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HomeMy WebLinkAboutSUBMITTED PAPERSSECTION TOWNSHIP RANGE MAP NO. ZONING LAND USE LOT CVG % TAZ NO. FLOOD ZONE FIRM MAP # 1-IT FLR ELV MAX OCCUP MAX HGT # OF FLRS CONST TYPE OCCUP TYPE WATER SEWER SPRINKLERS STORMWATER LOT OF REC (before 1/90) LOT OF REC (after 1/90) LOT SPLIT REQUIRED LOT SPLIT APPROVE PARKS ADMINST LIBRARY VARIANCE IMPACT FEE IMPACT FEE REPORT PUBLIC BLD HABITABLE CODE IMPACT FEE AREA SCHOOL GROSS ROAD IMPACT FEE IMPACT FEE DUE SCHOOL CREDIT IMPACT FEE I POLICE FEE FIRE FEE Y N - MIS C FEE ADDITIONAL Y N SPECIFY PERMITS REQUIRED 777 REVIEWS ZONING ZONING PLANS REVIEWED BY EEXAMING PATE_ ``�� r !�Ai f'fN?, PT.PTR 1�J 1Q 1 INITIALS:. TOTAL SCHOOL IMPACT FEE TOTAL POLICE/FIRE MIS C FEES TOTAL of ALL FEES MISC. VEGETATION SEA TURTLE MANGROVE i fi:i 1 DATE FILED: ggCEIPT NO.: 1UMBER: PLAN REVIEW FEE: CERT. GAP. NO.: CONCURRENCY FEE: RECFt--T "NO •: ALL INFO MUST BE COMPLETE & FILLED IN TO BE ACCEPTED CpG 7? 0 �C,\E `- St. Lucie County Building and Zoning 2300 Virginia Avenue ✓y' F P. SCANNED Ft. Pierce, FL 5652 �OR1D BY 7'72-462-1553 -1553 St. Lucie County APPLICATION for BUILDING PERMIT CERTIFICATE of CAPACITY/ZONING COMPLIANCE PROJECT INFORMATION � 1. LOCATION/SITADDRESS: `� E SITE PLAN NAME: 2. S/D NAME: 3_ PROPERTY TAX ID #: 4. LEGAL DESCRIPTION (attach extra sheets if necessary): cor+-i On 76_, Tnwnshi IL�ti�� anr3 5. 9. 10. 11. 12. 13. 14 K 8. LOT 6. PAGE 7. BLOCK PLAT NO. NO. BOOK- NO. PARCEL SIZE: ACRES/SQ FT- LOT DIMENSIONS DESCRIPTION OF CONSTRUCTION PROJECT R WORK ACTIVITY: qi-nc[ ] o f a m i i Y do n-c o 6'.7 RIGHT: k LEFT: �-11 SETBACKS (ACTUAL) FRONT: B ACK= `k SIDE n SIDE 1 TYPE OF CONSTRUCTION (Check all appropriate boxes) EXPANSION/ADDITION [ ] INTERIOR RENOV ATI ] NEW CONSTRUCTION COMIIl IERCIAL [ c:] INDUSTRIAL k ] RESIDENTIAL [ ] OTHER (SPECIFY) DESCRIPTION OF PROPOSED USE: /1 n`� � 15. Sq. Ft. 1st Floor: Sq. Ft./CONSTRUCTION: i• 16. VALUE OF CONSTRUCTION: $ tion and/or modify thi ind The value of construction is used to trafed that the submitted figures fees to are otconsi consistent with similar typ of onstruction activsessed. St. Lucie County reserves the right ities.sIf the value s $2500 or m value of construction if it is demon RECORDED Notice of Commencement must be submitted with this application. SLCCDV Form No.: 001-02 cc v✓�1-v2 . S3, 3�iy CERTIFICATTO'N: OWNER INFORMATION NAME: ADDRESS: 8 SLv-_11-Sl r G11i tP 4n7 �nrt gt �11ri a- STATE: P'L ZIP 34952 CITY: � PHONE (DAYTIME): (7 7 7) R 7 R 1; S 1 3 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: STATE: PHONE (DAYTIME): (_) CONTRACTOR INFORMATION ST. of FL REGJCERT #: r-rr+n - s o g ST. LUCIE COUNTY CERT #: aR9 n BUSINESS1 n - Development C• •• •. QUALIFIERS 1 M_ .- - WVnne CITY: pnrt St- T 1ci e STATE: FT. ZIP PHONE (DAYTRYIE) : (may 8 7 R_ r, r,1 3 FAX NO. (7 7 2) R 7 A_ 7 6 S 6 email: ARCHIT/ENGINE]ER: ADDRESS: CITY: tag STATE: P'I,r--- ZIP -34996 PHONE (DAYTIlv1E): U BONDING COMPANY: ADDRESS: CITY: MORTGAGE LENDER: ADDRESS: CITY: STATE: STATE: 0 IMPORTANT NOTICE: When a permit is issued and it is not picked up within 60 des after notification it will be voided and returned to you by mail. This application is hereby made to obtain a permit to do the work and installations as indicated, and to obtain a certificate of if applicable, for the permitted work. I certify that no work or installation has commenced prior to the issuance of a permit ai work will be performed to meet the standards of all laws regulating construction in this jurisdiction. I understand that separal may be required for ELECTRICAL, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, AND AIR CONDITIONERS, ETC., not otherwise included with this building permit application. The following building permit applications are exempt from undergoing a full concurrency review: room additions, structures (all types), swimming pools, fences, walls, signs, screen rooms, utility substations & accessory uses to anoi residential use. NOTICE TO OWNER: FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOU] PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEF RECORDING YOUR NOTICE OF COMMENCEMENT. NOTICE TO APPLICANT: AS THE APPLICANT FOR THIS BUILDING PERMIT, IF IT IS NOT YOUR RIGHT, AND INTEREST THAT IS SUBJECT TO ATTACHMENT; AS A CONDITION OF TF PERMIT YOU PROMISE IN GOOD FAITH TO DELIVER A COPY OF THE AT•TACI CONSTRUCTION LIEN LAW NOTICE TO THE PERSON WHOSE PROPERTY IS S1 TO ATTACHMENT. ------------------- OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that 11 k will be done in of with all applicable laws regulating construction and zoni OWNS .CONY L GONTI AV _ __ ..G A , - 5 STATE OF FLORIDA STATE OF FLORIDA COUNTY OF S t T.1, r- i a COUNTY OF _cam_yl,r The foregoing irjpment was acknowledged before me this _ day of &U &-tz .. 20_Zy by Ma ttbew L,T!e lWynff40 is personally known to me or who has produced as identification. The foregoing instrument was acknowledges before me this "day of 9ufd6r,20!Y, b: Matthew Lyl a W ra19 who is personall known to me or who has produced as identificatii Q�Q� �- 0--�44L- Signature of N ''ynn O Signature of Not �o cE o-rvt K i�t i��. ®A,SKr,i7 D-0 ��T145� �rJ !J S,CinJ Type or Print Na Type or DOROTHY ANN BASKIN �,1Pa"P�B,, DO OTHY ANN BASKI �Y P"a� 'tar Public -State of Florida - a°. `-; Notary Public - -to_jk of FI Commission No. =? e ll Commis r3i _gt 2, ._ �yA1m. Expires Oct 2, 2016 o-o-- 'z;,pf o;= Commission # FF 015226 Commission # FF 015e �''•f °F "t ` Bonded Through National Notary Assn. °%° 'o��, Bonded Through National Notar �. NOTE: TWO (2) Q ED. EACH SIGNATURE MUS B • I A P 0 ,.THIS BUILING PERMIT AS AN OWNEWBUILDER, THE OWNER MUST PERSONALLY APPEAR THIS APPLICATION IN THE OFFICE LISTED ON THE FRONT OF THE APPLICATION. For specific instructions see appropriate permit checklist. JOSEPH E. SMITH, CLERK O `lE CIRCUIT COURT - SAINT LUCIE COUNT; FILE # 3985555 OR BOOK ! PAGE 2584, Recorded 08/15/2014 at.,,• 13 AM AFTER RECORDING -RETURN TO; PERMIT NUMBER: 1'Id.ypu.ci: n•arrrcJ l,•r +,•;.irdiie; id, r NOTICE OF COMMENCEMENT The undersigned hereby given notice that improvement will be made to certain real property, and in accordance with Chapter 713, Florida statutes the following information is provided in the Notice of commencement. V 1. DESCRIPTION OF PROPFrRTy !Legal description and street address) TAX FOLIO NUMBER:• 3 4 1 4 — 5 01 —1 7 01 — 0 0 0 9 SUBDMSIQNSpanish jBL,OC-KTRACT LOT BLDG UNIT Section 26, Township 36s, Rance 40E 2. GENERAL DES CRIPTIONOFIMPROVEMENT: single family residence 3.OWNER INFORMATION : a.Name 1Tn3n''lrii 9 CTrTRratlon b.Address 8000 S- USlr Suite 402, PSL, FL 34952 c. interest in property d. Name and address of fee simple titleholder (if other than owner) ` 4.CONTRACTOR'S NAME, ADDRESS AND PHONE NUMBER: Wynne Development Corporation 8000 S. US1 Suite 402 PSL FL 34952 772-878-5513 5. SURETY'S NAME, ADDRESS AND PHONE NUMBER AND BOND AMOUNT: V6. LENDER'S NAME, ADDRESS AND PHONE NUMBER: 7. Persons within the Slate of Florida designated by Owner upon whom notices or other documents may be served as provided by �( JO Section 713.13 (1)(a) 7., Florida Statutes: Doug .Brantley 1 Silver Oak Dr. PSLr FL. 201-8418 NAME, ADDRESS AND PHONE NUMBER: 8. In addition to himself or herself, Owner designates the following to receive a copy of the Lienor's Notice as provided in Section 713.13 (1)(b), Florida Statutes: / NAME, ADDRESS AND PHONE NUMBER: 9. Expiration date of notice of commencement (the expiration date is 1 year from the date of recording unless a different date is specified) 20_ Matthew Lyle Wynne Vice—PrPsident —�wneror Print Name and Provide Signatory's Title/Off ce Signature of O Owner's Authorized Off. cer/Director/Partner/M ana ger State of Florida County of St . T.itrie , The foregoing instrument was acknowledged before me this day of &,✓/�� SST • 20�—' By Matthew Lyle Wynne as Vi C F ri<FS'IbCW:E (Type of authority... e.g. Owner• officer, trustee, attorney to fact) (Name of person) For Wynne Building Corporation / (Name of party on behalf of whom instrument was executed) Personally Known ✓ or produced the following type of TD: DOROTHY ANN SASKIN Notary Public • Slala of Florida LJn [n !1► 1 I tNn1 f7ASK1� i• . My Comm. Expires Oct 2, 2015 d Commission # FF 015226 v � (Printed Name of Notary Public) (Signature o otary Public) �f,°;R¢ Bonded Through National Notary Assn Under penalties of perjury- eciare t i 1 have read the foregoing and that the facts in i t c c s y n a belief (section 92.525 orida St .. Si s) of ner(s) or Owner(s)' Authorized Officer/Director/Partner/Manager who signed above: By; By Rc OV30n003(St—,din,) STATE Of FLORIDA ST. LUCIE COUNTY r �E St. Lucie County Building -& Zoning ,�Win" - 2300 Virginia Ave Fort Pierce, FL 34982 BUILDING PERMIT SUB -CONTRACTOR SUMMARY . Wynne Building Corporation will be using the following sub-contractorsfor'the (Company/Individual Name) project located at (Street address or Property Tax ID #) It is understood that if there is any change of status regarding the participation of any of the sub -contractors listed below, I will immediately advise the Building and Zoning Department of St. Lucie County. Trade -..Name of Company/Contractor. St. Lucie County/ State of Florida License Number Electrical S & W Electric, Inc. 2045 ER0009416 Plumbing Lindquist Plumbing & Supply Co. j 19150 CFc057672 HVAC/ Comfort Control of St. Lucie 8288 Mechanical CACO24379 Roofing Treasure Coast Roofing, LLC .19496 RC29027087. Gas PERMIT _ ISSUE DATE: NUMBER: �� �� PERMIT # ISSUE DATE PLANNING & DEVELOPMENT SERVICES Building & Code Compulanee Division BUILDING PERMIT SUB -CONTRACTOR AGREEMENT St. Lucie County Contractor Certification Number: - 2045 State of Florida. Certification Number (Vapplicable): ERO 0 O 9 43 6 S&W Electric have agreed to be the, (Company Name/Iudividual Name) Electrical Sub-contlractorfor _W ne Development Corp. (Type of Trade). (Primary Contractor) For the project located at '��6 'IS. (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 Departm' ent of St. Lucie County by filing a Change of Sub -contractor notice. (Form: SLCCDV (No. 004-00) BUSINESS QUAI.WNR (Name ofthe Individual shown an the Contractor's License) NOTARIZED SIGNATURES ARL REQUIRED Business Name: S&W Electric Address: . Coker Rd. City/State/Zip: Fart _rcq, FL 34945 Phone: (77 2) 4 6 a_ 6 G 6 email: Lawrence Stubbs SIGNATURIi G'PRINT NAME STATE OF FLORIDA, COUNTY OF�� <�k\\\4 DATE THE FOREGOING INSTRUMENT WAS SIGNED BEFORE ME THIS DAY OF BY WHO IS PERSONALLY KNOWN, OR HAS PRODUCED AS ID;ENTIFICATION. L LEI tit .01166map (STAMP) SI NA,'I'URE OF NOTARY PUBLIC PRINT NAME OF NiDTjjRV P C SLCPDS: 12/16/2013 LAURA R. CUBBEDGE Commission # EE 209915 Ex Tres October 21, 2016 �' 4� BWW D. Troy Fain lmumnca 890 38 r` 7019 PERMIT # ISSUE DATE • , 4�) PLANNING & DEVELOPMENT SERVICES Building & Code Compliance Division a BUILDING PERMIT =O SUB -CONTRACTOR AGREEMENT St. Lucie County Contractor Certification Number: 2 6 g o l State of Florida Certification Number (If applicable): CFC 1 4 2 8 4 5 8 Lindquist Plumbing have agreed to be the (Company Name/Individual Name) Plumbing Sub -contractor forWynne Development Corp. (Type of Trade) (Primary Contractor) For the project located at <21 lz� kl_� 01 (Project Street Address or Property Tax ID #) It is understood that, if there is any change of status regarding our participation with the above mentioned project, I will immediately advise the Building and Zoning Department of St. Lucie County by filing a Change of Sub -contractor notice. (Form: SLCCDV (No. 004-00) BUSINESS QUALIFIER (Name of the Individual shown on the Contractor's License) 1T0T I,=L,ED S3-1G..N_AT _U:1 J S ARIE RiEQUITtEi' Business Name: Lindquist Plumbi Address: City/State/Zip: Phone: 3185 Sneed Rd NEFAFNAWA .�. SIGNATURE PRINT NAME DATE STATE OF FLORIDA, COUNTY OF J i - J,-. C, 6- THE FOREGOING INSTRUMENT WAS SIGNED BEFORE ME THIS DAY OF A4 -os7 , 20_zy BY bJ q-b E l_ 4 S E WHO IS PERSONALLY KNOWN le<� OR HAS PRODUCED AS IDENTIFICATION. Li�� X3aw_J� J/cf4OT'W V 14/'! to /cJ/�AS'e'(ni (STAMP) SIGNATURE NOTARY PUBLIC PRINT NAME OF NOTARY PUBLIC SLCPDS: 12/16/2013 •�4`,r'ri�a, DOROTHY ANN BASKIN Notary Public - State of Florida • c My Comm. Expires Oct 2, 2016 Commission # FF 015226 ���0� t•• Bonded Through National Notary Assn. PERMIT # ISSUE DATE >w wT s PLANNING & DEVELOPMENT SERVICES Building & Code Compliance Division u BUILDING PERMIT SUB -CONTRACTOR AGREEMENT St. Lucie County Contractor Certification Number: 8288 State of Florida Certification Number (If applicable): CAC 0 2 4 3 7 9 Comfort Control of St. Lucie County, Inc. (Company Name/Individual Name) air conditioning (Type of Trade) For the project located at have agreed to be the Sub -contractor for Wynne Development Corp. (Primary Contractor) (Project Street Address or Property Tax ID #) It is understood that, if there is any change of status regarding our participation with the above mentioned project, I will immediately advise the Building and Zoning Department of St. Lucie County by filing a Change of Sub -contractor notice. (Form: SLCCDV (No. 004-00) BUSINESS QUALIFIER (Name of the Individual shown on the Contractor's License) NOTARIZED SIGNATURES ARE REQUIRED Business Name: Comfort Control of St. Lucie County, Inc. Address: 1 rini m 1 t-more St- City/State/Zip: Port St. Lucie, FL. 34983 email: Barry Zimmerman PRINT NAME DATE S; c"E THE FOREGOING INSTRUMENT WAS SIGNED BEFORE ME THIS J DAY OF /4-u 6-(1 S j , 20/-Y BY d /;-xR y Z, 1)7 ✓n gR /,Pt A-,j WHO IS PERSONALLY KNOWN ✓ OR HAS PRODUCED AS IDENTIFICATION. �1 (STAMP) Io 20`7 M y f�N,y &ASk<�J SIGNATURE 0040TARY PUBLIC PRINT NAME OF NOTARY PUBLIC SLCPDS: 12/16/2013 ,It"PA PG•, DOROTHY ANN BASKIN ==t+ #`�= Notary Public - State of Florida •_ My Comm. Expires Oct 2, 2016 ��ol; ,op°�' Commission # FF 015226 Bonded Through National Notary Assn. 01/24/2014 09:44 77287 ` `56 WYNNE BUILDI"'-,,70RP PAGE 02/02 PLANNING & DEVELUPIVXEN'T SERVICES vii a Building & Code Compliance Division BUILDING PERMIT SUB -CONTRACTOR AGREEMENT St. Lucie County Contractor Certification Number: 194 State of Florida Certification Number (If applicable): $ Treasure Coast Roof in LLC have agreed to be the (Company Namerittdividual Nano) n Sub -contractor for to nne bevelo merit Carp goof i(Type of Trade) (Primary Omtrwtor) For the project located at Street Address or Property Tax ID It is understood that, if there is any change of status regarding our participation with the above mentioned project, I will immediately advise the Building and Zoning Department of St. Lucie County by filing a Change of Sub -contractor notice. (JFom: SLCCDv (No. 004-00) BUSINESS QUALIF EER (Name of ttae Individual shown on the Contractor's License) NOTARIZED SIGNATURES ARE REQUIRED BusinessNatne: Treasure Coast Roofing, LLC Address: i 81 6 Hi 1S2i., S city/Stato/Zip: payt St. Luc i e t FL 34984 Phone, (7 7 2) 3 4 3 — 8 3 0 8 email: Brian Maloney SIGNATU /PRINT NAAI, M DATE STATE OF FLORIDA, COUNTY OF v ,� wC�� THE FOREGOING INSTRUMENT WAS SIGNED BEFORE ME THIS �� DAY OF B WHO IS PERSONALLY KNOWN PROpT1C AS I1DE1NTIFICATION. cJ' 1�+� � (STAMP) SIGNATURE OF NOT Y FURLIC PRINK' NAiVIE OIr NOTARY PIUB SLCPDS: 12/16/20I3 zo�::k, ROBERTJ.BERQUIST * MY COMMISSION # DO 975578 EXPIRES: March 28, 2014 • �f��OFF���\oP BondedThru Budget Notary SeMoes ST. LUCIE COUNTY BUILDING & ZONING 2300 VIRGINIA AVENUE FORT PIERCE, FL 34982-5652 772-462-1553 FILLED LANDS AFFIDAVIT 1, the undersigned, am the owner of the following described property:�jC\� Part of 3414-501-1701-000/9; Section 26, Township 36s & Range 40E (Tax ID/Legal description/Address) .for which I have applied to St. Lucie County for a Final Development Peri-n-it. In accepting this Final Development Permit, BP Number , I acknowledge that as owner of the above described property, and in accordance with Section 7.04.01(D), St..Lucie County Land Development Code, 1 shall be responsible for assuring adequate drainage so that the immediate community WILL NOT be adversely affected. I further acknowledge that in granting this permit for the development of this property, St. Lucie County is neither obliged nor liable to provide for, or maintain in any form, adequate drainage off my property which will not adversely affect the immediate community. Matthew Lyle Wynne Property Owner Name Pro`erty_OwnerLLSlgna[ure n Date STATE OF FLO R'(DA, COUNTY OF St _ Lucie ACKNOWLEDGED BEFORE ME THIS DAY OF 'Aqu S." ST , 20Y BYMatthew Lyle Wynne WHO ISPERSONALLY KNOWN TOME ORWHO HAS PRODUCCD AS IDENTIFICATION. Lose�o� �� A SIGNATURE OF 90TARY TYPE OR PRINT NAME OF NOTARY (S CA L) NOTARY PUBLIC TITLE COMMISSION NUMBER r1o""u, PVA� DOROTHY ANN :Notary cNotary Public -StaidaMy Comm. Expires 016Commission # F6 �t�P��� Bonded Through Nationssn. C Tip C '1 t A%L-aAW KELLER, SCHLEICHER & MacWILLIAM ENGINEERING AND TESTING, INC. MARTIN (772) 337-7755 P.O. BOX 78-1377 SEBASTIAN, FL 32978-1377 SEBASTIAN (772) 589-0712 PALM BEACH (561) 845-7445 www.ksmengineering.net MELBOURNE (321) 768-8488 � (5693845-8876 LST. LUCIE (772) 229-9093 �t'C7K FAX (772) 589-6469 ASTM D 1557 and ASTM D 2922 DATE TESTED PERMIT # CONTRACTOR JOB LOCATION October 16, 2014 14080333 Wynne Development Corp. 8 Florida Way Spanish Lakes # 1 Port Saint Lucie, Florida JOB # : 141852-1 d/ES/jl ITEM TESTED Compacted Foundation Fill TEST LOCATION DEPTH * PEN DRY MAX. DRY PERCENT OF SAMPLE READ DENSITY PROCTOR VALUE COMPACTION 1. N.E. 0" - 12" 40 107.1 111.1 96.4 2. N.W. 36 108.1 1197.3 3. Center 40 106.5 if95.9 4. S.W. 30 107.7 96.9 5. S.E. 34 107.5 96.8 Soil Description: Brown Sand In Place Moisture: 7.6 Percent Optimum Moisture: 11.0 Percent Max. Dry Density: 111.1 P.C.F. @ Test Locations The Density & Penetrometer Readings Indicate the Degree of Compaction Meets Minimum Rggyj4jIqiii,i for Sta�,crindati!,�, Grade. 