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HomeMy WebLinkAboutSUBMITTED PAPERSz . a ALL APPLICABLE I FO MUST BE COMPLETED FOR APPLICATION TO BE ACCEPTED Date: SCANNED Permit Number: BY ,�•;.. St. Lucie County Building Permit Application Planning and Development Services Building and Code Regulation Division 2300 Virginia Avenue, Fort Pierce FL 34982 Phone: (772) 462-1553: -Fax:-(77.2) 462-1578 COI rhiardal Residential X PERM IT'APP:LICATION FOR Building PROPOSED IMPROVEMENT LOCATION: -Address: 10 CAMINO DEL RIO - Legal Description: SECTION 27./ TOWNSHIP 36S / RANGE 40E Property Tax ID #i 3427-111-0002-000/5 Lot No:10 Site PIan'Name: SPANISH LAKES Block No. Project Name: RIVERFRONT Setbacks Front 32' Back: Right Side: 15' Left Sider 20' DETAILED DESCRIPTION OF WORK: MOBILE HOME -REPLACEMENT: SINGLE FAMILY RESIDENCE 3 BEDROOM 1.2 BATH / GARAGE [CONSTRUCTION INFORMATION: -Additiona wor to e erformed under this permit —check all apply: HVAC Gas Tank FGas Piping _ Shutters . Windows%Doors:: ZElectric DI Plumbing ❑Sprinklers 1:1 Generator Z Roof Total Sq. Ft of Construction: 2,275 S . Ft. of First Floor: 2,275 Cost of Construction: $ 58,000 Utilities- Sewer 11Septic Building,Height: . OWNERAESSEE: CONTRACTOR: Name WYNNE BUILDING CORPORATION Name: MATTHEW LYLE WYNNE Address: 8000 SOUTH US.HWY. 1 SUITE 402 -Company: WYNNE DEVELOPMENT CORPORATION - City.: PORT ST.: LUCIE .- State: FL Address: 8000 SOUTH US: HWY. 1 SUITE 402 = Zip Code: 34952. Fax: (772) 878=7656 City: PORT ST. LUCIE State: FL . Phone No. (772) 878-5513 Zip Coder 34952 ' Fax: (772) 87877656 E-Mail: Phone No. (772) 878-5513 Fill in fee simple -Title Holder on-next'page ( if different E=Mail: from the Owner listed above) State or County License: CGC03599 If value of construction is $2500 or more; a RECORDED Notice -of Commencement is required. wo,2G SUPPLEMENTAL CONSTRUCTION LIEN LAW INFORMATION: DESIGN ER/ENGINE.ER: Not Applicable MORTGAGE COMPANY: x Not Applicable -Name: BRADEN&BRADEN. Name: Address: 417 COCONUT AVE. Address: City: STUART State: FL. City: State: Zip: 3499E Phone: (772)287-8258 Zip: Phone: FEE SIMPLE TITLE HOLDER: x Not Applicable BONDING COMPANY: Not Applicable Name: Name: Address: Address: City: City: Zip: Phone: Zip: Phone: I certify that no work or. installation has commenced prior to the issuance of a permit.' St. Lucie County makes no representation that is granting a permit will authorize the permit holder to build the subject structure which is in conflict with any applicable Home Owners Association rules, bylaws or and covenants that may restrict or prohibit such structure. Please consult with your Home Owners Association and review your deed for any restrictions which may apply. In consideration of the granting of this requested permit, I do hereby agree that I will, in all respects, perform the work in accordance with the approved plans, the Florida Building Codes and St. Lucie County Amendments. The following building permit applications are exempt from undergoing a full concurrency review: room additions, accessory structures, swimming pools, fences, walls, signs, screen rooms and accessory uses to another non=residential use WARNING TO OWNER: Your failure to Record a Notice of.Commencement may result in your.paying twice r improvements to your pro rty. A Notice of Commencement must be recorded and posted on the ' site before the first inspec ' you intend to obtain financing, consult with lender or an.attorney b ore commencing r r rdine vour Notice of Commencement. iSignat'ufxe of Owrier./_A'gent/�esseeu ^Signature of Con o icense.Holder STATE OF FLORIDA STATE OF FLORIDA COUNTY OF 5=j /-Lc Cie COUNTY OF !;;�T_ J u c re" The for ping instrument was acknowledged before me The forgoing instrument was acknowledged before.me this I(o tay of d c-t-o j3 6-X 20 14 by this l4 -day of (� G� 6jDZ . 2014 by- ►2_C>+14 K�.J IJO�2014 /t ; �+ml (Name of person acknowledging) (Name of person acknowledging) 0_ - (Signature of Not ublic- State of Florida ) (Signature of NotaW Public- State of Florida) t Personally Known V OR Produced Identification Personally Known OR Produced Identification Type of Identificati o' Type of Identificati • - BASKIN e20*PayPoe" ,.�PRyP&�., DOROTHYANNBASKIN Commission No. ;° Notary P � ca„State of Florida Commission No. '��+ *`�: Notary Publ(Seal)te of Florida - y Com xp res Oct 2, 2016 Commission # FF N ; •_ My comm. Expires Oct 2, 2016 OFF 015226 %•E a°o� Commission. # FF a Iona otary Assn. '�����"Bonded Through National Notary Assn. Revised 07/15/2014 REVIEWS FRONT ZONIN SUPERVISOR PLANS VEGETATION S_ EA TURTLE_ MANGROVE COUNTER REVIEPV REVIEW REVIEW REVIEW REVIEW- REVIEW = - - DATE COMPLETE INITIALS �/p St. Lucie County Building •& Zoning 2300 Virginia Ave <oa►o 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 PERMIT I I ISSUE DATE: NUMBER: 4NNNE BUILDING CORP 06/18/2014 15:29 772877-9,56 -� PLANTffNG & DEVELOPMENT SERVICES Building &Code Complitanee Division BUa.D1N(;'PERMXr SUR-CONTRACTOR AGREEMENT St. Lucie County Contractor Certificatiot: Number: State of Florida Certification Number (tfapp)icsble): R SSW Electric have agreed to be the (Company NamOndbAdual Name) F i ec r i a 1 _ Sub -contractor for Wynne Development Core - (Type of Trade) . (Primary Contractor) For the project located at �� \AN (Project Street Address or Property Tax 11) #) It is understood that, if there is any change of status regarding our participation with the above mentioAed project, I will immediately advise the Building and Zoning Department of St. Lucie County by fling a Change of Sub -contractor notice: (Form: SLCCDV (No. 004-00) BUSIN 5S QUALIFIER (Dame of the IDdividual shown on the Contractor's License) :+T� �A1�izEA SIGNATURES ARE REQUAED Business Name. S&W Electric A,ddross: 5 0 l W Coker Rd. Ciry/Statd2ip: rort Pi erce • FL 34945 Pbone: t :z:z 7 4 4— F d riti email: Lawrence Stubbs SIGNATURE ,\PRINT NAME RATE STATE OF FLORIDA, COUNT( OF 1 A THE FOREGOING INS T CJMBNT WAS SIGNED BEFORE AMTDIS �AY OF �, ZO� ByL&VIne-P'1J0 IS PERSONALLY ]KNOWN OR RAS PRODUCED AS IDENTIFICATION. C� aU A, E LUJ-4.1 `/a - � 0, &�—o 6 - (STAMP) SIGNATURE OFINOTARY PU13L)C PRINT NAME OF NOTARY PUBLIC SLCPDS: 12/I617013 „; ::P c,, LAURA R. CUBBEDGE . .�.X'41i ;.� Commission # EE 209915 :Expires October 21,2016 � BondedTiwTioyFainlnvaence804395•r019 „a PERMIT# ISSUE DATE PLANNING &)DE'VELOPMENT SBRv ICES Building & Code Compliance Divisiou BUILDING Pl✓RMIT SUB -CONTRACTOR AGREEMENT St. Lucie County Contractor Certification Number: State ofPlorida Certification Number (Irepplicabic): CFC1 9215458 Lindquist Plumbing have agreed to be the (Company Name/Individual Name) Plumbingr Sub-contractorfotf'Ynne Development: Corp. (Type of Trade) (Primary Contractor) )For the project located at �� Q \N. , a --;� `� (Project Street Address or Property Tax ID #) It is understood that, if there is any change of status regarding our participation with the above mentioned project, I vlril I immediately advise the Building and Zoning Department of St. Lucie County by filing a Change of Sub -contractor notice. (For,: SLCC)D'V (No. 004-00) BUSINESS QUALIFIER (Name of the Individual shown on the Contractor's License) NOTARIZED SIGNATLRF,S ARE RiEQUMX) D Business Name: Lindquist Plumbing Address: 3185 5Ued Rd. City/State/Zip: Apt P; p,-ce, VT- 34845 Phone: (7 -7 7) 4,, H 1-1 4 F 9 email: _Toi'aS1PCase SIGNATURE PMNT NAME DATE STATE OF FLORIDA,' COUNTY Op TRLr )FOREGOING INSTRUMENT • WAS SIGNED BEFORE ME THIS /6`nA'Y O)F 6 C TD 6 Eit- , 20-1y BY l Q A-6 E C-�S WHO IS PERSONALLY XNO'VF✓N 1--' OR HAS PRODUCED AS IDENTIFICATION. Wa^'►� KJ t-Qa'?.c�- ,/O �`TI•G� /TNT /�A-SIL�in� (STAMP) SIGNATURE 06NOTARYPUBLIC PRINT NAME OF NOTARY PUBLIC Ab SLCPDSs 12/16/2013 DOROTHY ANN BASKIN arvp� `, °`c;s Notary Public - State of Florida •= My Comm. Expires Oct 2, 2016 =�� `°:� Commission # FF 015226 M1F OF FLOP �� Bonded Through National Notary Assn. ZO/ZO 39Vd d800 9NIaiina 3NNAM 999LBL8ZLL EE=St tT0Z/L0/80 07/30/2014 16:04 7728?R?656 WYNNE BUILPT^r�r- CORP PAGE 02/02 f PERMIT# ISSUE DATE PLANNING & DEVELOPMENT SERVICES Building & Code Compliance Division BUILDING RERMIT SUB -CONTRACTOR AGREEMENT St Lucie County Contractor Certification Number: State of Florida Certification Number (if applioable): CAC 0 2 4 3 7 9 Comfort Control of St, Lucie County, Inc, have agreed to be the (Company Name/Imdividual Name) air conditioning Sub-contractorfor Wynne Development Corp. (Type of Trade) (Primary Contractor) For the project located at (Project Street Address or Property Tax IUD #) 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. (Fonm: SLCCDV (No. 004-00) BUSINESS QUALIFIER (Name of the Individual shown on the Contractor's License) NOTARIUD SIGN, TUBES GAF E ]R.IEQUME3D Business Name: Comfort Control of St. Lucie County, Inc. Address: 1 S n 1 li l l t mnr e S t City/State/Zip: Port St. Lucie, FL. 34983 Phone: (7 7� 2) 7 8 5 _g01n email: Aarr_y 7,i mmprma n G TU PRINT NAME DATE S AT RIDA, COUNTY OF C-1 THE FOREGOING INSTRUMENT WAS SIGNED BEFORE ME THIS _,�J AAii Ok Q G7'a 4 20" BY 8 4 e—je y Z i w,�, f'?�rn �4 n1 WHO IS PERSONALLY KNOWNy OR HAS PRODUCED AS IDENTIFICATION. o /e D(STAMP) IJ TN'/ NN �A-SK�a SIGNATURE OCNOTARY PUBLIC PRINT NAME OF NOTARY PUBLIC SLCPDS: 12/16/2013 DOROTHY' ANN BASKIN `OSP�yV PVB(�'i Notary Public - State of Florida ea'>>�yC% Y .?�U # = My Comm. Expires Oct 2, 2016 N�°4 `oe Commission # FF 015226 `'�� Bonded Through National Notary Assn. „ pLA.NNING & DEVELOPMENT SERVICES Budding & Code Compliance Division BUILDING PERMIT BUD -CONTRACTOR AGREEMENT St. Lucie County Confctor Certiflcation Number: 19 4 g 6 State of Florida Certification Number (If appliomble): RC 2 9 0 2 7 0 8 7 Treasure Coast Roofing, LLC have agreed to be the (Company Name/Individual Name) Roofing Sub -contractor for Wynne bevelopment Corp _ (Type of Trade) (Primary Contractor) For the project located at (Project Street Address or Property Tax ID #) It is understood that, if there is any change of status regarding our participation with the above mentioned project, I will immediately advise the Building and Zoning Department of St. Lucie County by filing a Change of Sub -contractor notice. (Form- SLCCD'V (No. 004-00) BUSMSS QUA►,I M)&R (Name oftbe Individual sbovm on the Contractor's License) NOTARIZED SIGNATURES ARE REQMR]ED Business Name: Treasure Coast Roofinqr LLC Address: 1816 Hiltmore St City/State/Zip: Pori- St;,Lucieg FTC.,' 34984 Pbona: (772 ) 343-8308 _ amoiil: _Brian Maloney SIGNATU PRINT NAME DATE STATE OF FLORIDA, COUNTY OF 3A yc. ,' THE FOREGOING INSTRUMENT WAS SIGNED BEFORE ME THIS �S�bAX OF \Z� BY WHO IS PERSONALLY KNOWN � OR HAS PRODUCEIXI _ - AS IDENTIFICATION. izAa�t w Y PUBLIC PRINT NAME OF NOTARY PUBLIC (STAMP) r�- ST COQUINTY IF - NO ST. LUCIE COUNTY BUILDING & ZONING 2300 VIRGINIA AVENUE FORT PIERCE, FL 34982-5652 772-462-1553 FILLED LANDS AFFIDAVIT I, the undersigned, am the owner of the following described property:\0 3427-111-0002-000/5 (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, or maintain in any form, adequate drainage off my property which will not adversely affect the immediate community. 14777/ C YGE" %XJI VE Property Owner Name Pzopely5Or7vner Sl.gnature.: Date STATE OF FLORMA, COUNTY OF S! • d V C / ACKNOWLEDGED BEFORE ME THIS ) l0 ` / DAY OF P /C Ta <S , 20 By 1nA 71_REZJ G YLE NYNAfe WHO IS PERSONALLY KNOWN TO ME OR WHO HAS PRODUCED AS IDENTIFICATION. SIGNATURE OF OTARY TYPE OR PRINT NAME OF NOTARY (SEAL) NOTARY PUBLIC TITLE COMMISSION NUMBER 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 DATE TESTED PERMIT # CONTRACTOR JOB LOCATION ITEM TESTED TEST LOCATION OF SAMPLE SOIL COMPACTION REPORT ASTM D 1557 and ASTM D 2922 December 22, 2014 14100356 Wynne Development Corp. 10 Camino Del Rio Spanish Lakes Riverfront Port*Saint Lucie, Florida Compacted Foundation Fill JOB # : 142274-1 d/ES/jl DEPTH *PEN DRY MAX. DRY PERCENT READ DENSITY PROCTOR VALUE COMPACTION 1. N.E. 0" - 12" 40 109.1 111.7 97.7 2. N.W. 36 110.3 98.7 3. Cener 42 108.4 97.0 4. 44 109.3 " 97.9 5. S.E. 40 107.4 96.2 Soil Description: Brown Sand In Place.Moistur_e: 6.8 Percent Optimum Moisture: 11.0 Percent Max. Dry Density: 111.7 P.C.F. @ Test Locations The Density & Penetrometer Readings In 'oot�elthe, Degree 1W 1palk ets Minimfi ��S'••.'� for Stgka .ndation : *Peri. Readi s Igo N'Vtural Grade 113.0 I I I I I I W I I I I I I I E 112.0 i ..—.—..—i — ..—..—.—..i..—.._ I I I I I I I H T111.0--..—.I.—..—I .—.. � ..—..—.I.—..�..—.._ I I I I I I P 110.0 t ..—.�.— .—�..—..� ..—..�—..—'.—..�..—.._ C I I I I I I I • I I I I I I I I I I I I I I I I I I I I R 108.0-..—.I.—..—�..—.. �..—..�..— I.—..�..—.. , Y 8 9 10 11 12 13 14 15 Moisture - IN, of Dry Weight � e V1 • � • w 4 � Julie E. •'rp��R�� .� — t115 • •• RECEIVED ►[it. 14 ? Presid , �0NN �� ��,•' Fax &Mail To: Sant Lucie County Building Department Fax to: 772-878-0224 E-mail to: dotty@spanishlakes.com Ronald G. Keller, P.E.: 37293 / SI Lic. No.: 860 / Julie E. Keller, P.E.: 68366 12/30/2014 12:35 7725896469 KSM ENGINEERING,--, PAGE 01/01 Awe, KELLER, SCHLEICHER & MacWILLIAM ENGINEERING AND TESTING, INC. MARTIN (772) 337-7755 F?0, BOX 78-1377, SEBASTIAN, FL 32978-1377 SEISASTIAN (772) 589-0712 PALM BEACH 561 845-7445 MELBOURNE (321) 768-8488 ( } www.ksmengineering.nEt FAX (561) 845-8876 E-Mail: KSNAGKSMENGINEERING.NET ST LUCIE (772) 229-9093 C.A.: 5693 FAX (772) 589-6469 DATE TESTED PERMIT # CONTRACTOR JOB LOCATION : SOIL COMPACTION REPORT ASTM D 1557 and ASTIR D 2922 December 22, 2014 14100355 Wynne Development Corp. 10 Camino Del Rio Spanish Lakes Riverfront Port Saint Lucie, Florida ITEM TESTED Compacted Foundation Fill JOB # : 142274-1 d/ES/jl TEST LOCATION DEPTH * PEN DRY MAX. DRY PERCENT OF SAMPLE READ DENSITY PROCTOR VALUE COMPACTION 1. N.E. 0" --12" 40 109.1 111.7 97.7 2. N.W. " 36 110.3 if98.7 3. Center 42 108.4 97.0 4. S.W. 44 109.3 97.9 5. S.E. 40 107.4 96.2 Soil Description: Brown Sand In Place Moisture: 6.8 Percent Optimum Moisture: 11.0 Percent Max. Dry Density: 111.7 P.C.F. @ Test Locations The Density & Penetrometer Readings Indicate the Degree of Q6 f ffiW6o ,Meets 11/Ilnlit*L4 it���4�r°O. for *ialrec��•`°'; *Pen. Readings Tak r atural Grade. Re Moisture - % of Dry Weight Julie r VED oEc Presi� •�. ...•�•'•�y a Fax & Ma Ilcucle County Building Department Fax to: 772.87.8224 E-mail to: dotty@spanishiakes.com Ronald G. Keller, P.E.: 37293 / 51 Lic- No.: 860 / ,lulie E. Keller, NE.: 68366 113.0 1 W E 112.0 G P I I I I I I I c I f I I I I I i i i i t I I I i I I I R1ou a—. ----..-..— Y 8 9 10 11 12 13 '14 15 06/30/2015 12:04 7728787656 \ t�WYNNE BUILDING CORRPr o PAGE 01/02 u" Professional Insulators of South Florida FTC Insulation Ynstallation Certiflcate To: St. Lucie County Date: June 19, 2015 Re: Lot/Block- Address- 110 Camino Del Rio Project: The undersi ed hereby certifies that insulation has been installed in the above described property as follows: 1. Exterior CBS walls have been insulated with: Ispray-on Cellulose Thickness In inches: Fiberglass Blankets Manufacturer: F! Foil Rock Wool Blankets Density, X Alu�miu�um Foil R-Value: R-4.1 Rigid Board Exterior (frame wells) have been, insulated with: Spray -on Cellulose Thickness in inches: __ _ _ _ __ _ _)F'ibgr-g1aZan ..ts----• -- -•• — -....