HomeMy WebLinkAboutSite Utility StudyFebruary 2005
Vista Biscayne
MAJOR USE SPECIAL PERMIT
SITE UTILITY STUDY
PREPARED FOR
Vista Biscayne, L.L.C.
KHA Project No.: 042462000
Prepared by:
KIMLEY-HORN AND ASSOCIATES, INC.
1691 Michigan Ave. Suite 400
MIAMI BEACH, FL 33139
Vista Biscayne
Site Utility Study
Page 1
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Site Utility Study
Introduction
Vista Biscayne is a proposed residential development to be located at approximately 446-
452 NE 29th Street, on approximately on half acre, in the City of Miami, Miami -Dade
County, Florida (see Attachment "A" Site Location Map). Currently, three one story
residential units, and two other buildings exist on the site, all of which are to be
demolished as part of this project. The Vista Biscayne project includes a 17 story
residential tower and a parking garage. The development will consists of a total of 41
residential apartment units, and approximately 60 parking spaces. See Table 1, below for
further details of the proposed project.
Table 1:
Project Summary
Residential
41
124,173
Parking
60 spaces
Total
124,173
Vista Biscayne
Site Utility Study
Page 2
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I. Drainage
Existing Drainage
Presently, the site is developed with three one story residential units, and two other
buildings with a portion of a concrete patio and a driveway balancing the site. The
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 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 storm event will be used to design the storm water management system, in
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 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 public water distribution system that would serve the project is owned and operated by
the Miami -Dade Water and Sewer Department (MDWASD). Existing water mains in the
vicinity of the project are shown below in the Table 3.
Vista Biscayne
Site Utility Study
Page 3
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Table 3:
Existing Water Mains
(Per MDWASD Water Atlas Sheet)
Loeatio
Between
Water::Main(s)
NE 4tn Avenue
NE 315` Street and NE 29th Street
12" D.I.
NE 29th Street
Along NE 29th St. east of NE 4th Avenue
12" D.T.
Miami -Dade Water and Sewer Department (MDWASD) criteria normally require
developers to construct a new 12-inch ductile iron (DI) water main along the frontage of
the property. Currently, a 12-inch water main fronts the property along NE 29th 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. Water service
meters will be installed by MDWASD forces 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 4 depicts the sanitary sewer mains owned and operated by Miami -Dade Water and
Sewer Department (MDWASD), within the vicinity of the project.
Vista Biscayne
Site Utility Study Page 4
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Table 4:
Existing Sanitary Sewer Mains
(Per MDWASD Sewer Atlas Sheet)
NE 4th Avenue
NE 29th St. & NE 31st St.
8" Gravity Main
NE 29th Street
Along NE 29th St. east of NE 4`h Ave.
8" Gravity Main
Similar to the watermain, 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 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 4th Avenue and NE
29th Street are received by MDWASD Regional Pump Station #2, located at 925 Biscayne
Boulevard. As of November 2004, 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 determination regarding the status of the
existing transmission system and the need for possible improvements will not be made
Vista Biscayne
Site Utility Study
Page 5
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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.
Table 5:
Water & Sewer Flow Generation
Apartments
41 units
200 gpd per unit
8,200
Total Anticipated Flow
8,200 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.
Vista Biscayne
Site Utility Study
Table 6:
Solid Waste Generation
Type of
Occupancy
Apartments
Phase 1
Quantity
41 units
5lbs/unit/day
Total Solid
Waste
Generated
(Tons/I)ay}
0.10
Total Anticipated Solid Waste Generated
0.10
Page 6
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Attachment A
Site Location Map
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N frb.
34TH ST Q
100.00.32ND ST
ea a
iG y-Hcfn and , inc.
1691 Michigan Avenue
Suite 400
Miami Beach, Florida 33139
Phone: 305-673-2025
fax 305-673-4882
VISTA BISCAYNE
SITE LOCATION MAP
iROWARU
!7
/64
Air, 4 Aft
1051
t
JECt
4Bc1+
'kb j,.EGENtY
2
tEsrimar��
NTER4'AL 1.0 •FCXIT,
indicates #}
MEAN SEA LEVEL.
Kimsey -Horn and Associates, Jim
1691 Michigan Ave
Suite 400
Miami Beach, Florida 33139
Phone: 305-673-2025
Fax: 305-673-4882
VISTA BISCAYNE
AVERAGE OCTOBER GROUND
WATER LEVEL 1960-75
Kimley-Horn and mates, Inc.
1691 Michigan Avenue
Suite 400
Miami Beach, Florida 33139
Phone: 305-673-2025
Fax: 305-673-4882
VISTA BISCAYNE
FLOOD CRITERIA MAP
Kimley-Ham and Associates, Inc.
