HomeMy WebLinkAboutTab D - Site Utility StudyD. SITE UTILITY STUDY
MIADOCS 838506 1
October 2005
5220 BISCAYNE BOULEVA
MAJOR USE SPECIAL PE IT
SITE UTILITY STUDY
PREPARED FOR
Societe de Prise de Partkpation Financiere, Inc.
KHA Project No.: 042272004
Prepared by:
KIMLEY-HORN AND ASSOCIATES, INC.
1691 Michigan Ave, Suite 400
)MIAMI BEAM FL 33139
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Site Utility Study
Introduction
5220 Biscayne Boulevard is a proposed mixed -use development to be located on 1.85 +1-
acres in the City of Miami, Miami -Dade County, Florida. It is located between NE 52nd
Terrace and NE 52nd Street, along N. Federal Highway on the West and Biscayne Blvd on
the East. (See Attachment "A" Maps). Currently, the site is occupied by a three story
residential tower and an asphalt parking lot. All existing on -site facilities will be
demolished as a part of this project.
The proposed 5220 Biscayne Boulevard project will include an 11 story residential tower
and a parking garage to serve the tower. A total of 177 residential apartment units,
10,500 S.F. of commercial space and approximately 312 parking spaces will be
constructed for this development. A tabular breakdown of the project details is depicted
in Table 1- "Project Summary" below.
Table 1:
Project Summary
Occupancy
Units
F1 or Area
(sf)
Residential
177
164,705
Commercial
-
10,500
Parking
312 spaces
-
Total
-
175,205
5220 Biscayne Boulevard
Site Utility Study Page 1
I. Drainage
Relative to the aforementioned project, the following information shall 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:
1. The subject property is located in PANEL 181 of COMMUNITY -PANEL NUMBER
12025C0181 J of the Flood Insurance Rate Map (FIRM). According to the National
Flood Insurance Program, the project is in Zone X. As such the project area has been
determined to be outside 500 years floodplain.
2. Miami -Dade County Flood Criteria elevation is estimated to be 5.0 ft. NGVD. This
will be used to determine proposed minimum grade elevations.
3. The average October ground water table 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 II - Design
Standard Detail WC 2-2).
Existing Drainage
Based on site observations and other available information, there is a drainage system
currently serving the existing building and asphalt parking lot. This existing drainage
system will be demolished and a new stormwater management system will be constructed
to retain the runoff generated by the proposed improvements, as required by code (see
"Proposed Drainage System" below).
5220 Biscayne Boulevard
Site Utility Study
Proposed Drainage System
The drainage system for the proposed development will consist of a combination of
drainage wells and exfiltration trench, to facilitate on -site disposal of storm water runoff.
, In accordance with Section D-4, "Water Control", of Part 2 of the Miami -Dade County
Public Works Manual, the 5-year 24-hour design storm event will be used to design the
new storm water management system.
Based on preliminary calculations, it is anticipated that three (3) 24" drainage wells will
provide sufficient capacity to dispose of the 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 2.
5220 Biscayne Boulevard
Site Utility Study Page 3
Table 2:
Existing Water Mains
(Per MDWASD Water Atlas Sheet)
Location
Between
Water Main(s)
Biscayne Boulevard
N.E. 53rd Street and N.E. 52nd Street
8"
Federal Highway
N.E. 53rd Street and N.E. 52nd Street
8" and 12"
Per MDWASD Water Atlas, an existing 8-inch water main fronts the property along
Federal Highway. A 12-inch water main extends along a small portion of the site on
Federal Highway. There is also an 8-inch water main within the right-of-way of Biscayne
Boulevard.
In accordance with Miami -Dade Water and Sewer Department (MDWASD) criteria, the
developer may be required to extend the existing 12-inch water main southerly along
Federal Highway, so that it fronts the entire length of the Western boundaries of the
property. A final determination of this and the required points of connection will not be
provided by MDWASD until a Water and Sewer Agreement is requested by the owner
and/or the Hydraulic Analysis undertaken by MDWASD is completed. Water service
meters will be installed by MDWASD forces at owner's expense.
A copy of the MDWASD water atlas sheet for the project area has been included in
Attachment "C" for a
III. Sanitary Sewer Collection System
Table 3 depicts the sanitary sewer mains owned and operated by Miami -Dade Water and
Sewer Department (MDWASD), within the vicinity of the project.
