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WS-16-1443 a, Miami Shores Village 10050 N.E.2nd Avenue NEFr - �, Miami Shores,FL 33138-0000 Rt9� ij Phone: (305)795-2204 �. .� Expiration: 0111612017 Project Address Parcel Number Applicant 1090 NE 104 Street 1122320290190 Miami Shores, FL 33138- Block: Lot: RICHARD E MELLETT Owner Information Address Phone Cell RICHARD E MELLETT 1090 NE 104 (305)984-7069 MIAMI SHORES FL 33138- 1090 NE 104 MIAMI SHORES FL 33138- Contractor(s) Phone Cell Phone Valuation: $ 7,268.21 LOWES HOME CENTER INC 407/370-2872 _•_•... . _v..-___.. _ ,..._ _. _ __ « Total Sq Feet: 0 Type of Work:REMOVE/REPLACE DOORS TO IMPACT(O Available Inspections: No of Openings:3 Inspection Type: Additional Info: Classification:Residential Window Door AttachmentFinal Scanning:3 Review Building Review Building Review Building Fees Due Amount Pay Date Pay Type Amt Paid Amt Due CCF $4.80 DBPR Fee Invoice# WS-5-16-59922 $2.00 07/20/2016 Check#:12790 $ 105.80 $50.00 DCA Fee $2.00 Education Surcharge $1.60 05/25/2016 Check#:12586 $50.00 $0.00 Permit Fee $130.00 Scanning Fee $9.00 Technology Fee $6.40 Total: $155.80 In consideration of the issuance to me of this permit, 1 agree to perform the work covered hereunder in compliance with all ordinances and regulations pertaining thereto and in strict conformity with the plans,drawings,statements or specifications submitted to the proper authorities of Miami Shores Village. In accepting this permit I assume responsibility for all work done by either myself, my agent, servants, or employes. I understand that separate permits are required for ELECTRICAL,PLUMBING,MECHANICAL,WINDOWS, DORS,ROOFING and SWIMMING POOL work. OWNERS AFFIDAVIT: I certify that all the foregoing info 'on is a urate and that all work will be done in compliance with all applicable laws regulating construction and zoning. Futhermore,I authorize the above- a d co t ctor to do the work stated. July 20,2016 Authorized Signature:Owner / Applicant / Contractor / Ag'ebt Date Building Department Copy July 20,2016 1 Miami Shores Village Building Department ' MAY 25 20 6 V2\ ® 10050 N.E.2nd Avenue,Miami Shores,Florida 33138 Tel:(305)795-2204 Fax:(305)756-8972 - -_— - ', � INSPECTION LINE PHONE NUMBER:(305)762-4949 FBC 20/q BUILDING Master Permit No. WS 16- 14q3 PERMIT APPLICATION Sub Permit No. BUILDING ❑ ELECTRIC ❑ ROOFING ❑ REVISION ❑ EXTENSION ❑RENEWAL ❑PLUMBING ❑ MECHANICAL ❑PUBLIC WORKS ❑ CHANGE OF ❑CANCELLATION ❑ SHOP CONTRACTOR DRAWINGS JOB ADDRESS:(DSO WE l®H 3+ City: 1Miami Shores County: Miami Dade Zip: 33159 Folio/Parcel#: 1�2252- -0 Z-R'-6R0 Is the Building Historically Designated:Yes NO X Occupancy Type: Load: Construction Type: Flood Zone: eBB:F�El: 2�`](F�FE: OWNER:Name(Fee Simple Titleholder):: V-I ,k i2t-d met (hT_ Phon Address: (UlD W� w i +-. f 2 City: mini i �Sl-wes State: �l - Zip:3, .� Tenant/Lessee Name: Phone#: Email: yy ��� �__ ��++ CONTRACTOR:Company Name: 1 oyr-$ r-lt)►►'IL- C.�*—j' Phone#: -78C /(®y—q?Sq Address:_?.0• &X -iy tctq3 n r lahC4®, P7( - City: reiState: EC - Zip: -7Y Qualifier Name: iLe-r& C:�( ��lv Phone#: State Certification or Registration#: C E,c/&-D gy 1-7 Certificate of Competency#: DESIGNER:Architect/Engineer: Phone,11111 Address: City: State: Zip: Value of Work for this Permit:$ -7 , 2a& 2 1 Square/Linear Footage of Work: Type of Work: ❑ Addition [Z, Alteration ❑ New ❑ Repair/ lace ❑ Demolition Description of Work: Ln6 -13C C Oln1S Specify color of color t�h,ru tile: Submittal Fee$ °V Permit Fee$ • �� CCF$ ( CO/CC$ Scanning Fee$ �• p� Radon Fee$ 2=®® DBPR$ 2—• 00- Notary$ Technology Fee$ �r Training/Education Fee$ > Double Fee$ Structural Reviews$ Bond$ TOTAL FEE NOW DUE$ �3 v (Revised02/24/2014) qw. - Bonding Company's Name(if applicable) Bonding Company's Address City State Zip Mortgage Lender's Name(if applicable) Mortgage Lender's Address City State 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 ELECTRICAL WORK, PLUMBING, SIGNS, WELLS,POOLS,FURNACES,BOILERS,HEATERS,TANKS and 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 ence of such posted notice, the inspection will not be approved and a reinspection fee will be charged. Signature � tGL� Signature Owner or Agent /ontractor The foregoi g instrument was ackRowledged Wore me this t1 The foregoing instrument w s acknowledged before e this Y da of 20�,by 1AN`6 'I&" MCA —day of &7aq 20��✓,by y �� �`0 who is personall known to me or who produced who is personally known to me or who has produced–*j As identification Ein who did take an oath. as identification and who did take an oath. NOTARY PUBLI NOTARY PUBLIC: Sign: IF Sign: Print: l/kPrint: eIF 5�- My Commission p�rS�. . JORGE GOWALEZ ,."y 1_y C%A*E 97ijiEU Z 1 l b Z d MY COM SSION#FF128081 +Qr EXPIR :JUN 01,2018 sy :"= MY COMMISSION#FF975032 Bonded t ugh 1st Stat Insurance EXPIRES March 24,2020 1 APPROVED BY Plans Examiner Zoning Structural Review Clerk (Revised 3/12/2012)(Revised 07/10/07)(Revised 06/10/2009)(Revised 3/15/09) DATE(MM/DD/YYYY) ,4 D CERTIFICATE OF LIABILITY INSURANCE 07/15/2016 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(les)must have ADDITIONAL INSURED provisions or be endorsed. If SUBROGATION IS WAIVED,subject to the terms and conditions of the policy,certain policies may require an endorsement.A statement on l~ this certificate does not confer rights to the certificate holder in lieu of such endorsement(s). PRODUCER CONTACT d NAME: Aon Risk Services South, Inc. PHONE FAX L Charlotte NC Office (AIC.No.Ext): (866) 283-7122 AIC.No.; (800) 363-0105 4)1111 Metropolitan Avenue, Suite 400 E-AIUUL —p Charlotte NC 28204 USA ADDRESS: _ INSURER(S)AFFORDING COVERAGE NAIC# INSURED INSURER A: National union Fire ins CO of Pittsburgh 19445 Lowe's Companies, Inc. INSURER B: New Hampshire ins Co 23841 and its subsidiaries 1000 Lowe's Boulevard INSURER C: Mooresville NC 28117 USA INSURER D: INSURER E: INSURER F: COVERAGES CERTIFICATE NUMBER:570063031199 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. Limits shown are as requested INSADDISUBR POLICYLTR TYPE OF