Loading...
HomeMy WebLinkAboutSUBMITTED PAPERS:. . OFFYC ZJSE ONE 1 7. BP # TOWNSHIP RANGE MAP NO. SECTION ZONING I I LAND USE I I LOT CVG % I I TAZ NO. I FLOOD ZONE I I FIRM MAP # I I 1 sT FLR ELV I I MAX HGT I CONST TYPE I I OCCUP TYPE I MAX OCCUP I I # OF FLRS WATER SEWER SPRINKLERS STORMWATER LOT OF REC LOT OF REC (after LOT SPLIT LOT SPLIT APPROVED (before 1/90) 1/90) REQUIRED .:.: .:..... .::.:....:..:....::.: .: :.:;..::. ADMINST LIBRARY PARKS PERMIT VARIANCE IMPACT FEE IMPACT FEE FEE REPORT PUBLIC BLD HABITABLE RADON FEE CODE �1 IMPACT FEE AREA (RADON) SCHOOL GROSS ROAD CREDIT Y N TOTAL ROAD IMPACT FEE j IMPACT FEE IMPACT FEE 1 DUE- SCHOOL CREDIT Y N _ - - - O T. T AL SCHOOL i IMPACT FEE - _ - IMPACT FEE d POLICE FEE FIRE FEE MISC FEE TOTAL POLICE/FIRE f f MIS C FEES ADDITIONAL Y N SPECIFY TOTAL PERMITS of ALL REQUIRED FEES :.. -7=4_ REVIEWS ZONING ZONING PLANS MISC. VEGETATION SEA TURTLE MANGROVE REVIEWED BY EXAMING DATE 1) COMPLETE 12 INITIALS' )ATE FILED: — PERMIT :, ,FIBER: F 'LAN REVIEW FEE: RECEIPT NO.:ECEIPT NO.: CERT. CAP. NO.: .ONCURRENCY FEE: R ALL INFO MUST BE COMPLETE & FILLED -IN TO BE ACCEPTED �L�E CpG y Lucie County Building and Zoning 5C AN&D 2300 Virginia Avenue - By Ft. Pierce, FL 34982-5652 'c�OR1�P St. Lucie County 772-462-1553 APPLICATION for BUILDING PERMIT CERTIFICATE of CAPACITY/ZONING COMPLIANCE PROJECT INFORMATION ca CCi I. LOCATION/SITE ADDRESS. SITE PLAN NAME: 2. S/D NAME: 3_ PROPERTY TAX ID #: ^oQ�Lj on 26 F Tnwnsbi p an 4. LEGAL DESCRIPTION (attach extra sheets if necessary): R 8. LOT 6 PAGE 7. BLOCK 5. PLAT NO. NO. BOOK NO. 9 _ PARCEL SIZE: ACRES/SQ FT. LOT DIMENSIONS 10. DESCRIPTION OF CONSTRUCTION PROTECT ORWORKACTIVITY: i nrrl n family rooi dQnco �+1 BACK: 1 RIGHT: 11. SETBACKS (ACTUAL) FRONT: SIDE �� SIDE 12. TYPE RU CTION Check all appropriate boxes) F C O N S T O N OV ATI [ ] IN EXPANSION/ADDITION TERIOR RE k] NEW CONSTRUCTION [ ] COMMERCIAL [;:] INDUSTRIAL k ] RESIDENTIAL [ ] OTHER (SPECIFY) 13. DESCRIPTION OF PROPOSED USE: n 15. Sq. Ft. I st Floor, 14. Sq. Ft./CONSTRUCTION: h 16. VALUE OF CONSTRUCTION: $ The value of construction is used to determine the are not consistent with similar types of construction amount of permit fees to be assessed. St. Lucie County reserves the right to question and/or modify the ind value construction if it is demonstrated that the submitted figures ruction activities. If the value is $2500 or mi RECORDED Notice of Commencement must be submitted with this application. SLCCDV Form No.: 001-02 q \4 \ Y, Sv\ CERTIFICA� (�l� OWNER INFORMATION NAME: _ } - ADDRESS: qC)pp�—c'=_LLS1� G,,; tPn9 CITY: Rr,ri- St 1,11r-; p STATE: 1~I- ZIP 34952 PHONE (DAYTIME): (=) R 7 R S S 1 3 email: IF THE FEE SIMPLE TITLEHOLDER (PROPERTY OWNER) IS DIFFERENT FROM THE OWNER LISTED ABOVE, PLEASE FILL IN NAME AND ADDRESS BELOW FEE SIMPLE TITLEHOLDER: ADDRESS: CITY: PHONE (DAYTIME): () CONTRACTOR INFORMATION STATE: ZIP ST. of FL REG./CERT #: CGI70 1- 0 9 ST. LUCIE COUNTY CERT #: O S l a A BUSINESS NAME: Wynne Devel pment QUALIFIERS NAME: ADDRESS: CITY: port 4t T ii _; P -STATE: FT. ZIP 1495 PHONE (DAYTIME): (27-2) R 7 R_ 4 51 3 FAX NO..: t' 7 7 2 1 Q 7 8_ 7 6 5 6 .. email: ARCHITIENGINEER: ADDRESS: CITY: RtuaxSTATE: F��— ZIP 34996 PHONE (DAYTIM[E): (_) BONDING COMPANY: ADDRESS: CITY: MORTGAGE LENDER: ADDRESS: CITY: STATE: STATE: ZIP RN IMPORTANT NOTICE: When a permit is issued and it is not picked up within 60 days after notification it will be voided and returned to you by mail. This application is hereby made to obtain a permit to do the work and installations as indicated, and to obtain a certificate of: if applicable, for the permitted work. I certify that no work or installation has commenced prior to the issuance of a permit ar work will be performed to meet the standards of all laws regulating construction in this jurisdiction. I understand that separat may be required for ELECTRICAL, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, AND AIR CONDITIONERS, ETC., not otherwise included with this building permit application. The following building permit applications are exempt from undergoing a full concurrency review: room additions, a structures (all types), swimming pools, fences, walls, signs, screen rooms, utility substations & accessory uses to anot residential use. NOTICE TO OWNER: FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOU-1 PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BER RECORDING YOUR NOTICE OF COMMENCEMENT. NOTICE TO APPLICANT: AS THE APPLICANT FOR THIS BUILDING PERMIT, IF IT IS NOT YOUR RIGHT, . AND INTEREST THAT IS SUBJECT TO ATTACHMENT; AS A CONDITION OF TH PERMIT YOU PROMISE IN GOOD FAITH TO DELIVER A COPY OF THE AT'TACT CONSTRUCTION LIEN LAW NOTICE TO THE PERSON WHOSE PROPERTY IS ST TO ATTACHMENT. OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in cor with all applicable laws regulating construction and zoning��� e MW�. 0.4pr� - ,� .i a ►ilY: a � � %`� STATE OF FLORIDA COUNTY OF St T.nrri e The foregoing instrument was acknowledged before me thisday of 16*td-r20 /Y, by Mati-hcros7 T.�,1& W-ynff4oispersonally kn` me or who has produced as identification. STATE OF FLORIDA COUNTY OF �c t �I,,,- a: e The foregoing instrment was acknowledges before me this o7 7 day of4s•v.- , 20 i , by Matthew T.FI a w4 n 1e who is erp sonalb known me or who has produced as identificatic Signature of N Signature of N ry (�yu26i741/ AuA) ASK<iJ -)b RO-1 y y Type or Print Name of Notary Type DOROTHY ANN BASKIN ••I y nee DOROTHY ANN BASKIN `ooly, ° Co '=�i Notary Public - Sta nda `'' 8h lic -State of Florida Commission No U % - �o(6� _ o 01016 ,, ; ; • My Comm. Expires Oct 2.2016 Commission # FF 015226 C.ommission ;: FF 015226 %°;; ;°:`�, F OF FLG •` Bonded Through National Notary Assn. F� T ro g o i o a ssr , NOTE: TWO.E+�. ED. EACH SIGNATURE MM THIS BUILING PERMIT AS AN OWNERBUILDER, THE OWNER MUST PERSONALLY APPEAR THIS APPLICATION IN THE OFFICE LISTED ON THE FRONT OF THE APPLICATION. For specific instructions see appropriate permit checklist. St. Lucie County Building -& Zoning 2300 Virginia Ave `�oR10 Fort Pierce, FL 34982 BUILDING PERMIT SUB -CONTRACTOR SUMMARY. Wynne Building Corporation will be using the following sub-contractorsfor'the (Company/Individual Name) project located at (,street address or 0 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 CACO24379 Roofing Treasure Coast Roofing, LLC 19496 RC29027087. Gas II NUMBER: I ' 4� — ISSUE DATE: �? I I II PERMIT # ISSUE DATE PLANNING & DEVELOPMNT SERVICES Building & Code Comp1b uce Division BUMDING PERMIT SUIT -CONTRACTOR AGREEMIENT St. Lucie County Contractor Certification Number. 2045 State of Florida, Certification Number (Kapplieable): ERO 0 0 R 43 6 S&W Electric have agreed to be the (Company Nameftdividual Name) F-lec�trical Sub -contractor for Wynne Development Corp. (Type of Trade) . (Primary Contractor) For the project located at . Q\ C� (Prgect Sweet Address or Ptvperty Tax Ib #) It -is understood that, if there is any ebange of status regarding our participation with the above mentioned project, I will immediately advise the Building and Zoning Depaztlment of St. Lucie County by filing a Change of Sub -contractor notice. (Form: SLCCDV (No. 004-00) BUSINESS QU'ALEMR (Name attbe Individual shown on the Contractor's License) NOTARIZED SIGNATURES ARE REQUIRED Business Name: S&W Electric Address: 5 0 W . Coker Rd. City/State/Zip: Part Pierce„ FL_ 34445 -- --Phone-- - - _. - i7T-21 4B[t_6d�t? email-- - - -- ----- Lawrence Stubbs C'�\ SIGNATURE PRINT NAME BATE STATE OF FLORIDA, COUNTY OF�4 WL ` THE FOREGOING INSTRUMENT WAS SIGNED BEFORE ME THIS DAY OF � J SC_ 20 WHO IS PERSONALLY KNOWN :::1t` OR HAS PRODUCED AS IDENTIFICATION. doLk� SIGNATURE OF NOTARY PUBLIC PRINT NAME OF NoTARYP � r C SLCPDS: 12/16l2013 (STAMP) ,zsY ei LAURA R. CUBBEDGE .. : Commission # EE 209915 . E:�pires October 21, 2016 Bonded Thiu Troy Fain Insurance WN86P019 _l A4 PLANNING & DEVELOPMENT SERVICES ,J Building & Code Compliance Division BUILDING PERMIT 90 .._ „. SUB -CONTRACTOR AGREEMENT St. Lucie County Contractor Certification Number: 26901 State of Florida Certification Number (If applicable): CF C 1 4 2 8 4 5 8 Lindquist Plumbing have agreed to be the (Company Name/Individual Name) Plumbing Sub -contractor fortnlynne Development Corp. (Type of Trade) (Primary Contractor) For the project located at U \� • `�\ (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) Business Name: Lindquist Plumbing Address: 3185 Sneed Rd City/State/Zip: E!C)rt pi err-inFT 3`4 8 4 5 Phone: (7 7 2) 4 61 _ 1 9 F 9 email: SIGNATURE PRINT NAME DATE STATE OF FLORIDA, COUNTY OF � % /At C /e THE FOREGOING INSTRUMENT WAS SIGNED BEFORE ME THIS DAY OF 14U6- 4 ST , 20—/Y BY W $ 1119- a4,5 6 WHO IS PERSONALLY KNOWN OR HAS PRODUCED AS IDENTIFICATION. �tc-� 1%i7 r2Oii`d�1 �NyJ �URS�'l !J (STAMP) SIGNATURE O OTARY PUBLIC PRINT NAME OF NOTARY PUBLIC SLCPDS: 12/16/2013 •,.•agP80DOROTHY ANN BASKIN ,01-P" Notary Public - State of FloridaMy Comm. Expires Oct 2, 2016Commission # FF 015226 Bonded Through National Notary Assn. PERMIT # ISSUE DATE PLANNING & DEVELOPMENT SERVICES Building & Code Compliance Division BUILDING PERMIT SUB -CONTRACTOR AGREEMENT St. Lucie County Contractor Certification Number: R 2 R R State of Florida Certification Number (If applicable): CAC 0 2 4 3 7 9 Comfort Control of St. Lucie County, Inc. have agreed to be the (Company Name/Individual Name) air conditioning Sub -contractor for Wynne Development Corp. (Type of Trade) Q\ \ (Primary Contractor) For the project located at D C�v\�C. `�\ c� (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: Comfort Control of St. Lucie County, Inc. Address: 1 Sf11 Ri 1 fmnre St City/State/Zip: _Port St. Lucie, FL. 34983 Barry Zimmerman PRINT NAME DATE STATL���]DA, COUNTY OF THE FOREEGOING INSTRUMENT WAS SIGNED BEFORE ME THIS S'- DAY OF 4 6-4tST , 20__/y BY WHO IS PERSONALLY KNOWN ✓ OR HAS PRODUCED AS IDENTIFICATION. (STAMP) vl/Y�►" o z��C y �� /� f}Stel.� SIGNATURE OV40TARY PUBLIC PRINT NAME OF NOTARY PUBLIC SLCPDS: 12/16/2013 �1PRY pVe,, DOROTHY ANN BASKIN �48: Notary PublicState of Florida •e My Comm. Expires Oct 2, 2016 :Commission# FF015226 "�" Bonded Through National Notary Assn. 01/24/2014 09:44 7728 ---:>56 WYNNE BUILDT CORP PAGE 02/02 'PLANNING & DEWLOPMENT SERVICES j Building & Code Compliance Division BUILDING PERMIT SUBCONTRACTOR AGREEMENT St. Lucie County Coutractor Certification Number: State of Florida Certification Number (If applicable): 7 $ 7 Treasure Coast Roofing,, LLG have agreed to be the (Company Name/Individual Name) .Roofing Sub-cor><traCtOl' for W nne beve],ppment Corp (Type of Trade) (Primary Contraatur) For the project located at Street Address or Prop" Tax 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 tho Contractor's License) NOTARIZED SIG -NATURES ARE REQUIRED Business Name: Address- city/state/zip: Phone - Treasure Coast Roofing, LLC f_mAt'P 9t Part St. Lucie, FL. 34984 (772) 343-8308 email: Brian Maloney SIGNATU PRINT NAM) DATE STATE OF FLORIDA, COUNTY OF THE FOREGOING XNSTXtIJMFNT WAS SIGNED BEFORE ME THIS M�,," `` DAY OF ��J� -.- -- _. 20\\-A WHO IS FEMN,ALLY KNOWN OIL, HAS PRODUCED. AS IDENTIFICATION. UT � (STAMP) SIGNATURE OF N POLICI PRINT NAME OF NOTARY pUBL SLCPDS: 12/1010I3 t01 PVB` ROBERTJ. BERQUIST 2°, ••n * * MY COMMISSION # DD 975578 s, P EXPIRES: March 28, 2014 9TFp�F�OR�O Bonded Thru Budget Notary Services ST. LUCIE COUNTY BUILDING & ZONING 2300 VIRGINIA AVENUE FORT PIERCE, FL 34982-5652 772-462-1553 FILLED LANDS AFFIDAVIT I, the undersigned, am the owner of the following described property:y$ w,.& . r,\`SQS Part of 3414-501-1701-000/9; Section 26, Township 36s & Range 40E (Tax ID/Legal description/Address) for which I have applied to St. Lucie County for a Final Development Perm.i.t. In accepting this Final Development Permit, BP Number , I acknowledge that as owner of the above described property, and in accordance with Section 7.04.01(D), St. Lucie County Land Development Code, I shall be responsible for assuring adequate d.ranage 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 norliable to provide for, or maintain in any form, adequate drainage off my property which will not adversely affect the immeAinh- rnmmnnity Matthew Lvle Wynne Property Owner Name STATE OF FLOR'DA, COUNTY OF St. Lucie ACKNOWLEDGED BEFORE ME THIS oZ % DAY OF C'l"-GW ST , 20 W y y BY Matthew Lyle Wynne WHO IS PERSONALLY KNOWN TOME OR WNO HAS PRODUCED AS iDENTIFICAT:ION. SIGNATURE OF N TARY NOTARY PUBLIC TITLE _D0,tc)j 1/ 41VA) AAS,e f J TYPE OR PRINT NAME OF NOTARY COMMISSION NUM. E DOROTHY ANN BASKIN , °�; Notary Public - State of Florida •_ My Comm. Expires Oct 2, 2016 :".,l - Commission # FF 015226 Bonded Through National Notary Assn. (SEAL) ZZCC-MC-X Irle A, '--1 /4/�o o Z I 568-373 0 Plant: Begin Loading: To Job: Arrive Job: Start Unload: Finish Unload: Leave Job: Return Plant: Customer Code: Customer Name: .'r=Jr: ',.' `. e -'; € t:r `�_ r `'-�:-�}� ! ._ t l i� •1,. , a_,. 4'... t 4b"�'�_"! Project Code;: Project Name: Ticket Date: Delivery Address: P , { , � 14t�r t_.. %1.. ��il..l '. '! •,1 Sd�•�1't `Delivery Instructions:' Customer Job Number: Order Code / Date: Project,P;O• Number: Order PA. Number: Map Page: Map/Row/Column: Dispatcher:: Ticket Number: Due On Job: Slump: Truck Number: Driver Number: Driver Name: End Use: t.�_1.. ... 1 •� i 1F i''f �'t i. �i� 'I 1 _ _...t-hl. _311 •s.i'V ,-v Illr-"_Ci� LOAD QUANTITY CUMULATIVE QUANTITY ORDERED QUANTITY MATERIAL CODE PRODUCTION DESCRIPTION UOM UNIT PRICE AMOUNT ';{"�. r"` k i 'ti r r i a t€ o!a _ J _'t., rr .t. x.2.<" ".. "%-^rw y t r'3 i" t i '•� I.a a _ i 3 t:«c.... 1 .i •��.� ..I�l, # .. ty,` t t rEl Cash Check # / Auth Code.=" Signature of Driver Receiving Cash: h Cash Received: Total COD Order Amount to Collect Without Standby Check i� ��" O� S"• E� �) Charges: Charge -- f Comments: WATER ADDED: GAL YARDS IN DRUM: WHEN ADDED. SIGNATURE CURB LINE CROSSED AT OWNER'S/AGENT'S REQUEST: . SIGNATURE ❑ LOAD WAS TESTED BY: Notice: Our drivers will make every effort to place materials where the customer designates, but the SPECIAL TERMS: Any water added is at customers own risk. If water is added on job, concrete strength Company assumes no responsibility for damages inside curb or property line. Customer agrees to the is no longer guaranteed. WARNING: Product may cause skin and/or eye irritation. CAUTION: Material terms of sale and delivery and accepts concrete as is. Due to important factors which are out of our may be hazardous to your safety and health. Please refer to the backside of this ticket for important control after delivery, this Company will not accept any responsibility for the finished results. No credit for safety handling information, and to the material safety data sheets for additional information. returned concrete. Buyers exceptions and claims shall be deemed waived unless made to us in writing AUTHORIZED SIGNATURE: within one business day after the receipt of materials. ..t_F." 68UNIVERSAL CUSTOMER This Delivery Ticket incorporates herein by reference Buyer's previously execute- Oredit Application, if any, Seller's Standard Terms and Conditions, Seller's Quote , if any, and Seller's Order Confirmation luding limitations of warrarities),,�s if fully set forth on this Delivery Ticket (` Agr,,..ient"). Seller will provide the Standard Terms and Conditions upon request. Buyer agrees that, unless otherwise noted on. the front hereof, all. quantities and items were delivered. as indicated and further expressly agrees to pay in accordance.with-the Agreement. AGGREGATE / CEMENT / CONCRETE PRODUCTS / FLY AS Aggregate products are naturally occurring materials including limestone, dolomite, granite, volcanic rock, sand, gravel, and other siliceous materials. Cement products include Portland cement, masonry, pozzolan (Type IP), roof tile, and stucco. Concrete products include Portland cement and. aggregate products including limestone. dolomite, granite, volcanic rock, sand, gravel, and other siliceous materials. These products, including fly -ash, may contain more than 0.025% crystalline silica. Hazards: Freshly mixed wet cement and/or fly ash can cause eye :irritation, skin and eye burns and allergic skin reactions. Dry concrete and aggregate dust may cause irritation to eyes, skin,.and/or respiratory tract. Dust from handling, crushing, grinding, cutting and/or drilling may contain silica, which may cause silicosis and cancer if inhaled. If ingested, keep warm, at rest, and drink large amounts of water. Fly Ash may contain trace amounts of ammo- nia. Moisture can cause the ammonia to be released. Inhalation of ammonia can cause coughing and irritation or burns of the nose, throat and lungs. See physician. Health risk depends on duration and level of exposure. Safety: Avoid contact with eyes and prolonged contact with skin. Wear gloves, eye protection, and appropriate protective clothing. Wash hands thoroughly with mild soap and water after handling. Avoid breathing dust. If exposed to dust above recommended limits (see MSDS), wear suitable NIOSH-approved respiratory protection. First Aid: In case of eye contact, immediately flush eyes with flowing water for 15 minutes. If dust is inhaled, move to fresh air. If wet cement contacts skin, rinse thoroughly with water. Get proper medical attention if irritation persists. CEMEX, Memorial Hermann Tower 929 Gessner, Suite 1.900 V7 combiired Houston, Texas 77024 02/12 For more information please visit www.cemexusa corn. Este ticket do entrega incluye Como referencia al cornprador (ya previamente ejecutada en su apticaci6n de crcdito); cualquier termino estindar, condiciones del vendedor, propuestas del vendedor y orden de confirmaci6n del vendedor (con limitaciones y garantfas), como acuerdo total del ticket de entrega ("Contrato"). El. vendedor proveera los terrninos estandares y condiciones d.etal- lados en caso de asf ser requeridos. Con este documento, el, comprador acepta los mis.mos ya antes mencionados y que [as cantid.ades y materiales fueron entregados Como se expresa en et mismo. Acepta pagar el monto de acuerdo al contrcto; at menos que se identi- fique con una nota al fi-ente de este documento. FAM IN a[M.111111NMEN My 10101 Kill U till 011LU l[1.1 , 11 DKVKA MU N all KINLN DIIZ`l.r/1: Los productos de agregados son materiales naturales coma piedra caliza, dolomita, granito, roca volcanica, arena, grava y otros materiales silicios. Los