Loading...
The URL can be used to link to this page
Your browser does not support the video tag.
Home
My WebLink
About
SUBMITTED PAPERS
77777 OFFICE USE ON SECTION TOWNSHIP RANGE MAP NO. LOT CVG % TAZ N0. ZONING LAND USE FLOOD ZONE FIRM MAP # IIT FLR ELV MAX HGT MAX OCCUP # OF FLRS CONST TYPE OCCUP TYPE WATER SEWER SPRINKLERS STORMWATER LOT OF REC LOT OF REC (after LOT SPLIT LOT SPLIT APPROVED (before 1/90) 1/90) REQUIRED ADMINST LIBRARY ==--A PERMIT FEE VARIANCE IMPACT FEE E REPORT PUBLIC BLD HABITABLE RADON FEE CODE l` J IMPACT FEE AREA v (RADON) POLICE FEE I I FIRE FEE I I MISC FEE ADDITIONAL Y N SPECIFY PERMITS REQUIRED ZONING ZONING PLANS REVIEWS REVIEWED BY EXAMING DATE (� ao- COMPLETE 1 INITIALS Y N TOTAL ROAD IMPACT FEE TOTAL SCHOOL IMPACT FEE TOTAL POLICE/FIItE MISC FEES TOTAL of ALL FEES MISC. VEGETATION SEA TURTLE MANGROVE )FFICIT7S.5N1s i 1 — ER: I `f1 TI )ATE FILED: _ PERMIT ]'._ -�(B 'LAN REVIEW FEE: iCEIPT NO.: RECEIPT NO-: _ CERT. CAP. NO.: :ONCURRENCY FEE: ALL INFO MUST BE COMPLETE &FILLED IN TO BE ACCEPTED c°G and Zonin N `= y St. Lucie County Building g 2300 Virginia Avenue Ft. Pierce, FL 34992-5652 F�OR��P 772-462-1553 SCANNED BY St. Lucie County APPLICATION for BUILDING PERMIT CERTIFICATE of CAPACITY/ZONING COMPLIANCE PROJECT INFORMATION 1- LOCATION/SITE ADDRESS. SITE PLAN NAME: 2. S/D NAME: 3. PROPERTYTAXID#: �or.tion 7F, TnwnalLp 36cr and 4• LEGAL DESCRIPTION (attach extra sheets if necessary): R . PAGE 7. BLOCK 8. LOT 5 • PLAT 6NO. NO. BOOK— NO. 9 • PARCEL SIZE: ACRES/SQ FT- LOT DIMENSIONS 10. DESCRIPTION OF CONS UCTION PROJECT O WORK ACTIVITY: c_n ctl a f amp l:T—�e_s idenc- e 11. 12. 13. 14 SETBACKS (ACTUAL) FRONT: 1 BACK: SIDEE ID\7.. � tt �y \� S� SIDE . \� � % TYPE OF CO NSTRUCTION ST RU C T ION Check all appropriate boxes) DTTION ON [ EXPAN SI ON/AD W CONSTRUCTION k] NE [ ] k] RESIDENTIAL COMNIERCIAL [ ] OTHER (SPECIFY) DESCRIPTION OF PROPOSED USE: Sq. Ft./CONSTRUCTION: 16. VALUE OF CONSTRUCTION: $ 15 [] INTERI OR RENOV ATI INDUSTRLhL Sq. Ft. 1st Floor:- question and/or odify the iu� The value of construction is used to determine ed that the submitted figures fare not consis ent with similar types of on tru lion activees to be assessed. St. DICie County reserves the right ities. If the valueris $2500 or m value of construction if it is demon RECORDED Notice of Commencement must be submitted with this application. SLCCDV Form No.: 001-02 �k fivqkI. CERTIFICAT LOO.- � OWNER INFORMATION NAME: } ADDRESS: _gpgp__.Ylis_Lr c,_if-A 4n7 _. S CITY: P---rt S� �,nr-i A STATE: 1?Iy ZIP PHONE (DAYTIME): (=) R 7 R 5 51 -4 email: IF THE FEE SIMPLE TITLEHOLDER (PROPERTY OWNER) IS DIFFERENT FROM THE OWNER LISTED ABOVE, PLEASE FILL IN NAME AND ADDRESS BELOW FEE SIMPLE TITLEHOLDER: ADDRESS: - CITY: PHONE (DAYTIME): CONTRACTOR INFORMATION STATE ZIP ST. of FL REGICERT #: ^^^^ 1 5 o g ST. LUCIE COUNTY CERT #: r, 8,9 9,9 BUSINESS NAME: W3Znne Devel pment QUALIFIERS NAME: ADDRESS: CITY: Pnri- 4 T ii _ i P STATE: FT, ZIP -44 A S 2 PHONE (DAYTEVIE): (- _a 77 R -- 5 51 3 FAX NU - (' 7 7 7 )$ 7 $_765 6 email: ARCHTT/ENGI1VEl;R: ADDRESS: CITY: Stuart STATE: i`r ZIP = 49 9 6 PHONE (DAYTIME): (_) BONDING COMPANY: ADDRESS: CITY: MORTGAGE LENDER: ADDRESS: CITY: STATE: STATE: ZIP IMPORTANT NOTICE: When a permit is issued and it is not picked up within 60 days after notification it will be voided and returned to you by mail. This application is hereby made to obtain a permit to do the work and installations as indicated, and to obtain a certificate of c if applicable, for the permitted work. I certify that no work or installation has commenced prior to the issuance of a permit arc work will be performed to meet the standards of all laws regulating construction in this jurisdiction. I understand that separate may be required for ELECTRICAL, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, I AND AIR CONDITIONERS, ETC., not otherwise included with this building permit application. The following building permit applications are exempt from undergoing a full concurrency review: room additions, ac structures (all types), swimming pools, fences, walls, signs, screen rooms, utility substations & accessory uses to anod 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 T OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFC RECORDING YOUR NOTICE OF COMMENCEMENT. NOTICE TO APPLICANT: AS THE APPLICANT FOR THIS BUILDING PERMIT, IF IT IS NOT YOUR RIGHT, AND INTEREST THAT IS SUBJECT TO ATTACHMENT; AS A CONDITION OF THl PERMIT YOU PROMISE IN GOOD FAITH TO DELIVER A COPY OF THE ATTACE CONSTRUCTION LIEN LAW NOTICE TO THE PERSON WHOSE PROPERTY IS SU TO ATTACHMENT. -------------- OWNER'SAFFIDAVIT- I certify that all the foregoing information is accurate and that all work will be done in co with all applicable laws regulating construction and zoning. ACTRE no - STATE OF FLORIDA COUNTY OF -Ct _ T-n -ice_ The foregoing instrument was acknowledged before me this 3'4%y of S&-71T , 20", by Matt -euy bTI q,,ff4o is personal known to me or who has produced As identification. STATE OF FLORIDA COUNTY OF �q:h 301 e The foregoing instrument was acknowledged before me this3.!!Dday of .re�O, 20LZ by Matthew Lm- a WTr who is EE2EVy known to me or who has produced as identificatio LQ� - 6 aenn:�n)d L&n:�2� e'� aaa'� Signature of Nogy Signature of No 6J Type or Print DOROTHY ANN BASKIN TYP rn" DOROTHY ANN BASKIN SP(yV Pie 4i �� `� : Nj c - State of Florida Co Notary Public - Stat Commission ';�• -ota� _larida „ • g y bmmxpires Oct 2, 2016 ? • + . •_ My Comm. Expires Oct 2, 2016 Commission # FF 015226 Commission # FF 015226 Bonded Through National Notary Assn. Bonded T r ati N NOTE: TW D. EACH SIGNATURE t THIS BUILING PERMIT AS AN OWNER/BUILDER, THE OWNER MUST PERSONALLY APPEAR' THIS APPLICATION IN THE OFFICE LISTED ON THE FRONT OF THE APPLICATION. For specific instructions see appropriate permit checklist. TIP CA 111L 9 i117 AVL KELLER, SCHLEICHER & MacWILLIAM ENGINEERING AND TESTING, INC. MARTIN (772) 337-7755 P.O. BOX 78-1377, SEBASTIAN FL 32978-1377 SEBASTIAN (772) 589-0712 PALM BEACH (561) 845-7445 www.ksmengineering.net MELBOURNE (321) 768-8488 FAX (561) 845-8876 E-Mail: KSM@KSMENGINEERING.NET ST. LUCIE (772) 229-9093 C.A.: 5693 FAX (772) 589-6469 SOIL COMPACTION REPORT ASTM D 1557 and ASTM D 2922 DATE TESTED October 24, 2014 JOB # : 141913-1 d/ES/Ics PERMIT # 1NO9�0229 CONTRACTOR Wynne Development Corp. JOB LOCATION 18 Mediterranean South Spanish Lakes # 1 Port Saint Lucie, Florida ITEM TESTED Compacted Foundation Fill for Monolithic Inside Footers TEST LOCATION *PEN DRY MAX. DRY PERCENT DEPTH 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 if97.8 3. Center 42 108.0 if97.3 4. S.W. 40 107.7 if97.0 5. S.E. 38 107.3 if96.7 Soil Description: Brown and Gray Sand In Place Moisture: 7.4 Percent Optimum Moisture: 11.8 Percent Max. Dry Density: 111.0 P.G.F. @ Test Locations The Density & Penetrometer Readings Indicate the Degree of Compaction Meets Minim p► 5 , poll `a &tural Grade. • ft 112.0 I I I I I w E I I I I I I G 111.0 L.._..� .._.. .._.. _.. 0*4 H I .._.. .._.._ I I I I T I I I I I I P I I I I I I 110.0 f—.._..�.._.. _..+.._.. .._ .._.._ c F I I I I I 109.0_..�.._..�.._..T.._..T.._..7.._.._ D R I I I I I I Y I I I I I I 108.0 �.._..! .._..! .._..! .._..! .._..! .._..� 8 9 10 11 12 13 14 Moisture - % of Dry Weight are•••- �/ Fax i+ County Building Department Fax to: Yv'&7;&V� E-mail to: dotty@spanishlakes.com Ronald G. Keller, P.E.: 37293 / SI Lic. No.: 860 / Julie E. Keller, P.E.: 68366 r St. Lucie County Building & Zoning 2300 Virginia Ave <oa�oP Fort Pierce, FL 34982 BUILDING PERMIT SUB -CONTRACTOR SUMMARY. Wynne Building Corporation will be using the following sub-contractorsfor'the (Company/Individual Name) project located at (Street address or Property Tax ID #) It is understood that if there is any change of status regarding the participation of any of the sub -contractors listed below, I will immediately advise the Building and Zoning Department of St. Lucie County. Trade- Name of Company/Contractor St. Lucie County/ State of Florida License Number Electrical S & W Electric, Inc. 2045 ER0009416 Plumbing Lindquist Plumbing & Supply Co. 19150 CFC057672 HVAC/ Comfort Control of St. Lucie 8288 Mechanical CACO24379 Roofing Treasure Coast Roofing/ LLC 19496 RC29027087. Gas' E MI'CE_USE, -OTI:E1z' PERMIT . ISSUE DATE: NUMBER: b - n aa, PERMITS ISSUE DATE PLANNING & DEVELOPMENT SERVICES Building & Code Compliance Division SURMING PERMIT SUB -CONTRACTOR AGREEMENT St. Lucie County Contractor Cettil'icatiron Number. _ 2 0 4 5 State of Florida Certification Number (rappllcable): ER 0 0 0 2 4,16 S&W Electric have agreed to be the (Company Name/Ivdividual Name) —Electrical Sub -contractor for Wynne Development Corp. (Type of Trade) . (Primary Contractor) For the project located at Vol ftiect 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 Depaz b ' ent of St. Lucie County by filing a Change of Sub -contractor notice. (Form: SLCCDv (No. oo4-oo) BUSINESS QUALIi NR (Name oftbe Individual shown an the Contractor's License) NOTARM EA SIGNATURES ARE REQUIRED BusinessNtme: S&W Electric Address: . Coker Rd. City/Statdzip: FL _ 34945 Phone: _ email: Lawrence Stubbs C SIGNATURE PRINT NAME DATE STATE OF FLORIDA, COUNTY OF y, THE FOREGOING INSTRUMENT WAS SIGNED BEFORE ME THIS%q6N DAY OF BY WRO IS PERSONALLY KNOWN �` Oit HAS PRODUCED AS IDENTIFICATION. SI VAJRE OIN TARY PUBLIC SLCPDS: 12/16/2013 all 2 Pub de PRINT NAME O)" NOTARY PUBLIM (STAMP) ti. f Commission DGE EER. E Expires October 09915 4r�r Bondedihru Fafnknwanee&903857- PERMIT ISSUE DATE s �Y�� ;,� ..... , ,;, . y • - PLANNING & DEVELOPMENT SERVICES Building & Code Compliance Divisiolt BUILDING PERMIT SUB -CONTRACTOR AGREEMENT St. Lucie County Contractor Certification Number: 2.6-901 State o0lorida Certification Number (if tpplicabtc): CFC1428458 Liildauist Plumbing have agreed to be the (Company Name/Individual Name) Plumbing Sub -contractor folidynne 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. SLCC1)V (No. 004-00) 131USINESS QUALIFIER (Name of the Individual shown on the Contractor's License) NOTARMID SIGNATL'12.,e''S ARE REQIJU!$)✓I(D Business Name: Lindquist Plumbing Address: n ed Rd. City/State/Zip: -Fort_P i e rc e- PT, 34 R 4 Phone: email: _Wa ip Case SIGNATURE PRINT NAME DATE STATE OF FLORIDA, COUNTY OF ` S % , lit- C r tViL THL )FOREGOING INSTRUMENT WAS SIGNED BEFORE ME THIS oZ 9 DAY OP %i't t &W ST , 20-1y BY 0J;+b g �..45 t WHO IS PERSONALLY KNOWN ✓ OR HAS PRODUCED AS IDENTIFICATION. "I'o —Do (STAW) eo /V A-S"tei SIGNATURE 1 NOTAH'1,' PUBLIC PRINT NAME OF NOTARY PUBLIC SLCPDS; 12/16/2013 `PaYP�o� DOROTHYANNBASKIN Notary Public - State of Florida • My Comm. Expires Oct 2, 2016 ".' `o;= Commission # FF 015226 Bonded Through National Notary Assn. ZO/Z0 39dd d600 9NIa—iim 3NNAM 9S9L8L8ZLL EE:ST VT0Z/L0/80 i PERMIT # ISSUE DATE F� PLANNING & DEVELOPMENT SERVICES Building & Code Compliance Division f7 _.. BUILDING PERMIT SUB -CONTRACTOR AGREEMENT St. Lucie County Contractor Certification Number: R ? R R State of Florida Certification Number (If applicable): CAC 0 2 4 3 7 9 Comfort Control of St. Lucie County, Inc, have agreed to be the (Company Name/Individual Name) air conditioning Sub -contractor for Wynne Development Corp. (Type of Trade) \ - \\ (Primary Contractor) For the project located at 'd . (Project Street Address or Property Tax ID #) It is understood that, if there is any change of status regarding our participation with the above mentioned project, I will immediately advise the Building and Zoning Department of St. Lucie County by filing a Change of Sub -contractor notice. (Form: SLCCDV (No. 004-00) BUSINESS QUALIFIER (Name of the Individual shown on the Contractor's License) NOTARIZED SIGNATURES ARE REQUIRED Business Name: Comfort Control of St. Lucie County Inc. Address: 1 SD1 Ri 1 tmore St City/State/Zip: Port St. Lucie, FL. 34983 email: Barr Zimmerman PRINT lNA_ ME DATE kN STATE IDA, COUNTY OF S'r /�-� C-te THE FOREGOING INSTRUMENT WAS SIGNED BEFORE ME THIS o 9 DAY OF Q-KIT , 20/ y BY _ ,E� ,4,�°/2`% Z[ `yt,yr� x,n�gn� WHO IS PERSONALLY KNOWN "✓ OR HAS PRODUCED AS IDENTIFICATION. C�/Yt�l _'3)oyeolhY Aulu )�5A-SI' (STAMP) SIGNATURE 6P NOTARY PUBLIC PRINT NAME OF NOTARY PUBLIC SLCPDS: 12/16/2013 DOROTHY ANN BASKIN ,�lPRv PUB /a°r�.`c' Notary Public - State of Florida •= My Comm. Expires Oct 2, 2016 Commission # FF 015226 °�O +oe�, Bonded Through National Notary Assn. RERMIT # ISSUE DATE PLANNING & DEVELOPMENT SERVICES Building & Code Compliance Division BUILDING PERMIT SUB -CONTRACTOR AGREEMENT St. Lucie County Contractor Certification Number: 1 9 4 g 6 State of Florida Certification Number (if applicable): RaM 2 7 0 8 7 - Treasure Coast Roofing. LLC have agt'eedto be the (Company Name/Individual Name) Roofing Sub-coxtraotorfor Wynne beyelopmelnt Carp (Type of Trade) (Primary Contractor) For the project located at /711 (Project Street Address or Property Tax It is understood that, if there is any change of status regarding our participation with the above mentioned project, I will immediately advise the Building and Zoning Department of St. Lucie County by filing a Change of Sub -contractor notice. (Form: SLCCDV (No. 004-00) BUSINESS QUALMIER (Name oftbe Individual shown on the Contractor's License) NOTARIZED SIGNATURES ARE REQUIRED Business Name. Treasure Coast R©Ofinge LLC Address: 1816 Hil tmor e St. City/State/Zlp: c%rf-- )- _ Lucie,, FL, 34984 Phone: (77) 343-8308 email: �;� � )�-- Brian Maloney SIGNATU �P\RI�NT NAME YIAT'E STATE OF FLORMA, COUN'> Y OF " �Q THE FOREGOING INSTRUMENT WAS SIGNED BEFORE ME THIS ,INA.Y OF vlY� 20 BY & art G Ic le WHO IS PERSONALLY KNOWN OR HAS (ST'AW) ST. LUCIE COUNTY BUILDING & ZONING 2300 VIRGINIA AVENUE FORT PIERCE, FL 34982-5652 772-462-1553 FILLED I -ANDS AFFIDAVIT 1, the undersigned, am the owner of the following described propertyNR Ot\-Q—A �""� Part of 3414-501-1701-000/9; Section 26; Township 36s & Range 40E (Tax ID/Legal description/Address) for which I have applied to St. Lucie County for a Final Development 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, ormaintain in any form, adequate drainage off my property which will not adversely affect the immediate community. Matthew Lvle Wynne Property Owner Name TI MO erty .Owner_ Signature Date STATE OF FLORIDA, COUNTY OF St. Lucie ACKNOWLEDGED BEFORE ME THIS 3 R'l' DAY OF S&eeFMr6Cr4 , 20 & BYMatthew Lyle Wynne WHO IS PERSONALLY KNOWN TOME OR WHOHAS PRODUCED �fJOZ- SIGNATURE OF NOTARY NOTARY PUBLIC TITLE S rDENTIFICATION. o 0Eo7ti,ti Y Awli ,d.4 s 4,o TYPE OR PRINT NAME OF NOTARY COMMISSION NUMBER i DOROTHY ANN.BASKIN .10 PVB% a° Notary Public - State of Florida « : My Comm. Expires Oct 2, 2016 Commission # FF 01.5226 Bonded Through National Notary Assn. (SEAL) 01/02/2015 14:32 7728787656 06/18/2B14 15:29 7TS" �;7656 WYNNE BUILDING-cmRP YNNE BUII_DIiDRP F- PAGE 01/07 PAGE 82103 SwT_ LION IUk St. Luse County Building & ZoW ag DaWbaent 2.300 Virginia Avenue Fort l fierce, FL 349C 772-462,2165 Fax 772-462°6443 Request for 30-Day Teangorar3 )Power Release Date., Frope+ ty Address! N ftrinit Number: THE UNDFRSIGNED Hf;REHY�REQ T RELEASE Off` ELECTRXCAL POWER TO T Al0OVE DESCRIBED PROPFRX A, FOR A PERX01D NOT TO EXC D TtffitTY (30) DAYS, FOR THE PURPOSE OF 7t`ESTING SYSTEMS AND EQUIPMENT W PREPARATION FOR FINAL INSPECTION, IN CONSIDERATION OF APPROVAL OF THE QUEST WE Relay ACKNOWLEDGE AND AGREE AS FOLLOWS: 1: 7lhh temporary power release is requested for the above stated porpooe only, wid'there.will be no wvpancy Of anlY AYPe► other •thAzl that lnarntltted by caustractivn 4uring tl is tame period. 2. ,pA9 *witnm b_v our sigutttures, vvve tae+reby agree to alzade by all 'l rAw and conditieAs of this sgmemeut, inxlndlvg uiiding jCDivision $aoiicy, which i9 iayr rei'erence_ 3. j0I eonditiew and requimBments listed in the attached dtvmment ettYOtted "Requirements for aft Day Power for Testing" • have been fWflbed nail the premise is ready for compliance ace itesp=6012. 4. All regait*ts for an extension beyead 30 days XrAoZstt be made in vesting to Me Dgilding official staging the reason fo r ehe request- Power maybe ronoved ;From the site and/or sa Stop Work Order issued 4f the $+'anal Inspec0on' has not been approved within 30 days. Aft of $100,00 will be r%mdred•to DR the StuP work der. WE HEREBY RELUSE ,AND AGREE TO HOLD HARMLESS, ST. IXCIE COUNTYt AND THEIR EypN�.�,Pity.OTE�RS7F7Ry�4gx)M Ay1y.L,�Lry a.L}gi/'gI�'���5�#4/,1��}ry CLAWS p�9 pp OV ANY Yg.g8q gOpF' MA�9o, YTUT7 �p�S�e qVY Lr.��31 MAY R18.9/'�NO Y• OR JUG THE FUTURE 1 U;��yryO v��d OF Y II3. S �`' TRANSACTION, A114�A./4JPi, NG ANY DAMAGE WHICH MAY BE �INCUAwRED DUE II O THE DIS�..