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PLANNING & DEVELOPMENT SERVICES St. Lucie County Building & Code Compliance Division BUILDING PERMIT SUB -CONTRACTOR AGREEMENT St. Lucie County Contractor Certification Number: 3tal7of Florida Certification Number (If applicable): L a (_ I !i�jq j D r3v �,� � s � 3' � �'`Tt �- � �� L ✓ 6dJ, 11taOT, Z-t_ C- have agreed to be the (Company Name/Individual Name) 1lW-C1;� 4 ���� 1 Sub -contractor for Z 4- � i 1-0") ' � � � L L �— (Type of Trade) (Primary Contra or) For the project located at Z Z<6_ 1 •-e-- (/-z (Project Street Address or Prop 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 SIGN Business Name: ARE REQUIRED oll OF FLORIDA, COUNTY OF c't-6 Dv� • In � l DATE THE FOREGOING INSTRUMENT WAS SIGNED BEFORE ME THIS a.\ DAY OF7 V ;F)-* , 20 `6 BY 9, Q C` C Vs V'N WHO IS PERSONALLY KNOWN OR HAS PRODUCED k, .Q `-' SIGNATURE OF NOTARY PUBLIC SLCPDS: 12/16/2013 AS IDENTIFICATION. PRINT NAME OF NOTARY PUBLIC NA GIVENS licstate of Florida �P�yY PUp(��i Notay h�s Dec 16. 2016 m fission 46 EE 85V61 " • Assn. -• � _-, •� Comm otary 'srgr°r,' onded Through N aklon PLANNING &DEVELOPMENT SERVICES BUILDING & ZONING DIVISION 2300 VIRGINIA AVE FORT PIERCE, FL 34982 (772) 462-1553 FAX 462-1578 CHANGE OF CONTRACTOR, SUBCONTRACTOR OR CANCELLATION OF PERMT PLEASE SELECT ONE OF THE FOLLOWING: CHANGE OF CONTRACTOR — Change of Contractor is to be signed and notarized by the property owner, and the new contractor of record for the current permit. A new permit application must also be completed with new contractor information and signature. A new Notice of Commencement must be filed in the new contractor's name for job values greater than $2,500 ($7,500 if A/C Change -out). A recorded copy must be submitted prior to commencing any work. There is a $50.00 fee for the Change of Contractor. CHANGE OF SUBCONTRACTOR — Subcontractor changes are to be completed by the general contractor. The new subcontractor must fill out a Subcontractor Agreement Form. There is a $50.00 fee for the Change of Sub - Contractor. CANCELLATION OF PERMIT — The cancellation of a permit is acceptable only if no work has been done. Cancellation of permit is to be signed and notarized by both the owner and qualifier of record. There is no fee for cancellation of the permit. ( /4 — (�p Date: - Site Address: p 0- S e a.r A-19 State License SLC License Original GC, subcontractor or owner/builder %K Par'deJt jd �odl"OStratfticense C4C(00 /� IOS3 C License New GC, subcontractor Reason for Cancellation Permit Number: i 510 � — 00 A The undersigned does hereby agree to indemnify and hold harmless St Lucie County, its officers, agents and employees from all costs, fees or damages arising from any and all claims of action for any reason, which may arise as a result of this change of contractor/subcontractor or cancellation of permit. A permit cannot be cance ed�jif w rk�Mfo ed. lJ� — SIGNATURE OF OWNER (or owner/builder) SIGNATURE GENERAL f CjTO n �R as a plica e) PRINT NAME PRINT NAME State of Florida, County of St. Lucie County The following instrument was acknowledged before me this day of 20� by is personally known to me or who has produced as ID. Signature of Notary Date Revised 04/15/16 State of Florida, County of St. Lucie County The following instrument was acknowledged before me this day of 20_, by who is personally known to me or who has produced as ID. Signature of Notary Date 09/14/2016 08:34 772462157—q,__ ST LUCIE CO IMPACT_ PAGE 01/01 TruTeam 9/1:018 4:15:34 PM PAGE 2/002, Fax Server 09I13/29�6 04:x6PM 3$67637339 PAGE 01 kq �„ r 1eNnnhb;n°1np.Tk6mel �rcrCC:, g ,I k14 3607-A Crossroads Pkwy °'` ou Ft. Pierce, FL 34945 FU ,< P,Wo'INSULATION INSTALLATION CERTIFICATE 403214700 St. Lucie Co, r V` FL Gale Insulation BUILDER; SUBDIVISION JOB ADDRESS-, 2257 0wildge Rd CITY: Fort marce #: LOVBLOCK.: The undersigned hereby certifies that,i►isulatiotx has been installed it the abova described property as follows: 1, Exterior CBS walls has been insulated with martive soil to a tblckrless of .75 inches, wbldh according to Fi-FollCompany will yield an 1%11 value of 4,1 Iwerior frame walls has been insulated tit°iih to a thickness of incites, which according to I will yield ml "R01 Value of 2. Ceiliogs (flat) has beetl irlstilxted witll flyer lass bats_ _ to a thickness of 10 inches, which 4ccardieng to Knauf -- will yield ah "'W'value of so Ceilings (vaulte4) Vitas been insulated with _ __ to a thickness of— inches, which according to _ will yield as "R" value of 3, interior kkxee walis lies been insulated with to a thickness of inches, wilich Keeording to will yield ani".W' Value of 4. Garage partition walls adjacent to conditioned living space lea been insulated with _ to a tlaicicness Of inches, which a,ocording to will yield an teli," value of i5e eras Contractor/Builder i'nsula#ori ontractors Signature Irioanse Pr CGC IS. 12179 signature THE AFFIANT, Dave 1 RMO IS PERSONALLY KNOWN TOME Sworn to and subscribed bakre me this—) e—) day Notary Public, 5tate of Florida JULIE p WARP MY coMM19SI0T1 !Z194V .eMprea 2R 2019 All APPLICABLE INFO MUST BE Cl NIPLETED FOR APPLICATION TO BE Date: Permit Number: Building Permit Application Planning and Development Services Building and Code Regulation Division / 2300 Virginia Avenue, Fort Pierce FL 34982 Phone: (772) 462-1553 Fax: (772) 462-1578 Commercial Residential PERMIT APPLICATION FOR: Address: z2-`-1 Legal Description: J- (JCS V-C-'e Property Tax ID #: 2- 3 z-3'` .5-C / -60 _-7Z-v Lot No. Site Plan Name: (� �,v�tv� L_6.0Q S Block No. Project Name: Setbacks Front Back: Right Side: Left Side: amonai worK _Mechanical Electric rtormed under this permit- cnec Gas Tank _ Gas Piping Total Sq. Ft of Construction: Cost of Construction: $ Plumbing _ Shutters Sprinklers _ Generator Sq. Ft. of First Floor: _ Utilities: _ Sewer _ Septic _ Windows/Doors Roof Building Height: Name Name:dSl�- Address: Z-116`1 C:Cp(L&crF_ rk Company: 2�A-Q t i D K y 0,c rJ S U o City: P.e-nCS= State: Address: 0-�- jhA Zip Code: JC- Ct Fax: City: V efo ge&Gv1 State: (- Phone No. -Y-t2� Zip Code: 3Z�j CcZ- Fax: E-Mail: c i1.1 cil' kAf&�4 UQVLOO ^G®m Phone No %7 2- - 2 6 Fill in fee simp Title Holder on next page ( if different E-Mail T K d-45T_ Ne r from the Owner listed above) State or County License C Q>OJ76 7-!. 3 If value of construction is 2500 or more, a RECORDED Notice of Commencement is required. 5UPPLEMI=NTALgC045111T ATION k �. DESIGNER/ENGINEER: _ Not Applicable MORTGAGE COMPANY: _ Not Applicable Name: Name: Address: Address: City: State: City: State: Zip: Phone Zip: Phone: FEE SIMPLE TITLE HOLDER: _ Not Applicable BONDING COMPANY: Not Applicable Name: Name: Address: Address: City: City: Zip: Phone: Zip: Phone: OWNER/ CONTRACTOR AFFIDVIT: Application is hereby made to obtain a permit to do the work and installation as indicated. I certify that no work or installation has commenced prior to the issuance of a permit. St. Lucie County makes no representation that is granting a permit will authorize the permit holder to build the subject structure which is in conflict with any applicable Home Owners Association rules, bylaws or'and covenants that may restrict or prohibit such structure. Please consult with your Home Owners Association and review your deed for any restrictions which may apply. In consideration of the granting of this requested permit, I do hereby agree that I will, in all respects, perform the work in accordance with the approved plans, the Florida Building Codes and St. Lucie County Amendments. The following building permit applications are exempt from undergoing a full concurrency review: room additions, accessory structures, swimming pools, fences, walls, signs, screen rooms and accessory uses to another non-residential use WARNING TO OWNER: Your failure to Record a Notice of Commencement may result in your paying twice for improvements to your property. A Notice of Commencement must be recorded and posted on the jobsite before the first inspection. If you intend to obtain financing, consult with lender or an attorney before commencing work or recording our Notic f Commencement. Signature of Owner/ Lessee/Ag t Signature of Contractor/License I er STATE OF FLORIDA STATE OF FLORIDA OF COUNTY OF _SA COUNTY The f rgoing instrument was acknowledged before me PQ.b The f rgoing instr ent was acknowledged before me 26LL by this day of , 201to by this day of mxphl" A �8&j IQL-P40L J (Name of person acknowledging) � (N Ra of person acknowledging) U HIQ91" r_po�'. pul� gna ure of Notary Public- S to of Florida) (§igDdurg of Notary Public- StatdZ Florida ) Personally Known O Produced Identification Personally Known OR Produced Identification Type of I enti ' ation 0�4S T pe of Identification Produced 1NA INGRAM ced -� Notary'Public - State of FI)rida Commission No."-°_"«�,�$e°mm. Expires Dec 20, -o ;.�,�Pavn�e,, LA HAHNA INGRAM 2� mission No. 'r." *,"� NQfitiblic -State mFlorid mission # FF 1772 of 9 l .�P My Comm. Expires Dec 20I201 tiNationalNotarvd'- r3 oFo• o , Commi REVIEWS FRONT ZONING SUPERVISOR PLANS VEGETATION Bonded thr SEA TURILE'_ ugh Nationa ° XMWV d'. , COUNTER REVIEW REVIEW REVIEW REVIEW REVIEW REVIEW DATE RECEIVED DATE COMPLETED Rev. 7/211 DICE OF COMMENCEMENT x Folio No. ✓. a J �� 22-"���1�-/� The undersigned herebygives notice that improvement will be made to certain real property, and in accordance with Chapter713, Florida Statutes, the following information'is provided in this Notice of Commencement. Legal Description of Property (and street address if avdable): S1rt, r.�1�'i�. IQ dad i fV� 4. ll• 6'.� �� T' I General description of improvement: s� AA L `' t C• , "i i'1._0 r;v he i'c e Owner information or Lessep i formation if the lessee contracted for the improvement: Name _ Gvcc Address 2, Z, S Interest in property: Name and address of fee simple titleholder (if different from Owner listed above): Contractor's Name: d e Ka.� i �-�� �- 4? ! J co ov 5'4�.r -�r c N Contractor Address: S'7 `/ R it-h -P- V, / . •4J Z- LY('• Z Phone•Number: '7a7- -SIZ-V ' 1760. po nk .3µgVS- Surety (if applicable, a copy of a payment bond is attached):.Amount of.bond: $ '' Name and address: /l Y I A Phone number: 0.17 us L n CA rr. Cn '� Lender Name: 4. Phone Number: a v Lender's address: Persons within the State of Florida designated by Owner upon whom notices or other documents may be served as provided bySecti y h, :4 713.13(i) (a)7., Florida Statutes: nn 0 J m + z Name: - . fT Phone Number: _ ._ _ .._ ..._ . - o r- r- Address " M In addition to himself or herself, Owner designates of to receive a, copy c n Lienor's Notice as provided in Section 713.13(1) {.b), Florida Statutes. 0 _ -i c Phone number of person or entity designated by -owner: __ + a Expiration date of notice of commencement: '(the expiration date may not;be before the completion of construction and final payment e contractor, but will be 1 year from the date of recording unless a different date is specked) Z '• Z - ZC? t* 0 WARNING TO OWNER: ANY PAYMENTS MADE BY THE OWNER AFTER THE. EXPIRATION OF THE NOTICE OF COMMENCEMENT ARE CON' ,z IMPROPER PAYMENTS UNDER CHAPTER 713, PART I, SEcriON.713.13, FLORIDA STATUTES, AND CAN RESULT IN YOUR PAYING TWICEF IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE T INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER, OR AN ATTORNEY BEFORE COMMENCING WORK L_ RECORDING YOUR NOTICE OF COMMENCEMENT. Under,penalty of perjury,, I de . t 1 have• read the foregoing notice of commencement and that the facts stated therein are true to the best of mYkknowledge and bel' " (Signatur or seoOw eroLessee's Authorzed Officer/Director/Partner/Manager r'r"•. LASHAHNA INGRAM (Signator/s Title/Office) i°`n G;` Notary Public • State of Florida d : •; My Comm. Expires Dec 20, 2018 Theforegoinginstrumentwasacknowledged before me`thl day of , 20 -9" "�;; Commission # FF 177249 Bonded through. National Notary Assn. B as CJ\3. L`r\o_� for. Na of-Pers Type'of authority (e.g. officer, trustee) :' Party on behalf of whom instrument was` executed Personally known_ or produced Identfiication (Sig ature of Notary Public - fate of Florida) . (Print, Type, or Stamp Commissioned Name of Notary Public) Type of Identification produced Planning & Development Services Building & Code Regulations Division �. 2300 Virginia Ave. • r Fort Pierce, FL 34982 (772)462-1553 Fax 462-1578 CHANGE OF CONTRACTOR Or Subcontractor or Cancellation of Permit Change of Contractor is to be completed by the property owner, and the new contractor of record for the current permit. A new permit application must also be completed with new contractor information, signature, and transfer fee. A new Notice of Commencement must be filed in the new contractor's name for job values greater than $2,500 ($7,500 if A/C Change -out). A recorded copy must be submitted prior to commencing any work. Subcontractor changes can be completed by the general contractor. Absent extenuating circumstances, a cancellation of permit is to be executed by both the owner and qualifier of record. Date: 7 — z- (?_% (6 Site Address: zz� Co l c J-9 Permit Number: / 5 O �C M M4�0.11 1 0 n1 S .ty, UJI0 A State License SLC License ZA9 `s6 Original tGeneral Contractor p(or Subcontractor) d M, �� l � cct�� Jo S (<—y State License C61—A15Y6 2X3 SLC License New General Contractor (or Subcontractor) Reason for Change ,J 1 r-, The undersigned does hereby agree to indemnify and hold harmless St. Lucie County, its officers, agents, and employees from all costs, fees, or damages arising from any and all claims of action for any reason, which may arise as a result of this change of contractor/subcontractor or cancellation of permit. A permi be cancelled if work has been performed. 7`� SIGNATURE e� ownedbuilder) * SIGNATURE OF /NEW G/ENERAL` `CCTOR / PRINT NAME ���%� �� �O V� 1(U PRINT NAME r L Ld' A2&V l oe State of Florida, County of St. Lucie County The following instrument was acknowledged before me this day o� 2011,,;1 by who is personally know to me has producedv as ID. ture of Notary ignao Date State of Florida, County of St. Lucie County The following iqqtrument was acknowledged before me this day of , 20j_�by who is personally know to me or ho has produced as ID. iguature of Notary Date *Only ure required for change of subcont RevisedLASHAHNA ING?�*�av nis" OAS yDip INA INGRq Notar RAM , • a= Notary public _ MM Y Public -Stateof F Stateolorida Florida Y .' MY Comm. Exp re r^ COMM.mExpires Der. 'n. r;t s,; o?� Commissi r s Dec 20, 2018 FF 1772q y 0 KELLER, SCHLEICHER & MacWILLIAM ENGINEERING AND TESTING, INC. MARTIN (772) 337-7755 P.O. BOX 78-1377 SEBASTIAN FL 32978-1377 SEBASTIAN (772) 589-0712 PALM BEACH (561) 845-7445 www.ksmengineering.net MELBOURNE (321) 768-8488 FAX (561) 845-8876 E-Mail: KSM@KSMENGINEERING.NET ST. LUCIE (772) 229-9093 C.A.: 5693 FAX (772) 589-6469 Revised: February, 23, 2015 February 20, 2015 Simmons Construction and Development 5976 20th Street #.114 Vero Beach, Florida 32966 Re: 2287 Coolidge Road Fort Pierce, Florida Permit #�SLC-1501-0018 KSM Project #: 150394-1 d Dear Mr. Simmons: Enclosed, please find the nuclear density test results performed on the compacted foundation fill for the front and rear addition at the above referenced project. , ;y questions, please feel free to call. . No 6g ,Z of .L e � JEKfjI Fax to: Saint Lucie County Building Department E-mail to: spencer@simmonsbuilder.com RECEIVED mAR.O 2 2015 .Ronald G. Keller, P.E.: 37293 / SI Lic. No.: 860 / Julie E. Keller, P.E.: 68366 r� KELLER, SCHLEICHER & MacWILLIAM ENGINEERING AND TESTING, INC. MARTIN (772) 337-7755 P.O. BOX 78-1377 SEBAS T IAN FL 32978-1377 SEBASTIAN (772) 589-0712 PALM BEACH (561) 845-7445 www.ksmengineering.net MELBOURNE (321) 768-8488 FAX (561) 845-8876 E-Mail: KSM@KSMENGINEERING.NET ST. LUCIE (772) 229-9093 C.A.: 5693 FAX (772) 589-6469 SOIL COMPACTION REPORT ASTM D 1557 and ASTM D 2922 Revised: February 23, 2015 DATE TESTED: February 20, 2015 KSM JOB #: 150394-1 d/ES/jl PERMIT #: SLC-1501-0018 CONTRACTOR: Simmons Construction and Development JOB LOCATION: 2287 Coolidge Road Fort Pierce, Florida MATERIAL: Gray Sand ITEM TESTED: Compacted Foundation Fill for the Front and Rear Addition --------------------------------------------------------------------- TEST LOCATION DEPTH MOTS- PEN DRY MAX. DRY PERCENT OF SAMPLE TURE READ DENSITY PROCTOR COMPACTION ------------------------------------------------- VALUE Rear Addition --------------- 1. South 0" — 12" 6.0 40 105.4 107.9 97.7 2. Center 36 103.3 95.7 3. North 34 104.3 96.7 Front Addition 4. North Footer 0" — 12" 6.0 40 103.7 107.9 96.1 5. South Footer if 1138 104.4 If96.8 Ronald G. Keller, P.E.: 37293 / SI Lic. No.: 860 / Julie E. Keller, P.E.: 68366 KELLER, SCHLEICHER & MacWILLIAM ENGINEERING AND TESTING, INC. MARTIN (772) 337-7755 P.O. BOX 78-1377, SEBASTIAN FL 32978-1377 SEBASTIAN (772) 589-0712 PALM BEACH (561) 845-7445 www.ksmengineering.net MELBOURNE (321) 768-8488 FAX (561) 845-8876 E-Mail: KSM@KSMENGINEERING.NET ST. LUCIE (772) 229-9093 C.A.: 5693 FAX (772) 589-6469 MOISTURE -DENSITY RELATIONSHIP MODIFIED PROCTOR (ASTM D 1557) Revised: February 23, 2015 DATE TESTED: February 20, 2015 KSM JOB #: 150394-1 p PERMIT #: SLC-1501-0018 CONTRACTOR: Simmons Construction and Development JOB LOCATION: 2287 Coolidge Road Fort Pierce, Florida 109-17---T----1----I----r---7----� I I I I I I I I I I I I I I I I I I I I I 108+1IIIIIIIII --—— +———- —--IIIII1IIII -- -- --—+IIIIIIIII ------------- 107---- I 0 1-w106T--T—---- 105.+---- --- —I— — — — +-——— -��IIIIIIIIIII I I I I I I I I I I I I I I I I I I I I 104-------------------------� 8 9 10 11 12 13 14 Moisture - Percent of Dry Weight Soil Description: Gray Sand Max. Dry Density: 107.9 P.C.F. Optimum Moisture: 11.0 Percent Julie E. Keller, P.E. Ronald G. Keller, P.E.: 37293 / SI Lic. No.: 860 / Julie E. Keller, P.E.: 68366 Tdr IL .KELLER, SCHLEICHER & MacWILLIAM ENGINEERING AND TESTING, INC. MARTIN (772) 337-7755 P.O. BOX 78-1377, SEBASTIAN, FL 32978-1377 SEBASTIAN (772) 589-0712 PALM BEACH (561) 845-7445 www.ksmengineering.net MELBOURNE (321) 768-8488 FAX (561) 845-8876 E-Mail: KSM@KSMENGINEERING.NET ST. LUCIE (772) 229-9093 C.A.: 5693 FAX (772) 589-6469 C BL " February 20, 2015 FEB 2 4 20b Simmons Construction and Development 5976 20th Street #114 Vero Beach, Florida 32966 Re: 2287 Coolidge Road Fort Pierce, Florida Permit #: SLC1501-001A KSM Project #: 150394-1 d Dear Mr. Simmons: Enclosed, please find the nuclear density test results performed on the compacted foundation fill for the front and rear additon at the above referenced project. Should you have any questions, please feel free to call. ♦♦♦eaa ese®rosiies� F_ KPi , av � M e E. K •.,�L C Rip is?, �NA- Fax to: Saint Lucie County Building Department E-mail to: spencer@simmonsbuilder.com Ronald G. Keller, P.E.: 37293 / SI Lic. No.: 860 / Julie E. Keller, P.E.: 68366 KELLER, SCHLEICHER & MacWILLIAM ENGINEERING AND TESTING, INC. MARTIN (772) 337-7755 P.O. BOX 78-1377, SEBASTIAN, FL 32978-1377 SEBASTIAN (772) 589-0712 PALM BEACH (561) 845-7445 www.ksmengineering.net MELBOURNE (321) 768-8488 FAX (561) 845-8876 E-Mail: KSM@KSMENGINEERING.NET ST. LUCIE (772) 229-9093 C.A.: 5693 FAX (772) 589-6469 SOIL COMPACTION REPORT ASTM D 1557 and ASTM D 2922 DATE TESTED: February 20, 2015 KSM JOB #: 150394-1 d/ES/jl PERMIT #: SLC1501-001A CONTRACTOR: Simmons Construction and Development JOB LOCATION: 2287 Coolidge Road Fort Pierce, Florida MATERIAL: Gray Sand ITEM TESTED: Compacted Foundation Fill for the Front and Rear Addition ----------- -------------------------- TEST LOCATION DEPTH MOTS- PEN ------- DRY _ ____ MAX. DRY ___ PERCENT OF SAMPLE TURE READ DENSITY PROCTOR COMPACTION -------------------------------------------- VALUE--- RearAddition ---------------------- 1. South 0" — 12" 6.0 40 105.4 107.9 97.7 2. Center 11 if 36 103.3 95.7 3. North 34 104.3 " 96.7 Front Addition 4. North Footer 0" = 12" 6.0 40 103.7 107.9 96.1 5. South Footer 38 104.4 If 96.8 Ronald G. Keller, P.E.: 37293 / SI Lic. No.: 860 / Julie E. Keller, P.E.: 68366 KELLER, SCHLEICHER & MacWILLIAM ENGINEERING AND TESTING, INC. MARTIN (772) 337-7755 P.O. BOX 78-1377, SEBASTIAN, FL 32978-1377 SEBASTIAN (772) 589-0712 PALM BEACH (561) 845-7445 www.ksmengineering.net MELBOURNE (321) 768-8488 FAX (561) 845-8876 E-Mail: KSM@KSMENGINEERING.NET ST. LUCIE (772) 229-9093 C.A.: 5693 FAX (772) 589-6469 MOISTURE -DENSITY RELATIONSHIP MODIFIED PROCTOR (ASTM D 1557) DATE TESTED: February 20, 2015 KSM JOB #: 150394-1 p PERMIT #: SLC1501-001A CONTRACTOR: Simmons Construction and Development JOB LOCATION: 2287 Coolidge Road Fort Pierce, Florida 109 T-—— --r---,----I----r---T---� I I I I I I I I I I I I I I 108 +-— — -+---———————— I- ---+ — — --I p I I I I I I I (U 107-I-----I----J---I---- -- — -� ----I I I (D I I I I I I I Lu 106 T----T——,----I----r—--r---� I I I I I I I I I I I I I I I I I I I 1054--------1----I------------I I I I I I I I I I I I I I I I I I I I I I 104------------------------� 8 9 10 11 12 13 14 Moisture - Percent of Dry Weight Soil Description: Gray Sand Max. Dry Density: 107.9 P.C.F. Optimum Moisture: 11.0 Percent Julie E. Keller, P.E. Ronald G. Keller, P.E.: 37293 / SI Lic. No.: 860 / Julie E. Keller, P.E.: 68366 02/20/2015 16:37 -7725896469 KSM ENGINEERING PAGE 01/03 k r KELLER, SCHLEICHER & MacWILLIAM ENGINEERING AND TESTING, INC. MARTIN (772) 337-7755 RO. BOX 78-1377, SEBASTIAN, FL 32978-1377 SEBASTIAN (772) 589-0712 PALM BEACH (581) 845-7445 www.ksmengineering.nmt MELBOURNE (321) 768-8488 FAX (561) 845-8876 E-Mail: KSM@KSMENGINEERING.NET ST. LUCIE (772) 229-9093 C.A., 5693 FAX (772) 589-6469 February 20, 2015 Simmons Construction and Development 5976 20th Street #114 Vero Beach, Florida 32966 Re: 2287 Coolidge Road Fort Pierce, Florida Permit #• "-'`" "^"-^� 16-bl - do / 8' K SM Project #: 150394-1d Dear Mr. Simmons: Enclosed, please find the nuclear density test results performed on the compacted foundation fill for the front and rear additon at the above referenced project. IIAAO r�P any questions, please feel free to call. . r � � 4 y Re m �� as J N Ai,. Fax to: Saint Lucie County Building Department E-mail to., spencer@simmonsbuilder.com E�E�V ED FF' 2 3 PAS R Ronald G. Keller, P.E.: 37293 / SI Lic. No.: 860 1 Julie E. Keller, RE: 68366 02/20/2015 16:37 7725896469 KSM ENGINEERING PAGE 02/03 .A a 4 KELLER, SCHLEICHER & MacWILLIAM ENGINEERING AND TESTING, INC. MARTIN (772) 337-7755 P.O. BOX 78-1377, SEBASTIAN, FL 32978-1377 SESASTIAN (772) 589-0712 PALM BEACH (561) 845-7445 www.ksmengine©ring.net MELBOURNE (321) 768-8488 FAX (561) 845-8876 ST. I,UCIE (772) 229-9093 E-Mail: KSM@KSIViEIVGINEERfNG.NI=i' FAX (772) 589-8469 C.A.: 5693 SOIL COMPACTION REPORT ASTM D 1557 and ASTM D 2922 DATE TESTED: February 20, 2015 KS{M JOB #: 150394-1 d1E.SJjI PERMIT #: SLC15014G+A— ov/ V CONTRACTOR: Simmons Construction and Development JOB LOCATION: 2287 Coolidge Road Fort Fierce, Florida MATERIAL: Gray Sand ITEM TESTED: Compacted Foundation Fill for the Front and Rear Addition - - TEST LOCATION - ^ ®EPTH - - -MOIS- PEN - - - - DRY ^ ^MAX. DIY _ - - -PERCENT + OF SAMPLE TURF READ DENSITY PROCTOR COMPACTION --------�--- VALUE -------�---- --��-----------��--------- Rear' d0F1jiora 1. South 0" —12" 6.0 40 105.4 107.9 97,7� 2. Center 36 103.3 '° 95.7 3, North 34 104.3 96.7 Front Addition 4. North Footer 0" —12" 6.0 40 103.7 107.9 96.1 5. South Footer It" 38 104A 11 96.8 Ronald G. Keller, P.E.: 37293 / 51 LiC. No.: 86d / Julie E. Keller, P E.: 68366 02/20/2015 16:37 7725896469 KSM ENGINEERING PAGE 03/03 Tar CP ILZ KELLER, SCHLEICHER & MacWILLIAM ENGINEERING AND TESTING, INC. MARTIN (772) 337-7755 BQ, BOX 78-1377, SEBASTIAN, FL 32978-1377 SEBASTIAN (772) 589-0712 PALM BEACH (561 845-7445 MELBOURNE (321) 768-8488 } www.ksmertgineerfng.ne� LUCIE (772) 229-9093 FAX (561) 845-8876 E-Mail: K$M(?WSMENGINEERING.NET Si: FAX (772) 589-5469 C.A._ 5693 MOISTURE-DLNS(TY RELATIONSHIP MODIFIED PROCTOR (ASTM D 1557) DATE TESTED: February 20, 2015 KSM JOB #: 150394-1p PERMIT.#: SLC1501-9&tft 00 J S" CONTRACTOR: Simmons Construction and Development JOB LOCATION: 2287 Coolidge Road Fort Pierce, Florida 1097--_ T — —.- i-- I----- f- --- — -r 1 1 I I I I I I I 1 I I I I I I I I I I I 1084---- 4------I--------�—+-- -—4----i © I I I I I 1 I t) 107 -�— — -, I _ I I i I-- = I I I 1 I I I 106-r---T --T--� _—IT-_ --7— 7 I I I I I I I I I I I I I I I I I I I 1054---- — I-- I--� —I---- I -----I I I I I I I I I I 1 I I I I I I I I I I 1 194�-----------_�^�-- _—---�� 8 9 10 11 12 13 14 Moisture - Percent of Dry Weight Soil Description: Gray Sand Max. Dry Density: 107.9 P.C.F. Optimum Moisture: 11.0 Percent Julie E. Keller, P.E. Ronald G. Keller, P.E : 37293 1SI Lic. No.: 860 / Julie E. Keller, P.E.: 68366 ALL APPLICABLE INFO MUST BE COMPLETED FOR APPLICATION TO BE ACCEPTED Date: 1� rJ` I S Permit Number: ISO 1-4011 —ter Building Permit Application Planning and Development Services Building and Code Regulation Division 2300 Virginia Avenue, Fort Pierce FL 34982 Phone: (772) 462-1553 Fax: (772) 462-1S78 Commercial Residential X PERMIT APPLICATION FOR: To Select from dropbox, click arrow at the end of line PROPOSED. [IVIPR�VEMENT t.00ATI, µ Address: 2287 Coolidge Rd Fort Pierce, Florida 34945 Legal Description: MODELLAND CO'S S/D 23 35 39 LOT 3 IN NW 1/4 LYG W OF WLY R/W TRNPK-LESS S 90 FT AND LESS CANAL R/W (5.74AC0 90R 3575-879 Property Tax ID # 2323-501-0022-000-6 Site Plan Name: Project Name: Setbacks Front Back: Right Side: Left Side: Lot No. Block No. Adding 1,567 s.f. addition to a residential home to include 3 new bedroom, two baths, mud room and foyer/dining area. Expand the kitchen. V"" S � 4 r, 6QA t$L.eS k C Additional work to be nertormed u RIHVAC Gas Tank .