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HomeMy WebLinkAboutIII.Tab 3 Site Utility Study• Novell) e 4 2006 IVNC MAJOR USE SPECIAL PERMIT SITE UTILITY STUDY PREPARED FOR Tineo Group, LLC River's Edge Site Utility Study Kim ey=Horn and Associates, Inca • November, 2006 RIVER'S EDGE E; MAJOR USE SPECIAL PERMIT SITE UTILITY STUDY PREPARED FOR Tineo Group, LLC River's Edge Site Utility Study • • Site Utility Study Introduction River's Edge is a proposed 20-story mixed use development to be located on a 1.20 acre site between NW 2" d Street and NW 3"i Street, along NW South River Dri ve and (2) two-story restaurants along the east side of NW South River Drive in the City of Miami, Florida (See Site Location Map -Fig 1). The River's Edge project shall consist of a total of 300 units, 11,000 SF of retail, parking facilities from the 2°d to 6th floors and 2 restaurants totaling 400 seats on a separate 0.61 acre site. Table Project Summary Retail 11,000 Restaurants 400 seats 8,000 Parking (Gross) Apartments 518 300 River's Edge Site Utility Study Page 2 • NVV Drainage Existing Drainage System Figure 1: Site Location Map N «:d ©CATION \\ — — y Based on site observations and available information, there is an existing drainage system serving existing residential building, located at the project site. A new storm water management system will be constructed to retain the runoff generated by the proposed improvements, as required by code (see below). River's Edge Site Utility Study Page • 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 Miarni-Dade County Public Works Manual. Based on preliminary calculations. it is anticipated that three (3) drainage wells will provide sufficient capacity to dispose of the design 5-year 24-hour storm water runoff generated by the proposed development on the west side of NW South River Drive and two (2) drainage wells will provide sufficient capacity to dispose of the design 5-year 24-hour storm water runoff generated by the proposed development on the east side of NW South River Drive, Preliminary drainage computations for the project areas are provided in Attachment "A" 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 M.iami- Dade County Department of Environmental Resources Management (DERM) Water Control Section, Florida Department of Environmental Protection (FDEP), and other 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: 1. The subject property is located in PANEL 187 of 625 of COMMUNITY -PANEL NUMBER 12025C0187J of the Flood Insurance Rate Map (FIRM). According to the National Flood Insurance Program, the property is located within Flood Zone AE and has a base flood elevation 9.0 (See Attachment A.). 2. Miami -Dade County Flood Criteria elevation is estimated to be 5.0 ft. NGVD. 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 Manual, Volume II - Design Standard Detail WC 2-2). River's Edge Site Utility Study Page 4 • IT. 