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RC-11-1489Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795 -2204 Fax: (305)756 -8972 Inspection Number: INSP - 163271 Permit Number: RC -8 -11 -1489 Scheduled Inspection Date: October 05, 2011 Inspector: Bruhn, Norman Owner: DE ROJAS, JORGE A Job Address: 9140 NE 8 Avenue 4H Miami Shores, FL Project: <NONE> Contractor: QUINTERO GENERAL CONSTRUCTION Permit Type: Residential Construction Inspection Type: Final Work Classification: Addition /Alteration Phone Number (305)498 -2168 Parcel Number 1132060440350 Phone: (786)487 -5738 Building Department Comments INSTALL NEW DOOR FIRE Passed / s/ Failed Correction Needed Re- Inspection Fee No Additional Inspections can be scheduled until re- inspection fee is paid. Inspector Comments c-- October 04, 2011 For Inspections please call: (305)762 -4949 Page 17 of 49 Miami Shores Village Building Department 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 INSPECTION'S PHONE NUMBER: (305) 762.4949 BUILDING PERMIT APPLICATION FBC 20 rEaRgInlp AUG 2 2011 BY: o••••o•oaesee0a000000ape Permit No .) 11 s l 43r) Zip: Master Permit No. Permit Type: BUILDING ROOFING OWNER: Name (Fee Simple Titleholder): `.. t�Ny0 Phone #: 3c 2 - t/ g. _2/4° /� Address: / / `�/0 �! f /d/ { City: 9/040-- State: 5,3/3e Tenant/Lessee Name: Phone #: Email: Plj / al I1,-( / 0, A-TT , lv7 JOB ADDRESS: City: Miami Shores Folio/Parcel #: County: Miami Dade Is the Building Historically Designated: Yes NO Flood Zone: CONTRACTOR: Company Name: 4:2Gh i 64./. 4/a,,,, //l4 Address: 170/ foGd //(77-47A-, City: /54- State: State Certification or Registration #: C. G C /S/ Certificate ooff Com etency #: Contact Phone #: Email Address: 4 6-0744 ,) ® 4.40 " 0)MO DESIGNER: Architect/Engineer: Cb A1/4 gr T 1 t ( rm. Phone #:3Ocs s- 1/4(3)o Qualifier Name: hone #: (/8� 5132 Zip: 33(7 if 3 Phone #: 'e2 �f7� Value of Work for this Permit: $ "15-0 U G� Square/Linear Footage of Work: Type of Work: ❑Addition ❑ lteraf n ❑New " epair/Replace ❑Demolition Description of Work: S "L1 b Submittal Fee $ Permit Fee $ /toe mR CCF $ CO /CC $ Scanning Fee $ Radon Fee $ DBPR $ Bond $ Notary $ Training/Education Fee $ Technology Fee $ Double Fee $ /22 / Structural Review $ TOTAL FEE NOW DUE $ 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 is subject to attachment. Also, a certified copy of the recorded notice of commencement must be posted at the job site st inspec n which occurs seven (7) days after the building permit is issued. In the absence of such posted notice, the ection will not ' e approved and a reinspection fee will be charged. whose prope for th in Signat Owner or Agent Gj The foregoing instrument was acknowledged before me this I The foregoing i ment wa ackng led ed bef a me i&A____, day of 20 IP , b �r,. (te 136,12-654.--, day of J � , 201 I , by , O it _ who is personally known to me or who has produced 'tai i n and who did take an oath. c 1, V:1'5 e Plans Examiner Zoning Structural Review Clerk (Revised 07 /10 /07)(Revised 06 /10/2009)(Revised 3/15/09) Fire ratings are available in most JELD -WEN® door product lines. There may be restrictions based on size and regional availability, so please use this sheet as a reference and discuss further with your JELD -WEN supplier. All door slabs must be used with fire -rated door systems for true fire protection. A door system consists of the door slab, frame, hardware and components. Exterior Doors Product Type ; Models Ratings Features Custom Wood Doors 20- minutes, 45- minutes, 60- minutes, 90- minutes 20- minutes • Fire -rated solid core • 1 -3/4° doors Available with all -panel doors. 45- minutes • FyreWerks core • 1 -3/4° doors 60- minutes • FyreWerks core • 1 -3/4° doors 90- minutes • FyreWerks core • 1 -3/4° doors Fiberglass Doors 20- minutes 20- minutes • Fire -rated solid core • 1 -3/4° doors • Laminated Veneer Lumber (LVL) stiles & rails • LFl- capped top rail and PVC capped stiles and bottom rails Available with all -panel doors: Architectural Fiberglass Doors Design -Pro Fiberglass Doors Smooth -Pro Fiberglass Doors Steel Doors 20- minutes, 45- minutes, 60 minutes, 90 minutes 20- minutes • Wood edge Available with all -panel doors: Contours"' Energy Saver® 2 -Panel Designs 45- minutes • Steel edge 60- minutes • Steel edge 90- minutes • Steel edge Interior Doors Product Type Ratings Features Models Custom Wood Doors 20- minutes, 45- minutes, 60- minutes, 90- minutes 20- minutes • Fire -rated solid core • 1 -3/4° doors Available with all -panel doors. 