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Royal Atlantic
Tract "A", Sportsman Park, Section "A"
MAJOR USE SPECIAL PERMIT
SITE UTILITY STUDY
PREPARED FOR
Royal Atlantic Developers
by:
KIMLEY-HORN AND ASSOCIATES, INC.
420 LINCOLN ROAD, SUITE 353
MIAMI BEACH, FL 33139
OCTOBER 2003
Kimley-Horn
and Associates, Inc.
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Royal Atlantic
Tract "A", Sportsman Park, Section "A"
Site Utility Study
Introduction
The project lies within a 6.31+/-acre property known as "Tract A, Sportsman Park, Section
A", and is located along the south bank of the Miami River, near the intersection of NW 7th
Avenue and 11th Street, in the City of Miami, Miami -Dade County, Florida. (See site location
map -Fig 1). The proposed mixed use development includes two condominium towers with
744 high density residential units, office space, retail space and approximately 968 parking
spaces enclosed within two 6-story parking garages.
I. Drainage
Existing Drainage
A platted utility easement containing a 12-inch City of Miami storm sewer outfall exists
within the property. It begins near the intersection of NW 11 th Avenue and NW South River
Drive and proceeds north across the property to the Miami River (Refer to sheet 24-9 of the
City's "Underground Records" in Attachment B). This system collects runoff from adjoining
roadways and does not serve the existing property. There are several existing drainage inlets
visible within the property. These inlets most likely connect to an onsite drainage system
consisting of either drainage wells and/or French drain, with possible overflow to the River.
Proposed Drainage System
The drainage system for the development will consist of a series of drainage wells. This
will allow the stout! 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,
Major Use Special Permit Site Utility Study
Royal Atlantic, Tract "A", Sportman Park, Section "A"
City of Miami, Florida
Page 2
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Figure 1
1
1
I[[[I
I ' NW 5TH ST
kN4 5TH ST . Q—�:r.�
��
I 1 T a Q (I,
I NW 4TH 5T N� _
NaN 3Rii STD Z
1/7/././
NtiV 7JH
PROJE
Nw 4 T H
Nit 3RD ST
"Water Control", of Part 2 of the Miami -Dade County Public Works Manual.
It is anticipated that six (6) 24" drainage wells will provide sufficient capacity to dispose
of the design stouni runoff contributed by the proposed development. Preliminary
drainage computations for the project areas are provided in Table 1, which includes the
basis for design.
The final drainage design for the project should be in confoiiiiance with the requirements
Major Use Special Permit Site Utility Study
Royal Atlantic, Tract "A", Sportman Park, Section "A"
City of Miami, Florida
Page 3
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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.
II. Water Distribution System
Tablel depicts the water mains owned and operated by Miami -Dade Water and
Sewer Department (MDWASD), within the vicinity of the project.
Table _
Existing Water Mains
AIong the south property line on NW
7`h St
In accordance with MDWASD criteria, the developer will be required to construct a new 12-
inch ductile iron (DI) watermain, In order to achieve the minimum flow rate of 3,000 gpm at
20 psi residual pressure, as required for fire protection, the onsite watermain should be
connected to the existing water distribution system at two different points. Probable points of
connection include NW 7th Street, near the SE corner of the property, and along the right-of-way of
NW South River Drive, beginning at the west end of the property and connecting to the
existing 20-inch watermain at NW 1 1 th Avenue. A final determination of points of
connection will not be provided by MDWASD until a Water and Sewer Agreement is
requested by the developer. Service lines for domestic water, fire sprinkler systems and
irrigation could be connected to the on -site water distribution system. Water service meters
Major Use Special Permit Site Utility Study
Royal Atlantic, Tract "A", Sportman Park, Section " A "
City of Miami, Florida
Page 4
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would need to be purchased and installed by MDWASD forces.
A copy of the MDWASD water atlas sheet for the project area has been attached (see
attachment "B")
ICI. Sanitary Sewer Collection System
Table 2 depicts the sanitary sewer mains owned and operated by Miami -Dade Water
and Sewer Department (MDWASD), within the vicinity of the project.
Table2:
Existing Sanitary Sewer Mains
Along the south property line on NW
South River Drive.