-V�1 3�CTION Off' ELECTRICAL R ICAL POWER" ER" THE EVENT I� NT OF V�. ATION O F THIS AGREEMENT. �Oa1o� TMlZ DA RECEIVED JAN 02 2014 03/10/2015 08:32 7728727656 WYNNE BUILDING CORP PAGE 01/01 MAR 4 5 2m A" Professional Insulators of South Florida FTC Insidation lUstallatiorx Celliflcate �o: Date: 'cbreaar 27 2015 Re: Lot/Block" & AAS—ec. 1 R mertiterranean South Project: ZZCGMGX 5683755 Plant Begin Loadings 4 To Job: ArriveJob: Start Unload Finish Unload Leave Job Return Plant: Customer Code: Customer Name: Customer Job Number: Order Code !Date: a ' Pro/ect Code Protect Name Protect P.O. Number: Order P.O. Number a ,� {.'... . s i't{? f�.t 4.„,t,y' i.?• S t 1� �.L, t�„» 7:1y... .f .. .f..: ...ti.- ..n .5 .. F.: , !m.'..7 _ Ticket Date: Delivery Address Map Page:, Map/Row/Column: Delivery Instructions:Dispatcher RECEIVED NOY 1r3 2014' Tic . cket Number:. Due On Job: slump:_ Truck Number. '_1 ,.1. .. �' Driver Number: .. c.. �,.rt-. Driver Name hi _�I, ;i .�'._ End Use:- - P'•.._L ..7 .- i..,r_f.3 c. LOAD QUANTITY CUMULATIVE QUANTITY ORDERED QUANTITY MATERIAL CODE PRODUCTION DESCRIPTION UOM UNIT PRICE AMOUNT -, �s r_ T k ir {{ t fr Cash Check # /Auth Code: Signature of Driver Receiving G'asiti " `"" Cash Received: Total COD Order Amount to Collect Check Without Standby Charges: k I�. Charge Comments: WATER ADDED: GAL YARDS IN DRUM: WHEN ADDED. 6FrJJ__SIGNATURE CURB LINE CROSSED AT OWNER'S/AGENT'S REQUEST: ^I�+ii f_li_.!._ �_':)`� SIGNATURE l <: ; . , ❑ 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 guarai eed. 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 you rt sao 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 ad to the materiI. afety data sheets for additional information. returned concrete. Buyers exceptions and claims shall be deemed waived unless made to us in writing AUTHORIZED SIGNATURE, within one business day after the receipt of materials. 6BUNIVERSAL .tt ! _r„ :I. _ .. .,.,- ' CUSTOMER This Delivery Ticket incorporates herein. I -,ference Buyer's previously executed C: Application, if any, Seller's Standard Terms and Conditions, Seller's Quotation, i.i. LLay, and Seller's Order Confirmation (inc . '--ig limitations of warranties), as if fully set forth on this Delivery Ticket ("Agreement"). Seller will provide the Standard Tenns and Conditions upon request. Buyer agrees C5 that, unless otherwise noted on the front hereof, all quantities and items were delivered as'indicated and further expressly agrees to pay in accordance with the Agreement. AGGREGATE / CEMENT / CONCRETE PRODUCTS / FLY ASH Aggregate products are naturally occurring materials including limestone, dolomite, granite, volcanic rock, sand, gravel, and other L, 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 C, Z:) 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 bums and allergic skin reactions. Dry concrete and aggregate dust may cause initation 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. n 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, immt;d.iadlyflu''sNeyei . hflowing water for 15 minutes. If dust is inhaled, move to fresh air. If wet cement contacts skin, rinse thorougC,hly with water. Get proper medical attention if irritation persists. CEMEX, Memorial Hermann Tower 929 Gessner, Suite 1900 V7,.;ombined Houston, Texas 77024 02i]2 For more information please visit www.cemexusa.com. Este ticket de emr...oa inclaye como referencia al comprador (ya previamente ejecutada en su aplicaci6n de cr6dito); cual.quier t6rmino esUindar, condiciones del vendedor, propuestas del vendedor y orden de confirmaci6n del vendedor (con limitaciones y ,-arantfas), coma acuecdo total del ticket de entrega ("Contrato"). El vendedor proveerd los t6rt-ninos estAndares y condiciones detal- lados en caso de asif sc.r �-;.,queridos. Con este documento, el cornprador acepta los mismos ya antes niencionados y que ]as cantidades y materiales fueron centrcoados como so expresa en el mismo. Acepta pagar al monto de acuerdo a] contrato, al menos que se identi- Fique cf,-.ai una nota G= frente de este documento. Los productos 0, , '-- 1,-,,,Uos son materiales naturales coin piedra caliza, dolomita, granito, roca volodnica, arena, grava. y otros materiales silicios. Los productos de cemento incluyen Cemento de tipo Portland, de albaffileria, pozzolan (tipo IP), azulejo de azotea y estuco. Los productos de concreto incluyen cemento Portland y productos de agregados coma piedra caliza, dolomita, granito, re-olcdnica, arena, Brava, y otros materiales silicios. Estos productos incluyen cenizas volantes (fly ash) la cual puede contener r-,a., de 0.025% de silicio cristalino. Peligros: Mezcia de cemento fresco y/o cenizas volantes pueden.causg jyritaci6n en los ojos, quemaduras en piel y qjos, y reacciones al6rgicas en la pie], Concreto seco y polv6 de Agkedaa6s-,�� pueden causar irritaci6n en los ojos, piel y/o en la zona respiratoria. Polvo del manejo en el triturarniento, 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 c6lida, reposar y tomar grandes cantidades de agua. Las cenizas volantes pueden contener amoniaco. C, Seguridad: La humedad puede causar la .1irri beraci6n del, amoniaeo. La inhalaci6n del aoniaco puede causar toser, irritaci6n o quemaduras en la nariz, garganta y pulmones. Acudir inmediatamente al medico. El riesgo en la salud depende en la duraci.6n y el nivel do la exposici6n. Seguridad: Evite el contacto con ojos y contacto prolon-ado con Use la piel. )se guantes, protecci6n en los ojos y ropa Primeros adecuada para protecci6n.. LAvese las mans con jab6n suave y agua despu6s del manejo de materiales. Evite inhalar auxilios: polvos. Si se expone a polvos mds de los limites recomendados, use protecci6n respiratoria. Primeros auxi.lios: En caso de contacto en los ojos, inmediatamente fluva agua en la parte afectada por 15 minUtOS. Si se inhala polvo, exp6ngnase a aire fresco. Si el cemento fresco tiene contacto con sus ojos, [Avelos a fondo con agua. Acuda a atenci6n m6dica inmediatamente si la irritaci6n continda. CEMEX, Memorial Hermann Tower 929 Gessner. Suite 1900 V7 combinado Houston, Texas 77024 02/12 Para nids informaci6n visita www.cemexusa.com. Materials for Life' grMncretd � r "Thank you - We appreciafe your usinZ4" `n FORT PIERCE 4199 SELVITZ FT PIERCE, FL Tic�i no. , ROAD *7334 34982 Delivery dafe2/17/15 Plant 628 Truck 12116river ALPHAMP JOHN Trucksize, 10. 0 )Typejob DRIVEWI Customer rZ L{idba.SM I Customer name L)PA , g HEEL, UN l.RE d E C01NIS = Zone Tax CD ➢ C Tarmac prof ec#-n°,'PJ b Customer P.O. no. Order no. b r V - I Terms code Time due -49 Charge delivered 3-C.O.D. ' 2-Charge F.O.B. 4-C.0.1) -FO.B. Delivery nAe`ana''atddre's 1-UU"d 1 g Lot Block County 18 NEDITERRAIMEAK S, PORT ST LUCIE US I S, LT HEDITERRAINEAN S Instructions Slump' 5'o ®6 uantit 'I Product-- ; U/M! Unit ,rice: 'Amount Q y `,Q)Cumulative " 0r9ld,60 13 ,god"e CA I DCs.dPI tion?50 PO J57 I I CY I & 0m 1 1" ®0 8 1 < 0® 8 HASTERF'IBER N70 .751 ` CY B7 FUEL SURCHIS 14 EHVIROM SURCHIS 1 LD LD ;Load Arrivejjob, site Start discharge Finish discharge Leave job site Arrive plant e, -'-7 s � Subtotal s ; Sales tax TOTAL Additional water added to this concrete will reduce its strength. Any water added is at customer's risk. r_ Gallons of water added: L-_9 Gallons of water added: _ Gallons of water added: I Amt of CY Retaineed Customer Approval: r "' Customer Approval: Customer Approval: Customer App-rq, Tested CJTested p� perly No. Authorized-14a"nd%ceived by I❑ Yes ❑ No ❑Yes LJ No 6961,1135 Ix ,t Lot: Safety is a constant state of mind, with every employee feel ing'responsible and empowered to act to cause him and others to work safely, on the belief that all accidents are preventable;and that zero incidents is the only goal. - Block: Address: Correct Not Correct (:I ISTr)MFR f:(1PV TITAN FLORIDA LLC �1 e TERMS AND CONDITIONS OF SA1LE. 1. All sales will be subject to these terms an f conditi ns ("Contract'-') and, if buying on credit, to Buyer's credit agreement with Seller, incorporated herein by reference; all other terms, including at terms Ntained in Buyer's purchase order, are excluded unless?agreed to by Seller in writing. Any changes must be in writing and signed by each part v. This Contract will be construed in accordance with the laws of the state of Florida. For all disputes relating to this Contract, Buyer hereby consents to Elie jurisdiction and venue of the state and federal courts for the location of the delivery site of the goods sold hereunder. 2. Payment terms: Net the last day of the month following the month of delivery without deduction, retainage, set off or charge backs. A cash discount of I% 101 proximo niay be deducted if no previous balances are past due. Interest at the lesser of Ph% per month or the maximum rate allowed by law will be imposed on outstanding and delinquent invoices from the date of delivery until paid. Buyer will pay to Seller all applicable federal, state and local sales and use taxes. In addition to any other available rights and remedies, Seller will be entitled to recover from Buyer all costs of collection and litigation including, but not limited to, reasonable attorneys' fees. Seller reserves the right to require payments in advance or to cancel the unfilled portion of this Contract without notice in the event of Buyer default of any Contract provisions, or if the financial status of Buyer becomes impaired or deemed unsat- isfactory to Seller. Failure of Seller to exercise any of its rights will not be deemed a waiver of any such right. 3. Regular delivery hours are 7:00 a.m. - 5:00 p.m., Monday through. Friday. An additional charge may be added for deliveries outside of these hours and for any waiting/unloading periods in excess of 60 minutes. Prices are based on full loads; an additional charge will apply to loads of less than seven cubic yards. The minimum load for each delivery is Ph cubic yards. 4. Buyer will give Seller at least 48 hours prior notice of the time and rate of requested deliveries. Delivery schedules will be mutually agreed upon between Seller and Buyer. Deliveries will be made to the best of Seller's ability to dispatch, however, Buyer waives any claims associated with any delays in delivery. 5. Buyer must provide suitable approaches to delivery points beyond paved streets. For delivery beyond curb lines, Buyer assumes all liability for damage to vehicles, sidewalks, driveways, pipes, septic tanks, and/or other property, and Buyer will indemnify and hold Seller harmless from and against any and all liability, loss and expense incurred as a result of such delivery, including but not limited to towing cl.Earges, except to the extent caused by Seller's gross negligence or willful misconduct. Buyer waives any right of subrogation. against Seller. 6. Buyer is responsible for full payment of, including all costs of disposal and Seller's return charge per truck for, (i) orders not cancelled at least one hour prior to delivery time; (ii) concrete delivered due to Buyer's mistake or in excess of requirements; (iii) concrete not deliverable due to unsuitable approaches. 7. Concrete prices and quantities are based upon the wet volume at the time of discharge from the truck, and are not sold "form measurement" or measured "in place". Yield will be established in accordance with applicable ASTM standards, Buyer will pay all charges incident to inspection or tests made by or on behalf of Buyer. 8. Limited Warranty: Buyer is solely responsible for determining the type and quantity of goods to be purchased. Seller warrants that its products will meet or exceed applicable American Society for'T'esting ;Materials ("ASTM") and American Concrete Institute ("ACI") standards, when tested in accordance with ASTM and evaluated by ACI standards. Seller will repair or replace any goods supplied by Seller that fail to meet this limited warranty, within one year after delivery thereof. Seller will uphold its warranty obligations under Florida statute 718.203, as applicable. ALL OTHER WARRANTIES, WHETHER EXPRESS OR IMPLIED, INCLUDING WITHOUT' LIMITATION THE WARRANTIES OF MERCHANTABILITY AND FITNESS FOR A PARTICULAR PURPOSE, ARE Hi-' REBY EXPRESSLY EXCLUDED. THE REMEDY SET FORTH IN THIS SECTION 8 WILL CONSTITUTE THE SOLE REMEDY OF BUYER UNDER THIS LIMITED WARRANTY. 9. Seller will not be responsible for slump, strength or quality of any concrete to which water or other material has been added by or on behalf of Buyer. Buyer will be responsible to see that the concrete is handled in accordance with best construction practices. Seller has no control over the placing or handling of concrete after unloading and does not guarantee the finished work in which it is used. Buyer will be responsible to prevent concrete after unloading from coming into contact with any material, such as aluminum, which may adversely impact concrete strength. 10. Buyer will furnish any admixtures or ingredients it desires that are not regularly supplied by the Seller in the marketplace. Buyer will be solely respon- sible for the ef-ect of such admixture or ingredients on the concrete. Any extra product which may be required in excess of the mix design quoted, or which may be required to provide workability, strength, setting time or water/cement ratio, will result in an additional ingredient charge payable by Buyer. 11. Concrete will be batched and delivered in accordance with ASTM C-94. Concrete temperature will be dictated by the environmental and material condi- tions at the time of delivery. Any requirement beyond these conditions will require the implementation of controlled measures during production at the expense of Buyer. 12. Buyer must give Seller written notice within 48 hours after delivery of any claim against Seller as a result of any alleged nonconforming materials or any other cause whatsoever (other than failure to meet compressive strength, in which event the time for notice will be within 48 hours after the customary time for analysis of the test cylinder), time being of the essence. Seller will be given reasonable opportunity to investigate all. claims. Any failure by Buyer to give written notice within such 48 hour period will be deemed a conclusive waiver by Buyer of all such claims against Seller. 13. SELLER WILL NOT BE LIABLE UNDER ANY CIRCUMSTANCES FOR ANY SPECIAL, INCIDENTAL, PUNITIVE OR CONSEQUENTIAL DAMAGES INCLUDING; WITHOUT LIMITATION, ANY DAMAGES RELATED TO DELAY, WHETHER BASED ON STATUTE, TORT, CONTRACT, OR OTHERWISE, AND WHETHER OR NOT ARISING FROM SELLER'S NEGLIGENCE, STRICT LIABILITY OR FAULT. IN NO EVENT WILL SELLER BE RESPONSIBLE FOR DAMAGE DUE TO THE ACTIONS OF OTHERS OR T 14E FAILURE OF BUYER TO COMPLY WITH ITS OBLIGATIONS. SELLER'S LIABILITY FOR ANY CLAIMS WILL BE LIMITED TO THE PURCHASE PRICE OF THE GOODS SOLD UNDER THIS CONTRACT. 14. Notice. All notices to Seller will be sent in writing to the sales office issuing the price quotation, with a copy to Credit Department, 455 Fairway Drive, Deerfield Beach, FL 33441. 15. Severa ility. The unenforceability of any provision of this Contract will not affect the enforceability of any other provision of this Contract, and each other Or6vision•of,this Contract will be severable and enforceable to the extent permitted by law. �4 r .. , . L , WARNING: CAUSES SKIN IRRITATION - INJURIOUS TO EYES. CONTAINS PORTLAND CEMENT. FRESHLY MIXED CONCRETE MAY CAUSE SKIN IRRITATION OR INJURY AVOID CONTACT WITH SKIN WHERE POSSIBLE. WASH EXPOSED AREAS PROMPTLY WITH WATER IF ANY MIXTURES GET INTO THE EYE, RINSE IMMEDIATELY WITH WATER AND GET PROMPTMEDICAL NI-FENT'ION. KEEP OUT OF REACH OF CHILDREN. MATERIAL SAFETY DATA SHEETS (MSDS) ARE AVAILABLE AT W WW.TITANAMERICA.COM. Rev'd 2-08 • Termite Inspection e5u5 Christ is nor 772-323-7921 • Termite Pretreatment J INC[ -Buy a Toll Free: 1-877-365-9990 • Pest Control Termite & Fax: 772-340-5990 • Rodent Service ' t Pest • Fire Ant Lawn Service Contro►, Email: Evictabug@gmail.com • Whitefl Treatment Inc. Y 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 TERMITE SERVICE I RODENT EXCLUSION & REMOVAL I WHITEFLY TREATMENT DATE OF SERVICE (,i I I ` TIME D)VELOPMENT NAME (PROJECT) CONTRACTOR'S NAME CONTACT PERSON -7 � `, i � �/! +- i ��' � c� �( i Gti i i t✓ C�,t't , j'�. ud �I;,, k � �a i I STRUCTURE ADDRESS (LOT/BLOCK) p CITY,, STATE, ZIP CODE COUNTY 1 � �C:� i"�""�(1`f�.✓i(?.CA�1 J Ut��)-s ��7 �.- `�-i-, i e,�ll,i �.. NOTES @ TREATMENT TYPEIAREA 1 4 ❑ FLOATING ❑ CUTOUTS ❑ TAMP & TREAT PRODUCTS `Q.'BASELINE ❑ OTHER ACTIVE INGREDIENT CONCENTRATION 40.06% ❑ .12% SQUARE FOOTAGE_ ❑ MONOLITHIC ❑ FOOTER TREAT ONLY ,4tATIO ❑ FRONT ENTRY 6—FINAL. ❑DOMINION 2LACTIVE INGREDIENT ❑ GARAGE 1TDRIVEWAY ❑ RETREAT ❑ BORA CARE TREATMENT ❑POOL DECK ,];OTHER ,l BIFENTHRIN ❑ TERMIDOR SC ❑ BORACARE ❑ .25% ❑ .05% ❑ 23% I] 9% 0 v -51/F SQUARE FOOTAGE VERIFIED A YES ❑ NO JOB READY CONDITIONS MET SJ _�ES ❑ NO ❑ STEM WALUFOOTERS ❑ PLUMBING CUT OUTS ❑ ADDITION ❑ DISODIUM OCTABORATE TETRAHYDRATE ❑ OTHER / GALLONS APPLIED l 3 5 LINEAR FOOTAGE c,-. U W MEASURED OR VERIFIED PER PLANS DETAILS `' ' RECEIVED MAY 05"2015 As per 104.2.6 FBC - If soil chemical barrier method for termite prevention is used. Final exterior treatment shall be completed prior to final building approval. Certificate of Compliance: The building has received a complete treatment for the prevention of subterranean termites. Treatment is in accordance with rules and laws established by the Florida Department of Agriculture and Consumer Services. (Per the Florida Building Code.) If this notice is for the final exterior treatment, initial and date this line' f I ') 4: r FINAL STICKER ❑ ELECTRICAL PANEL ❑ WATER HEATER -.t i-OTHER W t t i Payment Terms: Payment due at time of service. (� i3-t`� Date Date Applicator: (Evict A Bug Termite and Pest Control Inc.) Customer (Property Owner or Agent) Planning & Development Services Building & Code Regulation Division 2300 Virginia Ave Fort Pierce, K 34982 772-462-2172 Fax 772-462-6443 CERTIFICATE OF TERMITE TREATMENT CONSTRUCTION SOIL TREATMENT PERMIT #:I qoW- 017 q JOB ADDRESS: �.