HomeMy WebLinkAboutSite Utility Study•
June 2005 (Revised November 2005)
Nirvana II
MAJOR USE SPECIAL PERMIT
SITE UTILITY STUDY
PREPARED FOR
Midtown Group
KHA Project No.: 044567006
Prepared by:
KIMLEY-HORN AND ASSOCIATES, INC.
1691 Michigan Ave. Suite 400
MIAMI BEACH, FL 33139
Kimley-Horn
and Associates, Inc.
•
•
•
Site Utility Study
Introduction
Nirvana II is a proposed residential development to be located at 680 NE 64th St. in the
City of Miami, Miami -Dade County, Florida (ee Attachment "A" Site Information Map).
Currently, the site consists of thirteen (13) buildings and a water front pool. Seven (7) out
of the thirteen buildings will be demolished for the construction of the three proposed
mid -rise condominium towers. The buildings that will remain consist of one (1) seven -
story condominium (10,606 S.F.), three (3) six -story condominium (55,798 S.F.), one (1)
six -story condominium (18,597 S.F.), one (1) six -story condominium (18,590 S.F.), one
(1) multi -story building (10,573 S.F.), and a one-story gym. The buildings to be
demolished consist of one (1) two-story office building (6,396 S.F.), three (3) two-story
buildings (1,103 S.F. each), one (1) one-story building (260 S.F.), and two (2) two-story
buildings.
The Nirvana II project consists of three mid -rise condominium towers, one with a
parking garage. The proposed condominium project is located on approximately 10.63
acres on five adjacent properties, 703 N.E. 63`d St., 625 N.E. 63`d St., 610 N.E. 64th St.,
6399 Biscayne Blvd., and 6301 Biscayne Blvd. The project is bound by NE 64th Street to
the north, 62nd Street to the south, Biscayne Boulevard to the west, and Biscayne Bay to
the east. The development will consists of a total of 163 residential apartment units, 6
townhouses, 9,278 S.F. of retail space and approximately 538 parking spaces. See Table
1, below for further details of the proposed project.
Tower 1
(along Biscayne Blvd.)
Table 1:
Project Summary
Apartments
Townhouses
Retail
Apartments
59
43
Tower 2 Townhouses
(along N.E. 64th St.)
Retail
6
204,701
9,278
139,712
Apartments
Tower 3 J Townhouses
(along N.E. 63rd St.)
Retail
61
241,990
Total Parking Spaces
538 spaces
TOTAL FLOOR AREA
595,681
Nirvana 2
. Site Utility Study
Page 3
•
•
I. Drainage
Relative to the above -referenced project, the following information 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 181 of COMMUNITY -PANEL NUMBER
12025C0181 J of the Flood Insurance Rate Map (FIRM). According to the National
Flood Insurance Program, the project is located within the 100-yr flood elevation of Zone
VE with elevation of 10 feet (N.G.V.D.), the 100-yr flood elevation of Zone AF, with
elevation of 8-10 feet (N.G.V.D.) and the 100-yr flood elevation of Zone X with an
undetermined elevation (see Attachment "A" Site Information Map).
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
determine 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
Presently, the site is developed as a residential community with numerous residential
buildings. Currently the site contains a scattered on -site drainage system. The existing
drainage system most likely 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).
Nirvana 2
Site Utility Study
Page 4
•
Pro osed Draina e S stem
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 24-hour 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 Miarni-Dade
County Public Works Manual.
Based on preliminary calculations, it is anticipated that for each portion of the project
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. The first portion
consists of the proposed condominiums located on NE 63rd St. and Biscayne Blvd. The
second portion consists of the proposed condominium located on NE 64th St. 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.
Nirvana 2
fbSite Utility Study
Page...
•
•
•
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.
Table 3:
Existing Water Mains
(Per MDWASD Water Atlas Sheet)
NE 63rd Street
Biscayne Blvd. & eastern side of project
12"
4"
Biscayne Blvd.
NE 63rd Street & NE 64t Street
6"
NE 64th Street
Biscayne Blvd. & NE 7th Ave.
NE 7th Ave. & east side of project
6"
12"
NE 6th Ct.
NE 63r`' Street & NE 64th Street
2"
East Side of Project
NE 63rd Street & NE 64th Street
12"
Per MDWASD Water Atlas, there is an existing 12-inch and 4-inch water main along NE
63rd St. There is 6-inch line along Biscayne Blvd. between NE 63rd St. and NE 64th St.
