HomeMy WebLinkAboutSite Utility Study•
May 2005
1650 Biscayne Boulevard
MAJOR USE SPECIAL PERMIT
SITE UTILITY STUDY
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PREPARED FOR
Cardinal Symphony, LLC.
KHA Project No.: 042567000
Prepared by:
KIMLEY-HORNAND ASSOCIATES, INC.
1691 MICHIGAN AVE. SUITE 400
MIAMI BEACH, FL 33139
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Site Utility Study
Introduction
The 1650 Biscayne Boulevard project is a proposed mixed -use development to be located
between NE 17`h Street and NE 16th Street from NE 2 'a Avenue to Biscayne Blvd., in the
City of Miami, Miami -Dade County, Florida (see Attachment "A" Site Location Map).
The site currently consist of one 1-story building; two asphalt parking lots with a portion
of undeveloped land, all of which are to be demolished as part of this project. The 1650
Biscayne Boulevard project consists of two high rise residential towers and a 9 story
parking structure. The tallest of the two towers will be a 60 story building; while the
second tower will stand 40 stories tall. It will include approximately 824 residential
units, 49,020 S.F. of office space, 53,720 S.F. of retail and approximately 1,118 parking
spaces. See Table 1, below for further details of the proposed project.
Table 1:
Project Summary
Residential
824
1,034,165
Office
49,020
Retail
12,380
Restaurant
13,620
Health Club
27,720
Parking
1,118 spaces
Total
1,136,945
1650 Biscayne Boulevard
Site Utility Study Page 1
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I. Drainage
Relative to the above -referenced project, the following information should be used during the
storm water management design and site grading.
Flood Criteria:
The proposed project site grade elevations will be designed to meet flood criteria according
to Federal State, Miami -Dade County and City of Miami standards as follows:
t The subject project is located in PANEL 183 of COMMUNITY -PANEL NUMBER
12025C0183 3 of the Flood Insurance Rate Map (FIRM). According to the National
Flood Insurance Program, the west side of the project is in Zone X, for which a base
flood elevation has not been determined and the eastern portion of the site lies within
Zone AE elevation 9.0 ft NGVD.
2. Miami -Dade County Flood Criteria elevation as per Amended Plat of Flood Criteria
Map, plat book 120, page 13 is estimated to be 5.0 ft. NGVD. This will be used to
determine proposed site grading minimum grade elevations.
3. The average October ground water level elevation is estimated to be 2.0 ft. NGVD. This
elevation will be used to compute drainage well capacity and roadway base clearance.
(Source: Dade County Department of Environmental Resource Management & Miami -
Dade County Public Works Manual, Volume H - Design Standard Detail WC 2-2).
Existing Drainage
Presently, the site is partially developed. Based on site observations and available
information, there is an existing drainage system which currently serves the existing
building and asphalt parking lot. The existing drainage system will be demolished and a
new stoiniwater management system will be constructed to retain the runoff generated by
the proposed improvements, as required by code (see below).
Proposed Drainage System
The drainage system for the proposed development will consist of drainage wells and
exfiltration trench, if possible, to facilitate on -site disposal of storm water runoff. The 5-
year design stoa,tt event will be used to design the storm water management system, in
1650 Biscayne Boulevard
Site Utility Study
Page 2
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accordance with Section D-4, "Water Control", of Part 2 of the Miami -Dade County
Public Works Manual.
Based on preliminary calculations, it is anticipated that eight (8) 24" drainage wells will
provide sufficient capacity to dispose of the design 5-year 24-hour storm water runoff
generated by the proposed development. Preliminary drainage computations for the
project areas are provided in Attachment "B" Preliminary Drainage Well Calculations,
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.
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 3.
