HomeMy WebLinkAboutTab 3 Site Utility Study• February 2006
Urbana -Mixed Used Tower
MAJOR USE SPECIAL PERMIT
SITE UTILITY STUDY
• PREPARED FOR
HAI-Group Developments, Inc.
KHA Project No.: 042687000
Prepared by,
KlMLEY-HORN AND ASSOCIATES, INC.
1691 MICHIGAN AVENUE. SUITE 400
MIAMI BEACH, FL 33139
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Kim ey-Horn
and Associates,
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Site Utility Study
Introduction
Urbanaa is a proposed mixed -use development to be located on the north-east corner of NE 2nd
Avenue and NE 17th Terrace, in the City of Miami, Florida (see Site Location Map -Fig 1). The
Urbana project shall consists of approximately 121,770 sf. of residential space, 9,846 sf. of retail
space, and a parking garage. Table 1, below depicts the details of the proposed project.
Table 1:
Project Summary
Retail
9,846
Residential
100
121,770
Total
100
131,616
Parking (Gross)
592 Spaces
I. Drainage
Existing Drainage
There is a one existing drainage inlet visible within the property and this inlet most likely connects to
an onsite drainage system. Construction of the proposed development will require that the existing
storm water management system be demolished.
Urbana
Site Utility Study
Page 2
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Figure 1:
Site Location Map
PROPOSED
PROJECT
T
7l
I
6TH1ST ZE NE
Proposed Drainage System
16i-,H
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 six (6) 24" drainage wells will provide
sufficient capacity to dispose of the design 5-year 24-hour storm water runoff generated by the
Urbana
Site Utility Study
Page 3
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proposed development. Preliminary drainage computations for the project areas are provided in
Attachment "A" 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 is shown in the Table 3.
Table 3:
Existing Water Mains
()cation
BetM'een
Water 'Main:(s):
NE 17t Terrace
NE 2nd Avenue and NE 2nd Court
2"
NE 2nd Avenue
NE 17th Terrace and NE 18th Street
6" and 20"
NE 2nd Court
NE 17th Terrace and NE 18th Street
4„
Per the MDWASD Water Atlas Sheet, 20" and 6" water mains are located along NE 2nd Avenue. In
accordance with Miami -Dade Water and Sewer Department (MDWASD) criteria, the developer may
be required to construct a new 12--inch ductile iron (DI) water main connecting the existing 20" water
main along the frontage of the property on NE 17th Terrace. 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 will be installed by MDWASD forces at owner's
expense. Water service meters would need to be purchased at the owner' s expense and installed by
MDWASD forces.
See Attachment "B" for a copy of the MDWASD water atlas sheet for the project area.
Urbana
Site Utility Study
Page 4
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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.
Table 4:
Existing Sanitary Sewer Mains
NE 17th Terrace
8" Gravity Line
NE 2nd Avenue
16" FM Sludge Line
and 8" Gravity Main
On -site
6" and 8" Gravity Lines
Per the MDWASD Water Atlas Sheet, 6" and 8" sanitary sewer lines are in conflict with the proposed
improvements. Said lines will need to be removed prior to construction of the proposed development.
There is a possibility the 10" gravity line along NE 2zad Ct. will need to be extended to NE 17th Terr.
along the frontage of the property. However, this can not be verified until a downstream analysis of
the existing sanitary sewer system is completed. 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 other 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 B).
MDWASD Pump Station #2 receives the flows from these mains. AS of 01/06/06, this pump station is
operating at an average yearly NAPOT hours of 3.02 which is 48% of its design capacity. Therefore, a
new sanitary sewer pump station or upgrades to said pump station are not anticipated 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 Sanitary Sewage System Capacity Certification Letter
is issued. Please refer to Attachment `B" for the sewer atlas and Attachment "C" for Pump Station
Monthly Information.
Urbana
Site Utility Study
Page 5
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Table 5:
Water & Sewer Flow Generation
Type o
Occupancy:.
Apartment
100 units
200 gpd per unit
Average
Daily Flow;
(gpd)
20,000
Retail 9,846 sf
5 gpd per 100sf
493
Total Anticipated Flow
20,493 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.
