewal period. Justification ('/dome, I.,A h bl r 41 )'vl a IC A P% e_ � OWNER/BLDR OR CONTRACTOR SIGNATURE ooa �5od &66/e Print Name 4- na mI. f. O L/ A/ DA E STATE OF FLORIDA ^.� 4_ COUNTY OF AC EDGED BEFORE ME THIS I DAY OF 20 BY PALLY TOME OR HAS PROVIDED AS IDENTIFICATION. FOR OFFICE USE ONLY: Number of Open Inspections: Total Inspections: (Divide open by total to get % of open inspections) Percentage: Original permit fee: x % open = $ Renewal fee Example: [15 divided by 23=.65(%)] $175(permit fee) x .65=$113.75 (renewal fee) Revised 7/21/2014 Uvf 2300 Virginia Ave Fort Pierce, FL 34982 772-462-2172. Fax 772-462-6443 CERTIFICATE OF TERMITE TREATMENT CONSTRUCTION SOIL TREATMENT PERMIT #: P-106 - 6012 JOB ADDRESS: BUILDER/CONTRACTOR: PEST CONTROL CONTRA( PEST CONTROL LICENSE ©7 9z,3 sf We, the undersigned, hereby certify that we have pretreated the above described construction for subterranean termites in accordance with the standards of the National Pest Control.Association. Square feet if area treated: i a Percentage of solution: a Ot Date of Treatment: Footing 1st Treatment Re -Treat Driveway 1st Treatment Re -Treat Other. 1st Treatment Re -Treat Chemicals used: AhbP s Total gallons used: o oL Time of Treatment: I �� _Slab 1st Treatment Re -Treat Pools 1st.Treatment Re -Treat Perimeter.for Final Inspection Signature of t minator Note: There must be a completed form for each required treatment or re -treatment and this form must be on the job site to be picked up"by the inspector at time of each inspection or the scheduled inspection will fail and a re -inspection fee charged. FBC104.2.6 Certificate of Protective Treatment for prevention of termites A weather resistant jobsite posting board shall be provided to receive duplicate Treatment Certificates as each required protective treatment is completed, providing a copy for the person the permit is issued to and another copy for the building permit files The Treatment Certificate shall provide the product used, identity of the applicator, time and date of the treatment, site location, area treated, chemical used, percent concentration and number of gallons used, to establish a verifiable record of Protective treatment. Ifthe soil chemical barrier method for termite prevention is used, final exterior treatment shall be completed prior to final building approval, St Lucie County requires for the final inspection for CO, a Permanent Sticker to be placed on the electrical panel box cover, listing all the treatments and dates of applications t PLANNING & DEVELOPMENT SERVICES DIVISION BUILDING & CODE REGULATIONS DIVISION 2300 Virginia Ave Fort Pierce, FL 34982 BUILDING PERMIT U CONTRACTOR SUMMARY �! will be using the following sub -contractors for the (Company/Individual Name) ,, / project located at % /'l/ �i '� /" C C �` 3 f y 7 (Street address or PropertyTax ID #) It is understood that if there is any change of status regarding the participation of any of the sub -contractors listed below, I will immediately advise the Building and Zoning Department of St. Lucie County. Trade Name of Company/Contractor St. Lucie County/ State of Florida License Number Electrical 00 Plumbing HVAC/ Mechanical Roofing W (� Gas YFFICC1 SE ONLY: PERMIT ISSUE DATE: NUMBER: For the project located at PERMIT # lq�L-6m, ISSUE DATE PLANNING & DEVELOPMENT SERVICES Building & Code Compliance Division BUILDING PERMIT SUB -CONTRACTOR AGREEMENT St. Lucie County Contractor Certification Number: State of Florida Certification Number,(if applicable): (m�panrame/Individual Name) r Sub -contractor for (Type of Trade) (Primary Contractor) 5-i ect Street Address or Property Tax ID #) 0 have agreed to be the It is understood that, if there is any change of status regarding our participation with the above mentioned project, I will immediately advise the Building and Zoning Department of St. Lucie County by filing a Change of Sub -contractor notice. (Form: SLCCDV (No. 004-00) BUSINESS QUALIFIER (Name of the Individual shown on the Contractor's License) NOTARIZED SIGNATURES ARE RE UIRED Business Name: Address: 1z © 7 dz `S Z City/State/Zip: a P11(? O' e G' , 3 i � 7 Phone: 77,20 2,h; -9,7.d 3 email: 116 ble . oyla l d- 4 23Xnha,0. Co/YJ SIGNATURE PRINT NAME STATE OF FLORIDA, COUNTY OF THE FOREGOING INSTRUMENT WAS SIGNED BEFORE ME THIS DAY OF DATE 20 BY WHO IS PERSONALLY KNOWN OR HAS PRODUCED AS IDENTIFICATION. (STAMP) SIGNATURE OF NOTARY PUBLIC PRINT NAME OF NOTARY PUBLIC SLCPDS: 12/16/2013 JOSEPH E. SMITH, CLEP7 ^F THE CIRCUIT COURT - SAINT LUCIE C(-7— -f FILE # 3963756 OR Be 3640 PAGE 2207, Recorded 06/11/2011, ;10:11 AM Permit No. 11%C.- CO ) a d. ltiole A'P1 ax Fo(fo No. %40 5-Go I • a33a.otio - O State of Florida County of St. Lucie The undersigned hereby gives notice that Improvement will be made to certain real property, and In accordance with Chapter 713, Florida Statutes, the following Information is provided in this Notice of Commencement. Legs ♦,ascription of Property: n eat address if available): Ja IL ✓ General description oftimprovementdT l�Fin9 !f ��lif�iB Ownerinforr anon or set Info rn do if Lessee contracted for the Improvement: Name y,a /�o/i Address _ / 7c 2 r Ff, p�,C r< N ,, f.4 Interest in property: Name and address offed simple titreholdbr (if different from Owner listed abd6el: contractor's Name: 0 U.24 d if Pr Contractor Address: Phone Number: Surety of applicable, a copy of the payment bond is attached): Amount of bond: $ Name and address: Phone number: Lander Name: Phone Number: Lender's address: Persons within the State of Florida designated by Owner upon whom notices or other documents may be served as provided by Section 719.13(1)(a)7., Florida Statutes: Name: Phone Number. In addition to himself or herself, Owner designates of Genots Notice as provided In Section 713 3(1)(b); Florida Statutes. Phone number of person or entity designated by owner to receive a copy of the Expiration date of notice of commencement: (the expiration date may not be before the completion of construction and final payment to the contractor, but will be 1 year from the date of recording unless a different date Is specified) WARNING TO OWNER: ANY PAYMENTS MADE BY THE OWNER AFTER THE EXPIRATION OF