HomeMy WebLinkAboutIII.3 - Site Utility StudyWOLFBEFLG
ALVAR EZ
MIAMI RIVERTOWN
MIAMI, FLORIDA
SITE UTILITY STUDY
MARCH 22, 2005
1500 SAN REMO AVENUE
SUITE 300
CORAL GABLES, FLORIDA 33173
TEL 305-666-5474
FAX 305-666-4994
AA 0002416
EB 0002354
WA PROJECT NO. 24015.00
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TABLE OF CONTENTS
Section Page
I. Introduction 2
II. Site Conditions 2
III. Drainage 3
IV. Water Distribution 5
V. Sanitary Sewer 6
VI. Natural Gas 6
Exhibits
'A' Location Map
Aerial Photograph
Survey
`B' Existing Drainage
Existing Water
Existing Sewer
Existing Gas
`C' Drainage Calculations
`D' Water Consumption
Sanitary Sewer Flow
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I. INTRODUCTION
Miami Rivertown is a planned mixed -use development proposed to be located on the
banks of the Miami River in Miami, Florida. The site is located within two City blocks
bounded by N.W North River Drive to the North, N.W. 14th Avenue to the East, the
Miami River to the south and a private property owned by FRB Corporation to the West.
Miami -Dade County records show the property being owned by Mahi Shrine Holding
Corp. The project consists of three separate high-rise structures that will be built in three
phases. Each building will have a seven -story parking base with retail, office and
townhomes around the periphery. Additionally, Phase I will have 28 floors, and Phases II
and III, 27 floors of condominium units above the bases.
The eighth floor will house condominium units as well as tenant amenities such as an
exercise room, activity room, business center, rooftop garden and swimming pool.
The total planned development will consist of approximately the following:
• Residential 985 Units
• Retail 47,862 g.s.f.
• Restaurant 3,183 g.s.f.
• Office 98,129 g.s.f.
• Parking Garage 1,866 spaces
The initial phase of construction will include the improvements to the riverfront
boardwalk, N.W. 15th Avenue and construction of the new access road on the east side of
the site.
II. SITE CONDITIONS
The site is traversed by N.W. 15th Avenue which will remain a public right-of-way. The
site is subdivided into a number of lots and is currently improved with three one-story
and one three-story concrete block and stucco (CBS) buildings, miscellaneous structures
and paved areas. Refer to Location Map, aerial photograph and copy of the Survey in
Exhibit 'A'.
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III. DRAINAGE
A. EXISTING DRAINAGE
For the purpose of the drainage analysis, the total area to be developed is approximately
6.42 acres of private property. This excludes submerged lands that may be within the
limits of the property. Additionally, 0.75 acres of the N.W. 15th Avenue right-of-way that
will be improved as part of the project, is being considered as well. Therefore, the entire
project will consist of three (3) drainage areas (basins) as a result of the property being
bisected by N.W. 15th Avenue. For the purpose of this study, the three drainage basins
will be referred to as the West, 15th Ave. (or center) and East basins, with drainage areas
of approximately 1.66 acres, 0.75 acres, and 4.76 acres respectively.
Site visits and reviews of the project's Survey (included in Exhibit 'A') and City of
Miami drainage system records (included in Exhibit `B') indicate existing drainage
structures within the East Basin, 15th Avenue Basin and along N. River Drive. None are
apparent on the West Basin. It appears that runoff from the buildings and paved areas
within the West Basin presently infiltrate the rather extensive sodded areas with some
runoff going into the adjacent streets and into the street drainage systems owned and
maintained by the City of Miami. The 15t'' Avenue Basin (a public right-of-way) includes
three catch basins on the south end of the Avenue. The two southernmost inlets are
connected to 24-inch diameter outfalls discharging into the Miami River. The East Basin
is almost entirely paved and contains only one catch basin. Based on the grading data
from the survey, it is apparent that runoff from the site sheet flows partially to the west
into N.W. 15th Avenue and to the south into the Miami River. This condition is not in
compliance with current regulations.
The existing drainage system on North New River Drive adjacent to the site consists of
two separate systems, one to the east and one to the west. Both systems appear to
eventually discharge into the Miami River. For the most part, drainage is non-existent on
North River Drive in front of the site, and it appears that the City of Miami's street
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drainage systems adjacent to the limits of the project will have to be improved in
compliance with current environmental regulations.
B. ON -SITE DRAINAGE
The planned development will be characterized by an overall imperviousness of
approximately 85%, while providing approximately 15% pervious area in the form of at -
grade landscape areas and planters. The entire site will be filled and compacted, and the
landscape areas are likely to be in planters or bordered by curbs. Therefore, runoff from
the impervious areas is not expected to reach the pervious areas.
The proposed drainage systems for each drainage area will be designed to retain the
runoff generated by the proposed buildings and site development with emergency
overflows discharging into the Miami River as added safety features. Depending on the
results from a forthcoming soils report, either exfiltration trenches or drainage wells will
be installed within each drainage area to provide the required capacity necessary to retain,
treat and dispose of the runoff generated by the design storm as required by the Dade
County Department of Environmental Resources Management (DERM), Water Control
Section.
Runoff generated by the building and site improvements for the East and West drainage
basins will be collected by series of interconnected site and roof drainage structures and
conveyed to drainage disposal systems sized to meet DERM requirements. In addition,
runoff generated inside the parking garages will be routed into isolated exfiltration
trenches with sand filter in compliance with recent DERM requirements.
