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Home My WebLink AboutSite Utility Study• • • AVENUE ONE MAJOR USE SPECIAL PERMIT SITE UTILITY STUDY By: Avenue One Site Utility Study B, A, & K GROUP, INC, 12000 SW 92 STREET MIAMI, FL 33186 786-488-1000 AUGUST 2005 1 • • • Site Utility Study Introduction The Avenue One project is a proposed 16 story mixed use ---commercial i residential multi -family high rise building to be built on a total of 4.22 acres of land located at 1950 NW 1 s Avenue. It is located in the City of Miami, Miami - Dade County, Florida (see site location map -Fig 1). The development includes a residential tower constructed on a parking garage/ commercial structure. It will consist of a total 349 residential apartments units, 8,345 square feet of commercial area and 634 parking spaces. Table 1, below depicts the details of the proposed project. Table 1: Project Summary Occupancy Unit Floor Area Commercial 8,345 Residential 349 Units 308,313 Total 316,658 Parking 633 Avenue One Site Utility Study 2 • • Location Map SITE: 1950 NW 1 AVENUE 1950 NW 1 COURT PR Figure 1 1. Drainage Existing Drainage Presently, the site is undeveloped. There is no existing drainage systems an site. Proposed Drainage System The drainage systems for the proposed development will consist of drainage wells and exfiltration trenches, 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, Avenue One 3 Site Utility Study • • Based on the preliminary drainage calculations, it is anticipated that four (4) 24" drainage wells will provide sufficient capacity to dispose of the design 5-year 24- hour storm water runoff generated by the proposed development. The final drainage design for the project should be in conformance with the requirements of the Miami -Dade County DERM Water Control Section, Florida Department of Environmental Protection, and the local, State , and federal regulatory agencies having jurisdiction over the project. 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. Table 2: Existing Water Mains Location Between Water Main(s) NW1Ave NW19StandNW20St 12" NW 20 St NW 1 Ave and NW 1 Ct 6" NW 1 Ct NW 19 St and NW 20 St 6" In accordance with MDWASD criteria, the owner will most likely be required to construct a new 12-inch ductile iron (DI) water main along the frontage of the property on NW 20 Street. The proposed 12" water main will likely be connected to the existing 12" water main along NW 1 Avenue. A final determination of the points of connection and requirements will not be provided by MDWASD until a Water and Sewer Service Agreement is requested by the owner. Water service meters will be installed by MDWASD forces at owner's expense. See Attachment for a copy of the MDWASD water atlas sheet for the project area. III. Sanitary Sewer Collection System Avenue One Site Utility Study 4 • • • Table 3 depicts the sanitary sewer mains owned and operated by Miami -Dade Water and Sewer Department (MDWASD) within the vicinity of the project. Table 3: Existing Sanitary Sewer Mains Location Between Sanitary Sewer Main(s) NW 1 Ct NW 19 St and NW 20 St. 8" Gravity Main NW 1 Ave NW 19 St and NW 20 St. 8" Gravity Main NW 20 St NW 1 Ct and NW 1 Ave 8" Gravity Main A copy of the MDWASD Sewer Atlas sheet has been attached. The proposed on -site sanitary sewer system for the property can properly be connected to the existing public gravity mains. A final determination of the points of connection and requirements will not be provided by MDWASD until a Water and Sewer Service Agreement is requested by the owner. A letter of availability from DERM and further coordination with MDWASD is needed, to verify the proposed sanitary sewer service connection points and requirements for this project. MDWASD may require upgrades to the sanitary sewer system, but this can not be determined without a request for a water and sewer service agreement. The flows from the existing MDWASD sanitary