112.0 I I I I I w I I I I I I E I I I I I I i G 111.0 L..—.. ..—.. ..— .—. .._.. ..—.._ H I I I I I I T I I I I I P I I I I I 110.0 t—.._..�..—.—..+..—..+.. +.._.._ c F I I I I I • I I I I I I ' 109.0 _—.._... D I i—.._..T.._..T.._..T.._.. T.._.._ R I I I I I I Y I I I I I I 108.0-..—..� .._.. .._.. ..—.. .._.. .._..� 8 9 10 11 12 13. 14 No. 6 . Julie a -OF e Pre 4 Fax &' °�ainfie�unty Building Department F\\ax to: °�bTa� so y@ cP^nPf!1a\' E-mail to: dottsRanlshlakes.com onald G. Keller, P.E.: 37293 / SI Lic. No.: 860 Moisture - % of Dry Weight / Julie E. Keller, P.E.: 68366 -, rS I T&P CA IL t i L%1_;IAW KELLER, SCHLEICHER & MacWILLIAM ENGINEERING AND TESTING, INC. MARTIN (772) 337-7755 P.O. BOX 78-1377 SEBASTIAN FL 32978-1377 SEBASTIAN (772) 589-0712 PALM BEACH (561) 845-7445 www.ksmengineering.net MELBOURNE (321) 768-8488 FAX (561) 845-8876 E-jjj1ALK )QM%fiFjqfi ST. LUCIE (772) 229-9093 C.A.: 5693 FAX (772) 589-6469 ASTM D 1557 and ASTM D 2922 DATE TESTED October 13, 2014 JOB # : 141811-1d/ES/jl PERMIT # 14080337 CONTRACTOR Wynne Development Corp. JOB LOCATION 14100 Zorzal Avenue Spanish Lakes Fairways Fort Pierce, Florida ITEM TESTED Compacted Foundation Fill TEST LOCATION DEPTH *PEN DRY MAX. DRY PERCENT OF SAMPLE READ DENSITY PROCTOR VALUE COMPACTION 1. N.E. 0" - 12" 40 107.1 111.0 96.5 2. N.W. 36 108.6 97.8 3. Center 42 106.3 95.8 4. S.W. 40 107.5 96.8 5. S.E. 36 107.5 96.8 Soil Description: Light Brownish Gray Sand In Place Moisture: 7.0 Percent Optimum Moisture: 11.0 Percent Max. Dry Density: 111.0 P.C.F. @ Test Locations The Density & Penetrometer Readings Indicate the Degree of Compaction Meets . Minimum Rjc6q �ifigiijj, for Stao� ' r8at s h&, *Pen.�`t�il"i�rafural Grade. 112.0 I I I I I I w E I I I I I I I G 111.0 L..—.�.—..—�..—.. —..� ..—.�—..—�.—.._ H I I I I I I I T I I I I I I P 110.0..-4—.. I..—..4..—..j_.1 c F I I I I I Iti I R I I I I I I I Y I I I I I I I 108.0...... 8 9 10 11 12 13 14 15 R ctfo, Ily Submit10 • o Moisture - % of Dry Weight Ju�1 APpF • Pre �'•°�� ° ' �� Fax R bounty Building Department Fax to: E-mail to: dofty a�'3 9panish[akes.com Ronald G. Keller, P.E.: 37293 / SI Lic. No.: 860 / Julie E. Keller, P.E.: 68366 04/16/2015 09:37 772878765F_ WYNNE BUILDING COPP PAGE 02/03 Professional Insulators of South Florida FTC Insulation Installation Certiricate To: St Lucie Counf Date- April 9, 2015 Re' LotlBlock: Address: 8 Florida wa , Project: The undersi ed hereby certi#3es that ittsulaboa has been installed in the above described ro ert as follows.- L Exterior CBS walls have been insulated with: Thickness in inches: Spray -on Cellulose —Fiberglass Blankets .Manufacturer: Fi ]Foil Rock Fool Blankets Density: Alu'nanugn lr oil R-Value: R 4.1 a;..;., Ceilings (level) have been lasulated with: Thickness in inches: A0.25" Manuffacturer. Owens Density: A3-Valve: IR- 00 a_.elAugs (inaccessible) insulated with: TlkiCkoess in Pnches: 9.5" Manufacturer. Owe, Density: R-Value: R-30 Interior kneewails h Thickness in inches: Manufacturer: Density: R-Value: been insulated with: ss. uarage partition walls Of A/C living area have been insulated with: Thickness in inches: Manufacturer.- Owens 1) msity: R-Value: R_11 5. The following have been insulated: Competency # I Insulators of South k Insulations Contractor Cellulose L B1owa Aluminum ]Foal i-on Cellulose glass Blankets on Barrier glass Blown lose Loose Fill Cell SP F glass .Blankets glass Louse FiI Wool ;lass Blown -� ose Loose Fill Cell SPF ;lass Blankets '-on Cellulose Cell SFF ��e��aeaeaaa•P� ♦A 41 4 Wy r �i .. J . W �D�Yptl�� out op�dY,Vi.b RECEIVED APR 16 2015 10/17/2014 15:39 7725896469 KSM ENGINEERING _ PAGE 01/01 KELLER, SCHLEICHER & MaCWILLIAM ENGINEERING AND TESTING, INC. MARTIN (772) 337-7755 P.O. BOX 78-1377, SEBASTIAN FL, 32976^1377 SEBASTIAN (772) 589-0712 PALM BEACH (561) 845-7445 www.ksmengineering.net MELBOURNE (321) 768-8488 FAX (561) 845-8876 E-M -I• K @KSMENGINEERI�v ST. LUCIE (772) 229-9093 G.A.: 5693 S�fL MPACTION RE FAX (772) 589-6469 ASTM D 1657 and ASTM D 2922 DATE TESTED ; PERMIT # CONTRACTOR JOB LOCATION October 16, 2014 14080333 Wynne Development Corp. 8 Florida Way Spanish Lakes ## 1 Fort Saint Lucie, Florida JOB # : 141852-1d/ES/jl ITEM TESTED Compacted Foundation Fill TEST LOCATION DEPTH * PEN DRY MAX. DRY PERCENT OF SAMPLE READ DENSITY PROCTOR VALUE COMPACTION 1. N-E. 0" - 12" 40 107.1 111.1 96.4 2. N.W. PI36 108-1 1197.3 3. Center " 40 106-5 4195.9 4• S.W. 30 107.7 IF96.9 5. S- K 34 107.5 It96.8 Soil Description - Brown Sand In Place Moisture: 7.6 Percent Optimum Moisture: 11.0 Percent Max. Dry Density: 111.1 P.C.F. @ Test Locations The Density & Penetrometer Readings Indicate the Degree of Compaction Meets 'ectfully' S 4 N0. 6636 +I to Natural Grade. Building Department MaRECEIGE�0 WC`�?h 2014 It1'U6ity@spanishiakes.com Ronald G. Keller, P.E.; 37293 / SI Lio. No.: 860 / Julie E. Keller, P.E.: 68366 camax Plant: Begin Loading:J 4? Arrive Job: ---Start .-Unload: Unload: Leav e Job: Return Plant: F Customer Code: Customer Name: Project Code; Project Name: Ticket Date: Delivery Address: Delivery Instructions: Customer Job Number: Order Code I Date: Project P.O. Number: Order�P.O. Number.^ Map Page: Map/Row/Column: Dispatcher: Ticket Number: Due On Job: Slump: Number: Driver Number: Name:,. End Use: [Truck _Driver LOAD CUMULATIVE ORDERED MATERIAL CODE PRODUCTION DESCRIPTION UOM UNIT PRICE QUANTITY QUANTITY QUANTITY AMOUNT Cash Check # I Auth Code: Signature of Driver Receiving Cash: Check - I Cash Received: I Total COD Order Amount to Collect Without Standby Charges: , 2 -WATER ADDED: GAL 'YARDS IN DRUM: �! WHEN ADDED. SIGNATURE CURB LINE CROSSED AT OWNER'S/AGENT'S REQUEST: SIGNATURE 0 LOAD WAS. TESTED BY: Notice: Our drivers will make every effort to place materials where the customer designates, but the SPECIAL TERMS: Any water added is at customers own,rigk. lfwater is added on job, concrete strength Company assumes no responsibility for damages inside curb or property line. Customer agrees to the is no longer guaranteed. WARNING: Product may cause skin and/or eye irritation. CAUTION: Material terms of sale and delivery and accepts concrete as is. Due to important factors which are out of our may be hazardous to your safety, and health. / Please refer toihe backside of this ticket for important control after delivery, this Company will not accept any responsibility for the finished results. No credit for safety handling information,'andto the material,sqf!,ty 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 CUSTOMER This Delivery Ticket incorporates herein by reference Buyer's previously exectE,ted Credit Application, if any. Seller's Standard Tenns and Conditions, Seller's Quotation. if any, and Seller's Order Confirmatio (including limitations of warranties), as i17fu11y set forth on this Delivery Ticket ("Agreement"). Seller will provide the Standard ` ,rills and Conditions upon request. Buyer agrees that, unless otherwise noted on the front l ,reof, all. quantities and items were deli ered 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 imitation 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 r6leased. 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 Lessner, Suite 1900 V7 combined Houston, Texas 77024 02/12 For more information please visit www.cemextisa.com. Este ticket de entrega include como referencia al comprador (ya previarnente ejecutada en su aplicaci6n de cr6dito); cualquier termino est.andar, condiciones del vendedor, propuestas del vendedor y orden de confirmaci611 del vendedor (con limitaciones y garantias), comp ac.aerdo total del ticket de entrega ("Contrato"). El vendedor proveera los terminos estandares y condiciones detal- lados en caso de as( ser requeridos. Con este documento, el comprador acepta los .mismos ya antes mencionados y que .]as cantidades y materiales fueron entregados como se expresa en el mismo. Acepta pagar el monto de acuerdo al contrato; al menos que se identi- fique con una nota a] frente de este documento. AGREGADOS / CEMENTO / PRODUCTOS DE CONCRETO / CENIZAS VOLANTES Los productos de agregados son materiales naturales Como piedra caliza, dolomita, granito, roca volcanica, arena, grava y otros materiales silicios. Los productos de cemento incluyen Cemento de tipo Portland, de aibanileria, pozzolan (tipo IP), azulejo de azotea y estuco. Los 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 de 0.025% de silicio cristalino. Peligros: Mezela,de cemento fresco y/o cenizas volantes pueden causar irritaci6n en los ojos, quemaduras en piel y ojos,y reacciones alergicas en ]a pie]. Conereto 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 set ingeridos, mantenerse en temperatura calid'a, 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 toner, irritaci6n o quemaduras en la nariz, garganta y puhrrones. Acucl.ir inmediatamente al medico. El riesgo en la salud depende en ]a 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 las manos con jab6n suave y agua despuds del manejo de materiales. Evite inhalar auxilios• polvos. Si se expone a polvos mas de Jos limites recornendados, use protecci6n respiratoria. Primeros auxilios: En caso de contacto en los ojos, inmediatamente fluya agua en la parte afectada por 15 minutes. Si se inhala polvo, exp:>ngase a aire fresco. Si e] 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 combinado Houston, Texas 77024 02/12 Para mas informaci6n visita www.ceniexusa.coni. 56 8 3l3G5) Plant: Begin Loading: To Job: Arrive Job: Start Unload: Finish Unload: Leave Job: Return Plant: Customer Code: Customer Name: Project Code: Project Name: Ticket Date: Delivery Address: Delivery Instructions: Customer Job Number: Project P.O. Number: Order Code / Date: Order P.O. Number: Map Page: Map/Row/Column: Dispatcher: Ticket Number: Due On Job: Slump:'- Truck Number; Driver Driver Name: End Use: .:- Number: - LOAD CUMULATIVE ORDERED MATERIAL CODE PRODUCTION DESCRIPTION UOM UNIT PRICE AMOUNT QUANTITY QUANTITY QUANTITY r Cash Check # /Auth Code: Signature of Driver Receiving CashK t L I VE Q Nov 05 1014 Cash Received: . Total COD Order Amount to Collect Check Without Standby Charges: Charge Comments WATER ADDED: GAL YARDS IN DRUM: WHEN ADDED. CURB LINE CROSSED AT OWNER'S/AGENT'S REQUEST: ❑ LOAD WAS TESTED BY SIGNATURE SIGNATURE Notice: Our drivers will make every effort to place materials where the customer designates, but the SPECIAL TERMS: Any water added is at customers own risk. If water is added on job, concrete strength Company assumes no responsibility for damages inside curb or property line. Customer agrees to the is no longer guaranteed. WARNING: Product may cause skin and/or eye irritation. CAUTION: Material terms of sale and delivery and accepts concrete as is. Due to important factors which are out of our may be hazardous to your safety and health. Please refer to,.the backside of this ticket for important control after delivery, this Company will not accept any responsibility for the finished results. No credit for safety handling information, and-to,the material safety data sheets for additional information. returned concrete. Buyers exceptions and claims shall be deemed waived unless made to us in writing AUTHORIZED SIGNA'TURE:Y within one business day after the receipt of materials. 68UNIVERSAL ' t- CUSTOMER This Delivery Ticket incorporates heir ly reference Buyer's previously execute({ '--edit Application, if any, Seller's Standard Terms and. Conditions, Seller's Quotat if any, and. Seller's Order Confirmation ( uding 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 tlae 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 amrno- 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 como referencia al comprador (ya previamente, ejecutada en su aplicaci6n de credito); cualquier terrnino estandar, condiciones del vendedor, propuestas del vendedor y orden de confirmaci6n del vendedor (con limitaciones y garantfas), Como acuerdo total del ticket de entrega ("Contrato"). El vendedor proveera los t6rminos estandares y condiciones detal- lados en caso de asf ser requer.idos. Con este documento, el comprador acepta los mismos ya antes mencionados y que las cantidades y materiales fueron entregados como se expresa en el mistno. Acepta pagar el monto de acuerdo al Contrato al menos que se identi- fique con una nota al frente de este documento. AGREGADOS / CEMENTO / PRODUCTOS DE CONCRETO / CEN [ZAS VOLANTES Los productos de agregados son materiales naturales como piedra caliza, dolomita, granito, rota volcanica, arena, gravy y otros materiales silicios. Los productos de cemento incluyen Cemento de tipo Portland, de albanileria, pozzolan (tipo IP), azulejo de azotea y estuco. Los productos de concreto incluyen cemento Portland y productos de agregados como piedra caliza, dolomita, gran.ito, roca volcdn.ica, arena, Brava, y otros materiales silicios. Estos productos i.ncl.uyen cenizas volantes (fly ash) la cual puede contener mas de 0.025% de silicio cristalino. Peligros: Mezcla de cemento fresco y/o cenizas volantes pueden causar irritaci6n on los Ojos, quemaduras en piel y ojos, y reacciones alergicas en la piel. Concreto seco.y pplyo.de.ani:egados, pueden causarirritaci6n en los ojos, piel y/o en la zona respixatori.a. Po.lvo del manejoyerr�el-trittii•arm n 6, pulido, Corte y/o perforaci6n puede contener materiales silicos, los cual.es pueden causar silicosis pulmonar y cancer si sots inhalados. En caso de ser ingeridos, mantenerse en temperatura calida, reposar y tomar grandes cantidades de aqua. Las cenizas volantes pueden contener amoniaco. Seguridad• La hu.medad puede causar la liberaci6n del. amoniaco. La inhalaci6n del. amoniaco puede causar toner, i1ritaci6n o quemaduras en la nariz, garganta y pulmones. Acudir inmediatamente al .medico. El riesgo en la salud depende en la duraci611 y el nivel de la exposici6n. Seguridad: Evite el contacto con ojos y contacto prolongado con la piel. Use guantes, protecci.6n on los ojos y ropy Primeros adecuada Para protecci6n. Ldvese las manos con jab6n suave y agua despues del manejo de materiales. Evite inhalar auxilios' polvos. Si se expone a polvos rnas de los limites recomendados, use protecci6n respiratoria. Primeros auxilios: En caso de contacto on los ojos, imnediatamente fluya agua en la parte afectada por 15 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 inmediatamente si la irritaci6n continua. V7 combinado 02/ 12 CEMEX, Memorial Hermann Tower 929 Gessner, Suite 1900 Houston, Texas 77024 Para mas informacion visita www.cemexusa.com. Planning & Development Services '`' °"' ' i gj' °"' E ' _ •'i Building & Code Regulation Division • 2300 Virginia Ave Fort Pierce, FL 34982 -- - -- -° 772-462-2172 Fax 772-462-6443 CERTIFICATE OF TERMITE TREATMENT CONSTRUCTION SOIL TREATMENT PERMIT #: D� ' 73 3 JOB ADDRESS: BUILDEP,/CONTwklcT6-i.