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REV-18-3112Miami Shores Village g tOCT92 18 �i Building Department 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 Tel: (305) 795-2204 Fax: (305) 756-8972 INSPECTION LINE PHONE NUMBER: (305) 762-4949 FBC 20( BUILDING Master Permit No. — Ck — I PERMIT APPLICATION Sub Permit No. ty 1a- 3112. ❑ BUILDING ❑ ELECTRIC ❑ ROOFING ❑ REVISION ❑ EXTENSION [:]RENEWAL ❑PLUMBING ❑ MECHANICAL ❑PUBLIC WORKS ❑ CHANGE OF ❑ CANCELLATION ❑ SHOP CONTRACTOR DRAWINGS JOB ADDRESS: City: Miami Shores County: Miami Dade Zip: Folio/Parcel#: Is the Building Historically Designated: Yes NO Occupancy Type: Load: Construction Typ Flood Zone: BFE: FFE: C` OWNER: Name (Fee Sim I Titleholder):Aa—1 GfQPhone#: 9 Address: I _ I u �i % ! City: ° �� State: Tenant/Lessee Name: Email: ne#: P: CONTRACTOR: Company Name: AQ�l.(J 6DiU5aQA) I0nl (r)i-? Phone#: Q " a2]ZC:e0 7 Address: 1I M, "� laa,"I C+�' City: 1 61��n�iL ^ State: Zip: Qualifier Name:�n. lly �N Phone#: State Certification or Registration #: Certificate of Competency #: 1 DESIGNER: Architect/Engineer: ��;� D1) t�l_ 1� . e C 11 IN Phone#: �p 0z ) _2 Address:50c';—to5arl City: �A LG State: /�I—Zip: � jo I fo Value of Work for this Permit: $ (��(�Square/Linear Footage of Work: 7 - J& . Type of Work: ❑ Addition ❑ Alteration ❑ New epair/Replace ❑ Demolition Description i u. I/ tom' _ t• • Specify color of color thru tile: t L Submittal Fee $ Permit Fee $ T S - I , CCF $ CO/CC $ Scanning Fee $ 3 - Radon Fee $ DBPR $ Notary $ Technology Fee $ Structural Reviews $ Lk5l ` 0iI Training/Education Fee $ Double Fee $ Bond $ {] TOTAL FEE NOW DUE $ ] c%D (Revised02/24/2014) Bonding Company's Name (if applicable) Bonding Company's Address City State Mortgage Lender's Name (if applicable) Mortgage Lender's Address City State Zip Zip Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRIC, PLUMBING, SIGNS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, AIR CONDITIONERS, ETC..... OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. "WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT." Notice to Applicant: As a condition to the issuance of a building permit with an estimated value exceeding $2500, the applicant must promise in good faith that a copy of the notice of commencement and construction lien law brochure will be delivered to the person whose property is subject to attachment. Also, a certified copy of the recorded notice of commencement must be posted at the job site for the first inspection which occurs seven V-�)days after the building permit is issued. In the absence of such posted notice, the inspection will not beppproved and-4 reinsp ctin fee will be charged. Signatu OWNE&Q AGENT The foregoing instrument Iwas_acknowledged before me this 5 day of OCto b-e- 20 1 g by SrioVI who is personally known to me or who haroduced i V 1 �Y14 as ZE2JEM&Ed who is personally known to me or who has pjakced )y V`C i U C`"Is Vas identificatioVandho d' take an th. identificTadid a an NO RY PU NOTARY Sign: l Sign: Print: Print: Seal: — ` f ` YA4ADYPRIETO MY CO".1Mi33Iay # FF 2"731 Seal: �� °" 11 , .. : `_ MY C214031 COMMISSION # FF0 EXPIRES: March 25, 2919 EX. iF.ES: March 25, 2v19 d q;; ;;,.