HomeMy WebLinkAboutSite Utility Study•
November 2004
3050 Biscayne
MAJOR USE SPECIAL PERMIT
SI'i'E UTILITY STUDY
PREPARED FOR
AI-Boymelgreen, Inc.
KHA Project No.: 042421000
Prepared by:
KIMLEY HOIZNAND ASSOCIATES, INC.
1691 Michigan Ave. Suite 400
EiMIIAMI BEACH, FL 33139
❑ rl Kimley-Horn
and Associates, Inc.
•
November 2004
3050 Biscayne
MAJOR USE SPECIAL PERMIT
SITE UTILITY STUDY
PREPARED FOR
AI-Boymelgreen, Inc.
KHA Project No.: 042421000
Prepared by:
KIMLEY-HORNAND ASSOCIATES, INC.
1691 Michigan Ave. Suite 400
MIAMI BEACH, FL 33139
Site Utility Study
Introduction
3050 Biscayne is a proposed mixed -use development to be located in the City of Miami,
Miami -Dade County, Florida (see Attachment "A" Site Location Map). Currently, a
commercial building exists (will remain) on the east portion of the site with an asphalt
parking lot occupying the balance of the site. The 3050 Biscayne project includes a 45
story residential tower, ground floor retail & restaurant, a parking garage structure, and a
residential liner of studios and townhomes. See Table 1, below for further details of the
proposed project.
Table 1:
Project Summary
Retail
9,188
Residential
288
367,736
Restaurant
1
2,907
Total
379,831
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I. Drainage
Existing Drainage
Based on site observations and available information, there is an existing drainage system
which currently serves the existing building and asphalt parking lot. Said drainage system
will be removed 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 stoifit 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 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 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.
3050 Biscayne
Site Utility Study Page 3
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Table 3:
Existing Water Mains
(Per MDWASD Water Atlas Sheet)
"o
18"
Utility Easement
Middle of subject property
Biscayne Blvd.
NE 32'd Ave & NE 30th St.
16" D.1.
NE 32'`' St.
Biscayne Blvd. & exist parking lot
6"
NE 2'`' Ave
NE 32"`' Ave & NE 30th St.
36" & 8"
According to the survey by Schwebke-Shiskin & Assoc, dated 7/13/04 there is a 54.T
wide utility easement which bisects the subject property. The proposed improvements
appear to be in conflict with said easement and consequently the existing utilities within
the easement. An agreement with M-Dade County Water and Sewer Department
(MDWASD) and coordination will be required to abandon/remove the existing water and
sewer lines within the easement. Furthermore, MDWASD may require the existing 18"
watermain within the utility easement to be relocated along NE 32nd St. 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 owner's expense. Service lines for
domestic water, fire sprinkler systems and irrigation could be connected to the on -site
water distribution system. Water service meters would need to be purchased and installed
by MDWASD forces.
See Attachment "C" for a copy of the MDWASD water atlas sheet for the project area.
3050 Biscayne
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
(Per MDWASD Sewer Atlas Sheet)
Biscayne Blvd.
NE 32nd St. and NE 30h St.
8" Gravity Main and 60"
Force Main
Utility Easement
Middle of subject property
8" Gravity Main
NE2"dAve
NE 32nd St. and NE 30th St.
8" Gravity Main
Similar to the watermain an agreement with M-Dade County Water and Sewer
Department (MDWASD) and coordination will be required to remove the existing sewer
lines within the easement. 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. 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).
3050 Biscayne
Site Utility Study Page 5
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The flows from the existing MDWASD sanitary sewage mains on Biscayne Blvd. and NE
28th Street are received by MDWASD Regional Pump Station #2. 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 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.
Retail
Restaurant
Table 5:
Water & Sewer Flow Generation
9,188 sf 5 gpdyer 100sf
140 seats 50 gpd per seat
Total Anticipated Flow
57,600
460
7000
65,060 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.
3050 Biscayne
Site Utility Study
Page 6
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Apartment
Table 6:
Solid Waste Generation
288 units
Sibs/unit/day
0.72
Retail
9,188 sf
6lbs/1000 sf/day 0.027
Restaurant
140 seats
1 lbs/seatlday 0.070
Total Anticipated Solid Waste Generated 0.817
V. FPL Utility Easement
According to the survey by Schwebke-Shiskin & Assoc, dated 7/13/04 there is a 12' wide
FPL Easement within the 54.7' wide Utility Easement. If the proposed improvements are
in conflict with said easement and consequently the existing FPL facilities (overhead
lines, poles etc.) the easement will have to be removed by plat. In addition, the FPL
facilities will have to be relocated to accommodate the improvements which may require
another easement.
