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RC-17-581�15ytOREs y' yFCA Miami Shores Village 10050 N.E. 2nd Avenue NW Miami Shores, FL 33138-0000 Phone: (305)795-2204 Permit NO. RC-3-17-581 Permit Type: Residential Construction Pen t Worts Classification: Alteration Permit status: APPROVED Issue Date: 5/31/2017 1 Expiration: 11/27/2017 r-roject wuuress Parcel Number Applicant 36 NW 101 Street 1131010180240 Miami Shores, FL 33150- Block: Lot: JUAN RIVEROS owner imormation Address Phone Cell JUAN RIVEROS 36 NW 101 Street MIAMI SHORES FL 33150- Contractor(s) Phone Cell Phone PHOENIX CONSULTING ASSOCIATES (305)471-9500 Approved: In Review Comments: Date Approved:: In Review Date Denied: Type of Construction: REPLACE DAMAGE DRYWALL IN C Occupancy: Stories: Exterior: Front Setback: Rear Setback: Left Setback: Right Setback: Bedrooms: Bathrooms: Plans Submitted: Yes Certificate Status: Certificate Date: Additional Info: Bond Return : Classification: Residential Fees Due Amount CCF $9.00 DBPR Fee $6.75 DCA Fee $6.75 Education Surcharge $3.00 Notary Fee $5.00 Notary Fee $0.00 Permit Fee $450.00 Plan Review Fee (Engineer) $80.00 Scanning Fee $12.00 Technology Fee $12.00 Work without Permit Fee $450.00 Total: $1,034.50 Valuation: $ 15,000.00 Total Sq Feet: 0 Pay Date Pay Type Amt Paid Amt Due Invoice # RC-3-17-63190 03/06/2017 Credit Card $ 200.00 $ 834.50 05/31/2017 Credit Card $ 834.50 $ 0.00 Available Inspection Type: Final PE Certification Window Door Attachment Framing Insulation Drywall Screw Fill Cells Columns Window and Door Buck Review Planning Review Plumbing Review Electrical Review Building Review Building Review Structural Review Structural 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 Fertify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoni_rig. trhermore, I authorize the above -named contractor to do the work stated. May 31, 2017 Auth07rL"5lZ9Wure:Owner / Applicant / Contractor / Agent Date Building Department Copy May 31, 2017 1 Miami Shores Village Building Department 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 Tel: (305) 795-2204 Fax: (305) 756-8972 INSPECTION LINE PHONE NUMBER: (305) 762-4949 BUILDING PERMIT APPLICATION BUILDING ELECTRIC ❑ ROOFING RECEIVED kkU^l OLDp B � C� A FBC 20j`i Master Permit No. 9 G 17 5-8 Sub Permit No. ❑ REVISION ❑ EXTENSION ORENEWAL ❑ PLUMBING ❑ MECHANICAL [-]PUBLIC WORKS ❑ CHANGE OF ❑ CANCELLATION ❑ SHOP CONTRACTOR DRAWINGS JOB ADDRESS: ,3 C N/✓ 100 / 61 City: Miami Shores County: Miami Dade Zip 33 /S0 Folio/Parcel#: Is the Building Historically Designated: Yes NO Occupancy Type: Q - ad: Construction Type: Flood Zone: BFE: FFE: OWNER: Name (Fee Simple Titleholder): JV,4A/ / A), --RCS Phone#: g!5-� - 6-5-1- /.SJO Address: 36 AN l o i S{ �^/ 2 City: (y/�^e�Aok �j State: _f L Zip: Tenant/Lessee Name: Phone#: Email: I''/Ver0S Juan ) VA114o, coM CONNT 0I Company Name: Address: -3 City` � ,Qualifier•Name, C- Tl o'r /eS W t e:Z5jjC-e Phone#: r State.Certification Registry a is Certificate of Competency #: _ DESIGNER: Architect/Engineer: / C A ,:—,.,i _ (00 _�j;'a Phone#: Address: Value of Work for this Permit: $ _/ !22 OD Square/Linear Footage of Work: 305 - 9T C- State: Zip: Type of Wor~kl ❑ Addition ❑ Alteration ❑ New [�Re air Re lace p / ❑ Dem lition Description of Work: / l / Q�fifr% T- r Cr /� e © - 1144 Specify color of color thru tile: Submittal Fee $2 Permit Fee $ � CCF $ � � 00 CO/CC $T Scanning Fee $ " c-� Radon Fee .11�.L DBPR $ 4 Notary $ E - Technology Fee $ (Z C� Training/Education Fee $ Double Fe Structural Reviews Bond $ TOTAL FEE NOW DUE $ 3 ?'• �V (Revised02/24/2014) y %I Bonding Company's Name (if applicable) Bonding Company's Address City State Mortgage Lender's Name (if applicable) Mortgage Lender's Address City State Zip Zip 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 the absence of such posted notice, the inspection will not be approved and a reinspection fee will be charged. Signature Signature OWNER or AGENT CONTRACTOR The foregoing instrument was acknowledged before me this � -� day of P2 L 20 l� by `>V�N (2IU1_PJ who is personally known to me or who has produced � tL` f\J&LJ as identification and who did take an oath. NOTARY PUBLIC: Sign: a Print: i • �°� J Seal: vTr:��•� 9 OZp2 i%y •S�b1dX3�;�,� APPROVED-BY The foregoing instrument was acknowledged before me this day of loWg�K,_ 20 �� by (),k4410-0�S SS�Vb k rhooiis personally known to pV me or who has produced YU Q'1 4rZ— as identification and who did take an oath. NOTARY PUBLIC: Sign ************************************* Plans Examiner ********** Zoning Structural Review Clerk (Revised02/24/2014) i- 5-YE N IX W��, �C O N S U L T I N G Date 04/22/2017 Recipient Name Miami Village Shores Building Dept. Address 10050 NE 2"d Avenue City, State, Zip Miami Shores, FI 33138 RE: Affidavit To whom it may concern, Included in this letter is our affidavit concerning the use of construction workers on the project being permitted. AFFIDAVIT State of Florida County of Miami Dade Before me this day personally appeared Charles W Fossler who being sworn, deposes and says: That he or she will be the only person working on the project located at 36 NW 101s' Street Miami Shores, FL 33150. Sworn to (or affirmed) and subscribed before me this 22"d day of April 2017, by Charles W Fossler, Managing Partner. Personally, known X Or Produced Identification Type of Identification Sincerely, Name Charles W Fossler Title Managing Partner CC: Jessica A. Femardez NOTARY PUBLIC STATE OF FLORIDA Comff* FF940622 Expires 1212/2019 , Type or Stamp of Notary 5379 Lyons Road #135, Coconut Creek, Florida 33073 Phone 305-471-9500 www.phoenixca.com Miami Shores Village Building Department 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 Nonce to owner — worKers- L;ompensatson 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: I 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 AYOU ACKNOWLEDGE THAT YOU HAVE READ THIS NOTICE AND UNDERSTAND ITS CONTENTS. State of Florida County of Miami -Dade The foregoing was acknowledge before me this day of < <- , 20_. Bwh��cF.Sc��a3fY%to me or has produced V as idextifi 'N ��• o. a= may- �ir�� 0 O. 9p : OZ02 •�� SEAL: iii,9 *.;'�bldXs�:•��5� Richard S. Lookshin, Architect AR 13088 10013 SW 218th Street Miami, Florida 33190 Fax 954-320-6971 Tel954-309-6013 8-29-16 Building Official Building Department City of Miami Shores Miami Shores, Florida Re: 36 NE 101 st Street, Miami Shores, Florida Dear Ishmael Per our meeting I have added the roof plan in the area that the ceiling joist was removed and have indicated on the plan that the structural integrity of the structure meets the requirements FBC 2014 existing 807. In addition I have shown the additional drywall in the bedrooms that was changed out as requested. Per 809 they was no A/C work in the living and dining room (the sizes of the rooms was not changed. Please call if you have any questions. Very y your, chard S. Lookshin, RA -------------- Mc T- AUJG0 201 Y: -- Richard S. Lookshin, Architect AR 13088 905 W. Perry Street Lantana, Florida 33462 Fax 954-320-6971 Tel954-309-6013 5-18-18 Building Official City of Miami Shores Miami Shores, Florida Re: Permit # 17-581 36 NE 101st Street, Miami Shores, Florida To whom it may concern I have performed the inspection on the roof joists in the area of permitted work and found to the best of my ability it meets the requirements of the approved plans and code. Additional straps were added in addition to the existing straps. Please call if you have any questions. Very yours, Richard'S. Lookshin, RA AIA 1 � 4 Design Wind Speed Nominal I Ultimate Wind Velooit (mph) 175 _ Nominal Wind Velocity (mph) 135.6. ' Exposure - c :Intern, Pressure Enclosed Height tbove ground (z) 40 14.0 (Stands d Wall Height -(fl) 9.0 Mean goof Height (It) - (ft) 14.0 3 BuilE,.t) 40.0 I Builn) 40.0 1 Roo 3.0 t Rooes) 14.04 9(a) 4.00 End Zone (ft) 8.00 I Parapet Along Roof Perimeter ft WINDLOADCALC.com F��Windloadcalc.com, Your Window to Success ASCE 7-10 Version 7.2 2004 - 2012 CO Building Permit Edition Wind Load Program . . ... . . . ... •• •• • • • •• •• • Cl em 1 JUAN Address • 36 NEB 01 st 0-t • • • • Company • • • • Job Numbjr • • Preparer • • • • • • • • Hill Shape Q7f - No Hill 11, (ft) • • • • • • • • • 0.0 Lh, (ft) 0 see a a3.0 x, (ft) 0 0 • • • • • • • 0.0 ft of • • • • • • 00 WIND LOAD DESIGN INFORNIATIO Nominal Wind Load Pressures • O OPENING WIDTH LENGTH EFFECTIVE W APPLYING WIND' LOAD FOR: ZONE ELEVATION (feet) WIND AREA MAXIMUM MAXIMLM NOA Approval Number Max Pressure Per NOA Manufacturer Model Number Z (feet) (feet) (sgft) POSITIVE NEGATIVE PRESSURE (psf) PRESSURE (Mf) Gable I -Gable N/A 40.0 40.0 1600 16.1 -32.8 7p N/A F N/A N/A N/A z N/A o N/A z N/A N/A WIND 1 4 7 3.0 4.5 14 38.7 -42.0 WIND 4 7 3.0 4.5 14 38.7 -42.0 WIND 3 5 7 4.5 4.5 20 37.7 -49.2 WIND 4 _ 4 7 6.0 4.5 27 36.9 -40.3 w windloadcalc.com 04/15/2015 Pagel 0*111 9 Design Wind Speed Nominal I Ultimate Wind Velocity (mph) 175 _ Nominal Wind Velocity (mph) 135.6 _ Exposure c inte-4 Pressure Enclosed `s Hei ht kbove Rmund (z) -(ft) 14.0 I Slanda d Wall Height - (ft) 9.0 'Mean oof Height (h) - (ft) 14.0 Width (ft 40.0 .en th (f) 40.0 ABuildi (z:12) 3.0 le (de rees) 14.04 Stri (ft) 4.00 § End Zone (ft) 8.00 1 Parapet Along Roof Perimeter ft • WINDLOADCALC.com F��Wlndloadcalc.com-4, Your Wmcn, to Success ASCE 7-10 Version 7.2 2004 - 2012 Building Permit Edition Wind Load Program •• •• • • • •• •• • • • • • • • • • • • Client JUAN Address • • • 36 .E•1 �I st�t}e�t • • •• • Com anus • • • • Job Num r • • a • Preparer • • • a:• • • • a • ' OPOGRAPHIC FACTOR.' A�fi' t %. .