There is also an existing 6-inch water main along NE 64th St. between Biscayne Blvd. and
NE 7th Ave. There is a 12-inch water main extension between NE 7th Ave. and the eastern
portion of the site along NE 64th St. The 12-inch line crosses the project site and connects
to the 12-inch line along NE 63rd St. There is also an existing 2-inch water main along
NE 6th Ct. which may conflict with the proposed plan. In that situation, the existing water
main may have to be removed. Due to the proposed development, MDWASD may
require a 12" water main extension from NE 7th Ave. to Biscayne Blvd. The County may
also require a new 12-inch water main along Biscayne Blvd. between NE 61st St. and NE
62ud St. However, 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 proposed project development is reviewed by the MDWASD Infill
Nirvana 2
Site Utility Study
Page 6
•
•
•
Committee. Water service meters will be installed by MDWASD forces at the owner's
expense. Service lines for domestic water, fire sprinkler systems and irrigation could be
connected from the existing water distribution system.
See Attachment "C" for a copy of the MDWASD water atlas sheet for the project area.
111. 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
(Per MDWASD Sewer Atlas Sheet)
NE 63rd Street
Biscayne Blvd. & eastern side of project
12" Gravity Main
Biscayne Blvd.
NE 63r1 Street & NE 64th Street
12" Gravity Main
NE 6th Ct.
NE 63rd Street & NE 64th Street
12" Gravity Main
NE 64t Street
Biscayne Blvd. & Biscayne Bay
12" Gravity Main
Similar to the water main, 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
Nirvana 2
Site Utility Study
Page 7
•
•
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 631 St., NE 64th
St., and Biscayne Blvd. are received by MDWASD Regional Pump Station No.52,
located at 595 NE 66 Street. Pump Station No.52 is currently operating at an average
yearly NAPOT of 4.12 hrslday. As of November 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 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.
The flows created by this project have been determined and are shown in Table 5.
Table 5:
Water & Sewer Flow Generation
Apartments
163 units
200 gpd per unit
32,600
Townhouses
6 units 250 gpd per unit
1,500
Retail
9,278 sf 5 gpd per 100 sf
464
Total Anticipated Flow
34,564 gpd*
*Please note, the credits for the existing buildings to be demolished have not been included in these
calculations.
Nirvana 2
Site Utility Study
Page 8
•
•
•
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.
Nirvana 2
Site Utility Study
Table 6:
Solid Waste Generation
Apartments
163 units
5 lbs/unit/day
Waste
enerated
onsll)ay)
0.407
Townhouses
6 units
6 lbs/unit/day
0.018
Retail
9,278 sf
6 lbs/1000 sf/day
0.028
Total Anticipated Solid Waste Generated
0.453
Page 9
•
Attachment A
Site Information
•
•
NE 72ND ST
NE 70TH ST
0
cc
NE 69TH ST
NE 62ND ST
NE 59TH TE
NE 74TH
NE 73RD
NE 73
NE 72P
NE 72ND ST
70TH ST
69TH ST
68TH ST
67TH ST
66TH ST
NE 72ND ST
NE 71ST ST
NE 69TH ST
PROJEC T
LOCATION
NE 65TH ST
NE 64TH ST
NE 63RD ST
NE 62ND ST
11111111111111111111
r�
NE 59TH ST
58TH TE
58TH ST
NE 56TH ST
::J-
Klmley-Horn and Associates, Inc.
1691 Michigan Avenue
Suite 400
Miami Beach, Florida 33139
Phone: 305-673-2025
Fax: 305-673-4682
64TH TE
NE 61ST ST
NE 60TH ST
141,7"L
59TH ST
NE 58TH ST
NIRVANA it
SITE LOCATION MAP
kimley-Hom and Associates, Inc.
5Y-
420 Lincoln Road
Suite 353
Miami Beach, Florida 33139
Phone: 305-673-2025
Fax: 305-673-4882
51 `42
NIRVANA II
MIAMI-DADE COUNTY
FLOOD CRITERIA MAP
144,0
404
•
420 Lincoln Rood
Kilo oC— _ Su#
Miami Beach,, F Florcr d
ida 33139
Kimley-Horn and Associates, Inc. Phone: 305-673-2025
Fax: 305-673-4882
NIRVANA II
AVERAGE OCTOBER GROUND
WATER LEVEL 1960-75
11. 19
1691 Michigan Ave
Suite 400
Kimley-Horn and Associates, Inc.