productos de cemento incluyen Cemento de tipo Portland, de albanilerfa, pozzolan (tipo IP), azulejo de azotea y estuco. Los productos de concreto incluyen cemento Portland y productos de agregados coma piedra cal,iza, dolomita, granito,roca volcdnica, arena, grava, y otros materiales silicios. Estos productos incluyen cenizas volantes (fly ash) 1&-• ,ual puede contener mds de 0.025% de silicio cristalino. Peligros: Mezcla de cemento fresco y/o cenizas volantes pueden causar irritaci6n en los Ojos, quemaduras en piel y ojos, y reacciones alergicas en la piel. Concreto seco y polvo de agregados, pueden causar irritaci6n en .los ojos, piel y/o en to zona respiratoria. Polvo del manejo &.ei!tritrtr-am.iento, pulido, carte y/o perforaci6n puede contener materiales siticos, los cuales pueden causar silicosis pulmohar ;uancer.si son inhalados. En caso de ser ingeridos, mantenerse e4a en temperature calida, reposar y tomar grandes cantidadde a-ua. Las cenizas volantes pueden contener-amoniaco: Seguridad: La humedad puede causar la .liberaci6n del. amoniaco. La inhaiaci6n del. amoniaco puede causar toner, irritaci6n o quemaduras on la nariz, garganta y pulmones. Acudir inmediatamente al medico. El riesgo on la salad depende en la duraci6n y el nivel de la exposicion. Seguridad: Evite el contacto con ojos y contacto prolongado con la piel. Use guantes, protecci.6n on los ojos y ropa Primeros adecuada Para protecci6n. Lavese las manos con jab6n suave y agua despucs del manejo de materiales. Evite inhalar auxilios• polvos. Si se expone a polvos mds de los limites recomendados, use protecci6n respiratoria. Primeros auxilios: En. caso de contacto en leis ojos, inmediatamente fluya agua en la parte afectada por 15 minutes. Si se inhala polvo, exp6ngase a afire fresco. Si el cemento fresco tiene contacto con sus ojos, lavelos a fondo con agua. Acuda a atenci6n medica inmediatamente si la irritaci6n continua. CEMEX, Memorial Hermann Tower 929 Gessner, Suite 1900 V7 combinado Houston, Texas 77024 02/12 Para ends informacion visita www.cemexusa.com. Ila Plant: Begin Coadin�g. To Job: Arrive Job, stal Customer Code: r.) 4Cu,5omef Name- i Project Cb&(" Tlckq,Date-.' Delivery Instructions: 56837602 d 9 - 0 Finish Unload' T Leave Job- Return Plant: Customer Job`N umber: I Order,Code / Date: , R0"01 Nurrker.11,1'�NE- -P,O,�Nurn cc Map Page: Map/Row/Column: Ticket Number: '- Due Owibb: Slumv-"., -'[Tru&Number.'; bnV4F-NurWber: brlV`er'Ngme: End Use-` 1 0 LOAD I CUMULATIVE I ORDERED MATERIAL CODE., QUANTITY QUANTITY QUA PRODUCTION DESCRIPTION UOM UNIT PRICE AMOUNT % Cash Check #/ Auth Code: Signature of Driver Receiving Cash: Cash Received: Total COD Order Amount to Collect Without Standby Charges: Check Charge 4 A dwom A Comments: RECEIVEU NU JL U LU11 WATER ADDED: GAL YARDS IN DRUM: WHEN ADDED. SIGNATURE CURB LINE CROSSED AT OWNER'S/AGENT'S REQUEST: -it Pf 1A L� • SIGNATURE C) LOAD ,WAS TESTED BY: Notice: Our drivers will make every effort to place materials where the customer designates, but the SPECIAL TERMS: Any water added is at customers own risk. If water is add6d on job, concrete strength Company assumes no responsibility for damages inside curb or property line. Customer agrees to the is no longer guaranteed. WARNING: Product may cause skin and/or eye irritation. CAUTION: Material terms of sale and delivery and accepts concrete as is. Due to important factors which are out of our may be hazardous to your safety and health. Please refer to the backside of this ticket for important control after delivery, this Company will not accept any responsibility for the finished results. Nocredit for safety handling information, and to the Material safety data sheets for additional information. returned concrete. Buyers exceptions and claims shall be deemed waived unless made to us in writing AUTHORIZED SIGNATURE: within one business day after the receipt of materials. r'.1 � rl" I T F;4 AJNIVERSAL I CUSTOMER This Delivery Ticket incorporates herein eference Buyer's previously executed C Application, if any. Seller's Standard Terms and Conditions, Seller's Quotation, ii any, and Seller's Order Confirmation (inc.--ag limitations of warranties), as if fully set forth on this Delivery Ticket ("Agreement"). Seller will provide the Standard Terms and Conditions upon request. Buyer agrees that, unless otherwise noted on. the front hereof, all quantities and items were delivered as indicated and further expressly agrees to pay in accordance with iff Agreement. C) AGGREGATE / CEMENT / CONCRETE PRODUCTS / FLY ASH - Aggregate products are naturally occurring materials including limestone, dolomite, granite, volcanic rock, sand, gravel, and other siliceous materials. Cement products include Portland cernent, masonry, pozzolan (Type IP),-roof tile, and stucco. Concrete products include Portland cement and aggregate products includinglimestone. dolomite, granite, volcanic rock, sand, gravel, and. 0 0 other siliceous materials. These products, including fly ash, may contain more than 0.025% crystalline silica. Hazards: Freshly mixed wet cement and/or fly ash can cause eye irritation, skin and eye burns and allergic skin reactions. Z:1 Dry concrete and aggregate dust may cause -irritation to eyes, skin, and/or respiratory tract. Dust from handling, crushing, grin I ding, cutting and/or drilling may contain silica, which may cause silicosis and cancer if inhaled. C� cl If ingested, keep warm, at rest, and drink large'amounts of water. Fly Ash may contain trace amounts of ammo- nia. Moisture can cause the ammonia to be released. Inhalation of ammonia can cause coughing and irritation or burns of the nose, throat and lungs. See physician. Health risk depends on duration and level of exposure. Safety: Avoid contact with eyes and prolonged contact with skin. Wear Gloves, eye protection, and appropriate protective clothing. Wash hands thoroughly with mild soap and water after handling. Avoid breathing dust. If exposed to (Just above recommended limits (see MSDS), wear suitable NIOSH-approved respiratory protection. First Aid: In case of eye contact, immediately flush eyes with flowing water for 15 minutes. If dust is inhaled, move to fresh air. If wet cement contacts skin, rinse thoroughly with water. Get proper medical attention if irritation persists. C� CEMEX, Memorial Hermann Tower 929 Gessner, Suite 1.900 V7 combined Houston, Texas 77024 02/12 For more information please visit www.cemex 1 a c m. Este ticket de entrega incluye como referencia al comprador (ya previamente ejecutada on su, aplicaci6n do cr6dito); cualquier t6ri-riino es0indar, condiciones del vendedor, propnestas del vendedor y orden de confirmacift del vendedor (con firnitaciones y garanthis), como acuerdo total del ticket de entrega ("Contrato"). El. vendedor'proveerli los t6rrninos estdndares y condiciones detal- lados en caso de asf ser tequeridos. Con este documento, el cornprador acepta los mismos ya antes mencionados y que las cantidades y materiales fueron entregados corrio se expresa en el jyiismo. Acepta pagar el monto de acuerdo a] contrato-, al memos que se identi- C> fique con una nota al frente de este documento. AGREGADOS / / PRODUCTOS DE CONUKETO / UENIZAS VOIANYES Los productos do agregados son materiales naturales como piedra caliza, doloinita, granito,,roca. volc6nica- arena, Brava y otros in materiales si.licios. Los productos do cernento incluyen Cemento de tipo Portland, de albaffilerfa, pozzolan (tipo IP), azule ' jo de azotea y estuco. Los productos de concreto incluyen cemento Portland y productos de agregados como piedra caliza, dolornita, granito, rota vole6nica, arena, Pgrava, y otros materiales silicios. Estos productos incluyen cenizas volantes (fly ash) la cual puede contener inds de 0.025% de silicio cristalino. Peligros: Mezcla de cernento fresco y/o cenizas volantes pueden causar irritaci6n en Jos ojos, quernaduras en piel y ojos, y reacciones al6rgicas en la piel. C6ncreto seco y pol-vo de agregados, pueden causar irritaci6n en los ojos, piel y/o en la zona respiratoria. Polvo del manejo en el triturarniento, pulido, carte y/o pefforacift puede contener materiales silicos, los cuales pueden causar silicosis pulmonar y cancer si son inhalados. En caso de ser ingeridos, mantenerse en temperatura cdlida, reposar y to.mar gratides cantidades,op agua. Las cenizas volantes pueden contenor arnoniaco. La humedad ppede causar i6n del. amoniaco puede causar toser, irritaci6n o Seguridad: I.a.liberaci6n detam6niaco La inhitia&, , quemaduras en la nariz, garganta y pUlmones. Acudir inmediatamente al medico. El riesgo en la salad depende en L� la duraci6n y el nivel de la exposici6n. Seguridad: Evite el contacto con ojos y contacto prolongado con la piel. Use guantes, protecci.6n en los ojos y ropa Primeros adecuada Para protecci6n. Ldvese las manos conjab6n suave y agua despu6s del manejo de materiales. Evite inhalar auxilios: polv6s. Si se ex,pone a polvos mds de los limites recomendados, use protecci6n respiratoria. . Primeros auxilios, En caso de contacto en Jos ojos, inmediatamente fluya agua en la paste afectada por 15 minutos. Si se inhala polv6,'exp6n-ase a aire fresco. Si el cernento fresco tiene contacto con sus ojos, ldvelos a fondo con agua. Acuda a atenct6nm6dicainmediatarriente si la irritaci6n continua. CEMEX, Memorial Hermann Tower 929 Gessner, Suite 1.900 V7 combinado Houston, Texas 77024 02/12 Para mds i-nformaci6n visita www.cei-nexLtsa.com. 01/02/2015 14:32 77287 1;�56 06/18/2014 15:29 ' 7711, WYNNE BUILDING�r^rRP WYNNE BU1LDIN(L___�RP PAGE 02/07 PAGE 02/03 5T Lu 1 � i .1 U .�►��� rl..=�.a A tist"�! Si;_ Lame County Building & Zoning Department MO Virgini'a A"mue Fort Pierce, FL 34PDX 772A62-2165 Fal 772-402-6443 Beauest for 30-Dar TemDorary Power Release Date: Fearmstli4 ivbe>s• ���� -r ��� Propa;l;ty Address: THE UNIDERSIGNEID HERBY REQUEST RELEASE Olt 19LECTRUCAL Pzi R TO THE ABOVE DESGm)EiD pROPERTY, FOR A PERXO D NOT TO EXCEED THIRTY (30) DAYS, FOR THE PURPOSE OF TESTING SYSTEMS AND iQUWMEjjT IN PUEPARATION )FOR PEAL INSPECTION. ITT GoNsE DJERATION OF APPROVAL OF THE MQUEST WE E3RERY ACKNOWLEDGE AND AGREE AS FOLLOWS: 1. die temporary power reiewe is requested [or the above stated palrpose only. and'theice.will be no oceupaaacy of any type, other•thatt Mat permitted try conStrIAt tipn dvxing this time 0004. 2- As'witness by ousr signatures, we Iteseby agree to abide by all term and conditions of this agrsent, including Building Division Policy, wbirib is ana:oxpor ati cd bexco n by re&rence. 3. tali conditiolis atnd requirments listed in the attached document entftted "Requirements }fir 30 Day Power for Tes inek have been fnii fled and the pren sste is ready ror Compliance Inspettion. 4. ,All requests for an extension beyond 30 days xaust be mde in waiting to the "Iding OiWc d stating the reason for the request. )Power xaay be mnovvd from the site and/or a Stop Work Order issued 3f the Venal Inspection hae not been approved within 30 days. A bets of $1WOO will be required -to iM the Stop Wgvk Ordet- WE HEREBY RELEASE AND AGREE TO HOLID HARMLESS$ ST. LUCIE COUNTY, AND THEIR EMPLOYEES FROM ALL LIABD. TAM AND CLAW OF ANY TYPS OF NATURE WHIC11 MAY ARISE NOW OR IN THE MTDRE OUT 01' TIHS nZANSACTION,1NCA,`IiMNG ANY DAMAGE WHICH MAT BE INCURRED DUE TO TOR)DISCONNIECTION OF ELECTRICAL POVV-U IN THE EVENT OF VIOLATION OF THIS AGREEMENT. A-1h ` RECEIVED JAN 02 2014 04/16/2015 09:37 7728787656—`, WYNNE BUILDING COP PAGE 03/03 Professional Insulators of South Florida FTC Insulation Installation Certificate To* St Lucie Count Date! Aril 9 2015 Re: JLot/13lock: Address: 48 Mediterranean North project: The undersi ned hereby certifies that insulation has been installed in the above described property as follows; R. Exterior CBS walls have been insulated with: Spray -on Cellulose Thickness in inches: Fiberglass Blankets Manufacturer; JFi )Foil flock Wool Blankets Density: % Aluminum Foil R-Value: R 4.1 Ridd Board Ceilings (level) have been insulated with: - Thickness in inches: 10.25" Manuffacturer: Owens Density: R-value: az_ zn Ceilings (Inaccessible) insulated with: Thickoess in inches: 9.5to Manufacturer: Owens Density: Jib -Value: R-30 Interior kavewalls have been insulated with - Thickness in, iucbes: Manufacturer: Density: R-Value; 4. Garage partition walls of been insulated witb�' Thickness in inches: )Manufacturer: JR-Value: S. The following have been insulated: General area have m R-11 Competency # Professional Insulators of Sollth )Florida, Inc, Insulation Contractor By:ABy- spray-on Cellulose Fiberglass Blown Nock Wool Blankets Aluudnum Foil ,Polyurethane Open Cell SP F Spray -on Cellulose Fiberglass Blankets Ignition Barrier Fiberglass Blown Cellulose Loose Jill ® en Cell SFF )Fiberglass Blankets ]Fiberglass )Loose Mil Rock Wool Fiberglass Blown Cellulose Loose Fill Open Cell SFJF Fiberglass Blankets SFJF TITAN _�/ (CONCRETE "Thank -you - We appreciate your business' Materials for Life' Ticket no. Crete FORT PIERCE grM4199 SELVITZ ROAD 28732E FT PIERCED FL 94982 Delivery date2017/15 Plant 828 Truck 13(1%iver SALTER, LAWRENCE Truck size 4. 0@ Type job DRIVEWA Customer n9@904 D35 I Customer nameODMEY HALL CONCRETE CONST Zone Tax CD TE Tarmac project nY031 I Customer P.O. no. I Order no. 17071 (Terms code tLCharge delivered 3-C.O.D. I Time due 0 7 a 15 ' 2-Charge F.O.B. 4-C.O.D -'F.O.B. Delivery naaeTand�r'E'LsE CO8dl�3°II'V Lot Block County 48 MEDIT'ERRANEAN Ng PORT SAINT LUCIE a HS 9 S_ LT • EDITE RANE°AN M Instructions Slump 5. ee Quantity i Product U/M Unit price G Amount - I 4J Cblmulative I Ordered 121.COrdS CAPRMWI tLOT500 057 1 1 CY 1 1 1 I 1 8 8 01 NSTERF°IBER N70 .7 07 FUEL SURCHG 14 EMVIRON SURCHG 36 SHQRT LOAD CY LD LD LD Load Arrive job site Start discharge Finish discharge Leave job site Arrive plant Subtotal K! , Sales tax TOTAL Additional water added to this concrete will reduce its strength; Any water added is at customer's risk. Gallons of water added: 02 Gallons of water added: Gallons of water added: _ I Amt of CY Retained: �G' Customer Approval: Customer Approval: Customer Approval: Customer Approval: Tested Tested properly No. I 69639127 Authori eii"d an •rec�eivefd�by IX✓✓ ❑ Yes L/. No ❑Yes ❑No / ��� 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: RECEIVED FES IT Block: Address: Correct Not Correct r:l ICTr)AfIGR rY)PV TITAN FLORIDA LLC TERMS AND CONDITIONS OF SALE 1. All sales will be subject to these terms 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 Seller in writing. Any changes must be in writing and signed by each party. This Contract will be construed in accordance with the laws 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 terms: Net the last day of the month following the month of delivery, without deduction, retainage, set off or charge backs. A cash discount of 1 % 10" proximo may be deducted if no previous balances are past due. Interest at the lesser of 1'/ % 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 waiting/unloading 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 P12 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, Buyer waives any claims associated with any delays in delivery. 5. 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, and Buyer will indenunify 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; (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 "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 ("ACI") 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 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 LIMITATION THE 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 .pit ; L,at cc,.bl .ration practices. Seiler has no control over the placing or handling of concrete after unloading and does not guarantee the finished workin which it is used. Buyer will be responsible to prevent concrete after unloading from coming into contact with any material, such as aluminum, which may adversely impact concrete strength. 10. Buyer will furnish 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 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 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, TOla, CONTRACT, OR OTHERWISE, AND WHETHER OR NOT ARISING FROM SELLER'S NEGLIGENCE, STRICT L1A.BILITY 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 FOR ANY 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 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 SKIN IRRITATION - INJURIOUS TO EYES. CONTAINS PORT'LAND 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, Rl1`rSE IMMEDIATELY WITH WATER AND GET PROMPT MEDICAL A71-FENTION. KEEP OUT OF REACH OF CHILDREN. MATERIAL SAFETY DATA SHEETS (MSDS) ARE AVAILABLE AT WWW.TITANAMERICA.COM. Rev'd 2-08 planning & Development Services Building & Code Regulation (Division 2300 Varginia Ave . . Dort Pierce, FL 34902 772-462-2172 Fan 772-462-6443 CERTIFYCATE OF TERMITE TREATMENT CONSTRUCTION SOIL TREATMENT PERMIT #: -Z_ 3 JOB ADDRESS: BUILDER/CONTRACTOR: E `61 t Gd� PEST CONTROL CONTRACTOR: s PEST CONTROL LICENSE #: We, the undersigned, hereby certify at we have pretreated the above described construction for subterranean termites in accordanceWith the standards of the National Pest Control Association. 3 sVr, Z��L1F Chemicals used: Square feet if area treated:: SOB Percentage of solution: vo Total gallons used: 135 Date of Treatment: Z- i 3- l s Time of Treatment:'. — Footing Slab 1st Treatment 1s* Treatment Re -Treat Re -Treat Drive y Pools 1s` Treatment R Treatment Re-Trea Re -Treat Other� ° rv►e,o�. �'�� Perimeter for Final Inspection - 1� Treatment � Re -Treat Signature of Exterminator Note: There must be a completed form for each required treatment orre-treatment and this form must be on the job site to be picked up by the inspector at time of each inspection or the scheduled Inspection w111 fall and a -re -inspection fee charged. FBC104.2.6 Certificate of protective Treatment for prevention of termites A weather resistantjobsiie posting board shall be provided to receive duplicate Treatment CerVX-Btes as each required protective treatment is completed, providing a copy for the person the permit is issued to and another copy for the bullding permit files The Treatment certificate shall provide the product used, identity of the applicator, time and date of the treatment, site location, area treated, chemical used, percent concentration and number ofgallons used, to establish a verifiable record of protective treatment. if the soil chemical barrier method for termite preveniion is used, final exterior treatment shall be completed prior to final bullding approval. St Lucia Countg requires for the final inspection for CO, a Permanent Sticker to be placed on the elects ica9 patnel box cover, iisdng all the treatments and dates Of appllcatiOns- -, Tip C 1 f A%NJIva 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 ST. LUCIE (772) 229-9093 C.A.: 5693 FAX (772) 589-6469 ASTM D 1557 and ASTM D 2922 DATE TESTED PERMIT # CONTRACTOR JOB LOCATION October 16, 2014 Wynne Development Corp. 48 Mediterranean Boulevard Spanish Lakes # 1 Port Saint Lucie, Florida JOB # : 141853-1 d/ES/jl 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" 40 107.7 111.1 96.9 2. N.W. 9932 110.1 if99.1 3. Center If36 108.3 if97.5 4. S.W. 34 108.1 If97.3 5. S. E. 40 107.7 if96.9 Soil Description: Brown Sand In Place Moisture: 7.6 Percent Optimum Moisture: 11.8 Percent Max. Dry Density:, 111.1 P.C.F. @ Test Locations The Density & Penetrometer Readings Indicate the Degree of C P E � 69 Minimu for Stag' •A *Pen-- eaAas Takenlb m Grade. 