— • - -•- Manufacturer: Rock Wool Blankets I)ensity: Aluminum Foil R Value: Polyurethane 2. Ceilings (rear porch) have been insulated with: Spray -on Cellulose Thickness in inches: 10.25 Fiberglass 13laoke% Manufacturer; Owens Conning Rock Wool Blankets Density dx Fiberglass Blown R-Value- R-30 Cellulose Loose Fill Ceilings (Vaulted/Cathedral) insulated with: Fiberglass Blankets Thickness in inches- Fiberglass Loose Fill Manufacturer: Rock Wool Density X Fiberglass Blown R-Value: Cellulose Loose Fill Interior Imeewalls have been insulated with: AFIberglass Blankets Thickness in inches: IROCR Wool Maloufacturer: Polyurethane Density: Spray -on Cellulose R-Value: Other 4. Garage partition walls of A/C living area have been insulated with: Rock Wool Bla�pkets Thickness in inches: 9.5 X Fiberglass Blankets Manufacturer: Owens Corning Spray -on Cellulose Density: polyuretbane A-VnlnP- R-30 other B B 06/26/2015 08:49 .7728727656 WYNNE BUILDING CORP PAGE 01/01 88/18J2014 15:29 7728 i55 WYNNE BUILDING I'P PAGE 92/03 SL Ludle County BuWng & Zoning Department 2300 virgwa Avenue _ Fort Vlerce, FL 34982 - 772-462-2165 Fact; 772-462-6443 Request for 30-Day Temporary power Release Dates Perwit Number: t, Property Address: THE UNDERSIGNED HEREBY REQUE$T RELWE OF ELECTRICAL PO JM TO THE ABOVE DESCRww PROPERTY, FOR A PERM NOT TO EXCEED THIRTY (30) DAYS, FOR THE )PURPOSE OF TESTING SYSTEMS AND EQUU%MT IN PREPARATION FOR FINAL INSPECTION. IN CONSIAERATION OF APPROVAL OF THE =QUEST WE MEBY ACJKNOWtXDGE AND AGREE AS)FOLLOWS: 1. This tettlpotAry power release is requested for the above stated Pvn*se only, arAd-there.will be tic (Ieeupancy of auy type, O Mer-tleen blot perYaitted by construction during this time perlod. 2- As'witness by oci signatures, we hereby agree to abide by all tam and conditions of thin agreement, inel-Adiug BuMns Division Poft, wbleh is incorporated herein by rebrence. 3. A11 conditiona And requiMMents Usted Ia the attached document "tied "Requirements for 30 Day Power for Testing"• have bmn fultilled and the premise IS t•eady for COl PUI MCQ 1t15peeti0rt. 4. All requests fox an extension beyond 30 days anw9t be made in wxftimg to the wilding Official stating the reason for the request. power may be mnoved from the site aid/or a Stop Work Order Issued it the Final Inspection hu not been approved within 30 days. A fee of $100.00 will be required -to lit the Stop Work Order. WE HEREBY RELEASE AND AGREE TO HOLD HARMLESS; ST. LUCIE COUNTY, AND THEIR EMPLQYEn FROM ALL LL%BH.ITIES AND CLAIMS OF ANY TYPE OF NATURE VVHTC)R MAY ARISE NOW OR IN THE FUTURE OUT OF THIS 'TRANSACTION, INCLUD) NG ,A.'NY DAmAGx WIIICH M&Y BE wCURRED DUE TO TEMX}ISCONNRCTION OF ELECTRICAL POWIER IN THE EVENT OF Y1%ATiON OF TWS AGREEMENT. 15 VA 26 Tu . "Thank ydu - We appreciate your business" /-///C) - C) Ticket no. FORT PIERCE %0 4199 SELVITZ ROAD 268372 FT PIERCE, FL 34982 as Delivery date Plant Truck �3:> C- ck size Type job 05/27/15 62-8, 3. L710 SLAB OK Customer n-030004535 I Customer narRODNEY HALL CONCRETE CONST Zone Tax CD T3 Materials for Life® Tarmac pr0j414?L7J3 I I Customer P.O. no. Order no. code l.LCharge delivered 3- Time due :35060 C.O.D. 12-.02 2-Charge F.O.B. 4-C.O.D -F.O.B. I Delivery nae3eTant qqQrrqssE COUNTY Lot Block County . 10 CAMINO DEL RIO , FT PIERCE T r �lr-kQ-f-L gur-in cr- on -rn 1 ig- r-, i -ri n -r g T Kipp , on T1 1711 Instructions .4 L3N PKEE-i .--I-r-- — - -- - - -- " - i alull ON ARCADIA AVE, TL ON DEL MONTE 4.01Z Quantity I Product°[Unit Load Cumulative Ordered Code , r CAF Description 3.00 3.00 12 -A 1 02500 457 CY 3100 1041901 MASTERFIBER M70 .751 CY 1.00 80G007 FUEL SURCHS LD 1.00 800014 CCTV IRON SURCHG LD RECEMiD JUN 18 2015 Load Arrive job site Start discharge Finish discharge Leave job site Arrive plant Subtotal Sales tax TOTAL kciditional water atcl to this concrete will reduce its strength. Any water added is at customer's risk. Gallons of water added: Gallons of water added: Gallons of water added: I Amt of CY Retained: Customer Approval: Customer Approval: Customer Approval: Customer Approval: Tested Tested properly I No. Authorized and received by U Yes ❑ No U Yes LJ No 05372 lx<--- Safety is a constant state of mind, with every employee feeling responsible and empowered to act to cause him and others to work safely, on the belief that all accidents are preventable and that zero incidents is the only goal. Lot: Block: Address: Correct Not Correct f1l I0-rnKAE:0 r1n0\1 TITAN FLORIDA LLC TERMS AND CONDITIONS OF SALE, 1. All sales will be subject to these terms and „uitions ("Contract") and, if buying on credit, to Buyers credit agreement with Seller, incorporated herein by reference; all other terms, including any terms contained in Buyer's purchase order, are excluded unless agreed to by Seller in writing. Any changes must be in writing and signed by each party. This Contract will be construed in accordance with the laws of the state of Florida. For all disputes relating to this Contract, Buyer hereby consents to the jurisdiction and venue of the state and federal courts for the location of the delivery site of the goods sold heretmder. 2. Payment terns: 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 % 1011 proximo may be deducted if no previous balances are past due. Interest at the lesser of 11L% 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 1112 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 charges, except to the extent caused by Seller's gross negligence or willful misconduct. Buyer waives any right of subrogation against Seller. 6. Buyer is responsible for full payment of, including all costs of disposal and Seller's return charge per trick for, (i) orders not cancelled at least one hour prior to delivery time; (ii) concrete delivered due to Buyer's mistake or in excess of requirements; (iii) concrete not deliverable due to unsuitable approaches. 7. Concrete prices and quantities are based upon the wet volume at the time of discharge from the truck, and are not sold "form measurement" or measured "in place". Yield will be established in accordance with applicable ASTM standards. Buyer will pay all charges incident to inspection or tests made by or on behalf of Buyer. 8. Limited Warranty: Buyer is solely responsible for determining the type and quantity of goods to be purchased. Seller warrants that its products will meet or exceed applicable American Society for Testing Materials ('`ASTM") and American Concrete Institute ("ACi") standards, when tested in accordance with ASTM and evaluated by ACI standards. Seller will repair or replace any goods supplied by Seller that fail to rneet this limited warranty, within one year after delivery thereof. Seller will uphold its warranty obligations under Florida statute 718.203, as applicable. ALL OTHER WARRANTIES, WHETHER EXPRESS OR IMPLIED, INCLUDING WITHOUT LIMITATION THE WARRANTIES OF MERCHANTABILITYAND FITNESS FOR A PARTICULAR PURPOSE, ARE HEREBY EXPRESSLY EXCLUDED. THE REMEDY SEi' FORTH IN THIS SECTION 8 WILL CONSTITUTE THE SOLE REMEDY OF BUYF,R UNDER TH IS LIMITED WARRANTY. 9. Seller will not be responsible for slump, strength or quality of anycor,crete 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 nut regularly supplied by the Seller in the marketplace. Buyer will be solely respon- sible for the effect of such admixture or ingredients'on the concrete: Ahy&1ra• product which may be required in excess of the mix design quoted, or which may be requiredto provide workability, strength, settingtime 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 i:+aferial 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 NOTARISING FROM SELLER'S NEGLIGENCE, STRICT LIABILITY OR FAULT. INNO EVENT WILL SELLER BE RESPONSIBLE FOR DAMAGE DUE TO THE ACTIONS OF OTHERS OR'THE FAILURE OF BUYER TO COMPLY WITH ITS OBLIGATIONS. SELLER'S LIABILITY FORANY CLAIMS WILL BE LIMITED TO T14E PURCHASE PRICE OF THE GOODS SOLD UNDER THIS CONTRACT. 1.4. Notice. All notices to Seller will be sent in writing to the sales office issuing the price quotation, with a copy to Credit Department, 455 Fairway Drive, Deerfield Beach, FL 33441. 15. Severability. The unenforceability of any provision of this Contract will not affect the enforceability of any other provision of this Contract, and each other provision of this Contract will be severable and enforceable to the extent permitted by law. WARNING: CAUSES SKIN IRRITATION - iN.IURIOUS 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 PROMPT MEDICAL ATTENTION. KEEP OUT OF REACH OF CHILDREN. MATERIAL SAFETY DATA SHEETS (MS.DS) ARE AVAILABLE AT `Vi'WW.I'tl'ANAMERICA.COM. Rev'd 2-08 Termite Inspection • Termite Pretreatment • Pest Control • Rodent Service • Fire Ant Lawn Service • Whitefly Treatment • Licensed & Insured Lic. JB175775 Termite & Pest Control, Inc. 772-323-7921 Toll Free: 1-877-365-9990 Fax: 772-340-5990 Email: Evictabug@gmail.com 2373 SW Woodridge St. 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 w 1 5 TIME DEVELOPMENT NAME,(PROJECT) CONTRACTOR'S NAME CONTACT PERSON c STRUCTURE ADDRESS (LOT/BLOCK) CITY, STATE, ZIP CODE COUNTY. F i% 11'1 i t iU j G i i l; S (. G'! L 1 C, / NOTES ?("(", � +- �; 'I 10 � 0 -3 �574) ''TREATMENT TYPEIAREA ❑ FLOATING ❑ MONOLITHIC r0 PATIO ❑ GARAGE DRIVEWAY ElSTEM WALLIFOOTERS ❑ CUTOUTS ❑ FOOTER ❑ FRONT ENTRY ❑ RETREAT ❑ BORA CARE TREATMENT ❑ PLUMBING CUTOUTS ❑ TAMP & TREAT^� TREAT ONLY j FINAL ❑POOL DECK ❑ OTHER ❑ ADDITION PRODUCTS �O,BASELINE ❑ DOMINION 2LACTIVE INGREDIENT L-BIFENTHRIN ❑ TERMIDOR.SC ❑ BORACARE ❑ OTHER ACTIVE INGREDIENT ❑ DISODIUM OCTABORATE TETRAHYDRATE CONCENTRATION r❑�y06% ❑ .12% ❑ .25% ❑ .05% ?�3% ❑ 9➢/ "OtO ER,=it �i�� ' GALLONS APPLIED I SQUARE FOOTAGE Ifs ` 0 Ijv( l LINEAR FOOTAGE G u �� f` SQUARE FOOTAGE VERIFIED YES ElNO �O IGEASURED OR VERIFIED PER PLANS JOB READY CONDITIONS MET e® YES ❑ NO DETAILS N �J o � 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 x3 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 4.) ;k' ' 1.c� 7 1,;, FINAL STICKER f ❑ ELECTRICAL PANEL ❑ WATER HEATER 7 OTHER L. , Payment Terms: Payment due at time of service. 1 — c�� Date Applicator: (Evict A Bug Termite and Pest Control, Inc.) Date Customer (Property Owner or Agent)' Planning & Development; Services Building &(Code Regulation Division 2300 Virgh iie Ave Fort Pierce, FL 34932 772-4652-2172 Fax 772-462.6443 CER77FICATE OF TERMITE TUATMENT CoNSTRUCTIGN SOIL TREATMENT PERMIIT #: A 10'036-6 JOB ADDRESS: to (�ar�iN0 I BUILDER/CONTRACTOR 1V haul. PEST CONTROL CONTRACTOR: PEST CONTROL LICENSE #: We, the undersigned, hereby certify that we have pretreated the above described construction for subterranean termites in accordance th the standards of the National Pest Control Association. Square feet if area treated: 3d©s1F ?'So`/r Chemicals used: Percentage of solution: d 6 � Total gallons used: Date of Treatment: Footing 1sl Treatment Re Treat �I]riveway� �1 Treatment Treat Otjl-r,t t a reatment Re -Treat Time of Treatment: 9 `c> — Slab 1st Treatment Re -Treat Pools 151 ,Treatment Re -Treat i Perimeter for Finaf Inspection pe Signature of Exterminator Note. There must be a completed form for each required treatment or re -treatment and th/s form must be on the job site to be picked up by the Inspector at time of each inspectlon or the scheduled inspection will fall and a-re-Inspecdon fee charged. FOCaD4.2.6 Certificate of Protective TreatmentforprevendOn of termites A weather reslstantjobsite posting board shall be provided to receive duplicate Treatment Certificates as each required protective treatment is completed, providing a copy for the person the permit is Issued to and another copy for the bullding permit files The Treatment Certificate shall prov/de the product used, Identity of the appilcator, time and date of the treatment, site location, area treated, chemical Used, percent concentration and number ofgallons used, to establish a verifiable record of protective treatment. If the soil chemical barrier method for termite prevention Is used, final exterior treatment shall be completed prior to final bullding approval. St Lurie Coaunty requires for the final inspecdon for CO, a Perm nen ����®�' �® �e placed an the eied1cal panel box cover, iisUng all the treatments and dates of applications. C r • ob. ram, CZ 0 No to FF1 r'•�� Lot 4 n ,, -AS MW MINEVAT s fr '�d 41, $5 a AYom to R� _ .. -. 5 Planning & Development Services Building & Code Regulation Division 2300 Virginia Ave Fort Pierce, FL 34982 772-462-2172 Fax 772-462-6443 CERTIFICATE OF TERMITE TREATMENT C®NSTRUCTION SOIL TREATMENT PERMIT #: D� ( JOB ADDRESS: /b �41 f BUILDER/CONTRACTOR: PEST CONTROL CONTRA( PEST CONTROL LICENSE we, the undersigned, hereby certify that we have pretreated the above described construction for subterranean termites in accordance with the standards of the National Pest Control Association. Square feet if area treated: &�1 F Chemicals used: 6 Percentage of soiution: m Total gallons used: S Date of Treatment: Time of Treatment: /•D() �Sla 1-11 Treatment Re -Treat Pools 1s' T reatment Re -Treat 4Sl9niat-"-- r Final Inspecti f r i for Note. There must be a completed form for each required treatment orre-treatment and this form must be'on the job slte to be picked up by the Inspector at time of each lnspectlon or the scheduled Inspection will fall and a r&inspectron fee charged. FBC104.2.6 Certificate of Protective Treatment for preven.don oftenmites A weather reslstantjobsife posting board shall be provided to receive duplicate Treatment Certificates as each required protective treatment is completed, providing a copy for the person the permit Is issued to and another copy for the bullo7ng permit files The Treatment Certificate shall provide the product used, Identify of the applicator, time and date of the treatment, site location, area treated, chemical used percent concentration and number ofgallons used, to establish a verifiable record of protective treatment. If the soil chemical barrier method for termite prevention Is used, final exterior treatment shall be completed prior to final building approval. St Lucie County requires for 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. N Footing 1�t Treatment Re, Treat Driveway ire Treatment Re -Treat Other 11t Treatment Re -Treat 3gg5 JOSEPH E. SMITH, CLERK THE CIRCUIT COURT — SAINT LUCIE COI` FILE # 4007394 OR BOC _ i84 PAGE 412, Recorded 10/24/2014 z 0:15 AM AFTERRI ECORDING-RETURN TO, i R PERMIT 1Y MB r NOTICE OF COMMENCEMENT I The undersigned hereby given notice that Improvement will be made to certain real property, and in accordance will, Chapter 713. Florida [(elutes the following information is provided in the Notice of commencement. I (Legal description and street address) TAX FOLIO NUMBER' 3427-111-0002— 000/5 I DES(�RD'TION �1 VRe�PORTy (1 SUB14MSION.I�Frnnt ;BLOCK TRACT LOT BLDG UNIT— �� \ z Section Township I 2.GENGRALDESCRIPTION OFIMPROVEMENT: sin LE famil residence / 1 J. OWNER WM FORATJON: a. Name 1 b. Adpress 8000 S - US1 r Suite 402, PSL r FL 34952 c. Interesi in property d. NaYme and address of fee simple titleholder (if other than owner) COrpOCdtlOn 4.CON'J'RACTOR'SNAME, ADDRESSAND PHONE NUMBER: _ Wynne Development) 6000 S. US1 Suite 402 PSL FL 3445' 77?