HomeMy WebLinkAboutTAB O - Site Utility StudyNovember 2005
1101 BRICKELL AVENUE
MAJOR USE SPECIAL PERMIT
SITE UTILITY STUDY
PREPARED FOR:
WALL STREET COMMERCIAL OWNERS, L.L.C.
KHA Project No.: 042703000
Prepared by:
KIMLEY-HORN AND ASSOCIATES, INC.
1691 Michigan Ave. Suite 400
MIAMI BEACH, FL 33139
Kimley-Horn
and Associates, Inc.
Site Utility Study
Introduction
"1101 Brickell Avenue is a proposed mixed -use development located on a 3.22± acre
property in the City of Miami, Miami -Dade County, Florida. The property is bordered by
Brickell Ave to the west, South Bayshore Drive to the east, and is north of NE 1 lth Street
(See Attachment "A" Maps). Currently, the site is occupied by an existing multi -story
commercial building, a 11 story building, a 1 story building and a 10 story parking
garage. All existing on -site facilities will be demolished except the existing bank.
The proposed "1101 Brickell Avenue" project will include one residential tower housing
650 apartment units, 20,898 SF of retail space, 9,109 SF of restaurants, 269,000 SF of
office space and a parking garage. A tabular breakdown of the project details was
obtained from the Site Data and Development Program prepared by the Architect and is
depicted in Table 1- "Project Summary" below.
Table 1:
Project Summary
Residential
650 apt. units
Retail
20,898
Restaurant
*456 seats
9,109
Parking
1,513 spaces
*Assuming 1 seat per 20 SF of area.
1101 Brickell Ave
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 floodplain
management criteria according to Federal, State, Miami -Dade County and City of Miami
standards as follows:
1. The subject property is located in PANEL 191 of COMMUNITY -PANEL NUMBER
12025C0191 J of the Flood Insurance Rate Map (FIRM). According to the National
Flood Insurance Program, the property is located within Flood Zone VE 14, which
has an established flood plain elevation of 14.00 NGVD.
2. Miami -Dade County Flood Criteria elevation is estimated to be 5.0 ft. NGVD. This
will be used to determine proposed minimum site grade elevations.
3. The average October ground water table elevation is estimated to be 2.0 ft. NGVD.
This will be used as the control water elevation for stormwater management
calculations (Source: Miami -Dade County Public Works Manual, Volume 11- Design
Standard Detail WC 2-2).
Existing Drainage:
Based on site observations and other available information, there is an existing drainage
system within the property. It is assumed that all existing on -site drainage will be
demolished, and a new stormwater management system will be constructed to retain the
runoff generated by the proposed development.
1101 Brickell Ave
Site Utility Study
Proposed Drainage System:
The proposed drainage system will consist of drainage wells in order to collect the
required volume of storm runoff from the specified design storm event. In accordance
with the requirements of the Miami -Dade County Department of Environmental
Resources (DERM), the proposed drainage system will need to collect and dispose of the
storm runoff generated by a design storm event of 5-year frequency and 24-hour duration.
(Source: Section D-4, "Water Control", of Part 2 of the Miami -Dade County Public
Works Manual). No direct or indirect drainage connections or discharge of storm runoff
from the property to adjacent properties or rights -of -way will be permitted.
Based on preliminary calculations, it is anticipated that at least nine (9) - 24" diameter
gravity drainage wells would be required to collect and dispose of the design storm runoff
generated by the proposed development. Gravity wells function on the basis of hydraulic
head. The reason for the large number of gravity wells is that existing perimeter grades
along the east and west side of the site are approximately three feet above the ground
water table, so the available hydraulic head is relatively low.
Because of the large difference in grades between the east/west (5.5± NGVD) perimeter
and the base flood elevation (14.0 NGVD) of the property, an average proposed site grade
of 8.0 NGVD across the entire site was assumed in order to calculate hydraulic head. A
grading plan and well layout plan for the proposed project would need to be prepared
before making a final determination of the number of gravity wells required. An
alternative to reduce the number of wells would be to use injection wells, whereby storm
runoff is injected into the wells by mechanical pumps, and the head is created by the
pump rather than gravity.
The final drainage design for the project shall be in conformance with the requirements of
DERM, N'DEP, the City of Miami Department of Public Works, and all other local, state
and federal regulatory agencies having jurisdiction over the project.
