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ALL APPLICABLE INFO MUST BE COMPLETED FOR APPLICATION TO BE ACCEPTED Date: G 30 Permit Number: ISog-43531 • RECEIVID JUN 2.9-1015 Building. Permit Application OQVNED Planning and Development Services St' tucie Building and Code Regulation Division COUnty 2300 Virginia Avenue, Fort Pierce FL 34982 Phone: (772) 462-1553 Fax: (772) 462-1578 Commercial Residential X PERMIT APPLICATION FOR: Building PROPOSED IMPROVEMENT LOCATION: Address: 39 LAS CASITAS Legal Description: EAST 1/2 OF SECTION 1, TOWNSHIP 34s, RANGE 39e Property Tax ID #: 1301-111-0001-000-5 Site Plan Name: COUNTRY CLUB VILLAGE Project Name: Setbacks Front :�n , _ Back: DETAILED DESCRIPTION OF WORK: Right Side: \S' Left Side: "201 Lot No. 39 Block No. MOBILE HOME REPLACEMENT: SINGLE FAMILY RESIDENCE -(BEDROOM / 2 BATH/2 GARAGE CONSTRUCTION INFORMATION: itiona worKtOoei)ertormed under this oermit —check all that ann v: Z✓ HVAC Gas Tank Z✓ Electric ❑✓_ Plumbing Total Sq. Ft of Construction: 2,324 Cost of Construction: $ 58,000 Piping Li Windows/Doors nklers []Generator Z Roof S Ft. of First Floor: 2,324 Utilities:ll Sewer E Septic Building Height: OWNER/LESSEE: CONTRACTOR: Name WYNNE BUILDING CORPORATION Name: MA17HEW LYLE WYNNE Address: 8000 SOUTH US HWY. 1 SUITE 402 Company: WYNNE DEVELOPMENT CORPORATION City: PORT ST. LUCIE State: FL Zip Code: 34952 Fax: (772) 878-7656 Phone No. (772) 878-6513 Address: 8000 SOUTH US HWY. 1 SUITE 402 City: PORT ST. LUCIE State: FL Zip Code: 34952 Fax: (772) 878-7656 Phone No. (772) $78-5513 E-Mail: Fill in fee simple Title Holder on next page ( if different from the Owner listed above) E-Mail: State or County License: 8898 It Value or construction is ,1zDUU or more,.a RhLURUhU Notice of commencement is required. I (,L L11qLU& `b0,4/, 7 9V— SUPPLEMENTAL CONSTRUCTION LIEN LAW INFORMATION: III DESIGNER/ENGINEER: _ Not Applicable MORTGAGE COMPANY: x Not Applicable Name: BRADENBBRADEN Name: Add ress: 417 COCONUT Ave. Address: City: STUART State: FL City: State: Zip: 34996 Phone: (772)287-8258 Zip: Phone: FEE SIMPLE TITLE HOLDER: Name: Address: City: Zip: Phone: _ x Not Applicable BONDING COMPANY: _Not Applicable Name: _ Address: City:_ Zip: I certify that no work or installation has commenced prior to the issuance of a permit. Phone: St. Lucie Counri makes no representation that is granting a permit will authorize the permit holder to build the subject structure which is in conflict with any applicable Home Owners Association rules, bylaws or and covenants that may restrict or prohibit such structure. Please consult with your Home Owners Association and review your deed for any restrictions which may apply. In consideration of the granting of this requested permit, I do hereby agree that I will, in all respects, perform the work in accordance with the approved plans, the Florida Building Codes and St. Lucie County Amendments. The following building permit applications are exempt from undergoing a full concurrency review: room additions, accessory structures, swimming pools, fences, walls, signs, screen rooms and accessory uses to another non-residential use 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 jobsite before the first inspection. If you intend to obtain financing, consult with lender or an attorney before commencing work or recording vour Notice of Commencement. Iirrat a genf/ Le see ' Si'riai6r of-6iSnttai td HoHolde'r".'$ STATE OF FLORIDA STATE OF FLORIDA COUNTYOF S;t. ram, COUNTYOF Ri-_ Lncia The forgoing instrument was acknowledged before me The forgoing instrument was acknowledged before me this 22 day of ,Tune 20 J& by this 25— day of .7une 2011 by 15 15 Matthecd-Lyle Wynne Matthew Lyle Wynne (Name of person acknowledging) (Name of perso cknowledging ) l (Si nature of Notary Public -State of F da ) - � 'gn re of Notary Public- State 010da ) Personally Known x OR Produced Identification Personally Known X OR Produced Identification Type of Identification Produced Type of Identification Produced Commission No. Commission No. to SUSANMACEE W COMMISSION r FF 187647 ,tin"`'`••, SUSANMAGEE : �!'MUMION •'; ••• amaea7hru NouPobiuM Revised07/15/2014 eile•• ' EXPIRES: February 23, 2o18 .Wdl mNMmftbi"Uman II REVIEWS FRONT ZONING SUPERVISOR PLANS VEGETATION SEA TURTLE MANGROVE COUNTER REVIEW REVIEW REVIEW REVIEW REVIEW REVIEW DATE COMPLETE INITIALS M REcvJ\' D JUN 2 Ott �E C St. Lucie County Building & Zoning 2300 Virginia Ave `ionio Fort Pierce, FL 34982 BUILDING PERMIT SUB -CONTRACTOR SUMMARY. Wynne Building Corporation will be using the following sub -contractors for the (Company/Individual Name) project located at (Street address or Property Tax 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 S & W Electric, Inc. 2045 ER0009416 Plumbing Lindquist Plumbing & Supply Co. 19150 cFc057672 HVAC/ Comfort Control of St. Lucie 8288 Mechanical CAc024379 Roofing Treasure Coast Roofing, LLC 19496 RC29027087. Gas PERMIT ISSUE DATE: NUMBER: JOSEPH E. SMITH, CLERK OF CIRCUIT COURT - SAINT LUCIE COUNTY ` FILE R 4086620 OR HOOK 3 PAGE 1920, Recorded 06/30/2015 at ', L AM A N R Inu T0' FORM TNUMBER I T105Paee 4lOt'1+d fun u:unl Ly.uL• J r NOTICE OF COMMENCEMENT The undersigned hereby given notice that impmvemcnt will be made to certain reel property, and in necordenec'wilh Chapter 713. Florida statutes the following information is provided in the Noueeof commencement. I. DESCRIPTIO OF PROPERT-111-0001-000 — d6gal description and suce, address) 71301 ounto _R TMCT_LOTBLDGUNIT�u N-vjqq East I. f section 1 townshi2 34 Range 39E 2. GENERAL DESCRIPTION OF IMPROVEMENT: ying N,9W O Turnpike Feed" ROd 3, OWNER INFORMATION:" a. Name interest in property d. Name and address of fee simple titleholder (if other than owner) 4.CONTRACTOR'S NAME, ADDRESS AND PHONE NUMBER: WynneDevel ODment COrDOration 8000 S. US1 5 iL 402 PSL FL 39952 772—R7R—SS1T 5. SURETY'S NAME, ADDRESS AND PHONE NUMBER AND BOND AMOUNT: 6. LENDER'S NAME, ADDRESS AND PHONE NUMBER: 7. Persons within the San, of Florida designated by Owner upon whom notices or omcr documents may be served as prodded by Section 713.13(O(s) 7.. Florida SUWtes: John Brennan NAME, ADDRESS AND PHONE NUMBER: I Las CL Ft. P 3d951 7�2 466-1553 8. to addition to himself or herself. Owner designates the following to receive a copy of the Lister's Notice as provided in Section 713.13 (1)(b). Florida Statutes: NAatE, ADDRESS AND PHONE NUM➢ER: 9. Expiration date of notice of commencement (the expiration date is 1 year, Gam the date of recording unless a different date n specified) ._:20_ _.._—______.........�....,. Matthew Lyle Wynne, y' —P esident �w Sigmture of Owncll" Print Name and Provide Signatory's TitldORce Owner's Authorized Oni,,r/Dtraetar/Parmer/Manager State of Florida County of_St' Lurie The foregoing Instrument was ecYnowledged before me this ?9t1L_day of Jru. .20 15-- By Matth LY1 WV a 'as e o Y'.u8lout out wn<q ofFccr. wxtre, dwrncy in her) (Name of person) (TYP. Far Wynne Building Corporation (Name of pony on behalf of whom instrument was esecured) Personally Known or produced the following type of rD gllga VAOM Susan Magee MYODWAS 1Df IFFIV (Printed Namc of Notary Public) (Signature of rl.t y Publi Nn awn R ta61�►'wrs Under per.16es of perjury, f declam that 1 have read the foregoing and that the facts in it arc we w c c behef (section 92.525, Florida SuwseS). Signature(s) of Owner(s) or Owner(s)' Authorized offeer/Directer,panner/Manager who signed above: By: By c...ovsmm+nuawwd STATE OF FLORIDA ST. LUCIE COUNTY THIS IS TO CERTIFY THAT THIS IS A TRUE AND CORRECT COPY F THE ORIG MITH, � P tyq� e Date: Jef3;D2015 WYN BUILDING CORPORAT[-,�"1 8000 South U.S. #1 Suite 402 Port St. Lucie, FL 34952 Spanish Lakes Communities Division Port Saint Lucie August 7, 2015 To: St. Lucie County Building Department Attn: Permitting and/or Plan Review Re: 39 Las Casitas Permit # 1506-0539 To Whom It May Concern: Miami Division Miami In regards to the above property, the mobile home that was located on the lot was moved off the property by the homeowner. If you have any questions I can be reached at (772) 878-5513. Thank you, nne - V.P. Telephones: Port Saint Lucie (772) 878-5513 Miami (305) 235-3175 04/23/2015 09:12 7728787656 WVNNE BUILDING CORP RECEIVED JUN 2 9'1�15 PAGE 02/02 PERMIT# I I ISSUE DATE PLANNING & DEVELOPMENT SERVICES Building & Code Compliance Division BUILDING PERMIr SUB-CONTRACTOBAGREEMENT St. Lucie County Contractor Certification Number. l n e e State of Florida CerdficationNumber (lfgpli=ble): ER000 416 have agreed to be the EI-Pet-ri cal Sub-contractorfor Wynne Development Corp. (Type of I1ada), 2 (Primary Contractor) For the project located at � J SUM Address or Property Tax A 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 Departrnent of St, Lucie County by filing a Change of Sub -contractor notice. (Form: SLCCDv (No. 004-00) BUSINESS QUALIFIER (Name ofthe Individual shown on the Contractor's License NOTA,' MEZ) SIIGNATIJRES ARE UQ)UIREID Business Name: S&W Electric Address: 501 W_ Coker Rd City/Stste/zip: t,+orr Pierce, FL 34945 Phone: email: NATURE Lawrence Stubbs PRINT NAME STATE OF FLORIDA, COUNTY OF, vS DATE THE FOREGOING INSTRUMENT WAS SIGNED BEFORE ME TWS DAY OF F. BY �JYC WHO IS PERSONALLY KNOWN Oft HAS PRODUCED I ATURE OF NOTARY PUBLI SLCPDS: 12116/2013 AS IDENTIFICATION. ( (STAMP) PRINT NAME OF NOTARY PUBLIC LAURAR.CUBBEDGE `. Commission # EE 209915 = 0. ExpiresOctober21,,911 'dgpo 4 6atledTWTi%F�4rsWaKeB :r701B 11//l8,(z0�4 D15; 6� 9,028787656 r- WYNNE BUILDING CORD - PAGE 02/02 ( tt Il ` �� UU PERMIT# ISSUE DATE PLANNING & DEVELOPMENT SERVICES Building & Code Compliance Division BUILDING PERMIT SUB -CONTRACTOR AGREEWNT St. Lucie County Contractor Certification Number: 50fig D]� State of Florida Certification Number (If appiicable): CFC1428458 T.; ndguis plumbin have agreed to be the (Company Name/Individual Name) ' Plumbing Sub-contractor£orwynne Development Corp_ (Type of Trade) (Primary Contractor) For the project located at VAS __� S (Project Street Address or Property Tax ID #) 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) BUSINIESS QUAALWWR (Name of the Individual shown on the Contractor's Liccnse) NOTARIZED STCGNA.TVR ES ARE REQUIRED Business Name: Lindquist Plumbing Address: pity/Stato/Zip: Phone: SIGNATURE 3185 Sneed Rd email: JdadP CaRn u\e CCA\'S PRINT NAME DATE STATE OF FLORIDA, COUNTY OF � i , k G / E THE FOREGOING INSTRUMENT WAS SIGNED BEFORE W THIS a & DAY OF u 2ULL� BY GufFb,F l f1S_f WHO IS PERSONALLY KNOWN 1,-' OR HAS P(R�ODUCEDnn \ AS IDENTIFICATION. p V R nn 4J LISL r J (STAMP) SIGNATURE >F NOTARY PUBLIC PRINT NAME OF NOTARY PUBLIC SLCPDS: 12/16/2013 „a,,,,,, DONOTHY ANN BASNIN Apo';Nonry Public • Starr of Florida IMy Congo. Fsplm Oet 2, 2018 Commbtlon I Fi 015226 "A. Ann BondedDrouphWIOWWiryAun. VY/iJ/LV1J LV. JL .ILVI VI VJV 1 RECEIVED JUN 2 91015 w :; t ; MOMMOMWOMM PLANNING & pEVELOPMENT SERVICES �;` #` •. ' • Building &Code Compliance Tiivision Noma BUILDING PERMIT SUBCONTRACTOR AGREEMENT i St. Lucie County Contractor Certification Number: 8288 i State of Florida Certification Numbcr (If Wliable): CACO24379 of St. Lucie County, Inc. have agreed to be the air conditioning Sub-contractorfor Wynne Development Corr. (Type of Trade) ` (Pri�maryCordraetor) For the project located at Address or Property S 'ax ID 9) 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) $USM SS QUALIFIER (Name of the Individual shown on the Contractor's License) NLtTARIZED SArNATURES ARE REQ?UMEID Business Name: Comfort Control of St Lucie County. iTnc. Address: City/State/Zip: Port St. Lucie FL. 34983 Phone: r 27 2 ®5 4p 1 0 email: 6d C�zi "a r :A=�RMIDA,COUNTYOF PRINT NAME DATE THE FOREGOING INSTRUMENT WAS SIGNED BEFORE ME THIS r AY OF BY L Z fYlYY�e wHoISPERSONALLY )KNOWN OR HAS PRODUCED (J SIGNATU ' OF NOTARY PUBLIC SLCPDS= 1211612013 AS IDENTIFICATION. RECEIVED JUN 2 9`2015 PERMIT # ISSUE DATE PLANNING & DEVELOPMENT SERVICES ti'c='1iY'K''i ' rtnu Building & Code Compliance Division BUILDING PERMIT SUB -CONTRACTOR AGREEMENT St. Lucie County Contractor Certification Number: State of Florida Certification Number (If applicable): Treasure Coast Roofing, LLC have agreed to be the (Company Name/Individual Name) Roofing Sub -contractor for Wynne Development Corp (Type of Trade) Q n _ (Primary Contractor) For the project located at - ` S �S� s S (Project Street Address or Property Tax ID #) 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 REQUIRED Business Name: Treasure Coast Roofing, LLC Address: City/State/Zip: Phone: 1816 Biltmore St. Port St- Lucie, FL. 34984 (772) 343-8308 email: Brian Maloney In V� SIGNATUT� 17 PRINT NAME DATE STATE OF FLORIDA,J COUNTY OF ST / J1 G t E THE FOREGOING INSTRUMENT WAS SIGNED BEFORE ME THIS a 6 DAY OF �u �c , 20_&�;_ BY A R /4,y // lf% LO/,J ey WHO IS PERSONALLY KNOWN OR HAS PRODUCED AS IDENTIFICATION. /� n /� (STAMP) /�'Jo-sin-�„- 1 o z o-rxY /�•� a /o A s c/�+ SIGNATURE Ctq NOTARY PUBLIC PRINT NAME OF NOTARY PUBLIC SLCPDS: 12/16/2013 ,• •a„ DDROTHY ANN SASIIIN Notary Public - State of Florida • My Comm. EaPlros 0912,2016 1,,21% '.= `"•°f t;;.•` Commission I FF Q15226 Bonded through National Notary Assn. i RECEW D JUN 2 91015 COUNTY F a a W 0 7D, dA ST. LUCIE COUNTY BUILDING & ZONING 2300 VIRGTMA AVENUE FORT PIERCE, FL 34982-5652 772-462-1553 FILLED LANDS AFFIDAVIT 1, the undersigned, am the owner of the following described property: s C.lst�� #1301111 nnOT nnn 5 Fact of Qp ti nn T tnumc}in 94S Range 39E, (Tax ID/I.galdescnpnorJAddress)lying N&W of Turnpike Feede for which I have applied to St. Lucie County for a Final Development Permit. LT 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 assuring adequate drainage so that the immediate community WILL NOT be adversely affected. I further acknowledge that in granting this permit for the development of this property, St. Lucie County is neither obliged nor liable to provide'for, or maintain in any form, adequate drainage off my property which will not adversely affect the immediate community. MAtthewr ..1 P wynnp 06 2 -SP i" N _:Y Property Owner Name PropeR�t rwiieDate STATE OF FLO RDA, COUNTY OF St-. T n r' i P ACKNOWLEOG ED BEFORE ME THIS 29th DAYOFjUne ,204r, BY Matthew WHO IS PERSONALLY KNOWN TOME R WHO HAS PRODUCEO AS [DENTIFICATION / SIGNATURE OF NOTARY C/ TYPE OR PRINT NAME OF NOTARY (SEAL) NOTARY PUBLIC TITLE COMMISSION NUMBER I iA� fi@ SUSAN MAGEE ,; r MY COMMISSION/FF187647 i ti..p€ EXPIRES: February 23, 2019 t�yl ,F Banded Tlau Wta7 Public Und&- en i y -\ Planning & Development Services Building & Code Regulation Division 2300 Virginia Ave Fort Pierce, FL 34982 772-462-2165 Fax 772-"2-6443 lRe—quest for 30-Day Temporary Power Release Date: � Permit Number: VS O �_O Project Address: THE UNDERSIGNED -HEREBY REQUEST RELEASE OF ELECTRICAL POWER TO THE ABOVE DESCRIBED PROPERTY, FORA PERIOD NOT TO e(CM THIRTY (30) DAYS,'FOR THE PURPOSE OF TESTING SYSTEMS AND EQUIPMENT IN PREPARATION FOR A FINAL INSPECTION. IN CONSIDERATION OF APPROVAL OF THE REQUEST WE HEREBY ACKNOWLEDGE AND AGREE AS FOLLOWS: I. This temporary power release is requested for the above stated purpose onk and there will be no occupancy of any type, other than that permitted by construction during this time period 2. As witness by our agreatures, we hereby agree to abide by all terms and conditions of this agreement, including Building Division Policy, which is incorporated herein by reference. 3. All conditions and requirements listed in the attached document entitled "Requirements for 30 Day Pewer for Testing" have been fulfilled and the premise is ready fbr compliance inspection. 4. All requests for an odension beyond 30 days must be made in writing to the SLAding Official stating the reason for the request. Power may be removed from the site and/or a Stop. Work Order issued if the Final Inspection has not been approved wfthin 30 days. A fee of $100.00 will be required to lift the Stop Work Order. WE HEREBY RELEASE AND AGREE TO HOLD -HARMLESS, ST. LUCIE COUNTY, AND THEIR EMPLOYEES FROM ALL LIABILITIES AND CLAIMS OF ANY TYPE OF NATURE WHICH MAY ARISE NOW OR IkTHE FUTURE OUT OF THIS TRANSACTION, INCLUDING ANY DAMAGE WHICH MAY BE INCURRED DUE TO THE. DISCONNECTION OF ELECMICAL PQAqR-IN THE EVENT OF VIOLATION OF THIS AGREEMENT. t�o _. ,r.. L8L-A L000/LOOOd £Lq-1 999L8L8ZLL �dao0 suip[ln8 suuAM -WodA 60:ZL 9L,-80-90 TITAN // CONCRETE It you ,�We appreciate your business",, Materials for Life° �'e/Z: t�jv( P,r.. ja - v 3 Ticket no. grncrete- . -- - _ - -- l `I -FOR, PIERCE 4199 SELV TZt0 283191 ��FT'PIZRCE� FL 34 Delivery date Plant Truck Driver _ ` Truck size Type lob 03/15/16 ` 628 13f14. GILCHRIST, DUANE '4.00 SLAB W Customer no. ICustomer name Zone ITax CD 90004535 I RODNEX HALL CONCRETE CONST TC Tarmac project no. Customer P.O. no. Order no. Terms code 7-Charge delivered 3-C.O.D. Time due 441031 I 93755 I 13-Charge F.o_s.. aC.O D-eo.B. 13 : 40 Delivery name and address — Lot Block County ST LEACIE COUNTY '39 LAS CASITAS, FT PIERCE Instructions COUNTRY CLUB - I-95 NORTH, EXIT 131B/FL-68, TR FL-713 lid, TL slump SPANISH LAKES BLVD, TR CALLE DE LAGOS, TL LAS CASITAS 5.0Q Quantity, - - - -— — - ---- Pro -- — - ----- I duct - - - � -- --' .. � ulnn; Unit price i Amount I Load -- - Cumulative Ordered. Code `� Descnpti 4. 00 15.00 15 00 CAI 9 d10250m '_'a7 CY 4.00 10 3b4 HASTERFIBER M35 - .. eft Cy 1.00 806 007 FUEL SURCHG LD 1.00 8012014 ENVIhON SURCHG LD 1 CJ I _ _ RECEIVED MAC=°2120 u� Load Arnve(ob site Startdischarge I Finishdisc9arge Leave job site Arrive plant ES7 5 Subtotal , 4dditional water -added to this concrete w!T reduce its strength- Any water added is at customer's risk. Gallons oYwater added: I v Galldns of water_a)ded: j33 Gallons of water added: _ Amt of CYvRetai99ed: Customer Ap roval. { �t'Customer Approjal: Customer 4proval. ,( I Customer Appr PZab,j - Tested 4 Tested properly z �.�_jY P P Y No. �j rrj ,�, Authorize and r�deived by 0 Yes No ❑ Yes ❑ No I " 2 9 5 3 J V X A, 4 Lot: i Safety is a constant'stateof mind, with re.r1,- 'i every.ernployee feeling responsible ' Blo44k,I yr ~' "• t , r s L 7 r .D}. and empowered to act to cause him L r , _ _. l f,,Adc�ressq r-.�... - Correct • f Not Correct ' an� others"to work safely,'on tie belief iVthat all'accidents are preventable and ' that zero �ncidepts is the only goal. 1,� ^40, TITAN FLORIDA LLC TERMS AND CONDITIONS OF SAL'. I. All sales will be subject to theseterms and conditions ("Contract") and, if buying on credit, to Buyer's credit agreement with Seller, incorporated herein by reference; all other terms, including any terms contained in Buyer's purchase order, are excluded unless agreed to by Sellerin writing. Any changes must be in writing and signed by each party. This Contract will be construed in aceordance with the laws of the state of Florida. For all'disputcs relating. to this Contract, Buyer hereby consents to thejurisdietion and venue of the state and federal courts for the location of the delivery site of the goods sold hereunder. • 2. Payment terms: Net the last day of the month following the month of delivery, without deduction, retainage, set off or charge backs..A-casli discount of 1% 10'" proximo may be. deducted if no previous balances are past due. Interest attlie lesser of I'h% per month or the maximum rate allowed by law will be imposed on outstanding and delinquent invoices from the date,of delivery pn{il'paid: Buyer will pay to Sbller all applicable federal; state and local sales and use taxes: Unaddition to any other available rights and remedies, Sellcr will be entitled to'recover from Buyer all costs of collection and litigation including, but not limited to, reasonable attorneys' fees. Seller reserves the right to,reggire payments in advance or to cancel the un61}ed'portion of this Contract without notice in the event of Buyer default of any Contract provisions, or if the financial status of Buyer becomes impaired or deemed unsat- isfactory to Seller. Failureof Seller to exercise any of its rights will not be deemed a waiver of any such right-. 3. Regular delivery hours are 7:00 a.m. - 5:00 p.m., Monday through Friday. An,adbihoual charge may be added for deliveries outside of these hours and for any waitinglunloading periods in excess of 60 minutes. Prices are based on full loads: an additional charge will apply to loads of less than seven cubic yards. The minimum load for each delivery is V12 cdbicyards. 4. Buyer will give Seller at least 48 hours prior notice of the time and rate of requested deliveries. Delivery schedules will be mutually agreed upon between teller and Buyer. Deliveries will be made to the best of Seller's ability to dispatch, however, Buyer waives any claims associated with any delays in delivery. r Buyer must provide suitable approaches to delivery points beyond paved streets. For delivery beyond curb lines, Buyer assumes all liability for damage to vehicles, sidewalks, driveways• pipes, septic tanks, and/or other property, mid Buyer will indemnify and hold Seller harmless from and against any and '4 all liability, loss andzexpense incurred as a result of such,d livery„ including but not limited to towing charges, except to tine. extentcausedrby Seller's gross negligence or willful misconduct, Buyer waives any right of subrogation against Seller. r 6. Buyer is responsible for full payment of including all costs of disposal and Seller's return charge per truck for, (i) orders0not canceiled al least one,9Sour prior to delivery -time (ii) concrete delivered -due to Buyer's mistake or in excess of requirements; (iii) concrete. not deliverable due to unsuitable approaches. ' 7. Concrete prices and. quantities are based upon the wet volume at the time of discharge from the truck, and are not sold "torn measurement" or measured '"in place". 'Yield will -be established in accordance with applicable ASTMstandards. Buyer will pay all charges incident to inspection or tests made by or on behalf of Buyer. _ t 8. Limited Warrant er is sole] responsible for determining the type and quantity of Dods to be Purchased. Seller warrants that its products will meet Y Y Y Po ( YP ! ty B P or I'ca merican.Societv_1;�Te�ijneMaterials ("ASTM"� an<I,pmerican Concrete Institute ("ACI") standards, when.tested in.aceordmnce -" witItAST it and evaluated by ACI �ndards. Seller will repair or replace any goods supTed by Seller that fail to meet this limited�wartatiCy, within one (' year after delivery thereof. Seller will uphold its warranty obligations under Florida statute 718.203, as applicable. ALL OTHER WARRANTIES, WHETHER EXPRESS OR IMPLIED, INCLUDING WITHOUT LIMITATiONTHr WARRANTIES•OF MERCHANTABILiTYAND FITNESS FOR A PARTICULAR PURPOSE, ARE HEREBY EXPRESSLY EXCLUDED. THE REMEDY SET FORTH IN THIS SECTION 8 WILL. CONSTITUTE THE SOLE REMEDY OF BUYER UNDER THIS LIMITED WARRANTY-, 9. Seller will not. be responsible for slump, strength or quality of any concrete to which water or other material has been added by or on behalf of Buyer. Buyer will be responsible to see that the concrete is handled in accordance with best construction practices. Seller has no control over the placing or handling of concrete after unloading and does not guarantee the finished work in which it is used. Buyer will be responsible to prevent concrete after unloading from coming into. contact with any material, such as aluminum, which pray adversely impact concrete strength. 