INSURANCE INSD WVD POLICY NUMBER MM/DD EFF (MMfDD1YYYY) LIMITS A X COMMERCUIL GENERAL LIABILITY GL3796527 047017WIG 4 EACH OCCURRENCE $3,000,000 CLAIMS-MADE X❑OCCUR DAMAGE TO RE TED $3,000,000 PREMISES a occurrence MED EXP(Any one person) PERSONAL&ADV INJURY w GEN'L AGGREGATE LIMIT APPLIES PER: GENERAL AGGREGATE $3,000,000 M X POLICY ❑JET F—]LOC PRODUCTS-COMP/OP AGG $3,000,000 M OTHER: p t• A CA 1861270 04/01/2016 04/01/2017 COMBINED SINGLE LIMIT AUTOMOBILE LIABILITY $5,000,000 A05 a accident $5,000,000 B X ANY AUTO CA 1861269 04/01/2016 04/01/2017 BODILY INJURY(Per person) Z OWNED SCHEDULED MA BODILY INJURY(Per accident) 01 A AUTOS ONLY AUTOS CA 186-12-71 04/01/2016 04/01/2017 R HIRED AUTOS NON-OWNED PROPERTY DAMAGE V ONLY AUTOS ONLY VA Per accident ti•. d UMBRELLALIABH OCCUR EACH OCCURRENCE 11 EXCESS LU1B CLAIMS-MADE AGGREGATE DED RETENTION B WORKERS COLMPPBE SATIONAND WC015519219 04/01/2016 04/01/2017 X STATUTE OT ANY PROPRIETOR I PARTNERI IXECUTIVE Y/N AOS EMPLOYERS' E.L.EACH ACCIDENT $2,000,000 OFFICERIMEMBER EXCLUDED? N/A SIR applies per policy terns & Condi i Ons (Mandatory In NH) E.L.DISEASE-EA EMPLOYEE $2,000,000 If yes,describe under DESCRIPTION OF OPERATIONS below E.L.DISEASE-POLICY LIMIT $2,000,000— A Excess WC XWC6583043 04/01/2016 04/01/2017 EL Each Accident ' 3,000,000 AOS EL Disease - Policy $3,000,000 0 SIR applies per policy ter ns & condi ions EL Disease - Ea Emp $3,000,000 DESCRIPTION OF OPERATIONS/LOCATIONS/VEHICLES(ACORD 101,Additional Remarks Schedule,may be attached N more space Is required) RE: Lowe's Home Centers, LLC is a Named insured under the captioned policies. Florida General Contractor's License No. cGc1508417, Peter Anthony Cafaro, III, Certified General Contractor. Florida Contractor's License No. CCC1326824, Peter III Anthony Cafaro, III, Certified Roofing Contractor. ` CERTIFICATE HOLDER CANCELLATION SHOULD ANY OF THE ABOVE DESCRIBED POLICIES BE CANCELLED BEFORE THE EXPIRATION DATE THEREOF, NOTICE WILL BE DELIVERED IN ACCORDANCE WITH THE POLICY PROVISIONS. village of Miami Shores AUTHORIZED REPRESENTATIVE 10050 Northeast 2nd Avenue Miami shores FL 33138 USA (� t�{K�98 ©1988-2015 ACORD CORPORATION.All rights reserved. ACORD 25(2016/03) The ACORD name and logo are registered marks of ACORD CO 6- It l�Ga Lowe's Millwork Site Plan ►penines: 139X82 - 2 34 X 79-1/2 12 JUN 3 2016 3 36 X 82-1/2 13 r 4 14 - _ — 18 5 15 18 , 6 •• 16 (3) • . 33 7 �••••: • 17 • • 8 •. 18 :9 :•0 : 9 ..... 19 :..:.. . 20 . 32 ...... . .. ...... orner 11119tance(ind1ftfb opening#1• 20 # 1) 26'-0 •....• # 1 # 2) 8'-0" # 14oz GR t� fi w cc ronerty Information (2) tructure:SFR x Condo/Twnhse_#of stories_ I i °7 u lean roof: Height 12'-0" Length 57'-0" Width 55'-0" roject:Windows N/A Doors Y ( o p ondo/Twnhse: Corner Unit(Y/N) N if(Y)size: N/AFRONT z c. oors: Overhang(Y/N): Y if(Y) size 4'-0" Customer Name: SCOTT WLLETT E � hutters present(Y/N): N_if(Y)type_ NIA Address 1090 NE 104 STREET Indicate alternate means of egress on drawing* MIAMI SHORES, FL 33138 Indicate interior layout to include bedrooms* *Measure all openings to apply 25%rule* O MAY 2 5 2016 1 REAR CITY Lowe's Millwork Site Plan B y_ openings: COPY 1 39 X $Z 11 � r Z-34 X 79-112 12 3 36 X 82-112 13 • 04 14 • 0 0 • •• ., • 000. 15 ONE { ••• 16 .9.99• 17 ..... :0: 90 :90:00 18 v0jrj 00:0* 00 0000 GRU • • 0 • •0900• • . • 10 9.99.9 20 000... • . • • z . .... ..�Drner Ois4er;ce(indicate;;minx#! Q o • • w F "• 1) 26'-0" # R = # 2} 8'-0" # w # 3) 20'-0" # (1) �] } LU Property Information ` m 2) U n DM ` o _ DM Cf, CD Structure:SFR X CondoJTti+rnhse 9 o stories 1 1--3 FL �L j ��../ � � �Lr � � Mean roof:Height 12'-0" Length 57'-0" Alidth 55'-0" / a g U n U tU O Project'41lindows NA Doors Y �` I 0 W O LTJ L1� F- z Cando/I-!anhse:Corner Unit(Y/N) N if(Y)size: NIA FRONT � g Dnors:0verhanp(Y/N" if(Y)size 4'_0" Customer Name: SCOTT MELLETT L G �� C s Shutters present(YJN): N if(Y)type NIA Address 1090 NE 104 STREET r i o. *Indicate alternate means of egress on drawing MIAMI SHORES, FL 33138 C. IJ *lndi(:ate interiorlayout tr)i ndudr bedrourresr Measure all ripenings to apply 2.555'„rule; 0 0 r. a Florida Building Code Online Page 1 of 3 r 4 a DepgM0td SCIS Home Log In i User Registration { Hot Topics } Submit Surcharge 1 Stats&Facts Publications FBC Staff t SCIS Site Map Links ? Search it Busines Professf l Product Approval USER:Public User Regulation �� V Product Approval Menu>Product or Applicaton Search>Application List>Application Detall FL# FL4334-R9 Application Type Revision Code Version 2014 100, Application Status Approved *Approved by DBPR.Approvals by DBPR shall be reviewed and ratified by the POC and/or the Commission if necessary. Comments Archived U Product Manufacturer Masonite International Address/Phone/Email 1955 Powis Road West Chicago,IL 60185 (800)663-3667 sschreiber@ masonite.com Authorized Signature Steve Schreiber sschrelber@masonite.com Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Exterior Doors Subcategory Swinging Exterior Door Assemblies Compliance Method Certification Mark or Listing Certification Agency National Accreditation&Management Institute Validated By National Accreditation&Management Institute Referenced Standard and Year(of Standard) Standard Year TAS 201 1994 TAS 202 1994 TAS 203 1994 Equivalence of Product Standards Certified By •• ••• • • • • • •• • •• • • • • ••• • •• ••• •• • • • •• Product Approval A%1:1184• 066 •• •••K&Aad 1 Option A •• • • •• • • •• • • Date Submitted••• i• ••i ••• ••i0fi/iii/2015 Date Validated 06/03/2015 Date Pending FBC Approval Date Approved ••• • • • • ••• • 06:06/2015 • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • https://www.floridabuilding.org/pr/pr app_dtl.aspx?param=wGEVXQwtDgttSMGyvgTun... 