HomeMy WebLinkAboutTab 3 - Site Utility Study•
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March 2006
AJA ON THE BAY
MAJOR USE SPECIAL PERMIT
SITE UTILITY STUDY
PREPARED FOR
Electra on the Bay, LLC.
KHA Project No.: 043030000
Prepared by:
KIMLEY-HORN AND ASSOCIATES, INC.
1691 MICHIGAN AVENUE, SUITE 400
MIAMI BEACH, FL 33139
Kim eyal Corr
and Associates; Inca
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Site Utility Study
Introduction
Aja on the Bay is a proposed 35-story multi -family, high density residential tower to be located on
approximately 0.45 acres at 700 NE 26th Terrace, in the City of Miami, Florida (see Site Location
Map -Fig 1). The Aja on the Bay project shall consist of residential units, a pool deck, common space
and associated parking. Table 1 below, depicts the details of the proposed project.
Table 1
Project Summary
Occupancy
Floor
Units
Floor Area
(SF)
Lobby & Corridors
1
1
18,616
Apartment
2 to 35
129
155,894
Pool Deck
8
1
20,903
Parking (Gross)
1 to 7
154
121,326
I. Drainage
Existing Drainage System
The on -site drainage system could not be determined, due to accessibility issues. It appears that rain
water sheet flows into the adjacent rights -of -way (NE 26th Terrace and NE 26th Street), Biscayne Bay,
and/or percolates into the ground water table.
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NE26THST
NE 25TH ST _
NE 24TH ST
NE 23R0 ST
NE 22NST
Figure 1:
Site Location Map
NE26TH ST
PEE
NE 25TH ST LOCA
1. RD T
r . NE 22ND TE
NE 22ND ST
Proposed Drainage System
The drainage system for the proposed development will consist of drainage wells, for pretreatment,
while the remaining water will discharge offsite into Biscayne Bay, if permitable. 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.
Aja on the Bay
Site Utility Study
Page 3
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Based on preliminary calculations, it is anticipated that two (2) 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
"A" 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 COMMUNITY -PANEL NUMBER
12025C0183 .1 of the Flood Insurance Rate Map (FIRM). According to the National Flood
Insurance Program, the property is located within Flood Zone VE 11, which has an established
flood plain elevation of 11.00 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 II - Design Standard Detail WC 2-2).
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 3 below.
Aja on. the Bay
Site Utility Study
Page 4
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Table 3
Existing Water Mains
Location
Between
Water
Main(s)
NE 26th Terrace
NE 5th Avenue and Biscayne Bay
4"
NE 5'h Avenue
NE 26th Terrace and NE 26th Street
S„
NE 26th Street
NE 5th Avenue and Biscayne Bay
6"
Per the MDWASD water atlas sheet provided by MDWASD, a 4-inch water main fronts the property
along NE 26th Terrace, an 8-inch water main is located along NE 5th Avenue between NE 26th Terrace
and NE 26th Street, and a 6-inch water main is located on NE 26th Street between NE 5th Avenue and
Biscayne Bay. In accordance with Miami -Dade Water and Sewer Department (MDWASD) criteria,
the installation of a new 12-inch ductile iron pipe (DIP) water main may be required along NE 26th
Terrace, connecting to the existing 16-inch water main along Biscayne Boulevard, and looped through
the site to connect to the existing 6-inch water main on NE 26th Street in order to upgrade the existing
water main system. In addition, MDWASD may request additional fire hydrants be placed in the
vicinities of the subject project. 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 would need to be purchased by the owner and installed by MDWASD officials.
See Attachment "B" 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 the Miami -Dade Water and Sewer
Department within the vicinity of the project.
Aja on the Bay
Site Utility Study
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Table 4
Existing Sanitary Sewer Mains
Location
Between
Sanitary Sewer Main(s)
NE 26th Terrace
NE 5th Avenue and
Biscayne Bay
g„
NE 26th Street
----NE Avenue and
Biscayne Bay
8"
The existing 8-inch gravity sanitary sewer main along NE 26th Terrace may have sufficient capacity to
accommodate the proposed development. However, this can not be verified until a downstream
analysis of the existing 8-inch gravity line 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 upgrades to the existing
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 for reference (See
Attachment B).
MDWASD Pump Station #30-0002 receives the flows from these mains. As of 01/06/06, this
pump station is operating at an average yearly NAPOT of 3.02 hours which is 48% of its
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 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.
Please refer to Attachment "B" for the sewer atlas and Attachment "C" for Pump Station
Monthly Information.
AjaontheBay
Site Utility Study
Page 6
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Table 5
Water & Sewer Flow Generation
Type of
Occupancy
Quantity
Usage rate
Total Average
Daily Flow
(GPD)
Apartment
129 units
200 GPD per unit
25,800
Total Anticipated How
25,800
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.