—FI7R—SSlii I 5. SUR.ETY'S NAME, ADDRESS AND PHONE NUMBER AND BOND AMOUNT: 6 LENDER'S NAME, ADDRESS AND PHONE NUMBER: documents may be served as pro v,dcd by l7. Persons within the Slate of Florida designated by Owner upon whom notices or other I Section 713.13 (11(a) 7. Flonda Statutes: 201-8418 Brantley 1 Silver Oak Dr- P.SL, FL- Nnrvtr:,ADDRESSANOPHONENUMBER:Doug Notice as provided in Section 8 In addition to himself or herself, Owner designates the following to receive a copy of the Lienor's J 713 If; (I)(b). Florida Statutes: , NAM., ADDRESS AND PHONE NUMBER: 7 9 Explr::hon date of notice of commencement (the expiration dale is I year from the date of recording unless a�differrnt date Is specified) __, 20—. W RNs)jIG TO OWNCR' ANY PAYMENTS MADE BY THE OWNER AFTER THE EXPGZATION OF THE NO710E OF COMMENCeM ENT ANO CAN 11S5UL1 /lR CONS R R.'tPROPER PAYMENTS UNDER CHAPTER 713PART I SECTION 717 17 FLORIDA STATUTES TO YOUR PROPERTY A NOTfCE OF COMMENCEM EM MAST Br RECOROEp AN0 94 YO PAYING •V ICE FOR 1MPR0yEMENTS P T a. N T J Sn FOR I t: FIR T BYSP N. IF Y U fNTEND TO BTA FPlAN fN N T WITH Y R / LENDER' RAN ATT Y F R C MMENCING R R CORD YOU N TIgoF M qg&MCNT Matthew Lyle Wynne 1 !Vice —prt-- irient Print Name and Provide Signatory's Title/Ofriicc Signatu+e of Owner or Owner'."• Authoiized Ofrcer/Director/Partner/Manager I Slate ofalorida county of S r r u r i e The foregoing In oing instrument was acknowledged before c this �/ (O --day of g Matthew Lyle Wynne ,as /C.c PR,SIDErJ y (Nan{c of person) (Type of authority ..e g. Owner, officer, trustee. attorney in fact) ForWYnne Building Corporation (Name of party on behalf of whom instrument was executed) Personally Known �or produced the foil (wing type of 11J. (Punted Name of Notary Public) (Signature of Mlhry Public) Under panaltics of perjury. I declare that I have read the foregoing and that the facts In a are Irve to the bes" of my kno.vledge aad belief (s%ction 92.525. Florida Statutes). Signalure(5) of Own or Owner(s)' Authori Officer/DirectorA'artner/Manager who signed above: i By By' —._ R< oersorroov(Rua.en 9) STATE OF FLORIDA ST. LUCI COUNTY THIS 0 CERTIFY THAT THIS IS TRUE N CORRECT COPY OF ORIG RK I MIfk2�14 Date, - I Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. MiTek' RE: ml 1324 - 70' Carlton Elev D MiTek USA, Inc. Site Information: 6904 Parke East Blvd. Customer Info: WYNNE BUILDING CORPORATIN Project Name: m11324 Model: Tampa, FL33610-4115 Lot/Block: Subdivision: Address: 23 Villa Blanca City: ST LUCIE State: FL Name Address and License # of Structural Engineer of Record, If there is one, for hwe uil Name: License #: Address: City: State: General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2010/TP12007 Design Program: MiTek 20/20 7.3 Wind Code: ASCE 7-10 [All HeighII Wind Speed: 165 mph Roof Load: 32.0 psf Floor Load: N/A psf This package includes 26 individual, dated Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61G15-31.003 section 5 of the Florida Board of Professional En9 ineers Rules. No. Seal# ITruss Name I Date No. I Seal# Truss Name I Date 1 IT6391319 1A1 6/30/014 118 IT6391336 1JA 6/30/014 12 I T6391320 I A2 16/30/014 119 I T6391337 I J B 16/30/014 13 I T6391321 I A3 16/30/014 120 I T6391338 I J C 16/30/014 I 14 I T6391322 IA4 16/30/014 121 I T6391339 I KJ5 16/30/014 I 15 I T6391323 I A5 16/30/014 122 I T6391340 I KJ7 16/30/014 I 16 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 I T6391327 I B 16/30/014 126 I T6391344 I MV4 16/30/014 110 I T6391328 I BH7 16/30/014 I I I I I Ill I T6391329 I G RA 16/30/014 112 IT6391330 IGRB 16/30/014I 113 I T6391331 I GRC 16/30/014 114 I T6391332 I J 1 16/30/014 115 I T6391333 I J3 16/30/014 116 I T6391334 I J5 16/30/014 117 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. I N .% 0P;.• 68182 oo =13= STATE OF :�L/01 OR1 `S�O N A� E�C� �. FL Cert. 6634 June 30,2014 Velez, Joaquin 1 of 1 A Jeb Truss Truss Type Qty Ply Elev D �70'Cadton T6391319 ml 1324 Al SPECIAL 9 1 Job Reference (optional) Chambers Truss Inc., Fort Pierce FI. 34982 7.350 s Sep 27 2012 MiTek Indusides, Inc. Mon Jun 30 11:19:13 2014 Page 1 ID:_kfiGCA6bx7j2Sy1 HDXFw7ye3KK-o??4rUlygIC51 OG7Ae8yGTZ6tLGiHkGGdQn6QAzl7GC 1-0 7-B-0 13-7-8 175-0 23-11-12 26-9-10 35-0-0 6-0 -0-0 7-8-0 5-11-8 3-10-8 65-12 2-9-14 8-2-6 -0-0 �1 0 4.00 12 5x6 = Scale = 1:60.3 4x4 = 14 13 4x8 = 2x3 11 5x12 = 2.00 12 7-8-0 5-11-8 10-4-4 11-0-4 Plate Offsets (X.Y): [2:0-3-14.Edge). [8:0-3-O.Edge). [10:0-5-2.Edge1 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.86 Vert(LL) 0776 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 FBC2010/TPI2007 (Matrix) Weight: 158 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 4-0-1 oc bracing. . WEBS 2x4 SP No.3 *Except* WEBS 1 Row at midpt 6-12 6-12: 2x4 SP M 30 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 2=1021/0-8-0 (min. 0-1-8), 10=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=-101 7/1840,10-12=-2876/4512 WEBS 3-13=-631/465, 5-13=-271/242, 6-13=-269/469, 6-12=-1740/2753, 7-12=-258/249, 9-12=-388/377 NOTES ` %0Q v IN V �/ 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.0psf; h=12ft; B=45ft; L=50ft; eave=6ft; Cat. �� 'a • �� G E•N SF.�� II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise indicated. N( 68182 4) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 5.Opsf. 6) Bearing at joint(s) 10 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. i T O F 4 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. �� •. �P\ _ �� 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. sls• , O • \ G��,` LOAD CASE(S) Standard J*-I� N AL ��% rrnllnl� FL Cert. 6634 June 30,2014 I, WARMM-Ve,ifydesiga paremerersand READ MTE901VTRISAM7 IAR2UDED MITER'REFEREACE PAGE MII-7473 rex1129/20IBeFF REUSE Design valid for use any with MiTek connectors. This design is based only upon parameters shown, and Is for an Individual building component. Applicability of design parameters and proper Incorporation of component Is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members any. Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information gvat able from Truss Plate Institute. 781 N. Lee Street, Suite 312, Alexandria. VA 2314. JiSauthgmMrte{SP IumherissPecified,thedesignvaluesarethoseeffecvxeQ6 10112013byAL5C Tampa, FL 33610.4115 ,lib Truss Truss Type Qty Ply DT6391320 7C"'foenreE'ev ml 1324 A2 SPECIAL 11 ce o tional Chambers Truss Inc., Fort Pierce FI. 34982 7.350 s Sep 27 2012 MiTek Industries, Inc. Mon Jun 30 11:19:13 2014 Page 1 ID:_kftGCA6bx7j2Sy1HDXFw7ye3KX-o??4rUlygIC51OG7Ae8yGTZ6sLFIHgkGdQn6QAz17GC 1-0 7-8-0 13-7-8 17-0-0 18-0- 23-11-12 26-9-10 35-0-0 6-0 -0-0 7-e-0 5-11-8 3-4-B -0-0 5-11-12 2-9-14 8-2-0 -M Scale = 1:62.3 4.00 12 4x4 % 4x5 t2 u> 2I 0 4x4 = 17 16 3x4 = 4x8 2x3 I 6x12 = 3x5 = 2.00 12 7-8-0 13-7-8 17-0-0 18 0 23-11-12 35-0-0 7-8-0 5-11-5 3-0-8 -0-0 5-11-12 11-0-4 Plate Offsets (X.Y): [2:0-3-14.Edaej,j9:0-3-O.Edge) H1:0-5-2 Edge) LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.86 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 FBC2010rrP12007 (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=98610-8-0 (min. 0-1-8), 11=986/0-8-0 (min. 0-1-8) Max Herz 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 (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=2746/1787, 3-4=-2132/1457, 4-5=-2075/1471, 5-6=-1998/1418, 6-7=-1880/1381, 7-8=2019/1397,8-9=-4321/2829,9-10=-4369/2821,10-11=-4778/3131 BOT CHORD 2-17=-1580/2533, 16-17=-1580/2533, 15-16=-1174/2004, 14-15=-101311855, 13-14=-2504/4176, 11-13=-2882/4503 WEBS 3-16=-675/465, 5-15=-287/192, 6-15=-379/503, 7-14=-242/437, 8-14=-2499/1605, 8-13=-955/1626, 10-13=-413/387 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=45ft; L=50ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 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 ®WARNING - V.dfr design parameters and AFAR NOTES ON 7NI9AM0 IIR11tDED MITEXREFERENCE PAGE MII-7473 Ter. 112912014BEMREUSE Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper Incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information qva' able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314. IfSauthernVuie�SP Iumber issnenTed, the desiertvaluesarethese effective06 0112013hvAt5C Oki IN 1jVF N 68182 • 0:. T OF .� FL Cert. 6634 June 30,2014 MiTek' 6904 Parke East Blvd. Tampa, FL 33610-4115 Job Truss Truss Type ty Ply 7O'Cadton Elev DT6391321 ri ml 1324 A3 SPECIAL 1 Job Reference (optional N1 0 ��� �• �=K • ����< I,JDU s aep Zr ZU1Z MI I eK mausines, Inc. Mon Jun 3u 11:iun4 Zu14 Pagel ID:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-GBZS3gJabbKyfYrJkMfBoh5JAIbeO3nQr4Wgzdzl7GB 1-0 8-0-1 15-0-0 20-0-0 23-11-12 1- 9-10 35-0-0 -0 -0-0 8-0-1 6-11-15 5-0-0 3-11-12 2-9-14 8-2-0 -0-0 4.00 12 4x5 % 4x4 4x4 = 15 _ 4x8 = 2x3 11 5x6 2.00 12 Scale=1:62.3 8-0-1 13-7-8 20-0-0 23-11-12 35-0-0 8-0-1 5-7-7 6-4-8 3-11-12 11-04 Plate Offsets (X.Y): r2:0-3-14.Edae1 r9:0-3-0 Edoel. [10:0-5-2 Edgel LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.76 Vert(LL) 0.68 12 >605 360 MT20 244/190 .TCDL 7.0 Lumber Increase 1.25 BC, 0.85 Vert(TL) -1.14 10-12 >363 240 BCLL 0.0 Rep Stress Incr YES WB 0.97 Horz(TL) 0.38 10 n/a n/a BCDL 5.0 Code FBC2010/TPI2007 (Matrix) Weight: 159 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 4-1-13 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 2=986/0-8-0 (min. 0-1-8), 10=986/0-8-0 (min. 0-1-8) Max Horz 2=194(LC 7) 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=272911771, 3-4=-2607/1786, 4-5=-2104/1448, 5-6=-2324/1632, 6-7=245211671, 7-8=-4324/2787, 8-9=4610/3102, 9-10=4723/3088 BOT CHORD 2-15=1575/2516, 14-15=-1575/2516, 13-14=-1128/1961, 12-13=-2458/4129, 10-12=-2848/4446 WEBS 4-14=718/514, 5-13=-272/588, 6-13=-306/516, 7-13=-2100/1327, 7-12=939/1576, 8-12=-412/397 NOTES 11111111/��� 1) Unbalanced roof live loads have been considered for this design. ��� CL j I N V ��♦�♦ 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 `� ' .••� G E N S •• ♦ice 3) Provide adequate drainage to prevent water ponding. •• V F•••, 4) The solid section of the plate is required to be placed over the splice line at joint(s) 12. N( 68182 r 5) Plate(s) at joint(s) 12 checked for a plus or minus 2 degree rotation about its center. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. -7J 8) Bearing at joint(s) 10 considers parallel to grain value using ANSl1TPI 1 angle to grain formula. Building designer should verify T F ((/ Z capacity of bearing surface. •. 4 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 837 lb uplift at joint 2 and 837 lb uplift at �♦ •. Q �� joint 10. ♦j 1 �!. • ` �� 10) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ,♦♦♦ss ) N `` LOAD CASE(S) Standard I r I I I 11111` FL Cert. 6634 June 30,2014 AWARNMIG-Verify design paramea:rsaad AEAD A07ES ON MISAAID INaUDED MITEMREFEREACE PAGE Mr7-7473 rea 112912016BB REUSE Design valid for use onlywith MTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity of the iVliTek" erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage; delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information vai able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314. Tampa, FL 33610-4115 if Snuthi=m Pine�SP� lumber isspetiTed, the design values are these effective GS/01120136yAL5C Jeb Truss Truss Type Ply Elev D �Qty [O'Cariton T6391322 ml 1324 A4 SPECIAL 1 1 ob fee ce o do a Chambers Truss Inc., Fort Pierce Ft. 34952 7.350 s Sep 27 2012 MiTek Industries, Inc. Mon Jun 30 11:19:15 2014 Page 1 I D:_kfiGCA6bx7j2Syl HDXFw7ye3KX-kO7gGAJCMvSpHhQV13AQLueRe9xoIWjZ4kGDV3zl7GA 1-0 7-8-0 13-0-0 22-0-0 23-11-12 26-9-10 35-0-0 6-0 -0-0 7 8-0 5 4-0 9-0-0 1-11-12 2-9-14 8-2-6 -0-0 4.00 12 4X4 5x10 2X3 II 5x12 = 2.00 12 5X6 = 3X6 4x8 Scale = 1:61.3 7-8-0 , 13-7-8 22-0-0 23-11-12 , 35-0-0 7-11 5-11-8 B-4-8 1-11-12 11-0-4 Plate Offsets (X.Y): [2:0-3-14.Edge). [4:0-5-0.0-2-0). [8:0-5-2,Edge) LOADING (psf) SPACING 2-0-0 CS1 DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.85 Vert(LL) 0.70 10 >590 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC . 0.86 Vert(TL) ' -1.14. 8-10 >362 240 MT18HS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.99 Horz(TL) 0.38 8 n/a n/a BCDL 5.0 Code FBC2010/TPI2007 (Matrix) Weight: 157 lb FT = 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 MiTek 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=986/0-8-0 (min. 0-1-8), 8=98610-8-0 (min. 0-1-8) Max Horz 2=170(LC 7) Max Uplift 2=837(LC 8), 8=-837(LC 8) Max Grav 2=1171(LC 2), 8=1171(LC 2) FORCES (lb) -Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2732/1777, 3-4=-2167/1493, 4-5=3002/2033, 5-6=3106/2070, 6-7=-4297/2756, 7-8=-4794/3146 BOT CHORD 2-13=1570/2517, 12-13=-1570/2517, 11-12=-1195/2039, 10-11=-2412/4080, 8-10=-2897/4519 WEBS 3-12=626/420, 4-11=-616/1112, 5-11=266/557, 6-11=15561940, 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; VuIt=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.0psf; h=12ft; B=45ft; L=50ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 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 �11111111/II Qv I N VF .� OP••E N�F i *: N 68182 T OF ice•' �C/� 1111111 FL Cert. 6634 June 30,2014 ®WARKM-VerifyderignparameM.and READ A07E501V7NI6AMI I7RIUDED K7TEKREFEREACE PAGE M11-7473re 1129120MBEFOAEUSE Design valid for use onlywith Mifek connectors. This design is based only upon parameters shown, and is for an individual building component I 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/PPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information voi able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2374. IfSauthemPine�SP lumber isspecified, the designvalues are those effective06 01/2MbyALSC 6904 Parke Fast Blvd. Tampa, FL 33610-4115 k)b Truss Truss Type Qty Ply Elev D [O'Carlton T6391323 m11324 AS SPECIAL , 1 1 ob re ce o do al Chambers T russ inc., Fort tierce Fi. 34vaz 7.350 s Sep 27 2012 MiTek Industries, Inc. Mon Jun 30 11:19:15 2014 Page 1 I D:_kfiGCA6bx7j2Sy1 HDXFw7ye3KK-kO7gGAJCMvSpHhQVI3AQLueQp9x9lavZ4kGDV3z17GA 1-0 7-19-13 11-0-0 17-11-10 24-0-0 26;3-1 35-0-0 6-0 -0-0 7-10-13 3-1-3 6-11-10 6-0-0 2-8-1 8-3-15 -0-0 4.00 12 5x10 4 13 3x4 = 4x5 5 14 6 Scale=1:61.3 4X4 = 12 11 4x8 zz 3x4 = 5x6 = 2.00 12 11-0-0 13-7-8 23-11-12 35-0-0 11-0-0 2-7-8 10-4-4 11-0-4 LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 7.