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HomeMy WebLinkAboutSUBMITTED PAPERSOFFICE USE ONL SECTION TOWNSHIP RANGE MAP NO. ZONING LAND USE �(� LOT CVG % TAZ NO. FLOOD ZONE FIRM MAP # 1ST FLR ELV MAX HGT CONST TYPE OCCUP TYPE MAX OCCUP # OF FLRS WATER SEWER SPRINKLERS STORMWATER LOT OF REC LOT OF REC LOT SPLIT LOT SPLIT Before 1/1990 After 1/1990 REQUIRED APPROVED REPORT HABITABLE RADON PERMIT CODE ` I AREA FEE FEE l (RADON) LIBRARY PUBLIC BLD PUBIC BLD PARKS IMPACT IMPACT FEE IMPACT IMPACT FEE CORRECTION FEE FEE SCHOOL ROAD CREDIT Y N LAW ENF IMPACT AMPACT IMPACT FEE FEE FEE FIRFIEMS DRIVEWAY Y N DRIVEWAY ADMINISTRATIVE IMPACT REQUIRED FEE VARIANCE FEE FEE SPECIFY MECHANIC `� ROOF NON -CONFORMING MISCELLANEOUS SUBS ELECTRIC —� GAS LOT OF RECORD FEES REQUIRED PLUMBING _ _ FEES DATE SENT TO ADDRESSING: REVIEWS FRjR ZONING SUPERVISOR PLANS VEGETATION SEA TURTLE MANGROVE CO IE/ REVIEW VIE REVIEW REVIEW REVIEW DATE (Q� RECEIVED .y . - �j_ 4 lA7R Yf:IWFs�'1 • `JnqS tJ. � bv•f Va .s 4 'Y- � (ry��y .• %Y .T All , jam , { y T 4Y• F c �elYusE o:�,� J — DATE FILED "IPT NO.:p2� E✓ PERMIT NUh� — v PLAN REVIEW FEE: _ CONCURRENCY FEE: RECEIPT NO.: CERT. CAP. NO:: ALL INFO MUST BE COMPLETE & FILLED IN TO BE ACCEPTED ..:: A St. Lucie County Building and Zoning 2300. Virginia Ave-nue 56 Fe Pierce,.FL 34982-5652 772462-1553 2. 3. 4 SCANNED BY St. Lucie County APPLICATION for BUILDING PERMIT CERTIFICATE of CAPACITY/ZONING COMPLIANCE PROJECT INFORMATION LOCATION/SITE ADDRESS: PROJECT NAME: Spanish Lakes SITE PLAN NAME: country u i lagge PROPERTYTAXID#: i 'Anl 1 1 0001-000/ LEGAL DESCRIPTION (attach extra sheets if necessary): East of section 1 township 34s Range 39E, lying N&W of Turnpike Feeder Road 5_ PLAT BOOK 6. PAGE NO. 7. BLOCK NO. 9. . PARCEL SIZE (ACRES/SQ FT.): LOT DIMENSIONS: 10. COMPLETE DESCRIPTION OF CONSTRUCTION PROJECT OR WORK ACTIVITY: 11. SETBACKS -(ACTUAL) FRONT:eBACK: ka12. TYPE OF CONSTRUCTION (Check all appropriate boxes) 13 14. 16 NEW CONSTRUCTION [ ] EXPANSION/ADDITION [K] RESIDENTIAL [ ] COMMERCIAL [ ] OTHER (SPECIFY) DESCRIPTION OF PROPOSED USE: Same SQ. FT OF CONSTRUCTION: 'Ifs n VALUE OF CONSTRUCTION:' $ 51 , 000.00 LOT NO. SIDE: \ LEFT SIDE: �2, k— [ ] INTERIOR RENOVATION [ ] INDUSTRIAL 15. SF. FT 1st FLOOR: The value of construction is used to determine the amount of permit fees to be assessed. St. Lucie County reserves the right to question and/or modify the indicated value of construction if it is demonstrated that the submitted figures are not consistent with similar types of construction activities. If the value is $2500 or more, a RECORDED Notice of Commencement must be submitted with this application. SLCCDV Form No.: 001-02 CERTIFICATION-:: 'WW OWNER INFORMATION NAME: ADDRESS: bUUU 5 US1. Sui t-P 4uz •ter al r CITY: P o r t* S t. L u c i e fflitioil STATE: F L ZIP: 3 4 9 5 2 b3T f ?- 4 PHONE (DAYTIME): Q 7 2) R7A 5 513 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: STATE: PHONE (DAYTIME): (_) CONTRACTOR INFORMATION ZIP: St. of FL REG.CERT #: C G C 6 3 5 9 9 ST_. LUCIE COUNTY CERT #: 0 8 8 9 8 BUSINESSNAME: Wynne Development. Corporation QUALIFIERS NAME: Matthew Lyle Wynne ADDRESS: 8000 S. USJ, Suite 402 CITY: Port St. Lucie STATE: FL ZIP: 34AS2 PHONE (DAYTIME): (17 2) 8 7 8- 5 513 FAX NO.. 7 7 2- 8 7 8- 7 6 5 6 Email: ARCHIT/ENGINEER: Braden & Braden ADDRESS: 417 Coconut Ave. CITY: Stuart STATE: FL ZIP: 34996 PHONE (DAYTIME): (2 73 2 8 7— 8 2 5 8 BONDING COMPANY: ADDRESS: CITY: MORTGAGE LENDER: ADDRESS: CITY: STATE: STATE: KAVJ MR 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 capacity, if applicable, for the permitted work. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed' to meet the standards of all laws regulating construction in this jurisdiction. I understand that separate permits may be required for ELECTRICAL, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, AND AIR CONDITIONERS, ETC., not otherwise included with this building permit application. St. Lucie County makes no representation that its granting of a permit will authorize the permit holder to build the subject structure which is in conflict with any applicable Homeowner Association rules, bylaws or any covenants that may restrict or prohibit such structure. Please consult with your Homeowner's Association and review your deed for any restrictions which may apply. The following building permit applications are exempt from undergoing a full concurrency review: room additions, accessory structures (all types), swimming pools; fences, walls, signs, screen rooms, utility substations & accessory uses to another non- residential use. NOTICE TO OWNER: FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN- FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. NOTICE TO APPLICANT: AS THE APPLICANT FOR THIS BUILDING PERMIT, IF IT IS NOT YOUR RIGHT, TITLE AND INTEREST THAT IS SUBJECT TO ATTACHMENT; AS A CONDITION OF THIS PERMIT YOU PROMISE IN GOOD FAITH TO DELIVER A COPY OF THE ATTACHED CONSTRUCTION LIEN LAW NOTICE TO THE PERSON WHOSE PROPERTY IS SUBJECT TO ATTACHMENT. OWNER'S AFFIDAVIT: I certify ihafall the foregoing information is accurate and that all work will. be done in com 1p fiance with all applicable laws regulating construction and zoning. 01 Tom e • ► r z ► .. G : ,—i, ,E : CONd r CT©R , r i m STATE OF FLORIDA STATE OF FLORIDA COUNTY OF St. Lucie COUNTY OF S t. Lucie The foregoing instrument was acknowledged before The foregoing instrument was acknowledged before me this 19c3t day of /9-20 / 3 me this day of , 20 / 3 . by Matthew Lyle Wvnne by Matthew Lyle Wynne who is personally known ✓ or has produced who is personally known ✓or has produced As identification. as identification. 4"4,4 d,71� &4,� t Signature of N Signature of NoIBMIAM—M. Commission NoCommission No. Mobry )s�M pwltr , ��AoHd� • illi.COM ON 0 if 0111M ?, lO1Q rl"=ft 1TANOTE: TWO (2) SIGNATURES A CH SIGNATURE MUST THIS BUILDING PERMIT AS AN OWNER/BUILDER, THE OWNER MUST PERSONALLY APPEAR TO SIGN THIS APPLICATION IN THE OFFICE LISTED ON THE FRONT OF THIS APPLICATION. OWNER BUILDER AFFIDAVIT WILL BE REQUIRED FOR ALL.OWNER/BUILDER APPLICANTS. For specific instructions see appropriate permit checklist. Dec 13 13 03:57p EVICT-A-BUC;b),'_� AITE/PEST 1= ;40-5990 p,1 Planning & Development Services Building & Code Regulation Division ". 2300 Virginia Ave Fort Pierce, FL 34982 :_..._ ...._._......,_..._.w ...___ ...... 772-462-2172 Fax 772-462-6443 CERTIFICATE OF TERMITE TREATMENT CONSTRUCTION SOIL TREATMENT PERMIT #; JOB ADDRESS: __�( tf.� BUILDER/CONTRACTOR: �L '►%� � �'�``C' { PEST CONTROL CONTRACTOR: PEST CONTROL LICENSE #: We, the undersigned, hereby certify that we have pretreated the above described construction for subterranean termites in accordance with the standards of the National Pest Control Association. Square feet if area treated: <-� Chemicals used: Percentage of solution: t=' Date of Treatment: jj j Footing I" Treatment L� Re -Treat Total gallons used: - Q Time of Treatment: U t' Slab Treatment Re -Treat Driveway Pools �- Treatment Treatment Re -Treat Other Perimeter for FinaIer spection 15 Treatment c Re -Treat Si nature of Extermin r Note. There must be a completed form for each required treatment or re -treatment and this form must be on the job site to be picked up by the inspector at time of each Inspection or the scheduled inspection will fail and a re inspecOon fee charged FBC 104.2.E certificate of protective Treatment far prevention of to mites. R weather resistant jobsite posting hoard shall be provided to receive duplicate Treatment Certflcates as each required protective treafinent is completed, providing a copy for the person the permit cs issued to and another copy for the building permit files The Treatment the applicator, time and date of the treatment, site location, area Certificate shall provide ilhe product used, Identity of treated, chemical rased, percent concentration and number of gallons used, to establish a verifiable record of protective treatment If the soil chemical barrier method for termite prevention is used, final exterior treatment shall be completed prior to final building approval. St Lucie county requires for the final inspection for CO, a Permanent Sticker to be placed an the electrical panel box cover, listing all the treatments and dates of applications. iif- C'e - RECEIVED D7L" 16 2013 01/06/2013 05:50 7728787656 a e Date: WYNNE BUILDING,;^7PP St. Lucie County Building & Zoning Department 2300 Virginia Averrue Fort Pierce, FL 34982 772-46,Z,-2165 Fax 772-462-6443 Request for 30-Day Temporary Power Release PAGE 01/04 Perwit NumberA?---)aAD — cv3(o 22— Property Address:�� THE UNDERSIGN'FD HEREBY REQUEST RELEASE OF ELECTRICAL POWER TO THE A)3OVE DE SCRIBED PROPERTY, FOP. A PERIOD NOT TO EXCEED THIRTY (30) DAYS, FOR THE PURPOSE OF TESTING SYSTEMS AND EQUIPMENT IN PREPARATION FOR FINAL INSPECTION. IN CONSIDERATION OF APPROVAL OF THE REQUEST WE HEREBY ACKNOWLEDGE AND AGREE AS FOLLOWS: 1.. This temporary power release is requested for the above stated.,puxpose Only, and there will be no occupancy of any type, other than that permitted by construction during this time period. 2. As witness by our signatures, we hereby agree to abide by all terms and conditions of this agreement, including Building Division Policy, which is incorporated herein by reference. 3. X11 conditions and requirements listed in the attached document entitled "Requirements for 30 Day Power for Testing". have been fulfilled and the premise is ready for compliance inspection. 4. All requests for an extension beyond 30 days must be made ire writing to the Building Official stating the reason for the request. Power way be removed from the site and/or a Stop Work Order issued if the Final Inspection has not been approved witbin 30 days. A fee of $100.00 will be required to lift the Stop Work Order. WE HEREBY RELEASE AND AGREE TO HOLD HARMLESS, ST. LUCIE COUNTY, AND THEIR EMPLOYEES FROM ALL )LIABILITIES AND CLAIMS OF ANY TYPE OF NATURE WHICH MAY ARISE NOW OR IN THE FUTURE OUT OF THIS TRANSACTION, INCLUDING ANY DAMAGE WMfio MAYBE INCURRED DUE TO THE DISCONNECTION OF ELECTRICAL, 90IN THE EVENT OF VIOLATION OF THIS AGUEMENT. L CONTRACTOR SIGNATURE DATE 0kW DATE DATE RECEIVED SEP 1.8 2013 F ► 4AF cc -max 0lt'.4t / /� l 3 Q (o - a,i (2 2, ta Begin Loading: To Job: Arrive Job: Start Unload Finish Unload: Leave Job: Return Plant: [Plan Customer Code: Customer Name: 3 0 6- E,05 f2ODNE`£ E-d("IE._L' S CONCRETE CONST Project Code: Project Name: ` 09 L02 6 I --RODN y' HALL ALL.. EhiORK Ticket Date: Delivery Address: 1 / "1 1 / 1. 3 E,1_) F• L.OREwS DEL tMORTE �Deliver� Instructions: Customer Job Number: Order Code / Date: Project P.O. Number: Order P.O. Number. VERBAL. RODNEY . VERBAL. RODNEY Map Page: Map/Row/Column: Dispatcher: , S. iKLLJC T NEC Ticket Number::: Due On Job: -.35p: Slum01 Lf 1j(: TruckjN mt�e`.0 T 1` Drivej Yq,4, , �2t3 Driver,N�me. l,QL� tY�fi{C�I End Use: LE�DSC� o E) R I V I V n LOAD CUMULATIVE ORDERED MATERIAL CODE PRODUCTION DESCRIPTION UOM UNIT PRICE AMOUNT QUANTITY QUANTITY QUANTITY 12.00 12. 00 4 3t'cOr{-7}? 1 2.500 0 REG 1, 1�tr 1 c� 7t IS FUEL. SLiRCI-i�RGL 1. 00 1202/,,-9 ENV I R0NMENTAL CHAR E NOV 11 flM 7,00 Cash Check # / Auth Code: signature of Driver Receiving Cash: Cash Received: Total COD Order Amount to Collect Without Standby Charges: ] Check Charge Comments: RECEIVED NOV 13 201&ATERADDED: GAL YARDS IN DRUM: WHEN ADDED. SIGNATURE CURB LINE CROSSED AT OWNER'S/AGENT'S REQUEST: ❑ 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. O 9] 68UNIVERSAL �JREvl TRKp 10 );,26,98 INVOICE LOAD PLUM: 2 This Delivery Ticket incorporates here- "y reference Buyer's previously executed Credit Application, if any, Seller's Standard Terms and Conditions, Seller's Quotati, f any, and Seller's Order Confirmation (i ding limitations of warranties), as if fully set forth on this Delivery Ticket ("Agreement"). Seller will provide the Standard Teri ,id 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 ASH 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 aminonia 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 1900 V7 combined Houston, Texas 77024 02/12 For more information please visit www.cemexusa.com. Este ticket de entrega incluye comp referencia al comprador (ya previamente ejecutada en sit aplicaci.on de credito); cualquier termino estandar, condiciones del vendedor, propuestas del vendedor y orden de confirmacion del vendedor (con limitaciones y garantfas), como acuerdo total del ticket de entrega ("Contrato"). El vendedor proveera los terminos estandares y condiciones detal- lados en caso de asf ser requeridos. Con este documento, el comprador acepta los mismos ya antes mencionados y que las cantidades y materiales fueron entregados como se expresa en el mismo. Acepta pagar el monto de acuerdo al contaato; al menos que se identi- fique con una nota al frente de este documento. AGREGADOS / CEMENTO / PRODUCTOS DE CONCRETO / CENIZAS VOLANTES Los productos de agregados son materiales naturales como piedra caliza, dolomita, granito, rocs 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 como piedra caliza, dolom.ita, granito, coca volcanica, arena, grava, y otros materiales silicios. Estos productos .incluyen cenizas volantes (fly ash) la cual puede contener mas de 0.025% de silicio cristalino. Peligros: Mezela de cemento fresco y/o cenizas volantes pueden causar irritacion en los ojos, quemaduras en piel y ojos, y reacciones alergicas en la piel. Concreto seco y polvo de agregados, pueden causar irritacion en los ojos, piel y/o en la zona respiratoria. Polvo del manejo en el trituramiento, pulido, coite y/o perforacion puede contener materiales silicos, los cuales pueden causar silicosis pulmonar y cancer si son inhalados. En caso de ser ingeridos, mantenerse en temperatura calida, reposar y tomar grandes canticlades de agua. Las cenizas volantes pueden contener amoniaco. Seguridad• La hum.edad puede causar .la liberation del amoniaco. La inhalati&. del amoniaco puede causar toser, i..rritacion o quemadu.ras en .la nariz, garganta y pulmones.•Acudir inmediatamente aG medico. El riesgo en la salud depende en la duration y el nivel de la exposition. Seguridad: Evite el contacto con ojos y contacto prolongado con ]a piel. Use guantes, proteccion en los ojos y ropa Primeros adecuada para proteccion. Lavese las manos con jabon suave y agua despues del manejo de materiales. Evite inhalar auxilios: polvos. Si se expone a polvos mas de Jos limites recomendados, use proteccion respiratoria. Primeros auxilios: En caso de contacto en los ojos, inmediatamente flu.ya agua en la pane afectada por 15 minutos. Si se inhala polvo, expongase a aire fresco. Si el cemento fresco tiene contacto con sus ojos, lavelos a fondo con agua. Acuda a atencion mediica inmediatamente si la irritacion continua. CEMEX, Memorial Hermann 'Power 929 Gessner, Suite 1900 V7 combinado Houston, Texas 77024 02/12 Para mas information visita www.cemexusa.com. r Ir �crr� s �� 4r ;* E {� i r x .a a e +"ts, y ,• .4 = j ' n"." 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D ver NIRte ,..*� �s g P q N n a 3 End tlsh' •'9 '� ' 1.c to ear Y Igtq s r ° - ° G,p y LOAD CUMULApUE ORDERED "' `MATERIAk CODE'�ggfqtppDUCTIOp DESCRI TIOT7 °'. UOM UNIT PRICE ., AMOUNT r t :Y QUANTITYq� 'lf IIUANxITY GIUANTfTY ry i x 1 3+i43a£a i I ,t IIA311 i_ ,�, °" 6 •,. 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NoLce Our dgvers will rpake�,e ery effort tq platy mA(eitels Wher9` the cuMome designates by4rthe, SPECIAL TEgMtt,!NhVMiteraddgflf .at cysfamers;own risk: If wator s added onjbb, opncrela st e'agth ;':Company,»essum ra no responslb7iiry`for damages InsldarCurh.'dl propeRy;11n`o„ �usiomer agrees'to,tha is`no Ignge�*`'gg�"�°pnM tl.;1dlARM GS`prudac(rnay oausa;@Ain ondtor. aye inHaqun,,SCAU`(ION: Maledal ✓, terms of, sale arid del very enil _aceapis'tonaele s Is. Due to imponent factors wnfch are aut of out ,may fie*hezflrdpUs�tour safety and healVf., Pleasdre(eF to ih13-rbackaWe o4this'tieke4tor important',' ` i °cgnttol a, detiy@ry.ymis Company will not adcept aiiy,;iosQpnsibiliy`tor=the tinlsTed fesults:.. IVo'ae0d foci » fAty`,ija •dl{ng,'jrkf(qt(Iu1P�n, a d to Iryeinetorl l safety4dta 6jtee13 fo't atldltlonatlnfq ripatbn_7 h t-. Iretumod aoncrofo.Buyore excoptlonaand'dsi'ma ehal_I be: deemed uSaivnd;nhiesa m"edefo ua n ivdi�np ` UTH,O�@0 Mr.NATURE w0 n o e buai ss day after life receipt of matadals k ; !� .t �rrr.•��v , . �7ti� .t?p,r � . D.+�a .�",�w•* � f ,�^'";' 't ''� % ilW; {4§ -"w'Y" -. h} v sir ry r £ lay t s 'r r (ov IettLS dr.! V�etir�t 30(o-CRJIpZ. �,,`t"�P�tan,?;`�gQgtrtLox�a� ,,Arivohx.'.Stalttin�o�ad``,,,,,, ,�EiR9sh`Uniq�d �figl:eaVaJ° eturnPlan�";� __r a r p rl pESIDENTIALIC®MMERCIAL BUILDING PERMIT CHECKLIST Site Location: Permit Number: _......._._..__.._.._.