5/16/2016 Florida$uilding Code Online Page 2 of 3 Summary of Products FL# Model,Number or Name Description 4334.1 Fiberglass Side-hinged Door Units- 6'-8"Opaque I/S and O/S Single Door Impact Rated Limits of Use Certification Agency Certificate Approved for use In HVHZ:Yes FL4334 R9 C CAC NI005930.01.PDF Approved for use outside HVHZ:Yes Quality Assurance Contract Expiration Date Impact Resistant:Yes 02/28/2021 Design Pressure: +70.0/-70.0 Installation Instructions Other:Evaluated for use in locations adhering to the FL4334 R9 II FL0120.pdf Florida Building Code Including the High Velocity Hurricane Verified By: National Accreditation&Management Institute Zone,and where pressure requirements as determined by Created by Independent Third Party: ASCE 7,Minimum Design Loads for Buildings and Other Evaluation Reports Structures,does not exceed the design pressures listed. FL4334 R9 AE 504B.pdf 3'-0"x 6'-8"max nominal size.Hurricane protective system Created by Independent Third Party:Yes is NOT required.See anchor detail DWG-MA-FLO120-05 for additional information. 4334.2 Fiberglass Side-hinged Door Units- 8'-0"Opaque I/S and O/S Single Door Impact Rated Limits of Use Certification Agency Certificate Approved for use In HVHZ:Yes FL4334 R9 C CAC NI005930.02.PDF Approved for use outside HVHZ:Yes Quality Assurance Contract Expiration Date Impact Resistant:Yes 02/28/2021 Design Pressure: +70.0/-70.0 Installation Instructions Other:Evaluated for use In locations adhering to the FL4334 R9 II FL0121.oddf Florida Building Code including the High Velocity Hurricane Verified By: National Accreditation&Management Institute Zone,and where pressure requirements as determined by Created by Independent Third Party: ASCE 7,Minimum Design Loads for Buildings and Other Evaluation Reports Structures,does not exceed the design pressures listed. FL4334 R9 AE 503B.pdf 3'-0"x 8'-0"max nominal size. Hurricane protective system Created by Independent Third Party:Yes is NOT required.See anchor detail DWG-MA-FLO121-05 for additional Information. 4334.3 Fiberglass Side-hinged Door Units- 8'-0"Opaque O/S Door w/or w/o Sidelites Impact Rated Limits of Use Certification Agency Certificate Approved for use In HVHZ:Yes FL4334 R9 C CAC NI005930.02.PDF Approved for use outside HVHZ:Yes Quality Assurance Contract Expiration Date Impact Resistant:Yes 02/28/2021 Design Pressure:+55.0/-50.5 Installation Instructions Other:Evaluated for use in locations adhering to the FL4334 R9 II FL0121.pdf Florida Building Code Including the High Velocity Hurricane Verified By: National Accreditation&Management Institute Zone,and where pressure requirements as determined by Created by Independent Third Party: ASCE 7,Minimum Design Loads for Buildings and Other Evaluation Reports Structures,does not exceed the design pressures listed. FL4334 R9 AE 501B.pdf 12'-0"x 8'-0"max nominal size.Hurricane protective Created by Independent Third Party:Yes system is NOT required.See anchor detail DWG-MA-FL0121- 05 for additional Information. 4334.4 Fiberglass Side-hinged Door Units- 8'-0"Opaque I/S Door w/or w/o Sidelites Impact Rated Limits of Use Certification Agency Certificate Approved for use In HVHZ:Yes FL4334 R9 C CAC NI005930.02.PDF Approved for use outside HVHZ:Yes Quality Assurance Contract Expiration Date Impact Resistant:Yes 02/28/2021 Design Pressure:+50.5/-50.5 Installation Instructions Other:Evaluated for use in locations adhering to the FL4334 R9 II FL0121.odf Florida Building Code Including the High Velocity Hurricane Verified By: National Accreditation&Management Institute Zone,and where pressure requirements as determined by Created by Independent Third Party: ASCE 7,Minimum Design Loads for Buildings and Other Evaluation Reports Structures,does not exceed the design pressures listed. FL4334 R9 AE 501B.odf 12'-0"x 8'-0"max nominal size.Hurricane protective Created by Independent Third Party:Yes system is NOT requiW. %e anshof deVII DrGjMA-�60121- 05 for additional tr�brmation• • • • • • • • so 4334.5 ••• fig gl6#0 i&%RinCed••DoSr,t?nits- 6'-8"Opaque O/S Door w/or w/o Sidelites i=mpact a ed Limits of Use Certification Agency Certificate Approved for yse icy Cij(HZ:Yes 000 • • FL4334 R9 C CAC NI005930.01.PDF Approved for4use oulside H VHA Yep• • Quality Assurance Contract Expiration Date Impact Resist-:Yes • •• • • •• • • 02/28/2021 Design Pressuret+53.4/-50.5 • • • • • • Installation Instructions Other:Evaluates for ule in Ioc%?1(?hs atheringto Ae • FL4334 R9 II FL0120.odf Florida Building Code including the High Velocity Hurricane Verified By: National Accreditation&Management Institute Zone,and where pressure requirements as determined by Created by Independent Third Party: ASCE 7,Minimum©@•sign$oads*oeBu idi%r-anT Oth* Evaluation Reports • • • • • • • • • • ••• • • • ••• • • https://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgttSMGyvgTun... 5/16/2016 Florida$uilding Code Online Page 3 of 3 , Structures,does not exceed the design pressures listed. FL4334 R9 AE 502B.pdf 12'-0"x 6'-8"max nominal size. Hurricane protective Created by Independent Third Party:Yes system is NOT required.See anchor detail DWG-MA-FL0120- 05 for additional Information. 4334.6 Fiberglass Side-hinged Door Units- 6'-8"Opaque I/S Door w/or w/o Sidelites Impact Rated Limits of Use Certification Agency Certificate Approved for use In HVHZ:Yes FL4334 R9 C CAC N1005930.01.PDF Approved for use outside HVHZ:Yes Quality Assurance Contract Expiration Date Impact Resistant:Yes 02/28/2021 Design Pressure:+50.5/-50.5 Installation Instructions Other:Evaluated for use in locations adhering to the FL4334 R9 II FL0120.odf Florida Building Code Including the High Velocity Hurricane Verified By: National Accreditation&Management Institute Zone,and where pressure requirements as determined by Created by Independent Third Party: ASCE 7,Minimum Design Loads for Buildings and Other Evaluation Reports Structures,does not exceed the design pressures listed. FL4334 R9 AE 502B_Ddf 12'-0"x 6'-8"max nominal size.Hurricane protective Created by Independent Third Party:Yes system is NOT required.See anchor detail DWG-MA-FL0120- 05 for additional information. 