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RC-14-295Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores; FL Phone: (305)795 -2204 Fax: (305)756 -8972 Inspection Number: INSP- 208040 Scheduled Inspection Date: February 28, 2014 Inspector: Rodriguez, Jorge Owner: RODRIGUEZ, LUIS Job Address: 9160 NE 8 Avenue 4.1 Miami Shores, FL Project: <NONE> Permit Number: RC -2 -14 -295 Permit Type: Residential Construction Inspection Type: Final Building Work Classification: Alteration Phone Number Parcel Number 1132060440370 Contractor: QUINTERO GENERAL CONSTRUCTION Phone: (786)487 -5738 rsuuamg ueparEment comments PUT BACK ORIGINAL FIRE PROOF DOOR IN KITCHEN Infractio Passed Comments INSPECTOR COMMENTS False Passed' Inspector Comments Failed Correction Needed ❑ Re- Inspection ❑ Fee No Additional Inspections can be scheduled until re- inspection fee is paid. February 27, 2014 For Inspections please call: (305)7624949 Page 25 of 27 l � er 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 Typ : BUILDING ROOFING OWNER: Name (Fee Simple Titleholder): LQ in) V $50 day -To 31n tZ R-ECEIVED FEB 14 2014 Permit No. Master Permit No. �4 �. C lone #:�.t�`� l Address: 9_1 1. a A G aI �.�� *- `� City: 1�I" A M � 4AM Ik-e a State: Zip: 3 % S_ l Tenant/Ussee Name: Phone#: Email: JOB ADDRESS: 00) I to a Vl- ?A IA City: Miami Shores County: Miami Dade Zip: Folio/Parcelk Is the Building Historically Designated: Yes NO Flood Zone: CONTRACTOR: Company Name: Qv "A_f L'_ 6:, w 0) t'/) Phonek ff Z O 4 y � 3 9 Address: vol /Jo) ji e_;;� City: 14t4&A 6:;- State: )CY Zip :. 33 o'pre �p Qualifier Name: 4eR.Ji./NS j Ai� Phone #: �� a S-) 3 O State Certification 7d or Registration #: G G-1 C s� sOZ i Certifica of Co petency #: Contact Phone#: 6 T IP`�_ 5 �W Email Address: '6o,.3 ^) - Y_'d DESIGNER: Architect/Engineer: Phone#: Value of Work for this Permit: $ ®® - o Square/Linear Footage of Work: Type of Work: DAddition 17Alteration ONew )4Repair/Replace ODemolition Description of Work: ._,19,1 1 �l 0,b . D. -b 1 in e Submittal Fee $ Permit Fee $ Scanning Fee $ Radon Fee $ Notary $ Training/Education Fee $ Double Fee $ Structural Review $ CCF $ CO /CC $ DBPR $ Bond Technology Fee $ TOTAL FEE NOW DUE $ a Bonding Company's Name (if applicable) Bonding Company's Address City State Mortgage Lender's Name (if applicable) Mortgage Lender's Address Zip City State 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 absence of such posted notice, the inspection will not be approved and a reinspection fee will be charged. Signature Owner or Agent The foregoing instrument was acknowledged before me this lk day of My/ /, 20 -�Y, by .%&Alga 44y , IV who is personally known to me or who has produced As identification and who did take an oath. NOTARY PUBLIC: i APPROVED BY (Revised 07 /10 /07)(Revised 06 /10/2009)(Revised 3/15/09) Signature Contractor The foregoing instrument was acknowledged before me thil k day of V� , 20 'A , by &%N �'7J QVI r1rz,� who is personally kno i pie or who has produced I rD abilai,n and who did take an oath. NOTX0AY.P*, y ®' Sign: Plans Examiner Prin My Zoning Structural Review Clerk 1700. 