► (-a►�2G►rl Sotn�1�� �SL , BUILDER ONTRACT'OR: 2)&Ln" Ucoil Cone r� PEST CONTROL CONTRACTOR: gMj -� - 7T;MAP < Pe-1` &141501 IWC , PEST CONTROL LICENSE #: We, the undersigned, hereby certify that we have pretreated the above described construction for subterranean termites in accordance ith the standards of the National Pest Control Association. t Square feet if area treated: 3Obs15 Z 0 %� Chemicals used: , o"%blw�x Percentage of solution: Date of Treatment: -? �'' _ ✓�' Footing 151 Treatment Re -Treat _Driveway Treatment e-Trea Other ►- a �t z5�_1' Treatment Re -Treat Total gallons used: Time of Treatment; �L3 o Slab 11t Treatment Re -Treat Pools 15t Treatment Re Treat Perimeter for Final Inspection Signature of Exterminator Note. There must be a completed form for each required treatment orre-treatmentand this form must be on the job site to be picked up by the inspector at time of each inspection or the scheduled lnspectlon w/ll fall and a•re-inspection fee charged. FBC104.2.6 Certificate of Protective Treatment for prevention of termites A weather resistant jotxsite pasting board shall be provided to receive duplicate Treatment Certificates as each required protectve treatment is completed, providing a copy for the person the permit is issued to and another copy for the building permit files The Treatment Certificate shall provide the product used. Identity of the applicator, time and date of the treatment, site locatfon, area treated, chemical used, percent concentration and number ofgallons used, to establish a verifiable record of protective treatment. If the soil dlemical bam'er method for termite prevention rs used, final exterior treatment shall be completed prior to final building approval. St Lucie County requires for the final inspection for CO, a Permanent Sticker to be placed on the electrical panel box cover, listing all the treatments and dates of applications. 3tAcl6 Z- 10/28/2014 10:56 7725896469,y KSM ENGINEERING PAGE 01/01 • Z%IJAVA KELLER, SCHLEICHER & MacWILLIAM ENGINEERING AND TESTING., INC. MARTIN (772) 837-7755 PO. BOX 78-1377 SEBASTIAN FL 32978-1377 SEBASTIAN (772) 589-0712 PALM BEACH (561) 845-7445 www.ksmenginearing.net MELBOURNE (321) 768-8488 FAX (561) 845-8876 E-Mail: KSMPKSMENGINEERING.NET ST. LUCIE (772) 229-9093 G.A.: 5693 FAX (772) 589-6469 SOIL COMPACTION REPORT ASTM D 1557 and ASTItni D 2922 DATE TESTED October 24, 2014 JOB # : 141913-1d/ES/Ics PERMIT # 14090229 CONTRACTOR : Wynne Development Corp. JOB LOCATION 18 Mediterranean South Spanish Lakes # 1 Port Saint Lucie, Florida ITEM TESTED Compacted Foundation Fill for Monolithic Inside Footers 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 42 108.0 97.3 4. S.W. 40 107.7 97,0 5. S. E. 38 107.3 96.7 Soil Description: Brown and Gray Sand 112.0 I 1 I ( I In Place Moisture: VV 7.4 Percent E I 1 I I I I Optimum Moisture: 0 111.0 •-•-- — •�•••�—••—•-•— ..._--- ._.._ 11.8 Percent H I I I T 1 I I I I I Max. Dry Density: P @ Test Locations The c110.0I I Density & Penetrometer F 1 I I I I Readings Indicate the Degree of Co r 19Bets o I I 109.0 I I I I Minimum j e ._K�C� R I I 1 I I for St r *Pen- Seaa�Ti s Taken Netfirdl,Grade. 108.0 -I— —.. .. _ T -Ir ResFtir�'6 `° ° �, 8 9 T - • • 1 10 11 12 13 14 22 w �T 1z Julies •. -, Moisture - % of Cary Weight Presi "•••••••••° .b`4 Fax o: SaifYtvjt►�uilding Department RECEIVED OCT-28 2014 Fax . 'ice 78-62V � E=mail to: dotty a@spanishlakes,corn Ronald G. Keller, P.E.: 37293 / SI Lic. No.: 860 / Julie E. Keller,, P.E.: 68360 10/28/2014 10:58 7725896469_\ KSM ENGINEERING PAGE 01/01 4 KELLER, SCHLEICHER & MacWILLIAM ENGINEERING AND TESTING, INC. MARTIN (772) 337-7755 PO. BOX 78-1377, SEBASTIAN, FL 32978-1377 SEBASTIAN (772) 589�0712 PALM BEACH (561) 845-7445 wwwAsmengineering.net MELBOURNE (321) 768-8488 FAX (561) 845-8876 E-Mail: KSM9WSMENGINEERING.NI;T ST. LUCIE (772) 229-9093 C.A.: 5693 FAX (772) 589-6469 .SOIL COMPACTION DEPORT ASTM D 1657 and ASTIVI D 2922 DATE TESTED PERMIT # CONTRACTOR JOB LOCATION : October 24, 2014 14090229 Wynne Development Corp. 18 Mediterranean South Spanish Lakes # 1 Port Saint Lucie, Florida JOB # : 141913-1d/ES/Ics ITEM TESTED Compacted Foundation Fill for Monolithic Inside Footers TEST LOCATION DEPTH k PEN DRY MAX. DRY PERCENT OF SAMPLE READ DENSITY PROCTOR VALUE COMPACTION 1. N.E. 0" - 12" 40 107.1 111.0 95,5 2. N.W. 36 108.6 97.8 3. Center 42, 108.0 97,3 4- S.W. 40 107.7 97-0 5. S.E. 38 107.3 96.7 Soil Description: Brown and Gray Sand 112.0 I I I I I In Place Moisture: W 7.4 Percent I �. _ I I I Optimum Moisture: 0 111.0 ----- I —.•—�.— —. ._.. - ,.,..._ 11.8 Percent H I I I I 7 I I I I I I Max. Dry Density: P 111.o P.C.F_ ° @ Test Locations The I I I I Density & Penetrometer Readings Indicate the I l I I I I Degree of Cor,p0m Bets p 109.0 _..� ,..�.._._T.._..�._._._ T Minimum�e�. i��, R j I I I I I for Stak,� ' Pen. ,t'Wa iflgs Taken it1t !RrhGrade. 108.0 vp Res ffrf' 8 9 10 11 12 13 14 ST •'• e. ...._... _",�„�,, Moisture - % of Dry Weight Julie,, F30Li�• 4 .� ti 4 Presid Fax : Saiuiiding Department Fax E-mail to: dotty@spanish lakes, corn Donald C. Keller, P.E.: 37293 / Sl Lic. No.: 860 / Julie E. Keller, P.E.: 68300 WYN` Spanish Lakes Communities Division Port Saint Lucie September 22, 2014 BUILDING CORPORATVW' A 8000 South U.S. #1 Suite 402 Port St. Lucie, FL 34952 To: St. Lucie County Building Department Attn: Permitting and/or Plan Review Re: 18 Mediterranean South Permit # 1409-0229 To Whom It May Concern: Miami Division Miami In regards to the above property, the mobile home that was located on the lot was moved off the property by the homeowner. If you have any questions I can be reached at (772) 878-5513. Thank you, Matthew Lyle Wynne - V.P. Telephones: Port Saint Lucie (772) 878-5513 Miami (305) 235-3175 JOSEPH E. SMITH, CLERK OF THE CIRCUIT.COURT - SAINT LUCIE COUNTY FILE k 3994382 OR BOOK 367• , PAGE 1085, Recorded 09/12/2014 at 11rk•?5 AM A N TO; PER MIT NUMBER: I'L•i., tni:c i. „at•r.nl Gv ,r: mdim:inL• NOTICE OF COMMENCEMENT The undersigned hereby given notice that improvement will be made to certain real property, and in accordance with Chapter 71 3, Florida statutes the following information is provided in the Notice of commencemen(. I. DESCRIPTION OF PROPERTY (Legal description and street address) TAX FOLIO NUMBER: 3 4 1 4 -50 1 -1 701 - 0 0 0 9 Spanish SUBDMSIO` 1,BI;OC1C TRACT LOT BLDG UNIT \<�tc�r. c�+,y,Qpn�J Section 26, Township +64 Ranae 40E g 2. GENERA L DESCRIPTION OF IMPROVEMENT: single family residence 3. OWNER INFORMATION: a. Name wy a,;1a; M q r Fsoration ^ ( b.Address 8000 S US1, 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 PSI, FL 34952 772-R78-551"I S. SURETY'S NAME, ADDRESS AND PHONE NUMBER AND BOND AMOUNT: I 6. LENDER'S NAME, ADDRESS AND PHONE NUMBER: 7. Persons within the State of Florida designated by Owner upon whom notices or other documents may be served as provided by Section 713.13 ())(a) 7., Florida Statutes: 2 01- 8 418 NAME, ADDRESS AND PHONE NUMBER: Doug .Brantley 1 Silver Oak Dr. PSL, FL. 8. In addition to himself or herself. Owner designates the following to receive a copy of the Lienor's Notice as provided in Section J ^ 713.1E (AFlorida Statutes: NAME, ADDRESS PHONE AND PHONE NUMBER: 9. Expiration date of notice of commencement (the expiration date is I year from the date of recording unless a different date is specified) , _:20- WARNLNG TO OWNER ANY PAYMENTS MADE BY THE OWNEg AFTERTMc MPIRATION OF THE NOTICE OF COMMENCEMENARE T -- - - ---- --PROPER PAYMENTS UNDER CHAPTER 713, PART I SECTION 713. 13. FLORIDA STATUTES. AND CAN RESULT IN YOUR PAYING TWICE F V O NOTICE KT T AN / POSTED ON THE 1!� OBTAIN T H Y 11R LENDER OR AN AX NOTICE OF COMMENCEMENT, Matthew Lyle Wynne Vice-Pres_i_dent Signature of Owner or Print Name and Provide Signatory's Title/Office Owner's Authorized Orricer/Director/Partner/Manager State of Florida County of S F_ T. u r i e- �e b The foregoing instrument was acknowledged before me this 0 y of J eerwmd Ex- .20 y gy Matthew LVle Wynne as UICF /�LESit)Era✓� (Name of person) (Type of authority...e.g. Owner, officer. trustee, attorney ,n fact) For Wynne Building Corporation (Name o(party on behalf of whom instrument was executed) Personally Known --11.r produced the following type of ID: 00ROTHY ANN BASJ /J =M�S� K; Notary Public • State of �o RoTH Y �N'a ,E7AS,Ga My Comm.Expire.Oct Commission I FF 11(Printed Name of Notary Public) (Signature of tary Public) '�` Bonded Through National NotUnder penalties of perjury, I declare that 1 have read the foregoing and that the f ctsin it are true to the est o my know ed belief (section 92,525. Flori�a Sutures). St natu w s) or Owner(s)' Authorized Officer rector/Pnrtner/Manager who signed above: By: By P... o+noaoalta..e.aW l STAiF OT FLORMA ST. LUCIE COUNTY THIS IS TO CEflTIFYTHATTHIS IS -A TINE ;► 6-c6Rr-,EcTC .Pv.?FTKE 0 RIG AA1) It, ` ey: � Date De '1`2 514 T"T I MIN, SE1BACK F:EQ, FRONT r w r1 SIDES /3CNR SIDES I�r- •. � REAR ZNG. i_ TECH W XAIJ d0 � - y. 4 9 j I- I &1,, ! 4,2- vr. 421 �L ® / Q r14 t 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 III Street: \<K City, State, Zip: PORT ST. LUCIE , FL, 34983 Owner: Design Location: FL, Fort Pierce 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 above grade (ft2) Conditioned floor area below grade (ft2) 7. Windows(118.5 sqft.) Description a. U-Factor: Sgl, U=1.30 SHGC: SHGC=0.50 b. U-Factor: N/A SHGC: c. U-Factor: N/A SHGC: -d. U-Factor: N/A SHGC: Area Weighted Average Overhang Depth: Area Weighted Average SHGC: 8. Floor Types (1720.1 sqft.) a. Slab -On -Grade Edge Insulation b. N/A c. N/A Glass/Floor Area: 0.069 New (From Plans) Single-family 1 3 No 1720 0 Area 118.50 ft2 ft2 ft2 Builder Name: WYNNE Permit Office: Permit Number: Jurisdiction: 9. Wall Types (1788.5 sqft.) a. Concrete Block - Int Insul, Exterior b. N/A c. N/A d. N/A 10. Ceiling Types (1720.0 sqft.) a. Under Attic (Vented) b. N/A c. N/A 11. Ducts a. Sup: Attic, Ret: Attic, AH: Attic 13. Heating systems ft2 a. Electric Heat Pump 0.624 ft. 0.500 14. Hot water systems Insulation Area a. Electric R=0.0 1720.10 ft2 b. Conservation features R= ft2 None R= ft2 15. Credits Total Proposed Modified Loads: 30.18 Total Standard Reference Loads: 39.33 I hereby certify that the plans and specifications covered by this calculation are in m nce with the Florida Energy Code. /f PREPARED RY DATE: - I hereby certify that thi 11 designed, is in compliance with the Florid ori� 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 pompliance with Section 553.908 Florida Statutes. BUILDING OFFICIAL: DATE: Insulation R=5.0 R= R= R= Insulation R=30.0 R= R= Area 1788.50 ft2 ft2 ftZ ft2 Area 1720.00 ft2 ft2 ft2 R ft2 6 176 Ici cy S€ER:1 .00 kBtu/hr Efficiency 41.5 HSPF:8.70 Cap: 40 gallons EF: 0.900 None PASS - Compliance requires certification by the air handier 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 V Design Location IECC Design Temp TMY Site Zone 97.5 % 2.5 % Int Design Temp Heating Design Daily Temp Winter Summer Degree Days Moisture Range FL, Fort Pierce FL_ST_LUCIE_CO_INTL 2 39 90 70 75 722 62 Low BLOCKS Number Name Area Volume 1 Blcck1 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 ft2 Medium 0.5 N 0.9 No 0 18.4 ATTIC J # 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 ft2 0.1 Wood 7/30/2012 4:20 PM EnergyGauge® USA - FlaRes2010 Section 405.4.1 Compliant Software Page 2 of 5 WALLS A Ornt Adjacent To VV211 Type Space Cavity Width le Ft In Ft Height In Area Sheathing Framing Solar R-1/211le FrqCt'on Ahqnr Belo w Cm(JP%- 1 N Exterior Concrete Block - Int Insul Main 5 69 6 8 6 590.75 ft' 0 0 0.8 0 2 N Exterior Concrete Block - Int Insul Main 5 2 6 8 0 20 ft' 0 0 0.8 0 3 E Exterior Concrete Block - Int Insul Main 5 19 6 8 0 156 ftz 0 0 0.8 0 4 S Exterior Concrete Block - Int Insul Main 5 56 1 8 0 448.6666 0 0 0.8 0 5 W Exterior Concrete Block - Int Insul Main 5 38 3 8 6 325.125 ft 0 0 0.8 0 6 S Exterior Concrete Block - Int Insul Main 5 31 0 8 0 248 ft' 0 0 0.8 0 DOORS # Ornt Door Type Space Storms U-Value Width Height Area Ft In Ft In 1 E Wood Main None 0.6 3 0 7 0 21 ft' 2 Wood Main None 0.39 3 0 7 0 16.25 ft' WINDOWS Orientation shown is the entered Proposed orientation. / Wall Overhang V # Ornt ID Frame Panes NFRC U-Factor SHGC Area Depth Separation Int Shade Screening 1 N 1 Metal Single (Tinted) Yes 1.3 0.5 24 ftz 0 ft 6 In 0 ft 0 in None None 2 E 3 Metal Single (Tinted) Yes 1.3 0.5 20 ft' 1 ft 0 in 0 ft 6 in None None 3 S 4 Metal Single (Tinted) Yes 1.3 0.5 12 ft' 1 ft 0 in 0 ft 6 in None None 4 W 5 Metal Single (Tinted) Yes 1.3 0.5 30 ft' 1 ft 0 in 0 ft 6 in None None 5 W 5 Metal Single (Tinted) Yes 1.3 0.5 32.5 ft' 0 ft 0 in 0 ft 0 in None None GARAGE # Floor Area Ceiling Area Exposed Wall Perimeter Avg. Wall Height Exposed Wall Insulation 1 382.8 ft' 382.8 ft' 64 ft 8 ft 1 INFILTRATION # Scope Method SLA CFM 50 ELA EgLA ACH ACH 50 1 Wholehouse Best Guess 0.000500 2255.7. 123.84 232.89 0.3650 9.8363 HEATING SYSTEM # System Type Subtype Efficiency Capacity Block Ducts 1 Electric Heat Pump None HSPF: 8.7 41.5 kBtu/hr 1 sys#1 COOLING SYSTEM # System Type Subtype Efficiency Capacity Air Flow SHR Block Ducts 1 Central Unit None SEER: 15 41.5 kBtu/hr cfm 0.8 1 sys#1 7/30/2012 4:20 PM EnergyGauge® USA - FlaRes2010 Section 405.4.1 Compliant Software Page 3 of 6 HOT WATER SYSTEM # System Type SubType Location EF Cap Use SetPnt Conservation 1 Electric None Garage 0.9 40 gal 60.9 gal 120 deg None SOLAR HOT WATER SYSTEM FSEC Collector Storage Cert # Company Name System Model # Collector Model # Area Volume FEF None None ft' DUCTS -- Supply --- --- Return ---- Air Percent HVAC # # Location R-Value Area Location Area Leakage Type Handler CFM 25 Leakage QN RLF Heat Cool 1 Attic 6 176 W Attic 130 ft' Default Leakage Attic (Default) (Default) % 1 1 TEMPERATURES Programable Thermostat: N Ceiling Fans: Coolingan HeatinJan [ ] Feb ( Feb [[ ]] Mar [X] Mar E _i Apr [ Apr [ May Jun Jul I May rI Jun r] Jul [X Auge l Aug Sep Oct Oct Nov ki Nov Dec Dec Ventin Jan [ j Feb [Xj Mar [x A r [ Ma Jun Jul E Au Se [X Oct Nov Dec Thermostat Schedule: HERS 2006 Reference Hours Schedule Type 1 2 3 4 5 6 7 8 9 10 11 12 Cooling (WD) AM 78 78 78 78 78 78 78 78 80 80 80 80 PM 80 80 80 80 78 78 78 78 78 78 78 78 Cooling (WEH) AM 78 78 78 78 78 78 78 78 80 80 80 80 PM 80 80 80 80 78 78 78 78 78 78 78 78 Heating (WD) AM 65 65 65 65 65 65 65 68 68 68 68 68 PM 68 68 68 68 68 68 68 68 68 68 68 68 Heating (WEH) AM 65 65 65 65 65 65 65 68 68 68 68 68 PM 68 68 68 68 68 68 68 68 68 68 68 68 7/30/2012 4:20 PM EnergyGauge® USA - FlaRes2010 Section 405.4.1 Compliant Software Page 4 of 5 FORM 405-10 Florida Code Compliance Checklist Florida Department of Business and Professional Regulations Residential Whole Building Performance Method ADDRESS: PERMIT #: PORT ST. LUCIE, FL, 34983 MANDATORY REQUIREMENTS SUMMARY - See individual code sections for full details. COMPONENT SECTION SUMMARY OF REQUIREMENT(S) CHECK Air leakage 402.4 To be caulked, gasketed, weatherstripped or otherwise sealed. Recessed lighting IC -rated as meeting ASTM E 283. Windows and doors = 0.30 cfm/sq.ft. Testing or visual inspection required. Fireplaces: gasketed doors & outdoor combustion air. Must complete envelope leakage report or visually.verify Table 402.4.2. Thermostat & 403.1 At least one thermostat shall be provided for each separate heating and controls cooling system. Where forced -air, furnace is primary system, programmable thermostat is required. Heat pumps with supplemental electric heat must prevent supplemental heat when compressor can meet the load. Ducts 403.2.2 All ducts, air handlers, filter boxes and building cavities which form the primary air containment passageways for air distribution systems shall be considered ducts or plenum chambers, shall be constructed and sealed in accordance with Section 503.2.7.2 of this code. 403.3.3 Building framing cavities shall not be used as supply ducts. Water heaters 403.4 Heat trap required for vertical pipe risers. Comply with efficiencies in Table 403.4.3.2. Provide switch or clearly marked circuit breaker (electric) or shutoff (gas). Circulating system pipes insulated to = R-2 + accessible manual OFF switch. Mechanical 403.5 Homes designed to operate at positive pressure or with mechanical ventilation ventilation systems shall not exceed the minimum ASHRAE 62 level. No make-up air from attics, crawlspaces, garages or outdoors adjacent to pools or spas. Swimming Pools 403.9 Pool pumps and pool pump motors with a total horsepower (HP) of = 1 & Spas HP shall have the capability of operating at two or more speeds. Spas and heated pools must have vapor -retardant covers or a liquid cover or other means proven to reduce heat loss except if 70% of heat from site -recovered energy. Off/timer switch required. Gas heaters minimum thermal efficiency=78% (82% after 4/16/13). Heat pump pool heaters minimum COP= 4.0. Cooling/heating 403.6 Sizing calculation performed & attached. Minimum efficiencies per Tables 503.2.3. Equipment efficiency verification required. Special equipment occasion cooling or heating capacity requires separate system or variable capacity system. Electric heat >10kW must be divided into two or more stages. Ceilings/knee walls 405.2.1 R-19 space permitting. 