HomeMy WebLinkAboutTAB O - Site Utility StudyApril 2005
Portico
1837 NE 4th Avenue
MAJOR USE SPECIAL PERMIT
SITE UTILITY STUDY
PREPARED FOR
Cameo Apartments Ltd.
KHA Project No.: 044814000
Prepared by:
KIMLEY-HORN AND ASSOCIATES, INC.
1691 MICHIGAN AVE. SUITE 400
MIAMI BEACH, FL 33139
Site Utility Study
Introduction
Portico is a proposed residential development to be located at 1837 NE 4th Avenue, in the City of
Miami, Miami -Dade County, Florida (see Attachment "A" Site Location Map). The project is
located on a bow -shaped lot bounded by NE 4th Avenue to the north and west, and a public alley
to the east. The proposed project will consist of a 42-story building that includes 324 residential
units and 1,225 sf of gym space with a parking garage structure including 425 parking spaces.
Presently, several multi -story residential buildings exist throughout the site, all of which are to be
demolished as part of this project. See Table 1, below for further details of the proposed project.
Table 1:
Project Summary
Residential
324
385,308
Gym
1,225
Parking
425 spaces
Total
386,533
Portico
Site Utility Study Page 1
I. Drainage
Relative to the above -referenced project, the following infoiniation 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:
1. The subject project is located in PANEL 183 of COMMUNITY -PANEL NUMBER
12025C0183 J of the Flood Insurance Rate Map (FIRM). According to the National
Flood Insurance Program, the project is in Zone AE, for which a base flood elevation has
been determined. The west side of the site lies within Zone AE elevation 10.0 ft NGVD,
and the eastern portion of the site lies within elevation 11.0 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
deteiluine 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 II - Design Standard Detail WC 2-2).
Existing Drainage
Based on site observations, there is an existing drainage system which currently serves
the existing buildings and associated parking lots. Said drainage system will be removed
and a new stoiiiiwater 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 stoiiii water runoff. The 5-
year design storm event will be used to design the storm water management system, in
Portico
Site Utility Study
Page 2
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 three (3) 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 confoiiiiance 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.
Existing Water Mains
(Per MDWASD Water Atlas Sheet)
Location
Between
Water Main(s)
NE 4th Ave.
NE 19th St. & NE 18`h St.
4"
NE 18t1 St.
NE 4`i' Ave. & N Bayshore Dr.
6"
Alley Abutting East
Side of Property
NE 18th Street and NE 19th Street
4"
Portico
Site Utility Study
Page 3
Currently, there is a MDWASD approved permit listed under Quantum Bay and Cityview
Condominiums (DW 2004-235, R.A. 11/10/04) for a project under construction to extend
a new 16" water main along NE 19th Street from North Bayshore to the east of the
proposed project. In accordance with Miami -Dade Water and Sewer Department
(MDWASD) criteria, the developer may be required to construct a new 8-16 inch ductile
iron (DI) water main along the frontage of the property. There is a high probability that
MDWASD will require a new 8-16 inch (DI) water main with in the public alley (east
side of the property), along NE 18th Street or NE 19th Street. 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. Service lines for domestic water, fire sprinkler systems and
irrigation could be connected from the existing water distribution system. Water service
meters would need to be purchased and installed by MDWASD officials at the owner's
expense.
See Attachment "C" for a copy of the MDWASD water atlas sheet for the project area.
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.
Table 3:
Existing Sanitary Sewer Mains
(Per MDWASD Sewer Atlas Sheet)
Location
Between
Sanitary Sewer Main(s)
NE 4th Avenue
NE 18t1i Street midway to NE 19th Street
8" Gravity Main
NE 18th Street
NE 4th Avenue to North Bayshore
12" Gravity Main
Alley Abutting East
Side of Property
NE 18t1i Street and NE 19th Street
6" Gravity Main
Portico
Site Utility Study
Page 4
Similar to the water main, an agreement with M-Dade County Water and Sewer
Department (MDWASD) will be required for final deteiuiination 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 on -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 NE 19th Street, NE 18th
Street and NE 4th Avenue are received by MDWASD Regional Pump Station #2, located
at 925 Biscayne Blvd. Pump Station #2 is currently operating at an average yearly
NAPOT of 3.03 hrs/day. As of March 2005, this pump station is operating under capacity
as established by the USEPA, and is not under any type of moratorium (see Attachment
"D" Pump Station Monthly Information). At this time, 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 deteiuiination 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 4.
Portico
Site Utility Study Page 5
Table 4:
Water & Sewer Flow Generation
Apai lucent
324 units
200 gpd per unit
otal Average Daily
Flow (gpd
64,800 gpd
Gym
1,225 sf
35 gpd per 100 sf
429 cnd
Total Anticipated Flow
65,229 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 5.
