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RC-16-1778c.i+� cwfr� �/�� b ��...`� l��fvT �� GJJ� o+:ira-�'� ,tpc✓t Z 7, �U. w ovv _ vl, L� Miami Shores Village `S+;O"Es s 10050 N.E. 2nd Avenue NE Miami Shores, FL 33138-0000 Phone: (305)795-2204 fLORiDp' Permit No. RC-6-16-1778 Permit Type: Residential Construction Per i't Work Classification: Alteration Permit Status: APPROVED Issue Date:11/2212016 1 Expiration: 05/21/2017 Project Address Parcel Number Applicant 1037 NE 91 Terrace 1132050010050 Miami Shores, FL Block: Lot: ALISON HARKE Owner Information Address Phone Cell ALISON HARKE 1037 NE 91 TERR MIAMI SHORES FL 33138-3401 Contractor(s) Phone Cell Phone EDDIE CONTRACTOR CORP (786)986-4676 In Review iments: Approved:: In Review Denied: of Construction: NEW FLOORING, NEW KITCHEN L Occupancy: ies: Exterior: it Setback: Rear Setback: Setback: Right Setback: rooms: Bathrooms: s Submitted: Yes Certificate Status: ificate Date: Additional Info: 1 Return : Classification: Residential Fees Due Amount Bond Type - Owners Bond $500.00 CC F $90.00 CO/CC Fee $50.00 DBPR Fee $67.32 DCA Fee $67.32 Education Surcharge $30.00 Permit Fee $4,488.00 Plan Review Fee (Engineer) $120.00 Plan Review Fee (Engineer) $160.00 Scanning Fee $81.00 Technology Fee $120.00 Total: $5,773.64 Valuation: $ 149,600.00 Total Sq Feet: 1300 Pay Date Pay Type Amt Paid Amt Due Invoice # RC-6-16-60345 06/27/2016 Check #: 1288 $ 50.00 $ 5,723.64 11/22/2016 Check #: 1600 $ 5,723.64 $ 0.00 Bond #: 3259 Available Inspections: Inspection Type: Final PE Certification Window Door Attachment Framing Insulation Drywall Screw Window and Door Buck Fill Cells Columns Review Building Review Building Review Building Review Electrical Review Electrical Review Electrical Review Structural Review Structural Review Plumbing Review Plumbing Review Plumbing Review Plumbing Review Planning Review Mechanical Review Mechanical In consideration of the issuance to me of this permit, I agree to perform the work covered hereunder in compliance with all ordinances and regulations pertaining thereto and in strict conformity with the plans, drawings, statements or specifications submitted to the proper authorities of Miami Shores Village. In accepting this permit I assume responsibility for all work done by either myself, my agent, servants, or employes. I understand that separate permits are required for ELECTRICAL, PLUMBING, MECHANICAL, WINDOWS, DOORS, ROOFING and SWIMMING POOL work. OWNERS AFFIDAVIT: I certify that all tI?9 foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. Futhg;worejAiSthorize the above -named contractor to do the work stated. November 22, 2016 Authori d Sign re: Owner / Applicant / Contractor / Agent uare Building epartment Copy November 22, 2016 1 BUILDING PE MIT APPLICATION BUILDING ❑ ELECTRIC Miami Shores Village Building Department JUN24-2016 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 Ups': Tel: (305) 795-2204 Fax: (305) 756-8972 INSPECTION LINE PHONE NUMBER: (305) 762-4949 FBC 201454 h Master Permit No. -QL 1 imp— 1 Sub Permit No. ❑ ROOFING ❑ REVISION ❑ EXTENSION RENEWAL ❑PLUMBING ❑ MECHANICAL ❑PUBLIC WORKS ❑ CHANGE OF ❑ CANCELLATION ❑ SHOP �t CONTRACTOR DRAWINGS � JOB ADDRESS: I©c3 Lr A) c, / S `F � ✓rc,- Ce City: Miami Shores County: Miami Dade Zip: 3 3 R Folio/Parcel#: (� - 2, ©.r,'' 00 1 Is the Building Historically Designated: Yes NO _/K •l Occupancy Typed L1'� Load: Construction Type: 'Z*'--�� Flood Zone: BFE: FFE: -3 t OWNER: Name (Fee Simple Titleholder): /2) li S on �G�✓tee- Phone#: 30'�- 5 (�o - Address: -} City: N I ALA-& Tenant/Lessee Name: Email State: FL Zip: Phone#: Sij"` CONTRACTOR: Company Name: EC�C_ �=C�n IX CSC -EOM' • Phone#: 'C Sr, Address: , (o Q,Q,rr ST i�/�y�ev� City: State: /�� Zip: 3� QcZ Qualifier Name: �p L-C c�� Phone#: State Certification or Registration #: 0- %J /fO SZ 5 Certificate of Competency #: DESIGNERe4 acii-te'ct Engineer: (;� `t, c�, c., QC-((ln� Phone#: S& / 'S8S BOSS Address: 2-2,4 0'--L+v-� so, -A-- 6'6 City:(0, e�p bec.cl•i State:TL Zip: Value of Work for this Permit: $ i% D� _Square /Linea Foditage of Work: Type of Work: ❑ Addition U� Alteration New ❑ Repair/Replace Demolition apecy-y color of color rnru rne: Submittal Fee $ o Permit Fee $ 4 O • CCF $ 0 •0Z CO/CC $ 'SCa, �J Scanning Fee $ D 03 Radon Fee $ DBPR$1 • J 2- Notary $ Technology Fee $� �� . OJ Training/Education Fee $ `S _ 0y Double Fee $ Structural Reviews $ 1AD _ Bond $ 5bD-^0 57 O TOTAL FEE NOW DUE $ l 3 ' (al (Revised02/24/2014) Bonding Company's Name (if applicable) Bonding Company's Address City State Mortgage Lender's Name (if applicable) Mortgage Lender's Address Zip City State Zi Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRIC, PLUMBING, SIGNS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, AIR CONDITIONERS, ETC..... OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. "WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT." Notice to Applicant: As a condition to the issuance of a building permit with an estimated value exceeding $2500, the applicant must promise in good faith that a copy of the notice of commencement and construction lien law brochure will be delivered to the person whose property is subject to attachment. Also, a certified copy of the recorded notice of commencement must be posted at the job site for the first inspection which occurs seven (7) days after the building permit is issued. In a absence of such posted notice, the inspection will not be approved and a reinspection fee will be charged. Signatur Signature OW rAGENT CONTRACTOR The foregoing instrument was acknowledged before me this day of �k a N 120 J (o by h t l l 517V) C . J4(AV V—Q ,who is oercnnaliv known to me or who has produced identification and who! NOTARY PUBLIC: } i. c Sian o.►y� "� Notary Public State of Florida : 41 Dione Iturda My Commission FF 240546 `'• or nod Expires 06/1512019 Print: , Di D o e 74,J4601 Seal: ****************************** APPROVED BY The foregoing instrument was acknowledged before me this day of N by �� who is personal) known to as me or who has produced identification and who did take an oath. NOTARY PUBLIC: Print: �� Seal: isoFF 952774 20m LYL17,0.� as **************************************************************** ************ Plans Examiner Zoning Structural Review Clerk (Revised02/24/2014) a�:- `` ~ STATE OF. FLORI DA�� it BUSINESSAND DEPARTMENT.. OF, - = PROFESS10N_.A1� REGON. -SSUDGD*E'D�"--,---i"--i.....-,,.,,..,,,�.--.,09/1.8/2014 �_ 1515049 CERTIFIED. GENERAL CN 'R 6-1--".."'• IrAVADQ,' EDELSO.......S.ft":C,,S t � l CQNTRAG--.'EDDIET ' . AMA, . 17 IV, -.6 "h -o f- C - h 4 89 S ov IS CERTIFIED -Under..'... -Lj 409180QQQ64 Expiration dat,6, 91 AUG 3t 20161-.1--!- UV 1 l ji Local Business Tax Receipt Miami -Dade County, State of Florida THIS IS NOT A BILL - DO NOT PAY 6207807 BUSINESS NAME/LOCATION ED IE CONTRACTOR CORP 461 W 28 ST HIALEAH FL 33010 �` t?tA/NER EDDIE CONTRACTOR CORP C/O EDELSO SILOS LAVADO PRES Worker(s) l e RECEIPT NO. EXPIRES RENEWAL S E T E B E R 30„ 2016 72427 Must be displayed at place of business Pursuant to County Code Chapter 8A — Art. 9 & 10 SEC. TYPE OF BUSINESS 196 GENERAL BUILDING CONTRACTOR CGC1515049 PAYMENT RECEIVED BY TAX COLLECTOR $82.50 10/01 f 2015 CREDITC,ARD-16--000C41 This Local Business "lax Receipt only confirms payment of the too, 31 Business Tex. The receipt is not a license, permit; or a certification of the holder's qualifications, to do businei s. Molder must comply with any governmental or nongovernmental regulatory laws and requirements which sppl'y to the business. The RECEIPT NO. above must be displayed on all commelrciall vehicles -- Miami -Dade Code Sec Sa--276. For more information, visit .wy► mia rid de.uovltaxcoli_ectot �► CERTIFICATE OF LIABILITY INSURANCE DATE (M 06/22/M/DD/YYYY) 6/22/16 THIS CERTIFICATE IS ISSUED AS A MATTER OF INFORMATION ONLY AND CONFERS NO RIGHTS UPON THE CERTIFICATE HOLDER. THIS CERTIFICATE DOES NOT AFFIRMATIVELY OR NEGATIVELY AMEND, EXTEND OR ALTER THE COVERAGE AFFORDED BY THE POLICIES BELOW. THIS CERTIFICATE OF INSURANCE DOES NOT CONSTITUTE A CONTRACT BETWEEN THE ISSUING INSURER(S), AUTHORIZED REPRESENTATIVE OR PRODUCER, AND THE CERTIFICATE HOLDER. IMPORTANT: If the certificate holder is an ADDITIONAL INSURED, the policy(ies) must be endorsed. If SUBROGATION IS WAIVED, subject to the terms and conditions of the policy, certain policies may require an endorsement. A statement on this certificate does not confer rights to the certificate holder in lieu of such endorsements . PRODUCER Florida Bankers Insurance 7278 SW 8 Street Miami, FL 33144 Phone (305)266-6493 Fax (305)262-0679 NAME CT MARTA ALONSO PHONE (305) 266-6493- Fy No): (305) 266-6493 adaL marta@floddabankersinsurance.com PRODUCER USTR ID go INSURERS AFFORDING COVERAGE NAIC # INSURED EDDIE CONTRACTOR CORP. 461 W 28 STREET HIALEAH, FL. 33010 INSURER A: FEDERATED NATIONAL INSURANCE COMPAN 10790 INSURER B : INSURER C : INSURER D : INSURER E : INSURER F : COVERAGES CERTIFICATE NUMBER: REVISION NUMBER: THIS IS TO CERTIFY THAT THE POLICIES OF INSURANCE LISTED BELOW HAVE BEEN ISSUED TO THE INSURED NAMED ABOVE FOR THE POLICY PERIOD INDICATED. NOTWITHSTANDING ANY REQUIREMENT, TERM OR CONDITION OF ANY CONTRACT OR OTHER DOCUMENT WITH RESPECT TO WHICH THIS CERTIFICATE MAY BE ISSUED OR MAY PERTAIN, THE INSURANCE AFFORDED BY THE POLICIES DESCRIBED HEREIN IS SUBJECT TO ALL THE TERMS, EXCLUSIONS AND CONDITIONS OF SUCH POLICIES. LIMITS SHOWN MAY HAVE BEEN REDUCED BY PAID CLAIMS. ILICY LTR TYPE OF INSURANCE POLICY NUMBER MM/DD/YYY Exp MM/Y /DDYYY LIMITS GENERAL LIABILITY EACH OCCURRENCE $ 1,000,000.00 COMMERCIAL GENERAL LIABILITY DAMAGE TO RENTEIT__ PREMISES Ea occurrence $ 100.000.00 MED EXP (Any one person) $ 5.000.00 A ❑ ❑ CLAIMS -MADE YJ OCCUR ❑ N N GL-0504011663-02 01/29/2016 01/29/2017 PERSONAL& ADV INJURY $ 1,000,000.00 ❑ GENERAL AGGREGATE $ 2,000,000.00 GENT AGGREGATE LIMIT APPLIES PER: PRODUCTS - COMP/OP AGG $ 2,000,000.00 0 POLICY ❑ PROT ❑ LOC $ AUTOMOBILE LIABILITY ❑ ANY AUTO ❑ ALL OWNED AUTOS ❑ SCHEDULED AUTOS ❑ HIRED AUTOS COMBINED SINGLE LIMIT (Ea accident) $ BODILY INJURY (Per person) $ BODILY INJURY (Per accident) $ DAMAGE Per accident (Per $ ❑ NON -OWNED AUTOS $ ❑ $ ❑ UMBRELLA LIAB ❑ OCCUR EACH OCCURRENCE $ AGGREGATE $ ❑ EXCESS LIAB El CLAIMS -MADE ❑ DEDUCTIBLE $ $ RETENTION $ WORKERS COMPENSATION WC STATU- OTH- (J Its AND EMPLOYERS' LIABILITY Y / N ANY PROPRIETOR/PARTNER/EXECUTIVE OFFICER/MEMBER EXCLUDED? NIA E.L. EACH ACCIDENT $ (Mandatory in NH) E.L. DISEASE - EA EMPLOYE $ If yes, describe under DESCRIPTION OF OPERATIONS below E.L. DISEASE - POLICY LIMIT 1 $ DESCRIPTION OF OPERATIONS / LOCATIONS / VEHICLES (Attach ACORD 101, Additional Remarks Schedule, if more space Is required) Certified General Contractor CGC 1515049 CERTIFICATE HOLDER CANCELLATION SHOULD ANY OF THE ABOVE DESCRIBED POLICIES BE CANCELLED BEFORE THE EXPIRATION DATE THEREOF, NOTICE WILL BE DELIVERED IN MIAMI SHORES VILLAGE ACCORDANCE WITH THE POLICY PROVISIONS. BUILDING DEPARMENT 10050 NE 2 AVE MIAMI SHORES, FL. 33138 AUTHORIZED REPRESENTATIVE ©1988-2009 ACORD CORPORATION. All rights reserved. ACORD 25 (2009/09) QF The ACORD name and logo are registered marks of ACORD 5J11/2015 Report Viewer JEFF ATWATER I* CHIEF FINANCIAL OFFICER STATE OF FLORIDA DEPARTMENT OF FINANCIAL SERVICES DIVISION OF WORKERS' COMPENSATION "" CERTIFICATE OF ELECTION TO BE EXEMPT FROM FLORIDA WORKERS' COMPENSATION LAW"" CONSTRUCTION INDUSTRY EXEMPTION This certifies that the individual listed below has elected to be exempt from Florida Workers' Compensation law. EFFECTIVE DATE: 10/1/2014 EXPIRATION DATE: 9/30/2016 PERSON: LAVADO EDELSO S FEIN: 205843500 BUSINESS NAME AND ADDRESS: EDDIE CONTRACTOR CORP 2009 GRANT ST HOLLYWOOD FL 33010 SCOPES OF BUSINESS OR TRADE: LICENSED GENERAL CONTRACTOR Raauatt to Chapter 41Qp5(t�, F.S, tin dAter d a carpaatlm wta tlecn exemptlan from ttYa chapfar fllkg a certlflcaAa d dectlm trtler tltis sec6an mad not recwa berKflta a Cert7pGsaflgt t� tNa deptar. Ptrauertt to Chapter 41Q05(121, F.B, Ce9�celea ddectlan a be exempt.. aPPN aYy waNnlha ecapedtle hrrtroeaatredetsalad an the Mitxfddectlanto ba exempt. Plrerettb Chapter U0,06(131 F.5„Ndicee detecflanWW aorompt ad certlflcatea dderAmto bo exempt ehWl bewgect to rovacWonif,tlarytime altx the ANnp dthe ceatheisatarnedlM certiflcata, the ptxsm rmned an Mie rollm Q certlflcffie ro lagc meem the regtiremeras dills aeeaan far leatxsnCe d a cerflAcate. The deparhnent andl revdce a DFS-F2-DWC-262 CERTIFICATE OF ELECTION TO BE EXEMPT REVISED 08-13 QUESTIONS? (850)413-1609 IttpsJ/apps&fidfs.com/crreportviewer/reportViewer.aspx?data=kdvpgimGD7Q3gH6TERBeP1 KMZ%2fSz5bXKYfBxkrekeESoPVy1v4NPOPN42XeirDRGXVW... 112 Miami shores Village Building Department 10050 N. E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 Notice to Owner - Workers' Compensation Insurance Exemption Florida Law requires Workers' Compensation insurance coverage under Chapter 440 of the Florida Statutes. Fla. Stat. § 440.05 allows corporate officers in the construction industry to exempt themselves from this requirement for any construction project prior to obtaining a building permit. Pursuant to the Florida Division of Workers' Compensation Employer Facts Brochure: An employer in the construction industry who employs one or more part-time or full-time employees, including the owner, must obtain workers' compensation coverage_ Corporate officers or members of a limited liability company (LLC) in the construction industry may elect to be exempt if: 1. The officer owns at least 10 percent of the stock of the corporation, or in the case of an LLC, a statement attesting to the minimum 10 percent ownership; 2. The officer is listed as an officer of the corporation in the records of the Florida Department of State, Division of Corporations; and 3. The corporation is registered and listed as active with the Florida Department of State, Division of Corporations. No more than three corporate officers per corporation or limited liability company members are allowed to be exempt. Construction exemptions are valid for a period of two years or until a voluntary revocation is filed or the exemption is revoked by the Division. Your contractor is requesting a permit under this workers' compensation exemption and has acknowledge that he or she will not use day labor, part-time employees or subcontractors for your project. The contractor has provided an affidavit stating that he or she will be the only person allowed to work on your project. In these circumstances, Miami Shores Village does not require verification of workers' compensation insurance coverage from the contractor's company for day labor, part-time employees or subcontractors. BY SIGNING BELOW YOU ACKNOWLEDGE THAT YOU HAVE READ THIS NOTICE AND UNDERSTAND ITS CONTENTS. Signature A", /,o w r State of Florida County of Miami -Dade -} h The foregoing was acknowledge before me this day of hA ei �_ , 201 (a. By l SOIn C. P A i C ho is personally known to me or has produced as identification. Notary. SEAL: Notary Public State of Florida My Commission FF 240546 Expires 06/15/2019 EDDIE CONTRACTOR CORP. CGC 1515049 May 26, 2016 State of Florida County of Dade Before me this day personally appeared Edelso Lavado who being duly sworn, deposes and says : That he or she will be the only person working on the project located at: 1037 NE 91 Terrace, Miami Shores, 33138 Sworn to (i6r aifined) and subscribed before me this 26 of May 2016, by Edelso Lavado, whom I personally Know. �40 Notary Pubk State of Florida i0me od4osa__ My Commission FF 952774 e� Expires 02/07/2020 2040 Grant St. Hollywood, Florida 33020 Phone: 888.640.7030 Fax: 888.516.0527 REC''T�rJ OCT 31 20 6 Monday, July 25, 2016 City of Miami Shores Att. Building Department Ref. Harke Residence Permit (RC-6-16-1778) As per your request, find below an estimate and breakdown of the cost from our project at 1037 NE 915t Terr. Please let me know if you need any other information. Contractor Approved Proposal 1 $174,800.00 Materials by client Interior Tile $7,200.00 Exterior Tile $6,000.00 Cabana Vanity $1,500.00 Kitchen cabinets and top ✓ $32,500.00 Millwork -- $9,500.00 Fixtures and accessories ,$10,000.00 Tota I 1 $241,500.00 Sincer ly Alison rke Owner .... •. Friday, November 18, 2016 City of Miami Shores Att. Building Department Ref. Harke Residence Permit (RC-6-16-1778) MNOV 21 6 BY: As per your request, find below an estimate and breakdown of the cost from our project at 1037 NE 915t Terr. Please let me know if you need any other information. Contractor Approved Proposal 1 $82,900.00 Labor Materials Fixtures Mechanical $23,000.00 $14,000.00 $9,000.00 $0.00 Electrical $27,000.00 $15,500.00 $11,500.00 $6,000.00 Plumbing $18,000.00 $11,000.00 $7,000.00 $4,000.00 Exterior Door (2) $3,600.00 $650.00 $2,950.00 $0.00 Exterior Window (1) $800.00 $250.00 $550.00 $0.00 Metal Roof $19,500.00 $4,500.00 $15,000.00 $0.00 Interior Tile $7,200.00 Exterior Tile $6,000.00 Cabana Vanity $1,500.00 Kitchen cabinets and top $32,500.00 Millwork $9,500.00 Fixtures and accessories $10,000.00 Tota I 1 $241,500.00 Sincerely, Alison Harke Owner * Fixtures by client .. ... . . . . . .. . ......... . .. ... .. . . . .. • •• •• • • •• •• • • • • • • • • • • ••• • • • ••• • • Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795-2204 Fax: (305)756-8972 Inspection Number: INSP-284496 Scheduled Inspection Date: June 16, 2017 Inspector: Porta Jr, Jose Owner: HARKE, ALISON Job Address:1037 NE 91 Terrace Miami Shores, FL Project: <NONE> Contractor: EDDIE CONTRACTOR CORP ounuiny UVIMUM rrra %.vrnrnenis NEW FLOORING, NEW KITCHEN LAYOUT, NEW KITCHEN, NEW BATHROOM, NEW LIGHT FIXTURES, NEW IMPACT WINDOWS AND DOORS, NEW LAUNDRY ROOM, NEW VERANDA Passed (o� Failed Correction Needed Re -Inspection Fee No Additional Inspections can be scheduled until re -inspection fee is paid. Permit Number: RC-6-16-1778 Permit Type: Residential Construction Inspection Type: Columns Work Classification: Alteration Phone Number Parcel Number INSPECTOR COMMENTS False Inspector Comments Ow �INes _ W7 (AtAA I &I a 1132050010050 Phone: (786)986-4676 GV_ June 15, 2017 For Inspections please call: (305)762-4949 Page 21 of 27 February 14, 2018 Miami Shores Village Building Department Attn: Building Inspector RE: Harke Residence, Additions and Alterations. 1037 NE 91 st. Terrace. Permit: RC-6-16-1778 To whom may concern, The installation of windows and exterior doors manufactured by ECO WINDOW SYSTEMS, LLC, Series "Eco- Guard 500" outswing alum. casement (NOA # 15-0406. 10), Series "Eco-Guard 100" alum. single hung (NOA #15- 0406.12) and exterior doors Series "600 alum. outswing L.M.I." (NOA #15-0603.13) were performed following these procedures: • Fasteners size, type and spacing according with manufacturer NOA specifications • Maximum shimming space 1/4". • Continuous exterior sealant. Please, let us know if further clarifications are needed. Respectfiflly sgbmitted, d i J MAR 1 2018 I Darin 1 omelli, AIA, NCARB, LEED AP Principal Architect�l- n s� •••• 01 • • s * 224 DATURA ST. * SUITE 1107 * WEST PALM BEACH * FLORIDA * 33401 * * 561-585 8085 * Fax 561-214 4605 * giacome1fiarch@t)ao1.com * AA0003453 * giacomelli-architect.com CREAK G.M.C.ROOFING & BUILDING PAPER PRODUCTS, INC. ASTM D 226 Underlayments TECHNICAL SERVICES, LLC LIMITATIONS 1) Fire Classification is not within the scope of this evaluation. 2) Wind uplift resistance in not within scope of this evaluation. 3) Roofing felts shall be installed in strict compliance with this evaluation report, the applicable building code, and the manufacturer's published installation instructions. 4) 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. 5) All underlayments shall be installed with the roll length parallel to the eave, starting at the eave, and lapped in success 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. 6) Roofing felts shall not be used over existing roof coverings. 7) Roofing felts may be used as described in other current FBC product approval documents. 8) Installation of the primary roof covering is recommended immediately following installation of roofing felt and in no case shall the underlayment be exposed for greater than 30 days. 9) All products listed in this report shall be manufactured under a quality assurance program in compliance with Rule 61 G20-3. REFERENCES gn& Report No. Standard Year PRI Construction Materials Technologies (TST5878) GAPR-001-02-01 ASTM D 226 2006 PRI Construction Materials Technologies (TST5878) GAPR-002-02-01 ASTM D 226 2006 COMPLIANCE STATEMENT The products evaluated herein by Zachary R. Priest, P.E. have demonstrated compliance with the 2014 Florida Building Code as evidenced in the referenced documents submitted by the named manufacturer. RYI'R R. p'i C) ��E ►V s �F�i'.� 2015.04.2 %No 74021 4�5-- 6 13:44:41 --04'00' STATE OF 1JJ �O �,� •••'off P : NZachary R. Priest, P.E. ��: N A1- �� .�` Florida Registration No. 74021 181I11I1� Organization No. ANE9641 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 a;quireta4iinanoial4nterest iw 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. IiND bF REPORT • • % . . • . • .. . .. . ••. . .. GMC12002.1 FL15822.2-R1 Page 2 of 2 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 chaviges or quality psTur nce crartcrt throughout the duration for which this report is valid. This evaluation report does not express nor imply waIntyy installation! recommended use, or other product attributes that are not specifically addressed herein. : .' .: : : : :.'.: : CREEK TECHNICAL SERVICES, LLC EVALUATION REPORT Certificate of Authorization No. 29824 17520 Edinburgh Drive Tampa, FL 33647 (813) 480-3421 2014 FLORIDA BUILDING CODE Manufacturer: G.M.C.ROOFING & BUILDING PAPER PRODUCTS, INC. Issued April 26, 2015 6400 Zerker Avenue r, CA 93263 (661) 399-4324 REVIEWED Ll REVISE AND RESUBMIT (661) http:/tgmwaper.com ❑ RE.1E1"TED ❑ FURNISH AS CORRECTED Corrections or comments made on the shop drawings Manufacturing Plants: Jasper, FL during this review do not relieve contractor from com- Pryor, OK pliance with requirements of the drawings and specifications. This check is only for review of general Quality Assurance: Keystone Certifications Inc. (QUAIS241rmance with cne design concept of the project and general compilarice with the information given in SCOPE the contract documents "he contractor is responsible for rf+nf'rm' n Plating-21i 9u nTtifies an dimensions;; select r,;; abrication processes and Category: Roofing techniques cr (:op truction: coordinating his work with Subcategory: Underlayments that of al; other trades; and performing.his work in a Code Sections: 1507.2.3, 1507.2.8, 1507.3.3, 150 5,at507:4.5.2,,a5O7.5,:an1.5 }7.5.3.2, 1507.7.3, Properties: 1507.7.3.2, 1507.8, 1507.8.3, 1507.9.3 1507.9.3.2, 1507.9.5, 1518.4 Physical properties GIACOMELLI ARCHITECTURE, INC. PRODUCT DESCRIPTION AND APPLICATION Date & Zk IG gy . ._ C �_.,. _ 15 ASTM D 226 Type I ASTM D 226 Type I asphalt -saturated organic felt undedayment used in steep slope roofing. Deck: In accordance with the FBC; Min. 19/32" plywood or wood plank (HVHZ only) Slope: Min. 2:12 and in accordance with the FBC; Attachment: Mechanically fasten in accordance with the FBC with minimum 19" headlap and 6" endlaps. Allowable roof coverings: Asphalt shingles, wood shakes and shingles, and metal roofing 30 ASTM D 226 Type II ASTM D 226 Type II asphalt -saturated organic felt undedayment used in steep slope roofing. Deck: In accordance with the FBC; Min. 19/32" plywood or wood plank (HVHZ only) Slope: Min. 2:12 and in accordance with the FBC; Attachment (HVHZ): For slopes >_2:12 & < 4:12, mechanically fasten in accordance with the FBC (HVHZ) with minimum 19" headlap and 6" endlaps. For slopes >_4:12, mechanically fastened in accordance with the FBC (HVHZ) with minimum 4" headlap and 6" endlaps. Attachment (Non-HVHZ): For slopes >_2:12 & < 4:12, mechanically fasten in •• .