(Z -`Y� ✓j".' ,.." APPLYING t t O' ,-.. -r "r';'1- OPENING � 5 N�ay`FS ' .Qlf;"; WIND .. LOAD DESIGN t t INFORMATION _..__._.. "i www.windloadcalc.com 04/15/2015 Page2 S Design Wind Speed Nominal Ultimate Wind Velocity (mph) 175 1 Nominal Wind Velocity (mph) 135.E $ Exposure c Intern Pressure Enclosed 1 Height bove ground (z) -(ft) 14.0 Y Standa d Wall Height - (f) 9.0 Mean oof Height (it) - (ft) 14.0 PBuildi Width(ft 40,0 uildi [moth (ft) 40.0 Roof (x:12) 3.0 iAle (degrees) 1404 Strip (ft) 4.00 P End Zone (ft) 5.00 F Parapet Along Roof Perimeter ft WINDLOADCALC. com F�Wind[oadcalc.com,;: Your Window to Success ASCE 7-10 Version 7.2 2004 - 2012 Building Permit Edition Wind Load Program • • ••• • • • ••• • • • • • • • • • • Client JUAN Address • • 36 NA01 st sheet • • • • Companvf • • • • Job Num r • • •. • Pre aver • • • • • f • • • •' s TOPOGRAPHICFACTORi -, {" . �g www.windloadcalc. com 04/15/2015 Page3 MIAMM E DEPARTMENT OF REGULATORY AND d BOARD AND CODE ADMINISTRATION DI NOTICE OF ACCEPTANCE ES Windows, LLC 10653 N.E. Quay1widge Ct. Miami, FL 33138 SCOPE: MIAMI-DADI COUNTY PRODUCT CONTROL SECTION 11805 SW 26 Street, Room 208 T (786) 315-2590 F (786) 315-2599 }vww.miamidade.gov/economy 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-Mianmi-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 "2000/ 2050" Aluminum Horizontal Sliding Window - L.M.I. APPROVAL DOCUMENT: Drawing No. W03-75, titled "Series-2000/ 2050 Alum. Horiz. Sliding Wdw. sheets 01, 1.1, 02 and 03 through 09 of 09, dated 08/27/03, with revision "H" dated 09/16/14, prepared by Al-Farooq Corporation, signed and sealed by Javad Alunad, P. E., bearing the Mianmi-Dade County Product Control Revision stamp with the Notice of Acceptance number and Expiration date by the Miami -Dade County Product Control Section. MISSILE IAMPACT RATING: Large and Small Missile Impact Resistant LABELING: Each unit shall bear a permanent label with the manufacturer's name or logo, ftlialrtuuilla, Colombia, America Latina, series, and following statement: "Miami -Dade tiowify. Producf'(!ontrol " Approved", unless otherwise noted herein. • ...... .... ...... RENEWAL of this NOA shall be considered after a renewal application has beerm.�i cL:nd there bas been . no change in the applicable building code negatively affecting the performance of tlmivprcxluct. : • • :' TERIVIINATION of this NOA will occur after the expiration date or if there has been a revisio3r or change in the materials, use, and/ or manufacture of the product or process. Misuse of this•N6A as an cindorsament 0 0 0 •' of an product, for sales advertising or an other purposes shall automatically tern mar � • his NOA. Failure • • 's o Y l � g Y P P Y 11 l�lg � .' to comply with any section of this NOA shall be cause for termination and removal of Mod. ....;. ADVERT.ISEi ENT: The NOA number preceded by the words Miarni-Dace C0 ity, Plorida, and ; ' followed by the expiration date may be displayed in advertising literature. If any'llorttbn of Ac rl©A 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 NOA No. 13-0617.28 and consists of this page 1 and evidence pages E-1, E-2 and E-3, as well as approval document mentioned above. The submitted documentation was reviewed by Jaime D. Gascon, P. E. NOA No. 14-0923.10 MIAMlNTY ', SU.x� Expiration Date: November 06, 2018 Approval Date: February 05, 2015 Page 1 ES Windows, LLC NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED F. STATEMENTS 1. Statement letter of conformance to, complying with FBC 5th Edition (2014), and of no financial interest, dated 09/10/14, signed and scaled by Javad Ahrnad,'P. E. 2. Statement letter of conformance, complying with FBC-2010, and of no financial interest, dated 12/08/11 and 06/05/13, signed and sealed by Javad Ahrnad, P. E. (Submitted partially under previous NOA No. 12-0223.46) 3. Distributor Agreement, dated 10/20/10, signed by Carla Garcia Torrente and by Andres Chamorro. (Submitted partially under previous NOA No. 12-0223.46) 4. Laboratory compliance letter for Test Report No. FTL-5811, issued by Fenestration Testing Laboratory, Inc., dated 08/13/09, signed and sealed by Michael R. Wenzel, P. E. (Submitted under NOA No. 09-1008.06) 5. Proposal No. 09-1583 issued by Product Control, dated 11/23/09, signed by Jaime D. Gascon, P. E. (Submitted under NOA No. 09-1008.06) 6. Laboratory compliance letter for Test Reports No.'s FTL-5338 and FTL-5475, issued by Fenestration Testing Laboratory, Inc., dated 01/17/08 and 12/20/07, signed and sealed by Carlos S. Rionda, P. E. (Submitted uuder.NOA'sNo.'s 08-0527..13 and 07-0928.13) 7. Laboratory compliance letter for Test Reports No.'s FTL-3809 and FTL-3804, issued by Fenestration Testing Laboratory, Inc., dated 06/16/03 and 05/15/03, revised & reissued by Fenestration Testing Laboratory dated 08/10/06, all signed and sealed by Joseph C. Chan, P. E. (Submitled under NOA No. 03-0910.02) • • • • . . .... ...... G. OTHERS • 1. Notice of Acceptance No. 13-0617,28, issued to ES Windows,0L%",0 for thAoSeries 000000 "2000/ 2050" Aluminum Horizontal Sliding Window - L.M.I., aj*0roved on 01/19/13 and expiring on 11/06/18. • .... . .. ..... ...... . .. ..... .. .. .... ...... Jaime D. Gascon, P.I. Product Control Section Supervisor NOA No. 14-0923.10 Expiration Date: November 06, 2018 Approval Date: February 05, 2015 P-3 ES Windows, LLC NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED A. DRAWINGS 1. Manufacturer's die drawings and sections. (Submitted under NOA's No.'s 03-0910.02 and 09-1ON. 06) 2. Drawing No. W03-75, titled "Series-2000/ 2050 Alum, Horiz. Sliding Wdw. (L.M.I)", sheets 01, 1.1, 02 and 03 through 09 of 09, dated 08/27/03, with revision "H" dated 09/16/14, prepared by Al—Farooq Corporation, signed and sealed by Javad Ahmad, 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 ASTM F 588-04/ 07 and per FBC 2411 3.2.1, TAS 202-94 7) Deglazing Force Test, per ASTM E 987-88(R2009) and per FBC 2411 3.2.1, TAS 202-94 8) Operation Force Test, per ASTM D 2256-02(R2008) and per FBC 2411 3.2.1, TAS 202-94 along with marked —up drawings and installation diagram of a horizontal sliding window, prepared by Fenestration Testing Laboratory, Inc., Test Report No. FTL-5811, dated 02/16/09, signed and sealed by Michael R. Wenzel, P.E. (Submitted under NOA No. 09-1008.06) 2. Test reports on: 1) Air Infiltration Test, per FBC, TAS 202-94 000000 2) Uniform Static Air Pressure Test, Loading;er J%C TAS11b1-94 ....; • 3) Water Resistance Test, per FBC, TAS 202--9T • :000 •. ..... .... ...... 4) Large Missile Impact Test per FBC, TAS 2Qj—.l�• • 5) Cyclic Wind Pressure Loading per FBC, TA9.30-94 .. 6) Forced Entry Test, per ASTM F 588-04/ 07 aag- er FEA: l 1 • • • • • 3.2.1, TAS 202--94 """ 7) Ueglazing Force Test, per ASTM E 987-8%d09) and � ABCpc• • • 2411 3.2.1, TAS 202-94 • . . . . ...... 8) Operation Force Test, per ASTM D 2256-0a(R3008) as per FBC . 2411 3.2.1, TAS 202-94 • • • • • • • along with inarked—up drawings and installation diagram of a horizonl6l sliding window, prepared by Fenestration Testing Laboratory, Inc., Test Reports No. FTL-5338 and FTL-5475, dated 01/17/08 and 12/2.0/07 respectively, signed and sealed by Carlos S. Rionda P. E. f f' (Submitted under previous NOA No.-08-0527-.13 and 07-0928.131--1'� Jaime D. Gascon, P. E. Product Control Section SuperN,isor NOA No. 14-0923.10 Expiration Date: November 06, 2018 Approval Date: February OS, 2015 E-1 ES Windows, LLC NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED B. TESTS (CONTINUED) 3. 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 AAIMA 1302.5-76 and per FBC 2411 3.2.1, TAS 202-94 7) Deglazing Force Test, per ASTM E 987--88 and per FBC 2411 3.2.1, TAS 202-94 8) Operation Force Test, per ASTM D 2256-02 and per FBC 2411 3.2.1, TAS 202-94 along with marked —up drawings and installation diagram of horizontal sliding window, prepared by Fenestration Testing Laboratory, hie., Test Reports No. FTL-3809 and FTL-3804, dated 06/16/03 and 05/15/03 respectively, revised & reissued on 08/10/06, all signed and sealed by Joseph C. Chan, P. E. (Submitted under NOA No. 03-0910.02) C. CALCULATIONS 1. Anchor verification calculations and structural analysis, conformance to, complying with FBC-2010 and with FBC 5"' Edition (2014), prepared by &,tarooq Corporation, dated 09/09/14, signed and sealed by Javad Ahmatl, P.V. •....• ...... 