Miami Beach, Florida 33139
Phone: 305-673-2025
Fox: 305-673-4882
NIRVANA II
680 NE 64 STREET
FIRM. FLOOD INSURANCE
RATE MAP
STORY 51.111-01NR
SO ...S. e4TI-1 SYRSST
4.....,11,11f 64E1,11,14.1,.•
FOLWIPOSIPSSOISKIKt
PM 10.13/1.1
6 STORY OUILDInAl
SOO N.E. 041,4 STIRSET
fi
FOUN00000901$1411*
misleiDIO.ME.13
FOUND 01,04S
P
1,-.414,11.mat.,
Kiri; mit:
- .11 t.SAL-
Mil
0111.1111W.:OMB
-Pr Art
Nos
-
MUL-T1-8,000S S.14-1311..•
7OO N.O. 413PRE) STIROST
va..rtrumANooroavomis...
mum..
Cron
Kimley-Horn and Associates, Inc.
"•-•"` " "
11-23.Er
420 Lincoln Rood
Suite 353
Miami Beach, Florida 33139
Phone: 305-673-2025
Fox: 305-673-4882
TRUE OPMERS
NUIriFER
- — - - 4 -
rirRiT
NIRVANA II
FEMA FLOOD ZONES
Attachment B
Preliminary Drainage Well Calculations
•
NIRVANA II (NE 63rd St & Biscayne Blvd.)
City of Miami, Florida
rAcE•JCU•ATio.NS.DRAIINAGE WELLS
S DIAGRAM DERM CRITERIA)
1. Site Data:
A. Average October Water Table Elevation = CLEF NGVD
B. County Flood Criteria Elevation = 5 NGVD
C. F.I.R.M. or FEMA Base Flood Elevation = Zone X
D. Average Crown Road Elevation = 11. NGVD
E. Average Existing Onsite Grade Elevation = 11 'i5`:' NGVD
F. Proposed drainage inlet grate elevation = 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) =
B. Pervious areas:
a) Green Areas
• 3. Weighted Runoff Coefficient (C):
Runoff Coefficient Impervious (C1) =
Runoff Coefficient Pervious (C2) _
C=[(A1 xCI) +(A2xC2)]/A; C=
C x A = Total Contributing Area; C x A=
3.95 Acres
Acres
Acres
3.12 Acres (79%)
Acres (21%)
0.77
3.06 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° 11) + t (0.5895 + F2 )]
Frequency (F) = years - Frequency Curve
Q = CIA, V = Qt; = Qt(€ , t(1 i„.) = Time to generate 1 inch of runoff
Vo. in.) = CIAt(1 in.)
1" x A = CIAt(1 in.)
; Solving for t(1i,), to in.) = 1" / (IC)
Time to Generate one inch of run-off t(in) — 13.36 Min.
Time to reach the inlet (tc.) iiE_... <_ Min.
Total Time required to generate 1 in of runoff: = 23.36 Min.
•
DRAINAGE CALCS_63rd and BISC.xds
BASIN (63rd & BISC)
•
•
•
S. Cumulative Runoff (Inflow Mass Diagram)
(Min.)
(Sec.)
Accumulated
Storm
Runoff
(QF)
8
10
15
23.36
30
40
50
60
90
120
180
480
600
900
1402
1800
2400
3000
3600
5400
7200
10800
3.057
3.057
3.057
3.057
3.057
3.057
3.057
3.057
3.057
3.057
3.057
6.405
6.166
5.641
4.938
4.493
3.956
3.534
3.193
2.477
2.023
1.480
19.58
18.85
17.25
15.10
13.74
12.09
10.80
9.76
7.57
6.18
4.53
9,398
11,310
15,521
21,157
24,724
29,028
32,412
35,144
40,889
44,528
48,878
6. Drainage Well Design Discharge Rate:
Bag on well discharge rate of:
GPM/ft. Head
Well"
o.."
Lowest lnlct
Rim:Elev
(NGVD) ":
Oct Water
Table elev
..' (NGV.15.
l leadloss due
e
to highr- SEi
of"Sall Water
(ft) .'<.
head Acting..
. on Well (ft) -
Well Discharge"<
Rate (CFS)- i
Well :Structure.Dttnensti ns
Well Structure
Storage Volurne.
(C�
Width(ft) ":
Letigttl (fG)
DW-1
11.50
2.00
1.60
7.90
8.80
10 0
12 0
948
DW-2
11.50
2.00
1.60
7.90
8.80
0
12. ]
948
DW-3
11.50
2.00
1.60
7.90
8.80
10
it
948
Well Discharge Rate (CFS) 26.40
7. Detention Time:
Total Storage (CF)1 2844.