1101 Brickell Ave
Site Utility Study
II. Water Distribution System
The property is located within the water service area of the Miami -Dade Water and Sewer
Department (MDWASD). Information on existing and proposed public water distribution
mains owned and operated by MDWASD and abutting the property was obtained from
the MDWASD Water Atlas. These are shown in Table 2 below.
Table 2:
Existing Water Mains
(Per MDWASD Water Atlas Sheet)
South Bayshore Dr.
Between
North and South side of the property
Water Mains)
Existing 12-inch diameter
main
Brickell Ave
North and South side of the property
Existing 6-inch and 20-inch
diameter mains
Typically, MDWASD requires that any water services from proposed projects containing
retail or commercial uses be connected to water mains of at least 12-inch diameter. Based
on the MDWASD Water Atlas, there are existing 12-inch diameter and 20-inch diameter
mains abutting the property along South Bayshore Dr. and Brickell Ave, respectively.
There is a small possibility MDWASD will require that the developer upgrade some of
the existing abutting public water mains, but a final determination will not be provided by
MDWASD until a Water and Sewer Agreement, or request for water service, is submitted
to the MDWASD New Business Office by the developer. Water service meters will be
installed by MDWASD forces at the developer's expense.
A copy of MDWASD Water Atlas sheet has been included in Attachment "C".
III. Sanitary Sewer Collection System
The property is also located within the sanitary sewer service area of the MDWASD.
Information on existing and proposed public sanitary sewage mains owned and operated
1101 Brickell Ave
Site Utility Study Page 4
by MDWASD and abutting the property was obtained from the MDWASD Sewer Atlas.
These are shown in Table 3 below.
Table 3:
Existing Sanitary Sewer Mains
(Per MDWASD Sewer Atlas Sheet)
South Bayshore Dr.
Brickell Ave.
Between
North and South side of the property
North and South side of the property
Water Main(s)
Existing 12-inch diameter
gravity main
Existing 12-inch diameter
force main.
Existing 10-inch diameter
gravity main.
Sanitary sewer service laterals from the proposed project may be connected to either of the
existing 10-inch diameter gravity sanitary sewage main running along Brickell Ave. or the
12-inch diameter gravity sanitary sewage main along South Bayshore Dr., provided the
existing mains have sufficient depth, and provided MDWASD determined that the existing
mains have sufficient reserve flow capacity to handle the anticipated sewage flows from the
development. MDWASD may also require upgrades to the sanitary sewer system, but a final
determination will not be provided by MDWASD until a Water and Sewer Agreement, or
request for sewer service, is submitted to the MDWASD New Business Office by the
developer.
Sewage flows within the area of the project are collected by a system of gravity mains and
conveyed to Pump Station #8 which is connected to a 12-inch force main running north -
south along Brickell Ave. to an MDWASD regional pump station. At the time this Site
Utility Study was performed, a Pump Station Monthly Information report (PSMI) for Pump
Station No. 8 was obtained from Miami -Dade County DERM (see Attachment "D"). The
PSMI shows that Pump Station No. 8 is operating at an average yearly NAPOT of 3.71
hours/day, and is not under any type of moratorium. Based on this information, 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 and pumping 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
1101 Brickell Ave
Site Utility Study Page 5
Letter is issued by DERM. The anticipated sewage flows from the project are shown in Table
4 below.
Table 4:
Water & Sewer Flow Generation
Apartment
650 units
200 GPD/unit
130,000
Retail
20,898 SF
5 GPD/100 SF
1,045
Restaurant
*456 seats
50 GPD/seat
22,800
Total Anticipated Flow
153,845 GPD
*Based on 9,109 SF and an assumption of 1 restaurant seat per 20 SF of area.
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
Apartment
650 units
5 lb./unit/day
Total Solid
Waste
Generated
(Tons/Day)
1.62
Retail
20,898 SF
6 lb./1000 SF/day
0.06
Restaurant
456 seats
1 lbs/seat/day
0.23
Total Anticipated Solid Waste Generated
1.91
1101 Brickell Ave
Site Utility Study Page 6
Attachment A
Maps
1101 Brickell Ave
Site Utility Study
`--� PROJECT
SITE
•
Kimley-Horn and Associates, Inc.
1691 Michigan Avenue
Suite 400
Miami Beach, Florida 33139
Phone: 305-673-2025
Fax: 305-673-4882
1101 BRICKELL AVENUE
FLOOD CRITERIA MAP
L15) --
PROJECT
LOCATION
E _VE
APPROXIMATE SCALE
500 0 500 FEET
I! 11111
!I Ill�ll
NATIONAL FLOOD INSURANCE PROGRAM
FIRM
FLOOD INSURANCE RATE MAP
DADE COUNTY,
FLORIDA
AND INCORPORATED AREAS
PANEL 191 OF 625
(SE AP INDEX FOR PANELS NOT Pavr.)
