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Home My WebLink AboutSUBMITTED PAPERSOFFICE USE ONLY r 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 AREA FEE FEE (RADON) LIBRARY PUBLIC BLD PUBIC BID PARKS' IMPACT IMPACT FEE IMPACT IMPACT FEE CORRECTION FEE FEE GENERAL SCHOOL ROAD CREDIT Y N LAW ENF IMPACT IMPACT IMPACT FEE FEE FEE FIltF/EMS - -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 FRONT ZONING SUPERVISOR PLANS VEGETATION SEA TURTLE MANGROVE COUNTER REVIEW REVIEW REVIEW REVIEW REVIEW REVIEW DATE ` RECEIVED DATE COMPLETED INITIALS - J1t3M yy DATE FILEDW�E� RECEIPT NO.: PERMIT NUMBER: PLAN REVIE CONCURFENCY FEE: RECEIPT NO.: CERT. CAP. NO.: ALL INFO MUST BE COMPLETE & FILLED IN TO BE ACCEPTED St. Lucie County Building and Zoning 2300 Virginia Avenue FL Pierce, FL 34982-5652 772-462-1553 APPLICATION for BUILDING PERMIT CERTIFICATE of CAPACITYIZONING COMPLIANCE PROJECT INFORMATION 1. LOCATION/SITE ADDRESS: 2. PROJECT NAME: Span o u n i s h Lakes i l uluD a IIgTeE PLAN NAME: 3. PROPERTY TAX ID #: ] '3nI —1 1 1-0001—OU 5' 4. LEGAL DESCRIPTION (attach extra sheets if necessary): East 5 of section 1 t own s h i p 34s Range 39E, lying N&W of Turnpike Feeder Road 5. PLAT BOOK 6. PAGE NO. 7. BLOCK NO. S. LOT NO. 9. PARCEL SIZE (ACRES/SQ FT.): LOT DIMENSIONS: 10. COMPLETE DESCRIPTION OF CONSTRUCTION PROJECT OR WORK ACTIVITY: Single family residence (Replacement home) 11. SETBACKS.(ACTUAL) FRONT: �i� I BACK: ��c 1 RIGHT SIDE: ��i \ LEFT SIDE: 12. TYPE OF CONSTRUCTION (Check all appropriate boxes) @;] NEW CONSTRUCTION [ ] EXPANSION/ADDITION [ ] INTERIOR RENOVATION [g] RESIDENTIAL [ ] COMMERCIAL [ ] INDUSTRIAL [ ] OTHER (SPECIFY) 13. DESCRIPTION OF PROPOSED USE: Same 14. SQ. Fr OF CONSTRUCTION:_t J f�� 15. SF. FT 1st FLOOR: 16. VALUE OF CONSTRUCTION:" $ 51, 000.00 The value of construction is used to determine the amount of permit fees to be assessed. SL 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 'SCANNED BY St. Lucie County ti OWNER INFORMATION NAME: Wynne Budding corporation ADDRESS: 8000 S . US] sl2ite 402 ZIP: 34952 CITY: Port ' S t Lucie STATE: FL PHONE (DAYTIME): Q 7 9) 7 R 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: STATE: CITY: PHONE (DAYTIME): (_ ) CONTRACTOR INFORMATION St. of FL REG.CERT #: C G C 6 3 5 9 9 ST. LUCIE COUNTY CERT #: 0 8 8 9 8 BUSINESS NAME. W nne Develo ment Corporation QUALIFIERS NAME: Matthew Lyle Wynne ADDRESS: 8000 S. US1, Suite 402 CITY: Port St. Lucie STATE: FL ZIP: 34952 PHONE (DAYTIME): n? 2, 8 7 8- 5 513 FAX N0. 7 7 2- 8 7 8- 7 6 5 6 Email: ARCHIT/ENGINEER: Braden & Braden ADDRESS: 417 Coconut Ave. CITY: Stuart PHONE (DAYTIME): (ZA7 2 8 7— 8 2 5 8 BONDING COMPANY: ADDRESS: CITY: MORTGAGE LENDER: ADDRESS: CITY: STATE: FL STATE: STATE: ZIP: 34996 VAtJ ufg 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. Z _ CERTIFICATI( 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 SUBJEC' — TO ATTACHMENT. OWNER'S AFFID VI I certify thafall the foregoing information is accurst that ork will be done in mpl with all applicable laws regulating constructs d nin ° W E R CON C Q SIGNATURRE CONTRAC NATUR STATE OF FLORIDA STATE OF FLORIDA COUNTYOF St. Lucie COUNTYOF St. Lucie The foregoing instrument was acknowledged before The foregoing instrument was acknowledged before me this _9 �'4 day of C-f—t)6e . 20 / me this day of 0C-7-0 16fX , 20 & . by Matthew L.yl p in7Vnnp, by Matthew Lyle Wynne who is personally known iY or has produced who is personally known �r has produced asidentification. as identification. Signature of a 1111/A Signature of No ,SPRY P� // ROTHY ANN BASKIN _°* `c s Notary Public of Florida Commission l$5�.M �,,.11111„ : °�r P�a�,DOROTHY ANN BASKIN Commission No. = _ * ° Notary P(99gl) State of Florida aMY omm. Expires ct 2, 2016 ;N t �• ': y Comm. Expires Oct 2, 2016 ,N a Commission # FF 015226 f°;� Commission # FF 015226 IFIF01 111111I Bonded Through National Notary Assn. i i ISO,, Bonded Through National Notary Assn. NOTE: TWO (2) SIGNATURES ARE REQUIRED. EACH SIGNATURE MUST BE NOTARIZED. IF APPLYING O 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. ,r St. Lucie County Building -& Zoning 2300 Virginia Ave <ORt�P Fort Pierce, FL 34982 BUILDING PERMIT SUB -CONTRACTOR SUMMARY. Wynne Building Corporation will be using the following sub -contractors for'the (Company/Individual Name) q project located at (Street address or Property Tax ID #) l It is understood that if there is any change of status_ regarding the participation of any of the sub -contractors listed below, I will immediately advise the Building and Zoning Department of St. Lucie County. Trade -..Name of Company/Contractor St. Lucie County/ State of Florida License Number Electrical S & W Electric, Inc. 2045 ER0009416 Plumbing Lindquist Plumbing & Supply Co. 19150 CFC057672 HVAC/ Comfort Control of St. Lucie 8288 Mechanical CACO24379 Roofing Treasure Coast Roofing, LLC 19496' RC29027087. Gas PERMIT ISSUE DATE: NUMBER: 06/18/2014 15:29 77287€�766 WVNNE BUILDING CORP PERMIT # ISSUE DATE PLANNING & DEVELOPMENT SERVICES M Building & Code Compliance Division BUILDING -PERMIT E I 00000111111 SUD-CONTRACTOR AGREEMENT St. Lucie County Comractor Certification Number. 7 Q45 State of Florida Certification Number (Vappliceble): E p n n ca a 16 S&w Electric have agreed to be the (Company Name/IndividuW Name) r Z estr i ca 1 Sub -contractor for Wynne Development Corp!__ - . (Type of Trade) . (Primary Contractor) For the project located at Street Address or Property Tax ID #) It is understood that, if there is any change of status regarding our participation with the above mentioned project, I will immediately advise the Building and Zoning Department of St. Lucie County by filing a Change of Sub -contractor notice. (Form: SLCCDV (No. 004-00) BUSMESS QUAL jFM+ R (Name of the bdividual shown on the Contractor's License) NOTARIZED SIGNATURES ARE REQUIRED Business Name: S&W Electric Addross: 501 W Coker Rd. City/State/Zip: Port Pi eTce AFL. 34945 Rhone: (7 :Z 2) a 6 4_ F a 6 ti email: Lawrence Stubbs %IGNATURE CC,� ��PRINT NAME DATE STATE OF FLORIDA, COUNTY THE FOREGOING INSIcT/TRUMEN WAS SIGNED A EFORE fME THIS �� DAY OF `U C�47�� / . 20 n BY kax �Y/SnC P V hyb5 . WHO IS PERSONALLY KNOWN.'y OR RAS PRODUCRD AS IDENTIFICATION. (STAMP) SIGNATURE OF NOTARY PUISLIC PRINT NAME OF NOTARY PURLI SLCPDS: I2/162013 •1:�:ti� LAURA R. CUBBEDGE TI Commission # EE 209915 Expires Oofober 21, 2016 •��pF��`�� BaMedTfwTioyFa�Insuance8003857019 PERMIT# ISSUE DATE PLANNING & DEVFLOPMENT SEp.VXCES Building & Code Compliance Divisioxt BUILDING PERMIT SUB -CONTRACTOR AGREEMENT St. Lucie County Contractor Certification Number: 26901 State ofFlorida Certification Number (If epp►icabic): M219284S8 Id ndauist Plumbing have agreed to be the (Company Name/Individual Name) Plumbing Sub -contractor forWynne Development Corp (Type of Trade) (primary Contractor) )For the project located at f' <A-_-�, (Project Street Address or property Tax ID #) It is understood that, if there is any change of status regarding our participation with the above mentioned Project, I will immediately advise the Building and Zoning Department of St. Lucie County by filing a Change of Sub -contractor notice- (Form: SLCCI)V (No. 004-00) BIrSMSS QUALIFIER (Name of'the individual shown on the Contractor's License) NOTARIZED SIGNATUR e S ARE REQUIROD Business Namc: Lindquist Plumbing Address: City/State/Zip: Phone: SIGNA' (77?) 461 —9 9H9 email: PRINT NAME DATE STATE OF FLORIDA, COUNTY OF, �T _ L4.1- Gbe✓ THE FOREGOING INSTRUMENT WAS SIGNED BEFORE ME THIS 7 * DAY OF dC Tv 64y , 201 9F BY (i� �} p �� WHO IS PERSONALLY KNOWN ✓ OR HAS PRODUCED AS IDENTIFICATION_ 'n ,p (STAMP)C7 i2o 77-L V _ /`1 MN �t7.4f �s� SIGNATUR F NOTARY PUBLIC PRINT NAME OF NOTARY PUBLIC - SLCPDS.- 12/16/2013 DOROTHY ANN BASKIN _•:�° ��„ ",61. Notary Public -State of Florida • E My Comm. Expires Oct 2, 2016 ';^ `�`� Commission # FF 015226 ° F� "' Bonded Through National Notary Assn. ZO/ZO 39dd db00 9NIaiing 3NNAM 999L8L8ZLL EE:91 bTOZ/LO/80 07/30/2014 16:04 77287R7656 WYNNE BUILDTN- CORP PAGE 02/02 PERMIT # ISSUE DATE �....... „ PLANNING & DEVELOPMENT SERVICES Building & Code Compliance Division BUILDING PERMIT SUR-CONTRACTOR AGREEMENT SL Lucie County Contractor Certification Ntunber: 8289 State of Florida Certification Number (if sppiicabie): CAC 0 2 4 3 7 9 Comfort Control of St. Lucie County, Inc, have agreed to be the (Company Name/individual Name) air conditioning Sub-contractorfor Wynne development Corp. (Type of Trade) ��< (Primary Contractor) - \For the project located at 9 ��--e ej �:Q� S� (Project Street Address or Property Tax ID #) It is understood that, if there is any change of status regarding our participation with the above mentioned project, I will immediately advise the Building and Zoning Department of St. Lucie County by filing a Change of Sub -contractor notice. (roan: SLCCDV (No. 004-00) BUSINESS QUALIFIER (Name of the Individual shown on the Contractor's License) NOTARIUD SIGNATURES ARE R EQUME3D Business Name: Comfort Control of St Lucie County. Inc. Address: 1 5 fl 1 R i 1 t mnre S t City/State/Zip: Port St. Lucie, FL„ 34983 Phone: email: arry Zi_mmprman PRINT' NAIVaE DATE COUNTY OF L.L4 c t e THE FOsREGOING INSTRUMENT WAS SIGNED BEFORE ME T9TIS'� DAX OFc �e� . ZO\� BY P�CLrYu Z. rn the rr-k-6 n WHO IS PERSONALLY KNOWN OR HAS PRODUCED qSIGINURE OF N TARY PUBLIC : 1 111612013 AS IDENTIFICATION. .� ' �� (STAMP) PRINT NAME OF NOTARV PUBLIC F%(C4.ftMV; r�� Notary Public State of Fbrida Jennie KnightMy Commission FF 045851 Expires 08/15/2017 PERMIT # ISSUE DATE PLANMNG & DEVELOPMENT SERVICES Building & Code Compliance Division BMLDING PERMIT SUB -CONTRACTOR AGREEMENT St. Lucie County Contractor Certification Number: State of Florida Certification Number (if applicable): R C 2 9 0 2, 7 0 8 7 Treasure Coast Roofing, LLC have agreed to be the (Company Name/Individual Name) Roofing Sub-conumetor for Wynne bevelopment 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, Z will immediately advise the Building and Zoning Department of St. Lucie County by filing a Change of Sub -contractor notice. (l"onn: SLCCD'V (No. 004-00) BUSINESS QUALMER (Name oftbe Individual shown on the Contractor's License) NOTARIZED SIGNATURES .ARE REQUIRED Business Name: Treasure Coast Roofinq,, LLC Address: 1816 Hiltmore St City/State/Zip: Pnrf_ €k__ Idlcier FL, 34984 Phone: (7 7 2) 3 4 3 —8 3 0 8 email: �7 J Brian Maloney, �D SiONATUW PRINT NAME DATE STATE OF .FLORWA, COUNW OF _� . L t a G C THE FOREGOING INSTRUMENT' WAS SIGNED BEFORE ME THIS bAX OI'�� • 2Q� 1 BY-Zr-^ WHO IS PERSONALLY KNOWN �e, OR HAS PRO U EDJ AS I)DENTIF'ICATION. 01-�� 1Zru.til o NOTARY PUBLIC PRINT NAME O NOTA RT UBLIC 12/16l2013. (ST,A,W) •....... Ni(� • o°� y�12,?old 4,�� o #FF122434 99 • ��aedthN: O ST. LUCIE COUNTY BUILDING & ZONING 2300 VTRGINTA AVENUE FORT PIERCE, FL 34982-5652 772-462-1553 FILLED S AFFIDAVIT E, I, the undersigned, am the owner of the following described property:�� #1 3n1 1 1 1 nonl non S Fast ; Of SF'r`ti nn 1 townshii r� -34S Range 39E, (Tax ID/Legal descnpaon/Address)lyirig N&W of Turnpike Feede j; 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 F.: 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. V Property Owner Name STATE OF FLORIDA, COUNTY OFF t T tt c, i P ACKNOWLEDGED BEFOREMETHIS DAY OF ©GT D18L1- 201Y, BY ��4lJNE� WHO IS PERSONALLY KNOWN TO ME OR WHO HAS PRODUCED SIGNATURE OF NOTARY NOTARY PUBLIC TITLE S IDENTIFICATION. -DoeAylu cJfiSK</u TYPE OR PRINT NAME OF NOTARY COMMISSION NUMBER RME DOROTHY ANN BASKIN tary Public -State of FloridaComm. Expires Oct 2, 2016ommission # FF 015226Bonded Through National Notary Assn. (SEAL) Planning & Development Services Bbilding & Cade: Regulation Division 7300Virginia Ave Fort Pierce, FL 34982 772-462-2172 Fax 77.2-462-6443 CERTIFICATE OF TERMITE TREATMENT CONSTRUCTION SOIL TREATMENT PERMIT #:_ 1.41 o - o35 ► JOB ADDRESS: BUILDER/CONTRACTOR: , PEST CONTROL CONTRACTOR: PEST CONTROL LICENSE #: el v7 . 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: 3y� Percentage of solution: ' ONn Date of Treatment: pia.-1 11 S Footing 1'` Treatment Re -Treat Driveway i" Treatment OtheTreat r e I,, Treatment Re -Treat Chernicals used: L'C"CLr (,`' Total gallons used: ) 3 j Time of Treatment: g•. v} Slab 1't Treatment Re -Treat Pools �Treatment Re -Treat PerjMenter for Final 'Irr NOW There must be a completed form for each required lreatmelnt or atmentanpdr this form, mustbe on the job s/te to be picked up by the Inspector at time of each inspection or the scheduled inspection will fall and a •re -Inspection fee charged. FBC104.7.6:Certifcate of Protective 7reairnentforpreyenGon oftermites A weatherrevstantiobsite posting board shall be provided to receive duplicate Treatment Certificates as each required protective treatment & completed providing a copy for the person the pennit is issued to and another copy for the building pennIt files The Treatment Certificate shall'provide the product used,' identity of the applicator, time and date of the &ratmenf; site location. area treated, dremical used, percent concentration and number of used to establish a vad able record of protecdue treatment. If the soil diemica! barriermethodforterrriite prevention ;ts used, final exterior treaimentsha// be completed prior to final huilding 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 xiates of applications. RECEIVED AUG 10 7015 06/30/2015 12:04 77287P r-56 WYNNE BUILDIN'77rqRP PAGE 02/02 Professional Insulators of South Florida FTC Insulation Installation Certificate To., St. Lucie Count Date: June 19 2015 Re: Lot/Block: Address: 29 Arboles Del Norte Project: .._P__ �U A : .i..aL.... l..,n 1... -i-H.A in A. ahnvP ApeprihPA nrAV%prtV AR follnwR: 1. Exterior CBS walls have been insulated with: Thickness in inches: Manufacturer: Fi Foil Density R-VA= R-A I X Spray -on Cellulose Fiberglass Blankets Rock Wool Blankets Aluminum boil Rigid Board Polystyrene Other Exterior (frame walls) have been insulated with: Spray -on Cellulose _.....-T1u kRms-iu3mcl3es:-• ...,.., . - -- ..--_. �... �_..._— �.___..-•-- - - --... I'iku rglas.