45- minutes • FyreWerks core • 1 -3/4° doors 60- minutes • FyreWerks core • 1 -3/4° doors 90- minutes • FyreWerks core • 1 -3/4° doors Custom Carved Doors 20- minutes 20- minutes • Fire -rated solid core • 1 -3/4° doors Available with all raised panel doors. Molded Doors 20- minutes, 45- minutes, 60- minutes 20- minutes • Wood -based panel core • 1 -3/4° doors Available in all standard models except Impression° Mirror doors. Craftsman III° is available with a 20- minute fire rating only. 45- minutes • Solid mineral core • 1 -3/4° doors 60- minutes • Solid mineral core • 1 -3/4° doors Flush Doors 20- minutes, 45- minutes, 60- minutes, 90- minutes 20- minutes • Wood -based panel core • 1 -3/4° doors Available in all models. • •• • • • • • • • • • • •• 45- minutes • Wood -based panel core or mineral core •1 -3/4 °doors •• ••• • • • • 60- minutes • Wood -based panel co)•or pt4t,raCcor: • 1 -3/4° doors • • • • • • • • • • • 90- minutes • Solid mineral core • • 1 -3/4° doors • ••• • • • • • • •• • • • •• •• • • • • • • • • • • • • ••• • • • • • • • • • • • • • • • • • ••• • • i ©2010 JELD -WEN, inc; This publication and its contents are owned by JELD -WEN, inc. and are protected under the U.S. Copyright Act and other intellectual property laws. Unauthorized use or duplication is prohibited. All trademarks, service marks, logos and the like (whether registered or unregistered) are owned or controlled by JELD -WEN, inc. or others. Unauthorized use or duplication is prohibited. JELD -WEN reserves the right to change product specifications without notice. Please check our website, jeld- wen.com, for current information. ••• • • • • ••• • • • • • • • • • • • • • ••• • • • QIAEt.I;II ITY fan•rtpI Iife® ••• • • • •• • f PROPERTY ADDRESS 9140 NE 8TH AVENUE - UNIT 41-1 MIAMI SHORES FLORIDA 33138 LEGAL DESCRIPTION SHORES PLAZA EAST CONDO UNIT 4H • 2ND FLOOR UNDIV .01 786% INT IN COMMON ELEMENTS CLERKS FILE 73R213197 SCOPE OF WORK: -IN RESPONSE TO VIOLATION /CASE -5 -11 -8555; REMOVE EXISTING BACK DOOR IN CORRIDOR AND INSTALL A NEW DOOR AT ORIGINAL LOCATION /KITCHEN EXIT.(FIRE RATED MIN. 45 MINUTES - SEE SPECS ATTACHED) PROJECT INFO: CLASSIFICATION OF WORK: ALTERATION LEVEL OF ALTERATION: ALTERATION LEVEL I GENERAL NOTES 1. ALL WORK IS TO BE DONE IN ACCORDANCE WITH THE FLORIDA BUILDING CODE AND ALL REGULATORY LOCAL AND GOVERNMENTAL CODES. 2007 ED. 2. CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND CONDITIONS AND SHALL NOTIFY THE ARCHITECT IF ANY DISCREPANCIES ARE DISCOVERED BEFORE PROCEEDING WITH THE WORK. 3. CONTRACTOR TO AQUIRE ALL REQUIRED PERMITS FOR THE CONSTRUCTION AND SUBSEQUENT OCCUPANCY OF THE PROJECT. 4. ALL WORK DONE UNDER THE SUPERVISION OF THE CONTRACTOR SHALL BE DONE IN A NEAT AND WORKMAN -LIKE MANNER AND IN ACCORDANCE WITH ALL GOVERNING AGENCIES, RULES AND REGULATIONS HAVING JURISDICTION. 5. CONTRACTOR TO PROVIDE ALL SUPPLEMENTARY MATERIALS REQUIRED TO INSTALL, SUPPORT, BRACE AND SHORE ALL BUILDING COMPONENTS. 6. PRIOR TO COMMENCING WORK, THE CONTRACTOR SHALL VERIFY THE LOCATION OF ALL EQUIPMENT AND UTILITIES TO BE REMOVED. REMOVALS SHALL BE COORDINATED WITH THE OWNER AND ALL BUILDING AUTHORITIES HAVING JURISDICTION. 7. CONTRACTOR SHALL PROVIDE THE ARCHITECT WITH RED -LINED AS -BUILT DRAWINGS FOR ANY AND ALL FIELD CHANGES AND /OR ADDITIONS TO THE WORK INCLUDING IN THE DRAWINGS. 8. IF ANY CHANGES AND /OR DEVIATIONS ARE MADE TO THESE PLANS WITHOUT THE WRITTEN AUTHORIZATION OF THE ARCHITECT. THE CONTRACTOR SHALL BEAR FULL RESPONSIBILITY FOR SUCH CHANGES AND /OR DEVIATIONS. 9. IF DURING THE COURSE OF CONSTRUCTION ANY DEVIATIONS ARE MADE AT THE FIELD, AGAIN, THE CONTRACTOR SHALL BEAR FULL RESPONSIBILITY FOR SUCH CHANGES AND DEVIATIONS. 10. ALL SHOP DRAWINGS SHALL BE SUBMITTED TO THE ARCHITECT FOR DESIGN CONFORMANCE ONLY. •• ••• • • 11. SUBSTITUTIONS MUST BE REVIEWED AND APPROVED: BY THC • • • ARCHITECT OR ENGINEERS. • •• • • • • 12. CONTRACTOR OR SUB - CONTRACTOR SHALL BE RESPbNSWE •• FOR CLEANING HIS OPERATION AND ANY DAMAGE TO HIS WORK WHILE PROJECT IS UNDER CONSTRUCTION. • ••• • 13. ALL DESIGNS AND DRAWINGS HEREIN AND PRINT ISSUCD BY: : THE ARCHITECT ARE THE PROPERTY OF THE ARC Ti T 'AND SHALL NOT BE REUSED ON ANY OTHER LOCATION •F•lCCEF • WHERE THE ONE FOR WHICH THEY WERE EXPRESSLY DESIGNED IF THESE DRAWINGS OR ANY PART THERE OF IS REPRODUCED WITHOUT THE CONSENT OF THE ARCHITECT, THE PERM $0 . • DOING WILL BE INDEBTED TO ARCHITECT FOR HIS FULL, • • • COMMISSION. • • • • • • • • • • • • • •• • .