-e�rvc,,Y.a> > 011.. PEST CONTROL CONTRACTOR: - - -e PEST CONTROL LICENSE #: We, the undersigned, hereby certify that we have pretreated the above described construction for subterranean termites in ac7'7 ith the standards of the National Pest Control Association. L� Square feet if area treated: 5Z 0 Chemicals used: ��� 1►V�-2i Percentage of solution: @ 6 (' '�'- Total gallons used: 2 Date of Treatment: 3 )-3-15- Footing 1st Treatment Re -Treat _Driveway _1-"` Treatment -Treat Other k�® 1 Treatment Re -Treat Time of Treatment: Z Slab 1It Treatment Re -Treat Pools Is' Treatment Re -Treat Perimeter for nFnal Ins ction Signature of Extermyator Note: There must be a completed form for each required treatment or re -treatment and this form must be on the] Ob site to be picked up by the inspector at time of each inspectlon or the scheduled Inspecdon w111 fall and a -re -inspection fee charged. FBC104.2.6 Certificate of protective Tmatmentforprevention oftermites A weather reslstantjobsite posting board shall be provided to receive duplicate Treatment cerlifrcates as each required protPttive treatment is Completed, providing a copy far the person the permit is issued to and another copy for the bullding permit files The Treatment certificate shall provide the product used, Identity of the applicator, time and date of the treatment, site location, area treated, chemical used, percent concentration and number ofgallons used, to establish a verifiable rectum' of protective treatment. If the soil chemical barrier method for termite prevention is used, final exterior treatment shall be completed prior tofinal bullding 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. RECEIVED MAR 1.8 2015 01 / 02/ 2015 14: 32 772878"r 715 09/113/2M Y5:"29 7728 :i56 WYNNE BUILDING WYNNE BUILDING W� `P PAGE 03/07 PAGE 92/93 00.3 Lt1_ .-I.- St. Lucie Cowty Building & zouig Department 2300 Vir6ula Ave Ue Font Pierre, FL 34982 772.462.2165 FaX 772-46Yr6443 Request for 30-lay TemporarY Power Releme )pate: Permit Number; Property Address: THE UNDERSIGNED H E)R>EBY REQUEST RELEASE OF ELECTRICAL r POWER TO THE ABOVE DESCRIDIE ? PROFF'R`l Y, FOP, A, PERX' OD NOT TO EXICE D THIRTY (30) DAYS, POR THE PURPOSE OF TMTING SYSTEMS AND EQUOMENT IN PREPARATION FOR FINAL INSIPF,CTION. IN CONSEDERATION OF A ROYAL OF TM REQUEST WE HEREBY ACIKNOWLEDGE AND ACRES AS FOLLOWS: 1. This teniperary power release 19 requested for the above stated purpose only, vid-there.will be Eko aCCupancy Of My I YPt, OthErIbSO plat Fer7at U96 by cunstructian during this time period. 2_ .A,s'wituess by oar siguatures, we hemby SUM to abide by al1 term and eonditionu of this apvnment, iaacladiog liuilding Division Policy, wblcl% is iuncorporaw bexein by reftx enee. 3. M1 condidoaxs and xecit irements 09ted in the Sttathed document eaatitted "Regatirements for 30 Day Power for Testing"- have been fulfl led and the prenim is ready for compuanee inspastloai. 4. All requests Pox an extetnsion licyond 30 daps must be Mae in wxitwg to the Bldiding Official staling the relson for the ftquest_ Power may bw mmoved from the sibs AWur a Stop dVvTk Order issued ff the p anal b9pection has not been approved within; 30 days. A fee of $100.00 well be required -to lift the 5tup Work Order_ EVE JUREBY RELEASE AND AGREE TO HOLD HARMLESS, ST. LUCM�C�1� O�1Rd�`�.4,'�`Y,qAND, ANp� THEIR EMPLOYE3ES ROM ALL X.I 3M1T1XS AND CLA�.'k S OOFANY A �+n,C 8 OF NATURE WHICH MAY ARK&E NOW OR IN THE �1P"�Cq T OUT Q)�p'�THIS I. SACTION, INCUDING ANY DAMAGE WRICI•I 'Y BEINCURRTO DUE O ' 9P, )DJSC0fkMC ION OF ELECTRICAL BOWER IN TM EVENT OF VIOLATION OF THLS AGREEMENT- >r '\vl; TURE DATE RECEIVED JAN 02 2014 - Termite Inspection - Termite Pretreatment - Pest Control • Rodent Service - Fire Ant Lawn Service Whitefly Treatment 5 Christ is or Evict-A-8ug p Termite & Pest Control, Inc. -'72-323-792'1---, Toll Free: 1-877-365-9990 Fax: 772-340-5990 Email: Evictabug@gmail.com 2373 SW Woodridge St. ® Licensed & Insured. L'c. JB15775 V Port St. Lucie, FL 34953 Notice of Preventative Treatment for Termites (as required by Florida Building Code (FBC) 104.26 and Broward County Chapter FBC 105.2.2) PEST PREVENTION I FIRE ANT SERVICE I TERMITE SERVICE I RODENT EXCLUSION & REMOVAL I WHITEFLY TREATMENT DATE OF SERVICE TIME J DEVELOPMENT NAME (PROJECT) CONTRACTOR'S NAME CONTACT PERSON L` ti I rye`i $ c A", Iwf �e } STRUCTURE ADDRESS (LOT/BLOCK) I CITY, STATE, ZIP CODE COUNTY ;NOTES 333 , rk''�J�r�(k z1q Z ncnna�nronn�n ❑ FLOATING ❑ MONOLITHIC ❑ CUTOUTS ❑ FOOTER ❑ TAMP & TREAT b TREAT ONLY PRODUCTS r 1❑ BASELINE ❑ OTHER ACTIVE INGREDIENT CONCENTRATION El .06% ❑ .12% SQUARE FOOTAGE _ .n PATIO ❑ GARAGE -121rDRIVEWAY ❑ STEM WALUFOOTERS ❑ FRONT ENTRY ❑ RETREAT ❑ BORA CARE TREATMENT ❑ PLUMBING CUTOUTS 'FINAL ❑ POOL DECK ❑ OTHER ❑ ADDITION ❑ DOMINION 2LACTIVE INGREDIENT ❑'BIFENTHRIN ❑ TERMIDOR SC ❑ BORACARE v '' ❑ DISODIUM OCTABORATE TETRAHYDRATE ❑ .25% ❑ .05% ❑ 23% ❑ 9% ❑ OTHER GALLONS APPLIED ! LINEAR FOOTAGE SQUARE FOOTAGE VERIFIED 'YES ❑ NO 0 MEASURED OR VERIFIED PER PLANS JOB READY CONDITIONS MET '.ONES ❑ NO DETAILS /,j RECEIVED MAR 17 1015 As per 104.2.6 FBC - If soil chemical barrier method for termite prevention is used. Final exterior treatment shall be completed prior to final building approval Certificate of Compliance: The building has received a complete treatment for the prevention of subterranean termites. Treatment is in accordance with rules and laws established by the Florida Department of Agriculture and Consumer Services. (Per the Florida Building Code.) If this notice is for the final exterior treatment, initial and date this line ) FINAL STICKER ❑ ELECTRICAL PANEL ❑ WATER HEATER x OTHER 1.,A LZ, Payment Terms: Payment due at time of service. Date Date Applicator: (EvictA Bug Termite and Pest Control, Inc.) + Customer (Property Owner or Agent) ®. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. Mli'ek® < RE: m11324 - 70' Carlton Elev D MiTek USA, Inc. Site Information: 6904 Parke East Blvd. Customer Info: WYNNE BUILDING CORPORATIN Project Name: m11324 Model: Tampa, FL33610 4115 Lot/Block- Subdivision: Address: City: ST LUCIE State: FL Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: License #: Address: City: State: General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2010/TP12007 Design Program: MiTek 20/20 7.3 Wind Code: ASCE 7-10 [All HeighII Wind Speed: 165 mph Roof Load: 32.0 psf Floor Load: N/A psf This package includes 26 individual, dated Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61 G15-31.003 section 5 of the Florida Board of Professional Engineers Rules. No. Seal# Truss Name I Date I No. Seal# Truss Name lh14 I1 T6391319 Al 6/30/014 18 T6391336 JA 12 I T6391320 I A2 16/30/014 119 I T6391337 I J B 16/30/014 J 13 I T6391321 I A3 1.6/30/014 120 I T6391338 I JC 16/30/014 J 14 I T6391322 I A4 16/30/014 121 116391339 I KJ5 16/30/014] 15 I T6391323 I A5 16/30/014 122 I T6391340 I KJ7 16/30/014 I 16 I T6391324 I A6 16/30/014 123 I T6391341 I KJA 16/30/014 I 17 I T6391325 I A7 16/30/014 124 I T6391342 I KJ B 16/30/014 I I8 I T6391326 I A 16/30/014 125 I T6391343 I MV2 16/30/014 I 19 I T6391327 I B 16/30/014 126 I T6391344 I MV4 16/30/014 I 110 I T6391328 I BH7 16/30/014 I I I I I11 IT6391329 16RA 16/30/0141 112 IT6391330 IGRB 16/30/014I 113 1T6391331 IGRC 16/30/014I 114 I T6391332 I J 1 16/30/014 115 I T6391333 I J3 16/30/014 1 116 I T6391334 I J5 16/30/014 117 I T6391335 I J7 16/30/014 The truss drawing(s) referenced above have been prepared by MiTek Industries, Inc. under my direct supervision based on the parameters provided by Chambers Truss. Truss Design Engineer's Name: Velez, Joaquin My license renewal date for the state of Florida is February 28, 2015. IMPORTANT NOTE: Truss Engineer's responsibility is solely for design of individual trusses based upon design parameters shown on referenced truss drawings. Parameters have not been verified as appropriate for any use. Any location identification specified is for file reference only and has not been used in preparing design. Suitability of truss designs for any particular building is the responsibility of the building designer, not the Truss Engineer, per ANSI/TPI-1, Chapter 2. %`%�``,QU 1 Npl: uVF'eeee 68182 STATE OF .' �/Z '.0,n' ,o P, �: 'iee�'•• 0 R 1 FL Cert. 6634 June 30,2014 . Velez, Joaquin 1 of 1 Job Truss Truss Type Qty Ply Elev DT6391319 L'Cadton ml 1324 At SPECIAL 9 1b Reference o- do al cnamners I russ Inc., Fon fierce Ft. 34982 7.350 s Sep 27 2012 MiTek Industries, Inc. Mon Jun 30 11:19:13 2014 Page 1 I D:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-o??4rUlygIC51 OG7Ae6yGTZ6tLGiHkGGdQn6QAr17GC 1-0 7-8-0 13-7-8 17-0-0 23-11-12 26-9-10 35-0-0 -0 -0-0 7-8-0 5-11-8 3-10-8 65-12 2-9-14 B-2-6 -0-0 4.00 12 5x6 = Scale = 1:60.3 4x4 = '" " 4x8 = 2x3 11 5x12 = 2.00 12 i 7-8-0 13-7-8 23-11-12 35-0-0 5-11-8 10-4-4 11-0.4 Plate Offsets (X.Y): [2:0-3-14.Edge], 1_8:0-3-0.Edoe] [10:0-5-2 Edge] LOADING (psf) SPACING 2-D-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 0.48 Horz(TL) 0.39 10 n/a n/a BCDL 5.0 Code FBC2010/TPI2007 (Matrix) Weight: 158 lb FT = O% LUMBER BRACING TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-2-0 cc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 4-0-1 cc bracing. WEBS 2x4 SP No.3 *Except* WEBS 1 Row at midpt 6-12 6-12: 2x4 SP M 30 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer [Installation guide. REACTIONS (lb/size) 2=102110-8-0 (min. 0-1-8), 1 0=1 023/0-8-0 (min. 0-1-8) Max Horz 2=224(LC 7) Max Uplift 2=837(LC 8), 10=837(LC 8) Max Grav 2=1171(LC 2), 10=1171(LC 2) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=2741/1788, 3-4=-2154/1460, 4-5=2097/1474, 5-6=-2129/1562, 6-7=4406/2927, 7-8=4337/2831, 8-9=-4384/2824, 9-10=-4785/3126 BOT CHORD 2-14=1582/2548, 13-14=-1582/2548, 13-15=-1023/1828, 15-16=-1018/1832, 12-16=-1017/1840, 10-12=-2876/4512 WEBS 3-13=631/465, 5-13=-271/242, 6-13=-269/469, 6-12=-1740/2753, 7-12=-258/249, 9-12=388/377 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=45ft; L=50ft; eave=6ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) 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 = 5.0psf. 6) Bearing at joint(s) 10 considers parallel to grain value using ANSIITPI 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 ,���PpU 1 N IIVFC ♦♦♦♦ i N ' 68182 T F i0�' /111111 FL Cert. 6634 June 30,2014 ®WARMNG -Waft design Parememrs and READ R07FS ON 7MSAM INaUDED M17EKREFEREACE PAGE NII-7473 rea 1/2912010BfFOMUSE 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 parametersand proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity of the MiTek' erector: Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding 1 fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Cdteda, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Informatlon va able from Truss Plate Institute, 781 N. Lee Street, Suite 312. Alexandria, VA 2314. Tampa, FL 33610-4115 li Southern Pine�SP� lumber is specified, the design values are those effettive Ofif 01%2013 byALSC Job Truss Truss Type Qty Ply Elev D �70'Cadton T6391320 m11324 A2 SPECIAL 1 1 Job Reference o do al Chambers Truss Inc., Fort Pierce Fl. 34982 7.350 s Sep 27 2012 MiTek Industries, Inc. Mon Jun 30 11:19:13 2014 Page 1 ID:_kfiGCA6bx7j2Sy1 HDXFw7ye3KK-o??4rUlygIC51 OG7Ae8yGTZ6sLFIHgkGdQn6QAz17GC 1-0 7-8-0 13-7-8 17-0-0 18-023-11-12 26-9-10 35-0-0 6-0 o 7-8-0 5-11-8 3-4-B -0-0 5-11-12 2-9-14 8-2-0 -0-0 Scale = 1:62.3 4.00 12 4x4 % 4x5 4x4 = 17 16 3x4 = 4x8 2x3 II 6x12 = 3x5 = 2.00 12 7-8-0 13-7-8 17-0-0 18-0 z3-11-12 35-0-0 7-8-0 5-11-8 3-4-B -0-0 5-11-12 11-0-4 Plate Offsets (X.Y): 12:0-3-14.Edgel. I9:0-3-0 Edgy It 1:0-5-2.Edgej LOADING (psf) SPACING 2-D-0 CSI DEFL in (loc) Vdefl Lid PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.86 Vert(LL) 0.76 13 >540 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.86 Vert(TL) -1.19 11-13 >347 240 MT18HS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.70 Horz(TL) 0.42 11 n/a n/a BCDL 5.0 Code FBC2010/TPI2007 (Matrix) Weight: 168 lb FT = O% LUMBER BRACING TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 4-0-9 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 guide. REACTIONS (lb/size) 2=98610-8-0 (min. 0-1-8), 11=986/0-8-0 (min. 0-1-8) Max Horz 2=218(LC 7) Max Uplift 2=837(LC 8), 11=837(LC 8) Max Grav 2=1171(LC 2), 11=1171(LC 2) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2746/1787, 3-4=-2132/1457, 4-5=-2075/1471, 5-6=1998/1418, 6-7=-1880/1381, 7-8=-2019/1397,8-9=-4321/2829,9-10=-4369/2821,10-11=4778/3131 BOT CHORD 2-17=-1580/2533, 16-17=-1580/2533, 15-16=-117412004, 14-15=-101311855, 13-14=-2504/4176, 11-13=-2882/4503 WEBS 3-16=-675/465, 5-15=-287/192, 6-15=-379/503, 7-14=-242/437, 8-14=-2499/1605, 8-13=-955/1626, 10-13=-413/387 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=45ft; L=50ft; eave=61t; 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) 11 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 837 lb uplift at joint 2 and 837 lb uplift at joint 11. 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard FL Cert. 6634 June 30,2014 A WARNING -Verify design parame M. and READ M17ES oN 7HISAAO rAC1rDED MITEKREFEREAtE PAGE Mr7-7473.c 112912016WaAELIM 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 bracidg, consult ANSI/TP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information va' able from Truss Plate Institute, 781 N. Lee Street. Suite 312. Alexandria, VA 2314. Tampa, FL 33610.4115 1f Sauthem Piine7SP� lumber is specified, the design values are these effective 06 101f2013 byALSO Job Truss Truss Type Qty Ply Elev DT639132ml E'Cadton 1324 A3 SPECIAL 1 1b P.frence foptionall "'����_�_ ��• ��_��_ �i. � rorrc t..= s Jep ZT Zu1Z Mi I eK inausineS, Inc. Mon Jun 3u 11:19:14 ZU14 Fags 1 ID:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-GBZS3gJabbKyfYrJkMfBoh5JAIbeO3nQr4Wgzdzl7GB 1-0 8-0-1 15-0-0 20-0-0 23-11-12 26-9-10 35-M -0 11 8-0-1 6-11-15 5-0-0 3-11-12 2-9-14 8-2-6 -0-0 Scale = 1:62.3 4.00 12 4x5 % 4x4 4x4 = 15 4x8 = 2x3 11 5x6 — 2.00 12 8-0-1 13-7-8 20-0-0 23-11-12 35-0-0 8-0-1 5-7-7 6-4-8 3-11-12 11-0-4 Plate Offsets IX.YI: 12:0-3-14.Edge1, 19:0-3-0 Edael. 110:0-5-2 Edge) LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.76 Vert(LL) 0.68 12 >605 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.85 Vert(TL) -1.14 10-12 >363 240. BCLL 0.0 ' Rep Stress Incr YES WB 0.97 Horz(TL) 0.38 10 n/a n/a BCDL 5.0 Code FBC2010/TP12007 (Matrix) Weight: 159 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), 10=986/0-8-0 (min. 0-1-8) Max Harz 2=194(LC 7) Max Uplift 2=837(LC 8). 10=-837(LC 8) Max Grav 2=1171(LC 2), 10=1171(LC 2) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2729/1771, 3-4=-2607/1786, 4-5=2104/1448, 5-6=-2324/1632, 6-7=2452/1671, 7-8=4324/2787, 8-9=-4610/3102, 9-10=4723/3088 BOTCHORD 2-15=1575/2516, 14-15=-1576/2516, 13-14=-112811961, 12-13=-2458/4129, 10-12=-2848/4446 WEBS 4-14=-718/514, 5-13=-272/588, 6-13=-306/516, 7-13=-2100/1327, 7-12=-939/1576, 8-12=-412/397 Structural wood sheathing directly applied or 2-2-0 oc purlins Rigid ceiling directly applied or 4-1-13 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=45ft; L=50ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) The solid section of the plate is required to be placed over the splice line at joint(s) 12. 5) Plate(s) at joint(s) 12 checked for a plus or minus 2 degree rotation about its center. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7).• This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Bearing at joint(s) 10 considers parallel to grain value using ANSIITPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 837 lb uplift at joint 2 and 837 lb uplift at joint 10. 10) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard FL Cert. 6634 June 30,2014 ®WARNING-Vedfrderignp...eters and READ M1OTESON 7HISAND INaUDED HrTEKREFEREhCE PAGE NII-7473 rev. l/39120 4BEFOREUSE Design valid for use only with M1ek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity of the A ��ek• erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding � V� fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information va'uuable from Truss Plate Institute, 781 N. Lee Street, Suite 312. Alexandria, VA 2314. Tampa, FL 33610-4115 ifSnuthem Pine (SPJ lumber isspecified, the design values are those effective 06/201/2013 byALSC Job Truss Truss Type Qty arlton Elev D T�TrJlgb T6391322 m11324 A4 SPECIAL 1 Reference (ontional) Chambers Truss inc., Fort Pierce H..34982 7.350 s Sep 27 2012 MiTek Industries, Inc. Mon Jun 30 11:19:16 2014 Page 1 ID:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-kO7gGAJCMvSpHhQVI3AQLueRe9xolVVIZ4kGDV3z17GA 1-0 7-6-0 13-0-0 22-0-0 23-11-12 26-9-10 35-0-0 -0 -0-0 7-8-0 5-4-0 9-0-0 1-11-12 2-9-14 8-2-6 -0-0 5x10 4.00 12 5x6 = 3x6 5 6 4x4 = 13 ,� �.�� �„��� — 4x8 = 2x3 I 5x12 = 2.00 12 7-8-0 13-7-8 22-M 23-11-12 35-0-0 7-8-0 5-11-8 8-4-8 1-11-12 11-0-4 LOADING (psf) SPACING 2-0-0 CSI TCLL 20.0 Plates Increase 1.25 TC 0.85 TCDL 7.0 . Lumber Increase 1.25 BC 0.86 BCLL 0.0 Rep Stress Incr YES WB 0.99 BCDL 5.0 Code FBC2010/TPI2007 (Matrix) LUMBER TOP CHORD 2x4 SP M 30 *Except` 4-5: 2x4 SP M 31 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 REACTIONS (lb/size) 2=986/0-8-0 (min. 0-1-8), 8=986/0-8-0 (min. 0-1-8) Max Horz 2=170(LC 7) Max Uplift 2=837(LC 8), 8=-837(LC 8) Max Grav 2=1171(LC 2), 8=1171(LC 2) DEFL in (loc) f/defl L/d Vert(LL) 0.70 10 >590 360 Vert(TL) -1.14 8-10 >362. 240 Horz(TL) 0.38 8 n/a n/a Scale = 1:61.3 IQ V O PLATES GRIP MT20 244/190 MT18HS 244/190 Weight: 157 lb FT = 0% BRACING TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 4-1-3 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2732/1777, 3-4=-2167/1493, 4-5=3002/2033, 5-6=-3106/2070, 6-7=-4297/2756, 7-8=-4794/3146 BOT CHORD 2-13=-1570/2517, 12-13=-1570/2517, 11-12=-1195/2039, 10-11=2412/4080, 8-10=2897/4519 WEBS 3-12=626/420, 4-11=-616/1112, 5-11=-266/557, 6-11=-1556/940, 6-10=-980/1602, 7-10=-527/494 NOTES 1) Unbalanced roof live loads have been considered for this.design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=45ft; L=50ft; eave=6ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 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 �PQU 1 N IIV `-` �oG.ENSF.. ice' * : N 68182 �-0: 3 T OF :�� ice♦ •,.<` `OQ.,:\=`�� /111111111� FL Cert. 6634 June 30,2014 ®WARNING -Verily design yaramemrs and READ ROTES GN MIS AND IAUUDED NITEKREFEREhCE PAGE NII-7473 . a 1/2912014BEFOREZ 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 respohsibillity 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 Inlormation va' able from Truss Plate Institute, 781 N. Lee Street, Suite 312. Alexandria, VA 2314. Tampa, FL 33610.4115 IfSnuthelnpin Iumberisspecifted,thedesienvaluesaret:heseeffective06101f2013tryALSC Job Truss Truss Type Qty Ply Elev DT6391323 L'Carlton m11324 A5 SPECIAL 11b Reference o tional ioers Truss inc., Fort Herce H. 34982 7.360 s Sep 27 2012 MiTek Industries, Inc. Mon Jun 30 11:19:16 2014 Page 1 I D:_kfiGCA6bx7j2Sy1 HDXFw7ye3KK-kO7gGAJCMvSpHhQV13AQLueQp9x9lavZ4kGDV3z17GA 10 7-10-13 11-0-0 17-11-10 24-0-0 26.8-1 35-0-0 -0 -0-0 7-10-13 3-1-3 6-11-10 6-" 2-8-1 8-3-15 -0-0 4.00 12 5x10 3x4 = 4 13 5 4x5 14 6 1� Scale = 1:61.3 11 4xo — 3x4 = 5x6 = 2.00 12 i 11-0-0 13-71 23-11-12 35-0-0 ' 11-0-0 ` 2-7A 10-4-4 11-0-4 LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 7.0 Lumber Increase 1.25 BOLL 0.0 `. Rep Stress Incr YES BCDL 5.0 Code FBC2010/TPI2007 LUMBER TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 CSI DEFL in (loc) Udefl L/d TC 0.90 Vert(LL) 0.74 10 >555 360 BC 0.83 Vert(TL) -1.21 10-11 >341 .240 WB 0.72 Horz(TL) 0.39 8 n/a n/a (Matrix) REACTIONS (lb/size) 2=986/0-8-0. (min. 0-1-8), 8=986/0-8-0 (min. 0-1-8) Max Horz 2=146(LC 7) Max Uplift 2=-837(LC 8), 8=-837(LC 8) Max Grav 2=1171(LC 2), 8=1171(LC 2) PLATES GRIP MT20 244/190 MT18HS 244/190 Weight: 151 lb FT = 0% BRACING TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 3-11-14 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=2691/1791, 3-4=-2368/1605, 4-13=-2371/1648, 5-13=-2370/1648, 5-14=-4103/2666, 6-14=-4103/2666, 6-7= 4353/2795, 7-8=-4790/3131 BOT CHORD 2-12=-1581/2480, 11-12=-1307/2219, 10-11=204113253, 8-10=-2881/4516 WEBS 3-12=-400/355, 4-12=-171/351, 4-11=-1811348, 5-11=-1096/784,5-10=-444/964, 6-10=748/1211, 7-10=466/436 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=45ft; L=50ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 8 considers parallel to -grain value using ANSI1TPI 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 %IVARNIHG -Verify design parameters and HEAD MTES ON THISAW INaUDED MfIFKREFERENCE PAGE MII-7473 re. 1129/IOMBERMuSE Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPIT Quality Criteria, DSB-89 and BCSI Building Component Safety Information va' able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 222314. 1fSouthernPine�SP I Limber isspeciTed,thedesign values are those effective 0610112013IsyALSC m 0 FL Cert. 6634 June 30,2014 MiTek' 6904 Parke East Blvd. Tampa, FL 33610-4115 Job Truss Truss Type Qty Ply Elev D m11324 A6 HIP .1 1 �70'Cadton T6391324 ob Reference o do al h.. i Fi— Fi. 34G82 7.350 s Sep 27 2012 MiTek Industries, Inc. Mon Jun 30.11:19:16 2014 Page 1 ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-CagCU WKg6DaguRisnhfu6BCMZJKU8YiJO?ml Vz17G9 1-0 9-0-0 1310 20-2-13 26-M 35-0-0 6-0 -0-0 9-0-0 4-e-0 6.6-13 5-9-3 9-0-0 -0-0 4.00 12 5x10 2x3 II 4x6 = 2x3 II 5x10 - 3 16 17 4 5 6 18 19 7 Scale = 1:60.3 4x4 = 15 14 13 12 11 10 4x4 = 2x3 II 4XB _ 3x4 = 3x4 = 3x6 _ 2x3 II 9-0-0 13-8-0 20-2-13 26-0-0 35-0-0 9-0-0 4-6-0 6-0-13 5-9-3 9-0-0 Plate Offsets (X Y): r2:0-3-10 Edge] r3.0-5-0 0-2-0] [5.0-3-0 Edgy [7.0-5-0 0-2-01. 1870-3-14 Edge] LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.85 Vert(LL) 0.68 10-12 >373 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.71 Vert(TL) -0.91 10-12 >278 240 BCLL 0.0 Rep Stress Incr YES WB 0.32 Horz(TL) 0.11 8 n/a n/a BCDL 5.0 Code FBC2010/TPl2007 (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=823/0-8-0 (min. 0-1-8), 13=267/0-8-0 (min. 0-1-8), 8=882/0-8-0 (min. 0-1-8) Max Harz 2=121(LC 6) Max Uplift 2=-712(LC 8), 13=205(LC 8), 8=-757(LC 8) Max Grant 2=977(LC 2), 13=351(LC 19), 8=1048(LC 2) FORCES (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2024/1307, 3-16=2314/1627, 16-17=-2314/1627, 4-17=-2314/1627, 4-5=-2314/1627, 5-6=-2314/1627, 6-18=-2314/1627, 18-19=-2314/1627, 7-19=-2314/1627, 7-8=-2288/1477 BOT CHORD 2-15=1106/1837, 14-15=-1103/1838, 13-14=1.10311838, 12-13=-1427/2314, 11-12=-1269/2096, 10-11=1269/2096, 8-10=1268/2087 WEBS 3-13=-387/829, 4-13=-462/352, 6-12=-254/217, 7-12=-179/405, 7-10=-20/296 Structural wood sheathing directly applied. Rigid ceiling directly applied or 5-9-3 oc bracing MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=45ft; L=50ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) The solid section of the plate is required to be placed over the splice line at joint(s) 11. 5) Plate(s) at joint(s) 11 checked for a plus or minus 5 degree rotation about its center. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) • This truss has been designed for. a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by-2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 712 lb uplift at joint 2, 205 lb uplift at joint 13 and 757 lb uplift at joint 8. 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard JL WARNING -Verify design Parameo . and READ No 7ES CN 7NISAN0 ZAICLUDED MITEKRE£EREMF PAGE M I-7473 rec 1/29�ZDIBOFFDAEUSE Design valid for use only with MiTek connectors. This design is based only upon parameters shown. and Is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2,2314. ifSau2hern pine (SP lumherisspecdied, the. design values are these effective06/01(2013byALSG ♦�```,Qv I N IIVF ... N 68182 1111111 FL Cert. 6634 June 30,2014 MiTek' 6904 Parke East Blvd. Tampa, FL 33610-4115 Job rt Truss Truss Type Elev Dm11324 A7 HIP 7Q.tyP71y70'Cadton T6391325 rna.nhers Truss Inc P' FI 34982 b Reference o do al c., o fierce 7.350 s Sep 27 2012 MiTek Industries, Inc. Mon Jun 30 11:19:16 2014 Page 1 ID:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-CagCUWKg6Dagur?isnhfu6BibZL9U5FiJO?m1 Vz17G9 1-0 7-0-0 14-0-9 20-11-7 28-0-0 35-0-0 -0 -0-0 7-0-0 7-0-9 - 6-10-13 71-9 7-M -0-0 4.00 12 4x6 3x4 = 4x6 = 3xB = 4x6 Scale = 1:60.3 4X4 = 10 14 13 12 11 10 4x4 = 3x4 = 5x6 WB _ 3x4 = 2x3 11 5x6 WB _ 3x4 = 77-0-0-0-0 14-0-9 20-1 % 28-M 35-M 7-0-9 6-10-13 7-0-9 7-0-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TIC 0.45 Vert(LL) 0.64 12-13 >646 360 MT20 244/190 TCDL 7.0 Lumber Increase . 1.25 BC 0.59 Vert(TL) -0.88 12-13 >467 240 . BCLL 0.0 Rep Stress Incr YES WB 0.46 Horz(TL) . 0.18 8 n/a n/a BCDL 5.0 Code FBC2010/TPI2007 (Matrix) Weight: 154 lb FT = 0% LUMBER TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS (lb/size) 2=98610-8-0 (min. 0-1-8), 8=98610-8-0 (min. 0-1-8) Max Harz 2=97(LC 7) Max Uplift 2=837(LC 8), 8=-837(LC 8) Max Grav 2=1171(LC 2), 8=1171(LC 2) BRACING TOP CHORD Structural wood sheathing directly applied or 3-5-13 oc purlins. BOT CHORD Rigid ceiling directly applied or 4-8-0 oc bracing. WEBS 1 Row at midpt 4-15, 6-10 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation auide. FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2757/1784, 3-16=-2576/1756, 16-17=-2576/1756, 4-17=-2576/1756, 4-5=-3885/2640, 5-6=-3B85/2640, 6-18=2576/1755, 18-19=-2576/1755, 7-19=-2576/1755, 7-8=-2757/1784 BOT CHORD 2-15=-1577/2542, 14-15=-2478/3885, 13-14=-2478/3885, 12-13=-2479/3885, 11-12=-2479/3885, 10-11=-2479/3885, 8-10=-157712642 WEBS 3-15=2741563, 4-15=-1496/935, 6-1 0=1 496/936, 7-10=-274/563 NOTES 1)'Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=45ft; L=50ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.1B; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) The solid section of the plate is required to be placed over the splice line at joint(s) 14, 11. 5) Plate(s) at joint(s) 14 and 11 checked for a plus or minus 3 degree rotation about its center. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 837 lb uplift at joint 2 and 837 lb uplift at joint 8. 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard FL Cert. 6634 June 30,2014 ®WARNING-Verffydes7gn yarame W. and READ M107ES oN 7NISAND IAIaUDED HrUKREFEREME PAGE MII-7473.. I/2912014BHDRELM r•� Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and Is for on individual building component. A pplicablliiy 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 the building designer. For MiTek' of general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information va' able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria. VA 2314. if Southern Pin lumber is design 6904 Parke East Blvd. Tampa, FL 3 EastBlvd. e�SP� specified, th a values are those effective 06,101 f2013 by ALSC Job Truss Truss Type Cadton Elev DT6391326 �(3):ty ml 1324 A COMMON b Reference do al fibers Truss Inc., Fort Pierce FI. 34982 - 7.350 s Sep 27 2012 MiTek Industries, Inc. Mon Jun 30 11:19:12 2014 Page 1 ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-KpRie8HJ3_4EQEhwdxdhG00ky9ZYH?70n1Zukzl7GD �1-0-q 8-4-0 12-11-0 17-0-0 22-1-0 I-A-0 35-0-0 36-0-0 i-0-0' B-4-0 4-7-0 4-7-0 - 4-7-0 4-71 8-4-0 4.00 12 4x4 = Scale = 1:59.3 3x6 ..17 '- 15 -- -• 14 '- 12 3x6 2x3 II 4x6 = 3x8 = 2x3 II .3x8 = 4x6 = 8 4 -4-0 12-11-0 22-1-0 .26-8-0 35-0-0 e-4-0 4-7-0 9-2-0 4-7-0 8 -0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.57 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 >676 . 240 BCLL 0.0 Rep Stress Incr . YES WB 0.48 Horz(TL) 0.13 10 n/a n/a BCDL 5.0 Code FBC2010/TP12007 (Matrix) Weight: 166 lb FT = 0% LUMBER 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 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 2=1079/0-8-0 (min. 0-1-8), 1 0=1 079/0-8-0 (min. 0-1-8) Max Horz 2=-223(LC 6) Max Uplift 2=787(LC 8), 10=787(1_C 8) Max Grav 2=1221(LC 2), 10=1221(LC 2) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2851/1613, 3-4=-2350/1342,.4-5=-2322/1353, 5-18=2344/1412, 6-18=-2293/1436, 6-19=-2293/1436, 7-19=-2344/1412, 7-8=-2322/1353, 8-9=-2350/1342, 9-10=-2851/1613 BOT CHORD 2-17=-1408/2666, 16-17=-1408/2666, 15-16=1408/2666, 15-20=-753/1731, 20-21=-753/1731, 14-21=-753/1731, 13-14=1408/2627, 12-13=-1408/2627, 10-12=-1408/2627 WEBS 6-14=-455/854, 7-14=-253/174, 9-14=-552/440, 6-15=-455/854, 5-15=253/174, 3-15=-551/440 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=45ft; L=50ft; eave=6ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) 100.Olb AC unit load placed on the top chord, 17-6-0 from left end, supported at two points, 5-0-0 apart. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 5.0psf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 787 lb uplift at joint 2 and 787 lb uplift at joint 10. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard &WARNTAO-Uerffr design P.-Mrs and REM) A07ES ON TN7SAND RKLUDED MrrEKREFEREME PAGE Mr7-7473. x 1/29/2014 WOREL SE Design valid for use only with MiTek connectors. This design is based only upon parameters shown. and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information gvauable from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. IfSauthernPine SP lumber issaeclfied, the desiEnvalues are these effective 061102 12013bvALSC ♦ 111111111/�� ' GOI N V •.��G•E N3F•. ►*: N 68182 .: .cam oo T OF '4/` 10 A441 I I��G ♦� till FL Cert. 6634 June 30,2014 MiTek' 6904 Parke East Blvd. Tampa, FL 33610-4115 Job Truss Truss Type Qty Ply Carlton Elev D �70' T6391327 ml 1324 B COMMON 3 1 ob Reference o tional Chambers I cuss Inc., Fort Pierce FI. 34952 1-0-0 7.350 s Sep 27 2012 MiTek Industries, Inc. Mon Jun 30 11:19:17 2014 Page 1 I D:_kfiGCA6bx7j2Syl HDXFw7ye3KX-hmEbhsLStWii W W?ZuPUDuQJjwWzmADeJsX2lKaxz17G8 13-10-0 6 11-0 Scale: 1/2"=1' 4x5 = 3x4 = 2x3 II 3x4 = 6-11-0 6-11-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.31 Vert(LL) -0.04 4-5 >999 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.22 Vert(TL) -0.09 4-5 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.09 Horz(TL) 0.01 4 n/a n/a BCDL 5.0 Code FBC2010ITP12007 (Matrix) Weight: 47 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation nuide. REACTIONS (lb/size) 4=353/0-8-0 (min. 0-1-8), 2=41710-8-0 (min. 0-1-8) Max Horz 2=93(LC 7) Max Uplift 4=275(1_C 8), 2=-391(LC 8) Max Grav 4=418(LC 2), 2=497(LC 2) FORCES (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-771/473, 3-4=769/470 BOT CHORD 2-5=370/673, 4-5=-370/673 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=45ft; L=50ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.1B; 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) Thislive load n the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide s and will fit between the bottomchord anyother members. ,,U I N 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. E N 8F.•? �i "Semi 6) -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. :`� •••��G LOADCASE(S) Standard N 68182 s aT OF .40 �S'• ,�• . O N AL �., �►�nrl�r��� FL Cert. 6634 June 30,2014 ®WARMAG -Vedfr design pammemrs and READ WTES ON MrSAND 00GLUDED MIIEKREFEREAtE PAGE Mri-7473 rex I/2912014BUGREUSE Design valid for use only with Walk connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Welk'erector. fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB.89 and BCSI Building Component Safety Information �vMble from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. li5vuthernPine SP lumberisscecified,thedesi=nsaluesarethoseeffective06 0112013bvALSC 6904 Parke East Blvd. Tampa, FL 33610-4115 Job Truss Truss Type Qty Ply 70' Carlton Elev D m11324 BH7 BOSTON HIP 1 1 T6391328 _ ob Reference (notional --- •• -•• • •-•w • •• ����- r.aau s aep zi zuiz rmi i eK mausmes, inc. noon dun au i i:iw:iv zui4 rage 1 I D:_kfGCA6bx7j2Syl HDXFw7ye3KX-d9ML6YNiPByEmJjGXvFMVkpFOmOlhWM9?MERegz 17G6 1-0 6-9 4 11 6-0 1311 15-0-0 17.6-0 19 6-1 21-0-1 23E-1 28-2-12 35-0-0 6-0 -0-0 6-9-4 4-8-12 2-0.0 2-0-0 2-0-0 2:1N 2-0-0 2-0-0 4-8-11 6-94 -0-0 Truss designed for wind loads in the plane of the truss only. Scale = 1:62.3 For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified Building Designer as per ANSI/TPI 1. 4.00 12 4x5 = 4X4 3x4 = 3x6 = 3x8 = 3x6 = . 