� Itlaua]te#s __._... - - - Maoufacturer; Rock Wool Blankets Density: ,Aluminum Foil R-Value; Folyurethane Other a. Ceilings (rear'porch) have been insulated with; Spray-ou Cellulose Thickness in inches: 10.25" Fiberglass Blankets Manufacturer: Owens Corning hock Wool Blankets Density: X Fiberglass Blown R-Value: R-30 Cellulose Loose Fill Other Ceilings (Vaulted/Cathedral) insulated with: Fiberglass Blankets Thickness in inches: Fiberglass Loose Fill Manufacturer: RocR Wool .Density: X Fiberglass Blown R-Value•_ Cellulose Loose Fill Other 3. Interior kneewalls have been insulated with: Fiberglass Blankets 'thickness in inches; Rock Wool 1Vfanufac}niters ` Polyurethane Density: Spray-oo Cellulose It -Value: Other 4. Garage partition walls of A/C living area have been insulated with: Rock Wool Blankets Thickness in inches; 9.5" X Fiberglass Blankets Manufacturer: Owens Corning Spray -on Cellulose Density: - Polyurethane R-Value: R-30 Other 5. The following have been insulated: CBC1234039 Competency # INYKK]4 BUILDING CORP Professional Insulators of South Florida Inc. General Contract/Builder Insulation Contractor MIV. %.+ca 07/01/2015 09:25 7728787656 WYNNE BUILDING CORP PAGE 01/01 06118I2e14 15t29 772e ` '06 WYNNE SUI;LDING'` -\.P PAGE 02/03 .3+T- -itlt go Lu . St- Lucie ie Cownty Building & Zonfaig Department 2300 Virginia Ave ue Fort'Merce, FL 34M 772-4 0,2L65 Fax 772-462-6443 Rega"t for 30-Day Temporary Power Release Date: rermitNumber., Property Address: : \ � ?\ ZN THE UNDERSIGNED HEREBY REQUEST RELEASE OF ELECTIUCAL I'O MR TO TIC' ABOVE DESCRIBED PROPERTY, FOR A PERXOD NOT TO EXCEED THIRTY (30) DAYS, POR THE PURPOSE OF T)ESTING SYSTEMS AND EQUIPMENT IN PREPARATTOTi i FOR FINAL INSPECTiom IN cONSIDIrRATION OF APPROVAL OF T REQUEST WE IMREBY ACKNOWLEDGE AND AGREE AS FOLLOWS: 1. -rhis temporary power release is requested for the above stated purpose only, wid'there-will be no occupancy of any type, other -than that permtttett by construction during Mr. time period. 2. A9 witness by our signatures, we he%Oy ag m to abide by all term and condiQaas Of this agreeme',at, incladjug Bm9djug Uivi doxt,NHey, which is incorporated herein by rs,4erence. 3. 411 conditions and requirements listed do the attached document entitled "Requirements for 30 pay Power for Testing' • have been fluffilled and the premise is ready for eomplisttee inspection. 4. All requests for an extension beyond 30 days must be made hi varatt to the Building Official stating the reason for the request. power may be removed from Me site audlor a Stop Work Order issued if the Final Inspection has not been approved within 30 days. A, fee of $100.00 will be required -to liXt the Stop Work Order. WEHEREBY RELEASE AND AGREE TO HOLD HARMLESS, ST. LUC1E COUNTY, AND THEIR EMPLOYEES FROM ALL LL4XILITIES AND CLAMS OF ANY TYPE OF NATURE WHICH MAY ARi39 NOW OR IN THE FUTURE OUT OF THIS TRANSACTION, INCLUD)TG ANY DAMAGE WMCR MA'Y E WCURRED DUR TO THR )DISCONNECTION OF ELECTRICAL POWER U-%, EVENT OF VIOLAhON OF THIS AGRERMENT. SIGNATURE • Term to Inspection, Jess Christ is �orq 772-323_7921 • Termite Pretreatment f691 A -Bug Toll Free: 1-877-365-9990 • Pest Control Termite & • Rodent Service Pest Fax: 772-340-5990 • Fire Ant Lawn Service �a Control, Email: Evictabug@gmail.com • Whitefly Treatment Inc. 2373 SW Woodridge St. • Licensed & Insured Lic. J6175775 Port St. Lucie, FL 34953 Notice of Preventative Treatment for Termites (as required by Florida Building Code (FBC) 104.26 and Broward County Chapter FBC 105.2.2) PEST PREVENTION 7I FIRE ANT SERVICE I TERMITE SERVICE I RODENT EXCLUSION & REMOVAL I WHITEFLY TREATMENT DATE OF SERVICE f 7 TIME CV C7 DEVELOPMENT NAME (PROJECT) CONTRACTOR'S NAME CONTACT PERSON STRUCTURE ADDRESS (LOT/BLOCK) �] ( +i{ CITY, STATE, ZIP CODE r COUNTY i�F{ �!?� �.S LA(' NOT Es1"CAI hi � , ,TREATMENT TYPEIAREA ❑ FLOATING ❑ MONOLITHIC 4PATIO ❑ GARAGE 'DRIVEWAY ❑ STEM WALUFOOTERS ❑ CUTOUTS ❑ FOOTER ❑ FRONT ENTRY ❑ RETREAT ❑ BORA CARE TREATMENT ❑ PLUMBING CUTOUTS ❑ TAMP & TREAT 0 TREAT ONLY XFINAL ❑ POOL DECK ❑ OTHER ❑ ADDITION PRODUCTS BASELINE ❑ OTHER ACTIVE INGREDIENT CONCENTRATION IZIA06% ❑ .12% SQUARE FOOTAGE_ ❑ DOMINION 2LACTIVE INGREDIENT fFBIFENTHRIN ❑ TERMIDOR SC ❑ BORACARE ❑ DISODIUM OCTABORATE TETRAHYDRATE ❑ .25% ❑ .05% ❑ 23% ❑ 9% ❑ OTHER GALLONS APPLIED raLINEAR FOOTAGE L-L% SQUARE FOOTAGE VERIFIED O YES ❑ NO�MEASURED OR VERIFIED PER PLANS JOB READY CONDITIONS MET EI �ES ❑ NO DETAILS �' Y4 .Mir r (�� l v�d `�{ �s A •� As per 104.2.6 FBC - If soil chemical barrier method for termite prevention is used. Final exterior treatment shall be completed prior to final building approval. Certificate of Compliance: The building has received a complete treatment for the prevention of subterranean termites. Treatment is in accordance with rules and laws established by the Florida Department of Agriculture and Consumer Services. (Per the Florida Building Code.) If this notice is for the final exterior treatment, initial and date this line ) '1 C - ( 7— 1 FINAL STICKER --) ❑ ELECTRICAL PANEL ❑ WATER HEATER CI'OTHER r ! 1 A t t ; �' r,, ,G r K Payment Terms: Payment due at time of service. ��. . Date Applicator: (EvictA Bug1Termite and Pest Control, Inc.) ;/LZ 4-- &i1 �r�tS- Date Customer (Property Owner or Agent) Planning a Development Servrices Building & Code Regulation DiViSion 2300 Virgirfas Ave part Fierce, FL 34982 772-462-2172 Fax 772-462.6443 CER77FICATE OF TERMITE TREATMENT coNSTRUC` 1ON SOIL TREATMENT ' 3 `W I PERMIT #: I qUI-03 5-I JOBADDRESS: 1,5 Afbo te,s �� r�+�+�•e �� 1C� G�i 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 wi the standards of the National Pest Control Association. Square feet if area treated: ®os!/ Z5"0 I-jr, Chemicals used: Percentoge of solution: C)t;Z111 Total gallons used: Date of Treatment: S' Z,7 -1 5�- Footing 11t Treatment Re -Treat �Dr v y �1s' Treatment Be -Treat Other 1 Treatment Re -Treat Time of Treatment: X :oo Slab 1st Treatment Re -Treat Pools 1st T reatment Re -Treat ,Perimeter for Final Inspection Signature of Extern ator 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 Inspecdon will fall and a relnspection fee charged. FOC104.2.6 Certificate ofprotective Treatmentforprevention 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 bullding permit files The Treatment Certificate shall provide the product used, identity of the applicator, time and date of the treatment, site location, area treated, chemical used, percent concentration and number ofgallons used, to establish a verifiable record of protective treatment: if the soil chemical barrier method for termite prevention is used, final exterior treatment shall be completed prior to final bullding approval. St Lode Counbi requires for the final insPectiOn for COP a Permanent St iCkGr t® be Placed ors the elect icao panel box cover, listing all the treatments and dates of applications. TITAN "Thank you - We appreciate o—UNusiness' - .L v PP Y Materials for Life° Ticket no. g Crete FORT PIERCE 199 SELVITZ ROAD 28636e, FT PIERCE, FL ..: 4982 Delivery date Plant Truck IDriver Truck size I Type job 0 5 / 2 7 / J S 318 OREL_LANOq RAFAEL_ 1 6, 0(1 SLAB M. Customer no. Customer name Zone Tax CD 900V10 be 535 I RODNEY HALL CONCRETE CONST Tc Tarmac project no ° Customer P.O. no. Order no. Terms code t Charge delivered 3-C.O.D. Time due (- �n 1T1 y 1 I 34419 I � a ki7 0 38 2-Charge F.O.B. 4-C.O.D -F.O.B. Delivery name.and address-- Lot Block County I Ll tlL Si`. COU,,11 29 6-IRBOL.FS DEL NORTE, FT PIERCE ,.1 Instructions ;J'I :V tl u Y.,PYM1�tlVr:- ViY?. %wlul v":+6. ,J tl 9 tl R uI; it.Ll•i�:�, a �w a y i asiv err o� k Slump LAKES L'LVD, TR ON CAL_LE DE LAGOS, TL ON ARBOLES DEL NORTE ter° 0C, Quantity I Product M—pvY 64;! Unit price I Amount Load Cumulative Ordered Code Description :j 0< ;'r:;G 4. L10 1 00 CM05R10i:.r".tlll0- ;-r57 1 Ot 0C, 10 1901 MASTERS= I BER M 0 n 7U: ; 1, 171171 80(1007 FUEL SURCMiS i c 11'1 $00014 ENV I RON SURCIAG CY CY LD LD Load arrive job slate,teStart discharge/ Finish discharge Leave job site Arrive plant [+� F Subtotal �. Sales tax r�:n TOTAL Additional water added to this concrete will reduce its strength. Any water added is at customer's risk. Gallons of water added: • Gallons of water added: Gallons of water added: _ Amt of CY Retained: Customer Approval: Customer Approval: Customer Approval: Customer Approval: Tested 1.i Tested properly I No. Authorized and rece'ved by ❑ Yes ❑ No ❑Yes ❑ No X Safety is a constant state of mind, with every employee feeling responsible and empowered to act to cause him and others to work safely, on the belief that all accidents are preventable and that zero incidents is the only goal. Lot: Block: Address: Correct Not Correct TITAN FLORIDA LLC TERMS AND CONDITIONS OF SALE 1. All sales will be subject to these terms and conditions ("Contract') and, if buying on credit, to Buyer's credit agreement with Seller, incorporated herein by reference; all other terms, including any terms contained in Buyer's purchase order, are excluded unless agreed to by Seller in writing. Any changes must be in writing and signed by each party. This Contract will be construed in accordance with the laws of the state of Florida. For all disputes relating to this Contract, Buyer hereby consents to the jurisdiction and venue of the state and federal courts for the location of the delivery site of the goods sold hereunder. 2. Payment terms: Net the last day of the month following the month of delivery, without deduction, retainage, set off or charge backs. A cash discount of 1 % 10" proximo may be deducted if no previous balances are past due. Interest at the lesser of 1 1,4% per month or the maximum rate allowed by law will be imposed on outstanding and delinquent invoices from the date of delivery until paid. Buyer will pay to Seller all applicable federal, state and local sales and use taxes. In addition to any other available rights and remedies, Sellerwill be entitled to recover from Buyer all costs of collection and litigation including, but not limited to, reasonable attorneys' fees. Seller reserves the right to require payments in advance or to cancel the unfilled portion of this Contract without notice in the event of Buyer default of any Contract provisions. or if the financial status of Buyer becomes impaired or deemed unsat- isfactory to Seller. Failure of Seller to exercise any of its rights will not be deemed a waiver of any such right. 3. Regular delivery hours are 7:00 a.m. - 5:00 p.m., Monday through Friday. An additional charge may be added for deliveries outside of these hours and for any waiting/unloading periods in excess of 60 minutes. Prices are based on full loads; an additional charge will apply to loads of less than seven cubic yards. The minimum load for each delivery is Flz cubic yards. 4. Buyer will give Seller at least 48 hours prior notice of the time and rate of requested deliveries. Delivery schedules will be mutually agreed upon between Seller and Buyer. Deliveries will be made to the best of Seller's ability to dispatch, however. Buyer waives any claims associated with any delays in delivery. 5. Buyer must provide suitable approaches to delivery points beyond paved streets. For delivery beyond curb lines. Buyer assumes all liability for damage to vehicles, sidewalks, driveways, pipes, septic tanks, and/or other property, and Buyer will indemnify and hold Seller harmless from and against any and all liability, loss and expense incurred as a result of such delivery, including but ner limited to toying charges. except to the extent caused by Seller's gross negligence or willful misconduct. Buyer waives any right of subrogation against Seller. 6. Buyer is responsible for frill payment of, including all costs of disposal and Seller's return charge per truck for, (i) orders not cancelled at least one hour prior to delivery time; (ii) concrete delivered due to Buyer's mistake or in excess of requirements; (iii) concrete not deliverable due to unsuitable approaches. 7. Concrete prices and quantities are based upon the wet volume at the time of discharge from the truck, and are not sold "form measurement" or measured "in place". Yield will be established in accordance with applicable ASTM standards. Buyer will pay all charges;incident to inspection or tests made by or on behalf of Buyer. 8. Limited Warranty: Buyer is solely responsible for determining the type and quantity of goods to be purchased. Seller warrants that its products -will meet or exceed applicable American Society for Testing Materials ("ASTM") and American Concrete Institute ("ACT") standards, when.tested in accordance with ASTM and evaluated by ACI standards. Seller will repair or replace any goods supplied by Seller that frail to meet this limited)4rranty, within one year after delivery thereof. Seller will uphold its warranty obligations under Florida statute 718.203, as applicable. ALL OTHER WARRANTIES, WHETHER EXPRESS OR IMPLIED, INCLUDING WITHOUT LLvIlTATION THE WARRANTIES OF MERCHANTABILITY AND FITNESS FOR A PARTICULAR PURPOSE, ARE HEREBY EXPRESSLY EXCLUDED. THE REMEDY SET FORTH IN THIS SECTION 8 WILL CONSTITUTE THE SOLE REMEDY OF BUYER UNDER THIS LIMITED WARRANTY. 9. Seller will not be responsible for slump, strength or quality of any concrete to which N� ater or other material has been added by or on behalf of Buyer. Buyer will be responsible to see that the concrete is handed in accordance with best construction practice,. Seller has no control over the placing or handling of concrete -after unloading and does not guarantee the fini-ked «cork in which it is used. Buyer will be responsible to prevent concrete after unloading from coming into contact with any material, such as alumi=?um, which may adversely impact concrete strength. 10. Buyer will furnish any admixtures or ingredients it desires that are n _�t regularly supplied by the Setter in the marketplace. Buyer will be solely respon- sible for the effect of such admixture or ingredients on the concrete. Any extra product which may be required in excess of the mix design quoted, or which may be required to provide workability, strength, setting time or water/ce•aent ratio. will result in an additional ingredient charge payable by Buyer. 11. Concrete will be batched and delivered in accordance with ASTM C-94. Concretc t:,mpc rat.rre will be dictated by the environmental and material condi- tions at the time of delivery. Any requirement beyond these conditions will require the n-,t,Tementation of controlled measures during production at the expense of Buyer. 