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HomeMy WebLinkAboutSite Utility Study1 ent # ers JOR USE SPECIAL PERMIT SITE UTILITY SlUDY PREPARED FOR BCRE-Element, LI C Kirne41om and Associates. Inc. Eiement 11owers Site Utility Stuck,' April, 2007 Ae e t i ers MAJOR USE SPECIAL PERMII SITE L TILITY STLDY PREPARED FOR BCRE-Element, LLC Element Towers Site Utility Study Site Utility Study introduction Elein nt I cmd 2 towers form a proposed residential development to the South side and on tl�e NW corner, respectively, at the intersection of NE 3 1s` Street and NE 714 Avenue in the City of Miami, Miami -Dade County, Florida (See Site Location Map -- Fig. I). Element 1 is a proposed 50-story tower and Element II is a proposed 19-story tower to be situated on a 4.47+ acre site. There shall be 413 residential units and 19 townhouse units and a total of 671 parking spaces to adequately serve all areas within the proposed development. Table 1 Project Summary Residential Units (Element 1) 321 Floor Area (SF) Townhouses (Element 1) 12 Residential Units (Element Il) 92 Townhouses (Element II) 7 Parking (Gross) 671 Element Towers Site Utility Study Page of N 33R S1 1 32 U ST N S0 i ' L N 30 Si S m 2 S 29TH S H ST z PROJECT LOCATION • En Kimley®Horn and Associates, Inc, wa3 O rzi 1.591 tv1 higgun Avenue, Suite 400 Miami Beach, Florida 33139 Phone: 305-673-2025 Fax: 305-673-4882 ELEMENT I & II LOCATION MAP Draitlti e vste Based on site observations and available information, there is no existing drainage system serving the single family homes. A new storm water management system will be constructed to retain the runoff generated by the proposed improvements, as required by code (see below j. Proposed Drainage System The drainage system for the proposed development will consist of drainage wells and exfiltration trench, for water quality purposes, if possible, to facilitate on -site disposal of storm water runoff. The 5-year design storm event will be used to design the storm water management system, in accordance with Section D-4, "Water Control", of Part 2 of the Miami -Dade County Public Works Manual. Based on preliminary calculations, it is anticipated that nine (9) drainage wells will provide sufficient capacity to dispose of the design 5-year 24hou.r storm water runoff generated by the proposed development. Preliminary drainage computations for the project areas are provided in Attachment "B" Preliminary Drainage Well Calculations, which includes the basis for design. The final drainage design for the project shall be in conformance with the requirements of the Miami - Dade County Department of Environmental Resources Management (DERM) Water Control Section, Florida Department of Environmental Protection (FDEP), andother local, state and federal regulatory agencies having jurisdiction over the project. Flood Criteria: The proposed project site grade elevations will be designed to meet floodplain management criteria according to Federal, State, Miami -Dade County and City of Miami standards as follows: The subject property is located in PANEL 1.83 of 625 of COMMUNITY -PANEL NUMBER 12025C0183 J of the Flood Insurance Rate Map (FIRM). According to the National Flood Insurance Program, the property is located within the following Flood Zones: (1) Flood Zone AE and has a base flood elevation 11.0 (See Attachment A.) (2) Flood Zone AE and has a base flood elevation 10.0 Element Towers Site utility Study Page 4 (3) Hood Zone \'E and has a base flood elevatdt31 1 [,0 Miami -Dade County Flood Criteria elevation is estimated to be 5_0 t. NG ' This will be used to determine proposed minimum site grade elevations. 