745 North East 91st Street Miami Shores, FL 33138 305- 759 -9069 / FAX 305 - 759 -2101 E-MAIL spe 123 @att.net February 6, 2014 Miami Shores Village Building Dept. 10050 NE 2nd Avenue Miami Shores, FL 33138 Dear Sir / Madam: This letter will serve as your confirmation that "Quintero General Contractor Corp." has been contracted by the Unit owner and is authorized by the Board of Directors of the Shores Plaza. East Condominium Association to perform alterations in Unit Q at 9160 NE 8d' Avenue, Miami Shores, Fla. Should you have any questions regarding the enclosed, please feel free to contact the condominium office. Sincerely yours, Robert r_. o President cc: file a - j &3 663 Ficrida Bu king Code Onflne Quality Assurance Representative Address /Phone/Evall Category Exterior tlaars Subcategory Swinging Exterior Door AsserdAes Compliance Method Certification Mark or Listing Certification Agency National Accreditation & Management Institute, Validated By National Accreditation tic Management Institute, Referenced Standard and Year (of Standard) Standard year TAS 201 1994 TAS 202 19" TAS 203 1994 Equivalence of Product Standards Certified By Product Approval Method Bate Submitted Cote validated Date Pending FBC Approval Bate Approved Method I Option A 03/11/2012 03/1512012 03/21/2012 ummary of Products �L Model, Number or Name Macriptdon +avw .#ajdawlrgn9.aq/prjp app A.espo wF% GEVXQwtDgWVPUWYEr7Pi27GpjLYdgH XZgtTcS64gSFM%3d 112 b M13 Faida Buildrig Code arillm /U9L A ( Metal -edge Steer poor in Hollow Metal b-tl- single ins%mnq or Oucstvtng DOW t a r • l frame I Limits of use Approved for use In HVHZ: Yes Approved for use outside HVFIZ: Yes Impact Resistant: Yes Design Pressure: 4$4,0/ -80.0 Other. Evaluated for use in locations adhering to the Florhia BwWing Code includes the Ftgh Velocity Hurricane Zane, and where pressure requirerre:nts as detenrined by ASCE 7, do not exceed the design pressures listed. 3' -0` x b' -8' max norrinai size. When %rgb wissile hVact resistance is required, hurricane protective system Is riot required. See installation detail DWG -MA- FL4150 -06 for additional Information. Certftation Agency Cartilicate FLM R4 C CAC MR-0-Mi. Quality Assurance Contract Expiration Date 12)34/2414 Installation Instructions WWI R4 J[ FL0150.ndf Verified Sy: National Accreditation & Management Institute, Created by independent Third Party: Evaluation Reports FL701 R4 AE A6582.01- 122- 34.odf FL7091 R4 AE FL709LOI R4 2Q IQ PBC ComefaMe.adf Created by Ltdependent Third Party: Yes Sack west Cante_ci Us :, ,1940 North Monroe Street. Tallahassee Ft. 32392 Phone, 858-487 -1824 The State of Fronde is an ANN employer. Caovright„28n7 -28}y ate. of Redo.:: P&acv statemg mRai q„sjat 8 , Under Florida taw, small addresses are public records. If you do not rant your a -mall address released In response to a pt1b8e•records request, do not send electronic mail to this soft. Instead, contact the office by phone or by traditional mail. If you have any questions, please cbstact 858.487.1395. *Pursuant to Section 455.275(1), Meals Statefes, effecthm October 1, 28:12, licensees bcensed under Chapter 455, F.S. must provide the Department ydtb an emaa address It they have One. The ama8s provided may be used for official communication Wth the licensee. Houaver email addresses are pubk record, if you do not lush to supply a personal address, please provide the oepartment with an email address Wch can be made avaaable to the pulift To determine N you am a licensee ender Chapter 45S, F.S., please click h9ji, Pro4act Approval Accepts. Crest t C�rr�r= vnsw.JCrfdabviir5rg.cr9/pr/lx a i .asp r vtGEV CmOq`Mrplt8MYEr7N27G i Wg3iXZgtTc cySFM °load 2+2 M NOTICE OF PRODUCT CEJRTIFICATION Company: Masonite 1nteenadonal Corporation Certification No.: N1006591.01 1985 Powic Road Certification Date: . 