Reducing Uncertanties of Mercury Loading into the
Everglades Nutrient Removal Project
by
Haseeb Mahmood
B.Eng. Civil Enginering, University of Benin, Nigeria, 1997
and
Carolyn E. Metzger
S.B. Civil and Environmental Engineering, MIT, 1997
S.B. Urban Studies and Planning, MIT, 1997
Submitted to the Department of Civil and Environmental Engineering in Partial Fulfillmet of the
Requirements for the Degree of
MASTER OF ENGINEERING
in Civil and Environmental Engineering
at the
MASSACHUSETTS INSTITUTE OF TECHNOLOGY
May 1998
© 1998 Massachusetts Institute of Technology. All rights reserved.
Signature of
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Department of Civil and Environmental Engineering
May 15, 1998
C ertified by....................................
V/
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Ole Mad
S. Madsen
Professor of Civil and Environmental Enginering
Thesis Supervisor
A ccepted by..................................
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Joseph M. Sussman
Chairman, Departmental Committee on Graduate Studies
Reducing Uncertainties of Mercury Loading into the
Everglades Nutrient Removal Project
by
Haseeb Mahmood
Carolyn E. Metzger
Submitted to the Department of Civil and Environmental Engineering
On May 15, 1998
In Partial Fulfillment of the Requirements for the Degree of
Master of Engineering in Civil and Environmental Engineering
ABSTRACT
For the past few decades, the Everglades ecosystem in south Florida has seen adverse
water quality conditions due to extensive phosphorus and mercury loading. The
Everglades Nutrient Removal Project (ENR) was created in 1994 by the South Florida
Water Management District as a pilot plan to evaluate the effectiveness of constructed
wetlands in removing phosphorus from the water that flows into the Everglades. Since
the effects of the ENR on the transport and storage of mercury were unknown, extensive
mercury monitoring and mass balance studies were performed. These studies have
shown a considerable amount of uncertainty in the amount of mercury flowing into the
ENR. This analyses attempts to determine a more accurate value of the total mercury that
has entered into the ENR over the past three years.
Mercury sorbs onto organic particulate matter which becomes the primary transport
mechanism into the ENR. Past studies have established a mercury concentration of 150
ppb on the suspended solids. This study develops a sediment transport model for the
supply canal that feeds the ENR that can be used to calculate the total mass of suspended
solids flowing into the system at different flow rates. Combining the cumulative inflow
of solids with the historical pumping data can determine the amount of mercury that has
been transported into the ENR over the past three years. This total mass of mercury was
then compared with previous estimates obtained by the South Florida Water Management
District to help improve the mercury mass balance for the ENR.
Thesis Supervisor: Professor Ole Madsen
Title: Professor of Civil and Environmental Engineering
ACKNOWLEDGMENTS
This project would not have been possible without all of the help that we received during the
course of the year. Our unquantifiable gratitude goes to our advisor, Professor Ole S. Madsen,
for his painstaking effort, patience and valuable suggestions in the supervision of this work. His
unfailing good humor made learning about sediment transport enjoyable, and we can't thank him
enough for his help.
There are many other people who we would like to thank:
The Director of the M.Eng. program, Professor David Marks, for his invaluable support,
guidance and all the wonderful lunches throughout the year.
Scott Hassell, who is NOT our T.A. anymore, for helping to define the project, as well as
traveling to Florida with us to help us while we were there. He took time out of his own
thesis to help us with ours, and his insurance company will never look at him the same
way again.
Scott Vollrath for working with us on the project and letting us use his work on the
hydraulic model for our thesis.
Bruce Jacobs, for his support in creating this project, and his advice along the way.
The staff from the South Florida Water Management District have been wonderfully supportive.
We would specifically like to thank Larry Fink, the director of the Mercury Program, for
managing our efforts, helping us in Florida, and introducing us to so many helpful people. Pete
Rawlik was wonderful, and we appreciate both the help with our equipment and the food and
kindness while we were in Florida. Darren Rumbold not only put up with our adventures while
we were visiting, but has continued to be helpful since we have returned. Rich Meeker was very
helpful in introducing us to the Everglades Nutrient Removal Project, and Angela Chong found
any tiny bit of data that we needed. We would like to thank Nick Aumen for his early support
that made the project possible. This project was an amazing learning experience for us all, and
we would like to thank you all very much for helping us.
We would also like to.
Finally, and most importantly, we would like to thank our family and friends for all of their help
and support.
TABLE OF CONTENTS
1. Introduction and Project Background
1.1 Everglades History
8
8
1.2 Everglades Nutrient Removal Project
11
1.3 Identification ofProblem
11
1.4 ProjectObjectives
14
2. Field Experiments
16
2.1 Physical System Description
16
2.2 Equipment Description
2.2.1 TSS Masts
2.2.2 Niskin Bottles
2.2.3 YSI Probe
2.2.4 Sediment Samples
2.2.5 Water Elevation
2.2.6 Bathymetry Measurements
18
19
20
20
21
21
21
2.3 Experimental Conditions
2.3.1 Logistics
2.3.2 Weather Conditions
21
22
23
3. Preliminary Discussion of Data
25
3.1 YSI Probe
25
3.2 TSS Data
25
3.3 Surface Elevation Data
27
3.4 Bathymetry
27
3.5 PreliminaryConclusions
3.5.1 Inflow/Outflow
3.5.2 TSS Depth Variation
3.5.3 PVC Pipe/Niskin Bottle Calibrations
28
28
29
30
4. Hydraulic Model of Supply Canal Flow
31
4.1 Deriving the Equationfor Shear Stress
31
4.2 Estimation ofManning's n in the Supply Canal
4.2.1 Modeling the Equation to Obtain an Estimate for Manning's n
4.2.2 Results of the Modeling
4.2.3 Alternate Cross-Sectional Areas on Manning's n Values
32
34
35
37
4.3 DeterminingShear Stresses with the Estimate of n
4.4 Determiningthe CriticalShear Stress
5. Sediment Characteristics
5.1 Settling Velocity
5.2 Grain Size Distribution
5.3 'Transportof Cohesionless Particles
5.4 Comparison of Fieldand LaboratoryData
6. Transport Model
6.1 Governing Equation
6.2 Trends in Mass Flux
6.3 Model
6. 4 HistoricalData
7. Conclusion
8. References
9. Appendices
Appendix A: Experimental Data
Appendix B. Grain Size and OrganicContent Analysis
Appendix C: Head Loss ParameterModelingfor the Entrance Culverts
to the ENR Supply Canal
104
Appendix D: Datafrom Sediment TransportModel
107
List of Figures
Figure 1-1: M ap of South Florida [2] ............................................................ ........................... 9
Figure 1-2: M ap of EN R [2] ........................................................................... ........................ 12
13
Figure 1-3: SFWMD Mercury Mass Balance [2] ..................................... ............
16
Figure 2-1: Plan View of Supply Canal .............................................................................
Figure 2-2: Supply Canal cross Section, as Designed ........................................
...... 17
Figure 2-3: Backw ater Curve ............................................ ...................................................... 17
Figure 2-4: Sampling Stations along Supply Canal..............................................18
Figure 2-5: PVC Pipe/Tygon Tube Apparatus..............................................
19
Figure 3-1: TSS Concentrations for 400 cfs Pump Test ............................................................
26
Figure 3-2: TSS Concentrations at Station 4 ................................................... 26
Figure 3-3: Stage Variation over Time for 400 cfs Pump Test..................................
.... 27
Figure 3-4: M easured Canal Cross-Sections....................................... .................................... 28
Figure 3-5: TSS Depth Profile for Station 3 at 400 cfs............................................29
Figure 4-1: log K and log Z vs log h.................................................................... ................... 36
Figure 4-2: Regression to Determine the Critical Flow Rate .....................................
... 40
Figure 5-1: TSS Concentrations at Different Depths as a Function of Time after Pumping
Stopped for Settling Velocity Tests at 300 cfs (Station 4)...................................
... 43
Figure 5-2: TSS Concentrations at Different Depths as a Function of Time after Pumping
Stopped for Settling Velocity Tests at 500 cfs (Station 4)...................................
.... 43
Figure 5-3: Settling Velocity Test for 300 cfs at Station 4 ......................................
..... 44
Figure 5-4: Settling Velocity Test at 300cfs for Station 4 ......................................................... 45
Figure 5-5: Location of Sediment Sampling Sites.................................48
Figure 5-6: Grain Size Distribution Curve for Sample 51 .......................................
..... 49
Figure 5-7: M odified Shields Curve [13]................................................................................... 51
Figure 5-8: Shear Stress Required to Initiate Motion of a Quartz Particle in Water ................. 51
Figure 5-9: Equivalent Diameters from Settling Velocity ......................................
..... 53
Figure 6-1: Mass Flux within the Canal ..................................................
55
Figure 6-2: Calculating a Values for Segment 3 .................................................. 57
Figure 6-3: Alpha Variations over Time...................................................
..................... 58
Figure 6-4: Mass Flux for each Canal Segment..............................................
59
Figure 6-5: Historical M ercury Profile ................................................................... ................ 61
List of Tables
Table 2-1:
Table 2-2:
Table 2-3:
Table 2-4:
Table 3-1:
Table 3-2:
Table 3-3:
Table 4-1:
Table 4-2:
Table 4-3:
Table 4-4:
Table 4-5:
Table 5-1:
Table 5-2:
Table 5-3:
Table 5-4:
Table 5-5:
Table 5-6:
Table 5-7:
Table 6-1:
Table 6-2:
Table 6-3:
Table 6-4:
Table 6-5:
..... 19
Sampling Depths Available for Pumping Tests .....................................
....... 22
Times and Dates for Pumping Tests...........................................
Residence Times for Each Flow Rate ................................................ 23
...... 24
Weather Conditions during Pump Tests.......................................
...... 25
Turbidity Data for YSI Probe at Station 5.......................................
Relationships between Stations 1, 2, 5, and 6 ............................................................
29
...
30
Comparison of Niskin Bottle and PVC Pipe Apparatus...........................
Estimates from the Log-Log Fit ....................................................
35
Manning's n Estimates for Varying Flow Rates ......................................
.... 36
Typical Manning's n Values for Various Excavated Earth Channels ...................... 36
Alternate Cross Sectional Areas on Manning's n Values ..................................... 37
Shear Stress Estimates for Varying Flow Rates .....................................
..... 39
Settling Velocities (ft/hr) for Different Flow Rates ....................................................
45
Settling Velocity (ft/hr) for Stations 4 and 5 after Pumping ......................
46
Values of C/Co for 500 cfs at Station 4 ............................................... 47
Values of C/Co for 300 cfs at Station 4 .......................................................................
47
Average Settling Velocities and Standard Deviations for Different Flow Rates ........ 47
Particle Size Moved at Different Flow rates .......................................
..... 52
Relative Concentrations of 0.1mm Diameter Particles at 200 cfs and 500 cfs ........... 53
Alpha Values (s/m) by Canal Segment .........................................
...... 57
Finding Concentrations at Station 5 ................................................... 60
Comparison of Model Results and Experimental Data ............................................... 61
Duration of Pumping during Concentration Spike ......................................
... 62
Yearly M ercury Inflows into ENR.........................................................................62
1. Introduction and Project Background
The Everglades Nutrient Removal Project in south Florida has possible mercury problems, and
the South Florida Water Management District is attempting to create a mass balance of mercury
flux in and out of the system. This project will attempt to define amounts of mercury entering
the system. To achieve this goal, the problem was clearly identified, and possible solutions were
compared. An experimental procedure was delineated to solve the problem, and then the data
gathered through experimentation was analyzed. The following report will explain all the steps
necessary to reach the final conclusions of the mercury flux into the project.
1.1 Everglades History
South Florida is an extremely flat area that was historically composed of wetlands. The ground
surface is very close to mean sea level, but there is slightly higher land near the ocean. The
interior land is the Everglades, which is a "river of grass." The free water surface is slightly
above the ground surface, so that water is often visible through the surrounding plant life. The
plants are usually grasses, with tree islands interspersed on mounds of slightly higher ground.
This land is undesirable for settlement because of the high water table, but the climate in south
Florida makes it a popular place to live. Most areas around the Everglades have been settled, but
these areas have only slightly higher elevations than interior Florida. The weather patterns in the
area consist of very warm weather with frequent large rain storms. During a wet season, the
greater than average rainfalls quickly cause flooding of the lower elevations.
In the late 1940s, heavy rainfall resulted in flooding of Lake Okeechobee, located in central
Florida, which killed approximately 200 people near Clewiston. This flooding resulted in the
creation of a flood plan to account for extreme weather conditions. Canals and streams were
modified to allow improved control of water levels, and almost 700,000 acres of wetlands south
of Lake Okeechobee were drained. The new water levels allowed farmers to start planting in
these drained areas which were previously unfit for farming. These newly planted areas became
known as the Everglades Agricultural Area (EAA), where the primary crop was sugarcane. [12]
With the creation of larger canals, the land that was previously entirely natural wetlands began to
diversify and have different uses. Lake Okeechobee led into the EAA, which fed into the Water
Conservation Areas (WCA). These areas were created to maintain a reservoir of water to serve
as a water supply during dry seasons. Downstream from the WCAs is the Everglades National
Park (see Figure 1-1).
Everglades
Nutrient Removal
Lake
Okeechobee
Stormwater
Treatment Area (STA)
Figure 1-1: Map of South Florida [2]
Everglades National Park is a home to many varieties of plants and animals, some of which are
endangered, such as the Florida Panther and the Cape Sable Sparrow. The water entering the
park plays a very important part in the ecosystem that has developed with ground that is
primarily covered with a thin layer of water. Water comes from Lake Okeechobee all the way
through central south Florida. Water flows easily into the park from central Florida through both
surface water and groundwater. Groundwater flows are aided because the transmissivity of the
ground is very high.
Water quality problems started to occur in the 1970s, when above average phosphorus levels
began changing the plant composition. The Everglades evolved in a low phosphorus
environment, so they were populated with plants that grow well in low phosphorus conditions.
With the added concentrations, new plants started growing that could out-compete the traditional
plants. An example of this problem is the slow transition from sawgrass, which is a traditional
plant covering most of the Everglades, to cattails, which dominate in higher phosphorus
environments. The additional phosphorus was attributed to the increase in sugarcane farming in
the EAA, which uses fertilizers containing phosphorus. [12]
Mercury was also identified to be a water quality problem that needed attention. The first
indication of a problem was bioaccumulation in animals that is sometimes toxic. Mercury
poisoning has been cited as the primary or secondary cause of death of several endangered
Florida Panthers. It became an important concern to understand where the mercury was coming
from, and to attempt to reduce the amounts in the Everglades system.
Mercury is deposited into the atmosphere from both man-made and natural sources. The largest
contributions are due to anthropogenic sources such as the burning of fossil fuels and the
incineration of waste. Mercury can remain in the atmosphere for several years until it falls back
to earth as dust, or is collected into a cloud formation. Recent studies have shown that south
Florida is a global mercury sink because the large thunderstorms gather mercury from the
atmosphere that has been accumulating around the world.