3. The average October ground water table elevation is estimated to be 2.0 ft. NGVD_ This will be used as the control water elevation for storm water management calculations (Source: Miami -Dade County Public Works Manua!, Volume 11 - Design Standard Detail WC 2-2). II. Water Distribution System The water mains owned and operated by the Miami -Dade Water and Sewer Department (MDWASD) in the vicinity of the project are shown in the Table 2 below. Table 2 Existing Water Mains Location Between Water Mains) NE 31S` Street NE 4th Ave and Biscayne Bay Proposed 12" NE 7th Avenue NE 31s` ST and NE 32na ST 6" NE 30tTerrace NE 4th Ave and Biscayne Bay 8" NE 32 d Street NE 5`h Ave and NE 7th Ave 6" In accordance with Miami -Dade Water and Sewer Department (MDWASD) criteria, a 12-inch water main is required along the frontage of all commercial developments_ hi addition, the City of Miami Fire Department may request additional fire hydrants be placed in the vicinity of the subject project. However, a final determination of the points of connection and requirements will not be provided by Eternent Towers Site Utility Study Page 5 Ml \V/—. SI) until Water and Sewer Agreement is requested by the owner. Water service meters would need to be purchased by the owner and installed by MDWASD officials. See Attachment "C" for a copy of the MDWASD water atlas sheet for the project area. I1 , Sa it ry Sewer Collection System Table 3 depicts the sanitary sewer mains owned and operated by the Miami -Dade Water and Sewer Department within the vicinity of the project. Table 3 Existing Sanitary Sewer Mains Location Between Sanitary Sewer Line(s) NE 31st Street NE 4t Ave and Biscayne Bay 10" NE 7th Avenue NE 31 s` ST and NE 32ad ST 10" NE 30``' Terrace NE 4th Ave and Biscayne Bay 10" NE 32°d Street NE 5th Ave and NE 7th Ave 10" The existing 10-inch gravity sanitary sewer main along the frontage of the property may have sufficient capacity to accommodate the proposed development. A letter of availability and further coordination with MDWASD is recommended to verify the proposed sanitary sewer service connection points and requirements for this project. MDWASD and DERM may require upgrades to the existing sanitary sewer system, but this can not be determined without a request for a Water and Sewer Agreement. MDWASD Pump Station #30-0002 at 925 Biscayne Boulevard receives the flows from these mains. As of 3/8/07, this pump station is operating at an average yearly NAPOT of 3.52 hours which is 35% Element Towers Site Utility Study Page 6 > its design capacity. The pump station projected NAPOT is 5,47 hours, which is 4.7% of it's design capacity. Therefore, a new sanitary sewer pump station or upgrades rades to said pump station may not be required for the proposed development. A final determination regarding the status of the existing transmission system and the need for possible improvements will not he made until construction pans are submitted to the Miami -Dade County D RMWastewater Section and a Sanitary Sewage System Capacity Certification Letter is issued. Please refer to Attachment " D" for Pump Station Monthly Information. Apartment residence Table 4 Water & Sewer Flow Generation 413 units 200 GPD/unit 82,600 GPD Townhouse 19 units 250 GPD/unit 4,750 GPD Total Anticipated Flow IV. Solid Waste Generation 87,350 GPD Solid waste generated by this project will be collected in standard on -site containers for refuse and