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Home My WebLink AboutSUBMITTED PAPERSOFFICE USE ONLY ] #: SECTION TOWNSHIP RANGE MAP NO. ZONING Q v LAND USE D t ` LOT CVG % TAZ NO. FLOOD ZONE FIRM MAP # 7 lsT FLR ELV MAX HGT CONST TYPE OCCUP TYPE MAX OCCUP # OF FLRS WATER SEWER SPRINKLERS STORMWATER LOT OF REC LOT OF REC LOT SPLIT LOT SPLIT Before 1/1990 After 1/1990 REQUIRED APPROVED REPORT HABITABLE RADON PERMIT CODE 1� 1 AREA FEE FEE (RADON) LIBRARY PUBLIC BLD PUBIC BID PARKS IMPACT IMPACT FEE IMPACT IMPACT . FEE CORRECTION FEE FEE GENERAL SCHOOL ROAD CREDIT Y N LAW ENF IMPACT IMPACT IMPACT FEE FEE FEE FIRFJEMS DRIVEWAY Y N DRIVEWAY ADMINISTRATIVE IMPACT REQUIRED FEE VARIANCE FEE FEE SPECIFY MECHANIC ROOF* NON -CONFORMING MISCELLANEOUS SUBS ELECTRIC GAS LOT OF RECORD FEES REQUIRED PLUMBING FEES DATE SENT TO ADDRESSING: REVIEWS FRONT ZONING SUPERVISOR PLANS VEGETATION SEA TURTLE MANGROVE COUNTER REVIEW REVIEW RBVIEW, REVIEW REVIEW REVIEW DATE ` D — ,• wrp., 33f, t(� 1'2 - ;fslGii'� 4tiln�i •• ,, . •.•,. 3 Y g$ %.�.is ''� s_bttx'liW9d 4� 'vim INFIAS a, ,,, « Awl z tit bi1r1I§ n...+R' DATE FILED: �P 3 PLAN REVIEW FEE: •�O _.ECEIPT NO.: °— CERMTICAP. NOJR_ CONCURRENCY FEE: RECEIPT NO.: 130(� -Q0S4 ALL INFO MUST BE COMPLETE & FILLED IN TO BE ACCEPTED cE ca' r St. Lucie County Building and Zoning 2300 Virginia Avenue mlq� Ft. Pierce, FL 34982-5652)' 772-462-1553 �f. Lucie Co(,,t APPLICATION for BUILDING PERMIT CERTIFICATE of CAPACITY/ZONING COMPLIANCE PROJECT INFORMATION 1. LOCATION/SITE ADDRESS: �\ V 2. PROJECT NAME: Spanish Lakes SITE PLAN NAME: Country u Village 3. PROPERTY TAX ID #: l '101 1 1 A— 0 0 01— 0 0 0 /5 4. LEGAL DESCRIPTION (attach extra sheets if necessary): East , of section 1 township 34s Range 39E, lying N&W of Turnpike Feeder Road 5. PLAT BOOK 6. PAGE NO. 7. BLOCK NO. 8. LOT NO. 9- PARCEL SIZE (ACRES/SQ FT.): LOT DIMENSIONS: 10. COMPLETE DESCRIPTION OF CONSTRUCTION PROJECT OR WORK ACTIVITY: Single family residence (Replacement home) II. SETBACKS.(ACTUAL) FRONT: BACK: �51 RIGHT SIDE: 1�1 LEFT SIDE: �'S1 12. TYPE OF CONSTRUCTION (Check all appropriate boxes) R;] NEW CONSTRUCTION [ ] EXPANSION/ADDITION [ ] INTERIOR RENOVATION [X] RESIDENTIAL [ ] COMMERCIAL [ ] INDUSTRIAL [ ] OTHER (SPECIFY) 13. DESCRIPTION OF PROPOSED USE: Same 14. SQ. FT OF CONSTRUCTION: Z�5— 15. SF. FT lst FLOOR: 16. VALUE OF CONSTRUCTION:' $ 51,000.00 The value of construction is used to determine the amount of permit fees to be assessed. St. Lucie County reserves the right to question and/or modify the indicated value of construction if it is demonstrated that the submitted figures are not consistent with similar types of construction activities. If the value is $2500 or more, a RECORDED Notice of Commencement must be submitted with this application. SLCCDV Form No.: 001-02 OWNER INFORMATION NAME: Wynne Buij'ding Corporation ADDRESS: 8000 S. US1 402 CITY: Port S t Lucie STATE: F L ZIP: 34952 PHONE (DAYTIME): 9 7 2) q 7 R 5 513 Email: IF THE FEE SIMPLE TITLEHOLDER (PROPERTY OWNER) IS DIFFERENT FROM THE OWNER LISTED ABOVE, PLEASE FILL IN NAME AND ADDRESS BELOW. FEE SIMPLE TITLEHOLDER: ADDRESS: CITY PHONE (DAYTIME): ( CONTRACTOR INFORMATION STATE: ZIP: ST. of FL REG.CERT #: C G C 6 3 5 9 9 ST. LUCIE COUNTY CERT #: 0 8 8 9 8 BUSINESSNAME: Wynne Development Corporation QUALIFIERS NAME: Matthew Lyle Wynne ADDRESS: 8000 S. US1, Suite 402 CITY: Port St. Lucie •' STATE: F L ZIP: 3 a c) 5 2 PHONE (DAYTIME): U 7 2) 8 7 8— 5 513 FAX NO. 7 7 2— 8 7 8— 7 6 5 6 Email: ARCHIT/ENGINEER: Braden & Braden ADDRESS: 417 Coconut Ave. CITY: Stuart STATE: FL ZIP: 34996 PHONE (DAYTIME): (2 73 2 8 7— 8 2 5 8 BONDING COMPANY: ADDRESS: CITY: MORTGAGE LENDER: ADDRESS: CITY: STATE: STATE: ZIP: ZIP: IMPORTANT NOTICE: When a permit is issued and it is not picked up within 60 days after notification it will be voided and returned to you by mail. CERTIFICATION. This application is hereby made to obtain a permit to do the, work and installations as indicated, and to obtain a certificate of capacity, if applicable, for the permitted work. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. I understand that separate permits may be required for ELECTRICAL, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, AND AIR CONDITIONERS, ETC., not otherwise included with this building permit application. St. Lucie County makes no representation that its granting of a permit will authorize the permit holder to build the subject structure which is in conflict with any applicable Homeowner Association rules, bylaws or any covenants that may restrict or prohibit such structure. Please consult with your Homeowner's Association and review your deed for any restrictions which may apply. The following building permit applications are exempt from undergoing a full concurrency review: room additions, accessory structures (all types), swimming -pools; fences, walls, signs, screen rooms, utility substations & accessory uses to another non- residential use. NOTICE TO OWNER: FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. NOTICE TO APPLICANT: AS THE APPLICANT FOR THIS BUILDING PERMIT, IF IT IS NOT YOUR RIGHT, TITLE, AND INTEREST THAT IS SUBJECT TO ATTACHMENT; AS A CONDITION OF THIS PERMIT YOU PROMISE IN GOOD FAITH TO DELIVER A COPY OF THE ATTACHED CONSTRUCTION LIEN LAW NOTICE TO THE PERSON WHOSE PROPERTY IS SUBJECT TO ATTACHMENT. OWNER'S AFFIDAVIT:,,J certify thafall the foregoing information is accurate and that all work will. be done in compliance /- with all applicable laws regulating construction and zoning STATE OF FLORIDA COUNTYOF St. Lucie The foregoing instrument was acknowledged before me this tea_ day of / 7)4- V 20 13 by Matthew who is personally known Signature of Commission or has produced identification. 9. -OORO W ANN 901aN Nomy hide - St* d Fk*b my Q&M Od 2. 2a/0 commlow i ff on= STATE OF FLORIDA COUNTY OF St. Lucie The foregoing instrument was acknowledged before me this a a day of , 20 / .3 , by Matthew Lyle Wynne who is personally known or has produced as identification. �� Signature of Not 00"I YAi� Commission No. f •Sedfbtlr yf► El Oet l: pt0. 'h',dosn a # FF 81=6 #Its NOTE: TWO (2) SIGNATURES ARE REQUIRED. EACH SIGNATURE MUST BE NOTARIZED. IF APPLYING FOR THIS BUILDING PERMIT AS AN OWNER/BUILDER, THE OWNER MUST PERSONALLY APPEAR TO SIGN THIS APPLICATION IN THE OFFICE LISTED ON THE FRONT OF THIS APPLICATION. OWNER BUILDER AFFIDAVIT WILL BE REQUIRED FOR ALL OWNER/BUILDER APPLICANTS. For specific instructions see appropriate permit checklist. JOSEPH E. SMITH, CLERK 07.mHE CIRCUIT CC FILE # 3841009 OR BOOK 4 PAGE 2036, - SAINT LUCIE COUNTY orded 06/04/2013 at. 46 AM AFrPR RECORDING.RErURN TO;, PERMIT NUMBER: NOTICE OF COMN ] The undersigned hereby given notice that improvement will be made to :t Florida statutes the following information is provided in the Notice of cot u 1. DESCRIPTION OF PROPERT'y (Legal desorption and street addrelx 91i r Spun i Kie—J Yur rccarairyt hdo ain real property, and in accordance with Chapter 713. cncemenl. TAX FOLIO NUMBER1301-111—0001-000—$ )T BLDG UNIT ---t- n 1 tnwnshin 34s Range 39E 2. GENERAL DESCRIPTION OF IMPROVEMENT:_ - 3. OWNER INFORMATION: a. Name W)?.n ❑ a " d b.Address 8000 S US11 Suite 402, PSLr FL 34952 c.interest inproperty d. Name and address of fee simple titleholder (if other than owoer)_ 4. CONTRA CTOR'S NAME, ADDRESS AND PHONE NUMBER:_ Wvnne Development Corporation 8000 S US1, Suite 402 PSL, FL 34952 722 878_9913 5. SURETY'S NAME, ADDRESS AND PHONE NUMBER AND BO VD AMOUNT: 6. LENDER'S NAME, ADDRESS AND PHONE NUMBER: 7. Persons within the Slate of Florida designated by Owner upon whom n ttices or other documents may be served as provided by Section 713.13 (1)(a) 7., Florida Statutes: John Brenna NAME, ADDRESS AND PHONE NUMBER: — 1 Las CasiC Prra Fr 34957 777-466-1553 S. In addition to himself or herself, Owner designates the following to rec aive a copy of the Lienor's Notice as provided in Section 713.13 (1)(b), Florida Statutes: NAME, ADDRESS AND PHONE NUMBER: 9. Expiration date of notice of commencement (the expiration date is I ye sr from the date of recording unless a different date is specified) ; 20_ t. - - -- -- Sig.5AWe otysyner or Owner's Authorized OMcer/Director/Partner/Manager State of Florida County of S t Lurie The foregoing instrument was acknowledged before me this, By Matthew Lyle Wvnne _,as (Name of person) For Wynne Building Corporation _. (Name of party on behalf of whom instrument was executed) I Mi[ttthew Lyle, Wvnne vice— Priflit Name and Provide Signatory's TitldOf6ce ay of In / /4 y .20 V i c.e �R sr oT )f authority... e.g. Owner, officer, trustee, attorney m fact) ly Known V,"or produt_ed he following type ofLAM (Printed Name of Notary Public) (Signature of N#y Pirblic)Under penalties of perjury f declare that I have read the foregoing and (acts in it are tue to belief (section 92.525, Florida Statutes).Signatures) of Owne wner(s)' Authori Offtcictor/Partner/Manage By: R... B Notaty PON My Comm. ft Conunllift Bower, f of my know who signed above: STITE OF FLORIDA ST. LUCIE COUNTY TNISISTOCERTIFY THAI THIS IS TRUE ANDjjRRtCT COPY OF TIM OR GINA 10S P .,�.SMITH,ritERK ent Professional Insulators of South Florida FTC Insulation Installation Certificate To: St. Lucie County Date: November 11, 2013 Re: Lot/Block: Address: 21 Villa Blanca Project: The undersigned hereby certifies that insulation has been installed in the above described !�q erty as follows: 1. Exterior C13S walls have been insulated with: Spray -on Cellulose Thickness in inches: Fiberglass Blankets Manufacturer: Fi Foil stock Wool Blankets Density: X Aluminum Foil Exterior (frame walls) have been Thickness in'inches: Manufacturer: Density: R.-Value: 2. Ceilings (rear porch) have been insulated with. Thickness in inches: 10.375" Manufacturer: iCnRuf Density: lZ Value: - R-30 Spray -on Cellulose Fiberglass Blanket; Rock Wool Blanke Aluminum Foil i Blankets )l Blanket, 3 Blown Loose Fill Ceilings have been insulated with: Thickness in inches: 9.5 Fiberglass Loose Fill Manufacturer: Knauf Rock Wool - Density: Fiberglass Blown Cellulose Loose pi R-Volpe: R-30ll Interior kneewalls have been insulated with: Fiberglass Blankets Thickness in inches: stock Wool Manufacturer: Polyurethane Density: Spray -on Cellulose R-Value: Other Garage partition walls of A/C living area have Rock Wool Blankel been insulated with: Thickness in inches: 3.5 X Fiberglass Blanket! A/Y4.1 J. R-Value: 11-11 5. The following have been insulated: F3UiLD ING Z0/T0 39dd dH00 JNIa-iing 3NNAM ,� ...... •r -,, I.. CBC125403. 9:: il<Polt al insulators of SjutkFIAWIK.y insulation Contraitor • iw �`��asid's = '��•`~ . as RECEIVED NOV 202013 999L8L8ZLL ZZ:ZT ETBZ/0Z/TT E St. Lucie County Building -& Zoning 2300 Virginia Ave F�oa�p Fort Pierce, FL 34982 BUILDING PERMIT SUB -CONTRACTOR SUMMARY . Wynne Building Corporation will be using the following sub -contractors for the (Company/Individual Name) project located at (Street address or Property Tax ID #) It is understood that if there is any change of status regarding the participation of any of the sub -contractors listed below, I will immediately advise'the Building and Zoning Department of St. Lucie County. Trade, Name of Company/Contractor St. Lucie County/ State of Florida License Number Electrical S & W Electric, Inc. 2045 ER0009416 Plumbing Lindquist Plumbing & Supply Co. 19150 CFc057672 HVAC/ Comfbrt Control of St. Lucie 8288 Mechanical CACO24379 Roofing Treasure Coast Roofing, LLC 19464 RC29027087. Gas PERMIT I I ISSUE DATE: NUMBER: ST. LUCIE COUNTY PUBLIC WORKS BUILDING & ZONING DEPARTMENT BUILDING PERMIT SUB -CONTRACTOR AGREEMENT St. Lucie County Contractor Certification Number: �. State of Florida Certification Number (if applicable): �- 0 E le C-61AC , Y1C , have agreed to be the (Company Name/Individual Name) e !e C f ri ca 1 sub -contractor for t j ✓j V D M� Co(p, (Type of Trade) (Primary Contractor) for the project located at *'k \, V' N\q __� \\a nC'� (Project Street Address or Property Tax ID #) P: w. It is understood that, if there is any change of status regarding our participation with the above mentioned project, I will immediately advise the Building and Zoning Department of St. Lucie County by personally filing a Change of Contractor notice. (Form: SLCCDV No. 004-00) BUSINESS QUALIFIER (Name of the Individual shown on the Contractor's License) ORIGINAL SIGNATURES ARE REOUTRED IGNATURE PRINT NAME DATE Business Name: '¢ t) 1— L ee4 r; G zJ:0 c , Address: 501 0J . c p 4ec o6& City/State/Zip: F71' 22,e ce ,, 1` L -3LzEGi y� Phone: 'J _702�(� �— (p `l��o fo email: OFFICE USE ONLY: PERMIT # ISSUE DATE ST. LUCIE COUNTY PUBLIC`WORKS BUILDING & ZONING DEPARTMENT F�OR1�P BUILDING PERMIT SUB -CONTRACTOR AGREEMENT St. Lucie County Contractor Certification Number: $ 9 gA State of Florida Certification Number (If applicable): CAC' 0 2 4 3 7 9 Comfort Control of St. Lucie County. Inc. have agreed to be the (Company Name/Individual Name) air conditioning sub -contractor for Wynne Development Corp. (Type of Trade) (Primary Contractor) for the project located at mrMi (Project Street Address or Property Tax ID #) It is understood that, if there is any change of status regarding our participation with the above mentioned project, I will immediately advise the Building and Zoning Department of St. Lucie County by personally filing a Change of Contractor notice. (Form: SLCCDV No. 004-00) BUSINESS QUALIFIER (Name of the Individual shown on the Contractor's License) ORIGINAL SIGrATLiRES ARE REQUIRED !Barry Zimmerman 5 2� GN . - PRINT NAME DATE Busi a e Comfort Control of St. Lucie County, Inc. Address: 1 501 Bi1 tmnrt- Street- City/State/Zip: Pc)rt- - L .i e, FT._ '34993 Phone: (7 7 2) 7 ti 5 - 9 01 0 email: ' OFFICE USE ONLY: PERMIT # ISSUE DATE PLANNING & DEVELOPMENT SERVICES DEPARTMENT BUILDING & CODE REGULATIONS DIVISION BUILDING PERMIT _ SUB -CONTRACTOR AGREEMENT St. Lucie County Contractor Certification Number: 26901 State of Florida Certification Number (If applicable): CFC1428458 Lindquist Plumbing have agreed to be the (Company Name/Individual Name) Plumbing Sub -contractor for Wynne Development Corp. (Type of Trade) (Primary Contractor) for the project located at (Project Street Address or Property Tax ID #) It is understood that, if there is any change of status regarding our participation with the above mentioned project, I will immediately advise the Building and Zoning Department of St. Lucie County by personally filing a Change of Contractor notice. (Form: SLCCDV No. 004-00) BUSINESS QUALIFIER (Name of the Individual shown on the Contractor's License) ORIGINAL SIGNATURES ARE REQUIRED Wade Case SIGNATURE PRINT NAME DATE Business Name: Address: City/State/Zip: Phone: Lindquist Plumbing & Supply co Inc. 3185 Sneed Road Fort Pierce, Fl. 34945 461-1969 email: lindquistplumbing@ymail.com d-%'V- Yf1-'i TTQ! 111VT.V PERMIT # ISSUE DATE ST. LUCIE COUNTY PUBLIC WORKS BUILDING & ZONING DEPARTMENT BUILDING PERMIT SUB -CONTRACTOR AGREEMENT St. Lucie County Contractor Certification Number: 19496 State of Florida Certification Number (If applicable): R C 2 9 0 2 7 0 8 7 TrPaGure CnaGt Pnnfi n; , r•r,C' have agreed to be the (Company Name/Individual Name) Roofing sub-contractorfor Wynne Development Corp. (Type of Trade) ` \ (Primary Contractor) for the project located at _2A \ ,\\_C, '7<�'\C,q1z-NCcZ (Project Street Address or Property Tax ID #) It is understood that, if there is any change of status regarding our participation with the above mentioned project, I will immediately advise the Building and Zoning Department of St. Lucie County by personally filing a Change of Contractor notice. (Form: SLCCDV No. 004-00) BUSINESS QUALIFIER (Name of the Individual shown on the Contractor's License) ORIGINAL SIGNATURES ARE REQUIRED Zri an Maloney SIGNATLW6. PRINT NAME DATE Business Name: Treasure Coast Roofing, LLC Address: 1 81 h SW R i l t m o r p St City/State/Zip: Port S t. 'Lucie , FL. 34984 .Phone: 1_772) 343-8308 email: OFFICE USE ONLY: PERMIT # ISSUE DATE ST. LUCIE COUNTY BUILDING & ZONING 2300 VIRGINIA AVENUE FORT PIERCE, FL 34982-5652 772-462-1553 FILLED LANDS AFFIDAVIT I, the undersigned, am the owner of the following described property: 0��C-1 ��\ct" #1 301 1 1 1 0001 nnn 9, FaGt of secti nn 1 tnwnshi n 3_d_S Range 39E, (Tax ID/L.egal descnpdon/Address)lying N&W of Turnpike Feeder j; for which I have applied to St. Lucie County for a Final Development Permit. In accepting this Final Development Permit, BP Number , I acknowledge that as owner of 1, the above described property, and in accordance with Section 7.04.01(D), St. Lucie County t1 Land Development Code, I shall be responsible for assuring adequate drainage so that e immediate community WILL NOT be adversely affected. I further acknowledge that In granting this permit for the development of this property, St. Lucie County is neither obliged nor liable to provide'for, or maintain in any form, adequate drainage off my property which will not adversely affect the immediate community. Property Owner Name iProperty IT Signature Date STATE OF FLORIDA, COUNTY OF S t T.0 c i P ACKNOWLEDGED BEFORE ME THI/S ePa DAY OF / / / A Y , 20 0 BY /� nAT}iEW W yNNG WHO IS PERSONALLY KNOWN TO ME OR WHO HAS PRODUCED AS IDENTIFICATION. "SlIMNITURaOFOTARY NOTARY PUBLIC TITLE IJ 01e oT1� `/ �nJ n� �C�.�Q.l�� ►�J TYPE OR PRINT NAME OF NOTARY DOROTW ANN BASKIN No l Public - State o1 Florida My Comm. Expires Oct 2, 201; Commission # FF 0152N Baled Through National N— =•se (SEAL) Notary hiMb • Ift of Fill" MU Colo. EgkM ft =; ON iM 0 R111t� �VESJDENZ'JALIC®MMERC`IAL BUILDING P.E"IT CHECKLIST ,Site Location: Permit Number: __.