•`' Bondea Thru Nowy Pub::c Undeivm:- 5 #issklt**s***s.suacr#* BcndedThv.!or i APPROVED BY Plans Examiner Zoning Structural Review Clerk (Revised02/24/2014) '�jPrGKr f �Ct�'j7 T too �t� C.Uo� R �a� tit �' L-acrk'► ZEr� r IOZ.LSt� 2 Pz � .... ...... .... .... ..... woop'% Woo�.dti 6vi. •S ...... CT 4 9 018o� cue > : r�;o� Ir�t' � •. BY: _ - :0400% 6N GtI IV 66�''�•' • • R c�co L��Tio0S fV ro AL GCNSIRUCRO FO MRATOU TO UMN N5 yEpi,cK �ACHW � (S E DETAL I OI T/5 SH Eij a.ca,At BLOCK V M G ' Y BL00( 2Y 1R701T TO HER MASOIRY'� RS e ! / TE-0 31T 1. do --------1 COLUMN TO COLUMN ... ,... I REMAIN 1 I SEE OETAL A/R-2 IKRON — yT)------L -- — — — — — — —_-- r r A S TEEL COLUMN TO - REMAIN SEE I OErAL A/5-2 ._ Saa+w ate?wn6A�ia+l �I EXIST. TERRACE ENCLOSURE TO BE LEGALIZED i "� �tT AND OPoGINAL CONSTRUCTION SLAB RN (3PLA P.PLACED I I IN PATH 6" 7( 6" WI.4 X WI.4 W.W.Y.ON CLEAN SAND Fq.L PLACED W .4 .W.M. SAND FILL 12" MA>aMUM THICI( LAYERS WELL COMPACTED F905HED DENSITY r-- �ar,uw 95% BY MODIFIED PROTECTOR TESL APPROVED VAPOR 6 MIL BARRIER & CLTWOMOLMEAN COMPACTED TERMIM TREATED FILL (TYP. � I A • s �I O 24' 1Z W rf+ %R `a / r2 a.✓e ;OX, ,OL 4say `o��n� P.E. #038398 Edward A. UNDERS, P.E. (305)823-3938 CONSULTING ENGINEERS AMERICAN LVWOOD COUNCIL ADDENDUM March 2013 to the 2012 and previous versions of the Design Values for Wood Construction (a supplement to the National Design Specifications (NDS®) for Wood Construction) Effective June 1, 2013, design values for all grades of visually -graded Southern Pine and Mixed Southern Pine lumber, 2"- 4" thick will change. The design values to use with the 2012 NDS, 2005 NDS, and the 2001 NIPS girn shown eetow (values that will change on June 1, 2013 are shown as underlined). These values supersede values putlished 4n the AWC March 2012 Addendum. • . Table 4B Reference Design Values for Visually Graded Southern Pine Dimension Lumber (2" - 4" thick)1,2,3,4,s (Tabulated design values are for normal load duration and dry service cor+ditions,'dAUs specified otherwise. See NDS 4.3 for a comprehensive description of design value adjustme� f��tors.) USE WITH TARLE AR An-H ICTMCAIT CAd-%-rnna • • -- ---- - --- .-... . r %Fg W51%%0 Design values In pounds pera uare Inch si -- •• .... Species and commercial size Tension shear Comprosaton comp ion • • • • • • • . Grading grade grad classHicatlon Bending Parallel to grain parallel to groin perpendicular to grain parallel to grain Modulup of Elastleltv• 8pee�IlEa *Rules GravlW • Agency Fb -Ft F. F F E •• • ale* •• Dense Select structure! zM 1.900 175 Sw 0 0 11900,000 690,000 Select Structural Non -Dense 23 US 1.650 175 565 1.800 11800,000 660.000 Saloct Structural 2 050 1.450 175 480 1.800 1,500,000 580,000 No.1 Dense 1.660 11100 176 660 1.760 1.800.000 660,000 No.1 2' -e wide 1.500 1.000 175 565 1.650 1.600.0D0 580,000 US No.1 Non -Dense 1.300 875 175 480 1.650 1,400,000 510.o0o NO2 Dense 1.200 7,50 175 660 1.500 1,600,000 0.000 680,000 SPIB Not 1.100 §�! 