2. Glazing complies with ASTM E1300-9.8/ 09 • • D. QUALITY ASSURANCE • • • • • • • • • • 1. Miami —Dade Department of Regulatory and Economic ResourC"WR) • • • • • • • • • E. MATERIAL CERTIFICATIONS •••••• ••�••• •••••• 1. Notice of Acceptance No. 11-0624.02 issued to E.I. DuPont IxcrMAtours & Co., Inc. •• for their "DuPont Sentry Glass@ Interlayer" dated 05/26/10,expiring on41W444 17. �•••• 2. Notice of Acceptance No. 13-0129.27 issued to E.I. DuPont D'eNtnpurs 4 C g,r Inc. %* * % for their "DuPont Butacitc@ PVB Interlayer" dated 04/11/13, expiring oriJOA/16. Jaime 1). Gascon, P. E. Product Control Section Supervisor NOA No. 14-0923.10 Expiration Date: November 06, 2018 Approval Date: February 05, 2015 E — 2 ES Windows, LLC NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED F. STATEMENTS 1. Statement letter of conformance to, complying with FBC 51h Edition (2014), and of no financial interest, dated 09/10/14, signed and sealed by Javad Ahmad, P. E. 2. Statement letter of conformance, complying with FBC-2010, and of no financial interest, dated 12/08/11 and 06/05/13, signed and sealed by Javad Ahmad, P. E. (Submitted partially under previous NOA 1Vo. 12-0223.46) 3. Distributor Agreement, dated 10/20/10, signed by Carla Garcia Toirente and by Andres Chamorro. (Submitted partially under previous NOA No. 12-0223.46) 4. Laboratory compliance letter for Test Report No. FTL-5811, issued by Fenestration Testing Laboratory, Inc., dated 09/13/09, signed and sealed by Michael R. Wenzel, P. E. (Submitted under NOA No. 09-1008.06) 5. Proposal No. 09-1583 issued by Product Control, dated 11/23/09, signed by Jaime D. Gascon, P. E. (Submitted under NOA No. 09-1008.06) 6. Laboratory compliance letter for Test Reports No.'s FTL-5338 and FTL-5475, issued by Fenestration Testing Laboratory, Inc., dated 01/17/08 and 12/20/07, signed and sealed by Carlos S. Rionda, P. E. (Submitted under NOA's No.'s 08-0527.13 and 07-0928.13) 7. Laboratory compliance letter for Test Reports No.'s FTL-3809 and ITLr3804, issued by Fenestration Testing Laboratory, Inc., dated 06/16/03 and 05/15/03, revised & reissued by Fenestration Testing Laboratory dated 08/10/06, all signed and sealed by Joseph C. Chan, P. E. (Submitted uuder NOA No. 03-0910.02) G. OTHERS • too. 0 •• • Y••• • 1. Notice of Acceptance No. 13-0617.28, issued to ES Windows, LLB, for tjvIi; Series • • • •: • "2000/ 2050" Aluminum Horizontal Sliding Window -- L.M.L, 1wed on 09/19/13 • ...... and expiring on 1 1/06/18. 0 *too • • • • • • • •• •• •••• •••••• • • • • • •••••• • • • • • • • Jaime D. Gascon, P. E. Product Control Section Supervisor NOA No. 14-0923.10 Expiration Date: November 06, 2018 Approval Date: February 05, 2015 E-3 THESE WINDOWS ARE RATED FOR LARGE & SMALL MISSILE IMPACT. SHUTTERS ARE NOT REQUIRED. SERIES_20.00/2050 ALUM HORIZ. SLIDING WINDOW DESIGN LOAD RATINGS FOR THESE WINDOWS TO BE AS PER CHARTS SHOWN ON SHEETS 2 & 3. APPROVAL APPLIES TO SINGLE -UNITS OR SIDE BY SIDE COMBINATIONS OF H.R./H.R. OR H.R. WITH OTHER WINDOW TYPES IN MODULES OF TWO OR MORE WINDOWS USING MIAMI—DADE COUNTY APPROVED MULLIONS IN BETWEEN. LOWER DESIGN PRESSURE FROM WINDOWS OR MULLION APPROVAL WILL APPLY TO ENTIRE SYSTEM. THIS PRODUCT HAS BEEN DESIGNED AND TESTED TO COM WITH THE* • • • • • • • REQUIREMENTS OF THE FLORIDA BUILDING CODE INCLUDING GH VELJC:Y • • • • • • • HURRICANE ZONE (HVHZ). • • • • • • • • WOOD BUCKS BY OTHERS, MUST BE ANCHORED PROPERLYRS TRAIgt" • • • • • • • LOADS TO THE STRUCTURE. ANCHORS SHALL BE AS LISTED, SPACED AS SHOWN ON DETAILS, ANCHORS EMBEDMENT TO BASE MATERIAL SHALL BE BEYOND WALL DRESSING OR STUCCO. • ••• •• ••• • • ANCHORING OR LOADING CONDITIONS NOT SHOWN IN TrIESO DETAKS ARE • • • • • NOT PART OF THIS APPROVAL. • !! • • • • • • • • A LOAD DURATION INCREASE IS USED IN DESIGN OF ANI! FS Ij WltD bNL: • • • MATERIALS INCLUDING BUT NOT LIMITED TO STEEL/METRL•SLREWSS THAT • • • • COME INTO CONTACT WITH OTHER DISSIMILAR MATERIALS SHALL MEET THE REQUIREMENTS OF THE FLORIDA BLDG. CODE. • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • WINDOW WIDTH 10' STILE ADOL. ANCHOR AT STILE ENDS ENDS SEE SHEETS 2 & 3 HEAD 5" FOR CAPACITY SILL II ii Ii i1 li it II II II I 11 II M I I 11 II I I li II II li II II II II II II 11 IT FALSE MUNTIN /—(SURFACE APF MAY BE USED 4� 33 I/2" 33 3/8' 33 1/2" Q D.L. OPG. 37 5/8' D.L. OPG. D.L. OPG. 37 5/8" / VENT WIDTH VENT WIDTH TYPICAL ELEVATION PRODUG7RRVISBD m complying with ft Plorlde BuBdInar �4-C�Z3.10 Pl�o fZo 28 Mlam ale ProduU Co-, ul `� CIVIL 4C.1LI, 717592 538 42014 LAMINATED GLASS LARGE MISSILE IMPACT drawing no. W03-75 1/8" ANN. GLASS 1/6" HEAT STREN'D. CLASS .090" INTERLAYER .090" INTERLAYER SENTRYGLAS BY 'DUPONT' SENTRYGLAS BY 'DUPONT' 1/8" ANN. GLASS 1/8" HEAT STRF.N'D. GLASS a SILICONE n: SILICONE Z r DOW CORNING 795 C DOW CORNING 795 Z m z m N AIN21 0 28 28 AT 1/4 POINTS ON LRES AT 1/4 POINTS ON LITES WIDER THAN 36" WIDER THAN 36" GLASS TYPE 'A' GLASS TYPE 'Al' 1/8" ANN. GLASS 1/8" HEAT STREN'D. GLASS .090" INTERLAYER .090" INTERLAYER BUTACITE PVB BY 'DUPONT' BUTACITE PVB BY 'DUPONT' —1/8" ANN. GLASS 1/B" HEAT STREN'O. GLASS SO IC I SILICONE DOW CORNING 795/983 m SILICONE J DOW CORNING 795/983 - p Z f N E ' II O O U I II O M x X okli/ 28 28 AT 1/4 POINTS ON LITES AT 1/4 POINTS ON LITES WIDER THAN 36' WIDER TF1AN 36" 5/16" LAM. GLASS 7/I6" LAM. GLASS ALT. GLAZING OPTIONS SQUARE GLAZING STOP CAN BE USED WITH ALL o m o 0 y Q Q� C 0 t, - tt o ry Q �LL If LL ZN: o J O N Q J Q w i GLASS TYPES SHOWN ON THIS SHEET. L ONE SIL CONE • • • • • • • • • • n 1 A`/AD AHIMO � CIVIL j PE / 70592 $ N. 3538 drawi0 2014 W03-75 sheetl,lof g DESIGN LOAD CAPACITY - PSF (XO OR OX SI7.ES) SERIES 2000/2050 WINDOW DIMS. A STD. ANCHOR SPACING ADDL. ANCHOR STD. MTG. RAIL (FRAME SILL 41, 2, 3 & 4) SEE DETAILS BELOW FOR EXT(+) LOAD LIMITATIONS H.D. MTG. RAIL (SILL -3 & 4)** H.D. MTG. RAIL (SILL •3 & 4)** GLASS TYPE 'A' GLASS TYPE 'B' GLASS TYPE 'Al' GLASS TYPE 'BI' GLASS TYPE 'C, GLASS TYPE 'D' GLASS TYPE 'A1' GLASS TYPE '131' GLASS TYPE 'D' GLASS TYPE 'E' GLASS TYPE 'Al' CLASS TYPE '131' GLASS TYPE 'D' GLASS TYPE 'E' WIDTH HEIGHT EXT.(+) INT.(-) EXT.(+) INT.(-) EXT.(+) INT.(-) EXT.(+) INT.(-) EXT.(+) INT.(-) 26-1/2" 37" 26" 3 70.0 B0.0 70.0 90.0 70.0 80.0 80.0 90.0- 90.0 - 4 70.0 80.0 70.0 90.0 70.0 80.0 80.0 - 53-1/8' (3) 6 70.0 80.0 70.0 90.0 70.0 80.0 80.0 9C.0 - - 74' 8 70.0 80.0 70.0 90.0 70.0 80.0 80.0 90.0 - - 26-1 3 70.0 80.0 70.0 90.0 70.0 80.0 80.0 90.0 - - 37" 38-3/e' 4 70.0 80.0 70.0 90.0 70.0 80.0 80.0 90.0 - - 53-1/8' (3) 6 70.0 60.0 70.0 90.0 70.0 80.0 80.0 90.0 - - 74' B 70.0 80-0 70.0 90.0 70.0 80.0 80.0 90.0 - - 6-1 2" 3 70.0 0 70.0 90.0 70.0 80.0 80.0 90.0 - - 37' 50-5/8' 4 70.0 80.0 70.0 90.0 70.0 80.0 80.0 90.0 - - - 8" (4) 6 70.0 90.0 70.0 80.0 80.0 90.0 - - 74' 8 - - 70.0 90.0 70.0 60.0 BOX 90.0 - - 26-1/2" 3 70.0 80.0 70.0 90.0 70.0 80.0 80.0 90.D - - 37" 63" 4 58.9 67.3 70.0 90.0 70.0 80.0 80.0 90.0 - - 53-1/8" (5) 6 42.6 48.7 70.0 86.6 70.0 60.0 80.0 90.0 - - 74' 8 - - - - - - 75.3 75.3 80.0 90.0 24" 36" 3 4 70.0 70.0 80.0 70.0 90.0 70.0 80.0 80.0 90.0 - - 80.0 70.0 90.0 70.0 80.0 80.0 90.0 - 46" 24" 6 70.0 80.0 70.0 90.0 70.0 80.0 80.0 90.0 - - 60" 6 70.0 80.0 70.0 90.0 70.0 80.0 80.0 90.0 - - 72" 8 70.0 80.0 70.0 90.0 70.0 80.0 80.0 90.0 - - 24' 3 70.0 80.0 70.0 90.0 70.0 80.0 80.0 90.0 - - 36" 4 70.0 80.0 70.0 90.0 70.0 80.0 110.0 90.0 - - 48" 6' 6 70.0 BD.O 70.0 90.0 70.0 80.0 80.0 90.0 - - 60" 6 70.0 80.0 70.0 90.0 70.0 80.0 80.0 90.0 - - 72" 8 70.0 80.0 70.0 90.0 70.0 80.0 80.0 90.0 - - 24" 3 70.0 80.0 70.0 90.0 70.0 80.0 80.0 90.0 - - 36" 4 70.0 80.0 70.0 90.0 70.0 80.0 80.0 90.0 - - 48" (4) 6 70.0 80.0 70.0 90.0 70.0 80.0 80.0 90.0 - - 60" 6 70.0 80.0 70.0 90.0 70.0 80.0 80.0 90.0 - 8 70.0 80.0 70.0 90.0 70.0 80.0 80.0 90.0 3 70.0 80.0 70.0 900 70.0 80.0 80.0 90.0 4 70.0 80.0 70.0 90.0 70.0 80.0 80.0 90.054.2 r 61.9 700 90.0 70.0 80.0 80.0 90.045.1515 70.0 87.3 70.0 50.0 80.0 90.0 8 - - 70.0 78.7 70.0 78.7 80.0 82.7 80.0 90.0 A = NO. OF ANCHORS PER HEAD & SILL () - NO. OF ANCHORS PER JAMB • • • • • • • N •1 N •2 •3 ••• • • ••• •• • •• • • STD. SILL WITHOUT RISER •STD. AI?WITH RISE • 000 Fj-RISE•S•L WITHOUT RISER LIMIT EXT.(+) LOADS TO 53.3 PSF • • ZIMIT EST.(+) LOADS TO 70.0 PSF IT EXL(+) LOADS TO 67.5 PSF SEE DETAILS BELOW FOR EXf(+) LOAD -LIMITATIONS HI -RISE SILL WITH RISER LIMIT EXT.(+) LOADS TO 80.0 PSF CW1U Z °nl O IX 0 Q � N Ow' W M oG O � M s {� 0 IL < A 04-F STD MTG RAILS STD, MTG, RAILS Q w � 2 R 4 13 S-2000 S-2050 u' Z N E 0 _ J 0 1C�L Q_ yj Q W if F CjL -1 a n-ta"! 6Aa�D5 5. � 0 W R'\- ZALTERNATE TO 6A & 6A.1 5. w ao W� E w -D ,H.D._MTG. RAMS H.D. MTG. RAILS S-2000 S-2050 n _19 PRODUCT RRVISBD m witiplying *ith Lie Florida BuBdle6 COdo � _ -.^ 92� . �i ,O Acccpdmc6 fdo v / J- Pxp1111tiQa,nA>a6 � 2ri �.8 ry - 21, n Mluml�od: Pt uU Cmtwf 4 - j `o � � w a o � o a - j e NOTE: GLASS CAPACITIES ON THIS SHEET ARE BASED ON ASTM E1300-09 (3 SEC. GUSTS) $ AND FLORIDA BUILDING COMMISSION i c DECLARATORY STATEMENT DCA05-DEC-219 Engr: JAVAD AHI.IAO crnt FLA. PE J 70592 CAA 3538 drawing no. 0 2014 W03-75 • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • DESIGN LOAD CAPACITY - PSF (XOX SIZES) SERIES 2000/2050 WINDOW DIMS. A STD. ANCHOR SPACING ADDL. ANCHOR STD. MTG. RAIL (FRAME SILL •1. 2, 3 & 4) SEE DETAILS BELOW FOR EXT(+) LOAD LIMITATIONS H.D. AITG. RAIL (SILL '3'& 4)* H.D. MTG. RAIL (SILL •3 & 4)* CLASS TYPE 'A' GLASS TYPE 'B' GLASS TYPE 'Al' GLASS TYPE 'BI' CLASS TYPE 'C' CLASS TYPE 'D' GLASS TYPE 'Al' GLASS TYPE 'BI' GLASS TYPE 'D' GLASS TYPE 'E' GLASS TYPE 'Al' CLASS TYPE 'BI' GLASS TYPE 'D' GLASS TYPE 'E' WIDTH HEIGHT EXT.(+) INT.(-) EXT.(+) INT.(-) EXT.(+) INT.(-) EXT.(+) INT.(-) I EXT.(+) INT.