7/30/2012 4:20 PM 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. PORT ST. LUCIE, FL, 34983 1. New construction or existing New (From Plans) 9. Wall Types Insulation Area 2. Single family or multiple family Single-family a. Concrete Block - Inf Insul, Exterior R=5.0 1788.50 ft2 b. N/A R= ft2 3. Number of units, if multiple family 1 c. N/A R= ft2 4. Number of Bedrooms 3 d. N/A R= ft2 5. Is this a worst case? No 10. Ceiling Types Insulation Area a. Under Attic (Vented) R=30.0 1720.00 ft2 6. Conditioned floor area (ft2) 1720 b. N/A R= ft2 7. Windows" Description Area c. N/A R= ft2 a. U-Factor: SHGC=0.U=0.50 0 118.50 ft2 11. Ducts a. Sup: Attic, Ret: Attic, AH: Attic R ft2 6 176 SHGC: S b. U-Factor: N/A ft2 SHGC: 12. Cooling systems kBtu/hr Efficiency c. U-Factor: N/A ft2 a. Central Unit 41.5 SEER:15.00 SHGC: d. U-Factor: N/A ftZ SHGC: 13. Heating systems kBtu/hr Efficiency Area Weighted Average Overhang Depth: 0.624 ft. a. Electric Heat Pump 41.5 HSPF:8.70 Area Weighted Average SHGC: 0.500 8. Floor Types Insulation Area 14. Hot water systems a. Slab -On -Grade Edge Insulation R=0.0 1720.10 ft2EF: a. Electric Cap: 40 gallons b. N/A R= ft2 0.9 c. N/A R= ft2' b. Conservation features. None 15. Credits None I certify that this home has complied with the Florida Energy EffEyCard Code for Building Construction through the above energ aving features which wstalled (or exceeded) in this home before final inspectio therwise, a new EPL Dis will be completed based on installed Code comaliant fe4ures. Address of New H Date: City/FL Zip7-1;�2\— ",� *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 KA 9 - Project Summary wri htsoft Job: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 Notes: \� %oQ_C Design Information Weather: Fort Pierce, FL, US Winter Design Conditions Outside db 42 OF Inside db 70 OF Design TD 28 OF Heating Summary Structure 17435 Btuh Ducts 4298 Btuh Central vent (37 cfm) 1143 Btuh Humidification 0 Btuh Piping 0 Btuh Equipment load 22876 Btuh Infiltration Method Simplified Construction quality Average Fireplaces 0 Heatingg 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 25HCB536A30 AHRI ref no3032420 / Efficiency Heating input Heating output Temperature rise Actual air flow Air flow factor Static pressure Space thermostat 8.5 HSPF 36000 Btuh @ 470F 28 OF 1180 cfm 0.054 cfm/Btuh 0 in H2O Summer Design Conditions Outside db 90 OF Inside db 75 OF Design TD 15 OF Daily range Relative humidity L 50 % Moisture difference 61 gr/lb Sensible Cooling Equipment Load Sizing Structure 18569 Btuh Ducts 5276 Btuh Central vent (37 cfm) 612 Btuh Blower 0 Btuh Use manufacturer's data n Rate/swing multiplier 0.95 Equipment sensible load 23235 Btuh Latent Cooling Equipment Load Sizing Structure 2469 Btuh Ducts 1535 Btuh Central vent (37 cfm) 1552 Btuh Equipment latent load 5556 Btuh Equipment total load 28790 Btuh Req. total capacity at 0.70 SHR 2.8 ton Cooling Equipment Summary Make Carrier Trade COMFORT 15 PURON HP Cond 25HCB536A30 Coil FX4DN(B,F)037 AHRI ref no3032420 Efficiency 12.7 EER, 15 SEER Sensible cooling 24780 Btuh Latent cooling 10620 Btuh Total cooling 35400 Btuh Actual air flow 1180 cfm Air flow factor 0.049 cfm/Btuh Static pressure 0 in H2O Load sensible heat ratio 0.81 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. .� Wrl F1tSOft' 2012-Aug-02 20:38:19 9 Right -Suite® Universal 2012 12:0.04 RSU05864 Page 1 ACC% E:1Wrightsoft HVAC1Wynne Corp1WYNNE CARLTON 70 Ill.rup Calc = MJ8 Front Door faces: W Load Short Form Job: " wrightsoftW Date: JULY 25, 2012 Entire House By: PATRICIA ZIMMERMAN COMFORT CONTROL OF SLC, INC. 1501 SE BILTMORE ST., PORT ST. LUCIE, FL 34983 Phone: 772-878-2799 Fax: 772-785-9144 Web: comfortcontrolofslc.com ---Project Information For: CARLTON 70111 BEDROOM, WYNNE BUILDING CORP. PORT ST. LUCIE, FL 34983 Design Information Htg Clg Infiltration Outside db (OF) 42 90 Method Simplified Inside db (OF) 70 75 Construction quality Average Design TD (OF) 28 15 Fireplaces 0 Daily range - L Inside humidity (%) 30 50 Moisture difference (gr/lb) 1 61 HEATING EQUIPMENT Make Carrier Trade COMFORT 15 PURON HP Model 25HCB536A30 AHRI ref no3032420 Efficiency Heating input Heating output Temperature rise Actual air flow Air flow factor Static pressure Space thermostat 8.5 HSPF 36000 Btuh @ 47°F 28 OF 1180 cfm 0.054 cfm/Btuh 0 in H2O COOLING EQUIPMENT Make Carrier Trade COMFORT 15 PURON HP Cond 25HCB536A30 Coil FX4DN(13,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 ur. rl cnn_ c000 c7A4 704 ')GA LI VIINU MIVI ozu 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 XCK EAWrightsoft 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 r. A nn nn0-70 no nn 44 on 44on U 1/1LC7 IrLV LGVIV GV/VV I IVV 1 IVV Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wri htsoft' 2012-Aug-02 20:38:19 9 Right-Sufte® Universal 12.0.04 RSU05864 Page 2 ACCA E:\Wrightsoft HVAC\Wynne Corp\WYNNE CARLTON 70 Ill.rup Calc = MJ8 Front Door faces: W -Fr,- wrightsofV Right-JO Worksheet Entire House COMFORT CONTROL OF SLC, INC. 1501 SE BILTMORE ST., PORT ST. LUCIE, FL 34983 Phone: 772-878-2799 Fax 772-785-9144 Web: comfortcontrolofslc.com Job: Date: JULY 25, 2012 By: PATRICIA ZIMMERMAN 1 Room name Entire House FOYER 2 Exposed wall 179.0 ft 6.0 ft 3 Room height 8.6 ft d 8.0 ft heat/cool 4 Room dimensions 6.0 x 17.0 ft 5 Room area 1720.0 ft' 102.0 ft' Ty Construction U-value Or HTM Area (ft� Load Area (ft� Load number (BtuhJW °F) (Btuh/ft� or perimeter (ft) (Btuh) or perimeter (ft) (Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 Y 12C-Osw 0.091 n 2.55 2.18 591 579 1474 1264 0 0 0 0 1 Dc2om 0.870 n 24.36 27.10 12 0 292 325 0 0 0 0 -� W 13A-5ocs 0.125 n 3.50 2.22 20 20 70 44 0 0 0 0 12C-Osw 0.091 a 2.55 2.18 156 115 293 251 48 27 69 59 11 1A-r1ob 1.080 a 30.24 48.10 20 1 605 962 0. 0. 0 0 11J0 0.600 a 16.80 17.40 21 21 353 365 21 21 353 365 �j T-G 12C-Osw 0.091 s 2.55 2.18 449 443 1128 967 0 0 0 0 1A-r1om 1.270 s 35.56 26.39 6 6 213 158 0 0 0 0 IW 12C-Osw 0.091 w 2.55 2.18 325 262 668 573 0 0 0 0 1 D-c2ow 0.570 w 15.96 59.58 30 2 479 1788 0 0 0 0 {--v Lj 4A5-2omd 0.770 w 21.56 47.10 33 0 701 1531 0 0 0 0 P 12B-Obw 0.097 - 2.72 0.85 248 232 629 198 124 124 337 106 L--D 11DO 0.390 n 10.92 11.31 16 16 177 184 0 0 0 0 C 16A-30ml 0.032 0.90 2.32 1720 1720 1541 3990 102 102 91 237 F 22A-tpm 1.180 33.04 0.00 1720 179 5914 0 102 6 198 0 6 c) AED excursion 1092 -24 Envelope loss/gain 14539 13693 1046 743 12 a) Infiltration 2896 816 90 25 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 2 460 0 0 Appliances/other 1 36001 10 Subtotal (lines 6 to 13) 17435 18569 1138 769 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 17435 18569 1138 769 15 Duct loads 25% 28% 4298 5276 16%1 181/4' 183 135 Total room load 21733 23845 1321 904 Air required (cfm) 1180 1180 72 45 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wrightsoft° 2012-Aug-02 20:38:19 Right -Suite® Universal 2012 12.0.04 RSU05864 Page 1 14CC4" E:%Wrightsoft HVAC1Wynne Carp%WYNNE CARLTON 70 Ill.rup Calc = MJ8 Front Door faces: W - wrightsoft' Right-J® Works heet 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 LAUNDRY KITCHEN 2 Exposed wall 7.5 ft 0 ft 3 Room height 8.0 ft heat/cool 8.0 ft heat/cool 4 Room dimensions 7.0 x 7.5 ft 1.0 x 144.0 ft 5 Room area 52.5 ft' 144.0 ft' Ty Construction U-value Or HTM Area (M Load Area (ft2) Load number (Btuh/M-°F) (Btuh/ft� or perimeter (ft) (Btuh) or perimeter (ft) (Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 V,V 12C-0sw 0.091 n 2.65 2.18 0 0 0 0 0 0 0 0 C 1 D-c2om 0.870 n 24.36 27.10 0 0 0 0 0 0 0 0 W 13A-5ocs 0.125 n 3.50 2.22 0 0 0 0 0 0 0 0 12C-0sw 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-0sw 0.091 s 2.55 2.18 60 60 153 131 0 0 0 0 1A-r1om 1.270 s 35.56 26.39 0 0 0 0 0 0 0 0 W 12C-0sw 0.091 w 2.55 2.18 0 0 0 0 0, 0 0 0. D-c2ow 0.570 w 15.96 59.58 0 0 0 0 0 0 0 0 Ij1 4A5-2omd 0.770 w 21.56 47.10 0 0 0 0 0 0 0 0 P 126-Obw 0.097 - 2.72 0.85 56 40 108 34 68 68 185 58 L--D 11DO 0.390 n 10.92 11.31 16 16 177 184 0 0 0 0 C 16A-30ml 0.032 0.90 2.32 53 53 47 122 144, 144 129 334 F 22A-tpm 1.180 33.04 0.00 53 8 248 0 144 0 0 0 6 c) AED excursion -51 -84 Envelope loss/gain 733 419 314 308 12 a) Infiltration 113 32 0 0 b) Room ventilation 0 0 0 0 13 Intemal gains: Occupants @ 230 0 0 0 0 Appliances/other 1 12001 12400 Subtotal (lines 6 to 13) 846 1651 314 2708 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 846 1651 314 2708 15 Duct loads 16% 18% 1361 291 16% 18% 50 477 Total room load 982 1942 364 3185 Air required (cfm) 1 1 53 961 1 20 158 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. WrlgFftsOft' 2012-Aug-0220:38:19 Right -Suite® Universal 12.0.04 RSU05864 Page 2 ''��` E:\Wrightsoft HVAC\Wynne Corp\WYNNE CARLTON 70 Ill.rup Calc = MJ8 Front Door faces: W -++ wrightsoft' Right-J® Worksheet Entire House COMFORT CONTROL OF SLC, INC. 1501 SE BILTMORE ST., PORT ST. LUCIE, FL 34983 Phone: 772-878-2799 Fax 772-785-9144 Web: comfortcontrolofslc.com Job: Date: JULY 25, 2012 By: PATRICIA ZIMMERMAN 1 Room name MS BATH MS CLOSET 2 Exposed wall 8.0 ft 0 ft 3 Room height 8.0 ft heat/cool 8.0 ft heat/cool 4 Room dimensions 7.0 x 8.0 ft 7.0 x 9.0 ft 5 Room area 56.0 W 63.0 ft' Ty Construction U-value Or HTM Area (ft� Load Area (ft� Load number (Btuh/W °F) (Btu ft� or perimeter (ft) (Btuh) I or perimeter (ft) (Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 T� �G 12C-0sw 0.091 n 2.55 2.18 0 0 0 0 0 0 0 0 1 D-c2om 0.870 n 24.36 27.10 0 0 0 0 0 0 0 0 W 13A-5ocs 0.125 n 3.50 2.22 0 0 0 0 0 0 0 0 12C-OSW 0.091 a 2.55 2.18 0 0 0 0 0 0 0 0 11 F--G 1A-r1ob 1.080 a 30.24 48.10 0 0 0 0 0 0 0 0 11J0 0.600 a 16.80 17.40 0 0 0 0 0 0 0 0 _D IW 12C-Osw 0.091 s 2.55 2.18 64 58 148 127 0 0 0 0 '--G 1A-rlom 1.270 s 35.56 26.39 6 6 213 158 0 0 0 0 W 12C-Osw 0.091 w 2.55 2.18 0 0 0 0 0 0 0 0 D-c2ow 0.570 w 15.96 59.58 0 0 0 0 0 0 0 0 Ij1 4A5-2omd 0.770 w 21.56 47.10 0 0 0 0 0 0 0 0 P 12B-Obw 0.097 - 2.72 0.85 0 0 0 0 0 0 0 0 11DO 0.390 n 10.92 11.31 0 0 0 0 0 0 0 0 C 16A-30ml 0.032 0.90 2.32 56 56 50 130 63 63 56 146 F 22A-tpm 1.180 33.04 0.00 56 8 264 0 63 0 0 0 6 c) AED excursion -13 -4 Envelope loss/gain 676 401 56 142 12 a) Infiltration b) Room ventilation 120 0 34 0 0 0 0 0 13 Intemal gains: Occupants @ 230 Appliances/other 0 0 0 0 10 0 Subtotal (lines 6 to 13) 796 435 56 142 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 15 Subtotal Ductloads 1 16% 15%1 796 128 435 65 32% 42% 56 18 142 60 Total room load I 1 924 500 74 202 Air required (cfm) 50 25 4 10 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. 'rp- wrightsoft' Right-Suite(S)Universal 2012 12.0.04 RSU05864 2012-Aug-02 2 Page 3 14� E:\Wrightsoft HVAC\Wynne Corp\WYNNE CARLTON 70 Ill.rup Calc = MJ8 Front Door faces: W -FF 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 MS BDRM HALL 2 Exposed wall 49.0 ft 0 ft 3 Room height 8.5 ft heat/cool 8.0 ft heat/cool 4 Room dimensions 1.0 x 304.5 ft 4.5 x 5.0 ft 5 Room area 304.5 ft' 22.5 ft' Ty Construction U-value Or HTM Area (ftl Load Area (ft� Load number (Btuh/ft2- °F) (Btuh/ft� or perimeter (ft) (Btuh) or perimeter (ft) (Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 W �G 12C-0sw 0.091 n 2.55 2.18 81 81 206 176 0 0 0 0 1 D-c2om 0.870 n 24.36 27.10 0 0 0 0 0 0 0 0 W 13A-5ocs 0.125 n 3.50 2.22 0 0 0 0 0 0 0 0 \ 12C-Osw 0.091 a 2.55 2.18 0 0 0 0 0 0 0 0 11 1A-r1ob 1.080 a 30.24 48.10 0 0 0 0 0 0 0 0 F--G �D 11J0 0.600 a 16.80 17.40 0 0 0 0 0 0 0 0 Val T-G 12C-Osw 0.091 s 2.55 2.18 217 217 552 473 0 0 0 0 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 2.18 119 89 227 194 0 0 0 0 D-c2ow, 0.570 w 15.96 59.58 30 2 479 1788 0 0 0 0 Lt1 4A5-2cmd 0.770 w 21.56 47.10 0 0 0 0 0 0 0 0 P 12B-Obw 0.097 - 2.72 0.85 0 0 0 0 0 0 0 0 I---D 11 DO 0.390 n 10.92 11.31 0 0 0 0 0 0 0 0 C 16A-30ml 0.032 0.90 2.32 305 305 273 706 23 23 20 52 F 22A-tpm 1.180 33.04 0.00 305 49 1619 0 23 0 0 0 6 c) AED excursion 855 -2 Envelope loss/gain 3355 4193 20 51 12 a) Infiltration b) Room ventilation 783 0 221 0 0 0 0 0 13 Intemal gains: Occupants @ 230 0 0 0 0 Appliances/other 1 0 0 Subtotal (lines 6 to 13) 4138 4414 20 51 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 4138 4414 20 51 15 Duct loads 1 32% 42% 13051 1874 32%1 42% 6 21 Total room load 5443 6287 27 72 Air required (cfm) 296 311 1 4 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wri htsoft' 2012-Aug-02 20:38:19 9 Right-Suite(g) Universal 2012 12.0.04 RSU05864 Page 4 �� E:\Wrightsoft HVAC\Wynne Corp\WYNNE CARLTON 70 Ill.rup Calc = MJ8 Front Door faces: W wrightsoft' Right-M Worksheet Entire House COMFORT CONTROL OF SLC, INC. 1501 SE BILTMORE ST., PORT ST. LUCIE, FL 34983 Phone: 772-878-2799 Fax: 772-785-9144 Web: comfortcontrolofslc.com Job: Date: JULY 25, 2012 By: PATRICIA ZIMMERMAN 1 Room name BATH BDRM 2 2 Exposed wall 5.0 ft 40.5 ft 3 Room height 8.0 ft heat/cool 8.0 ft heat/cool 4 Room dimensions 9.0 x 5.0 ft 1.0 x 193.5 ft 5 Room area 45.0 ft' 193.5 ft2 Ty Construction U-value Or HTM Area (M Load Area M Load number (Btuh/ft'--°F) (Btuh/ft� or perimeter (ft) (Btuh) or perimeter (ft) (Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 Ve12C-0sw 0.091 n 255 2.18 40 40 102 87 108 108 275 236 - G 1 D-c2om 0.870 n 24.36 27.10 0 0 0 0 0 0 0 0 W 13A-5ocs 0.125 n 3.50 2.22 0 0 0 0 0 0 0 0 12C-Osw 0.091 a 2.55 2.18 0 0 0 0 108 88 224 192 11 1A-r1ob 1.080 a 30.24 48.10 0 0 0 0 20 1 605 962 D 11Jo 0.600 a 16.80 17.40 0 0 0 0 0 0 0 0 12C-Osw 0.091 s 2.55 2.18 0 0 0 0 108 108 275 236 1A-r1om 1.270 s 35.56 26.39 0 0 0 0 0 0 0 0 IWI 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 L___G EG 4A'5-2omd 0.770 w 21.56 47.10 0 0 0 0 0 0 0 0 P 1213-0bw 0.097 - 2.72 0.85 0 0 0 0 0 0 0 0 L--D 11 DO 0.390 n 10.92 11.31 0 0 0 0 0 0 0 0 C 16A-30ml 0.032 0.90 2.32 45 45 40 104 194 194 173 449 F 22A-tpm 1.180 33.04 0.00 45 5 165 0 194 41 1338 0 6 c) AED excursion -6 -49 Envelope loss/gain 307 185 2891 2025 12 a) Infiltration 75 21 609 172 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) 1 383 207 350012197 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 383 207 3500 2197 15 Duct loads 32% 42% 121 88 32% 42% 1104 933 Total room load 503 2941--7 4604 3130 Air required (cfm) 1 27 15 250 155 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wrightsoft° 2012-Aug-02 20:38:19 Right -Suite® Universal 2012 12.0.04 RSU05864 Page 5 AC00" E:%Wrightsoft HVAC1Wynne 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: comfort controlofslc.com Job: Date: JULY 25, 2012 By: PATRICIA ZIMMERMAN 1 Room name CLOSET BDRM 3 2 Exposed wall 2.5 ft 14.0 ft 3 Room height 8.0 ft heat/cool 8.0 ft heat/cool 4 Room dimensions 9.0 x 2.5 ft 13.5 x 14.0 ft 5 Room area 22.5 ft' 189.0 W Ty Construction U-value Or HTM Area (ft� Load Area (ft� Load number (Btuh/ftk'F) (Btuh/ft� or perimeter (ft) (Btuh) or perimeter (ft) (Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 VV 12C-Osw 0.091 n 2.55 2.18 0 0 0 0 112 100 255 218 I--G 1 D-c2om 0.870 n 24.36 27.10 0 0 0 0 12 0 292 325 W 13A-5ocs 0.125 n 3.50 2.22 20 20 70 44 0 0 0 0 12C-Osw 0.091 a 2.55 2.18 0 0 0 0 0 0 0 0 11ti 1A-r1ob 1.080 a 30.24 48.10 0 0 0 0 0 0 0 0 11J0 0.600 a 16.80 17.40 0 0 0 0 0 0 0 0 IW 12C-Osw 0.091 s 2.55 2.18 0 0 0 0 0 0 0 0 '-G IA-rlom 1.270 s 35.56 26.39 0 0 0 0 0 0 0 0 W 12C-Osw 0.091 w 2.55 2.18 0 0 0 0 0 0 0 0 1 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 L-D 11 DO 0.390 n 10.92 11.31 0 0 0 0 0 0 0 0 C 16A-30ml 0.032 0.90 2.32 23 23 20 52 189 189 169 438 F 22A-tpm 1.180 33.04 0.00 23 3 83 0 189 14 463 0 6 c) AED excursion -3 -31 Envelope loss/gain 173 93 1179 951 12 a) Infiltration 38 11 211 59 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 0 0 0 0 Appliances/other 0 0 Subtotal (lines.6 to 13) 210 104 1390 1010 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 210 104 1390 1010 15 Duct loads 1 32% 42% 66 44 32% 42% 438 429 Total room load 277 148 1828 1439 Air required (cfm) 15 7 99 71 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. WtTlghtSOTt' 2012-Aug-02 20:38:19 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 -9- wrightsoft• Right-J® Worksheet Entire House COMFORT CONTROL OF SLC, INC. 1501 SE BILTMORE ST., PORT ST. LUCIE, FL 34983 Phone: 772-878-2799 Fax 772-785-9144 Web: comfortcontrolofslc.com Job: Date: JULY 25, 2012 By: PATRICIA ZIMMERMAN 1 Room name LIVING RM 2 Exposed wall 46.5 ft 3 Room height 9.8 ft heat/cool 4 Room dimensions 1.0 x 525.5 ft 5 Room area 525.5 ftz Ty Construction U-value Or HTM Area M Load Area Load number (13tuh/W *F) (Btuh/ft� or perimeter (ft) (Btuh) or perimeter Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 %E-G 12C-0sw 0.091 n 2.55 2.18 250 250 637 546' 1 D-c2om 0.870 n 24.36 27.10 0 0 0 0 W 13A-5ocs 0.125 n 3.50 2.22 0 0 0 0 12C-Osw 0.091 a 2.55 2.18 0 0 0 0 11 1A-r1ob 1.080 a 30.24 48.10 0 0 0 0 11,10 0.600 a 16.80 17.40 0 0 0 0 VN 12C-Osw 0.091 s 2.55 2.18 0 0 0 0 1-- G 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 1 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 12B-Obw 0.097 - 2.72 0.85 0 0 0 0 -D 11 DO 0.390 n 10.92 11.31 0 0 0 0 C 16A-30ml 0.032 0.90 2.32 526 526 471 1219. F 22A-tpm 1.180 33.04 0.00 526 47 1536 0 6 c) AED excursion 506 Envelope loss/gain 3786 4180 12 a) Infiltration 857 242 b) Room ventilation 0 0 13 Intemal gains: Occupants @ 230 2 460 Appliances/other 0 Subtotal (lines 6 to 13) 4643 4882 Less external load 0 0 Less transfer 0 0 Redistribution 0 0 14 Subtotal 4643 4882 15 Duct loads 16% 18% 745 859 Total room load 5388 5741 Air required (cfm) 293 284 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. -� wrightsoft" 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 " Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. MiTek" RE: ml 1324 - 70' Carlton Elev D MiTek USA, Inc. Site Information: 6904 Parke East Blvd. Customer Info: WYNNE BUILDING CORPORATIN Project Name: m11324 Model: Tampa, FL3361011115 Lot/Block- Subdivision: Address: City: ST LUCIE State: FL Name Address and License # of Structural Engineer of Record, If there is �e fAe building. Name: License #: Address: lap City: State: General Truss Engineering Criteria & Design Loads (Individual Tru . Des' • Drawings Show Special Loading Conditions): Design Code: FBC2010/TP12007 Design Program: �ix/20 � 7.3 Wind Code: ASCE 7-10 [All HeighII Wind Speed: 165 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 G15-31.003, section 5 of the Florida Board of Professional En ineers Rules. 