12. Buyer must give Seller written notice within 48 hours after delivery of any claim against Seller as a result of any alleged nonconforming materials or any other cause whatsoever (other than failure to meet compressive strength, in which event the time for notice will be within 48 hours after the customary time for analysis of the test cylinder), time being of the essenco. Seller will be given reasonable opportunity to investigate all claims. Any failure by Buyer to give written notice within such 48 hour period will be deemed a conclusive waiver by Buyer of all such claims against Seller. 13. SELLER WILL, NOT BE LIABLE UNDER ANY CIRCUMSTANCES FOR ANY SPF,CIAL,. INCIDENTAL, PUNITIVE OR CONSEQUENTIAL DAMAGES INCLUDING WITHOUT LIMITATION, ANY DAMAGES RF,I.ATED TO DELAY. WHETHER BASED ON STATUTE, TORT. CONTRACT, OR OTHERWISE, AND WHETHER OR NOT ARISING FROM SELLER'S NEGLIGENCE, STRICT LIABILITY OR FAULT. IN NO EVENT WILL SELLER BE RESPONSIBLE FOR DAMAGE DUE TO THE ACTIONS OF OTHERS OR THE FAILURE OF BUYER TO COMPLY WITH ITS OBLIGATIONS. SELLER'S LIABILITY FOR ANY CLAIMS WILL BE LIMITED TO TILE PURCHASE PRICE OF THE GOODS SOLD UNDER TEAS CONTRACT. 14. Notice. All notices to Seller will be sent in writing to the sales office issuing the price quotation, with a copy to Credit Department, 455 Fairway Drive, Deerfield .Beach, FL 33441. 15. S,ecerability. The unenforceability of any provision of this Contract will not affect the enforceability of any other provision of this Contract, and each other provision of this Contract will be severable and enforceable to the extent permitted by fav". WARNING: CAUSES SKIN IRRITATION - I;NJE'RIOUS TO EYES, CONTAINS PORTL,AND CEMENT. FRESHLY MIXED CONCRETE MAY CAUSF SKIN IRR.TTATION OR INJURY. AVOID CONTACT WITH SKIN WHERE POSSIBLE. WASH EXPOSED AREAS PROMPTLY WITH WATER. IF ANY MIXTURES GET INTO THE EYE, RINSE IMMEDIATELY WITH WATER AND GET PROMPT MEDICAL ATTENTION. KEEP OUT OF REAL H OF CHILDREN. MATERIAL SAFETY DATA SHEETS (MSDS) ARE A`AILABLE AI' W WNV. T1T'ANAMERICA.COM. Rev'd 2-08 01/20/2015 00:15 5614688469 PAGE 01 "Thank you - We appreciate your business* gmacreft I'CIFx? f'1C'.Ta Fi ::.:; (rxnmer+� d1Y'C!• 7ital+r@ T,+rxa iJfltlRl� p teee. !x urr+ � TYG�O Il>'h {Ik{. -L.-So:v t. l T • .: It . �.....#�`L.(..lx3.�.-,�wW'wM1.--.-wrv,..,.n.w.w ._.R4iMFLC4r•4.•,Ji-,--11!'.:.,i..,LY7uM�.�R�LF.. 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Address,, C,or(Kt Not Corrv-0. a H0,MF OFFICE; 12/17/2014 13:47 7725896469 i KSM ENGINEERING PAGE 01/02 we OIL 9 KEL>LE1R, SCHLEICHER & MacWILLIAM ENGINEERING AND TESTING, INC. MARTIN (772) 337-7755 p0, BOX 78-1377, SEBASTIAN, FL 32978-1377 SEBASTIAN (772) 589-0712 PALM BEACH 561 845-7445 MELBOURNE (321) 768-8488 ( ) www.ksm®ngineering.rtet ST. LUCIE (772) 229-9093 FAX (561) 845-8876 E a �'�iL"WF6WW8M `* FAX (772) 589-6469 C.A.: 5693 V ASTM D 1557 and ASTM D 2922 DATE TESTED ; December 15, 2014 JOB # 142205-1 d/SH/km PERMIT # 14100351 CONTRACTOR Wynne Development Corp. JOB LOCATION 29 Anboles Del Nolte Country Club Village, Spanish Lakes Fort Pierce, Florida ITEM TESTED Compacted Foundation Fill TEST LOCATION "PEN DRY MAX• QRY PERCENT OF SAMPLE DEPTH READ DENSITY PROCTOR VALUE COMPACTION 1. S.W. 0" - 121' 38 108.0 111.3 97.0 2. N.W. 39 108.4 97.4 3. Center " 39 108.7 97.7 4, N.E, 38 107.9 96,9 5. S.E. 39 108.6 97.6 Soil Description: Brown Sand In Place Moisture'. 8.2 Percent Optimum Moisture: 11.0 Percent Max. Dry Density; 111.3 P.C.F. @ Test Locations The Density & Penetrometer Readings Indicate the Degree, of Compaction Meets 191C to Natural Grade. eint Lucie County Building Department 0 8-02-24 E-mail to- dotty@spanishlakes. corn Ronald G. Keller, RE-: 372931 SI Lio. No.: 860 Moisture - % of Dry Weight RECEIVED DEC 18 7014 / Julle E- Keller, RE.: 68366 Planning & Development Services Building & Code ReguladOn DIVISIG n 2300 Wargiihia Ave Forts Marce, FL 34982 ....... .772-462-2172 Fax 772-462-6443 CER77FECATE OF TERMITE TREATMENT CONSTRUCTION COI' TREATMENT i PERMIT r. Oi 1DDRESS: PEST CONTROL CONTRACTOR: PEST CONTROL LICENSE #: We, the undersigned, hereby certify that we have pretreated the above described construction for subterranean termites in accorrdance� � S� the standards of the National Pest Control Association. Square feet if area treated. F,�14 Chemicals used: Percentage of solution: , 06 0,o Total gallons used: -' Date of Treatment: 17 -Z9 q Time of Treatment: '7 ° b D Footing Slab 1 Treatment �K1t Treatment Re -Treat Re -Treat Driveway Pools Treatment 1 Treatment Re -Treat Re -Treat Other Perimeter for Final Inspection 1� Treatment . � Re -Treat Signature of Exte&inator 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 Lime of each inspection or the scheduled Inspection will fail and a•re-inspection fee charged. trBCao o2e6 Certificate of protective Treatmentforprevention oftennites. A weatherreslsbntjobsite posting board shall be provided to receive duplicate Treatment Certificates as each required protective treatment is completed, is issued to and another copy for the building permit files The Treatment providing a copy for the person the permit Certificate shall provide the product used, identity of the applicator, time and date of the treatment, site location, area treated, chemical used, percent concentration and number ofgallons used, to establish a verifiable record of protective treatment. If the soil chemical barrier method for termite prevention is used, final exterior treatment shall be completed prior to final building approval. St Lucie County requires for thefinal inspection for CO, a IPerna��ai��lt Sticker �® �� placed �� the eYe t icaU panel Boas cover, listing aio the treatments and dates of ap plicationsa JOSEPH E. SMITH, CLER`r —THE CIRCUIT COURT — SAINT LUCIE CC-i 'r FILE # 4005325 OR BO',_ �i682 PAGE 229, Recorded 10/17/2014 . 40:59 AM AFTPR RECOROWG.RETURN TO: PERMIT NUMEER• I I hie Sp— 6 rc�w—d fur rec"rdiuµ into L r NOTICE OF COMMENCEMENT The undersigned hereby given notice that improvement will be made to certain real property, and in accordance with Chapter 713. Florida statutes the following information is provided in the Notice of commencement. V�1/! 1. DESCRIPTION OF PROPERTY (I,egel description and street address) TAX FOLIO NUMBER-13 O 1-11 f — 00 O 1— 004 j %1 Country Club SUBDIVISIONy i_ T 1 a q eBLOCK TRACT LOT BLDG UNIT �EaSt 3 of section 1 townshi 34s an a 39E Lying N&W of Turnpike Feeder Road 2. GENERAL DESCRIPTION OFIMPROVEMENT: 3. OWNER INFORMATION: ' a. Name b.Address 8000 S US1, Suite 402, .PSL, FL 34952 c. interest in property d. Name And address of fee simple titleholder (if other than owner) �1 4.CONTRACTOR'S NAME, ADDRESS AND PHONE NUMBER: Wynne Development Corporation pl/J1 8000 S US1, Suite 402 PSL FL 34952 772-A78-5513 5. SURETY'S NAME, ADDRESS AND PHONE NUMBER AND BOND AMOUNT: 6. LENDER'S NAME, ADDRESS AND PHONE NUMBER: 7. Persons within the State of Florida designated by Owner upon whom notices or other documents may be served as provided by Section 713.13())(a) T. Florida Statutes: John Brennan NAME, ADDRESS AND PHONE NUMBER: 1 LaS CaSi ta5 Ft Pi prrP Fr 34951 772-466 1553 8. In addition to himself or herself; Owner designates the following to receive a copy of the Lienor's Notice as provided in Section 713.13 (1)(b), Florida Statutes: ' NAME, ADDRESS AND PRONE NUMBER: 9. Expiration date of notice of commencement (the expiration date is 1 year from the date of recording unless a different date is specified) ;20_ _ _.------_.._ Matthew Lyle Wynne Vice —President Signature of Owner or Print Name and Provide Signatory's Title/Office Owner's Authorized Otriccr/DirectorfPartner/Manager State of Florida County of St f.tirie � y The foregoing instrument was acknowledged before me this 2day of ©Gia d Ex , 20 By Matthew Lyle Wvnne ,as VIGF (Name of person) (Type of authorily...e.g: Owner, officer, trustee, attorney in fact) ForWynne Building Corporation (Name of party on behalf of whom instrument was executed) Personally Known '�or o tic t e f Ilo.1ving [ e f ai:• :p+P�d, DOROTHY ANN 8A]2.2016 s Notary Public - Stale My Comm. Expires Occommission # FF (Printed Name of Notary Public) (Signature of N Public) ter' I) ";;,;,••'� Bonded Through National Under penalties of perjury, I declare that I he read the foregoing an� that the facts in it are We to the best of my knowledge and ut ne belief (section 92.525, Florida States). Signatures wn or Owr(s)' Authoriz Officer/Director/Partner/Manager who signed above: By: By R., OV3=001(R—di.1) STATE OF FLORIDA ST, LUCIE COUNTY THAIS TO CERTIFY THAT THIS IS A TRUE RNO CORRECT COPY ORTHE a, 12014 Date: Wti � 'CIE BUILDING CORPOR/=:. '�ON 8000 South U.S. #1 Suite 402 Port St. Lucie, FL 34952 Spanish Lakes Communities Division Port Saint Lucie November 18, 2014 To: St. Lucie County Building Department Attn: Permitting and/or Plan Review Re: 29 Arboles Del Norte Permit # 1410-0351 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 12 Jasmine in our Spanish Lakes One park. If you have any questions I can be reached at (772) 878-5513. Thank you, Matthew Lyle Wynne - V.P. Telephones: Port Saint Lucie (772) 878-5513 Miami (305) 235-3175 r ® Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. MiTek® RE: M11364 - 70' Royal with 2 car garage MiTek USA, Inc. Site Information: 6904 Parke East Blvd. Tampa, FL 33610-4115 Customer Info: Wynne Project Name: 70' Royal with 2 car garage Model: Lot/Block: Subdivision: Address: unknown City: St. Lucie County State: FL Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: License #: Address: City: State: General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2010/TP12007 Design Program: MiTek 20/20 7.3 Wind Code: ASCE 7-10 [All HeighII Wind Speed: 165 mph Roof Load: 37.0 psf Floor Load: N/A psf This package includes 20 individual, dated Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61 G15-31.003, section. 5 of the Florida Board of Professional Engineers. Rules. N_o.]Seal# Truss Name Date No. Seal# Truss Name Date 11 1T6515418 Al 9/9/014 118 IT6515435 KJ5 9/9/014 12 I T6515419 I A2 19/9/014 119 I T6515436 I KJ7 9/9/014 13 I20 I T6515437 I MV2 19/9/014 J 14 I T6515421 I A4 19/9/014 1 I I I Ming I I 15 I T6515422 I A 19/9/014 16 I T6515423 I ATA 19/9/014 17 I T6515424 I B 1 9/9/0141 18 I T6515425 I B 19/9%014T 19 I T6515426 I BHA 19/9/014 110 IT6515427 I D ____l9/9/014. Ill IT6515428 IGRA I9/9/014 112 IT6515429 IGRD 19/9/014 J 113 I T6515430 IJI 19/9/014 J 14 IT6515431 LJ3 _ _ 19/9/014 J 115 I T6515432 I J5 19/9/014 1 116 I T6515433 I J7 19/9/014 1 117 I T6515434 I JX 19/9/014 J The truss drawing(s) referenced above have been prepared by MiTek Industries, Inc. under my direct supervision based on the parameters provided by Chambers Truss. Truss Design Engineer's Name: Velez, Joaquin My license renewal date for the state of Florida is February 28, 2015. IMPORTANT NOTE: Truss Engineer's responsibility is solely for design of individual trusses based upon design parameters shown on referenced truss drawings. Parameters have not been verified as appropriate for any use. Any location identification specified is for file reference only and has not been used in preparing design. Suitability of truss designs for any particular building is the responsibility of the building designer, not the Truss Engineer, per ANSI/TPI-1, Chapter 2. I N 68182 *� :5 ' 'STATE OF 441� O R ��&/0 N ' 1 FL Cert. 6634 September 9,2014 Velez, Joaquin 1 of 1 Job Truss Truss Type Qty Ply 70' Royal with 2 car garage T6515418 M11364 Al SPECIAL 1 1 Job Reference (optional) GnamDers Trnaa Inc., Fort Pierce FI. 34982 7.350 s Sep 27 2012 MiTek Industries, Inc. Tue Sep 09 14:23:13 2014 Page 1 ID:yDOdWMWeu991iJ70SDveiFyfR5h-J3TV2uZhkpRAudAHyHDTj2 WKpwlzvrl bl 110JHyfLpi 7-10-13 11-0-0 141124-0-0 27-5-8 35-0-0 36.0.0 0.1 0 7-10.13 3-1-3 3-11-0 4-8-8 4-6-8 3-5.8 7-6-8 1-0-0 Scale = 1:62.9 4x6 = 4x4 _ 3x4 = 3x4 = 5x6 4.00 12 4 20 5 6 21 7 13 12 3x8 = 5x6 = 2.00 12 3x12 = Plate Offsets (X,Y): I2:0-2-2,Edgel, 19:0-1-15.Edael LOADING (psf) SPACING 2-0-0 CS1 DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.57 Vert(LL) 0.73 11-12 >579 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.89 Vert(TL). -1.50 11-12 >281 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.67 Horz(TL) 0.42 9 n/a n/a BCDL 10.0 Code FBC20101TP12007 (Matrix-M) Weight: 157 lb FT = O% LUMBER BRACING TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-8-1 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 4-2-7 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer 113stallation guide, REACTIONS (lb/size) 2=1179/0-8-0 (min. 0-1-10), 9=1149/0-8-0 (min. 0-1-9) Max Horz 2=117(LC 6) Max Uplift2=833(LC 8), 9=-817(LC 8) Max Grav 2=1366(LC 2), 9=1332(LC 2) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=3002/1783, 3-4=-2700/1604, 4-20=-2553/1552, 5-20=-2553/1552, 5-6=-2917/1779, 6-21=-4491/2565, 7-21=4491/2565, 7-8=-5205/2903, 8-9=-5620/3227 BOT CHORD 2-13=1566/2838, 12-13=-1540/2912, 11-12=2028/3719, 9-11=2979/5351 WEBS 3-13=337/338, 4-13=-3B5/703, 5-13=-602/324, 6-12=964/587, 6-11=357/923, 7-11=-761/1482, 8-11=390/403 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=70ft; L=35ft; eave=5ft; 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) All plates are MT20 plates unless otherwise indicated. 5) The solid section of the plate is required to be placed over the splice line atjoint(s) 12. 6) Plate(s) at joint(s) 12 checked for a plus or minus 3 degree rotation about its center. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Bearing at joint(s) 9 considers parallel to grain value using ANSUTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 833 lb uplift at joint 2 and 817 lb uplift at joint 9. 11) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard ��,`,QU I N 11 V ',.�i� 0P.