Table 5:
Solid Waste Generation
Apartment
Phase I
Quantit
Y
324 units
5 lbs/unit/day
Total Solid
Waste
Generated
(Tons/Day)
0.810
Gym
1,225 sf
3.12 lbs/100 sf/day
0.019
Total Anticipated Solid Waste Generated
0.829
Portico
Site Utility Study
Page 6
Attachment A
Site Location Map
NE 23RD ST
NE 22ND ST
NE 21 ST ST
NE 20TH TE
NE 19TH TE
NE 19TH ST
17-IH
w
H ST
4
L
z
NE
23Ri TE
NE 23RD ST
NE 22ND TE
NE 22ND ST
0
21ST ST 0/
w
0
0
NE 2 OT H STz
0
NE 19TH ST'
I � ,
z
Q
U
17TH TE P
NE 17TH ST
NE 16>-H ST
NE 15TH TE
NE 14TH
14TH TE
ST
NE 13TH TE 13TH TE
z
18TH ST
m
P
S
0
0
NE 13-H
Kimley-Horn and Associates, Inc.
1691 Michigan .Avenue
Suite 400
Miami Beach, Florida 33139
Phone: 305-673— 2025
Fax: 305-67.3-4882
S
T �
1 E-
POR CO
_OCA1 C\ MA
D
rn
Kimley-Horn and Associates, Inc.
1691 Michigan Avenue
Suite 400
Miami Beach, Florida 33139
Phone: 305-673-2025
Fax: 305-673-4882
PORTICO
FLOOD CRITERIA MAP
• VGE ND.
WI... 0*. 2
(ESTIMATED}
NOTES:
1 CONTOUR INTERVAL_ 1,0 FOOT
(Exc•pti indioatticI)
1691 Michigan Ave
Suite 400
M omi Beach, Florida 33139
Kimley-Horn and Associates, Inc. Phone: 305-673-2025
Fax: 305-673-4882
PORTICO
AVERAGE OCTOBER GROUND
WATER LEVEL 1960-75
Kimley-Horn and Associates, Inc.
1691 Michigan Ave
Suite 400
Miami Beach, Florida 33139
Phone: 305-673-2025
Fax: 305-673-4882
PORTICO
F.I.R.M. FLOOD INSURANCE
RATE MAP
Attachment B
Preliminary Drainage Well Calculations
PORTICO
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. Total Contributing Drainage Area (A):
2.00 NGVD
5.00 NGVD
11.00 Zone AE
5.24 NGVD
4.55 NGVD
6.00 NGVD
A. Impervious Areas:
a) Asphalt and concrete pavement =
b) Roof areas + 1/3 NE building corner =
Total Impervious Area (A 1) =
B. Pervious areas:
a) Green Areas =
3. Weighted Runoff Coefficient (C):
Runoff Coefficient Impervious (C 1) =
Runoff Coefficient Pervious (C2) =
C = [(Al x C1) + (A2 x C2)] / A;
C x A = Total Contributing Area;
C=
CxA=
(County Flood Criteria Map, see Appendix A)
(Map No. 12025C0183J, see Appendix A)
0.90 Acres
0.88 Acres (98%)
0.02Acres (2%)
0.90
0.30
0.89
0.80 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) + t (0.5895 + F-213)]
Frequency (F) = 5 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
tiI
n.) = 1 n / (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:
= 11.24 Min.
10.00 Min.
= 21.24 Min.
DRAINAGE CALCS
BASIN
5. Cumulative Runoff (Inflow Mass Diagram)
Time
CxA
(acres)
I
(inches) "
Q.
(CFS)
Accumulated
Storm
Runoff
(CF)
(Min.)
, (Sec.)'
8
480
0.798
6.405
5.11
2,455
10
600
0.798
6.166
4.92
2,954
15
900
0.798
5.641
4.50
4,054
21.24
1274
0.798
5.099
4.07
5,189
30
1800
0.798
4.493
3.59
6,458
40
2400
0.798
3.956
3.16
7,582
50
3000
0.798
3.534
2.82
8,466
60
3600
0.798
3.193
2.55
9,180
90
5400
0.798
2.477
1.98
10,680
120
7200
0.798
2.023
1.62
11,631
180
10800
0.798
1.480
1.18
12,767
6. Drainage Well Design Discharge Rate:
Based on well discharge rate of: 450 GPM/ft. I -lead
We11
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
Width (ft,)
Length (ft.)
Well Structure.
Storage Volume
(CF)
DW-1
6.00
2.00
1.60
2.40
2.41
10A
2.0
288
DW-2
6.00
2.00
1.60
2.40
2.41
10.0
12.0
288
DW-3
6.00
2.00
1.60
2.40
2.41
10.0'i
12,0
288
Well Discharge Rate (CFS)
7. Detention Time:
7.22
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.) =
4.07 CFS
366.44 CF
122.15 CF
10.0 ft.
12.0 ft.
864.00
Hmin 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, / ( W x L) = 1.10 ft.
Top of Well Casing Elev. = 4.00
Elevation at Floor of Well Box (NGVD) = Top of Well Casing Elev. - Hm; = 2.90
8. Excess storm water runoff excluding well structure storage:
Time
Well
Discharge
Rate
Accumulated
Well
Discharge
Volume
(CF)
Accumulated
Storm Runoff
(CF)
Total Overflow'
Volume
(CF)
(Min.)
(Sec.)