The proposed drainage system shall be designed to be able to keep the project dry for the
5 Year — 24 Hour storm, and keep the finished floor protected for the 100 Year — 72 Hour
storm.
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Note that one-third of the area of two adjacent building walls have been added to the total
drainage acreage to allow for runoff generated by driving rain.
If the hydraulic conductivity of the soils is poor, it will warrant the installation of
drainage wells and will likely require 3, 1, and 7 wells, or for the East, Center and West
basins respectively as indicated on the Drainage Well Calculations in Exhibit `C'. If the
hydraulic conductivity of the soils is favorable to the installation of exfiltration trenches,
a total of approximately 800 linear feet of trench will be required.
Refer to Exhibit `C' for preliminary drainage well and exfiltration trench calculations.
IV. WATER DISTRIBUTION
The Miami -Dade Water and Sewer Department (MDWASD) provides water service for
the area in which the project is located. Refer to the Exhibit `B' for a copy of
MDWASD's water atlas depicting their water distribution system in the vicinity of the
property. According to the water atlas, MDWASD owns and operates the following water
mains within N.W. North New River Drive adjacent to the proposed project:
• 12" water main on the north side of the street.
• 36" and 48" ductile iron pipe (D.I.P.) water main on the south side of the street.
It is not anticipated that MDWASD will require the construction of any new water mains
as part of this project. However, a new water main loop for fire protection will be
required for the project. This water main will likely extend south on N.W. 15th Ave. to
the proposed Connector road, looping back to N. River Drive.
The domestic, fire and irrigation services for the new buildings will be provided from
either the existing water mains on N. River Drive or the aforementioned new water main
loop.
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The anticipated average daily water consumption for this project will be 219,141 GPD, as
noted in the calculations shown on Exhibit `D'.
V. SANITARY SEWER
MDWASD also provides sewer service in this area. Refer to Exhibit `B' for a copy of
MDWASD's sewer atlas depicting their existing sewer system in the vicinity of the
property. According to the sewer atlas, MDWASD owns and operates the following
sewer mains with on North New River Drive:
• 8" gravity sewer main on the north side of the street.
• 54" gravity sewer main on the north side of the street south of the 8" main.
The sanitary sewer service for the planned buildings will be provided by way of
connecting into the existing 54" sewer main.
All sewage flows generated by the project will be collected in the existing MDWASD
gravity sewer systems and conveyed downstream to MDWASD Pump Station #1.
According to DERM, Wastewater Section, the pump station presently has adequate
capacity remaining to handle the anticipated flows to be generated by this project.
The anticipated average daily sewage flow for this project will be 219,141 GPD, as noted
in the calculations shown in Exhibit `D'.
VI. NATURAL GAS
TECO Peoples Gas Systems, Inc. owns and operates a 2" natural gas main on North
River Drive just west of N.W 15th Avenue and another 2" natural gas main at North River
Drive and N.W. 14th Avenue. Both Gas mains currently operate at 30 psi. Natural gas
services may be connected to these existing mains. However, depending on load
requirements, the existing mains may need to be upgraded.
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LOCATION MAP
C SCALE: 1" = 300'
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MIAMI RIVERWALK
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LAND SURVEYORS, INC.
ALTA/ACSM LAND TITLE SURVEY
1500 NORTH RIVER DRIVE
IIIAI2-DADS COUNTY, FLORIDA
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EXHIBIT `B'
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EXISTING DRAINAGE
SCALE: 1" = 300'
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\ EXISTING WATER
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SCALE: 1" = 300'
SCALE: 1" = 300'
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11 EXISTING SEWER
SCALE: 1" = 300'
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ri-EXISTING GAS
} SCALE: 1" = 300'
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EXHIBIT 'C'
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Miami
Rivertown
STORM DRAINAGE
CALCULATIONS
January 19, 2005
WOLFBEKG
ALVA R. E Z
1500 SAN REMO AV EN U E
SUITE 300
CORAL GABLES. FLORIDA 331463
TEL (305) 666-5474
FAX (305) 666-4994
AA 0002416
EB 0002354
Project No. 24015.00
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MIAMI RIVERTOWN DRAINAGE WELL CALCULATIONS
The site runoff is computed by the rational method:
Q = cia, where: Q = Runoff in cfs
c = Runoff coefficient
i = rainfall intensity in in/hr
a = Area in acres
Drainage computation data:
Design storm S = 5-year, 1-day
Time of concentration t = 10-minute
Intensity i = 6.2 in/hr
Runoff coefficient c = 0.95
Surface area SaE = 72,267 sq. ft. (1.66 ac.)
Sac = 32,478 sq. ft. (0.75 ac.)
Saw = 207,197 sq. ft. (4.76 ac.)
1/3 building wall area WaE = 1/3 x 109,165 sq. ft. (0.84 ac.)
Wac = 0 sq. ft.
Waw = 1/3 x 220,851 sq. ft. (1.69 ac.)
Total contributing area TaE = 2.50 ac.
Tat = 0.75 ac.
Taw = 6.45 ac.
Miami -Dade County Flood Criteria = 5.00 N.G.V.D.
F.E.M.A. Base Flood Elevation = 9.00 N.G.V.D.
Ave. October ground water table = 2.00 N.G.V.D.