__. __....... Technician: General: Id Application completely filled out with notarized signatures Yesj No N/A Sub Summary List with contractors' names and county &,state Yes1 No N/A certification numbers Sub Agreements with original signatures Yes No N/A Owner Builder Affidavit Yes No N/A r Yes r No N/A Owner Builder Electric Affidavit Filled Land Affidavit - Yes � No � N/A Oj Yes rv, No rl N/A Geo or recorded warranty deed Recorded Notice of Commencement Yes. " No - /N/A Utility Agreement or Payment Receipt Yes ' No I-,--/ N/A Vegetation Removal Permit r.-j Yes r7j No N/A Non Conforming Lot of Record 1.7 Yes r,No N/A Plans, Calculations & Attachments (3 copies commercial/2 resideetial): r Complete set of plans with engineer/architect raised seal,/Yes �� ` No N/A Truss plans reviewed and approved by engineer/architect ""' Yes � No � N/A Landscaping and parking plan Yes' No /N/A / 3 Copies of approved site plans 1- Yes No N/A n 2 Sealed surveys or plot plans with dimensions, finished floor, Yes No 0 N/A elevation and setbacks W- Health Department approval stamped on survey and floor plan 011 Yes - No / N/A Health Department food establishment permit stamp on floor plan Ej Yes 0 No ' N/A Manual J or Manual N calculations Yes UJ No N/A 'Signed Energy Calculations Yes , No 01 N/A Sealed Wind Load Compliance Certification - Yes No � N/A Product Review Affidavit Yes � No n N/A Page 1 of 2 RESIDENT IA LICOMMERCIA L B UILD.lNG PERMIT CHECKLIST Site Location: U. ........... Permit Number:-----.----� Other: Health Department permit paperwork CD for Fire Department if commercial or multi -family DEP, SFWMD or Army Corp of Engineers Pool Barrier Affidavit Ground sign landscape affidavit Burn rate for sign cabinets RV and Mobile Home Tie Down Only (2 copies): Permit Worksheet (Tie -down diagram) Manufacturer set-up and installation manual Manufacturer blocking diagrams Signed penetrometer test (1 copy) Stair details Mobile home inspection report for relocation Copy of Title for relocation Class A approval from Growth Management Comments: Name: re: Technician. - INClear Form Page 2 of 2 Yes U, No N/A r Yes ri No N/A U Yes U No / N/A 0 Yes �' No / N/A 1-i Yes Uj No N/A 11 Yes % No N/A Oj Yes �' No W N/A Yes l� No 5)N/A 17 Yes No N/A 17, Yes ri No � N/A 0' Yes U No N/A Yes No ) N/A 13 Yes 1_3 No� N/A ll Yes 0 No N/A Professional Insulators of South Florida FTC Insulation Installation Certificate To: St. Lucie Count Date: November 11 2013 Re: 1,otlBlock: Address: 60 Flores Del Norte Project: The undersigned hereby certifies that insulation has been installed in the. above described property as follows. 1. Exterior CBS walls have been insulated with: Spray�on Cellulose Thickness in inches: I Lpberglass Blankets I Fi Foil FIRock Wool Blankets Exterior (frame walls) have been insulated with: Thickness -in inches: - - 2. Ceilings (rear porch) have been insulated with: Thickness in inches: 10,375' Manufacturer: Knauf Density: R-Value: R-30 Ceilings have been insulated. with: Thickness in inches: �•5�� Nlauufacturer: Knauf Density: R-Value: R-30 3. Interior kneewalls have been Tlticicness in inches; Manufacturer; Density: R-Value; 4. Garage partition walls of A/i been insulated with: Thickness in inches; Manufacturer: Density: R-Value: 5. The followinghave ated with: ig area have 3•S,� Knauf R-11 CARP Cellulose s•Blankets, - --• _ _.. _ al Blankets Aluminum Cellulose ]down glass Loose Fill Wool. glass Blown lose Loose 1i ilt glass Blankets _Wool Lrethane v-on Cellulose -on Cellulose insulation VfMtrac - •, tea' •fi= r� ZO/ZO 39dd &J00 JNIa-iing 3NNAM 999LBLBZLL ZZ:ZT ETOZ/OZ/TT 55781868 Mint Begin Loading:, To Job: ArriveJob: Start Unload:' Finish UnloadI 6 Lezivejob: ,k4irn"Plint: j)rm-, -/,I hii 1p I Customer Code:' Customer Name: Customer Job Number: 0 . rder Code / Date: Fit? I.E.Y.- HALL'- S CONCRETE.CONE�T 5 RODI`� .358 07/22/1 Project Code: Project Name: Project P.O. Number. Order P.O. Number: NO 1:10 Ticket Dat . a:, Delivery Address: m Map Page: Map/Row/Column: REL NORTE Q74F_,,2/J,-3v­, 60 FLORE-3, . Delivery Instructions: Dispatcher., ILPPINISH LAKES OFF IfINGS HWY SMi I I i�i:mson Ticket Number: 326934- 16 In r) top- 7 Dud On Job' lump: Truck Number: Driver Number: Driver Name: End Use: o 2"n 5. il)o 1. o 9 2 2 8 BOR COLEMAN BLDNIG - SLAS LOAD CUMULATIVE ORDERED MATERIAL CODE PRODUCTION DESCRIPTION U01111. UNIT PRICE AMOUNT QUANTITY QUANTITY QUANTITY I o. 50 21 m 0 0 31.50 1152536 25oO J 0 YD3 7. a r" 1:3.- 76 n 75 1382600 EBB EF ��[E S. H 15 LB x\ Z4781Uel �Ofj'7A�1Ci 2 ), 7 4 1. 00 1 t2 P41JJRONMF4NT(­IL CHARGE Cash Check #/ Auth Code: Signature of Drive* R celving Cash: Cash Received: Check Charge 'Comments: J) UL 22 Am 6:56 Total COD Order Amount to Collect Without Standby Charges: WATER ADDED: _GAL YARDS IN DRUM: WHEN ADDED., Drr SIGNATURE CURB LINE CROSSED AT OWNER'S/AGENT'S REQUEST: RECEIVED JUL 23 2013 SIGNATURE El LOAD WAS TESTED BY: �rs Will make every effort to place materials where the customer' esignates,' but the SPECIAL TERMS: Any water added is at customers own risk. If water is added on job, concrete strength no responsibility for damages inside curb or property line. 'Customer egress to the is no longer guaranteed. WARNING: Product may cause skin and/or eye irritation. CAUTION: Material 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 imports ry, 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. Buyers exceptions and claims shall be deemed waived unless made, to us In writing AUTHORIZED SIGNATURE: s day after the receipt of materials. 'REV TRK- 1icl,025754INVOICE LOAD NUfYf\ �s Deli4very Ticket incorporates hegiAh by reference Buyer's previously execu a i Application, if any, Seller's Standard ;germs and Conditions, Seller's Quoln, if any, and Seller's Order Confirmati $ing limitations of warranties), as if fully set forth on -this Delivery Ticket ("Agreement"). Seller will provide the Standard l enn.,Q11 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 ASH Aggregate products are naturally occurring materials including limestone, dolomite, granite, volcanic rock, sand, gravel, and other siliceoW 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 warrn, 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 respiratoty protection. First Aiil: In case of eye contact, immediately flush eyes with flowing water for .1.5 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 1900 V7 combined Houston, Texas 77024 02/12 For more information please visit www.cemexusa.com. Este ticket de entrega incluye Como referencia al comprador (ya previamente ejecutada en su aplicacion de credito); cualquier termino estandar, condiciones del vendedor, propuestas del vendedor y orden de confirmation del vendedor (con limitaciones y garantfas), como acuerdo total del ticket de entrega ("Contrato"). El vendedor proveera los terminos estandares y condiciones detal- lados en &so de asf ser requeridos. Con este documento, el comprador acepta los mismos ya antes mencionados y quo las cantidades y materia" s fueron entregados como se expresa en el mismo. Acepta pagar el monto de acuerdo al contaato; al menos que se identi- fique con bna nota al frente de este docurnento. AGREGADOS / CEMENTO / PRODUCTOS DE CONCRETO / CENIZAS V Los productos de agregados son materiales naturales como 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..L�os productos de concreto incluyen cemento Portland y productos de agregados como piedra caliza, dolomita, granito, roca volcanica, arena, Brava, y otr•os materiales silicios. Estos productos incluyen cenizas volantes (fly ash) la cual puede contener inns de 0.025% de silicio cristalino. Peligrog: Mezela de cemento fresco y/o cenizas volantes pueden causar irritacion en los ojos, quemaduras en piel y ojos;y reacciones alergicas en la piel. Concreto seco y polvo de agregados, pueden causar irritacion on los ojos, piel y/o en la zona respiratoria. Polvo del manejo en el trituramiento, pulido, cone y/o perforation puede contener materiales silicos, los cuales pueden causar silicosis pulmonar y cancer si son inhalados. En caso de ser ingeridos, mantenerse en temperatura calida, reposar y tomar grandes cantidades de agua. Las cenizas volantes pueden contener amoniaco. La humedad puede causar la liberation del amoniaco. La inhalation del amoniaco puede causar toner, irritacion o Seguridad: quernaduras en la nariz, garganta y pulmones. Acudir inrnediatamente al medico. El riesgo en la salud depende en la duration y el nivel de la exposici6n. Seguridad: Evite el contacto con ojos y contacto prolongado con la pie]. Use guantes, proteccion on los-ojos y-ropa Primeros adecuada para proteccion. Lavese las menos con jab6n suave y agua despues del manejo de materiales. Evite inhalar auxilios: polvos. Si se expone a polvos mas de los limites recomendados, use,prgteccOn respiratori�.. Primeros auxilios: En caso de contacto en los ojos, inmed.iatamente fluya agua en la parte afectada per 1.5 minute Si se inhala polvo, expongase a aire fresco: Si el cemento fresco tiene contacto con sus ojos, lavelos a fondo c, agua. Acuda a atenci6n medica inrnediatamente si la irritacion continua. CEMEX, Memorial Hermann Tower 929 Gessner, Suite .1900 V7 combinado Houston, Texas 77024 02/12 Para mas information visita www.cemexusa.com. 16-JUL-2013 00:43 FROM:SOUTH COAST 7723446042 iJ4 4626443. 'P. 1/1 • fi ll 1"' I V1. .1 773-mal"'i'mF: Puy, IF=Tn 113P —11H ME I , 11,1"Ift PERMW 4p-,z.,t5 —eo6c;L 19MERMONMACrOlto' - ------ PEW CONTROL CONIMA=R.1, mmwkm1gfjr11cd, .,.! A PEST` CONTROL LMMM*L.�;11 W% Abe umftVV44 Mbfl �-md"Ok6m;rw ft bi ,,, ,VMS ANN IV" 4 ""s2/j6 4 .......... ..Ago ii� 451. dwp6w un*umn A I V MPIF Favor srr hp tM IN PhKed an DUNKMERGER engineering &testing, inc. _ " �" _ A Density Test Report Alrerr7Con COMPANY i Project Name: ' Spanish Lakes Country Club Village Address: 60 Flores Del Norte Project Number: PSL-09-3011 (BG 10.2) (BB091011A) Date Tested: 7/11/2013 Technician Initials: JL Client Name: Wynne Building Corporation Permit No: SLC1306-0062 8000 South US 1 #402 Port St. Lucie FL 34953 Report Date: 7/11/2013 Project Manager: Dave Youngstrom Attention: Matthew Wynne Contact Number: (772) 343-9787 Test No. Probe Depth (in) Labokatory, Proctor Field Tests Maximum Dry Density (pcf) Optimum Moisture (%) Dry Density (Pcf) Cone t Resistance (tsf) Moisture (%) Minimum Required Compaction Percent Maximum Density Test Results 1 12 113 12. 108.8 --- 11.6 95 96.3 Pass 2 12 113 12 110.3 --- 8.6 95 97.6 Pass 3 12 113 12." 108.5 --- 8.7 95 96.0 Pass Type of Field Density Test: r ASTM D 1556 ry ASTM D 6938 ASTM D 2937 ,Minimum Required Compaction Based on: r17- AASHTO T-180 (ASTM D 1557) r AASHTO T-99 (ASTM D 698) Nuclear Gauge Info: Gauge No. 23713 Daily Standard Count: Density: 2439 Moisture: 670 Test •Soil'Type Elevation Test Location: 60 Flores,De[Norte, Structural Fill 1 1 0-12 Front of house pad (footing subgrade) 2 1 0-12 Center of house pad (slab subgrade) 3 1 0-12 Back of house pad (footing subgrade) Elevation/Depth Referenced to: 1 Structural Fill 2 Final Grading Fill. 3 Mass Grading Fill 4 Utility Backfill - Sanitary 5 Utility Backfill - Water 6 Utility Backfill - Storm 7 Compacted Subgrade 8 Stabilized Subgrade 9 Base Course 10 Other: F NGVD M SL P— Other: Inches below top of final fill RECEIVED JUL 17 2013' cc: Client ... (1) Wynne Building Corp., B. Bailey (field)... (1) St. Lucie County. Building Department ... (1) David T. Yf t gstl m oyan Zheng, P.E., PhD Senior Pro}lrct anger FL Registration No. 68330 The original of this report was signed and sealed by the registered engineer in accordat rt,�, aith Rule 61CT15-18011, of the Florida Administrative Code. This report is submitted as the confidential property of our client and authorization for publication of statements, conclusion or extracts from or regarding this report is reserved pending our written approval. No other warranties with regard to subsurface exploration, recommendations or design are expressed by this firm. Fort Lauderdale • Port St. Lucie • West Palm Beach Sarasota State of Florida Board of Professional Engineers Authorization No. 6870 877.643.6832 3011 (10.2) Progress Repoitxls PR 44 JOSEPH E. SMITH, CLERK OF m-F CIRCUIT COUR711' - SAINT LUCIE COUNTY FILE # 3841010 OR BOOK 3' PAGE 2037, Rclicorded 06/04/2013 at'18 AM i AFTER RECOROINO•RETURN M. I I PERMIT NUMBER: I / NOTICE OF COMr— The undersigned hereby given notice that improvement will be made to ce Florida statutes the following information is provided in the Notice of cc mr 1. DESCRIPTION OF PROPERTY (Legal description and street adds :ss Country Cluo SUBDIVISION V i 1 1�eBLOCK TRACT_ L East % elf 2. GENERAL DESCRIPTION OF IMPROVEMENT: 1 Y am) 6 3.OWNER INFORMATION:-- a. Name Wv�nno_ntI 1 31 (] b.Address- 8000 S US1, Suite 4021 PSL d. Name and address of fee simple titleholder (if other than owner)__ J ^/ 4. CONTRACTOR'S NAME, ADDRESS AND PHONE NUMBER: _ rJ//�� 8000 S. US1, Suite 402, PSL, EL y /�I 1 5. SURETY'S NAME, ADDRESS AND PHONE NUMBER AND WIN \/ 6. LENDER'S NAME, ADDRESS AND PHONE NUMBER: , _ 7. Persons within the State of Florida designated by Owner upon whom t lot Section 713.13 (1)(a) 7.. Florida Statutes: John Brennen / NAME, ADDRESS AND PHONE NUhLBER: 1 Las Cd S ]. I(,� g. In addition to himself or herself, Owner designates the following tore 713.13 (I)(b), Florida Statutes: f@ NAME, ADDRESS AND PHONE NUMBER: 9. Expiration date of notice of commencement (the expiration date is 1 y[ar specified) Signature of Owncr6r� � Owner's Authorized Otriicer/Director/Partner/Manager Slate of Florida County of St _ T ur_ie' The foregoing instrument was acknowledged before me this By Matthew Lyle Wynne (Name of person) For Wynne Building Cor oration (Name of party on behalf of whom instrument was executed) I �iJRonf`/ fQ.vrl) 166X 1lrJ (Printed Name of Notary Public) (Signature of Under penalties of perjury, I declare that I have read the foregoing belief (section 92.525, Flort Sign re f O er(s) or Owner(s)' Authorized C BY.. —_--:;� Rv av]onom(R.a ding B Thin Sp—G, mor d fur rr,:nrdhyt inh, real property, and in accordance with Chapter 713, TAX FOLIO NUMBER:13 O 1-11 j - 0001- 0 00 -75 )T BLDG UNIT cor•r; nn 1 township 34s Ra_nclie 39E o Turnpike Feeder Roa C. interest in property AMOUNT'. or other documents may be served as provided by =466-1553 a copy of the Lienor's Notice as provided in Section from the date of recording unless a different date is thew Lyle W nne virp-Priesident Name and Provide Signatory's Title/Office ay of 20Z-3 of authority... e.g. Owner, officer, trustee, attorney in fact) Ily Known &"�'or produc t [jjlq&inj tyye of ID: OOWM od1 OWN • sm M RIM • AN Clltill. tom 001, I M . Caeltniuke 0 Fi 010!!O iblic) 'Seal) 'e'(,�tiF loeOMThtagltthtlWt111MM/Alin. that the facts in it are true to the best of my knowledge and r/Manager who signed above: STATE OF FLO.RIOA unto MIN WYN��r Spanish Lakes Communities Division Port Saint Lucie June 17, 2013 BUILDING CORPORATVA 8000 South U.S. #1 Suite 402 Port St. Lucie, FL 34952 To: St. Lucie County Building Department Attn: Permitting and/or Plan Review Re: 60 Flores Del Norte Permit # 1306-0062 To Whom It May Concern: Miami Division Miami In regards to the above permit, the mobile home that was located on the lot was moved to our Spanish Lakes One park. If you have any questions I can be reached at (772) 878-5513. Matthew Lyle Wynne - V.P. Telephones: Port Saint Lucie (772) 878-5513 Miami (305) 235-3175 � r ' 06/10 CORRECTION LIST Code No. DESCRIPTION Section -2- NOTE: Entries to this Plan Review Record that require a field check or Inspection of the Installation must be coordinated with the Inspection phase (R109) of the project. BUILDING PLANNING (Chapter 3) DESIGN CRITERIA [Table R301.2(1)] 0 Ik, Two-family dwelling separation (R302.3) Floor live load (Table R301.5) 5' psf .