10. Buyer will fiimish any admixtures or ingredients it desires that are not regularly supplied by the Seller in the marketplace. Buyer will be solely respon- sible for the effect of such admixture or ingredients on the concrete. Any extra product which may be required in excess of the mix design quoted, or u which may be required to provide workability, strength, setting time orwatedcement ratio, will result in an additional ingredient charge payable by Buyer. 11. Concrete will be batched and delivered in accordance with ASTM C-94. Concrete temperature will be dictated by the environmental and'hnaterial condi- tions at the time of delivery. Any requirement beyond these conditions will require the implementation of controlled measures during production at the expense of Buyer. 12. Buyer must give Seller written notice within 48 hours after delivery of any claim against Seller as a result of"any alleged nonconforming materials or any other cause. whatsoever(other than failure to meet compressive strength, in which event the time for notice will. be within 48 hours ater the customary time for analysis of the. test cylinder), time being of the essence. teller will. given reasonable opportunity to investigate all cla'. s. Any failure by Buyer to give written notice within such 48 hour period will be deemed a conc!q fve waiver by Buyer of all such claims against Seller. 13. SELLER WILL NOT BE;-t TABLE UNDER ANY CIRCUMSTANCES FOR ANY,'E,CIA INCIDENTAL, PUNITIVE OR CONSEQUENTIAL DAMAGES gNCLU`DUN WITHOUT LIMITATION, ANY DAMAGEF,I1 LA ED ;Fp `D LAY, WHETHER BASED ON S1lATUTE, TORT, CONT,liA04';?OR,OTHBAIIrISE.uM 11*u.)V1fL%'i',(I.S (4PINOTAf?':fUSBVG FROi S�"GL•ER'•STIEG I&EtaCL;Si'liti(:'yiCY7u' BUYER TO iN-RO - -' EN7`WiLL SEC�."ER >�E RLfSPONS 13LE-FOR DAMAGED E BO TJi19ACTIONS OF OTHERS OR THE FAILURE OF BUY i TO COMPLY WITH ITS OBLIGATIONS. SELLER'S LIABILITY FOR ANY CLAMISNtILL'BE Idry JTED,TO THE UNDER THUS CONTRACT. PURCHASE PRICE OF TNI 'Ci00llS SOIrD :. , --^!vr . 14' Notice. All notices to Seller will be sent in writing to the sales office issuing the price quotation, with a copy to Credit Department, 455 Fairway Drive, Deerfield Beach, FL 33441. 15. Severability. The unenforceability of any provision of this Contract will not affect the enforceability of any other provision of this Contract, and each other provision of this Contract will be severable and enforceable to the extent permitted by law. WARNING: CAUSES SKID IRRITATION - INJUR19LIS TO EYES. ---G4'N:TAINS PORTLAND GEMENT. FRESHLY MIXED CONCRETE MAY CAUSE SKIN IRRITATION OR INJURY. AVOID CONTACT WITH SKIN WHERE POSSIBLE: WASFI-EXPOSED AREAS PROMPTLY WITH WATER. IF ANY MIXTURES GET INTO THE EYE, RINSE IMMEDIATELY WITH WATER.AND GET PROMPT MEDICAL ATTENTION_KEEP,OUTOF'REACH OF CHILDREN. MAIMRIAL SAFETY DATA. SHEETS #MSDS) ARE. Al A LIABLE AT W W W.TITANAA'IERICA.COM. Plannin% Development Sen," Building & Co1ia$egulation Division a 23W Virgin zi Fort Pierce, FL 34982 - -- 772462.2172 Fax772-462-6443 CERTIFICATE OF TERMITE TREATMENT CONSTRUCTION SOIL TREATMENT 11 PERMIT#: /06-0S39 JO DRESS: BUILDER/CONTRACTOR: PEST CONTROL CONTRACTOR: PEST CONTROL LICENSE #: We, the undersigned, hereby certify that we have pretreated the above described construction for subterranean termites in accordance with a standards of the National Pest Control Association. L Square feet if area treated: DSO �5a Chemicals used: �a�L�i ✓� Percentage of solution: a a6� Total gallons used: q S Date of Treatment: 3 Z �b Time of Treatment: " ,Footing !1d Treatment Re-Treat --�Drlveway 151 Treatment Re Treat _e Treatment _Re -Treat _Slab--- - — ,1y Treatment _Re -Treat ,wools _3" Treatment _Re -Treat . erimeterforFinalInspection 2 --,- Signature or Exterminator 3�y5J F"eit.Q. Nota: There must be a completed form for each required 0vabTlent orre-treabnentand thlsform mustbe on the job s/te to be picked up by the lmspector at Me of each Inspection or the sciheduled Inspeeffon will fall and a-re-lnspeabon fee charged. FBC104.2.6 Certlfimte eprotedlve Treabmentforpreventron oftet•mites A we3therresistantfobsite pastlng board shah be provided la receive dup4cate Treatment CerOmteg as each required protective treahnentls completed, pro veiny a copy for the person the permit is Issued to and another copy for the building permit files The 7reahnent ceruficdteshal! provide the product used, Identity of the appilcator, time and date of the ftwi rent, site location, area treated, chemical used, percent concentration and number of gallons used, to establlah a verifiable re<:ord of prot&WVe treabnent If the Sol/ chemical barriermethodfortennite preuentron lsused, final exterior treatment shall be completed prlorto final bullding approval St Lucie County requires for the final Inspection for CO, a Permanent Sticker to be placed on the electtical panel box cover, listing all the treatments and dates of applications. RECEIVED MAR1 I W116 Professional Insulators of South Florida ` S 0 ra d 5 3 i FTC Insulation Installation Certificate To: ISt Lucie Count Date: IMarch 4, 2016 Re: Lot/Block Address: 39 Las Casitas Project: !Grand Carlton The andersiened herebv certifies that insulation has been installed in the ahnve dewrihed nrnneriv ac fnlln ! 1. Exterior CBS walls have been insulated with: Spray -on Cellulose Thickness in inches: Fiberglass Blankets Manufacturer: Fi Foil Rock Wool Blankets Density: X Aluminum Foil R-Value: R 4.1 Rigid Board Polystyrene Other 2. Ceilings (level) have been insulated with: Spray -on Cellulose Thic Vm-i- inche5L— a -.---. __.-_ . _ Manufacturer: Climatepro Rock Wool Blankets Density: Aluminum Foil R Value: R30 Polyurethane en Cell SPF Ceilings (Inaccessible) insulated with: Spray -on Cellulose Thickness in inches: 11.1" X Fiberglass Blankets Manufacturer: Johns Manville Ignition Barrier Density: Fiberglass Blown R-Value: R 30 Cellulose Loose Fill Open Cell SPF 3. Interior Imeewalls have been insnlated with: Fiberglass Blankets Thickness in inches: Fiberglass Loose Fill Manufacturer: Rack Wool Density: Fiberglass Blown R-Value: Cellulose Loose Fill Open Cell SPF 4. Garage partition walls of A/C living area have X Fiberglass Blankets been insulated with: Rock wool Thickness -in inchesr- -• 3.5" Polyurethane Manufacturer: 10wensCorning Spray -on Cellulose Density: I Open Cell SPF R-Value: R-11 S. The following have been insulated: � sasau�ypa �� •, w�� �etr�•Isa�``� Wynne RuDdigg Corp.•'b0�i General ContractlBuilder? CBC1254041". Professional Insulators of South Florida, Ina Insulation CoutWor By: 1:) . 969—� Z000/1000d 9£ti—1 999L8L8ZLL dao0 Suipjin8 auuAM —WOaj 00:LL 9L,—8L—£0 Professional Insulators of South Florida FTC Insulation Installation Certificate To; I St Lucie County Date: IMarch 4, 2016 Re: Lot/Block- Address: 139 Las Casitas Project: Grand Carlton The undersigned herehv certi£ee that ineniatine hac he h imtallpa is A& ahnvn dmnrihnd .......a..r.. -• s n.......- 1. Exterior CBS walls have been insulated with: Spray -on Ccllulose Thickness in inches: Fiberglass Blankets Manufacturer: F1Foil Rock' Wool Blankets Density: X Aluminum Foil R Value: R 4.1 Rigid Board Polystyrene Other 2. Ceilings (level) have been insulated with: Spray -on Cellulose Manufacturer: Climatepro Rock Wool Blankets Density; Aluminum Foil R-Value: R-30 Polyurethane O en Cell SPF Ceilings (Inacem1ble) insulated with: Spray -on Cellulose Thickness in inches: 11.1" X Fiberglass Blankets Manufacturer: Johns Manville Ignition Barrier Density: Fiberglass Blown R-Value: R-30 Cellulose Loose Fill Open Cell SPF 3. Interior kneewalls have been insulated with: Fiberglass Blankets Thickness in inches: Fiberglass Loose Fill Manufacturer: Rock Wool Density: Fiberglass Blown R Value: Cellulose Loose Fill Open Cell SPF 4. Garage partition walls of A/C living area have X Fiberglass Blankets been insulated with: Rock Wool Thicknmriu inches.-- ", ,.' ._ 3.5" ..' • • .'. Polyurethane .. . Manufacturer: Owens Corning Spray -on Cellulose Density: Open Cell SPF R-Value: R-11 5. The following have been insulated: tjj�%r�.,y 20034 florid, i��'•• ���.. +f„ �•` Wynne Building Corp``.•`��`'SVbfCp General Contract/Builder CBC1254041 Competency # Professional Insulators of South Florida Inc. Insulation Contractor By: L69-d MOOA000d L£b-1 999L8L8ZLL daoo SuipI!n8 euuAM -Woad DO: LL 8L1-8 L-80 BRADEN 6 BRADEN, A. I. A., R. A. 97rchitecb & 91anner5 417 COCONUT AVENUE, STUART,, FLORIDA 34996 TELEPHONE: [772) 297-8259 FAX (7723 267-B292 I4AC-000032 St. Lucie County Building Department Permit #: 1506-0539 RE Address: 39 Las Casitas To whom it may concern, Please note, the ballard shall be 4". 1 SOb -06 ST. LITCrE COUNTY Rim. r n August 10' 2015 ItEVIFIVED FOR CO MSION REvfiE FED BY NCE DATE PLANS AND PERDIITBE X OR NO LVSPECTION WILL BE iLUE ON JOB If you have any questions please feel free to call me at (772) 2531TOLAN" Tha y u, d3f.0UIREf?$YFiFI D 1'd„PETOPs TKIT F '7i-fa OF vrRY Jjti` C3�DFR T0; D 1 Braden COMPLYWITNRLL A?PLICA6L LCODES. Braden & Braden MA PA ME Wp TITAN _/ CONCRETE. Materials for Life° grncrete "Thank you - We appreciate our business" Y PP YQ p / 5 00 O S-3 ` Ticket no. / B a 114p7 FORT PIERCE 4199 SELVITZ ROAD 280076 FT PIERCE, FL 34982 Delivery dat-e9/ 14/ 15 Plant 628 Truck Driver - Truck size I I. 0 Type job SLAB M 1 y b 3 -� Customer n`oNJV)VJ4t)Sn ICustomername-1LIVN_Y (-1 'U LFtETt LUTJSI Zone Tax CD TarmacprCustomer P.O. no. Order no. 0—CC39 (Terms code ♦`Charge delivered 3-C.O.D. 2-Charge F.O.B. 4-C.O.D -F.O.B. Time due Deliverynat'ne'an addres— IVI Lot Block County 39 LAS CASITAS, FORT PIERCE KINGS HWY NORTH TO SRRNISH LAKES BLVD WEST, NOFTH ON CFLLE' 11 Instructions DE LAGOS, WEST LAS CASITAS slump ", lG Quantity ---� �Product ..,: ,x. , . , ,.m, ...:,,.e: r° •.. U/�M Unitpriee.. .. IAmount„,g`" ' Load 11. gurpulative t A;de_r,Rd 33 QgdO CR gB_scrl{tio 5410 #R57 CY 11,00 10 901 MASTERFIBER M70 .751 CY 1.00 80(007 FUEL SURCHG LD 1.00 80( 014 ENV I RON SURCHG ' LD Us, 7 fry- 'I rJ% VJ' ' Load Arrive jobsite Start discharge Finish discharge Leave job site Arrive plant ' subtotal . TOTALx Additional water added to this concrete will reduce its strength. Any water added is at customer's risk. Gallons of water added Gallons of water added: _ Gallons of water added:_ Amt of CY Retained: Customer Aooroval Customer Aooroval: Customer Aooroval: Customer Aooroval: Tested X7 Tested properly No. .Authorized an re ei6ed by ❑ Yes „LE No ❑ Yes ❑ No 714 4 6.7 6 Safety is a constant state of mind, with every employee feeling responsible and empowered to act to cause him and others to work safely, on the belief that all accidents are preventable and that zero incidents is the only goal. Lot: Block: Address: Correct Not Correct fa IATf1hAFp (`:r)pv TITAN FLORIDA LLC TERMS AND CONDITIONS OF SALE I. All sales will be subject to these terms .......:onditions ("Contract") and, if buying on credit, to—.,.,r's credit agreement with Seller, incorporated herein by reference; all other terns, including any terns contained in Buyer's purchase order, are excluded unless agreed to by Seller in writing. Any changes must be in writing and signed by each party. This Contract will be construed in accordance with theJaws of the state of Florida. For all disputes relating to this Contract, Buyer hereby consents to the jurisdiction and venue of the state and federal courts for the location of the delivery site of the goods sold hereunder. 2. Payment terns: Net the last day of the month following the month of delivery, without deduction, retainage, set off or charge backs. A cash discount of I % 10" proximo may be deducted if no previous balances are past due. Interest at the lesser of 1 112% per month or the maximum rate allowed by law will be imposed on outstanding and delinquent invoices from the date of delivery until paid. Buyer will pay to Seller all applicable federal, state and local sales and use taxes. In addition to any other available rights and remedies, Seller will be entitled to recover from Buyer all costs of collection and litigation including, but not limited to, reasonable attorneys' fees. Seller reserves the right to require payments in advance or to cancel the unfilled portion of this Contract without notice in the event.. of Buyer default of any Contract provisions, or if the financial status of Buyer becomes impaired or deemed unsat- isfactory to Seller. Failure of Seller to exercise any of its rights will not be deemed a waiver of any such right. 3, Regular delivery hours are 7:00 a.m. - 5:00 p.m., Monday through Friday. An additional charge may be added for deliveries outside of these hours and for any waitingiunloading periods in excess of 60 minutes. Prices are based on full loads; an additional charge will apply to loads of less than seven cubic yards. The minimum load for each delivery is Ph cubic yards. 4. Buyer will give Seller at least 48 hours prior notice of the time and rate of requested deliveries. Delivery schedules will be mutually agreed upon between Seller and Buyer. Deliveries will be made to the best of Seller's ability to dispatch, however. Bayer waives any claims associated with any delays in delivery. 5. Buyer most provide suitable approaches to delivery points beyond paved streets. For delivery beyond curb lines, Buyer assumes all liability for damage to vehicles, sidewalks, driveways, pipes, septic tanks, and/or other property, and Buyer will indemnify and hold Seller harmless from and against any and all liability, loss and expense incurred as a result of such delivery, including but not limited to towing charges, except to the extent caused by Seller's gross negligence or willful misconduct. Buyer waives any right of subrogation against Seller. 6. Buyer is responsible for full payment of, including all costs of disposal and Seller's return charge per truck for, (i) orders not cancelled at least one hour prior to delivery time; (n) concrete delivered due to Buyer's mistake or in excess of requirements: (iii) concrete not deliverable due to unsuitable approaches. 7. Concrete prices and quantities are based upon the wet volume at the time of discharge from the truck, and are not sold "form measurement" or measured "in place". Yield will be established in accordance with applicable ASTM standards. Buyer will pay all charges incident to inspection or tests made by or on behalf of Buyer. 8. Limited Warranty: Buyer is solely responsible for determining the type and quantity of goods to be purchased. Seller warrants that its products will meet or exceed applicable American Society for Testing Materials ("ASTM") and American Concrete Institute ("ACT) standards, when tested in accordance with ASTM and evaluated by ACI standards. Seller will repair or replace any goods supplied by Seller that fail to meet this limited warranty, within one yeai after delivery thereof. Seller will uphold its warranty obligations under Florida statute 718.203. as applicable. ALL OTHER WARRANTIES, WHETHER IER EXPRESS OR IMPLIED, INCLUDING WITHOUT LIMITATION THE WARRANTIES OF MERCHANTABILITY AND FITNESS FOR A PARTICULAR PURPOSE, ARE HEREBY EXPRESSLY EXCLUDED. THE REMEDY SET FORTH IN THIS SECTION 8 WILL CONSTITUTE TIIE SOLE REMEDY OF BUYER UNDER THIS LIMITED WARRANTY. 9. Seller w ill not be rnponsibie Ii,i slump, strength or quality of any concrete to which water or other material has been added by or on behalf of Buyer. Buyer %N ill be responsible to sec that the concrete is handled in .iccordance win best construction plactices. Se!ler has no control over. the placing or handling of concrete after unloading. and does not guarantee the finished work in which it is used. Buyer will be responsible to prevent concrete after unloading from coming into contact with an), material, such as aluminum, which may adversely impact concrete strength. 10. Buyer will famish any admixtures or ingredients it desires that are not regularly supplied by the. Seller in the marketplace. Buyer will be solely respon- sible for the effect of such admixture or ingredients on the concrete. Any extra product which may be required in excess of the mix design quoted, or which may be required to provide workability, strength. setting time or water/cement ratio, will result in an additional ingredient charge payable by Buyer. 11. Concrete will be batched and delivered in accordance with ASTM C-94. Concrete temperature will be dictated by the environmental and material condi- tions at the time of delivery. Any requirement beyond these conditions will require the implementation of controlled measures during production at the expense of Buyer. 12. Buyer must give Seller written notice within 48 hours afler delivery of nny claim against Seller as a result of any alleged nonconforming materials orally other cause whatsoever (other than failure to meet compressive strengtin, in which event the time for notice will be within 48 hours after the customary time for analysis of the test cylinder), time being of the essence. Seller will be given reasonable opportunity to investigate all claims. Any failure by Buyer to give Written notice within such 48 hour period will be deemed a conclusive waiver by Buyer of all such claims against Seller. 13. SELLER WILL NOT BE LIABLE UNDER ANY CIRCUMSTANCES FOR ANY SPECIAL, INCIDENTAL, PUNITIVE OR CONSEQUENTIAL DAMAGES INCLUDING, WITHOUT LIMITATION, ANY .DAMAGES RELATED TO DELAY, WHETHER BASED ON STATUTE, TORT, CONTRACT, OR OTHERWISE, AND WIIET14ER OR NOT ARISING FROM SELLER'S NEGLIGENCE, STRICT LIABILITY OR FAULT. IN NO EVENT WILL SELLER BE RESPONSIBLE FOR DAMAGE DUE TO THE ACTIONS OF OTHERS OR THE FAILURE OF BUYER TO COMPLY WITH ITS OBLIGATIONS. SELLER'S LIABILITY FORANY CLAIMS WILL BE LIMITED TO THE PURCHASE PRICE OF THE GOODS SOLD UNDER THIS CONTRACT. _14. Notice.. All notices to Seller will be sent in writing to the sales office issuing theprice quotation, with a copy to Credit Department, 455 Fairway Drive, Deerfield Beach, FL 33441. , 15. Severability. The unenforeeability of any provision of this Contract will not affect the enforceability of any other provision of this Contract, and each other provision of this Contract will be severable and enforceable to the extent permitted by law. WARNING: CAUSES SKIN IRRITATION- INJURIOUS TO EYES, CONTAINS PORTLAND CEMENT. FRESHLY MIXED CONCRETE MAY CAUSE SKIN IRRITATION OR INJURY. AVOID CONTACT WITH SKIN WHERE POSSIBLE. WASH EXPOSED AREAS PROMPTLY WITH WATER. IF ANY MIXTURES GET INTO THE EYE, RINSE IMMEDIATELY WITH WATER AND GET PROMPT MEDICAL ATTENTION. KEEP OUT OF REACH OF CHILDREN. MATERIAL SAFETY DATA SHEETS (MSDS) ARE AVAILABLE AT W W W.TITANAMERICA.COM. Rev'd 2-08 KELLER, SCHLEICHER & MacWILLIAM ENGINEERING AND TESTING, INC. MARTIN (772) 337-7755 P.O. BOX 78-1377, SEBASTIAN, FL 32978-1377 SEBASTIAN (772) 589-0712 PALM BEACH (561) 845-7445 www.ksmengineering.net MELBOURNE (321) 768-8488 FAX (561) 845-8876 E-Mail: KSM@KSMENGINEERING.NET ST. LUCIE (772) 229-9093 C.A.:6693 FAX (772) 589-8469 SOIL COMPACTION REPORT ASTM D 1557 and ASTM D 2922 DATE TESTED September 1, 2015 KSM JOB # : 151873-1d/ESfjt PERMIT # 15060539 CONTRACTOR Wynne Development JOB LOCATION 39 Las Casitas Spanish Lakes Country Club Village Fort Pierce, Florida ITEM TESTED Compacted Foundation Fill TEST LOCATION 'PEN DRY MAX.DRY PERCENT OF SAMPLE DEPTH READ DENSITY PROCTOR VALUE COMPACTION 1. N.E. 0" - 12" 40 109.1 110.8 98.5 2. N.W. 38 110.1 99.4 3. Center 36 108.3 97.7 4. S.W., 38 106.7 96.3 5. S.E. 40 108.1 97.6 Soil Description: Brown and Gray Sand In Place Moisture 7.8 Percent W E Optimum Moisture: I 12.0 Percent G H T Max. Dry Density: 110.8 P.C.F. P @ Test Locations The c Density & Penetrometer F 112.0 I I I I I I I I I I I I I I 111.0 L.._.F_.._j.._.. { .._..j .._.E_.._j.._.._ I I I I I I 110.0 . I I I I I I I I I I I I I I I I I I I I I I I I I I I I I _..7 ._..T.._..F.._.i I I I I I I I I I I I I I I 8.0 .._.j_.._j.._..+.._..�.._.j._.._j.._..� 9 10 11 12 13 14 15 16 Moisture - % of Dry Weight RECEIVED SEP 09.Y015 Fax and Mail to: S .Lucie Count Buildingg Department ona d e. Keller, E.: 372 / SI Lic. No.: 860 / Julie E. Keller, P.E.: 68366 W % L; Avg KELLER, SCHLEICHER & MacWILLIAM ENGINEERING AND TESTING, INC. MARTIN (772) 337-7755 P.O. BOX 78-1377 SEBASTIAN FL 32978-1377 SEBASTIAN (772) 589-0712 PALM BEACH (561) 845-7445 www.ksmengineering.net MELBOURNE (321) 768-8488 FAX (561) 845-8876 E-Mail: KSM@KSMENGINEERING.NET ST. LUCIE (772) 229-9093 C.A.: 5693 FAX (772) 589-6469 DATE TESTED PERMIT # SOIL COMPACTION REPORT ASTM D 1557 and ASTM D 2922 September 1, 2015 15060539 CONTRACTOR Wynne Development JOB LOCATION 39 Las Casitas Spanish Lakes Country Club Village Fort Pierce, Florida KSM JOB # : 151873-1d/ES/jt ITEM TESTED Compacted Foundation Fill TEST LOCATION DEPTH "PEN DRY MAX. DRY PERCENT OF SAMPLE READ DENSITY PROCTOR VALUE COMPACTION 1. N.E. 0" - 12" 40 109.1 110.8 98.5 2. N.W. 38 110.1 99.4 3. Center 36 108.3 97.7 4. S.W. 38 106.7 96.3 5. S.E. 40 108.1 97.6 Soil Description: Brown and Gray Sand In Place Moisture: 112.0 , 7.8 Percent W I I I I I I E I I I I I I I Optimum Moisture: I I I I I I I G 111.0_.._.F_.._I.._..+.._..�.._.I._.._I.._.._ 12.0 Percent H I T I I I I I Max. Dry Density: I I I I 110.8 P.C.F. P 110.0 I l_ ._I.._.. .._..