HomeMy WebLinkAboutSie Utility Study•
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February 2006
Marquis West
MAJOR USE SPECIAL PERMIT
SITE UTILITY STUDY
PREPARED FOR
Eagle Garage, LLC
KHA Project No.: 042681000
Prepared by:
KIMLEY-HORN AND ASSOCIATES, INC.
1691 Michigan Ave.. Suite 400
MIAMI BEACH, FL 33139
and Associa,
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Site Utility Study
Introduction
The Marquis West project is a proposed mixed -use development to be located east of NE
1s` Ave, north of NE 11`h St. about 70' west of NE 2nd Ave and south of 1-395
Expressway., on approximately 1.43 acres, in the City of Miami, Miami -Dade County,
Florida (see Attachment "A" Site Location Map). The site currently consist of a surface
parking lot, which will be demolished as part of this project. The Marquis West project
consists of a 41-story high rise residential tower. It will include approximately 430
residential apartment units, 78,699 S.F. of common space, 29,232 S.F. of retail, 8,688
S.F. of service space and approximately 503 parking spaces. See Table 1, below for
further details of the proposed project.
Table 1:
Project Summary
Residential
430
Common Spaces
78,699
Non -Residential ( Retail)
29,232
Non -Residential ( Service)
8,688
Parking
503 spaces
Marquis West
Site Utility Study
Page 1
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
os fdllowscriteria according
to Federal State, Miami -Dade County and City of Miami standards
Y-PANEL NUMBER
1. The subject project is located in PANEL 18f ��M� A arding to the National
12025C0183 J of the Flood Insurance Rate MapFIRM
Flood Insurance Program, the project is in Zone XID, for which a base
sft NGVD elevation
has not been undetermined. The closest base flood elevation is 11.0
2. Miami -Dade County Flood Criteria elevation as per Amended Plat ofFod be usedCritis
Map, plat book 120, page 13 is estimated to be 5.0 ft. NGVD. This
will
to
determine proposed site grading minimum grade elevations.
3. The average October ground water level elevation is estimated to be2.0 ft. eG V D. ice.
This
car
elevation will be used to compute drainage well capacity
ta Resourand
ce roadway
Mana ement & (Source: Dade County Department of Environmen
Miami -
Dade County Public Works Manual, Volume II - Design Standard Detail WC 2-2).
Existin Drama e
Presently, the site is partially developed. Based on site observations and availableng
information, there is an existing drainage system which currently serves
the asphalt parking lot. The existing drainage system will be aen the runoff generated by the
molished and a new
storwater management system will be constructed to r
proposed improvements, as required by code (see below).
Pro osed Draina e S stem
d
The drainage system for the proposed development will consist of drainage runoff nde 5
exfiltration trench, if possible, to facilitate on -site disposal of storm
water year design storm event will be used to design the storm water management system, in
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Department (MDWASD) criteria, the developer may be required to connect to the
proposed 12-inch water main along NE 11`h St. and extend a new 12-inch ductile iron
(DI) water main along NE 11`h St. and connect it to the existing I2-inch water main along
NE 1st. Ave. 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 Hydraulic Analysis done by MDWASD is completed.
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 from the
existing water distribution system.
See Attachment "C" for a copy of the MDWASD water atlas sheet for the project area.
ITT. 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)
Location
Sanitary', Sewer Mains)
NE 11` Street
NE l't Avenue and NE 2'd Avenue
8" Gravity Main
NE 151 Avenue
NE I ld` St. & NE l ld' Terrace
8" Gravity Main
Just north of subject
project
NE 151 Avenue and NE 2kd Avenue
8" Gravity Main
Similar to the watermain, 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
Marquis West
Site Utility Study
Page 2
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Water and Sewer Agreement is requested by the owner. The proposed on -site sanitary
sewer system for the property can be connected to 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. It is unlikely MDWASD will
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 adjacent to the proposed
development are received by MDWASD Regional Pump Station #2, which is located at 925
Biscayne Boulevard. Pump Station No. 2 is currently operating at an average yearly NAPOT
of 3.02 hours/day, and is presently not under any type of moratorium (see attached pump
station report). 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
Type of O cupanc
Quaff tlt ?
sage a x
,4..g
�' s� l C 1
Apartment
430 units
200 gpd per unit
86,000
Non -Residential ( Retail)
29,232 sf
5 gpd per 100sf
1,462
Total Anticipated Flow
87,462 gpd
Marquis West
Site Utility Study
Page 3
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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 andlor 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
Total Solid Waste
Generated .'
