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Home My WebLink AboutSite Utility Study• • CHANTICLEER BAYVIEW CONDOMINIUMS SW 1ST Street and SW 6t'' Avenue site Utility Study CTE Project No. 03-1112-40 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 2003 • • I. INTRODUCTION The proposed project is Located at SW 6th Avenue between West Flagler Street and SW 15` Street. Tract A of the project consists of lots 1-5, and lots 15-20, located at the northwest comer of SW 6th Avenue and SW l5t Street. Tract B, consisting of lots 11-12, is located at the northeast corner of SW 6th Avenue and SW 1st Street. The construction of the project will be divided in two phases. Lots 1 through 5 will be part of Phase I, while lots 11- 12, and 15-20, will be part of Phase 11. The proposed project will consists of a multipurpose 21-story tower with townhouses, apattuient units, offices and retail space. The proposed tower will have a total of 245 residential units, approximately 7,500 SF of retail space, a 3,100 SF restaurant, and a five levels parking garage. Construction on Tract B consists of a two story office building and parking garage. The project's total office space is approximately 19,810 SF. II. DRAINAGE SYSTEM. For drainage design purposes, the site will be considered 1.00% impervious. Landscape and green areas are provided, but these areas will not be considered in the calculations in aneffort 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, however, since this is an infill project, there is no practical way of collecting the runoff from the face of the building. The site land use can be summarized as follows: Total Lot Area Impervious Total (Acres) Area Drainage Area (Acres) (Acres) Tract A: 1.8 1.8 1.80 Tract B: 0.3 0.30 0.30 • • Pavement' runoff from Tract A is to be collected in catch basins capable of detaining the peak inflow from the Miami -Dade County DERM 5-Year, 24-Hours design storm for 90 seconds. These basins also contain baffles to prevent all oil, grease and foreign matter from flowing into the proposed drainage system. The runoff will then flow into two proposed drainage wells based on calculations found in Table 1. Runoff from building roof tops are not contaminated by oil and grease and may be piped directly into 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 wells and exfiltration trench systems will keep the site dry during the DERM 5 Years - 24 Hour storm. Runoff from Tract B will be disposed off by an exfiltration trench system. West Flagler Street is a Florida Department of Transportation Right -of -Way, State Road Number 960. According to Department rules, additional calculations must be performed to prove to the Department that there will be no discharge into the State Right -of - Way, The proposed drainage system will be designed to retain the maximum storm stage of the 100-year, 1-, 2-, 4-, 8-, 24-, 72-, 168- and 240-hour store events on site, and avoid any discharge into the FDOT Right of Way. III. WATER DISTRIBUTION MASTER PLAN The Miami -Dade Water and Sewer Department (MD-WASD) provides the water service in this area. An existing 12-inch water main at the intersection of SW 6t1' Ave. and SW 1st Street will be extended approximately 325 feet along SW 1st Street. Approximately 400 LF of new 12-inch ductile iron water main will interconnect the proposed 12-inch water main along SW 1st Street to the existing 8-inch water main on West Flagler Street. Domestic water and fire line connections for this project will be provided from the new 12-inch water main. At least one fire hydrant should be installed on the proposed water main. 3 • • • The anticipated average daily water consumption for the entire project is 58,856 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 sanitary sewer mains all around the property. Refer to the attached Sewer Atlas for additional info' u ation. The existing sewer lines have sufficient invert elevation and capacity to collect the sewage flow from this project. Service to the proposed 21 story residential tower will be provided by sanitary laterals connected to the existing sewer mains at SW ls` Street and SW 6th Avenue. This project is anticipated to generate an average daily sewage flow of 58,856 GPD, and is calculated as shown in Table 2. 