HomeMy WebLinkAboutSite Utility Study•
Mist
Biscayne Boulevard and NE 8th Street
Site Utility Study
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CTE Project No. 03-0707-40
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
JULY 2003
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. INTRODUCTION
The proposed site is located on the block of NE 8th Street and NE 9th Street between
Biscayne Boulevard and NE 2nd Avenue. The site consists of 1.72 acres (net) and it is
currently an asphalted parking lot.
The proposed project will include a 57-story residential tower with a 10.5-level
parking garage with retail areas at levels 1 and 2, and five office levels. The tower will have
a total of 516 residential units, approximately 29,300 SF of retail space, and approximately
22,500 SF of office space.
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 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:
Total Net Impervious Vertical Total
Lot Area Area Building Faces Drainage Area
(Acres) (Acres) (33%) (Acres)
(Acres)
1.75 1.75 1.70
3.45
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
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three 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 stoiiii, and keep the
flooding below the site perimeter elevation during the SFWMD 25 year - 72 hour storm.
Biscayne Boulevard is a Florida Department of Transportation Right -of -Way, State
Road Number 5. 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
drainage well system will be designed to retain the maximum storm stage of the 100-year, 1-,
2-, 4-, 8-, 24-, 72-, 168- and 240-hour storm events.
III. WATER DISTRIBUTION MASTER PLAN
The Miami -Dade Water and Sewer Department (MD-WASD) provides the water
service in this area. The Department will require the interconnection of the existing 12-inch
water main on NE 2nd Avenue with the existing 24-inch water main on Biscayne Blvd. with
approximately 375 LF of a new 12-inch ductile iron water main extension. 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.
The anticipated average daily water consumption for the entire project is 106,915
GPD, and is calculated as shown in Table 2.
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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 information. The existing sewer lines have
sufficient invert elevation and capacity to collect the sewage flow from this project. Service
to the proposed 57 story residential tower will be provided by sanitary laterals connected to
the existing sewer mains at either SE 8th or SE 9th Street.
This project is anticipated to generate an average daily sewage flow of 106,915 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. 2. Pump station No. 2 is currently
operating for 3.60 hours per day. The additional 106,915 GPD will only increase the elapsed
time by 0.07 hours to 3.67 hours per day. Thus, the pump station is deemed capable of
handling the proposed flow from the project. Pump Station No. 2 transmits all flow directly
to the MD-WASD treatment plant on Virginia Key for final treatment before discharge into
the Atlantic Ocean. Refer to the attached Miami -Dade DERM projections for more
information.
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 Depat tment. 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 773.5
Cu. Yd/month, and is calculated as shown in Table 3.
Generation rates were determined from data provided by the Metro -Dade County
Department of Solid Waste.
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1. Total Net Lot Area
Total Drainage Area
1. Impervious
2. Pervious
TABLE 1
MIST
DRAINAGE CALCULATIONS
= 1.75 Acres
= 3.45 Acres
100% or 3.45 Acres
= 0% or 0.00 Acres
2. Average Runoff Coefficient = 0.98
3. SFWMD Design Storm Information
1. 5-Year 24-Hour Storm (Miami -Dade County W.C. 1.1)
Rainfall Intensity
Purpose
Peak Runoff
2. SFWMD 25 Year
Rainfall Intensity
Purpose
Peak Runoff
3. FDOT 100 Year -
Rainfall Intensity
Purpose
Peak Runoff
= 6.20 inches per hour
= Flood Protection
= CIA=(0.98)(6.20)(3.45)
= 20.96 efs
- 72 Hour Storm (Miami -Dade County W.C. 1.1)
= 7.40 inches per hour
= Perimeter Beuu
= CIA--(0.98)(7.40)(3.45)
= 25.02 cfs
1 Hour Storm
= 5.10 inches per hour
= Discharge to Biscayne Blvd.
= CIA=(0.98)(5.10)(3.45)
= 17.24 cfs
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4. FDOT Design Storm Information
Storm Duration
1 Hour
2 Hour
4 Hour
8 Hour
24 Hour
72 Hour
168 Hour
240 Hour
5. Well Data
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)
1. Well Diameter = 24 Inches
2. Assumed Well Capacity = 800 gpmlft. of Available Head
3. Mean High Tide Elevation = 1.50 ft. (taken from W.C. 20,034-A)
4. Specific Gravity Head Loss = 2.00'
5. Proposed Number of Wells = 3
6. Hydraulic Grade Line Elevations at Well Structure
1. 5 Year DERM Storm
= (20.96 cfs)/[(800 gpm/ft head)(0.002228 cfs/gpm)(3 wells)] + (1.50 + 2.00)
= 7.42' NGVD
2. SFWMD 25 Year - 72 Hour Storm
(25.02)[(800 gpm)(0.002228 cfs/gpm)(3 wells)] + (1.50 + 2.00)
= 8.18' NGVD
3. FDOT 100 Year - 1 Hour Storm
= (17.24 cfs)[(800 gpm)(0.002228 cfs/gpm)(3 wells)] + (1.50 + 2.00)
= 6.72' NGV❑
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Consul -Tech Development Services, Inc.
MIST
Made by: H.D. Date: 7; I6/2003
Checked by: MAO Time: 5:00 PM
The runoff produced by the project will be disposed of by three (3) proposed 24"
drainage wells.
Total Drainage Area = 3.45 acres.