9 No. Seal# Truss Name Date No. Seal# Truss Name Date 1 T6391319 Al 6/30/014 18 T6391336 JA 6/30/014 12 I T6391320 I A2 16/30/014 119 I T6391337 J B 16/30/014 I 13 I T6391321 I A3 16/30/014 120 I T6391338 I J C 16/30/014 I4 I T6391322 I A4 16/30/014 121 I T6391339 I KJ5 16/30/014 I5 I T6391323 I A5 16/30/014 122 I T6391340 I KJ7 16/30/014 I I6 I T6391324 I A6 16/30/014 123 I T6391341 I KJA 16/30/014 I 17 I T6391325 I A7 16/30/014 124 I T6391342 I KJ B 16/30/014 I 18 I T6391326 I A 16/30/014 125 I T6391343 I MV2 16/30/014 I 19 IT6391327 I B 16/30/014 126 I T6391344 I MV4 16/30/014 II 110 IT6391328 I BH7 16/30/014 11 T6391329 I GRA 16/30/014 I 12 T6391330 I GRB 16/30/014 I 113 I T6391331 I GRC 16/30/014 I 114 I T6391332 I J 1 16/30/014 I 115 IT6391333 I J3 16/30/014- I 116 I T6391334 I J5 16/30/014 I 117 I T6391335 I J7 16/30/014 I The truss drawing(s) referenced above have been prepared by MiTek Industries, Inc. under my direct supervision based on the parameters provided by Chambers Truss. Truss Design Engineer's Name: Velez, Joaquin My license renewal date for the state of Florida is February 28, 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. 1 N * ! 68182 .�.. STATE OF :�� litFs 0 R k c� FL Cert. 6634 June 30,2014 Velez, Joaquin 1 of 1 Job Truss Truss Type Qty Ply E;CadtonElevI) T6391319 m11324 q1 SPECIAL 9 1 ReferenceJob o ' �namoers , russ inc., ron rierce m. s4sez 7.350 s Sep 27 2012 MiTek Industries, Inc. Mon Jun 30 11:19:13 2014 Page 1 ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-o774rUlygIC51 OG7AeByGTZ6tLGiHkGGdQn6QAzl7GC 1-0 7-8-0 13-7-8 17.6-0 23-11-12 26-9-10 38-D-0 6-0 0 0 7-8-0 5-11-8 3-10 8 65 12 2-9-14 8-2-6 0 0 �1 d 4.00 12 5x6 = Scale = 1:60.3 4x4 = 4x8 = 2x3 II 5x12 = 2.00 12 7-8-0 13-7-8 23-11-12 35-0-0 7-8-0 5-11-8 1 D-44 11-0-4 Plate Offsets (X Y): [2:0-3-14.Edge). 18:0-3-0 Edge) H 0.0-5-2.Edgel LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.86 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 2441190 BCLL 0.0 Rep Stress Incr YES WB 0.48 Horz(TL) 0.39 10 n/a n/a BCDL 5.0 Code FBC20101TPI2007 (Matrix) Weight: 158lb FT=0% LUMBER BRACING TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-2-0 cc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 4-0-1 cc bracing. WEBS 2x4 SP No.3 *Except' WEBS 1 Row at midpt 6-12 6-12: 2x4 SP M 30 MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 2=102110-8-0 (min. 0-1-8), 10=1023/0-8-0 (min. 0-1-8) Max Horz 2=224(LC 7) Max Uplift 2=837(LC 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=3881377 a urrrr NOTES ����u N balanced root live loads have been considered for this design. ,,,�OPQ... • ... E 2) Wind: ASCE 7-10; VuR=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=45ft; L=50ft; eave=6ft; Cat. �� , •.'��Ci Ns •� II; Exp C; Encl., GCpi=0.18; MWFRS Lumber DOL=1.60 DOL=1.60 F (directional); plate grip �� • 3) All plates are MT20 plates unless otherwise indicated. N( 6$182 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. r * * y 5)' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 5.0psf. 6) Bearing at joint(s) 10 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify w -10 t % 0: capacity of bearing surface. : 13 ', 7 O F : UJ Z. 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. �� •.� Q�.' �� "Semi heels" Member 8) -rigid pitchbreaks including end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard 11 I r N FL Cert. 6634 June 30,2014 ®FYi1RMM., •Verity design y�arameten aad RFi1D tdJ7ESGH 7tifSAND Iht7.tlDED Mt1FKREfEREMFPAGEM77-7473 mx, 2J13J20Id8ffaAEUSE Design vorid 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 responsibTty, of building designer- not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibility, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding MiTek fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 69D4 Parke East Blvd. Salety Infonnatlon vol able from Truss Plate Institute, 781 N. Lee Street. Suite 312. Alexandria, Vqq 2314. ItSouthemPine�SP}Iumberisspecdied,thedesignvaluesarethoseeffectdhr 06,�01/2D13byAL5C Tampa, FL 33610-0115 Job Truss Truss Type Qty Ply Elev DT6391320 m11324 A2 SPECIAL 1 1.4b E'Cadton Reference (oottonall Chambers Truss Inc., Fort Pierce Ft. 34962 7.350 s Sep 27 2012 MiTek Industries, Inc. Mon Jun 30 11:19:13 2014 Page 1 ID:_kfiGCA6bx7j2Syl HDXFw7ye310(-o??4rUlygIC51 OG7Ae6yGTZ6sLFIHgkGdQn6QAzl7GC 1-0- 17. 13-7-8 17-0-0 18-0- 23-11-12 26-9-10 35-0-0 6-0 0-0 7-8-0 5-11-8 314 8 -0-0 5-11-12 2-9-14 8-2 6 -M 4.00 12 4x4 % 4x5 6 7 4x4 = 17 16 3x4 = 4x6 = 2x3 11 6x12 = 3x5 2.00 12 Scale = 1:62.3 2 d 7-6-0 13-7-8 17-0-0 18 23-11-12 35-0-0 7-8-0 5-11-8 3� B 5 0 0 11-12 11-0-4 _Plate Offsets (X.Y): F2:0-3-14.Edgel, 19:0-3-O.Edgel it 1:0-5-2.F-dgej LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefi L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.86 Vert(LL) 0.76 13 >540 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.86 Vert(TL) -1.19 11-13 >347 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.70 Horz(TL) 0.42 11 n/a n/a BCDL 5.0 Code FBC2010fTP12007 (Matrix) Weight: 168 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 4-0-9 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt B-14 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 2=986/0-8-0 (min. 0-1-8), 11=986/0-8-0 (min. 0-1-8) Max Horz 2=218(LC 7) Max Uplift 2=837(LC 8), 11=837(LC 8) Max Grav 2=1171(LC 2), 11=1171(LC 2) FORCES '(Ib) - 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=188011381, 7-8=2019/1397, 8-9=-4321/2829, 9-10=-4369/2821, 10-11=4778/3131 BOT CHORD 2-17=1580/2533, 16-17=1580/2533, 15-16=117412004, 14-15_ 1013/1855, 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, B-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=45111; L=50ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=O.1 B; 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 FL Cert. 6634 June 30,2014 ®WARMAG-t'eriff desga pammewn ®ad RFAD iioms Gfl7MSAm imtow miu rRmREAkE PAGE M71-)473 mw I/M/2016WOMNSE Design valid for use only with M7ek connectors. This design is based only upon parameters shown, and Is for an Individual bullding component. Applicability of design parameters and proper Incorporation of component Is responsibility of building designer -not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility ity of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/rPl1 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, FL 33810.4115 It 5outhern Pine SP lumber is3pecified, the design values are those effective 06)u1/2013 byALSC Job Truss Truss Type Qty Ply Elev DT6391321 T70'adton m11324 A3 SPECIAL ce o I � �•� ^ ��_�� • +��� L.3ou s aep z/ ZVlZ MI1 eK mauslnes, Inc. Mon Jun 3U 11:19:l4 ZUl4 Pagel ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-GBZS3gJabbKyfYrJkMfBoh5JAIbe03nQr4Wgzdzl7GB 15-0 0 20-0-0 23-11-12 26-g-10 35-D-0 6-0- -0-0 8-0-1 6-11-15 5-D 0 3-11-12 2-9-14 8-2-6 -M Scale=1:62.3 4.00 12 4x5 % 4x4 e, d 4x4 = 15 2x3 11 5x6 — 4x8 = 2.00 12 8-0-1 13-7-8 20.0-0 z311-12 35-0-0 -0- 81 5-7-7 6.4-B 3-11-12 11-D4 Plate Offsets (X Y)' [270-3-14 Edge) r9.0-3-0 Edgel. F10'0-5-2 Edge] LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.76 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/TP12007 (Matrix) Weight: 159 lb FT = O% LUMBER TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 REACTIONS (lb/size) 2=986/0-8-0 (min. 0-1-8), 10=986/0-8-0 (min. 0-1-8) Max Horz 2=194(LC 7) Max Uplift 2=837(LC 8), 10=837(LC 8) Max Grav 2=1171(LC 2), 10=1171(LC 2) BRACING TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 4-1-13 oc bracing. 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=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=4723/30B8 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=-272/588, 6-13=-306/516,7-13=-2100/1327, 7-12=939/1576, B-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) Vesd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=45ft; L=501t; 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 20.0psf 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. 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 Ib 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 ..,,,QUI N'tVE 1�i�i .•��� E NSF•••c' N 68182 T OF : Z FL Cert. 6634 June 30,2014 ®fyARNrh:s -yedty rfesiryr pa�ams�rs uad RIAD J'.tl7ESGN7HrSAND IFh1VDE0 MITFxRE'FEREKE r+4fE Ml!-MJ3 mk lJd9f20.tdi?i}'OAEIME � Design valid for use only with Mnek 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 responsibilrity of the erector. Additional bracing of the overall structure is the responsibility the building designer. For MiTek• permanent of general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPll Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke Fast Blvd. Solely Inlormotlon gvailable from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 314. 1f Southern Pine tsP f lumber is specified, the design values are those effective 06)01/2013 by ALSC Tampa, FL 33610-4115 Job Truss Truss Type Qty Ply Carlton Elev D [0- T6391322 m11324 A4 SPECIAL 1 1 vt eee e -.;namoers i russ inc., Ton Tierce H. a4ee[ 7.350 s Sep 27 2012 MiTek Industries, Inc. Mon Jun 30 11:19:15 2014 Page 1 I D:_kfiGCA6bx7j2Syl HDXFw7ye3"-k07gGAJGMvSpHhQv13AQLueRe9xo WjZ4kGDV3zl7GA 1-0 7-8-0 13-0-0 22-0-0 23-11-12 26-9-10 36-0-0 6-0 0 0 7-8-0 5�-0 9-D-0 1.11-12 2-9-14 8-2-6 -0-0 5x10 5x6 = 3x6 S 4.00 12 4 5 6 2x3 11 5x12 = 2.00 12 4x8 = Scale = 1:61.3 7-6-0 13-7-8 22-0-0 23-11-12 35-0-0 7-8-0 5-11-8 B-4-8 1-11-12 11-0-4 Plate Offsets (X.Y): [_2:0-3-14.Edgel. [4:0-5-0.0-2-01. [8:0-5-2.Edgel 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.B5 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 FBC2010/7PI2007 (Matrix) Weight: 157 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP M 30 *Except* TOP CHORD Structural wood sheathing directly applied. 4-5: 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 4-1-3 oc bracing. BOT CHORD 2x4 SP M 30 MTek recommends that Stabilizers and required cross bracing WEBS 2x4 SP No.3 be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 2=98610-8-0 (min. 0-1-8), 8=986/0-8-0 (min. 0-1-8) Max Horz 2=170(LC 7) Max Uplift 2=837(1_C 8), 8=-837(LC 8) Max Grav 2=1171(LC 2), 8=1171(LC 2) FORCES (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=2732/1777, 3-4=-2167/1493, 4-5=3002/2033, 5-6=3106/2070, 6-7=-4297/2756, 7-8=4794/3146 BOT CHORD 2-13=1570/2517, 12-13=-1570/2517, 11-12=1195/2039, 10-11=2412/4080, 8-10=2897/4519 WEBS 3-1 2=626/420, 4-11=-616/1112, 5-11=266/557, 6-11=1558/940, 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; 8=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 00I N I/VF,lee i i * N 68182 w rrZ �. T O F �tllllll FL Cert. 6634 June 30,2014 ®W,4MM .W ifr design p---&. and READ FATES aNVUSAND I=UAFD NIMCREFERENCEFACE MII-M73 rex IftSf20tdMem.WE Design valid for use only with MRek 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 -C•�YC Is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsbillity of the -.Y�• 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/TPI7 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information vat able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA y2314. I t 5o uthem P ine�SP` lumber, is sp ec iiied, the design value3 are those effective t76,r4112013 by AtSC Tampa. FL 33610-4115 Job Truss Truss Type Qty Ply Elev D T6391323 m11324 AS SPECIAL 1 1 [O'Cariton ReferenceV. Job i.namu... russ inc., run rierce ri.. .oz 7.350 s Sep 27 2012 MiTek Industries, Inc. Mon Jun 30 11:19:15 2014 Page 1 ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-kO7gGAJCMvSpHhQM3AQLueQp9x9lavZ4kGDV3zl7GA 1-0 7-10-13 11-0-0 17-11-10 24-0.0 26 6-1 35 0.0 6-0 -0-0 7-10-13 3-1-3 6 11-10 6-0 6 2-8-1 B-3-15 -0-0 4.00 12 5x10 3x4 = 45 3x4 = 5x6 2.00 12 Scale = 1:61.3 1140-0 13-7-8 23-11-12 35-0-0 11-0-0 2-7 8 1011 4 11-0-4 Plate Offsets (XY)• 1270-3-14 Edgy 14.0-5-00.2-01,18:D-5-2 Edge] LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Lid PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.90 Vert(LL) 0.74 10 >555 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.83 Vert(TL) -1.21 10-11 >341 240 MT18HS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.72 Horz(TL) 0.39 8 n/a n/a BCDL 5.0 Code FBC20101TP12007 (Matrix) 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/O-8-0 (min. 0-1-8) Max Harz 2=146(LC 7) Max Uplift 2=837(LC 8), 8=837(LC B) 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=1096/784, 5-10=-444/964, 6-10=748/1211, 7-10=466/436 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph Vasd=128mph; ���►� ��� N (3-second gust) TCDL=4.2psf; BCDL=3.0psf; h=12ft; 6=45ft; L=50ft; eave=6ft; Cat. ��� v V F�� II; Exp C; Encl., GCpi=0.18; MWFRS (directional); LumberDOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to water ���`�P�.••"•• �i G E N 5.� ��= prevent ponding. 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 0 •� 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 B. Z 13 T 0 F ((/: 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 1000. .0j, '.'C Q P`.' �7, �% LOAD CASE(S) Standard '� ss �' • ` \ ,, FL Cert. 6634 June 30,2014 AWARNIAG -Vedfr design parameWa aad Rfi D toms ovwas Am jiaww PifrmcREFEREAmPA0EMl7-7473.. JV1912916St OULSE Design vcIld 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 Indivfdual web members only. Additional temporary bracing to Insure stability during construction is the responsibility, of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding MiTek fabrication. quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-B9 and BCSI Building Component 6904 Parke East Blvd. Information gvol able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexand ia, Vq 314.. ff5outhern PneySPl lumbar rsypetified,thedesignvaluesare those effectiuc06�Q1/2013hyri45C it Tampa, FL 336104115 Job Truss Truss Type Qty Ply D [O'CarltonElev T6391324 m11324y A6 HIP 1 1 ioers i mss Inc., Fort rrerce Ft. s4982 7.350 s Sep 27 2012 MiTek Industries, Inc. Mon Jun 30 11:19:16 2014 Page 1 ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-CagCU WKg6DaguRisnhfu6BCMZJKU8YiJO?ml Vzl7G9 1-0 9-0-0 13-8-0 20-2-13 26-0-0 35-0-0 6-0 000 9-0-0 4-8-0 6-6-13 5-9-3 9-D-0 -0-0 5x10 4.00 12 2x3 II 4x6 = 2x3 II 5x10 Scale = 1:60.3 4x4 = 15 14 13 12 11 10 4x4 = 2x3 I I _ 4x6 _ 3x4 = 3x4 = 3x6 = 2x3 11 9-0-0 13 8-0 20-2-13 26-0-0 35-D-0 9-0-0 4-8-0 6 6-13 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 ]nor YES BCDL 5.0 Code FBC2010/TPI2007 CSI DEFL in (loc) Vdeft Ud TC 0.85 Vert(LL) 0.68 10-12 >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 2441190 Weight: 142 lb FT = 0% 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., GCpl=0.1 B; 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 atjoint(s) 11. 