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 Metro-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 494.5 Cu. Yd/month, and is calculated as shown in Table 3. Generation rates were detennined from data provided by the Metro -Dade County Department of Solid Waste. • TABLE 1 CHANTICLEER DRAINAGE CALCULATIONS 1. Total Net Lot Area 1. Impervious 2. Pervious 2. Average Runoff Coefficient 3. SFWMD Design Storm Information = 1.80 Acres = 100% or 1.80 Acres = 0% or 0.00 Acres 0.98 5-Year 24-H.our Storm (Miami -Dade County W.C. 1.1) Rainfall Intensity Purpose Peak Runoff • 2. FDOT 100 Year - 1 Hour Stoitn Rainfall Intensity Purpose Peak Runoff 4. FDOT Design Storm Information Storm Duration 1 Hour 2 Hour 4 Hour 8 Hour 24 Hour 72 Hour 168 Hour 240 Hour • = 6.20 inches per hour = Flood Protection CIA=(0.98)(6.20)(1.80) — 10.94 cfs = 5.10 inches per hour = Discharge to West Flagler Street CIA=(0.98)(5.10)(1.80) = 9.00 cfs Rainfall Amount (Inches) 5.1 (Figures 5-1 & 5-11) 6.3 (Figures 5-1 & 5-11) 7.8 (Figures 5-1 & 5-11) 9.6 (Figures 5-1 & 5-11) 14.0 (Figure 5-13) 19.0 (Figures 5-14 & 5-15) 20.0 (Figure 5-16) 23.0 (Figure 5-17) • 5. Well Data 1. Well Diameter = 24 Inches 2. Assumed Well Capacity = 700 gpmlft. of Available Head 3. Mean High Tide Elevation = 2.00 ft. (taken from W.C. 20,034-A) 4. Specific Gravity Head Loss = 2.00' 5. Proposed Number of Wells = 2 6. Hydraulic Grade Line Elevations at Well Structure 1. 5 Year DERM Storm = (10.94 cfs)/[(700 gpmlft of head)(0.002228 cfslgpm)(2 wells)] + (2.00 + 2.00) = 7.51' NGVD 2. FDOT 100 Year - 1 Hour Storm = (9.00 cfs)/[(700 gpm/ft of head)(0.002228 cfs/gpm)(2 wells)] + (2.00 + 2.00) = 6.89' NGVD • • • Residential Towers 245 units TABLE 2 CHANTICLEER ANTICIPATED AVERAGE DAILY FLOW OF WATER AND WASTEWATER @ 200 gpd/unit = 49,000 gpd Retail Space 7,500 SF of retail space @ 5 gpd/100 SF = 375 gpd Office Space 19,810 SF of office space @ l0 g@100 SF = 1,981 gpd Full Service Restaurant 3,100 SF of restaurant space @ 50 gpd/seat = 7,500 gpd (approximately 150 seats) Total = 58,856 upd ANTICIPATED AVERAGE DAILY FLOW WASTEWATER Average Flow _ 0.0589 mgd Peak Flow 0.221 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 CHANTICLEER SOLID WASTE GENERATION Residential Tower 245 units @ 1.25 cu. yds /month per unit = 306.25 cu. yds/month Commercial and Office Space 7,500 SF of retail space and 19,810 SF of office space @ 0.25 cu. yds per 100 SF /month = 68.275 cu. yds/month Restaurant 150 seats restaurant @ 0.80 cu. yds per seat /month = 120 cu. yds/month Total anticipated Solid Waste generation = 494.5 Cu. Yds. /month IJROWAR0 4140Z • IS IS •G 25i GOON Y kA.D. 7•. 1 'PA *ICES W4 a, 116. ` SCALE 3 4 vs - •a 1172.4 • a a .Q FS:•'at C-4M U• Y�81�i M i 4 6 (5f' Tit '�rCir]� Drell ert 60 •ko.x,.1• •3 • y1MM� 2 - ��11111 (EST1MATED1 NOTES CONTOUR INTERVAL 1.0 FOOT. (Except as indicated) 2. DATUM 1S MEAN SEA LEVEL. NOTE; PREPARED FROM US,S.S. SURVEY DATA METROPO .ITAN DADE COUNTY PUBUC WORKS DEPARTMENT APPROVED 4/5/72 2/:9/75 ..M 4/t4/77 DESIGN STANDARDS AVERAGE OCTOBER GROUND WATER LEVEL 1960 75 W.C. 2.2 SHE ET l OF • • • NAPLES A TL.44iVrfG FT. PIERCE 5 t � STUART 7 UP!TER BDCA RATOW FORT LAU f]ER DALE UNIT't !NCt4ES O io 20 30 MILES FIGURE C-3. 1-DAY RAINFALL: 5-YEAR RETURN PERIOD C-5 • • • Consul -Tech Development Services, Inc. Made by: I1.D. Date: I 1 ' 17.2003 Checked by: MAO Time: 8:00 .AM CHANTICLEER CONDOMINIUMS DRAINAGE WELL CALC LATLONS The runoff produced by the project will be disposed of by three proposed 24 drainage wells and some exiiltration trench. Total Drainage Area — 1.80 acres. Impervious Area 1.80 acres. (C Pervious Area -- 0.00 acres, (C Lowest Structure Top Elevation 8.00 ft. NGVD. 0.95 0.25 Mean lligb Tide Elevation 2.00 ft. NOVI). Specific Gravity Head Loss = 2.00 ft. Well Capacity--- 700 gpm ft. of available head (4" dia. Well) Number of Drainage Wells 2 Design Storm Frequency = 5 Years Minimum Time of Concentration -- 10.00 Minutes PROPOSED DRAINAGE WELL DESIGN` Inflow Rate Towards Well = CIA hydraulic Head at Well = Inflow rate / (Well Capacity x Number of Wells) IiGL Elevation at Well = Hydraulic Head + Mean High Tide Elev. + Specific Gravity Head Loss Minimum Time of Concentration --- 10.00 Minutes CA -- 1.7100 Rainfall Intensity 6.10 inihr Inflow Rate Towards Well - 10.43 cfs Hydraulic Head at Well = 3.34 H L:ELEV. AT WELL STRUCTURE = 7.34 ft. NGVD. *'`MAC ALLOWABLE HGL' ELEV. = 8.09 t. NGVD. WA A AS