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.
Vdz = Detention Volume Per Well (CF) _
W = Width of Well Structure (ft.) _
L = Length of Well Structure (ft.) =
15.10 CFS
1358.62 CF
452.87 CF
10.0 ft.
12.0 ft.
is the minimum depth required from the top of well casing to the floor of the well box to achieve 90 second detention time:
II,n;n. (ft.) = VdI / ( W x L) = 3.80 ft.
Top of Well Casing Elev. = 9.50
Elevation at Floor of Well Box (NGVD) = Top of Well Casing Elev. - H„,;,, = 5.70
•
•
•
8. Excess storm water runoff excluding well structure storage:
(Min)
(Sec)
Well.
Discharge
Rate
(CFS)
Accumulated
Well
Discharge
Volume
(CF)
Accumulated:
Storm Runoff
(CF)
Total Overflow:
Volume
(CF)
8
10
15
23.36
30
40
50
60
90
120
180
480
600
900
1,401.53
1800
2400
3000
3600
5400
7200
10800
26.40
26.40
26.40
26.40
26.40
26.40
26.40
26.40
26.40
26.40
26.40
12,674
15,842
23,763
37,006
47,527
63,369
79,211
95,053
142,580
190,107
285,160
9,398
11,310
15,521
21,157
24,724
29,028
32,412
35,144
40,889
44,528
48,878
-3,276
-4,532
-8,243
-15,848
-22,802
-34,341
-46,799
-59,909
-101,691
-145,579
-236,283
9. Excess storm water runoff including well structure storage:
{.Min.)
ec)
Accumulated
Storni Runoff.
C
torageir
Welt Structure
(C )
Accumulated:
We11..
Discharge
"Volurrae
(CF)
Total Ovcrfiow`i
Volume
(C )
8
10
15
23-36
30
40
50
60
90
120
180
480
600
900
1,401.53
1800
2400
3000
3600
5400
7200
10800
9,398
11,310
15,521
21,157
24,724
29,028
32,412
35,144
40,889
44,528
48,878
2,844
2,844
2,844
2,844
2,844
2,844
2,844
2,844
2,844
2,844
2,844
12,674
15,842
23,763
37,006
47,527
63,369
79,211
95,053
142,580
190,107
285,160
-6,119.55
-7,375.90
-11,086.74
-18,692.37
-25,646.49
-37,185.45
-49,642.86
-62,753.02
-104,535.47
-148,423.23
-239,126.74
Safety Factor
Safety Factor
1.75%
2.02%
NIRVANA II (NE 64th St.)
City of Miami, Florida
illiRANAGE CALCULATIONS:
LATIONS:
DRAINAGE WEI T.
(MASS DIAGRAM DERM CRITERIA),:'
1. Site Data:
A. Average October Water Table Elevation =
B. County Flood Criteria Elevation =
C. F.LR.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):
A. Impervious Areas:
a) Asphalt and concrete pavement =
b) Roof areas + 1/3 NE building corner =
Total Impervious Area (Al) =
B. Pervious areas:
a) Green Areas =
• 3. Weighted Runoff Coefficient (C):
•
Runoff Coefficient Impervious (C1) =
Runoff Coefficient Pervious (C2) =
C=[(Al x CI) + (A2 x C2)] / A; C=
C x A = Total Contributing Area; C x A =.
NGVD
NGVD
Zone AE
NGVD
NGVD
NGVD
2.06 Acres
Acres
Acres
1.32 Acres (64%)
Acres (36%)
0.68
1.41 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 Fuji) + t (0.5895 + F28)]
Frequency (F) years - Frequency Curve
Q = CIA, V = Qt; V1 in.) = Qt1 n ), to;�) = Time to generate 1 inch of runoff
Vo in) = CIAto in.)
1" x A = ClAttt ,n.> ; Solving for to in.), to ;,�7 = 1" / (IC)
Time to Generate one inch of run-off t(in) = 15.73 Min.
Time to reach the inlet (tc.) 3,(,, _; Min•
Total Time required to generate 1 in of runoff: = 25.73 Min.
DRAINAGE CALCS_64Ei.xls
BASIN
5. Cumulative Runoff (Inflow Mass Diagram)
Time.:
CxA
(acres)
1
(inches) ,
Q
(CFS)
Accumulated
Storm
Runoff
(CF)
(Min.)
(See.)