•; a:;cQrdppe2vilP tpe-FBC with minimum 19" headlap. . •• . • • . •.. • ,:Foreslei3es�4.12,.mechanically fastened in accordance witV the FB6 with minimum 2" headlap. Allowable roof coverings: Asphalt shingles, metal roofing, slate shingles, and clay • ... and.cortcacete roof tile. .. . . . . . .. . . .. . ... . .. . GMC12002.1 FL15822.2-R1 Page 1 of 2 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 gdlity Issurarcl cltaM21? throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty: installationprecamman ded.use, or other product attributes that are not specifically addressed herein. . • • .. : . . . • .. M I® DIADE DEPARTMENT OF REGULATORY AND ECONOMIC RESOURCES (RER) BOARD AND CODE ADMINISTRATION DIVISION NOTICE OF ACCEPTANCE (NOA Petersen Aluminum Corporation 102 Northpoint Parkway, Bldg. 106 Acworth, GA. 30102 SCOPE: MIAMI-DADE COUNTY PRODUCT CONTROL SECTION 11805 SW 26 Street, Room 208 Miami, Florida 33175-2474 T (786) 315-2590 F (786) 315-2599 irxvw.miamidadc.eovlcconamv This NOA is being issued under the applicable rules and regulations governing the use of construction materials. The documentation submitted has been reviewed and accepted by Miami -Dade County RER - Product Control Section to be used in Miami Dade County and other areas where allowed by the Authority Having Jurisdiction (AHJ). This NOA shall not be valid after the expiration date stated below. The Miami -Dade County Product Control Section (In Miami Dade County) and/or the AHJ (in areas other than Miami Dade County) reserve the right to have this product or material tested for quality assurance purposes. If this product or material fails to perform in the accepted manner, the manufacturer will incur the expense of such testing and the AHJ may immediately revoke, modify, or suspend the use of such product or material within their jurisdiction. RER reserves the right to revoke this acceptance, if it is determined by Miami -Dade County Product Control Section that this product or material faits to meet the requirements of the applicable building code. This product is approved as described herein, and has been designed to comply with the Florida Building Code including the High Velocity Hurricane Zone of the Florida Building Code. DESCRIPTION: Snap Clad .032" x 16" and 18" Wide Aluminum Panel over Wood Deck LABELING: Each unit shall bear a permanent label with the manufacturer's name or logo, city, state and following statement: "Miami -Dade County Product Control Approved", unless otherwise noted herein. RENEWAL of this NOA shall be considered after a renewal application has been filed and there has been no change in the applicable building code negatively affecting the performance of this product. TERMINATION of this NOA will occur after the expiration date or if there has been a revision or change in the materials, use, and/or manufacture of the product or process. Misuse of this NOA as an endorsement of any product, for sales, advertising or any other purposes shall automatically terminate this NOA. Failure to comply with any section of this NOA shall be cause for termination and removal of NOA. ADVERTISEMENT: The NOA number preceded by the words Miami -Dade County, Florida, and followed by the expiration date may be displayed in advertising literature. If any portion of the NOA is displayed, then it shall be done in its entirety. INSPECTION: A copy of this entire NOA shall be provided to the user by the manufacturer or its distributors and shalt be available for inspection at the job site at the request of the Building Official. This NOA revises NOA# 13-0222.1 1 and consists of pages 1 through 5. The submitted &!v*r&nlatiid%v*sreYiQWed by Alex Tigera. . .. .. . ... . .. ... .. 0.0. . .. KaltMpEW• • •0 e*000w#,-� .. . . . . . .. . . .. .. . ... . .. . ... . . . . ... . . . . . . . . . . . . . .. .. . . . .. . . ... . . . ... . . NOA No.: 13-1008.05 Expiration Date: 04/18/18 Approval Date: 01/30/14 Page 1 of 5 ROOFING SYSTEM APPROVAL: Category: Sub -Category Material: Deck Type: Maximum Design Pressure Roofing Metal, Panels (Non -Structural) Aluminum Wood -151.75 psf TRADE NAMES OF PRODUCTS MANUFACTURED OR LABELED BY APPLICANT: Test Product Product Dimensions Specifications Description Snap -Clad .032" x Length: various TAS 110 Corrosion resistant preformed standing seam, 18" Wide Aluminum Height: 1 3/4' coated, pre -finished aluminum panels. Panel Width: 16" & 18" Thickness 0.032" Min. Yield Strength: 25ksi Individual Clip Length: 3.5" TAS 110 20 ga. galvanized steel clip with 2 holes, or Height: 1.875" 20 ga. stainless steel clip with 2 holes. Width: 1.982" Thickness 20 ga Continuous Clip Length: 14.75" TAS 110 20 ga. galvanized steel clips with 8 holes, or Height: 1.875" 20 ga. stainless steel clip with 8 holes. Width: 1.982" Thickness 20 ga. EVIDENCE SUBMITTED: Test Agency Test Identifier Test Name/Report Date Valspar 433X515 ASTM B 117 11/21/11 Valspar 433B173 ASTM D 4587, ASTM G 23 11/21/11 Architectural Testing 73784.01-109-18 TAS-100 08/10/07 Architectural Testing B3862.01-450-18 TAS-125 11/21/11 c._c -wE a m 0 c 00 :t a> .oc c0ma.oc•��ro3.- a� 3 am > c ` �c U E bD 'b,p CL d O O O a�coa�cW Z W 3Y 3: �U CL o m3 owC: In o U ca W s c o�L US (if W O y 2 2+ - O .0 C =. w a 0 " r.. `�- ,✓ C L O U t0 10 E M F— V cc U o o U c m o c Zl_ oa�oc�c�oEuoa� 'V LU Pr .• • . • • • ••. •• • 0 O .� L -CZ O a0.0 • • • . • . . . W U1 " v� u�� O.� :�: : : : : :� •• c •• LJ O E -0 r� Z. U L C C U ,' r, T Cc • � � � NPA Noe: 13-1008.05 MIAMFDADECOUIV • s 0 -� � � O � o n c a C. ;• _j --a V • • • • � i • • Eapiratjon Vale: 04/18/18 E :3 c n o (Z W • : �' • . : '.A0pg*a1t&te: 01/30/14 0 C] a J zy o c m o o .E Y N •. .•• • • •page 2 of 5 �{ �� F- 17 C3 (J �!n30c�`c�—� O U N W C)o r_ m m o a a 'd a �( • • ••• • • • • ••• W 0 V) ry a c .0 o @ nca �= tit, r-0 (� • • • • • • • • • • • • • • • • • W W o c o a) m ❑ O O - a O C = p •- O L M 0•0aW0co. O« 0 O • • • • • • • • • • • APPROVED ASSEMBLIES: System: Snap -Clad .032" x 16" or 18" Wide Aluminum Panel Deck Type: Wood, Non -insulated Deck Description: New Construction 19/32" or greater plywood or wood plank, or for re -roofing 15/32" or greater plywood. Maximum Uplift See Table A Below Pressure: Deck Attachment: In accordance with applicable Building Code, but in no case shall it be less than 8d x 2" ring shank nails spaced 6" o.c. In reroofing, where the deck is less than 19/32" thick (Minimum 15/32") The above attachment method must be in addition to existing attachment. Underlayment: Minimum Underlayment shall be an ASTM D 226 Type II installed with a minimum 4" side -lap and 6" end -laps. Underlayment shall be fastened with corrosion resistant tin -caps and 12 gauge 1 'A" annular ring -shank nails, spaced 6" o.c. at all laps and two staggered rows 12" o.c. in the field of the roll. Or, any approved Underlayment having a current NOA. Fire Barrier Board: Any approved fire barrier having a current NOA. Refer to a current fire directory listing for fire ratings of this roofing system assembly as well as the location of the fire barrier within the assembly. See Limitation # 1. Valleys: Valley construction shall be in compliance with Roofing Application Standard RAS 133 and with the current published installation instructions and details in PAC Contractors Association's Roofing Installation Manual. Metal Panels and Install the " Snap -Clad .032" x 18" Wide Aluminum Panel" panels including flashing Accessories: penetrations, valleys, end laps and accessories in compliance PAC Contractors Association's current, published installation instructions and in compliance with the minimum requirements detailed in Roofing Application Standard RAS 133. Panels shall be installed along the rib with SNAP CLAD Clips secured with # 10 x 1.5" fasteners (2 per clip for individual clip; 8 per clip for continuous clip); the screws shall be of sufficient length to penetrate through the sheathing a minimum of 3/16". The female rib of panel is snapped over the male rib of panel. Panel clips shall be spaced a maximum distance listed below in Table A. TABLE A MAXIMUM DESIGN PRESSURES Roof Areas Field Perimeter and Corner' Maximum Design Pressures -86 psf. -151.75 psf Clip Type Individual Continuous Maximum Clip Spacing 24" o.c. Continuous 1. Extrapolation shall not be allowed •• ••• • • • • . .• • .. • . • . ... . .• .•. •• • . . •. MAMF E NTy • ••• • • • • . . • • •. . • •• • ..• . .. . •.. . . • . •.. . . . . • . • . . . • . . .• •• . • • •. .. ..• • . • ••. . . NOA No.: 13-1008.05 Expiration Date: 04/18/18 Approval Date: 01/30/14 Page 3 of 5 LIMITATIONS 1. Fire classification is not part of this acceptance; refer to a current Approved Roofing Materials Directory for fire ratings of this product. 2. The maximum designed pressure listed herein shall be applicable to all roof pressure zones (i.e. field, perimeters, and corners). Neither rational analysis, nor extrapolation shall be permitted for enhanced fastening at enhanced pressure zones (i.e. perimeters, extended corners and corners). 3. Panels may be roll formed in continuous lengths from eave to ridge. Maximum lengths shall be as described in Roofing Application Standard RAS 133. 4. All panels shall be permanently labeled with the manufacturer's name and/or logo, city, state, and the following statement: "Miami -Dade County Product Control Approved" or with the Miami -Dade County Product Control Seal as seen below. All clips shall be permanently labeled with the manufacturer's name and/or logo, and/or model. 5. All products listed herein shall have a quality assurance audit in accordance with the Florida Building Code and Rule 9N-3 of the Florida Administrative Code. 6. Panels may be jobsite roll formed with machine model #10110884 from PAC Contractors Association or manufactured at Petersen Aluminum Corporation's plant in Acworth, GA. *7�1 . APPROYED .. . . . . • .. • .. . ... . . . . % . .. . . . .. ... .. NOA No.: 13-1008.05 . Expiration Hate: 04/18/18 �. . • App oval elate: O1/30/14 .. ..: •.Page 4 of 5 . . ... . . . . .. . . . . . . . . . . . .. .. . . . .. .. . . . ... . . . ... 1-3/4" PROFILE DRAWINGS 16"or18" L._ Optional factory or field applied sealant bead 1.875" 0 3.5" Z" INDIVIDUAL CLIP 1.875" Stiffening ribs and striations optional. CONTINUOUS CLIP END OF THIS ACCEPTANCE .. ... . . . . . .. . ......... . .. ... .. . . . .. MIAMF TM ••: .'. .'. • •• •• • • • •• •• 1-5/8" T \ /z, .982" NOA No.: 13-1008.05 Expiration Date: 04/19/18 Approval Date: 01/30/14 Page 5 of 5 FORM R405-2014 _ ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE INDEX* = 99 The lower the EnergyPerformance Index, the more efficient the home. 1037 NE 91 st Terrace, Miami Shores, FL, 33138 1. New construction or existing - 2. Single family or multiple family 3. Number of units, if multiple family 4. Number of Bedrooms 5. Is this a worst case? 6. Conditioned floor area (f:2) 7. Windows- Description a. U-Factor: Dbl, U=0.50 SHGC: SHGC=0.35 b. U-Factor: N/A SHGC: c. U-Factor: N/A SHGC: d. U-Factor: N/A SHGC: Area Weighted Average Overhang Depth: Area Weighted Average SHGC: 8. Floor Types a. Slab -On -Grade Edge Insulation b. N/A c. N/A Existing (Projecte 9. Wall Types Insulation Area Single-family a. Frame - Wood, Exterior R=7.0 2880.00 ft2 b. N/A R= ft2 1 c. N/A R= ft2 4 d. N/A R= ft2 10. Ceiling Types Insulation Area No a. Under Attic (Vented) R=19.0 1231.00 ftZ 2462 b. N/A R= ft2 Area c. N/A R= ft2 596.25 ft2 11. Ducts R ft2 a. Sup: 1st Floor, Ret: 1st Floor, AH: 1st Floor 6 246.2 b. Sup: Attic, Ret: Attic, AH: 2nd Floor 6 246.2 ft2 12. Cooling systems kBtu/hr Efficiency ft2 a. Central Unit 36.0 SEER:14.00 b. Central Unit 42.0 SEER:14.00 ft2 5.736 ft. 0.350 Insulation Area R=0.0 1231.00 ft2 R= - ft2 R= ft2 13. Heating systems a. Electric Strip Heat b. Electric Strip Heat 14. Hot water systems a. Natural Gas b. Conservation features None 15. Credits I certify that this home has complied with the Florida Energy Efficiency Code for Building Construction through the above energy saving features which will be installed (or exceeded) in this home before final inspection. Otherwise, a new EPL Display Card will be completed based on installed Code compliant features. Builder Signature: Address of New Home: Date: City/FL Zip: kBtu/hr Efficiency 18.4 COP:1.00 18.4 COP:1.00 Cap: 1 gallons EF: 0.92 Pstat p,oliE S7'4., uj'ir fr,�r�' oo vt+ • iz �,tcoD WE *Note: This is not a Building Energy Rating. If your Index is below 70, your home may qualify for energy efficient mortgage (EEM) incentives if you obtaijl•a Fforjd$ E,neirgyGattgg ?ating. Contact the EnergyGauge Hotline at (321) 638-1492 or see the EnergyGauge wed site 4Cer4ftyDaVgP,Go(%for information and a list of certified Raters. For information about the Florida Building Gene, EbetgI ftls tip;1' contact the Florida Building Commission's support staff. **Label required by Section R303.1.1 c1( Q FIoriol 'Bui*cting q;e; Energy Conservation, if not DEFAULT. •• • • • • • • • r • • 8/9/2016 9:20 AM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Compliant Software Page 1 of 1 • • • • • • • • • • 1% R FORM R405-2014 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Business and Professional Regulation - Residential Performance Method Project Name: 16032 Harke Residence Builder Name: Street: 1037 NE 91st Terrace Permit Office: City, State, Zip: Miami Shores, FL, 33138 Permit Number: Owner: Harke Jurisdiction: Design Location: FL, Miami County:: Miami -Dade (Florida Climate Zone 1 ) 1. New construction or existing Existing (Projecte 9. Wall Types(2880.0 sqft.) Insulation Area 2. Single family or multiple family Single-family a. Frame - Wood, Exterior R=7.0 2880.00 ft2 b. N/A R= ft2 3. Number of units, if multiple family 1 c. N/A R= ft2 4. Number of Bedrooms 4 d. N/A R= ft2 10. Ceiling Types (1231.0 sqft.) Insulation Area 5. Is this a worst case? No a. Under Attic (Vented) R=19.0 1231.00 ft2 6. Conditioned floor area above grade (ft2) 2462 b. N/A R= ft2 Conditioned floor area below grade (ft2) 0 c. R= ft2 11. Ducts R ft2 7. Windows(596.3 sqft.) Description Area a. Sup: 1st Floor, Ret: 1st Floor, AH: 1st Floor 6 246.2 a. U-Factor: Dbl, U=0.50 -- 596.25 f:2 b. Sup: Attic, Ret: Attic, AH: 2nd Floor 6 246.2 SHGC: SHGC=0.35 b. U-Factor: N/A ft2 12. Cooling systems kBtu/hr Efficiency SHGC: a. Central Unit 36.0 SEER:14.00 b. Central Unit 42.0 SEER:14.00 c. U-Factor: N/A ft2 SHGC: 13. Heating systems kBtu/hr Efficiency d. U-Factor: N/A ft2 a. Electric Strip Heat 18.4 COP:1.00 SHGC: b. Electric Strip Heat 18.4 COP:1.00 Area Weighted Average Overhang Depth: 5.736 ft. Area Weighted Average SHGC: 0.350 14. Hot water systems a. Natural Gas Tankless Cap: 1 gallonsEF: 8. Floor Types (1231.0 sqft.) Insulation Area 0.920 a. Slab -On -Grade Edge Insulation R=0.0 1231.00 ft2 b. Conservation features b. N/A R= ft2 None c. N/A R= ft2 15. Credits Pstat Modified Loads: 91.15 Glass/Floor Area: 0.242 PASS ,,,��1tT1@1@`p,roposed S:. Gq�l Baseline Loads: 92.46 �� Pg. I hereby certify that the plan n� spegjf16a ' er8d b�/� Review of the plans and TEE Sr this calculation are in complon�wit n nergl�* : specifications covered by this , ti�� , FOB, Code. = calculation indicates compliance h"rj ' -9 W IM'ME2� �Uj�� with the Florida Energy Code. PREPARED BY: • •li . DATE: '� 5A,. P..- ` Before construction is completed this building will be inspected for .- �` �% 0 R,� compliance with Section 553.908 * I hereby certify that this building, a�d�iP411 ��pliance Florida Statutes. t rj. g with the Florida Energy Code. OWNER/AGENT: BUILDING OFFICIAL: DATE: •• •00 ; 4DATE4 ; �•• - Compliance requires certification by the air handler &it "ufadtureCttW11he air handler enclosure qualifies as certified factory -sealed in accordance with R403.2.2.1. - Compliance requires an Air Barrier and Insulation Inspection Checklist in accordance with R402.4.1.1 and an envelope leakage test report in accordance with R402.4.1.2. . . •.• •• •.• •• . - Compliance with a proposed duct leakage Qn.fegLAres.a VUct j-%akpgb e4 l;eport confirming duct leakage to outdoors, tested in accordance with Section 803 of RESNET Sthhdards,'is'qdt gre%dr" 0.015 Qn for whole house. ... . . . . ... . . . . 8/9/2016 9:19 AM EnergyGauge® UTA - 91alkes* 0:14:3eclon Q4fttl Compliant Software Page 1 of 4 / R FORM R405-2014 PROJECT Title: 16032 Harke Residence Bedrooms: 4 Address Type: Street Address Building Type: User Conditioned Area: 2462 Lot # Owner: Harke Total Stories: 2 Block/SubDivision: # of Units: 1 Worst Case: No PlatBook: Builder Name: Rotate Angle: 0 Street: 1037 NE 91st Terrace Permit Office: Cross Ventilation: County: Miami -Dade Jurisdiction: Whole House Fan: City, State, Zip: Miami Shores, Family Type: Single-family FL, 33138 New/Existing: Existing (Projected) Comment: CLIMATE v IECC Design Temp Int Design Temp Heating Design Daily Temp Design Location TMY Site Zone 97.5 % 2.5 % Winter Summer Degree Days Moisture Range FL, Miami FL MIAMI INTL AP 1 51 90 70 75 149.5 - 56 Low BLOCKS Number Name Area Volume 1 Blockl 1231 9848 2 Block2 1231 9848 SPACES Number Name Area Volume Kitchen Occupants Bedrooms InfilID Finished Cooled Heated 1 1 st Floor 1231 9848 Yes 1 1 Yes Yes Yes 2 2nd Floor 1231 9848 No 4 4 1 Yes Yes Yes FLOORS # Floor Type Space Perimeter R-Value Area Tile Wood Carpet 1 Slab -On -Grade Edge Insulatio 1st Floor 160 ft 0 1231 ft2 ---- 0 1 0 ROOF v Roof Gable Roof Solar SA Emitt Emitt Deck Pitch # Type Materials Area Area Color Absor. Tested Tested Insul. (deg) 1 Hip Metal 1297 ft2 0 ft2 White 0.3 No 0.9 No 19 18.4 ATTIC V # Type Ventilation Vent Ratio (1 in) Area RBS IRCC 1 Full attic Vented 300 1231 ft2 N N 8/9/2016 9:19 AM EnergyGauge® (5;A - flaRe;A-t Seelien 005.4.1 Compliant Software Page 2 of 4 FORM PAn5-7n1A CEILING # Ceiling Type Space R-Value Ins Type Area Framing Frac Truss Type 1 Under Attic (Vented) 2nd Floor 19 Blown 1231 ft2 0.11 Wood WALLS Adjacent Cavity Width Height Sheathing Framing Solar Below # Ornt To Wall Type Space Ft In Ft In Area R-Vahle Fraction Ahsor rrarle% 1 N Exterior Frame - Wood 1st Floor 7 33 9 297.0 ft2 0.23 0.75 0 2 E Exterior Frame - Wood 1st Floor 7 47 9 423.0 ft2 0.23 0.75 0 3 S Exterior Frame - Wood 1st Floor 7 33 9 297.0 ft2 0.23 0.75 0 4 W Exterior Frame - Wood 1st Floor 7 47 9 423.0 ft2 0.23 0.75 0 5 N Exterior Frame - Wood 2nd Floor 7 33 9 297.0 ft2 0.23 0.75 0 6 E Exterior Frame - Wood 2nd Floor 7 47 9 423.0 ft2 0.23 0.75 0 7 S Exterior Frame - Wood 2nd Floor 7 33 9 297.0 ft2 0.23 0.75 0 8 W Exterior Frame - Wood 2nd Floor 7 47 9 423.0 ft2 0 0.75 0 WINDOWS Orientation shown is the entered, Proposed orientation. / Wall Overhang v # Ornt ID Frame Panes NFRC U-Factor SHGC Area Depth Separation Int Shade Screening 1 S 3 Metal Double (Tinted) Yes 0.5 0.35 40.0 ft2 6 ft 0 in 0 ft 0 in Drapes/blinds None 2 S 3 Metal Double (Tinted) Yes 0.5 0.35 40.0 ft2 6 ft 0 in 0 ft 0 in Drapes/blinds None 3 S 7 Metal Double (Tinted) Yes 0.5 0.35 40.0 ft2 6 ft 0 in 0 ft 0 in Drapes/blinds None 4 S 7 Metal Double (Tinted) Yes 0.5 0.35 30.0 ft2 6 ft 0 in 0 ft 0 in Drapes/blinds None 5 N 5 Metal Double (Tinted) Yes 0.5 0.35 75.0 ft2 3 ft 0 in 0 ft 0 in Drapes/blinds None - 6 N 1 Metal Double (Tinted) Yes 0.5 0.35 75.0 ft2 3 ft 0 in 0 ft 0 in Drapes/blinds None 7 E 6 Metal Double (Tinted) Yes 0.5 0.35 75.0 ft2 3 ft 0 in 0 ft 0 in Drapes/blinds None 8 E 2 Metal Double (Tinted) Yes 0.5 0.35 93.8 ft2 12 ft 0 in 0 ft 0 in Drapes/blinds None 9 W 8 Metal Double (Tinted) Yes 0.5 0.35 90.0 ft2 3 ft 0 in 0 ft 0 in Drapes/blinds None 10 W 4 Metal Double (Tinted) Yes 0.5 0.35 37.5 ft2 12 ft 0 in 0 ft 0 in Drapes/blinds None INFILTRATION # Scope Method SLA CFM 50 ELA EgLA ACH ACH 50 1 Wholehouse Proposed ACH(50) .000254 1641.3 90.11 169.46 .2159 5 HEATING SYSTEM # System Type Subtype Efficiency Capacity Block Ducts 1 Electric Strip Heat None COP:1 18.4 kBtu/hr 1 sys#1 2 Electric Strip Heat None COP:1 18.4 kBtu/hr 2 sys#2 • •• • • • • ••• • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • •• •• • • •• •• 8/9/2016 9:19 AM EnergyGaugeO t5SA-flaReS201'4 S94@n R405.4.1 Compliant Software Page 3 of 4 FORM R40.r;_q 114 COOLING SYSTEM # System Type Subtype Efficiency Capacity Air Flow SHR Block Ducts 1 Central Unit None SEER: 14 36 kBtu/hr 1080 cfm 0.8 1 sys#1 2 Central Unit None SEER: 14 42 kBtu/hr 1260 cfm 0.8 2 sys#2 HOT WATER SYSTEM # System Type SubType Location EF Cap Use SetPnt Conservation - 1 ---- -Natural Gas Tankless Exterior 0.92 1 gal 70 gal 120 deg None - SOLAR HOT WATER SYSTEM FSEC Collector Storage Cert # Company Name System Model # Collector Model # Area Volume FEF None None 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 1st Floor 6 246.2 ft 1st Floor 61.55 ft Prop. Leak Free 1 st Floor --- cfm 36.9 cfm 0.03 0.50 1 1 2 Attic 6 246.2 ft Attic 61.55 ft Default Leakage 2nd Floor (Default) (Default) 2 2 TEMPERATURES Programable Thermostat: Y Ceiling Fans: CoolingJan Feb [[ jj Mar Apr May Jun Jul Aug[X] Se [ ] Oct [ ] Nov [ ] Dec HeatinH Jan Feb [X] Mar f Apr f May f Jun f Jul Au[ ] Sep [ ] Oct (X] Nov [X] Dec Ventin Jan Feb [[XX]] Mar [XJ Apr [ May [ Jun [ Jul Aug [ ] Se [X] Oct (X] Nov [ ]Dec Thermostat Schedule: HERS 2006 Reference Hours Schedule Type 1 2 3 4 5 6 7 8 9 10 11 12 Cooling (WD) AM 78 78 78 78 78 78 78 78 80 80 80 80 PM 80 80 78 78 78 78 78 78 78 78 78 78 Cooling (WEH) AM 78 78 78 78 78 78 78 78 78 78 78 78 PM 78 78 78 78 78 78 78 78 78 78 78 78 Heating (WD) AM 66 66 66 66 66 68 68 68 68 68 68 68 PM 68 68 68 68 68 68 68 68 68 68 66 66 Heating (WEH) AM 66 66 66 66 66 68 68 68 68 68 68 68 PM 68 68 68 68 68 68 68 68 68 68 66 66 • . .. • . . . . ... •• •.• •• . 8/9/2016 9:19 AM EnergyGauge® t5;R-;1aRes201a Se4@n R405.4.1 Compliant Software Page 4 of 4 ` D F i 1 ; ,;(: OSH 1S C- 0RRECTED Corrections or cornm ,nts made on the shop drawings during this review do (tct relieve contractor from com- pliance with requirements of the drawings and specifications. 