•• • • • • • • • • •• • • ••• • • • • • • • • • • • • • • • • • ••• • • • • • • • • • • • • • • • • •• • EXISTING KITCHEN NEW DOOR (F.R. 45MIN SEE ATTCHED) L =.3.= EXIST. DOOR TO BE REMOVED EXISTING DINING ROOM UNIT 4H EXISTING LIVING ROOM EXIST. CL. b �1 EXIST. CL. FLOOR PLAN SCALE: 1': 1/4" EXISTING P BATHROO EXISTING BEDROOM EXIST. CL. EXIST. CL. -13 NiE Rn.n 08.11 18T I88UE cc 0 0 0 0 Ir Ir z JORGE DE ROJAS a z • •• ••DOOR S L)IE 11. a •� • , MARK WIDE HIGH •3H -fIiIOK: ••• diSaiIPTTppI ' ( 1 ) 3' -0" 6' -8" ••.1 •. 4/4" • • ` INTERIOR DO • - •qP F. % 11-S. . Y• D • • • • • • • i0�1 # • • ••• • • • • ••• • • • ••• • • • • • • • • • • • • • • • ••• • • • •• • •• •• •• • Job No. OWN. 4 Diu ow ittM 14/MEII-n0t i/ BCIS Home : Log In User Registration Hot Topics Submit Surcharge Stets & Facts 1 Publications FBC Staff BCIS Site Map Links Search aiJsiR _ cep Product Approval USER: Public User Product Approval Menu > Product or Application Search > Application Ust > Appilcation Detail FL # Application Type Code Version Application Status Comments Archived FL7091 -R3 Revision 2007 Validated Reviewed 2/8/11 r -a 3/10/11 Product Manufacturer Masonite International Address /Phone /Email One North Dale Mabry Suite 950 Tampa, FL 33609 (615) 441 -4258 sschreiber@masonite.com Authorized Signature Technical Representative Address/Phone /Email Quality Assurance Representative Address /Phone /Email Category Subcategory Compliance Method Steve Schreiber sschrelber@masonite.com Exterior Doors Swinging Exterior Door Assemblies 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 Method Method 1 Option A Date Submitted 01/18/2011 http : / /www.floridabuilding.org /pr /pr app dtl. aspx ?param= wGEVXQwtDgvWpU8MYEr7... 3/31/2011 ‘rionaa nunwng k..uuu k l ituu ao • Date Validated 03/10/2011 Summary of Products FL # Model, Number or Name Description 7091.1 Metal -edge Steel Door in Hollow Metal Frame 6' -8" Single Inswing or Outswing Door Unit Limits of Use Approved for use in HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant: Yes Design Pressure: +80.0/ -80.0 Other: Evaluated for use In locations adhering to the Florida Building Code Including the High Velocity Hurricane Zone, and where pressure requirements as determined by ASCE 7, do not exceed the design pressures listed. 3' -0" x 6' -8" max nominal size. When large missile Impact resistance Is required, hurricane protective system Is not required. See installation detail DWG- MA- FL0150 -06 for additional Information. Certification Agency Certificate FL7091 R3 C CAC NI006591.PDF Quality Assurance Contract Expiration Date 12/30/2014 Installation Instructions FL7091 R3 II FLO150.odf Verified By: National Accreditation & Management Institute, Created by Independent Third Party: Evaluation Reports FL7091 R3 AE A6582.01- 122- 34.pdf Created by Independent Third Party: Yes Back Next Department of Community Affairs Florida Building Code Online Codes and Standards 2555 Shumard Oak Boulevard Tallahassee, Florida 32399 -2100 (850) 487 -1824, Fax (850) 414 -8436 © 2000 -2010 The State of Florida. All rights reserved. Privacy Statement 1 Coovriaht Statement 1 Accessibility Statement 1 Plua -ln Software! fustomar Servire Survey 1 Contact li4 Product Approval Accepts: . http: / /www.floridabuilding:org /pr /pr_ app_ dtl. aspx ?param= WGEVXQwtDgvW-pU8MYEr7... 3/31/2011 NOTICE OF .PROD CT R .c emapanr. Mnsonito Intern *mini COtrOrsttiod. 1953 Pewls.. Read West Chleaga,-IL 601845 MetalEdge httpat. Ther"VatieterProdnet Cerlifieo On" is_© Cettifientinit No.: Certilleadou Ude: ibliblirien Mart Reviklea Vete: Deer with:Mott Metal Steel Frame SPedlIcalluus1141ted To TAS 2011242120344tASTM F330 • eatlid the ikiOtiCettittkettion Label LastJbeen 'applied folio pre,datt as des b ts rc, prod tia ;I.!, 0010Cohr, 041.1.% ile • Cc ficafton Program :COnflguralion Sin le x WWII% OnOwing VS Glazed or Maxitontn Opaquo Size Opaque ver X 6'8" N1006591.-R3 1,06 2 06/14a006 12404014 1J/22/2010 08.:ticreulfuetst the e4zrtiaeatitm Tile N tra Structure' Design Pressure +.80T-80 186 MIH Ltnpaet Rated Yes 'agitate ( . T 'Repatrf iintaLer Drawing/IWO& .