__....,.._._,_..._.___._ _.._.... i Technician: Generale Application completely letely filled out with notarized signatures P Yes No N/A Sub Summary List with contractors' names and county & state Yes No N/A certification numbers Sub Agreements with original signatures Yes -' No � N/A Owner Builder Affidavit Yes �' No � N/A Owner Builder Electric Affidavit Yes No N/A f- Yes 1J No N/A Filled Land Affidavit Geo or recorded warranty deed U Yes � No 0 N/A Recorded Notice of Commencement Yes, No N/A Utility Agreement or Payment Receipt 0 Yes U No N/A Vegetation Removal Permit E-1 Yes1 No w`N/A Non Conforming Lot of Record Yes No N/A Plans, Calculations & .Attachments Q copies commercia1/2 residontial): Complete set of plans with engineer/architect raised seal Yes 0 No 0 N/A engineer/architect "" Yes � 01 No N/A en Truss plans reviewed and approved by gin Landscaping and parking plan Yes � No N/A 3 Copies of approved site plans Yes No N/A ' � 2 Sealed surveys or plot plans with dimensions, finished floor Yes � No N/A elevation and setbacks Health Department approval stamped on survey and floor plan Yes Oj No N/A 03 Health Department food establishment permit stamp on floor plan Yes No N/A i El Manual J or Manual N calculations Yes- No N/A 'Signed Energy Calculations Yes � No � N/A Sealed Wind Load Compliance Certification -� Yes E. No n N/A Product Review Affidavit ! Yes r.-1 No n N/A Page 1 of 2 -F ES`I.DEI V TIALIC'®1VpMERCIAL BUILDING Y G PERMIT CHECKLIST Site .location: .Permit Dumber: Technician: Other: Health Department permit paperwork � Yes Ell,� No N/A CD for Fire Department if commercial or multi -family r Yes T`i No N/A DEP, SFWMD or Army Corp of Engineers` Yes [7 No i N/A Pool Barrier Affidavit._:1 Yes No N/A Ground sign landscape affidavit 0 Yes 0 No N/A Burn rate for sign cabinets 11 Yes Oj No N/A RV and Mobile Home Tie .Down Only (2 copies): � w Permit Worksheet (Tie -don diagram) Yes � No N/A Manufacturer set-up and installation manual Yes No N/A Manufacturer blocking diagrams Ell Yes No / N/A Signed penetrometer test (1 copy) 01 Yes No J N/A Stair details Yes' No N/A Mobile home inspection report for relocation 0 Yes No N/A Copy of Title for relocation 0 Yes 11 No N/A Class A approval from Growth Management Yes No N/A Comments: 2t_ui r�i:i;;_is-v _ i 1. 'f;j"4t�}. ','c2=-bus' Name: Date:4-2, Si nature. Clear .,Form Page 2 of 2 Planning & Development Services Building & Code Regulation Division 2300 Virginia Ave Fort Pierce, FL 34982 772-462-2172 Fax 772-462-6443 CERTIFICA`PE OF TERMITE TREATMENT CONSTRUCTION SOIL TREATMENT PERMIT #: j;Cc„-oo,5� JOB ADDRESS BUILDER/CONTRACTOR: PEST CONTROL CONTRA( PEST CONTROL LICENSE Irl-MRIHIMU � We, the undersigned, hereby certify that we have pretreated the above described construction for subterranean termites in accordance with the standards of the National Pest Control Association. Square feet if area treated: Chemicals used:52� ram. Percentage of solution: , b C Total gallons used: l�o Date of Treatment: r 1- 1-4 - 13 Footing 15t Treatment Re -Treat ..Driveway _ 1st Treatment Re -Treat Other 60 IM(Ijam o_ 5t Tr atm n Re -Treat Time of Treatment: /O ; S o Slab 1st Treatment Re -Treat Pools 1st Treatment Re -Treat Perimeter for Final Inspection C— Si nature of xterminator Note.• There must be a completed form for each required treatment or re -treatment and this form must be on the job site to be picked up by the inspector at time of each inspection or the scheduled inspection will fail and a re -inspection fee charged. FBC 104.2.6 Certificate of Protective Treatment for prevention of termites A weather resistant jobsite posting board shall be provided to receive duplicate Treatment Certificates as each required protective treatment is completed, providing a copy for the person the permit is issued to and another copy for the building permit files The Treatment Certificate shall provide the product used, identity of the applicator, time and date of the treatment, site location, area treated, chemical used, percent concentration and number of gallons used, to establish a verifiable record of protective treatment If the soil chemical barrier method for termite prevention is used, final exterior treatment shall be completed prior to final building approval. St Lucie County requires for the final inspection for CO, a Permanent Sticker to be placed on the electrical panel box cover, listing all the treatments and dates of applications. -?L6.5l DUNKMERGER engineering & testing, inc. �� S, Density Test Report Alferrc7COn COMPANY Project Name: Spanish Lakes Country Club Village Address: 21 Villa Blanca Project Number: PSL-09-3011 (BG 10.2) Date Tested: 7/8/2013 Technician Initials: MC Client Name: Wynne Building Corporation Permit No: --- 8000 South US 1 #402 Port St. Lucie FL 34953 Report Date: 7/9/2013 Project Manager: Dave Youngstrom Attention: Matthew Wynne - Contact Number: (772) 343-9787 Test No. Probe Depth (in) I abotawy Proctor; Field; Tests Maximum Dry Density (Pcf) Optimum Moisture (%) Dry Density (pcf) Cone Resistance1 (tsf) Moisture (%) Minimum Required Compaction (%) Percent Maximum Density M Test Results 1 12 113 12 108.3 --- 5.5 95 95.8 Pass 2 12 113 12 108.6 --- 5.1 95 96.1 Pass 3 12 113 12 108.1 --- 6.1 95 95.7 Pass Type of Field Density Test: r ASTM D 1556 rV ASTM D 6938 r- ASTM D 2937 Minimum Required Compaction Based on: J AASHTO T-180 (ASTM D 1557) r AASHTO T-99 (ASTM D 698) Nuclear Gauge Info: Gauge No. 34488 Daily Standard Count: Density: 2271 Moisture: 708 Teit No.-_. Soil Type __ Elevation - Test Location: 21 Villa. Blanca, Structural Fill . 1 1 0-12 Front of house pad (footing subgrade) 2 1 0-12 Center of house pad (slab subgrade) 3 1 0-12 Back of house pad (footing subgrade) Elevation/Depth Referenced to: i— NGVD 1-' M SL Other: Inches below top of final fill Soil. Type 1 Structural Fill 2 Final Grading Fill cc: Client ... (1) 3 Mass Grading Fill Wynne Building Corp., B. Bailey (field) ... (1) 4 Utility Backfill - Sanitary St. Lucie County Building Department ... (1) 5 Utility Backfill - Water 6 Utility Backfill - Storm 7 Compacted Subgrade 8 Stabilized Subgrade David T. o om Xiaoyan Zheng, P.E., PhD 9 Base Course Senior P o'ect ager FL Registration No. 68330 10 Other: The original of this report was signed and sealed by the registered engineer in accordance i Rule 61 G15-18011, of the Florida Administrative Code. This report is submitted as the confidential property of our client and authorization for publication of statements, conclusion or extracts from or regarding this report is reserved pending our written approval. No other warranties with regard to subsurface exploration, recommendations or design are expressed by this firm. Fort Lauderdale Port St. Lucie West Palm Beach Sarasota State of Florida Board of Professional Engineers Authorization No. 6870 877.643.6832 3011 (10.2) Progress Report.xls PR 42 WYN4 BUILDING CORPORAUM 8000 South U.S. #1 Suite 402 Port St. Lucie, FL 34952 Spanish Lakes Communities Division Port Saint Lucie June 17, 2013 To: St. Lucie County Building Department Attn: Permitting and/or Plan Review Re: 21 Villa Blanca Permit # 1306-0058 To Whom It May Concern: Miami Division Miami In regards to the above permit, the mobile home that was located on the lot was moved out of the park by the owner. If you have any questions I can be reached at (772) 878-5513. Matthew Lyle Wynne - V.P. Telephones: Port Saint Lucie (772) 878-5513 Miami (305) 235-3175 fttpla M-W14M. Our 9ERMrr .1 OPESS.6 gt=EFVCCNrRACrCg:,. POr CONrROL'CP=R.-' PESTCOMMOLU 17 1&0 W% thi un* 1001, 4 ?mwe - IA= S*m lw if W* 4,606dl to* 6 e 00 .r�.i_.•4or11Jh�� .:fir;; . '�''��+:•. ft All NOW IW s"jWpavAW 6 tin" d***.& om*mt, dviW� gg &iwem'w,& :3110-1 fit$ Pudft,#OwAk*bw 7M DaVhft Pam* rl - - =U ftw the ftirmoo! rwc% a PM MUD to ft ;bad= OQR 7 F CEMEX Plant: 0eiirf Ldilldlh"-, �J&: Job: Start Uhload: Fihish Unloa&'F,7 7 Leave,Jofurh 211 Plant: , Customer Code: Customer Name: 302 EJ SO _1 - :S RODNEY HIALL S CONCRETE C 0 N�, T Project :Prcjedt Name: :Ticket Date: - Delivery - Address: - - . 07 19 13 2.1 tV 1 L LA BLANCA Delivery Instructions: 43"Pl( -11-4 1 S -I S OF"F. V 11'415,2 11111W Y Customer Job Number: Order Code I Date: 346 07/19/1 Project P.O. Number: Order PA. Number. NO PO Map Page: Map/Row/Columnf 2,73 27328o23 Dispatcher: LHILLERY Ticket Number: 326907;: () Due On Jab: Slump: Truck Number: Driver Number: Driver Name: End Use: 5 . �i() I 00257 � 0 101-3228 BOB COLEMAN BLDNG.,SLAB LOAD QUANTITY CUMULATIVE QUANTITY ORDERED QUANTITY MATERIAL CODE PRODUCTION DESCRIPTION UOM UNIT PRICE AMOUNT (7). EiO :,A 50 30. 01 11:585 J '76 2500 REG YD3 7. 138' 2-113.1 6/. .",75 FU�ERMESH` 150 LB 1. (KI 4 1247818 FUEL SURCHARGE i, ol o' 1202749 ENV 1RON1y1E1*,1TAL CHARGE SUL i 9 AH Cash Check #/ Auth Code: Signature of Driver Receiving Cash: Cash Received: Total COD Order Amount to Collect Without Standby Charges: Check 71Charge Comments: WATER ADDED: -GAL YARDS IN DRUM: WHEN ADDED. SIGNATURE • RECEIVED JUL 2.3 2013. CURB LINE CROSSED AT OWNER'S/AGENT'S REQUEST: SIGNATURE El LOAD WAS TESTED BY: Notice:. i 'Our drivers will make every'effortto place materials where the customer designates, but the SPECIAL TERMS: Any water added is at customers own risk. If water is added on job, concrete strength Company assumes no'.fesponiibility for damages inside curb or property line. Customer agrees to the is no longer guaranteed. WARNING: Product may cause skin and/or eye irritation. CAUTION: Material terms'of sale and delivery and accepts concrete as is. Due to important factors which are out of our may be hazardous to your safety and health. Please refer to the backside of this ticket for important control after delivery, this Company will not accept any responsibility for the finished results. Nocredit for safety handling information, and to the material safety data sheets for additional information. returned concrete. B6y'ers exceptions and claims shall be deemed waived unless made to us In writing AUTHORIZED SIGNATURE: within one business day after the receipt of materials. 68UNIVERSAL PREV, TRK-. 10026088 INVOICE LOAD NUM: 3 Delivery Ticket incorporates herei reference Buyer's previously executed 9-dit Application, if any, Seller's Standard /ms aj�d Conditions, Seller's Quotatic any, and Seller's Order Confirmation (i. 3.ing limitations of warranties), as if fully et forth on this Delivery Ticket ("Agreement"). Seller will provide the Standard Terr. id Conditions upon request. Buyer agrees that, unless otherwise noted on the front hereof, all quantities and items were delivered as indicated and further expressly agrees to pay in accordance with the Agreement. A A mU i r117n410XT r i 0nXrr1DDmD nDn"TTVrrQ / Vr v n eu Aggregate products are naturally occurring materials including limestone, dolomite, granite, volcanic rock, sand, gravel, and other siliceous; materials. Cement products include Portland cement, masonry, pozzolan (Type IP), roof tile, and stucco. Concrete products include Portland cement and aggregate products including limestone, dolomite. granite, volcanic rock, sand, gravel, and other siliceous materials. These products, including fly ash, may contain more than 0.025% crystalline silica. Freshly mixed wet cement and/or fly ash can cause eye irritation, skin and eye burns and allergic skin reactions. Dry concrete and aggregate dust may cause irritation to eyes, skin, and/or respiratory tract. Dust from handling, crushing, grinding, cutting and/or drilling may contain -silica, which may cause silicosis and cancer if inhaled. If ingested, keep warn, at rest, and drink large amounts of water. Fly Ash may contain trace amounts of ammo- nia..Moisture can cause the ammonia to be released. Inhalation of ammonia can cause coughing and irritatiow or burns of the nose, throat and lungs. See physician. Health risk depends on duration and levdl-'of exposure. ; Safety: Avoid contact with eyes and prolonged contact with skin. Wear gloves, eye protection, and appropriate protective clothing. Wash hands thoroughly with mild soap and water after handling. Avoid breathing 'dust. If'exposed to dust above recommended limits (see MSDS), wear suitable NIOSH-approved respiratory protection. First Aid: In case of eye contact, immediately flush eyes with flowing water for 15 minutes. If dust is inhaled, move to fresh air. If wet cement contacts slain, rinse thoroughly with water. Get proper medical attention if irritation persists. CEMEX, Memorial Hermann Tower 929 Gessner, Suite 1900 V7 combined Houston, Texas 77024 02/12 . For more information please visit www.ceinexusa.com. Este ticket de entrega incluye como referencia al comprador (ya previamente ejecutada en su aplicaci6n de credito); cualquier termino estandar, condiciones del vendedor, propuestas del vendedor y orden de confirmaci6n del vendedor (con limitaciones y garantias), como acuerdo total del ticket de entrega ("Coritrato"). El vendedor proveera los terminos estandares y condiciones detal- lados en caso de asi ser requeridos. Con este documento, el comprador acepta los mismos ya antes mencionados y que las cantidades y rateriales f ieron entregados como se expresa en el mismo. Acepta pagar el monto de acuerdo at contacto; al menos que se identi- fique con 'una nota at frente de este documento. AUKEGADOS / UEMEN'I'U / PKOI)UU'I'US llE C:ONURE'1'.O I UEN14Ah 1!UEAN'T'.ES_ Los productos de agregados son materiales naturales como piedra caliza, dolomita, granito, roca volcdnica, arena, grava y otros materiales silicios. Los productos de cemento incluyen Cemento de tipo Portland, de albanilerfa, pozzolan (tipo IP), azulejo de azotea y estuco. Los productos de concreto incluyen cemento Portland y productos de agregados como pi.edra caliza, dolomita, granito, coca volcanica, arena, grava, y otros materiales silicios. Estos productos incluyen cenizas volantes (fly ash) la coal puede contener mas de 0.025% de silicio cristalino. Peligros: Mezcla de cemento fresco y/o cenizas volantes pueden causar irritaci6n en los ojos, quemaduras en piel y ojos, y reacciones al6rgicas en la pie]. Concreto seco y polvo de agregados, pueden causar irritaci6n en los ojos, piel y/o en la zona respiratoria. Polvo del manejo en el trituramiento, pulido, corte y/o perforaci6n puede contener materiales silicos, los cuales pueden causar silicosis pulmonar y cancer si son inhalados. En caso de ser ingeridos, mantenerse en temperatura caliza, reposar y tomar grandes cantidades de agua. Las cenizas volantes pueden contener amoniaco. Seguridad: La humedad puede causar ]a liberaci6n del amoniaco. La inhalaci6n del amoniaco puede causar Loser, irritaci6n o quemaduras en ]a nariz, garganta y pulmones. Acudir inmediatamente at medico. El riesgo en la salud depende en la duraci6n y el nivel de la exposici6n. Seguridad: Evite el contacto con ojos y contacto prolongado con la piel. Use.guantes, protecci6n,en los ojos y ropa Primeros adecuada para. protecci6n. Lavese ]as manos con jab6n suave y agua despues del manejo-de materiales. Evite inhalar auxilios: polvos. Si se expone a polvos mds de los limites recomendados, use:protdccr6n respifatofid.1 Primeros auxilios: En caso de contacto en los ojos, inmediatamente fluya aqua en la paste afectada. for 15.r un'hi0s. Si se inhala polvo, exp6ngase a aire fresco. Si el cemento fresco tiene contacto con sus ojos, lavelos a fondo con agua. Acuda a atenci6n medica inmediatamente si la irritaci6n continua. CEMEX. Memorial Hermann Tower 929 Gessner, Suite 1900 V7 corgbinado Houston, Texas 77024 02/12 ; Para mas informaci6n visita www.cemexusa.cotn. Plant: Begin Loading: TO Job: I � Arrive Job: Ili *St�rwnloa�: 01nishlinloail 4 ' "' ' kAe'u Mr'ant 092/101)2 Cuit6der Code:, Customer'Name: Customer J.�b,Number: Oder Code / Data: '3 0 2 1, E, 5 RODNEY HALL'S CONCRETE CONS T 951 07/31/'11' 0 a: VrqfeoitC d Project Name: Project P.O. Number. Order P.O. Number: V 1, 0 25'13 '1 IAT-- RODII.IEV HALL t 'A"l- wort!-,, v i2i- BA 14 RODNEY VERBAL R0)X',1[*--'' Ticket Date: Delivery Address: Map Page: Map/Row/Column: 07/'31/13 2'1 VILLA BL.ANCA elivery,,Instructions: Dispatcher: PANI I SH LAKES OFF KIP68, MW Ticket Number: 3271o3-78 Due On Job: Slump: Truck Number: Driver Number: Driver Name. End Use: . I =. 1.5 1. . 5.( j() 100232 1 5 10"9206 1 JOHNNY SIMPSON BLDNG.- WAI...L LOAD CUMULATIVE ORDERED MATERIAL CODE.. PRODUCTION[ DESCRIPTION 60M UNIT' PRICE- AMOUNT QUANTITY QUANTITY QUANTITY ".10. 00 10.00 10. 00 12W590 300if.) PRPM W/SAND YD3 Cash Check Chang Comments: Check # / Auth 1247818 FUEL SURCHARGE 12CI2749 ENIJIRONMENTAL CHARGE Signature of Driver Receiving Cash: Cash Received: JUL 31 Amll:51- Total COD Order Amount to Collect Without Standby Charges: I 1 WATER ADDED:'GAL YARDS IN DRUM: WHEN ADDED. SIGNATURE CURB LINE CROSSED AT OWNER'S/AGENT'S REQUEST: SJGNATURE-'* I] LOAD WAS TESTED BY: Notice: Our drivers will make. every effort to place materials where the customer designates, but the SPECIAL TERMS: Any water added is at customers own risk. If water is added oh job, concrete strength Company assumes no responsibility for damages inside curb or property line. Customer agrees to the is no longer guaranteed. WARNING: ' Product may cause skin and/or eye irritation. CAUTION:' Material terms of sale and delivery and accepts concrete as is. Due to important factors which are out of our may be hazardous to your safety and health. Please refer to th6 backside of this ticket for Important control after delivery, this Company mpany Will not accept any responsibility for the finished results. No credit for safety handling information, and to the material safety data sheets for additional information. returned concrete. Buyers exceptions and claims shall be deemed waived unless made to us in writing AUTHORIZED SIGNATURE: within one business day after the receipt of materials. 