06114/2006 West Chicago, IL 60185 Expiration Date: 12/31/2014 Revision Date: 03/05/2012 Product- Metal -Edge Impact Rated Steel Door w/Hollaw Metal Steel Frame Specification: TAS 201- 94/202 - 941203- 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 specificntlon and that all certification criteria has been satisfied. This product has been approved for listing within NAMI's Certified Product Listing at NAMI's Certification Program is accredited by The American National Standards Institute (ANSI). Configuration Inswing or Out*WIPA Glazed or Opaque Maximum Size Structural Dop Pr' re Water Test Pressure Missile Impact Rated Test Report Number Drawing Number 8r 92rom Grits X Single US Opaque 3'0" x 6'8" +80/ -80 2.86 psf Yes NCTi.-210- 1913.1,2.3 An4horDaulls- MA- PL01$046 X Single O/S Opaque 3'0" x 618" +80/ -80 8.25 psf 'Yes NCTL-2104861- 12,3.7.3,9 Anchot D0Wk MA- PL0150 -% National Accreditation & Management Institute, IncJ4794 George Washington, Memorial n.tgnway/naycs, V faire Tel: (804) 634- 5124/Fiax: (804) 684 -5122 NAIVIII AUTHORIZED SIGNATURE: SIDE - HINGED METAL -EDGE STEEL DOOM UNIT 8' -8" SINGLE OPAQUE DOOR IN HOLLOW METAL FRAME .flldlr$BG,L�t4IG5 . I. EVALUATED FOR USE V4 LOCAT04 ADHERING TO THE FLORIDA BUADINO CODE AND WHERE PRESSURE REQIAREMENTS AS DETERMINED By ASCE 7, MINIMUM DESCH DOES NLOWS ( XCUO IHEI OESM PREMRBS WED. 2. HURRIOANE PROTECTIVE SYSTE:I ($HVITERS) IS NOT REQUIRED. 3. IN THE HVHZ. FACTORY PPoMEO DODR$ MUST ITE PA1M'ED IN ACOORDANCE VATH SECTION 2220 OF THE FM rl N N a -18 CA HQLLM MEW FRAUE d0" WX mmL f9jo -1.5 " MAX. PAAEt 11170TH 90" kW , OvEw Faw 35�3J4` MAX. PArv� 1140TH a� v a V) O r C-) M� V) UAW 011 nr_r. on. or. s OWL wn XURT SALTHAZOR opAwwc em: FLQRtOA P.E. Dpp_yyq-fLO; 888533 9HMT I W �.t Us CO�Ffi�SSfffi stm FACTORY AiMI.1�a CO EACH DIA ANC}D]R t15 a £fW .lAMR/HEAD CORNER (@ TaTAt? tl8 a e• W= saREv (4) 7oto/ R A Y8 it r VOQa SCAEW V 8 Bar. Of Erddt aAMD V e IRTUMM OF FACE- -••-.- TvA" <V a EXTERIOR OF FACE TTYPa aR STSEL SrUDs vm FRAME SECTION A -A XTOM SHEATHHOI sT IN VIR,D pR STRAP Ar7CHDB <TYPa as, MAX {6I SCRCVS W M• MAX A A no wom SCREV C'fPa STRAP A VaaD STUDS /` sT OR 7M;;;L STUDS 12/8, Mtl1 SECTION A -A � $Ttm IN COtOt= CR sum i$' MAX 0.187' Stn. V1RE 36' MAX ANCHOR TTp. s6' MAX R CTCAUE SOV AND= te' NAX O/8• EA. P TEE w MAX Irwa 36' MAX [A7 RAC[ FILL FRAME U. SUTTERF6Y CLIP MA&ONRY tm CCrrcRCT$ t. ADJACENT LCrYMPN YICE lL a `��/16•• • ANETE- a VJRE 3/8 DlA C WIRCe SCREV •tj. • 1 1, <' SECTION A -A mNrrnR4 EMSE ,ATTA _HM NT DET& 1. ANCHOR ANALYSIS FOR LOADING CONDITIONS PREPARED. SIGNED AND SEALED BY JOSEPH A. REED, PE (FLORIDA #58920) FOR EACH INSTALLATION METHOD. �B X S1t3" �8 x 5 /g•, Ci STRIKE DE TAI MACHINE SCREWS #10 x 112\ #10 x 112" #9 x 112" X10 x 112" . j�9 x 112 •, #10 x 112" HINGE DETAIL MACHINE SCREWS HARDWARF SCHF17UI F �es 1. KWIKSET SCRIES 400 GRADE 3 CYLINDRICAL LATCH ANO SERIES 980 GRADE i DEADLOCK HARDWARE TO BE INSTALLED AT 5-1/2' CENTERLINE. -2-_[4' % 4" FULL MORTISE BUTT HINGES. CL 00 w CS �.t b 1Z uj 0 fill o� b 8Yr Or. Architectural DVIE: Deaember2992010 Fzit3,'E�^T No. A65$2.01 -t? 345NffT ! pf_18 Testing E3Y: _ . -...4A %i_.