Along the west property line on NW
1 l Ave
A copy of the MDWASD Sewer Atlas sheet has been attached (see attachment B)
The proposed on -site sanitary sewer system for the property can be connected to the
either of the existing mains abutting the property. However, connecting to the
existing l 0-inch mains is preferable, provided that they have the capacity to handle
existing flows plus the additional flows contributed by the proposed project. A letter
of availability and further coordination with MDWASD is recommended to verify
proposed sanitary sewer service connection points for this project.
Major Use Special Permit Site Utility Study
Royal Atlantic, Tract ` A ", Sportman Park, Section `A"
City of Miami, Florida
Page 5
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The flows from the existing MDWASD sanitary sewage mains abutting the property
are received by MDWASD Regional Pump Station #1, which is a major County
regional pump station located at 390 NW North River Drive. As of July 30, 2003,
this pump station time is operating at an average yearly NAPOT of 4.36 hours, which
is approximately 44% of the maximum capacity allowed by the USEPA. A copy of
the Pump Station Monthly Reporting Information provided by Miami -Dade County
DERM is provided in Attachment C. It is not anticipated that improvements to the
regional pumping and/or transmission systems will be required to handle sewage
flows from the proposed project. However, a final determination regarding the status
of the existing transmission system and the need for possible improvements will not
be made until construction plans are submitted to the Miami -Dade County DERM
Wastewater Section and a Sanitary Sewage System Capacity Certification Letter is
issued.
The additional flows created by these projects have been determined and are shown
in Table 3.
Table 3:
Water & Sewer Flow Generation
yry�yyryy [[hh
`n JJ �i.rb {iA Nfi4(�.•P-
,...;_ .-:..Y��[" " "
am- 4 •
f s`r. ..H,.., F
�u y� 4 4. '�✓'
l `� ^.. b£
�}
y��py,,, `C. ✓.'�
�'7 e
g` C :,� �y
Town home
30 units
250 gpdit
7,500
Condominium
714 units
200 gpd/unit
142,800
Retail
9,400 sf
5 gpd/ 100 sf
470
Office
560 sf
10 gpoll00 sf
56
Total Average Daily Flow (gpd)
150,826
Major Use Special Permit Site Utility Study
Royal Atlantic, Tract "A", Sportman Park, Section "A"
City of Miami, Florida
Page 6
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IV. Solid Waste Generation
Solid waste generated by this project will be collected in standard on -site containers
for refuse and recyclables. 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 4, below.
Table 4:
Solid Waste Generation
.�6�✓
u[ai# t
a�..✓'*t r
om iv
sag Rate
\4t `,r" r' ..`7'r" Ki.
d �t
� e e �- G4ne�-��xid
.'� G. V J'" - Y"'T .._
S'..` pc @ {x .�2'x5
Town home
30 units
5lbs/unitlday
150
Condominium
714 units
5lbs/unitiday
3,570
Retail
9,400 s.f
6lbs/1000 sf /day
56.4
Office
560 s.f
6lbs/1000 sf/day
0.09
Total Solid Waste Generated (tons/day)
1.89
Major Use Special Permit Site Utility Study
Royal Atlantic, Tract "A", Sportman Park, Section "A"
City of Miami, Florida
Page 7
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Attachment A
Drainage Well Calculations
Major Use Special Permit Site Utility Study
Royal Atlantic, Tract "A", Sport/nanPark, Section "A"
City of Miami, Florida
Page 8
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Royal Atlantic
City of Miami, Florida
)RAA.LCULATION
1. Site Data:
A. Control Water Table Elevation
F. Proposed drainage inlet grate elevation =
2. Total Site Area (A) =
A. Impervious Areas:
a) Asphalt and concrete pavement =
b) Roof areas =
Total Impervious Area (Al) =
0. NGVD (Mean High Tide elev. per MLW Bay Datum)
.00 NGVD
6.310 Acres (see Drainage Areas Map in Appendix B)
70. Acres
.696. Acres
4.430 Acres (70%)
B. Pervious areas:
a) Green Areas (NW 2nd Street) = 18$O' Acres (30%)
3. Weighted Runoff Coefficient (C):
Runoff Coefficient Impervious (C1) _
Runoff Coefficient Pervious (C2) =
C=[(A1 xC1)+(A2xC2)]/A; C=
C x A= Total Contributing Area; C x A =
0.721
4.55 Acres
4. Time required to generate one inch of runoff (per DERM Water Control Section D-4)
Rainfall Intensity (I) = 308.5 / [(48.6 x F"°'t t) - t (0.5895 + F-2/3)]
Frequency (F) . S years - Frequency Curve
Q = CIA, V = Qt; V(i in.) ` Qt(1 in.)to in.) Time to generate 1 inch of runoff
V{tin.) = CIAt(t in.)