✓ nwallinn unit nenetrations (R302.4) Roof live load (Table R301.6) Ground snow load Basic wind speed psf psf mph Wind exposure category (R301.2.1.4) High wind design criteria appli� (R301.2.1.1) Seismic design category (SDC) [Figure R301.2(2)] N A SDC C&D provisions (R301.2.2) Weathering Frost line depth Termite area d✓ Decay area Winter design temperature Ice barrier underlayment required Flood hazards ✓ FIRE-RESISTANT CONSTRUCTION (R302) c/ Exterior walls (R302.1, Table R302.1) Townhouse separation (R302.2) Continuity and structural independence (13302.2.1, R302.2.4) Parapets and construction (R302.2.2, R302.2.3) ROOM PLANNING REQUIREMENTS (R303 through R305) Dwelling/garage opening/penetration protec- tion (R302.5) Dwelling/garage fire separation (R302.6) Under -stair protection (R302.7) Wall and ceiling finishes (R302.9) Flame spread index (R302.9.1) Smoke -developed index (R302.9.2) Testing (R302.9.3, R302.9.4) Insulation (R302.10) Flame spread/smoke-developed (R302.10.1, R302.10.2) Cellulose loose -fill and exposed attic insulation (R302.10.3, R302.10.4) Testing (R302.10.5) L' Fireblocking (R302.11) ✓ Draftstopping (R302.12) ✓ Combustible insulation clearance (R302.13) Use Area ft2 Width Average ceilin t Minimum ceilin t Natural* light Natural ventilation* Living 120 7'-0" 7'-0" 5'-0" 8% floor area 4% floor area Dining 70 7'-0" 7'4" 5'-0" 8% floor area 4% floor area Kitchen N.A. N.A. 7'-0" 5'-0" 8% floor area 4% floor area Bedroom 70 7'-0" 7'-0" 5'-0" 8% floor area 4% floor area Bathroom N.A. N.A 7'-0" 5'-0" 1 3 square feet I 11/2square feet * See Sections R303.1 & R303.3 for mechanical ventilation and artificial light t 6'-8' min. at plumbing fixtures and for non -habitable basements. Required heating (R303.8) SANITATION (R306 and R307) ✓ Water closet Lavatory Tub or shower Kitchen area with sink V" Sanitary sewer (Chapter 30) Private disposal (Appendix 1) GLAZING (R308) Identification (R308.1) Louvered windows or jalousies (R308.2) if Human impact loads/hazardous locations (R308.3, R308.4) _�(kSkylights and sloped glazing (R308.6) -3- BUILDING PLANNING (cont'd.) GARAGES AND CARPORTS (R309) Floor surface noncombustible; sloped floor (R309.1) APT -Carport: open two sides; noncombustible / floors; sloped floor (R309.2) ✓ Automatic garage door opener (R309.4) EMERGENCY ESCAPE AND RESCUE OPENINGS (R310) Where required (R310.1) Areas, height, width, operations (R310.1.1 - R310.1.4) ife Window wells (R310.2) ✓ Bars, grilles, covers and screens (R310.4) Under decks and porches (R310.5) MEANSOF EGRESS (R311) / General (R311.1) 6✓Egress door (R311.2) Landings at exterior doors (R311.3 - / R311.3.3) Vertical egress (R311.4) Construction and attachment (R311.5) Hallways (R311.6) Stairway width, headroom, walkline (R311.7.1 - R311.7.3) Stairway treads, risers profiles (R311.7.4 - R311.7.4.3) Stairway landings and walking surfaces (R311.7.5, R311.7.6) All/ Handrails required (R311.7.7) I Handrail height, continuity, grip -size A/ -" (R311.7.7.1 - R311.7.7.3) les F� Stairway illumination (R303.6, R311.7.8) Special stairways (R311.7.9) ` Ramp slope, landings, handrails (R311.8) GUARDS (R312) /> Required for open -sided surfaces, stairs, ramps and landings > 30" above floor/grade (R312.1) Height - 36" (R312.2) l Opening limitations (R312.3) AUTOMATIC FIRE SPRINKLER SYSTEMS (R313) Townhouses (R313.1) One- and two-family dwellings (R313.2) SMOKE�LARMS (R314) V//, Referenced standards (R314.1, R314.2) ✓Location and interconnection (R314.3) ✓/ Power source (R314.4) CARBOIjI- MONOXIDE ALARMS (R315) New construction (R315.1) Existing construction (R315.2) •� Referenced standard (R315.3) FOA, PLASTIC (R302.8, R316) �p1lj Labeling (R316.2) Surface burning, thermal barrier, specific approval (R316.3 - R316.7) DECAY AND TERMITE PROTECTION (R317/and R318) t/ Protection required (Table R301.2(1), R317.1, 318.1) WJA___�Quality mark (R317.2 and R318.1.1) SITE P�'DRESS (R319) yam/ Address numbers (R319.1) ACQE SIBILITY (R320) tj Type B dwelling units applicable (R320.1) ELEV TORS/PLATFORM LIFTS (R321) Referenced standards (R321.1- R321.3) FLOOD -RESISTANT CONSTRUCTION (R322) `-� General (R322.1) 4WHazard area and requirements (R301.2.4, I l 309.3, R322.2, R322.3) (V Design professional (R322.3.6) STOFIM §HELTERS (R323) General and referenced standard (R323.1) -4- FOUNDATIONS (Ch pter 4) 7FEete, 02) Concrete foundation walls (R404.1.2) foundations (R402.1) Wall height, unbalanced backfill, nominal thickness (Tables R404.1.2(2) - compressive strength (R402.2) R404.1.2(8), R404.1.5.21 Horizontal and vertical reinforcement size and spacing (Tables R404.1.2(1) - R404.1.2(8), 03.1) R404.1.2.2, R404.1.2.3.7] Stay -in -place forms (R404.1.2.3.6.1) nimum; footing SDC C and D provisions (R404.1.2.4, <_ footing R404.1.4) Height above finished grade (R404.1.6) 1.2, R403.1.3 Sill plate size (R404.3) 12„ minimum; Precast concrete foundation walls (R404.5) r frost pro- Drains required if habitable or usable spaces 403.1.4.1 and AAtt are below grade* (R405) lV Soil class (Table R405.1) sonry = 1/2" di - of less than 7 Dampproofing if basements are below grade " embedment (R406.1) tVW Waterproofing if high water table* (R406.2) 403.1.7) * If uninhabitable, see Under -Floor Space (R408) FOOT_ I S (R403) Soil bearing value (R401.4, R4 �ooting width (see page 5) Footing edge thickness = 6" mi projection = 2" minimum, but / thickness (R403.1.1) Footings in SDC C or D (R403. and R403.1.6.1) Depth below (outside) grade = but below frost line except fo ected footings.(R403.1.4, R R403.1.4.2) Sill plate bolting in concrete/ma ameter bolts, within 12" but n olt diameters from corner, 7 N (R403.1.6) Footings adjacent to slopes (R Frost protected shallow foundations (R403.3) Footings for precast concrete foundation (R403.4) FOUNDATION WALLS (R404 - R406) Masonry foundation walls (R404.1.1) Wall height, unbalanced backfill, nominal thickness (Tables R404.1.1(1) - R404.1.1(4), R404.1.5.1] Reinforcement size and spacing [Tables R404.1.1(2) - R404.1.1(4)] COL!"Protection (R407) , from decay or corrosion (R407.1 and R407.2) Structural requirements (R407.3) Anchorage (R407.3) IlIf Wood columns (minimum 4" square) (R407.3) AJSteel columns (minimum 3" diameter, Sched- ule 40 pipe) (R407.3) TABLE R403.1 AAI�IICAI IAA 1A IIATV nc nnhlrDG'TC DRFracT OR MASONRY FOOTINGS (inchesla IMIMMIU111 VV1 111 v1 vv��v���•.-, •••••-•-•--------- - -- --- LOAD -BEARING VALUE OF SOIL sf �_�1,�500 2,000 3,000 >_ 4,000 Conventional IN ht—frame construction 1 -story 12 12 12 12 2-story 15 12 12 12 3-story 23 17 12 12 4-inch brick veneer over light frame or 8-inch hollow concrete masonry 1 -story 12 12. 12 12 2-story 21 16 12 12 3-story 32 24 16 12 8-Inch solid or f 11V grouted masonry 1 -story 16 12 12 12 2-story 29 21 14 12 3-story 42 32 21 16 For SI: 1 inch = 25.4 mm, 1 pound per square foot = 0.0479 kPa a. Where minimum footing width is 12 inches, a single wythe of solid or fully grouted 12-inch nominal concrete masonry units is permitted. -5- UNDER -FLOOR SPACE (R408) JA Ventilation (R408.1 and R408.2) Unvented crawl space (R408.3) IV W Access (R408.4) FOUNDATIONS (cont'd.) Removal of debris (R408.5) Finished grade (R408.6) :VkkFlood resistance (R408.7) FLOORS (Chapter 5) WOO JOISTS AND GIRDERS (R502) Species and grade (R502.1) Joists — Sleeping areas, LL = 30 psf [Table R502.3.1(1)] Joists — Nonsleeping areas, LL = 40 psf [Table R502.3.1(2)] Cantilevered joists [Tables R502.3.3(1) and R502.3.3(2)] Girder spans and header spans for exterior bearing walls [Table R502.5(1)] Girder spans and header spans for interior bearing walls [Table R502.5(2)] Joists under bearing partitions (R502.4) Bearing (1.5" minimum on wood or metal; 3" on masonry or concrete) and lapped joists (3") (R502.6, R502.6.1) Lateral restraint and bridging (R502.7, R502.7.1) Drilling and notching (R502.8) Fastening (R502.9) Framing of openings (R502.10) trusses (R502.11) Draftstopping (R502.12) LUM ER FLOOR SHEATHING (R503.1) Allowable span (Table R503.1) End joints (R503.1.1) WOOP STRUCTURAL PANEL SHEATHING (R503.2) Grade (R503.2.1) Thickness (R503.2.1) Allowable spans (Tables R503.2.1.1(1) and / R503.2.1.1(2)] I� Installation [Table 602.3(1)] PAR CLEBOARD UNDERLAYMENT (R503.3) Grade (R503.3.1) Thickness (R503.3.2) Installation [Table R602.3(1)] THE ED-WOOD FLOORS (ON GROUND) (R504) PitBase course: 4" thick with maximum 3/4' gravel or'/2" crushed stone (R504.2.1) Moisture barrier: placed over base course (R504.2.2) Materials (R504.3) STEE FLOOR FRAMING (R505) Cold -formed steel; applicability limits; in -line framing'(R505.1) Structural framing (R505.2) Material (R505.2.1) Identification (R505.2.2) Corrosion protection (R505.2.3) Fastening (R505.2.4) Floor construction (R505.3) CON,CR�E FLOORS (ON GROUND) (R506) Thickness: 3'/2" minimum; Concrete strength (R506.1) Support: prepared subgrade; maximum earth fill =.8"; maximum sand or gravel fill = 24" �R506.2.1) se course: 4" graded with 2" maximum aggregate (R506.2.2) �apor retarder (R506.2.3) Reinforcement support (R506.2.4) 51 ram. WALL CONSTRUCTION (Chapter 6) GENERA (R601) �D✓ esign (R601.2) Component and cladding wind loads [Table R301.2(2)] Vapor retarders (R601.3) WOODrCONSTRUCTION (R602) Construction (Figures R602.3(1) and R602.3(2)] Stud grade (R602.2) Exterior walls (R602.3) Stud spacing [R602.3.1, Table R602.3(5)] Interior load -bearing walls (R602.4) Interior nonbearing walls: 2" x 3" at 24" O.C. or 2" x 4" flat at 16" o.c. (R602.5) Drilling and notching —studs (R602.6) Drilling and notching —top plate (R602.6.1) Headers (Tables R502.5(1), R502.5(2), R602.7.2 and Figure R602.7.21 Fireblocking (R602.8, R302.11) Cripple walls (R602.9) Wall bracing, braced wall lines, lengths, connections, support and joints (R602.10, R602.10.1, R602.10.3, R602.10.6 - R602.10.8) Bracing based on wind speed [Table R602.10.1.2(1)] Bracing based on SDC [Table R602.10.1.2(2)] Intermittent bracing methods (R602.10.2, Table R602.10.2) Continuous sheathing (R602.10.4, R602.10.5) Bracing for SDC C and D (R602.10.1.4.1, R602.10.1.5, R602.11) Wall bracing for stone and masonry veneer (R602.12) STE L WALL FRAMING (R603) General (R603.1) Structural framing (R603.2) Opf Material (R603.2.1) Identification (R603.2.2) Corrosion protection (R603.2.3) Fastening (R603.2.4) Wall construction (R603.3 - R603.5) Headers (R603.6) Studs, tracks and structural sheathing (R603.7 - R603.9) SHEQ HING (R604 and R605) I Wood structural panels (R604) Particleboard (R605) MASONRYYONSTRUCTION (R606 - R610) General design (R606) VZS C C and D (R606.12) Unit masonry (R607) —4a Multiple wythe masonry (R608) ✓ Grouted masonry (R609) Glass unit masonry (R610) EXTERIOR CONCRETE WALL CONSTRUCTION (R611) °' Applicability (R611.2) Concrete wall systems (R611.3) WW'Stay-in-place forms (R611.4) LZ Materials, construction details (R611.5 - R611.10) EXTERIO WINDOWS & DOORS (R612) General; window sills; performance; testing and labeling (R612) STRUCTURAL INSULATED PANEL WALL CONSTRUCTION (R613) 911 Applicability (R613.2) N Materials (R613.3) Wall panels, construction details (R613.4 - R613.10) -7- WALL COVERING (Chapter 7) INTE I R WALL COVERING (R702) Wood shakes and shingles (R703.5) Plaster material (R702.2) Exterior plaster (R703.6) Plaster support (R702.2.3) :wRStone & masonry veneer (R703.7 & Figure G sum board material R702.3.1 R703.7); Steel angle lintels-4" minimum YP ( ) bearing each end (R703.7.3) �Gypsum board support, application and A Veneer ties: #9 U.S. gage wire or #22 U.S. / fastening (R702.3.2 - R702.3.8). gage by'/e" corrugated metal; 24" o.c. �/ eramic tile (R702.4) maximum horizontal spacing; 2.67 square feet maximum area supported (wind > 30 psf --V,cther finishes (R702.5 and R702.6) and SDC C or D, maximum area = 2 square EXTERIOR WALL COVERING (R703) feet} (R703.7.4.1) Water -resistive barrier (R703.2) lashing (R703.7.5 and R703.8) Wood siding (R703.3) Exterior insulation and finish systems (R703.9) ,i Fiber cement siding (R703.10) . / � Attachment and minimum thickness 111 (Table R703.4) �evinyl siding (R703.11) ROOF -CEILING CONSTRUCTION (Chapter 8) GENER (R801) Design (R801.2 and R801.3) _Component and cladding wind loads [Table R301.2(2)] ROOF FRAMING (R802) V/ Fire -retardant -treated wood (R802.1.3) Framing details (R802.3) Rafter tie (R802.3.1) Collar ties (4' o.c., in upper third of attic) Purlins (2" x 4" at 4' o.c. minimum) (Figure R802.5.1, R802.5.1) t�► /'' Bearing (R802.6) Cutting and notching (R802.7) 1V Engineered wood products (R802.7.2) Lateral support and bridging (R802.8) Framing of openings (R802.9) /Wood trusses (R802.10) Roof tie -down (R802.11) CEILING�JOISTS [Tables R802.4(1), R802.4(2)] ithout attic storage, LL = 10psf With attic storage LL = 20psf Spacing �pecies C3rade Span 111�size RAFT RS [Tables R802.5.1(1) - R802.5.1(8)] Ground snow load/LL = 20psf ff Controlling design (LL or snow) Ceiling not attached/ceiling attached Spacing %—/S ecies Grade pan /Size :'V He/HR; Adjustment factor RO7��rade EATHING (R803.2) � / Thickness FRTW allowable stresses/grading Allowable spans [Table R503.2.1.1(1)] Installation (R803.2.3) M ROOF -CEILING CONSTRUCTION (cont'd.) STEE ROOF FRAMING (R804) V AKA General (R804.1) Structural framing (R804.2) Material (R804.2.1) Identification (R804.2.2) Corrosion protection'(R804.2.3) Fastening (R804.2.4) " Roof construction (R804.3) tZ Roof tie -down (R804.3.9) ROOF VENTILATION (R806) Ventilation requirements (R806.1 - R806.4) ATTIC ACCESS (R807) Access requirements (807.1) ROOF ASSEMBLIES (Chapter 9) ROOF CLASSIFICATION (R902) V/ Roof covering materials (R902.1) WEATHEF3,PROTECTION (R903) s/s/ shing (R903.2) �1ping (R903.3) ZC;eof drainage (R903.4) Hail exposure (R903.5) -MATERIA (R904) Compatibility; specifications; physical characteristics; identification (R904.2 - R904.4) REQUIR ENTS FOR ROOF COVERINGS (R905) �sphalt shingles (R905.2) lay and concrete the (R905.3) Metal roof shingles (R905.4) 11'�_Mineral-surfaced roll roofing (R905:5) Slate and slate -type shingles (R905.6) Wood shingles (R905.7) Wood shakes (R905.8) Built-up roofs (R905.9) Metal roof panels (R905.10) Modified bitumen roofing (R905.11) Thermoset single -ply roofing (R905.12) Thermoplastic single -ply roofing (R905.13) Sprayed polyurethane foam roofing (R905.14) Liquid -applied coatings (R905.15) RO, INSULATION (R906) l�V( General (R906.1) RERp{O�FING (R907) (AI Materials and methods (R907.1) Structural support (R907.2) Recover vs replace (R907.3) CHIMNEYS AND FIREPLACES (Chapter 10) MAS NRY FIREPLACES (R1001) Construction (Figure R1001.1 and Table R1001.1)_44 _ SDC D reinforcinglanchorage (R1001.3 and R1001.4) Firebox walls and dimensions (R1001.5 and R1001.6) Steel fireplace units (R1001.5.1) Lintel (noncombustible) (R1001.7) Ai Hearth extension material (R1001.9) Hearth extension (R9001.10) Af Fireplace clearance (R1001.11) Fireblocking (R1001.12) MASS `NARY CHIMNEYS (R1003) Construction (Table R1001.1, R1003.2, R1003.3, and Figure R1001.1) Corbeling (R1003.5) In CHIMNEYS AND FIREPLACES (cont°d.) Changes in dimension (R1003.6) u Chimney clearance (R1003.18) Additional load (R1003.8) Fireblocking (R1003.19) Termination (R1003.9) Chimney crickets (R1003.20) Spark arrestors (R1003.9.1) Wall thickness; >_ 4" (R1003.10) Flue lining - material/installation (R1003.11 and R1003.12) Multiple flues (R1003.13) Flue area (appliance) (R1003.14) Flue area (masonry fireplace) (R1003.15) Inlet (R1003.16) Cleanout opening (R1003.17) FACTORY -BUILT FIREPLACES (R1004) Listed and labeled (R1004.1) jv Installation (R1004.2) FACT RY-BUILT CHIMNEYS (R1005) Listed and labeled (R1005.1) �11 A— Installation (R1005.3 and R1005.4) EXT,EF,IOR AIR SUPPLY (R1006) Intake size (R1006.2, R1006.4) ENERGY EFFICIENCY* (Chapter 11) = Compliance; material and equipment /(N1101.Z, N1101.3) Climate zone (Table N1101.2) *See energy conservation plan review record v Building envelope (N1102) Mechanical systems (N1103) MECHANICAL (Chapters 12-23) Appliance labeling (M1302, M1303) . Appliance access (M1305, M1401) Appliance installation (M1307) _ Z Heating and cooling equipment; heating / and cooling load calculations (Chapter 14) Exhaust systems (Chapter 15) /Duct systems (Chapter 16) v Combustion air (Chapter 17) Application (G2401.1) General regulations (G2404) Appliance location (G2406) . Air requirements (G2407) Installation (G2408) Chimney and vent location and terminations (Chapter 10 and Chapter 18) Special fuel -burning equipment (Chapter 19) 0 Boilers/water heaters (Chapter 20) Hydronic piping (Chapter 21) piping and storage systems (Chapter 22) TSpecial systems (Chapter 23) /�ySolar rJ Penetrations of fire -resistance rated assem- blies (R302.4, R302.5) FUEL GAS (Chapter 24) W/ G— Clearances (G2409) �T Electrical and electrical bonding (G2410, G2411) Pipe sizing (G2413) Piping materials (G2414) -10- FUEL GAS (cont'd) P�f Piping installation (G2415 and G2419) KI 14 Venting (G2426 - G2429) Piping support (G2418 and G2424) Misc appliances (G2423, G2425, G2430 - Valves, controls, connections (G2420, G2421 G2453) and G2422) PLUMBING (Chapters 25-33) Water service location and depth (P2603, P2604) Sanitary and storm sewer location and depth (P2603, P2604) Piping support (Table P2605.1) Listed plastic materials (P2608) Plumbing fixtures (Chapter 27) Water heater size and location (Chapter 28) Water supply and distribution system design and calculations (Chapter 29) &___Dwelling unit fire sprinkler systems (P2904) NFPA 131) system (P2904.1) Temperature rating (P2904.2.1, P2904.2.2) Freezing protection (P2904.2.3) Sprinkler coverage (P2904.2.4) Piping materials (P2904.3) AIWFlow rates (P2904.4.1, P2904.4.2) Water supply capacity (P2904.5.2) Pipe sizing (P2904.6) v Drain, waste and vent pipe sizing and riser diagram (P3004, P3005, Chapter 31) Sumps and ejectors (P3007) Backwater valves (P3008) Fixture traps (P3201) %/ Storm drainage (Chapter 33) Penetrations of fire -resistance rated assem- blies (R302.4, R302.5) ELECTRICAL (Chapters 34-43) Wiring methods (Chapter 38) v Penetrations of fire -resistance rated assem- blies (E3402.2) / Required lighting and receptacle outlets E3903) Listed and labeled materials (E3403) / (E3901, V Service equipment and location (E3405, Ground -fault and arc -fault circuit interrupter protection (E3902) E3601, E3606) fixtures 40) Service size and load calculations (E3602) Devices and lighting (Chapter 41) Available fault current (E3606) System grounding (E3607) ,�/ Appliance installation (Chapter I " e—-Swimming pools (Chapter 42) Required branch circuits (E3703) WA-6—ass 2 remote -control, signaling and power -lim- ited circuits (Chapter 43) Feeder requirements and load calculations (E3704) MANUFACTURED HOUSING USED AS DWELLINGS (Appendix E) Provisions adopted (R102.5) Compliance with Appendix E verified -11- 1 RADON CONTROL MEASURES (Appendix F) provisions adopted (R102.5) `/Compliance with Appendix F verified SWIMMING POOLS, SPAS AND HOT TUBS (Appendix G) Provisions adopted (R102.5) Compliance with Appendix G verified PATIO COVERS (Appendix H) N "Q Provisions adopted (R102.5) Compliance with Appendix H verified PRIVATE SEWAGE DISPOSAL (Appendix 1) Provisions adopted (R102.5) e"� Compliance with Appendix I verified EXISTING BUILDINGS AND STRUCTURES (Appendix J) Provisions adopted (R102.5) ompliance with Appendix J verified SOUND TRANSMISSION (Appendix K) Provisions adopted (R102.5) Compliance with Appendix K verified HOME DAY CARE—R-3 OCCUPANCY (Appendix M) IAProvisions'adopted (R102.5) --- Compliance with Appendix M verified -12- r- �� St. Lucie County Building -& Zoning 2300 Virginia Ave 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 Property Tax ID #) It is understood that if there is any change of status regarding the participation of any of the sub -contractors listed below, I will immediately advise•the Building and Zoning Department of St. Lucie County. Trade, Name of Company/Contractor St. Lucie County/ State of Florida License Number' Electrical S & W Electric, Inc. 2045 ER0009416 Plumbing Lindquist Plumbing & Supply Co. 19150 CFC057672 HVAC/ Comfbrt Control of St. Lucie 8288 Mechanical CACO24379 Roofing Treasure Coast Roofings LLC l C] /I G it r-��-�-- I � I Cf RC29027087. Gas PERMIT I C)Otp I ISSUE DATE: NUMBER: L ST. LUCIE COUNTY PUBLIC WORKS BUILDING & ZONING DEPARTMENT F�O. BUILDING PERMIT SUB -CONTRACTOR AGREEMENT St. Lucie County Contractor Certification Number: State of Florida Certification Number (If applicable): SE le e ,-C , =r�C . have agreed to be the (Company Name/Individual Name) e le C f rt: b,(l ca l sub -contractor for I% ynam� co(p- (Type of Trade) (Primary Contractor) for the project located at (Project Street Address or Property Tax ID #) .W.. 