� .. .l_..J.._.._ I I I I @ Test Locations The c I I I I I I Density & Penetrometer F I I I I I I Readings Indicate the 109.0- Degree of f;pmMption Meets I I I I I e Mini4rlye4jP+n,� R I I I I I ee�ae idngs aKer�to`Blatural Grade. s 10 11 14 ti05 fZes 'e14t31Yb$(bg3 te rc 11 • Moisture Dryi ht ST Pie ° ....... E-mat6 �a�, �sft�shlla(kes.com aa Fax and NIaHIM y'00Aonald G.r eIIe t�BU3d293 /i LDepartment60 / Julie E. Keller, P.E.: 68366 09/02/2015 14:04 7725817 g KSM ENGINEERING, PAGE 01/01 j11j rjL KELLER, SCHLEICHER & MacWILLIAM ENGINEERING AND TESTING, INC. MARTIN(772) 337-7755 P.O. BOX 78-1377, SEBASTIAN, FL 32978-1377 SEBASTIAN (712) 589-0712 PALM BEACH (501) 845-7445 wwwAsmengineering.net MELBOURNE (321) 768-8488 FAX (561) 845-8876 E-Mail: KSMAKSMENGINEERING.NET ST. LUCIE (772) 229-9093 C.A.: 5693 FAX (772) 569-6469 SOIL COMPACTION REPORT ASTM D 1557 and ASTM D 2922 DATE TESTED September 1, 2016 KSM JOB # ; 151873-1 d/ES/jt PERMIT # 15060539 CONTRACTOR Wynne Development JOB LOCATION 39 Las Casitas Spanish Lakes Country Club Village Fort Pierce, Florida ITEM TESTED Compacted Foundation Fill TEST LOCATION *PEN DRY MAX -DRY PERCENT OF SAMPLE DEPTH READ DENSITY PROCTOR VALUE COMPACTION 1. N.E. 0" -12" 40 109.1 110.8 98.5 2. N.W. 38 110.1 99.4 3, Center 35 108.3 97.7 4. S.W. 38 106.7 96.3 5. S.E. 40 108.1 97.6 Soil Description: Brown and Gray Sand In Place Moisture: 7.8 Percent W E Optimum Moisture: I G 12.0 Percent H T Max. Dry Density: 110.8 P.C.F. P @ Test Locations The c Density & Penetrometer F Moisture - % of Dry Weight RECEIVED SEP 02 2015 Fax and Mail to: SdAmdls Keller�Eu392n9 lsipt crtPo P860 / Julie E. Koller, P.E.: 68366 F/i BRADEN 6 BRADEN, A. I. A., P. A. 97rchllecl,5 & nl- Tanners 417 COCONUT AVENUE, STUART, FLORIDA 34996 TELEPHONE: C772] 267-625S FAX (772) 2B7-62B3 #AAC-000032 St. Lucie County Building Department Permit #:��Q5 RE Address: 39 Las Casitas To whom it may concern, Please note, The concrete strength of the slab shall be 2,500 psi. If you have any questions please feel free to call me at (772) 287-8258. 1 !n 1F i � Braden RECER"M AUG 0 6 2013 July 29, 2015 BRADEN & BRADEN, A. I. A., P. A. 97rcbilecf5 & nllanners 417 COCONUT AVENUE, STUART, FLORIDA 34996 TELEPHONE: C772] 2B7-B256 FAX C7721 297-82B3 #AAC-0C0032 St. Lucie County Building Department Permit it d5506-!005,391- RE Address: 3694v Casitas To whom it may concern, Please note, The concrete strength of the slab shall be 2,500 psi If you have any questions please feel free to call me at (772) 287-8258. a July 29, 2015 Plan RY r 2009 INTERNAT ,,,AL Date s RESIDENTIAL CODE® Valuation 26/. 798 41 FOIi ONE AND TWO, FAMILY-1p" INGS Fee z/ z PLAN REW`RECORD JURISDICTION' ' u ,S'T a ` ;sBUILDING DESCRIPTION* { :J`�/`= y +4EZ ti 'Y� a✓al.�+zL >` `.i"-Ky 44 � t �Ydi t •lby�'bw Y'h�'i �"T}x�",�„ 1.e4 W A � �>py�� iv. -,��r =2�4 � 7�"�"�.� �-.* 3q 1`3.: Ya i d.. l i�$4 z��t�,�t{me/x1,9dl�oatt���nr4par�e?nt�ise�s1�'bra �p��cab� �e'��U�rrVsfDf„Dte,�2��,b�e�Ynaj�ion�a�HAs�tlenh�l C„oV�The� la� ra�vlew accompLshed as . ��+ +`. ~tillT,d cat �?fhlsteco o�i?r 11,��k��`tathbs node��c6ons cfitla �'Ieni �,4"�.ei. ul�ja�s1'Pecor',�ai�ar�asrno�n onl rap Itc�ble code se �nswJthy :" ins't$t�ctic'hoctlrne5'>z"ufne"ai�d � 'a8l�f,eailei7 �`dl�re9aid",o`caletlr�`nt f`�'nr�rtio L i�Rts�£f II o(iftr`�o" f'wo'ta,�nfly�{iwe�irlgs and . ��.t w0hbei�Se� IY ;3sdlot'ie n Ie v on , c'�na �" a u trigs isfje D 1 $ s{gnedto beuse hl h l�hbss ,; jfoat'�`knotvvl�BabYs�a_nfl.,c�a�'p I'D�on�er�'ihh`dC�n"Qe�r ("f'�:e....,,,,,,11 ew G.tin 4'`��ondo�rCu�e��ry4tle�r�orgpli'�ce"�"4��`y"�,�;w x^'>;l,,�r. `k u"><":..en"Y<rir+`Cs.%�*.. •� -'#.x"'•�#Ik^+ "''Ldii /S.+'�L^'tx % Sv%' fa'�` T" i?>'a4 a .^n r..�'in �"i�. s`qy$":, iti rr-. Sxv,.1K Llt=tl .*4AA r7'f, .b .'Vu CORRECTION LIST Code No. DESCRIPTION Section " � � II I II II I I I II I II III I II III II t ,• p INiERNATIDNAt CODECDUNCIC 06/10 CORRECTION LIST Code No. DESCRIPTION Section -2- NOTE:'Entries to this Plan Review Record that require a'-'' 7eck or inspection of the Installation must be coordinated witt spectlon phase (R109) of the project. E DING PLANNING (Chapter 3) DESIGN CRITERIA [Table R301.2(1)] / N /4 Two-family dwelling separation (R302.3) Floor live load (Table R301.5) psf Roof live load (Table R301.6) V psf Ground snow load N f1. psf Basic wind speed ph Wind exposure category (R301.2.1.4) High wind design criteria applicable (R301.2.1.1) 1 Seismic design category (SDC) [Figure R301.2(2)] IV IR SDC C&D provisions (R301.2.2) 4110 Weathering Frost line depth !�/A Termite area Decay area Winter design temperature Ice barrier underlayment required N /9 Flood hazards PZ /,' FIRE-RESISTANT CONSTRUCTION (R302) iv1A Exterior walls (R302.1, Table R302.1) Townhouse separation (R302.2) rV 1F}i4 Continuity and structural independence (R302.2.1, R302.2.4) 11114 Parapets and construction (R302.2.2, R302.2.3) ROOM PLANNING REQUIREMENTS (R303 through R305) I'.+.;!' Dwelling unit penetrations (R302.4) ✓ Dwelling/garage opening/penetration protec- tion (R302.5) /rvj ✓' Dwelling/garage fire separation (R302.6) A1114 Under -stair protection (R302.7) t/11- Wall and ceiling finishes (R302.9) Flame spread index (R302.9.1) Smoke -developed index /(R302.9.2) Testing (R302.9.3, R302.9.4) f�Insulation (R302.10) re*" Flame spread/smoke-developed (R302.10.11 R302.10.2) Cellulose loose -fill and exposed attic insulation (R302.10.3, R302. i 0.4) Testing (R302.10.5) 1 w-1to Fireblocking (R302.11) Ini1P Draftstopping(R302.12) a S r° Combustible insulation clearance (R302.13) Use Area a Width Average ceilin t Minimum ceilin t Natural' light Natural ventilation* Living 120 7'-0" 7'-0" 5'-0" 8%floor area 4%floor area Dining 70 7'-0" 7'-0" 5' 0" 8%floor area 4%floor area Kitchen N.A. N.A. 7'-0" 5'-0" 8%floor area 4%floor area Bedroom 70 7'-0" 7'-0" 5'-0" 8%floor area 4%floor area Bathroom N.A. N.A 7'-0" 5'-0" 3 square feet 11/2 square feet See Sections R303.1 & R303.3.for mechanical ventilation and artificial light f 6'-3° min. atplumbing fixtures and for non -habitable basements. ZRequired heating (R303.8) GLAZING (R308) SANITATI (R306 and R307) Water closet Lavatory Tub or shower t/ Kitchen area with sink Sanitary sewer (Chapter 30) ev ¢J Private disposal (Appendix I) SC11 a^'« Identification (R308.1) AI(4 Louvered windows orjalousies (R308.2) Human impact loads/hazardous locations (R308.3, R308.4) iv rl ,oi Skylights and sloped glazing (R308.6) BUILDING PLANNING (cont'd.) GARAGES AND CARPORTS (R309) Floor surface noncombustible; sloped floor (R309.1) Carport: open two sides; noncombustible floors; sloped floor (R309.2) Automatic garage door opener (R309.4) EMERGENCY ESCAPE AND RESCUE OPENING (R310) Where required (R310,1) o a= Areas, height, width, operations (R310.1.1 _ Al R310.1.4) 14 Window wells (R310.2) Bars, grilles, covers and screens (R310.4) N Under decks and porches (R310.5) MEANS OF EGRESS (R311) General (R311,1) Egress door (R311.2) Landings at exterior doors (R311..3 !!��// ���� R311.3.3) ` Vertical egress (R311.4) Construction and attachment (R311.5) Hallways (R311.6) Stairwaywidth, headroom, walkline (R311.7.1 h �) R311.73) R311.74.3) VRry�� Stairway landings and walking surfaces N�(R311.75, R311.76) Handrails required (R311.77) N� Handrail height, continuity, grip_size (R311.77.1- R311.77.3) Stairway illumination (R303.6, R311.7.8) -�-�� Special stairways (R311.7.9) Ramp slope, landings, handrails (R311.8) GUARDS (R312) WROquired for open -sided surfaces, stairs, ps and landings > 30" above r/grade (R312.1) - 36" (R312.2) g limitations (R312.3) AUTOMATIC FIRE SPRINKLER SYSTEMS (R313) Townhouses (R313.1) One- and two-family dwellings (R313.2) SMOKE ALARMS (R314) Referenced standards (R314.1, R314.2) S i/u Ocation and interconnection (R314.3) Powersource (R314.4) CARBON MONOXIDE ALARMS (R315) New construction (R315.1) N� Existing construction (R315.2) Referenced standard (R315.3) FOAM PLASTIC (R302.8, R316) Labeling (R316.2) Surface burning, thermal barrier, specific approval (R316.3 - R316.7) DECAY AND TERMITE PROTECTION (R317 R318) Protection required R318.1J (Table R301.2(1), R317.1, � w- SQuality mark (R317.2 and R318.1.1) SITE ADDRESS (R319) ACCESSIBILITY (R320) Type B dwelling units applicable (R320.1) ELEVATORS/PLATFORM LIFTS (R321) -rA Referenced standards (R321.1 _ R3219) FLOOD -RESISTANT CONSTRUCTION (R322) General (R322.1) Hazard area and requirements (R301.2.4, R309.3, R322.2, R322 3) Design professional (R322.3.6) STORM SHELTERS (R323) General and referenced standard (R323.1) Sfl )UNDATIONS (Chapter 4) MATERIALS (R402) &'LIL Concrete foundation walls (R404.1.2) N % ood foundations (R402.1) Al 01 Wall height, unbalanced backfill, nominal thickness (Tables R404.1.2(2) - Concrete, compressive strength (R402.2) R404.1.2(8), R404.1.5.2] FOOTING R403) oil bearing value (R401.4, R403.1) noting width (see page 5) Footing edge thickness = 6" minimum; footing projection = 2" minimum, but <footing thickness (R403.1.1) Footings in SDC C or D (R403.1.2, R403.1.3 and R403.1.6.1) . Depth below (outside) grade = 12" minimum; but below frost line except for frost pro- tected footings.(R403.1.4, R403.1.4.1 and R403.1.4.2) Sill plate bolting in concrete/masonry = 1/2" di- ameter bolts, within 12" but not less than 7 bolt diameters from corner, 7" embedment (R403.1.6) 1v5? Footings adjacent to slopes (R403.1.7) It/ (✓4 Frost protected shallow foundations (R403.3) Footings for precast concrete foundation (R403.4) FOUNDATION WALLS (R404 - R406) Horizontal and vertical reinforcement size and spacing (Tables R404.1.2(f) - R404.1.2(8), R404.1.2.2, R404.1.2.3.71 14� —/I Stay -in -place forms (R404.1.2.3.6.1) IV 1A SDC C and D provisions (R404.1.2.4, R404.1.4) G Height above finished grade (R404.1.6) fy (A Sill plate size (R404.3) Al L,,i Precast concrete foundation walls (R404.5) Drains required if habitable or usable spaces are below grade* (R405) / /" � Soil class (Table R405.1) s✓ Dampproofing if basements are below grade* (R406.1) / /V ( Waterproofing if high water table* (R406.2) If uninhabitable, see Under -Floor Space (R408) COLUMNS (R407) Nib Protection from decay or. corrosion (R407.1 and R407.2) N 1A Structural requirements (R407.3) Masonry foundation walls (R404.1.1) /V Anchorage (R407.3) � Wall height, unbalanced backfill, nominal Wood columns (minimum 4" square) (R407.3) / lT thickness (Tables R404.1.1(1) - R404.1.1(4), R404.1.5.1] Al 0 Steel columns Sminimum 3" diameter, Sched- Reinforcement size and spacing u4e 40 pipe)�R4A7.3,; (Tables R404.1.1(2) - R404.1.1(4)] TABLE R403.1 MINIMUM WIDTH OF CONCRETE, PRECAST OR MASONRY FOOTINGS (inches)' LOAD -BEARING VALUE OF SOIL s 1,500 2,000 3,000 >_ 4.000 Conventional II hl—frame construction I -story 12 12 12 12 2-story 15 12 12 12 3-story 23 17 12 12 4-Inch brick veneer over II ht trams or 8-Inch hallow concrete nry 1-sto 12 12 12 12 2-story 21 16 12 12 3-storV 32 24 16 12 B-inch lid or full routed mason 1-st0 16 12 12 12 2-story 29 21 14 12 3-story 42 32 21 16 For 51: 1 Inch = 26.4 mm, 1 pound per square foot = 0.0479 kPa a. Where minimum footing width is 12 inches, a single wythe of solid or fully grouted 12—Inch nominal concrete masonry units Is permitted. -5- - FOUNDATIONS (cont'd.) UNDER -FLOOR SPACE (R408) Ventilation (R408.1 and R408.2) " Unvented crawl space (R408.3) Access (R408.4) FLOORS (Chapter 5) WOOD JOISTS AND GIRDERS (R502) ®V 1A Species and grade (R502.1) N M Joists — Sleeping areas, LL = 30 psf [Table R502.3. I (1)] Joists — Nonsleeping areas, LL = 40 psf [Table R502.3.1(2)] Removal of debris (R408.5) Finished grade (R408.6) Flood resistance (R408.7) PARTICLEBOARD UNDERLAYMENT (R503.3) Grade (R503.3.1) ll Thickness (R503.3.2) Installation [Table R602.3(1)] TREATED -WOOD FLOORS (ON GROUND) (R504) Cantilevered joists [Tables R502.3.3(1) and R502.3.3(2)] Base course: 4" thick with maximum 3/4" / gravel or 1!Z" crushed stone (R504.2.1) bearing walls [Table R502.5(1)] �F�� Girder spans and header spans for exterior Moisture barrier: placed over base course �F��� (R504.2.2) Girder spans and header spans for interior bearing walls [Table R502.5(2)] Materials (R504.3) Joists under bearing partitions (R502.4) STEEL FLOOR FRAMING (R505) Bearing (1.5" minimum on wood or metal; 3" on Cold -formed steel; applicability limits; in -line masonry or concrete) and lapped joists (3") framing (R505.1) b11.4 / f `4 y�" (R502.6, R502.6.1) l � /i1_ Structural framing (R505.2) r Lateral restraint and bridging (R502.7, �7 Material (R505.2.1) R502.7.1) Identification (R505.2.2) L�11111T1Yj"afTdilDtCIT171g`j f4 Fastening (R502.9) /N (A Framing of openings (R502.10) 11/ 01 Wood trusses (R502.11) N / 19 Draftstopping (R502.12) LUMBER FLOOR SHEATHING (R503.1) / Allowable span (Table R503.1) End joints (R503.1.1) WOOD STRUCTURAL PANEL SHEATHING (R503.2) Grade (R503.2.1) M1/� 'Thickness (R503.2.1) y� Allowable spans [Tables R503.2.1.1(1) and R503.2.1.1(2)] Installation [Table 602.3(1)]. Corrosion protection (R505.2.3) Fastening (R505.2.4) Floor construction (R505.3) CO72-FLOORS (ON GROUND) (R506) dam/ Thickness: 31/2" minimum; Concrete strength �R506.1) yy/ Support: prepared subgrade; maximum earth fill = 8"; maximum sand or gravel fill = 24" � 506.2.1) Base course: 4" graded with 2" maximum aggregate (R506.2.2) I Jv'5 f Vapor retarder (R506.2.3) i I'Sg' Reinforcement support (R506.2.4) 152 LL CONSTRUCTION (Chapter 6) GENERAL (R601) i Design (R601.2) =Component and cladding wind loads �� [TableR301.2(2)) by / r� Vapor retarders (R601.3) WOOD CgNSTRUCTION (R602) Construction (Figures R602.3(1) and R602.3(2)] 1 Al j P Stud grade (R602.2) N Exterior walls (R602.3) Stud spacing [R602.3.1, Table R602.3(5)] /Ja Interior load -bearing walls (R602.4) Interior nonbearing walls: 2" x 3" at 24" o.c. or 2" x 4" flat at 16" o.c. (R602.5) 1 r✓� P Drilling and notching —studs (R602.6) °i_j P Drilling and notching — top plate (R602.6.1) Headers [Tables R502.5(1), R502.5(2), R602.7.2 and Figure R602.7.21 iw5P Fireblocking (R602.8, R302.11) /ySf Cripple walls (R602.9) Wall bracing, braced wall lines, lengths, connections, support and joints (R602.10, R602.10.1, R602.10.3, R602.10.6 - r R602.10.8) [Table R602.10.1.2(1)j - Al Bracing based on SDC [Table R602.10.1.2(2)] Intermittent bracing methods (R602.10.2, Table R602.10.2) N f/9 Continuous sheathing (R602.10.4, R602.10.5) r Bracing for SDC C and D (R602.10.1.4.1, D R602.10.1.5, R602.11) N +'� Wall bracing for stone and masonry veneer (R602.12) STEEL WALL FRAMING (R603) General (R603.1) Structural framing (R603.2) -7- Material (R603.2.1) Identification (R603.2.2) Contusion protection (R603.2.3) Fastening (R603.2.4) Wall construction (R603.3 - R603.5) Headers (R603.6) Studs, tracks and structural sheathing (R603.7 - R603.9) SHEATHING (R604 and R605) Wood structural panels (R604) Particleboard (R605) MASON ONSTRUCTION (R606 - R610) General design (R606) /V DC C and D (R606.12) d� Unit masonry (R607) 7% Multiple wythe masonry (R608) i/ Grouted masonry (R609) !"' 1M Glass unit masonry (R610) EXTERIOR CONCRETE WALL CONSTRUCTION (R611) Applicability (R611.2) Concrete wall systems (R611.3) Materials, construction details (R611.5 - R611.10) EXTERIWINDOWS &DOORS (R612) General; window sills; performance; testing and labeling (R612) STRUCTURAL INSULATED PANEL WALL CONSTRUCTION (R613) Applicability (R613.2) Materials (R613.3) Wall panels, construction details (R613.4 - R613.10) WALL COVERING (Chapter 7) INTERIOR WALL COVERING (R702) ✓V Plaster material (R702.2) Plaster support (R702.2.3) Gypsum board material (R702.3.1) svi f Gypsum board support, application and 1 � fastening (R702.3.2 - R702.3.8) i/ Ceramictile (R702.4) / 0 Other finishes (R702.5 and R702.6) EXTERIOR. WALL COVERING (R703) r / Water -resistive barrier (R703.2) IVId Wood siding (R703.3) N 14 Attachment and minimum thickness (Table R703.4) N A�4Wood shakes and shingles (R703.5) �Z_Exterior Al oq plaster (R703.6) Stone & masonry veneer (R703.7 & Figure R703.7); Steel angle lintels-4" minimum t� - F� bearing each end (R703.7.3) Veneer ties: #9 U.S. gage wire or #22 U.S. gage by 1/8" corrugated metal; 24" o.c. maximum horizontal spacing; 2.67 square feet maximum area supported (wind > 30 psf and SDC C or D, maximum area = 2 square feet) (R703.7.4.1) /V/1!7 Flashing (R703.7.5 and R703.8) /"*� / R Exterior insulation and finish systems (R703.9) IVIA Fiber cement siding(R703.10) !V 4 Vinyl siding (R703.11) ROOF -CEILING CONSTRUCTION (Chapter 8) GENER R801) esign (R801.2 and R801.3) Component and cladding wind loads [Table R301.2(2)] ROOF FRAMING (R802) Fire -retardant -treated wood (R802.1.3) /l Framing details (R802.3) .Al Collar ties (4' o.c., in upper third of attic) Al (R802.3,1) Purlins (2" x 4" at 4' o.c. minimum) (Figure R802.5.1, R802.5.1) //✓y%l Bearing (R802.6) 4�5.6' Cutting and notching (R802.7) /III Engineered wood products (R802.7.2) 1-',` Lateral support and bridging (R802.8) °4 ;f Framing of openings (R802.9) Wood trusses (R802.10) 1 "p1' Roof tie -down (R802.11) CEILING JOISTS [Tables R802.4(1), R802.4(2)] 4 Without attic storage, LL = 10psf With attic storage LL = 20psf Spacing Species Grade Span Size RAFTERS [Tables R802.5.1(1) - R802.5.1(8)] Ground snow load/LL = 20psf Controlling design (LL or snow) t;eiling not attached/ceiling attached Spacing Species Grade Span Size He/HR; Adjustment factor ROO rage (R803.2) rade ickness �TW allowable stresses/grading Allowable spans [Table R503.2.1.1(1)] N549 Installation (R803.2.3) 0 ROOF CEILING CONSTRUCTION (cont'd.) STEEL ROOF FRAMING (R804) Roof construction (R804.3) General (R804.1) Roof tie -down (R804.3.9) Structural framing (R804.2) ROOF VENTILATION (R806) Material (R804.2.1) d/Ventilation requirements (R806.1-R806.4) Identification (R804.2.2) ATT,ICESS (R807) Corrosion protection (R804.2.3)' Access requirements (807.1) Fastening (R804.2.4) ROOF ASSEMBLIES (Chapter 9) ROOF C SIFICATION (R902) Roof covering materials (R902.1) WEATHER PROTECTION (R903) JILJP Flashing (R903.2) 1v /P Coping (R903.3) Roof drainage (R903.4) Hail exposure (R903.5) MATERIAL-(R904) y/ Compatibility; specifications; physical characteristics; identification (R904.2 R904.4) REQUIREMENTS FOR ROOF COVERINGS (R905) N/ Slate and slate -type shingles (R905.6) N fA Wood shingles (R905.7) Wood shakes (R905.8) Built-up roofs (R905.9) Metal roof panels (R905.10) 1- 1+ Modified bitumen roofing (R905.11) ,N 64 Thermoset single -ply roofing (R905.12) N f Thermoplastic single -ply roofing (R905.13) Sprayed polyurethane foam roofing (R905.14) /V } Liquid -applied coatings (R905.15) ROOF INSULATION (R906) General (R906.1) !✓ a Asphalt shingles (R905 2) BEEMEING is D7) 0''(A Clay and concrete tile (R905.3) Materials and methods (R9071) ✓� 14 Metal roof shingles (R905.4) � Structural support (R907.2) A/ 1-4 Mineral -surfaced roll roofing (R905.5) Recover vs replace (R907.3) CHIMNEYS AND FIREPLACES (Chapter 10) MASONRY FIREPLACES (R1001) Construction (Figure R1001.1 and Table R1001.1) /�tSDC D reinforcing/anchorage (R1001.3 and R1001.4) Flrebox walls and dimensions (R1001.5 and R1001.6) Steel fireplace units (R1001.5.1) Lintel (noncombustible) (R1001.7) Hearth extension material (R1001.9) Hearth extension (R1001.10) Fireplace clearance (R1001.11) Fireblocking (R1001.12) MASONRY CHIMNEYS (R1003) Construction (Table 1.1, R1003.2, R1003.3, and Figure re R1001.1) Corbeling (R1003.5) Qe11 CHlimicEYS AND FIREPLACES (cont'd.) Changes in dimension (R1003.6) Chimney clearance (R1003.18) .Additional load (R1003.8) Fireblocking (R1003.19) Termination (R1003.9) Chimney crickets (R1003.20) Spark arrestors (R1003.9.1) FACTORY -BUILT FIREPLACES (R1004) Wall thickness; > 4" (R1003.10) Listed and labeled (R1004.1) F e lining - material/installation (R1003.11 Installation (R1004.2) and R1003.12) Multiple flues (R1003.13) FACTORY -BUILT CHIMNEYS (R1005) Flue area (appliance) (R1003.14) Flue area (masonry fireplace) (R1003.15) Inlet (R1003.16) Cleanout opening (R1003.17) Listed and labeled (R1005.1) Installation (R1005.3 and R1005.4) ��EXTERIOR AIR SUPPLY (R1006) P Intake size (R1006.2, R1006.4) ENERGY EFFICIENCY* Zildin r 11) Compliance; material and equipmentg envelope (N1102) _z(N1101.2, N1101.3) climate zone (Table N1101.2) Mechanical systems (N1103) 'See energy conservation plan review record MECHANICAL (Chapters 12-23) 6y5f Appliance labeling (M1302, M1303) N ppliance installation (M1307) cooling equipment; heating g load calculations (Chapter 14) Exhaust systems (Chapter 15) Duct systems (Chapter 16) A"' �A Combustion air (Chapter 17) Chimney and vent location and terminations (Chapter 10 and Chapter 18) Boilers/water heaters (Chapter 20) %'' 44 Hydronic piping (Chapter 21) /V el. Special piping and storage systems (Chapter22) �Q Solar systems (Chapter 23) Penetrations of fire -resistance rated assem- blies (R302.4, R302.5) FUEL GAS (Chapter 24) Application (G2401,1) Clearances (G2409) General regulations (G2404) % r Electrical and electrical bonding (G2410, G2411) Appliance location (G2406) Pipe sizing (G2413) Air requirements (G2407) Installation (G2408) Piping materials (G2414) 10- FUEL GAS (cont'd) Piping installation (G2415 and G2419) Venting (G2426 7 G2429) / -,�� � Piping support (G2418 and G2424) Misc appliances (G2423, G2425, G2430IIV- � / 1 ' � Valves, controls, connections (G2420, G2421 G2453) and G2422) PLUMBING (Chapters 25-33) Water service location and depth (P2603, Sprinkler coverage P2604) (P2904.2.4) l,6�Sanitary and storm sewer location and depth Piping materials (P2904.3) (P2603, P2604) /'I' r� Flow rates (P2904.4.1, Piping support (Table P2605.1) P2904.4.2) %A� 5 o Listed plastic materials (P2608) Water supply capacity / N5 P Plumbing fixtures (Chapter 27) (P2904.5.2) /4"-1 ?