recyclabies. Regular pick-up service will be provided either by private hauling companies and/or by the City of Miami Solid Waste Department, who will transport the Element Towers Site Utility Study Page 7 waste l) iam -Dace County's or private disposal and recyc-aciiitics. solid waste projected to be generated by the project are shown ire Table 5, Apartment residence (Gross) Table 5 Solid Waste Generation 413 5 lbs/un it/day 1.033 Townhouse (Gross) Element Towers Site Utility Study 19 5 lbs/unitlday 0.048 Total Anticipated Solid Waste Generated 1.08 Page 8 Element Towers Site Utiiity Study Attach en. A aps Page 9 30 ZONE AE (EL 9) APPROXIMATE SCALE 500 0 500 FEET IJ NAT[ONN. FLOOD NSULANCE PROSE FRM FLOOD INSURANCE RATE MAP DADE COUNTY, FLORIDA AND INCORPORATED AREAS PANEL 183 OF 625 ;SFE x.aA IuCEF P k TED? CNIANS, CUW!'JNki'E I:"JIRP. Pg1CL 9551 za; 1 MAP NUMBER %02720183 2 MAP 6806U : j?AYCj". 2, 1994 F<Ic,elEro,gcnr7 NI<rsg<r...ni AA<nry ibis its an official copy of a portion of the above referenced Food map. was extracted using F-M!T On -Line This map does not reflect changes or amendments which may have been made subsequent to the date en the tlHe Ulock. For the latest product information about National Rood Insurance Program Food maps check the FEMA Fan Map Stare at vfwva. mse.ferna g© Kimsey -Horn and Associates, Inc. N.PE,. 1691 Michigan Avenue, Suite 400 Miami Beech, Fiorida 3-3139 Phone: 305-673-2025 Fax: 305-673-4882 ELEMENT I & II FIRM. FLOOD INSURANCE TE MAP Kimley-Horn and Associates, inc. 1691 Michigan Avenue Smite -OO Miami Beach, Florida 33139 Phone: 305-673-2025 Fax: 3O5-67.3-- A882 ELEMENT 1 & II FLOOD CRITERIA MAP El MM. Kimsey -Horn and Associates, 1691 Michigan Ave suite 400 Miami Beach, Florida 33139 Phone: 305-673-2025 Fax: 305-673-4882 ELEMENT I & 11 AVERAGE OCTOBER GROUND WATER LEVEL 1960-75 P°e Element Towers Site Utility Study 1 Attach ent nary ralnage e 1 Calculations Page 10 ELEMENT I f Miami. 'Florida INAG 7, CALCULATIONS: "FRE. C I DRAIN SYSTEMS" (MASS DIAGRAM DERM WRITER 1. Site Data: A. Control Water Table'Elevation = B. County Hood Criteria Elevation = C. F.I.R.M. Base Flood Elevation = D. Average Road Crown Elevation = E. Average Existing Onsite Grade Elevation = F. Prop. Lowest Drainage Inlet Elevation = 2. Total Site Area (A) = A. Impervious Areas: a) Asphalt and concrete pavement = b) Roof areas = Total Impervious Area (Al) = 13. Pervious areas: a) Green Areas = Total Pervious Area (A2) = 3. Weighted Runoff Coefficient (C): Runoff Coefficient Impervious (C1) = 00 21 :00 NGVD ('13��ti Ri�r Tide V �a-. �E'.r)vi� a�' (lab ri=flum, G < (County i'lood Criteria Map, 'Le. Appendix A) 10.0Q NGVD Zone AE (Map iao.12025C))83.1 - Arpendi a; NlA NGVI 544:NGV ) 6.00 NGV D 3.000 Acres (see Drainage Areas A2ap-Appendix 0.931 Acres 1 390 Acres 2.321. Acres (77c/c) 0679 Acres 0.679 Acres (23%) 90 Runoff Coefficient Pervious (C2) = 030' C = [(A1 x Cl) + (A2 x C2)] / A; C = 0.764 C x A = Total Contributing Area; C x A = 2.29 Acres 4. Time required to generate one inch of runoff (per DERM Water Control Section D-4) Rainfall Intensity (I) = 308.5 / [(48.6 x F° 11) + t (0.5895 + F 2(3)] Frequency (F) = ` 5 .