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 personally filing a Change of Contractor notice. (Form: SLCCDV No. 004-00) BUSINESS QUALIFIER (Name of the Individual shown on the Contractor's License) ORIGINAL SIGNATURES ARE REQUIRED r *1_4 �SIGNATURE PRINT NAMEDATE Business Name: -S -4- i l C5 I Address: 2501 LLe'P_ OJ • � Pr 06& City/State/Zip: e4- ",' C_Q /, 1 ��—� ), Phone: % -7a — �(24 — (p `flo to email: OFFICE USE ONLY: PERMIT # ISSUE DATE G ST. LUCIE COUNTY PUBLIC --WORKS BUILDING & ZONING DEPARTMENT �OR10 BUILDING PERMIT SUB -CONTRACTOR AGREEMENT St. Lucie County Contractor Certification Number: 8 288 State of Florida Certification Number (If applicable): S-A C 0 9 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) (Primary Contractor) for the project located at (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 personally filing a Change of Contractor notice. (Form: SLCCDV No. 004-00) BUSINESS QUALIFIER (Name of the Individual shown on the Contractor's License) ORIGINAL SIGNATURES ARE REQUIRED Address: City/State/Zip: Phone: OFFICE USE ONLY: Barry Zimmerman PRINT NAME DATE Control of St. Lucie County, Inc. •1 1 PERMIT # ISSUE DATE 4w, COUNT E R I D A PLANNING & DEVELOPMENT SERVICES DEPARTMENT BUILDING & CODE REGULATIONS DIVISION BUILDING PERMIT SUB -CONTRACTOR AGREEMENT St. Lucie County Contractor Certification Number: 26901 State of Florida Certification Number (If applicable): CFC 1428458 Lindquist Plumbing have agreed to be the (Company Name/Individual Name) Plumbing sub -contractor for Wynne Development Corp. (Type of Trade) (Primary Contractor) for the project located at o� �� 6S-59, . (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 personally filing a Change of Contractor notice. (Form: SLCCDV No. 004-00) BUSINESS QUALIFIER (Name of the Individual shown on the Contractor's License) ORIGINAL SIGNATURES ARE REQUIRED SIGNATURE Business Name: Address: City/State/Zip: Phone: Wade Case PRINT NAME Lindquist Plumbing & Supply co Inc. _ 3185 Sneed Road Fort Pierce, Fl. 34945 461-1969 email: lindquistplumbing@ymail.com nrFrPr TT.QU nNT .V PERMIT # ISSUE DATE ST. LUCIE COUNTY PUBLIC WORKS . BUILDING & ZONING DEPARTMENT F<ORI�P . BUILDING PERMIT SUB -CONTRACTOR AGREEMENT St. Lucie County Contractor Certification Number: 19496 State of Florida Certification Number (If applicable): RC 2 9 0 2 7 0 8 7 have agreed to be the (Company Name/Individual ame) Roofing sub-contractorfor Wynne Development Corp. (Type of Trade) (Primary Contractor) for the project located at U D ���S--e S��Q� (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 personally filing a Change of Contractor notice. (Form: SLCCDV No. 004-00) BUSINESS QUALIFIER (Name of the Individual shown on the Contractor's License) ORIGINAL SIGNATURES ARE REQUIRED za=;l Axl_ Brian Maloney SIGNA PRINT NAME DATE Business Name: Treasure Coast Roofing, LLC Address: 1816 SW B i l t m o S t City/State/Zip: Port St . ' Lucie, FL. 34984 .Phone: (772) 343-8308 email: OFFICE USE ONLY: PERMIT # ISSUE DATE 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:�p'pi-eS�R� #1301 111 0001 non 9- Fa-t s of Section 1 i-nwn-;hiID 34 Range 39E, (Tax ID/Legal description/Address)lying N&W of Turnpike Feeder for which I have applied to St. Lucie County for a Final Development Permit. 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 drainage so that the immediate community WILL NOT be adversely affected. I further acknowledge that in granting this permit for the development of this property, St. Lucie County is neither obliged nor liable to provide'for, or maintain in any form, adequate drainage off my property which Will not adversely affect the immediate community. Property Owner Name Praperty vurLe S'gna[ure Date STATE OF FLORIDA. COUNTY OF S t T,U 2 i P ACKNOWLEDGED BEFORE ME THIS as DAY OF // /T7 20 3 BY OOA7 EIS GYLE W YNN6' WHO IS PERSONALLY KNOWN TO ME OR WHO HAS PRODUCED SIGNATURE OF OTARY NOTARY PUBLIC TITLE IDENTIFICATION. ,rTSr! A) TYPE OR PRINT NAME OF NOTARY tf�i �C aa� 000THY AN BASKIN Not" Palle - State of of ftwak • My COM. Expiry OM 2, 2010 aS Comm "lon N Ff 016M nib• �� BOtldld 1IN0Ypli NMM�Wy Aqn (SEAL) sj f fi Planning & Development Services Building & Code Regulation Division ® 2300 Virginia Ave ' Fort Pierce, FL 34982 772-462-2172 Fax 772-462-6443 CERTIFICATE OF TERMITE TREATMENT CONSTRUCTION SOIL TREATMENT PERMIT #:_ 13D f, - ®oka JOB ADDRESS: k) f llorP_ 5 Dei NorV' R BUILDER/CONTRACTOR: PEST CONTROL CONTRACTOR: PEST CONTROL LICENSE #:� We, the undersigned, hereby certify that we have,pretreated the above described construction for subterranean termites in accordance with the standards of the National Pest Control Association. Square feet if area treated: Ov S 0 'jic Chemicals used: d�c,F,el ✓1 P Percentage of solution: �� Total gallons used: %sf7 Date of Treatment: _% (- 4-0 Footing 1' Treatment Re -Treat Driveway 1st Treatment Re-Trea Other �o a ui "4 99Sr Tr at n Re -Treat Time of Treatment: / / Slab I" Treatment Re -Treat Pools 1 t Treatment Re -Treat ,Perimeter for Final Inspection Si nature o Exterminator Note: There must be a completed form for each required treatment or re -treatment and this form must be on the job site to be picked up by the inspector at time of each inspection or the scheduled inspection will fail and a -re-inspection fee charged. i FBC104.2.6 Certificate of Protective Treatment for prevention of termites A weather resistantjobsite posting board shall be provided to receive duplicate Treatment Certificates as each required protective treatment is completed, providing a copy for the person the permit is issued to and another copy for the building permit Ales The Treatment Certificate shall provide the product used, identity of the applicator, time and date of the treatment, site location, area treated, chemical used, percent concentration and number of gallons used, to establish a verifiable record of protective treatment. If the soil chemical barrier method for termite prevention is used, final exterior treatment shall be completed prior to final building approval, St Lucie County requires for the final inspection for CO, a Permanent Sticker to be placed on the electrical panel box cover, listing all the treatments and dates of applications. -?�tqs 1 MIN. SETBACK REG, IONI2c) DES IP: YR SIDES IC. ...ate.•- / e .�- .���� .. ^ . r��.f �t .�,� j FORM 405-10 �-LORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION r' -Florida Department of Business and Professional Regulation - Residential Performance Method Project Name: WYNNE CARLTON 70'III Street: („� z'�5 ��� k)Z j p City, State, Zip: P RT ST. LU IE , FL , 34983 ` Owner: Design Location: FL, Fort Pierce Builder Name: WYNNE Permit Office: Permit Number: Jurisdiction: 1. New construction or existing New (From Plans) 9. Wall Types (1788.5 sqft.) Insulation Area 2. Single family or multiple family Single-family a. Concrete Block - Int Insul, Exterior R=5.0 1788.50 ft2 3. Number of units, if multiple family 1 b. N/A c. N/A R= ft2 R= ft2 4. Number of Bedrooms 3 d. N/A R= ft2 5. Is this a worst case? No 10. Ceiling Types (1720.0 sqft.) Insulation Area a. Under Attic (Vented) R=30.0 1720.00 ft2 6. Conditioned floor area above grade (ft2) 1720 b. N/A R= ft2 Conditioned floor area below grade (ft2) 0 °• N/A R= ft2 7. Windows(118.5 sqft.) Description Area 11. Ducts a. Sup: Attic, Ret: Attic, AH: Attic R ft2 6 176 a. U-Factor: Sgl, U=1.30 118.50 ft2 SHGC: SHGC=0.50 b. U-Factor: N/A ft2 12. Cooling systems kBtu/hr Efficiency SHGC: a. Central Unit 41.5 SEER:15.00 c. U-Factor: N/A ft2 SHGC: 13. Heating systems kBtu/hr Efficiency d. U-Factor: N/A ft2 a. Electric Heat Pump 41.5 HSPF:8.70 SHGC: Area Weighted Average Overhang Depth: 0.624 ft. Area Weighted Average SHGC: 0.500 14. Hot water systems 8. ,4°oor Types (1720.1 sqft.) Insulation Area a. Electric Cap: 40 gallons a. Slab -On -Grade Edge Insulation R=0.0 1720.10 ft2 b. Conservation features EF: 0.900 b. N/A R= ft2 None c. N/A R= ft2 15. Credits None Glass/Floor Area: 0.069 Total Proposed Modified' Loads: 30.18 PASS Total Standard Reference Loads: 39.33 I hereby certify that the plans and specifications covered by this calculation are in compliance with the Florida Energy Code. PREPAR Qr¢Y; w DATE:, I hereby certify that this buil mg, as desi i m compliance with the Florida Energi/,Code. /��� OWNER/ ENT - DATE: Review of the plans and specifications covered by this calculation indicates compliance with the Flo 'da Energy Code. Before nstruction is completed this ilding will be inspected for pliance with Section 553.908 Florida Statutes. BUILDING OFFICIAL: 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 EnergyGauge® USA - FlaRes2010 Section 405.4.1 Compliant Software Page 1 of 5 PROJECT f itle: 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 ft' N N CEILING # Ceiling Type Space R-Value Area Framing Frac Truss Type 1 Under Attic (Vented) Main 30 1720 ft' 0.1 Wood 7/30/2012 4:20 PM EnergyGauge® USA - FlaRes2010 Section 405.4.1 Compliant Software Page 2 of 5 WALLS A Ornt Adjacent In Wall Type 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 ft2 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 Area Ft In Ft In 1 E Wood Main None 0.6 3 0 7 0 21 ft2 2 Wood Main None 0.39 3 0 7 0 16.25 ft2 WINDOWS Orientation shown is the entered, Proposed orientation. V Wall Overhang # Ornt ID Frame Panes NFRC U-Factor SHGC Area Depth Separation Int Shade Screening 1 N 1 Metal Single (Tinted) Yes 1.3 0.5 24 ft2. 0 ft 6 in 0 ft 0 in None None 2 E 3 Metal Single (Tinted) Yes 1.3 0.5 20 ft2 1 ft 0 in 0 ft 6 in None None 3 S 4 Metal Single (Tinted) Yes 1.3 0.5 12 ft2 1 ft 0 in 0 ft 6 in None None 4 W 5 Metal Single (Tinted) Yes 1.3 0.5 30 ft2 1 ft 0 in 0 ft 6'in None None 5 W 5 Metal Single (Tinted) Yes 1.3 0.5 32.5 ft2 0 ft 0 in 0 ft 0 in None None GARAGE # Floor Area Ceiling Area Exposed Wall Perimeter Avg. Wall Height Exposed Wall Insulation 1 382.8 ft2 382.8 ft' 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 cfm 0.8 1 sys#1 7/30/2012 4:20 PM EnergyGauge® USA - FlaRes2010 Section 405.4.1 Compliant Software Page 3 of 5 HOT WATER SYSTEM # +F1 System Type SubType Location EF Cap Use SetPnt Conservation - 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 ft' DUCTS / --- Supply --- -- Return --- Air Percent HVAC # �/ # Location R-Value Area Location Area Leakage Type Handler CFM 25 Leakage QN RLF Heat Cool 1 Attic 6 176 ft2 Attic 130 ftZ Default Leakage Attic (Default) (Default) % 1 1 TEMPERATURES Programable Thermostat: N Ceiling Fans: CoolingJan HeatinJan Feb Feb Mar Mar ki Apr Ma X Jun Jul Jun rl Jul Au AugSepOct Se Oct Nov Dec Dec Venting Jan Feb Mar Apr May Jun Jul Aug Sep Oct Xj NNov ov 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 406.4.1 Compliant Software Page 4 of 5 FORM 405-10 Florida Code Compliance Checklist Florida Department of Business and Professional Regulations Residential Whole Building Performance Method ADDRESS: 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 EnergyGaugeO USA - FlaRes2010 Section 405.4.1 Compliant Software Page 5 of 5 ENERGY PERFORMANCE LEVEL (EPL) . DISPLAY CARD ESTIMATED ENERGY PERFORMANCE INDEX* = 77 The lower the EnergyPerformance Index, the more efficient the home. 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 ftz b. N/A R= ft 3. Number of units, if multiple family 1 c. N/A R= ft2 4. Number of Bedrooms 3 d. N/A R= ft2 10. Ceiling Types Insulation Area 5. Is this a worst case? No 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 c. N/A R= ft2 a. U-Factor: Sgl, U=1.30 11. Ducts 118.50 ft2 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 a. Electric Heat Pump 41.5 HSPF:8.70 Area Weighted Average Overhang Depth: 0.624 ft. Area Weighted Average SHGC: 0.500 8. Floor Types Insulation Area 14. Hot water systems Cap: 40 gallons a. Slab -On -Grade Edge Insulation R=0.0 1720.10 ft2 a. Electric EF: 0.9 b. N/A R= ft2 c. N/A b. Conservation features R= ft2 None 15. Credits None I certify that this home has complied with t Florida Energy Efficiency Cod for Building Construction through the above ener ving features which will be ' ailed (or exceeded.) in this home before final inspection. rwise, a ne P D' y Card will be completed based on installed Code comp II re Buflderl Signz ture4�:, Date: Address of New Home: City/FL Zip:7&� "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 e - ro ect Summary Job: P 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 Proaect Information For: CARLTON 70 III BEDROOM, WYNNE BUILDING CORP. PORT ST. LUCIE, FL 34983 Notes: Design Information Weather: Fort Pierce, FL, US 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 Simplified Construction quality Average Fireplaces 0 Heating Coolingg Area (ft2 1720 1720 Volume ('ft3) 14858 14858 Air changes/hour 0.38 0.20 Equiv. AVF (cfm) 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 @ 47'F 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 FX4D N (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. 2012-Aug-02 20:38:19 wrightsoft' Right -Suite® Universal 2012 12.0.04 RSU05864 Page 1 ACCP. E:Mrightsoft HVAC\Wynne Corp\WYNNE CARLTON 70 Ill.rup Calc = MJ8 Front Door faces: W ® Load Short Form 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.com Froject intormation 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 (OF) 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 25H C B 536A30 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 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 cnr_ coon r,7A 4 0aR 9Rd I14\VII ilk lC2 aI&T a4o �1­ Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. 2012-Aug-02 20:38:19 �6 wrightsoft' Right -Suited Universal 2012 12.0.04 RSU05864 Page 1 ACE:\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 Aron nno-70 7070n fZn 11Rrl IVIAL-D 114U ccvry cut .1-1 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 2 ACCA EAWrightsoft HVAC\Wynne Corp\WYNNE CARLTON 70 Ill.rup Calc = MJ8 Front Door faces: W -- wrightsoft' Right-J® Worksheet Enure 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 ft' 102.0 ft' Ty Construction U-value Or HTM Area M Load Area (ft� 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 Val 12C-Osw 0.091 n 2.55 2.18 591 579 1474 1264 0 0 0 0 I- 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 �j 12C-Osw 0.091 a 2.55 2.18 156 115 293 251 48 27 69 59 11 �G 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 W 12C-Osw 0.091 s 2.55 2.18 449 443 1128 967 0 0 0 0 -G 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 Dc2ow 0.570 w 15.96 59.58 30 2 479 1788 0 0 0 0 Lt1 4A5-2omd 0.770 w 21.56 47.10 33 0 701 1531 0. 