Table 3:
Existing Water Mains
(Per MDWASD Water Atlas Sheet)
Biscayne Boulevard
NE 17th Street and NE 16`h Street
18"
NE 2nd Avenue
NE 17th Street and NE 16th Street
6"
20"
NE 17th Street
Biscayne Boulevard and NE 2°d Avenue
6"
12" (South Half of NE 17th
Street)
NE 16th Street
Biscayne Boulevard and NE 2°d Avenue
2"
1650 Biscayne Boulevard
Site Utility Study
Page 3
Per the MDWASD Water Atlas, an existing 18-inch water main fronts the property along
Biscayne Boulevard. There is also a 20-inch and 6-inch water main abutting the property
along NE 2nd Avenue, as well as a 2-inch along NE 16th Street. In the north side of the
property there is also a 6-inch and a 12-inch in the south half of the block. In accordance
with Miami -Dade Water and Sewer Department (MDWASD) criteria, the developer may
be required to construct a new 8-inch - 16-inch ductile iron (DI) water main along NE
16th Street or extend the existing 12-inch wateimain along NE 17th St. to NE 2nd Ave. A
final determination of the points of connection and requirements will not be provided by
MDWASD until a Water and Sewer Agreement is requested by the owner and/or the
Hydraulic Analysis done by MDWASD is completed. Water service meters will be
installed by MDWASD forces at owner's expense. Service lines for domestic water, fire
sprinkler systems and irrigation could be connected from the existing water distribution
system.
See Attachment "C" for a copy of the MDWASD water atlas sheet for the project area.
III. Sanitary Sewer Collection System
Table 4 depicts the sanitary sewer mains owned and operated by Miami -Dade Water and
Sewer Department (MDWASD), within the vicinity of the project.
Table 4:
Existing Sanitary Sewer Mains
(Per MDWASD Sewer Atlas Sheet)
NE 17d' Street and NE 16th Street
NE 17th Street and NE I6th Street
10" Gravity Main
8" Gravity Main (North half
of Biscayne Blvd.)
Biscayne Boulevard and NE 2nd Avenue
Biscayne Boulevard and NE 2"d Avenue
8" Gravity Main
8" Gravity Main
1650 Biscayne Boulevard
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Page 4
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Similar to the water main, an agreement with M-Dade County Water and Sewer
Department (MDWASD) will be required for final determination of the points of
connection. Public improvement requirements will not be provided by MDWASD until a
Water and Sewer Agreement is requested by the owner. The proposed an -site sanitary
sewer system for the property can be connected to the either of the existing mains
abutting the property; provided that the line has capacity to handle the existing flows plus
the additional flows contributed by the proposed project. A letter of availability and
further coordination with MDWASD is recommended to verify the proposed sanitary
sewer service connection points and requirements for this project. MDWASD may
require upgrades to the sanitary sewer system, but this can not be determined without a
request for a water and sewer agreement. A copy of the MDWASD Sewer Atlas sheet has
been attached (See Attachment C).
The flows from the existing MDWASD sanitary sewage mains on Biscayne Boulevard, NE
17`h Street, NE 16`h Street and NE 2nd Avenue are received by MDWASD Regional Pump
Station #2, which is located at 925 Biscayne Boulevard. As of May 2005, Pump Station No.
2 is currently operating at an average yearly NAPOT of 2.98 hours/day, 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. 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 flows created by this project have been determined and are shown in Table 5.
1650 Biscayne Boulevard
Site Utility Study Page 5
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Table 5:
Water & Sewer Flow Generation
f
Oecu a icy
`ae rate
o A era€ge
a�� w
Apartment
739 units
200 gpd per unit
147,800
Duplex
85 units
250 gpd per unit
21,250
Health Club
27,720 sf
35 gpd per 100 sf
9,702
Office
49,020 sf
10 gpd per 100 sf
4,902
Retail
47,853 sf
5 gpd per 100 sf
2,393
Restaurant
908 seats
50 gpd per seat
45,400
Total Anticipated Flow
231,447 gpd
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 6.