5) Plate(s) atjoint(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 &WARNlhii •YeritT design garameren gad READ MTESGNTNTSAM ItA:LUDED NITEKREEEREMZPAGEMII•7473 Few I1L4120MdBEEaREW 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 responsiblirity of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fobrlcation, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component ,N�� pU.l N'fVF� i N 68182 �Ot� T OF :��� FL Cert. 6634 June 30,2014 MiTek' 6904 Parke East Blvd. Tampa, FL 33610-4115 IiyALSC Job Truss Truss Type Qty Ply Elev o T6391325 m11324 A7 HIP 1 1 [O'Carlton Job Referelice foptional) ibers Truss Inc., Fort Pierce Ft. 34982 7.350 s Sep 27 2012 MiTek Industries, Inc. Mon Jun 30 11:19:16 2014 Page 1 ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-CagCUWKg6Daguftisnhfu6BibZL9U5FiJO?ml Vzl7G9 1-0 14-0-9 20-11-7 28-0-0 35 0-0 6-0 0 0 7-0-0 7-0-9 6-10-13 7_0 9 7-050 0-0 4.00 12 4x6 3x4 = 46 = 3x8 = 4x6 r 16 17 " 5 a 18 19 / Scale = 1:60.3 4x4 = 15 14 13 12 11 10 4x4 = 3x4 = 5x6 WB = 3x4 = 2x3 II 5x6 WB _ 3x4 = 7-0-0 14-0-9 20-11 7 28-0-0 3r0-0 7-0-0 7-0-9 6-10-13 7-0-9 71-0 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 FBC20101TPI2007 LUMBER TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 CSI DEFL in (loc) I/deft L/d TC 0.45 Vert(LL) 0.6412-13 >646 360 BC 0.59 Vert(TL) -0.88 12-13 >467 240 WB 0.46 Horz(TL) 0.18 8 n/a n/a (Matrix) REACTIONS (lb/size) 2=986/0-8-0 (min. 0-1-8), 8=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) PLATES GRIP MT20 244/190 Weight: 154 lb FT = 0% BRACING TOP CHORD Structural wood sheathing directly applied or 3-5-13 oc purlins. BOT CHORD Rigid ceiling directly applied or 4-8-0 oc bracing. WEBS 1 Row at midpt 4-15, 6-10 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=2757/1784, 3-16=2576/1756, 16-17=-2576/1756, 4-17=2576/1756, 4-5=3885/2640, 5-6=3885/2640, 6-18=2576/1755, 18-19=2576/1755, 7-19=2576/1755, 7-8=2757/1784 BOT CHORD 2-15=1577/2542, 14-15=-2478/3885, 13-14=2478/3885, 12-13=2479/3885, 11-12=2479/3885, 10-11=2479/3885, 8-10=1577/2542 WEBS 3-15=274/563, 4-15=-1496/935, 6-10=1496/936, 7-10=274/563 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=45ft; L=50ft; eave=6ft; Cat. 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) 14, 11. 5) Plate(s) at joint(s) 14 and 11 checked for a plus or minus 3 degree rotation about its center. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 837 lb uplift at joint 2 and 837 lb uplift at joint 8. 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard GO IN t �VF .•��C E NSF•••r' i• N 68.182 1h : •: Z • C• �:• T OF :�441+ Itlli{li�� FL Cert. 6634 June 30,2014 ®N'ARNIM -Ve ffr design aad AFAR PIWESGN71115A10 IMUDED MITFKRFFFRFINCEFA6ENII.1473 mk ZW2914Bt FMVSE 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 Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding WOWerector. fabrication, quality control, storage, delivery, erection and bracing. consult ANSI/TPII Quality Cdteda, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Infonnatlon of able from Truss Plate Institute, 781 N. Lee Street. Suite 312, Alexandria, VA y2314. #SouthernP"rneaaP lum6etisspecified, the design valuesare those effective06)02/2013byAL5C Tampa, FL 33610-4115 Job Truss Truss Type Qty Ply Elev D [O'Carlton T6391326 m11324 A COMMON 8 1 e re ce o do al ""'•' "_" ^ `•• _• ^_�_ •• _""' [.sou s aiep zf ZUU MI I BK inausmes, mc. Mon dun uu 11:19:1Z Zu14 raga 1 ID: KiGCA6bx7j2Sy1HDXFw7ye3KX-KpRie8HJ3_4EQEhwdxdhG00ky7ZYH770n1Zukzl7GD T1-0 6 8 4-0 12-11-0 17 6-0 22-1-0 26-B-0 35-0-0 36-0-0 1-0-0' 84 4-7-0 4-7-0 4-7-0 4-7-0 B-4-0 �1 4.00 12 4x4 = Scale = 1:59.3 3x6 : ,. — w iZ 3x6 2x3 11 4x6 = 3x8 = 2x3 11 3x8 = 4x6 = 1I� 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,rrP12007 CSI TC 0.57 BC 0.51 WB 0.48 (Matrix) DEFL in floc) I/deft L/d Vert(LL) 0.30 14-15 >999 360 Vert(TL) -0.61 14-15 >676 240 Horz(TL) 0.13 10 n/a n/a PLATES GRIP MT20 244/190 Weight: 166lb FT=0% LUMBER BRACING TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-5-6 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-1-3 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=1079/0-8-0 (min. 0-1-8), 10=1079/0-8-0 (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) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=2851/1613, 3-4=-2350/1342, 4-5=-2322/1353, 5-18=2344/1412, 6-18=2293/1436, 6-19=2293/1436, 7-19=2344/1412, 7-8=2322/1353, 8-9=-2350/1342, 9-10=2851/1613 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, 13-14=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, 3-1 5=551/440 , f NOTES i N V� l��I 1) Unbalanced roof live loads have been considered for this design. �� P`....... 2) S1t5PgDL'spsf; h=12ft; B=45ft; L=50ft; eave=6ft; Cat. I Exp CEnL,GCpiIo16 ,�.�� G N�j 9 MWFRS umber DOL=1.60 plate rip DO� (directional); ♦♦4` 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. N 681$2 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �: * 5) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3 6 0 tall by 2-0-0 wide ZZ 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 ; 'O joint 10. F � 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ��(LOAD CASES) �4••N 104�19 Standard %rnt�►I��� FL Cert. 6634 June 30,2014 A WARNEA" • Verify d.,i9a parameters aad READ M7ESGN7UTSAND Ihl'1.UDED MITEKREEEREME PAGE M11. 1473.. I12Sf20IdaEEDREV3E 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 stabTty during construction Is the responsibOPty of the erector. Additional bracing of the overall structure Is the responsibility the building designer. For MiTek permanent of 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 gvailoble from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 314. ItSouth:ern.Pine SP lumherisspecified,thedesignvaluessiethoseeftective06 0112013byAL5C Tampa, FL 336104115 Job Truss Truss Type Qty Ply Canton Elev D T6391327 m11324 B COMMON 3 1 E' ReferenceJob Chambers Truss Inc., Fort Pierce Fl. 349112 7.350 s Sep 27 2012 MiTek Industries, Inc. Mon Jun 30 11:19:17 2014 Page 1 ID:_kfiGCA6bx7j2SylHDXFw7ye3KX-hmEbhsLStWiiv W7ZuPUDuQJjwWzmADeJsX2lKaxz17G8 1-0-0 6-11-0 13-10-0 1-0-0 6-11-D 6-11-0 Scale: 1/2"=1' 4x5 = 3x4 = 2x3 II 3x4 = LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud TCLL 20.0 Plates Increase 1.25 TC ' 0.31 Vert(LL) -0.04 4-5 >999 360 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 FBC2010ITP12007 (Matrix) LUMBER TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 REACTIONS (lb/size) 4=353/0-8-0 (min. 0-1-8), 2=417/0-8-0 (min. 0-1-8) Max Harz 2=93(LC 7) Max Uplift 4=275(LC 8), 2=-391(LC 8) Max Grav 4=418(LC 2), 2=497(LC 2) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=771/473, 3-4=769/470 BOT CHORD 2-5=370/673, 4-5=370/673 PLATES GRIP MT20 244/190 Weight: 47 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 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) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 275 lb uplift at joint 4 and 391 lb uplift at joint 2. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard �0 ,,,Qv l N'rV !If N 68182 CL ry. r • r T O F : 44/ FL Cert. 6634 June 30,2014 ®WARHIf.G•Verifrdesign y.ra M.-dREAD fWESGN71USAHD Itb.UDEDAtIUXREFERENCEFAC;EMII.7423 re. V291207418MREUSE ■■■ 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 responsibility of the MiTek' erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage. delivery. erection and bracing, consult ANSI/rPll Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information voi able from Truss Plate Institute. 781 N. Lee Street. Suite 312, Alexandria, VA 314. It SouthernPine75P{Iumberisspecifielf,the: designvalue3arethoseeffective06 01/2019byALSC Tampa, FL 33610-4115 Job Truss Truss Type Qty Ply Elev D [O'Carlton T6391328 ml 1324 BH7 BOSTON HIP 1 1 0 Gnamoers I russ mc., ton tierce m. 34vuz 7.350 s Sep 27 2012 MITek Industries, Inc. Mon Jun 30 11:19:19 2014 Page 1 ID: _kfiGCA6bx7j2Sy1 HDXFw7ye3KX-d9ML6YNiP6yEmJjGXvFMVkpFOmOlhWM97MERegz17G6 1-0 6 9 4 11 6 0 13-0-0 156-0 17 6 0 191i 1 21 6 1 23fii 1 26-2-12 35 0-0 6-0 -0-0 6-9-4 4 8 12 2-0-0 2-0-0 2-0-0 2-0 1 2-0-0 2-0-0 4 8 11 6-9.4 0-0 Truss designed forwind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified Building Designer as per ANSI/fPI 1. 4.00 12 �1 0 Scale = 1:62.3 4x5 = 4x4 = 30 `- 28 26 4x4 = 3x4 = 3x6 US = US = 3x4 = 17-6 0 35-0-0 17-6-0 17-M Plate Offsets (X.Y): [2:0-3-14.Edge). [14:0-2-8.0-3-8). [24:0-3-14.Edgel LOADING (psf) SPACING 2-D-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.35 Vert(LL) 0.28 28 >999 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.47 Vert(TL) -0.41 26-28 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.25 Horz(TL) 0.13 24 n/a n/a BCDL 5.0 Code FBC2010/TPI2007 (Matrix) . Weight: 197 lb FT = O% LUMBER TOP CHORD 2x4 SP M 3D 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 Holz 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 MTek 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, B-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=6391396, 12-14=639/396, 14-16=639/396, 16-18=639/396, 18-20=-639/396, 20-22=636/392 BOT CHORD 2-30=1603/2532, 29-30=1436/2359, 28-29=143612359, 27-28=1436/2359, 26-27=1436/2359, 24-26=1603/2532 WEBS 4-30=931307, 22-26=-93/307, 4-28=548/347, 12-28=208/421, 22-28=-548/347, 12-13=475/649 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuh=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 (directionao; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are 2x3 MT20 unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 837 lb uplift at joint 2 and 837 lb uplift at joint 24. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard FL Cert. 6634 June 30,2014 AwARMMi -Verify design parame@n and READ IV7ESCH7HrSAND inauDED HITEKRE£EREMFPAGE MII-7423 rew E129120248E'CNEWE Design valid for use only with MITek connectors. This design Is based only upon parameters shown, and is for an Individual building component.' Applicability of design parameters and proper Incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibility of the MiTek° erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Salety Information vat able from Truss Plate Institute, 781 N. Lee Street. Suite 312. Alexandria. VA 2314. ttSouthern Pine7SP� Iumberisspecifiad, the design vaIuasare thoseeffective06jO1j2014hyALSC Tampa, FL 33610d115 Job Truss Truss Type Ply 70' Carlton Elev D �Qty T6391329 m11324 GRA SPECIAL 1 1 e unamoers i russ inc., Fon Fierce H. snynz 7.350 s Sep 27 2012 MTek Industries, Inc. Mon Jun 30 11:19:19 2014 Page 1 ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-d9ML6YNiP8yEmJjGXvFMVkpHZmRAhZG97MERegzl7G6 -1-0-0 4-1-8 5 73 8-2-13 9 8 8 13 10-0 14-10.0 1-0-0 4-1-8 15-11 2-7-9 15-11 4-1-8 U-0 Scale=1:26.6 2.37 12 5x6 = 5x6 = 4x4 13 4 14 15 5 16 6 4x4 3x5 = 2x3 II 2x3 II 2x3 II 2x3 II 3x5 = 4-1-8 5-7.3 B-2-13 91-8 13-10-0 4-1-8 15-11 2-7-9 15-11 4-1-8 Plate Offsets (X.Y): ' [2:0-2-8.EdgeJ [7:0-2-8 Edgel LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/dell Ud 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 FBC20101TPI2007 (Matrix) Weight: 53 lb FT = O% LUMBER BRACING TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 BOT CHORD WEBS 2x4 SP No.3 REACTIONS (lb/size) 2=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 except when 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, 8-7=1795/1224 BOT CHORD 2-12=1104/1646, 12-17=1104/1655, 11-17=1104/1655, 10-11=1098/1657, 10-18=1103/1655,9-18=-1103/1655,7-9=-1102/1646 Structural wood sheathing directly applied or 5-4-11 oc purlins. Rigid ceiling directly applied or 6-11-9 oc bracing. MTek 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=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 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcun-ent with any other live loads. 5) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 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=1.25 601 N'tvF , . �� G E N S..�� i * N 68182 : 3 - T CO) F 44/0.0 FL Cert. 6634 June 30,2014 ®WARUI;!'i-Yeritr design paramnwn ad READ t1177ESON7RiSAND 1NaUVED MITFKREFEREMFPAGEMll-M73 m. 1/29/2016WOMWE Design valid for use only with MTek connectors. This design Is based only upon parameters shown, and Is for on Individual building component. �' Applicability of design parameters and proper Incorporation of component is responsibility of building designer- not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibility of the WOWerector. 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/rPl1 Quality Criteria, DSB-89 and BCSI Building Component 69D4 Parke last Blvd. Safety Inlormatlon vall!able from Truss Plate Institute, 781 N. Lee Street, Suite 312. Alexandria, VA 2314 Tampa, FL 33610.4115 1i5outhern Pine7SP} lumber isspecified, the designvalues are those effective06,401j1015byA1L5C Job Truss Truss Type Qty Ply Elev D �70'Carllon T6391329 m11324 GRA SPECIAL 1 1 0 1.3bu s Sep 27 2012 MITek Industries, Inc. Mon Jun'30 11:19:19 2014 Page 2 I D:_kfiGCA6bx7j2Syl HDXFw7ye3KX-dgML6YNiP8yEmJjGXvFMVkpHZmRAhZG97MERegzl7G6 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 (lb) Vert: 3=31(B) 4=75(B) 5=-75(B) 6=31(B) 12=9(B) 11=31(B) 10=31(B) 9=9(B) 13=58(B) 14=-49(B) 15=49(B) 16=58(B) 17=15(B) 18=15(B) ®WARATAG -Verity des ga }a`anreQen sad READ A07ESGf77lUSAND 1MIUDED M17EKREFEREM:EP.40EM77.7473 new TUS12016WOREt11f- Design valid for use only with MITek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicabirity 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 responsibilfty of the MiTek' erector. Additional permanent bracing of the overall structure is the responsb0ity of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/71`I7 Quality Criteria, DSB•89 and BCSI Building Component 6904 Parke Fast Blvd. Safety Information gvoilable from Truss Plate Institute, 781 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610-0115 If5buthemPine SIPlumberisapeciiied,thedesignvalues arethoseeffective06 01120136vAt.SC Job Truss Truss Type Qty Ply Elev D �7()'Carfton T6391330 ml 1324 GRB SPECIAL 1 1 Truss Inc., Fort Pierce FI. 34982 7.350 s Sep 27 2012 MiTek Industries, Inc. Mon Jun 30 11:19:20 2014 Page 1 ID:_kfiGCA6bx7j2Syl HDXFw7ye3KK-5LwjJuNLAR45NTIT5cmb2yLQbAIMQwUIEOz_AGzl7G5 1.0 5-0-0 1I=4 1Mo 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�-0 1-11-0 6-11-0 -0-0 4.00 12 4x4 % 3x4 = 3x6 = 2x3 II 24 II 4x4 4x4 = Scale=1:62.4 3x5 = 17 28 29 30 16 31 515 _ 3233 34 14 3513 12 3x4 = 3x4 = 4x6 = 3x4 =3x6 = 3x4 = 5 0-0 15-6-0 21 6 0 28-1-0 35-0-0 5 0-0 10-6-0 6-0-0 6-7-0 6-11-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud 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 FBC2010lfP12007 (Matrix) Weight: 144 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-5-12 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 4-15 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS All bearings 0-8-0. (lb) - Max Hone 2=83(LC 7) Max Uplift All uplift 100 lb or less atjoint(s) except 2=592(1_13 8), 15=830(LC 8). 14=565(1_C 8), 10=331(LC 8) Max Grav All reactions 250 lb or less atjoint(s) except 2=760(LC 19), 15=1213(LC 2), 14=797(LC 2), 10=413(LC 14) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=1677/1084, 3-18=1540/1050, 18-19=-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, 16-3014=-912/1201, ,,t11111111/1111, oIE WEBS 3 73 O12995/4 117=5s 6115 4- 537017 On402,4/546= a96/4761 7-14=433409 3/528437, N 8-14=890/586 ,��•��pP�`` NOTES N 68182 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=45ft; L=50ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 DOL=1.60 -0 t cc Z plate grip 3) Provide adequate drainage to prevent water ponding. ' �) •• T 0 F ((/ 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide 10 Q 4o .0 fit between the bottom �40 will chord and any other members. others) 6) mechanicalconnectionr plate capable of withstanding 592 lb uplift at joint 2, 830 lb uplift at b1 th331 � • •N \;� �` Daring joint 1de 565 lb uplifand uplift at joint if,AL 7) "Semi including heels" Member fixity in the design this truss. 