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HomeMy WebLinkAboutSUBMITTED PAPERSOFFICE USE ONLY B. SECTION TOWNSHIP RANGE MAP NO. ZONING LAND USE LOT CVG % TAZ NO. FLOOD ZONE FIRM MAP # l� 1 sr FLR ELV MAX HGT CONST TYPE OCCUP TYPE MAX OCCUP # OF FLRS WATER SEWER SPRINKLERS STORMWATER LOT OF REC Before 1/1990 LOT OF REC After 1/1990 LOT SPLIT REQUIRED LOT SPLIT APPROVED REPORT CODE �� HABITABLE AREA (RADON) RADON FEE PERMIT FEE LIBRARY • IMPACT FEE PUBLIC BLD IMPACT FEE CORRECTION PUBIC BLD IMPACT FEE PARKS IMPACT FEE SCHOOL IMPACT FEE ROAD IMPACT FEE CREDIT Y N LAW ENF IMPACT FEE FIRE/EMS IMPACT FEE DRIVEWAY REQUIRED Y _ N DRIVEWAY FEE ADMINISTRATIVE VARIANCE FEE SPECIFY SUBS REQUIRED MECHANIC ROOF ELECTRIC GAS PLUMBING NON -CONFORMING LOT OF RECORD FEES MISCELLANEOUS FEES DATE SENT TO ADDRESSING: REVIEWS FRONT COUNTER ZONING REVIEW SUPERVISOR REVIEW PLANS REVIEW VEGETATION REVIEW SEA TURTLE REVIEW MANGROVE REVIEW RRE ECT IVED 1 I �i� -. . DATE COMPLETED h INITIALS DATE FILED � � PLAN REVIEW FEE: ZECEIPT NO.: % PERMIT N lER: _ ' CONCURRENCY FEE: RECEIPT NO.: CERT. CAI': 114Q�r ALL INFO MUST BE COMPLETE & FILLED IN TO BE ACCEPTED Co._... St. Lucie County Building and Zoning _- 2300 Virginia Avenue e Ft. Pierce, FL 34982-5652 772-462-1553 e APPLICATION for BUILDING PERMIT CERTIFICATE of CAPACITY/ZONING COMPLIANCE PROJECT INFORMATION 1. LOCATION/SITE ADDRESS: �"�—Lz) �Z�\ Spanish Lakes SITE PLAN NAME: 2_ -PROJECT NAME: V A i r w a y 3. PROPERTY TAX ID#: 1306 111-0001-000/0 - Y 4_ LEGAL DESCRIPTION (attach extra sheets if necessary): 6/ 7 34 39 a l l that part 1 in northeasterly of I-95 5. PLAT BOOK 6. PAGE NO. 7. BLOCK NO. 8. LOT NO. 9_ PARCEL SIZE (ACRES/SQ FT.): LOT DIMENSIONS: 10. COMPLETE DESCRIPTION OF CONSTRUCTION PROJECT OR WORK ACTIVITY: Sinale family residence (Replacement home) 11. SETBACKS (ACTUAL) FRO rilJ� BACK: � RIGHT SIDE: �rJl LEFT SIDE:_ 12. TYPE OF CONSTRUCTION (Check all appropriate boxes) [K] NEW CONSTRUCTION [ ] EXPANSION/ADDITION [I INTERIOR RENOVATION [g] RESIDENTIAL [ ] COMMERCIAL [ ] INDUSTRIAL [I OTHER (SPECIFY) ;P•, 13. DESCRIPTION OF PROPOSED USE: Same 14. SQ. FT OF CONSTRUCTION: 'n 15. SF. FT Ist 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 -$Moo. or more, a RECORDED Notice of Commencement must be submitted with this application. SLCCDV Form No.: 001-02 ILL r®��vF? CERTIFICATION - OWNER INFORMATION NAME: Wynne ADDRESS: 8000 S. US1, Suite 402 CITY: Port S t. Lucie STATE: F L ZIP: 34952 PHONE (DAYTIME): n? 2) 8 7 8-5 5 13 Email: IF THE FEE SIMPLE TITLEHOLDER (PROPERTY OWNER) IS DIFFERENT FROM THE OWNER LISTED ABOVE, PLEASE FILL IN NAME AND ADDRESS BELOW. FEE SIMPLE TITLEHOLDER: ADDRESS: CITY: PHONE (DAYTIME): U CONTRACTOR INFORMATION STATE: ZIP: ST. of FL REG.CERT #: C G C 0 3 5 9 9 ST. LUCIE COUNTY CERT #: 0 $ $ 9 $ BTJSINESSNAME: Wynne Development Cor oratio QUALIFIERS NAME: Matthew Lyle ADDRESS: 8000 - S. US1 1 Suite 402 CITY: Port St. Lucie STATE: FL ZIP: 34952 PHONE (DAYTIME): / 7 2— 5 r 1 3 FAX N^. 7 7 2— 8 7 8— 7 6 5 6 Email: i3 7 8 A1tCHIT/ENGINEER: Braden & Braden ADDRESS: 417 Coconut Ave. - StuartSTATE: FLZIP: 34996 CITY: . PHONE (DAYTIME): (7 7 a 2 R 7— R25R B ONDING COMPANY: ADDRESS: CITY: STATE: MORTGAGE LENDER: ADDRESS: CITY: STATE: ZIP: ZIP: IMPORTANT NOTICE..' Vht--1 a permit is issued and it is not picked up within 60 days_ after notification it will be voided and returned to you by mail. This application is hereby made to obtain a permit to do the work and installations as indicated, and to obtain a certificate of capacity, if applicable, for the permitted work. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. I understand that separate penmits may be required for ELECTRICAL, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANHS, AND AIR CONDITIONERS, ETC., not otherwise included with this building permit application. St. Lucie County makes no representation that its granting of a permit will authorize the permit holder to build the subject structure which is in conflict with any applicable Homeowner Association rules, bylaws or any covenants that may restrict or prohibit such structure. Please consult with your Homeowner's Association and review your deed for any restrictions which may apply. The following building permit applications are exempt from undergoing a full concurrency review: room additions, accessory structures (all types), swimming pools, fences, walls, signs, screen rooms, utility substations & accessory uses to another non- residential use. NOTICE TO OWNER: FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. NOTICE TO APPLICANT: AS THE APPLICANT FOR THIS BUILDING PERMIT, IF IT IS NOT YOUR RIGHT, TITLE AND INTEREST THAT IS SUBJECT TO ATTACHMENT; AS A CONDITION OF THIS PERMIT YOU PROMISE IN GOOD FAITH TO DELIVER A COPY OF THE ATTACHED CONSTRUCTION LIEN LAW NOTICE TO THE PERSON WHOSE PROPERTY IS SUBJECT TO ATTACHMENT. OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all work ill be done in co with all applicable la lating construction and zomn . ,O�WNF,ROR GON CTO RTURE _ CONTRALTO A - j STATE OF FLORIDA STATE OF FLORIDA COUNTY OF St. Lucie COUNTY OF St. L u c i e The foregoing instrument was acknowledged before me this �� day of S 20 / V ' by Matthew Lyle —Wxnne who is personally known f//or has produced Signature of Commission No identification. DOROTHY ANN BASKIN rotary Pu(aeal tate of Florida My Comm. Expires Oct 2, 2016 Commission # FF 015226 Bonded Through National Notary Assn. The foregoing instrument was acknowledged before me this 99day of �y� G-c.CsT. 20 1 t% . by Matthew Lyl a WYnns, who is personally known for has produced Signature of as identification. DOROTHY eW)kSKIN Notary Public - State of Florida My Comm. Expires Oct 2, 2016 Commission # FF 015226 NOTE: TWO (2) SIvNATURES ARE REQI.T=D. EACH SIGNATURE M '" FOR 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 WYN1'1-1� BUILDING CORPORATi%M 8000 South U.S. #1 Suite 402 Port St. Lucie, FL 34952 Spanish Lakes Communities Division Port Saint Lucie September 22, 2014 To: St. Lucie County Building Department Attn: Permitting and/or Plan Review Re: 14100 Zorzal Permit # 1408-0337 To Whom It May Concern: Miami Division Miami In regards to the above property, the mobile home that was located on the lot was moved off the property by the homeowner. If you have any questions I can be reached at (772) 878-5513. Thank you, Matthew Lyle Wynne - V.P. Telephones: Port Saint Lucie (772) 878-5513 Miami (305) 235-3175 VwOzen b. AMITM , GJ EXK OF THE CIRCUIT COURT — SAINT LUCIE COUNTY FILE N 3987517 OR BOOK ?5 ", PAGE 2656, Recorded 08/22/2014 at ",- 19 AM C/10 AFr9% RECORDINO•RETURN TO: PERMIT NUMBER: �' '11u�5p:u•e it­r. ed K., rvrvmli,yt inl„ 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. DESCRIPTIOy OF P jt OPERTy (Legal description and street address) TAX FOLIO NUMBER+-1 3 0 6 —1 1-1 — 0 0 O 1 —f) 0 0 / 0 SUBDMSIOIp�ja', w.aysBLOCIf TRACT LOT BLDG UNIT ?--LNC2-"k 6/7 34 39 all that part lying northeast of 95 2.GENERALDESCREMONOFUdPROVEMENT:. single family residence 3. OWNER INFORMATION: • � a. Name W y-n n e n - ' 1 r9 ' o C+ r i on b.Address 8000 S. USlf Suite 402, PSL, FL 34952 c.interest inproperty d. Name and address of fee simple titleholder (if other than owner) 4.CONTRACTOR'S NAME, ADDRESS AND PHONE NUMBER: Wynne Development Corporation 8000 S US1, Suite 402, PSL, FL 34g59 779-87A-9513 5. SURETY'S NAME, ADDRESS AND PHONE NUMBER AND BOND AMOUNT: 6. LENDER'S NAME, ADDRESS AND PHONE NUMBER: 7. Persons within the State of Florida designated by Owner upon whom notices or other documents may be served as provided by Section 713.13 (1)(a) T. Florida Statutes: NAME, ADDRESS AND PHONE NUMBER: Tom Lee Spanish Lakes Blvd- Ft. Pierce, FL. B. 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 PHONE NUMBER: 9. Expiration date of notice of commencement (the expiration date is 1 year from the date of recording unless a different date is specified) , _; 20_. 201- 0590 !� Matthew Lyle Wynne, Vice —President Signature of Owner or Print Name and Provide Signatory's Title/Office Owner's Authorized Otrtcer/Director/Partner/Manager State of Florida County of St-- r. n r• i e • `0" The foregoing instrument was acknowledged before me this P day of /TK 6-C[ST- , 20/y ay Matthew Lyle Wynne ,as V IC.F )0IQECI DHTaY (Name of person) (Type of authority... e.g. Owner, officer, uustee, attorney in fact) For Wynne Building Corporation (Name of party on behalf of whom instrument was executed) Personally Known V-1or roduced the fallawl t e f : DOROTHY ANN BASKIN t.s Notary Public - State of Florida My Comm. Explrss Oct 2, 2016 lln RiM4,4 Aw,,> 64 �d�T• Commission * FF 015226 (Printed Name of Notary Public) ' (Signature of N Public) b)n ll-'"`'6�ti" - Bonded UmuOhNational Notary Asir Under penalties of perjury, 1 declare Iha ave read the foregoing and ih the facts in it are We to the best of my knowledge and belief (section 92.525, Florida States[ Si r O er(s) or Owner(s)' Authori fricer/Director/Partner/Manager who signed above: By: By ae.. awonml a«e,at. 'r pp ';;�(• t l it J y St. Lucie County Building -& Zoning W , '� 2300 Virginia Ave '`�oRio� Fort Pierce, FL 34982 BUILDING PERMIT SUB -CONTRACTOR SUMMARY . Wynne Building Corporation will be using the following sub-contractorsfor'the (Company/Individual Name) project located at (Street address or Property Tax ID #) It is understood that if there is any change of status regarding the participation of any of the sub -contractors listed below, I will immediately advise the Building and Zoning Department of St. Lucie County. Trade, Name of Company/Contractor St. Lucie County/ State of Florida License Number Electrical S & W Electric, Inc. 2045 ER0009416 Plumbing Lindquist Plumbing & Supply Co. 19150 CFc057672 IIVAC/ Comfbrt Control of St. Lucie 8288 Mechanical CACO24379 Roofing Treasure Coast Roofing, LLC 19496 RC29027087. Gas PERMIT ISSUE DATE: NUMBER: I L C2 �d� � PERMIT# ISSUE DATE PLANMNC & DEVELQPiVii ENT SERVICES Building & Code Compliance Division BUILDiWG PERMIT SUB-CONTMCTOR AGREEK ENT St. Lucie County Contractor Certification Number. 2 0 4 5 State of Florida Certification Number (Ifapplicable): ER 0 0 0 9 41 6 S&W Electric have agreed to be the (Company Name/Individual Name) ElACtr. ical Sub -contractor for Wynne Development Corp. ('Type of Trade) • (Pdmary Contractor) For the project located at (Project Street Address or ProperlyTax 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-cbntaactor notice. (Form: SLCCDv (No. 004.00) SUSMSS QUALDI R (Name ofthe Individual shown on the Connector's License) I'TOTARMEI) SIGNATURES ARE REQIJIIt1EI) Business Name: S&W Electric Address: N. Coker Rd. City/state/Zip: FL _ 34945 Phone: (7751) 464_6466 entail: Lawrence Stubbs SIGNATURE PRINT NAME DATE STATE OF FLORIDA, COUNTY OP' 6 THE FOREGOING INSTRUMENT WAS SIGNED BEFORE ME THIS�DAY OF ISQ— 11 � 20�' BY CY WHO IS PERSONALLY KNOWN �` Oit HAS PRODUCED AS IDiENTIFICATION. (STAMP) 41INNATI1.0-61 NO AIiY PUBLIC PRINT NAME. OF NOTARY PUEad SLCPDS: 12/16/2013 ,,��t►:rr LAURA R. CUBBEDGE _.. Commission # EE 209915 4 Expires October 21, 2016 B.WedTMTmyFami.uarKeB(1MW7019 PERMIT # _ ISSUE DATE _ PLANNING & DEVELOPMENT SERVICES 7'7 Building & Code Compliance Division � a - BUILDING PERMIT SUB -CONTRACTOR AGREEMENT St. Lucie County Contractor Certification Number: 96901 State of Florida Certification Number (If applicable): CF C 1 4 2 8 4 5 8 Lindquist Plumbing have agreed to be the (Company Name/Individual Name) Plumbing Sub -contractor forwynne Development Corp. (Type of Trade) (Primary Contractor) For the project located at (Project Street Address or Property Tax ID #) It is understood that, if there is any change of status regarding our participation with the above mentioned project, I will immediately advise the Building and Zoning Department of St. Lucie County by filing a Change of Sub -contractor notice. (Form: SLCCDV (No. 004-00) BUSINESS QUALIFIER (Name of the Individual shown on the Contractor's License) NOTARIZED -ES APRE RR EQUIIP.. D Business Name: Lindquist Plumbing Address: 3185 Sneed Rd. City/State/Zip: Phone: (7 72 ) 46 1 —1 9 h 9 email: Wade Case SIGN TORE PRINT NAME DATE STATE OF FLORIDA, COUNTY OF C I THE FOREGOING INSTRUMENT WAS SIGNED BEFORE ME THIS DAY OF �4Q G- el �Cr , 20_/ y BY �/�L14 D� �A4� G WHO IS PERSONALLY KNOWN P"� OR HAS PRODUCED AS IDENTIFICATION. 2,% (STAMP) l'iiyl�yrJO �0 �'K �/ �N'yJ /CJ r4SKz.y SIGNATURE + LD_1NOTARY PUBLIC PRINT NAME OF NOTARY PUBLIC SLCPDS: 12/16/2013 oolvl ,,,DOROTHY ANN BASKIN 1 (\otary Public - State of Florida • ; s My Comm. Expires Oct 2, 2016 Commission # FF 015226 Bonded Through National Notary Assn. 01/14/2014 10:24 7728787656 WYNNE BUILDING_CORP PAGE 02/02 PERMIT# ISSUE DATE . � i I ,.:... �LANNl1NG Yk DVELQkMENT SERVICES Eui din jr & Code Coinj �iiance Division F s L ]BUILDING PE Jrr SU, Oi`L'X`"dTOR AGIkEENENT St. Eubie County Contractor Cenificat(b,U iVu be State of Florida Certification Number (If applies la): CACO 2 4 3 7 9 1 � t Comfort Control of :St.: L e county, Inc: II .I have agreed to be the (Company Nanie/Xndividual Name) air .conditioning L.. ub-coiatractor fo'r Wyx�rie Devel c�f �me�it .Cox P (Type of Trade) (Primary Coniracto�) I For. the project located at (Plroj ect St reel icidress o1r Property Tax )P #) ` f It is understood that, if there is any cha ig v status regarding our participation jvJtth the above mentioned . . Project, I will immediately advise the ui d g and' Zotiitag Ue artment of St. LU6 6 Cduntty by filing a : Change 'of Sub -contractor notice..(Fouh S . C DV (No 604:00) BUSINESS U i I i Q A��+ �+ R (Nam of le Individual aho„a oh the Contractor's Licbp e) NOTARIZED SIGDI,ATuRE, S A� I U 1��� :. . q, t Business Name: Comfort C �nt�zlbI of St. Lucie county.( to ne:: Address: I City/State/ZiP' P r t, St. l u FTr . 4 9 8 ul Phone: (2 7 2 I email: SI ATU` . P X AME DATE S ' FL IAA, CO UNTy .OF ` . C, rL xHE F.OXtEGUING INSTRUi1�E]�q WAS SXG ED bEFOitE ME: T.111�AA►Y 0F �'VHO XS FET{SUNA , k KNOWN V OR HAS ''.' PR UCEb . 1 1 AS ,� 1tD NTf ICATX . P i ' I�. a I I REOF NO`X'AR P1190C t lR NT NAl1XE OF 1Y0 Y PC1OI,ICt a S) CPUS6 12/16/2013 4 ip o4ary, bllcState of Flpnda I ; N Pu Y,asian 0Fz045851 OfF� f Expirea09/i512017 4 C i i 1 r II I I PERMIT # ISSUE DATE PLANNING & DEVELOPMENT SERVICES Building & Code Compliance Division BUILDING IIERMIT SUIT -CONTRACTOR AGREEMENT St. Lucie County Contractor Certification Number: 1 9 49 6 State of Florida Certification Number (If applicabler _RC2 9 0 2 7 0 8 7 Treasure Coast Roofing., LLC _ _ have agreed to be the (Company Name/Individwl Name) Roofing _ Sub-eouUmctor for Wynne Development Corp (Type of Trade) (Primary Contractor) For the project located at Street Address or Property Tax TD #) 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, SLCCD'V (No. 004-00) BUSINESS QUALMER (Name oftbe Individual show, on the Contractor's License) NOTARIZED SIGNATURES ARE RBQUIRED Business Name; Treasure Coast Roofing, LLC Address: 1816 H,iltmore St City/State/Zip: art t, Lucie$ FL, 34984 Pbone: (7 7 2) 3 4 3 —8 3 0 8 email: �713 , __J q9:24Brian Maloney SIGNATURW PRINT NAME DATE STATE OF FLORIDA, COUNTY OF 5L L.&cx, THE FOREGOING INSTRUMENT WAS SIGNED BEFORE ME THISSAL DAY OF BY WIIO IS PERSONALLY KNOWN OR HAS PRODUCEW� AS IDENTMCATION. SXGNA PUBLIC PRINT NAME OF OTARX UBLIC (5TAW) 1 ST. LUCIE COUNTY BUILDING & ZONING 2300 VIRGINIA AVENUE FORT PIERCE, FL 34982-5652 772-462-1553 FILLED LANDS AFFIDAVIT I, the undersigned, am the owner of the following described property: #1306-111-000l-nnn/n; ti/7 -4 -1Aa11 that —part lying (Tax ID/Legaldescription/Address) northeasterly of I-95 for which I have applied to St. Lucie County for a Final Development Permit. In accepting this Final Development Permit, BP Number , I acknowledge that as owner of the above described property, and in accordance with Section 7.04.01(D), St. Lucie County Land Development Code, I shall be responsible for assuring adequate drainage so that the immediate community WILL NOT be adversely affected. I further acknowledge that in granting this permit for the development of this property, St. Lucie County is neither obliged nor liable to provide,for, or maintain in any form, adequate drainage off my property which will not adversely affect the immedi Matthew Lyle Wynne Property Owner Name 1�4 STATE OF FLORIDA, COUNTY OF St. Lucie ACKNOWLEDGED BEFORE ME THIS DAY OF , 20�y/ BY Matthew Lyle wynnp WHO IS PERSONALLY KNOWN TO ME OR WHO HAS PRODUCED SIGNATURE OF AARY NOTARY PUBLIC TITLE IDENTIFICATION. TYPE OR PRINT NAME OF NOTARY COMMISSION NUMBER DOROTHY ANN BASKIN ;=o�w0.v P`*�.; Notary Public - State of Florida •`_ My Comm. Expires Oct 2, 2016 9Tnz Commission # FF 015226 °;,;,`,°`' Bonded Through National Nolary Assn. (SEAL) 01/02/2015 14:32 06i'18/2014 15:25 7728787656 WYNNE BUILDING rn P PAGE 05/07 WYNNE WILDING. , aP PAGE 02/03 T, Lt1 Qt$lNTY^ Date: SL Lucie Comty Building & Zola ng Department 7.300 vwt da ,A,v"tse Fort V%rce, FL 349S2 772-462-2165 XPaZ772-467r6443 Request for 30-Day Temporary Power Release Ferinnee Number. Pmetl=y Ad(lress: THE, UNDERSIGNED D HEREBY REQUEST RELEASE OT ELRCTIUC, .I, POWER TO T ABOVE D,ESCRMEID P OPERTY, FOR A PERIOD MOT TO ZXCOO TIMTY (30) DAYS} FOR THE PURPOSE OF TFSTING SYSTEMS AND EQUWMENT IN PREPARATION FOR FMAL INSPECTXON. W CON.51 DERATION OF A"ROVAL OF TM REQUEST WRIE MWEY ACKNOWLEDGE AND AGREE AS FOLLOWS: 1, 7('tli5 temporary power releaae is r�que-sted for the above stated purpose only, and'there.will be rto Decupancy df wq type, etlkerlhM Ural ywUdtted by construe'don during this time p'eriod, 2. Av'wifxtess by ofnr signatures, we hereby agree to able by all tenor and condifions of this agreement,, irtdaftg BmQ4Jng IIDivislon Rloticy, wWd i is ineorperated herein sty re* enceL 3, A;JI conditions and requirements listed is the attached documeat entitled "Regairements for 30 Day Power for Testiaag" - have been Milled and the preinise is ready for compliance inspection. 4. ,All requests for an extension beyaud 30 days xi U4 fore made in sw4dog to 040 $nnlding Offielal stating ate reason for the request_ power Way be rex aved from tka: sits amdlor a Stop Work Order issate4 8f the Final Jnspmgion has not been approved within 30 days. A fee of $100.00 will be required -to lift the Stop Work Order - WE HEREBY RELEASE , AGREE'> O HOLD HARMLESS, ST. LIUCM COUNTY, AND THEIR, BNFLGYZB$ FROM ALL lLL4BI .ITIIa S AND CLAIMS OF ANY TYPE OF NATURE �lEyydC')ff y1�V��,�A�,Y AI�t�Iry�SgR/�i�gO��g'pOR I�1��'q��p�HE �'�(UTURS g �gg7f�DU7 T OF�(VMS TRANSACTION, INCCk.€ DING �@.lr Y /,iS'>•\e1.1-f.4. 9 Y! H ICH M& 8 BE INCURRED DUE II O THE DISCONNECTIONOF ELlECT CA , P4.� W TM EVENT OF VI DLATION OF THIS AGRJERMENT. OWNER JDAT DATE RECEIVED JAN 02 2014 • Termite inspection JeS�,s Christ is 1 772-323i-7921 • Termite Pretreatment fvid, -Bug Toll Free: 1-877-365-9990 • Pest Control Termite & • Rodent Service Q Pest Fax: 772-340-5990 •. Fire Ant Lawn Service Control, Email: Evictabug@gmail.com • Whitefly Treatment Inc. 2373 SW Woodridge St. • Licensed & Insured Lic` JB175775 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 I FIRE ANT SERVICE I 1TERMITE SERVICE I RODENT EXCLUSION & REMOVAL I WHITEFLY TREATMENT DATE OF SERVICE J TIME itd t f DEVELOPMENT NAME (PROJECT) CO TRA TOR'S NAME CONTACT PERSON A01 #jdAL,),-,.