1650 Biscayne Boulevard
Site Utility Study Page 6
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Apai tunent
Table 6:
Solid Waste Generation
739 units
5 lbs/unit/day
1.98
Duplex
85 units
3.6 lbs/unit/day 0.15
Health Club
27,720 sf 3.12 lbs/100 sf/ day 0.43
Office
49,020 sf 6 lbs11000 sf/day 0.15
Retail
47,853 sf 6 lbs/1000 sf/day 0.14
Restaurant
100 seats 1 lbs/seat/day 0.45
Total Anticipated Solid Waste Generated
3.30
V. Utility Easement
According to the survey by McLaughlin Engineering Company, there is a 10' wide
Private Easement within the site. If the proposed improvements are in conflict with said
easements and consequently the existing facilities (overhead lines, poles etc.) the
easement will have to be removed by plat. In addition, the facilities will have to be
relocated to accommodate the improvements which may require another easement.
1650 Biscayne Boulevard
Site Utility Study Page 7
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Attachment A
Site Location Map
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IN L /GIAIL) 1 L...
:2ND
-H ST
Z i 1
C.N. ;fi
L�
NE 22ND S
NE 211 ST ST
NE12
NE 22ND S-
ST ST
Ik NE 20TH TE
NE 20,1H
NE 19TH TE
f
z
NE
rev
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i
NkT i 5TH ST
NE 19TH ST
17TH TE
z
1 Li Lij
z z
i 41:: fS_ -- \
P-1 I I i
c' 1 N E 13T H T EE
1
1 I
< I
z 1 1_SF\; E 1 3 "H SI -�--
CN N E
NE 20TH
NE 9JH ST
PROJEC
LOCATIOkI
7T , S.
nI
jj
NE_15TH
T
NE 14TNI ST
9
1
N E 15T
Kimley-Horn and Associates, Inc.
169i Michigan Avenue
Suite 400
Miami 8eccn, rlor=.dc 33139
Phone: 305-673-2025
fax: 3C5-673--4882
1650 BISCAYNE BOULEVARD
SITE LOCATION MAP
BRQWARD cQu
1
to
EC!I
YOa«ni.N 4C•
AGE ND'
- - 2- .
IESTIMATED)
INTERVAL i.O FOOT.
is+did.}
Kimley-Horn and Associates, *
1691 Michigan Ave
Suite 400
Miami Beach, Florida 33139
Phone: 305-673-2025
Fax: 305-673-4882
1650 BISCAYNE BOULEVARD
AVERAGE OCTOBER GROUND
WATER LEVEL 1960-75
Kimtey-Horn and Associates, inc.
1691 Michigan Ave
Suite 400
Miami Beach, Horida 33139
Phone: 305-673-2025
Fax: 305-673-4882
1650 BISCAYNE BOULEVARD
F.I.R.M. FLOOD INSURANCE
RATE MAP
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Klmley-Horn and Associates, Inc.
1691 Michigan Avenue
Suite 400
Miami Beach, Florida 33139
Phone: 305--673-2025
Fax: 305-673-4882
1650 BISCAYNE BOULEVARD
FLOOD CRITERIA MAP
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Attachment B
Preliminary Drainage Well Calculations
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1650 BISCAYNE BOULEVARD
City of Miami, Florida
RANAGL CALCULATIONS
DRAINAGE WELLS
S IAG. AM DER1 I CRITER A)
1. Site Data:
A. Average October Water Table Elevation = 2 bl1;NGVD Iui IaCPW Star�aatPsrt ectlOt D-4 t Or
B_ County Flood Criteria Elevation = .5 00 �: NGVD (Coi
C. F.I.R.M. or FEMA Base Flood Elevation = 9 00 .Zone X/D (Ma,
D. Average Crown Road Elevation = 5 1' NGVD
E. Average Existing Onsite Grade Elevation =,.'NGVD
F. Proposed drainage inlet grate elevation = 5 NGVD
2. Total Contributing Drainage Area (A):
A. Impervious Areas:
a) Asphalt and concrete pavement = 3 Acres
b) Roof areas + 1/3 NE building corner = 2 2 Acres
3.23 Acres
Total Impervious Area (A l)
3.15 Acres (98%)
B. Pervious areas:
a) Green Areas = ii.Q$ Acres (2%)
• 3. Weighted Runoff Coefficient (C):
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Runoff Coefficient Impervious (C1) =
Runoff Coefficient Pervious (C2) =
C=[(AlxCI)+(A2xC2)]/A; C=
C x A= Total Contributing Area; C x A=
0.89
2.86 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-01) + t (0.5895 + F-2/3)]
Frequency (F) years - Frequency Curve
Q = CIA, V = Qt; V(1 ) = Qto m.}, to ;y_) = Time to generate 1 inch of runoff
V€1 in) = CIAt0 in)
I" x A = CIAt(1 in) ; Solving for t(1 in.), to in.) = 1" / (IC)
Time to Generate one inch of run-off t(in) 11.25 Min.
