HomeMy WebLinkAboutSite Utility Study•
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THE EVERGLADES
on the
BAY
SITE UTILITY STUDY
Prepared by:
CSA Southeast, Inc.
100 Miracle Mile, Ste 300
Coral Gables, FL 33134
Tel: (305) 461-5484
Fax: (305) 461-5494
January 2004
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INTRODUCTION
The proposed site is located within the limits of the City of Miami, Florida. The
proposed site is bordered on the east side by Biscayne Boulevard, on the west side by
existing buildings, on the north side by N.E. 3rd Street, and on the south side by N.E. 2nd
Street. The site, consisting of 2.804 acres (net) and is currently occupied by the
Everglades Hotel which will be demolished.
The proposed project will include two towers with a total of 870 units and a parking
facility within each of the buildings with a total of 1,14E parking spaces.
II. DRAINAGE SYSTEM
Stow). water discharge will consist of runoff from rooftops, 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. It is anticipated that a portion of the
building faces exposed to the north and east will produce the largest amounts of runoff
and will be accounted for in the calculations. The site land use can be summarized as
follows:
Vertical Total
Total Net Lot Area Impervious Area Building Faces (33%) Drainage Area
(Acres) (Acres) (Acres) (Acres)
2.804 2.800
1.41 4.22
The proposed drainage system will call for all runoff to be collected in yard basins
capable of detaining the peak inflow from the Miami -Dade County DERM 5-year, 24-
hour design storm for 90 seconds. The runoff will then flow into the proposed three
drainage wells based on calculations found in Table 1. Runoff from building rooftops
and vertical faces are not contaminated by oil and grease and may be piped directly 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 will not have an outfall connections, the system will be designed to retain the
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entire runoff from the 5-year, 24 hour storm. The proposed wells will keep the site dry
during the DERM 5-year, 24-hour storm, keep the flooding below the site perimeter
elevation during the SFWMD 25-year / 72-hour storm, and keep the flooding below the
minimum building finished floor elevation during the SFWMD 100-year — 72 hour storm.
III. WATER DISTRIBUTION MASTER PLAN
The Miami -Dade Water and Sewer Department (MD-WASD) provides the water service
in this area. The site is being served by a 12-inch ductile iron water main located on NE
2"d Street, N.E 3rd Street and Biscayne Boulevard. Refer to the attached Water Atlas for
additional information. Domestic water and fire line connections for this project will be
provided from the existing 12-inch water main.
The anticipated average daily water consumption for the entire project is 174,000 gpd,
and is calculated a shown in Table 2.
IV. SANITARY SEWER MASTER PLAN
The Miami -Dade Water and Sewer Department (MS-WASD) also provides the sanitary
sewer service in this area. The site is served by a 10-inch sewer main located N.E. 2nd
Street, N.E. 3rd Street and Biscayne Boulevard. Refer to the attached Sewer Atlas for
additional information. The existing sewer lines have sufficient invert elevation and
capacity to collect the sewage flow from this project. A new sewer lateral will be
constructed connecting to the existing 10-inch sewer main.
This project is anticipated to generate and average daily sewage flow of 174,000 gpd, and
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. 30-0002. Pump station No. 30-0002 is a very
large pump station. Thus, the pump station is deemed capable of handling the flows
generated from the project. Pump Station No. 30-0002 transmits all flow directly to the
MD-WASD treatment plant on Virginia Key for final treatment before discharge into the
Atlantic Ocean.
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SOLID WASTE GENERATION
Solid waste generated will be placed in standardized an -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 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 1,088 cu.
Yds / month, and is calculated as shown in Table 3.
Generation rates were from data provided by the Metro -Dade County Department of
Solid Waste.
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TABLE 9
DRAINAGE CALCULATIONS
1 Total Site Area = 2.804 Acres
Breakdown of Drainage Area
a) Impervious: 2.8003 Acres
b) Pervious: 0.0037 Acres
Total Drainage Area 4.21 Acres
2 Average Runoff Coefficient = (0.95x4.2103)+(0.25x0.0037) + 4.22
= 0.63
3 SFWMD Design Storm Information
i4 Well Data
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5 Year-24 Hour
25 Year - 72 Hour
100 Year- 72 Hour
6.2
7.4
8.5
Flood Protection
Perimeter Berm
Finished Floor Elev.