112.0 I I I I I w E I I I I I I i G 111.0 L.._..� .._..� .._.. _.. I .._.. .._.._ H I I I I T I I I I I I P I I I I I I 110.0 1--.._..�.._.. _.. �.._..+.._ .�.._.._ c F I I I I I • I I I I I I 109.0 :_..—... D I r.._..r.._..T.._.. T.._..7.._.._ R I I I I I I Y I I I I I I 108.0-.._..� .._.. .._.. .._.. .._.. ..- 8 9 10 11 12 13 14 Julie 'F,.Presi - }C�� •••°••• oe Y 9 p d Fax & � �,je`�ount Building Department Fax to: 772-8 IN-°������ E-mail to: dotty@spanishlakes.com Ronald G. Keller, P.E.: 37293 / SI Lic. No.: 860 Moisture - % of Dry Weight / Julie E. Keller, P.E.: 68366 10/17/2014 15:41 7725896469 - , KSM ENGINEERING PAGE 01/01 IVOIL Ar JL%IJ.LVJL KELLER, SCHLEICHER & MacWILLIAM ENGINEERING AND TESTING, INC. MARTIN (772) 337-7755 P.O. BOX 78 -1377, SEBASTIAN, EL 32978-1377 SEBASTIAN (772) 589-0712 PALM BEACH (561) 845-7445 www.ksmengineering.net MELBOURNE (321) 768-8488 FAX (561) 845-8876 E-M i KSM@KSMEN INEERING.ff���� ST. LUCIE (772) 229-9095 G.A.: 5693 S IL COMPACT ON I�5FyCdFi� FAX (772) 589-6469 ASTIIA D 1557 and ASTM D 2922 DATE TESTED PERMIT # CONTRACTOR JOB LOCATION ; October 16, 2014 14090233 Wynne Development Corp. 48 Mediterranean Boulevard Spanish Lakes # 1 Port Saint Lucie, Florida JOB # : 141853-1 d/ES/jI 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" 40 107.7 111.1 96.9 2. N.W. 32 110"1 " 99.1 3. Center 36 108.3 it97.5 4. S.W. 34 108.1 It97.3 5 S. E 40 107.7 It 96.9 Soil Description: Brown Sand In Place Moisture: 7.6 Percent Optimum Moisture: 11.8 Percent Max. Dry Density: 111.1 P.C.F. @ Test Locations The Density & Penetrometer Readings Indicate the Degree of Compaction Meets Natural Grade. ielfuify Su No. 683) Moisture - % of Dry Weight RECEIVED OCT 2 0.2014 R*t.LpAnty Building Department Fa�t�bp ►IB- !�4 E-mail to'&6ftVgspanishiakes.com Ronald G. Keller, P.E.: 37293 / Sl Lic. No.: 860 / Julie E. Keller, P.E.: 68366 WYN'ni BUILDING CORPORAT���M 8000 South U.S. #1 Suite 402 Port St. Lucie, FL 34952 Spanish Lakes Communities Division Port Saint Lucie September 25, 2014 To: St. Lucie County Building Department Attn: Permitting and/or Plan Review Re: 48 Mediterranean North Permit # 1409-0233 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, Matthew Lyle Wynne - V.P. Telephones: Port Saint Lucie (772) 878-5513 Miami (305) 235-3175 JOSEPH E. SMITH, CLERK C (E CIRCUIT COURT - SAINT LUCIE COUNT. FILE # 3989963 OR BOOK _ ! PAGE 1029, Recorded 08/29/2014 at _,:02 AM AFTER RECORDING -RETURN TO: PERMIT NUMBER: I Phi. ryi.r 6i•srnaJ lvr rr:..... +n;v f NOTICE OF COMMENCEMENT The undersigned hereby given notice that improvement will be made to certain real property, and in accordance with Chapter 713. Florida statutes the following information is provided in the Notice of commencement. 1. DESCRD'TI(1N OF P(iQPER)'j (Legal description and street address) TAX FOLIO NUMBER; 3.9_L4 - S f) 1 -1 7 0l - 0 0 0 9 Spanish SUBDIVISION Sl0C7C TRACT LOT BLDG UNIT Section 26 2ownshio +69 Ranae 40E _ `j$ MQ�..�Ccw►.4Cs� C1�Cl 2. GENERAL DESCRIPTIONOFIMPROVEMENT: single family residence 3. OWNER INFORMATION: a. Name r Vnn a s' 1A' n 9 r orAtJ-QM I b Address 8000 S - US1 r Sui to 402 r PSL r FL 34952 c. interest in property d. Name and address of fee simple titleholder (if other than owner) 4.CONTRACTOR'S NAME, ADDRESS AND PHONE NUMBER: Wynne Development Corporation 8000 S US1r Suite 402 PSL FL 34952 772-A78-5511 ^ 5. SURETY'S NAME, ADDRESS AND PHONE NUMBER AND BOND AMOUNT: //�/\ 6. LENDER'S NAME, ADDRESS AND PHONE NUMBER: 7. Persons within the State of Florida designated by Owner upon whom notices or other documents may be served as provided by Section 713.13 (1)(a) 7., Florida Statutes. Doug .Brantley 1 Silver Oak Dr. PSL FL_ 201-8418 NAME,ADDR.ESSANDPHONENUMBER: 8. to addition to himself or herself, Owner designates the following to receive a copy of the Lienor's Notice as provided in Section 713.13 (1)(b), Florida Statutes: / NAME, ADDRESS AND PHONE NUMBER 9. Expiration date of notice of commencement (the expiration date is 1 year from the date of recording unless a different date is specified) . 20 Matthew Lyle Wynne Vice-PrP.-;;r9ent Signature of Owner or Print Name and Provide Signatory's Title/Ofrrce Owner's Authorized Olrcer/Director/PartnerIM2n2ger State of Florida County of S t- T. n r^ i e The foregoing instrument was acknowledged before me this L"- day of S .20 y By Matthew Lyle Wynne as Vica, kF4,b Ew'r (Name of person) (Type of authority... e.g. Owner, officer, trustee, attorney in (Be() For Wynne Building Corporation (Name of party on behalf of whom instrument was executed) Personally Known— produced the following type of TD: DOROTHY ANN BASKIN �ti: Notary Public - State 01 Florida ;�'c' My Comm, Expires Oct 2, 2018 s?c Commission rY FF 015226 (Printed Name of Notary Public) (Signature of N Public) pondidThmugh National NoWyAaan. Under penalties of perjury. I declare that I have read the foregoing and that the facts in it arc true to the best of my knowledge and belief (section 92.525. Florid .• Signa (s n s) or Owner(s)' Authorized fricer/Director/Partner/Manager who signed above: By: By It- 01/sa1200ltR..ardi.11 STATE CAE FLORIDA ST, ll,VC -F COUNTY ;a r� t, i f U V f j•} &T i F/ t 4 I u T!I llj F- :1 .!'b LI ri} 1 i i °= N�'�;�,%. �`M!''•. IU M. `ja E. JIB.,! we e MIN, SETBACK RE-Q. FRON7 , it) Ao SIDES �54-5- CNR SIDES ]�? REAR ZNG.BAI-5- TECH. Z 6- 22 I.A Jr 4,kqk",e,n M-W FORM 405-10 'FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Business and Professional Regulation - Residential Performance Method Project Name: A% CARL II� K� Street: \-,\ City, State, Zip: PORT ST. LUCIE , FL, 34983 Owner: Design Location: FL, Fort Pierce 1. New construction or existing New (From Plans) 2. Single family or multiple family 3. Number of units, if multiple family 4. Number of Bedrooms 5. Is this a worst case? 6. Conditioned floor area above grade (ft') Conditioned floor area below grade (ft') 7. Windows(118.5 sqft.) Description a. U-Factor: Sgl, U=1.30 SHGC: SHGC=0.50 b. U-Factor: N/A SHGC: c. U-Factor: N/A SHGC: d. U-Factor: N/A SHGC: Area Weighted Average Overhang Depth Area Weighted Average SHGC: Single-family 1 3 No 1720 0 Area 118.50 ft2 ft2 ft2 ft2 0.624 ft. 0.500 8. Floor Types (1720.1 sqft.) Insulation Area a. Slab -On -Grade Edge Insulation R=0.0 1720.10 ft2 b. N/A R= ft2 c. N/A R= ft2 Builder Name: WYNNE Permit Office: Permit Number: Jurisdiction: 9. Wall Types(1788.5 sqft.) a. Concrete Block - Int Insul, Exterior b. N/A c. N/A d. N/A 10. Ceiling Types (1720.0 sqft.) a. Under Attic (Vented) b. N/A c. N/A 11. Ducts a. Sup: Attic, Ret: Attic, AH: Attic 12. Cooling systems a. Central Unit 13. Heating systems a. Electric Heat Pump 14. Hot water systems a. Electric b. Conservation A0 None 15. Credits ®� Glass/Floor Area: 0.069 Total Proposed Modified Loads: 3a.18 Total Standard Reference Loads: 39.33 Insulation Area R=5.0 1788.50 ft2 R= ft2 R= ft2 R= ft2 Insulation Area R=30.0 1720.00 ft2 R= ft2 R= ft2 R ft2 6 176 kBtu/hr Efficiency 41.5 SEER:15.00 kBtu/hr Efficiency 41.5 HSPF:8.70 ap: 40 gallons EF: 0.900 None PASS I hereby certify that the plans and specifications covered by Review of the plans and this calculation are in c pliance with the Florida Energy specifications covered by this Code. calculation indicates compliance tgir' with the Florida Energy Code. rar PREP Y Before construction is completed DATE: this building will be inspected for 0 compliance with Section 553.908 1 hereby certify that this bunaing, as i n c mpliance Florida Statutes. with the Florida EnerayTodP c�D OWNER/ 7F T'. BUILDING OFFICIAL: DATE:'�G�\L.1 - DATE: - Compliance requires certification by the air handler unit manufacturer that the air handler enclosure qualifies as certified factory -sealed in accordance with 403.2.2.1.1. - Compliance requires completion of a Florida Air Barrier and Insulation Inspection Checklist 7/30/2012 4:20 PM EnergyGaugeO USA - FlaRes2010 Section 405.4.1 Compliant Software Page 1 of 5 z PROJECT Title: Building Type: Owner: # of Units: Builder Name: Permit Office: Jurisdiction: Family Type: New/Existing: Comment: WYNNE CARLTON 70 III Bedrooms: 3 User Conditioned Area: 1720 Total Stories: 1 1 Worst Case: No WYNNE Rotate Angle: 0 Cross Ventilation: No Whole House Fan: No Single-family New (From Plans) Address Type: Lot # Block/SubDivision: PlatBook: Street: County: City, State, Zip: Street Address St. Lucie PORT ST. LUCIE , FL, 34983 CLIMATE v Design Location IECC Design Temp TMY Site Zone 97.5 % 2.5 % Int Design Temp Heating Design Daily Temp 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 Blockl 1720 13760 SPACES Number Name Area Volume Kitchen Occupants Bedrooms InfilID Finished Cooled Heated 1 Main 1720 13760 Yes 2 3 1 Yes Yes Yes FLOORS # Floor Type Space Perimeter R-Value Area Tile Wood Carpet 1 Slab -On -Grade Edge Insulatio Main 179 ft 0 1720.06 ft __-- 0 0 1 ROOF V # Type Roof Gable Roof Materials Area Area Color Solar Absor. SA Emitt Tested Emitt Deck Pitch Tested Insul. (deg) 1 Gable or Shed Composition shingles 1813 ft' 286 ft' Medium 0.5 N 0.9 No 0 18.4 ATTIC V # Type Ventilation Vent Ratio (1 in) Area RBS IRCC 1 Full attic Vented 300 1720 ft2 N N CEILING # Ceiling Type Space R-Value Area Framing Frac Truss Type 1 Under Attic (Vented) Main 30 1720 ft2 0.1 Wood 7/30/2012 4:20 PM EnergyGauge® USA - FlaRes2010 Section 406.4.1 Compliant Software Page 2 of 6 WALLS Crnt Adjacent To VV:;" Type1 Space Cavity Width Height Sheathing Framing Solar Below N Exterior Concrete Block - Int Insul Main 5 69. 6 8 6 590.75 ft2 0 0 0.8 0 2 N Exterior Concrete Block - Int Insul Main 5 2 6 8 0 20 ft2 0 0 0.8 0 3 E Exterior Concrete Block - Int Insul Main 5 19 6 8 0 156 ftz 0 0 0.8 0 4 S Exterior Concrete Block - Int Insul Main 5 56 1 8 0 448.6666 0 0 0.8 0 _ 5 W Exterior Concrete Block - Int Insul Main 5 38 3 8 6 325.125 ft 0 0 0.8 0 6 S Exterior Concrete Block - Int Insul Main 5 31 0 8 0 248 ft2 0 0 0.8 0 DOORS # Ornt Door Type Space Storms U-Value Width Height Ft In Ft In Area 1 2 E - Wood Main Wood Main None None 0.6 3 0 7 0 0.39 3 0 7 0 21 ft2 16.25 W WINDOWS Orientation shown is the entered Proposed orientation. / # Wall Ornt ID Frame Panes NFRC U-Factor SHGC Overhang Area Depth Separation Int Shade Screening 1 2 3 4 5 N 1 Metal E 3 Metal S 4 Metal W 5 Metal W 5 Metal Single (Tinted) Yes Single (Tinted) Yes Single (Tinted) Yes Single (Tinted) Yes Single (Tinted) Yes 1.3 0.5 1.3 0.5 1.3 0.5 1.3 0.5 1.3 0.5 24 ft2 0 ft 6 in 0 ft 0 in None 20 ftZ 1 ft 0 in 0 ft 6 in None 12 ft2 1 ft 0 in 0 ft 6 in None 30 ft2 1 ft 0 in 0 ft 6 in None 32.5 ft2 0 ft 0 in 0 ft 0 in None None None None None None GARAGE # Floor Area Ceiling Area Exposed Wall Perimeter Avg. Wall Height Exposed. Wall Insulation 1 382.8 ft2 382.8 ft2 64 ft 8 ft 1 INFILTRATION # Scope Method SLA CFM 50 ELA EgLA ACH ACH 50 1 Wholehouse Best Guess 0.000500 2255.7 123.84 232.89 0.3650 9.8363 HEATING SYSTEM # System Type Subtype Efficiency Capacity Block Ducts 1 Electric Heat Pump None HSPF: 8.7 41.5 kBtu/hr 1 sys#1 COOLING SYSTEM # System Type Subtype Efficiency Capacity Air Flow SHR Block Ducts 1 Central Unit None SEER: 15 41.5 kBtu/hr ctm 0.8 1 sys#1 7/30/2012 4:20 PM EnergyGauge® USA - FlaRes2010 Section 405.4.1 Compliant Software Page 3 of 6 ' HOT WATER SYSTEM # System Type SubType Location EF Cap Use SetPnt Conservation 1 Electric None Garage 0.9 40 gal 60.9 gal 120 deg None SOLAR HOT WATER SYSTEM FSEC Collector Storage Cert # Company Name System Model # Collector Model # Area Volume FEF None None ft2 DUCTS V ---- Supply --- ---- Return --- Air Percent HVAC # # Location R-Value Area Location Area Leakage Type Handier CFM 25 Leakage QN RLF Heat Cool 1 Attic 6 176 ft2 Attic 130 ft2 Default Leakage Attic (Default) (Default) % 1 1 TEMPERATURES Programable Thermostat: N Ceiling Fans: CoolingJan HeatinJan [[ �Feb [X] Feb [[ �Mar [X] Mar E � Apr [ Apr [ May Jun [X] Jul i May ri Jun [ ] Jul [ ] Au ri Augrj Se Sep E Oct Oct ki Nov Nov Dec HDec Ventin Jan [[ 11 Feb [[XX]] Mar [xl A r [ Ma Jun [ ]] Jul [ ] Au Se _� [x Oct Nov Dec Thermostat Schedule: HERS 2006 Reference Hours Schedule Type 1 2 3 4 5 6 7 8 9 10 11 12 Cooling (WD) AM 78 78 78 78 78 78 78 78 80 80 80 80 PM 80 80 80 80 78 78 78 78 78 78 78 78 Cooling (WEH) AM 78 78 78 78 78 78 78 78 80 80 80 80 PM 80 80 80 80 78 78 78 78 78 78 78 78 Heating (WD) AM 65 65 65 65 65 65 65 68 68 68 68 68 PM 68 68 68 68 68 68 68 68 68 68 68 68 Heating (WEH) AM 65 65 65 65 65 65 65 68 68 68 68 68 PM 68 68 68 68 68 68 68 68 68 68 68 68 7/30/2012 4:20 PM EnergyGauge® USA - FlaRes2010 Section 405.4.1 Compliant Software Page 4 of 6 FORM 405-10 Florida Code Compliance Checklist Florida Department of Business and Professional Regulations Residential Whole Building Performance Method ADDRESS: PERMIT #: PORT ST. LUCIE, FL, 34983 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 and controls 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 ventilation systems shall not exceed the minimum ASHRAE 62 level. 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 & Spas HP shall have the capability of operating at two or more speeds. 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 4/16/13). Heat pump pool heaters 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. Ceilings/knee walls 405.2.1 R-19 space permitting. 7/30/2012 4:20 PM EnergyGauge® USA - FlaRes2010 Section 405.4.1 Compliant Software Page 5 of 6 ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE INDEX* = 77 The lower the EnergyPerformance Index, the more efficient the home. PORT ST. LUCIE, FL, 34983 1. New construction or existing New (From Plans) 9. Wall Types Insulation Area 2. Single family or multiple family Single-family a. Concrete Block - Int Insul, Exterior R=5.0 1788.50 ft2 b. N/A R= ft2 3. Number of units, if multiple family 1 c. N/A R= ft2 4. Number of Bedrooms 3 d. N/A R= ft2 5. Is this a worst case? No 10. Ceiling Types Insulation Area a. Under Attic (Vented) R=30.0 1720.00 ft2 6. Conditioned floor area (W) 1720 b. N/A R= ft2 7. Windows'" Description Area R_ 2 a. U-Factor: Sgl, U=1.30 118.50 ft2 11 Ducts a. Sup: Attic, Ret: Attic, AH: Attic R ft2 6 176 SHGC: SHGC=0.50 b. U-Factor: N/A ft2 SHGC: 12. Cooling systems kBtu/hr Efficiency c. U-Factor: N/A ft2 a. Central Unit 41.5 SEER:15.00 SHGC: d. U-Factor: N/A ft2 SHGC: 13. Heating systems kBtu/hr Efficiency Area Weighted Average Overhang Depth: 0.624 ft. a. Electric Heat Pump 41.5 HSPF:8.70 Area Weighted Average SHGC: 0.500 8. Floor Types Insulation Area 14. Hot water systems a. Slab -On -Grade Edge Insulation R=0.0 1720.10 ft2EF: a. Electric Cap: 40 gallons b. N/A R= ft2 0.9 c. N/A R= ft2 b. Conservation features None 15. Credits None I certify that this home has complied with the Florida Energy Efficiency Code for Building Construction through the above energy saving features which will be installed (or exceeded) in this home before final inspectioyry Otherw�isg, a new EPL Display Card will be completed based on installed Code comefi7Utur/ Builder Signature: Date: Address of New Homek_A,.�_ �a ,� City/FL ZipSL *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 Job: - wrightsoft� Date: JULY 25, 2012 Entire House By: PATRICIA ZIMMERMAN COMFORT CONTROL OF SLC, INC. 1501 SE BILTMORE ST., PORT ST. LUCIE, FL 34983 Phone: 772-878-2799 Fax 772-785-9144 Web: comfortcontrolofslc.cam Pro"ect Information For: CARLTON 70 III BEDROOM, WYNNE BUILDING CORP. PORT ST. LUCIE, FL 34983 Notes: Weather: Winter Design Conditions Outside db 42 OF Inside db 70 OF Design TD 28 OF Heating Summary Structure 17435 Btuh Ducts 4298 Btuh Central vent (37 cfm) 1143 Btuh Humidification 0 Btuh Piping 0 Btuh Equipment load 22876 Btuh Infiltration Method Construction quality Fireplaces Area (ft2 Volume ft') Air changes/hour Equiv. AVF (cfm) Fort Pierce, FL, US Simplified Average 0 Heating Cooling 1720 1720 14858 14858 0.38 0.20 94 50 Heating Equipment Summary Make Carrier Trade COMFORT 15 PURON HP Model 25HCB536A30 AHRI ref no3032420 Efficiency Heating input Heating output Temperature rise Actual air flow Air flow factor Static pressure Space thermostat 8.5 HSPF 36000 Btuh @ 470F 28 OF 1180 cfm 0.054 cfm/Btuh 0 in H2O Summer Design Conditions Outside db 90 OF Inside db 75 OF Design TD 15 OF Daily range Relative humidity L 50 % Moisture difference 61 gr/lb Sensible Cooling Equipment Load Sizing Structure 18569 Btuh Ducts 5276 Btuh Central vent (37 cfm) 612 Btuh Blower 0 Btuh Use manufacturer's data n Rate/swing multiplier 0.95 Equipment sensible load 23235 Btuh Latent Cooling Equipment Load Sizing Structure 2469 Btuh Ducts 1535 Btuh Central vent (37 cfm) 1552 Btuh Equipment latent load 5556 Btuh Equipment total load 28790 Btuh Req. total capacity at 0.70 SHR 2.8 ton Cooling Equipment Summary Make Carrier Trade COMFORT 15 PURON HP Cond 25HCB536A30 Coil FX4DN(B,F)037 AHRI ref no3032420 Efficiency 12.7 EER, 15 SEER Sensible cooling 24780 Btuh Latent cooling 10620 Btuh Total cooling 35400 Btuh Actual air flow 1180 cfm Air flow factor 0.049 cfm/Btuh Static pressure 0 in H2O Load sensible heat ratio 0.81 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. �� Wriiht:SOft' 2012-Aug-02 20:age 1 g Right-Suite(E) Universal 2012 12.0.04 RSU05864 Page 1 .4CCA E:\Wrightsoft HVAC\Wynne Corp\WYNNE CARLTON 70 Ill.rup Calc = MJ8 Front Door faces: W Load Short Form Job: - wrightsoftW Date: JULY 25, 2012 Entire House By: PATRICIA ZIMMERMAN COMFORT CONTROL OF SLC, INC. 1501 SE BILTMORE ST., PORT ST. LUCIE, FL 34983 Phone: 772-878-2799 Fax: 772-785-9144 Web: comfortcontrolofslc.com Project• • For: CARLTON 70 III BEDROOM, WYNNE BUILDING CORP. PORT ST. LUCIE, FL 34983 Design Information Htg Clg Infiltration Outside db (°F) 42 90 Method Simplified Inside db (°F) 70 75 Construction quality Average Design TD (°F) 28 15 Fireplaces 0 Daily range - L Inside humidity (%) 30 50 Moisture difference (gr/lb) 1 61 HEATING EQUIPMENT Make Carrier Trade COMFORT 15 PURON HP Model 25HCB536A30 AHRI ref no3032420 Efficiency Heating input Heating output Temperature rise Actual air flow Air flow factor Static pressure Space thermostat 8.5 HSPF 36000 Btuh @ 47°F 28 `F 1180 cfm 0.054 cfm/Btuh 0 in H2O COOLING EQUIPMENT Make Carrier Trade COMFORT 15 PURON HP Cond 25HCB536A30 Coil FX4DN(B,F)037 AHRI ref no3032420 Efficiency 12.7 EER, 15 SEER -Sensible cooling 24780 Btuh Latent cooling 10620 Btuh Total cooling 35400 Btuh Actual air flow 1180 cfm Air flow factor 0.049 cfm/Btuh Static pressure 0 in H2O Load sensible heat ratio 0.81 ROOM NAME Area (ft2) Htg load (Btuh) Clg load (Btuh) Htg AVF (cfm) Clg AVF (cfm) FOYER 102 1321 904 72 45 LAUNDRY 53 982 1942 53 96 KITCHEN 144 364 3185 20 158 MS BATH 56 924 500 50 25 MS CLOSET 63 74 202 4 10 MS BDRM 305 5443 6287 296 311 HALL 23 27 72 1 4 BATH 45 503 294 27 15 BDRM 2 194 4604 3130 250 155 CLOSET 23 277 148 15 7 BDRM 3 189 1828 1439 99 71 r_'OO 5741 293 284 LIVING RM 526 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wri htsoft' 2012-Aug-02 20:38:19 Ac 9 Right -Suite® Universal 2012 12.0.04 RSU05864 Page 1 .CA E:\Wrightsoft HVAC\Wynne Corp\WYNNE CARLTON 70 Ill.rup Calc = MJ8 Front Door faces: W Entire House d 1720 21733 23845 1180 1180 Other equip loads 1143 612 Equip. @ 0.95 RSM 23235 Latent cooling 5556 A- n nno70 no7nn .1 Qn 'I Rr1 IVIHLJ I/Lv LLOIV ICU av i �w Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. 