� Electric 0 Plumbing Total Sq. Ft of Construction: 1,567 Cost of Construction: $ 130,000.00 er this permit — ci Gas Piping 11 Sprinklers ail apply: Shutters Generator S Ft. of First Floor: 4855 UtilitiesInSewer Septic Name Sonja A Monroy Address:2287 Coolidge Rd City: Ft. Pierce State:Fl Zip Code: 34945 Fax: Phone No. 11 k-S d 1- 3S 1 I E-Mail: Fill in fee simple Title Holder on next page ( if different from the Owner listed above) ✓Q Windows/Doors R1Roof Building Height: 20' Name: Spencer Simmons Company: Simmons Construction & Development Inc. Address: 118 43rd Ave City: Vero Beach State: FI Zip Code: 32968 Fax: Phone No. 772-257-5789 E-Mail: spencer@simmonsbuilder.com State or County License: CGC058348 If value of construction is $2500 or more, a RECORDED Notice of Commencement is required. DESIGNER/ENGINEER: X Not Applicable MORTGAGE COMPANY: X Not Applicable Name: M.L.Enginnering Name: Address: 2030 37th Ave. Address: City: Vero Beach State: Fi City: State: Zip: 32950 Phone: 772-569-1257 Zip: Phone: FEE SIMPLE TITLE HOLDER: x Not Applicable BONDING COMPANY: X Not Applicable Name: _ Address: City: Zip: Phone: Name: _ Address: City:_ Zip: I certify that no work or installation has commenced prior to the issuance of a permit. Phone: St. Lucie County makes no representation that is granting a permit will authorize the permit holder to build the subject structure which is in conflict with any applicable Home Owners Association rules, bylaws or and covenants that may restrict or prohibit such structure. Please consult with your Home Owners Association and review your deed for any restrictions which may apply. In consideration of the granting of this requested permit, I do hereby agree that I will, in all respects, perform the work in accordance with the approved plans, the Florida Building Codes and St. Lucie County Amendments. The following building permit applications are exempt from undergoing a full concurrency review: room additions, accessory structures, swimming pools, fences, walls, signs, screen rooms and accessory uses to another non-residential use WARNING TO OWNER: Your failure to Record a Notice of Commencement may result in your paying twice for improvements to your property. A Notice of Commencement must be recorded and posted on the jobsite before the first inspection. If you intend to obtain financing consult with ndpr or an attorney before commencing work or recording your Notice of CommenceMent. Signature of Owner ature of Contractor/License Holder STATE OF FLORIDA TATE OF FLO IDA, COUNTY OF L vtor, , �e� COUNTY OF ��1G�t% a�r The for in inst�u��ent was acknowledged before me The f r oing insu nt was acknowledged before me this `6day of cl �.�GeIw� 20 14 by this day oftr-fir 2014 by l � (Name of person acknft—aQRing JNXftof person acknowledging) (Signature of Notary Public- State of Florida ) Personally Known OR Pr� duc d Identification V Type of Identification Produced rL L c �•;•os; r�o TL`RACIE. HATCH Commission No. •� �` ��'•• Notary kRO- State of Florida « : • My Comm. Expires Feb 10, 2017 Revised 07/ 15/ National Notary Assn. (Signature of Notary Public- S to of Florida) Personally Known OR Produced Identification Type of Identification Produced �hPv' ;UB TRACI E. HATCH Commission No. : o Notary P6MOState of Florida S « : • My Comm. Expires Feb 10, 2017 iN1 • T� Bonded Through National Notary Assn. REVIEWS FRONT ZONING SUPERVISOR PLANS VEGETATION SEATURTLE MANGROVE COUNTER REVIEW REVIEW REVIEW REVIEW REVIEW REVIEW DATE COMPLETE INITIALS 1 PLANNING & DEVELOPMENT SERVICES DIVISION BUILDING & CODE REGULATIONS DIVISION 2300 Virginia Ave - -- _ - — Fort Pierce, FL 34982 BU LDNGPERMIT SUB-CONTRAC�'OR ' will be using the follovving'sub-contfact&s for the (Company %Indii�idual Name) _ _._�::.� Dj6ctlocated at - - - . -- (Street address or Property Tax ID #) It is understood that if there is any change of status regarding the participation. bf any of the sub -contractors listed below, I will immediately advise the Building and Zoning Department of. St. Lucie County. . _ _ Crum St. Lucie / Trade Name of Company/Contractor State of Florida License Number. Electrical p � Plumbing 1 . �GP lt1`�i G''GeU� -+ Hvci �, C� Mechanical Roofing Ji`MM.D--,5 69 s GGGos'g�.S FF CE:USE_ QN*LX:. . 'ERMrr ISSUE DATE: NUMBER: r ;a�3�dt1zOLP-Ii;. u f."f.t' ��1 'ff f''•' k.�'-% ��� �. BUILLBMG PERl SUB-CONMACMR AGREE l NY i rou rltm a nn ; 4Mwritniaa �r; n i Naar uuily. . u r, I m 1a m"1111 i Stge of Flwi& caddEezomhk 'Wa 10): 0 C.. O S hffFCzg=dWbC&C For the pmject located at (Prnjeet Street. Addres�e��'hc++'II'a�c�#�j) ] tt as umdasmwd flull ifdm= Fs my dhmp ®ff sty ou pw&kMfiM wF& 11 C alms McmficmOd project, I will immediately advise the Building ,and Zoning Department of St. Lucie County by filing a Change of Sub -contractor notice. (Form: SLCCD'V (No. 004-00) . ."II lI77iTr �)/f .0 1' 'fi IF M:�.' 1P,'{alp. !•„!_lll:, u11 i w� I . *1511 - . 1 *M12", NOTARIZED SIGNATURES ARE REQUIRED Business Name: 5 3 2 - umzm- C° & ray s_ W ,, ,S t,,.9&a Acti l . C61an . >a MI ' DA"M SM"MOFFLIMMA„ Ol, 1'1&an Rlve_r lG»UMUffWSSI>c IM 19MOMME 11Mc&DAYOF� n29 BY r-7n rd MHOISMRSONALLYXNOWN ORHAS FRODUCM AS ID"aOK (STD) ffM1NY0Fl0TARYPC SLCPDS: 08/06/2014 Notary public State of Florida �r K L Hams •� c'„�, � My Commission EE 848912 P4 Expires11/0412016 PERMIT # ISSUE DATE PLANNING & DEVELOPMENT SERVICES Building & Code Compliance Division BUILDING PERMIT SUB -CONTRACTOR AGREEMENT St. Lucie County Contractor Certification Number: State of Florida Certification Number (If applicable): Complete Electric Inc. (Company Name/Individual Name) Electrical (Type of Trade) EC0001191 have agreed to be the Sub -contractor for Simmons Construction (Primary Contractor) For the project located at 2287 Coolidge Road (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: Address: City/State/Zip: Phone: c o rm n 1 e t—E :E1 e c, T-n' C T ►') C 637 Sebastian Blvd. Sebastian, FI. 32958 772-388-0533 1.11 Garett P. SIGNATURE PRINT NAME STATE OF FLORIDA, COUNTY OF Indian River email: info@completeelectricinc.com Guidroz 12/22/ 14 DATE THE FOREGOING INSTRUMENT WAS SIGNED BEFORE ME THIS 22 DAY OF December BY Garett P. GUldroz WHO IS PERSONALLY KNOWN X PRO SIGNATURE F N TARY PUBLIC SLCPDS: 08/0 14 AS IDENTIFICATION. Maridoll Hatfield PRINT NAME OF NOTARY PUBLIC 2014 OR HAS (STAMP) =o ar Poe y?o�F�o� Notary Public State of Florida Maridoll Hatfield My Commission EE104878 Expiros09119/12015 PERMIT # ISSUE DATE PLANNING & DEVELOPMENT SERVICES Building & Code Compliance Division BUILDING PERMIT SUB -CONTRACTOR AGREEMENT St. Lucie County Contractor Certification Number: ( l State of Florida Certification Number (If applicable): 1 1 C [J 1,39 tl 1(V h I 1 t I Y)dave agreed to be the (Company Name/In idual Name) j% Sub -contractor for BUIA ov (Type of Trade) (Primary Contractor) For the project located at (Project Street Address 2 &i. H--. Q1 "M-C 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) 1, NCI NOTARIZED SIC;NA'I`tJRES ARE REQUIRED � ?a C (� n � Business Name: 1 4 Address: 161�C K City/State/Zip: T Phone: 2 _ Z email: NA UR PAINT NAME STATE OF FLORIDA, COUNTY OF AJ ,212-2-)1L4 DATE THE FOREGOING INSTRUMENT WAS SIGNED BEFORE ME THIS 2_?_ DAY OF 4/l C-rM V t.—r , 20 I "I By WHO IS PERSONALLY KNOWN OR HAS PRODUCED AS IDENTIFICATION. Notary Public State of Florida krarquis on EE 1S 'It*.moo`' Expi,,s 11112 2016 846648 SIG AT E OF NOT RY PU LIC PRINT NAME OF NQTAV.Y PUBLIC SLCPDS: 08/06/2014 PLANNING & DEVELOPMENT SERVICES DEPARTMENT Building & Code Regulations Division 2300 VIRGINIA AVENUE FORT PIERCE, FL 34982-5652 (772)462-1553 FILLED LAND AFFIDAVIT I, the undersigned, am the owner of the following described property, 2?s-'S -\ - C>O2-L?>- OoO -i& Mk=NE11°S �s 5l� 2i3. S�� t (Parcel Id#/Legal description/Address)L6.aC,4�—__ P�'�� for which I have applied to St. Lucie County for a Final Development Permit. In accepting this Final Development Permit, BP Number , I acknowledge that as owner of the above described property, and in accordance with Section 7.04.01(D), St. Lucie County Land Development Code, I shall be responsible for assuring adequate drainage so that the immediate community WILL NOT be adversely affected. I further acknowledge that in granting this permit for the development of this property, St. Lucie County is neither obliged nor liable to provide for, or maintain in any form, adequate drainage off my property which will not adversely affect the immediate community. Property Owner Property Owner ia-a-6-au L4 Date STATE OF FLORIDA, COUNTY OF 51'. 4y C <- ACKNOWLEDGED BEFORE ME THIS 22 DAY OF �C G ' 20 BY ! 04 )CA 4' 1 K "4f-tJy WHO IS PERSONALLY KNOWN TO ME (_) OR WHO HAS PRODUCED —L SIGNATURE OF N Yy SLCPDSD Revised 04/11/2011 L ARY PUBLIC *0UTIUT1&&1)c•)► ZNJUi:30Ili I% neRVE J. LESPERANCE �S rotary Public, State of Florida exPlres Mar, 25, 2015 (SEAL) JOSEPH E. SMITH, CLEnu OF THE CIRCUIT COURT - SAINT "771E COUNTY FILE # 4025191 OR B. 3701 PAGE 2661, Recorded 12 /2014 at 09:44 I- . F PER L 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 1. DESCRIPTION OF PROPERTY (Legal description and street address) TAR FOLIO NUMBER SUBDIMION BLOCK TRACT LOT BLDG UNIT NlmFt✓t tan^ e-&rS Mt7 ti, 95 3of L—m* 3 2. GENERAL DESCRIPTION OF IMPROVEMENT: 3.OWNER INFORMATION: b. Address?a%') LCj2 DL1C ��a� � I li- � 6, _�u�14�. interest in property �� d. Name and address of fee simple titleholder (if other than owner) 4. CONTRACTOR'S NAME, ADDRESS AND PHONE NUMBER. f::� p F- KA 7ti �o ns �ti „ � � �� ti� 6� PL ��c�t=' .��-,�--rya— ►�3— a'ic� 5. SURETY'S NAME, ADDRESS AND PHONE NUMBER AND BON/D� AMOUNT. I� 6. LENDER'S NAME, ADDRESS AND PHONE NUMBER: I1�a 7. Persons within the State of Florida designated by Owner upon whom notices or other documents may be served as provided by Section 713.13 (1)(a) 7., Florida Statutes: NAME, ADDRESS AND PHONE NUMBER - S. 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: IJ YJ 9. Expiration date of notice of commencement (the expiration date is I year from the date of recording unless a different date is specified) _20_. State of Florida County of S a The fo 8oing instrument acknowledged before me this Z day of (9 C G . . 20,�_. By J 4'1 as (Name of person) (Type of authority... e.g. Owner, officer, trustee, attorney in fact) Q R f p g fi trument was executed) Personally Known_orproduced the following type ofID: en Notary Publle, State of Fladda Em Camnt[ VMSnag M r.25, 8749 My Comm, a�lres Mar. 25, 2015 //--j (Printed Name of Notary Public) (Signature of otary Public) Under penalties of perjury, I declare that I have read the foregoing and that the facts in it are true to the best of my knowledge and belief (section 92.525, Florida Statutes). Signature(s) of Owner(s) or Owner(s)' Authorized Officer/Director/Partner/Manager who signed above: By: r, Bye\ era.. uenaaaa�oee�a�t STATE OF FLORIDA ST. LUCIKOUNTY IDS TO CERTIF TR F'AND CO,R,RE( -1, -, -r Date, n—C Planning & Development ServicesBuilding & Code Regulation.Qivision 2306 Virginia Avenue Fort Pierce, FL 34982 Phone:(772)462.2172 Faz (772)462-6443 PROPERTY INFORMATION Address: 2287 Coolidge Rd City / State / Zip: Fort Pierce, FI 34945 Parcel #: 2323-501-0022-000/6 Zoning: AR-1 APPLICATION INFORMATION Permit Number: AW0111aw-1 Permit Type: BUILD RESID ADDITION REVIEW COMMENTS Owner(s): Sonja A Monroy Jurisdiction: SAINT LUCIE COUNTY Lot#: 3 Block: CONTRACTOR INFORMATION Contractor Name: Spencer J Simmons Business Name: Simmons Construction & Development Inc Business Addr: 118 43Rd Ave City / State / Zip: Vero Beach, FI 32968 REVIEWS AND COMMENTS Page 1 Stories: Automatic Sprinkler System? No Fax Number: Email: Spencer@Simmonsbuilder. Com Review Type Status Reviewed By Date Started Date Completed Date Released DOCUMENTS MISSING PENDING Deanna Givens 1/5/2015 1/5/2015 Comment: 1-13-2013 VEGETATION PERMIT IN DRAWER UNDER (M) FOR MONROY- NO FEE- A HUMPHREY VEG PERMIT SENT TO ERD ENVIRONMENTAL REVIEW COMPLETE Ben Balcer 1/13/2015 1/13/2015 Comment: FRONT COUNTER REVIEW Comment: PLANS EXAMINER REVIEW 1/20/2015 Comment: 1/20/2015 Comment: 1/20/2015 Comment: ZONING REVIEW 1/8/2015 Comment: COMPLETE Deanna Givens 1/512015 1/5/2015 1/5/2015 PENDING SUBMIT TWO SIGNED AND SEALED ENGINEERED TRUSS DRAWINGS FOR REVIEW. AS PER 2010 RESIDENTAL BUILDING CODE SECTION 802.1.6.1 SHEET A3 TYPICAL WALL SECTION SHOWS 2500 PSI CONCRETE, SHEETS S1 AND S3 STATE 3000 PSI CONCRETE. PLEASE CORRECT PAGES TO REFLECT CORRECT PSI. SUBMIT ROOF UNDERLAYMENT PRODUCT APPROVALS. INCOMPLETE Jeffrey Johnson 1/8/2015 1/8/2015 1/8/2015 ON THE BOUNDARY SURVEY INDICATE THE PROPOSED FINISHED FLOOR ELEVATION. THE PROPOSED FINISHED FLOOR ELEVATION SHOULD AT A MINIMUM MATCH EXISTING ELEVATION OF RESIDENCE. PP JAN 2 5 2015 4 Planning & Development Services Building & Code Regulation Division 2300 Virginia Avenue Fort Pierce, FL. 3498Z Phone:{772)462-2172 Fax:(772)462-6443 PROPERTY INFORMATION Address: 2287 Coolidge Rd City / State / Zip: Fort Pierce, FI 34945 Parcel #: 2323-501-0022-000/6 Zoning: AR-1 APPLICATION INFORMATION Permit Number: 1501-0018 Permit Type: BUILD RESID ADDITION REVIEW COMMENTS Page 1 Owner(s): Sonja A Monroy Jurisdiction: SAINT LUCIE COUNTY CONTRACTOR INFORMATION Contractor Name: Spencer J Simmons Business Name: Simmons Construction & Development Inc Business Addr: 118 43Rd Ave City / State /Zip: Vero Beach, FI 32968 REVIEWS AND COMMENTS Lot#: 3 Block: Stories: Automatic Sprinkler System? No Fax Number: Email: Spencer@Simmonsbuilder. Com Review Tyne Status Reviewed By Date Started Date Completed Date Released DOCUMENTS MISSING PENDING Deanna Givens 1/5/2015 1/5/2015 Comment: 1-13-2013 VEGETATION PERMIT IN DRAWER UNDER (M) FOR MONROY- NO FEE- A HUMPHREY VEG PERMIT SENT TO ERD ENVIRONMENTAL REVIEW COMPLETE Ben Balcer 1/13/2015 1/13/2015 Comment: FRONT COUNTER REVIEW Comment: PLANS EXAMINER REVIEW 1/20/2015 Comment: 1/20/2015 Comment: 1/20/2015 Comment: ZONING REVIEW 1/8/2015 Comment: COMPLETE Deanna Givens 1/5/2015 1/5/2015 1/5/2015 PENDING SUBMIT TWO SIGNED AND SEALED ENGINEERED TRUSS DRAWINGS FOR REVIEW. AS PER 2010 RESIDENTAL BUILDING CODE SECTION 802.1.6.1 SHEET A3 TYPICAL WALL SECTION SHOWS 2500 PSI CONCRETE, SHEETS S1 AND S3 STATE 3000 PSI CONCRETE. PLEASE CORRECT PAGES TO REFLECT CORRECT PSI. SUBMIT ROOF UNDERLAYMENT PRODUCT APPROVALS. INCOMPLETE Jeffrey Johnson 1/8/2015 1/8/2015 1/8/2015 ON THE BOUNDARY SURVEY INDICATE THE PROPOSED FINISHED FLOOR ELEVATION. THE PROPOSED FINISHED FLOOR ELEVATION SHOULD AT A MINIMUM MATCH EXISTING ELEVATION OF RESIDENCE. Planning & Deveippment Services REVIEW COMMENTS ;Building &,Gods Regulation Division. 230 Virginia Avenue, Fort F*ce, FL, 34982 0hone:(772)462-2172 Fax:(772)462-6443 Page 1 PROPERTY INFORMATION Address: 2287 Coolidge Rd Owner(s): Sonja A Monroy City / State / Zip: Fort Pierce, FI 34945 Parcel #: 2323-501-0022-000/6 Jurisdiction: SAINT LUCIE COUNTY Zoning: AR-1 Lot#: 3 Block: APPLICATION INFORMATION Permit Number: 1501-0018 Stories: Automatic Sprinkler System? No Permit Type: BUILD RESID ADDITION CONTRACTOR INFORMATION Contractor Name: Spencer J Simmons Fax Number: Business Name: Simmons Construction & Development Inc Email: Spencer@Simmonsbuilder. Business Addr: 118 43Rd Ave Com City / State / Zip: Vero Beach, FI 32968 REVIEWS AND COMMENTS Review Type Status Reviewed By Date Started Date Completed Date Released DOCUMENTS MISSING PENDING Deanna Givens 1/5/2015 1/5/2015 Comment: 1-13-2013 VEGETATION PERMIT IN DRAWER UNDER (M) FOR MONROY- NO FEE -A HUMPHREY VEG PERMIT SENT TO ERD ENVIRONMENTAL REVIEW COMPLETE Ben Balcer 1/13/2015 1/13/2015 Comment: FRONT COUNTER REVIEW COMPLETE Deanna Givens 1/5/2015 1/5/2015 1/5/2015 Comment: PLANS EXAMINER REVIEW PENDING 1/20/2015 Comment: SUBMIT TWO SIGNED AND SEALED ENGINEERED TRUSS DRAWINGS FOR REVIEW. AS PER 2010 RESIDENTAL BUILDING CODE SECTION 802.1.6.1 ZONING REVIEW COMPLETE Jeffrey Johnson 1/8/2015 1/26/2015 1/26/2015 Comment: "C�T�REC�'ION LIST No. DESCRIPTION Code.- Sedon fly- lco("gog- Agg, prot i'locafal- 5f' rO2,- J-'4,1 25-00 Psi-, 5beef 81 &oodal-lai tloLs -300001- 's� �+ Jags e- Libo"A-- 'Fp,-DCLUC+ lqQRfltucJ tWealavi& -c" f-, William Durden From: Spencer Simmons <spencer@simmonsbuilder.com> Sent: Thursday, January 29, 2015 9:19 AM To: William Durden Subject: RE: PERMIT #1501-0018 SpewoerJ..SLK&vKows Presidewt Siwt.wt.ows DeveLopvKewt lwc where s sta r 6?ix,2 ,L�t� meets w 4te j �2-�33-2j Duo ceLL From: William Durden [mailto:DurdenW@stlucieco.org] Sent: Thursday, January 29, 2015 8:44 AM To: 'spencer@simmonsbuilder.com' Cc: William Durden Subject: PERMIT #1501-0018 Importance: High I need the cost of the interior renovations under the existing structure so I can finish processing the permit for 2287 Coolidge Rd. Fort Pierce. Amount comes from the cost of construction. Dear St. Lucie County Permit Applicant, Please seethe attached plan review comments which have been generated for your permit. As soon as we receive the modified plans and any additional required documentation back from the design professional, contractor or owner we will perform the additional reviews as necessary in order to complete the plan review process. Once the plans have been signed, by all applicable plan reviewers, we will move the permit forward either to the Fire Department or back to permitting for permit issuance. Thank You, William E. Durden Plans Examiner St Lucie County Code Compliance Div. 772-462-1594 V w KELLER, SCHLEICHER & MacWILLIAM ENGINEERING AND TESTING, INC.. MARTIN! (772) 337-7755 P.O. BOY 78-1377, SEBASTIAN FL 32978-1377 SEBASTIAN (772) 589-0-712 PALM BEACH (561) 845-7445 www.ksmengineering.net MELBOURNE (321) 768-8488 FAX (561) 845-8876 E-Mail: KSM@KSMENGINEERING.NET ST. LUCIE (772) 229-9093 C.A.: 5693 FAX (772) 589-6469 Revised: February, 23, 2015 February 20, 2015 Simmons Construction and Development 5976 20th Street #114 Vero Beach, Florida 32966 Re: 2287 Coolidge Road Fort Pierce, Florida Permit #: SJLC-1501-0018 KSM Project #: 150394-1 d Dear Mr. Simmons: Enclosed; please find the nuclear density test results performed on the compacted foundation fill for the front and rear addition at the above referenced project. .•� dYJ*ve any questions, please feel free to call. No. 68366 - Fax to: Saint Lucie County Building Department E-mail to: spencer@simmonsbuilder.com Ronald G. Keller, P.E.: 37293 / SI Lic. No.: 860 / Julie E. Keller, P.E.: 68366 1& 9f®�p� KELLER, SCHLEICHER & MacWILLIAM ENGINEERING AND TESTING, INC. MARTIN (772) 337-7755 P.O. BOX 7 8- 1377, SEBASTIAN, FL 32978-1377 SEBASTIAN (772) 589-0712 PALM BEACH (561) 845-7445 www.ksmengineering.net MELBOURNE (321) 768-8488 FAX (561) 845-8876 E-Mail: KSM@KSMENGINEERING.NET ST. LUCIE (772) 229-9093 C.A.: 5693 FAX (772) 589-6469 SOIL COMPACTION REPORT ASTM D 1557 and ASTM D 2922 Revised: February 23, 2015 DATE TESTED: February 20, 2015 KSM JOB #: 150394-1d/ES/jl PERMIT #: SLC-1501-0018 CONTRACTOR: Simmons Construction and Development JOB LOCATION: 2287 Coolidge Road Fort Pierce, Florida MATERIAL: Gray Sand ITEM TESTED: Compacted Foundation Fill for the Front and Rear Addition -------------------------- TEST LOCATION DEPTH MOIS- PEN ----------------------------- DRY MAX. DRY PERCENT OF SAMPLE TURE READ DENSITY PROCTOR COMPACTION ---------------------------------------------------------- VALUE Rear Addition 1. South 0" — 12" 6.0 40 105.4 107.9 97.7 2. Center 36 103.3 If95.7 3. North 34 104.3 9196.7 Front Addition A. North Footer 0" — 12" 6.0 5. South Footer to " 40 103.7 107.9 96.1 38 104.4 if96.8 Ronald G. Keller, P.E.: 37293 / SI Lic. No.: 860 / Julie E. Keller, P.E.: 68366 AVA KELLER, SCHLEICHER & MacWILLIAM ENGINEERING AND TESTING, INC. MARTIN (772) 337-7755 P.O. BOX 78-1377, SEBASTIAN, FL 32978-1377 SEBASTIAN (772) 589-0712 PALM BEACH (561) 845-7445 www.ksmengineering.net MELBOURNE (321) 768-8488 FAX (561) 845-8876 E-Mail: KSM@KSMENGINEERING.NET ST. LUCIE (772) 229-9093 C.A.: 5693 FAX (772) 589-6469 MOISTURE -DENSITY RELATIONSHIP MODIFIED PROCTOR (ASTM D 1557) Revised: February 23, 2015 DATE TESTED: February 20, 2015 KSM JOB #: 150394-1 p PERMIT #: SLC-1501-0018 CONTRACTOR: Simmons Construction and Development JOB LOCATION: 2287 Coolidge Road Fort Pierce, Florida 1097----rI — — — —T_ T — --� I I I I I I I I I I I I I I I I I I I I I 1084----+----I--------+---4-----I o I I I I I I I 6 107-I----1----J —— —I— — — — — — — -I -----� a I I I I I = I I I I I I I Lij 106 T---T—--I ———— I— — — —r— —7---, I I I I I I I I I I I I I I I .1054-----=--I----I--=—----4---� I I I I I I I I I I I I I I I I I I I I I 104-----�--------------------� 8 9 10 11 12 13 14 Moisture - Percent of Dry Weight Soil Description: Gray Sand Max. Dry Density: 107.9 P.C.F. Optimum Moisture: 11.0 Percent Julie E. Keller, P.E. Ronald G. Keller, P.E.: 37293 / SI Lic. No.: 860 / Julie E. Keller, P.E.: 68366 CONCRETE DISPATCHERS: MIAMI-DADE: (305) 264-7101 SUPER DEERFIELD: (954) 480-9333 4 The On Time Concrete Comohy* 05-3226 CENTRAL CONCRETE SUPERIVIDI, INC. LARGEST INDEPENDENT READY -MIX CONCRETE PRODUCER IN FLORIDA N_a,Yi`.;cEUV4RY_,TtCKP b A(E,-� MAIN OFFICE: 4300 S.W. 74th Ave. - Mia I, FL 33155 SIMCONDE 14-1042070 02./iE5/1 5 PHONE: (305) 262-3250 - FAX: (305), 267-0698 SERVING MIAMI-DADE, BROWARD,'PALM BEACH, MARTIN & ST. LUCIE COUNTIES W9"ILUjILIN HNIJ Wl=V1zLU1�.MENT 2287 COOLIDGE-RD F.T:PIERCE.; 5976-20 STREET # 14 VARIOUS JOBS* VERO BEACH FL 32966 PO #. ORDER# 86 PROJECT #- 13418 MAP PAGE: CBS28 LOT%BLOCK: A8171985 INSTRUCTIONS: SPENCER 772-633-2706 a 140 11110 �SWIIZI 61400 H1ml5ULRK;' Cy. 110:00 FIBER34L FIBERMESH 3/4 LB/CY lb FUEL-SUR ENVFEE EXTRA UNLOADING TIME CHARGE MINUTES ALLOWABLETIM0 PER MMLITE x $1.00 *6 MINUTES PER CU.-YD. ALLOWED SHORT LOAD CHARGE 5SLUMP THIS DELIVERY TOTAL CLI.YDS. AMOUNT in 30.00 OF YOUR ORDER FOR CU. YDS.. TAX CUSTOMER OR HIS AGENTASSUMES FULL RESPONSIBILn"YFOWSTRENGTH AND/OR PERFORMANCE CONCRETE PLACED ABOVE: DESIGN SLUMP OR WHEN 0 OF ANY CON a - -W 0. WATERADDED 0 YES 0 NO GUS. WATER SUBJECT TO THE TERMS, CONDITIONS AND "CAUTION" WARNING LISTED ON BOTH THE FRONT AND BACK OF THIS TICKET. :TTT,, RPK��m 7- ledgethat ihaereelvd:rnd a materials listed on this ticket. I understt to L both pled the -a—--�nownd and agree the front and back of this ticket. E561 Beaubrint 110T. RECEIVED BY: X The On Time Concrete Company® CENTRAL CONCRETE SUPERM, INC. * IX LARGEST INDEPENDENT READY -MIX CONCRETE DISPATCHERS: MIAMI-DADE: (305) 264-7101 DEERFIELD: (954) 480-9333 BLOCK PLANT: 305 05-3226 CONCRETE PRODUCER IN FLORIDA G T)ATE,,.' -.DEIUVERY..TICKET�Tx.;, MAIN OFFICE: 4300 S.W. 74th Ave. - Miami,- FL 33155 SIMCONDE 14-1042094 02/25/13 PHONE: (305) 262-3250 - FAX: (305) 267-0698 SERVING MIAM11-DADE, BROWARD, PALM BEACH, MARTIN & ST LUCIE COUNTA # SIMMONS CONSTRUCTION AND DEVELOPMENT 2287 COOLIDGE RD FT PIERCE 5976 20 STREET #114 VARIOUS JOBS VERO BEACH ,FL 32996 PO #: ORDER# 86 PROJECT #: 13418 MAP PAGE: CBS28 LOT/BLOCK: A8171985 11N-nTRLjGTiuNS: SPENCER QUANTITY : EDESCRIPTION; !�. 4W��130 E, PRICE lulsim"', REGULAR., Cy L 10.00 FIBER34L FIBERMESH 3/4 LB/CY lb FUEL.SUR ENV FEE MINUTES ALLOWABLE TlME• PEA M5Ui EXTRA UNLOADING TIME CHARGE X $1.00 *6 MINUTES PER CU. YD. ALLOWED SHORT LOAD CHARGE 5SL SLUMP THIS DELIVERY TOTAL CU.YDS. AMOUNT in TAX OF YOUR ORDER FOR CU. YDS. CUSTOMER OR HIS AGENTASSUMES FULL RESPONS151UTY FOR STRENGTHANDICH PERFORMANCE OF ANY CONCRETE PILLAC BO qp� VE DESIGN OR WHEN 0 e WATER IS ADDED. WATER ADDED UrYES 0 NO GLS. I I- 169 SUBJECTTO THETERMS, CONDITIONS AND "CAUTION" WARNING LISTED ON BOTHTHE' FRONT AND BACK 0,,F THIS TICKET. RU KIA. RIVE I acknowledge that I ha mcelved and accepted the mate Lz1e-1 d on this ticket. I understand and agree to h terms on PD964he4rorr—and back of this ticket. RECEIVED BY: X 6543 JOLLY JASON 20 LOADING POINTS IT 15 LOCATIONS TO SERVE YOU BETTER "LAM[ - DOWNTOWN MIAMI -,MRPOFrr.