THE NOTICE OF COMMENCEMENT ARE CONSIDERED IMPROPER PAYMENTS UNDER CHAPTER 713, PART I, SECTION 713.13, FLORIDA STATUTES, AND CAN RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER ORAN ATTORNEY BEFORE COMMENCING WORK OR RECORDING YOUR NOTICE OF COMMENCEMENT. Under penalty of perjury, I declare that I have read the foregoing notice of commencement and that the facts stated therein are true to the best of my knowledge and belief. (Signature of Owner or lessee, or Owners or Lessee's Authorized Ofncer/Director/Partner/Manager (Signatory's Title/Office) The foregoing Instrument was acknowledged before me thls-l!day o %)-sO, , 20,1 By flcbvlo.Qk N %IN as low MC !' for PCbAeY dtaht j-% Name of Person Type of authority (e.g.officertrustee) P&W on behalf of v1hom Instrumentwas executled Personally known_or produced Identification_ (Signature of Notaryublic- State of Florida) (Print, Type, or Stamp Commissioned ry Publ Inv: Type of Identification produced A11%0Alk%04 �.7.�►'j-d DEANNA Sl to Pub1Yc 16,2016 V Po9� • 4 otaty Uec ExPlres EE 85616 1 '�°• •c. My�ommissronN Assn•y Na��onalNolaN .-r■ r.`', `--;;;.;o;�B gondedTnrou9b ..,.-�= STATE 6F FLOWA ST. LUCIE COUNTY MIS ISTOCERTIFYTHATTI1i51SA. �� �x �` ��r• ANU CORRECT COPY OFTHE _ �,4 TRUE �� ORIGINAL, A MIiiTH11-;ARK By: Date: Planning & Development Services Department Building & Code Regulations 2300 Virginia Avenue Fort Pierce, Florida 34982 (772) 462-1553 OWNER/BUILDER AFFIDAVIT DISCLOSURE STATEMENT F.S. 489.103 (7) EXEMPTIONS State law requires construction to be done by licensed contractors. You have applied for a permit under an exemption to that law. The exemption allows you, as the owner of your property, to.act as your own contractor even though you do not have a license. You must provide direct, on -site supervision of the construction yourself. You may build or improve farm outbuildings, a one -family or two-family residence or a commercial building at a cost of under $75,000.00. The building or residence must be for your own occupancy. It may not be built or substantially improved for sale or lease. If you sell or lease a building you have built or substantially improved your self within one year after the construction is complete, the law will presume that you built or substantially improved it for sale or lease, which is a violation of this exemption. You may not hire an unlicensed person to act as your contractor or to supervise people working on your building; it is your responsibility to make sure that people employed by you have licenses required by state law and by county or municipal licensing ordinances. You may not delegate the responsibility for supervising work to a licensed contractor who is not licensed to perform the work being done. Any person working on your building who is not licensed must work under your direct supervision and must be employed by you, which means that you must deduct F.I.C.A. and withholding tax and provide workers' compensation for that employee, all as prescribed by law. Your construction must comply with all applicable laws, ordinances, building codes, and zoning regulations. Initial �Al I understand that the building official and inspectors are not there to design or give advice on how to meet the minimum code.. Initial _ 0 /w I understand that as an owner -builder that any contract disputes with sub -contractors and I must be handled in a civil court with the advice of an attorney. This department will not mitigate any contract disputes. Initial I understand that if I compensate any person or company for work performed they are required to be „ licensed in this jurisdiction. If for some reasonA—ey do not possess. a license,.I may be responsible and-.liable.for. e -- ---. cost of the license. Initial I understand that if any person that is unlicensed and uninsured gets injured on my construction project - they may be entitled to workmen's compensation. I could be held liable for all doctor, lawyer and related medi al cost, which could include loss of wages during recovery from their injury. Initial To qualify for this exemption under this subsection, an owner must personally appear and sign the building permit application and initial the above. I hereby acknowledge that I have read and understand the above disclosure statement and that I further understand that any violation of the terms of the owner/builder exemption shall be reported by the Building and Zoning Department to the Florida State Department of Professional Regulation. Signed and acknowledged on this day of of 20 117 .11 OwnerBuilddi Signdture — STATE OF FLORIDA COUNTY OF . I_v c % 4, A The foregoing ' strument was acknowledged before me thisa day of :3 0IN`- , 20� by Z CCx is Jk C) 101 who is personally known to me, or who has produced ^3 C as identification. JJ��hrq�`J -, DEAN.,G��I NS Signature of Not Type or Print Name of No �'" ; - Notary Public ('C of Florida Title: Notary Public Commission Number �. a My Comm. Expires Dec 16, 2016 Commission # EE 858761 FLBonded Throu h SLCPDSD Revised 07/22/2010 g National Notary Assn. ��� "� yam✓ Planning-& Development Services Department Building & Code Regulations Division 2300 Virginia Ave Fort Pierce, FL.34982 772-462-1553 :.. Owner:B:ad.er A ffidavit=:]Electrical C®nt"cf iig _ ...__. DISCL.QSUROE S AI TEMENT F.S..489.503 {6:EXEMPTIONS State law requires electrical contracting to `be done by licensed electrical contractors. You have apLhed for a= - =permit-under--a:n=exemptiontorthat law:=- e exemption allows you -as the owner ofyourproperly, to act as your own electrical contractor even though you do not.have a license. You may install electrical wiring for a farm outbuilding or.a Single4amily or duplex residence. You lmv install electrical Wir;,,tr ;,, a uuu--- . p / J uvv. l ne Home ornuugmg must be..toryoiu.own.use-and-occupancy:- It y not: be built: for sale or lease:. Ifyou.sellor.lease more :than one building you have wired yourself within 1 year after the construction is complete, the law :will presume that you built itfor sale or.lease, which is. a violation of this exemption. You maynot hire an .unlicensed person as.your electrical contractor. Your..construction shall.be done according to