____ PROJECT HAW -30-0 K0&SV MAMLDQQL..FnMC. —._ Installation Analyses 3068 Holio}v Metal Door Frame Rendered to: MASONJTE CORPORATION One Premdor Drive Dickson, Tennessee 3705 Report A6592.01- 122 -34 Prepared by: Joseph A. Reed, P.E. Brady W. McNaughton tld:itillUUlNt! E,QHA. }��fs� Architectural Testing. Inc. 130 Derry Court * btu. 889zD York, Pennsylvania 17406 Phone: {717} 764 -7700 FL COA 29274 December 29, 2010 YS�Y%AROOd �� .B�tVttA�ogbmg Joseph A. Reed, P.E. Brady W. McNaughlon Director — Engineering/Product Testing 2011.03.04 14 :46:37 - 05100' Retisiix: i. 03fU11! t t Architectural ow.. December 29, 2010 ppDECT wj;A6382.01- 122 -34SmEE7 2 _0P_18 Testing - 8Y1--JA—".M--- PROJECT id k: �,_ 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: TENS Sey Drilling Tapping Screws, ICC Evaluation Service, Inc. Report No. ESR 1975, May 1, 2006. NDS 2005 National Design Specification for Wood Construction. American Forest and Paper Association, Inc., 2005. A1S! Manual Cold-Fonned Steel Design lidanual - 2002 Edition. American Iron and Steel Institute, 2003. ACI 318-05 Building Coda Requirements for Structural Concrete. American Concrete institute, 2005. Produrt and Resource Gtcide, Red Heart Anchoring Syvtenls. Illinois Tool Works, Inc., 2010. TT-001A Allowable Bearing Stress for AP11 Wood Sh-uctural Panels. A:PA -- The Engineered Wood Association, 2007. GA- 235 -10 Gypsum Board 7:vpical Mechanical and Physical Properties. Gypsum Association, 2010. 2007 Florida Building Code, International Code Council, Inc.. 2005. .Structural. Impact, Cyclic & Forced Entry Resistance Peiformance Test Report. Report No. 210- 1915- 1.2.3. National Certified Testing Laboratories. 08113197. The analyses presenter) 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 or 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. Rcvww 1: Tao Ili 1 Architectural ttATE :,Deecmtn:r ?,101O PPajEC"tf ;�1b582,�11- 1'y_3d E: 3 __Gr t3 Testing 0Y'.____...�dR18V� -_ gist;iFXTM!ht�:. Q .lWIO%% -MLL �w-- -._ r r_rrte Loads Qutswing 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 hard\vare locations for positive design loads. A. design load of +/- 80 psf has been specified, thus outswing and inswing doom 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 asssunne, 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 shoti ,,rn here, a maximum distributed load ' of 10 Winch and a maximum point load of 266 lb will be used to evaluate the various anchorages. Revision is O- lOil11 Architectural VATE.Dmevtser29,1010 FRWECTNO.A63.8_LO - tom'}:"tSWE A._.._4fi tS .. Testing _ ^� S1CIlOY Capacity Individual anchor capacities are based on compression anchorage to wood or cold- fo hied 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. Tgh1P 1 _%thatrntpc nnri Warn um-P Substrate Pro rties Comments 1. The analysis for Spruce - Pine -Fr Wood Spruce-Pine-Fir (G =0.42) is valid for all wood species having an Equal or greater specific nvity, 18 gauge (4.043" thick.) Steel Stied FY = 33,000 psi I . Qualifies all thicker and stronger studs. Fu = 45,004 psi Concrete `= 3'000 Psi I. Qualifies higher compressive strengths. Normal weight Concrete Masonry Unit t1 STM Cl((} Type 2 I . Assumed grouted for wire anchorage. 