�4&' 51W STRUCTURE ADDRESS (LOT/BLOCK) _ CITY, STATE, ZIP CODE COUNTY NOTES 9 TREATMENT TYP ❑ FLOATING ❑ CUTOUTS ❑ TAMP & TREAT PRODUCTS ®26ASELINE ❑ OTHER 0 G 3_t7 AREA ACTIVE INGREDIENT CONCENTRATION ❑ MONOLITHIC ❑ FOOTER .TREAT ONLY ipPATIO ❑ FRONT ENTRY , 6 FINAL ❑ DOMINION 2LACTIVE INGREDIENT ❑ GARAGE ❑ RETREAT ❑ POOL DECK W BIFENTHRIN �,'r" tip-j / PA. 1(6 ,LVDRI'VEWAY. ❑ BORA CARE TREATMENT ❑ OTHER ❑ TERMIDOR SC ❑ BORACARE Y1 q 6 1 ❑ STEM WALL/FOOTERS ❑ PLUMBING CUTOUTS ❑ ADDITION ❑ DISODIUM OCTABORATE TETRAHYDRATE 'EIA6% ❑ .12% ❑ .25% ❑ .05% ❑ 23% ❑ 9% ❑ OTHER GALLONS APPLIED- 1 4o SQUARE FOOTAGE _1P '<r LINEAR FOOTAGE t0 SQUARE FOOTAGE VERIFIED l . P YES ❑ NO `ZIVEASURED OR VERIFIED PER PLANS y j i J JOB READY CONDITIONS MET O YES ❑ NO DETAILS 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 accordan4W1;`ilees 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 linef I FINAL STICKER ❑ ELECTRICAL PANEL ❑ WATER HEATER MOTHER Payment Terms: Payment due at time of service. Date Date Applicator: (Evict A Bug Termite and Pest Control, Inc.) f t r Customer (Property Owner or Agent) TITAN ,� _ .• . - ,. "Thank .you - We.'appreciate your business" Mateeials for Life. .i Ticket no. ' ® FORt r'IF NRc , g r • ,creteo FL _ 41 aS� ' aELV S,TZ ROAD _87E.5Q.I Delivery de e,2` 7tr 1 Plant ,L @ Truck � [,;: Driver ��AL I d s L(�1 (SE'_�E[ Truck size" I I Of iTypejob .[.'I'��l'.i:j[?G Customer not (Il7i4¢5: Customer nanieL]DNEY HC41_L CC.i,'`dCRETEE-' t ONS i Zone Tax CD Tarmac projbdG 662131. Customer P.O. no. Order no. _'c = 1 Terms code ' '" Time due 1-Charge delivered 3-C.O.D. 2-Charge F.C.B.4C.O.D -F.O.B. Delivery nameland-adFrreUE COUNTY. Lot Block County 14100 ZORZALl'. AVE, FORT PIERCE:' 1: 95 hlORTl-1 t`0 T�i�1r�EE3Ci RD (l.=ASM T/(R-- TO KOBL_ECiF:-R. RD T/L.. 'T�1 Instructions 'i N-DITI O END (WEST) T L TO SpAiI! I SE E L:E )KES k?:E V Es -f ./ R ; G NIJL= VO Slump ` i, �•'I �!GG1S�, S T ;E ::! i"LJ` �.tOE� ZAL P'VE - T /L 'E-S JOB Quantity ! LProduek . __ __ U1NIj 1,UFnk price Amount —`_.._ Load— t curpulative= Ordered j 1 Code I Ai Descriptron :� t>57 f,'Z/ `L I i lIZI 1Ol I'7t�i1 EVIE35 E_ERF.��EFi I�E'70, 75T CY 1 Ekl010r FUEL Sl.lFiGE�-G _ ' LD'i _. 110 4? GIZ11., �Vifb;-;EuNVIR0N SLjE-�GE-�d3 L_D { Load AfrNe job site Start ischa�gei Finish discharge Leave job site Arrive plant > p* 4 Subtotal44 ~� Sales tax TOTAL Additional water added to this concrete will reduce its strength. Any water'added'is at customer's risk. ' Gallons of water added: --.,:Gallons of water added: \Gallons of water added: Amt of CY Retained: A' Customer Approval: G.' + Customer Approval: Customer Approval: Ill Customer Approval:. Tested , , Tested. properly No. Authorized and received by ! 4 .. > O LJ Yes- LJ No LJ Yes No if ! •`, �,�% G'��•' Q. f Lot: Safety -is a constant state of mind, with evey employee feeling responsible ;Block:- a'nd empowered to act to causerhim ` Address: Correct Not Cor�ect and others to work safely, on th:_belief that all accidents are preventable "and'` that zero. incidentsFjs the only goal. \I ni ieTnnneo�nov TITAN FLORIDA LLC `'ERMS 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 pates 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. f 2. Payment terms: Net the lasf day of the month followin.- the month of delivery, without deduction, retainage, set off or charge backs. A cash discount of 1% 1.0' proximo may be deducted if no previous, balances are past due. Lnterest at the lesser of 11h0/0 per month or the niaximum rate allowed by law will be imposed on outstanding and delinquent invoices from the date of delivery until paid. Buyer will pay to Seller all applicable federal, state. and local sales and use taxes. In addition to any other available rights and remedies, Seller will be entitled to recover from Buyer, all costs of collection and litigation including,, but not limited to, reasonable attorneys' fees. Seller reserves the right to require payments in advance or to cancel the unfilled portion of this Contract without notice in the event of Buyer default of any Contract provisions, or if the financial status of Buyer becomes impaired or deemed unsat- isfactory to Seller. Failure of Seller to exercise any of its rights will not be deemed,a waiver of any such right. 3. Regular delivery hours are 7:00 a.m., 5:00 p.m., Monday through Friday. An additional charge may be added for deliveries'outside of these hours and for any waiting/unloading periods in excess of'60 minutes. Prices are based on full loads: an additional charge will apply to loads of less than seven cubic yards. The minimum load for each delivery is 1'/2 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 anyklelays iil `• 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 not limited to towing charges, except to the extent caused by Seller's gross negligence or willful inisconduct. Buyer waives any right of subrogation against Seller. 6. Buyer is responsible for full payment of, including all costs of disposal and Seller's return charge per truck for, (i) orders not cancelled at least one hour prior, to delivery time-, (ii) concrete delivered due to Buyer's mistake or in excess of requirements; (iii) concrete not deliverable due to unsuitable approaches. 7. Concrete prices and quantities are based upon the wet volume at the time of discharge from the truck, and are not sold `form measurement" ar measured "in place". Yield will be established in accordance with applicable ASTM standards. Buyer will pay all charges incident to inspection or tmpat� made'by or on behalf of .Buyer. r 8. Limited Warranty: Buyer is solely responsible for determining the type and quantity of goods to be purchc .'ed. Seller warrants that its products will Peet — or exceed applicable American Society for Testing Materials ("ASTM") and American Concrete Institute ("ACI",) standards, when tested :nrai:cor:Iance' with ASTM and evaluated by ACI standards. Seller will repair or replace anv goods supplied by :;eller that fat'l-to.-meet this I'mited warranty, within one year after delivery thereof. Seller will uphold its warranty obligations under Florida statl t ,,7? 8.20', as dpjilicable. ALL OTHER WARRANTIES, 'WHETHEREXPRESS OK IMPLIhD, INCLIJDINGWITIIOUT LIMITAI IOT,a" lv� 1NTIES OF MERCI IANTABILITY AND FITNESS FOR A PARTICULAR PURPOSE, ARE 1IT;RI BY E`.?RESSLY EXCLUDED. TItE'RLML 3ET FORTH IN THIS SECTION 8 WILL CONSTITUTE1"Ce0`-1r^i:{.=�'¢�F"i1 sL01'�BUY Eil,UNDERTHISLIMITEDVi,.ARRANTY. 1' 9. Seller will not be'Tespo ble for slump; strength or quality of airy concrete'io which water or other material has been added by or on behalf of Buyer. Buyer will be responsible ? €eelhat the concrete is handled in accordance with best construction practices. Seller has no control over the placing or handling 6,f'cancret ftev, urrt�aacrn � and does not guarantee the f!nishea work in which it is used. Buyer will,be responsible to prevent concrete after unloading'from cog into con ill any material, such as aluminum, which may adversely impact concrete strength. 10. Buyer will ftirms.4,any admixtures or ing edients it desires that are not reg,ilarly supplied by the Seller in the marketplace. Buyer will be solely respon- sible for the effOi of site lixture 6 ,ingredients on the concrete. An=;'extra product which may be required in excess of the mix design quoted, or which maybe rec i ire - � r• e lrorkability,'strength, setting time orwaterr cement ratio, will result in an additional ingredierr, charge payable by Buyer. 11. Concrete will be baa cl ele�r accordance with ASTM C 94. Concrete temperature will be dictated by the environmental. a A material condi- tions at the time of delivery � iiy�req ent beyond these conditions willrequire the iiriplernentati6it of controlled measures duffing A5roduction at the expense of Buyer. 12 Bayer must give Seller written noti e:within 48 hours after delivery of any claim against Seller as a result of any alleged nonconforming materials or any other cause ,vIiatsoever (other than failure to ineet 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 bcin ;of the essence. Seller will be given reasonable opportunity to investigate all c'.a,,,t'rn-. Any failure by Buyer to give written notice wii#tin su h 48 hc.,r period will be deemed a conclusive waiver by Buyer of all such claims against%Sel hi 13. SELLER WILL NOT BE LIABLE UNDER ANY CIRCt- vISTANCFS FOR ANY SPECIAL, I` CIDENTAL, PUNITIVE OR CONSEQUENTIAL DAMAGES INCLUDING, WITHOUT LIMITATION; ANY DAx1aGL'.s RELATED TO DELAY, WHETHER BASED'ON S`fATbTE, 'PORT, CONTRACT, OR OTHERWISE, AND WHETHER OR NOT A1.6SING FRPM SELLER'S NEGLIGENCE, STRICT LIABILITY OR FAULT. IN NO EVENT WILL SELLER. BE RESPONSIBLE :70R.27AMAGE DUE TO THE ACTIONS OF OTHERS OR THE FAILURE OF BUYER TO COMPLY WITH ITS OBLIGATIONS. SELLER'S LIABLNI Y FOR ANY CLAIMS WILL BE LIMITED' TO THE PURCHASE PRICE OF THE GOODS SOLD UNDER THIS COIN, TRACT. ; 14. Notice. All notice 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 Beaclt F5133441. ;P• 15. severability. The unenforc'eabii t, pf any provision ol'this 6ntract will not affect the enforceability of any other provision of this Contract, and each other provision of this Contra&Wif] Be,severable and enforceac to the extent permitted bylaw. bpi �I$.\ lyts: CnCJS1 S FIN IRRITATION - INJURIOUS TO EYES. CONTAINS PORTLAND CEMENT. FRESHLY MIXED CONCRE E imAY CAUSE SKIN IRRITATION' OR INJURY. AVOID CONTACT WITH SKIN WHERE POSSIBLE. WASH EXPOSED AREAS PROMPTLY WIl j )YATER. IF ANY MIXTURES GET INTO THE EYE, RINSE IMMEDIATELY WITH WATER AND GET ''ZOMPT MEDICAL ATTENTION. KF.IP OUT OF REACH OF CHILDREN. MATERIAL SAFETY DATA SHEETS (%ISD" ARE AVAILABLE AT WWW.TITANAIlIERICA.COM. Rev'd 2-08 I ■ 05/01/2015 09:50 7728787656 WYNNE BUILDING CORP_ vor � o� La14 15: 29 7728 i? 'AgF 4- WYNNE BUILDING . - - St. Lucie County Buftding & Zoning Department 2300 VirgWa,Avgnue - Fort Mace, FL 34982 772.462-210 Far 772-462.640 PAGE 01/01 Request for 30-Day Temporary Power Reiene Dace: Permit Number: t� Property -Address: e) _Zfy'jC�;--� PAGE 02/03 THE UNDUSIGNED H=0Y REQUEST RELWE Of ELECTRICAL poWn TO THE ABOVE DESSCROED PROPERTY, Fop,.& PERIOD. NOT TO EXCEV TJ�IItTI� (30) D A XS, FOR M PURPOSE OF ASTAVG SYSTEMS AM EQUIPMENT IN PREPARATION FOR FrNAL INSPECTION. IN CONSIDERATION OF AMOV'AL OF THE REQUEST WE MWRY ACRNOWMGE AND AGREE AS FOLLOWS; 1. 111k temporary power release 1s mQuested fQr the above stated pa rpoee only, arld'thexemM be no occupancy or any type, other than that perVMcd by canstructton ducting this time Orlod. Z. A.s-wilnass 5y our signatures, we hemby agree to abide by aii Urm and Conditions Of this agreement, incladWg De ilding Dlvislon Policy, wblicb is incorporated heron by rel'erenca. 3. All conditiow and requirements listed in the attached document entitled "liequir ments for 30 Day lower for Testing" have been f filled and the pIresnise is ready for colIVIlanee Inspection. 4. All regteeaia for an exteosie n beyond 30 days must be aoade in vvdtWX to the DuAding OfAkial stating the reason far the request- power may b® removed from the site =&Or 8 Step Work Order issued- if Ow Final juspeegon has not been approved withln 30 days. A fee of SIOO.00 will be vRuired-to lift the Stop Work Order. WE HEREBY RELEASE AND AGREE TO HOLA HARMLFSS, ST. LUCIE COUNTS', AND THUR EMPLOYEES FROM ALL L ABIX.rMS AND CLAWS OF ANY TYPE OF NATURE WMCH MAY ARISE NOW OR IN THE FUTURE OUT OF THIS TRANSACTXON, INCLUJDING ANY AAMA,Gk wIHcH K& Y ]BE INCCMARD DUE. TO TIE DISCONNECTION OF ELECTRICAL P9300 IN THE EVENT OF VIOLATION OF THIS AGREEMENT. Q �J11 05/28/2015 14:44 7725896469 KSM ENGINEERING PAGE 01/01 We OIL Ar .M KELLIER, SCHLPEICHER & MacWILLIAM}/! ENGINEERING AND TESTING, INC. MARTIN (772) 337-7755 P.O. BOX 78-1377 SEBASTIAN FL 32978-1377 SEBASTIAN (772) 689-0712 PALM BEACH (561) 845-7445 www.ksmengineering.net MEL.BOURNE (321) 768-8488 FAX (561) 845-8876 E-Mqfl, KSMOKSMENGINEERING. NET ST. LUCIE (772) 229-9093 c,A.: 5693 SOILCOMPACTION REPORT FAX (772) 589-6469 ASTM D 1557 and ASTM D 2922 DATE TESTED October 13, 2014 JOB # 141811-1d/ES/jl PERMIT A 14080337 CONTRACTOR Wynne Development Corp, JOB LOCATION 14100 Zorzal Avenue Spanish Lakes Fairways Fort Pierce, Florida ITEM TESTED Compacted Foundation Fill TEST LOCATION "PEN DRY MAX. DRY PERCENT OF SAMPLE; DEPTH BEAD DENSITY PROCTOR VALUE COMPACTION 1. N.E. 0" - 12" 40 107.1 111.0 96.5 2. N.W. V 1 36 108.6 " 97.8 3. Center 42 106.3 95.8 4. S. W. 40 107-5 96.8 5. S.E, " 36 107.5 96.8 Soil Description'. Light Brownish Gray Sand In Place Moisture' 7.0 Percent Optimum Moisture: 11.0 Percent Max. Dry Density: 111.0 P.G.F. a@ Test Locations The Density & Penetrometer Readings Indicate the Degree of Compaction Meets Minimum Required for Staked Foundation *Pen, Readings Taker) to Natural Grade. Fah & Ail TQ . ounty Building Department Moisture - % of Dry Weight 14`lakes.com a,„as G Keller, P.E.: 37293 / SI Lic. No.: 860 / Julie E. Keller, P. 68366 im.116-JivA KELLER, SCHLEICHER & MacWILLIAM ENGINEERING AND TESTING, INC. MARTIN (772) 337-7755 P.O. BOX 78_1377, SEBASTIAN, FL 32978-1377 SEBASTIAN (772) 589-0712 PALM BEACH (561) 845-7445 www.ksmengineering.net MELBOURNE (321) 768-8488 FAX (561) 845-8876 E-Mail: KSM@KSMENGINEERING.NET ST. LUCIE (772) 229-9093 C.A.: 5693 SOIL COMPACTION REPORT FAX (772) 589-6469 ASTM D 1557 and ASTM D 2922 DATE TESTED PERMIT # CONTRACTOR JOB LOCATION ITEM TESTED TEST LOCATION OF SAMPLE October 13, 2014 14080337 Wynne Development Corp. 14100 Zorzal Avenue Spanish Lakes Fairways Fort Pierce,- Florida Compacted Foundation Fill JOB # : 141811-1d/ES/jl RECEIVED JUt4 - 4 2015 DEPTH * PEN DRY MAX. DRY PERCENT READ DENSITY PROCTOR VALUE COMPACTION 1. N.E. 0" - 12" 40 107.1 111.0 96.5 2. N.W. " 36 108.6 97.8 3. Center 42 106.3 95.8 4. S.W. 40 107.5 96.8 5. S. E. 36 107.5 96.8 Soil Description: Light Brownish Gray Sand In Place Moisture: 7.0 Percent Optimum Moisture: 11.0 Percent Max. Dry Density: 111.0 P.C.F. @ Test Locations The Density & Penetrometer Readings Indicate the Degree of Compaction Meets Minimum Required for Staked Foundation *Pen. Readin s Taken to Natural Grade. Re v d: r- LAWVT Fad& M it To-� S&irat 112.0 1 P 110.0—.._.I._. _I.._..+.._..�.. I._..�.. c t F 109.0 D R I I I I I I I Y I I I I I I I 108.0—.._.I,._.._I,.._..�.._..I _.I,._.. I.._..� 8 9 10 11 12 13 14 15 unty Building Department Moisture - % of Dry Weight @��erane6®��a lakes.com G. Keller, P.E.: 37293 / SI Lic. No.: 860 / Julie E. Keller, P.E.: 68366 DATE TESTED PERMIT # CONTRACTOR JOB LOCATION EICHER & MacWILLIAM ENGINEERING AND TESTING, INC. i'445 P.O. BOX 78-1377, SEBASTIAN, FL 32978-1377 SEBASTIAN (772) 589-0712 www.ksmengineering.net MELBOURNE (321) 768-8488 E-Mail: KSM@KSMENGINEERING.NET ST. LUCIE (772) 229-9093 FAX (772) 589-6469 SOIL COMPACTION REPORT ASTM D 1557 and ASTM D 2922 October 13, 2014 14080337 Wynne Development Corp. 14100 Zorzal Avenue Spanish Lakes Fairways Fort Pierce, Florida ITEM TESTED Compacted Foundation Fill JOB # : 141811-1d/ES/jl RECEIVC-1) MAY 2 9 2015 PERMITTING St. Lucia County; FL TEST LOCATION DEPTH * PEN DRY MAX. DRY PERCENT OF SAMPLE READ DENSITY PROCTOR VALUE COMPACTION 1. N. E. 0" - 12" 40 107.1 111.0 96.5 2. N.W. 36 108.6 97.8 3. Center 42 106.3 95.8 4. S.W. .40 107.5 96.8 5. S.E. 36 107.5 96.8 Soil Description: Light Brownish Gray Sand In Place Moisture: 7.0 Percent . Optimum Moisture: 11.0 Percent Max. Dry Density: 111.0 P.C.F. @ Test Locations The Density & Penetrometer Readings Indicate the Degree qfiGwViQjion Meets Minii*Gm RedKiRad." •.. esp�cNtfo II�� Fal�rt •'' ' i Fax td••�I E-mail to: dotvM 112.0 1 1 1 1 1 1 1 w I I I I I I I E I I I I I I I 111.0 4-...—.G—..—I.._.. _..�..—.I.—..�.. H I I I I I F I T P 110.0 c F I T I I I I I 109.0.._..� ..—.�.—..�..—.._ p I I I I I I I R I I I I I I I Y 108.0--..—.I,._..—I..—.. j_.._..�..—.I,.—..—,I..—..� Grade. Building Department panishlakes.com 8 9 10 11 12 13 14 15 Moisture - % of Dry Weight Ronald G. Keller, P.E.: 37293 / SI Lic. No.: 860 / Julie E. Keller. P.E.: 68366 10/14/2014 16:01 — 7725896469 KSM ENGINEERING PAGE 01/01 1. 58 6tELLEi�, SCk-ILEICHI~IR S� MacWILLIA1Vl ENGINEERING AND TESTING, INC.2 MARTIN (772-) 337-7755 ( Q, �O78-1377, SEBASTIAN, FL 32978-1377 SE.B MELBOURNE (321) 768-8488 PALM BEACH (561) 845-7445 wwwAsmengineering.net ST. LUCIE (772) 229-9093 FAX (561) 845-6876 E-Mail: KSM(aKSMENGINEERINGMET FAX (772) 589-6469 C.A.: 5693 SOIL COMPACTION REPORT ASTIV1 D 1557 and ASTM D 2922 DATE. TESTED PERMIT # CONTRACTOR JOB LOCATION : October 13, 2014 14080337 Wynne Development Corp. 14100 Zorzal Avenue Spanish Lakes Fairways Fort Pierce, Florida JOB # : 141911 •-1 d/ESf I ITEM TESTED Com acted Foundation Fill "PEN DRY MAX. DRY PERCENT TEST LOCATION DEPTH READ DENSITY PROCTOR VALUE COMPACTION OF SAMPLE �0.5 1. N.E. oil _ 12" 40 �/ 107.1 111.0 �� 97-8 2. N.W. 36 42 108.E 106.3 95.8 3. Center 107.5 9$_8 4. S.W.40 35 107.5 96.6 5_ S`E. Soil Description: Light Brownish Gray Sand In Place Moisture: 7.0 Percent optimum Moisture: 11-0 Percent Max. Dry Density: 111.0 P-C.F. @ Test Locations The Density & Penetrometer Readings Indicate the Degree of Compaction Meets Minimum Required for St'*wlyr M-e,, Pee RSkiiI�l, o Natural Grade_ Moisture - % of Dry Weight ` R JU I B = ECEI V ED OCT 152014 pP aid ���Orr o, int�Lu' � Building Department E-I �� ii`shlakes.com p,�aaa94de1001464 Ronald G. Keller, P.E 37293 / 31 Lic. No.: 860 ! Julie E. Keller, P.E.: 68366 05/21/2015 15:19 7728787656 WYNNE BUILDING CORP 0�zD PAGE 01/01 Professional Insulators of South Florida FTC Insulation Installation Certificate To: St Lucie County —Date: April 21, 2015 Re: Lot/Block; Address: 14100 Zoral Project: Th. vmflpreic prl 16.vahv r—tiflat 4hse# ivivnI efinn anc heen insdAlled in the nlsove described nronerty as follows! 1. Exterior CBS walls have been insulated witb: Spray-oaa Cellulose Thickness in inches: Fiberglass Blankets Manufacturer: Fi Foil Rock Wool Blankets Density: X Aluminum Foil R-Value: R 4.1 liigid Board Polystyrene Gtber 2. Ccllings ever have been .insulated with: S ray-oaa Cellulose Thickness in inches: X Fiberglass Blown Manufacturer- Owens Corning Rock Wool Blankets Density, Aluminum Foil R-Valuc: R-3O Folyurethazae Hopen Cell SPA' Ceilings (Inaccessible) insulated with: Spray -on Cellulose Tbickness in inches; 4.5" X Fiberglass Blankets Manufacturer: Owens Corning : Ignition Barrier Density: Fiberglass Blown R-Value: R-30 Cellulose Loose Fill G eaA Cell SPF 3. Interior kneewalls have been. insulated with: Fiberglass Blankets Thickness in inches: Fiberglass Loose Fill Manufacturer; Rock Wool Density! Fiberglass Blown R-Value: Cellulose Loose Fill pea Cell SPF 4. Garage partition walls of A/C living area have % Fiberglass Blankets been insulated with: Rock Wool Thickness in inches: 3.5" Polyurethane Manufacturer: Owens Corning Spray -on Cellulose Density; Open Cell SPF R-Value: R-11 5. The following have been insulated: � �s�n�es�a$Bp � m ZS:.. =5111SEAL :ti �. Fursz.i� N. G�FM s�"• �'"�aRp Wynne)guildiug Corp General Contract/Builder �/� CBC1254O41 competeng Professional Insulators of South Florida, Inc.VAD Insulation Contractor By. BY: MAY 21 2015 ccp CEMEX 5 (31 8 3 7 3 21, Plant: Begin-Loadin To Job: Arrive Job: Start Unload: Finish Unload Leave Job Return Plant: �T Customer Code: Customer Name: Customer Job Number. - , Order Code I Date: J) Project Code. Project Name: Project PA Number. Oirder P.O. Number: 7-, Ticket Date: Delivery Address: Map Page: Map/Row/Column: Delivery Instructions: Dispatcher: _.'Ticket Number: Due On Job: Slump:,. Number: Driver' Number Driver Name: r End Use: tTruck LOAD CUMULATIVE ORDERED QUANTITY QUANTITY QUANTITY MATERIAL CO'DE, PRODUCTION DESCRIPTION UOM UNIT PRICE AMOUNT A uIr ..s f:~ RECE�V i; jO. i I" JCash Check Auth Cod6: Signature of Driver Receiving Cash: Cash Received: Total COD Order Amount.to Collect Without Standby Charges; Check Charge Comments: WATER ADDED: _GAL YARDS IN DRUM: WHEN ADDED. SIGNATURE CURB LINE CROSSED AT OWNER'S/AGENT'S REQUEST: SIGNATURE - J, 0 LOAD WAS TESTED BY: Notice: Our drivers will make every -effort to place materials where the customer designates, but -the SPECIAL TERMS: Any water added is at customers own risk. If water is added on job, concrete strength Company assumes no responsibility for damages inside curb or property line. Customer agrees to the is no longer guaranteed. WARNING: Product may cause skin and/or eye -irritation. CAUTION: Material terms of sale and delivery and accepts concrete as is. Due to important factors which are out of our may be hazardous to your safety and health. Please refer to the backside of this ticket for important control after delivery, this Company Will not accept any responsibility for the finished results. No credit for safety handling information, and to the material safety data sheets for additional information. returned concrete., Boyers exceptions and claims shall be deemed waived unless made to us in writing AUTHORIZED SIGNATURE: Within one business day after the receipt of materials. 