175 565 1_.4,50 1.400.0D0 S1 0,0DO Not Non -Dense 1.050 600 175 480 1.450 1,300, 000 70 000 No.3 and Stud 40 175 565 1 470.000 Constructlon UA 175 565 1.6m 1.400.000 510.000 Standard 4' wida A 175 565 1.300 1.20D.000 440,000 0.55 utility Dense Select 225 125 175 565Q 1.Z00.000 440.000 Structural 2" 1.650 175 660 1.900 1.900,000 690.000 Select Structural Nor►Denee 2.100 1.450 175 565 1.800 1.800.000 680.000 Saw Structural 1.300 175 480 1.700 11,600,000 680,000 NO Dense 1.500 1.000 175 660 1.650 1,800,0D0 660,000 No.1 5' - 6' wide 1.350 175 565 1 0 1.6w.000 580,000 0.65 SPIB No.1 Non -Dense 1.200 7j,5 175 480 1.450 1,400,000 610,000 Not Dense 1.050 §.iZQ 175 660 1.450 1,600,000 580.000 No.2 1.000 ON 175 666 1.400 1,400,000 610,000 No.2 Non -Dense Q ¢ 175 480 1.350 1,300,000 470.000 No.3 and Stud Dense Select ! 175 565 $QQ 1,300,000 47 Structural 2.200 1.550 175 660 1.850 11900,000 690,000 Select Structural Non-Dnse 1.950 1.350 175 565 1.700 11800.000 660.000 Select tru Select Structural 1.700 1.200 175 480 1.650 1,600,000 680,000 No.1 Dense No.1 8' wide 1.350 �0 175 660 1.600 1.800,000 660,000 No.1 Non -Dense 1.250 1.100 wo 790 175 175 565 1.500 1,600.000 580,000 0.55 SPIB Not Dense 9 5 800 175 480 660 1_.400 1,400,000 510.000 NO'2 M 175 sw 1.400 1.350 1,600,000 140. 0,000 580.000 610.000 No.2 Non -Dense No.3 and Stud �75L M 175 480 1" 1.300.000 470.000 525 325 1 175 565 M 1,300.000 470.000 222 Catoctin Circle, SE, Suite 201 ■ Leesburg, VA 20175 ■ 202 463-2766 • www.awc.org a info@awc.org %� 2012 NDS Supplement Addendum March 2013 Page 2 Dealan values In nounds car square inch insil Species and Size Grading Tension Shear Compression Compression commercial classification parallel parallel perpendicular parallel Specific Rules grade Bending to grain to grain to grain to grain Modulus of Elasti ' Gravity` Agency E Few Fb Fr Fv F F- G • Dense Select Structural 1.950 11.300 175 660 11800 1,900,000 690,000 Select Structural 1.150 176 665 1.650 11800,000 660.000 Non -Dense Select Structural 1.500 1.050 175 480 1.600 1,600,000 580,000 1.800,000 660.000 No.1 Dense 1.200 � 175 660 1.550 • • No.1 10' wide 1.050 700 175 565 1.450 1,600,000 se0.00n 0AS: • 6►IB No.1 Non -Dense Q § 175 480 1.400 1,400,000 $jpjQk No.2 Dense S0 52�5 175 660 1.350 1,600,000 • • • •. 1.40D.000 No.2 8D 475 175 565 1.300 1 0 • • • No.2 Non -Dense 750 425 175 480 1.250 470. • 1,300,000 No.3 and Stud 4� 275 175 565 Mo 'i (W • • • 1 30_= O.ODO Dense Select Structural 1.800 1.250 175 660 1.750 1,900,000 690•,t1•00 • • • Select Structural 1.600 1.100 175 565 1.650 1,800,ODO • • • • 066D40p• 6000 Non -Dense Select Structural 1.400 ;i7rt 175 480 1.550 1.600.000 "CLQ 0000 • No.1 Dense 1.100 7;ZQ 175 660 1 500 1,800,000 s660,000o • No.1 12" wide 1.4l� 175 565 1.400 1,600,000 .58D•Om 0.56 • • • 0• SPIB No.1 Non -Dense , ! 175 480 1.350 1,400,000 • No.2 Dense §QQ ,�Q 175 650 1.300 1,600,000 580,000 • • • • • No.2 �Q 4,�Q 175 585 1.250 1.400.000 510.000 • • • No.2 Non -Dense 700 4Q 175 480 1.250 1.300.000 47_ 0,000 No.3 and Stud 4M 260 1 175 1 565 1 1 1.300.000 I g70.000 • • Select Structural 2.050 1.200 175 565 1,800 11600,000 680,000 No.1 -4" �� 1,450 875 175 565 1,650 1,500,000 550,000 No.2 1 00 776 175 565 1.450 1,400,000 510,000 0.51 No.3 and Stud ¢¢Q 400 175 565 $�5Q 1,200,000 440,000 Construction 175 555 1.600 1,300,000 470,000 Standard 4" wide 475 176 665 1.300 1,200.000 440,000 0.61 utility a 1= 175 1 565 $`�R 1,100,000 400,000 Select Structural 1,850 