2012-Aug-02 20:38:19 wrightSOW Right -Suite® Universal 2012 12.0.04 RSU05864 Page 2 ACCA E:\Wrightsoft HVAC\Wynne Carp\WYNNE CARLTON 70 Ill.rup Calc = MJ8 Front Door faces: W - wrightsoft' Right-JO Worksheet Entire House COMFORT CONTROL OF SLC, INC. 1501 SE BILTMORE ST., PORT ST. LUCIE, FL 34983 Phone: 772-878-2799 Fax. 772-785-9144 Web: comfortcontrolofslc.com Job: Date: JULY 25, 2012 By: PATRICIA ZIMMERMAN 1 Room name Entire House FOYER 2 Exposed wall 179.0 ft 6.0 ft 3 Room height 8.6 ft d 8.0 ft heat/cool 4 Room dimensions 6.0 x 17.0 ft 5 Room area 1720.0 ftz 102.0 ft' Ty Construction U-value Or HTM Area (ft� Load Area M Load number (Btuh/ft' °F) (Btuh/ft� or perimeter (ft) (Btuh) or perimeter (ft) (Btuh) Heat Cool Gross N/P/S Heat Cool Gross NIP/S Heat Cool 6 yJ 12C-0sw 0.091 n 2.55 2.18 591 579 1474 1264 0 0 0 0 �G 1 D-c2om 0.870 n 24.36 27.10 12 0 292 325 0 0 0 0 W 13A-5ocs 0.125 n 3.50 2.22 20 20 70 44 0 0 0 0 12C-Osw 0.091 a 2.55 2.18 155 115 293 251 48 27 69 59 11 1A-r1ob 1.080 a 30.24 48.10 20 1 605 962 0 0 0 0 D 11J0 0.600 a 16.80 17.40 21 21 353 365 21 21 353 365 Y--G 12C-Osw 0.091 s 2.55 2.18 449 443 1128 967 0 0 0 0 1A-r1om 1.270 s 35.56 26.39 6 6 213 158 0 0 0 0 W 12C-Osw 0.091 w 2.55 2.18 325 262 668 573 0 0 0 0 1 Dc2ow 0.570 w 15.96 59.58 30 2 479 1788 0 0 0 0 1J :j 4A5-2omd 0.770 w 21.56 47.10 33 0 701 1531 0 0 0 0 P 128-0bw 0.097 - 2.72 0.85 248 232 629 198 124 124 337 106 I-D 11 DO 0.390 n 10.92 11.31 16 16 177 184 0 0 0 0 C 16A-30ml 0.032 0.90 2.32 1720 1720 1541 3990 102 102 91 237 F 22A-tpm 1.180 33.04 0.00 1720 179 5914 0 102 6 198 0 6 c) AED excursion 1092 -24 Envelope loss/gain 14539 13693 1048 743 12 a) Infiltration 2896 816 90 25 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 2 460 0 0 Appliances/other 3600 1 10 Subtotal (lines 6 to 13) 17435 18569 1138 769 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 15 Subtotal Duct loads 1 25% 28% 17435 4298 18569 5276 16% 18% 1138 183 769 135 Total room load 21733 23845 1321 904 Air required (cfm) 1 1180 1180 72 45 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wrightsoft' Right -Suite® Universal 2012 12.0.04 RSU05864 2012-Aug-02 20:e I Page 'gyp` E:\Wrightsoft HVAC\Wynne Corp\WYNNE CARLTON 70 Ill.rup Calc = MJ8 Front Door faces: W + wrightsoft' Right-J® Worksheet Entire House COMFORT CONTROL OF SLC, INC. 1501 SE BILTMORE ST., PORT ST. LUCIE, FL 34983 Phone: 772-878-2799 Fax: 772-785-9144 Web: comfortcontrolofslc.cam Job: Date: JULY 25, 2012 By: PATRICIA ZIMMERMAN 1 Room name LAUNDRY KITCHEN 2 Exposed wall 7.5 ft 0 ft 3 Room height 8.0 ft heat/cool 8.0 ft heat/cool 4 Room dimensions 7.0 x 7.5 ft 1.0 x 144.0 ft 5 Room area ft 52.5 ' 144.0 ft' Ty Construction U-value Or HTM Area (ft� Load Area (ft� Load number (8tuh/ft1L °F) (Btuh/ftj or perimeter (ft) (Btuh) or perimeter (ft) (Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 I--� 12C-Osw 0.091 n 2.55 2.18 0 0 0 0 0 0 0 0 1 D-c2cm 0.870 n 24.36 27.10 0 0 0 0 0 0 0 0 W 13A-5ocs 0.125 n 3.50 2.22 0 0 0 0 0 0 0 0 12C-Osw 0.091 a 2.55 2.18 0 0 0 0 0 0 0 0 11 1A-rlob 1.080 a 30.24 48.10 0 0 0 0 0 0 0 0 11Jo 0.600 a 16.80 17.40 0 0 0 0 0 0 0 0 W 12C-Osw 0.091 s 2.55 2.18 60 60 153 131 0 0 0 0 T-G 1A-r1om 1.270 s 35.56 26.39 0 0 0 0 0 0 0 0 W 12C-Osw 0.091 w 2.55 2.18 0 0 0 0 0 0 0 0 D-c2ow 0.570 w 16.96 59.58 0 0 0 0 0 0 0 0 Ij1 4A5-2omd 0.770 w 21.56 47.10 0 0 0 0 0 0 0 0 P 12B-Obw 0.097 - 2.72 0.85 56 40 108 34 68 68 185 58 " 11 DO 0.390 n 10.92 11.31 16 16 177 184 0 0 0 0 C 16A-30ml 0.032 0.90 2.32 53 53 47 122 144 144 129 334 F 22A-tpm 1.180 33.04 0.00 53 8 248 0 144 0 0 0 6 c) AED excursion -51 -84 Envelope loss/gain 733 419 314 308 12 a) Infiltration 113 32 0 0 b) Room ventilation 1 0 0 0 0 13 Internal gains: Occupants @ 230 Appliances/other 0 0 1200 0 1 0 12400 Subtotal (lines 6 to 13) 846 1651 314 2708 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 846 1651 314 2708 15 Duct loads 16% 18% 136 291 16% 18% 50 477 Total room load 982 1942 364 3185 Air required (cfm) 53 96 20 158 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wrightsoft' 2012-Aug-02 20:38:19 Right -Suite® Universal 2012 12.0.04 RSU05864 Page 2 �� E:\Wrightsoft HVAC\Wynne Corp\WYNNE CARLTON 70 Ill.rup Calc = MJ8 Front Door faces: W - wrightsoft° Right-JO Worksheet Entire House COMFORT CONTROL OF SLC, INC. 1501 SE BILTMORE ST., PORT ST. LUCIE, FL 34983 Phone: 772-878-2799 Fax: 772-785-9144 Web: comfortcontrolofslc.com Job: Date: JULY 25, 2012 By: PATRICIA ZIMMERMAN 1 Room name MS BATH MS CLOSET 2 Exposed wall 8.0 ft 0 ft 3 Room height 8.0 ft heat/cool 8.0 ft heat/cool 4 Room dimensions 7.0 x 8.0 ft 7.0 x 9.0 ft 5 Room area 56.0 ft2 63.0 ft2 Ty Construction U-value Or HTM Area (ft2) Load Area (ft2) Load number (Btuh/ft2--°F) (Btuh/ft2) or perimeter (ft) (Btuh) or perimeter (ft) (Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6' 12C-0sw 0.091 n 2.55 2.18 0 0 0 0 0 0 0 0 l 1 D-c2om 0.870 n 24.36 27.10 0 0 0 0 0 0 0 0 W 13A-5ocs 0.125 n 3.50 2.22 0 0 0 0 0 0 0 0 12C-Osw 0,091 a 2.55 2.18 0 0 0 0 0 0 0 0 11 1A-r1ob 1.080 a 30.24 48.10 0 0 0 0 0 0 0 0 D 11J0 0.600 a 16.80 17.40 0 0 0 0 0 0 0 0 VU L--G 12C-Osw 0.091 s 2.55 2.18 64 58 148 127 0 0 0 0 1A-r1om 1.270 s 35.56 26.39 6 6 213 158 0 0 0 0 W 12C-Osw 0.091 w 2.55 2.18 0 0 0 0 0 0 0 0 1 Dc2ow 0.570 w 15.96 59.58 0 0 0 0 0 0 0 0 Ev G 4A5-2cmd 0.770 w 21.56 47.10 0 0 0 0 0 0 0 0 P 12B-Obw 0.097 - 2.72 0.85 0 0 0 0 0 0 0 0 L--D 11DO 0.390 n 10.92 11.31 0 0 0 0 0 0 0 0 C 16A-30ml 0.032 0.90 2.32 56 56 50 130 63 63 56 146 F 22A-tpm 1.180 33.04 0.00 56 8 264 0 63 0 0 0 6 c) AED excursion -13 -4 Envelope loss/gain 676 401 56 142 12 a) Infiltration 120 34 0 0 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 0 0 0 0 Appliances/other 01 10 Subtotal (lines 6 to 13) 796 435 56 142 14 15 Less external load Less transfer Redistribution Subtotal Duct loads 16% 15% 0 0 0 796 128 0 0 0 435 65 32o 420 0 0 0 56 18 0 0 0 142 60 Total room load Air required (cfm) 1 924 50 500 25 74 41 202 10 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wrigF�tsoft^ 2012-Aug-02 20:38:19 Right -Suite® Universal 2012 12.0.04 RSU05864 Page 3 '��A EAWrightsoft HVAC\Wynne Corp1WYNNE CARLTON 70 Ill.rup Calc = MJ8 Front Door faces: W A wrightsoftm Right-J® Worksheet Entire House COMFORT CONTROL OF SLC, INC. 1501 SE BILTMORE ST., PORT ST. LUCIE, FL 34983 Phone: 772-878-2799 Fax: 772-785-9144 Web: comfortcontrolofslc.cam Job: Date: JULY 25, 2012 By: PATRICIA ZIMMERMAN 1 Room name MS BDRM HALL 2 Exposed wall 49.0 ft 0 ft 3 Room height 8.5 ft heat/cool 8.0 ft heat/cool 4 Room dimensions 1.0 x 304.5 ft 4.5 x 5.0 ft 5 Room area 304.5 ft2 22.5 ft' Ty Construction U-value Or HTM Area (ft2) Load Area (ft) Load number (Btuh/ft2 °F) (Btuh/ft� or perimeter (ft) (Btuh) or perimeter (ft) (Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 V1/ 12C-Osw 0.091 n 2.55 2.18 81 81 206 176 0 0 0 0 L -G 1D-c2cm 0.870 n 24.36 27.10 0 0 0 0 0 0 0 0 W 13A-5ocs 0.125 n 3.50 2.22 0 0 0 0 0 0 0 0 0.091 a 2.55 2.18 0 0 0 0 0 0 0 0 11 _G12C-0sw 1A-r1ob 1.080 a 30.24 48.10 0 0 0 0 0 0 0 0 D 111,10 0.600 a 16.80 17.40 0 0 0 0 0 0 0 0 IW '--c 12C-Osw 0.091 s 2.55 2.18 217 217 552 473 0 0 0 0 1A-rlom 1.270 s 35.56 26.39 0 0 0 0 0 0 0 0 W 12C-Osw 0.091 w 2.55 2.18 119 89 227 194 0 0 0 0 1 Dc2ow 0.570 w 15.96 59.58 30 2 479 1788 0 0 0 0 EG G 4A5-2omd 0.770 w 21.56 47.10 0 0 0 0 0 0 0 0 P 1213-0bw 0.097 - 2.72 0.85 0 0 0 0 0 0 0 0 L--D 11 DO 0.390 n 10.92 11.31 0 0 0 0 0 0 0 0 C 16A-30ml 0.032 0.90 2.32 305 305 273 706 23 23 20 52 F 22A-tpm 1.180 33.04 0.00 305 49 1619 0 23 0 0 0 6 c) AED excursion 855 -2 Envelope loss/gain 3355 4193 20 51 12 a) Infiltration 783 221 0 0 b) Room ventilation 0 0 0 0 13 Intemal gains: Occupants @ 230 0 0 0 0 Appliances/other 0 0 Subtotal (lines 6 to 13) 4138 4414 20 51 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 4138 4414 20 51 15 Duct loads 32% 42% 1305 1874 32% 42% 6 21 Total room load 5443 6287 27 72 Air required (cfm) 1 1 296 1 3111 1 11 4 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. AV wrightsOft' Right -Suite® Universal 2012 12.0.04 RSU05864 2012-Aug-02 2 Page 4 'gyp` E:\Wrightsoft HVAC\Wynne Corp\WYNNE CARLTON 70 Ill.rup Calc = MJS Front Door faces: W * wrightsoft° Right-J® Worksheet Entire House COMFORT CONTROL OF SLC, INC. 1501 SE BILTMORE ST., PORT ST. LUCIE, FL 34983 Phone: 772-878-2799 Fax 772-785-9144 Web: comfortcontrolofslc.com Job: Date: JULY 25, 2012 By: PATRICIA ZIMMERMAN 1 Room name BATH BDRM 2 2 Exposed wall 5.0 ft 40.5 ft 3 Room height 8.0 ft heat/cool 8.0 ft heat/cool 4 Room dimensions 9.0 x 5.0 ft 1.0 x 193.5 ft 5 Room area 45.0 ftz 193.5 ftz Ty Construction U-value Or HTM Area M Load Area (ftj Load number (Btuh/ftl °F) (Btuh/ft� or perimeter (ft) (Btuh) or perimeter (ft) (Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 12C-Osw 0.091 n 2.55 2.18 40 40 102 87 108 108 275 236 1 D-c2om 0.870 n 24.36 27.10 0 0 0 0 0 0 0 0 W 13A-5ocs 0.125 n 3.50 2.22 0 0 0 0 0 0 0 0 12C-Osw 0.091 a 2.55 2.18 0 0 0 0 108 88 224 192 11 1A-r1ob 1.080 a 30.24 48.10 0 0 0 0 20 1 605 962 D 111.10 0.600 a 16.80 17.40 0 0 0 0 0 0 0 0 W 12C-Osw 0.091 s 2.55 2.18 0 0 0 0 108 108 275 236 L---G 1A-r1cm 1.270 s 35.56 26.39 0 0 0 0 0 0 0 0 W 12C-Osw 0.091 w 2.55 2.18 0 0 0 0 0 0 0 0 �- 1 Dc2ow 0.570 w 15.96 59.58 0 0 0 0 0 0 0 0 -G 4A5-2omd 0.770 w 21.56 47.10 0 0 0 0 0 0 0 0 P 12B-Obw 0.097 - 2.72 0.85 0 0 0 0 0 0 0 0 I-D 11 DO 0.390 n 10.92 11.31 0 0 0 0 0 0 0 0 C 16A-30mi 0.032 0.90 2.32 45 45 40 104 194 194 173 449 F 22A-tpm 1.180 33.04 0.00 45 5 165 0 194 41 1338 0 6 c) AED excursion -6 -49 Envelope loss/gain 307 185 2891 2025 12 a) Infiltration b) Room ventilation 75 0 21 0 609 0 172 0 13 Intemal gains: Occupants @ 230 0 0 0 0 Appliances/other 01 10 Subtotal (lines 6 to 13) 383 207 3500 2197 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 383 207 3500 2197 15 Duct loads 1 32% 420% 121 88 32% 42% 1104 933 Total room toad 503 294 4604 3130 Air required (cfm) 27 15 250 155 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. 2012-Aug-02 20:38:19 wrightsoft" Right -Suite® Universal 2012 12.0.04 RSU05864 Page 5 �� E:\Wrightsoft HVAC\Wynne Corp\WYNNE CARLTON 70 Ill.rup Calc = MJ8 Front Door faces: W - wrightsoft' Right-J® Worksheet Job: Entire House Date: JULY 25, 2012 By: PATRICIA ZIMMERMAN COMFORT CONTROL OF SLC, INC. 1501 SE BILTMORE ST., PORT ST. LUCIE, FL 34983 Phone: 772-878-2799 Fax. 772-785-9144 Web: comfortcontrolofslc.com 1 Room name CLOSET BDRM 3 2 Exposed wall 2.5 ft 14.0 ft 3 Room height 8.0 ft heat/cool 8.0 ft heat/cool 4 Room dimensions 9.0 x 2.5 ft 13.5 x 14.0 ft 5 Room area 22.5 ft2 189.0 W Ty Construction U-value Or HTM Area M Load Area (W) Load number (Btuh/ft''F) (Btuh/ft� or perimeter (ft) (Btuh) or perimeter (ft) (Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 �G 12C-Osw 0.091 n 2.55 2.18 0 0 0 0 112 100 255 218 1 Dc2cm 0.870 n 24.36 27.10 0 0 0 0 12 0 292 325 W 13A-5ocs 0.125 n 3.50 2.22 20 20 70 44 0 0 0 0 12C-Osw 0.091 a 2.55 2.18 0 0 0 0 0 0 0 0 11 -G TD 1A-rlob 1.080 a 30.24 48.10 0 0 0 0 0 0 0 0 1110 0.600 a 16.80 17.40 0 0 0 0 0 0 0 0 W 12C-Osw 0.091 s 2.55 2.18 0 0 0 0 0 0 0 0 l-.G 1A-rlom 1.270 s 35.56 26.39 0 0 0 0 0 0 0 0 W 12C-Osw 0.091 w 2.55 2.18 0 0 0 0 0 0 0 0 1 Dc2ow 0.570 w 15.96 59.58 0 0 0 0 0 0 0 0 4A5-2omd 0.770 w 21.56 47.10 0 0 0 0 0 0 0 0 P 126-0bw 0.097 - 2.72 0.85 0 0 0 0 0 0 0 0 L-D 11 DO 0.390 n 10.92 11.31 0 0 0 0 0 0 0 0 C 16A-30ml 0.032 - 0.90 2.32 23 23 20 52 189 189 169 438 F 22A-tpm 1.180 - 33.04 0.00 23 3 83 0 189 14 463 0 6 c) AED excursion -3 -31 Envelope loss/gain 173 93 1179 951 12 a) Infiltration 38 11 211 59 b) Room ventilation 0 0 0 0 13 Intemal gains: Occupants @ 230 0 0 0 0 Appliances/other 1 0 0 Subtotal (lines 6 to 13) 210 104 1390 1010 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 210 104 1390 1010 15 Duct loads 32% 42% 66 44 32% 42%1 Qts 1 429 Total room load 277 148 1828 1439 Air required (cfm) 1 1 15 71 99 71 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. -F' wrightsoft' Right -Suite® Universal 2012 12.0.04 RSU05864 2012-Aug-02 20:38 Page ge 6 6 AC;C` E:\Wrightsoft HVAC\Wynne Corp\WYNNE CARLTON 70 Ill.rup Calc = MJ8 Front Door faces: W * wrightsoft® Right-J® Worksheet Entire House COMFORT CONTROL OF SLC, INC. 1501 SE BILTMORE ST., PORT ST. LUCIE, FL 34983 Phone: 772-878-2799 Fax. 772-785-9144 Web: comfortcontrolofslc.com Job: Date: JULY 25, 2012 By: PATRICIA ZIMMERMAN 1 Room name LIVING RM 2 Exposed wall 46.5 ft 3 Room height 9.8 ft heat/cool 4 Room dimensions 1.0 x 525.5 ft 5 Room area 525.5 ft2 Ty Construction U-value Or HTM Area (ftl Load Area Load number (Btuh/ft? °F) (Btuh/ft� or perimeter (ft) (Btuh) or perimeter Heat Cool Gross N/P/S Heat Cool Gross NIP/S Heat Cool 6 VU L--G 12C-0sw 0.091 n 2.55 2.18 250 250 637 546 1 D-c2om 0.870 n 24.36 27.10 0 0 0 0 W 13A-5ocs 0.125 n 3.50 2.22 0 0 0 0 �j 12C-Osw 0.091 a 2.55 2.18 0 0 0 0 11 I-G 1A-r1ob 1.080 a 30.24 48.10 0 0 0 0 11J0 0.600 a 16.80 17.40 0 0 0 0 W 12C-Osw 0.091 s 2.55 2.18 0 0 0 0 __.G 1A-r1om 1.270 s 35.56 26.39 0 0 0 0 IW 12C-Osw 0.091 w 2.55 2.18 206 173 442 378 1D-c2ow 0.570 w 15.96 59.58 0 0 0 0 {--v �-G 4A5-2omd 0.770 w 21.56 47.10 33 0 701 1531 P 12B-Ob w 0.097 - 2.72 0.85 0 0 0 0 " 11130 0.390 n 10.92 11.31 0 0 0 0 C 16A-30m1 0.032 0.90 2.32 526 526 471 1219 F 22A-tpm 1.180 33.04 0.00 526 47 1536 0 6 c) AED excursion 506 Envelope loss/gain 3786 4180 12 a) Infiltration 857 242 b) Room ventilation 0 0 13 Internal gains: Occupants @ 230 2 460 Appliances/other 0 Subtotal (lines 6 to 13) 4643 4882 Less external load 0 0 Less transfer 0 0 Redistribution 0 0 14 Subtotal 4643 4882 15 Duct loads 16% 18% 745 859 Total room load 5388 5741 Air required (cfm) 293 284 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wrightsoft' Right -Suite® Universal 2012 12.0.04 RSU05864 2012-Aug-02 2 Pagel �� E:\Wrightsoft HVAC\Wynne Corp\WYNNE CARLTON 70 Ill.rup Calc = MJ8 Front Door faces: W 9 ® Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. MiTek RE: ml 1324 - 70' Carlton Elev D MiTek USA, Inc. Site Information: 6904 Parke East Blvd. Customer Info: WYNNE BUILDING CORPORATIN Project Name: m11324 Model: Tampa, FL33610-4115 Lot/Block- Subdivision: Address: City: ST LUCIE State: FL 4: Name Address and License # of Structural Engineer of Record, If there is one, for the b J d�,ng. Name: License #: �? ... Address:' City: State: General Truss Engineering Criteria & Design Loads (Individual Truss Des' .. i Show Special Loading Conditions): Design Code: FBC2010/TP12007 Design Program: MiTek 20/2 3 . Wind Code: ASCE 7-10 [All HeighII Wind Speed: 165 mph Roof Load: 32.0 psf Floor Load: N/A psf This package includes 26 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 61G15-31..003 section 5 of the Florida Board of Professional Engineers Rules. No. Seal# I Truss Name Date I No. Seal# ITruss Name I Date 1 IT6391319 1A1 6/30/014 118 IT6391336 1JA 6/30/014 12 I T6391320 I A2 16/30/014 119 I T6391337 1,113 16/30/014 I 13 1 T6391321 I A3 16/30/014 120 I T6391338 I J C 16/30/014 I 14 I T6391322 I A4 16/30/014 121 I T6391339 I KJ5 16/30/014 I 15 I T6391323 I A5 16/30/014 122 1 T6391340 I KJ7 16/30/01.4 I 1 _ I T6391324 I A6 16/30/014 123 I T6391341 I KJA 16/30/014 I L_ IT6391325 IA7 16/30/014124 IT6391342 IKJB 16/30/0141 18_ I T6391326 I A 16/30/014 125 I T6391343 I MV2 16/30/014 I 19 I T6391327 I B 16/30/014 126 I T6391344 I MV4 16/30/014 I 110 I T6391328 I BH7 16/30/014 J I I I I 11 I T6391329 I GRA 16/30/014 J 112 I T6391330 I GRB 16/30/014 113 I T6391331 I GRC 16/30/014 114 I T6391332 IA 1 1 6/30/014 115 I T6391333 I J3 1 6/30/014 116 I T6391334 I J5 16/30/014 117 I T6391335 I J7 16/30/014 J 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, 2015. 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. ��PQII I N i . �k68182 0:... STATE OF :��/ S,O N A ��G �� in11 FL Cert. 6634 June 30,2014 Velez, Joaquin 1 of 1 Job Truss Truss Type City Ply Elev D ml1324 Al SPECIAL 9 1 170'Cartan T6391319 Job Reference (optional --- --- - - — -- • •• - •--- r.aau s aep zr -zuiz mi i eK maustnes, Inc. Mon Jun 3u l l:19:13 2014 Page l7-&-0 1ID:_kfiGCA6bx7j2Syl HDXFw7ye3KK-a774rUlygIC51 OG7AeByGTZ6tLGiHkGGdQn6QAzl7GC 7--0 231112 0 35-0-0 8 2 -10-8 2 294 8-2-6 -0-0 4.00 12 54 = 4x4 = " - 4x8 24 11 5xl2 = 2.00 12 Scale = 1:60.3 7-8-0 13-7-8 23-11-12 35-0-0 74T_1 5-11-8 1044 11-0-4 Plate Offsets(X.YI: 12:0-3 14 Edael 18.0-3-0 Edaelf10,0-5-2 Edgel LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.86 Vert(LL) 0.76 12 >539 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.83 Vert(TL) -1.30 12-13 >317 240 MT18HS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.48 Horz(TL) 0.39 10 n/a n/a BCDL 5.0 Code FBC2010/TP12007 (Matrix) Weight: 158 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD 2x4 SP M 30 "WEBS BOT CHORD Rigid ceiling directly applied or 4-0-1 or bracing. 