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 5.0 Code FBC2010/TP12007 LUMBER TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 CSI DEFL in (loc) Udefl Ud TC 0.90 Vert(LL) 0.74 10 >555 360 BC. 0.83 Vert(TL) -1.21 10-11 >341 240 WB 0.72 Horz(TL) 0.39 8 n/a n/a (Matrix) REACTIONS (Ib/size) 2=986/0-8-0 (min. 0-1-8), 8=986/0-8-0 (min. 0-1-8) Max Horz 2=146(LC 7) Max Uplift 2=837(LC 8), 8=-837(LC 8) Max Grav 2=1171(LC 2), 8=1171(LC 2) PLATES GRIP MT20 2441190 MT18HS 2441190 Weight: 151 lb FT = 0% BRACING TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 3-11-14 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) 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 (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; 6=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 ,���� PpIU I N r rliF� �i♦♦ N 68182 T OF �/� lo 0 •• FL Cert. 6634 June 30,2014 ®WARMAG -VMfl, design parameters and NEAR A07ES ON 7MSAN0 I=UDED MTEKREFEREME PAGE MII-7473 M. 112912014BUOREUSE Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an Individual building component. �eG Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown -C•�YC7t7i is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction Is the responsibilliy, of the MiTek erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information va' able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria. VA 2314. Tampa, FL 33610-4115 If5authernPne�SP lwriberissgecified, the design values are thoseeffective06�01/2013byALSC bb Truss Truss Type city Ply 70' Cariton Elev D T6391324 ml 1324 A6 HIP 1 1 Job BeLerel3ce o do al Chambers Truss Inc., Fort Pierce FI. 34982 7.350 s Sep 27 2012 MiTek Industries, Inc. Mon Jun 30 11:19:16 2014 Page 1 ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-CagCUWKg6Dagur?isnhfu6BcMZJKU8YIJ07ml VzI7G9 1-0 9-0-0 13-8-0 20-2-13 26-M 35-0-0 6-0 MO 9-0-0 4-6-0 6-6-13 5-9-3 9-M -0-0 4.00 12 5x10 % 24 II 4x6 = 2x3 II Sx10 3 16 17 4 5 6 18 19 7 Scale = 1:60.3 4x4 = 15 14 13 12 11 10 4x4 = 2X3 II 4x6 _ 3x4 = 3x4 = 3x6 _ 2x3 II 9-0-0 13--8-0 8-0 20-2-13 2611 35-0-0 9-0-0 4 6 6-13 5-93 9-0-0 Plate Offsets (X.Y): [2:0-3-10.Edoe]. [3:0-5-0.0-2-0] [5:0-3-O.Edge] [7:0-5-0.0-2-0],j8:0-3-14 Edge] LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.85 Vert(LL) 0.68 10-12 >373 360 MT20 244/190 TCDL 7.0 Lumber Increase . 1.25 BC 0.71 Vert(TL) -0.91 10-12 >278 240 BCLL 0.0 Rep Stress Incr YES WB 0.32 Horz(TL) 0.11 8 n/a n/a BCDL 5.0 Code FBC2010/TPI2007 (Matrix) Weight: 142lb FT=0% LUMBER BRACING TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 BOT CHORD WEBS 2x4 SP No.3 REACTIONS (lb/size) 2=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 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., GCpt=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) The solid section of the plate is required to be placed over the splice line at joint(s) 11. 5) Plate(s) at joint(s) 11 checked for a plus or minus 5 degree rotation about its center. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 712 lb uplift at joint 2, 205 lb uplift at joint 13 and 757 lb uplift at joint 8. 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard FL Cert. 6634 June 30,2014 ®WARNING-Verifydesign Parameters and READ Nl77ES ON 7HISAND HYGLUDED MI7EKREEEREACE PAGE MII-7473re 112912014BDFOmvm 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. Safely Information vat able from Truss Plate Institute. 781 N. Lee Street Suite 312, Alexandria, VA 2314. Tampa, FL 33610-4115 1fSautherriPine7SP�lumberisspecified,thedesib values a rethaseeffecfive06101/2013byALSC Job Truss Truss Type Oty Ply 70' Canton Elev D T6391325 ml 1324 A7 HIP 1 1 Jo eee ce o do a Chambers Truss Inc., Fort Pierce FI.34982 7.350 s Sep 27 2012 MiTek Industries, Inc. Mon Jun 30 11:19:16 2014 Page 1 ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-CagCU WKg6Dagur)isnhfu6BibZL9U5FiJO?ml Vzl7G9 1-0 7-0-0 14-0-9 20-11-7 28-0-0 35-0-0 -0 -0-0 7-0-0 7-0-9 6-10-13 7-0-9 7-0-0 -0-0 4.00 12 46 3x4 = 4x6 = US = 4x6 Scale = 1:60.3 4x4 = 15 14 13 12 11 10 4x4 = 3x4 = 5x6 WB = 3x4 = 2x3 11 5x6 NB = 3x4 = 7-0-0 14-0-9 20-11-7 28-M 35-0-0 7-0-0 7-0-9 6-10-13 7-0-9 7-0-0 Plate Offsets (X.Y):[2:0-3-14.Edae],f5:0-3-0.Edgej,j8:0-3-14.Edaej LOADING (psf) SPACING 2-0-0 CS] DEFL in (loc) l/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.45 Vert(LL) 0.64 12-13 >646 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.59 Vert(TL) -0.88 12-13 >467 240 BCLL 0.0 Rep Stress Incr YES WB 0.46 Horz(TL) 0.18 8 n/a n/a BCDL 5.0 Code FBC2010/TP12007 (Matrix) Weight: 154 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-5-13 cc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 4-8-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 4-15, 6-10 OTHERS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer [installation guide. REACTIONS (lb/size) 2=986/0-8-0 (min. 0-1-8), 8=986/0-8-0 (min. 0-1-8) Max Horz 2=97(LC 7) Max Uplift 2=837(LC 8), 8=-837(LC 8) Max Grav 2=1171(LC 2), 8=1171(LC 2) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2757/1784, 3-16=-2576/1756, 16-17=-2576/1756, 4-17=2576/1756, 4-5=-3885/2640, 5-6=-3885/2640, 6-18=-2576/1755, 18-19=-2576/1755, 7-19=-2576/1755, 7-8=-2757/1784 BOT CHORD 2-15=1577/2542, 14-15=-2478/3885, 13-14=2478/3885, 12-13=-2479/3885, 11-12=2479/3885, 10-11=-2479/3885, 8-10=1577/2542 WEBS 3-15=274/563, 4-15=-1496/935, 6-1 0=1 4961936, 7-10=274/563 NOTES ``,11111111//j�',, 001 N V 1) Unbalanced roof live loads have been considered for this design. ,�� ,�� () `,. • • " • `_ 0,� E N, '•, 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. �� , .• C F •. �� 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. N( 68182 4) The solid section of the plate is required to be placed over the splice line at joint(s) 14, 11. * �� 5) Plate(s) at joint(s) 14 and 11 checked for a plus or minus 3 degree rotation about its center. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for live load 20.Opsf the bottom in 3-6-0 tall by 2-0-0 '0 a of on chord all areas where a rectangle wide will fit between the bottom chord and any other members, i T O F 41J Z •• 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. �(/ �� •.'�` P .' �� 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. N �` LOAD CASE(S) Standard N 11111111111110 FL Cert. 6634 June 30,2014 ®WARNING-yeritrderign paramemrs and READ FATES ON 71`1I5AND IMIUDED MITEKREFEREACE PAGE MI7-7473 rea J12912014BDMEVM ■�■� Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and k 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 M iTek� erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information vai able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314. IfSouthemPine$SP lurnberisspecified, the designvalues are choseeffective4611011201.3byALSC Tampa, FL 33610.4115 Job Truss Truss Type City Ply Elev DT6391326 [O'Cariton m11324 A COMMON a 1ob Reference (optional) Chambers Truss Inc., Fort Pierce FI. 34982 7.350 s Sep 27 2012 MiTek Industries, Inc. Mon Jun 30 11:19:12 2014 Page 1 ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-KpRie8HJ3_4EQEhwdxdjjG00ky.2ZYH?70n1 Zukzl7GD 1-0Q 84-0 12-11-0 17-0-0 22-1-0 268-0 35-0-0 36-0-0 8-4-0 4-70 4-7-0 4-7-0 4-7-0 84-0 4.00 12 4x4 = Scale=1:59.3 3x6 G 17 .- 15 14 12 3x6 2x3 II 46 = 3x8 = 2x3 II 3x8 = 4x6 = 8-4-0 12-11-0 22-1-0 35-M 8-4-0 4-7-0 9-2-0 4-71 Plate Offsets (X.Y): [2:0-3-14.0-1-81. 110:0-3-14.0-1-81 LOADING (psf) SPACING 2-0-0 CS1 DEFL in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.57 Vert(LL) 0.30 14-15 >999 360 MT20 2441190 TCDL 7.0 Lumber Increase 1.25 BC 0.51 Vert(TL) -0.61 14-15 >676 240 BCLL 0.0 Rep Stress Incr YES WB 0.48 Horz(TL) 0.13 10 n/a n/a BCDL 5.0 Code FBC2010/TPI2007 (Matrix) Weight: 166 lb 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=-140812666, 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=4551854, 7-14=-253/174, 9-14=-552/440,6-15=-455/854, 5-15=-253/174, 3-15=-551/440 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; 6=45ft; L=50ft; eave=6ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) 100.Olb AC unit load placed on the top chord, 17-6-0 from left end, supported at two points, 5-0-0 apart. 4) This truss has been designed for 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 5.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 787 lb uplift at joint 2 and 787 lb uplift at joint 10. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard FL Cert. 6634 June 30,2014 ®WARMING-Verirrdesign parameters and READ hOTESON THISAMD INaUDED NITEKREFERENEPAGE NII-7473 rea J/29/2DI48IFOREUSE !� Design valid for use only with MiTek connectors. This design Is based only upon parameters shown, and Is for an Individual building component. Applicability of design parameters and proper incorporation of component Is responsibility of building designer- not truss designer. Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPiI Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. safety Information vat able from Truss Plate Institute, 781 N. Lee Street. Suite 312, Alexandria, VA 2314. Tampa, FL 33610.4115 if lumber 1umberisspecified, the design values arethose effective05fQlf2013byALSC Job Truss Truss Type Qty Ply 70' Cariton Ele, D T6391327 m11324 B COMMON 3 1 Job Ree ce o tto al Chambers Truss Inc., Fort Pierce FI.34982 7.350 s Sep 27 2012 MiTek Industries, Inc. Mon Jun 3011:19:17 2014 Page 1 ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-hmEbhsLStWi W W?ZuPUDUQJjwWzmADeJsX2lKaxz17G8 1-0-0 6-11-0 13-10-0 1-0-0 6-11-0 1 6-11-0 Scale: 1/2"=1' 4x5 = 3x4 = 2x3 II 3x4 = ' 6-11-0 ' - - - 6-11-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.31 Vert(LL) -0.04 4-5 >999 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.22 Vert(TL) -0.09 4-5 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.09 Horz(TL) . 0.01 4 n/a n/a BCDL 5.0 Code FBC2010,rrP12007 (Matrix) Weight: 47 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 4=353/0-8-0 (min. 0-1-8), 2=417/0-6-0 (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 (Ib) or less except when shown. TOP CHORD 2-3=771/473, 34=769/470 BOT CHORD 2-5=-370/673, 4-5=370/673 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=45ft; L=50ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 275 lb uplift at joint 4 and 391 lb uplift at joint 2. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard 10111111fill, � % ak) I N VFW EN&*-.F�i N 68182 OF �� ��11n11111, FL Cert. 6634 June 30,2014 ®WARNING-Verifrdesipn NOTES ON WSAND INUUDED MfiEKREFERENCE PAGE MR-7473 mx 112912014SEMAEUSE 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 BC51 Building Component 6904 Parke East Blvd. Safety Information va' able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria. VA 2314. Tampa, FL 33610-4115 115authernPine�SP lumber isspecified,theofesigniraluesare thaseeffective0S�0112013byALSC Job Truss Truss Type Qty Ply Elev DT6391328 L'Cadton m11324 BH7 BOSTON HIP 11 efere o do a Ft. Q+U04 r.sou s aep zrzuiz mueK mausmes, me. mon Jun'Su 11:19:19 xu14 Page 1 ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-d9ML6YNiPByEmJjGXvFMVkpFOmOlhWM9?MERegz17G6 1-0 6-9 4 11 6-0 13-" 15-" 17-6-0 19 6-1 21 6-1 23.E-1 28-2-12 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 6-94 -0-0 Truss designed for wind loads in the plane of the truss only. Scale = 1:62.3 For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified Building Designer as per ANSI/TPI 1. 4.00 12 4x5 = 4 4 3x4 = 3x6 = 3x8 = 3x6 = 3x4 = 17-0-0 35-0-0 17-6-0 17-M Plate Offsets (X.Y): [2:0-3-14.Edge] 114,0-2-8 0-3-81, [24:0-3-14 Edge] LOADING (psf) SPACING 2-0-0 CS] DEFL in (loc) Udell L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.35 Vert(LL) 0.28 28 >999 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.47 Vert(TL) . -0.41 26-28 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.25 Horz(TL) 0.13 24 n/a n/a BCDL 5.0 Code FBC2010/TPI2007 (Matrix) Weight: 197 lb FT = 0% LUMBER TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 REACTIONS (lb/size) 2=986/0-8-0 (min. 0-1-8), 24=98610-8-0 (min. 0-1-8) Max Horz 2=223(LC 7) Max Uplift 2=-837(LC 8), 24=837(1_C 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, 8-10=-1416/1063, 10-13=-1408/1098, 13-15=-1408/1098, 15-17=-1416/1063, 17-19=-1431/1041, 19-21=1430/1026, 21-22=-1462/1022, 22-23=2536/1716, 23-24=2742/1807, 4-6=-636/392, 6-9=639/396, 9-11=-639/396, 11-12=639/396, 12-14=-639/396, 14-16=-639/396, 16-18=639/396, 18-20=-639/396, 20-22=-636/392 BOT CHORD 2-30=-1603/2532, 29-30=-1436/2359, 28-29=-1436/2359, 27-28=-1436/2359, 26-27=-1436/2359,24-26=-1603/2532 WEBS 4-30=-93/307, 22-26=-93/307, 4-28=548/347, 12-28=-208/421, 22-28=-548/347, 12-13=475/649 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.0psf; h=12ft; B=45ft; L=50ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.1 B; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 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 B37 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 ®WARNING-Verifr design parameters and BEAD NOTES ON TNISAND INCILUDED NITEKREFERENa PAGE 14II-7473 reR 112912014 BDTaREr1SE 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 M iTek• erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivey, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Infonnafion vai able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 314. Tampa, FL 33610-4115 if Southern pine�SP� Iurrtber is specified, the design values are those effective 46�1?1/2413 by ALSC Job Truss Truss Type city Ply Elev D E'Carlton m11324 GRA SPECIAL 1 1b eee ce o do a Chambers Truss Inc., Fort Pierce FI. 34982 7.350 s Sep 27 2012 MiTek Industries, Inc. Mon Jun 30 11:19:19 2014 Page 1 I D:_krrGCA6bx7j2Syl HDXFw7ye3KX_d9ML6YNiP8yEmJjGXvFMVkpHZmRAhZG9?MERegzl7G6 1-0-0 41 8 5-7-3 8-2-13 9-8-8 13-10-0 14-10-0 1-0-0 4-1-8 1-5-11 2-7-9 1-5-11 4-1-8 1-0-0 0 0 2.37 12 5x6 = 5x6 = 4x4 13 4 14 15 5 16 6 4x4 3x5 = 2x3 II 2x3 II 2x3 II 2x3 II 3x5 = Scale = 1:26.6 4-1-8 5-7-0 8-2-13 9-8 13-10-0 4-1-8 15-11 2-7-9 15-11 4-1-8 Plate Offsets (X.Y): [2:0-2-8.Edge[. [7:0-2-8.Edge) LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.21 Vert(LL) 0.10 11 >999 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.32 Vert(TL) . -0.12 10-11 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.06 Horz(TL) 0.03 7 n/a n/a BCDL 5.0 Code FBC2010/TP12007 (Matrix) Weight: 53 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 BOT CHORD WEBS 2x4 SP No.3 REACTIONS (lb/size) 2=68410-8-0 (min. 0-1-8), 7=684/0-8-0 (min. 0-1-8) Max Harz 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, 14-1 5=1 657/1171, 5-15=-165711171, 5-16=-1679/1187, 6-16=-1702/1202, 6-7=-1795/1224 BOT CHORD 2-12=1104/1646, 12-17=-1104/1655, 11-17=-1104/1655, 10-11=1098/1657, 10-1 8=1 103/1655, 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. 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=451t; L=50ft; eave=6ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 615 lb uplift at joint 2 and 615 lb uplift at joint 7. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 79 lb down and 102 lb up at 4-1-8, 111 lb down and 136 lb up at 5-0-0, 132 lb down and 158 lb up at 5-7-3, 61 lb down and 129 lb up at 5-11-0, 61 lb down and 129 lb up at 7-11-0, 132 lb down and 158 lb up at 8-2-13, and 111 lb down and 136 lb up at 8-10-0, and 79 lb down and 116 lb up at 9-8-8 on top chord, and 34 lb down at 4-1-8, 45 lb down at 5-0-0, 54 lb down at 5-7-3, 38 lb down at 5-11-0, 3B 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 01 N , rVF 1 i N 68182 r T OF :•4/ FL Cert. 6634 June 30,2014 02 ®WARN7AG-VenfrdesiynParameM.and READ M 7ES ON WSAAO 1AUMED MITEKREFEREArE PAGE Mll-7473 ne .J/19/202QE0:aREUSE ■■ Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek• erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing. consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 314. Tampa, FL 33610-4115 Its oLaemPmetSP lumber isspe�ed thedesignvaluesarethoseeffect:ive06 0112013byALSC Job Truss Truss Type Qty Ply Elev D [O'Carlton T6391329 ml1324 GRA SPECIAL 1 1 ob Reference (optional Cnamaers 1 russ inc., POrt Pierce PI.34982 7.350 s Sep 27 2012 MiTek Industries, Inc. Mon Jun 30 11:19:19 2014 Page 2 1 D:_kfiGCA6bx7j2Syl HDXFw7ye3KX-d9ML6YNiP8yEmJjGXvFMVkpHZmRAhZG9?MERegz17G6 LOAD CASE(S) Standard Uniform Loads (plo 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) ®IYARNIAG- alyd-- parameters and ARID NOTES ON 7NISAND INCLUDED NITEKREFERENtE PAGE Mll-7473 mx 1/29/2014BEFOMUSE - ■� 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 responsibllllty of the MiTek• erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage. delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information of able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314. Tampa, FL 3361"115 115uuthernPlne�SP lumber is specified,thedesiglvalues are thaseefrec15ve06110112013byALSC Job Truss Truss Type Qty Ply 70' Cadton Elev D T6391330 ml 1324 GRB SPECIAL 1 1 o Reference (optional Chambers 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 HDXFw7ye3KX-5Lv4JuNLAR45NTIT5cmb2yLQbAiMQwUI EOz_AGzl7G5 1-0 5 0-0 10-3-14 15-0-0 21-60 26-2-0 28-1-0 35-0-0 6-0 -0-0 5-0-0 5: 14 5-2-2 6-0-0 4 8-0 1-11-0 6-11-0 -0-0 4.00 12 1 '1 ;oil 0 4x4 = 4x4 % 3x4 = US = 2x3 II 2x3 II 4x4 zo za au To aT 5x6 = -_as av --Ts 3x4 = 4x6 = 3x4 =US = 3x4 = Scale = 1:62.4 5-0-0 15-0-0 21-6-0 28-1-0 35-0-0 5-0-0 10-6-0 6-0-0 6-7-0 6-11-0 Plate Offsets (X.Y): [2:0-2-8.Edgej LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.38 Vert(LL) -0.33 15-17 >544 360 MT20 244/190 TCDL . 7.0 Lumber Increase 1.25 BC 0.64. Vert(TL) -0.61 15-17. >299 240 BCLL 0.0 Rep Stress Incr NO WB 0.45 Horz(TL) 0.03 10 n/a n/a BCDL 5.0 Code FBC2010/TP12007 (Matrix) Weight: 144 lb FT = O% LUMBER BRACING TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-5-12 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 4-15 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide, REACTIONS All bearings 0-8-0. (lb) - Max Horz 2=83(LC 7) Max Uplift All uplift 100 lb or less atjoint(s) except 2=-592(LC 8), 15=-830(LC 8), 14=-565(LC 8), 10=-331(LC 8) Max Grav All reactions 250 lb or less at joint(s) except 2=760(LC 19), 15=1213(LC 2), 14=797(LC 2), 10=413(LC 14) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=1677/1 OB4, 3-18=-154011050, 18-19=-1539/1050, 4-19=-1539/1050, 4-20=-313/525, 20-21=313/525, 5-21=313/525, 5-22=-313/525, 6-22=-313/525, 6-23=-313/525, 23-24=-313/525, 24-25=313/525, 7-25=-313/525, 7-26=-313/525, 26-27=-313/525, 8-27=-313/525, 8-9=580/297, 9-10=-616/273 BOT CHORD 2-17=-937/1535, 17-28=-912/1201, 28-29=-912/1201, 29-30=-912/1201, 16-30=-912/1201, ``1111111111#11 153 17 546433/129 528437, 45/4371790/1402. 8 15 .......... *- WEBS 3-17 0/ 99, 4-171=1593/6115 -496/476 ; `F 8-14=-890/586 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. '.0n 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 bottom chord live load nonconcurrent with any other live loads. i J� ' T O F ZI/ Z 0 �• �(/ psf 5)' This truss has been designed for live load 20.Opsf the bottom in 3-6-0 tall by 2-0-0 �� '.'C Q a of on chord all areas where a rectangle wide •' �� �i , will fit between the bottom chord and any other members. •'�\ �� ��I�sIS • •N �>`` 6) Providemechanicaldo others)truss t aring plate capable of withstanding 592 lb uplift at joint 2, 830 lb uplift at icalplift 565 lb q` �\ joint joint and uplift "Semi �1111111111 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 ,&W4RN115G-Verffrdesign p.a Wnand READ NOTES ON TWSAND IPKIDDED MfTER'REFERENCE PAGE MIX-7423 ma 112912014affla um Design valid for use only with M7ek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsiblllity of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding MiTek' fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/11`I1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information vaI able from Truss Plate Institute, 781 N. Lee Street Suite 312, Alexandra, VA 2314. 11SauthemPine�SP? lumber isspecified, the designvalues are thoseeffettive06 0112013byALSC 6904 Parke East Blvd. Tampa, FL 33610-4115 J6b Truss Truss Type Ply 70' Carlton Elev DT6391330 Tty m11324 GRB SPECIAL 1 Job Referenci o 'o Chambers Truss Inc., tort Pierce H. 349ti2 7.350 s Sep 27 2012 MiTek Industries, Inc. Mon Jun 30 11:19:20 2014 Page 2 ID:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-5LwjJuNLAR45NTIT5cmb2yLQbAiMQwUIEOz_AGz17G5 NOTES 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 289 Ib down and 353 lb up at 5-0-0, 101 Ib down and 129 lb up at 7-0-12, 101 lb down and 129 lb up at 9-0-12, 101 lb down and 129 lb up at 11-0-12, 101 lb down and 129 lb up at 13-0-12, 101 lb down and 129 lb up at 15-0-12, 101 lb down and 129 lb up at 17-0-12, and 101 lb down and 129 lb up at 19-0-12, and 101 lb down and 129 lb up at 21-1-4 on top chord, and 112 lb down at 5-0-0, 38 lb down at 7-0-12, 38 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 Ib 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 designtselection 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(1`) 25=-49(F) 28=-13(F) 29=-13(F) 30=-13(F) 31=-13(F) 32=13(F) 33=13(1`) 34=-13(F) 35=-13(F) ®WARNTAIG -Verfr design parameters and READ A07ES oN 711WAN0 IM10DED H17FRREFEREACr PAGE HII-7473 mx 112912074DIFDAEUM Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. ��• Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding MiTek* fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPll Quality Criteria, DSB-89 and BCSI Building Component Safety Information vaable from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314. IfSauihernPne�SF' lumber is specified, the design values arerhoseeffective06 01/2013byALSC 6904 Parke East Blvd. Tampa, FL 33fi10.47 75 Jib Truss Truss Type Qty Ply DT6391331 Maftenr!Eev ml 1324 GRC HIP 1 1ence (optional) Chambers truss me., Fort Pierce Fr. a4eaz 7.350 s Sep 27 2012 MiTek Industries, Inc. Mon Jun 30 11:19:21 2014 Page 1 ID _kfiGCA6bx7j2Syl HDXFw7ye3KX-ZXU5XDOzxlCy?cffeKHgb9uSga2B9laSSgjXjjz17G4 1-0 7-0-0 13-8-0 20-9.10 28-0-0 35-M -0 -0-0 7-0-0 68-0 7-1-10 7-26 7-0-0 -0-0 4.00 12 5x8 = This truss is NOT symmetric. Proper orientation is essential. 3x6 11 5x6 WB = 5x8 = 5x10 Scale=1:60.3 3x4 = 15 27 28 14 29 13 30 31 32 33 12 34 11 35 36 10 3x6 2x3 II 3x6 = 6x10 = 3x4 = 4x6 = 2x3 II 7-0-0 13-8-0 20-9-10 28-M 35-0-0 7-0-0 6-8-0 7-1-10 7-2-6 7-M LOADING (psi) 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 FBC2010ITP12007 LUMBER TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 *Except* 4-13: 2x6 SP No.2, 6-13: 2x4 SP M 30 OTHERS 2x4 SP No.3 CSI DEFL in (loc) I/defl Ud TC 0.94 Vert(LL) 0.2610-12 >965 360 BC. 0.60 Vert(TL) -0.38 10-12 >669 240 WB 0.71 Horz(TL) 0.10 8 n/a n/a (Matrix) BRACING TOP CHORD BOTCHORD WEBS REACTIONS (lb/size) 2=445/0-8-0 (min. 0-1-8), 13=2650/0-8-0 (min. 0-3-11), 8=1037/0-8-0 (min. 0-1-8) Max Horz 2=84(LC 7) Max Uplift 2=430(LC 8), 13=-2294(LC 8), 8=942(LC 8) Max Grav 2=539(LC 19), 13=3139(LC 2), 8=1234(LC 20) FORCES (lb) -Max. Comp./Max. Ten. All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-869/566, 3-16=-1085/1586, 16-17=1085/1587, 17-18=-1085/1587, 18-1 9=-1 08511587, 4-19=-1085/1587, 4-20=-1085/1587, 5-20=-1085/1587, 5-21 =1 085/1587, 21-22=-1085/1587, 6-22=108511587, 6-23=-2144/1634, 23-24=-2144/1634, 24-25=2144/1634, 25-26=-2144/1634, 7-26=2144/1634, 7-8=2967/2109 BOT CHORD 2-15=-458/764, 15-27=-467/793, 27-28=467/793, 14-28=467/793, 14-29=-467/793, 13-29=467/793, 13-30=1473/2144, 30-31=1473/2144, 31-32=1473/2144, 32-33=-1473/2144, 12-33=-1473/2144, 12-34=-1898/2774, 11-34=-1898/2774, 11-35=1898/2774, 35-36=1898/2774, 10-36=-1898/2774, 8-10=1887/2743 WEBS 3-15=1711559, 3-13=-2501/1791, 4-13=893/863, 6-13=391712865, 6-12=-25/611. 7-12=-670/448, 7-10=-181/595 PLATES GRIP MT20 2441190 Weight: 155 lb FT = 0% Structural wood sheathing directly applied or 3-9-3 oc purlins. Rigid ceiling directly applied or 5-3-9 oc bracing. 1 Row at midpt 3-13, 6-13 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=45ft; L=50ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 430 lb uplift at joint 2, 2294 lb uplift at joint 13 and 942 lb uplift at joint 8. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. FL Cert. 6634 June 30,2014 ®4YARMAG-Vedfrdesiga parameters and READ MOTES ON 7MSAW IPA7.IAlED MiTEKREFEREPKE PAGE NII-7473 ms 112912014BUMEWE ■ Design valid for use only Win 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/TPIT Quality Criteria, DSB-89 and BCSI Bonding Component 6904 Parke East Blvd. Safety Information va' able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314. Tampa, FL 33610.4115 1fSauthelnP'ne�Sp lumber is specified, the design values arethaseelfeccive06�Q1f2013hyALSC Jib Truss Truss Type Qty Ply Elev D [O'Cariton T6391331 ml 1324 GRC HIP 1 1 ob e e e ce o bona cnamoers i russ Inc., ton Fierce H. MU 7.350 s Sep 27 2012 MiTek Industries, Inc. Mon Jun 30 11:19:21 2014 Page 2 NOTES ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-ZXU5XDOzxICy?ctfeKHgb9uSga2B9laSSgjXjjzl7G4 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 231 lb down and 352 lb up at 7-0-0, 118 lb down and 189 lb up at 9-0-12, 118 lb down and 189 lb up at 11-0-12, 118 lb down and 189 lb up at 13-0-12, 118 lb down and 189 lb up at 15-0-12, 118 lb down and 189 lb up at 17-0-12, 118 lb down and 189 lb up at 17-11-4, 118 lb down and 189 lb up at 19-11-4, 118 lb down and 189 lb up at 21-11-4, 118 lb down and 189 lb up at 23-11-4, and 118 lb down and 189 lb up at 25-11-4, and 231 lb down and 352 lb up at 28-0-0 on top chord, and 388 lb down and 240 lb up at 7-0-0, 68 lb down at 9-0-12, 68 lb down at 11-0-12, 68 lb down at 13-0-12, 68 lb down at 15z0-12, 68 lb down at 17-0-12, 68 lb down at 17-11-4, 68 lb down at 19-11-4, 68 lb down at 21-11-4, 68 lb down at 23-11-4, and 68 lb down at 25-11-4, and 388 lb down and 240 lb up at 27-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=44, 3-7=-44, 7-9=44, 2-8=10 Concentrated Loads (lb) Vert: 3=156(B) 5=-96(B) 7=-156(B) 15=-333(B) 10=-333(B) 16=-96(B) 17=-96(B) 19=96(B) 20=96(B) 21=96(1]1) 22=-96(B) 23=-96(B) 25=-96(B) 26=-96(B) 27=-23(B) 28=-23(B) 29=-23(8) 30=23(1]1) 31=-23(B) 32=-23(B) 33=-23(B) 34=23(B) 35=-23(B) 36=-23(B) ,&WAWM-Verifrdesign Parameters and READ NOTES ON 7HISAND INCLUDED MITEKREFEREN:E PAGE MII-7473 tea 112912014BEFCREUSE �!� • Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper Incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction Is the responsiblllity of the MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fobdcatlon, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information ai able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314. 11SouthernPiMSPilumber isspecified,the desim values are thaseeffective06110112013byALSC Tampa, FL 33610-4115 yob Truss Truss Type CI Ply Elev D m11324 J1 MONO TRUSS 6 1 �70'Carlton T6391332 ch,mh.,. Tmea i— P. a;•..e M I-- Job Reference (optional Re Sul y u au;c rrn; en mausmes, Inc. Mon Jun 3U 11:1a:YY ZU14 Page 1 ID:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-1 k2UkZPbi3LpdmSrC 1 o37NQg6_XeuwybhKS5F9z17G3 1-0-0 1-0-0 1-0-0 1-M 3x4 = Scale = 1:6.1 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.12 Vert(LL) -0.00 2 >999 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.01 Vert(TL) -0.00 2 >999 240 BCLL 0.0. ` Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 5.0 Code FBC2010/TPI2007 (Matrix) Weight: 5 lb FT = 0% LUMBER TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS (lb/size) 2=99/0-8-0 (min. 0-1-8), 4=5/Mechanical, 3=-7/Mechanical Max Harz 2=47(LC 8) Max Uplift 2=-153(LC 8), 3=-8(LC 2) Max Grav 2=120(LC 2), 4=14(LC 3), 3=26(LC 8) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BRACING TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.0psf; h=12ft; B=45ft; L=50ft; eave=6ft; Cat. ll; 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 FL Cert. 6634 June 30,2014 ,&WARMNG-Vdfrdesign Parameters and READNOTES ON 7NISAM IMIUOED NITEKREFEREACE PAGE NII-7473 re.1129120ME OMME Design valid for use only with Wek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper Incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity of the erector. Additional bracing the is the the building MiTek• permanent of overall structure responsibility of designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information ai able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 314. if Southern Pine�SP� lumber is specified, thedesign values are thaseeffect:ive 0GA1J2013 byALSC Tampa, FL 33610.4115 Job Truss Truss Type Ply Elev D r [O'Cadton T6391333 m11324 J3 MONO TRUSS 1 b eee ce o do al unamoers i russ mc., ron rierce ri. s4sn2 7,350 s Sep 27 2012 MiTek Industries, Inc. Mon Jun 30 11:19:22 2014 Page 1 • ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-1 k2UkZPbi3LpdmSrC1 o37NQp8_WHuwybhKS5F9zl7G3 1-0-0 3-0-0 1-M 3-M 3x4 = LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud TCLL 20.0 Plates Increase 1.25 TC 0.19 Vert(LL) -0.00 2-4 >999 360 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 FBC2010rrP12007 (Matrix) LUMBER TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS (lb/size) 3=43/Mechanical, 2=144/0-8-0 (min. 0-1-8), 4=13/Mechanical Max Horz 2=84(LC 8) Max Uplift 3=-47(LC 8), 2=-17B(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. Scale = 1:9.4 PLATES GRIP MT20 2441190 Weight: 11 lb FT = 0% BRACING TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. NOTES 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=45ft; L=50ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.1 B; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 47 lb uplift at joint 3 and 178 lb uplift at joint 2. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard �,•�``GOIN,�VF * : N 68182 T OF :•44/ �nnlIrl�� FL Cert. 6634 June 30,2014 ® WARNING - Vertfr design pammemrs and READ N07ES ON THISAND INCLUDED NrTEKREFERENC E PAGE MII-7473—1129/IOId8EF08EUSE 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 constructionis 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/1PI1 Quality criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information c}0Vble from Truss Plate Institute. 