5220 Biscayne Boulevard
Site Utility Study Page 4
Table 3:
Existing Sanitary Sewer Mains
(Per MDWASD Sewer Atlas Sheet)
Location
Between
Sanitary Sewer Main(s)
Federal Hi
Highway
g y
N.E. 53rd Street and N.E. 52nd Street
36" Force Main
4$" & 8" Gravity line
The proposed on -site sanitary sewer system for the property may be connected to either of the
existing mains along Federal Highway; provided that the line has sufficient capacity to
handle the additional flows contributed by the proposed project. MDWASD may also require
upgrades to the sanitary sewer system. However, final determinations on these issues cannot
be made until the necessary coordination has been completed with MDWASD.
A letter of availability is recommended to verify the proposed sanitary sewer service
connection points and requirements for this project. As is the case with the water service
connections, public improvement requirements for sanitary sewer services will not be
provided by MDWASD until a Water and Sewer Agreement is requested by the owner.
The flows from sanitary sewer mains are received by MDWASD Regional Pump Station #2,
which is located at 925 Biscayne Boulevard. Pump Station No. 2 is currently operating at an
average yearly NAPOT of 2.89 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.
5220 Biscayne Boulevard
Site Utility Study Page 5
The additional flows created by this project have been determined and are shown in Table
4 below.
Table 4:
Water & Sewer Flow Generation
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 services 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 5.
Table 5:
Solid Waste Generation
Type of
Occupancy
Phase I
Quantity
Usage Rate
Total Solid
Waste
Generated
(Tons/Day)
Apartment
177 units
5lbs/unit/day
0.44
Retail
r
10,500 sf
6lbs/1000 sf/day
0.03
Total Anticipated Solid Waste Generated
0.47
5220 Biscayne Boulevard
Site Utility Study Page 6
Attachment A
Maps
5220 Biscayne Boulevard
Site Utility Study
A
BROWARO
01,04
C104
'
C<C0.06, *4�
z yt, . --
044 IISS
I +.—it,.
•
U
2...... —
(ESTIMATED)
NOTES
i. CONTOUR INTERVAL 1.0 FOOT.
(Except at in4ica ed)
2. t14T1JM is MEAN SEA LEVEL
vim
Kimley-Horn and Associates, }
1111e
1691 Michigan Ave
Suite 400
Miami Beach, Florida 33139
Phone: 305-673-2025
Fax: 305-673--4882
5220 BISCAYNE BOULEVARD
AVERAGE OCTOBER GROUND
WATER LEVEL 1960-75
Kimley-Horn and Associates, Inc.
1691 Michigan Avenue
Suite 400
Miami Beach, Florida 33139
Phone: 305-673-2025
Fax: 305-673-4882
5220 BICAYNE BOULEVARD
CITY OF MIAMI, FLORIDA
FLOOD CRITERIA MAP
NE 59TH ST
N
z
E 58TH TE
58TH ST
NE 57TH ST
Q
w
z
Q NE 56TH ST
0
NE 55TH TE
0
z
NE 55TH ST
ST \ E 5 4TH ST 4
TH ST
zi
NE 56TH ST
NE 55TH TE
w
z.
NE 50TH TE
LAKE RD
BUTTONWOOD LA
Kimley-Horn and Associates, Inc.