• F *: N 68182 T F 111111 FL Cert. 6634 September 9,2014 ®WARNING-V.dfrderlyn parametersand READ MOMS ON IMSAND INaUDED MIIEKREFERE7KE PAGE Mll-7473 rex112912014119O LW ■■■■� Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and Is for on individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members 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 [duality Criteria, DSB-89 and BCSI BuBding Component 6904 Parke East Blvd. Safety Information o' able from Truss Plate Institute, 781 N. Lee Street. Suite 312. Alexandria, VA 2314. Tampa, FL 33610-0115 It Sautheln fline�SP� Iumb er is specified, the design vat ues are those effective 06/01/2013 by ALSO Job Truss Truss Type Qty Ply 70' Royal with 2 car garage M11364 A2 SPECIAL 1 1 T6515419 Job Reference (optional) mcrn , m.a i , run Fierce Fi. 54982 7.350 s Sep 27 2012 MiTek Industries, Inc. Tue Sep 09 14:23:14 2014 Page 1 ID:yDOdWM Weu99liJ70SDveiFy(R5h-nF1 tGEaJV7Z1 WmITW?kiGG2QuJeDeE2kFPnarjyfLph T1-0-Q 8-5-5 13-0-0 1411-0 22-0.0 26-2-4 35-0-0 1 10 B-5-5 4-6-11 1-11-0 7-1-0 4-2-4 8.9-12 1-0-0 3x6 4.00 12 4x4 % 2X3 II 4 19 5 12 11 3x4 = 5x12 = 2.00 12 20 5xB = 8-5-55 14-11-0 24-7-8 35-0-0 8-5-6-5-11 9-B-8 10-4-8 Scale = 1:62.9 3x12 = LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.80 Vert(LL) 0.68 10-11 >617 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.89 Vert(TL) -1.42 10-11 >296 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.94 Horz(TL) 0.46 8 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Weight: 156 lb FT = O% LUMBER TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 REACTIONS (lb/size) 2=1178/0-8-0 (min. 0-1-10), 8=1150/0-8-0 (min. 0-1-9) Max Horz 2=136(LC 7) Max Uplift2=834(LC 8), 8=-815(LC 8) Max Grav 2=1365(LC 2), 8=1333(LC 2) BRACING TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 4-3-0 oc bracing. WEBS 1 Row at midpt 6-11 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=-3033/1727, 3-4=-3013/1853, 4-19=-2525/1576, 5-19=-2525/1576, 5-20=-2512/1564, 6-20=2512/1564, 6-7=5230/2942, 7-8=-5555/3141 BOT CHORD 2-12=1565/2810, 11-12=-1181/2324, 10-11=1699/3277, 8-10=2886/5285 WEBS 3-12=-353/363, 4-12=-452/691, 4-11=-294/609, 5-11=-398/352, 6-11=884/451, 6-10=1267/2473, 7-10=-358/370 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=70ft; L=35ft; eave=5ft; 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 fora 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 834 lb uplift at joint 2 and 815 lb uplift at joint 8. 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard N 68182 ice•' �C/� 1111111 FL Cert. 6634 September 9,2014 A IVARMUS-Vedfrdesign parameters and READ VOTES ON 7NISAND MUMED WTEKREFEREA E PAGE Mll-7473 — 11291ZO14Bf74UME Design valid for use only with M1ek connectors. This design Is based only upon parameters shown, and is for an individual building component. Appricability of design parameters and proper incorporation of component is responsibility of building designer- not trussdesigner. 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 Ctiteda, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information va' able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314. If Sautherrl PuIe�SP� Iamb er is specifi ed, th a design values are thoseeffective O6/291/2013 6y ALSC Tampa, FL 33610.4715 Job Truss Truss Type City Ply 70' Royal with 2 car garage T6515420 M 11364 A3 SPECIAL 1 1 Job Reference footionall s.— s aep a zu- mi i eK mausmes, inc. i ue sep us 14:23:lb ZU14 Page 1 ID:yDOdWM Weu99liJ70SDveiFyfR5h-FSbFTabyGRhu7wKf3iFxoTbbHjzONjHuU2W7N9yfLpg n�Q 8-0.2 15-0-0 2o-0-0 26.2-5 35-0.0 36-0-0 1-0.0 8-0-2 6-11-15 10-0 6-2-5 8-9-11 1-0.0 ch �1 d 3x6 = 2x3 11 4.00 12 4x5 5x10 = 5x8 2.o0 12 i 8-0-2 14-11-0 20-10 24-7-8 35-0-0 2 6-10-15 5-1-0 10-4-8 Scale: 3/16"=l' 3x12 = LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Udefl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.82 Vert(LL) 0.71 11 >593 360 MT20 2441190 TCDL 7.0 Lumber Increase 1.25 BC 0.92 Vert(TL) -1.16 11-20 >362 240 MT18HS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.82 Horz(TL) 0.41 9 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Weight: 158 lb FT = O% LUMBER BRACING TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3 `Except` MiTek recommends that Stabilizers and required cross bracing 6-11: 2x4 SP M 30 be installed during truss erection, in accordance with Stabilizer nsta a •o uide REACTIONS (lb/size) 2=1176/0-8-0 (min. 0-1-10), 9=1152/0-8-0 (min. 0-1-9) Max Horz 2=155(LC 7) Max Uplift2=833(LC 8), 9=-817(LC 8) Max Grav 2=1363(LC 2), 9=1335(LC 2) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=3104/1773, 3-4=-2982/1774, 4-5=2349/1409, 5-6=-2599/1600, 6-7=-5201/2946, 7-8=5465/3183, 8-9=-5576/3173 BOT CHORD 2-14=1561/2885, 13-14=-1561/2885, 12-13=-1091/2204, 11-12=1312/2651, 9-11=-2929/5303 WEBS 4-14=01286, 4-13=792/524, 5-12=281/649, 6-12=-404/238, 6-11=-1533/2820, 7-11=-444/447 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=70ft; L=35ft; eave=5ft; 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) 9 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 833 lb uplift at joint 2 and 817 lb uplift at joint 9. 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard �1111111/11/ Qv I N V I'-* ♦ 0 N 68182 �?�• T OF :•�/ ` •,,,�S,s �1A� ECG . N FL Cert. 6634 September 9,2014 ®WAPMM-Yerifrdesgn Parameters -if READ MITES ONTRISAND IAUUDED NrMKREFEREME PAGENII-7473 rea V291ZO14BIFOWME ■■ 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 Quality Criteria, DSE-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information o' able from Truss Plate Institute. 781 N. Lee Street, Suite 312, Alexandria, VA 2314. 1fSoufhernPinelSP Irtmherrsspecifiedrthe design valuesare those effective06�01%2U73hyAfSC Tampa, FL 336104115 Job Truss Truss Type Qty Ply 70' Royal with 2 car garage M11364 A4 SPECIAL 16 1 T6515421 Job Reference (optional) ok.-io.. .„.. rvu Pi... rr. 54962 /.sbu s sep 27 2012 MI IeK Industries, Inc. Tue Sep 09 14:23:16 2014 Page 1 ID:yDOdWM Weu99liJ70SDveiFyfR5h�eBdhwcal kp114vrdPmALhBla7Jc6ApljiGhwbyfLpf 11� 8.8-0 17-6.0 247-8 27-5-8 35-0-0 36.0-Q 1-0.0 El, 8-10-0 7-1-8 2-10.0 7-6-9 4.00 12 6x8 = Scale = 1:61.8 TJ - 3x6 2x3 II 5x8 3x12 = 2.00 12 Plate Offsets (X.Y): 12:0-3-14.0-1-81 17:0-3-0 Edgel, f9:0-1-15,Edge1 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.85 Vert(LL) 0.78 11 >536 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.90 Vert(TL) -1.59 11-12 >264 240 MT18HS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.80 Horz(TL) 0.43 9 n/a n/a BCDL 10.0 Code FBC20101TP12007 (Matrix-M) Weight: 153 lb FT = O% LUMBER BRACING TOP CHORD 2x4 SP M 30 -Except- TOP CHORD Structural wood sheathing directly applied. 5-7: 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 4-2-8 oc bracing. BOT CHORD 2x4 SP M 30 WEBS 1 Row at midpt 5-11 WEBS 2x4 SP No.3 *Except* MiTek recommends that Stabilizers and required cross bracing 5-11: 2x4 SP M 30 be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS (lb/size) 2=1214/0-8-0 (min. 0-1-10), 9=1190/0-8-0 (min. 0-1-9) Max Horz 2=179(LC 6) Max Uplift2=833(LC 8), 9=-817(LC 8) Max Grav 2=1364(LC 2), 9=1334(LC 2) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=3073/1777, 3-4=-2314/1360, 4-5=2233/1381, 5-6=5336/3095, 6-7=5242/2975, 7-8=5284/2974, 8-9=-5609/3201 BOT CHORD 2-13=-1561/2854, 12-13=-1561/2854, 12-20=1010/2057, 20-21=-1006/2066, 11-21=-1001/2080,9-11=-2953/5340 WEBS 3-13=0/260, 3-12=850/602, 5-12=-58/333, 5-11 =-1 913/3455, 6-11=327/320, 8-11=292/283 NOTES ``,Illlllllf/1��, N VFZ,Z4 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=70ft; L=35ft; eave=5ft; Cat. II; `��p,OU! j E N. �j `�� ,�,•'� G Si'•,`� 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. N 68182 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 = IO.Opsf. _ 6) Bearing at joint(s) 9 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity _ -b ; of bearing surface. T F 4 O 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 833 lb uplift at joint 2 and 817 lb uplift at � joint 9, "Semi i� •� ]t` Q' �: _ `� �j, �!. 8) -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. s •. 1 • 1 `�� `�� LOAD CASE(S) Standard �� S jV AL `�%% 1 111111111��, FL Cert. 6634 September 9,2014 AWARMNG-Verifr•d.ngn parameters and HEAD ROTES ON THWAHO MaUDED MrTEKREFERENCf PAGE MTr-7473 nex V2912014BEFWWE ■• 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 any. Additional temporary bracing to insure stability during construction is the responsibillity, of the MOWerector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPll Quality Criteria, DSB-89 and BCSI Bull Component 6904 Parke East Blvd. Safety Information va' able from Truss Plate Institute, 781 N. Lee Street, Suite 312. Alexandria, VA 314. Tampa, FL 33610-0115 if Se uthem Pine (5P) lumber is spec -tied, the design values are these effecl5ve Q6P01/201S Iby ALSC Job Truss Truss Type Qty Ply 70' Royal with 2 car garage M11364 A HIP 1 1 T6515422 Job Reference o tional �1 d fibers Truss Inc., Fort Pierce Fl. 34982 7.350 s Sep 27 2012 M7'ek Industries, Inc. Tue Sep 09 14:23:11 2014 Page 1 I D:y DOd W M Weu991iJ70S Dvei FyfR5h-Ng Lkd CYRC C B SfJOugsA?edQ2 L6hS Rz01ZRYwEOyfLpk i1-0-Q 6-10.13 9-0-0 1411-0 20-4-10 26-0.0 28-1-3 35-0.0 36.0-Q 1-0.0 6.10-13 2-1-3 5-11-0 5-5.10 5-7-6 2-1-3 6-10-13 1-0 0 Scale = 1:61.8 This truss is NOT symmetric. Proper orientation is essential. 4x4 4.00 12 2x3 II 3x6 = 3x4 = 4x4 24 2x3 \\ 4 23 5 6 7 24 8 9 16 15 13 3x4 14 12 = 4x4 = 3x4 = 3x6 = 3x6 = 3x8 = 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) 0.24 16-19 >752 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.58. Vert(TL) -0.56 12-14 >430 240 BCLL 0.0 Rep Stress Incr YES WB 0.55 Horz(TL) 0.08 10 n/a n/a BCDL 10.0 Code FBC201 O/TP12007 (Matrix-M) Weight: 148 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 BOT CHORD WEBS "2x4 SP No.3 REACTIONS (lb/size) 2=716/0-8-0 (min. 0-1-8), 14=787/0-8-0 (min. 0-1-8), 10=82510-8-0 (min. 0-1-8) Max Horz 2=97(LC 6) Max Uplift2=532(LC 8), 14=-513(LC 8), 10=-605(LC 8) Max Grav 2=B36(LC 19), 14=946(LC 20), 10=958(LC 2) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=1764/897, 3-4=1232/768, 4-23=-11411737, 5-23=1141/737, 5-6=-1141/737, 6-7=11411737, 7-24=-1644/994, 8-24=1644/994, 8-9=174111029, 9-1 0=1 960/1144 BOT CHORD 2-16=942/1901, 15-16=536/1141, 14-15=-536/1141, 13-14=89811629, 12-13=-898/1629, 10-12=-974/1809 WEBS 3-16=-318/291, 4-16=-135/293, 5-14=-399/337, 7-14=719/413, 8-12=-171/363, 9-12=-260/263 Structural wood sheathing directly applied or 5-0-1 oc purlins Rigid ceiling directly applied or 7-4-11 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. ,,�� LOIN I N V 4r 2) Wind: ASCE 7-10; VuIt=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=70ft; L=35ft; eave=5ft; Cat. 11, ,� p, F� c� / Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 � ,0 •• •� G•E•N g+ • • `� �i� 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 N( 68182 fit between the bottom chord and any other members. Z * ; • * 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 532 lb uplift at joint 2; 513 lb uplift at joint 14 = and 605 lb uplift at joint 10. -Q ; 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. T O F 1U LOAD CASE(S) Standard �� •, Q;•• �4U11111111110 FL Cert. 6634 September 9,2014 ®WARNING-—rdesign parsmewa and READ MRSONMNAND M UDED NITEKREFERENCE PAGE HII-7473 rec I/2912014DUGMUSE Design valid for use only with M7ek connectors. This design is based only upon parameters shown, and Is for an individual building liccomponent. 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/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information vaable from Truss Plate Institute, 781 N. Lee Street Suite 312, Alexandria, VA 2314. Tampa, FL 33610-4115 If Southern PIne�SF'� lumber is specked, the design values are those effective 06�01/1013 by ALSC Job Truss Truss Type Ply 70' Royal with 2 car garage 11364 ATA ROOFTRUSS FQtyM 1 T6515423 Job Reference lootionall warn Truss Inc., Fort Pierce Fi. 34982 7.350 s Sep 27 2012 MiTek Industries, Inc. Tue sap 09 14:23:17 2014 Page 1 ID:yDOdWM Weu991iJ70S DveiFyfR5h-Bqi?uGcCo2xcNEU2B7HPuug2hXlSri8AxM?ES2yfLpe T1-0.0, 8-5-4 13-0-0 17-6-0 22-0-0 26-6-12 35-0-0 36-0 0 1-0.0 8-5-4 46.12 46-0 46-0 4-6-12 8-5-4 1 0 0 4.00 12 4x4 = Scale = 1:60.8 1/ 15 -- -- 14 .- 12 4x5 = 2x3 II 4x6 = 3x8 = 2x3 II 45 = 3x8 = 4x6 = 1 d LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr YES Code FBC2010/TPI2007 CSI TC 0.38 BC 0.54 WB 0.47 (Matrix-M) DEFL in (loc) I/defl L/d Vert(LL) 0.29 14-15 >999 360 Vert(TL) -0.74 14-15 >565 240 Horz(TL) 0.15 10 n/a n/a PLATES GRIP MT20 244/190 Weight: 166 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-8-15 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-3-10 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. REACTIONS (lb/size) 2=1257/0-8-0 (min. 0-1-10), 10=1257/0-8-0 (min. 0-1-10) Max Harz 2=179(LC 7) Max Uplift2=-775(LC 8), 10=-775(LC 8) Max Grav 2=1399(LC 2), 10=1399(LC 2) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=3157/1570, 3-4=-2665/1326, 4-5=2594/1337, 5-24=-2667/1402, 6-24=-2617/1425, 6-25=-2617/1425, 7-25=-2667/1402, 7-8=-2594/1337, 8-9=-2665/1326, 9-10=-3157/1570 BOT CHORD 2-17=-1360/2929, 16-17=-1360/2929, 15-16=-1360/2929, 15-26=-744/1961, 26-27=-744/1961, 14-27=-744/1961, 13-14=-1360/2929, 12-13=1360/2929, 10-12=1360/2929 WEBS 6-14=-454/918, 7-14=-258/191, 9-14=-539/400, 6-15=-454/918, 5-15=-258/191, 3-15=-539/400 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=70ft; L=35ft; eave=5ft; 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 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL=10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 775 lb uplift at joint 2 and 775 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 WARNING -Vedfr design pamme lea and READ AO7ES ON MLSAN0 IAl7.UDED Mf1EKREFEREAKE PAGE Nrl-7473 rex lIZ912014BEFMEUSE 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 fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/rPll Quality Criteria, DSB-89 and BCSI Building Component Safety Information vai able from Truss Plate Institute, 781 N. Lee Street. Suite 312, Alexandria, VA 222314. - IfSouthernPule�SP�lumber is specified the designvalues azethese effectiveOfi/0112013byALSC FL Cert. 6634 September 9,2014 MiTek' 6904 Parke East Blvd. Tampa, FL 33610-4115 Jab Truss Truss Type Qty Ply 70' Royal with 2 car garage M11364 131 HIP 1 1 T6515424 Job Reference o tional Chambers Truss Inc., Fort Pierce FI. 34982 7.350 s Sep 27 2012 MiTek Industries, Inc. Tue Sep 09 14:23:19 2014 Page 1 ID:yDOdWMWeu991iJ70SDveiFyfR5h-BDgmJxeSKfBKcYeQIYKtzJm LaKNIJaYTPgULVVwyfLpc i1-0.q 6-1 0 13-11-4 21-0.12 28.4-0 35-0-0 36-0.Q 1-0.0 6-8-0 • 7-3-4 7-1-8 7-3-4 6-8-0 1-0-0 4.00 12 4x5 4x4 = 4x6 = 4x8 = 4x5 Scale = 1:61.8 15 14 13 12 11 10 4x5 = 4x4 = 5x8 MT18HS WB = 2x3 11 4x4 = 45 = 4x4 = 5xB MT18HS WB = 6-8-0 13-11-4 21-0.12 28-4-0 35-0-0 6-8-0 7-3-4 7-1-8 7-3-4 6-8-0 Plate Offsets (X,Y): r5:0-3-O.Edael LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TIC 0.55 Vert(LL) 0.70 12-13 >601 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.74 Vert(TL) -1.17 12-13 >360 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.61 Horc(TL) 0.22 8 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Weight: 