CONK:
(OLM IT AMER PANEL UM
:a .1
... ......:ra .?:57V fA .1
MAP NUMBER
12025C0191 J
MAP REVISED:
M;0C1 2,1994
BEST AVAILABLE COPY
AT THIS TIME
Feleral Erergencf N1enegr:r.eet Agency
This Is an official copy of a portion of the above referenced hood map. It
was extracted using F-MIT On-line. This map does not reflect changes
or endments which may have been made subsequent to the date on the
tide dock. For the latest product Information about National Flood Insurance
Program flood maps check the FEMA Flood Map Store at www..msc.fema.gov
Kimley-Horn and Associates, Inc.
1691 Michigan Ave
Suite 400
Miami Beach, Florida 33139
Phone: 305-673-2025
Fax: 305-673-4882
1101 BRICKELL AVE
F.I.R.M. FLOOD INSURANCE
RATE MAP
SE 5TH ST
SE 6TH ST
U)
12TH ST
' 13TH ST
Al 14TH ST
PROJECT
LOCATION
IGmley-Horn and Associates, Inc.
1691 Michigan Avenue
Suite 400
Miami Beach, Florida 33139
Phone: 305-673-2025
Fax: 305-673-4882
1101 BRICKELL AVENUE
SITE LOCATION MAP
F3ROWARD
r
r 1
CAUTYK'
PROJECT
SITE
Att
1.0 FOOT
Kimley-Horn and Associates, i
1691 Michigan Ave
Suite 400
Miami Beach, Florida 33139
Phone: 305-673-2025
Fax: 305-673-4882
1101 BRICKELL AVENUE
AVERAGE OCTOBER GROUND
WATER LEVEL 1960-75
Attachment B
Preliminary Drainage Well Calculations
1101 Brickell Ave
Site Utility Study
1101 B1tICKELL
City of Miami, Florida
)RAINAGE 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 existing perimeter grade elevation =
2. Total Contributing Drainage Area (A):
A. Impervious Areas:
a) Asphalt and concrete pavement =
b) Roof areas =
Total Impervious Area (Al) =
B. Pervious areas:
a) Green Areas =
3. Weighted Runoff Coefficient (C):
Runoff Coefficient Impervious (C1) _
Runoff Coefficient Pervious (C2) =
C = [(Al x C1) + (A2 x C2)] / A;
C x A = Total Contributing Area;
200tNGVD
5.00 NGVD
Zone AE
NGVD
C=
CxA=
M DCPW Manual?ait 2 Sec
(County Flood'Critena Map
(Map No-12025CO1IJ se
3.22 Acres
Acres
Acres
3.01 Acres (94%)
21 Acres (6%)
0.86
2.77 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 Fall) + t (0.5895 + F213)]
Frequency (F) = years - Frequency Curve
Q = CIA, V = Qt; V(1 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.) ; Solving for t(1 in.), t(1 in,) = 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:
= 11.64 Min.
;10.00 ? Min.
= 21.64 Min.
DRAINAGE CALCS_1101 Brickell.xls
BASIN
5. Cumulative Runoff (Inflow Mass Diagram)
(Min.)
(Sec.)
I
(inches)
4
(CFS)
Accumulated
Storm
Runoff
(CF)
8
10
15
21.64
30
40
50
60
90
120
180
480
600
900
1298
1800
2400
3000
3600
5400
7200
10800
2.771
2.771
2.771
2.771
2.771
2.771
2.771
2.771
2.771
2.771
2.771
6.405
6.166
5.641
5.068
4.493
3.956
3.534
3.193
2.477
2.023
1.480
17.75
17.09
15.63
14.04
12.45
10.96
9.79
8.85
6.86
5.61
4.10
8,519
10,253
14,069
18,235
22,412
26,313
29,381
31,858
37,065
40,363
44,306
6. Drainage Well Design Discharge Rate:
Based on well discharge rate of:
DW-1
DW-2
DW-3
DW-4
*Proposed'
Inlet Grate'
Elev.
(NGVD)
8.00
8.00
8.00
8.00
DW-5
DW-6
DW-7
DW-8
DW-9
8.00
8.00
8.00
8.00
8.00
Oct.