3x4 = 17-6-0 35-M 17-0-0 17-M Plate Offsets (X Y): [2.0-3-14 Edge] [14.0-2-8 0-3-8] [24.0-3-14 Edge] LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.35 Vert(LL) 0.28 28 >999 360 MT20 2441190 TCDL 7.0 Lumber Increase 1.25 BC 0.47 Vert(TL) -0.41 26-28 >999 240. BCLL 0.0 Rep Stress Incr YES WB 0.25 Horz(TL) 0.13 24 n/a n/a BCDL 5.0 Code FBC2010ITP12007 (Matrix) Weight: 197 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 5-9-8 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt . 4-28, 22-28 JOINTS 1 Brace at Jt(s): 12, 9, 16 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS (lb/size) 2=986/0-8-0 (min. 0-1-8), 24=986/0-8-0 (min. 0-1-8) Max Horz 2=223(LC 7) Max Uplift 2=837(LC 8), 24=-837(LC 8) Max Grav 2=1171(LC 2), 24=1171(LC 2) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2742/1807, 3-4=-2536/1716, 4-5=-1462/1022, 5-7=-1430/1026, 7-8=-1431/1041 8-10=1416/1063, 10-13=-1408/1098, 13-15=-140811098, 15-17=1416/1063, 17-19=-1431/1041, 19-21 =1 430/1026, 21-22=-1462/1022, 22-23=2536/1716, 23-24=2742/1807, 4-6=-636/392, 6-9=-639%396, 9-11=-639/396, 11-12=-639/396, 12-14=-639/396,14-16=-639/396,16-18=-639/396,18-20=-639/396,20-22=-636/392 BOT CHORD 26-27=16436/2359532, ?24-26=-1 436/2359, 28-29=-1436/2359, 27-28=-1436/2359, 11V �1,,,' 60312532 ,,`,,�QU 1 N WEBS 4-30=-93/307, 22-26=-93/307, 4-28=548/347, 12-28=-208/421, 22-28=-548/347, �� P I % N �� ,,�� 12-13=-475/649 'O • �� G•E SF • NOTES 1) Unbalanced roof live loads have been considered for this design. * �' N 68182 'r 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=45ft; L=50ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. "fl 4) All plates are 2x3 MT20 unless otherwise indicated. i T O F :• � 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 00 '.'C O Q �.• \�,�� will fit between the bottom chord and any other members. 1 ��j ss • ' • ��\ •N 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 24. • �7`` , AL joint 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 111111111� , 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard FL Cert. 6634 June 30,2014 AWARNING-Verffr design Pareme M. and READ MRS ON INISAM INaUDED MREKREFEREME PAGE MII-1413 re a t/29/IOIQHfl OREl15E Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. ��• Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional 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/IPII Quality Criteria, DSB-89 and BCSI Building Component If fSgnuth ern Pine�SP� l ulmber ispeified,, the design vaStreet, ues aSuite e thoseeffe erdve 06j0112013 by AISC 6904 Parke East Blvd. Tampa, FL 33610-4115 Job Truss Truss Type City Ply Elev D T6391329 ml 1324 GRA SPECIAL 1 1 �70'Cadton Job Reference (optional o& 0 russ Inc., Fort Pierce FI. 34982 7.350 s Sep 27 2012 MiTek Industries, Inc. Mon Jun 30 11:19:19 2014 Page 1 ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-d9ML6YNiP8yEmJjGXvFMVkpHZmRAhZG9?MERegz17G6 -1-0-0 4-1-8 5-7-3 8-2-13 9-8-8 13-10-0 14-10-0 1-0-0 4-1-8 15-11 2-7-9 15-11 4-1-8 2.37 12 5x6 — 5x6 = 4x4 13 4 14 155 16 64x4zz� 3x5 = 2x3 II 2x3 II 2x3 II 2x3 II . . 3x5 = Scale = 1:26.6 i 4-1-8 5-7-3 8-2-13 9-8-8 13-10-0 4-1-8 ' 15-11 2-7-9 15-11 4-1-8 Plate Offsets (X Y): [2:0-2-8 Edge). [7:0-2-8.Edgel LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25, TC 0.21 Vert(LL) 0.10 11 >999 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.32 Vert(TL) -0.12 10-11 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.06 Horz(TL). 0.03 7 . n/a n/a BCDL 5.0 Code FBC2010/TPI2007 (Matrix) Weight: 53 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP M 30 TOP CHORD 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=-1104/1655, 11-17=110411655, 10-11=-1098/1657, 10-18=-1103/1655,9-18=-1103/1655,7-9=-1102/1646 ' NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=45ft; L=50ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing. plate capable of withstanding 615 lb uplift at joint 2 and 615 lb uplift at joint 7. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design.of this truss. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 79 lb down and 102 lb up at 4-1-8, 111 lb down and 136 lb up at 5-0-0, 132 lb down and 158 lb up at 5-7-3, 61 lb down and 129 lb up at 5-11-0, 61 lb down and 129 lb up at 7-11-0, 132 lb down and 158 lb up at 8-2-13, and 111 lb down and 136 lb up at 8-10-0, and 79 lb down and 116 lb up at 9-8-8 on top chord, and 34 lb down at 4-1-8, 45 lb down at 5-0-0, 54 lb down at 5-7-3, 38 lb down at 5-11-0, 38 lb down at 7-11-0, 54 lb down at 8-2-13, and 45 lb down at 8-10-0, and 34 lb down at 9-8-8 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 J WARNING-Vefffrdesign P.—Mrs and READ M7ES DIV 7HISAIM IffaUDED HITEKREFEREA1 EPAGE NII-1473 rea V29120I4BUMEUSE Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an Individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding - fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria. VA 22314. 1fSauthernPine 5P lumber issRecified,the design values are those effecUve06 0112013bvAL5C ,1►11111/!I/ Qv I N VF `tee ' •.��G•E NSo F•.1 i� N 68182 :�• T OF •�/� i FL Cert. 6634 June 30,2014 MiTek' 6904 Parke East Blvd. Tampa, FL 33610-4115 Job Truss Truss Type Qty Ply 70' cadton Elev D ml 1324 GRA SPECIAL 1 1 T6391329 Chamhnrc Tn,ee I„� c..n o�e...e n oeoun ob eference o do al —ou s —p [r Luiz MI I eK mausines, Inc. Man Jun 3a 11:19;19 2D14 Page 2 ID:_kfiGCA6bx7j2Syl HDXFw7ye3KK-d9ML6YNiP6yEmJjGXvFMVkpHZmRAhZG9?MERegz17G6 LOAD CASES) Standard Uniform Loads (plf) Vert: 1-3=44, 3-4=-44, 4-5=44, 5-6=-44, 6-8=-44, 2-7=-10 Concentrated Loads (lb) Vert: 3=-31(B) 4=75(B) 5=-75(B) 6=-31(B) 12=-9(B) 11=31(B) 10=-31(B) 9=-9(B) 13=-58(B) 14=-49(B) 15=-49(B) 16=Z8(B) 17=-15(B) 18=-15(B) ,&WARNING-Wdfrdes4. Parameters and READ N07ESCf7 TNISAM IAUUDED Mf7EKREFEREMM PAGE Mf7-7473 rex I/29/29IBEEFDAEUSE I� � 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 isthe responsibillity of the " iTek� erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication. quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information vai able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314. Tam a IfSauthernPine�SPdlumber i5specdied, the design values arethoseeff2svve66101f2Q13myALSC p . FL 33610-4115, Job Truss Truss Type Qty Ply 70' Carlton Elev D T6391330. m11324 GRB SPECIAL 1 1 Job Reference (optional s Truss inc., ran Tierce H. 349B2 7.350 s Sep 27 2012 MiTek Industries, Inc. Mon Jun 30 11:19:20 2014 Page 1 -055-0-0-0 5-3-I D:_kfiGCA6bx7j2Sy1 HDXFw7y-e3M -5LvjJuNLAR45NTIT5cmb2yLQbAiMQwUI EOz_AGz17G5 1--21.M 62-0 28-1-0 35=0-0 -05-0 -0 1-1-0 6-11-0 -0-014 12 Scale = 1:62.4 4.00 12 4x4 = 4x4 3x6 = 2x3 II 2x3 II 4x4 3x4 — 9 3 18 19 4 20 21 5 622 23 24 725 26 27 8 I �1 2 10 a 3x5 = 17 28 29 30 16 31 3233 34 14 3513 12 3x4 = 3x4 = 4x6 = 5x18 _ _ 3x4 =3x6 = 3x4 = ' i 5-0-0 15-6-0 21.6-0 28-1-0 35-0-0 10-6-0 _Plate Offsets (X.Y): [2:0-2-8.Edgej LOADING (psf) SPACING 2-0-0 CS1 DEFL in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.38 Vert(LL) -0.33 15-17 >544 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.64 Vert(TL) -0.61 15-17 >299 240 BCLL 0.0 Rep Stress Incr NO WB 0.45 Horz(TL) 0.03 10 n/a n/a BCDL 5.0 Code FBC2010/TPI2007 (Matrix) Weight: 144 lb FT = O% LUMBER BRACING TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 55-12 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 4-15 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. .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=592(LC 8), 15=830(LC 8), 14=-565(LC 8), 10=331(LC 8) Max Grav AU reactions 250 lb or less at joint(s) except 2=760(LC 19), 15=1213(LC 2), 14=797(LC 2), 10=413(LC 14) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1677/1084, 3-18=1540/1050, 18-19=-1539/1050, 4-19=-1539/1050, 4-20=-313/525, 20-21=-313/525, 5-21=313/525, 5-22=-313/525, 6-22=-313/525, 6-23=-3131525, 23-24=313/525, 24-25=-313/525, 7-25=313/525, 7-26=-313/525, 26-27=-313/525, 8-27=313/525, 8-9=580/297, 9-10=616/273 BOT CHORD 2-17=-937/1535, 17-28=-912/1201, 28-29=-912/1201, 29-30=912/1201, 16-30=-912/1201, 16-31=912/1201, 31-32=-912/1201, 15-32=-912/1201, 15-33=-525/437, 33-34=525/437, 34-35=-525/437,14-35=525/437,13-14=-114/546,12-13=-114/546,10-12=-153/528 WEBS 3-17=01299, 4-17=59/611, 4-15=-1790/1402, 6-15=496/476, 7-14=-433/409, 8-14=-890/586 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=45ft; L=50ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 592 lb uplift at joint 2, 830 lb uplift at joint 15, 565 lb uplift at joint 14 and 331 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. FL Cert. 6634 June 30,2014 ®MARNIAG-Verify design pammerea and READ A07ES ON 7HISAND INaUDED NIIEKREFEREACE PAGE NII-7473re 1129/201a0EF69EUSE 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/TPI1 quality Criteria, DSB.B9 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street Suite 312, Alexandria, VA 2314. Tampa, FL 33610-4116 11SvuthernPine [SP lumber is specified, thedesignvaluesare these effectave66101f2013hyALSC Job Truss Truss Type Qty Ply Elev D �70'Carlton T6391330 ml 1324 GRB SPECIAL 1 1 Job Reference (optional) ..miwcm uuaa a ,run ..erce n. syaoc (.JDu a Sep zi 2u12 MI I eK Inauatnes, Inc. Mon Jun 3u 11:1920 2u14 Page 2 I D:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-5Lv jJuNLAR45NTIT5cmb2yLQbAiMQwUI EOz_AGz17G5 NOTES 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 289 Ib down and 353 lb up at 5-0-0, 101 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 lb down and 129 lb up at 19-0-12, and 101 lb down and 129 lb up at 21-1-4 on top chord, and 112 lb down at 5-0-0, 38 lb down at 7-0-12, 38 lb down at 9-0-12, 38 lb down at 11-0-12, 38 lb down at 13-0-12, 38 Ib down at 15-0-12, 38 lb down at 17-0-12, and 38 lb down at 19-0-12, and 38 lb down at 21-1-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-44, 3-8=-44, 8-9=-44, 9-11=44, 2-10=-10 Concentrated Loads (lb) Vert: 3=170(F) 5=-49(F) 17=42(1`) 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(17) 33=13(1`) 34=13(1`) 35=-13(F) ®WARNDY' -Verify design parame wrs and REW NOTES ON 7NISAND IMIUDED HrTEKREFEREACf PAGE NIX-7473 re r. 1/2912014 BUOREUSE Design valid for use only with Mirek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper Incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the M ITek• erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/rPll Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. If S y Inlormation vo' able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314, Tampa, FL 33610-4115 liSauthemPine�SP Iumberisspecdied,thedesignvaluesalethmieeffective0610112013 byALSC Job Truss Truss Type -1 Ory Ply 7U Carlton Elev D m11324 GRC HIP 1 1 T6391331 ,.,, Job Re e e ce o t'o al �_�_ ,,moss ,nG., F„d, Pic ux R. oveoa 7.350 s Sep 27 2012 MiTek Industries, Inc. Mon Jun 30 11:19:21 2014 Page 1 ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-ZXU5XDOzxICy?ctfeKHgb9uSga2B91aSSgjXjjz17G4 1-0 7-0-0 13-8-0 20-9-10 26-0-0 35-0-0 -0 -0-0 7-0-0 6-8-0 7-1-10 7-2-0 7-0-0 -0-0 This truss is NOT symmetric. Proper orientation is essential. 4.00 12 5x8 3x6 15x6 WB = 5x8 = 5x10 Scale = 1:60.3 3x4 = lb 27 28 14 29 13 30 31 32 33 12 34 11 35 36 10 3x6 2x3 II 3x6 = 6x10 = 3x4 = 4x6 = 2x3 II 7-0-0 13-8-0 20-9-10 28-M 35-0-0 7-0-0 6-8-0 7-1-10 7-2.6 7-0-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.94 Vert(LL) 0.26 10-12 >965 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.60 Vert(TL) . -0.38 10-12 >669 240 BCLL 0.0 Rep Stress Incr NO WB 0.71 Horz(TL) 0.10 8 n/a n/a BCDL 5.0 Code FBC2010/TPI2007 (Matrix) Weight: 155 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-9-3 cc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 5-3-9 oc bracing. WEBS 2x4 SP No.3 *Except* WEBS 1 Row at midpt 3-13, 6-13 4-13: 2x6 SP No.2, 6-13: 2x4 SP M 30 MiTek recommends that Stabilizers and required cross bracing OTHERS 2x4 SP No.3 be installed during truss erection, in accordance with Stabilizer Installationuide. REACTIONS (lb/size) 2=445/0-8-0 (min. 0-1-8), 13=2650/0-8-0 (min. 0-3-11), 8=1037/0-8-0 (min. 0-1-8) Max Horz 2=84(LC 7) Max Uplift 2=430(LC 8), 13=2294(LC 8), 8=-942(LC 8) Max Grav 2=539(LC 19), 13=3139(LC 2), 8=1234(LC 20) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=869/566, 3-16=-1085/1586, 16-17=1085/1587, 17-18=-1085/1587, 18-19=108511587, 4-19=-108511587, 4-20=1085/1587, 5-20=-1085/1587, 5-21=-1085/1587, 21-22=-1085/1587, 6-22=-1085/1587, 6-23=-2144/1634, 23-24=-2144/1634, 24-25=-2144/1634, 25-26=-2144/1634, 7-26=2144/1634, 7-8=-2967/2109 BOT CHORD 2-15=-458/764, 15-27=467/793, 27-28=-467/793, 14-26=467/793, 14-29=-467/793, 13-29=-467/793, 13-30=1473/2144, 30-31=-1473/2144, 31-32=-1473/2144, 32-33=-1473/2144, 12-33=-1473/2144, 12-34=-1898/2774, 11-34=1898/2774, 11-35=-1898/2774, 35-36=1898/2774, 10-36=-1898/2774, 8-10=1887/2743 WEBS 3-15=-171/659, 3-13=-2501/1791, 4-13=-893/863, 6-13=-3917/2865, 6-12=-25/611, 7-12=-670/448, 7-10=-181/595 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=45ft; L=50ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 430 lb uplift at joint 2, 2294 lb uplift at joint 13 and 942 lb uplift at joint 8. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ���tpU I N rVF % * : N 68182 ccZ T OF i0•• % Ali - . FL Cert. 6634 June 30,2014 ®WARNING-Veritrdetign parameters and READ WITSON MISAM ZKOUDED MI(EKREFERENCE PAGE MIr-7473 me. I/29/2014BD VUSE 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/TPIT Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Informatlon va' able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 314. Tampa, FL 33610-4115 ITSouthernPine7SPrlumberisspecified,thedesignvaluesarethoseeffective06 Q1f2013hyALSC Job Truss Truss Type Qty Ply 70' Cadton Elev D T6391331 m11324 GRC HIP 1 1 Job efere ce o do al unamoers i russ inc., ron Pierce H.'J4952 7.350 s Sep 27 2012 MITek Industnes, Inc. Mon Jun 30 11:19:21 2014 Page 2 ID:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-ZXU5XDOzxICy?ctfeKHgb9uSga2B9laSSgjXiz17G4 NOTES 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 231 lb down and 352 lb up at 7-0-0, 118 lb down and 189 lb up at 9-0-12, 118 lb down and 189 lb up at 11-0-12, 118 lb down and 189 lb up at 13-0-12, 118 lb down and 189 lb up at 15-0-12, 118 lb down and 189 lb up at 17-0-12, 118 lb down and 189 lb up at 17-11-4, 118 lb down and 189 lb up at 19-11-4, 118 lb down and 189 lb up at 21-11-4, 118 lb down and 189 lb up at 23-11-4, and 118 lb down and 189 lb up at 25-11-4, and 231 lb down and 352 lb up at 28-0-0 on top chord, and 388 lb down and 240 lb up at 7-0-0, 68 lb down at 9-0-12, 68 lb down at 11-0-12, 68 lb down at 13-0-12, 68 lb down at 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 CASES) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=44, 3-7=-44, 7-9=44, 2-8=-10 Concentrated Loads (lb) Vert: 3=156(B) 5=-96(B) 7=156(B) 15=333(131) 10=333(B) 16=96(B) 17=-96(B) 19=-96(B) 20=-96(B) 21=-96(B) 22=-96(B) 23=96(B) 25=-96(B) 26=-96(B) 27=-23(B) 28=-23(B) 29=-23(B) 30=-23(B) 31=-23(B) 32=-23(B) 33=-23(B) 34=-23(B) 35=-23(B) 36=-23(B) ®WARMAG -Verifr design yarame Mrs and AFAR ROTES ON 7HISAND INCLUDED 14r7EKREFEREACE PAGE Mll-7473 re a I/29120I4BUIWUSE Design valid for use only with M7ek connectors. This design is based only upon parameters shown, and is for an individual building component. ��• Applicability of design parameters and proper incorporation of component is responsibTty 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 MITPik• erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery- erection and bracing, consult ANSI/TPll Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. . Safety Information vat able from Truss Plate Institute, 781 N.,Lee Street, Suite 312, Alexandra. VA 2314. Tampa, FL 33610-4115 !f Southern F ne1SP� lumber is specified, the design valuds are those effective 0510112013 byALSC Job Truss Truss Type Qty Ply 70' Canton Elev D T6391332 ml 1324 J1 MONO TRUSS 6 1 Job Reference (optional s Truss inc., Fort Pierce Ft. s4ea2 7.350 s Spp 27 2012 MiTek Industries, Inc. Mon Jun 30 11:19:22 2014 Page 1 ID:_kfiGCA6bx7j2Sy1HDXFw7ye3KX-1k2UkZPbi3LpdmSrC1o37NQg8_XeuwybhKS5F9zl7G3 -1-0-0 1-0-0 1-M 1-0-0 Refer to MiTek "TOE -NAIL" Detail for connection to supporting carrier truss (typ all applicable jacks on this job) 4.00 12 LOADING (psf) SPACING 2-0-0 CSI TCLL 20.0 Plates Increase 1.25 TC 0.12 TCDL 7.0 Lumber Increase 1.25 BC 0.01 BCLL b.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) 2=99/0-8-0 (min. 0-1-8), 4=5/Mechanical, 3=7/Mechanical Max Horz 2=47(LC 8) Max Uplift 2=-153(LC 8), 3=-8(LC 2) Max Grav 2=120(LC 2), 4=14(LC 3), 3=26(LC 8) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. 