Runoff Generated:
Q = cia QE & Qw Q = (0.9)(6.2)(0.85Sa + Wa) + (0.3)(6.2)(0.15Sa)
Qc Q = (0.9)(6.2)(0.85Ta) + (0.3)(6.2)(0.15Ta)
QE = 13.02 cfs (5,844 GPM)
Qc = 3.77 cfs (1,691 GPM)
Qw = 34.80 cfs (15,170 GPM)
Based on information received from Jaffer Associates, Ltd., a drilling company with much
experience in South Florida, in this geographic area a 24-inch diameter well disposes 750 GPM
per foot of head. Assuming a maximum of 3 feet of head, the estimated required wells are:
East Basin = 3 wells
Center Basin = 1 well
West Basin = 7 wells
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Miami Rivertown
Exfiltration Trench Calculations
EAST Basin
k:
Surface Area = 1.66 acres.
Building Wall Contribution = 0.84 acres.
Total Drainage Area = 2.50 acres.
Impervious Area = 2.25 acres.
Pervious Area = 0.25 acres.
Lowest Grnd. Elev. for Prop. Exfil. Trench = 5.00 ft. NGVD.
Lowest Existing Grate Elevation = 5.00 ft. NOVD.
Top Elevation -�-�
Inv. Elevation
GWT
Bottom Elevation
Proposed Exfiltration Trench:
Top Elevation = 4.00 ft. NGVD.
GWT = 2.00 ft. NGVD.
Pipe Diameter = 18 inches
Inv. Elevation = 0.50 ft. NGVD.
Bottom Elevation = -6.00 ft. NGVD.
Width = 4.00 feet.
Weir Elevation = n/a ft. NGVD.
Existing Exfiltration Trench:
Top Elevation = n/a ft. NGVD
GWT = n/a ft. NGVD
Pipe Diameter = n/a inches
Inv. Elevation = n/a ft. NGVD
Bottom Elevation = n/a ft. NGVD
Width = n/a feet.
Length = n/a feet.
Assumed Usage = 0 percent
(C = 0.9 )
(C = 0.3 )
Weighted k = 5.00E-04 cfs/sf-ft of head.
Safety Factor = 1-.5
DESIGN STORM FREQUENCY (YEARS): 5
MINIMUM TIME OF CONCENTRATION (MINUTES): 1'0.00
Width
Assumed k value pending
percolation test results
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TOTAL DRAINAGE AREA = 1.012 hectares or 2.500 acres.
TOTAL IMPERVIOUS DRAINAGE AREA = 0:911 hectares or 2.251 acres.
IMPERVIOUS RUNOFF COEFFICIENT = 0.90
TOTAL PERVIOUS DRAINAGE AREA = 0.101 hectares or 0.249 acres.
PERVIOUS RUNOFF COEFFICIENT = 0.30
SUB -BASIN DRAINAGE AREA = 1.012 hectares or 2.500 acres.
SUB -BASIN IMPERVIOUS DRAINAGE AREA = 0.911 hectares or 2.251 acres.
IMPERVIOUS RUNOFF COEFFICIENT = 0.90
SUB -BASIN PERVIOUS DRAINAGE AREA = 0.101 hectares or 0.249 acres.
PERVIOUS RUNOFF COEFFICIENT = 0.30
SUB -BASIN TIME OF CONCENTRATION = 11.00 minutes
DESIGN STORM FREQUENCY = 5 years
SUB -BASIN TIME OF CONCENTRATION = r0.00 minutes
SUB -BASIN TIME FOR FIRST INCH OF RUNOFF = 12.14 minutes
REQUIRED WATER QUALITY TREATMENT TIME = 22.14 minutes
TREATMENT VOLUME REQUIRED:
Vtrmt = 397.632 cu. meters or
Vtrmt = 0.040 hectare -meters or
14042.14127
L = Volume / [k / SF x (2 x H2 x Du - Du^2 + 2 x H2 x Ds) + (1.39 x 10'.4) x ( W x Du + PS)]
Volume = Treatment Vol. - Capacity of Exist. Trench (ac-in)
k = Weighted Hyd. Conductivity (cfs/sf - ft) H2
H2 = Depth to the Water Table (ft)
W = Trench width (ft)
Du = Non -Saturated Trench Depth (ft)
Ds = Saturated Trench Depth (ft)
SF = Safety Factor
PS = Pipe Storage(ft.^3)
Capacity of Exist. Exfil. Trench = 0.000 ha-m or
Treatment Volume = 0.040 ha-m or
Volume = 3.868 ac-in.
k = 0.000500 cfs/sf-ft
H2 = 3.00 ft.
W = 4.00 ft.
Du = 2.00 ft.
Ds = 8.00 ft.
SF = 1.50
0.000 ac.-ft.