Table elev.
:(NGVD)
2.00
2.00
2.00
2.00
2.00
2.00
400 GPM/ft. Head
**Headloss
well due to
Higher SG of
Salt Water
(ft.)
2.20
2.20
Head Acting
on Well"(ft.)
We11 Discharge
Rate (CFS)
Well Discharge Rate (CFS) 30.48
*Based on average existing perimeter grade elevation.
**Assuming 100-foot casing length and headloss of 0.022 feet per foot of casing.
Well Structure Dimensions
6.
6.5
6,5
Well Structure
Storage Volume
(CF)
98.8
98.8
98.8
Total Storage (CF) 889.20
7. Detention Time:
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.) =
14.04 CFS
1263.93 CF
140.44 CF
4.0 ft.
6.5 ft.
Kum is the minimum depth required from the top of well casing to the floor of the well box to achieve 90 second detention time:
Hn • (ft.) = Vdl / (W x L) = 5.50 ft.
8. Excess storm water runoff excluding well structure storage:
(Min)
Time
(Sec.)
Well
Discharge
Rate
(CFS)
Accumulated
Well
Discharge
Volume!
(CF)
Accumulated•
Storm Runoff
(CF)
Total Overflow
Volume
(CF) .
8
10
15
21.64
30
40
50
60
90
120
180
480
600
900
1,298.46
1800
2400
3000
3600
5400
7200
10800
30.48
30.48
30.48
30.48
30.48
30.48
30.48
30.48
30.48
30.48
30.48
14,631
18,289
27,433
39,579
54,866
73,155
91,444
109,733
164,599
219,465
329,198
8,519
10,253
14,069
18,235
22,412
26,313
29,381
31,858
37,065
40,363
44,306
-6,112
-8,036
-13,364
-21,344
-32,454
-46,842
-62,063
-77,875
-127,534
- 179,102
- 284,891
9. Excess storm water runoff including well structure storage:
Sec.)
Accumulated
Storm Runoff
(CF)
Storage in
Well Structure
(CF)
Accumulated
Well
DischargeVolume
(CF)
Total Overflow
Volume
(CF)
8
10
15
21.64
30
40
50
60
90
120
180
480
600
900
1,298.46
1800
2400
3000
3600
5400
7200
10800
8,519
10,253
14,069
18,235
22,412
26,313
29,381
31,858
37,065
40,363
44,306
889
889
889
889
889
889
889
889
889
889
889
14,631
18,289
27,433
39,579
54,866
73,155
91,444
109,733
164,599
219,465
329,198
-7,000.92
-8,925.41
-14,253.27
-22,232.77
-33,343.55
-47,731.49
- 62,951.98
- 78,764.18
-128,423.43
-179,991.09
-285,780.56
Safety Factor
Safety Factor
2.17%
2.28%
Attachment C
Existing Utility Records
1101 Brickell Ave
Site Utility Study
574
ST
002-557
.3/04/04
DS2005-534
R. A. 5/31 /05
AXIS
SI 797
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•. VILLAGE
DW2000-170
R.A.3/03/03
2003-114
R.A.7/24/03
DW2005-073
R.A.5/31/05
AXIS
VinnigriF
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DW2002-119
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.A.11/29/04
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0882
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Attachment D
Pump Station Monthly Information
1101 Brickell Ave
Site Utility Study
;. Pump Station Monthly Information:
User:
nerxnar
Pump Station: 30-0008 Atlas Page: ;Gt! Moratorivar: 10K,.,�
MIAMI DARE WATER SEWER DEPARTMENT _......................__..
Address I11098f ICKELL,-, ^_AVBr r,n Mmatonomineffectstmm-ISfY7}Jg97
�� � Cxe iumx NM:WY
Section-TownshipBangc 1 ^ 54t • 41 Genemlor Telemetry ETcbck IY
Type: IC � Class LIS Speed: I' :; J H P.:
Number of Pumps: 2
Yearly NAPOT (hrsJ: 3.71
Res Ilow(gpd0 834.774
ProjNapot: 6.39 hrs
X Cap: 63.9
Stn Net Capacity[pdf 7.400,000
Indicated Flows(pol 1-157.520
". M
9122/2005 6;03___
8/23/2005 1333 r,
7125Y2005 '4:02..
6/23/2005 5.05
5t24/2005 303-
4/25/2005 2.08 1208,,
Date: Mo.NAPOT Ave Daily- Rdg Flg: N Pump: Comments:
swi