Table 6
Solid Waste Generation
Type of
Occupancy
Quantity
Usage rate
Total Solid Waste
Generated
(Tons/Day)
Apartment
129 units
5 lbs/unit/day
0.322
Total Anticipated Solid Waste Generated
0.322
Aja on the Bay
Site Utility Study
Page 7
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Attachment A
Preliminary Drainage Well Calculations
AJA ON THE BAY
City of Miami, Florida
DRAINAGE CALCULATIONS:
"FRENCH DRAIN SYSTEMS"
(MASS DIAGRAM — DERM CRITERIA)
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1. Site Data:
A. Control Water Table Elevation = 2.00 NGVD (Mean High Tide elev. per MLW Bay Datum)
B. County Flood Criteria Elevation = 00 NGVD (County Flood Criteria Map. see Appendix A)
C. F.1.R.M. Base Flood Elevation = 11 0(i: NGVD Zone VE (Map No,12025C01833 - Appendix A)
D. Average Road Crown Elevation = NIA NGVD
E. Average Existing Onsite Grade Elevation = 5 00 NGVD
F. Prop. Lowest Drainage Inlet Elevation = NGVD
2. Total Site Area (A)
A. Impervious Areas:
a) Asphalt and concrete pavement =
b) Roof areas
c) Paver areas (50% impervious) =
Total Impervious Area (Al) =
B. Pervious areas:
a) Green Areas =
b) Paver areas (50% pervious) =
Total Pervious Area (A2) =
3. Weighted Runoff Coefficient (C):
Runoff Coefficient Impervious (CI)
Runoff Coefficient Pervious (C2) =
C = [(Al x CI) + (A2 x C2)] / A;
C x A = Total Contributing Area;
0.860 Acres (see Drainage Areas Map -Appendix B)
46 Acres
Acres
88'' Acres
0.578 Acres (67%)
94 Acres
088Acres
0.282 Acres (33%)
C = 0.673
C x A = 0.58 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" + t (0.5895 + F213)]
Frequency (F) = years - Frequency Curve
Q = CIA, V = Qt; V(1 sn.) = Qt(t in.)' to in.) = Time to generate 1 inch of runoff
V(3 in.) = CIAt(i in.)
1" x A = CTAto in) ; Solving for to i,,), to iit) = 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:
= 16.11 Min.
10.00 Min.
= 26.11 Min.
HA\043030000,„Aja on tee Bay5Site Utility Stuly+ORAVNAGE CALGSMELLS - Ala on the Bay
BARN
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5. Cumulative Runoff (Inflow Mass Diagram)
Time .
CxA
(acres)
I
(inches).
Q
(CFS)
Accumulated
Storm
Runoff
(CF)
(Min.)
(Sexy:) ..
8
480
0.578
6.405
3.70
1,778
10
600
0.578
6.166
3.57
2,140
15
900
0.578
5.641
3.26
2,937
26.11
1567
0.578
4.743
2.74
4,299
30
1800
0.578
4.493
2.60
4,678
40
2400
0.578
3.956
2.29
5,492
50
3000
0.578
3.534
2.04
6,133
60
3600
0.578
3.193
1.85
6,650
90
5400
0.578
2.477
1.43
7,736
120
7200
0.578
2.023
1.17
8,425
180
10800
0.578
1.480
0.86
9,248
6. Drainage Well Design Discharge Rate:
Based on well discharge rate of 400 GPM/ft. Head
No.
DW-1
DW-2
LowestInle
Rim Elev.
(NGVD)
7.00
7.00
Oct. Watei
Table.elev.
(NGVD)
2.00
2.00
Headloss due
to Higher SG'
of Salt Water
(t,)
2.2
2.2
Head Acting`
on Well (ft.)
2.80
2.80
Zell Discharge.
Rate (CFS)
2.50
2.50
Well Structure
Storage Volume
(C.
124.8
124.8
Well Discharge Rate (CFS)
7. Detention Time:
4.99
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.
Vd1 = Detention Volume Per Well (CF) =
W = Width of Well Structure (ft.) =
L = Length of Well Structure (ft.) =
2.74 CFS
246.91 CF
123.46 CF
4.0 ft.
8.0 ft.
249.60
Hm,n 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.) = Vd1 I ( W x L) = 3.90 ft.
Top of Well Casing Elev. = 2.50 ft.
Elevation at Floor of Well Box (NGVD) = Top of Well Casing Elev. - H,,, = -1.40
;✓:\043033O09_Aja on the E3aytSAe Utility Si,xiy1e'hAINAGE CALCStW ELLS . Aja on the Ray
WELLS
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8. Excess storm water runoff excluding well structure storage:
Time
Well
Discharge
Rate
(CFS)
Accumulated
Well
Discharge
Volume
(CF) .
Accumulated
Storm Runoff
(CF)
Total Overflow
Volume
(OF)
(Min.)
(Sec)
8
480
4.99
2,396
1,778
-618
10
600
4.99
2,995
2,140
-855
15
900
4.99
4,492
2,937
-1,555
26.11
1,566.87
4.99
7,820
4,299
-3,522
30
1800
4,99
8,984
4,678
-4,306
40
2400
4.99
11,979
5,492
-6,486
50
3000
4.99
14,973
6,133
-8,841
60
3600
4.99
17,968
6,650
-11,318
90
5400
4.99
26,952
7,736
-19,216
120
7200
4.99
35,936
8,425
-27,511
180
10800
4.99
53,904
9,248
-44,656
9. Excess storm water runoff including well structure storage:
(Min.).