&- Coninients Nellea10,19:15.i-FA3 . MOW rk4211-191A,R01511406 OIS 3'0"• x.;6'Sr- +80/40 11.25 pdf N 2101101:5A: AncliorD1-14,1-FL01-50.46. A 011 4794 SI A 1 1, SIDE - HINGED METAL -EDGE STEEL DOOR UNIT 6' -8" SINGLE OPAQUE DOOR IN HOLLOW METAL FRAME GENERAL NOTES 1. EVALUATEC FOR USE IN LOCATIONS ADHERING TO THE FLORIDA BUILDING CODE AND WHERE PRESSURE REQUIREMENTS AS DETERMINED BY ASCE 7, MINIMUM ' DESIGN LOADS FOR BUILDINGS AND OTHER STRUCTURES. DOES NOT EXCECO THE DESIGN PRESSURES LISTED. 2. HURRICANE PROTECTNE SYSTEM (SHUTTERS) IS NOT RECUIRED. .5" — I— 1.938" i 18 GA. HOLLOW METAL FRAME TABLE OF CONTENTS SHEET # DESCRIPTION 1 TYPICAL ELEVATIONS & GENERAL NOTES 2 ANCHORING LOCATIONS & DETAILS I CONFIG x 40° 11AX 1--- OVERALL 5-3/"M. r35 -3/4° MAX. 11, __ PANEL WIDTH 0 1 90' MAX. -TALL TR 35 5 MAX. -3/4° M _ PANEL WIDTH SINGLE OUTSWING SINGLE UNrf AddeltitmICNItl# Cansfoo IV Oa, - DRB new�lse0.„ 2A /a • 0 0 1 SINGLE INSWING SINGLE UNIT DESIGN PRESSURE RATING WHERE WATER INFILTRATION PERFORMANCE IS REQUIRED TO BE 15% CF DESIGN PRESSURE MAX WIDTH 40" INSWING 1 OUTSWING +8C.0 / -80.0 +80.0 / -80.0 INSWING +19.0 / -19.0 OUTSWING +55.0 / -55.0 d. ti-t) -Io KURT BALTHAZOR FLORIDA P.E. #56533 ar CC U (0 (0 -J • O-I Z CU uu U O 0) cn � Z mm O U 1= N N m N O Q a cn 0 0 O 4 0 t0 0 1. n N z 0 ti 0: OATS: 6/10/06 sme N.T.S. 01(0. Br: SWS CHN 8Y: ORAWPI6 •J.: DWG- MA- FLO1S0 -06 BHEEI 1 OF 2 0/D00 0R STEEL 20 STU08 USING C14PRF.SSTTN MOMS FACTORY APPLIED COMPRESSION ANCHOR (1) £ EACH JAMB /HEAD CORNER (2 TOTAL) B8 x 2' WOOD SCREW (4) Tul"i $18 x 2' %men S:.REW (2) 2 DOT. OF EACH JAMB (1) @ INTERIOR OF FACE CI> £ EXTERIOR DF rACE (TYP.) YWALL DOOR FRAME SECTION A -A STRAP ANCHCR (TYP.) 16) SCREWS IN EA ODD OR STEEL STUDS XTERIOR SHEATHING STRAP ANCEI10 10 4006 OR STEEL 2X STUDS 12' MAX MAX .36' MAX 08 W101 SCREW MP.) 0/000 STUDS /-1.10 S.M.S. (TYP) STEEL STUDS DOD 0R STEEL STUDS 1 3/8' MIN. EMBEDMENT INT W000 STUD 0.167' DIA. VIRE ANCHOR TYP: VRE ARC/IRS IN CONCRETE OR MASONRY X 36' MAX 36' MAX ATTACHMENT DETAIL 1. ANCHOR ANALYSIS =0R LOADING CONDITONS PREPARED, SIGNED AND SEALED BY JOSEPH A. REED. PE (FLORIDA #58920) FOR EACH INSTALLAT ON METI -OD. SECTION A -A Collation No: Reined 8y. DaleRevier1E4 Mo816801oWILD AI /aor 5'4f- /2,y 1./ zzill CORCRE10 CR MUM USING WRCRETE SCREW MOORS 3/8' DIA. CONCRETEE SCREW AN ITT'.) BJTTERFLY CLIP NOT REQUIRED 3/8' DIA. CONCRETE SCREW ANCHOR DOOR FRAME 12' MAX MAX MAX SONRY OR CONCRETE 1 1/4' MINIMUM EMBEDMENT _STRIKE DETAIL MACHINE SCREWS #10 x 1/2" #10 x 1/2 #10 x 1/2 #10 x 1/2" 1 1.250^ INSWING THRESHOLD HARDWARE SCHEDULE #9 x 1/2" #9 x 1/2" HINGE DETAIL MACHINE SCREWS 0.9621 T .OUTSWING THRESHOLD 1. KWIKSET SERIES 400 GRADE 3 CYLINDRICAL LATCH AND SERIES 980 GRADE 1 DEADLOCK HARDWARE TO BE INSTALLED AT 5 -1/2" CENTERL.NE. 2. 4" X 4" FULL MORTISE BUTT HINGES. j 0O $a 1r a PART OR ASSEMBLY: g cn 3 cn 0 0 ° U l/1 0 N 10 U) bJ 0 m d z cn 0. ce 0! OATS. 6/10/06 SCALE: N.T.S. Dwc.8Y SWS CMx. Ern DRAWING 0104 OW0 -1,1A• FL0150 06 SMELT 2 OF 2 Architectural Testing DATE December 29,2010 PROJECT NO. A6582.01- 122 -3 .SHEET l Or• 18 PROJECTf1Jdv3F: 306..$ Hollow Metal Door Frame Installation Analyses 3068 Hollow Metal Door Frame Nj1 \tNItlHlgli /11 o��Pt� a. RFC %'f.. �•��GEfvsO Z-* : No. 58920 * E. g. Jam. STA E OF ' ��: O pigEta4y Slgrad by: Joeapb A. Recd Rendered to: MASONITE CORPORATION One Premdor Drive Dickson, Tennessee 37055 Report A6582.01- 122 -34 Prepared by: Joseph A. Reed,P..E. Brady W. McNaughton Architectural Testing, Inc. 130 Deny Court York, Pennsylvania 17406 Phone: (717) 764 -7700 FL COA 29274 December 29, 2010 Joseph A. Reed, P.E. Director — Engineering/Product Testing 2011.03.04 14:46:37 - 05'00' Brady W. McNaughton Revision 1: 03/01/11 Architectural Testing DATE' December 29, 2010 P R D J E C , T No. A6582.01 -122 34EHEET_2 O ._1 s PROJECT NAME: 30_68 l-loLIQW Metal Door Frame__ Engineering analysis will determine the quantity and spacing of anchors for a 3068 hollow metal exterior door. Calculated anchorage requirements are based on compression anchorage to wood or cold - formed steel, strap anchorage to wood or cold- formed steel, wire anchor in concrete or concrete masonry and concrete screw anchors in concrete or concrete masonry. A design pressure of + / -80 psf has been