building codes:and zoning. regulations. It is your responsibility.to make. sure that people employed by you have licenses required by state law and by county or municipal licensing ordinances. Failure, to do so inay result in a .liability for you! To qualify. for this exemption under this subsection, an owner must.persorially appear and,sign the building Permit application. I :hereby acknowledge that I have read and understand the above disclosure statement and that I ..further unders.tand.that.any..violation-of:the terms .of the owner/builder exemption shall be:reported by the Community Development Director to the -Florida .State Department of ProfessionalRegulatio ' Signed and acknowledged on this day of 20 OWNER/BUMDER SIGNATURE STATE OF FLORIDA COUNTY OF The foregoing instrumentwas acknowledged before me this a day of '-Iy r4- , 20 Vkwho is personally known to me or has produced _ hI \\ b — as.identification. (Seal) .Signature of Notary a `� _ -Print name of Notary .,, DEANNA GIVENS Title: No Notary Public • State of Florida _ f - 3' • » •e My Comm. Expires Dec 16, 2016 Commission # EE 858761 $FO LCPDSD vise.Li,F ,`i>'23,UM@Through National Notary Assn. St. Lucie County Owner Builder Commission Number$ �d1 PLANNING &.DEVELOPMENT SERVICES DEPAgtT1VIENT - - - - B_UfLDING-&_CODE RE�ULATIONS_DWSION- - - - _ _: .-.2300:VIRGINIA AVENUE_ -- - - _ ----- _._ - _ (772)=462=1553-_�_.._,t—_--- I, the undersigned, am the of the following described property, -_ r-�- - - - 0©o rj itr-M-10/Le al descri tion/Address — for`whch I`have' applied to St. Lucie County fora Final. Development-Permlt.,__ In accepting this Final Development Permit, BP Number = ,- I: acknowledge - that as , -owner, of the above .described property, and in. accordance with. Section _ 7.04.01(D) St -Lucie County Land Development Code, I shall be responsible for as _adequate' drainageso' that the immediate community W LL.NOT be -adversely affected _::. I fiufiher. acknowledge that in granting this permit for the development -of ,property,_—._ St. Lucie -County, is -neither obliged nor liable to provide for, .or=maintain-in:any; - _ adequate diamage _off my property which , will not adversely affect:. the immediate = - - _community. - Property Owner Name (Please Print) Property_ Owner Signature Date STATE OF FLORIDA, COUNTY OF J C� ACKNOWLEDGED BEFORE ME THIS a DAY OF ' J h ; 20A�, -. BY ) ,b11\C�� �" d ` WHO I5 PERSONALLY KNOWN TO ME,— 012 WHO HAS _-_ _ ------------- __-- :- AS IDENTIFICATION.--- PRODUCED (� d, era SIGNATURE OF NOTARY PUBLIC TYPE OR PRINT NOTARY WA APMSSION NUMBER ••• DEANNA GIVENS Off. pY PU;fin NQ:}f�bIIC -Slate 01 Florida My Comm. Expires' Dec 16, 201,6 =� • "a;; Commission # EE 858761 FO,`„� °`�` Bonded Through National Notary Assn. SLCPDSD Revised 08/2412010 A Lumber design values are in accordance with ANSI/TPI 1-2007 section 6.3 A-1 ROOF These truss designs rely on lumber values established by others. TRUSSES A FLORIDA CORPORATION RE: Job 58606B A-1 Roof Trusses 4451 St Lucie Blvd Site Information: Fort Pierce, FL 34946 ustomer Info: DONALD NOBLE Project Name: NOBLE GARAGE ot/Block: Model: NOBLE GARAGE Address: Subdivision: City: County: St Lucie State: FL Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: License #: Address: City: General Truss Engineering Criteria Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2010/TP12007 Design Program: MiTek 20/20 7.5 Wind Code: ASCE 7-10 Wind Speed: 160 MPH Roof Load: 50.0 psf Floor Load: 0.0 psf This package includes 6 individual, dated Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61 G1 5-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Seal # Truss Name Date 1 A0332143 901 5/15/14 2 A0332144 B02 5/15/14 3 A0332145 CA 5/15/14 4 A0332146 HC5 5/15/14 5 ' A0332147 1-1J3 5/15/14 6 A0332148 J3 5/15114 The truss drawing(s) referenced have been prepared by MiTek Industries, Inc. under my direct supervision based on the parameters provided by A-1 Roof Trusses, Ltd. 1 russ Design Engineer's Name: Julius Lee 111y license renewal date for the state of Florida is February 28,2015. NOTE: The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility•of the building designer, per ANSI/TPI-1 Sec. 2. Page 1 of 1 Julius Lee, PE / Florida Certification Number 34869 1109 Coastal Bay; Boynton Beach, FL 33435 vS S, —\GENSF' * 34869 * — —70 W= STATE OF 4U� 'ice///S•.OF,�ORID / �G 1109 COASTAL BAY BOYNTON BC,FL 33435 6/15/14 o toss cuss ype ty Y A0332143 58606E B01 Hip 1 1 Job Reference o tional Al ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.500 s Nov 26 2013 Print: 7.500 s Nov 26 2013 MiTek Industries, Inc. Thu May 15 09:17:08 2014 Page 1 I D:SCSNC7xfneidBlMVjscDmczltKq-bCHS_izhg2daSKGgx1 YFs93kYpNBvFABM5JDGVzGJMf 5-1-8 -2-0-0 4-10-8 10-M 12-0-0 2-0-0 4-10-8 01 4-10-8 2-0-0 0-1-8 Scale=1:23.5 4x4 = ±I� • 4-10-8 5-1-8 S,Or0 10-0-0 4-10-8 0 1-8 4-10-8 0-1-8 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 30.0 Plates Increase 1.25 TC 0.38 Vert(LL) 0.02 6-12 >999 360 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.22 Vert(TL) -0.03 6-12 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.07 Horz(TL) 0.01 4 n/a n/a BCDL 10.0 Code FBC2010lrP12007 (Matrix-M) Weight: 40 lb FT = 0% LUMBER TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uk REACTIONS (lb/size) 2 = 664/0-8-0 (min.0-1-8) 4 = 664/0-8-0 (min. 0-1-8) Max Horz 2 = 44(LC 13) Max Uplift 2 =-153(LC 12) 4 =-153(LC 13) FORCES (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-629/302, 3-4=-629/302 BOT CHORD 2-6=-214/710, 4-6=236/726 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=S.opsf; BCDL=3.opsf, h=25ft; Cat. II; Exp B; End., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 153 lb uplift at joint 2 and 153 lb uplift at joint 4. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard Julius Lee, P.E. #34869 1109 Coastal Bay Boynton Beach, FL 33435 oruss cuss ype Qty ply A0332144 586068 1,102 Hip Girder 2 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.500 s Nov 26 2013 Print: 7.500 s Nov 26 2013 MiTek Industries, Inc. Thu May 15 09:17:08 2014 Page 1 ID:5CSNC7xfneidBfMVjscDmczltKq-bCH5_izhg2daSKGgxl YFs93iSpNnvGUBM5JDGVzGJMf 2-11-0 3-0-0 7-0-0 10-0-0 12-0-0 2-0.0 3-0.0 4-0-0 3-0-0 2-0-0 Scale=1:23.5 Special Special axy — aped., opeaai oxq = 3-0-0 7-0-0 10-0-0 3-0.0 4-0.0 3-0-0 Plate Offsets (X,Y): [3:0-5-4,0-2-0) LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defi Ud PLATES GRIP TCLL 30.0 Plates Increase 1.25 TC 0.45 Vert(LL) -0.02 7-8 >999 360 MT20 2441190 TCDL 10.0 Lumber Increase 1.25 BC 0.24 Vert(TL) -0.04 7-8 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.05 Horz(TL) 0.01 5 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Weight: 46 lb FT = 0% LUMBER TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation gi idr REACTIONS (lb/size) 2 = 672/0-8-0 (min. 0-1-8) 5 = 672/0-8-0 (min. 0-1-8) Max Horz 2 = 32(LC 12) Max Uplift 2 =-189(LC 4) 5 =-189(LC 5) FORCES (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-779/215, 3-15=-681/208, 4-15=-081 /208, 4-5=-780/214 BOT CHORD 2-8=164/675, 8-16=161/681, 7-16=161/681, 5-7=-148/675 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf; BCDL=3.0psf; h=25ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; end vertical left exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 189 lb uplift at joint 2 and 189 lb uplift at joint 5. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity, model was used in the analysis and design of this truss. 9) "NAILED" indicates 3-1 Od (0.148"x3") or 3-12d (0.148"x3.25") toe -nails. For more details refer to MiTek's ST-TOENAIL Detail. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 111 lb down and 93 lb up at 3-0-0, and 111 lb down and 93 lb up at 7-0-0 on top chord, and 68 lb down and 31 lb up at 3-0-0, and 68 lb down and 31 lb up at 6-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=80, 3-4=80, 4-6=80, 9-12=20 Concentrated Loads (lb) Vert: 3=-8(F) 4=8(F) 8=-1(F) 7=1(F) 15=5(F) 16=-2(F) Julius Lee, P.E. #34869 1109 Coastal Bay Boynton Beach, FL 33435 o toss cuss ype ty y A0332145 586068 CJ1 Comer Jack 8 1 , Job Reference o tional Al ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.500 s Nov 26 2013 Print: 7.500 s Nov 26 2013 MiTek Industries, Inca Thu May 15 09:17:D9 2014 Page 1 ID:5CSNC7xfneidBfMVjscDmczitKq-3OrTB2_KRMIR3Ur1 V13UPNbvlDmpe/YKbl2mpxzGJMe -2-0-0 _ 0-11-11 2-0-0 0-11-11 Scale = 1:7.5 0-11-11 , 0-11-11 LOADING (psf) SPACING 2-0-0 CSI DEFL in Qoc) I/deft Ud PLATES GRIP TCLL 30.0 Plates Increase 1.25 TC 0.38 Vert(LL) 0.00 6 >999 360 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.06 Vert(TL) 0.00 6 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2010rrP12007 (Matrix-M) Weight: 6 lb FT = 0% LUMBER TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 0-11-11 cc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS (lb/size) 2 = 355/0-8-0 (min. 0-1-8) 5 = 43/Mechanical 3 = -54/Mechanical Max Horz 2 = 54(LC 8) Max Uplift 2 = -163(LC 8) 5 = 43(LC 1) 3 = -54(LC 1) Max Grav 2 = 355(LC 1) 5 = 30(LC 8) 3 = 39(LC 8) FORCES (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BOT CHORD 2-5=208/254 NOTES 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf; BCDL=3.Opsf; h=25ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 163 lb uplift at joint 2, 43 lb uplift at joint 5 and 54 lb uplift at joint 3. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard Julius Lee, P.E. #34869 1109 Coastal Bay Boynton Beach, FL 33435 o toss toss ype y A0332146 58606E HC-7 RAFTER TRUSS 4 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.500 s Nov 26 2013 Print: 7.500 s Nov 26 2013 MiTek Industries, Inc. Thu May 15 09:17:09 2014 Page 1 ID:In 1 E14n4krFMR5vCXB 1 ws4z2Ovo-3DrTB2_KRMIR3Url V13UPNbxhDmnelYKb12mpxzGJMe 2-9-5 2-9-5 Scale = 1:7.7 v 2-9-5 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/de0 L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.23 Vert(LL) -0.01 1-2 >999 360 TCDL 7.0 Lumber Increase 1.25 BC 0.00 Vert(rL) -0.01 1-2 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a n/a BCDL 10.0 Code FRC20101TP12007 (Matrix-M) Wind(LL) 0.01 1-2 >999 240 Weight: 4 lb FT = 20% LUMBER TOP CHORD 2x4 SP No.3 BRACING TOP CHORD LOAD CASE(S) Structural wood sheathing directly applied or 2-9-5 oc Standard purlins. BOT CHORD Rigid ceiling directly applied. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 1 = 72/Mechanical 2 = 72/Mechanicai Max Harz 1 = 30(LC 12) Max Uplift 1 = -35(LC 12) 2 = -44(LC 12) FORCES (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES 1) Wind: ASCE 7-10; Vult=150mph (3-second gust) Vasd=116mph; TCDL=4.2psf; BCDL=5.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) ' 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. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 35 lb uplift at joint 1 and 44 lb uplift at joint 2. 5) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. Julius Lee, P.E. #34869 1109 Coastal Bay Boynton Beach, FL 33435 Job I russ toss ype ty y A0332147 58606B HJ3 Diagonal Hip Girder 4 1 - Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34M Run: 7.500 s Nov 26 2013 Print: 7.500 s Nov 26 2013 MiTek Industries, Inc. Thu May 15 09:17:09 2014 Page 1 ID:5CSNC7xfneidBfMVjscDmczltKq-3OrTB2_KRMIR3Url V13UPNbn5DicejYKbl2mpxzGJMe -2-9-15 2-4-10 4-2-3 2-9-15 2-4-10 1-9-9 Scale=1:13.7 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plates. Increase 1.25 TC 0.84 Vert(LL) -0.03 4-7 >999 360 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.27 Vert(TL) 0.03 4-7 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.00 Horz(TL) -0.00 2 n/a n/a BCDL 10.0 Code FBC2010/iP12007 (Matrix-M) Weight: 17 lb FT = 0% LUMBER TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 4-2-3 oc puriins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 3 = 93/Mechanical 2 = 421/0-10-15 (min. 0-1-8) 4 = 18/Mechanical Max Horz 2 = 100(LC 4) Max Uplift 3 = -36(LC 8) 2 = -175(LC 4) 4 = -11(LC 19) Max Grav 3 = 93(LC 1) 2 = 421(LC 1) 4 = 48(LC 3) FORCES (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-8=-744/992 BOT CHORD 2-9=-10501769 NOTES 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf; BCDL=3.Opsf; h=25ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; end vertical left exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 36 lb uplift at joint 3, 175 lb uplift at joint 2 and 11 lb uplift at joint 4. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) "NAILED" indicates 3-1Od (0.148"x3") or 2-12d (0.148"x3.25") toe -nails. For more details refer to MiTek's'ST-TOENAIL Detail. 9) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=80, 4-5=20 Concentrated Loads (lb) Vert: 8=55(F=27, B=27) 9=54(F=27, B=27) Julius Lee, P.E. #34869 1109 Coastal Bay Boynton Beach, FL 33435 Job I russ russ I ype y A0332148 58606E AJack-Open 6 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.500 s Nov 26 2013 Pdnt: 7.500 s Nov 26 2013 MiTek Industries, Inc. Thu May 15 09:17:10 2014 Page 1 I D:5CSNC7xfneidBfMViscDmczltKq-XbOsPN7yCgtlheQD2Sajxa842d65NAoUgPoKLNzGJMd -2-0-0 3-0-0 2-0-0 3-0-0 Scale = 1:11.4 3-0-0 3-0-0 Plate Offsets (X,Y): 12:0-1-7,0-1-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plates Increase 1.25 TC 0.38 Vert(LL) -0.00 7 >999 360 MT20 2441190 TCDL 10.0 Lumber Increase 1.25 BC 0.06 Vert(TL) -0.01 4-7 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2010ffP12007 (Matrix-M) Weight: 13 lb FT = 0% LUMBER TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installationguide. REACTIONS (lb/size) 3 = 75/Mechanical 2 = 361/0-8-0 (min. 0-1-8) 4 = 22/Mechanical Max Horz 2 = 79(LC 8) Max Uplift 3 = -35(LC 12) 2 = -112(LC 8) Max Grav 3 = 75(LC 1) 2 = 361(LC 1) 4 = 43(LC 3) FORCES (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-305/155 BOT CHORD 24=152/269 NOTES 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf; BCDL=3.Opsf; h=25ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 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 35 lb uplift at joint 3 and 112 lb uplift at joint 2. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard Julius Lee, P.E. #34869 1109 Coastal Bay Boynton Beach, FL 33435 A a s� 1100 A-1 ROOF AgoTRUSSES A FLORIDA C.OIPORA'i'ION Important Notes / Please Review Prior to Truss Installation: 1) Trusses are to be handled, installed and braced in accordance with the following standards: ANSI/TIP 1-2007; WTCA 1-1995 —"Standard Responsibilities in the Design Process Involving Metal Plate Connected Wood Trusses", and `SCSI 1-03 Guide to Good Practice For Handling, Installing, & Bracing of Metal Plate Connected Wood Trusses" published by WTCA and Truss Plate Institute. Any of this material can be obtained by contacting A -I Roof Trusses. Spanish versions are also available. 2) All temporary and permanent bracing design, connection, material, and labor by others. 3) Truss designs are for an individual component, not for a truss system. Reactions and uplifts may vary from building designers calculated loads. The building designer is ultimately responsible for clarifying any discrepancies. 4) If provided by truss manufacturer, any engineered beams provided have been sized using information design guides or software provided by the beam manufacturer. The building designer should verify all loads uplifts, and bearing requirements. Truss manufacturer is not responsible for specifying beams, other than those provided by taus manufacturer. 5) Unless specified, roof trusses are not -designed for any additional attic storage loads. 6) On flat surfaces, adequate drainage must be provided to avoid ponding. 7) It is the builder's responsibility to assure there is adequate room for A/C ducts, electrical wiring and plumbing runs to assure they do not interfere with the truss chords. (Roof and floor.) Truss chords and webs cannot be cut. Attic access opening should be located between trusses unless otherwise noted. 8) Unless specified, valley framing design, connection, material and labor to be supplied by the builder. 9) Attached drawings are standard details that cover most installation standards. Structural details provided by the building designer supersede any attached details. 10) Trusses are not designed to carry the chimney, cupola, steeple, or other structures unless specified. Structure should be framed through the trusses to be supported by the foundation. In cases where trusses are designed to carry the structure above all loads and uplifts MUST be verified by building designer. Connection of structure to trusses must be provided by the building designer. 1 1) The specific engineered truss drawings are subject to other terms, conditions, and details on the truss placement plan and/or individual truss design drawings. 12) Trusses are designed to carry ONLY the specified loads on the engineered drawings. Point. loads for materials, erection personnel, equipment, whether temporary or permanent, are -not allowed unless specified on sealed engineered drawings. Any questions or comments feel free to contact A-1 Roof Trusses at 772-409-1010. 4451 St. Lucie Blvd., Fort Pierce, FL 34946 772-409-1010 Office 772-409-1015 Fax www.AItruss.com Name: U vs P Address: STRUCTURAL CONNECTORS' Customer., k'Company Number. Hangers 4r� lit MA' -R� lar, 0 21 Ii Q"5 '.12556. Ma 159 9' PuTt. PI00%'? a TI JUS24 1881, 655 750 820 510 4-10d (Header) F1.821.39, 2 - lod (Joist) 0510.01, RR 25779 LUS24 670 765 825 490 4 -10d (Header) I 1 1 2 - I ad (Joist) T2 JUS26 188:4 850 975 1060 1115 4- 10d {Header) FI.821.42, 4 - 10d (Joist) Oslo." RR 25779 LUS26 665 .990 1070 1165 4 -10d (Header) 4 - iod (joist) T3 MSH422 1831, - - 22 -10d (Face - Face Max Nailing) F1.822.36, 6 -10d (Face - Top Max Nailing) 08- 6 - 10d (Joist - Face Max Nailing) 0303.06, 6- 10d (Joist -Top Max Nailing) RR 25836, 4-10d (Top-TopMaxNaillng) 13116-R TKA422 2245 2245 2245 6 - 16d (Carried Member - face Mount) 6- lad (Carried Member - Top Flange) 22 - 16d (Face, - Face Mount) 2 - 16d (Face - Top Flange) 4 - I 6d (top - rap Flange) 1.635 1835 1835. 2 -10d x 1-112 or - 10dx 1-112 (Carried Member) 20 -10d or2 - lod (Face) 4-10d(Top) USP Structural Connectors I�M T4 TH D26 178:4 2495 2855 3060 2170 - 18 -16d (Face) .FL13285.35 12-10d x 1-1/2 (Joist) , 06- 0921.05, RR 25843 H1U26 2940 3340 3600 1555 11 - IOd x I-112 (Carried Member) 20 -10d x 1.112 (Carried Member - Max Noiling) 20 -16d (Corrytng Member) 27 -16d (Carrying Member- Max Nalling) T5 THD26-2 17814 2540 2920 3175 2285 18 - 16d (Face) FL13285.35 12 -10d (Joist) , 06- 0921.05, RR 25843, 13116-R • HHU526 2 2785 3155 3405 1550 - 14 -16d (Face) 6-16d (la(st) HW26-2 2940 3340 3600 2175 - 10 -10d (Carried Member- Max Nulling) 20 -16d (Carrying Member- Max Nailing) T6 THD28 1781, 3865 3965 3965 2330 - 28 -16d (Face) FL13285.35 16 - 10d x 1-1/2 (Joist) , 06- 0921.05, RR 25843 HTIJ28 3820 4340 4660 2140 - 26 -10d x 1-112 (Carried Member - Max Nalling) 26 -16d (Canying Member- Max Nalling) T7 THD28-2 178:4 3950 4540 4935 2595 - 28 - 16d (Face) FL13285.35 16 -10d (Joist) , 06- 092L05, RR 25843, .13116-R . HHU528 2 4210 4770 ' 5140 2000 - 22 -16d (Face) 8 - I6d (Joist) H'U28-2 3820 4340 4680 3485 - 26 - I0d (Carried Member - Max Nalling) 26 - I6d (Carrying Member- Max Nalling) T8 THD46 1.783, 2540 2920 3175 2285 - - - 18- 16d (Face) . FL13285.35 12 -10d (Joist) , 06- 0921.05, RR 25843, 13116-R USP Structural Connectors � HHIJS46 2790 13160 3410 11550 - 14 -16d (Face) 6 -16d (Joirt) T9 THD48 1781. 