68UNIVERSAL PRE TRKIg INVOICE LOAD NUM 1 This Delivery Ticket incorporates herein b, erence Buyer's previously executed Oredit Application, if any, Seller's Standard Terms and Conditions, Seller's Quotat i r, and Seller's Order Confirmation (Oul"_ - Iinutations of warranties), as if fully set forth on this Delivery Ticket ("Agrc___ nt")+Seller will provide the Standard Terms ai onditions upon request. Buyer agrees that, unless otherwise noted on the front hereof, all quantities and items were delivered as indicated and further expres'sly agrees to pay in accordance with the Agreement. AGGREGATE / CEMENT / CONCRETE PRODUCTS / FLY ASH Aggregate products are natural ly.occurring materials including limestone, dolomite, granite, volcanic rock, sand, gravel, and other, siliceous materials. Cement products include Portland cement, masonry, pozzolan (Type IP), roof tile, and stucco. Concrete products include Portland cement and aggregate products including limestone, dolomite, granite, volcanic rock, sand, gravel, and other siliceous materials. These products, including fly ash, may contain more than 0.025% crystalline silica. Hazards: Freshly mixed wet cement and/or fly ash can cause eye irritation, skin and eye burns and allergic skin reactions. Dry concrete and aggregate dust may cause irritation to eyes, skin, and/or respiratory tract. Dust from handling, rilling may contain silica, which may cause silicosis and cancer if inhaled. crushing, grinding, cutting and/or d` If ingested, keep warm, at rest, and drink large amounts of water. Fly Ash may contain trace amounts of ammo - ma. Moisture can cause the ammonia to be released. Inhalation of ammonia can cause coughing and irritation or burns of the nose, throat and lungs. See physician. Health risk depends on duration and level of exposure. Safety: Avoid contact with eyes and prolonged contact with skin. Wear gloves, eye protection, and appropriate protective clothing. Wash hands thoroughly with mild soap and water after handling. Avoid breathing dust. If exposed to dust above recommended limits (sec MSDS), wear suitable NIOSH-approved respiratory protection. First Aid: In case of eye contact, immediately flush eyes with flowing water for l 5 minutes. If dust is inhaled, move to fresh air. If wet cement contacts skin, rinse thoroughly with water. Get proper medical attention if irritation persists. CEMEX, Memorial .Hermann Tower 929 Gessner, Suite 1900 V7 combined Houston, Texas 77024 02/12 For more information please visit www.cemexusa.com. Este ticket de entrega incluve como referencia al comprador (ya previamente ejecutada en su aplicaci6n de credito) cualquier t6fmino estandar, condiciones del vendedor, propuestas del vendedor, y orden-de confirmation del vendedor (con limitaciones y garantfas), como acuerdo total del ticket de entrega ("Contrato" ). El vendedor proveera los terminos estandares y condiciones detal- lados en caso de asf ser requeridos. Con este documento, el comprador acepta los mismos ya antes mencionados y que las cantidades y materiales fueron entregados como se expresa en el m.ismo. Acepta pagan el morito de acuerdo al contrcto; al menos que se identi- fique con una nota a] frente de este documento. AGREGADOS / CEMENTO / PRODUCTOS DE CONCRETO / CENIZAS VOLANTES Los productos de agregados son materiales naturales como piedra caliza, dolomita, granito, rocs volcanica, arena, grava y gtros. materiales silicios. Los productos de cemento incluyen Cemento de tipo Portland, de alban"ilerfa, pozzolan .(tipo IP), azulejo de azotea y estuco. L.os productos de concreto incluyen cemento Portland y productos de agregados como piedra caliza, dolomita, granito, coca volcanica, arena, grava, y otros materiales silicios. Estos productos 'incluyen cenizas volantes (fly ash) la cual puede contener mas do 0.025% de silicio cristalino. Peligros: Mezcla de cemento fresco y/o cenizas volantes pueden causar irritation en los Ojos, quemaduras en piel y Ojos, y reacciones alergicas en la piel. Concreto seco y polvo de agregados, pueden causar irritacion en los ojos, piel y/o en la zona respiratoria. Polvo del manejo en el trituramiento, pulido, torte y/o perforation puede contener materiales silicon, los cuales pueden causar silicosis pulmonar y cancer si son inhalados. En caso de ser ingeridos, mantenerse en temperatura cal ida, reposar y tomar grander cantidades de agua. Las cenizas volantes pueden contener amoniaco. Seguridad: La humedad puede causar la liberation del amoniaco. La inhalation del amoniaco puede causar toser, irritacion o quemaduras en la nariz, garganta y pulmones. Acudir inmediatamente al medico. El riesgo en ]a salud depende en la duration y el nivel de la exposition. Seguridad: Evite el contacto con ojos y contacto prolongado con la piel. Use guantes, proteccion en los ojos y ropa Primeros adecuada para protection. Lavese las manor conjab6n suave y agua despues del manejo de materiales. Evite inhalar auxilios• polvos. Si se expone a polvos mas de los limites recomendados, use protecti6n respiratoria. Primeros auxilios: En caso de contacto en los ojos, inmediatamente fluya agua en la paste afectada por15 minutos. Si se inhala polvo, exp6ngase a aire fresco. Si el cemento fresco tiene contacto con sus ojos, lavelos a fordo con agua. Acuda a atenci6n medica inmediatamente si la irritaci6n contirida. CEMEX, Memorial Hermann Tower 929 Gessner, Suite 1900 V7 combinado Houston. Texas 77024 02/12 Para mas informaci6n visita www.cemexusa.com. ZZ.CC-MC-X 4, -.55987088 rA Plant: I' Begin Loading: To Job: -Arrive Job: Start Unload: Finish Unload: Leave Job: Return Plant: 40 Customer Code: Customer Name: Customer Job Number: Order Code Date: 3 C) 2 6 G- o 5 RODNEY HALL' S -CONCRETE CONS 596 12/02/13 Project Code: Project Name; Project P.O. Number, Order P.O.' Number. 4()'-- 3 102 12 -35 MnT--RODNEY HALL C ALL WORK YERBAL RODNE7Y VERBAL RODNEY Ticket Date: Delivery Address: Map Page: Map/Row/Column: 12/0 2/1.3 21. LAYILLA WAY Delivery Instructions: Dispatcher: SPA, [13 1 SH LAKES, OFF K. I NGS HWY. SHIKLUCTNEC Ticket Number.,_ "328'98576 Due On Job: o7-.33 slump: 0 1 5. ] truck Number: 1002-640 . I Driver Number: I () 19 2 0 5 � Driver Name: " . rONY ANTONUCCI, 7 Use: BLDICE : SLAB LOAD - I CUMULATIVE I ORDERED QUANTITY QUANTITY I QUANTITY MATERIAL CODE PRODUCTION DESCRIPTION 60M 1 UNIT PRICE AMOUNT 5. 00 15� 00 15. ()1) 10E'81081 RPOO REG YD3 DEC 2 (;lm 650 124781.8 FUBN�- SSL. I ri- ARGE' 49 12027AL liA G Cash Check #/ Auth Code: Signature of Driver Receiving Cash: Cash Received: Total COD Order Amount to Collect Without Standby Charges: Check Charge Comments: WATE AD ED:' G YARDS IN DRUM: WHEN ADDED. SIGNATURE CURB LINE C ER'S/\AGNT'S REQUEST' SIGNATURE 0 LOAD WAS TESTED BY: Notice: Our drivers will make every effort to place materials whqre the custknerdesignates, but the SPECIAL TERMS: Any water added is at customers own risk. If water ikadded on job, concrete strength, Company assumes no responsibility for damages inside curb or prbperty line. CustTner agrees to the is no longer guaranteed. WARNING: Product may cause skin and/or eyd\irritatlon. CAUTION: Material terms of sale and delivery and accepts concrete as is. Due to impbqant factors whiqh are out of our may be hazardous to your safety and health. Please refer to the backside of this ticket for important control after delivery, this Company will not accept any, responsibility for fhe finished results. Nocredit for safety handling information, and to the material safety data sheets for additionh information. returned concrete. Buyers exceptions and claims shall be deemed waive'alunless madelto us in writing AUTHORIZED SIGNATURE: within one business day after the receipt of materials. 68UNIVERSAL PREV TRK: 10025754 INVOICE LOAD - NUN 2 This Delivery Ticket incorporates h( by reference Buyer's previously execu credit Application, .if any, Seller's Standard Terms and Conditions, Seller's Quot i, if any, and Seller's Order Confirmatio eluding limitations of warranties), as if fully set forth on this Delivery Ticket ("Agreement"). Seller will provide the Standard Terms and Conditions upon request. Buyer agrees that, unless otherwise noted on the front hereof, all quantities and items were delivered as indicated and further expressly agrees to pay in accordance with the Agreement. AGGREGATE / CEMENT / CONCRETE PRODUCTS / FLY ASH Aggregate products are naturally occurring materials including limestone, dolomite, granite, volcanic rock, sand, gravel, and other siliceous materials. Cement products include Portland cement, masonry, pozzolan (Type IP), roof tile, and stucco. Concrete products include Portland cement and aggregate products .including limestone, dolomite, granite, volcanic rock, sand, gravel, and other siliceous materials. These products, including fly ash, may contain more than 0.025% crystalline silica. Hazards: Freshly mixed wet cement and/or fly ash can cause eye irritation, skin and eye burns and allergic skin reactions. Dry concrete and aggregate dust may cause irritation to eyes, skin, and/or respiratory tract. Dust from handling, crushing, grinding, cutting and/or drilling may contain silica, which may cause silicosis and cancer if inhaled. If ingested, keep warm, at rest, and drink large amounts of water. Fly Ash may contain trace amounts of ammo- nia. Moisture can cause the ammonia to be released. Inhalation of ammonia can cause coughing and irritation or burns of the nose, throat and lungs. See physician. Health risk depends on duration and level of exposure. Safety: Avoid contact with eyes and prolonged contact with skin. Wear gloves, eye protection, and appropriate protective clothing. Wash hands thoroughly with mild soap and water after handling. Avoid breathing dust. If exposed to dust above recommended limits (see MSDS), wear suitable NIOSH-approved respiratory protection. First Aid: In case of eye contact, immediately flush eyes with flowing water for 15 minutes. If dust is inhaled, move to fresh air. If wet cement contacts skin, rinse thoroughly with water. Get proper medical attention if irritation persists. CEMEX, Memorial Hermann Tower 929 Gessner, Suite 1900 V7 combined Houston, Texas 77024 02/12 For more information please visit www.cemexusa.com. Este ticket de entrega incluye comp referencia at comprador (ya previamente ejecutada en su aplicacion de credito); cualquier termino estdndar, condiciones del vendedor, propuestas del vendedor y orden de confirmaci6n del vendedor (con limitaciones y garant.ias), como acuerdo total del ticket de entrega ("Contrato"). El vendedor proveera los terminos estdndares y cond.iciones detal- lados en caso de asf ser requeridos. Con este documento, el comprador acepta los mismos ya antes mencionados y que las cantidades y materiales fueron entregados como se expresa e.n el mismo. Acepta pagar el monto de acuerdo at contaato; at menos que se identi- fique con una nota at frente de este documento. - AGREGADOS / CEMENTO / PRODUCTOS DE CONCRETO / CENIZAS VOLANTES Los productos de agregados son materiales naturales como piedra caliza, dolomita, granito, rocs volcanica, arena, grava y otros materiales silicios. Los productos de cemento incluyen Cemento de tipo Portland, de albanilerfa, pozzolan (tipo IP), azulejo de azotea y estuco. Los productos de concreto incluyen cemento Portlandy productos de agregados como piedra caliza, dolomita, granito, coca volcanica, arena, grava, y otros materiales silicios. Estos productos incluyen cenizas volantes (fly ash) la cual puede contener mas de 0.025% de silicio cristalino. Peligros: Mezela de cemento fresco y/o cenizas volantes pueden causar irritacion en los ojos, quemaduras en piel y ojos, y reacciones alergicas en la pie]. Concreto seco y polvo de agregados, pueden causar irritacion en los ojos, piel y/o en la zona respiratoria. Polvo del manejo en el trituramiento, pulido, come y/o perforacion puede contener materiales siliicos, los cuales pueden causar silicosis pulmonar y cancer si son inhalados. En caso de ser ingeridos, mantenerse en temperatura calida, reposar y tomar grandes cantidades de agua. Las cenizas volantes pueden contener amoniaco. Seguridad• La humedad puede causar la liberaci6n del amoniaco. La inhalaci6n del amoniaco puede causar toser, irritacion o quemaduras en la nariz, garganta y pulmones. Acudir inmediatamente at medico. El riesgo en la salud depende en la duraci6n y el nivel de la exposicion. Seguridad: Evite el. contacto con ojos y contacto prolongado con la piel. Use guantes, protecci6n en los ojos y ropa Primeros adecuada para protecci6n. Lavese ]as manos con jabon suave y agua despues del manejo de materiales. Evite inhalar auxilios' polvos. Si se expose a polvos mas de Jos linutes recomendados, use protecci6n respiratoria. Primeros auxilios: En caso de contacto en los ojos, inmediatamente fluya agua en la parte afectada por 1.5 minutos. Si se inhala polvo, exp6ngase a aire fresco. Si el cemento fresco tiene contacto con sus ojos,lavelos a fondo con agua. Acuda a atenci6n medica imnediatamente si ]a irritacion continua. CEMEX, Memorial Hermann Tower 929 Gessner, Suite 1900 V7 combinado Houston, Texas 77024 02/12 Para mds informaciion v.isita www.cemexusa.com. ® Lumber design values are in accordance with ANSI/Tpl 1-2007 section 6.3 These truss designs rely on lumber values established by others. MiTek" RE: ml 1324 - 70' Carlton Elev D Site Information: Customer Info: WYNNE BUILDING CORPORATIN Project Name Lot/Block: Subdivision: Address: N/A City: ST LUCIE State: FL MiTek USA, Inc. 66904 Parke East Blvd. 70' CARLTON, EL , aL 361011111 Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: License #: Address: City: State: General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2010/TP12007 Design Program: MiTek 20/20 7.3 Wind Code: ASCE 7-10 Wind Speed: 165 mph Floor Load: N/A psf Roof Load: 32.0 psf This package includes 25 individual, dated Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. I Seal# ITruss Name I Date I No. I Seal# ITruss Name I Date 1 IT4465549 1A1 7/19/012 118 IT4465566 JJB 7/19/012 12 I T4465550 I A2 17/19/012 119 I T4465567 I JC 17/19/012 1 13 I T4465551 I A3 17/19/012 120 I T4465568 I KJ5 17/19/012 I 14 I T4465552 I A4 17/19/012 121 I T4465569 I KJ7 17/19/012 I 15 I T4465553 I A5 17/19/012 122 I T4465570 I KJA 17/19/012 I 16 IT4465554 IA6 17/19/012 123 IT4465571 I KJB 1 7/19/012 I 17 I T4465555 I A 17/19/012 124 I T4465572 I MV2 1 7/19/012 I 18 I T4465556 113 17/19/012 125 I T4465573 I MV4 17/19/012 I 19 I T4465557 I B H7 17/19/012 I I I 1 110 I T4465558 I GRA 17/19/012 Ill I T4465559 .I GRB 17/19/012 j 112 I T4465560 I GRC 17/19/012 113 I T4465561 I J 1 17/19/012 114 I T4465562 I J3 17/19/012 I 115 I T4465563 I J5 17/19/012 I 16 IT4465564 IJ7 17/19/0121 117 I T4465565 I JA 17/19/012 I The truss drawing(s) referenced above have been prepared by MiTek Industries, Inc. under my direct supervision based on the parameters provided by Chambers Truss. Truss Design Engineer's Name: Velez, Joaquin My license renewal date for the state of Florida is February 28, 2013. NOTE: The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer, perANSI/TPI-1 Sec. 2. OP& I N 8182 � r . S TAT E OF 0 N ALE ��• �nnn FL Cert. 6634 July 19,2012 Velez, Joaquin 1 of 1 Job Truss Truss Type City=1y 0' Cariton ElevD T4465549 M11324 Al SPECIAL 9 Reference (optional) Chambers Truss inc., Pon Pierce Fi. s voz Run: 7.340 s Feb 24 2012 Print: 7.350 s Apr 23 2012 MiTek Industries, Inc. Thu Jul 19 14:23:28 2012 Page 1 ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-00fuPvTsx37LftJkLeBeaOSE0_FZJsPyicBgHPywUhT 1-0-0 7-8-0 13-7 8 17:-0 23-11-12 26-9-10 35-0-0 6-0- -0-0 7 8-0 5-11 8 3-10 8 6-5-12 2-9-14 8-2-6 0-0 Scale = 1:59.2 4.00 12 5x6 = 4x4 = 14 13 4x8 2x3 I I 5x12 = 2.00 12 13-7-8 23-11-12 35-0-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.86 Vert(LL) 0.76 12 >539 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.83 Vert(TL) -1.30 12-13 >317 240 MT18HS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.54 Horz(TL) 0.39 10 n/a n/a BCDL 5.0 Code FBC2010/TPI2007 (Matrix) Weight: 158 lb FT = 0% LUMBER TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 "Except' 6-12: 2x4 SP M 30 REACTIONS (lb/size) 2=1021/0-8-0 (min. 0-1-8), 10=1023/0-8-0 (min. 0-1-8) Max Horz 2=214(LC 7) Max Uplift 2=-837(LC 8), 10=-837(LC 8) Max Grav 2=1171(LC 2), 10=1171(LC 2) BRACING TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 4-0-1 oc bracing. WEBS 1 Row at midpt 6-12 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=2741/1788, 3-4=-2154/1460, 4-5=-2097/1474, 5-6=-2129/1561, 6-7=4406/2927, 7-8=-4337/2831, 8-9=-4384/2824, 9-10=-4785/3126 BOT CHORD 2-14=-1581/2528, 13-14=1581/2528, 13-15=1023/1828, 15-16=-1018/1832, 12-16=-1017/1840,10-12=-2876/4512 WEBS 3-13=-660/465, 5-13=-270/242, 6-13=-269/464, 6-12=-1740/2753, 7-12=-255/250, 9-12=-411/377 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; 165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=45ft; L=50ft; eave=6ft; Cat. II; Exp C; Encl., GCpl=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 5.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. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 837 lb uplift at joint 2 and 837 lb uplift at joint 10. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard FL Cert. 6634 July 19,2012 ® WARMNG - Veri, jy design parmneters and READ NOTES ON 7WIS ARID INCLUDED M7EKREFERENCE PAGE MI-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an Individual building component. ��• Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responslbillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding MiTek• fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPll Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street Suite 312, Alexandria, VA 22314. Tampa, FL 33610-4115 If Southem Pine (SP or SPp) lumber is specified, the design values are those effective 06101/2012 by ALSC or proposed by SPIB. Job Truss Truss Type Oty Elev DT4465550 A2 SPECIAL 1 [lyT70bCadton Reference (optional) chambers Truss Inc., Fort Pierce FI. 34982 Run: 7.340 s Feb 24 2012 Print: 7.350 s Apr 23 2012 MiTek Industries, Inc. Thu Jul 19 14:23:29 2012 Page 1 ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-UCCGdFUUiN FB H 1 uwvMft6D?P60ZN2Ew5xGwEprywUhS 10 7-8-0 13-7 8 17-0-0 B-0 23-11-12 26-9-10 35-M 6-0- -0-0 7-8-0 5-11-8 3-4-8 -0-0 5-11-12 2-9-14 8-2-6 -0-0 Scale = 1:61.1 V d 4.00 12 4x4 % 4x5 4x4 = 17 16 3x4 = 4x8 = 2x3 II 6x12 = US = 2.00 12 2 d Plate Offsets MY): f2:0-3-14.Edgel, r9:0-3-O,Edgel, f11:0-5-2.Edgel LOADING (psf) SPACING 2-0-0 CS] DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.86 Vert(LL) 0.77 13 >535 360 MT20 2441190 TCDL 7.0 Lumber Increase 1.25 BC 0.86 Vert(TL) -1.19 11-13 >346 240 MT18HS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.85 Horz(TL) 0.42 11 n/a n/a BCDL 5.0 Code FBC20101TPI2007 (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 8-14 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation auide. REACTIONS (lb/size) 2=986/0-8-0 (min. 0-1-8), 11=986/0-8-0 (min. 0-1-8) Max Horz 2=208(LC 7) Max Uplift 2=-837(LC 8), l l=-837(LC 8) Max Grav 2=1171(LC 2), 11=1171(LC 2) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=2746/1787, 3-4=-2132/1457, 4-5=-2075/1471, 5-6=-1998/1418, 6-7=1880/1382, 7-8=2020/1398, 8-9=-4320/2828, 9-10=-4367/2820, 10-11=-4777/3131 BOT CHORD 2-17=-1580/2532, 16-17=-1580/2532, 15-16=1174/2004, 14-15=-1013/1855, 13-14=-2503/4174, 11-13=-2881/4502 WEBS 3-16=-684/465, 5-15=-286/192, 6-15=-379/503, 7-14=242/436, 8-14=2497/1604, 8-13=-955/1626, 10-13=-423/388 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; 165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=45ft; L=50ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing atjoint(s) 11 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 837 lb uplift at joint 2 and 837 lb uplift at joint 11. 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard FL Cert. 6634 July 19,2012 ® WARAM - Ver; jij design parmnetem and READ N07ES ON THIS AND INCLUDED D717EKREFERENCE PAGE MP7473 BEFOR13 USE Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek• erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANS1/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312. Alexandra, VA 22314. Tampa, FL 33610-4116 If Southem Pine I SP or SPp) lumber is specified, the design values are those effective 06101/2012 by ALSO or proposed by SPI3. Truss Truss Type Qty Ply ' Cadton Elev D �ob T4465551 1324 A3 SPECIAL 1 1 Lb Reference (optional) ,ass Mv,, dart_ 34962 nun: 7.34u s Feb 24 2012 Print: 7.350 s Apr 23 2012 MiTek Industries, Inc. Thu Jul 19 14:23:29 2012 Page 1 ID:_kfiiGCA6bx7j2Sy1 HDXFw7ye3KX-UCCGdFUUiNFBH1 uwvMft6D?RgOZV2H75xGwEprywUhS 1-0 8-0-1 15-0-0 20-0-0 23-11-12 26-9-10 35-0-0 6-0 -0-0 8-0-1 6-11-15 5-0-0 3-11-12 2-9-14 8-2 6 -0-0 Scale = 1:61.1 4.00 12 4x5 % 4x4 m ci 6 6 4x4 = 15 4x8 2x3 I I 5x6 = 2.00 12 I 6-0-1 13-7-8 20-0-0 23-11-12 35-0-0 8-0-1 5-7-7 6-4-8 3-11-12 11-0-4 Plate Offsets KY): f2:0-3-14.Edoe1 f9:0-3-0 Edgel, f10:0-5-2,Edge1 LOADING (psf) SPACING 2-0-0 CS] DEFL in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.76 Vert(LL) 0.69 12 >601 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.85 Vert(TL) -1.14 10A2 >362 240 BCLL 0.0 Rep Stress Incr YES WB 0.64 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 WEBS 1 Row at midpt 7-13 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 2=98610-8-0 (min. 0-1-8), 10=986/0-8-0 (min. 0-1-8) Max Horz 2=184(LC 7) Max Uplift 2=-837(LC 8), 10=-837(LC 8) Max Grav 2=1171(LC 2), 10=1171(LC 2) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=2729/1771, 3-4=-2607/1786, 4-5=-2104/1448, 5-6=-2325/1632, 6-7=-2452/1671, 7-8=4322/2786, 8-9=-4610/3101, 9-10=-4722/3088 BOT CHORD 2-15=-1574/2516, 14-15=1574/2516, 13-14=1128/1961, 12-13=-2457/4127, 10-12=-2848/4446 WEBS 4-14=-726/513, 5-13=-273/588, 6-13=-306/515, 7-13=2098/1326, 7-12=-938/1575, 8-12=-422/398 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; 165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=45ft; L=50ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plate(s) at joint(s) 12 checked for a plus or minus 2 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 10 considers parallel to grain value using 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 10. 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard ♦♦♦,,`Qv I N' Vic .� OP•• �cc �. * ; N 68182 Q� o' T O F .' � � FL Cert. 6634 July 19,2012 ® WARMNG - Ver ily design parwrteters and READ NOTES ON THIS AND INCLUDED 1iff7EKREPEREME PAGE 1191-7473 BEFORE USE, Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an Individual building component. ��r Applicabirity of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the 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/TPI7 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610-4115 If Southern Pine [SP or SPp) lumber is specified, the design values are those effective 06/0112012 by ALSC or proposed by SPIB. Job Truss Truss Type Qty Ply 70' Carlton Elev D M11324 A4 SPECIAL 1 1 T4465552 Job Reference (optional) •--•- • •--- •• -• • • •�•�� • Run: 7.340 s reo 24 2I112 runt: 1.3b0 s Apr23 2012 MiTek Industries, Inc. Thu Jul 19 14:23:29 2012 Page 1 ID: _kfiGCA6bx7j2Sy1 HDXFw7ye3KK-UCCGdFUUiNFBH1 uwvMft6D?POOZQ2Hy5xGwEprywUhS 1-0 7-8-0 13-0-0 22-M 23-11-12 26-9-10 35-0-0 6-0 oo0 78-0 5-4-0 9-0-0 1-11-12 2-9-14 B-2-6 0-0 Scale = 1:60.1 5x10 4.00 5x6 = 3x6 5 6 4x4 = 13 5x12 =-..._....._.._ 4xB = zx3 I I 2.00 12 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 5.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr YES Code FBC2010/TPI2007 CSI TC 0.85 BC 0.86 WB 0.65 (Matrix) DEFL in (loc) I/deft L/d Vert(LL) 0.70 10 >587 360 Vert(TL) -1.14 8-10 >361 240 Horz(TL) 0.38 8 n/a n/a PLATES GRIP MT20 244/190 MT18HS 244/190 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 WEBS 1 Row at midpt 4-11 WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 2=986/0-8-0 (min. 0-1-8), 8=986/0-8-0 (min. 0-1-8) Max Horz 2=159(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. Camp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=2731/1777, 3-4=-2167/1493, 4-5=-3002/2033, 5-6=-3105/2070, 6-7=-4296/2756, 7-8=-4793/3146 BOTCHORD 2-13=-1569/2517, 12-13=-1569/2517, 11-12=1195/2039, 10-11=-2412/4079, 8-10=-2896/4519 WEBS 3-12=-635/420, 4-11=-616/1112, 5-11=-266/556, 6-11 =-I 555/939, 6-10=-979/1602, 7-10=-537/494 NOTES `111111111/II�I ``%% QU I N V 1) Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; 165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=45ft; L=50ft; eave=6ft; Cat. II; Exp `% P.��,,....,• FZ -*12) G E N • • �� C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 DOL=1.60 ,♦♦ ,� •• 5' •• �r F•�• plate grip 3) Provide adequate drainage to prevent water ponding. ♦ : i 4) All plates are MT20 plates unless otherwise indicated. N 68182 *: •:* 5) This truss has been designed fora 10.0 psf bottom chard 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. -b ; 7) Bearing at joints) 8 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity : T O F : of bearing surface. O ��: 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 837 lb uplift at joint 2 and 837 lb uplift at 8. 40j, '.'C Q P .• ��♦♦♦ joint 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the design this analysis and of truss. 11�, `` LOAD CASE(S) Standard ,/; FL Cert. 6634 July 19,2012 ® WARAWG - Verijjy dctign parameters and REBD H07ES ON 771IS AAID INCLUDED 89 FX REPERENCE PAGE MI.7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component.�� Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610-4115 If Southern Pine (SP or 5Pp) lumber is specified, the design values are those effective 0610112012 by ALSC or proposed by SPIB. Job Truss Truss Type Oty Ply 70' Canton Elev D T4465553 M11324 AS SPECIAL 1 1 Job Reference (optional) Chambers Truss Inc., Fort Pierce FI. 34982 Run: 7.340 s Feb 24 2012 Print: 7.350 s Apr 23 2012 MiTek Industries, Inc. Thu Jul 19 14:23:30 2012 Page 1 ID:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-yOmfgbU7TgN2uBS7T3A6fRXZJovOni_F9wgnLlywUhR 10 7-10-13 11-0-0 17-11-10 24-0-0 26-8-18 35-0-0 6-0 -0-0 7-10-13 3-1-3 6-11-10 6-0 6 2--1 8-3-15 1 -M Scale = 1:60.1 'o 5x10 4.00 12 13 3x4 = 5 4x5 14 6 4x4 = 12 11 4x8 = 3x4 = Sx6 = 2.00 F12 r 11-0-0 13-7-8 23-11-12 35-0-0 11-0-0 2-7-8 1OA-4 11-0-4 Plate Offsets KY): 12:0-3-14.Edgel, 14:0-5-0.0-2-01. 18:0-5-2.Edge1 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.90 Vert(LL) 0.74 10 >553 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.83 Vert(TL) -1.21 10-11 >340 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.79 Horz(TL) 0.40 8 n/a n/a BCDL 5.0 Code FBC2010/TP12007 (Matrix) Weight: 151 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=98610-8-0 (min. 0-1-8), 8=986/0-8-0 (min. 0-1-8) Max Horz 2=135(LC 7) Max Uplift 2=-837(LC 8), 8=-837(LC 8) Max Grav 2=1171(LC 2), 8=1171(LC 2) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=2690/1791, 3-4=-2368/1605, 4-13=-2371/1648, 5-13=-2371/1648, 5-14=-4102/2666, 6-14=-4103/2666, 6-7=-4353/2795, 7-8=-4789/3131 BOT CHORD 2-12=-1581/2480, 11-12=-1307/2219, 10-11=-2041/3253, 8-10=-2881/4516 WEBS 3-12=-407/355, 4-12=-171/357, 4-11 =-1 811348, 5-11 =1 096/784, 5-10=-444/964, 6-10=-748/1211,7-10=-474/436 Structural wood sheathing directly applied. 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. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; 165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; 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 FL Cert. 6634 July 19,2012 ® WARMNG - Verify design paroomders and READ NOTES ON7TIIS AND INCLUDED D7/7LKREFERENCB PAGE 01.7473 BEFORE USE, Design valid for use only with MiTek connectors. This design Is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibility of the MiTek* erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610-4115 If Southern Pine (SP or SPp) lumber is specified, the design values ere those effective 06101P1012 by ALSO or proposed by SP1B. Job Truss Truss Type Qty Ply 70' Carlton Elev D T4465554 M11324 A6 HIP 1 1 Job Reference (optional) Chambers Truss Inc., Fort Pierce FI. 34982 Run: 7.340 s Feb 24 2012 Print 7.350 s Apr 23 2012 MiTek Industries, Inc. Thu Jul 19 14:23:30 2012 Page 1 I D:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-yOmfgbU7TgN2uBS7T3A6fRXa6oxynp7F9wgnLlywUhR 1-0-0 9-0-0 13-8-0 20-2-13 26-0-0 35-0-0 6.0- 0-0 9-0-0 4-8-0 6-6-13 5-9-3 9-0-0 0-0 4.00 12 5x10 % 2x3 II 3 16 17 4 4x6 = 2x3 II 5x10 18 19 Scale = 1:59.2 44 = 15 14 13 12 11 10 4x4 = 2x3 II 4x6 = 3x4 = 3x4 = 3x6 — 2x3 II 9-M 4-8-0 6-0-13 5-9-3 9-0-0 LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 7.0 Lumber Increase 1.25 BCLL 0.0 ' Rep Stress Incr YES BCDL 5.0 Code FBC2010IiP12007 CSI DEFL in (loc) I/defl L/d PLATES GRIP TC 0.85 Vert(LL) 0.6810-12 >373 360 MT20 244/190 BC 0.71 Vert(TL) -0.91 10-12 >277 240 WB 0.34 Horz(TL) 0.11 8 n/a n/a (Matrix) Weight: 142 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=82210-8-0 (min. 0-1-8), 13=267/0-8-0 (min. 0-1-8), 8=882/0-8-0 (min. 0-1-8) Max Horz 2=-108(LC 6) Max Uplift 2=-711(LC 8), 13=-205(LC 8), 8=757(LC 8) Max Grav 2=977(LC 2), 13=352(LC 19), 8=1048(LC 2) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=2023/1306, 3-16=-2313/1626, 16-17=2313/1626, 4-17=-2313/1626, 4-5=2313/1626, 5-6=2313/1626, 6-18=-2313/1626, 18-19=-2313/1626, 7-19=-2313/1626, 7-8=-2287/1477 BOT CHORD 2-15=-1106/1836, 14-15=-1102/1837, 13-14=-1102/1837, 12-13=-1427/2313, 11-12=-1269/2095, 10-11=-1269/2095, 8-10=1268/2087 WEBS 3-13=-387/829, 4-13=-462/352, 6-12=-254/217, 7-12=178/404, 7-10=20/296 Structural wood sheathing directly applied. Rigid ceiling directly applied or 5-9-3 oc bracing MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; 165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=45ft; L=50ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plate(s) at joint(s) 11 checked for a plus or minus 5 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 711 lb uplift at joint 2, 205 lb uplift at joint 13 and 757 lb uplift at joint 8. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard `'Qv IN 1,V 40 N 68182 .0 T F O• N q1- 0 1111111101 FL Cert. 6634 July 19,2012 ® WARNRPG - Verify dmigin poo wneters and READ NOTES ON 7VIS AND INCLUDED I rTFXREPERENCE PAGE 1Y11I-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and Is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibillity of the MiTek• erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610-4115 It Southern Pine [SP or SPp) lumber Is specified, the design values are those effective U610112012 by ALSO or proposed by SPiB. 70' Cadton Elev D 1324 A COMMON g 1 T4465555 Job Reference (optional) FI. 34982 Run: 73.340 s 4 Feb 24 2012 Print: 7.350 s Apr 23 2012 MiTek Industries, Inc. Thu Jul 19 14:23:28 2012 Page 1 8 ID: kfiGCA6bx7j2Sy1HDXFw7ye3KX-OOfuPvTsx37LftJkLe8eaOSJ?_KfJspyicBgHPywUhT 271-0 6-8-0 35-0-0 6-0B-4-0 4 A.A_n n_n0 0 Scale = 1:58.3 4.00 12 4x4 = 6 3x6 % '1 -1a -- - 14 '- 12 3x6 2x3 II 46 = 3xB = 2x3 II 3x8 = 4x6 = 1� d Plate Offsets (X,Y): 12:0-3-14.0-1-81, f10:0-3-14.0-1-81 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.57 Vert(LL) 0.30 14-15 >999 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.51 Vert(TL) -0.61 14-15 >675 240 BCLL 0.0 Rep Stress Incr YES WB 0.52 Horz(TL) 0.13 10 n/a n/a BCDL 5.0 Code FBC2010/TPI2007 (Matrix) Weight: 166 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-5-6 cc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-1-3 cc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS (lb/size) 2=1079/0-8-0 (min. 0-1-8), 10=1079/0-8-0 (min. 0-1-8) Max Horz 2=211(LC 7) Max Uplift 2=-787(LC 8), 10=-787(LC 8) Max Grav 2=1221(LC 2). 10=1221(LC 2) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=2850/1613, 3-4=-2349/1342, 4-5=-2322/1353, 5-18=-2344/1412, 6-18=-2293/1436 6-19=-2293/1436, 7-19=-2344/1412, 7-8=2322/1353, 8-9=-2349/1342, 9-10=-2850/1613 BOTCHORD 2-17=-1408/2627, 16-17=-1408/2627, 15-16=1408/2627, 15-20=-753/1731, 20-21=-753/1731,14-21=-753/1731,13-14=-1408/2627,12-13=-1408/2627, 10-12=-1408/2627 WEBS 6-14=-454/795, 7-14=-251/174, 9-14=-590/440, 6-15=454/796, 5A5=-252/174, 3-15=-589/440 NOTES ,``11111111111��, QU I `t� V 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; 165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=45ft; L=50ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS `�� ♦♦♦ ,Or'� G•E•t�/ S+'! �� i� '. (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) 100.0Ib AC unit load placed on the top chord, 17-6-0 from left end, supported at two points, 5-0-0 apart. ♦ .' F N( 68182 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. • •• * 5) This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3 6-0 tall by 2-0-0 wide will : fit between the bottom chord and any other members, with BCDL = 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 -fl joint 10. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. O �, T O F ••� LOADCASE(S) Standard � \QP'••\�♦♦♦ ,4P��ss � N 1111111111 FL Cert. 6634 July 19,2012 A wARNING - Verify design par nelers and READ NOTES ON THIS AND INCLUDED M7=REPERENCE PAGE MII-7473 BEFORE USE, Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. ��• 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 fabrication, quality control, storage, delivery, erection and bracing, consult ANSVTPII quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safely Information available from Truss Plate Institute. 181 N. Lee Street. Suite 312, Alexandria, VA 22314. Tampa, FL 3 East Bl d. If Southern Pine (SP or SPp) lumber is spermed, the design values are those effective 0WOM012 by ALSC or proposed by SPIB_ Job Truss Truss Type Qty Ply 70' Carlton Elev D 7445E 655 M11324 B COMMON 3 1 Job Reference (optional) Ders I russ Inc., fort Pierce 1-I.34952 Run: 7.340 s Feb 24 2012 Print: 7.350 s Apr 23 2012 MiTek Industries, Inc. Thu Jul 19 14:23:30 2012 Page 1 ID:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-yOmfgbU7TgN2uBS7T3A6fRXjXo3ZnitF9wgnLlywUhR 1-0-0 6-11-0 13-10-0 1-0-0 6-11-0 6-11-0 Scale = 1:23.6 4x5 = lO 3x4 = 2x3 II 3x4 = LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 5.0 LUMBER TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 SPACING 2-0-0 CSI DEFL in (loc) Vdefl L/d PLATES GRIP Plates Increase 1.25 TC 0.31 Vert(LL) -0.04 4-5 >999 360 MT20 2441190 Lumber Increase 1.25 BC 0.22 Vert(TL) -0.09 4-5 >999 240 Rep Stress Incr YES WB 0.10 Horz(TL) 0.01 4 n/a n/a Code FBC2010/TPI2007 (Matrix) Weight: 47 lb FT = O% REACTIONS (lb/size) 4=35310-8-0 (min. 0-1-8), 2=417/0-8-0 (min. 0-1-8) Max Horz 2=93(LC 7) Max Uplift 4=-275(LC 8). 