(-) 74" 9 70.0 80.0 70.0 90.0 70.0 80.0 80.0 90.0 - - 106-1/4• "' 12 70.0 80.0 70.0 90.0 70.0 80.0 80.0 90.0 - - 111' 12 - - I - - - - 50.0 90.0 - - 74' 9 70.0 80.0 70.0 90.0 70.0 80.0 80.0 90.0 - - 106-1/4 38-3/8' 12 70.0 50.0 70.0 90.0 70.0 BOLO 80.0 90.0 - - 1 (3) 12 - - - - - - 80.0 90.0 - - 74" 9 70.0 80.0 70.0 90.0 70.0 80.0 80.0 90.0 - - 106-1/4• 50-8 5/ 12 70.0 80.0 70.0 90.0 70.0 eo.o 80.0 1 90.0 - - 111" (4) 12 - - - - - - 80.0 90.0 - - 74' 1 4' Iil" 63" 9 12 12 45.4 - 51.9 - 70.0 90.0 - 70.0 - 80.0 - 80.0 77.1 90.0 77.1 _ 75.3 - - - - 80.0 80.0 90.0 90.0 - - - - - ----75.3 72" 9 70.0 80.0 70.0 90.0 70.0 80.0 80.0 90.0 - - 84' 24' 9 70.0 80.0 70.0 90.0 70.0 80.0 80.0 90.0 - - 96' (2) 9 70.0 80.0 70.0 90.0 70.0 80.0 80.0 90.0 - - 108" 12 70.0 80.0 70.0 90.0 70.0 80.0 80.0 90.0 - - 72" 9 70.0 80.0 70.0 90.0 70.0 80.0 80.0 90.0 - - 84' 36• 9 70.0 80.0 70.0 90.0 70.0 80.0 80.0 90.0 - - 96" (3) 9 70.0 80.0 70.0 90.0 70.0 80.0 80.0 90.0 - - 108' 12 70.0 80.0 70.0 90.0 70.0 80.0 80.0 90.0 - - 72" 9 70.0 80.0 1 70.0 90.0 70.0 80.0 80.0 90.0 - - 84' 48• 9 70.0V54.4 70.0 90.0 70.0 80.0 80.0 90.0 - - 96' (4) 9 70.0 70.0 90.0 70.0 80.0 80.0 90.0 - - 108" 12 70.0 70.0 90.0 70.0 80.0 80.0 90.0 - - 72' 84" 96' 60" (5) 9 9 54.2 47.6 70.0 70.0 90.0 90.0 70A 70.0 80.0 80.0 80.0 80.0 90.0 - - 90.0108" 9 -70.0 83.9 70.0 80.0 .0 8B.2 80.0 12 -70.0 78.7 70.0 BOLO 1 82.7 80.0 90.0 A = NO. OF ANCHORS PER HEAD & SILL ( ) = NO. OF ANCHORS PER JAMB (1/3w) (1/3W) (1/3W) #* SEE DETAILS BELOW FOR EXT(+) LOAD LIMITATIONS OPERATIRDIVZNTS TO BE 1/3 OF THE WINDOW WIDTH Tn •• ••• • • • • •• n n N 41 .2 • •• ••1 • • •• • • • • STD. SILL WITNOIfi RISER STD.•S�L•N/ITH �ISER • •HI -RISE SILL WITHOUT RISER LIMIT EXT.(+) LOADS TO 53.3 PSF LIMIT EXT.(+) LOADS TO 70.0 PSF LIMIT EXT.(+) LOADS TO 66.7 PSF • • • • • • • • • • ••• • • • ••• • •4 DESIGN LOAD CAPACITY - PSF (XOX SIZES) SERIES 2000/2050 STD. ANCHOR SPACING WINDOW DIMS. HEIGHT A STD. AI'TC. RAIL (FRAME SILL - OAD LIMITARONS (SILL •3 & 4) GLASS TYPE 'A' GLASS TYPE 'B' CLASS TYPE 'Al' GLASS TYPE 'BI' GLASS TYPE 'C' GLASS TYPE 'D' GLASS TYPE 'Al' GLASS TYPE 'Bl' GLASS TYPE 'D' GLASS TYPE 'E' E1CT.(+) INT.(-) EXT.(+) INT.(-) EXT.(+) INT.(-) EXT.(+) INT.(-) E74 26' (3) 8 70.0 BOLO 70.0 90.0 70.0 80.0 80.0 90. 9D.D 11 70.0 BOLO 70.0 90.0 70.0 80.0 90.0 12 - - --- BOLO 90.0 38-3/8' (3) 8 11 12 70.0 BOLO 70.0 90.0 70.0 80A 80.0 90.0 - - - 70.0 90.0 70.0 80.0 &0.0 90.0 - - - - BOLO 90.0 7q• SD-5/8' (4) 8 - - 70.0 90.0 70.0 BOLO BOLO 90.0 74• 63' (5) 72' 84• 96• 108' 24' (2) 8 70.0 80.0 70.0 90.0 70.0 70.0 BOLO 80.0 80.0 BOLO 60.0 60.0 80.0 90.0 90.0 8 70.0 800 70.0 90.0 9 70.0 80.0 70.0 90.0 70.0 90.0 90.0 11 70.0 80.0 70.0 90.0 70.0 80.0 72• 84' 96' 105" 36" (3) 8 70.0 80.0 70.0 90.0 70.0 80.0 80.0 90.0 8 70.0 80.0 70.0 90.0 70.0 80.0 80.0 90.0 9 70.0 80.0 70.0 90.0 70.0 80.0 80.0 90.0 11 - - 70.0 90.0 70.0 80.0 80.0 90.0 72• 84• 96• 8" 8 70.0 80.0 70.0 90.0 70.0 80.0 80.0 90.0 8 - - 70.0 90.0 70.0 80.0 80.0 90.0 9 - - - - - - 80.0 90.0 72" 60 (5) 8 - -1 70.0 1 90.0 t 70.0 1 80.0 80.0 90.0 A = NO. OF ANCHORS PER HEAD & SILL () = N0. OF ANCHORS PER JAMB (1/4w) (1/zw) (1/01) 5� OPERATING VENTS TO BE 1/4 OF THE WINDOW WIDTH STD MTG RAILS STD MTG RAILS PRODUCTREVISPD S-200D S-2050 tv-plyhvs Wi011he Fl.ddb U11GIug Coc'c 1�-0�23. AtccM:ulw r» / Nfieull4}}0 1>ctConitnl \ 6n A NOTE: GLASS CAPACITIES ON THIS SHEET ARE BASED ON ASTM E1300-09 (3 SEC. GUSTS) AND FLORIDA BUILDING COMMISSION 6 5. DECLARATORY STATEMENT DCA05-DEC-219 M ` I.`a �1 � Engr: �CMLAHA F1A PE / 705 92 C. N. 3538 I HI -RISE SILL WITH RISER H D. MTO RAILS H.p. MTG RA115 LIMIT EXT.(+) LOADS TO 80.0 PSF s-2000 1-7050 .o E o V drawing no. W03-75 TYPICAL ANCHORS SEE ELEV. FOR SPACING e Ed .a.e ... a, C") d a • wl • Ed ••• METAL STRUCTURE Fr_________________i'1 t IMIAMI-DARE COUNTY APPROVED I1 j IMULLION & MULLION ANCHORS II ISEE SEPARATE NOA l Ed Ed II i I 1 II J x a � \ TYPICAL ANCHORS TYPICAL ANCHORS SEE ELEV. SEE ELEV. FOR SPACING FOR SPACING 1 •• 10 •"+ins • •• - •°,• �'•• .4v • •• ag5 i i a •• c oR SrrdfCEAL•11 EE L7 • • •• . DI• • • m o no3 • • • • • • • • • • • • • • • • • • • • • • •• •• ••• ••• •• •• ICAL ANCHORS SEE ELEV.-� FOR SPACING W WOOD BUCKS AND METAL STRUCTURE NOT BY E.S. WINDOWS MUST SUSTAIN LOADS IMPOSED BY GLAZING SYSTEM to M AND TRANSFER THEM TO THE BUILDING STRUCTURE. 3 Z n Ci wa TYPICAL ANCHORS: SEE ELEV. FOR SPACING Q f N a � 1/4" DIA ULTRACON BY 'ELCO' (Fu=177 KSI, Fy=155 KSI a 0 0 M INTO 2BY WOOD BUCKS OR WOOD STRUCTURES d 1-1/2" MIN. PENETRATION INTO WOOD G' LL n TIIRU 1BY BUCKS INTO CONC. OR MASONRY V 1-1/4" MIN. EMBED INTO CONC. OR MASONRY g DIRECTLY INTO CONC. OR MASONRY <o ~ ��•� 1-1/4" MIN. EMBED INTO CONC. OR MASONRY N 14 SMS OR SELF DRILLING SCREWS (GRADE 2 CBS) Z N = o INTO MIAMI-DADE COUNTY APPROVED MULLIONS (MIN. THK. = 1/8") INTO METAL STRUCTURES STEEL : 1/8" THK. MIN. (Fy = 36 KSI MIN.)0 ALUMINUM : 1/8" THK. MIN. (6063-T5 MIN.) (STEEL IN CONTACT WITH ALUMINUM TO BE PLATED OR PAINTED) d I Ed = ANCHOR EDGE DISTANCE o a I e INTO CONCRETE AND MASONRY = 2-1/2" MIN. INTO WOOD STRUCTURE = 1" MIN. - •'✓' INTO METAL STRUCTURE = 3/4" MIN. r; m o J WOOD AT HEAD, SILL OR JAMBS SG - 0.55 MIN. w CONCRETE AT HEAD, SILL OR JAMBS f'c = 3000 PSI MIN. m v7 n C-90 HOLLOW/FILLED BLOCK AT JAMBS f'm - 2000 PSI MIN. Q ^ n Z 3 J SEALANTS: 8 0 3z�h FRAME AND VENT CORNERS AND INSTALLATION SCREWS AT SILL N o g n SEALED WITH WHITE/ALUMINUM COLORED SILICONE. -W N 'n g 1YEEPHOLES: W1 = 1-13/16" X 1/4" WEEPHOLES AT 3" FROM EACH END MO.. WITH PLASTIC BAFFLE W2 = 1/4" WEEPHOLE AT TOP & BOTTOM RAIL 1" FROM EACH END PRODUCPREVISED `u g m wmplying with U. Fialida F' UruldlgoCn pd AcpmNo m �G i8. 1- 01 g z a O v g V . i uUC°ntrol 0 „ r = o SERIES-2000 ° W _ SERIES-2050 En4r. JAVAO AHMAO n CNL ._ FLA PE / 70592 mo - . > C. N. 3538 d n n e u �113Y WOOD BUCK W03 75 C 2014 ITEM PART q QUANTITY DESCRIPTION MATERIAL W TYPICAL ANCHORS SEEF.1.EVS. FOR SPACING aN n I h _ Fr ----------- --- — "1 3. 3. IIMIAMI-DAOE COUNTY APPROVED II IIMULLION Z n _ & MULLION ANCHORS II I�SEE SEPARATE NOA �i sEd Q f w zz I iI I� W Qf N a . - Ed i� e O o 0 _____ �J . ,. .-.... s.. -. IL_TSEE O W M a Gt27 Y N 27 O 0aALT. O &0 OJ ANCHORS EV. FOR SPACING Z Q �MLv Q W A f O J h 3 3 a n-' J } m o J W °^ 34 n OEM p N � i a Z 3 3z o Q - W N N F O o N a i s ALT. • • • • • • • • • • • • • • • • • Engr..1A1AO AHMAD r CIVIL I FLA. PE q 70592 s Ed ° PRODUCTREVISED a o B v " • m cmnplying with the Florida7 o o k c ° .. . r` • � • • • • • • � i • • rAoRaing coae � �O o rT 438 IYPIC`A,rh_ A'NCHORS• • • • • • • • Accep. No FOS SP&,CINJ �� • •SEE `�'. • • • : : : .. . • • «' By.. z�< ado 2014 W03-75 ••• 'Ai f ad: Ptnducl Conlrol��--' sheet rj of 9 AfANF./SUPPLIF,R/RP.MARKS 1 E55003 1 FRAME HEAD 6063-T6 - - 2 ES20D1 1 STD. FRAME SILL 6063-T6 2A ES2012 1 HI -RISE FRAME SILL 6063-T6 - 3 ES2003 1 FRAME JAMB 6063-T6 - 5 ES 1005 1/ VENT FIXED RAIL (S-2000) 6063-T6 6063-T6 5.1 ES1051 1/ VENT FIXED RAIL (5-2050) - 6 E51004 1/ VENT 1/ VENT STD. VENT MEETING RAIL (5-2000) 6053-16 - 6A ES2004 H.D. VENT MEETING RAIL (S2000) 6063-T6 - 6.1 ES1052 1/ VENT STD. VENT MEETING RAIL (5-2050) 6063-T6 - - 6A1 ES1053 1/ VENT H.O. VENT MEETING RAIL (5-2050) 6063-T6 60 ES-2004A 1/ VENT H.D. VENT MEETING RAIL (5-2050) 6063-T6 ALTERNATE TO 6A 68.1 ES-1053A i/ VENT H.O. VENT MEETING RAIL (5-2050) fi063-16 ALTERNATE TO 6A.1 7 ES 1007 2/ VENT TOP AND BOTTOM RAIL 6063-TS - 8 ES1006 1/ VENT JAMB STILE 6063-TS - 9 E51008 AS RICE. GLAZING BEAD 606}-75 - 9A E51103 AS REDD. SQUARE GLAZING DEAD (5/16' GLASS) 6063-TS - 98 E51017 AS RCOD. SQUARE GLAZNG BEAD (7/16' GLASS) 6063-TS - 10 ES2002 1 SI • • • • ••• • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • VENT WIDTH SHIM C O.L.O. 12 13 STD. 3 1R 6 1AEiAl STRUCTURE 17 I R -----SCREEN OPT.------1 EXTERIOR WINDOW WIDTH TYPICAL ANCHORS XO LAYOUT SEE ELEV. FOR SPACING OX OPPOSITE ............ 1 /4' MAX. \ SHIIAS P '18Y WOOD RUCK a_ TYPICAL ANCHORS SEE ELEV. FOR SPACING OPT --- EXTERIOR ry WINDOW WIDTH XOX LAYOUT' \ 1/4" MAX.. O TYPICAL ANCHORS SHIMS ALT. M!AIAI-DADS COUNTY APPROVED MULLION SEE ELEV. FOR SPACING 27 SEE SEPARATE NOA e° • • • • • • • • • TI Ir__ _ . • • • • • • • • • • • • 1 1 • • • • • • • • 1 1 I 1 1 - ' d I = a w • 000 • • . • • • • _ _ _ _ _ 11 I I o II I 1 ° TYPICAL RNCkRS • • —_----_. SEE ELE.. FOR SPACNG • • • • . • • o I L I a •• • • • • • • • • • • — — ••• • • • e WINDOY! WIDTH WINDOW WIDTH . . . . . . . . . • . .. .. . . . .. . • HEAVY UTY MAX. SHIMS 8Y wooD RUC TYPiCA ANCHORS SEE E EV. P, FOR ACING < o PRODUCT REYISLD as complying wish Ihn F'laride 9oldfn6 Code 14-- gZ3.10 AF inn DZW N4faml�ade Pco cl Canvo SERIES-2000 VENTS WITH SPRING LOADED LATCHES Engr. JAVAD AHMAD CMI. FLA. PE / 70592 Av014 drawing no. W03-75 VENT WIDTH O /4' MAX. SHIIA O D.L.O. O 6A.1 HEAVY DUTY n 3 1 /4' MAX. Z n STD. SHIMS _ J 0, a /' _ _ _ _ _ W WOOD BUCK - - - - - o Z am _ o 0 o METAL - O STRUCTURE - _ - - - _ _ _ _ - _ -- o—�-� ------ = = - = 0 a w ---8- B 17- TYPICAL HORS Q yQ� Q ° SCREEN OPT. ------ __ �SEE IELEV. C G r- 3 a � FOR SPACING 68 1 0 y � � z Q Z LO (� 5.L _ ly Zw_o D.L.O. I N f Cl - - - - J u ro EXTERIOR _-__- QW�� • z WINDOW WIOTH XO LAYOUT 17 - ANCHORS n SEE ELEV. FOR SPACING OX OPPOSITE 3 n a O/ s � VENT WIDTH 1 /4" SHIM VENT WIDTH 1/4' MAX. = J coMAX. O SHIMS w 3 WO Vl Q \ 1 g 6.7 YlOOD BUCK 2QRY� W000 BUCK N WOO STRUCT RE __ o o\ 3 o 0 2 0 0 o >iZl` N — _ w U1NQ � 17 N Lj h w --� TYPICAL ANCHORS (� a -----SCREEN OPT ---- - - - - SEE FOR SPACING i s � EXTERIOR _ WINDOW WIDTH u a o PRODUCT RV-VISBD e ~ XOX LAYOUT oortytiyingwiththeFlorid& k DuldinQ, Auept&nee Ho �y SJl.:yp !/!`'G!