4334.7 Fiberglass Side-hinged Door Units- 8'-0"Glazed I/S and O/S Door w/or w/o Sidelites Impact Rated Limits of Use Certification Agency Certificate Approved for use In HVHZ:Yes FL4334 R9 C CAC NI005930.04.PDF Approved for use outside HVHZ:Yes Quality Assurance Contract Expiration Date Impact Resistant:Yes 02/28/2021 Design Pressure:+50.0/-50.0 Installation Instructions Other:Evaluated for use in locations adhering to the FL4334 R9 II FLo123.Ddf Florida Building Code including the High Velocity Hurricane Verified By: National Accreditation&Management Institute Zone,and where pressure requirements as determined by Created by Independent Third Party: ASCE 7,Minimum Design Loads for Buildings and Other Evaluation Reports Structures,does not exceed the design pressures listed. FL4334 R9 AE 501B.()df 12'-0"x 8'-0"max nominal size.Hurricane protective Created by Independent Third Party:Yes system is NOT required.See anchor detail DWG-MA-FL0123- 05 for additional information. 334.8 Fiberglass Side-hinged Door Units- 6'-8"Glazed I/S and O/S Door w/or w/o Sidelites Impact Rated of Use Certification Agency Certificate Approved for use in HVHZ:Yes FL4334 R9 C CAC NI005930.03.PDF Approved for use outside HVHZ:Yes Quality Assurance Contract Expiration Date Impact Resistant:Yes 02/28/2021 Design Pressure: +60.0/-60.0 Installation Instructions Other:Evaluated for use in locations adhering to the FL4334 R9 II FL0122.Ddf Florida Building Code including the High Velocity Hurricane Verified By: National Accreditation&Management Institute Zone,and where pressure requirements as determined by Created by Independent Third Party: ASCE 7,Minimum Design Loads for Buildings and Other Evaluation Reports Structures,does not exceed the design pressures listed. FL4334 R9 AE 502B.Ddf 12'-0"x 6'-8"max nominal size.Hurricane protective Created by Independent Third Party:Yes system is NOT required.See anchor detail DWG-MA-FL0122- 05 for additional Information. Back Next Contact Us::1940 North Monme Street.Tallahassee FL 32399 Phone:850-487-1824 The State of Florida is an AA/EEO employer.Copyright 2007-2013 State of Florida.::Privacy Statement::Accessibility Statement::Refund Statement Under Florida law,email addresses are public records.If you do not want your e-mail address released in response to a public-records request,do not send electronic mail to this entity.Instead,contact the office by phone or by traditional mail.If you have any questions,please contact 850.487.1395.*Pursuant to Section 455.275(1),Florida Statutes,effective October 1,2012,licensees licensed under Chapter 455,F.S.must provide the Department with an email address if they have one.The emails provided may be used for official communication with the licensee.However email addresses are public record.If you do not wish to supply a personal address,please provide the Department with an email address which can be made available to the public.To determine if you are a licensee under Chapter 455,F.S.,please click here. Product Approval Accepts: go go: rm—mu fy;;;j-11111111111 • • •• • • • • •• • •• • • • • Df M.T -'s • • • • • •• ••• •• • • ••• • ••• • • • • • • • • • • • • • • • • • • • • •• • • •• • • •• • • •• • ••• • ••• • ••• • • • • ••• • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • https://www.floridabuilding.org/pr/,D _app_dtl.aspx?param=wGEVXQwtDgttSMGyvgTun... 5/16/2016 NOTICE OF PRODUCT CERTIFICATION Acca tF° o�°t Company: Masonite International Corporation Certification No.: NI005930.03 �o �a 1955 Powis Road Certification Date: 02/17/2005 zr ,x West Chicago,IL 60185 Expiration Date: 02/28/2021 Revision Date: 02/20/2015 Product: Fiberglass Impact Rated Glazed Inswing or Outswing Door w/and w/o Sidelites(w/Wood Frame unless noted) Specification:TAS 201/202/203-94/ASTM E330 The"Notice of Product Certification"is only valid if the NAMI Certification Label has been applied to the product as described within this document. The certification label represents product conformity to the applicable specification and that all certification criteria has been satisfied. This product has been approved for listing within NAMI's Certified Product Listing at"ww.Namicertification.com. NAMI's Certification Program is accredited by The American National Standards Institute(ANSI). Inswing Glazed Design Water Missile Test Report Number ConfiguraiWn or or Maximum Pressure Test Impact Drawing Number& Qgtswing Opaque Size Pos/Neg Pressure Rated Comments • X • • S Glazed 3'0"x 6'8" +60/-60 2.86 psf Yes NCTL-210-3108-I 0.0 0 Sll,$R�0 0 Maximum Panel Size:3'0"x 6'8" • • Anchor Detail-MA-FLO122-05 X /S Glazed 3'0"x 6'8" +60/-60 6.0 psf/ Yes NCTL-210-3108-1 10000 IMF*•� 0••••• 9.0 psf* Maximum Panel Size:3'0"x 6'8" 10000 ••• • 000000 Anchor Detail-MA-FLO 122-05 • ,0;00 XX• • 00001/s Glazed 6'0"x 6'8" +60/-60 2.86 psf Yes NCTL-210-3108-I D%ble?. 000000• Maximum Panel Size:3'0"x 6'8" • 490: Anchor Detail-MA-FLO122-05 • XX • JS Glazed 6'0"x 6'8" +60/-60 6.0 psf/ Yes NCTL-210-3108-1 • •••• D:ubje?•• 000000 9.0 psf* Maximum Panel Size:3'0"x 6'8" • 000 • • •• Anchor Details-MA-FLO122-05 040000 XO"'•• • S Glazed Door 6'0"x 6'8" +60/-60 2.86 psf Door-Yes NCTL-210-3108-1 Single%vielite Glazed Sidelite Sidelite-Yes Maximum Panel Size:3'0"x 6'8" Anchor Detail-MA-FLO122-05 XO/OX O/S Glazed Door 6'0"x 6'8" +60/-60 6.0 psf/ Door-Yes NCTL-210-3108-I Single w/Sidelites Glazed Sidelite 9.0 psf* Sidelite-Yes Maximum Panel Size:3'0"x 6'8" Anchor Detail-MA-FLO122-05 OXO I/S Glazed Door 9'0"x 6'8" +60/-60 2.86 psf Door-Yes NCTL-210-3108-1 Single w/Sidelites Glazed Sidelites Sidelites-Yes Maximum Panel Size:3'0"x 6'8" Anchor Detail-MA-FLO 122-05 OXO O/S Glazed Door 9'0"x 6'8" +60/-60 6.0 psf/ Door-Yes NCTL-210-3108-1 Single w/Sidelites Glazed Sidelites 9.0 pst* Sidelites-Yes Maximum Panel Size:3'0"x 6'8" Anchor Detail-MA-FLO122-05 OXXO US Glazed Doors 12'6"x 6'8" +60/-60 2.86 psf Doors-Yes NCTL-210-3108-1 Double w/Sidelites Glazed Sidelites Sidelites-Yes Maximum Panel Size:3'0"x 6'8" Anchor Detail-MA-FLO122-05 OXXO O/S Glazed Doors 12'6"x 6'8" +60/-60 6.0 psf/ Doors-Yes NCTL-210-3108-1 Double w/Sidelites Glazed Sidelites 9.0 pst* Sidelites-Yes Maximum Panel Size:3'0"x 6'8" Anchor Detail-MA-FL0122-05 *High Dam Threshold National Accreditation& Management Institute,Inc./4794 George Washington Memorial Highwa Ha , A 23072 Tel: (804) 684-5124 Fax: (804)684-5122 NANH AUTHORIZED SIGNATURE: � ''t 149'MAX. OVERALL FRAME WIDTH CJ DD LJ Qwt�i® O HURRICANE BELLEVILLE FIBERGLASS DOOR UNIT 20.5" MAX 36.375" MAX.TH 37.5" MAX. R`T 6'-8"GLAZED DOUBLE DOOR WITH/WITHOUT SIDELITES D.L.O. %ASTRAGAL FRAME WIDTH 0_:Z, O dU GENERAL NOTES L V 1. EVALUATED FOR USE IN LOCATIONS ADHERING TO ►- THE FLORIDA BUILDING CODE AND WHERE PRESSURE o ^U) REQUIREMENTS AS DETERMINED BY ASCE 7. MINIMUM °D '` LAI DESIGN LOADS FOR BUILDINGS AND OTHER STRUCTURES, Ci DOES NOT EXCEED THE DESIGN PRESSURES LISTED. ^ z 2. THIS PRODUCT DOES NOT REQUIRE THE USE OF w io A HURRICANE PROTECTIVE DEVICE (SHUTTERS). 