3050 Biscayne
Site Utility Study
Page 7
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Attachment A
Site Location Map
3050 Biscayne
Site Utility Study Page 8
NE 39TH ST
36
NE 38k-H ST
OM
PROPOSED
PROJECT
U
U)
NF 29TH ST
NE 28TH ST
NE 38TH
n
NJ.. 7TIA �T
ST
NE 37TH ST
36 - S_
NE 35TH TE
NE 35TH ST
NE 3 4T H ST Q
NE
�111
NE
32ND ST
NE 30T
-i TE
NE 30TH ST
NE 29TH
TE
NE 29TH ST
NE 28TH ST
1 NE 27TH TE
::-
Klmlcy-Hom and Associates, Inc.
420 Lincoln Rood
Suite 353
Miami Beach, Florida 33139
Phone: 305-673-2025
Fax: 305-673--4882
3050 BISCAYNE
SITE LOCATION MAP
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3050 Biscayne
Site Utility Study
Attachment B
Preliminary Drainage Well Calculations
Page 9
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3050 BISCAYNE
City of Miami, Florida
1. Site Data:
A. Average October Water Table Elevation =NGVD
B. County Flood Criteria Elevation = t 1 "NGVD (County Flood Criteria Map, see Appendix A)
C. F.I.R.M. or FEMA Base Flood Elevation = Zone Xa �__ = sendix A)
D. Average Crown Road Elevation = a x NGVD
E. Average Existing Onsite Grade Elevation = NGVD
F. Proposed drainage inlet grate elevation = t t NGVD
2. Total Contributing Drainage Area (A):
A. Impervious Areas:
a) Asphalt and concrete pavement = t g i Acres
b) Roof areas + 1/3 NE building corner = Acres
5.83 Acres
Total Impervious Area (Al) =
B. Pervious areas:
a) Green Areas =
3. Weighted Runoff Coefficient (C):
Runoff Coefficient Impervious (C1) =
Runoff Coefficient Pervious (C2)
C=[(AI xC1)+(A2xC2)]/A;
5.49 Acres (94%)
C= 0.87
Acres (6%)
C x A Total Contributing Area; C x A= 5.04 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 + F-2/3)]
Frequency (F) —. years - Frequency Curve
Q = CIA, V = Qt; V(1 in.) = Qt(1 in.), t � — Time to generate 1 inch of runoff
V(1 in) = CIAt(1 in.)
I" x A = CIAt(i in ) ; Solving for t(1 in.), t(1in) = 1" I (IC)
Time to Generate one inch of run-off t(in) = 11.58 Min.
Time to reach the inlet (tc.)
Total Time required to generate 1 in of runoff: = 21.58 Min.
DRAINAGE WELLS BASIN
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5. Cumulative Runoff (Inflow Mass Diagram)
o . mom
8
480
5.043
6.405
32.30
15,504
10
600
5.043
6.166
31.10
18,658
15
900
5.043
5.641
28.45
25,604
21.58
1295
5.043
5.073
25.58
33,122
30
1800
5.043
4.493
22.66
40,787
40
2400
5.043
3.956
19.95
47,885
50
3000
5.043
3.534
17.82
53,469
60
3600
5.043
3.193
16.10
57,976
90
5400
5.043
2.477
12.49
67,452
120
7200
5.043
2.023
10.20
73,455
180
10800
5.043
1.480
7.47
80,631
6. Drainage Well Design Discharge Rate:
Based on well discharge rate of:
DW-1
DW-2
DW-3
DW-4
DW-5
DW-6
11.00
11.00
11.00
11.00
11.00
11.00
2.00
2.00 2.20
2.00 2.20
2.00 2.20
2.00
2.00
2.20
2.20
GPM/ft. Head
6.80
9.09
6.80 1 9.09
6.80 l 9.09
6.80
6.80
9.09
9.09
571.2
571.2
571.2
571.2
571.2
Well Discharge Rate (CFS)1 54.55
7. Detention Time:
Total Storage (CF)I 3427.20
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.) _
25.58 CFS
2302.35 CF
1151.17 CF
7.0 ft,
12.0 ft.