68UNIVERSAL CUSTOMER J. This Delivery Ticket incorporates herein by reference Buyer's previously exec-," Credit Application, if any, Seller's Standard Terms and Conditions, Seller's Qu( )n, if any, and. Seller's Order (,onfirm.ati, ncluding limitations of warranties), as if fully set forth on this Delivery Ticket (" ,ment"). Seller will provide the Standard t u, ms and Conditions upon request. Buyer agrees that, unless otherwise noted on the front hereof, all quantities and items were delivered as indicated and further expressly agrees to pay in accordance with the Agreement. Atirt..iKi UNI'Ll / ULA ME1' T / t;VNl;1 ETE YKODUUTS / FLY ASH Aggregate products are naturally occurring materials including liinest6ne, dolomite, granite, volcanic rock, sand, gravel, and other siliceous materials. Cement products include Portland cement, shnry, pozzolan (Type IP), roof tile, and stucco. Concrete products include Portland cement and aggregate products including limestone, dolomite, granite, volcanic rock, sand, gravel, and other siliceous materials. These products, including fly ash, may contain more than 0.025% crystalline silica. Hazards: Freshly mixed wet cement and/or fly ash can cause eye irritation, skin and eye burns and allergic skin reactions. Dry concrete : ar d aggregate dust may cause irritation. -to eyes, skin, and/or respiratory,tract. Dust from handling, crushing, grinding, cutting and/or drilling may contain silica, which may cause silicosis and cancer if inhaled. If ingested, keep warm, at rest, and drink large amounts of water. Fly Ash may contain trace amounts of ammo- nia. Moisture can cause the ammonia to be released. Inhalation of ammonia can cause coughing and irritation or burns of the nose, throat and lungs. See physician. Health risk depends on duration and level of exposure. Safety: Avoid contact with eyes and prolonged contact with skin. Wear gloves, eye protection, and appropriate protective clothing. Wash hands thoroughly with mild soap and `eater after handling. Avoid breathing dust. If exposed to dust above recommended limits (see MSDS). wear suitable NIOSH-approved respiratory protection. First Aid: In case of eye contact, immediately flush eyes with flowing water for 15 minutes. If dust is inhaled, move to fresh air. I17 wet cement contacts skin, rinse thoroughly with water. Get proper medical attention if irritation persists. CEMEX. Memorial l-Iermann Tower 929 Gessner, Suite 1900 V7 combined Houston, Texas 77024 02/.1.2 For more information please visit www.ceniexttsa.com. Este ticket de entrega incluye como referencia al comprador (ya previamente ej+wcutada en su aplicaci6n de credito); cualquier termino estandar, condiciones del vendedor. propuestas del vendedor y orden de confimiaci6n ;iel vendedor (con limitaciones y garantias), como a.cuerdo total del. ticket de entrega ("Contrato"). El vendedor proveera los terminos estandares y condiciones detal- lados en caso de asf ser`i-equeridos. Con este doeumento, el comprador acepta los mis' 6os ya antes mencionados y que las cantidades y materiales fueron entregados como se expresa en el mismo. Acepta pagar el. monto de acuerdo al contrato: al menos que se identi- fique con una nota al frente de este doeumento. AUJKL(iAVOS I K!)11iMYOIs 1111MI)OLKIN RN 111,1"010 Y_IC R.hll`a{'l�`! Los productos de agregados Son riikeflales naiurales como piedra caliza, dolomita, granito, coca volcanica, arena, grava y otros materiales silicios. Los productos de cenieiiio . iuyen Cemento de tipo Portland, de albanilerfa, pozzolan (tipo IP), azulejo de azofea y estut•o. Los product6s'�de concreto incluyen Cemento Potrtlarid.y productos de agregados como piedra caliza, dolomita, gran.ito, roc volcdnica; arena', grava, y otros materiales silicios. F stos productos incluyen cenizas volantes (fly ash) la coal puede contener mas de 0.025% de-`;ilciti crista[ino. Peligros: Mezcla de Cemento fresco y/o cenizas volantes pueden causar irritacion en Jos Ojos, quemaduras en piel y ojos, y reacciones alergicas en ]a piel. Concreto seco y polvo de agregados, pueden causar irritac16n en los ojos, piel y/o en la zona respiratoria. Polvo del,manejo en el trituramiento, pulido, Corte y/o perforaci6n puede contener materiales silicos, los cuales pueden causar silicosis pulmonar y cancer si son inhalados. En caso de ser ingeridos, mantenerse en temperatura calida. reposar y tomar g3 andes cantidades de agua. Las cenizas volantes pueden contener amoniaco. La humedad puede causar la liberacion del amoniaco. La iubalaci& del amoniaco puede causar toser, irritacion o Seguridad• quemaduras en la ni:riz, garganta y pulmones. Acudir inmediatamente al medico. El riesgo en la salud depende en la duraci6n y el nivel de la exposici6n. Seguridad: Evite el contacto con ojos y contacto prolongado con ]a piel. Use guantes, protecci6n en los ojos y ropa Primeros adecuada para protecci6n,Ldvese las manos con jab6n suave y agua despues del manejo de materiales. Evite inhalar auxilios• polvos. Si se expone a polvos rnas de los limiter recomendados, use protecci6n respiratoria. Primeros auxi]_ios: En caso de contacto en los ojos, inmedi.atamente fluya agua en la parte afectada por 15 minutos. Si se inhala polvo, exp6ngase a aire fresco. Si el cernmto fresco ticne contacto con sus ojos, lavelos a fondo con agua. Acuda a atenci6n medica inmediatamente si la irritacion continua. CEMEX, Memorial Hermann Tower 929 Gessner, Suite 1900 V7 combinado Houston, Texas 77024 02/12 Para rods infotmaci6n visita www.cemexusa.com. �71, 4W Comex ­'_-153 6 37 Plant: - - Begin Loading: _- - _J To Job.' _Arrive'Job-� Start "FihishUnlo d:_ a Leaife Job: Returlirtplant:' i C, 912 Customer Code: Customer Name: Customer Job Number: Order Code I Date: 3 k's al ;�, S,: 15 ROIDNEY HALL I S (CONCRETE [',0i`,iST 75 t 0 2�, Project Code: Project Name: Project P.O. Number- Order P.O. Number. 4 CY: -)1 21 6 RODNE'l/ HP!1_,1._. AL.1— 1401RK N E _5 Ticket Date: Delivery Address: Map Page: Map/Row/Covnn. 10 1.4 11.410,0- -ZORZAL AV, E Delivery Instructions: Dispatcher: DC"S'Ef TlrFE 5 1 G f-i,l c nNJ Ticket Number: 33A -_J J Due On Job: Slump: 00 i Jruc"urtjber.* er: 7 r Name: 0 1 EW 7End"J"A IL D N i LOAD QUANTITY UMUATIV .CQUALTIT E ORDEED QUANTITY MATERIAL CODE I PRODUCTION DESCRIPTION UOM UNIT PRICE AMOUNT 00 030- 00 15",_E(,F� 12_. 3 1;N—F I BE RY D17,10 ER 0G oo 124",-7818 'FUEL SURCIAPIRGE 1. 00 '120274,-�-) E!-,.V I RONMEN"'FAIL CHARGE n Cash Check # Auth Code, Signature of Driver Receiving` Cash, Ell r Ait �o Co mou' Total COD Order Amount to Collect Without Standby Charges: Check Charge a Comments: WATER ADDED: _ GAL 'YARDS IN DRUM:___ WHEN ADDED_,` SIGNATURE CURB LINE CROSSED AT OWNER'S/AGENT'S REQUEST: �IGNCRETE DISPOSP,�L FEE T i L FULL. LOP0 YPIRDS PA R A _�F SIGNZT SIGNATURE Q LOAD WAS TESTED BY: Notice: Our drivers will make every effort to place materials where the customer designates, but the SPECIAL TERMS: Any water added is at customers own risk. If water is added on job, 'ccRcrete strength 3L Company assumes no responsibility for damages inside curb or property line. Customer agrees to the is no longer guaranteed. WARNING: Product may cause skin and/or eye irntafon- CAUTION- Materialterms 'Please of sale and delivery and accepts concrete as is. Due to important factors which are out of our may be hazardous to your safety and health. refer to the backs de Of this ticket, for important' control after delivery, this Company will not accept any responsibility for the finished results. No credit for safety handling information, and to the material safety dq_ta,sheets for additional informatidn_ returned concrete. Buyers exceptions and claims shall be deemed waived unless made to us in writing AUTHORIZED SIGNATURE: within one business day after the receipt of materials. 68UNIVERSAL PREV TRPN7. LOAD NUM: INVOICE Vil-essotheilvise k-et incorporates herein by reference Buyer's previously executed Credit Application, if any, Seller's Standard ions, Seller's Qu on, il'any, arcs Seller's Order Confirmati( icluding limitations of warranties), as it fully livery'Picket ("E___ement"). Seller will provide the Standard' is and Conditions upon request. Buyer agrees noted on the front hereof, all quantities and items were delivered as indicated and further expressly agrees to in accordance kvith the Agreement. AGGREGATE / CEMENT / CONCRETE PRODUCTS / FLY ASH Aggregate products are naturally occurring materials including limestone, dolomite, granite, volcanic rock, sand, gravel, and other siliceous materials. Cement products include Portland cement, masonry, pozzolan (Type IP), roof tile, and stucco. Concrete products include Portland cement and aggregate products including limestone, dolomite, granite, volcanic rock, sand, gravel, and other siliceous materials. These products, including fly ash, may contain more tharr0.025% crystalline silica. Hazards: Freshly mixed wet cement and/or fly ash can cause eye irritation, skin and eye burns and allergic skin reactions. Dry concrete and aggregate dust may cause irritation to eyes, skin, and/or respiratory tract. Dust from handling, crushing, grinding, cutting and/or drilling may contain silica, which may cause silicosis and cancer if inhaled. If ingested, keep warm, at rest, and drink large amounts of water. Fly Ash may contain trace amounts of ammo- nia. Moisture can cause the ammonia to be released. Inhalation of ammonia can cause coughing and irritation: or bums of the nose, throat and lungs. See physician. Health risk depends on duration and level of exposure. Safety: Avoid contact with eyes and prolonged contact with skin. Wear gloves, eye protection, and appropriate protective clothing. Wash hands thoroughly with mild soap and water after handling. Avoid breathing dust. If exposed to dust above recommended limits (see MSDS), wear suitable NIOSH-approved respiratory protection. First Aid: In case of eye contact, immediately flush eyes with flowing water for 15 minutes. If dust is inhaled, move to fresh air. If wet cement contacts skin, rinse thoroughly with water. Get proper medical attention if irritation persists. CEMEX, Memorial Hermann Tower 929 Gessner. Suite 1900 V7 combined Houston, Texas 77024 02/12 For more information please visit www.cemexusa.com. Este ticket de entrega incluye como refereneia al corprador (ya previamente ejecutada en su aplicacion de credito): cualquier terrnino estandar,-condiciones del vendedor, propuestas del vendedor y orden de confirmation del vendedor (con limitaciones y garantias), como acuerdo total del. ticket de entrega ("Contrato"). El vendedor proveera Jos terininos estandares y condiciones detal- lados en caso de asf ser requeridos. Con este documento, el comprador acepta los mismos ya antes mencionados y que las cantidades y materiales fueron entregados como se expresa en el mismo. acepta pagar el monto de acuerdo al contaato, al menos que se identi- fique con una nota al frente de este documento. AGREGADOS / CEMENTO / PRODUCTOS DE CONCRETO / CENIZAS VOLANTES Los productos de agregados son materiales naturales como piedra caliza, dolomita, granito, roca volcanica, arena, Brava y otros materiales silicios. Los productos de cemento incluyen Cemento de tipo .Portland, de albanileria, pozzolan (tipo IP), azulejo de azotea y estuco. Los productos de concreto incluyen cemento Portland y productos de agregados como piedra caliza, dolomita, granito, roca volcdnica, arena, Brava, y otros materiales silicios. Estos productos incluyen cenizas volantes (fly ash) la coal puede contener mds de 0.025% de silicio cristalino. Peligros: Mezcla de cemento fresco y/o cenizas volantes pueden causar irritacion en los ojos, quemaduras en pie] y ojos, y reacciones alergicas en`%l,rspiel Xoncreto seco y polvo de agregados, pueden causar irritacion en los;ojos, piel y/o en la zona respiratoria. Polvo def- an6jo-en_el trituramiento, pulido, torte y/o perforation puede contener materiales silicos, los cuales pueden causar silic6sis-p6lmonar y cancer si son inhalados. En caso de ser ingeridos, mantenerse en temperatura calida, reposar y tomar grandes cantidades de agua. Las cenizas volantes pueden contener amoniaco. La humedad puede causar la liberation del amoniaco. La inhalation del amoniaco puede causar toser, irritacion: o Seguridad: quemaduras en la nariz, garganta y pulmones. Acudir inmediatamente al medico. El riesgo en la salud depende en la duration y el nivel de la exposition. Seguridad: Evite el contacto con ojos y contacto prolongado con la piel. Use guantes, protection en los ojos y ropa Primeros adecuada para protection. Lavese ]as manor con jabon suave y agua despues del manejo de materiales. Evite inhalar auxilios• polvos. Si se expone a polvos rods de los /unites recomendados, use protecc16n respiratoria. Primeros auxilios: En caso de contacto en los ojos, inmediatamente fluya agua en la parse afectada par 15 minutos. - Si se inhala polvo, expongase a aire fresco. Si el cemento fresco tiene contacto con sus ojos, lavelos a fordo con s agua. Acuda a atencion medica inmediatamente si la irritacion continua. CEMEX, Memorial Hermann Tower 929 Gessner, Suite 1900 V7 combinado Houston, Texas 77024 02/12 Para mas information visita www.cemexusa.com. ll�lanrsee� Devel g �i ent gnort Services Sadiding a Code Regulation Division 2300 Warginia Ave ' Fort Pierce, FL 34932 4 - 772-462-2172 IFax 772-462.6443 CERTIFICATE OF TERMITE ` ATMENT CONSTRUCTION SOIL TREATMENT PERMIT #:1 ° �3 7 JOB ADDRESS: _� I 0 0 Z r ��► I f tJ� �d � - i �ce,� BUILDER/CONTRACTOR: PEST CONTROL CONTRACTOR: �- - e "�ems �1 eIVC. - PEST CONTROL LICENSE #: -�s% i< �. . 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: Z Z— 7 5-- Chemicals used: 064Z- (( a-e - Percentage of solution: n 4 z _ Date of Treatment: /0 - 7,1- f y Footing " 1-5t Treatment Re -Treat Driveway 1" Treatment Re -Treat Other 1 Treatment Re -Treat Total gallons used: 7i 3 0 Time of Treatment: �; 0 U Y --Slab --- ,g._1�-Treatment Re -Treat Pools 1't Treatment Re -Treat Perimeter for Final Inspection r)zozma- fpm�-v' Signature of Extern4inator Note. There must be a completed form for each required treatment or re -treatment and this fonn mustbe on the -job site to be picked up by the inspector at time of each inspectlon or the scheduled inspection el fall and a -re -inspection fee charged. FBC104.2.6 Certificate of Protective Treatment for prevention of termites. A weather reslstantjoksite 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 prevendon is used, final exterior treatment shall be completed prior to final bullding approval. St Lucie i.Ounly requires for the final inspection for CO, a Permanent Sticker to be placed on the electrical panel box cover, listing all!the treatments and dates of applications. 91 P NIIN. 8F-T-Bi C P:�F�, n RFAR�IS ZNG. j is a FORM 405-10 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Business and Professional Regulation - Residential Performance Method Project Name: WYNNE CARLTON 70 111 Builder Name: WYNNE Street: `�J`\�� Z���\ Permit Office: City, State, Zip: PORT ST. LUCIE , FL, 34983 Permit Number: Owner: Jurisdiction: Design Location: FL, Fort Pierce 1. New construction or existing New (From Plans) 9. Wall Types (1788.5 sgft.) Insulation Area 2. Single family or multiple family Single-family a. Concrete Block - Int Insul, Exterior R=5.0 1788.50 ft2 b. N/A R= ft2 3. Number of units, if multiple family 1 c. N/A R= ft2 4. Number of Bedrooms 3 d. N/A R= ft2 10. Ceiling Types (1720.0 sqft.) Insulation Area 5. Is this a worst case? No a. Under Attic (Vented) R=30.0 1720.00 ft2 6. Conditioned floor area above grade (ft2) 1720 6. N/A R= ft2 Conditioned floor area below grade (ft2) 0 c. N/A R= ft2 11. Ducts R ft2 7. Windows(118.5 sgft.) Description Area a. Sup: Attic, Ret: Attic, AH: Attic 6 176 a. U-Factor: Sgl, U=1.30 118.50 ft2 SHGC: SHGC=0.50 b. U-Factor: N/A ft2 12. Cooling systems kBtu/hr Efficiency SHGC: a. Central Unit 41.5 SEER:15.00 c. U-Factor: N/A ft2 SHGC: 13. Heating systems kBtu/hr Efficiency d. U-Factor: N/A ft2 a. Electric Heat Pump 41.5 HSPF:8.70 SHGC: Area Weighted Average Overhang Depth: 0.624 ft. Area Weighted Average SHGC: 0.500 14. Hot water systems , 8. Floor Types (1720.1 sqf#.) Insulation Area a. Electric Cap: 40 gallons EF: 0.900- ' a. Slab -On -Grade Edge Insulation R=0.0 1720.10 ft2 b. Conservation features b. N/A R= ft2 None c. N/A R= ft2 15. Credits None Total Proposed Modified Loads:, 30.18 Glass/Floor Area: 0.069 PASS Total Standard Reference Loads: 39.33 I hereby certify that the plans and specifications covered by this calculation are in cQ{npliance with the Florida Energy Code. / PREP DATE I hereby certify that this buuaing-as signed, is in compliance with the Florida EneravT-odP OWNER/ GFNT•. DATE: Review of the plans and specifications covered by this calculation indicates compliance with the Florida Energy Code. Before construction is completed this building will be inspected for compliance with Section 553.908 Florida Statutes. BUILDING OFFICIAL: DATE: - Compliance requires certification by the air handler unit manufacturer that the air handler enclosure qualifies as certified factory -sealed in accordance with 403.2.2.1.1. - Compliance requires completion of a Florida Air Barrier and Insulation Inspection Checklist 7/30/2012 4:20 PM EnergyGauge® USA - FlaRes2010 Section 405.4.1 Compliant Software Page 1 of 5 PROJECT Title: Building Type: Owner: # of Units: Builder Name: Permit Office: Jurisdiction: Family Type: New/Existing: Comment: WYNNE CARLTON 70 III Bedrooms: 3 User Conditioned Area: 1720 Total Stories: 1 1 Worst Case: No WYNNE Rotate Angle: 0 Cross Ventilation: No Whole House Fan: No Single-family New (From Plans) Address Type: Lot # Block/SubDivision: PlatBook: Street: County: City, State, Zip: Street Address St. Lucie PORT ST. LUCIE , FL, 34983 CLIMATE Design Location IECC Design Temp TMY Site Zone 97.5 % 2.5 % Int Design Temp Heating Design Daily Temp Winter Summer Degree Days Moisture Range FL, Fort Pierce FL_ST_LUCIE_CO_INTL 2 39 90 70 75 722 62 