3. PO;N CORE FLAME SPREAD INDEX OF 50 0_ • • AND 4 �EVELOPE4 INDVOF 60 PER ASTM E84. ••••: 4. PLASTICS TESTING OF AV%L4 FACING: •••••• TEST• TION DESIGNATION RESULT m c� • IGNITIO TEMP D 929 752 'F > 650'F � Q • RATE OF BURNING "TN AN 0.56 IN MIN C-1 • KE QSrTY 843 53.49. at •••••• TEWSIL§ STRiNGTH• D638 3.2X DIFF p ••••• • C(%fibARRnVE TENSIE•9YRERlfiH AFTER WEATHERING ••9:0• 45"HOURS XENON�C•1SETHOD 1 DOUBLE DOOR UNIT W/ IDS ELITES • • • • • es AdkAmtoNAWw A 000; caffwA NL m (A• zz F • ••• • • •• Oda • • • • JV C) • •••• ao m�xxv��o z 2 WW i' = GI 42(-'1QO� • • s e • • • • 000 �I �NrQ Ln r a 1 DOUBLE DOOR UNIT SINGLE DOOR UNIT SINGLE DOOR UNIT SINGLE DOOR UNIT W/SIDE urs DOUBLE DOOR UNIT (ISIDELITES WITH SIDEL07 WITH SIDELITE 4 w a v m x z WHERE WATER INFILTRATION PERFORMANCE IS Ilm 2/11/05 TABLE OF CONTENTS DESIGN PR RE RATING REQUIRED TO BE 15X OF DESIGN PRESSURE /j�- CONI MAX WIDTH INSWING OUTSWING INSWING OUTSWING OUTSWING• b�T � ?' N.T.S. SHEET DESCRIPTION 37.5 +6 .0 -60. + .0 -60.0 + -19.0 +40.0 -40.0 +60.0 - .0 No.BY: SINS 1 TYPICAL ELEVATIONS & GEN NOTES XX 74 +60.01 - 0. 19.0 -19.0 +40.0 -40.0 + 2 ANCHORING LOCATIONS & DETAILS OX or XO 75 +60. 0 +60.0 -60.0 +1 -19.0 +40.0 -40.0 +60.0 .0 CHK.9r. 3 ANCHORING LOCATIONS & DETAILS OX 112.5 +60.0 -60.0 +60.0 -60.0 +19. -1 .0 +40.0 -40. + KURT BALTHAZOR OWN"nm.: OXXO 149 +6 .0 - +60.0 f -60.0 +19. -19.0 +40.0 -40.0 +60.0 -60.0 FLORIDA P.E. DWG-MA-FL0122-05 • High Do Fhreshold Design J56533 sHcft 1 or� u-I a 6' SEE DETAIL6' .E. 3" 3. I I I I + I I I � �O ___III U .n n � _ n N M v M — U M R nM cc W d SE_E AIL ' D. — 3 J 9 SEE DETAIL p w0 SEE DETAIL • • La B N A . •s:• e . .. O e • •• • • • ,ted, a G � G H M • • • 10 • 0000•• �` g^ 6" 11 • •• • • j • •.I I I I �l 1 1 I • • i" 0 • ••• ••• • ••• J 6' • • 3'--I — 3" 3" -=1 3" o 0000• •0 • •••3i 3" --^1I 3' SEE DETAIL 7311 0000• 0 000000 •000•• • • �NU • • • ![ -112 z • • • • a •• •• 0000 • • w •••••• ASTRAGA ER BOLT HOLE a ti E DRILLED THROUGH uUi a o 0 #10 x 2" THE THRESHOLD & INTO THE W w w 3 #8 x 2-1/2" DETAIL "E" ASTRASTRUCTURE DEEP ENOUGH z w Z o M GAL g=ca a 1i #10 x 5/8" FORA 1.375" THROW ATTACH ASTRAGAL RETAINER BOLT co #8 x 2-1/2" #10 x 1" STRIKE PLATE TO FRAME DETAIL "F" ASTRAGA 0 m t- % 0 110 x 5/8" #10 x 1" AS SHOWN. N rn m a N 0 #10 X 2" AddeMmlDNpl� 0.124"ANNEALED (OPTIONAL) INSERT 't a M10 0.080"SAFLEx ING DEVIL "C' 0.124•ANNEALED .0124•TEMP. DETAIL "D" TYP• kftDo ed6x $ w w o v m s z ALUM1NuSPPAOR BUTYL 88 x 1-1/2"PNS DATE- 0.962" aE: 2 f 1 05 0.962"+ :•' ? pow ase SGLLE M.T.S. DOW$321.75`E�Rji.047' OR EQUAL :X.vy OR EQUAL DWG.BY.. SINS 1.375" ., EXTlBl4B "'-l lWE614B Cm BY: T T T TYPICAL GLAZING DETAIL °AAWING ND' INSWING THRESHOLD OUTSWING THRESHOLD HIGH DAM O/S THRESHOLD IMPACT RATED GLASS MG-MA-FLO122-05 ssEET_OF_I_ � DO Fr I ko SEE DETAIL 3. 6" 6" - _L -E" SHT. 2L 3" 3^ g^ 31 . J 3" 6" 1 �O s" s`—' 6" I I I l 16- 6- O U - m ° F� CL a SEE DETAIL a r F N "D" SHT. 2 — w F � J SEE DETAIL w w • Xi SHT. 2uj — 8 M • • 8 O ••• '�• • ••• A v G G H 2 .•••. 6• • 6- 6 � ' 1i ••••• ••• • ••••• �_II II •••�•• •••• • •••••• 3• 3" 3-'1 3»6 6' 3» P 3" OOR SEE DETAIL 6" 6" 33 333"F" SHT. 2 NNNLnrn miN01.25•— w V) MIN >', s0 25" HARDWARE SCHEDULE ¢ �_SHIM 1. KWIKSET SERIES 400 GRADE 3 CYLINDRICAL LATCH AND NL) V) zS FOR LOADING CONDITIONS PREPARED, SERIES 980 GRADE 1 DEADLOCK HARDWARE TO BE INSTALLED "'O ra o gLED BY ROBERTO LOMAS, PE CL—� �— AT 5-1/2" CENTERLINE. o o o �' w wx� (FLORIDA #62514) WITH THE LOWEST (LEAST) FASTENER RATING FROM THE DIFFERENT FASTENERS 2. 4" X 4" FULL MORTISE BUTT HINGES. BEING CONSIDERED FOR USE. JAMB, HEAD, AND THRESHOLD FASTENERS ANALYZED FOR THIS UNIT INCLUDE TYPICAL MASONRY o o^w #10 WOOD SCREWS OR 1/4" TAPCONS. A PHYSICAL ANCHOR INSTALLATION SHIM MUST BE PLACED IN SHIM SPACE AT EACH ANCHOR cli LOCATION. TAPCON EDGE DISTANCE MIN 2-1/2". 1"x1/2" CORRUGATED yloxz" WOOD SCREW WOOD SCREW EDGE DISTANCE MIN 3 4". 4 , s 3" FROM EACH END 6 FROM EACH END w D SCR / AND 7. OC AND 12` OC EACH END 1.50"— MIN X025" I 4woUm=z 2. THE WOOD SCREW SINGLE SHEAR DESIGN VALUES COME FROM MAX ANSI/AF&PA NDA FOR SOUTHERN PINE LUMBER AND ACHEIVEMENT SHIM ACRYLIC OF 1-1/2- MINIMUM EMBEDMENT. THE TAPCON MUST ACHIEVE CL �. CAULK sm 2 11/05 MINIMUM EMBEDMENT OF 1-1/4". ALATEXC I ® N.T.S. CAULK CL M.er: SINS 3. WOOD BUCKS BY OTHERS MUST BE ANCHORED PROPERLY TO } cm.W. TRANSFER LOADS TO STRUCTURE. TYPICAL WOOD BUCK COMBINATION COMBINATION COMPOSITE uw,wwc 4. MINIMUM DESIGN VALUE STRENGTH OF ANCHORS 171 LBS. ANCHOR INSTALLATION MULLION (BOXED) MULLION (BOXED) MULLION (INTEGRAL) DWG-MA-FLO122-05 SHM OF Luis R. Lomas P.E. 233WMainS1 Manufacturer:Masonite ' Danville,VA 24541 Report#:502B 434-688-0609 Date:05/2112015 rllern_s�n!oLw cam Product: Double Door with sidelites 12'x6'8" Scone: This analysis provides calculations,quantities,and spacing requirements for installing product to substrate,and it applies only to the product described herein.These calculations comply with requirements of the Florida Building Code. Drawings verification: This analysis verifies anchoring for the following drawings: DWG-MA-FLO120-05 DWG-MA-FLO132-05 DWG-MA-FLO147-06 DWG-MA-FLO162-07 DWG-MA-FLO122-05 DWG-MA-FLO134-05 DWG-MA-FLO151-06 DWG-MA-FLO168-07 DWG-MA-FLO124-05 DWG-MA-FLO140-05 DWG-MA-FLO153-06 DWG-MA-FLO170-07 DWG-MA-FLO126-05 DWG-MA-FLO142-05 DWG-MA-FLO155-06 DWG-MA-FLO172-07 DWG-MA-FLO128-05 DWG-MA-FLO143-05 DWG-MA-FLO156-06 DWG-MA-FLO174-07 DWG-MA-FLO130-05 DWG-MA-FLO146-06 DWG-MA-FLO160-07 DWG-MA-FLO175-07 Anchors to be qualified: 1.