152 lb FT = O% LUMBER TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 REACTIONS (lb/size) 2=1164/0-8-0 (min. 0-1-9), 8=116410-8-0 (min. 0-1-9) Max Horz 2=75(LC 7) Max Uplift2=825(LC 8), 8=-825(LC 8) Max Grav 2=1349(LC 2), 8=1349(LC 2) BRACING TOP CHORD Structural wood sheathing directly applied or 3-0-15 oc purlins. BOT CHORD Rigid ceiling directly applied or 4-6-12 oc bracing. WEBS 1 Row at midpt 4-15, 6-10 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=3117/1762, 3-4=-2943/1731, 4-5=-4684/2749, 5-6=4684/2749, 6-7=2943/1731, 7-8=3117/1762 BOT CHORD 2-15=-1557/2901, 14-15=-2593/4684, 13-14=2593/4684, 12-13=-2594/4684, 11-12=-2594/4684, 10-11=-2594/4684, 8-1 0=1 55712901 WEBS 3-15=-272/680, 4-15=-1918/1068, 4-13=8/289, 6-12=01289, 6-1 0=-1 918/1069, 7-10=-272/680 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=70ft; L=35ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW'RS (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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 825 lb uplift at joint 2 and 825 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 &WARNING -Verify design par .t.. and READ N07ES ON WSAND ZNMUDED MIIEKREFEREME PAGE NII-7473 rex 112912014BEMREDSE Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Buildfng Component Salety Information va' able from Truss Plate Institute, 781 N. Lee Street, Suite 312..Alexandda, VA 2314. ]f5auUlemPine�SPI lumber isspeci£edl,thedesie values are these effectiveQ6/01/2013byALSC % P60I N Vic'-* Ns * : N 68182 T OF kv FL Cert. 6634 September 9,2014 MiTek' 6904 Parke East Blvd. Tampa, FL 33610-4115 Job - Truss Truss Type Qty Ply 70' Royal with 2 car garage T6515425 M11364 B HIP 1 1 Job Reference (optionall ioers Truss Inc., Fort Pierce Fr. 34962 7.350 s Sep 27 2012 MiTek Industries, Inc. Tue Sep 09 14:23:18 2014 Page 1 ID:yDOd WMWeu991iJ70SDveiFyfR5h-fOG06cdgZ_M3T?03EIgoeQ6D9x5la5sKAOln_UyfLpd 11-1-14 17-6-0 23-10.2 30.4-0 35-0-0 $6-0-4 1-0.0 48-0 6-5-14 _ 6-4-2 6-4-2 6-5-14 4-8-0 1-0-0 Scale = 1:62.0 4.00 12 _ 4x8 = 7x8 3x4 11 5x6 = 3x4 II 7x8 = 3 20 = 4 21 5 6 22 7 23 8 4x8 101 4x8 = jo 2 9 Id cs1 d 15 14 13 12 11 3x6 I 8x14 MT18HS = 3x6 11 8x14 MT18HS = US I I 4-8-0 11-1-14 17-6-0 23-10-2 30-4-0 35-0-0 4-8-0 6-5-14 rr4-2 6-4-2 6-5-14 4-8-0 Plate Offsets (X,Y): 13:0-2-8 0-4-41,f8:0-2-8,0-4-41,fl2:0-7-0 0-6-01 f14:0-7-0.0-6-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.60 Vert(LL) 1.04 13 >396 360 MT20 2441190 TCDL• 7.0 Lumber Increase . 1.25 BC 0.47 Vert(TL) -1.67 13 >247 240 MT18HS 244/190 BCLL 0.0 * Rep Stress Incr YES WB 0.76 Horz(TL) 0.12 9 n/a n/a BCDL 10.0 Code FBC20101TP12007 (Matrix-M) Weight: 228 lb FT = O% LUMBER BRACING TOP CHORD 2x4 SP M 30 *Except* TOP CHORD Structural wood sheathing directly applied or 2-4-12 oc purlins. 3-6,6-8: 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 5-6-10 oc bracing. BOT CHORD 2x8 SP 240OF 2.0E WEBS 1 Row at midpt 5-14, 5-12 WEBS 2x4 SP No.3 *Except* MiTek recommends that Stabilizers and required cross bracing 3-14,8-12: 2x4 SP M 30 be installed during truss erection, in accordance with Stabilizer [Installation cluide. REACTIONS (lb/size) 2=1157/0-8-0 (min. 0-1-8), 9=115710-8-0 (min. 0-1-8) Max Horz 2=55(LC 7) Max Uplift2=837(1_C 8), 9=-837(LC 8) Max Grav 2=1342(LC 2), 9=1342(LC 2) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3727/2108, 3-20=-6346/3659, 4-20=-6349/3659, 4-21=6347/3657, 5-21=-6347/3657, 5-6=-6347/3657, 6-22=-6347/3657, 7-22=-6347/3657, 7-23=-6349/3659, 8-23=-6346/3659, 8-9=-3727/2108 BOT CHORD 2-15=-1903/3512, 14-15=-1915/3549, 13-14=-4365/7768, 12-13=-4365/7768, 11-12=-1915/3549, 9-11=-1903/3512 WEBS 3-15=-121/394, 3-14=-1663/2922,4-14=-403/354,5-14=-1487/844, 5-13=41/337, 5-12=-1487/844, 7-12=-403/354, 8-12=-1663/2922, 8-11=-121/394 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=70ft; L=35ft; eave=5ft; 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) All plates are MT20 plates unless otherwise indicated. 5) The solid section of the plate is required to be placed over the splice line at joint(s) 3, 8, 14, 12. 6) Plate(s) at joint(s) 3, 8, 14 and 12 checked for a plus or minus 2 degree rotation about its center. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 837 lb uplift at joint 2 and 837 lb uplift at joint 9. 10) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard I&WARN M-Verifr design parameRn and RFAO AMES ON INISA7M IId1a0ED NfrEx'REFEREN—M PAGE HII-7473.. 112912014B➢FO WUSE Design valid for use only with Mrrek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component 11ISaurthemPuie�SP lulumberis peffiteddtthedesignvaluesarethaseeffeclive0610112013bvA.SC FL Cert. 6634 September 9,2014 MiTek° 6904 Parke East Blvd. Tampa, FL 33610-4115 Job Truss Truss Type Ply 70' Royal with 2 car garageT6515426 M11364 BHA 7Qty BOSTON HIP 1 Job Reference (optional) Chambers Truss Inc., Fort Pierce Ft. 34982 7.350 s Sep 27 2012 MiTek Industries, Inc. Tue Sep 09 14:23:20 2014 Page 1 ID:yDOdWMWeu991iJ70SDveiFyfR5hcPO8WHf45zJB EhCdsFr6V WlXfkjS259deKEu3NyfLpb i1-0-Q 11-5-15 13-5-15 15-5-15 17-6-0 19�-0 21-6-0 23-6-0 35-0-0 36-0.0 1-0.0 11-5-15 2-0-0 2-0.0 2-0-1 2-02 -OT 2-0-0 11-6-0 1-0-0 Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified Building Designer as per ANSI/TPI 1. 4.00 12 4x5 = 11 14 (+) Top chord must be braced by end jacks, roof diaphragm, or properly connected pudins as shown. 28 -' 26 24 46 = 3x6 = 4x8 = 4x6 Scale: 3/16"=l' 3x6 = ' 17-6-0 17-6-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.46 Vert(LL) 0.29 26-28 >999 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.71 Vert(TL) -0.61 26-28 >686 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.33 Horz(TL) 0.16 22 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) , Weight: 196 lb FT = O% LUMBER BRACING TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-11-2 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 5-11-1 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 3-26, 21-26 JOINTS 1 Brace at Jt(s): 12, 5, 8, 10, 17, 19 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 2=1164/0-8-0 (min. 0-1-9), 22=1164/0-8-0 (min. 0-1-9) Max Horz 2=179(LC 7) Max Uplift2=-825(LC 8), 22=825(LC 8) Max Grav 2=1349(LC 2), 22=1349(LC 2) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=3095/1747, 3-4=-1728/1024, 4-6=16B1/1032, 6-7=-1684/1050, 7-9=-1669/1072, 9-11=-1661/1108, 11-14=-1661/1108, 14-16=-1669/1072, 16-18=1683/1050, 18-20=-1681/1032, 20-21 =-1 728/1024, 21-22=-3095/1747, 3-5=-797/430, 5-8=800/433, 8-10=-800/433, 10-12=-800/433, 12-13=-800/433, 13-15=-800/433, 15-17=-800/433, 17-19=-800/433, 19-21=-797/430 BOT CHORD 2-28=-153312875, 27-28=-154112854, 26-27=-1541/2854, 25-26=-1541/2854, 24-25=-1541/2854,22-24=-1533/2875 WEBS 3-28=0/331, 21-24=01331, 3-26=-657/399, 12-26=-186/576, 21-26=585/399, 11-12=-476/799 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=70ft; L=35ft; eave=5ft; 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) All plates are 2x3 MT20 unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 825 lb uplift at joint 2 and 825 lb uplift at joint 22. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard ,&WARNfhG-Wdfrdengn parameters and READ NOTES ON 7HISAM INaUDED MIIEKREFEREACE PARE MII-7413 mx I/29/20I48IFOIWWE Design valid for use only with Mriek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery. erection and bracing, consult ANSIAPII Quality Criteria, DSE-89 and BCS1 Building Component Safety Information Available from Truss Plate Institute, 781 N. Lee Street. Suite 312. Alexandria, VA2314. If Sau2herrt PiTTe lSPl lumber is sped lied, the, design values are thoseeffecbve 061,1l2013 by ALSC ��•�`�Pul N. IIv ,0 * : N 68182 T OF �i.- ONAL� %%. 1/1111111� FL Cert. 6634 September 9,2014 MiTek' 6904 Parke East Blvd. Tampa, FL 33610-4115 Truss Truss Type Qty Ply 70' Royal with 2 car garage �,,,b T6515427 1364 D COMMON 4 1 Job Reference (optional) 6R i russ inc., Ton Tierce ri. d4wuz 7,350 s Sep 27 2012 MiTek Industries, Inc. Tue Sep 09 14:23:20 2014 Page 1 ID:yDOdWMWeu9gliJ70SDveiFyfR5hcPOBWHf45zJB EhCdsFr6V WlbCkrj29adeKEu3NyfLpb 1-0-0 7-2-0 14-4-0 1-0-0 7-2-0 7-2-0 3x4 = 4x5 = 2x3 Scale = 1:25.5 3x4 = lb LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr YES Code FBC2010rrPI2007 CSI TC 0.24 BC 0.25 WB 0.11 (Matrix-M) DEFL in Vert(LL) 0.05 Vert(TL) -0.10 Hom.(TL) 0.01 (loc) I/deft L/d 5-8 >999 360 5-8 >999 240 4 n/a n/a . PLATES GRIP MT20 244/190 Weight: 49 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 uide. REACTIONS (lb/size) 4=45810-8-0 (min. 0-1-8), 2=504/0-8-0 (min.0-1-8) Max Horz 2=78(LC 7) Max Uplift4=-304(LC 8), 2=-385(LC 8) Max Grav 4=529(LC 2), 2=585(LC 2) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=1060/605, 3-4=-1087/687 BOT CHORD 2-5=-682/1178, 4-5=-777/1195 WEBS 3-5=0/282 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=70ft; L=34ft; eave=4ft; Cat. ll; 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 304 lb uplift at joint 4 and 385 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 &WARNING -Verify design paramewrs and RE40 h0TE9CN7HISAH➢ RKLU➢E➢ Mi7EKREFEREME PAGE rn1-7473 Tex I/29/2014BV;aREIAE Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component Safety Inlormalion vat able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA z2314. 1f5nuttternpine7SP lumber isspe�ed, the design vWues are thoseeffective4(iJ01/2Q13byALSC FL Cert. 6634 September 9,2014 MiTek' 6904 Parke East Blvd. Tampa, FL 33610-4115 Job Truss Truss Type Qty Ply 70' Royal with 2 car garage M11364 GRA HIP 1 1 T6515428 Job Reference (notional) ioers Truss mc., Pon Pierce rr. j4ubz 7.350 s Sep 27 2012 MiTek Industries, Inc. Tue Sep 09 14:23:22 2014 Page 1 ID:yDOd WM Weu991iJ70SDveiFyfR5h-YoWuxzgLdaZuT?M?ytabxNmxYQjWrlw5ej?7FyfLpZ �1-0-(7� 7-0-0 I 14-11-0 21-5.2 28-D-0 35.0-0 36-0.Q 1-0-0 7-0-0 7-11-0 6.6-2 8814 7-0-0 1-0-0 Scale = 1:61.8 This truss is NOT symmetric. Proper orientation is essential. 4.00 12 7x8 % 2x3 II 3x6 = 3x10 = 46 3 22 23 24 25 4 26 27 5 28 629 30 31 32 7 15 33 34 14 35 6x10 = 36 37 38 13 1239 11 40 41 10 3x4 = 2x3 11 4x6 = 2x3 11 3x6 = 3x4 = 3x5 = 7-0-0 14-11-0 21-5.2 28-0-0 35-0-0 7-0.0 7-11-0 6-&2 6-6.14 Plate Offsets KY): f3:0-4-0.0-2-61 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 11.25 TC 0.92 Vert(LL) 0.19 10-12 >999 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.66 Vert(TL) -0.37 10-12 >639 240 BCLL 0.0 Rep Stress Incr NO WB 0.96 Horz(TL) 0.10 8 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight: 153 lb FT = O% LUMBER BRACING TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-7-7 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 *Except* WEBS 1 Row at midpt 6-13 4-13: 2x6 SP No.2 2 Rows at 1/3 pts 3-13 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 2=694/0-8-0 (min. 0-1-8), 13=2745/0-8-0 (min. 0-3-12), 8=1066/0-8-0 (min. 0-1-8) Max Horz 2=64(LC 7) Max Uplift2=-539(LC 8), 13=1904(1_C 8). 8=797(LC 8) Max Grav 2=814(LC 19), 13=3173(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=1581/923, 3-22=-068/1274, 22-23=668/1274, 23-24=-668/1274, 24-25=668/1274, 4-25=668/1274, 4-26=743/1353, 26-27=743/1353, 5-27=-743/1353, 5-28=743/1353, 28-29=-743/1353, 6-29=-743/1353, 6-30=-2667/1667, 30-31=-2667/1667, 31-32=2667/1667, 7-32=-2667/1667, 7-8=-2847/1706 BOT CHORD 2-15=-859/1450, 15-33=775/1491, 33-34=-775/1491, 14-34=775/1491, 14-35=-775/1491, 13-35=775/1491, 13-36=-1007/1816, 36-37=1007/1816, 37-38=1007/1816, 12-38=1007/1816, 12-39=-1007/1816, 11-39=-1007/1816, 11-40=100711816, 4041=1007/1816, 10-41 =1 007/1816, 8-1 0=1 504/2647 WEBS 3-15=159/733, 3-13=-2854/1672, 4-13=842/786, 6-13=3380/2044, 6-12=0/435, 6-10=530/910, 7-10=-18/45B NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=70ft; L=35ft; eave=5ft; 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 539 lb. uplift at joint 2, 1904 lb uplift at joint 13 and 797 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. FL Cert. 6634 September 9.2014 Continued on Daae 2 ®WARKAG -V dfr design parameters and BEAD R07ES OM 787SAND INCLUDED MITEKREFEREfKI PAGE MII-7473 rex V29IZ014BEFOUVSE 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 Cdleda, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Informatlon va'UUable from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314. li Southern pine (SP} lumb umber is specified, the design values are Those effective 06101/'2013 by ALSC Tampa, FL 33610.4115 Job Truss Truss Type Qty Ply M 11364 GRA HIP 1 T6515428 =Reference - --- - ----- - -- - --- ,.�� pep c, ce,c nu, cn muuxnes, mc. i ue sep us 14:ze:Z1 2u14 Page 2 NOTES I D: yDOd WM Weu991iJ70SDveiFyfRSh-Yo WuxzgLdaZuT?M?,gtabxN mxYQj WrlwSej?7FyfLpZ 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 159 lb down and 295 lb up at 7-0-0, 87 lb down and 153 lb up at 9-0-12, 87 lb down and 153 lb up at 11-0-12, 87 lb down and 153 lb up at 13-0-12, 87 lb down and 153 lb up at 15-0-12, 87 lb down and 153 lb up at 17-0-12, 87 lb down and 153 lb up at 17-11-4, 87 lb down and 153 lb up at 19-11-4, 87 lb down and 153 lb up at 21-11-4, 87 lb down and 153 lb up at 23-11-4, and 87 lb down and 153 lb up at 25-11-4, and 159 lb down and 295 lb up at 28-0-0 on top chord, and 465 lb down and 264 lb up at 7-0-0, 62 lb down and 4 lb up at 9-0-12, 62 lb down and 4 lb up at 11-0-12, 62 lb down and 4 lb up at 13-0-12, 62 lb down and 4 lb up at 15-0-12, 62 lb down and 4 lb up at 17-0-12, 62 lb down and 4 lb up at 17-11-4, 62 lb down and 4 lb up at 19-11-4, 62 lb down and 4 lb up at 21-11-4, 62 lb down and 4 lb up at 23-11-4, and 62 lb down and 4 lb up at 25-11-4, and 465 lb down and 264 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, 16-19=20 Concentrated Loads (lb) Vert: 3=130(B) 7=130(B) 15=-409(B) 13=-38(B) 4=72(B)10=-409(B) 22=-72(B) 23=72(B) 24=72(B) 26=-72(B) 27=-72(B) 28=-72(B) 30=72(B) 31=-72(B) 32=72(B) 33=38(B) 34=38(B) 35=-38(B) 36=38(B) 37=3B(B) 38=-38(B) 39=38(B) 40=38(B) 41=38(B) ®WARMNG-1AMfrdesign parameters and RFAO A07ESONTHISAW) IMCLUDEO NrTEKREFERE&IM PAGE NII-7473 rer,112912014BO IEUSE 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 bracing of the is the MiTek' permanent overall structure responsibility of the building designer. For general guidance regarding fabrication, quoriy control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information vo' able from Truss Plate Institute, 781 N. Lee Street, Suite 312. Alexandria. VA 2314. If Sa Pine�SP� 6904 Parke Fast Blvd. Tampa, FL 33610-4115 uthem lumber is specified, the design values are those effective 05/01/2013 by ALSC Job Truss Truss Type Qty Ply 70' Royal with 2 car garage T6515429 M11364 GIRD HIP 2 1 Job Reference (ootionall cnamDers -rruss Inc., Fort Pierce Ft. 34982 7,350 s Sep 27 2012 MITek Industries, Inc. Tue Sep 09 14:23:23 2014 Page 1 ID:yDOdWM Weu991iJ70SDveiFyfR5h-0_4H9JhzOui159xCXOOp79w6AyrzFWF3KISYfhyfLpY -1-0-0 5-0-0 9-4-0 14.4-0 15.4-0 1-0.0 5-0-0 4-4-0 5-0-0 1-0-0 4.00 12 3x4 = 5xio % 4x4 2x3 11 3x4 = 3x4 = Scale = 1:27.3 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) 11deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.25 Vert(LL) 0.08 7-8 >999 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.34 Vert(TL) -0.14 7-8 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.11 Horz(TL) 0.04 5 n/a n/a BCDL 10.0 Code FBC2010/TPl2007 (Matrix-M) Weight: 57 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-3-2 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 7-6-8 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide, REACTIONS (lb/size) 2=752/0-8-0 (min. 0-1-8), 5=752/0-8-0 (min. 0-1-8) Max Horz 2=44(LC 7) Max Uplift2=564(LC 8), 5=-564(LC 8) Max Grav 2=872(LC 2), 5=872(LC 2) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1876/1107, 3-15=-1757/1078, 4-15=1757/1078, 4-5=-1876/1106 BOT CHORD 2-8=957/1741, 8-16=-954/1756, 7-16=-954/1756, 5-7=956/1742 WEBS 3-8=0/292, 4-7=0/292 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=70ft; L=34ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed 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 564 lb uplift at joint 2 and 564 lb uplift at joint 5. 