0.32 ac.-ft.
w
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kVL.J wkL.IIA
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120.00
100.00
80.00
60.00
40:00
20.00
0.00
MASS DIAGRAM
0 20 40 60 80 100
TIME (MINUTES)
120
140
160
-RUNOFF INFLOW
INFLOW MINUS STORAGE
MAX REQUIRED EXFIL. RATE
OVERFLOW
180
MAXIMUM OVERFLOW RATE = 0.00 CFS
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MAXIMUM
EAST Basin ADJUSTED PROPOSED REQUIRED REQUIRED ACTUAL
RAINFALL INFLOW INFLOW EXIST. F.D. INFLOW F.D. EXCESS EXFIL. EXFIL. EXFIL. OVERFLOW OVERFLOW
TIME INTENSITY RATE VOLUME CAPACITY VOLUME STORAGE RUNOFF RATE VOLUME VOLUME VOLUME RATE
(MIN.) CA (IN/HR) (CFS) (FT.A3) (FT.A3) (1013 C.F.) (FT.^3) (10^3 C.F.) (CFS) (1013 C.F.) (1013 C.F.) (10^3 C.F.) (CFS)
0 2.125 0.00 0.00 0.00 0.000 0.00 2080.00 0.00 0.00 0.00 0.00 0.00 0.00
5 2.125 6.80 14.45 4335.25 0.000 4.34 2080.00 2.26 0.00 2.90 2.91 0.00 0.00
10 2.125 6.17 13.11 7864.62 0.000 7.86
15 2.125 5.64 11.99 10793.70 0.000 10.79
2080.00 5.78
2080.00 8.71
9.64
9.68
5.81
8.71
5.82
8.74
0.00
0.00
0.00
0.00
20 2.125 5.20 11.05 13263.64 0.000 13.26 2080.00 11.18 9.32 ' 11.62 11.65 0.00 0.00
25 2.125 4.82 10.25 15374.55 0.000 15.37 2080.00 13.29 8.86 14.52 14.56 0.00 0.00
30 2.125 4.50 9.56 17199.41 0.000 17.20 2080.00 15.12 8.40 17.43 17.47 0.00 0.00
35 2.125 4.21 8.95 18792.67 0.000 18.79 2080.00 16.71 7.96
40 2.125 3.96 8.41 20195.80 0.000 20.20 2080.00 18.12 7.55
45 2.125 3.74 7.94 21440.90 0.000 21.44 2080.00 19.36 7.17
50 2.125 3.54 7.52 22553.26 0.000 22.55 2080.00 20.47 6.82
55 2.125 3.36 7.14 23553.03 0.000 23.55. 2080.00 21.47 6.51
60 2.125 3.20 6.79 24456.47 0.000 24.46 2080.00 22.38 6.22
65 2.125 3.05 6.48 25276.87 0.000 25.28 2080.00 23.20 5.95
70 2.125 2.92 6.20 26025.18 0.000 26.03 2080.00 23.95 5.70
75 2.125 2.79 5.94 26710.50 0.000 26.71 2080.00 24.63 5.47
80 2.125 2.68 5.70 27340.45 0.000 27.34 2080.00 25.26 5.26
85 2.125 2.58 5.47. 27921.50 0.000 27.92 2080.00 25.84 5.07
90 2.125 2.48 5.27 28459.12 0.000 28.46 2080.00 26.38 4.89
95 2.125 2.39 5.08 28958.00 0.000 28.96 2080.00 26.88 4.72
100 2.125 2.31 4.90 29422.19 0.000 29.42 2080.00 27.34 4.56
105 2.125 2.23 4.74 29855.18 0.000 29.86 2080.00 27.78 4.41
110 2.125 2.16 4.58 30260.02 0.000 30.26 2080.00 28.18 4.27
115 2.125 2.09 4.44 30639.36 0.000 30.64 2080.00 28.56 4.14
120 2.125 2.03 4.30 30995.55 0.000 31.00 2080.00 28.92 4.02
125 2.125 1.97 4.18 31330.63 0.000 31.33 . 2080.00 29.25 3.90
130 2.125 1.91 4.06 31646.43 0.000 31.65 2080.00 29.57 3.79
135 2.125 1.86 3.94 31944.57 0.000 31.94 2080.00 29.86 3.69
140 2.125 1.81 3.84 32226.49 0.000 32.23 2080.00 30.15 3.59
145 2.125 1.76 3.73 32493.47 0.000 32.49 2080.00 30.41 3.50
150 2.125 1.71 3.64 32746.68 0.000 32.75 2080.00 30.67 3.41
155 2.125 1.67 3.55 32987.15 0.000 32.99 2080.00 30.91 3.32
160 2.125 1.63 3.46 33215.83 0.000 33.22 2080.00 31.14 3.24
165 2.125 1.59 3.38 33433.55 0.000 33.43 2080.00 31.35 3.17
170 2.125 1.55 3.30 33641.08 0.000 33.64 2080.00 31.56 3.09
175 2.125 1.52 3.22 33839.13 0.000 33.84 2080.00 31.76 3.02
180 2.125 1.48 3.15 34028.34 0.000 34.03 2080.00 31.95 2.96
20.33
23.24
26.14
29.05
31.95
34.85
37.76
40.66
43.57
46.47
49.38
52.28
55.19
58.09
61.00
63.90
66.81
69.71
72.61
75.52
78.42
81.33
84.23
87.14
90.04
92.95
95.85
98.76
101.66
104.56
20.38
23.30
26.21
29.12
32.03
34.94
37.86
40.77
43.68
46.59
49.50
52.42
55.33
58.24
61.15
64.06
66.98
69.89
72.80
75.71
78.62
81.54
84.45
87.36
90.27
93.18
96.10
99.01
101.92
104.83
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Miami Rivertown
Exfiltration Trench Calculations
CENTER Basin
Surface Area = 0.75 acres.
Building Wall Contribution = 0 acres.
Total Drainage Area = 0.75 acres.
Impervious Area = 0.64 acres.
Pervious Area = 0.11 acres.