Urbana
Site Utility Study
Table 6:
Solid Waste Generation
Type of
Occupancy
Apartment
Phase l
Quantity
100 units
5 lbs/unitlday
Total. Solid
Waste
Generated
(Tons/Day)
0.250
Retail
9,846 sf
6 lbs/1000 sf/day
0.030
Total Anticipated Solid Waste Generated
0.280
Page 6
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Attachment A
Pre nary Drainage Well Calculations
URBANA
City of Miami, Horida
RAINAGE CALCULATIONS:
DRAINAGE WELLS
(MASS DIAGRAM — DERM CRITERIA)
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1. Site Data:
A. Average Control Water Elevation (NGVD)
13. County Flood Criteria Elevation (NGVD)
C. F.1.R.M. Base Flood Elevation (NGVD) =
D. Adjacent Existing Road Crown Elevations:
Highest (NGVD)
Lowest (NGVD) _
E. Adjacent Existing Back -of -sidewalk Elevations:
Highest (NGVD) =
Lowest (NGVD) _
F. Lowest proposed inlet elevation (NGVD)
2. Total Property Area
2,00
5.0( " (Per County }l r t Criteria g Jap, See a_ _.
9.00 (inane AE, Map No,. i2025CoLLilJ see Apx.;)
9.7 (NE2ad Avenue
6.4 (NEj2nd CO
1.330 Acres
A. Impervious Areas:
a) Asphalt and concrete pavement = 0.260Acres
b) Roof areas = 1.000 Acres
c) 1f3 of the NE building corner = 158 i', Acres (in excess of property area)
Total Impervious Area (A) = 2.840 Acres
B. Pervious areas;
a) Green Areas =
C. Total Contributing Area =
3. Weighted Runoff Coefficient (C):
Runoff Coefficient Impervious (C1) =
Runoff Coefficient Pervious (C2) = 0,30
C = ((Al x C1) + (A2 x C2)j 1 A; C = 0.886
C x A = Total Contributing Area; C x A = 2.58 Acres
0.070 Acres
2,910' 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""tt) + t (0.5895 + F2J3)1
Frequency (F) = years - Frequency Curve
Q = CIA. V = Qt; V(i ;n) = Qt(t ), tEt )= Time to generate I inch of runoff
Vt,,„.)=ClAto
1" x A = ClAto s) ; Solving for to ;„), t,, i„) = 1" / (IC)
Time to Generate one inch of run-off t(in)
Time to reach the inlet (le.)
Total Time required to generate 1 in of runoff:
= 11.24 Min.
10.00 Min..
= 21.24 Min.
DWELLS }s
BASIN
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5. Cumulative Runoff (Info
Mass Diagram)
Time
CxA
(acres)
1
(inches)
Q
(CFS)
Accumulated
Storm
Runoff
(CF)
(Min.)
(Sec.)
8
480
2.577
6.405
16.51
7.923
10
600
2.577
6.166
15.89
9.534
35
900
2.577
5.641
14.54
13,084
21.24
1274
2.577
5.099
13.14
16,747
30
1800
2.577
4.493
11.58
20,842
40
2400
2.577
3.956
10,20
24,470
50
3000
2.577
3.534
9.11
27,323
60
3600
2.577
3.193
8.23
29,626
90
5400
2.577
2.477
6.38
34,469
120
7200
2.577
2.023
5.21
37,536
180
10800
2.577
1..480
3.82
41,203
6. Drainage Weil Design Discharge Rate:
Based on well discharge rate of:
700 GPM/ft. head
No.:
DW-1
oldest hale
Rim Elev.
(NGGVD)
7.00
Oct. Water
Table elev.
(NGVI))
2.00
Fleadloss due
to Higher SG
of Salt Water
(ft.)
2.20
ead Acting.
on Well (ft.)
2.80
Well Discharge
Rate (CFS)
4.37
Well Structuie Dirtiertsions
Width: (ft:)
6
en
2si
at.)
DW-2
7.00
2.00
2.20
2.80
4.37
0
DW-3
7.00
2.00
2.20
2.80
4.37
6'
0
DW-4
7.00
2.00
2.20
2.80
4.37
6'.
0!
DW-5-
7.00
2.00
2,20
2.80
4.37
2:
DW-6
7.00
2.00
2.20
2.80
4.37
2.
Well Structure
Storage Volumi
(CF)
201.6
201.6
201.6
201.6
201.6
201.6
Well Discharge Rate (CFS)
7. Detention Time:
21.84
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. =
VdDetention Volume Per Well (CF) =
W = Width of Well Structure (ft.) =
L = Length of Well Structure (ft.) =
13.14 CFS
1182.63 CF
197.11 CF
6.0 ft.
12.0 ft.
1008.00
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:
(ft.)=Va l(WxL)=
2.80 ft.=Depth from top of casing to bottom of well box
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8. Excess storm water runoff excluding well structure storage.
Time
Well
Discharge
Rate
(CFS)
Accumulated
Well
Discharge
Volume
(CF)
Accumulated
Steno Runoff
(CF)
Total Overflow
Volume
(CF)
. (Min.)