16.46
19.65
22.57
1 Well Diameter:
2 Assumed Well Capacity:
3 Mean High Tide Elevation:
4 Specific Gravity Head Loss:
5 Proposed Number of Wells:
5 Hydraulic Grade Line Elevations at Well Structure
5 Year - 24 Hour
25 Year - 72 Hour
10O Year - 72 Hour
6.60
7.19
7.74
24
800
1.52
2
3
Inches
gpm/ft of head
ft
ft
Elevation Formula: {(Runoff) / [(Assumed Well Capacity)(2.228x10-3 cfslgpm)(Number of Wells)]}
+ (Mean High Tide Elev + Specific Gravity Headloss)
6 100 Year Flood Elevation
In Accordance with the enclosed flood routing calculations , the maximum
expected stage for the 100 - year storm will be 10.99'
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TABLE 2
ANTICIPATED AVERAGE DAILY FLOW
OF WATER AND WASTEWATER
Two Buildings with 49 Stories each
870 Apartment Units @ 200 gpdiunit: 174,000 gpd
ANTICIPATED AVERAGE DAILY FLOW WASTEWATER
Average Flow:
Peak Flow:
174,000 gpd
696,000 gpd
No industrial waste is anticipated
TABLE 3
SOLID WASTE GENERATION
870 Apartment Units @ 1.25cu. Yds. / unit = 1087.50 cu. Yds. / month
Total mount anticipated: 1088 cu. Yds. / month
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100yr_w Discharge.TXT
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PROJECT NAME
REVIEWER
PROJECT AREA
GROUND STORAGE . .
TERMINATION DISCHARGE :
DISTRIBUTION TYPE
RETURN FREQUENCY
RAINFALL DURATION .
24-HOUR RAINFALL .
REPORTING SEQUENCE
STAGE STORAGE
(FT) (AF)
9.40 .00
9.90 .11
10.40 .44
10.90 .99
11.40 1.75
11.90 2.74
12.40 3.94
12.90 5.33
SCS PROGRAM
Everglades at the Bay
4.21 ACRES
.00 INCHES
999.00 CFS
SFWMD
100.00 YEARS
3-DAY
11.00 INCHES
STANDARDIZED
DISCHARGE
(CFS)
5.35
5.35
5.35
5.35
5.35
5.35
5.35
5.35
Page 1
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100yr_w Dischye.TXT
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1
-- R E S E R V O I R
RAIN ACCUM. BASIN ACCUM. ACCUM. INSTANT AVERAGE
TIME FALL RUNOFF DISCHGE INFLOW VOLUME OUTFLOW DISCHGE DISCHGE STAGE
(HR) (IN) (IN) (CFS) (AF) (AF) (AF) (CFS) (CFS) (FT)
.00 .00 .00 .0 .0 .0 .0 .0 .0 9.40
4.00 .27 .27 .3 .1 .0 .1 .3 .3 .50
8.00 .54 .54 .3 .2 .0 .2 .3 .3 .50
12.00 .80 .80 .3 .3 .0 .3 .3 .3 .50
16.00 1.07 1.07 .3 .4 .0 .4 .3 .3 .50
20.00 1.34 1.34 .3 .5 .0 .5 .3 .3 .50
24.00 1.61 1.61 .3 .6 .0 .6 .3 .3 .50
28.00 2.00 2.00 .4 .7 .0 .7 .4 .4 .73
32.00 2.39 2.39 .4 .8 .0 .8 .4 .4 .73
36.00 2.78 2.78 .4 1.0 .0 1.0 .4 .4 .73
40.00 3.17 3.17 .4 1.1 .0 1.1 .4 .4 .73
44.00 3.56 3.56 .4 1.2 .0 1.2 .4 .4 .73
48.00 3.95 3.95 .4 1.4 .0 1.4 .4 .4 .73
52.00 4.44 4.44 .7 1.6 .0 1.6 .7 .5 1.15
56.00 5.46 5.46 1.4 1.9 .0 1.9 1.4 1.1 2.46
58.00 6.29 6.29 2.1 2.2 .0 2.2 2.1 1.7 3.61
59.00 6.91 6.91 3.0 2.4 .0 2.4 3.0 2.5 5.25
59.50 7,46 7.46 4.7 2.6 .0 2.6 4.7 4.2 8.20
59.75 9.11 9.11 28.0 3.2 .5 2.7 5.3 5.0 10.09
60.00 11.16 11.16 34.9 3.9 1.1 2.8 5.3 5.3 10.70
Page 2
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100yr_w Dische.TXT
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R E S E R V O I R-
RAIN ACCUM. BASIN ACCUM. ACCUM. INSTANT AVERAGE
TIME FALL RUNOFF DISCHGE INFLOW VOLUME OUTFLOW DISCHGE DISCHGE STAGE
(HR) (IN) (IN) (CFS) (AF) (AF) (AF) (CFS) (CFS) (FT)
60.50 11.97 11.97 6.8 4.2
61.00 12.39 12.39 3.5 4.3
62.00 12.95 12.95 2.1 4.5
64.00 13.63 13.63 1.4 4.8
68.00 14.42 14.42 .8 5.1
72.00 14.95 14.95
.6 5.2
SUMMARY INFORMATION
1.2 3.0 5.3 5.3 10.99
1.1 3.2 5.3 5.3 10.96
.9 3.6 5.3 5.3 10.78
.2 4.6 5.3 5.3 10.06
.0 5.1 .8 1.5 1.48
5.2 .6 .6 .98
MAXIMUM STAGE WAS 10.99 FEET AT 60.50 HOURS
MAXIMUM DISCHARGE WAS 5.3 CFS AT 59.75 HOURS
Page 3
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