1691 Michigan Avenue
Suite 400
Miami Beach, Florida 33139
Phone: 305-673-2025
Fax: 305-673-4882
5220 BISCAYNE BOULEVARD
FLOOD CRITERIA MAP
4NTI-
APPROXIMATE SCALE
500 0
500 FEET
NATIONAL FLOOD INSURANCE PROGRAM
FIRM
FLOOD INSURANCE RATE MAP
DADE COUNTY,
FLORIDA
AND INCORPORATED AREAS
PANEL IBI OE 625
1: {SEE unv wDE.1, FOR PANELS NOT r'641.4TED)
CONTAINS:
io COIMPITY taBEA PANEL SIAfiII
rre.=m. •a
svii• �I Yrkja.=•'?' Ci 3}
MAP NUMBER
12025C0181 ,1
MAP 13EISED
MARCH 2, 1994
�;;!j Fellers] Fmergenct Mnnegrwrnf Agency
This is an oficial copy of a portion of the above referenced flood map. It
was extracted using F-MIT On -Line. This map does not reflect changes
or amendments which may have been made subaoquent to the dale on the
title dock. Far the Latest product information about National Flood Insurance
Program flood maps check the FEW Flood Map Store et www.mSC.fema.gov
Attachment B
Preliminary Drainage Well Calculations
5220 Biscayne Boulevard
Site Utility Study
5220 BISCAYNE BOULEVARD
City of Miami, Florida
DRAINAGE CALCULATIONS:
DRAINAGE WELLS
(MASS DIAGRAM — DERM CRITERIA)
1. Site Data:
A. Average October Water Table Elevation
B. County Flood Criteria Elevation =
C. F.I.R.M. or FEMA Base Flood Elevation =
D. Average Crown Road Elevation
E. Average Existing Onsite Grade Elevation =
F. Proposed drainage inlet grate elevation =
2.00 NGVD
5.00 NGVD (County Flood Criteria Map, see Appendix A)
WA Zone X (Map No. 12025C0181 J, see Appendix A)
12.85 NGVD
1260 NGVD
1250 NGVD
2. Total Contributing Drainage Area (A): 2.16 Acres
A. Impervious Areas:
a) Asphalt and concrete pavement =
b) Roof areas + 1/3 NE building corner =
0.80 Acres
1.31 Acres
Total Impervious Area (Al) = 2.11 Acres (98%)
B. Pervious areas:
a) Green Areas = 005'; Acres (2%)
3. Weighted Runoff Coefficient (C):
Runoff Coefficient Impervious (C1)
Runoff Coefficient Pervious (C2) _
C= [(Al xC1)+(A2xC2)]IA; C=
C x A = Total Contributing Area; C x A=
0.90.
0.30
0.89
1.91 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 F4111) + t (0.5895 + F73)]
Frequency (F) = years - Frequency Curve
Q = CIA, V = Qt; V() in.} = Qt(1 in.). t(1 in.) = Time to generate 1 inch of runoff
V(1 in.) = CIAt(1 in.)
1" x A = CIAt(1 in.)
Salving for t(, in.), t{1 in.) = 1" / (IC)
Time to Generate one inch of run-off t(in) = 11.24 Min.
Time to reach the inlet (tc.) = 10.00 Min.
Total Time required to generate 1 in of runoff: — 21.24 Min.
VISTA BiSCAYNE DRAINAGE WELLS_ A1tschmenl B.xls BASIN
5. Cumulative Runoff (Inflow Mass Diagram)
Time
CXA
(acres)
1
(inches)
Q
(CFS)
Accumulated
Storm
.Runoff
(CF)
(IMin.)
(Sec.)
8
480
1.915
6.405
12.26
5,886
10
600
1.915
6.166
11.81
7,084
15
900
1.915
5.641
10.80
9,721
21.24
1274
1.915
5.099
9.76
12,443
30
1800
1.915
4.493
8.60
15,485
40
2400
1.915
3.956
7.57
18,180
50
3000
1.915
3.534.
6.77
20,300
60
3600
1.915
3.193
6.11
22,011
90
5400
I.915
2.477
4.74
25,609
120
7200
1.915
2.023
3.87
27,888
180
10800
1.915
1.480
2.83
30,612
6. Drainage Well Design Discharge Rate:
Based on well discharge rate of:
400 GPM/ft. Head
Well
No.
Lowest Inlet
Rim Elev.
(NGVD)
Oct. Water
Table elev.
(NGVD) ::
Headloss due
to Higher SG
of Salt Water
(ft.) :
Head Acting
on Well (ft.):;
Well Discharge
Rate (CFS)
Well Structure Dimensions
Well Structure
Storage Volume
(CF)
Width (ft)
Length (ft.)
DW-1
12.50
2.00
2.20
8.30
7.40
7.0
12" ;:
697.2
DW-2
12.50
2.00
s
2.20
8.30
7.40
'.
7.0
12.0
697.2
DW-3
12.50
2.00
2.20
8.30
7.40
7.0
12,0
697.2
Well Discharge Rate (CFS)
7. Detention Time:
22.19
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.
Val = Detention Volume Per Weil (CF) =
W = Width of Well Structure (ft.) =
L = Length of Well Structure (ft.) =
9.76 CFS
878.65 CF
292.88 CF
7.0 ft.