0 0 0 P 12B-Obw 0.097 - 2.72 0.85 248 232 629 198 124 124 337 106 " 11D0 0.390 n 10.92 11.31 16 16 177 184 0 0 0 0 C 16A-30mi 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 0 25 0 b) Room ventilation 0 0 13 Intemal gains: Occupants @ 230 2 460 0 0 0 Appliances/other 36001 1 Subtotal (lines 6 to 13) 17435 18569 1138 769 Less external load 0 0 0 0 0 0 Less transfer 0 0 0 0 0 0 Redistribution 17435 18569 1138 769 14 15 Subtotal Duct loads 25% 28% 4298 5276 16% 18% 183 135 Total room load 21733 23945 1321 904 Air required (cfm) 11180 1180 72 45 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. _ 2012-Aug-02 2 -Pk- Right -Suite® Universal 2012 12.0.04 RSU05864 Page 1 �� 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. ISM SF RILTMORE 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 LAUNDRY KITCHEN 2 Exposed wall 7.5 ft 8.0 ft heat/cool 0 ft 8.0 ft heat/cool 3 4 Room height Room dimensions 7.0 x 7.5 ft 1.0 x 144.0 ft 5 Room area 52.5 ft' 144.0 W Ty Construction U-value Or HTM Area M Load Area (ft� Load number (Btuh/ft'--°F) (Btuhfftj or perimeter (ft) (Btuh) or perimeter (ft) (Btuh) Heat Cool Gross NIP/S Heat Cool Gross N/P/S Heat Cool 6 W 12C-Osw 0.091 n 2.55 2.18 0 0 0 0 0 0 0 0 0 C 1 D-c2om 0.870 n 24.36 27.10 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 0 VV 12C-Osw 0.091 a 2.55 2.18 0 0 0 0 0 0 0 11 ILA IA-rlob 1.080 a 30.24 48.10 0 0 0 0 0 0 0 D 11J0 0.600 a 16.80 17.40 0 0 0 0 0 0 0 0 12C-Osw 0.091 s 2.55 2.18 60 60 153 131 0 0 0 0 W T-G IA-rlom 1.270 s 35.56 26.39 0 0 0 0 0 0 0 0 0 12C-Osw 0.091 w 2.55 2.18 0 0 0 0 0 0 0 0 1 D-c2ow 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 P 1213-0bw 0.097 - 2.72 0.85 56 40 108 34 68 68 185 58 i---D 11DO 0.390 n 10.92 11.31 16 16 177 184 0 0 0 0 16A-30ml 0.032 0:90 2.32 53 53 4T 122 144 144 129 334 C 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 0 0 b) Room ventilation 0 0 13 Internal gains: Occupants @ 230 0 0 12001 0 0 2400 Appliances/other Subtotal (lines 6 to 13) 846 1651 314 2708 Less external load 0 0 0 0 0 0 Less transfer 0 0 0 0 0 0, Redistribution 846 1651 314 2708 14 15 Subtotal Duct loads 16% 18% 136 291 16% 18% 501 477 Total roam load 982 1942 364 20 3185 158 Air required (cfm) 53 96 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. tftsoft' 9 2012-Aug-02 20:38:19 a . wri 9 Ri ht-Suite® Universal 2012 12.0.04 RSU05864 Page 2 14' Cl` E:\Wrightsoft HVAC\Wynne Corp\WYNNE CARLTON 70 Ill.rup Calc = MJ8 Front Door faces: W - wrightsoft' Right-M) 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 2 3 4 5 Room name Exposed wall Room height Room dimensions Room area MS BATH 8.0 ft 8.0 ft heat/cool 7.0 x 8.0 ft 56.0 ft' MS CLOSET 0 ft 6.0 ft heat/cool 7.0 x 9.0 ft 63.0 W Ty Construction number U-value (Btuh/ft' °F) Or HTM (Btuh/ft� Area (M or perimeter (ft) Load (Btuh) Area M or perimeter (ft) Load (Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 11 VV �G W �j �G L-D 12C-Osw 1 D-c2om 13A-5ocs 12C-Osw 1A-r1ob 11.10 12C-Osw 1A-r1om 12C-Osw D-c2ow 4AS-2omd 12B-Obw 11DO 16A-30ml 22A-tpm 0.091 0.870 0.125 0.091 1.080 0.600 0.091 1.270 0.091 0.570 0.770 0.097 0.390 0.032 1.180 n n n a a a s s w w w - n 2.55 24.36 3.50 2.55 30.24 16.80 2.55 35.56 2.55 15.96 21.56 2.72 10.92 0.90 33.04 2.18 27.10 2.22 2.18 48.10 17.40 2.18 26.39 2.18 59.58 47.10 0.85 11.31 2.32 0.00 0 0 0 0 0 0 64 6 0 0 0 0 0 56 56 0 0 0 0 0 0 58 6 0 0 0 0 0 56 8 0 0 0 0 0 0 148 213 0 0 0 0 0 50 264 0 0 0 0. 0 0 127 158 0 0 0 0 0 130, 0 0 0 0 0 0 0 0 0 0 0 0 0 0 63 63 0 0 0 0 0 0 0 0 0 0 0 0 0 63 0 0 0 0 0 0 0 0 0 0 0 0 0 0 56 0 0 0 0 0 0 0 0 0 0 0 0 0 0 146 0 W W II-- E21 P L-D C F 6 c) AED excursion -13 -4 Envelope loss/gain 676 401 56 142 12 a) Infiltration b) Room ventilation 120 0 34 0 0 0 0 0 13 Intemal gains: Occupants @ 230 Appliances/other 0 0 0 0 0 0 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 32% 42% 0 0 0 56 18 0 0 0 142 60 Total room load Air required (cfm) 924 50 500 25 1 74 4 202 10 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. �- wrightsoft° 2012-Aug-02 20:ge 3 Right-SuRe® Universal 2012 12.0.04 RSU05864 Page 3 ACON E:\Wrightsoft HVAC\Wynne Corp\WYNNE CARLTON 70 Ill.rup Calc = MJ8 Front Door faces: W a wrightsoft° Right-J® Works heet Enure House COMFORT CONTROL OF SLC, INC. 1501 SE aii TMORE 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 BDRM HALL 0 ft 2 3 Exposed wall Room height 49.0 ft 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 ft' 22.5 ftz Ty Construction U-value Or HTM Area (ft� Load Area (ft� Load number (Btuh/ftk'F) (Btu ft� or perimeter (ft) (Btuh) or perimeter (ft) (Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 UJ 12C-0sw 0.091 n 2.55 2.18 81 81 206 176 A 0 0 0 0 -- IG 1 D-c2om 0.870 n 24.36 27.10 0 0 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 0 0 12C-Osw 0.091 a 2.55 2.18 0 0 0 0 0 0 11 1A-r1ob 1.080 a 30.24 48.10 0 0 0 0 0 0 0 0 0 D 11J0 12C-Osw 0.600 0.091 a s 16.80 2.55 17.40 2.18 0 217 0 217 0 552 473 0 0 0 0 t-G 1A-r1om 1.270 s 35.56 26.39 0 0 0 0 0 0 0 0 0 0 0 W 12C-0sw 0.091 w 2.55 2.18 119 89 227 194 0 0 D-c2ow 0.570 w 15.96 59.58 30 2 479 1788 0 0 0 0 Ij1 4A5-2omd 0.770 w 21.56 47.10 0 0 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 0 1-D 11 DO 0.390 n 10.92 11.31 0 0 0 0 16A-30ml 0.032 0.90 2.32 305 305 273 706 23 23 20 52 C F 22A-tpm 1.180 33.04 0.00 305 49 1619 0 23 0 0 0 6 c) AED excursion 855 1 -2 Envelope loss/gain 3355 4193 20 51 12 a) Infiltration 783 221 0 0 0 0 b) Room ventilation 0 0 13 Internal gains: Occupants @ 230 0 0 0 0 0 Appliances/other 0 Subtotal (lines 6 to 13) 4138 4414 1 20 51 Less external load 0 0 0 0 0 0 0 0 Less transfer 0 0 0 0 Redistribution 4138 4414 20 51 14 15 Subtotal Duct loads 32% 42°/, 1305 1874 32% 42% 6 2 1 Total room load 5443 6287 27 11 72 4 Air required (cfm) 296 3111 1 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. ,.1 . wri htsoft" 2012-Aug-02 20:38:19 _ -' 9 Right -Suite® Universal 2012 12.0.04 RSU05864 Page 4 ACC. E:\Wrightsoft HVAC\Wynne Corp\WYNNE CARLTON 70 Ill.rup Cale = M.18 Front Door faces: W - wrightsoft9 Right-J® Worksheet Entire House COMFORT CONTROL OF SLC, INC. 1501 SE RILTMORE 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 8.0 ft heat/cool 40.5 ft 8.0 ft heat/cool 3 4 Room height Room dimensions 9.0 x 5.0 ft 1.0 x 193.5 ft 5 Room area 45.0 ft2 193.5 ft2 Ty Construction U-value Or HTM Area M Load Area (ft� Load number (Btuh/ft2- °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 W 12C-0sw 0.091 n 2.55 2.18 40 40 102 87 108. 108 275 236 L� I D-c2om 0.870 n 24.36 27.10 0. 0 0 0 0 0 0 0 W 13A-50cs 0.125 n 3.50 2.22 0 0 0 0 0 0 0 0 12C-Osw 0.091 , e 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 2& 1 605 962 D 11J0 0:600 a 16.80 17.40 0 0 0 0 0 0 0. 0 �I 12C-Osw 0.091 s 2.55 2.18 0 0 0 0 108 108 275 236 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 0 ^ 1 D-c2ow 0.570 w 15.96 59.58 .0 0 0 0 00 0 Lc� 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 0 L-D 11 DO 0.390 n 10.92 11.31 0 0 0 0 0 0 0 16A-30ml 0.032 0.90 2.32 45 45 40 104 194 194 173 449 C 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 75 21 609 0 172 0 b) Room ventilation 0 0 13 Internal gains: Occupants @ 230 0 0 0 0 0 Appliances/other 0 Subtotal (lines 6 to 13) 383 1 207 3500 2197 Less external load 0 0 0 0 0 0 Less transfer 0 0 0 0 0 0 Redistribution 383 207 3500 2197 14 15 Subtotal Duct loads 32% 420/6 121 88 32% 42% 1104 933 Total room load 503 294 4604 3130 Air required (cfm) 27 15 250 155 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. Wrii htsc3ft° g 2012-Aug-02 20:38:19 9 Ri ht-SuRe® Universal 2012 12.0.04 RSU05864 Page 5 14� 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 2 3 4 5 Room name Exposed wall Room height Room dimensions Room area CLOSET 2.5 ft 8.0 ft heat/cool 9.0 x 2.5 ft 22.5 ft2 BDRM 3 14.0 ft 8.0 ft heat/cool 13.5 x 14.0 ft 189.0 ft2 Ty Construction number U-value (Btuh/ft2-°F) Or HTM (Btuh/ft2) Area (ft� or perimeter (ft) Load (Btuh) Area (ft2) or perimeter (ft) Load (Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 1tV W �j �D 12C-0sw 1 D-c2om 13A-5ocs 12C-Osw 1A-r1ob 11.10 12C-Osw IA-rlom 12C-Osw 1 D-c2ow 4A5-2omd 12B-Obw 11 DO 16A-30mi 22A-tpm 0.091 0.870 0.125 0.091 1.080 0.600 0.091 1.270 0.091 0.'570 0.770 0.097 0,390 0.032 1.180 n n n a a a s s w w w - n 2.55 24.36 3.50 2.55 30.24 16.80 2.55 35.56 2.55 15.96 21.56 2.72 10.92 0.90 33.04 2.18 27.10 2.22 2.18 48.10 17.40 2.18 26.39 2.18 59.58 47.10 0.85 11.31 2.32 0.00 0 .6 20 0 0 0 0 0 0 0 0- 0 0 23 23 0 0 20 0 0 0 0 0 0 0 0 0 0 23 3 0 0 70 0 0 0 0 0 0 0 0 0 0 - 20 83 0 0 44 01 0 0 0 0 01 0 0: 0 0 52 0 112 12 0 0 01 0 0 0 0 0 0 0 0 189 189 100 0 0 0 0 0 0 0 0 0 0 0 0 189 14 255 292 0 0 0 0 0 0 0 0 0 0 0 169 463 218 325 0 0 0 0 0 0 0 0 0 0 0 438 0 Wi I-G W IjI --v P I-D C F 6 c) AED excursion -3 -31 Envelope loss/gain 1 173 93 1179 951 12 a) Infiltration b) Room ventilation 38 0 11 0 211 0 59 0 13 Intemal gains: Occupants @ 230 Appliances/other 0 0 0 0 0 0 Subtotal (lines 6 to 13) 210 104 1390 1010 14 15 Less external load Less transfer Redistribution Subtotal Duct loads 32% 42% 0 0 0 210 66 0 0 0 104 44 32% 42% 0 0 0 1390 438 0 0 0 1010 429 Total room load Air required (cfm) 277 15 148 7 1828 99 1439 71 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. 2012-Aug-02 2 4 wrightsoft' Right -Suite® Universal 2012 12.0.04 RSU05864 Page 6 .40CA EAWrightsoft HVAC\Wynne Corp\WYNNE CARLTON 70 Ill.rup Calc = MJ8 Front Door faces: W -Id- wrightsoft° Right-J® Worksheet Entire House COMFORT CONTROL OF SLC, INC. s01 SF aii TMORE 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 ft' Ty Construction U-value Or HTM Area (ftj Load Area Load number (Btuh/ft' °F) (Btuh/ft� or perimeter (ft) (Btuh) or perimeter Heat Cool Gross N/PIS Heat Cool Gross N/P/S Heat Cool 6 VV 12C-Osw 0.091 n 2.55 2.18 250 250 637 546 G 1 Dc2om 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 12C-Osw 0.091 a 2.55 2.18 0 01 0 0 11 ti 1A-r1ob 1.080 a 30.24 48.10 .0 0 0 0, 11,10 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 T-G 1A-rlom 1.270 s 35.56 26.39 0 0 0 0 W 12C-Osw 0.091 w 2.55 2.18 206 173 442 378 �---G 1 Dc2ow 0.570 . w 15.96 59.58 0 0 0, 0 ' �- l 14A5-2omd 0.770 w 21.56 47.10 33 0 701 1531 P 1213-Obw 0.097 - 2.72 0.85 0 0 0 0 LD 11 DO 0.390 n 10.92 11.31 0 0 0 0 C 16A-30ml 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 1 3786 4180 12 a) Infiltration 857 242 b) Room ventilation 0 0 13 Intemal 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 4643 0 4882 14 15 Subtotal Duct loads 16% 18% 745 859 Total room load 5388 5741 -Air required (cfm) 1 293 284 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wri htsoft° 9 2012-Aug-02 20:38:19 9 Ri ht-Suite® Universal 2012 12.0.04 RSU05864 Page 7 .4C'Ck E:\Wrightsoft HVAC\Wynne Corp\WYNNE CARLTON 70 Ill.rup Calc = 10J8 Front.Door faces: W w J MiTek® Lumber design values are in accordance with ANSI/TPI 1-2007 section 6.3 These truss designs rely on lumber values established by others: RE: ml 1324 - 70' Carlton Elev D MiTek USA, Inc. Site Information: T66904 Parke East Blvd. Customer Info: WYNNE BUILDING CORPORATIN Project Name: 70' CARLTON, EL'D�33600de1115 Lot/Block: Subdivision: MM Address: N/A 0 py� City: ST LUCIE State: FL Name Address and License # of Structural Engineer of R or s one, for the building. Name: License #: Address: City: State: General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2010/TP12007 Design Program: MiTek 20/20 7.3 Wind Code: ASCE 7-10 Wind Speed: 165 mph Floor Load: N/A psf Roof Load: 32.0 psf This package includes 25 individual, dated Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61 G15-31.003 section 5 of the Florida Board of Professional En ineers Rules. 9 No. Seal# Truss Name Date No. Seal# Truss Name Date 1 T4465549 Al 7/19/012 18 T4465566 JB 7/19/012 12 IT4465550 IA2 17/19/012119 IT4465567 IJC 17/19/0121 13 . IT4465551 IA3 17/19/012120 IT4465568 1KJ5 17/19/0121 14 I T4465552 I A4 17/19/012 121 I T4465569 I KJ7 17/19/012 I 15 I T4465553 I A5 17/19/012 122 I T4465570 I KJA 1 7/19/012 I 16 I T4465554 I A6 17/19/012 123 I T4465571 I KJB 17/19/012 I 17 IT4465555 IA 17/19/012 124 I T4465572 I MV2 17/19/012 I 18 IT4465556 I B 17/191012 125 I T4465573 I MV4 17/19/012 J 19 I T4465557 I BH7 1 7/19/012 I I 110 I T4465558 I GRA 17/19/012 Ill IT4465559 IGRB I7119/012I 112 I T4465560 I GRC 17/19/012 I 113 I T4465561 I J 1 17/19/012 I 1.14' IT4465562 IJ3 17/19/0121 115 I T4465563 I J5 17/19/012 I 116 I T4465564 I J7 17/19/012 I 117 I T4465565 I JA 17/19/012 I 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, 2013. NOTE: The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer, per ANSI/TPI-1 Sec. 2. v% QUIN 8182 r � r -0 * cr• 0 :.•• STATE OF : 4u/10 FL Cert. 6634 July 19,2012 Velez, Joaquin 1 of 1 ti Job Truss Truss Type City Ply Elev D ' �70'Carfton T4465549 M11324 Al SPECIAL 9 1 Job Reference (optional) ,Chambers Truss Inc., Fort Pierce Ff. 34982 Run: 7.340 s Feb 24 2012 Print: 7.350 s Apr 23 2012 MiTek Industries, Ina Thu Jul 1914:23:28 2012 Page 1 ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-00fuPvTsx37LftJkLeBeaOSE0_FZJsPyicBgHPywUhT 1-0-0 7.8-0 13-7 8 17-0-0 23-11-12 26-9-10 35-M 6-0 -0-0 7-8-0 5-11 8 3-10 8 6-5-12 2-9-14 8-2-6 0-0 4.00 12 5x6 = 4x4 = 14 13 48 2x3 II 5x12 = 2.00 12 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/TP12007 LUMBER TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 `Except' 6-12: 2x4 SP M 30 Scale = 1:59.2 CSI DEFL in floc) I/defl L/d PLATES GRIP TC 0.86 Vert(LL) 0.76 12 >539 360 MT20 244/190 BC 0.83 Vert(TL) -1.30 12-13 >317 240 MT18HS 244/190 WB 0.54 Horz(TL) 0.39 10 n/a n/a (Matrix) Weight: 158 lb FT = 0% REACTIONS (lb/size) 2=1021/0-8-0 (min. 0-1-8), 10=1023/0-8-0 (min. 0-1-8) Max Horz 2=214(LC 7) Max Uplift 2=-837(LC 8), 10=-837(LC 8) Max Grav 2=1171(LC 2). 10=1171(LC 2) BRACING TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 4-0-1 oc bracing. WEBS 1 Row at midpt 6-12 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=-2741/1788, 3-4=-2154/1460, 4-5=-2097/1474, 5-6=-2129/1561, 6-7=4406/2927, 7-8=4337/2831, 8-9=-4384/2824, 9-10=-4785/3126 BOT CHORD 2-14=-1581/2528, 13-14=-1581/2528, 13-15=-1023/1828, 15-16=-1018/1832, 12-16=-1017/1840, 10-12=-2876/4512 WEBS 3-13=-660/465, 5-13=-270/242, 6-13=-269/464, 6-12=-1740/2753, 7-12=-255/250, 9-12=-411/377 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; 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 = 5.0psf. 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 17 FL Cert. 6634 July 19,2012 ® WARNING - Verify design parameters and READ NOTES ON 7711S Ar/D INCLUDED MI7EK REPERENCE PAGE MI-74?a BEFORE USE 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 general guidance regarding MiTek 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 available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610-4115 If Southern Pine (SP or SPp) lumber is specified, the design values are those effective 06101012 by ALSC or proposed by SPIB. Job Truss Truss Type Qty Ply 7o' Carlton Elev D T4465550 M11324 A2 SPECIAL 1 1 Job Reference (optional) u:namoers i russ inc., ron rierce ri. s4vuz Run: 7.340 s Feb 24 2012 Print: 7.350 s Apr 23 2012 MiTek Industries, Inc. Thu Jul 19 14:23:29 2012 Page 1 ID:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-UCCGdFUUiNFBH 1 uwvMft6D?P60ZN2Ew5xGwEprywUhS 1-0 7-8-0 13-7-8 17-0-0 18-0- 23-11-12 26-9-10 35-0-0 6-0 -0-0 7.8 0 5-11-8 3-0-8 -" 5-11-12 2-9-14 8-2-6 -0-0 �2 d 4.00 12 4x4 % 45 4x4 = 17 16 3x4 = 4x8 ZZ 2x3 II 6x12 = 3x5 = 2.00 12 Scale = 1:61.1 6 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/TP12007 CSI TC 0.86 BC 0.86 WB 0.85 (Matrix) DEFL in (loc) l/defl Ud Vert(LL) 0.77 13 >535 360 Vert(TL) -1.19 11-13 >346 240 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 cc 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=98610-8-0 (min. 0-1-8), 11=98610-8-0 (min. 0-1-8) Max Horz 2=208(LC 7) Max Uplift 2=-837(LC 8). 11=-837(LC 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=1998/1418, 6-7=1880/1382, 7-8=-2020/1398, 8-9=-4320/2828, 9-10=-4367/2820, 10-11=-4777/3131 BOT CHORD 2-17=-1580/2532, 16-17=1580/2532, 15-16=1174/2004, 14-15=-1013/1855, 13-14=-2503/4174,11-13=-2881/4502 WEBS 3-16=-684/465, 5-15=-286/192, 6-15=-379/503, 7-14=-242/436, 8-14=-2497/1604, 8-13=-955/1626, 10-13=-423/388 NOTES ,,`IIII11111////�,, U I N V F4 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; 165mph (3-second Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=45ft; L=50ft; eave=6ft; Cat. II; Exp `��, PQ4i E N gust) ♦♦♦ ,�.•'�t✓ S+'•.`�.40 ••10, C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 ♦ •' V F 3) Provide adequate drainage to prevent water ponding. N 68182 •• 4) All plates are MT20 plates unless otherwise indicated. * 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. "0 ; 7) Bearing at joint(s) 11 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity �} T F �• (V of bearing surface. O 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 1j '.'C Q �.' ♦♦ �.0 10l._\ joint 11. 