Impervious Area = 3.45 acres.
Pervious Area = 0.00 acres.
Lowest Structure Top Elevation = 8.00 ft. NGVD.
(C= 0.95 )
(C = 0.25 )
Mean High Tide Elevation = 1.50 ft. NGVD.
Specific Gravity Head Loss = 2.00 ft.
Well Capacity = 800 gpm / ft. of available head (24" dia. Well)
Number of Drainage Wells = 3
Design Storni Frequency = 5 Years
Minimum Time of Concentration = 10.00 Minutes
Inflow Rate Towards Well = CIA
Hydraulic Head at Well = Inflow rate / (Well Capacity x Number of Wells)
HGL Elevation at Well = Hydraulic Head + Mean High Tide Elev. + Specific Gravity Head Loss
Minimum Time of Concentration = 10.00 Minutes
CA = 3.2775
Rainfall Intensity = 6.10 in/hr
Inflow Rate Towards Well = 19.99 cfs
Hydraulic Head at Well = 3.74
The maximum stage of 7.24' does NOT exceed the
lowest rim elevation of 8.00'.
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TABLE 2
MIST
ANTICIPATED AVERAGE DAILY FLOW
OF WATER AND WASTEWATER
Residential Towers
516 units
Retail Space
29,300 SF of retail space
Office Space
22,500 SF of retail space
@ 200 gpd/unit
@ 5 gpd!100 SF
@10gpoll00SF
ANTICIPATED AVERAGE DAILY FLOW WASTEWATER
Average Flow = 0.107 mgd
Peak Flow — 0.401 mgd
NOTES:
= 103,200
= 1,465 gpd
= 2,250 gpd
Total = 1.06,915 gpd
1. Peak flow uses a factor of 3.75 times average flow (Recommended Standards for Wastewater
Facilities, 1990 Edition)
2. gpd Y gallons per day
3. No industrial wastewater is anticipated to be generated
4. mgd = million gallons per day
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TABLE 3
MIST
SOLID WASTE GENERATION
Residential Towers
516 units @ 1.25 cu. yds /month per unit
= 645 cu. yds./month
Commercial and Retail Space
29,300 SF of retail space @ 0.25 cu. yds per 100 SF /month = 73.25 cu. yds/month
Commercial and Office Space
22,500 SF of retail space @ 0.25 cu. yds per 100 SF /month = 55.25 cu. yds/month
Total anticipated Solid Waste generation = 773.5 Cu. Yds. /month
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- W_ATLAS
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MIAMI-DADE COUNTY DERM
Pump Station No.2 Usage and Projections
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16. 1't,. , 1 ..A,' Pump Station
5Cation,,30 -0002 Atlas Pg..E13
MIA MI DADE -RATER a SEWER DEPARTMENT
Addr..S25 BISCAYNE BLVD
Sec -Township -Range 31-53-42
Gene._ ET clock , Y TeJ. Y #Pumps . 5
Pump T;:rpeA Stn iass.M Speea.R Erspwr.+
Res flow(gpd)
Plans.. 1,212,119
Plats.. 0
Extens. 0
Proj Napet
3.60 hrs
2.76 hrs
2.76 hrs
Cap
36.00
27.60
27.60
Date MQ.NAPOT
05/27/2003
04/25/2003
03/27/2003
02/26/2003
01/27/2001
1.2/23/2002
11/21/2002
GOLD/M
GOLD/D
GOLD/G
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Station
<D›owns
Codes &
Monthly Information
93
Review›
Mcratcri lei.. 0R
Moratorium eective since
/ 1
Yearly NAPOT (h s) 2.76
Stn Gross Capacity (qpd) .. 57, 600, 000
Statton.Reduction Factor...—. 0.60
Stn Net Cap Certif(gpd)., 0
Stn Net Capacitv(gpd) „ .. 34,560,000
Indicated F1ows(grad)..... 3,974,400
Avg Daily Flows Rgd #
1.40 5.61.
0.72 2.87
2.77 11.04
2.78 11.13
Fig Prnp
0.00 Y 5
0.00 Y s
0.00 Y 5
0.00 Y 5
2.80 1 .21 0.00 Y
3.03 12.13 O.bo Y 5
2.99 11.9i 0.00 Y 5
Signature..LEALG
I<m>pravernent GOLD/S
tream Station
Cata<g>ories GOLD/T
Comments
Sign Date
<S>tation Inform.
Sewer Cer<t>ifica
..03/17/2003 13:52:24.01
GOLD/U <U>pstrean Station
GOLD/P <P>uttp Ir_forrr.atian
tion
�_. 16.23:3 1': 4A l�f L -n
=2003071611531801*SILV�,.' * This is no.. �.. off'. a1 chop._.
'nt * CurreriC Delta='o; e^ted
. Stat station Station ET (Hrs) FT (firs) (firs)
R Type Owner Number
ellors ( Pd) 104675
Proposed Number of 5
Downstream Stations ***********'�****,*xtx
*��*�xx�Wx**��*�wa.�*�*x**x�**** .0.07
Ok ASRM+ 30 0002 1002.13366�1 0.02
IN 30 1001.99 0.01
AC IN 30 RS95APR 30 RS 1001.72 0,01
N
IN 30 RS94M 1(7{?1.85 0.01
R
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** tie**•***
3.67
1002.15
10C2.00
1001.72
1001.56