The mercury that is deposited on the ground is not the type of mercury that is directly responsible
for bioaccumulation. This mercury is transformed to methyl mercury, which is the most toxic
form of mercury and has a tendency to bioaccumulate. It is formed by attaching a methyl group
to the ionic species of mercury, which forms the mono-methyl mercury ion. This compound has
a low excretion rate and is very toxic. Mercury methylation is carried out primarily by sulfur
reducing bacteria located in anoxic aquatic environments such as lakes and wetlands, so this is a
particular problem in the Everglades.
The phosphorus and mercury problems in the Everglades ecosystem caused the Environmental
Protection Agency to sue the South Florida Water Management District (SFWMD) in 1988 for
not providing "naturally clean" water to the Everglades. This lawsuit brought about a radical
change in the objectives of the SFWMD. Traditionally, SFWMD's primary objective was flood
control and procuring enough water for South Florida's developmental and agricultural needs.
The organization was now mandated to reduce phosphorus concentrations in the water feeding
into the Everglades in an attempt to try to restore the ecosystem. Strategies were discussed, and
Stormwater Treatment Areas (STAs) were suggested and finally accepted. STAs are constructed
wetlands that are designed to remove phosphorus from the water entering the Everglades. The
plants in the wetland use the phosphorus to grow, so the wetland acts as a phosphorus sink. [12]
The Florida Legislature passed the Everglades Forever Act in 1994, which requires the SFWMD
to create strategies for restoration and protection of the Everglades. This act mandates
appropriate levels of phosphorus entering the Everglades. Phosphorus reduction was required to
attempt to preserve the historical plant composition of the area. Mercury levels were also under
restriction because it was recognized that the bioaccumulation was causing animal death. [11]
1.2 Everglades Nutrient Removal Project
The Everglades Nutrient Removal Project (ENR) was created in 1994 as the first STA. The final
plan is to have an STA located on each of the five major canals that carry water from Lake
Okeechobee throughout south Florida. Although a pilot program, the ENR is the largest
constructed wetland in the United States at 3,800 acres, and is only one tenth of the 40,000 total
acres that are planned for all five STAs. The ENR takes water from the West Palm Beach Canal
(WPBC), which is one of the five large canals that divert water from Lake Okeechobee through
south Florida. A fraction of the water from the WPBC is diverted through a supply canal and
enters the ENR. [11, 12]
The ENR has 2 flow paths, both of which have 2 cells (see Figure 1-2). The flow way cells have
vegetation that is not controlled, and the polishing cells are used to experiment with different
phosphorus removal techniques. [12]
The phosphorus removal is mandated by the Everglades Forever Act, so there is extensive testing
of phosphorus concentrations throughout the ENR. The legislation also requires mercury
monitoring to ensure that creating a wetland on possibly contaminated land does not become a
mercury source [3]. In addition, wetlands methylate mercury, and it was necessary to monitor
the mercury amounts to ensure that the wetland was not causing new problems.
1.3 Identification of Problem
During the ENR's three-year period of operation, the SFWMD has been creating a mercury mass
balance to measure the mercury flux. The results are still uncertain, and one area of uncertainty
is the inflow into the ENR. The correct inflow is a major aspect of the mass balance, so it is
difficult to draw any conclusions until the amounts of mercury entering the system are
quantified. The mercury concentrations are only measured once every two weeks,
S-5A
EAA
L
._
"
/- Innflow
4O
Pump
Station
Flow-way
Cell 1
Arthur R. Marshall
Loxahatchee National
Wildlife Refuge
(Water Conservation Area 1)
Direction of
TH Flow
f
Station
In El E
Figure 1-2: Map of ENR [2]
Research
Test Cell
0N
regardless of the pumping rate at the time of sampling. The duration of each pumping period is
used to estimate a volume of water entering the ENR, and this volume is divided by fourteen
days to find the average flow rate during that period. The average flow rate and concentration
are used to estimate mercury inflows.
The primary problem with the mercury mass balance is that only around 1000 g of mercury are
entering the system, but there are over 30,000 g being stored in the sediments (see Figure 1-3).
To correct the problems with the mass balance, studies would need to find more mercury is
entering the system, or less is being stored. The original hypothesis in this study is that
additional mercury inflows will be discovered.
Bulk Depoetlaon
blow Pump
390
Ar
sion
Oa4I w Pump
1.mj
1 2?
Figure 1-3: SFWMD Mercury Mass Balance
[2]
found
to
contribute
water
only
negligible
amounts
sampliung
of
mercury.)
[2]
The method used is
alhmiseladicka
I
Rsidul S paoe
Total Mercury Mass udget for the N Pojecd in sampling for the
Figure 1-3: SFWMD Mercury Mass Balance [2]
The primary method of transport into the ENR is through water, so the mercury samples are
taken from water entering the ENR. (Other methods of transport have been investigated, but
found to contribute only negligible amounts of mercury.) [2] The water sampling method used is
designed as a "double safe" method to prevent contamination during testing. The method
preserves the integrity of data collected, but increases costs involved in sampling for the
mercury. In addition, contracting the mercury analysis to an exterior laboratory is expensive.
Testing for mercury every two weeks is cost effective, but it is inaccurate. Weather in south
Florida is very volatile, and there are frequently large storms. These storms create surges of
water, which are not taken into account by infrequent testing. The mercury concentration tests
are taken at whatever pumping rate happens to be operating when the workers are ready to test,
and these concentrations are assumed to be constant over two weeks. This does not take into
account that each pumping rate is likely to have different amounts of mercury entering the
system. The current mercury estimation method does not account for weather, pumping, or other
reasons for variation.
The answer is more difficult than increasing the numbers of samples because the samples are so
expensive to collect and analyze. The SFWMD performed an experiment that experimentally
established a connection between TSS and mercury concentrations. The test compared filtered
and unfiltered mercury samples during pumping and found the concentrations of sediments for
different mercury concentrations. A connection between mercury and TSS of 150 jtg/kg was
established. [2]
1.4 Project Objectives
The objective of this project is to improve the estimates of mercury inflows to the ENR over the
three-year operating period. The result will be a total mass of mercury that has entered the
system, which will include any spikes that might occur due to storm systems. This estimate will
replace the current estimates that are derived from taking one representative mercury
measurement every two weeks.
TSS measurements are much easier to perform and less expensive to analyze than mercury
measurements, so it is more practical to evaluate mercury loading from TSS data. Therefore, a
sediment transport model will be created to show the amounts of TSS that enter the ENR for
different pumping rates. The mass of TSS can be multiplied by the mercury/TSS concentration
ratio to establish how much mercury enters the ENR for different pumping rates. Historical
pumping records are available, and will be used to back-calculate the mercury inflows since the
ENR began operation.
To accomplish these goals, several experiments were performed. TSS measurements throughout
the supply canal leading into the ENR were taken. These measurements were performed at
different depths at several sites along the canal during pumping tests of different flow rates. The
results from these tests will help to characterize the sediment transport through the canal and
assist in the creation of the transport model.
TSS measurements were also taken after the pumps stopped running. This data helped to explain
how the TSS concentrations in the canal reacted after the water stopped moving into the ENR. It
provided an estimate of the fall velocity of the particles suspended during pumping, which also
helped characterize the way that sediments travel through the canal.
Grab samples of the canal sediments were taken to further examine sediment characteristics. A
grain size analysis was performed to find the composition of the sediments. This provided
another estimate of settling velocity as well as an idea of what particles within the sediments can
be resuspended by flow in the canal.
A hydraulic model of the canal was created to assist in the creation of the sediment transport
model. The hydraulic model defines the flow characteristics within the supply canal during
different pumping rates, and the flow characteristics can illustrate how sediments are suspended
during flow. To create this model, it was necessary to measure the changes in water elevations
during pumping at the beginning and end of the canal.
Examining flow patterns in the canal requires knowledge about the canal. At each station
throughout the canal, measurements were taken of the depth of water so that the canal crosssections could be determined. These measurements were performed at no-flow conditions when
no water was entering the ENR.
2. Field Experiments
The experiments necessary to reach the project goals were performed during a trip to Florida
from January 11 to January 25, 1998. The experiments were performed on the supply canal into
the ENR because the major point of interest was the TSS concentrations entering the ENR. Most
of the sediment entering the ENR is thought to come from the supply canal, so the supply canal
was chosen as a control volume to examine sediment transport.
2.1 Physical System Description
The water entering the ENR travels from the West Palm Beach Canal through a horizontal
supply canal that is 2.2 miles long. The water enters the canal through five culverts each with an
eight foot diameter that pass under a road that leads to the ENR. It is then pumped out of the
canal at the opposite end by six 100 cfs capacity pumps (see Figure 2-1). Each pump is a toggle
pump, so it can only pump at 0 or 100 cfs.
WPBC
I--
Access
Road
Entry
Culverts
2.2 miles
OO
Pump
House
ENR
Figure 2-1: Plan View of Supply Canal
The canal is straight and was constructed to have a trapezoidal cross-section (see Figure 2-2).
The canal was simply dug into existing ground, and was not constructed with a liner [10].
Erosion of the canal during operation has caused the trapezoidal shape to alter in some areas.
12 ft
1
I
28 ft
I
Figure 2-2: Supply Canal cross Section, as Designed
Studies have examined the canal's current condition, and found that it has been seriously eroded
since construction. Erosion has changed the shape of the canal because it has caused the
sediments on the sides to fall into the canal and settle on the bottom. Deposition decreases the
cross-sectional area available for flow, which can result in velocities higher than the allowable
design velocity of 2.5 feet per second. A cycle is created where additional erosion causes
additional velocities, which in turn increase erosion. The SFWMD investigated options for
repairing the canal in a way that would decrease the erosion, but decided not to act immediately.
Because the ENR will be expanded in one year and the supply canal will not be necessary,
improvements would not be cost-effective. The areas that are the most seriously eroded have had
a protective covering installed in an attempt to temporarily control erosion. [5]
The bottom of the canal is flat, so when the pumps start, they cause the depth of the water to
decrease by the pumps. This change in depth is known as a backwater curve, and the water
surface slope drives the flow through the canal (see Figure 2-3).
1
WPBC
x= 0
Pumps
x = 2.2 miles
Figure 2-3: Backwater Curve
The change in depth (h, - h2) through the canal results in a higher velocity towards the pumps
because when the cross-sectional area decreases, the velocity must increase to keep the flow rate
constant. A higher velocity means that there will be a greater shear stress on the bottom and
sides of the canal closer to the pumps, which will result in greater sediment resuspension. The
increased rates of sedimentation will cause the TSS concentrations to increase at a faster rate near
the pumps.
TSS measurements were taken at six different sites for various pumping rates. The first site was
located in the West Palm Beach Canal and the last site was located in the ENR on the
downstream side of the pumps. The remaining four sites were located in the supply canal and
were used to take water samples at different depths (see Figure 2-4).
Pump House
3
4
5
Figure 2-4: Sampling Stations along Supply Canal
The testing sites in the supply canal were skewed towards the pump end of the canal. The most
particle resuspension occurs where the shear stresses are the greatest, and the backwater curves
show that this will be close to the pumps. The stations were located by the culverts bringing
water from the WPBC, 1.1 miles towards the pumps, 1.7 miles, and then right before the pumps.
Stations 1, 2, and 5 were chosen because the SFWMD already had sampling sites there. The
existing sampling sites had piers extending into the canal, so measurements could be taken more
easily. They also had testing apparatus that helped with data collection.
The sample taken in the WPBC (station 1) was used to establish a baseline of how much TSS
was entering the supply canal. The first site within the supply canal (station 2) was located very
close to the WPBC, and it was expected that a comparison would show that the supply canal site
was an accurate measure of TSS entering the supply canal from the WPBC.
The sample taken in the ENR was used to ensure that the TSS measurements taken at the final
station in the supply canal (station 5) were indicative of the TSS amounts that actually entered
the ENR. The supply canal is treated as a control volume for water. Stations 2 and 5 are the
ideal locations for the boundaries of the control volume and stations 1 and 6 were tested to
ensure that these sites captured the correct TSS concentrations entering and leaving the control
volume.
2.2 Equipment Description
To perform the necessary experiments, different equipment was used. Some of the equipment
simply had to be located, but some had to be designed. This section will outline the equipment
used, and how it was constructed (if necessary). Knowing the uses of the equipment gives a
clearer view of how the experiments were performed.
2.2.1 TSS Masts
The four stations within the canal had water quality samplers made of PVC pipe and tygon
tubing to take water samples. The three inch diameter PVC pipe had holes drilled at heights of
0.5, 3, 5.5, and 8 feet above the base. A piece of tubing went from each hole, through the center
of the pipe, and out through the top (see Figure 2-5). It connected to tubing that lead to the bank,
where one liter samples were taken using peristaltic pumps to draw water from each depth. The
PVC pipes were also stabilized with ropes that attached the top of the pipe to the banks on either
side of the canal. This was necessary because the PVC pipe was not sturdy enough to stand up
straight with fast velocities in the canal.
to bank
2.5 ft
2.5 ft
2.5 ft
0.5 ft
Figure 2-5: PVC Pipe/Tygon Tube Apparatus
The water depth changed during the pumping, so it was difficult to get samples from the higher
levels when the water was low. We had a fifth pipe that had a fish float attached six inches from
the end to get a reading that was six inches from the surface of the water, as shown in Figure 2-5.
However, the actual depth of the canal was significantly less than the design depth shown in
engineering drawings, with depths between 7 feet near the pumps to 10 feet closer to the middle
of the canal. Table 2-1 shows which sampling levels were underwater during the different
pumping tests.
Table 2-1: Sampling Depths Available for Pumping Tests
Sampling level
above bottom (ft)
0.5
3.0
5.5
Station 2
Station 3
Station 4
Station 5
100-600 cfs
100-600 cfs
100-600 cfs
100-600 cfs
100-600 cfs
100-600 cfs
100-600 cfs
100-600 cfs
100-600 cfs
100-600 cfs
100-600 cfs
100-400 cfs
8.0
100-400 cfs
100-600 cfs
100-600 cfs
Surface
100-400 cfs
This design was created in cooperation with the SFWMD, who assembled the apparatus. To
arrive at this final design, many different options were considered. One concern with this design
is that sediments would adhere to the tygon tubing, so the TSS concentrations measured would
be less than those found in the canal. This concern was partly addressed by purging the system
for five minutes before taking each sample, and taking each sample at flow rates that ensured
turbulent conditions within the tube.
2.2.2 Niskin Bottles
The stations in the WPBC (station 1) and behind the pumps (station 6) required different sets of
equipment. The water in the WPBC was too turbulent for the standard apparatus, and it would
have been difficult to tie ropes to support a similar apparatus because both the canal and the ENR
cell are too wide. A shortage of manpower also would have made it difficult to have a person to
take samples at any additional stations.
The purpose of these stations was not to provide information for the transport model, but to
verify that the data collected at stations 2 and 5 were accurate boundary representations.
Therefore, a distribution of TSS with depth was not necessary. Two one-liter Niskin bottles were
used to collect samples approximately three feet below the water surface. A Niskin bottle is a
water sampling device where a bottle is lowered to a desired depth, then a weight, referred to as a
"messenger," is dropped down the rope to close the ends of the bottle and collect the water
sample.
To ensure that the two testing methods were compatible, both the PVC pipe apparatus and Niskin
bottle samples were taken at station 5. Taking both samples at one station provided a
comparison between the two methods as an estimate of losses through the tygon tubing. If there
were losses, these measurements could be used to find a loss factor that would equate the two
methods.