3x4 = DEFL in (loc) Vdefl L/d 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 . Scale = 1:6.1 Weight: 5 lb FT = O% BRACING TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.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 pftchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard 00I N , l�F<��♦♦ N 68182 �:. T OF <U`: ♦,♦�♦ss%` `,` FL Cert. 6634 June 30,2014 AMIARMAG -Verify design parame Fen and READ IM 7ES ON 7RISAM7 INaWE0 MITEKREFEREhCE PAGE Mrr-7473 .. I/29120IQafFQ1E11M 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 SEE erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control. storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd, Safety Information va' able from Truss Plate Institute. 781 N. Lee Street, Suite 312, Alexandria. VA 2314. Tampa, FL 33610.4115 1fSauthemPine�SP lumbertsspecified, thedesign values are those effect:ive05/01/2013byALSC Job Truss Truss Type Qty Ply Elev DT6391333 m11324 J3 MONO TRUSS 61b ['Carlton Refer o do a �� �� ���"•� ��• •'+��� (.3bu s Sep 2 t 2u12 Mil ex Inaustnes, Inc. Mon Jun 30 11:19:22 2014 Pagel ID:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-1 k2UkZPbi3LpdmSrC 1 o37NQp8_WHuwybhKS5F9z17G3 -1-0-0 3-0-0 1-0-0 3-M Scale = 1:9.4 3x4 = LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.19 Vert(LL) -0'00 2-4 . >999 360 MT20 244/190 TCDL ' 7.0 Lumber Increase 1.25 BC 0.10 Vert(TL) -0.01 2-4 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 5.0 Code FBC2010/TP12007 (Matrix) Weight: 11 lb FT = 0% LUMBER 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 Harz 2=84(LC 8) Max Uplift 3=47(1_C 8), 2=-178(LC 8) Max Grav 3=61(LC 13), 2=174(LC 2), 4=39(LC 3) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BRACING TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.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 1 N ••��O•E•NS4 • ,�: * : N 68182 T OF •�/� .0 III lilt FL Cert. 6634 June 30,2014 AW..-Verify design pa-W. and READ 1'A TES CN TNISAND INCLUDED MITEKREFEREACE PAGE NII-7473 rer. 1129120I6 WOMUSE 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 Informatlon va' able from Truss Plate Institute. 781 N. Lee Street, Suite 312. Alexandria, VA 2314. Tampa, FL 33610-4115 IfSvuthemPrne�SP lLimberisspecified,thedesim values are those effectiveQfi/01/2013byALSC Job Truss Truss Type Qty Ply 70' Carlton Elev D ml 1324 J5 MONO TRUSS 15 1 T6391334 ob eference o do al ^"" • ^ �'��` i.sbu s bep 2t 2u12 Mi I ek Inousines, Inc. Mon Jun 30 11:19:22 2014 Pagel ID:_kfiGCA6bx7j2Sy1HDXFw7ye3KX-1k2UkZPbi3LpdmSrC1o37NQkS_SbuwybhKS5F9zl7G3 Scale = 1:12.7 3x4 = 5-0-0 LOADING (psf) SPACING 2-0-0 CS] DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.49 Vert(LL) -0.03 2-4 >999 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.33 Vert(TL) -0.05 2-4 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) . -0.00 3 n/a n/a BCDL 5.0 Code FBC2010frP12007 (Matrix) Weight: 17 lb FT = 0% LUMBER TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS (lb/size) 3=93/Mechanical, 2=192/0-8-0 (min. 0-1-8), 4=23/Mechanical Max Horz 2=122(LC 8) Max Uplift 3=114(LC 8), 2=-202(LC 8) Max Grav 3=127(LC 13), 2=230(LC 2), 4=69(LC 3) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BRACING TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation ouide. NOTES 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=45ft; L=50ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing *plate capable of withstanding 114 lb uplift at joint 3 and 202 Ib•uplift at joint 2. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard 00I N' .� OP.• N 68182 OF •:ZU FL Cert. 6634 June 30,2014 ® WARNTAG -Verify design parameters and NERD N07ES ON 7NiSAND JAUUDED NrrEKREFEREME PAGE N[r-7423 m a 1/2912014BUGREUM 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 voi able from Truss Plate Institute. 781 N. Lee Street, Suite 312, Alexandria, VA 2314. Tampa, Parke 3 ass Blvd. If Sauthem Pine�SP� lumber is specified, the design values are chose effecvve 06f O1f2013 byALSC Job Truss Truss Type Qty Ply 711 Carlton Elev D ' T6391335 ml 1324 J7 MONO TRUSS 12 1 Job Reference (optional cnambers Truss Inc., Fort Pierce. Ff. 34982 aI 3x4 = 7.350 s Sep 27 2012 MiTek Industries, Inc. Mon Jun 30 11:19:23 2014 Page 1 ID:_kfiGCA6bx7j2Sy1HDXFw7ye3KX-VwbsyvQDTMTgEwl2mlKlgazx3NigdMCkw Cenbz17G2 Scale: 3/4"=T LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL. 0.0 ' BCDL 6.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr YES Code FBC2010/TPI2007 CSI TC '0.37 BC 0.73 WB 0.00 (Matrix) DEFL in Vert(LL) -0.12 Vert(TL) -0.22 Horz(TL) -0.00 (loc) Udefl Ud 2-4 >639 360 2-4 >365 240 3 n/a n/a PLATES GRIP MT20 244/190 Weight: 23 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-D-D oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 3=140/Mechanical, 2=243/0-8-0 (min. 0-1-8), 4=33/Mechanical Max Horz 2=160(LC 8) Max Uplift 3=174(LC 8), 2-234(LC 8) Max Grav 3=189(LC 13), 2=291(LC 2), 4=99(LC 3) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=45ft; L=50ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS-(directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) `This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 174 lb uplift at joint 3 and 234 lb uplift at ♦`���� �� . joint 2. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ♦♦♦ QU I N �/ it" ,♦♦ OP . ��� �i� ' G�E N LOADCASE(S) Standard , �•�\ SF•� *� N 68182 T OF :�11JZ % FL Cert. 6634 June 30,2014 ®WARNING-Verffr design yaramemrs and READ NOTES ON 7HISAN0 XNaUDED MITEKREFERENCE PAGE MIX-7473 .. 1/29/2014BEFOAEUSE 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 vai able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314. Tampa, FL 33610-4 d. 1f Southern Pine�SP� lumber is specified, the design values are those effective 06101j2013 byALSC Job Truss Truss Type Qty Ply Elev DT6391336 r0CRarfton ml 1324 JA MONO TRUSS 2ference o do a russ mc., ron Tierce rr. i4`Ja2 7.350 s Sep 27 2012 MiTek Industries, Inc. Mon Jun 30 11:19:23 2014 Page 1 ID:_kfiGCA6bx7j2Sy1HDXFw7ye3KX-VwbsyvQDTMTgEwl2mlKlgaz uNtDdMCkw,Cenbz17G2 -11 -060-0 0 2-4-3 2.4-3 Scale =1:8.3 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 FBC20107TPI2007 CSI TC 0.19 BC 0.05 WB 0.00 (Matrix) DEFL in Vert(LL) -0.00 Vert(TL) -0.00 Horz(TL) -0.00 (loc) Udefl L/d 2 >999 360 2-4 >999 240 3 n/a n/a PLATES GRIP MT20 244/190 Weight: 9 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 2-4-3 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=24/Mechanical, 2=132/0-B-0 (min. 0-1-8), 4=10/Mechanical Max Horz 2=72(LC 8) Max Uplift 3=28(1_C 5), 2=175(LC 8) Max Grav 3=36(LC 13), 2=159(LC 2), 4=30(LC 3) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=45ft; L=50ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 28 lb uplift at joint 3 and 175 lb uplift at joint 2. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard QU I N "VF Nc 68182 T OF •�/� FL Cert. 6634 June 30,2014 AWARNM-Verifr design parameters and READ M HS oN 7HISAM7 IM7.UDED MITEKREFEREM3= PAGE MII-7473 .. 1129120I4BBUMUSE Design valid for use only with M1ek connectors. This design Is based only upon parameters shown, and is for on individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction Is the responsibillity, of the iVliTek• erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criferla, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information va able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314. Tampa, FL 33610-4115 If Sauthern Pine�SPj lumber is specified, the design values are those effective 06101f2013 byALSC Job Truss Truss Type city Ply Elev D �70'Caflton T6391337 m11324 JB MONO TRUSS 2 1 Job Reference o tiona ��• ��_�� Fi. Q+=o4 T.3au s bep 27 2ui2 nm i eK inausmes, mc. noon Jun su 11:1s:2J 2u14 rage T ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-VwbsyvQDTMTgEwl2mlKlgaztZNnbdMCkw_Cenbzl7G2 -1-2-5 55-11 1-2-5 55-11 Scale = 1:12.7 3x4 = LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.59 Vert(LL) -0.04 2-4 >999 360 MT20 2441190 TCDL 7.0 Lumber Increase 1.25 BC 0.41 Vert(TL) -0.08 2-4 >800 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) . -0.00 3 n/a • n/a BCDL 5.0 Code FBC2010/TPI2007 (Matrix) Weight: 19 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP No.3 TOP CHORD BOT CHORD . 2x4 SP No.3 BOT CHORD REACTIONS (lb/size) 3=102/Mechanical, 2=215/0-8-0 (min. 0-1-8), 4=26/Mechanical Max Horz 2=115(LC 8) Max Uplift 3=-119(LC 8), 2=-234(LC 8) Max Grav 3=127(LC 13), 2=258(LC 2), 4=77(LC 3). FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Structural wood sheathing directly applied or 5-5-11 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=45ft; L=50ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.1 B; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 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 %%%GO N'rVF .� pP.• EN e�� , •�\ G.•SF . � �i� N 68182 T OF •�/� S• FL Cert. 6634 June 30,2014 ®WARN7K' . Verify design Parameters and AFAR NO 7ES ON WSAIRJ MCLUDED NTTEKREFERENIE PAGE Hrr-7473.. 11291201480:0REUSE Design valid for use only with MiTek connectors. This design Is based only upon parameters shown, and is for an individual building component. Appricability of design parameters and proper incorporation of component Is responsibility of building designer -not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the 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/71`11 Quality Criferla, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information vat amble fiom Truss Plate Institute, 781 N. Lee Street. Suite 312, Alexandria, Vqq 1314. ff Sauthem P ne7SPi luber is specified, the design values are those effective 06101J2013 hyAl-SC Tampa, FL 33610-4115 Job Truss Truss Type Qty Ply Elev D T6391338 ml 1324 JC MONO TRUSS 2 1 [O'Cariton Job Re ere ce OD do al Chambers i was Inc., Fort Pierce FI. 34982 LOADING (psf) SPACING 2-0-0 CSI TCLL 20.0 Plates Increase 1.25 TC 0.12 TCDL 7.0 Lumber Increase 1.25 BC 0.01 BCLL 0.0 Rep Stress Incr YES WB 0.00 BCDL •5.0 Code FBC20101TPI2007 (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 Harz 2=49(LC 8) Max Uplift 2=149(LC 8), 3=-6(LC 5) Max Grav 2=120(LC 2), 4=15(LC 3), 3=18(LC 8) _ FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. 7.350 s Sep 27 2012 MiTek Industries, Inc. Mon Jun 30 11:19:23 2014 Page 1 ID:_kf,GCA6bx7j2Syl HDXFw7ye3KX-VwbsyvQDTMTgEwl2mlKlgaz?uNtgdMCkw_Cenbzl7G2 1-1-4 Scale = 1:6.2 3x4 = DEFL in (loc) Vdefl Ud PLATES GRIP Vert(LL) -0.00 2 >999 360 MT20 244/190 Vert(TL) -0.00 2 >999 240 Horz(TL) 70.00 3 n/a n/a Weight: 5 lb FT = O% 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 ouide. NOTES 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=45ft; L=50ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 .2) This truss has been designed 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 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 taU i N 00 N 68182 FL Cert. 6634 June 30,2014 A WARMNS -W if y d.ig. Parame mrs and READ A07ES ON 7WAHD WaUDED MrTEKREFERENE PAGE Nr7-7473 re. 112912014BEFDREUSE Design valid for use only with M1ek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery. erection and bracing, consult ANSI/TP11 quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information vai able from Truss Plate Institute, 781 N. Lee Street Suite 372, Alexandria. VA 314. Tampa, FL 33610.4115 115outhemPine�SP tumberissprec�ed, the design values are those effective06 0112013byALSC Job Truss Truss Type Qty Ply 70' ca }ton Elev D T6391339 m11324 fW5 MONO TRUSS 1 1 Job Reference o Iona s Truss Inc., Fort Pierce Fl. 34982 7.350 s Sep 27 2012 MiTek Industries, Inc. Mon Jun 30 11:19:24 2014 Page 1 I D:_kfiiGCA6bx7j2Syl HDXFw7ye3KX-z69E9FQrEgbXs4cEKSrXCoW6hn9PMpSuSexBJ 1 z 17G1 1--1 &-61 7-0-2 5-0 7-0-2 Scale=1:15.7 2.83 12 5 2 3x4 = LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.38 Vert(LL) -0.09 2-4 >840 360 MT20 244/190 TCDL ' 7.0 Lumber Increase 1.25 BC 0.25 Vert(TL) -0.16 2-4 >495 240 BCLL 0.0 Rep Stress Incr NO WE 0.00 Horz(TL) -0.00 3 n/a n/a. BCDL 5.0 Code FBC2010rrP12007 • (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 Harz 2=110(LC 8) Max Uplift 3=-190(LC 8), 2=-211(LC 8) Max Grav 3=211(LC 13), 2=225(LC 2), 4=106(LC 3) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=45ft; L=50ft; eave=loft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed 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 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 (pit) Vert: 5=0(F=22, B=22)4o-3=-77(F=16, B=-16), 2=1(F=5, B=5)4o-4=-18(F=-4, 13=4) ,,♦ ♦`jai i IN ° I ♦� pP.• �• 1 F<<c � o N 68182 �: T OF :441�/`� ��n ne►e�� FL-Cert. 6634 June 30,2014 AWANNIAO.10.6frdesign paramer . and NEAR A07ESON 7NISAM INaUDED NI7EKREEEREN-- PAGE NII-7473 rex l/Z9/20I68IFOA5V5E 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 a responsibirity of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information va able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314. Tampa, Parke 3 East Blvd. IfSauffiern Pine�SP�lumbarissprecified,thedesignualuesarethoseeffective06 0112MbyALK Job Truss Truss Type Qty Ply Elev DT6391340 ml 1324 KJ7 MONO TRUSS 2 1b L'cartion a erence o do al wamaers i russ inc., ran Pierce ri. - vuz 7.350 s Sep 27 2012 MiTek Industries, Inc. Mon Jun 30 11:19:24 2014 Page 1 ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-z69E9FQeEgbXs4cEKSrXCoWBPn92MmOu8exBJ1z17G1 i -1-5-0 6-8-12 9-10-1 1-11 6-B-12 3-1-5 Scale = 1:20.6 3x4 = �xo 5 3x4 = 6-8-12 3-1-5, LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Udefl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.20 Vert(LL) -0.04 2-7 >999 360 MT20 244/190. TCDL 7.0 Lumber Increase 1.25 BC 0.21 Vert(TL) -0.08 2-7 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.20 Horz(TL) 0.01 5 n/a n/a BCDL 5.0 Code FBC2010/TPI2007 (Matrix) Weight: 38lb FT=O% LUMBER TOP CHORD 2x4 SP M 30. BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 REACTIONS (lb/size) 4=104/Mechanical, 2=294/0-11-5 (min. 0-1-8), 5=310/Mechanical Max Harz 2=191(LC 8) Max Uplift 4=130(LC 8), 2=-280(LC 8), 5=232(LC 8) Max Grav 4=155(LC 13), 2=351(LC 2). 5=387(LC 13) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-703/330 BOT CHORD 2-7=-454/699, 6-7=454/699 'WEBS 3-6=806/524 BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=45ft; L=50ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 130 lb uplift at joint 4, 280 lb uplift at joint 2 and 232 lb uplift at joint 5. 6) "Semi -rigid pitch breaks 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=-1(F=5, B=5)-to-6=25(1`=7, B=-7) ♦♦♦�♦��60IN .v ���i ,,��PENSF �G.. i N 68182 T OF FL Cert. 6634 June .30,2014 ,&WARN[m- dfrdesign parame0ers and READ M17ESON'MISA101=11DED MfTEKREFERENtE PAGE MII-7473 Pea V2912014BRU VSE 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 M ITe I(• fabrication, quality control, storage, delivery. erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information a' able from Truss Plate Institute, 781 N. Lee Street. Suite 312, Alexandria, VA 314. Tampa, FL 33610.4115 IfSauthemPne�SP Iumbarisspecified, the design value. are these effective 06 03/2013byALSC Job Truss Truss Type 70' Carlton Elev D ml 1324 KJA MONO TRUSS �Uii�IY 2 1 T6391341 r.hamhn Tn .1­ = ob Reference o tional -- r.oau s aep zr za iz n i ert mausmes, nc. man dun au is i M:zq zulq vage i ID:_kfiGCA6bx7j2Sy1HDXFw7ye3KX-z69E9FOrEgbXs4cEKSrXCoW84nAgMpSuBexBJ1z17G1 -1-2-9 6-0-4 1-2-9 6-0-4 Scale = 1:13.6 3x4 = LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.22 Vert(LL) -0.05 2-4 >999 360 MT20 244/190 TCDL 7.0, Lumber Increase 1.25 BC 0.17 Vert(TL) -0.08 2-4 >854 240 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(TL) . -0.00 3 n/a n/a BCDL 5.0 Code FBC2010/TP12007 (Matrix) Weight: 20 lb FT = 0% LUMBER TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 REACTIONS (lb/size) 3=119/Mechanical, 2=148/0-9-11 (min. 0-1-8), 4=29/Mechanical Max Horz 2=97(LC 8) Max Uplift 3=139(LC 8), 2=-169(LC 8) Max Grav 3=155(LC 13), 2=178(LC 2), 4=85(LC 3) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-4 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation Quide. NOTES 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=45ft; L=50ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 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) �N%,`,Qv I N'!V .