Time to reach the inlet (tc.) 1a3 Min.
Total Time required to generate 1 in of runoff: 21.25 Min.
DRAINAGE CAICS_165O Sisc. Blvd_Atiachment B BASIN
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5. Cumulative Runoff (inflow Mass Diagram)
Sec)
Accumulated
Storm ..
Runoff
(CP)
8
10
15
21.25
30
40
50
60
90
120
180
480
600
900
1275
1800
2400
3000
3600
5400
7200
10800
2.859
2.859
2.859
2.859
2.859
2.859
2.859
2.859
2.859
2.859
2.859
6.405
6.166
5.641
5.099
4.493
3.956
3.534
3.193
2.477
2.023
1.480
18.31
17.63
16.13
14.58
12.85
11.31
10.10
9.13
7.08
5.78
4.23
8.790
10.578
14,515
18,584
23,123
27,147
30,313
32,868
38,240
41,644
45,712
6. Drainage Well Design Discharge Rate:
Based on well discharge rate of:
GPM/ft. Head
DW-1
5.50
2.00
1.60
1.90
3.39
228
DW-2
5.50
2.00
1.60
1.90
3.39
228
DW-3
5.50
2.00
1.60
1.90
3.39
228
DW-4
5.50
2.00 1.60
1.90
3.39
228
DW-5
5.50
2.00 1.60
1.90
3.39
228
DW-6
5.50
2.00 1.60
1.90
3.39
228
DW-7
5.50
2.00 1.60
1.90
3.39
228
DW-8
5.50
2.00 1.60
1.90
3.39
228
Well Discharge Rate (CFS)
7. Detention Time:
27.09
Total Storage (CF)
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. _
Vdl = Detention Volume Per Well (CF)_
W = Width of Well Structure (ft)
L = Length of Well Structure (ft.) =
14.58 CFS
1311.91 CF
187.42 CF
10.0 ft.
12.0 ft.
1824.00
Hmi„ is the minimum depth required from the top of well casing to the floor of the well box to achieve 90 second detention time:
H,„,F, (ft.) = Vds / (W x L) = 1.60 ft.
Top of Well Casing Elev. = 3.50
Elevation at Floor of Well Box (NGVD) = Top of Well Casing Elev. - H,�; = 1.90
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8. Excess storm water runoff excluding well structure storage:
(Sec) .'
Accumulated;
elI.._,:::il
(CF).