Lowest Gmd. Elev. for Prop. Exfil. Trench = 5.00 ft. NGVD.
Lowest Existing Grate Elevation = 5.00 ft. NGVD.
Proposed Exfiltration Trench:
Top. Elevation
Inv. Elevation
GWT
(C = 0.9 )
(C = 0.3 )
Bottom Elevation F
Top Elevation = 4.00 ft. NGVD.
GWT = 2.00 ft. NGVD.
Pipe Diameter = 18 inches
Inv. Elevation = 0.50 ft. NGVD.
Bottom Elevation = -6.00 ft. NGVD.
Width = 4.00 feet.
Weir Elevation = n/a ft. NGVD.
Existing Exfiltration Trench:
Top Elevation = n/a ft. NGVD
GWT = n/a ft. NGVD
Pipe Diameter = n/a inches
Inv. Elevation = n/a ft. NGVD
Bottom Elevation = n/a ft. NGVD
Width = n/a feet.
Length = n/a feet.
Assumed Usage = 0 percent
Weighted k = 5.00E-04 cfs/sf-ft of head.
Safety Factor = 1.5
DESIGN STORM FREQUENCY (YEARS): 5
MINIMUM TIME OF CONCENTRATION (MINUTES): 10.00
Width
Assumed k value pending
percolation test results
TOTAL DRAINAGE AREA = 0.304 hectares or
TOTAL IMPERVIOUS DRAINAGE AREA = 0.258
IMPERVIOUS RUNOFF COEFFICIENT = 0.90
TOTAL PERVIOUS DRAINAGE AREA = 0.046
PERVIOUS RUNOFF COEFFICIENT = 0.30
hectares or
hectares or
0.750 acres.
0.638 acres.
0.113 acres.
SUB -BASIN DRAINAGE AREA = 0.304 hectares or 0.750 acres.
SUB -BASIN IMPERVIOUS DRAINAGE AREA = 0.258 hectares or 0.638 acres.
IMPERVIOUS RUNOFF COEFFICIENT = 0.90
SUB -BASIN PERVIOUS DRAINAGE AREA = 0.046 hectares or 0.113 acres.
PERVIOUS RUNOFF COEFFICIENT = 0.30
SUB -BASIN TIME OF CONCENTRATION = 10.00 minutes
DESIGN STORM FREQUENCY = 5 years
SUB -BASIN TIME OF CONCENTRATION = 10.00 minutes
SUB -BASIN TIME FOR FIRST INCH OF RUNOFF = 12.72 minutes
REQUIRED WATER QUALITY TREATMENT TIME = 22.72 minutes
TREATMENT VOLUME REQUIRED:
Vtrmt = 116.996 cu. meters or
Vtrmt = 0.012 hectare -meters or
4131.654803
L = Volume / [k / SF x (2 x H2 x Du - Du''2 + 2 x H2 x Ds) + (1.39 x 10^-4) x (W x Du + PS)]
Volume = Treatment Vol. - Capacity of Exist. Trench (ac-in)
k = Weighted Hyd. Conductivity (cfs/sf - ft) H2
H2 = Depth to the Water Table (ft)
W = Trench width (ft)
Du = Non -Saturated Trench Depth (ft)
Ds = Saturated Trench Depth (ft)
SF = Safety Factor
PS = Pipe Storage (f1.^3)
Capacity of Exist. Ex51. Trench = 0.000 ha-m or
Treatment Volume = 0.012 ha-m or
Volume = 1.138 ac-in.
k = 0.000500 cfs/sf-ft
H2 = 3.00 ft.
W = 4.00 ft.
Du = 2.00 ft.
Ds = 8.00 ft.
SF = 1.50
0.000 ac: ft.
0:09
w
•
•
35.00
30.00
25.00
u.