3950 4540 4935 2595 28 - 16d (Face) FL13.285.35 16. 10d (Joist) 06- 0921.05, RR 25843, 13116-R HHUS48 4210 4770 5140 2000 22 -16d (Face) 8 -16d (Joist) T10 THDH26-2 18" 3915 4505 4795 2235 - 20-16d(Face) FL821.75, 8- 16d (Joist) 06- 0921.05, RR 25779, 13116-R HGUS26-2 435S 487S 5230 213E - - 20 -16d (Face) 8 -16d (Joist) T11 THDH26-3 1881, 3915 4505 4795 2235 20 -16d (Face) FL821.75, 8 -16d (Joist) 06- 0921.05, RR 25779. HGUS26-3 4355 4875 5230 2155 20 -16d (Face) 8-16d (Joist) T12 THDH28-2 1881, 6535 7515. 8025 2665 36 -16d (Face) FL82L77, 10 -16d (Joist) RR 25779, 13116-R HGUS28-2 7460 7460 7460 3235 36 -16d (Face) 12 -16d (Joist) T13 THDH28-3 1881, 6770 7785 8025 2665 - - - 36-16d(Face) FL821.77, 12.16d (Joist) 06- o9z1.o5,. RR 25779 HGUS28-3 7460 7460 7460 3235 36 - 16d (Face) 12 -16d (Joist) USP Structural Connectors Im Name: P Address: STRUCTURAL CONNECTORS' Costumer. A MTeICr_OW oy Contact Number. Fastener Comparison Table --,r cYe _?:.c.v��a,:c -'`_. z� _- ;s-Y.•Y=�- _�tw:.y --.. tr:o." `"`a:—U, .._e---x__:tr`;-.�-a>_- • �-� �: �— N r.�.= � =-=-tea ��.-•�-✓..Connector_•_�cheduFe tea- ic.-•°..•�•-�....,++.---w'^..r:�-"=L*x�tic::'r,�-�`:rw_k�:f='s^°`-T�c�c+.4--+-.tr=''_''s.x _ _ z.._ .v._.c:,a_?t:_ _ .:.�c=.^.�.^14`>..�.n- _- '��i.. _ a,G" �'-`�.: F—`•"�,::``�'�M-�-Is�-'�.=.�^�sf;--°'�'c����' N _ .-..:satr-rvr`,.� - y:�..rst:�c a•.y .. c'�"' _ "'tit �•2 iu•:_ •.,:Lra,.--cS:=�— ,�3�-E.r`:5�=�`�:ec-:�. �.ti_�-��.Ce �-:C p- „HS w�Yf•p+'ei - siiYf�.�� ��. � Via. :.. _� � ;��. rY'.�.t:�.Z-� 3G:Lc!ti bL'' C�'i`y~.� .�i'.c;.✓•��r3,� .�Nq,-'�J•.��.L� __ti ^'.vi--`i-ke',�s+.� �Y':R•J vim:. �� �•�?c-�c-^'.'v.-.Gad. 4"a�:_,<�.-:-fc-.•r� -y+ - T1 JUS24 4-10d (Header) tUS24 4-10d (Fleadel) 2 -10d (Joist) 2-10d (Joist) - TIO THDH26-2 20 -16d (Face) NGUS2&2 20 -16d (Face) 8 -16d (Joist) 8-16d (Joist) - T11 THDH26-3 20 -16d (Face) HGUS26-3 20-16d (Face) 8 -16d (Jo-lst) 8 -16d (Joist) - T12 THDH28-2 36-16d(Face) NGUS282 36-16d(Face) 10 -16d (Joist) 12 -16d (Joist) - T13 THDH28-3 36-16d (Face) HGUS28--3 36-16d(Face) 12 -16d (Joist) 12 -16d (Joist) - T2 JUS26 4-Iod (Header) LUS26 4 - 10d (Header) 4 -10d (Joist) 4-10d (Joist) - T3 MSH422 22-10d (Face - Face Max Nailing) THA422 6-16d (Carried Member- Face Mount) 6 -1od -(Face -Top Max Nailing) 6-10d (Carried Member- Top Flange) 6 -1od (Joist - Face Max Nailing) 22 -16d (Face - Face Mound 6 -10d (Joist -Top Max Nailing) 2 -16d (Face - Top Flange) 4 -10d (Top -Top Max Nailing) 4-16d (rap- Top Flange) n - T4 THD26 18 -16d (Face) HTU26 11- IOd x 1-112 (Carried Member) 12 -10d x 1-1 j2 (Joist) 20 -10d x 1-IR (Carried Member - Max Nailing) 20 -16d (Carrying Member) 20 -16d (Carrying Member - Max Nailing) - TS TH026-2 18 -16d (Face) HHUS2G2 14 -16d (Face) 12-10d (Joist) 6- I6d (Joist) - T6 THD28 28-16d(Face) HTU28 26-I0dx1-W(CarrledMember- 16 -10d x 1-1/2 (Joist) Max Nailing) 26 -16d (Carrying Member - Max Nailing) 77 THD28-2 28 -16d (Face) HHUS29-2 22-16d (Face) 16-10d (Joist) 8-16d (Joist) - T8 THD46 18 -16d (Face) HHUS46 14-16d (Face) 12 - led (Joist) 6 -16d (Joist) - TS THD48 28 -16d (Face) HHUS48 22 -16d (Face) 16 - Tod (Joist) 8 -16d (Joist) USP Structural Connectors j Name: p Address STRUCTURAL COIMNECiO" Customer. A Mirsk'Company Corstact: Number. I AN gal � =��� �,, a :.• S� ! ! ! • I x ! 1 ! 1 flange, 1 !ty. ! . a Left flange ON �r/ramD Right Wight, Vflanoc * ! : ! . f USP Structural Connectors; Address STRUCTURAL CONNECTORS' Customer: AM7ak'Compasy Contact: Humber: flange iv c �t M 85- D Right flange THD48 (Qtyl 1) USP Structural Connectors I I I — - — -� -- - - 03:74M eObX&seffWbMVRs 4- hNEB&':3EN7QSuFfAg4V%ry23vDUMeyF.r 2 915 5-1-9 9-9.11 9.10.1 291s �a-1'3 4&1 216d aas TYPICAL HIPJACK CONNECTION toe nail 4. s=72 TSTBK MAX 55 PSF MAX ROOF LOAD mum 170 MPH EX C H=2& MAX WA13 A 24 t 2, 7Y N41IF� 3it4 WAIF 3 12 d n t24E ED T1 tiAil� 11 =e allcomarjadc !t - ,,*h1llidtoerrar1s'IC" Ct;p. 2 r—r n On m u B S 74 1s 7 7fi S 3xs — 7 f14fl.S) tiAllSD 1VAtlID — NAiLID NAILED NAILED 24-str3p649dx15- e?.dh end OADING (psf) SPACING 2-0-0 CS1 VEFL in (loc) I/&0 Ud PLATES GRIP ' CLL 30A Plates Increase 125 TC 0.71 Vert(LU -0.03 67 v999 350 Mm 244i190 CDL 15.0 Lumber Increase 1.25 BC (L49 Vert(TL) -0.09 67 >999 240 CLL 0.0 ' RepSress Inc NO WB 0.50 Hoa4Tra 0.01 6 nia nia CDL 10.0 CD& FRC201 DTP12M7 (Matrix-M) Weight: 44lb Fr - 0-1Li6iBEA I BRACING OP CHORD 2x4 SYP rel 38 TOPCHORD Stnrtural rmod sheathing directly applied or 5.0.0 oc pudIns. OT CHORD 2r4 SP Na2 BOT CHORD Stru�,.tural mod sheathing cluerAyapplied or 54 4 og bracing. WEBS 2x4 SP No.3 M[Tek mco mnends that StaWlzers and requiredcross bracing be Installed during tus erection, in aexrdanme vdth Stabilizer 3RON5 Qbfsr2e) 4-1831te-Chanloal,2-60&10.10-15 (min.0-1-8).6-3622Med7anlcal Max Horz2-30%LC 4) Max UpRI14.-156(LC 4), 2-382(LC 4). 6-159(LC 8) Max Grav4-219(LC 2k 247SWC 4 5-4.12(LC 2) :ES (Ib) - Max. Compilft . Ten. -All forces 250 (ib) or less except when showin. CHORD 2-11.-P33i645,1.1-12--B56i3D7, 3-12--U&-303 CHORD 214--Ml/84% 14-15--•13Da4g, 7-IS- 391849.7-15--4391848, 6-16--439" S 3-6-916i 475 Wlrnd:ASCE 7-10;170mph Msecond gust) Vasd-132rnph; TOOL-5.10?st; BC0L-5.opst; h-25ft; Cat. Ih Exp C; EncL, GCpl-0.18; MWFP.S (envelope); cantilever left and right exposed; Lumber DOL-1.33 plate grip DOL-1.33 This truss is not designed to support a ceiling and is not Intended for use vdlere aesth etics are a consideration. Plates checked for a plus or Nnus 0 degree rotation about Its center. This truss has been designed fora 10.0 psf bottarn chord five bid nonconcurrent with any other five loads. ' This truss hs been designed fora five load of 20.0psf on the bottom chord in all areas where a rectangle 3-rr0 tall by 2-D-0 wide mill fit beh+een the bottom chord and any other members. VIC ,Nf 348659 1L1 STATE OF N lflliitll� 1109 COASTAL BAY BOYNTON BC,FL 33435 1012D112 TYPICAL ALTERNATE BliACING DETAIL 'FOR EXTERIOR FLAT GIRDER TRUSS iz 412tl r. PITCH�� TRUSS -24" Q.c, UPLJFT CONNECTION SEE ROOF TRUSS EXTERIOR FLAT GIRDER L i MAX 30°' (2'--5") s•K 2 Sp BOTH FACES 24" N34869IMPSC�N I'd H �STATSOF •,�`r?