1//1111110 -rigid pitchbreaks end model was used analysis and of FL Cert. 6634 June 30,2014 A MARAUD -Verifydesga parametersaadREAD R07ESGN7147SAl'D RKUMED MITEKREFEREMEFA6EM77.7423 yew 1/19/2016B MILISE 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 responstbillity of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guldance regarding MiTek fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quallty Criteria, DSB-89 and BCSI Building Component 6904 Parka East Blvd. EastBlvd. Sofety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandra. VA 314.. tl5ou15 thern Pine (5P1 lumber isspecified, thedesign values are those effective 06/01/2013 byALSC Tampa, FL 3 Job Truss Truss Type Qty Ply 70' Cariton Elev D T639133D ml 1324 GRB SPECIAL 1 1 e cnamoers i russ mc., Pon Pierce H. 349tl2 7.350 s Sep 27 2012 MiTek Industries, Inc. Mon Jun 30 11:19:20 2014 Page 2 ID:_kfiGCA6bx7j2Sy1HDXFw7ye3KK-5Lw)JuNLAR45NTIT5cmb2yLQbAiMQwUIEOz AGzl7G5 NOTES 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 289 lb down and 353 lb up at 5-0-0, 101 lb down and 129 lb up at 7-13-12, 101 lb down and 129 lb up at 9-13-12, 101 lb down and 129 lb up at 11-0-12, 101 to down and 129 lb up at 13-0-12, 101 lb down and 129 lb up at 15-0-12, 101 lb down and 129 lb up at 17-0-12, and 101 lb down and 129 lb up at 19-0-12, and 101 lb down and 129 lb up at 21-1-4 on top chord, and 112 lb down at 5-0-0, 38 lb down at 7-0-12, 38 lb down at 9-0-12, 38 lb down at 11-0-12, 38 lb down at 13-0.12, 38 lb down at 15-0-12, 38 lb down at 17-0-12, and 38 lb down at 19-0-12, and 38 lb down at 21-1-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=44, 3-8=-44, 8-9=44, 9-11=-44, 2-10=10 Concentrated Loads (lb) Vert: 3=-170(F) 5=-49(F) 17=-42(F) 18=49(F) 19=-49(F) 20=49(F) 22=-49(F) 23=-49(F) 24=49(F) 25=-49(F) 28=13(F) 29=13(1`) 30=13(F) 31=13(F) 32=13(F) 33=13(F) 34=13(F) 35=-13(F) ®17ARNIIT •Wdfrd.s4. parameren aadREAD?n7ESGMTW5AM IMUDED MITEWWEREACEPAGEMll•I423 rew I/29f201dRff ML%E 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 constructlon is the responsibillity of the WOWerector. 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/11`I7 Quality Criteria, DSE-89 and SCSI Building Component 6904 Parke East Blvd. SafetyInformation vatlIable from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 314. liSouthernPine7SP}Iumberisspecified,thedesignvalue are those effective0601/2413byALSC Tampa, FL 33610-4115 Job Truss Truss Type Qty Ply Elev D T6391331 m11324 GRC HIP 1 1 [O'Carlton o e e o t'o al Chambers Truss Inc., Fort Pierce FI. 34982 7.350 s Sep 27 2012 MiTek Industries, Inc. Mon Jun 30 11:19:21 2014 Page 1 ID:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-ZXU5XDOz)dCy?cffeKHgb9uSga2B9laSSgjXjjz17G4 1-0 7-0-0 13-B-0 20-9-10 28-0-0 35.0-0 -0 -0-0 7-0-0 6-8-0 7-1-10 7-2 6 7-0-0 -0-0 4.00 12 5x8 = This truss is NOT symmetric. Proper orientation is essential. US 11 5x6 WB = 5x8 = 5x10 Scale=1:60.3 3x4 = 15 27 28 14 29 13 30 31 32 33 12 34 11 35 36 10 US 2x3 II US = 6x10 = 3x4 = 4x6 = 2x3 II 7-0-0 , 13-8-0 2D-9-10 28-0-0 35-D-0 7-0-0 6-8-0 7-1-10 7-2-6 7-0-0 Plate Offsets (X Y)7 1370-5-12 0-2-121,r5.0-3-0 EdQel WO-3-8 0-2-8j,[7:0-5-0 0-2-0),[8:0-3-14 0-1-81 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.94 Vert(LL) 0.26 1D-12 >965 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.60 Vert(TL) -0.38 1D-12 >669 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.71 Horz(TL) 0.10 8 n/a n/a BCDL 5.0 Code FBC2010/TPI2007 (Matrix) Weight: 155 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-9-3 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 5-3-9 oc bracing. WEBS 2x4 SP No.3 `Except* WEBS 1 Row at midpt 3-13, 6-13 4-13: 2x6 SP No.2, 6-13: 2x4 SP M 30 MiTek recommends that Stabilizers and required cross bracing OTHERS 2x4 SP No.3 be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 2=445/0-8-0 (min. 0-1-8), 13=2650/0-8-0 (min. 0-3-11), 8=1037/0-8-0 (min. 0-1-8) Max Horz 2=84(LC 7) Max Uplift 2=430(LC 8), 13=2294(LC 8), 8=942(LC 8) Max Grav 2=539(LC 19), 13=3139(LC 2), 8=1234(LC 20) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=869/566, 3-16=1085/1586, 16-17=1 085/1587,17-18=1085/1587, 18-19=108511587, 4-19=-1085/1587, 4-20=1085/1587, 5-20=-1085/1587, 5-21=1085/1587, 21-22=-1085/1587, 6-22=1085/1587, 6-23=-2144/1634, 23-24=2144/1634, 24-25=2144/1634, 25-26=-2144/1634, 7-26=2144/1634, 7-8=2967/2109 BOT CHORD 2-15=-458/764, 15-27=467/793, 27-28=467/793, 14-28=467/793, 14-29=-467/793, 73/2144, 1 fV/t�,��hl�� 41473/2144012134 416 8/2774, 11-34 4189812774, N 32-33=1473/2144 12-33 ,���,,Qvi WEBS 3 155 171 55973 13--rr2 01% 791?47131 893/863, 6 13 =39 7/2865, 6-12425/611, E I� ;e. �i0. ,��`,�P'�C, �' F 7-12=670/448, 7-10=-181/595 NOTES N 68182 * 1) Unbalanced roof live loads have been considered for this design. +• 2) Wind: ASCE 7-10; Vint=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 Lumber DOL=1.60 DOL=1.60 "17 cc Z (directional); plate grip 3) Provide adequate drainage to prevent water ponding. ; •� T 1.100 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ' the bottom in 3-6-0 tall by 2-0-0 40 '. P 5) This truss has been designed for a live load of 20.Opsf on chord all areas where a rectangle wide .' ��`�� O will fit between the bottom chord and any other members. 6) mechanical((by others) of truss to bearing plate capable of withstanding 430 lb uplift at joint 2, 2294 lb uplift at ��j ss �it N AL joint 1d3 and uplift at joint "Semi /llitlll��� 7) -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. FL Cert. 6634 June 30,2014 WARMING-Vefydsign pars W.andR£AD A07ESGX71I175AND IMILOEDMFTEKREFERENCS PACE MIT-7473..1/29120.TdBFF.0UNE£ ■■■� Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and Is for an Individual building component. Applicability of design parameters and proper Incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibility of the MiTek' erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI7 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Infoanatlon vat able from Truss Plate Institute, 781 N. Lee Street. Suite 312, Alexandria, VA 314. if SouthernPirte�5p lumberisspe6fied,thedesignusluesatethoseeffettiveOb o1/2013byALSG Tampa, FL 33610-4115 Jab Truss Truss Type Ply 70' Cartton Elev D �Qty • T6391331 ml 1324 GRC HIP 1 1 efootiona Chambers Truss Inc., Fort Pierce FI. 34962 7.350 s Sep 27 2012 MiTek Industries, Inc. Mon Jun 30 11:19:21 2014 Page 2 ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-ZXU5XDOz1dCy7clfeKHgb9uSga2B91aSSgjXjjzl7G4 NOTES 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 231 lb down and 352 lb up at 7-0-0, 118 lb down and 189 lb up at 9-0-12, 118 lb down and 189 lb up at 11-0-12, 118 lb down and 189 lb up at 13.0-12, 118 Ib down and 189 Ib up at 15-0-12, 118 lb down and 189 lb up at 17-0-12, 118 Ib down and 189 Ib up at 17-11-4, 118 lb down and 189 lb up at 19-11-4, 118 lb down and 189 lb up at 21-11-4, 118 lb down and 189 lb up at 23-11-4, and 118 lb down and 189 lb up at 25-11-4, and 231 lb down and 352 lb up at 28-0-0 on top chord, and 388 lb down and 240 lb up at 7-0-0, 68 lb down at 9-0-12, 68 lb down at 11-0-12, 68 lb down at 13-0-12, 68 lb down at 15-0-12, 68 lb down at 17-0-12, 68 lb down at 17-11-4, 68 lb down at 19-11-4, 68 lb down at 21-11-4, 68 lb down at 23-11-4, and 68 lb down at 25-11-4, and 388 lb down and 240 lb up at 27-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=44, 3-7=44, 7-9=44, 2-8=10 Concentrated Loads (lb) Vert: 3=156(B) 5=-96(B) 7=-156(B) 15=333(6) 10=333(13) 16=96(B) 17=-96(B) 19=96(B) 20=96(121) 21=-96(B) 22=-96(B) 23=96(131) 25=96(13) 26=-96(B) 27=23(B) 28=23(8) 29=-23(B) 30=23(B) 31=23(B) 32=-23(B) 33_ 23(B) 34=23(121) 35=-23(B) 36=-23(B) ®H'ARMhG -Verity desig. pa—rers sudREAD PATES GN7MSAM lhWMED M11EKREiERENCEPAGE M17-M73,ew 1/2912014RffMDM Design valid for use only with MITek connectors. This design Is based only upon parameters shown, and is for an individual building component. �- Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibility of the Is MiTek• erector. Additional permanent bracing of the overall structure 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 314. f5ouihemPine7SP lumberisspeclfied,thedesio valuesare those ef#ective015101/1013�byALSC Tampa, FL 33610.4115 Job Truss Truss Type Qty Ply Carlton Elev D [0' T6391332 ml1324 it MONO TRUSS 6 1 e Chambers Truss Inc., Fort Pierce Fl. 34982 Re Sur 7.350 s Sep 27 2012 MiTek Industries, Inc. Mon Jun 30 11:19:22 2014 Page 1 ID:_kfiGCA6bx7j2Sy1HDXFw7ye3KX-lk2UkZPbi3LpdmSrC1o37NQg8 XeuwybhKS5F9zl7G3 1-0-0 1-0-0 3x4 = Scale = 1:6.1 LOADING (pso SPACING 2-0-0 CSI DEFL in (loc) I/dell L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.12 Vert(LL) -0.00 2 >999 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.01 Vert(TL) -0.00 2 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 5.0 Code FBC201 D/TP12007 (Matrix) Weight: 5 lb FT = 0% LUMBER TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP N0.3 REACTIONS (lb/size) 2=99/0-8-0 (min. 0-1-8), 4=5/Mechanical, 3=7/Mechanical Max Horz 2=47(LC 8) Max Uplift 2=153(LC 8), 3=-8(LC 2) Max Grav 2=120(LC 2),4=14(LC 3),3=26(LC 8) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BRACING TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-1 -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 153 lb uplift at joint 2 and 8 lb uplift at joint 3. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard QU IN"VF �1t, .%%pP........... • <F '. N 68182 � r `• • • cc r ' T OF 00 40 ir10,ss• •.NALE����• �►1nfi«< FL Cert. 6634 June 30,2014 ® WARAMS -WI fir des* pa,ameten —a READ WVS GIV WSAW INaUDED MIMCREFEREUX A4GEi4II.7473.. I/24f20f48EcMV3E ■■■�■� Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and Is for an Individual building component. Applicability of design parameters and proper Incorporation of component Is responsibility of building designer- not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibility, of the MiTek' erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPll Quality Criteria, OSB-89 and BCSI Building Component 6904 Parke East Blvd. safety Information voi77able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 314.. ... .. if5authernPine$SP}.lumberisspecified,thedesia values are those effectiveOb,0D1f2013byAE5C Tampa, FL 33610-0115 Job Truss Type Qty Ply 70'Cadton Elev DT6391333 TIrlulss, J3 TRUSS 6 1 Jol o ' unamDers i russ inc., tort Tierce N. 44eaz 7.350 s Sep 27 2012 MiTek Industries, Inc. Mon Jun 30 11:19:22 2014 Page 1 ID_kftGCA6bx7j2Syl HDXFw7ye3KX-1 k2UkZPbi3LpdmSrC1 o37NQp6_WHuwybhKS5F9zl7G3 1-0 0 0 3-03.0-0 100 i Scale = 1:9.4 3x4 = LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.19 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 FBC2010/TP12007 (Matrix) Weight: 11 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. 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. 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 240-0 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 ,,��\3 joint 2. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ��� 00I N V OP�•.C•..... IV LOADCASE(S) Standard ��� ,•�•�, S�.•.•? �� N 68182 ti r � r T OF :41) 000 .� p •. % mnn►1` FL Cert. 6634 June 30,2014 ,&wAR1QTT-VedfrdesynP—ere. a ad READ N07ESCHWSAnD lHaUDED 14f&XREFEREMXPAGEMr1-7423re 2119120MRSI ME 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 dudng construction Is the responsibllBty, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding MiTek fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-8? and BCSI Building Component Salety Information vai able from Truss Plate Institute, 781 N. Lee Street, Suite 312. Alexandria, VA 314., 1f5outhern Pine7,5 lumber1sspecified,thedesi;nvaIuesarethoseeffective0610112013 byALSC 69D4 Parke East Blvd. Tampa, FL 33810.4115 Job Truss Truss Type Qty Ply Mov D [O'Carlton T6391334 ml1324 J5 MONOTRUSS 15 1footionah cnamoers I russ Inc., rort wane m. J4vuz 3x4 = 7.350 a Sep 27 2012 MiTek Industries, Inc. Mon Jun 30 11:19:22 2014 Page 1 ID:_kriGCA6bx7j2Sy1 HDXFw7ye3M-1 k2UkZPbi3LpdmSrC1 o37NQkS_SbuwybhKS5F9zl7G3 5-0-0 5-0-0 LOADING (psf) SPACING 2-0-0 CS] DEFL in (loc) Vdefl Ud TCLL 20.0 Plates Increase 1.25 TC 0.49 Vert(LL) -0.03 2-4 >999 360 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/e n/a BCDL 5.0 Code FBC2010frP12007 (Matrix) LUMBER TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 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. Scale=1:12.7 PLATES GRIP MT20 244/190 Weight: 17 lb FT = 0% BRACING TOP CHORD Structural wood sheathing directly applied or 5-0-0 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; VuR=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=45ft; L=50R; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 114 lb uplift at joint 3 and 202 lb uplift at joint 2. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard FL Cert. 6634 June 30,2014 ®H'RRNrhG-Ycrifrdesign paramelen aadRFAD lXJ7ESGN7N7SAND fhl2ilDEA 77IlEKRErEREM1 A.1GE Mll-1473 m• 2/]3J20Id8ff6AEUSE Design valid for use only with Mfrek connectors. This design Is based only upon parameters shown, and Is for an Individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction Is the responsibility of The erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding MiTek• fabrication, quality control, storage, delivery, erection and bracing, consult ANSIITP11 Quality Cdteda, DSB•89 and BCSI Building Component 6904 Parke Fast Blvd. Safety Information vat able from Truss Plate Institute, 781 N. Lee STreeb Suite 312, Alexondda, VA 314 . 1fSouthern p.ine7SP�Iumberisspecified,thedesignvaluesarethlrseeffedive06 OV 013byAL5C Tampa, FL 33610-4115 Job Truss Truss Type Qty Ply Elev D [O'Carlton T6391335 m11324 J7 MONO TRUSS 12 1 e(ontionall was mc., ran rreme ri. aaeoz 3x4 = 7.35u s Sep 27 2012 MiTek Industries, Inc. Mon Jun 30 11:19:23 2014 Page 1 ID:_kfiGCA6bx7j2Sy1HDXFw7ye3KX-VwbsyvQDTMTgEwl2mIKIgazx3NigdMCkw Cenbzl7G2 7-0-0 7-0-0 Scale: 3/4"=1' 7-0-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.37 Vert(LL) -0.12 2-4 >639 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.73 Vert(TL) -0.22 2-4 >365 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 5.0 Code FBC2010/TPI2007 (Matrix) Weight: 23 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc 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=140/Mechanical, 2=243/0-8-0 (min. 0-1-8), 4=33/Mechanical Max Horz 2=160(LC 8) Max Uplift 3=174(LC B), 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. 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) joint 2. Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 174 lb uplift at joint 3 and 234 lb uplift at ,NoOtaU I N i V� 6) "Semi -rigid phchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. �,011 • G EN,9 • C`� �� LOAD CASE(S) Standard 4' N 68182 cc T00 OF .,��,, S• O N AL �C;C % FL Cert. 6634 June 30,2014 AWAWM-Yenfr designparacrerersgrad READ A07UGNWISAM IM WED NITWPUERE&1WPAGENII-M73—rf24120I4B 0fffL%E Design varid for use only with MTek connectors. This design is based only upon parameters shown, and Is for an individual building component. �! Appiicabirity 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 responsibtility of the erector. Additional permanent bracing of the overall structure is the responsibTty of the building designer. For general guidance regarding MiTek• fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information vai7able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 314. !tSouthemPSneISPtlumberisspecified,thedesignvaluesarethoseeffective0b 01/2013hyALSC Tampa, FL 336104115 Job Truss Truss Type Ply Elev D �Qty [O'Cadton T6391336 ml 1324 JA MONOTRUSS 2 1 0ah Chambers Truss Inc., Fort Pierce FI. 34982 7.350 s Sep 27 2012 MTek Industries, Inc. Mon Jun 3011:19:23 2014 Page 1 ID:_kfiGCA6bx7j2Sy1HDXFw7ye3KX-VwbsyvQDTMTgEwl2mlKlgaz uNIDdMCkw Cenbz17G2 -1-0-0 243 1-10 243 3x4 = LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Udefl Ud TCLL 20.0 Plates Increase 1.25 TC 0.19 Vert(LL) -0.00 2 >999 360 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/TPI2007 (Matrix) LUMBER TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS (lb/size) 3=24/Mechanical, 2=132/0-8-0 (min. Q 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. Scale = 1:8.3 PLATES GRIP MT20 244/190 Weight: 9 lb FT = 0% BRACING TOP CHORD Structural wood sheathing directly applied or 2-4-3 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. NOTES 1) Wind: ASIDE 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 Ib uplift at joint 3 and 175 lb uplift at joint 2. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard I N I. N 68182 .� M r r • o a r ' : 3 ' T OF : 441 .00. 1� *- FL Cert. 6634 June 30,2014 ®ryARWr,-yedfrdesiyvt paramer lad READ ACRESGN719SAND IAAIIMEDMITEKREFEREMfPAGEMII-7473 re. I/291201d8ff5IVME 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 responsibility of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding MiTek' fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke Fist Blvd. if Sault It e4flon vai able from Truss Plate Institute, 761 N. Lee Street, Suite 312, Alexandria, VA 2314. It 5outhem pi ne7SP� lumber is sp ecifi ed, the design values are those effe dive 06�01/2013 byitL5C Tampa, FL 33610-4115 Job Truss Truss Type Qty Ply Elev D �70'Csrlton T6391337 ml 1324 JB MONO TRUSS 2 1 e ce Chambers Truss Inc., Fort Pierce FI. 34982 7.350 s Sep 27 2012 MiTek Industries, Inc. Mon Jun 30 11:19:23 2014 Page 1 ID:_kfiGCA6bx7j2Sy1HDXFw7ye3KX-VwbsyvQDTMTgEwl2mlKlgaztZNnbdMCkw Cenbzl7132 1-2-5 55-11 1-2-5 55-11 Scale = 1:12.7 3x4 = 55-11 LOADING (psi) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.59 Vert(LL) -0.04 2-4 >999 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.41 Vert(TL) -0.08 2-4 >800 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 5.0 Code FBC2010/TPI2007 (Matrix) Weight: 19 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 5-5-11 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (Ib/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. 