781 N. Lee Street Suite 312, Alexandria, VA 2314. Tampa, FL 33610.4115 1f Sauthem Pine `SP) lumber isspectFied, thedesign values are those effectire 061102j2013 hyAtSC Jcb Truss Truss Type Qty Ply Elev D T6391334 m11324 J5 MONO TRUSS 15 1 [O'Carlton Job Reference (optional) inc., Fort Pierce rr, 34auz 3x4 = 7.350 s Sep 27 2012 MiTek Industries, Inc. Mon Jun 30 11:19:22 2014 Page 1 ID:_kffGCA6bx7j2Sy1 HDXFw7ye3KX-1 k2UkZPbi3LpdmSrC 1 o37NQkS_SbuwybhKS5F9z17G3 Scale = 1:12.7 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.49 Vert(LL) -0.03 2-4 >999 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.33 Vert(TL) -0.05 2-4 >999 240 BCLL 0.0 Rep Stress Incr . YES WB 0.00 Horz(TL) -0.00 3 . n/a n/a BCDL 5.0 Code FBC2010/TPI2007 (Matrix) Weight' 17 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 3=93/Mechanical, 2=19210-8-0 (min. 0-1-8), 4=23/Mechanical Max Herz 2=122(LC 8) Max Uplift 3=-114(LC 8), 2=-202(LC 8) Max Grav 3=127(LC 13), 2=230(LC 2), 4=69(LC 3) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=45ft; L=50ft; eave=6ft; Cat. Il; 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 ♦♦``�pUolill IN11 V#F° ° ••� 4 • N 68182 * r T OF :4o�/� it, FL Cert. 6634 June 30,2014 t1;pV7-.c11-_�b1lIity M-Verfty design pammeters and BEAD MIES ON 78ISAND 7MIUDED MiTEKREFEREAKI PAGE MIr-7473 ma 112912014RUMUM lid for use only with MiTek connectors. This design Is based only upon parameters shown, and is for an individual building component. of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity of the MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information va able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314. Tampa, FL 33610-4115 1f5auffie7nPine�SP lumber is specified, the design values are t:heseeffesvve06�01f2013byAL5C Jib Truss Truss Type Qty Ply Elev D 170'Cadton T6391335 ml 1324 J7 MONO TRUSS 12 1 Job Reference o t'o al s Truss Inc., Fort Pierce Fl. 34982 7.350 s Sep 27 2012 MiTek Industries, Inc. Mon Jun 30 11:19:23 2014 Page 1 ID:_kfiGCA6bx7j2Sy1HDXFw7ye3KX-VwbsyvQDTMTgEw12mlKlgazx3NigdMCkw Cenbz17G2 1-0-0 7-0-0 1-0-0 7-0-0 "I d 3x4 = LOADING (psf) SPACING 2-0-0 CSI TCLL 20.0 Plates Increase 1.25 TC 0.37 TCDL 7.0 Lumber Increase 1.25 BC 0.73 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 BCDL 5.0 Code FBC2010/TPI2007 (Matrix) LUMBER TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP No.3 REACTIONS (lb/size) 3=140/Mechanical, 2=243/0-8-0 (min. 0-1-B), 4=33/Mechanical Max Horz 2=160(LC 8) Max Uplift 3=-174(LC 8), 2=-234(LC 8) Max Grav 3=189(LC 13), 2=291(LC 2), 4=99(LC 3) FORCES (lb) -Max. Comp./Max, Ten. -All forces 250 (lb) or less except when shown. Scale: 3/4"=1' DEFL in (loc) I/deft L/d PLATES GRIP Vert(LL) -0.12 2-4 >639 360 MT20 244/190 Vert(TL) -0.22 2-4 >365 240 Horz(TL) -0.00 3 n/a n/a Weight: 23 lb FT = 0% BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation 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 174 lb uplift at joint 3 and 234 lb uplift at joint 2. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard i N 68182 T .� � OF 44/ nnn► FL Cert. 6634 June 30,2014 ®WAAMM -Verify design Parameters and AEA➢ N07ES ON MISA7M INaU➢ED MIIEKREFEREIYY PAGE NZI-7473.% I/29/2014AUDREUM 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/TPil Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information va' able from Truss Plate Institute. 781 N. Lee Street, Suite 312. Alexandria, VA 2314. Tampa, FL 33610.4175 1f Southern Pm .75 lumber is specified, the design values are those effective 06�01 f2013 6yALSC Jrb Truss Truss Type Qty Ply Elev D L'Cadton T6391336 m11324 JA MONO TRUSS 2 1 b eee ce o Yo al i.nemuars Truss um., run nerce n. o oc 7.3b0 s 5ep 212012 MITek Industries, Inc. Mon Jun 30 11:19:23 2014 Page 1 ID:_kfiGCA6bx7j2Sy1HDXFw7ye3KX-VwbsyvQDTMTgEwl2mlKlgaz_uNtDdMCkw Cenbz17G2 1-0-0 2-4-0 1-0-0 2-4-3 Scale = 1:8.3 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 >999 360 MT20 244/190 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) Weight: 9 lb FT = O% LUMBER TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS (lb/size) 3=24/Mechanical, 2=132/0-8-0 (min. 0-1-8), 4=10/Mechanical Max Horz 2=72(LC 8) Max Uplift 3=-28(LC 5), 2=175(LC 8) Max Grav 3=36(LC 13), 2=159(LC 2), 4=30(LC 3) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BRACING TOP CHORD Structural wood sheathing directly applied or 2-4-3 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MITek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=45ft; L=50ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 28 lb uplift at joint 3 and 175 lb uplift at joint 2. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard wu�rrrr�� I N N 68182 :X :� ' T OF � 0 . )c �: 01 1 P,•' �Z,� rniri� FL Cert. 6634 June 30,2014 ®WARNING -Vedf yde,iga parame W. and READ AID ?ES ON TNISAND IM111DED NITER REFERENCE PAGE NIf-7473 nax i/29120I4BEFDAEUSE Design valid for use only with MI ek connectors. This design is based only upon parameters shown, and k 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 iw iTek' fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component Solely Information val able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314. I15authamPme�SP lumbertsspectTett, the design values are thaseeffective06 01/2013byAL5C 6904 Parke East Blvd. Tampa, FL 33610-4115 Jib Truss Truss Type Qty Ply Elev D [O'Carlton T6391337 m11324 JB MONO TRUSS � 2 1 ob Re e e ce o do al �muums t fuss nic., rori Pierce rr. 34982 7.350 s Sep 27 2012 MiTek Industries, Inc. Mon Jun 30 11:19:23 2014 Page 1 ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-VwbsyvQDTMTgEwl2mlKlgaztZNnbdMCkw_Cenbzl7G2 1-2 5 5-5-11 1-2-5 5-5-11 Scale = 1:12.7 3x4 = LOADING (psf) SPACING 2-0-0 CS1 DEFL in (loc) I/defl L/d 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 (lb/size) 3=102/Mechanical, 2=215/0-8-0 (min. 0-1-8), 4=26/Mechanical Max Horz 2=115(LC 8) Max Uplift 3=119(LC 8), 2=-234(LC 8) Max Grav 3=127(LC 13), 2=258(LC 2), 4=77(LC 3) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=45ft; L=50ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 119 lb uplift at joint 3 and 234 lb uplift at joint 2. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard FL Cert. 6634 June 30,2014 ® WARNING-tr.dfrd-Ign parameters and READ NOTES ON TNISAND INCLUDED MITEKREFEREACE PAGE NL7-7473 ter. V2912014BRIOREUSE Design valid for use only with MIIek 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/rPI1 Quality Criteria, DSB-89 and BCS1 Bonding Component 6904 Parke East Blvd. Safety Information vat able from Truss Plate Institute, 781 N. Lee Street, Suite 312. Alexandria, VA 314. Tampa, FL 33610.4115 ii Sn uthern pin I umb er is sp ecifr ed, the design values are those effective 06 f 01 j2013 by ALSC JCb Truss Truss Type Qty Ply Elev D T6391338 ml 1324 Jc MONO TRUSS 2 1 [O'Carlton Job e e ce o do al r.3ou s bep zN zulz mi ieK inaustnes, Inc, mon dun 3u 11:19:23 2014 Page 1 ID:_kfiGCA6bx7j2Sy1HDXFw7ye3KX-VwbsyvQDTMTgEwl2mlKlgaz?uNtgdMCkw Cenbzl7G2 1-0-0 1-1-4 1-1-4 3x4 = 1-1-0 1-1-4 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d TCLL 20.0 Plates Increase 1.25 TC 0.12 Vert(LL) -0.00 2 >999 360 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 FBC201O/TPI2007 (Matrix) LUMBER TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS (lb/size) 2=99/0-8-0 (min. 0-1-8), 4=5/Mechanical, 3=2/Mechanical Max Horz 2=49(LC 8) Max Uplift 2=149(LC 8), 3=-6(LC 5) Max Grav 2=120(LC 2). 4=15(LC 3), 3=18(LC 8) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Scale = 1:6.2 PLATES GRIP MT20 244/190 Weight: 5 lb FT = 0% BRACING TOP CHORD Structural wood sheathing directly applied or 1-1-4 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES 1) Wind: ASCE 7-10; 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 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 I,001 N'rV �����, ♦ o lo N 68182 O T DF ,O,,51 o N A' ��`` FL Cert. 6634 June 30,2014 ®WARNING •Veld y design pare.. Wrs and READ NO TES ON TNPSAND INCLUDED MITEKREFERENC E PAGE MII-7473 . a 1/19/IOr6BUCREUSE 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 responsibillit , of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding MiTek fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information vai able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria. VA 2314. If Sauth ern Pine�SP� lumber is sped ed, the design va1uE!s are these effective 0610112013 by ALSC Tampa, FL 33610.4116 Jab Truss Truss Type Qty Ply Elev D �70'Cadton T6391339 ml 1324 KJ5 MONO TRUSS 1 1 ob Reference (ootionah Chambers Truss Inc., hart Pierce FI. 34962 5 2 3x4 = 2.83 12 (.Jbu s Sep 2f 2u1'L MIIeK inausines, mc. Mon Jun JU 11:19:24'LU14 rage 1 ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-z69E9FQrEgbXs4cEKSrXCoW6hn9PMpSu8exBJ1zl7G1 7-0-2 7-0-2 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud TCLL 20.0 Plates Increase 1.25 TC 0.38 Vert(LL) -0.09 2-4 >840 360 TCDL 7.0 Lumber Increase 1.25 BC 0.25 Vert(TL) -0.16 2-4 >495 240 BCLL 0.0 ' Rep Stress.lncr NO WB 0.00 Horz(TL) -0.00 . 3 n/a n/a BCDL 5.0 Code FBC2010/TPI2007 (Matrix) LUMBER TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 REACTIONS (lb/size) 3=164/Mechanical, 2=187/0-11-5 (min. 0-1-8), 4=40/Mechanical Max Horz 2=11 O(LC 8) Max Uplift 3=-190(LC 8), 2=-211(LC 8) Max Grav 3=211(LC 13), 2=225(LC 2), 4=106(LC 3) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale=1:15.7 PLATES GRIP MT20 244/190 Weight: 23 lb FT = 0% 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; VUIt=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=45ft; L=50ft; eave=loft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 190 lb uplift at joint 3 and 211 lb uplift at joint 2. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-5=44 Trapezoidal Loads (plf) Vert: 5=0(F=22, B=22)4o-3=-77(F=16, B=-16), 2=1(F=5, B=5)4o-4=-18(F=-4, B=4) 00 Go IN i �lv�, ,0, ♦`.` GEN&­.����i i ♦ N 68182 S ♦ i� •• gyp• •� FL Cert. 6634 June 30,2014 ®LYARMAG-Vedfrdesign parameters and READ MJ7ES ON 7NISAND INCLUDED MITEKREFEREACE PAGE NII-7413 ter. 1/29/2014 BEFUREME ■■■■ Design valid for use only with Mifek connectors. This design is based only upon parameters shown, and is for an Individual building component., Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibility of the M iTek` erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPIf Quality Cdteda, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information gvai able from Truss Plate Institute, 781 N. Lee Street, Suite 372, Alexandra. VA 314. Tampa, FL 33610-4115 LfSauthgmPine`SP lumberisspeci ied, the design values are these effective 06 0112013byALSC .ab Truss Truss Type Qty Ply Elev D m11324 KJ7 MONO TRUSS 2 1 [O'Cariton T6391340 _Job Re e e ce (optional •- • •--- •• -• • • •-•-- • •• -�-�� r.sou s aep zr zuiz mi i eK mousmes, Inc. Mon Jun 31111:19:24 2014 Pagel ID:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-z69E9FQrEgbXs4cEKSrXCoW8Pn92MmOu8exBJ1 z17G1 1-5-0 6-6-12 9-10-1 1-5-0 6-8-12 3-1-5 Scale = 1:20.6 3x4 = 2xs ii 5 3x4 = 1 6-8-12 13-1-5 LOADING (psf) SPACING 2-0-0 CSI DEFL in (too) Udefl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.20 Vert(LL) -0.04 2-7 >999 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.21 Vert(TL) -0.08 2-7 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.20 Horz(TL) . 0.01 5 n/a n/a BCDL 5.0 Code FBC2010/TPI2007 (Matrix) Weight: 3B 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 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation ouide. NOTES 1) Wind: ASCE 7-10; Vuit=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=45ft; L=50ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 130 lb uplift at joint 4, 280 lb uplift at joint 2 and 232 lb uplift at joint 5. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-8=44 Trapezoidal Loads (plf) Vert: 8=O(F=22, B=22)4o-4=-108(F=-32, B=-32), 2=-1(F=5, 131=5)-to-6=25(F=7, B=-7) ,N 0PQU I N'rV ,�, ,��� ,�•\.\CAE NS'�•F�♦ii ♦ � N 68182 :�•• T OF '44/� ♦♦ is � •... 1 O.�•. ��` FL Cert. 6634 June 30,2014 WARNING - Vuffy design paramemrs and READ A07ES ON TWSAND INCILUDED NITEKREFEREAC E PAGE NIl-7473 reu I/29120IQBf] OAEIAE Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsiblllity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding MiTek' fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Budding Component 6904 Parke East Blvd. Safety Informatlon vai able from Truss Plate Institute, 781 N. Lee Street Suite 312, Alexandria, VA 2314. 1iSouthemPrne�SP Iumberisspetiified, the design valuesare these effective 0610112013byALSC Tampa, FL 33610-4115 Jrb Truss Truss Type Qty Ply 7O' Cariton Elev D T6391341 m11324 KJA MONO TRUSS 2 1 obReee ce o do a c:namcers I russ Inc., Tort Fierce H. 3498Z 7.350 s Sep 27 2012 MiTek Industries, Inc. Mon Jun 30 11:19:24 2014 Page 1 ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-z69E9FQrEgbXs4cEKSrXCoW84nAgMpSuBexBJ1zl7G1 -1-2-9 6-0-4 1-2-9 ' 6-0-4 Scale = 1:13.6 3x4 = LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.22 Vert(LL) -0.05 2-4 >999 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.17 Vert(TL) -0.08 2-4 >854 240 BCLL 0.0 ' Rep Stress Incr NO WB . 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 5.0 Code FBC2010/TPI2007 (Matrix) Weight: 20 lb FT = 0% LUMBER TOP CHORD 2x4 SP M 30 BOT CHORD 2X4 SP M 30 REACTIONS (lb/size) 3=119/Mechanical, 2=148/0-9-11 (min. 0-1-8), 4=29/Mechanical Max Horz 2=97(LC 8) Max Uplift 3=139(LC 8), 2=-169(LC 8) Max Grav 3=155(LC 13), 2=178(LC 2), 4=85(LC 3) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-4 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. NOTES 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=45ft; L=50ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 139 lb uplift at joint 3 and 169 Ib 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 (pID 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) °11111111111 i N 68182 aT OF �0••.7C` •�� rrn1111j° FL Cert. 6634 June 30,2014 ® WARNIAG-VedfrdesJgn parameW. and READ AOTESONTHISAM INCLUDED MITEKREFEREME PAGE NII-7473 rex 112912014BUISREUSE Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. ■■■ Applicability of design parameters and proper Incorporation of component is responsibility of building designer- not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding MiTek fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSE-89 and BCSI Building Component Safety Inlormation va able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2374. IfSauthernPme�SP Iumber isspecified, the design values are those effective 0610112013byALSC 6904 Parke East Blvd. Tampa, FL 33610.4115 Jpb Truss Truss Type ty Ply Elev D �:2 �70'Carlton T6391342 m11324 KJBy MONO TRUSS 1 ob Pfrence o tional i was inc., ron rierce ri. s4an2 1-2-9 3x4 = 7.350 s Sep 27 2012 MiTek Industries, Inc. Mon Jun 30 11:19:25 2014 Page 1 ID:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-SJjcMbRT?JOUEBQtAMml?2LiBXx5Gi1 NIhlsUz17G0 Scale = 1:11.7 4-11-9 4-11-9 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft 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: 17 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-11-9 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 3=75/Mechanical, 2=123/0-9-11 (min. 0-1-8), 4=20/Mechanical Max Horz 2=73(LC 8) Max Uplift 3=83(LC 8), 2=156(LC 8) Max Grav 3=95(LC 13), 2=148(LC 2), 4=65(LC 3) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES 1) Wind: ASCE 7-10; 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 83 lb uplift at joint 3 and 156 lb uplift at joint 2. 