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Home My WebLink AboutArticle III Site Utility Study• • • The Pointe at Brickell Village 1100 South Miami Avenue Site Utility Study CTE Project No. 04111340 Prepared by: CONSUL -TECH DEVELOPMENT SERVICES, INC. Florida Certificate of Authorization No. 9008 10570 N.W. 27th Street, Suite 101 Miami, Florida 33172 Tel. 305-599-3141 Fax. 305-599-3143 November, 2004 • • . INTRODUCTION The proposed project site is located on 1100 South Miami Avenue, in the southwest corner of SW 11`t' Street and South Miami Avenue. The site area is 0..83 acres. The proposed project will include a 38-story residential tower with a 7 level parking garage and some retail areas. The tower will have a total of 348 condominium units, 7,576 square foot retail area and a 55 seats restaurant. II. DRAINAGE SYSTEM For drainage design purposes, the site will be considered 100% impervious. Landscape and green areas are provided, but these areas will not be considered in the calculations in an effort to be conservative in the storm water management design. Storm water discharge will consist of runoff from rooftops, roadways, vertical building faces and pedestrian areas. Miami -Dade DERM requires that the proposed drainage system take into account 1/3 of the largest vertical building face. The building faces exposed to the south will produce the largest amounts of runoff and will be accounted for in the calculations. The site land use can be summarized as follows: Total Net Impervious Vertical Total Lot Area Area Building Faces Drainage Area (Acres) (Acres) (33%) (Acres) (Acres) 0.83 0.83 0.48 1.31 The proposed drainage plan calls for all pavement runoff to be collected in catch basins capable of detaining the peak inflow from the Miami -Dade County DERM 5-year, 24-hour design storm for 90 seconds. These basins also contain baffles to prevent all oil, grease and foreign matter from flowing into the proposed system. The runoff will then flow into two proposed drainage wells based on calculations found in Table 1. Runoff from building rooftops and vertical faces are uncontaminated by oil and grease and may be piped directly into to the drainage wells. The use of drainage wells is permitted by Dade County DERM in this area due to the high level of salinity found in the groundwater. Since the proposed system is using drainage wells to dispose of excess runoff, an exfiltration trench system will be designed to treat the larger of the • • • first inch of runoff generated before disposing of any runoff, or 2.5 inches over the impervious area. The proposed well and exfiltration trench systems will keep the site dry during the DERM 5 year - 24 hour storm. III. WATER DISTRIBUTION MASTER PLAN The Miami -Dade Water and Sewer Department (MD-WASD) provides the water service in this area. Currently, there is a 12-inch water main on SW 11th Street, and a 16-inch and 6-inch water mains running along South Miami Avenue. Refer to the attached Water Atlas for additional information. The MD-WASD will probably not require the construction of any new water mains for this project. The water and fire line service connections for this project will be provided from the existing mains. The anticipated average daily water consumption for the entire project is 72,729 GPD, and is calculated as shown in Table 2. IV. SANITARY SEWER MASTER PLAN The Miami -Dade Water and Sewer Department (MD-WASD) also provides the sanitary sewer service in this area. There are two existing 6-inch gravity sanitary sewer mains running along SW 11th Street and one 8-inch along South Miami Avenue. The 6-inch sewer along SW 11t' Street is substandard. The slope is very shallow and it is estimated to handle less than half of this project flow under peak conditions. MD-WASD will probably require that the project flow be connected to the 8-inch sewer along South Miami Avenue. However during the permitting process MD-WASD will analize the existing 8-inch sewer line for available capacity. if capacity is not available, MD-WASD will probably require the construction ofa new 8-inch sewer line along SW 1 1 th Street from South Miami Avenue to SW lst Avenue • • • This project is anticipated to generate an average daily sewage flow of 72,729 GPD, an is calculated as shown in Table 2. The wastewater produced by the site will travel via the existing sanitary sewer system to the MD-WASD Regional Pump Station No. 1. According to DERM, the pump station No. 1 is currently operating for 6.04 hours per day. The additional 72,729 GPD will only increase the elapsed time by 0.02 hours to 6.06 hours per day. Thus, the pump station is deemed capable of handling the proposed flow from the project. Pump Station No. 1 transmits all flow directly to the MD-WASD treatment plant on Virginia Key for final treatment before discharge into the Atlantic Ocean. V. SOLID WASTE GENERATION Solid waste generated will be placed in standardized on -site containers for refuse and recyclables per the City of Miami Code, for regular pickup by private hauling companies and/or the City of Miami Solid Waste Department. The solid waste will then be transported to Miami- Dade's Disposal Facilities. Actual waste pick-up locations will be shown in the architectural plans. This project is anticipated to generate an average daily solid waste volume of 498 Cu. Yd/month, and is calculated as shown in Table 3. Generation rates were determined from data provided by the Miami -Dade County Department of Solid Waste. • • TABLE 1 THE POINTE cA BRIKELL VILLAGE DRAINAGE CALCULATIONS Total Net Lot Area = 0.83 Acres Total Drainage Area = 1.31 Acres 1. Impervious = 100% or 1.91 Acres 2. Pervious = 0% or 0.00 Acres 2. Average Runoff Coefficient 3. SFWMD Design Storm Information = 0.98 5-Year 24-Hour Storm (Miami -Dade County W.C. 1.1) Rainfall Intensity = 6.20 inches per hour Purpose = Flood Protection Peak Runoff = CIA = (0.98)(6.20)(1.31) =7.96cfs 4. Well Data 1. Well Diameter = 24 Inches 2. Assumed Well Capacity = 500 gprnlft. of Available Head 3. Mean High Tide Elevation =1.75 ft. (W.C. 20,034-A & W.C. 2.2) 4. Specific Gravity Head Loss = 2.00' 5. Proposed Number of Wells = 2 5. Hydraulic Grade Line Elevations at Well Structure 1. 5 Year DERM Storm (7,96 cfs)l(500 gpmlfl head)(0.002228 cfs/gpm)(2 wells)] + (1.75 + 2.00) = 7.32' NGVD • • • TABLE 2 THE POINTE (i BRIKELL VILLAGE ANTICIPAI`ED AVERAGE DAILY FLOW OF WATER AND WASTEWATER Residential Towers 348 condo units @ 200 gpd/unit Retail 7,576 Sq. Ft. Retail / Restaurant 200 seats 69,600 gpd @ 0.05 gpd/Sq. Ft. = 379 gpd @ 50 gpd/seat — 2,750 gpd Total = 72,729 gpd ANTICIPATED AVERAGE DAILY FLOW WASTEWATER Average Flow = 0.0727 mgd Peak Flow = 0.2727 mgd NOTES: 1 Peak flow uses a factor of 3.75 times average flow (Recommended Standards for Wastewater Facilities, 1990 Edition) 2. gpd = gallons per day 3. No industrial wastewater is anticipated to be generated 4. mgd = million gallons per day • • • TABLE 3 THE POINTE A BRIKELL VILLAGE SOLID WASTE GENERATION Residential Towers 348 units @ 1.25 cu. yds /month per unit = 435 cu. yds./month Retail 7,576 SF of retail / rest space @ 0.25 cu. yds per 100 SF /month = 18.94 cu. yds/month Restaurant 55 seat restaurant @ 0.80 cu. yds per seat/month = 44 cu. yds./mnonth Total anticipated Solid Waste generation = 498 Cu. Yds. /month • WATER ATLAS (MO-WA.SD) • SEWER ATLAS (MD-WASD) PRO3ccY