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Miami River Village
Phase I, II & III
' MAJOR ..USE .._SPECIAL .PERMIT
SITE UTILITY STUDY
PREPARED FOR
The Epoch Corporation
1
1
by:
KIMLEY-HORN AND ASSOCIATES, INC.
420 LINCOLN ROAD, SUITE 353
MIAMI BEACH, FL 33139
1
AUGUST 2003
1
Kimley-Horn
and Associates, Inc.
Miami River Village.
Phase I, II & III
MAJOR USE SPECIAL PERMIT
SITE UTILITY STUDY
PREPARED FOR
The Epoch Corporation
by:
K MLEY-HORN AND ASSOCIATES, INC.
420 LINCOLN ROAD, SUITE 353
MIAMI BEACH, FL 33139
AUGUST 2003
Miami River Village
Phase I, II & III
Site Utility Study
Introduction
Miami River Village, Phase 1, II and Ii1 is a proposed mix -use development to be located
on an approximately 5.30 +/-acre property located on the west side of South Miami
Avenue, between SW 3rd Street and the Miami River, in the City of Miami, Miami -Dade
County, Florida (see site location map -Fig 1). The development consists of a total of
1,304 residential apartment units (1,353,743 sf), 92,043 sf of office space, 9,113 sf of
restaurant/cafe, 23,419 sf of retail and approximately 1,994 parking spaces, including
both surface parking and a parking garage. Table 1, below depicts the phase details of the
proposed project.
Table 1:
Proj eet Summary
3
1pa cy
s
(uanits)
v st ,
Restaurar t/
safe
Parking, z
Phase I
451
1,992
35,554
9,113
554
Phase II
452
3,134
55,489
0
750
Phase III
401
18,293
0
0
690
Total
1304
23,419
92,043
9,113
1,994
Miami River Village Phase 1, I1 & III
Site Utility Study
Page 2
I I
LL1
Figurel:
Site Location Map
NW gth STREET
N.W CORNER
SCC. 7 -5-4-- 4 /
WEST OZER
\\
\\\
COF?NC
STREET 1)4
PROPOSED
PROJECT
STREET
/
1 ALE CORNER
SEC. 7 -.54- y
• PlY
r4), 5.r. CORNER
1 SEC.
Miami River Village Phase I, II & III
Site Utility Study
Page 3
I. Drainage
Existing Drainage
Presently, the site is completely vacant. There is no existing drainage system on -site.
Proposed Drainage System
The drainage system for the development will consist of a series of drainage wells. This will
allow the storm runoff to be fully contained and disposed of on site. The project will be
designed consistent with a 5-year design storm event, in accordance with Section D-4,
"Water Control", of Part 2 of the Miami -Dade County Public Works Manual.
It is anticipated that twenty-four (24) 24" drainage wells will provide sufficient capacity to
dispose of the design stoain runoff contributed by all three (3) phases of the proposed
development. Preliminary drainage computations for the project areas are provided in Tables
2 and 3, which includes the basis for design.
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 other local, State and federal regulatory agencies having
jurisdiction over the project.
Table 2:
Phase I Drainage Calculations
Runoff Generation
Total Net Site Area
Impervious Area
Roof Area
Exterior Wall Area (1/2 NE corner wall areas)
73,468 sf =
Total Impervious Area
Pervious Area (green areas)
Total Contributing Drainage Area
1.85 Acres
0.45 Acres
1.16 Acres
1.69 Acres
3.30 Acres
0.27 Acres
3.57 Acres
Miami River Renaissance- Phase I & II
Site Utility Study Page 4
Table 2 (Cont'd):
Phase I Drainage Calculations
Average Runoff Coefficient (C)
Impervious Site Area = 1.91 x (0.90)
Pervious Site Area = 0.27 x (0.30)
2.97
0.08
Average Runoff Coefficient (C) = (2.97 + 0.08) /3.57= 0.85
Design Storm 5 Year Return Frequency
Time of Concentration 10 min.
Rainfall Intensity (I) 6.10 in/hr
Peak Runoff (Q) = CIA = (0.85) (6.10) (3.57) = 18.51 cfs
Assume each 24" diameter well flows at 760gpm / per ft of head = 12.67 gps = 1.69cfs
Peak Runoff / Flow per Well = 18.51 cfs / (Ave. 1.5 ft of head x 1.69 cfs) = 7.30 wells
Provide 8 - 24" Diameter Weiss
Detention Tank
Design Criteria: 1.5 minute (90 sec) detention time per detention structure
Volume of Tank required for (18.51 cfs x 90 sec.) / 8 = 208 cubic ft / tank
Interior Tank Dimensions: h' (width) x 3' (height) x 12' (length) = 208 cubic feet each
h = 5.78
Provide 1 tank for each well, of 208 c.f. volume each
Table 3:
Phase II Drainage Calculations
Runoff Generation
Total Net Site Area 2.0 Acres
Impervious Area 0.44 Acres
Roof Area 1.37 Acres
Miami River Renaissance- Phase I & II
Site Utility Study Page 5
Exterior Wall Area (1/2 NE corner wall areas)
61,320 sf =
Total Impervious Area
1.41 Acres
3.22 Acres
Table 3 (Coned):
Phase Ti Drainage Calculations
Pervious Area (green areas) 0.35 Acres
Total Contributing Drainage Area 3.57 Acres
Average Runoff Coefficient (C)
Impervious Site Area = 3.22 x (0.90) = 2.90
Pervious Site Area = 0.35 x (0.30) = 0.11
Average Runoff Coefficient (C) = (2.90 + 0.11) /3.57 = 0.84
Design Storm 5 Year Return Frequency
Time of Concentration 10 min.