'I -his check is only for review of general conformance with the design concept of the project �. and general compliance with the information given in MIAMFLaIRDE the contract documents The contractor is responsible MIAMI-DADECOUNTY ® for: confirming and correlating all quantitiesPRODUCT CONTROL SECTION dim ns A! F.. DEPARTMENT OF REGU rl u C6jR&A WES0L4d- "ER)o c e s s e s a n t1805 SW 26 Strzet, Room 208 BOARD AND CODE ADMI ,i fif} +Wctron: coordinating his worflr�78M315-2590 F(7W315-2599 NOTICE OF AC and performing his work in *ww.miamtdade.eov/economy apper PGT Industries 1070 Technology Drive GIACOMELLI ARCHITECTURE, INC. North Venice, FL 3427tate2�1 6 .gy� G G SCOPE: This NOA is being issued under the applicable rules and regulations governing the use of construction materials. The documentation submitted has been reviewed and accepted by Miami -Dade County RER - Product Control Section to be used in Miami Dade County and other areas where allowed by the Authority Having Jurisdiction (AHJ). This NOA shall not be valid after the expiration date stated below. The Miami —Dade County Product Control Section (In Miami —Dade County) and/or the AHJ (in areas other than Miami —Dade County) reserve the right to have this product or material tested for quality assurance purposes. If this product or material fails to perform in the accepted manner, the manufacturer will incur the expense of such testing and the AID may immediately revoke, modify, or suspend the use of such product or material within their jurisdiction. RER reserves the right to revoke this acceptance, if it is determined by Miami —Dade County Product Control Section that this product or material fails to meet the requirements of the applicable building code. This product is approved as described herein, and has been designed to comply with the Florida Building Code, including the High Velocity Hurricane Zone. - DESCRIPTION: Series "SH-700" Aluminum Single Hnng Window — L.M.I. APPROVAL DOCUMENT: Drawing No. 4040-20, titled "Alum. Single Hung Window, Impact", sheets 1 through 11 of 11, dated 09/01/05, with revision E dated 05/12/15, prepared by manufacturer, signed and sealed by Anthony Lynn Miller, P.E., bearing the Miami -Dade County Product Control Revision stamp with the Notice of Acceptance number and expiration date by the Miami -Dade County Product Control Section. MISSILE IMPACT RATING: Large and Small Missile Impact Resistant. LABELING: Each unit shall bear a permanent label with the manufacturer's name or logo, city, state- model/series, and following statement: "Miami -Dade County Product Control Approved", unless otherwise noted herein. RENEWAL of this NOA shall be considered after a renewal application has been filed and there has been no change in the applicable building code negatively affecting the performance of this product. TERMINATION of this NOA will occur after the expiration date or if there has been a revision or change in the materials, use, and/or manufacture of the product or process. Misuse of this NOA as an endorsement of any product, for sales, advertising or any other purposes shall automatically terminate this NOA. Failure to comply with any section of this NOA shall be cause for termination and removal of NOA. ADVERTISEMENT: The NOA number preceded by the words Miami -Dade County, Florida, and followed by the expiration date may be displayed in advertising literature. If any portion of the NOA is displayed, then it shall be done in its entirety. INSPECTION: A copy of this entire NOA shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This NOA revises and renews NOAX 1141113.14 and consists of this page 1 and evidence pages E-1, E-2 and E-3, as well as approval documeat mentioned above.: The submitted documentation was r,%jew f4 • srtuel Ptcrez;#,E. • • NOA No. 15-0519.08 rwwrNnt►oe couNrr • • • • Expiration Date: March 26, 2021 • • ��2� .. ... • • • • • Approval Date: July 092015 Page 1 . . . . . . . . . . . .. .. . . . .. .. ... . . . ... . . PGT Industries NOTICE OF ACCEPTANCE: EVIDENCE SUBIVIITTED A. DRAWINGS 1. Manufacturer's die drawings and sections. (Submitted under NOA No. 03-1018.01 and 07-0322.06) 2. Drawing No 4040-20, titled "Alum. Single Hung Window, Impact", sheets 1 through 11 of 11, dated-09/01/05, with revision E dated 05/12115, prepared by manufacturer, signed and sealed by Anthony Lynn Miller, P.E. B. TESTS 1. Test reports on: 1) Air Infiltration Test, per FBC, TAS 202-94 2) Uniform Static Air Pressure Test, Loading per FBC TAS 202-94 3) Water Resistance Test, per FBC, TAS 202-94 ..4) Large Missile Impact Test per FBC, TAS 201-94 5) Cyclic Wind Pressure Loading per FBC, TAS 203-94 6) Forced Entry Test, per FBC 2411.3.2.1, TAS 202-94 along with marked -up drawings and installation diagram of an aluminum single hung window, with fin frame, prepared by Fenestration Testing Laboratory, Inc., Test Report No. FTL4957, dated 10/03/06, signed and sealed by Edmundo Largaespada, P.E. (Submitted under previous NOA No. 07-0322 06) 2. Test reports on: 1) Air Infiltration Test, per FBC, TAS 202-94 ..2) Large Missile.Impact Test per FBC, TAS 201-94 3) Cyclic Wind Pressure Loading per FBC, TAS 203-94 along with marked -up drawings and installation diagram of an aluminum single hung window, with fin flame, prepared by Fenestration Testing Laboratory, Inc., Test Reports No. FTL-4958 and FTL-5063, dated 10/03/06 and 11/21/06, both signed and sealed by Edmundo Largaespada, P.E. (Submitted under NOA No.07 032206) 3. Test reports on: 1) Large Missile Impact Test per FBC, TAS 201-94 2) Cyclic Wind Pressure Loading per FBC, TAS 203-94 along with marked -up drawings and installation diagram of an aluminum single hung window, with fin frame, prepared by Fenestration Testing Laboratory, Inc., Test Report No. FTL4645, dated 08/11/05, signed and sealed by-Edmundo Largaespada, P.E. (Submitted under NOA No. 07-0322.06) 4. Test reports on: 1) Large Missile Impact Test per FBC, TAS 201-94 2) Cyclic Wind Pressure Loading per FBC, TAS 203-94 along with marked -up drawings and installation diagram of an aluminum single hung window, with fin frame, prepared by Fenestration Testing Laboratory, Inc., Test Reports No. VrIA649 and FTL4723, dated 10/05/05 and 08/11/05, both signed and sealed by Edmundo Largaespada, P.E. (Submitted under NOA No. 05-1018.01) .. . . . .. 000 . • Manuel P.E. Product Contr Ex 'ner NOA No. TSWI9.08 :. :. Expiration Date: March 26, 2021 Approval Date: July 092015 E-1 . . ... . . . . .. . . . . . . . . . . . .. .. . . . .. .. . . . ... . . . ... PGT Industries NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED B. TESTS (corrrixuED) 5. Test reports on: 1) Air Infiltration Test, per FBC, TAS 202-94 2) Uniform Static Air Pressure Test, Loading per FBC TAS 202-94 3) Water Resistance Test, per FBC, TAS 202-94 ..4) Small Missile Impact Test per FBC, TAS 201-94 5) Cyclic Wind Pressure Loading per FBC, TAS 203-94 6) Forced Entry Test, per FBC 2411.3.2.1, TAS 202-94 along with marked -up drawings and installation diagram of an aluminum single hung window, with fin frame, prepared by Fenestration Testing Laboratory, Inc., Test Reports No. FTL-4947 and FTL-4650, dated 08111/05, both signed and sealed by Edmundo Largaespada, P.E. (Submitted under NOA No.05-1018 01) 6. Test reports on:. 1) Uniform Static Air Pressure Test, Loading per FBC TAS 202-94 ..2) Large Missile Impact Test per FBC, TAS 201-94 3) Cyclic Wind Pressure Loading per FBC, TAS 203-94 along with marked -up drawings and installation diagram of an aluminum single hung window, with fin frame, prepared by Fenestration Testing Laboratory, Inc., Test Reports No. F L-4948 and FTL4646, dated 08/10/05, both signed and sealed by . Edmundo Largaespada, P.E. (Submitted under NOA No.05-1018 01) C. CALCULATIONS 1. Anchor verification calculations and structural analysis, complying with FBC-51 Edition (2014), dated 05/12/15, prepared by manufacturer, signed and sealed by Anthony Lynn Miller, P.E. 2. Glazing complies with ASTM E1300-09 D. QUALITY ASSURANCE 1. Miami -Dade Department of Regulatory and Economic Resources (RER). E. MATERIAL CERTIFICATIONS 1. Notice of Acceptance No. 14-0423.17 issued to Eastman Chemical Company (MA) for their "Saflex Clear and Color Glass Interlayers" dated 06/19/14, expiring on 05/21/16. 2. Notice of Acceptance No.14-0916.10 issued to Kuraray America, Inc. for their "Kuraray ButaciteO PVB Glass Interlayer"-dated 04/25/15, expiring on 12/11/16. . ......... . .. ... .. . . . .. Manue er P.E. Product Conti 1 Exa iner NOA No. 5 19.08 Expiration Date: March 26, 2021 Approval Date: July 09 2015 E-2 . . . . . . . . . . . .. .. . . . .. .. ... . . . ... . . PGT Industries NOTICE OF ACCEPTANCE: EVIDENCE SUBNHTTED F. STATEMENTS 1. Statement letter of conformance, complying with FBC-5111 Edition (2014), dated May 16, 2015, issued by manufacturer, signed and sealed by A. Lynn Miller, P.E. 2. Statement letter of no financial interest, dated May 16, 2015, issued by manufacturer, signed and sealed by A. Lynn Miller, P.E. 3. Laboratory compliance letter for Test Reports No. FTL4957, F L 4958 and FTL- 5063, issued by Fenestration Testing Laboratory, Inc., dated 10/03/06, signed and sealed by Edmundo Largaespada, P.E. (Submitted under NOA No. 07-032Z 06) 4. Laboratory compliance letter for Test Reports No. FTL-4649, FTL-4723. FTL4947, FTL-0650, FTL- 4948 and FI'L-4646, issued by Fenestration Testing Laboratory, Inc., dated 08/10/05, signed and sealed by Edmundo Largaespada, P.E. (Submitted under NOA No. 05-1018 01) G. OTHERS 1. Notice of Acceptance No.11-1013.14, issued to PGT Industries for their Series "SH-700" Aluminum Single Hung Window - L.M.I., approved on 11/03/11 and expiring on 03/26/16. .. . . . . . ... .. .. . . . .. ... .. Manuel P.E. Product Coat 1 Exa finer ••• ••• �� •�• NOANo. i9.Q8 Expiration Date: March 26, 2021 ' .' ' .. • .' ..: ' : ' .. Approval Date: July 09 2015 E-3 . . ... . . . . .. . . . . . . . . . . . .. .. . . . .. .. . . . ... . . . ... GENERAL NOTES: IMPACT SINGLE HUNG FLANGED AND INTEGRAL FIN WINDOWS I. GLAZING OPTIONS: (SEE DETAILS ON SHEET 2) A 5/16- LAMI CONSISTING OF (2) UTES OF 1/0' ANNEALED GLASS WITH A .090' KURARAY BUTACITE NB (BY KURARAY AMERICA, INC.) OR .OW' SAFLEX PVB INTERLAYER (BY EASTMAN CHEMICAL COMPANY) B. 5/16" LAMI CONSISTING OF (1) LITE OF 11W ANNEALED GLASS AND (1) LITE OF 1/8" HEAT STRENGTHENED GLASS WITH A .090" KURARAY BUTACITE•PVB (BY KURARAY AMERICA. INC.) OR .090' SAFLEX " INTERLAYER (BY EASTMAN CHEMICAL COMPANY) C. 5/18" LAMI CONSISTING 0Of (2) LITES OF IV HEAT STRENGTHENED GLASS WITH A .090' KURARAY BUTACITE-PVB (BY KURARAY AMERICA. INC.) OR .090' SAFLEX AVB INTERLAYER (BY EASTMAN CHEMICAL COMPANY) D. 7MS' LAN CONSISTING OF (2) LITES OF 3/18" ANNEALED GLASS WITH A .090" KURARAY BUTACITE "(BY KURARAY AMERICA, INC.) OR .090" SAFL.EX•PVB INTERLAYER (BY EASTMAN CHEMICAL. COMPANY) E. 7M6' LAMI CONSISTING OF (1) LITE OF 3/18" ANNEALED GLASS AND (1) LITE OF 3M6" HEAT STRENGTHENED GLASS WITH A .090" KURARAY BUTACITE" (BY KURARAY AMERICA, INC.) OR ,OW' SAFLEX PVB INTERLAYER (BY EASTMAN CHEMICAL COMPANY) F. 71'15" LAMI CONSISTING OF (2) UTES OF 3/16" HEAT STRENGTHENED GLASS WITH A .090' KURARAY BUTACITE PVS (BY KURARAY AMERICA, INC.) OR .090' SAFLEX•PVB INTERLAYER (BY EASTMAN CHEMICAL COMPANY) 0.13M8" LAW 10: (1) LITE OF 1l8" TEMPERED GLASS, AN AIR SPACE AND 5M8" LAMI CONSISTING OF (2) LITES OF 1/8' ANNEALED GLASS WITH A .000' KURARAY BUTACITE•PVB (BY KURARAY AMERICA, INC.) OR .090' SAFLEX %B INTERLAYER (BY EASTMAN CHEMICAL COMPANY) H.13/18" LAMI IG: (1) LITE OF 118" TEMPERED GLASS, AN AIR SPACE AND 5/18" LAMI CONSISTING OF (1) LITE OF 1/8' ANNEALED GLASS AND (1) LITE OF 1/8' HEAT STRENGTHENED GLASS WITH A.090" KURARAY BUTACITE'PVB (BY KURARAY AMERICA. INC.) OR .090" SAFLEX`PVS INTERLAYER (BY EASTMAN CHEMICAL COMPANY) I. '13/16" LAMI 10: (1) LITE OF 1/8' TEMPERED GLASS, AN AIR SPACE AND 5/16" LAMI CONSI TING OF (2) LITES OF 1/8' HEAT STRENGTHENED GLASS WITH A .090' KURARAY BUTACITE'PVS (BY KURARAY AMERICA, INC.) OR.On- SAFLEX INTERLAYER (BY EASTMAN CHEMICAL COMPANY) • J.13M6' U1M10 (1) LITE OF'f(8TEMPERED GLASS, AN AIR SPACE AND Will" LAMI CONSISTING OF (2) LITES OF 316- ANNEALED GLASS WITH A • • Qj' K Y BUTACITE-PVB (BY KURARAY AMERICA, INC.) OR.OW SAFLEX " INTERLAYER (BY EASTMAN CHEMICAL COMPANY) K.1 j118' I10: (1) LITE OF 1/8' TEMPERED GLASS, AN AIR SPACE AND 7/18" LAMI CONSISTING OF (1) LITE OF 311 6"ANNEALED GLASS AND (1) LITE • OF4N18" HEAT STRENGTHENED GLASS WITH A .090" KURARAY BUTACITE %a (BY KURARAY AMERICA, INC.) • 090" S LEX•PVB INTERLAYER (BY EASTMAN CHEMICAL COMPANY) • • L. 18'.I.AMIl4: (1) LITE OF 1/8' TEMPERED GLASS, AN AIR SPACE AND V16" LAMI CONSISTING OF (2) LITES OF 3/18' HEAT STRENGTHENED GLASS Vi9S*WM KURARAY BUTACITE "PVB (BY KURARAY AMERICA, INC.) OR ,090" SAFLEX %B INTERLAYER (BY EASTMAN CHEMICAL COMPANY) M.13116' LAMI IG: (1) LITE OF 118" ANNEALED GLASS, AN AIR SPACE AND 5/10" LAMI CONSISTING OF (2) LITES OF 1I8" ANNEALED GLASS WITH A .CIF AjA&Y BUTACITE4M (BY KURARAY AMERICA, INC.) OR.OW SAFLEX %8 INTERLAYER (BY EASTMAN CHEMICAL COMPANY) • 2. CONF1gtltll=IONS: "OX" (1/1, VIEW AND RADIUS TOP, ALL W/ LOW OR HIGH SILL OPTION) • 3. DESIGY INWARES: (SEE TABLES, SHEETS 3) A. NEd4ftOESIGN LOADS BASED ON TESTED PRESSURE AND GLASS TABLES ASTM E 1300. • • ® B. POSITIVE DESIGN LOADS BASED ON WATER TEST PRESSURE AND GLASS TABLES ASTM E 1300. • 4. ANC;WO;E. tlE 331/3% STRESS INCREASE HAS NOT BEEN USED IN THE DESIGN OF THIS PRODUCT. SEE SHEETS 8 THROUGH 11 FOR ANCHORAGE DETAILS. • • 5. SHUTTERS ARE NOT REQUIRED. S. FRAME AND PANEL CORNERS SEALED WITH NARROW JOINT SEALANT OR GASKET, 7. REFERENCES: TEST REPORTS FTL-4845, FTL-4846, FTL4847, FTL-4846, FTL•4649, FTL46W, FTL4651, FTL-4723, FTL4957, FTL-49M AND FTL-5063, It ALUMINUM NOS FOR WOOD CONSTRUCTION ALUMINUM DESIGN MANUAL S. SERIESIMODEL DESIGNATION SH700, ALSO REFERRED TO AS SH701 ® 9. THIS PRODUCT HAS BEEN DESIGNED 6 TESTED TO COMPLY WITH THE REQUIREMENTS OF THE FLORIDA BUILDING CODE, INCLUDING THE HIGH VELOCITY HURRICANE ZONE (HVHZ). ® 10. FOR INSULATED GLASS INSTALLATIONS IN THE HVHZ ABOVE 30 FT, ONLY GLA 1NO OPTIONS WITH TEMPERED CAPS (G-L) ARE ALLOWED. 'O TECHNOLOGY DRIVE N. VENICE• FL 3075 AL UM. SINGLE HUNG WINDOW IMPAC P.G.Spxion e,e" n.w■. NOKOMIS, FL 34274 Wslby Better 7= NTS 1 • 11 4040.20 NOA DRAWING MAP SHEET GENERAL NOTES ............. I GLAZING DETAILS ............ 2 DESIGN PRESSURES.......3 ELEVATIONS ..................... 4 VERT. SECTIONS ............. 5 HORIZ. SECTIONS............ 6 PARTS UST ....................... S EXTRUSIONS .................... 7 CORNER DETAIL .............. 7 ANCHORAGE .................... 8-11 FRODUCr REVISED n complyinf with d• ➢wIlk Eulldiny Codo O8 Acaplmae No inlianOW t��i) Oy Mlem ede Ao6k1 �i \\\1' LYNN 41/(IF i a' H� ,BIOS t . ?04 A. LYNkMILLk P.E. FL P.E.0 58705 2 or 1/2" NOM. GLASS SITE 118' ANNEALED OR HEAT STRENGTHENED GLASS • • • • 11/8" ANNEALED OR HEAT STRENGTHENED GLASS • • • 511W NOM. • 5/16" LAMINATED GLASS • • • • • • • • • • • • • U2" NOM. 46 GLASS BITE •• 313 . ` •813,87,139 or 92 139,90 D 70 1/8' ANNEALED OR HEAT STRENGTHENED GLASS 000 PV13INTERLAYER 1/8" ANNEALED OR HEAT STRENGTHENED GLASS 611W LAMINATED AIR SPACE 1/8" ANNEALED OR TEMPERED GLASS 13/18' NOM. 13/16" LAMI IG GLASS W/ 5/16" LAMI o TWiNOLCOY CRNE N. VENICE FL 34275 VA. •Q%'I" NOKOMM, R..4 )M. SITE NOTE: LAMI IG OUTBOARD LrrES MAY BE UPGRADED TO 3/18' WITH NO CHANGE IN DESIGN PRESSURE. aEXTERIOR 1N ERI 6 (ALL SECTIONS) KURARAY BUTACRE PVBINTERLAYER or SAFLEK•PVBINTERLAYER BY EASTMAN CHEMICAL COMPANY 3/18" ANNEALED OR HEAT STRENGTHENED GLASS 090 PVB INTERLAYER 3/16' ANNEALED OR HEAT STRENGTHENED GLASS 7/18' LAMINATED 7/16" LAMINATED GLASS UT' NOM, GLASS BITE ® PRoDuCr RBVMED u corodYi"• wNh fIN Pbf1d• B•iWin{tb "o AeaPfpfa NI 'roll !Nt• Ry 3118" ANNEALED OR HEAT STRENGTHENED GLASS 090 PVB INTERLAYER 3/16' ANNEALED OR HEAT STRENGTHENED GLASS N�.•'�fCENSg''.FP 7/18'LAMINATED AIRSPACE 1/8' TEMPERED GLASS e ` Yc ' 'c 13118" NOM. : N0.58705 13116" LAMI IG GLASS W/ 7/16" LAMI GLAZING DETAILS ALUM. SINGLE HUNG WINDOW IMPACT A LYNN �1ILLER P.E. FL P.E.# 66T06 1Z7ab fiag"' tFOEP FUII 2 • 11 �04D-10 E III FLANGE OR INTEGRAL FIN WINDOWS W/ HIGH SILL OPTIO' BASED ON FLANGED WINDOW TIP -TO -TIP FRAME DIMENSION WIDTH GLASS TYPE 03" 88" 88" 4g" A,B,M +80.0 -80.0 +80.0 -80.0 +80.0 Sr A,B,M +80.0 410.0 +80.0 40.0 +80.0 63" A,B,M' +80.0 80.0 +80.0 -80.0 +80.0 53 118" A,B,M +80.0 -80.0 +60,0 1 -80.0 1 +79.6 i. •o• MEETING RAIL 0 HT. 0 Xti S/�SH I,9 10 I.0 STANDARD VIEW & RADIUS TOP FLANGE OR INTEGRAL FIN WINDOWS Wl HIGH SILL OPTION TABLE 2. BASED ON FLANGED WINDOW TIP -TO -TIP FRAME DIMENSIONS WINDOW HEIGHT WIDTH GLASS TYPE 38 318" 44" 60 818" 1 83" 72" 74" 78" �• A,B,M +80.0 -80.0 +80.0 80.0 +80.0 -00.0 +80.0 80.0 -70.0 +70.0 -70.0 +70.0 -70.0A,B,M �70.0 +00.0 -80.0 +80.0 -60.0 +80.0 -80.0 +79.9 •79.9 0.0 -70.0 +70.0 -70.0 +70.0 -70.0A,B,M +80.0 -50.0 +80.0 40.0 +80.0 .80.0 +78.9 -T8.9 0.0 .70.0 +88,8 $8.8 +87.13 d7.8 • 63118" A,S,M +80.0 -80.0 +80.0 40.0 +00.0 .80.0 +75.0 -75.0 +68.0 48.0 +88.7 418.7 +85.5 -05.6 NPTO831 CIDjE,F,G,H,1,J,K,L +80.0 40.0 +80.0 -60.0 +80,0 -80.0 +80.0 80.0 +70.0 -70.0 +70.0 -70,0 +70.0 -70.0 ■r STOM VIEW & QADIL BASED 01 f%tt(VED I WIDTH • C��SrTYPE 83118" JXL HIGH "O• HT. MEETING RAIL t w SIH TABLE 3. W T. AL FIN) .0. MINUS 8816/1s" - SASH HT. 70.0 -70.0 �• I MEETING RAIL I i TABLE 4. I � tH • 0000 TEST REPORTS GLASS TYPE6P • A. 5M8• LAM1 900,1/8"A fT4I847, 4848 4729 4957 6/18" lA U8"HS ------------- FMA647 4040 l/18" 1/8" ,.09011WHS FTL•4647, 4048 D. 7/18" LAW- S•18"A,1090, 3116"A FTL•4845, 4895 E.016" LAMI - 18"A,.090, 3/18"HS FTL�846 7/18• LAMI. 3/18'NS .090 S/18'HS FTL-4846 G. 13/1S" LAM] IG - l/8" T, AIR SPACE, 5/16" LAMI - 1/S'A .0901/8"A FTL•4846, 4723 H. 13/15• LAMI IG - 1/9" T, AIR SPACE, 5118" LAMI. 1/8"A,.090,1/8"HS �'�6 I, /3/18" LAMI IG -1/8• T, AIR SPACE 5/18" LAMI - 1/8"HS .p90,118"H3 FTL-480 J. 13118• LAMI IG -1/8• T, AIR SPACE 7/18" LAMI - 3/18"A„090, 3/18"A FTL-4649, 4650 K 19/18• IAMI Kd -1l8" T, AIR SPACE, 7/18" IAMI - 8/18"A,.090, 3/18"HS FTL�1849, 4650, 4958 L. 13118• LAMI IG - llr T AIR SPACE, 7/18• LAMI - 311rH8,090, 3/18"HS FTt 4849, M. 13/10" LAMI IG -1/8"A AIR SPACE 5110" LAMI - 1/5"A ,090 1/8"A FTLJ' 083 PRODUCT REVISED of m ,plylnS wltA dw RoNd■ Bullduy Cods Acc+plam No Q$ _) ]nN' DNe By ® ILL PcoduN ��Iluluh 3ti� . • ENSE vs :' u NOTES: 1. WINDOWS WITH THE LOW SILL OPTION ARE LIMITED TO A POSITIVE DESIGN PRESSURE OF +04.0 PSF OR LOWER AS SHOWN IN THE TABLES. NEGATIVE DESIGN = Nc 68705 PRESSURES ARE UNEFFECTED. -_ - 2. FOR INTEGRAL FIN WINDOW DESIGN PRESSURES USE THE ABOVE TABLES BY DEDUCTING 1' FROM THE FLANGED TIP -TO TIP FRAME DIMENSIONS. 1 S 3. AVAILMU SASH HEIGHTS FOR CUSTOM WINDOWS ARE 12 5/8" MINIMUM TO 38• MAXIMUM. = O '• 1 4. GLASS TYPES C, G. K. AND I MAY BE USED IN SASH ONLY ® l01. q7@ OF •: �! LAL 60105 E SASH OLA88 OPTIONS FOR cU570M VIEW H7187ON9 DESIGN PRESSURES %, c�`,;'' ...... +snrecNNo�ooronlve`S/OfVAI- J.J. •�'010-DNO GIANOE87M88HEET N.VeMCE,FL�276 �,.UM.�SINGIE �HUNGWINDOW IMPACT "lomw P.oIssu •.rriw •A. LYN�I IyIILLE'RP.E. J.R CMANOEaCMOLA887YPE7D7EM!'FREaFROMH9 Naconad.fa.�n, V3 *B.Nn 11 4040-TO E FLP.E.N58705 63 IV MAX. FLANGED WIDTH 52 1AP MAX.LF. WIDTH 49 5/8" MAX. FIXED DLO (ALL)it 1 76" AX. 76' MAX. SEE DLO A I.F. I.F. Ff TABLE 0 D —J HEI. SEE DLO O HEI LHT 78" TABLE 78" MAX. FLANGED FLANGED 38 /18' HE HEI T SEE DLO TABLE x SOH SEE DLO X S E (MAX.) SASH HE HT TABLE NO E 4 481/4' MAX. • VENT DLO (ALL)_H DETAIL B • •. bETAIL A VIEW (STANDARD SASH) ...... • 175" MAX. • • • • • • • 76" I.F. • • • 0 • I I.P. E •• HEI HEI HT IHIT SEE ��• 000 I SEE OLO • � Pr TABLE 0 ,� 76" MAX. • • • I FLANGED FLANGED • • • HEI HT • • •• • 20" SEE DLO TABLE X I gAS ASH SEE DLO TABLE X SASH HEIGHTHEIGHT B DETAIL D DETAIL E VIEW (CUSTOM SASH) RADIUS TOP (CUSTOM SASH) NOTES: 1. SEE SHEET 8 FOR VERTICAL AND HORIZONTAL SECTION DETAILS, 2. SEE SHEET 7 FOR CORNER DETAIL VIEWS. 3. SEE SHEETS 8 THROUGH 11 FOR ANCHORAGE INFORMATION. 4. SASH HEIGHTS FOR STANDARD SASH WINDOWS (DETAILS B 8 C) ARE BASED ON A THREE OVER TWO FORMAT. L 6615 E WO Cl1AIdoEST►a88l1EE1' LEVA7 +omTeel•aimvoRlvE ,� J.J. f00TH1 D NCCN4NWSTHIS SHEET N.VENICE,RSm ALUM.: J,R 001/11 C NO CHAaNOE'S TM SHEET P.0. eQx fl17• rrHF t.� NONOMIS,FlN471 V7elbjyBstar D1N00 FK W1105 dJ. tW7 w DETAIL C VERTICALL OPENING DETAIL T BILLL LOWOSPS/IJ'W" H A 34 117 18" 41 616"4" C 41 114'B" D 62 W' /16" E 52 14 SASH DETAIL Low SILL I SILL A 34 1/2' 34 3118" B 27 7 1S" 27 1/S" c 277MS' 2718 D 18 3/8" 16 3/4' E 18 3/8" 15 314" L b. 4 + 11 1 4040,2'0 75" MAX. I.F. HEI HT 7W MAX. FLANGED HEI HT SEE NO 4 PRODUCT MIND u complying with the Pbrwa Building Oade � �� ?DZl ny Mi i �odod hot .%Nl . ,VAIA, (.l ��"i. \� -N .`OCEN3F ,'P zc No.58705 01. S/ONA� �,E � A.LYNN MILLER. RE FL REA 68706 r )►--2.784' — 1 INSIDE MAX. FIXED LITE DAYLIGHT OPENING •:•••• • HEIGHT �1 • •�•••• •• OUTZ • • ••••• •• • ••• • • • •• A1A)e•• •••••• • • •VIES.DAYUGHi • • •••••• • • Opgrme• 1 • • • • • • •• • 00 •• • $V= NOTE: MIN, (1) SWEEP LATCH AT VENT CENTERLINE OR 28 27 OPTIONAL BOTTOM LOCKS, (1) 8' FROM EACH SIDE OF SASH. INSIDE MAX' VENT DAYLIGHT OPENING I I OUTSIDE --MAX. FIXED LITE DAYLIGHT OPENING MAX. WIDTH SECTION A -A _ ! INTEGRAL FIN (I F ) FRAME SECTIONS INSIDE 47 2. 48 HIGH 81 2. L04V T t jIGH SILL 48 LOW SILL HEAD 2.71 I.F. FRAME Ij II 53 OUTSIDE A I u v 2 Viw (HIGH SILL) 52 (Low SILL) SEE NOTE ABOVE 54 12 ULTRALIFT 89 12 ULTRALIFT ONLY ONLY ALTERNATE HIGH SILL o..rr. W 10M TECM01.0cry DRNE 3ECT701 FEr N. VEMCl, FL 2427d ALUM. 6 EET 1520 NOKOMjjtL 34274 iRe * Jknvr SHroo SECTION C-C RADIUS TOP DETAIL - FLANGED V 5 • 11 1 4040•20 NOTE: BALANCE PARTS USED BASED ON SASH WEIGHT 9,10,11,15,18 PRODUCT REVISED n complying with the Pbdde DuMns Code Acapuuce No I - S �$ 21 orlon DNe �D Dy M' Product Illlllll ` No,50705 o Cl �5 " -i I w� , C) STATE F 'I,,s/()NAU A. LFN14194IE k P.E. FL P.EJ 58M r r , I.F. FRAME 1 or 47 I 2 --2.784—+{ 1 II ri.052 I I 2.e30 2.330 53. .052 O FLANGE FRAME HEAD I I #4002A.8083-T8 If--2--I.784 1 LANGE FRAME SILL (LOW) r , WELD F I ALONG 1.749 O #40030, 6o63-T6 6 or 50 SCREW BOSS %A) 2.710 _1 0 490 -1.451-4T • • . • • • O SASH STOP O FL'A ZE FRAME JAMB 7 #4025, 6053•T5 ... . •6 #4004, 600TB • • (USID AS RADUS TOP HEAD) • • 114E 4.--2.279�� • • • • I • •• •• ••• • • • • .082 • .166 1.707 ff • •• • .062 • • ; FIXED MEETING RAIL 2g SASH TOP RAIL • #4054A,t063HD•TB #4006C,8663HS-TB 3.446 N—2.784—�1 89 FLANGE FRAME SILL (HIGH) #4050A,6063-TB TW SHEET SEALANT OR GASKET 1 AT HEAD AND SILL .738 1 SEALANT ALONG ENTIRE JOINT �� I.F. FRAME 11 6or50 '040 � VIEW D-D VIEW E-E 8 VIEW HEAD 8 SILL, RADIUS TOP SILL) (RADIUS TOP HEAD ONLY) STOP COVER (111 FRAME CORNER CONSTRUCTION OSASH 17 $4053,6003-T5 1 +' 1.165 .6.6178 2.326--1 -T .082 ''s 1.098 WW4—I----I1..� GLAZING BEAD, 5/16" 41 #40398,5083T5 o6z 1.979 SASH SIDE RAIL 31 #aooe, Boe3•r5 1 28 SASH BOTTOM RAIL(LOW) 678 #4007,6063-T5 050 .060 RBVIBBD 2.320-- 1 2.8% .062— Ll 88 SASH BOTTOM RAIL (HIGH) #4051A.6063•T5 N. VENICE. FL 3m5 P.O. •QX 1625 NO.0MI5. FL... '� 1.096 1 T PRODUCT• GLAZING BEAD, 5/16" uuia'•'uplying gCO& iaalevLofla. �6 42 #4044B, 6063•TB`0Pn°CO�y! -o �QJ (USED W/ GRILL KIT) �� ,.D96�—� I T By 44 GLAZING BEAD 7/16" nm•5 PfO�`I� #4222, 8083 T6 883 060 678 �I 111111I .050— 1;L O GLAZING BEAD, 13/16" IG__ 1.115-}�- - �i-T 48 #4007,6063-T5 GLAZING BEAD, 7/16" No. s07os 45 #y66C,6083-T5 = (USED W/ GRILL KIT) _ :gyp`• s TEdrs EXTRUSIONS & FRAME CORNER DETAIL �TALUM. SINGLE HUNG WINDOW IMPACT ..Y.>,ere � a.+•r,► � A. LVtdN MILL'�A, P.E. vwkv Bear sHnoS HEIf 7 r 11 4040.20 E FL P.E.# 58705 QUANTITIES FOR 1M FLANGED WINDOWS TABLE 6 ^ ANCHOR MU - QUANTITIES _ . __. OW HEIGHT 1. ANCHOR TYPES: 1-1/4' ELCO TAPB84C RE 2 -1/4' ELCO 8&1 CRETE•FLEX rE; 2&603 34,6D3 1 40.003 46.603 52.603 68,803 84.803 76.000 3-012SCREWS Z U U O U M O f� U p N Z^ N O N Z Z O =' 2. ANCHOR LOCAT EIONS ARE BASED ON THE ' p V p 2 M p Z pt p Z Z 2 Z O N FCwLOWIINO DIMENSIONS. WNDOW GLASS 4-8-9 N cif QO "' of $ " O M O nt Oct p g WIDTH TYPE 5 5 s� U ' U O o O JAM38 -171@' MAX. FROM TOP CORNERS C,p,E,F,G, 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 ft22 1 1 1 1 1 16' MAX. FROM BOTTOM CORNERS 19.128 H,kJ,KL 121 1 11 1 2111 22LOW MTG. RAIL 21 222222222 222222222222 Y32233 SILL •ANCH Br MAX. ENOTREQUIRED ABM i 1 1 1 1 1 1 1 1 1 1 1 1_ ._.1....... �._ . 1--. _.... _�........11 2221 222222222222222222222232233 3QUANTITIESUSINGTHEDIMENSIONALCRITERIAOF C,D,E,F,G, 1 1 1 1 1 1 1 1 1 . INSTALL PER THE ADJACENT TABLE ANCHOR 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1.. NOTE 2. H,I,J,K,L 112 1 t 1 2 1 2 1 2 1 2 2 2 1 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 3 2 2 2 2 2 3 2 2 2 3 3 3 2 2 3 3 4. TABLE WIDTH AND HEIGHT DIMENSION ARE FOR 24.000 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 FLANGED WINDOWS. INTEGRAL FIN DIMENSIONS AB,M 1 21 1 121 21 21 2221 222222222 2222221.2322 22232223332233 AMi-LESS. C p E F Q 1 1 1 1 1 1 1 1 1 1 1 1 1 1 _1 2 1 1 2 1 1 1 _ 6. DE10N PRESSURE LIMITATIONS: • H,I,J,K,L 1 2 1 2 2 2 2 3 1 2 2 2 2 3 1 2 2 3 2 3 2 2 2 3 2 3 2 2 2 3 3 3 2 2 3 3 3 4 3 2 3 3 3 4 3 3 4 4 SB01 p ITALICIZED VALUE B ABOVE THEM, INDICATE A • '2'� 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Eg T QUANTITY ...... • • ..-. ._. _. - ....... _ , . _ MAXIMUM DESIGN PRESSURE WITH HE • •M • •• 1 21 222231 MAXIMUM DESIGN 222231 2232322232322233322 33343233343344 OFANCHOR88HOWNINBOIA.OTHERWISE,THE • •• • �,D E F,0 1 1 1 1 1 1 2 1 1 2 1 2 2 1 2 2 1 2 2 1 2 2 1 2 PRESSURE FOR THE •••••• • y� • • • 37000 I�I•I, L 221 222231 22323222323222323232334233334 3334363 RESPECTIVE SIZE 1 1 1 2 1 1 2 1 2 2 1 2 2 1 2 2 1... __?.._ ._2.. 1.