2=-391(LC 8) Max Grav 4=418(LC 2), 2=497(LC 2) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=771/473, 3-4=-769/470 BOT CHORD 2-5=370/673, 4-5=-370/673 BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; 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 ��,,,,GO I N V F ��i N 68182 -0 T OF : 1/ • •N AL E0C �. FL Cert. 6634 July 19,2012 ® WARNING - Periftj design parameters and READ MOTES ON 77115 AND INCLUDED D97EKREPERENCB PAGE W17473 BEFORE USE, Design valid for use only with MTek connectors. This design 6 based any upon parameters shown, and is for an individual building component. Applicability of design parameters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity of the MiTek* erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610-4115 If Southern Pine (SP or SPp) lumber is specified, the design values are those effective 0610112012 by ALSC or proposed by SPiB. Job Truss Truss Type Qty Ply 70' Carlton Elev D M11324 BH7 BOSTON HIP 1 1 T4465557 1 Job Reference (optional) 11C., 0^ +_UZ Run: 7.340 s Feb 24 2012 Print: 7.350 s Apr23 2012 MiTek Industries, Inc. Thu Jul 19 14:23:31 2012 Page 1 ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-QbK12xVIE_VVWL1 J 1 niLBe4gaCMRWEi00aPKtkywUhQ t4-a-o 21-6-1 1-0-0 7-0-D 11-5-15 13-5-15 15-5-15 17.E-0 19-6-1 21-0-0 23-6-1 28-0-0 35-0-0 6.0-0 1-0.0 7-0-0 4-5-15 2-0-0 0-6- 2-0-1 2.0-1 1-5-15 2-0-0 4-5-15 7.0-0 1-0-0 1-5-15 0.6-1 Scale = 1:61.1 (+) Top chord must be braced by end jacks, roof diaphragm, or property connected purins as shown. 4.00 12 4x5 = 13 15 4x4 — 31 29 28 -' 26 4x4 = 4x6 = 3x4 = 3x8 = 46 = 7-0-0 14-0-0 21-0-0 28-0-0 35-00 7-0-0 _ 7-0-0 7-0-0 7-0-0 zn-n LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud TCLL 20.0 Plates Increase 1.25 TC 0.55 Vert(LL) 0.46 28-29 >895 360 TCDL 7.0 Lumber Increase 1.25 BC 0.44 Vert(TL) -0.62 28-29 >664 240 BCLL 0.0 Rep Stress Incr YES WB 0.51 Horz(TL) 0.14 24 n/a n/a BCDL 5.0 Code FBC20101TPI2007 (Matrix) LUMBER TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 REACTIONS (lb/size) 2=98610-8-0 (min. 0-1-8), 24=986/0-8-0 (min. 0-1-8) Max Horz 2=211(LC 7) Max Uplift 2=-837(LC 8), 24=-837(LC 8) Max Grav 2=1171(LC 2). 24=1171(LC 2) PLATES GRIP MT20 244/190 Weight: 207 lb FT = 0% BRACING TOP CHORD Structural wood sheathing directly applied or 4-1-4 oc purlins. BOT CHORD Rigid ceiling directly applied or 5-5-15 oc bracing. JOINTS 1 Brace at Jt(s): 9, 17, 14, 5, 21 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. FORCES (lb) -Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=2794/1817, 3-4=-1007/606, 4-6=-944/614, 6-7=-947/636, 7-10=-933/669, 10-13=-934/712, 13-15=-935/712, 15-18=-934/669, 18-20=-947/636, 20-22=-944/614, 22-23=-1006/606, 23-24=-2793/1817, 3-5=-1963/1459, 5-8=-1965/1460, 8-9=-1965/1460, 9-11=-1971/1462, 11-12=-1971/1462, 12-14=1971/1462, 14-16=-1971/1462, 16-17=-1971/1462, 17-19=-1971/1462, 19-21=-1971/1462, 21-23=1970/1461 BOT CHORD 2-31 =-1 612/2583, 30-31 =-1 618/2571, 29-30=161812571, 28-29=-1805/2859, 27-28=-1618/2570, 26-27=-1618/2570, 24-26=-1612/2582 WEBS 3-29=-200/346, 9-28=458/464, 23-28=-203/360, 13-14=-265/351 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; 165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=45ft; L=50ft; eave=6ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are 2x3 MT20 unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 837 lb uplift at joint 2 and 837 lb uplift at joint 24. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. LOAD CASE(S) Standard FL Cert. 6634 July 19,2012 ® WARMM - Ver0 design parameters and READ NOTES ON 7H7S AND INCLUDED mr EKREPERENCE PAGE MR-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an Individual building component. .•YYC7�• Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown t`•=..J 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 available from Truss Plate Institute, 781 N. Lee Street Suite 312, Alexandria, VA 22314. Tampa, FL 33610-4115 If Southern Pine (SP or SPp) lumber is specified, the design values are those effective 06101/2012 by ALSC or proposed by Split. Job Truss Truss Type Qty Ply Cadton Elev D T4465558 M11324 GRA SPECIAL 1 1�J`ob Reference (optional) Chambers Truss Inc., Fort Pierce FI. 34982 Run: 7.340 s Feb 24 2012 Print: 7.350 s Apr 23 2012 MiTek Industries, Inc. Thu Jul 19 14:23:32 2012 Page 1 ID: kfiGCA6bx7j2Sy1HDXFw7ye3KK-unuPFHWN?Idm8VcVaUDaksd4abkZFnrXdE9uQAywUhP -1-0-0 4-1-8 1 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 Scale = 1:26.2 2.37 12 5x6 = 5x6 = 4x4 13 4 14 15 5 16 6 4x4 3x5 = 2x3 II 2x3 II 2x3 11 2x3 II 3x5 = i 4-1-8 5-7-3 8-2-13 9-8-8 13-10-0 A_1_R 1_S_11 7_7_0 �_S_1� A_1s Plate Offsets MY): 12:0-2-8,Edge1, 17:0-2-8.Edgel LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.21 -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 0.07 Horz(TL) 0.03 7 n/a n/a BCDL 5.0 Code FBC2010/TPI2007 (Matrix) Weight: 53 Ib FT = 0% LUMBER BRACING TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-4-11 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied -or 6-11-9 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=68410-8-0 (min. 0-1-8), 7=684/0-8-0 (min. 0-1-8) Max Horz 2=53(LC 7) Max Uplift 2=-615(LC 8), 7=-615(LC 8) Max Grav 2=814(LC 19), 7=814(LC 20) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when.shown. TOP CHORD 2-3=1795/1223, 3-13=-1702/1206, 4-13=-1679/1188, 4-14=-1657/1171, 14-15=-1657/1171. 5-15=-1657/1171, 5-16=-1679/1187, 6-16=-1702/1202, 6-7=-1795/1224 BOT CHORD 2-12=-1104/1646, 12-17=-110411655, 11-17=-1104/1655, 10-11=-1098/1657, 10-18=-1103/1655,9-18=-110311655,7-9=-1102/1646 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; 165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=45ft; L=50ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 615 Ib uplift at joint 2 and 615 Ib 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 Ib down and 102 Ib up at 4-1-8, 111 Ib down and 136 Ib up at 5-0-0, 132 Ib down and 158 Ib up at 5-7-3, 61 Ib down and 129 Ib up at 5-11-0. 61 Ib down and 129 Ib up at 7-11-0, 132 Ib down and 158 Ib up at 8-2-13, and 111 Ib down and 136 Ib up at 8-10-0, and 79 Ib down and 116 Ib up at 9-8-8 on top chord, and 34 Ib down at 4-1-8, 45 Ib down at 5-0-0, 54 Ib down at 5-7-3, 38 Ib down at 5-11-0, 38 Ib down at 7-11-0, 54 Ib down at 8-2-13, and 45 Ib down at 8-10-0, and 34 Ib down at 9-8-8 on bottom chard. 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, 34=44, 4-5=-44, 5-6=44, 6-8=-44, 2-7=10 �QV I N �.`%,OP'�G E N S' N 68182 .0 T • O F �/ Z 0,N AL ��G /tIIiti FL Cert. 6634 July 19,2012 Verify design parameters andREAD N07ES ON 7WIS AND INCLUDED M EKREPERMEE PAGE MR-747311MORE USE, Design valid for use any with MiTek connectors. This design is based only upon parameters shown, and Is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer -not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to Insure stability dudng 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 available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610-4115 If Southern Pine (SP or SPp) lumber is specified, the design values are those effective 0610112012 by ALSC or proposed by SPIB. Job Truss Truss Type Qty Ply T4465558 M11324 GRA SPECIAL 1 1 �70'CarltonEfevD Job Reference (optional) Chambers Truss Inc., Fort Pierce Ff. 34982 Run: 7.340 s Feb 24 2012 Print: 7.350 s Apr 23 2012 MiTek Industries, Inc. Thu Jul 19 14:23:32 2012 Page 2 ID:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-unuPFH WN?IdmBVcVaU Daksd4abkZFnrXdE9uQAywUhP LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 3=-31(B) 4=75(13) 5=-75(B) 6=31(B) 12=-9(B) 11=31(13) 10=-31(B) 9=-9(B) 13=-58(B) 14=-49(B) 15=49(B) 16=-58(B) 17=-15(B) 18=15(13) lip U 1 N 1�F ��... :; .•��GE NSF•. N 68182 T OF *:441 11 FL Cert. 6634 July 19,2012 A WARMNG - Verijy design parcunetem and READ NOTES ON 7HIs Am INCLUDED w7EKREFERENCE PAGB MU-7473 BEFORE USE, ■■ Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. 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 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/TFII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610-4115 If Southern Pine (SP or SPp) lumber is speed, the design values are those effective 06f MA12 by ALSC or proposed by SPIB. Job Truss Truss Type Oty Ply T4465559 M11324 GRB SPECIAL 1 1 �70'CarltonElevl) Job Reference (optional) Chambers Truss Inc., Fort Pierce FI. 34982 Run: 7.340 s Feb 24 2012 Print: 7.350 s Apr 23 2012 MiTek Industries, Inc. Thu Jul 19 14:23:33 2012 Page 1 ID: kfiGCA6bx7j2SylHDXFw7ye3KX-MZSnTaX?mbldleBi8BkpH39Dd??IJyhruuRydywUhO 1-05-0.0 10-3-14 15-6-0 21.6-0 26-2-0 28-1-0 35-0.0 6-0 -0-0 5-0-0 5-3-14 5-2-2 6-0-0 4-8-0 1-11-0 6-11-0 -0-0 4.00 12 4x4 3 18 I 1d 3x5 = 17 28 3x4 = 3x4 = 3x6 = 2x3 II 19 4 20 21 5 622 23 29 30 16 31 5x8 =3233 46 = 4x4 = 2x3 11 4x4 9 24 725 26 27 8 34 14 3513 12 3x4 =3x6 = 3x4 = r 5-0-0 15-6-0 21-0-0 28-1-0 35-0-0 5-0-0 10-6-0 6-0-0 6-7-0 6-11-0 Plate Offsets MY): 12:0-2-8.Edae1 LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 7.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr NO BCDL 5.0 Code FBC2010/TPI2007 Scale = 1:61.2 CSI DEFL in (loc) I/defi L/d PLATES GRIP TC 0.38 Vert(LL) -0.34 15-17 >543 360 MT20 244/190 BC 0.64 Vert(TL) -0.61 15-17 >298 240 WB 0.52 Horz(TL) 0.03 10 n/a n/a (Matrix) Weight: 144 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-5-9 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 4-15 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS All bearings 0-8-0. (lb) - Max Horz 2=83(LC 7) Max Uplift All uplift 100 lb or less at joint(s) except 2=-593(LC 8), 15=-829(LC 8), 14=-563(LC 8), 10=-332(LC 8) Max Grav All reactions 250 lb or less at joint(s) except 2=761(LC 19), 15=1212(LC 2), 14=794(LC 2), 10=414(LC 2) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=1682/1088, 3-18=-1544/1054, 18-19=-1544/1054, 4-19=-1544/1054, 4-20=-301/506, 20-21=-301/506, 5-21=-301/506, 5-22=-301/506, 6-22=-301/506, 6-23=-301/506, 23-24=-301/506, 24-25=-301/506, 7-25=-301/506, 7-26=-301/507, 26-27=301/506, 8-27=-301/506, 8-9=-581/302, 9-10=617/278 BOT CHORD 2-17=-940/1540,17-28=-918/1211,28-29=-918/1211,29-30=-918/1211,16-30=-918/1211, 16-31 =-918/1211, 31-32=-918/1211, 15-32=-918/1211, 15-33=-506/424, 33-34=-506/424, 34-35=-506/424, 14-35=-506/424, 13-14=122/548, 12-13=-122/548, 10-12=-158/529 WEBS 3-17=0/300, 4-17=-56/607, 4-15=-178211397, 6-15=-497/476, 7-14=-433/409, 8-14=-882/581 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; 165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=45ft; L=50ft; eave=6ft; Cat. 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 593 lb uplift at joint 2, 829 lb uplift at joint 15, 563 lb uplift at joint 14 and 332 lb uplift at joint 10. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 289 lb down and 353 lb up at 5-0-0 , 101 lb down and 129 lb up at 7-0-12, 101 lb down and 129 lb up at 9-0-12, 101 lb down and 129 lb up at 11-0-12, 101 lb down and 129 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 Ito down and 129 lb up at 19-0-12, and 101 lb down and 129 lb up at 21-1-4 on top chord, and 112 lb down at 5-0-0, 38 lb down at 7-0-12, 38 lb down at 9-0-12 , 38 lb down at 11-0-12, 38 lb down at 13-0-12, 38 lb down at 15-0-12, 38 lb down at 17-0-12, and 38 lb down at 19-0-12, and 38 lb down at 21-1-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 00I N 1jVF N 68182 :T OF 10. 40 II111111111 FL Cert. 6634 July 19,2012 er. designpaimnetersandREEDN07ESON771ISAAWINCLUDED NTEKPEFERENCEPAGEMf1I.7473BEFORE USE, Design valid for use only with Mnek connectors. This design Is based only upon parameters shown, and is for an individual building component. ��• Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction Is the 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/TPI7 Quality Criferla, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610-4115 If Southern Pine (SP or SPp) lumber is specified, the design values are those effective 0610112012 by ALSC or proposed by SPIEL Job Truss Truss Type City Ply 70' Cadton Elev D T4465559 M11324 GRB SPECIAL 1 1 Job Reference (optional) Hun: 1.34U S reD Z4 ZU1Z I'nnt: (.36U 5 Apr 23 2U72 Mil eK Industries, Inc. Thu Jul 19 14:23:33 2012 Page 2 ID:_kfiiGCA6bx7j2Sy1 HDXFw7ye3KX-MzSnTcX?mbldleBi8BkpH39Dd??IJyhruuRydywUhO LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=44, 3-8=-44, 8-9=44, 9-11=44, 2-10=-10 Concentrated Loads (lb) Vert: 3=-170(F) 5=-49(F) 17=-42(F) 18=-49(F) 19=-49(F) 20=-49(F) 22=-49(F) 23=-49(F) 24=-49(F) 25=-49(F) 28=-13(F) 29=-13(F) 30=-13(F) 31=-13(F) 32=-13(F) 33=13(F) 34=-13(F) 35=-13(F) FL Cert. 6634 July 19,2012 ® WARNM - Verify design parameters and READ NOTES ON 7711E AND INCLUDED N f7EKREPERENCE PAGE MI-7473 BEFORE USE, Design valid for use only with MiTek connectors. This design Is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer -not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity, of the M iTek• erector. Additional ditioal permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB•89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610-4116 If Southern Pine (SP or SPp) lumber is specified, the design values are those effective 06101/2012 by ALSC or proposed by SPIEL Job Truss Truss Type Qty Ply 70' Cadton Elev D T4465560 M11324 GRC HIP 1 1 Job Reference (optional) c:namaers I russ Inc., I-ort fierce N. 34982 Run: 7.340 s Feb 24 2012 Print: 7.350 s Apr23 2012 MiTek Industries, Inc. Thu Jul 19 14:23:33 2012 Page 1 ID:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-MzSnTcX?mbldleBi8BkpH394???K_2vhruuRydywUhO 1-0-0 7-0-0 13-8-0 20-9-10 28-0-0 35-0-0 6-0- -0-0 7-0-0 6-8-0 7-1-10 7-2-6 7-0-0 -0-0 4.00 12 5x8 = 3x6 11 5x6 WEI = 3 16 17 18 19 4 20 5 21 5x8 = 5x10 22 6 23 24 25 26 7 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 i 7-0-0 13-M 20-9-10 28-0-0 35-0-0 7-0-0 6-8-0 7-1-10 7-2-6 7-0-0 LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 7.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr NO BCDL 5.0 Code FBC2010/TPI2007 LUMBER TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 *Except* 4-13: 2x6 SYP No.2, 6-13: 2x4 SP M 30 OTHERS 2x4 SP No.3 Scale = 1:59.2 CSI DEFL in (loc) I/deft L/d PLATES GRIP TC 0.93 Vert(LL) 0.2610-12 >960 360 MT20 244/190 BC 0.60 Vert(TL) -0.38 10-12 >666 240 WB 0.85 Horz(TL) 0.10 8 n/a n/a (Matrix) Weight: 155 lb FT = 0% BRACING TOP CHORD Structural wood sheathing directly applied or 3-9-2 oc purlins. BOT CHORD Rigid ceiling directly applied or 5-3-6 oc bracing. WEBS 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 auide. REACTIONS (lb/size) 2=451/0-8-0 (min. 0-1-8), 13=2641/0-8-0 (min. 0-3-11), 8=1040/0-8-0 (min. 0-1-8) Max Horz 2=84(LC 7) Max Uplift 2=-435(LC 8), 13=-2287(LC 8), 8=-945(LC 8) Max Grav 2=545(LC 19), 13=3128(LC 2). 8=1238(LC 20) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-886/579, 3-16=1058/1548, 16-17=-1 05B/1 548, 17-18=-1058/1549, 18-19=-105811549, 4-19=-1058/1549,4-20=-1058/1548,5-20=-1058/1548,5-21=-105811548,21-22=-105811548, 6-22=-1058/1548, 6-23=-2167/1651, 23-24=-2167/1651, 24-25=-2167/1651, 25-26=-2167/1651, 7-26=-2167/1651, 7-8=-2979/2118 BOT CHORD 2-15=-467/781, 15-27=-476/810, 27-28=-476/810, 14-28=-476/810, 14-29=-476/810, 13-29=-476/810, 13-30=-1490/2167, 30-31=-1490/2167, 31-32=-1490/2167, 32-33=-1490/2167,12-33=-1490/2167,12-34=-1906/2785,11-34=-1906/2785, 11-35=-1906/2785, 35-36=-1906/2785, 10-36=-1906/2785, 8-10=-1895/2754 WEBS 3-15=-170/559, 3-13=-2479/1776, 4-13=-893/863, 6-13=-3903/2855, 6-12=-22/608, 7-12=-656/438, 7-1 0=-1 81 /595 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; 165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=45ft; L=50ft; eave=6ft; Cat. Il; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 435 Ito uplift at joint 2, 2287 lb uplift at joint 13 and 945 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 July 19,2012 Verffij d.tgrtjp der. vnd RUD NOTES 0N7HIS AND INCLUDED A1rMKREFERENCE PAGE MI.7473 BEFORE USE, !� Design valid for use only with MiTek connectors. This design is based only upon parameters shown; and is for an individual building component. G7 Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown Ci is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity, of the 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 SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610-4115 If Southern Pine (SP or SPp) lumber is specified, the design values are those effective 05101/2012 by ALSC or proposed by SPIB. Job Truss Truss Type Qty Ply nton Elev D T4465560 M11324 GRC HIP 1 1 Z eference o tional wmnums russ mc., run rmrce n. uynoc Kun: r.34u s heD 24 ZUIZ runt: t.3bu s Apr 23 2012 MITeK Ineustnes, Inc. Thu Jul 19 14:23:33 2012 Page 2 ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-MzSnTcX?mbldleBi6BkpH394???K_2vhruuRydywUhO NOTES 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 231 lb down and 352 lb up at 7-0-0, 118 lb down and 189 lb up at 9-0-12, 118 lbdown and 189 Ib up at 11-0-12, 118 lb down and 189 lb up at 13-0-12, 118 lb down and 189 lb up at 15-0-12, 118 Ib down and 189 Ib up at 17-0-12, 118 lb down and 189 Ib up at 17-11-4, 118 Ib down and 189 Ib up at 19-11-4, 118 Ib down and 189 Ib up at 21-11-4, 118 lb down and 189 lb up at 23-11-4, and 118 lb down and 189 Ib up at 25-114, and 231 lb down and 352 lb up at 28-0-0 on top chord, and 388 lb down and 240 lb up at 7-0-0, 68 Ib down at 9-0-12, 68 lb down at 11-0-12, 68 lb down at 13-0-12 , 68 lb down at 15-0-12, 68 lb down at 17-0-12, 68 lb down at 17-11-4, 68 lb down at 19-11-4, 68 lb down at 21-11-4, 68 lb down at 23-11-4, and 68 lb down at 25-11-4, and 388 lb down and 240 lb up at 27-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=44, 3-7=-44, 7-9=-44, 2-8=-10 Concentrated Loads (lb) Vert: 3=-156(13) 5=-96(B) 7=-156(B) 15=-333(B) 10=-333(B) 16=-96(B) 17=-96(B) 19=-96(B) 20=-96(B) 21=-96(B) 22=-96(B) 23=96(B) 25=-96(B) 26=-96(B) 27=23(13) 28=-23(B) 29=-23(B) 30=23(13) 31=-23(B) 32=-23(B) 33=-23(B) 34=23(13) 35=-23(B) 36=-23(B) ,'tillllll//��, 010 Oki IN VF •.VENSF•.