:27===.40."4.4Xt::
1691 Michigan Ave
Suite 400
Miami Beach, Florida 33139
Phone: 305-673-2025
Fax: 305-673-4882
VISTA BISCAYNE
F.LM. FLOOD INSURANCE
RATE MAP
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Attachment B
Preliminary Drainage Well Calculations
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VISTA BISCAYNE
City of Miami, Florida
DRAINAGE CALCULATIONS:
DRAINAGE WELLS
(MASS DIAGRAM- DERM CRITERIA)
1. Site Data:
A. Average October Water Table Elevation = 2.00 NGVD
B. County Flood Criteria Elevation = 5.00 NGVD (County Flood Criteria Map, see Appendix A)
C. F.I.R.M. or FEMA Base Flood Elevation = 900 ; Zone AE (Map No. 12025C01831, see Appendix A)
D. Average Crown Road Elevation = 5 69 ' NGVD
E. Average Existing Onsite Grade Elevation = 6.08 .: NGVD
F. Proposed drainage inlet grate elevation = 6 (.` NGVD
2. Total Contributing Drainage Area (A):
A. Impervious Areas:
a) Asphalt and concrete pavement =
b) Roof areas + 1/3 NE building corner =
Total Impervious Area (Al) =
0.50 Acres
.02 Acres
40: Acres
0.42 Acres (84%)
B. Pervious areas:
a) Green Areas = .08 Acres (16%)
3. Weighted Runoff Coefficient (C):
Runoff Coefficient Impervious (C1) = 0 90:
Runoff Coefficient Pervious (C2) = 0 30
C=[(A1 xC1)+(A2xC2)]IA; C= 0.80
C x A = Total Contributing Area; C x A = 0.40 Acres
4. Time required to generate one inch of runoff (per DERM Water Control Section D-4)
Rainfall Intensity (I) = 308.51 [(48.6 x F-°'11) + t (0.5895 + F- 3)]
Frequency (F) _ 5 years - Frequency Curve
Q = CIA, V = Qt; V(i ii) = Qt(1 in.)' t(1 in) = Time to generate 1 inch of runoff
Vo in.) = C1At(l in.)
1" x A = CIAt(l in) ; Solving for to in>, to � = 1" / (IC)
Time to Generate one inch of run-off t(in) = 12.71 Min.
Time to reach the inlet (tc.)10 00 `. Min.
Total Time required to generate 1 in of runoff: = 22.71 Min.
VISTA BISCAYNE DRAINAGE WELLS_Atlachment B_xis BASIN
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5. Cumulative Runoff (Inflow Mass Diagram)
Time
CxA
(acres)
1
(inches) ..
Q
(CFS)'
Accumulated
Storm
Runoff
_ (CF) . . .
(Min.)
: (Sec.)
8
480
0.402
6.405
2.57
1,236
10
600
0.402
6.166
2.48
1,487
15
900
0.402
5.641
2.27
2,041
22.71
1363
0.402
4.986
2.00
2,732
30
1800
0.402
4.493
1.81
3,251
40
2400
0.402
3.956
1.59
3,817
50
3000
0.402
3.534
1.42
4,262
60
3600
0.402
3.193
1.28
4,622
90
5400
0.402
2.477
1.00
5,377
120
7200
0.402
2.023
0.81
5,855
180
10800
0.402
1.480
0.60
6,427
6. Drainage Well Design Discharge Rate:
Based on well discharge rate of:
335 GPM/ft. Head
DW-1
Lowest Inlet
Rim Elev.
(NGVD) ;.
6.00
ict.:Water
Table elev.
(NGVD)
2.00
Headlass'clue'
to Higher SG;
of Salt. Water:
(ft.)
2.20
:Head Acting:
on Well (f)
1.80
i.ell Discharge
Rate (CFS)
1.34
Well Sim re Dimensions'.
Width (ft
Length (ft.)
120
Well Structure;
Storage Volume
(CF)
151.2
DW-1 6.00 2.00 2.20
1.80
1.34
l_0
151.2
DW-1 6.00 2.00
2.20 1.80
1.34
.:.12.0
151.2
Well Discharge Rate (CFS)
7. Detention Time:
4.03
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) = Q x 90 sec. =
Vdi = Detention Volume Per Well (CF) =
W = Width of Well Structure (ft.) =
L = Length of Well Structure (ft.)
2.00 CFS
180.40 CF
60.13 CF
7.0 ft.
12.0 ft.
453.60
Hm , is the minimum depth required from the top of well casing to the floor of the well box to achieve 90 second detention time:
ll (ft.) = Vdi / (W x L) = 0.80 ft.
Top of Well Casing Elev. = 4.00
Elevation at Floor of Well Box (NGVD) = Top of Well Casing Elev. -
= 3.20
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8. Excess storm water runoff excluding well structure storage:
Time
Well
Discharge
Rate
(CFS)
Accumulated
Well
Discharge
Volume
(CF}
Accumulated
Stony' Runoff
(CF) •
Total Overflow
. Volume
(CF)
Min.)
