HomeMy WebLinkAboutSite Utility Study•
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June 2006
MIXED USED CIVICA TOWERS
MAJOR USE SPECIAL PERMIT
SITE UTILITY STUDY
PREPARED FOR
Miami Hotel Investments, L.L.C.
KHA Project No.: 043024000
Prepared by:
KIMLEY-HORN AND ASSOCIATES, INC.
1691 MICHIGAN AVENUE, SUITE 400
MIAMI BEACH, FL 33139
n112y Horn.
and Associates, Inc.
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Site Utility Study
Introduction
Civica Towers is a proposed mixed -use development to be located on the southeast corner of NW
14th Street and NW 1161 Ave, north of SR 836 Expressway on 1.82 acres+/- of land, in the City of
Miami, Florida (see Site Location Map -Fig 1). The Civiea Towers project shall consist of two towers
including an office condominium tower of approximately 390,827 s.f. and a residential tower of
approximately 215 units. Table 1, below depicts the details of the proposed project.
Table 1:
Project Summary
Retail
14,655
Residential
215
253,733
Office
390,827
Restaurant
5,000
I. Drainage
Existing Drainage
There are some existing drainage inlets visible within the property and these are most likely connected
to an onsite drainage system. Construction of the proposed development will require that the existing
storm water management system be demolished.
Civica Towers
Site Utility Study
Page 2
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Figure 1:
Site Location Map
PROPOSED
PROJECT
NW s 4T
ll th' 3TH. S i
1
1 MN 12TH_;_ST
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ii
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Proposed Drainage System
The drainage system for the proposed development will consist of a combination of drainage wells and
exfiltration trench, to facilitate on -site disposal of storm water runoff. In accordance with Section D-4,
"Water Control", of Part 2 of the Miami -Dade County Public Works Manual, the 5-year 24-hour
design storm event will be used to design the new storm water management system.
Based on preliminary calculations, it is anticipated that five (5) 24" drainage wells will provide
sufficient capacity to dispose of the storm water runoff generated by the proposed development.
Civica Towers
Site Utility Study
Page 3
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Preliminary drainage computations for the project areas are provided in Attachment "A". An
ex filtration system may be an alternate choke for the proposed drainage system but the feasibility will
depend on the onsite soil percolation capacity for which percolation tests by a geotechnical engineer is
necessary. Preliminary drainage computations for the project areas are provided in Attachment "A".
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.
I.I. 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
NW 14th Street
NW 11`'' Avenue and NW 10`s Avenue
8"
NW 14th Street
NW 12t Avenue and NW 11a' Avenue
12"
Just west of the
property
SR836 and NW 14t Street
12"
NW l01 Avenue
NW 14th Street and SR 836
30"
Within property
limits
N/A
2"
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 along NW 14th Street between
NW 10th Avenue and NW 11th Avenue connecting the existing 12" water main in NW 14"' Street
between NW 12th Avenue and NW 11` Avenue. In addition, the existing 2" waterinain within the
Civica Towers
Site Utility Study
Page 4
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project limits appears to be in conflict with the proposed improvements and consequently will need to
be removed. Any easements associated with said watenitain may need to be vacated. 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.
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
NW 14th Street
8" Gravity Line
8" Force Main (proposed)
NW l l`s Avenue
8" Gravity Line
West of property
8" Gravity Line (proposed)
MDWASD Pump Station # 45 receives the flows from the existing gravity lines within the vicinity of
the proposed development area. The existing pump station # 45 is currently under moratorium and
the reconstruction work is expected to be completed 12/31/2008 (see Appendix "C"). The design
capacity and anticipated flow information for the existing pump station is not available now and no
gravity connection will be allowed before the completion of the existing pump station upgrades.
However, it may be possible to install a private sanitary sewer pump station that will be connected to
this proposed 8" force main in NW 14th Street to bypass Pump Station # 45. It is expected that the
existing force main may have capacity to receive additional flow from the proposed development but
the final determination regarding the status of the existing transmission system and the need for
possible improvements will not be made without a request for a water and sewer agreement and a
Civica Towers
Site Utility Study
Page 5
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Sanitary Sewage System Capacity Certification Letter is issued. A letter of availability and further
coordination with MDWASD is recommended for the proposed sanitary sewer service connection
points and requirements for this project. Please refer to Attachment "B" for the sewer atlas.