2.2.3
YSI Probe
In addition to gathering TSS data from water samples, there is also information from turbidity
sampling that is regularly collected in the canal. Turbidity is a measure of water clarity, and can
be calibrated to give TSS concentrations. There was a turbidity probe installed near the pumps at
the beginning of ENR operation, but the data was unreliable. This apparatus did not work
because the device to measure TSS was covered with microbial growth, so the device artificially
inflated TSS. A YSI probe was recently installed to measure conductivity, dissolved oxygen,
temperature, and turbidity, and this probe is much more reliable.
During the pumping tests, the installed probe and a mobile probe were used. They were not
specifically calibrated to TSS concentrations, but the changes in turbidity also indicate changes
in TSS. The probe provided instantaneous turbidity measurements, and the relative changes
were quite useful. For example, the 100 cfs pumping test was not performed because the
turbidity measurements for 200 cfs showed that very minor amounts of sediment were being
suspended. Measurements taken at stations 2 and 5 produced similar turbidity readings, which
indicated that the TSS entering the ENR was in the water entering from the WPBC, and not
resuspended from the bottom of the supply canal for this flow rate of 200 cfs.
2.2.4 Sediment Samples
The grab samples were taken using an Eckman dredge. This dredge is a metal box with ten inch
sides. It is dropped into the sediment at the bottom of the canal, and then a "messenger" weight
is dropped along a rope to trigger the jaws on the bottom to spring shut. This results in a sample
depth of approximately six inches. The dredge was portable, and was used both from the pier
and the end of a boat so that samples could be obtained from the sides and the center of the canal.
2.2.5 Water Elevation
During the pumping tests, water elevations were also recorded. The changes in elevations over
time were measured in the WPBC and at the beginning and end of the supply canal. The
differences between the stage in the WPBC and the beginning of the supply canal allow
calculations of the losses that occur through the culverts into the canal. The stage changes
between the beginning and end of the canal are important to calculate the hydraulic parameters of
the canal. More details about the stage changes are found in Section 4.
The water surface elevation was measured using stage gauges that were previously installed by
SFWMD at stations 1, 2, and 5 to provide constant stage data. The gauges measured the
distance above mean sea level.
2.2.6 Bathymetry Measurements
Bathymetric measurements were taken at stations 2, 3, and 4 in the canal to determine the crosssectional profile of the canal. Measurements were also taken at station 5, but they were not as
helpful in determining cross-sectional area of the canal because station 5 is located where the
canal widens before the pumps. Measurements were taken from the back of a boat, using a
heavy concrete weight tied to a string. The weight was lowered until it reached the bottom, and
depths were recorded at different widths across the canal.
2.3 Experimental Conditions
The planned experimental procedure differed from the actual procedure performed, and it will be
helpful to understand what was planned.
The original plan formulated prior to on site investigation was to begin pump tests at 100 cfs, and
increase pumping each day (in 100 cfs increments) to 600 cfs. The pumps would run long
enough to replace all water in the supply canal with water from the WPBC. The sediment
samples would be taken both before and after pumping to examine changes in the sediment
structure that might occur during the pump tests. The next section outlines the actual procedure,
and any reasons for changes that occurred during experimentation.
2.3.1 Logistics
Four MIT graduate students traveled to South Florida to perform these experiments. During
testing, one person was positioned at each sampling station within the canal (stations 2-5). The
sampling sites in the WPBC and the ENR were close to the end stations within the supply canal,
so the people at the ends of the canal also took Niskin samples and recorded stages at stations 1
and 6.
The MIT students were working closely with the SFWMD, and there were staff members present
during the experiments. The SFWMD employees took readings with the YSI probe as well as
TSS samples.
The first four days of the trip were spent learning about the SFWMD and setting up the
equipment within the supply canal. The PVC pipe apparatuses were assembled before arrival, so
it was only necessary to bring them to the supply canal and install them in the desired locations.
The pump tests began on Thursday, January 15, and are completely delineated in Table 2-2.
Table 2-2: Times and Dates for Pumping Tests
Q (cfs)
Date
1
100
200
300
400
500
600
1/15/98
1/21/98
1/16/98
1/17/98
1/18/98
1/19/98
0
0
0
0
2
6
1.5
6
1
0.75
0.5
Sampling Numbers
3
4
5
3
7.5
2
1.5
4.5
9
3
2.25
6
10.5
4
3
Settling
Tests
No
No
Yes
No
Yes
No
The numbers listed at the top of the table represent sampling numbers. In each column under the
sampling numbers are the hours after pumping started that each test was taken. For each pump
test, the goal was to take five samples: one before the pumps started running (test zero), and four
at different times during the pumping period. The lengths of each test were calculated based on
the residence times of the water in the supply canal at each pumping rate. The goal was to fully
replace the water in the canal, and the volume of water in the canal was estimated to be 1.13x1 05
cubic meters. This estimate was divided by pumping rates to find residence times (Table 2-3).
The times for each sample were calculated by dividing the entire time of the pumping test evenly
into four segments.
Table 2-3: Residence Times for Each Flow Rate
Q (cfs)
100
Residence Time (hours)
11.11
200
5.56
300
400
500
600
3.70
2.78
2.22
1.85
The testing is not intuitively ordered because all experimentation did not run according to the
original plan. The 300 cfs test occurred on the second day of testing because there was a storm
system moving through the area, and the higher pumping rates were required to accommodate
additional flows. This decision was made by the SFWMD headquarters in their ongoing
attempts to avoid flooding during storms, and research is a much lower priority. This test does
not have a sample before pumping begins because the pumps started running six hours before the
water sampling began. In Table 2-2, these irregularities are indicated in that there is no zero test
before pumping, and the first sampling number occurs at 6 hours after pumping began. This is
the best example of a steady state situation because the pumps had been running at 300 cfs for six
hours before sampling, and at 200 cfs for 8 hours before that.
The 100 cfs pumping trial was not a necessary test, and the samples were taken just for
background information. This test was not necessary because the low velocities and shear
stresses at 100 cfs suspend very little sediment. The one value obtained was taken when the
pumps were supposed to be turned off, and this sample is used only as verification that the test
was unnecessary.
The 600 cfs pump test was attempted, but the pumps are usually not operated at 600 cfs because
the high velocities are suspected to cause serious erosion of the canal. During the 600 cfs test,
debris floating on the surface quickly blocked the entrance to the pumps and caused the pumps to
turn off automatically due to the pressure drop as the pumps approached cavitation. The only
samples that were collected were the samples before pumping began, and the first sample after
half an hour.
The settling velocity tests were run after the 300 and 500 cfs pumping tests. Only stations 4 and
5 were used because the TSS concentrations were the highest, and the higher concentrations
produced a more complete idea of the settling velocities. Samples were taken at all depths at 0.5,
1, 2, and 3.5 hours after pumping ended.
2.3.2 Weather Conditions
The weather in south Florida changes very rapidly, and had a large effect on experimental
procedure. As previously mentioned, the 300 cfs pump test occurred sooner than planned
because of a storm system. The weather conditions for each day of pumping tests are shown in
Table 2-4.
Table 2-4: Weather Conditions during Pump Tests
Pumping
Date
Weather
200
300
400
500
1/21/98
1/16/98
1/17/98
1/18/98
Medium winds in direction of flow
Rain overnight, canals very full
Sunny
Light winds in direction of flow
600
1/19/98
Strong winds against flow
On the final day planned for testing, a large storm hit south Florida and created serious flooding.
Many roads were impassable, and the SFWMD would not allow any experiments in the field
because of safety concerns.
3. Preliminary Discussion of Data
The data is essential in developing the hydraulic and transport models, but some observations can
be made simply from looking at the data. All of the TSS data is tabulated in Appendix A, and
the implications of this data will be discussed throughout the rest of the report.
3.1
YSI Probe
The data from the YSI probe was obtained immediately and was very useful. It was evident that
there was an increase in TSS with higher pumping rates, and an increase from station 2 to station
5. Table 3-1 illustrates the changes in turbidity data at station 5 during the pumping tests.
Table 3-1: Turbidity Data for YSI Probe at Station 5
Pumping Rate
(cfs)
200
300
400
500
YSI Turbidity
(NTUs)
8-9
20s
30s
40s
It was expected that TSS concentrations would be directly proportional to shear stress, which is
proportional to the square of the flow rate. (For a more detailed explanation, see section 4.)
While turbidity is not a direct measure of TSS, it is proportional to the TSS concentrations.
TSS oc Turbidity oc r ac Q2
(3.1)
This relationship is shown in the turbidity data. The pumping rate (Q) doubles from 200 to 400
cfs, so the turbidity should increase by a factor of four. This theory is consistent with the data
because the 8-9 NTUs at 200 cfs quadruple to results in the 30s at 400 cfs.
3.2 TSS Data
The TSS data has trends that follow the turbidity data. There are several interesting points that
can be noted just from looking at the data. Figure 3-1 illustrates how TSS concentrations vary
from station to station. In this situation, the pumping rate is constant, and the chart shows how
the concentrations vary over time at each station. As expected, TSS increases along the length of
the canal, indicating that sediments are being resuspended within the canal.
35
--
Station 2
Station 3
-30
25
20
-- -- Station 4
-- X-- Station 5
15
10
5
0
0
1
2
3
4
Sampling Number
Figure 3-1: TSS Concentrations for 400 cfs Pump Test
Figure 3-2 shows how the depth averaged TSS changes over time for each flow rate at station 4.
At the beginning of the test, the TSS concentrations increase rapidly. This initial surge can be
accounted for by the fluff layer located on the top of the canal sediments. This layer is primarily
sediments that settled out of the water after the pumping stopped from the previous test, and
these materials are very easily resuspended. However, it was expected that after the initial surge,
the TSS values would reach a steady state concentration. It is therefore possible that modeling
the suspended solids in a way that accounts for the changes over time might produce more
accurate results.
50
45
40
--+
35
30
25
c 20 --15
10
-*--300 cfs
400 cfs
-- 500 cfs
5
0
0
100 cfs
2--200 cfs
1
2
3
4
Sampling Number
Figure 3-2: TSS Concentrations at Station 4
3.3 Surface Elevation Data
Measurements of surface elevation were taken manually, but measurements are also available
from SFWMD's existing testing facilities. These measurements are averaged over fifteen
minutes to result in one estimate of stage (water surface elevation above mean sea level). Figure
3-3 shows how the manual data compares with the automatic data. The stage data for each pump
test is listed in Appendix A.
10.8
10.6
10.4
10.2
*
" 10
m Station 5,manual
9.8
S-t-
Station 2, SFWMD
9.6
9.4
Station 2, manual
Station 5, SFWMD
9.----
9.2
9
8.8
Time
Figure 3-3: Stage Variation over Time for 400 cfs Pump Test
The manual measurements are slightly higher than the automatic measurements, but the
differences are uniform. The main concern is the difference between the levels at station 2 and
station 5, not the absolute levels themselves (see Chapter 4). The differences measured manually
are very close to the differences measured by SFWMD equipment.
The surface elevation data also helps to determine steady state conditions. There is always an
initial drop and a concluding spike in elevation data due to the abrupt changes when the pumps
are turned on and off. After these quick changes, the data levels off to steady state values after
approximately 30-45 minutes.
3.4 Bathymetry
The measurements of the cross-sections of the canal are shown in Figure 3-4. The designed
cross-section is outlined by the heavy black line, and it is obvious that the existing geometry has
changed. In general, the canal has flattened out, with the sides of the canal eroding and
depositing on the bottom.
10
E
8
-An-
6-
,
.!
Station 2
- Station 3
---- Station 4
//
4
Design
2
20
10
0
30
40
50
Distance from southeast bank (ft)
Figure 3-4: Measured Canal Cross-Sections
The designed depth is greater than the actual depth at any of the stations. This discrepancy is
partially caused by the erosion from the sides of the canal decreasing the depth. Also, the design
width illustrates the maximum depth that the canal can hold, and the measured cross-sections
only examine the water that was actually in the canal on January 15.
3.5 Preliminary Conclusions
Examining the data gathered can yield some helpful conclusions. These conclusions are not
based on extensive analysis of the data, but simple examination of the data. More complicated
analyses will follow in Chapters 4, 5, and 6, but these observations will simplify following
calculations.
3.5.1 Inflow/Outflow
The concentrations for station 1 and station 2 were very close, as were the concentrations for
stations 5 and 6. This similarity is helpful in creation of the model because stations 2 and 5 in
the supply canal can be used as boundaries for sediment transport. To illustrate the results, Table
3-2 shows the average ratios of TSS concentrations between stations during each pumping rate.
Table 3-2: Relationships between Stations 1, 2, 5, and 6
Pumping Rate (cfs)
200
300
400
500
Station 5/ENR
0.91
0.92
1.05
0.98
Station 2/WPBC
1.10
1.03
0.98
1.03
This table illustrates that the ratios are very close to one, which indicates that the values are
approximately equal. The data illustrates that the TSS concentrations at station 2 can be assumed
to equal the concentration entering the canal, and the measurements at station 5 also equal the
concentration entering the ENR. The TSS amounts entering the ENR are the final goal of the
transport model, so it is important to note that this amount can be derived from the TSS at station
5 and the flow rate patterns.
3.5.2 TSS Depth Variation
The profile of TSS concentration versus depth was not consistent between samples. This
indicates that there is no typical stratification of TSS over the canal depth, and suggests that a
uniform distribution might be appropriate. A uniform distribution of TSS concentration suggests
that the settling velocity is negligibly small, and this issue will be further addressed in the
following section.
0
10
20
30
40
--
Sampling Number I
---
Sampling Number 2
--
Sampling Number 3
---
Sampling Number 4
50
TSS (mg/I)
Figure 3-5: TSS Depth Profile for Station 3 at 400 cfs
While the general trend is an increase in the TSS concentration with increasing depth from the
surface, this trend is not seen in all data. Some data (such as sampling number 2 in Figure 3-5)
has no discernible pattern. For the examples where a trend does exist, the change in TSS
concentration from the top of the canal to the bottom is at most twice as high. Because the
patterns are irregular, the TSS profile with depth has been assumed to be uniform. This
assumption is more completely justified in Chapter 5.
3.5.3 PVC Pipe/Niskin Bottle Calibrations
The Niskin calibrations at station 5 were relatively close to the concentrations measured through
the tygon tubing apparatus. The data for Station 5 during the 500 cfs pumping test is illustrated
in Table 3-3. The Niskin sample was taken at the same level as the port on the PVC pipe that
was 3 feet from the bottom.
Table 3-3: Comparison of Niskin Bottle and PVC Pipe Apparatus
Sampling Number
1
2
3
4
PVC Pipe Apparatus
36
47
50
37
Niskin Bottles
29
51
45
39
The major concern was that losses would occur through the tygon tubing, and these results show
that there is no consistent loss. The small differences in the numbers can be attributed to
turbulence during pumping and the timing differences (the samples through the tygon tubes take
around one minute, but Niskin samples are taken instantaneously). The numbers are similar
enough to assume that the PVC pipe apparatus results in water samples that are comparable to
the samples taken with Niskin Bottles.