specified. References utilized: TEKS Self - Drilling Tapping Screws, 1CC Evaluation Service, Inc. Report No. ESR -1976, May 1, 2006. NDS 2005 National Design Specification for Wood Construction. American Forest and Paper Association, Inc., 2005. AISI Manual Cold-Formed Steel Design Manual — 2002 Edition. American Iron and Steel Institute, 2043. ACI 318 -05 Building Code Requirements for Structural Concrete. American Concrete Institute, 2005. Product and Resource Guide, Red Head Anchoring Systems. Illinois Tool Works, Inc., 2010. TT -001A Allowable Bearing Stress for APA Wood Structural Panels. APA — The Engineered Wood Association, 2007. GA- 235 -10 Gypsum Board Typical Mechanical and Physical Properties. Gypsum Association, 2010. 2007 Florida Building Code, International Code Council, Inc., 2005. Structural, Impact, Cyclic & Forced Entry Resistance Performance Test Report. Report No. 210 -1915- 1.2.3. National Certified Testing Laboratories. 06/13/97. The analyses presented herein address the structural performance of the door frame anchorages only. The analyses presented herein do not address the water resistance, water penetration or air infiltration performance of the installation method OT the installed product. In addition, the analyses presented herein rely on the assumption that the building substrate is capable of withstanding incurred loads. Capacities of the substrate have been analyzed for local stresses only, global effects of these loads are not addressed in this report. Furthermore, the results of the analyses present a solution that satisfies the scope of the project, but other feasible solutions may exist. Revision 1: 03 /01 /11 Analyses Architectural Testing DATE: .December 29, 2010 PROJECTwo.A6532.01- 12 �- 34.5HEET :3 __op 18 PROJECT NAME :_ 3068 Ivicta1 Door Frame _ ••_ Lo ads Outswing doors shall have a uniform load to the jamb door stops for positive design loads and concentrated loads at the hinge and locking hardware locations for negative design loads. Similarly, inswing doors shall have a uniform load to the jamb door stops for negative design loads and concentrated loads at the hinge and locking hardware locations for positive design loads. A design load of +1- 80 psf has been specified, thus outswing and inswing doors shall have the same anchor design loads. Loads transferred to the head and threshold are conservatively applied to the jambs for the anchor analyses. Except for compression type anchorages, hinge loads shall be assumed distributed to one anchor and locking hardware loads shall be assume distributed to three nearby anchors. Anchorage analyses shall consider the positive and negative loads for each door type and specify the most demanding (i.e. governing) requirement. Anchorage loads based on the specified design loads are developed on page 6 and page 7. As shown here, a maximum distributed load of 10 lb /inch and a maximum point load of 266 lb will be used to evaluate the various anchorages. Revision 1: 03/01/11 r1.rchitecturai Testing DATE' December 29, 2010 .PROJECTNO_ A6582.01- 122- 345HEET_1_-_0F 13 _ PROJECT NAME: 3068 Hollow Metal Dec r Frame„_ .. • Anchor Capacity Individual anchor capacities are based on compression anchorage to wood or cold - Formed steel, strap anchorage to wood or cold - formed steel, wire anchor in concrete or concrete masonry and concrete screw anchors in concrete or concrete masonry. Minimum requirements for the structural substrates and anchorage hardware are specified in the following table. Table 1 Substrates and Hardware Substrate Wood Properties Spruce -Fine -Fir Comments 1. The analysis for Spruce -Pine -Fir (G =0.42) is valid for all wood species having an equal or greater specific gravity. Steel Stud Concrete 18 gauge (0.043" thick) Fy = 33,000 psi F" = 45,000 psi Concrete Masonry Unit (CMU) f c = 3,000 psi Normal weight 1. Qualifies all thicker and stronger studs. ASTM C90 Type 2 I'm= 1,500 psi 1. Qualifies higher compressive strengths. 1. Assumed grouted for wire anchorage. 2. Assumed hollow for concrete screw anchorage. Masonry Wire Anchor ASTM A82JA82M 1. Cold -drawn steel wire 2. Minimum F„ = 80,000 psi Strap Anchor 18 gauge (0.043" thick) Fy = 33,000 psi Ft, = 45,000 psi 1. 