12.0 ft.
2091.60
H,,,;„ is the minimum depth required from the top of well casing to the floor of the well box to achieve 90 second detention time:
Hmin. (ft.) = Vdi / (W x L) = 3.50 ft.
Top of Well Casing Elev. = 10.50
Elevation at Floor of Well Box (NOVD) = Top of Well Casing Elev. - Hm;n. = 7.00
8. Excess storm water runoff excluding well structure storage:
Time
Well
Discharge
Rate
(CTS)
Accumulated
Well
Discharge
Volume
(CF)
Accumulated
Storm Runoff
(CF)
Total Overflow
Volume
(CF)
(Min.)
(Sec.)
8
480
22.19
10,652
5,886
-4,766
10
600
22.19
13,316
7,084
-6,232
15
900
22.19
19,973
9,721
-10,253
21.24
1,274.49
22.19
28,284
12,443
-15,842
30
1800
22.19
39,947
15,485
-24,462
40
2400
22.19
53,262
18,180
-35,082
50
3000
22.19
66,578
20,300
-46,278
60
3600
22.19
79,893
22,011
-57,882
90
5400
22.19
119,840
25,609
-94,231
120
7200
22.19
159,786
27,888
-131,898
180
10800
22.19
239,679
30,612
-209,067
9. Excess storm water runoff including well structure storage:
Time S
Accumulated :
Storm Runoff:
(CF)
Storage in
Well Structure
(CF)
Accumulated
Well
Discharge
Volume
(CF')
Total Overflow
Volume
(CF)
(fin.)
:
(Sec.):
8
480
5,886
2,092
10,652
-6,857.88
10
600
7,084
2,092
13,316
-8,323.44
15
900
9,721
2,092
19,973
-12,344.29
21.24
1,274.49
12,443
2,092
28,284
-17,933.24
30
1800
15,485
2,092
39,947
-26,553.32
40
2400
18,180
2,092
53,262
-37,173.68
50
3000
20,300
2,092
66,578
-48,369.26
60
3600
22,011
2.092
79,893
-59,973.66
90
5400
25,609
2,092
119,840
-96,322.54
120
7200
27,888
2,092
159,786
-133,989.97
180
10800
30,612
2,092
239,679
-211,158.63
Safety Factor
Safety Factor
2.27%
2.73%
Attachment C
Existing Utility Records
5220 Biscayne Boulevard
Site Utility Study
1691 Michigan Avenue
❑=❑ Suite 400
Miami, Florida 33143
Kimley-Flom and Associates, Inc. Phone: 305-662,6445
Fax: 305-662.6492
'5220 BISCAYNE BOULEVARD
MDWASD SEWER ATLAS SHEET
El II Fl
Kimley-Hom and Associates, Inc.
1691 Michigan Avenue
Suite 400
Micrni, Florida 33143
Phone: 305-662.6445
Fax: 305-662.6492
5220 BISCAYNE BOULEVARD
MDWASD WATER ATLAS
SHEET E-11
Attachment D
Pump Station Monthly Information
5220 Biscayne Boulevard
Site Utility Study
In ',Alta.P4,thIv
Pup 5ta5on.: 30-8012 Alas Poso6 111113 Moffekuitw
MV‘1411 DADE WATER 5 EWER DE PARTMENr
Seclion-TonvothinTieripr [571.: • gy, • ig ci.s,eFah. Tollow•aby V
Fil
Nimbi. of Pump.: 5
[YsarlyNAPOT NO: 2.89
Rol llow(gpdk 2.325213
PIA Nepot 4.5 his
45
1484aloonaon of foci so= 11:,,I,,870,1681,!
.....F•matriwoomiv
ET dock
SineroosCapacily(gpel 57,600.4618
Ration Floductice Facto .6
5tnNo4CapCodif[gpte
SloNot Capsoky[supd) 34.550.000
lotino1o4Floors(spd) 4.16100
7/28/20105 1215 12.59 ;Y ;5 8800611
:OW*7
527/2805 290 :11.59 Y 5 „.„ 9RODS5
400 "
3/1/21,15,.. ! 292 !11.67 Y '5 • 81509511
Data: Mo.NAPOT Avenel* Fidg Fig I Pimp: Comments:
lkfrrn.aV °Am