4. Hydraulic Model of Supply Canal Flow
In order to create a sediment transport model in the supply canal that fully captures the effects of
resuspension, it is necessary to determine the shear stress as a function of flow rate. This
The critical shear
information can be used to help determine the critical shear stress (rr,).
stress is defined as the threshold shear stress at which sediment material begins to be transported
from the bottom and sides of the canal. To determine the critical shear stress, a hydraulic model
must be generated to characterize the flow in the supply canal. To find r,,j,, it is necessary to
combine the critical flow rate (determined empirically from the TSS data) with estimates of the
shear stresses for different flow rates within the canal. The shear stress corresponding to the
critical flow rate will be an approximation of the critical shear stress.
4.1 Deriving the Equationfor Shear Stress
To calculate the shear stresses for varying flow rates, an estimate of the velocity throughout the
length of the supply canal is needed. There are several methods of calculating the velocity in an
open channel, but Manning's equation (4.1) is the most widely accepted [7, p 653-656].
v=
n
R2/3S1/2
(4.1)
where n is Manning's n coefficient, R is the hydraulic radius (defined as the cross-sectional
area/wetted perimeter), and Sfis the slope of the energy grade line. The energy grade line is a
schematical representation of the total energy in the canal in the longitudinal direction. As the
flow continues towards the pumps, the total energy decreases due to friction (this must also be
true since flow goes from high energy to lower energy). The resulting difference in energy can
be thought of as creating a slope of energy which is represented by Sf
Manning's equation can be solved for Sf and this result can be introduced into the equation for
shear stress (-) in an open channel.
= pgRSf
(4.2)
which is derived from a force balance on a parcel of water in an open channel [7].
Combining equation (4.1) and (4.2) results in an expression for the shear stress in terms of the
velocity in the canal and Manning's n. Since the flow rate within the canal is controlled by the
pumping flow rate, it is more desirable to have (4.2) in terms of flow rate (Q) instead of velocity
(v). Applying the Continuity equation, (4.3), generates the desired expression for shear stress
(4.4).
Q = vA
pgn 2Q2
SR '/3A 2
(4.3)
(4.4)
The only unknown or directly immeasurable parameters in (4.4) are the shear stress (what is
trying to be determined) and Manning's n. As a consequence, an estimate of Manning's n must
be obtained for the supply canal in order to determine shear stress values as a function of flow
rate.
4.2 Estimation of Manning'sn in the Supply Canal
In order to achieve an estimate of Manning's n in the supply canal, an analysis of the backwater
curve generated in the canal during pumping must be performed. A backwater curve expresses
the depth of the canal over its length. Assuming the canal has a horizontal bottom as designed
[11], the only way to drive flow in the canal is to have differential depths at each end of the
canal. The difference in depth, or head gradient, is what the backwater curve schematically
represents. When the pumps are turned on at the end of the supply canal, there is a decrease in
head directly in front of the pumps which pulls flow from the West Palm Beach canal (see Figure
2-3). From Figure 2-3, it can easily be seen that when the pumps are operational, the water depth
(h) becomes a function of the longitudinal distance (x) in the canal. The backwater curve can
also be expressed as an equation. [7, p 651-652]
dh - So
-S
So(4.5)
dx
1- Fr 2
where So is the slope of the canal bottom and Fr is the Froude number. The Froude number is a
measure of the inertial force on an element of fluid to its weight [7, p 413-414].
As stated earlier, the canal was designed with a horizontal bottom which means that So is equal to
0. If expressions for the slope of the Energy Grade Line obtained from (4.2) and (4.4):
S-
and the Froude Number:
n2 Q2
R4 13 A2
(4.6)
Q2b
gA3
Fr 2
(4.7)
are inserted into the backwater curve equation (4.5), then it can be rewritten as:
n2Q
-
dh
dx
2
A 10/3/P4/3
Q2 /g
A 3/b
1-
In (4.8), the area (A), wetted perimeter (P), and surface width (b) are all functions of depth (h).
New variables can then be defined as ratios of these parameters.
_-
dh ddx
where: K -
A 0/ 3
P4/3
and Z =
1-
2
Q2
K
Q2 /g
(4.9)
A3
bS
Since K and Z are both functions of h, and the limits of h in the canal are known during normal
pumping regimes, then a range of values can be determined for both K and Z. During pump testing, the depth in the canal varied from roughly 6 to 10 feet (or from 1.83m to 3.05m). These limits of h can be used to establish ranges of A, P, and b, and subsequently obtain ranges of Z and K.
If the limits of log Z and log K versus log h (with some intermediate values) are plotted and a
linear regression run on the points, a best fit estimate of both the K and Z values can be
generated. Neither log K nor log Z is a linear function of log h, but if the range of these
parameters is narrowed enough, a linear regression can produce a good approximation. The
regressions will be of the form:
log K = N -log h + a
(4.10)
where N = the slope of the regression and a is the y-intercept.
Similarly:
logZ = M.log h + b
(4.11)
where M is the slope of the regression and b is the y-intercept. Solving for K and Z yield:
K= hN .10a
(4.12)
Z=hM o10b
(4.13)
Now if new constants Ko and Zo are defined, K and Z can be rewritten in terms of them as:
K = K. hN
Z = Zo hM
where
K. = 10"
Zo = 10b
where
(4.14)
(4.15)
Introducing (4.14) and (4.15) into (4.9) yields a modified backwater curve equation.
2
_ n Q2
dh
dx-
dx
K o -h N
Q22 g
(4.16)
1 Q /g
M
Z o .h
Rearranging (4.16), separating the differentials, and integrating yields the desired expression for
Manning's n (4.17):
n
(x-x
K
2)Q
2
h
N+1
Q2/g
QZ
hN-M+1
N-M+
]h
h
(4.17)
where x, and x2 are the locations of stations 2 and 5 respectively. Thus, (x, - x2) is equal to the
distance between the two stations or the length of the supply canal.
In (4.17) all the parameters on the right hand side of the equation are either known, measurable,
or generated from the log-log fit. This means that (4.17) can be solved to give estimates of
Manning's n for varying flow rates.
4.2.1 Modeling the Equation to Obtain an Estimate for Manning's n
Once a steady state during pumping has been achieved in the canal (where steady state is defined
as occurring when the flow rate in and out of the supply canal are equal at a given point in time),
an estimate of Manning's n can be obtained from (4.17) if the stage (canal depth) measurements
are simultaneously taken at the ends of the canal. These measurements are the limits of the inte-
gral (h2 and hi). Furthermore, the pumping rate (Q) and the length of the canal (x, - X2) are both
known. The expressions for N, M, Ko, and Zo can be evaluated from the log-log fit (see
equations 4.10 through 4.15). Therefore, there is only one unknown (Manning's n) left in (4.17).
Solving this equation with various flow rates (and consequently different h values) yields several
estimates of n. However, n should be independent of the flow rate, because n is a property of the
canal. Therefore, the uniform value of Manning's n can be calculated to be the arithmetic mean
of the Manning's n estimates for varying flow rates.
If the estimates of Manning's n are all relatively close, it can be reasoned that the modeling done
to obtain the values of N, M, Ko, and Zo are adequate. If the Manning's n values are not precise,
then perhaps the cross sectional area of the canal assumed to create N, M, K0 , and Zo in
equations (4.10) through (4.15) is invalid. To rectify this precision problem, modifying the
cross-sectional geometry of the canal to a more accurate depiction of reality can lead to improved
estimates of these parameters which can be inserted back into (4.17). The process can be
repeated until the Manning's n values for varying flow rates are all reasonably close.
4.2.2 Results of the Modeling
In order to acquire estimates of the parameters N, M, Ko, and Z0 , a trapezoidal cross-sectional
geometry of the supply canal was assumed (see Figure 2-2). This cross-section was obtained
from the design specifications of the canal [10]. The canal bottom was constructed to be 28 feet
wide and have 45 degree sloping sides. It was noticed with bathymetric readings taken at various
places throughout the canal that this cross-sectional shape was not maintained uniformly
throughout the length of the canal. The cause for this change in shape is probably due to erosion,
deposition, and/or imprecision in construction specifications. However, the bathymetric readings
still seemed to indicate that the trapezoidal design shape would be a good assumption for the
cross-sectional area throughout the length of the supply canal (see Figure 3-4). Therefore, the
design specifications were utilized and the model produced estimates of N, M, Ko, and Zo as
listed in Table 4-1 below.
Table 4-1: Estimates from the Log-Log Fit
N (m4)
3.47
M (m4)
3.30
K, (m')
67.7
Z, (m')
76.0
A plot of log K and log Z versus log h is shown in Figure 5-1. From the plot it is evident that the
fit of the curves is excellent. There is a near perfect linear fit of the data for both log Z and log K
over the range of depths analyzed. This generates extreme robustness in the estimates of N, M,
Ko , and Zo . Indeed, the R2 (or goodness of fit) of the plot is 0.99 for both log K and log Z.
Other cross sections taken from the bathymetric readings were introduced into the log-log fit for
completeness. In general, these cross sections also produced excellent fits, but the R2 values
were a little lower illustrating that the assumption of the design trapezoidal cross section of the
supply canal was well represented by the use of the power laws.
3.7
3.5
3.3
3.1
2.9
2.7
2.5
0.25
0.3
0.4
0.35
0.45
0.5
log h
Slog K(h)
log Z(h)
Figure 4-1: log K and log Z vs log h
With the above estimates of N, M, Ko , and Zo, it is now possible to estimate Manning's n. Introducing the above estimates into (4.17) for varying flow rates generated the Manning's n values
below in Table 4-2:
Table 4-2: Manning's n Estimates for Varying Flow Rates
Q (ft3 /s)
h, (m)
h2 (m)
n (s/m
/3
)
200
2.68
2.65
300
2.94
2.88
400
2.52
2.38
0.024
0.026
0.022
500
2.43
2.18
0.020
Notice that the error/uncertainty associated with Manning's n values is on the order of 13%
which is quite acceptable. Averaging the above estimates yields a Manning's n coefficient of
0.023. This value of Manning's n seems reasonable when considering the composition of the
supply canal. The canal is perfectly straight, has only grass for primary bank vegetation, and is
devoid of many obstacles (such as tree stumps, large rocks, etc.) all of these characteristics would
suggest a lower frictional factor and consequently smaller Manning's n value. Table 4-3 lists
several typical values of Manning's n for similar types of channels [7, p 656 ].
Table 4-3: Typical Manning's n Values for Various Excavated Earth Channels
Channel Bottom
n (s/m")
Clean
0.022
Gravelly
0.025
Weedy
0.030
The supply canal is thought to have more of a "clean" bottom since it has neither weeds nor
gravel in it's bottom sediments. Notice that the typical value illustrated in Table 4-3 is extremely
close to the Manning's n values obtained in Table 4-2. This further increases the robustness and
confidence of the model. Therefore, the estimate of Manning's n utilized throughout the
hydraulic modeling of the supply canal is assumed to be 0.023.
4.2.3 Alternate Cross-Sectional Areas on Manning's n Values
The bathymetric readings taken at each station in the supply canal illustrated that the design
cross-section has not been maintained entirely (see Figure 3-4). It appears that some deposition
has occurred in the bottom of the canal while erosion has been occurring on the banks. Since the
hydraulic modeling used to obtain estimates of Manning's n are heavily dependent upon the
cross-section of the canal, it becomes necessary to determine the best representative cross-section
to use in the model. This section analyzes this concern in greater detail.
In modeling for Manning's n, the original trapezoidal design cross-section of the canal was
initially assumed - 28 foot base with 45 degree sloped sides. However, Figure 3-4 illustrates that
perhaps alternative cross-sections might be a better representation of current conditions. From
analyzing Figure 3-4, two new cross-sections were generated for comparison with the design. A
second trapezoidal cross-section was assumed with a 10 foot base and 30 degree sloped sides.
This cross-section seemed to do a better job in fitting the bathymetric data than the design. A
third cross-section was generated by averaging the bathymetric readings at each of the three
stations. For example, if the depths measured 20 feet away from the eastern bank were 7, 8.5,
and 7.3 feet for stations 2, 3, and 4 respectively; then the representative cross-sectional depth at
this distance from the bank would be 7.6 feet. This value would be used in conjunction with the
other average depths found at different distances from the bank to yield an average cross-section.
Note that this cross-section requires hand calculating the area, wetted perimeter, and surface
width for varying depths since it is non-uniform in the lateral direction.
The results of modeling these two additional cross-sections are included with the design crosssection in Table 4-4.
Table 4-4: Alternate Cross Sectional Areas on Manning's n Values
design
n for 200 cfs (s/m3)
n for 300 cfs (s/m)
n for 400 cfs (s/mrn)
n for 500 cfs (s/m")
average n (s/m l 3)
R2 log K
R2 log Z
0.024
0.026
0.022
0.020
0.023
0.9999
0.9999
bathymetric trapezoidal
fit
0.029
0.031
0.026
0.024
0.027
0.9495
0.9999
average bathymetric fit
0.028
0.025
0.029
0.030
0.028
0.8061
0.2563
The results of the new cross-sections both yield higher estimates of Manning's n. This finding
implies a higher amount of friction in the canal which impedes flow and leads to higher shear
stress and critical shear stress values.
The three varying cross-sections each produce different Manning's n values. As a result a
justificaton of which cross-section will be used must be made. It is important to first note that
the uncertainty in Manning's n values associated with each cross-section all overlap. This fact
implies that the three cross-sections are all in a good range of agreement with each other.
The R2 of the log-log plot for the average bathymetric fit cross-section was very poor. This
increases the amount of uncertainty in the model for this cross-section in comparison to the other
two geometries. Utilizing this cross-section with its associated uncertainty in the modeling was
felt to be inferior to using the other two well represented cross-sections. As a result, the average
bathymetric fit cross-section was not utilized.
The choice between the design cross-section and the trapezoidal bathymetric fit cross-section is
less clear. Both produce excellent R2 results for the log-log plot (although the design's R1 is
slightly better). Since the bathymetric data was taken with an imprecise home-made instrument
(a string tied to a weight), it was felt that the accuracy and precision of this data was too low to
justify using the trapezoidal fit cross-section above the design. Utilizing a cross-sectional area
based upon imprecise measurements was felt to be inferior to the design specifications.
Furthermore, the bathymetric sampling sites at each station (distance from the bank) were also
not accurately measured.
Additionally, the bathymetric data seemed to indicate that the bottom of the canal was not
perfectly horizontal throughout its length. Since the shape of the cross-sections derived from the
bathymetric data assumes a horizontal canal bottom, these cross-sections will be skewed based
upon the undulations in the bottom surface. Therefore, it is inappropriate to utilize multiple
cross-sections from different stations in the canal when they are not based from a consistent
elevational datum. This problem also cannot be corrected for since insufficient cross-sectional
data was collected throughout the canal to propose an alternative bottom variation. As a
consequence, the results obtained from the design cross-sectional area are the ones utilized
throughout this model. Hence, a Manning's n value of 0.023 is assumed.