� N 68182 .0 T OF • 00 /nnn►lll FL Cert. 6634 July 19,2012 ® WARMMG - Verify design pw-coma m and READ HOME ON THIS AND INCLUDED M TEKREPEREMCE PAGE MR-74M BEFORE USE, Design valid for use only with Mirek connectors. This design is based only upon parameters shown, and is for an individual building component Applicability 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 responsibilllty of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Mire fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33810-4115 If Southern Pine (SP or SPp) lumber is specified, the design values are those effective 0 0112012 by ALSC or proposed by SPIB Job Truss Qty Ply 70' Carlton Elev DT4465561 M11324 J1 F,-sspe USS 6 1 Job Reference (optional) Run: 7.34u s neo z4 2uiz runt. t.= s Apr 23 2012 MITek Industries, Inc. Thu Jul 19 14:23:34 2012 Pagel ID:_kfiGCA6bx7j2Sy1 HDXFw7ye3KK-gAOggyXdXvtUNomuivF2pHiREPUnjiMg4Ye7U3ywUhN -1-0-0 1-0-0 1-0-0 1-0-0 16� 3x4 = Scale = 1:6.0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.14 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/rP12007 (Matrix) Weight: 5 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MITek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS (lb/size) 2=99/0-8-0 (min. 0-1-8), 4=5/Mechanical, 3=-7/Mechanical Max Horz 2=47(LC 8) Max Uplift 2=-153(LC 8), 3=-8(LC 2) Max Grav 2=120(LC 2), 4=14(LC 3), 3=32(LC 10) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES 1) Wind: ASCE 7-10; 165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=45ft; L=50ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 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 �,�0,,,GO I N 1 VF ��i .� .•�\G•E /V * : N 68182 T OF : 44/� ;i O • ,c P ��` %% `�. nnn11+1 10 FL Cert. 6634 July 19,2012 AWARNING - Verifij design parameters and READ NOTES ON THIS AND INCLUDED L7f7EKREPERENCB PAGE MII.7473 BEFORE USE, Design valid for use only with Welk connectors. This design is based only upon parameters shown, and is for an individual building component. Applicablrity of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity of the MITek• erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610-0115 If Southern Pine (SP or SPp) lumber is specified, the design values are those effective CBMI12012 by ALSC or proposed by SPI6 Job Truss Truss Type Qty Ply 70' Canton Elev D T4465562 M11324 J3 MONO TRUSS 6 1 Job Reference (optional) uss inc., Fun Pierce Fi. aavoz 3x4 = LOADING (psf) SPACING 2-0-0 CSI TCLL 20.0 Plates Increase 1.25 TC 0.20 TCDL 7.0 Lumber Increase 1.25 BC 0.11 BCLL 0.0 Rep Stress Incr YES WB 0.00 BCDL 5.0 Code FBC2010/TPI2007 (Matrix) LUMBER TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS (lb/size) 3=43/Mechanical, 2=144/0-8-0 (min. 0-1-8), 4=13/Mechanical Max Horz 2=84(LC 8) Max Uplift 3=-47(LC 8), 2=178(LC 8) Max Grav 3=72(LC 13). 2=174(LC 2), 4=39(LC 3) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Run: 7.340 s Feb 24 2012 Print: 7.350 s Apr 23 2012 MiTek Industries, Inc Thu Jul 19 14:23:34 2012 Page 1 ID:_kfiiGCA6bx7j2Sy1 HDXFw7ye3KK-gAO9gyXdXvtUNomuivF2pHiQ9PTIjiMg4Ye7U3ywUhN DEFL in (loc) I/defi Ud PLATES GRIP Vert(LL) -0.00 2-4 >999 360 MT20 244/190 Vert(TL) -0.01 2-4 >999 240 Horz(TL) -0.00 3 n/a n/a Weight: 11 lb FT = 0% BRACING TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES 1) Wind: ASCE 7-10; 165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; 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 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 Scale = 1:9.4 FL Cert. 6634 July 19,2012 ® WARMNG - Verify design pararneters and HEAD NOTES ON 771IS AND INCLUDED M7EKREFER13NCE PAGE MU-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610-4115 If Southern Pine (SP or SPp) lumber is speed, the design values are those effective 06MI12012 by ALSC or proposed by SPiB. Job Truss Truss Type Qty Ply 70' Carlton Elev D T4465563 M11324 JS MONO TRUSS 15 1 Job Reference (optional) IM � �• �Y.o. Kun: r.341.) s reD 24 Z012 Print: 7.350 s Apr 23 2012 MiTek Industries, Inc, Thu Jul 19 14:23:34 2012 Pagel ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-gA09gyXdXvtU NomuivF2pH iLSPPJjiMg4Ye7U3ywUhN 1-0-0 5-0-0 1-0-0 5-0-0 3x4 = Scale = 1:12.6 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.53 Vert(LL) -0.03 2-4 >999 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.36 Vert(TL) -0.06 2-4 >990 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 5.0 Code FBC2010/TP12007 (Matrix) Weight: 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=192/0-8-0 (min. 0-1-8), 4=23/Mechanical Max Horz 2=122(LC 8) Max Uplift 3=-114(LC 8), 2=-202(LC 8) Max Grav 3=134(LC 13), 2=230(LC 2), 4=69(LC 3) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES 1) Wind: ASCE 7-10; 165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=45ft; L=50ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 114 lb uplift at joint 3 and 202 lb uplift at 2. IIII., joint 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ,,,tQv' N V ,�� OP.• �,.. • • F� �j E N 5�., �i00 LOAD CASE(S) Standard ,�� , ,.V�G N 68182 S T OF •,,��,5 II N q' FL Cert. 6634 July 19,2012 WARMNG - Ver{) it design pm-ameters and REED NO7ES ON 7WS AND INCLUDED b1f7EKREFERENCE PAGE 1101-7473 BEFORE USE. Design valid for use only with MTek connectors. This design is based only upon parameters shown, and Is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibillity of the MiTek erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610.4115 If Southern Pine (SP or SPp) lumber Is specified, the design values are those effective 06101/2012 by ALSC or proposed by SPiB. Job Truss Truss Type Qty Ply 70' Carilon Elev D �12 T4465564 M11324 J7 MONO TRUSS 1 Job Reference (optional) russ Inc., tort coerce tl. 3496L Run: 7.340 s Feb 24 2012 Print: 7.350 s Apr 23 2012 MiTek Industries, Inc. Thu Jul 19 14:23:34 2012 Page 1 ID: kfiGCA6bx7j2SylHDXFw7ye3KK-gA09gyXdXvtUNomuivF2pHiOaPlfjiMg4Ye7U3ywUhN 1-0-0 7-0-0 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 5.0 LUMBER TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP No.3 3x4 = 7-M Scale = 1:15.8 SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP Plates Increase 1.25 TC 0.37 Vert(LL) -0.13 2-4 >590 360 MT20 244/190 Lumber Increase 1.25 BC 0.79 Vert(TL) -0.24 2-4 >337 240 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a Code FBC20101TPI2007 (Matrix) Weight: 23 lb FT = 0% REACTIONS (lb/size) 3=140/Mechanical, 2=243/0-8-0 (min. 0-1-8), 4=33/Mechanical Max Horz 2=160(LC 8) Max Uplift 3=-174(LC 8), 2=-234(LC 8) Max Grav 3=194(LC 13), 2=291(LC 2), 4=99(LC 3) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES 1) Wind: ASCE 7-10; 165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=45ft; L=50ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 174 lb uplift atjoint 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 *: N 68182 :*.0 �-fl• :X T OF It/♦ 00 00 4. i��s O N 111111 FL Cert. 6634 July 19,2012 ® WARNI1911- Verify design parameters and READ AfOTFS ON 7711S AAW INCLUDED b17773KRE 27WME PAGE I NI.7473 BEFORE USE, Design valid for use only with Iv 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 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 available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 336104115 If Southern Pine (SP or SPp) lumber is specified, the design values are those effective 06/0112012 by ALSC or proposed by SPIEL Job Truss Truss Type Qty Ply D T4465565 M11324 JA MONO TRUSS 2 1 �70'CarltonElev Job Reference (optional) a.naomers i Puss mc., Pon Pierce n. 34982 Run: 7.340 s Feb 24 2012 Print: 7.350 s Apr23 2012 MiTek Industries, Inc. Thu Jul 19 14:23:34 2012 Page 1 ID:_kfiGCA6bx7j2Sy1 HDXFw7ye3KK-gAO9gyXdXvtUNomuivF2pHiQ9PU3jiMg4Ye?U3ywUhN -1-0-0 2-4-3 1.0.0 2-4-3 N 66 d 3x4 = LOADING (psf) SPACING 2-0-0 CSI TCLL 20.0 Plates Increase 1.25 TC 0.20 TCDL 7.0 Lumber Increase 1.25 BC 0.06 BCLL 0.0 Rep Stress Incr YES WB 0.00 BCDL 5.0 Code FBC2010/TPI2007 (Matrix) LUMBER TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS (lb/size) 3=24/Mechanical, 2=132/0-8-0 (min. 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=51(LC 13), 2=159(LC 2), 4=30(LC 3) FORCES (lb) - Max. CompdMax. Ten. - All forces 250 (lb) or less except when shown. DEFL in (loc) Udefl L/d PLATES GRIP Vert(LL) -0.00 2-4 >999 360 MT20 244/190 Vert(TL) -0.00 2-4 >999 240 Horz(TL) -0.00 3 n/a n/a Weight: 9 lb FT = 0% BRACING TOP CHORD Structural wood sheathing directly applied or 2-4-3 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES 1) Wind: ASCE 7-10; 165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=45ft; L=50ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 28 lb uplift at joint 3 and 175 lb uplift at joint 2. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Scale = 1:8.3 �%%,Oki IN 1 VF OP:. c• 4.C, *: N( 68182 T OF : �� 1111111 0 FL Cert. 6634 July 19,2012 ® WARAWG - Verify design parameters and READ NOTES ON 71IIS AAW INCLUDED B1f7EKREFERENCE PAGE MI 7473 BEFORE USE, Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. ��• Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding MiTek* fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria. VA 22314. Tampa, FL 33610-4115 If Southern Pine f SP or SPp) lumber is sperifed, the design values are those effective 06/01/2012 by ALSC or proposed by SPIB. Job Truss Truss Type Qty Ply 70' Canton Elev D T4465566 M11324 JB MONO TRUSS 2 1 Job Reference (optional) uss Inc., eon Pierce Fl. :34982 Run: 7.340 s Feb 24 2012 Print: 7.360 s Apr23 2012 MiTek Industries, Inc. Thu Jul 19 14:23:34 2012 Page 1 ID:_kfiGCA6bx7j2Sy1 HDXFw7ye3KK-gAO9gyXdXvtUNomuivF2pHiJIPOzjiMg4Ye?U3ywUhN I -1-25 55-11 1 2 5 55-11 Scale = 1:12.5 3x4 = LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 5.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr YES Code FBC2010/TPI2007 CSI TC 0.64 BC 0.45 WB 0.00 (Matrix) DEFL in Vert(LL) -0.05 Vert(TL) -0.08 Horz(TL) -0.00 (loc) I/deft Ud 2-4 >999 360 2-4 >738 240 3 n/a n/a PLATES GRIP MT20 244/190 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=21510-8-0 (min. 0-1-8), 4=26/Mechanical Max Horz 2=115(LC 8) Max Uplift 3=-119(LC 8), 2=-234(LC 8) Max Grav 3=135(LC 13), 2=258(LC 2), 4=77(LC 3) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES 1) Wind: ASCE 7-10; 165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=45ft; L=50ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 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 `�QUINF ��'� . .� OP• • �4. N( 68182 10 ' T OF :41J ) N A1 11110 FL Cert. 6634 July 19,2012 ® WARMNG - Veri fj design parameters and RE&D AMM ON 77IIS AND INCLUDED Ml7EKREPERENCE PAGE M 7 7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parametersshown. and is for an individual building component. Applicability of design parameters and proper Incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity of the 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 Infoimatlon available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610-4115 If Southem Pine (SP or SPp) lumber is specified, the design values are those effective 0610112012 by ALSC or proposed by SPIB. Job Truss Truss Type Qty Ply �70'CarltonElevD T4465567 M11324 JC MONO TRUSS 2 1 Job Reference (optional) cuss Inc., Port Pierce H. 34982 Run: 7.340 s Feb 24 2012 Print: 7.350 s Apr 23 2012 MiTek Industries, Inc. Thu Jul 19 14:23:35 2012 Page 1 ID:_kfiGCA6bx7j2Sy1HDXFw7ye3KX-JMaYuIYFID?L?yL4GcmHMUEc_ppzS9c JCNYOVywUhM -1-0-0 1-1-4 1-0-0 1-1-4 LOADING (psf) SPACING 2-0-0 CSI TCLL 20.0 Plates Increase 1.25 TC 0.13 TCDL 7.0 Lumber Increase 1.25 BC 0.01 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 BCDL 5.0 Code 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=30(LC 10) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. 3x4 = 1-1-4 1-1-4 DEFL in (loc) I/deft Ud PLATES GRIP Vert(LL) -0.00 2 >999 360 MT20 244/190 Vert(TL) -0.00 2 >999 240 Horz(TL) -0.00 3 n/a n/a Weight: 5 lb FT = 0% BRACING TOP CHORD Structural wood sheathing directly applied or 1-1-4 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES 1) Wind: ASCE 7-10; 165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=45ft; L=50ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 149 lb uplift at joint 2 and 6 lb uplift at joint 3. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Scale = 1:6.2 001 N rrVii E N N 68182 T OF : �/� �i �O, ♦�� FL Cert. 6634 July 19,2012 ®WARMNG-Ver(frjdwil(mpmwnetersandREdDNOTES ONTHIS AND INCLUDEDL7l7EKREFERENCEPLGBIUI-7473BEFORE USE, 2• Design valid for use only with MUek 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 ANSIITPl1 Quality Criferla, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Salety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610.4115 If Southern Pine ISP or SPp) lumber is specified, the design values are those effective 06f0112012 by ALSC or proposed by SPIB. Job Truss Truss Type Qty Ply 70' Cadton Elev D M11324 KJS MONO TRUSS 1 1 T4465568 Job Reference (optional) ran: r.34U s reo 24 2u12 Pnnt: 7.35o s Apr 23 2012 MiTek Industries, Inc. Thu Jul 19 14:23:35 2012 Page 1 ID:_kfiGCA6bx7j2SylHDXFw7ye3KX-JMaYuIYFID7L7yL4GcmHMUEZCpmKS9c JCNYOVywUhM 7-0-2 7-0-2 2.83 12 5 2 3x4 = Scale = 1:15.4 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.38 Vert(LL) -0.09 2-4 >840 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.25 Vert(TL) -0.16 2-4 >495 240 BCLL 0.0 Rep Stress ]nor NO WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 5.0 Code FBC2010/TPI2007 (Matrix) Weight: 23 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 7-0-2 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 3=164/Mechanical, 2=187/0-11-5 (min. 0-1-8), 4=40/Mechanical Max Horz 2=11O(LC 8) Max Uplift 3=-190(LC 8), 2=-211(LC 8) Max Grav 3=211(LC 13), 2=225(LC 2), 4=106(LC 3) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES 1) Wind: ASCE 7-10; 165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=45ft; L=50ft; eave=10ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 190 lb uplift at joint 3 and 211 lb uplift at joint 2. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-5=44 Trapezoidal Loads (plf) Vert: 5=0(F=22, B=22)-to-3=-77(F=-16, B=16), 2=-1(F=5, B=5)-to-4=-18(F=-4, B=-4) FL Cert. 6634 July 19,2012 ® WARNING - Vcrlfij design p-efm and READ R07ES ON 7TUS AND INCLUDEDW=KREFERENCE PAGE =17473 BEFORE USE, Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an Individual building component. � Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction is the responsibilliy of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding iVliT2, fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria; DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610.4115 If Southern Pine (SP or SPp) lumber Is specified, the design values are those effective 0610U2012 by ALSC or proposed by SPIO. Job Truss Truss Type Qty Ply 70. Carlton Elev D T4465569 M11324 KJ7 MONO TRUSS 2 1 Job Reference (optional) ��_�_ �• +�_� nun: r.34u s reD z4 2e12 vnnt: t.sau s Apr 23 2u12 MITek Industries, Inc. Thu Jul 19 14:23:35 2012 Pagel ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-JMaYulYFID7L7yL4GcmHMUEbwpmzS6s_JCNYOVywUhM -1-5-0 6-8-12 9-10-1 1-51 6-8-12 3-1-5 Scale = 1:20.2 3x4 = LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.20 Vert(LL) -0.04 2-7 >999 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.21 Vert(TL) -0.08 2-7 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.24 Horz(TL) 0.01 5 n/a n/a BCDL 5.0 Code FBC20101TPI2007 (Matrix) Weight: 38 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=104/Mechanical, 2=294/0-11-5 (min. 0-1-8), 5=310/Mechanical Max Horz 2=191(LC 8) Max Uplift 4=-130(LC 8), 2=-280(LC 8). 5=-232(LC 8) Max Grav 4=155(LC 13). 2=351(LC 2), 5=387(LC 13) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-702/330 BOT CHORD 2-7=454/699, 6-7=-454/699 WEBS 3-6=806/524 NOTES 1) Wind: ASCE 7-10; 165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=45ft; L=50ft; eave=6ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 130 lb uplift at joint 4, 280 lb uplift at joint 2 and 232 lb uplift at joint 5. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-8=-44 Trapezoidal Loads (plf) Vert: 8=0(F=22, B=22)-to-4=-108(F=-32, B=-32), 2=-l(F=5, B=5)-to-6=-25(F=-7, B=-7) QU I N .�� 0P'' G•E N * : N 68182 o- T O F .' 41J Z �� S• 10•••�,� FL Cert. 6634 July 19,2012 ® WARMNG - Verify design parameters and READ N07ES ON 7711S AND INCLUDED D777EKREPERENCE PAGE MI-7473 BEFORE USE, Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek• erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Plety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610.4115 Southern Pine (SP or SPp) lumber is specified, the design values are those effective 0610MO12 by ALSO or proposed by SPIEL Job Truss Truss Type Qty Ply 70' Cadton Elev D M11324 KJA MONO TRUSS 2 1 T4465570 1 Job Reference (optional) Run: 7.340 s Feb 24 zutz Fnnt: 7.350 s Apr23 2012 MiTek Industries, Inc. Thu Jul 19 14:23:35 2012 Page 1 ID:_kfiGCA6bx7j2Syl HDXFw7ye3I0(-JMaYulYFID?L?yL4GcmHMUEbbpnbS9c_JCNYOVywUhM 6-0-4 6-0-4 Scale = 1:13.3 3x4 = LOADING (psf) SPACING 2-0-0 CSI DEFL in floc) 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 WE 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 5.0 Code FBC2010/TPI2007 (Matrix) Weight: 20 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-4 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=119/Mechanical, 2=148/0-9-11 (min. 0-1-8), 4=29/Mechanical Max Horz 2=97(LC 8) Max Uplift 3=-139(LC 8), 2=-169(LC 8) Max Grav 3=155(LC 13), 2=178(LC 2), 4=85(LC 3) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES 1) Wind: ASCE 7-10; 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 lb uplift at joint 2. 