1,100 176 565 1,700 1.600.000 58D,000 No.1 5' - 6' wide 1,300 750 175 565 1,650 1,500.000 650,000 N0 2 1.000 600 175 565 1.40D 1.400,000 510,0DO 0.51 No.3 and Stud 450 175 565 M 1.200.000 440.000 Select Structural 1,750 1,000 175 565 1,600 11600.000 580,000 No.1 8" wide 1.200 700 175 665 1,460 11600.000 650,000 SPIB No.2 2� 550 175 565 1.360 1,400,000 510,000 0.51 No.3 and Stud 25 325 - 175 665 M 1,200,000 440,000 Select Structural 1,500 875 175 565 1.600 1,600,000 580,000 No.1 10' wide 1,060 600 175 566 1.450 11500,000 650,000 No.2 $QQ M 175 565 1.300 1,400.000 510,000 0.51 No.3 and Stud Mfi ZM 175 565 ZQ 1.200.000 440,000 Select Structural 1,400 825 175 555 1,550 1,600,000 580,000 No.1 12" wide 975 575 175 565 1.400 1,500,000 550,000 Not ZQ M 175 so 1.M 1,400,000 510,000 0.51 No.3 and Stud 450 I 250 175 1 565 1 725 1 1,200.000 440,000 1, LYmuck UIMCriSiON5. t anuiated design values are applicable to lumber that will be used under dry conditions such as in most covered structures. For 2" to 4" thick lumber the DRY dressed sizes shall be used (see Table 1A) regardless of the moisture content at the time of manufacture or use. In calculating design values, the natural gain in strength and stiffness that occurs as lumber dries has been taken into consideration as well as the reduction In size that occurs when unseasoned lumber shrinks. The gain in load carrying capacity due to Increased strength and stiffness resulting from drying more than offsets the design effect of size reductions due to shrinkage. 2. STRESS -RATED BOARDS. Information for various grades of Southern Pine stress -rated boards of nominal 1", 11W, and 1'A'thickness. 2' and wider is available from the Southern Pine Inspection Bureau (SPIB) In the Standard Grading Rules for Southern Pine Lumber. 04- 2012 NDS Supplement Addendum March 2013 Page 3 3. SPRUCE PINE. To obtain recommended design values for Spruce Pine graded to SPIB rules, multipty the appropriate design values for Mixed Southern Pine by the corresponding conversion factor shown below and round to the nearest 100,000 psi for E; to the nearest 10,000 psi for E." to the next lower multiple of 5 psi for Fv and Fu; to the next lower multiple of 50 psi for Fb, F,, and F, if 1,000 psi or greater, 25 psi otherwise. CONVERSION FACTORS FOR DETERMINING DESIGN VALUES FOR SPRUCE PINE Tension Shear Compression Compression Modulus parallel parallel perpendicular parallel of Bending to grain to grain to grain to grain Elasticity Fb F, Fv Fu F. E and E,b„ Conversion Factor 0.78 0.78 0.98 0.73 0.78 0.82 4. SIZE FACTOR. For sizes wider than 12', use size factors for Fb, F,, and F. specified for the 12' width. Use 100% of the F,,, F� E, grid E,w. specified for the 12' width. • • • * • : • 5. When individual species or species groups are combined, the design values to be used for the combination shall die tile lowest iesiidp • values for each individual species or species group for each design property. • • • : • • 0000 • 00000 6. Specific gravity, G, based on weight and volume when oven -dry 000000 0 •••• 000000 •••••• • • • • • • . • • • • • 0 Masonry Connectors The MT and HTSM offer high strehgth truss - to maso connections. M IAL: MTSM-16 gauge; HTSM-14 gauge