Low BLOCKS Number Name Area Volume 1 Blockl 1720 13760 SPACES Number. Name Area Volume Kitchen Occupants Bedrooms InfilID Finished Cooled Heated 1 Main 1720 13760 Yes 2 3 1 Yes Yes Yes FLOORS # Floor Type Space Perimeter R-Value Area Tile Wood Carpet 1 Slab -On -Grade Edge Insulatio Main 179 ft 0 1720.06 ft -___ 0 0 1 ROOF # Type Roof Gable Roof Materials Area Area Color Solar Absor. SA Emitt Tested Emitt Deck Pitch Tested Insul. (deg) 1 Gable or Shed Composition shingles 1813 ft' 286 ft' Medium 0.5 N 0.9 No 0 18.4 ATTIC V # Type Ventilation Vent Ratio (1 in) Area RBS IRCC 1 Full attic Vented 300 1720 ft' N N CEILING # Ceiling Type Space R-Value Area Framing Frac Truss Type 1 Under Attic (Vented) Main 30 1720 ft' 0.1 Wood 7/30/2012 4:20 PM EnergyGauge® USA - FlaRes2010 Section 405.4.1 Compliant Software Page 2 of 5 WALLS Adjacent Space Cavity Width Height Sheathing Framing Solar Below 1 2 3 4 5 6 N N E S W S Exterior Concrete Block - Int Insul Main Exterior Concrete Block - Int Insul Main Exterior Concrete Block - Int Insul Main Exterior Concrete Block - Int Insul Main Exterior Concrete Block - Int Insul Main Exterior Concrete Block - Int Insul Main 5 69 6 8 5 2 6 8 5 19 6 8 5 56 1 8 5 38 3 8 5 31 0 8 6 590.75 ft2 0 20 ft' 0 156 ftz 0 448.6666 6 325.125 ft 0_ 248 ft' 0 0 0.8 0 0 0.8 0 0 0.8 0 0 0.8 0 0 0.8 0 0 0.8 0 0 0 0 0 0 DOORS # Ornt Door Type . Space Storms U-Value Ft Width In FtWidthArea 1 2 E Wood Main - Wood Main None None 0.6 3 0.39 3 0 7 0 21 ft' 0 7 0 16.25 ft' WINDOWS Orientation shown is the entered, Proposed orientation. j # Wall Ornt ID Frame Panes NFRC U-Factor SHGC Overhang Area Depth Separation Int Shade Screening 1 2 3 4 5 N 1' Metal Single (Tinted) Yes E 3 Metal Single (Tinted) Yes S 4 Metal Single (Tinted) Yes W 5 Metal Single (Tinted) Yes W 5 Metal Single (Tinted) Yes 1.3 0.5 1.3 0.5 1.3 0.5 1.3 0.5 1.3 0.5 24 ft' ' .0 ft 6 in 20 ft' 1 ft 0 in 12 ft' 1 ft 0 in 30 ft' 1 ft 0 in 32.5 ft2 '.0 ft 0 in 0 ft 0 in None 0 ft 6 in None 0 ft 6 in None 0 ft 6 in None 0 ft 0 in None None None None None None GARAGE # Floor Area Ceiling Area Exposed Wall Perimeter Avg. Wall Height Exposed Wall insulation 1 382.8 ft' 382.8 ft' 64 ft 8 ft 1 INFILTRATION # Scope Method SLA CFM 50 EIA EgLA ACH ACH 50 1 Wholehouse Best Guess 0.000500 2255.7 123.84 232.89 0.3650 9.8363 HEATING SYSTEM # System Type Subtype Efficiency Capacity Block Ducts 1 Electric Heat Pump None HSPF: 8.7 41.5 kBtu/hr 1 sys#1 COOLING SYSTEM # System Type Subtype Efficiency Capacity Air Flow SHR Block Ducts 1 Central Unit None SEER: 15 41.5 kBtu/hr cfm 0.8 1 sys#1 7/30/2012 4:20 PM EnergyGauge® USA - FlaRes2010 Section 405.4.1 Compliant Software Page 3 of 5 HOT WATER SYSTEM # System Type SubType Location EF Cap Use SetPnt Conservation 1 Electric None Garage 0.9 40 gal 60.9 gal 120 deg None SOLAR HOT WATER SYSTEM FSEC Collector Storage Cert # Company Name System Model # Collector Model # Area Volume FEF None None ft2 DUCTS ---- Supply --- — Return ---- Air Percent HVAC # # Location R-Value Area Location Area Leakage Type Handler CFM 25 Leakage QN RLF Heat Cool 1 Attic 6 176 ft2 Attic 130 ft2 Default Leakage Attic (Default) (Default) % 1 1 TEMPERATURES Programable Thermostat: N Ceiling Fans: Cooling[ ] Jan Heatin( Jan [ ] Feb [X] Feb [[ ]] Mar [X] Mar Apr Apr May Jun JUI HMay Jun Jul Aug Aug Se Sep E Oct Oct ki Nov Nov Dec Dec Ventin [ ] Jan [ ] Feb [[XXjj Mar A r Ma Jun Jul Au [ Se t [X Oct Nov Dec Thermostat Schedule: HERS 2006 Reference Hours Schedule Type 1 2 3 4 5 6 7 8 9 10 11 12 Cooling (WD) AM 78 78 78 78 78 78 78 78 80 80 80 80 PM 80 80 80 80 78 78 78 78 78 78 78 78 Cooling (WEH) AM 78 78 78 78 78 78 78 78 80 80 80 80 PM 80 80 80 80 78 78 78 78 78 78 78 78 Heating (WD) AM 65 65 65 65 65 65 65 68 68 68 68 68 PM 68 68 68 68 68 68 68 68 68 68 68 68 Heating (WEH) AM 65 65 65 65 65 65 65 68 68 68 68 68 PM 68 68 68 68 68 68: 68 68 68 68 68 68 7/30/2012 4:20 PM EnergyGauge® USA - FlaRes2010 Section 405.4.1 Compliant Software Page 4 of 5 FORM 405-10 Florida Code Compliance Checklist Florida Department of Business and Professional Regulations Residential Whole Building Performance Method ADDRESS: PERMIT #: PORT ST. LUCIE, FL, 34983 MANDATORY REQUIREMENTS SUMMARY - See individual code sections for full det' COMPONENT SECTION SUMMARY OF REQUIREMENT(S) �1� % CHECK Air leakage 402.4 To be caulked, gasketed, weatherstripped or otherwise sealed. Recessed lighting IC -rated as meeting ASTM E 283. Windows and doors = 0.30 cfm/sq.ft. Testing or visual inspection required. Fireplaces: gasketed doors & outdoor combustion air. Must complete envelope leakage report or visually verify Table 402.4.2. Thermostat & 403.1 At least one thermostat shall be provided for each separate heating and controls cooling system. Where forced -air furnace is primary system, programmable thermostat is required. Heat pumps with supplemental electric heat must prevent supplemental heat when compressor can meet the load. Ducts 403.2.2 All ducts, air handlers, filter boxes and building cavities which form the primary air contairiment passageways for air distribution systems shall be considered ducts or plenum chambers, shall be constructed and sealed in accordance with Section 503.2.7.2 of this code. 403.3.3 Building framing cavities shall not be used as supply ducts. Water heaters 403.4 Heat trap required for vertical pipe risers. Comply with efficiencies in Table 403.4.3.2. Provide switch or clearly marked circuit breaker (electric) or shutoff (gas). Circulating system pipes insulated to = R-2 + accessible manual OFF switch. Mechanical 403.5 Homes designed to operate at positive pressure or with mechanical ventilation ventilation systems shall not exceed the minimum ASHRAE 62 level. No make-up air from attics, crawlspaces, garages or outdoors adjacent to pools or spas. Swimming Pools 403.9 Pool pumps and pool pump motors with a total horsepower (HP) of = 1 & Spas HP shall have the capability of operating at two or more speeds. Spas and heated pools must have vapor -retardant covers or a liquid cover or other means proven to reduce heat loss except if 70% of heat from site -recovered energy. Off/timer switch required. Gas heaters minimum thermal efficiency=78% (82% after 4/16/13). Heat pump pool heaters minimum COP= 4.0. Cooling/heating 403.6 Sizing calculation performed & attached. Minimum efficiencies per Tables 503.2.3. Equipment efficiency verification required. Special equipment occasion cooling or heating capacity requires separate system or variable capacity system. Electric heat >10kW must be divided into two or more stages. Ceilings/knee walls 405.2.1 R-19 space permitting. 7/30/2012 4:20 PM EnergyGauge® USA - FlaRes2010 Section 405.4.1 Compliant Software Page 5 of 5 ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE INDEX* = 77 The lower the EnergyPerformance Index, the more efficient the home. 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 (ft2 7. Windows" Description a. U-Factor: Sgl, U=1.30 SHGC: SHGC=0.50 b. U-Factor: N/A, SHGC: c. U-Factor. N/A SHGC: d. U-Factor: N/A SHGC: Area Weighted Average Overhang Depth: Area Weighted Average SHGC: , PORT ST. LUCIE, FL, 34983 New (From Plans) 9. Wall Types Insulation Area Single-family a. Concrete Block - Int Insul, Exterior • R=5.0 1788.50 ft2 b. N/A R= ft2 1 c. N/A R= ft2 3 d. N/A R= ft2 10. Ceiling Types Insulation Area No a. Under Attic (Vented) R=30.0 1720.00 ft2 1720 b. N/A R= ft2 Area c. N/A R= ft2 118.50 ft2 11. Ducts R ft2 a. Sup: Attic, Ret: Attic, AH: Attic 6 176 ft2 ft2 ft2 0.624 ft. 0.500 8. Floor Types Insulation Area a. Slab -On -Grade Edge Insulation R=0.0 1720.10 ft2 - b. N/A R= ft2 c. N/A R= ft2 12. Cooling systems a. Central Unit 13. Heating systems a. Electric Heat Pu ai 14. Hot water syste a. Electric b. Conservation features None 15. Credits I certify that this home has complied with the Florida Energy Efficiency Code for Building Construction through the above energy saving features which will be installed (or exceeded) in this home before -final inspection. Otherwise, a new EPL Display Card will be completed based on installed Code 9w* Builder Signature: J Date: Address of New Home: ��\� a� 7City/FL Zip -��\Ae_e • 3�45 � Efficiency SEER:15.00 Efficiency HSPF:8.70 Cap: 40 gallons EF: 0.9 None ov S�TB /in c� a° "Note: .This is not a Building Energy Rating. If your Index is below 70, your home may qualify for energy efficient mortgage (EEM) incentives if you obtain a Florida EnergyGauge Rating. Contact the EnergyGauge Hotline at (321) 638-1492 or see the EnergyGauge web site at energygauge.com for information and a list of certified Raters. For information about the Florida Building Code, Energy Conservation, contact the Florida Building Commission's support staff. **Label required by Section 303.1.3 of the Florida Building Code, Energy Conservation, if not DEFAULT. EnergyGauge® USA - FlaRes2010 Section 405.4.1 Compliant Software Project SummaryJob: -� wrightsoft� � Date: JULY 25, 2012 Entire House By: PATRICIA ZIMMERMAN COMFORT CONTROL OF SLC, INC. 1501 SE BILTMORE ST., PORT ST. LUCIE, FL 34983 Phone: 772-878-2799 Fax: 772-785-9144 Web: comfortcontrolofslc.com Proiect Information For: CARLTON 70 III BEDROOM, WYNNE BUILDING CORP. PORT ST. LUCIE, FL 34983 Weather: Fort Pierce, FL, US Winter Design Conditions Outside db 42 OF Inside db 70 OF Design TD 28 OF Heating Summary Structure 17435 Btuh Ducts 4298 Btuh Central vent (37 cfm) 1143 Btuh Humidification 0 Btuh Piping 0 Btuh Equipment load 22876 Btuh Infiltration Method Simplified Construction quality Average Fireplaces 0 Heating Coolingg Area (ftz 1720 1720 Volume (ft') 14858 14858 Air changes/hour 0.38 0.20 Equiv. AVF (cfm) 94 50 Heating Equipment Summary Make Carrier Trade COMFORT 15 PURON HP Model 25H C B536A30 AHRI ref no3032420 Efficiency Heating input Heating output Temperature rise Actual air flow Air flow factor Static pressure 'Space thermostat 8.5 HSPF 36000 Btuh @ 47°F 28 OF 1180 cfm 0.054 cfm/Btuh 0 in H2O Summer Design Conditions Outside db 90 OF Inside db 75 OF Design TD 15 . OF Daily range L Relative humidity 50 % Moisture difference 61 gr/lb Sensible Cooling Equipment Load Sizing Structure 18569 Btuh Ducts 5276 Btuh Central vent (37 cfm) 612 Btuh Blower 0 Btuh Use manufacturer's data n Rate/swing multiplier 0.95 Equipment sensible load 23235 Btuh Latent Cooling. Equipment Load Sizing Structure 2469 Btuh Ducts 1535 Btuh Central vent (37 cfm) 1552 Btuh Equipment latent load 5556 Btuh Equipment total load 28790 Btuh Req. total capacity at 0.70 SHR 2.8 ton Cooling Equipment Summary Make Carrier Trade COMFORT 15 PURON HP Cond 25HCB536A30 Coil FX4D N (B, F) 037 AHRI ref no3032420 Efficiency 12.7 EER, 15 SEER Sensible cooling 24780 Btuh Latent cooling 10620 Btuh Total cooling 35400 Btuh Actual air flow 1180 cfm Air flow factor 0.049 cfm/Btuh Static pressure 0 in H2O Load sensible heat ratio 0.81 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. Wrl htsoft' 2012-Aug-02 20:age I ^_ 9 Right -Suite® Universal 2012 12.0.04 RSU05864 Page 1 i4CCK E:\Wrightsoft HVAC\Wynne Corp\WYNNE CARLTON 70 Ill.rup Calc = MJ8 Front Door faces: W Load Short Form Job. �- wrightsoft� Date: JULY 25, 2012 Entire House By: PATRICIA ZIMMERMAN COMFORT CONTROL OF SLC, INC. 1501 SE BILTMORE ST., PORT ST. LUCIE, FL 34983 Phone: 772-878-2799 Fax: 772-785-9144 Web: comfortcontrolofslc.com Project• • For: CARLTON 70 III BEDROOM, WYNNE BUILDING CORP. PORT ST. LUCIE, FL 34983 Design Information Htg Clg Infiltration Outside db (°F) 42 90 Method SimMa. Inside db (°F) 70 75 Construction quality v Design TD (°F) 28 15 Fireplaces Daily range - L Inside humidity (%) 30 50 Moisture difference (gr/lb) 1 61 HEATING EQUIPMENT Make Carrier Trade COMFORT 15 PURON HP Model 25H C B 536A30 AHRI ref no3032420 Efficiency Heating input Heating output Temperature rise Actual air flow Air flow factor Static pressure Space thermostat 8.5 HSPF 36000 Btuh @ 47°F 28 OF 1180 cfm 0.054 cfm/Btuh 0 in H2O COOLING EQUIPMENT Make Carrier Trade COMFORT 15 PURON HP Cond 25HCB536A30 Coil FX4DN(B,F)037 AHRI ref no3032420 Efficiency 12.7 EER, 15 SEER Sensible cooling 24780 Btuh Latent cooling 10620 Btuh Total cooling 35400 Btuh Actual air flow 1180 cfm Air flow factor 0.049 cfm/Btuh Static pressure 0 in H2O Load sensible heat ratio 0.81 ROOM NAME Area (ft2) Htg load (Btuh) Clg load (Btuh) Htg AVF (cfm) Clg AVF (cfm) FOYER 102 1321 904 72 45 LAUNDRY 53 982 1942 53 96 KITCHEN 144 364 3185 20 158 MS BATH 56 924 500 50 25 MS CLOSET 63 74 202 4 10 MS BDRM 305 5443 6287 296 311 HALL 23 27 72 1 4 BATH 45 503 294 27 15 BDRM 2 194 4604 3130 250 155 CLOSET 23 277 148 15 7 BDRM 3 189 1828 1439 99 71 C1300 5741 29q 9RA AW&ftm 526 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. 2012-Aug-02 20:38:19 " wrightSOW Right -Suite® Universal 2012 12.0.04 RSU05864 Page 1 ACCA E:\Wrightsoft HVAC\Wynne Corp\WYNNE CARLTON 70 Ill.rup Calc = MJ8 Front Door faces: W Entire House d 1720 21733 23845 1180 1180 Other equip loads 1143 612 Equip. @ 0.95 RSM 23235 Latent cooling 5556 nonn 1 -1 4n 11 Qr) IUTALb lrcv ��uIV cuIaw �... Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. WI'1 htsoft' 2012-Aug-02 20:38:19 ^t g Right -Suite® Universal 2012 12.0.04 RSU05864 Page 2 ACCA EAWrightsoft HVAC\Wynne Corp\WYNNE CARLTON 70 Ill.rup Calc = MJ8 Front Door faces: W F wrightsoft' Right-JO Worksheet Entire House COMFORT CONTROL OF SLC, INC. 1501 SE BILTMORE ST., PORT ST. LUCIE, FL 34983 Phone: 772-878-2799 Fax 772-785-9144 Web: comfortcontrolofslc.com Job: Date: JULY 25, 2012 By: PATRICIA ZIMMERMAN 1 2 3 4 5 Room name Exposed wall Room height Room dimensions Room area Entire House 179.0 ft 8.6 ft d 1720.0 ft' FOYER 6.0 ft 8.0 ft heat/cool 6.0 x 17.0 ft 102.0 ft' Ty Construction number U-value (Btuh/ff °F) Or HTM (Btuh/ftj Area (ftl or perimeter (ft) Load (Btuh) Area (ftj or perimeter (ft) Load (Btuh) Heat I Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 11 W D 12C-0sw 1 D-c2om 13A-5ocs 12C-Osw 1A-r1ob 11J0 12C-Osw 1A-rlom 12C-0sw 1 D-c2ow 4A5-2omd 1213-0bw 11 DO 0.091 0.870 0.125 0.091 1.080 0.600 0.091 1.270 0.091 0.570 0.770 0.097 0.390 n n n a e . a s s w w w - n 2.55 24.36 3.50 2.55 30.24 16.80 2.55 35.56 2.55 15.96 21.56 2.72 10.92 2.18 27.10 2.22 2.18 48.10 17.40 2.18 26.39 - 2.18 59.58 47.10 0.85 11.31 591 12 20 156 20 21 449 6 325 30 33 248 16 579 0 20 115 1 21 443 6 262 2 0 232 16 1474 292 70 293 605 353 1128 213 668 479 701 629 177 1264 325 44 251. 962 -365, 967 158 573 1788 1531 198 184 0 0 0 48 0' : 21 0 0 0 0 0 124 0 0 0 0 27 0, -21 0 0 0 0 0 124 0 0 0 0 69 0 353 0 0 0 0 0 337 0 0 0 0 59 0 365, 0 0 ' 0 0 0 .106 0 1N I---G W P L-D C F 16A-30ml 22A-tpm 0.032 1.180 - - 0.90 33.04 2.32 0.00 1720 1720 1720 179 1541, 5914 3990. 0 102 102 ' 102 6 91 198 237 0 6 c) AED excursion 1092 -24 Envelope loss/gain 14539 13693 1048 743 12 a) Infiltration b) Room ventilation 2896 0 816 0 90 0 25 0 13 1ntemal gains: Occupants @ 230 2 460 0 0 Appliances/other 3600 0 Subtotal (lines 6 to 13) 1 17435 18569 11381 769 Less extemal load 0 0 0 0 14 15 Less transfer Redistribution Subtotal Duct loads 25% 28% 0 0 17435 4298 0 0 18569 5276 16% 18% 0 0 1138 183 0 0 769 135 Total room load Air required (cfm) 21733 1180 23845 1180 1321 72 904 45 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wri htsoft" 2012-Aug-02 20:38:19 9 Right -Suite® Universal 2012 12.0.04 RSU05864 Page 1 14E�` E:\Wrightsoft HVAC\Wynne Corp\WYNNE CARLTON 70 Ill.rup Calc = MJ8 Front Door faces: W wrightsoft' Right-J® Worksheet Entire House COMFORT CONTROL OF SLC, INC. 1501 SF RII TMORE ST.. PORT ST. LUCIE. FL 34983 Phone: 772-878-2799 Fax. 772-785-9144 Web: comfortcontrolofslc.com Job: Date: JULY 25, 2012 By: PATRICIA ZIMMERMAN 1 Room name LAUNDRY KITCHEN 2 Exposed wall 7.5 ft 8.0 ft heat/cool 0 ft 8.0 ft heat/cool 3 4 Room height Room dimensions 7.0 x 7.5 ft 1.0 x 144.0 ft 5 Room area ft 52.5 ft' 144.0 ft' Ty Construction U-value Or HTM Area (ft� Load Area (ft� Load number (Btuh/ft' °F) (Btuhlftj or perimeter (ft) (Btuh) or perimeter (ft) (Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6%t 12C-Osw 0.091 n 2.55 2.18 0 0 0 0 0 0 0 0 -G 1 D-c2om 0.870 n 24.36 27.10 0 0 0 0 0 0 0 0 W 13A-50cs 0.125 n 3.50 2.22 0 0 0 0 0 0 0 0 12C-Osw 0.091 a 2.55 2.18 0 0 0 0 0 0 0 0 11 1A-r1ob 1.080 a 30.24 48.10 0 0 0 0 0 0 0 0 D 11J0 0.600 a 16.80 17.40 0 0 0 0 0 0 0 0 12C-Osw 0.091 s 2.55 2.18 60 60 153 131 0 0 0 0 V�J L--G 1A-r1om 1.270 s 35.56 26.39 0 0 0 0 0 0 0 0 W 12C-Osw 0.091 w 2.55 2.18 0 0 0 0 0 0 0 0 1 D-c2ow 0.570 w 15.96 59.58 0 0 0 0 0 0 0 0 4A5-2omd 0.770 w 21.56 47.10 0 0 0 0 0 0 0 0 P 12B-Obw 0.097 - 2.72 0.85 56 40 108 34 68 68 185 58 L--D 11 DO 0.390 n 10.92 11.31 16 16 177 184 0 0 0 0 16A-30ml 0.032 0.90 2.32 53 53 47 122 144 144 129 334 C F 22A-tpm 1.180 33.04 0.00 53 8 248 0 144 0 0 0 6 c) AED excursion -51 -84 Envelope loss/gain 733 419 314 308 12 a) Infiltration 113 32 0 0 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 0 0 0 0 2400 Appliances/other 1200 Subtotal (lines 6 to 13) 846 1651 314 2708 Less external load 0 0 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 846 0 1651 314 2708 14 15 Subtotal Duct loads 16% 16% 136 291 16% 18% 50 477 Total room load 982 1942 364 20 3185 158 Air required (cfm) 53 96 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. htsoft" 2012-Aug-02 20:38:19 wri 9 Right -Suite® Universal 2012 12.0.04 RSU05864 Page 2 ACCA E:\Wrightsoft HVAC\Wynne Corp\WYNNE CARLTON 70 Ill.rup Calc = MJ8 Front Door faces: W -F- wrightsoft' Right-J® Worksheet Entire House COMFORT CONTROL OF SLC, INC. 1501 SE BILTMORE ST., PORT ST. LUCIE, FL 34983 Phone: 772-878-2799 Fax 772-785-9144 Web: comfortcontrolofslc.com Job: Date: JULY 25, 2012 By: PATRICIA ZIMMERMAN 1 2 3 4 5 Room name Exposed wall Room height Room dimensions Room area MS BATH 8.0 ft 8.0 ft heat/cool 7.0 x 8.0 ft 56.0 ft' MS CLOSET 0 ft 8.0 ft heat/cool 7.0 x 9.0 ft 63.0 ft' Ty Construction number U-value (Btuh/ft? °F) Or HTM (Btuh/ft� Area (ftl or perimeter (ft) Load (Btuh) Area (ftl or perimeter (ft) Load (Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 11 1IV l-� W I D 12C-0sw 1 D-c2om 13A-5ocs 12C-Osw 1A-rlob ilia 12C-Osw 1A-rlom 12C-Osw 1 D-c2ow 4A5-2omd 1213-0bw 0.091 0.870 0.125 0.091 1.060 0.600 0.091 1.270 0.091 0.570 0.770 0.097 n n n a a a s s w w w - 2.55 24.36 3.50 2.55 30.24 16.80 2.55 35.56 2.55 15.96 21.56 2.72 2.18 27.10 2.22 2.18 48.10 17.40 2.18 26.39 2.18 59.58 47.10 0.85 0 0 0 0 0 0 64 6 0 0 0 0 0 0 0 0 0 0 58 6 0 0 0 0 0 0 0 0 0 0 148 213 0 0 q 0 0 0 0 0 0 0 127 158 0 0 0 0 0 0. 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0: 0 0 0 0_, 0 0 0 0 0 0 0 0 a 0 0 0' 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 �j �---G IW F--t� L t P L-D 11 DO 0.390 n 10.92 11.31 0 0 0 0 0 0 0 0 C 16A-00ml 0.032 - 0.90 2.32 56 56 50 130 63 63 56 146 F 22A-tpm 1.180 33.04 0.00 56 8 264 0 63 0 0 0 6 c) AED excursion -13 -4 Envelope loss/gain 676 401 56 142 12 a) Infiltration 120 34 0 0 b) Room ventilation 0 0 0 0 13 1ntemal gains: Occupants @ 230 0 0 0 0 Appliances/other 0 0 Subtotal (lines 6 to 13) 796 435 156 142 Less external load 0 0 0 0 Less transfer 0 0 0 0 14 15 Redistribution Subtotal Duct loads 16% 15% 0 796 128 0 435 65 32% 42%1 0 56 18 0 142 60 Total room load Air required (cfm) 924 50 500 25 74 4 202 10 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wri F�tsoR' 2012-Aug-02 20:38:19 9 Right -Suite® Universal 2012 12.0.04 RSU05864 Page 3 �� E:\Wrightsoft HVAC\Wynne Corp\WYNNE CARLTON 70 Ill.rup Calc = MJ8 Front Door faces: W .-�.