Accu
Storm Runoff
(CF)
Storage in.
Well Structure
(CF)
Accumulated:
ell
Discharge
Volume
(CF)
Total Overflow
Volume
(CF)
8
10
15
26.11
30
40
50
60
90
120
180
480
600
900
1,566.87
1800
2400
3000
3600
5400
7200
10800
1,778
2,140
2,937
4,299
4,678
5,492
6,133
6,650
7,736
8,425
9,248
250
250
250
250
250
250
250
250
250
250
250
2,396
2,995
4,492
7,820
8,984
11,979
14,973
17,968
26,952
35,936
53,904
-867.13
-1,104.28
-1,805.00
-3,771.31
-4,555.60
-6,736.05
-9,090.28
-11,568.00
-19,465.11
-27,760.56
-44,905,44
Safety Factor
.82%
Safety Factor
1.93%
,A43030000 Aja on the BaY,Site Urir y 51.PDRAENAGE CALCS\W ELLS fya on the Bay
WEtLS
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Attachment B
MDWASD Water and Sewer Atlas
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\i\f b+.0,- /Ma5 •
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• ewer liflos • •
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192 11581 1
1
12534
1
i 2538 ' 1 547
1 1
1
24' -
1.10P own._
176;177
137
77,
7 i13 ,144 12012v
1
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[ 17311'.__. r NE
l
76
172 171
i iF
(5371 'v" �R
75 ,' 13 /I 1 t 5371
f \ 15 f! 1 14
7441
152 9 ,'167 NE 2i ST 166
10" < •
150 11568 j i 59
1
1. 48 154.8
fy HCIP IWEA
146 1147 -\,—•- _Z4
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134
106 107
r0, 2
280 1 11241
1
Pa 97
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1......__-._ 1 154.1
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1
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12
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11361 18a 15
133 , - >
131 J Y' 130 12 Z
:HOP: Eve.
7 4.2_ 111545 .j I
113
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92
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/128 12.fi.� ` ._ 123'1•
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1 7 ; 1 )
.1 9 y 1,20
121 122
o
Attachment C
Pump Station Monthly Information
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Pump Station Monthly intotmation:
Pomp Station: ao-Gatz AttasPono, Mmototiaa
DP,A 'MATZ R SEER DE FMTNIEW
Ur
Arkh'":
Soction-Totonshin &man: if_ - F53 - Geour7,73:TII fr...T Et .-locit
T91.: FA1T Spoott FT-73 P FT3
Numbeto Pumps: 5
Yearly Mani Ihrs): 3.02
2.51U,48
Fhoi Monet 4.6 hot
Cap, 48
st.r. 5rnUc...packAtx4 57,5U5U5"
Station liedantionFoclot
StnNotCettCtaMignd)
Stn Mot CapatitM614 34,560030
Intkatod Flow4a4 4,348.030
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pRjrjA
• 1, 15 • ••• . • .• : • • •• • • • •T5A00611
141:01,APOT AvgDadr. ftdg Pump: Comments:
U"e°
mai2ithf, 'czzIJFA,'"jtii3K3VFrir-2z,
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Attachment D
Maps
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NE 29TH ST
NE 28TH ST
NE 27TH ST
NE 26TH ST
NE 25TH ST
NE. 2ND S
NE 30TH TE
NE 30TH ST
NE 29TH ST
NE 28TH ST
NE 27TH TE
PROJECT
NE 25TH ST LOCATION
NE 2 TH ST
NE 24TH ST
NE 23RD ST
z
c•s
w
NE 22ND ST z
NE 21 ST ST 11111
NE 23RD ST
NE 22ND TE
NE 22ND ST
1691 Michigan Avenue, Suite 400
Miami Beach, Florida 33139
Kim[ey-Horn and Associates, Inc. Phone: 305-673-2025
o,..��.....m.�� Fax: 305-673-4862
AJA ON THE BAY
700 NE 26TH TERRACE
LOCATION MAP
m
IIII
0
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•in
p
1691 Michigan Avenue, Suite 400
Miami Beach, Florida 33139
Kimley-Hom and Associates, Inc. Phone: 305-673-2025
Fax: 305-673-4882
0IMP -_-IM
AJA ON THE BAY
F-I.R.M. FLOOD INSURANCE
RATE MAP
Kimsey-Hom and Associates, Inc.
1691 Michigan Avenue
Suite 400
Miami Beach, Florida 33139
Phone: 305-673-2025
Fax: 305-673-4882
LEND:
2
(EsT1%
NOTES:
1. ONT'OUR TERVAL i3O -RYJT
(Excatsi as , d'cctiad)
Z. DATUM S ME.AN SEA LEVEL,
AJA ON THE BAY
AVERAGE OCTOBER GROUND
WATER LEVEL 1960-75
Kim le -Horn and Associates, Inc.
1691 Michigan Avenue
Suite 400
Miami Beach, Florida 33139
Phone: 305-673-2025
Fax: 305-673-4882
AJA ON THE BAY
FLOOD CRITERIA MAP