2. Assumed hollow for concl.�te screw (CMU} f �, = l ,504 psi anchorage. Masonry Wire Anchor ASTM A87JA82M 1. Cold - drawn steel wire 2. Minimum F,, = 80,000 si I8 gauge (0.043" thick} Strap Anchor Fy = 33,000 psi I. 3/4" wide F„ = 45,000 psi Revision 1: 03/01/11 i Architectural wvE.. Dcceinber 29.2010 i>iit2fEC'rw A65=1- 12223+t� tit- 5.... r 13 - -- Tistittg B --- .- .lAt2ttiW&I.._._.. PROXCT PNQLI�ME. -.. 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. Tahte 2 rain mintari Ane.hnr (.anneifiec Anchor Substrate Ca act 14) Comments for +/- 80 psf. Wood Stud N/A Frame leg roust be fully supported by tivall. Frame Compression Type This installation proven by testing for Steel Stud NIA installation in wind- borne debris regions without use of protection devices. (6) #8 Wood screws per strap. Wood Stud 363 Shear of strap governs connection. Ade irate for +/- 80 psf Strap Anchor (6) #10 TEKS screws per strap. Steel Stud 363 Shear of strap governs connection. A degune for +I 80 ps f 3/16 "diameter, 80,000 psi steel wire. Concrete 442 Shear of wire anchor governs connection. Adequate for +/- 80 psf Wire Anchor 3/16" diameter, 80,000 psi steel wire. CMU 442 Shear of wire anchor governs connection. Adequate for +/- 80 Psf 3/8" Large Diameter Tapeon anchor. 1 -1/2" Embedment Concrete 323 3" Edge Distance Bending of anchor governs. Adequate for +/- 80 psf. Concrete Screw 3/8" Large Diameter Topcon anchor 1 -1/2" Embedment CMU 323 3" Edge Distance Bending of anchor governs. Adequate for +t 80 e, Required Anchors The overall door dimensions, specified design pressure ( + / -SO psf) and the calculated anchor capacities are used to verify #tie 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. Attachmenfc tilrchorixfg Loccrtians anti Aetrtils. Masonite Exterior boor Products, Undated. Revision 1: 03/01/11 I I I Lamds ri Architectural {�FE,Decemi�es?9,2010 p�,��p.A65S2.01 -12234 T� OF !3 Testing ^ BY:__...Mi31)MM....... ,,7',SJ S cu � r� L? -� �'d S ,� 1 `i sr� l�•+Z �:�.5 t.et� �... V - "14 $C i 1i, Revision 1: 03/01/11 I 3 Architectural t :,i7ecemlier229 301{} [PREWECT �- TmaA65810I- I'2- MSHFEr Ig T3'Sfltig 1 aY�__._1ARJB.I.� R ":204,"fffl_yMqW?. .F_. .._..: Loads (Continued.) C>wrsvrtsac� — 1'o�t PRd'=;,4f4e Revisitn 1: 03/01 It I I r Architeeturat OA(E.,Decembex'121?, 19 pRC)aF TNr),A6582.01- 1Z -34swr-T Testing BY:_ ►A&/B\%!j\A PROJECT i3.ME:_3t ;. H0A0M, etat _W fjo z....._ _. Compression anchor #8 x 8' WOOD SCREW (2) @ BOT, OF EACH JAMB (1) E' INTERIOR OF FACE (I) L EXTERIOR OF FACE (TYP„ SECTION A--A OR STEEL STUDS >HEATHING Compression anchor itself does not provide Any anchoring capacity. Load transfer is from frame leg to wall coverings. Frame leg must bear on wall substrate over MI height of jamb. Bearug stress under 112" wide fiame leg: a = FIA = svfh = (10 WhichX0.5 ") = 20 psi (for both +80 psf and -80 psf) For Plywood and OSB, Design Bearing Stress: Ft = 360 psi (APA Technical Topics TT -001 A) Apply stet use factor: F'r = (0. i )(Ft) = 180 psi > 20 psi QK For Drywall, Ultimate Compressive Strength: Fe = 400 psi (Gypsum Association GA- 235 -10) For a 10x Safety Factor: F, = 40 psi > 20 psi OK Qo-mUrertc$pu Allehor OK for +!