(CFS)
8
480
7.22
3,465
2,455
-1,010
10
600
7.22
4.332
2,954
-1,377
15
900
7.22
6,497
4,054
-2,443
21.24
1,274.44
7.22
9,200
5,189
-4,012
30
1800
7.22
12,995
6,458
-6,537
40
2400
7.22
17,326
7,582
-9,744
50
3000
7.22
21,658
8,466
-13,192
60
3600
7.22
25,989
9,180
-16,810
90
5400
7.22
38,984
10,680
-28,304
120
7200
7.22
51,979
11,631
-40,348
180
10800
7.22
77,968
12,767
-65,201
9. Excess storm water runoff including well structure storage:
Time
Accumulated
Storm Runoff
Storage', in
Well Structure
(CF)�
Accumulated
Well
Discharge
Volume
(CF)
Total Overflow
Volume ; 'r
(CF)
(Min.)
(Sec.)
(CF)
8
480
2,455
864
3,465
-1,874.45
10
600
2,954
864
4,332
-2,241.32
15
900
4,054
864
6,497
-3,307.38
21.24
1,274.44
5,189
864
9,200
-4,875.50
30
1800
6,458
864
12,995
-7,400.75
40
2400
7,582
864
17,326
-10,608.29
50
3000
8,466
864
21,658
-14,055.73
60
3600
9,180
864
25,989
-17.673.67
90
5400
10,680
864
38,984
-29,167.93
120
7200
11,631
864
51,979
-41,212.09
180
10800
12,767
864
77,968
-66.065.20
Safety Factor
Safety Factor
1.77%
2.13
Attachment C
Existing Utility Records
PROJECT
LOCATION
1691 Michigan Avenue
con
Suite 400
Miomi, Florida 33143
Kimley-Horn and Associates, Inc. Phone: 305-662.6445
Fox: 305--662.6492
PORTICO
MDWASD WATER ATLAS SHEET
YY w,i3a ERRAI.E
-575
1,E LED:
t t` t
-t elm Y lLLAtiE
SAY ANC
PROJECT
LOCH ► /1e.5
ADD ..�..F.
AR:
PACE PARK
REV1`:;10 -+
744
—174.
czn
Kimley-Horn and Associates, Inc.
1691 Michigan Avenue
Suite 400
Miami, Florida 33143
Phone: 305-662.6445
Fax: 305-662.6492
PORTICO
MDWASD SEWER ATLAS SHEET
Attachment D
Pump Station Monthly Information
Pump Station Monthly Information
Station..30 -0002 Atlas Pg..E13
MIAMI DADE WATER & SEWER DEPARTMENT
Addr..925 BISCA'XNE BLVD
S -Township-Range 31-53-42
G r. ET clock.Y Telm.Y #Pumps. 5
Pump Type.A Stn C1ass.M Speed,R Hrspwr,±
Res flow(gpd)
Plans.. 1,955,650
Plats.. 0
Extens. 0
Proj Napot
4.39 hrs
3.03 hrs
3.03 hrs
% Cap
43.00
30.30
30.30
Date
01/28/2005
12/28/2004
11/23/2004
10/25/2004
09/24/2004
08/25/2004
07/27/2004
GOLD/M
GOLD/D
GOLD/T
<Plan Review>
Moratorium..OK
Moratorium effective since
Yearly NAPOT (hrs) 3.03
Stn Gross Capacity(gpd).. 57,600,000
Station Reduction Factor 0.60
Stn Net Cap Certif(gpd).. 0
Stn Net Capacity(gpd)..,.
Indicated Flows(gpd)
34,560,000
4,363,200
Mo.NAPOT Avg Daily Flows Rgd #
Fig Pmp
2.77 11.07 0.00 Y 5
2.80 11.21 0.00 Y 5
3.09 12.34 0.00 Y 5
3.28 13.10 0.00 Y 5
3.14 12.56 0.00 Y 5
3.38 13.50 0.00 'Y 5
2.82 11.28 0.00 Y 5
Comments
Signature..LEALG Sign Date .03/17/2003 13:52:24.01
Station I<m>provement GOLD/S <S>tation Inform, GOLD/U <U>pstream Station
<D>ownstream Station GOLD/P <P>ump Information
Sewer Cer<t>ification
O l ti 'ON
UVVLS :O l SOOZ '9l '��!N
*2005031610323039*CA8ALP
ent . *
M Stat Station Station
R Type Owner Number
posed Number of gallons (gpd): 64800
* * * * * * * * * * * * * * * '* * * * * * * * * * * * * * *
OK 115RM+ 30
AC 30
AC 30
IN 30
IN 30
0002
CD
RS
RS95APR
RS94MAR
* This is not an official docum
Current
ET (Hrs)
Downstream Stations
4.39
1001.74
1001.73
1001.49
1001.61
Delta
ET (Hrs)
Projected
ET (Hrs)
* * * * * * * * '* * * * * * * * * * * * * * * * * * * *
0.04
0.01
0,01
0.00
0.00
4.43
1001.76
1001.74
1001.50
1001.61
OH? 'ON
WV'LS:01
A