�� 1109 COASTAL BAY BOYNTON BC,FL 33435 10/29/22 STANDARD PIGGYBACK TRUSS IEEBRUARY 14, 2012 I CONNECTION DETAIL (PERPENDICULAR) ST PIGGY-PERP.I o a fffek Industries. Inc. DETAIL IS NOT APPLICABLE FOR TRUSSES TRANSFERING DRAG LOADS (SHEAR TRUSSES ADDITIONAL CONSIDERATIONS BY BUILDING ENGINEERIDESIGNER ARE REQUIRED. PIGGY43ACK TRUSS (CROSS-SECTION VIEW Refer to actual truss design drawing fot additional piggyback truss information. NEARSIDE 19 ek kdusties, Chesterfield. MO Page 1 of 1 MAX MEAN ROOF HEIGHT=30 FEET BUILDING CATEGORY 11 WIND EXPOSURE B or WIND DESIGN PER ASCE 7-98, ASCE 7.02, ASCE 7-05100 MPH (MWFRS) WIND DESIGN PERASCE 7-10125 MPH (MWFRS) DURATION OF LOAD INCREASE FOR WIND LOADS:1.60 THIS DETAIL SHALL BE ONLY USED FOR RESISTING A VERTICAL WIND UPLIFT UP TO 140 LEIS MAXIMUM AT EACH CONNECTION POINT. BUILDING DESIGNER IS RESPONSIBLE FOR THE LOAD EXCEEDING THIS LIMITATION ANDIOR IN OTHER DIRECTIONS. ATTACH PIGGYBACKTRUSS TO BASE TRUSS WITH (2) -1 f d (.131 mS') NAILS /FAR SIDE FLATTOP CHORD OF BASE TRUSS BASE TRUSS (SIDE VIEW) Refer to actual truss design drawing far additional base truss information. NOTES FORTOE-NAIL: 1. TOE -NAILS SHALL BE DRIVEN AT AN ANGLE OF 30 DEGREES WITHTHE MEMBER AND STARTED 1/3 THE LENGTH OF THE NAIL FROM THE MEMBER END AS SHOWN. 2. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OFTHE WOOD. NOTES FORTRUSS: 1. THIS DETAIL IS VALID FOR ONE -FLY PIGGYBACK TRUSS ONLY: 2 THE CHORD MEMBER OF PIGGYBACK AND BASE TRUSSES MUST BE SOUTHERN PINE OR DOUGLAS RR -LARCH LUMBER: 3. THE SPACING OF PIGGY13ACK TRUSSES AND BASE TRUSSES LS 2 FT OR LESS: 4, THE PIGGYBACK TRUSSES SHOULD BE PERPENDICULARTO BASE TRUSSES. S. PIGGYBACK TRUSS MAY NOT CANTILEVER OVER BASE TRUSS OR HAVE AN OVERHANG WHICH WILL CREATE A HIGHER UPLIFT AT CONNECTING POINT. ```t1Itt111111, S. _ * ' N 34869 ' • STATE OF 1109 COASTAL BAY BOYNTON BC,FL 33435 '10/19/12 FE13RUARY 14, 2012 I Standard Gable End Detail SHEET 2 - 1�0 ® MTek Industries, CheAefe)d. MO Page 2 of 2 � EDALTERNATE DIAGONAL BRACING TO THE BOTTOM CHORD I V ITrusses C7a 24w o.c. HOP.IZONTALBRACE (SEE SECTION A A) 2r5DIAGONALBRACESPACED WO.C. ATTACHED TO VERTICAL WITH [[' -15 •MTekindusWes,Inc. Roof Sheathing--� i TO MONHEDI NGWWIRE npSANDACOMMON ro BLOCKiNG WfITI (s} -1ad coMMaus. Max. 'E THE RESPONSIBIMOF THE BLDGDESIGNER OR iEPRO.IECTENGINEERIARCHTECTTODESIGN THE A L DIAGONAL NAILAL BRACETb GONT'No16dNAILS SU14G DIAPHRAGM AND ITS ATTACHMENTTOTHEWITH 3USSESTO RESITI-ALL OUT OF PLANE LOADS THAT AY RESULT FROM THE BRACING OFTHE GABLE ENDS 2X4PURL44 FASTENED TO FOUR TRUSSES WITH TWO 16d NAILS EACH. FASTEN PURLIN \ TO BLOCh1NG WMAJO 15d NAILS (MIN) Diag. Brace \ \ at 113 points PROV(DE ZC4BLOCKING BETWEEN THE T RUSSES THES AND ' if needed ON EITHER SIDE AUPPORTING NOTED. TOENAIE LN LO IUONG s \ TOTRUSSESWITH(2)-1adNAILSATEACH END. ATTACH DIAGONAL BRACE TO BLOCMG WITH M -1 Od COMMON WIRE NAILS. End Wail ��..-_ -= •:,� ,.a-��.-,. . BRACING REQUIREMENTS FOR STRUCTURAL GABLE TRUSSES STRUCTURAL GABLE TRUSSES MAYBE BRACED AS NOTED: METHOD 1 : AT AACH A I,ATCHWG GAM ETRUSS TFTHE WSME FACE Or -THE STRUCTURAL GABLE AND FASTEN PER THE FOLLOWING NAILING SCHEDULE METHOD 2:ATrACHZK CAL M�� OMniESTRUOTHE FACE OF EACH _TURA[ GABLE PER THE FOLLOWING SCAB VEMI NAILING SCHEDULE. SCABS ARETO BE OF THE SAME SIGRADE ZE, AND SPECIES AS THE TRUSS VERTICALS NAILING SCHEDULE: • FOR WIND SPEEDS 120 MPH (ASCE7-SB, 02, M.150 MPH (ASCE7-10) OR LESS, NAILALL MEMBERS WITH ONE ROW OF 10d (131- X 31 NAILS SPACED 6' O.C. - FOR WIND SPEEDS GREATER 120 MPH (ASCE 7•e8, 02, On 150 MPH (ASCE 7-10) NAIL ALL MEMBERS WITH TWO ROWS OF 10ii (131- X 31 NAILS SPACE) 6- O.C. (2X 4 STUDS MINIMUM) STRUCTURAL GABLETRUSS MAXIMUM STUD LENGTHS ARE LISTED ON PAC ALL BRACING METHODS SHOWN ON PAGE 1 A_ _ VAUD AND ARETO BE FASTENED TOTHE SCABS OR VERTICALSTUDS OFTHESTANDARD GABLETRUSS aN THE INTERIOR SIDE OFTHE STRUCTURE SHEATHING INLAYED STUD i AN ADEOUATE DIAPHRAGM OR OTHER METH O RfjEll NG MUST CHORD TO RESIST ALL OUBE PRESENTTO PROVIDE T OFPLANEEAIAWRp� �OWN / IN THIS DETAIL IS FORTHE VERTICAkS4)5 .,,, Y: Z -ice �`=•�cEnrsF•--�` ' • N 34869 NOTE, THIS DETAIL 1510 8E USED ONLY FOR � = STRUCTURALGASLESWTfH INLAYED ^ .� - ST LIDS. TRUSSES WITHOUT INLAYED SjUDSARENCii ADDRESSED HERE O = t9 1.. � STATE OF STANDARD ' �� .'• :"LORtpP.: GABLETRUSs S�O1VAL�\ 1 111111111101 1109 COASTAL BAY BOYNTON BC,FL 33435 D PIGGYBACK I FEBRUARY 14, 2012 I TR SUSS CONNECTION DETAIL I ST-PIGGY-PLATE I ono �QQ moo O t�O a MITek Industries, Inc. This detail is applicable for the following wind conditions: ASCE 7.98, ASCE 7-02, ASCE 7-05, ASCE 7-10 Wind Standards under all enclosure and exposure conditions as long as no upCtft exceeds 377lbs. Refer to actual piggyback truss design drawing for up lift. NOTE: This Detail is valid for one ply trusses spaced 24' o c. or less. PIGGYEACKTRUSS defer to ad ual truss design drawing for additional piggyback truss information. SPACE PURLINS ACCORDING TO THE fv X4MUM SPACM ONTHE TOP CHORD DFTHE BASE TRUSS (SPACING NOT TO EXCEED 24' O.C. A PURUNTO BE LOCATED AT EACH BASE TRUSS JOtN t. MTek Industries, ctasi rrwd, Ma Page 1 of 1 Attach piggyback truss to the base truss with 3"xB" TEE -LOCK Muld-Use connection plates spaced 48' o.c. Plates shall be pressed into the piggyback truss at 48' o.c. staggered from each face and nailed to the base truss with four (4)- Sd (I-Tx0.099') nails in each plate to achieve a maximum uplift capacity of 3777 lbs. at each 3'xB' TEE -LOCK Multi -Use connection plate - (Minimum of 2 plates) Attach, each purlin to the top chord of the base truss. (Pudins and connection by others) RASE TRUSS Refer to actual truss design drawing for additional base truss information. N 34869 tau Q • STATE OF IPA 1109 COASTAL BAY BOYNTON BC,FL 33435 10/19/12 FEBRUARY 14, 2012 TRUSSED VALLEY SET DETAIL I ST VALLEY SYP a Mi fek Industries, Inc. VA! LEY TAUSSTYPICAL SECURE VALLEY FUSS WY ONE ROW OF 16d NAILS W O.C. _ GABLE END. CMWON TRUSS OR GUMERTRUSS Niifek Icidamies, Chesterfield, Mo Pagel of 1 GENERAL SPECIFICATIONS 1. NAIL SIZE = 3.5' X 0.131" =16d 2. INSTALL VALLEY TRUSSES (24' O.C. MAXIIALIM) AND SECURE PER DETAILA 3. BRACE VALLEYWFBS IN ACCORDANCE WITH THE INDIVIDUAL DESIGN DRAWINGS. 