(Tons/1)ay)
Apartment
430 units
51bs/unit/day
1.075
Non -Residential ( Retail)
29,232 sf
6lbs/1000 sf/day
0.09
Total Anticipated Solid Waste Generated
1.165
Marquis West
Site Utility Study
Page 4
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Marquis West
Site Utility Study
Attachment A
Site Location Map
Page 5
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Attachment B
Preliminary Drainage Well Calculations
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Attachment C
Existing Utility Records
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Attachment D
Pump Station Monthly Information
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Attachment A
Site Location Map
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Kimley-Ham and Associates, Inc.
1691 Michigan Avenue
Suite 400
Miami Beach, Florida 33139
Phone: 305-673-2025
Fax: 305-673-4682
MARQUIS WEST
SITE LOCATION MAP
ci...amin
imley-Dorn and Associates, KInc..3...,...,s,..7.7......4.a......7_,..L.L,:.=.7.5...,„s7:::-=-7.7:-,.:
1691 Michigan Avenue
Suite 400
iarni Beach, Florida 33139
Phone: 305— 673— 2025
Fax: 305-673-4882
MARQUIS WEST
FLOOD CRITERIA MAP
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Kimley-Horn and Associates,
1691 Michigan Ave
Suite 400
Miami Beach, Florida 33139
Phone: 305-673-2025
Fax: 305-673-4882
MARQUIS WEST
AVERAGE OCTOBER GROUND
WATER LEVEL 1960-75
• Curl
Kimley-Horn and Associates, Inc.
1691 Michigan Avenue
Suite 400
Miami Beach, Florida 33139
Phone: 305--673--2025
Fax: 3005---673--4882
MARQUIS WEST
FLOOD CRITERIA MAP
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Attachment B
Preliminary Drainage Well Calculations
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MARQUIS WEST
City of Miami, Florida
DRAINAGE CALCULATIONS:
DRAINAGE WEDS
(MASS DIAGRAM 'DERM CRITERIA)
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1. Site Data:
A. Average October Water Table Elevation =
B. County Flood Criteria Elevation =
C. F.LR.M. Base Flood Elevation =
D. Average Crown Elevation =
E. Average Existing Onsite Grade Elevation =
F. Proposed drainage inlet grate elevation =
2. Total Site Area (A) (See Drainage Area Map in Appendix B):
A. Impervious Areas:
a) Asphalt and concrete pavement =
b) 1/3 of North-East corner =
c) Roof areas =
Total Impervious Area (Al) =
NGVD
NGVD (County Flood Criteria Map, see Appendix A)
Zone X (lvlap No 12025C€t1831, Sep Appendix A)
NGVD
NGVD
NGVD
2.53 Acres
Acres
Acres
Acres
2.46 Acres (97%)
B. Pervious areas:
a) Green Areas = {l D7.<Acres (3%)
3. Weighted Runoff Coefficient (C):
Runoff Coefficient Impervious (C1) =
Runoff Coefficient Pervious (C2) =
C=[(A1 xC1)+(A2xC2)]/A; C=
C x A = Total Contributing Area; C x A
0.88
2.24 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 + F2'3)]
Frequency (F) = years - Frequency Curve
Q = CIA, V = Qt; V(i �,.) = Qt(1 in.), t(t = Time to generate 1 inch of runoff
V(1 in.) = CIAt(l in-)
1" x A = CIAto in.) ; Solving for to in.), to in.) = 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:
= 11.28 Min.
= 10.00 Min.
= 21.28 Min.
DRAINAGE WELLS -Marquis west BASIN
5. Cumulative Runoff (Inflow Mass Diagram
Time:
CicA
(acres)
1 '.
(inches)
Q . ,
. (CFS)
Accumulated'
Storm
Runoff
(CF)
(Min.)
(Sec.)