8
480
1.410
6.405
9.03
4,335
10
600
1.410
6.166
8.69
5,217
15
900
1.410--
5.641-.......
...._._7.95
7,159
25.73
1544
1.410
4.769
6.72
10,383
30
1800
1.410
4.493
6.34
11,404
40
2400
1.410
3.956
5.58
13,389
50
3000
1.410
3.534
4.98
14,950
60
3600
1.410
3.193
4.50
16,210
90
5400
1.410
2.477
3.49
18,859
120
7200
1.410
2.023
2.85
20,538
180
10800
1.410
1.480
2.09
22,544
6. Drainage Well Design Discharge Rate:
Based on well discharge rate of:
GP1VI/ft. Head
Well:
No. <
Lowest Inlet
Rini Elev. :
(NGVD) "
.Oct. Water
Table elev.
(NGVD)
Headloss due
to Higher SG
of Salt Water-
(ft) " :`
Head`>Acting
on c ell (ft ).;
Well Discharge
" Ratt.(CFS)
Weil Well Structure Dimensions
Well Structure
Storage Volume
(CF)
Width (it.)' . ;
Length (ft:)
DW-1
8.00
2.00
1.60
4.40
4.90
1 fl
12i}
528
DW-2
8.00
2.00
1.60
4.40
4.90
I ,„,
12. �
528
DW-3
8.00
2.00
1.60
4.40
4.90
100
1 0
528
Well Discharge Rate (CFS) 14.71
7. Detention Time:
Total Storage (CF) I 1584.fl0
The drainage well structure must be designed to detain runoff for a minimum of 90 seconds prior to discharge.
Qa = Design Runoff Rate (CFS) =
Vd = Detention Volume (CF) = Qd x 90 sec. =
Vda = Detention Volume Per Well (CF) =
W = Width of Well Structure (ft.) =
L = Length of Well Structure (ft.) =
6.72 CFS
605.22 CF
201.74 CF
10.0 ft.
12.0 ft.
H,,,;,, is the minimum depth required from the top of well casing to the floor of the well box to achieve 90 second detention time:
Hmin" (ft.) = Vdi / (W x L) = 1.70 ft.
Top of Weil Casing Elev. = 6.00
Elevation at Floor of Well Box (NGVD) = Top of Well Casing Elev. - Hmin" = 4.30
•
•
•
•
8. Excess storm water runoff excluding well structure storage:
(Sec.)
Well
Discharge
Rate
(CPS)
Accumulated
Well
Discharge
Volume
(CF),
Accumulated::
Storiri Runoff
(C1')
Total Overflow
• Volume
•
..(CF):
8
10
15
25.73
30
40
50
60
90
120
180
480
600
900
1,544.00
1800
2400
3000
3600
5400
7200
10800
14.71
14.71
14.71
14.71
14.71
14.71
14.71
14.71
14.71
14.71
14.71
7,059
8,824
13,235
22,706
26,471
35,294
44,118
52,941
79,412
105,882
158,824
4,335
5,217
7,159
10,383
11,404
13,389
14,950
16,210
18,859
20,538
22,544
-2,724
-3,607
-6,077
-12,323
-15,067
- 21,906
-29,168
-36,731
- 60,552
- 85,345
-136,279
9. Excess storm water runoff including well structure storage:
Accumulate
Storm Runoff
(CF)
Storage in'.
well Structure
Accumulated
Well
Discharge
\? olume
Total Overflow
Volume
(C)
8
10
15
25.73
30
40
50
60
90
120
180
480
600
900
1,544.00
1800
2400
3000
3600
5400
7200
10800
4,335
5,217
7,159
10,383
11,404
13,389
14,950
16,210
18,859
20,538
22,544
1,584
1,584
1,584
1,584
1,584
1,584
1,584
1,584
1,584
1,584
1,584
7,059
8,824
13,235
22,706
26,471
35,294
44,118
52,941
79,412
105,882
158,824
-4,308.01
-5,190.79
-7,660.61
-13,906.96
-16,650.86
- 23,489.56
-30,751.88
-38,315.27
- 62,136,38
- 86,928.54
-137,863.35
Safety Factor
2.19%
Safety Factor 2.58%
•
Attachment C
Existing Utility Records
•
54
1
‘IE
a-
2"
I RIPy£R�r �\
WER 4739
`w ‘. 1 NE 65 ST
•
284 k
2 i
s HOP' OVER
kn
„HOP OVER
HOP c-v7c
0 183
NE 54 ST
r 284
1 2
OVER
2'
� 1
(7120 1
1 1� NE 52 ST
8163
161 1
n If"1 f ��
0W2003— 0:i 0
'_R- -5/04/03 -24e7
NE 53 ST
i
w;
SO
DETA1 L
1
N+!
r
1 .f r \�
HOP
7239 i k
'—DET
12
NIRVANA
4—_C 66s
REVISED
,' 618 3
,e0 7i . 1
284 )
'
A
ox c.4 t 7463 *1
8
NE 63 ST
12'
OVER fr703 't
`3173 }!64.d0'. '2249 '.