4. BASE TRUSS SHALL BE DESIGNED WITH A PURUN SPACING EQUILIVANTTO THE RAKE DIMENSION OFTHE VALLEYTRUSS SPACING. S. NAILING DONE PER NDS - Of B. VALLEY STUD SPACING NOT TO EXCEED 43' O.C. 7. ALL LUMBER SPECIES TO BE SYP. BASETRUSSES VALLEY TRUSSTYPICAL ATTACH 2X4 CONTINUOUS NO 2 SYP TO THE ROOF W/ TWO i Sd (0.131' X 3.5') NAILS INTO EACH BASE TRUSS. DETAIL A (MAXIMUM 1" SHEATHING) N.T.S. GABLE END. COMMON TRUSS nv ManeC'ra.cS• WIND DESIGN PER ASCE 7-K ASCE 7-02, ASCE 7-05 120 MPH . WIND DESIGN PER ASCE7-10 LSD MPH MAX MEAN ROOF HEIGHT o 30 FEET ROOF PITCH A MINIMUM MIZ MAXIMUM 1 DA2 CATEGORY it BUILDING EXPOSURE C OR B WIND DURATION OF LOAD INCREASE : ti lOI I I I / MAXTOP CHORD TOTAL LOAD -§� i!! MAX SPACING - 29 0.0. (eAS�14�1tQ7,,VVk� s. K 7-i1- MINIMUM REDUCED DEAD 1,pD F��'LT�9F-•... C�i ON THE TRUSSES ` �'��GENSF-•.i��i _1 N 34869 �'• 10 19/12 �- STATE OF : • . ID 1109 COASTAL BAY BOYNTON BC,FL 33435 I OCTOBER 1, 200& I LATERAL TOE -NAIL DETAIL I ST TOENAIL SP I flQ a MTek Industries, Inc. MTekimms. Chasteineld•MO Page 1 or1 O E 1. 14MLS SHALL BE DRIVEN AT AN ANGLE OF 45 DEGREES WITH TF jE MEMBER AND MUST HAVE FULL WOOD SUPPORT. (NAIL MUST BE DRIVEN THROUGH AND ENT AT THE BACK CORNER OF THE MEMBER END AS SHOWN. 2. THE END DI STANCE, EDGE DISTANCE, AND SPACING OF NAI LS SHALL BE SUCH AS TO AVOI D UNUSUAL SPLITTING OF THE WOOD. 3. ALLOWABLE VALUE SHALL BE THE LESSER VALUE OFTHETWO SPECIES FOR MEMBERS OFDIFFERENT SPECIES. TOE -NAIL SINGLE SHEAR VALUES PER NDS 2001 (lb/nail) DIAM- S'P OF HF SPF S'FS .131 88.0 80.6 599 69A 1 59.7 - J .135 93.5 855 74.2 1 72.5 63.4 in .162 108.8 99.6 8BA 84.5 73.8, ai Z 128 742 67.9 B.B 57 6 503 .131 759 69.5 603 590 51.1 Ki .148 R14 74S 646 63? 52.5 Cd VALUES SHOVM AF—= CAPACITY PM TOE -NAIL APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. EXAMPLE: (3) -1o'd NAILS (.162" cram.X 3SI WITH SPF SPECIES BOTTOM CHORD Forload duration increase of 1.15: 3 (nails) X 84.5 (Ib/nail) X 1.15 (DOL) = 291.51b Maximum Capacity ANGLE MAY VARY FROM 30' TO 60' 45.00' ANGLE MAY VARY FROM 30° TO W* THIS DETAIL APPLICABLE TO THE THREE END DETAILS SHOWN BELOW VISNS SHOWNAAE FOR ILLUSTRATION PURPOSES ONLY SIDE VIEW 2 NAILS I NEAR MOE NEAR SIDE 45.00° SIDE VIEW " 3 K41LS NEARSIDE NEAR SIDE NEAR SIM ANGLE MAY VARY FROM 30° Td 600 45.000 ���11111111t!!/ SUS . S•1c ' N 34869 ' 10/19f12 (Eli z: V� STATE OF 1109 COASTAL BAD* BOYNTON BC,FL 33435 OCTOBER 1, 2006 UPLIFT TOE -NAIL DETAIL ST TOENAIL UPLIFT Q MiTek Ifurustries, Ch=sterfietd, MO Page 1 of 1 NOTES: 1. TOE NAILS SHALL BE DRIVEN AT AN ANGLE OF 30 DEGREES WITH THE MEMBER AND STARTED 113 THE LENGTH OF THE NAIL FROM THE MENSER END AS SHOWN. 2. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 3. ALLOWABLE VALUE SHALL BE THE LESSEE. VALUE OF THE BOTTOM CHORD SPECIES MiTek Industries, InG OR TOP PLATE SPECIES FOR MEMBERS OF DIFFERENT SPECIES. END VIEW SIDE VIEW 0.0(r TOP PLATE OF WILL NEAR SIDE ` _ v 7. SIDE VeAS SHOWN ARE FOR FAR SIDE ILLUSTRA -11GN PURPOSES ONLY TOE -NAIL WITHDRAWAL VALUES PER NDS 2001 (lb/nail) DIAM. SYP DF HF SPF SPF S O .131 58.S 46.1 313 298 20.3 o .135 I 80.3 47.5 I 32.6 30.7 20.9 fn 162 I 72.3 57.0 39.1 35.8 25.1 ai Z 128 53.1 41 28.7 27.0 19A 1 .131 54 E 42 H 293 27.7 1HJ3 ra .148 61 A 40,E 1 332 31.3 213 m .120 45-9 367 14 13, 23A 15S 71 o .128 49.0 38.6. 285 25.0 17.0 b .131 50.1 39.5 27.1 25.6 17A c° .148 55.6 443 30.5 28.9 19.5 VALUES SHOVK4 AFE CAPACI Y PER TOENAIL. APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. EXAMPLE (3) -16d NAILS (.162" dam. X 3.5') WITH SPF SPECIES TOP PLATE For%lnd DOL of 133: 3 (nails) X 36.8 (Ibfnao)X 1,33 (DOL forwind) = 14518lb Maximum Allowable Uplift Reaction Due To Wind For Wnd DOL of 1.60., 3 (nalls) X 36.8 (Ib1na1I)X 1.60 (DOL forwind)=176.61b Maximum Allowable Uplift Reaction Due To Wind If the uplift reaction specified on the Truss Design Drawing Is mora than 146.8 lbs (176.6 lbs) another mechanical uplift connection must be used. USE (3)TOENAILS ON N4 BEARING WALL USE (4) TOENAILS ON 2%6 BEARING WALL 10/19/12 1,,,1►I11111///ii ,:S US S.f( ,,ttii� x' N 34869 ' - I 01 STATE OF ''' :FLOR10Gi; 1" `�• f,19/ONIAL 11111fI1111110 �.. 1109 COASTAL BAY BOYNTON BC,FL 33435 THE A MARK/TRUSS LABEL REPRESENTS THE LEFT SIDE OF EACH TRUSS DRAWING ALL WALLS 101-011 A.F.F. LEVEL RETURN BY BLDR 12 5 4 1/16 2,-0" SQUARE CUT OVERHANG TYPICAL END DETAIL LEVEL RETURN BY BLDR LAYOUT REVIEWED AND APA96*/APPP16-,"Ef D MR COMPUANCE WITH ARCNITECTURAI- DRAVWjCS d InonG6 w STATE OF 1109 COASTAL BAY BOYNTON BC,FL 33435 5I15Rf114 QA JUS24 (DI THD46 © JUS26 Q MSH422 © THD26 0 QD THD28 Q THD26-2 O QF THD28-2- QG JUS46- LOADING I ROOF FLOOR WIND LOAD a LIVE LOAD 30 0 ASIDE 7-10 00 ~ c=i DEAD LOAD 10 0 160 MPH EXP B F LIVE 00 LOAD 10* 0 CATEGORY II m o DEAD LOAD 10 0 ENCLOSED t TOTAL LOAD 50 0 FBC - 2010 i DURATION FACTOR 1,25 0 TPI - 2007 REVI DATE I BY I REMARKS U is understood that above conditions have been reviewed ❑ APPROVED & are acceptable for the ❑ APPROVED AS NOTED fabrication at trusses, elevations,pitches, overhangs, ❑ REVISE AND RESUBMIT fascias, ceiling elevalionstpitches, beadng ❑ REJECTED conditions & all detail pertaining to this truss placement plan. No back charges will be accepted without previous written DATE approval from an A-1 Roof Trusses representative. REVIEWED BY CUSTOMER Donald Noble JOB NAME Noble Pavilion LOCATION - COMMNTY / LOT p . BLDG BLDG TYPE _ N _ JOB tt 58606B MASTER - DRAWN SCALE DATE 5/ 15/ 14 -, = A-1 ROOF TRUSSES FOR BRACING & ERECTION DETAILS REFER TO BCSI-03 AND/OR ENGINEER'OF RECORD FASCIA 56. A FLORIDA CORPORATION HIP LINE 41.28„ VALLEY LINEI 0 „ Ph 772-409-1010 t Fax 772-409-1020 ^^„ http://www.altruss.com