cii 20.00
0
w
0 15.00
10.00
5.00
0.00
0
20
40
60
MASS DIAGRAM
80 100
TIME (MINUTES)
120
140
160
180
180
....RUNOFF INFLOW •
INFLOW MINUS STORAGE
MAX REQUIRED EXFIL RATE
OVERFLOW
MAXIMUM OVERFLOW RATE =
0.00 CFS
• •
MAXIMUM
CENTER Basin ADJUSTED PROPOSED REQUIRED REQUIRED ACTUAL
RAINFALL INFLOW INFLOW EXIST. F.D. INFLOW F.D. EXCESS EXFIL. EXFIL. EXFIL. OVERFLOW OVERFLOW
TIME INTENSITY RATE VOLUME CAPACITY VOLUME STORAGE RUNOFF RATE VOLUME VOLUME VOLUME RATE
(MIN.) CA (IN/HR) (CFS) (FT.^3) (FT."3) (10^3 C.F.) (FT.^3) (10^3 C.F.) (CFS) (10^3 C.F.) (10^3 C.F.) (10^3 C.F.) (CFS)
0 0.608 0.00 0.00 0.00 0.000 0.00 600.00 0.00 0.00 0.00 0.00 0.00 0.00
5 0.608 6.80 4.13 1239.43 0.000 1.24 600.00 0.64 0.00 0.83 0.84 0.00 0.00
10 0.608 6.17 3.75 2248.46 0.000 2.25 600.00 1.65 2.75 1.66 1.68 0.00 0.00
15 0.608 5.64 3.43 3085.87 0.000 3.09 600.00 2.49 2.76 2.49 2.52 0.00 0.00
20 0.608 5.20 3.16 3792.02 0.000 3.79 600.00 3.19 2.66 3.31 3.36 0.00 0.00
25 0.608 4.82 2.93 4395.52 0.000 4.40 600.00 3.80 2.53 4.14 4.20 0.00 0.00
30 0.608 4.50 2.73 4917.24 0.000 4.92 600.00 4.32 2.40 4.97 5.04 0.00 0.00
35 0.608 4.21 2.56 5372.75 0.000 5.37 600.00 4.77 2.27 5.80 5.88 0.00 0.00
40 0.608 3.96 2.41 5773.89 0.000 5.77 600.00 5.17 2.16 6.63 6.72 0.00 0.00
45 0.608 3.74 2.27 6129.86 0.000 6.13 600.00 5.53 2.05 7.46 7.56 0.00 0.00
50 0.608 3.54 2.15 6447.88 0.000 6.45 600.00 5.85 1.95 8.29 8.40 0.00 0.00
55 0.608 3.36 2.04 6733.71 0.000 6.73 600.00 6.13 1.86 9.11 9.24 0.00 0.00
60 0.608 3.20 1.94 6992.00 0.000 6.99 600.00 6.39 1.78 9.94 10.08 0.00 0.00
65 0.608 3.05 1.85 7226.55 0.000 7.23 600.00 6.63 1.70 10.77 10.92 0.00 0.00
70 0.608 2.92 1.77 7440.49 0.000 7.44 600.00 6.84 1.63 11.60 11.76 0.00 0.00
75 0.608 2.79 1.70 7636.42 0.000 7.64 600.00 7.04 1.56 12.43 12.60 0.00 0.00
80 0.608 2.68 1.63 7816.52 0.000 7.82 600.00 7.22 1.50 13.26 13.44 0.00 0.00
85 0.608 2.58 1.57 7982.64 0.000 7.98 600.00 7.38 1.45 14.09 14.28 0.00 0.00
90 0.608 2.48 1.51 8136.34 0.000 8.14 600.00 7.54 1.40 14.92 15.12 0.00 0.00
95 0.608 2.39 1.45 8278.97 0.000 8.28 600.00 7.68 1.35 15.74 15.96 0.00 0.00
100 0.608 2.31 1.40 8411.68 0.000 8.41 600.00 7.81 1.30 16.57 16.80 0.00 0.00
105 0.608 2.23 1.35 8535.47 0.000 8.54 600.00 7.94 1.26 17.40 17.64 0.00 0.00
110 0.608 2.16 1.31 8651.21 0.000 8.65 600.00 8.05 1.22 18.23 18.48 0.00 0.00
115 0.608 2.09 1.27 8759.67 0.000 8.76 600.00 8.16 1.18 19.06 19.32 0.00 0.00
120 0.608 2.03 1.23 8861.50 0.000 8.86 600.00 8.26 1.15 19.89 20.16 0.00 0.00
125 0.608 1.97 1.19 8957.30 0.000 8.96 600.00 8.36 1.11 20.72 21.00 0.00 0.00
130 0.608 1.91 1.16 9047.58 0.000 9.05 600.00 8.45 1.08 21.54 21.84 0.00 0.00
135 0.608 1.86 1.13 9132.82 0.000 9.13 600.00 8.53 1.05 22.37 22.68 0.00 0.00
140 0.608 1.81 1.10 9213.42 0.000 9.21 600.00 8.61 1.03 .20 23.52 0.00 0.00
23
145 0.608 1.76 1.07 9289.75 0.000 9.29 600.00 8.69 1.00 2.03 24.36 0.00 0.00
150 0.608 1.71 1.04 9362.14 0.000 9.36 600.00 8.76 0.97 24.86 2520 0.00 0.00
155 0.608 1.67 1.01 9430.89 0.000 9.43 600.00 8.83 0.95 25.69 26..04 0.00 0.00
160 0.608 1.63 0.99 9496.27 0.000 9.50 600.00 8.90 0.93 26.52 26.88 0.00 0.00
165 0.608 1.59 0.97 9558.51 0.000 9.56 600.00 8.96 0.90 27.34 27.72 0.00 0.00
170 0.608 1.55 0.94 9617.84 0.000 9.62 600.00 9.02 0.88 28.17 28.56 0.00 0.00
175 0.608 1.52 0.92 9674.47 0.000 9.67 600.00 9.07 0.86 29.00 29.40 0.00 0.00
180 0.608 1.48 0.90 9728.56 0.000 9.73 600.00 9.13 0.85 29.83 30.24 0.00 0.00
Miami Rivertown
Exfiltration Trench Calculations
WEST Basin
Surface Area = 4.76 acres.
Building Wall Contribution = 1.69 asses.
Total Drainage Area = 6.45 atins.
Impervious Area = 5.74 acres.
Pervious Area = 0.71 acres.
Lowest Grnd. Elev. for Prop. Exfil. Trench = 5.00 ft. NGVD.
Lowest Existing Grate Elevation = 5.00 ft. NGVD.
Top Elevation
Inv. Elevation
GWT
Bottom Elevation
Proposed Exfiltration Trench:
Top Elevation = 4.00 ft. NGVD.
GWT = 2.00 ft. NGVD.
Pipe Diameter = 18 inches
Inv. Elevation = 0.50 ft. NGVD.