4.3 Determining Shear Stresses with the Estimate of n
Now that an estimate of Manning's n has been obtained, an estimate of the shear stress in the
supply canal can be calculated from (4.4) for each flow rate. The shear stress can be calculated
for particular flow rates (Q) utilizing the measured water depths to evaluate R and A in
conjunction with the estimate of n. However, the shear stress along the canal varies with
different values of R and A which depend on the water depth. Therefore, the shear stress should
increase as one approaches the pumps because the water depth here decreases which subsequently lowers R and A. However, accounting for a variable shear stress through the length of
the canal is very problematic. Furthermore, the differences in the shear stress from the beginning
to the end of the canal is thought to be insignificant. As a result of this assumption, a uniform
shear stress will be calculated for each pumping rate and a verification will be made of the
uniformity assumption. The method utilized here for determining the uniform shear stress (t,)
will be to introduce R and A corresponding to the water depths at the beginning and end of the
canal (found in Table 4-2) into (4.4) which creates a lower limit (tmi,) and an upper limit (Tm)
respecitively, on the shear stress. The values of tmin and cmax will then be averaged to yield the
approximate uniform shear stress through the length of the canal (TO). Table 4-5 lists the values
of tmin and tmax obtained from (4.4). It also lists the uniform shear stress and the variability in the
shear stress calculation due to the uncertainty in water depth (Ath). Where:
Arh =
(4.18)
ax -min
2
Table 4-5 further reports the friction velocity (u.) along the perimeter of the canal.
(4.19)
u =
Table 4-5: Shear Stress Estimates for Varying Flow Rates
Q (fte/s)
Iti, (Pa)
Tm, (Pa)
To (Pa)
A-rh (Pa)
u. (m/s)
1
200
0.137
0.142
0.139
0.002
0.012
300
0.237
0.252
0.244
0.008
0.016
400
0.647
0.763
0.705
0.058
0.027
500
1.13
1.51
1.32
0.193
0.036
Notice that unlike Manning's n, the shear stress does indeed increase with higher flow rates as
expected.
The uncertainty associated with the shear stress calculations above depends primarily on two
factors. The first is the estimation of Manning's n while the second is due to the uniformity
assumption of the shear stress through the length of the canal. Since the uncertainty associated
with the Manning's n estimation was near 13%, the uncertainty in the shear stress calculations
due to uncertainty in n is 26% (since z is a function of n2). The uncertainty of the shear stress
due to the uniformity assumption can be represented by
h This ratio increases rapidly with
flow rate. This is expected since as flow rates increase, the difference in water depth must also
increase which will cause greater variability in Arh. This ratio ranges from 1.7% for 200 cfs to
14.5% for 500 cfs. Since this uncertainty is far less than the 26% uncertainty associated with
Manning's n, it can be concluded that the assumption of a uniform shear stress through the length
of the canal is valid.
4.4 Determining the Critical Shear Stress
As has been previously mentioned, the critical shear stress is the calculated shear stress value that
corresponds to the critical flow rate. The critical flow rate is the pumping rate at which transport
of sediment particles begins in the supply canal (or the flow rate at which the TSS at station 5 is
greater than that at station 2). Analyzing the TSS data, it is apparent that the critical flow rate in
the supply canal corresponds to a pumping value less than 200 cfs since the TSS concentrations
increase slightly throughout the canal at this flow rate. Since a formal pump test was not done
for 100 cfs and only minimal data existed, it becomes difficult to empirically determine the
critical flow rate. However, the critical flow rate can be determined from a linear regression
made on a plot of the mass flux values seen at all stations versus the flow rate squared (this
relationship follows from combining (6.2), and (4.4)). The results of the regression are shown in
Figure 4-2.
0.00005
y= 2E-10x - 6E-06
R2 =0 864
0.00004
0.00003
0.00002
0.00001
0
50000
100000
150000
200000
250 00
-0.00001
Flow Rate, Squared (ft6/s 2 )
Figure 4-2: Regression to Determine the Critical Flow Rate
In Figure 4-2, the critical flow rate corresponds to the point where the regression crosses the zero
mass flux axis (no resuspension occurs in the canal). The results of the regression illustrate that
the critical flow rate is approximately 173 ft3/s. The regression also has a good R2 value
increasing the confidence in the critical flow rate value.
It should also be noted that the mass flux values for the 300 cfs data were omitted from the
regression. This exclusion was done because the 300 cfs pump test did not start from static
pumping conditions. Since the pumps had been operational before the start of this pump test,
much of the resuspended material had already been stripped from the canal sides and bottom.
This effect would result in lower mass flux values seen for this pump test which would skew the
results of the regression and promote an inaccurate critical flow rate.
In order to evaluate the critical shear stress, an estimate of the average water depth must be
obtained. Since there was no pump test performed at 173 cfs, there were no corresponding stage
measurements. As a result the average depth used here was the mean of the average depths
measured for all the other pump tests. Converting the critical flow rate into m3/s and inserting it
into (4.4) with the average depth estimate (h = 2.55 m) yields the critical shear stress in the
supply canal of approximately 0.118 Pascals.
cricW = 0.12 Pascals
(4.20)
This value is utilized as the critical shear in the supply canal throughout the rest of the report.
5. Sediment Characteristics
In order to create a sediment transport model, it is useful to know not only the hydraulic
characteristics of the system but also the characteristics of the sediments. To do this, two sets of
experiments were performed.
The first set of experiments were carried out on the TSS in the canal and were used to calculate
the settling velocity of the suspended sediment after pumping at different rates. Determination of
the settling velocity was necessary to establish if the suspended material stratified in the canal
during pumping, which influences how the sediment transport model is developed. These
experiments were also used to establish the typical grain sizes that were suspended during
pumping.
The second set of experiments were carried out on the canal sediments to obtain grain size
distributions. This experiment was necessary to establish the type of sediments that may be
available for transportation. It is also useful in estimating the amount of cohesive and
cohesionless sediments, both of which have different transport characteristics.
5.1 Settling Velocity
The settling velocity tests performed in the canal consisted of taking water samples at different
depths and time after pumping had stopped. The tests were carried out after pumping rates of
300 and 500 cfs to see the change in TSS with time. The tests were done at stations 4 and 5
because of the higher suspended solids available here as shown in Figure 3-1. This is because
there is more material to be picked up from the bottom at these locations. Additionally, station 4
was the deepest, allowing measurements across a greater depth than available for the other sites.
10 -
-
8
3.5 hrs after pumping
-- w-2.0 hrs after pumping
6-
---
1.0 hrs after pumping
4-
---
0.5 hrs after pumping
---
During Pumping
2
0
5
10
TSS (mg/l)
Figure 5-1: TSS Concentrations at Different Depths as a Function of Time after Pumping
Stopped for Settling Velocity Tests at 300 cfs (Station 4)
98
7
6
-+-
5
-U-2.0 hrs after pumping
--
4-
A
---
3
3.5 hrs after pumping
1.0 hrs after pumping
0.5 hrs after pumping
-+-- During pumping
2
1
0
10
20
30
40
50
TSS (mg/l)
Figure 5-2: TSS Concentrations at Different Depths as a Function of Time after Pumping
Stopped for Settling Velocity Tests at 500 cfs (Station 4)
From Figures 5-1 and 5-2 it can be seen that there is a slight trend showing a decrease in TSS
with height above bottom. However, there is no defined stratification and therefore the
assumption is made that the concentration of TSS is constant with depth throughout the canal.
The TSS concentrations obtained during pumping are also given for comparison. Applying the
principle of conservation of mass on a unit column of water, the rate of change of mass is equal
to the mass flux that settles out per unit area.
d
-(C
dt
h) = -w, C
(5.1)
Where:
wf = Settling velocity
Cav = Average concentration of TSS over depth of canal
h = Depth of canal
This equation can be solved to give:
Ca
= Coe(wfh)i
(5.2)
Where Co = Depth Averaged Concentration at time t =0 (when pumps shut off). This can also be
rewritten as:
or
In Ca = ln Co - (w / h)t
(5.3)
LogCav = LogCo - (wf / 2.3h)t
(5.4)
Equation (5.4) is a straight line of the form y = a + bt. By plotting Log Cav against time
(illustrated in Figure 5-3 for 300 cfs), we can estimate the fall velocity wf from the slope of the
line (where b = - w 2.3h).
0
0.5
1
1.5
2
Time (hr)
2.5
3
3.5
Figure 5-3: Settling Velocity Test for 300 cfs at Station 4
Performing a linear regression on the above plot yields a slope (b) of -0.0486. The depth of
water for this station was 10 ft. For this example, the settling velocity wf is approximately 1.12
ft/hr. Similar analyses were carried out on the other tests and the results are given in Table 5-1
(see Appendix B.2.4 for details on calculations).
Table 5-1: Settling Velocities (ft/hr) for Different Flow Rates
Station
4
5
300 cfs
1.12
0.50
500 cfs
2.22
1.97
Although Table 5-1 gives a regression for the four points, it is also possible to apply the same
process in calculating velocities between adjacent data points to get a representative settling
velocity variation with time after pumping stopped, which is illustrated in Figure 5-4 for the 300
cfs test at station 4.
1.4
1.2
1.0
0.8
0.6
0.4
0.2
0.0
i
Time (hr)
Figure 5-4: Settling Velocity Test at 300cfs for Station 4
Since the settling velocity is dependent on the mass of the particles, it would be expected that the
larger particles would settle out faster than the smaller and lighter particles. Hence, there would
be a drop in settling velocity with time as is clearly illustrated by Figure 5-4. The settling
velocities computed from Figure 5-4 are given in Table 5-2 along with similar results obtained
from other tests (presented in Appendix B.5). These results are based on a water depth of 1Oft at
station 4 and 7 ft at station 5.
Table 5-2: Settling Velocity (ft/hr) for Stations 4 and 5 after Pumping
Time Period
(hrs)
Average
0.5 to 1
1 to 2
2 to 3.5
300 cfs
1.12
3.03
1.48
0.38
Station 4
500 cfs
2.22
5.82
2.07
1.48
Station5
300 cfs
0.50
-1.52
0.86
0.71
500 cfs
1.97
4.49
2.58
0.90
The data indicates that there is a rapid drop in the settling velocity with time as the heavier
suspended solids quickly settle out. Table 5-2 shows a settling velocity for 0.5 to 1 hr at station
5 during the 300 cfs to be negative. From the consistently positive results for the remaining data
set, this might be due to experimental error. Based on the average depth of the canal (about 8 ft)
and the exponential decay in suspended TSS predicted by (5.2), it is reasonable to assume that
the canal achieves steady ambient TSS concentration between normal pumping events (which are
separated by about 16 hours). Hence, the previous pumping schedule does not have any effect on
future pumping. This assumption is necessary to create a sediment transport model that would
not depend on the prior pumping rates. The TSS tests that were carried out before pumping
started indicate this background TSS to be consistently in the range of 4 to 6 mg/l.
The concentration of TSS at different depths is a function of the height above the bottom of the
canal, the fall velocity and the shear velocity. It can be expressed as [4]:
_15wfz
C = Coe
u
(5.5)
Where:
z = height above bottom
u. = shear velocity =
/p
h = depth of canal
p = density of fluid
z = bottom shear stress
(4.19)
Co = concentration at the bottom
C = concentration of TSS at the given depth
Thus if w/u, is much less than 1, in the above equation then the concentration C at any depth is
approximately equal to Co, (i.e. there is very little stratification occurring within the canal and
therefore it can be assumed to have a uniformly distributed concentration of TSS). From the
values oft and u. calculated earlier (Table 4-4) and wf (Table 5-2), the values for the coefficient
of Co can be determined as given in Tables 5-3 and 5-4.
Table 5-3: Values of C/Co for 500 cfs at Station 4
Time (hrs)
0.5 to 1
1 to 2
2 to 3.5
wf (ft/hr)
5.82
2.07
1.48
15*weu.
0.21
0.07
0.05
Exp(-15w/u.)
0.81
0.93
0.95
Table 5-4: Values of C/Co for 300 cfs at Station 4
Time (hrs)
0.5 to 1
1 to 2
2 to 3.5
w, (ft/hr)
3.03
1.48
0.38
15w/u.
0.24
0.12
0.03
Exp(-15wfu.)
0.79
0.89
0.97
From 5-5, the ratio of C to Co is given by exp (-15W/u,) as in Tables 5-3 and 5-4. These tables
show the concentration expected at the top compared to the concentration at the bottom of the
canal. From the results in Table 5-3 and the TSS data for 500 cfs (given in Appendix A), it is
seen that the concentration at the bottom is usually less than twice that at the top. Equation 5.5
can also be used to estimate values of settling velocity during pumping by considering the TSS
measurements taken during pumping at stations 4 and 5. Taking TSS sample measured at two
different elevations, we can substitute values into (5.5). Dividing the two equations thus formed
gives:
(In(Ct / Cb)u*h)
=
(5.6)
(zb - z t )15
Based on (5.6) settling velocities were calculated for different flow rates at stations 4 and 5.
Since four samples were taken at each site during pumping (complete results are given in
Appendix B), the settling velocities were averaged and these are given in Table 5-5. The
standard deviations associated with these velocities show that there was quite a large variation in
the computed velocities for each flow rate. The average velocities were used in computing the
variation that might occur during pumping between the bottom and the top.
Table 5-5: Average Settling Velocities and Standard Deviations for Different Flow Rates
Flow Rate
Average Velocity (ft/hr) Standard Deviation
Exp(-15wfu*)
D (mm)
500 cfs
28.06
10.92
0.37
0.05
400 cfs
12.51
6.27
0.56
0.03
300 cfs
4.66
3.54
0.69
0.02
200 cfs
3.09
1.84
0.72
0.02
* D gives the equivalentparticle diameterfor the computed settling velocity based on equation 5.10.
The equivalent diameter shows that most of the particles picked up during pumping are in the silt
range, which can easily be uniformly suspended due to their light weight. Table 5-5 also shows
that the change in the TSS concentration between the top and the bottom is generally about a
factor of two. In sediment transport modeling this variation is not a significant factor and the
error introduced by averaging the TSS concentrations is quite small. Due to this and the
difficulty in creating a model accounting for these stratification effects, for the purpose of this
study a depth averaged value has been used for the TSS concentrations at each station. These
averaged TSS values are used in creating the sediment transport model in Section 6.
5.2 Grain Size Distribution
Grab samples of the sediment were obtained from the bottom of the canal and a grain size
analysis was carried out on these based on the American Society of Testing and Materials
Standard D 422-87 procedure (a detailed analysis is given in Appendix B). Six samples were
collected along the length of the canal. Of these only three were of sufficient quantity (about 250
grams of wet sample) to be analyzed for grain size distribution. The three samples analyzed
were:
Sample 51: By pier at station 5 before any pumping
Sample 52: By pier at station 5 after 600cfs tests
Sample 62: Middle of canal between station 5 and the pumps after 600cfs tests
Sample 51
Sample 52
Canal
Sample 62
Pe ~Pumps
Figure 5-5: Location of Sediment Sampling Sites
The grain size analysis is divided into two sections: the hydrometer and the sieve analysis. The
sieve analysis is usually carried out first, to get the distribution of the coarse material in the
sample, which is done by passing a dry soil sample through a set of sieves of different sizes.
Since there is a limit to how fine a mesh can be constructed, a hydrometer test is used to get the
finer grain sizes. The hydrometer test involves suspending the soil sample in water and
measuring the changes in relative density as the particles settle. Based on this change in relative
density an effective grain diameter can be obtained by using the Stokes equation.
The high organic content of the samples (Appendix B2.2) indicated that drying might cause
alteration of the soil structure and for this reason the hydrometer tests were carried out first.