9) "Semi -rigid including heels" Member end fixity model in the design this truss. �♦ pitchbreaks was used analysis and of N LOAD CASE(S) Standard 1111111 FL Cert. 6634 July 19,2012 ®WARMNG-Verfydesignparametersand READ N07ESONTHIS AND INCLUDEDMI7EKREPERENCEPAGB.W1-7473BEFOREUSE, �� 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 responsibility 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 BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610-4115 If Southem Pine (SP or SPp) lumber is specified, the design values are those effective 0610112012 by ALSC or proposed by Split. Job Truss Truss Type Qly Ply 70' Cadton Elev D T4465551 M11324 A3 SPECIAL 1 1 Job Reference (optional) unamoers I ass Inc., Ton Tierce Fi. 34982 Run: 7.340 s Feb 24 2012 Print 7.350 s Apr23 2012 MiTek Industries, Inc. Thu Jul 19 14:23:29 2012 Page 1 ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-UCCGdFU UiNFBH 1 uwvMft6D?RgOZV2H75xGwEprywUhS 1-0 8-0-1 15-0-0 20-0-0 23-11-12 26-9-10 35-0-0 6-0 -0-0 8-0-1 6-11-15 5-0-0 3-11-12 2-9-14 8-2-6 -0-0 Scale = 1:61.1 N1 O 4.00 12 4x5 % 4x4 V A A O 4x4 = 15 4xB 2x3 11 5x6 = 2.00 F12 i 8-0-1 13-7-8 20-0-0 23-11-12 3 -0-0 8-0-1 5-7-7 6 4 8 3-11-12 11-0-4 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 FBC2010rrP12007 LUMBER TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 CSI DEFL in (loc) I/defl Ud TC 0.76 Vert(LL) 0.69 12 >601 360 BC 0.85 Vert(TL) -1.14 10-12 >362 240 WB 0.64 Horz(TL) 0.38 10 n/a n/a (Matrix) REACTIONS (lb/size) 2=986/0-8-0 (min. 0-1-8), 10=986/0-8-0 (min. 0-1-8) Max Horz 2=184(LC 7) Max Uplift 2=-837(LC 8), 10=-837(LC 8) Max Grav 2=1171(LC 2), 10=1171(LC 2) PLATES GRIP MT20 244/190 Weight: 159 lb FT = 0% BRACING TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 4-1-13 oc bracing. WEBS 1 Row at midpt 7-13 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=2729/1771, 3-4=-2607/1786, 4-5=-2104/1448, 5-6=-2325/1632, 6-7=2452/1671, 7-8=4322/2786, 8-9=-4610/3101, 9-10=-4722/3088 BOT CHORD 2-15=-1574/2516, 14-15=-157412516, 13-14=1128/1961, 12-13=-2457/4127, 10-12=-2848/4446 WEBS 4-14=-726/513, 5-13=-273/588, 6-13=-306/515, 7-13=2098/1326, 7-12=-938/1575, 8-12=-422/398 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; 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) Plate(s) at joint(s) 12 checked for a plus or minus 2 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 10 considers parallel to grain value using ANSVTPI 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 10. 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard ��U I N V 1 No% QF� i � ,�•��G E N 5'�c•��,,i�i * : N 68182 T OF IIJ ..N AL E?C � % I111111 o FL Cert. 6634 July 19,2012 ® WARNDBG - Verify design parameters and RFAD A107ES ON 7HIS AND INCLUDED bff7EKREFERENCE PAGE b9I.7473 BEFORE USE, 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/TPll Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610-4115 If Southern Pine (SP or SPp) lumber is specified, the design values are those effective 0610V2012 by ALSC or proposed by SPIEL Job Truss Truss Type Qty Ply 70' canton Elev D T4465552 M11324 A4 SPECIAL 1 1 Job Reference (optional) Chambers Truss Inc., Fort Pierce FI. 34982 Run: 7.340 s Feb 24 2012 Print: 7.350 s Apr23 2012 MiTek Industries, Inc. Thu Jul 19 14:23:29 2012 Page 1 ID:_kriGCA6bx7j2Sy1HDXFw7ye3KX-UCCGdFUUiNFBHIuwvMft6D7POOZQ2Hy5xGwEprywUhS 1-0- 7-8-0 13-0-0 22-0-0 23-11-12 26-9-10 35-0-0 6-0- 0% 7-8-0 5�3-0 9-0-0 1-11-12 2-9-14 8-2-0 -0-0 5x10 4.00 12 5x6 = 3x8 5 6 4x4 = 13 5x12 =-..._.... ...._ 4x8 = 2x3 I I 2.00 F12 LOADING (psf) SPACING 2-0-0 CSI TCLL 20.0 Plates Increase 1.25 TC 0.85 TCDL 7.0 Lumber Increase 1.25 BC 0.86 BCLL 0.0 Rep Stress Incr YES WB 0.65 BCDL 5.0 Code FBC20101TP12007 (Matrix) 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 REACTIONS (lb/size) 2=98610-8-0 (min. 0-1-8), 8=986/0-8-0 (min. 0-1-8) Max Horz 2=159(LC 7) Max Uplift 2=-837(LC 8), 8=-837(LC 8) Max Grav 2=1171(LC 2),8=1171(LC 2) Scale = 1:60.1 DEFL in (loc) I/deft Ud PLATES GRIP Vert(LL) 0.70 10 >587 360 MT20 244/190 Vert(TL) -1.14 8-10 >361 240 MT18HS 244/190 Horz(TL) 0.38 8 n/a n/a Weight: 157 lb FT = 0% BRACING TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 4-1-3 oc bracing. WEBS 1 Row at midpt 4-11 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation auide. FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=2731/1777, 3-4=-2167/1493, 4-5=-3002/2033, 5-6=-3105/2070, 6-7=4296/2756, 7-8=4793/3146 BOT CHORD 2-13=-1569/2517, 12-13=-1569/2517, 11-12=1195/2039, 10-11=-2412/4079, 8-10=-2896/4519 WEBS 3-12=-635/420, 4-11=-616/1112,5-11=-266/556, 6-11 =-1 555/939, 6-1 0=-979/1602, 7-10=-537/494 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; 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 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) 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 .,tti 00I N 11 VF * : N 68182 r OF i� %% �/11111111� FL Cert. 6634 July 19,2012 ® WARMNG - Verify design parameters and READ NOTES ON771IS AND INCLUDED 81TTB%REFERENCE PAGE W17473 BEFORE USE. 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 responsiblllity 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/TP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610-4115 If Southern Pine (SP or SPp) lumber is specified, the design values are those effective 0610112012 by ALSC or proposed by SPIB. Job Truss Truss Type Qty Ply 70' Cadton Elev D T4465553 M11324 A5 SPECIAL 1 1 Job Reference (optional) ambers Truss Inc., Fort Pierce FI. 34982 Run: 7.340 s Feb 24 2012 Print: 7.350 s Apr23 2012 MiTek Industries, Inc. Thu Jul 19 14:23:30 2012 Page 1 ID:_kfiiGCA6bx7j2Syl HDXFw7ye3KX-yOmfgbU7TgN2uB S7T3A6fRXZJovOni_F9wgnLlywUhR 1-0 7-10-13 11-0-0 17-11-10 24-0-0 26-8-1 35-0-0 6-0 -0-0 7-10-13 3- 0; 6-11-10 6-0 6 2-8-1 8-3-15 -0-0 4.00 12 5x10 4 13 3x4 = 5 45 14 6 9.z 44 = 12 11 4x8 = 3x4 = 5x6 = 2.00 12 I 11-0-0 13-7-8 23-11-12 35-0-0 1111 27n n e •• n. LOADING (psf) SPACING 2-0-0 CSI TCLL 20.0 Plates Increase 1.25 TC 0.90 TCDL 7.0 Lumber Increase 1.25 BC 0.83 BCLL 0.0 Rep Stress Incr YES WB 0.79 BCDL 5.0 Code FBC2010rrP12007 (Matrix) 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=135(LC 7) Max Uplift 2=-837(LC 8), 8=-837(LC 8) Max Grav 2=1171(LC 2), 8=1171(LC 2) Scale = 1:60.1 DEFL in floc) I/deft Ud PLATES GRIP Vert(LL) 0.74 10 >553 360 MT20 2441190 Vert(TL) -1.21 10-11 >340 240 MT18HS 244/190 Horz(TL) 0.40 8 n/a n/a Weight: 151 lb FT = 0% 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=-2690/1791, 3-4=-2368/1605, 4-13=-2371/1648, 5-13=-2371/1648, 5-14=-4102/2666, 6-14=-4103/2666, 6-7=-4353/2795, 7-8=-4789/3131 BOT CHORD 2-12=-158112480, 11-12=-1307/2219, 10-11=-2041/3253, 8-10=-2881/4516 WEBS 3-12=-407/355, 4-12=-171/357, 4-11=-181/348, 5-11=10961784, 5-10=444/964, 6-10=-748/1211. 7-10=474/436 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; 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 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) 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 1� 1� d 001 N , VF 41.i * : N 68182 :•411 10 ,elf N 1111111 FL Cert. 6634 July 19,2012 WARNING - Verify design parameters and READ N07ES ON 7HIS AND INCLUDED XTEK REFERENCE PAGE 101.7473 BEFORE USE. R 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/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street Suite 312, Alexandria, VA 22314. Tampa, FL 33610-4115 If Southern Pine (SP or SPp) lumber is specked, the design values are those effective 0610MO12 by ALSC or proposed by SPIEL Job Truss Truss Type Qty Ply 70' Carlton Elev D T4465554 M11324 A6 HIP 1 1 .. Job Reference (optional) Chambers I cuss Inc., Fort rlerce N. J496L Run: 7.340 s Feb 24 2012 Print: 7.350 s Apr23 2012 MiTek Industries, Inc. Thu Jul 1914:23:30 2012 Page 1 ID:_kfiiGCA6bx7j2Syl HDXFw7ye3KX-yOmfgbU7TgN2uBS7T3A6fRXa6oxynp7F9wgnLlywUhR 1-0-0 9-0-0 13-8-0 20-2-13 26-0-0 35-0-0 6-0 -0-0 9-0-0 4-8-0 6 6.13 5-9-3 9-0-0 -0-0 4.00 12 5x10 2x3 II 46 = 2x3 II 5x10 ' 16 17 1 5 0 18 19 r Scale = 1:59.2 4x4 = 15 14 13 12 11 10 4x4 = 2x3 11 46 _ 3x4 = 3x4 = 3x6 — 2x3 11 Plate Offsets KY): 12:0-3-10.Edge1, 13:0-5-0.0-2-01, 15:0-3-0.Edge1 17:0-5-0.0-2-01 18:0-3-14 Edgel LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.85 Vert(LL) 0.68 10-12 >373 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.71 Vert(TL) -0.91 10-12 >277 240 BCLL 0.0 Rep Stress Incr YES WB 0.34 Horz(TL) 0.11 8 n/a n/a BCDL 5.0 Code FBC2010/TPI2007 (Matrix) Weight: 142 lb FT = O% 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=822/0-8-0 (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=-108(LC 6) Max Uplift 2=-711(LC 8), 13=-205(LC 8), 8=757(LC 8) Max Grav 2=977(LC 2), 13=352(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=-2023/1306, 3-16=-2313/1626, 16-17=-2313/1626, 4-17=-2313/1626, 4-5=2313/1626, 5-6=2313/1626, 6-18=-2313/1626, 18-19=-2313/1626, 7-19=-2313/1626, 7-8=2287/1477 BOT CHORD 2-15=-1106/1836, 14-15=-1102/1837, 13-14=-1102/1837, 12-13=-1427/2313, 11-12=-1269/2095, 10-11=-1269/2095, 8-10=1268/2087 WEBS 3-13=-387/829, 4-13=-462/352, 6-12=-254/217, 7-12=178/404, 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; 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) Plate(s) at joint(s) 11 checked for a plus or minus 5 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) `This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 711 lb uplift at joint 2, 205 lb uplift at joint 13 and 757 lb uplift at joint 8. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard %iN, ,�� , .•�\G E NSA•. N 68182 :�• T OF 00 •• . ,o P : �� i� ls• ,Q•• ;``1111111101 FL Cert. 6634 July 19,2012 ® wARNING - Verify design parmnetefs and READ ROM ON THIS AND INCLUDED M77EKREFERENCE PAGE iM1.7473 BEFORE USE, 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 responsibNity 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 available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610-4115 If Southern Pine (SP or SPp) lumber is specified, the design values are those effective 0011120112 by ALSC or proposed by SPIEL Truss Truss Type Qty Ply 70' Cadton Elev D M-ob T4465555 324 A COMMON g 1 Job Reference (optional) ibers Truss Inc., Fort Pierce FI. 34982 Run: 73.340 s 4 Feb 24 2012 Print: 7.350 s Apr 23 2012 MiTek Industries, Inc. Thu Jul 19 14:23:28 2012 Page 1 ID: kfiGCA6bx7j2Sy1HDXFw7ye3KX-0OfuPvTsx37LftJkLe8eaOSJ7 KfJspyicBgHPywUhT 1-0-0 8-4-0 12-11-0 17-6-0 22-1-0 26-8-0 35-0-0 6-0 1-0-0 8-0-0 4-7-0 4-7-0 4-7-0 4-7-0 8-4-0 -0-0 4.00 12 4x4 = Scale = 1:58.3 1� d 3x6 % 17 .- 15 "' 14 "' 12 3x6 2x3 II 46 = 3x8 = 2x3 II 3x8 = 4x6 = i 84-0 12-11-0 22-1-0 26-8-0 35-0-0 e_7 n nas LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Ildefl Ud 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 >675 240 BCLL 0.0 Rep Stress Incr YES WB 0.52 Horz(TL) 0.13 10 n/a n/a BCDL 5.0 Code FBC2010/TPI2007 (Matrix) I 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), 10=107910-8-0 (min. 0-1-8) Max Horz 2=211(LC 7) 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 (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2850/1613, 3-4=-2349/1342, 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=-2349/1342, 9-10=-2850/1613 BOT CHORD 2-17=-1408/2627, 16-17=-1408/2627, 15-16=1408/2627, 15-20=-753/1731, 20-21=-753/1731, 14-21=-753/1731, 13-14=-1408/2627, 12-13=-1408/2627, 10-12=-1408/2627 WEBS 6-14=-454/795, 7-14=-251/174, 9-14=-590/440, 6-15=454/796, 5-15=252/174, 3-15=-589/440 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; 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.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tali by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 5.Opsf. 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 ,,►►1111111/��� Oki I N VF N 68182 T OF /IJZ 0 •' �(/ 4-i S C? % //1111111►► FL Cert. 6634 July 19,2012 ® WARNING - Verify design pammineters and READ N07ES ON THIS AND INCLUDED b177EKREPERENCE PAGE Wl-7473 BEFORE USE. 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 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/TPII Quality Criteria, DSB•89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610-4115 If Southern Pine (SP or SPp) lumber is specified, the design values are those effective 0610112012 by ALSC or proposed by SPIB. Job Truss Truss Type Qty Ply 70' Cadton Elev D T4465556 M11324 B COMMON 3 1 1 .Inh Reference lnnlinnall bars Truss Inc., Fort Pierce FI.34982 Run: 7.340 s Feb 24 2012 Print: 7.350 s Apr 23 2012 MiTek Industries, Inc. Thu Jul 1914:23:30 2012 Page 1 ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-yOmfgbU7TgN2uBS7T3A6fRXjXo3ZnttF9wgnLlywUhR -1-0-0 6-11-0 13-10-0 1-0-0 6-11-0 6-11-0 Scale = 1:23.6 4x5 = 3x4 = 2x3 II 3x4 = LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft 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 0.10 Horz(TL) 0.01 4 n/a n/a BCDL 5.0 Code FBC201 O/TPI2007 (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 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 4=35310-8-0 (min. 0-1-8), 2=417/0-8-0 (min. 0-1-8) Max Horz 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; 165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; 13=451ft; 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 001 N 1 'V I i * : N 68182 �-10: T OF : �/� E%%% . FL Cert. 6634 July 19,2012 AWARNING - Venfg design parmneters and READ NOTES oN mrs AND mm=o =TEKREFEPENCE PAGE M I.7473 BEFORE USE. Design valid for use any 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 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/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610-4115 If Southern Pine (SP or SPp) lumber is specified, the design values are those effective 06i0112012 by ALSC or proposed by SPIB. Job Truss Truss Type Qty Ply 70' Cadton Elev D T4465557 M11324 BH7 BOSTON HIP 1 1 Job Reference (optional) Chambers Truss Inc., Fort Pierce FI. 34982 Run: 7.340 s Feb 24 2012 Print: 7.350 s Apr23 2012 MiTek Industries, Inc. Thu Jul 19 14:23:31 2012 Page 1 ID:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-QbK12xVIE_VVWL1 J 1 niLBe4gaCMRWEi00aPKtkywUhQ 14-0-0 21-6-1 1-0-0 7-0-0 11-5-15 1L 15 15-5-15 17-6.0 19$-1 21-0-0 23.6-1 28-0-0 35-0-0 6-0- 1-0-0 7-0-0 4-5-15 2.0-0 0-6- 2-0-1 2-0-1 1-5-15 2-0-0 4-5.15 7-0.0 1-0-0 1-5-15 0-6-1 Scale = 1:61.1 N (+) Top chord must be braced by end jacks, roof diaphragm, or properly connected purlins as shown. 4.00 12 4x5 = 13 15 4x4 = 31 -- 29 28 26 4x4 = 4x5 = 3x4 = 3x8 = 4x6 = 7-0-0 14-0-0 21-0-0 35-M 7-0-0 7-0-0 7-0-0 7-0-0 7-M Plate Offsets MY): i2:0-3-14,Edgelf24:0-3-14.Edgel LOADING (psf) SPACING 2-0-0 CSI DEFL in (too) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.55 Vert(LL) 0.46 28-29 >895 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.44 Vert(TL) -0.62 28-29 >664 240 BCLL 0.0 Rep Stress Incr YES WB 0.51 Horz(TL) 0.14 24 n/a n/a BCDL 5.0 Code FBC2010/TPI2007 (Matrix) Weight: 207 lb FT = O% LUMBER BRACING TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-1-4 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 5-5-15 oc bracing. WEBS 2x4 SP No.3 JOINTS 1 Brace at Jt(s): 9, 17, 14, 5, 21 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 2=98610-8-0 (min. 0-1-8), 24=986/0-8-0 (min. 0-1-8) Max Horz 2=211(LC 7) Max Uplift 2=-837(LC 8), 24=-837(LC 8) Max Grav 2=1171(LC 2), 24=1171(LC 2) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=2794/1817, 3-4=-1007/606, 4-6=-944/614, 6-7=-947/636, 7-10=-933/669, 10-13=-934/712, 13-15=-935/712, 15-18=934/669, 18-20=-947/636, 20-22=-944/614, 22-23=-1006/606, 23-24=-2793/1817, 3-5=-1963/1459, 5-8=-1965/1460, 8-9=-1965/1460, 9-11 =-1 971/1462, 11-12=-197111462, 12-14=-1971/1462, 14-16=-1971/1462, 16-17=-1971/1462, 17-19=-1971/1462, 19-21 =-I 971/1462, 21-23=1970/1461 BOT CHORD 2-31=-161212583, 30-31 =-I 618/2571, 29-30=1618/2571, 28-29=-1805/2859, 27-28=-1618/2570,26-27=-1618/2570,24-26=-1612/2582 WEBS 111111111///// 3-29=-200/346,9-28=-458/464,23-28=-203/360, 13-14=-265/351 NOTES P ��,0• •\DENS''• 1) Unbalanced roof live loads have been considered for this design. �� •• \. F•••• 2) Wind: ASCE 7-10; 165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=45ft; L=50ft; eave=6ft; Cat. II; Exp N 6 $182 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. • ► �p 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 :• T O F :• Z. fit between the bottom chord and any other members. l 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 24. �j \ �.