--2 AVAILABLE, • • 221222231223232223232223232323342339343334363344 ••••• •• ••'MF ••••• • • 2 2 2 2 2 2 2 2_ 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 •••••• �•• 40.000 Y,yIK�• 2 2 1 2 2 2 2 3 2 2 2 3 2 3 2121213 2 3 2 3 2 3 2 4 2 3 3 3 3 4 2 3 3 4 3 6 3 3 3 4 4 5 3 2. 4 •• • • • 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 ...2...2 z •:•••• •••221222232223232223232321.3242333842334383334463344 • • . • • • P To TABLE KEY: i••••i •• dF•F•t% 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 _ 41 .__ ..... _..._ ... . . _ MAX. PSF • • •44.000 H,I,J,K,L 2222222322232322332423 33342333342334363394483 • (DPLMJNTED) 118 rrsouucrRavlsso gBJd 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 HEAD 2 e� �7oe°a.Ithm.amMM. 2 2 2121212 2 3 2 2 2 3 2 3 2 2 3 3 2 4 2 3 3 3 3 4 213 3 3 3 4 2 3 3 4 3 5 3 3 3 4 4 5 3 4 4 6 JAMB ABO� 2 3 Aca IoaDo 13 I I m No P 79 79 ATG. RAN. C,D,E,F,G, 2 2 2 2W34 2 2 2 2 2 2 2 2 2 2 2 3 2 2 3 „? „? J/1AB BELOW n 48.000 H,IJ,KL 2 2 2 2 2 2 2 3 3 3 3 3 4 2 3 3 4 3 4 2 3 3 4 3 8 3 3 3 4 3 6 3 3 4 6 4 6 3 4 6 6 WrG.RAIL 2 2 2 22 2 2 2 2 2 2 2 2 2 2 3 2 2 3 2 2 AB,M ..... .._ 22221223333342334 342334 353334363345483466 (FULLHE�2PSF 72 79 79 JAM CpEFQ 2 2 2 22 2 2 2 2 3 2 2 3 2 _2.. 3 2. 8....3.....?9 0 RAIL2 3 '. aceNSF _. t63.125 H,IJ,K,L 22222223,23343423 3434 3 33435334448344 646 JAMB BELOW Na.60T05 2 3 ": 2 2 2 2 _2 2 2 2 2 2 2 2 3 2 2 3 2 2 3 .. ? 2 3MT G RAIL AB,M 222222232223342334342334314333436334446334648344b -p 97 E L,sc sn2ns a NO CIfAN0E87NE18ifEET ANCHORAGE SPACING 1/1 WINDOW3 %o��cs •.Fc�mvP.•a0- tmctECNNaooroarvE m •� 'S�UNAl+ JJ �lmW C94NM7HI88NEET N.VENrA.M. ALUM. SINGLE HUNG WINDOW IMPACT .P.`vAtsm LYNI�d6LLLA, P.E. NC f844W1iEH TW8 BNEE7 Now R yW4 1Rdby Barr. TH 8 + 11 40I0,20 E FL P.E. 68705 F.K QUANTITIES FOR STANDARD VIEW AND RADIUS TOP FLANGED WINDOWS W9JDOW IfIGHi 'E 29.855 1 37.155 44.6555 1 a.155 59.556 GLASS20 Z Z M Z 2 l�, N�� (�IVNC;�Sr`IVNO�OIVNO r�$NNv' S r c 22 tJ U U H.LJ,K,L 1 1 111111112121211 2 2; 19.125 1 1 1 1 1 1 A,B,M ... _.. 111111222122, _.._ _ _ PSF 79 C,D,E,F,G, 1 1 1 1 1 1 24.000 HJAKX 1 1 1 1 1 1 2 2 1 1 2 2 1 1 1 1 1 1 A,B,M 111111221122 PSF 09 77 C,D,E,F,G, 1 1 1 1 1 1 1 1 :• j2•0 H,I,J,K,L 1 1 Ili 2 2 2 2 2 2 �A,B,�• 1 1 1 1 1 1 :••••: • 111111222222 • • • • • • PSF S9 oil 79 • • • • • • • G,D,l,F,O, 1 1 1 2 1 1 •• • 37.000 `tf1.1RL' 711111222222 1 1 1 2 1 1 •••••• 1 1 :•• • :i'i'i• 1 ill 2 2 2 2 2 2 . ••Q8i 54 70 S7 79 '••:•• .. Q•%.F&% 2 2 2 2 2 2 • . '. : •••••• 40.000 H,I,J,K,L 1 1 1 1 1 1 2 1 2 2 2 2 2: U 2 2 1 22 1 212 TABLES. - - -- - - 1. ANCHOR TYPES: 1 -1/4' ELCO TAPCONS 2 -1/4' ELCO S84 CRETE•FLEX 3 -1/12 BCREws 2. ANCHOR LOCATIONS ARE BASED ON THE 355 70.000 V cU z�2eq Z Z p p N$ N O " O FOLLOWING DIMENSIONS: CORNERS V f� 3 V U HEAD • 18112' MAX. FROM TOP JAMBS • 171/2" MAX. FROM TOP CORNERS 16' MAX. FROM BOTTOM CORNERS I 1 1 1 ... 1 2 3 2 3 2 2 2 3 2 S" MAX. BELOW MTG. RAIL SILL -ANCHOR$ NOT REQUIRED 1 1 1 1 2 3 2 33 Mild 2 3. INSTALL PER THE ADJACENT TABLE ANCHOR QUANTITIES USING THE DIMENSIONAL CRITERIA OF NOTE 2. 1 1 1 1 2 3 2 3 2 212 _1 3 2 4. TABLE WIDTH AND HEIGHT DIMENSION ARE FOR FLANGED WINDOWS. INTEGRAL FIN DIMENSIONS 1 1 1 1 1 232922232 ARE 1"LESS. 5. DES N PRESSOR LIMITATIONS: SIZEBLOCK9 0 THE ADJACENT TABLE WITH A SOLD ITALICIZED VALUE ABOVE THEM, INDICATE A 1224 4 3 3 2 4 3 MAXIMUM DESIGN PRESSURE WITH THE QUANTITY OP ANCHOR$ SHOWN IN SOLD. OTHERWISE, THE 4 3 3 2 4 3 MAXIMUM DESIGN PRESSURE FOR THE RESPECTIVE SIZE AND GLASS TYPE IS 1 2 2 1 2 T-e I -;I i Ni iFi AVAILABLE. 2 2 � - TABLE KEY: ...... .�8.y. 11111222222232233352233433343333343443343443353 • •0 • • • •:•••• •• • POP C,A,E,F,G, 49 2 79 2 68179 2 2 1 2 791 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 MAX. DP LIMITED PSF 117 PRODUCT REVIMU mcomplTi�pwiUt the Florida ••• �4.000 H,I,J,K,L 1 1 1 1 1 1 22 22 2 2 3 3 2 2 3 3342 3 3 344 3 34 344 3 3 4 34 43 34 2 34 2 4 2 3 384 2 2 HEAD g 0e;la;eeaoar5 .OS aeaO Fa°tl"pel�0. 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 JAMB ABOVE 3 3 r 4D zl A B,M 111111222222332233342339443343443343443343443354 MTGRAS PSF 45 74 51 74 79 79 2 2 JAMB BELOW �* eProdua I C,D,E,F,G. 2 2 2 2 2 2 2 2 2 2 2 2 3 2 2 2 2 .2 3 2 MTG. RAIL 48,000 H,I,J,K,L 11111122222233223334333344334444 3 344444354354 E44 2... ABM 2 2 2 -Ti 2 2 2 2 ..2_.. ..2......2, ..2., ..3.....2. _2.....2.... 4 2.. 3 34 __2_..3.. 4 4 44 _ 2..... 3 5 4 35 _2. 4 FULLD 1nnl;lr 1 1 1 1 2 2 2 2 2 2 3 3 2 2 3 3 3 4 3 3 3 344 3 3 4 44 HEAD a PSF 11 07 4a 67 7S 79 JAMBABOVE a a ``�oN7 .:' 4`CENSE '•• P , C,D,E,F,G, 2 2 2 2 2 2 3 2 2 3 2 3 3 2 3 3 2 3445'54354554 3 3 2 3„ 3 2 354 3 MTG. RAIL _*;; No. 58705 - i� 53.125 H I J,K L 11111122222 3339333443344443344443 2 2 3 2 3 3 2 3 JAM = = - ABM 2 2 2 2 2 2 9 2 2 3 2 3 9 2 3 3 514 $4 4 3 5 4 WIG.RAIL �O 1 1 1 1 1 1 2 2 2I2 2 2 3 3 3 3 3 3 4 4 3 3 4 4 4 4 313141 4 4 4 8 3 414 614 413 BTA11 ANCHORAGE SPACING STANDARD VIEW/pNAI ��^ \ 10T0leawoLoaV oArve N. VENICE, fta+m— ALUM. SINGLE HUNG WINDOW, IMPACT rr 1 QTYJ$RE"WTED9Y91iE r.0.9gX 1sn r.wr r " •rw+ r,. A. LFL P.E. 6870 P.E. NOKaa;s,Fi.�e+ Vt+eb�Brea. �� NTS 8 + 11 4040.20 E FLP.E.868705 • •• ANCHOR QUANTRIES SUBSTRATE: ANCHOR TYPE: WINDOW GLA83 WIDTH TYPE 19.12s D,E,F,J, KJ. D,E,F KL D E F J 32 000 K,L ABOVE MEETING RAIL HEAD & JAM88 CUSTOM FLANGED NOUGHT WINDOW HEIGHT MINUS SASH HEIGHT TABLE 7. ANCHORAGE NOTES: 1. ANCHOR TYPES: 1- IM ELCO TAPOONS 2.884 CRETE FLEX 02 SCRE 3 • t1SCREWS 2. ANCHOR LOCATIONS ARE BASED ON THE FOLLOWIING DIMENSIONS: HEAD -1a 11r MAX, FROM CORNERS RS JAMBS -1711Z' MAX. ABOVE THE lir MAX. FROM TOP METING RAIL 8' MAX. BELOW MTO. RAIL IV MAX. FROM BOTTOM CORNERS SILL -ANCHORS NOT REQUIRED 3. DETERMINE THE ANHCOR QUANTITIES FOR CUSTOM VIEW WINDOWS FROM TABLES 7. AND 8. USING THE DIMENSIONAL CRITERIA OF NOTE 2. USE TABLE 7. FOR ABOVE THE MEETING RAIL AND TABLE 8. FOR BELOW. 4. AVAILABLE SASH HEIGHTS FOR CUSTOM VIEW WINDOWS ARE 12 QJ8' MIN. TO 38' MAX- b. TABLE WIDTH AND HEIGHT DIMENSION ARE FOR FLANGED WINDOWS. INTEGRAL FIN DIMENSIONS ARE 1' LESS. E 10 U LIMITA 0 SIZE B OF THE ADJACENT TABLE WITH A BOLD 31111 ITALICIZED VALUE ABOVE THEM, INDICATE A MAXIMUM DESIGN PRESSURE WITH THE QUANTITY OF ANCHORS PRESSURE OR THE ERW ISE, THE MAXIMUM DE SIGN WINDO HEIGHT MINUS FROM TABLE S. 17.128 22.908 .211 83.7b4 39.296 44.839 60.982 65.928 vi $ 1 ' 1 '.j. 1 1 N 1 1 ..1 . 1 1 � 1 _ 1 1 1 O ei Q •( 1 2 �2 1 Z V N 1 2 -2' 1 2 U r 1 2 - 2._.-_2'..-,2__ 1 2 O w Q N 1 2 1 2 3 f N� 1 2... 1 1 2 � Q� 1. 2 1 2 1 3 o! Q 1 2 1 _2 2 3 iy 1 2 1 ._.2_....3_._.3. 1 3 CY _ $ 1 2 .....2 1 1 3 O 1 . 1 1 3 f� a 8 p 1 2 1 ...2.. 1 2 r 1 2 1 -3 1 3 C Pl M 1 3 1 _.� 1 4 o n O 1 2 1 - 2 1 3 Qof r U 1 3 1 ._ 3 1 4 G h 1 9 1 -- - -- 9 1 4 N 1 2 1 _....._ 3 1 3 V r 1 9 1 _.. - 3 1 4 � N 1 8 1 -..._-_ 3 1 5 N� -. 3„ 3 1 ................... 3 1 3 r 1 3 1 4 1 6 87.000 P8 D E,F,J, K,l 1 1 1 1 1 2 i 2 2 79 2 2 2 1 _2 3 2 9 2 1 2 9 9 4. 2 1 2 9. .. 3 3 2 1 2 4 9 4 2 1 2 4 4 s 2 1 2 6 4 s 40.000' PSF 79 79 79 79 O,E,F,J, KX 2 i 2 J` 2 2 2 2 2 2 2 3 2 8 Y 3 2 4 2 1.8. 3 2 4 2 4 2 3 2 4 Z 4 2 3 2 5 2- 4 2 4 2. 6 2 6 2 4 2 6 1 2 • • IK000 PSF D,E F,J, • 79 2 1 2 1 76 2 79 2 2 2 77 2 79 2 3 2 8' 79 2 3 2 2 4 4 79 2 4 2 2 2 4 _.9... 6 2 2 2 4 3 ... 6 2 2 2 6 ...4.. s- 2 2 2 ...5 » 4 8 1 2 2 46.000 PS Q81gi1 • 18 •1� 79 2 f0 2 79 2 79 2 71 2 79 2 3 2 3 73 2 9 9 2 4 4 70 2 4 2 2 2 6 4 6 9 2 2 b 4 8 9 2 2 _ 5 4 6 8 2 2 ...... . 6 8 8 • • •• •• RESPECTIVE SIZE AND GLASS TYPE IB AVAILABLE. TABLE 7. KEY. MAX. PSF (DP L3YNTED) 112 1 1 2 2 Y i3126 • PSF p E,F.J, R,V 71 1 78 2 63 2 71 2 79 2 2 74 9 3 2 9 M 2 7f 9 4. 2 4 89 3 3 2 3 .. 6._ - 4 . 6. 9 2 ....8... b N 3 3 2 3 0 6 7 3„ 2 3 8 6 7 •1 1 1 2 2 2 4 8 of ANCHO 000000 QY• • • TIES AT JAMBS BELOW MEETING RAIL, CUSTOM FLANGED WINDOWS BASED ON SASH HT. TABLE 8. • SASH HEIGHT •BSTRA' 12.778 1s.778 1&776 21,770 24.776 27.776 AWpOW � Q31.108 WTH 19.126 1 1 1 2 1 1 1 2 2 1 2 2 2 2 2 2 2 2 2 1 2 2 1 2 2 231 2 2 24.000 2 1 1 2 1 2 2 2 2 2 2 2 2 2 2 2 2 2 3 2 2 3 2 2 32.000 2 1 2 2 2 2 8 2 2 9 2 3 3 2 3 3 2 3 4 2 3 4 2 3 79 37.000 2 1 2 2 2 2 3 2 9 3 2 3 8 3 3 3 8 3 4 3 3 4 3 4 40.000 74 2 2 2 2 2 212 3 2 3 3 2 3 9 3 3 4 3 3 4 8 4 4 3 4 44.000 2 1 2 1 2 8Q 2 2 1 70 2 3 2 9 3 9 3 4 8 3 4 3 4 s 3 4 6 8 4 48.000 2 1 2 L 2 03 2 2 72 2 79 3 2 3 4 3 3 4 3 1 4 4 S 4 s 3 4 6 9 4 6atas 73 2 1 2 2 66 1 2 66 2 72 3 3 3 4 3 4 4 3 4 s S 4 5 3 6 5 3 b orecNNaooroRne , � N. YlNNR, PL 71276 ALUA va. equc+a�o �,�•, NOKONia.n�zY� W,rbyBren. aµAoc HEAD 2 JANB ABOVE 2 Wo.RNL (FULL DP)HM 2.. JAIL ABOVE 4 PRODUCE REVVED s mmP1YM{ wltli tlM Pk� MTO. RAIL BuildinyCode 14.08 ,2001 TABLE B. KEY: M vro4ucl "' MAX. PSF p E 118 u l t l l JAMB BELOW 2 Hy LYNry WO. RAIL (FULL DP) No. 58705 JAMB BELOWB - _ _ WG. RAIL = v '•Ci. 7- = % ) '• 9 Al'E OF •((ice= CINO CUSTOM VIEW %.,�cS; •.F<Om0f.•'ON�\ ING WINDOW IMPACT '''%S7�JNAI. E` ' A. LS NIWMILLE'A, P.E. 10 .11, 40 20 E FL P.E.# 56705 t EXTERIOR INTERIOR CMU ®1. FOR CONCRETE APPLICATIONS IN MIAMI-DADE COUNTY, USE ONLY MtAM1-DADE COUNTY R CRETE•FLEX. MINIMUM DISTANCE FROM ALL HEAD AND SILL DETAIL) APPROVED 1/4" ELCO TAPCONS OR 114"SS4 1.3/4" MIN. EDGE ANCHOR ANCHOR TO CONCRETE EDGE IS 13/4".CONCRETE 2. FOR WOOD APPLICATIONS IN MIAMI-DADE COUNTY, USE 812 STEEL SCREWS (GS) OR 2x WOOD BUCK (SEE NOTE 1 A 3) (SEE NOTE 4)" 73) MIN. EDGE Or 864 CRETE-FLEX 3. FLAT HEAD ANCHORS, WHERE REQUIRED, MUST HAVE 812 TRIMFIT HEADS. 9.36 KSI MIN. __1 4. WOOD BUCKS DEPICTED IN THE SECTIONS ON THIS PAGE AS Ix ARE BUCKS WHOSE BE CONCRETE ••! i :.: ,, 13ar MIN., 1/4" TAPCON " '• TOTAL THICKNESS IS LESS THAN 1 112'. 1x WOOD BUCKS ARE OPTIONAL IF UNIT CAN DIRECTLY TO SOLID CONCRETE OR CMU. WOOD BUCKS DEPICTED AS 2x ARE �, •13/4" MIN.,1/4" CRETE•FLEX INSTALLED 1 3l8" 1 112" THICK OR GREATER. INSTALLATION TO THE SUBSTRATE OF WOOD BUCKS TO BE OPTIONAL 1x MIN. ENGINEERED BY OTHERS OR AS APPROVED BY AUTHORITY HAVING JURISDICTION. WOOD BUCK 6. FOR ATTACHMENT TO ALUMINUM: THE MATERIAL SHALL BE A MINIMUM STRENGTH OF (SEE NOTE 43 4 114" W03-T5 AND A MINIMUM OF 1/8" THICK. THE ALUMINUM STRUCTURAL MEMBER SHALL BE OF A SIZE TO PROVIDE FULL SUPPORT TO THE WINDOW FRAME SIMILAR TO THAT M/N6 MA MAX' SHOWN IN THESE DETAILS FOR 2x WOOD BUCKS. THE ANCHOR SHALL BE A M12 SHEET SHIM METAL SCREW WITH FULL ENGAGEMENT INTO THE ALUMINUM. IF THESE CRITERIA ARE DETAIL A DETAIL 8 MET, THE RESPECTIVE DESIGN PRESSURES AND ANCHORAGE SPACING FOR TAPOONS TYPICAL FLANGED HEAD ANCHORAGE MAYBE USED. A FLANGED FRAME COMPONENT MAYBE SUBSTITUTED FOR AN INTEGRAL FIN FRAME COMPONENT FOR MULLED APPLICATIONS, FOR INTEGRAL FIN MULLED APPLICATIONS IT IS EXCEPTABLE TO REMOVE THE FIN AND ATTACH TO THE 1 1/4' 8" MULL THROUGH THE FRAME USING THE FLANGED FRAME ANCHORAGE REQUIREMENT. MIN 6. ANCHORS ARE NOT REQUIRED AT THE SILL OF FLANGED UNITS. INTO CONTACT 1/4" MAX. SHIM +� �- : " 1/4" MAX. SHIM iW 7• MATERIALS, INCLUDING BUT NOT LIMITED TO STEEL SCREWS, THAT COME WITH OTHER DISSIMILAR MATERIALS SHALL MEET THE REQUIREMENTS OF FBC CURRENT, • • • r • . 144' MIN EDGE OGE EDITION. 000 CONCRETE ANCHOR,WOOD FH BELOW MEETING ANCHOR, FH BELOW MEETING • • • RAIL (SEE NOTE 16 3)RAIL. (SEE NOTE 2 & 3) c • • 3.35 KSI MIN. CONCRETE INTERIOR • • • r., ,;f_ OR 1.5 KSI MIN. CMU (ALL JAMB DETAILS) • • • • • • • • • • • 0000 Ix BUCK OPTIONAL WITH SOLID CONCRETE OR SUBSTRATE SEE NOTE 41 EXTERIOR BUCK (SEE NOTE 4) 10, • ( 6 • • • • • • DETAIL C DETAIL D • • 0 • • w— TYPICAL FLANGED JAMB ANCHORAGE • 1/4" 6/8' MIN. EDGE • i 2-0 EMBEDMENT M X. 1/4" • • • WOOD FRAME MAX* • —WOOD FRAME __f SHIM • 131' DIA. MIN. x 21/2" NAIL, AT CORNERS AND 6" O.C. 2.1/2" 131"DIA. MIN. It 2 V2" NAIL, AT CORNERS AND 5' O.C. EDGE 131" DIA. MIN. 1/4" x21r2 NAIL, MAX• AT CORNERS SHIM AND S" O.C. DETAIL F, (HEAD) DETAIL E, (JAMB) TYPICAL INTEGRAL FIN ANCHORAGE 'T BUCK N07X REMOVE BECT/OMaWA4 REF: iom TecNniotoor voeBTl1/8SHEET N.vENicE.FL .DoRIm E WS THIS SHEET P.O. Eqx KGg NOKOIAS• FL 34274 vsa b Barer EDGE FRAME �-- 2-112' EMBEDMENT DETAIL G, (SILL) SMTdp IAfTS111 .w 1114040-20.w 1114040-20 PRODUCT REVISED of cemldyi.g with the Florid$ Building Code Acceplauca No B plr$Ilon Dote �jJZ) MI e KlcootT D T r � C REVIEWED CJ REVISE AND RESUBMIT- O R E jE CTED 0 FURNISH AS CORRECTED Corrections or comments made on the shop drawings during this review do not relieve contractor from com- pliance with reouirements of the drawings and y specifications This check is only for review of general • conformance with the design concept of the project JUN 7 4 2016 end general compliance with the information given in MIAMF:E ie contact documents. The contractor is responsibbJL4M1=DADE'COUNTY,FLORIDA �Sq R qr: confirming and correlating all quantities andPRODUCTCO�fik6L-8ECT1ON DEPARTl1iEMr0F1 � 3tlRA'1ORYANiYh(.96WOtNftUJtESOtWCS&0WR);es and 11805SW26Street Room208 BOARD AND CODE WOMWISM01ONDMSION: coordinating his work witTii(7W315-2590 F(786)315-2599 NOTICE OF '"1 1( O1 performing his work in a www.miamidadegov/economy PGT Industries, Inc. 1070 Technology DiivQIACOMELLI ARCHITECTURE, INC. Nokomis, Fl. 34275 512 k I I F V G&' SCOPE: Date By This NOA is being issued under the applicable rules and regulations governing the use of construction materials. The documentation submitted has been reviewed and accepted by Miami —Dade County RER— Product Control Section to be used in Miami —Dade County and other areas where allowed by the Authority Having Jurisdiction (AHJ). This NOA shall not be valid after the expiration date stated below. The Miami —Dade County Product Control Section (In Miami —Dade County) and/ or the AHJ (in areas other than Miami —Dade County) reserve the right to have this product or material tested for quality assurance purposes. If this product or material fails to perform in the accepted manner, the manufacturer will incur the expense of such testing and the AHJ may immediately revoke, modify, or suspend the use of such product or material within their jurisdiction. RER reserves the right to revoke this acceptance, if it is determined by Miami —Dade County Product Control Section that this product or material fails to meet the requirements of the applicable building code. This product, is.approved as described herein, and has been designed to comply with the Florida Building Code, including the High Velocity Hurricane Zone. DESCRIPTION: Series "FD-750" Outswing Aluminum French Door w/ Sidelites — L.M.I. APPROVAL DOCUMENT: Drawing No. 8000—I1, titled "Alum. French Door 8c Side Lites, Impact", sheets 01 through 12 of 12, dated 12/23/04, with revision "E" dated 10/12/11, prepared by manufacturer, signed and sealed by Anthony Lynn Miller, P. E., bearing the Miami —Dade County Product Control Section Renewal stamp with the Notice of Acceptance_ number and Expiration date by the Miami —Dade County Product Control Section. MISSII.E IMPACT RATING: Large and Small Missile Impact Resistant LABELING: Each unit shall bear a permanent label with the manufacturer's name or logo, city, state, model/ series, and following statement: "Miami —Dade County Product Control Approved", unless otherwise noted herein. REVISION of this NOA shall be considered after a renewal application has been filed and there has been no change in the applicable building codenegatively affecting the performance of this product. TERNIINATION of this NOA will occur after the expiration date or if -there, has been a revision or change in the materials, use, and/ or manufacture of the product or process. Misuse of this NOA as an endorsement of any product, for sales, advertising or any other purposes shall automatically terminate this NOA. Failure to comply with any section of this NOA shall be cause for termination and removal of NOA. ADVERTISEMENT: The NOA number preceded by the words Miami —Dade County, Florida, and followed by the expiration date may be displayed in advertising literature. If any portion of the NOA is displayed, then it shall be dame in its entirety. INSPECTION: A copy of this entire NOA shall be provided to the user by the manufacturer or its distributors and shall be available for inspcctbw at ttie Job site at the m,%vst of the Building Official. This NOA revises and renews NOA No. )j1-1013:24 ab co'hststj or this page 1 and evidence pages.E---1, E-2, E-3 and E-4, as well as approval document diekdoied above.: • . The submitted documentation vas reviewedl�yJ'ainie 13.Gascon, p. r �sj •�• •�� •� �•� NOANo. 14-1117.05 M1AWDAflECOUNTY J, . . . . .. •EzpivationDate: February24,2020 % 00 w� << • • • • • • Approval Date: February 19,'2015 Pagel .... ....... . . . . . . . . . . . . .. .. . . . .. .. I PGT Industries, Inc. i NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED ` A. DRAWINGS 1. Manufacturer's die drawings and sections. (Submitted under previous NOA No. 09 1028.10) 2. Drawing No. 8000--11, titled "Alum. French Door, & Side Lites, Impact", sheets 1 through 12 of 12, dated 12/23/04, with revision "E" dated 10/12/11, prepared by manufacturer, signed and sealed by Anthony Lynn Miller, P. E. (Submitted under previous NOA No. 11-1013 24) B. TESTS 1. Test reports on: 1) Air Infiltration Test, per FBC, TAS 202 94 2) Uniform Static Air Pressure Test, Loading per FBC, TAS 202-94 3) Water Resistance Test, per FBC, TAS 202-94 4) Forced Entry Test, per FBC 2411.3.2.1, and TAS 202-94 along with marked --up drawings and installation diagram of an aluminum sliding glass door using a low sill threshold, glazed with 7/16" laminated glass, prepared by Fenestration Testing Laboratory, Inc., Test Report No. FTL-6941, dated 05/20109, signed and sealed by Julio E. Gonzalez, P. E. (Submitted under previous NOA No. 09-102&10) 2. Test reports on: 1) Air Infiltration Test, per FBC, TAS 202 94 2) Uniform Static Air Pressure Test, Loading per FBC, TAS 202-94 3) Water Resistance Test, per FBC, TAS 202 94 4) Large Missile Impact Test per FBC, TAS 201-94 5) Cyclic Wind Pressure Loading per FBC, TAS 203 94 6) Forced Entry Test, per FBC 2411.3.2.1, and TAS 202--94 along with marked up drawings and installation diagram of an aluminum doors of OXXO configuration, prepared by Fenestration Testing Laboratory, Inc., Test Report No. FT"921, dated 07/17/06, signed and sealed by Edmundo J. Largaespada, P. E. (Subuutted under. previous NOA No. 05-0419.03) 3. Test reports on: 1) Uniform Static Air Pressure Test, Loading per FBC, TAS 202-94 2) Large Missile Impact Test per FBC, TAS 20194 3) Cyclic Wind Pressure Loading per FBC, TAS 203-94 4) Forced Entry Test, per FBC 2411.3.2.1, and TAS 202-94. along with marked -up drawings and installation diagram of an aluminum doors of OXXX configuration, prepared by Fenestration Testing Laboratory, Inc., Test Report No. FTL-4527, dated 02/10/05, signed and seated by Edmundo J. Largaespada, P. E. (Submitted under previous NOA No. 05-0419.03) ... . . ......... . Jaime D. Gascon, . E.. Product Control Section Supervisor • 000 • •' • • • NOA No.14-1117.05 • • . • . • . ; . • Expiration Date: February 24, 2020 •. • 000 . • • .. Approval Date: Februaryl9, 2015 ... . E-1 . . ... . . . . .. . . . . . . . . . . . .. .. . . . .. .. . . . ... . . . ... PGT Industries NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED B. TESTS (coriTiNuED) 4. Test reports on: 1) Air Infiltration Test, per FBC, TAS 202-94 2) Uniform Static Air Pressure Test, Loading per FBC, TAS 202-94 3) Water Resistance Test, per FBC, TAS 202-94 4) Forced Entry Test, per FBC 2411.3.2.1, and TAS 202-94 along with marked -up drawings and installation diagram of an aluminum doors of OXXO configuration, prepared by Fenestration Testing Laboratory, Inc., Test Reports No.'s FT"528, dated 02/14/05, F11-4315, dated 09/13/04, both signed and seated - by Edmundo J. Largaespada, P. E. (Submitted under previous NOA No. 05-0419.03) 5. Test reports on: 1) Large Missile Impact Test per FBC, TAS 201-94 2) Cyclic Wind Pressure Loading per FBC, TAS 203-94 along with marked -up drawings and installation diagram of an aluminum doors of XXXO configuration, prepared by Fenestration Testing Laboratory, Inc., Test Reports No.'s FT"529, dated 02/14/05, FTL-4530, dated 02/14/05, FTL-4311, dated 09/01/04, all signed and sealed by Edmundo J. Largaespada, P. E. (Submitted under previous NOA No. 05-0419.03) 6. Test reports on: 1) Uniform Static Air Pressure Test, Loading per FBC, TAS 202-94 • 2) Large Missile Impact Test per FBC, TAS 201-94 3) Cyclic Wind Pressure Loading per FBC, TAS 203-94 along with marked up drawings and installation diagram of an aluminum outswing French door, prepared by Fenestration Testing Laboratory, Inc., Test Report No. FT1-4312, dated 09/ 13/04, signed and sealed by Edmundo J. Largaespada, P. E. (Submitted under previous NOA No. 05-0419.03) C. CALCULATIONS 1. Anchor verification calculations and structural analysis, complying with FBC 5t" Edition 2010, prepared by manufacturer, dated 10/11/11, signed and sealed by A. Lynn Miller, P. E. 2. Glazing complies with ASTM E1300-04/ 09 D. QUALITY ASSURANCE 1. Miami -Dade Department of Regulatory and Economic Resources (RER). E. MATERIAL CERTIFICATIONS 1.- Notice of Acceptance No. 14-0916.10 issued to Kuraray America, Inc. for their "Kuraray PVB Glass Interlayer" dated 02/19/15, expiring on 12/11/16. 2. Notice of Acceptance No. 14-0423.15 issued to -Eastman Chemical Company (MA) for their "Saflex CP - Safle.A avASafjex"HP jC inl gsite Glass Interlayers with PET Core" dated 06/19/14, expirinj.dn 12:11/21 Jaime D. Gawon, . E. Product Control Section Supervisor NOA No.14-1117.05 14piration Date: Fcbruary24, 2020 '.ApprovalDate: February19,2015 E-2 ... . . . . ... . . . . . . . . . . . . . .. .. . . . .. .. ... . . . ... . . PGT Industries NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED E. MATERIAL CERTIFICATIONS (coNTINuF.D) 3. Notice of Acceptance No.14-0423.16 issued to Eastman Chemical Company (MA) for their "Saflex HP Clear or Color Glass Interlayers" dated 06/19/14, expiring on 04/14/18. F. STATEMENTS 1. Statement letter of conformance to FBC 2010 and complying with FBC a Edition (2014), issued by manufacturer, dated 11/.06/14, signed and sealed by A. Lynn Miller, P. E. 2. Statement letter of no financial interest, issued by manufacturer, dated 11/06/14, signed and sealed by A. Lynn Miller, P. E. 3. Department of State Certification of PGT INDUSTRIES, INC. as a for profit corporation, active and organized under the Iaws of the State of Florida, dated 01/27/15 and filed by Ken Detzner, Secretary of State. 4. Statement letter of conformance to and complying with FBC 2010, issued by manufacturer, dated 10/11/11, signed and sealed by A. Lynn Miller, P. E. (Submitted under previous NOA No. 11 1013.24) 5. Statement letter of no financial interest, issued by manufacturer, dated 10/11/11, signed and sealed by A. Lynn Miller, P. E. (Submitted rntder previous NOA No. 11-1013.24) 6. Notification of Successor Engineer for manufacturer's NOA document per Section 61G15-27.001 of the Florida Administrative Code, notifying original engineer that the successor engineer _ is assuming full professional and legal responsibility for all engineering documents pertaining to this NOA, dated 10/07/11, signed and sealed by A. Lynn Miller, P. E. (Submitted under previous NOA No.11-1013.24) 7. Laboratory compliance letter for Test Report No. FTL-6941, issued by Fenestration Testing Laboratory, Inc., dated 05/20/09, signed and sealed by Julio E. Gonzalez, P. E. (Submitted under previous NOA No. 09-1028.10) 8. Proposal No. 08-1891 issued by Product Control, dated 01/26/09, signed by Ishaq Chanda, P. E. (Submitted under previous NOA No. 09-1028.10) .. . . . . . ... .. Jaime D. Gascon, P. E. Product Control Section Supervisor • • • • • • • NOA No. 14--1117.05 • • • • • • Expiration Date: February 24, 2020 • • . .. • . ... • • • •.. . Approval Date: February 19, 2015 E-3 . .. . . . .. . . . . . ... . . . . .. . . . . .. . . ... PGT Industries NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED F. STATEMENTS (CONT]INVED) 9. Laboratory compliance letter for Test Reports No.'s FTL--4921, dated 07/17/06, FT1,-4527, dated 02/10/05, FTL-4528, dated 02/14/05, FTLA315, dated 09/13/04, FTL--4529, dated 02/14/05, FTL--4530, dated 02/14/05, FTL -4311, dated 09/01_/04 and FTL-4312, dated 09/13/04, all issued by Fenestration Testing Laboratory, Inc.; all signed and sealed by Edmundo J. Largaespada, P. E. (Submitted under previous NOA No. 05-04I9.03) G. OTHERS 1. Notice of Acceptance No. 11-1013.24, issued to PGT Industries for their Series "FD- 750" Outswing Aluminum French Door w/Sidelites --- L.M.I., approved on 11/24/11 and expiring on 02/24/15. . .. . . . . ... . .. ... .. . . . .. Jaime D. Gascon, P. E�-'� Product Control Section Supervisor • • • • • • • • • NOA No.14-1117.05 • ; ; • : F�piratlon Date: February 24, 2020 • ; • • . . • • . Approval Date: February 19, 2015 E-4 . . . . . . . . . . . .. .. . . . .. .. ... . . . ... . . -NOTES: OUTSWING IMPACT FRENCH DOOR(S) AND SIDE LITE(S) 1. GLAZING OPTIONS: A. 71 ' CONSISTING OF (1) LITE OF 3/18" ANNEALED GLASS AND (1) LITE OF 3/18' HEAT STRENGTHENED GLASS WITH AN .090 PVS INTERLAYER OF DUPONT SUTACITE OR SAFLEXAKEEPSAFE MAXIMUM. 