� Water heater size and location (Chapter 28) N f Water supply and distribution system design JJ and calculations (Chapter29) r% Dwelling unit fire sprinkler systems (P2904) NFPA 13D system (P2904.1) / Temperature rating / lV/ (P2904.2.1, P2904.2.2) Freezing protection (P2904.2.3) Pipe sizing (P2904.6) Drain, waste and vent pipe sizing and riser diagram (P3004, P3005, Chapter 31) 1,4, Sumps and ejectors (P3007) r� Backwater valves (P3008) ltviP Fixture traps (P3201) ✓'" (A Storm drainage (Chapter33) I t-ftf Penetrations of fire -resistance rated assem- blies (R302.4, R302.5) ELECTRICAL (Chapters 34-43) Penetrations of fire -resistance rated assem- /✓VS% Wiring methods (Chapter 38) blies (E3402.2) % �'S/' Required lighting and receptacle outlets NS ldgted and labeled materials (E3403) (E3901, E3903) �rvice equipment and location (E3405, E3601, E3606) size and load calculations (E3602) e fault current (E3606) grounding (E3607) f 4equired branch circuits (E3703) Feeder requirements and load calculations (E3704) /NSA Ground -fault and arc -fault circuit -interrupter protection (E3902) Uf Devices and lighting fixtures (Chapter 40) Appliance installation (Chapter41) 01- Swimming pools (Chapter42) %mot% Class 2 remote -control, signaling and power -lim- ited circuits (Chapter 43) MANUFACTURED HOUSING USED AS DWELLINGS (Appendix E) Provisions adopted (R102.5) / L r Compliance with Appendix E verified -11- RADO 6ONTROL MEASURES (Appendix r)' Provisions adopted (R102.5) Compliance with Appendix F verified SWIMMING POOLS, SPAS AND HOT TUBS (Appendix G) Provisions adopted (R102.5) Compliance with Appendix G ve ified Pfifrio DOVE S (Appendix H) Provisions adopted (R102.5) PRIVY Provisions adopted G BUILDING Provisions adopted�R102.5) SOUND TRANAIV It Provisions ado ed (R102.5) t', H verified DISPOSAL (Appendix 1) Compliance uyfth Appendix I verified, 91 ix K) Complialle with Appendix K verified Provisions adopted (R102.5) Compliance with Appendix M verified -112- RE: M11364 - 70' Royal with 2 car garage MiTek USA, Inc. Site Information: 6904 Parke East Blvd. Tampa, FL33sio-4115 Customer Info: Wynne Project Name: M11364 Model: Lot/Block: Subdivision: Address: unknown City: St. Lucie County 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: FBC2010/TP12007 Design Program: MiTek 20120 7.6 Wind Code: ASCE 7-10 [All Heigh][I Wind Speed: 165 mph Roof Load: 37.0 psf Floor Load: N/A psf This package includes 21 individual, dated Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61 G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Seal# Truss Name Date No. I Seal# Truss Name I Date 1 T6952247 JA 3/30/015 18 IT6952264 IKJb 3/30/015 2 T69 3/30/015 19IT6 /30l0 T6249 952 A2 T9226 MV2 315 0l0153 4 T6952250 A3 3/30/015 21 T6952267 MV4 3/30/015 5 T6952251 A4 3/30/015 1 6 T6152212 ATA 3131/016 7 iT6952253 BHA 3/30/015 8 1 T6952254 D 3/30l015 9 I T6952255 I D1 3/30/015 10 T6952256 GRA 3/30/015 11 T6952257 GRD 3/30/015 12 T6952258 1,11 3/30/015 13 T6952259 1,13 3/30/015 14 T6952260 JJ5 3/30/015 15 T6952261 J7 3/30/015 16 T6952262 JB 3/30/015 17 T6952263 JX 3/30/015 The truss drawing(s) referenced above have been prepared by MiTek Industries, Inc. under my direct supervision based on the parameters provided by Chambers Truss. Truss Design Engineer's Name: Velez, Joaquin My license renewal date for the state of Florida is February 28, 2017. IMPORTANT NOTE: Truss Engineer's responsibility is solely for design of individual trusses based upon design parameters shown on referenced truss drawings. Parameters have not been verified as appropriate for any use. Any location identification specified is for file reference only and has not been used in preparing design. Suitability of truss designs for any particular building is the responsibility of the building designer, not the Truss Engineer, per ANSI/TPI-1, Chapter 2. OQ4U... u.... #68182 STATE OF .' 44/Z <G . �ONA� % FL Cert. 6634 March 30,2015 9`Zl7>5 Velez, Joaquin 1 of 1 Job Truss truss type uty Fly 7d Royal wAh 2 car garage T6B6224] Mtti64 A HIP 1 1 Job Reference tional Chambers Truss, Fort Pierce. FL 1-0 6-7-16 10-0 67-15 3d-1 4. DO 12 7.610 a Jan 162015 NUTek Inductees. Inc. Mon Mar 3o This truss is NOT symmetric. Proper orientation is essential. 4xB = 2x3 11 4x4 = 3x4 = 4 22 5 6 23 7 Scale = 1:61.8 4 6xS 11 _ 3x5 = 3x4 = 3x6 = 3x6 = 3x8 = 3x4 = LOAOING(psi) SPACING- 2-0-0 CSI. DEFL in (lot) Vdefl Utl PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.25 Vert(LL) -0.15 11-13 >999 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.47 Vert(TL) -0.39 11-13 >623 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.82 Hoa(TL) 0.02 9 n/a n/a BCDL 10.0 Code FBC20107TP12007 (Matrix-M) Weight: 160 lb FT=O% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid telling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabllizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2=440/0.8-0, 13=1585/0-8-0, 9=674/0-8-0 Max Holz 2=107(LC 7) Max Uplitl2_ 295(LC 8), 13=-922(LC 8), 9= 433(LC 8) Max Gmv2=474(LC 17), 13=1585(LC 1). 9=695(LC 18) FORCES. (Ib) - Max Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1086/378, 4-22=-372/760, 5-22=-372/760, 5-6=-372/760, 6-23= 755/447, 7-23=-755/447, 7-8= 831/450, 8-9=-1266/661 BOT CHORD 2-15=-413/1209, 12-13— 37/281, 11-12=-37/281, 9-11= 595/1351 WEBS 3-15=-374/348, 4-15=1441344, 4-13=-905/526, 5-13=297/263, 6.13=-1137/728, 6-11= 260/613, 8-11=-350/339 NOTES- 1) Unbalanced roof liveconsidered 11; 2) Wind: ASCE7-10; Vulta165mph (3- econdgust) Vasd=128mph; TCDL=4.2pst; BCDL=3.Opsf; 11=151C B=7011; L=3511; eave=5ft; Cat. ,%\�%ta�I ��F Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 ,%� OP. •,.. • •.. Imo' ENS'•. 3) Provide adequate drainage to prevent water pending. ,� ' .•'�(', V F '•• �� 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcunent with any other live loads. . 5 - This truss has been designed for a live load of 20.0 sf on the bottom chord in all areas where a rectangle 3-6-0 tall b 2-0-0 wide will g y N 66182 • •' fit between the bottom chord and any other members. * * �_ 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 295 lb uplift at Joint 2, 922 lb uplift at joint l- ; antl 4331b uplift at joint 9. 7) "Semi-dgid pitchbreaks including heels" Member end fixity model was used In the analysis and design of this truss. — •fl ; �'. T �rnn1N`� FL Cert. 663 March 30,2015 ®WARNING- Verflydesfgaparsmstsrsend READ NOTES ON TNISANOINCLUOEOMREKREFERANCEPAGEMII.7473re, OP WO15BEFOREUSE Design valid for use onlywllh MBek connectors. this design Is based only upon porametersshown, and Is for an Intllvdual buldillg component. Dal' Applicability of design pars ameteand proper Incolporolim of component Is responslMllty of bullding designer- not buss designer. Bradrsg shown Applicability N for lateral sure wn of Individual web members only. Additional lemporary bracing to frame stablIlly during construction Is the resporco llllty of the MiTek erector. Motional Ineimonent bracing aline, overall structure Is the responsibility of the building designer. Forgenerat guidance regarding foMicallon. quality Central, storage, delivery. em8on and brodng, consult ANSI/TPll Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Salary Information avaloute from Tnas Rate Institute, 761 N. We Street. Suite 312. Alexandria. VA 2231A. 'temps, FL 33610 Truss fuss type ty TO- Royal wall 2 car garage T69522d8 1,4114164 Al SPECIAL 1 1 Job Reference (optional) Chancom Truss. For Pierce, FL .__. .__ _ _ .... MIMI Scale= 262.9 5x6 = 5AI = 3x4 = 13 12 3x4 = 3x6 O 3x4 = 5x6 — 2.00 FIT 3x12 C LOADING(pso TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2010/TPI2007 CSL TC 0.93 BC 0.93 W B 0.80 (Matrix-M) DEFL. In (too) Well Ud Vert(LL) 0.68 10 >621 360 Vert(TL)-1.1411-12 >368 240 Horz(TL) 0.40 8 n1a Na PLATES GRIP MT20 244/190 MT18HS 244/190 Weight., 154111 FT=O% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be Installed during buss erection, In accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2=1362/0-8-0, 8=1336/0-8-0 Max Horz2=126(LC 7) Max Uplift2=-831(LC 8), 8=-819(LC 8) FORCES. (Ib) - Max. CompJMaz. Ten. -All [areas 250 (lb) or less except when shown. TOP CHORD 2-3=-3154/1861, 3-4=-2911/1716, 4-20= 2634/1614, 5-20=2634/1614, 5-21=-3771/2177, 6-21=-3771/2177,6-7=-5230/2979, 7-8=-5525/3138 BOT CHORD 2-13=-1658/2941, 12-13=-1281/2446, 11-12=-1733/3241, 10-11=-1955/3831, 8-10=-2881/5252 WEBS 3-13=-314/328,4-13=-211/435, 4-12=-133/435, 5-12= 894/551, 5-11=-2457701, 6-11=-293/184, 6-10= 119912107, 7-10=858/361 NOTES- 1) Unbalanced s have been considered for this design. 2) Wind ASCEr7-10; Vultoof live ad165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Ops1; h=15ft; B=7011; L=351t; eave=51t; Cat. II; ♦`````Qu N r'V ���I,, Exp C; EncL. GCpI=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 ♦♦� gyp. ••.... • P��, i,� 3) Provide adequate drainage to prevent water ponding. ♦ : 'VG E N S'• �, 4) All plates are MT20 plates unless otherwise indicated. ♦` V F•••. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcunent with any other live loads. N 68182 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 Jolnt(s) 8 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity= of bearing surface. •t7 : a' 8) Provide mechanical Connection (by others) of truss to bearing plate capable of withstanding 831 lb uplift at joint 2 and 819lb uplift at T O F joint 8. 9) J Semi-dgld pitchbreaks Including heels" Member end fixity model was used In the analysis and design of this truss. 0 • ••� 1 O P: ��,♦� % III N FL FL Cert. 6634 March 30,2015 A WARNING. vorifydesign Perimeters end READ NOTES ON THISANO INCLUDED MREKREFERANCEFAGSMII-74M rev. 0V16/201SSEFORE USE. R Design vaikl for use oNy With MRek connectors. This design is based only upon parameters shove, and is for an lncrAduai bulldng component. Applicability of design parameters and proper lncoiporallon ofcomponent k responsolilty, of bulldlrng designer -not mas designer. Bracing shown Is for lateral support offlarvidual web members only. AdditionaltempororyMacingtolnsuresfab111lyduNlgconstmotbnlSlhereWrdblllltyotttle MiTek' erector Methanol permanent bracing of the overall structure is the responsibility of me bustling designer. For general guidance regarding fabroatton quality control. storage, delivery, erection and bracing. consult ANSVTPI I Quollly Criteria, D58.69 and SCSI Building Component 6904 Parke East BNd. Safely Information avolable from Tess Nate Institute. 781 N. Lee Street Suite 312 Alexondrkr VA 22314. Tampa, FL 33610 Job Truss Truss I ype aty My 70' Royal whh 2 car garage T6952249 M11264 A2 SPECIAL 1 1 Job Reference o tional Chamber5Truis, Fort Pierce, FL 7.610 a Jan 162015 M11ax manicures, Inc. man Mar so 10.40:242015 Vagel ID:OLulzpi0?_SmS_JUbP6Bg> FJ41-y4JKWXRCUOxSrriULWBax2taBOBrlKt?jFG2zVnYb 1-0 B-11-1515 ] 14-0-0 21-0-0 2F1-2 —5 O 0-0 -0 8-11-5-0.1 4}O 5-1-2 8-10.14 AT 4x5 = 4am Sx8 = Scale = 1:62.9 11 "' 2x3 11 5xl2 — 3x12 = 3x6 i 2.00 12 8-11-15s I 14-s-0 24r 35-0-0 ' 8-11-159-1 &941 10-5A Plate Offsets MY)-- 12:0-3-14 0-1-81 (5:0-4-0 0-2-31 17:0-1-15 Edael LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.81 Vert(LL) 0.68 9 >618 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.89 Vert(TL) -1.43 9-10 >293 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES W B 1.00 Horz(TL) 0.40 7 n/a n1a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight: 151 lb FT=O% LUMBER - TOP CHORD 2x4 SP M30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 *Except* 5-9: 2x4 SP M 30 REACTIONS. (lb/size) 2=1366/0-8-0, 7=1332/0-8-0 Max Horz2=146(LC 7) Max Upllft2=-835(LC 8), 7=814(LC 8) BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 4-3-0 Go bracing. MiTek recommends that Stabilizers and required cross bracing be Installed during truss erection, in accordance with Stabilizer Installation uide. FORCES. (Ib) - Max. Corrp./Max. Ten. - All forces 250 (ib) or less except when shown. TOP CHORD 2-3=2985/1701, 3-4=-2373/1431, 4-5=-2273/1421, 5-6=-5207/2930, 6-7=-5549/3139 BOT CHORD 2-11=-1646/2855, 10-11=-1477/2760, 9-10=-1505/2927, 7-9=-2885/5280 WEBS 3-11=0/259, 3-10=-644/431, 4-10=-185/461, 5-10=-816/445, 5-9= 1381/2679, 6-9=-390/400 NOTES- 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10; Vu1t=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsh h=15fh, B=701t; L=35ft; eave=511t; Cat. II; Exp C; Encl., GCpl=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 11111111111111 11I, 3) Provide adequate drainage to prevent water ponding. Qu I N V �zF 4) All plates are MT20 plates unless otherwise indicated. This truss has been designed for 10.0 bottom live load nonconcurrent with any other live leads. .%%* OP. � •.. .* `%% • • E N 5) a list chord has been designed for load 20.0psf the bottom in 3-6-0 tall by 2-0-0 wide will ,� ' ,•'� G 5' �� •' �. Fes'•, �� 6)*This truss alive of on chord all areas where a rectangle lit between the bottom chord and any other members. N 68182 7) Bearing at Jolnt(s) 7 considers parallel to grain value using ANSlrrPI 1 angle to grain formula. Building designer should verity capacity ; of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 835 lb uplift at Joint 2 and 814 lb uplift at = — Joint 7. C 9) "Semi -rigid pitchbreaks including.heels" Member end fixity model was used in the analysis and design of this truss. T O F .10. •ST 1•p P %� FL Cert. 6634 March 30,2015 0 WARNING- Verllydeslgn parametem and READ NOTES ON THIS AMC INCLUDED MIrEKREFERANCEPAGEMII-7473 rev. O2/1N2O1SBEFORE USE Design valid for use orly with MOek connectors. This design is board only upon parameters shown, and is for an lndlNdual MOW component. Appllcablity, of design parameters and proper hoorporaffon of component is rmponsllArty of Wilding desl9ner -not truss designer, Brocing shown Is for lateral support oflntlMduai web members only. Addltlon temporaryMmIngtolnmrestabBltydulingconslsucllonlsiheresponslblllityofthe MiTek' urdonce renang erecfor. Adciltlonal permanent brOclag of the overall structure Is the res nabl111y of Ithe bu0ding designer. For general grenaming faWlcollort quality control, storage. delivery, erection and brac6lg-consult ANSIpP1l Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke Easl Blvd. Safety Information avaDabie from Tms Rate Institute, 781 N. Lee Streel. Suite 312. Alexandre, VA?2314. Tampa, FL 33610 Job russ truss type Uty Fly 70'Royalwth2cargarege T6952250 MlIW4 A3 SPECIAL 1 1 Job Reference o tonal Chambers Truss. Pon Pierce, FL ].610 sJan 162015 t4Tek lndusines, Ina Mon Mar SO 10:40:252015 PBBet ID:OLulzpiQ?_SmS_JUbP6BgtzFJ4j-S?dhxsY3z?RFYCLu221ggoTjCLTB W KjTNSWVzVnVa 1-0 8-0-10 16-0-0 19-0-0 2a-13 3S'" a- 8-0-10 ]-116 3-0-0 ]-13 8-10.13 Scale: 3/16'=T 4.00 12 416 = 5%8 = 13 ax4 = 2x3 II 5x6 = 3x12 3x6 = 2.00 12 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TOLL 20.0 Plate Grp DOL 1.29 TC 0.89 Vert(L-) 0.72 10 >583 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.92 Vert(TL)-1.1710-19 >358 240 MT18HS 2441190 BOLL 0.0 ' Rep Stress Incr YES INS 0.86 Horz(TL) 0.41 8 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Weight: 161111 FT=O% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 *Except* TOP CHORD Structural wood sheathing directly applied. 5-7: 2x4 SP M 31 SOT CHORD Rigid calling directly applied or 2-2-0 oc bracing. BOT CHORD 2x4 SP M 30 MiTek recommends that Stabilizers and required cross bracing WEBS 2x4 SP No.3 *Except* be Installed during truss erection, In accordance with Stabilizer 5-10: 2x4 SP M 30 Installation oulde. OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 2=1363/0-8-0, 8=1335/0-8-0 Max Horz2=165(LC 7) Max Uplil12=-833(LC 8). 8=817(LC 8) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3113/1785, 3-4=-2339/1400, 4-5=2371/1488, 5-6=-5196/2948, 6-7=-5457/3199, 7-8=-5590/3199 BOT CHORD 2-13= 157212895, 12-13=-1574/2890, 11-12=-1065/2174, 10-11=117712419, 8-10— 2945/5318 WEBS 3-13=0/284, 3,12=-824/565, 4-11 _ 202/541, 5-11=-400/209, 5-10=-1636/2998, 6-10= 484/484 NOTES - Unbalanced root live loads have been considered for this design. (D.0 N 2) Wlnd: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ih B=70ft; L=35ff; eave=5fl; Cat. II; ,�% OP:•• In, E N • �F �e Exp C; Encl., GCpl=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 ... ��,� SF• .� 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise indicated. N 68182 5) This truss has been designed for a 10.0 pat bottom chard live load nonconcurent with any other live loads. 6)' This truss has been designed for alive load of 20.0psf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will = fll between the bottom chord and any other members. 7) Bearing at jolnl(s) 8 considers parallel to grain value using ANSVTPI i angle to grain formula. Building designer should verify capacity T O F :•� of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 833 to uplift at joint 2 and 817 lb uplift at ��� ,•T Q.. ��� joint 8. ♦ �Q.•'' �� 9) "Semi -rigid pitchbreaks Including heels" Member end fixity model was used In the analysis and design of this truss. 4' FL Cert. 6634 March 30,2015 O WARNING - Vedtydeslgn parnmetere end READ NOTES ON THIS ANO INCLU06D MITEKREFERANCEPAGE MII.747J rev. uVIa/20ISSEFORE USE ■■■ Design valid far use onlywlth Mffek connectors. This design h based only upon Parameters shown, and Is for an Individual buHatng component. ApplicabIlty of design pammetersand (roper Incomoratlon of component Is responslbOlty of bulldhg designer - not tuns designer. Bracing sl own Is for lateral supped of Individual web members only. Additional temporary bracing to Insure stabNltyduiing construction Is the respondb&Iliy of the WOWerector. Addl Ilalal pemianenf bracing of the overall structure Is the respondWllty of the bu9dOg desgrer. For general gWdarice regartlhg fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI I Quality Criteria, DSB-89 and Best Building Component 004 Parke East BNd. Safety Information avafable from tuss Rate Institute. 781 N. Lee Sheet Sutra 312 AlexmxNa. VA 22314. Tanya, FL 33510 Job I russ Truss type cry Pry TO- Royal with 2car garage 16952251 Mllida A4 SPECIAL 16 1 Job Reference(optional) Chambers Truss, Fon Pierce, FL 7.610sJanl62015MITekhdastrr88,Inc. Mon �1 d 4.00 F12 5x8 = Seale= 1:61.8 13 as II ties3x12 3x6 � 2.00r12 LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) Well Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TO 0.80 Ved(LL) 0.78 11 >537 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.90 Vorl -1.61 11-12 >261 240 MT18HS 244/190 BOLL 0.0 ' Rep Stress Incr YES WB 0.80 HOrz(TL) 0.43 9 n/a rda BCDL 10.0 Code FBC2010rRP12007 (Matrix-M) Weight: 153 lb FT=0% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 *Except* TOP CHORD Structural mod sheathing directly applied or 2-2-0 oc puffins. 5-7: 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 4-2-7 oc bracing. BOTCHORD 2x4 SP M30 WEBS 1Row at midpt 5-11 WEBS 2x4 SP No.3 -Except' MiTek recommends that Stabilizers and required cross bracing 5-11: 2x4 SP M 30 be Installed during truss erection, In accordance with Stabilizer Installatlon aulde. REACTIONS. (Ib/size) 2=1363/0-8-0, 9=1335/0-8-0 Max Horz2=-179(LC 6) Max Uplifl2=-833(LC 8), 9=-817(LC 8) FORCES. (lb) - Max Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-3092/1791, 3-4_ 2331/1366, 4-5=-2249/1388, 5-6=-5319/3083, 6-7=-5228/2966, 7-8=-5271/2965, 8.9=-5609/3202 BOT CHORD 2-13=-1577/2874, 12-13� 1577/2874, 12-20=-1017/2069, 20-21=-1013/2078, 11-21=-1009/2091, 9-11=-2953/5339 WEBS 3-13=01255, 3-12=.853/609, 5-12=-56/334, 5-11=-1895/3433. 6-1 1=-320/31 1. 8-11=-305/296 TES- 1) Unbalanced roof live loads have been considered for this design. ����I of 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psC BCDL=3.Opsf; h=1Sit; B=70ff; L=35fg eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18: MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 ,��'�,•'�G ENS •• F� rr 3) All plates are MT20 plates unless otherwise Indicated. •• V F•�•. rr 4) This truss has been designed for a 10.0 lost bottom chord live load nonconcurrent with any other live loads. Z N 681 82 r 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.Opsf. 6) Bearing at Joint(s) 9 considers parallel to grain value using ANSUTP11 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 833 Ib uplift at joint 2 and 817 Ib,uplift at 9 '•• T O F Joint 9. r Q r 8) "Semi -rigid pitchbreaks Including heels" Member end fixity model was used in the analysis and design of this truss. rr� • •, 1 O Q;: ��,�� FL Cert. 6634 March 30,2015 ® wARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANOE PAGE Mll-74M roy. 02/164?0f s BEFORE USE. ■ Design void form onlywith Milek connectors. This design is based only upon parameters shown and Is for an hchAdual burlding component. �Q Appik-ablllty of dedgn parameters and proper Incotporatlon of componenf Is responsb rY of building designer -not truss designer. Bracing shown ■` Is for lateral support of hdivldual web members only. Additional temporary bracing to Insure stability during constimlbn Is the responsbllllty of the MiTek' erector. Addiffonal permanent bracing of the ns overall struclum Is the respobillry of the balding designer. For general guidance recording faWlcatlon.gWityconhoLstaoge.delNery.e.Umar bradng.corwAt ANSIFTPII Quality Calorie,DSB-89 and BC5l Building Component 6904 Parke East Slid. Salary Informatlon avaDable from Tare Rate Imlltule. 781 N. Lee Street. Sulte 312. Alexandria. VA 22314. Tarry., FL 32610 Job russ Ituss type Cry Ply 70'Rcyalwilh2car9amge T6952252 M11264 ATA ROOFTRUSS 8 1 Job Reference (optional) Scale=1:60.8 4.00 12 44 = 17 — 15 14 "' 12 4x5 = 2x3 11 4x6 = ass = 2x3 11 4x5 axe = 4x6 = LOADING(psf) TCLL 20.0 TOOL 7.0 BOLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress [nor YES Code FBC2010/rP12007 CS]. TO 0.38 BC 0.54 WE 0.47 (Matrix-M) DEFL in (too) Well Ud Ven(LL) 0.29 14-15 >999 360 Vert(TL) -0.74 14-15 >565 240 Horz(TL) 0.15 10 n/a rVa PLATES GRIP MT20 244/190 Weight: 166 lb FT=O% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-8-15 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-3-10 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bmcing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2=1399/0-8-0, 10=1399/0-8-0 Max Horz2=179(LC 7) Max Uplifl2=-775(LC 8), 10_ 775(LC 8) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (11b) or less except when shown. TOP CHORD 2-3=J757/1570, 3-4= 2665/1326, 4-5= 2594/1337, 5-24=-2667/1402, 6-24=-2617/1425, 6-25=-2617/1425, 7-25=-2667/1402, 7-8= 2594/1337, 8-9=-2665/1326, 9-10=-3157/1570 BOT CHORD 2-17_ 1360/2929, 16-17=-1360/2929, 15-16=1360/2929, 15-26=-744/1961, 26-27=-74411961,14-27— 744/1961,13-14=-1360/2929,12-13=-1360/2929, 10-12= 1360/2929 WEBS 6-14=454/918, 7-14=-258/191, 9-14=-539/400, 6-15=-454/918, 5.15=-258/191, 3-15=-539/400 NOTES - Unbalanced 111 2) Wind: roof live loads have been (3-second Vasd this design. TCDL=4.2psh BCDL=3.Opsh h=15ft; B=70ft; L=35ft; eave--511; Cat. II; ,`���TaU 1 N IIV ������ Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 ,�� OP. •U F�� � 3) 100.Olb AC unit load placed on the top chord, 17-6-0 from left end, supported at two points, 5-0.0 apart. `� '� (✓ ENS •• � e 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads.F•••• 5) • This truss has been designed for a live load of 20.OIsf 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 775 Ib uplift at joint 2 and 775 1b uplift at joint 10. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used In the analysis and design of this truss. FL Cert. 6634 March 30,2015 ®WARNING -Ved7y designparameterc and READ NOTES ON THIS AND INCLUDED MmFKREFERANCE PAGEMIA74"rev. O2 MOISBEFOREUSE Design valid for Use only with MiTek connectors. This design 6 based only upon Imameters shown. and Is for an individual building comfxonent �• Appiicab98y, of design parameters and proper Incorporation of component Is resporuiblity of building designer -not Truss designer. Bracing shown Is for lateral support oflndNldual web members only. Mcifflonal temporary bracing to Insure stability during construction is the respon.9dlllry of the Welk' erector. Additional Permanent bracing of the overall structure Is the respomibllity, of the Wrong designer. for general guidance regarding fabAcation. quality control, storage, delivery, erection and bracing. consult ANSIITPI I Quality CrgeAa, DSB-89 and BC5l Building Component 6904 Parka 9.1 Blvd. safety Information available from Truss Plate actUe. 