Rainfall Intensity (I) 6.10 ini/hr
Peak Runoff (Q) = CIA = (0.84) (6.10) (3.57) = I8.29cfs
Assume each 24" diameter well flows at 760gpm / per ft of head = 12.67 gps = 1.69cfs
Peak Runoff / Flow per Well = 18.29 cfs / (Ave. 1.5 ft of head x 1.69 cfs) = 7.21 wells
Provide 8 - 24" Diameter Well
Detention Tank
Design Criteria: 1.5 minute (90 sec) detention time per detention structure
Volume of Tank required for (18.29 cfs x 90 sec.) / 5 = 206 cubic ft / tank
Interior Tank Dimensions: h' (width) x 3' (height) x 12' (length) = 206 cubic feet each
h = 5.72
Provide 1 tank for each well, of 206 c.f. volume each
Miami River Renaissance- Phase I & II
Site Utility Study Page 6
1
Table 4:
Phase III Drainage Calculations
Runoff Generation
i
Total Net Site Area
Impervious Area
Roof Area
Exterior Wall Area (1/2 NE corner wall areas)
77,600 sf =
Total Impervious Area
Pervious Area (green areas)
Total Contributing Drainage Area
Average Runoff Coefficient (C)
Impervious Site Area = 3.20 x (0.90)
Pervious Site Area — 0.11 x (0.30)
1.37 Acres
1.15 Acres
0.27 Acres
1.78 Acres
3.20 Acres
0.11 Acres
3.31 Acres
= 2.88
0.03
Average Runoff Coefficient (C) = (2.88 + 0.11) /3.31 = 0.90
Design Storm
Time of Concentration
Rainfall Intensity (I)
5 Year Return Frequency
10 min.
6.10 in/hr
Peak Runoff (Q) = CIA = (0.90) (6.10) (3.31) = 18.17 efs
Assume each 24" diameter well flows at 760gpm / per ft of head = 12.67 gps = 1.69cfs
Peak Runoff / Flow per Well 18.17 efs / (Ave. 1.5 ft of head x 1.69 cfs) = 7.17wells
Provide 8- 24" Diameter Wells
Detention Tank
Design Criteria: 1.5 minute (90 sec) detention time per detention structure
Volume of Tank required for (18.17 efs x 90 sec.) / 8 = 205 cubic ft / tank
Interior Tank Dimensions: h' (width) x 3' (height) x 12' (length) = 205 cubic feet each
h = 5.70
Provide 1 tank for each well, of 205 c.f. volume each
Miami River Renaissance- Phase I & II
Site Utility Study Page 7
111
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 5.
Table 5:
Existing Water Mains
`, �„ -. 3 x'e
'��,d"'S � ,� _
�13�`s���itr t73..
SW 3"d St.
Abutting North property line along SW
3rd.
4„ D.I
S. Miami Ave
Along S. Miami Ave approximately 350
feet south from SW 3rd Street
12„ D I
In accordance with County criteria, MDWASD will require the installation of a new 12-inch
ductile iron (DI) watermain on SW 3rd Street along the property frontage. MDWASD will
likely not require a new watermain extension along the South Miami Avenue frontage since
that main would "dead-end" at the Miami River. A request for a Water and Sewer
Availability Letter should be submitted to MDWASD, to determine the specific points of
connection and other requirements.
A copy of the MDWASD water atlas sheet for the project area has been attached.
II. Sanitary Sewer Collection System
Table 6 depicts the sanitary sewer mains owned and operated by Miami -Dade Water and
Sewer Department (MDWASD), within the vicinity of the project.
Miami River Renaissance- Phase T & II
Site Utility Study
Page 8
1•
Table 6:
Existing Sanitary Sewer Mains
SW 3'1 St.
Along the north frontage of the property
10" gravity main
S. Miami Ave
South from SW 3rd Street
approximately 200 ft along S. Miami
Ave.
24" gravity main
A copy of the MDWASD Sewer Atlas sheet has been attached_
The proposed on -site sanitary sewer system for the property can be connected to either or
both of the existing public mains. A letter of availability and further coordination with
MDWASD is recommended to verify proposed sanitary sewer service connection points for
this project.
