HomeMy WebLinkAboutIII.Tab 3 Site Utility StudyDecen. ber, 2006
dgewater Tower
AJOR USE SPECIAI PERMIT
SITE UTILITY STUDY
PREPARED FOR
ICE, LLC
Edgewater Tower
Site
Kirriiey-Horn
and Associates, Inc,
•
December, 2006
Edgewater Tower
MAJOR USE SPECIAL PERMIT
SITE UTILITY STUDY
PREPARED FOR
ICE, LLC
Edgewater Tower
Site Utility Study
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Site Utility Study
introduction
Edgewater Tower is a proposed 41-story residential development to be located on a 2.03 L —
shaped acre site on the NE corner of NE 7th Avenue and NE 31 sc Street in the City of Miami,
Florida (See Site Location Map -Fig 1). The Edgewater Tower shall consist of 201 residential
units and parking facilities totaling 325 parking spaces.
Table 1
Project Summary
Parking (Gross)
325
Floor Area
(SF)
Residential Units
201
Edgewater Tower
Site Utility Study Page 2
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Figure 1:
Site Location Map
r
PROJECT
LQCATION
E., 34TH ST
i
NE
1
1
NE32NDST
._4—._.
1-- r.---1
0 F-----t— Call 1NE 30TH TE
1 Z
Ui 0 I
Z ...„ 1 1-- >"
----‘----t—e.,1
a 1 9TH T a
i
(111.1 i \ U) 1NE 2E
1 H—
Z 1 1"Zj E 29THST
E-27TH TE
\ NE 26TH TE
NE 31ST ST
NE 30TH ST
NE 26TH ST k
Edgewater Tower
Site Utility Study
Page 3
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Drainage
Existing Drainage System
Based on site observations and available information, there is no existing drainage system serving
the unoccupied site? A new storm water 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, for water quality purposes, if possible, to facilitate on -site disposal of storm water runoff.
The 5-year design storm event will be used to design the stow.' 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 six (6) 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 shall be in conformance with the requirements of the Miami -
Dade County Department of Environmental Resources Management (DERM) Water Control Section,
Florida Department of Environmental Protection (FDEP), and other local, state and federal regulatory
agencies having jurisdiction over the project.
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 183 of 625 of COMMUNITY -PANEL NUMBER
12025C0183 J of the Flood Insurance Rate Map (FIRM). According to the National Flood
Insurance Program, the property is located within the following Flood Zones:
(1) Flood Zone AE and has a base flood elevation 11.0 (See Attachment A.)
(2) Flood Zone VE and has a base flood elevation 11.0
Edgewater Tower
Site Utility Study Page 4
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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 storm water management calculations (Source:
Miami -Dade County Public Works Manual, Volume II - Design Standard Detail WC 2-2).
lI. 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 below.
Table 2
Existing Water Mains
Location
Between
Water Main(s)
NE 31st Street
NE 6th Ave and NE 7th Ave
12" (Proposed)
NE 7th Avenue
NE 31st ST and NE 32nd ST
6"
NE 32nd Street
NE 6`h Ave and NE 71h Ave
6"
In accordance with Miami -Dade Water and Sewer Department (MDWASD) criteria, a 12-inch water
main is required along the frontage of all commercial developments. In addition, the City of Miami
Fire Department may request additional fire hydrants be placed in the vicinity of the subject project.
However, a final determination of the points of connection and requirements will not be provided by
MDWASD until Water and Sewer Agreement is requested by the owner. Water service meters would
need to be purchased by the owner and installed by MDWASD officials. See Attachment "C" for a
copy of the MDWASD water atlas sheet for the project area.
Edgewater Tower
Site Utility Study
Page 5
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III. Sanitary Sewer Collection System
Table 3 depicts the sanitary sewer mains owned and operated by the Miami -Dade Water and Sewer
Department within the vicinity of the project.
Table 3
Existing Sanitary Sewer Mains
Location
Between
Sanitary Sewer
Line(s)
NE 31s` Street
NE 6`h Ave and NE 7th Ave
10"
NE 7n' Avenue
NE 315t ST and NE 32"1 ST
10"
NE 32°d Street
NE 6`h Ave and NE 7th Ave
10"
The existing 10-inch gravity sanitary sewer main along NE 7th Avenue may have sufficient capacity to
accommodate the proposed development. 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 and DERM may require upgrades to the existing sanitary
sewer system, but this can not be determined without a request for a Water and Sewer Agreement.