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) 209 lb down and 301 lb up at 5-0-0, and 44 lb down and 110 lb up at 7-2-0, and 209 lb down and 301 lb up at 9-4-0 on top chord, and 111 lb down and 19 lb up at 5-0-0, and 33 lb down and 20 lb up at 7-2-0, and 111 lb down and 19 lb up at 9-3-4 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, 3-4=-44, 4-6=-44, 9-12=-20 Concentrated Loads (lb) Vert: 3=139(F) 4=-139(F) 8=80(F) 7=-80(F) 15=36(F) 16=24(F) I N .� pP.• ��`�. N 68182 • T OF FL Cert. 6634 September 9,2014 ® IVARNIM-Vedfrdesrgn parame W. and NERD A07ES CM THISAM IM7.11DED HIYEKREFERE,NCE PAGE MIX-7473 ,ec I/29J20I4BOUV OS£ 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. Salety Information (Valable from Truss Plate Institute. 781 N. Lee Street. Suite 312. Alexandria. VA 314. Tampa, Parke 3 ast Blv . I f SouthernPine`SP�lamberIsspecrfied,thedeergnvaluesarechoseeffective061 f2013byALSO Truss Truss Type Qty Ply 70' Royal with 2 car garage �ob T6515430 11364 J1 MONO TRUSS 12 1 Job Reference (optional) uss Inc., Fort Pierce Ft. 34982 Refer' suppor 7.350 s Sep 27 2012 MTek Industries, Inc. Tue Sep 09 14:23:23 2014 Page 1 I D:oHTg505Ds3TR?kt?m 4?ZGyzbQ D E-0_4H9JhzOuil59xCX00 p79wB Nyw4FX_3KISYfhyfLPY -1-0-0 1-0-0 1-0-0 1-0.0 3x4 = Scale = 1:6.2 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr YES Code FBC2010/TP12007 CSI TC 0.11 BC 0.01 WB 0.00 (Matrix-M) DEFL in Vert(LL) -0.00 Vert(TL) -0.00 Horz(TL) 0.00. (loc) Vdefl Lid 5 >999 360 5 >999 240 2 n/a n/a PLATES GRIP MT20 244/190 Weight: 5 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 2=93/0-8-0 (min. 0-1-8), 2=93/0-8-0 (min. 0-1-8), 4=9/Mechanical Max Horz 2=47(LC 8) Max Uplift 2=-127(LC 8), 4=-6(LC 5) Max Grav 2=112(LC 2), 2=93(LC 1), 4=21(LC 3) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=1511; B=70ft; L=34ft; eave=oft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 376-0 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 127 lb uplift at joint 2 and 6 lb uplift at joint 4. 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 September 9,2014 ®WARNING-Vedfrdesigr parameWa and READ A07ESCiVRKSAMR7 IAUUDED N17EKREFERENCE PAGE NI1-7473 rea 112912014BUOREL-M ■■■■ Design valid for use only with MTek connectors. This design is based only upon parameters shown, andis 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 onty. 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/TP11 Quality Criteria, DSB-B9 and BCSI Building Component 6904 Parke East Blvd. If fSn ulthern PIne�SP' IblumfbeL is spet�ed,tthe desgn values aretthes2e effective Q6�0112913 by ALSC Tampa. FL 33610-4115 Job Truss Truss Type Qly Ply 70' Royal with 2 car garage M11364 J3 MONO TRUSS 12 1 T6515431 Reference Job (optional) Marn—is maa u , ion Pierre Fi. 34982 7.35D s sep 27 2o12 MiTek Industries, Inc. Tue Sep 09 14:23:23 2014 Page 1 ^ ^ ID:oHTg505Ds3TR?kt?m4?ZGyzbQDE-0_4H9JhzOui159xCXOOp79w8NyvzFX 3KISYfhyfLpY 1-0-0 3-0.0 Scale = 1:9.6 3x4 = 3-o-D LOADING (psi) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.11 Vert(LL) -0.00 7 >999 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.08 Vert(TL) -0.01 4-7 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL). 0.00 2 n/a n/a BCDL 10.0 Code FBC201 O/TPI2007 (Matrix-M) Weight: 11 lb FT = O% LUMBER BRACING TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 3-0-0 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 quide. REACTIONS (lb/size) 3=47/Mechanical, 2=15210-8-0 (min. 0-1-8), 4=28/Mechanical Max Horz 2=83(LC 8) Max Uplift3=51(LC 8), 2=-146(LC 8), 4=-3(LC 8) Max Grav 3=56(LC 2), 2=179(LC 2), 4=43(LC 3) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=70ft; L=34ft; eave=4ft; 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 upl ft at joint connection (by others) of truss to bearing plate capable of withstanding 51 lb uplift at joint 3, 146 lb uplift at joint 2 and 3 aU' N IV ��,,,♦ 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ,� OP �� ♦i LOAD CASE(S) Standard ��, , ••\,� G•E N S'�•• ♦♦� * : N 68182 T OF .'44/00 O •• �v lfillit FL Cert. 6634 September 9,2014 ®WARNING-Vedfrdesign parameters and READ ADIFES ON 7HISAW HYGLUDED MIIEKREFERENCE PAGE NII-7473 m v. I/29/20I90IFOr7E11SE 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 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information va' able from Truss Plate Institute, 781 N. Lee Street, Suite 312. Alexandria, VA y2314. Tampa, FL 33610.4115 if Southern Puxe7SP� lumber is specified, the design values are those effei t5ve 06J0112013 by ALSO Job Truss Truss Type Qty Ply 70' Royal with 2 car garage T6515432 M 11364 J5 MONO TRUSS 10 1 Job Reference (optional) cnamners i russ inc., Fort Pierce Fl. 34962 7.350 s Sep 27 2012 MiTek Industries, Inc. Tue Sep 09 14:23:24 2014 Page 1 ID:oHTg505Ds3TR?kt?m4?ZGyzbQDE-UAdfMfibBCgcjJ W055v2gMTFSLBH_ECYyC6C8yfLpX -1-0-0 5-0-0 1-0-0 5-0-0 , Scale = 1:13.2 3x4 = LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr YES Code FBC20101TP12007 CSI TC 0.35 BC 0.27 WB 0.00 (Matrix-M) DEFL in Vert(LL) 0.02 Vert(TL) -0.04 Horz(TL) 0.00 (loc) I/deft Ud 4-7 >999 360 4-7 >999 240 2 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 guide. REACTIONS (lb/size) 3=80/Mechanical, 2=230/0-8-0 (min. 0-1-8), 4=44/Mechanical Max Horz 2=121(LC 8) Max Uplift3=-94(LC 8), 2=191(LC 8) Max Grav 3=98(LC 2), 2=270(LC 2), 4=73(LC 3) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-433/211 BOT CHORD 2-4=297/493 NOTES - 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=70ft; L=34ft; eave=4ft; Cat. II; Exp C; Encl., 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 4) Refer to �derbottom chord and any other members. foreen the trussto truss g (s) connections. ``,,`�QU, �<� 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 94 lb uplift at joint 3 and 191 lb uplift at joint z. ,,� OP.• �, • .... • I E N ,9 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. .• � G : .' �, F�•.� LOADCASE(S) Standard * Nc 68182 .• � -10 T OF .'4U- %% ;; N p' FL Cert. 6634 September 9,2014 ,&WARMAG-Wnffrdesign parame ters aad RE4D NOTES ON THISAND IAKLIMED NITEKREFEREME PAGE NII-7473 rea V2912014 BEFOAEIAE 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 responsibilityof the building designer. For general guidance regarding fabrication, quality storage, delivery, erection and bracing. consult ANSI/TPII Quality C2dteda, DSB-B9 and BCSI Building Component MiTek* 6904 Parke East Blvd. gconitrol, if5nultflernPulelSPplblumbebi spPleCffed thedesN=rivdluesaretho elffeacntivaeQ6101I20f3byAL5C Tampa, FL33610-4115 Job Truss Truss Type Qty Ply 70' Royal with 2 car garage M11364 J7 MONO TRUSS 12 1 T6515433 Job Reference footionall dI F ri..,.o n. 34GS2 7.Sbu s Sep zi zu12 MITeK Industries, Inc. Tue Sep 09 14:23:24 2014 Page 1 ID:oHTg505Ds3TR?kt?m4?ZGyzbQDE-UAdfMfib8CgcjJW055v2gMTH1L7h ECYyCSC8yfLPX _1_ap 7-0-0 1-0-0 7-0-0 3x4 = Scale: 3/4"=1' LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL . 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr YES Code FBC201 OITP12007 CSI TC 0.25 BC 0.56 WB 0.00 . (Matrix-M) DEFL in Vert(LL) 0.06 Vert(TL) -0.15 Horz(TL) 0.01 (loc) l/defl L/d 4-7 >999 360 4-7 >544 240 2. n/a n/a PLATES GRIP MT20 244/190 Weight: 23 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 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 uide. REACTIONS (lb/size) 3=116/Mechanical, 2=309/0-8-0 (min. 0-1-8), 4=58/Mechanical Max Horz 2=159(LC 8) Max Uplift3=138(LC 8), 2=-238(LC 8) Max Grav 3=141(LC 2), 2=360(LC 2), 4=102(LC 3) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=1017/576 BOT CHORD 2-4=668/1019 NOTES 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=70ft; L=34ft; eave=4ft; Cat. II; Exp C; Encl., 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 een fit 4) Refer to foorntruss chordto and any other truss connections. 11111 ♦♦♦.♦ girder(s) ♦��,�,QV I N �/ F� 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 138 lb uplift at joint 3 and 238 lb uplift at joint 2. `:P �,, ... , [� O G E N ` ♦♦i 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. �� :� , .'��,� LOAD CASE(S) Standard * N 68182 -10 O: T OF :��/ ♦♦♦♦♦ss � N AL,E,.C� �. FL Cert. 6634 September 9,2014 WARNING-Vedfrdesign Parameo?rs and READ W7ESGK7HI5AND JNCLIDED MrTEKREFEREAKM PAGE MII-7473 mx I/29/Z01JsV VV5E ■■ 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 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information va' able from Truss Plate Institute. 781 N. Lee Street, Suite 312. Alexandria, VA 2374. Tampa, FL 33610-0115 tlSouthern Pine75P� lumber isspect£ed, Thedesi�n values are these effective 05�01/2013 byALSC Job Truss Truss Type M11364 JX MONO TRUSS �_(Y_yPly=Reference 3 T6515434 iss Inc., For" Pr:- n. oveoc 7.350 s Sep 27 2012 MiTek Industries, Inc. Tue Sep 09 14:23:25 2014 Page 1 ID:oHTg505Ds3TR?kt?m4?ZGyzbQDE-yNB1 a?jDvVyTKT5afoQHCa?TOIZfjRUMncxfkayfLPW �Id 1-0-0 3-8-0 3x4 = v 2x3 11 Scale = 1:10.7 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.17 Vert(LL) 0.01 4-7 >999 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.13 Vert(TL) -0.01 4-7 >999 240 BCLL 0.0 * Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Weight: 14 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP No.3 TOP CHORD BOT CHORD 2x4 SP No-3 WEBS 2x4 SP No.3 BOT CHORD REACTIONS (lb/size) 2=178/0-8-0 (min. 0-1-8), 4=92/0-3-8 (min. 0-1-8) Max Herz 2=96(LC 8) Max Uplift2=161(LC 8), 4=-68(LC 8) Max Grav 2=209(LC 2), 4=106(LC 2) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Structural wood sheathing directly applied or 3-8-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing., MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=70ft; L=34ft; eave=4ft; 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 161 lb uplift at joint 2 and 68 lb uplift at joint 4. 5) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard %WARMAG-Yerifr design pare.. mrs and HEAD NOTES ON TNISAND IMIUDED MITEKREFERENCE PAGE MIJ-7473 re. 112912014BEFOREME 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 fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-B9 and BCSI Building Component Safety Information va' able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314. if Sautherll. Pine�SP� I umber is sgevifi ed, the design values are those effective 06101/2013 by ALSC FL Cert. 6634 September 9,2014 Sol MiTek' 6904 Parke East Blvd. Tampa, FL 33610-4115 Job Truss Truss Type Qty Ply 70' Royal with 2 car garage M11364 KJ5 MONO TRUSS q 1 T6515435 Job Reference (optional) Chambers Truss Inc., Fort Pierce FI. 34982 1-5-0 6Id 3x4 = 3-6-1 2.83 12 7.350 s Sep 27 2012 Mi'rek Industries, Inc. Tue Sep 09 14:23:26 2014 Page 1 ID:oHTg505Ds3TR?kt?m4?ZGyzbQDE-yNB 1 a?jDVVyTKT5afoQHCa?R91WjRUMncxfkayfLpW 7-0-2 3-6-1 Scale = 1:16.3 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Ildefi Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.29 Vert(LL) 0.05 4-7 >999 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.21 Vert(TL) -0.12 4-7 >659 240 BCLL. 0.0 Rep Stress Incr NO WB 0.00 Horz(TL) 0.00 2. n/a n/a BCDL 10.0 Code FBC2010/TP 12007 (Matrix-M) Weight: 23 lb FT = O% LUMBER TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 REACTIONS (lb/size) 3=147/Mechanical, 2=225/0-11-5 (min. 0-1-8), 4=76/Mechanical Max Horz 2=109(LC 8) Max Uplift3=167(LC 8), 2=-206(LC 8) Max Grav 3=179(LC 2), 2=264(LC 2), 4=119(LC 3) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=668/261 BOT CHORD 2-4=-336/713 BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=70ft; L=34ft; 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 167 lb uplift at joint 3 and 206 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 (plo Vert: 1-2=44 Trapezoidal Loads (plf) Vert: 2=0(F=22, B=22)-to-3=-77(F=17, B=17), 5=0(F=10, B=10)-to-4=35(F=8, B=-8) t.GO IN N 68182 r .o T O F ,,ss ,•NAB-E0�`%,, 1111 mW FL Cert. 6634 September 9,2014 ®WARNM -Verify design pa —a— and READ A0 TES ON IrHrSAN0 INCLUDED MfTEKREFEREACE PAGE NII-7473 rea 1/29/2014BIFD.4EUSE Design valid for use only with MTek 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 Mirek" 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 BCS18uilding Component 6904 Parke East Blvd. Solely Information vai able from Truss Plate Institute, 781 N. Lee Street Suite 312, Alexandria, VA 2314. Tampa, FL 33610.4115 IfSnuthelnPme�SR�lumberrsspeCtfied,thedesid values are these effective06110111013byALSC Job Truss Truss Type Qty Ply 70' Royal with 2 car garage T6515436 M11364 KJ7 MONO TRUSS 2 1 Job Reference footionall uss Inc.. Tort I-'— ri. svaaz r.aou s nep zr zuiz mi I eK mousmes, Inc. i ue Sep us 14:23.25 2014 Page 1 ID:oHTg505Ds3TR?kt?m 4?ZGyzbQ DE-QZIPnLj rgp4Kycgm C WyWInYeW 9uvSrSV O Gh C GOyfLpV B-8-12 9-10-1 1-10 6-8-12 3-1-4 Scale = 1:21.1 3x4 = 3x4 = i 6-8-12 9-10-1 6-8-12 3-1-4 LOADING (psf) SPACING 2-0-0 CSI DEFL - in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.18 Vert(LL) -0.03 6-9 >999 360 MT20 2441190 TCDL 7.0 Lumber Increase 1.25 BC 0.20 Vert(TL) -0.08 6-9 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.21 Horz(TL) 0.01 5 n/a. n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight: 38 lb FT = O% LUMBER TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 REACTIONS (lb/size) 4=102/Mechanical, 2=329/0-11-5 (min. 0-1-8), 5=391/Mechanical Max Horz 2=191(LC 8) Max Uplift4=-126(LC 8), 2=-261(L.0 8), 5=-240(LC 8) Max Grav 4=151(LC 13), 2=385(LC 2). 