The flows from the existing MDWASD sanitary sewage mains on South Miami Avenue and
Sw 3`d Street are received by MDWASD Regional Pump Station #1, which is located at 390
NW North River Drive. Pump Station No. 1 is currently operating at an average yearly
NAPOT of 4.36 hours/day, approximately 50% of the maximum allowed by EPA, and is
presently not under any type of moratorium (see attached pump station report). It is not
anticipated that any improvements to the regional pumping and/or transmission systems will
be required to connect the proposed project.
The additional flows created by these projects have been determined and are shown in Table
7.
Miami River Renaissance- Phase I & II
Site Utility Study Page 9
Apai t[nient
Retail
Office
Restaurant
(full service
451 units
1,992 sf
36,554 sf
300 seats
452 units
3,134 sf
55,489 sf
Table 7:
Water & Sewer Flow Generation
401 units 200 gpd per unit
18,293 sf 5 gpd per 100 sf
10gpdper100sf
50 gpd per seat
90,200
100
3,655
15,000
90,400
157
5,549
80,200
915
Total Anticipated Flow
(gla
260,800
1172 gpc
9,204 gp<
15,000 gp
286,176 gl
IV. Solid Waste Generation
Solid waste generated by this project will be collected in standard on -site containers for
refuse and reeyclables. 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 by the project are shown in Table 8.
Table 8:
Solid Waste Generation
Type of
C3gel! ag
x
Phase 11
rtanfi
1
ase�
nail
u
Phase
a at ty
l rage Rite
1,
TPhase i
odd
Wa to
aerated
LbsiD.a Y}._..
Phase 1f
Soled
Waite
Generated
�bsIDa
'tease t11
ohd
Waste
Generated
ay�,
Total Soli(
Waste
Generated
(Toas]Da
ApaiIntent
451 units
452 units
401 units
Sibs/unit/day
2,255
2,260
2,005
3.26
Retail
1,992 sf
3,134 sf
18,293 sf
61b/1000 sf/day
12
19
110
0.07
Office
36,554 sf
55,489 sf
-
6lb/1000 sf/day
219
333
-
0.28
Restaurant
(full
service)
300 seats
-
-
1 lb/seat/day
300
-
-
0.15
Total Anticipated Solid Waste Generated
3.76
Miami River Renaissance- Phase I & II
Site Utility Study
Page 10
*200307301152583
I
ent.
M Stat Station
R Type Owner
Proposed Number
OK A52M+
IN
AC
IN
IN
2*DEARMM * This is not an official (Joel.]
Station
Number
of gallons (gpd): 500
******************************
30 0001
30 CD
30 RS
30 RS95APR
30 RS94MAR
Current
ET (Hrs)
Downstream Stations
5.72
1002.16
1002.01
1001.74
1001.87
Delta
ET (Hrs)
Prof ectE
ET (HrE
***************************-)
0.00
0.00
0.00
0.00
0.00
5.
1002.]
1002.(
1001.'
1001.i
IStation..30 -0001 Atlas Pg..F14
MIAMI DADE WATER & SEWER DEPARTMENT
Addr..390 NW NORTH RIVER DR
%I Sec -Township -Range 1-54-41
Genr. ET clock.Y Telm.Y #Pumps. 8
Pump Type.A Stn Class.M Speed.2 Hrspwr.+
Res flow(gpd)
Plans.. 7,546,564
Plats.. 0
Extens. 0
Proj Napot
5.72 hrs
4.36 hrs
4.36 hrs
% Cap
57.20
43.60
43.60
Date Mo.NAPOT.....Avg ....Daily Flows
06/25/2003
05/27/2003
04/25/2003
03/27/2003
02/26/2003
01/27/2003
12/23/2002
GOLD/M
GOLD/D
GOLD/G
5.95
5.24
4.19
4.63
3.93
41.63
36.66
29.31
32.41
27.54
3.81 26.70 0.00
3.72 26.05 0.00
Signature..LEALG
Station I<m>provement GOLD/S
<D>ownstream Station
Codes & Cata<g>ories
Pump Station Monthly Information <P].an Reviev
Moratorium..(
Moratorium effective since / /
Yearly NAPOT (hrs) 4.31
Stn Gross Capacity(gpd)..221,760,001
Station Reduction Factor 0.61
Stn Net Cap Certif(gpd)..
Stn Net Capacity(gpd)....133,056,00I
Indicated Flows(gpd) 24,171,841
Rgd # Comments
Fig Pmp
0.00 Y 8
0.00 Y_ 8
0.00 -Y-
0.00
Y 8
0.00 Y_ 8
Y 8
Y 8
Sign Date..04/09/2003 14:12:16.50
<S>tation Inform. GOLD/U <U>pstream Stati
GOLD/P <P>ump Informati
GOLD/T Sewer Cer<t>ification
U1i.U/UJ TT11J 1J:44 raA +)U.7 00,4 17,4iiL
AIMLM-H111.01 VAVLLA1M)
44{ MIAMI kitAlAi
41 U14
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18
260
�3aI
312
310
ANCELEE;
S T.
FP/7-3-O M
7616
5
'$1*-3-6 ST
309 36 Rfm. 30
7616
6
FP/7-3-01
232 10" 231
294 293
A.R. 2/26/02
30 IC
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271 3C
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