1" x A = CIAt(1 in.)
Solving for t(t in_), t(t i,,.) = 1" / (IC)
Time to Generate one inch of run-off t(in)
Time to reach the inlet (tc.)
Total Time required to generate 1 in of runoff:
= 14.66 Min.
= 10.00 Min.
24.66 Min.
H:1042145000 (sportsman Park)1DrainagelDrainCaics.xls BASIN
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8. Excess storm water runoff excluding well structure storage:
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8
10
15
24.66
30
40
50
60
90
120
180
480
600
900
1,4751.72
1800
2400
3000
3600
5400
7200
10800
45.12
45.12
45.12
45.12
45.12
45.12
45.12
45.12
45.12
45.12
45.12
+ccun1LiTated
Fe11
Discharge
21,658
27,072
40,608
66,766
81,217
108,289
135,361
162,433
243,650
324,866
487,299
Aecptr�ulated
8tiin Runoff
......................................................
(CF)
13,991
16,838
23,106
32,621
36,807
43,214
48,253
52,320
60,872
66,289
72,765
-7,666
- 10,234
-17,503
-34,145
- 44,409
-65,075
-87,108
-110,113
-182,778
- 258,577
-414,535
9. Excess storm water runoff including well structure storage:
Safety Factor
1"iCGtu It is
Well
Y
" f
Aectttnula
torag a
17ischarge
Ta - Verllow.
torm R nof1
e11 Structure
Vo
c l m
8
480
13,991
2,025
21,658
-9,691,45
10
600
16,838
2,025
27,072
-12,259.32
15
900
23,106
2,025
40,608
-19,527.51
24.66
1,479.72
32,621
2,025
66,766
-36,170.11
30
1800
36,807
2,025
81,217
-46,434.23
40
2400
43,214
2,025
108,289
-67,100.07
50
3000
48,253
2,025
135,361
-89,133.19
60
3600
52,320
2,025
162,433
-112,138.09
90
5400
60,872
2,025
243,650
-184,803.07
120
7200
66,289
2,025
324,866
-260,602.25
180
10800
72,765
2,025
487,299
-416,559.54
2.05%
Safety Factor
2.18%
H 1042195000 (sportsman Park]1[3rainagetDracnCaks xls WELLS
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5. Cumulative Runoff (Inflow Mass Diagram)
(mi
(Sec.)
Accutnulated.
tt3nn
Runoff
8
10
15
24.66
30
40
50
60
90
120
180
480
600
900
1480
1800
2400
3000
3600
5400
7200
10800
4.551
4.551
4.551
4.551
4.551
4.551
4.551
4.551
4.551
4.551
4.551
6.405
6.166
5.641
4.844
4.493
3.956
3.534
3.193
2.477
2.023
1.480
29.15
28.06
25.67
22.05
20.45
18.01
16.08
14.53
11.27
9.21
6.74
13,991
16,838
23,106
32,621
36,807
43,214
48,253
52,320
60,872
66,289
72,765
6. Drainage Well Design Discharge Rate:
Based on well discharge rate of: `ry
15p. GPM/ft. Head
E
4
«� r"4 :-
t o {�ly�u
S ...'
e�
�% q
G 'Di�r.
earilcts IE44.
tgh rS
�o f e
x
x
�G ft
ft.)'�
fix
Well Strunne cture 13nstons
pry..
11 trtt4,4: r
.sue` �:.
t ge n
�We traito'
#.
3
�y'
U ( y
�5- .` "�
'
DW-1
8.00
2.00
1.50
4.50
7.52
= ��
)2.5 ''
15`
337.5
337.5
DW-2
8.00
2.00
1.50
4.50
7.52�
u`
DW-3
8.00
2.00
1.50
4.50
7.52
f .
5:
337.5
DW-4
8.00
2.00
1.50
4.50
7.52
„ 6 0
12.5 x
337.5
DW-5
8.00
2.00
1.50
4.50
7.52
6.0:
12.5
337.5
DW-6
8.00
2.00
1.50
4.50
7.52
O
1' :'
337.5
Well Discharge Rate (CFS) 45.12
7. Detention Time:
Total Storage (CF) 2025.0
The drainage well structure must be designed to detain runoff for a minimum of 90 seconds prior to discharge.