• \ joint 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. �� ��j SS • •'' ��% O 9) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TICw/ 2-10d nails. /// N At 11`�r,� LOAD CASE(S) Standard FL Cert. 6634 July 19,2012 ® WARMNG - Va y design par rietets and READ NOTES ON 77IIS AIYD INCLUDED M =REFERENCE PAGE MI-7473 BEFORE USE, 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 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/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33810-4115 If Southern Pine (SP or SPp) lumber is specified, the design values are those effective 06T0112012 by ALSC or proposed by SPIB. Truss Truss Type Qty Ply 70' Canton Elev D �ab T4465558 1324 GRA SPECIAL 1 1 Job Reference (optional) Chambers Truss Inc., Fort Pierce FI. 34982 Run: 7.340 s Feb 24 2012 Print: 7.350 s Apr 23 2012 MiTek Industries, Inc. Thu Jul 19 14:23:32 2012 Page 1 ID: kfiGCA6bx7j2Sy1HDXFw7ye3M-unuPFHWN7Idm8VcVaUDaksd4abkZFnrXdE9uQAywUhP -1-0-0 4-1.8 5-7-3 8-2-13 9-8-8 13-10-0 14-10-0 1-0-0 ' 4-1-8 1-5-11 2-7-9 1-5-11 4-1-8 1-0-0 , n cb 2.37 12 ,5x6 = 5x6 = 4x4 zzz 13 4 14 15 5 16 6 4x4 3x5 = 2x3 II 2x3 II 2x3 II 2x3 II 3x5 = 4-1-8 5-7-3 8-2-13 9-8-8 13-10-0 4-1-8 1-5-11 2-7-9 1-5-11 4-1-8 Plate Offsets MY): 12:0-2-8.Edgel, 17:0-2-8,Edgel LOADING (psf) SPACING 2-0-0 CSI TCLL 20.0 Plates Increase 1.25 TC 0.21 TCDL 7.0 Lumber Increase 1.25 BC 0.32 BCLL 0.0 ' Rep Stress Incr NO WB 0.07 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) 2=684/0-8-0 (min. 0-1-8), 7=684/0-8-0 (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) Scale = 1:26.2 DEFL in (loc) I/deft L/d PLATES GRIP Vert(LL) 0.10 11 >999 360 MT20 244/190 Vert(TL) -0.12 10-11 >999 240 Horz(TL) 0.03 7 n/a n/a Weight: 53 lb FT = 0% BRACING TOP CHORD Structural wood sheathing directly applied or 5-4-11 oc purlins. BOT CHORD 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. FORCES . (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=1795/1223, 3-13=-1702/1206, 4-13=167911188, 4-14=-1657/1171, 14-15=-1657/1171, 5-15=-1657/1171, 5-16=-1679/1187, 6-16=-170211202, 6-7=-1795/1224 BOT CHORD 2-12=-1104/1646, 12-17=-1104/1655, 11-17=-1104/1655, 10-11=-1098/1657, 10-18=-1103/1655,9-18=-1103/1655,7-9=-1102/1646 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; 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) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 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 Uniform Loads (plf) Vert: 1-3=44, 3-4=-44, 4-5=-44, 5-6=-44, 6-8=-44, 2-7=-10 ♦♦♦�`��pUI N F N 68182 T OF �4/", FL Cert. 6634 July 19,2012 ,anti• Vm jij design parmnefem and READ N07ES ON 771IS AND INCLUDED MEKREFERENCE PAGE M I-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based any 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/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610-4115 If Southern Pine (SP or SPp) lumber is specified, the design values are those effective 0610112012 by ALSC or proposed by SPIB. Job Truss Truss Type Qty Ply 70' Carlton Elev D T4465558 M11324 GRA SPECIAL 1 1 Job Reference (optional) nun: i.J4u s PeD z4 zulz Print: r.;= s Apr Z3 zulz MI I ex Inaustites, Inc. i nu Jul 19 14:23:32 2012 Page 2 ID:_kfiGCA6bx7j2Sy1 HDXFw7ye3M-unuPFHWN?Idm8VcVaUDaksd4abkZFnrXdE9uQAywUhP LOAD CASE(S) Standard Concentrated Loads (Ib) 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(B) 14=-49(B) 15=49(B) 16=-58(B) 17=-15(B) 18=-15(B) FL Cert. 6634 July 19,2012 WARA17NG - Verify design parameters and READ NOTES ON MIS AND INCLUDED M MKRBFERENCE PAGE MII-7473 BEFORE USE. 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 ITS 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 Mirek• 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 available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610-4115 If Southern Pine (SP or SPp) lumber is specified, the design values are those effective g6f01(2012 by ALSC or proposed by SPIEL Job Truss Truss Type Qty Ply 70' Cadton Elev D T4465559 M11324 GRB SPECIAL 1 1 Job Reference (optional) Chambers Truss Inc., Fort Pierce Fl. 34982 Run: 7.340 s Feb 24 2012 Print: 7.350 s Apr23 2012 MiTek Industries, Inc. Thu Jul 19 14:23:33 2012 Page 1 ID: _kfiGCA6bx7j2Syl HDXFw7ye3KX-MzSnTcX?mbldleBi8BkpH39Dd??I_7yhruuRydywUhO 1-0- 5-0-0 10-3-14 15E-0 21-6-0 26-2-0 28-1-0 35-0-0 6-0- -0-0 5-0-0 5-3-14 5-2-2 6-0-0 4 8-0 1-11-0 6-11-0 -0-0 4.00 12 44 3x4 = 3x6 = 2x3 II 2x3 II 4x4 4x4 = Scale = 1:61.2 3x5 = 17 28 29 30 16 31 15 32 33 34 14 3513 12 3x4 = 3x4 = 4x6 = 5x6 = 3x4 = 3x6 = 3x4 = i 5-0-0 15-6-0 21-6-0 28-1-0 35-0 -0 Ito 10-6-0 6-0-0 R_7-n F_� LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 5.0 ,Edgel SPACING 2-0-0 CSI DEFL in floc) I/deft Ud PLATES GRIP Plates Increase 1.25 TC 0.38 Veri -0.34 15-17 >543 360 MT20 244/190 Lumber Increase 1.25 BC 0.64 Vert(TL) -0.61 15-17 >298 240 Rep Stress Incr NO WB 0.52 Horz(TL) 0.03 10 n/a n/a 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 5-5-9 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 guide, 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=-593(LC 8), 15=-829(LC 8), 14=-563(LC 8), 10=-332(LC 8) Max Grav All reactions 250 lb or less at joints) except 2=761(LC 19), 15=1212(LC 2), 14=794(LC 2), 10=414(LC 2) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=1682/1088, 3-18=-1544/1054, 18-19=-1544/1054, 4-19=-1544/1054, 4-20=-301/506, 20-21=-301/506, 5-21=-301/506, 5-22=-301/506, 6-22=-301/506, 6-23=-301/506, 23-24=-301/506, 24-25=-301/506, 7-25=-301/506, 7-26=-301/507, 26-27=301/506, 8-27=-301/506, 8-9=581/302, 9-10=617/278 BOT CHORD 2-17=-940/1540, 17-28=-918/1211, 28-29=-918/1211, 29-30=-918/1211, 16-30=-918/1211, 16-31=-918/1211, 31-32=-918/1211, 15-32=-918/1211, 15-33=-506/424, 33-34=-506/424, 34-35=-506/424, 14-35=-506/424, 13-14=122/548, 12-13=-122/548, 10-12=-158/529 WEBS 3-17=0/300, 4-17=-56/607, 4-15=-1782/1397, 6-15=-497/476, 7-14=-433/409, 8-14=-882/581 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; 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) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 593 lb uplift at joint 2, 829 lb uplift at joint 15, 563 lb uplift at joint 14 and 332 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. 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 lb up at 11-0-12, 101 lb down and 129 Ito 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 lb down at 9-0-12 38 lb down at 11-0-12, 38 lb down at 13-0-12, 38 lb down at 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). �.0 Oki N 1 j�F,.#,O� `%� * : N 68182 T OF �0% 1111111 FL Cert. 6634 July 19,2012 • e design parameters and READ NOTES ON7HIS AND INCLUDED MF.K REFERENCE PAGE 1P11I-7473 BEFORE USE, Design valid for use any 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 responsibiility 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 Crtferla, DSB-89 and BCSI Bullding Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 336104115 If Southem Pine (SP or SPp) lumber is specked, the design values are those effective 06f01/2012 by ALSC or proposed by SPIS. Job Truss Truss Type Qty Ply 70' Carlton Elev D T4465559 M11324 GRB SPECIAL 1 1 Job Reference (optional) Kun: l.S4U s reD 24 2U1L vnnt: /.3DU s Apr 23 2U72 MI I eK mausmes, inc. i nu JUI 19 14:23:33 2012 Page 2 ID:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-MzSnTcX?mbldleBi8BkpH39Dd??I_7yhruuRydywUhO 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(F) 18=-49(F) 19=-49(F) 20=-49(F) 22=-49(F) 23=-49(F) 24=49(F) 25=-49(F) 28=-13(F) 29=-13(F) 30=-13(F) 31=-13(F) 32=13(F) 33=13(F) 34=-13(F) 35=-13(F) FL Cert. 6634 July 19,2012 ® WARMNG • Verify design parameters and READ NOTES ON MIS AND INCLUDED Mf7EKREFERENCE PAGE 01-7473 BEFORE USE, Design valid for use only with M7ek 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 responsibility of the iVliTek� 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 available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610-4115 If Southern Pine (SP or SPp) lumber is specified, the design values are those effective 0011120112 by ALSC or proposed by SPIB. Job Truss Truss Type Qty Ply 70' Cariton Elev D T4465560 M11324 GRC HIP 1 1 Job Reference (optional) Ia b es, nic. i nu Jm is 14:LJ:JJ Lu rage t 7ye3M,SnTID;_kfiGCA6bx7j2Syl HDnFwa X?991dleBi8BkpH394???K2vhruuRydywUh0 13-8-0 20-9-10 8-060 35-0-0 _0-0 6-8-0 7-1-10 2-010-000 77-0 7 7-0-0 60 4.00 12 5x8 = 3x6 II 5x6 WB = 5x8 = 3 16 17 18 194 20 5 21 22 6 23 24 25 26 5x10 7 3x4 = 15 27 28 14 29 13 30 31 32 33 12 34 11 35 35 10 3x6 2x3 II 3x6 = 6x10 = 3x4 = 4x6 = 2x3 II i 7-0-0 13-8-0 20-9-10 28-0-0 35-0-0 Scale = 1:59.2 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.93 Vert(LL) 0.26 10-12 >960 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.60 Vert(TL) -0.38 10-12 >666 240 BCLL 0.0 Rep Stress Incr NO WB 0.85 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 3-9-2 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 5-3-6 oc bracing. WEBS 2x4 SP No.3 'Except* WEBS 1 Row at midpt 3-13, 6-13 4-13: 2x6 SYP No.2, 6-13: 2x4 SP M 30 MiTek recommends that Stabilizers and required cross bracing OTHERS 2x4 SP No.3 be installed during truss erection, in accordance with Stabilizer [installation guide. REACTIONS (lb/size) 2=451/0-8-0 (min. 0-1-8), 13=2641/0-8-0 (min. 0-3-11), 8=1040/0-8-0 (min. 0-1-8) Max Horz 2=84(LC 7) Max Uplift 2=-435(LC 8), 13=-2287(LC 8), 8=-945(LC 8) Max Gram 2=545(LC 19), 13=3128(LC 2), 8=1238(LC 20) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=886/579, 3-16=1058/1548, 16-17=-1058/1548, 17-18=-1058/1549, 18-19=-1058/1549, 4-19=-1058/1549,4-20=-1058/1548,5-20=-1058/1548,5-21=-1058/1548,21-22=-1058/1548, 6-22=-1058/1548, 6-23=2167/1651, 23-24=-2167/1651, 24-25=-2167/1651, 25-26=-2167/1651, 7-26=-2167/1651, 7-8=-2979/2118 BOT CHORD 2-15=-467/781, 15-27=-476/810, 27-28=476/810, 14-28=476/810, 14-29=-476/810, 13-29=-476/810, 13-30=-1490/2167, 30-31 =-1 490/2167, 31-32=-1490/2167, 32-33=-1490/2167, 12-33=-1490/2167, 12-34=-1906/2785, 11-34=1906/2785, 11-35=-1906/2785, 35-36=-1906/2785, 10-36=-1906/2785, 8-10=-1895/2754 WEBS 3-15=-170/559, 3-13=-2479/1776, 4-13=-893/863, 6-13=-3903/2855, 6-12=-22/608, 7-12=-656/438, 7-1 0=-1 81/595 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; 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) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 435 lb uplift at joint 2, 2287 lb uplift at joint 13 and 946 lb uplift at joint 8. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. �%%��,,1111111 Oki IN N 68182 T OF ' 41J • I/IIIIIII�� FL Cert. 6634 July 19,2012 T Verify design parmna. and READ N0TES ON 7NIS AND INCLUDED MIFEICREFEAENCE PAGE NI1-7473 BEFORE USE. 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 ANS1/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street Suite 312, Alexandria, VA 22314. Tampa, Fl. 33610-4115 If Southern Pine (SP or SPp) lumber is specified, the design values are those effective 0610112012 by ALSC or proposed by SPIEL Job Truss Truss Type city Ply 70' Carlton Elev D T4465560 M11324 GRC HIP 1 1 Job Reference (Optional) �n,ai,wma „uaa e , u, r ri- r.. .>tieoc Kun: /.34U s reD 24 2UU rnnC t.30u s Apr 23 zul L MI I eK Inaustnes, Inc. I nu UUI 19 14:23:33 2012 Page 2 ID:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-MzSnTcX?mbldleBi8BkpH394???K_2vhruuRydywUhO NOTES 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 Ib 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(B) 5=-96(B) 7=-156(B) 15=-333(B) 10=-333(B) 16=-96(B) 17=-96(B) 19=-96(B) 20=-96(B) 21=-96(B) 22=-96(B) 23=96(B) 25=-96(B) 26=-96(B) 27=23(B) 28=-23(B) 29=-23(B) 30=23(B) 31=-23(B) 32=-23(B) 33=-23(B) 34=23(13) 35=-23(B) 36=-23(B) %♦111111111/����, QviN v EN" *: N 68182 �-10 T OF E�♦♦ FL Cert. 6634 July 19,2012 A WAMUNG - Vmftj design parameters and READ H07ES ON THIS AND INCLUDED A97EKREFMWNCE PAGE 101-7473 BEFORE USE, 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 Iruss 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 MiT®k� 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 available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandra, VA 22314. Tampa, FL 33610-4116 If Southern Pine (SP or SPp) lumber is specified, the design values are those effective 06191/2012 by ALSC or proposed by SPIB. Job Truss Truss T ype Qty Ply 70' Carlton Elev D T4465561 M11324 J1 MONO TRUSS 6 1 Job Reference (optional) mss Inc., Fort Pierce FI. 34982 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 FBC2010frP12007 LUMBER TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 Run: 7.340 s Feb 24 2012 Print: 7.350 s Apr 23 2012 MiTek Industries, Inc. Thu Jul 19 14:23:34 2012 Page 1 ID:_kfiGCA6bx7j2Sy1 HDXFw7ye3KK-gAO9gyXdXvlUNomuivF2pHiREPUnjiMg4Ye7U3ywUhN 1-0-0 3x4 = A d CSI DEFL in (loc) I/defl L/d PLATES GRIP TC 0.14 Vert(LL) -0.00 2 >999 360 MT20 2441190 BC 0.01 Vert(TL) -0.00 2 >999 240 WB 0.00 Horz(TL) -0.00 3 n/a n/a (Matrix) Weight: 5 lb FT = 0% 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=-B(LC 2) Max Grav 2=120(LC 2), 4=14(LC 3), 3=32(LC 10) 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. 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; 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 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 Scale = 1:6.0 lit, IN 1j�F .� OP• • �c� �. i N 68182 T OF 41J 0 ss N AL EG %� tillll11"t FL Cert. 6634 July 19,2012 ® WARAMG - Verifij design paraneeters and READ No7ES ON 711IS AND INCLUDED M MKREPERENCE PAGE i141I-7473 BEFORE USE, 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 responsibility 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/TPll Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610.4115 If Southern Pine (SP or SPp) lumber is specified, the design values are those effective 06101/2012 by ALSC or proposed by SPIB. Job Truss Truss Type ty Ply 70' Carlton Elev D IQ T4465562 M11324 J3 MONO TRUSS 6 1 Job Reference (optional) e i iu— mu., ruii Fieruu Fi. 34962 stun: 1.340 s Feb 24 2012 Pnnt: 7.350 s Apr 23 2012 MiTek Industries, Inc. Thu Jul 19 14:23:34 2012 Page 1 ID:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-gAO9gyXdXvtUNomuivF2pHiQ9PTIjiMg4Ye?U3ywUhN 1-0-0 3-0-0 1-0-0 3-0-0 3x4 = LOADING (psf) SPACING 2-0-0 CS1 TCLL 20.0 Plates Increase 1.25 TC 0.20 TCDL 7.0 Lumber Increase 1.25 BC 0.11 BCLL 0.0 ' Rep Stress Incr . YES WB 0.00 BCDL 5.0 Code FBC2010/TPI2007 (Matrix) 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(LC 8), 2=178(LC 8) Max Grav 3=72(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. V d DEFL in (loc) Udefi L/d PLATES GRIP Vert(LL) -0.00 2-4 >999 360 MT20 244/190 Vert(TL) -0.01 2-4 >999 240 Horz(TL) -0.00 3 n/a n/a Weight: 11 lb FT = 0% 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; 165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; 11=1211t; 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 State = 1:9.4 I N �� pP. • VF�F ��. ,.��G•E N SF•. '.� o � N 68182 T OF : 44/. ice••. N AL E:�`>`� Mill I I %`** FL Cert. 6634 July 19,2012 ® WARNDVG - VeHfy design parmnders and READ NOTES ON THIS AND INCLUDED W7E$REPERENCE PAGB M Z-7473 BEFORE USE. 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 bullding 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 iViiTek• 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 braclAg, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610-4115 If Southern Pine (SP or SPp) lumber is specified, the design values are those effective 06101129112 by ALSC or proposed by SPIB. Job Truss Truss Type Qty Ply D T4465563 M11324 J5 MONO TRUSS 15 1 �70'CarltonElev Job Reference (optional) uri new. Fi. 34982 Hun: f'340 s Feb 24 2012 Pnnc 7.350 s Apr 23 2012 MiTek Industries, Inc. Thu Jul 19 14:23:34 2012 Page 1 ID:_kfiGCA6bx7j2Sy1 HDXFw7ye3KK-gAO9gyXdXvtUNomuivF2pHiL5PPJjiMg4Ye?U3ywUhN 1-0-0 5-0-0 1-0-0 5-M Scale = 1:12.6 3x4 = 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/TP12007 CSI TC 0.53 BC 0.36 WB 0.00 (Matrix) DEFL in Vert(LL) -0.03 Vert(TL) -0.06 Horz(TL) -0.00 (loc) Vdefl Ud 2-4 >999 360 2-4 >990 240 3 n/a n/a PLATES GRIP MT20 244/190 Weight: 17 lb FT = 0% 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 vide. 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=134(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; 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 114 lb uplift at joint 3 and 202 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. ,`,`tiQv I N i %% oP, �•�•E N LOADCASE(S) Standard : ,•��V� S�•� *: N 68182 .:*o OF FL Cert. 6634 July 19,2012 A WARAMID - Verify design parameters and READ S07ES ON THIS d1ND INCLUDED M EK REPERENCE PAGE 101-7473 BEFORE USE, f 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 responsibillify 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/TPN Quality Crlterla, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610-4115 If Southern Pine (SP or SPp) lumber is specked, the design values are those effective 0610112012 by ALSO or proposed by SPIB. Job Truss Truss Type Qty Ply 70' Carlton Elev D �12 T4465564 M11324 J7 MONO TRUSS 1 Job Reference (optional) Chambers Truss Inc., Fort Pierce Ft. 34982 3x4 = Run: 7.340 s Feb 24 2012 Print: 7.350 s Apr 23 2012 MiTek Industries, Inc. Thu Jul 19 14:23:34 2012 Page 1 ID: kfiGCA6bx7j2Sy1HDXFw7ye3KX-gAOggyXdXvtUNomuivF2pHiOaPlfjiMg4Ye?U3ywUhN TO-0 7-M Scale = 1:15.8 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) -0.13 2-4 >590 360 MT20 2441190 TCDL 7.0 Lumber Increase 1.25 BC 0.79 Vert(TL) -0.24 2-4 >337 240 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: 23lb FT=0% LUMBER TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP No.3 REACTIONS (lb/size) 3=140/Mechanical, 2=243/0-8-0 (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=194(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; 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 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 July 19,2012 WARJVING - Verify design parameters and READ NOTES ON THIS AND INCLUDED bUTEKREFERENCE PAGE MR-7473 BEFORE USE, f Design valid for use any 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 responsiblllity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding iVIiT2 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 available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, Fl. 33610-4115 If Southern Pine (SP or SPp) lumber is specified, the design values are those effective 0610112012 by ALSC or proposed by SPIB. Job Truss Truss Type City Ply 70' Canton Elev D T4465565 M11324 JA MONO TRUSS 2 1 Job Reference (optional) Chambers Truss Inc., Fort Pierce Ft. 34982 Run: 7.340 s Feb 24 2012 Print: 7.350 s Apr23 2012 MiTek Industries, Inc. Thu Jul 19 14:23:34 2012 Page 1 ID:_kfiGCA6bx7j2Sy1 HDXFw7ye3KK-gAO9gyXdXvlUNomuivF2pHiQ9PU3jiMg4Ye?U3ywUhN i_ -- -1-00 2-4-3 1-0-0 ' 2-4-3 d 3x4 = LOADING (psf) SPACING 2-0-0 CSI TCLL 20.0 Plates Increase 1.25 TC 0.20 TCDL 7.0 Lumber Increase 1.25 BC 0.06 BCLL 0.0 Rep Stress Incr YES WB 0.00 BCDL 5.0 Code FBC2010ITP12007 (Matrix) LUMBER TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS (lb/size) 3=24/Mechanical, 2=132/0-8-0 (min. 0-1-8), 4=10/Mechan!Cal Max Horz 2=72(LC 8) Max Uplift 3=-28(LC 5), 2=175(LC 8) Max Grav 3=51(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. DEFL in (loc) I/deft L/d PLATES GRIP Vert(LL) -0.00 2-4 >999 360 MT20 244/190 Vert(TL) -0.00 2-4 >999 240 Horz(TL) -0.00 3 n/a n/a Weight: 9 lb FT = 0% BRACING TOP CHORD Structural wood sheathing directly applied or 2-4-3 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; 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 Scale = 1:8.3 ,,0 U1N���F� .