> :' years - Frequency Curve Q = CIA. V = Qt; Vo in) = Qt(1 in), to in) = Time to generate 1 inch of runoff Vo in.) = CIAt{1 1" x A = CIAt(t ;n.) ; Solving for to is.r t(1 in) = i" / (IC) Time to Generate one inch of run-off t(in) Time to reach the inlet (tc.) Total Time required to generate 1 in of runoff: = 13.58 Min. i009; Min. = 23.58 Min. H'vian-JehnvSr[E U7IUTY STUDY 03-09-07 WELLS-E5sme.nt 1O1't" (Inflow Mass .Diagram Accumulated Storm irate CaA 1 Q Runoff in.) (St:c.) (acres) (inches) (CFS) (CF) 8 480 2.293 t 6.405 14.68 7,048 10 600 2.293 6.166 14.14 8,482 15 900 2.293 5.641 12.93 11,640 23.58 ' 1415 2.293 4.922 11.28 15,965 30 : 1800 2.293 4.493 10.30 18,542 40 2400) 2.293 3.956 9.07 21,769 50 3001) 2.293 3.534 8.10 24,308 60 3600 2.293 3.193 7.32 26,357 90 5400 2.293 2.477 5.68 30,665 120 7200 2.293 2.023 4.64 33,394 180 10800 2.293 1.480 3.39 36,656 6. Drainage Well Design Discharge Rate: Based on well discharge rate of: 400 GPI ft. Bead Well No: DW-1 DW-2 DW-3 DW-4 DW-5 DW-6 Lowest Inlet Rini ley, (NGVD) 12.20 6.00 6.00 6.00 6.00 7.00 7. Detention Time: Oct. Water Table: elev. (NGVD) 2,00 2.00 2.00 2.00 2.00 2.00 1eadloss due o Higher SG. of Salt Water react Acting (ft.) on Well (ft_) 2.2 2.2 2.2 8.00 1.80 1.80 2.2 1.80 2.2 1.80 2.2 2.80 Well Discharge Rate (CFS) Well 5iseharge Rate. (CFS).:'.: 7.13 1.60 1.60 1.60 1.60 2.50 16.04 Well ,S cture Dirierisipns> Total Storage (CF) The drainage well structure must be designed to detain runoff for a minimum of 90 seconds prior to discharge. Qd = Design Runoff Rate (CFS) = Vd = Detention Volume (CF) = Qd x 90 sec. = Vat = Detention Volume Per Well (CF) W = Width of Well Structure (ft.) = L = Length of Well Structure (ft.) 11.28 CFS 1015.53 CF 1015.53 CF 4.0 ft. 8.0 ft. ell Structure Storage:Volume (CF); 1017,6 1017.6 1017.6 1017.6 1017.6 1017.6 6105.60 Hmz,,, is the miluars depth required from the top of well casing to the floor of the well box to achieve 90 second detention ti Haii.l.(ft.)=Vdt/(Wx1_.)= 31.80ft. Top of Well Casing Elev. = 1.50 ft. Elevation at Floor of Well Box (NGVD) = Top of Well Casing Elev. - H = -30.30 7a 1.S€TE ST!iDY 3,02-07 WELLS Elerre, WELLS 8. E_.xccss form ater a unr tT exck di s ago: e (Sec.) \Vei1 Discharge Rate (CFS) 1:l atect el l Discharge ed vial Os°erf[ Volume Stone Runotl'l Volume (CF) (C.') (CF) 10 15 3.58 30 40 50 60 90 [20 180 480 600 9(1(1 ,414,90 1800 2400 3000 3 600 5400 7200 10800 i 6.04 16.04 16.04 16.04 16.04 16.04 16.04 16.04 i 6.04 16.04 16.04 7,701 9,626 14.439 22,699 28,877 38,503 48,128 57.754 86,631 115,508 173,262 7.048 8,482 11.640 15,963 18,542 21,769 24,308 26,357 30,665 33,394 36,656 -652 -1,14.E _2.;99 -6.734 -10335 -16.733 -23.821 -31.39 7 -55,966 -82, 1 14 -136,606 9. Excess storm water runoff including well structure storage: Tirrre .: Accurnulateca S forma Runoff , (CF) Storage in \'V . Structure (CF) ficcuinulated Well Discharge.: Volume (C!-) Total: (vcr o . Volume (E3) in.) (Sec.) 8 480 7,048 6,106 7,701 -6.757.91 10 600 8.482 6,106 9,626 -7,249.07 15 900 11,640 6,106 14,439 -8,904.39 23.58 1,414.90 15,965 6,106 22,699 -12,839.29 30 1800 18,542 6,106 28,877 -16,440.63 40 2400 21,769 6,106 38,503 -22,839.05 50 3000 24,308 6,106 48,128 -29,926.25 60 3600 26,357 6,106 57,754 -37,502.99 90 5400 30,665 6,106 86,631 -62,072.07 120 7200 33,394 6,106 115,508 -88.220,02 180 10800 36,656 6,106 173,262 -142,711,76 Safety' Factor Safety Factor .42 % 1: 2.30 chr±SITE UTILf'Y SPJIY, o3 38-97 WELLS .EI?rrhnt WELLS ELEMENT City of Miami, hlt R .I:NAGE CALCULATIONS; DEEP WELL INJECTION SYSTEMS (MASS .1DIAGRAM— DERM CRITERIA) 1. Ste Data: A. Control Water Table Elevation = B. County Hood Criteria Elevation = C. FTR_M. Base Flood Elevation D. Average Road Crown Elevation = E. Average Existing Onsite Grade Elevation = F. Prop. Lowest Drainage Inlet Elevation 2. otai Site Area (A) _ A. Impervious Areas: a) Asphalt and concrete pavement = b) Roof areas = Total Impervious