+ wrightsoft' Right-J® Worksheet Entire House COMFORT CONTROL OF SLC, INC. 1501 SE BILTMORE ST., PORT ST. LUCIE, FL 34983 Phone: 772-878-2799 Fax: 772-785-9144 Web: comfortcontrolofslc.com Job: Date: JULY 25, 2012 By: PATRICIA ZIMMERMAN 1 2 3 4 5 Room name Exposed wall Room height Room dimensions Room area MS BDRM 49.0 ft 8.5 ft heat/cool 1.0 x 304.5 ft 304.5 ft' HALL 0 ft 8.0 ft heaticool 4.5 x 5.0 ft 22.5 ft' Ty Construction number U-value (Btuh/ft' °F) Or HTM (Btuh/ft� Area M or perimeter (ft) Load (Btuh) Area M or perimeter (ft) Load (Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 11 %t12C-Osw C W D 1 D-c2om 13A-5ocs 12C-0sw 1A-rlob 11,10 12C-Osw 1A-rlom 12C-Osw D-c2ow 4A5-2omd 12B-Obw 0.091 0.870 0.125 0.091 1.080 0.600 0.091 1.270 0.091 0.570 0.770 0.097 n n n a a a s s w w w - 2.55 24.36 3.50 2.55 30.24 16.80 2.56 35.56 2.55 15.96 21.56 2.72 2.18 27.10 2.22 2.18 48.10 17.40 2.18 26.39 2.18 59.58 47.10 0.85 81 0 0 0 0 0 217 0 119 30 0 0 81 0 0 0 0 0 217 0 89 2 0 0 206 0 0 0 0 0 552 0 227 479 0 0 176 0 0 0 0 0 473 0 194 1788 0 0 0 0- 0 0 0 0 0 0 0 0 0 0 _ 0 0 0 0 0 0 0 0 0 0 0 0 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/N T-G W Et1 P. L-D 11 DO 0.390 n 10.92 11.31 0 0 0 0 0 0 0 0 C 16A-30m1 0.032 0.90 2.32 305 305 273 706 23 23 20 52 F 22A-tpm 1.180 33.04 0.00 305 49 1619 0 23 0 0 0 6 c) AED excursion 855 -2 Envelope loss/gain 3355 4193 20 51 12 a) Infiltration 783 221 0 0 b) Room ventilation 0 0 0 0 13 Intemal gains: Occupants @ 230 0 0 0 0 Appliances/other 0 0 Subtotal (lines 6 to 13) 4138 4414 20 51 Less external load 0 0 0 0 14 15 Less transfer Redistribution Subtotal Duct loads 32% 42% 0 0 4138 1305 0 0 4414 1874 32% 42% 0 0 20 6 0 0 51 21 Total room load Air required (cfm) 5443 296 6287 311 27 1 72 4 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wri htsofY" 2012-Aug-02 20:38:19 9 Right -Suite® Universal 2012 12.0.04 RSU05864 Page 4 A10C` E:\Wrightsoft HVAC\Wynne Corp\WYNNE CARLTON 70 Ill.rup Calc = MJ8 Front Door faces: W -rr wrightsoft• Right-JO Worksheet Entire House COMFORT CONTROL OF SLC, INC. ',sni SE RII TMORF RT PORT ST. LUCIE. FL 34983 Phone: 772-878-2799 Fax. 772-785-9144 Web: comfortcontrolofslc.com Job: Date: JULY 25, 2012 By: PATRICIA ZIMMERMAN 1 Room name BATH BDRM 2 2 Exposed wall 5.0 ft 8.0 ft heat/cool 40.5 ft 8.0 ft heat/cool 3 Room height 9.0 x 5.0 ft 1.0 x 193.5 ft 4 Room dimensions 45.0 ft' 193.5 ft' 5 Room area Ty Construction U-value Or HTM Area (M Load Area (ft� Load number (Btuh/ft' °F) (Btuh/ft) or perimeter (ft) (Btuh) or perimeter (ft) (Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/PIS Heat Cool 6 W 12C-0sw 0.091 n 2.55 2.18 - 40 40 102 87 108 108 275 236 L-G 1D-c2om 0.870 n 24.36 27.10 0 0 0 0 0 0 0 0 W 13A-5ocs 0.125 n 3.50 2.22 0 0 0 0 0 0 108 0 88 0 224 0 192 12C-Osw 0.091 a 2.55 2.18 0 0 0 0 20 1 605 962 11 1A-r1ob 1.080 a 30.24 48.10 0 0 0 0 0 0 0 D 11,10 0.600 a 16.80 17.40 0 0 0 0 12C-Osw 0.091 s 2.55 2.18 0 0 0 0 108 108 275 236 WII -- L--G 1A-r1om 1.270 s 35.56 26.39 0 0 0 0 0 0 0 0 W 12C-Osw 0.091 w 2.55 2.18 0 0 0 0. 0 0 0 0 1 D-c2ow 0.570 w 15.96 59.58 0 0 0 0 0 0 0 0 4A5-2omd 0.770 w 21.56 47.10 0 0 0 0 0 0 0 0 P 12B-Obw 0.097 - 2.72 0.85 0 0 0 0 0 0 0 0 0 L--D 11DO 0.390 n 10.92 11.31 0 0 0 0 0 0 0 16A-30ml 0.032 0.90 2.32 45 45 40 104 194 194 173 449 C F 22A-tpm 1.180 33.04 0.00 45 5 165 0 194 41 1338 0 6 c) AED excursion -6 -49 Envelope loss/gain 307 185 2891 2025 12 a) Infiltration 75 21 609 172 b) Room ventilation 0 0 0 0 13 Intemal gains: Occupants @ 230 0 0 0 0 0 Appliances/other 0 Subtotal (lines 6 to 13) 383 207 3500 2197 Less external load 0 0 0 0 0 0 Less transfer 0 0 0 0 0 0 Redistribution 383 207 3500 2197 14 15 Subtotal Duct loads 32% 42% 121 88 32% 42% 1104 933 Total room load 503 294 1 4604 250 3130 155 Air required (cfm) 1 1 27 15 1 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. 1 htSOft' 2012-Aug-02 20:38:19 Wr 9 Right -Suite® Universal 12.0.04 RSU05864 Page 5 ��p` E:1Wrightsoft HVAC\Wynne Corp\WYNNE CARLTON 70 Ill.rup Calc = MJ8 Front Door faces: W - wrightsoft' Right-J® Worksheet Entire House COMFORT CONTROL OF SLC, INC. r1501 SE BILTMORE ST., PORT ST. LUCIE, FL 34983 Phone: 772-878-2799 Fax: 772-785-9144 Web: comfortcontrolofslc.com Job: Date: JULY 25, 2012 By: PATRICIA ZIMMERMAN 1 2 3 4 5 Room name Exposed wall Room height Room dimensions Room area CLOSET 2.5 ft 8.0 ft heat/cool 9.0 x 2.5 ft 22.5 ft2 BDRM 3 14.0 ft 8.0 ft heat/cool 13.5 x 14.0 ft 189.0 ft' Ty Construction number U-value (Btuh/ft' °F) Or HTM (Btuh/ft� Area (ft� or perimeter (ft) Load (Btuh) Area M or perimeter (ft) Load (Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 11 W I_ W �j _G D 12C-Osw 1 D-c2om 13A-5ocs 12C-Osw 1A41ob 111.10 12C-Osw 1A-r1om 12C-Osw 1 Dc2ow 4A5-2cmd 12B-Obw 11 DO 0.091 0.870 0.125 0.091 1.080 0.600 0.091 1.270 0.091 0.570 0.770 0.097 0.390 n n n a a a s s w w w - n 2.55 24.36 3.50 2.55 30.24 16.80 2.55 35.56 2.55 15.96 21.56 2.72 10.92 2.18 27.10 2.22 2.18 48.10 17.40 2.18 26.39 2.18 59.58 47.10 0.85 11.31 0 0 20 0 0 0 0 0 0 0 0 0 0 0 0 20 0 0 0. 0 0 0 0 0 0 0 0 0 70 0 0 0 0 0 0 0 0 0 0 0 0 44 0 0 0 0 0 0 0 0 0 0 112 12 0 0 0 0 0 0 . 0 0 0 0 0 100 0 0 0 0 0 0 0 0 0 0 0 0 255 292 0 0 0. 0 0 0 0 0 0 0 0 218 325 0 0 0 0 0 0 0 0 0 0 0 W, I--G W P L-D C F 16A-30mI 22A-tpm 0.032 1.180 0.90 33.04 2.32 0.00 23 23 23 3 20 83 52 0 189 189 189 14 169 463 438 0 6 c) AED excursion -3 -31 Envelope loss/gain 173 93 1179 951 12 a) Infiltration b) Room ventilation 38 0 11 0 211 0 59 0 13 1ntemal gains: Occupants @ 230 Appliances/other 0 0 01 0 0 1 0 Subtotal (lines 6 to 13) 210 104 1390 1010 14 15 Less external load Less transfer Redistribution Subtotal Duct loads 1 32% 42% 0 0 0 210 66 0 0 0 104 44 32% 42% 0 0 0 1390 438 0 0 0 1010 429 Total room load Air required (cfm) 277 15 148 7 1828 1 99 1439 71 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. _j wri Fitsoft' 2012-Aug-02 20:38:19 r 9 Right -Suite® Universal 2012 12.0.04 RSU05864 Page 6 ACC` E:\Wrightsoft HVAC\Wynne Corp\WYNNE CARLTON 70 Ill.rup Calc = MJ8 Front Door faces: W . V wrightsoft Right-J® Worksheet Entire House COMFORT CONTROL OF SLC, INC. +1501 SE BILTMORE ST., PORT ST. LUCIE, FL 34983 Phone: 772-878-2799 Fax: 772-785-9144 Web: comfortcontrolofslc.com Job: Date: JULY 25, 2012 By: PATRICIA ZIMMERMAN 1 Room name LIVING RM 2 3 Exposed wall Room height 46.5 ft 9.8 ft heat/cool 4 Room dimensions 1.0 x 525.5 ft 5 Room area 525.5 ft' Ty Construction U-value Or HTM Area (ftl Load Area Load number (Btuhlftk °F) (Btuh/ft� or perimeter (ft) (Btuh) or perimeter Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 12C-0sw 0.091 n 2.55 2.18 250 250 637 54a 1 D-c2om 0.870 n 24.36 27.10 0 0 0 0 W 13A-5ocs 0.125 n 3.50 2.22 0 0 0 0 �j 12C-Osw 0.091 a 2.55 2.18 0 0 0 0 11 G �D 1A41ob 1.080 a 30.24 48.10 0 0 0 0 11J0 0.600 a 16.80 17.40 0 0 0 0 12C-Osw 0.091 s 2.55 2.18 0 0 0 0 1A-r1om 1.270 s 35.56 26.39 0 0 0 0 W 12C-Osw 0.091 w 2.55 2.18 206 173 442 378 . Ij1 D-c2ow 0.570 w 15.96 59.58 0 0 0 0. 4A5-2omd 0.770 w 21.56 47.10 33 0 701 1531 P 126-0bw 0.097 - 2.72 0.85 0 0 0 0 I-D 11DO 0.390 n 10.92 11.31 0 0 0 0 C 16A-30m1 0.032 0.90 2.32 526 526 471 1219, " F 22A-tpm 1.180 33.04 0.00 526 47 1536 0 6 c) AED excursion 506 Envelope loss/gain 3786 4180 12 a) Infiltration 857 242 b) Room ventilation 0 0 13 Internal gains: Occupants @ 230 2 460 Appliances/other 0 Subtotal (lines 6 to 13) 4643 4882 Less external load 0 0 Less transfer 0 0 Redistribution 0 0 14 Subtotal 4643 4882 15 Duct loads 16% 18% 745 859 Total room load 5388 5741 Air required (cfm) 2931 284 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wrigF�tsoft• 2012-Aug-02 20:38:19 Right -Suite® Universal 2012 12.0.04 RSU05864 Page 7 �� E:\Wrightsoft HVAC\Wynne Corp\WYNNE CARLTON 70 Ill.rup Calc = MJ8 Front Door faces: W N81 0 MiTek' Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. RE: ml1324 - 70',Cariton Elev D MiTek USA, Inc. Site Information: 6904 Parke East Blvd. Customer Info: WYNNE BUILDING CORPORATIN Project Name: m11324 Model: Tampa, FL3361011115 Lot/Block- Subdivision: Address. City: ST LUCIE 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: 32.0 psf Floor Load: N/A psf This package includes 26 individual, dated Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61 G1531.003section 5 of - he Florida Board of Professional Engineers.Rules. 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. ``�tttt a tt�iii QV 1 N VFW �i ENg' F�'. 68182 STATE OF �. �� �• •l O R tp•• ��,�. irs1r0 N A � �% trot FL Cert. 6634 June 30,2014 Velez, Joaquin 1 of 1 Job Truss Truss Type Qty Ply 70' Carlton Elev D T6391319 ml 1324 Al SPECIAL 9 1 Job Reference /ootionall unamoers i russ mc., ran Tierce m. 349uz 7.350 s 5ep 27 2012 MITek Industries, Inc. Mon Jun 30 11:19:13 2014 Page 1 ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-o??4rUlygIC51 OG7Ae6yGTZ6tLGiHkGGdQn6QAzl7GC 7-8-0 13-78 17-0-0 23-11-1P 26-9-10 35-0-0 36-0-0 7-8-0 s-11 8 3 10 8 s5 12 2-9-14 8-2-6 -0-0 4.00 12 5x6 = 041 = 11 " 08 2x3 11 5x12 = 2.00 12 Scale = 1:60.3 7 8-0 13-7-8 23-11-12 35-M ' 7-61 ' 5-11-8 10-4-4 11-0-4 Plate Offsets /X.Y): [2:0-3-14 Edge). [8:0-3-O.Edgel. 110:0-5-2 Edgel LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.86 Vert(LL) 0.76 12 >539 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.83 Vert(TL) -1.30 12-13 >317 240. MT18HS 244/190 BCLL 0.0 * Rep Stress Incr YES WB 0.48 Horz(TL) 0.39 10 n/a n/a BCDL 6.0 Code FBC2010/TPI2007 (Matrix) 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 4-0-1 oc bracing. WEBS 2x4 SP No.3 *Except* WEBS 1 Row at midpt 6-12 6-12: 2x4 SP M 30 MITek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer [installation guide. REACTIONS (lb/size) 2=1021/0-8-0 (min. 0-1-8), 10=102310-8-0 (min. 0-1-8) Max Horz 2=224(LC 7) Max Uplift 2=-837(LC 8). 10=837(LC 8) Max Grav 2=1171(LC 2), 10=1171(LC 2) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2741/1788, 3-4=-2154/1460, 4-5=-2097/1474, 5-6=2129/1562, 6-7=-4406/2927, 7-8=-4337/2831, 8-9=4384/2824, 9-10=-4785/3126 BOT CHORD 2-14=1582/2548, 13-14=-1582/2548, 13-15=-1023/1828, 15-16=-1018/1832, 12-16=1017/1840, 10-12=-2876/4512 WEBS 3-13=631/465, 5-13=-271/242, 6-13=-269/469, 6-12=-1740/2753, 7-12=258/249, 9-12=-388/377 NOTES N V�� Unbalanced roof live loads have been considered for this design. �%PQU! • • e�,�0� • `� ��� 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=45ft; 4=50ft; eave=6ft; Cat. ,�� ,� .' G E N S' . �••'. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 � •� 3) All plates are MT20 plates unless otherwise indicated. N 68182 0 •� 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. * 5) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide _ will fit between the bottom.chord and any other members, with BCDL = 5.0psf. 6) Bearing at joint(s) 10 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify '9 : it capacity of bearing surface. F ((/ 7) Provide mechanical connection. (by others) of truss to bearing plate capable of withstanding 837 lb uplift at joint 2 and 837 lb uplift at �• �(/ joint 10. "Semi �� •.� , Q�.' �� �j� 8) -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. • �� •• Gam; ',��Is• • •N LOAD CASE(S) Standard A� E 014 /11111111� FL Cert. 6634 June 30,2014 ,&WARNrAG-Verity design and READ MITES ON 7WS'AMITMIUDED NUEKREFEREME PAGE H11-7473 rec I/Z91201JBEFOAEU5E �l�, " Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction Is the responsibillity of the MITek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information va able from Truss Plate Institute, 781 N. Lee Street, Suite 312. Alexandria, VA 222314. IfSauthemPule�SP lumber is specified, the design values are those effective06/O1f20136yAMC Tampa, FL 33610-4115 Job Truss Truss Type Qty Ply 70' cadton Elev D ml 1324 A2 SPECIAL 1 1 T6391320 Job Reference (optional) - - - -- - --- - o IJ a — is rvu r e5 rnausmes, inc. mon dun — l l:i y:l d ZU14 Pagel ID:_kfiGCA6bx7j2Sy1 HDXFw7ye3"o??4rUlygIC51 OG7Ae8yGTZ6sLFIHgkGdQn6QAzl7GC 1-0 7-8-0 13-7-8 17to 18-0 23-11-12 26-9-10 35-0-0 6-0 -0-0 7-81 5-11-8 3-4-8 -0-0 5-11-12 2-9-14 8-2-6 -0-0 4.00 12 4x4 % 4x5 Scale = 1:62.3 4X4 — 17 16 3x4 = 4x8 = 2x3 II 6xl2 = 3x5 = 2.00 12 7-8-0 - 13-7-8 17-0-0 18-0 23-11-12 35-0-0 7-8-0 5-11-8 3� 8 -0-0 5-11-12 11-0-4 LOADING. (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 7.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 5.0 Code FBC2010/TPI2007 LUMBER TOP CHORD '2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 CSI DEFL in (loc) I/defl Ud TC 0.86 Vert(LL) 0.76 13 >540 360 BC 0.86 Vert(TL) -1.19 11-13 >347 240 WB 0.70 Horz(TL) 0.42 11 n/a n/a (Matrix) REACTIONS (lb/size) 2=986/0-8-0 (min. 0-1-8), 11=986/0-8-0 (min. 0-1-8) Max Harz 2=218(LC 7) Max Uplift 2=-837(LC 8), 11=-837(LC 8) Max Grav 2=1171(LC 2), 11=1171(LC 2) PLATES GRIP MT20 244/190 MT18HS 244/190 Weight: 168 lb FT = 0% BRACING TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 4-0-9 oc bracing. WEBS 1 Row at midpt 8-14 MiTek recommends that Stabilizers and required cross bracing be installed during. truss erection, in accordance with Stabilizer Installation quide. FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=2746/1787, 3-4=-2132/1457, 4-5=2075/1471, 5-6=1998/1418, 6-7=-1880/1381, 7-8=-2019/1397, 8-9=-4321/2829, 9-10=-4369/2821, 10-11=4778/3131 BOT CHORD 2-17=158012533, 16-17=-1580/2533, 15-16=-1174/2004, 14-15=-101311855, 13-14=-2504/4176,11-13=2882/4503 WEBS 3-16=-675/465, 5-15=-287/192, 6-15=-379/503, 7-14=-242/437, 8-14=-2499/1605, 8-13=955/1626, 10-13=413/387 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=45ft; L=50ft; eave=6ft; Cat. 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) 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) 11 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 837 lb uplift at joint 2 and 837 lb uplift at joint 11. 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard WARM 9-yedfrdesign parametars and READ M TES ON WffsATRI IMIUDED NITEKREFEREAKT PAGE HII-7473 ma I/29/201489'aREU5E Design valid for use only vdth 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 responsibillily 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 Cdteda, DSB-89 and BCSI Building Component safety Information va able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA zz2314. if 5authem Pine�SP� lumber iss/Secified:the design values arethose effective 06/10112013 byA1S1C 001 N 1 jVF i�i N 68182 T OFco 111111/10 FL Cert. 6634 June 30,2014 MiTek' 6904 Parke East Blvd. Tampa, FL 33610-4116 Job Truss Truss Type Qty Ply Elev D �70'Carlton T6391321 m11324 A3 SPECIAL 1 1 Job Reference footionall Chambers Truss Inc., Fort Pierce FI. 34982 7.350 s Sep 27 2012 MiTek Industries, Inc. Mon Jun 30 11:19:14 2014 Page 1 ID:_kfiGCA6bx7j2Syl HDXFw7ye3KK-GBZS3gJabbKyfYrJkMfBoh5JAlbeO3nQr4Wgzdzl7GB �1-0-0i 8-0-1 15-0-0 20-0-0 23-11-12 26-9-10 35-0-0 36-0-0 i-0-0' 8-0-1 6-11-15 5-0-0 3-11- 22 2-9-14 8-2-0 -0-0 Scale 1:62.3 4.00 12 4x5 % 4x4 4x4 = 15 4x8 = 2x3 11 5x6 — 2.00 12 8-0-1 13-7-8 20-0-0 23-11-12 35-0-0 8-0-1 5-7-7 6 4-8 . 3-11-12 11-0-4 Plate Offsets (X Y)7 [2.0-3-14 Edge] 19:0-3-0 Edoe] [10.0-5-2 Edael LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defi L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.76 Vert(LL) 0.68 12 >605 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 . BC 0.85 Vert(TL) -1.14 10-12 >363 .240 ` BCLL 0.0 Rep Stress Incr YES WB 0.97 Horz(TL) 0.38 10 n/a n/a BCDL 5.0 Code FBC2010/TPI2007 (Matrix) Weight: 159 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP'M 30 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. .BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 4-1-13 oc bracing. WEBS 2x4 SP No.3 . MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 2=986/0-8-0 (min.'0-1-8), 10=986/0-8-0 (min. 0-1-8) Max Horz 2=194(LC 7) Mali Uplift 2=-837(LC 8), 10=837(LC 8) Max Grav 2=1171(LC 2), 10=1171(LC 2) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2729/1771, 3-4=-2607/1786, 4-5=-2104/1448, 5-6=2324/1632, 6-7=2452/1671, 7-8=-4324/2787,8-9=-4610/3102,9-10=4723/3088 BOT CHORD 2-15=1575/2516; 14-15=-1575/2516, 13-14=-1128/1961, 12-13=2458/4129, 10-12=-2848/4446 WEBS 4-14=718/514, 5-13=-272/5B8, 6-13=-306/516, 7-13=-2100/1327, 7-12=939/1576, 8-12=-412/397 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3,Opsf; h=12ft; B=45ft; L=50ft; eave=6ft; Cat. 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) The solid section of the plate is required to be placed over the splice line at joint(s) 12. 5) Plate(s) at joint(s) 12 checked for a plus or minus 2 degree rotation about its center. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Bearing at joint(s) 10 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify _ capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 837 lb uplift at joint 2 and 837 lb uplift at joint 10. 10) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard L WARNM -V.dfr design pa2me ren and AFAR NOTES ON'MISAM MaU0E0 NITEKREFEREACE PAGE MII-7473 mn 1129120I4 BOUflEUSE Design valid for use only with Welk 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/TPil Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312. Alexandria, VA 222314. If Southern Pme SP lurnbEEisSn2Cified.. the desrenvalues are those eSettive06101 /2013bvALSC GO I N / rVF i N 68182 • � r T OF :•� �!l11111/�� FL Cert. 6634 June 30,2014 MiTek' 6904 Parke East Blvd. Tampa, FL 33610-4115 Job Truss Truss Type Ply770'Cadtan Elev D ml 1324 A4 SPECIAL FQty T6391322 ference (optional) "'�� ""' •^ �• �=K+_�� /.dou s sep z/ zulz MI i ek maustnes, Inc. Mon dun du 11:19:15 2014 Pagel ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-kO7gGAJCMvSpHhQV13AQLueRe9xoIW1Z4kGDV3z17GA 1-0 7-8-0 13-0-0 22-0-0 23-11-12 26-9-10 35-0-0 6-0 9-0-0 1-11-12 2-9-114 8-2-6 -0 5x10 5x6 = 3x6 4.00 12 4 5 6 2x3 II 5xl2 = 2.00 12 4x8 Scale = 1:61.3 7 8-0 13-7 8 22-0-0 23-11-12 35-0-0 7 8-0 5-11-8 8-4-8 1-11-12 11-0-4 Plate Offsets /X.Y): 12:0-3-14.Edae1. I4:0-5-0.0-2-011870-5-2 Edge] LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.85 Vert(LL) 0.70 10 >590 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.86 Vert(TL) -1.14 8-10 >362 240 MT18HS 244/190 BCLL 0.0 * Rep Stress Incr YES WB 0.99 Horz(TL) 0.38 8 n/a n/a BCDL 5.0 Code FBC2010/TPI2007 (Matrix) Weight: 157 lb FT = O% LUMBER TOP CHORD 2x4 SP M 30 *Except* 4-5: 2x4 SP M 31 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 REACTIONS (lb/size) 2=986/0-8-0 (min. 0-1-8), 8=986/0-8-0 (min. 0-1-8) Max Horz 2=170(LC 7) Max Uplift 2=-837(LC 8), 8=-837(LC 8) Max Grav 2=1171(LC 2), 8=1171(LC 2) BRACING TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 4-1-3 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation auide. FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2732/1777, 3-4=-2167/1493, 4-5=-3002/2033, 5-6=-3106/2070, 6-7=-4297/2756, 7-8=-4794/3146 BOT CHORD 2-13=157012517, 12-13=-157012517, 11-12=-119512039, 10-11=2412/4080, 8-10=-2897/4519 WEBS 3-12=-626/420, 4-11=-616/1112, 5-11=266/557, 6-11 =-1 556/940, 6-10=-980/1602, 7-10=-527/494 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=45ft; L=50ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 8 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 837 lb uplift at joint 2 and 837 lb uplift at joint 8. 