After completion of the hydrometer tests, the samples were dried and a sieve analysis was
performed.
The tests showed a large difference between the quantity of fines (generally grain sizes below 0.6
mm, which is the lower limit of sand particles [6]) measured by the sieve and the hydrometer
tests. The coarser sieves collected a lot of clumps of soil material. The clumps when analyzed
showed unusually high organic content (Appendix B.2.2), indicating the drying process had
joined some of the fines with the organics. To improve on this, the soil samples were soaked for
24 hours and then washed on a #270 sieve (53 jpm) to remove the organic content. The sample
was re-dried and a new sieve analysis was performed to obtain better results. A grain size
distribution curve obtained from a combined sieve and hydrometer analysis is shown in Figure 56.
100
90
80
70
60
50
40
30
20
10
0
0.0001
0.0010
0.0100
0.1000
1.0000
10.0000
Grain Size (mm)
---
Sieve Analysis
-e- Hydrometer
Figure 5-6: Grain Size Distribution Curve for Sample 51
There is still a small difference between the results obtained by the hydrometer and the sieve
analysis. This difference may be because not all of the organic content had been removed or
other clumping mechanism existed, but it is within reasonable limits. For example, at a diameter
of 0.05 mm, the hydrometer shows that 34% of the sample is finer while the sieve analysis shows
that 37% of the sample is finer.
5.3 Transport of Cohesionless Particles
In considering the transport of sediment material, it is usually necessary to divide the sediments
into cohesive and cohesionless sediments. Cohesive sediment resuspension is quite difficult to
model because it depends on factors which are difficult to quantify, such as the electrostatic
forces of attraction between particles and the geologic state in which they are found. Since the
grain size analysis (Figure 5-6) shows there is a significant amount of coarse material, it is
necessary to consider the motion of such cohesionless particles.
The resuspension and transport of cohesionless particles depends primarily on their weight and
can be modeled based on the Shields Parameter ' [9]. This Parameter is a ratio of the forces
causing resuspension of the particle (due to shear stress acting on the particle from moving fluid)
to the stabilizing forces (due to submerged weight of the particle). If the Shields Parameter
exceeds a critical value then sediment motion occurs. Although this parameter has been derived
empirically, it has been found to be applicable to any fluid and flow so long as the particles are
cohesionless. Experiments have shown that when the Shields Parameter is plotted against the
boundary Reynolds Number (a dimensionless parameter expressing the ratio of the inertial forces
to the vicious forces acting on an element of fluid), there is a well defined critical value of the
Shields Parameter ' above which sediment motion occurs. The Shields Parameter is given as:
Y=
TO
(5.7)
(s - 1)pgd
where:
' = Shield's Parameter
,O= Bottom shear stress
s = Relative density of sediment
g = Acceleration due to gravity
d = Diameter of the soil particle
p = Density of fluid
And the boundary Reynolds Number is
R. -
u.d
V
(5.8)
Where v is the kinematic viscosity of the fluid. By using a modified form of the Shields curve
(Figure 5-7), it is possible to relate the shear stress for initial motion of a quartz particle in water
(s = 2.65), as shown in Figure 5-8.
Vo
10
.3
10'
2
S d=-
5
Figure 5-7: Modified Shields Curve [13]
1.6
1.5
1.4
1.3
1.2
.
-- --------- ----- ------ - --- ---- -- ---- ------- ---- - --- -- / - ---
1.1
/
0.9
20.8
0.7
, 0.6
c
0.5
0.4
0.3
0.2
0.1
0
0.0100
-- --- -- - - -I
,
.. ...=***I
0.1000
I
1.0000
10.0000
Diameter (mm)
Figure 5-8: Shear Stress Required to Initiate Motion of a Quartz Particle in Water
From Figure 5-8, it can be seen that there is a dramatic increase in the particle size that can be
moved as the shear stress increases. This means that for the higher flow, large particles may be
moved because of the increase in shear stress. Based on our grain size analysis (Appendix B)
and the shear stress at different flow rates (given in Table 4-4), Figure 5-8 can be used to
estimate the largest particle size that might be moved at different flow rates, as given in Table 56.
Table 5-6: Particle Size Moved at Different Flow rates
Q (cfs)
r (Pa)
d (mm)
200
300
400
500
0.139
0.244
0.705
1.320
0.100
0.132
1.010
1.080
Based on the grain size distribution, Table 5-4 is a useful indicator of the amount of coarse
material that would be suspended or moved along the canal bottom at different flow rates. (5.5)
can also be used to estimate the relative concentration of these sediments at different heights
above the canal bottom and is given in section 5.4.
5.4 Comparison of Field and Laboratory Data
In order to compare the field and the laboratory data, it is necessary to relate the field settling
velocities to the grain size distribution. This can be done by using the Stokes equation, shown
below, which relates the settling velocity of a particle in fluid to its weight and its resistance to
motion in the fluid [7].
gd2
w -
18/p
(P,- p)
(5.9)
which can be transformed to give:
d=
18 w p
p
g(p - p)
where:
g = acceleration due to gravity (9.81 m/s 2)
d = diameter of the particle
p, = density of the particle material (assumed 2,650 kg/m' for soil
particles)
p = density of the fluid (1,000 Kg/m3 for water)
p= dynamic viscosity ( 1.002 x 10 N.s/m 2)
(5.10)
which is used to plot the following figure:
100
0
0.02
0.04
0.06
0.08
0.1
Particle Diamter (mm)
Figure 5-9: Equivalent Diameters from Settling Velocity
Figure 5-9 shows the settling velocities encountered in the field (between 0.5 ft/hr to about
25ft/hr) relate to sediment particles with diameters less than 0.06 mm. This particle size falls in
the range for silt particles (0.002 to 0.06 mm), indicating that most of the suspended material is
made up of fine grained sediments. Hence, the material is quite light and can easily be mixed
uniformly through out the depth of the canal by the turbulence produced by the flowing water.
From Table 5-5, for pumping at 200cfs, the shear stress picks up material of about 0.1mm
diameter. This is equivalent to a settling velocity of 90 ft/hr (0.8cm/s) which can be used in
(5.5), to calculate the relative concentration at different heights the above bottom. Taking canal
depth to be 8ft and u* from Table 4-5, we get Table 5-7.
Table 5-7: Relative Concentrations of 0.1mm Diameter Particles at 200 cfs and 500 cfs
Flow Rate (cfs)
200
200
200
500
500
500
u* (m/s)
0.012
0.012
0.012
0.036
0.036
0.036
height (ft)
2
4
6
2
4
6
Relative Concentration (C/C 0)
0.09
0.01
0.00
0.45
0.20
0.09
Table 5-6 shows that most of the larger particles are moved within the bottom 2 to 3 feet. Hence
it may be assumed, that due to their weight, these large particles are difficult to move and can
settle out easily. This is especially important as the current normal pumping regime is usually at
the lower flow rates to prevent erosion of the canal sides, which would reduce the amount of
large cohesionless particles flowing into the ENR. Additionally, their larger size implies a
smaller surface area to volume ratio, which reduces the amount of mercury that can be sorbed
onto the sediment surface.
Thus, the grain size distributions indicate that about 60 percent of the sediments are coarse
particles, the settling velocities show that most of the actual TSS flowing into the ENR is likely
to be of finer material. To develop a sediment transport model that considers motion of fine
particles, Chapter 6 looks at the changes in mass fluxes along the length of the canal at different
flow rates.
6. Transport Model
The purpose of the sediment transport model is to account for the mass flux of sediment in
different sections of the canal over time. This model will use the experimental data collected on
TSS concentrations at different locations in the canal to investigate how much sediment is
resuspended over the length of the canal. The final model will be applied to past data of the ENR
inflow pumping rates to calculate sediment and mercury masses that have entered the ENR since
August 1994.
6.1 Governing Equation
Mass flux can be determined from TSS concentration data by using (6-1).
(6.1)
Cout Q - CinQ = MA
where:
Cout = outgoing TSS concentration (kg/m3 )
3
Cin = TSS inflow concentrations (kg/m )
Q = pumping rate (m3/s)
A = wetted perimeter multiplied by segment length (m2)
M = mass flux per unit area (kg/m 2s)
The concentrations, pumping rates, and areas are known from the field experiments. From this
information, mass flux calculations were performed for each segment of the canal. The canal
segments are defined by the experimental stations (see Figure 6-1). Segment 1 is defined as the
area between stations 2 and 3, segment 2 is between stations 3 and 4, and segment 3 is between
stations 4 and 5.
Pump House
WPBC
M1
2
M2
3
M3
4
0
j.O
.
*6
51O
Figure 6-1: Mass Flux within the Canal
The mass fluxes calculated from (6.1) are shown in Appendix D, and vary widely by segment
and by flow rate. These changes are expected because increasing flow rate leads to increasing
mass flux, and because it is expected that more sediments will be resuspended closer to the
pumps. Because the mass flux values are not similar, it is difficult to draw conclusions about any
trends that occur. Another method is required to compare the mass fluxes among the different
flow rates.
6.2 Trends in Mass Flux
The material picked up in the canal is proportional to the shear stress, as shown in (6-2) [8]. The
proportionality constant (a) in (6-2) is dependent on the canal segment, but is independent of the
flow rate. It provides a way to find trends among all of the different mass fluxes.
M = a(r - rcr)
(6-2)
where:
M = mass flux per unit area (kg/m 2s)
r = shear stress for a given flow rate (Pa)
rcr = critical shear stress (Pa)
a = proportionality constant (s/m)
The shear stress for each flow rate (r) and the critical shear stress (,cr) were calculated in Chapter
4, and the mass fluxes were calculated using (6-1). This equation accounts for the differences
due to pumping rates by including the excess shear stress (r-er). The values for a are not a
function of pumping rate, but can vary for each different segment of the canal.
To find a, the mass flux (M) was graphed against the excess shear stress. A linear regression
through the origin results in a line with a slope of a. One example of this process is shown in
Figure 6-2, which illustrates a values for the third canal segment (closest to the pumps). The
linear regression finds an a of 2x10 5-. This calculation does include the data from the 300 cfs
pump test, and uses a time for those tests as the time after testing began. The TSS concentration
values are lower than they would be for a test that was beginning at time zero, but the difference
is not large when calculating a using these methods.
0.000025
0.00002
y = 2E-05x
R2 = 0.7003
" 0.000015
E
.
0.00001
2
0.000005
0
0.2
0.4
0.6
0.8
1
1.2
14
-0.000005
T-Tcr (Pa)
Figure 6-2: Calculating a Values for Segment 3
This process was repeated for each segment of the canal, and the resulting values of a are listed
in Table 6-1.
Table 6-1: Alpha Values (s/m) by Canal Segment
Alpha
Segment 1
8x 10"6
Segment 2
8x 10-6
Segment 3
2x10 s
TSS concentration profiles shown in Figure 3-2 show that a steady-state TSS concentration is
never reached because the concentrations continue to slowly decline. Varying a over time was
considered as a possibility to account for the decline in TSS resuspension over time. It was
possible that instead of a constant a, a linear relationship could be established between a and
time. To examine this possibility, a values were calculated for every mass flux by dividing it by
the excess shear stress, according to (6-2). The values were graphed against the time when the
samples were taken, and a linear regression was performed on this data (see Figure 6-3). The
data for the first two segments were graphed together because the previous calculations show that
the values of a are similar.
2.50E-05
y = -2E-06x + 2E-05
2.00E-05
+
R 2 = 0.1772
1.50E-05
+
1.00E-05
5.00E-06
0.00E+00
0
1
2
3
4
5
6
Time (hours after pumping began)
Figure 6-3: Alpha Variations over Time
The linear regression in Figure 6-3 resulted in a fairly low R2 value, so this line does not
accurately account for variation of a over time. To further verify that changing a over time
would not produce more accurate values, the mean and standard deviation of the data for
segments 1 and 2 were calculated. The mean was found to be 1.16x 10' , and the standard
deviation was 5.55x10-6. Adding and subtracting a standard deviation from the mean illustrates
that 68% of the data is in between 1.72x10 5- and 6.05x10-6. Looking at the best fit line, the first
value is on the line for approximately time zero, and the second value is between 5 and 6 hours.
A pump test that last for six hours will have a variation associated with the line that will be well
approximated by the average because half of the material will be below the line, and half above.
Examining the data shows that most significant tests are fairly long in duration, so an average
value of a will be at least as good of an approximation as a line. Because of the low R 2 value
and the small standard deviation when using a simple average, the average a values for each
segment were used, and the time variation was not included.
The values ofa create a way to find trends among the mass flux values. These a values for each
segment were multiplied by the excess shear stress to find the average mass fluxes used in the
model. These mass fluxes are shown in Figure 6-4.
20
~ 200 cfs
15E
-E
I-300
cfs
- -- 400cfs
---1 500 cfs
S10
1
2
3
Canal Segment
Figure 6-4: Mass Flux for each Canal Segment
Figure 6-4 shows that the mass flux remains constant in the first two segments of the canal, but
increases dramatically in the third segment. The shear stress is assumed to be constant over the
length of the canal (see Chapter 4), so this increase cannot be attributed to higher shear stresses
near the pumps. The increased fluxes could be because there is more material available near the
pumps, or because the material there is easier to suspend. During pumping, the TSS
concentrations are much higher towards the pumps because the water there contains the solids
that are suspended throughout the entire length of the canal. After pumping, these solids settle to
the bottom, resulting in more loose sediments that are easier to resuspend.
6.3 Model
The sediment transport model is designed to estimate how much TSS is added to the water while
the water travels from station 2 to station 5. The ultimate goal is to calculate the mass of
sediment that enters the ENR, and then multiply this by the 150 ppb mercury concentration. The
amount of sediment entering the ENR is given by the concentration at station 5 multiplied by the
pumping rate and the length of time that the concentration is accurate. The concentration at
station 5 is calculated by adding the amount picked up in the canal to the concentration entering
the supply canal from the West Palm Beach Canal, as shown in (6.3).
C5 = C2 + (Amount Resuspended in Canal)
where the subscripts indicate the station numbers.
(6.3)
The model accounts for the amount of sediments collected between stations 2 and 5 during
steady state pumping conditions. It begins with an input of TSS concentration from the WPBC,
and looks at the increase in concentration from flow through each segment of the canal. The
final result is a steady-state outgoing concentration at station 5 for each flow rate. This
concentration is assumed to be the constant concentration during the entire pumping period, and
does not account for a transient phase.
In the model, the inflow concentration is assumed to be 4.8 mg/L. This value is the average
inflow value during the experiments performed. It is not a function of the pumping rate, but
purely reflects the concentration in the WPBC. This concentration can change for many reasons,
including large rainstorms with added flow, or pumping at the nearby S5A pumping station. The
S5A pumping station has a capacity to pump 8000 cfs through the WPBC, and is located
downstream of the culverts into the supply canal. Movement in the WPBC would create altered
TSS concentrations. However, it is not possible to account for these differences because
historical data on the TSS concentration in the WPBC is not available.
The concentrations at the end of the canal are easily calculated for 200 - 600 cfs using (6.1),
(6.2), and previously calculated values of ca and excess shear stresses. Because 100 cfs is below
the critical flow rate, no resuspension occurs. Therefore the concentration entering from the
WPBC must be the concentration entering the ENR. The information necessary to find the
steady-state concentration at station 5 for all flow rates is listed in Table 6-2.