sewage mains on NW 1 Avenue are received by MDWASD Regional Pump Station #2. As of August 2005, this pump station is operating under capacity as established by the USEPA, and is not under any type of moratorium. See Attachment for Pump Station Monthly Information. At this time, it is not anticipated that any improvements to the regional pumping and/or transmission systems will be required to connect the proposed Project. However, a final determination regarding the status of the existing transmission system and the need for possible improvements will not be made until the construction plans are submitted to the Miami -Dade County DERM Wastewater Section and a Sanitary Sewage System Capacity Certification Letter is issued. Avenue One 5 Site Utility Study • • • The flows created by this project have been determined and are shown in Table 4. Table 4: Water and Sewer Flow Generation Type of Occupancy Quantity Usage rate Total Average Daily Flow (gpd) Apartment 349 units 200 gpd per unit 69,800 Commercial 8,345sf 10 gpd per 100 sf 834 Total Anticipated Flow 70,634 gpd IV. Solid Waste Generation Solid waste generated by this project will be collected in standard on -site containers for refuse and recyclables. 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 Miami -Dade County's or private disposal and recycling facilities. The volumes of solid waste projected to be generated are shown in Table 5, Table 5: Solid Waste Generation Type of Occupancy Phase l Quantity Usage rate Total Solid Waste Generated (Tons/Day) Apartment 349 units 5lbsfunitlday 0.873 Commercial 8,345sf 6lbs11000sf/day 0.025 Total Anticipated Solid Waste Generated 0.898 Avenue One Site Utility Study • • ATTACHMENTS Preliminary drainage calculations Avenue One 7 Site Utility Study • • Q = CIA Q = ((98%) (0.95) + (2%) (0.25)) (6.2) (4.22) Q = 24.49 cfs Q = 10991 gpm Lowest grate elevation = 14.0 October water table = 2.5 Salt water differential = 1.5 Head = 14.0 — (2.5+1.5) = 10.0 Assuming that the well can percolate 700 gpm per foot of head Water dissipates per well = 10.0 X 700 = 7000 gpm Use safety factor of 2.0, water dissipates per well = 7000/ 2 = 3500 gpm # of drainage well needed = 10991 / 3500 = 3.14 Use 4 wells. Avenue One g Site Utility Study • • • P. 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MEAN SEA PRFPA ED FROM Hsu_ intET RD W, L.+ A'-ERAGCTQBER "ROUND ER LEVEL 2,2 ;ems _°-"Tr IQ • • • ATTACHMENTS Existing utility record Avenue One Site Utility Study • • • Avenue One Site Utility Study 12 • • • Avenue One Site Utility Study 13 • • • ATTACHMENTS Pump station information Avenue One 14 Site Utility Study • • • fa. ;9. 2 S : 2 ',M,1 nmip 5tAtjon 1,14.4thly Mr:or:mat:ion -- ,.Am ftvielo ,S-Lat.L.q.7,7.-30 -0002 ..kz1.14 n.A13 MOTantitt4„OK MUNI LOX wan 4 Unit xyammeof72--- Adat7„925 MOAT= Wm _31_53,42_ MorazoriLM oiteztiv 4ince / / C.T.ar,U Y.7 tAk,Y T7 -7.717,iipi: 5 , Typa,A at,n Cla42,X SptIt'a41 lirgpwr,i, iYaafly MANI frn,,,),„ _,„„ 2.W • - ---- — ,C.J:tr, gros4 C,,i'Vo.c.:L4(gpA),, 57,500,0041 Ros l'TIWillldl ?- SaFtt 2,311,223 4,46 ral 45,60: H5t.11 IlEt Ca,' Ceraft -,., 01 Tlmts,. 0 2.95 hrE 3$30C&pacitY(ZW,„. 34,E40,767a1 Igx.tclno, 0 2,95 hr4 29.51 Irmliat;e67. 71mes•flpd) 4,2000001 ..D.it lb,NAnT iolt Dalai Elow4 acya -0 r..1; Pqp -C-orMaT.ts .07/2913 4 0.00 12,59 0,00 y GJ2S 3.6# 14711 - 04-6 ‘ 4 09/2/1296-6 I.90 11.5A 770 1 W28/420 1.49 ---C49 0.-6U V 7 Wilirlirig 2.92 --11747 Ora Y -g 3710-104 2.77 ---.1r."0/ ---17375 i -3 17171o4 2,60 14:.7S1 9.0 Y _1 $14.46t.thrQ-Ltikto D4ta,.0a/t7/20US7.77WaTa GOLD/U Zmaz'4.or T-qn...›provnt OOLD/S 4.StAtiov. Inform. SOLDiV .Wpatrear, GOLD/D ‹DP,arnreaM =zip 0,11mp GPLO/T Tewer Csr4tfiCatinT Avenue One Site Utility Study 15 • • • '200MK m Ste.t. Et4tior, .NLe:4 N,,Aber .°Almab-or c4,!. ,gallang; OK AS.F,X4 30 00-02 30 AQ30 IW 30 RS94M&R .513, 1.k'.,475A=7,7 Avenue One Site Utility Study (-od) 7547E Cat-5 Et4 ET Mcu; 3,0.5 3.01 2.Q2 0.01 0 16