Retail
Table 5:
Water & Sewer Flow Generation
14,655 sf
5 gpd per 100sf
733
Residential
215 units
200 gpd per unit
43,000
Office
390,827 sf
10 gpd per 100sf
39,083
Restaurant
5,000 sf
50 gpd per 100sf
2,500
Total Anticipated Flow Generated
85,316
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
Residential
215 units
5 lbs/unit/day
Solid Waste Generated
(Tons/Day)
0.537
Retail
14,655 sf
5 lbs/1000 sf/day
0.037
Office
390,827
6 lbs/1000 sf/day
1.172
Restaurant
5,000 sf
5 lbs/1000 sf/day
0.013
Total Anticipated Solid Waste Generated
1.759
Civica Towers
Site Utility Study
Page 6
CIVICA TOWERS
City of Miami, Florida
4
DRAINAGE.CALCULATIONS:
ATIONS:
DRAINAGE WEL
oM:SS DIAGRAM +- DERM CRITERIA)
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I. Site Data:
A. Average Control Water Elevation (NGVD)
B. County Flood Criteria Elevation (NGVD)
C. F.I.R.M. Base Flood Elevation (NGVD) =
D. Adjacent Existine Road Crown Elevations:
Highest (NGVD) 7.2
Lowest (NGVD) = 5:4
E. Adjacent Existing Back -of -sidewalk Elevations:
I tighest (NGVD) = 1..3
Lowest (NGVD)
F. Lowest proposed inlet elevation (NGVD) = 5.75
2. Total Property Area :
A. Impervious Areas:
a) Asphalt and concrete pavement =
b) Roof areas =
c) ti3 of the NE building corner
Total Impervious Area (A)
B. Pervious areas:
a) Green Areas =
C. Total Contributing Drainage Area
3, Weighted Runoff Coefficient (C):
Runoff Coefficient Impervious (CI)
Runoff Coefficient Pervious (C2)
C = [(AI x CI) + (A2 x C2)] I A;
C x A = Total Contributing Area:
(Ivf IX PW Manual Pat 2 ,
2.00 Snasiiard We 2.2)
5.00 (Per County Rood Criteria Map, Ses a€
9.0(1 (Zone AE, Map No. 12025C018t1J, See atrachrr<e t).
(NW14th Street).
(NW 141.11 Street):`:
(NW 14I11 Street]..
(NW: 14th Street):
1.820 Acres
0.182 Acres
1547 Acres
0.591, Acres (in excess of property area)
2.320 Acres
0.091 Acres
:241i1I Acres
0.95
0.30
C - 0.925
C x A = 2.23 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°' 1) + t (0.5895 + F26)]
Frequency (F) = years - Frequency Curve
Q CIA. V = (fit; Vtt ;e) = Qtt� ;�t, t(i ;,, ) = Time to generate I inch of runoff
Vtt.t = CIAtrt sn_,
1" x A = CIAttl ,h.) ; Solving for to f„), tt, ;,) 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:
mm 10.64 Min.
mm 10;00 Min.
20.64 Min.
�ras�age Vicar
eAS N
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5. Cumulative Runoff (Inflow Mass Diagram)
Time
CxA
(acres)
1
(inches) .
Q
(CFS)
Accumulated
Storm
Runoff
(CF)
(Min:)
(See.)
8
480
2.231
6.405
14.29
6,860
10
600
2.231
6.166
13.76
8,255
15
900
2.231
5.641
12.59
11,328
20.64
1238
2.231
5.147
11.48
14,221
30
1800
2.231
4.493
10.03
18.046
40
2400
2.231
3.956
8.83
21,187
50
3000
2.231
3.534
7.89
23,658
60
3600
2.231
3.193
7.13
25,652
90
5400
2.231
2.477
5.53
29,845
120
7200
2.231
2.023
4.51
32,501
180
10800
2.231
1.480
3.30
35,676
6. Drainage Well Design Discharge Rate:
Based on well discharge rate of:
7.50 GPM/ft. Head
Well
No.