Bottom Elevation = -6.00 ft. NGVD.
Width = 4.00 feet.
Weir Elevation = n/a ft. NGVD.
Existing Exfiltration Trench:
Top Elevation = n/a ft. NGVD
GWT = n/a ft. NGVD
Pipe Diameter = n/a inches
Inv. Elevation = n/a ft. NGVD
Bottom Elevation = n/a ft. NGVD
Width = n/a feet.
Length = n/a feet.
Assumed Usage = 0 percent
(C = 0.9 )
(C = 0.3 )
Weighted k = 5.00E-04 cfs/sf-ft of head.
Safety Factor = 1.5
DESIGN STORM FREQUENCY (YEARS): 5
MINIMUM TIME OF CONCENTRATION (MINUTES): 10&00
•
Width
Assumed k value pending
percolation test results
•
TOTAL DRAINAGE AREA = 2.610 hectares or
TOTAL IMPERVIOUS DRAINAGE AREA = 2.321 hectares or
IMPERVIOUS RUNOFF COEFFICIENT = 0.90
TOTAL PERVIOUS DRAINAGE AREA = 0,289 hectares or
PERVIOUS RUNOFF COEFFICIENT = 0.30
SUB -BASIN DRAINAGE AREA = 2i610 hectares or
SUB -BASIN IMPERVIOUS DRAINAGE AREA = 2,321 hectares or
IMPERVIOUS RUNOFF COEFFICIENT = 0,90
SUB -BASIN PERVIOUS DRAINAGE AREA = 0.289 hectares or
PERVIOUS RUNOFF COEFFICIENT = 0.30
SUB -BASIN TIME OF CONCENTRATION = 10.00 minutes
DESIGN STORM FREQUENCY = 5 years
6.450 acres.
5.736 acres.
0.714 acres.
6.450 acres.
5.736 acres.
0.714 acres.
SUB -BASIN TIME OF CONCENTRATION = 115.00 minutes
SUB -BASIN TIME FOR FIRST INCH OF RUNOFF = 12.26 minutes
REQUIRED WATER QUALITY TREATMENT TIME = 22.26 minutes
TREATMENT VOLUME REQUIRED:
Vtrmt = 1 021.542 cu. meters or
Vtrmt = 0,102 hectare -meters or
36075.19729
L = Volume / [k / SF x (2 x H2 x Du - Du^2 + 2 x H2 x Ds)
Volume = Treatment Vol. - Capacity of Exist. Trench (ac-in)
k = Weighted Hyd. Conductivity (cfs/sf- ft) H2
H2 = Depth to the Water Table (ft)
W = Trench width (ft)
Du = Non -Saturated Trench Depth (ft)
Ds = Saturated Trench Depth (ft)
SF = Safety Factor
PS = Pipe Storage (ft.^3)
Capacity of Exist. Exfil. Trench = 0.000 ha-m or
Treatment Volume = 0.102 ha-m or
Volume = 9.938 ac-in.
k = 0.000500 cfs/sf-ft
H2 = 3.00 ft.
W = 4.00 ft.
Du = 2.00 ft.
Ds = 8.00 ft.
SF = 1.50
+ (1.39 x 10A-4) x (W x Du + PS)]
0.000 ac.-ft.
0.83 ac.-ft.
lagkr
tMw
3E
w
•
300.00
250.00
200.00
LL
0
150.00
w
0
100.00
50.00
0.00
MASS DIAGRAM
0 20 40 60 80 100
TIME (MINUTES)
110
140
160
--- "".RUNOFF INFLOW
INFLOW MINUS STORAGE
MAX REQUIRED EXFIL. RATE
OVERFLOW
180
MAXIMUM OVERFLOW RATE = 0.00 CFS
•
• •
MAXIMUM
WEST Basin ADJUSTED PROPOSED REQUIRED REQUIRED ACTUAL
RAINFALL INFLOW INFLOW EXIST. F.D. INFLOW F.D. EXCESS EXFIL. EXFIL. EXFIL. OVERFLOW OVERFLOW
TIME INTENSITY RATE VOLUME CAPACITY VOLUME STORAGE RUNOFF RATE VOLUME VOLUME VOLUME RATE
(MIN.) CA (IN/HR) (CFS) (FT ^3) (FT ^3) (10^3 C.F.) (FT ^3) (109 C.F.) (CFS) (10^3 C.F.) (10^3 C.F.) (10^3 C.F.) (CFS)
0 5.628 0.00 0.00 0.00 0.000 0.00 5500.00 0.00 0.00 0.00 0.00 0.00 0.00
5 5.628 6.80 38.27 11481.72 0.000 11.48 5500.00 .5.98 0.00 7.70 7.70 0.00 0.00
10 5.628 6.17 34.72 20829.08 0.000 20.83 5500.00 15.33 25.55 15.39 15.40 0.00 0.00
15 5.628 5.64 31.76 28586.62 0.000 28.59 5500.00 23.09 25.65 23.09 23.10 0.00 0.00
20 5.628 5.20 29.27 35128.14 0.000 35.13 5500.00 29.63 24.69 30.78 30.80 0.00 0.00
25 5.628 4.82 27.15 40718.79 0.000 40.72 5500.00 35.22 23.48 38.48 38.50 0.00 0.00
30 5.628 4.50 25.31 45551.85 0.000 45.55 5500.00 40.05 22.25 46.17 46.20 0.00 0.00