- st} nit 1. This installation method to Nvood proven by testing (Structural and Impact/Cycle) 2. Because steel stud connection better than wood, steel stud also proven for Impact/Cycle. Revision is 03101 /11 Architectural MXrF_Dewnber29,2010 wmg':TNO.A6582.01- 122 -34s*-ET RM_c+ 18 Testing - - — — ..... ._.._.. BY— _.... JAW.8W_M___ M,,> CT MAW _apse 1.1o1I9_W_ PCV—r Er_AM .. StmR Anchor 48 'FOOD SCREW (TYR) STRAP ANCHOR WOOD STUDS r #10 S.M.S. <TYP) STEEL STUDS IVWOOD OR STEEL STUDS DOUR FRAME --' I 2 3/8' MIN, SECTION A!--A EMBEDMENT INT WOOD STUD Interior strap resists in«rard acting load. Exterior strnp resists outward acting load. Load per strap: 266 lb. Load per anchor: 26613 ; 87 lb. Anchors are in withdrawal (pull-out) Wood Screvv: #8 Screw 1 -318" penetration W = 82 !Minch W'= pWQ) = (1.375 ")(82 lb /inch)(1.6) =180 lb /screw OK TEKS Screw: #10 TEKS Screw P,M,t M 319 lb. Pot = P,,K/ ? = 349/3 =1161b/screw OK Revision 1: OY0111 t i- Architectural cart...DecesnW29,?010 r tRr-4E^Tw,A.-6_ 592.01- .1_2._2..- �34. sEim -T !L_ F 1$ Testing .. ...... BY* ..— .JARtBWM-_ PRaJECT t-*lME:_3-0-69 HQ11QvyAtetALQW fmine. _... Strap Anehoj• (Continued) Check Pull - over; #i8 mod scree governs (d.• = 11/32") P,"„ = 1.5trd,,,F„ = 1.5(0.043")(11/320)(45,000 psi) = 9981b. P,, = P,,,JQ = 998/3 = 333 lb /sinew LK Check Fastener Tension: 98 wood screw governs (d,, m = 0.13 1 "; F. = 90,000 psi) I'm = 0.75F„ = 67,500 psi A,, =u(d wfl4= x(0.131 ")M = 0.0135 iii'' Pp = F%Aj = (67,500 psi)(0.0135 in') = 911 1b P, = P„ N_? = 911/2.25 = 405 lb /screw OX Cbeck Shear of Strap: i0 '� (D 'fir V„ = 0.6F„wt = 0.6(45,000 psi)(1 /2 ")(0.043 ") = 5501b. Va = V.10= 55011.6 = 3631blstrap O% Check Block Shear tedj�e distance }: D.m = 0.190" ( #10 TEKS) L =0.75 "/?= 0.375" UD,,,aX = 0.375 "10.190" = 1.97,:z 2.0 OK =70 t Revision is 0YOi111 1 , Architectural D� ember29 2olo i'Fii7l Cii�O.?�6582.fl 1' ?�•,4�tiEET_! ,,,..t�F = Testing a'�:__.....1t�Rt>3�!A• #......._ �`.�t:i'r�.�?_�Qk$�.+�ii cw �iecai �r Fp�e, _ : Wire Anchor BACK FILL. FRAME & ADJACENT C,M-U. CELLS WITH GROUT • {TYP,> 3/16" DIAMETER WIRE • 4 d - d - DOOR FRAME ---' '4 � .d SECTION A--A Because frame and CMU are grouted, be failure mode 1 #111 be shear Of One thickness of the 3116" diameter wire. Shear Capacity ofWire ASTM AVJA82M Cold Drawn Steel Wire' F. = 30,000 Iasi A,; = ird ?14 = -a(3/16f/4 - 0.0276 in2 F,,, = 0.48F" = 35,400 Psi tlmm = Au F", = (0.0276 in')(33,400 Psi) = 1,060 lb. `•`a = Varn/t-} = 1,06012.4 = 442 iblancbor Cgncrete 1 Masanry Wire Anchar•'0far Ro4sion }: 03101/11 Architectural WE. pLo ?* '2%2010 1'M*aW,!6,6 - :01- 11?��SHEET 1 o+ _. Testing •!. 6`i:..._...laeli�iV.Jv1__�_ r!•'.C7N►�AE:•_��91�._�f�i�... . Concrete S&ew BUTTERFLY CLIP NOT REQUIRED 3!8` DIA, CONCRETE SCREW ANCHOR---" DOOR FAME- 1 114' MINIMUM EMBEDMEN ASONRY OR CONCRETE '4 ' 14 •4•. , .. a 3181 Large Diameter Tawcon in Concrete: h = 1 -1/2" embedment d = 3" minimum edge distance f = 3,000 psi V, = 691 lb at 6" Edge Distance V, _ (0. 