2x4 SP No.3 `Except* WEBS 1 Row at midpt 6-12 6-12: 2x4 SP M 30 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installationuide. REACTIONS (lb/size) 2=1021/0-8-0 (min. 0-1-8), 10=1023/0-8-0 (min. 0-1-8) Max Horz 2=224(LC 7) Max Uplift 2=837(LC B), 10=-837(LC 8) Max Grav 2=1171(LC 2), 10=1171(LC 2) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=2741/1788, 3-4=-2154/1460, 4-5=2097/1474, 5-6=2129/1562, 6-7=4406/2927, 7-8=4337/2831, 8-9=-4384/2824, 9-10=4785/3126 BOT CHORD 2-14=1582/2548, 13-14=-1582/2548, 13-15=-1023/1828, 15-16=-1018/1832, 12-16=1017/1840, 10-12=2876/4512 WEBS 3-13=631/465, 5-13=-271/242, 6-13=-269/469, 6-12=-1740/2753, 7-12=258/249, 9-12=388/377 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=12ft; B=45ft; L=50ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on 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 = 5.Opsf. 6) Bearing at joint(s) 10 considers parallel to grain value using ANSI/TPI 1 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 837 lb uplift at joint 2 and 837 lb uplift at joint 10. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard FL Cert. 6634 June 30,2014 ®WAWAn -Vent y de.lya parameters and AFAR NOTES ON 7f1ISAM AVOWED mrTEKREFEREAKX PAGE MR-7473 rea 112912014 BE GAEVM Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. �� Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibilliy of the MOWerector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing. consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. safety Information gvai able from Truss Plate Institute, 781 N. Lee Street, Suite 312. Alexandria, VA 2314. ]fSfluthemPnelSP lumber isspeciicli+ speed, Tampa, FL33610-4116 Job Truss Truss Type Qty Ply Elev D �70'Carlton T6391320 m11324 A2 SPECIAL 1 1 Job Reference o 'o a Chambers Truss Inc., Fort Pierce FI. 34982 7.350 s Sep 27 2012 MiTek Industries, Inc. Mon Jun 30 11:19:13 2014 Page 1 ID:_kfiGCA6bx7j2Syl HDXFw7ye3KK-o??4rUlygIC51 OG7AeByGTZ6sLFIHgkGdQn6QAzl7GC 1-0 7-6-0 13-7-8 17-0-0 18-0 23-11-12 26-9-10 35-0-0 -0 -0-0 7-8-0 5-11-8 3-0.8 -0-0 5-11-12 2-9-14 8-2-6 -0-0 �1 0 4.00 12 4x4 % 4x5 4x4 = 17 16 3x4 = 48 = 2x3 II 6x12 = 3x5 = . 2.00 12 Scale = 1:62.3 LOADING (psf) TCLL 20.0 TCDL . 7.0 BCLL 0.0 BCDL 5.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr YES Code FBC2010lrP12007 CSI TC 0.86 BC 0.86 . WB 0.70 (Matrix) DEFL in (loc) Vdefl Ud Vert(LL) 0.76 13 >540 360 Vert(TL) -1.19 11-13 >347 240 Horz(TL) 0.42 11 n/a n/a PLATES GRIP MT20 244/190 MT18HS 244/190 Weight: 168 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD ' Rigid ceiling directly applied or 4-0-9 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 8-14, MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer . Installation guide. REACTIONS (lb/size) 2=986/0-8-0 (min. 0-1-8), 11=986/0-8-0 (min. 0-1-8) Max Horz 2=218(LC 7) Max Uplift 2=837(LC 8), 11=837(1_C 8) Max Grav 2=1171(LC 2), 11=1171(LC 2) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2746/1787, 3-4=-2132/1457, 4-5=-2075/1471, 5-6=199B/1418, 6-7=1880/1381, 7-8=2019/1397, 8-9=-4321/2829, 9-10=4369/2821, 10-11=-4778/3131 BOT CHORD 2-17=-1580/2533, 16-17=-1580/2533, 15-16=1174/2004, 14-15=101311855, 13-14=2504/4176, 11-13=2882/4503 WEBS 3-16=675/465, 5-15=-287/192, 6-15=-379/503, 7-14=-242/437, 8-14=2499/1605, 8-13=955/1626, 10-13=-413/387 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=12ft; B=45ft; L=50ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.1B; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 11 considers parallel to grain value using ANSl1TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 837 lb uplift at joint 2 and 837 lb uplift at joint 11. 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) 'Standard Qum .� pP.• V4�,F'�. i * : N 68182 .: T OF :44/� FL Cert. 6634 June 30,2014 �WARMM-Verifr design ya..... and AEAD ROTES CM 7NISAND fAUUDED MITEKREFEREXE PAGE HII-7413 ms. I/29/20MBEF0AEUSE Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component Is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity, of the MiTek erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality gqcontturol, storage, delivery, erection and bracing, consult ANSI/TPI7 Quality Criteria, DSB.89 and BCSI Building Component 6904 Parke East Blvd. Safety lUiaemFormelSP)lumble beisNspeLii1ss Plate 12diute, 781 N.thedesignvdltreet, Suite 312. otsdietheseAlexandria, VAeffectiveQ6�0112013hyALSC Tampa, FL33610-4115 Job Truss Truss Type Qty Ply Elev D T6391321 IJ70'Cadton m11324 A3 SPECIAL 1 1 ob Reference o do al s r runs n c . ron nerve n..wnac tMu s sep zi zU12 mi l ek Inaustres, Inc. Mon Jun 30 11:19:14 2o14 Pagel ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-GBZS3gJabbKyfYrJkMfBoh5JAIbe03nQr4Wgzdzl7GB 1-0 154W 20-M 23-11-12 26-9-10 35-0-0 -0 -0-0 5-0-1 6-11-15 5-0-0 3-11-12 2-9-14 8-26 -0-0 Scale = 1:62.3 4.00 12 4x5 % 4x4 44 = 15 4x8 = 2x3 II 5x6 = 2.00 12 8-0-1 13-7-8 20-0-0 23-11-12 35-M 8-0-1 5-7-7 611 3-11-12 11-04 Plate Offsets fX Yl' [2.0-3-14 Edael'[9.0-3-0 Edge] f10'0-5-2 Edgel LOADING (psf) SPACING 2-0-0 CSI DEFL iii (loc) Udefl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.76 Vert(LL) 0.68 12 >605 360 MT20 244/190 TCDL 7.0 Lumber Increase . 1.25 BC 0.85 Vert(TL) -1.14 10-12 .>363 24D BCLL 0.0 Rep Stress Incr YES WB 0.97 Horz(TL) 0.38 10 n/a n/a BCDL 5.0 Code FBC2010/TP12007 (Matrix) Weight: 159 lb FT = 0% LUMBER . BRACING TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD 2x4 SP M '30 BOT CHORD Rigid ceiling directly applied or 4-1-13 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 2=986/0-8-0 (min. 0-1-8), 10=98610-8-0 (min. 0-1-8) Max Horz 2=194(LC 7) Max Uplift 2=837(LC 8), 10=837(LC 8) Max Grav 2=1171(LC 2), 10=1171(LC 2) FORCES (lb) -.Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2729/1771, 3-4=-2607/1786, 4-5=2104/1448, 5-6=-2324/1632, 6-7=2452/1671, 7-8=-4324/2787, 8-9=-4610/3102, 9-1.0=472313088 BOTCHORD 2-15=-1575/2516, 14-15=-1575/2516, 13-14=112811961, 12-13=-2458/4129, 10-12=2848/4446 WEBS 4-14=718/514, 5-13=-272/588, 6-13=-306/516, 7-13=-2100/1327, 7-12=939/1576, 8-12=-412/397 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=12ft; B=45ft; L=50ft; eave=6ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) The solid section of the plate is required to be placed over the splice line at joint(s) 12. 5) Plate(s) at joint(s) 12 checked for a plus or minus 2 degree rotation about its center. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ` This truss has been designed for a live load of 20.Opsf on the bottom chord (n all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Bearing at joint(s) 10 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 837 lb uplift at joint 2 and 837 lb uplift at joint 10. 10) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard I = * : N 68182 :�• T OF :41/� //lllllll� FL Cert. 6634 June 30,2014 ®WARNING -Verify design parameMrs and PEAR M IES GM 7HISAM) INCLUDED MITEKREFERENCE PAGE NII-7473 re .112912011 BEFDAEUSE Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and Is for an individualbuilding component. Applicability of design parameters and proper Incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construcilan is the responsibility of the MiTek erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery. erection and bracing. consult ANSI/TPI1 Qualify Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information Iqva' able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 314. Tampa, FL 33610-4115 ifSauttternPtnetSP lumber isspec�ed,thedesignvalues are t:hoseeffectiveQSP0P 1/201SbyALSC Job Truss Truss Type Qty Ply 70' Cadton Elev D ml 1324 A4 SPECIAL 1 1 T6391322 Job Reference(optional) _- - •-�� ^• • �^ • �w •• •^��� /.3bu s sep Z/ ZU12 MI I ek Industnes, Inc. Mon Jun 30 11:19:15 2014 Page 1 ID:_kfiGCA6bx7j2Sy1 HDXFw7ye3KK-kO7gGAJCMvSpHhQVI3AQLueRe9xoWjjZ4kGDV3z17GA 1-0 7-8-0 13-0-0 22-M 23-11-12 26-9-10 35-0-0 -0 -0-0 7$-0 5-4-0 9-0-0 1-11-12 2-9-14 6-2-0 IV 4.00 12 5x10 2x3 II 5x12 = 2.00 12 5x6 = 3x6 4xe Scale = 1:61.3 7-8-0 13-7-8 22-0-0 23- 35-0-0 7 8-0 5-11-8 8-4-8 2211-12 1-11- 11-04 _Plate Offsets (X.Y): I2:0-3-14 Edgel I4'0-5-0 0-2-01f8:0-5-2 Edgel LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Udell L/d PLATES GRIP TCLL 20.0 Plates Increase. 1.25 TC 0.85 Vert(LL) 0.70 10 >590 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.86 Vert(TL) -1.14 . 8-10 >362 240 MT18HS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.99 Horz(TL) 0.38 8 n/a n/a BCDL 5.0 Code FBC2010/TPI2007 (Matrix) Weight: 157 lb FT = 0% LUMBER TOP CHORD 2x4 SP M 30 *Except* 4-5: 2x4 SP M 31 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 BRACING TOP CHORD BOT CHORD REACTIONS (lb/size) 2=98610-8-0 (min. 0-1-8), 8=986A0 8-0 (min. 0-1-8) Max Horz 2=170(LC 7) Max Uplift 2=837(LC 8), 8=-837(LC 8) Max Grav 2=1171(LC 2), 8=1171(LC 2) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=2732/1777, 3-4=-2167/1493, 4-5=3002/2033, 5-6=3106/2070, 6-7=-4297/2756, 7-8=-4794/3146 BOT CHORD 2-13=-1570/2517, 12-13=-1570/2517, 11-12=-1195/2039, 10-11=-2412/4080, 8-10=2897/4519 WEBS 3-12=626/420, 4-11=-616/1112, 5-11=266/557, 6-11 =1 556/940, 6-10=980/1602, 7-10=527/494 Structural wood sheathing directly applied. Rigid ceiling directly applied or 4-1-3 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=12ft; B=45ft; L=50ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load non'concurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 8 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 837 lb uplift at joint 2 and 837 lb uplift at joint 8. 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard FL Cert. 6634 June 30,2014 �i WARlIING-Verrrrdesignparame o:ra and READ WTES GM 7NISAND INGLOED MrTEXREFERENrf PAGE 14fI-7473 rem 112912014 BEIq REIAE Design valid for use only with MTek connectors. This design is based only upon parameters shown, and Is for an individual building component. Applicability of design parameters and proper incorporation of component.is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibilfity of the MiTek� erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component - Safety 6904 Parke East Blvd. Inlortnation va' able from Truss Plate Institute, 781 N. Lee Street Suite 312, Alexandria. VA 314. Tampa, IfSauthemPine (SPIlumberisspetified, the design values are those eSettive0610112013 byA1SCFL33610-4115 Job Truss Truss Type Qty Ply Carlton Elev D m11324 A5 SPECIAL 1 1 �70' T639f 323 . Job Reference(optional) •--•- • •--- • - • -••^• •• ���••� 1.3ou S sep 27 ZU12 MiTek Industries, Inc. Mon Jun 30 11:19:15 2014 Page 1 ID:_kfiGCA6bx7j2Sy1 HDXFw7ye3KK-kO7gGAJCMvSpHhQVI3AQLueQp9x91avZ4kGDV3z17GA 10 7-10-13 11-0-0 17-11-10 2420 26-8-1 35-0-0 6-0 -0-0 7-10-13 3-1-3 6-11-10 6-0-0 2-8-1 8-3-15 -0-0 4.00 12 5x10 4 13 3x4 = 3x4 = 4x5 5 14 6 11 4x8 = Sx6 = 2.00 12 Scale = 1:61.3 11-0-0 13-7-8 23-11-12 35-0-0 11-0-0 2-7 8 10-4-4 11-0-4 Plate Offsets fX Y1: 1270-3-14 Edael 14:0-5-00-2-01 18.0-5-2 Edgel LOADING (psf) SPACING 2-0-0 CSl DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.90 Vert(LL) 0.74 10 >555 360 MT20 244/190 TCDL. 7.0 Lumber Increase 1.25 BC 0.83 Vert(TL) -1.21 10-11 >341 240 MT18HS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.72 Horz(TL) 0.39 8 n/a n/a BCDL • 5.0 Code FBC2010/TPI2007 (Matrix) Weight: 151 lb FT = 0% . LUMBER TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 REACTIONS (lb/size) 2=986/0-8-0 (min. 0-1-8); 8=986/0-8-0 (min. 0-1-8) Max Horz 2=146(LC 7) Max Uplift 2=837(LC 8), 8=-837(LC 8) Max Grav 2=1171(LC 2), 8=1'171(LC 2) BRACING TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 3-11-14 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=2691/1791, 3-4=-2368/1605, 4-13=-2371/1648, 5-13=-2370/1648, 5-14=410312666, 6-14=-4103/2666, 6-7=-4353/2795, 7-8=-4790/3131 BOT CHORD 2-12=-1581/2480, 11-12=-1307/2219, 10-11=2041/3253, 8-10=-2881/4516 WEBS 3-12=-400/355, 4-12=-171/351, 4-11=-181/348, 5-11=-1096/784, 5-10=-444/964, 6-10=-748/1211, 7-10=-466/436 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=1,65mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=45ft; L=50ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other membeks. 7) Bearing at joint(s) 8 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 837 lb uplift at joint 2 and 837 lb uplift at joint 8. 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard ® WARNING -V dfldesiga Parameters and READ NG7ES ON 7UZSAM ARIIIDED MfTEKREFEREKIE PAGE M77-7473 rea 112412014BEFaREWE Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSIAPII Quality Criferla, DSB-89 and BCSI Building Component Safety Information va' able from Truss Plate Institute, 781 N. Lee Street, Suite 312. Alexandria, VA 2314. IfSauthernPu1eySP lumber isspecifiedrthedesi;,rbvalues are thoseeffectiveQSj 0I120131zyAiSC c%%%` QU I N N 68182 r 3 T F 1111111 FL Cert. 6634 June 30,2014 MiTek' 6904 Parke East Blvd. Tampa, FL 33610-4115 Job Truss Truss Type Qty Ply 70Carlton Elev D m11324 A6 HIP 1 JJob T6391324 a eceotioa bars Truss Inc., Fort Pierce FI. 34982 7.350 s Sep 27 2012 MiTek Industries, Inc. Mon Jun 30 11:19:16 2014 Page 1 ID:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-CagCU WKg6Dagur?isnhfu6BcMZJKU8YiJO?ml Vzl7G9 10 9-M 1341-0 20-2-13 2N O 35-0-0 -0 -0-0 9-0-0 4-8-0 6-6-13 5-9-3 9-0-0 -0-0 5x10 4.00 12 2X3 II 4x6 = 2x3 II 5x10 Scale=1:60.3 4x4 = 15 14 13 12 11 10 44 = 2x3 11 4x6 _ 3x4 = 3x4 = 3x6 — 2x3 II 9-0-0 13�-0 20-2-13 26-0-0 35-0-0 - 9-0-0 4-6-0 66-13 5-9-3 9-0-0 Plate Offsets (X.Y): 12.0-3-10 Edoel 13:0-5-00-2-0] [5.0-3-0 Edge] [7'0-5-0 0-2-01 I8.0-3-14 Edge] LOADING (psf) ' SPACING 2-0-0 CSI DEFL in' (loc) Vdeft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.85 Vert(LL) 0.,68 10-12 >373 360 MT20 2441190 TCDL .. 7.0 Lumber Increase 1.25 BC 0.71 Vert(TL) -0.91 10-12 . >278 240 BCLL 0.0 Rep Stress Incr YES WB 0.32 Horz(TL) 0.11 . 8 n/a n/a BCDL 5.0 Code FBC20101TPI2007 (Matrix) Weight: 142 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP M30 TOP CHORD BOT CHORD 2x4 SP M 30 BOT CHORD WEBS 2x4 SP No.3 REACTIONS (lb/size) 2=823/0-8-0 (min. 0-1-8), 13=267/0-8-0 (min. 0-1-8), 8=882/0-8-0 (min. 0-1-8) Max Horz 2=-121(LC 6) Max Uplift 2=712(LC 8), 13=205(LC 8), 8=757(1_C 8) Max Grav 2=977(LC 2), 13=351(LC 19), 8=1048(LC 2) FORCES (lb).- Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. _ TOP CHORD 2-3=2024/1307, 3-16=-2314/1627, 16-17=-2314/1627, 4-17=2314/1627, 4-5=2314/1627, 5-6=-2314/1627, 6-18=2314/1627, 18-19=2314/1627, 7-19=2314/1627, 7-8=2288/1477 BOT CHORD 2-15=1106/1837, 14-15=-1103/1838, 13-14=-1103/1838, 12-13=1427/2314, 11-12=-1269/2096, 10-11=1269/2096, 8-10=1268/2087 WEBS 3-13=-387/829, 4-13=-462/352, 6-12=-254/217, 7-12=-179/405, 7-10=-20/296 Structural wood sheathing directly applied. Rigid ceiling directly applied or 5-9-3 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=12ft; B=45ft; L=50ft; eave=6ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) The solid section of the plate is required to be placed over the splice line at joint(s) 11. 5) Plate(s) at joint(s) 11 checked for a plus or minus 5 degree rotation about its center. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. .8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 712 Ib uplift at joint 2, 205 lb uplift at joint 13 and 757 lb uplift at joint 8. 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard * : N 68182 :• T O F •: ��11`: N FL Cert. 6634 June 30,2014 ®WARNING •Verirl design parameo?rs and READ NOTESON 7NISAM INa(MED NfTEKREFEREMEPAGEN11-7473 mx 1/29/201687F0NEWE Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and Is for an individual building component.�� Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding MiTek* fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke Fast Blvd. safety Information va' able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314. !f Southern Pine�SF lumber is specified, the design values are those effective 06�2314. 36yAESC Tampa, FL 33610-4115 Job Truss Truss Type Qty Ply 70' Cadton Elev D T6391325 ml 1324 A7 HIP 1 1 ob Refe ence o do a • Chambers Truss Inc., Fort Pierce FI. 34982 7.350 s Sep 27 2012 MiTek Industries, Inc. Mon Jun 3D 11:19:16 2014 Page 1 ID:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-CagCUWKg6DaguRisnhfu6BibZL9U5FiJO?m1 Vz17G9 1-0 7-0-0 14-0-9 20-11-7 28-0-0 35-0-0 -0 101 7-0.0 7-0-9 6-10-13 7059 7-M 50 4.00 12 4x6 3x4 = 4x6 = US = 4x6 Scale=1:60.3 4x4 = 15 14 13 12 11 10 4x4 = 3x4 = 5x6 WB = 3x4 = 2x3 11 5x6 WB = 3x4 = i 7-0-0 14-0-9 i 20-11-7 28-0-0 35-0-0 7-0-0 ' 7-0-9 6-10-13 7-0-9 7-0-0 LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL .7.0 Lumber Increase . 1.25 BCLL 0.0 Rep Stress incr YES BCDL 5.0 Code FBC2010/TPI2007 LUMBER TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS . 2x4 SP No.3 OTHERS 2x4 SP No.3 CSI DEFL in (loc) I/deft Ud TC 0.45 Vert(LL) 0.64 12-13 >646 .360 BC 0.59 Vert(TL) -0.88 12-13 ?467 240 WB 0.46 Horz(TL) 0.18 8 n/a n/a (Matrix) REACTIONS (lb/size) 2=986/0-8-0 (min. 0-1-8), 8=98610-8-0 (min. 0-1-8) Max Horz 2=97(LC 7) Max Uplift 2=837(LC 8), 8=-837(LC 8) Max Grav 2=1171(LC 2), 8=1171(LC 2) PLATES GRIP MT20 244/190 Weight: 154 lb FT = 0% BRACING TOP CHORD Structural wood sheathing directly applied or 3-5-13 oc purlins. BOT CHORD Rigid ceiling directly applied or 4-8-0 oc bracing. WEBS 1 Row at midpt 4-15, 6-10 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=2757/1784, 3-16=-2576/1756, 16-17=-2576/1756, 4-17=-2576/1756, 4-5=-3885/2640, 5-6=-3885/2640, 6-18=2576/1755, 18-19=-2576/1755, 7-19=-2576/1755, 7-8=-2757/1784 BOT CHORD 2-15=-1577/2542, 14-15=-2478/3885, 13-14=-2478/3885, 12-13=-2479/3885, 11 -1 2=-2479/3885, 10-11=2479/3885, 8-1 0=-1 577/2542 WEBS 3-15=-274/563, 4-15=-1496/935, 6-1 0=-1 496/936, 7-10=-274/563 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=12ft; B=45ft; L=50ft; eave=6ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) The solid section of the plate is required to be placed over the splice line at joint(s) 14, 11. 5) Plate(s) at joint(s) 14 and 11 checked for a plus or minus 3 degree rotation about its center. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 837 lb uplift at joint 2 and 837 lb uplift at joint 8. 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard ♦♦���1`�,Qv I N ♦♦ Or` � �♦♦ ••..