35 5.628 4.21 23.70 49771.53 0.000 49.77 5500.00 44.27 21.08 53.87 53.90 0.00 0.00
40 5.628 3.96 22.29 53487.64 0.000 53.49 5500.00 47.99 19.99 61.56 61.60 0.00 0.00
45 5.628 3.74 21.03 56785.24 0.000 56.79 5500.00 51.29 18.99 69.26 69.30 0.00 0.00
50 5.628 3.54 19.91 59731.27 0.000 59.73 5500.00 54.23 18.08 76.96 77.00 0.00 0.00
55 5.628 3.36 18.90 62379.11 0.000 62.38 5500.00 56.88 17.24 84.65 84.70 0.00 0.00
60 5.628 3.20 17.99 64771.84 0.000 64.77 5500.00 59.27 16.46 92.35 92.40 0.00 0.00
65 5.628 3.05 17.17 66944.63 0.000 66.94 5500.00 61.44 15.76 100.04 100.10 0.00 0.00
70 5.628 2.92 16.41 68926.49 0.000 68.93 5500.00 63.43 15.10 107.74 107.80 0.00. 0.00
75 5.628 2.79 15.72 70741.52 0.000 70.74 5500.00 65.24 14.50 115.43 115.50 0.00 0.00
80 5.628 2.68 15.09 72409.94 0.000 72.41 5500.00 66.91 13.94 123.13 123.20 0.00 0.00
85 5.628 2.58 14.50 73948.81 0.000 73.95 5500.00 68.45 13.42 130.82 130.90 0.00 0.00
90 5.628 2.48 13.96 75372.66 0.000 75.37 5500.00 69.87 12.94 138.52 138.60 0.00 0.00
95 5.628 2.39 13.46 76693.93 0.000 76.69 5500.00 71.19 12.49 146.22 146.30 0.00 0.00
100 5.628 2.31 12.99 77923.31 0.000 77.92 5500.00 72.42 12.07 153.91 154.00 0.00 0.00
105 5.628 2.23 12.55 79070.07 0.000 79.07 5500.00 73.57 11.68 161.61 161.70 0.00 0.00
110 5.628 2.16 12.14 80142.27 0.000 80.14 5500.00 74.64 11.31 • 169.30 169.40 0.00 0.00
115 5.628 2.09 11.76 81146.94 0.000 81.15 5500.00 75.65 10.96 177.00 177.10 0.00 0.00
120 5.628 2.03 11.40 82090.28 0.000 82.09 5500.00 76.59 10.64 184.69 184.80 0.00 0.00
125 5.628 1.97 11.06 82977.73 0.000 82.98 5500.00 77.48 10.33 192.39 192.50 0.00 0.00
130 5.628 1.91 10.75 83814.12 0.000 83.81 5500.00 78.31 10.04 200.08 200.20 0.00 0.00
135 5.628 1.86 10.44 84603.73 0.000 84.60 5500.00 79.10 9.77 207.78 207.90 0.00 0.00
140 5.628 1.81 10.16 85350.37 0.000 85.35 5500.00 79.85 9.51 215.48 215.60 0.00 0.00
145 5.628 1.76 9.89 86057.47 0.000 86.06 5500.00 80.56 9.26 223.17 223.30 0.00 0.00
150 5.628 1.71 9.64 86728.09 0.000 86.73 5500.00 81.23 9.03 230.87 231.00 0.00 0.00
155 5.628 1.67 9.39 87364.96 0.000 87.36 5500.00 81.86 8.80 238.56 238.70 0.00 0.00
160 5.628 1.63 9.16 87970.59 0.000 87.97 5500.00 82.47 8.59 246.26 246.40 0.00 0.00
165 5.628 1.59 8.94 88547.21 0.000 .88.55 5500.00 83.05 8.39 253.95 254.10 0.00 0.00
170 5.628 1.55 8.73 89096.86 0.000 89.10 5500.00 83.60 8.20 261.65 261.80 0.00 0.00
175 5.628 1.52 8.54 89621.39 0.000 89.62 5500.00 84.12 8.01 269.34 269.50 0.00 0.00
180 5.628 1.48 8.34 90122.48, 0.000 90.12 5500.00 84.62 7.84 277.04 277.20 0.00 0.00
EXHIBIT `D'
•
MIAMI RIVERTOWN
ANTICIPATED AVERAGE DAILY WATER CONSUMPTION
IN GALLONS PER DAY (GPD)
Residential 923 apartments @ 200 GPD/ unit
Residential 62 townhouses @ 250 GPD/ unit
Retail Stores 47,862 sq.ft(1) @ 5 GPD/ 100 sq. ft.
Office 98,129 sq.ft. cr 10 GPD/ 100 sq. ft.
Restaurant 149 seats(2) @ 50 GPD/ seat
TOTAL
184,600 GPD
= 15,500 GPD
2,393 GPD
9,813 GPD
7,450 GPD
219,756 GPD
(1) dry uses
(2) Assuming 70% of total restaurant area as dining room and 15sq. ft. per seat.
•
MIAMI RIVERTOWN
ANTICIPATED AVERAGE DAILY SEWAGE FLOW IN GPD
Average Daily Flow Sewage Flow = 219,756 GPD
Average Flow = 152.61 GPM
Peak Flow (1) = 534.13 GPM
(1) Peak Flow uses a peaking factor of 3.5