//:1� TYPICAL ANCHORS D&[e MWAI-DADE COUNTY SEE ELEV. FOR SPACING - _-- APPROVED MULUON Dy c - SEE SEPARATE NOA Mj�j adeP oCt CADltot a • • • • • ' • I -- I' SERIES-2050 " " _ • • • • • • • • • • • I I VENTS WITH SWEEP LATCHES • • • • • • • • • I I - - - n E�g,. •IAVAD AHMAO r: r o CML w I 1 CA.N. 357B592 _- n • • • • • • • - - - - - = j w j • • • • • • • • • • • • • drawing no. • • • • • • • WINDOW WIDTH WI -Om W WIDTH OCT 2014 W03-75 Lsheet 7 of JD • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • 2.330 1.242 - .857 r .715 .813 .837 .803 062 .d F�.1479j0 rF .062 I 1.150 .062 .93t.130O5021.344 329 r .so3 w Z2.186 w JU U GLAZING BEAD II .837 f� (j O 1.421 i.122 .760 8t3 930 1.400 O7 VENT TOP/BOTTOM RAIL -7.250 STD. MEETING RAIL sERIEs-2ooG 1.250 STD. MEETING RAIL �j sERIEs-2050 9A SQUARE GLAZING STOP O l09 I I a O O �i n O w o V 2.198 o FRAME HEAD 1.149 -.062 � 949 868 - � .078 1.230 12 VENT LATCH p--2,063 .062 1.630 .933� � UU 2.063-�j --- .062 1.630 .930 11-- I O IL Q Q o LL Z AND QOd -.992 1.118 at3 --I 90 � r .983 .062 .489 1.250 .813 1.250 ,837 9© 1Ya. 2.996 2 375 OB JAMB STILE -062 � .770 .500 L I �� 1p H.D. MEETING RAIL 8A SERIES-2000 � H.D. MEETING RAIL (91 SERIES-2050 SQUARE GLAZING STOP � z .o d "1 2.130 .500 L\ 1 k_- -2 330 O2 STD. FRAME SILL .062 2.392 �. 2.555 1.678 282 2.268 CJ FLUSH FRAME ADAPTER �2.063- .062 1.630 .930 t .250 H.D. MEETING RAIL 7..063-�{ I 062 1.630 .930 ' 1.250 H.D. MEETING RAIL H = > m i 3 a ro ^ N f n O 0 Q ' .9921 1.118 } ----- .813 .062 TYP. .969 .719 .983 O FRAME JAMB 68 SERIES-2000 e0. SERIES-2050 O 2.113 2,181 .078 .078 .068� -1.675-y� �I .994 �{ 1 I 00�_ E m 3.437 2.816 .450 1212 992 1.2122 1 o cam" d�hpu �S � a n .500 2.500 .046 • • -062 1.250 062 1250 _- HI-RISE 2.330 FRAME SILL fi ••• • • • �i 4911L WSE:-! • • •• • FIXED RAIL FIXED RAILSERIES-2000 SERIES-2050 Enq, JAVAD MWAD CIVIL FLA- PE / 70592 CAM. 3538 WVE- -- PRODUCT REVISED ---- r i n .188 r .062 .250 -j�- 1 .328 j- I I 224 jl I�j I • • • • • .312 I I -4- -I� • 1.098 •• .54j • 3� III IIIVVVJJJ 555 'Y" -' ` 90 • • • • • • n+compfying wit6lEe Du,aln8 Cade Accc Lance No-� D Pb+id- o • • • I---•.2�0 • .•I5 tom• 21 ,•� • • • • 0.0 21.1 • • • • ExplmtDate \ pirol ��-"� 1c, drawing no. W03-75 to SILL TRACK GLAZING WEDGE SCALE 1:1 Al am1 eProdu 014 sheet 8 of 9 • •• •• • • • •• •• VENT TOP/BOTTOM CORNERS •• ••• • • • • • • •• • • • • ••• • •• ••• •• • • • • • • • • • • • • • • • • • • � PRODUCTB-adlRGVISBD with nc� Motlda • • • • • • • • • • • • i ci cainnlying -Pt g Colo • • • • • • • • • • • • • • • • • • : • • • 16 6® Arncytonco No A= {: prygtipn Dace 18 FIXED MTG. RAIL CORNER BS' Ltiami rtc Pro cl Conl '�, ••• • • • • ••• • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • FRAME BOTTOM CORNER Eq,: JAVAD AHMAD CML rlA PE / 70592 C.AN. 535 1A 0 z 0Z �Z N LL A O O O V 0 M 0t V '0 `� o�rMi o 00 IL °i 0Ot-R Q;>0 QWZ q N W > LL � LL z�= m NF a 3 e 3 V y c Mxx N' J m LL o J w via 3NOF Z J Z LL O to v w Li < _j n r I � n drawing no. W03- 5 J sheet 9 of 9 f. SIM200802 r Florida State Wide Product Approval # FL11473 Products on this Report which are approved: Product FL# Product FL# DETAL20 11473.1 LGUM210-2-SDS 11473.12 FGTR 11473.2 LGUM210-3-SDS 11473.13 FGTRE 11473.2 LGUM210-4-SDS 11473.14 FGTRHL 11473.2 LGUM26-2-SDS 11473.12 FGTRHR 11473.2 LGUM26-3-SDS 11473.13 HETA12 11473.3 LGUM26-4-SDS 11473.14 HETA16 11473.3 LGUM28-2-SDS 11473.12 HETA20 11473.3 LGUM28-3-SDS 11473.13 HETA24 11473.4 LGUM28-4-SDS 11473.14 HETA40 11473.4 LGUM410-SDS 11473.15 HETAL12 11473.5 LGUM46-SDS 11473.15 HETAL16 11473.5 LGUM48-SDS 11473.15 HETAL20 11473.5 LTA1 11473.16 HGAM10 11473.6 META12 11473.17 HGUM5.25 11473.7 META14 11473.17 HGUM5.50 11473.7 META16 11473.17 HGUM7.00 11473.8 META18 11473.17 •••• HGUM7.25 11473.8 META20 11473.18 HGUM9.00 11473.8 META22 11473.18 �• •�•• • ...... .... ...... HHETA12 11473.9 META24 11473.18 • HHETA16 11473.9 META40 11473.18 HHETA20 11473.9 MSTAM24 11473.19 •....� ..... HHETA24 11473.10 MSTAM36 11473.19 •••••• •• ••�••• HHETA40 11473.10 MSTCM40 11473.19 •' "" """ HM9 11473.6 MSTCM60 11473.19 •. SM16 11473.11 MTSM16 11473.2 ��••� HTSM20 11473.11 MTSM20 11473.2 .. ... SIMPSON STRONG -TIE COMPANY, INC Jax Apex Technology, Inc. FBPE CA NO. 7547 4745 Sutton Park Court, Suite 402 Jacksonville, FL 32224/ 904/821-5200 Evaluation reports are the opinion of the engineer who prepared the report, based on the findings, and in no way constitute or imply approval by a local building authority. The engineer, in review of the data submitted, rinds that, in his opinion, the product, material, system, or method of construction specifically identified in this report conforms with or is a suitable alternate to that specified in the Florida Building Code, SUBJECT TO THE LIMITATIONS IN THIS REPORT Jeffrey P. Arneson, an employee of Jax Apex Technology, Inc. (Apex Technology), is the authorized evaluating engineer of this report. Apex Technology is the prime professional, as defined in Florida Rule 61 G-30.002, authorized to sell the engineering services performed by Jeffrey P. Arneson, and is in no way acting, nor attempting to act, as an approved evaluation entity. Neither Jeffrey P. Arneson, nor any other employee of Apex Technology, has performed calculations or testing for the products listed in this report. This evaluation is based solely upon the review, under the direct supervision of Jeffrey P. Arneson, of testing and/or calculations submitted by the manufacturer. The capacities listed in this report are based on the limiting capacities as determined from the substantiating data. We reviewed the substantiating data to a degree that allowed us to determine whether or not the work performed is consistent with the intended use of the product, and that the methods used are in compliance with, or meet the intent of, the Florida Building Code. All test reports were prepared by an approved testing laboratory. ." REPORT NO.: SIM200802 •� CATEGORY: Structural Components • • • • • SUB CATEGORY: Metal Connectors �•� SUBMITTED BY: • SIMPSON STRONG -TIE COMPANY, INC. ' 5956 W. LAS POSITAS BOULEVARD •� PLEASANTON, CA 94588 ' 1. CERTIFICATION OF INDEPENDENCE: Jeffrey P. Arneson, the Florida engineer who prepared this report, and Apex Technology have no financial interest in the manufacturing, sales, or distribution of the products included in this report. Jeffrey P. Arneson and Apex Technology comply with all criteria as stated in Florida Administrative Code Chapter 913-72.110. 2. PRODUCT NAME Truss to Wall Connectors MTSM16, MTSM20, HTSM16, HTSM20, HM9, HGAM10 ' Page 1 of 13 Simpson Strong -Tie Embedded Truss Anchors META12, META14, META16, META18, META20, META22, META24, META40, HETA12, HETA16, HETA20, HETA24, HETA40, HETAL12, HETAL16, HETAL20, HHETA12, HHETA16, HHETA20, HHETA24, HHETA40, LTA1, DETAIL Wood to Masonry Straps MSTAM24, MSTAM36, MSTCM40, MSTCM60 Girder Tiedowns FGTR, FGTRE, FGTRHL, FGTRHR Wood to Masonry Hangers LGUM26-2, LGUM28-2, LGUM210-2, LGUM26-3, LGUM28-3, LGUM210-3, LGUM26-4, LGUM28-4, LGUM210-4, LGUM46, LGUM48, LGUM410, HGUM5.25, HGUM5.50, HGUM7.00, HGUM7.25, HGUM9.00 3. SCOPE OF EVALUATION Load Evaluation as a Structural Component using the requirements of the Florida Building Code, Building. 4. DESCRIPTION: 4.1 MTSM16 and MTSM20 Twist Straps for Wood to Masonry. The MTSM16 and MTSM20 are used to anchor wood trusses, rafters, or beams to masonry or concrete walls. The MTSM fastens to the wood member with 10d common nails, and fastens to the wall with either '/4x2'/4" Titen Masonry Screws for a masonry wall, or %x13/4" Titen Masonry Screws for a concrete wall. These connectors are manufactured from 16 gauge steel meeting ASTM A653 SS Grade 33. The galvanized coating complies with the G90 requirements of ASTM A653. Twist strap fastener schedules, dimensions and allowable loads are shown in Table 1. See Figure 1 for additional details of twist straps for masonry. 4.2 HTSM16 and HTSM20 Twist Straps for Wood to Masonry. The HTSM16 anti,,, HTSM20 are used to anchor wood trusses, rafters, or beams to masonry o; concr2tp„, • walls. The HTSM fastens to the wood member with 10d common nailS,.QMd:astens tA,., the wall with either %4x2'/4' Titen Masonry Screws for a masonry wall, or:/•Yi1'/4" Titer. Masonry Screws for a concrete wall. These connectors are manufacturadfrom 14 gauge steel meeting ASTM A653 SS Grade 50, Class 1. The galvanizad coating complies with the G90 requirements of ASTM A653. Twist strap fastenerschedules, •• dimensions and allowable loads are shown in Table 1. See Figure 1 fopraddilional • •• details of twist straps for masonry. 09• 4.3 HM9 Hurricane Tie. The HM9 is used to anchor wood trusses, rafters, br bed, :% to masonry or concrete walls. The HM9 fastens to the wood member Qvitt*6s rmpsom '/4 X 1'/2" SIDS screws (provided with the part), and fastens to the wall with eftfler %x2'/4:' : •: Titen Masonry Screws for a masonry wall, or %x13/4" Titen Masonry Screws for a concrete wall. The HM9 is manufactured from 18 gauge steel meeting ASTM A653 SS Grade 33. The galvanized coating complies with the G90 requirements of ASTM A653. Hurricane tie fastener schedule, dimensions and allowable loads are shown in Table 1. See Figure 2 for additional details of the HM9. 4.4 HGAM10 Hurricane Gusset Angle. The HGAM10 is used to anchor wood trusses, rafters, or beams to masonry or concrete walls. The HGAM10 fastens to the wood member with Simpson % X 1'/2" SIDS screws (provided with the part), and fastens to the wall with %x2%" Titen Masonry Screws. Allowable loads are shown in Table 2. The HGAM10 is manufactured from 14 gauge steel meeting ASTM A653 SS Grade 33. The galvanized coating complies with the G90 requirements of ASTM A653. Angle Page 2 of 13 Simpson Strong -Tie fastener schedule, dimensions and allowable loads are shown in Table 1. See Figure 3 for additional details of the HGAM10. 