\G E NSF:•• �'��i i N 68182 r :'33 ' T OF 1111 FL Cert. 6634 June 30,2014 ,& wARw&r -Vbdfr d.1ga paramer . -d REM Mi 7ES ON nffSAM 11MME0 MI7EKREFEREWIE PAGE NII-7473 re a I/29/2014BEFOAEUSE Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. If f4. SV�trth�rn RLTIE�SF� 1lonblWnber Truss 56��IL Ijife� desTgriiralures ate Suite 3a52eIfffiife 06 f 011/2013 byALSC Tampa, FL 33610-4115 Job Truss Truss Type Qty Ply 70' cadton Elev D m11324 A COMMON 8 1 T6391326 ob e e e ce o 'o al ambers Truss Inc., Fort Pierce FI. 34982 7.350 s Sep 27 2012 MiTek Industries, Inc. Mon Jun 30 11:19:12 2014 Page 1 I D:_kfiiGCA6bx7j2Syl HDXFw7ye31O(-KpRie8HJ3_4EQEhwdxdjjd00ky?ZYH?70n 1 Zukz 17GD 1-0 8-4-0 12-11-0 17.1 22-1-0 26-M 35-0-0 6-0 11 8 4-0 4-7-0 4-7 0 4-7-0 4-7-0 8-4-0 9 -0-0 4.00 12 4x4 = Scale = 1:59.3 US t-; i) 15 -- - 14 '- 12 3X6 2X3 II 4x6 = 3x8 = 2x3 II 3x8 = 4x6 = 84-0 12-111 22-1-0 .26-8-0 35-0-0 1-4-0 4-7-0 9-2-0 4-71 8-4-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl ' Vd PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.57 Vert(LL) 0.30 14-15 >999 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.51 Vert(TL) -0.61 14-15 >676 . 240 BCLL 0.0 Rep Stress Incr YES WB 0.48 Horz(TL) 0.13 10 n/a n/a BCDL 5.0 Code FBC2010/TP12007 (Matrix) Weight: 166 lb FT = 0% LUMBER TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 REACTIONS (lb/size) 2=1079/0-8-0 (min.0-1-8), 1 0=1 079/0-8-0 (min. 0-1-8) Max Horz 2=223(1_C 6) Max Uplift 2=787(LC 8), 10=787(LC 8) Max Grav 2=1221(LC 2), 10=1221(LC 2) BRACING TOP CHORD Structural wood sheathing directly applied or 3-5-6 oc purlins. BOT CHORD Rigid. ceiling directly applied or 6-1-3 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=2851/1613, 3-4=-2350/1342, 4-5=2322/1353, 5-18=2344/1412, 6-18=-2293/1436, 6-19=2293/1436, 7-19=2344/1412, 7-8=2322/1353, 8-9=-2350/1342, 9-10=2851/1613 ROT CHORD 2-17=-1408/2666, 16-17=-1408/2666, 15-16=1408/2666, 15-20=753/1731, 20-21=753/1731, 14-21=-753/1731, 13-14=1408/2627, 12-13=140812627, 10-12=1408/2627 WEBS 6-14=-455/854, 7-14=-253/174, 9-14=-552/440, 6-15=-455/854, 5-15=-253/174, 3-15=-551/440 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=12ft; B=45ft; L=50ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) 100.01b AC unit load placed on the top chord, 17-6-0 from left end, supported at two points, 5-0-0 apart. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) '. This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 5.0psf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 787 lb uplift at joint 2 and 787 lb uplift at joint 10. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard FL Cert. 6634 June 30,2014 ®tMARMMG -Verirr desrga Parameters and REM M?ES oN 7M15,M ZNaUDED N77EXREFERENC E PAGE Nrl-7473 rer. 112912016BUiaREUSE Design valid for use only with MiTek connectors. This design is based only upon parameters shown. and Is for an individual building component. Appncabifty of design parameters and proper Incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the PTO MiTek* erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke Fast Blvd. Safety Information vaable from Truss Plate Institute, 781 N. Lee Street Suite 312. Alexandria, VA 2314. if Sa uthem pine�SP'� lumber is spec fled, the design values are those effective 06�01/2013 by ALSC Tampa, FL 33610-4115 Job Truss Truss Type Qty Ply 70' Carlton Elev D T6391327 m11324 B COMMON 3 1 Job Beference (optional lass Inc., Fort Pierce FI. 34`JtlL 1-M 7.350 s Sep 27 2012 MiTek Industries, Inc. Mon Jun 30 11:19:17 2014 Page 1 ID:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-hmEbhsLStWiiW W?ZuPUDuQJjwWzmADeJsX2lKaxz17G8 13-10-0 6-11-0 Scale: 1/2"=V 4x5 = 3x4 = Zxd II - • 3x4 = A 6-11-0 6-11-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (10c) Vdefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.31 Vert(LL)'-0.04 4-5 >999 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.22 Vert(TL) -0.09 4-5 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.09. Horz(TL) 0.01 .4 n/a n/a BCDL 5.0 Code FBC2010/TPl2007 (Matrix) Weight: 47 lb FT = 0% 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 ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. REACTIONS (lb/size) 4=353/0-8-0 (min. 0-1-8), 2=417/0-8-0 (min. 0-1-8) Max Harz 2=93(LC 7) Max Uplift 4=275(LC 8), 2=-391(LC 8) Max Grav 4=418(LC 2), 2=497(LC 2) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=771/473, 3-4=769/470 BOT CHORD 2-5=370/673, 4-5=370/673 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=12ft; B=45ft; L=50ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. , 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 275 lb uplift at joint 4 and 391 lb uplift at joint 2. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard 1,GoINrrrF� i * : N 68182 OF 00 %` `�. FL Cert. 6634 June 30,2014 WARNING -Vedfy design pa-2. and READ M 7ES ON 7NISAND IrIC tUDED MITEKREFEREhCE PAGE Mll-7473 M F I/29/20I4BBU EUSE Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. �� Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the HV erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding MiTek• fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/rPll Qualify Cdferia, DSB-B9 and SCSI Building Component 6904 Parke East Blvd. Safety Inlormation va' able from Truss Plate Institute, 781 N. Lee Street, Suite 312. Alexandria, VA 314. Tampa, IfSoutherrtPine�SP lumber is specified,thedesi�nvaluesarethoseeffective06�01/2013byALSCFL33610-4115 Job Truss Truss Type Qty Ply 70' Canton Elev D m11324 BH7 BOSTON HIP 1 1 T6391328 (:hamhnrc Tniee Inn c,..a ole.,.e c Job Reference (optional) --• - -' -' '- -- - --- I.snu s aep Lr zuiz MI1 eK inausules, Inc. Mon Jun 30 11:19:19 2014 Pagel ID:_kfiGCA6bx7j2Syl HDXFw7ye3KK-d9ML6YNiPByEmJjGXvFMVkpFOmOlhWM9?MERegzl7G6 1-0 6 94 11-6 13-0-0 15 &-0 17-6-0 19-6 1 21.6-1 23.6-1 28-2-12 M5 0-0 -0 -0-0 6 94 4 8 12 2-0-0 2-0-0 2-0-0 2-0-1 2-0 0 2-0-0 4 8-11 6-94 -0-0 Truss designed for wind loads in the plane of the truss only. Scale=1:62.3 For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified Building Designer as per ANSUTPI 1. . 4.00 12 4x5 = 3x4 = 3x6 3x8 = 3x6 3x4 = 4x4 17-M 35-0-0 1.7 6-0 17-0-0 Plate Offsets (X.Y): r2.0-3-14 Edael r14.0-2-8 0-3-81 [24.0-3-14 Edge] LOADING (psf) SPACING 2-0-0 CSI DEFL in (lob) Udefl Ud PLATES -GRIP TCLL 20.0 Plates Increase 1.25 TC 0.35 Vert(LL) 0.28 28 >999 360 MT20 244/190 TCDL . . 7.0 Lumber Increase. 1.25 BC 0.47 Vert(TL) -0.41 26-28 . >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.25 Horz(TL) 0.13 24 n/a n/a BCDL 5.0 Code FBC20101TP12007 (Matrix) Weight: 197 lb FT = 0% LUMBER TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 REACTIONS (lb/size) 2=986/0-8-0 (min. 0-1-8), 24=986/0-8-0 (min. 0-1-8) Max Horz 2=223(LC 7) Max Uplift 2=837(LC 8), 24=837(LC 8) Max Grav 2=1171(LC 2), 24=1171(LC 2) BRACING TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 5-9-8 oc bracing. WEBS 1 Row at midpt 4-28, 22-28 JOINTS 1 Brace at Jt(s): 12, 9, 16 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. FORCES (lb) -Max. Comp./Max. Ten. = All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2742/1807, 3-4=-2536/1716, 4-5=-1462/1022, 5-7=1430/1026, 7-8=1431/1041, 8-10=1416/1063, 10-13=-1408/1098, 13-15=1408/1098, 15-17=1416/1063, 17-19=1431/1041, 19-21=-1430/1026, 21-22=-1462/1022, 22-23=-2536/1716, 23-24=2742/1807, 4-6=-636/392, 6-9=639/396, 9-11=639/396, 11-12=639/396, 12-14=6391396, 14-16=-639/396, 16-18=639/396, 18-20=-639/396, 20-22=636/392 BOT CHORD 2-30=1603/2532, 29-30 1436/2359, 28-29=1436/2359, 27-28=-1436/2359, 26-27=1436/2359, 24-26=-1603/2532 WEBS 4-30=-93/307, 22-26=-93/307, 4-28=-548/347, 12=28=•208/421, 22-28=-548/347, 12-13=475/649 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=12ft; B=45ft; L=50ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding.. 4) All plates are 2x3 MT20 unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 837 lb uplift at joint 2 and 837 lb uplift at joint 24. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard 0`�001 N !!VF •.��G•E NSF•• N 68182 �1Z �:• T OF llllll FL Cert. 6634 June 30,2014 AWARNT G-V.dfrder;rga palamet.rs and READ IM7ES ON 7NISAND INCIL rDED M77EKREFERENCf PAGE MII-7473..11291201411 FORELGE Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and Is for on individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members any. Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek` erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke Fast Blvd. Safety Information gvo�'J able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314. Tampa, Parke 3 East Blvd. t5 1f Southern pine `SFp lumber is sp-e�ed,the design. values are those effective 06,�0111013 byALSC P Job Truss Truss Type Ply Elev D - GRA SPECIAL �tym11324 1 [O'Carlton T6391329 Job Reference (optional -- •••-•• - • ���� r.aou s bep a zulz MI i eK mausmes, Inc. Mon Jun 30 11:19:19 2014 Pagel ID:_kfiGCA6bx7j2Syl HDXFw7ye3KK-d9ML6YNiP8yEmJjGXvFMVkpHZmRAhZG9?MERegz17G6 -1-0-0 4-1-8 5-73 8-2-13 9A-8 13-10-0 14-10-0 1-0-0 4-1 8 15-11 2-7-9 15 11 4-1-8 1-0-0 Scale = 1:26.6 2.37 12 5x6 = 5x6 = 4x4 A as 13 4 14 15 5 16 6 4x4 3x5 = 2X3 II 2x3 II 2x3 II 2x3 II 3x5 = 4-1.8 1 5-7-3 8-2-13 9-85 13-10-0 4-1-8 15-11 2-7-9 15-11 4-1-8 Plate Offsets (X Y)• 12.0-2-8 Edoel 17'0-2-8 Edgel LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.21 Vert(LL) 0.10 11 >999 360 MT20 2441190 TCDL 7.0 Lumber Increase 1.25 BC 0.32 Vert(TL) -0.12 10-11 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.06 Horz(TL) 0.03 7 • n/a n/a BCDL 5.0 Code FBC2010/TPI2007 (Matrix) . Weight: 53 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 BOT CHORD WEBS 2x4 SP No.3 REACTIONS (lb/size) 2=04/0-8=0 (min. 0-1-8), 7=684/0-B-0 (min. 0-1-8) Max Horz 2=53(LC 7) Max Uplift 2=615(LC 8), 7=-615(LC 8) Max Grav 2=814(LC 19), 7=814(LC 20) FORCES (lb) -Max. Comp./Max. Ten. -All forces 25Q (lb) or less except when shown. TOP CHORD 2-3=-1795/1223, 3-13=170211206, 4-13=-1679/1188, 4-14=-1657/1171, 14-15=-1657/1171, 5-15=-1657/1171, 5-16=1679/1187, 6-16=-1702/1202,. 6-7=-1795/1224 BOTCHORD 2-12=-1104/1646, 12-17=-1104/1655, 11-17=1104/1655, 10-11 =1 098/1657, 10-18=110311655, 9-18=-1103/1655, 7-9=-1102/1646 Structural wood sheathing directly applied or 5-4-11 oc purlins Rigid ceiling directly applied or 6-11-9 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=12ft; B=45ft; L=501t; eave=6ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding" 615 lb uplift at joint 2 and 615 lb uplift at joint 7. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 79 lb down and 102 lb up at 4-1-8, 111 lb down and 136 lb up at 5-0-0, 132 lb down and 158 lb up at 5-7-3, 61 lb down and 129 lb up at 5-11-0, 61 lb down and 129 lb up at 7-11-0, 132 lb down and 158 lb up at 8-2-13, and 111 lb down and 136 lb up at 8-10-0, and 79 lb down and 116 lb up at 9-8-8 on top chord, and 34 lb down at 4-1-8, 45 lb down at 5-0-0, 54 lb down at 5-7-3, 38 lb down at 5-11-0, 38 lb down at 7-11-0, 54 lb down at 8-2-13, and 45 lb down at 8-10-0, and 34 lb down at 9-8-8 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 FL Cert. 6634 June 30,2014 A WARNIM7 -Verify design parameters and READ M17ES ON Mrs AM) IMIUDED MITEKREFERENIX PAGE NII-7473 re. .r/29/20I18FFa7FUSE Design valid for use only with M1ek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parametersand proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek• erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control. storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke Fist Blvd. Safety Inlormaflon va' able from Truss Plate Institute, 781 N. Lee Street Suite 312. Alexandria, VA 2314. if5outhemPne�SP lumber isspecifted, the desrgilvalues are those, effective0610112013byAL5C Tampa, FL33610-4115 Job Truss Truss Type Qty Ply 70' Cadton Elev D ' T6391329 ml 1324 GRA SPECIAL 1 1 ' Job Reference footionall Chambers Truss Inc., Fort Pierce FI. 34982 7,350 s Sep 27 2012 MiTek Industries, Inc. Mon Jun 30 11:19:19 2014 Page 2 I D:_kfiGCA6bx7j2Syl HDXFw7ye3KX_d9ML6YNiP8yEmJjGXvFMVkpHZmRAhZG9?MERegzl7G6 LOAD CASE(S) Standard Uniform Loads (pif) Vert: 1-3=44, 34=44, 4-5=44, 5-6=44, 6-8=44, 2-7=10 Concentrated Loads (lb) Vert: 3=-31(B) 4=-75(B) 5=-75(B) 6=-31(B) 12=9(B) 11=31(B) 10=-31(B) 9=-9(B) 13=58(1]1) 14=-49(B) 15=49(B) 16=58(B) 17=-15(B) 18=15(B) ® WARNING -wnffr design Parame W rs and READ MITES ON 7114AN0 INMUDED MITEKREFEREACE PAGE MLI-7473 2 c 112912014BF7ORElAE Design valid for use only with M7ek connectors. This design is based only upon parametersshown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the MiTek erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information ggvo' able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314. Tampa, Parke 3 East Blvd. dl5authern F ne lSF lumber is specified, the design values are those etfeMve 05/�01 f20131ayALSC Job Truss Truss Type Qty Ply 70' Cadlon Elev D T6391330 ml 1324 GRB SPECIAL 1 1 Job Reference (optional Chambers Truss Inc., Fort Pierce Fl. 34982 7.350 s Sep 27 2012 MiTek Industries, Inc. Mon Jun 30 11:19:20 2014 Page 1 ID: kfiGCA6bx7j2Sy1HDXFw7ye31IX-5LwjJuNLAR45NTIT5cmb2yLQbAiMQwUIEOz_AGz17G5 1-0 5-0-0 10-314 15-0-0 21-0-0 26-2-0 28-1-0 35-0-0 -0 .0 5-0-0 5-3-14 5-2-2 611 4�-0 1-11-0 6-11-0 -0-0 4.00 12 4x4 % 3x4 = 3x6 = 2x3 II 2x3 II 4x4 4x4 = Scale = 1:62.4 3xo = 17 28 29 30 16 31 515 — 3233 34 14 3513 12 3x4 = 3x4 = 4x6 = 3x4 =3x6 = 3x4 = 5-0-0 15-6-0 21.6-0 28-1-0 35-0-0 10-M 6-0-0 511 6-11-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.38 Vert(LL) -0.33 15-17 >544 360 MT20 2441190 TCDL . 7.0 Lumber Increase 1.25 BC 0.64. Vert(TL) -0.61 15-17 >299 240 BCLL 0.0 Rep Stress Incr NO WB 0.45 Horz(TL) 0.03 10 n/a n/a BCDL 5.0 Code FBC2010/TPI2007 (Matrix) Weight: 144 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-5-12 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 4-15 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. REACTIONS All bearings 0-8-0. (lb) - Max Horz 2=83(LC 7) Max Uplift All uplift 100 lb or less atjoint(s) except 2=592(LC 8), 15=830(LC 8), 14=565(LC 8), 10=331(LC 8) Max Grav All reactions 250 lb or less atjoint(s) except 2=760(LC 19), 15=1213(LC 2), 14=797(LC 2), 10=413(LC 14) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1677/1084, 3-18=1540/1050, 18-19=-153911050, 4-19=153911050, 4-20=-313/525 20-21=313/525, 5-21=313/525, 5-22=313/525, 6-22=313/525, 6-23=-313/525, 23-24=313/525, 24-25=313/525, 7-25=313/525, 7-26=313/525, 26-27=313/525, 8-27=-313/525, 8-9=580/297, 9-10=-616/273 BOT CHORD 2-17=937/1535, 17-28=912/1201, 28-29=-912/1201, 29-30=912/1201, 16-30=-912/1201, `t%%1111111111. 4=-5251 2496/476, WEBS 3-17 0/299,/4-1071=159/6115 4 l 5=-l790 1402, 13 15 7- 456433/4 93153 528437, ��,QPQ G.E N 5*.��1 8-14=890/586 F .•, :� 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=12ft; B=45ft; L=50ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 '17 3) Provide adequate drainage to prevent water ponding. T F 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. (�40 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 ��� •.'�` O Q �,• `�`�� any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 592 lb uplift at joint 2, 830 lb uplift at �4# ss %% joint 15, 565 lb uplift atjoint 14 and 331 lb uplift at joint 10. 7) "Semi -rigid including heels" Member fixity in ��� N pitchbreaks end model was used the analysis and design of this truss. 111111111 FL Cert. 6634 June 30,2014 ® wARlvrhG-Vedtr design Parameters and REM M7ES ON TNISAM mauDED mrrEKREFEREArx PAGE Nrl-7473 rea 11Z91Z0I4BFFOAEVM Design valid for use only with MiTek connectors. This design is based only upon parametersshown, and is for an individual building component., Applicability of design parameters and proper incorporation of component is responsibility of building designer -not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the MiTekr erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/iPll Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information vo' able from Truss Plate Institute, 781 N. Lee Street. Suite 312. Alexandria, VA 2314. Tampa, tiSauthemPine[SP) lumber isspecifiied, the design values are those effective 0610112013byALSCFL33610.4115 Job Truss Truss Type Qty Ply Elev D [O'Carlton T6391330 m11324 GR8 SPECIAL 1 1 Job Reference o do al mss rnc., ron tierce ri. a %ioz 7.350 is Sep 27 2012 MiTek Industries, Inc. Mon Jun 30 11:19:20 2014 Page 2 ID:_kfiGCA6bx7j2Sy1HDXFw7ye3KK-5LvjJuNLAR45NTIT5cmb2yLQbAiMQwUIEOz AGz17G5 NOTES 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 289 lb down and 353 lb up at 5-0-0, 101 lb down and 129 lb up at 7-0-12, 101 lb down and 129 lb up at 9-0-12, 101 lb down and 129 Ito up at 11-0-12, 101 lb down and 129 lb up at 13-0-12, 101 lb down and 129 lb up at 15-0-12, 101 lb down and 129 lb up at 17-0-12, and 101 lb down and 129 lb up at 19-0-12, and 101 lb down and 129 lb up at 21-1-4 on top chord, and 112 lb down at 5-0-0, 38 lb down at 7-0-12, 38 Ib down at 9-0-12, 38 lb down at- 11-0-12, 38 lb down at 13-0-12, 38 lb down of 15-0-12, 38 lb down at 17-0-12, and 38 lb down at 19-0-12, and 38 lb down at 21-1-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=44, 3-8=44, 8-9=44, 9-11=-44, 2-10=10 Concentrated Loads (lb) Vert: 3=170(F) 5=-49(F) 17=42(1`) 18=49(F) 19=-49(F) 20=49(1`) 22=-49(F) 23=49(1`) 24=49(F) 25=-49(F) 28=13(F) 29=13(1`) 30=-13(F) 31=-13(F) 32=13(F) 33=13(F) 34=13(F) 35=13(1`) ® WARNING - Verify design parame b=.rs and BEAD NO7ES ON 7IKSANO Ma W ED NITEKREFEPAGE NII-7413 rex 112912014BFFOREV5E Design valid for use only with MTek connectors. This design is based only upon parameters shown, and Is for an individual building component. Applicability of design parametersand proper incorporation of component is responsibility of building designer -not truss designer. Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the MITeK• erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd, Safety Information vaable from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria. VA 2314. Tam a IfSauthemPne�SF'�lumberisspecified,thedesignvaluesarethoseeffective05j0111013byALSC p ,FL33s104115 Job Truss Truss Type Qty Pty 70' Cadton Elev D ml 1324 GRC HIP 1 1 T6391331 „� o e eceotioa tubers Truss Inc., Fort Pierce FI. 34982 7.350 s Sep 27 2012 MiTek Industries, Inc. Mon Jun 30 11:19:21 2014 Page 1 ID:_kFiiGCA6bx7j2Sy1 HDXFw7ye3KX-ZXU5XDOzxlCy?ctfeKHgb9uSga2B9laSSgjXizl7G4 1-0 7-0-0 13-8-0 20-9-10 28-M 36-0-0 -0 -0-0 7-0-0 6-8-0 7-1-10 7-2.6 7-M -0-0 4.00 12 5x8 = This truss is NOT symmetric. Proper orientation is essential. 