#10 Wood screw,for installation in wood frame substrates. 2. 1/4"Tapcon,for masonry installation Anchor capacity In shear condition: Solid members w/&w/out gap: Fastener type:#30 wood screw (NDS 2012,TA12) cap: g: 0.0000 in Root diameter: Dr: 0.152 in Moment arm: 0.0000 in Minimum required penetration: p: 1.140 in Screw bending yield strength: Fy,,= 80,000 psi Side member:Douglas Fir-Larch Main member:Spruce-Pine-Fir Side member thickness: t,= 1.000 in Main member thickness: t„= 1.500 in Side member dowel bearing strength: F„= 4,650 psi Main member dowel bearing strength: F,,,= 3,350 psi Side member dowel bearing length: I,= 1.000 in Main member dowel bearing length: 1m= 1.140 in Mode I,,, Mode I, Mode II Mode III„ Mode III, Mode IV qm= 509.2 lbs/in qs= 707 lbs/in A: 0.0008 A: 0.00120 A: 0.00134 A: 0.001689 P= 580.5 lbs P= 707 lbs 8: 1.07 8: 0.57 8: 0.5 8: 0.000 Kc= 2.200 Ko= 2.200 C: -342.139 C: -212.263 C: -223.524 C: -93.6 Zm= 264 lbs Z,= 321 lbs P= 265 lbs Ms= 46.8 in-lbs Min= 46.8 in-lbs Ko= 2.2 P= 246 lbs P= 263 lbs P= 235 lbs Min.Design value: Z= 107 lbs Z= 120 lbs Ka= 2.2 Ko= 2.2 Ka° 2.2 Duration Factor: Co= 1.6 Z= 112 lbs Z. 119 lbs Z= 107 lbs Allowable Design Value(ZC): Z'= 171 lbs/anchor Fastener type:1/4"ITW Tapson N.O.A.12-0816.06 Substrate:Hollow block Minimum embedment: 1.25 in Edge distance: 4.00 in Tabulated shear design value: Z= 202 lbs Edge distance: 2.00 in Tabulated shear design value: Z- 161 lbs Actual edge distance: 2.50 in Reduction factor: 0.85 Spacing: 4.00 in Tabulated shear design value: Z= 202 lbs Spacing: 2.00 in Tabulated shear design value: Z= 166 lbs Actual spacing: 3.00 in Reduction factor: 0.91 Allowable Design Value(Zf o: Z. 156 lbs/anchor Minimum anchor capacity: 156 lbs/anchor Note:Anchors with the least capacity is used ro calculations to qualify anchors with higher capacity. Anchor ca/cu/atfons,minimum required anchors 36.38 36.38 Design pressure: 60.0 psf AlUAAl Area Load MOX. Anchor Y Zone Ind.(in) O.C. cap. Qty Load Result 79.25 ( ) aba) (in) abs) (lbs) , Ai Al 2.3 138 N/A N/A 156 1 138 OK AZ 7.7 463 6.00 21.00 156 5 93 OK 72.75 A3 7.7 463 N/A N/A 156 3 1 154 OK Design pressure: 60.0 psf 37.50 36.38 36.38 37.50 Max. Anchor Zone Area Load Ind.(in) O.G. Cap. Load Result Al A4 A4 Al ( ) (lbs) �Y Y 3 Y_ Y_ Y an, abs) abs) _ A, 2.4 146 N/A N/A 156 1 146 OK 79.25 AZ 7.9 473 6.00 21.00 156 5 95 OK Al Aa A4 Al A3 7.8 468 N/A N/A 156 4 117 OK A4 2.3 138 N/A N/A 156 1 138 OK 147.75 Ay 7.7 463 N/A N/A 156 3 154 OK .. ... . . . . .. `i\\\rill . .. . . . . ... . www •00 •.i •w• 0 0 •.w �` �``J��; R"- - • • '9�/I 1 v••�\rjEN3►�••�f ,y • .. .. - . 0 6X. . . . . ... .. 0.. 0 . n - � .. ..• ... • STATE OF -iu,1-.- oo died, 0 0 0 0 w:• 0 0 '1Z�l�s/ONAL . ... /�/t t 114111\\ . . . . . . . . . . . .. .. . . . .. .. 0400 0 0 0 000, 0 0 Luis R.Lomas P.E. 1 of 3 FL No.:62514 5/28/2015 Luis R: Lomas P.E. 233 W Main St Manufacturer: Masonite Danville,VA 24541 Report#: 5026 434-686-0609 Date: 05/21/2015 rllomasna irlomaspe.com Anchor Locations: Double door with sidelites 0 r t+� 1 chi m rn ,6 I � I 1 � o n 1 c+� r 1 1 1 _ v d — 8 d t6 N N r Note: Anchor locations indicated in this document are the minimum required for the described product exposed at the design pressure indicated herein. f /Z . .. . . . . ..• . IV -.0 ... .. . . .. . . * 1 • ••• . ••• .. . . . 4- T?AY;04�F�- 0 ` �= ORI 00 :11 00 see 0 • • • • • • • • Luis R.Lomas P.E. • • • • • • • • • • FL No.:62514 2of3 • .. .• • • . '• .' ••• • • • •.• • • 5!28!2015 ti Luis W. Lomas P.E. 233 W Main St Manufacturer: Masonite Danville,VA 24541 Report#: 5026 434-688-0609 Date: 05/21/2015 Mamas�lrlomaspe.cot Anchor Locations: Double door 36.38 36.38 6.00 TYP. 6.00 TYP. 18.19 TYP. 3.00 TYP. 1 1 6.00 1 13.45 MAX.O.C. 79.25 1 6.00 1 1 Note: Anchor locations indicated in this document are the minimum required for the described product exposed at the design pressure indicated herein. .0: . • .. ... .. 00 0 51 = •.. •• •••• •.• •. r TAI 0 • • • • • • •': :. ' •': :0. ' �'��•:c10R10P••��� •. ••. ••. • i S •. . . • C� \ s/0NAI.m • • • • • • • • Luis R.Lomas P.E. • " • • • • • :.00: FL No.:62514 3of3 000 0' 'i '•• 000 ii 5/28/2015 6/21/2016 WIND10 Detailed Wind Load Design (Method 2) per ASCE 7-10 Analysis by: EDWARD TORRES 841 GARNET CIRCLE WESTON FLORIDA 33326 PHONE 954 559-0290 AR# 094792 Description: SCOTT MELLETT 1090 NE 104TH STREET MIAMI SHORES FL. User Input Data Calculated Parameters Structure Type Building Importance Factor 1 1 Basic Wind Speed 175 mph Hurricane Prone Region(V>100 mph) Struc Cate wry(I, II, III, or IV) II Table 6-2 Values Exposure(B, C, or D) C Alpha Struc Nat Frequency(n1) 1 Hz zg 1 900.000 Slope of Roof _ 4.0 :12 _ Slope of Roof(Theta) 18.4 Deg Type of Roof Hipped Kd Directonali Factor _ 1 Eave Height(Eht) 9.00 ft Ridge Height(RHt) 15.00 ft Mean Roof Height Ht 12.00 ft Width Perp.To Wind Dir B) 55.00 ft At= 0.105 Width Paral.To Wind Dir L 57.00 ft Bt= 1.000 Bm= 0.650 •••• Calculated Parameters Cc= 0.2Q0 •'. _ "•• '•••;• Type of Structure 1= 500.0 . Height/Least Horizontal Dim __ 0.22 Epsilon =_ 0.2 0000. •� .0 0 • Flexible Structure No Zmin= 15.0 ..... • .. 0000 Gust Factor Category I: Rigid Structures Simplified Method •••••• •• •.:•.' Gust1 For rigid structures (Nat Freq > 1 Hz)use 0.85 0.85 •• •••• •••••• Gust Factor Category II: Rigid Structures-Complete Analysis Zm Zmin 15. 0 ft 0000.. 