4.5 META, HETA, HETAL, HHETA Embedded Truss Anchors. Embedded Truss Anchors are used to anchor a wood member (usually a truss) to a masonry or concrete wall. Embedded truss anchors fasten to a single -ply wood truss with 10dx1'/2 nails or to a multiple -ply truss with 16d common nails. They are embedded in the masonry or concrete wall to a depth indicated on the side of the anchor (4" for META, HETA, and HETAL, and 51/16" for HETAL). The strap portion of the anchor is 1'/8" wide. The anchors are manufactured from steel meeting ASTM A653 SS Grade 50, Class 1, with the exception of the truss seat of the HETAL which is manufactured from steel meeting ASTM A653 SS Grade 33. Steel thickness is as specified in Table 9. The galvanized coating complies with the G90 requirements of ASTM A653. Embedded truss anchor fastener schedule, dimensions and allowable loads are shown in Table 2 for single installations and Table 3 for double installations. See Figures 4 and 6 for additional details of single and double embedded truss anchors. 4.6 LTA1 Lateral Truss Anchor. The LTA1 is used to anchor wood trusses, rafters, or beams to masonry or concrete walls. The LTA1 fastens to the wood member with 10dX1'/z" common nails and has legs which are embedded into the wall system. Allowable loads are shown in Table 2. The LTA1 is manufactured from 18 gauge steel meeting ASTM A653 SS Grade 33. The galvanized coating complies with the G90 requirements of ASTM A653. Truss anchor fastener schedule, dimensions and allowable loads are shown in Table 2. See Figure 5 for additional details of the LTA1. 4.7 DETAL20 Double Embedded Truss Anchor. The DETAL is a high capacity connector used to anchor single -ply wood trusses or rafters to masonry or concrete walls. The DETAL fastens to the wood members with 10dx1'/2" nails. They are embedded in the masonry or concrete wall to a depth of 4'/2 inches. The strap portion of the anchor is 1'/8" wide. The strap anchors are manufactured from steel meeting ASTM A653 SS Grade 50, Class 1, and the truss seat is manufactured from steel •••• meeting ASTM A653 SS Grade 33. The strap anchors are 16 ga. steel end.ft seat it** 18 ga. steel. The galvanized coating complies with the G90 requirement9tf ASTM :"' A653. Embedded truss anchor fastener schedule, dimensions and allo\&AbVlbads Me' shown in Table 3. See Figure 6 for additional details of the DETAL. 4.8 MSTAM, MSTCM Wood to Masonry Strap Tie. The MSTAM and faltM Strap Tie models are used to provide a tension connection between wood me�Wr*s6d a•.;�•• masonry or concrete structure. The MSTAM Straps are 1 %" wide for usg.gq •11z" and • larger members. They are installed with 10d common nails to the wood;3nd,e:her • • '/4x2'/4" Titen Masonry Screws to masonry, or %4xl%" Titen Masonry Scripws tp ;""' concrete. The MSTCM Strap is 3" wide for use on doubled 2-by or singl%4 by,and . ... larger members. They are installed with 16d sinker nails to the wood and either'/4xP4.0 Titen Masonry Screws to masonry, or %xl%" Titen Masonry Screws to concrete. The MSTCM Strap has countersunk nail slots for a lower nailing profile and coined edges for safer handling. The straps are manufactured from steel meeting ASTM A653 SS Grade 50, Class 1, of a thickness as specified in Table 4. The galvanized coating complies with the G90 requirements of ASTM A653. Masonry strap fastener schedule, dimensions and allowable loads are shown in Table 4. See Figure 7 for additional details of wood to masonry straps. 4.9 FGTR, FGTRE, FGTRHL, FGTRHR Face Mount Girder Tie Down. The FGTR is a non -pitch specific girder tie down that can be used in new construction or retrofit applications to tie down a girder truss or beam to a concrete or masonry wall. The Page 3 of 13 Simpson Strong -Tie FGTR can be installed in a single application or can be doubled to achieve a higher uplift capacity. The FGTR fastens to the truss with Simpson Strong -Tie SDS'/4" wood screws, and fastens to the masonry or concrete wall with Simpson Strong -Tie'/" diameter Titen HD fasteners, which are supplied with the connector. The FGTRE uses a strap that is oriented with its flat dimension parallel to the truss for placement at the end of walls when the truss is parallel to the wall. The FGTRHL and FGTRHR are designed with the flat dimension of the strap at a 45 degree angle to the truss for anchorage of hip trusses. The FGTR straps are manufactured from 7 gauge ASTM A- 1011 Grade 33 steel having Fy=33ksi and Fu=52ksi and the plates are made from 3 gauge ASTM A-1011 Grade 33 steel having Fy=33ksi and Fu=52ksi. They have a gray powder coat finish. Girder tie down fastener schedule, dimensions and allowable loads are shown in Table 5. See Figure 8 for additional details of face mount girder tie down connectors. 4.10 LGUM, HGUM Masonry Girder Hangers. LGUM and HGUM girder hangers are high capacity joist hangers that are used to connect wood girders and beams to masonry or concrete walls. The LGUM and HGUM use Simpson Strong -Tie Titen HD anchors to attach to the masonry or concrete wall, and Strong -Drive Screws (which are provided) to attach the beam to the hanger. To install the Titen HD anchors, drill holes of the same diameter as the anchor into the masonry or concrete. Holes should be'/z" deeper than the specified Titen HD length. The SDS screws are installed best with a low -speed 1/2" drill and a %" hex head driver. Predrilling holes for SDS screws is not required. The LGUM is manufactured from galvanized steel complying with ASTM A 653 SS Grade 40 with minimum yield and tensile strengths of 40 and 55 ksi (275 and 379 MPa), respectively. The HGUM is manufactured from galvanized steel complying with ASTM A 653 SS Grade 33 with minimum yield and tensile strengths of 33 and 45 ksi (228 and 310 MPa), respectively. The galvanized coating complies with the G90 requirements of ASTM A 653. The steel thicknesses are 0.099" (2.51 mm) for the LGUM, and 0.173" (4.39 mm) for the HGUM. Girder hanger fastener schedule, dimensions and allowable loads are shown in Table 6. See Figure 9 for additional details of masonry girder hangers. 0 0 0900 • MATERIALS . . 5.1 Steel. Steel specifications for each product listed in this evaluation rpppit shall be as indicated in the previous section. '..' 5.2 Wood. Wood members to which these connectors are fastened sha *be solid �•�••� sawn lumber, glued -laminated lumber, or structural composite lumber hsv'W"• • dimensions consistent with the connector dimensions shown in Tables1othrough 6. Unless otherwise noted, lumber shall be Southern Pine or Douglas Fir-L;3rcoe• aving&a minimum specific gravity of 0.50. Where indicated by SPF, lumber shall be Spruce ;•; Pine -Fir having a minimum specific gravity of 0.42. 5.3 Nails and Bolts. Unless noted otherwise, nails shall be common nails. Nails shall comp)y with ASTM F 1667 and shall have the minimum bending yield stren the Fyb: Common Nail Pennyweight(inch)Fyb Nail Shank Diameter (psi) 10d 0.148 90,000 16d sinker 0.148 90,000 16d 0.162 90,000 Fasteners for galvanized connectors in pressure -preservative treated wood shall be hot -dipped zinc coated galvanized steel with coating weights in accordance with ASTM A153. Fasteners for stainless steel connectors shall be stainless steel. Page 4 of 13 Simpson Strong -Tie 5.4 Concrete/Masonry. Concrete and Masonry design specifications shall be the stricter of the specifications by the engineer of record, the Florida Building Code minimum standards, the following, or as noted in the report: Material Specification Minimum Compressive Strength Concrete, f c - 2500 psi Masonry, f'm ASTM E447 1500 psi Masonry Unit ASTM C90 1900 psi Mortar ASTM C270 Type S 1800 psi or by proportions) Grout ASTM C476 2000 psi or by proportions) 6. INSTALLATION Installation shall be in accordance with this report and the most recent edition of the Simpson Strong -Tie Wood Construction Connectors catalog. The Information in this report supercedes any conflicting information between information provided in this report and the catalogue. 7. SUBSTANTIATING DATA Test data submitted by Testing Engineers Inc. and Product Testing, Inc., and signed and sealed calculations performed by Jeremy Gilstrap, P.E., and Samuel Hensen, P.E., performed in accordance with the 2007 Florida and Residential Building Codes. Product Test Number Date Tested MTSM B845, H756 2/27/90, 12/6/00 HTSM 02-3667 1 /30/02 HM9 Uplift 02-3793 5/15/02 HM9 F1 Direction 02-3793 5/15/02 HM9 F2 Direction 02-3793 5/15/02 HGAM10 Uplift 02-3884 7/29/02 : •'• HGAM10 F1 Direction H046 3/25/99 HGAM10 F2 Direction H141 6/22/99 META Uplift 02-3674, 02-3802, 02-3861, 04-4675 6/4/02, 6/8/02, 7/24/0 , &W-04 � • • META F1 02-3674, 02-3802 6/4/02, 6/8/02 ------ META F2 02-3674, 02-3802, 02-3861 6/4/02, 6/8/02, 7/24/02 • • • • * • • • • HETA Uplift 02-3803, 02-3862, 04-4676 6/10/02, 7/26/02, 2/8/014 • • ;••• HETA F1 02-3803 6/10/02 HETA F2 02-3803, 02-3862 6/10/02, 7/26/02, '..