MDWASD Pump Station #30-0002 at 925 Biscayne Boulevard receives the flows from these mains.
As of 12/14/06, this pump station is operating at an average yearly NAPOT of 3.31 hours which is
33% of its design capacity. The pump station projected NAPOT is 5.2 hours, which is 52% of it's
design capacity. Therefore, a new sanitary sewer pump station or upgrades to said pump station may
not be required for the proposed development. 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
Edgewater Tower
Site Utility Study
Page 6
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Sanitary Sewage System Capacity Certification Letter is issued. Please refer to Attachment "D" for
Pump Station Monthly Information.
Table 4
Water & Sewer Flow Generation
Residential 201 units
200 GPD/Room
40,200
Total Anticipated Flow
40,200
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.
Edgewater Tower
Site Utility Study
Page 7
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Residential
Table 5
Solid Waste Generation
201 units
5 lbslunit/day
0.50
Total Anticipated Solid Waste Generated
0,50
Edgewater Tower
Site Utility Study Page S
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Attachment A
Maps
Edgewater Tower
Site Utility Study Page 9
E 36171-1ST
NE'35TH TE
33RD
NE 32ND ST
NE 31 ST ST
co
NE 30TH ST
NE 29TH TE
NE 29TH ST
NF 28TH ST
PROJECT
LOCATION
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Kimsey -darn and Associates, Inc.
acea -mew
591 Michigan Avenue, Suite 400
Miami Beach, Fiorido 33139
Phone: 305-673-2025
Fox: 305-673— 4882
EDGEWATER TOWER
LOCATION MAP
3O
APPaoxFMATE SOAL!
500 0
500 FEET
NATiDNAi. FLcoc ,NSURANCE PR.6GRAfh
FIRM
FLOOD INSURANCE RATE MAP
DADE COUNTY,
FLORIDA
AND INCORPORATED AREAS
PANEL 83 OF 625
C 1ThA:
N;u;in Pu1c ;grit
MAP NUMBER
202 C-133 J
MAP REYI,ED
_. i594
This ra an official cagy of a r. A t of :ne aoow: cgerenccd Rood map
was t2cted using F-1,11T O LFne. TRis map Cnee net to tees enangms
Of endm&nia which may have been made subsequent to the tlate as the
title lack- Pot -he bast product information about Nat;o.na1 Flood 1-rpurarr8
Program loco maps Gteck tiw FEMA F1oon Map Stare a: '.vw✓r. msclama gov
111
Kimley-Horn and Associates, Inc.
con
1691 Michigan Avenue, Suite 400
Mlorni Beach, Florida 33139
Phone: 305-673-2025
Fox: 305-673-4882
EDGEWATER TOWER
FIRM. FLOOD INSURANCE
RATE MAP
Kimley-Horn and Associates, Inc.
1691 Michigan Avenue
Suite 400
Miami Beech, Florida 33139
Phone: 305-673-2025
Fax: 305--673-4882
EDGEWATER TOWER
FLOOD CRITERIA MAP
Kimsey -Horn and Associates,
1691 Michigan Ave
Suite 400
Miami Beach, Florida 33139
Phone: 305-673-2025
Fax: 305-673-4882
EDGEWATER TOWER
AVERAGE OCTOBER GROUND
WATER LEVEL 1960-75
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Edgewater Tower
Site Utility Study
Attachment B
Preliminary Drainage Well Calculations
Page 10
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EDGEVVATER TOWER
City of Miami, FL
DRAINAGE L SL T O S °
"FRENCH DRAINSYSTEMS" a'
(MASS DIAGRAM— DERM CRITERIA)
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1. Site Data:
A. Control Water Table Elevation =
B. County Flood Criteria Elevation =
C. F.I.R.M. Base Flood Elevation =
D. Average Road Crown Elevation —
E. Average Existing °.nsite Grade Elevation --
F. Prop. Lowest Drainage Inlet Elevation =
2. Total Site Area (A) _
2.90 GVD (Mean High Tide elev. per MLW Bay Datum)
00 NGVD (County Flood Criteria Map, see Appendix A)
1 T 00. NGVD Zone VE (Map No.]2025COt83.1 - Appendix A)
N!A NGVD
4.50: NGVD
5 30 NGVD
A. Impervious Areas:
a) Asphalt and concrete pavement =
b) Roof areas + 1/3 NE Corner of Building =
Total Impervious Area (Al) =
B. Pervious areas:
a) Green Areas =
Total Pervious Area (A2) =
3. Weighted Runoff Coefficient (C):
2.030 Acres (see Drainage Areas Map -Appendix B)
0.'00 Acres
3,000 Acres
3.100 Acres (153%)
ri 700 Acres
0.700 Acres (34%)
Runoff Coefficient Impervious (C 1) = 0.90
Runoff Coefficient Pervious (C2) = 0.30
C=[(AlxCI) +(A2xC2)]/A; C= 1.478
C x A= Total Contributing Area; C x A = 3.00 Acres
4. Time required to generate one inch of runoff (per DERM Water Control Section D-4)
Rainfall Intensity (1) = 308.5 / [(48.6 x F .1) + t (0.5895 ÷ F-2/3)
Frequency (F) = 5 years - Frequency Curve
Q = CIA, V = Qt; V(1 in) = Qt(1 , ), t11 in_) = Time to generate 1 inch of runoff
V(1 i = C1At(I in.)