57)(691 lb) = 3941b at 3" Edge Distance 3/8" l aree ,Diameter Taucon in 0 h = 1 -114" embedment (through $bell) d = 3" minnmm edge distance ASTM G -90 Type 2 masonry units V, = 794 lb. AT 6" Edge Distance V', _ (0.57)(794 1b) = 4531b at 3" Edge Distance Revisiou 1: 03101/1.1 t Architectural DkIE:- Deeember.29_201Q 1sFQ t,1 A65$?.03 322= lSHEE? ?, OF �� Testing 8Y: Concrete Screw (Continued) Flak- Bending: d = 0.375" L = 2.625" S = aid3 /32 = n(0.375 ")3/32 = 0.00518 in' Fy = 105,000 psi Fb = 1.3(0.6Fy) = 81,900 psi (1.3 for weak axis bending) M = VaW (Guided Cantilever Bending) Fb= WS =V„WS V. = 2FbVL = (2)(81,900 psi )(0.00518 in)/2.625 = 3231b. Bending jichor Caverns; 323 Ih Concrete Serchr Andor. 4K,for +/- 8 osf RevWon 1: 03/01/11 , I Architectural cLKrE.,;Deceinber29,2010 pinjECTmo A5;52.Qt_122.34sKE 1� 0F_18 Testing ._.. �._ 8Y:_,_....dAR1 - NVN:L__ PRIXECrH :_ ,8HoU= et lJ.ggLN—= Hollow Metal Frame Dimensions to j1 1.938" 18 GA. HOLLOW METAL FRAME 18 gauge = 0.043" thick Assume 33 ksi steel (1'„ = 33,000 psi, Fa = 45,000 psi) Anna: 0.573750 ins Bounding box: X - 2.312501 -- 2.312499 in Y: -1.131690 -- 1.493310 in Moments of inertia: X: 0.470718 in Y: 1.831553 in f I� to CN (S� Revision 1: 031 I31 0 0 Architectural DATE :_ Dec ember ?c,) 20 LO pflo ►EcymoAG5S?.0I- 1221;r15t0r -T 5 Testing —__ Frame Anayssis Door France Analysis -- Jamb w/ 3 Anchors e4ant Length: 20.0 In O.Oln I , / I 1 � 1 I In ! I j t rj i 1 i Alk to k,613 1 I r r I , e 1 i I�ulit9nt "� va 2 f t i 1 lb 1 IN 4 f t 1 i I she" Revision is OVOI /I I e 1 AArchitectural DArr:. p5nn Liq T),_I_ MI pRO&CTNO A6532.01-12.2-34SHFr-.T..!_6_OF 18 Testing Ek- PROACT RWE.--3NS IJQMQ%-VMjeaL I)QQT.EfM-e Frame Analitsi (Continued) R:AL - zi CZ 2.112= —:I: =pr 1. 16 s Stress OK Deflection OK Maxinumn Reaction is 273 1b. 266 lb by hand tale. OX Revision 1: 03101/11 I I Architectural WTE.. pp;Me % IET p.O.tA L L I -L-- ?IS WE _1 7 -- — 18 Testing M .-. PRWECT Pm4E.*.3-W-.H.Olio-v.y.tv[At4l.po-cg-Fmtlle. —.. Anchor Locations for MI-nimum Number of Anchors FACTOF COMPRESS1 (1) @ EACH 03MR to x 21 wil %1971 UK ANCKM WOOD OR STEEL 2X STUDS USING C1114PRESSION ANCHORS I WIRE ANCHORS IN CONCRETE OR MASONRY AX STRAP ANCHO (6) SCREVS : STRAP ANCHORS IN WOOD OR STEEL 2X STUDS CONCRETE OR MASONRY USING CONCRETE SCREW ANCHORS 2 ulk LAX n& CONMETEE SCRFV ANCI-M (Typ.) Rmision 1: OMI/I I f I I t Architectural DNr ..D�cenibet39,34t0 3'lit�JEC7hIf3 6 >3?01- 122 -3 SFlE�7 � _,,,OS 1S Testing BY:._.... JARAIA1.14. _ Revision Log Rev. # Date Page(s) Revisiouis3 0 12/29/10 MA Original report .issue 1 03/01/11 2 Revised scope and added test report reference. 5,8 Clarified in table and calculations anchorages that are allowable for wind - bome debris regions. Revision 1: 03/01/11 . A /---40X Architectural Testing February 20, 2012 Masonite International 1955 Powis Road 'West Chicago, IL 60185 RE: 3/0 x 6/8 Metal -edge Steel Door in Follow Metal Frame Architectural Testing Report A6582.01 -- 122 -34 Florida Product Approval FL7091.41 R4 I have reviewed the evaluation. I previously prepared for the 3/0 x 6/8 metal -edge steel door in hollow metal frame documented in evaluation report A.6582.01- 122 -34 (Revision 1, 03/01/11). This evaluation report presents the engineering analysis for installation of the subject door to wood, steel stud, concrete and concrete masonry using a