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard I N 1 VF �i��� 40 N 68182 T OF 00••..c P : �4u rn 111 FL Cert. 6634 June 30,2014 ,&IYARNIBG-yerirrderign Paramere dREAD No7ESON71,11SAND MLfDED MITEKREFEREWr PAGE NII-7473..112912014BUCREUSE 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 to va' able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314. Tampa, FL 33610-4115 ifSauftlernpine(Sp� urnherisspecified,thedesignualuesarethoseeffective05, 01f2013byALSO Job Truss Truss Type City Ply 70' Cadton Elev D ' T6391323 m11324 AS SPECIAL 1 1 Job Reference footionall Chambers Truss Inc., Fort Pierce FI. 34982 7.350 s Sep 27 2012 MiTek Industries, Inc. Mon Jun 30 11:19:15 2014 Page 1 ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-kO7gGAJCMvSpHhQV13AQLueQp9x9lavZ4kGDV3z17GA ,1-0-0 7-10-13 11-0-0 17-11-10 24-0-0 26 8-1 35-0-0 36-0-0 i-0-0' 7-10-13 3-1-3 6-11-10 6-0-0 2 8-1 8-3-15 -0-0 5x10 4.00 12 4 13 N r� 0 3x4 = 5x6 = 3x4 = 4x5 5 14 6 4x4 = 12 11 08 = 2.00 12 Scale = 1:61.3 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 5.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase. 1.25 Rep Stress Incr YES Code FBC2010/TPI2007 CSI TC 0.90 BC 0.83 WB 0.72. (Matrix) DEFL in (loc) I/defl Ud Vert(LL) 0.74 10 >555 360 Vert(TL) -1.21 10-11 >341 240 Horz(TL) 0.39 8 n/a n/a PLATES GRIP MT20 244/190 MT18HS 244/19Q Weight: 151 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 3-11-14 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 2=986/0-8-0 (min. 0-1-8), 8=986/0-8-0 (min. 0-1-8) . Max Horz 2=146(LC 7) Max Uplift 2=837(LC 8), 8=-837(LC 8) Max Grav 2=1171(LC 2), 8=1171(LC 2) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2691/1791, 3-4=-2368/1605, 4-13=2371/1648, 5-13=-2370/1648, 5-14=4103/2666, 6-14=-4103/2666, 6-7=-4353/2795, 7-8=4790/3131 BOT CHORD ' 2-12=-1581/2480, 11-12=-1307/2219, 10-11=-2041/3253, 8-10=-2881/4516 WEBS 3-12=400/355, 4-12=-171/351, 4-11=-181/348, 5-11=-10961784, 5-10=-444/964, 6-10=-748/1211, 7-10=-466/436 NOTES 1) Unbalanced roof live s design. considereds have been 2) Wind! ASCE 7-10; Vulta165mph (3 secondgust) Vasd=t128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; 13=45ft; L=50ft; eave=6ft; Cat. `���QU I N'f �/t����41�i II; Exp C; Encl.,_GCpi=0.1 B; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60� 3) Provide adequate drainage to prevent water ponding. � ,.••��G•E N S'�. 4) All MT20 indicated. �� plates are plates unless otherwise 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. N 68182 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. _ 7) Bearing at joint(s) 8 considers parallel to grain value using ANSIfTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing capable of withstanding 837 lb uplift at joint 2 and B37 lb uplift at ='0 4(/ plate joint 8. 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. T F i Q �• �C/ w ��� •. ©P`.' ��% LOAD CASE(S) Standard ,���14 ` �N%` FL Cert. 6634 June 30,2014 I WARNM-Vedfrdesign pammewn and READ ROTES ON TNISAND INaUDE➢MITEKREFERENMPAGE NII-7473 rex 1/29/2011BITMEUSE ' Design valid for use only with Welk 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 MITe IC• 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 Cdieda, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information va'�Jable from Truss Plate Institute, 781 N. Lee Street, Suite 312. Alexandra. VA 222314. Tampa, FL 33610-4115 ifSouthemP-uTe�SPplumberisspecified,thedesignvaluesarethoseeffective06 0112013byALSC Job Truss Type Qty Ply Elev D Puss �70'Cadton T6391324 m11324 � HIP 1 1 Job Reference (optional) Chambers Truss Inc., Fort Pierce FI. 34982 7.350 s Sep 27 2012 MiTek Industries, Inc. Mon Jun 30 11:19:16 2014 Page 1 ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-CagCUWKg6DaguRisnhfu6BcMZJKU8YiJO?ml Vzl7G9 1-0 9-0-0 13-8-0 20-2-13 26-M 35-0-0 6-0 11 9-0-0 4-6-0 6-0-13 5-9-3 9-M -0-0 I on 10 4.00 12 5x10 % 2X3 II 4x6 = 2x3 II 5x10 3 16 17 4 5 6. 18 19 7 Scale = 1:60.3 4x4 = 15 14 13 12 11 10 4x4 = 2x3 11 4x6 _ 3x4 = 3x4 = 3X6 _ 2x3 II - 9-0-0 131-0 2026-0-0 35-0-0 9-0-0 4-8-0 6Fi-13 5-9-3 9-0-0 LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 7.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 5.0 Code FBC2010/TPl2007 CSI DEFL in (loc) Vdefl L/d TC 0.85 Vert(LL) 0.6810-12 >373 360 BC 0.71 Vert(TL) . -0.91 10-12 >278 240 WB 0.32 Horz(TL) 0.11 8 n/a n/a (Matrix) 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=823/0-8-0 (min. 0-1-8), 13=267/0-8-0 (min. 0-1-8), 8=882/0-8-0 (min. 0-1-8) Max Horz 2=121(LC 6) Max Uplift 2=712(LC 8), 13=-205(LC 8), 8=-757(LC 8) Max Grav 2=977(LC 2), 13=351(LC 19), 8=1048(LC 2) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=2024/1307, 3-16=2314/1627, 16-17=-2314/1627, 4-17=-2314/1627, 4-5=2314/1627, 5-6=-2314/1627, 6-18=-2314/1627, 18-19=-2314/1627, 7-19=2314/1627, 7-8=2288/1477 BOT CHORD 2-15=-1106/1837, 14-15=-1103/1838, 13-14=-1103/1838, 12-13=-1427/2314, 11-12=1269/2096, 10-11=-1269/2096, 8-10=-1268/2087 WEBS 3-13=387/829, 4-13=-462/352, 6-12=-254/217, 7-12=179/405, 7-10=-20/296 PLATES GRIP MT20 244/190 Weight: 142 lb FT = O% Structural wood sheathing directly applied. Rigid ceiling directly applied or 5-9-3 oc bracing MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=45ft; L=50ft; eave=6ft; Cat. 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) The solid section of the plate is required to be placed over the splice line at joint(s) 11. 5) Plate(s) at joint(s) 11 checked for a plus or minus 5 degree rotation about its center. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 712 lb uplift at joint 2, 205 lb uplift at joint 13 and 757 lb uplift at joint 8. 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. .LOAD CASE(S) Standard AWARNrM -V.dfr design Parame W. and READ NO 7ES ON 7HISAM INaUDED NIrEKREFEREAtE PAGE Mll-7473 rer. JV2912014 BEFORELM Design valid for use only with Mirek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity of the 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/TPI7 Quality Criteria, DSB-89 and BCSI Building Component Safety Information va able from Truss Plate Institute- 781 N. Lee Street, Suite 312, Alexandria, VA /2314. 1fSnuthemPine�SP lumheruspecified�,thedesi-nvaluesarethoseeffect:iveQ6[ul/2013byAUC FL Cert. 6634 June 30,2014 MiTek' 6904 Parke East Blvd. Tampa, FL 33610-4115 Job Truss Truss Type Qty Ply Elev DT6391325 L'Carlton ml 1324 A7 HIP - 1 1b Reference (ootionall Chambers Truss Inc., Fort Pierce FI. 34982 7.350 s Sep 27 2012 MiTek Industries, Inc. Mon Jun 30 11:19:16 2014 Page 1 ID: _kfiGCA6bx7j2Syl HDXFw7ye3KX-CagCUWKg6Dagur?isnhfu6BibZL9U5FiJO?m 1 Vz17G9 �1-0-Q 7-0-0 14-0-9 20-11-7 _ 2U0 35-0-0 a6-01j i-0-0' 7-0-0 7-0-9 6-10-13 71-9 7-0-0 1 _-0 4.00 12 4x6 3x4 = 4x6 = 3x8 = 4x6 Scale = 1:60.3 4x4 = 15 14 13 12 11 10 4x4 = 3x4 = 5x6 WB = 3x4 = 2x3 11 5x6 WB = 3x4 = ' 7-M . 7-0-9 6-10-13 7-0-9 7-0-0 ' Plate Offsets (X.Y): [2:0-3-14 Edgel. r5:0-3-O.Edgej,j8:0-3-14.Edgel LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.45 Vert(LL) 0.64 12-13 >646 . 360 MT20 2441190 TCDL 7.0 Lumber Increase 1.25 BC 0.59 V.ert(TL) -0.88 12-13 >467 240 BCLL 0.0 Rep Stress Incr YES WB 0.46 Horz(TL) 0.18 8 n/a n/a BCDL 5.0 Code FBC2010/TPI2007 (Matrix) Weight: 154 lb FT = O% LUMBER BRACING TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-5-13 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 4-8-0 oc bracing. WEBS . 2x4 SP No.3 WEBS 1 Row at midpt 4-15, 6-10 OTHERS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer [installation guide. REACTIONS (lb/size) 2=986/0-8-0 (min. 0-1-8), 8=986/0-8-0 (min. 0-1-8) Max Horz 2=97(LC 7) Max Uplift 2=-837(LC 8), 8=-837(LC 8) Max Grav 2=1171(LC 2),8=1171(LC 2) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=2757/1784, 3-16=-2576/1756, 16-17=-2576/1756, 4-17=-2576/1756,.4-5=-3885/2640, 5-6=-3885/2640, 6-18=-2576/1755, 18-19=-2576/1755, 7-19=-2576/1755, 7-8=2757/1784 BOT CHORD 2-15=1577/2542, 14-15=-2478/3885, 13-14=2478/3885, 12-13=-2479/3885, 11-12=2479/3885, 10-11=-2479/3885, 8-10=1577/2542 WEBS 3-15=-2741563, 4-15=-1496/935, 6-10=1496/936, 7AO0 274/563 NOTES ,% QU I N �/� �0 1) Unbalanced roof live loads have been considered for this design. E IV •'•�� ♦♦j 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=45ft; L=50ft; eave=6ft; Cat. ��% ,� •'�\Ci S 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. N 68182 4) The solid section of the plate is required to be placed over the splice line at joint(s) 14, 11. 5) Plate(s) at joint(s) 14 and 11 checked for a plus or minus 3 degree rotation about its center. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. T O F 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 837 lb uplift at joint 2 and 837 lb uplift at . 0 •• jC/; joint 8.. ♦♦ , P,•' ��,� 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ♦♦I, SS `1� • •N ` ,� LOAD CASE(S) Standard �� �Inlll►++ FL Cert. 6634 . June 30,2014 Ol,,WARNIAG-Vefifrdeaign pamme wrs and READ MRS ON MrSAND Ihi1UDED Nf1EKREFEREAt'f PAGE HH-7473 rex 112912014E FDAEUSE Design valid for use only with Mifek connectors. This design is based only upon parameters shown, and Is for an individual building component. ��• Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the - MIT�k• erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing. consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safey Inlo_rn Ln gvauable from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314. Tampa, FL 33610-4115 liSautherrtPinelSPtlumberisspecified,thedesignivaluesarethoseeffective06 0112013hyALSC Job Truss Truss Type Qty Ply DT6 m11324 A COMMON 8 1ob [O'CarltonElev 391326 Reference (ootionall Ch—tiers TFuss mc., Fort Pierce Fi. 34982 7.350 s Sep 27 2012 MiTek Industries, Inc. Mon Jun 30 11:19:12 2014 Page 1 ID:_kfiGCA6bx7j2Sy1HDXFw7ye3KX-KpRieBHJ3_4EQEhwdxdj600ky?ZYH?70n1Zukz17GD 1-0 B-4-0 12-11-0 17-6-0 22-1-0 26-M 35-M 6-0 -0-0 B-4-0 4-7-0 4-7-0 4-7-0 4-7-0 8-0-0 -0-0 4.00 12 4x4 = Scale = 1:59.3 US _51': 17 -- 15 -- 14 12 US 2x3 11 4x6 = 3x8 = 2x3 II 3x8 = 4x6 = 8: 12-11-0 22-1-0 26-8-0 35-0-0 8-4-0 4-7-0 9-2-0 47-0 8.4-0 Plate Offsets (X.Y1: 12:0-3-14 0-1-81, it0:0-3-14.0-1-81 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) 1/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.57 Vert(LL) 0.30 14-15 >999 360 MT20 2441190 TCDL 7.0 Lumber Increase 1.25 BC 0.51 Vert(.TL) -0.61 14-15 >676 240. BCLL 0.0 Rep Stress Incr YES WB 0.48 Horz(TL) 0.13 10 n/a n/a BCDL 5.0 Code FBC2010/TP12007 (Matrix) Weight: 166 lb FT = 0% LUMBER TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 REACTIONS (lb/size) 2=1079/0-8-0 (min. 0-1-8), 10=107910-8-0 (min. 0-1-8) Max Horz 2=-223(LC 6) Max Uplift 2=-787(LC 8), 10=787(LC 8) Max Grav 2=1221(LC 2), 10=1221(LC 2) BRACING TOP CHORD Structural wood sheathing directly applied or 3-5-6 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-1-3 cc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=2851/1613, 3-4=-2350/1342, 4-5=2322/1353, 5-18=-2344/1412, 6-18=-2293/1436, 6-19=-2293/1436, 7-19=2344/1412, 7-8=2322/1353, B-9=-2350/1342, 9-10=-2851/1613 BOT CHORD 2-17=-1408/2666, 16-17=-1408/2666, 15-16=-1408/2666, 15-20=-753/1731, 20-21=753/1731, 14-21=-753/1731, 13A4=-1408/2627, 12-13=-1408/2627, 10-12=-1408/2627 WEBS 6-14=455/854, 7-14=-253/174, 9-14=-552/440, 6-15=-455/854, 5-15=-253/174, 3-15=551/440 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=45ft; L=50ft; eave=6ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) 100.0Ib 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 = 5.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 787 lb uplift at joint 2 and 787 lb uplift at joint 10. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard %, WARNTAG-Veritydesign Parameters and READ NOTES ON 771ISAND INCLUDED Hr1EKREFEREACf PAGE MII-7473 re.. I/291Z01JBUOMLSE 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 Information qv a'Uable from Truss Plate Institute. 781 N. Lee Street, Suite 312, Alexandria, VA 22314. If Southern Pure l�pP lumber is spedfi ed, the design values are those effective 06/O1f2013 by ALSC QU I N rrV .� OP•• �' EN `�.` , .•�\ •i .• N 68182 '17 : cc .0 ' T OF 1U • ..N%%. rIII II������ FL Cert. 6634 June 30,2014 MiTek 6904 Parke East Blvd. Tampa, FL 33610-4115 Job Truss Truss Type city Ply 70' Cariton Elev D T6391327 ml 1324 B COMMON 3 1 Job Reference (optional) ,bers i mss mc., Fort Pierce rr. 34982 7.350 s Sep 27 2012 MiTek Industries, Inc. Mon Jun 30 11:19:17 2014 Page 1 I D:_kfiGCA6bx7.j2Syl HDXFw7ye3KX-hmEbhsLStWii W W?ZuPUDuQJjwWzmADeJsX2lKaxzl7GB 6-11-0 13-10-0 1-0-0 6-11-0 6-11-0 Scale: 1/2"=1' 4x5 = 3x4 = 2x3 II 3ic4 = 6-11-0 13-10-0 6-11-0 6-11-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl L/d ' PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.31 Vert(LL) -0.04 4-5 >999 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC. 0.22 Vert(TL) -0.09 4-5 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.09 Horz(TL) 0.01 4 n/a n/a BCDL 5.0 Code FBC2010/TP12007 (Matrix) Weight: 47 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP M 30 'BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 4=353/0-8-0 (min. 0-1-8), 2=417/0-8-0 (min. 0-1-8) Max Horz 2=93(LC 7) Max Uplift 4=-275(LC 8), 2=-391(LC 8) Max Grav 4=418(LC 2), 2=497(LC 2) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-771/473, 3-4=-769/470 BOT CHORD 2-5=-370/673, 4-5=-370/673 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=45ft; L=50ft; eave=6ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 275 lb uplift at joint 4 and 391 lb uplift at joint 2. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard �%0Q01 N �.`% * : N 68182 T F :�• FL Cert. 6634 June 30,2014 &WARNrAG-V.dfrde ig.paramerersand RE0N07ESGN7NZ6AND 1AKUDED NITEKREFERENtE PAGE HII-7473—I/24/2014BEFUREbM Design valid for use any with M1ek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the 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 ggva able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314. Tampa, FL 33610.4115 IfSouthemFru'et5P lumber isspecifiedrthedesig values are Thoseei'fectiweD5�41%24136yAL51v' Qty Ply 70' Ca lton Elev D EJob JBH7��BO=TONHIP 324 ::�T6391328 1 1 r:hnmharc Tnlce Inc. F..A olo.re FI 2 Job Reference (Optional) ------ .�cP<1 cv I<—,e I ... sui S, III...—nJ 3U 11: I u:' U LU14 Pagel ID: _kfiGCA6bx7j2Syl HDXFw7ye3KX-d9ML6YNiP8yEmJjGXvFMVkpFOmOIhWM9?MERegz17G6 1-0 6-9-4 11-" 13£-0 15-" 17-0-0 19-0-1 21.E-1 23£-1 I2-12 35-0-0 -0 -0-0 6-9-4 4-8-12 2-0-0 2-0-0 20-0 2-0-1 2-0-0 2-0-0 4-8-11 6-9-4 -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 perANSIITPI 1. A A �1 3x4 = 4.00 12 am 4x5 = 3x8 = 3x6 3x4 = Scale = 1:62.3 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.35 Vert(LL) 0.28 28 >999 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.47 Vert(TL) . -0.41 26-28 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.25 Horz(TL) 0.13 24 n/a n/a BCDL 5.0 Code FBC2010/TPI2007 (Matrix) Weight: 197 lb FT = 0% LUMBER TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 REACTIONS (lb/size) 2=986/0-8-0 (min. 0-1-8), 24=986/0-8-0 (min. 0-1-8) Max Horz 2=223(LC 7) Max Uplift 2=-837(LC 8), 24=-837(LC 8) Max Grav 2=1171(LC.2), 24=1171(LC 2) BRACING TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 5-9-8 oc bracing. WEBS 1 Row at midpt 4-28, 22-28 JOINTS 1 Brace at Jt(s): 12, 9, 16 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2742/1807, 3-4=-2536/1716, 4-5=1462/1022, 5-7=-1430/1026, 7-8=-1431/1041 8-10=-1416/1063,10-13=-1408/1098, 13-15=-1408/1098, 15-17=-1416/1063, 17-19=-1431/1041, 19-21=-1430/1026, 21-22=-1462/1022, 22-23=2536/1716, 23-24=-2742/1807, 4-6=-636/392, 6-9=639/396, 9-11=-639/396, 11-12=639/396, 12-14=-639/396, 14-16=-639/396, 16-18=639/396, 18-20=-639/396, 20-22=-636/392 BOTCHORD 2-30=-1603/2532, 29-30=-1436/2359, 28-29=1436/2359, 27-28=-1436/2359, 6 3548/347, {{tilolil/�� ��p`QU N � VF/ WEBS 4 30=-93 307?22-26493/307, 4328 12-28=-208/421, 22-28=-548/347, 12-13 475/649 C•E•N �� ,O • �� S�`•�� �i NOTES 1) Unbalanced roof live loads have been considered for this design. N 681$2 * •• * = 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=45ft; L=50ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are 2x3 MT20 unless otherwise indicated. •�/ 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. tTF 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 wideiOwill fit between the bottom �%7) chord and any other members. Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 837 Ib uplift at joint 2 and 837 Ib uplift atjoint24. 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 FL Cert. 6634 June 30,2014 w_, &WA=P AG-V`d1Vdeai9-Paramea- and READ M07ESCM 7MSAND IrfaUDED MI7EKREEERE&CE PAGE HII-7473.a.tfZ912014BUD LEE Design valid for use only with Mffek connectors. This design is based only upon parametersshown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the iVliTeiC• 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-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information va able from Truss Plate Institute. 781 N. Lee Street, Suite 312, Alexandria, VA 314. Tampa, FL 33610-4115 1i5auttlemFine�SP lumberissper ied,thedesignvaluesarethoseeffecldveGVA/21f2fl33hye4i5C Job Truss Truss Type Qty Pry Elev D . �70'Cadton T6391329 m11324 GRA SPECIAL � 1 1 Job Reference (optional) Chambers Truss Inc., Fort Pierce FI. 34982 7.350 s Sep 27 2012 MiTek Industries, Inc. Mon Jun 30 11:19:19 2014 Page 1 ID: kfiGCA6bx7j2Sy1HDXFw7ye3KX-d9ML6YNiP6yEmJjGXvFMVkpHZmRAhZG9?MERegz17G6 i -1-0-0 4-1-8 5-7-3 8-2-13 91$ 13-10-0 14-10-0 1-0-0 4-1-8 1-5-11 2-7-9 15-11 4-1-8 1-0-0 Scale = 1:26.6 2.37 12 5X6 = 5X6 = 4x4 13 4 14 15 5 16 6 4x4 3x5 = 2X3 11 2.3 11 2X3 11 2X3 11 . 3x5 = 4-1-8 5-7-3 8-2-13 9-6-B 13-10-0 4-1-B 15-11 2-7-9 15-11 4-1-8 Plate Offsets (X.Y): 12:0-2-8.Edgej, 17:0-2-8.Edgej LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc.) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.21 Vert(LL) 0.10 11 >999 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.32 Vert(TL) -0.12 10-11 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.06 Horz(TL) 0.03 7 n/a n/a BCDL 5.0 Code FBC2010/TPI2007 (Matrix) Weight: 53 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 BOT CHORD WEBS 2x4 SP No.3 REACTIONS (lb/size) 2=684/0-8-0 (min. 0-1-8), 7=684/0-8-0 (min. 0-1-8) Max Horz 2=53(LC 7) Max Uplift 2=615(LC 8), 7=-615(LC 8) Max Grav 2=814(LC 19), 7=814(LC 20) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less.exceptwhen shown. TOP CHORD 2-3=1795/1223, 3-13=1702/1206, 4-13=-1679/1188, 4-14=-1657/1171, 14-15=1657/1171, 5-15=-1657/1171, 5-16=1679/1187, 6-16=-1702/1202, B-7=-1795/1224 BOT CHORD 2-12=1104/1646, 12-17=-1104/1655, 11-17=-1104/1655, 10-11=-109811657, 10-1 8=1 103/1655, 9-1 8=-1 103/1655, 7-9=-1102/1646 Structural wood sheathing directly applied or 5-4-11 oc purlins Rigid ceiling directly applied or 6-11-9 oc bracing. MiTek recommends that Stabilizers and required cross bracing' be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=45ft; L=50ft; eave=6ft; Cat. 11; Exp C; Encl., GCpi=0.1B; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.6d 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 615 lb uplift at joint 2 and 615 lb uplift at joint 7. 