3/4" wide Revision 1: 03/01/11 Architectural Testing DATE. December 29, 2010 BY :_.._._ PROJECT No. A6532.01- 122- 311s11EET ?.._. Or t g..._.. PROJECT NAME: .306SIjjtIjQ1v_Metal Door Frame Calculation of anchor capacities are presented on page 8 through page 13 and summarized in the following table. A validation of the door frame is presented on page 14 through page 16. 1 aisle L L"d1Ul.UdltU 1111G11Ui Anchor Locepavic,,.a .Substrate Capacity (lb) Comments Wood Stud N/A Adequate for +/- 80 psf. Frame leg must be fully supported by wall. This installation proven by testing for installation in wind-borne debris regions without use of protection devices. Compression Type Steel Stud N/A Strap Anchor Wood Stud 363 (6) #8 Wood screws per strap. Shear of strap governs connection. Adequate for +/- 80 psf Steel Stud 363 (6) #l0 TEKS screws per strap. Shear of strap governs connection. Adequate for +1- 80 psf Wire Anchor Concrete 442 3/16 "diameter, 80,000 psi steel wire. Shear of wire anchor governs connection. Adequate for +/- 80 psf CMU 442 3/16" diameter, 80,000 psi steel wire. Shear of wire anchor governs connection_ Adequate for +1- 80 psf Concrete Screw Concrete 323 3/8" Large Diameter Tapcon anchor. 1 -1/2" Embedment 3" Edge Distance Bending of anchor governs. Adequate for +/- 80 psi. CMU 323 3/8" Large Diameter Tapcon anchor 1 -1/2" Embedment 3" Edge Distance Bending of anchor governs. Adequate for +/- 80 psf. Required Anchors The overall door dimensions, specified design pressure ( +/ -80 psf) and the calculated anchor capacities are used to verify the specified number of anchors as shown on the attached client drawing. Based upon minimum anchor requirements and typical installation practices, recommended. anchor locations for the door are presented on page 17- Furthermore, the anchorage condition shown on the attached drawing is deemed sufficient as it meets or exceeds the minimum requirement. Attachments Anchoring Locations and Details. Masonite Exterior Door Products, Undated. Revision 1: 03/01/11 Architectural 'festfrg DATE December 29, 2010 PROJECT NO. A 65 8?.01- .12?_34SHEEF6__0!_ls PROJECT NAME ...30.0.1-140w Metal Door Frj»e._.. _. Loads ter -t -r St 14 eAla'4 Art vE PQeSaLC12,� 2'.tt S •n14 /Qc5 S /Ti( Jdrl c 44,02 6-- .rr rgHtt+on ^ E/3 aoa /3 .46 /6 Revision 1: 03/01/11 Architectural Testing DATE December .29 2910 PROJECT NCB _A6582.Q1- I22- 34SHiEEt 7 o 138 PROJECT RANIk : _2Q�C$1jp lo�vk tf. DoorFraLl .._..._ Loads (Continued) G7urs witt c Po.? u S to- At 14 ,': — N e e) t? 7 i:✓ 4 e a $ _ u ra= FL (OP )(A) Oops4 FM - 860 1.6/soil l l� Revision 1. 03/01111 Architectural Testing GATE. December 29, 2010 PROJECT Nf}, A6582.01- 122- 3igHEET 8 pr_ 18 PROJECT tdiirlL' ":306_3 tiQilow,Metal Door Frame.__, _, Compression Anchor #8 x 2' WOOD SCREW (2) @ BOT. OF EACH JAMB (1) @ INTERIOR OF FACE (1) @ EXTERIOR OF FACE (TYP.) DRYWALL DOOR FRAME-' SECTION A -A WOOD OR STEEL STUDS XTERIOR SHEATHING Compression anchor itself does not provide any anchoring capacity. Load transfer is from frame leg to wall coverings. Frame leg must bear on wall substrate over full height of jamb. Bearing stress under 1/2" wide frarne lea: = F/A = w/h = (10 ib /inch)/(0.5 ") = 20 psi (for both +80 psf and -80 psf) For Plywood and OSB, Design Bearing Stress: F, = 360 psi (APA Technical Topics TT-001A) Apply wet use factor: Pc = (0.5)(Fc) =180 psi > 20 psi OK For Drywall, Ultimate Compressive Strength: F.= 400 psi (Gypsum Association GA- 235 -10) For a 10x Safety Factor: F.= 40 psi > 20 psi OK Compression Anchor OK for +/- 80 psf 1. This installation method to wood proven by testing (Structural and Inmpact/Cycle) 2. Because steel stud connection better than wood, steel stud also proven for Impact/Cycle. Revision 1: 03/01/11 Architectural 'resting Strap Anchor STRAP ANCHOR DOOR FRAME-- -'� DATE:_ December 2992010 BY:.........J/'sl�l.