781 N. Lee Sheet Sulte 312 Alexandrka VA 223ht Tenpa, FL 33610 Job Truss russ I ype Uty 70' Royal wdh 2 car garage T6952253 Mil Vul BHA BOSTON HIP 1 IPly 1 Job Refererca o lional Ghaotare[Nsa, Far! Fla.., H. ..o,osann,oco,a,nnennuunn,ca, mc. M... n., w i.4..;2.,...oa. ID:yDOdW MWeu991iJ70SDveiFylR5hdaJgAuayGwpgP44TjArXlQ5HhBZ77oxwachTPpzVnYX 1550 21-6-0 1 9-60 11b-0 136-01 D 17-6-0 19-60 21-DO 2350 254i-0 3540 -DO 9.60 2.00 240 a 1b0 2A 2A0 1G0 2-DO 2-D-0 9.6.0 -0-0 Scale: 3116•=1' (+) Top chord must be braced by end jacks, roof diaphragm, or properly connected 4.00 12 45 = purlins as shown. axe = 12 14 17 35 — 33 32 -' 30 46 = 3xe = 3x4 = 4x6 4x5 = 14-0-0 7- O 114.0-0 LOADING(psQ SPACING- 2-0-0 CS]. DEFL. in (too) Wall Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.69 Vert(L-) 0.48 32-33 >875 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.59 Vert(fL) -0.79 32-33 >534 240 BOLL ao ' Rep Stress Incr NO WB 0.38 Horz(TL) 0.17 28 RIG n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Weight: 208 lb FT=0 LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directlyapplied or 3-10-8 or. purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid telling directly applied or 5-6-3 or. bracing. WEBS 2x4 SP No.3 JOINTS 1 Brace at Jt(s): 11, 19, 15, 23, 7 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, In accordance with Stabilizer installation oulde. REACTIONS. (lb/size) 2=13491".0, 28=1349f0-8-0 Max Horz2=-179(LC 6) Max Uplifl2= 825(LC 8), 28-825(LC 8) FORCES. (Ib) - Max. Comp./Max. Ten. -AII forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-3169/1801, 3-4=-11761631, 4-6=1123/627, 6-8= 11061631, 8-9-1110/655, 9-12=-1090/690,12-14=-10941733,14-17=.10931733,17-20-1090/690, 20-22=1110/655, 22-24— 1106/631, 24-26=-1123/627, 26-27=-1176/631, 27-28-3170/1802, 3-5-2261/1428,5-7=-2265/1432,7-10=-2265/1432, 10-11-2265/1432, 11-13-2265/1432,13-15=-2265/1432,15-16=-2265/1432, 16-18=-2265/1432, 18-19=-2265/1432,19-21-2256/1429,21-23=-2256/1429, 23-25=-2256/1429, 25-27=-2252/1426 BOT CHORD 2-35=-1596/2956, 34-35— 1605/2940, 33-34=-1605/2940, 32-33— 1794/3305, 0. 1.1 WEBS 3 33=-206/40/891933=3368/465, 27-32 2203/393,14295-277/426 ��,tGOI N f t V,c .1� NOTES �.`���P'.GENS•<���'i 1) Unbalanced roof live leads have been considered for this design. V F�•'. �� 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=12Bmph; TCDL--4.2psf; BCDL=3.Opst, h=151t; B=701I; L=35ft, eave=5ft; Cal II; Exp C; Encl.. GCpl=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 = * N 68182 3) Provide adequate drainage to prevent water pending. 4) All plates are 2x3 MT20 unless otherwise Indicated. - 5) This truss has been designed for a 10.0 pst bottom chord live load nonconcurrenl with any other live loads. 7 : X 6) • This truss has been designed for a live toad of 20.0psl on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will T O F fit between the bottom chord and any other members. 000. 4 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 825111 uplift at joint 2 and 8251b uplift at •,T P,: ��` joint 28. �i ��•'` \ �� 8) "Semi -rigid pitchbreaks Including heels' Member end fixity model was used in the analysis and design of this truss. �i� SS • • ,. 9) Graphical purlin representation does not depict the size or the orientation of the puffin along the top and/or bottom chord. I�7 /t N FL Cert. 6634 March 30,2015 Q WARNING.Verlrydosrgo paTamefera and READ NOTES ON n1ISANDINCLUDED MITEKREFERANCEPAGEMIA7473 rev. 02M6201SBEFORE USE R Desna valld for use onlywlih MBek connectors, This design is based only upon parameters Mom. and is for an lndlNduol buildng component. Applbalu lly of tleslgn paramelers and proper Incoiporaflon of component 6 respordhiiiy of building designer -not truss designer. Bracing shown Is for lateral support of lndlvltlual web members only. Mclillonal temporary bracing to hsure stabslty doing constmc8on is The responslbllllty of the MiTek' erector. Add9orwl permanent brachxl of the Overdl structure Is the responsibility of the busding designer. For Donald guidance regarding fabdcalioo, quallly control, storage, delivery. election and bracing, consult ANSIRPII Quality Criteria, D5B.89 and Bost Building Component 6904 Parke East Blvd. Safety Infonnallon avabable from Truss Male Institute. 781 N. Lee Shaer, Suite 312. Alexandria VA 22314. Taapa, FL 33610 Job tuss russ ype 70' Royal with 2 car garage T6952254 M11264 D COMMON 2 1 Job Reference (optional) Chambers Truss, Foa Pierce, FL 7.619 s Jan 16201664 I ex inducers,Inc. Mon Mar 30 10:40:29 2015 Pagel ID:yDOdWMWeug91'D70SDveiFyiR5h-LmtCNEba1Exhl EffHuNmreeZcb?1ftsJ03pG00%GzVnYW 7-2-0 3x4 = 4x5 = 2X3 11 Scale=1:25.5 3x4 = 7-2-0 72-0 LOADING(PSO SPACING- 2-0-0 CSI. DEFL in (too) Well Ud PLATES GRIP TCLL 20.0 Plate Grp DOL 1.25 TC 0.24 Vert(LL) 0.05 5-8 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.25 Veri -0.10 5-8 >999 240 BCLL 0.0 ' Rep Stress Incr YES W B 0.11 Horz( I_) 0.01 4 n/a Bra BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Weight: 49111 FT=O% LUMBER - TOP CHORD 2x4 SP M30 BOT CHORD 2x4 SP M30 WEBS 2x4 SP No.3 REACTIONS. (Ih/size) 4=529/0-8.0, 2=585/0-8-0 Max Horz2=78(LC 7) Max Uptifl4=-304(LC 8). 2=-385(LC 8) FORCES. (Ib) - Max. Comp./Max. Ten. -Aft forces 250 (Ib) or less except when shown. TOP CHORD 2-3— 1060/605, 3-4=-1087/687 BOT CHORD 2-5=-682/1178, 4-5= 777/1195 WEBS 3-5=0/282 BRACING - TOP CHORD Structural wood sheathing directlyapplled or 6-0-0 oc purling. BOT CHORD Rigid ceiling directly applied or 10-0-0 ad bracing. MiTek recommends that Stabilizers and required cross bracing be Installed cluing truss erection, In accordance with Stabilizer Installation guide. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10: VUIt=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; 8=70ft; L=34ft; eave=4fl; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) This buss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) fit between truss he been design and any live to members sf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 Wide will ``,``�l� i N r Ill., 5) Provide mechanical connection (by others) of truss to beating plate capable of Wthstanding 304111 uplift at joint 4 and 385111 uplift at `,��OP.a•.. • �� joint 2. ,� S .•'�OENS'• ��, 6) •Semi -rigid pitchbreaks including heels' Member end fixity model was used in the analysis and design of this truss. % F•'•• N 68182 ' �9p;• T OF i 4f S NP E�%% FL Cert. 6634 March 30,2015 O WARNING- Vorlty Cestgn parameters and READ NOTES ON THISAND/NCLUDED MITEKREFERANCEPAGEMIF7473AV.. 97 MOTS BEFORE USE. ■ Leann valid for use any with Mgek connectors. IDis design is based only upon parameters shown. and is for an individual bidding component. AppllcabBlly of design parameters and proper homporagon of component Is responsibility of building designer - not truss designer. Bracing shown ��• 6 for lateral support of Individual web members ordy. Additional temporary bradry; to insure stability during construction is the responslbeBN of the MiTek' erector. Mdllonal permanent bracing of the overall stmcWm Is the region tilt' of the bW dlfxl designef. Fargenefal guidance regarding (abdication, quality Cenhol. storage, delivery, erection and bracing, consult ANSI/TPN Quality Criteria, DSO-89 and BCSI Building Component Safety Information wallobie from Truss Rate institute, 781 N. Lee Street, Sidle 312. Alexandria. VA 22314. 6904 Parke East Blvd. Tanya, FL 33610 Job ruse I russ I ype Uty Fly 70'Royalweh2 can garage T6H52255 1,1111164 O1 COMMON 2 1 I Job Reference (optional) Chambers Truas, Foe Pierre, FL 3x4 = 7.610 s Jan 16 2015 MTek Industnes, Inc. Mon Mar 3010A0:29 2al5 Pagel ID:yDOdW MW eu991iJ70SDveiFyfR5hLmtCNEbal Exhl EttHuNmreeZcbftJQ3p000xGzVnYW 4x5 = 2x3 11 1-2-0 LOADING(PSO SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud TOLL 20.0 Plate Grip DOL 1.25 TC 0.24 Vert(LL) 0.05 5-8 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.25 Vert(TL) -0.10 5-8 >999 240 BCLL 0.0 ' Rep Stress Incr YES WE 0.11 Horz(TL) 0.01 4 n/a n/a BCDL 10.0 Code FBC2010/rP12007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=529/0-8-0, 2=585/0-8-0 Max Horz2=77(LC 7) Max Uplift4=-304(LC 8), 2=;385(1-13 8) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=1059/603, 3-4=-1085/685 BOT CHORD 2-5=-679/1176, 4-5=-774/1193 WEBS 3-5=0/281 scale =1:25,9 3x4 = PLATES GRIP MT20 244/190 Weight: 49111 FT=O% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purling. 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. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=70ft; L=34ft; eave=4ft; Cat. II; Exp C; Encl., GCpl=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live loads. 4) - Thistruss between ihasb been dechord and any other d of 20. spsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0.0 wide will ``,``i�u I N IlV 1j'', 5) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 3D41b uplift at joint 4 and 385 lb uplift at ,��AOP........... F4, I� joint 2. `� � :'\GEIV•' ��i 6) 'Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.F•••, �� FL Cert. 6634 March 30,2015 Q WARNING-Varffy design paramelera and READ NOTES ON MIS AND INCLUDED M/TEKREFERANCEPAGEMII.7473 rev. 0VU3,201SEEFORE USE Design valid for use only with MOek connector. This design is based only upon porameleraoown, and is for an Individual buton, component. Bet of design parameters and proper Incoiporallon of component Is responANllly of bulld(W designer - not miss designer. Bracing Shown Is for lateral supporl of IholNdual web members only. Additional temporary bracing to Insure stability duMg constmclkm Is the wSpoeslbllllty of the Welk'erector. Additional permanent bracing of the overall structure Is the responsibility of the bullding designer. For general guidance regard fabeoallon, quality control, storage,delivery, erection and bracing. consult ANSI/TPI 1 Qualify Crlleea,DSB-B9 and BCSI Building Component 6904 Parke Easl Blvd. safety Information ovaBabie ftom Truss Rate Institute, 781 N. Lee Streel. Sulte 312, Alexand la. VA 22314. Tampa, FL 33610 Job Trus5 russ type cry Ply 70' Royal whh 2 car garage T6952256 Mt L%4 GRA HIP 1 t Job Reference q tlonal Chambers Truss, Fort Pierce, FL/.blV9JanlGLVl]MIIBxlnaumrles,Inc. MO11 M0rJV lV:9V:J1 [Vl]rage, ID:OLulzpiQ?_SmS_JUbP6BgtzFJ4j-H9lymvcg2rBPGxp2OJPEw3jlSPCMK7_MGav708zVnVU 1-0 8-0-0 14-11-0 20-11-2 27-0-0 35-0-0 -0 -0-0 8-0-0 E11-0 60.2 6U14 a-0-0 4.00 rl2 Sx8 = This truss is NOT symmetric. Proper orientation is essential. 2.3 II 3x6 = 3x6 = scale = 1:61.8 3x4 = 2x3 3x6 = 6x10 = 3x4 = 4x6 = 2K3 II 4x5 = 8-0-0 ' Plate Offsets KY)- 8-0-0 6-11-0 12'0-1-6 Edoel [3'0-5-12 0-2-121 r7'0-5-4 0-2-0] ti-PL O1Y19 aYYV LOADING(PSO SPACING- 2-0-0 CSI. DEFL In (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Gdp DOL 1.25 TO 0.85 Vert(-L) 0.17 10-12 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.55 Ven(TL) -0.32 10-12 >749 240 BCLL 0.0 Rep Stress [nor NO W B 1.00 HOrz(TL) 0.10 8 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Weight: 154111 FT=O% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-11-7 oc puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid telling directiyapplied or 6-0-4 oc bracing. WEBS 2x4 SP No.3 *Except* WEBS 1 Row at midpt 3-13, 6-13 4-13: 2x6 SP No.2 MiTek recommends that Stabilizers and required cross bracing be Installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (IWSize) 2=73310-8-0, 13=3566/0-8-0. 8=1262/0-8-0 Max Horz2=88(LC 24) Max Upllft2-494(LC 8), 13=-2144(LC 8), 8-812(LC 8) Max Grav2=744(LC 17), 13=3566(LC 1), 8=1266(1C 18) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1452/890, 3-22=-876/1598, 22-23=-876/1598, 23-24-876/1598. 24-25=-876/1598. 25.26=-876/1598, 4-26= B76/1598, 4-27=-876/1598, 27-28= 87611598, 5-28=-876/1598, 5-29=-876/1598,6-29-876/1598,6-30=-1527/993,30-31=-1527/993, 31-32=-1527/993, 7-32=-1527/993, 7-8=-2827/1694 BOT CHORD 2-15=-978/1616, 15-33=-566/1151, 33-34-566/1151. 14-34=-566/1151, 14-35=-566/1151, 35-36- 566/1151, 13-36=-566/1151, 13-37-81111527, 37-38=-811/1527, 111 ttV`�,,��i WEBS 3-8159-208/783fi3-8713'2916/1492�2�58310.4� �y13=3 070/2049,6 216/791, 7-12- 12461745, 7-10=-223n54 ♦♦\\\PQ..IN E N,9'-. ,0.•��C NOTES- `.` N 68182 • •' 1) Unbalanced roof live loads have been considered for this design. * * �_ 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=159; B=70fL L=351t; eave-5ft; Cal. II- ; Exp C; Encl., GCpl=0.18; MW FRS (directional); 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 nonconcunent with my other live loads. T O F 5) • This truss has been designed fora 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 �•'. •: �w; fit between the bottom chord and any other members. •.'C P ' �` 6) Provide mechanical on s to ble t hstanding 494 lb t joint 2, send beating andupliftjoint Wdirlgbheelser 7)13 at analysis and designfotthis truss. 11lc Inc Member modelwasused to the FL Cert. 6634 March 30,2016 Continued Continued on eme 2 Q WARNING -VeHrydesfgaparametersend READNOTES ONTHISANO INCLUOEDMfTEKREFERANCEPAGEMIi-74T3rev. 0246/20f6BEFOREUSE ■® Design valld for use only with MiTek connectors. nor design Is based only upon f ametels shown, and Is for an Indlvfdual bulding component. �{5� Applicablity of dosage parameters and proper Ncorporallon of component is resporu hly of building designer- not truss designer. Bracing snown Is for lateral support of IndIvIdual web members only. Additional temporary bracing to Insure stability dining construction Is the fesronduf ty of the erector. MaitlandpermanentbracingoflheoverallslarcNrehlherespanslbilltyofinebuldingdesigner.Forgeneralguidanceregarding MiTek• fobicaffon. quality central, storage. delrvM. erection and bracing- consult ANSITPI I Quality Criteria.DSS-69 and BCSI Building Component 6904 Parka East Blvd, Safely Inlonnotlon available from Truss Rate Institute. 781 N. Lee Street. Suite 312 Alexarxlrla, VA 22314. Tanga, FL 33610 Job Truss Truss ype ty 70' Royal with 2 car garage T6962256 Mitt !RA BRA HIP 1 i Job Reference (optional) Chambers Truss, Fan Pierce. FL r.o,vmm ,ocmag?y iigZrBPG)(p.JPEwji �.Gav7O8z ID:OLulzpi0?_Sm5_JUbP6BghFJ4j-H9?yowcgLePGXp20JPEw3jISPCMK7 MGav708zVnVU NOTES- 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 2341b down and 229 Ito up at 6-0-0, 127lb down and 173 Ito up at 8-6-0, 127 Ito down and 173 Ito up at 10-6-0, 1271b down and 173 Ito up at 12-6-0, 1271b down and 173 to up at 14-6-0,1271b down and 173 Ito up at 16-6-0,127 lb down and 173 Ito up at 18-6-0. 127 lb down and 173 lb up at 20-6-0, 1271b down and 173 It, up at 22-6-0, 1271b down and 173 lb up at 24-6-0, and 1271b down and 173 Ib up at 26-6-0, and 234 Ib down and 229 lb up at 27-0-0 on top chord, and 515 Ito down and 303 Ito up at 8-0-0, 79 to down and 1 III up at 8-6-0, 79 Ib down and 1 Ib up at 10-6-0, 79 lb down and 1111 up at 12-6-0, 79 Ito down and 1 Ib up at 14-6-0, 79lb down and 1 Ito up at 16-6-0, 79 to down and 1 lb up at 18-6-0, 79 Ib down and 1 Ito up at 20-6-0, 791b down and 1 Ib up at 22-6-0, 79 Ib down and 1 lb up at 24-6-0, and 79 It, down and i III up at 26-6-0, and 515 to down and 303 lb up at 27-0-0 on bottom chord. The design/selection of such connection device(s) Is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (6). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-3=-54, 3-7=-54, 7-9-54. 16-19=-20 Concentrated Loads (lb) Vert: 3=-131(B) 7=-131(B) 15=-515(B)10= 515(B) 22=-107(B) 23=-107(B) 24=-107(B) 26— 107(B) 27= 107(B) 28-107(B) 29= 107(B) 30— 107(B) 31=-107(B) 32=107(B) 33— 50(B) 34=-50(B) 35-50(B) 36=-50(B) 37=-50(B) 38— 50(B) 39= 50(B) 40=-50(B) 41-50(B) 42-50(B) A WARNING. Voofydeslgo parameters and READ NOTES ON VUSANO INCLUDED MREKREFERANCEPAGEMII-7473 rov. OWMOIS BEFORE USE Design Valid for use onlywllh Mflek connectors. Ns design Is based only upon parameterschown. and is for an Individual WIDNlg component. Applicability of design Parameters and proper Incorporation of component Is responobf[Ity of building designer - not tnm designer. Bracing uvswn h for lateral support of individual web members only. Addillonal temporary bracing to Insure stobfilty during construction IS the responsibility of the MiTek' erector. Additional permanent bracing of the overall structure Is the resporai of the buYCAng desgner. For general guidance regarding fobitcation, quality control. storage, delivery, erection and brmfing. consult ANSI/TPI I Quality Clans. DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information avr&cble from Truss Plate Irotltute, 781 N. Lee Sheet. Suite 312, Alexandria. VA 223U. Tempe, FL 33610 Job I fuss 1 toss I ype Uty Ply TO- Royal wah 2 car garege T695226] M11364 GRD HIP 2 1 Jab Reference (optional) Chambers Truss. Fort Pierce, FL MOncau.'..., '.6 ratio, ID:OLulzpi07_SmS_JUbP6BgtzFJ4j-ILZK7FdSKDJGuhOEyOWTTGG4do783gCW EfgYbzVnYT 97" 144-0 4.00112 3x4 = 4x8 4x4 = 14 as 11 3x4 = Scat. = 1:25.9 3x4 = LOADING(psf) TOLL 20.0 TOOL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Gdp DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2010fTPI2OO7 CSL TO 0.25 BC 0.33 W B 0.11 (Matrix-M) DEFL. In Vert(LL) 0.08 VeR(TL) -0.13 Horz(TL) 0.04 (roc) Vdefl Ud 6-7 >999 360 6-7 >999 240 5 n/a n/a PLATES GRIP MT20 244/190 Weight: 55 lb FT=O% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-4-9 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 7-7-3 oc bracing. WEBS 20 SP No.3 MiTek recommends that Stabilizers and required cross bracing be Installed during truss erection, In accordance with Stabilizer Installation aulde. REACTIONS. (lb/size) 5=786/0-8-0, 2=843/0-8-0 Max Horz2=58(LC 7) Max Uplifl5=-466(LC 8), 2=-548(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1789/1059, 3-14= 1681/1039, 4-14=-1681/1039, 4-5= 1796/1064 BOT CHORD 2-7=-941/1660, 7-15=-938/1674, 6-15=-938/1674, 5-6=-947/1667 WEBS 3-7=0/276, 4-6=0/277 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf, BCDL=3.Opsf; h=15ft; B=70ft; L=34ft; eave=loft; Cat. II; Exp C; Encl., GCp1=0.18: MW FRS (directional); 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 first 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 466 Ib uplift at Joint 5 and 548 lb uplift at joint 2. 7) "Semi -rigid pitchbreaks Including heels' Member end fixity model was used in the analysis and design of this truss. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 255111 down and 311 He up at 5-0-01 and 97lb down and 1101b up at 7-2-0, and 255lb down and 311 lb up at 9-4-0 on lop chord, and 981b down and 27111 up at 5-0-0, am 341b down and 20111 up at 7-2-0, and 98lb down and 271b up at 9-3-4 on bottom chord. The deslgniselection of such connection device(s) Is the responslbllity of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (fill) Vert: 1-3= 54, 3-4=-54, 4-5= 54, 8-11=-20 Concentrated Loads (Ib) Vert: 3-146(F) 4=-146(F) 7=-76(F) 6=-76(F) 14=-44(F) 15=-26(F) ,,♦♦♦oPQU i.. ri.F4� •\\GENBF•.1 i N 68182 T OF FL Cert. 6634 March 30,2015 AWARNING -VarrydealgnparamefereendREADNOTES ONTNISANDINCLUDEDMREKFEFERANCEPAGEMII-]4n.v.awis sISBEFOREUSE. ■■■ Design valid for use only with Mnek connectors. This design is based only Upon "greater; shown and is for an indvldud buarx7 component. Applicability of design parameters and proper Incomoratlon of companent 6 responclAtty, of building designer - not inns designer. Bracing shown Is for lateral support ofmclMdual web members ody. Additional temporary bracing to insure stob011y during construction is the responrIMIRY of the Mewerector. Additional permanent NOCing of the overdl structure Is the resnonslblllty of the bullcling designer. For general guidance regardhg folxlcalion, quality control, storage, delNery, erection and bracing, consul ANSIRPI I Quality Cilierta, DSB.89 and BCSI Building Component 6904 Parke East Blvd. sdery Information available from Truss Hate hsstitute. 781 N. Lee Street. Sulte 312 Alexaldlkv VA 22314. Tonga. FL 33610 Job Truss I russ ype Cry y 70'oyal walk 2 car garage A T695225B M11064 it MONO TRUSS 12 1 Job Reference (optional) Chambers Truss, Fan Pierce, FL 7.610.Jan162015Mrteklndustries,Inc. Mon Mar3010:40:332015 P.9.1 ID:oHTg505Ds3TR?kt?m4?ZGyzbODE-DY6jDbe55TR7W rzRWkRi?UoHWCPHo84fkuOD4lzVnYS -0-0 1-00 -0-0 1-0-0 PI,f , e.. AMTeo "Tnc-MAN „ nes�il f., ......e..l....... Su 3x4 = Scale =1:6.2 LOADING(pst) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grp DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2010ITP12007 CSL TC 0.11 BC 0.01 WE 0.00 (Matrix-M) DEFL. in Vert(LL) -0.00 Vert(rL) -0.00 Hom(TL) 0.00 (too) I/dell Ud 5 >999 360 5 >999 240 2 RIB rVa PLATES GRIP MT20 2441190 Weight: 5Ib FT=0 LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc pudins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. recommends that Stabilizers and required crass bracing FMITek be installed during truss erection, In accordance with Stabilizer Installatlon guide. REACTIONS. (Ib/size) 2=11210-8-0, 2=112/0-8-0, 4=8/Mechanical Max Harz 2=47(LC 8) Max Upllft2=-127(LC 8). 4=-6(LC 5) Max Grav2=112(LC 1), 2=112(LC 1), 4=21(LC 3) FORCES. (ib) - Max. Comp./Max. Ten. -All forces 250 gle) or less except when shown. NOTES- 1) Wind: ASCE 7-10; VUII=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.OpsC h=15ft B=70f ; L=34ft; eave=4f ; Cat. II; Exp C; Encl., GCpl=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 pst bottom chord live load nonconcunent 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 1271b uplift at joint 2 and 6lb uplift at joint I111111111 4.\\\ V�<� 6) Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ,I-i �\,`�P,�.......... 41 N 68182 T roil nil\\\ FL Cert. 666 4 March 30,2015 ® WARNING - Verlrydeslge parameters end READ NOTES ON TN/SANOINCLUDEOM?EKNEFENANCEPAGEMIt-7473 rev. BlYIS2015 BEFORE USE. Design valkl for use onlywilh MRek connectors. Na design is based only upon parametemshown, and is for on hdlvdual buliding component. Applicab611y of design pmometers cnd proper Incorporation of component Is responslNllty of bulidlrp desiore r- not truee designer. 8rmIK; shown Is for lateral supped of Irdlvltlual web members only. AddlIfand temporary bracing to Insure slaNllty during construction is the msporalbllllfy, of the MiTek' ereclor. Addlllonal permanent bracing arrive overall structure Is the responsibility offhe outland designer For general guldance regarding fabrication quality control, storage, delivery. eracflon and bracing, consult ANSI/TPI I Quality criteria, DSB-69 and BC51 Building Component 6904 Parke East Blvd. Safety Info nnallon avallable from fma Rate Institute, 781 N. Lee Skeet, Sulte 31Z Alexandria VA 22314. Tampa, FL 33610 Job Truss Truss type uty Fly 70' Royal wish 2 car garage T6952269 M1 V64 is MONO TRUSS 12 1 Job Reference (optional) Chambers Truss, Fort Pierce. FL 3x4 = /.eta a zb D -D jDbe55TR7 OAo 4fku D41 1 ID:oHTg5050s3TR?kl?m4?ZGyzbODE-DV6jDbe55Tfl7WrzRW kfli7UoHWCOAo84ikW D41zVnYS LOADING(psf) SPACING 2-0-0 CS]. DEFL in (loc) Wait Lid TCLL 20.0 Plate Grip DOL 1.25 TC 0.11 Ved(LL) -0.00 7 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.08 Vert(rL) -0.01 4-7 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 HOrz(TL) 0.00 2 n/a We BCDL 10.0 Code FBC2010/rP12007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP No.3 SOT CHORD 2x4 SP No.3 REACTIONS. (lb/slie) 3=56/Mechanlcal, 2=179/0-8-0, 4=30/Mechanical Max Harz 2=83(LC 8) Max Uplllt3=-51(LC 8), 2— 146(LC e), 4=-3(LC 8) Max Grav3=56(LC 1). 