- OPA LOCKA - MEDLEY - PERRINE - FEmbROKE PINES - DEE-.LP MCA FIATON - RIVIERA BEACH - STUART - W. BROWARD - Fr. PirRcr - E. BROWARD - DELF .Y (CC ODUCERS AND SUPPLIERS OF QUALITY READY MWD CONCRETE AND CONCRETE BLOCK NRMIX r)P:P:ir.F r.nPY (14-10857 10 rp"& W-11v 20 LOADING POINTS ATI LOCATIONS TO SERVE YOU BETTER MIAMI -DOWNTOWN MIAMI -AIRPORT- OPALOCKA;MEDLEY • PERRINE-PEMBROMPINES �rDEERFIrLD r BOLA N-RIVIERASEACH-STUART-W. ROWARD'- Fr. PIERCE - E. BROWARD- PLATO LRAY = B PRODUCERS AND SUPPLIERS OF QUALITY READY MIDIED CONCRETE AND CONCRETE BLOCK NRMCA nFRrF COPY �1 10856 ® CONCRETE DISPATCHERS:. � / . CONCRETE DISPATCHERS: MIAMI-DADE: (305) 264-7101 MIAMI-DADE: (305) 264-7101 DEERFIELD: (954) 480-9333SUPERMIDEERFIELD: (954) 480-9933 "The On Time Concrete Company- 05-3226 g K 3 5 805 3226 It, IIIII'III��ItI M 4 '7he On Time Concrete Compan}/ ®. M ENTRAL CONCRETE SUPERNIM INC. v CENTRAL CONCRETE SUPERMIX, INC- LARGEST � LARGEST INDEPENDENT READY -MIX CARGESTINDEPENDENT READY -MIX CONCRETE PRODUCER IN FLORIDA CONCRETE PRODUCER IN FLORIbA . y CtiSTO ERiVO : +AE LIVE RY ICKET 4 ;DATE?.! MAIN OFFICE: 4300 S.W. 74thAve. Miami, FL33155 sIMCONDE 14-11D42252 02/25/15 PHONE: (305) 262-3250 • FAX: (305)'267-9698 MAIN OFFICE: 4300 S.W. 74th Ave. - Miami, -FL 33155 PHONE: (305) 262-3250 • FAX: (305) 267-0698 SERVING MIAMI-DADE, BROWARD, PALM BEACH, MARTIN & ST. LUCIE COUNTIES SERVING MIAMI-DADE, BROWARD, PALM -BEACH, MARTIN & ST. LUCIE COUNTIESP ;.CUSTOMER -= gEI:INERY?ICKET:.• � • c •.d DATE • _ , SIMCONDE 14-1042142 02/25/15 - - SQL4T0- A D DEVELOPMENT 22 COOLIDGE.RD FT.PIERCE, 5976 20 STREET #114 VARIOUS JOBS . VERO BEACH ,FL 32966 PO #: ORDER# 86 PROJECT #: 13418 MAP PAGE: CBS28 LOT/BLOCK: A8171985 •,,-:;gESGRIP.YIOM_.,._;: ....._.,.:..,...._.,, AIC ..P. .,._�,, ., ._... UNIT' ._,. ..-,,..a� s sEXTEN$IQN + s... Mora41 Cy 10.00 FIBER34L FIBERMESH 3/4 LB/CY lb FUEL SUR ENV FEE MINUTES - ALLOWABLETIME• PER MWUTE EXTRA U14LOADIND TIME CHARGE. y _ = X $1.00 = `6 MINUTES PER CU. YD. ALLOWED SHORT LOAD CHARGE» 5SLUMP ' THIS DELIVERYTOTALCU. YDS. AMOUNT in OF YOUR ORDER FOR-- CU. YDS.. TAX CUSTOMER OR HIS AGENTASSUMES FULL R2ePONSIBILRY FOR STR GTH AND/OR PERFORMANCE OF ANY CONCRETE P EO ABOVE �DESIGM S OR WHEN ♦ '7 ,-� '" kd..e •r n WATER ISADDED. WATER ADDED YES O'NO'* GLS. ''e lee. P.F.. •F r 05 SUBJECT TO THE TERMS, CONDITIONS AND "CAUTION" WARNING LISTED ON BOTH THE FRONT AND BACK OF THIS TICKET. TRUCK{ - � DFIIVER - I acknowledge that I.hav eceived amd accepted the materials listed on this ticket. I 4477 Hart Ernest understand and agree to t ter on both the front and back of this ticket. RECEIVED BY: X .5976 20 STREET #114 VARIOUS JOBS VERO BEACH ,FL 32966 PO ORDER#.86 PROJECT #: 13418 MAP PAGE: CB628 LOT/BLOCK: A817198 I ON�s�«.z PFII�g- ,- UNIT �DESCiit cy .. 8:In ,FIB8R34L, FIBERMESH 3/4 LB/Cy lb FUEL SUR ENV FEE. MNUTES ALLOWABLE TIME• PER WNUTE EXTRA UNLOADING TIME CHARGE y — _ X $1.00 = SHORT LOAD CHARGE* 'B MINUTES PER CU. YD. ALLOWED 5SLUMP THIS DELIVERY TOTAL ��CU. YDS. AMOUNT. TAX in OF YOUR ORDER FOR CU. YDS. STR CUSTOMER OR HIS AGENTASSUMES FULL ITY FOR PERF0WATEFiRSA CEDOF ANY CgNDRETE PLACE pPPY6 AB DED NO FRONT FRONT AND BACK RAVER?:= 1 acknowledge that I h Ernest understand and agree RECEIVED BY: X L. I; ,z j CY ON BOTH THE' THIS TICKET. accepted the materials listed on this ticket. I Dth the front and back of this llcl CONTROL 20 LOADING POINTS AT 5 LOCATIONS TO SERVE YOU BETTER /� q C •ro.r� MIAMI • DOWNTOWN MIAMI •AIRPORT • OPA LOCKA• MEDLEY • PERRINE- PEMBROKE PINES • DEERFIELD �/JJ�' ',�;��(ROL_,:""- 20 LOADING POINTS AT i 5 OCATIONS;TO SERVE YOU BETTER 14-1 O 8 5 8 BOCA RATON - RIVIERA BEACH • STUART - W. BROWARD'• FT. PIERCE • E. BROWARD - DELRAY ( MIAMI .DOWNTOWN MIAMI •AIRPORT • OPA LOCKH •MEDLEY • PERRWE PEMBROKE PINES •DEERFIELD ELRAY I//�c PRODUCERS AND SUPPLIERS OF QUAIJIY READY MIXED CONCRETE AND CONCRETE BLOCK BOCA RATON • RIVIERA BEACH • STUART - W. BROWARD • FT. PIERCE • E. BROWARD CO • REIE ' � NRMCA 14-10 8 61 pRODUCERS AND SUPPLIERS OF QUALITY READY MVED CONCRETE,AND CONCRETE BLOCK NpM�p OFFICE COPY OFFICE COPY J — 00 /. ®r IMUILEWW c■zveA M"Banc-"l:v0 s#-.-Vices Pre -Construction Termite Treatment QualityPro 7670 Okeechobee Blvd., West Palm Beach, F1. 33411 Phone: 1-800-285-7378 Fax: 561-684-0122 Property Information Treatment Date Z d0 S Time V,, Q a Lot Subdivision Name Block 02, �' 7 Co " /,*o/a�:,_ X01 Street Address (If known) City State Zip Owner's Name (If known) Builder/Contractor Name of Builder % n cp ILA o _A Shell Contractor Construction Type LEMo—onolithic ❑Floating/Stemwall ❑Patio ❑Entry ®Driveway ❑Other: Product/Treatment Information Treatment Type: U Underslab ❑ Wood Treatment Product: ❑ Disodium Octaborate 0 Imidacloprid ❑ Permethrin Concentration , C; Square Feet Treated 1,5 � 6 ❑ Patio/Driveway/Entry ❑ Final ❑ Bait System ❑ Other ❑ Cypermethrin ❑ Bifenthrin ❑ Other: Mixed Product Applied / a ? Linear Feet Treated a ❑ If this box is checked, then Final Perimeter treatment has- been completed and the following statement is applicable: Certificate of Compliance: This building has received a complete treatment for the prevention of subterranean termites. This treatment is in accordance with the laws and rules established by the Florida Department of Agriculture and Consumer Services. �anK5 G✓�`i�iw► v Applicator's Name (please print) Ap ' is Signature HES-TE019 10/11 Hulett Environmental Services© 2011 Pre-Constructio'n, I ft-OPF!". �� Termite Treatment 7670 Okeechobee. Blvd., West Palm Reach, Fl. 33411 'Phone:, 1-800-285-7378 Fax: 561-684-0122 Property Information Builder/Contractor Treatment Date Time Lot Block Name of Builder' Subdivision Name 02-2� 7 Street Address (If known) City State Zip Owner's Name (If known Shell Contractor Construction Type r3TM6nolithic DFloating/Sternwall -'DPatio.l DEntry 7]Driveway 00ther: 'n 'Product/Treatment Information M K `C= Treatment Type:_, 71-6nderslab Patio/DriVeway/EAtry Pi�al co 71 EWood Treatment,. 13 Bait System ❑ '0ter— Product: ❑ Disodium Octaborate [71 Cypermethrin '7111midactoprid 0 Bifenthrin O Permethrin 13 Other: Concentration. Square Feet Treated _IS� 6 Mixed Product Applied., /a Linear Feet Treated ',:5eO M � 0 M M a If this box is checked'- then Final Perimeter treatment has been completed and thef6l lowing statement is'appl icable:. Certificate of'Comp iance: This building -has received a complete treatment for, the prevention of subterranean "termites. This treatment is in accordance with the laws and rules established by the Florida Department of Agriculture and Consumer Services.. bh Applicator's -Name (please print)kppli.catK's Signature IIES-TE019 10/11 -Hulett Environmental. Services© 2011 "CBETE DISPATCHERS: 'ww, . '„._ M II-DADE: (305) 264-7101 �P- SUPER "DEERFIELD: (954) 480-9333 BLOCK PLANT: (305) 805=3226 �Q The On Time Concrete Company"° + f sUPE; -� CENTRAL CONCRETE SUPERMIX, INC. I I �II IIfl� U� d dldi b9l li�i�lpi!X1FPUI M LARGEST INDEPENDENT READY -MIX CONCRETE PRODUCER IN FLORIDA CUSTOMER NO. DELIVERY TICKET DATE MAIN OFFICE: 4300 S.W. 74th Ave. • Miami, FL 33155 PHONE: (305) 262-3250 • FAX: (305) 267-0698 SERVING MIAMI-DADE, BROWARD, PALM BEACH, MARTIN & ST. LUCIE COUNTIES SOLD TO DELIVERY ADDRESS i�HE, T.�E V EI._ DFINI-I-d L'f lt�L.1. Lr,`_C FZI? I= "C U AR I I)E!'{0 E.I[~ CI! � FL. _�C�rf PPP it RECEIVED !:l� +� �, .,. 1 3ZI r jtl4,r F,i,r_� Cr.;rl���� PERMITTING St. Lucia CotintV, rtl_ QUANTITY DESCRIPTION PRICE UNIT EXTENSION Y , Li 17 #h MINUTES ALLOWABLE TIME' PER MINUTE RA UNLOADING TIME, CHARGE X $1.00. _ NUTES PER CU. YD. ALLOWED SHORT LOAD CHARGE UMP THIS DELIVERY TOTAL CU. YDS. AMOUNT `•,i�o�; t�t9 �a� ����r3y�� OF YOUR ORDER FOR CU. YDS. TA CUSTOMER OR HIS AGENT ASSUMES FULL RESPONSIBILITY FOR STRENGTH AND/OR PERFORMANCE OF ANY CONCRETE PLACED ABOVE DESIGN SLUMP OR WHEN • WATER IS ADDED. WATER ADDED ❑ YES ❑ NO GLS. TIME ARRIVED ON JOB STARTED UNLOADING FINISHED UNLOADING LEAVING THIS JOB TOTAL TIME SUBJECT TO THE TERMS, CONDITIONS AND "CAUTION" WARNING LISTED ON BOTH THE FRONT AND BACK OF THIS TICKET. CONTROL 14-10959 DRIVER I acknowledge that I have received and accepted the materials listed on this ticket. I understand and agree to -the terms on both the front and back of this ticket. RECEIVED BY: X 20 LOADING POINTS AT 15 LOCATIONS TO SERVE YOU BETTER %N CON, MIAMI • DOWNTOWN MIAMI • AIRPORT • OPA LOCKA • MEDLEY • PERR:NE • PEMBROKE PINES • DEERFIELD BOCA RATON • RIVIERA BEACH • STUART W. BROWARD FT. PIERCE • E. BROWARD • DELRAY u5 � PRODUCERS AND SUPPLIERS OF QUALITY READY MIXED CONCRETE AND CONCRETE BLOCK NRMCA DELIVERY COPY� �r�11J�r•_ Robb & Taylor EnMneeri-n Solutions, Inc. ROBB & TAYLOR May 16, 2015 St. Lucie County Building and Code Regulation Div. 2300 Virginia Ave Fort Pierce, FL 34982 RE: 9960 S. Ocean Dr. unit 1604 Bldg. Permit # SLC-1504-0436 Building Official: I have inspected the improvements completed to date at the above referenced address. All visible improvements appear to be in compliance with the latest edition of the Florida Building Code. If you have any questions please call 321-302-2313. Thank you. Sincerely, Robb Wineering Solutions, Inc. Robert F. Robb, P.E. President PE# 55645 2002 Siroco Lane • Melbourne, Florida 32934 • Office: (321) 302-2313 • Fax (321) 622-4007 r-tengineering@cfl.rr.com r Planning & Development Services Building & Code Regulation Division 2300 Virginia Avenue Fort Pierce, FL. 34982 Phone:(772)462.2172 Fax:(772)462.6443 PROPERTY INFORMATION Address: 2287 Coolidge Rd City / State / Zip: Fort Pierce, FI 34945 Parcel#: 2323-501-0022-000/6 Zoning: AR-1 APPLICATION INFORMATION Permit Number: 1501-0018 Permit Type: BUILD RESID ADDITION REVIEW COMMENTS RECEIVED MAY 13 2015 Owner(s): Sonja A Monroy Jurisdiction: SAINT LUCIE COUNTY Lot#: 3 Block: CONTRACTOR INFORMATION Contractor Name: Spencer J Simmons Business Name: Simmons Construction & Development Inc Business Addr: 118 43Rd Ave City / State / Zip: Vero Beach, FI 32968 REVIEWS AND COMMENTS Page 1 Stories: Automatic Sprinkler System? No Fax Number: Email: Spencer@Simmonsbuilder. Com Review Tvoe Status Reviewed By Date Started Date Completed Date Released DOCUMENTS MISSING COMPLETE Deanna Givens 1/5/2015 2/6/2015 2/6/2015 Comment: ENVIRONMENTAL REVIEW COMPLETE Ben Balcer 1/13/2015 1/13/2015 Comment: FRONT COUNTER REVIEW COMPLETE Deanna Givens 1/5/2015 1/5/2015 1/5/2015 Comment: NOTIFIED FOR PICK UP COMPLETE Deanna Givens 1/29/2015 1/29/2015 1/29/2015 Comment: PLANS EXAMINER REVIEW COMPLETE William Durden 1/19/2015 1/29/2015 1/29/2015 Comment: REVISIONS INCOMPLETE William Durden 5/4/2015 Comment: • PLEASE FURNISH PLUMBING RISER DIAGRAM BEING IN ACCORDANCE WITH 3004 AND 3005 OF THE 5/4/2015 2010 FLORIDA RESIDENTIAL CODE. SHOWING THE RELOCATION OF THE BATH TUB, SINK AND TOILET. Comment: • PLEASE FURNISH MECHANICAL DIAGRAM SHOWING RELOCATION OF THE A/C DROP AND THE EXHAUST 5/4/2015 FAN. 5/4/2015 Comment: • PLEASE FURNISH ELECTRICAL DIAGRAM SHOWING THE RELOCATION OF THE ELECTICAL. Comment: • PLEASE SUBMIT DIAGRAM ON THE DRAWINGS SHOWING THE WALL DETAIL FOR THE REMOVAL OF THE 5/4/2015 BATHROOM WINDOW AND THE NEW BLOCK DETAIL. Comment: • PLEASE ALL REVISIONS MUST BE REVIEWED, SIGNED AND SEALED BY THE DESIGN PROFESSIONAL IN 5/4/2015 DUPLICATE. Planning &.Development Services Building &:Code Regulation Division 2300 Virginia Avenue FortPierce, FL-. 34982 Phone:(772)462.2172 Fax:(772)462.6443 PROPERTY INFORMATION Address: 2287 Coolidge Rd City / State / Zip: Fort Pierce, FI 34945 Parcel M 2323-501-0022-000/6 Zoning: AR-1 APPLICATION INFORMATION REVIEW COMMENTS Owner(s): Sonja A Monroy Jurisdiction: SAINT LUCIE COUNTY Lot#: 3 Block: Permit Number: 1501-0018 Stories: Permit Type: BUILD RESID ADDITION CONTRACTOR INFORMATION Contractor Name: Spencer J Simmons Business Name: Simmons Construction & D c Business Addr: 118 43Rd Ave City / State / Zip: Vero Beach, FI 32968 REVIEWS AND COMMENTS 1 Automatic Sprinkler System? No der. Review Type Status Reviewed By Date Started Date Comoleted Date Released DOCUMENTS MISSING COMPLETE Deanna Givens 1/5/2015 2/6/2015 2/6/2015 Comment: ENVIRONMENTAL REVIEW COMPLETE Ben Balcer 1/13/2015 1/1312015 Comment: FRONT COUNTER REVIEW COMPLETE Deanna Givens 1/5/2015 1/5/2015 1/5/2015 Comment: NOTIFIED FOR PICK UP COMPLETE Deanna Givens 1/29/2015 1/29/2015 V29/2015 Comment: PLANS EXAMINER REVIEW COMPLETE William Durden 1/19/2015 1/29/2015 1/29/2015 Comment: REVISIONS INCOMPLETE William Durden 5/4/2015 5/4/2015 Comment: • PLEASE FURNISH PLUMBING RISER DIAGRAM BEING IN ACCORDANCE WITH 3004 AND 3005 OF THE 2010 FLORIDA RESIDENTIAL CODE. SHOWING THE RELOCATION OF THE BATH TUB, SINK AND TOILET. 5/4/2015 Comment: • PLEASE FURNISH MECHANICAL DIAGRAM SHOWING RELOCATION OF THE A/C DROP AND THE EXHAUST FAN. 5/4/2015 Comment: • PLEASE FURNISH ELECTRICAL DIAGRAM SHOWING THE RELOCATION OF THE ELECTICAL. 5/4/2015 Comment: • PLEASE SUBMIT DIAGRAM ON THE DRAWINGS SHOWING THE WALL DETAIL FOR THE REMOVAL OF THE BATHROOM WINDOW AND THE NEW BLOCK DETAIL. 5/4/2015 Comment: • PLEASE ALL REVISIONS MUST BE REVIEWED, SIGNED AND SEALED BY THE DESIGN PROFESSIONAL IN DUPLICATE. Planning &.Development Services - Building 8, Code Regulation Division 2300'Virginia Avenue Fort Pierce, FL 34982 Phone:(772)462-2172 Fax:(772)462-6443 5/4/2015 ZONING REVIEW REVIEW COMMENTS Comment: - PLEASE SUBMIT DRAWINGS SHOWING THE NEW ROOFING MATERIAL WITH DESIGN LOADS AND CALCULATIONS COMPLETE Jeffrey Johnson 1/8/2015 1/26/2015 1/26/2015 Comment: -5 evw" ' Planning & Development Services Building & Code Regulation Division 2300 Virginia Avenue Fort Pierce, FL. 34982 Phone:(772)462-2172 Fax:(772)462.6443 Inspection Card Permit # : 1501-0018 Online address: hftp://www.stiucieco.org/planning/permitting.htm Quick Links: Permit Status Lookup Online Building Inspection System Permit# SLC-1501-0018 209 Status ISS #Confirmation Issued: 2/6/2015 Type: BUILD RESID ADDITION Job Location: 2287 Coolidge Rd City: Fort Pierce Jurisdiction: SAINT LUCIE COUNTY Parcel: 2323-501-0022-000/6 Subdivision: MODEL LAND COMPANY Lot: 3 Block: Flood: Elev: Flood Map: Set backs: Left: 32.66 Right: Front: Rear: 394.00 Job Description: Adding 1,567 S.F. Addition To A Residential Home To Incluse 3 New Bedroom, Two Baths, Mud Room And Foyer/Dining Area. Expand The Kitchen. New Slab 4" Thickness, 3000 Psi With Fiber Mesh. Contractor Spencer J Simmons -- Cert # 26956 Simmons Construction & Development Inc (772) 257-5789 118 43Rd Ave Vero Beach, FL 32968 Property Owner Sonja A Monroy (772) 501-3511 2287 Coolidge Rd Fort Pierce, FL 34945-3128 SUB -PERMITS Permit No Status Permit Type Cert # DBA 1501-0018-01 Issued ELECTRIC - RESIDENTIAL 17660 Complete Electric Inc 1501-0018-02 Issued PLUMBING - RESIDENTIAL 24256 Gravel, Gary P 1501-0018-03 Issued MECHANICAL/HVAC RESIDENTIAL- 18534 Coastal Heating & Air REPLACEMENT SYSTEM Conditioning, Inc 1501-0018-04 Issued ROOF PERMIT - OTHER 26956 Simmons Construction & Development Inc Owner/Builder For the automated inspection system call (866) 284-1280. To schedule an inspection online go to http://codeinspectionpublic.stiucieco.gov. All inspections requested prior to 9:00 PM will be scheduled for the next business day. Inspection requests between 9:00 PM Friday and 9:00 PM Monday will be scheduled for the following Tuesday. If you require any assistance please contact the Building Department at (772) 462-2172. Inspection Notes: Report prepared on 2/23/2015 9:10:02 AM .5 �a7tol -j" �" Planning & Development Services Building & Code Regulation Division 2300 Virginia Avenue Fort Pierce, FL. 34982 Phone:(772)462-2172 Fax:(772)462.6443 Inspection Card Permit # : 1501-0018 Online address: http://www.stiucieco.org/planning/permiffing.htm Quick Links: Permit Status Lookup Online Building Inspection System Permit # Code Description Priority Sched. Date Res Description Inspector 1501-0018 103 EUFER GROUND 1 2/23/2015 0 Pending Dave Johnson COMPACTION TEST - 1501-0018 104 ORIGINAL -TURN INTO 1 2/23/2015 0 Pending Dave Johnson OFFICE COMPACTION TEST - 1501-0018 104 ORIGINAL -TURN INTO 1 OFFICE 1501-0018 105 FORM BOARD SURVEY- 1 OFFICE 1501-0018 115 SLAB 1 2/23/2015 1501-0018 121 TERMITE SPRAY 1 1501-0018 420 PLUMBING ROUGH 1 2/17/2015 1501-0018 420 PLUMBING ROUGH 1 2/20/2015 Front side building drain still needs final connection to existing building drain 1501-0018 420 PLUMBING ROUGH 1 BATCH TICKETS 1501-0018 906 (CONCRETE) - TURN 1 INTO OFFICE 3000 PSI SLAB 1501-0018 118 COLUMN 2 1501-0018 125 TIE BEAM 2 1501-0018 133 WINDOW/DOOR BUCKS 2 1501-0018 134 ROOF SHEATHING 2 1501-0018 140 CONSTRUCTION 2 ROUGH FRAMING 1501-0018 141 INSULATION 2 BATCH TICKETS 1501-0018 906 (CONCRETE) - TURN 2 INTO OFFICE 3000 PSI BOND BEAM 1501-0018 127 MULLION 3 1501-0018 148 WINDOW/DOOR 3 ATTACHMENT 1501-0018 238 ELECTRIC ROUGH 3 1501-0018 351 MECHANICAL ROUGH- 3 IN(DUCTS) 1501-0018 167 ROOF FINAL 4 1501-0018 280 ELECTRIC FINAL 4 1501-0018 380 MECHANICAL FINAL 4 1501-0018 480 PLUMBING FINAL 4 1501-0018 999 FINAL INSPECTION 4 Total Inspections: 26 0 Pending Dave Johnson 71 RRoa� over to Next Carl Peterson 91 Partial Approval Dave Johnson Page 2 of 2 Insp. Date 2/17/2015 2/20/2015 Report prepared on 2/23/2015 9:10:02 AM Inspection Card ` Planning &Development Sent�ces — - - ---- Permit # : 1501-0018 Online address: Building ti Code Regulation. D�vislon 23QQ�_!giniaAvenue http://www.stiucieco.org/planning/permifting.htm ,t`ort Pierce,'FL *k Quick Links: Permit Status Lookup Phone (772)462 2172 Fax:(722)462 6443 Online Building Inspection System Page 1 of 3 Permit# SLC-1501-0018 209 Status ISS #Confirmation Issued: 2/6/2015 Type: BUILD RESID ADDITION Job Location: 2287 Coolidge Rd City: Fort Pierce Jurisdiction: SAINT LUCIE COUNTY Parcel: 2323-501-0022-000/6 Subdivision: MODEL LAND COMPANY Lot: 3 Block: Flood: Elev: Flood Map: Set backs: Left: 32.66 Right: Front: Rear: 394.00 Job Description: Adding 1,567 S.F. Addition To A Residential Home To Include 3 New Bedroom, Two Baths, Mud Room And Foyer/Dining Area. Expand The Kitchen. New Slab 4" Thickness, 3000 Psi With Fiber Mesh. Contractor Spencer J Simmons -- Cert # 26956 Simmons Construction & Development Inc (772) 257-5789 118 43Rd Ave Vero Beach, FL 32968 Property Owner Sonja A Monroy (772) 501-3511 2287 Coolidge Rd Fort Pierce, FL 34945-3128 SUB -PERMITS Permit No Status Permit Type Cert # DBA 1501-0018-01 Issued ELECTRIC - RESIDENTIAL 17660 Complete Electric Inc 1501-0018-02 Issued PLUMBING - RESIDENTIAL 24256 Gravel, Gary P 1501-0018-03 Issued MECHANICAL/HVAC RESIDENTIAL- 18534 Coastal Heating & Air REPLACEMENT SYSTEM Conditioning, Inc 1501-0018-04 Issued ROOF PERMIT - OTHER 26956 Simmons Construction & Development Inc Owner/Builder For the automated inspection system call (866) 284-1280. To schedule an inspection online go to http://codeinspectionpublic.stiucieco.gov. All inspections requested prior to 9:00 PM will be scheduled for the next business day. Inspection requests between 9:00 PM Friday and 9:00 PM Monday will be scheduled for the following Tuesday. If you require any assistance please contact the Building Department at (772) 462-2172. Inspection Notes: NEW ELECTRICAL SERVICE HAS BEEN INSTALLED PER CONVERSATION WITH COMPLETE ELECTRIC, INSPECTED ON 04/16/2015,SO EXISTING METER AND MAIN CAN BE REMOVED FROM INSIDE TO CONTINUE WITH NEW ADDITION AND F.P.L.CAN INSTALL NEW UNDER GROUND ELECTRICAL SERVICE,GROUND BRIDGE NEEDED BEFORE FINAL INSPECTION.WALT PRIDE SR. Report prepared on 12/17/2015 4:02:07 PM Inspection Card Perms it-# : 1501-001 S Online address: http:/Avww.stlucieco.org/planning/permitting,htm Quick Links: Permit Status Lookup Online Building Inspection System Permit # Code Description Priority Sched. Date Res Description Inspector COMPACTION TEST - 1501-0018 104 ORIGINAL -TURN INTO 0 2/25/2015 90 Approved Engineer OFFICE RECIEVED ORIGINALTURNED INTO OFFICE 1501-0018 420 PLUMBING ROUGH 0 5/18/2015 Moved plubing for one bathroom about 3 feet 1501-0018 420 PLUMBING ROUGH 0 1501-0018 900 PLAN REVISION 0 5/14/2015 READY FOR PICK UP 1501-0018 103 EUFER GROUND 1 2/23/2015 COMPACTION TEST - 1501-0018 104 ORIGINAL -TURN INTO 1 2/23/2015 OFFICE RECIEVED COPY 1501-0018 105 FORM BOARD SURVEY - 1 2/23/2015 OFFICE 1501-0018 115 SLAB 1 2/23/2015 1501-0018 121 TERMITE SPRAY 1 2/24/2615 1501-0018 187 REVISION PICKED UP 1 6/25/2015 1501-0018 420 PLUMBING ROUGH 1 2/17/2015 1501-0018 420 PLUMBING ROUGH 1 2/20/2015 Front side building drain still needs final connection to eAsting building drain BATCH TICKETS 1501-0018 906 (CONCRETE) - TURN 1 3/9/2015 INTO OFFICE 3000 PSI SLAB 1501-0018 118 COLUMN 2 3/10/2015 1501-0018 125 TIE BEAM 2 3/10/2016 1501-0018 133 WINDOW/DOOR BUCKS 2 7/1/2015 Plans specify bucks to be secured with tapcons. 107.4 FBC 1501-0018 133 WINDOW/DOOR BUCKS 2 REINSPECTION. 1501-0018 134 ROOF SHEATHING 2 3/20/2015 1501-0018 136 ROOF DRY-IN/TIN TAB 2 6/30/2015 APPROVED WITH ROOFING PERMIT 1504-0327 1501-0018 137 STRAPPING 2 3/20/2015 1501-0018 145 TRUSS DRWG 2 3/20/2015 1501-0018 167 ROOF FINAL 2 6/30/2015 APPROVED WITH ROOFING PERMIT 1504-0327 BATCH TICKETS 1501-0018 906 (CONCRETE) - TURN 2 3/18/2015 INTO OFFICE 3000 PSI BOND BEAM 91 Partial Approval Greg Smyth 90 Approved 90 Approved 90 Approved Page 2 of 3 Insp. Date 2/25/2015 5/18/2015 William Durden 5/14/2015 Dave Johnson 2/23/2015 William Durden 2/23/2015 90 Approved Jeffrey Johnson 90 Approved Dave Johnson 90 Approved Dawn Milone 90 Approved Deanna Givens 71 Rollover ay ver to Next Carl Peterson 91 Partial Approval Dave Johnson 90 Approved Dawn Milone 2/23/2015 2/23/2015 3/9/2015 6/25/2015 2/17/2015 2/20/2015 3/9/2015 90 Approved Dave Johnson 3/10/2015 90 Approved Dave Johnson 3/10/2015 81 Disapproved Dave Johnson 7/1/2015 90 Approved Dave Johnson 3/20/2015 92 Accepted as Dave Johnson 6/30/2015 noted 90 Approved Dave Johnson 3/20/2015 90 Approved Dave Johnson 3/20/2015 92 Accepted as Dave Johnson 6/30/2015 noted 90 Approved Lashahna Ingram- 3/17/2015 Rahming Report prepared on 12/17/2015 4:02:07 PM Inspection Card _ ...... _...__-- _ - ---Permit # : 1501-0018 Online address: http://Www.stlucieco.org/planning/permiffing.htm Quick Links: Permit Status Lookup Online Building Inspection System 1501-0018 127 MULLION 3 Cancelled by 1501-0018 140 CONSTRUCTION 3 3/20/2015 74 Building Dave Johnson ROUGH FRAMING Department 1501-0018 140 CONSTRUCTION 3 ROUGH FRAMING 1501-0018 148 WINDOW/DOOR 3 ATTACHMENT 1501-0018 238 ELECTRIC ROUGH 3 1501-0018 351 MECHANICAL ROUGH- 3 IN(DUCTS) 1501-0018 423 PLUMBING TOP OUT 3 1501-0018 141 INSULATION 4 1501-0018 280 ELECTRIC FINAL 5 1501-0018 380 MECHANICAL FINAL 5 1501-0018 480 PLUMBING FINAL 5 1501-0018 999 FINAL INSPECTION 5 Total Inspections: 35 Page 3 of 3 3/20/2015 Report prepared on 12/17/2015 4:02:07 PM covx�4 z- C-.-- VL 0 Cam. ?I -rr- i �$ 1 rt.4 TIECHNICAL, SERVICES, LLC EVALUATION REPORT Manufacturer: TAMKO BUILDING PRODUCTS, INC. P.O. Box 1404 Joplin, MO 64802 (417)624-6644 http://www.tamko.com Quality Assurance: UL LLC (QUA9625) SCOPE Category: Subcategory: Code Sections Properties: REFERENCES Roofing Underlayments 1507.2.3, 1507.2.4, 1507.9.3, 1507.9.5 Physical properties Certificate of Authorization No. 29824 17520 Edinburgh Drive Tampa, FL 33647 (813)480-3421 2010 FLORIDA BUILDING CODE Issued October 21, 2014 1507.2.9.2, 1507.3.3, 1507.5.3, 1507.6.3, 1507.7.3, 1507.8.3, Entity Report No. Standard Year PRI Construction Materials Technologies (TST6049) TAP-191-02-01 REV ASTM D 1970 2001 PRI Construction Materials Technologies (TST6049) TAP-192-02-01 ASTM D 1970 2001 PRI Construction Materials Technologies (TST6049) TAP-193-02-01 ASTM D 1970 2001 PRI Construction Materials Technologies (TST6049) TAP-214-02-01 ASTM D 4869 2005e1 PRI Construction Materials Technologies (TST6049) TAP-215-02-01 ASTM D 226 2006 PRI Construction Materials Technologies (TST6049) TAP-216-02-03 ASTM D 6380 2003 PRI Construction Materials Technologies (TST6049) TAP-217-02-01 REV ASTM D 6380 2003 PRI Construction Materials Technologies (TST6049) TAP-218-02-01 ASTM D 226 2006 PRI Construction Materials Technologies (TST6049) TAP-219-02-01 ASTM D 226 2006 PRI Construction Materials Technologies (TST6049) TAP-220-02-01 ASTM D 6380 2003 PRI Construction Materials Technologies (TST6049) TAP-222-02-01 ASTM D 4869 2005e1 UL LLC (TST9628) 13CA12269 ASTM D 226 2009' 'The 2009 publication year has been found equivalent to the 2006 publication year required by the 2010 FBC. PRODUCT DESCRIPTION AND APPLICATION TAMKO® ASTM Slate ASTM D 6380, Class M, Type II underlayment constructed from organic felt saturated Surfaced Roll Roofing with asphalt and coated on both sides with asphalt and surfaced with granules. Min. slope: 2:12 Application: The underlayment shall be installed with minimum 2" side laps and minimum 4" staggered end laps and in accordance with FRSA/TRI 07230 for tile applications. Allowable roof coverings: Attachment of asphalt shingle valleys and clay and concrete tile shall be permitted in accordance with the FBC. TBP14001 FL12328-R4 Page 1 of 5 This evaluation report is provided for State of Florida product approval under Rule 9N-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. 