variety of anchors. I have reviewed the 2010 Florida Building Code and determined that the updated reference standards for cold -formed steel design and concrete design do not change the analysis presented in the evaluation report. And, the version of the irrational Design Specification for Wood Construction referenced in the evaluation report has not changed for the current version of the Code. The evaluation report states compliance to the 2007 Florida Building Code, as was customary at the time the report was produced. I have reviewed the relevant requirements of the 2010 Florida Building Code and it is my professional opinion the analysis and conclusions presented in evaluation report A6582.01- 122 -34 (Revision 1, 03/01/11) are also in compliance with the requirements of the 2010 Florida Building Code. Sincerely, Joseph A. Reed, P.E. Director — Engineering and Product Testing JARJar cc: A6582.01- 122 -34 130 Derry Court York, PA 17406 -8405 phone: 717.764 -7700 fait 717.764 -4129 www.archtest.com `1r`trttt111it 111ltlJltfj� f� 05�pH A. No. 68920 p'. STATE OF 1� c 2012.02.2010:45:02 - 05'00' SITE DATA & VICINITY PLAN N.T.S. 9 AREA OF— WORK DOOR SCHEDULE DOOR LOCATION WIDTH HEIGHT THK. CORE MATERIAL FIRE RATING HARDWARE D -001 REAR STAIR 3' -0" 6' -8" 13/4" H.C. WOOD 20 MIN / C LABEL SELF - CLOSER PERMIT SCOPE OF WORK REMOVAL OF EXISTING NON- COMPLIANT DOOR i RATED DOOR AT REAR ENTRY TO APARTMENT FLORIDA BUILDING CODE 2010 EXISTING BUILDING 404.1: ALTERATION LEVEL 02 FEB 1[ 4 14 DOOR SCHEDULE EXISTING FLOOR PLAN n r � r N.T.S. 2 - - SCALE:1 /8" =1 0• mog mo w'; � � a w - — __ ore '1 a ap APPROVED BY DATE ZONING DEPT I81_DG DEPT L g— St 113 IV TO COMPI IANCF WITH ALL FEDFRAL n „1 � ; r r ELI, I! FS A� ?[) REGUI A ?IONS GENERAL NOTES 1. CONTRACTOR AND ALL SUBCONTRACTORS SHALL BE LICENSED BY THE STATE OF FLORIDA._ -------- - - - - -- - - -_ - -- 2. CONTRACTOR SHALL VERIFY ALL CONDITIONS AND DIMENSIONS IN THE FIELD AND SHALL NOTIFY THE ARCHITECT OF ANY DISCREPANCIES. 3. CONTRACTOR SHALL PROVIDE PROPER SAFEGUARDS IN COMPLIANCE WITH ALL APPLICABLE CODES DURING CONSTRUCTION'. 4. CONTRACTOR SHALL BE RESPONSIBLE FOR ASCERTAINING THE REQUIREMENTS OF AND ADHERING TO ALL NOISE ORDINANCES OR OTHER ORDINANCES THAT MAY RESTRICT THE ACTIVITIES OF THE WORK. 5. CONTRACTOR SHALL BE RESPONSIBLE FOR OBTAINING ALL REQUIRED PERMITS PRIOR TO COMMENCEMENT OF THE WORK, THE REQUESTING AND COORDINATION OF ALL INSPECTIONS AND APPROVAL OF ALL ASPECTS OF THE WORK, AND OBTAINING ALL TEMPORARY AND FINAL CERTIFICATES OF OCCUPANCY. 6. ALL EXPOSED GWB EDGES SHALL HAVE EDGES OR CORNER TRIMS AS REQUIRED; ALL WORK SHALL BE PLUM, LEVEL, SQUARE AND TRUE AND IN PROPER ALIGNMENT. 7. TENANT IMPROVEMENT RENOVATION WORK SHALL NOT IMPACT THE TENANT DEMISING WALL FIRE RATED ASSEMBLY. GENERAL NOTES & SCOPE OF WORK 3 N.T.S. (STING DOOR AND DOOR AME TO BE REMOVED; TCH AND REPAIR WALL AS CESSARY 0 0 NG WALLS TO REMAIN NEW 20 MIN RATED SELF CLOSING DOOR; REFER TO DOOR SCHEDULE ENLARGED CONSTRUCTION PLAN( i SCALE: 1/4" =1' -0• 1 BUILDING CENTER NQ. 3 M F_ FbVW St Suit 6% mb" K 33131 OFFICE REGISTRATION: AA26002186 PROPERTY ADDRESS: 9160 NE 8TH ST; APT 4 MIAMI SHORES, FL 9160 NE 8th ST APT 4 REVISION - SUBMISSION 01 _ 01.30.14 PERMIT of Rsc t Jason W. Tapia AR94313 A1.01 0