(Sec)
8
480
21.84
10,481
7,923
-2,559
10
600
21.84
3,102
9,534
-3,567
15
900
21.84
19,652
13,084
-6.569
21.24
1,274.49
21.84
27.830
16,747
-11,083
30
1800
21.84
39,305
20,842
-18,463
40
2400
21.84
52.406
24,470
-27,937
50
3000
21.84
65,508
27,323
-38,185
60
3600
21.84
78,610
29,626
-48,983
90
5400
21.84
117,914
34,469
-83,446
120
7200
21.84
157,219
37,536
-119,683
180
10800
21.84
235,829
41,203
-194,626
9. Excess storm water runoff including well structure storage:
Time
Accumulated
Storm Runoff
(CF)
. Storage in
Well Structure
(CF)
Accumulated
Well ..
Discharge
Volume
(CF) :..
Total Overflow
Volume
(CF)
(Mira.)
(Sec)
8
480
7,923
1,008
10,481
-3,566.72
10
600
9,534
1,008
13,102
-4,575.17
15
900
13,084
1,008
19,652
-7,576.78
21.24
1,274.49
16,747
1,008
27,830
-12,090.52
30
1800
20,842
1,008
39,305
-19,470.68
40
2400
24,470
1,008
52,406
-28,944.69
50
3000
27,323
1,008
65,508
-39,192.93
60
3600
29,626
1,008
78,610
-49,991.43
90
5400
34,469
1,008
117,914
-84,453.91
120
7200
37,536
1,008
157,219
-120,691.13
180
10800
41,203
1.008
235,829
-195,633.80
Safety Factor
1.66%
Safety Factor
1.72%
Attachment B
Existing Utility Records
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NE 18 ST
f 6" l
OVER
NE 17 TER
2"
=BISCAYNE
1 PLAZA
DW2003-21
1
321
#TLAs
(fE-13
ekti
Lii
ST`
174
iE18ST
179A
NE 17 TER
202
5
1
1084
Jai 1
10
1 �J
1084
I
76
201
1D1
170
9
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Attachment C
Pump Station Monthly Information
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Pump Steam 144mOlp InfoImatiocc
Pump Stigia*, 30-0007 An. Pep,
MVQ4I IVWE WATEA,SONER DEPFATI4ENT
TTW
t a Nowa c4i.0
54Ktiao-Torimhip-P.rgr. Fl.; • - crutratoe Telcmeiry fr. ET dark ft:A
Typc: F:1* P
Ninth. of Napa, 5
YtArly NAPO NO. 3 0,2
2.5/4.2a3
Ploi kaput 4.11 tva
t C - 4R
....C-.AP.lat71914 5.-6MM
Sta6an Racludion Factx .6
Sto N
SIntilelCagracily(pl 34.56011X1
IndcaiedrIvonfliA 4348.330
10/26/2005;'3.95 15.e0 Of :5 14106-6-4-
EITX:2605 ,2 BO 1.13Y
1?fit,,11: 1AODS
on, hs. • Cammat.,
14.14APOT Avg Datly: 1
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Attachment D
Maps
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7
Kimley-Horn and Associates, Inc.
1691 Michigan Avenue
Suite 400
Miami Beau, Florida 331.39
Phone- 305-673-2025
Fa 305-673-4882
URBANA
FLOOD CRITERIA MAP
Kimsey -Horn and Associates, Inc.
1691 Michigan Avenue
Suite 400
Miami Beech, Florida 33139
Phone: .305--673-2025
Fox: 305-673-4882
4�6Y�`Fi '�1K
�- 2-
(E.ST1AdAtTED)
I. CON OU 4NTEPVAL 1 ?FOOT
(Excsopt opt tndid)
a E. SEA LEVEL.
U RBANA
AVERAGE OCTOBER GROUND
WATER LEVEL 1960-75
APPRONIMATE scx_E
so° 0 500 FEE
NATIONAL rLooD INSURANCE PROGRAmL\
FIRM
FLOOD INSURANCE RATE MAP
DADE COUNTY,
FLORIDA
AND INCORPORATED AREAS
PANEL 183 OF 625
(sEEOEx re PANELS NUT PHNSEDi
Evc 0:mti. ad: 1:11,1N1:1:
%NO PANEL SU;
.1.
Foer41 Ent,rte,7
MAP NUMBER
12075C0193
MAP REVISED
V.APCH 2, 1994
i• se ...lel copy af patter, el We atewe referenced.... rneo.
wet extrected utAng F.MJT OreL-no. Thie rn, dcee nca robed chenges
or ernenderterne N.hich n haw been mode suleeequont the dale on the
RE* block. For the West proclkict Enbtrrrialorl atoutNretimet Flood Inelliance
PPoyeern nktfl,rM Flood fAer, Store PI WOO, PT! • feme.oe
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