$��' PROJECT NO tlfiS2_.01 I22.34SHEET 9 OF lS PROJECT NAME.:,_,i468 1.10.1 oyy tyteliji Dog, ;Frame.;.._ #8 WOOD SCREW (TYPI) WOOD STUDS #10 S.M.S. (TYP) STEEL STUDS WOOD OR STEEL STUDS SECTION A -A 1 3/8' MIN. EMBEDMENT INT WOOD STUD Interior strap resists inward acting load. Exterior strap resists outward acting load. Load per strap: 2661b. Load per anchor: 266/3 = 87 lb_ Anchors are in withdrawal (pull -out) Wood Screw: #8 Screw 1 -3/8" penetration W = 82 lb /inch W' = pWCo = (1.375 ")(82 lb /inch)(] .6) = 180 lb/screw OK TEKS Screw: #10 TEKS Screw 1'not = 349 lb. Pat = Pnot /f i = 349/3 = 116 lb /screw OK Revision 1: 03/D1111 -.A.rchitectura1 Testing DATE- December 29.2010 PROJECT rto;A6582.01- 122- 34sHEE7'.100 „.0 18 _.. PROJECT i .A,[r•1[ :_3116$ H llgw Yleta( Dtlor frigie, Strap Anchor (Continued) Check Pull- over: #8 wood screw governs (d„ = 11/32 ") Pao, = 1.5ttd,,,F" = 1.5(0.043 ")(11/32 ")(45,000 psi) = 998 lb. Pa = Pnob /(? = 998/3 = 333 lb /screw OK Check Fastener Tension: #8 wood screw governs (droot = 0.131 "; F„ = 90,000 psi) Fat = 0.75F" = 67,500 psi Ast = n(dmat)2 /4 = R(0.131")2/4 = 0.0135 in2 Pn = FntAst = (67,500 psi)(0.0135 in2) = 911 lb Pa = N.C.? = 911/2.25 = 405 lb /screw OK Check Shear of Strap: 0 0 i V" = 0.6F"wt = 0.6(45,000 psi)(1 /2 ")(0.043 ") = 5801b. Va = V,1/( 580/1.6 = 363 lb /strap OK Check Block Shear (edge distance): DMax = 0.190" ( #10 TEKS) L = 0.75 " /2 = 0.375" LlDa, = 0.375 "/0.190" = 1.97 2.0 OK Shear of Strap Governs: 3631b Strap Anchor OK for +1.- 80 psf Revision 1: 03/01/11 Architectural Testing DATE December 29, 2010 PAC/IE :TN°. A6582.01- 122- 34sHEET_ 11 ^oF f S PROJECT NA E :_3068ffoJ:io« Metal Et0Qr Fmne._. Wire Anchor BACK FILL FRAME & ADJACENT C,M,U, CELLS WITH GROUT (TYP,) 'METER WIRE SECTION A -A Because frame and CMU are grouted, the failure mode will be shear of one thickness of the 3/16" diameter wire. Shear Capacity of Wire: ASTM AS2 /AS2M Cold Drawn Steel Wire: F„ = 80,000 psi Ag = nd2 /4 = E(3/16)2/4 = 0.0276 in2 Fn,. = 0.48F„ = 38,400 psi Vnam = Ay Fn,. = (0.0276 in2)(38,400 psi) = 1,060 lb. Va = Vn,,,,,/O? = 1,060/2.4 = 442 lb /anchor Concrete / lVlasonry Wire A nchor OK for +1- 80 pst Revision 1: 03 /01 /11 Architectural Testing op;rE,, December 29, 2010 B Y : _ , . .L RLB.W.nM--_ _ PROJECT NO A6582.01- 122- 34SHEET_ 12 __0; 18.x. PROJECTPiAME:: 3068 Hollow Metal Door Ij ie Concrete Screw BUTTERFLY CLIP NOT REQUIRED 3/8' DIA. CONCRETE SCREW ANCHOR—`'`- - DOOR FRAME - -. ASONRY OR CONCRETE 1 1/4' MINIMUM EMBEDMENT 3/8" Large Diameter Ta-ocon in Concrete: h = 1 -1/2" embedment d = 3" minimum edge distance = 3,000 psi V. = 691 lb at 6" Edge Distance V'3 = (0.57)(691 lb) = 394 lb at 3" Edge Distance 3/8" Large Diameter Tapcon in CMU: h = 1 -1/4" embedment (through shell) d = 3" minimum edge distance ASTM C -90 Type 2 masonry units V. = 7941b. AT 6" Edge Distance V'. = (0.57)(794 lb) = 453 lb at 3" Edge Distance Revision 1: 03/01/11 • Architectural Testing DATE: December 29 «2010 BY:----1A RIB�� _....._. PROJECT KO „A6582.01- 122- 34,SHEE 13 _OF 1R PROJECT NAME: ...306a 110110» ,Metal poor Frannie , Concrete Screw (Continued) Check Bending: d= 0.375” L = 2425" S =71(13/32 = 7t(0.375 ")3132 = 0.00518 in3 Fy = 105,000 psi Fb = I.3(0.6Fy) = 81,900 psi (1.3 for weak axis bending) M = V3L/2 (Guided Cantilever Bending) Fb = M/S = VaL /2S Vn = 2FbS /L = (2)(81,900 psi)(0.00518 in3)/2.625 = 3231b. Bending of Anchor Governs: 323 lb Concrete Screw Anchor OK for +1- 80 psf Revision 1: 03 /01/11 Architectural Testing OATE..;December 29, 2010 PFIGJECT A6582.01- 122- 34SHEET 14 of 18 PROJECT -3065 Metal DooLFrame . Hollow Metal Frame Dimensions .5» 1.938" 1.0 N 18 GA. HOLLOW METAL FRAME 18 gauge = 0.043" thick Assume 33 ksi steel (Fy = 33,000 psi, F‘,.= 45,000 psi) Area: 0.578750 in' Bounding box: X: - 2.312501 — 2.312499 in Y: - 1.131690 -- 1.493310 in Moments of inertia: X: 0.470718 in4 Y: 1.831553 in4 10 Revision 1: 03/01/11 Architectural Testing DATE: December 29, 2010 PROJECT No .A6532.01-124sHEET 1..5 OF 8 PROJECT liojvIC-:_,3068 Hollow IVIet0).Door Fraine Frame Analysis Door Frame Analysis -- Jamb w/ 3 Anchors 11111111PHIIIM11111111111111111111111111111111111111111111111111111 Beam Length: 80.0 in Location: 0.0 in Deflection &532 Moment Shear 1:6272-2a. In - 0000samos2 lb-in 42: a 4.5T14 Revision I: 03101/1 I A rChite ctural Testing DATE:. December 29, 2010 PROJECT {40./k6582.01 -122-3./IsHEEr )6 or- IS PROJECT NANIE:._.5_*08.H.p1.1g.w.ivIetal Poor Frame Frame Analysis (Continued) 44 2-c:.3: Franla :anab S kn.nhirs 44 = in :111.7:1-REA ,I=R3?1=R7IZ71 M-idulns altazin'iny = 1 lb:in= ERZ1EZRTIEE. EL:x:2: ?name: Mninsnt cff insnnia = 7c1.1 = = 2.212S in Ansa = 1== an :war 42.: in - ;1/42.2:3:12E 3B KE: :ensils = = Shear = = 3.2: in =cri -4. i=::: Simpls a; in ;:saisicn =-Z4.1.5.