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 Main(s) NW S River DR NW 2nd ST and NW 3rd ST I2" NW 3rd ST NW S River DR and NW 7th AVE 6" NW 2nd ST NW S River DR and NW 7th AVE 8" 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. In addition, MDWASD may request additional fire hydrants be placed in the vicinities of the subject project. A final determination of the points of connection and requirements will not be provided by MDWASD 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. River's Edge Site Utility Study Page 5 • • III. Sanitary 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) NW S River DR NW 2"d ST and NW 3`d ST 72" Interceptor NW 3`d ST NW S River DR and NW 7th AVE 8" NW 2°a ST NW S River DR and NW 7th AVE 48" Force Main The existing 8-inch gravity sanitary sewer mains along NW 3`d Street may have sufficient capacity to accommodate the proposed development. However, this cannot be verified until a downstream analysis of the existing 8-inch gravity line is completed. 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 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 #30-0001 at 390 NW North Driver Drive receives the flows from these mains. As of 11/02/06. this pump station is operating at an average yearly NAPOT of 4.91 hours which is 49% of its design capacity. Therefore, a new sanitary sewer pump station or upgrades 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 be made River's Edge Site Utility Study Page 6 • until ;€ nstruction plans are submitted to the Miami -Dade County DERM Wastewater Section and a. Sani ary Sewage System Capacity Certification Letter is issued. Please refer to Attachment "D" for Pump Station Monthly Information. Table 4 Water & Sewer Flow Generation Total Average Daily Flow (GPD) Apartment 300 units 200 GPD per unit 60,000 Restaurant 400 seats 50 GPD/seat 20,000 Retail 11,000 SF 5/100 GPD/S.F 550.0 Total Anticipated Flow 80,550 River's Edge Site Utility Study Page 7 • • I c lid Waste Generation 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 waste to Miarni-Dade County's or private disposal and recycling facilities, The volumes of solid waste projected to be generated by the project are shown in Table 5. Apartment Table 5 Solid Waste Generation 300 units 5 lbs/unit/DAY Total Solid Waste Generated (Tons/Day) ..................:......... 0.75 Retail 11,000 SF 61bs/1000SF/DAY 0.03 Restaurant 400 seats 2 lbs/seat/DAY 0.40 Total Anticipated Solid Waste Generated 1.18 River's Edge Site Utility Study Page 8 • River's Edge Site Utility Study Attachment A Maps 1 MCT-- LCCAT ON N ; ; 1 tt 4 1591 vilchigcn Avenus, Suite 400 yllarni Beach, Florida 33€39 Kirniey-Horn and Associates, Inc. Phone: 305-673-2025 Fax: 305-673-4882 RIVER'S EDGE LOCATION MAP '� '...,Li- Q Y _ - 'e __ APPROXIMA E SCALE — 500 _— _ - LI G47yr iaII £A � .._ ��l NaT 04 ODD INSURANCE PRO RAM -Iry - _ �i xL3-5 ---._.- -Wes..-.�r„_._._— SG� G -te €11IV1 FLOOD INSURANCE R TL MN ' ."e"s` i ' € :ODE COUNTY, — Nvr3R EV-11ri _= re- FLORIDA i AND INCORPORATED AREAS `. ..___ — 1 — �• • +w _ t,w. 2H7 'SY -.. i:l9! 9s PANEL 18? OF 625 —_ — rs�a- —.�. �'b .'�. — ��� 1'Tilr I - SEE %I., -or. PANELS Nor C [€ C✓ OM 14.6":d PLC Sigh - �= _�'^ — ONE VE -- — — AP N _- — — — v C?5 o138ER MAP REVISED. �= — i ja MARC! 2, :994 r sIt241 sr_ —: zriE - W- - -� - . - Thls is an official copy at a portion of the above refinenced flood map. It _,,S _._ _ _ - was axtrasted using F-MI On-EMe This map does not reflect changes - _ ? 'Si--- -. __.. ___ _— _ J _ — -. _____ - or ameRdmenta which may have been made subsequent to the date on the -- - -- -- _...._ ...