` HHETA Uplift 02-3676, 02-3863, 04-4674 6/4/02, 7/29/02, 2/7/04 HHETA F1 02-3676 6/4/02 HHETA F2 02-3676, 02-3863 6/4/02, 7/29/02 HETAL Uplift 02-3803, 02-3862, 04-4676 6/10/02, 7/26/02, 2/8/04 HETAL F1 D793 3/17/94 Page 5 of 13 Simpson Strong -Tie Product Test Number Date Tested HETAL F2 D844 3/28/94 DETAL Uplift 0797 3/28/08 DETAL F1 0795, 0799 5/12/08, 3/27/08 DETAL F2 0796, 0798 6/05/08, 3/28/08 LTA1 Uplift 02-3616 2/13/02 LTA1 F1 02-3616 2/13/02 LTA1 F2 02-3616 2/13/02 MSTAM24 Uplift 02-3795 5/17/02, 5/17/02 MSTAM36 Uplift 02-3795 5/17/02, 5/17/02 MSTCM40 Uplift 02-3796 5/31/02 MSTCM60 Uplift N471 1/26/07 FGTR Uplift 04-5004, 04-5005 10/6/04, 10/6/04 FGTRE Uplift 04-5010 10/29/04 FGTRHL/R Uplift 04-4915 10/13/04 LGUM Down M202,M 203, M204, M222, M224 7/13/06, 7/13/06, 7/13/06, 7/14/06, 8/03/06 LGUM Uplift M211, M212, M213 8/18/06,8/18/06, 8/21/06 HGUM Down M207, M209,M216, M217 9/11/06, 9/11/06, 10/20/06, 10/20/06 HGUM Uplift M729, M731 8/3/06, 8/04/06 8. FINDINGS Upon review of the data submitted by Simpson Strong -Tie, it is my opinion that the models as described in this report conform with or are a suitable alternative to the standards and sections in the 2007 Florida Building Code, Building, and the Florida Building Code, Residential code editions listed in section 10 of this report, subject to the limitations below. Maximum allowable loads shall not exceed the allowable loads listed in this report. 9. LIMITATIONS: 1. Maximum allowable loads shall not exceed the allowable loads listed in this report. Allowable loads listed in this report are based on allowable stress design. The loads in this report are not applicable to Load and Resistance Factor Design. 2. Capacity of wood members is not covered by this report. Capacity of wood 0000 members must be checked by the building designer. 0 0 906600 3. Allowable loads for more than one direction for a single connection pMnpt be ad" , together. A design load that can be divided into components in the.cji«ctions gj rp must be evaluated as follows: 000:60 Design Uplift/Allowable Uplift + Design Lateral Parallel to Plate/Adlovvable .. Lateral Parallel to Plate + Design Lateral Perp. to Plate/Al Iowa%@ lateral Perp.to Plate < 1.0 YY YY YYYY 10. CODE REFERENCES Florida Building Code, Building 2007 Edition ••• Section 104.11 Alternate Materials and Methods • • • Chapter 1714.2 Load Test Procedure Specified Chapter 21 Masonry Chapter 22 Steel Chapter 23 Wood Page 6 of 13 Simpson Strong -Tie YYYYYY YYYYYY Y• YYYYYY Florida Buildino Code. Residential 2007 Edition R101.2.1 Scope R4407 HVHZ Masonry R4408 HVHZ Steel R4409 HVHZ Wood 11. ALLOWABLE LOADS: The tables that follow reference the allowable loads for the aforementioned products. TABLE 1 ALLOWABLE LOADS AND FASTENERS FOR TRUSS TO MASONRY OR CONCRETE WALL CONNECTORS Allowable Uplift Loads Fasteners 160 MNoel Ga L(ng.)h Southern Truss/Rafter CMU Concrete Pine/Douglas Fir- Spruce -Pine -Fir (Titen) (Titen) Larch MTSM16 16 16 7-10d 4-'/4X2'/4 4-'/4X13/4 875 755 TSM2 - 4J 55 HTSM16 14 16 8-10d 4-'/4x2% 4-'/4X13/4 1175 1010 HTSM20 14 20 10-10d 4-'/4X2'/4 4-'/4x13/4 1175 1010 HM94 18 - 4-SDS%X1'/z 5-'/4X2'/4 5-/4X13/4 805 ' 14 _- /z --SD-S'/4X1"' 4'7xa a 0_HGATVF10 850 Notes: 1. Loads include a 60% load duration increase on the fastener capacity for wind loading where allowed by the Florida Building Code. Loads do not include a stress increase on the strength of the steel. No further increases are permitted. Reduce loads where other loads govern. 2. HM9 allowable F1 load shall be 635 Ibs (DFL/SYP) & 545 Ibs (SFP), and allowable F2 load shall be 200 Ibs (DFL/SYP) & 170 Ibs (SPF). 3. HGAM10 allowable F1 load shall be 1005 Ibs (DFL/SYP) & 870 Ibs (SFP), and allowable F2 load shall be 1105 Ibs (DFL/SYP) & 950 Ibs (SPF). 4. Allowable loads for the HGAM10 are for one connector. A minimum rafter thickness of 2 %" must be used when framing anchors are installed on each side of the joist or truss. Moisture barrier not shown Figure 1 Typical MTSMM/HTSM Application Page 7of13 HGAM10 HM9 t:: . 'tip / ` N • • • • •• • •• •• •• ••••• •••• •••••• • :•••:• •••••• Figure 2 Figure3 Typical HM9 Installation Typical 3iGAA90 Installation . • . • 000 6.9 • ; • •. •; • • Simpson Strong -Tie TABLE 2 ALLOWABLE LOADS AND FASTENERS Model No. Ga H Uplift Lateral Loads 1 Ply So. Pine Truss 2 or 3 Ply SO. Pine Truss F, (parallel to wall) FZ (pe(pen.to wall) Fasteners Load Fasteners Load META12 18 8 7-10dx1% 1450 6-16d 1450 340 725 META14 10 7-10dx1% 1450 6-16d 1450 340 725 META16 12 7-10dx1% 1450 6-16d 1450 340 725 M ETA18 14 7-10dx1'h 1450 6-16d 1450 340 725 META20 16 6-10dx1'/2 1270 5-16d 1245 340 725 7-10dx1'% 1450 6-16d 1450 340 725 META22 18 7-10dx1% 1450 6-16d 1450 340 725 M ETA24 20 7-10dx1'/2 1450 6-16d 1450 340 725 META40 36 1 7-10dx1'/z 1450 6-16d 1450 340 725 HETA12 16 8 7-10dx1 % 1520 7-16d 1780 340 725 HETA16 12 9-10dx1Y2 1810 8-16d 1810 340 725 HETA20 16 8-10dx1% 1735 7-16d 1780 340 725 9-10dx1'/z 1810 8-16d 1810 340 725 HETA24 20 9-10dx1'% 1810 8-16d 1810 340 725 HETA40 36 9-10dx1'/z 1810 8-16d 1810 340 1 725 HHETA12 14 8 7-10dx1'/z 1565 7-16d 1820 3406 815 HHETA16 12 10-10dx1'% 2235 9-16d 2235 3406 815 HHETA20 16 9-10dx1'/2 2010 8-16d 2080 3406 815 10-10dx1YZ 2235 9-16d 2235 3406 815 HHETA24 20 10-10dx1'/a 2235 9-16d 2235 3406 815 HHETA40 36 10-10dx1'/2 2235 9-16d 2235 3406 815 HETAL12 16 7 10-10dx1'/s 1085 10-16d 1270 415 1100 HETAL16 11 14-10dx1'/2 1810 13-16d 1810 415 1100 HETAL20 15 14-10dx1 1810 13-16d 1810 415 1100 LTA1 18 31/a 12-10dx1'/z 1420 12-10dx1YZ 1420 485 1425 Notes: 1. Loads include a 60% load duration increase on the fastener capacity in wood for wind loading where allowed by the Florida Building Code. Loads do not include a stress increase on the strength of the steel. No further increases are permitted. Reduce loads where other loads govern. 2. Five nails must be installed into the truss seat of the HETAL 3. Parallel -to -plate load towards face of HETAL is 1975 lbs. • • • •••• 4. Minimum Inc is 2,000psi 5. It is acceptable to use a reduced number of fasteners in a product provided that there is a redtoction in load • • • • capacity. The load per nail can be approximated by dividing the allowable load by the nurrogr of Wteners. .; This concept applies to all member sizes. There should be a minimum of 4 nails installed in thestrap. Lateral loads do not apply when fewer than 7 fasteners are used with the HETA and HHETA anchors or less than 6- 16d or 7-10dx1%" fasteners are used with the META anchor. 000000 : • . • 6. The HHETA allowable F1 load can be increased to 435 pounds if the strap is wrapped over thclrass and a• • • minimum of 12 nails are installed. . • • • • • • • • il;ttr �_ 0o,s CJfrl2! • • n• • • tle: Ehe'NIt • • • • • • • • Typit Insta., Figure 4 META/HETA/HHETA Tvpical Installation Pa, - -- -- �t Figure 5 LTA1 Typical Installation Simpson Strong -Tic TABLE 3 ALLOWABLE LOADS AND FASTENERSFOR DOUBLE EMBEDDED TRUSS ANCHORS Uplift Loads Lateral Loads5 1 Ply Southern 2 or 3 Ply Southern F, FZ Model No. Qty. Application Pine Truss Pine Truss (parallel (perpen. Fasteners Load Fasteners Load to wall) to wall) CMU 18-10dx1'/z 2480 - 2000' 1370 DETAL20 1 Concrete 18-10dx1'/z 2480 - - 2000 1505 CMU 10-10dx1'/z 1985 14-16d 1900 1210 1160 META 2 10-10dx1'/2 1985 14-16d 2565 1210 1160 Concrete CMU 10-10dx1'/2 2035 12-16d 2500 1225 1520 HETA 2 10-10dx1'/z 2035 12-16d 1 2700 1225 1520 Concrete CMU 10-10dx1'/2 2035 12-16d 2500 1225 1520 HHETA 2 10-10dx1'/2 1 2035 14-16d 3350 1225 1 1520 Concrete Notes: 1. Loads include a 60% load duration increase on the fastener capacity in wood for wind loading where allowed by the Florida Building Code. Loads do not include a stress increase on the strength of the steel. No further increases are permitted. Reduce loads where other loads govern. 2. Minimum f. is 2,500 psi. 3. Install with spoons facing outward and spaced no more than 1/8" wider than the truss width. 4. Install half of the required number of fasteners in each strap, except for the DETAL20. For DETAL20, install six nails in each strap and six nails in the truss seat. 5. Lateral loads for META, HETA, and HHETA anchors apply only to 2- or 3-ply applications with anchors spaced a minimum of 3" apart. For single ply applications use lateral loads in Table 2. DETAL lateral load apply to single -ply application. 6. DETAL20 Lateral Loading in the F, direction anchored in CMU greater than 1,790 lb. may result in deflection up to 5/32" in the F, direction. 05 P (m Figure 6 DETAIL and Double META/HETA/HHETA Application Page 9 of 13 Simpson Strong -Tie )n 4s • • • •••••• • • ••• 0.0 • TABLE 4 MASONRY STRAPS ALLOWABLE LOADS, FASTENERS AND DIMENSIONS Model No. Ga. Dimensions inches Simpson Strong -Tie Titen Screws DF/SP 160 SPF 160 W L CMU Concrete Nails Load Nails Load MSTAM24 18 1'/4 24 5-'/4x2'/4 5-''/4xl% 8-10d 1500 9-10d 1500 MSTAM36 16 1%4 36 8-'/4x2'/4 8-''/4xl% 10-10d 1870 11-10d 1870 MSTCM40 16 3 40Y4 14-'/4x2% 14-'/4x11/4 22-16d Sinker 4220 26-16d Sinker 4220 MSTCM60 16 3 1 59'/z 14-%x2% 1 14-'/4x11/4 26-16d Sinker 1 4220 26-16d Sinker 1 4220 Notes: 1. Loads include a 60% load duration increase on the fastener capacity in wood for wind loading where allowed by the Florida Building Code. Loads do not include a stress increase on the strength of the steel. No further increases are permitted. Reduce loads where other loads govern. 2. Minimum edge distance is 11/2" for Titen Masonry Screws. 3. Minimum f'n, = 1500 psi and minimum f', = 2500 psi. 4. Products shall be installed such that the Titen screws are not exposed to moisture. MSTAM36 1--3'--1 MSTf,M40 Typical MSTAM36 Installation. Figure 7 MSTAM/MSTCM Typical Dimensions and Installation .