6) 'Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-5=44 Trapezoidal Loads (plf) Vert: 5=0(F=22, B=22)4o-3=-55(F=-5, B=-5), 2=1(F=5, B=5)-to-4=-12(F=-1, B=-1) `,11111111 Qv I Nfill, N 68182 �-0- T OF It/ �nnn� FL Cert. 6634 June 30,2014 ® 4YARKAG-Verffr design parameters and READ A07E9CN 7HISAND [NaUDED WYEKREFERE)AEFAGE MII-7473 re a 1/29/2014BBVREME Design valid for use onty with MiTek connectors. This design is based only upon parameters shown, and 6 for an individual building component. ■■! Applicability of design parameters and proper Incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding MiTek fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information ai able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314. IfSauthemPineiSP lumber isspeci£ed, the design vafuesarethose effective06�02 2013byALSC 6904 Parke East Blvd, Tampa, FL 33610-4115 1, " Jab Truss Truss Type Qty Ply 70' Canton Elev D T6391343 m11324 MV2 VALLEY 1 1 ' Job Re erence o do a 5 Truss Inc., Fort Pierce FI. 34982 7.350 s Sep 27 2012 MiTek Industries, Inc. Mon Jun 3011:19:25 2014 Page 1 ID:_kfiGCA6bx7j2Syl HDXFw7ye3KK-SJjcMbRT?, jOUEBQtAMml?2MvBYG5Gi1 NIhIsUz17130 2-0-0 2-M 3x4 % 4.00 12 Scale = 1:6.1 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.03 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.02 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a n/a BCDL 5.0 Code FBC2010lrP12007 (Matrix) Weight: 5 lb FT = 0% LUMBER TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 2-0-0 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. REACTIONS (lb/size) 1=30/2-0-0 (min. 0-1-8), 2=24/2-0-0 (min. 0-1-8), 3=6/2-0-0 (min. 0-1-8) Max Horz 1=21(LC 8) Max Uplift 1=20(LC 8), 2=-30(LC 8) Max Grav 1=36(LC 13), 2=32(LC 13), 3=17(LC 3) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. 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) 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 CASES) Standard 001 N „VF N 68182 T O F' : 14/ FL Cert. 6634 June 30,2014 &WARNIM-Vedfrdesign pammemrs and READ N07ES ON7NISAND HYCLUDED MTTEKREF'EREMCE RAGE MII-7473 mx .1129/2014BOnGM 1SE �!� Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and Is for an individual building component. A pplicabilily 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/TPIT Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information of able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 314. Tampa, FL 33610-4 d. if South ern P ine�5d. P , lumber is specified, the design values aretha ie effective Osl01pm by ALSC 1 .. .lab Truss Truss Type Qty Ply 70' Cariton Elev D T6391344 ml 1324 MV4 VALLEY 1 1 o e e ence (optional) uss Inc., Fort Pierce FI. 34982 3x4 7.350 s Sep 27 2012 MiTek Industries, Inc. Mon Jun 30 11:19:25 2014 Page 1 ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-SJjcMbRT?JOUEBQtAMml?2JuBXX5Gi 1 NIhIsUz17G0 4-M 4-M 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 FBC2010rrP12007 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 Ud - n/a 999 - n/a 999 n/a n/a PLATES GRIP MT20 244/190 Weight: 12 lb FT = 0%e LUMBER BRACING TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins, BOT CHORD 2x4 SP No.3 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. REACTIONS (lb/size) 1=80/4-0-0 (min. 0-1-B), 3=80/4-0-0 (min. 0-1-8) Max Harz 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=3.0psf; h=12ft; 6=45ft; L=50ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.1 B; 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 20.0psf 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. I I I II11J, 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 `dill %sii QU 1 N V joint 3. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. �� Q. .......... �� ,� . �� CE•N 5+�.�� LOADCASE(S) Standard (� 6818210 T OF '44/� ;��'.]c 40 ����,,,s . •N E;C %% AL /111lilt 1�� FL Cert. 6634 June 30,2014 �WARKA-3 - V.dfr design parameters and READ It07ES ON TNISAND IhcLUDED MITEKREFEREKE PAGE Mll-7473 ..11291201QeFFORELSE Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper Incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek* erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information a' able from Truss Plate Institute, 781 N. Lee Street, Suite 312. Alexandria, VA 2314. Tampa, FL 33610.4115 IlSouthernPtne�SP lumber isspec�ed, the design values are those effeicbve06j0112013byALSC it PLATE LOCATION AND ORIENTATION 3/4 Center plate on joint unless x, y offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. -'�l G , For 4 x 2 orientation, locate plates 0-'na' from outside edge of truss. This symbol indicates the required direction of slots in connector plates. "Plate location details available in MiTek 20/20 software or upon request. PLATE SIZE The first dimension is the plate width measured perpendicular 4 x 4 to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION Indicated by symbol shown and/or by text in the bracing section of the output. Use T or I bracing if indicated. BEARING Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Min size shown is for crushing only. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing 8, Bracing of Metal Plate • Connected Wood Trusses. C1 O U a_ O Numbering System 6-4-8 1 dimensions shown in ft-in-sixteenths (Drawings not to scale) 2 3 TOP CHORDS 0 04 O 2 U a- O BOTTOM CHORDS 8 7 6 5 JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS [CC -ES Reports: ESR-1311,ESR-1352,ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 Southern Pine lumber designations are as follows: SYP represents values as published by AWC in the 2005/2012 NDS SP represents ALSC approved/new values with effective date of June 1, 2013 © 2012 MiTekO All Rights Reserved Nil MiTek MiTek Engineering Reference Sheet: Mll-7473 rev. 01 /29/2013 �t General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI. 2. Truss bracing must be designed by on engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 13. Top chords must be sheathed or purlins provided at spacing indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone is not sufficient. 20. Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria. ,y 3S� . P �-!3 c 1,9 r/ 9, o f ESe.0 C.�. Y A �Y— 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: vzn- ca"-z City, State, Zip: PORT ST. LUCIE , FL, 34983 Owner: Design Location: FL, Fort Pierce Builder Name: WYNNE Permit Office: Permit Number: Jurisdiction: 1. New construction or existing New (From Plans) 9. Wall Types (1788.5 sqft.) Insulation Area 2. Single family or multiple family Single-family a. Concrete Block - Int Insul, Exterior R=5.0 1788.50 ft2 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 (1720.0 sqft.) Insulation Area a. Under Attic ) (Vented) R=30.0 1720.00 ft2 6. Conditioned floor area above grade (ft2) 1720 b. N/A R= ft2 Conditioned floor area below grade (ft2) 0 c. N/A R= ft2 11. Ducts R ft2 7. Windows(118.5 sqft.) Description Area a. Sup: Attic, Ret: Attic, AH: Attic 6 176 a. U-Factor: Sgl, U=1.30 118.50 ft2 SHGC: SHGC=0.50 b. U-Factor: N/A ft2 12. Cooling systems kBtu/hr Efficiency SHGC: a. Central Unit 41.5 SEER:15.00 c. U-Factor: N/A ft2 SHGC: 13. Heating systems kBtu/hr Efficiency d. U-Factor: N/A ft2 a. Electric Heat Pump 41.5 HSPF:8.70 SHGC: Area Weighted Average Overhang Depth: 0.624 ft. Area Weighted Average SHGC: 0.500 14. Hot water systems a. Electric Cap: 40 gallons 8. Floor Types (1720.1 sqft.) Insulation Area EF: 0.900 a. Slab -On -Grade Ede Insulation 9 R=0.0 1720.10 ft2 b. Conservation features b. N/A R= ft2 None c. N/A R= ft2 15. Credits None Glass/Floor Area: 0.069 Total Proposed Modified Loads: 30.18 PASS Total Standard Reference Loads: 39.33 I hereby certify that the plans and specifications covered by this calculation are in compliance with the Florida Energy Code. /% /% , PREP/ DATE: I hereby certify that this buuainzY;71 igned, ' in compliance with the Florida EnerayTodp OWNER/AL;FNT DATE: "L1 Review of the plans and specifications covered by this calculation indicates compliance with the Florida Energy Code. Before construction is completed this building will be inspected for compliance with Section 653.908 Florida Statutes. BUILDING OFFICIAL: DATE: 06 s - Compliance requires certification by the air handler unit manufacturer that the air handler enclosure qualifies as certified factory -sealed in accordance with 403.2.2.1.1. - Compliance requires completion of a Florida Air Barrier and Insulation Inspection Checklist ILE C()P%q, 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 Blockl 1720 13760 SPACES Number Name Area Volume Kitchen Occupants Bedrooms InfilID Finished Cooled Heated 1 Main 1720 13760 Yes 2 3 1 Yes Yes Yes FLOORS # Floor Type Space Perimeter R-Value Area Tile Wood Carpet 1 Slab -On -Grade Edge Insulatio Main 179 ft 0 1720.06 ft ____ 0 0 1 ROOF / V # Type Roof Gable Roof Materials Area Area Color Solar Absor. SA Emitt Tested Emitt Deck Pitch Tested Insul. (deg) 1 Gable or Shed Composition shingles 1813 ft2 286 ft2 Medium 0.5 N 0.9 No 0 18.4 ATTIC V # Type Ventilation Vent Ratio (1 in) Area RBS IRCC 1 Full attic Vented 300 1720 ft2 N N CEILING # Ceiling Type Space R-Value Area Framing Frac Truss Type 1 Under Attic (Vented) Main 30 1720 ft2 0.1 Wood 7/30/2012 4:20 PM EnergyGauge® USA - FlaRes2010 Section 405.4.1 Compliant Software Page 2 of 6 WALLS Ornt Adjacent Spate Cavity Width 10 Wall T4pe_ Height Sheathing Framing Solar Below 1 N Exterior Concrete Block - Int Insul Main 5 69 6 8 6 590.75 ft2 0 0 0.8 0 _ 2 N Exterior Concrete Block - Int Insul Main 5 2 6 8 0 20 ft2 0 0 0.8 0 _ 3 E Exterior Concrete Block - Int Insul Main 5 19 6 8 0 156 ft2 0 0 0.8 0 4 S Exterior Concrete Block - Int Insul Main 5 56 1 8 0 448.6666 0 0 0.8 0 5 W Exterior Concrete Block - Int Insul Main 5 38 3 8 6 325.125 ft 0 0 0.8 0 6 S Exterior Concrete Block - Int Insul Main 5 31 0 8 0 248 ft2 0 0 0.8 0 DOORS # Ornt Door Type Space Storms U-Value Width Height Area Ft In Ft In 1 E Wood Main None 0.6 3 0 7 0 21 ft2 2 - Wood Main None 0.39 3 0 7 0 16.25 ft2 WINDOWS Orientation shown is the entered Proposed orientation. Wall Overhang # Ornt ID Frame Panes NFRC U-Factor SHGC Area Depth Separation Int Shade Screening 1 N 1 Metal Single (Tinted) Yes 1.3 0.5 24 ft2 0 ft 6 in 0 ft 0 in None None 2 E 3 Metal Single (Tinted) Yes 1.3 0.5 20 ft2 1 ft 0 in 0 ft 6 in None None 3 S 4 Metal Single (Tinted) Yes 1.3 0.5 12 ft2 1 ft 0 in 0 ft 6 in None None 4 W 5 Metal Single (Tinted) Yes 1.3 0.5 30 ft2 1 ft 0 in 0 ft 6 in None None 5 W 5 Metal Single (Tinted) Yes 1.3 0.5 32.5 ft2 0 ft 0 in 0 ft 0 in None None GARAGE V. # Floor Area Ceiling Area Exposed Wall Perimeter Avg. Wall Height Exposed Wall Insulation 1 382.8 ft2 382.8 ft2 64 ft 8 ft 1 INFILTRATION # Scope Method SLA CFM 50 ELA EgLA ACH ACH 50 1 Wholehouse Best Guess 0.000500 2255.7 123.84 232.89 0.3650 9.8363 HEATING SYSTEM # System Type Subtype Efficiency Capacity Block Ducts 1 Electric Heat Pump None HSPF: 8.7 41.5 kBtu/hr 1 sys#1 COOLING SYSTEM # System Type Subtype Efficiency Capacity Air Flow SHR Block Ducts 1 Central Unit None SEER: 15 41.5 kBtu/hr cfm 0.8 1 sys#1 7/30/2012 4:20 PM EnergyGauge® USA - FlaRes2010 Section 405.4.1 Compliant Software Page 3 of 5 ' HOT WATER SYSTEM # System Type SubType Location EF Cap Use SetPnt Conservation 1 Electric None Garage 0.9 40 gal 60.9 gal 120 deg None SOLAR HOT WATER SYSTEM FSEC Collector Storage Cert # Company Name System Model # Collector Model # Area Volume FEF None None ft2 DUCTS -- Supply --- -- Return --- Air Percent HVAC # # Location R-Value Area Location Area Leakage Type Handler CFM 25 Leakage QN RLF Heat Cool 1 Attic 6 176 ft2 Attic 130 ft2 Default Leakage Attic (Default) (Default) % 1 1 TEMPERATURES Programable Thermostat: N Ceiling Fans: Heatng Jan Feb Mar Apr r I jMa rj Jun Jun rl Jul Aug rl Sep Oct Oct ki Nov Dec H Venting Jan Feb Mar Ap May Jun Jul Aug Sep t� 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 603.2.3. 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 2. Single family or multiple family 3. Number of units, if multiple family 4. Number of Bedrooms 5. Is this a worst case? 6. Conditioned floor area (ft2 7. Windows— Description a. U-Factor: Sgl, U=1.30 SHGC: SHGC=0.50 b. U-Factor: N/A SHGC: c. U-Factor: N/A SHGC: d. U-Factor: N/A SHGC: Area Weighted Average Overhang Depth: Area Weighted Average SHGC: New (From Plans) 9. Wall Types Insulation Area Single-family a. Concrete Block - Int Insul, Exterior R=5.0 1788.50 ft2 b. N/A R= ft2 1 c. N/A R= ft2 3 d. N/A R= ft2 No 10. Ceiling Types Insulation Area a. Under Attic (Vented) R=30.0 1720.00 ft2 1720 b. N/A R= ft2 Area c. N/A R= ft2 118.50 ft2 11. Ducts R ft2 a. Sup: Attic, Ret: Attic, AH: Attic 6 176 ft2 12. Cooling systems kBtu/hr Efficiency ft2 a. Central Unit 41.5 SEER:15.00 8. Floor Types Insulation a. Slab -On -Grade Edge Insulation R=0.0 b. N/A R= c. N/A R= ft2 13. Heating systems kBtu/hr Efficiency a. Electric Heat Pump 41.5 HSPF:8.70 0.624 ft. 0.500 Area 14. Hot water systems 1720.10 ft2 a. Electric Cap: 40 gallons EF: 0.9 ft2 ft2 b. Conservation features None 15. Credits None I certify that this home has complied with the Florida Energy Efficiency Code for Building Construction through the above energy saving features which will be installed (or exceeded) in this home before final inspeffF , a new EPL Display Card will be completed based on installed Code comp Builder Signature: Date: Address of NewHome: \iz� Cn%j-z` ����� � City/FL Zip�S� WE *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 ti ec Pro t Summary Job: -- wrightsoft- rY 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 B Proiect Information For: CARLTON 70 III BEDROOM, WYNNE BUILDING CORP. PORT ST. LUCIE, FL 34983 Notes: Design Information Weather: Fort Pierce, FL, US Winter Design Conditions Outside db 42 OF Inside db 70 OF Design TD 28 OF Heating Summary Structure 17435 Btuh Ducts 4298 Btuh Central vent (37 cfm) 1143 Btuh Humidification 0 Btuh Piping 0 Btuh Equipment load 22876 Btuh Infiltration Method Simplified Construction quality Average Fireplaces 0 Heating Cooling Area (ftz 1720 1720 Volume t)ft') 14858 14858 Air changes/hour 0.38 0.20 Equiv. AVF (cfm) 94 50 Heating Equipment Summary Make Carrier Trade COMFORT 15 PURON HP Model 25H C B536A30 AHRI ref no3032420 Efficiency Heating input Heating output Temperature rise Actual air flow Air flow factor Static pressure Space thermostat 8.5 HSPF 36000 Btuh @ 47°F 28 OF 1180 cfm 0.054 cfm/Btuh 0 in H2O Summer Design Conditions Outside db 90 OF Inside db 75 OF Design TD 15 OF Daily range 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. .` Wf iihtsoft' 2012-Aug-02 20:age 1 9 Right -Suite® Universal 2012 12.0.04 RSU05864 Page 1 /C(>. E:1Wrightsoft HVAC1Wynne Corp1WYNNE CARLTON 70 Ill.rup Calc = MJ8 Front Door faces: W Load Short Form Job:° - wrightsoft Date: JULY 25, 2012 Entire House By: PATRICIA ZIMMERMAN COMFORT CONTROL OF SLC, INC. 1501 SE BILTMORE ST., PORT ST. LUCIE, FL 34983 Phone: 772-878-2799 Fax 772-785-9144 Web: comfortccntrolofslc.com Froject intormation For: CARLTON 70 III BEDROOM, WYNNE BUILDING CORP. PORT ST. LUCIE, FL 34983 Design Information Htg Clg Infiltration Outside db (°F) 42 90 Method Simplified Inside db (°F) 70 75 Construction quality Average Design TD (°F) 28 15 Fireplaces 0 Daily range - L Inside humidity (%) 30 50 Moisture difference (gr/lb) 1 61 HEATING EQUIPMENT Make Carrier Trade COMFORT 15 PURON HP Model 25HCB536A30 AHRI ref no3032420 Efficiency Heating input Heating output Temperature rise Actual air flow Air flow factor Static pressure Space thermostat 8.5 HSPF 36000 Btuh @ 470F 28 OF 1180 cfm 0.054 cfm/Btuh 0 in H2O COOLING EQUIPMENT Make Carrier Trade COMFORT 15 PURON HP Cond 25HCB536A30 Coil FX4D N (B, F) 037 AHRI ref no3032420 Efficiency 12.7 EER, 15 SEER Sensible cooling 24780 Btuh Latent cooling 10620 Btuh Total cooling 35400 Btuh Actual air flow 1180 cfm Air flow factor 0.049 cfm/Btuh Static pressure 0 in H2O Load sensible heat ratio 0.81 0 ROOM NAME Area (ftz) Htg load (Btuh) Cig 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 5741 293 9PA LIVING RM Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. 