(Sec.) :
8
480
4.03
1,935
1,236
-699
10
600
4.03
2,418
1,487
-931
15
900
4.03
3,628
2,041
-1,587
22.71
1,362.82
4.03
5,493
2,732
-2,762
30
1800
4.03
7,255
3,251
-4,004
40
2400
4.03
9,674
3,817
-5,857
50
3000
4.03
12,092
4,262
-7,830
60
3600
4.03
14,511
4,622
-9,889
90
5400
4.03
21,766
5,377
-16,389
120
7200
4.03
29,021
5,855
-23,166
180
10800
4.03
43,532
6,427
-37,105
9. Excess storm water runoff including well structure storage:
lTir.)
(Sec.);:
Accumulated
Storrii. Runoff
(CF)
Storage in
ell Structure
(CF)
Accumulated
Well
Discharge
Volume
(C
Total Overflow
Volume
(CF).
8
10
15
22.71
30
40
50
60
90
120
180
480
600
900
1,362.82
1800
2400
3000
3600
5400
7200
10800
1,236
1,487
2,041
2,732
3,251
3,817
4,262
4,622
5,377
5,855
6,427
454
454
454
454
454
454
454
454
454
454
454
1,935
2,418
3,628
5,493
7,255
9,674
12,092
14,511
21,766
29,021
43,532
-1,152.48
-1,384.72
-2,040.29
-3,215.15
-4,457.67
-6,310.23
-8,283,57
- 10,342,75
- 16,842.71
-23,619.53
-37,558.20
Safety Factor
1 2.01%
Safety Factor
2.41%
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Attachment C
Existing Utility Records
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60 251
_ 261-7
- 1813
252
.4c 1622
1
tiE 32. ST
239 Z39 237, -I . 230 = 235
75311 521-
0 18 6 8311-
7,20 220
if 371
0
170 177
14€ 31 6/1
i0
2:31
2020
16-00
' 'oft ilkfti
200, 123/ -; Er A' a
i
22'...01 1,51051
521
,g33 234 =
2-1-0%.15492- Tei-PROJECI
172 Ill r ir
I 70
1
) , , 10 14
<744 1 ' • , „,, ,
9 NE 26 ST , 2308
100. ; 1.04
.10.4' -i; • 'C 0'
-4-Cie OVEN
1533 1669
LOCATLON
212
210 211
199
1691 Michigan Avenue
Suite 400
Miami, Florida 33143
IGmlotHorn and Associab3s, Inc. Phone: 305-662.6445
Fax 305-662.6492
VISTA BISCAYNE
MDWASD SEWER ATLAS SHEET
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12..-ri
IGniey-Hom and Associates, kr.
1691 Michigan Avenue
Suite 400
Miami, Florida 33143
Phone: 305-662.6445
Fox: 305-662.6492
VISTA BISCAYNE
MDWASD WATER ATLAS SHEET
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Attachment D
Pump Station Monthly Information
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12/26/2004
11/23/2004
10/25/2004
09/24/2004
08/25/2004
07/27/2004
06/25/2004
GOLD/M
GOLD/D
GOLD/ T
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Pump Station Monthly Information <P1Nn ReviE
Station..30 -0002 Atlas Pg..E13 Moratorium..
MIANI DADE WATER & SEWER DEPARTMENT
0 Addr. .. 925 BISCAYNE BLVD Moratorium effective since / /
Sec -Township -Range..., 31-53-42
Genr. ET clock.Y Te1m.Y #pumps 5
Puznp Type.A Stn C1ass.M Speea.R Hrspwr.-+-
Res flow(g-pd)
Plans.. 1,779,363
Plats.. 0
Extens. 0
Proj Napot
4.32 hrs
3.08 hrs
3.08 hrs
% Cap
43.20
30.80
30.80
Yearly NAPOT (hrs) 3.(
Stn Gross Capacity(gpd)..
Station Reduction Factor
Stn Net Cap Certif(gpd).,
Stn Net Capacity(gpd).... 34,560,0(
Indicated Flows (gpd) 4,435,2(
57,600,0(
0.E
Date Mo.NAPOT Avg Daily Flows Rgd # Coicuuents
Fig Pmp
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 12.5E 0.00 Y 5
3.38 13.50 0.00 Y 5
2.82 11.28 0.00 Y S
2.79 11.16 0.00 Y 5
Signature..LEAI.G Sign, Date..03/17/2003 13:52:24.01
Station I<m>proveznent GOLD/S <S>tation Inform. GOI,DfU <D>pstream. Stat
<n>ownstream Station GOL13/P <P>ump Infoiivat:
Sewer Cer<t>jfication
'd • l 6 '0
INVSt :Ol SOH 'l 'Ed
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ent.
*2005020209563996*C,ABALP * This is not an official doc
M Stet Station Station Current Delta Project
R Type Owner Number ET (Hrs) ET (Hrs) ET (HI:
Proposed Number of gallons (gpd): 8200
******4e***********************
Downstream Stations *'************************hi
OK A5RM+ 30 0002 4.32 0.01 4.
AC 30 CD 1001.61 0.00 1001.
AC 30 RS 1001.55 0.00 1001,
IN 30 RS95APR 1001.34 0.00 1001.
IN 30 RS94MAR 1001.44 0.00 1001.
.d G6'O
WvS1:Ol SOH `Z _SJ3