Table 6-2: Finding Concentrations at Station 5
Pumping
C2
M 2.3
A2 .3
M 3 .4
A3 4
C4
M4-
mg/L
4.8
5.6
8.1
16.1
23.3
27.7
m2
16000
16000
16000
16000
16000
16000
mg/L
4.8
6.1
9.9
22.7
33.9
40.9
kg/m 2s
0
4.2e-7
2.5e-6
1.2e-5
2.4e-5
3.6e-6
C5
m2
27000
27000
27000
27000
27000
27000
kg/m 2s
0
1.7e-7
1.1e-6
4.7e-6
9.6e-6
1.4e-5
A4s5
mg/L
4.8
4.8
4.8
4.8
4.8
4.8
kg/m 2s
0
1.7e-7
1.0e-6
4.7e-6
9.6e-6
1.4e-5
C3
cfs
m2
12000
12000
12000
12000
12000
12000
mg/L
4.8
7.0
13.6
35.5
54.9
66.9
100
200
300
400
500
600
These values were compared with the experimental TSS concentration data collected to verify
their validity. The calculated concentrations at station 5 listed in Table 6-2 were multiplied by
the pumping rate and duration to find an estimate of sediment mass entering the ENR. To
estimate the sediment loads from the experimental data, the concentration data from station 5
during the experimental pump tests was also examined. The experimental concentrations at
station 5 were averaged over depth and multiplied by the time between tests and the pumping
rate. The final mass entering the ENR from the experimental data and the model are compared in
Table 6-3. The values were very close, which confirms that the model is an appropriate
representation of the experimental data.
Table 6-3: Comparison of Model Results and Experimental Data
Flow Rate
(cfs)
Model
(g of sediment)
Experiments
(g of sediment)
200
300
400
500
858
1870
5790
8420
816
1450
6170
7530
6.4 Historical Data
The final step in model development is to apply the model to the historical pumping data
supplied by the SFWMD. This data includes the starting and ending times for each pumping
period. From this data, the sediment entering during each period of pumping was determined.
The resulting sediment inflows are shown in Appendix D.
The mercury inflows were calculated by multiplying the sediment inflow by 150 p.g/kg [2],
which indicates the amount of mercury entering per kilogram of sediment. These results are
shown in Figure 6-5, along with the mercury calculations performed by the SFWMD as part of
the mercury mass balance study. There are differences between the two measurements, but the
general patterns are similar.
350
300
250
200
150
---
Model
---
SFWMD
100
0
Mar-94 Sep-94 Apr-95 Oct-95
May- Dec-96 Jun-97 Jan-98 Jul-98
96
Date
Figure 6-5: Historical Mercury Profile
The most striking difference in Figure 6-5 between the mercury inflow from the model and
SFWMD's calculated inflow is that the model does not include some of the large spikes in
SFWMD data. SFWMD takes only one data point over a two week period, and uses this
mercury concentration as the average over the entire two weeks. If this sample is taken at a high
flow rate, then the concentration during that two week period could be abnormally high and
produce a spike in mercury inflows.
One example of a large spike in SFWMD data occurs from 79.4 grams in December 1995 to 308
grams in January 1996. This spike would be a legitimate increase if more time was spent
pumping, or the pumping occurred at higher pumping rates during January. If there is increased
pumping, the historical pumping data would show that more time was spent pumping during
January. Table 6-4 shows the differences in pumping between months. During January, there is
longer pumping period for 400 cfs, but the pumping schedule overall is fairly similar to the
December schedule. The pumping schedule does not account for the drastic increase in mercury
concentration, so it is more likely that the January samples were taken at 400 cfs and produced an
over-estimate of the mercury inflows. The model corrects for this problem, so the large spikes in
mercury inflow are not present.
Table 6-4: Duration of Pumping during Concentration Spike
Pumping Rate
(cfs)
100
200
300
400
December 1995
Monthly Duration (min)
276
2800
10,733
27,694
January 1996
Monthly Duration (min)
467
8215
3414
30,537
To further compare the SFWMD's mercury measurements to the model, yearly mercury totals
were computed (Table 6-5). The years under consideration start at the beginning of ENR
operation in August 1994, and the SFWMD has only completed mercury inflows for the first two
years.
Table 6-5: Yearly Mercury Inflows into ENR
Time
1994-1995
1995-1996
1996-1997
1994-1998 (TOTAL)
Model
(g of Hg)
396
970
611
2060
SFWMD
(g of Hg)
360
1023
Despite the differences in the time history curves in Figure 6-5, the yearly mercury inflows are
very similar. This indicates that SFWMD testing methods do not produce the originally
hypothesized errors. While the concentrations are often too high or too low during a given two
week period, the randomness of testing means that averaging the data over longer periods of time
yields fairly accurate values.
The model calculates concentrations in the supply canal using an assumed inflow concentration
of 4.8 mg/L. This concentration was found from averaging the inflow concentrations during the
experimental period, but this does not account for any variation in WPBC TSS concentration.
The next step in producing a more accurate transport model would be to quantify the inflow
concentrations. This could be done by measuring TSS concentrations in the center of the supply
canal during different weather and pumping conditions, and applying the new values for TSS
concentration to the existing model.
7. Conclusion
The mercury mass balance performed by the South Florida Water Management District raised
some doubts regarding the inflow, outflow, and storage of mercury. The inflow concentrations
are only measured once every two weeks, and averaged over the entire time period. The
inaccuracies in measuring the inflow of mercury could create major problems with the mercury
mass balance. However, the results of this study show that the original estimates were more
accurate than previously thought.
The mass of mercury entering the ENR during the first two years was found to be very close to
the SFWMD estimates. A time history shows that the inflows during any one month were often
different, but the averages over a year were very similar. This similarity indicates that the
unpredictable testing performed by the SFWMD was random, and produced good results when
averaged over longer periods of time.
To correct the errors in the current mass balance, other methods need to be employed. The
storage factor needs to be examined, and this could be the problem that creates an imbalance. If
the storage factor is found to be accurate, then there are several experiments that could improve
the existing model. A study of the concentration in the West Palm Beach Canal would be a
logical next step. The factor relating sediments to mercury concentration of 150 ppb has been
taken in this study as given input, and slight changes in this figure could produce large changes
in the computed mercury inflow. Finally, collecting additional TSS concentration data would
allow the concentration decrease over time to be fully characterized. However, without further
studies, this model is a very good estimation of the mercury inflows.
8. References
1. American Society of Testing and Materials, Annual Book ofASTM Standards, Vol. 4, 1990.
2. Fink, Larry. Personal Communication.
3. Fink, Larry. Request for Proposal: Uncertainty Reduction in the Mercury Mass Budget for
the ENR Project Modeling Sediment Transport Pulses Through the Inflow Pump Station.
1997.
4. Fischer, H.B., List, E.J., Koh, R.C.Y., Imberger, J. and Brooks, N.H., Mixing in Inlandand
Coastal Waters, 1979, Academic Press Inc., London.
5. Guardo, M., and Pellegrino, R. ENR Project Supply Canal Hydraulic Analysis. 1996.
6. Lambe, W.T., Soil Testingfor Engineers, 1951, John Wiley & Sons, Inc., New York.
7. Munson B., Young D., and Okiishi T. FundamentalsofFluid Mechanics.
& Sons, Inc., New York.
2 nd
Ed. John Wiley
8. Parchure, T., and Mehta, A. Erosion of Soft Cohesive Sediment Deposits. Journal of
Hydraulic Engineering, ASCE, 1985, 111(10): 1308 - 1326.
9. Raudkivi, A.J., Loose Boundary Hydraulics,2 nd Edition, 1976, Pergamon Press, Inc., New
York.
10. Schattner, B. (P.E.). "Everglades Nutrient Removal Project Supply Canal Contract
Drawings." Burns & McDonnell Company. March 1991.
11. South Florida Water Management District. Everglades Nutrient Removal Project 1995
Monitoring Report. http://www.floridaplants.com/horticulture/introduc.htm
12. South Florida Water Management District.
http://www.eng.flu.edu/evrglads/engineer/enr.htm
13. Madsen, O.S., 1.67 Sediment Transport and CoastalProcessesLecture Notes, 1976,
Massachusetts Institute of Technology, Massachusetts.
9. Appendices
Appendix A:
Experimental Data
A.1 TSS Concentration Data
The data from the TSS tests is listed in the following charts. Each chart lists the data from one
pumping (or settling) test. These charts contain sections of the results from Harbor Branch
Environmental Lab. The labeling system for the charts is explained below:
Field Number: number assigned to each experimental sample. The first number is the station
number, the second is the level (0 = bottom, 1 = 3.0 feet, etc.), the third is the pumping rate (1 =
100 cfs, 2 = 200 cfs, etc.) and the fourth is the sampling number. Data at 100 cfs has no fourth
number (sampling number) because only one series of tests was taken. In some tests, the second
number (level) is "N", which indicates that this is a Niskin bottle sample.
Sampling Date: date sample was taken.
Sampling Time: time on a 24 hour clock.
Parameter: test performed on samples.
Method Name: standard used to analyze samples.
TSS Concentration: concentration as analyzed.
Units: TSS units.
Figure A-1: TSS Concentrations for 100 cfs Pumping Test
Parameter
Method
Name
TSS
Cone.
Units
TSS
EPA 160.2
2.4
mg/L
1350
TSS
EPA 160.2
4.2
mg/L
1135
1205
1125
TSS
TSS
TSS
EPA 160.2
3.6
mg/L
3.6
mg/L
3.6
mg/L
1/15/98
1435
TSS
EPA 160.2
EPA 160.2
EPA 160.2
6.8
mg/L
1/15/98
1231
TSS
EPA 160.2
3.6
mg/L
1231
TSS
EPA 160.2
4
mg/L
1/15/98
1440
TSS
EPA 160.2
4.2
mg/L
411
1/15/98
1300
TSS
EPA 160.2
7.8
mg/L
421
431
441
451
1/15/98
1/15/98
1/15/98
1/15/98
1300
1240
1240
1240
TSS
TSS
TSS
TSS
160.2
160.2
160.2
6
6
4.4
mg/L
mg/L
mg/L
511
1/15/98
1400
TSS
EPA
EPA
EPA
EPA
EPA
160.2
160.2
5
4.4
mg/L
mg/L
521
1/15/98
1400
TSS
EPA 160.2
4.8
mg/L
531
1/15/98
1400
TSS
EPA 160.2
4.2
mg/L
Field
Number
Sampling
Date
101
1/15/98
211
1/15/98
221
231
241
1/15/98
1/15/98
1/15/98
311
321
331
1/15/98
341
Sampling
Time
Figure A-2: TSS Concentrations for 200 cfs Pumping Test
Field
Number
Sampling
Date
Sampling
Time
Parameter
Method
Name
TSS
Conc.
Units
IN20
1/21/98
1000
TSS
EPA 160.2
2.8
mg/L
IN21
1/21/98
1130
TSS
EPA 160.2
3.6
mg/L
IN22
1/21/98
1300
TSS
IN23
1/21/98
1430
TSS
IN24
2120
1/21/98
1/21/98
mg/L
mg/L
mg/L
1/21/98
TSS
TSS
TSS
4
4.6
3.2
2121
1600
1000
1130
EPA 160.2
EPA 160.2
EPA 160.2
EPA 160.2
EPA 160.2
3.4
4
mg/L
mg/L
2122
1/21/98
1300
TSS
5.2
mg/L
2123
1/21/98
1430
TSS
EPA 160.2
EPA 160.2
3.4
mg/L
2124
1/21/98
1600
TSS
EPA 160.2
3.8
mg/L
2220
1/21/98
1000
TSS
EPA 160.2
3.2
mg/L
2221
1/21/98
1130
TSS
EPA 160.2
6.4
mg/L
2222
1/21/98
1300
2223
2224
2320
2321
1/21/98
1/21/98
1/21/98
1/21/98
1430
1600
1000
1130
TSS
TSS
TSS
TSS
TSS
EPA
EPA
EPA
EPA
160.2
160.2
160.2
160.2
4.6
4.2
4
2.4
mg/L
mg/L
mg/L
mg/L
EPA 160.2
3.8
mg/L
2322
2323
1/21/98
1/21/98
1300
1430
TSS
EPA 160.2
3.8
mg/L
TSS
EPA 160.2
4.2
mg/L
2324
1/21/98
1600
TSS
EPA 160.2
4
mg/L
2420
1/21/98
1000
TSS
EPA 160.2
4
mg/L
2421
1/21/98
1130
TSS
EPA 160.2
4
mg/L
2422
1/21/98
1300
2423
1/21/98
2424
1/21/98
1430
1600
TSS
TSS
TSS
EPA 160.2
EPA 160.2
EPA 160.2
5
3.4
3.4
mg/L
mg/L
mg/L
3120
1/21/98
959
3121
3122
1/21/98
1/21/98
1100
1230
TSS
TSS
TSS
EPA 160.2
EPA 160.2
3.2
8.2
mg/L
mg/L
EPA 160.2
6
mg/L
3123
1/21/98
1400
TSS
EPA 160.2
5
mg/L
3124
1/21/98
1530
TSS
EPA 160.2
5
mg/L
3220
3221
3222
1/21/98
1/21/98
1/21/98
955
1100
1230
TSS
TSS
TSS
EPA 160.2
EPA 160.2
EPA 160.2
3.2
7.4
6.6
mg/L
mg/L
mg/L
3223
1/21/98
1400
TSS
EPA 160.2
7
mg/L
3224
1/21/98
1530
TSS
EPA 160.2
4
mg/L
3320
1/21/98
950
TSS
EPA 160.2
3.8
mg/L
3321
1/21/98
1100
TSS
EPA 160.2
6.8
mg/L
3322
1/21/98
1230
TSS
EPA 160.2
5.2
mg/L
160.2
160.2
160.2
160.2
4.4
5.4
3.4
7
mg/L
160.2
160.2
160.2
6.2
4.8
9
mg/L
mg/L
mg/L
EPA 160.2
2.8
mg/L
EPA 160.2
160.2
160.2
160.2
7.2
mg/L
8
5.6
5.2
mg/L
mg/L
mg/L
160.2
160.2
2.8
7.2
mg/L
mg/L
160.2
6.6
mg/L
TSS
EPA 160.2
5.4
mg/L
1545
TSS
EPA 160.2
4.4
mg/L
1/21/98
1/21/98
945
1111
TSS
TSS
EPA 160.2
1.8
mg/L
EPA 160.2
6
mg/L
4322
1/21/98
1240
TSS
EPA 160.2
5.4
mg/L
4323
4324
1/21/98
1/21/98
1411
1540
TSS
4.8
mg/L
4420
1/21/98
940
TSS
TSS
EPA 160.2
EPA 160.2
EPA 160.2
4
2.8
mg/L
mg/L
4421
1/21/98
1106
TSS
EPA 160.2
5.6
mg/L
4422
1/21/98
1236
TSS
EPA 160.2
5.2
mg/L
4423
4424
1/21/98
1/21/98
1406
1535
TSS
EPA 160.2
4.2
mg/L
TSS
EPA 160.2
4.6
mg/L
4520
1/21/98
930
TSS
EPA 160.2
3.4
mg/L
4521
4522
4523
4524
1/21/98
1/21/98
1/21/98
1/21/98
1100
1230
1400
1530
TSS
TSS
TSS
TSS
EPA
EPA
EPA
EPA
160.2
160.2
160.2
160.2
2.2
2.4
1.8
3.8
mg/L
mg/L
mg/L
mg/L
5220
1/21/98
950
TSS
EPA 160.2
3.2
mg/L
5221
1/21/98
1119
TSS
EPA 160.2
5.4
mg/L
5222
1/21/98
1228
TSS
EPA 160.2
7.8
mg/L
5223
1/21/98
1412
TSS
EPA 160.2
6.6
mg/L
5224
1/21/98
1550
TSS
EPA 160.2
6.4
mg/L
5320
1/21/98
945
TSS
EPA 160.2
4.6
mg/L
5321
1/21/98
1128
TSS
EPA 160.2
6
mg/L
5322
1/21/98
1213
TSS
EPA 160.2
7.2
mg/L
5323
1/21/98
1406
TSS
EPA 160.2
6.6
mg/L
5324
1/21/98
1557
TSS
EPA 160.2
4.8
mg/L
1400
1530
945
1100
1230
TSS
TSS
TSS
TSS
TSS
1/21/98
1400
1530
TSS
TSS
EPA
EPA
EPA
EPA
EPA
EPA
EPA
4120
1/21/98
955
TSS
4121
1/21/98
1123
TSS
4122
1/21/98
1252
TSS
4123
1/21/98
1424
4124
4220
4221
4222
1/21/98
1/21/98
1/21/98
1/21/98
1550
950
1115
1246
TSS
TSS
TSS
TSS
TSS
EPA
EPA
EPA
EPA
EPA
EPA
4223
1/21/98
1417
4224
1/21/98
4320
4321
3323
3324
3420
1/21/98
1/21/98
1/21/98
3421
3422
1/21/98
1/21/98
3423
1/21/98
3424
mg/L
mg/L
mg/L
6N20
1/21/98
952
TSS
EPA 160.2
1.4
mg/L
6N21
6N22
6N23
6N24
1/21/98
1/21/98
1/21/98
1/21/98
1110
1215
1403
1540
TSS
TSS
TSS
TSS
EPA
EPA
EPA
EPA
160.2
160.2
160.2
160.2
6
8.6
8.8
6.4
mg/L
mg/L
mg/L
mg/L
Figure A-3: TSS Concentrations for 300 cfs Pumping Test
Field
Number
Sampling
Date
Sampling
Time
Parameter
Method
Name
TSS
Conc.