8 771' "I CONSISTING OF (2) LITE$ OF 3/18' HEAT STRENGTHENED GLASS WITH AN .090 PVS INTERLAYER OF DUPONT BUTACITE OR SAFLEXIKEEPSAFE MAXIMUM. C, 718- MI CONSISTING OF (1) LITE OF 3/18' ANNEALED GLASS AND (1) LITE �OF 3/18' HEAT STRENGTHENED GLASS WITH AN .076 VANCEVA INTERLAYER. D. j/16' LAMI CONSISTING OF (2) LITE$ OF 31i8" HEAT STRENGTHENED GLASS WITH AN .076 VANCEVA INTERLAYER NOA DRAWING MAP E. 7 MI I. . CONSISTING OF (1) LITE OF NIS' TEMPERED GLASS OUTSIDE,' Ile AIR SPACE AND (1) 7/18' LAMI GLASS ASSEMBLY INSIDE (3/16' &.090 PVB, 3/18' HS} OPIC SHEET F. 7/8" LAMI!a. CONSISTING OF (1) LITE OF 3/18' TEMPEREDGLASS OUTSIDE.11/4' AIR SPACE AND (1) 7116' LAMI GLASS ASSEMBLY INSIDE (3M8' HS,.090 PVS, 3/18" HS), GENERAL NOTES.,.......::: 1 CONFIGURATIONS........... I 0. CONSISTING OF (1) LITE OF 3116' TEMPERED GLASS OUTSIDE+ IN AIRSPACE AND (1) 7M8' LAMI GLASS ASSEMBLY INSIDE GLAZING DETAILS ........... 2 ( 18' A,.076 VANCEVA, 3MW HS). DESIGN PRESSURES ..... 3 ELEVATIONS .................... 4 H. � CONSISTING OF (1) LITE OF 3/10' TEMPERED GLASS OUTSIDE, 1/4' AIR SPACE AND (1) 7116' LAMI GLASS ASSEMBLY INSIDE VERT, SECTIONS ............. 6 ( 1 " HS,.O 6 VANCEVA, 311W HS), HORIZ, SECTIONS ......... 4 8 .. • . PARTS LIST.... ................. 7 .. • %. j0ESIGNQji f$§tlAES: TAE&E 1, 4I IEET 3. EXTRUSIONS ................... 6.9 • A NEGATIVE DESIGN LOADS BMBED ON TESTED PRESSURE AND GLASS TABLES ASTM El30H2, ANCHORAGE ....................10.1 • •e•,B. POSITIVEVESIGN LOADyq EA9ED ON WATER TEST PRESSURE AND GLASS TABLES ASTM E1300.02. • 1.PONFIGUVT1Qy8: & O4 M Vp , j 0OR OXXO WHERE Q REPRESENTS EITHER THE NARROW JAMB OR FULL JAMB SIDE LITE. ANY TWO A41AfiENT X 11NS CAN BE EITHERTSI LE, DOORS OR A DOUBLE, DOOR' BOTH USING EITHER THE STANDARD OR THE LOW-RI8E SILL. TI1E iKetu • • FRENCH OQOR ASSEAbL1 SEMI 18 USED TO ASSEMBLE X a AND • "�` � � • • s UNIT&TO MA14E THE ABOVE 01I)WI iURAMONS. • • 4. ANCHORAGE: THE 33113 T • W S INCREASE BEEN USED 1N THE DESIGN OF THIS PRODUCT. FOR ANOHORAGE REQUIREMENTS SEE SHEETS 9 THRU I I. ttMn ~ • • . • • • V SHUTTELqpXrOTREWRED! • 8 SEALANT; jV§V J ATIOtt8CPAft, FRAME AND PANEL CORNERS SEALED WITH CLEAR COLORED SEALANT. VERTICAL ASSEMBLY BEAM SEAMS SEALED ON THE INTERIOR AND BKTERIOR WITH CONTRACTORS SEALANT. 7 REFERENCES: TEST REPORTS: FTU 4311, FTL-4312, FTL-4316. FTL4627, FTL-4628, FTL-4629, FTL-4630, FTL4921 AND FTL-%41. ANSUAF&PA NDS-2005 FOR WOOD CONSTRUCTION ADM-2065 ALUMINUM DESIGN MANUAL • PRODIICI' pgNgWRD u y1� w1lh1Mt4ww 8. THIS:PRODUCT HAS BEEN DESIGNED 8 TESTED TO COMPLY WITH THE REQUIREMENTS OF THE FLORIDA BUILDING CODE, INCLUDING THE HIGH VELOCITY BSd1d=w4 HURRICANE ZONE (HVHZ). „�'1oo � 0 1{111111 51 ,' �° N lUl.Wfp AIlO AMNrNL YlARlI pupre %�•Q 6jIt�: oro r°c►utoioovoRlve GENERAL NOTES D DRAWING P "` ° rsc>soroawxc+ssmw ea>a ALUM. FRENCH DOOR&SIDE LITES IMPACT t t t w ".awr A LYIML�IZ, P.E. Y1 H°Jc FL 7� Fni60 FUL 1 r 12 8000�11 E FL REA 58705 F.K. f?/.ZJt04 L,7 , 7/16" NOM. ' 3/16" ANNEALED OR HEAT STRENGTHENED GLASS 090" DUPCNT BUTACITE OR SAFLEX/KEEPSAFE MAXIMUM PVB INTERLAYER 3/16" HEAT STRENGTHENED GLASS 91 OR 92 6/8" 7/16" NOM. 3/16" ANNEALED OR HEAT STRENGTHENED.GLASS 075" VANCEVA INTERLAYER 3/16" HEAT STRENGTHENED GLASS 93 DR 94 6/8" GLASS XE, TERiOR I TERIOR _ 11 INTERIOR SETTING BLOCK SETTING BLOCK GLAZING DETAIL GLAZING_ DEL& 7/16" LAMI GLASS W/ PVB INTERLAYER 7/16" LAMI GLASS NCEVA INTERLAYER • `• iIVNOM. •• `i"`i • 3/16"TEMPERED GLASS • : •: AIR SPACE • • • • .. . 3/16" ANNEALED OR HEAT • • • STRENGTHENED GLASS . .090" DUPONT BUTACITE OR SAFLEX/ • ``• i • `` ` KEEPSAFE MAXIMUM PVB INTERLAYER • : ` " " ` 3/18" HEAT STRENGTHENED GLASS OR 96 .••. 108.04,90 .... 1 nr% 5/8" GLASS 7/8" NOM. 3/16" TEMPERED GLASS AIR SPACE 3/10' ANNEALED OR HEAT STRENGTHENED GLASS .076 VANCEVA INTERLAYER 3/16' HEAT STRENGTHENED GLASS 97 OR 98 518" EXTERIOR ,j I INTERIOR EXTERIOR INLEBIgB �I GLAZING DETAIL SETTING BLOCK GLAZING DETAIL SETTING BLOCK 7/8" LAMI I.G. GLASS W/ PVB INTERLAYER 7/8" LAMI I.G. GLASS W/ VANCEVA INTERLAYER 1070 idCHHQL00YPRIV! t7!-/ti!I vv IJC I H14�7 wowNOXomm,ii ss1, rrw rrrrebNE47 P a etc on ALUM. FRENQH DOUR A NOXQWs fi�1ri1 FDF50 Fill 2 r 12 8000.11 ow"'OrAtViall MPKAN tillh The rtTom . �te orN1� lr WED am Placid& Itlllf �,I * . No c56705 �a= w; p'• �. xv, ! W� O,� A4 � •�`• A. Ll�t�l4'ttRIL .t!A, P.E. FL P.E.# 68706 • . ••• Table 1. Maximum Design Pressures (DSO Allowed Height (in) Configuration Width (In) Glass Types ,� e1 79 3/4 (6) 0 83 3/4 (7) 87 3/4" 91 3/4" �� 0 95 3/4 (8 ) A,E +70.0 -80.0 +70.0 .80.0 +10,0 -80.0 +70,0 -80.0 +70.0 -80,0 X 3711(3q C,G +100.0 -100.0 +100.0 -100.0 +100.0 -100.0 +400.0 -100.0 +100.0 -100.0 French Door A,E +70.0 -80.0 +70.0 -80.0 +70.0 -80.0 +70,0 -80.0 +70.0 -60.0 )oc L71 3/411 (B°) 11,G +100.0 -100.0 +100.0 -100.0 +100.0 -100.0 +100.0 -100.0 +100.0 -100.0 Full A,E +70,0 -00.0 , +70.0 -80.0 +70.0 -80.0 +70.0, -80.0 +70.0 -80.0 • • • Jamb 36 11/16" C,G +100.0 -100.0 +100.0 A00.0 +100.0 -100.0 +100.0 •100.0 +100.0 -100.0 ... 36.14h6, C,G +100.0 -100.0 +100.0 -100.0 +100.0 -100.0 +100.0 -100.0 +100,0 -100.0 8ldeli � .39+14/.18" C,0 +100.0 •100,0 +100,0 -100,0 +100.0 -100.0 +100.0 -100.0 +97.4 -97.4 • Karrow • A, 0, E. F +70.0 -80.0 +70.0 -80.0 +70.0 -80.0 +70.0 -80.0 +70.0 i80.0 • fainb �; • • ;11a:1M6" C'G +100,0 .100.6 +99.9 .99.9 +98.3 •96.3 +91.4 -91.4 +87.6 -87.9 . ...... D,H I +100.0 -100.0 +100.0 .100.0 +100.0 1 -100.0 +100.0 1. -100.0 +100.0 -100,0 h - 61-19-- wftau tsnv H,.ursu rvts, wwrio) f'11.-4311, Q12, 4310 8 - Ill eCAM1(3/16"HS„090 PVB, 3/16"HS) UPGRADE FTL-4311, 4312, 4318 C - 7/16- LAMI (3/16"A„075 VANCEVA, 3/16"HS) FTL4527, 4528, 4529, 4630 D - 7/16" LAMI (3/1WHS475 VANCEVA, 3/16"HS) UPGRADE F7I.4527, 4528, 4529, 4530 E - 7/8" LAMI'I.G. (3/1", 1/4" AIR SPACE, 3/16"A,,090 PVS, 3/16"HS) FTL-4311, 4312, 4316 F - 7/8" LAMI I.G. (3/16"T, 1/4" AIR SPACE, 3H6"HS,.090 PVS, 3/16"HS) UPGRADE FT1.4311, 4312, 4316 G - 7/8" LAMI I.G. (3/1V T, 1/4" AIR SPACE, 3/16"A,.075 VANCEVA, 3/18"HS) FT1. 4527, 4528, 4529, 4630 H 7/8" LAMI I.G. 3/16"T, 1/4" AIR SPACE, 3J16"HS,.078 VANCEVA, 3/16"1,113UPGRADE FTL4527, 4528, 4629, 4630 vEKHANU LENGTH HEIGHT � • s• 1. IF USING THE OPTIONAL LOW-RISE SILL (PART 10. SHEET 8 OF 12), THE OVERHANG HEIGHT MUST BE GREATER THAN THE OVERHANG LENGTH (SEE DIAGRAM} IF NOT, THE MAXIMUM POSITIVE (+) DESIGN PRESSURE IS LIMITED TO +50.0 PSF FOR ALL STYLES AND SIZES OF THE DOOR AND ANY ADJOINING SIDELITES, (REF, FTL-5941) fWvjv0T-R1tVe41?O Ir N� "i *6S me Efork& Id1� a. a a I5 uE 1111., 1 $(. `'," iYNN Mai i�i� `:1�.• NSE ` * • No. 58705 it 40j� P.14 vlklansw A fJAOA / NAdTA1Rib000p ii Q' . STA ; R fs� DESIGN PRESSURESNN ' .. F�oa►oP. ��`; �,a or�aano c NOQH""' °h'�° � rae sdso ALUM. FRENCH DOOR ASIDE LITES IMPACT iS,`1s/ONAL ...�«ae ...r t>a A.1Y% I�II.I A, P.E. F.K. 12/RM L,T. 410W � NOKAtit�ft �774 F01 0 NT3 3 + 12 6000-11 E F4 P.E.# 68706 •, I 73 43/16" MAX. WIDTH—+{ I 96 3/4" MAX. 4EIGHT ALL r-110 618"MAX. WIDTH � .� C R KO 0Cp • • • • • 37• • WIDTji • • i � • • " • MAX.H71314" ClEOALL X MAX. WIDTH • • • •• • •• UNITS 'MAX. • • • �• •.OLD •• • .• �. • All • • /• • 145 3/6" MAX. WIDTH OXXO (SHOWING EACH VERSION 36 11/16" 36 11/16" MAX. WIDTH MAX. WIDTH 25" 33 3116" MAX. DLO MAX. DLO X 'XX 0 (FULL JAMB) NOT S: 1. CONFIGURATIONS WITH SIDE LITES CAN BE EITHER NARROW JAMB OR FULL JAMB VERSION. 2. FOR ANCHOR SPACING AND DETAILS SEE SHEETS 9 THROUGH 11. 3. FOR VERTICAL SECTIONS SEE SHEET 6 AND FOR HORIZONTAL SECTIONS SEE SHEET 6. owl" ow oIN4*v Aletmtwf a to�oract+Noc00rpa1w EXAMPI Q NOKOMfd, M �Tf era W ► a xoctunofatwaaxEar r.0,oQKtm ALUM. f f=lG r snM L.. F07fo O (NARROW JAMB) NCH DOOR A SIDE LITES IMPACT NTS 4 r 12 n„ �8000-1 t E s F ,1 k "mucT RRVIaRD *M�rlrkte wf4i fw Flo" R A.�i�rw � r5 PAMWED r<adf4tlbFiarids t,fwillft,�T LYNN M7� ,i,� `� `'l��• �CEN3�c''•�F�Q �� * ' No. 55TOS * ' fl(fl JW` STATE OF �,S/ONA� A. LYNIVMILLkf3. P.E. FL P.E.# 58706 VERTICAL SECTION A NARROW AND FULL JAMB SIDE LITE HEAD • • • • • NIAXlDL • • •• •• • •••• • • • • • • • • • X11MOR • INBRIOR VERTICAL SECTION B OUTSWING HEAD q INAL VERSION YOP RAIL ,& 65 ALTERNATE VERSION TOP RAIL - ORIGINAL VERSION BOTTOM RAIL 2 ® B ALTSRNATB VMION BOTTOM RAIL NR�lxRO � rrltl� the nurlAu �� ( LYNN VERTICAL SECTION C VERTICAL SECTION D �� ~ ENSF NARROW AND FULL OUTSWING SILL ` * No.58705 AMB SIDE LITE S11 1.MMFP um ra n QI� f afro N 1Rrow e07i10M °1"r : Q STIAT V�RTIM SECTIONS �oronscruaioovom %..,c�� FIOR}oP • '' ��,• e rrorrawra n sate m. .,��5 •........ • �C��. n0CfMAi aDWWd.r ALUM. FRENCH DOOR & SID tires IMPACT 'i/; ONAI. �,�l" ora�vta o HOKMAFL$0r74 +°"t 76W ."m A. LY1JA'Alt R, P.E. AK. fY/29/04 l.T. I�/8/OQ FQ760 1112 5 12 0000.11 1: FL P.E.# 58705 J 3 ONTAL SECTION SHOWING (1) OF EACH BIDE LITE TYPE o .. 20 46 • '6 • •28 • DVAIL aMEES AT ASTRAGAL' • 6 J • 82 • SEE NOTE DETAIL H aWdOW TINS lNttsr GLASS BED DETAIL ►MB TO HIP SHOWN AI P.0 BQpf" MKOM f121T71 SEE NOTE (81 l DUAIL F FULL ,IAMB. SIDB LITE SEE NOTE (AT HINGE JAMB) NOT ASSEMBLY HARDWARE OTY (3), 1 Y' F OM TOP & BOTTOM AND ONE AT MIDSPAN INT �Io t�itloguCr•wiv�s:&4► �jw111 t1e F7.AA %Wh am Fw" tilll! 1 DETAIL E DETAIL I .�� '' eNSF''' •. '', W13. FRILL JAMB JAMB, NARROW f �; 561p5 SIDE LITE JAMB SIDE LITE ._.._��.' No. fc d R/2ONM SECTION DETA !}� ��'• .......• V � ''��FSSIoto"- A. LYNILWA, P.E. k til m. FRENCH DOOR & SIDE ITES IMPACT FD73rJ 8 a 1� 0000.11 E FL P.E.# 58705 062 1. i00 L 3.830-----�� #8006 6063-T6 O FRAME, HEAD, JAMB AND SIDELITE SILL .583 T_ - «-I 1.278 i-► .082 .050 2,2138 1 i ----3.838 ,.353 �«— #8003A 6063-T6 2 OUT -SWING SILL #8004C 6063-T5 A OS SILL COVER 1 �3.018� � A82 2.000 .583 .050 T! ----3.638---- --�+-I O#8009 6063-T5 7, JNX-ALL PLATE A 10 #8056 6063-T6 OUT -SWING LOW SILL a v".100 :..:.. • r' • r�250 --� ••�•� '48013 6063-T6 22 & OM RAIL 1 1.938 .100 11 r-8.250 58 #8013A 6063-T6 BOTTOM RAIL, LAG BOLT DESIGN VOSHEV 20 #8012 6063-T6 STILE 4.027 --� 1.01 33 .050 O#8008 6063-T5 DRIP (:AP .075 T,. I3e i T 7 I+— 4.434----------+i 21 #8014 6063-T5 TOP RAIL IT 076 1,938 �7 f4.434----�-{ #8014A 6063-T5 55 TOP RAIL, LAG BOLT DESIGN f,o. eµx f�aa NOKOMlB, fL SIP%� 11160 .040 O#8007 6063-T6 6 SCREW COVER T-1.9401 .4l98 I 1 .050 O#8017 6063-T5 23 TOP SWEEP L&2240'—'� .797 #8016 6063-T5 24 BOTTOM SWEEP 076 � 0 t�-_2.644---+ A 26 #8015 6063-T6 ASTRAGAL IMPACT FD;FM 1 112 1 8 s f2 I 8000.ff RMEWED { wiw IA. Fo�rk�.� ��}} %, i, i u+" VINN 86 ,,oeof ' A r• ��rl ' ��'��SSIONAL �0 A. LYNN MILL'�� P.E. FL P.E.# 58705 076 �+---2,280 �--� W. 27 #8021 B 6063-T6 GEAR HINGE, JAMB .742 .353 .072, 28 #8020A 6063-T6 GEAR HINGE, COVER .142 • 3�01 29 #8018 6063-T5 HINGE, BACK-UP v .075 F+--2.430 30; #8019A 6063-T6 GEAR HINGE; DOOR }+-1,812� _r 100 1, DO - 37 #8039 6063-T6 TRUSS CLAMP A82 .125 3.261 •' •' 3.77 �--- EZ: • . .438k422--� 060 •00-W • • • -+-� 325 1.0�00 • 1 ..L • • 1•OA .6• • • 126 -----3.630 1.836 �pOpu SA 66 � ' • • • AW 6063,T.5. #8056, 8083-T4 #8033B 6105-T5 �o "`� .. 61. 06L04AD TRIM•• ea 70, #8010 6063-T6 80 Ise •K�"11- O SUBSILL, OPTIONAL O FD ASS'Y BEAM ads �� .. ... • • • • • • NARROW SL JAMB ISO •. •• .. .. • • • •••• 045 • .'. Lies j .442 sea 760 A37F --PRODUCT RBNOW11D 046 �'z.913-�-+i a+li*ldl with the eA .005 A45 818 ee1+— nild Wd ' .957 �+ - oaD#9022 6063-T5 #8026A 6063-T5 #8023A 6063-T5 #8024A 6063-T5 '��BACKBEAD SLBACKBEAD 107116" BEAD I.G. BEAD 62 SLJAMB TRIM lem ullll k po.66705 A oun k4A roe u�+x�oemwaa io>orsporaoorpRroa FJORUSION PROFILERxkww am 0 0 p NOCNANOOO TMIOONFOT P.Q Bg7(16RVALUM FRENCH DOOR& SIDDEE LITER IMPACTn, ir3�hlLP e. aw am 1 L,T. FD760 1/2 9 a 12 8000.11 E FL P.E.# 68705 r T r � 0 3 0" H�Ty, MAX. 95 3/4' - (0) O.C. 91 3/4" - (6) 87314"•(6) 83 3/4" - (6) " DgT61k A (CONC TE) A (SINGLOPANEL) ..: ANO1 � 2 PEB:� .. • •••••• 9„ 8„ 11" 3" MIN, ATYP. HEAD & SILL ANCHOR 11" 3"MIN. ®TYP. - HEAD & SILL ANCHOR 11" CLUSTER CLUSTER 10.571" (TYPICAL) (TYPICAL) 10.671' JAN H BLS MAX. 0 C. ® MAX. �® Ham- QTY. NCO HT. QTY. MAX. MAX. p . g `H' 3QTYY. 96 " 91 314" - (8) 96 3/4" • 91 3/4' - (6) O,C- ® (2) EQ. A (3) EQ. 96 3/4' • (8) 91 3/4' - (8) 87 314' - (8) 833/4"-(7) 79 87 314• - (6) 3P. TYP. 3P. TYP. 87 34• (8) 33!4"- (7)83314"-(8) 9/'79314"-(6) 734-(7) i 1" ® E i (WOOD) N4a ® D `t I (CONCRETE) ©RE SEE NOTE 6 ® DE AI (WOOD) PANEL ZCHOR 22 O PANEL8 )APPLICABLITY REGARDING (2 OO PANELS( TYPES: ANCHOR TYPE8: OF ENCIRCLED ANCHOR TYPIIB: 2 OR 3 1 OR 2 ANCHOR 2 OR 3 LOCATIONS ANCHORAGE:6PA41NG REQUIREMENTS: • • 1.•DETAIJ LAND B ABOVE-NOMSENT ANCHORING OF SINGLE X DOORS, OR INDIVIDUAL SIDE LITE 0 PANELS WITH FULL OR NARROW WIDTH JAMBS. DETAILS C AND D "ABOVE kEPF MNT ANCI•fdFiIM OF ANY MIXTURE OF DOUBLE XX DOORS, SINGLE X DOORS, NARROW JAMB OR FULL JAMB SIDE LITE PANELS, FOR MULTIPLE -PANEL • • 4NSTALLAKIONMF TWO OR MORE PANELS, UNLESS OTHERWISE STATED, DIMENSIONS OF DETAILS A THROUGH D ARE MAXIMUMS. • 2.2'1NCHOR TYPES: 1 -1/4'j jjq VVRACON 2 -1/4' ELCO S84 CRETE-FLEX 3 - #12 STEEL SCREW (06) � • • r • • CONCRETE 8C6STRATE USE TYPE 1 AT 1 318" MIN. EMBEDMENT OR TYPE 2 AT 1 314' EMBEDMENT. 1 3/4" MIN, EDGE DISTANCE FOR BOTH. • • • • WOOD48USWTE -USE TYPE 2 OR TYPE 3 AT 1 3/8" MIN. EMBEDMENT, • • • • 3 SINGLET • NFIGUM.. TIONS: (DETAIL A, CONCRETE SUBSTRATE. DETAIL B. WOOD SUBSTRATE) HEAD AND SILL......W MAX. FROM FRAME CORNERS. PRODUCT RBNF*W JAMBS.....................I IN MAX. FROM FRAME CORNERS,18.500" MAX. O.C. CONCRETE SUBSTRATE (DETAIL A) AND 10.671" MAX. O.C. WOOD SUBSTRATE (DETAIL B). Fla' ib 4. TWO QR MORE QANEL CONFIOU TIONS: (DETAIL C, CONCRETE SUBSTRATE) HEAD AND SILL ...... 6" MAX. FROM FRAME CORNERS, AND AT 3' AND 6' MAX. ON EACH SIDE OF ASSEMBLY BEAM AND/OR ASTRAGAL LOCATIONS (CLUSTER OF 4). JAMBS ....11" MAX. FROM FRAME CORNERS AND 18,600' MAX. O.C. 6. TWO QB MORE PANEL CONFIGURATIONS: (DETAIL D. WOOD SUBSTRATE) ® HEAD AND SILL......6' MAX. FROM FRAME CORNERS, AND AT 3', 6",.9" AND 12" MAX. ON EACH SIDE OF ASSEMBLY BEAM AND/OR ASTRAGAL LOCATIONS (CLUSTER OF 8). PLUS ENCIRCLED ANCHORS OUTSIDE CLUSTERS, REQUIRED ONLY ON PANEL WIDTHS OVER 27 3/4". JAMBS ..................... 11" MAX. FROM FRAME CORNERS AND 10.571" MAX. O.C. TAPCO TO UMCGM. PCt BQIi 1Q10 NOMOMdB fL JI?74 AD= 1 114 ) to • 12 1 8000-11 Lmm ```,\N O ( LYNN M/� .. * ' NO.68705 ro 0 QTATE OF S/\� FCORfOP G0% A. LYry�l�i(tti�LR, P.E, FL P.E.# $8705 c] EXTERIOR INTERIOR (ALL SILL SECTIONS) CONCRETE kANC'HOR SEE NOTE 1, 1/40 MAX* SHEET 11 GROUT, SEE NO TE I 11— 17- -.;:3, . 4 `CQNCRETE SHUT I f TYPICAL DOOR SILL (DIRECT TO CONCRETE) BED fee\ :0 :orsEE e-,r NOTE 1. 0000 SHEET 11 INTMOA *ZL jp., L JAMS W.CTIONS) .......... . . . . . . . . EXF=RIQR 3.4 KSI MIN. 1/4' MAX. SHIM--4 CONCRETE ANCHOR, SEE NOTE 1, SHEET 11 114' MAX GROUT, FSEE NOTE 5, SHEET 11 OPTIONAL ANCHO WOODK A 61-%HW NOTO 11 IMPMAX. GROUT Al i i awn NOTE 5, SHE M -T -i 01VIBED. 1-, 0- 318" SHUT 11 MIN, EET 11 OPTIONAL::DOOR SILL TYPICAL DOOR SILL i (SUBSILL TO'CONCRETE) (DIRECT TO WOOD) WOOD ANCHOR, SEE NOT{ 1, $HgET- 11 1/4's MAX, GROUT, SEE NOTE 5, SHEET 11 I 13/8. SEE NOTE 3;: SHEET OPTIONAL DOOR SILL (SUBSILL TO WOOD) allow lbw wo EMBED. IM& PSEE A-m CONCRETE CONCRETE OA. NOTt 1, A ANCHOR.— & ANCHOR, SHEET 11 SEE NOTE 2, SEE NOTE 1, 15� nill i L 1. SHEET 11 MIN. SHEET 11 CONCRETE Awk A; —'m ANCHOR, 'q SEE NOTE SHEET I 3�4 KSI MIN.�,';-" CONCRETE " ORI KSIJ MIN:5cMU 2x WOOD, FRODUMENSMID 3EE NOTE ""ybW widtba fuld& IXWOOD, 31 ild14cD SEE NOTE 3. SHEET 11 1 Acceplano 0 0 SHEET 11 1/4"MAX SHIM 1/4' MAX SHIM TYPICAL DOOR & SIDE LITE JAMB I-YN N No,58705 F OF twim- WMAWRIAN Imm"amn ANCHOR40E DETAXS• P. =LOwmlwvlzzcmmwp MAU Nox" a so"r MAW 0 NoomwEd"fiedmiter ALUM. FRENCH DOOR SIDE LITIES, IMPACT IT -r A. P.E. Dow, NO OM17FL WAK. f243M FD70 114 1 12 -112 8000- 11 FL P.E.# 58705 CONCRETE ANCHOR' 11V MAX. (NOTE 1) NOTE CONCRETE ANCHOR 1/4" MAX; SEE NOTE 1 GROUT, R� SEE NOTE 6 {� JL A• -TV! t•i++EMBED SEE , t RETEr�•'�'+� ,+�y• �; }�.� tin..<.•,.q.: n'i�:�. 'o'' � NOTE 1 TYPICAL SIDE LITE SILL (DIRECT TO CONCRETE) •• • •• •••••• • 67 • • • WOOD ANCHOR, 1/4• MAX. WOOD ANCHOR, PTK?NAL SEE NOTE 2 GROUT SES 'NOTI! 2 SEE 84 1/C MAX. NOTE 5 GROUT SEE NOTE B EMBED. �jC. 1918" SEE 19/8" NOTE 1 MIN. 2x WOOD, SEE M L 2x WOOD, 8EE OPTIONAL SIDE LITE SILL TYPICAL SIDE LITE SILL OPTIONAL SIDE LITE SILL (SUBSILL TO CONCRETE) (DIRECT TO WOOD) (SUBSILL TO WOOD) EXTERIOR INTER OR (ALL. HEAD & SILL SECTIONS) ;:EMBED,SEE M� NOTE'1 SHM� Z I 4/ SHIM ®3.41i1\I41N , , I b SEE ®� i• + t :ate.'\' EMBED RETE eP •,1 ;; �' NOTE 1 � 1Mt11F ---`•�' 2x WOOD'WTSHIM lax. j SEE NOTE 31XWOODSEE NOTE 3 1/4"MAX en COKTAE* /QICIdBR, SEE NOTE 1 J LCOMCM 19 ANOHOR ME NOTE 1 •--I WOOD ANCHOR 8E8 NOTE 2••-1 ® TYPICAL DOOR & SIDE LITE HEAD 1 R�CONCRETE APPLICATIONS IN MIAM. I-DADE COUNTY, USE ONLY'MIAMI-DADE COUNTY. APPROVED ELCO 1/4" ULTRACONS OR 1/4" 884 CRETE-FLEX. MIN• DISTANCE FROM ANCHOR TO CONCRETE EDGE IS 1 3/4'• MIN. EMBEDMENT: or ULTRACON-13r.,114.884-CRETE-FLEX -13W. 2. FOR WOOD APPLICATIONS USE 812 STEEL SCREWS (G6) OR ELCO 1/4" 884 CREPE -FLEX -1 W MIN. EMBEDMENT FOR EITHER 3. WOOD BUCKS DEPICTED AS 1x ARE LESS THAN 1912" THICK. 19 WOOD BUCKS ARE OPTIONAL IF UNIT IS INSTALLED DIRECTLY TO SOLID CONCRETE. WOOD BUCKS DEPICTED AS 2x ARE 1 1/2' THICK OR GREATER. NSTALLATIONTO THE SUBSTRATE OF WOOD BUCKS TO BE ENGINEERED BY OTHERS OR AS APPROVED BY THE AUTHORITY HAVING JURISDICTION (AHJ} 4. FOR ATTACHMENT TO ALUM: THE MATT, SHALL BE A MIN. STRENGTH OF 006346 AND A MIN. OF IV THICK. THE ALUM. STRUCTURAL MEMBER SHALL BE OF A SIZE TO PROVIDE FULL SUPPORT TO THE DOOR FRAME SIMILAR TO THAT SHOWN N THE DETAILS ON THIS SHEET FOR tat WOOD BUCKS. THE ANCHOR SHALL BE A 412 SW WITH FULL ENGAGEMENT INTO THE ALUM. IF THESE CRITERIA ARE MET, THE PRESSURES SHOWN ON SHEET 3 AND ANCHORAGE SPACING FOR WOOD SHOWN ON SHEET 10 MAY BE USED. 6, IF SILL 18 TIGHT TO SUBSTRATE, GROUT OR OTHER MATERIAL 18 NOT REQUIRED. IF USED, NON -SHRINK, NON-METALLIC GROUT, 3400 PSI MIN., (DONE BY OTHERS) H =22dl0 74 - /romp i 114 1 11 a 12 L 800041 FbFidrt 01 -pµv LTNN '' �3CENsF . � *: _ No.58706 GL /o cII i•, STATE OFAzomo "I,t1 QNA1. E�� A. LYr A1i1dW, P.E. FL RE.# 68705 �jlk STRUCTURAL CALCULATIONS (Based on Florida Building Code 2014 Edition) " For Renovations by: 7/28/2016 t Giacomellia Architecture HARKE Residence 1037 N.E. 91 st Terrace Miami, FL PERMIT No. # RC16-1778 Prepared by: David Lt Hustad, P.E. Lic. No. 44996 HUSTAD Structural Engineering, LLC CA #9843 756 Via Toscana Wellington, Florida 33414 (561)798-7750 phone (561)798-7752 davidh(a-)hustadse.com l July 2; r016 STRUCTURAL R .•.•• /3 PV3j C7'�1E D .•. • . ... •• ••• •• . .. . .. . .. . . .. . .... ..... . .. .... .... .... ....... . • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • TU'A?-� 0 9:09 AM Wind Calculations - F.B.C. 2001 per ASCE 7-10 Project: HARKEiZES Client: Model: Wind Speed V =' !38 mph Importance Factor I = 1.0 Topography Factor K1 KZ K� K.t = 1.0 ^ Directionality Factor Kd = 0.88 _ 9.0 Exposure Coefficient K� = 1.07 Terrain Exposure Constants a = 11.5 zo = 700 z.i= = 7 Building Category !t Wind Exposure D Applicable Internal Pressure Coefficient 0.18 Enclosed -Qt8 Length of Building L = 3t.33 rt Width of Building W or B = 21.28 rt Mean Roof Height H = , t9.0 a 3.0 Roof Pitch Rise per foot = 8.0 in. V = 26.6 Width of Pressure Coefficient Zone a = 3.0 tt Velocity Pressure qz = 43.20 psf 136 mph Dade -Miami Co./132 mph Broward Co. ASCE 7-98 - Table 6-1 ASCE 7-98 - Section 6.5.7 ASCE 7-98 - Table 6£ ASCE 7-98 - Table 6-5 ASCE 7-98 -Table 1-1 ASCE 7-98 - Section 6.5.6 ASCE 7-98 - Table 6-7 parallel to ridge perpendicular to ridge ASCE 7-98 - Equation 6-13 5.6665 8.9165 17.833 Pressures for Main Wind Force Resisting Systems Walls _ G = 0.85 ASCE 7-98 - Section 6.5.8 ASCE 7-98-Figure 6-3 Pressures Internal Pressure Total UB = 0.774 CP = 0.80 Windward (Worst Case) 29.4 7.8 -7.8 37.2 -0.50 Leeward -18.4 7.8 -7.8 -26.1 -0.70 Side wall -25.7 7.8 -7.8 -33.5 p wall = 37.16 psf (Max.) pwAtL diaphragm = 47.74 psf (Windward + Leeward) (Windward + Internal) Roof q = 43.20 psf (Uplift applications) Ke G = 0.85 ASCE 7-98 - Section 6.5.8 H/L = 0.61 See ASCE 7-98 Figure 6-3 Pressures Internal Pressure Total H/B = 0.78 Cp = -0.2 Windward(Normal to Ridge) -7.3 7.8 -7.8 -15.1 H/L= 0.61 -0.6 Leeward(Normal to Ridge) -22.0 7.8 -7.8 -29.8 Angle= 26.6 -0.9 Parallel to Ridge (Worst Case) -33.1 7.8 -7.8 -40.8 -0.80 - Overhang ASCE 7-98 - 6.5.11.4.1 •• ••• • • • • • •• Roof Pressure Coefficients • • • ' Wind Direction Windward • • • • • • •Le@*M • Angle(degrees) • • 000 h/L 15 20 25 30 >20 Normal to Ridge �=•25 0 0 0 0 =&ng 0 for Avy) >10 0.5 0 0 0 -0.2-0.6 a >=1.0 0 0 0 7/28/2016 Main Roof Overhang• •• • •• • • • • • • • • • • • • 40.8 70.2 PROOF diaphragm = -14.69 psf (Windward + Leeward) Internal pressure cancel out 30.8 60.2 ••• • • • • Use only 1i Qsf :sisting4dear load • °• ••• • • • • • • • •• •• • • ••• • • • ••• • • • • • • • • • • • • • •• •• ••• • • p (gross) psf p (net) psf 9:11 AM Table of Contents I. Wind Calculations -FB C 2014 ASCE 7-10 II. Wood Beam Designs III. Steel Column Design IV. Footing Analysis & Design V. Masonry Wall Design .. ... . . . . . .. . .. . . . . ... . .. ... .. . . . .. . ... .. ... .. . .. . .. . •• .. .. . .... ..... . .. .... .... . • Y • • • • I ram.. ... ... . . .... . HUSTAD STRUCTURAL ENGINEERING, LLC 756 VIA TOSCANA WELLINGTON, FL 33414 561-798-7750 Title: HARKE RES. ADDITION Job # Dsgnr: Date: 11:13AM, 25 JUL 16 Description: 1037 NE 91St TERRACE MIAMI SHORES, FL Scooe : GIACOMELLI ARCHITECTURE DAVID L HUSTADS, PE, SI Rev: 580004 User. KW-0605990, Ver5.8.0, 1-Nov-2006 General Timber Beam Page 1 (c)1983-2006 ENERCALC Engineering Software harke.ecw:ANDREW Description *LONG RAFTER AS 3x8 GRAVITY General Information Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined Section Name 3x8 Center Span 11.33 it .....Lu 11.33 ft Beam Width 2.500 in Left Cantilever ft .....Lu 0.00 ft Beam Depth 7.250 in Right Cantilever 2.33 ft .....Lu 0.00 ft Member Type Manuf/So.Pine Southern Pine, No.2 2 -4 Thick, 8 Wide Fb Base Allow 1,200.0 psi - Load Dur. Factor 1.250 Fv Allow 175.0 psi Beam End Fixity Pin -Pin Fc Allow 565.0 psi Repetitive Member E 1,600.0 ksi Full Length Uniform Loads Center DL 50.00 #/ft LL 60.00 #/ft 25 psf x 2 ft. = 50 plf DL Left Cantilever DL #/ft LL #/ft Right Cantilever DL 50.00 #/ft LL 60.00 #/ft 30 psf x 2 ft. = 60 psf LL Beam Design OK Span= 11.33ft, Right Cant= 2.33ft, Beam Width = 2.500in x Depth = 7.25in, Ends are Pin -Pin Max Stress Ratio ea 0.565 : 1 Maximum Moment 1.7 k-ft Maximum Shear * 1.5 0.9 k Allowable 3.0 k-ft Allowable 4.0 k Max. Positive Moment 1.70 k-ft at 5.556 ft Shear: @ Left 0.61 k Max. Negative Moment -0.14 k-ft at 11.330 ft @ Right 0.65 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000in Max @ Right Support -0.30 k-ft @ Center 0.197 in Max. M allow 3.00 R t' @ Right 0.114in c ions... fb 930.29 psi fv 48.30 psi Left DL 0.27 k Max 0.61 k Fb 1,645.88 psi Fv 218.75 psi Right DL 0.41 k Max 0.91 k Deflections III Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.131 in -0.306 in Deflection 0.000 in 0.000 in ...Location 5.556 ft 5.611 ft ...Length/Deft 0.0 0.0 ...Length/Deft 1,036.6 443.94 Right Cantilever... Camber( using 1.6 * D.L. Defl ) ... Deflection 0.076 in 0.189 in @ Center 0.197 in ...Length/Deft 736.0 296.1 @ Left 0.000 in @ Right 0.114 in Stress Calcs Bending Analysis Ck 26.487 Le 20.839 ft Sxx 21.901 in3 Area 18.125 in2 Cf 1.000 Rb 17.035 CI 0.954 @ Center Max Moment 1.70 k-ft @ Left Support 0.00 k-ft @ Right Support 0.30 k-ft Shear Analysis @ Left Support Design Shear 0.82 k Area Required 3.739 in2 Fv: Allowable 218.75 psi Bearing @ Supports Max. Left Reaction 0.61 k Max. Right Reaction 0.91 k xx Rea'd 12.38 in3 Allowable fb 1,645.88 psi 0.00 in3 1,725.00 psi • • 2.E2 ir.18 1,925.00 psi • • . % RighLyjupjA: i i i i ' • • 0.811k• • • • • • • • " AM in2*• ' ' ' •' 218.75 psi • ••• •• ••• • • Bearing Length Re(fd •• • • •0.433 in � •: Bearing L:ngth Qeq'd • a' • :0141 in • •• • • • • • • • • ••• • • • ••• • • A HUSTAD STRUCTURAL ENGINEERING, LLC Title: HARKE RES. ADDITION Job # 756 VIA TOSCANA Dsgnr: Date: 11:13AM, 25 JUL 16 Description: 1037 NE 91St TERRACE WELLINGTON, FL 33414 MIAMI SHORES, FL DAVIDL HUSTADS, PE, SI 8-7 Scope: GIACOMELLI ARCHITECTURE AVID Rev: 580004 User KW-0605990, Ver5.8.0, 1-Nov-2006 General Timber Beam Page 2 • (c)1983-2006 ENERCALC Engineering Software harke.ecw:ANDREW Description 'LONG RAFTER AS 3x8 GRAVITY Query Values M, V, & D @ Specified Locations Moment Shear Deflection @ Center Span Location = 0.00 ft 0.00 k-ft 0.60 k 0.0000 in @ Right Cant. Location = 0.00 ft 0.00 k-ft 0.60 k 0.0000 in @ Left Cant. Location = 0.00 ft 0.00 k-ft 0.00 k 0.0000 in HUSTAD STRUCTURAL ENGINEERING, LLC Title: HARKE RES. ADDITION Job # 756 VIA TOSCANA Dsgnr: Date: 11:57AM, 25 JUL 16 WELLINGTON, FL 33414 Description : 1037 NE 91St TERRACE MIAMI SHORES, FL - 561-798-7750 Scope: GIACOMELLI ARCHITECTURE DAVID L HUSTADS, PE, SI Rev: 580004 User. KW-0605990, Ver5.8.0, 1-Nov-2006 General Timber Beam Page 1 (c)1983-2006 ENERCALC Engineering Software harke.ecw:ANDREW Description *LONG RAFTER AS 3x8 UPLIFT General Information Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined Section Name 3x8 Center Span 11.33 ft .....Lu 11.33 ft - Beam Width 2.500 in Left Cantilever ft .....Lu 0.00 ft Beam Depth 7.250 in Right Cantilever 2.33 ft .....Lu 0.00 ft Member Type Manuf/So.Pine Southern Pine, No.2 2 -4 Thick, 8 Wide Fb Base Allow 1,200.0 psi - Load Dur. Factor 1.333 Fv Allow 175.0 psi Beam End Fixity Pin -Pin Fc Allow 565.0 psi Repetitive Member E 1,600.0 ksi -95.6 psf x 2 ft. o/c = -191 plf WL Full Length Uniform Loads Center DL #/ft LL 191.