%,pP. .......... :J .•�\CEN�•.� * : Nc 68182 OF .'44/Z iniin FL Cert. 6634 July 19,2012 ®wARMNG • Verify design parameters and READ NOTES om ms Am INCLUDED m2KREPERENCE PAGE MI-7473 BEFORE USE. 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 ANSI/TPII Qualify Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safely Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610-4115 If Southern Pine (SP or SPp) lumber is specified, the design values are those effective 06101/2012 by ALSC or proposed by SPIB. Job Truss Truss Type City Ply 70' Cadton Elev D T4465566 M11324 JB MONO TRUSS 2 1 Job Reference (optional) Inc., Fort Pierce FI.34982 Run: 7.340 s Feb 24 2012 Print: 7.350 s Apr 23 2012 MiTek Industries, Inc. Thu Jul 19 14:23:34 2012 Page 1 ID:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-gAO9gyXdXvtUNomuivF2pHiJIPOzjiMg4Ye?U3ywUhN -1-2-5 5-5-11 1 2 5 5-5-11 Scale = 1:12.5 3x4 = LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.64 Vert(LL) -0.05 2-4 >999 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.45 Vert(TL) -0.08 2-4 >738 240 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: 19 lb FT = O% LUMBER TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS (lb/size) 3=102/Mechanical, 2=215/0-8-0 (min. 0-1-8), 4=26/Mechanical Max Horz 2=115(LC 8) Max Uplift 3=-119(LC 8), 2=-234(LC 8) Max Grav 3=135(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. BRACING TOP CHORD Structural wood sheathing directly applied or 5-5-11 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; 165mph (3-second gust) Vesd=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 119 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 July 19,2012 ® WARMNG - Vmftrj design pwmnete m and READ NOTES ON 7TITS AM) INCLUDED M =REFERENCE PAGE Ml1-7473 BEFORE USE, Design valid for use only with M7ek 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/TPII Quarity Criterla, DSB•89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 372, Alexandria, VA 22314. Tampa, FL 33610-4115 If Southern Pine (SP or SPp) lumber is specified, the design values are those effective 0610112012 by ALSC or proposed by SPIEL Job Truss Truss Type Qty Ply 70' Cadton Elev D T4465567 M11324 JC MONO TRUSS 2 1 Job Reference (optional) Chambers Truss Inc., Fort Pierce Fl. 34982 Run: 7.340 s Feb 24 2012 Print: 7.350 s Apr23 2012 MiTek Industries, Inc. Thu Jul 19 14:23:35 2012 Page 1 ID:_kfiGCA6bx7j2Sy1 HDXFw7ye310C-JMaYuIYFID?L?yL4GcmHMUEc_ppzS9c_JCNYOVywUhM r -1-0-0 1-1-4 1-0-0 1-1-4 LOADING (psf) SPACING 2-0-0 CSI TCLL 20.0 Plates Increase 1.25 TC 0.13 TCDL 7.0 Lumber Increase 1.25 BC 0.01 BCLL 0.0 Rep Stress Incr YES WB 0.00 BCDL 5.0 Code FBC2010/TPI2007 (Matrix) 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=-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=30(LC 10) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. 3x4 = DEFL in (loc) I/defl Ud PLATES GRIP Vert(LL) -0.00 2 >999 360 MT20 244/190 Vert(TL) -0.00 2 >999 240 Horz(TL) -0.00 3 n/a n/a Weight: 5 lb FT = 0% BRACING TOP CHORD Structural wood sheathing directly applied or 1-1-4 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; 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 149 lb uplift at joint 2 and 6 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 Scale = 1:6.2 FL Cert. 6634 July 19,2012 A WARNING - VerD design parameters and READ NOTES ON7HIS AAM INCLUDED D7f=REFERENCE PAGE 1&17473 BEFORE USE, Design valid for use only with MiTek connectors. This design is based onlyupon 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 available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610-4115 If Southern Pine (SP or SPp) lumber is specified, the design values are those effective 06101/2012 by ALSO or proposed by SPIEL Jab Truss Truss Type Qty Ply 70' Cadton Elev D T4465568 M11324 KJ5 MONO TRUSS 1 1 Job Reference (optional) Chambers Truss Inc., Fort Pierce FI. 34982 Run: 7.340 s Feb 24 2012 Print: 7.350 s Apr 23 2012 MiTek Industries, Inc. Thu Jul 19 14:23:35 2012 Page 1 ID:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-JMaYulYFID?L?yL4GcmHMUEZCpmKS9c_JCNYOVywUhM 1-5-0 7-0-2 1-5-0 ' 7-0-2 2.83 12 5 2 3x4 = Scale = 1:15.4 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.38 Vert(LL) -0.09 2-4 >840 360 MT20 244/190 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/TP12007 (Matrix) Weight: 23 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 7-0-2 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=164/Mechanical, 2=187/0-11-5 (min. 0-1-8), 4=40/Mechanical Max Horz 2=11 O(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. NOTES 1) Wind: ASCE 7-10; 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)-to-3=77(F=-16, B=16), 2=-1(F=5, B=5)-to-4=-18(F=-4, B=-4) %00I N "VF N 68182 4o T OF : 44/Z N till IIIW FL Cert. 6634 July 19,2012 ® WARNING - Veri,ilj design paraanefers and READ NOTES ON THIS AAFD INCLUDED B7 =REFMM CE PAGE 191-7473 BEFORE USE. 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 ANSVTP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Infoallon available from Truss Plate Institute, 781 N. Lee Street Suite 312, Alexandria, VA 22314. Tampa, FL 336104115 If SouthernrmPine (SP or Spp) lumber is specified, the design values are those effective 001/2012 by ALSC or proposed by SPIT. Job Truss Truss Type City Ply Elev D �70'Caflton T4465569 M11324 KJ7 MONO TRUSS 2 1 Job Reference (optional) Chambers Truss Inc., Fort Pierce FI. 34982 Run: 7.340 s Feb 24 2012 Print: 7.350 s Apr 23 2012 MiTek Industries, Inc. Thu Jul 19 14:23:35 2012 Page 1 ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-JMaYuIYFID?L?yL4GcmHMUEbwpmzS6s_JCNYOVywUhM -15-0 6-8-12 9-10-1 1-5-0 6-8-12 3-1-5 Scale = 1:20.2 3x4 = LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.20 Vert(LL) -0.04 2-7 >999 360 MT20 244/190 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 0.24 Horz(TL) 0.01 5 n/a n/a BCDL 5.0 Code FBC2010ITP12007 (Matrix) Weight: 38 lb FT = O% LUMBER BRACING TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 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) 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=702/330 BOT CHORD 2-7=454/699, 6-7=-454/699 WEBS 3-6=806/524 NOTES 1) Wind: ASCE 7-10; 165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=4511; 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 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(F=-7, B=-7) 00I N 1 VF i \DENS+' •��ii N 68182 T OF •�` i� S'• �Q•••�`� FL Cert. 6634 July 19,2012 ATAAAMIMG - Verify design parameters and READ NOTES ONTHIS AND INCLUDED MITEX REFERENCE PAGE Ml1-7473 BEFORE USE, 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 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/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610-4115 If Southern Pine (SP or SPp) lumber is specified, the design values are those effective 0610112012 by ALSC or proposed by SPIB. Job Truss Truss Type Qty Ply 70' Carlton Elev D T4465570 M11324 KJA MONO TRUSS 2 1 Job Reference (optional) Chambers Truss Inc., Fort Pierce FI. 34982 Run: 7.340 s Feb 24 2012 Print: 7.350 s Apr23 2012 MiTek Industries, Inc. Thu Jul 19 14:23:35 2012 Page 1 ID:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-JMaYuIYFID?L?yL4GcmHMUEbbpnbS9c_JCNYOVywUhM -1-2-9 6-0-4 1-2-9 6-0-4 Scale = 1:13.3 3x4 = LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl L/d 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 FBC2010frP12007 (Matrix) Weight: 20 lb FT = 0% LUMBER TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 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. BRACING TOP CHORD Structural wood sheathing directly applied or 6-04 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; 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 fora 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. 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=-66(F=-11, B=11). 2=-1(F=5, B=5)-to-4=-15(F=-3, B=-3) FL Cert. 6634 July 19,2012 ® WARMNG - Verjry design parameters and READ 1 07ES Om ms dill INCLUDED m=REPERENCE PAGE MII.7473 BEFORE USE, Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an Individual building component. ��• Applicabllity 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 Informatlon available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610-4115 If Southern Pine (SP or SPp) lumber is specified, the design values are those effective 0610112012 by ALSO or proposed by SP18. Job Truss Truss Type Qty Ply 70' Carlton Elev D T4465571 M11324 KJB MONO TRUSS 2 1 Job Reference (optional) Chambers Truss Inc., Fort Pierce FI. 34982 Run: 7.340 s Feb 24 2012 Print: 7.350 s Apr23 2012 M7ek Industries, Inc. Thu Jul 19 14:23:35 2012 Page 1 ID:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-JMaYulYFID?L?yL4GcmHMUEdTpodS9c_JCNYOVywUhM 1-2-9 4-11-9 1-2-9 4-11-9 Scale = 1:11.5 3x4 = LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud 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 FBC2010IrP12007 (Matrix) Weight: 17lb FT=O% LUMBER BRACING TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-11-9 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=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. NOTES 1) Wind: ASCE 7-10; 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 tt%J1 111I lllll, 2. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. �,,� Qv 1 N �� Q. G N 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). �� ,�.E 5+�.�� i LOAD CASE(S) Standard N 68182 •� 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Z * • 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=-1) r F (V N FL Cert. 6634 July 19,2012 ® WARNING - Verify design parameters and READ NOTES ONTTIIB AND INCLUDED JUTFIf REFERENCE PAGE M I-7473 BEFORE USE, R Design valid for use onlywith MTekconnectors. This design Is based only upon parameters shown, and is foran 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 responsibliity 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 available from Truss Plate Institute, 781 N. Lee Street Suite 312, Alexandria. VA 22314. Tampa, FL 33610-4115 If Southern Pine (SP or SPp) lumber is specified, the design values are those effective 06XII2012 by ALSC or proposed by SPIB. Job Truss Truss Type Qty Ply 70' Canton Say D T4465572 M11324 MV2 VALLEY 1 1 Job Reference (optional) uss inc., Port Pierce Pi. aasuz Run: 7.340 s Feb 24 2012 Print: 7.350 s Apr 23 2012 MiTek Industries, Inc. Thu Jul 19 14:23:36 2012 Page 1 ID: kfGCA6bx7j2Sy1HDXFw7ye3KX-nY8w5eZu3W7Cd6wGpKHWuinpOD9ABcs7Ys75ZyywUhL 2-0-0 2-0-0 LOADING (psf) SPACING 2-0-0 CSI TCLL 20.0 Plates Increase 1.25 TC 0.03 TCDL 7.0 Lumber Increase 1.25 SC 0.02 BCLL 0.0 Rep Stress Incr YES WB 0.00 BCDL 5.0 Code FBC2010/TP12007 (Matrix) LUMBER TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 4.00 12 3x4 DEFL in floc) I/defl Ud Vert(LL) n/a n/a 999 Vert(TL) n/a n/a 999 Horz(TL) -0.00 2 n/a n/a BRACING TOP CHORD 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. PLATES GRIP MT20 244/190 Weight: 5 lb FT = 0% Structural wood sheathing directly applied or 2-0-0 oc purlins 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; 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) 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 Scale = 1:6.0 �`%%*- aV I N1V',���Oi �` OP:.......... <<c` :J .•�\CENF �;••? ��: * : N 68182 p•' T OF '•441� FL Cert. 6634 July 19,2012 ® WARMNG - Der{fj design parameters and READ N07H3S ON HITS AND INCLUDED MIHEKREPERENCE PAGE MR-7473 BEFORE USE, 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/TP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610-4115 If Southern Pine (SP or SPp) lumber is specified, the design values are those effective 06/0112012 by ALSO or proposed by SPIEL .r A r 1 Job Truss Truss Type Qty Ply 70' Carlton Elev D T4465573 M11324 MV4 VALLEY 1 1 Job Reference (optional) Chambers Truss Inc., Fort Pierce FI. 34982 Run: 7.340 s Feb 24 2012 Print: 7.350 s Apr 23 2012 MiTek Industries, Inc. Thu Jul 19 14:23:36 2012 Pagel ID: kfiGCA6bx7j2Syl HDXFw7ye3KX-nY8w5eZu3W7Cd6wGpKHWuinm6D7HBcs7Ys75ZyywUhL 4-0-_0 4-0-0 3x4 % LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud TCLL 20.0 Plates Increase 1.25 TC 0.24 Vert(LL) n/a n/a 999 TCDL 7.0 Lumber Increase 1.25 BC 0.14 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) 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) 1=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 farces 250 (lb) or less except when shown. 2x3 II PLATES GRIP MT20 244/190 Weight: 12 lb FT = 0% Scale = 1:9.3 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; 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 lb 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 �I�pU I N , I jjF SIN 0P, G E N �;e, N 68182 :'S� • T OF FL Cert. 6634 July 19,2012 ®WARNRYG - Verify design parameters and READ N07ES ON77IIS AND INCLUDED b177EKREFERENCE PAGE 101-7473 BEFORE USE, 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 responsibility 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 BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610-4115 It Southern Pine [SP or SPp) lumber is specified, the design values are those effective 0610112012 by ALSC or proposed by SPIB. Symbols PLATE LOCATION AND ORIENTATION 3/4 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. 1�16 , For 4 x 2 orientation, locate plates 0-'nd' 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. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing 8, Bracing of Metal Plate Connected Wood Trusses. Numbering System 6-4-8 dimensions shown in ft-in-sixteenths (Drawings not to scale) 2 3 TOP CHORDS 0 O x U o_ O R 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-131 1, ESR-1352, ESR1 988 ER-3907, ESR-2362, ESR-1397, ESR-3282 Southern Pine lumber designations are as follows: SYP represents current/old values as published by AWC in the 2005/2012 NDS SPp represents SPIB proposed values as provided in SPIB submittal to ALSC dated Sept 15, 2011 SP represents ALSC approved/new values with effective date of June 1, 2012 (2x4 No 2 and lower grades and smaller sizes), and all MSR/MEL grades © 2012 MiTek® All Rights Reserved 11111111110M Nil MiTek MiTek Engineering Reference Sheet: Mll-7473 rev. 01 /18/2012 General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. 8. Unless 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 ANSI/TPI 1 Quality Criteria. COMPLETED ON: 7-17-13 DESCRIPTION: o SURVEYORS NOTES: BEING ALL OF 60 FLORES DEL NORTE, �I 1. UNLESS OTHERWISE NOTED ONLY PLATTED EASEMENTS ARE OF THE UNRECORDED PLAT OF COUNTRY CLUB VILLAGE, OF ST. LUCIE COUNTY, C (� �u. 2. SHOWN HEREON. NO UNDERGROUND UTILITIES OR IMPROVEMENTS WERE LOCATED UNLESS OTHERWISE SHOWN. FLORIDA. ? 3. . . THIS SITE LIES WITHIN FLOOD ZONE X , ACCORDING TO II THE FLOOD INSURANCE RATE MAP, COMMUNITY PANEL NO. ' 12111CO070 J, EFFECTIVE DATE 2-16-12. ABBREVIATIONS: o 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 V ZONE SHOULD BE VERIFIED BY A DETERMINATION AGENCY. R = RADIUS OF CURVE = vn 5. BEARINGS SHOWN HEREON ARE REFERANCED TO THE L = LENGTH OF CURVE CENTERLINE OF FLORES DEL NORTE HAVING AN ASSUMED SF = SQUARE FOOT BEARING OF EAST, ACCORDING TO THE UNRECORDED PLAT A = DELTA OF CURVE OF COUNTRY CLUB VILLAGE, 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. BOUNDARY LINES SHOWN HEREON ARE FOR GRAPHICAL PURPOSES ONLY. PERMIT #: / _S 0 (�' - C9 (0 Z Dat St. Co. F proved EXISTING W F o D3' 57.78' ^'ao 28.02 Z Q o a N AVERAGE TOP 11.11' J OF FORMS o ELEVATION=28.54 d5.3 p I �' 3 3'PVETGEOF AMENin a (f) o_ W 62.03' 36.13 O O N J N [ew ILL. J O1 yNN wWWO mF EXISTING RECEIVED JUL 17 2013 LAST FIELD DATE: 7-17-13 SCALE: 1 "=30' ALEXANDER J. PIAZZA PSM, INC. WYNYNCERTIFIED T0: , NE BUILDING CORPORATION DATE: 7-17-13 Surveying • Mapping • Consulting , 619 SW Biltmore Street , DRAWN: CJM Port St. Lucie. Florida 34983 JOB NO.: ® Phone: (772) 340-7770 - 13-1637 LB#7280 Fax: (772) 340-2250 _ L. K:\BUILDERS\DWG2013\DWG\13-1637.dwg, 7/17/2013 1:46:30 PM