0000.. Izm Cc` (33/z)^0.167 0.2281 a •• •••• Lzm I*(zm/33)^Epsilon 427.06 ft • Q (1/(1+0.63*((B+Ht)/Lzm)^0.63))^0.5 _ 0.9143 Gust2 0.925* 1+1.7*Izm*3.4*Q/ 1+1.7*3.4*Izm 0.8799 Gust Factor Summary G ISince this is not a flexible structure the lessor of Gust1 or Gust2 are used 1 0.85 Fiq 6-5 Internal Pressure Coefficients for Buildings, Gcpi Condition Gcpi Max+ Max- Open Buildings 0.00 0.00 Partially Enclosed Buildings 0.55 -0.55 lEn.closed Buildings 0.18 -0.18 Enclosed Buildings 0.18 -0.18 6` 27,/6 Developed by Meca Enterprises,Inc.Copyright 2006 Page No.1 of 4 PDF Created with deskPDF PDF Writer- Trial :: http://www.docudesk.com • 6/21/2016 WHVD10 Detailed Wind Load Design (Method 2) per ASCE 7-10 1000 990 980 Kz Kzt qz Pressure Ib/ft^2 970 Windward Wall* F-23.65 ward Wall Total Shear Moment 960 Ib/ft^2 +GCpi -GCpii -GCpi +/-Gcpi (Kip) (Kip-ft) 15 0.85 1.00 66.55 38.15 52.37 -9.43 61.80 0.00 0.00 15 0.85 1.00 66.55 38.15 52.37 -9.43 61.80 0.00 0.00 15 0.85 1.00 66.55 38.15 52.37 -23.65 -9.43 61.80 0.00 0.00 15 0.85 1.00 66.55 38.15 52.37 -23.65 -9.43 61.80 0.00 0.00 15 0.85 1.00 66.55 38.15 52.37 -23.65 -9.43 61.80 0.00 0.00 15 0.85 1.00 66.55 38.15 52.37 -23.65 -9.43 61.80 0.00 0.00 15 0.85 1.00 1 66.55 1 38.15 1 52.37 1 -23.65 1 -9.43 61.80 50.98 38L.38ji Note: 1)Positive forces act toward the face and Negative forces act away from the face. Figure 6.5.12.2.4 Parapets Type of Parapet Oen Top Elevation of Parapet 17.00 ft Parapet-Windward Pressure 122.99 Ib/ft^2 Parapet-Leeward Pressure -75.16 Ib/ft^2 0000 Faure 6-6 - External Pressure Coefficients, Cp '""• "":' Loads on Main Wind-Force Resisting Systems JIMethod 2) • 0.0.00 00 • ...... heta000• • 00 0.000 •0000• • •• •000• •• •• 00.0 000••• • •••000 • • • B • • • • • • • ••000• h0000•• • • • •0000• •• • 0000 :0 • Z • • • ,I I L Variable Formula Value Units Kh 2.01*(15/zg)^(2/Alpha) 0.96 Kht Topographic factor(Fig 6-4) 1.00 Qh .00256*(V)^2*1*Kh*Kht*Kd 39.50 psf Khcc Comp&Clad:Table 6-3 Case 1 0.96 Qhcc 1.00256*VA 2*1*Khcc*Kht*Kd 39.50 L Psf Wall Pressure Coefficients,Cp Surface C Windward Wall See Figure 6.5.12.2.1 for Pressures 0.8 Roof Pressure Coefficients, Cp Roof Areas .ft.) - Reduction Factor 1.00 Developed by Meca Enterprises, Inc.Copyright 2006 Page No.2 of 4 PDF Created with deskPDF PDF Writer- Trial :: http://www.docudesk.com 6/21/2016 WIND1O Detailed Wind Load Design (Method 2) per ASCE 7-10 Calculations for Wind Normal to 55 ft Face Cp Pressure(psf) Additional Runs may be,regV for other wind directions +GCpi -GCpi Leeward Walls(Wind Dir Normal to 55 ft wall) -0.49 -23.65 -9.43 Leeward Walls(Wind Dir Normal to 57 ft wall) -0.50 -23.90 -9.68 Side Walls -0.70 -30.61 -16.39 Roof-Wind Normal to Ride Theta>=10 -for Wind Normal to 55 ft face Windward-Min Cp -0.36 -19.33 -5.11 Windward-Max Cp 0.14 -2.54 11.68 Leeward Normal to Ridge -0.57 -26.18 -11.96 Overhang Top(Windward) -0.36 -12.22 -12.22 Overhang Top(Leeward) -0.57 -19.07 -19.07 Overhang Bottom(Applicable on Windward only) 0.80 45.26 45.26 Roof-Wind Parallel to Ride All Theta -for Wind Normal to 57 ft face Dist from Windward Edge: 0 ft to 24 ft-Max Cp -0.18 -13.15 1.07 Dist from Windward Edge:0 ft to 6 ft-Min Cp -0.90 -37.33 -23.11 Dist from Windward Edge: 6 ft to 12 ft-Min Cp -0.90 -37.33 -23.11 Dist from Windward Edge: 12 ft to 24 ft-Min Cp -0.50 -23.90 -9.68 Dist from Windward Edge:>24 ft -0.30 -17.18 -2.96 * Horizontal distance from windward edge Figure 6-10 - External Pressure Coefficients, GCp •,.,,• f Loads on Main Wind-Force Resisting Systems w/Ht<=60 ft ' ...... .. . ...... Kh= 2.01*(15/zg)^(2/Alpha) = 0.96 •••••• Kht= Topographic factor(Fig 6-2) = 1.00 •••• •• ••••• Qh= 0.00256*(V)^2*lmpFac*Kh*Kht*Kd = 39.50 """ •' "•••• Theta= Angle of Roof = 18.4 Deg "• .""• "" . . . . ...... 3 Y C} e om" CAM Transverse Direction Longitudinal Direction Torsional oaCases Wind Pressures on Main Wind Force Resisting System n!l GCpf +GCpi -GCpi qh Min P Max P s s s Developed by Meca Enterprises,Inc.Copyright 2006 Page No.3 of 4 PDF Created with deskPDF PDF Writer- Trial :: http://www.docudesk.com 6/21/2016 WIND10 Detailed Wind Load Design Method 2per ASCE 7-10 1 0.52 0.18 -0.18 1 66.55 22.37 46.33 2 -0.69 0.18 -0.18 66.55 -57.90 -33.94 3 -0.47 0.18 -0.18 66.55 -43.14 -19.18 4 -0.42 0.18 -0.18 66.55 -39.60 -15.64 5 -0.45 0.18 -0.18 66.55 -41.93 -17.97 6 -0.45 0.18 -0.18 66.55 -41.93 -17.97 1E 0.78 0.18 -0.18 66.55 39.91 63.87 2E -0.54 0.18 -0.18 66.55 -47.92 -23.96 3E -0.51 0.18 -0.18 66.55 -45.92 -21.96 4E -0.62 1 0.18 1 -0.18 1 66.55 -53.08 -29.12 *p=qh*(GCpf-GCpi) Figure 6-11 - External Pressure Coefficients, GCp Loads on Components and Cladding for Buildings w/Ht<=60 ft --------- 5 Ht I I 1 1 I 1 0000 5 I 1 I 1 1 . . 0000 0000.. •• • 000:0• •• I �� I♦ I 0000•• •• • 0000•• 5 5 I � , • 0.00•• • ��♦♦ ♦♦� 0000•• a . ♦ 0000 •• . • • a '---___-`- •••. • .. .0000 a • 0 0.00•• . •• 0000. a 0000 •••• 0000.. 0000.. Hipped Roof • 0 ' ' . . . . 0000.. 0000.. 7 < Theta<= 27 ' . . 0000.. •• . 0000 a= 4.8 =_> 4.80 ft Double Click on any data entry line to receive a help Screen Component width Span Area Zone GCp ind Press Ib/ft" (ft) (ft) (ft"2) Max Min Max Min 1. DOOR 3.2 6.8 21.76 4 0.94 -1.04 44.25 -48.20 2. DOOR 2.8 6.6 18.48 4 0.95 -1.05 44.75 -48.70 3. DOOR 3 6.8 20.40 4 0.95 -1.05 144.45 -48.40 Note:*Enter Zone 1 through 5, or 1 H through 3H for overhangs. Developed by Meca Enterprises,Inc.Copyright 2006 Page No.4 of 4 PDF Created with deskPDF PDF Writer- Trial :: http://www.docudesk.com w 6/21/2016 WIND1O Detailed Wind Load Design (Method ASCE 17- 0 010 Analysis by: EDWARD TORRES 841 GARNET CIRCLE WESTON FLORIDA 33326 PHONE 954 559-0290 AR#094792 Description: SCOTT MELLETT 1090 NE 104TH STREET MIAMI SHORES FL. User Input DataCalculated Parameters Structure Type Building Importance Factor 1 1 Basic Wind Speed 175 mph Hurricane Prone Region(V>100mph) Struc Category I, II, III,or IV II Table 6-2 Values Exposure B,C,or D C Alpha 1 9.500 Struc Nat Frequency(n1) 1 Hz zg 1 900.000 Slope of Roof 4.0 :12 Slope of Roof(Theta) 18.4 Deg Type of Roof Hipped Kd Directonality Factor) 1 Eave Height(Eht) 9.00 ft Ridge Height(RHt) 15.00 ft Mean Roof Height(Ht) 12.00 ft Width Perp.To Wind Dir(B) 55.00 ft At= 0.105 Width Paral.To Wind Dir L 57.00 Ift Bt= 1.000 Bm= 0.650 Calculated Parameters Cc= 0.200 Type of Structure I= 500.00 ft Height/Least Horizontal Dim 0.22 Epsilon = 0.200 Flexible Structure No Zmin= 15.00 ft Gust Factor'Category I: Rigid Structures-Simplified Method Gust1 lFor rigid structures(Nat Freq> 1 Hz)use 0.85 1 0.85 Gust Factor Category II: Rigid Structures-Complete Analysis Zm Zmin 15.00 ft Izm Cc*(33/z)^0.167 0.2281 Lzm 1*(zm/33)^Epsilon 427.06 ft Q (1/(1+0.63*((B+Ht)/Lzm)^0.63))^0.5 0.9143 Gust2 10.925%1+1.7*Izm*3.4*Q/ 1+1.7*3.4*Izm 0.8799 Gust Factor Summary G ISince this is not a flexible structure the lessor of Gust1 or Gust2 are used 1 0.85 Fig 6-5 Internal Pressure Coefficients for Buildings, Gcpi Condition Gc i Max+ Max- ti Open Bujldir6g.