3x6 11 5x6 WB = 5x8 = 5x10 Scale = 1:60.3 3x4 = 10 27 28 14 29 13 30 31 32 33 12 34 11 35 36 10 US 2x3 If US = 6x10 = 3x4 = 4x6 = 2x3 II 7-0-0 13-8-0 20-9-10 28-0-0 35-0-0 . 7-0-0 6-M 7-1-10 7-2 6 7-0-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.94 Vert(LL) 0.26 10-12 >965 360 MT20 2441190 TCDL 7.0 Lumber Increase .1.25 BC 0.60 Vert(TL) -0.38 10-12 >669 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.71 Horz(TL) 0.10 8 n/a n/a BCDL 5.0 Code FBC2010/TP12007 (Matrix) Weight: 155 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-9-3 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 5-3-9 oc bracing. WEBS 2x4 SP No.3 *Except* WEBS 1 Row at midpt 3-13, 6-13 42x6 No.2, 6-13: 2x4 SP M 30 OTHERS 2x4x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing .3 be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 2=445/0-8-0 (min. 0-1-8), 13=2650/0-8-0 (min. 0-3-11), 8=1037/0-8-0 (min. 0-1-8) . Max Horz 2=84(LC 7) Max Uplift 2=430(LC 8), 13=2294(LC 8), 8=942(LC 8) Max Grav 2=539(LC 19), 13=3139(LC 2), 8=1234(LC 20) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=869/566, 3-16=1085/1586, 16-17=-1085/1587, 17-18=-1085/1587, 18-19=1085/1587, 4-19=-108511587, 4-20=-1085/1587, 5-20=-108511587, 5-21 =1 085/1587, 21-22=-1085/1587, 6-22=1085/1587, 6-23=-2144/1634, 23-24=2144/1634, 24-25=2144/1634, 25-26=-2144/1634, 7-26=2144/1634, 7-8=2967/2109 BOT CHORD 2-15=-458/764, 15-27=-467/793, 27-28=467/793, 14-28=467/793, 14-29=-467/793, 13-29=467/793, 13-30=1473/2144, 30-31=-1473/2144, 31-32=1473/2144, /11111111111 32-33=1473/2144, 12-33=1473/2144, 12-34=-1898/2774, 11-34=1898/2774, ��� QU I N V ����, 11-35=-1898/2774,35-36=-1898/2774,10-36=-1898/2774,8-10=-1887/2743 WEBS 3-1 5=-1 71/559, 3-13=-2501/1791, 4-13=-B93/863, 6-13=3917/2865, 6-12=-25/611, �%% 0 .. G•E N.. 7-12=-670/448, 7-1 0=-1 8 1/595 :� ,•'��.� SF �ii 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=3.0psf; h=12ft; B=45ft; L=50ft; eave=6ft; Cat. _ II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 •�/ 3) Provide adequate drainage to prevent water ponding. i TfO F : 441 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. •• 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide i� . will fit between the bottom chord and any other members.6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 430 Ib uplift at joint 2, 2294 Ib uplift at ` and 942 lb 1s ift at joint 8. 3r N A' 7)1 Sem -int g d pi chbre kincluding heels" Member end fixity model was used in the analysis and design of this truss. /► 10�,, FL Cert. 6634 June 30,2014 ®WARNnSG-VedfrdesignParame.rsand READ A07ES ON MISANOZNaUDED NITEKREFEREAKE PAGE NII-7473.. I/29/2o1JB0 VLi3E Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. ��• Applicability of design parameters and proper Incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding MiTek" fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/rPll Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke Fast Blvd. Safety Information ai able from Truss Plate Institute, 781 N. Lee Street, Suite 312. Alexandria. VA 2314. If Southern KneiSPi lumber is specified, the design values are those effective 0610112013 by ALSC Tampa, FL 33610-4115 Job Truss Truss Type City Ply 0'Carlton Elev D GRC 1. HIP 1 t T6m11324 [ob Reference (optional) ^_..,i� I.abu s sepz7 zulz MI lek Industries, Inc. Mon Jun 30 11:19:212014 Page 2 NOTES ID:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-ZXU5XDOndCy?ctfeKHgb9uSga2B91aSSgjXjjz17G4 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 231 lb down and 352 lb up at 7-0-0, 118 lb down and 189 lb up at. 9-0-12, 118 lb down and 189 lb up at 11-0-12, 118 lb down and 189 lb up at 13-0-12, 118 lb down and 189 lb up at 15-0-12, 118 lb down and 189 lb up at 17-0-12, 118 lb down and 189 lb up at 17-11-4, 118 lb down and 189 lb up at 19-11-4, 118 lb down and 189 lb up at 21-11-4, 118 lb down and 189 lb up at 23-11-4, and 118 lb down and 189 lb up at 25-11-4, and 231 lb down and 352 lb up at 28-0-0 on top chord, and 388 lb down and 240 lb up at 7-0-0, 68 lb down at 9-0-12, 68 lb down at 11-0-12, 68 lb down at 13-0-12, 68 lb down at 15-0-12, 68 lb down at 17-0-12, 68 lb down at 17-11-4, 68 lb down at 19-11-4, 68 lb down at 21-11-4, 68 lb down at 23-11-4, and 68 lb down at 25-11-4, and 388 lb down and 240 lb up at 27-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-44, 3-7=-44, 7-9=-44, 2-8=10 Concentrated Loads (lb) Vert: 3=156(1]1) 5=-96(B) 7=156(B) 15=333(B) 10=333(B) 16=96(B) 17=96(B) 19=96(B) 20=96(8) 21=96(B) 22=-96(B) 23=96(B) 25=96(B) 26=-96(B) 27=23(1]1) 28=23(B) 29=-23(B) 30=23(B) 31=-23(B) 32=23(B) 33=23(B) 34=23(B) 35=23(B) 36=-23(B) ®WARN7AG-Verifrdesige parameters and READ AV 7ESONMr6AND rAUUDED Nr7EKREFEREME PAGE NI1J473 mx 112912014BM NEUSE Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component.�� Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For MiTek' general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality criteria, DSB-89 and BCSI Building Component Safety Information va' able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA�2 314. 1f6authernPine�SP fumberisspecifred,thedestm 6904 Parke East Blvd. Tampa, FL33610-4115 values arethoseeffective06/01%2013byALSC. Job Truss Truss Type Ply . 7O'Carlton Elev D •T6391332 ml 1324 Jt MONOTRUSS�601ty 1 ob Referen o do al Chambers I cuss Inc., Fort Pierce FI. 34952 Re Sur 7.350 s Sep 27 2012 MTek Industries, Inc. Mon Jun 30 11:19:22 2014 Page 1 ID:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-1 k2UkZPbi3LpdmSrC1 o37NQg8_XeuwybhKS5F9z17G3 -.1-0-0 1-0-0 1-M 1-0-0 3x4 = Scale =1:6.1 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase • 1.25 TC 0.12 Vert(LL) -0.00 2 >999 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.01 Vert(TL) • -0.00 2 >999 240 BCLL 0.0 Rep Stress Incr. . YES WB 0.00 Horz(TL) -0.00 3. n/a n/a BCDL 5.0 Code FBC2010/TP12007 (Matrix) Weight: 5 lb FT = 0% LUMBER TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS (lb/size) 2=99/0-8-0 (min. 0-1-8), 4=5/Mechanical, 3=7/Mechanical Max Horz 2=47(LC 8) Max Uplift 2=153(LC 8), 3=-8(LC 2) Max Grav 2=120(LC 2), 4=14(LC 3), 3=26(LC 8) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BRACING TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MTek 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=12ft; B=45ft; L=50ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=O.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 153 lb uplift at joint 2 and 8 lb uplift at joint 3. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard ry 1 N � �V ••�\cE•N34 • ,,�: * : N 68182 -10 '.90 •• T O F •• ��u` �i • . O,.•• \ % FL Cert. 6634 June 30,2014 WARNING-V.dfrdesignyarameW. and READ M 7ES ON MrSAM INt11mED NIIEKREFERENtE FACE HII-7473 mx I/29/201,TBO VWE Design valid for use only with M1ek connectors. This design is based only upon parameters shown, and is for an individual building component. �� Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown • is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the �Te�• erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding M fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information vo able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria• VA 2314.. Tampa, FL 33a t Blvd. 1f5authemPma�SP lumhearsspecaiRtlledesrgpnraLuesare these effective06�01f2U13byALSC p Job Truss Truss Type Qty D [ly [O'CadtonElev T6391333 ml 1324 J3 MONO TRUSS 6 1 ob e e e ce o tional chambers -I russ Inc., Fort Pierce FI. 349B2 7.350 s Sep 27 2012 MiTek Industries, Inc. Mon Jun 30 11:19:22 2014 Page 1 ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-1k2UkZPbi3LpdmSrC1o37NQp6_WHuwybhKS5F9zl7G3 1-0-0 3-M 3-0-0 3x4 = 3-0-0 Scale = 1:9.4 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.19 Vert(LL) -0.00 2-4 >999 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.10 Vert(TL) -0.01 2-4 >999 240 BCLL . 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 . n/a nla BCDL 5.0 Code FBC2010/TPI2007 (Matrix) Weight: 11 lb FT = 0% LUMBER TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS (lb/size) 3=43/Mechanical, 2=144/0-8-0 (min. 0-1-8), 4=13/Mechanical Max Horz 2=84(LC 8) Max Uplift 3=-47(1_C 8), 2=178(LC 8) Max Grav 3=61(LC 13), 2=174(LC 2), 4=39(LC 3) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BRACING TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=45ft; L=50ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) • This truss has been designed for 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 47 lb uplift at joint 3 and 178 lb uplift at . joint 2. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard r, `,%0 GO I N �%��♦i PG•E Ns ♦ice' * : N 68182 ='17: T OF : 441 00 •• ..c� P .•'�� 1111111111110 FL Cert. 6634 June 30,2014 ,&WARMM-Velifr design pareme n:rs and READ M 7ES ON MrSAM MaUDED HITEKREFERENi E &ME MII-7473 mx 1/29/20I4MMEUSE ter• Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. of .• Applicability of design parameters and proper Incorporation of component Is responsibility of building designer- not truss designer. Bracing shown T is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction Is the resporthe N Welk' erector. Additional permanent bracing of the overall structure is the responsibility of -the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPIT Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. safety Information va' able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314. Tampa, FL 3 East Blvd. ifSouttremFure�SF lumber is specified,thadesignvalues are those effedive06/01f2013byALS7r Job Truss Truss Type Qty Ply Elev D �70'Carlton 76391334 ml 1324 A MONO TRUSS 15 1 ob of e o do al . unamoers i cuss mc., ran Pierce rl. 34962 3x4 = 1.3bU s Sep 27 2U12 MITex Indusnres, Inc. Mon Jun 30 11:19:22 2014 Pagel ID:_kfiGCA6bx7j2Sy1HDXFw7ye3KX-lk2UkZPbi3LpdmSrC1o37NOkS_SbuwybhKS5F9z17G3 5-0-0 5-0-0 Scale=1:12.7 5-0-0 5-0-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in' (IDc) I/defi Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.49 Vert(LL) -0.03 2-4 >999 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.33 Vert(TL) -0.05 2-4 >999 240 BCLL 0.0 Rep Stress Incr ' YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 5.0 Code FBC2010/rP12007 (Matrix) Weight: 17 lb FT = O% LUMBER BRACING TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 3=93/Mechanical, 2=192/0-8-0 (min. 0-1-8), 4=23/Mechanical Max Horz 2=122(LC 8) Max Uplift 3=114(LC 8), 2=-202(LC 8) Max Grav 3=127(LC 13), 2=230(LC 2), 4=69(LC 3) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=45ft; L=50ft; eave=611; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) • This truss has been designed for 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 114 lb uplift at joint 3 and 202 lb uplift at ,`,1111111111111111, joint 2. ` QV N VF ,�♦I 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. � GEN ♦♦ LOAD CASE(S) Standard �� , °°�� SF°° ♦� *: N 68182 T OF : 10 �O•••,o ♦♦♦�,',s FL Cert. 6634 June 30,2014 ® WARNIAG -Watt, design parameters and READ NOTES ON 7NISAAO IMIUDED NITEKREFEREACE PAGE NII-7473 re. I/2912014BUCAEDSE - Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Iva[" of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding MiTek fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BC51 Building Component 6904 Parke East Blvd. Safety Information va able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314. IISauthempine�SP lumberisspedfiec6thedesignvatuesarethaseeffectiue06101/2013byP�LSC Tampa, FL 33610-4115 P Job Truss Truss Type Qty Ply Carlton Elev D [o. T6391335 ml 1324 J7 MONO TRUSS 12 1 Job Reference (013tional) c5Id runs mu., ran rierce r-I. 39`Joz r.3bu s Sep 21 ZU12 MiTek Industries, Inc. Mon Jun 30 11:19:23 2014 Page 1 ID:_kfiGCA6bx7j2Sy1HDXFw7ye3KX-VwbsyvQDTMTgEwl2mlKlgazx3NigdMCkw Cenbz17G2 1-0-0 7-M 1 0 0 7-0-0 3x4 = Scale: 3/4"=V LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.37 Vert(LL) -0.12. 2-4 >639 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.73 Vert(TL) -0.22 2-4 >365 240 BCLL 0.0 Rep Stress Incr YES WB 0.00. Horz(TL) -0.00 .3 n/a n/a BCDL 5.0 Code FBC2010/TPI2007 (Matrix) Weight: 23 lb FT = 0% LUMBER TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP No.3 REACTIONS (lb/size) 3=140/Mechanical, 2=243/0-B-0 (min. 0-1-8), 4=33/Mechanical Max Horz 2=160(LC 8) Max Uplift 3=174(LC 8), 2=-234(LC 8) Max Grav 3=189(LC 13), 2=291(LC 2), 4=99(LC 3) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=45ft; L=50ft; eave=6ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) • This truss has been designed for 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 174 lb uplift at joint 3 and 234 lb uplift at joint 2. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard FL Cert. 6634 June 30,2014 ®WARNING-Vedfrdesrgn parameters and READ NOTESON TNISAND IffaMED NITEKREFERENCE PAGENll-7473 red 11291201dEZIMULFSE Design valid for use only with Mifek connectors. This design is based only upon parameters shown, and Is for an Individual building component.�� Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding MiTek• fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/71`11 Quality Cdleda, DSB-89 and BCSI Building Component 6904 Parke E Safety Information If So utheyn Pine�East Blvd. vat able from Truss Plate Institute, 781 N. Lee Street, Suite 312. Alexandria, VA 2314. Tampa, FL 3 ast Blvd. SP) lumher is specified, the design values are those effective D6�01/2013 by ALSO P Job Truss Truss Type Qty Ply Elev D �70'Carlton T6391336 m11324 JA MONO TRUSS 1 e e ence o do a uss Inc., Fort Pierce FI. 34982 7.350 s Sep 27 2012 MTek Industries, Inc. Mon Jun 30 11:19:23 2014 Page 1 ID:_kfiGCA6bx7j2Sy1HDXFw7ye3KX-VwbsyvQDTMTgEwl2mlKlgaz uNtDdMCkw Cenbz17G2 1-M 2-4-3 3x4 = Scale = 1:8.3 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL . 0.0 BCDL 5.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr . YES Code FBC2010/TPI2007 CSI TC 0.19 BC 0.05 WB 0.00 (Matrix) DEFL in Vert(LL) -0.00 Vert(TL) -0.00 Horz(TL) -0.00 (loc) Vdefi Ud . 2 >999 360 2-4 >999 240 3 n/a n/a PLATES GRIP MT20 244/190 Weight: 9lb FT=O% LUMBER BRACING TOP CHORD 2x4 SP No.3 "TOP CHORD Structural wood sheathing directly applied or 2-4-3 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-13-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 3=24/Mechanical, 2=132/0-8-0 (min. 0-1-8), 4=10/Mechanical Max Horz 2=72(LC 8) Max Uplift 3=28(LC 5), 2=175(LC 8) Max Grav 3=36(LC 13), 2=159(LC 2), 4=30(LC 3) FORCES (lb) -Max. Comp./Max. Ten. -'All forces 250 (lb) or less except when shown. NOTES 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=45ft; L=50ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for 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 28 lb uplift at joint 3 and 175 lb uplift at joint 2. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard i N IN N 68182 .' T IF 11J ell FL Cert. 6634 June 30,2014 ®WARKAG- Verify design pa—M. and READ MITES ON RKSAND 11M MED HZTEKREFEREN--PAGE H11-7473 mx 1129/201dBUGREUSE Design valid for use only with M1ek connectors. This design is based only upon parameters shown, and is for an Individual building component. R Applicability of design parameters and proper Incorporation of component is responsibility of building designer- not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity of the MITeK• erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Bugding Component 6904 Parke East Blvd. Safety Inforgilon va' able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 314. Tampa, IfSouthePine (SPI lumber is specified, the design values are those effect Q6P01/20136yALSC p , FL 33610-4115 Job Truss Truss Type Qty Ply Elev D m11324 JB MONO TRUSS 2 1 [O'Carlton T6391337 Job Reference (optional Chambers Truss Inc., Fon Pierce FI. 34982 7.350 s Sep 27 2012 Mi rek Industries, Inc. Mon Jun 30 11:19:23 2014 Page 1 ID:_kfiGCA6bx7j2Sy1HDXFw7ye3KX-VwbsyvQDTMTgEwl2mlKlgazfZNnbdMCkw Cenbz17G2 -1-2a` 55-11 1-2-5 55-11 Scale = 1:12.7 3x4 = 55-11 LOADING (psf) . SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.59 Vert(LL) -0.04 2-4 >999 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.41 Vert(TL) -0.08 2-4 >800 240 BCLL 0.0 Rep Stress Incr . YES WB ' 0.00 Horz(TL) -0.00 3 nla n/a BCDL 5.0 Code FBC2010/TPI2007 (Matrix) Weight: 191b FT=.0% LUMBER BRACING TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 5-5-11 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 3=102/Mechanical, 2=215/0-8-0 (min. 0-1-13), 4=26/Mechanical Max Herz 2=115(LC 8) Max Uplift 3=119(LC 8). 2=-234(LC 8) Max Grav 3=127(LC 13), 2=258(LC 2), 4=77(LC 3) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.0psf; h=12ft; B=45ft; L=50ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) • This truss has been designed for 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) ProY 2 e mechanical connection (by others) of truss to bearing plate capable of withstanding 119 lb uplift at joint 3 and 234 lb uplift at ♦,`��1� 1 ,, joi�. QUIN 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ,,♦�,QP•\ G•E•N 5�4 0i� LOAD CASE(S) Standard : �, �•' *: N 68182 :*.0 =-10: o FL Cert. 6634 June 30,2014 ®WARNING -Verify design paramewrs and READ M TES ON TWSAND INCLUDED NfTEKREFEREXE PAGE NII-7473 rex 1129120I4BUGREIAE Design valid for use only with Mirek connectors. This design is based only upon parameters shown, and is for an Individucil building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity, of the p ' erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding 1 VliTek• fabrication, quality control storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke Fast Blvd. Safety Information vaable from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 314. Tam, if5authernPine �"SP�lurtber-u-specifed,the designvalues are these effect 06�01/2413hyALSO p ,FL33610-4115 Job Truss Truss Type Qty Ply Elev D [O'Carlton T6391338 ml 1324 JC MONO TRUSS 2 1 ' ob nee ce o fo a chambers 1 russ Inc., Fort Pierce Ft. 34982 7.350 s Sep 27 2012 MiTek Industries, Inc. Mon Jun 30 11:19:23 2014 Page 1 ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-VwbsyvQDTMTgEwl2mlKlgaz?uNtgdMCkw_Cenbzl7G2 1-0-0 1-14 1-0-0 1-1.4 3x4 = Scale = 1:6.2 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.12 Vert(LL) -0.00 2 >999 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.01 Vert(TL) -0.00 2 >999 240 BCLL 0.0..' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL .5.0 Code FBC2010/TPI2007 (Matrix) Weight: 5lb FT=O% LUMBER BRACING TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 1-1-4 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 2=99/0-8-0 (min. 0-1-8), 4=5/Mechanical, 3=-2/Mechanical Max Horz 2=49(LC 8) Max Uplift 2=149(LC 8), 3=-6(LC 5) Max Grav 2=120(LC 2), 4=15(LC 3), 3=18(LC 8) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; 13=45ft; L=5011t; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)' This truss has been designed for 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 gird6r(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 149 lb uplift at joint 2 and 6 lb uplift at ,�►►1j111 r joint 3. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ,%% Qv I N �/ ��♦ ,%% QP ��� ♦j , ' GEN ♦♦ SF•' LOADCASE(S) Standard ��� '•�\ ♦� *: N 68182 �:• T OF •���: ♦♦ •, `p•••� ♦♦ %♦♦ASS N . FL Cert. 6634 June 30,2014 A SMARMM-Verrfr design Parameters and READ M7FS ON 7NISA770U1tCLIMED HfTrKREFEREACIT PAGE MII-7473 rea 112912014BEI: aEUSE Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and Is for an individual building component. Applicability of design parameters and proper Incorporation of component is responsibility of building designer- not truss designer. Bracing shown Ci is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding MiTek' fabrication, quarity, control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke Fast Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314. Tama FL 33610-4116 ff 5a uthem Mine (SPI lumber is specified, the design values are those effective Qfi10112013 by ALSC p Job Truss Truss Type Qty Ply 70' Carlton Elev D T6391339 ml 1324 KJ5 MONO TRUSS 1 1 Job Reference (optional unamoers r russ mc., Fort Pierce FL 349BZ 7.350 s Sep 27 2012 MiTek Industries, Inc. Mon Jun 30 11:19:24 2014 Page 1 ID:_kriGCA6bx7j2Sy1HDXFw7ye3KX-z69E9FQrEgbXs4cEKSrXCoW6hn9PMpSu8exBJ1zl7G1 -1-5-0 7-0-2 15-0 i 7-0-2 2.83 12 3x4 = Scale = 1:15.7 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) 1/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.38 Vert(LL) -0.09 2-4 >840 360 MT20 2441190 TCDL 7.0 Lumber Increase 1.25 BC 0.25 Vert(TL) -0.16 2-4 >495 240 BCLL 0.0 Rep Stress Incr NO WB 0.00 . Horz(TL) -0.00 3 n/a n/a BCDL 5.0 Code FBC2010/TPI2007 (Matrix) Weight: 23 lb FT = 0% LUMBER TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 REACTIONS (lb/size) 3=164/Mechanical, 2=187/0-11-5 (min. 0-1-8), 4=40/Mechanical Max Horz 2=110(LC 8) Max Uplift 3=190(LC 8), 2=-211(LC 8) Max Grav 3=211(LC 13), 2=225(LC 2), 4=106(LC 3) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BRACING TOP CHORD Structural wood sheathing directly applied or 7-0-2 oc purlins. - BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=45ft; L=50ft; eave=loft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) • This truss has been designed for 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 190 lb uplift at joint 3 and 211 lb uplift at joint 2. 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 CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) , Vert: 1-5=44 Trapezoidal Loads (plf) Vert: 5=0(F=22, B=22)4o-3=-77(F=-16, 13=16), 2=1(F=5, B=5)-to-4=-18(F=4, B=4) .` OPQV INGEN .• • <F �. * : N 68182 -10 O :• T O F •: �� 00 FL Cert. 6634 June 30,2014 AwARN,m-Verffrdesign Parameters and READ ROTES ON THIS AND INCLUDED NrTEK REFERENCE RAGE MII-7473 re x 1129120I4HIFONEUSE Design valid for use only with Mirek connectors. This design is based only upon parameters shown, and is for an Individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the Additional bracing of the overall is the the building designer. For , MiTek' erector. permanent structure responsibility of general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSIfrPl1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. 1fr5otyiithemPine7SP�lun-Lberisspec edit the design valuesareSuite 314. t:hoseeffective06/01120135yALSC Tampa, FL3361a4175 Job Truss Truss Type Qty Pry 70' Carlton Elev D T6391340 m11324 KJ7 MONO TRUSS 2 1 ob e e e ce o do ]b cnamoers i russ inc., ron Fierce rl. 3496z ltrm-_9 1.3n0 s Sep 2T 2012 MITek industries, Inc. Mon Jun 30 11:19:24 2014 Page 1 I D:_kfiGCA6bx7j2Syl HDXFw7ye3KX-z69E9FQrEgbXs4cEKSrXCoWBPn92MmOuBexBJ1 zl7G1 9-10-1 3-1-5 Scale=1:20.6 3x4 = <AJ 5 3x4 = LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud TCLL 20.0 Plates Increase 1.25 TC 0.20 Vert(LL) -0.04 2-7 >999 360 TCDL 7.0 Lumber Increase 1.25 BC 0.21 Vert(TL) -0.08 2-7 >999 240 BCLL 0.0 Rep Stress Incr . NO WB 0.20 Horz(TL) 0.01 5 . n/a n/a BCDL 5.0 Code FBC2010/TP12007 (Matrix) LUMBER TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 REACTIONS (lb/size) 4=104/Mechanical, 2=294/0-11-5 (min. 0-1-8), 5=310/Mechanical Max Horz 2=191(LC 8) Max Uplift 4=130(LC 8), 2=-280(LC 8), 5=232(LC 8) Max Grav 4=155(LC 13), 2=351(LC 2), 5=387(LC 13) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=703/330 BOT CHORD 2-7=-454/699, 6-7=-454/699 WEBS 3-6=-806/524 PLATES GRIP MT20 244/190 Weight: 38 Ito FT = 0% BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 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=12ft; B=45ft; L=50ft; eave=6ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) `This truss has been designed for 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 130 lb uplift at joint 4, 280 lb uplift at joint 2 and 232 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 CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-8=44 Trapezoidal Loads (plf) Vert: 8=0(F=22, B=22)-to-4=-108(F=-32, B=-32), 2=-1(F=5, B=5)-to-6=25(1`=7, B=7) ♦♦♦♦♦PQU I N * : N 68182 : 3 T OF • % %%% FL Cert. 6634 June 30,2014 ®WA&WM -V.dit design parameters and RFAD MTESONTHISAND n1t100ED MTTEKREFEREACE PAGE MR-7473 mr. I/29/20I4BEFGBE115E �••� Design valid for use only with MTek connectors. This design is based only upon parameters shown, and Is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity of the MiTek� erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information vat able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314. Tampa, FL 33610-4115 If Sa uthern Pine�SP� lumber is speed, the desim 1 values are those effective 06/01%2013 byALSC Job Truss Truss Type Qty Ply Canton Elev D �70' T6391341 ml 1324 KJA MONO TRUSS 2 1 ob e o do a ­amvens i toss inc., ron tierce ri. 34stlz r.30U s Sep zr zU1z m I eK mcusmes, Inc. Mon dun 3U 11:1924 zG14 raga 1 ID:_kfiGCA6bx7j2Sy1HDXFw7ye3KX-z69E9FQrEgbXs4cEKSrXCoW84nAgMpSu6exBJ1zl7G1 i -1-2-9 6-0-4 1-2-9 6-0-4 Scale = 1:13.6 3x4 = 6-0-4 6-0-4 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.22 Vert(LL) -0.05 2-4 >999 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.17 Vert(TL) -0.08 2-4 >854 240 BCLL 0.0 ' Rep Stress Incr . NO WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 5.0 Code FBC2010/TPI2007 (Matrix) Weight: 20 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-4 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD -Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 3=119/Mechanical, 2=148/0-9-11 (min. 0-1-8), 4=29/Mechanical Max Horz 2=97(LC 8) Max Uplift 3=139(LC 8), 2=-169(LC 8) Max Grav 3=155(LC 13), 2=178(LC 2), 4=85(LC 3) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=45ft; L=50ft; eave=6ft; Cat. • II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) • This truss has been designed for 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 139 lb uplift at joint 3 and 169 lb uplift at joint 2. E) '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 CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-5=44 Trapezoidal Loads (plf) Vert: 5=0(F=22, B=22)-to-3=-66(F=-11, B=-11), 2=1(F=5, B=5)-to-4=-15(1`=3, B=3) FL Cert. 6634 June 30,2014 ®WARNING -VOdfy design Faramemrs and READ !KITES ON TRISAND MaUDED MITEKREFEREME PAGE MII-7413 ma I/29/2014BEFOAEUSE Design valid for use only with MiTek connectors. This design Is based only upon parameters shown, and Is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing df the overall structure Is the responsibility of the building designer. For general guidance regarding MiTek* fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/rPll Quality Criteria, DSB-89 and BCSI Building Component 69D4 Parke East Blvd. Salety Inlormatlon a able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 14. 1fSauthemPine(5P lumber is sgeciTedrthedesignvalues are thoseeffective0610/2013byALSC Tampa, FL 33610-4115 Job Truss Truss Type Qty Ply 7D• Carlton Elev D ml 1324 KJB MONO TRUSS 2 1 T6391342 1-2-9 3x4 rsou s sep 21 P012 Mi I ex Industnes, Inc. Mon Jun 30 11:19:25 2014 Page 1 ID:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-SJjcMbRT?JOUEBQtAMml?2LiBXx5Gt1 NlhlsUz17G0 Scale=1:11.7 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Udefl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.10 Vert(LL) -0.02 2-4 >999 360 MT20 244/190 TCDL 7.0 Lumber Increase . 1.25 BC 0.10 Vert(TL) -0.03 2-4 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(TL) -0.00 3 n/a . n/a BCDL 5.0 Code FBC2010/TPI2007 (Matrix) Weight: 17 lb FT = 0% LUMBER TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 REACTIONS (lb/size) 3=75/Mechanical, 2=123/0-9-11 (min. 0-1-8), 4=20/Mechanical Max Horz 2=73(LC 8) Max Uplift 3=83(LC 8). 2=156(LC 8) Max Grav 3=95(LC 13), 2=148(LC 2), 4=65(LC 3) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BRACING TOP CHORD Structural wood sheathing directly applied or 4-11-9 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=45ft; L=50ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 . 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) • This truss has been designed for 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 83 lb uplift at joint 3 and 156 lb uplift at joint 2. 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 CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) . Vert: 1-5=44 Trapezoidal Loads (plf). Vert: 5=0(F=22, B=22)-to-3=-55(F=5, B=-5), 2=1(F=5, B=5)-to-4=12(F=1, B=A) QU IN * : N 68182 O:• T OF FL Cert. 6634 June 30,2014 AWARMAG --ifr design parameters and READ A07ES ON TMISAND INaUDED MITEKREFERENrf PAGE MII-7473 rer, i/29/2014BUOREUSE Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an Individual building component. ��• Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction Is the responsibillity of the MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage. delivery. erection and bracing, consult ANSIAPII Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Informatlon va' able from Truss Plate Institute, 781 N. Lee Street, Suite 312 Alexandria, VA 2314. liSGltthernPine �SP lumber issgecffied, the desionvalues azethose effective06 01/2013byAL5C - Tampa, FL33610-4115 Job Truss Truss Type Qty Ply Elev D �70'Carlton T6391343 ml 1324 MV2 VALLEY 1 1 ob a erenrz o do al unamoers I rUss Inc., Fort Pierce Fl. 34982 7.35U s Sep 27 2012 MTek Industnes, Inc. Mon Jun 30 11:19:25 2014 Page 1 ID: _kfiGCA6bx7j2Sy1 HDXFw7ye3KX-SJjcMbRT?JOUEBQtAMml?2MvBYG5Gi1 NIhisUz17G0 2-0-0 2-M 4.00 12 3x4 Scale = 1:6.1 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) l/defl Ud PLATES GRIP TCLL 20.0 ' Plates Increase 1.25 TC 0.03 Vert(LL) n/a n/a 999 MT20 244/190' TCDL 7.0 Lumber Increase 1.25 BC 0.02 Vert(TL) n/a n/a 999 BCLL . 0.0 Rep Stress Incr . YES WE 0.00 Horz(TL) -0.00. 2. n/a n/a BCDL 5.0 Code FB62010/TP12007 (Matrix) Weight: 5 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP No.3 TOP CHORD BOT CHORD 2x4 SP No.3 BOT CHORD REACTIONS (lb/size) 1=30/2-0-0 (min. 0-1-8), 2=24/2-0-0 (min. 0-1-8), 3=6/2-0-0 (min. 0-1-8) Max Horz 1=21(LC 8) Max Uplift 1=20(LC 8), 2=30(LC 8) - Max Grav 1=36(LC 13), 2=32(LC 13), 3=17(LC 3) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Structural wood sheathing directly applied or 2-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. . MTek 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=12ff; B=45ft; L=50ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 20 lb uplift at joint 1 and 30 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. LOAD CASE(S) Standard 00I N 1'VF i *: N 68182 T nn► FL Cert. 6634 June 30,2014 ®WARNING-Verrfr design Parameters and READ NO TES ON 7FIISAI70 II4200 HITEKREFERENCE PAGE HII-7473 rev, 11291ZOI4BRUREDSE Design valid for use only with MiTekconnectors. This design is based only upon parameters shown- and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the ivi iTek• erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication- quality control. storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB•89 and SCSI Building Component 6904 Parke East Blvd. Safety Information voi able from Truss Plate Institute, 781 N. Lee Street, Suite 312 Alexandria, VA 314. Tampa, Parke 336104 East Blvd. Ifa=RterttPine�SR}lumherisspecified,thedesigTlvaluesarethtreeffective06 O3/2MbyAL5C Job Truss Truss Type Ply 70' Cadton Elev D T6391344 ml 1324 MV4 �Qty VALLEY 1 1 Job Reference o a Chambers Truss Inc., Fort Pierce FI. 34982 3x4 7.350 s Sep 27 2012 MiTek Industries, Inc. Mon Jun 30 11:19:25 2014 Page 1 ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-SJjcMbRT?, jOUEBQtAMmi?2JuBXX5Gi1 NIhIsUz17GO 4-0-0 4-M 2x3 11 Scale = 1:9.4 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) 1/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.26 TC 0.22 Vert(LL) n/a n/a 999 MT20 2441190 TCDL 7.0 Lumber Increase 1.25 BC 0.13 Vert(TL) n/a n/a 999 BCLL .0.0 ' Rep Stress Incr . YES WB 0.00 Horz(TL) 0.00 n/a . n/a BCDL 5.0 Code FBC2010/TPI2007 (Matrix) Weight: 12 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP No.3 TOP CHORD BOT CHORD 2x4 SP•No.3 WEBS 2x4 SP No.3 BOT CHORD REACTIONS (lb/size) T=80/4-0-0 (min. 0-1-8), 3=80/4-0-0 (min. 0-1-8) Max Horz 1=56(LC 8) Max Uplift 1=54(LC 8), 3=-72(LC 8) Max Grav 1=97(LC 13), 3=102(LC 13) FORCES (lb) -Max. Comp./Max. Ten. -All forces 25Q (lb) or less except when shown. Structural wood sheathing directly applied or 4-0-0 oc purlins, except end verticals. 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) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=45ft; L=50ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (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 54 Ito uplift at joint 1 and 72 lb uplift at joint 3. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard ���•,`PQU IN i �V, < �,,♦ `,��� ,� . �� G•E N 3F. F� ♦ice,' * : N 68182 T OF O <v FL Cert. 6634 June 30,2014 ®WARNING - Vedfr design yamme W o and READ AG7ES GITWSAM IM1110ED NrYEKRFFEREIKY PAGE MII-7473 n=a 112912014BEFOREUSE Design valid for use only with Mffek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding MiTek• fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/rPll Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information va able from Truss Plate Institute, 781 IJ. Lee Street, Suite 312, Alexandria, VA 2314. I f Sauthem. Pme�SP� lumber isspecifed,The design values are thoseeffecbve 06)01/20136yALSC Tampa, FL 33610-0115 Symbols PLATE LOCATION AND ORIENTATION Center plate on joint unless x, y offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. 0 - -I- For 4 x 2 orientation, locate plates 0-'na' from outside edge of truss. This symbol indicates the required direction of slots in connector plates. Plate location details available in MiTek 20/20 software or upon request. PLATE SIZE The first dimension is the plate 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. BEARING Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Min size shown is for crushing only. Industry Standards: ANSVTPII : National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. n W O U a O Numbering System 6-4-8 dimensions shown in ft-in-sixteenths (Drawings not to scale) 2 3 TOP CHORDS BOTTOM CHORDS 8 7 6 5 JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1311,ESR-1352,ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 Southern Pine lumber designations are as follows: SYP represents values as published by AWC in the 2005/2012 NDS SP represents ALSC approved/new values with effective date of June 1, 2013 © 2012 MiTek@ All Rights Reserved Nil MiTek® MiTek Engineering Reference Sheet: Mll-7473 rev. 01 /29/2013 A General Safety (Votes Failure to Follow Could Cause Property Damage. or Personal Injury I . Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each �oint and embed fully. Knots and wane at joint ocations are regulated by ANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 13. Top chords must be sheathed or purlins provided at spacing indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all. portions of this design (front, back, words and pictures) before use. Reviewing pictures alone is not sufficient. 20. Design assumes manufacture in accordance with ANSIAPI 1 Quality Criteria. ^�i'r'E OF SURVEY: BOUNDARY__+ PLOT PLAN U C TIE IN FINAL TOPOGRAPHIC COMPLETED ON: 10-20-14 DESCRIPTION: o SURVEYORS NOTES: BEING ALL 48 MEDITERANEAN NORTH, �I 1. UNLESS OTHERWISE NOTED ONLY PLATTED EASEMENTS ARE OF THE UNRECORDED PLAT OF SPANISH I� W 2. SHOWN HEREON. NO UNDERGROUND UTILITIES OR IMPROVEMENTS WERE LAKES PHASE 1, OF ST. LUCIE COUNTY, LAKESFLORIDA. . �` LOCATED UNLESS OTHERWISE SHOWN. ? 3. THIS SITE LIES WITHIN FLOOD ZONE X , ACCORDING TO _ ' II W t THE FLOOD INSURANCE RATE MAP, COMMUNITY PANEL NO. ABBREVIATIONS: Q 12111CO283 J, EFFECTIVE DATE FEBRUARY 16, 2012. o U , 4. FLOOD ZONE SHOWN HEREON IS AN INTERPRETATION BY THE FFE = FINISHED FLOOR ELEVATION SURVEYOR AND IS PROVIDED AS A COURTESY. THE FLOOD R/W = RIGHT-OF-WAY 0--cc ZONE SHOULD BE VERIFIED BY A DETERMINATION AGENCY. R = RADIUS OF CURVE a 5. BEARINGS SHOWN HEREON ARE REFERANCED TO THE L = LENGTH OF CURVE CENTERLINE OF MEDITERRANEAN NORTH HAVING AN ASSUMED SF = SQUARE FOOT BEARING OF EAST, ACCORDING TO THE UNRECORDED PLAT A = DELTA OF CURVE OF SPANISH LAKES PHASE 1, OF ST. LUCIE COUNY, o 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. PERMIT #: r Vo 9 — 0 2- 3 3 — TOP OF BANK I PATIO o kt5,4,1 o AVERAGE TOP t366 a OF FO ��,, ELEVATION 7:90 z z 1.64' ABOVE EDGE N y OF PAVEMENT W W rn MEDITERRANEAN BOULEVARD NORTH 20' ASPHALT ROAD RECEIVED OCT 21-2014 StLucie Co . Fff ltDatejAAp���o�prAed 48 MEDITERRANEAN BOULEVARD NORTH LAST FIELD DATE: 10-17-14 rDATE: 0' ALEXANDER J. PIAZZA PSM, INC. YNCERTIFIED T0: WYNNE BUILDING CORPORATION 14 Surveying • Mapping • Consulting ' 619 SW Biltmore Street = Port St. Lucie, Florida 34983 ® Phone: (772) 340-7770 ��2� Fax: (772) 340-2250 _ REVISIONS: ALEXAND J. PIAZ Professional Surveyor do Mapper — Florida Certificate No.: 6330 K.-\BUILDERS\DWG2014\DWG\14-1861.dwg, 10/20/20141:51:31 PM