7) 'Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 79 lb down and 102 lb up at 4-1-8, 111 lb down and 136 lb up at 5-0-0, 132 lb down and 158 lb up at 5-7-3, 61 lb down and 129 lb up at 5-11-0, 61 lb down and 129 lb up at 7-11-0, 132 lb down and 158 lb up at 8-2-13, and 111 lb down and 136 lb up at 8-10-0, and 79 lb down and 116 lb up at 9-8-8 on top chord, and 34 lb down at 4-1-8, 45 lb down at 5-0-0, 54 lb down at 5-7-3, 38 lb down at 5-11-0, 38 lb down at 7-11-0, 54 lb down at 8-2-13, and 45 lb down at 8-10-0, and 34 lb down at 9-8-8 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 D�,WARNIRG -Vedfr design parame W. aad RFAD MITES ON THISAND INCLUDED NITEKREFERENCE PAGE MI7-7473 re a I/29/2014BEFGREUSE Design,varid 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/TPil Quality Criteria, DSB-89 and BCSI Building Component Safety Information Iva able from Truss Plate Institute, 781 N. Lee.Street, Suite 312, Alexandria, VA 2314. ffSouthemPinetSP lumperisspecified,thedesignvaluesarethoseeffective05j0112013byALSC �`,QV 1 N 111111111111 jVF % ��P. G•E IN N 68182 � V • � VL .1 �:• T OF FL Cert. 6634 June 30,2014 MiTek' 6904 Parke East Blvd. Tampa, FL 33610-4115 Job Truss Truss Type Qty Ply Elev DT6391329 m11324 GRA SPECIAL 11ob [O'Carlton Reference_(optional) t.3bu s Sep zt ZU12 MITek Inaustnes, Inc. Mon Jun 30 11:19:19 2014 Page 2 ID:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-d9ML6YNiPByEmJjGXVFMVkpHZmRAhZG9?MERegz17G6 LOAD CASE(S) Standard Uniform Loads (plf) Vert: 1-3=44, 3-4=-44, 4-5=-44, 5-6=44, 6-8=-44, 2-7=10 Concentrated Loads (Ib) Vert: 3=31(8) 4=-75(B) 5=-75(B) 6=31(13) 12=-9(B) 11=-31(B) 10=31(B) 9=9(B) 13=-58(B) 14=-49(B) 15=49(B) 16=-58(8) 17=-15(B) 18=15(B) 1,WARNIAG-Vedfrdesign Parameters and READ AOTESCN 7NISAAD IAC11/DED NrTEKREFEREACE PAGENII-7473..1/29120I4BUCREUSE Design valid for use only with Mirek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the 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 Information a' able from Truss Plate Institute, 781 N. Lee Street, Suite 312. Alexandria, VA 2314. If"ZIMITmpirre�5p lumber is specified, the design values are those effective06j01/2013byAL5C MiTek' 6904 Parke East Blvd. Tampa, FL 33610-4115 Truss Truss Type Qty Ply . Carlton Elev D [Jo 1324 GRB SPECIAL 1 1 T6391330 - EbReLerencelolL I-- r I F onal vss nc., art Pierce FI. 34982 7.350 s Sep 27 2012 MiTek Industries, Inc. Mon Jun 30 11:19:20 2014 Page 1 ID: kfiGCA6bx7j2Sy1HDXFw7ye3"-5LvjJuNLAR45NTIT5cmb2yLQbAiMQwUIEOz AGzl7G5 1-0 5-0-0 10-3-14 15-0-0 21-6-0 26-2-0 28-1-0 35-0-0 6-0 -0-0 5-0-0 5-3-14 5-2-2 6-0-0 4-8-0 1-11-0 - 6-11-0 -0-0 4.00 12 4x4 3x4 = 3x6 = 2x3 II 2x3 11 4x4 4x4 = Scale = 1:62.4 ' Oxa — if 15 28 29 30 16 31 5 = 3233 34 14 3513 12 3x4 = 3x4 = 46 = 3x4 =3x6 = 3x4 = 5-0-0 15-6-0 - 21-0-0 28-1-0 35-0-0 0 5,0-0 10-0-0 6-0-0 6-7-0 6-11- LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/dell L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.38 Vert(LL) -0.33 15-17 >544 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.64 Vert(TL) . -0.61 15-17 >299 240 BCLL 0.0 • Rep Stress Incr NO WB 0.45 Horz(TL) 0.03 10 n/a n/a BCDL 5.0 Code FBC2010/TP12007 (Matrix) Weight: 144 lb FT = O% LUMBER BRACING TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-5-12 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 4-15 MiTek recommends that Stabilizers and required cross bracing be installed during truss. erection, in accordance with Stabilizer Installation guide. REACTIONS All bearings 0-8-0. ' (lb) - Max Horz 2=83(LC 7) Max Uplift All uplift 100lb or less atjoint(s) except 2=-592(LC 8), 15=-830(LC 8), 14=-565(LC 8), 10=-331(LC 8) Max Grav All reactions 250 lb or less at joint(s) except 2=760(LC 19), 15=1213(LC 2), 14=797(LC 2), 10=413(LC 14) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1677/1084, 3-18=1540/1050, 18-19 1539/1050, 4-19=1539/1050, 4-20=-313/525 20-21=-313/525, 5-21=-313/525, 5-22=-313/525, 6-22=313/525, 6-23=-313/525, 23-24=-313/525, 24-25=313/525, 7-25=-313/525, 7-26=313/525, 26-27=-313/525, 8-27=313/525, 8-9=580/297, 9-10=-616/273 BOT CHORD 2-17=-937/1535, 17-28=-912/1201, 28-29=-912/1201, 29-30=912/1201, 16-30=-912/1201, 16-31=-912/12 `1111111 it fill, � N V�� 34-35=-525/4307114-1352 525/437013-1143 114/546, 102-13=3 1 546410-123=3 53/528437, WEBS 3-17=0/299, 4-17=59/611, 4-15=-179011402, 6-15=496/476, 7-14=-433/409, ,♦`♦O PQU • • 40P E N ��: 8-14=-890/586 , .•�\C S�'•? `. NOTES N 68182 � * � • •� � 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=45ft; L=50ft; eave=6ft; Cat. e 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. T O F �(1 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 O • 'C Q �.• ���` will fit between the bottom chord and any other members. �j, ©.• `�� ♦♦♦ ss• • • 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 592 lb uplift at joint 2, 830 lb uplift at 15, �j �\ �♦♦ joint 565lb uplift atjoint 14 and 331 lb uplift atjoint 10. 7) "Semi -rigid including heels" Member pitchbreaks end fixity model was used in the analysis and design of this truss. FL Cert. 6634 June 30,2014 �WARNIAG-Verify design Parameters and READ AO TES ON 7HISAND IMMUDED MITEKREFEREAKM PAGE NII-7473 2,. I/29/20I4BEFOAE1ISE , Design valid for use only vdth 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 HT Z Mire YC• 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-89 and BCSI Building Component - 6904 Parke East Blvd. Safety Information va' able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314. Tampa, Parke 3 East Blv . iiSmutttelrtFrTe�SP]umber15slrecified,thedesignvaluesarethoseeffectiyeUSJy41A. J_3b ALSC Truss Truss Type city Ply 70' canton Elev D EJob ::: GRB SPECIAL 1 1 T6391330 !`hamhcrc Tnice Inr r,.w o�e.,.e r Job eferenre (optional) ---- ' - - ---- - P c: to I- eK IUUUSIneS, Ina. Man JUn — I I:1 V:LU ZU14 rage 2. NOTES ID:_kfiGCA6bx7j2Sy1HDXFw7ye3KK-5LgJuNLAR45NTIT5cmb2yLQbNMQwUIEOz AGz17G5 8) Hanger(s) or other connection devir:e(s) shall be provided sufficient to support concentrated load(s) 289 Ib down and 353 lb up at 5-0-0, 101 Ib down and 129 lb up at 7-0-12, 101 lb down and 129 lb up at 9-0-12, 101 lb down and 1291b up at 11-0-12, 101 lb down and 129 lb up at 13-0-12, 101 lb down and 129 lb up at 15-0-12, 101 Ito down and 129 lb up at 17-0-12, and 101 lb down and 129 lb up at 19-0-12, and 101 Ib down and 129 lb up at 21-1-4 on top chord, and 112 Ib down at 5-0-0, 38 Ib down at 7-0-12, 3B lb down at 9-0-12, 38 Ib down at 11-0-12, 38 lb down at 13-0-12, 38 Ito down at 15-0-12, 38 lb down at 17-0-12, and 38 Ib down at 19-0-12, and 38 lb down at 21-1-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=44, 3-8=-44, 8-9=-44, 9-11=44, 2-10=10 Concentrated Loads (lb) Vert: 3=-170(F) 5=-49(F) 17=-42(F) 18=-49(F) 19=-49(F) 20=49(1`) 22=-49(F) 23=-49(F) 24=-49(F) 25=49(1`) 28=13(F) 29=-13(F) 30=-13(F) 31=13(F) 32=-13(F) 33=13(1`) 34=-'13(F) 35=-13(F) 6yARMIM-Verify design paramea!rsand READ A07ESON 7HISAH INGI-IDED MITEKREFEREMEPME MII-7473.. 1129120I4BIFORELM Design valid for use only with Mirek connectors. This design is based only upon parametersshown, and is for an individual building component. Applicability of design parametersand proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the iVi6TeIC� 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 2314. Tampa, Parke 3 East Blvd., lfSouthexnPine�SP�lurziberissgerihed,thedesi�valuesaretho}-,eeffective46 41j2Di3hyAL5C P Job Truss Truss Type Ply 70' Carlton Elev D �Qty T6391331 ml 1324 GRC HIP 1 1 Job Re a ence o t'o al Chambers Truss Inc., Fort Pierce Ft. 34902 7.350 s Sep 27 2012 MiTek Industries, Inc. Mon Jun 30 11:19:21 2014 Page 1 ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-ZXU5XDOzdCy?ctfeKHgb9uSga2B9laSSgjXj z17G4 �1-0-0� 13-8-0 20-9-10 28-M 35-0-0 36-0-0 1-0-0' 7-0-0 6-8-0 7-1-10 7-2.6 7-0-0 -0-0 This truss is NOT symmetric. Proper orientation is essential. 4.00 12 - 5x8 . 3x6 11 5x6 VJB = 5x8 = 5x10 ..n, — G. GV lY Gv JV JI JG JJ J4 I I .JJ JO 2x3 13x6 = 6x10 = 3x4 = 4x6 = 2x3 II I 7-0-0 13-M 20-9-10 28-M 35-0-0 6-8-0 7-1-10 7-2.6 7-0-0 LOADING (psf) SPACING 2-0-0 TCLL 20.0. Plates Increase 1.25 TCDL 7.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr NO BCDL 5.0 Code FBC20101TP12007 LUMBER TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 *Except* 4-13: 2x6 SP No.2, 6-13: 2x4 SP M 30 OTHERS 2x4 SP No.3 CSI DEFL in (loc) Well Ud TC 0.94 Vert(LL) 0.26 10-12 >965 360 BC 0.60 Vert(TL) -0.38 10-12 >669 240. WB 0.71 Horc(TL) 0.10 8 n/a n/a (Matrix) BRACING TOP CHORD BOT CHORD WEBS REACTIONS (lb/size) 2=445/0-8-0 (min. 0-1=B), 13=2650/0-8-0 (min. 0-3-11). 8=1037/0-8-0 (min. 0-1-8) Max Horz 2=84(LC 7) Max Uplift 2=-430(LC 8), 13=-2294(LC 8), 8=-942(LC 8) Max Grav 2=539(LC 19), 13=3139(LC 2), 8=1234(LC 20) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-869/566, 3-16=1085/1586, 16-17=-1085/1587, 17-18=-1085/1587, 18-19=1085/1587, 4-19=-1085/1587, 4-20=1085/1587, 5-20=-1085/1587, 5-21=-1085/1587, 21-22=-1085/1587, 6-22=1085/15B7, 6-23=-2144/1634, 23-24=-2144/1634, 24-25=2144/1634, 25-26=-2144/1634, 7-26=-2144/1634, 7-8=2967/2109 BOT CHORD 2-15=-458/764, 15-27=-467/793, 27-28=-467/793, 14-28=467/793, 14-29=-467/793, 13-29=-467/793, 13-30=-1473/2144, 30-31=1473/2144, 31-32=1473/2144, 32-33=-1473/2144, 12-33=-1473/2144, 12-34=-1898/2774, 11-34=1898/2774, 11-35=-1898/2774, 35-36=-1898/2774, 10-36=-1898/2774, 8-10=188712743 WEBS 3-15=1711559, 3-13=-2501/1791, 4-13=893/863, 6-13=-3917/2865, 6-12=25/611, 7-12=670/448, 7-10=-181/595 Scale = 1:60.3 Sx0 PLATES GRIP MT20 244/190 Weight: 155 lb FT = 0% Structural wood sheathing directly applied or 3-9-3 oc purlins. Rigid ceiling directly applied or 5-3-9 oc bracing.. 1 Row at midpt 3-13, 6-13 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=45ft; L=50ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) 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.430 lb uplift at joint 2, 2294 lb uplift at joint 13 and 942 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. %, WARMAG -Verify design parzmen:rs -d AFRO AWES ON TMISAND ITRIUDED MITEKREFEREAKX PAGE MII-7473 re.. I/29/2016BEFOAEUSE 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 bf 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 vat able from Truss Plate Institute. 781 N. Lee Street. Suite 312, Alexandria, VA 2314. IfSauthernPine�SP lumber issp-ecified, the designvalues are those effective061,0112.013byAL5C OP60 IN i N 68182 T F .' 11J '.Q•.a P �Z�: lot N FL Cert. 6634 June 30,2014 my MiTek' 6904 Parke East Blvd. Tampa, FL 33610-4115 Job Truss Truss Type Oty Ply lev D 70'�Refer T6391331 ml 1324 GRC HIP 1 1 once (optional) Chambers Truss Inc., Fort Pierce FI. 34982 7.350 s Sep 27 2012 MiTek Industries, Inc. Mon Jun 30 11:19:21 2014 Page 2 ID:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-ZXU5XDOzxlCy2ctfeKHgb9uSga2B9laSSgjXj z17G4 NOTES 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 231 lb down and 352 lb up at 7-0-0, 118 Ib down and 189 lb up at 9-0-12, 118 lb down and 189 lb up at 11-0-12, 118 lb down and 189 lb up at 13-0-12, 118 lb down and 189 lb up at 15-0-12, 118 Ib down and 189 lb up at 17-0-12, 118 lb down and 189 lb up at 17-11-4, 11B lb down and 189 lb up at 19-11-4, 118 lb down and 189 lb up at 21-11-4, 118 lb down and 189 lb up at 23-11-4, and 118 lb down and 189 lb up at 25-11-4, and 231 lb down and 352 lb up at 28-0-0 on top chord, and 388 lb down and 240 lb up at 7-0-0, 68 lb down at 9-0-12, 68 lb down at 11-0-12, 68 lb down at 13-0-12, 68 lb down at 15-0-12, 68 lb down at 17-0-12, 68 lb down at 17-11-4, 68 lb down at 19-11-4, 68 lb down at 21-11-4, 68 lb down at 23-11-4, and 68 lb down at 25-11-4, and 388 lb down and 240 lb up at 27-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=44, 3-7=-44, 7-9=-44, 2-8=-10 Concentrated Loads (lb) Vert: 3=156(B) 5=-96(B) 7=156(B) 15=-333(B) 10=-333(B) 16=96(B) 17=-96(B) 19=96(B) 20=96(B) 21=-96(B) 22=-96(B) 23=96(B) 25=96(B) 26=-96(B) 27=23(B) 28=-23(B) 29=-23(B) 30=23(B) 31=23(121) 32=-23(B) 33=23(B) 34=-23(B) 35=-23(B) 36=-23(B) AWARMAG-Ve`ifr design parame @rs and REM W7ES ON 71,1I5AND IIKI.DDED NrTEKREFERENE PAGE N11-7473 rez 1/291201411DWEIISE Design vafd 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 2314. Tampa, FL 33610-4115 IfSouthemPine�SF lumber is specified, the design values are those effective06�0112013byAL5C Job Truss Truss Type Qty Ply Elev DT6391332 [O'Cariton m11324 J1 MONO TRUSS 6 1ob Reference fooptionah Chambers Truss Inc., Fort Pierce FI. 34982 Re Sul 7.350 s Sep 27 2012 MiTek Industries, Inc. Mon Jun 30 11:19:22 2014 Page 1 ID:_kfiiGCA6bx7j2Syl HDXFw7ye3KX-1 k2UkZPbi3LpdmSrC 1 o37NQg8_XeuwybhKS5F9z17G3 1-0-0 1-M 1-0-0 1-M 3x4 = Scale = 1:6.1 1-0-0 1-M LOADING (psf) SPACING. 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.12 Vert(LL) -0.00 2 >999 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.01 Vert(TL) -0.00 2 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 HOrz(TL) -0.00 3 n/a n/a BCDL 5.0 Code FBC2010/TP12007 (Matrix) 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 294 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) 2=99/0-8-0 (min. 0-1-B), 4=5/Mechanical, 3=7/Mechanical Max Horz 2=47(LC 8) Max Uplift 2=-153(LC 8), 3=-8(LC 2) Max Gray 2=120(LC 2), 4=14(LC 3), 3=26(LC B) FORCES (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=45ft; L=50ft; eave=6ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 153 lb uplift at joint 2 and B lb uplift at `` 11� 11111� joint 3. r♦ Qv N V I�' ��� 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. OP . �i0 G E N SF•• LOAD CASE(S) Standard , �• V� `�, * : N 68182 T F :•44/ :O•• 4.. % nun FL Cert. 6634 June 30,2014 �WARMRG-WdfrdesignPa..,.W. and READ NO TES ON 7HISAM1 IMaUDED MrTEKREFEREhCE PAGE M17-7473 re.. 112912014 110OM UM Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding MiTek• fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information voi able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA pp2314. liSouthemPine�SP lumber is specified, the design valuesare thoseeffective0510112013byALSC 6904 Parke East Blvd. 3 ass Blvd. Tampa, Parke Job Truss Truss Type CI Ply Elev D �70'Carlton T6391333 ml 1324 J3 MONO TRUSS 6 1 Job Reference (optional) runs mc., ron nerce n. 39aoG f,30u a Sep Z/ Zu1Z MI IeK Industnes, Inc. Man Jun 3u ll:1V:ZZ ZU14 Page 1 ID:_kfiGCA6bx7j2Sy1 HDXFw7ye3M-1 k2UkZPbi3LpdmSrC 1 o37NQp8_WHuwybhKS5F9z17G3 1-0-0 3-M 1-0-0 3-M Scale = 1:9.4 3x4 = LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.19 Vert(LL) -0.00 2-4 >999 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.10 Vert(TL) -0.01 2-4 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 5.0 Code FBC20101TPI2007 (Matrix) Weight: 11 lb FT = 0% LUMBER TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS (lb/size) 3=43/Mechanical, 2=144/0-8-0 (min. 0-1-8), 4=13/Mechanical Max Horz 2=84(LC 8) Max Uplift 3=47(LC 8), 2=-178(LC 8) Max Grav 3=61(LC 13), 2=174(LC 2), 4=39(LC 3) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BRACING TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. . MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.0psf; h=12ft; B=45ft; L=50ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 47 lb uplift at joint 3 and 178 lb uplift at joint 2. 6) "Semi -rigid pltchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard HARMNG-Verffrdesign pa .M. and REM IVIES ON IMAM IMaUDED MITEKREFEREAKZ PAGEMII-7473 mx. I/2912014BUOREUSE 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 ANSI1TPII Quality Criteria, DSB-89 and BCSI Building Component Safety Inlormalion qqva able from Truss Plate Institute, 781 N. Lee Street Suite 312, Alexandria, VA 2314. IfSauthvlrtPint SP lumber is specified, the design values are these effectiveQ5�01[2013hyAL5C ,,001 N 1 fit" "N% , N 68182 : T OF fill 11110 FL Cert. 6634 June 30,2014 MiTek' 6904 Parke East Blvd. Tampa, FL 33610-4115 Job Truss Truss Type Qty Ply 70' Cadton Elev D • T63 91334 ml 1324 J5 MONO TRUSS 15 1 Job Reference (ootionah Chambers I russ Inc., I-ort Pierce H. 3496z 1-0-0 3x4 = (.3bu s Sep 2/ 2u12 MiTek Indusifles, Inc. Mon Jun 3u l l:1922 2014 Pagel ID:_kffGCA6bx7j2Sy1HDXFw7ye3KX-1k2UkZPbi3LpdmSrC1o37NQkS_SbuwybhKS5F9z17G3 Scale = 1:12.7 5-0-0 5-0-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.49 Vert(LL) -0.03 274 >999 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.33 Vert(TL) -0.05 2-4 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 5.0 Code FBC20101TP12007 (Matrix) Weight: 17 Ib 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=93/Mechanical, 2=192/0-8-0 (min. 0-1-8), 4=23/Mechanical Max Horz 2=122(LC 8) Max Uplift 3=114(LC 8), 2=-202(LC 8) Max Grav 3=127(LC 13), 2=230(LC 2), 4=69(LC 3) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=45ft; L=50ft; eave=6ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 114 lb uplift at joint 3 and 202 Ib uplift at �1V�,,,♦♦ joint 2 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ,v I N E IV 3F•, ' ,•�\G .♦��' LOAD CASE(S) Standard `�� N 68182 • T F00 .♦ •• �p•,•��� ♦♦♦'ass. ••NAL* %. FL Cert. 6634 June 30,2014 N'ARNAG -WaIr design Parame Mrs and READ ROTES ON 7WSAMD 7M1r/DED MfTEKREFEREME PAGE NIr-7473 . r. I/29/2014BEFOAEt15E Design valid for use only with Mirek 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 truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillify of the NliTek� 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/TPI7 Qualify Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information gvaUable from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610-4115 ifSouthem Pine l5PPlumberisspecified, the desiznvalues are those effective 06 0112013hyALSC Truss Truss Type Qty Ply 70' Cadton Bev D Fob 24 J7 MONO TRUSS 12 1 T6391335 aI • •-••••• • •• -�••-- oep c, Gu 4 m, I eK mausmes, mc, mon dun au l l atl23 YD14 Page 1 ID:_kfiGCA6bx7j2Sy1HDXFw7ye3KX-VwbsyvQDTMTgEw12mlKlgazx3NigdMCkw Cenbz17G2 1-0-0 7-M 1-0 0 7-0-0 3x4 = LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d TCLL , 20.0 Plates Increase 1.25 TC 0.37 Vert(LL) -0.12 2-4 >639 360 TCDL 7.0 Lumber Increase 1.25 BC 0.73 Verl(TL) -0.22 2-4 >365 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 5.0' Code FBC2010/TPI2007 (Matrix) LUMBER TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP No.3 REACTIONS (lb/size) 3=140/Mechanical, 2=24310-8-0 (min. 0-1-8), 4=33/Mechanical Max Horz 2=160(LC 8) Max Uplift 3=174(LC 8), 2=-234(LC 8) Max Grav 3=189(LC 13), 2=291(LC 2), 4=99(LC 3) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Scale: 3/4"=1' PLATES GRIP MT20 244/190 Weight: 23 lb FT = 0% BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. NOTES 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=45ft; L=50ft; eave=6ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 174 lb uplift at joint 3 and 234 lb uplift at joint 2. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard ,&WARNIM-—rdesign parameters and AFRO nuns civ TnryANO rl1111/➢ED MIIEKREFEREIYX PAGE MIr-7473.a I/29/I0IQEEFOAEUSE - 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-89 and BCSI Building Component Safety Information evadable from Truss Plate Institute, 781 N. Lee Street. Suite 312. Alexandria, Vqq 2314. ' IfSauthernPine SP lumber is specified, the design values arethereeffective06/,01f2013ttyALSC ,,,,,�►aU i N%, N 68182 • i 4 T OF JJ :0'.c �� S •' • ;% FL Cert. 6634 June 30,2014 SEE' MiTek' 6904 Parke East Blvd. Tampa, FL 33610-4115 Truss Truss Type Qty Ply 70' cadton Elev D Fob 4 JA MONO TRUSS 2 t T6391336 __ Job Reference o tional I.3bu s sep 2/ 2012 MiTek Industries, Inc. Mon Jun 30 11:19:23 2014 Page 1 ID:_kriGCA6bx7j2Sy1HDXFw7ye3KX-VwbsyvQDTMTgEwl2mlKlgaz_uNtDdMCkw Cenbz17G2 2-4-3 2-4-3 Scale = 1:8.3 3x4 = LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/dell L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.19 Vert(LL) -0.00 2 >999 360 MT20 2441190 TCDL 7.0 Lumber Increase 1.25 BC 0.05 Vert(TL) -0.00 2-4 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 . n/a n/a BCDL 5.0 Code FBC2010/fP12007 (Matrix) - Weight: 9 lb FT = 0% LUMBER TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS (lb/size) 3=24/Mechanical, 2=132/0-8-0 (min. 0-1-8), 4=10/Mechanical Max Horz 2=72(LC 8) Max Uplift 3=-28(LC 5), 2=175(LC 8) Max Grav 3=36(LC 13), 2=159(LC 2), 4=30(LC 3) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BRACING TOP CHORD Structural wood sheathing directly applied or 2-4-3 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=45ft; L=50ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 28 lb uplift at joint 3 and 175 lb uplift at joint 2. 