% . •• 0.00 0.00 a Partiall;Enclosbd•Qdilc:ngs; ; 0.55 -0.55 Enclosed Bui1ft ;'; •. 0.18 -0.18 Enclosed Bu Idin s 0.18 -0.18 f i r v 1 • ••• ••• i Developed by Mace EnterpdsO,InC.(;ppf igDfT06 • Page.No.1 of 4 PDF CAfe6 with Wskr E)O*P D**F Writer-Trial :: hftp://www.docude.sk.bom ` 6/21/2016 WIND1O Detailed Wind Load Design (Method 2) per ASCE 7-10 1000 990 980 Kz Kzt qz Pressure Ib/ft^2 970 Windward Wall* Leeward Wall Total Shear Moment 960 Ib/ft^2 +GCpi I -GCpi +GCpi -GCpi +/-Gcpi (Kip) Kip-ft) 15 0.85 1.00 66.55 38.15 52.37 -23.65 -9.43 61.80 0.00 0.00 15 0.85 1.00 66.55 38.15 52.37 -23.65 -9.43 61.80 0.00 0.00 15 0.85 1.00 66.55 38.15 52.37 -23.65 -9.43 61.80 0.00 0.00 15 0.85 1.00 66.55 38.15 52.37 -23.65 -9.43 61.80 0.00 0.00 15 0.85 1.00 66.55 38.15 52.37 -23.65 -9.43 61.80 0.00 0.00 15 0.85 1.00 66.55 38.15 52.37 -23.65 -9.43 61.80 0.00 0.00 15 0.85 1.00 66.55 38.15 52.37 -23.65 -9.43 61.80 50.98 382.38 Note: 1)Positive forces act toward the face and Negative forces act away from the face. Fiaure 6.5.12.2.4 Parapets Type of Parapet Oen Top Elevation of Parapet 17.00 ft Parapet-Windward Pressure 122.99 Ib/ft^2 Parapet-Leeward Pressure -75.16 Ib/ft^2 Fiaure 6-6 - External Pressure Coefficients, Cp Loads on Main Wind-Force Resisting Systems JIMethod 2) nhheta B z r -n I L Variable Formula Value Units Kh 2.01*(15/zg)^(2/Alpha) 0.96 Kht Topographic factor(Fig 6-4) 1.00 Qh .00256*(V)^2*I*Kh*Kht*Kd 39.50 psf Khcc Comp&Clad:Table 6-3 Case 1 0.96 Qhcc 0 *V^2*1*K cc* t*K 39.50 Psf • IMPrears;reCoe#ficients,'Cp Surface C Windward Wall See Figure 6.5.12.2.1 for Pressures 0.8 . . . . . . . . . . ;. •Rpbf PXe,;stLre lents, Cp Roof Areas .frT - Reduction Factor 1.00 . . . . . . . . . . . .. .. . . . .. .. Developed by Meca Enterprises!Inc.�Cop; ght 8006••• • • Page No.2 of 4 PDF Created with deskPDF PDF Writer- Trial http://www.docudesk.com ' 6/21/2016 WIND1O Detailed Wind Load Design (Method 2) per ASCE 7-10 Calculations for Wind Normal to 55 ft Face Cp Pressure(psf) dditional Runs may be req'd for other wind directions +GCpf -GCpf Leeward Walls (Wind Dir Normal to 55 ft wall) -0.49 -23.65 -9.43 Leeward Walls (Wind Dir Normal to 57 ft wall) -0.50 -23.90 -9.68 Side Walls -0.70 -30.61 -16.39 Roof-Wind Normal to Ride Theta>=10 -for Wind Normal to 55 ft face Windward-Min Cp -0.36 -19.33 -5.11 Windward-Max Cp 0.14 -2.54 11.68 Leeward Normal to Ridge -0.57 -26.18 -11.96 Overhang Top(Windward) -0.36 -12.22 -12.22 Overhang Top(Leeward) -0.57 -19.07 -19.07 Overhang Bottom(Applicable on Windward only) 0.80 45.26 45.26 Roof-Wind Parallel to Ride All Theta -for Wind Normal to 57 ft face Dist from Windward Edge:0 ft to 24 ft-Max Cp -0.18 -13.15 1.07 Dist from Windward Edge: 0 ft to 6 ft-Min Cp -0.90 -37.33 -23.11 Dist from Windward Edge: 6 ft to 12 ft-Min Cp -0.90 -37.33 -23.11 Dist from Windward Edge: 12 ft to 24 ft-Min Cp -0.50 -23.90 -9.68 Dist from Windward Edge: >24 ft -0.30 -17.18 -2.96 * Horizontal distance from windward edge _Figure 6-10 - External Pressure Coefficients, GCpf Loads on Main Wind-Force Resisting Systems w/Ht<=60 ft Kh= 2.01*(15/zg)^(2/Alpha) = 0.96 Kht= Topographic factor(Fig 6-2) = 1.00 Qh = 0.00256*(V)^2*lmpFac*Kh*Kht*Kd = 39.50 Theta= Angle of Roof = 18.4 Deg 4. / 3 4. !�\ 8 �t q a q)�0 $ r e r a � t Transveme lei `on LongRucrinall Direcdon I=IjzWJW8d Cases . . . . . ... . .•. . . Wind Pr6sLtes otI Ma4fWipd'F.dreV I$esisting System 17!1 GCpf. Cpi. . -Gap! .. 13 Min P Max P s s s ... . . . . ... . . . . . . V: . . . . Developed by Mace Enterprises*Inc.Copynght 3006..• . • Page No.3 of 4 PDF Created with deskPDF PDF Writer- Trial :: hftp://www.docudesk.com ` 6/21/2016 WIND1O Detailed Wind Load Design Method 2per ASCE 7-10 1 1 0.52 0.18 -0.18 66.55 22.37 46.33 2 -0.69 0.18 -0.18 66.55 -57.90 -33.94 3 -0.47 0.18 -0.18 66.55 -43.14 -19.18 4 -0.42 0.18 -0.18 66.55 -39.60 -15.64 5 -0.45 0.18 -0.18 66.55 -41.93 -17.97 6 -0.45 0.18 -0.18 66.55 -41.93 -17.97 1E 0.78 0.18 -0.18 66.55 39.91 63.87 2E -0.54 0.18 -0.18 66.55 -47.92 -23.96 3E -0.51 0.18 -0.18 66.55 -45.92 -21.96 4E 1 -0.62 0.18 -0.18 66.55 -53.08 -29.12 *p=qh*(GCpf-GCpi) Figure 6-11 - External Pressure Coefficients, GCp Loads on Components and Cladding for Buildings w/Ht<=60 ft 5 Ht I 1 1 1 4 4 5 5 1 , a ' a a a Hipped Roof 7 < Theta<= 27 a= 4.8 =_> 4.80 ft Double Click on any data entry line to receive a help Screen Component width Span Area Zone GCp ind Press Ib/ft^ (ft) (ft) (ft^2) Max Min Max Min 1. DOOR 3.2 6.8 21.76 4 0.94 -1.04 44.25 -48.20 2. DOOR 2.8 6.6 18.48 4 0.95 -1.05 44.75 -48.70 3. DOOR 3 6.8 20.40 4 0.95 -1.05 44.45 -48.40 Note:*Enter Zone 1 through 5, or 1 H through 3H for overhangs. •. •.. . • • . . .. • .. . • . . •.. . . ••• . •.. • • • . . • . • • • • • •. . • • . . .. • • . • . . . • • . • • • • .. •. Developed by Meca Enterprises♦the O*Copyiigh•• •. t.20•06••• • • Page No.4 of 4 PDF Created with deskPDF PDF Writer- Trial :: http://www.docudesk.com r�t10REs L,! Miami shores Village Building Department I 10050 N.E.2nd Avenue Miami Shores, Florida 33138 i��i °tee Tel: (305) 795.2204 Fax: (305)756.8972 BUILDING CRITIQUE DATE: 06-24-2016 PERMIT NUMBER: 16-1443 06-24-2016 The engineer calculations should be original with the raised seal as required under Florida statute and under 471 Ismael Naranjo, B.O, CFM Building Director Miami shores VS S,�oRFs�? Building Department , ..... 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 �iCpRIpA Fax: (305) 756.8972 BUILDING CRITIQUE DATE: 05-27-2016 PERMIT NUMBER: 16-1443 Provide site specific or generic wind pressure calculations. The calculations should be signed and sealed by a license engineer. Ismael Naranjo, B.O, CFM Building Director