� oP.• *: N 68182 �•' T OF FL Cert. 6634 June 30,2014 ®WARNING-14-drdesign parameter and READ NGTESUNTHISAIM INaUDED HIIEKREFERENE PAGE HII-7473.. I/2912014BUG ELOSE Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component Is responsibility of building designer- not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the MiTek• erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPll Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information vat able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, Vqq 2314. Tampa, FL 33610-4115 IfSoutbern pin e7SPl lumber is specified, the design values are these effective06�0112013byALSO Job Tmss Truss Type Qty Ply Elev D P1 ' T6391342 m11324 KJB MONO TRUSS 2 �70'Cadton Job Re ere ce o do a • V namoers I wss Inc., von F lerce rl. 34etl1 3x4 = 7.350 s Sep 27 2012 MITek Industries, Inc. Mon Jun 3U 11:19:Z5 ZU14 Page 1 ID:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-SJjcMbRT?JOUEBQtAMml?2LiBXx5Gi 1 NlhlsUz17G0 4-11-9 4-11-9 LOADING (psf) SPACING 2-0-0 CSI DEFL in floc) Vdefl' Ud TCLL 20.0 Plates Increase 1.25 TC 0.10 Vert(LL) . -0.02 2-4 >999 360 TCDL : 7.0 Lumber Increase 1.25 BC 0.10 Vert(TL) -0.03 2-4 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.00 HOrt(TL) -0.00 3 ' n/a n/a BCDL 5.0 Code FBC2010/TPI2007 (Matrix) LUMBER TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 REACTIONS (lb/size) 3=75/Mechanical, 2=1.23/0-9-11 (min. 0-1-8), 4=20/Mechanical Max Harz 2=73(LC 8) Max Uplift 3=-83(LC 8), 2=-156(LC 8) Max Grav 3=95(LC 13), 2=148(LC 2), 4=65(LC 3) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Scale = 1:11.7 PLATES GRIP MT20 244/190 Weight: 17 lb • FT = 0% BRACING TOP CHORD Structural wood sheathing directly applied or 4-11-9 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MITek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=45ft; L=50ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFkS (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) 0N00% Go IN „VF i N 68182 0 .,�t,,,s O N Al E�oo 00 FL Cert. 6634 June 30,2014 ®WARN NG-Verffr design parametea and HEAD NO MS ON TMISAMD INaUDED NITEKREFEREM'f PAGE NII-7473 .. 112912014BEiOREUSE Design valid for use only with M1ek connectors. This design is based only upon parameters shown, and is for an individual building component., Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the iVliTek� erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery.. erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Informatlon available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314. if Svuth em Pine {SP) lumber Is spec di ed, the design values are those effective 06/0112013 by ALSC Tampa, FL 33610.4115 Job Truss Truss Type Qty Ply 70' Carlton Elev D T6391343 m11324 MV2 VALLEY 1 1 ob efe a ce o tional • Chambers Truss Inc., Fort Pierce Ft. 341 2 7.350 s Sep 27 2012 MiTek Industries, Inc. Man Jun 30 11:19:25 2014 Page 1 ID: kfiGCA6bx7j2Sy1HDXFw7ye3KX-SJjcMbRT?JOUEBQtAMml?2MvBYG5Gi1NIhIsUz17GO 2-0-0 2-0-0 3x4 4.00 12 Scale = 1:6.1 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/TP12007 CSI TC 0.0.3 BC 0.02 WB 0.00 (Matrix) DEFL in Vert(LL) n/a Vert(TL) n/a Horz(TL) -0.00 (loc) I/deft Ud n/a 999 n/a 999 2 n/a n/a PLATES GRIP MT20 2441190 Weight: 5 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 1=30/2-0-0 (min. 0-1-8), 2=24/2-0-0 (min.0-1-8), 3=6/2-0-0 (min. 0-1-8) Max Harz 1=21(LC 8) Max Uplift 1=20(LC 8), 2=30(1_C 8) Max Grav 1=36(LC 13), 2=32(LC 13), 3=17(LC 3) ' FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=45ft; L=50ft; eave=6ft; Cat. ll; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) 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. %%% 0.131 N 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 2. OP 'S , G E•N joint 7) "Semi -rigid pitch breaks including heels" Member end fixity model was used in the analysis and design of this truss. , .- S�••?,,, i LOAD CASE(S) Standard .� N 68182 9 T O F • �/ • gip'• • .c 441: .,4#�,ss .•NA`�`;.`��. ni f IitI� FL Cert. 6634 June 30,2014 ® WARN NG - V.dfr design parameters and READ ACI7ES ON 7N19AAM) ZhaUDED NIIEKREFEREAC E FAGE Ml7-7473 .. 1/29120Z4BD;aAEl15E 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 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/rPII Quality Criteria,, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 781 N. Lee Street. Suite 312, Alexandria. VA 314. Tampa, FL 33610-4115 ifSauthempine(SPrlumberisspecified,thedesignvaluesarethoseeffective06 01f2013byALSC Job Truss Truss Type Qty Ply Elev D T6391344 ml 1324 MV4 VALLEY 1 1 [O'Carlton obReee cz o do a russ inc., ron vierce ri. i4vuz 3x4 % 7.350 s Sep 27 2012 MiTek Industries, Inc. Mon Jun 30 11:19:25 2014 Page 1 ID:_kftGCA6bx7j2Syl HDXFw7ye3KK-SJjcMbRT?, jOUEBQtAMml?2JuBXXSGi 1 NIhIsUz17G0 LOADING (psf) SPACING 2-0-0 CS] DEFL in (loc) I/defi Ud TCLL 20.0 Plates Increase 1.25 TC 0.22 Vert(LL) n/a n/a 999 TCDL 7.0 Lumber Increase 1.25 BC 0.13 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) . 0.00 n/a n/a BCDL 5.0 Code FBC2010ITPI2007 (Matrix) LUMBER BRACING TOP CHORD 2x4 SP No.3 TOP CHORD BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 BOT CHORD REACTIONS (lb/size) 1=80/4-0-0 (min. 0-1-8), 3=80/4-0-0 (min.0-1-8) Max Harz 1=56(LC 8) Max Uplift 1=54(LC 8), 3=72(LC 8) Max Grav 1=97(LC 13), 3=102(LC 13) .FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. 2x3 II Scale = 1:9.4 PLATES GRIP MT20 244/190 Weight: 12 lb FT = 0% Structural wood sheathing directly applied or 4-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=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 `�aii i N' �,,, ,%% ,, N 68182 �' T OF •�/� FL Cert. 6634 June 30,2014 ,&WARNIM-Verify design pare .M.and READ M7ESCN THISAND IAULFDED Nf1FXREFERENCE PAGEMl7-7473.. 1/Z91201d BEFO FVM ! Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. q Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown p is for lateral support of individual web members only: Additional temporary bracing to Insure stability during construction Is the responsibillity, of the -e erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding MiTek' V1 T 1k fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Qualify Criteria, DSB-89 and BC51 Building Component 6904 Parke East Blvd. Safety Information va�Jable from Truss Plate Institute, 781 N. Lee Street, Suite 312. Alexandria. VA 2314. Tampa, FL 33610-4115 If Southern Pine�SPp lumber is specified, the design values are those effective 06101120131byAL5C PLATE LOCATION AND ORIENTATION Center plate on joint unless x, y offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. 0 1�jQ For 4 x 2 orientation, locate plates 0- la from outside edge of truss. This symbol indicates the required direction of slots in connector plates. "Plate location details available in MITek 20/20 software or upon request. PLATE SIZE The first dimension is the plate 4 x 4 width measured perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION Indicated by symbol shown and/or by text in the bracing section of the output. Use T or I bracing if indicated. BEARING Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Min size shown is for crushing only. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. 6-4-8 dimensions shown in ft-in-sixteenths (Drawings not to scale) 2 3 O x U a- O BOTTOM CHORDS 8 7 6 5 JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS ]CC -ES Reports: ESR-1311, ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 Southern Pine lumber designations are as follows: SYP represents values as published by AWC in the 2005/2012 NDS SP represents ALSC approved/new values with effective date of June 1, 2013 © 2012 MiTekO All Rights Reserved MiTek� MITek Engineering Reference Sheet: Mll-7473 rev. 01/29/2013 General Si. - Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 9. Unless expressly noted, this'design is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 13. Top chords must be sheathed or purlins provided at spacing indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone is not sufficient. 20. Design assumes manufacture in accordance with ANSI/TPI I Quality Criteria. IN Lit lz '3 xl Aoigb&)' MiN, SETBACK REQ, SIOES CNR SIDES , 21 REAR9 ' ZNG.� TECH. i a FORM 405-10 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Business and Professional Regulation - Residential Performance Method Project Name: WYNNE CARLTQN 7Q III Street: 9< City, State, Zip: PORT ST. LUCIE , FL, 34983 Owner: Design Location: FL, Fort Pierce Builder Name: WYNNE Permit Office: Permit Number: Jurisdiction: i� 1. New construction or existing New (From Plans) 9. Wall Types (1788.5 sqft.) Insulation Area 2. Single family or multiple family Single-family a. Concrete Block - Int Insul, Exterior R=5.0 1788.50 ft2 b. N/A R= ft2 3. Number of units, if multiple family 1 c. N/A R= ft2 4. Number of Bedrooms 3 d. N/A R= ft2 5. Is this a worst case? No 10. Ceiling Types (1720.0 sqft.) Insulation Area a. Under Attic (Vented) R=30.0 1720.00 ft2 6. Conditioned floor area above grade (ft2) 1720 b. N/A R= ft2 Conditioned floor area below grade (ft2) 0 c. N/A R= ft2 11. Ducts R ft2 7. Windows(118.5 sqft.) Description Area a. Sup: Attic, Ret: Attic, AH: Attic 6 176 a. U-Factor: Sgl, U=1.30 118.50 ft2 SHGC: SHGC=0.50 b. U-Factor: N/A ft2 12. Cooling systems kBtu/hr Efficiency SHGC: a. Central Unit 41.5 SEER:15.00 c. U-Factor: N/A ft2 SHGC: 13. Heating systems kBtu/hr Efficiency d. U-Factor: N/A ft2 a. Electric Heat Pump 41.5 HSPF:8.70 SHGC: Area Weighted Average Overhang Depth: 0.624 ft. Area Weighted Average SHGC: 0.500 14. Hot water systems a. Electric Cap: 40 gallons 8. Floor Types (1720.1 sqft.) Insulation Area EF: 0.900 a. Slab -On -Grade Ede Insulation 9 R=0.0 1720.10 ft2 b. Conservation features b. N/A R= ft2 None c. N/A R= ft2 15. Credits None Glass/Floor Area: 0.069 Total Proposed Modified Loads: 30.18 PASS Total Standard Reference Loads: 39.33 I hereby certify that the plans and specifications covered by this calculation are in cetnpliance with the Florida Energy Code. / �, "1 ---J PREP DATE: I hereby certify that this hi inaing, as designed, i In c mpliance with the Florida Eneravr-oriP OWNERT•, DATE: Review of the plans and specifications covered by this calculation indicates compliance with the Florida Energy Code. Before construction is completed this building will be inspected for compliance with Section 553.908 Florida Statutes. BUILDING OFFICIAL: DATE: 44 Sr'�� � a - 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 406.4.1 Compliant Software Page 1 of 5 PROJECT . Title: Building Type: Owner: # of Units: Builder Name: Permit Office: Jurisdiction: Family Type: New/Existing: Comment: WYNNE CARLTON 70 III Bedrooms: 3 User Conditioned Area: 1720 Total Stories: 1 1 Worst Case: No WYNNE Rotate Angle: 0 Cross Ventilation: No Whole House Fan: No Single-family New (From Plans) Address Type: Lot # Block/SubDivision: PlatBook: Street: County: City, State, Zip: Street Address St. Lucie PORT ST. LUCIE , FL, 34983 CLIMATE v Design Location IECC Design Temp TMY Site Zone 97.5 % 2.5 % Int Design Temp Heating Design Daily Temp Winter Summer Degree Days Moisture Range FL, Fort Pierce FL_ST_LUCIE_CO_INTL 2 39 90 70 75 722 62 Low BLOCKS Number Name Area Volume 1 Block1 1720 13760 SPACES Number Name Area Volume Kitchen Occupants Bedrooms InfilID Finished Cooled Heated 1 Main 1720 13760 Yes 2 3 1 Yes Yes Yes FLOORS # Floor Type Space Perimeter R-Value Area Tile Wood Carpet 1 Slab -On -Grade Edge Insulatio Main 179 ft 0 1720.06 ft _-_- 0 0 1 ROOF V # Type Roof Gable Roof Materials Area Area Color Solar Absor. SA Emitt Tested Emitt Deck Pitch Tested Insul. (deg) 1 Gable or Shed Composition shingles 1813 ft2 286 ft2 Medium 0.5 N 0.9 No 0 18.4 ATTIC V # Type Ventilation Vent Ratio (1 in) Area RBS IRCC 1 Full attic Vented 300 1720 ft2 N N CEILING # Ceiling Type Space R-Value Area Framing Frac Truss Type 1 Under Attic (Vented) Main 30 1720 ft2 0.1 Wood 7/30/2012 4:20 PM EnergyGauge® USA - FlaRes2010 Section 405.4.1 Compliant Software Page 2 of 6 WALLS # Ornt Adjacent Space Cavity Width To Wall Typeallie Ft In Ft Height In Area Sheathing Framing Solar Fraction Ahsor Below (,r;i(Je% 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. V Wall Overhang # Ornt ID Frame Panes NFRC U-Factor SHGC Area Depth Separation Int Shade Screening 1 N 1 Metal Single (Tinted) Yes 1.3 0.5 24 ft2 0 ft 6 in 0 ft 0 in None None' 2 E 3 Metal Single (Tinted) Yes 1.3 0.5 20 ft2 1 ft 0 in 0 ft 6 in None None 3 S 4 Metal Single (Tinted) Yes 1.3 0.5 12 ft2 1 ft 0 in 0 ft 6 in None None 4 W 5 Metal Single (Tinted) Yes 1.3 0.5 30 ft2 1 ft 0 in 0 ft 6 in None None 5 W 5 Metal Single (Tinted) Yes 1.3 0.5 32.5 ft2 0 ft 0 in 0 ft 0 in None None GARAGE # 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 L HOT WATER SYSTEM # System Type SubType Location EF Cap Use SetPnt Conservation - 1 Electric None Garage 0.9 40 gal 60.9 gal 120 deg None SOLAR HOT WATER SYSTEM FSEC Collector Storage Cert # Company Name System Model # Collector Model # Area Volume FEF None None ft' DUCTS / --- Supply --- -- Return -- Air Percent HVAC # �/ # Location R-Value Area Location Area Leakage Type Handler CFM 25 Leakage QN RLF Heat Cool 1 Attic 6 176 ft2 Attic 130 ft' Default Leakage Attic (Default) (Default) % 1 1 TEMPERATURES Programable Thermostat: N Ceiling Fans: Cool!*ng an Venting Jan Feb Feb Mar Mar �C� Apr Apr M:y Jul rj Jun May Jun rl Aug ri Sep ri W 0 ct Oct No v Nov Dec X Jul Aug Sep X 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 6 L 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 REQUIREMENTS) 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 A 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 ibn Area 2. Single family or multiple family Single-family a. Concrete Block - Int Insul, Exterio =5.0 1788.50 ft2 b. N/A R= ft2 3. Number of units, if multiple family 1 c. N/A R= ft2 4. Number of Bedrooms 3 d. N/A R= ft2 10. Ceiling Types Insulation Area 5. Is this a worst case? No a. Under Attic (Vented) R=30.0 1720.00 ft2 6. Conditioned floor area (ft2) 1720 b. N/A R= ft2 7. Windows" Description Area c. N/A R= ft2 a. U-Factor: Sgl, U=1.30 118.50 ft2 11. Ducts R ft2 a. Sup: Attic, Ret: Attic, AH: Attic 6 176 SHGC: SHGC=0.50 b. U-Factor: N/A ft2 SHGC: 12. Cooling systems kBtu/hr Efficiency c. U-Factor: N/A ft2 a. Central Unit 41.5 SEER:15.00 SHGC: d. U-Factor: N/A ft2 13. Heating systems kBtu/hr Efficiency SHGC: a. Electric Heat Pump 41.5 HSPF:8.70 Area Weighted Average Overhang Depth: 0.624 ft. 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 ft2 a. Electric Cap: 40 gallons EF: 0.9 b. N/A R= ft2 c. N/A R= ft2 b. Conservation features None 15. Credits None I certify that this home has complied with the Florida Energy Efficiency Code for Building Construction through the above energy saving features which will be installed (or exceeded) in this home before final inspection. Othe ise, a new EPL Display Card will be completed based on installed Code comolial'ntjfeat es./ Builder Signature: Address of New Ho City/FL Zip77��„ 04tUE Sal, ,y 8 ssPaa ��� Nq 4. �• a.