11x 4 ".! TAMKO BUILDING PRODCUTS, INC. CREEKTAMKO Underlayments TECHNICAL SERVICES, LLC TAMKOO ASTM Tile ASTM D 6380, Class M, Type II underlayment constructed from an organic felt saturated Underlayment with asphalt then coated on both sides with asphalt and surfaced with granules. Application: The underlayment shall be installed with minimum 2" side laps and minimum 4" staggered end laps and in accordance with FRSA/TRI 07230 for tile applications. Allowable roof coverings: Attachment of clay and concrete tile shall be permitted in accordance with the FBC. TAMKOO Master ASTM D 6380, Class S, Type IV underlayment constructed from an organic felt saturated Smooth with asphalt then coated on both sides with asphalt and surfaced with a fine mineral. Application: The underlayment shall be installed along the valley in accordance with FBC requirements. Allowable roof coverings: Attachment of asphalt shingle valleys shall be permitted in accordance with the FBC. TAMKOO Moisture Self -adhered, ASTM D 1970, fiberglass reinforced, modified bitumen sheet membrane Guard Plus@ with a mineral surfacing and a removable release film on the adhesive side. Application: The underlayment shall be attached by adhering directly to the roof deck with minimum 3-1/2" side laps and minimum 6" staggered end laps. Min. application temperature: 40°F. Allowable roof coverings: Attachment of asphalt shingles and mechanically fastened concrete and clay tile roofing shall be permitted in accordance with the FBC. TAMKOO No. 15 ASTM ASTM D 4869, Type I, underlayment constructed from a non -perforated organic felt that D 4869 Asphalt is saturated with asphalt. Saturated Organic Felt Application: The underlayment shall be installed with minimum 2" side laps and minimum 4" end laps. Allowable roof coverings: Attachment of asphalt shingles, metal roofing, wood shingles, wood shakes, and roll roofing shall be permitted in accordance with the FBC. TAMKOO No. 15 ASTM ASTM D 226, Type I underlayment constructed from a non -perforated organic felt that is Asphalt Saturated saturated with asphalt. Organic Felt Application: The underlayment shall be installed with minimum 2" side laps and minimum 4" end laps. Allowable roof coverings: Attachment of asphalt shingles, metal roofing, wood shingles, wood shakes, and roll roofing shall be permitted in accordance with the FBC. TBP14001 FL12328-R4 Page 2 of 5 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. TAMKO BUILDING PRODCUTS, INC. CREEKTAMKO Underlayments TECHNICAL SERVICES, L.L.0 TAMKO® No. 15 UL ASTM D 226, Type I underlayment constructed from a non -perforated organic felt that is Asphalt Saturated saturated with asphalt. Organic Felt Application: The underayment shall be installed with minimum 2" side laps and minimum 4" end laps. Allowable roof coverings: Attachment of asphalt shingles, metal roofing, wood shingles, wood shakes, and roll roofing shall be permitted in accordance with the FBC. TAMKO® No. 30 ASTM ASTM D 226, Type II underlayment constructed from a non -perforated organic felt that is Asphalt Saturated saturated with asphalt. Organic Felt Application: The underlayment shall be installed with minimum 2" side laps and minimum 4" end laps. Allowable roof coverings: Attachment of asphalt shingles, metal roofing, clay and concrete tile, slate shingles, wood shingles, wood shakes, and roll roofing shall be permitted in accordance with the FBC. TAMKO® No. 30 ASTM ASTM D 4869, Type I underlayment constructed from a non -perforated organic felt that D 4869 Asphalt is saturated with asphalt. Saturated Organic Felt Application: The underlayment shall be installed with minimum 2" side laps and minimum 4" end laps. Allowable roof coverings: Attachment of asphalt, metal, wood shingles, wood shakes, and roll roofing shall be permitted in accordance with the FBC. TAMKO® No. 30 UL ASTM D 226, Type II underlayment constructed from a non -perforated organic felt that is Asphalt Saturated saturated with asphalt. Organic Felt Application: The underlayment shall be installed with minimum 2" side laps and minimum 4" end laps. Allowable roof coverings: Attachment of asphalt shingles, metal roofing, clay and concrete tile, slate shingles, wood shingles, wood shakes, and roll roofing shall be permitted in accordance with the FBC. TAMKO® TW Metal and Self -adhered, flexible, ASTM D 1970, rubberized asphalt sheet membrane with a Tile Underlayment polymer film on the surface and a removable release film on the adhesive side. Application: The underlayment shall be attached by adhering directly to the roof deck with minimum 4" side laps and minimum 6" staggered end laps. Min. application temperature: 40°F Allowable roof coverings: Attachment of asphalt shingles, metal roofing, and mechanically fastened clay and concrete tiles shall be permitted in accordance with the FBC. TBP14001 FL12328-R4 Page 3 of 5 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. i" TAMKO BUILDING PRODCUTS, INC. CREEKs, TAMKO Underlayments TECHNICAL SERVICES, LLC TAMKO®TW Self -adhered, flexible, ASTM D 1970, rubberized asphalt sheet membrane with a Underlayment polymer film on the surface and a removable release film on the adhesive side. Application: The underlayment shall be attached by adhering directly to the roof deck with minimum 4" side laps and minimum 6" staggered end laps. Min. application temperature: 40°F Allowable roof coverings: Attachment of asphalt shingles and metal roofing shall be permitted in accordance with the FBC. LIMITATIONS 1) This evaluation report is not for use in the HVHZ. 2) Fire Classification is not within the scope of this evaluation. 3) Wind uplift resistance in not within scope of this evaluation. 4) Installation of the evaluated product shall comply with this report, the FBC, and the manufacturer's published application instructions. Where discrepancies exist between these sources, the more restrictive and FBC compliant installation detail shall prevail. 5) Minimum application temperature shall be 50°F unless otherwise noted. Contact the manufacturer when installing at temperatures below the minimum application temperature. 6) Deck substrates shall be clean, dry, and free from any irregularities and debris. All fasteners in the deck shall be checked for protrusion and corrected prior to underlayment application. 7) The roof deck shall be constructed of closely fitted sheathing for new or existing construction. Roof deck shall be installed in accordance with FBC requirements. 8) Unless otherwise stated, the minimum roof slope shall be in accordance with FBC requirements. 9) All underlayments shall be installed with the roll length parallel to the eave, starting at the eave, and lapped in successive courses installed up the deck in a manner that effectively sheds water from the deck. End laps shall be staggered between courses in accordance with the manufacturer's application instructions. 10) The underlayment may be used as described in other current FBC product approval documents. 11) The underlayment shall not be installed over existing roof coverings. 12) Contact the manufacturer regarding specific exposure limits for each underlayment. 13) All products listed in this report shall be manufactured under a quality assurance program in compliance with Rule 61G20-3. TBP14001 FL12328-R4 Page 4 of 5 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. TAMKO BUILDING PRODCUTS, INC. CREEKTAMKO Underlayments TECHNICAL SERVICES, LLC COMPLIANCE STATEMENT The products evaluated herein by Zachary R. Priest, P.E. have demonstrated compliance with the 2010 Florida Building Code as evidenced in the referenced documents submitted by the named manufacturer. +`tl{1111111111 R. •�++`Ci�P... E N pq�',��i ,••\,\ SF•�'�''i No 74021 2014.10.21 L- 20:17:38 :�•� STATE OF :•�l �- _04'00' Off. P R y O,���� Zachary R. Priest, P.E. Florida Registration No. Organization No. 021 A E96 1 CERTIFICATION OF INDEPENDENCE CREEK Technical Services, LLC does not have, nor will it acquire, a financial interest in any company manufacturing or distributing products under this evaluation. CREEK Technical Services, LLC is not owned, operated, or controlled by any company manufacturing or distributing products under this evaluation. Zachary R. Priest, P.E. does not have, nor will acquire, a financial interest in any company manufacturing or distributing products under this evaluation. Zachary R. Priest, P.E. does not have, nor will acquire, a financial interest in any other entity involved in the approval process of the product. TBP14001 END OF REPORT FL12328-R4 Page 5 of 5 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. Building Pern & Development Services Department d1ding & Regulations Division Product Review Affidavit Name Sonya Monroy Applicant: Simmons Construction Product Opening Design Pressures Product Rated Design Pressure n cturer Model Number Product Approval Number Glass Type Method of Attachment Windows +36 / -39 +70 / -70 CWS 8100 Impact FL #16177.1 Impact Tapcons Mullions N/A Y� g P c, 11� m, PDA ,' Fixed Glass N/A Block Glass N/A Skylights N/A Sliding Glass Doors +34 / -37 +60 / -60 CWS 8900 Impact FL# 11103 Impact Tapcons Swing Type Doors +34 / -37 +50 / -50 Plast Pro Smooth FL#15180.1 N/A Tapcons French Doors N/A Garage Doors N/A Hurricane Protection N/A Roof Ventilation N/A Roofing Material CeartinTeed Asphalt Arch itectual FI#5444-97 Nails Revised 07/22/2014 I have reviewed the above components or cladding and I have approved their use in this structure. These products provide adequate resistance to the wind loads and forces specified by current code provisions. Name: Signature: seal YLL. EngAneering, Inc, Design Prof: A Cert. No. Ww Date: �` �s1W 0 06—d S U E 2030 37th Avenue Vero Basal, FL 3296Q Planning & Development Services Department 07, Building &Code Regulations Division -x-- 2300 Virginia Avenue, Fort Pierce, FL 34982 - (772) 462-1553 Certification for Design Load Compliance Project Name: 0NAZ Py &M Uhl.& Project Address: IM 6,00L1ozie A fi rIoux, 6 rsvf.gK Permit #: Occupancy Type: Construction Type: Mid INSTRUCTIONS FOR USE: • This certification must be completed, signed, and sealed by the design professional of record. • Submit (2) copies for residential, (3) copies for commercial with all permit applications involving the following: o New Residences (single or multi -family) IS ::!3 Residential Addition o Any accessory structure requiring a building permit o Any non-residential structure. * Note: Form not required for interior renovations provided that no exterior structural elements are a certain minor building permits at the discretion of the local building official. Contact the # above for questio . DESIGN PARAMETERS AND ASSUMPTIONS USED: (complete all that apply) 1. DESIGN CODE: Florida (..I- 444 Code 2010 Edition with 20 10 Supplements using ASCE 7-10 2. Structure Designed as (check one): s,4rclosed _Partially Enclosed Open 3. Risk Category: _I III _III IV Exposure Category: B ✓ C D 4. Design Wind Velocity mph ASD _IZLRFD End Zone Width: _ft 5. Mean Roof Height 4 2.o3 ft Roof Pitch: !.2 Parapet: -N*—ft 6. Components & Cladding Design Pressures Used: (PSF, based on 10sgft @ 15'MRH, clearly label on all plan openin s): Zone 1 + Zone 2:�t -- Zone 3:- � Lone 4: ' 3 J Zone 5:� L - �� Garage: 7. Design Loads: Floor: PSF Roof/Dead °� PSF o''of/Live:�f� Balcony: PSF Dock: PSF Deck: cccc PSF Stairs: 1� PSF Fence: PSF Railings: PJA PSF 8. Were Shear Walls Considered For Structure? es Not Applicable Explain Whv Not: 9. Is A Continuous Load Path Provided? V Yes _Not Applicable Explain Why Not: 10. Design Soil Bearing Pressure: 1060 PSF Soil Test Reports Submitted? Yes N 1) DESIGN PROFESSIONAL CERTIFICATION STATEMENT: I certify that, to the best of my knowledge and belief, the attached plans & specifications have been designed to comply with the applicable structural portions of the building codes currently adopted and enforced by St. Lucie County. I also certify that structural elements depicted on these plans provide adequate resistance to the design forces specified: �n Print NameCert # & Co. Cert Auth. 1 a i• - _ M11. Engineering,, Inc. 6- Consulting Engineer Signature, Date, and Seal-,aCP 37th Avenue / Company Na lr,® each, FL 32960 Revised 07/2h/2014 a FORM 405A0 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Business and Professional Regulation Residential Performance Method Project Name: SONJA MONROY Builder Name: Street: 2287 COOLIDGE ROAD Permit Office: City, State, Zip: FT. PIERCE , FL , Permit Number_ Owner: Jurisdiction: Design Location: FL, Fort Pierce 14 1. New construction or e)asting Addition 9. Wall Types. (3951.0 sgft.) 1 o Area a. Concrete Block = Int insul, Exterior .1 3636.00 0 2. Single family or multiple family Single-family b. Frame - Wood, Adjacent 315,00 f12 3. Number of units, if multiple family 1 c. N/A - fe 4. Number of Bedrooms(Bedrms In Addition) 6(3) 10.NIA Ceiling Types (4300.0 sgft.) ftZ Insulation Area 5. Is this a worst -case? No a. Under Attic (Vented) R=30.0 4300.00W 6. Conditioned floor area above grade (ft) 4300 b. N/A R= IF Rc ft, c. NIA Conditioned floor area below.grade (W) 0 11. Ducts R ftz 7. .Tindows(338.3 sgft.) Description Area0.79 a. S Attic, Ret Attic, AH: Main b. Sup: Attic, Ret: Attic, AH: Main 6 265, 6 225 a. U-Factor: Sg1 , U= a 338.33 ft' SHGC: SHGC=0.50 12. Cooling systems kBtu/hr Efficiency b. U-Factor: NIA fe a. Central Unit 47.0 SEER:16.00 SHGC: b. Central Unit 40.0 SEER:16.00 c. U-Factor: NIA SHGC: fP 13. Heating systems kBtu/hr Efficiency d. U-Factor. N/A. fe a: Electric Strip Heat b. Electric Strip Heat 34.0 COP 1:00 34.0 COP:1.00 SHGC: Area Weighted Average Overhang Depth: 2.000 ft. 14. Hot water systems -None required Area Weighted Average SHGC: 0.500 Ca NIA p: S. Floor Types (4300.0 sgft.) Insulation Area a, EF: 2.97932E7 a. Slab=On-Grade Edge Insulation R=0.0 4300.00 f? b. Conservation features b. N/A R= fl2 c. NIA R= ft2 15. Credits Pstat Total Proposed. Modified Loads: 54.17 PASS Glass/Floor Area: 0.079 Total Standard Reference Loads: 67.61 I Hereby certify that the plans and specifications covered by Review of the plans and UtE sr this calculation are in compliance with the Florida Energy specifications covered by this4-,, , . �fi Code. calculation indicates compliance with the Florida Energy Code. y n� �v s PREPARED BY: /. Before construction is completed' rA V, t J this building will be inspected. for ; 414- DATE: compliance with Section 553,908 I hereby certify that this ild' g, as de gned;. is in compliance Florida. Statutes., with the Florida Energy OVIWNER/AGENT: - _ BUILDING OFFICIAL: DATE: - DATE: 1�-- 1116/201410:24 AM EnergyGaugeO USA- FlaRes2010 Section 40.5.4.1 CompliantSoftware Pagel of 6 PROJECT MOM Title: SONJA MONROY Bedrooms: 6 Address Type: Street Address Building Type: User Conditioned Area: 4300 Lot # Owner: Total Stories: 1 Block/SubDiyision: # of Units: 1 Worst Case:. No 0 PlatBook: Street: 2287 COOLIDGE RDA Builder Name: Rotate Angle: Cross Ventilation: No County: ST. LUCIE COUNTY Permit Office: Jurisdiction: Whole House Fan: Yes City, State, .Zip; FT. PIERCE , Family Type: Single-family FL, New/E)dsting: Addition Comment: CLIMATE IECC Design Temp lnt Design Temp Heating Design Daily Temp Design Location TMY Site Zone 97.5 % 2.5 % Winter Summer Degree Days Moisture Range FL, Fort Pierce FL ST_LUCIE_CO_iNTL 2 39 90 70 75 722 62 Low BLOCKS Number Name Area Volume 1 Blockl 2356 21204 2 Block2 1944 17496 SPACES Number Name Area Volume Kitchen Occupants Bedrooms Infil ID Finished Cooled Heated 1 Main 2356 21204 Yes 2 0 1 Yes Yes Yes 2 BEDROOMS 1944 17496 No 3 6 1 Yes Yes Yes FLOORS # Floor Type Space Perimeter Perimeter R Value Area Joist R-Value Tile Wood Carpet 1 Slab -On -Grade Edge Insulatio Main 285 ft 0 2356 ft' __ 0 0 1 2 Slab -On -Grade Edge Insutatio BEDROOMS 245 ft 0 1944 ft2 -- 0 0 1 ROOF Roof Gable Roof Solar SA Emitt Emitt Deck Pitch # Type Materials Area Area Dolor Absor. Tested Tested Insul. (deg) 1 Hip Composition shingles 4658 ft' 0 f13 Medium 0.96 No 0.9 No 0 22.6 ATTIC J # Type Ventilation Vent Ratio (1 in) Area RBS IRCC 1 Full attic Vented 300 4300 ff N N 1116/201410:24 AM EnergyGauge@ USA - Fla.Res2010 Section 406.4.1 Compliant Software Page 2 of 6 CEILING # Ceiling Type. Space R-Value Area Framing Frac Truss Type 1 Under Attic (Vented) Main 30 2356 #tz 0.11 Wood 2 Under Attic (Vented) BEDROOMS 30 1944 ft2 0.11 Wood WALLS Cavity Width Height Sheathing Framing Solar Below Adjacent 1 Space Fr In Fc �_��treA RSlalue-Fraction--- V 1 N Tn .__Wa1LType Exterior Concrete Block - Int Insul Main 4.09999 66 9 594.0 ft' 0 0.75 0 _ 2 E Exterior Concrete Block- Inflnsul Main 4.09999 40 9 360.012 0 0.75 0 _ 3 S Exterior Concrete Block - Int lnsul Main 4.09909 66 9 594.0 ft' 0 0175 0 T 4 W Exterior Concrete Block- Int Insul Main 4.09999 40 9 360.0 ft2 0 0.75 0 5 N Exterior Concrete, Block- Int InsuBEDROOMS 4.09999 61 9 540.0:if 0 0.75 0 6 E Exterior Concrete Block - Int InsuBEDROOMS 4.09959 35 9; 315.0-ft2 0 0.75 0 7 S Exterior Concrete Block - Int Ins1EEDR00MS 4.09999 61 9 549.0 ft2 0 0.75 0 _ 8 W Exterior Concrete Block - Int InsuBEDR00MS 4,09999 35 9 315.0"fe 0 0.75 0 _ - 9 N Garage Frame - Wood Main 11 35 9 31 &0 ft' 0 0.75 0 DOOKS # Omt, Door Type Space Storms U-Value Ft Width In Height Ft In Area 1 E Insulated Main None. .4fi 3 8 24 ft2 2 S Insulated Main None .46 .3 6 8 20 fib 3 N Insulated Main None .46 3 6 8 20 ft2 WINDOWS Orientation shown is the entered, Proposed orientation. V Wall Ornt ID Frame Panes NFRC U-Factor 'SHGC _ Area Overhang Depth Separation Int Shade Screening 1 N 1 Metal Single (Tinted) Yes 0.79 0.5 20.0 ft2 2 ft 0 in 6 ft 0 in Drapes/blinds None 2 E 2 Metal Single (Tinted) Yes 0.79 0.5 40.0 ft2 2 ft 0 in 6 ft 0 in Drapes/blinds None 3 E 2 Metal Single (Tinted) Yes 0.79 0.5 20.0 W 2 ft 0 in 6 ft 0 in Drapes/blinds No 'ne 4 S 3 Metal Single (Tinted) Yes 6.70 0.5 16.0 ftY 2 ft 0 in 6 ft 0 in Drapes(blinds None 5 S 3 Metal Single (Tinted) Yes 0.79 0.5 9.0 tie 2.ft 0 in 6.ft 0 in Drapes/blinds None 6 W 4 Metal Single (Tinted) Yes 0.79, 0.5 80.0 ft2 2 ft 0 in 6 ft 0 in Drapesiblinds None 7 E 2 Metal Single (Tinted) Yes 0.79 0.5 6.0 ft2 2 ft 0.fn 6 ft 0 in, Drapesiblinds None 8 N 5 Metal Single (Tinted) Yes 0.79 0.5 15.0 ft2 2 ft 0 in 6 ft 0 in Drapesiblinds None 9 N 5 Metal Single (Tinted) Yes 0.79 0.5 16:0 W 2 ft 0 in 6 ft Orin Drapesiblinds None 10 E 6 Metal Single (Tinted) Yes 0.79 0.5 43.3 ft2 2 ft 0 in 6 ft 0 in Drapesfblinds None 11 E 6 Metal Single (Tinted) Yes 0.79 0.5 46.0 fF 2 ft 0 in 6 ft 0 in Drapestblinds None 12 W 8 Metal Single (Tinted) Yes 0.79 0.5 18.0 ft2 2.ft 0'in 6 ft 0 in Drapesiblinds None 13 W 6 Metal Single (Tinted) Yes 0.79 0.5 15.0 ft? 2 ft.0 in 6 it 0 in Drapesiblinds None 1116/20141024 AM i EnergyGaugeS USA - FlaRe82010 Section 405.4.1 Compliant Software Page 3 of 6 GARAGE # Floor Area Ceiling Area Exposed Wall Perimeter Avg. Wall Height Exposed Wall Insulation 1 - 546 fta 546 ft2 35 ft 9 It 11 INFILTRATION # Scope Method SLA CFM 50 ELA EgLA ACH ACH 50 1 Wholehouse Best Guess .0005 5639.5 309.6 582.25 .365 8.7434 HEATING SYSTEM # System Type Subtype Efficiency Capacity Block Ducts . 1 Electric Strip Heat None COP:1 34 kBtu/hr 1 so trip Heat None COP: 1 34 kBWMr 2 sys#2 ##SyWstem COOLING SYSTEM ype Subtype Efficiency Capacity Air Flow SHR Block Ducts 1 Central Unit None SEER:16 47 kBbAr 1410 cfm 0.75 1 Sol 2 Central Unit None SEER:16 40 kStulhr 1200 cfm 0.75 2 sys#2 SOLAR HOT WATER SYSTEM Collector Storage FSEC Cert # Company Name System Model # Collector Model # Area Volume FEF --- — ftz DUCTS - - Supply - — - Return — Air CFM 25 CFM25 HVAC V # Location R-Value Area Location Area Leakage type Handler TOT OUT QN RLF Heat Cool 1 Attic 6 205 ft2 Attic 20 if Default Leakage Main (Default) (Default) 1 1 2 Attic 6 225 ft' Attic 30 flz Default Leakage Main (Default) (Default) 2 2 TEMPERATURES Programable Thermostat: Y Ceiling Fans: Cooling Jan r , Feb Mar [X) Jan [X] Feb (Xj Mar r L] AAj3 day ri Jun Jul y r X Aug x Se Oc Nov Se Oct Nov r r p W }Venting DecHeating Dec [[ ]] Jan IIII 1111 Feb [[�x11 Mar [Xl Apr May Jun Jul Aug 11 /61201410.24 AM EnergyGaugeO USA - FlaRes2010 Section 405.4.1 Compliant Software Page 4 of 6 " Thermostat Schedule: HERS 2006 Reference Hours 6 7 $ 9 10 11 12 Schedule Type 1 2 3 4 5 Cooling (WD) AM 78 78 80 78 78 78 78 78 78 76 78 78 78 78 78 80 78 80 78 80 78 80 78 Cooling (WEH) PM AM 80 78 78 78 78 78 78 78 78 78 78 78 78 78 78 78 78 78 7$ 78 78 78 78 78 Heating (WD) PM PM 78 68 68 68 68 68 68 68 68 68 68 66 66 Heating (WEH) PM 68 68 68 68 68 68 68 68 68 68 66 68 66 68 111612014 10:24 AM EnergyGauge® USA - FlaRes2010 Section 405.4.1 Compliant Software Page 5 of 6 FORM 405-10 Florida Code Compliance Checklist Florida Department of Business and Professional Regulations Residential Whole Building Performance Method ADDRESS: 2287 COOLIDGE ROAD PERMIT #:. FT. PIERCE, FL, ..... T.,�.. e=^"10=Ur-NTC .Al IMMARY - See individual code sections for full details. COMPONENT I SECTION i SUMMARY OF REQUIREMENT(S) Air leakage 402.4 To be caulked, gasketed, we atherstripped 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 1 At least one thermostat shall be provided for each separate heating controls and 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. Neat trap required for ve Water heaters 403.4 rtical 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, crawispaces, 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-retardarit 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 I R-19 space permitting. CHECK 1116f2014 10:24 AM EnergyGauge® USA - FlaRes2010 Section 405.4.1 Compliant Software Page 6 of 6 q I r ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE INDEX* = 80 The lower the EnergyPerformance Index, the more efficient the home. 2287 COOLIDGE ROAD; FT. PIERCE, FL, I. New construction or existing 2. Single family or multiple family 3. Number of units, if multiple family 4. Number of Bedrooms 5. Is this a worst case? 6. Conditioned floor area (ft') 7. Windows" Description a. U-Factor: Sgl, U=0.79 SHGC: SHGC=0.50. b. U-Factor: N/A SHGC: c. U-Factor: N/A SHGC: d. U-Factor: NIA SHGC: Area Weighted Average Overhang Depth: Area Weighted Average SHGC: Addition Single-family 1 6(3) No 4300 Area 338.33 ft' ft' ft' fe 2.000 ft. 0.500 6. Floor Types Insulation Area a. Slab -On -Grade Edge Insulation R=0.0 4300,00 ft' b. NIA R= ft' c. N/A R= ft2 9, Wall Types a. Concrete Block - Int lnsul, Exterior b. Frame - Wood, Adjacent c. N/A d. N/A 10. Ceiling Types a. Under Attic (Vented) b. N/A a N/A 11. Ducts a. Sup: Attic, Ret: Attic, AH: Main b. Sup: Attic, Ret: Attic, AH: Main 12. Cooling systems a. Central Unit b. Central Unit 13. Heating systems a. Electric Strip Heat b. Electric Strip Heat 14, Hot water systems - None required a. b. Conservation features 15. Credits I certify that this home has complied with the Florida Energy Efficiency Code for Building Construction through the above en rgy saving features which will be installed (or exceeded) in this home before fin inspectio therwise, a new EPL Display Card will be completed based on installed Co mpliant e tures-- (� Builder Signature: Date: Address of New Ham r City/FL Zip: Insulation R=4.1 R=11.0 R= R= Insulation R=30.0 R= R= Area 3636.00 ft' 315.00 ft' ft2 ft' Area 4300.00 ft2 ft2 ft' R fF 6 205 6 225 kBtuthr Efficiency 47.0 SEER:16.00 40:0 SEER:16.00 kBtd hr Efficiency 34.0 COP:1.00 34.0 COP:1.00 Cap: N/A EF: Pstat *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 Lumber design valcfes are in accordance with ANSI/TPI 1 section 6.3 's These truss designs rely on lumber values established by others. MiTek® RE: 141531 - Simmons Construction -- Monroy addition MiTek USA, Inc. Site Information: 6904 Parke East Blvd. Tampa, FL 33610-4115 Customer Info: Simmons Construction Project Name: Monroy Model: addition Lot/Block: - Subdivision: - Address: 2287 Coolidge Rd. City: Fort Pierce 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 7.5 Wind Code: ASCE 7-10 Wind Speed: 160 mph Roof Load: 37.0 psf Floor Load: N/A psf This package includes 28 individual, dated Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Seal# Truss Name Date No. Seal# I Truss Name Date 1 IT6775198 I CJ01 1/22/015 18 IT6775215 I J08 1/22/015 12 I T6775199 I CJ02 11/22/015 119 I T6775216 I M01 11/22/015 13 I T6775200 1 H01 11/22/015 120 I T6775217 I T01 11/22/015 14 I T6775201 1 H02 1 1/22/015 121 I T6775218 I T02 1 1/22/015 15 I T6775202 1 H 03 1 1/22/015 122 I T6775219 I T03 1 1/22/015 16 I T6775203 1 H04 1 1/22/015 123 I T6775220 I T04 1 1/22/015 1 17 I T6775204 1 H 05 1 1/22/015 124 I T6775221 I T05 1 1/22/015 18 I T6775205 J H06 1 1/22/015 125 I T6775222 V01 1 1/22/015 1 19 I T6775206 J H07 1 1/22/015 126 I T6775223 I V02 1 1/22/015 110 I T6775207 1 H08 1 1/22/015 127 I T6775224 I V03 11/22/015 Ill I T6775208 I J01 11/22/015 128 I T6775225 I VO4 11/22/015 112 I T6775209 I J02 1 1/22/015 1 113 I T6775210 I J03 1 1/22/015 114 I T6775211 I J04 1 1/22/015 115 I T6775212 I J05 1 1/22/015 116 I T6775213 I J06 1 1/22/015 117 I T6775214 I J07 1 1/22/015 The truss drawing(s) referenced above have been prepared by MiTek Industries, Inc. under my direct supervision based on the parameters provided by Tibbetts Lumber Company -Palm Bay. Truss Design Engineer's Name: Velez, Joaquin My license renewal date for the state of Florida is February 28, 2017. 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. THESE PLANS AND ALL PROPOSED W( ARID SUBJECT TO ANY CORRECTION REQUIRED BY FIELD INSPECTORS TH MAY 6E NECESSARY IN ORDER TO COMPLY WITH ALL APPLICABLE CODE 11 `eP .UI N e 0 A68182 cc r):° STATE OF 4 O R \ C? vex � N A, 0�e�. FL Cert. 6634 January 22,2015 Velez, Joaquin 1 of 1 Job Truss Truss Type Qty Ply Simmons Construction -- Monroy addition T6775198 141531 CJ01 Diagonal Hip Girder 1 1 Job Reference (optional I Ibbetts Lumber Go, Valm bay, FL ,.