6)'.'Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard QU IN o N 68182 •�� �.• T F .•<U: �i�i�sS •.N AL ��� �� FL Cert. 6634 June 30,2014 WARNEM4t.nUrd sign and READ NOTES ONINISAM INaWED MftEKREFEREMM PAGE Mr-7473 rex IJ2912014BU'OREZISE - L �!�• Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek'erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery. erection and bracing, consult ANSIAPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke Fist Blvd. Safety Information va' able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314, Tampa, Parke 3 ass Bl d. If5autheraPine SP�lumber isspecified,tinedesignvalues arethoseeffecbve0610s12013byALSC p Truss Truss Type Qty Ply 70' Cariton Elev D Eob 24 JB MONO TRUSS 2 1 T6391337 l:hamhcrs Tnlec Inr FnM Diomn FI 1Ao0.1 Job Refe ence (optional) o=P 41 ca Ic ." I e Inausmes, mu. mion aun au -11: I V:La ZU14 Page 1 ID:_kfiGCA6bx7j2Sy1HDXFw7ye3KX-VwbsyvQDTMTgEw12mlKlgaztZNnbdMCkw Cenbz17G2 1-2-5 55-11 1-2-5 55-11 Scale = 1:12.7 3x4 = LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.59 Vert(LL) -0.04 2-4 >999 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.41 Vert(TL) -0.08 ' 2-4 >800 240 SCLL 0.0 Rep Stress Incr YES WB . 0.00 Horz(TL) -0.00 ' 3 n/a n/a BCDL 5.0 Code FBC20101TPI2007 (Matrix) Weight: 19 lb FT = 0% LUMBER TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS (lb/size) 3=102/Mechanical, 2=215/0-8-0 (min. 0-1-8), 4=26/Mechanical Max Horz 2=115(LC 8) Max Uplift 3=119(LC 8), 2=-234(LC 8) Max Grav 3=127(LC 13), 2=258(LC 2), 4=77(LC 3) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BRACING TOP CHORD Structural wood sheathing directly applied or 5-5-11 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. NOTES 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=45ft; L=50ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 119 lb uplift at joint 3 and 234 lb uplift at joint 2. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard FL Cert. 6634 June 30,2014 A WAKMM -Verify design P-e inrs and READ NO7ES ON TriNAAM INCLUDED MfIEKREFEREM1tE PAGE N77-7473 . v. 1/29/2011BUIMEME Design valid for use only with We 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 '�e �. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding M fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI7 Qualify Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Salety Information va' able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, Parke 3 East Blvd. IfSnuthernPirre�5P lumber is speed,thedesiFnvalues are those effective061O112013hyALSS~ Job Truss Truss Type Qty Ply �70'CarltonElev!3 T6391338 ml 1324 JC MONO TRUSS 2 1 ' Job Reference (optional) Chambers I wss Inc., Fort Pierce FI. 34982 (.3bu s bep 2/ 2u12 MI I eK InGusmes, Inc. Mon Jun 3u i i"U:23 ZU14 Page 1 ID:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-VwbsyvQDTMTgEwl2mlKlgaz?uNtgdMCkw_Cenbz17G2 1-0-0 1-1-4 1-0-0 1-1-4 3x4 = Scale = 1:6.2 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 . Plates Increase 1.25 TC 0.12 Vert(LL) -0.00 2 >999 360 MT20 2441190 TCDL 7.0 Lumber Increase 1.25 BC 0.01 Vert(TL) -0.00 2 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 HOrz(TL) -0.00 3 n/a n/a BCDL 5.0 Code FBC2010/TPI2007 (Matrix) Weight: 5 lb FT = 0% LUMBER TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS (lb/size). 2=99/0-8-0 (min. 0-1-8), 4=5/Mechanical, 3=-2/Mechanical Max Horz 2=49(LC 8) Max -Uplift 2=149(LC 8), 3=-6(LC 5) Max Grav 2=120(LC 2), 4=15(LC 3), 3=18(LC 8) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 1-1-4 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer - Installation guide. NOTES 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=45ft; L=50ft; eave=6ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle. 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 149 lb uplift at joint 2 and 6 lb uplift at joint 3. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard "',. ♦ .. oP'� G E. ' N 68182 .o ' T O F 01 0. ♦`♦ FL Cert. 6634 June 30,2014 ® NARNTAG -Verify design parame Mrs and READ AG 7ES ON7WSANO ZNCLUDED Mf7EKREFEREME PAGE MR-7473 rea I/24/2014BEFOREUSE 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 �Te�• erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding M fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Bullding Component 6904 Parke East Blvd. Safety Information 9vauable from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314. Tampa, FL 33610-0118 if Southernpine lumberISP6is specified; the design val ur' are those effective 0�6/Q1%2013 by ALSC Job Truss Truss Type Qty Ply Elev D �70'Caflton T6391339 ml 1324 KJ5 MONO TRUSS 1 1 Job Reference (optional) russ Inc., Fort Pierce H. 34962 7.350 s Sep 27 2012 MiTek Industries, Inc. Mon Jun 30 11:19:24 2014 Page 1 ID:_kfiGCA6bx7j2Sy1HDXFw7ye3KX-z69E9FQrEgbXs4cEKSrXCoW6hn9PMpSusexBJ1z17G1 -1-5-0 7-0-2 1-51 7-0-2 Scale = 1:15.7 2.83 12 5 2 3x4 = 7-0-2 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.38 Vert(LL) -0.09 2-4 >840 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.25 Vert(TL) -0.16 2-4 >495 240 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(TL) 70.00 3 n/a n/a BCDL 5.0 Code FBC2010/TPI2007 (Matrix) Weight: 23 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 7-0-2 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 3=164/Mechanical, 2=187/0-11-5 (min. 0-1-8), 4=40/Mechanical Max Horz 2=11O(LC 8) Max Uplift 3-190(LC 8), 2=-211(LC 8) Max Grav 3=211(LC 13), 2=225(LC 2), 4=106(LC 3) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=45ft; L=50ft; eave=loft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5 Provide mechanical connection b others of truss to bearing late capable of withstanding 190 lb uplift at joint 3 and 211 lb uplift at (Y ) 9 P P 9 P J P joint 2. ,``01 N lv ��� 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ,�� �P.. • • • •' �'. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). ,� ' .• G E N S �� LOADCASE(S) Standard N 68182 1) Regular: Lumber Increase=1.25, Plate Increase--1.25 * �' Uniform Loads (plf) Vert: 1-5=-44 Trapezoidal Loads (plf) "0 Vert: 5=0(F=22, B=22)4o-3=-77(F=16, B=-16), 2=1(F=5, B=5)40-4=-16(F=4, B=4) •, T F 00 SS .. . • ��� ���? FL Cert. 6634 June 30,2014 ®WARNMG -Verify design Parame W. and BEAD AO7ES ON WSAM IrKIMED NITEKREFEREI'IX PAGE MI7-7473 re c. I/29/20I4BOMEUSE 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 a 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 1 fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component Safety Inlormation available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria. VA 2314. Ifs authem Fine (SPI lumber is sfxecified, the design vatu� are those effective 0510 1%2013 by ALSO Blvd. 6904 Parke East Blvd. 33610East Tampa, Parke Job ' Truss Truss Type Qty Ply 70' canton Elev D T6391340 m11324 KJ7 MONO TRUSS - - 2 � 1 Job Reference (ootional) ­mueie , ruea 4­. ron ,a— n. aaaoc (.3bu s Sep 21 2U12 MITek Industries, Inc. Mon Jun 30 11:19:24 2014 Page 1 ID:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-z69E9FQrEgbXs4cEKSrXCoWBPn92MmOu8exBJ 1 z17G1 L- -1-5-0 6-8-12 9-10-1 1-11 ' 6-8-12 3-1-5 3x4 = 3x4 = Scale = 1:20.6 .. 6-8-12 3-1-5 LOADING (psf) . SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.20 Vert(LL) -0.04 2-7 >999 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.21 Vert(TL) -0.08 2-7 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.20 Horz(TL) . 0.01 5 n/a n/a BCDL 5.0 Code FBC2010/rP12007 (Matrix) Weight: 38 lb FT = 0% - LUMBER TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 REACTIONS (lb/size) 4=104/Mechanical, 2=294/0-11-5 (min. 0-1-8), 5=310/Mechanical Max Horz 2=191(LC 8) Max Uplift 4=130(LC 8), 2=-280(LC 8), 5=-232(LC 8) Max Gray 4=155(LC 13), 2=351(LC 2), 5=387(LC 13) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP -CHORD 2-3=-703/330 BOT CHORD 2-7=-454/699, 6-7=-454/699 WEBS 3-6=-806/524 BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=45ft; L=50ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 130 lb uplift at joint 4, 280 lb uplift at joint 2 and 232 lb uplift at joint 5. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-8=44 Trapezoidal Loads (plf) Vert: 8=0(F=22, B=22)-to-4=-108(F=-32, B=732), 2=-1(F=5, B=5)-to-6=-25(F=-7, B=-7) QUI N N 68182 s FL Cert. 6634 June 30,2014 �WARMM-Vedfrd ignparamea=-rs and READ M7ES ON 7HISANO INaUDED MIIEKMFEREIICE FASE MII7473...1/29/2014BEFONE11M Design valid for use only with Mirek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of dengn 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 �1Tek• 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 2314. - 1f5vutherrtPrrelfrF lumber the design batuasare these et?ecti+reQ5�01/2O13hyALSC Tampa, FL 33610-4115 Job Truss Truss Type city Ply Elev D [O'Carlton T6391341 m11324 KJA MONO TRUSS 2 1 ob Re a ence (optional) "� "'� - "'�� ^"••�, _� • +_�� L .0 s oeP L N1Z MI I eK inausmes, mc. Nlon Jun su I1:1e:Z4 Lu14 Page 1 ID:_kfiGCA6bx7j2Sy1HDXFw7ye3KX-z69E9FQrEgbXs4cEKSrXCoWB4nAgMpSuBexBJ1z17G1 i -1-2-9 6-0-4 1-2_9 6-0-4 Scale = 1:13.6 3x4 = LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) l/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.22 Vert(LL) -0.05 2-4 >999 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.17 Vert(TL) -0.08 2-4 >854 240 BCLL 0.0 `. Rep Stress Incr NO WB .0.00 Horz(TL) -0.00 . 3 n/a n/a BCDL 5.0 Code FBC2010/TPI2007 (Matrix) Weight: 20 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 BOT CHORD REACTIONS (lb/size) 3=119/Mechanical, 2=148/0-9-11 (min. 0-1-8), 4=29/Mechanical Max Horz 2=97(LC 8) Max Uplift 3=-139(LC 8), 2=-169(LC 8) Max Grav 3=155(LC 13), 2=178(LC 2), 4=85(LC 3) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Structural wood sheathing directly applied or 6-0-4 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=121t; B=45ft; L=50ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 139 lb uplift at joint 3 and 169 lb uplift at joint 2. 6) 'Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-5=44 Trapezoidal Loads (plf) Vert:5=0(F=22, B=22)4o-3=-66(F=11, 13=11), 2=-1(F=5, B=5)-to-4=-15(F=-3, B=-3) �L WARNING-Verffrdesiga parameters and READ A07ESON7NISAND INaUDED NITEKREFEREAKTPAGE MLI-7473 rea I/291207dBDWEUSE Design valid for use only with MiTek connectors. This design is based only upon parametersshown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing. consult ANSI/TPIT Quality Criteria, DSB-89 and BCSI Building Component Safety Information va' able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria. VA 2314. lf5vuthelnPin e�ip�Iumber issprecified,the desIg values are those effective06/01�2013tsyALSC FL Cert. 6634 June 30,2014 MiTek° 6904 Parke East Blvd. Tampa, FL 33610-4115 Truss Truss Type Qty Ply 70' Carlton Elev D rJob T6391342 4 KJB MONO TRUSS 2 1 Job eference (optional) 1-2-9 3x4 = t.35V s Jep zi ZU12 MiTek Industries, Inc. Mon Jun 3U 11:19:25 2014 Page 1 ID:_kfiGCA6bx7j2Syl HDXFw7ye31O(-SJjcMbRT?JOUEBQtAMml?2LiB)cx5Gi1 NIhlsUzl7GO 4-11-9 4-11-9 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d TCLL 20.0 Plates Increase 1.25 TC 0.10 Vert(LL) -0.02 2-4 >999 360 TCDL 7.0 Lumber Increase 1.25 BC 0.10 Vert(TL) -0.03 2-4 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(TL) . -0.00 3 n/a n/a BCDL 5.0 Code FBC2010/TP12007 (Matrix) LUMBER TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 REACTIONS (lb/size) 3=75/Mechanical, 2=123/0-9-11 (min. 0-1-8), 4=20/Mechanical Max Horz 2=73(LC 8) Max Uplift 3=83(LC 8), 2=-156(LC 8) Max Grav 3=95(LC 13), 2=148(LC 2), 4=65(LC 3) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Scale = 1:11.7 PLATES GRIP MT20 244/190 Weight: 17 lb FT = 0% BRACING TOP CHORD Structural wood sheathing directly applied or 4-11-9 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.0psf; h=12ft; B=45ft; L=50ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 83 lb uplift at joint 3 and 156 lb uplift at joint 2. 6) 'Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-5=-44 Trapezoidal Loads (plf) Vert: 5=0(F=22, B=22)4o-3=-55(F=-5, B=5), 2=-1(F=5, B=6)4o-4=-12(F=-1, B=-1) ,%%%%, 001 N �'VF �� .% pP,. L�. �. ••�\OENS4:' N 68182 e •• -10 T OF .'44/` Pr•�. �E00 FL Cert. 6634 June 30,2014 ------------ �WARNTM-Verify design yarameRrs and READ MRS CH 7NISAND INCLUDED M17EKREFEREAE PAGE NII-7473 rex 1129120r4 BEFOREWE 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 11emaflon a able from Truss Plate Institute. 781 N. Lee Street, Suite 312. Alexandria, VA 2314. Tampa, FL 33610-4115 IfSauttterrzFine(SSF:lumber issgec-t{iet$the�desia values are thcs�ei{estilre0sf43f201 b ALsG Truss Truss Type Ply 70' Cadton Elev D Fob 24 MV2 VALLEY �Qty 1 1 T6391343 Job Reference (optional) ­ Pi ..e R. 34952 7.350 s sep 27 2012 MiTek Industries, Inc. Mon Jun 30 11:19:25 2014 Page 1 ID: kfiGCA6bx7j2Sy1HDXFw7ye3KX-SJjcMbRT?JOUEBQtAMml?2MvBYG5Gi1NIhisUz17G0 2-0-0 2-M 4.00 12 3x4 Scale = 1:6.1 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 . Plates Increase 1.25 TC 0.03 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 5.0 Code FBC20101TPI2007 (Matrix) Weight: 5lb FT=0% LUMBER BRACING TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 2-0-0 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) 1=30/2-0-0 (min. 0-1-8), 2=2412-0-0 (min. 0-1-8), 3=6/2-0-0 (min. 0-1-8) Max Horz 1=21(LC 8) Max Uplift 1=-20(LC 8), 2=-30(LC 8) Max Grav 1=36(LC 13), 2=32(LC 13), 3=17(LC 3) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=45ft; L=50ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) 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 GO IN N 68182 :�• T OF Oill FL Cert. 6634 June 30,2014 AWARNING-Ve,ffr design ParameM. and HEAD M7ES ON 7HISAAO INO.UDED MITEKREFEREACE FAGS NII-7473 rex V29J20I4HIFOREUSE Design valid for use only with MRek connectors. This design is based only upon parameters shown, and Is for an individual building component. �C7 Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown Ci is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the 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 vo' able from Truss Plate Institute, 781 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, Parke 3 East Blvd. It 5authern Fine�Sp� lumber isspetirfied, thedesiizn values arefhase effective 061011=3 6vAUC p Job Truss Truss Type Qty Ply Carlton Elev D ml 1324 MV4 VALLEY 1 1 [Cy T6391344 ob Reference (oplionall ers Truss Inc., Fort Pierce FI. 3 3x4 % 7.350 s Sep 27 2012 MiTek Industries, Inc. Mon Jun 30 11:19:25 2014 Page 1 ID:_kfiGCA6bx7j2Syl HDXFw7ye3KK-SJjcMbRT?,jOUEBQtAMml?2JuBXX5Gi1 NIhIsUz17G0 2x3 II Scale = 1:9.4 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 5.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr YES Code FBC2010/TPI2007 CSI TC 0.22 BC 0.13 WB . 0.00 (Matrix) DEFL in Vert(LL) n/a Vert(TL) n/a Horz(TL) 0.00 (loc) I/deft Ud n/a 999 - n/a 999 n/a n/a PLATES GRIP MT20 2441190 Weight: 12 lb FT = O% LUMBER BRACING TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins, BOT CHORD 2x4 SP No.3 except end verticals. WEBS 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) 1=8014-0-0 (min. 0-1-8), 3=80/4-0-0 (min. 0-1-8) Max Herz 1=56(LC 8) Max Uplift 1=54(1_C 8), 3=72(LC 8) Max Grav 1=97(LC 13), 3=102(LC 13) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.0psf; h=12ft; B=45ft; L=50ft; eave=6ft; Cat. ll; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 54 lb uplift at joint 1 and 72 lb uplift at joint 3. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard kL WARMr.G-Vedfrdesign paramea. and READ MISS WTNISAND IAt1aDED NITEKREFERE&tX PAGE MII-7473 mr. 112912014BEFOREWE 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 Information vatliJable from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA zz2314. If Southern Pine�SP} lumber is specified, the design values are [hose effective 06 f01%2015 by ALSC IttilvIN I N 68182 T OF .'�/� FL Cert. 6634 June 30,2014 MiTek' 6904 Parke East Blvd. Tampa, FL 33610-4115 a SystemNumbering PLATE LOCATION AND ORIENTATION Center plate on joint unless x, y offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. 0-'�]6" For 4 x 2 orientation, locate plates 0-'na' from outside edge of truss. This symbol indicates the required direction of slots in connector plates. `Plate location details available in MITek 20/20 software or upon request. PLATE SIZE The first dimension is the plate 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/TPI l : 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. 6-4-8 dimensions shown in ft-in-sixteenths (Drawings not to scale) 2 BOTTOM CHORDS 8 7 3 6 5 JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1311, ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 Southern Pine lumber designations are as follows: SYP represents values as published by AWC in the 2005/2012 NDS SP represents ALSC approved/new values with effective date of June 1, 2013 © 2012 MiTek® All Rights Reserved MiTek® MiTek Engineering Reference Sheet: MII-7473 rev. 01 /29/2013 Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 13. Top chords must be sheathed or purlins provided at spacing indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone is not sufficient. 20. Design assumes manufacture in accordance with ANSI/TPI I Quality Criteria. I r SURVEY.1 BOUNDARY PLOT PLAN U C TIE IN FINAL TOPOGRAPHIC COMPLETED ON: 10-14-14 DESCRIPTION: M SURVEYORS NOTES: BEING ALL OF 14100 ZORZAL AVENUE, 1. UNLESS OTHERWISE NOTED ONLY PLATTED EASEMENTS ARE OF THE UNRECORDED PLAT OF FAIRWAYS I v T SHOWN HEREON. UTILITIES OR IMPROVEMENTS WERE OF ST. LUCIE COUNTY, FLORIDA. o 2. NO UNDERGROUND LOCATED UNLESS OTHERWISE SHOWN. ? 3. THIS SITE LIES WITHIN FLOOD ZONE "X", ACCORDING TO wQ II THE FLOOD INSURANCE RATE MAP, COMMUNITY PANEL NO. Q •- 12111 CO065 J, EFFECTIVE DATE 2-16-12 . ABBREVIATIONS: o v 4. FLOOD ZONE SHOWN HEREON IS AN INTERPRETATION BY THE FFE = FINISHED FLOOR ELEVATION J SURVEYOR AND IS PROVIDED AS A COURTESY. THE FLOOD R/W = RIGHT-OF-WAY U V ZONE SHOULD BE VERIFIED BY A DETERMINATION AGENCY. R = RADIUS OF CURVE a 5. BEARINGS SHOWN HEREON ARE REFERANCED TO THE L = LENGTH OF CURVE qa CENTERLINE OF ZORZAL AVENUE HAVING AN ASSUMED SF = SQUARE FOOT BEARING OF EAST, ACCORDING TO THE UNRECORDED PLAT A = DELTA OF CURVE OF FAIRWAYS, OF ST. LUCIE COUNY, FLORIDA 0 6. NOT VALID WITHOUT THE SIGNATURE AND ORIGINAL RAISED SEAL OF A FLORIDA LISCENSED SURVEYOR AND MAPPER. 7. THIS IS A SPECIFIC PURPOSE SURVEY FOR THE PURPOSE OF LOCATION AND ELEVATION OF FORMBOARDS. BOUNDARY LINES SHOWN HEREON ARE FOR GRAPHICAL PURPOSES ONLY. PERMIT #: /?, () 33 ZORZAL AVENUE 20' PAVED ROAD RECEIVED OCI 1, S'` '� r pate gip` 1 RECEIVED OCT 16 �ma 14100 ZORZAL AVENUE LAST FIELD DATE: 10-14-14 SCALE: 1 "=30' ALEXANDER J. PIAZZA PSK INC. YN I F I ED T0: WYNNE BUILDING CORPORATION DATE: 10-14-14 Surveying • Mapping • Consulting 619 SW Biltmore Street DRAWN: CJM Port St. Lucie, Florida 34983 JOB NO.: ® Phone: (772) 340-7770 14-1859 f7280 Fax: (772) 340-2250 DATE: REVISIONS: ALEXAND& J. PIAZ Professional Surveyor & Mapper FB/PG:1 Florida Certificate No.. 6330 K:\BUILDERS\DWG2014\DWG\14-1859.dwg, 10/14/2014 3:36:18 PM