1"xA=CIAt4iU.)
; Solving for t(1 in), t(1 i) = 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:
6.11 Min.
= 10.00 Min.
= 16.11 Min.
O: LumieretWELLS-Lumin[are BASIN
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5. Cumulative Runoff (Inflow Mass Diagram)
Time:
CxA
(acres)
l
(inches)
Q
(CFS)
Aecumulated
Storm
Runoff
(CF)
(Min.)
(Sec.)
8
480
3.000
6.405
19.21
9,223
10
600
3.000
6.166
18.50
11,099
15
900
3.000
5.641
16.92
15,231
16.11
966
3.000
5.537
16.61
16,053
30
1800
3.000
4.493
13.48
24,263
40
2400
3.000
3.956
11.87
28,486
50
3000
3.000
3.534
10.60
31,808
60
3600
3.000
3.193
9.58
34,489
90
5400
3.000
2.477
7.43
40,126
120
7200
3.000
2.023
6.07
43,697
180
10800
3.000
1.480
4.44
47,966
6. Drainage Well Design Discharge Rate:
Based on well discharge rate of:
400 GPM/ft. Head
Well
No
1
1.owc t Inlet
Rim Elev.
(NGVD)
Oct_ Water
: Table:elev.
.: (NGVD)
1lea(floss :due
to Higher SG
Bead
ori:Weil
Acting
(ft)
Well Discharge
Rale (CFS)
:
Well Structure Dimensions
VJcl1 Stnicture.
Si€rrage Volume
(CF)
Width
(ft.) .
Length (ft.)
DW-1
5.30
2.00
2.2
1.10
098
4.0
1.0.0
1496
DW-2
5.30
2.00
2.2
1.10
0.98
6.0
10.0
2244
DW-3
530
2.00
2.2
1.10
0.986
0
10.0
2244
DW-4
5.30
2.00
2.2
1.10
098I6
tl
10.0
2244
DW-5
5.30
2.00
2.2
1.10
0.98
6.0
1;(t (?
2244
DW-6
5.30
2.00
2.2
1.10
0.98
6.0
I(i 0 ':
2244
Well Discharge Rate (CFS) 5.88
7. Detention Time:
The drainage well structure must be designed to detain runoff for a
Qd = Design Runoff Rate (CFS)
Vd = Detention Volume (CF) = Qd x 90 sec. =
Vdt = Detention Volume Per Well (CF)
W = Width of Well Structure (ft.) _
L - Length of Well Structure (ft.) =
Total Storage (CF) j 12716.00
um of 90 seconds prior to discharge.
16.61 CFS
1494.94 CF
1494.94 CF
4.0 ft.
10.0 6.
is the minimum depth required from the top of well casing to the floor of the well box to achieve 90 second detention time:
lim,,. (ft.) = Vd, / ( W x L) = 37.40 ft.
Top of Well Casing Elev. = 0.80 ft.