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 ,`tI'll I rrr.,of joint 2. 6) "Semi including heels" Member fixity in the design this truss. ��� QV I N -rigid pitchbreaks end model was used analysis and of G E N LOAD CASE(S) Standard N 68182 T OF ss OAL N ' rrnnw�� FL Cert. 663.4 June 30,2014 AwARNNr-Yeritr Resgn paramesrs aad RFi1D IpIESGN7rrrSAJfD 0112VVED MIUKREFEREKE AAGEMII-I423—11W20tdW0WVSE ■ ' Design valid for use only with Mfrek 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 Is the MiTek erector. Additional permanent bracing of the overall structure responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Cdtedo, DSB•89 and BCSI Building Component 6904 Parke East Blvd. Safety Information vat able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria. VA 2314. IiSouthe. P-tne75plumber isspecified, thedesiron val ue3 arethoseef#e dive 06/01/2013 byALSC Tampa, FL 33610 4115 Job Truss Truss Type Qty Ply 70' Canton Elev D T6391336 ml 1324 JC MONO TRUSS 2 1 b o io al cnamaers I ruse Inc., ran vierce ri. s voz 7.350 s Sep 27 2012 MITek Industries, Inc. Mon Jun 30 11:19:23 2014 Page 1 ID:_kfiGCA6bx7j2Sy1HDXFw7ye3KX-VwbsyvQDTMTgEwl2mIKIgaz7uNtgdMCkw Cenbz17132 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) I/deft 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(1_C B), 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. MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=45ft; L=50ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.16; 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 ♦,,•0PQ F4�. i N 68182 • r - : : c • T OF .' 44100 t►lini�n�� FL Cert. 6634 June 30,2014 ®WARNI14i-Verifydesign pa—M.cadREM IMU GIV719SAM MaUUM MIMCREFERE&CEPAGE KII-7473 yew I129120Id8ffGR ME 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 responsibility of the bracing the is the the building designer. MiTek' erector. Additional permanent of overall structure responsibility of 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. ParkeEastBlvd. Safety Information va able from Truss Plate Institute, 781 N. Lee Street. Suite 312, Alexandria, VA 2314. If SouthernPine�SP lumberlispecified,thedesignvaluesarethoseeffective06 0112013byAL5C Tampa, 3 Job Truss Truss Type Qty Ply Elev D [O'Cartton T6391339 ml 1324 K.15 MONO TRUSS 1 1 Job o ' russ Inc., rea rierce rr. ogaoc t.3Du s Sep zt zuw MI tek Industries, Inc. Mon Jun 30 11:19:24 ZU14 Page 1 ID:_kfiGCA6bx7j2Sy1 HDXFw7ye310(-z69E9FQrEgbXs4cEKSrXCoW6hn9PMpSu8exBJ1zl7G1 1-5 0 7-0-2 1-5 0 7-0-2 Scale=1:15.7 2.83 12 5 2 3x4 = LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.38 Vert(LL) -0.09 2-4 >840 360 MT20 2441190 TCDL 7.0 Lumber Increase 1.25 BC 0.25 Vert(TL) -0.16 2-4 >495 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 5.0 Code FBC2010/TPI2007 (Matrix) Weight: 23 lb FT = 0% LUMBER TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 REACTIONS (lb/size) 3=164/Mechanical, 2=187/0-11-5 (min. 0-1-8), 4=40/Mechanical Max Horz 2=110(LC 8) Max Uplift 3=190(LC 8), 2=-211(LC 8) Max Grav 3=211(LC 13), 2=225(LC 2), 4=106(LC 3) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BRACING TOP CHORD Structural wood sheathing directly applied or 7-0-2 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=45ft; L=50ft; eave=loft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load noncon current with any other live loads. 3) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 190 lb uplift at joint 3 and 211 lb uplift at joint 2. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular. Lumber increase=1.25, Plate Increase=1.25 Uniform Loads (plo Vert: 1-5=44 Trapezoidal Loads (plf) Vert: 5=0(F=22, B=22)-to-3=77(1`=16, B=16), 2=1(F=5, B=5)-to-4=-1 B(F=4, B=4) FL Cert. 6634 June 30,2014 AIMRMAG •Y.0rd-ign yaramerEr -dREAD AVUSGNW5,11M IfaWO H1RXREEEREhUIMGEMII-7473 rea 1/19120rdBEFMWE Design valid for use only with MRek connectors. This design Is based only upon parameters shown, and Is for an individual building component. Applicability of design parameters and proper Incorporation of component is responsibility of building designer- not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding MiTek fabrication, quality control, storage, delivery. erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information volIable from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314. If Southem Pine�SPI lumber isspecified, the design values are those ef#eztive 06?011201-4byALSG Tampa, FL 33610.4115 Job Truss Truss Type Qty Ply 70' Carlton Elev D T6391340 m11324 KJ7 MONO TRUSS 2 1 b Reference (optio a its 1.3bu s Sep 27 201 MiTeK Intlustnes, Inc. Mon Jun 313 11:19:24 ZU14 Page 1 ID:_kfiiGCA6bx7j2Syl HDXFw7ye3KX-z69E9FQrEgbXs4cEKSrXCoW8Pn92MmOu8exBJ1z17G1 9-1 D-1 3-1-5 [xJ II 3x4 = 5 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 SC 0.21 Vert(TL) -0.08 2-7 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.20 Horc(TL) 0.01 5 n/a n/a BCDL 5.0 Code FBC2010/TPI2007 (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 Grav 4=155(LC 13), 2=351(LC 2), 5=387(LC 13) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=703/330 BOT CHORD 2-7=454/699, 6-7=454/699 WEBS 3-6=806/524 BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-D-0 oc bracing. MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=45ft; L=50ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=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 fixfty model was used in the analysis and design of this truss. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-8=-44 Trapezoidal Loads (plf) Vert: 8=0(F=22, B=22)-to-4=-108(F=-32, B=32), 2=-1(F=5, B=5)40-6=25(F=7, B=7) +,011111111114.* P& I N AFC fe I ,o•��G E NSA• i N 68182 T OF 10. 1111111tt1t, FL Cert. 6634 June 30,2014 AW,WNff4 •Verity design p-jawma aad READ 1WESG1VTNTSAND WaUDED MITEKREFERE&O PAGEMr1.2473 m . 11ZW201d LsffoRELW 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 Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Mewerector. fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke Fast Blvd. Safety Information vol able from Truss Plate Institute. 781 N. Lee Street Suite 312, Alexandria, VA 314. ifsouthernPne7sPtlumberisspecified,thedesignvaluesarethoseeffectiveQ 01f2015byAL5C Tampa, FL 33610-0115 Job Truss Truss Type Qty Ply 70' Carlton Elev D T6391341 ml 1324 KJA MONO TRUSS 2 1 ob Chambers Truss Inc., Fort Pierce FI. 34982 7.350 s Sep 27 2012 MiTek Industries, Inc. Mon Jun 30 11:19:24 2014 Page 1 ID:_kfiGCA6bx712Sy1 HDXFw7ye3KX-z69E9FQrEgbXs4cEKSrXCoW84nAgMpSueexBJ1z17G1 1-2-9 6-0-4 1-2-9 6-0-0 3x4 = 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 FBC2010/TPI2007 LUMBER TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 Scale=1:13.6 CSI DEFL in (loc) I/deft Lid PLATES GRIP TC 0.22 Vert(LL) -0.05 2-4 >999 360 MT20 244/190 BC 0.17 Vert(TL) -0.08 2-4 >854 240 WB 0.00 Horz(TL) -0.00 3 n/a n/a (Matrix) Weight: 20 lb FT = 0% BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-4 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. REACTIONS (lb/size) 3=119/Mechanical, 2=148/0-9-11 (min. 0-1-8), 4=29/Mechanical Max Horz 2=97(LC 8) Max Uplift 3=139(LC 8), 2=-169(LC 8) Max Grav 3=155(LC 13), 2=178(LC 2), 4=85(LC 3) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft;.B=45ft; L=50ft; eave=6ft; Cat. 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 psi 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 (pif) Vert: 1-5=44 Trapezoidal Loads (plf) Vert: 5=0(F=22, B=22)-to-3=-66(F=11, B=11), 2=1(F=5, B=5)-to-4=-15(F=3, B=3) ,,QV � N 8'11 VF EIV N 68182 r • ,� :�•: T OF 00 �tNAM EO%% FL Cert. 6634 June 30,2014 ® WARNIAG -Verify design paramemrs sud READ W IFES GN 7NISAND IMWMED FIITEKREIERF.Nrf PAGE MII.M73 ma I12912014WOREME 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, IftSoutiermPine�SR¢lumberia pelciefied,the-defignvaluesarethoseelf%etrveab101f2013byAt.SC 7ampa,FL33s10.4115 , Job Truss Truss Type Qty Ply 70' Carlton Elev D T6391342 m11324 KJB MONO TRUSS 2 1 Job 'o I cnamoers Truss Inc., Fort Pierce H. 34962 1-2-9 3x4 = 7.350 s Sep 27 2012 MiTek Industries, Inc. Mon Jun 30 11:19:25 2014 Page 1 ID:_kfiGCA6bx7j2Syl HDXFw7ye3KK-SJJcMbRT7JOUEBQtAMm172LiBXx5Gi1 NIhIsUz17G0 Scale=1:11.7 4-11-9 LOADING (psf) SPACING 2-0-0 CSI DEFL In (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.10 Vert(LL) -0.02 2-4 >999 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.10 Vert(TL) -0.03 2-4 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.00, Horz(TL) -0.00 3 n/a n/a BCDL 5.0 Code FBC2010/TPI2007 (Matrix) Weight: 17lb FT=0% LUMBER BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-11-9 cc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 3=75/Mechanical, 2=123/0-9-11 (min. 0-1-6), 4=20/Mechanical Max Horz 2=73(LC 8) Max Uplift 3=83(1_C 8). 2=156(LC 8) Max Grav 3=95(LC 13), 2=148(LC 2), 4=65(LC 3) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES 1) Wind: ASCE 7-10; 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 wfthstanding 83 lb uplift at joint 3 and 156 lb uplift at joint 2. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-5=44 Trapezoidal Loads (plf) Vert: 5=0(F=22, B=22)-to-3=55(F=5, 8=5), 2=1(F=5, B=5)-to-4=12(F=1, B=1) P00I N' f V FC E IN N 68182 • '>t' : : 7t' r � , r Vic T OF :�� • • FL Cert. 6634 ::1 June 30,2014 AwARKWO-Verrtr Argn pare M.u.,WAD MITES GN 7nfSAND 1ACLUDED MITEKREFEREACE AADEM77-7473 re•Tj14JZOtdLLEFDAE.lfSE �� Design valid for use only with MRek connectors. This design Is based only upon parameters shown, and is for an Individual building component.' Applicability of design parameters and proper Incorporation of component Is responsibility of building designer- not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibilfity of the MiTek' erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/IPII Quality Criteria, DSB-89 and BCSI Building Component 69D4 Parke East Blvd. Sofety Information available from Truss Plate Institute, 781 N. Lee Street. Suite 312. Alexandria, VA 2314. Tampa, FL 33610-4115 If Sa uthern pi n e (SP) lumber is sp a cif i ed, the design values are those effective 06/01/2013 byALSC Job Truss Truss Type 70' Carlton Elev DT6391343 [Q-7P[Y m11324 MV2 VALLEY 1 job Reference otioa ... i.uaa ni ." rinrun rr. orooc (.JOU s Jep Z1 Zu1Z MI I eK InaustneS, Inc. Mon Jun 3u 11:19:Zb ZU14 rage 1 ID: _kfiGCA6bx7j2Syl HDXFw7ye3"-SJjcMbRT?JOUEBQtAMml?2MvBYG5Gil NIhisUzl7G0 2-0-0 2-0-0 4.00 12 3x4 Scale = 1:6.1 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.03 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.02 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a n/a BCDL 5.0 Code FBC2010frP12007 (Matrix) Weight: 5 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP No.3 TOP CHORD BOT CHORD 2x4 SP No.3 BOT CHORD REACTIONS (lb/size) 1=30/2-0-0 (min. 0-1-8), 2=2412-0-0 (min. 0-1-8), 3=612-0-0 (min. 0-1-8) Max Horz 1=21(LC 8) Max Uplift 1=-20(LC 8), 2=-30(LC 8) Max Grav 1=36(LC 13), 2=32(LC 13), 3=17(LC 3) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Structural wood sheathing directly applied or 2-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=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) 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 �0--%, QU} N r�VF ,P `G E 40 NS�.•�� ri ® N 68182 OF •:�w� FL Cert. 6634 June 30,2014 ®NlARM7#a"-Ycrify rJesign {ammeae+a sad READ Pk17FSGN 7rarSAMD lth7.lME17 MFTFKREFERfhCE FAGEMr!-M73 mw rf23f203JBEfCSREUSE ®�* Design valid for use only with 1,47ek connectors. This design Is based only upon parameters shown, and B for an Individual building component. Applicability of design parameters and proper Incorporation of component is responsibility of building designer- not truss designer. Bracing shown i•�YC9 Is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the Additional bracing the overall structure is the the building designer. For M erector. permanent of responsibility of general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 1'T®k. 6904 Parke East Blvd. Safety Information voi able from Truss Plate Institute, 781 N. Lee Street. Suite 312, Alexandria, VA 314. tf Southern Pine�SP� lumber iszperified, the designvalue3are those effective Ob/01/2013 byALSC Tampa, FL 33610.4115 Job Truss Truss Type Ply Elev D �Qty T6391344 ml 1324 MV4 VALLEY 1 1 [O'Cartton Job Reference (optional) Chambers Truss Inc., Fort Pierce FI. 34982 3x4 7.350 s Sep 27 2012 MiTek Industries, Inc. Mon Jun 30 11:19:25 2014 Page 1 ID:_kfiGCA6bx7j2Sy1 HDXFw7ye3KK-SJIcMbRT7JOUEBQtAMm192JuBXX5Gi1 NIhIsUz17G0 2x3 11 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/defl L/d n/a 999 - n/a 999 n/a n/a PLATES GRIP MT20 244/190 Weight: 12 lb FT = 0% 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 cc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation auide. REACTIONS (lb/size) 1=80/4-0-0 (min. 0-1-8), 3=80/4-0-0 (min. 0-1-8) Max Horz 1=56(LC 8) Max Uplift 1=-54(LC 8), 3=72(LC 8) Max Grav 1=97(LC 13), 3=102(LC 13) FORCES (lb) -Max. Comp./Max. Ten. -All 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) 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 00 N 1fVF,��'i N 68182 • • r Z cc � ter.. 1 :3' •T OF O' w: .0 .,� P,: 6�. � 1►Illllilll, FL Cert. 6634 June 30,2014 WARNTAG-Yerrfr design yaramemrs and READ MRS W TnrSAND IMUDE0 HIMIrREFEREACE PAGE N!T-7473,er tj7.9/201d Effoff WE 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 Additional bracing the Is the the building designer. For MiTek' erector. permanent of overall structure responsibility of general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 69D4 Parke East Blvd. Safety Information val7able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria. VA 2314. li5outhern Pine�SP} lumber isspecified, the desigrtvaluesare those effective Ofi{11f2013byfi13C Tampa, FL 33610.4115 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 3j4 Center plate on joint unless x, y offsets are indicated. Dimensions are in ft4n-sixteenths. Apply plates to both sides of truss and fully embed teeth. 0 --�16 ' - -I- For 4 x 2 orientation, locate plates 0-'na' from outside edge of truss. This symbol indicates the required direction of slots in connector plates. Plate location details available in MiTek 20/20 software or upon request. 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/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. 6-4-8 dimensions shown in ft-in-sixteenths (Drawings not to scale) 1 2 3 TOP CHORDS C1-2 C2-3 WEBS °3w 4 O= a 3 �'a O U �vb = a- u U O o- c7-a csa csOs � BOTTOM CHORDS JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS ]CC -ES Reports: ESR-131 1, 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: Mll-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 ff. spacing, or less, if no ceiling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone is not sufficient. 20. Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria. TYPE OF SURVEY.1 BOUNDARY-4 PLOT PL, COMPLETED ON: DESCRIPTION: BEING ALL 18 MEDITERANEAN SOUTH, OF THE UNRECORDED PLAT OF SPANISH I v LAKES PHASE 1, OF ST. LUCIE COUNTY, FLORIDA. ABBREVIATIONS: o FFE = FINISHED FLOOR ELEVATION R/W = RIGHT-OF-WAY R = RADIUS OF CURVE ,n L = LENGTH OF CURVE �- SF = SQUARE FOOT = DELTA OF -CURVE M so U C TIE IN FINAL I 10F0GKAVHI ;\ 10-27-14 SURVEYORS NOTES: 1. UNLESS OTHERWISE NOTED ONLY PLATTED EASEMENTS ARE SHOWN HEREON. �, 2. NO UNDERGROUND UTILITIES OR IMPROVEMENTS WERE o LOCATED UNLESS OTHERWISE SHOWN. ? M 3. THIS SITE LIES WITHIN FLOOD ZONE "X", ACCORDING TO THE FLOOD INSURANCE RATE MAP, COMMUNITY PANEL NO. ° 12111CO283 J, EFFECTIVE DATE FEBRUARY 16, 2012. V ^ 4. FLOOD ZONE SHOWN HEREON IS AN INTERPRETATION BY THE SURVEYOR AND IS PROVIDED AS A COURTESY. THE FLOOD �? Q ZONE SHOULD BE VERIFIED BY A DETERMINATION AGENCY. a 5. BEARINGS SHOWN HEREON. ARE REFERANCED TO THE CENTERLINE OF MEDITERRANEAN SOUTH HAVING AN ASSUMED c� BEARING OF EAST, ACCORDING TO THE UNRECORDED PLAT OF SPANISH LAKES PHASE 1, OF ST. LUCIE COUNY, FLORIDA 6. NOT VALID WITHOUT THE SIGNATURE AND ORIGINAL RAISED SEAL OF A FLORIDA LISCENSED SURVEYOR AND MAPPER. 7. THIS IS A SPECIFIC PURPOSE SURVEY FOR THE PURPOSE OF LOCATION AND ELEVATION OF FORMBOARDS. PERMIT #: #/J F-6 Z 2 of TOP OF BANK v �N 14.00 =a, 20.96' PORCH 20.96' a1 AVERAGE TOP OF z ELEVATION FORMS 93 F vF, 1.61' ABOVE EDGE En S OF PAVEMENT to N C4 SITE BENCHMARK ELEVATIO ASSUMED-\ MEDITERRANEAN BOULEVARD 20' ASPHALT ROAD SOUTH St. Lu 0 CO' 't RECEIVED OCT-29.2014 Ddt � �— coved LAST FIELD DATE: 10-27-14 SCALE: 1 "=30' ALEXANDER J. PIAZZA PSIS, INC. CERTIFIED T0: WYNNE BUILDING CORPORATION DATE:10-27-14 Surveying • Mapping • Consulting 619 SW Biltmore Street DRAWN: CJM Port St. Lucie, Florida 34983 ,; " JOB NO.: ® Phone: (772) 340-7770 ; ` —' T 14-1867 LBl728o Fax: (772) 340-2250 K:\BUILDERS\DWG2014\DWG\14-1867.dwg, 10/27/2014 12:41:00 PM