4•40F,
(7239
1 1
0.7-5"i • '�:'
NIRVANA
WATERFRONT RESIDENTx1L:
12" COMMUNITY
• DW 2004-066
APP 03/30/04
PLOT E.J.G. 04/08/c
N
4"
7239 } `3400•
\.
8' ---i
2249
NI- SO 'AT J L\>
f
r:a-1 239
e.1/\mir Atlas •IO
.2 c1
, \
. .:
7193 ' 179 6 , / •- i ' E.
1 2 ,,,,,j, 1 , a 79 i )1 1735
1 1 7 ,; ,
,
S2 .
, 1 ,
\ .„. .
__ /‘,N NE 64 ST
•_
,.. 0
22
23
•
1787 ] 17e, H173734*
•
I 7
1 784
7
NE 63 ST
10 9 i
785 1788 71,
, 1 1
NE 62 ST \
•
5
5
177e
. 1 770
ao..367. c;.)7.GL:
—ST.
tss,
1: ! ..J• -", ,
F r .
.
57
, . .
HMN '. .;: : .
• v ,il.)01..,'
—.I.Lfrirc.:007.)-5/4.9 I
125 126
IR 4.9/09/07,
CHECK.&1
r..v,C. 12 1Z,•---.4k 124
12.0
26 ;
NE 64 TR
70
7
13
14 15/
•-•
526
520
7
NE 52 ST
12
IS
527
19
8
17
=
NE 61 ST 142A
*
>
143
! 144
140
19 )
C 142
EXr..;riNC,EWER
10 BE ABANDONED
AFTER HE PROPVED
:;EWER r, {...omPLEIEP
Y.F,4-z-01
REPL)!" ED
141
0
52LJ i138 .
17
•
,
4' •
739
37
134 • \
•
:i7.1A
Attachment D
Pump Station Monthly Information
•
•
<Plan Review>
Moratorium..OK
Pump Station Monthly Information
3tation..30 -0052 Atlas Pg..E10
MIAMI DADE WATER & SEWER DEPARTMENT
Addr..595 NE 66 ST
Sec -Township -Range 18-53-42
G .0 ET clock.Y Telm.N ##Pumps. 2
Type.0 Stn Class.L Speed.1 Hrspwr.-
Res flow{gpd) Proj Napot % Cap
Plans.. 10,244 4.25 hrs 42.50
Date
Mo.NAPOT Avg
10/12/2005
09/14/2005
08/10/2005
07/13/2005
06/08/2005
05/11/2005
04/13/2005
GOLD/M
GOLD/D
GOLD/G
•
•
Daily
5.42
4.00
3.49
4.94
3.80
Regard
Reading
Y
Y
Y
Y
Y
3.79 3.79 Y
4.28 4.28 Y
Signature..ROQUER
Station I<m>provement GOLD/S
<D>ownstream Station
Codes & Cata<g>ories GOLD/T
0.00
4.00
3.49
4.94
3.80
Moratorium effective since / /
Yearly NAPOT {hrs)
Stn Gross Capacity(gpd)..
Station Reduction Factor
Stn Net Cap Certif(gpd)
Stn Net Capacity{gpd)
Indicated Flows{gpd)
4.12
1,900,800
1.00
0
1,900,800
326,304
Number
of pumps
2
2
2
2
2
2
Comments
Sign Date..04/30/1999 10:11:11.44
<S>tation Inform. GOLD/U <U>pstream Station
GOLD/P <P>ump Information
Sewer Cer<t>ification
*2003111811412372*DEARMM * This is not an official docum
ant. *
M Stat Station Station Current Delta Projected
R Type Owner Number ET (Hrs) ET (Hrs) ET (Hrs)
Proposed Number of gallons (gpd): 10000
************************** Downstream Stations *****************************
O B21L- 30 0052 4.25 0.13 4.38
OK ASRM+ 30 0002 4.67 0.01 4.68
AC 30 CD 1002.00 0.00 1002.00
•