-::4 lb 2nternedta:s: Ein..?le an 4:.3 in =-272.ES71 lb Hsad: Simpls in Rsazninn =-2ES.E1l4 lb 7a.._. =S-3.i2E iafezy 1.!ar7in = in Zi=l2F.1:=4 =mu. 0-- - lb-in a: in l-in t: Lft M=I 217:EAR FCRCE '" :42.E-14 lb a; 1:. in - :42.S-14 l% a; 412.3 in = lb :nz .7=1:;rsszivs = Ehsar = lb:in= $afs:v Facr: =2.7-4 Eafs•y Eafe7.7 :a: =. Stress OK Deflection OK Maximum Reaction is 273 lb. 266 lb by hand calc. OK Revision 1: 03/01/11 Architectural Testing U ATE.. December 29, 2010 . BY: ..... y PFctl ECT NO_.40.§2.01- 122731-SHFET_:17_. E)` 13..__ PROJECT NAME:, z,06S_ i lollo w ryle;g1,Dogr FrAnke_,,:, Anchor Locations for Minimum Number of Anchors WOOD DR STEEL 2X STUDS USING COMPRESSION ANCHORS FACTORY APPLIED COMPRESSION ANCHOR 0) 2 EACH JAMB /HEAD CORNER C2 TOTAL) 418 x 2' WOOD SCREW (4) Total WIRE ANCHORS IN CONCRETE OR MASONRY 0187' DIA. WERE ANCHOR TYP.\ 12' HAx STRAP ANCHORS IN WOOD DR STEEL 2X STUDS STRAP ANCHOR CTYP.) <6) SCREWS 7N EACH CONCRETE OR MASONRY USING CONCRETE SCREW ANCHORS 12-MAX 12' MAX 3 /8' III& CDNCRETEE SCREW ANCHOR • (TYP) Revision 1: 03/01/11 Architectural :resting DATE IZecenlber 29,2010 PROJECT NO t16582,01- 122- 34st-tEEi_ 1.8 oF_1$ PROJECTNAhiE: 3068 I-1911pp y eta! Door Frame._.. Rev. # Date Page(s) 0 12/29/10 N/A 1 03/01/11 2 Revision Log Revision(s) Original report issue Revised scope and added test report reference. 5, 8 Clarified in table and calculations anchorages that are allowable for wind - borne debris regions. Revision 1: 03/01/11 f Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795 -2204 Fax: (305)756 -8972 \k -+-V69 Inspection Number: INSP- 165076 Permit Number: EL -9 -11 -1721 Scheduled Inspection Date: October 04, 2011 Inspector: Devaney, Michael Owner: DE ROJAS, JORGE A Job Address: 9140 NE 8 Avenue 4H Miami Shores, FL Project: <NONE> Contractor: VERES ELECTRIC INC Permit Type: Electrical - Residential Inspection Type: Final Work Classification: Alteration Phone Number (305)498 -2168 Parcel Number 1132060440350 Phone: 786- 229 -8294 Building Department Comments CHANGE PANEL BOX LOCATION Passed Failed Correction Needed Re- Inspection Fee No Additional Inspections can be scheduled until re- inspection fee is paid. Inspector Comments October 04, 2011 For Inspections please call: (305)762 -4949 Page 24 of 26 Miami Shores Village Building Department 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 INSPECTION'S PHONE NUMBER: (305) 762.4949 BUILDING PERMIT APPLICATION FBC 20 Permit Type: Electrical OWNER: Name (Fee Simple Titleholder): Address: e City: h1ioq- ) S1-I-oh t, Permit No. Master Permit No. RECEIVE :2' S P 212011 112-1 0 1 e , "ds, Phone #: $ s / ie ' 71a° Tenant/Lessee Name: Email: 5) ).? State: a a Zip: "3 31 acP Phone #: JOB ADDRESS: City: Miami Shores County: Miami Dade Zip: 35/3P Folio/Parcel #: Is the Building Historically Designated: Yes CONTRACTOR: Company Name: Address: /(co® City: 14 pvir -,(,( y Qualifier Name: CL3, .../ 1 t, State Certification or Registration #: Contact Phone #: DESIGNER: Architect/Engineer: TS CI— NO Flood Zone: State: Vtr� S Ft 111 Phone#: (" j) 2A%-1Sc10 zi : 33 Phone #: (3) ® ®/ C A. Certificate of Competency #: Email Address: Phone #: o Value of Work for this Permit: $ 5®O Square/Linear Footage of Work: Type of Work: Address ❑Alteration Description of Work: C New Wepair/Replace c - e 1 1(3 LoP Aovel ❑Demolition �x x�xx�**x�x�a:: ****+ x* ***a :*** * * *** ****a:****u:u: Fees'x *: x**** ***: **x: ****** **** **+x * *********+x * **** Submittal Fee $SD' 1.1:2 Permit Fee $ Scanning Fee $ Radon Fee $ / ' Vc CCF $ DBPR $ Notary $ CO /CC $ Bond $ Training/Education Fee $ Technology Fee $ Double Fee $ Structural Review $ TOTAL FEE NOW DUE $ 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 i - which occurs seven (7) days after the building permit is issued. In the absence of such posted notice, the inspection ill not be .pproved and a reinspection fee will be charged. Signat Owner or Agent The fo - :oin;, instrument was a owledged b day of , 20/) , b .rli �i� N"! •t 1/ -� ay of Se , 20 11 , by who is . - - .nally known to me or who as produced � ho is persona own to me or who has produced t: My Commission Expires: APPROVED BY 4 Sign: 01 ' 1. �� Print: so0.%‘ txV0, 4s,* My Commission Ex MYtOMMISSON : ID9 4 0! Bonded EXPIRES: November Budget Wary � Sepias ********************************* * * * * * * * * * * * * * * ** * * * * * * * * * * * * * ** Plans Examiner Zoning Structural Review (Revised 07 /10 /07)(Revised 06 /10 /2009)(Revised 3/15/09) Clerk