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL 191.00 #/ft Beam Design OK Span= 11.33ft, Right Cant= 2.33ft, Beam Width = 2.500in x Depth = 7.25in, Ends are Pin -Pin Max Stress Ratio 0.962 : 1 Maximum Moment 3.1 k-ft Maximum Shear * 1.5 1.5 k Allowable 3.2 k-ft Allowable 4.2 k Max. Positive Moment 3.06 k-ft at 5.665 ft Shear: @ Left 1.08 k Max. Negative Moment 0.00 k-ft at 11.330 ft @ Right 1.13 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000 in Max @ Right Support -0.52 k-ft @ Center 0.000 in Max. M allow 3.18 Reactions... @ Right 0.000 in fb 1,679.27 psi fv 83.86 psi Left DL 0.00 k Max 1.08 k Fb 1,745.12 psi Fv 233.28 psi Right DL 0.00 k Max 1.57 k Deflections Deflection 0.000 in -0.557 in Deflection 0.000 in 0.000 in ...Location 11.330 ft 5.665 ft ...Length/Deft 0.0 0.0 ...Length/Deft 0.0 243.88 Right Cantilever... Camber( using 1.5 * D.L. Deft ) ... Deflection 0.000 in 0.358 in @ Center 0.000 in ...Length/Deft 0.0 156.1 @ Left 0.000 in @ Right 0.000 in Stress Calcs Bending Analysis Ck 25.649 Le 20.839 ft Sxx 21.901 in3 Area 18.125 in2 Cf 1.000 Rb 17.035 Cl 0.949 @ Center Max Moment 3.06 k-ft Sxx Read 21.07 in3 Allowable fb 1,745.12 psi @ Left Support 0.00 k-ft 0.00 in3 1,839.54 psi @ Right Support 0.52 k-ft• • • • • . . 3.38 jn3. , • 1,839.54 psi Shear Analysis @ Left Support : • Righf Stippprt; Design Shear 1.45 k •. '; ; ; ;1.�2 fit•; • Area Required 6.222 inf• 000 • • 6616 4n2• • • Fv: Allowable 233.28 psi 233.28 psi Bearing @ Supports Max. Left Reaction 1.0a %• ; • • B8,1$g Leoli R@14 0.766 in Max. Right Reaction 1.5? �� ; • • Bg&ing }ejgtq Rgq'Q 1.113 in HUSTAD STRUCTURAL ENGINEERING, LLC Title: HARKE RES. ADDITION Job # 756 VIA TOSCANA Dsgnr: Date: 11:57AM, 25 JUL 16 Description: 1037 NE 91 St TERRACE WELLINGTON, FL 33414 MIAMI SHORES, FL 561-798-7750 Scope: GIACOMELLI ARCHITECTURE DAVID L HUSTADS, PE, SI Rev: 580004 User KW-0605990, Ver6.8.0, 1-Nov-2006 General Timber Beam Page 2 (c)1983-2006 ENERCALC Engineering Software harke.ecw:ANDREW Description *LONG RAFTER AS 3x8 UPLIFT Query Values M, V, & D @ Specified Locations Moment Shear Deflection - @ Center Span Location = 0.00 ft 0.00 k-ft 1.04 k 0.0000 in @ Right Cant. Location = 0.00 ft 0.00 k-ft 1.04 k 0.0000 in @ Left Cant. Location = 0.00 ft 0.00 k-ft 0.00 k 0.0000 in 000 ••• 000 ••• •• 00 HUSTAD STRUCTURAL ENGINEERING, LLC Title: HARKE RES. ADDITION Job # 756 VIA TOSCANA Dsgnr: Date: 12:22PM, 25 JUL 16 WELLINGTON, FL 33414 Description: 1037 NE 91St TERRACE 561-798-7750 MIAMI SHORES, FL Scope: GIACOMELLI ARCHITECTURE DAVID L HUSTADS, PE, SI Rev: 580004 User.5800045990,Ver5.8.0,1-Nov-2006 General Timber Beam Page 1 (C)1983-2006 ENERCALC Engineering Software harke.ecw:ANDREW Description '3x10 HIP GRAVITY General information Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined Section Name 3x10 Center Span 8.00 ft .....Lu 8.00 ft - Beam Width 2.500 in Left Cantilever ft .....Lu 0.00 ft Beam Depth 9.250 in Right Cantilever 3.25ft .....Lu 3.25 ft Member Type Manuf/So.Pine Southern Pine, No.1 2 -4 Thick, 10 Wid Fb Base Allow 1,300.0 psi - Load Dur. Factor 1.250 Fv Allow 175.0 psi Beam End Fixity Pin -Pin Fc Allow 565.0 psi Repetitive Member 25 psf x 5.66 ft. x .707 = 100 plf DLE 30 psf x 5.66 ft. x .707 = 120 plf DL Trapezoidal Loads #2 DL @ Left 100.00 #/ft LL @ Left 120.00 #/ft Start Loc 0.000 ft DL @ Right #/ft LL @ Right #/ft End Loc 11.250 ft Beam Design OK Span= 8.00ft, Right Cant= 3.25ft, Beam Width = 2.500in x Depth = 9.25in, Ends are Pin -Pin Max Stress Ratio 0.211 : 1 Maximum Moment 1.1 k-ft Maximum Shear ` 1.5 0.8 k Allowable 5.3 k-ft Allowable 5.1 k Max. Positive Moment 1.12 k-ft at 3.596 ft Shear: @ Left 0.67 k Max. Negative Moment -0.05 k-ft at 8.000 ft @ Right 0.48 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000 in Max @ Right Support -0.11 k-ft @ Center 0.030 in Max. M allow 5.32 Reactions... @ Right 0.034in fb 377.21 psi fv 32.61 psi Left DL 0.30 k Max 0.67 k Fb 1,789.74 psi Fv 218.75 psi Right DL 0.26 k Max 0.58 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.020 in -0.045 in Deflection 0.000 in 0.000 in ...Location 3.865 ft 3.910 ft ...Length/Defl 0.0 0.0 ...Length/Defl 4,810.4 2,114.82 Right Cantilever... Camber ( using 1.5 D.L. Deft ) ... Deflection 0.023 in 0.054 in @ Center 0.030 in ...Length/Deft 3,400.5 1,445.8 @ Left 0.000 in @ Right 0.034 in Stress Calcs Bending Analysis Ck 26.231 Le 15.266 ft Sxx 35.651 in3 Area 23.125 in2 Cf 1.000 Rb 16.469 Cl 0.958 Max Moment Sxx Rea'd Allowable fb @ Center 1.12 k-ft 7.51 in3 1,789.74 psi @ Left Support 0.00 k-ft 0.00 in3 1,868.75 psi @ Right Support 0.11 k-ft 0.73 in3 1,843.98 psi Shear Analysis @ Left Support • • • • • 4d Right Suppert . • Design Shear 0.75 k e : • • • :0.93 F Area Required 3.447 in2• . • :.8:7 ": • Fv: Allowable 218.75 psi • • • • • • 218.75 psi• • • Bearing @ Supports Max. Left Reaction 0.67 k Bearing Length Req'd 0.471 in Max. Right Reaction 0.5✓3 k. ';' • • • •• • • • •• ••• • • • • • •• ••• • •'B8&0g LerjITRedd •• • •• • • • • • • • • • • • • • • • • • • • • • ••• • • • • • • • • • •• • • • •• •• • • ••• • • 0.411 in 0 ` HUSTAD STRUCTURAL ENGINEERING, LLC Title: HARKE RES. ADDITION Job # 756 VIA TOSCANA Dsgnr: Date: 12:22PM, 25 JUL 16 WELLINGTON, FL 33414 Description: 1037 NE 91St TERRACE MIAMI SHORES, FL ' 561-798-7750 Scope: GIACOMELLI ARCHITECTURE DAVID L HUSTADS, PE, SI Rev: 580004 User KW-0605990, Ver5.8.0, 1-Nov-2006 General Timber Beam Page 2 - (c)1983-2006 ENERCALC Engineering Software harke.ecw:ANDREW Description '3x10 HIP GRAVITY Query Values M, V, & D @ Specified Locations Moment Shear Deflection - @ Center Span Location = 0.00 ft 0.00 k-ft 0.66 k 0.0000 in @ Right Cant. Location = 0.00 ft 0.00 k-ft 0.66 k 0.0000 in @ Left Cant. Location = 0.00 ft 0.00 k-ft 0.00 k 0.0000 in • •• • • • • ••• • • ••• •• ••• •• • •• • • • • • • • • • • 00 • • • • • • • • • • • • • • • • • • • • • HUSTAD STRUCTURAL ENGINEERING, LLC Title: HARKE RES. ADDITION Job # 756 VIA TOSCANA Dsgnr: Date: 1:43PM, 25 JUL 16 Description: 1037 NE 91St TERRACE WELLINGTON, FL 33414 MIAMI SHORES, FL 561-798-7750 Scope: GIACOMELLI ARCHITECTURE DAVID L HUSTADS, PE, SI Rev: 580004 User KW-0605990, Ver5.8.0, 1-Nov-2006 General Timber Beam Page 1 (c)1983-2006 ENERCALC Engineering Software harke.ecw:ANDREW Description **3x10 HIP UPLIFT General Information Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined Section Name 3x10 Center Span 8.00 ft .....Lu 8.00 ft - Beam Width 2.500 in Left Cantilever ft .....Lu 0.00 ft Beam Depth 9.250 in Right Cantilever 3.25ft .....Lu 3.25 ft Member Type Manuf/So.Pine Southern Pine, No.2 2 -4 Thick, 10 Wid Fb Base Allow 1,050.0 psi Load Dur. Factor 1.333 Fv Allow 175.0 psi Beam End Fixity Pin -Pin Fe Allow 565.0 psi Repetitive Member E 1,600.0 ksi -91.1 psf x 5.66 ft. x .707(skew) = 364 pif WL Trapezoidal Loads #2 DL @ Left #/ft LL @ Left 364.00 #/ft Start Loc 0.000 ft DL @ Right #/ft LL @ Right #/ft End Loc 11.250 ft Beam Design OK Span= 8.00ft, Right Cant= 3.25ft, Beam Width = 2.500in x Depth = 9.25in, Ends are Pin -Pin Max Stress Ratio 0.411 : 1 Maximum Moment 1.9 k-ft Maximum Shear * 1.5 1.3 k Allowable 4.6 k-ft Allowable 5.4 k Max. Positive Moment 1.89 k-ft at 3.640 ft Shear: @ Left 1.11 k Max. Negative Moment 0.00 k-ft at 0.000 ft @ Right 0.79 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000 in Max @ Right Support -0.19 k-ft @ Center 0.000 in Max. M allow 4.61 Reactions... @ Right 0.000in fb 636.92 psi fv 54.63 psi Left DL 0.00 k Max 1.11 k Fb 1,550.71 psi Fv 233.28 psi Right DL 0.00 k Max 0.96 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection 0.000 in -0.082 in Deflection 0.000 in 0.000 in ...Location 8.000 ft 3.910 ft ...Length/Deft 0.0 0.0 ...Length/Deft 0.0 1,170.91 Right Cantilever... Camber ( using 1.5 * D.L. Defl ) ... Deflection 0.000 in 0.101 in @ Center 0.000 in ...Length/Deft 0.0 769.6 @ Left 0.000 in @ Right 0.000 in Stress Calcs Bending Analysis Ck 27.420 Le 15.266 ft Sxx 35.651 in3 Area 23.125 in2 Cf 1.000 Rb 16.469 CI 0.963 Max Moment Sxx Rea'd Allowable fb @ Center 1.89 k-ft 14.64 in3 1,550.71 psi @ Left Support 0.00 k-ft 0.00 in3 1,609.60 psi @ Right Support 0.19 k-ft 1.40 in3 1,590.45 psi Shear Analysis @ Left Support • • • • • (gt R+ght Support • • • Design Shear 1.26 k s s • • 01.051 s s Area Required 5.416 in2 • • • s s s 1.4:5:t: • • Fv: Allowable 233.28 p91 • • • • • • 23J.28 psi • • Bearing @ Supports Max. Left Reaction 1.11 k Bearing Length Re 'd 0.786 in Max. Right Reaction 0.966% • ; • • •' BgarZg Lerjgiti R jq-d 0.679 in •• • • • • • • • • • • • • • • • • • • • • • ••r • • • • ••• • • • • • • • • • • • • • ••• •• • •• • • • •• •• • • ••• • • HUSTAD STRUCTURAL ENGINEERING, LLC Title: HARKE RES. ADDITION Job # 756 VIA TOSCANA Dsgnr: Date: 1:43PM, 25 JUL 16 Description: 1037 NE 91 St TERRACE WELLINGTON, FL 33414 MIAMI SHORES, FL - 561-798-7750 Scope: GIACOMELLI ARCHITECTURE DAVID L HUSTADS, PE, SI Rev: 580004 Page 2 User. KW-0605990, Ver5.8.0, 1-Nov-2006 General Timber Beam g (c)1983-2006 ENERCALC Engineering Software harke.ecw:ANDREW Description "*3x10 HIP UPLIFT Query Values M, V, & D @ Specified Locations Moment Shear Deflection @ Center Span Location = 0.00 ft 0.00 k-ft 1.09 k 0.0000 in @ Right Cant. Location = 0.00 ft 0.00 k-ft 1.09 k 0.0000 in @ Left Cant. Location = 0.00 ft 0.00 k-ft 0.00 k 0.0000 in • •• • • • • ••• • •• ••• •• • • • •• • ••• •• ••• •• • • • • •• • •• • • •• • • • • • • • • • • • • •• • • • • • • • • •• • • • • ••• • • • • ••• • • • •• •• • • • •• •• ••• • • • ••• • • HUSTAD STRUCTURAL ENGINEERING, LLC Title: HARKE RES. ADDITION Job # 756 VIA TOSCANA Dsgnr: Date: 12:57PM, 25 JUL 16 Description: 1037 NE 91 St TERRACE WELLINGTON, FL 33414 MIAMI SHORES, FL - 561-798-7750 Scope: GIACOMELLI ARCHITECTURE DAVID L HUSTADS, PE, SI Rev: 580004 User. KW-0605990, Ver5.8.0, 1-Nov-2006 General Timber Beam Page 1 (c)1983-2006 ENERCALC Engineering Software harke.ecw:ANDREW Description *3x10 HIP LVL GRAVITY General information Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined Section Name 3x10 Center Span 11.33 ft .....Lu 5.67 ft Beam Width 2.500 in Left Cantilever 2.33ft .....Lu 2.33 ft Beam Depth 9.250 in Right Cantilever 2.33ft .....Lu 2.33 ft Member Type Manuf/So.Pine Truss Joist - MacMillan, MicroLam 2.0E E Fb Base Allow 2,925.0 psi Load Dur. Factor 1.250 Fv Allow 285.0 psi Beam End Fixity Pin -Pin Fc Allow 750.0 psi E 2,000.0 ksi Full Length Uniform Loads Center DL #/ft LL 110.00 #/ft Left Cantilever DL #/ft LL 110.00 #/ft Right Cantilever DL #/ft LL 110.00 #/ft Point Loads Live Load 665.0 Ibs Ibs Ibs Ibs Ibs Ibs Ibs ...distance 5.660 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft Beam Design OK Span= 11.33ft, Left Cant= 2.33ft, Right Cant= 2.33ft, Beam Width = 2.500in x Depth = 9.25in, Ends are Pin -Pin Max Stress Ratio 0.542 : 1 Maximum Moment 5.5 k-ft Maximum Shear * 1.5 1.8 k Allowable 10.2 k-ft Allowable 8.2 k Max. Positive Moment 5.51 k-ft at 5.633 ft Shear: @ Left 1.32 k Max. Negative Moment 0.00 k-ft at 0.000 ft @ Right 1.31 k Max @ Left Support -0.30 k-ft Camber: @ Left 0.094 in Max @ Right Support -0.30 k-ft @ Center 0.158 in Max. M allow 10.18 Reactions... @ Right 0.096in fb 1,856.08 psi fv 79.82 psi Left DL 0.33 k Max 1.57 k Fb 3,425.50 psi Fv 356.25 psi Right DL 0.33 k Max 1.57 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.106 in -0.335 in Deflection 0.063 in 0.204 in ...Location 5.633 ft 5.633 ft ...Length/Deft 892.3 274.4 ...Length/Defl 1,287.8 406.09 Right Cantilever... Camber ( using 1.5 * D.L. Defl ) ... Deflection 0.064 in 0.208 in @ Center 0.158 in ...Length/Deft 873.2 268.9 @ Left 0.094 in @ Right 0.096 in HUSTAD STRUCTURAL ENGINEERING, LLC Title: HARKE RES. ADDITION Job # 756 VIA TOSCANA Dsgnr: Date: 12:57PM, 25 JUL 16 Description: 1037 NE 91St TERRACE WELLINGTON, FL 33414 MIAMI SHORES, FL 561-798-7750 Scope: GIACOMELLI ARCHITECTURE DAVID L HUSTADS, PE, SI Rev: 580004 Page 2 User KW-0605990, Ver 5.8.0, 1 -Nov-2006 General Timber Beam 9 (c)1983.2006 ENERCALC Engineering Software harke.ecw:ANDREW Description "3x10 HIP LVL GRAVITY Stress Calcs Bending Analysis _ Ck 18.968 Le 11.487 ft Sxx 35.651 in3 Area 23.125 in2 Cf 1.000 Rb 14.286 Cl 0.937 @ Center Max Moment 5.51 k-ft SxxSxx Req'd 19.32 in3 Allowable fb 3,425.50 psi _ @ Left Support 0.30 k-ft 1.00 in3 3,595.79 psi @ Right Support 0.30 k-ft 1.00 in3 3,595.79 psi Shear Analysis @ Left Support @ Right Support Design Shear 1.85 k 1.84 k Area Required 5.181 in2 5.177 in2 Fv: Allowable 356.25 psi 356.25 psi Bearing @ Supports Max. Left Reaction 1.57 k Bearing Length Req'd 0.838 in Max. Right Reaction 1.57 k Bearing Length Req'd 0.837 in Query Values M, V, & D @ Specified Locations Moment Shear Deflection @ Center Span Location = 0.00 ft -0.30 k-ft 1.29 k 0.0000 in @ Right Cant. Location = 0.00 ft -0.30 k-ft 1.29 k 0.0000 in @ Left Cant. Location = 0.00 ft -0.30 k-ft 1.29 k 0.0000 in • • . • • • • • ••• • • • ••• • • HUSTAD STRUCTURAL ENGINEERING, LLC Title: HARKE RES. ADDITION Job # 756 VIA TOSCANA Dsgnr: Date: 12:53PM, 25 JUL 16 Description: 1037 NE 91St TERRACE WELLINGTON, FL 33414 MIAMI SHORES, FL 561-798-7750 Scope: GIACOMELLI ARCHITECTURE DAVID L HUSTADS, PE, SI Rev: 580004 User. KW-0605990, Ver5.8.0, 1-Nov-2006 General Timber Beam Page 1 (c)1983-2006 ENERCALC Engineering Software harke.eocCalculations Description *3x10 HIP LVL UPLIFT General Information Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined Section Name 3x10 Center Span 11.33 ft .....Lu 5.67 ft - Beam Width 2.500 in Left Cantilever 2.33ft .....Lu 2.33 ft Beam Depth 9.250 in Right Cantilever 2.33ft .....Lu 2.33 ft Member Type Manuf/So.Pine Truss Joist - MacMillan, MicroLam 2.0E E Fb Base Allow 2,925.0 psi Load Dur. Factor 1.333 Fv Allow 285.0 psi Beam End Fixity Pin -Pin Fc Allow 750.0 psi E 2,000.0 ksi Full Length Uniform Loads Center DL #/ft LL 90.00 #/ft zone 2 Left Cantilever DL #/ft LL 132.00 #/ft Zone 3 Right Cantilever DL #/ft LL 132.00 #/ft 7nn Point Loads Zone 2 hiD reactions e3 Live Load 2,200.0lbs Ibs Ibs Ibs Ibs Ibs Ibs ...distance 5.660 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft `""""""y Beam Design OK Span= 11.33ft, Left Cant= 2.33ft, Right Cant= 2.33ft, Beam Width = 2.500in x Depth = 9.25in, Ends are Pin -Pin Max Stress Ratio 0.711 : 1 Maximum Moment 7.6 k-ft Maximum Shear * 1.5 2.4 k Allowable 10.8 k-ft Allowable 8.8 k Max. Positive Moment 7.65 k-ft at 5.633 ft Shear: @ Left 1.64 k Max. Negative Moment 0.00 k-ft at 0.000 ft @ Right 1.64 k Max @ Left Support -0.36 k-ft Camber: @ Left 0.000in Max @ Right Support -0.36 k-ft @ Center 0.000in Max. M allow 10.75 Reactions... @ Right 0.000in fb 2,573.57 psi fv 102.05 psi Left DL 0.00 k Max 1.95 k Fb 3,619.98 psi Fv 379.91 psi Right DL 0.00 k Max 1.95 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection 0.000 in -0.450 in Deflection 0.000 in 0.272 in - ...Location 11.330 ft 5.633 ft ...Length/Deft 0.0 205.9 ...Length/Deft 0.0 301.84 Right Cantilever... Camber( using 1.5 * D.L. Defl ) ... Deflection 0.000 in 0.277 in @ Center 0.000 in ...Length/Deft 0.0 201.7 @ Left 0.000 in @ Right 0.000 in HUSTAD STRUCTURAL ENGINEERING, LLC Title: HARKE RES. ADDITION Job # 756 VIA TOSCANA Dsgnr: Date: 12:53PM, 25 JUL 16 Description: 1037 NE 91 St TERRACE WELLINGTON, FL 33414 MIAMI SHORES, FL 561-798-7750 Scope: GIACOMELLI ARCHITECTURE DAVID L HUSTADS, PE, SI Rev: 580004 User. KW-0605990, Ver5.8.0, 1-Nov-2006 General Timber Beam Page 2 (c)1983-2006 ENERCALC Engineering Software harke.ecw:Calculations Description *3x10 HIP LVL UPLIFT Stress Calcs Bending Analysis Ck 18.368 Le 11.487 ft Sxx 35.651 in3 Area 23.125 in2 Cf 1.000 Rb 14.286 Cl 0.928 @ Center Max Moment 7.65 k-ft Sxx Req'd 25.35 in3 Allowable fb 3,619.98 psi @ Left Support 0.36 k-ft 1.12 in3 3,828.94 psi @ Right Support 0.36 k-ft 1.12 in3 3,828.94 psi Shear Analysis @ Left Support @ Right Support Design Shear 2.36 k 2.36 k Area Required 6.212 in2 6.204 in2 Fv: Allowable 379.91 psi 379.91 psi Bearing @ Supports Max. Left Reaction 1.95 k Bearing Length Req'd 1.040 in Max. Right Reaction 1.95 k Bearing Length Req'd 1.039 in Query Values M, V, & D @ Specified Locations Moment Shear Deflection @ Center Span Location = 0.00 ft -0.36 k-ft 1.61 k 0.0000 in @ Right Cant. Location = 0.00 ft -0.36 k-ft 1.61 k 0.0000 in @ Left Cant. Location = 0.00 ft -0.36 k-ft 1.61 k 0.0000 in HUSTAD STRUCTURAL ENGINEERING, LLC Title: HARKE RES. ADDITION Job # 756 VIA TOSCANA Dsgnr: Date: 11:30AM, 25 JUL 16 Description: 1037 NE 91St TERRACE WELLINGTON, FL 33414 MIAMI SHORES, FL 561-798-7750 Scope: GIACOMELLI ARCHITECTURE DAVID L HUSTADS, PE, SI Rev: 580004 User. KW-0605990, Ver5.8.0, 1-Nov-2006 General Timber Beam Page 1 (c)1983-2006 ENERCALC Engineering Software harke.ecmCalculations Description * 6x14 HIP GRAVITY General Information Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined Section Name 6x14 Center Span 16.50 ft .....Lu 16.50 ft Beam Width 5.500 in Left Cantilever ft .....Lu 0.00 ft Beam Depth 13.500 in Right Cantilever 3.25ft .....Lu 3.25 ft Member Type Manuf/So.Pine Southern Pine, No.2 2 -4 Thick, 12 Wid Fb Base Allow 975.0 psi Load Dur. Factor 1.250 Fv Allow 175.0 psi Beam End Fixity Pin -Pin Fc Allow 565.0 psi Repetitive Member E 1,600.0 ksi 25 Dsf x 11.33' x .707 = 200 Dlf DL 30 Dsf x 11.33' x .707 = 240 Dlf LL #2 DL @ Left 200.00 #/ft LL @ Left 240.00 #/ft Start Loc 0.000 ft DL @ Right #/ft LL @ Right #/ft End Loc 19.750 ft Beam Design OK Span= 16.50ft, Right Cant= 3.25ft, Beam Width = 5.500in x Depth = 13.5in, Ends are Pin -Pin Max Stress Ratio 0.459 : 1 Maximum Moment 8.8 k-ft Maximum Shear * 1.5 3.2 k Allowable 19.2 k-ft Allowable 16.2 k Max. Positive Moment 8.81 k-ft at 7.263 ft Shear: @ Left 2.62 k Max. Negative Moment -0.06 k-ft at 16.500 ft @ Right 1.62 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000in Max @ Right Support -0.13 k-ft @ Center 0.160in Max. M allow 19.22 Reactions... @ Right 0.094in fb 633.14 psi fv 43.29 psi Left DL 1.19 k Max 2.62 k Fb 1,380.89 psi Fv 218.75 psi Right DL 0.79 k Max 1.73 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.107 in -0.236 in Deflection 0.000 in 0.000 in ...Location 7.974 ft 8.053 ft ...Length/Deft 0.0 0.0 ...Length/Deft 1,853.9 838.68 Right Cantilever... Camber( using 1.5 * D.L. Defl ) ... Deflection 0.062 in 0.137 in @ Center 0.160 in ...Length/Deft 1,250.6 571.1 @ Left 0.000 in @ Right 0.094 in Stress Calcs Bending Analysis Ck 29.385 Le 30.348 ft Sxx 167.063 in3 Area 74.250 in2 Cf 1.000 Rb 12.751 CI 0.985 Max Moment Sxx Reg'd Allowable fb @ Center 8.81 k-ft 76.60 in3 1,380.89 psi @ Left Support 0.00 k-ft 0.00 in3 1,401.56 psi @ Right Support 0.13 k-ft 1.09 in3 1,397.77 psi Shear Analysis @ Left Seppoot• • • • Right 6uppW a2.28 Design Shear 31, k ••; K Area Required 14.694in2 •; ; :1(L43.9 in2%• Fv: Allowable 218.95 psi • • • • • 218.76 psi Bearing @ Supports Max. Left Reaction 2.62 k Bearing Length Req'd 0.842 in Max. Right Reaction .1.13% • . •' ' • :3earir0&n^peq'd 0.558 in • HUSTAD STRUCTURAL ENGINEERING, LLC Title: HARKE RES. ADDITION Job # 756 VIA TOSCANA Dsgnr: Date: 11:30AM, 25 JUL 16 WELLINGTON, FL 33414 Description: 1037 NE 91 St TERRACE MIAMI SHORES, FL " 561-798-7750 Scope: GIACOMELLI ARCHITECTURE DAVID L HUSTADS, PE, SI Rev: 580004 User. KW-0605990, Ver5.8.0, 1-Nov-2006 General Timber Beam Page 2 g _ (c)1983-2006 ENERCALC Engineering Software harke.ecw:Calculations Description ' 6x14 HIP GRAVITY Query Values M, V, & D @ Specified Locations Moment Shear Deflection @ Center Span Location = 0.00 ft 0.00 k-ft 2.61 k 0.0000 in @ Right Cant. Location = 0.00 ft 0.00 k-ft 2.61 k 0.0000 in @ Left Cant. Location = 0.00 ft 0.00 k-ft 0.00 k 0.0000 in • •• • • • • • • • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • HUSTAD STRUCTURAL ENGINEERING, LLC Title: HARKE RES. ADDITION Job # 756 VIA TOSCANA Dsgnr: Date: 1:35PM, 25 JUL 16 Description: 1037 NE 91St TERRACE WELLINGTON, FL 33414 MIAMI SHORES, FL 561-798-7750 Scope: GIACOMELLI ARCHITECTURE DAVID L HUSTADS, PE, SI Rev: 580004 User.5800045990,Ver5.8.0,1-Nov-2006 General Timber Beam Page 1 (c)1983-2006 ENERCALC Engineering Software harke.ecw:ANDREW Description * 6x14 HIP UPLIFT General Information Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined Section Name 6x14 Center Span 16.50 ft .....Lu 16.50 ft Beam Width 5.500 in Left Cantilever ft .....Lu 0.00 ft Beam Depth 13.500 in Right Cantilever 3.25 ft .....Lu 3.25 ft Member Type Manuf/So.Pine Southern Pine, No.2 2 -4 Thick, 12 Wid Fb Base Allow 975.0 psi Load Dur. Factor 1.250 Fv Allow 175.0 psi Beam End Fixity Pin -Pin Fc Allow 565.0 psi Repetitive Member E 1,600.0 ksi -84.9 Dsf x 11.33 ft. x .707 (skew) = 680 Dlf WL Trapezoidal Loads #2 DL @ Left #/ft LL @ Left 680.00 #/ft Start Loc 0.000 ft DL @ Right #/ft LL @ Right #/ft End Loc 19.750 ft Beam Design OK Span= 16.50ft, Right Cant= 3.25ft, Beam Width = 5.500in x Depth = 13.5in, Ends are Pin -Pin Max Stress Ratio 0.711 : 1 Maximum Moment 13.7 k-ft Maximum Shear * 1.5 5.0 k Allowable 19.2 k-ft Allowable 16.2 k Max. Positive Moment 13.66 k-ft at 7.342 ft Shear: @ Left 4.05 k Max. Negative Moment 0.00 k-ft at 0.000 ft @ Right 2.50 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000 in Max @ Right Support -0.20 k-ft @ Center 0.000 in Max. M allow 19.22 Reactions... @ Right 0.000in fb 981.33 psi fv 67.01 psi Left DL 0.00 k Max 4.05 k Fb 1,380.89 psi Fv 218.75 psi Right DL 0.00 k Max 2.68 k Deflections Deflection 0.000 in -0.366 in Deflection 0.000 in 0.000 in ...Location 16.500 ft 8.053 ft ...Length/Deft 0.0 0.0 ...Length/Deft 0.0 540.53 Right Cantilever... Camber ( using 1.5 * D.L. Defl ) ... Deflection 0.000 in 0.213 in @ Center 0.000 in ...Length/Deft 0.0 366.2 @ Left 0.000 in @ Right 0.000 in Stress Calcs Bending Analysis nl� Ck 29.385 Le 30.348 ft Sxx 167.063 in3 Area 74.250 in2 Cf 1.000 Rb 12.751 Cl 0.985 Max Moment Sxx Rea'd Allowable fb @ Center 13.66 k-ft 118.72 in3 1,380.89 psi @ Left Support 0.00 k-ft 0.00 in3 1,401.56 psi @ Right Support 0.20 k-ft 1.69 in3 1,397.77 psi Shear Analysis @ Left S#$aorf' ; 0 i, igpt &uppert Design Shear 4.96 k • • + • • 3t53 k • Area Required 22.74(N2 ': : : : 26ZIjin2% Fv: Allowable 218.T5'psi"' •• •218.76p910 Bearing @ Supports Max. Left Reaction 4.05 Length Req'd 1.303 in Max. Right Reaction •2.98 k • • •Bearing • Bearing tengih IZeq'd 0.862 in • • • •• • •• • • • •• • • • • • • • • • • • • •• • • • • • • • •• • • • •• •• ••• • • • ••• • • HUSTAD STRUCTURAL ENGINEERING, LLC 756 VIA TOSCANA WELLINGTON, FL 33414 561-798-7750 DAVID L HUSTADS, PE, SI Title: HARKE RES. ADDITION Job # Dsgnr: Date: 1:35PM, 25 JUL 16 Description: 1037 NE 91 St TERRACE MIAMI SHORES, FL Scope: GIACOMELLI ARCHITECTURE Rev: 580004 User. KW-0605990, Ver6.8.0, 1-Nov-2006 General Timber Beam Page 2 (C)1983-2006 ENERCALC Engineering Software harke.ecw:ANDREW Description " 6x14 HIP UPLIFT Query Values M, V, & D @ Specified Locations Moment Shear Deflection @ Center Span Location = 0.00 ft 0.00 k-ft 4.04 k 0.0000 in @ Right Cant. Location = 0.00 ft 0.00 k-ft 4.04 k 0.0000 in @ Left Cant. Location = 0.00 ft 0.00 k-ft 0.00 k 0.0000 in •• ••• • • • • • •• • •• • • • • ••• • •• ••• •• • • • •• • ••• •• ••• •• • • ••• • • • •• • • • • • ••• • • • • • • •• • • • • • • • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • HUSTAD STRUCTURAL ENGINEERING, LLC Title: HARKE RES. ADDITION Job # 766 VIA TOSCANA Dsgnr: Date: 8:36AM, 28 JUL 16 Description: 1037 NE 91St TERRACE WELLINGTON, FL 33414 MIAMI SHORES, FL 561-798-7750 Scope: GIACOMELLI ARCHITECTURE DAVID L HUSTADS, PE, SI Rev: 580004 User. KW-0605990, Ver5.8.0, 1-Nov-2006 General Timber Beam Page 1 (c)1983.2006 ENERCALC Engineering Software harke.ecw:ANDREW Description "beam 1 gravity 209 plf;251 plf = (11.5'/2+2.5')x(25 psf DL + 30psf LL) General Information Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined Section Name 6.75x12 Center Span 11.33 ft .....Lu 2.00 ft _ Beam Width 6.750 in Left Cantilever ft .....Lu 0.00 ft Beam Depth 12.000 in Right Cantilever ft .....Lu 0.00 ft Member Type GluLam Willamette, Premier Plus Bm Wt. Added to Loads Fb Base Allow 3,000.0 psi Load Dur. Factor 1.250 Fv Allow 270.0 psi Beam End Fixity Pin -Pin Fc Allow 740.0 psi Wood Density 35.000pcf E 2,100.0 ksi Full Length Uniform Loads Center DL 209.00 #/ft LL 251.