___-,_...__�_..-.....` _..__. _- -_ ...... — - - _ - _.__ title block. For the latest Product infoemation about National Flood Insurance "--'-'� �. -, _ - Pfogram flood the FeMA Flood Map Stare at wymv. mac.fema. pv maps check Kimley-Hom and Associates, Inc. 1691 Michigan Avenue, Suite 400 Mom Beach, Florida 3.3139 Phone: 305-673-21025 Fat:: 305-573— 4882 RIVER'S EDGE FIRM. FLOOD INSURANCE RATE MAP �1•11© Kimley-Horn and Associates, Inc. 1691 Michigan Avenue Suite 400 M orni Beach, Florida 33139 Phone. 305---673-2025 Fox: 305--673-4882 RIVERS EDGE FLOOD CRITERIA MAP EG ND: 2 (ESTIMATED) TES 1. CONTOUR INTERVAL I.O -FOOT (Excopt ,t n.di< d) Ofitlit4 tS MEAN SEA LEVEL. • c� Kimley-Horn and Associates, I 1691 Michigan Ave Suite 400 Miami Beach, Florida 33139 Phone: 305-673-2025 Fax: 305--673-4882 RIVER'S EDGE AVERAGE OCTOBER GROUND WATER LEVEL 1960-75 Rivers Edge Site Utility Study Attachment B Preliminary Drainage Well Calculations Page 11 • FIRM Flood Elevation (Base Flood Elevation) 9.00 feet NGVD Flood Zone AE (CN# 12025C, PN# 087 J) Miami -Dade County Flood Elevation = 5.50 feet NGVD Total Site Area Total Drainage Area (A) = Total. Impervious Area (A,,,,t,)= Total Building Roof Area (Avtdg) Total Pervious Area (AperV)= 0.600 acres. 0.600 acres. 0.280 acres. 0.200 acres. 0.120 acres. Lowest Grnd. Elev. for Prop. System = 5.250 feet NGVD Proposed Lowest Grate or Weir Elevation = 5.250 feet NGVD Water Table Elev. (GWT) = 2.000 feet NGVD Runoff Coefficient Impervious (CI) = 0.90 Runoff Coefficient Pervious (C2) = 0.30 Design storm frequency, T= 5 Years Minimum time of Concentration, t„= 10 Min, The IDF relation used by DERM, I=308.5/(48.6T 1+t(0.5895+7A 67) Intensity, 1 = 6.2 (Inch/Hour) DRAINAGE STRUCTURE ID DRAINAGE BASIN ID TOTAL DRAINAGE BASIN AREA IMPERVIOUS AAREA. PERVIOUS AREA WEIGHTED "C" VALUE , CONTRIBUTING l>RAINA( i, AREA (CXA) INTENSITY "I" PEAK RUNOFF (Q=CIA) (AC) (AC) (AC:) (INCH It) (C'FFS) DW-4 DW-4 0.20 0.00 0.20 0.90 0.1800 6.17 1.11 DW-5 DW-5 0.40 0.28 0.12 0.72 0.2880 6.17 1.78 • • Well Discharge Capacity: Weil Discharge Capacity: Well Diameter: Drainage Weil Depth: Well Mounding: Ground Water Table: Provided Welt Ventilation Elevation: Max. possible well ventilation elevation for 8` of effective head: 400 gpmlft of head. 0.89 cfslft 24 inches 100 feet 2.20 ft. 2.00 ft. 10.00 ft. N.G.V.D. 12.20 ft. N.G.V.D. DRAINAGE STRUCTURE. ID DRAINAGE BASIN ID... AVAILABLE EFFECTIVE HEAD (FL NGVD) WELL CAPACITY (CFS/WELL) DRAINAGE BASIN AREA (AO): : PEAK RUNOFF (CFS) DW-4 DW-4 5.80 5.17 0.20 1.11 9.31 DW-5 DW-5 1.05 0.94 0.40 1.78 1.05 DRAINAGE STRUCTURE ID DW-5 WELL STRUCTURE DIMENSIONS WIDTH (FT.) 6.0 T.T;NGTH (Fr.) 11,00 DRAINAGE STROCTU13E RIM ELEVATION: (Fr. N.G.V.D.) 5.25 WELL CASING, ET EVAT1Ov (NGVD) 0.75 PEAK RUNOFF. (CPS) 1.78 90 SEC. RETENTION VOLUME (CF) 160 REQUIRED Fl nin. (.FTr.) 2.42 PROVIDED Flnzin. (ft.) 5.00 • FIRM Flood Elevation (Base Flood Elevation) 9.00 feet NGVD Flood Zone AE (CN# 12025C, PN# 087 I) Miami -Dade County Flood Elevation = 5.50 feet NGVD Total Site Area = 1.200 acres. Total Drainage Area (A) = 1.590 acres. Total Impervious Area (A5,,,r)= 0.150 acres. Total Building Roof Area (AbId5) = 1.200 acres. Total Pervious Area (A,,,e,.v)= 0.240 acres. Lowest Gmd. Elev. for Prop. System = 5.000 feet NGVD Proposed Lowest Grate or Weir Elevation = 5.000 feet NOVD Water Table Elev. (GWT) = 2.000 feet NGVD Runoff Coefficient Impervious (C1) = 0.90 Runoff Coefficient Pervious (C2) = 0.30 Design storm frequency, T= 5 Years Minimum time of Concentration, ttc= 1.0 Min. The IDF relation used by D.FRM, 1=308.5/(48.6T'°''1+t(0.5895+T467) Intensity, 1 = 6.2 (Inch/Hour) DRAINAGE STRUCTURE ID DRAINAGE t1AS1N ID TOTAL DRAINAGE BASIN AREA 1MPERVTOUS ":: AREA PERVIOUS AREA WEIGHTED "C„ VALUE CONTRIBUTING DRAINAGE AREA (CXA) INTENSITY "I" PEAK RUNOFF (Q=CIA) (AC) (AC) (AC) (INCt1fE1R) (CFS: DW-1 DW-1 0.60 0.00 0.60 0,90 0.5400 6.17 3.33 DW-2 DW-2 0.60 0.60 0.60 0.90 0.5400 6.17 3.33 DW-3 DW-3 0.39 0.15 0.24 0.53 0.2070 6.17 1..28__ • • • Well Discharge Capacity: Well Discharge Capacity: Well Diameter: Drainage Well Depth: Well Mounding: Ground Water Table: Provided Well Ventilation Elevation: Max. possible well ventilation elevation for 8' of effective head: 400 0.89 24 100 2.20 2.00 10.00 12.20 gpm/ft of head.. cfslft inches feet ft. ft. ft. N.G.V.D. ft. N.G.V.D. DRAINAGE STRUCTURE ID DW-1 DW-2 DRAINAGE BASIN ID, DW-1 DW-2 AVAILABLE EFFECTIVE BEAD (FP. NGVD) 5.80 5.80 (CFS/WE, 5.17 5.17 DRAINAGE BASIN AREA: (AC); 0.60 0.60 PEAK RUNOFF.. (CFS) 3.33 3.33 3.10 3.10 DW-3 DW-3 0.80 0.71 0.39 1.28 1.12 WELL STRUCTURE. DIMENSIONS DRAINAGE STRUCTURE DW-3 DRA 1NA( U STRUCTURE WELL CASING' RIM. ELEVATION PEAK ELEVATION (NGVD) RUNOFF (CCS) 8 90 SEC. RETENTION VOLUME (CF) I15 PROVIDED Hnain. (ft.) REQUIRED Hinin. (FT.) 1.74 • o • River's Edge Site Utility Study Attachment C Existing Utility Records 280 2 416 2 f/. FLOP AVER kxt 18 781 V—wj1 V'� 12' Lop 'HOP GIVER OW2006-1 80 IMAM_ YS108/31/06,4 B ' 10705) (418 1 ! 125 l.' 1 1 W FLAGLEH ST 403 1 ' 13018 DW2003-042 _ -4 kt2870a v. 10-23-06 6" 8" 409 1 nvr 409 1 L11MMt1S PAI NW2; • • • River's Edge Site Utility Study Attachment D Pump Station Monthly Information • • • station Monthip €nionaatian: FirEi Pump Seafwac 30-8081 Atlas Page: r14 MWMI DADE WATER SEWER PEPAWT€.Wtl Addiesa MN NORTH -RIVER OR Lilac NAPA OK ;Amato 111117.10'aa ..... • Seceion-ToernataFRanrf Ot! • F°'.: 41 Caior ITTA Tekmelry FT clod Type-, Klass.: FrTi Speed-. .�..` R_P__ .— Stra GURU-Capacityj9t4 221..780 Station Ftoduction Fans _6 Number of Pumps. 8 Yeaaly NAPO T thrlj: 4-91 Res tkrdgpd .. 7.684.526 PtojNapat fi.3 Ewa S Cap: 51 EY2812 :5,1628. ..... '.Y 7i2&t38t845R:_ 3423 _ ?Y FJ28120LS i4-51_ 181 SS SL3072f1 51/'.`20 Y M281AAb i4_78 m.45 Sin Net Cap Certi4fgMM jO S tnNet CapacRy(spol 133056,€O I ndaeated flansiginc8 27.Z21418 8EiCi656R iEPOOSR BHODSR ROO R„ CORRECTE0ENTRY;RNTM/86...._.. M Uf MI 'HRO659 so • • Kim.ley Horn was retained to perform a limited Site Utility Study and performed only those tasks specifically stated in our scope of services. The Client may use this report as part of its due diligence, 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 the limited scope, budget, and schedule agreed to with the Client. Our assessment is based 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 November 6, 2006. 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'', Sportnzan Park, Section "A" City of Miami. Florida Page 1.5