l")
`1`otal, O er11ow
Volume•
8
10
15
21.25
30
40
50
60
90
120
180
480
600
900
1,274.90
1800
2400
3000
3600
5400
7200
10800
27.09
27.09
27.09
27.09
27.09
27.09
27.09
27.09
27.09
27.09
27.09
13,005
16,257
24,385
34,543
48,770
65,027
81,283
97,540
146,310
195,080
292,620
8,790
10.578
14.515
18,584
23,123
27,147
30,313
32,868
38,240
41,644
45,712
-4,216
-5,679
-9.870
-15,959
-25.647
-37.879
-50.970
-64,672
-108,070
-153,437
-246.908
9. Excess storm water runoff including well structure storage:
8
10
15
21.25
30
40
50
60
90
120
180
480
600
900
1,274.90
1800
2400
3000
3600
5400
7200
10800
8,790
10,578
14,515
18,584
23,123
27,147
30,313
32,868
38,240
41,644
45,712
1,824
1,824
1,824
1,824
1,824
1,824
1,824
1,824
1,824
1,824
1,824
13,005
16,257
24,385
34,543
48,770
65,027
81,283
97,540
146,310
I95,080
292,620
-6,039.82
-7,502.91
-11,693.66
-17,782,83
-27,471.18
-39,703.30
-52.794.38
-66,495.93
-109,893.76
-155,260.53
-248,732.41
Safety Factor
1.86%
Safety Factor
2.06
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Attachment C
Existing Utility Records
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PROJECT
Li/CATION
Kimley-Horn and Associates, Inc.
169E Michigan Avenue
Suite 4.00
MLaml, Florida 3,3143
Phone: 305-662 6445
fox: 305-662.6492
1650 BISCAYNE BOULEVARD
MDWASD WATER ATLAS SHEET
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Kimley-i-torn and Associates, Inc.
7591 Michiqon Avenue
Suite 400
tiumi, For. do 33€43
Phone: 305-662.6445
Fax: 305-662,6492
1650 BISCAYNE BOULEVARD
MDWASD SEWER ATLAS SHEET
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Attachment D
Pump Station Monthly Information
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Pump Station Monthly Information
Station..30 -0002 Atlas Pg..E13
MIAMI DADE WATER Sc SEWER DEPARTMENT
Addr.,925 BISCAYNE BLVD
S Township -Range 31-53-42
G ET clock.Y Telm.Y #Pumps. 5
Pump Type.A. Stn Class Speed.R Hrspwr.±
Res flow(gpd)
Mans.. 2,061,111
Plats.. 0
Extens. 0
Proj Napot
4.41 hrs
2.98 hrs
2.98 hrs
% Cap
44.10
29.80
29.80
Date
Mo.NAPOT Avg Daily Flows
03/01/2005 2.92
01/28/2005 2.77
12/28/2004 2.80
11/23/2004 3.09
10/25/2004 3.28
11.67 0.00
11.07 0.00
11.21 0.00
12.34 0.00
13.10 0.00
09/24/2004 3.14 12.56 0.00
08/25/2004 3.38 13.50 0.00
Signature..LEALG Sign Date
GOLD/M Station I<m>provement GOLD/S <S>tation Inform.
GOLD/D <D>ownstream Station
GOLD/T Sewer Cer<t>ification
<Plan Review>
Moratorium..OK
Moratorium effective since / /
Yearly NAPOT (hrs) 2.98
Stn Gross Capacity(gpd).- 57,600,000
Station Reduction Factor.....,. 0.60
Stn Net Cap Certif (ypd) .. 0
Stn Net Capacity(gpd).... 34,560,000
Indicated Flows(gpd) 4,291,200
Comments
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Rgd #
Fig PET
Y 5
Y 5
Y 5
Y 5
Y 5
Y 5
Y 5
..03/17/2003 13:52:24.01
GOLD/U <U>pstream Station
GOLD/P <P>ump Information
u98 'ON
d8a ;U (C! q .4 AvA
*2005O5Q315365229*CABALP * This is not an official locum
en..
M Stat Station Station Current Delta Projected
We pe Owner Number ET (Hrs) ET (Hrs) ET (Hrs)
used Number of gallons (gpd) : 231447
*x* *****x********************
Downstream Stations ****************************k
OK A5RM-f- 30 0002 4.41 0.16 4.57
AC 30 CD 1001.71 0.04 1001.75
AC 30 RS 1001.70 0.02 1001,72
IN 30 RS95APR 1001.47 0.02 1001.48
IN 30 RS94MAR 1001. 5S 0.02 1001 , 60
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098 'ON Nd2, AV"N