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Beam Design OK Span= 11.33ft, Beam Width = 6.750in x Depth = 12.in, Ends are Pin -Pin Max Stress Ratio 0.152 : 1 Maximum Moment 7.7 k-ft Maximum Shear 1.5 3.4 k Allowable 50.5 k-ft Allowable 27.3 k Max. Positive Moment 7.70 k-ft at 5.665 ft Shear: @ Left 2.72 k Max. Negative Moment 0.00 k-ft at 11.330 ft @ Right 2.72 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000in Max @ Right Support 0.00 k-ft @ Center 0.062 in Max. M allow 50.52 Reactions... @ Right 0.000 in fb 570.16 psi fv 41.47 psi Left DL 1.30 k Max 2.72 k Fb 3,742.59 psi Fv 337.50 psi Right DL 1.30 k Max 2.72 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.042 in -0.087 in Deflection 0.000 in 0.000 in ...Location 5.665 ft 5.665 ft ...Length/Deft 0.0 0.0 ...Length/Deft 3,273.1 1,560.44 Right Cantilever... Camber ( using 1.5 ` D.L. Defl ) ... Deflection 0.000 in 0.000 in @ Center 0.062 in ...Length/Deft 0.0 0.0 @ Left 0.000 in @ Right 0.000 in Stress Calcs Bending Analysis Ck 19.192 Le 4.118 ft Sxx 162.000 in3 Area 81.000 in2 Cv 1.000 Rb 3.608 Cl 0.998 @ Center Max Moment 7.70 k-ft SxxSxx Rea'd 24.68 in3 Allowable fb 3,742.59 psi @ Left Support 0.00 k-ft 0.00 in3 3,750.00 psi @ Right Support 0.0"ft... . • o 0.04 in3 • • 3,750.00 psi Shear Analysis @ Left Support : 0.: ID frig;t Stupport Design Shear 3.36016 '; ; ; ; ; 336k '. Area Required 9.9920in2 • • • • • • 9.952" in2 • Fv: Allowable 337.50 psi 337.50 psi Bearing @ Supports Max. Left Reaction .207. k�: . O�earingtength�Req'd 0.544 in Max. Right Reaction %* k ; ;' 0 .'Beaynd I!Wgl i F;eq'd 0.544 in HUSTAD STRUCTURAL ENGINEERING, LLC Title: HARKE RES. ADDITION Job # 756 VIA TOSCANA Dsgnr: Date: 8:36AM, 28 JUL 16 WELLINGTON, FL 33414 Description: 1037 NE 91 St TERRACE MIAMI SHORES, FL 561-798-7750 Scope: GIACOMELLI ARCHITECTURE DAVID L HUSTADS, PE, SI Rev: 580004 User. KW-0605990, Ver5.8.0, 1-Nov-2006 General Timber Beam Page 2 (C)1983.2006 ENERCALC Engineering Software harke.ecw:ANDREW Description *beam 1 gravity 209 plf;251 plf = (11.5'/2+2.5')x(25 psf DL + 30psf LL) Query Values M, V, & D @ Specified Locations Moment Shear Deflection _ @ Center Span Location = 0.00 ft 0.00 k-ft 2.72 k 0.0000 in @ Right Cant. Location = 0.00 ft 0.00 k-ft 0.00 k 0.0000 in @ Left Cant. Location = 0.00 ft 0.00 k-ft 0.00 k 0.0000 in .. ... . . • . . •• HUSTAD STRUCTURAL ENGINEERING, LLC Title: HARKE RES. ADDITION Job # 756 VIA TOSCANA Dsgnr: Date: 3:04PM, 25 JUL 16 WELLINGTON, FL 33414 Description: 1037 NE 91St TERRACE MIAMI SHORES, FL 561-798-7750 Scope: GIACOMELLI ARCHITECTURE DAVID L HUSTADS, PE, SI Rev: 580004 User. KW-0605990, Ver5.8.0, 1-Nov-2006 General Timber Beam Page 1 (c)1983-2006 ENERCALC Engineering Software harke.ecw:ANDREW Description *beam 1 UPLIFT General Information Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined Section Name 6.75x12 Center Span 11.33 ft .....Lu 11.33 ft _ Beam Width 6.750 in Left Cantilever ft .....Lu 0.00 ft Beam Depth 12.000 in Right Cantilever ft .....Lu 0.00 ft Member Type GluLam Willamette, Premier Plus Fb Base Allow 3,000.0 psi Load Dur. Factor 1.250 Fv Allow 270.0 psi Beam End Fixity Pin -Pin Fc Allow 740.0 psi E 2,100.0 ksi Full Length Uniform Loads Center DL -72.00 #/ft LL #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Trapezoidal Loads #2 DL @ Left #/ft LL @ Left 750.00 #/ft Start Loc 0.000 ft DL @ Right #/ft LL @ Right 275.00 #/ft End Loc 11.330 ft Beam Design OK Span= 11.33ft, Beam Width = 6.750in x Depth = 12.in, Ends are Pin -Pin Max Stress Ratio 0.142 : 1 Maximum Moment 7.1 k-ft Maximum Shear* 1.5 3.4 k Allowable 50.0 k-ft Allowable 27.3 k Max. Positive Moment 7.12 k-ft at 5.166 ft Shear: @ Left 2.94 k Max. Negative Moment 0.00 k-ft at 0.000 ft @ Right 2.05 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000in Max @ Right Support 0.00 k-ft @ Center 0.020in Max. M allow 50.02 Reactions... @ Right 0.000in fb 527.74 psi fv 42.38 psi Left DL -0.41 k Max 2.94 k Fb 3,704.98 psi Fv 337.50 psi Right DL -0.41 k Max 2.05 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection 0.013 in -0.080 in Deflection 0.000 in 0.000 in ...Location 5.665 ft 5.529 ft ...Length/Deft 0.0 0.0 ...Length/Deft 10,396.2 1,698.37 Right Cantilever... Camber ( using 1.5 * D.L. Deft ) ... Deflection 0.000 in 0.000 in @ Center 0.020 in ...Length/Deft 0.0 0.0 @ Left 0.000 in @ Right 0.000 in Stress Calcs Bending Analysis Ck 19.192 Le 21.346 ft Sxx 162.000 in3 Area 81.000 in2 Cv 1.000 Rb 8.Z150 • • • • CI • • 00.986• Max Moment • • • • •S! Read Allowable fb @ Center 7.'i2•k-ft% : : : ::1.08 in3• 3,704.98 psi @ Left Support (?(70 k-R• • • • 00.60 M 3,750.00 psi @ Right Support 0.00 k-ft 0.00 in3 3,750.00 psi Shear Analysis @Left SLpPQrt • • Right �uppo Design Shear . 3r43 It • • 2.74 K • • Area Required 1Q.372 S 2 . ;'. .' i3.105 j 12: Fv: Allowable �17!50 Qb1 • • • • 337.54psi•.• Bearing @ Supports Max. Left Reaction 2.94 k Bearing Length Req'd 0.589 in Max. Right Reaction 195 k. . . . .Deariog Length Req'd 0.410 in '. HUSTAD STRUCTURAL ENGINEERING, LLC Title: HARKE RES. ADDITION Job # 756 VIA TOSCANA Dsgnr: Date: 3:04PM, 25 JUL 16 Description: 1037 NE 91 St TERRACE WELLINGTON, FL 33414 MIAMI SHORES, FL - 561-798-7750 Scope: GIACOMELLI ARCHITECTURE DAVID L HUSTADS, PE, SI Rev: 580004 User. KW-0605990, Ver5.8.0, 1-Nov-2006 General Timber Beam Page 2 9 (c)1983-2006 ENERCALC Engineering Software harke.ecw:ANDREW Description "beam 1 UPLIFT Query Values M, V, & D @ Specified Locations Moment Shear Deflection @ Center Span Location = 0.00 ft 0.00 k-ft 2.94 k 0.0000 in @ Right Cant. Location = 0.00 ft 0.00 k-ft 0.00 k 0.0000 in @ Left Cant. Location = 0.00 ft 0.00 k-ft 0.00 k 0.0000 in HUSTAD STRUCTURAL ENGINEERING, LLC Title: HARKE RES. ADDITION Job # 756 VIA TOSCANA Dsgnr: Date: 4:OOPM, 25 JUL 16 WELLINGTON, FL 33414 Description : 1037 NE 91 St TERRACE MIAMI SHORES, FL DAVIDL HUSTADS, PE, SI 8-7 Scope : GIACOMELLI ARCHITECTURE AVID Rev: 580004 User: KW-0605990,Ver5.8.0,1-Nov-2006 Multi -Span Timber Beam Page 1 (c)1983-2006 ENERCALC Engineering Software harke.ecw:ANDREW Description "BEAMS 2 + 3 GRAVITY General Information Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined Willamette, Premier Plus Fb : Basic Allow 3,000.0 psi Elastic Modulus 2,100.0 ksi Spans Considered Continuous Over Support Fv : Basic Allow 270.0 psi Load Duration Factor 1.250 Timber Member Information Description Span ft 11.75 11.75 11.75 Timber Section 6.75x12 6.75x12 6.75x12 Beam Width in 6.750 6.750 6.750 Beam Depth in 12.000 12.000 12.000 End Fixity Pin - Pin Pin - Pin Pin - Pin Le: Unbraced Length ft 2.00 2.00 2.00 Member Type GluLam GluLam GluLam Loads Live Load Used This Span ? Yes Yes Yes Dead Load #/ft 209.00 209.00 Live Load #/ft 251.00 251.00 Dead Load #/ft 209.00 Live Load #/ft 251.00 Start ft End ft 11.750 11.750 6.000 Dead Load @ Left #/ft 209.00 Dead Load @ Right #/ft Live Load @ Left #/ft 251.00 Live Load @ Right #/ft Start ft 6.000 End ft 11.750 11.750 11.750 Point #1 Dead Load Ibs 740.00 Live Load Ibs 880.00 @ X ft 6.000 Results Mmax @ Cntr in-k 62.5 13.6 91.9 @ X = ft 4.78 5.56 6.03 Max @ Left End in-k 0.0 -72.4 -91.4 Max @ Right End in-k -72.4 -91.4 0.0 fb : Actual psi 447.1 563.9 567.2 Fb : Allowable psi 3,742.6 3,742.6 3,742.6 Bending OK Bending OK Bending OK Shear @ Left k 2.19 2.57 3.93 Shear @ Right k 3.22 2.84 1.78 fv : Actual psi 50.9 43.9 64.7 Fv : Allowable psi 337.5 337.5 337.5 Shear OK Shear OK Shear OK Reactions &Deflection •• ••• • • • • • •• vL Lw I-L n LL @ Left k V.Vu • • 4.01 1.19• 999 3.48 • • ej.wo e 93.89 • • • Total @ Left k 2.19 5.78 6.76 DL @ Right k 2.63 3.08 0.81 LL @ Right k 3.16 • • • 3.69 • • • 0.9-A • • Total @ Right k 1.A : 4.76 • • 1.19 Max. Deflection in -0.&t : • • 02)04 : • 40:1 @ X = ft 5433 • 9.63 • 6.27 • Query Values . • . .. ••• . • • • . .. . .. . . . .. . . ... • • 0 ... . . HUSTAD STRUCTURAL ENGINEERING, LLC Title: HARKE RES. ADDITION Job # 756 VIA TOSCANA Dsgnr: Date: 4:OOPM, 25 JUL 16 Description : 1037 NE 91St TERRACE WELLINGTON, FL 33414 MIAMI SHORES, FL DAVIDL HUSTADS, PE, SI 8-7 Scope : GIACOMELLI ARCHITECTURE AVID Rev: 580004 Page 2 User: KW-0605990,Ver5.8.0,1-Nov-2006 Multi -Span Timber Beam g (0383-2006 ENERCALC Engineering Software harke. ecw: ANDREW Description *BEAMS 2 + 3 GRAVITY Location ft 0.00 0.00 0.00 Moment in-k 0.0 -72.4 -91.4 Shear k 2.2 2.6 3.9 Deflection in 0.0000 0.0000 0.0000 •• • • • • • • • • • • • •• • • • • • • • • • • • • • • • • • • HUSTAD STRUCTURAL ENGINEERING, LLC Title: HARKE RES. ADDITION Job # 756 VIA TOSCANA Dsgnr: Date: 3:03PM, 25 JUL 16 WELLINGTON, FL 33414 Description: 1037 NE 91 St TERRACE MIAMI SHORES, FL 561-798-7750 Scope: GIACOMELLI ARCHITECTURE DAVID L HUSTADS, PE, SI Rev: 580004 User. KW-0605990, Ver5.8.0, 1-Nov-2006 Multi -Span Timber Beam Page 1 (c)1983-2006 ENERCALC Engineering Software harke.ecw:ANDREW Description "BEAMS 2 + 3 UPLIFT General Information Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined Willamette, Premier Plus Fb : Basic Allow 3,000.0 psi Elastic Modulus 2,100.0 ksi Spans Considered Continuous Over Support Fv : Basic Allow 270.0 psi Load Duration Factor 1.250 Timber Member Information Description Span ft 11.75 11.75 11.75 Timber Section 6.75x12 6.75x12 6.75x12 Beam Width in 6.750 6.750 6.750 Beam Depth in 12.000 12.000 12.000 End Fixity Pin - Pin Pin - Pin Pin - Pin Le: Unbraced Length ft 11.75 11.75 11.75 Member Type GluLam GluLam GluLam Loads Live Load Used This Span ? Yes Yes Yes Dead Load #/ft -72.00 -72.00 -72.00 Live Load #/ft 750.00 750.00 Dead Load #/ft Live Load #/ft 750.00 Start ft End It 11.750 11.750 6.000 Dead Load @ Left #/ft Dead Load @ Right #/ft Live Load @ Left #/ft 750.00 Live Load @ Right #/ft 227.00 Start ft 6.000 End ft 11.750 11.750 11.750 Point #1 Dead Load Ibs Live Load Ibs 1,950.00 @ X ft 6.000 Results Mmax @ Cntr in-k 91.7 21.3 127.1 @ X = ft 4.78 5.64 6.03 Max @ Left End in-k 0.0 -107.6 -131.1 Max @ Right End in-k -107.6 -131.1 0.0 fb : Actual psi 664.5 809.0 809.0 Fb : Allowable psi 3,703.2 3,703.2 3,703.2 Bending OK Bending OK Bending OK Shear @ Left k 3.22 3.82 5.62 Shear @ Right k 4.75 4.15 2.79 fv : Actual psi 75.1 64.1 92.3 Fv : Allowable psi 337.5 337.5 337.5 Shear OK Shear OK Shear OK Reactions & Deflection DL @Left k LL @ Left k 3.J14. • • 5.4 + • • Total @Left k 3.j;• •.; &if •�• V.77 ••• DL @ Right k -0.93 0.93 -0.34 LL @ Right k 9.49 10.70 3.13 Total @ Right k %.56 9.77 2.79 Max. Deflection in • 1018 • 0� � � • *10 • -0.100• * • • @X= ft rb.:5 Q.�i •• 6• �• Query Values • • 1 ... . . . . ... . . . . . . . . . . . . . .. .. . . . .. .. ... . . . ... . . HUSTAD STRUCTURAL ENGINEERING, LLC Title: HARKE RES. ADDITION Job # 756 VIA TOSCANA Dsgnr: Date: 3:03PM, 25 JUL 16 WELLINGTON, FL 33414 Description: 1037 NE 91St TERRACE MIAMI SHORES, FL . 561-798-7750 Scope: GIACOMELLI ARCHITECTURE DAVID L HUSTADS, PE, SI Rev: 580004 User KW-0605990, Ver5.8.0, 1-Nov-2006 Multi -Span Timber Beam Page 2 (c)1983.2006 ENERCALC Engineering Software harke.ecw:ANDREW Description `BEAMS 2 + 3 UPLIFT Location ft 0.00 0.00 0.00 Moment in-k 0.0 -107.6 -131.1 Shear k 3.2 3.8 5.6 Deflection in 0.0000 0.0000 0.0000 •• ••• • • • • • •• • •• • • • • ••• • •• ••• Of: • • • •• • ••• •• ••• •• J • • • •• • •• • • •• • • • • • • • • • • • •• • • • • • • • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • 0 HUSTAD STRUCTURAL ENGINEERING, LLC Title: HARKE RES. ADDITION Job # 756 VIA TOSCANA Dsgnr: Date: 3:17PM, 25 JUL 16 WELLINGTON, FL 33414 Description : 1037 NE 91St TERRACE 561-798-7750 MIAMI SHORES, FL Scope : GIACOMELLI ARCHITECTURE DAVID L HUSTADS, PE, SI Rev: 580004 User: KW-0605330,Ver5.8.0,1-Nov-2006 Multi -Span Timber Beam Page 1 I0383-2006 ENERCALC Engineering Softw are harke. eow: ANOREW Description LONG INSIDE ** General Information Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined Willamette, Premier Plus Fb : Basic Allow 3,000.0 psi Elastic Modulus 2,100.0 ksi Spans Considered Continuous Over Support Fv : Basic Allow 300.0 psi Load Duration Factor 1.000 Timber Member Information Description Span ft 1.75 14.00 1.75 Timber Section 4x14 4x14 4x14 Beam Width in 3.500 3.500 3.500 Beam Depth in 13.250 13.250 13.250 End Fixity Pin - Pin Pin - Pin Pin - Pin Le: Unbraced Length ft 1.75 14.00 1.75 Member Type Sawn Sawn Sawn Loads Live Load Used This Span ? Yes Yes Yes Dead Load #/ft 503.00 503.00 503.00 Live Load #/ft 484.00 484.00 484.00 Results Mmax @ Cntr in-k 0.0 111.3 0.0 @ X = ft 0.00 7.00 1.75 Max @ Left End in-k 0.0 -178.9 -178.9 Max @ Right End in-k -178.9 -178.9 0.0 fb : Actual psi 1,747.1 1,747.1 1,747.1 Fb : Allowable psi 2,973.5 2,325.5 2,973.5 Bending OK Bending OK Bending OK Shear @ Left k 7.66 6.91 9.38 Shear @ Right k 9.38 6.91 7.66 fv : Actual psi 282.7 190.7 283.0 Fv : Allowable psi 300.0 300.0 300.0 Shear OK Shear OK Shear OK Reactions & Deflection DL @ Left k -3.90 8.30 8.30 LL @ Left k -3.75 7.99 7.99 Total @ Left k -7.66 16.29 16.29 DL @ Right k 8.30 8.30 -3.90 LL @ Right k 7.99 7.99 -3.75 Total @ Right k 16.29 16.29 -7.66 Max. Deflection in 0.003 -0.156 0.003 @ X = ft 1.01 7.00 0.73 Query Values Locauon it u.uu u.uu u.uu Moment in-k 0.0 • • •al F8.6 • *-17&9. . • Shear k -7.7: :6.9•; ; ; C4; Deflection in 0.0000 '. Mror ; ; 0'-00QC: •• . ••• •• ••• •• . . • . .• . •. . . .• . • . • . . . . . • . . • . • . • • • • • •... ....•.. . . . . . . . • . . • . .• .. . • . •. .. .•. . . . ..• . . HUSTAD STRUCTURAL ENGINEERING, LLC 756 VIA TOSCANA WELLINGTON, FL 33414 561-798-7750 DAVID L HUSTADS, PE, SI Title: HARKE RES. ADDITION Job # Dsgnr: Date: 3:22PM, 25 JUL 16 Description : 1037 NE 91 St TERRACE MIAMI SHORES, FL Scope : GIACOMELLI ARCHITECTURE nev. oouu ru User: KW-0605990, Ver 5.8. 0, 1-Nov-2006 Steel Column Page 1 (o)1983-2006 ENERCALC Engineering Software harke. ecw: ANDREW ------------ Description *SC-1 HSS5x5x 3/16 General Information Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Steel Section HSS5X5X3/16 Fy 46.00 ksi X-X Sidesway : Restrained Duration Factor 1.000 Y-Y Sidesway : Restrained Column Height 8.000 ft Elastic Modulus 29,000.00 ksi End Fixity Pin -Pin X-X Unbraced 8.000 ft Kxx 1.000 Live & Short Term Loads Combined Y-Y Unbraced 8.000 ft Kyy 1.000 Loads Axial Load... Dead Load 7.00 k Ecc. for X-X Axis Moments 0.000 in Live Load 7.00 k Ecc. for Y-Y Axis Moments 0.000 in Short Term Load k unnnary Column Design OK Section : HSS5X5X3/16, Height = 8.00ft, Axial Loads: DL = 7.00, LL = 7.00, ST = 0.00k, Ecc. = 0.000in Unbraced Lengths: X-X = 8.00ft, Y-Y = 8.00ft Combined Stress Ratios Dead Live DL + LL DL + ST + (LL if Chosen) AISC Formula H1 - 1 0.1870 0.1870 AISC Formula H1 - 2 0.1546 0.1546 AISC Formula H1 - 3 0.0935 0.0935 XX Axis: Fa calc'd per Eq. E2-1, K*L/r < Cc YY Axis: Fa caic'd per Eq. E2-1, K*L/r < Cc Stresses Allowable & Actual Stresses Dead Live DL + LL DL + Short Fa: Allowable 22.83 ksi 22.83 ksi 22.83 ksi 22.83 ksi fa : Actual 2.13 ksi 2.13 ksi 4.27 ksi 4.27 ksi Fb:xx : Allow [F3.1] 27.60 ksi 27.60 ksi 27.60 ksi 27.60 ksi fb : xx Actual 0.00 ksi 0.00 ksi 0.00 ksi 0.00 ksi Fb:yy : Allow [F3.1] 27.60 ksi 27.60 ksi 27.60 ksi 27.60 ksi fb : yy Actual 0.00 ksi 0.00 ksi 0.00 ksi 0.00 ksi Analysis Values F'ex : DL+LL 62,245 psi Cm:x DL+LL 0.60 Cb:x DL+LL 1.00 F'ey : DL+LL 62,245 psi Cm:y DL+LL 0.60 Cb:y DL+LL 1.00 F'ex : DL+LL+ST 62,245 psi Cm:x DL+LL+ST 0.60 Cb:x DL+LL+ST 1.00 F'ey : DL+LL+ST 62,245 psi Cm:y DL+LL+ST 0.60 Cb:y DL+LL+ST 1.00 Max X-X Axis Deflection 0.09M 9a?: ; O;OOp% ; TA j)e' I-Y Axis Deflection 0.000 in at 0.000 ft HUSTAD STRUCTURAL ENGINEERING, LLC Title: HARKE RES. ADDITION Job # 756 VIA TOSCANA Dsgnr: Date: 3:22PM, 25 JUL 16 Description : 1037 NE 91St TERRACE WELLINGTON, FL 33414 MIAMI SHORES, FL DAVIDL HUSTADS, PE, SI 8-7 Scope: GIACOMELLI ARCHITECTURE AVID L�eyr: 580010)eKW-0605330,Ver5.8.0,1-Nov-2006 Steel ColumnPage 2 )1383-2006 ENERCALC Engineering Software harke. eow: ANDREW 11 Description `SC-1 HSS5x5x 3/16 Section Properties HSS5X5X3/16 Depth 5.000 in Weight 11.14 #/ft Values for LRFD Design.... Web Thick 0.174 in Ixx 12.600 in4 J 19.900 in4 Width 5.000 in lyy 12.600 in4 CW 8.08 in6 Flange Thick 0.174 in Sxx 5.030 in3 Zx 5.890 in3 Area 3.28 in2 Syy 5.030 in3 Zy 5.890 in3 Rt 0.000 in Rxx 1.960 in 0.000 Ryy 1.960 in Section Type = HSS-Square .. ... . . . . . .. . .. . . . . ... . .. ... .. . . . .. . ... .. ... .. . . . . .. . .. . . .. . . . . . . . . . . . .. . • . • . • . • .... ....... . . . . . . . . . . . . .. .. . . . .. . . ... . . . ... . . • HUSTAD STRUCTURAL ENGINEERING, LLC Title: HARKE RES. ADDITION Job # 756 VIA TOSCANA Dsgnr: Date: 3:25PM, 25 JUL 16 Description : 1037 NE 91 St TERRACE - WELLINGTON, FL 33414 MIAMI SHORES, FL 561-798-7750 Scope: GIACOMELLI ARCHITECTURE DAVID L HUSTADS, PE, SI Rev: 580010 User: KW-0605330,Ver5.8.0,1-Nov-2006 Steel Column Page 1 (01383-2006 ENERCALC Engineering Software harke.ecw:ANDREI Description *SC-2 HSS 3-1/2 x 3-1/2 x 3/16 General Information Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Steel Section SS3-1/2X3-1/2X3/16 Fy 46.00 ksi X-X Sidesway : Restrained Duration Factor 1.000 Y-Y Sidesway : Restrained Column Height 13.000 ft Elastic Modulus 29,000.00 ksi End Fixity Pin -Pin X-X Unbraced 13.000 ft Kxx 1.000 Live & Short Term Loads Combined Y-Y Unbraced 13.000 ft Kyy 1,000 Loads Axial Load... Dead Load 10.00 k Ecc. for X-X Axis Moments 0.000 in Live Load 10.00 k Ecc. for Y-Y Axis Moments 0.000 in Short Term Load k a11#81fulr n Column Design OK Section: HSS3-1/2X3-1/2X3/16, Height = 13.00ft, Axial Loads: DL = 10.00, LL = 10.00, ST = O.00k, Ecc. = 0.000in Unbraced Lengths: X-X = 13.00ft, Y-Y = 13.00ft Combined Stress Ratios Dead Live DL + LL DL + ST + (LL if Chosen) AISC Formula H1 - 1 0.4024 0.4024 0.8048 0.8048 AISC Formula H1 - 2 0.1617 0.1617 0.3235 0.3235 AISC Formula H1 - 3 XX Axis : Fa calc'd per Eq. E2-2, K*L/r > Cc YY Axis : Fa caic'd ner Ea. E2-2. K*L/r > Cc Stresses Allowable & Actual Stresses Dead Live DL + LL DL + Short Fa: Allowable 11.09 ksi 11.09 ksi 11.09 ksi 11.09 ksi fa : Actual 4.46 ksi 4.46 ksi 8.93 ksi 8.93 ksi Fb:xx : Allow [F3.1] 30.36 ksi 30.36 ksi 30.36 ksi 30.36 ksi fb : xx Actual 0.00 ksi 0.00 ksi 0.00 ksi 0.00 ksi Fb:yy : Allow [F3.1 ] 30.36 ksi 30.36 ksi 30.36 ksi 30.36 ksi fb : yy Actual 0.00 ksi 0.00 ksi 0.00 ksi 0.00 ksi Analysis Values F'ex: DL+LL 11,095 psi Cm:x DL+LL 0.60 Cb:x DL+LL 1.00 F'ey : DL+LL 11,095 psi Cm:y DL+LL 0.60 Cb:y DL+LL 1.00 F'ex: DL+LL+ST 11,095 psi Cm:x DL+LL+ST 0.60 Cb:x DL+LL+ST 1.00 F'ey: DL+LL+ST 11,095 psi Cm:y DL+LL+ST 0.60 Cb:y DL+LL+ST 1.00 Max X-X Axis Deflection O.W6*in ai: : 40V% ; :Mal Y-Y Axis Deflection 0.000 in at 0.000 ft • •• • • • • ••• • HUSTAD STRUCTURAL ENGINEERING, LLC Title: HARKE RES. ADDITION Job # 756 VIA TOSCANA Dsgnr: Date: 3:25PM, 25 JUL 16 • Description : 1037 NE 91 St TERRACE WELLINGTON, FL 33414 MIAMI SHORES, FL 561-798-7750 Scope : GIACOMELLI ARCHITECTURE - DAVID L HUSTADS, PE, SI Rev: 580010 User: KW-0605330, Ver 5.8. 0, 1-Nov-2006 Steel Column (0 )1383-2006 ENERCALC Engineering Software 110111111111111111 Description 'SC-2 HSS 3-1/2 x 3-1/2 x 3/16 Page 2 harke. ecw: ANOREW Section Properties HSS3-1/2X3-1/2X3/16 Depth 3.500 in Weight 7.61 #/ft Values for LRFD Design.... Web Thick 0.174 in box 4.050 in4 J 6.560 in4 Width 3.500 in lyy 4.050 in4 CW 3.83 in6 Flange Thick 0.174 in Sxx 2.310 in3 Zx 2.760 in3 Area 2.24 in2 Syy 2.310 in3 Zy 2.760 in3 Rt 0.000 in Rxx 1.350 in 0.000 Ryy 1.350 in Section Type = HSS-Square .. ... . . . . . •• . .. . . . . ... . .. ... .. . . . .. . ••• •• ••• •• . . • . .. . .. • . .. . . . . . . . . . . . • • . • . • . • . • . . . . . . . . . . . .. .. . . . .. .. ... . . . ... . . HUSTAD STRUCTURAL ENGINEERING, LLC Title: HARKE RES. ADDITION Job # 756 VIA TOSCANA Dsgnr: Date: 3:37PM, 25 JUL 16 Description : 1037 NE 91 St TERRACE WELLINGTON, FL 33414 MIAMI SHORES, FL 561-798-7750 Scope : GIACOMELLI ARCHITECTURE DAVID L HUSTADS, PE, SI Rev: 580002 User: KW-0605330, Ver 5.8. 