F ISH- Galvanized. See Corrosion Information, pages 13-15. INSTALLATION: • Use all specified fasteners. See General Notes. • Installs with hex -head Titen® screws. • Attach to either side of grouted concrete block with a minimum one #5 rebar horizontal. CODES: See page 12 for Code Reference Key Chart. Typical MTSM20 Installation 0- Moisture barrier not shown #5 Rebar Min. Fasteners' DF/SP SPF/HF Allowable Iwteral • • Model L Allowable Uplift Loads' Allowable Uplift Loads' 11 Loads (DF/SP/"/HFr Code No. Truss CMU Concrete 10d 10dxl% 10d 10dx1'/ F1 ol1%00 Ref. (160) (160) (160) (160) (160) MI)� • • MTSM16 16 7-10d 4-%x2'/ Titen 4-'/<x1'/ Titen 860 860 750 750 35F27 �� • • • • • 0 • MTSM20 20 7-10d 4-'/,x20iten 4-'/4x11. Titen 860 860 750 750 HTSM16 16 810d 4'/x2'/aTiten 4'/x1%Titen 1175 1175 1020 1020 HTSM20 20 10-10d 4-%x2lATiten 4-%4x13.Titen 11 1 175, 1 10201 1020 \ • 4 zn • • Pilot Hole °• (TYP•) • testeners not 1. Loads have been increased for wind or earthquake loading with no further increase allowed. Reduce where other loads govern! • L • • • 'emu2. Twist straps do not have to be wrapped over the truss to achieve the allowable { UNSULTfNG ENGMEE1-*b•3. Minimum edge distance for Titen screw is 1'/e'.4. See page 173 for Titen screw information.11t� • f 5. Table allowable loads were determined using test ultimate/3 gr fastenercalculation values. • • • 6.ProductsshallbeinstalledsuchthattheTitensbtewsa�e'nbie>fpo3edtolttfe'weattie}fl reVleWed tOr COtntOrif�ant•e wit:MTSM20 8. Lateral ad7. Minimum s apply when on thand e wall5side Titen screws 'arelinstarledlntd ihetfirsFt four ihnxngonal hoes from {he b�nd IIr�2 anQ tic u n e nts. A, the truss/rafter the first seven nail holes near the bend line-aie;filled !Any other fasteners required can-be;installed:in:arry, open tplea ty p rec u i 0 '' 9. NAILS: 10dx1'/z = 0.148' dia. X 1 %s" long. See page 22 23 for other nail sips and information. rl t,c tiv :�IIs ann nif�l uu i, sequenc of >tractio' t ti J 182 The MGT and HGT series are girder tie w formoderate to high load applications that are typically installed prior to sff�`a'thfn(f.'The'iNG1('`` wraps over the heel and is anchored on one side of the truss. The H T straddles the heel and anchors on both sides Zces L8/ adjustable, making it suitable for trusses with The HGT is available in sizes for 2-, 3- and 4-MATERIAL: MGT-12 gauge; HGT-7 gauge FINISH: MGT— Galvanized; HGT—Simpson INSTALLATION: • Use all specified fasteners. • When the HGT-3 is used with a 2-ply girder or beam, shimming is required and must be fastened to act as one unit. • Attach to grouted concrete block with a minimum one #5 rebar horizontal in the top lintel block. • See page 204 for wood applications. CODES: See page 12 for Code Reference Key Chart. O.C. Fasteners OF/SP SPF/HF Model W Dim Allowable Allowable Code Concrete/ Girder No. Between Uplift Loads UpliftLoads Ref. Anchors CMU (160) (160) MGT 3% — 1-% 22-10d 3965 3330 F26 HGT-2 3-e 5% 2-Y4 16-10d 10980 6485 HGT-3 49/ie 7% 2-'/4 16-10d 10530 9035 l 9 HGT-4 6'/e 9 2 a/, 1610d 9250 9250 1. Attached members must he designed to resist applied loads. 