••• *Typical MSTCMU. • • •.Inst$Ilation •... • •••••• •••• • •••• •• • • • • • • • • • • •• •• •••• •••••• • • • • • • • • •• • • ••• • • • Page 10 of 13 Simpson Strong -Tie TABLE 5 FGTR SERIES ALLOWABLE LOADS AND FASTENERS Model No. Qty. Fasteners Allowable Uplift Load (160) To Block and Concrete Wall To Truss FGTR 1 2-Titen HD'/zx5" 18-SDS1/4x3 50006 2 4-Titen HD %xY 36-SDS1/4x3 9400 FGTRHL/R 1 2-Titen HD'/2x5" 18-SDS1/4x3 3850 FGTRE 1 2-Titen HD %xY 18-SDS1/4x3 46856 FGTRE+FGTR 1 Each 4-Titen HD'/zx5" 36-SDS1/4x3 50006 Notes 1. Loads include a 60% load duration increase on the fastener capacity in wood for wind loading where allowed by the Florida Building Code. Loads do not include a stress increase on the strength of the steel. No further increases are permitted. Reduce loads where other loads govern. 2. Products shall be attached to grouted and reinforced CMU walls or reinforced concrete walls that are designed to transfer the uplift loads to the foundation. 3. Minimum edge distance for the Titen HD is 4" 4. THD's should be spaced in every other hole on the part 5. Attached members must be designed to resist the applied loads 6. Products used for corner applications shall be limited to 4685 Ibs allowable 7. Loads are governed by the grouted wall capacity based on testing of the products attached to the corner of a block wall at an average ultimate load of 14,800 Ibs. The connector has been tested attached to a steel column to an allowable load of 11,400 Ibs which can be used for design provided the wall is designed by the engineer of record to transfer the uplift forces. i FGTR FGTRHL TOPVIEW Page 11 of 13 Two FGTRs FGTR •••• oa Istiss SHOULD • •. `f�`{�• • BE slr 1• I :• ,II • • • • • FGTRE I` _ �••�,�•�•. .••••• .:.••:••• Figure 8 FGTR/FGTRE/FGTRHL/FGRHR Typical Installation Simpson Strong -Tie TABLE 6 — LGUM AND HGUM ALLOWABLE LOADS, FASTENERS AND DIMENSIONS Dimensions (in.) Fasteners 'Allowable Loads (lbs.) Model No. Ga W H B CMU/Concrete Joist Uplift Download (DF/SP/LVL/PSL/LSL) Titen HD SDS Screws (1160) CMU Concrete (100/115/125) DOUBLE 2x SIZES LGUM 26-2 12 3 /16 5 4 4 - W x 4" 4-'/4"x2'/z" 1430 5595 LGUM 28-2 12 3 /16 7 4 6 - W x 4" 6 - Wx2%" 2435 8250 LGUM 210-2 12 3 /16 9 4 8 - %" x 4" 8 - Wx2%" 3575 9575 TRIPLE 2x SIZES LGUM 26-3 12 5 '/a 5 Y. 4 4 - W x 4" 4-'/4"x2%" 1430 5610 LGUM 28-3 12 5 '% 7 '/B 4 6 - W x 4" 6 - Wx2%" 2435 8290 LGUM 210-3 12 5 Y. 9 '% 4 8 - W x 4" 8 - Wx2'/2" 3575 9715 QUADRUPLE 2x SIZES LGUM 26-4 12 6 /16 5 /16 4 4 - %" x 4" 4-YVx2'/z" 1430 5625 LGUM 28-4 12 6 /16 7 /16 4 6 - W x 4" 6-Wx2'/z' 2435 8335 LGUM 210-4 12 6 /16 9 /16 4 8 - W x 4" 8 - Wx2'/z" 3575 9860 4x SIZES LGUM 46 12 3 % 4 Y. 4 4 - W x 4" 4-'/4"x2%" 1430 5600 LGUM 48 12 3 % 6 % 4 6 - W x 4" 6-'/4"x2%" 2435 8260 LGUM 410 12 3 % 8 Y. 4 8 - W x 4" 8 - Wx2'/z" 3575 9620 ENGINEERED WOOD AND STRUCTURAL COMPOSITE LUMBER SIZES HEAVY DUTY HGUM5.25 7 5 '/4 11 to 30 5 '% 8 - W x 5" 24-%"x2'/z' 10085 14965 16015 HGUM5.50 7 5'/2 5'% 8 - W x 5" 24-Wx2'/z" 10125 14940 16015 HGUM7.00 7 7 5 % 8 - W x 5" 24-Wx2'/z" 10375 14770 16015 HGUM7.25 7 7 '% 5 '/4 8 - W x 5" 24 - Wx2'/z" 10415 14740 16015 HGUM9.00 7 9 5 '/4 8 - W x 5" 24 - Wx2'%" 10705 14545 16015 Notes: 1. Uplift loads include a 60% load duration increase on the fastener capacity in wood for wind loading where allowed by the Florida Building Code. Loads do not include a stress increase on the strength of the steel. No further increases are permitted. Reduce loads where other loads govern. 2. Minimum f',, = 1500 psi and f', = 2500 psi. ' o i •` O LGUM Page 12 of 13 a o + c •Ic i H HGUM Typical LGUM Installation 1l.�k2urt Dl�lkt nut xhw+n Figure 9 LGUM/HGUM Typical Installation r� taro "% 1 GortC� ••i•••�'t •••• •••••• Typical Hitlldlnflata n • • • • • • •••• • •• ••••• •••••• • •• •••••• •• •• •••• •••••• • • • •••••• • • • Simpson Strong -Tie 12. IDENTIFICATION Each connector covered by this report shall be stamped with the manufacturer's name and/or trademark and the product name. :z Jiff yrP,,Y�rne q •Ia.E.• d.585 5, Page 13 of 13 ly, Inc. P.E. Simpson Strong -Tie Miami Shores Village I Building Department 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 Tel: (305) 795-2204 Fax: (305) 756-8972 INSPECTION LINE PHONE NUMBER: (305) 762-4949 BUILDING PERMIT APPLICATION ❑BUILDING ❑ ELECTRIC ❑ ROOFING ❑PLUMBING ❑ MECHANICAL E]PUBLICWORKS RF-F - )ED M S FBC 01" Master Permit No. RG - --', 17-50 / Sub Permit No. VRVISION ❑EXTENSION ❑RENEWAL ANGE OF 'ANCELLATION ❑ SHOP CONTRACTOR DRAWINGS JOB ADDRESS: 3 b N IK/ / ® l S,%( 14 f 4d" 5X"d S City: Miami Shores County: Miami Dade Zip: Folio/Parcel#: Is the Building Historically Designated: Yes NO Occupancy Type: Load: Construction Type: Flood Zone: BFE: FFE: OWNER: Name (Fee Simple Titleholder): Phone#: �y " Address:. )) '11f z� City State:- Zip: Tenant/Lessee Name: 111 Phone#:_ - Email: CONTRACTOR: Company Name: �ZLt.4 R'r, Phone#: �4 7-9—�%� Address: I� Al L/ ;t 7 S-� City: State: f^ 3 3 .� Zip: 33oc- Qualifier Name: l�/� / G Phone#: 30 12 / ��Z State Certification or Registration #:�S/ 7 _V 5/`- Certificate of Competency #: DESIGNER: Architect/Engineer: /�! 66 AiZb -� '/CVh y/ L//Phone#: Address: Imo' /-? S_Cc) 2/'- S7- City: .AZG/! Stater_ Zip: 33i S� Value of Work for this Permit: $ Type of Work: ❑ Addition Description of Work: Square/Linear Footage of Work: ❑ Alteration p r �nr�nw, W n� oun- Specify color of color thru the: Submittal Fee $ Scanning Fee $ . Permit Fee $ Radon Fee $ Technology Fee $ Training/Education Fee $ Structural Reviews $ CCF S DBPR $ ❑ Demolition CO/CC $ Notary Double Fee $ Bond $ TOTAL FEE NOW DUE $ I (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 City State Zip Zip 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 the absence of such posted notice, the inspection will not be approved and a reinspection fee will be charged. Signature Signatur OWNER or AGENT CONTRACTOR The foregoing instrument (� �was acknowledged before me this day of �l O 1I( V_) .20 1 e , by \k 1fJ��-lv�ho is personallyCknoo n to me or who has produced as identification and who did take an oath. NOTARY PUBLIC: The foregoing instrument was acknowledged before a this Z� day o G rch 0 by CU� who is personally known to me or who has produced as identification and who did take an oath. NOTARY PU ot^"A:" MAHARAI K. GONZALEZ Sign Sign._* !�A " MYCOMMIS StoNSgGru41% Print: '`.N. MAHARA MMISSION#GG044602 Print: • , O `ef F ;,,O.•' ' EXPIRES: November 2, 2020 BondedTlwNor".N Puhlk Undeiwr °at ' Seal: :- : °p; EXPIRES: November Z, zu4- Bonded ThruNotaryPublicUnderwdters Seal: APPROVED BYPlans Examiner Structural Review Zoning Clerk (Revised02/24/2014) Miami Shores Village Building Department 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 CHANGE OF CONTRACTOR / ARCHITECT Permit N. —s �k� Owner's Name (Fee Simple Title Holder): Phone #: Owner's Address: � / /O /O/ �f City: Job Address (Of where work is being City: Miami Shores_ Contractor's Company Name.. Address: c-3?�Z3 Grlcx city: (L'az" Qualifier's Name: Architect/ Engineer of Record Name: Address: Lam/ State : Zip Code:�3UlZ6 State: —Florida Zip Code: Phone #: 2(5 CI-71 � State: �`� Zip Code: -?3p%3 Al Lic. Number: ��gr✓/ f/ 7�� City: ,,L64D44 State: Describe Work: Phone #: hereby certify that the work has been abandoned and/or the contractor/architect is unable or unwilling to complete the contract. I hold the Building Official and the iami Shores harmless of all legal i ement. Signature Signature er or ent Contractor or Architect The foregoing instrument �w,,as aknowledged before me The foregoing instrument was aknowledged before me this ay of�"�0�y T v f VW this n day off � , 206by Who is personally known to or w o has produced who is personally known to me or who has produced -rQssli� 0 1SQ� m as indentification. fr4 I IC Zr) - as indentification. Notary Public: Sign:rA".".'' : MAHARAI K. GONZALEZ Seal: EXPIRES: November 2, 2020 o� �..° Bonded Thru Notary Public U ,denvrlters Notary Public: Sig Seal: c2o,.• MAHARAILGONZALEZMYCOMMISS4602EXPIRES: N20Bonded Thru Notarwriters Miami Shores Village Building Department 10050 N.E. 2No Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 Change of Contractor/Architect or Engineer A change of contractor, architect or engineer must be done under a permit number. There is a $75.00 charge for a change of contractor. The owner will submit a Change of Contractor Form completed with notarized signatures. If the signature of the previous contractor cannot be obtained the owner must send a certified letter/return receipt notifying the previous contractor, architect or engineer the reason for the change. The owner must allow 10 business days for the contractor, architect or engineer to respond. A permit application must accompany the change of contractor form, with the information and signature of the new contractor. The new contractor must be registered with the Village or must submit the required documents to register with the Village. 1. Change of Contractor form completed, signed and notarized. 2. Permit application by new contractor. 3. Required fees. 4. Copy of original letter sent via certified mail along with the returned receipt. In addition to the requirements above the architect or engineer of record must authorized the new architect or engineer to reproduce his documents. The authorization must be in writing and must be signed and sealed.