5=449(LC 13) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=742/320 BOT CHORD 2-6=-440/703, 5-6=440/703 WEBS 3-6=0/257.3-5=-S11/508 BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; 13=70ft; L=34ft; eave=4ft; 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 126 lb uplift at joint 4, 261 lb uplift at joint 2 and 240 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: 1-2=44 Trapezoidal Loads (plf) Vert: 2=0(F=22, B=22)-to-4=-108(F=-32, B=-32), 7=0(F=10. B=10)-to-5=49(F=15, 13=15) co 1 N �� pP.• • F<4 '' oo N 68182 T OF ol tIt1111 FL Cert. 6634 September 9,2014 &WARA4NG -Vedlr deuyn parameMn and READ AO W GIV INISAIR7 IAK.UDED NfTEKREFEREARX PAGE MII-7473.. 1/2912014BUOAEIAE 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 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/TPll Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke Fast Blvd. Safety Information ap7�able from Truss Plate Institute, 781 N. Lee Street, Suite 312. Alexandria, VA 2314. Tampa, FL 33610-4115 It Sauthem Pine�SP/ lumber isspe�ed, the design values are those effective 06�01/2013 by ALSC Li r h Job Truss Truss Type Qty Ply 70' Royal with 2 car garage M11364 MV2 VALLEY 2 1 T6515437 Job Reference (optional) Chambers as Inc., Fort Pierce Ft. 34982 2-0-0 3x4 % 7.350 s Sep 27 2012 MiTek Industries, Inc. Tue Sep 09 14:23:26 2014 Page 1 ID:oHTg505Ds3TR?kt?m4?ZGyzbQDE-QZIPnLjrgp4Kycgm C WyWlnYgy9xfSukVOGhCGOyfLpV 4.00 12 Scale = 1:6.1 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Lid PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.03 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.02 Vert(TL) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 HOrz(TL) -0.00 2 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix) Weight: 5 lb FT = O% LUMBER TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 BRACING TOP CHORD BOT CHORD REACTIONS (lb/size) 1=3612-0-0 (min. 0-1-8), 2=24/2-0-0 (min. 0-1-8), 3=11/2-0-0 (min. 0-1-8) Max Harz 1=21(LC 8) Max Uplift 1 =-20(LC 8), 2=-30(LC 8) Max Grav 1=41(LC 2), 2=30(LC 2), 3=22(LC 3) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Structural wood sheathing directly applied or 2-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=70ft; L=34ft; eave=oft; Cat. 11; 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 FL Cert. 6 - September 9,2014 �WARMAG -vedfr design parameters and REM A07ES ON 7HISAM rMCL fDE6 NITEKREFEREACE PAGE Mfl-7473 — 112912014BIWREIIM r Design valid for use only with Mirek connectors. This design is based only upon parameters shown, andis 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/TPl1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke Fast Blvd. Safety Information va able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria. VA 314. Tampa, FL 33610-4115 115outhernPine�SPIlumber isspecified,the desie values are these effect:ive06/0112013byALSC 1 Symbols PLATE LOCATION AND ORIENTATION 3/4' Center plate on joint unless x, y offsets are indicated. 17-1 Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. 1�16 - -I- For 4 x 2 orientation, locate plates 0-'na' from outside edge of truss. This symbol indicates the required direction of slots in connector plates. Plate location details available in MITek 20/20 software or upon request. 0 a PLATE SIZE The first dimension is the plate 4 x 4 width measured perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION Indicated by symbol shown and/or by text in the bracing section of the output. Use T or I bracing if indicated. BEARING Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Min size shown is for crushing only. Industry Standards: ANSI/TPII : National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. 0 adf U o- O Numbering System 6-4-8 dimensions shown in ft-in-sixteenths (Drawings not to scale) 2 3 TOP CHORDS BOTTOM CHORDS 8 7 6 5 JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS [CC -ES Reports: ESR-1311, ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 Southern Pine lumber designations are as follows: SYP represents values as published by AWC in the 2005/2012 NDS SP represents ALSC approved/new values with effective date of June 1, 2013 © 2012 MiTekO All Rights Reserved MM Nil a MiTek a MITek Engineering Reference Sheet: Mll-7473 rev. 01 /29/2013 A 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 altemative 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. t By Date Zo, 4 s� s� 1 � ° •� W q'y„ � ,r W _ k ` z.. i t, r� ✓ L' ry , h( W Z.1 - - FORM 405-10 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Business and Professional Regulation - Residential Performance Method Project Name: CARLTON 2 CAR GARAGE Builder Name: Street: SPANISH LAKES Permit Office: City, State, Zip: f/� PIEg��\,es Permit Number: �. Owner: (; Jurisdiction: Design Location: FL, Fort Pierce , 1. New construction or existing New (From Plans) 9. Wall Types (1712.0 sqft.) Insulation Area a. Concrete Block - Int Insul, Exterior R=4.1 928.00 ft2 2. Single family or multiple family Single-family b. Frame - Wood, Adjacent R=11.0 400.00 ft2 3. Number of units, If multiple family 1 c. Concrete Block - Int Insul, Exterior R=4.3 384.00 ft2 4. Number of Bedrooms 2 d. N/A 10. Ceiling Types (1565.0 sqft.) R= ftZ Insulation Area 5. Is this a worst case? No a. Under Attic (Vented) R=30.0 1565.00 ft2 6. Conditioned floor area above grade (W) 1565 b. WA R= ft2 ft2 c. WA R= Conditioned floor area below grade (ft2) 0 11 Ducts R ftZ 7. Windows(126.3 sgfL) Description Area a. Sup: Attic, Ret: Attic, AH: Attic 6 168 a. U-Factor: Sgl, U=0.50 126.25 ft2 SHGC: SHGC=0.32 12. Cooling systems kBhilhr Efficiency b. U-Factor: N/A a. Central Unit 35.0 SEER:15.00 SHGC: c. U-Factor: N/A ft2 SHGC: 13. Heating systems kBtu/hr Efficiency , d. U-Factor: N/A ft2 a. Electric Heat Pump 35.0 HSPF:9.00 SHGC: Area Weighted Average Overhang Depth: 2.000 ft. Area Weighted Average SHGC: 0.320 14. Hot water systems a_ Electric Cap: 40 gallons 8. Floor Types (1565.0 sqft.) Insulation Area EF: 0.920 a. Slab -On -Grade Edge Insulation R=0.0 1565.00 ft2 b. Conservation features b. N/A R- ft2 None c. NIA R- ft2 15. Credits Pstat Total Proposed Modified Loads: 24.64 PASS Glass/Floor Area: 0.081 Total Standard Reference Loads: 32.14 I hereby certify that the plans and specifications covered by Review of the plans and p��ti6 Sr9T6 this calculation are in compliance with the Florida Energy specifications covered by this Code.calculation indicates compliance u` a, t=r?,� with the Florida Energy Code. ler`"4 � PREPAR BY' Before construction is completed DATE: - this building will be inspected for Section 553.908 a compliance with I hereby certify, that this building, es'gned �s in compliance Florida Statutes. coD with the Florida Energy code. WE OWNER/AG BUILDING OFFICIAL: DATE: DATE: 8r7/2014 8:43 AM EnergyGauge® USA - FlaRes2010 Section 405.4.1 Compliant Software Page 1 of 5 PROJECT Title CARLTON 2 CAR GARAGE Bedrooms: 2 Address Type: Street Address 'Building Type: User Conditioned Area: 1565 Lot # Block/SubDivision: Total Stories: 1 Owner: 1 Worst Case: PlatBook: # of Unh: Rotate Angle: 0 0 Street SPANISH LAKES Builder Name: Cross Ventilation: No County: ST. LUCIE COUNTY Permit Office: Whole House Fan: Yes City, State, Zip: FT. PIERCE, Jurisdiction: FL, Family Type: Single-family New/Existing: New (From Plans) Comment: CLIMATE a IECC Design Temp Int Design Temp Heating Design Daily Temp / TMY Site Zone 97.5 % 2.5 % Winter Summer Degree Days Moisture Range V Design Location FL, Fort Pierce FL_ST_LUCIE_CO_INTL 2 39 90 70 75 722 62 Low BLOCKS Number Name Area Volume 1 Blockl 1565 12520 SPACES Area Volume Kitchen Occupants Bedrooms InfilID Finished Cooled Heated Number Name 1565 12520 Yes 4 2 1 Yes Yes Yes 1 Main FLOORS # Floor Type Space Perimeter R Value Area Tile Wood Carpet 1 Slab -On -Grade, Edge lnsulatio Main 187 R 0 1565 R' — 0 0 1 ROOF Roof Gable Roof Solar SA Emits Emitt Deck Pitch / Materials Area Area Color Absor. Tested Tested Insul. (deg) V # Type 1 Hip Metal 1695 ftz 0 ft? Medium 0.96 No 0.9 No 0 22.6 ATTIC J Type Ventilation Vent Ratio (1 in) Area RBS IRCC 1 Full attic Vented 300 1565 W N N CEILING Space R-Value Area Framing Frac Truss Type # Ceiling Type 30 1565 ft' 0.11 Wood 1 Under Attic (Vented) Main 8/7/2014 8:43 AM EnergyGaugeO USA - FlaRes2010 Section 405.4.1 Compliant Software Page 2 of 5 WALLS F1 Cavdy Width Height Sheathing Framing Solar Below Adjacent SWall 1 N �N TNPApace Exterior Concrete Block - Int Insul Main 4.3 48 8 384.0 ftz 0 0 .75 0 - 2 E Exterior Concrete Block - Int Insul Main 4.09999 34 8 272.0 ft' 0 0.75 0 _ 3 S Exterior Concrete Block - Int Insul Main 4.09999 46 8 384.0 ft' 0 0.75 0 - 4 W Exterior Concrete Block - Int Insul Main 4.09999 34 8 272.0 tt2 0 0.75 0 - 5 N Garage Frame - Wood Main 11 50 8 400.0 ftF 0 0.75 0 DOORS # Omt Door Type Space Storms U-Va Ft Width Height In Ft In Arealue 1 S Insulated Main None .46 3 6 8 20 fi2 WINDOWS Orientation shown is the entered, Proposed orientation. Overhang / J # Wall Omt ID Frame Panes NFRC U-Factor SHGC Area Depth Separation Int Shade Screening 1 N 1 Metal Single (Tinted) Yes 0.5 0.32 27.0 ft' 2 ft 0 in 6 ft 0 in Drapesiblinds None 2 N 1 Metal Single (Tinted) Yes 0.5 0.32 40.0 ft' 2 ft 0 in 6 ft 0 in Drapes/blinds None 3 E 2 Metal Single (Tinted) Yes 0.5 0.32 39.8 ft' 2 ft 0 in 6 ft 0 In Drapes/blinds None 4 W 4 Metal Single (Tinted) Yes 0.5 0.32 13.5 fe 2 ft 0 in 6 ft 0 in Drapes/blinds None 5 W 4 Metal Single (Tinted) Yes 0.5 0.32 6.0 fi2 2 ft 0 in 6 ft 0 in Drapesiblinds None GARAGE # Floor Area Ceiling Area Exposed Wall Perimeter Avg. Wall Height Exposed Wall Insulation 1 1040 ft' 1040 ft 50 ft 8 ft 11 INFILTRATION # Scope Method SLA CFM 50 ELA EgLA ACH ACH 50 1 Wholehouse Best Guess .0005 2052.5 112.68 211.91 .365 9.8363 a HEATING SYSTEM # System Type Subtype Efficiency Capacity Block Ducts 1 Electric Heat Pump None HSPF: 9 35 kBtu/hr 1 sys#1 COOLING SYSTEM # System Type Subtype Efficiency Capacity Air Flow SHR Block Ducts 1 Central Unit None SEER: 15 35 kBtu/hr 1050 cfm 0.75 1 sys#1 8R/2014 8:43 AM g EnergyGau eO USA - FlaRes2010 Section 405.4.1 Compliant Software Page 3 of 5 ' HOT WATER SYSTEM # System Type SubType Location EF Cap Use SetPnt Conservation 1 Electric None Garage 0.92 40 gal 50 gal 120 deg None SOLAR HOT WATER SYSTEM FSEC Collector Storage Cart # Company Name System Model # Collector Model # Area Volume FEF None None fF DUCTS / — Supply — — Retum — Air CFM 25 CFM25 HVAC # V # Location R-Value Area Location Area Leakage Type Handler TOT OUT ON RLF Heat Cool 1 Attic 6 168 ftz Attic 25 ft2 Default Leakage Attic (Default) (Default) 1 1 TEMPERATURES Programable Thermostat: Y Ceiling Fans: Cooling [[ ]] Jan Heating [X] Jan ([]] Feb [X] Feb [[ ]] Mar [X] Mar [ ] j ] Apr Apr [ ] May [Xj Jun rl Jul [ ] May j ] Jun Jul Aug rl Aug rj Se $ePOct Oct Nov Nov Dec DecVenting [[ ]] Jan [[ JJ Feb ��XXJJ Mar [X] Apr [ ]May [ ]Jun Jul Aug Sap Thermostat Schedule: HERS 2006 Reference Hours Schedule Type 1 2 3 4 5 6 7 8 9 10 11 12 Cooling (WD) Am PM 78 80 78 80 78 78 78 78 78 78 78 78 78 78 78 78 80 78 80 78 80 78 80 78 Cooling (V1fEH) PM 78 78 78 78 78 78 78 78 78 78 78 78 78 Heating (V1ID) PM 68 66 8 66 68 66 66 68 8 68 68 68 68 68 68 68 68 68 68 66 68 66 Heating (WEH) AM PM 66 68 66 68 66 68 66 66 68 68 68 68 68 68 68 68 68 68 68 68 68 66 68 66 8!712014 8:43 AM EnergyGauge® USA - FlaReS2010 Section 405.4.1 Compliant Software Page 4 of 5 -FORM 405-10 Florida Code Compliance Checklist Florida Department of Business and Professional Regulations Residential Whole Buildinq Performance Method ADDRESS: SPANISH FAKES PERMIT #: FT. PIERCE, FL, MANDATORY REQUIREMENTS SUMMARY - See individual code sections for full details. COMPONENT SECTION SUMMARY OF REQUIREMENT(S) CHECK Air leakage 402.4 To be caulked, gasketed, weatherstripped or otherwise sealed. Recessed lighting IC -rated as meeting ASTM E 283. Windows and doors = 0.30 cfm/sq.ft. Testing or visual inspection required. Fireplaces: gasketed doors & outdoor combustion air, Must complete envelope leakage report or visually verify Table 402.4.2. Thermostat & 403.1 At least one thermostat shall be provided for each separate heating controls and cooling system. Where forced -air furnace is primary system, programmable thermostat is required. Heat pumps with supplemental electric heat must prevent supplemental heat when compressor can meet the load. Ducts 403.2.2 All ducts, air handlers, filter boxes and building cavities which form the primary air containment passageways for air distribution systems shall be considered ducts or plenum chambers, shall be constructed and sealed in accordance with Section 503.2.7.2 of this code. 403.3.3 Building framing cavities shall not be used as supply ducts. Water heaters 403.4 Heat trap required for vertical pipe risers. Comply with efficiencies In Table 403.4.3.2. Provide switch or clearly marked circuit breaker (electric) or shutoff (gas). Circulating system pipes insulated to = R-2 + accessible manual OFF switch. Mechanical 403.5 Homes designed to operate at positive pressure or with mechanical ventilation 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 T405.2.1 R-19 space permitting. VN2014 8:43 AM EnergyGauge® USA - FlaRes2o10 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. SPANISH LAKES, FT. PIERCE, FL, 1. New construction or existing 2. Single family or multiple family 3. Number of units, if multiple family 4. Number of Bedrooms 5. Is this a worst case? 6. Conditioned floor area (1`12) a 7. Windows" Description a. U-Factor: Sgl, U-0.50 SHGC: SHGC=0.32 b. U-Factor: WA SHGC: c. U-Factor. N/A SHGC: d. U-Factor: N/A SHGC: Area Weighted Average overhang Depth: Area Weighted Average SHGC: New (From Plans) 9. Wall Types a. Concrete Block - Int Insul, Exterior Single-family b. Frame - Wood, Adjacent 1 c. Concrete Block - Int Insul, Exterior 2 d. NIA 10. Ceiling Types No a. Under Attic (Vented) 1565 b. N/A c. NIA Area 11. Ducts 126.25 ft2 