— s.,u, . , au iY mu en muu„new, °,u. - °a„ .. ... , i ID:uEQvIOY9_92DLil8cf_AujyHJEZ-iVBU4rAegOC4nOSaa_XngSNUT1 LMhC3gf6?6VXzsrWN -1-10-10 5-2-9 9-10-1 1-10-10 5-2-9 4-7-8 Scale = 1:22.0 i 0-11-14 5-2-9 0-11-14 4-2-10 9-8-13 9-1q-1 4.6-4 0-1-4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.38 Vert(LL) -0.03 6-7 >999 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.39 Vert(TL) -0.09 6-7 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.13 Horz(TL) -0.02 4 n/a n1a BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Wind(LL) 0.05 6-7 >999 240 Weight: 41lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 4=114/Mechanical, 5=135/Mechanical, 8=437/0-11-5 Max Horz8=199(LC 24) Max Uplift4=-108(LC 8), 5=-43(LC 5), 8=-349(LC 8) Max Grav4=114(LC 1), 5=164(LC 3), 8=470(LC 17) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-12= 838/755, 3-12= 419/162 BOT CHORD 2-8=-797/915, 8-14= 185/342, 7-14=-185/342, 7-15=-185/342, 6-15=-185/342 WEBS 3-6=-365/197 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15fh B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MIN FRS (directional); cantilever left and right exposed ; 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 ®`e0g1111111 fit between the bottom chord and any other members. ®e� (�v I N 4) Refer to girder(s) for truss to truss connections. 00 P 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5 except Qt=lb) 4=108 ®, '0 •� Ci E•N 5+ ° • �� sis , 8=349. �® 4' e 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 84 lb down and 53 lb up at 4-2-15,N 68182� e °'• 84 lb down and 53 lb up at 4-2-15, and 111 lb down and 103 lb up at 7-0-14, and 111 lb down and 103 Ib up at 7-0-14 on top chord, r and 19 lb down and 34 lb up at 4-2-15, 19 lb down and 34lb up at 4-2-15, and 20 lb down and 10 lb up at 7-0-14, and 20 lb down and,- ' 10 Ib up at 7-0-14 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). i T O F a LOAD CASE(S) Standard s®T �•.'C� O P .°=,sue 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 ✓e�, s ,®% Uniform Loads (plf) Vert: 1 4= 54, 5-9=-20 ,SI! , 0 N A`- �\ `% Concentrated Loads (lb) 1/11111110 Vert: 12=106(17-_S3, 18=5rs) t'=-7(F=-4, 'C_-4):14=35(F=T9, FL Cert. 6634 January 22,2015 ® LVdRNING - Verify dasign pm nete and READ NOWS ONTNIS AM INCLUDBD MITBKRBFRRENCE PAGB 1W1 7473 BEFORB USE. Design valld for use only with MiTek connectors. This design Is based only upon parameters shown, and Is for an Individual building component. Applicability of design parameters and proper Incorporation of component Is responsibility of building designer -not truss designer. Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsiblllity of the p 79ia��• erector. Additional permanent bracing of the overall structure is the responsibllity of the building designer. For general guidance regarding � VC 1 fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information avallable from Truss Plate Institute, 781 N. Lee Street. Suite 312. Alexandria, VA 22314. ff 5authem Pine (Sp} lumber is specified, the design values are those effective 06/01/2013 by ALSC Tampa, FL 33610-4115 o fuss fuss ype City Ply Simmons Construction -- Monroy addition T6775199 141531 CJ02 Diagonal Hip Girder 3 1 Job Reference (optional) ribbetls Lumber Go, Faint tray , hL r.— s uw i i cv w mu— n�uwuro�, mo. j i.. ... j, <v it Ve 1 ID:uEQvIOY9_92DLil8cf_AujyHJEZ-BihsIBBGRKLxOY1 nBh20NgwfRRhnaepqumkg2zz&rWM i -1-10-10 5-2-9 i 9-9-13 --- 1 -1 1-10-10 5-2-9 4-7-4 0-- 4 Scale = 1:21.9 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.37 Vert(LL) -0.03 6-7 >999 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.44 Vert(fL) -0.10 6-7 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.23 Horz(TL) 0.01 5 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Wind(LL) 0.03 6-7 >999 240 Weight: 41lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, In accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 4=1 21 /Mechanical, 2=299/0-10-15, 5=243/Mechanical Max Harz 2=199(LC 24) Max Uplift4=-113(LC 8), 2=-205(LC 8), 5= 76(LC 5) Max Grav4=121(LC 1), 2=391(LC 17), 5=245(LC 17) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-11=-718/289, 11-12=-607/273, 3-12=-581/246 BOT CHORD 2-14=-293/672, 14-15= 293/582, 7-15=-293/582, 7-16= 293/582, 6-16= 293/582 WEBS 3-6=-622/313 NOTES- 1) Wind: ASCE 7-10; VUlt=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed; 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.± N Vc ®�00 4) Refer to girder(s) for truss to truss connections. � P. , `, c� 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5 except Qt=lb) 4=113 e�%,'0 •" G E N S ' • `� �i 2=205. 6 "Semi -rigid Itchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9 P� 9 Y Y 9 e °• s 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 83 lb down and 73 lb up at 1-4-15, ` 68182 83 lb down and 73 lb up at 1-4-15, 97lb down and 75 lb up at 4-2-15, 97 lb down and 75 lb up at 4-2-15, and 120 lb down and 119 lb- r r up at 7-0-14, and 120 lb down and 119 lb up at 7-0-14 on top chord, and 13 lb down and 47 lb up at 1-4-15, 13 lb down and 47 lb up Z ' 1-4-15, 9 lb down and 15 lb up at 4-2-15, 9 lb down and 15 lb LIP at 4-2-15, and 24 lb down and 5 lb up at 7-0-14, and 24 lb down and% -o ; lb up at 7-0-14 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. ®� TO OF 44J 8) 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 >op �•'�••� 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) 11111111111101 N A,000 Vert: 1-4=-54, 5-8=-20 FL Cert. 6634 January 22,2015 Continued on paqe 2 All WARNING - Verify design pm•arnete aced READ NOTES ON THIS AND INCLUDED NBTEK REFERENCE PAGE MI-7473 BEFORE USB. Design valid for use only with Welk connectors. This design Is based only upon parameters shown, and Is for an Individual building component. Applicability of design parametersand proper Incorporation of component Is responsibility of bullding 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 responsIrAlty of the lY9iTek" erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery. erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. ff Sauthem Pine ISP) f umber is spec -Vied, the design values are those effective 06/0112013 by ALSC Tampa, FL 33610-4115 Job Truss Truss Type uty my Simmons Construction -- Monroy addition Ts7751 s9 141531 CJ02 Diagonal Hip Girder 3 1 Job Reference (optional) Tibbetts Lumber Co, Palm Bay, FL LD3u s JUI l 1 eu - MI I ak ind—ties, in, I uu Jun cc i 0.2 i. i i cv i o ruy, 2 I D:uEQvIOY9_92DLil8cf_AujyHJ EZ-Bihs I BBGRKLxOY 1 n8h20Ngwf RRhnQepqumkg2zzsrW M LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 11=146(F=73, B=73) 12=39(F=19, B=19) 13=-46(F=-23, B=-23) 14=50(F=25, 13=25) 15=2(F=1, B=1) 16=-33(F=-16, B=-16) ® WARMAIG - Verify design parameters and READ N07ES ON THIS AND INCLUDED MTEK REFERENCE PAGE MI-7473 BEFORE USE. Design valid for use only with MBek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responslbillity of the r� /� Mi erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding lT ek' fabricatlon, quality control, storage, delivery, erection and bracing, consult ANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. IfSauthem Pine ]SP] lumber is specified, the design values are [base effective 06/01120713 byALSC Tampa, FL 33610-4115 ob russ russ ype Qty y Simmons Construction -- Monroy additionT6775200 141531 H01 Hip Girder 1 1 � Job Reference (optional) 3x4 = 11 2x4 II 3xio = 3x6 11 0-9-6 7-" 11-2-5 16-3-6 0-9-6 6-2-10 4-2-5 5-1-1 Plate Offsets (X,Y)-- f4:0-5-4 0-2-01 f11:0-2-12 0-0-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d TCLL 20.0 Plates Increase 1.25 TC 0.62 Vert(LL) -0.05 9-10 >999 360 TCDL 7.0 Lumber Increase 1.25 BC 0.65 Vert(TL) -0.12 9-10 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.25 HOrz(TL) 0.03 8 n/a n/a BCDL 10.0 Code FBC201 OITP12007 (Matrix-M) Wind(LL) 0.08 9-10 >999 240 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 BOT CHORD REACTIONS. (lb/size) 8=956/0-8-0, 11=948/0-8-0 Max Horz 11 =1 85(LC 25) Max Uplift8=-491(LC 8), 11=-557(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1138/769, 3-4=-1384/637, 4-15=-1163/609, 15-16=-1163/609, 5-16=-1163/609, 5-17=-1163/609, 17-18= 1163/609, 18-19— 1163/609, 6-19=-1163/609 BOT CHORD 2-11=-984/1206, 10-11= 616/1206, 10-20=-614/1217, 9-20— 614/1217 WEBS 4-10=0/349, 5-9� 436/406, 6-9— 550/1123, 6-8= 923/595, 3-11=-661/668 ubDarts Lumber co, raim bay , rL . V.1 ! , 4„ j Y a „, , ,,,. ,.o„ « , -I- I D: uEQvIOY9_92DLilBef_AujyHJ EZ-f uFEVXCvCeToOicziPaFwtTm Erzi95ez6QU DaQzsrW L -1-4-0 7-0-0 11-2-5 15-4-10 16-0-0 1-4-0 7-0-0 4-2-5 4-2-5 0-10-12 Scale = 1:30.3 48 = 2x4 11 5x5 = 2xa II 4 15 16 5 17 18 19 6 7 o � . N 6x6 = PLATES GRIP MT20 2441190 Weight: 82 lb FT = 20% Structural wood sheathing directly applied or 4-4-1 oc purlins, except end verticals. Rigid ceiling directly applied or 7-4-15 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=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15fh B=45ft L=24ft; eave=4ft; Cat. II; /11111 1le� Exp C; Encl., GCpi=0.18; MW FRS (directional); cantilever left and right exposed; 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. ♦♦ ' C E Ns '•. is 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 ♦ �. F fit between the bottom chord and any other members. o N 68182 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 8=491, 11=557. _ 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) 116 lb down and 140 lb up at 7-0-(; -Q ; 121 lb down and 140 lb up at 9-0-12, 121 lb down and 140 lb up at 11-0-12, and 121 lb down and 140 lb up at 13-0-12, and 121 lb ®� T F o down and 140 lb up at 15-0-12 on top chord, and 191 lb down and 63 lb up at 7-0-0, 55 lb down at 9-0-12, 55 lb down at 11-0-12, and i O (V 55 lb down at 13-0-12, and 55 lb down at 15-0-12 on bottom chord. The design/selection of such connection device(s) is the ✓, °•• P _ ♦o responsibility of others. s� \ �,\,v♦ 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). CIO®SS ON e LOAD CASE(S) Standard s® ®�11111111�,` 1) Dead f Roof Live (balanced). Lumber Increase-1.25, Plate lwease=1.25 Uniform Loads (plf) Vert: 1-4=-54, 4-6=-54, 6-7=-54, 8-12=-20 Continued on Dane 2 FL Cert. 6634 January 22,2015 ® 1VARi1VNG - Verify design pww cft mrd REflD N07ES ON MIS AND INCLUDED 6B713KREPBRENCB PAGB BIIF7473 BEFORE USE. Design valid for use only with Mffek 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 responsibfllity, 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/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. ff Saut hem Pine ISP) lumber is specified, the design values are those effective 06/01/2013 byALSC Tampa, FL 33610-4115 o Fuss russ ype city y Simmons Construction -- Monroy addition T6775200 141531 H01 Hip Girder 1 1 Job Reference (optional I ibbetis Lumber co, i•aim bay, rL r.00v s— ii-- rvnien niuusmea, uiu. i uu uau cc w.a P. i«v iW. 1 D:uEQvI OY9_92DLil8cf_AujyHJEZ-fuFEVXCvCeToOicziPaFwtTm Erzi95ez6QU DaQzsrW L LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 4=-72(F) 10=-158(F) 5=-72(F) 9= 30(F) 16= 72(F) 17= 72(F) 19= 72(F) 20= 30(F) 21= 30(F) 22= 30(F) ® WAMWNG - Verify design pm ur=ft and READ NOTES ON THIS AND INCLUDED WTEKREFERENCE PAGB MII7473 BEFORE USE. Design valid for use only with M1Tek 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 responsItAlity of the n ,A'Te1,• erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding 1 R fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312. Alexandria, VA 22314. tf Southem !Pine (SP) lumber is specified, the design values are those effective O6/01/20.13 by ALSC Tampa, FL 33610-4115 Job russ City Ply ns Construction -- Monroy addition T6775201 FJob 141531 H02 Hip 1 1 eference (optional) Tibbetts Lumber Co, Palm Bay, FL /.530 s Jul 1 1 2014 M,, ek i d.&ums, MO. 1hu Jan 22 i i. c ay. ID:uEQvIOY9_92DLil8cf_AujyHJEZ-OtLzhcVJq_nHutgl4?TI0731 KBOncKp53_8dz5zsgJ9 4 1 0 4-9-14 9-0-0 13-4-10 16-3-6 1-4-0 4-9-14 4-2-2 4-4-10 2-10-12 4x4 = 4x8 = Scale = 1:29.9 I� u 1 1 10 B 3x4 = 11 3x4 = 9 3x8 = 3x4 = 7 2x4 11 0-9-6 9-0-0 13-4-10 16-3-6 0-9-6 8-2-10 4-4-10 2-10-12 Plate Offsets (X Y)-- f5.0-5-4 0-2-01 LOADING (psf) TCLL 20.0 SPACING- 2-0-0 Plates Increase 1.25 CSI. TC 0.44 DEFL. Vert(LL) in -0.08 (loc) 9-11 I/defl >999 Ud 360 PLATES GRIP MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.56 Vert(TL) -0.19 9-11 >929 240 BCLL 0.0 Rep Stress Incr YES WB 0.11 Horz(TL) 0.02 7 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Wind(LL) 0.05 8-9 >999 240 Weight: 86lb FT=20°/ LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 BOT CHORD REACTIONS. (lb/size) 7=561/0-8-0, 11=705/0-8-0 Max Horz 11=185(LC12) Max Uplift 7=-265(LC 12), 11=-413(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-15=-1143/704, 3-15=-893/715, 3-4=-672/495, 4-5=-580/519, 5-6= 414/349, 6-7=-534/465 BOT CHORD 2-11= 762/1350, 10-11=-743/791, 9-10=-743/791, 8-9=-266/349 WEBS 3-9= 250/340, 5-9=-216/326, 5-8=-254/259, 6-8= 363/475 Structural wood sheathing directly applied or 5-4-13 oc puffins, except end verticals. Rigid ceiling directly applied or 6-6-10 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=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=45ft; L=24ft eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-4-0 to 1-8-0, Interior(1) 1-8-0 to 9-0-0, Exterior(2) 9-0-0 to 13-4-10 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; 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 265 lb uplift at joint 7 and 413 lb uplift at joint 11. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. FL Cert. 6634 January 22,2015 ® WARNING - Verify deign pm-m=ft amd READ NOTES ON THIS AND INCLUDED AgTEK REPERENCE PAGE BTU-7473 BEFORE USE. Design valid for use only wllh MiTek connectors. This design Is based only upon parameters shown, and is for an Individual building component. Applicability of design parameters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsiblllity, of the p�� M (1g' ek• 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 avallable from Truss Plate Institute, 781 N. Lee Street, Suite 312. Alexandria, VA 22314. tf Sauthem Vine (513) luonher is specified, bhe design values are these effective 06/01/2013 by ALSC Tampa, FL 33610-4115 Job I fuss russ I ype Qty Ply Simmons Construction -- Monroy addition T6775202 141531 H03 Hip 1 1 Job Reference (optional) ribbetts Lumber co, Palm Bay, FL 7.530 s Jul 112014 MiTek Industries, Inc. Thu Jan 22 11:44:00 2015 Page i I D:uEQvI OY9_92DLil8cf_AujyHJ EZ-ZGi YZBrtEaJJ FAzQjtzJ91 DpXTZvAwN DV Lw6xTzsglj 1-4-0 5-11-1 11-2-5 16-3-6 1-4-0 5-11-1 5-3-4 5-1-1 5x6 = 3x4 = Scale: 3/8"=1' 0-9-6 8-6-10 16-3-6 0-9-6 7-9-4 7-8-12 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.42 Vert(LL) -0.08 6-7 >999 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.53 Vert(TL) -0.22 6-7 >822 240 BCLL 0.0 Rep Stress Incr YES WB 0.39 Horz(TL) 0.02 6 n/a Na BCDL 10.0 Code FBC2010ITP12007 (Matrix-M) Wind(LL) 0.05 6-7 >999 240 Weight: 79lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-7-5 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 7-3-12 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 6=562/0-8-0, 8=704/0-8-0 Max Horz 8=185(LC 12) Max Uplift 6=-263(LC 12), 8=-415(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-12=-1069/698, 3-12=-896/583, 3-13= 692/428, 4-13— 636/444 BOT CHORD 2-8=-816/1258, 7-8=-612/790, 6-7=-280/406 WEBS 3-7=-290/356, 4-7=-132/415, 4-6=-503/354 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-4-0 to 1-8-0, Interior(1) 1-8-0 to 11-2-5, Exterior(2) 11-2-5 to 15-5-4 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 263 lb uplift at joint 6 and 415 Ito uplift at joint 8. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ,06\\\11111fill, I sa pU4N V s ® N 68182 s ®�•� T OF E�% °%� FL Cert. 6634 January 22,2015 ® WARNING - Verify dcsiga pm-ametmz and READ NOTES ON THIS AND INCLUDED I UTBK REFERENCE PAGE Mr-7473 BEFORE USE. Design valid for use only with Mffek 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 responsiblllly 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 i�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/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. lately Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. If Sauthem pine (SP) lumber is specified, the design values are these effective O6101/2013 byALS C Tampa, FL 33610-4115 Job I russ Truss Type City Ply Simmons Construction -- Monroy addition T6775203 141531 H04 Hip Girder 1 1 Job Reference (optional Tibbetts Lumber Go, Palm Bay , FL i.bau s um r i zvr v mi i eK inausmes, inc. i nu dan zz i a i. io zv i o rage i I D: uEQv IOY9_92DLii8cf_AujyHJEZ-3TxN7YEnVZrMt9LYNX7yXW 5Mj20tMUSPpOitBlzsr W l -1-4-0 3-9-14 7-0-0 10-2-2 13-4-4 17-2-2 111-2 1-4-0 3-9-14 3-2-2 3-2-2 3-2-2 3-9-14 1-4-0 Scale = 1:33.1 6x6 = 5x8 = Io 4x4 = 3x8 = 3x4 = 4x4 c) ch Plate Offsets (X Y)-- f4:0-3-0 0-2-91 f5-0-2-8 0-3-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TOLL 20.0 Plates Increase 1.25 TC 0.28 Vert(LL) -0.07 9 >999 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.56 Vert(TL) -0.17 9-14 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.12 Horz(TL) 0.05 7 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Wind(LL) 0.10 9-10 >999 240 Weight: 97lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 `Except' TOP CHORD Structural wood sheathing directly applied or 3-8-3 oc purlins. 4-5: 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 7-5-2 oc bracing. BOT CHORD 2x6 SP No.1 MiTek recommends that Stabilizers and required cross bracing WEBS 2x4 SP No.2 be Installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2=1133/0-8-0, 7=1141/0-8-0 Max Horz2=11 O(LC 24) Max Uplift2= 603(LC 8), 7=-612(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2378/1164, 3-4= 2157/1034, 4-15=-1986/994, 5-15=-1986/994, 5-6= 2174/1057, 6-7=-2399/1188 BOT CHORD 2-10=-972/2176, 10-16— 812/2000, 9-16=-812/2000, 7-9=-993/2194 WEBS 3-10=-280/238, 4-10=-107/538, 5-9= 86/527, 6-9= 282/236 IC611:61 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=45ft L=24ft; eave=41t; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 `►�►1111 i l l®��� 3) Provide adequate drainage to prevent water ponding. ®%oo 00 to N 4) This truss has been designed for a 10.0 lost bottom chord live load nonconcurrent with any other live loads. oo P. m 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 oo '•� ,••\ Ci E N S ' • `� use fit between the bottom chord and any other members. oo •F•�•, e 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) except at -lb) 2=603, a N 68182 0 7=612. s 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) 123 lb down and 152 lb up at 7-0-i ' and 123 lb down and 152 lb up at 8-7-1, and 241 lb down and 303 lb up at 10-2-2 on top chord, and 257 lb down and 92 lb up at 7-0-1& -D ; 1): X and 65 lb down at 8-7-1, and 257lb down and 92 lb up at 10-1-6 on bottom chord. The design/selection of such connection device(s) -�3 ', T O F 4 0 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). ✓®10 °••• O Q ✓ndard, �\\,° ��oo 1) DeLOADad +A Roof )L ve (balanced): Lumber Increase=1.25, Plate Increase=1.25 ASS N , ',� oo® Uniform Loads (pit) 'fill 1111 Vert. 1-4=-S4, 4-.---54, 5-e--- 4, 2-T=20 Concentrated Loads (lb) Vert:4=-87(B) 5=-1 31 (B) 1 0=-257(B) 9=-257(B) 15=-87(B)16=-40(B) FL Cert. 6634 January 22,2015 ® WARNING - Verify design par to and READ NOTES ON THIS AND INCLUDED tv9=REFERENCE PAGE IMI-7473 BEFORE USE. ■ Design valid for use only with MiTek connectors. This design Is based only upon parameters shown, and Is for an individual building component. Applicability of design parameters and proper incorporation of component Is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibillity of the nl�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/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street Suite 312, Alexandria, VA 22314. If Southem Pine (SP1 lumber is specified, the deign values are those effective 06/01/2013 by ALSC Tampa, FL 33610-4115 Job I russ I ype Qty Ply Simmons Construction -- Monroy addition T6775204 141531 HOS Hall Hip 1 1 Job Reference (optional) Tibbetts Lumber Co, Palm bay , FL I.— a our I I ev 14 in I — 11—bi-5, u— u 1 c yo 1 I D:uEOvI OY9_92 DLil8cf_AujyHJEZ-XfVILuFPGszDVJvkxEeB4jdXKSKN5tyZ11 SRjBzsrW H -1-4-0 4-9-14 9-0-0 12-11-5 17-2-2 1-4-0 4-9-14 4-2-2 3-11-5 4-2-13 4x4 = 3x4 = 4 13 14 15 Scale: 3/8°=1' 2x4 11 3x4 = 3x8 = 6x6 = LOADING (psi) SPACING- 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 7.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2010/TP12007 CSI. DEFL. in (loc) I/defl Ud TC 0.29 Vert(LL) -0.09 7-8 >999 360 BC 0.67 Vert(TL) -0.23 7-8 >897 240 WB 0.36 Horz(TL) 0.03 7 n/a n/a (Matrix-M) Wind(LL) 0.04 8 >999 240 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 BOT CHORD REACTIONS. (lb/size) 2=716/0-8-0, 7=617/0-8-0 Max Horz2=247(LC 12) Max Uplifl2=-362(LC 12), 7=-302(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-12= 1123/728, 3-12= 1085/740, 3-4=-821/475, 4-13=-715/498, 5-13=-715/498 BOT CHORD 2-8= 869/1002, 7-8=-389/505 WEBS 3-8=-328/403, 5-8— 154/318, 5-7=-666/527 PLATES GRIP MT20 244/190 Weight: 87 lb FT = 20% Structural wood sheathing directly applied or 5-6-5 oc purlins, except end verticals. Rigid ceiling directly applied or 6-3-0 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=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-4-0 to 1-8-0, Interior(1) 1-8-0 to 9-0-0, Exterior(2) 9-0-0 to 12-11-5 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip ,,sell e i B lO®00 DOL=1.60 %% QV I N 2) Provide adequate drainage to prevent water ponding. �o� OP • 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. v % ,•'� C E N S ' • ��, 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 �� 4 • fit between the bottom chord and any other members. N 68182 0 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=362, 7=302. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. :�• T OF 'ems ••'• .<` : ��0 o®T .• 1OP.�`e0 ,� ,i�lreaeeeeeee FL Cert. 6634 January 22,2015 ® WARMNG - Verify desiya parameters and READ NOTES ON THIS AND INCLUDED BfITBK REPERENCB PAGE hff1-7473 BEFORE USE. Design valid for use only with MITek connectors. This design Is based only upon parameters shown, and Is for an individual building component. �n 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 responsibt111ty 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/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312. Alexandria, VA 22314. f Saut hem pine (SP) lumber is specified, the design virtues are those effective 06/01/2413 by ALSO If_ Tampa, FL 33610-4115 Job I russ Truss Type Uty Ply Simmons Construction -- Monfoy addition T6775205 141531 H06 Half Hip 1 1 Job Reference (optional Tibbetts Lumber Co, Palm Bay, FL /.b30 s JUI 11 2U14 MI I ex mousuies, Inc. Thu Jan 22 1 u:21:1 b 20I b rage I I D: uEQv IOY9_92DLil8cf_AujyHJ EZ-XNILuFPGszDVJvkxEeB4jdVHSOU5oQZ11 SRj BzsrW H -1-4-0 _ 5-9-2 10-10-8 17-2-2 1-4-0 5-9-2 5-1-6 6-3-10 Scale: 3/8°=l' 4x8 = 2x4 4 14 15 16 5 i b 3x4 = 2x4 11 3x4 = 6x6 = Plate Offsets (X Y)-- (4:0-5-4 0-2-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.42 Vert(LL) -0.04 6-7 >999 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.40 Vert(TL) -0.11 6-7 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.65 Horz(TL) 0.03 6 n/a n/a BCDL 10.0 Code FBC2010ITP12007 (Matrix-M) Wind(LL) 0.05 8 >999 240 Weight: 89lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 BOT CHORD REACTIONS. (lb/size) 2=716/0-8-0, 6=617/0-8-0 Max Horz 2=289(LC 12) Max Uplift2=-356(LC 12), 6=-308(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-12=-1118/563, 3-12= 1066/578, 3-13=-650/349, 4-13= 596/364 BOT CHORD 2-8=-750/984, 7-8=-750/984, 6-7=-411/560 WEBS 3-7=-495/376, 4-7=-81/394, 4-6=-669/492 Structural wood sheathing directly applied or 5-6-2 oc purlins, except end verticals. Rigid ceiling directly applied or 6-9-11 cc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- 1) Wind: ASCE 7-10; Vuit=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=o.18; MWFRS (directional) and C-C Extedor(2) -1-4-0 to 1-8-0, Interior(1) 1-8-0 to 10-10-8, Exterior(2) 10-10-8 to 15-1-7 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate e°°°°I11 II 1I II BI,� grip DOL=1.60 ,e% QV IN V� -.11 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ooe OP• 4� o ♦ ' ,•'� G E N 8 • • ®io 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 ♦♦•' V F•••, s fit between the bottom chord and any other members. 0 N 68182 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=356,Z 6=308. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. s — �O :. T O F e •: ��tl o s e 00 oo�®is N lair ��eoe � I►rrlle�°°°° FL Cert. 6634 January 22,2015 ® WARNING - Vcrifg deign parameters and READ MOTES ON THIS AND INCLUDED MTEK REFERENCE PAGE b1U-7473 BEFORE USE. Design valid for use only with Mffek 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 buss designer. Bracing shown � Is for lateral support of Individual web members only. Additional temporary bracing to Insure stab01ty during construction Is the respons(bolity 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 ANSIITPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street. Suite 312, Alexandria. VA 22314. ]f them Vine (SP} lumber is specified, the design values are those effective 06/0112013 by,ALS+C Tampa, FL 33610-4115 Job fuss russ ype ty Ply Simmons Construction - Monroy addition T6775206 141531 H07 Haff Hip 1 1 - Job Reference (optional ribbetts Lumber Co, Palm Bay , FL r. a s am , , zo w mi i eR mausnes, in, .c i . it 26 i o r.q. i I D: uEQv I OY9_92D LilBcf_Aujy HJ EZ-?r37Y EG 11 A546T UxVy9QdxAiAsgcgK 7iGhB_ Fdzsr W G -1-4-0 4-9-2 8-10-8 12-10-9 17-2-2 1-4-0 4-9-2 4-1-6 4-0-1 4-3-9 4x4 = 3x4 = 14 15 Scale: 3/8•=l' 2x4 11 3x4 = 3x8 = 6x6 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud TCLL 20.0 Plates Increase 1.25 TC 0.29 Vert(LL) -0.10 7-8 >999 360 TCDL 7.0 Lumber Increase 1.25 BC 0.67 Vert(TL) -0.25 7-8 >824 240 BCLL 0.0 Rep Stress Incr YES WB 0.37 Horz(TL) 0.03 7 n/a n/a BCDL 10.0 Code FBC2010[TP12007 (Matrix-M) Wind(LL) 0.04 8 >999 240 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 BOT CHORD REACTIONS. (lb/size) 2=715/0-8-0, 7=617/0-8-0 Max Horz 2=245(LC 12) Max Uplift2=-363(LC 12), 7=-301(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-12=-1128/730, 3-12= 1091/741, 3-4= 832/482, 4-13= 727/503, 5-13= 727/503 BOT CHORD 2-8=-868/1007, 7-8=-398/518 WEBS 3-8— 322/396, 5-8=-147/316, 5-7= 672/532 PLATES GRIP MT20 244/190 Weight: 87 lb FT = 20% Structural wood sheathing directly applied or 5-6-3 oc purlins, except end verticals. Rigid ceiling directly.applied or 6-3-1 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; Vu11=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-4-0 to 1-8-0, Intedor(1) 1-8-0 to 8-10-8, Extedor(2) B-10-8 to 12-10-9 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate `®11111111 i1 B/�� grip DOL=1.60 QV, N 2) Provide adequate drainage to prevent water ponding. ♦♦® OP. F�� ✓� 3) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. ♦♦ ' ,••G E IV $ ' •°m 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 ♦ F•••, fit between the bottom chord and any other members. N( 68182 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=363,� 7=301. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. = �� •• T OF ` s ► ,ice.' . SOP'• \ ®♦ �O1111111j111 FL Cert. 6634 January 22,2015 ® WARNING - Verify ddrsiyn pa aeters and RF9D NOTES ON THIS AND INCLUDED MITEK REPERENCB PAGE MI-7473 BEFORE USE. ■ Design valid for use only with Mffek connectors. This design is based only upon parameters shown, and Is for an Individual building component. �n 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 responstblllity of the pp� Mi erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding l•p ek• fabrication, quality control, storage, delivery, erection and tracing, consult ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria. VA 22314. if 5autllem pine (SP} lumber is specified• the design values are t base effective (16/01/2O13 bV ALSC Tampa, FL 33610-4115 Job I russ Truss Type MY Ply Simmons Construction -- Monroy addition T6775207 141531 H03 Hall Hip Girder 1 1 Job Reference (optional) Tibbetts Lumber Co, Palm Bay, FL 1-4-0 7-" 5x8 = 1.530 a J01 11 2014 Mi I ek industries, inc. Thu Jan 22 t V:21:l C 2015 Page i I D:uEQvIOY9_92 DLil8cf_AujyHJ EZ-T2dVmaHfoU Dxkd372fgf98joOFOoZInrVLxXn4zsrW F 5-1-1 11 12 5-1-1 2x4 I 13 4 14 15 16 17 Scale: 3/8•=l' 4x5 = 4x4 = 2x4 11 4x10 = .G 3X8 II LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud TCLL 20.0 Plates Increase 1.25 TC 0.64 Vert(LL) -0.07 8-10 >999 360 TCDL 7.0 Lumber Increase 1.25 BC 0.67 Vert(TL) -0.16 8-10 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.47 Horz(TL) 0.03 6 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Wind(LL) 0.10 8-10 >999 240 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 `Except' TOP CHORD 3-5:2x6 SP No.2 BOT CHORD 2x6 SP No.2 BOT CHORD WEBS 2x4 SP No.2 REACTIONS. (lb/size) 6=1253/0-8-0, 2=1058/0-8-0 Max Harz 2=198(LC 8) Max Uplift6=-629(LC 8), 2= 554(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2045/931, 3-11=-1598/801, 11-12=-1599/802, 12-13= 1600/802, 4-13=-1603/803, 4-14=-1599l799, 14-15— 1599/799, 15-16= 1599/799, 16-17=-1599/799, 5-17— 1599/799, 5-6=-1130/668 BOT CHORD 2-8=-911/1832, 8-18= 913/1857, 18-19= 913/1857, 7-19=-913/1857 WEBS 3-8=-47/583, 3-7=-322/131, 4-7=-582/550, 5-7=-895/1791 PLATES GRIP MT20 244/190 Weight: 103 lb FT = 20% Structural wood sheathing directly applied or 3-3-12 oc puffins, except end verticals. Rigid ceiling directly applied or 7-5-11 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. `11111111/I 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. 11; sere` Q�y N Vt���00,� Exp C; Encl., GCpi=0.18; MW FRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 eel 3) Provide adequate drainage to prevent water ponding. e® ,•'� G E A! S ' •° oo® 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. o •' F °•° i 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 N 68182 0 fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 6=629,m * ; • ' * �_ 2=554. - ' 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. a -10 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 123 lb down and 152 lb up at 7-0-0 - ;• T O F 41 d 123 lb down and 152 lb up at 9-0-12, 128 lb down and 152 lb up at 11-0-12, 128 lb down and 152 lb up at 13-0-12, and 128 lb down s 0 (V and 152 lb up at 15-0-12, and 128 lb down and 152 lb up at 16-5-6 on top chord, and 257 lb down and 92 lb up at 7-0-0, 65 lb down at os T ••, T Q` �e 9-0-12, 65 lb down at 11-0-12, 65 lb down at 13-0-12, and 65 lb down at 15-0-12, and 65 lb down at 16-5-6 on bottom chord. The o�i • • 1 0.•°\C,?� eee design/selection of such connection device(s) is the responsibility of others. ®O SS •�`�' lee 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). //IIIII►Ilee LOAD CASES} StanfSard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 FL CerL 6634 January 22,2015 uontlnuea on page z Q WARMNG - Verify design p—wnef a and READ N07BS ON THIS AND INCLUDED 6II7BK REFBRBNCE PAOB bIU 747a BEFORE [JBB, Design valid for use only with MITek connectors. lhls deslgn is based only upon parameters shown, and Is for an Individual building component. Applicability of design parameters and proper Incorporation of component Is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsiblllity of the M `r��• 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/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. If Sauthem Pine (513) lumber is specified, the design values are those effective (16/0112013 by,Af SC Tampa, FL 33610-4115 Job I russ truss type Qty Ply Simmons Construction -- Monroy addition T6775207 141531 H08 Half Hip Girder 1 1 Job Reference (optional) I ibbens Lumber Go, Vaim bay , FL u7iI D: uEQvIOY9_92DLi18cf_AujyHJEZ-T2dVmaHfoU Dxkd372fgf98joOF0oZInrVLxXn4zsrW F LOAD CASE(S) Standard Uniform Loads (plf) Vert: 1-3=-54, 3-5= 54, 2-6=-20 Concentrated Loads (Ib) Vert: 3=-87(F) 8=-257(F)11= 87(F) 13=-87(F) 14=-87(F) 16=-87(F)17=-87(F) 18=-40(F)19=-40(F) 20— 40(F) 21=-40(F) 22=-40(F) ® WARNING - Verify design parmnetms and READ NOTES ON THIS AND INCLUDED 69TBK REFERENCE PAGE 6IIF7473 BEFORE USE. Design valid for use only with Mffek connectors. This design is based only upon parameters shown, and is for an Individual building component. Applicability of design parameters and proper Incorporation of component Is responsibility of building designer -not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibility of the MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI I 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 Alexandrla, VA 22314. If Souldhenn Pine (5131 lumber is specified, the design values are those effective 06/GI/20P3 by ALS+C Tampa, FL 33610-4115 Job Truss Truss Type Ply -- Monroy additionT6775208 =ction 141531 J01 Jack -Open �Qty 2 1 (optional) TibbetiS Lumber co. Haim tiay, . FL i —v . ,,. L„ .,-. ,.,,, o,. ,,,,.,.,,. ;.;, ,,,,,, ,,,,, ,,,.,. « ..-.,, �., ,., ...,,, . I D:uEQvIOY9_92D Li IScf_AujyHJ EZ-eeGbxpiwycaikgU B5?Tot6P46?OwNQRGVbNyhBzsoza 140 100 1-4-0 1-0-0 Scale = 1:6.7 6 0 ,o 0 1 horizontal reaction(s) shown. 0-11-13 110 0-11-13 0- -3 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.19 Vert(LL) 0.00 7 n/r 120 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.13 Vert(fL) -0.00 7 n/r 120 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Weight: 5 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, In accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 4=0/0-2-4, 3=145/Mechanical Max Harz 4=434(LC 12), 3=-366(LC 12) Max Uplift 3=-169(LC 12) Max Grav 3=145(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-727/325 BOT CHORD 2-4= 293/760 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=45fh L=24ft; eave=4ft Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MIN FRS for reactions shown; 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 atjoint(s) 4. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 169 lb uplift at joint 3. 7) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 4. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. FL Cert. 6634 January 22,2015 ® LVARMNG - Verify dr ign p—ai -ft and READ NOTES ON THIS AND INCLUDED Mr=RSPERENCE PAGE Mir-7473 BEFORE USE. Design valid for use only with MBek 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 responsiblllty of building designer - not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibilllty of the n A �T�1.f(• erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding IY® E fabrication, quality control, storage. delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. if Sauthern Pine (SP} lumber is specified, the design values are those effective 06/01/2013 byALSC Tampa, FL 33610-4115 Job Truss Uty Ply Simmons Construction -- Monroy addition T6775209 141531 J02 Jack -Open 2 1 - Job Reference (optional) uooetts LamDer co, raim nay , rL . ,., , , ,.,,, o ID:uEQvIOY9_92DLil8cf_AujyHJEZ-yEAuzwHlZnLoMneJcNCuiMF4DfUCIJQ?j?g5KWzsrW E -1-4-0 3-0-0 1 4-0 3-0-0 Refer to MiTek "TOE -NAIL" Detail for connection to Scale = 1:11.1 supporting carrier truss all applicable jacks on this job)4 1 PP J �tYP PP � 1 T 5.00 F12 2x4 = 4X4 i LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud TCLL 20.0 Plates Increase 1.25 TC 0.19 Vert(LL) 0.00 5-6 >999 360 TCDL 7.0 Lumber Increase 1.25 BC 0.15 Vert(TL) 0.00 5-6 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.06 Horz(TL) 0.01 4 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Wind(LL) -0.00 5-6 >999 240 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 REACTIONS. (lb/size) 4=23/Mechanical, 5=-4/Mechanical, 6=271/0-8-0 Max Horz 6=111(LC 12) Max Uplift4=-24(LC 9), 5=-4(LC 1), 6=-251(LC 12) Max Grav4=29(LC 17), 5=32(LC 12), 6=271(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-678/307 BOT CHORD 2-6=-346/819 WEBS 3-6=-158/332 PLATES GRIP MT20 244/190 Weight: 12 lb FT = 20% 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=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15fh B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-4-0 to 1-8-0, Interior(1) 1-8-0 to 2-11-4 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 111111111111111 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. vet U V ®It 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 e,%% P. ........ F4� ✓� fit between the bottom chord and any other members. o� ' ,•'� G E N S '• ®si 4) Refer to girder(s) for truss to truss connections. o F•�•, i 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4, 5 except Qt=lb) N 68182 o A � • . 1 p ! 7C 0 T OF ''Z Al441 0 111111111 6=251. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. FL Cert. 6634 i - January 22,2015 ® WARNING - Verify design pcuwn t-,s and READ N07ES ONTHISAND INCLUDED 617TEKREFERENCE PAGE bIIF7473 BEFORE USE. Design valid for use only with MiTek connectors. This design Is based only upon parameters shown, and Is for an Individual building component. Applicability of design parameters and proper Incorporation of component Is responsibility of bullding designer - not trim designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responslblllity of the MiTek* erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding rVr 1 fabrication. quality control, storage. delivery, erection and bracing, consult ANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information avallable from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. If Sftthem 'pine f SPi lumber is specified, the design values aTe thane effective 06/Ol/2O113 byAT SC Tampa, FL 33610-4115 Job Truss ype ' Qty y Simmons Construction - Monroy addilion T6775210 141531 J03 �lruss Jack -Open 2 1 Job Reference (optional) Tibbetts Lumber Co, Palm Bay, FL 0-9-6 0-9-6 4x4 i ia3u s dw 11 zut4 Km i eK mousnes, inc. i nu dan ze r 1:44:01 zola rage r I D:uEQvIOY9_92DLil8cf_AujyHJEZ-a4cgGdSs DFk4tOMDC5 N Hj nga113pc3Oj EnnJ DOzsq Hw 5-0-0 5-0-0 Scale = 1:15.4 Plate Offsets (X Y)-- (2.0-1-2 Edgel (6.0-1-9 0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.26 Vert(LL) -0.01 5-6 >999 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.14 Vert(TL) -0.02 5-6 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.11 Horz(TL) 0.00 4 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Wind(LL) -0.01 5-6 >999 240 Weight: 18lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 4=80/Mechanical, 5=29/Mechanical, 6=328/0-8-0 Max Harz 6=156(LC 12) Max Uplift 4=-78(LC 12), 6=-249(LC 12) Max Grav 4=84(LC 17), 5=62(LC 3), 6=328(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-646/224 BOT CHORD 2-6=-240/780 WEBS 3-6=-276/628 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15fh B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-4-0 to 1-8-0, Interior(1) 1-8-0 to 4-11-4 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; 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 78 lb uplift at joint 4 and 249 lb uplift at joint 6. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. FL Cert. 6634 January 22,2015 ® WARNING - Verify deign parmn rt s and READ NOTES ONTHIS AND INCLUDED MTEKREFERENCE PAGEW1 7473 BEFORE USE. Design valid for use only with Mfrek connectors. This design Is based only upon parameters shown, and Is for an Individual building component. � Applicability of design parameters and proper Incorporation of component Is responsibility of building designer - not truss designer. Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construcllon Is the responsiblllity of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding I VAiTek° fabrication, quality control, storage, delivery, erection and tracing, consult ANSI/TPI1 Quality Criteria, DSB•89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. 1f 5avthem pane (SP) lumber is specified, the design values sae those effective G6/01/2611.3 bV ALSC Tampa, FL 33610-4115 Job Truss russ Type Qty Ply Simmons Construction -- Monroy addition T6775211 141531 J04 Jack -Open 5 1 Job Reference (optional i rooetts LUMDer co, faun eay , ru 1-4-0 7-" 3x8 11 ..yo ID:uEQvIOY9_92DLil8cf_AujyHJEZ-QQkGAGIwJ5TfzxDVA4j7EZo933n91 kvByfQesyzsrW D LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud TCLL 20.0 Plates Increase 1.25 TC 0.56 Vert(LL) -0.04 5-6 >999 360 TCDL 7.0 Lumber Increase 1.25 BC 0.29 Vert(fL) -0.10 5-6 >718 240 BCLL 0.0 " Rep Stress Incr YES WB 0.17 Horz(TL) 0.01 4 n/a n/a BCDL 10.0 Code FBC2010fTP12007 (Matrix-M) Wind(LL) 0.02 5-6 >999 240 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 REACTIONS. (lb/size) 4=126/Mechanical, 5=50/Mechanical, 6=409/0-8-0 Max Horz 6=201(LC 12) Max Uplift4=-124(LC 12), 6= 273(LC 12) Max Grav4=130(LC 17), 5=95(LC 3), 6=409(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-537/280 BOT CHORD 2-6=-368/686 WEBS 3-6=-459/973 Scale = 1:20.7 PLATES GRIP MT20 244/190 Weight: 24 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. 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=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=45ft; L=24fh eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) -1-4-0 to 1-8-0, Interior(1) 1-8-0 to 6-11-4 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 `Igll l l 1I rr�r 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. s�®e� Qt3 4 N 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 e,� OP, ........ fit between the bottom chord and any other members. o Ci E N �✓ 4) Refer to girder(s) for truss to truss connections. oo V� sF•'? ,® 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 4=124, + = N 68182 �O•.•• T O F 0 sd�T .•�` 1OP•e\��oo ►rrllll►1 6=273. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. FL Cert. 6634 - January 22,2015 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED Aff=REFERENCE PAGE1,9I-7473 BEFORE USE. Design valid for use only with MITek connectors. This design Is based only upon parameters shown, and Is for an Individual building component. � Applicability of design parameters and proper Incorporation of component Is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during consirucllon Is the responslbillity of the MiTek• erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabricallon, quality control. storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 781 N. Lee Street, Suite 312, Alexandria. VA 22314. ff Southem Pine (SP) lumber is specified, the design values are those effective O6/61/2613 by AISC Tampa, FL 33610-4115 Job Truss ruse I ype Qty Ply Simmons Construction -- Monroy addition T6775212 141531 J05 Jack -Open 9 1 - Job Reference (optional) ribbetts Lumber Co, Palm Bay, FL raau s uw n zui s mi i ek mausiries, inc. Thu dan zz r u:z i:z i ev 15 rage i I D: uEQvIOY9_92DLil8cf_AujyHJEZ-udleOcJY4PbW b4oikoEMnnKiTT6OmDgIBJ9BOOzsrW C 1-4-0 7-0-0 Scale = 1:19.6 4x4 = Plate Offsets () ,Y)-- (2.0-1-10 Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.65 Vert(LL) -0.06 4-7 >999 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.36 Vert(TL) -0.15 4-7 >539 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.01 2 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Wind(LL) 0.06 4-7 >999 240 Weight: 24lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=141/Mechanical, 2=384/0-8-0, 4=60/Mechanical Max Horz 2=201(LC 12) Max Uplift3=-136(LC 12), 2= 214(LC 12) Max Grav3=144(LC 17), 2=384(LC 1), 4=105(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-8= 1077/890 BOT CHORD 2-4=-1349/1413 BRACING - TOP CHORD Structural wood sheathing directly applied or 5-6-2 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- 1) Wind: ASCE 7-10; VuIt=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; 13=45ft L=24f1; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-4-0 to 1-8-0, Interior(1)1-8-0 to 6-11-4 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; 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. I111111111 s 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 N fit between the bottom chord and any other members. ev% OP.• • • ....... s� 4) Refer to girder(s) for truss to truss connections. ®� ' ,• G E N S '•. so, 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 3=136, •' V tC'•, � 2=214. Ab N 68182 s 6) "Semi -rigid pitchbreaks including heels' Member end fixity model was used in the analysis and design of this truss. * : • s r :X :�•• T OF o14. 11/11111100 FL CerL 6634 - January 22,2015 ® WARNING - V--ifg design parameters and READ NOTES ON ME AND INCLUDED WTBK REFERENCE PAGE dB1-7473 BEFORE USE. Design valid for use only with Mliek 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 muss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responslbillity of the f1��Tek° 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 tracing, consult ANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Insfllute, 781 N. Lee Street, Suite 31 Z Alexandria, VA 22314. Tampa, FL 33610-4115 if Sautlhenn tune (59) lumber is specified, the design values are t hase effective WGI/2OY3 bV ALSC Job Truss Truss Type Qty Ply Simmons Construction -- Monroy addition T6775213 141531 J06 Jack -Open 6 1 - Job Reference (optional) I ibbetts Lumber Go, Palm bay , hL U. , I D:uEQvI OY9_92DLilBcf_AujyHJ EZ-udl eOcJY4PbW b4oikoEMnnKQjTBVmDq I BJ9BOOzsrW C 1-4-0 11-0-0 3x4 = Scale = 1:6.8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.19 Vert(LL) 0.00 5 >999 360 MT20 2441190 TCDL 7.0 Lumber Increase 1.25 BC 0.03 Vert(TL) 0.00 5 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Wind(LL) -0.00 5 >999 240 Weight: 5lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. REACTIONS. (lb/size) 2=147/0-8-0, 4=-5/Mechanical, 3=3/Mechanical Max Harz 2=68(LC 12) Max Uplift2=-164(LC 12), 4=-5(LC 1), 3=-3(LC 9) Max Grav2=147(LC 1), 4=24(LC 12), 3=1O(LC 13) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=45ft; L=24ft; eave=4fh Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 3) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. ®®�O111111!l�B, 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4, 3 except (jt=1b) ,env Qv' N V�< 2=164. ®moo OP..,.... • � °4.-.*°i 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. eev ' �� G E N S'�•. °ice e �s N 68182 s w T OF o e i� e °t !l111111►d��, FL Cert. 6634 January 22,2015 ® WARNING - Verify design pa ncfe crud READ NOTES ON THIS AND INCLUDED WTHK REFERENCE PAGE h171-7473 BEFORE USE. Design valid for use only with MITek connectors. This design Is based only upon parameters shown, and is for an Individual building component. wat Appllcabiilty of design parameters and proper Incorporation of component Is responsMIlty 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 responsibUilty of the M iTe k' erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and tracing, consult ANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information avallable from Truss Plate Institute, 781 N. Lee Street. Suite 312 Alexandria, VA 22314. If them Pine (SP} lumber is specified, the design values are those effective 06/01/2013 byALSC Tampa, FL 33610-4115 o russ russ ype ty y Simmons Construction - Monroy addition T6775214 141531 J07 Jack -Open 6 1 - Job Reference (optional) nooettsLumoerco, ratmcay,rL ,,,..,.�.,,o�,,,,,,,,,,,,,,,,,,«,.,.�,.«<.,,.,...y... ID:uEQvIOY9_92DLilBcf_AujyHJEZ-MpsO.byKZINDEN'U' IG _tbT&8Vg4RQzvlxrzsrWB 1-4-0 3-0-0 2x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud TCLL 20.0 Plates Increase 1.25 TC 0.19 Vert(LL) -0.00 7 >999 360 TCDL 7.0 Lumber Increase 1.25 BC 0.07 Vert(TL) 0.01 4-7 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Wind(LL) 0.00 4-7 >999 240 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=57/Mechanical, 2=205/0-8-0, 4=27/Mechanical Max Horz 2=111(LC 12) Max Uplift3=-51(LC 12), 2=-153(LC 12) Max Grav3=59(LC 17), 2=205(LC 1), 4=44(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BOT CHORD 2-4= 121/264 Scale = 1:11.1 PLATES GRIP MT20 244/190 Weight: 12 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc puffins. 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=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opst; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-4-0 to 1-8-0, Interior(1) 1-8-0 to 2-11-4 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; 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 ,111111111 / 111 fit between the bottom chord and any other members. ®�e� a,U 4 4) Refer to girder(s) for truss to truss connections. s 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3 except (jt=1b) `eO P. • •.... ••'� GE N 3 ' • ,i® 2=153. a •• V F•••, ®s 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. N 68182 aT OF a W ease FL Cert. 6634 January 22,2015 ® WARMNG - Verify design pawl—L— mid READ NOTES ON THIS AND INCLUDED MITEKREPERENCE PAGE MIT 7473 BEFORE USE. Design valid for use only with MrTek connectors. This design is based only upon parameters shown, and is for an Individual building component. Applicability of design parameters and proper Incorporation of component Is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction Is the responsibility of the 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/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street- Suite 312, Alexandria. VA 22314. )fSauthem Pine (SP) lumber isspecifiied, the design values are those effective U6/U1/2013byA SC Tampa, FL 33610-4115 Job I fuss Truss Type Ory Ply Simmons Construction -- Monroy addition T6775215 141531 JOB Jack -Open 6 1 - Job Reference (optional) ribbetts Lumber Co, Nalm bay , FL r.00u sow I I —iY rvn I on ,,,uuau,es, ... I I a' I D:uEQv IOY9_92DLil8cf_AujyHJEZ-MpsebyKArij N DENuHVIbK_tYttVXVg4RQzvixrzsrW B 1-4-0 1 5-0-0 Scale = 1:15.3 3x4 = LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.35 Vert(LL) -0.01 4-7 >999 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.17 Vert(TL) -0.04 4-7 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Wind(LL) 0.03 4-7 >999 240 Weight: 18 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=100/Mechanical, 2=293/0-8-0, 4=45/Mechanical Max Horz 2=156(LC 12) Max Uplift3=-95(LC 12), 2=-181(LC 12) Max Grav3=102(LC 17), 2=293(LC 1), 4=75(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-8=-571/530 BOT CHORD 2-4= 821/745 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 quide. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft 13=45ft L=24ft; eave=4ft Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-4-0 to 1-8-0, Interior(1) 1-8-0 to 4-11-4 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; 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 i111111111 title. fit between the bottom chord and any other members. ®`e® os� 4) Refer to girder(s) for truss to truss connections. e0 P. • •.... F� Os 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) 3 except Qt=1b) eee'�,•• \C' ENS'-.��'so 2=181. '' �' F '•. o 6) "Semi -rigid pitchbreaks including heels' Member end fixity model was used in the analysis and design of this truss. N e 6 818 2 r e •Xa T OF ' 441 s 0 aoosssS,O N AL �, o�,o® tt8111114 FL Cert. 6634 January 22,2015 ® WARMNO - Vmify d-iyn p—w—fars and READ NOTES ON THIS AND INCLUDED INTEKREFERENCE P6OE 1u7-7473 BEFORE DEE. Design valid for use only with Mfrek connectors. This design Is based only upon parameters shown, and is for an Individual building component. Wit 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 responslblllity of the MOW 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/TPI I Qualify Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N, Lee Street, Suite 312, Alexandria, VA 22314. if southern Pine (513) lumber is specified, the design values are those effective O6101/2O13 by ALSC Tampa, FL 33610-4115 Job Truss russ Type Qty Ply Simmons Construction -- Monroy addition T6775216 141531 Mot Monopitch 10 1 - Job Reference (optional) Tibbetts Lumber Go, Palm bay, FL 1-4-0 5-2-2 i.osu s our I I zu - ra I eK inuu-i-, inu. I nu jail 22 i 6.2 i.eo 2v i o r- ye i I D: uEQv IOY9_92DLil8cf_AujyHJEZ-q?QOp ILocOrEg0y4rDGgsCQkDGkg ESpbede)THzsrW A Scale = 1:25.8 0-9-0 10-0-0 9-2-10 3x4 = Plate Offsets (X Y)-- f2.0-2-0 Edgej LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.31 Vert(LL) -0.15 5-6 >688 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.62 Vert(TL) -0.37 5-6 >286 240 BCLL 0.0 Rep Stress Incr YES WB 0.16 Horz(fL) 0.01 5 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Wind(LL) -0.04 5-6 >999 240 Weight: 471b FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 BOT CHORD REACTIONS. (lb/size) 5=315/0-8-0, 6=486/0-8-0 Max Horz6=266(LC 12) Max Uplift5=-198(LC 12), 6=-271(LC 12) Max Grav5=324(LC 17), 6=486(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-10=-1047/332, 3-10=-316/205 BOT CHORD 2-6= 368/1223, 5-6= 396/337 WEBS 3-5= 345/426 Structural wood sheathing directly applied or 5-8-4 oc puffins, except end verticals. Rigid ceiling directly applied or 8-10-6 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=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=45ft; L=24ft eave=4ft; Cat. II Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-4-0 to 1-8-0, Interior(1) 1-8-0 to 9-10-4 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 5=198 6=271. 5) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. a1111111111� oo°°� Qkj I N 00® OP• • V F�F °,i .•\'\GEN,3 0 N 68182 � r T OF w� FL Cert. 6634 January 22,2015 A WARNING - Verify design pormna s and READ NOTES ON THIS AND INCLUDED ISTBK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only wilh Welk connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper Incorporation of component Is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction Is the responsibllllty of the A M erector. Additional permanent bracing of the overall structure Is the responsitAlity of the building designer. For general guidance regarding 1Tek• fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 781 N. Lee Street, Suite 312, Alexandria, VA 22314. If Soutbem Pine (SP) lumber is specified, the design values are those effective US/01/2013 byALS+C Tampa, FL 33610-4115 Job Truss Truss Type Qty Ply Simmons Construction -- Monroy addition T6775217 141531 T01 Common 7 1 Job Reference (optional) Tibbetts Lumber Co, Palm Bay, FL /.�3u s Jul 11 zul4 MI I sk indusules, inu. Thu can 22 i a: ioz i zu io Fayu i I D:uEQvIOY9_92D LilBcf_AujyHJEZ-ioChflS_QRcAaawLzj2lAskUSu DStoLzsa7egHzsoz4 1 4 0 5 11 1 11-2-5 16-3-6 1-4 0 5-11-1 5-3-4 5-1-1 5x6 = 4x4 = 3x4 = Scale: 3/8•=V 0-9-6 0-9-6 B-3-13 7-6-7 16-3-b 7-11-9 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.42 Vert(LL) -0.10 6-7 >999 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.53 Vert(fL) -0.25 6-7 >708 240 BCLL 0.0 Rep Stress Incr YES WB 0.39 Horz(TL) 0.02 6 n/a n/a BCDL 10.0 Code FBC2010fTP12007 (Matrix-M) Wind(LL) 0.06 6-7 >999 240 Weight: 79lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 BOT CHORD REACTIONS. (lb/size) 6=562/0-8-0, 9=704/0-8-0 Max Horz 9=185(LC 12) Max Uplift 6= 262(LC 12), 9=-415(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-13= 1046/709, 3-13=-901/537, 3-14=-710/417, 4-14= 652/427 BOT CHORD 2-9=-830/1230, 8-9=-556/794, 7-8=-556/794, 6-7=-259/401 WEBS 3-7=-287/32514-7= 123/428, 4-6=-495/328 Structural wood sheathing directly applied or 5-7-10 oc purlins, except end verticals. Rigid ceiling directly applied or 7-8-6 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - I) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft B=45ft; L=24ft; eave=4ft Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-4-0 to 1-8-0, Interior(1) 1-8-0 to 11-2-5, Exterior(2) 11-2-5 to 14-2-5 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 262 lb uplift at joint 6 and 415 lb uplift at joint 9. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. .4%0111111111 r.,4., 0 b N 68182 r s� T OF ' 01 FL Cert. 6634 January 22,2015 ® WARNING - Vmifg design parameters and READ NOMS ON MrS AND INCLUDED dIITBK REPERENCE PAGE A91-7473 BEFORE USE. ■■� Design valid for use only with Mflek 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 7Yli l�il• fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. )f Sauthem pine (SP) lumber is specified, the design values are thane effective 05/0E/2013 by ALSC Tampa, FL 33610-4115 Job Truss Truss Type Qty Ply Simmons Construction -- Monroy addition T6775218 141531 T02 Common 17 1 - Job Reference (optional Tibbetts Lumber Co, Palm bay , FL rasp s jm i i 26 ry IVI an !Iw-111—, Ll— i ilu ud, iv— Y � eye I D:uEQv IOY9_92DLil8cf_AujyHJ EZ-IC_mOdLQN Kz5SYXHPwn3PPyvrg4czYxktHOs?jzsrW 9 -1-4-0 4-7-7 8-7-1 12-6-11 17-2-2 1 18-6-2 1-4-0 4-7-7 3-11-10 3-11-10 4-7-7 1-4-0 4x4 = 3x4 = 3x8 = 3x4 = LOADING (psf) SPACING- 2-0-0 CS'. DEFL. in (loc) I/defl Ud TCLL 20.0 Plates Increase 1.25 TC 0.26 Vert(LL) -0.07 8-14 >999 360 TCDL 7.0 Lumber Increase 1.25 BC 0.58 Vert(TL) -0.19 8-14 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.11 Horz(TL) 0.03 6 n/a n/a BCDL 10.0 Code FBC2010[TP12007 (Matrix-M) Wind(LL) 0.05 8 >999 240 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 BOT CHORD WEBS 2x4 SP No.2 REACTIONS. (lb/size) 2=708/0-8-0, 6=708/0-8-0 Max Harz 2=131(LC 11) Max Uplift2=-383(LC 12), 6=-383(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-15=-1112/700, 3-15=-1075/711, 3-16= 840/505, 4-16= 795/515, 4-17=-795/515, 5-17=-840/505, 5-18=10751710, 6-18= 11121699 BOT CHORD 2-8= 536/992, 6-8— 567/992 WEBS 4-8=-149/409, 5-8=-304/332, 3-8= 303/332 Scale = 1:32.6 PLATES GRIP MT20 2441190 Weight: 76 lb FT = 20% Structural wood sheathing directly applied or 5-6-14 oc purlins Rigid ceiling directly applied or 7-9-1 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; VuIt=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=45ft L=24ft eave=4ft Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-4-0 to 1-8-0, Interior(1) 1-8-0 to 8-7-1, Exterior(2) 8-7-1 to 11-7-1 .1ttilI I I I IIIB�to zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip ,% QU N DOL=1.60 v�%% OP. •,.... 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. , G E N,3 o 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 �•.? of fit between the bottom chord and any other members.` N 68182 e 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Ot=lb) 2=383,� 6=383. ,. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. T OF00. 0- /11111111 FL Cert. 6634� - January 22,2015 ® WARMNG - Verify d—iyn parameters and REED N07ES ON THIS AND lNCLUDBD dB7EK REFERENCE PAGB 14II1-7473 BEFORE USE. Design valid for use only with MITek connectors. This design Is based only upon parameters shown, and Is for an Individual building component. � Applicability of design parameters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibillity of the �► A erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding Y VI'Tek fabrlcatlon, quality control, storage, delivery, erection and bracing. consult ANSI/TPI I Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312. Alexandria, VA 22314. If Southem Pine (SP) lumber is specified, the design values are those effective 06/01/2013 byALSC Tampa, FL 33610-4115 Job fuss russ I ype Qty PlY Simmons Construction -- Monroy addition T6775219 141531 T03 Root Special 1 1 Job Reference (optional) Tibbetts Lumber Co, Palm Bay, FL /.-S-., 4."—Mu—m—, 1.— 1 i.. vo..«, 1.+.,.1v.J , I D:uEQvI OY9_92D Lil8cf_AujyHJ EZ-ISJPBBoQdsG6EJVcrzursh? I MJVpAYZrg7ZnDOzsq H U 1-4-0 4-7-7 8-7-1 10-3-10 17-2-2 1-4-0 4-7-7 3-11-10 1-8-9 6-10-8 Scale = 1:31.5 4x4 = 3x4 = ono 3x4 = 8-7-1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) TCLL 20.0 Plates Increase 1.25 TC 0.50 Vett(LL) -0.13 7-9 TCDL 7.0 Lumber Increase 1.25 BC 0.69 Vert(TL) -0.33 7-9 BCLL 0.0 Rep Stress Incr YES WB 0.86 Horz(TL) 0.03 7 BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Wind(LL) 0.05 9 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 BOT CHORD REACTIONS. (Iblsize) 7=617/0-8-0, 2=715/0-8-0 Max Horz 2=200(LC 12) Max Uplift 7=-292(LC 12), 2= 372(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-13=-1141/690, 3-13=-11041701, 3-14=-864/474, 4-14=-818/484, 4-5= 849/540 BOT CHORD 2-9= 772/1019, 8-9=-594/885, 7-8=-594/885 WEBS 3-9=-302/339, 4-9= 246/517, 5-9= 276/275, 5-7=-901/612 17-2-2 8-7-1 I/defl Ud PLATES >999 360 MT20 >627 240 n/a n/a >999 240 Weight: 85lb GRIP 244/190 FT = 20% Structural wood sheathing directly applied or 5-6-2 oc purlins, except end verticals. Rigid ceiling directly applied or 6-7-3 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; VuIt=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-4-0 to 1-8-0, Interior(1) 1-8-0 to 8-7-1, Extedor(2) 8-7-1 to 10-3-10 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; 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 292 lb uplift at joint 7 and 372 lb uplift at joint 2. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. n N M QviN o%% pP.• ........ ��F s•� `e .•�\ E S4' sie N 68182 crZ ®� T OF e ® e e 1111111\\ FL Cert. 6634 January 22,2015 ® WARNING - Verify design pmvn it aad READ NOMS ON 7YIIS AND INCLUDED b9= REFERENCE FADE Mr-7473 BEFORE USE. Design valid for use only with Mllek connectors. This design Is based only upon parameters shown, and Is for an Individual building component. Appllcabflity 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 stabllliy during construction Is the responslbillify of the MOW 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/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Satety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. SC them Pine [SP) lumber iissipecified, the design valuesaTe those effective GE/G112013 bVAISC Tampa, FL 33610-4115 Job I russ russ I ype aty Ply Simmons Construction -- Monroy addition T6775220 141531 T04 Roof Special 1 1 ' Job Reference (optional) Tibbetts Lumber Go, Palm bay , FL t.bsu s JUI l l zul4 MI I eK Inausrrles, Inc. I nu Jan CZ l u:zl:Zo zul o rage r ID:uEQvIOY9_92DLilBef_AujyHJEZ-Ea5XRJNhvxDpisgfWLgXUg2EZUo2RP_1 Lbty4czsrW7 -1-4-0 4-7-7 8-7-1 12-3-10 17-2-2 1-4-0 4-7-7 3-11-10 3-8-9 4-10-8 Scale = 1:33.1 4x4 = 3x4 = 14x5 3x4 = 3x8 = Plate Offsets (X Y)-- f7:Edge 0-3-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.31 Vert(LL) -0.05 8-9 >999 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.39 Vert(TL) -0.13 8-9 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.26 Horz(TL) 0.02 7 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Wind(LL) 0.06 8-9 >999 240 Weight: 84 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 BOT CHORD REACTIONS. (lb/size) 7=619/0-8-0, 2=714/0-8-0 Max Horz2=155(LC 12) Max Uplift7=-284(LC 12), 2= 380(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-13=-1164/677, 3-13=-1124/689, 3-14=-997/585, 4-14=-953/594, 4-15= 1152/738, 5-15=-1190/728, 5-16=-1018/598, 16-17= 1018/598, 6-17=-1018/598, 6-7=-574/407 BOT CHORD 2-9= 714/1038, 8-9=-453/719 WEBS 3-9— 234/271, 4-9=-132/332, 4-8=-284/49115-8=-665/523, 6-8=-621/1073 Structural wood sheathing directly applied or 5-4-2 oc purlins, except end verticals. Rigid ceiling directly applied or 6-11-14 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; `1111111111111° Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-4-0 to 1-8-0, Interior(1) 1-8-0 to 8-7-1, Exterior(2) 8-7-1 to 11-7-1, ,ee0 QV IN Interior(1) 12-3-10 to 17-0-6 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; o Lumber DOL=1.60 plate grip DOL=1.60G E N S' s� 3) Provide adequate drainage to prevent water ponding. ♦ li • . 4 This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. o e 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 ® : • N( 68182 :: fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 7=2841= 2=380. o • 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 13 :� T O F :•441 s41 111111111 FL Cert. 6634 January 22,2015 ® IVARMNCF - Verify design pa�a t— mrd READ NOTES ONTRIS AND INCLUDED 1fITBK REPBRENCB PAOB blfl-7473 BBFORB USE. Design valid for use only with MITek connectors. This design is based only upon parameters shown, and is for an Individual building component. sot 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 responslb011ty of the p� A i erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding t�p I ek' fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312. Alexandria VA 22314. if s.%them Pine [SP] lumber is specified, the design Values are those effective O6/01/2013 byALSC Tampa, FL 33610-4115 O Truss rUSS yp0 ty y Simmons Construction -- Monroy addition _, T6775221 141531 - T05 Root Special 1 1 Job Reference (optional) Tibbetts Lumber Co, Palm bay , FL ' 530 > u.1 ! , �v,Y .^ ..,, 9 . I D:uEQvIOY9_92DLit8cf_AujyHJEZ-jnfvffOJgFMfJ? FS42LmO2aM 1 u3AAtgAZFcW c2zsrW 6 -1-4-0 4-7-7 8-7-1 14-3.10 17-2-2 1-4-0 4-7-7 3-11-10 5-8-9 2-10-8 Scale= 1:32.3 4x4 = 3x4 = 4x4 = Plate Offsets (X Y)-- f2:0-2-0 Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.45 Vert(LL) -0.13 7-8 >999 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.72 Vert(TL) -0.35 7-8 >582 240 BCLL 0.0 Rep Stress Incr YES WB 0.23 Horz(fL) 0.04 7 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Wind(LL) 0.05 8 >999 240 Weight: 81lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-4-1 oc puffins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-8-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS. (lb/size) 2=715/0-8-0, 7=617/0-8-0 Max Harz 2=114(LC 11) Max Uplift2=-383(LC 12), 7=-281(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-12= 1137/692, 3-12= 1097/703, 3-13=-886/509, 4-13=-846/518, 4-14=-825/506, 5-14— 882/497 BOT CHORD 2-8= 680/1013, 7-8=-756/1114 WEBS 3-8=-289/310, 4-8=-98/421, 5-8=-381/391, 5-7= 1156/852 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15th B=45fh L=24ft eave=4fh Cat. II; ttJ1111111111 Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-4-0 to 1-8-0, Interior(1) 1-8-0 to 8-7-1, Exterior(2) 8-7-1 to 11-7-1, ♦®°�` ...... Lumber DOL=1.60 plate grip DOL=1.60 ee ' \C' E N 5+'• es 3) Provide adequate drainage to prevent water ponding. o •• F•••. '® 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. N 68182 0 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 100 lb uplift at joint(s) except Qt=lb) 2=383, ' 7=281. "Cl 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. o '• T441 O F :• w � //llleellll° FL Cert. 6634 January 22,2015 ® IVARMAIG - Verify deign por efe and READ NOTES ON THIS AND INCLUDED bIITBKREFERENCE PAGE IMI-7473 BEFORE USE. Design valid for use only with MITek connectors. This design Is based only upon parameters shown, and Is for an Individual building component. Idt Applicability of design parameters and proper Incorporation of component Is responsibility of bullding 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 responsitAlity 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 avallable from Truss Plate Institute. 781 N. Lee Street. Suite 312, Alexandria, VA 22314. tf Sauthem Pine (SP} Iumber is specified, th a design values are t hase effective 05/01/2013 by ALSO Tampa, FL 33610-4115 r r. Job rus I fuss I ype cny Ply Simmons Construction -- Monroy addition T6775222 141531 Vol Valley 1 1 Job Reference (optional Tibbetts Lumber Co, Palm Bay, FL 7.530 s Jul 11 2014 MiTek Industries, Inc. Thu Jan 22 10:21:27 2015 Page 1 1 D: uEQvIOY9_92DLil8cf_AujyHJ EZ-jnfvffOJg FMfJ? Fs42Lm02aQpuC5AwTAZFcW c2zstW 6 18-0-0 9-0-0 Scale= 1:29.4 4x4 = 3x4 5�- 8 7 6 3x4 2x4 11 2x4 11 2x4 11 0- -10 1 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plates Increase 1.25 TC 0.21 TCDL 7.0 Lumber Increase 1.25 BC 0.14 BCLL 0.0 ' Rep Stress Incr YES WB 0.05 BCDL 10.0 Code FBC2010/TP12007 (Matrix) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 OTHERS 2x4 SP No.2 DEFL. in (loc) I/dell L/d PLATES GRIP Vert(LL) n/a n/a 999 MT20 2441190 Vert(TL) n/a n/a 999 Horz(TL) 0.00 5 n/a n/a Weight: 62 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. 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. All bearings 17-10-13. (lb) - Max Horz 1=-109(LC 10) Max Uplift All uplift 100 lb or less at joint(s) 1, 5, 7 except 8— 213(LC 12), 6=-213(LC 12) Max Grav All reactions 250 lb or less at joint(s) 1, 5, 7 except 8=373(LC 17), 6=372(LC 18) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-8=-271/308, 4-6=-271/308 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-9-1 to 3-9-1, Interior(1) 3-9-1 to 9-0-0, Exterior(2) 9-0-0 to 12-0-0 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. `1111111 r 111111 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �`�o 0011 N 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 o®% P . • ��� �i� fit between the bottom chord and any other members. � ® G E•N 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 5, 7 except 611=1b).'��.� 8=213, 6=213. N 68182 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 0 le � orrrrre►11j11 FL Cert. 6634 January 22,2015 ® TVARMNG - Verify design pm-armsteas and READ NOTES ON THIS AND INCLUDED bfTTEK REFERENCE PAGE INI-7473 BEFORE USE. Design valid for use only wish MITek connectors. This design Is based only upon parameters shown, and is for an individual building component. Ant 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 responslbllllty of the MiTek erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage. delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. If Southem Pine (SP) lumber is specified, the design values are those effective 06/01/2013 by,ALSC Tampa, FL 33610-4115 0 Job I russ Truss Type Uty Hly Simmons Construction -- Monroy addition �1223 141531 V02 Valley 1 1 Jab Reference (optional) Tibbetts Lumber Co, Palm Bay, FL r.bsu s Jul t i zviq M11 eK m1ausrnes, Inc. nu Jan zz 102 -8 ZV I D raga 1 I D:uEQvIOY9_92DLilecf_AujyHJ EZ-BzDHs?OxRYU W x9g2ems?ZF7XFHVivNaKovM3BUzsrW 5 7-0-0 14-0-0 7-0-0 7-0-0 4x6 = Scale = 1:22.8 a .9 0 4 3x4 2x4 I I 3x4 0410 1 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plates Increase 1.25 TC 0.49 TCDL 7.0 Lumber Increase 1.25 BC 0.38 BCLL 0.0 ` Rep Stress Incr YES WB 0.06 BCDL 10.0 Code FBC2010/TP12007 (Matrix) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 OTHERS 2x4 SP No.2 REACTIONS. (lb/size) 1=202/13-10-13, 3=202113-10-13, 4=520/13-10-13 Max Horz 1=-83(LC 10) Max Upliftl= 108(LC 12), 3=-108(LC 12), 4=-199(LC 12) Max Grav 1=207(LC 21), 3=207(LC 22), 4=520(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-4=-341/357 DEFL. in (loc) I/dell Ud PLATES GRIP Vert(LL) n/a n/a 999 MT20 244/190 Vert(TL) n/a n/a 999 Horz(TL) 0.00 3 n/a n/a Weight: 44 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-9-1 to 3-9-1, Interior(1) 3-9-1 to 7-0-0, Exterior(2) 7-0-0 to 10-0-0 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. o�� v Il N 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 oo10- I ...... fit between the bottom chord and any other members. �, , .'� Ci E N S'• o00 6) Provide mechanical connection (byothers) of truss to bearing plate capable of withstanding 100lb uplift atjoint(s) except Qt=lb)1=108, e 4 � 3=108, 4=199. 0 N 68182 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.0. * 0•'• • �` : O� �C?000 � ,�r�oota�e'e� FL Cert. 6634 January 22,2015 ® WARRUNG - Verify design pararnctcrs mid READ N07ES ON MIS AND INCLUDED MIRK REFERENCE PAGE b f1-7473 BEFORE USE. Design valid for use only with Mfrek conneclors. This design Is based only upon parameters shown, and Is for an Individual building component. wt Applicability of design parameters and proper Incorporation of component Is responslbilily 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 responsibililty of the N1�Tek' erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312 Alexandria, VA 22314. ff Sout;tiem Pine (SP] lumber is specified, t h a design values are those effective 06/01/2013 by ALSC Tampa, FL 33610-4115 Job uss russ ypeCity Ply Simmons Construction -- Monroy addition T6775224 141531 V03 Valley 1 1 Job Reference (optional) Tibbetts Lumber Co, Palm Bay, FL 7.530 s Jul 11 2014 MITek Industries, Inc. Thu Jan 22 10:21:29 2015 Page 1 I D:uEQvI OY9_92DLit8cf_AujyHJ EZ-f9nf3LPZCscNZJ P ECTN F6Tgmfhu5eq 1 T 1 Z5dgxzsrW 4 5-0-0 10-0-0 5-0-0 5-0-0 Scale = 1:16.4 4x4 = 0 a 4 2x4 i 2x4 11 2x4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud TCLL 20.0 Plates Increase 1.25 TC 0.25 Vert(LL) n/a n/a 999 TCDL 7.0 Lumber Increase 1.25 BC 0.17 Vert(TL) n/a n/a 999 BCLL 0.0 ` Rep Stress Incr YES WB 0.05 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code FBC201 OITP12007 (Matrix) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 OTHERS 2x4 SP No.2 REACTIONS. (lb/size) 1=137/9-10-13, 3=137/9-10-13, 4=364/9-10-13 Max Harz 1=-56(LC 10) Max Upliftl=-74(LC 12), 3=-74(LC 12), 4=-135(LC 12) Max Grav 1=141(LC 21), 3=141(LC 22), 4=354(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-4=-232/289 PLATES GRIP MT20 244/190 Weight: 31 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15fh B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-9-1 to 3-9-1, Interior(1) 3-9-1 to 5-0-0, Exterior(2) 5-0-0 to 8-0-0 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. ``�11f 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ®ere Q� f; N 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 eee Op. • _......• F<� fit between the bottom chord and any other members. o G E 11J o 6) Provide mechanical connection (byothers) of truss to bearing plate capable of withstanding 100lb uplift atjoint(s) 1, 3 except Qt=lb) wo ,.'��,� S�:'.? 0.0 4=135. ®oo N( 6 818 2 7) "Semi -rigid pitchbreaks including heels' Member end fixity model was used in the analysis and design of this truss. T OF 0 FL Cert. 6634 January 22,2015 ® WARNIN(I - Vcrifg deign pwwnefcrs and READ NOTES ON THIS AND INCLUDED MMKREFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MBek 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 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/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. If Sout hem. P1ne (SP} lumberis specified, the design values are those effective 06101/2013 bV ALSC Tampa, FL 33610-4115 Job fussTruss Type city Ply Simmons Construction -- Monroy addition T6775225 141531 VO4 Valley 1 1 - Job Reference (optional) Tibbetts Lumber Co, Palm Bay, FL 3-0-0 2x4 3x4 = 7.530 s Jul 11 2014 MiTek Industries, Inc. Thu Jan 22 10:21:29 2015 Page 1 I D: uEQvI OY9_92 DLil8cf_AujyHJEZ-f 9nf3LPZCscNZJP ECTN F6Tgn2htregpT 1 Z5dgxzsrW 4 6-0-0 3-0-0 2x4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d TCLL 20.0 Plates Increase 1.25 TC 0.16 Vert(LL) n/a n/a 999 TCDL 7.0 Lumber Increase 1.25 BC 0.25 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code FBC2010)TP12007 (Matrix) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 1=166/5-10-13, 3=166/5-10-13 Max Horz 1=-30(LC 10) Max Upliftl=-75(LC 12), 3=-75(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-175/281, 2-3=-175/281 Scale = 1:11.3 PLATES GRIP MT20 244/190 Weight: 16 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15fh B=45ft; L=24ft eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 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 ,a�! QU IN N fit between the bottom chord and any other members. ,,OQ %. V�<� 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3. `w ' • • •� Ci E N S' • • 'i 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 1 � ® N 68182 i s o � O�. T OF S ' a s 11 FL Cert. 6634 V January 22,2015 ® WAMUNG - Verify design pararnete and READ N07ES ON THIS AND INCLUDED WMIT REPERENCE PAGE JUI-7473 BEFORE USE. Design valid for use only with Mttek connectors. This design Is based only upon parameters shown, and Is for an Individual building component. Appticabillty of design parameters and proper Incorporation of component Is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibillity of the MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing. consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street Suite 312, Alexandria, VA 22314. IfSouthern Pine (SP) lumber is specified, the design values are those effective 05/0112013 by ALS+C Tampa, FL 33610-4115 Symbols PLATE LOCATION AND ORIENTATION 3/4' Center plate on joint unless x, y offsets are indicated. Dimensions are in ff-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. 