Area (Al) B. Pervious areas: a) Green Areas = Total Pervious Area (A2) = 3. Weighted Runoff Coefficient (C): da NG 0 (Wan c e.1 ti'. per iv1 V Bay Datum) 5: NGVD tC:°€xlnty Flood Criteria_ Map ace Appendix 10.00 NGVD Zone AF (map Nf,.12E)25c01 833 - Appendix A) I7A NGVD 5 00: NGVD 600 NGVD 1.426 Acres (see Drainage Areas flap -Appendix B) 0.187Acres 1044' Acres 1.288 Acres (90%) 0.195 Acres 0.195 Acres (14%) Runoff Coefficient Impervious (C1) = 0.90 Runoff Coefficient Pervious (C2) = 030 C = [(Al x C1) + (A2 x C2)] / A; C = 0.854 C x A = Total Contributing Area; C x A = 1.22 Acres 4. Time required to generate one inch of runoff (per DERM Water Control Section D-4) Rainfall Intensity (I) = 308.5 / [(48.6 x F ) + t (0.5895 + F-21 ) Frequency (F) = S years - Frequency Curve Q = CIA. V = Qt; Vti in,) = Qt(1 in.), try n.) = Time to generate 1 inch of runoff V(1 in.) CIAt(i .n.) 1" xA=CIAt(iin.) ; Solving for tti ; , t(1 = 1" / (IC) Time to Generate one inch of run-off t(in) Time to reach the inlet (tc.) Total Time required to generate 1 in of runoff: = 11.77 Min. 1000 : Min. = 21.77 Min. H: O43€075601._Elemen• 2\S#te UWity Stua;ka6-18-Q6 WELLS .-Ian ivlathad CAS N 5. [txhusaS2ittzolf [cr,v ass a;asam> 3 10 21.77 30 40 50 60 90 120 180 5 480 600 900 1306 800 2400 3000 3600 5400 7200 10800 CA acres) (inches) A.218 1.218 1.218 1.218 1.218 1.218 1.218 i.218 L.218 I.218 1.218 6.4(15 6_ 166 5.641 5.058 4.493 3.956 3.534 3.193 2.477 2.023 1.480 Q (CPS) 7.8t3 7,51 6.87 6.16 5.47 4.82 4.30 3.89 3.02 2.46 1.80 ceumt. ate Storm Runoff (CF) 3.744 4,505 6.182 8,045 9,848 11,563 12.911 13,999 16,287 17,737 19,470 6. Drainage Well Design Discharge Rate: Based on well discharge rate of: 400 GP1111ft. Head Well No. 1 owest Inlet Rim Elev. (NGVD) Oct. Water Table elev. (NGVD) 1leadloss: due to Higher SG of Salt Water (ft.) Bead Acting: on Wel1(ft.) We11:Discharee Rate (CFS) Weil.' Structure: Dimensions LVe11 Structure Storage Volume. (CF) Width (ft.) Length (ft.) DW-1 8.00 2.00 22 3.80 3.39 80 12.0 556.8 DW-2 8.00 2.00 2.2 3.80 3.39 8.0 120 556.8 DW-3 7.00 2.00 2.2 2.80 2.50 8 0 12.0 ; , 556.8 Well Discharge Rate (CFS) 9.27 7. Detention Time: Total Storage (CF) 1670.40 The drainage well structure must be designed to detain runoff for a minimum of 90 seconds prior to discharge. Qd = Design Runoff Rate (CFS) Vd = Detention Volume (CF) = Qd x 90 sec. = Vd = :Detention Volume Per Well (CF) YV = Width of Well Structure (ft.) = L = Length of Well Structure (ft.) 6.16 CFS 554.31 CF 554.31 CF 8.0 ft. 12.0 ft. H,n,„, is the minimum depth required from the top of well casing to the floor of the well box to achieve 90 second detention time: Firma. (ft.) = Vdi / ( W x L) = 5.80 ft. Top of Well Casing Elev. = 2.50 ft. Elevation at Floor of Web Box (NGVD) = Top of Web Casing Elev. - Hi = -3.30 H.iO4 OTh0Q1_EiErneM 2iSAs L't St 'o'e-CS WELLS San Me hod WELLS 8. Excess st)rni water r utot exclu linfli Ve.11 4trtictur storage: (? lart.) ) ,.emulate Wen Well Discharge Discharge arge Rate l`atiusne (CFS) (OF) cc€mLiated ca.tx;a Runoff (CF) Tow! 0verllo Volume (C F) i0 15 21,77 30 40 50 60 90 120 180 48 600 900 31ifi,21. 