H,o;,, is the minimum depth required from the top of well casing to the floor of the well box to achieve 90 second detention time:
H,,,,,(ft.)=Vd,1(WxL)= 13.80 ft_
Top of Well Casing Elev. = 9.00
Elevation at Floor of Well Box (NGVD) W Top of Well Casing Elev. - H�,;,,_ = -4.80
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8. Excess storm water runoff excluding well structure storage:
8
10
15
21.58
30
40
50
60
90
120
180
480
600
900
1,294.77
1800
2400
3000
3600
5400
7200
10800
54.55
54.55
54.55
54.55
54.55
54.55
54.55
54.55
54.55
54.55
54.55
26,182
32,727
49,091
70,624
98,182
130,909
163,636
196,364
294,545
392,727
589,091
15,504
18,658
25,604
33,122
40,787
47,885
53,469
57,976
67,452
73,455
80,631
-10,678
-14,069
-23,487
-37,501
-57,395
-83,024
-110,167
-138,387
-227,093
-319,272
-508,460
9. Excess storm water runoff including well structure storage:
8 480 15,504 3,427 26,182 -14,105.14
10 600 18,658 3,427 32,727 -17,496.29
15 900 25,604 3,427 49,091 -26,914.41
2158 1,294.77 33,122 3,427 70,624 -40,928.68
30 1800 40,787 3,427 98,182 -60,822.50
40 2400 47,885 3,427 130,909 -86,450.84
50 3000 53,469 3,427 163,636 -113,594.28
60 3600 57,976 3,427 196,364 -141,814.55
90 5400 67,452 3,427 294,545 -230,520.28
120 7200 73,455 3,427 392,727 -322,699.03
180 10800 80,631 3,427 589,091 -511,886.71
Safety Factor
2.13%
Safety Factor
2.38%
Kimley-Horn and Associates, Inc,
:ter
tea.
420 Lincoln Road
Suite 353
Miami Beach, Florida 33139
Phone: 305-673-2025
Fax: 305-673-4882
3050 BISCAYNE
FLOOD CRITERIA MAP
Kimley-Horn and Associates, 51
111r,
1691 Michigan Ave
Suite 400
Miami Beach, Florida 33139
Phone: 305-673-2025
Fax: 305-673-4882
TES:
I. CONTOUR INTERVAL 1.0 •f T.
(Except as indicated)
2. DATUM IS MEAN SEA LEVEL
3050 BISCAYNE
AVERAGE OCTOBER GROUND
WATER LEVEL 1960-75
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Attachment C
Existing Utility Records
321
310
127
e‘iv„ /4145
iht2r_..., bl )
0 , .4_0, 35 aT*
/rt
I "
287 ` 366 • " Iasi) 11•52
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(5202
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• I 4 11 ha, ave
"ta
4r ,70
111 276 _17042
t. twit!
-4▪ 1.;•z4, \no/
z 276
/
271'. rar4
2771
" 2; NE 24 ST 2•„
84
24:4125,411 (2017 1.„2
1 / 24
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.- t4'2,62%\) PiE 20 ST
218 214 ..•-• ; 213
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116 V
84 182 i5601"
a a`
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184 (2036 (1547
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2.114
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/- )2077 t 212
avr4\ j
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\\,?!..i,.•"'" \ DS ?Vg,;.t.,,P...,,, ,\
1586 ) APP. I
21520 1 i E.J.;.,. 1, /1,...,,;;: 1 ..,)
371
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174i /72 17T .
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S. 194 I
188
148
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ro 12I
,7 iW ''C3•k,��
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Attachment D
Pump Station Monthly Information
Pump Station Monthly Information
Station..30 -0002 Atlas Pg..E13
MIAMI DADE WATER & SEWER DEPARTMENT
Addr..925 BISCAYNE BLVD
Sec -Township -Range 31-53-42
Genr._ ET clock.Y Telm.Y #Pumps. 5
T ump ype.A Stn Class.M Speed.R Hrspwr.+
Res
4111!Plans..
Plats..
Extens.
flow(gpd)
1,729,943
0
0
Proj Napot
4.35 hrs
3.15 hrs
3.15 hrs
% Cap
43.50
31.50
31.50
Date
Mo.NAPOT Avg
09/24/2004
08/25/2004
07/27/2004
06/25/2004
05/26/2004
04/27/2004
03/29/2004
GOLD/M
GOLD/D
GOLD/G
Daily Flows
3.14 12.56
3.38 13.50
<Plan Review>
Moratorium..OR
Moratorium effective since
/ /
Yearly NAPOT (hrs) 3.15
Stn Gross Capacity(gpd).. 57,600,000
Station Reduction Factor 0.60
Stn Net Cap Certif(gpd).. 0
Stn Net Capacity(gpd).... 34,560,000
Indicated Flows(gpd) 4,536,000
Rgd #
Fig Pmp
0.00 Y 5
0.00 Y 5
2.82 11.28 0.00 Y
2.79 11.16 0.00 Y
2.85 11.40 0.00 Y
3.17 12.67 0.00 Y
3.28 13.10
0.00 Y 5
Comments
Signature..LEALG Sign Date.
Station I<m>provement GOLD/S <S>tation Informs.
<D>ownstream Station
Codes & Cata<g>ories
.03/17/2003 13:52:24.01
GOLD/U <U>pstream Station
GOLDIP <P>ump Information
GOLD/T Sewer Cer<t>ification