Qd = Design Runoff Rate (CFS) =
Vd = Detention Volume (CF) = Qd x 90 sec.
Vdi = Detention Volume Per Well (CF)
W = Width of Well Structure (ft.)
L = Length of Well Structure (ft.)
22.05 CFS
1984.05 CF
330.68 CF
6.0 ft.
12.5 ft.
is the minimum depth required from the top of well casing to the floor of the well box to achieve 90 second detention time:
Hm,n. (ft) = Vd, i (W x L) = 4.50 ft.
Top of Well Casing Elev. = 4.00 (Approximately 4 feet below rim elevation)
Elevation at Floor of Well Box (NGVD) = Top of Well Casing Elev. - H;,,. =-0.50
H.1042195Q00 (sportsman Paek}lhrainagelikainCaksxls WELLS
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Attachment B
Existing Utility Records
Major Use Special Permit Site Utility Study
Royal Atlantic, Tract "A", Sportman Park, Section "A"
City of Miami, Florida
Page 9
INSTALLATION
WATER MA
.;'°: • 155Z3 7
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413_9
• 312 4 2 "
313 NW7 S311 307
42" "314
�r \\315
5667
2
326
/
3567
•
327
328
3568
`1
NWasT
302 304
306 /
43D4
330
wrr17 �
303
300
5667
3472
\1 /
89 3 58 7
\1i
NOTE: ALL GRAVITY SEWERS ARE 8" UNLESS OTHERWISE DES
31
299 298
22
3 58 6
�1 3534
7 - .
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1-5W/t/k-
,_. . vk
,•-j ,,,, _,
c- ,.-
'1
.1--.„.
o
q1 ck
1,....7
L.
4-1
i\14\16 5 RAVER. ORM/E.
Ni:km.. 11bAuE—
ki . "1"
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Attachment C
Pump Station Monthly Information
Major Use Special Permit Site Utility Study
Royal Atlantic, Tract "A", Sportman Park, Section "A"
City of Miami, Florida
Page 10
Itation 30 -000
Pump Station Monthly
Atlas Pg..F14
''TIAMI DADE WATER & SEWER DEPARTMENT
of ormat ion
<Plan Review>
Moratorium..OK
ddr..390 NW NORTH RIVER DR
ec-Township-Range 1-54-41
4nr._ ET clock.Y Telm.Y #Pumps. 8
p Type.A Stn Class.M Speed 2 Hrspwr.+
m
Res
' Plans..
Plats..
Extens.
flow(gpd)
7,546,564
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
6/25/2003
'05/27/2003
..04/25/2003
R3/27/2003
2/26/2003
01/27/2003
2/23/2002
95
GOLD/M
HiOLD/D
OLD/G
5.95
5.24
4.19
4.63
3.93
41.63
36.66
29.31
32.41
27.54
Moratorium effective since / /
Yearly NAPOT (hrs) 4.36
Stn Gross Capacity(gpd)..221,760,000
Station Reduction Factor 0.60
Stn Net Cap Certif(gpd).. 0
Stn Net Capacity(ypd)....133,056,000
Indicated Flows(gpd) 24,171,840
Rgd #
Fig Pmp
0.00 Y 8
0.00 Y 8
0.00 Y 8
0.00 Y 8
0.00 Y 8
Y_ 8
Y 8
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 GOLD/T
Comments
Sign Date.
<S>tation Inform.
.04/09/2003 14:12:16.50
GOLD/U <U>pstream Statior.
GOLD/P <P>ump Informatior
Sewer Cer<t>ification
�2003073011525832*DEAR
MM * This ±.s not an official docurn
nt_ - *
M Stat Station Station Current Delta Projected
iType Owner Number ET (Hrs) ET (Hrs) ET (Hrs)
roposed Number of gallons (gpd): 500
t
*************************** Downstream Stations *****************************
A52M+ 30 0001 5.72 0.00 5.72
N 30 CD 1002.16 0.00 1002.16
AC 30 RS 1002.01 0.00 1002.01
JN 30 RS95APR 1001.74 0.00 1001.74
N 30 RS94MAR 1001.87 0.00 1001.87
A
4
1
nt