6) 'Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-5=44 Trapezoidal Loads (plf) Vert: 5=0(F=22, B=22)-to-3=-66(F=-11, B=11), 2=-1(F=5, B=5)-to-4=-15(F=-3, B=-3) `% . `111 PQU I N "I4 O♦ * : N 68182 0. T O F ' 441 FL Cert. 6634 July 19,2012 WARNDYG - Verify design parameters and READ N07ES ON THIS AND INCLUDED A97EKRRPEREME PAGE MI 7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and Is for an individual building component. Applicability of design parameters and proper incorporation of component Is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibillity, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding iVliTek' fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610-4115 If Southern Pine (SP or SPp) lumber is specified, the design values are those effective 0610112012 by ALSC or proposed by SPIB. Job Truss Truss Type Oty Ply 70' Carlton Elev D T4465571 M11324 KJ13 MONO TRUSS 2 1 Job Reference (optional) Truss Inc., Fort Pierce FI. 34982 Run: 7.340 s Feb 24 2012 Print: 7.350 s Apr 23 2012 MiTek Industries, Inc. Thu Jul 19 14:23:35 2012 Page 1 ID:_kfiGCA6bx7j2Sy1HDXFw7ye3KX-JMaYulYFID7L7yL4GcmHMUEdTpodS9c JCNYOVywUhM -1-2-9 4-11-9 1-2-9 4-11-9 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 " BCDL 5.0 LUMBER TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 Scale = 1:11.5 3x4 = SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP Plates Increase 1.25 TC 0.10 Vert(LL) -0.02 2-4 >999 360 MT20 244/190 Lumber Increase 1.25 BC 0.10 Vert(TL) -0.03 2-4 >999 240 Rep Stress Incr NO WB 0.00 Horz(TL) -0.00 3 n/a n/a Code FBC2010/TPI2( (Matrix) Weight: 17 lb FT = 0% 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. BRACING TOP CHORD Structural wood sheathing directly applied or 4-11-9 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES 1) Wind: ASCE 7-10; 165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=45ft; L=50ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 83 lb uplift at joint 3 and 156 lb uplift at joint 2. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-5=44 Trapezoidal Loads (plf) Vert: 5=0(F=22, B=22)-to-3=-55(F=-5, B=-5), 2=-1(F=5, B=5)-to-4=-12(F=-1, B=-1) �00 GO IN O........ .� P. E N N 68182 -10 ; T OF10 • .0'�i,`SS • •N AL EEC? �. FL Cert. 6634 July 19,2012 WARMNG - Verify design parameters and READ NOTES ON T UIS AND INCLUDED AITTEKREPERENCE PAGE 101-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an Individual building component. Applicabirity of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responslbillity of the MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TP11 Quality Criteria, DSB-8? and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite M, Alexandria; VA 22314. Tampa, FL 33610-4115 If Southern Pine (SP or SPp) lumber is specified, the design values are those effective 0610112012 by ALSC or proposed by SPIB. �' ryp- Uty Fly 70'Cartton ElevD 1324 MV9 vAi i =v 1. 1 - I T4465572 Truss Inc., Fort Pierce FI. 34982 Run: 7.340 s Feb 24 2012 Print: 7.350 s Apr 23 2012 MiTek ID: kfiGCA6bx7j2Sy1HDXFw7ye3KX-nY8w5eZu3W7 2-0-0 2-0-0 4.00 12 3x4 Inc. Scale = 1:6.0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.03 Vert(LL) n/a n/a 999 MT20 2441190 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 FBC2010/fP12007 (Matrix) Weight: 5 lb FT = 0% LUMBER TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 BRACING TOP CHORD BOTCHORD 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. Structural wood sheathing directly applied or 2-0-0 oc purlins Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES 1) Wind: ASCE 7-10; 165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=45ft; L=50ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 20 lb uplift at joint 1 and 30 lb uplift at joint 2. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard `O U I N I 00 N 68182 :44/% 00 .,ass • •N AI. ��,�`. FL Cert. 6634 July 19,2012 ®WARNING - VeHb design parameters and READ NOTES ON7711B AND INCLUDED M7TEKREPERENCE PAGE D91-7473 BEFORE USE, Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component.R• Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown e` Is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction Is the responsibillify of the MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSVTPI1 Quality Criteria, DSB-8? and BCSI Building Component 6904 Parke East Blvd. Solely 1nlarmalion available from Truss Plate Institute, III N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610-4115 If Southern Pine ISP or SPp) lumber is specified, the design values are those effective 0616112012 by ALSC or proposed by SPIB. 4 • Job Truss Truss Type Qty Ply 70' Carlton Elev D T4465573 M11324 MV4 VALLEY 1 1 Job Reference (optional) Truss Inc., Fort Pierce FI. 34982 Run: 7.340 s Feb 24 2012 Print: 7.350 s Apr 23 2012 MiTek Industries, Inc. Thu Jul 19 14:23:36 2012 Page 1 ID: _kfiGCA6bx7j2Syl HDXFw7ye3KX-nY8w5eZu3W7Cd6wGpKHWuinm6D7HBcs7Ys75ZyywUhL 4-0-0 4-0-0 3x4 % 2x3 II Scale = 1:9.3 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 5.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr YES Code FBC2010/TPI2007 CSI TC 0.24 BC 0.14 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% LUMBER BRACING TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins, except BOT CHORD 2x4 SP No.3 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 1=80/4-0-0 (min. 0-1-8), 3=80/4-0-0 (min. 0-1-8) Max Horz 1=56(LC 8) Max Uplift 1=-54(LC 8), 3=72(LC 8) Max Grav 1=97(LC 13), 3=102(LC 13) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES 1) Wind: ASCE 7-10; 165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=45ft; L=50ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 54 lb uplift at joint 1 and 72 lb uplift at joint 3. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard FL Cert. 6634 July 19,2012 A WARMNG - VeHjy design pw mneters and READ NOTES ON 7HIS AND INCLUDED MITEKREFERENCE PAGE ffi1.7473 BEFORE USE, Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek• erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610-4115 If Southern Pine (SP or SPp) lumber is specified, the design values are those effective 0610112o12 by ALSC or proposed by SPIB. t Symbols PLATE LOCATION AND ORIENTATION Center plate on joint unless x, y offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. -'�l 6" For 4 x 2 orientation, locate plates 0-'na' from outside edge of truss. This symbol indicates the required direction of slots in connector plates. Plate location details available in MITek 20/20 software or upon request. PLATE SIZE The first dimension is the plate 4 x 4 Width measured perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION Indicated by symbol shown and/or by text in the bracing section of the output. Use T or I bracing if indicated. BEARING Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. O U a_ O Numbering System 6-4-8 dimensions shown in ft-in-sixteenths (Drawings not to scale) ra BOTTOM CHORDS 8 7 3 6 5 JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-131 1, ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 Southern Pine lumber designations are as follows: SYP represents current/old values as published by AWC in the 2005/2012 NDS SPp represents SPIB proposed values as provided in SPIB submittal to ALSC dated Sept 15, 2011 SP represents ALSC approved/new values with effective date of June 1, 2012 (2x4 No 2 and lower grades and smaller sizes), and all MSR/MEL grades 0 O U CL O F-- © 2012 MITek@ All Rights Reserved M!Tek� MITek Engineering Reference Sheet: Mll-7473 rev. 01/18/2012 8 General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 13. Top chords must be sheathed or purlins provided at spacing indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone is not sufficient. 20. Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria. SPANISH LAKES LAYO�U�TA/ROVED By D ate Lot N 4c 1� 41as L4 0- Arc \00 ®R" L)l a I -j N m 0 U) -n m Z M m 0 Fri On 0 FORM 405-10 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Business and Professional Regulation - Residential Performance Method Project Name: WYNNE CARLTON 70,111 Builder Name: WYNNE Street: -1,` \,A""\VG -�Ct'nCJ� Permit Office: City, State, Zip: PORT ST. LUCIE , FL , 34983 Permit Number: Owner: Jurisdiction: Design Location: FL, Fort Pierce 1. New construction or existing New (From Plans) 9. Wall Types (1788.5 sqft.) Insulation Area 2. Single family or multiple family Single-family a. Concrete Block - Int Insul, Exterior R=5.0 1788.50 ftz 3. Number of units, if multiple family 1 b. N/A c. N/A R= ftz R= ftz 4. Number of Bedrooms 3 d. N/A R= ftz 5. Is this a worst case? No 10. Ceiling Types (1720.0 sqft.) Insulation Area a. Under Attic (Vented) R=30.0 1720.00 ftz 6. Conditioned floor area above grade (ftz) 1720 b. N/A R= ftz Conditioned floor area below grade (ftz) 0 c. N/A R= ft z 11. Ducts R ftz 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 ftz SHGC: SHGC=0.50 b. U-Factor: N/A ftz 12. Cooling systems kBtu/hr Efficiency SHGC: . a. Central Unit 41.5 SEER:15.00 c. U-Factor: N/A ftz SHGC: 13. Heating systems kBtu/hr Efficiency d. U-Factor: N/A ftz a. Electric Heat Pump 41.5 HSPF:8.70 SHGC: Area Weighted Average Overhang Depth: 0.624 ft. Area Weighted Average SHGC:, 0.500 14. Hot water systems 8. Floor Types (1720.1 sqft.) Insulation Area a. Electric Cap: 40 gallons a. Slab -On -Grade Edge Insulation R=0.0 1720.10 ftz b. Conservation features EF: 0.900 b. N/A R= ftz None c. N/A R= ftz 15. Credits None Glass/Floor Area: 0.069 Total Proposed Modified' Loads: 30.18 PASS Total Standard Reference Loads: 39.33 1 hereby certify that the plans and specifications covered by Review of the plans and Sr`t?� this calculation are in compliance with the Florida Energy specifications covered by this Oe_TiE Code. calculation indicates compliance with the Florida Energy Code. uru 4�.; s�-a",�;•� n {O PREPARE $Y: _ - DATE: g 4 Before construction is completed this building will be inspected for f~ �, a r f� compliance with Section 553.908 I hereby certify that this buil mg, as desig is 1 ompliance Florida Statutes. with the Florida Energaode. -0 , �I A OWNER/ ENT'_ DATE: 5-.0'V1. BUILDING OFFICIAL: DATE: - Compliance requires certification by the air handler unit manufacturer that the air handler enclosure qualifies as certified factory -sealed in accordance with 403.2.2.1.1. - Compliance requires completion of a Florida Air Barrier and Insulation Inspection Checklist 7/30/2012 4:20 PM EnergyGauge® USA - FlaRes2010 Section 405.4.1 Compliant Software Page 1 of 5 PROJECT Title: Building Type: Owner: # of Units: Builder Name: Permit Office: Jurisdiction: Family Type: New/Existing: Comment: WYNNE CARLTON 70 III Bedrooms: 3 User Conditioned Area: 1720 Total Stories: 1 1 Worst Case: No WYNNE Rotate Angle: 0 Cross Ventilation: No Whole House Fan: No Single-family New (From Plans) Address Type: Lot # Block/SubDivision: PlatBook: Street: County: City, State, Zip: Street Address St. Lucie PORT ST. LUCIE , FL, 34983 CLIMATE / Design Location IECC Design Temp TMY Site Zone 97.5 % 2.5 % Int Design Temp Heating Design Daily Temp Winter Summer Degree Days Moisture Range FL, Fort Pierce FL_ST_LUCIE_CO_INTL 2 39 90 70 75 722 62 Low BLOCKS Number Name Area Volume 1 Blockl 1720 13760 SPACES Number Name Area Volume Kitchen Occupants Bedrooms InfilID Finished Cooled Heated 1 Main 1720 13760 Yes 2 3 1 Yes Yes Yes FLOORS # Floor Type Space Perimeter R-Value Area Tile Wood Carpet 1 Slab -On -Grade Edge Insulatio Main 179 ft 0 1720.06 ft ____ 0 0 1 ROOF / # Type Roof Gable Roof Materials Area Area Color Solar Absor. SA Emitt Tested Emitt Deck Pitch Tested Insul. (deg) 1 Gable or Shed Composition shingles 1813 ftz 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 ftz N N CEILING # Ceiling Type Space R-Value Area Framing Frac Truss Type 1 Under Attic (Vented) Main 30 1720 ftz 0.1 Wood 7/30/2012 4:20 PM EnergyGauge® USA - FlaRes2010 Section 405.4.1 Compliant Software Page'2 of 5 WALLS # Ornt Adjacent To Wall TypeSpace Cavity - Width R-Vahip Ft In Ft Height In ACe;; Sheathing Framing Solar Belo w Frnctonn 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 V/ # Ornt ID Frame Panes NFRC U-Factor SHGC Area Depth Separation Int Shade Screening 1 N 1 Metal Single (Tinted) Yes 1.3 0.6 24 ft2 0 ft 6 in 0 ft 0 in None None 2 E 3 Metal Single (Tinted) Yes 1.3 0.5 20 ft2 1 ft 0 in 0 ft 6 in None None 3 S 4 Metal Single (Tinted) Yes 1.3 0.5 12 ft2 1 ft 0 in 0 ft 6 in None None 4 W 5 Metal Single (Tinted) Yes 1.3 0.5 30 ft2 1 ft 0 in 0 ft 6 in None None 5 W 5 Metal Single (Tinted) Yes 1.3 0.5 32.5 ft2 0 ft 0 in 0 ft 0 in None None GARAGE # Floor Area Ceiling Area Exposed Wall Perimeter Avg. Wall Height Exposed Wall Insulation 1 382.8 ft2 382.8 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: Coolin Jan Heating HJan Feb HFeb Mar Mar ki A r Ma Jun Jul Jun Jul AugSe Au Sept j Oct Nov No Dec Dec Venting Jan Feb Mar Apr May Jun Jul Aug Sep OOct 1 ctX� Nov Dec Thermostat Schedule: HERS 2006 Reference Hours Schedule Type 1 2 3 4 5 6 7 8 9 10 11 12 Cooling (WD) AM 78 78 78 78 78 78 78 78 80 80 80 80 PM 80 80 80 80 78 78 78 78 78 78 78 78 Cooling (WEH) AM 78 78 78 78 78 78 78 78 80 80 80 80 PM 80 80 80 80 78 78 78 78 78 78 78 78 Heating (WD) AM 65 65 65 65 65 65 65 68 68 68 68 68 PM 68 68 68 68 68 68 68 68 68 68 68 68 Heating (WEH) AM 65 65 65 65 65 65 65 68 68 68 68 68 PM 68 68 68 68 68 68 68 68 68 68 68 68 7/30/2012 4:20 PM EnergyGauge® USA - FlaRes2010 Section 405.4.1 Compliant Software Page 4 of 5 FORM 405-10 Florida Code Compliance Checklist Florida Department of Business and Professional Regulations Residential Whole Building Performance Method ADDRESS: PERMIT #: PORT ST. LUCIE, FL, 34983 MANDATORY REQUIREMENTS SUMMARY - See individual code sections for full details. COMPONENT SECTION SUMMARY OF REQUIREMENT(S) CHECK Air leakage 402.4 To be caulked, gasketed, weatherstripped or otherwise sealed. Recessed lighting IC -rated as meeting ASTM E 283. Windows and doors = 0.30 cfm/sq.ft. Testing or visual inspection required. Fireplaces: gasketed doors & outdoor combustion air. Must complete envelope leakage report or visually verify Table 402.4.2. Thermostat & 403.1 At least one thermostat shall be provided for each separate heating and controls cooling system. Where forced -air furnace is primary system, programmable thermostat is required. Heat pumps with supplemental electric heat must prevent supplemental heat when compressor can meet the load. Ducts 403.2.2 All ducts, air handlers, filter boxes and building cavities which form the primary air containment passageways for air distribution systems shall be considered ducts or plenum chambers, shall be constructed and sealed in accordance with Section 503.2.7.2 of this code. 403.3.3 Building framing cavities shall not be used as supply ducts. Water heaters 403.4 Heat trap required for vertical pipe risers. Comply with efficiencies in Table 403.4.3.2. Provide switch or clearly marked circuit breaker (electric) or shutoff (gas). Circulating system pipes insulated to = R-2 + accessible manual OFF switch. Mechanical 403.5 Homes designed to operate at positive pressure or with mechanical ventilation ventilation systems shall not exceed the minimum ASHRAE 62 level. No make-up air from attics, crawlspaces, garages or outdoors adjacent to pools or spas. Swimming Pools 403.9 Pool pumps and pool pump motors with a total horsepower (HP) of = 1 & Spas HP shall have the capability of operating at two or more speeds. Spas and heated pools must have vapor -retardant covers or a liquid cover or other means proven to reduce heat loss except if 70% of heat from site -recovered energy. Off/timer switch required. Gas heaters minimum thermal efficiency=78% (82% after 4/16/13). Heat pump pool heaters minimum COP= 4.0., Cooling/heating 403.6 Sizing calculation performed & attached. Minimum efficiencies per Tables 503.2.3. Equipment efficiency verification required. Special equipment occasion cooling or heating capacity requires separate system or variable capacity system. Electric heat >10kW must be divided into two or more stages. Ceilings/knee walls 405.2.1 R-19 space permitting. 