2=179(LC 1), 4=43(LC 3) FORCES. (Ib) - Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. Scale =1:9.6 PLATES GRIP MT20 244/190 Weight: 111b FT=O% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc pudins. BOT CHORD Rigid ceiling directlyapplled 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. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf, BCDL=3.Opsf, h=15ft; 13=70fl; L=34ft; eave=41t; Cat. II; Exp C; Encl., GCpl=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) • This truss has been designed for 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) and Provide uplift at scant connection (by others) of truss to bearing plate capable of withstanding 51 Ito uplift at joint 3, 146lb uplift at joint 2 ,`,`t%II i N III t., joi 6)'Semi-rigid pitchbreaks Including heels" Member end fixity model was used in the analysis and design of this truss. ��'`,C)P............ N �<�,*�� .� ) •- \ FL Cert. 6634 March 30,2015 A WARNING. Verify design parameters and READ NOTES ON THISAND INCLUDED MaEKREFERANCEPAGE 1111-7473 ae. OM54hing BEFORE USE. ��■eR Design valid for use arty Win Mnek connectors. this design E based only upon patgmetersshovm, and is for an Individual building component. Applicability of design parameters and proper hco0>wallon of component B responsibility of bulldtrg designer- not truss desgner. Bracing shown ■i�.Y�` is for lateral support ofBWlvldual web members only. Additional temporary bracing to insure stability Unpin constUation is the responsibility of the iwiTek' erector. Add Wmi permanent pacing of the overall stmCWre B the res orrbllityof fre building cWgner. Forgewrol gukiance regardhg fapl omquolityconirol,storage.dellvery.erecilonan Uachg.00nwg ANSIRPII Quality Cdfeda,DSO-89 and BCSI Building Component 6904 Parke East Bird, Safety Information c ycSoble from Truss Rafe IrxiltNe, 781 N. Lee Street. Suite 312, Alexandria VA 22314. To" , FL 33610 Job Truss truss type uly Hly 70' Royal with 2 car garage T6952260 M11264 is MONO TRUSS 10 1 Job Reference (optional) ChambersTruss, Fort Pierce, FIL 1-0-0 3x4 = 7.610 c Jon LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (roc) Well Lid TCLL 20.0 Plate Grip DOL 1.25 TC 0.35 Vert(LL) 0.02 4-7 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.27 Ven(TL) -0.04 4-7 >999 240 BCLL 0.0 ' Rep Stress [nor YES WB 0.00 HOR(TL) 0.00 2 mia n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 3=98/Mechanlcal, 2=270/0-8-0, 4=46/Mechanical Max Horz2=121(LC 8) Max Uplift3=-94(LC 8), 2=-191(LC 8) Max Grav3=98(LC 1), 2=270(LC 1). 4=73(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-433/211 BOT CHORD 2-4=-297/493 Scale = 1:13.2 PLATES GRIP MT20 244/190 Weight: 171b FT=O/ BRACING - TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc puffins. BOT CHORD Rigid telling directly applied or10-0-0 oc bracing. MITek recommends that Stabilizers and required cross bracing be Installed during truss erection, In accordance with Stabilizer Installation guide. NOTES- 1) Wind: ASCE 7-10; VUlt=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf, BCDL=3.Opsf; h=15ft; 3=70ft; L=34ft; eave=oft; Cat. 11; Exp C; Encl.. GCpl=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)' This truss has been designed for 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 bottom chord 4) Refer to girder(s) for truss to tmembers. truss connections 5) Provide mechanical Connection (byothers) of truss to bearing plate capable of withstanding 941b uplift at joint 3 and 191111 uplift atjolnt ,,��OP,Q,:. • ��� �j� z.GENS'• 6) "Semi -rigid pitchbreaks Including heels" Member end fixity model was used in the analysis and design of this truss. V F•'•• FL Cert. 6634 March 30,2015 AWARNING- Verify design Parameters and READ NOTES ON THIS AND INCLUDED MTTEKREFERANCE PAGE 1,411-7473 rsv. MGrofs BEFORE USE Design valid for use orgy Afh MiTek connectors. This design G based only upon parameters shown. antl is for an lndlNdual WIding component. Applicability of design parameters and proper Incolporatlon of component Is responsibility of building designer - not hues designer. Bracing stwwn Is far lateral support of iralMduai web membersody. Additional temporary bracing fo insure slablllry during construction Is the restxrWbillity of ire Meteerector. Additional permanent braclog of the overall structure Is the responsibility of the Wilding designer. For general guidance regarding fabrication quality control, storage. delNery, erection and bracing, consult ANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parka East Blvd. safety Inlormaflon avallable from Truss Rafe ImIcute. 781 N. Lee Sheet. Suite 312, Alexandda. VA 22314. Tival FL 33610 Job Truss Ituss type uty Hly 70' Royal wnh 2 oar garage T6962261 M11$64 J7 MONO TRUSS 4 1 Jab Reference (national) Chambers Truss, Fom Pierce, FL 3x4 = 7.610 s Jan 16 2015 MiTek Industries, Inc. Mon Mar 30 10:40:34 2015 Page 1 ID:oHTg505Ds3TR?kt7m4?ZGyzbQDE.hkg5QxtjrmZz7?Xd3RyxYhLQAcduXbKozYBncTzVnYR 7-0-0 700 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (IOC) 1/defl Vd TCLL 20.0 Plate Grip DOL 1.25 TO 0.25 Ven(LL) 0.06 4-7 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.56 Vert(FL) -0.15 4-7 >544 240 BCLL 0.0 ' Rep Stress Incr YES W B 0.00 Horz(TL) 0.01 2 n1a n/a BCDL 10.0 Code FBC2010/(P12007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 3=141/Mechanical, 2=360/0-8-0, 4=60/Mechanical Max Harz 2=159(LC 8) Max Upllft3=-138(LC 8). 2=-238(LC 8) Max Grav3=141(LC 1), 2=360(LC 1), 4=102(LC 3) FORCES. (Ib) - Max Comp./Max. Ten. -All forces 250 (ib) or less except when shown. TOP CHORD 2-3=-1017/576 BOTCHORD 2-4=-668/1019 Scale = 1:16.5 PLATES GRIP MT20 2441190 Weight: 23lb FT=O% 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. IbMiTek recommends that Stabilizers and required cross bracing einstalled during truss erection, in accordance with Stabilizer Installation ulde. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=701t; L=34fl; eave=oft; Cat. II; Exp C; EncL, GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)' This truss has been designed for 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 l I 4) tit Referlto girdeeen r(s) for truss to bottom chord trusnd s connections. sother members. ,,`,"t1UI N 1V ,, 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1381b uplift at Joint 3 and 238 lb uplift at ��� T'i.......... F� �I� Joint 2. ��� -3 .-'%OF NS�' ����i 6)'Semi-rigid pitchbreaks Including heels" Member end fixity model was used In the analysis and design of this truss. V i�•�•, �� NoIIN68182 FL Cert. 6634 March 30,2015 O WARNING- Verify design parameters and READ NOTES ON THISANDINCLUOEO MREKREFERANCEPAGEMIP7473 rev. OVIS2015BEFORE USE. ■ Design valid for use only Win MRek connectors. Ns deslgn 5 based only upon parameters Me=. end is for an NdMduai building comeanenl. AppltabYlty of design paometers and proper Incorporation of component N resportsihilty of Widlrxl designer - not truss designer. Braclrxl shown Is for lateral support ofkalMdual web members only. AddltlonaltempmarybracingtolmurestabBltydLMgcor¢4ucilonlsiheresponslbl111Nofthe MiTek' erect.,. Additional permanent braclog of the overall stmdure k the responsibility of the baidin i designer. For general guidance regarding fatxlcalbn, quality control, storage, delivery, erection and bracing, consult ANSIFTPI1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke Eml ON& Safety Information avollobie from Truss Rate Institute. 781 N. Lee Street. Suite 312, Alexandra, VA 22314. Tempe, FL 33610 Job russ iruss I ype Uty Ffy TO- Royal wdh 2 car garage T6952262 M11364 JB MONO TRUSS 10 i Job Reference (optional) Chamber. Truss, Fort Pierce, FL 3x4 = 7.610 a JIM 152015 soek IndUstfiSS, Inc. Mon Man 3010:40:34 2015 Page 1 ID:OLulzpi07_SmS_JUbP6BgUFJ4j-hkg501djrmZz77Xd3RynYhLOwcin%bKMYBMTZVnYR LOADING (Pat) SPACING- 2-0-0 CS1. DEFL. In (loc) Well Ud TOLL 20.0 Plate Grip DOL 1.25 TO 0.33 Ved(LL) -0.08 4-7 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.25 Ved(TL) -0.21 4-7 >440 240 BCLL 0.0 ' Rep Stress Incr YES W B 0.00 Horz(TL) 0.01 2 n/a Na BCDL 10.0 Code FBC201 OfFP12007 (Matdx-M) LUMBER - TOP CHORD 2x4 SP M30 BOT CHORD 2x4 SP M 30 REACTIONS. (Its/size) 3=161/Mechanlcal, 2=404/M-0, 4=70/Mechanical Max Horz 2=178(LC 8) Max Upilft3=-158(LC 8). 2= 261(LC 8) Max Grav3=161(LC 1), 2=404(LC 1), 4=119(LC 3) FORCES. (I s) - Max Comp./Max. Ten. - All forces 250 (Its) or less except when shown. TOP CHORD 2-3= 12771736 BOT CHORD 2-4— 965/1459 Scale= 1:17.7 PLATES GRIP MT20 244/190 Weight: 26lb Fr=O% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffin. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. IMiTek recommends that Stabilizers and required cross bracing e installed during truss erection, In accordance with Stabilizer nstallation guide. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=1511; B=701t; L=3411; eave=oft; Cat. II; Exp C; Encl., GCpl=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 21 This truss has been designed for a 10.0 psf bottom chord live load nonconcument with anyother live loads. 3) * This tfuss has fit between the been chord and any other members sf on the bottom chord In all areas where a rectangle 3-6.0 tall by 2-0-0 wide will `,,`TT1v I N 1111 F�,', 4) Refer to girder(s) for buss to truss connections. ��� P�.......... 5) Provide mechanical connection (by others) of imss to bearing plate capable of withstanding 1581b uplift at joint 3 and 261 Its uplift at �� ,O . �Ci E SF joint 2. 6) -Semi-dgid pitchbreaks Including heels' Member end fixity model was used In the analysis and design of this lmss. - N r1.. R R 1 R 9 FL Cert. 6634 March 30,2015 ® WARNING. Verilydeslgh .mar.ters.ad READ NOTES ON THISANO INCLUDED MITEKNEFERANCE PAGEMII-7473 rev. OW/ 015 BEFOREUS£. ■■■ Deslna valid for use onlywlth Mgek connectom This design Is based only upon parameters shovm, and is for an hdvidual buffdng component. ��• Applicability of tlesign parameters and proper Incorplon oralof component Is responAth1fily of building designer -not truss designer. Bracing shown Is for lateral support of Individual web members only. Addlllonal temporary bracing to Insure sfabYOy, during construction is the resporWblillry of the MiTek' erector. Addlllonai permanent bracing of the overall structure Is the responabilliy of the bullding designer. For general Guidance regarding foMcallon, quality control. storage,delivery, erectlon and bracing, consult ANSI/rPI l Quality Criteria, 056.69 and BCSl Building Component 6904 Parke East St. Safely Information avolaiNe from Sus Hate InsiNAe, 781 N. Lee Street, Sulte 312. Ale ranJift VA 22314. Teraina, FL 33610 Job Truss truss type UEY ply 70'Royal with 2 car garage T6952263 Mt 1,364 ix MONO TRUSS 3 1 Job Reference (optional) Chambers Truee, Fort Pierce, FL 7.610 s Jan 16 2015 MTek Industries, lnc. Mon Mar 3010:40:34 2015 Pagel ID:OLuIzpi01_SmS_JUbP6BgtzFJ4j-hkg5Oldjrm2z77Xd3RyxYhLLpcfLXboozYencTzVnYR LOADING(psf) SPACING- 2-0-0 CSI. DEFL In (lot) Well Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.53 Vert(LL) 0.04 4-7 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.41 Vert(rL) -0.08 4-7 >831 240 BCLL 0.0 Rep Stress Incr YES W B 0.03 Hoa(TL) 0.00 ' 2 Na n/a BCDL 10.0 Code FBC20107TPI2007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 WEBS 20 SP No.3 REACTIONS. (lb/size) 2=316/0-8-0, 4=171/0-8-0 Max Horz2=140(LC 8) Max Uplift2=-215(LC 8), 4=113(LC 8) FORCES. (lb) - Max CompJMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-663/356 BOT CHORD 2-4=-481/758 Scale=1:16.5 PLATES GRIP MT20 244/190 Weight: 23lb FT=O% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 off purlins. BOT CHORD Rigid telling directly applied or 10-0-0 oc bracing. IMiTek recommends that Stabilizers and required cross bracing e Installed during truss erection, In accordance With Stabilizer nstallation guide. NOTES- 1) Wind: ASCE 7-10; Vu1t=165mph (3-second gust) Vasd=128mph; TCDL=4.2psC BCDL=3.Opsf; h=15f1; B=70ft; L=34ft1 eave=41t; Cat. II; Exp C; Encl., GCp1=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) • This truss has been designed for 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) Pro'id a mechanical connection (by others) of truss to bearing plate capable of withstanding 215lb uplift at Joint 2 and 1131b uplift at joint ♦♦♦♦♦`QUI N V4 5) 'Semi-dgid pilchbreaks Including heels' Member end fixity model was used in the analysis and design of this truss. �P.• . E N Sic' ,�♦♦ �; •�,� ;��•� ;. N 68182 T �O �Z`.` �♦ E�♦♦. 1filito FL Cert. 6634 March 30,2015 Q WARNING - Verrfxdesfgn parrauar. And READ NOTES ON TN/SANG INCLUDED MmEKREFERANCE PAGEMII.74" rev. O2/1672016eEFORE USE ■■■ Design valid for use onlywith Mlak connectors. this design h based only upon norametersshown, and Is for on lntllvldual buldlrrg component. ��• ApplicabBliy of design pmometers and proper Incorporation of component Is responslbRty of bullci designer - not hues designer. Bracing shown Is for lateral support of IndivIdual web members only. Additional temporary lanaig to Insure slablllty during construction Is the responsibility of the K1Tek• p erector. AddlSonal pemranenl bracing of itro overdl simcNre Is the respomJbllity of the butlNrg designer. Forgenerai grdWnce regartlhg fYf fabticatlom quality control, storage, delNery, erection and bracing, consult ANSI/TPI I Quality Criteria, DSB-89 and BC51 Building Component 6904 Parke East Blvd. Safety Informatlon ayalable from trust Male IM9ute. 781 N. Lee Sheet, Sulte 312. Alexandria, VA 22314. Troops, FL 336110 Job Truss I Use I ype uty Fly 70' Royal with 2 car gangs Tfi952264 M11,364 KJS MONO TRUSS 4 1 Job Reference (optional) Chonbers Truss, Fort Pierce, FL 3x4 = 2.83 FIT ,.omscan m mmnn,en...... a,nm. nimi nmi .w mno.wcga. ID:oHTg505Ds3TR?kt?m4?ZGyzbQDE-gwETeHILC4hglg6pd9UA4vuaID21G2axBCtKgvzVnYQ LOADING(pSQ SPACING- 2-0-0 CS]. DEFL in (loc) Well Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.29 Ve t(LL) 0.05 4-7 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.21 Vert(TL) -0.12 4-7 >659 240 BCLL 0.0 ' Rep Stress Inor NO WB 0.00 Horz(TL) 0.00 2 Na n/a BCDL 10.0 Code FBC2010/rP12007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 REACTIONS. pb/size) 3=147/Mechanical, 2=225/0-11-5, 4=76/Mechanical Max Horz2=109(LC 8) Max Uplift3=-167(LC 8), 2=-206(LC 8) Max Grav3=179(LC 2), 2=264(LC 2). 4=119(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-668/261 BOT CHORD 2-4=-336/713 Scalia =1:16.6 PLATES GRIP MT20 244/190 Weight: 23lb FT=O% BRACING - TOP CHORD Structural wood sheathing directlyapplied or 6-0-0 oc pudins. BOT CHORD Rigid telling directly applied or 10-0-0 oc bracing. rMITek recommends that Stabilizers and required cross bracing be Installed during truss erection, In accordance with Stablllzer Installation oulde. NOTES- 1) Wind: ASCE 7-10; VU1t=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=7011; L=34fh eave=loft; Cal 11; Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DDL=1.60 2) This Imes has been designed for a 10.0 psf bottom chord live load nonconcunent with any other live loads. 3) • This truss has been designed for a live load of 20 Opsf on the bottom chord in ell areas where a rectangle 3-6-0 tall by 2-0-0 wide will (it nd other mbeIS. t/o er(s) e connections r' 11 for tochord g ideen 4) Refer truss ,���% I N V 'P. �� 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1671b uplift at joint 3 and 206111 uplift at `� , •. �� �;ZN joint 2. °Semi design truss. ���,�••�kGEN 3*.. •• V F•, 6) -rigid pitchbreaks Including heels' Member end fixity model was used In the analysis and of this 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). - N n R R 1 R 9 dt LOAD CASE(S) Standard 1) Regular. Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-2=44 Trapezoidal Loads (pit) Vert: 2=0(F=22, B=22).to-3=-77(F=-17, B=-17), 5=0(F=10, B=10)-to-4=-35(F= 8, B=-8) FL Cert. 6634 March 30,2015 A WARNING - Verlfydearge parameters and READ NOTES ON THIS AND INCLUDED MIMEKREFERANLEPAGEM11-74" rev. MGA?015 BEFORE USE ■ Design valld for use onlywith Mnek conneclo s. R b dml0n is based only upon paramelOn shown. and is for on Individual un1cm,I component• Applicability of design parameters and proper Incorporation of component Is resporobllily of W11drno designer - not fees designer. Bracing shown Is for lateral support ofhdlNdual web members only. Addltionol temporary bracing to Insure stability during, construction is the respondbOhfy of the MITek' erector. Mci floral permanont bracing of the overdl structure Is the respondAilly of the building designer. Forgeneral guidance regarding fabdcatom qualitycontrol, storage, delNery. erection ar brachg. comLAt ANSIITPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East BNd. safety Information avaffabie from Truss Bate Institute, 781 N. Lee Sheet. Suite 31Z Alexandria VA22314. Tempe, FL 33610 Job Truss I russ ype ty y 70' Royal wish 2 cat Iterese T6952265 1111.364 KJ7 MONO TRUSS 2 1 Job Reference(optional) Chambers Truss, Fod Pierre, FL 7.610 s Jan 16 2015 MNek Industries, Ins. Mon Mar 3010:40:35 2015 Page 1 ID:OLulzpi01_SmS_JUbP6BgtzFJ4)-9wETeHfLc4hgl96pd9UA4vubnO2yGygxBGIK9vzVnVO 4-0-9 3x4 = u� 3x4 = 5 LOADING(psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 7.0 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress [net NO BCDL 10.0 Code FBC2010frP12007 LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 CSI. I DEFL. in "Do' /deal Lid PLATES GRIP TC 0.26 Vert(LL) 0.05 6-9 >999 360 MT20 244/190 BC 0.26 Vert(TL) -0.10 6-9 >999 240 WB 0.43 Horz(TL) 0.02 5 n/a Na (Matrix-M) Weight: 44Ib FT=0 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 9-0-8 oc bracing. MiTek recommends that Stabilizers and required cross bracing be Installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 4=207/Mechanical, 2=481/0-11-5, 5=543/Mechanical Max Horz2=242(LC 8) Max Upilft4=-207(LC 8), 2=-31 O(LC 8), 5= 275(LC 8) Max Gmv4=249(LC 13), 2=481(LC 1), 5=559(LC 13) FORCES. (M) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1092/496 BOT CHORD 2-6=-659/l069, 5-6_ 659/1069 WEBS 3-6=0/309, 3-5=-1171/722 NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2pst BCDL=3.Opsf; h=151t; B=701t; L=34ft; eave=oft; Cat. II; Exp C; Encl., GCpl=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed fora 10.0 psf bottom chord live load nonconcument with any other live loads. 3)' This truss has been designed for a live load of 20.0pst 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 207 lb uplift at joint 4, 310 lb uplift at joint 2 and 275 lb uplift at joint 5. 6) "Semi -rigid pitchbreaks Including heels" Member end fixity model was used In the analysis and design of this truss. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASES) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-2=-54 Trapezoidal Loads (plf) Vert: 2=0(F=27, B=27)-to-4— 152(F=-49, B=-49), 7=0(F=10, B=10)-t0-5=-56(F— 18, B— 18) `,,���`PpUIN `%� NQ� �J68182 ' FL Cert. 6634 March 30,2015 ® WARNING -Verity design parameters and READ NOTES ON THISAND INCLUDED MITEKREFERANCEPAGEMII.7473mv 0YM0150EFORE USE. Design valid for use only with Mask connectors. iris design is based only upon parameters shown, and is for an Individual building component. ��• Applicability of design parameters and Veinal Inoonporailon of componenl Is resporv4blllty, of bulldi g designer - not tnas designer. Bracing shown Is for lateral support of IndNltlual web members only. Additional temporary bracing to Insure statAlty riming construcflon is the responsibility of the MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the bulldilg designer. For general guldome regarding fabricalion, quality control. storage, delivery, erection and bracing. consul) ANSI/TP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East BNd. Safety Information available from Truss Rate ImBtule. 781 N. Lee Skeet. Suite 312. Alexandria. VA 22314, Tempe, FL 33610 Job Truss cuss ype ty y 70' Royal with 2 car garage T6952266 M11364 MV2 VALLEY 2 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL 3x4 7.610 a Jan 162015 viral Industries, Inc. Mon Moe So IGAO:352015 Pagel ID:oHTg505Ds3TR?kl?m4?ZGyzbODE-e6orrdgzNOphNJhOBs?Pd6Op6ORs?Vg5OsduhMzVnYP 4.00 F12 LOADING (pad) SPACING- 2-0-0 CSI. DEFL. in (too) I/deft Ud TOLL 20.0 Plate Grip DOL 1.25 TO 0.03 Ven(LL) n1a - n/a 999 TOOL 7.0 Lumber DOL 1.25 BC 0.02 Ven(TL) n/a - RIG 999 BOLL 0.0 ' Rep Stress Incr YES WB 0.00 Horc(TL) -0.00 2 n/a n/a BCDL 10.0 Code FBC2010/1P12007 (Matrix) LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (ib/size) 1=4112.0-0, 2=30/2-0-0, 3=1112-0-0 Max Horz 1=21(LC 8) Max Upliftl=-20(LC 8), 2=-30(LC 8) Max Grav 1=41(LC 1). 2=30(LC 1), 3=22(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. Scale =1.6.1 PLATES GRIP MT20 244/190 Weight 5lb FT=O% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc putting. BOT CHORD Rigid telling directly applied or 10-0-0 or. bracing. MiTek recommends that Stabilizers and required cross bracing be Installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- 1) Wind: ASIDE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=70111; L=34ft; eave=41h Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ` This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. Bearing at considers to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity 5) 2 parallel i N �IV��,, of bearing surface. `,,�tU PQ 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 20 lb uplift at Joint 1 and 301b uplift at joint ` �� . 7) "Semi -rigid pitchbreaks Including heels" Member end lefty model was used In the analysis and design of this truss. �� V lC•••• �� N 68182 9 T O F LU sS pnnn�o� -FL-Cert. 6634 March 30,2015 ® WARNING -Verify design parearefers and READ NOTES ON THISAND INCLUDED 1FQrEKREFERANCEPAGEM&7473 rev. 0YIfi201g BEFORE USE. Design valid for use onlywith MBek connectors. IhS desgn is based only upon Porametms shown. and is for an individual building component. Appi ccuiry of design parameters and proper hwmoratlon of component Is resporotailly of building designer -not truss designer. Braclixl shown Is for lateral wpPod of Individual web members only. Mcitionai temporary bracing to Insure stabSity, during conslruclion Is the respondb0lfly of the fVliTek• erector. Addlllonal permanent bracing of the overall simclure k the responsibility of the building designer. For general guidance regarding fobdcailon, quality control, storage, delivery, erecllon and bracing, consult ANSIAPI I Quality Criteria, DS8.89 and BCSI Building Component 6904 Parke East BMd. Safety Information avagable from Truss Rate Institute. 