0, 1-Nov-2006 General Footing Analysis & Design Page 1 fc11383-2006 ENERCALC Enaineerina Software harke.ecw:ANDREW Description *F3052 General Information Code Ref: ACI 318-02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Allowable Soil Bearing 2,000.0 psf Dimensions... Short Term Increase 1.000 Width along X-X Axis 5.160 ft Seismic Zone 0 Length along Y-Y Axis 3.000 ft Footing Thickness 12.00 in Live &Short Term Combined Col Dim. Along X-X Axis 8.00 in fc 4,000.0 psi Col Dim. Along Y-Y Axis 8.00 in Fy 60,000.0 psi Base Pedestal Height 36.000 in Concrete Weight 145.00 pcf Min Steel % 0.0014 Overburden Weight 120.00 psf Rebar Center To Edge Distance 3.75 in Loads Applied Vertical Load... Dead Load 8.500 k ...ecc along X-X Axis 0.000 in Live Load 8.000 k ...ecc along Y-Y Axis 0.000 in Short Term Load k Creates Rotation about Y-Y Axis Creates Rotation about X-X Axis Applied Moments... (pressures @ left & right) (pressures @ top & bot) Dead Load k-ft k-ft Live Load k-ft k-ft Short Term k-ft k-ft Creates Rotation about Y-Y Axis Creates Rotation about X-X Axis Applied Shears... (pressures @ left & right) (pressures @ top & bot) Dead Load k k Live Load k k Short Term k k Footing Design OK 5.16ft x 3.00ft Footing, 12.Oin Thick, w/ Column Support 8.00 x 8.00in x 36.Oin high DL+LL DL+LL+ST Actual Allowable Max Soil Pressure 1,339.9 1,339.9 psf Max Mu 3.776 k-ft per ft Allowable 2,000.0 2,000.0 psf Required Steel Area 0.259 in2 per ft 'X Ecc, of Resultant "Y' 0.000 in 0.000 in Shear Stresses.... Vu Vn * Phi Ecc, of Resultant 0.000 in 0.000 in 1-Way 24.267 107.517 psi X-X Min. Stability Ratio No Overturning 1.500 :1 2-Way 37.620 215.035 psi Y-Y Min. Stabilitv Ratio No Overturninq Shear Forces ACI C-1 ACI C-2 ACI C-3 Vn * Phi Two -Way Shear 37.62 psi 27.93 psi 12.34 psi 215.03 psi One -Way Shears... Vu @ Left 24.27 psi 18.02 psi 8.01 psi 107.52 psi Vu @ Right 24.27 psi 18.02 psi 8.01 psi 107.52 psi Vu @ Top 7.63 psi psi •' • ; ; xn psi 107.52 psi Vu @ Bottom 7.63 psi • . :i.F*i ; ; ; �; 2.53 psi 107.52 psi Moments ACI C-1 • • Ad G1: � • � : I o Ru / Phi As Req'd Mu @ Left 3.78 k-ft 2.80 k-ft 1.24 k-ft 61.6 psi 0.26 in2 per ft Mu @ Right 3.78 k-ft 2.80 k-ft 1.24 k-ft 61.6 psi 0.26 in2 per ft Mu @ Top 1.02 k-ft . • . • • 0. P�ft ... • 40.33• k-ft 16.6 psi 0.26 in2 per ft Mu @ Bottom 1.02 k-ft• • • O.iGk-ft • •. 0.13 9-ft 16.6 psi 0.26 in2 per ft ••• • • • • ••• • • • • • • • • • • • • ••• • • • ••• • • • HUSTAD STRUCTURAL ENGINEERING, LLC Title: HARKE RES. ADDITION Job # 756 VIA TOSCANA Dsgnr: Date: 3:37PM, 25 JUL 16 WELLINGTON, FL 33414 Description : 1037 NE 91 St TERRACE 561-798-7750 MIAMI SHORES, FL Scope : GIACOMELLI ARCHITECTURE DAVID L HUSTADS, PE, SI Rev: 580002 Page 2 User: KW-0605990,Ver5.8.0,1-Nov-2006 General Footing Analysis & Design g (0 )1983-2006 ENERCALC Engineering Software harke. eow: ANDREW AA Description *F3052 Soil Pressure Summary Service Load Soil Pressures Left Right Top Bottom DL+ LL 1,339.94 1,339.94 1,339.94 1,339.94 psf DL + LL + ST 1,339.94 1,339.94 1,339.94 1,339.94 psf Factored Load Soil Pressures ACI Eq. C-1 1,814.64 1,814.64 1,814.64 1,814.64 psf ACI Eq. C-2 1,349.74 1,349.74 1,349.74 1,349.74 psf ACI Eq. C-3 729.59 729.59 729.59 729.59 psf ACI Factors (per ACI 318-02, applied internally to entered loads) ACI C-1 & C-2 DL 1.200 ACI C-2 Group Factor 0.750 Add"I 1.4" Factor for Seismic 1.400 ACI C-1 & C-2 LL 1.600 ACI C-3 Dead Load Factor 0.900 Add"I "0.9" Factor for Seismic 0.900 ACI C-1 & C-2 ST 1.600 ACI C-3 Short Term Factor 1.300 ....seismic = ST " : 1.100 Used in ACI C-2 & C-3 • • • • • • • • • • • • • • • • • • • • • • • • ••• •• ••• •• • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • ••• 0 0 • ••• 9 0 V, HUSTAD STRUCTURAL ENGINEERING, LLC 756 VIA TOSCANA WELLINGTON, FL 33414 561-798-7750 DAVID L HUSTADS, PE, SI Title: HARKE RES. ADDITION Job # Dsgnr: Date: 3:50PM, 25 JUL 16 Description : 1037 NE 91 St TERRACE Scope: GIACOMELLI ARCHITECTURE Code Ref: ACI 318-02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Use,r:KW-0605330,Ver5.8.0,1-Nov-2006 Cantilevered Retaining Wall Design Page 1 (0383-2006 ENERCALC Engineering Software harke. eow: ANOREW Description ** MW-4 + F-134 Criteria Retained Height = 0.05 ft Wall height above soil = 6.00 ft Slope Behind Wall = 0.00: 1 Height of Soil over Toe = 1.00 in Soil Density = 110.00 pcf Wind on Stem = 44.0 psf Design Summary Total Bearing Load = 1,204 Ibs ...resultant ecc. = 15.68 in Soil Pressure @ Toe = 1,323 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = 2,000 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,842 psf ACI Factored @ Heel = 0 psf Footing Shear @ Toe = 6.6 psi OK Footing Shear @ Heel = 5.1 psi OK Allowable = 93.1 psi Wall Stability Ratios Overturning = 1.65 OK Sliding = N/A Sliding Calcs Slab Resists All Sliding ! Lateral Sliding Force = 287.7 Ibs Soil Data Allow Soil Bearing = 2,000.0 psf Coulomb Soil Pressure calculation Soil Friction Angle = 30.0 deg Active Pressure: Ka*Gamma= 32.0 psf/ft Passive Pressure:Kp*Gamma 330.0 psf/ft FootingIlSoil Friction = 0.300 Soil height to ignore for passive pressure = 0.00 in Footing Design Results Toe Heel Factored Pressure = 1,842 0 psf Mu': Upward = 546 0 ft-# Mu': Downward = 90 920 ft-# Mu: Design = 456 920 ft-# Actual 1-Way Shear = 6.62 5.08 psi Allow 1-Way Shear = 93.11 93.11 psi Toe Reinforcing = None Spec'd Heel Reinforcing = None Spec'd Key Reinforcing = None Spec'd Footing Strengths & Dimensions fc = 3,000 psi Fy = 60,000 psi Min. As % = 0.0014 Toe Width = 0.67 ft Heel Width = 3.16 Total Footing Width = -------- 3:W Footing Thickness = 14.00 in Key Width = 0.00 in Key Depth = 0.00 in Key Distance from Toe = 0.00 ft Stem Construction Top Stem Stem OK Design height ft= 0.00 Wall Material Above "Ht" = Masonry Thickness = 8.00 Rebar Size = # 5 Rebar Spacing = 32.00 Rebar Placed at = Center Design Data fb/FB + fa/Fa = 0.991 Total Force @ Section Ibs = 263.9 Moment.... Actual ft-#= 805.2 Moment..... Allowable = 812.5 Shear..... Actual psi = 6.2 Shear..... Allowable psi = 44.7 Bar Develop ABOVE Ht. in = 30.00 Bar Lap/Hook BELOW Ht. in = 9.50 Wall Weight = 84.0 Rebar Depth 'd' in = 3.81 Masonry Data fm psi = 2,000 Fs psi = 24,000 Solid Grouting = Yes Special Inspection = Yes Modular Ratio'n' = 16.11 Short Term Factor = 1.000 Equiv. Solid Thick. in = 7.60 Masonry Block Type = Normal Weight Concrete Data fc psi = Fy psi = Other Acceptable Sizes & Spacings Toe: Not req'd, Mu < S * Fr Heel: Not req'd, Mu < S * Fr Key: No key defined • •• • • • • ••• • • ••• •• ••• •• • • • • • • • • • • • • •• • •• • • •• • • • • • • • • • • • •• • • • • • • • • so 0 • • • • • • • • • • ••• • • • ••• • • Cover @ Top = 3.00 in @ Btm.= 3.00 in HUSTAD STRUCTURAL ENGINEERING, LLC Title: HARKE RES. ADDITION Job # _ 756 VIA TOSCANA Dsgnr: Date: 3:50PM, 25 JUL 16 WELLINGTON, FL 33414 Description : 1037 NE 91 St TERRACE 561-798-7750 Scope : GIACOMELLI ARCHITECTURE DAVID L HUSTADS, PE, SI Code Ref: ACI 318-02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Rev: 580021 User: KW-0605990, Ver 5.8.0, 1-Nov-2006 Cantilevered Retaining Wall Design Page 2 (0983-2006 ENERCALC Engineering Software harke.ecw:ANDREW Description ** MW-4 + F-134 summary of Overturning & Resisting Forces & Moments .....OVERTURNING..... .....RESISTING..... Force Distance Moment Force Distance Moment Item Ibs ft ft-# Ibs ft ft-# Heel Active Pressure = 23.7 0.41 9.6 Toe Active Pressure = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = 264.0 4.22 1,113.2 SeismicLoad = Total = 287.7 O.T.M. = 1,122.8 Resisting/Overturning Ratio = 1.65 Vertical Loads used for Soil Pressure = 1,204.3 Ibs Vertical component of active pressure used for soil pressure Soil Over Heel = Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = Soil Over Toe = Surcharge Over Toe = Stem Weight(s) _ Earth @ Stem Transitions= Footing Weight = Key Weight = Vert. Component = Total = •• ••• • • • • • •• • •• • • • • ••• • •• ••• •• • • • •• • ••• •• ••• •• • • • • •• • •• • • •• • • • • • • • • • • • •• • • • • • • • • • • • • • • • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • 13.7 2.58 35.4 0.00 6.1 0.34 2.1 508.2 1.00 509.9 669.9 1.91 1,282.2 6.4 3.83 24.3 1,204.3 Ibs R.M.= 1,853.8 1411e, red Ah 4.7 . . . . . . . . . . . . . . 0 . . . . . . . . . . . . . . 0 INSPECTION RECORD 19 y Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL 33138-0000 Phone: (305)795-2204 Fax. (305)756-8972 Permit NO.RC-6-16-1778 n � Work Classification: Alteration Issue Date: 11/22/2016 05i21/2017 Expires: INSPECTION REQUESTS: (305)762-4949 or Log on at https://bidg.miamishoresvillage.comlcap REQUESTS ARE ACCEPTED DURING 8:30AM - 3:30PM FOR THE FOLLOWING BUSINESS DAY. Requests must be received by 3 pm for following day inspections. Residential Construction Parcel #:1132050010050 Owner's Name:ALISON HARKE Owner's Phone: Job Address: Terrace tt ff `, �� li:wg ktf f 1 A r nn o J 1 i��1,` Total Square Feet: 1300 Miami Shores FL j H JU11— lU..i Total Job Valuation: $ 149,600.00 Bond Number: 3259 in.ram �-,4;9 PM J r WORK IS ALLOWED: MONDAY THROUGH FRIDAY, 8:OOAM - 7:00PM. Contractors Phone ;-?+ti GAVactor SATURDAY 8:OOAM - 6:OOPM. EDDIE CONTRACTOR CORP (786) I¢6t61-YA g Rill- 'I NO WORK IS ALLOWED ON SUNDAY OR HOLIDAYS. BUILDING AND ROOFING INSPECTIONS ARE DONE MONDAY THROUGH FRIDAY. cal /,-�Z- ^44J 6x-- ,�,.r7r��L: cis. C 4fV1 viil, x�, J/ c J-r � �s NO INSPECTION WILL BE MADE UNLESS THE PERMIT CARD IS DISPLAYED AND HAS BEEN APPROVED. PLANS ARE EADLY AVAILABLE. IT IS _ . THE PERMIT APPLICANT'S RESPONSIBILITY TO ENSURE THAT WORKIS ACCESSIBLE AND EXPOSED FOR INSPECTION PURPOSES_ NEITHER THE BUILDING OFFICIAL NOR THE CITY SHALL BE LIABLE FOR EXPENSE ENTAILED IN THE REMOVAL OR REPLACEMENT OF ANY MATERIAL REQUIRED TO ALLOW INSPECTION. 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 JOB SITE BEFORE THE FIRST- INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE COMMENCING WORK OR RECORDING YOUR NOTICE OF COMMENCEMENT. INSPECTION RECORD_ii '5�3 7:;�-1 u/ I STRUCTURAL INSPECTION DATE INSP Foundation Stemwall Slab Columns (1st Lift) yti Columns (2nd Lift) Tie Beam Truss/Rafters ra Roof Sheathing Bucks ` Windows/Doors Interior Framing Insulation Ceiling Grid Drywall �) t Firewall Wire Lath Pool Steel Pool Deck ) / Final Pool Final Fence Screen Enclosure Driveway Driveway Base Tin Cap Roof in Progress Mop in Progress Final Roof Shutters Attachment Final Shutters Rails and Guardrails ADA compliance DOCUMEN Soil Bearing Cert Soil Treatment Cert Floor Elevation Survey Reinf Unit Mas Cert Insulation Certificate Spot Survey Final Survey Truss Certification STRUCTURAL COMMENTS 1M1`7�. ti't-oPt fo-tto-I �. Icr1G►t-i INSPECTION DATE INSP Zoning Final ZONING COMMENTS ELECTRICAL INSPECTION DATE INSP Temporary Pole 30 Day Temporary Pool Bonding" Pool Deck Bonding Pool Wet Niche Undergroun Footer Ground Slab Wall Rough Ceiling R Rou Tele ne Rough Telephone Final TV Rough /% TV Final JI Cable Rough Cable Final Intercom Rough Intercom Final Alarm Rough Alarm Final Fire Alarm Rough Fire Alarm Final Service Work With 'I, lot ELECTRICAL C MMENTS OPP Aot 2 k1/ INSPECTION JDATE JINSP Final Sprinkler Final Alarm PLUMBING INSPECTION DATE INS - Rough Water Service "d 2 Rough (, + Top Out Fire Sprinklers Septic Tank Sewer Hook-up Roof Drains Gas )h . t ..'' ,,?e [ LP Tank Well Lawn Sprinklers Main Drain i Pool Piping Backflow Preventor Interceptor Catch Basins Condensate Drains HRS Final PLUMBING COMMENTS INSPECTION __RATli7 64SP I Underground Pipe Rough Ventilation Rough Hood Rough �- Pressure Test Final Hood Final Ventilation �.Final Pool Heater 1 Final Vacuum MECHANICAL COM NTS Miami Shores Village `n� •I� 'rr. Building Department 10050 NE 2 Ave N? Miami Shores FL 33138 Ft R °A Issue Date: 11 /22/2016 INSPECTION REQUESTS (305)762-4949 or log on at hftps:/Ibldg.msvfl.gov/energov_prod/selfservice Requests must be received by 3:30pm WORK IS ALLOWED: MONDAY THROUGH FRIDAY. 8-00AM - 7:00PM SATURDAY 8:00AM - 6:OOPM. NO WORK IS ALLOWED ON SUNDAY OR HOLIDAYS BUILDING AND ROOFING INSPECTIONS ARE DONE MONDAY THROUGH FRIDAY NO INSPECTION WILL BE MADE UNLESS THE PERMIT CARD IS DISPLAYED AND HAS BEEN APPROVED PLANS ARE READILY AVAILABLE IT IS THE PERMIT APPLICANT'S RESPONSIBILITY TO ENSURE THAT WORK IS ACCESSIBLE AND EXPOSED FOR INSPECTION PURPOSES NEITHER THE BUILDING OFFICIAL NOR THE CITY SHALL BE LIABLE FOR EXPENSE ENTAILED IN THE REMOVAL OR REPLACEMENT OF ANY MATERIAL REQUIRED TO ALLOW INSPECTION Owner's Name: ALISON HARKE Job Address: 1037 NE 91 TER Miami Shores, FL Expires: 09/16/2019 POST ON SITE 1132050010050 Owner's Phone: (305)528-5870 Total Square Feet: 1,300 Total Job Valuation: $ 149,600.00 Contractor(s) Phone Address EDDIE CONTRACTOR CORP (561)3i9-6883 27925 SW 26 ST, MIAMI, FL 33133 Description: NEW FLOORING, NEW KITCHEN LAYOUT, NEW KITCHEN, NEW BATHROOM, NEW LIGHT FIXTURES, NEW IMPACT WINDOWS AND DOORS, NEW LAUNDRY ROOM, NEW VERANDA NEW FRAMING, DRYWALL, FLOORIh 14 • ry � J � � !4 r 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 JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE COMMENCING WORK OR RECORDING YOUR NOTICE OF COMMENCEMENT, Page 1 of 1 INSPECTION RECORD STRUCTURAL INSPECTION DATE INSP Foundation Stemwall Slab Columns (1st Lift) Columns (2nd Lift) Tie Beam Truss/Rafters Roof Sheathing Bucks Interior Framing Insulation Ceiling Grid Drywall Firewall Wire Lath Pool Steel Pool Deck Final Pool Final Fence Screen Enclosure Driveway Driveway Base Tin Cap In -Progress Roof Installation Roofing Final Shutters Attachment Final Shutters Rails and Guardrails ADA compliance DOCUMEN Soil Bearing Cert Soil Treatment Cert Floor Elevation Survey Reinf Unit Mas Cert Insulation Certificate Spot Survey Final Survey Truss Certification STRUCTURAL COMMENTS DOORSWINDOWS & INSPECTION DATE INSP Attachment PUBLIC WORKS INSPECTION DATE INSP Excavation ELECTRICAL INSPECTION DATE INSP Temporary Pole 30 Day Temporary Pool Bonding Pool Deck Bonding Pool Wet Niche Underground Footer Ground Slab Wall Rough Ceiling Rough Rough Telephone Rough Telephone Final TV Rough TV Final Cable Rough Cable Final Intercom Rough Intercom Final Alarm Rough Alarm Final Fire Alarm Rough Fire Alarm Final Service Work With ELECTRICAL COMMENTS INSPECTION DATE INSP Final Sprinkler Final Alarm PLUMBING INSPECTION DATE INSP Rough Water Service 2°d Rough Top Out Fire Sprinklers Septic Tank Sewer Hook-up Roof Drains Gas LP Tank Well Lawn Sprinklers Main Drain Pool Piping eackflow Preventor Interceptor Catch Basins Condensate Drains HRS Final PLUMBING COMMENTS MECHANICAL INSPECTION DATE INSP Underground Pipe Rough Ventilation Rough Hood Rough Pressure Test Final Hood Final Ventilation Final Pool Heater Final Vacuum ' MECHANICAL COMMENTS Eddie ContractorI�v Friday, April 19, 2019 Miami Shores Village Building Department Subject: TCO Extension for 1037 NE 9111 Terrace. We respectfully request an extension of the TCO so we can complete all comments and requests from the Village inspectors. We sincerely appreciate your advice and diligence in this matter Regar Edelso Lavado CGC 1515049 561.319.6883 1770 Yellowheart Way, Hollywood 33019 — Florida Phone: 888.640.7030 / Fax: 888.516.0587 qA, f.'9 � Miami Shores Village Building Department 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 Tel: (305) 795-2204 Fax: (305) 756-8972 UNIFORM MUNICIPALTCO/TCC INSPECTION REPORTING FORM Master Permit No. RC-6-16-1778 from Municipality: Job Address: 1037 NE 91 Terr Qualifier's Name: Ede 1so Lavado Miami -Dade County Municipal Permit No. (MBLD): Unit: Project Name: Harke Qualifier's Phone: 561 . 319 . 6883 Email: Owner's Name:A1ison Harke Owner's Phone:305 . 528 . 5870 Email: f UNN Fa— A(Y) - 3kZs- This Uniform Municipal TCO/TCC Inspection Reporting Form is used to gat�trrad�� ovals for Temporary Certificate of Occupancy (TCO) or Completion (TCC). Once validated by the Municipal Building Department personnel, the form must be present at the job site for the field inspectors. When all approvals have been ob ined, take the signed form back to the Municipal Building Department for TCO/TCC issuance. O1 Form Validated by /f'K CJG✓ ,-J Date: r Bldg Dept Personnel: Print Name Signature 9All "Required" TCO/TCC inspections indicated below must be signed "Approved" before certificate issu Req'd. Trade Inspector's Name Appr al Sign re Date Comments CCi� Building � S 133� Electrical 4�.�j• Db�•t�w44 ❑ Fire ❑ Mechanical Plumbing r'/a E� '0143 s77 C . ❑ 1 Public Works too O Zoning ET Other Important Note: The TCO/TCC is not valid and building and/or space may not be occupied unless signed by the Building Official. Occupying the building and/or space without obtaining a TCO/TCC issued by the Municipal Building Department is prohibited and is in violation of the Florida wilding Code Section 110.3. Q OBuilding Official's Approval: Date: 1 t L ` ❑ 1" TCO/TCC ❑ Extension TCC/TCO Duration: Conditions of TCO/TCC: • If Master Permit expires, the TCO/TCC will automatically be revoked and the space must be vacated. • A TCO/TCC may be revoked if any action by the contractor, owner or tenant creates any code violation affecting the proper occupancy of the area. • Any TCO/TCC that expires without renewal or has been revoked can result in a notice of violation, civil violation and/or disconnection of utility services. • Other conditions: 04/09D I.OSFBOA f,)G 11-- Id, ^ 31 STATE OF FLORIDA DEPARTMENT OF HEALTH ONSITE SEWAGE TREATMENT AND DISPOSAL SYSTEM CONSTRUCTION INSPECTION AND FINAL APPROVAL APPLICANT: LANCE HARKE AGENT: SOUTHERN SEPTIC PROPERTY ADDRESS: 1037 NE 91 Ter Miami, FL 33138 LOT: 6 BLOCK: 1 APPLICATION #:AP1257110 PERMIT #:13-SM-1709567 DOCUMENT # : F 11105538 DATE PAID:09/28/2016 FEE PAID :375.00 RECEIPT #:13-PID-3112684 SUBDIVISION: Water Edge ID#: 11-3205-001-0050 CHECKED [X] ITEMS ARE NOT IN COMPLIANCE WITH STATUTE OR RULE AND MUST BE CORRECTED. TANK INSTALLATION [ ] [01] TANK SIZE [11 1050.00 [21 [ ] [021 TANK MATERIAL Concrete [ ] [031 OUTLET DEVICE [ ] [041 MULTI -CHAMBERED [ Y N [ ] [051 OUTLET FILTER Polylok PL-68 [ ] [061 LEGEND 1. 13-076-08DC3 2. [ ] [071 WATERTIGHT [ ] [081 LEVEL [ ] [091 DEPTH TO LID DRAINFIELD INSTALLATION [ ] [101 AREA [1] 502.5 [21 SQFT [ ] [111 DISTRIBUTION BOX HEADER X [ ] [ 12 ] NUMBER OF DRAINLINES 1. 6.00 2. [ ] [131 DRAINLINE SEPARATION [ ] [141 DRAINLINE SLOPE [ ] [151 DEPTH OF COVER [ ] [161 ELEVATION [ ABOVE / BELOW ]BM 30.84 [ ] [171 SYSTEM LOCATION [ ] [181 DOSING PUMPS [ ] [191 AGGREGATE SIZE [ ] [201 AGGREGATE EXCESSIVE FINES [ ] [211 AGGREGATE DEPTH FILL / EXCAVATION MATERIAL [ ] [22] FILL AMOUNT [ ] [231 FILL TEXTURE [ ] [241 EXCAVATION DEPTH [ ] [25] AREA REPLACED [ ] [26] REPLACEMENT MATERIAL Comments: Comments are on page 2. CONSTRUCTION [ APPROVED / DISAPPROVED ]: E FINAL SYSTEM [ APPROVED / DISAPPROVED (Explanation of Violations on following page) DH 4016, 08/09 (Obsoletes all previous edi Incorporated: 64E-6.003, FAC FH Database V 1.0.1 SETBACKS ] [271 SURFACE WATER FT ] [281 DITCHES FT ] [291 PRIVATE WELLS FT ] [301 PUBLIC WELLS FT ] [311 IRRIGATION WELLS FT ] [321 POTABLE WATER 33 FT ] [331 BUILDING FOUNDATIONS 19 FT ] [341 PROPERTY LINES 7 FT ] [351 OTHER FT FILLED / MOUND SYSTEM ] [361 DRAINFIELD COVER ] [371 SHOULDERS ] [381 SLOPES ] [391 STABILIZATION d ADDITIONAL INFORMATION [401 UNOBSTRUCTED AREA [411 STORMWATER RUNOFF [421 ALARMS [431 MAINTENANCE AGREEMENT [441 BUILDING AREA [451 LOCATION CONFORMS WITH SITE PLAN [461 FINAL SITE GRADING [471 CONTRACTOR [481 OTHER INFILTRATOR ARC 24 ABANDONMENT [491 TANK PUMPED [501 TANK CRUSHED 6 FILLED D CrittendenShaw ons which miy not be used) AP1267110 E101709567 e CHD DATE: 03/23/2017 CHD DATE: 03/23/2017 Depar Page 2 of 3 STATE OF FLORIDA DEPARTMENT OF HEALTH ONSITE SEWAGE TREATMENT AND DISPOSAL SYSTEM CONSTRUCTION INSPECTION AND FINAL APPROVAL Violation Number Comment Comments APPLICATION #:AP1257110 PERMIT #:13-SM-1709567 DOCUMENT # : F11105538 DATE PAID:09/28/2016 FEE PAID:375.00 RECEIPT #:13-PID-3112684 The system is sized for 4 bedrooms with a maximum occupancy of 8 persons (2 per bedroom), for a total estimated flow of 400 ]pd. -Angel Rosario 33.5 chambers with trench config. DH 4016, 08/09 (Obsoletes all previous editions which may not be used) Incorporated: 64E-6.003, FAC Page 2 of 3 EH Database v 1,0.1 AP1257110 E101709567 r Miami Shores Village Building Department 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 Tel: (305) 795-2204 Fax: (305) 756-8972 UNIFORM MUNICIPALTCO/TCC INSPECTION REPORTING FORM Master Permit No. RC-6-16-1778 Miami -Dade County from Municipality: Municipal Permit No. (MBLD): Job Address: 1037 NE 91 Terr Qualifier's Name: Ede 1so Lavado Owner's Name:Alison Harke Unit: Project Name: Harke Qualifier's Phone: 561 . 319 . 6883 Email: Owner's Phone:3 05 . 52 8 . 5 87 0 Email: This Uniform Municipal TCO/TCC Inspection Reporting Form is used to gather trade approvals for Temporary Certificate of Occupancy (TCO) or Completion (TCC). Once validated by the Municipal Building Department personnel, the form must be present at the job site for the field inspectors. When all approvals have been ob ined, take the signed form back to the Municipal Building Department for TCO/TCC issuance. O1 Form Validated by _hftot 4JC_/P__t r J Date: �7L/ " Bldg Dept Personnel: Print Name Signature OAll "Required" TCO/TCC inspections indicated below must be signed "Approved" before certificate issuance Req'd. Trade Inspector's Name Approval Signature Date Comments C� Building LT- Electrical ❑ Fire ❑ Mechanical Plumbing Airsr s c , ❑ Public Works ❑ Zoning Other Important Note: The TCO/TCC is not valid and building and/or space may not be occupied unless signed by the Building Official. Occupying the building and/or space without obtaining a TCO/TCC issued by the Municipal Building Department is prohibited and is in violation of the Florida Building Code Section 110.3. OBuilding Official's Approval: ❑ 151 TCO/TCC ❑ Extension Conditions of TCO/TCC: Date: TCC/TCO Duration: • If Master Permit expires, the TCO/TCC will automatically be revoked and the space must be vacated. • A TCO/TCC may be revoked if any action by the contractor, owner or tenant creates any code violation affecting the proper occupancy of the area. • Any TCO/TCC that expires without renewal or has been revoked can result in a notice of violation, civil violation and/or disconnection of utility services. • Other conditions: 04/09D 1.0SF80A Miami Shores Village Building Department 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 Tel: (305) 795-2204 Fax: (305) 756-8972 Website: www.miamishoresvillaee.com TEMPORARY CERTIFICATE OF OCCUPANCY APPLICATION (T.C.0) Please be advised that the TCO expiration date is based on conditions from Miami -Dade County Fire Dept. Date: 12.20.18 Folio#: 11-32050010050 Master Building Permit #: RC- 6 -16 -17 7 8 Square Footage of Space: 1300 Miami -Dade Municipal Process#: Miami -Dade Municipal Permit#: Contracting Company: Eddie Contractor Corp Owner/Tenant: Alison Harke Lot: Block: Subdivision: Street Address: 1037 NE 91 Terrace - Miami Shores Signature of applicant verifies the above information is true and correct. The Temporary Certificate of Occupancy is issued to the above named for building at the above location only upon the express provisions that the applicant will be able by and comply with all conditions of the Zoning ordinances and all ordinances of Miami Shores Village and/or Florida Building Code pertaining to erection, construction or remodeling of buildings or structures. This also certifies th a electrical wiring and or equipment, and the plumbing work has been inspected and approved. s� L 1 V O Print Name of Applicant or Qualifier Signature of Ap licant or Qualifier FOR OFFICE USE ONLY TCO Number: Fee: Expiration Date: Technology Fee: Approved Use for Occupancy: Total: Remarks: Building Official/Designee: Inspections: Zoning Yes/No Plumbing Yes/No Building Yes/No Fire Sprinkler Yes/No Electrical Yes/No Fire Yes/No Mechanical Yes/No Yerbilla Services, Inc State Certified Plumbing Contractor CFC-1427286 December 11, 2018 Miami Shores Village 10050 NE 2 Ave, Miami Shores, FL 33138 P H . 305-795-2204 Reference: Drop test letter for Harkee Residence located at 1037 NE 91 Terr Miami Shores, FI PERMIT # PL-8-18-2300 Dear Miami Shores plumbing Inspector: A drop test was done at the address mention above, using a manometer; the test duration was for 10 minutes and the reading 1 1 inch WC. After the 10 minutes of test reading remain the same. All system was test by gas meter test port. If you have any questions regarding this matter, please call me. Sincerely: ------------ ;:*�'�� •. JORGE C08AS ip. : Notary Public -State of Florida Jorge Yerbilla Jr €s Commission*GG183099 My Comm. Expires Feb 5, 2022 Bonded through National Notary Assn. 2423 SW 99 PL MIAMI FL, 33165 PHONE: 786-488-5212 FAX: 786-228-9274 EMAIL: Info@yerbillaservices.com