7/30/2012 4:20 PM EnergyGauge® USA - FlaRes2010 Section 405.4.1 Compliant Software Page 5 of 5 ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE INDEX* = 77 The lower the EnergyPerformance Index, the more efficient the home. PORT ST. LUCIE, FL, 34983 1. New construction or existing New (From Plans) 9. Wall Types Insulation Area 2. Single family or multiple family Single-family a. Concrete Block - Int Insul, Exterior R=5.0 1788.50 ftZ b. N/A R= ftZ 3. Number of units, if multiple family 1 c. N/A R= ftZ 4. Number of Bedrooms 3 d. N/A R= ftZ 5. Is this a worst case? No 10. Ceiling Types Insulation Area a. Under Attic (Vented) R=30.0 1720.00 ftz 6. Conditioned floor area (ftZ) 1720 b. N/A R= ftZ 7. Windows" Description Area c. /A R= ftZ a. U-Factor: Sgl, U=1.30 118.50 ftZ 11. Ducts a. Sup: Attic, Ret: Attic, AH: Attic R ftZ 6 176 SHGC: SHGC=0.50 b. U-Factor: N/A ftZ SHGC: 12. Cooling systems kBtu/hr Efficiency c. U-Factor: N/A ftZ a. Central Unit 41.5 SEER:15.00 SHGC: d. U-Factor: N/A ftZ SHGC: 13. Heating systems kBtu/hr Efficiency a. Electric Heat Pump Area Weighted Average Overhang Depth: 0.624 ft. 41.5 HSPF:8.70 Area Weighted Average SHGC: 0.500 8. Floor Types Insulation Area 14. Hot water systems a. Slab -On -Grade Edge Insulation R=0.0 1720.10 ftZ a. Electric Cap: 40 gallons b. N/A R= ftZ EF: 0.9 c. N/A R= ftZ 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 vin features which will be ins lied (or exceeded) in this home before final inspection. Ot e, a new EPL Display rd will be completed based on installed Code compliant f ur Address of New Home: City/FL Zip:">�y 3L16S1 *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 f Pro ect SummaryJob: - wrightsoft' Date: JULY 25, 2012 Entire House By: PATRICIA ZIMMERMAN COMFORT CONTROL OF SLC, INC. 1501 SE BILTMORE ST., PORT ST. LUCIE, FL 34983 Phone: 772-878-2799 Fax 772-785-9144 Web: comfortcontrolofslc.com Proiect Information For: CARLTON 70 III BEDROOM, WYNNE BUILDING CORP. PORT ST. LUCIE, FL 34983 Notes: Design Information Weather: Fort Pierce, FL, US Winter Design Conditions Outside db 42 OF Inside db 70 OF Design TD 28 OF Heating Summary Structure 17435 Btuh Ducts 4298 Btuh Central vent (37 cfm) 1143 Btuh Humidification 0 Btuh Piping 0 Btuh Equipment load 22876 Btuh Infiltration Method Simplified Construction quality Average Fireplaces 0 Heating Coolingg Area (ftZ 1720 1720 Volume 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. wrii htsoft' 2012-Aug-02 20:age 1 9 Right -Suite® Universal 2012 12.0.04 RSU05864 Page 1 ACCA E:\Wrightsoft HVAC\Wynne Corp\WYNNE CARLTON 70 Ill.rup Calc = MJ8 Front Door faces: W w Loa d Short Form Job: -� wrightsoft Date: JULY 25, 2012 Entire House By: PATRICIA ZIMMERMAN COMFORT CONTROL OF SLC, INC. 1501 SE BILTMORE ST., PORT ST. LUCIE, FL 34983 Phone: 772-878-2799 Fax: 772-785-9144 Web: comfortcontrolofslc.com Project• • For: CARLTON 70 III BEDROOM, WYNNE BUILDING CORP. PORT ST. LUCIE, FL 34983 Design Information Htg Clg Infiltration Outside db (°F) 42 90 Method 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 @ 47°F 28 OF 1180 cfm 0.054 cfm/Btuh 0 in H2O COOLING EQUIPMENT Make Carrier Trade COMFORT 15 PURON HP Cond 25HCB536A30 Coil FX4DN(B,F)037 AHRI ref.no3032420 Efficiency 12.7 EER, 15 SEER Sensible cooling 24780 Btuh Latent cooling 10620 Btuh Total cooling 35400 Btuh Actual air flow 1180 cfm Air flow factor 0.049 cfm/Btuh Static pressure 0 in H2O Load sensible heat ratio 0.81 ROOM NAME Area (ft2) Htg load (Btuh) Clg load (Btuh) Htg AVF (cfm) Clg AVF (cfm) FOYER 102 1321 904 72 45 LAUNDRY 53 982 1942 53 96 KITCHEN 144 364 3185 20 158 MS BATH 56 924 500 50 25 MS CLOSET 63 74 202 4 10 M S B D R M 305 5443 6287 296 311 HALL 23 27 72 1 4 BATH 45 503 294 27 15 B D R M 2 194 4604 3130 250 155 CLOSET 23 277 148 15 7 B D R M 3 189 1828 1439 99 71 c130e C7M 903 9PA LIVING RM 526 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 ACCA E:1Wrightsoft HVAC1Wynne Corp1WYNNE 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 ____ 0a70n 11Rn 1180 TOTALS i icv «� Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. 2012-Aug-02 20:38:19 wrightSOW Right -Suite® Universal 2012 12.0.04 RSU05864 Page 2 E:\Wrightsoft HVAC\Wynne Corp\WYNNE CARLTON 70 Ill.rup Calc = MJ8 Front Door faces: W -F+ wrightsoft' Right-J® Worksheet Entire House COMFORT CONTROL OF SLC, INC. - Dn TeenDC CT DORT CT i i ICIF FL 34983 Phone: 772-878-2799 Fax 772-785-9144 Web: comfortcontrolofsle.com Job: Date: JULY 25, 2012 By: PATRICIA ZIMMERMAN IJV I VL ul�l Ivl v�� v��.. .... ---�-- - -- - Entire House FOYER 1 Room name 179.0 ft 6.0 ft 2 Exposed wall 8.6 ft d cool 8.0 ft heat/6.0 3 Room height x 17.0 ft 4 Room dimensions 1720.0 ft2 102.0 ftZ 5 Room area Ty Construction U-value °F) Or HTM Area (ft� Load (Btuh) Area (ft� or perimeter (ft) Load (Btuh) number (Btuh/ftz (Btu ft� or perimeter (ft) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 WJ 12C-0sw 0.091 n 2.55 2.18 591 579 1474 1264 325 0 0 0 0 0 0 0 0 L G 1 D-c2om 0.870 n 24.36 27.10 12 0 292 70 44 0 0 0 0 W 13A-5ocs 0.125 0.091 n a 3.50 2.55 2.22 2.18 20 156 20 115 293 251 48 27 69 59 11 �j �G 12C-Osw 1A-r1ob 1.080 a 30.24 48.10 20 1 605 962 0 0 0 353 0 365 t_--D 11J0 0.600 a 16.80 17.40 21 21 353 365 . 21 21 0 0 0 V,V 12C-Osw 0.091 s 2.55 2.18 449 443 1128 967 0 0 0 0 0 I--G 1A-rlom 1.270 s 35.56 26.39 6 6 213 158 0 0 0 0 W 12C-Osw 0.091 w 2.55 2.18 325 262 2 668 479 573 1788 0 0 0 0 G 1 D-c2ow 0.570 w 15.96 59.58 30 33 0 701 1531 0 0 0 0 - I� 4A5-2omd 0.770 0.097 w - 21.56 2.72 47.10 0.85 248 232 629 198 124 124 337 106 P L-D 12B-Obw 11DO 0.390 n 10.92 11.31 16 16 177 184 0 0 0 0 16A-30ml 0.032 0.90 2.32 1720 1720 1541 3990 102 102 6 91 198 237 0 C F 22A-tpm 1.180 33.04 0.00 1720 179 5914 0 102 6 c) AED excursion 1092 24 Envelope loss/gain 14539 13693 1048 743 12 a) Infiltration 2896 810 90 0 25 0 b) Room ventilation 0 0 0 13 1ntemal gains: Occupants @ 230 2 460 36001 0 0 0 Appliances/other Subtotal (lines 6 to 13) 17435r23945 1138 769 Less external load 0 0 0 0 0 0 Less transfer 0 0 0 Redistribution 17435 1138 769 14 Subtotal 25% 28% 4298 16% 18% 183 135 15 Duct loads Total room load 21733 1321 72 904 45 Air required (cfm) 1180 1180 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. -Fih- wri htsoft' 9 2012-Aug-02 20:38:19 9 Ri ht-Suite® Universal 2012 12.0.04 RSU05864 Page 1 ACA E:\Wrightsoft HVAC1Wynne Corp\WYNNE CARLTON 70 Ill.rup Calc = MJ8 Front Door faces: W -111F wrightsoft' Right-.1® 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 LAUNDRY KITCHEN 2 Exposed wall 7.5 ft 0 ft 3 Room height 8.0 ft heat/cool 8.0 ft heat/cool 4 Room dimensions 7.0 x 7.5 ft 1.0 x 144.0 ft 5 Room area 52.5 ft' 144.0 ft' Ty Construction U-value Or HTM Area (ft� Load Area (ftj Load number (Btuh/ff- °F) (Btuh/ft� or perimeter (ft) (Btuh) or perimeter (ft) (Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 ItV 12C-Osw 0.091 n 2.55 2.18 0 0 0 0 0 0 0 0 I-G 1 D-c2om 0.870 n 24.36 27.10 0 0 0 0 0 0 0 0 W 13A-5ocs 0.125 n 3.50 2.22 0 0 0 0 0 0 0 0 12C-Osw 0.091 a 2.55 2.18 0 0 0 0 0 0 0 0 11 1A-r1ob 1.080 a 30.24 48.10 0 0 0 0 0 0 0 0 D 11.10 0.600 a 16.80 17.40 0 0 0 0 0 0 0 0 12C-Osw 0.091 5 2.55 2.18 60 60, 153 131 0 0 0 0 T--G 1A-rlom 1.270 s 35.56 26.39 0 0 0 0 0 0 0 0 Udl 12C-0sw 0.091 w 2.55 2.18 0 0 0 0 0 0 0 0 IL�G 1 D-c2ow 0.570 w 15.96 59.58 0 0 0 0 0 0 0 0 4A5-2omd 0.770 w 21.56 47.10 0 0 0 0 0 0 0 0 P. 126-0bw 0.097 - 2.72 0.85 56 40 108 34 68 68 185 58 L-D 11DO 0.390 n 10.92 11.31 16 16 177 184 0 0 0 0 C 16A-30ml 0.032 0.90 2.32 53 53 47 122 144 144 129 334 F 22A-tpm 1.180 33.04 0.00 53 8 248 0 144 0 0 0 6 c) AED excursion 1 -51 -94 Envelope loss/gain 733 419 314 308 12 a) Infiltration 113 32 0 0 0 0 b) Room ventilation 0 0 13 Internal gains: Occupants @ 230 0 0 0 0 2400 Appliances/other 1200 Subtotal (lines 6 to 13) 846 1651 314 2708 Less external load 0 0 0 0 Less transfer 0 0 0 0 0 0 Redistribution 0 846 0 1651 314 2708 14 15 Subtotal Duct loads 16% 18% 136 291 16% 18% 50 477 Total room load 982 1942 364 3185 Air required (cfm) 53 96 20 158 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wri htsoft' 2012-Aug-02 20:38:19 9 Right -Suite® Universal 2012 12.0.04 RSU05864 Page 2 �� EAWrightsoft 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 MS BATH 8.0 ft 8.0 ft heat/cool 7.0 x 8.0 ft 56.0 ftz MS CLOSET 0 ft 8.0 ft heat/cool 7.0 x 9.0 ft 63.0 W Ty Construction number U-value (Btuh/ftl 'F) Or HTM (Btuh/ft5 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 VV I� W D 12C-0sw 1 D-c2om 13A-5ocs 12C-Osw 1A-r1ob 11.10 12C-Osw 1A-rlom 12C-Osw 1 D-c2ow 4A5-2omd 12B-Obw 0.091 0.870 0.125 0.091 1.080 0.600 0.091 1.270 0.091 0.570 0.770 0.097 n n n a a a s s w w w - 2.55 24.36 3.50 2.55 30.24 16.80 2.55 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 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 R 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 Intemal gains: Occupants @ 230 0 0 0 0 Appliances/other 0 0 Subtotal (lines 6 to 13) 796 435 56 142 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 15 Subtotal Duct loads 16% 15% 796 128 435 65 32% 42% 56 18 142 60 Total room load 924 500 74 202 Air required (cfm) 50 251 1 141 10 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wrightsoft' 2012-Aug-02 20:38:19 Right -Suite® Universal 2012 12.0.04 RSU05864 Page 3 ACC` E:\Wrightsoft HVAC\Wynne Corp\WYNNE CARLTON 70 Ill.rup Calc = MJ8 Front Door faces: W wrightsoft' Right-M Worksheet Entire House COMFORT CONTROL OF SLC, INC. 1501 SE BILTMORE ST., PORT ST. LUCIE, FL 34983 Phone: 772-878-2799 Fax. 772-785-9144 Web: comfortcontrolofslc.com Job: Date: JULY 25, 2012 By: PATRICIA ZIMMERMAN 1 Room name MS BDRM HALL 2 Exposed wall 49.0 ft 8.5 ft heat/cool 0 ft 8.0 ft heat/cool 3 4 Room height Room dimensions 1.0 x 304.5 ft 4.5 x 5.0 ft 5 Room area 304.5 ft' 22.5 ft2 Ty Construction U-value Or HTM Area M Load Area M Load number (Btuh/ftk'F) (Btuh/ft� or perimeter (ft) (Btuh) or perimeter (ft) (Btuh) Heat Cool Grass N/PIS Heat Cool Gross I N/P/S Heat Cool 6 ULl 12C-Osw 0.091 n 2.55 2.18 81 81' 206 176 .0 0 0 0 r C 1 D-c2om 0.870 n 24.36 27.10 0 0 0 0 0 0 0 0 W 13A-5ocs 0.125 n 3.50 2.22 0 0 0 0 0 0 0 0 12C-Osw 0.091 a 2.55 2.18 0 0 0 0 0 0 0 0 0 11 1A-r1ob 1.080 a 30.24 48.10 0 0 0 0 0 0 0 D 11J0 0.600 a 16.80 17.40 0 0 0 0 0 0 0 0 V,V 12C-Osw 0.091 s 2.55 2.18 217 217 552 473 0 0 0 0 �-G 1A-rlom 1.270 s 35.56 26.39 0 0 0 0 0 0 0 0 12C-Osw 0.091 w 2.55 2.18 119 89 227 194 0 0 0 0 IW 1 Dc2ow 0.570 w 15.96 59.58 30 2 479 1788 0 0 0 0 E2I--c; 4A5.2omd 0.770 w 21.56 47.10 0 0 0 0 0 0 0 0 0 P 12B-Obw 0.097 - 2.72 0.85 0 0 0 0 0 0 0 0 0 L--D 11 DO 0.390 n 10.92 11.31 0 0 0 0 0 0 16A-30ml 0.032 0.90 2.32 305 305 273 706 23 23 20 52 C F 22A-tpm 1.180 33.04 0.00 305 49 1619 0 23 0 0 0 6 c) AED excursion 855 -2 Envelope loss/gain 3355' 4193 20 51 12 a) Infiltration 783 221 0 0 01 0 0 b) Room ventilation 0 13 Internal gains: Occupants @ 230 0 0 0 0 1 0 Appliances/other 01 Subtotal (lines 6 to 13) 4138 4414 20 51 Less external load 0 0 0 0 0 0 0 0 Less transfer 0 0 0 0 Redistribution 4138 4414 20 51 14 15 Subtotal Duct loads 32% 42% 1305 1874 32% 42% 6 21 Total room load 5443 6287 27 1 72 4 Air required (cfm) 296 311 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. -Fk wri htsoft' 9 2012-Aug-02 20:ge 4 9 Ri ht-Suite® Universal 2012 12.0.04 RSU05864 Page 4 ACC . 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 number U-value (Btuh/ft' °F) Or HTM (Btuh/ft� Area M 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 V I- W D 12C-0sw 1 D-c2om 13A-5ocs 12C-0sw 1A-rlob 11J0 12C-Osw 1A-r1om 12C-Osw D-c2ow 4A5-2omd 12B-Obw 11DO 16A-30mi 22A-tpm 0.091 0.870 0.125 0.091 1.080 0.600 0.091 1.270 0.091 0.570 0.770 0.097 0.390 0.032 1.180 n n n a a a s s w w w - n 2.55 24.36 3.50 2.55 30.24 16.80 2.55 35.56 2.55 15.96 21.56 2.72 10.92 0.90 33.04 2.18 27.10 2.22 2.18 48.10 17.40 2.18 26.39 2.18 59.58 47.10 0.85 11.31 2.32 0.00 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 0 0 0 194 41 Z75 0 0 224 605 0 275 0 0 0 0 0 0 173 1338 236 0 0 192 962 0 236 0 0 0 0 0 0 449 0 W -G W El1 P I-D C F 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 1ntemal 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% 421/6 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 1 503 27 294 15 4604 250 3130 155 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. I17tSOft' 2012-Aug-02 20:38:19 Wr1 9 Right -Suite® Universal 2012 12.0.04 RSU05864 Page 5 AC6A E:\Wrightsoft HVAC\Wynne Corp\WYNNE CARLTON 70 Ill.rup Cale = M.18 Front Door faces: W -�d- 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 CLOSET BDRM 3 2 Exposed wall 2.5 ft 14.0 ft 3 Room height 8.0 ft heat/cool 8.0 ft heat/cool 4 Room dimensions 9.0 x 2.5 ft 13.5 x 14.0 ft 5 Room area 22.5 ft' 189.0 ft' Ty Construction U-value Or HTM Area (ftl 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 V,V 12C-Osw 0.091 n 2.55 2.18 0 0 0 0 112 100 255 218 I- G 1 D-c2om 0.870 n 24.36 27.10 0 0 0 0 12 0 292 325 W 13A-5ocs 0.125 n 3.50 2.22 20 20 70 44 0 0 0 0 12C-0sw 0.091 a 2.55 2.18 0 0 0 0 0 0 0 0 11 1A-r1ob 1.080 a 30.24 48.10 0 0 0 0 0 0 0 0 11J0 0.600 a 16.80 17.40 0 0 0 0 0 0 0 0 -��-------DDDD W. 12C-0sw 0.091 s 2.55 2.18 0 0 0 0 0 0 0 0 � -G 1A-r1om 1.270 s 35.56 26.39 0 0 0 0 0 0 0 0 W 12C-Osw 0.091 w 2.55 2.18 0 0 0 0 0 0 0; 0 D-c2ow 0.570 w 15.96 59.58 0 0 0 0 0 0 0 0 Et1 4A5-2omd 0.770 w 21.56 47.10 0 0 0 0 0 0 0 0 P 12B-0bw 0.097 - 2.72 0.85 0 0 0 0 0 0 0 0 L--D 11DO 0.390 n 10.92 11.31 0 0 0 0 0 0 0 0 16A-30mi 0.032 0.90 2.32 23 23 20 52 189 189 169 438 C F 22A-tpm 1.180 33.04 0.00 23 3 83 0 189 14 463 0 61 c) AED excursion 1 -3 -31 Envelope loss/gain 173 93 1179 951 12 a) Infiltration 38 11 211 0 59 0 b) Room ventilation 0 0 13 Internal gains: Occupants @ 230 0 0 0 0 0 Appliances/other 0 Subtotal (lines 6 to 13) 210 104 1390 1010 Less external load 0 0 0 0 0 Less transfer 0 0 0 0 0 Redistribution 0 210 0 104 1390 1010 14 15 Subtotal Duct loads 32% 42% 66 441 32% 42% 438 429 Total room load 277 148 1828 1439 Air required (cfm) 15 7 99 71 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. i htsoft' 2012-Aug-02 20:38:19 wr 9 Right -Suite® Universal 2012 12.0.04 RSU05864 Page 6 .1ft 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 LIVING RM 2 Exposed wall 46.5 ft 3 Room height 9.8 ft heat/cool 4 Room dimensions 1.0 x 525.5 ft 5 Room area 525.5 ft2 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 IqJ 12C-Osw 0.091 n 2.55 2.18 250 250 637 546 �G 1 D-c2om 0.870 n 24.36 27.10 0 0 0 0 W 13A-5ocs 0.125 n 3.50 2.22 0 0 0 0 12C-Osw 0.091 a 2.55 2.16 0 0 0 0 11 IA-rlob 1.080 a 30.24 48.10 0 0 0 0 ��--DDD 11J0 0.600 a 16.80 17.40 0 0 0 0 W 12C-Osw 0.091 s 2.55 2.18 0 0 0 0 L--G IA-rlom 1.270 s 35.56 26.39 0 0 0 0 W 12C-0sw 0.091 w 2.55 2.18 206 173 442 378 1 D-c2ow 0.570 w 15.96 59.58 0 0 0 0 4A5-2omd 0.770 w 21.56 47,10 33 0 701 1531 P 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 16A-30ml 0.032 0.90 2.32 526 526 471 1219 C F 22A-tpm 1.180 33.04 0.00 526 47 1536 0 6 c) AED excursion 506 Envelope loss/gain 3786 4180 12 a) Infiltration 857 242 b) Room ventilation 0 0 13 1ntemal gains: Occupants @ 230 2 460 Appliances/other 0 Subtotal (lines 6 to 13) 4643 4882 Less external load 0 0 Less transfer 0 0 0 0 Redistribution 4643 4882 14 15 Subtotal Duct loads 16% 18% 745 859 Total room load 5388 5741 Air required (cfm) 293 284 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. i F�tsoft' 9 2012-Aug-02 20:38:19 wr 9 Ri ht-Suite® Universal 2012 12.0.04 RSU05864 Page 7 A�%k E:\Wrightsoft HVAC\Wynne Corp\WYNNE CARLTON 70 Ill.rup Calc = MJ8 Front Door faces: W r-, OFFICE USE ONLY: DATE FILED: / 1 L =-> REVISION FEE: PERMIT # RECEIPT # ST. LUCIE COUNTY PUBLIC WORKS DEPARTMENT CODE COMPLIANCE DIVISION FILE 2300 VIRGINIA AVENUE FORT PIERCE, FL 34982-5652 (772) 462 1553 APPLICATION FOR BUILDING PERMIT REVIS : S $ PROJECT INFORMATION R 'o 1. LOCATION/SITE ADDRESS: \� 1 \ -1 2. DETAILED DESCRIPTION OF PROJECT REVISIONS: 3. CONTRACTOR INFORMATION: ST. of FL REGJCERT. # _CGC 0 3 5 9 9 ST. LUCIE CTY. CERT. #. 0 8 8 9 8 BUSINESS NAME: Wynne Development Corporation QUALIFIERS NAME: Matthew Lyle Wynne ADDRESS: 8000 South U.S. Hwy 1 Suite 402 CITY: Port St. Lucie STATE: FL. ZIP: 3499 PHONE (DAYTIME): (7 7 2) 8 7 8- 5 51 3 FAX: (7 7 2) 8 7 8- 7 6 5 6 OWNER/BUILDER INFORMATION: NAME: Wynne Building Corporation ADDRESS: 8000 South U.S. Hwy. 1 Suite 402 CITY: Port St. Lucie STATE: FL. ZIP: -14A92 PHONE/CELL: (772)878-5513 FAX: (772)878-7656 5. ARCHITECT/ENGINEER INFORMATION: NAME: Braden & Braden ADDRESS: 417 Coconut Ave. CITY: Stuart STATE: FL.- ZIP: �499F PHONE (DAYTIME): 7- 8 2 5 8 FAX: (7 7 2) 2 8 7- 8 2 5 8 �-L� I30&-o!�-<6- fl AYOU OVER ILE COPY Uli - ^+:F V Z� 5 Y Zo S ST. LUCIE COUNTY BUILDING DIVISION REVI M7.D FOR COMP CIS REVIEWED BY DATE 'PLANS AND PERMIT MUST BE KEPT ON°JOB OR NO INSPECTION WlI-L BE MADE � -s CA JI U + N ll 0 � a PLOT PLAN FINAL I TOPOGRAPHIC PLETED ON: DESCRIPTION: BEING ALL OF 21 VILLA BLANCA, OF THE UNRECORDED PLAT OF COUNTRY CLUB VILLAGE, 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 0 z U) W 25.73 rs� rt�10v5' (10IS 7-09-13 1 1 SURVEYORS NOTES: 1. UNLESS OTHERWISE NOTED ONLY PLATTED EASEMENTS ARE SHOWN HEREON. �u. 2. NO UNDERGROUND UTILITIES OR IMPROVEMENTS WERE o LOCATED UNLESS OTHERWISE SHOWN. ? 3. THIS SITE LIES WITHIN FLOOD ZONE "X", ACCORDING TO THE FLOOD INSURANCE RATE MAP, COMMUNITY PANEL NO. ` 12111CO070 J, EFFECTIVE DATE 2-16-12. 4. FLOOD ZONE SHOWN HEREON IS AN INTERPRETATION BY THE SURVEYOR AND IS PROVIDED AS A COURTESY. THE FLOOD V ZONE SHOULD BE VERIFIED BY A DETERMINATION AGENCY. (n 5. BEARINGS SHOWN HEREON ARE REFERANCED TO THE CENTERLINE OF VILLA BLANCA HAVING AN ASSUMED C9 BEARING OF EAST, ACCORDING TO THE UNRECORDED PLAT OF COUNTRY CLUB VILLAGE, OF ST. LUCIE COUNY, FLORIDA 6. NOT VALID WITHOUT THE SIGNATURE AND ORIGINAL RAISED SEAL OF A FLORIDA LISCENSED SURVEYOR AND MAPPER. 7. THIS IS A SPECIFIC PURPOSE SURVEY FOR THE PURPOSE OF LOCATION AND ELEVATION OF FORMBOARDS. BOUNDARY LINES SHOWN HEREON ARE FOR GRAPHICAL PURPOSES ONLY. PERMIT #: /:5 o6, - v c 6--8� WATER — Ln M 21.01' -13. 0 0 o PATIO o 21.01' AVERAGE TOP OF FORMS ELEVATION=27., 2.33' ABOVE ED( o, OF PAVEMENT Ln 5.31' N io ui a Uo Za Q 0 J o m 0 Qa J o 5N 10 0 z In 3 21 VILLA BLANCA LAST FIELD DATE: 7-09-13 " CERTIFIED TO: SCALE: 1 =3o ALEXANDER J. PIAZZA PSK INC. WYNNE BUILDING CORPORATION DATE: 7-09-13 Surveying " Mapping " Consulting 619 SW Biltmore Street _ - DRAWN: CJM*LEBf7280 Port St. Lucie. Florida 34983 JOB NO.: Phone: (772) 340-777013-1638 Fax: (772) 340-2250 DATE: REVISIONS: ALEXAND J. PIAZZA Professional urveyor & Mapper Florida Certificate No.: 6330 K:\BUILDERS\DWG2013\DWG\13-1638.dwg, 7/9/2013 3:26:23 PM