781 N. Lee Street. Sulfe 312 Alexancifb, VA 22314. Tampa. FL 33610 J00 Truss truss type aty 70- Royal wdh 2 car garage T695226] M11364 MV4 VALLEY 2 JlPly 1 Job Reference (optional) ChooAbers Truss, Fort Pierce, FL 3x4 -- 7.610 s Jan 162015 MiTek Industries, Inc. Mon Mar n ll),40:362015 Pagel ID:OLulzpi07_SmS_JUbP6BgUFJ4j-e6oudgzNOphNJhOBs?Pd6Om5OPY?Vg50sduhMzVnYP LOADING (psi) SPACING- 2-0-0 CSI. DEFL. In (loc) Well Ld TCLL 20.0 Plate Grip DOL 1.25 TO 0.22 Vart (L) n/a - n/a 999 TCDL 7.0 Lumber DOL 1.25 BC 0.17 Ved(TL) Na - n/a 999 BCLL 0.0 ' Rep Stress Incr YES WE 0.00 Horz(TL) 0.00 n/a n/a BCDL •10.0 Code FBC2010/rP12007 (Matrix) LUMBER- BRACING - TOP CHORD 2x4SPNo.3 TOPCHORD BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (Ib/size) 1=109/4-0-0, 3=109/4-0-0 Max Horz 1=56(LC 8) Max Uplitll— 54(LC 8), 3=-72(LC 8) FORCES. gb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. 3x4 II Scale = 1:9.5 PLATES GRIP MT20 244/190 Weight: 12 lb FT=O% Structural wood sheathing directly applied or 4-0-0 oc puffins, except end verticals. Rigid ceiling directly applied or 10-0-0 0o bracing. MiTek recommends that Stabilizers and required cross bracing be Installed during truss erection, In accordance with Stabilizer Installation guide. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=70It; L=34ft; eave=oft; Cat. II; Exp C; Encl., GCpl=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 54111 uplift at joint 1 and 721b uplift at joint 3. 6)'Semi-rigid pitchbreaks Including heels' Member end fixity model was used in the analysis and design of this truss. `4% oPQll I N .. 10 FL Cert. 6634 March 30,2015 OWARNING - Verlryd4algn pammel.. end AEAO NOTES ON MISANO/NCLUDED MITEKREFERANCEPAGE110I-74neay.(GI1642615 BEFORE USE ■ Design valid for use onlywgh Mifek connectors. This design h based only upon parameters drown. and is for an lndlvldual balding component Appik:abAlty, of design parameters and proper Incorpomf cni of component h responsiblllty of bullding dedgner - not trues designer. Bradng shown Is for lateral support of Individual web members ohiy. Addllional temporary bracing to Irene stability duMg consbuction Is the responsibility of the MiTek' erector. Addiflonal pemranenl bracing of ti-a overall structure Is the responsibility or the building designer. For general guldance regarding rabilcatiom quality control, storage. delivery, erection and bearing, consult ANSI/TPI I Quality criteria, DSB-89 and BC51 Building Component 6904 Parke East BHA. Safety Information available from Truss Rate Institute, 761 N. Lee Street, Suite 312. Alexandria. VA 22314. Tampa, FL 33610 Symbols PLATE LOCATION AND ORIENTATION 3/4 Center plate on joint unless x, y offsets are indicated. Dimensions are in ff-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. For 4 x 2 orientation, locate plates 0-'a4' 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. aF—A1#.91rA4 The first dimension is the plate width measured perpendicular 4 x 4 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. Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Min size shown Is for crushing only. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction, DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, Guide to Good Practice for Handling, 4 Installing & Bracing of Metal Plate Connected Wood Trusses. Numbering System 6.4.8 1 dimensions shown in sixteenths scale) Il�yl (Drawings not to scale) c O as O a O JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1311, ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 0 c O U a O © 2012 MiTek® All Rights Reserved MiTek Engineering Reference Sheet: MII-7473 rev. 02116/2016 ® 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 aWays required. See BCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stack materials on Inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other Interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane atjolnt locations are regulated by ANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. B. Unless otherwise noted, moisture content of lumber shall not exceed 19%at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant preservative treated or green lumber. 10. Camber Is a nonstructural consideration and Is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type, sae, orientation and location dimensions Indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 13. Top chords must be sheathed or purlins provided at spacing Indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing, or less. If no ceiling is installed, unless otherwise noted. 15, Connections not shown are the responsibility of others. 16. Do not cut or alter truss member a plate without prior approval of an engineer. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental. health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back words and pictures) before use. Reviewing pictures clone Is not sufficient. 20. Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria. Gc�l�-, L.oA(?--:5 MIN.SETB yiU. FRONT SIDES CNR S REAR:? ZNG. TECH -71 1 120� 5 RECEYV7D 3UA 2 T2ffi ;gyp Rio O 3s — r'.F.Et�J. Z Q' 3'-o11"A/dorJf Bpje e-y. W vl Dooa � d �R P N 'L � 2 FORM 405-10 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Business and Professional Regulation - Residential Performance Method Project Name: CARLTON 2 CAR GARAGE Builder Name:. Street: SPANISH, LAKES Permit Office: city, state, zip: FT. PIERCE. FL, Permit Number. Jurisdiction: � Owner: 3�r '1 's �D Design Location: FL, Fort Pierce r 1. New construction or existing New (From Pians). 9. Well Types (1712.0 sgft.) , Insulation Area a. Concrete Block - Im Insul, Exterior R=4.1 928.00 f' 2. Single (amity or multiple }amity Single-femfy b. Frame - Wood, Adjacent R=11.0 400.00 fe 3. Number of units, If multiple family 1 c. Concrete Block - Int Insul, Exterior R=4_.3 . 384.00tH 4. Number of Bedrooms 2 .d,WA 10. Ceiling Types (1565.0 sgfL) R= fit Insulation Area 5. is this a worst case? No a. Under Attic (Vented) R=30.0 1565.00 fl' 6. Conditioned floor area above grade (ft) 1566 b. WA R- iP c. WA R= Conditioned floor area below grade (ft") 0 11. Duos R fP 7. Windows(126.3'sgft.) Description Area a. Sup: Attie, Ret: Attic, AH: Attic 6 168. a. U-Fedor. Sgl, U=0.50 126.25iN - SHGC: SHGC=0.32 ft' 12. Cooling systems kBtulhr Efficiency b. U-Factor. WA a. Central Unit 35.0 SEER:15.00 SHGC: c. U-Factor. WA ft' SHGC: 13. Heating systems kBubr . Efficiency d. U-Factor: NIA fit a. Electric Heat Pump 35.0 HSPF:9.00 SHGC: -_ Area Weighted Average Overhang Depth: 2.000 ft. Area Weighted Average SHGC: 0.320 .14. Hot water systems a. Electric Cap: 40 gallons & Floor Types (1565.0sgR.). insulation Area - EF:0.920 a. Slib-On-Grade Edge Insulation R-0.0 1565.0011' b. Conservation features b. N/A R- fit None c. NIA R= ft' 15. Credits _ Pstet Total Proposed Modred Loads: 24.64 PASS Glass/Floor Area: 0.081 Total Standard Reference Loads: 32.14 Lhereby certify that the plans and specifications Covered by Review of the plans and pTi1E SrgT6 this calculation are in compliance with the Florida Energy specifications covered by this �y ,� . • = g O,e Code calculation indicates compliance �O with the Florida Energy Code. rill„'• k,l'':••"" , PREPAR BY' Before construction is.completed ' DATE: _ this building will be Inspected for. compliance with Section 553.906 +rll a ° 4 fhereby certify .thatthisbuilding,as rg ad ' -compliance Florida -Statutes. -�COD��J� with the Florida Energy Code. OWNERIA T BUILDING OFFICIAL: DATE:. � DATE: G1c,Cg�y� 8I72014 8A3 AM EnergyGauge® USA- FlaRes2010 Section 406.4.1 Compliant Software Page I of 5 PROJECT CARLTON 2 CAR GARAGE Bedrooms: 2 Address Type: Street Address Title: Building Type: User Conditioned Area: 1565 Lot# Block/SubDlvislon: Owner: Total Stories: 1 Worst Case: No PlatBook: # of Units: 1 Rotate Angle: 0 Street: SPANISH LAKES Builder Name: Cross Ventilation: No County: ST. LUCIE COUNTY Permit Office: Whole House Fan: Yes City, State, ZJp: FT. PIERCE, Jurisdiction: r FL, Family Type: Single-family New/6dstlng: New (From Plans) Comment CLIMATE IECC Design Temp Int Design Temp Heating Design Daily Temp / V Design Location TMY Site Zone 97.5 % 2.5 % Winter Summer Degree Days Moisture Range FL, Fort Pierce FL_ST_LUCIE_CO_INTL 2 39 90 70 75 722 62 Low BLOCKS Number Name Area Volume 1 Blockt 1565 12520 SPACES Area Volume Kitchen Occupants Bedrooms InBI ID Finished Cooled Heated Number Name 1 Main 1565 12520 Yes 4 2 1 Ygs Yes Yes FLOORS # Floor Type Space Perimeter R-Value Area The Wood Carpet 1 Slab-0n-Grade Edge Insulatio Main 167 it 0 1665 ft- _ 0 0 1 ROOF Roof Gable Roof Solar SA Emitt Emitt Deck Pitch Materials Area Area Color Absor. Tested Tested Insul. (deg) # Type 1 Hip Metal 1695 ft' 0 ft Medium 0.96 No 0.9 No 0 22.6 ATTIC / V # Type Ventilation Vent Ratio (1 in) Area RBS IRCC _ 1 Full attic Vented 300 1665 IF N N CEILING r # Ceiling Type Space R-Value Area Framing Frac Truss Type 1 Under Attic (Vented) Main 30 1565 fP 0.11 Wood 8/7/2014 8:43 AM EnergyGauge® USA- FlaRes2010 Section 405.4.1 Compliant Software Page 2 of 5 WALLS Cavity Width Heigh SheaMln!) Fmming Solar Below Adjaroade cent Space Absor 1 N wall T.VPP Exterior Concrete Black- Int Insul Main 4.3 48 8 384.0 ft' 0 0.75 0 _ 2 E Exterior Concrete Block - Int Insul Insul Main 4.09999 34 8 272.0 i 0 0.75 0 _ 3 S Exterior Concrete Block - Int Insul Main 4.09999 48 8 384.0 ft' 0 0.75 0 _ 4 W Exterior Concrete Block -Int Insul Main 4.09999 34 8 272.0 fP 0 0.75 0 5 N Garage Frame - Wood Main 11 50 8 400.0 IF 0 0.75 0 DOORS # Omt Door Type Space Storms LLValue Ft Width In Ft eight In Area f S Insulated Main None .46 3 6 8 20 fN WINDOWS Orientation shown is the entered Proposed orientation. Overhang / Wall Ontt ID Frame Panes NFRC U-Factor SHGCIntShade Area Depth Separation I Screening N 1 Metal Single (Tinted) Yes 0.5 0.32 27.0 ft' 2 it 0In 6 It 0 in Drapeslblinds None 2 N 1 Metal Single (Tinted) Yes 0.5 0.32 40.0 ft- 2 it 0In 6 it 0In DmpeslbOnds None _ 3 E 2 Metal Single (Tinted) Yes 0.5 0.32 39.811? 2 It 0In 6 ft 0In Drapes/blinds None _ 4 W 4 Metal Single (Tinted) Yes 0.5 0.32 13.5 ft' 2 It 0 in 6 It 0 in Drapes/blinds None _ 5 W 4 Metal Single (Timed) Yes 0.5 0.32 6.0 ft' 2 it 0 in 6 it 0In Drapes/blinds None GARAGE # Floor Area Ceiling Area Exposed Wall Perimeter Avg. Wall Height Exposed Wall Insulation 1 1040 fill 1040 ft 50 it 8 ft 11 INFILTRATION # Scope Method SLA CFM 50 ELA EgLA ACH ACH 50 1 Wholehouse Best Guess .0005 2052.5 112.68 211.91 .365 9.8363 HEATING SYSTEM # System Type Subtype Efficiency Capacity ' Block Ducts _ 1 Electric Heat Pump None HSPF: 9 35 kBhdhr 1 sys#1 COOLING SYSTEM # System Type Subtype Efficency Capacity Air Flaw SHR Block Ducts 1 Central Unit None SEER: 15 35 kBtAr 1050 chin 0.75 1 sys#1 6f7f2014 8:43 AM EnergyGauge® USA - FlaRes2010 Section 405.4.1 Compliant Software Page 3 of 5 HOT WATER SYSTEM # System Type SubType Location EF Cap Use SetPnt Conservation 1 Electric None Garage 0.92 40 gal 50 gal 120 deg None SOLAR HOT WATER SYSTEM Collector Storage FSEC Cert # Company Name System Model # Collector Model # Area Volume FEF None None fP DUCTS — Supply — — Return Air CFM 25 CFM25 HVAC # # Location R-Value Area Location Area Leakage Type Handler TOT OUT ON RLF Heat Cool 1 Attic 6 168 fN Attic 25 ft' Default Leakage Attic (Defeult) (Default) 1 1 _ TEMPERATURES Programable((X�hermostaftJanr. Y Ceiling Fans:Cooling [FebfX,� Marr May �jM:x� Jun Jul [ ] Exl Aug t Ex� Sep j j 11 Oct Nov Dec (r)(') Dec Ventlng j ]Jan 1 ] Feb (X] Mar Apr [ Jun 111 Jul 1 Aug 111 Sep lxl [ ] Thermostat Schedule: HERS 2006 Reference Hours 10 11 12 Schedule Type 1 2 3 4 5 6 7 8 9 Cooling (WD) AM 78 78 78 78 78 78 78 78 78 78 78 78 80 78 80 78 so 78 so 78 PM 80 80 78 78 Cooling (WEH) 78 76 78 78 78 78 78 78 78 78 78 78 PM Heating(WD) AM 66 66 66 66 66 68 68 68 68 68 68 68 68 68 68 68 68 66 68 66 PM 68 68 68 68 Reefing (WEH) PM 68 68 68 68 68 68 68 68 68 66 66 6688 W72014 8:43 AM EnergyGauge® USA - FlaRes2010 Section 405.4.1 Compliant Software Page 4 of 5 FORM 405-10 Florida Code Compliance Checklist Florida Department of Business and Professional Regulations Residential Whole Building Performance Method ADDRESS: SPANISH LAKES PERMIT #: FT. PIERCE, FL, MANDATORY REQUIREMENTS SUMMARY - See individual code sections for full details. COMPONENT SECTION SUMMARY OF REQUIREMENT(S) CHECK Air leakage 402.4 To be caulked, gasketed, weatherstripped or otherwise sealed. Recessed lighting IC -rated as meeting ASTM E 283. Windows and doors = 0.30 cfm/sq.ft. Testing or visual inspection required. Fireplaces: gasketed doors & outdoor combustion air. Must complete envelope leakage report or visually verify Table 402.4.2. Thermostat & 403.1 At least one thermostat shall be provided for each separate heating controls and cooling system. Where forced -air furnace is primary system, programmable thermostat is required. Heat pumps with supplemental electric heat must prevent supplemental heat when compressor can meet the load. Ducts 403.2.2 All ducts, air handlers, filter boxes and building cavities which form the primary air containment passageways for air distribution systems shall be considered ducts or plenum chambers, shall be constructed and. sealed in accordance with Section 503.2.7.2 of this code. 403.3.3 Building framing cavities shall not be used as supply ducts. Water heaters 403.4 Heat trap required for vertical pipe risers. Comply with efficiencies in Table 403.4.3.2. Provide switch or clearly marked circuit breaker (electric) or shutoff (gas). Circulating system pipes insulated to = R-2 + accessible manual OFF switch. Mechanical 403.5 Homes designed to operate at positive pressure or with mechanical ventilation systems shall not exceed the minimum ASHRAE 62 level. ventilation No make-up air from attics, crawlspaces, garages or outdoors adjacent to pools or spas. Swimming Pools 403.9 Pool pumps and pool pump motors with a total horsepower (HP) of = 1 HP shall have the capability of operating at two or more speeds. Spas & Spas and heated pools must have vapor -retardant covers or a liquid cover or other means proven to reduce heat loss except if 70% of heat from site -recovered energy. Off/timer switch required. Gas heaters minimum thermal efficiency=78% (82% after 4116/13). Heat pump poolrheaters minimum COP= 4.0. Cooling/heating 403.6 Sizing calculation performed & attached. Minimum efficiencies per Tables 503.2.3. Equipment efficiency verification required. Special equipment occasion cooling or heating capacity requires separate system or variable capacity system. Electric heat >10kW must be divided into two or more stages. Cellings/knee walls 405.2.1 R-19 space permitting. V72014 8:43 AM EnergyGauge® USA - FlaRes2010 Section 405.4.1 Compliant Software A! � a Page 5 of 5 ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE INDEX* = 77 The lower the EnergyPerformance Index, the more efficient the home. SPANISH LAKES, FT. PIERCE, FL, 1. New construction or existing New (From Plans) 9. Wall Types Insulation Area 2. Single family or multiple family Single-family b. Concrete Block - Int Insul, Exterior R=4.1 926.00 fF b. Frame -Wood, Adjacent R=11.0 400,00 fl' 3. Number of units, if multiple family i c. Concrete Block - Int Insul, Exterior R=4.3 384.00 fN 4. Number of Bedrooms 2 d. N/A R= fN 10. Ceiling Types Insulation Area 5. Is this a worst case? No a. Under Attic (Vented) R=30.0 1565.00 fN 6. Conditioned floor area (W) 1565 b. N/A R= fN c. WA R= ft' 7. Windows" Description Area 11. Ducts R IN a. U-Factor: S91, U-0.50 126.25 fP a. Sup: Alto, Ret: Attic, AH: Attic 6 168 SHGC: SHGC=0.32 ' b. U-Factor: N/A R' SHGC: 12. Cooling systems kBtrdhr Efficiency c. U-Factor. N/A fl' a. Central Unit 35.0 SEER:15.00 SHGC: d. U-Factor: N/A fl' 13. Heating systems kBtulhr Efficiency SHGC: a. Electric Heat Pump 35.0 HSPF:9.00 Area Weighted Average Overhang Depth: 2.000 R. Area Weighted Average SHGC: 0.320 8. Floor Types Insulation Area 14. Hot water systems Cap: 40 gallons a. Slab -On -Grade Edge Insulation R=0.0 1565.00 f' a. Electric EF: 0.92 b. N/A R= ft' b. Conservation features 9 c. WA R- fN None 15. Credits Patel �x I certify that this home has complied with the Florida Energy Efficiency Code for Buildin Q Construction through the above energy saving fe es which will be installed (or exceed d) in this home before final inspection. Othe sea ew EPL Display Card will be completed based on installed Code compliant f Builder Signature: Date: `a S Address of New Home: { S City/FL Zip: *Note: This is not a Building Energy Rating. If your Index is below 70, your home may qualify for energy efficient mortgage (EEM) incentives if you obtain a Florida EnergyGauge Rating. 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 303.1.3 of the Florida Building Code, Energy Conservation, if not DEFAULT. EnergyGauge® USA - FlaRes2010 Section 405.4.1 Compliant Software Project Summary Dee: wrightsoft' Enure House By: QUICK CALCS, INC. 317 ST LUCIE LN., FT. PIERCE, FL 34946 Phone: 772-466-6799 Fax: 772-466-6796 Email: OUICKCALCS®AOL.COM Project Information For: CARLTON 2 CAR GARAGE SPANISH LAKES, FT. PIERCE, FL c Ca Notes: Design Information Weather: Fart Pierce, FL, US Winter Design Conditions Summer Design Conditions Outside db 42 OF Outside db 90 OF Inside db 70 OF Inside db 75 OF Design TD 28 OF Design TD 15 OF Daily range Relative humidity L 50 % Moisture difference 61 gr/lb Heating Summary Sensible Cooling Equipment Load, Sizing Structure 17886 Btuh Structure 17149 Btuh Ducts 5866 Btuh Ducts 8869 Btuh Central vent (0 cfm) 0 Btuh Central vent (0 cfm) 0 Btuh Humidification 0 Btuh Blower 0 Btuh Piping 0 Btuh Equipment load 23752 Btuh Use manufacturers data n Rate/swing multiplier 0.95 Infiltration Equipment sensible load 24717 Btuh Method Simplified Latent Cooling Equipment Load Sizing Construction quality Average Fireplaces 0 Structure 2042 Btuh Ducts 2414 Btuh Heating Cooling Central vent (0 cfm) 0 Btuh Area (ft2) 1565 1565 Equipment latent load 4456 Btuh Volume (ft3) 14664 14664 Air changesthour 0.38 0.20 Equipment total load 29173 Btuh Equiv. AVF (cfm) 93 49 Req. total capacity at 0.70 SHR 2.9 ton Heating Equipment Summary Cooling Equipment Summary Make Carrier Make Carrier Trade Trade Model 25HPA5361-131 Cond 25HPA536H31 AHRI ref 3257878 Coil CAP"3621A"+58CV(A,X)110-20 AHRI ref 3257878 Efficiency 8.5 HSPF Efficiency 12.5 EER, 15 SEER Heating input Sensible cooling 24500 Stuh Heating output 35200 Btuh @ 47'F Latent cooling 10500 Btuh Temperature rise 27 OF Total cooling 35000 Btuh Actual airflow 1167 cfm Actual airflow 1167 cfm Air flow factor 0.049 cfm/Btuh Air flow factor 0.045 cfm/Btuh Static pressure 0 in H2O Static pressure 0 in H2O Space thermostat Load sensible heat ratio 0.85 Calculations approved byACCA to meet all requirements of Manual J 8th Ed. .� Wrl F1i50fC' 2014-Aug-0708:43:40 9 Right -Suite® Universal 2013 13.0.15 RSU08101 Page 1 AM CAPrograrn Files\CARLTON 2 CAR GARAGE.rup Celc = MJ8 Front Door faces: N + wrightsofr Right-J® Worksheet Date: Entire House By: QUICK CALCS, INC. 317 ST LUCIE LN.. FT. PIERCE. FL 34946 Phone: 772-466-6799 Fan 772-466.6796 Email: OUICKCALCS@AOL.COM 1 Room name Entire House MASTER BEDROOM 2 Ealosed wall 138.0 It 38.0 It 3 Room helght 9.4 It d 9.4 it heat/cool 4 Room dimensions 14.0 x 16.0 it 5 Room area 1560.0 ft2 224.0 ft2 Ty Construction U-value Or HTM Area (ft2) Load Area (ft2) Lead number (BluwttzOF) (BtuIJfP2) or perimeter (It) (Btuh) or perimeter (it) (Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 W 134-0ccs 0.143 ne 4.00 2.55 451 430 1724 1096 75 75 301 191 I-!' 1Aclom 1.270 ne 35.56 70.43 21 0 736 1458 0 0 0 0 W 13A-0as 0.143 se 4.00 2.55 75 53 212 135 0 0 0 0 �--D 11D0 0.390 se 10.92 11.31 22 22 242 251 0 0 0 0 . 