8
480
2.236
6.405
14.32
6,873
10
600
2.236
6.166
13.79
8,271
15
900
2.236
5.641
12.61
11,350
21.28
1277
2.236
5.096
11.39
14,548
30
1800
2.236
4.493
10.04
18,081
40
2400
2.236
3.956
8.84
21,228
50
3000
2.236
3.534
7.90
23,703
60
3600
2.236
3.193
7.14
25,701
90
5400
2.236
2.477
5.54
29,902
120
7200
2.236
2.023
4.52
32,563
180
10800
2.236
1.480
3.31
35,745
6. Drainage Well Design Discharge Rate:
Based on well discharge rate of:
DW-1
8.00
2.00
2.50
GPM/ft. head
3.50
3.12
DW-2
DW-3
DW-4
10.00
10.00
11.00
2.00
2.00
2.00
2.50
2.50
2.50
5.50
5.50
6.50
4.90
4.90
5.79
280
440
440
520
Well Discharge Rate (CFS)
7. Detention Time:
18.72
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.
Vat = Detention Volume Per Well (CF) =
W = Width of Well Structure (ft.) _
L = Length of Well Structure (ft.) =
11.39 CFS
1025.29 CF
205.06 CF
8.0 ft.
10.0 ft.
1680.00
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:
Hroia. (ft.) = Vdt I ( W x L) w 2.60 ft.
Top of Well Casing Elev. = 10
Elevation at Floor of Well Box (NGVD) w Top of Well Casing Elev. - H
= 7.40
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
(CF)
(Min.)
(Sec.)
8
480
18.72
8,984
6,873
-2,111
10
6€0
18.72
11,230
8,271
-2,959
15
900
18.72
16,845
11,350
-5,495
21.28
1,277.02
18.72
23,901
14,548
-9,353
30
1800
18.72
33,690
18,081
-15,609
40
2400
18.72
44,920
21,228
-23,692
50
3000
18.72
56,150
23,703
-32,446
60
3600
18.72
67,380
25,701
-41,678
90
5400
18.72
101,070
29,902
-71,167
120
7200
18.72
134,759
32,563
-102,196
180
10800
18.72
202,139
35,745
-166,395
9. Excess storm water runoff including well structure storage:
8
10
15
21,28
30
40
50
60
90
120
180
480
600
900
1,277.02
1800
2400
3000
3600
5400
7200
10800
6,873
8,271
11,350
14,548
18,081
21,228
23,703
25,701
29,902
32,563
35,745
1,680
1,680
1,680
1,680
1,680
1,680
1,680
1,680
1,680
1,680
1,680
8,984
11,230
16,845
23,901
33,690
44,920
56,150
67,380
101,070
134,759
202,139
-3,790.97
- 4,638.63
-7,174.60
-11,033.43
-17,288.87
-25,371.80
-34,126.40
- 43,358.35
-72,847.37
-103,876.01
-168,074.53
Safety Factor/
Safety Facto
1.64%
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Attachment C
Existing Utility Records
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Valve
Reducer
Plug
Booster Statio
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Attachment D
Pump Station Monthly Information
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Pump Station Monthly Information:
MUM
User.
-r/turriSit
PpSt WOW Atlas Page. tglia MoTatotkaw
NiLktrfi DA-1>E WATER SEWER OCPARTMEIT,
p BISCAYNE BLVD . otatersum in elect sm. 111,17,185a
' are, r4,400.4 0.6.fieT
SE.tiOmiewnsilip-RNW • gi - Gtmeratot Te4easecty ,•_.F.1 ET inth
H.P.
Numbev of Pumps: 5
Yeady NAPOlihni. 3.02
Res Flowilpp.4 2,57026B
Projilagot 4.411w4
Cap: 48
4ft NIFEM
1on8noc513.55
StnOnsIsCapaeityteprIl 57,134X1.010
Station fi eductica Facial .6
Stn N et Cap Cen4(epci
S N CapecOyfsp4 34.560003
Indicated/10.4Tc" 4.348D013
"16E6 BRODSR
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8a6i2zo5 12.zo 11.15 Y 5
:110/2145,",f,
ecitt.s 0)fi.
Date:
L11:02'
Ilolo.NAPOT AyDac fidqflip I New Comments-.
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