� q� � a *Note: This is not a Building Energy Rating. If your Index is below 70, your home may qualify for energy efficient mortgage (EEM) incentives if you obtain a Florida EnergyGauge Rating. Contact the EnergyGauge Hotline at (321) 638-1492 or see the EnergyGauge web site at energygauge.com for information and a list of certified Raters. For information about the Florida Building Code, Energy Conservation, contact the Florida Building Commission's support staff. **Label required by Section 303.1.3 of the Florida Building Code, Energy Conservation, if not DEFAULT. EnergyGauge® USA - FlaRes2010 Section 405.4.1 Compliant Software Project Summary Job: wri9htsoft 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 Proeect Information For: CARLTON 70 III BEDROOM, WYNNE BUILDING CORP. PORT ST. LUCIE,,.FL 34983 Notes: Weather: Fort Pierce, FL, US Winter Design Conditions Outside db 42 OF Inside db 70 OF Design TD 28 OF Heating Summary Structure 17435 Btuh Ducts 4298 Btuh Central vent (37 cfm) 1143 Btuh Humidification 0 Btuh Piping 0 Btuh Equipment load 22876 Btuh Infiltration Method Simplified Construction quality Average Fireplaces 0 Heating Coolingg Area (ftz 1720 1720 Volume ()ft') .14858 14858 Air changes/hour 0.38 0.20 Equiv. AVF (cfm) 94 50 Heating Equipment Summary Make Carrier Trade COMFORT 15 PURON HP Model 25H C B536A30 AHRI ref no3032420 Efficiency Heating input Heating output Temperature rise Actual air flow Air flow factor Static pressure Space thermostat 8.5 HSPF 36000 Btuh @ 47°F 28 OF 1180 cfm 0.054 cfm/Btuh 0 in H2O Summer Design Conditions Outside db 90 OF Inside db 75 OF Design TD 15 OF Daily range 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. Wriihtsoft° 2012-Aug-02 20:age I g Right -Suite® Universal 2012 12.0.04 RSU05864 Page 1 ACCK E:\Wrightsoft HVAC\Wynne Carp\WYNNE CARLTON 70 Ill.rup Calc = MJ8 Front Door faces: W Load Short Form Job: - - wrightsoftW Date: JULY 25, 2012 Entire House By: PATRICIA ZIMMERMAN COMFORT CONTROL OF SLC, INC. 1501 SE BILTMORE ST., PORT ST. LUCIE, FL 34983 Phone: 772-878-2799 Fax: 772-785-9144 Web: comfortcontrolofslc.com Project• • For: CARLTON 70 III BEDROOM, WYNNE BUILDING CORP. PORT ST. LUCIE, FL 34983 Design Information Htg Clg Infiltration Outside db (OF) 42 90 Method Simplified Inside db (OF) 70 75 Construction quality Average Design TD (°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 25H C B 536A30 AHRI ref no3032420 Efficiency Heating input Heating output Temperature rise Actual air flow Air flow factor Static pressure Space thermostat 8.5 HSPF 36000 Btuh @ 47°F 28 OF 1180 cfm 0.054 cfm/Btuh 0 in H2O COOLING EQUIPMENT Make Carrier Trade COMFORT 15 PURON HP Cond 25HCB536A30 Coil FX4DN(B,F)037 AHRI ref no3032420 Efficiency 12.7 EER, 15 SEER Sensible cooling 24780 Btuh Latent cooling 10620 Btuh Total cooling 35400 Btuh Actual air flow 1180 cfm Air flow factor 0.049 cfm/Btuh Static pressure 0 in H2O Load sensible heat ratio 0.81 ROOM NAME Area (ft2) Htg load (Btuh) Clg load (Btuh) Htg AVF (cfm) Clg AVF (cfm) FOYER 102 1321 904 72 45 LAUNDRY 53 982 1942 53 96 KITCHEN 144 364 3185 20 158 MS BATH 56 924 500 50 25 MS CLOSET 63 74 202 4 10 MS BDRM 305 5443 6287 296 311 HALL 23 27 72 1 4 BATH 45 503 294 27 15 BDRM 2 194 4604 3130 250 155 CLOSET 23 277 148 15 7 BDRM 3 189 1828 1439 99 71 cni+ coon C7A4 Ono 7QA UVINU KIVI JLV JJVV J1" l Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. 2012-Aug-02 20:38:19 -- wrightsoft' Right -Suite® Universal 2012 12.0.04 RSU05864 Page 1 AC(>l E:1Wrightsoft HVAC\Wynne Corp%WYNNE CARLTON 70 Ill.rup Calc = MJB 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 nn0-70 4 on .11 R!1 1UTALJ ircu ccoru corVu i IVU - Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. Wrl IltSOFt' 2012-Aug-02 20:38:19 ^` Q Right -Suite® Universal 2012 12.0.04 RSU05864 Page 2 ACCA E:\Wrightsoft HVAC\Wynne Carp\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: comfortconlrolofslc.com Job: Date: JULY 25, 2012 By: PATRICIA ZIMMERMAN 1 2 3 Room name Exposed wall Room height Entire House 179.0 ft 8.6 ft d FOYER 6.0 ft 8.0 ft heat/cool 4 Room dimensions 6.0 x 17.0 ft 5 Room area 1720.0 ft' 102.0 ft' Ty Construction number U-value (Btuh/ftz-°F) Or HTM (Btuh/ftj 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 V11 I� W D 12C-Osw 1 D-c2cm 13A-5ocs 12C-Osw 1A-r1ob 11J0 12C-Osw 1A-r1om 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 0.85 591 12 20 156 20 21 449 6 325 30 33 248 579 0 20 115 1 21 443 6 262 2 0 232 1474 292 70 293 605 353 1128 213 668 479 701 629 1264 325 44 251 962 365 967 158 573 1788 1531 198 0 0 0 48 0 21 0 0 0 0 0 124 0 -0 0 27 0 21 0 0 0 0 0 124 0 0 0 69 0 353 0 0 0 0 0 337 0 0 0 59 0 365 0 0 0 0 0 106 WI - LI -t; L2 P L-D 11 DO 0.390 n 10.92 11.31 16 16 177 184 0 0 0 0 C 16A-30ml 0.032 0.90 2.32 1720 1720 1541 3990 102 102 91 237 F 22A-tpm 1.180 33.04 0.00 1720 179 5914 0 102 6 198 0 6 c) AED excursion 1092 -24 Envelope loss/gain 14539 13693 1048 743 12 a) Infiltration b) Room ventilation 2896 0 816 0 90 0 25 0 13 Intemal gains: Occupants @ 230 Appliances/other 2 460 3600 0 0 0 Subtotal (lines 6 to 13) 17435 18569 1138 769 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 17435 18569 1138 769 15 Duct loads 25% 28% 4298 5276 16% 18% 183 135 Total room load 21733 23845 1321 904 Air required (cfm) 1180 1180 72 45 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. Wri F�tsOft' 2012-Aug-02 20:38:19 g Right -Suite® Universal 2012 12.0.04 RSU05864 Page 1 '�� E:\Wdghtsoft HVAC\Wynne Corp\WYNNE CARLTON 70 Ill.rup Calc = MJ8 Front Door faces: W -T+- wrightsoft' Right-J® Works heet Entire House COMFORT CONTROL OF SLC, INC. 1501 SE BILTMORE ST., PORT ST. LUCIE, FL 34983 Phone: 772-878-2799 Fax. 772-785-9144 Web: comfortcontrolofslc.com Job: Date: JULY 25, 2012 By: PATRICIA ZIMMERMAN 1 2 3 4 5 Room name Exposed wall Room height Room dimensions Room area LAUNDRY 7.5 ft 8.0 ft heat/cool 7.0 x 7.5 ft 52.5 ft' KITCHEN 0 ft 8.0 ft heat/cool 1.0 x 144.0 ft 144.0 ft2 Ty Construction number U-value (Btuh/ft' °F) Or HTM (Btuh/ft� Area (ft� or perimeter (ft) Load (Btuh) Area (ft) or perimeter (ft) Load (Btuh) Heat I Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 11 T � W �j I-G L�D 12C-0sw 1 D-c2om 13A-5ocs 12C-Osw 1A-r1ob 11J0 12C-Osw 1A-r1om 12C-Osw 1 D-c2ow 4A5-2omd 12B-Obw 11D0 16A-30ml 22A-tprn 0.091 0.870 0.125 0.091 1.080 0.600 0.091 1.270 0.091 0.570 0.770 0.097 0.390 0.032 1.180 n n n a a a s s w w w - n 2.55 24.36 3.50 2.55 30.24 16.80 2.55 35.56 2.55 15.96 21.56 2.72 10.92 0.90 33.04 2.18 27.10 2.22 2.18 48.10 17.40 2.18 26.39 2.18 59.58 47.10 0.85 11.31 2.32 0.00 0 0 0 0 0 0 60 0 0 0 0 56 16 53 53 0 0 0 0 0 0 60 0 0 0 0 40 16 53 8 0 0 0 0 0 0 153 0 0 0 0 108 177 47 248 0 0 0 0 0 0 131 0 0 0 0 34 184 122 0 0 0 0 0 0 0 0 0 0 0 0 68 0 144 144 0 0 0 0 0 0 0 0 0 0 0 68 0 144 0 0 0 0 0 0 0 0 0 0 0 0 185 0 129 0 0 0 0 0 0 0 0 0 0 0 0 56 0 334 0 V+J T-G IW I--v L- P L--D C F 6 c) AED excursion 51 84 Envelope loss/gain 733 419 314 308 12 a) Infiltration b) Room ventilation 113 0 32 0 0 0 0 0 13 Internal gains: Occupants @ 230 Appliances/other 0 0 12001 0 1 0 2400 Subtotal (lines 6 to 13) 846 1651 314 2708 14 15 Less external load Less transfer Redistribution Subtotal Duct loads 16% 18% 0 0 0 846 136 0 0 0 1651 291 16% 18% 0 0 0 314 50 0 0 0 2708 477 Total room load Air required (cfm) 1 982 1 531 1942 961 120 364 3185 158 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. WI'1 IltsotTt° 2012-Aug-02 20:38:19 9 Right -Suite® Universal 2012 12.0.04 RSU05864 Page 2 Ar C', E:\Wrightsoft HVAC\Wynne Corp\WYNNE CARLTON 70 Ill.rup Calc = MJ8 Front Door faces: W wrightsoft Right-J®Worksheet Entire House COMFORT CONTROL OF SLC, INC. 1501 SE BILTMORE ST.. PORT ST. LUCIE. FL 34983 Phone: 772-878-2799 Fax 772-785-9144 Web: comfortcontrolofslc.com Job: Date: JULY 25, 2012 By: PATRICIA ZIMMERMAN 1 Room name MS BATH MS CLOSET 2 Exposed wall 8.0 ft 0 ft 3 Room height 8.0 ft heat/cool 8.0 ft heat/cool 4 Room dimensions 7.0 x 8.0 ft 7.0 x 9.0 ft 5 Room area 56.0 ft� 63.0 ftz Ty Construction U-value Or HTM Area (ftl Load Area (ft� Load number (Btuh/W °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 12C-Osw 0.091 n 2.55 2.18 0 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 W 13A-50cs 0.125 n 3.50 2.22 0 0 0 0 0 0 0 0 12C-Osw 0.091 a 2.55 2.18 0 0 0 0 0 0 0 0 11 1A-r1ob 1.080 a 30.24 48.10 0 0. 0 0 0 0 0 0 D 11.10 0.600 a 16.80 17.40 0 0 0 0 0 0 0 0 WI 12C-Osw 0.091 s 2.55 2.18 64 58 148 127 0 0 0 0 �--G 1A-,1om 1.270 s 35.56 26.39 6 6 213 158 0 0 0 0 W 12C-Osw 0.091 w 2.55 2.18 0 0 0 0 0 0 0 0 1 D-c2pyp 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 PI 12B-Obw 0.097 - 2.72 0.85 0 0 0 0 0 0 0 0 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 120 34 0 0 0 0 b) Room ventilation 0 0 13 Intemal gains: Occupants @ 230 0 0 0 0 0 Appliances/other 0 Subtotal (lines 6 to 13) 796 435 56 142 Less external load 0 0 0 0 Less transfer 0 0 0 0 0 Redistribution 0 796 0 435 0 56 142 14 15 Subtotal Duct loads 16% 15% 128 65 32% 42% 18 60 Total room load 924 500 74 202 Air required (cfm) 1 1 50 25 14 10 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. 2012-Aug-02 20:38:19 wrightsoft° Right -Suite® Universal 2012 12.0.04 RSU05864 Page 3 Ar-C-l` E:\Wrightsoft HVAC\Wynne Corp\WYNNE CARLTON 70 Ill.rup Calc = MJ8 Front Door faces: W 9 - wrightsoft' Right-J®Worksheet Entire House COMFORT CONTROL OF SLC, INC. 1501 SE BILTMORE ST., PORT ST. LUCIE, FL 34983 Phone: 772-878-2799 Fax: 772-785-9144 Web: comfortcontrolofslc.com Job: Date: JULY 25, 2012 By: PATRICIA ZIMMERMAN 1 Room name MS BDRM HALL 2 Exposed wall 49.0 ft 0 ft 3 Room height 8.5 ft heat/cool 8.0 ft heat/cool 4 Room dimensions 1.0 x 304.5 ft 4.5 x 5.0 ft 5 Room area 304.5 ft' 22.5 ft' Ty Construction U-value Or HTM Area M Load Area (ft� Load number (Btuh/W'F) (Btuh/ft2) or perimeter (ft) (Btuh) or perimeter (ft) (Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 V11 12C-Osw 0.091 n 2.55 2.18 81 81 206 176 0 0 0 0 l� 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 11JO 0.600 a 16.80 17.40 0 0 0 0 0 0 0 0 12C-0sw 0.091 s 2.55 2.18 217 217 552 473 0 0 0 0 VV G, 1A-r1om 1.270 s 35.56 26.39 0 0 0 0 0 0 0 0 W 12C-0sw 0.091 w 2.55 2.18 119 89 227 194 0 0 0 0 1 D-c2ow 0.570 w 15.96 59.58 30 2 479 1788 0 0 0 0 4A5-2omd 0.770 w 21.56 47.10 0 0 0 0 0 0 0 0 P 12B-Obw 0.097 - 2.72 0.85 0 0 0 0 0 0 0 0 I- --D 11 DO 0.390 n 10.92 11.31 0 0 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 b) Room ventilation 0 0 0 0 13 Intemal gains: Occupants @ 230 0 0 0 0 0 Appliances/other 01 Subtotal (lines 6 to 13) 4138 4414 20 51 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 4138 4414 20 51 15 Duct loads 32% 42% 1305 1874 32% 42% 6 21 Total room load 5443 6287 1 27 72 Air required (cfm) 1 1 2961 3111 1 1 4 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wri htsoft" 2012-Aug-02 20:38:19 9 Right -Suite® Universal 2012 12.0.04 RSU05864 Page 4 AC�0-k 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 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 ftz Ty Construction number U-value (Btuh/ft' °F) Or HTM (Btuh/ft� Area M or perimeter (ft) Load (Btuh) Area M or perimeter (ft) Load (Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 11 W \ �G �D 12C-0sw 1 D-c2om 13A-5ocs 12C-Osw 1A-r1ob 11J0 12C-Osw 1A-r1om 12C-Osw Dc2ow 4A5 2omd 12B-Obw 11 DO 16A-30ml 22A-tpm 0.091 0.870 0.125 0.091 1.080 0.600 0.091 1.270 0.091 0.570 0.770 0.097 0.390 0.032 1.180 n n n a a a s s w w w - n 2.55 24.36 3.50 2.55 30.24 16.80 2.55 35.56 2.55 15.96 21.56 2.72 10.92 0.90 33.04 2.18 27.10 2.22 2.18 48.10 17.40 2.18 26.39 2.18 59.58 47.10 0.85 11.31 2.32 0.00 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 41 275 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 IW �--G W Lt1 P. �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 Internal gains: Occupants @ 230 Appliances/other 0 0 0 0 0 0 Subtotal (lines 6 to 13) 383 207 3500 2197 14 15 Less external load Less transfer Redistribution Subtotal Duct loads 32% 42% 0 0 0 383 121 0 0 0 207 88 32% 42% 0 0 0 3500 1104 0 0 0 2197 933 Total room load Air required (cfm) 503 27 294 15 4604 250 3130 155 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. 2012-Aug-02 2 Azr -� wrightsaft" Right -Suite® Universal 2012 12.0.04 RSU05864 Page 5 ��p` E:\Wrightsoft HVAC\Wynne Corp\WYNNE CARLTON 70 Ill.rup Calc = MJ8 Front Door faces: W -+- wrightsoftRight-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 CLOSET 2.5 ft 8.0 ft heat/cool 9.0 x 2.5 ft 22.5 ft2 BDRM 3 14.0 ft 8.0 ft heat/cool 13.5 x 14.0 ft 189.0 ft2 Ty Construction U-value Or HTM Area (M Load Area (ft2) Load number (Btuh/ft2-°F) (Btu ft2) or perimeter (ft) (Btuh) or perimeter (ft) (Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 11 Val t- G W D 12C-0sw 1 D-c2om 13A-5ocs 12C-Osw 1A-r1ob 11J0 12C-Osw 1A-r1om 12C-0sw 1 D-c2ow 4A5-2omd 12B-Obw 11D0 16A-30ml 22A-tpm 0.091 0.870 0.125 0.091 1.080 0.600 0.091 1.270 0.091 0.570 0.770 0.097 0.390 0.032 1.180 n n n a a a s s w w w - n 2.55 24.36 3.50 2.55 30.24 16.80 2.55 35.56 2.55 15.96 21.56 2.72 10.92 0.90 33.04 2.18 27.10 2.22 2.18 48.10 17.40 2.18 26.39 2.18 59.58 47.10 0.85 11.31 2.32 0.00 0 0 20 0 0 0 0 0 0 0 0 0 0 23 23 0 0 20 0 0 0 0 0 0 0 0 0 0 23 3 0 0 70 0 0 0 0 0 0 0 0 0 0 20 83 0 0 44 0 0 0 0 0 0 0 0 0 0 52 0 112 12 0 0 0 0 0 0 0 0 0 0 0 189 189 100 0 0 0 0 0 0 0 0 0 0 0 0 189 14 255 292 0 0 0 0 0 0 0 0 0 0 0 169 463 218 325 0 0 0 0 0 0 0 0 0 0 0 438 0 IW G W I--G L j P I-D C F 6 c) AED excursion -3 -31 Envelope loss/gain 173 93 1179 951 12 a) Infiltration b) Room ventilation 38 0 11 0 211 0 59 0 13 Internal gains: Occupants @ 230 Appliances/other 0 0 01 0 0 10 Subtotal (lines 6 to 13) 210 104 1390 1010 14 15 Less external load Less transfer Redistribution Subtotal Duct loads 32% 42% 0 0 0 210 66 0 0 0 104 44 32% 42% 0 0 0 1390 438 0 0 0 1010 429 Total room load Air required (cfm) 1 1 277 15 148 7 1828 1 991 1439 71 _ Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wrightsoft° 2012-Aug-02 20:age 6 Right -Suite® Universal 2012 12.0.04 RSU05864 Page 6 ��` 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 ft' Ty Construction U-value Or HTM Area (ft� Load Area Load number (l3tuh/W °F) (Btuh/ftj or perimeter (ft) (Btuh) or perimeter Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 t--G 12C-0sw 0.091 n 2.55 2.18 250 250 637 546 1 D-c2om 0.870 n 24.36 27.10 0 0 0 0 W 13A-5ocs 0.125 n 3.50 2.22 0 0 0 0 12C-Osw 0.091 a 2.55 2.18 0 0 0 0 11 1A-r1ob 1.080 a 30.24 48.10 0 0 0 0 D 11J0 0.600 a 16.80 17.40 0 0 0 0 1N 12C-Osw 0.091 s 2.55 2.18 0 0 0 0 -G IA-rlom 1.270 s 35.56 26.39 0 0 0 0 W 12C-Osw 0.091 w 2.55 2.18 206 173 442 378 1 D-c2ow 0.570 w 15.96 59.58 0 0 0 0 4A5-2omd 0.770 w 21.56 47.10 33 0 701 1531 P 1213-0bw 0.097 - 2.72 0.85 0 0 0 0 L-D 11D0 0.390 n 10.92 11.31 0 0 0 0 C 16A-30ml 0.032 0.90 2.32 526 526 471 1219 F 22A-tpm 1.180 33.04 0.00 526 47 1536 0 6 c) AED excursion 506 Envelope loss/gain 3786 4180 12 a) Infiltration 857 242 b) Room ventilation 0 0 13 Intemal gains: Occupants @ 230 Appliances/other 2 460 0 Subtotal (lines 6 to 13) 4643 4882 Less external load 0 0 Less transfer 0 0 Redistribution 0 0 14 15 Subtotal Duct loads 16% 18% 4643 745 4882 859 Total room load 5388 5741 Air required (cfm) 1 2931 284 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wri Fittsoft' 2012-Aug-02 20:38:19 1" g Right -Suite® Universal 2012 12.0.04 RSU05864 Page 7 ACC` EAWrightsoft HVAC\Wynne Corp1WYNNE CARLTON 70 Ill.rup Calc = MJ8 Front Door faces: W `ii'PE -OF SURVEY:1 BOUNDARY PLOT PLAN U C TIE IN FINAL TOPOGRAPHIC COMPLETED ON: 10-20-14 DESCRIPTION: o SURVEYORS NOTES: BEING ALL 8 FLORIDA WAY, OF THE �I 1. UNLESS OTHERWISE NOTED ONLY PLATTED EASEMENTS ARE UNRECORDED PLAT OF SPANISH LAKES W• 2. SHOWN HEREON. NO UNDERGROUND UTILITIES OR IMPROVEMENTS WERE PHASE 1, OF ST. LUCIE COUNTY, FLORIDA. LZ M LOCATED UNLESS OTHERWISE SHOWN. . . ? 3. THIS SITE LIES WITHIN FLOOD ZONE X , ACCORDING TO W I) THE FLOOD INSURANCE RATE MAP, COMMUNITY PANEL NO. ABBREVIATIONS: Q k 12111CO283 J, EFFECTIVE DATE FEBRUARY 16, 2012. o c� 4. FLOOD ZONE SHOWN HEREON IS AN INTERPRETATION BY THE FFE = FINISHED FLOOR ELEVATION N SURVEYOR AND IS PROVIDED AS A COURTESY. THE FLOOD R/W = RIGHT-OF-WAY V v ZONE SHOULD BE VERIFIED BY A DETERMINATION AGENCY. R = RADIUS OF CURVE a cn 5. BEARINGS SHOWN HEREON ARE REFERANCED TO THE L = LENGTH OF CURVE qa CENTERLINE OF FLORIDA WAY HAVING AN ASSUMED SF = SQUARE FOOT BEARING OF EAST, ACCORDING TO THE UNRECORDED PLAT A = DELTA OF CURVE OF SPANISH LAKES PHASE 1, OF ST. LUCIE COUNY, o FLORIDA 6. NOT VALID WITHOUT THE SIGNATURE AND ORIGINAL RAISED SEAL OF A FLORIDA LISCENSED SURVEYOR AND MAPPER. 7. THIS IS A SPECIFIC PURPOSE SURVEY FOR THE PURPOSE OF LOCATION AND ELEVATION OF FORMBOARDS. SITE BENCHMARK ELEVATION= 16.13 ASSUMED N —n 31.27' o� D O D 5.2� , �D I L c Loa of ri EXISTING I PERMIT #: %0/0 8- 03-3 3 61.89 0 AVERAGE TOP OF FORMS ELEVATI ON Lt:018is81 2.68' ABOVE EDGE ; OF PAVEMENT EXISTING SCALE: 1 "=30' ALEXANDER J. PIAZZA PSM, INC. DATE:10-20-14 Surveying • Mapping • Consulting 619 SW Biltmore Street DRAWN: CJM Port St. Lucie, Florida 34983 JOB NO.: ® Phone: (772) 340-7770 14-1860 LB#72so Fax: (772) 340-2250 DATE: REVISIONS: o F aa_ � EXISTING it Wp',"Co�ice' . FL °t RECEIVE OCT. 212014 LAST FIELD CERTIFIED TO: WYNNE BUILDING CORPORATION K:\BUILDERS\DWG2014\DWG\14-1860.dwg, 10/20/20141:39:40 PM ALEXAND J. PIAZ Professional'Surveyor & Mapper Florida Certificate No.: 6330