2. Minimum f'm =1500 psi and f'c = 2500 psi. 3. To achieve the loads listed for the MGT and HGT, anchorage into a 8' wide concrete tie -beam or grouted and reinforced CMU tie -beam can be made using Simpson Strong -Tie® SET Epoxy -Tie® adhesive with a minimum embedment depth of 12'. Vertical reinforcement may be required to transfer the loads per Designer. 4. Allowable loads have been increased for wind or earthquake loading with no further increase allowed; reduce where other loads govern. 5. The MGT can be installed with straps vertical for full table load provided all specified nails are installed to either a solid header or minimum double 26 web. 6. Table allowable loads were determined using tested lowest ultimate/3 or fastener calculation values. 7. NAILS: 10d = 0.148' dia. x 3' long. See page 22-23 for other nail sizes and information. • Rejected • U Revin at • 14"/�s" f • L_ IrisOaa braitta N. t3d 011 jj the I 1Y4 Yo �,, , . - MGT 3/4' dia. washers required Crescent washer HGT-2 supplied (HGT-3 and and HGT-4 similar) required E e�r 0 1"Typ barrier not shown debar i i ` fin. Typical MGT Installation Ni' dia. washers required (washers not supplied) Moisture barrier not shown 4 i 4' 15 Rebar Min. Typical HGT-2 Installation into Concrete 0 '�Prlc SA00 o,.)>G 1®2 5'o Z"CA' 7NA5 hf I-f h t rvmo Q? It FL cvPAS ? e- ?(Lath c DAD U2. CS�� N cTt N ��5 t,c7TF(L� • E 12 ORWNAL CONSTRUCTION C ' C CMAININ ORIOIAL CATION ro BDCIc 2Y HE= TO \vEEICAt ANO ro (OCTAL 1 ON THIS 9FFO O.OUI MASONRY WALL AND p 048 iE-e s ys TO eE u r r-------1 CatuN 70 COWMICTION II� I AL 2 M EXIST. TERRACE 210 \ O2a ENCLOSURE `x�'s w�6�croxr TO BE I INTO EIOSTING LEGALIZED i ORIQNAL CONSTRUCTION 4" CONC. SLAB RONFORCED (3000 PSI.) I FATN 6" X 6" WI.4 X W1.4 W.W.Y.ON CLEAN SAND FILL PLACED IN 12" YAXWIW TIWX LAYERS WELL COMPACTED F90SHED DENSITY - M 9u BY YODI n PROTECTOR TEST. APPROVED VAPOR 6 MIL BARRER & CLEAN COMPACTED TOME TREATED FILL (TYP. i 71ROU(i10U1) I UCTION r m SEE A/S-2 IF C41M1 VtoOM AIRI New C xIV eaNaIETE a wTn pee T� T .2{' . . •• . .... • ...•.. .... ...... • .... .... •.... ....• .. .. .... ...... .. ...... 00 AC2 Pc - �c S CTPJ LJr1-,V bE May 4, 2018 Village of Miami Shores Building and Zoning Department 10050 NE 2"d Avenue Miami Shores, Florida Attn: Building Official Re; Special Inspection Project: Residence 10250 NE 2"d Avenue Miami Shores, Florida 33138 Dear Sir; Edward A. LANDERS, P.E. CONSULTING ENGINEERS ...... .... ...... .... ...... .... .... ..... .... .... ...... ...... Permit # RC16-224 .•. �••••� This letter is to advise that we approve of the use of an 8" x 27" concrete poured -in -place column at the door opening. The column would have 645 bars with ties at 8" on center and have 2- 3" x 3" retainer angles cast into the top to allow connection to the existing (3) 2" x 10" tie beam. The steel column (shown on the approved plan) would be eliminated and the new window would attach directly to the new column. All work would be in compliance with the Florida Building Code. Please call if we can provide any additional information. ' 0%J1111111111"Al 254rd. truly ySLersg,P.E. �� 40NRD A. (A�O��`�i `,• `` �ecENsF F��'�' ; NO 33398 President ,9 STATE OF ' s'//fild�N1l11 7850 NW 146TH STREET, SUITE 509 * MIAMI LAKES FL 33016 * PHN: (305)823-3938 * FAX: (305)823-9355