DW-1
DW-2
DW-3
DW-4
west Inlet
Rim lev.
(NGVD}
5.75
5.75
5.75
5.75
Oct. Water
Table elev.
(NGVD)
2.00
2.00
2.00
2.00
Headloss due
to Higher SO
of Salt Water
(ft.) _.
2.20
2.20
2.20
2.20
Head Acting.
on Well (ft:)
1.55
1.55
1.55
1.55
Well Discharge;
Rate (CFS)
2,59
2.59
2.59
2.59
We Structure Di s ons
Width (ft,} :
ngth (ft.)
DW-5
5.75
2.00
2.20
1.55
2.59
Well Structure
Storage Volume
(CI")
Well Discharge Rate (CFS)
7. Detention Time:
The drainage well structure must be designed to deta
Qd = Design Runoff Rate (CFS) =
Vd = Detention Volume (CF) = Qa x 90 sec. =
Vdt = Detention Volume Per Well (CF) =
W = Width of Well Structure (ft.) =
L = Length of Well Structure (ft.) =
12.95
Total Storage (CF)
runoff for a minimum of 90 seconds prior to discharge.
1-Irdin, is the minimum depth required from the top of well cas
bimdn (ft.) = Vdi / ( W x L) =
11.48 CFS
1033.57 CF
206.71 CF
6.0 ft.
12.0 ft.
558.00
g to the floor of the well box to achieve 90 second detention time:
2.90 ft.=Depth from top of casing to bottom of well box
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S. Excess storm water runoff excluding well structure storage:
Time
Well
Discharge
Rate
(CFS)
ululated
Well
Discharge
Volume
(CF)
Accumulated
Storm Runoff
(CF)
Total Overflow
Volume
(CF)
(lMin.)
(Sec_}
8
480
12.95
6,217
6,860
643
10
600
12.95
7,771
8,255
485
15
900
12.95
11,656
11,328
-328
20.64
1,238_33
12.95
16,038
14,221
-1,817
30
1800
12.95
23,312
18,046
-5,266
40
2400
12.95
31,083
21,187
-9,896
50
3000
12.95
38,854
23,658
-15,196
60
3600
12.95
46.624
25,652
-20,972
90
5400
12.95
69,936
29,845
-40,092
120
7200
12.95
93,249
32,501
-60,748
180
10800
12.95
139,873
35,676
-104,197
9. Excess stoiinn water runoff including well structure storage:
(See.)
Accumulated
Storm Runoff
(CF)
Storage in.
Well Structure
(CF)
Accumulated:.
Well
Discharge
Volume
(CF)
Total Overflow
Volume
(CF)
8
10
15
20.64
30
40
50
60
90
120
180
480
600
900
1,238.33
1800
2400
3000
3600
5400
7200
10800
6,860
8,255
11,328
14,221
18.046
21,187
23,658
25,652
29,845
32,501
35,676
558
558
558
558
558
558
558
558
558
558
558
6,217
7,771
11,656
16,038
23,312
31,083
38,854
46,624
69,936
93,249
139,873
85.19
-73.32
-885,60
-2,374.69
-5,823.97
-10,453.73
-15,753.86
-21,530.44
-40.649.86
-61,305.94
-104,755.24
Safety Factor
Safety Factor
1.13%
1.17%
r_
Kim
ley-Horn and Associates, Inc.
1691 Michigan Avenue
Suite 400
Miami Beach, Florida 33139
Phone: 305-673-2025
Fax: 305-673--4882
JECeT
E
I,EGEND:
�._. 2° ,.
€ESt1MATE1 )
NOTES
L CONTOUR I TERVAL 1.0 .F001
(Except at indicated)
2_ 0ATUM tS MEAN SEA LEVEL.
CIVICA TOWERS
OCTOBER WATER LEVEL MAP
CITY OF MIAM1. FLORIDA
pogrimr1
Kimley-Horn and Associates, Inc.
1691 Michigan Avenue
Suite 400
Miami Beach, Florida 33139
Phone: 305-T673--2025
Fax: 305-673-4882
CIVICA TOWERS
FLOOD CRITERIA MAP
CITY OF MIAMI, FLORDA
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