Elevation at Floor of Well Box (NGVD) = Top of Well Casing Elev. - ]l;n = -36.60
or,L„rn, re4WELLS-L,irTiere
W EULs
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8. Excess storm water runoff excluding well structure storage:
Time
e11
Discharge
Rate
(CFS)
Acc€uinrlat€d
'e11':
Discharge
Volume
(CF)
Accumulated
Storm Runoff
(CF)
Total Overflow
Volume
(CF)
(Min.)
(See.)
8
480
5.88
2,824
9,223
6,399
10
600
5.88
3,529
11,099
7,570
15
900
5.88
5,294
15,231
9,937
16.11
966.41
5.88
5,685 :
16,053
10,368
30
1800
5.88
10,588
24,263
13,675
40
2400
5.88
14,118
28,486
14,369
50
3000
5.88
17,647
31,808
14,161
60
3600
5.88
21,176
34,489
13,313
90
5400
5.88
31,765
40,126
8,362
120
7200
5.88
42,353
43,697
1,345
180
10800
5.88
63,529
47,966
-15,563
9. Excess storm water runoff including well structure storage:
8
10
15
16.11
30
40
50
60
90
120
180
(See.)
480
600
900
966.41
1800
2400
3000
3600
5400
7200
10800
Accumulated.
Storm: Runoff
9,223
11,099
15,231
16,053
24,263
28,486
31,808
34,489
40,126
43,697
47,966
Storagei
ell Structure
(CF)
12,716
12,716
12,716
12,716
12,716
12,716
12,716
12,716
12,716
12,716
12,716
Accueulat€
Well
Discharge
Volume
(CF)
2,824
3,529
5,294
5,685
10,588
14,118
17,647
21,176
31,765
42,353
63,529
Total Overfio
VolUme
(CF)
-6,316.52
-5,145.96
-2,778.88
-2,348.27 Safety Factor
959.01
1,652.64
1,444.96
596.69
-4,354.37
-11,371.47
-28,279.08
Safety Factor
0.35%
1.70%
O.LumiereIWELLS,Lumi eiere WELLS
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Edgewater Tower
Site Utility Study
Attachment C
Existing Utility Records
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.6/02/45
(LINE TO'BE REMOV D
HASE�
197
YS/05112106 3
NE W TER _-{ 7
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Edgewater Tower
Site Utility Study
Attachment D
Pump Station Monthly Information
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Petmp S1silar Moaihfq Infoemation
EMM
MtPk11 DADE WATER _SEWER EPART!.
BSCAYNE.91.4D
Secd'rml ownst.04,w i"' • PT • 42iii.. &eneratoa $'
Type. F-73Clans: 5peev& H.P.: ....
Nvmfwt o[ Yampa: 5
Yeauly NAPDT [hes]: 3.31
Flea fbre[gpdj 2,719,926
Peej Napa[: 5.2 het
X Cap: 52
Meratmrioaae Meal aavx pinziii358
Yetemery ET clock 57-3
S tnGrest Capacpq[gp.0 S7.9O9.010
S tation RedretienFecav .S
S tn Met Cap Cettif[gp4 [0...
S to 40 CapacikAg 34,5C0,000
truncated Flow:kiJ 5,766A06
Date:
eio_A"5f�"
l6RCgSR
jfD kNTHYRN 9,27/06 NEIAikR
' �EA4ASR:
F DENTRY 1417/11!05 INE.9049
Mo.NAPDT Av9Dady. 8d9Fka: 6Puogr' Cprmrmt::
livunom_ D-uo ream
atrantOTiesult* .
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Kimley Horn was retained to perform a limited Site Utility Study and performed only those tasks
specifically stated in our scope of services. The Client may use this report as part of its due
diligence, but this report should not be used as the sole basis for the Client's decision making.
We endeavored to research site development issues and constraints to the extent practical given
the limited scope, budget, and schedule agreed to with the Client. Our assessment is based in
large part on information provided to us by others (city staff DOT staff Utility Company
Representatives, etc.) and therefore is only as accurate and complete as the information provided
to us.
This report is based on our knowledge as of December 19, 2006. New issues may arise during
development because of changes in governmental rules and policy, changed circumstances, or
unforeseen conditions. Our assessment is based on the desires of the Client that have been
specifically disclosed to us. The Client should do its own due diligence to become comfortable
with our findings and to be sure no other significant development issues exist.
Major Use Special Permit Site Utility Study
Royal Atlantic, Tract "A", Sportman Park, Section "A"
City of Miami, Florida
Page 13