2012-Aug-02 20:38:19 r wrightsoft' Right -Suite® Universal 2012 12.0.04 RSU05864 Page 1 Arm 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 A Inn nn 0712 0070n 11Qn /1R() IUTALJ ircv cd'UfU �uiav ...+ Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. 2012-Aug-02 20:38:19 wrightsofta Right -Suite® Universal 2012 12.0.04 RSU05864 Page 2 iCA E:\Wrightsoft HVAC\Wynne Corp\WYNNE CARLTON 70 Ill.rup Calc = MJ8 Front Door faces: W - wrightsoft• Right-JO Worksheet Entire House COMFORT CONTROL OF SLC, INC. 1501 SE BILTMORE ST., PORT ST. LUCIE, FL 34983 Phone: 772-878-2799 Fax: 772-785-9144 Web: comfortcontrolofslc.com Job: Date: JULY 25, 2012 By: PATRICIA ZIMMERMAN 1 2 3 4 5 Room name Exposed wall Room height Room dimensions Room area Entire House 179.0 ft 8.6 ft d 1720.0 ft' FOYER 0 6.0 ft 8.0 ft heat/cool 6.0 x 17.0 ft 102.0 W Ty Construction number U-value (Btuh/ft2 °F) Or HTM (Btuh/ft� Area (ft� or perimeter (ft) Load (Btuh) Area (ft� or perimeter (ft) Load (Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 11 W VN II--G D 12C-0sw 1 D-c2om 13A-5ocs 12C-Osw 1A-r1ob 11J0 12C-Osw 1A-rlom 12C-Osw D-c2ow 4A5-2cmd 12B-0bw 11DO 16A-30ml 22A-tpm 0.091 0.870 0.125 0.091 1.080 0.600 0.091 1.270 0.091 0.570 0.770 0.097 0.390 0.032 1.180 n n n a a a s s w w w - n 2.55 24.36 3.50 2.55 30.24 16.80 2.55 35.56 2.55 15.96 21.56 2.72 10.92 0.90 33.04 2.18 27.10 2.22 2.18 48.10 17.40 2.18 26.39 2.18 59.58 47.10 0.85 11.31 2.32 0.00 591 12 20 156 20 21 449 6 325 30 33 248 16 1720 1720 579 0 20 115 1 21 443 6 262 2 0 232 16 1720 179 1474 292 70 293 605 353 1128 213 668 479 701 629 177 1541 5914 1264 325 44 251 962 365 967 158 573 1788 1531 198 184 3990 0 0 0 0 48 0 21 0 0 0 0 0 124 0 102 102 0 0 0 27 0 21 0 0 0 0 0 124 0 102 6 0 0 0 69 0 353 0 0 0 0 0 337 0 91 198 0 0 0 59 0 365 0 0 0 0 0 106 0 237 0 W. �---G W Ij1 P. �D C F v 6 c) AED excursion 1092 -24 Envelope loss/gain 14539 13693 1048 743 12 a) Infiltration b) Room ventilation 2896 0 816 0 90 0 25 0 13 Internal gains: Occupants @ 230 Appliances/other 2 460 36001 0 0 1 0 Subtotal (lines 6 to 13) 17435 18569 1138 769 14 15 Less external load Less transfer Redistribution Subtotal Duct loads 25% 28% 0 0 0 17435 4298 0 0 0 18569 5276 16% 18% 0 0 0 1138 183 0 0 0 769 135 Total room load Air required (cfm) 1 21733 11801 23845 1180 1321 72 904 45 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. 2012-Aug-02 2 d-' wrightsc3ft' Right -Suite® Universal 2012 12.0.04 RSU05864 Page 14ZZ5A 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: 7 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 heaticool 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 ft2 144.0 ft' Ty Construction number U-value (Btuh/ °F) Or HTM (Btuh/ft� Area (ft� or perimeter (ft) Load (Btuh) Area (ft� or perimeter (ft) Load (Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 12C-0sw 0.091 n 2.55 2.18 0 0 0 0 0 0 0 0 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 11 12C-Osw IA-rlob 11J0 12C-Osw 1A-rlom 12C-Osw 1 Dc2ow 4A5-2omd 126-0bw 0.091 1.080 0.600 0.091 1.270 0.091 0.570 0.770 0.097 a a a s s w w w - 2.55 30.24 16.80 2.55 35.56 2.55 15.96 21.56 2.72 2.18 48.10 17.40 2.18 26.39 2.18 59.58 47.10 0.85 0 0 0 60 0 0 0 0 56 0 0 0 60 0 0 0 0 40 0 0 0 153 0 0 0 0 108 0 0 0 131 0 0 0 0 34 0 0 0 0 0 0 0 0 68 0 0 0 0 0 0 0 ° 0 68 0 0 0 0 0 0 0 0 185 0 0 0 0 0 0 0 0 58 �i �--G W Ij4--G P L--D 11D0 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 P 6 c) AED excursion -51 -84 Envelope loss/gain 733 419 314 308 12 a) Infiltration b) Room ventilation 113 0 32 0 0 0 0 0 13 Internal gains: Occupants @ 230 Appliances/other 0 0 12001 0 0 1 2400 Subtotal (lines 6 to 13) 846 1651 314 2708 14 15 Less external load Less transfer Redistribution Subtotal Duct loads 16% 18% 0 0 0. 846 136 0 0 0 1651 291 16% 18% 0 0 0 314 50 0 0 0 2708 477 Total room load Air required (cfm) 982 53 1942 96 9 364 20 3185 158 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. _ +"j- wrightsoft° 2012-Aug-02 20:ge 2 Right -Suite® Universal 2012 12.0.04 RSU05864 Page 2 �� E:\Wrightsoft HVAC\Wynne Corp\WYNNE CARLTON 70 Ill.rup Calc = MJ8 Front Door faces: W - wrightsoft' Right-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 ftz 63.0 ft' Ty Construction number U-value (BtuIVW °F) Or HTM (Btuh/ft� Area (ft� or perimeter (ft) Load (Btuh) Area (ftl or perimeter (ft) Load (Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 11 1N -G W D 12C-Osw 1Dc2om 13A-5ocs 12C-Osw 1A-r1ob 11,10 12C-Osw 1A-r1om 12C-Osw Dc2ow 4A5-2omd 126-0bw 0.091 0.870 0.125 0.091 1.080 0.600 0.091 1.270 0.091 0.570 0.770 0.097 n n n a a a s s w w w - 2.55 24.36 3.50 2.55 30.24 16.80 2.55 35.56 2.55 15.96 21.56 2.72 2.18 27.10 2.22 2.18 48.10 17.40 2.18 26.39 2.18 59.58 47.10 0.85 0 0 0 0 0 0 64 6 0 0 0 0 0 0 0 0 0 0 58 6 0 0 0 0 0 0 0 0 0 0 148 213 0 0 0 0 0 0 0 0 0 0 127 158 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 e 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 W W Ij1 P 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 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 Internal gains: Occupants @ 230 Appliances/other 0 1 0 011 0 0 0 Subtotal (lines 6 to 13) 796 435 56 142 14 15 Less external load Less transfer Redistribution Subtotal Duct loads 16% 15% 0 0 0 796 128 0 0 0 435 65 32% 42% 0 0 0 56 18 0 0 0 142 60 Total room load Air required (cfm) 924 50 500 25 74 4 202 10 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wri htsoft" 2012-Aug-02 20:ge 3 9 Right -Suite® Universal 2012 12.0.04 RSU05864 Page 3 ACCA E:\Wrightsoft HVAC\Wynne Corp\WYNNE CARLTON 70 Ill.rup Calc = MJ8 Front Door faces: W -FI- 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.ccm Job: Date: JULY 25, 2012 By: PATRICIA ZIMMERMAN 1 2 3 4 5 Room name Exposed wall Room height Room dimensions Room area MS BDRM 49.0 ft 8.5 ft heat/cool 1.0 x 304.5 ft 304.5 ft' HALL 0 ft 8.0 ft v heat/cool 4.5 x 5.0 ft 22.5 ft2 Ty Construction number U-value (Btuh/ft' °F) Or HTM (Btuh/ft� Area (ft� or perimeter (ft) Load (Btuh) Area (ftl or perimeter (ft) Load (Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 11 T--G W D 12C-0sw 1 D-c2om 13A-5ocs 12C-Osw 1A-r1ob 11J0 12C-Osw 1A-r1om 12C-Osw Dc2ow 4A5-2omd 12B-Obw 11 DO 16A-30ml 22A-tpm 0.091 0.870 0.125 0.091 1.080 0.600 0.091 1.270 0.091 0.570 0.770 0.097 0.390 0.032 1.180 n n n a a a s s w w w - n 2.55 24.36 3.50 2.55 30.24 16.80 2.55 35.56 2.55 15.96 21.56 2.72 10.92 0.90 33.04 2.18 27.10 2.22 2.18 48.10 17.40 2.18 26.39 2.18 59.58 47.10 0.85 11.31 2.32 0.00 81 0 0 0 0 0 217 0 119 30 0 0 0 305 305 81 0 0 0 0 0 217 0 89 2 0 0 0 305 49 206 0 0 0 0 0 552 0 227 479 0 0 0 273 1619 176 0 0 0 0 0 473 0 194 1788 0 0 0 706 0 0 0 0 0 0 0 0 0 0 0 0 0 0 23 23 0 0 0 0 0 0 0 0 0 0 0 0 0 23 0 0 0 0 0 0 0 0 0 0 0 0 0 0 20 0 0 0 0 0 0 0. 0 0 0 0 0 0 0 52 0 W i--G W Ij1 R ' D C F v 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 Internal gains: Occupants @ 230 Appliances/other 0 0 0 0 0 0 Subtotal (lines 6 to 13) 4138 4414 20 51 14 15 Less external load Less transfer Redistribution Subtotal Duct loads 32% 42% 0 0 0 4138 1305 0 0 0 4414 1874 32% 42% 0 0 0 20 6 0 0 0 51 21 Total room load Air required (cfm) 5443 2961311 6287 1 1 27 1 1 72 4 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. �1 . wri htsotFt° 2012-Aug-02 20:38:19 .- . 9 Right -Suite® Universal 2012 12.0.04 RSU05864 Page 4 ACCP. E:\Wrightsoft HVAC%Wynne Corp\WYNNE CARLTON 70 Ill.rup Calc = MJ8 Front Door faces: W - wrightsoft• Right-J® Worksheet Entire House COMFORT CONTROL OF SLC, INC. 1501 SE BILTMORE ST., PORT ST. LUCIE, FL 34983 Phone: 772-878-2799 Fax: 772-785-9144 Web: comfortcontrolofslc.com Job: Date: JULY 25, 2012 By: PATRICIA ZIMMERMAN 1 2 3 4 5 Room name Exposed wall Room height Room dimensions Room area BATH 5.0 ft 8.0 ft heat/cool 9.0 x 5.0 ft 45.0 ft' BDRM 2 40.5 ft 8.0 ft heat/cool 1.0 x 193.5 ft 193.5 ft' Ty Construction U-value Or HTM Area (ft� Load Area (ft� Load number (Btuh/ft' °F) (Btuh/ftj or perimeter (ft) (Btuh) or perimeter (ft) (Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 11 T �G W D 12C-Osw 1 Dc2om 13A-5ocs 12C-Osw 1A-r1ob 11J0 12C-Osw 1A-r1om 12C-Osw Dc2ow 4A5-2omd 12B-Obw 11DO 16A-30ml 22A-tpm 0.091 0.870 0.125 0.091 1.080 0.600 0.091 1.270 0.091 0.570 0.770 0.097 0.390 0.032 1.180 n n n a a a s s w w w - n - 2.55 24.36 3.50 2.55 30.24 16.80 2.55 35.56 2.55 15.96 21.56 2.72 10.92 0.90 33.04 2.18 27.10 2.22 2.18 48.10 17.40 2.18 26.39 2.18 59.58 47.10 0.85 11.31 2.32 0.00 40 0 0 0 0 0 0 0 0 0 0 0 0 45 45 40 0 0 0 0 0 0 0 0 0 0 0 0 45 5 102 0 0 0 0 0 0 0 0 0 0 0 0 40 165 87 0 0 0 0 0 0 0 0 0 0 0 0 104 0 108 0 0 108 20 0 108 0 0 0 0 0 0 194 194 108 0 0 88 1 0 108 0 0 0 9 0 0 0 194 41 275 0 0 224 605 0 275 0 0 0 0 0 0 173 1336 236 0 0 192 962 0 236 0 0 0 0 0 0 449 0 WI � L---G W Ej1 P. L-D C F 0 6 c) AED excursion -6 49 Envelope loss/gain 307 185 2891 2025 12 a) Infiltration b) Room ventilation 75 0 21 0 609 0 172 0 13 Internal gains: Occupants @ 230 Appliances/other 0 0 0 0 0 0 Subtotal (lines 6 to 13) 383 207 3500 2197 14 15 Less external load Less transfer Redistribution Subtotal Duct loads 32% 42% 0 0 0 383 121 0 0 0 207 88 32% 42% 0 0 0 3500 1104 0 0 0 2197 933 Total room load Air required (cfm) I 503 1 27 294 15 a 4604 250 3130 155 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wrightsoft° 2012-Aug-02 20:ge 5 Right -Suite® Universal 2012 12.0.04 RSU05864 Page 5 14 p E:\Wrightsoft HVAC\Wynne Corp\WYNNE CARLTON 70 Ill.rup Calc = MJ8 Front Door faces: W wrightsoftt• Right-J® Worksheet Entire House COMFORT CONTROL OF SLC, INC. 1501 SE BILTMORE ST., PORT ST. LUCIE, FL 34983 Phone: 772-878-2799 Fax: 772-785-9144 Web: comfortcontrolofslc.com Job: Date: JULY 25, 2012 By: PATRICIA ZIMMERMAN 1 2 3 4 5 Room name Exposed wall Room height Room dimensions Room area CLOSET 2.5 ft 8.0 ft heat/cool 9.0 x 2.5 ft 22.5 ft' BDRM 3 14.0 ft 8.0 ft heat/cool 13.5 x 14.0 ft 189.0 ft' Ty Construction number U-value (Btuh/W °F) Or HTM (Btuh/ft� Area (ft� or perimeter (ft) Load (Btuh) Area (ft� or perimeter (ft) Load (Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 11 Val �G W VL D 12C-0sw 1 Dc2cm 13A-5ocs 12C-0sw 1A-r1ob 11J0 12C-0sw 1A-r1om 12C-Osw Dc2ow 4A5-2cmd 12B-Obw 11 DO 16A-30ml 22A-tpm 0.091 0.870 0.125 0.091 1.080 0.600 0.091 1.270 0.091 0.570 0.770 0.097 0.390 0.032 1.180 n n n a a a s s w w w - n 2.55 24.36 3.50 2.55 30.24 16.80 2.55 35.56 2.55 15.96 21.56 2.72 10.92 0.90 33.04 2.18 27.10 2.22 2.18 48.10 17.40 2.18 26.39 2.18 59.58 47.10 0.85 11.31 2.32 0.00 0 0 20 0 0 0 0 0 0 0 0 0 0 23 23 0 0 20 0 0 0 0 0 0 0 0 0 0 23 3 0 0 70 0 0 0 0 0 0 0 0 0 0 20 83 0 0 44 0 0 0 0 0 0 0 0 0 0 52 0 112 12 0 0 0 0 0 0 0 0 0 0 0 189 189 0 100 0 0 0 0 0 0 0 0 0 0 0 0 189 14 255 292 0 0 0 0 0 0 0 0 0 0 0 169 463 218 325 0 0 0 0 0 0 0 0 0 0 0 438 0 W L21 P L-D C F B 6 c) AED excursion -3 -31 Envelope loss/gain 173 93 1179 951 12 a) Infiltration b) Room ventilation 38 0 11 0 211 0 59 0 13 Intemal gains: Occupants @ 230 Appliances/other 0 0 01 0 0 0 0 Subtotal (lines 6 to 13) 210 104 1390 1010 14 15 Less external load Less transfer Redistribution Subtotal Duct loads 32% 42% 0 0 0 210 66 0 0 0 104 44 32% 42% 0 0 0 1390 438 0 0 0 1010 429 Total room load Air required (cfm) I 277 1 161 148 7 1828 199 1439 71 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. -Fj&- wrightsoft" 2012-Aug-02 20:38:19 Right -Suite® Universal 2012 12.0.04 RSU05864 Page 6 A0C E:\Wrightsoft HVAC\Wynne Corp\WYNNE CARLTON 70 Ill.rup Calc = MJ8 Front Door faces: W wrightsoft' Right-M® Worksheet Job. Entire House Date: JULY 25, 2012 By: PATRICIA ZIMMERMAN COMFORT CONTROL OF SLC, INC. 1501 SE BILTMORE ST., PORT ST. LUCIE, FL 34983 Phone: 772-878-2799 Fax: 772-785-9144 Web: ccmfortcontrolofslc.com 1 Room name LIVING RM 2 Exposed wall 46.5 ft v 3 Room height 9.8 ft heat/cool 4 Room dimensions 1.0 x 525.5 ft 5 Room area 525.5 ft' Ty Construction U-value Or HTM Area (ft� Load Area Load number (Btuh/ft? °F) (Btuh/ft� or perimeter (ft) (Btuh) or perimeter Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 12C-0sw 0.091 n 2.55 2.18 250 250 637 546. 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 kj 12C-Osw 0.091 a 2.55 2.18 0 0 0 0 11 �G 1A-r1ob 1.080 a 30.24 48.10 0 0 0 0 I-D 11J0 0.600 a 16.80 17.40 0 0 0 0 T12C-Osw 0.091 s 2.55 2.18 0 0 0 0 G 1A-r1om 1.270 s 35.56 26.39 0 0 0 0 W 12C-Osw 0.091 W 2.55 2.18 206 173 442 378 Dc2ow 0.570 w 15.96 59.58 0 0 0 0 Ij1 4A5-2omd 0.770 w 21.56 47.10 33 0 701 1531 PI 1213-0bw 0.097 - 2.72 0.85 0 0 0 0 L-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 D D 6 c) AED excursion 506 Envelope loss/gain 3786 4180 12 a) Infiltration b) Room ventilation 857 0 242 0 13 Intemal gains: Occupants @ 230 Appliances/other 2 1 460 0 Subtotal (lines 6 to 13) 4643 4882 14 15 Less external load Less transfer Redistribution Subtotal Duct loads 16% 18% 0 0 0 4643 745 0 0 0 4882 859 Total room load Air required (cfm) 1 1 5388 2931 5741 284 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. -- wrightsoft' Right -Suite® Universal 2012 12.0.04 RSU05864 2012-Aug-02 2 Page �l gyp` E:1Wrightsoft HVAC\Wynne Corp%WYNNE CARLTON 70 Ill.rup Calc = MJ8 Front Door faces: W /MOM SSRVEETED ON: DESCRIPTION: BEING ALL 10 CAMINO DEL RIO, OF THE UNRECORDED PLAT OF SPANISH LAKES RIVERFRONT, OF ST. LUCIE COUNTY, FLORIDA. ABBREVIATIONS: FFE = FINISHED FLOOR ELEVATION R/W = RIGHT-OF-WAY R = RADIUS OF CURVE L = LENGTH OF CURVE SF = SQUARE FOOT A = DELTA OF CURVE Lu Dote 'LOT PLAN U C TIE IN -JAL TOPOGRAPHIC 12-19-14 o SURVEYORS NOTES: 1. UNLESS OTHERWISE NOTED ONLY PLATTED EASEMENTS ARE I\VV W , 2. SHOWN HEREON. NO UNDERGROUND UTILITIES OR IMPROVEMENTS WERE LOCATED UNLESS OTHERWISE SHOWN. ? M 3. THIS SITE LIES WITHIN FLOOD ZONE "X", ACCORDING TO WQ THE FLOOD INSURANCE RATE MAP, COMMUNITY PANEL NO. a ^ 12111CO280 J, EFFECTIVE DATE FEBRUARY 16, 2012. 4. FLOOD ZONE SHOWN HEREON IS AN INTERPRETATION BY THE SURVEYOR AND IS PROVIDED AS A COURTESY. THE FLOOD U Q ZZU) ZONE SHOULD BE VERIFIED BY A DETERMINATION AGENCY. 5. BEARINGS SHOWN HEREON ARE REFERANCED TO THE a •- CENTERLINE OF CAMINO DEL RIO HAVING AN ASSUMED c� BEARING OF NORTH, ACCORDING TO THE UNRECORDED PLAT OF SPANISH LAKES RIVERFRONT, OF ST. LUCIE COUNY, o FLORIDA 6. NOT VALID WITHOUT THE SIGNATURE AND ORIGINAL RAISED SEAL OF A FLORIDA LISCENSED SURVEYOR AND MAPPER. 7. THIS IS A SPECIFIC PURPOSE SURVEY FOR THE PURPOSE OF LOCATION AND ELEVATION OF FORMBOARDS. - OPEN o a N a. PERMIT #. / �116 - (5 '� Y� EXISTING O1 Wow ma? Vjw< 57.76' 24.17' AVERAGE TOP OF FORMS ELEVATION=11.88 2.13' ABOVE EDGE OF PAVEMENT N CEN RTE LINE OF SCALE 32.36' 10 CAMINO DEL RIO LAST,FIELD DATE: 12-19-14 LDATE: 0' ALEXANDER J. PIAZZA PSM, INC. YNCERTIFIED T0: G' OR �' - WYNNE BUILDING-- CORPORATION _ 14 Surveying • Mapping • Consulting 619 SW Biltmore Street Port St. Lucie, Florida 34983 - ® Phone: (772) 340-7770 = "� J, ��2� Fax: (772) 340-2250 Al _ REVISIONS:ALEXAND J. PIAZProfessional urveyor & Mapper _ Florida Certtflcate No.: 6330 IC•\RI ITI nFRc\nU/r')nla\n%A/r\1a_1Q1SrilA,n 1?/1Q/?nlA:Z-?:Z•77 Pnd