1800 2400 3000 3600 5400 7200 10800 9.27 9,27 9.27 9.27 9.27 9.27 9,27 9.27 9.27 9.27 9.27 4,449 5.56E 8,342 12,108 16.684 22,246 27,807 33,369 50,053 66.738 100,107 3.744 4,505 6,182 8,045 9,848 '14 ,563 12,9:11 13,999 16287 17,737 19,470 -706 1 ,056 -2,160 -4,062 -6,836 -10,683 - 1 4,897 -19,370 -33,766 -49,001 -80,637 9. Excess storm water runoff including well structure storage: Time Accumulated Storm Runoff (C Storage in well Structure (C) Accumulated Well I3iscltarge : 3/6lurne (C:F) Toverflow Volume (C (Min.) (Sec) 8 480 3,744 1,670 4,449 -2,375.98 10 600 4,505 1,670 5,561 -2,726.63 15 900 6.182 1.670 8,342 -3,830.29 21,77 1,306.21 8,045 1,670 12,108 -5,732.89 30 1800 9,848 1,670 16,684 -8,506.44 40 2400 11,563 1,670 22,246 -12,353.80 50 3000 12,911 1,670 27,807 -16,567.01 60 3600 13,999 1,670 33,369 -21,040.23 90 5400 16.287 1.670 50,053 -35,436.59 120 : 7200 17,737 1,670 66,738 -50,671.57 180 10800 19,470 1,670 100.107 -82,307.82 Safety Factor Safety Factor 1.50% 1.90% 14_p4307n)0 < Flamer# 2S to U111dY SEl:yylG6-'-6-06 W' Li S -ken MGthad WCLLS Attach ent C Existing Utility ecords Element Towers Site Utility Study i.__._...__f 2640 J ' ` I 1 I ' 1/r 1 PU LX W "J®.l.l, 4 18 18 \, 22 �. N T'CY E REMOV D 45 f..... -' 224 22 ^RASE 22 229____ 22 d 283 SOLEIL l OVER 230 1 ♦ 441'E — 219 1 ! I ! 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L GCB SOIZO19'Vi f L Attach ent Pump Station onthly Info aeon Element Towers Site Utility Study anitary Sevier Iurni. tations ata Pump Station Monthly Information Pump Statiom 30 - 0002 UNINCORPORATED DADE COUNTY 925 BISCAYNE BLVD Moratorium: OK OK Moratorium in effect since: 1127/2007 Section - Township - Range: Generator: Type: A Peak Factor (last 7 entries): 2.40 Peak Factor: 2.40 TRANSFER 01/27/2007 Telemetry: Class: Speed: 42 ET Clock: H.P.: se Number of Pumps: 5 Station Gross Capacity (gpd): 57,600,000 Yearly NAPOT (hrs): 3.52 1 Station Reduction Factor: 0.60 Reserved Flow (gpd): 2,807,454 Station Net Cap Certified (gpd): 0 Projected Napot (hrs): 5.47 Station Net Capacity (gpd): 34,560,000 Used Capacity (%): 54.70 indicated Flow (gpd): Date: NAvg. Daily:Reacting: # of Pumps: 1/31/2007 12/29/2006 11/28/2006 10/26/2006 9/27/2006 8/28/2006 7/28/2006 6/28/2006 5/30/2006 4/28/2006 3/30/2006 3.55 3.58 3.68 4.17 4.20 3.76 3.72 2.99 3.26 2.91 2.94 Generated:. 3/8/2007 - 09:09 AM 14.21 14.33 14.72 16.67 16.80 15.04 14.89 11.94 13.05 11.62 11.76 5 Y 5 Y 5 Y 5 Y 5 Y 5 Y 5 Y 5 Y 5 5 5 5,068,800 • NEUMAR 02/12/2007 BRODSR 01/18/2007 BRODSR 12/21/2006 BRODSR 11/22/2006 BRODSR 10/20/2006 BRODSR 09/25/2006 CORRECTED ENTRY RN 9/27/06 NEUMAR 08/22/2006 BRODSR 07/24/2006 CORRECTED ENTRY, RN 7/11/06 NEUMAR 06/26/2006 BRODSR 05/22/2006 BRODSR 05/22/2006 Page 1 of 1 Kimlev Horn vas retained to per rrn a limited Site Utility., Study and pet jet reed only those t sk.s specifically stated in our scope of services. The Client !nay use this report as part of its due diligerace], but this report should not be used as the sole basis for the Client's decision making. We endeavored to research site development issues and constraints to the extent practical given i F )scope, l'agreedbasedlimitedbudget,andscheduletowithOurassessment in large part on information provided to us by others (city staff, DOT staff; Utility Company Representatives, etc.) and therefore is only as accurate and complete as the information provided to us. This report is based on our knowledge as of April 4, 2007. New issues may arise during development because of changes in governmental rules and policy, changed circumstances, or unforeseen conditions. Our assessment is based on the desires of the Client that have been specifically disclosed to us. The Client should do its own due diligence to become comfortable with our findings and to be sure no other significant development issues exist. Major Use Special Permit Site Utility Study Royal Atlantic, Tract "A", Sportman Park, Section "A" City of Miami, Florida Page 13