11 13A flocs 0.143 sw 4.00 2.55 451 431 1727 1098 150 150 602 383 tAclom 1.270 sw 35.56 70.95 6 0 213 426 0 0 0 0 1Aclom 1.270 sw 35.55 70.95 14 0 491 an 0 0 0 0 13A-4ocs 0.143 nw 4.00 2.55 320 255 1022 649 132 108 432 275 IA-clom 1.270 nw 35.56 70.43 12 0 415 822 12 0 415 822 1Aclom 1.270 nw 35.56 70.43 12 0 427 845 12 0 427 845 1Aclomd 1.270 nw 35.56 70.43 41 0 1451 2874 0 0 0 0 P 12C-0sw 0.091 2.55 1.28 451 451 1150 579 0 0 0 0 C 16A-30md 0.032 0.90 2.32 1560 1560 1398 3619 224 224 201 520 F 22A-tpl 0.989 - 27.69 0.00 1560 138 3a21 0 224 38 1052 0 6 c)AED excursion 1513 574 Envelope loss/gain 15029 16343 3430 3610 12 a) InfMcati0n 2a58 806 787 222 b) Room ventilation 0 0 1 0 0 13 Internal gains: Occupants ® 230 0 0 0 0 Appliances/other 0 0 Subtotal (lines 6 to 13) 17886 17149 4217 38U Less eMerrW load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 17686 0 17149 0 4217 0 3IM 14 15 Subtotal Duct loads M. 52% 5866 8869 33% 52'/.l 1383 1982 Total room load 23752 26018 5600 M13 Air required (cfm) 1167 1157 275 261 Calculations approved byACCA to meet all requirements of Manual J 8th Ed. h wrllghtsof - 2014-Aug-0708:43:40 Right-SuiteO Universal 201313.0.15 RSU08101 Page 1 C:\Program Files%CARLTON 2 CAR GARAGE.rup Colo = MJ8 Front Door faces: N + wrightsoft' Right-J® Worksheet Job: Entire House By: QUICK CALCS, INC. 317 ST. LUCIE LN.. FT. PIERCE. FL 34946 Phone: 772-466-6799 Fax 772-466 6796 Email: OUICKCALCS®AOL.COM =heig WIC 0 it 9.4 fl heaticool 7.0 x 9.0 It 63.0 ft' MASTER BATH 8.0 it 9.4 ft heaUcodns 7.0 x 8.0 It 56.0 If' Ty Construction number U-value (Btuwft? °F) Or HTM (Stuh/ft') Area (w) or perimeter (it) Load (Btuh) Area (it') or perimeter (it) Load (Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 11 Vr/ �C 13A-4xs 1Ao1om 13A-4ocs 11D0 13A-4ms 1Aclom 1A-clom 1A-clom 1Ac1om 1Aclomd 12C-0sw 16A-30md 22A-tPI 0.143 1.270 0.143 0.390 0.143 1.270 1.270 1.270 1.270 1.270 1.270 0.091 0.032 0.989 no no se se sw sw sw nw nw nw my - - 4.00 35.56 4.00 10.92 4.00 35.56 35.56 4.56 35.56 35.56 35.56 2.55 0.90 27.69 2.55 70.43 2.55 11.31 2.55 70.95 70.95 0.43 70.43 70.43 70.43 1.28 2.32 0.00 0 0 0 0 0 0 0 0 0 0 0 0 63 63 0 0 0 0 0 0 0 0 0 0 0 0 63 0 0 0 0 0 0 0 0 0 0 0 0 0 56 0 0 0 0 0 0 0 0 0 0 0 0 0 146 0 0 0 0 0 75 0 0 0 0 0 0 0 56 56 0 0 0 0 75 0 0 0 0 0 0 0 56 8 0 0 0 0 301 0 0 0 0 0 0 0 So 222 0 0 0 0 191 0 0 0 0 0 0 0 130 0 W --D 11 Ti13A-4ocs P C F 6 c) AED excursion 0 0 Ern Icpe loss/gain 56 146 573 321 12 a) Infiltration b) Room ventilation 0 0 0 0 166 0 47 0 13 Internal gains: Occupants ® 230 Appliances/other 0 0 0 0 0 0 Subtotal(lines 6to 13) 56 146 73B 368 14 15 Less ebemal load Less transfer Redistribution Subtotal Duct loads 33% 52% 0 0 0 56 19 0 0 0 146 76 339/6 52°/ 0 01 01 738 242 0 0 0 368 190 Total room load Air required (cfm) 1 75 1 4 222 10 981 48 55B 25 'f+j' wrightsoft' 2014-Au9-0708:43:40 AeCk Right -Suite@ Universal 201313.0.15 RSW8101 Page 2 CAProgram FilesICARLTON 2 CAR GARAGE.rup Cate = MJ8 Front Door Faces: N ill wrightsoft' Right-J® Worksheet Date: Entire House By: QUICK CALCS, INC. 317 ST. LUCIE LN.. FT PIERCE, FL 34946 Phone: 772-466-6799 Fax 772-4666796 Email: OUICKCALCS®AOL.COM 1 2 3 4 5 Room name Exposed wall Room height Room dimensions Room area M. BATH 7.0 it 9.4 it heat/cool 1.0 x 61.0 ft 61.0 ft2 LAUDRV 0 It 9.4 It heat/cool 6.0 x 6.0 It 36.0 its Ty Construction number U-value (BtuNlt"F) Or HiM (f3tutVftT) Area (119 or perimeter (it) Load (Btuh) Area (fP) or perimeter (ft) Load (Btuh) Heat Cool Gross N/P/S Heat Cool Gross WP/S Heat Cool 6 11 Vy LG laA400s 1Aclom 13A-4ocs 11D0 1344ocs 1Actom 1Actom 134-4acs 1A-clom 1Aclom 1A-clomd 12C-osw 16A-30md 22A.tpl 0.143 1.270 0.143 0.390 0.143 1.270 1.270 1.270 1.270 1.270 1.270 0.091 0.032 0.989 no ne se se sw sw sw nw nw nw my 4.00 35.56 4.00 10.92 4.00 35.56 35.56 4.56 35.56 35.56 35.56 2.55 0.90 27.69 2.55 70.43 2.55 11.31 2.55 70.95 70.95 0.43 70.43 70.43 70.43 1.28 2.32 0.00 0 0 0 0 66 6 0 0 0 0 0 0 61 61 0 0 0 0 60 0 0 0 0 0 0 0 61 7 0 0 0 0 239 213 0 0 0 0 0 0 55 194 0 0 0 0 152 426 0 0 0 0 0 0 142 0 0 0 0 0 0 0 0 0 0 0 0 0 36 36 0 0 0 0 0 0 0 0 0 0 0 0 36 0 0 0 0 0 0 0 0 0 0 0 0 0 32 0 0 0 0 0 0 0 0 0 0 0 0 0 64 0 ly T-D y/ I��G W P C F 6 c) AED excursion 165 0 Envelope loss/gain 701 885 32 83 12 a) Infiltration b) Room ventilation 1 145 0 41 0 1 0 0 0 0 13 Internal gains: Occupants ® 230 Appliances/other 0 0 0 0 0 0 Subtotal (lines 6 to 13) 846 926 32 83 14 15 Less e#emal load Less transfer Redistribution Subtotal Duct loads 331/6 52%1 0 0 0 846 278 0 0 0 926 479 33% 52% 0 0 0 32 11 0 0 0 83 43 Total room load Air required(cfm) 1124 55 1404 63 43 2 127 6 wrlghtSof - 2014-Aug-0708:43:40 Right-SuiteG Uniwrsal 2013 13.0.15 RSU08101 Page 3 . A CAProgram Files\CARLTON 2 CAR GARAGE.rup Colo = MJ8 Front Door faces: N + wrightsoft• Right-J® Worksheet Job: Entire House Date: By: QUICK CALCS, INC. 317 ST. LUCIE LN., FT. PIERCE, FL 34946 Phone: 772466-6799 Fa c 772-466-6796 Email: DUICKCALCS®AOL.COM 1 2 3 4 5 Room name EWed wall Room helght Room dimensions Room area BEDROOM 2 12.0 It 9.4 It heat/cool 15.0 x 12.0 It 180.0 W DINING/GREAT ROOM 49.0 It 9.4 R heat/cool 1.0 x 568.0 It 568.0 ft2 Ty Construction number U-value (BtuWIt2-"F) Or HTM (Btuh/ft2) Area (ft2) or perimeter (ft) Load (Btuh) Area (ft2) or perimeter (ft) Load (Bluh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 11 W �C 13A-0acs 1Aclom 13A-4ocs 11D0 13A-0ecs 1Aclom IAclom 13A-4ccs to-clom IAclom 1Aclomd 12C-Osw 16A30md 22A-tpl 0.143 1.270 0.143 0.390 0.143 1.270 1.270 0.143 1.270 1.270 1.270 0.091 0.032 0.989 ne ne se se sw sw sw nw nw nw nw - 4.00 35.56 4.00 10.92 4.00 35.56 35.56 4.00 35.56 35.56 35.56 2.55 0.90 27.69 2.55 70.43 2.55 11.31 2.55 70.95 70.95 2.55 70.43 70.43 70.43 1.28 2.32 0.00 0 0 0 0 113 0 14 0 0 0 0 122 180 180 0 0 0 0 99 0 0 0 0 0 0 122 180 12 0 0 0 0 396 0 491 0 0 0 0 311 161 332 0 0 0 0 252 0 979 0 0 0 0 157 418 0 273 21 0 0 0 0 0 188 0 0 41 0 56B 568 252 0 0 0 0 0 0 147 0 0 0 0 568 49 1009 736 0 0 0 0 0 589 0 0 1451 0 509 1357 641 1458 0 0 0 0 0 375 0 0 2874 0 1318 0 t__0 P C F 6 c) AED recursion 365 411 Envelope loss/Bain 1 1692 2170 1 5651 7076 12 a) Infiltration b) Room ventilation 249 0 70 0 1015 0 286 0 13 Internal gains: Occupants @ 230 Appliances/other 0 0 0 0 0 0 Subtotal(lines 6to 13) 1941 2240 6666 7363 14 15 Less external load Less transfer Redistribution Subtotal Duct toads 1 33% 52% 0 0 0 1941 636 0 0 0 2240 1159 33% 52% 0 0 0 6666 2196 0 0 0 7363 3808 Total room load Air required (cfm) I I 2577 127 3399 152 8851 435 11170 501 #- wrightnoft• 2014-Aug-0708:43:40 A158Rlght-Suiteal Universal 2013 13.0.15 RSU08101 Page 4 A CAProgram Files\CARLTON 2 CAR GARAGE.rup Cale = MJ8 Front Door Faces: N wrightsoft• Right-J® Worksheet Date: Entire House By: QUICK CALCS, INC. 317 9T I IIMF LN.. FT PIERCE. FL 34946 Phone: 772-466-6799 Fax: 772466-6796 Email: OUICKCALCSOAOLCOM 1 Room dame KRCHEN Roaring 2 Exposed wall 11.0 It 9.4 It heat/cool 5.0 it 9.4 It heattcool 3 Room height 19.0 x 11.0 it 10.0 x 5.0 R 4 Room dimensions 209.0 fl' 50.0 fP 5 Room area Ty Construction U-value Or HTM Area (Its) Load Area (fP) Load number (BtuNft�*F) (BtuNllj or perimeter (it) (Btuh) or perimeter (ft) (Stuh) Heat Cool Gross I N/P/S Heat Caol Gross N/P/S Heat Cool 6 13AAccs 0.143 ne 4.00 2.55 103 103 414 263 0 0 0 0 YLl' 1Actom 1.270 ne 35.56 70.43 0 0 0 0 0 0 0 0 y/ 13A-0acs 0.143 as 4.00 2.55 0 0 0 0 0 0 0 0 L-D 1100 0.390 se 10.92 11.31 0 0 0 0 0 0 0 0 11 13A-4ws 0.143 sw 4.00 2.55 0 0 0 0 47 47 188 12D 1Aclom 1.270 sw 35.56 70.95 0 0 0 0 0 0 0 0 Mclom 1.270 sw 35.56 70.95 0 0 0 0 0 0 0 0 VVViiilll 13A-4ocs 0.143 nw 4.00 2.55 0 0 0 0 0 0 0 0 to-clom 1.270 nw 35.56 70.43 0 0 0 0 0 0 0 0 1Aclom 1.270 nw 35.56 70.43 0 0 0 0 0 0 0 0 1Aclomd 1.270 nw 35.56 70.43 0 0 0 0 0 0 0 0 P 12C-0sw 0.091 2.55 1.28 122 122 311 157 0 0 0 0 C 16A-30md 0.032 - 0.90 2.32 209 209 187 485 50 50 45 116 F 22A-tpl 0.989 27.69 0.00 209 11 305 0 50 5 138 0 6 c) AED excursion -1 0 Em,elope loss/gain 1217r604 371 235 12 a) Infiltration 228 104 29 b) Room ventilation 0 0 0 13 Internal gains: Occupants ® 230 0 0 0 Appliances/other 0 Subtotal (lines 6 to 13) 1445 475 265 Less ebernal load 0 0 0 less transfer 0 0 0 0 0 Redistribution 0 1445 475 265 14 15 Subtotal Duct loads 33% 520/ 474 33% 520/ 156 137 Total room load 19191 1469 631 401 Air required (cfm) 1 99 66 31 18 A wrlghtsoft' 2014-Aug-0708:43:40 Right -Suite® Universal 2013 13.0.15 RS1108101 Page 5 CAProgram Files\CARLTON 2 CAR GARAGE.rup Cale = MJ8 Front Door faces: N wrightsoft' Right-J® Worksheet Job: Entire House Date: By: QUICK CALCS, INC. 317 ST. LUCIE UN.. FT. PIERCE, FL 34946 Phone: 772-466-6799 Fax 772.46&6796 Email: OUICKCALCSOAOL.COM 1 Roam name HALL FOYER 2 Exposed wall 0 it 8.0 It 3 Room height 9.4 ft heat/cad 9.4 ft heat/cool 4 Room dimensions 5.0 x 5.0 ft 8.0 x 11.0 ft 5 Roam area 25.0 ft' 88.0 ft2 Ty Construction U-value Or HTM Area (ft9 Load Area (ft.) load number (Btuh/ftMF) (BluNftl a perimeter (ft) (Bluh) or perimeter (ft) (Btuh) Heat Cool Gross N/P/S Heat Ccol Gross N/P/S Heat Cool 6 VLG 13A-4ocs 0.143 he 4.00 2.55 0 0 0 0 0 0 0 0 1Aclom 1.270 ne 35.56 70.43 0 0 0 0 0 0 0 0 W 13A-4ocs 0.143 se 4.00 2.55 0 0 0 0 75 53 212 135 11D0 0.390 se 10.92 11.31 0 0 0 0 22 22 242 251 -0 11 13A-0acs 0.143 sw 4.00 2.55 0 0 0 0 0 0 0 0 1--G 1Aclom 1.270 sw 35.56 70.95 0 0 0 0 0 0 0 0 II--GG 1A-clam 1.270 sw 35.56 70.95 0 0 0 0 0 0 0 0 13A-4ocs 0.143 nw 4.00 2.55 0 0 0 0 0 0 0 0 1Actam 1.270 nw 35.56 70.43 0 0 0 0 0 0 0 0 1Aclom 1.270 nw 35.56 70.43 0 0 0 0 0 0 0 0 1Actomd 1.270 nw 35.56 70.43 0 0 0 0 0 0 0 0 P 12C-0sw 0.091 2.55 1.28 0 0 0 0 207 207 527 265 C 16A.30md 0.032 - 0.90 2.32 25 25 22 58 88 88 79 204 F 2TA-tpl 0.989 27.69 0.00 25 0 0 0 88 8 222 0 6 c)AED excursion 0 .1 Envelope loss/gain 22 58 1282 854 12 a) Infiltration 0 0 166 47 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants ® 230 0 0 0 0 Appliances/other 0 0, Subtotal (lines 6to 13) 22 58 1447 901 Less excemai lead 0 0 0 0 Less transfer 0 0 0 0 0 0 Redistribution 0 22 0 SB 1447 901 14 15 Subtotal Duct loads 33% 52% 7 30 33% 5L- 475 466 Total room lead 30 88 1922 1367 Air required(cfm) 1 4 94 61 A -Fk- wrights ft" 2014-Au9'0708:43:40 Right -Suite® Universal 2013 13.0.15 SSU08101 Page 6 CAProgram Files\CARLTON 2 CAR GARAGE.rup Calc = MJ8 Front Door Faces: N 3 WYNNE BUILDING CORPORATION 8000 South U.S. #1 Suite 402 Port St. Lucie, FL 34952 Spanish Lakes Communities Division Port Saint Lucie July 7, 2015 To: St. Lucie County Building Dept. Attn: William Durden Re: 39 Las Casitas Permit # 1 Ny " JUL 15 210i5 µr�y�i�-rrrau 51. Luoae County, �a- In regards to the bovementioned permit, the Roof Underlayment that will be used is Titanqum UDL-25 Plus - NOA# 14-0603.18. If there are any questions, I can be reached at (772) 878-5513. Thank you, Matthew Lyle ftnpejf- V.P. Miami Division Miami Telephones: Port Saint Lucie (772) 878-5513 Miami (305) 235-3175 M®R DEPARTMENT OF REGULATORY AND ECONOMIC RESOURCES (RER) BOARD AND CODE ADMINISTRATION DIVISION NOTICE OF ACCEPTANCE (NOA) Interwrap, Inc. 32923 Mission Way Mission, BC, Canada V2V-6E4 MIAMI-DADE COUNTY PRODUCT CONTROL SECTION 11805 SW 26 Street, Room 208 Miami, Florida 33175-2474 T (786)315-2590 F (786) 31525-99 www.miamidadexov/eeonomy SCOPE: This NOA is being issued under the applicable rules and regulations governing the use of construction materials. The documentation submitted has been reviewed and accepted by Miami -Dade County RER - Product Control Section to be used in Miami Dade County and other areas where allowed by the Authority Having Jurisdiction (AHJ). This NOA shall not be valid after the expiration date stated below. The Miami -Dade County Product Control Section (In Miami Dade County) and/or the AHJ (in areas other than Miami Dade County) reserve the right to have this product or material tested for quality assurance purposes. If this product or material fails to perform in the accepted manner, the manufacturer will incur the expense of such testing and the AHJ may immediately revoke, modify, or suspend the use of such product or material within their jurisdiction. RER reserves the right to revoke this acceptance, if it is determined by Miami -Dade County Product Control Section that this product or material fails to meet the requirements of the applicable building code. This product is approved as described herein, and has been designed to comply with the Florida Building Code including the High Velocity Hurricane Zone of the Florida Building Code. DESCRIPTION: Titanium® UDL-25 PLUS, Titanium® UDL-30, Titanium® UDL-50, UDL TT, UDL TF, UDL TTMC-300, RhinoRoof U10, RhinoRoof U15, RhinoRoof U20, Titanium UDL25, and RhinoRoof RSA Synthetic Underlayments LABELING: Each unit shall bear a permanent label with the manufacturer's name or logo, city, state and following statement: "Miami -Dade County Product Control Approved", unless otherwise noted herein. RENEWAL of this NOA shall be considered after a renewal application has been filed and there 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 and revises NOA No. 13-0610.01 and consists of pages 1 through 5. The submitted documentation was reviewed by Alex Tigera. `OKl NOA No.: 14-0603.18 Expiration Date: 08/08/18 Approval Date: 06/11/15 Page 1 of 5 ROOFING COMPONENT APPROVAL Cate¢ory: Roofing Sub-Cateeory: Underlayment Material: Polypropylene SCOPE: This acceptance is for Titanium' UDL-25 PLUS, Titanium® UDL-30, Titanium' UDL-50, UDL TT, UDL TF, UDL TTMC-300, RhinoRoof U10, RhinoRoof U15, RhinoRoof U20, Titanium UDL25, and RhinoRoof RSA Synthetic Underlayments as described in this Notice of Acceptance, for use with approved prepared roof assemblies where ASTM D226 Type underlayment is specified and installed with prescribed approved fasteners and fastener densities. Designed to comply with the Florida Building Code including the High Velocity Hurricane Zone of the Florida Building Code PRODUCT DESCRIPTION: Test, Product Product Dimensions Specification Description Titanium' UDL-25 PLUS 48" x 250' rolls ASTM D226 Woven synthetic polymer underlayment with one Manufacturing Type I & II side coated with UV protected and slip resistant Location 91 & #3 polymer stabilized polypropylene on both sides. Titanium' UDL-30 48" x 250' rolls ASTM D226 Woven synthetic polymer underlayment with two Manufacturing Type I & II sides coated with UV protected and slip resistant Location #1& #3 polymer stabilized polypropylene on both sides. Titanium' UDL-50 48" x 250' rolls ASTM D226 Woven synthetic polymer underlayment with two Manufacturing Type I & II sides coated with UV protected and slip resistant Location #1& #3 polymer stabilized polypropylene on both sides. UDL TT 48" x 250' rolls ASTM D226 Woven synthetic polymer underlayment with one Manufacturing Type I & II side coated with UV protected and slip resistant Location #1 polymer stabilized polypropylene on both sides. UDL TF 48" x 250' rolls ASTM D226 Woven synthetic polymer underlayment with two Manufacturing Type I & II sides coated with UV protected and slip resistant Location 41 polymer stabilized polypropylene on both sides. UDL TTMC-300 48" x 250' rolls ASTM D226 Woven synthetic polymer underlayment with two Manufacturing Type I & II sides coated with UV protected and slip resistant Location 92 polymer stabilized polypropylene on both sides. RhinoRoof U10 42" x 286' rolls ASTM D226 Woven synthetic polymer underlayment with two Manufacturing Type I & 11 sides coated with UV protected and slip resistant Location #3 polymer stabilized polypropylene on both sides. NOA No.: 14-0603.18 Expiration Date: 08/08/18 Approval Date: 06/11/15 Page 2 of 5 RhinoRoof U15 42" x 286' rolls ASTM D226 Woven synthetic polymer underlayment with two Manufacturing Type I and II sides coated with UV protected and slip resistant Location #3 polymer stabilized polypropylene on both sides. RhinoRoof U20 42" x 286' rolls ASTM D226 Woven synthetic polymer underlayment with two Manufacturing Location 93 Type I and II sides coated with UV protected and slip resistant polymer stabilized polypropylene on both sides. Titanium UDL25 48" x 250' rolls ASTM D226 Woven synthetic polymer underlayment with two Manufacturing Location #3 Type I and II sides coated with UV protected and slip resistant polymer stabilized polypropylene on both sides. RhinoRoof RSA 36" x 67' rolls ASTM D1970 Unreinforced polymer modified bitumen material Manufacturing Location 44 adhered to the underside of a polymer -coated, synthetic woven sheet. The underside is backed with a release film. MANUFACTURING LOCATIONS: I. MLI 2. ML2 3. ML3 4. ML4 EVIDENCE SUBMITTED: Test AQency Test Identifier Test Name/Report Date Intertek Testing Services #3031783 TAS 104 02/19/03 3119607COQ-003B ICC-ES AC48 02/20/08 3124826-01 ASTM E108 02/19/08 3124826MID-007 ASTM E108 02/25/08 311801000Q-003 ASTM D226 02/20/08 3130639COQ-002A ASTM D226 02/20/08 3146738COQ-003A ASTM D226 06/20/11 3146738COQ-003B ASTM D 1876/ TAS 117 03/28/08 101465036COQ-001 ASTM D1970 06/27/14 100539395COQ-006 ASTM D226 06/02/14 101863861COQ-OOIA ASTM D226 10/28/14 10 1 823107COQ-0 I I ASTM D226 12/09/14 Trinity ERD 115010.05.10 ASTM D4798 / D226 05/14/10 138010.08.11 ASTM D226 08/11/11 I35520.08.11 ASTM D2523 / D1781 08/17/11 NOA No.: 14-0603.18 Expiration Date: 08/08/18 Approval Date: 06/11/15 Page 3 of 5 I INSTALLATION SPECIFICATIONS: TitaniumO UDL-25 PLUS, Titanium® UDL-30, Titanium' UDL-50, UDL TTMC-300, UDL TT, UDL TF, RhinoRoof U10, RhinoRoof U15, RhinoRoof U20, Titanium UDL25, and RhinoRoof RSA Synthetic Underlayments 1. Titanium® UDL-25 PLUS, Titanium® UDL-30, Titanium® UDL-50, UDL TTMC-300, UDL TT, UDL TF, RhinoRoof U10, RhinoRoof U15, RhinoRoof U20, Titanium UDL25, and RhinoRoof RSA Synthetic Underlayments shall be installed in strict compliance with applicable Building Code. 2. Titanium® UDL-25 PLUS, Titanium® UDL-30, Titanium® UDL-50, UDL TTMC-300, UDL TT, UDL TF, RhinoRoof U10, RhinoRoof U15, RhinoRoof U20, Titanium UDL25, and RhinoRoof RSA Synthetic Underlayments shall be installed with a minimum 4-inch head lap in a shingle layer fashion. 3. Titanium® UDL-25 PLUS, Titanium® UDL-30, Titanium® UDL-50, UDL TTMC-300, UDL TT, UDL TF, RhinoRoof U10, RhinoRoof U15, RhinoRoof U20, and Titanium UDL25 Synthetic Underlayments shall be fastened with Miami -Dade approved corrosion resistant tin -caps and 12 gauge 1 '/4" annular ring -shank nails, spaced 6" o.c. at all laps and three staggered rows fastened 12" o.c. in the field of the roll. 4. Titanium® UDL-25 PLUS, Titanium® UDL-30, Titanium® UDL-50, UDL TTMC-300, UDL TT, UDL TF, RhinoRoof U10, RhinoRoof U15, RhinoRoof U20, Titanium UDL25, and RhinoRoof RSA Synthetic Underlayments may be used with Asphaltic shingles, Wood shakes and shingles, Non-structural metal roofing, and quarry slate. Titanium' UDL-30, Titanium' UDL-50, UDLTTMC-300, UDL TT, UDL TF, RhinoRoof U10, RhinoRoof U15, RhinoRoof U20, Titanium UDL25 and RhinoRoof RSA Synthetic Underlayments shall not be used as roof tile underlayments. S. For Roof Tile applications; Titanium® UDL-25 PLUS may be used as an anchor sheet in roof tile applications when used in combination with a top membrane layer, consisting of a Miami -Dade approved TAS 103 self - adhering underlayment. (See current NOA listing of approved TAS 103 self -adhering underlayment for installation guidelines and limitations of use). 6. For fire classification of specific roof assemblies using Titanium® UDL-25 PLUS, Titanium® UDL-30, Titanium® UDL-50, UDL TTMC-300, UDL TT, UDL TF, RhinoRoof U10, RhinoRoof U15, RhinoRoof U20, Titanium UDL25, and RhinoRoof RSA Synthetic Underlayments-refer to a current Approved Roofing Materials Directory for fire ratings of this product. BUILDING PERMIT REQUIREMENTS: Application for building permit shall be accompanied by copies of the following: 1. This Notice of Acceptance. 2. Any other documents required by the Building Official or applicable building code in order to properly evaluate the installation of this material. NOA No.: 14-0603.18 Expiration Date: 08/08/18 Approval Date: 06/11/15 Page 4 of 5 LIMITATIONS: 1. Fire classification is not part of this acceptance; refer to a current Approved Roofing Materials Directory for fire ratings of this product. 2. This acceptance is for prepared roofing applications. Minimum deck requirements shall be in compliance with applicable building code. 3. Titanium® UDL-25 PLUS, Titanium® UDL-30, Titanium® UDL-50, UDL TTMC-300, UDL TT, UDL TF, RhinoRoof U10, RhinoRoof U15, RhinoRoof U20, Titanium UDL25, and RhinoRoof RSA Synthetic Underlayments shall be applied to a smooth, clean and dry surface with deck free of irregularities. All nails in the deck shall be carefully checked for protruding heads. Re -fasten any loose decking panels. Sweep the deck thoroughly to remove any dust and debris prior to application. 4. Titanium® UDL-25 PLUS, Titanium® UDL-30, Titanium® UDL-50, UDL TTMC-300, UDL TT, UDL TF, RhinoRoof U10, RhinoRoof U15, RhinoRoof U20, Titanium UDL25, and RhinoRoof RSA Synthetic Underlayments shall not be hot mopped, refer to manufacturer's published literature for product compatibility. 5. Titanium® UDL-25 PLUS, Titanium® UDL-30, Titanium® UDL-50, UDL TTMC-300, UDL TT, UDL TF, RhinoRoof U10, RhinoRoof U15, RhinoRoof U20, Titanium UDL25, and RhinoRoof RSA Synthetic Underlayments shall not be applied over an existing roof membrane as a recover system. 6. Titanium® UDL-25 PLUS, Titanium" UDL-30, Titanium® UDL-50, UDL TTMC-300, UDL TT, UDL TF, RhinoRoof U10, RhinoRoof U15, RhinoRoof U20, Titanium UDL25, and RhinoRoof RSA Synthetic Underlayments shall not be left exposed as a temporary roof for longer than 30 days of application. 7. UDL TTMC-300 Synthetic Underlayment shall not be left exposed as a temporary roof for longer than 180 days of application. 8. Titanium" UDL-25 PLUS, Titanium" UDL-30, Titanium" UDL-50, UDL TTMC-300, UDL TT, UDL TF, RhinoRoof U10, RhinoRoof U15, RhinoRoof U20, Titanium UDL25, and RhinoRoof RSA Synthetic Underlayments are components used in roof system assemblies. Roof system assemblies are approved under a specific Notice of Acceptance. Refer to Prepared Roofing system Product Control Notice of Acceptance for listed approval of this product with specific prepared roofing products. 9. Titanium" UDL-25 PLUS, Titanium" UDL-30, Titanium" UDL-50, UDL TTMC-300, UDL TT, UDL TF, RhinoRoof U10, RhinoRoof U15, RhinoRoof U20, Titanium UDL25, and RhinoRoof RSA Synthetic Underlayments may be used with any approved roof covering Notice of Acceptance listing Titanium" UDL-25 PLUS, Titanium" UDL-30, Titanium" UDL-50, UDL TTMC-300, UDL TT, UDL TF, RhinoRoof U10, RhinoRoof U15, RhinoRoof U20, Titanium UDL25, and RhinoRoof RSA Synthetic Underlayments as a component part of an assembly in the Notice of Acceptance. If Titanium" UDL-25 PLUS, Titanium" UDL- 30, Titanium" UDL-50, UDL TTMC-300, UDL TT, UDL TF, RhinoRoof U10, RhinoRoof U15, RhinoRoof U20, Titanium UDL25, and RhinoRoof RSA Synthetic Underlayments are not listed, a request may be made to the Authority Having Jurisdiction (AHJ) or the Miami -Dade County Product Control Department for approval provided that appropriate documentation is provided to detail compatibility of the products, wind uplift resistance, and fire testing results. 10. All membranes or packaging shall bear the imprint or identifiable marking of the manufacturer's name or logo and the following statement: "Miami -Dade County Product Control Approved" or the Miami -Dade County Product Control Seal as shown below. MIAMI•DADE COUNTY 11. All products listed herein shall have a quality assurance audit in accordance with the Florida Building Code and Rule 61G20-3 of the Florida Administrative Code. END OF THIS ACCEPTANCE NOA No.: 14-0603.18 MAMI•DADE COUNTY Expiration Date: 08/08/I8 1 Approval Date: 06/11/15 Page 5 of 5 COMPLETED ON: DESCRIPTION: BEING ALL OF 39 LAS CASITAS, OF THE UNRECORDED PLAT OF COUNTRY CLUB VILLAGE, OF ST. LUCIE COUNTY, FLORIDA. ABBREVIATIONS: FFE = FINISHED FLOOR ELEVATION R/W = RIGHT-OF-WAY R = RADIUS OF CURVE L = LENGTH OF CURVE SF = SQUARE FOOT A = DELTA OF CURVE NR IQ SURVEYORS NOTES: 1. UNLESS OTHERWISE NOTED ONLY PLATTED EASEMENTS ARE SHOWN HEREON. 2. NO UNDERGROUND UTILITIES OR IMPROVEMENTS WERE LOCATED UNLESS OTHERWISE SHOWN. 3. THIS SITE LIES WITHIN FLOOD ZONE 'X°, ACCORDING TO THE FLOOD INSURANCE RATE MAP, COMMUNITY PANEL NO. 12111CO070 J, EFFECTIVE DATE 2-16-12. 4. FLOOD ZONE SHOWN HEREON IS AN INTERPRETATION BY THE SURVEYOR AND IS PROVIDED AS A COURTESY. THE FLOOD ZONE SHOULD BE VERIFIED BY A DETERMINATION AGENCY. 5. BEARINGS SHOWN HEREON ARE REFERANCED TO THE CENTERLINE OF LAS CASITAS HAVING AN ASSUMED BEARING OF NORTH, ACCORDING TO THE UNRECORDED PLAT OF COUNTRY CLUB VILLAGE, OF ST. LUCIE COUNY, FLORIDA 6. NOT VALID WITHOUT THE SIGNATURE AND ORIGINAL RAISED SEAL OF A FLORIDA LISCENSED SURVEYOR AND MAPPER. 7. THIS IS A SPECIFIC PURPOSE SURVEY FOR THE PURPOSE OF LOCATION AND ELEVATION OF FORMBOARDS. BOUNDARY LINES SHOWN HEREON ARE FOR GRAPHICAL PURPOSES ONLY. PERMIT #. a s-3 9 :ii lule r_C• i L d V /IjW{'VI, al EXISTING AVERAGE TOP OF FORMS ELEVATION=28.20 2.89' ABOVE EDGE OF PAVEMENT EASTMG RECF` : SEP / 4 2015 SCALE: 1 =30 EX ALANDER J. PIAZZA PSM, INC. CERTIFIED TO:WYNNE BUILDING CORPORATION DATE: 9-02-15 Surveying • Mapping • Consulting 619 SIN Blltmore Street DRAWN: CJM Port St. Lucie, Florida 34983 JOB NO.: ® Phone: (772) 340-7770 15-2152 U #7280 Fax: (772) 340-2250 DATE: REVISIONS: ALEXANDB J. PIA'L7� Profs lonal urwyor & Mapper cR c• _ _ _ _ Florida Certia"to No.: 6J30 k•\RI ITI rIFRC\rl\A/r?m G\l S_77 G7 rhA,n cw)1,) 1T G 2•Sr•4R OAA