a. Sup: Attic, Ret: Attic, AH: Attic it2 12. Goofing systems ft2 a. Central Unit ft' 2.000 ft. 0.320 8. Floor Types Insulation Area a. Slab -on -Grade Edge Insulation R=0.0 1565.00 ft2 b. N/A R= ft2 c. N/A R- ft2 13. Heating systems a. Electric Heat Pump 14. Hot water systems a. Electric b. Conservation features None 15. Credits I certify that this home hags complied with the Florida Energy Efficiency Code for Building Construction through the above energy saving features which will be installed (or exceeded) in this home before final inspection. Otherwise a new EPL Display Card will be completed It d C d m li t features Insulation Area R=4.1 928.00 ft2 R=11.0 400.00 ft' R=4.3 384.00 fF R= ft2 Insulation Area R=30.0 1565.00 ft2 R= ft2 R= ft2 R ft2 6 168 kBtu/hr Efficiency 35.0 SEER:15.00 kBtu/hr Efficiency 35.0 HSPF:9.00 Cap: 40 gallons EF: 0.92 Pstat o�TKfi S7' based on insta a o e co p'"'"'` X�\�-dBuilder Signature: Date: v Address of New Home: CitylFL Zip`R� QtCp, rtic "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 m - wrightsoft` Project Summary Job: Date: Entire House By: QUICK CALCS, INC. 317 ST. LUCIE LN., FT. PIERCE, FL 34946 Phone: 772-466-6799 Fax: 772-466-6796 Email: OUICKCALCS@AOL.COM Project Information For: CARLTON 2 CAR GARAGE SPANINISH LAKES, FT. PIERCE, FL 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 17886 Btuh Ducts a 5866 Btuh Central vent (0 cfm) 0 Btuh Humidification 0 Btuh Piping 0 Btuh Equipment load 23752 Btuh Infiltration Method Construction quality Fireplaces Simplified Average 0 Heating Cooling Area (ft2) 1565 1565 Volume (W) 14664 14664 Air changes/hour 0.38 0.20 Equiv. AVF (cfm) 93 49 Heating Equipment Summary Make Carrier Trade Model 25H PA536H 31 AH R I ref 3257878 Efficiency Heating input Heating output Temperature rise Actual airflow Air flow factor Static pressure Space thermostat Summer Design Conditions Outside db 90 OF Inside db 75 OF Design TD 15 OF Daily range L Relative humidity 50 % Moisture difference 61 gr/lb Sensible Cooling Equipment Load Sizing Structure 17149 Btuh Ducts 8869 Btuh Central vent (0 cfm) 0 Btuh Blower 0 Btuh Use manufacturer's data n Rate/swing multiplier 0.95 Equipment sensible load 24717 Btuh Latent Cooling Equipment Load Sizing Structure 2042 Btuh Ducts 2414 Btuh Central vent (0 cfm) 0 Btuh Equipment latent load 4456 Btuh Equipment total load 29173 Btuh Req. total capacity at 0.70 SHR 2.9 ton Cooling Equipment Summary Make Carrier Trade Cond 25HPA536H31 Coil CAP**3621A**+58CV(A,X)110-20 AH R I ref 3257878 8.5 HSPF Efficiency 12.5 EER, 15 SEER Sensible cooling 24500 Btuh 35200 Btuh @ 47OF Latent cooling 10500 Btuh 27 OF Total cooling 35000 Btuh 1167 cfm Actual air flow 1167 cfm 0.049 cfm/Btuh Air flow factor 0.045 cfm/Btuh 0 in H2O Static pressure 0 in H2O Load sensible heat ratio 0.85 Calculations approved byACCA to meet all requirements of Manual J 8th Ed. .` f11tSOtt� 2014-Aug-07 08:43:40 Wrl 9 Right -Suite® Universal 2013 13.0.15 RSUOB101 Page 1 CAProgram Files\CARLTON 2 CAR GARAGE.rup Calc = MJ8 Front Door faces: N Y wrightsoft' Right-M Worksheet Job: Entire House Date: By: QUICK CALCS, INC. 317 ST. LUCIE LN., FT. PIERCE, FL 34946 Phone: 772-466-6799 Fax: 772-466-6796 Email: OUICKCALCS@AOL.COM 1 Room name Entire House MASTER BEDROOM 2 E)q:>osed wall 138.0 ft 38.0 ft 3 Room height 9.4 ft d 9.4 ft heat/cool 4 Room dimensions 14.0 x 16.p ft 5 Room area 1560.0 ft2 224.0 ft2 Ty Construction U-value Or HTM Area (ft2) Load Area (ft2) Load number (Btuh/ftz°F) (Btuh/ft2) or perimeter (ft) (Btuh) or perimeter (ft) (Btuh) Heat Cool Gross N/P/S Heat Cool Gross I N/P/S Heat I Cool 6 yJ 13A-4ocs 0.143 ne 4.00 2.55 451 430 1724 1096 75 75 301 191 L- 1 A-cl om 1.270 ne 35.56 70.43 21 0 736 1458 0 0 0 0 13A-4ocs 0.143 se 4.00 2.55 75 53 212 135 0 0 0 0 tW 11 DO 0.390 se 10.92 11.31 22 22 242 251 0 0 0 0 -D 11 13A-4ocs 0.143 sw 4.00 2.55 451 431 1727 1098 150 150 602 383 1Aclom 1.270 sw 35.56 70.95 6 0 213 426 0 0 0 0 tAclom 1.270 sw 35.56 70.95 14 0 491 979 0 0 0 0 vh13A-4ocs ° 0.143 nw 4.00 2.55 320 255 1022 649 132 108 432 275 1Aclom 1.270 nw 35.56 70.43 12 0 415 822 12 0 415 822 1 A-c 1 om 1.270 nw 35.56 70.43 12 0 427 845 12 0 427 845 1Aclomd 1.270 nw 35.56 70.43 41 0 1451 2874 0 0 0 0 P 12C-Osw 0.091 2.55 1.28 451 451 1150 579 0 0 0 0 C 16A-30md 0.032 0.90 2.32 1560 1560 1398 3619 224 224 201 520 F 22A-tpl A 0.989 27.69 0.00 1560 138 3821 0 224 38 1052 0 6 c) AED excursion 1513 574 Envelope loss/gain 15029 16343 3430 3610 12 a) Infiltration 2858 806 787 222 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 0 0 0 0 Appliances/other 0 0 Subtotal (lines 6 to 13) 17886 17149 4217 3832 Less extemal load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 17886 17149 4217 3832 15 Duct loads ° 330/0 52% 5866 8869 33% 52% 1383 1982 Total room load 23752 26018 5600 5813 Air required (cfm) 1 1 1167 1167 275 261 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. A -r�ll- WrightsOft" 2014-Aug-07 08:43:40 Right -Suite® Universal 2013 13.0.15 RSU08101 Page 1 CAProgram Files%CARLTON 2 CAR GARAGE.rup Calc = MJ8 Front Door faces: N -- wrightsoft' Right-J® Worksheet Job: Entire House Date: By: QUICK CALCS, INC. 317 ST. LUCIE Ll FT. PIERCEa FL 34946 Phone: 772-466-6799 Fax 772-466-6796 Email: QUICKCALCS®AOL.COM 1 2 3 4 5 Room name E)posed wall Room height Room dimensions Room area WIC 0 it 9.4 ft heat/coot 7.0 x 9.0 ft 63.0 ft2 MASTER BATH 8.0 ft 9.4 ft heat/cool 7.0 x 8.0 ft 56.0 ft2 Ty Construction number U-value (Btuh/ftz°F) Or HTM (Btuh/ft2) Area (ft2) or perimeter (it) Load (Btuh) Area (ft2) or perimeter (ft) Load (Btuh) Heat Cool Gross N/P/S Heat Cool Gross WP/S Heat Cool 6 11 yJ L 13A-4ocs 1Aclom 11DO 13A-4ocs 1 A-c1 om 1 A-c1 om ,A-clom 1 A-ci om 1A-ciomd 12C-Osw 16A30md 0.143 1.270 0.143 0.390 0.143 1.270 1.270 . 11.270270 1.270 1.270 0.091 0.032 ne ne se se sw sw sw nw nw nw nw 4.00 35.56 4.00 10.92 4.00 35.56 35.56 4. 35.5656 35.56 35.56 2.55 0.90 2.55 70.43 2.55 11.31 2.55 70.95 70.95 2. 70.4343 70.43 70.43 1.28 2.32 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 63 0 0 0 0 0 0 0 0 0 0 0 0 56 0 0 0 0 0 0 0 0 0 0 0 0 146 0 0 0 0 75 0 0 0 0 0 0 0 56 0 0 0 0 75 0 0 0 0 0 0 0 56 0 0 0 0 301 0 0 0 0 0 0 0 50 0 0 0 0 191 0 0 0 0 0 0 0 130 -G �13A-4ocs D Vh13A-4ocs P C F 22A-tpI 0.989 27.69 0.00 63 0 0 0 56 8 222 0 e 0 6 c) AED excursion 0 0 Envelope lass/gain 56 146 573 321 12 a) Infiltration 0 0 166 47 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants ® 230 0 0 0 0 Appliances/other 0 0 Subtotal (lines 6 to 13) 56 146 738 368 Less edemal load 0 0 0 0 14 Less transfer Redistribution Subtotal 0 0 56 0 0 146 0 0 738 0 0 368 15 Ductloads 33/6 520/6 19 76 331/6 520/6 2421 190 Total room load Air required (cfm) 75 4 222 10 981 48 558 25 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. A wright§oft- 2014-Aug-07 08:43:40 Right -Suite® Universal 2013 13.0.15 RSU08101 Page 2 CAProgram Files\CARLTON 2 CAR GARAGE.rup Calc = MJ8 Front Door faces: N wrightsoft• Right-J® Worksheet Job: Entire House Date: By: QUICK CALCS, INC. 317 ST. LUCIE LN., FT. PIERCE, FL 34946 Phone: 772-466-6799 Fax: 772-466-6796 Email: QUICKCALCS®AOL.COM 1 Room name M. BATH LAUDRY 2 E)posed wall 7.0 ft 0 ft 3 Room height 9.4 ft heat/cool 9.4 ft heat/cool 4 5 Room dimensions Room area 1.0 x 61.0 ft 61.0 ft2 6.0 x 6.0 ft 36.0 ft2 Ty Construction number U-value (Btuh/ft2-°F) Or HTM (Btuh/ft2) Area (ft2) or perimeter (ft) Load (Btuh) Area (ft2) or perimeter (ft) Load (Btuh) e Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 y/ �G 13A-4ocs to-clom 13A-4ocs 0.143 1.270 0.143 ne ne se 4.00 35.56 4.00 2.55 70.43 2.55 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 VE-D 11 11 DO 13A-4ocs 0.390 0.143 se sw 10.92 4.00 11.31 2.55 0 66 0 60 0 239 0 152 0 0 0 0 0 0 0 0 1Aclom 1A-clom 1.270 1.270 sw sw 35.56 35.56 70.95 70.95 6 0 0 0 213 0 426 0 0 0 0 0 0 0 0 0 13A-4ocs nw 0 0 0 0 0 0 0 0 ,A-clom 1 A-c 1 om 1.270 1.270 1.270 nw nw 35.56 5.56 35.56 0.43 70.43 70.43 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 P 1A-ciomd 12C-Osw 1.270 0.091 nw 35.56 2.55 70.43 1.28 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 C 16A-30md 0.032 0.90 2.32 61 61 55 142 36 36 32 84 F 22A-tpl 0 0.989 27.69 0.00 61 7 194 0 36 0 0 0 6 c) AED excursion 165 0 Envelope loss/gain 701 885 32 83 12 a) Infiltration 145 41 0 0 b) Room ventilation e 0 0 1 0 0 13 Internal gains: Occupants @ 230 0 0 0 0 Appliances/other 0 0 Subtotal (lines 6 to 13) 846 926 32 83 Less extemal load 0 0 0 0 14 15 Lass transfer Redistribution Subtotal Duct loads 33% 52% 0 0 846 278 0 0 926 479 33% 52% 0 0 32 11 0 0 83 43 Total room load Air required (cfm) 1 1124 55 1404 63 43 2 127 6 Calculations A -Pk- wrightsoft- Right -Suite® Universal 2013 13.0.15 RSU08101 CAProgram Files\CARLTON 2 CAR GARAGE.rup Calc = MJ8 Front Door faces: all Ed. 2014-Aug-07 08:43:40 Page 3 �- wrightsoft° Right-J® Worksheet Job: Entire House Date: By: QUICK CALCS, INC. 317 ST. LUCIE LN., FT. PIERCE, FL 34946 Phone: 772-466-6799 Fax: 772-466-6796 Email: QUICKCALCS®AOL.COM 1 Room name BEDROOM 2 DINING/GREAT ROOM 2 3 Exposed wall Room height 12.0 ft 9.4 It heat/cool 49.0 ft 9.4 ft heat/cool 4 5 Room dimensions Room area 15.0 x 12.0 ft 180.0 ft2 1.0 x 568.0 ft 568.0 ft2 Ty Construction number U-value (Btuh/ft2-IF) Or HTM (Btuh/ft2) Area (ft2) 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 \Ll L 13A-4ocs 1 A-cl om 13A-4acs 0.143 1.270 0.143 ne ne se 4.00 35.56 4.00 2.55 70.43 2.55 0 0 0 0 0 0 0 0 0 0 0 0 273 21 0 252 0 0 1009 736 0 641 1458 0 -G 1�/ 11 11 DO 0.390 0.143 se sw 10.92 4'00 11.31 255 0 113 0 99 0 396 0 252 0 0 0 0 0 0 0 0 -D V�l13AAocs 1A-clom IA-clom 13A-4ocs ° 1.270 1.270 0.143 sw sw nw 35.56 35.56 4.00 70.95 70.95 2.55 0 14 0 0 0 0 0 491 0 0 979 0 0 0 188 0 0 147 0 0 589 0 0 375 tAclom 1 A-c 1 om 1.270 1.270 nw nw 35.56 35.56 70.43 70.43 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 P IA-clomd 12C-Osw 1.270 0.091 nw 35.56 2.55 70.43 1.28 0 122 0 122 0 311 0 157 41 0 0 0 1451 0 2874 0 C 16A-30md 0.032 0.90 2.32 180 180 161 418 568 568 509 1318 F 22A-tpl 0.989 27.69 0.00 180 12 332 0 568 49 1357 0 A 6 c) AED excursion 365 411 Envelope.loss/gain 1692 2170 5651 7076 12 a) Infiltration 249 70 1015 286 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 0 0 0 0 Appliances/other 0 0 Subtotal (lines 6 to 13) 1941 2240 66661 7363 Less external load 0 0 0 0 14 15 Less transfer Redistribution Subtotal A Duct loads 1 33/ 521/6 0 0 1941 636 0 0 2240 1159 33% 52°/ 0 0 6666 2186 0 0 7363 3608 Total room load 2577 3399 8851 11170 Air required (cfm) 127 152 435 501 Calculations approved bV ACCA to meet all requirements of Manual J 8th Ed. A -FJJ- wrightsoft- 2014-Aug-07 08:43:40 Right -Suite® Universal 2013 13.0.15 RSU08101 Page 4 C:\Program Files\CARLTON 2 CAR GARAGE.rup Calc = MJ8 Front Door faces: N • wrightsoft' Right-J® Worksheet Job: Entire House Date: By: QUICK CALCS, INC. 317 ST. LUCIE UN, FT. PIERCE' FL 34946 Phone: 772-466-6799 Fax. 772-466-6796 Email: OUICKCALCS®AOL.COM 1 Room name Krl-CHEN Room9 2 3 E)tosed wall Room height 11.0 ft 9.4 ft heat/cool 5.0 ft 9.4 ft heat/cool 4 5 Room dimensions Room area 19.0 x 11.0 It 209.0 ftz 10.0 x 5.0 ft 50.0 ftz Ty Construction number U-value (Btuh/ftz°F) Or HTM (Btuh/ft� Area (ftz) 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 y/L--L 13A-4ocs 1Actom 13A-flocs 0.143 1.270 0.143 ne ne se 4.00 35.56 4.00 2.55 70.43 2.55 103 0 0 103 0 0 414 0 0 263 0 0 0 0 0 0 0 0 0 0 0 0 0 0 11 Y-D 11 DO 0.390 0.143 se sw 10.92 4.00 11.31 2.55 0 0 0 0 0 0 0 0 0 47 0 47 0 188 0 120 V�l13A-4ocs 1A-c1om IA-clom 13A-4om 1.270 1.270 sw sw nw 35.56 35.56 4.56 70.95 70.95 0 0, 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 A-c 1 om 1 Aci om 1.270 1.270 1.270 nw nw 35.56 35.56 0.43 70.43 70.43 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 P 1A-clomd 12C-Osw 1.270 0.091 nw 35.56 2.55 70.43 1.28 0 122 0 122 0 311 0 157 0 0 0 0 0 0 0 0 C 16A-30md 0.032 0.90 2.32 209 209 187 485 50 50 45 116 F 22A-tpl 0.989 27.69 0.00 209 11 305 0 50 5 138 0 e A 6 c) AED ecursion -1 0 Envelope loss/gain 1217 904 371 235 12 a) Infiltration 228 64 104 29 b) Room ventilation 0 0 0 0 13 Intemal gains: Occupants ® 230 0 0 0 0 Appliances/other 0 0 Subtotal (lines 6 to 13) 1445 968 475 265 Less e)demal load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 1445 968 475 265 15 Duct loads 1 33% 520/6 474 501 330% 52% 156 137 Total room load I 1919 1469 631 401 Air required (cfm) 1 1 94 66 31 18 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wright:gOft- 2014-Aug-07 08:43:40 Right -Suite® Universal 2013 13.0.15 RSU08101 Page 5 C:\Program Files\CARLTON 2 CAR GARAGE.rup Calc = MJ8 Front Door faces: N wrightsoft• Right-M Worksheet Job: Entire House Date: By: QUICK CALCS, INC. 317 ST. LUCIE LN., FT. PIERCE, FL 34946 Phone: 772-466-6799 Fax 772-466-6796 Email: QUICKCALCS®AOL.COM 1 Room name HALL FOYER 2 3 E>:osed wall Room height 0 ft 9.4 ft heat/cool 8.0 ft 9.4 ft heat/cool 4 5 Room dimensions Room area 5.0 x 5.0 ft 25.0 ft2 8.0 x 11.0 ft 88.0 ft2 Ty Construction n number U-value (Btuh/ft2-°F) Or HTM (Btuh/ft2) Area (ft2) 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 Vt/ 13A-4ocs 1 A-cl om 13A-4ocs 0:143 1.270 0.143 ne ne se 4.00 35.56 4.00 2.55 70.43 2.55 0 0 0 0 0 0 0 0 0 0 0 0 0 0 75 0 0 53 0 0 212 0 0 135 _G 11 Y-D 11D0 13A-4ocs 0.390 0.143 se sw 10.92 4.00 11.31 2.55 0 0 0 0 0 0 0 0 22 0 22 0 242 0 251 0 T 1 A-cl om 1 A-cl om 13A-4am 1 Ac1 om 1 Acl om 1Aclomd 12C-0sw 16A-30md 1.270 1.270 1.270 1.270 1.270 1.270 0.091 0.032 sw sw nw nw nw nw 35.56 35.56 35.56 5.56 35.56 35.56 2.55 0.90 70.95 70.95 2.43 70.43 70.43 70.43 1.28 2.32 0 0 0 0 0 0 0 25 0 0 0 0 0 0 0 25 0 0 0 0 0 0 0 22 0 0 0 0 0 0 0 58 0 0 0 0 0 0 207 88 0 0 0 0 0 0 207 88 0 0 0 0 0 0 527 79 0 0 0 0 0 0 265 204 P C F 22A-tpl 0.989 27.69 0.00 25 0 0 0 88 8 222 0 a 6 c) AED exursion 0 -1 Envelope loss/gain 22 58 1282 854 12 a) Infiltration n 0 0 166 47 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants ® 230 0 0 0 0 Appliances/other 0 0 Subtotal (lines 6 to 13) 22 58 1447 901 Less e)demal load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 22 58 1447 901 15 Duct loads 33 % 52% 7 30 33%1 520/0 475 466 Total room load 30 88 1922 1367 Air required (cfm) 1 4 94 61 Calculations approved by ACCA to, meet all requirements of Manual J 8th Ed. is wri9htsoft- 2014-Aug-07 08:43:40 Right -Suite® Universal 2013 13.0.15 RSU08101 Page 6 CAProgram Files\CARLTON 2 CAR GARAGE.rup Calc = MJ8 Front Door faces: N