0-1/1 d, i Ft - For 4 x 2 orientation, locate plates 0-1iid' 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. Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction, DSB,89: Design Standard for Bracing. BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. Numbering System 6-4-8 dimensions shown in ft-in-sixteenths (Drawings not to scale) 2 TOP CHORDS C1-2 C2-3 o 4 WEBS c m � U a- dab U O c7-8 ce-a cs b BOTTOM CHORDS JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1311, ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 Southern Pine lumber designations are as follows: SYP represents values as published by AWC in the 2005/2012 NDS SP represents ALSC approved/new values with effective date of June 1, 2013 © 2012 MiTek® All Rights Reserved MiTek Engineering Reference Sheet: Mll-7473 rev. 02/26/2013 A General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane otjoint 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 1 W. at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Comber 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 purling 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 on engineer, 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone is not sufficient. 20. Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria. I . K I k' -- wrightsoft® Project Summary Date: SYSTEM 1 By: For. SONJA MONROY ADDITION 2287 COOLIDGE ROAD, FT. PIERCE, FL Notes: Design Information Weather: Vero Beach, FL, US Winter Design Conditions Summer Design Conditions Outside db 43 OF Outside db 90 OF Inside db 70 OF Inside db 75 OF Design TD 27 OF Design TD 15 OF Daily range L Relative humidity 50 % Moisture difference 61 gr/lb Heating Summary Structure 19393 Btuh Ducts 8655 Btuh Central vent (0 cfm) 0 Btuh Humidification 0 Btuh Piping 0 Btuh Equipment load 28049 Btuh Infiltration Method Construction quality Fireplaces Simplified Average 0 Heating Cooling Area (ftz) 2356 2356 Volume (ft3) 21204 21204 Air changesthour 0.23 0.12 Equiv. AVF (cfm) 80 43 Heating Equipment Summary Make Trade Model AHRI ref Sensible Cooling Equipment Load Sizing Structure 24863 Btuh Ducts 9493 Btuh Central vent (0 cfm) 0 Btuh Blower 0 Btuh Use manufacturer's data n Rate/swing multiplier 0.95 Equipment sensible load 32638 Btuh Latent Cooling Equipment Load Sizing Structure 1987 Btuh Al Ducts 3729 3729 Btuh Central vent (0 cfm) 0 Btuh Equipment latent load 5717 Pt Equipment total load 38355 Req. total capacity at 0.70 SHR 3.9 t Cooling Equipment Sumrn 46 �- Make Rheem Trade RHEEM, RUUD, WEATH Cond 14AJM49 Coil RHLL-HM4824++RCSL-H"482 AHRI ref 3799431 Efficiency 100 EFF Efficiency 13.0 EER, 16 SEER Heating input 8.2 kW Sensible cooling 32900 Btuh Heating output 28064 Btuh Latent cooling 14100 Btuh Temperature rise 16 OF Total cooling 47000 Btuh Actual air flow 1567 cfm Actual air flow 1567 cfm Air flow factor 0.056 cfm/Btuh Air flow factor 0.046 cfm/Btuh Static pressure 0 in H2O Static pressure 0 in H2O Space thermostat Load sensible heat ratio 0.86 Calculations approved byACCA to meet all requirements of Manual J 8th Ed. Wrl htso'ft- 9 Right -Suite& Universal 2015 15.0.02 RSU08101 2014Nov-0610:25:10 C:\Users\Quick Calcs\Documents\MONROY, SONJA.rup Calc = MJ8 Front Door faces: E Page 1 - I wrightsoft® Project Summary SYSTEM 2 Project Information For. SONJA MON ROY ADDITION 2287 COOLIDGE ROAD, FT. PIERCE, FL Notes: Design Information Weather: Vero Beach, FL, US Winter Design Conditions Outside db 43 OF Inside db 70 OF Design TD 27 OF Heating Summary Structure 19658 Btuh Ducts 6784 Btuh Central vent (0 cfm) 0 Btuh Humidification 0 Btuh Piping 0 Btuh Equipment load 26442 Btuh Infiltration Method Construction quality Fireplaces Simplified Average 0 Heating Cooling Area (ftz) 1944 10 Volume (ft3) 17496 17496 Air changes/hour 0.35 0.19 Equiv. AVF (cfm) 101 54 Heating Equipment Summary Make Trade Model AHRI ref Efficiency Heating input Heating output Temperature rise Actual air flow Air flow factor Static pressure Space thermostat 100 EFF 7.6 kW 26032 Btuh 18 OF 1333 cfm 0.050 cfm/Btuh 0 in H2O Job: Date: By: Summer Design Conditions Outside db 90 OF Inside db 75 OF Design TD 15 OF Daily range L Relative humidity 50 % Moisture difference 61 gr/lb Sensible Cooling Equipment Load Sizing Structure 21864 Btuh Ducts 7445 Btuh Central vent (0 cfm) 0 Btuh Blower 0 Btuh Use manufacturer's data n Rate/swing multiplier 0.95 Equipment sensible load 27843 Btuh Latent Cooling Equipment Load Sizing Structure 2254 Btuh Ducts 2866 Btuh Central vent (0 cfm) 0 Btuh Equipment latent load 5120 Btuh Equipment total load 32963 Btuh Req. total capacity at 0.70 SHR 3.3 ton Cooling Equipment Summary Make Rheem Trade RHEEM, RUUD, WEATHERKING Cond 14AJM42 Coil RHLL-HM3821++RCSL-H'3821 AHRI ref 3806012 Efficiency 13.0 EER, 16 SEER Sensible cooling 28000 Btuh Latent cooling 12000 Btuh Total cooling 40000 Btuh Actual air flow 1333 cfm Air flow factor 0.045 cfm/Btuh Static pressure 0 in H2O Load sensible heat ratio 0.85 Calculations approved byACCA to meet all requirements of Manual J 8th Ed. 2 wri htsoft014Nov-0610:25:10 g Right -Suite® Universal 2015 15.0.02 RSU08101 Page 2 CAUserslQuick Calcs\DOCUments\MONROY, SONJA.rup Calc = MJ8 Front Door faces: E wrightsoft' Right-J@ Worksheet Job: Date: SYSTEM 1 By: 1 2 3 4 5 Room name Exposed wall Room height Room dimensions Room area SYSTEM I 183.0 ft 9.0 ft d 2356.0 ft' EXISTING 104.0 ft 9.0 ft heat/cool 1.0 x 1710.0 ft 1710.0 ft2 Ty Construction number U-value (Btuh/ftl--*F) Or HTM (13tUWft2) Area (W) or perimeter (ft) Load (EB3t h) Area (ft2) or perimeter (ft) Load (Btuh) Heat Cool Gross N/P/S Heat Cool Gross _N/P/S Heat cool 6 T—D P F c 71A�t om,�.": 3A4ocs, ,A-clom 1A-clorn 1A-clomd 11DO .13A c "d" Vrolorn 13A4ocs 11D0 , 12C-Osw 21A-20t 0143 1.270 1.270 1.270 0.390 14� 1,Z.fU 0.143 0.390 V 0.091 0.027 se se se se se o, sw-, w 3.86 34.29 34.29 0.00 10.53 34 211 3429 3.86 10.53 -0:00 2.46 0.73 0 00 s,`7043 250 70'95 70.95 0.00 11.17 1,;7ugb 70 96 2.5 , 0 11.17 1.25 0.00 .9 41 405 9 16 0 21 4 20 90 16 261 2356 qT,7, 0 359 0 0 0 21 z,0 74 16 261 2356 1386 309 549 0 221 0 2798 287 0 6.4.1 M 1718 ...... 2874 235 896 639 1135 0 235 185 176 327 0 - 0 0 0 0 0 0 0 0 189 1710 0 0 0 0 0 0 0 189. 1710 0 0 0 0 0 0 j 464 1247 -,1409 0, 0. 0 0 0 0 0, 473 26 0 236 2B54 0 ... . .... X X, -0 3 .,c N D, 5 6 c)AED excursion 6511 297 Envelope loss/gain 17024 227281 11927 17218 12 a) Infiltration b) Room ventilation 2370 0 7051 0 1347 0 401 0 13 Internal gains: Occupants @ 230 Appliances/other 1 230 12001 1 230 1 0 Subtotal (lines 6 to 13) 19393 248631 13273 178491 14 15 Less edemas load Less transfer Redistribution Subtotal Duct loads 451/o 38% 0 0 0 Im 8655 0 0 0 24863 9493 45%1 38%1 0 0 0 13273 5924 0 0 0 17849 6815 Total room load Air required (cfm) 28049 1567 W% 15671 19197 1072 24664 ilzq Calculations approved bVACCA to meet all requirements of Manual J 8th Ed. 4�- wrightsoft 2014-Nov-06 10:25:10 Right -Suite@) Universal 2015 15.0.02 RSU08101 Page 1 P. CAUsers\Quick CalcskDocuments\MONROY, SONJA.rup Calc = MJ8 Front Door faces: E wrightsoft, Right-J@ Worksheet Job: SYSTEM I Date: By: I Room name EXISTING. NEW FOYER 2 3 Exposed wall Room height 20.0 ft 9.0 ft heat/cool 29.0 ft 9.0 ft heat/cool 4 Room dimensions 1.0 x 136.0 ft 1.0 x 300.0 ft 5 Room area 136.0 f12 300.0 ft2 Ty Construction number U-value (Btuh1ftVF) Or HTM (BtuWft2) Area (W) or perimeter (ft) Load (Bt h) Area (ft2) or perimeter (ft) Load (Btuh) Heat cool Gross N/P/S Heat Cool Gross N/PIS Heat Cool 6 z1 13A 4acs 1A-01' ^d., AlbG, T 13AAocs ,A-clom ,A-clom 0 I43 1.270 "1.27,0li'e,.�,;��,,���34.-29.�,,,,��,70431.�4 3W 0.143 1.270 1.270 �'s, n6 ne se se se '29 ', -_.�A 1 0-w 3.86 34.29 34.29 7043 0 00 , 7 2.50 70.95 70.95 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 u 0OG 0 0 0 V0 U� 135 0 16 -l''. '0 119 0 0 0 459 0 549 0, 297 0 1135 V P, ,G t-D P F 1A-clomd 11DO _43A4ocs" -:16 j :� 1 3AAocs 11DO ;j SA �-Ciom ,e 11,_�,.� 12C-Gsw 21A-20t 1.270 0.390 0.143 0.13,901 0 0.091 0.027 se se sw' svV, w w -0 0.00 10.53 z :,�: `,3421 9 Am 3.86 10.53 `0,00 sis-X 2.46 0.73 0.00 11.17 vg6 - -R`§5 �,Q�,00 95 2.50 11.17 0.00 1 25 ,J.67 0.00 0 0 36;',^`,�,`,�6," 90 16 64 , 's 0 0 136 0 0 , 36 0 -0- 0: 74 16 64 0 s 136 0 0 �39 287 166 -�08 0 �'/s118 99 0 185 176 35 0 " ' " "227 0 0 0 .0 0 0 0 0 300 0 0 "d 0 0 1 0 300 0 0 0 0 .0. 0 219 0 0 0 0 0 0 .0 0 is $: Z q z": "s, iz,, �V Z. ss s, T % 6 c) AED excursion -48 286 Envelope loss/gain 1017 765 2113 2716 12 a) Infiltration 259 77 376 112 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 0 0 0 0 Appliances/other 01 0 Subtotal (lines 6 to 13) 1 1276 8421 1 2488 2827 Less eden-d load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 1276 842 2488 2827 15 Duct loads 45% 38% 569 321 45% 38% 1110 1080 Total room load 1845 1163 35991 3907 Air required (cfm) 1 1031 531 1 201 178 Calculations approved by ACCA to meet all requirements of Manual J &h Ed. VVriiqhtSC),ft- I 2014-Nov-06 10:25:10 Right -Suite@ Universal 2015 15.0.02 RSU08101 Page 2 CAUsers\Quick CalcsMocurnentsWONROY, SONJA.rup Calc = MJ8 Front Door faces: E -OL Job:t a rr wrightsoft* Right-J@ Worksheet De: SYSTEM 1 By: 1 Room name Roornl NEW WCHEN 2 3 4 5 Exposed wall Room height Room dimensions Room area 10.0 ft 9.0 ft heat/cool 10.0 x 5.0 ft 50.0 f12 13.0 ft 9.0 ft heat/cool 13.0 x 8.0 ft 104.() f12 Ty Construction number U-value (Btuhtft?'F) Or HTIVI (BtutVftl) Area (ft-) or perimeter (ft) Load (Btuh) Area (ftz) or perimeter (ft) Load (13tuh) Heat Cool Gross _N/P/S Heat Cool Gross N/P/S Heat Cool 6j n ne� no, ,7),43 U oR 0 0 --G P F 13AAocs A-clorn 1A-clorn 1A-ciomd 11DO 1A�IIOM, v 13AAocs 11DO 12G-Osw 'If 21A-20t 0.143 1 * 270 1.270 1.270 0.390 1'.27W,,'s� 1270 1270•sW O.M 0.390 t .279 _4 0.091 'J 0.027 -71 1:'111'�"'?" se se se se se sw, w w ""kW' 3.86 34.29 34.29 0.00 10.53 M 3 6 3429 3429, 3.86 10.53 OG ,000 2.46 0.73 2.50 70.95 70.95 0.00 11.17 Z r �70.'95 2.50 11.17 PP 1.25 0.00 90 0 0 0 0 0 0 0sK ��q 0 66 50 T 90 0 0 0 0 0 0 -0 0'� 0 56 50 347 0 0 0 -0, 0 0 0 43 36 225 0 0 0 0 o b 0 0 0 0 t3 0 117 9 0 0 0 0 0 0 104 108 0 0 0 0 '0 0 io ",D 0 .1.04. 417 309 0 0 . . ..... 0 -- o 0 0 0 76 269 639 0 0 0 �b 0 0 0 0 0 N x- �"P.-I"f"I" T, i"S o"1�41""""-""- 15' Kli. -`N q'. 6 c)AED excursion -19 165 Envelope loss/gain 427 289 891 1246 12 a) Infiltration 129 39 168 50 b) Room ventilation 1 0 0 0 0 13 Internal gains: Occupants @ 230 0 0 0 0 Appliances/other 01 1200 Subtotal (lines 6 to 13) 557 3281 1 1060 2496 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 557 328 1060 2491 1 1151 Duct loads 1 45% 38% 248 125 45% wo/ 473 953 Total room load Air required (dm) 1 805 451 453 211 1 1533 861 3450 1571 Calculations approved bVACCA to meet all requirements of Manual J 8th Ed. 4- wrightsoft- 2014-Nov-06 10:25:10 Right-Suite(D Universal 2015 15.0.02 RSU08101 Page 3 CAUsersQuick CaIcsWocumentsWONROY, SONJA.rup Calc = MJ8 Front Door faces: E J I Job: -rfr wrightsoft, Right-JO Worksheet Date: SYSTEM 1 By: I Room name MUD ROOM 2 Exposed wall 7.0 ft 3 Room height 9.0 ft heat/cool 4 Room dimensions 7.0 x 8.0 ft 5 Room area 56.0 ftz Ty Construction U-value Or HTM Area (ft-) Load Area Load number (BtulVft2L.F) (Btuh/ft2) or perimeter (ft) (Btuh) or perimeter Heat Cool Gross NIPIS Heat Cool Gross N/PIS Heat Cool 6 13A 4oCs 4 O 143 270 "Qq 3 80 34.29 0 F 27 000 "' -c 27. -ne,-, M -09 -",70�43 M 0 I'z k 390 13A4ocs ,A-clom 0.143 1.270 se, se 3.86 34.29 2.50 70.95 63 0 42 0 162 0 105 0 1A-clom 1.270 se 34.29 70.95 0 0 0 0 1A-cl omd 1.270 se 0.00 0.00 0 0 0 0 11DO 0.390 se 10.53 11.17 21 21 221 235 �Vy 86 0 jE95 0 1 '0 '00 U '7 20 zs 7 70�95 t--D 13A4ocs 0.143 w 3.86 2.50 0 0 0 0 0 0 0 0 11DO AN 0.390 "AA4j w 10.53 11.17 U A", 1A�olm- --F P 12C-Osw 0.091 2.46 1.25 72 72 177 90 C. 0,,032 : Qm, F 21 A-20t 0.027 0.73 0.00 56 56 41 0 "d 7 4 4 S4 4 S A p py 6 c)AED excursion -30 Envelope loss/gain 649 4931 12 a) Infiltration 91 271 b) Room ventilation 0 0 13 Internal gains: Occupants @ 230 0 0 Appliances/other 0 Subtotal (lines 6 to 13) 740 520 Less external load 0 0 Less transfer 0 0 Redistribution 0 0 14 Subtotal 740 520 15 Duct loads 45% 38% 330 199 1 Total room load 1070 719 1 Air required (cfm) 60 33 Calculations approved byACCA to meet all requirements of Manual J 8th Ed. -Fjj- wwriaht--:;,oft- 2014-Nov-06 10:25:10 Right-Suite(D Universal 2015 15.0.02 RSU08101 Page 4 CAUsers%Quick CaIcsMocumentsWONROY, SONJA.rup Cato = MJ8 Front Door faces: E 'A'. wrightsoft' Right-J@ Worksheet Job: _rF Date: SYSTEM 2 By: 1 2 3 4 5 Room name Exposed wall Room height Room dimensions Room area SYSTEM 2 240.8 ft d 9.0 ft 1944.0 ft2 NEW BEDROOM 9.0 ft 27.0 ft heat/cool 14.0 x 13.0 ft 182.0 ft2 Ty Construction number U-value (BtutVft'L*F) Or HTM (Btu Area (ft) or perimeter (ft) Load (Bt h) Area (ft) or perimeter (ft) Load (Btuh) Heat Cool Gross N/PIS Heat cool Gross N/P/S Heat Cool -D t—D P "c F AX09M AA-clorrv, IIIIDQII,,,� 1 3A4ocs ,A-clorn IIA,clorn 1A-clomd 11DO lA _C�JM, 13A4ocs 11DO '13A-,4m 12C-Osw 21A-20t :1270 �,I 270 0 39 0 0143432 1 270 1.270 1.270 0.390 1 270 0.14,3 0.390 1.270 "6.091 0,"::0 0.027 se se se, se, w w j 0.00 0.00 34.29 0.00 34.29 0A)b MW 3.86 0.00 29 3429 0.00 0.73 '2 .00 0.00 0.00 70.95 0.00 7095 ss4� V 2.50 0.00 050 2 -43 43 0.00 `67 0.00 '40 0 0 41 0 18 70 0 540 Me 0 f884 1884 4 5. 391 0 0 0 0 0 0 70 - 0 509 0 1884 3, XNI 1510 0 0 1399 0 514 271 0 1965 0 162a 1373 976 0 0 2895 0 1064 175 0 1270 0 3 44 0 0 0 0 0 0 117 0 15 0 0 0 ',_I.a,, 82 182 ul 0 0 0 0 u 0 0 26 0 0 182 0 0 0 0 0 394 0 0 . -0 0 133 0 0 0 0 0 255 0 0 . ..... 0 0 ............. IN R K A 4" z 0, A 6 c)AED excursion — 01 315 Envelope loss/gain 16669 209741 1685 2252 12 a) Infiltration b) Room ventilation 2989 0 8901 0 350 0 1041 0 13 tntemal gains: Occupants @ 230 Appliances/other 0 0 0 0 0 0 Subtotal (lines 6 to 13) 19658 21864 2034 2356 14 15 Less e4ennal load Less transfer Redistribution Subtotal Duct loads 35% 34% 0 0 0 19658 6784 0 0 0 218641 7445 35% 34% 0 0 0 2034 702 0 0 0 2356 802 Total room load Air required (cfm) 1 26442 1 1333 29309 13331 2736 138 3159 144 Calculations approved bVACCA to meet all requirements of Manual J 8th Ed. -Fk wwriiI4ahtsc:Pft-' 2014-Nov-06 10:25:10 Right -Suite® Universal 2016 15.0.02 RSU08101 Page 5 CAUserskQuick Calcs\Documents\MONROY, SONJA.rup Calc = MJ8 Front Door faces: E i d- wrightsoft, Right-J@ Worksheet Job: SYSTEM 2 Date: By: I 2 3 4 5 Room name Exposed wall Room height Room dimensions Room area NEW BEDROOM 2 15.0 ft 9.0 ft heat/cool 14.0 x 14.0 ft 196.0 ft2 NEW BATH 7.0 ft 9.0 ft heat/cool 6.0 x 10.0 ft 60.0 ft2 Ty Construction number U-value (BtutVft2-*F) Or HTM (BtUWft2) Area (W) or perimeter (ft) Load (Bt h) Area (ft-) or perimeter (ft) Load (Btuh) Heat cool Gross NIP/S Heat cool Gross —N/P/S Heat— Cool 6 �W� W --G --G T—D P F 'l 13A4ocs 1A-c1om IA-clorn 1A-c1omd 11DO '13A4o6s-,"0 JA-cloffi, 13A4ocs; . . ... ... . .. 11DO 13A4ocs ,C orn, 12C-Osw 21A-20t 0143 0.143 1.270 1.270 1.270 270 0.390 143 1I270 0 143 0.390 270 0.091 0.027 se se se se se sw, -'sW., .;Swy w w &'0:00 34`29 3.86 0.00 0.00 34.29 0.00 -0 00 3.86 0.00 Z �0 0.00 0.73 0,00 "7043 2.50 0.00 0.00 70.95 0.00 -2.50 95 U, 2.50 0.00 .0.00 0.00 3A A 0 b 0 0 0 0 0 9 0 b 0 0 'P "o—MV, 96 196 r. 0� "'z 0, _9 0 0 0 0 0 0 0 0 0 0 X� , 196 —,o "0 4 0 0 0 0 0 0 0 0 143 0 0 0 0 0 0 0. 0 -0.-, 0 0 0 0 0 0 0 0 0 0 0 ,:54 0 60 0 0 0 0 0 0 0 0 60 0 0 0 0 0,; 0 0 208, 0 44 22 0 0 0 0 0 0 0, 0 0 36 0 X1,100 0 Q ... . . ...... 2, .. ... . . U z , 61 c)AED excursion 2981 -10 Envelope loss/gain 1290 1981 339 248 12 a) Infiltration 194 58 91 27 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 0 0 0 0 Appliances/other 0 0 Subtotal (lines 6 to 13) 1484 2039 429 275 Less external load 0 0 0 0 14 Less transfer Redistribution Subtotal 0 0 1484 0 0 2039 0 0 429 0 0 275 15 Duct loads 35% 34% 512 694 35% 34% 148 964 Total room load Air required (cfm) 19961 101 27331 124 578 29 368 17 1 Calculations approved bVACCA to meet all requirements of Manual J &h Ed. -Fk vwriight--:;4:Pft:' 2014-Nov-06 10:25:10 Right-Suite(ii) Universal 2015 15.0.02 RSU08101 Page 6 A10fN CAUsers\Quick CaIcsWocurnentsWONROY, SORA.nip Cale = MJ8 Front Door faces: E Job: +V_ wrightsoftRight-J@ Worksheet Date: SYSTEM 2 By: Room name E)posed wall Room height Room dimensions Room area NEW CLST. 0 ft 9.0 ft heaticool 6.0 x 4.0 ft 24.0 ft' NEW BEDROOM 3 26.0 ft 9.0 ft heattcool 1.0 x 288.0 ft 288.0 ft' 1 2 3 4 5 Ty Construction number U-value (Btuh/ftk-oF) Or HTM (Btuh/ft2) Area (ft') or perimeter (ft) Load (Btuh) Area (ft') or perimeter (ft) Load (Bt Heat cool Gross NIPIS Heat cool Gross N/P/S Heat cool 6 I --G t—D P F �40 13AAocs IA-clorn 1A-clom 1A-clomd IIDO '!3AAods, 'JA-cl om '!A,-cl 13AAocs 11D0 '18A]4c A_,cjom 12C-Osw 21A-20t 0A 1:2 0.143 1.270 1.270 1.270 0.390 iI, 3. 0 0.143 0.390 , . , 0.027 se se se se se --iW sw w . w 6 29 -00, 3.86 0.00 0.00 34.29 0. 00 3.86 0.00 3 429 0.00 0.73 e, air70 2.50 0.00 0.00 70.95 0 2.50 000 43 0.00 0 0 x 0 0 0 0 0 0 .1-0 : 0 0 24 0 0 0 0 0 0 0 0 JO 0 24 '�u 0 0 0 0 0 0 0 �N`., 0 2� 17 F 0 0 0 0 0 0 0 0 0 0" 0 0 V 0 99 0 0 41 0 . ......... 0 �: , 288 58 0 0 0 0 0 0 �b 0, 288 a.� 225 0 0 1399 0 0 0 210 '0 145 0 0 2895 0 0 0 0 .1127 0 0 2y, K. -A R M YZ* 6 c)AED excursion -1 -171 Envelope loss/gain 38 39 3091 473 12 a) Infiltration b) Room ventilation 0 0 0 0 — 337 100 13 Internal gains: Occupants @ 230 Appliances/other 0 0 0 0 0 — Subtotal (lines 6 to 13) 38 39 — 3427 4873 14 15 Less e)demal load Less transfer Redistribution Subtotal Duct loads 35% 349/. 0 0 0 38 13 0 0 13 35% 34% 0 0 3427 1183 0 0 4873 1659 1 Total room load 1 Air required (cfm) 1 53 5 2 2 46101 232 6533 297 2014-Nbv-06 10:25:10 Right -Suite® Universal 2015 15.0.02 RSUG8101 Page 7 CAUserskQuick CalcskDocurnents\M0NR0Y, SONJA.rup Calc = MJ8 Front Door faces: E .41 Job: _97- wrightsoft, Right- Worksheet SYSTEM 2 Date:By: I Room name wic WIC 2 2 Exposed wall 6.0 ft 5.0 ft 3 Room height 9.0 ft heat/cool 9.0 ft heattcool 4 Room dimensions 5.0 x 5.0 ft 5.0 x 5.0 ft 5 Room area 25.0 ft2 25.0 ft2 Ty Construction U-value Or HTM Area (ft-) Load Area (ft2) Load number (Btuh/ft2--*F) (Btuh/ft2) or perimeter (ft) (Btuh) or perimeter (ft) (Btuh) Heat Cool Gross N/P/S Heat C,)d Gross NtP/S Heat C.1 6 V, '13Mqcs',,' 43 A __0 0 0 A"b .10 ,.0 �43 �U' b 0 A 0 -0Q 13A4ocs IA-clom 0.143390 1.270 se se 3.86 0.00 2.50 0.00 0 0 0 0 0 0 0 0 45 0 45 0 174 0 112 0 1A-clom 1.270 se 0.00 0.00 0 0 0 0 0 0 0 0 1A-clo d 1.270 se 34.29 70.95 0 0 0 0 0 0 0 0 V 1. 11DO 13A466i 'Ik "Icifif A&W 1, 270, se SW sw 0.00 304 0.00 70 95 0 .0 0 0 0 0 �0 0 0 0 "0 0 0 270. , svv� ""0 001, 0 0 '0 0 0 , - A-clom, M,270 . 34 70.95 0 ,0 % svf" _0 t-D 13A4ocs 0.143 w 3.86 2.50 0 0 0 0 0 0 0 0 0 0 0 0 0 11DO Acjom 0.390 w �hid; 0.00 8A z34.29 :,',' 0.00 �.,�Z50 0 45 0 :, 0 i74 !'�,'X112 0 0 0 0 0 4 29 7043 0 P 1 0.091 0.00 0.00 0 0 0 0 0 0 0 0 G�! 16BL.32C_CSWW; 86 ,,-25 2,5 80 42 5 80 ` F 21A-20t 0.027 0.73 0.00 25 25 25 ? d. Z st V g. D 6 c) AED excursion -6 -61 Envelope l6ss/gain 214 148 214 148 12 a) Infiltration 65 19 1 65 19 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 0 0 0 0 Appliances/other 01 0 Subtotal (lines 6 to 13) 278 167 278 1671 Less e)demal load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 278 167 278 167 15 Duct loads 1 35%1 34%1 96 57 35%1 34%1 96 57 Total room load I 1 374 1 2241 374 224 Air required (cfm) '9 10 191 101 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. _Fk vvrightsc),ft- 2014-Nov-06 10:25:10 Alf& Right -Suite@ Universal 2015 15.0.02 RSU08101 Page 8 CAUsers\Quick Calcs\DocumentskMONROY, SONA.rup Calc = MJ8 Front Door faces: E wrightsoft' Right-J@ Worksheet SYSTEM 2 Job: Date; By: 1 Room name NEW BATH 2 HALL 2 Exposed wall 28.0 ft 8.0 ft 3 Room height 9.0 ft heat/cool 9.0 ft heat/cool 4 Room dimensions 6.0 x 16.0 ft 84.0 ft2 28.0 x 3.0 ft 5 Room area 96.0 ft2 Ty construction U-value or HTM Area (ft2) Load Area (ft') Load number (BtutVft"-*F) (BtulVftl) or perimeter (ft) (Btuh) or perimeter (ft) (Btuh) Heat Cool Gross N/PIS Heat Cool Gross N/P/S Heat Cool 44 ... ....... . 6 0 I 394ocs A '0 m 'd 11 ."11 Dd 13A-flocs 0.143 se 3.86 2.50 54 54 208 135 45 45 174 112 --G 1A-c1om 1.270 se 0.00 0.00 0 0 0 0 0 0 0 0 --G IA-clom 1.270 se 0.00 0.00 0 0 0 0 0 0 0 0 1A-clomd 1.270 se 34.29 70.95 0 0 0 0 0 0 0 0 IIDO 0.390 so 0.00 0.00 0 0 0 0 0 0 0 'J3A 250 27 104 W67 -56 270 A-ci K6 IXcl '0 1?2704.i§�", A-,cj 1270' '7 , iwk � 3 An 0.100 0 13AAocs 0.143 w 3.86 2.50 0 0 0 0 0 0 Y0 0 0 -0 11DO 0.390 w .00 0.00 0 0 0 0 0 0 0 0 "01. 3 .'R 2W ..4 0 b so /1, - V " 4 . . . .... ... 0". 0 29 zfu �,jm V 29 0 U _6, 0 P 12C-Osw 0.091 0.00 0.00 0 0, 0 0 0 0 84 0 F 21A-20t 0.027 0.73 0.00 96. 84 .70 0 84 61 V, 'j )51, 8 N Av kw;. 6 c)AED excursion -301 -12 Envelope loss/gain 1126 7591 4121 308 12 a) Infiltration 363 108 104 31 b)- Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 0 0 0 0 Appliances/other 0 0 Subtotal (lines 6 to 13) 1488 867 515 339 Less e)demal load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 1488 867 515 339 151 Duct loads 35% 1 34%1 514 295 35% 1 34% 1 1781 115 Total room load 2002 1162 1 6931 454 Air required (cfm) 1011 53, 35 _21J Calculations approved byACCA to meet all requirements of Manual J 8th Ed. vwriohtscft- =4-Nov-06 10:25:10 Right -Suite@ Universal 2015 15.0.02 RSU08101 Page 9 CAUsersQuick CaicskDocuments%MONROY, SONJA.rup Calc = M.18 Front Door faces: E A -F- wrightsoft' Right-J@ Worksheet SYSTEM 2 Job: Date: By: I Room name NEW PANTRY Room17 2 3 Exposed wall Room height 10.0 ft heaVcooi .0 ft 9.0 ft 38.8 ft heat/cool 4 Room dimensions 10.0 x 6.0 ft 1.0 x 145.0 ft 5 Room area 60.0 ft' 145.0 ft' Ty ConstructionU-value number (Btu[Vft2L*F) Or HTIVI (BtUWft2) Area (ft2) or perimeter (ft) Load (Btuh) Area (ft) or perimeter (ft) Load (Btuh) Heat I Cool Gross I N/P/S Heat I Cool 1 Goss I /P/S Heat ICool 6 N/ -43A 0 AocW 0, -0 �,U W 13AAOCS 0*143 'se:' 3.86 2.50 0 0 0 0 144 144 556 359 ---G IIA-clom. 1.270 se 0.00 0*00 0 0 0 0 0 0 0 0 ---G 1A-clom 1.270 se 0.00 0.00 0 0 0 0 0 0 0 0 1A-clomd 1.270 se 34.29 70.95 0 0 0 0 0 0 0 0 11D00.390 se 0.00 0.00 0 0 0 0 '-0 0 0 0 13A.- -0 4,3'.�sw� 45 46 7466§ 0 �0 , 0 :'. " " , 0 0 0 J2t N.29 0, 0 0 IA-cl ��1,270 �;Sw, 0.,00 0 7 11.270TO ,sw., '-.,�,34;29 9 U 0 0 .,u V�P `b r '0 "0 0 "1A .0 Vclb6d 13AAocs 0.143 w 3.86 2.50 0 0 0 0 70 70 271 175 t--D 11DO 0.390 w 0.00 0.00 0 0 0 0 0 0 0, 0 '... ... "'., . ...... . ... . 13A,Ibcst�'�*"" 0743 z 0 A 6 "0 lA om, 0 i 2tO 4 3 P 12C-Osw 0.091 0.00 ;0 0 0 0 0 0 0 .242 45 2 C 0 '0 .4 _5. F 21A-20t 0.027 0.73 0.00 0 0 0 0 145 145 106 0 �0 -Q, 5. % ;Z z t Jr j Z 7 j 6 c)AED excursion 0 -431 Envelope loss/gain 0 0 15M 1071 12 a) Infiltration 0 0 503 150 b) Room ventilation 0 0. 0 0 13 Internal gains: Occupants @ 230 0 0 0 0 Appliances/other 0 1 0 Subtotal (lines 6 to 13) 0 0 2082 1220 Less e)demal load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 0 0 2082 1220 15 Duct loads 1 35% 34%1 0 0 35%1 34% 719 416 Total room load 0 0 2801 1636 Air required (cfm) 0 0 1 1411 . 74 . Calculations approved byACCA to meet all requirements of Manual J 8th Ed. wrightsoft 2014-Nov-06 10:25:10 d A5,ff Right -Suite® Universal 2015 15.0.02 RSU08101 Page 10 0;j 5 Q� C,.j?��ick Cal.\Documents\MONROY, SONUA.rup Calc = MJ8 Front Door faces: E f- wrightsoft° 1 Room name 2 Exposed wall 3 Room height 4 Room dimensions 5 Room area Ty Construction number 13A-4ocs 1Aclom 1Aclom 1Aclomd 1A-ciom �1A-clortti V�/ 13A-0ocs RighW@ Worksheet SYSTEM 2 Job: Date: By: Room18 71.0 ft 9.0 ft heat/cool 23.0 x 33.0 ft 759.0 ftz U-value Or HTM Area (ftz) Load Area Load ituh/ftz-°F) (Btuhlftz) or perimeter (ft) (Btuh) or perimeter Heat Cool Gross I N/P/S Heat I Cool Gross I N/P/S Heat Cool 0.143 se 1 3.86 1.270 se 0.00 1.270 se 0.00 1.270 se 34.29 0.390 se 0.00 0.1431 w 6 c)AED excursion 334 Envelope loss/gain 6683 9248 12 a) Infiltration 919 274 0 b) Room ventilation 0 13 Internal gains: Occupants @ 230 0 0 0 Appliances/other Subtotal (lines 6 to 13) 7602 9522 Less external load 0 0 0 0 Less transfer 0 0 Redistribution 7602 9522 14 151 Subtotal Duct loads 1 35% 34% 2624 3242 Total room load 10226 515 12764 581 Air required (cfm) Calculations approved byACCA to meet all requirements of Manual J 8th Ed. wrightsoft" 2014-Nov-06 10:25:10 Right -Suite® Universal 2015 15.0.02 RSU08101 Page 11 A C:\Users\Quicbc, jis1&T nts\MONROY, SONJA.rup Calc = MJ8 Front Door faces: E i