Units
1N31
1N32
1/16/98
1/16/98
900
1030
1N33
1N34
1/16/98
1/16/98
1200
1330
TSS
TSS
TSS
TSS
1/16/98
900
TSS
3.9
4.8
3.7
4.2
4.5
mg/L
mg/L
mg/L
2131
EPA 160.2
EPA 160.2
EPA 160.2
EPA 160.2
EPA 160.2
2132
1/16/98
1030
TSS
EPA 160.2
4.6
mg/L
2133
1/16/98
1200
TSS
EPA 160.2
3.4
mg/L
2134
1/16/98
1330
TSS
EPA 160.2
3.2
mg/L
mg/L
mg/L
2231
1/16/98
900
TSS
EPA 160.2
4.1
mg/L
2232
1/16/98
1030
TSS
EPA 160.2
4.3
mg/L
2233
2234
2331
2332
1/16/98
1/16/98
1/16/98
1/16/98
1200
1330
900
1030
TSS
TSS
TSS
TSS
EPA
EPA
EPA
EPA
160.2
3.5
mg/L
160.2
160.2
160.2
4.2
5.6
2.9
mg/L
mg/L
2333
1/16/98
1200
TSS
EPA 160.2
3.9
mg/L
2334
1/16/98
1330
TSS
EPA 160.2
4.8
mg/L
2431
1/16/98
900
TSS
EPA 160.2
4.4
mg/L
2432
1/16/98
1030
TSS
EPA 160.2
3.8
mg/L
2433
1/16/98
1200
TSS
EPA 160.2
3.6
mg/L
2434
1/16/98
1330
3131
1/16/98
3132
3133
1/16/98
1/16/98
839
1004
1135
TSS
TSS
TSS
3.5
11
10
mg/L
mg/L
mg/L
TSS
EPA 160.2
EPA 160.2
EPA 160.2
EPA 160.2
9.4
mg/L
3134
1/16/98
1302
TSS
EPA 160.2
5.6
mg/L
3231
1/16/98
844
TSS
EPA 160.2
9.2
mg/L
3232
3233
1/16/98
1/16/98
TSS
TSS
1/16/98
1/16/98
1/16/98
1/16/98
160.2
160.2
160.2
160.2
160.2
160.2
8
6.6
5.6
7.8
7.6
mg/L
mg/L
mg/L
TSS
EPA
EPA
EPA
EPA
EPA
EPA
mg/L
mg/L
3234
3331
3332
3333
1008
1140
1306
850
1019
1144
6.2
mg/L
3334
1/16/98
1310
TSS
EPA 160.2
5.6
mg/L
3431
1/16/98
854
TSS
EPA 160.2
7.2
mg/L
3432
1/16/98
1024
TSS
EPA 160.2
8
mg/L
3433
1/16/98
1149
TSS
EPA 160.2
5.6
mg/L
3434
1/16/98
1314
TSS
EPA 160.2
5
mg/L
4131
1/16/98
900
TSS
EPA 160.2
15
mg/L
4132
1/16/98
1030
TSS
EPA 160.2
12
mg/L
4133
1/16/98
1200
TSS
EPA 160.2
13
mg/L
TSS
TSS
TSS
mg/L
mg/L
mg/L
mg/L
160.2
12
13
18
10
TSS
TSS
EPA 160.2
EPA 160.2
7.8
12
mg/L
mg/L
1017
TSS
EPA 160.2
11
mg/L
1/16/98
1146
TSS
EPA 160.2
10
mg/L
4432
1/16/98
1/16/98
1/16/98
1316
840
1011
TSS
TSS
TSS
EPA 160.2
EPA 160.2
EPA 160.2
8
11
11
mg/L
mg/L
mg/L
4433
1/16/98
1140
TSS
EPA 160.2
7.8
mg/L
4434
1/16/98
1310
4532
1/16/98
1005
TSS
TSS
EPA 160.2
EPA 160.2
6.4
9.8
mg/L
mg/L
4533
1/16/98
1135
TSS
EPA 160.2
8.6
mg/L
4534
1/16/98
1304
TSS
6
mg/L
5131
5132
5133
1/16/98
1/16/98
1/16/98
830
1000
1130
TSS
TSS
TSS
EPA 160.2
EPA 160.2
EPA 160.2
EPA 160.2
18
13
9.6
mg/L
mg/L
mg/L
5134
1/16/98
1300
TSS
EPA 160.2
10
mg/L
5231
1/16/98
830
TSS
EPA 160.2
15
mg/L
5232
1/16/98
1000
TSS
EPA 160.2
13
mg/L
5233
1/16/98
1130
TSS
EPA 160.2
11
mg/L
5234
5331
5332
1/16/98
1/16/98
1/16/98
1300
830
1000
TSS
TSS
8.8
mg/L
TSS
EPA 160.2
EPA 160.2
EPA 160.2
13
11
mg/L
mg/L
5333
5334
1/16/98
1/16/98
1130
1300
TSS
TSS
EPA 160.2
EPA 160.2
9.2
9
mg/L
mg/L
6N31
1/16/98
830
TSS
EPA 160.2
17
mg/L
6N32
6N33
1/16/98
1/16/98
1000
1130
TSS
TSS
EPA 160.2
EPA 160.2
13
11
mg/L
mg/L
6N34
1/16/98
1300
TSS
EPA 160.2
9.6
mg/L
4233
1/16/98
1/16/98
1/16/98
1/16/98
1330
854
1023
1153
TSS
TSS
TSS
TSS
EPA
EPA
EPA
EPA
4234
4331
1/16/98
1/16/98
1323
848
4332
1/16/98
4333
4334
4431
4134
4231
4232
160.2
160.2
160.2
mg/L
Figure A-4: TSS Concentrations for 400 cfs Pumping Test
Field
Number
Sampling
Date
Sampling
Time
Parameter
Method
Name
TSS
Conc.
Units
1N40
IN41
1/17/98
1/17/98
900
1000
TSS
TSS
EPA 160.2
EPA 160.2
8
57
mg/L
mg/L
IN42
1/17/98
1100
TSS
EPA 160.2
1N43
1/17/98
1200
TSS
EPA 160.2
6.8
5.2
mg/L
mg/L
1N44
2140
1/17/98
1/17/98
1300
900
TSS
TSS
EPA 160.2
EPA 160.2
7.6
6.2
mg/L
mg/L
2141
2142
1/17/98
1/17/98
1000
1100
TSS
EPA 160.2
EPA 160.2
9.4
mg/L
6.4
mg/L
2143
2144
1/17/98
1/17/98
1200
1300
TSS
TSS
EPA 160.2
6.8
mg/L
EPA 160.2
6.4
mg/L
2240
1/17/98
900
TSS
EPA 160.2
7.6
mg/L
2241
1/17/98
1000
TSS
EPA 160.2
8.2
mg/L
2242
1/17/98
1100
TSS
EPA 160.2
6
mg/L
2243
1/17/98
1200
TSS
EPA 160.2
6.6
mg/L
mg/L
TSS
2244
1/17/98
1300
TSS
EPA 160.2
5.4
2340
2341
1/17/98
1/17/98
900
1000
TSS
TSS
EPA 160.2
6
mg/L
EPA 160.2
7.8
mg/L
2342
1/17/98
1100
TSS
EPA 160.2
7.6
mg/L
2343
1/17/98
1200
TSS
EPA 160.2
7.4
mg/L
2344
1/17/98
1300
TSS
EPA 160.2
6
mg/L
2440
1/17/98
900
TSS
EPA 160.2
6.8
mg/L
2442
1/17/98
1100
TSS
EPA 160.2
6
mg/L
2443
1/17/98
1200
TSS
EPA 160.2
6.2
mg/L
2444
1/17/98
1300
TSS
EPA 160.2
5.8
mg/L
3140
3141
1/17/98
1/17/98
845
950
TSS
TSS
EPA 160.2
EPA 160.2
3.1
45
mg/L
mg/L
3142
1/17/98
1050
TSS
EPA 160.2
27
mg/L
3143
1/17/98
1150
TSS
3144
3240
1/17/98
1/17/98
1250
840
TSS
TSS
EPA 160.2
EPA 160.2
26
13
mg/L
mg/L
EPA 160.2
3.5
mg/L
3241
1/17/98
1645
TSS
EPA 160.2
37
mg/L
3242
1/17/98
1045
TSS
EPA 160.2
23
mg/L
3243
1/17/98
1145
TSS
EPA 160.2
14
mg/L
3244
1/17/98
1245
TSS
EPA 160.2
11
mg/L
3340
1/17/98
835
TSS
EPA 160.2
4.8
mg/L
3341
1/17/98
940
TSS
EPA 160.2
31
mg/L
3342
1/17/98
1040
TSS
EPA 160.2
24
mg/L
3343
1/17/98
1140
TSS
EPA 160.2
12
mg/L
3344
1/17/98
1240
TSS
EPA 160.2
9.8
mg/L
3440
1/17/98
3441
3442
1/17/98
1/17/98
830
935
1030
TSS
TSS
TSS
EPA 160.2
EPA 160.2
EPA 160.2
4
30
27
mg/L
mg/L
mg/L
3443
3444
4140
1/17/98
1/17/98
1/17/98
1135
1235
858
TSS
TSS
TSS
13
10
4.2
mg/L
mg/L
mg/L
4141
1/17/98
950
TSS
EPA 160.2
EPA 160.2
EPA 160.2
EPA 160.2
44
mg/L
4142
1/17/98
4143
1/17/98
1053
1157
TSS
TSS
EPA 160.2
EPA 160.2
54
30
mg/L
mg/L
4144
1/17/98
1253
TSS
EPA 160.2
25
mg/L
4240
1/17/98
TSS
TSS
TSS
TSS
EPA
EPA
EPA
EPA
4.4
36
39
19
mg/L
mg/L
mg/L
mg/L
TSS
EPA 160.2
17
mg/L
5.6
mg/L
4241
4242
4243
1/17/98
1/17/98
1/17/98
850
945
1047
1136
4244
1/17/98
1247
160.2
160.2
160.2
160.2
4340
1/17/98
845
TSS
EPA 160.2
4341
1/17/98
940
TSS
EPA 160.2
31
mg/L
4342
1/17/98
1042
TSS
EPA 160.2
29
mg/L
4343
1/17/98
1145
TSS
EPA 160.2
21
mg/L
4344
4440
4441
1/17/98
1/17/98
1/17/98
1241
840
935
TSS
TSS
TSS
EPA 160.2
EPA 160.2
EPA 160.2
14
mg/L
5.6
26
mg/L
mg/L
4442
1/17/98
1035
TSS
EPA 160.2
25
mg/L
4443
1/17/98
1150
TSS
EPA 160.2
22
mg/L
4444
1/17/98
1235
TSS
EPA 160.2
13
mg/L
4540
1/17/98
835
TSS
EPA 160.2
3.8
mg/L
4541
1/17/98
930
TSS
EPA 160.2
18
mg/L
4542
1/17/98
1030
TSS
EPA 160.2
22
mg/L
4543
4544
1/17/98
1/17/98
5140
1/17/98
1131
1230
830
TSS
TSS
TSS
EPA 160.2
EPA 160.2
EPA 160.2
16
12
5.4
mg/L
mg/L
mg/L
5141
1/17/98
930
TSS
44
mg/L
5142
1/17/98
1030
5143
1/17/98
1130
TSS
TSS
EPA 160.2
EPA 160.2
EPA 160.2
49
49
mg/L
mg/L
5144
1/17/98
1230
TSS
EPA 160.2
28
mg/L
5240
1/17/98
830
TSS
EPA 160.2
6.6
mg/L
5241
1/17/98
930
TSS
EPA 160.2
47
mg/L
5242
1/17/98
1030
TSS
EPA 160.2
40
mg/L
5243
1/17/98
1130
TSS
EPA 160.2
50
mg/L
5244
1/17/98
1230
TSS
EPA 160.2
22
mg/L
EPA 160.2
7.2
mg/L
5340
1/17/98
830
TSS
37
28
37
mg/L
mg/L
mg/L
mg/L
EPA 160.2
23
1.3
TSS
EPA 160.2
41
mg/L
1030
TSS
EPA 160.2
37
mg/L
1/17/98
1130
TSS
EPA 160.2
41
mg/L
1/17/98
1230
TSS
EPA 160.2
25
mg/L
5341
5342
5343
5344
6N40
1/17/98
1/17/98
1/17/98
1/17/98
1/17/98
930
1030
1130
1230
830
TSS
TSS
TSS
TSS
TSS
EPA 160.2
EPA 160.2
EPA 160.2
EPA 160.2
6N41
1/17/98
930
6N42
1/17/98
6N43
6N44
mg/L
Figure A-5: TSS Concentrations for 500 cfs Pumping Test
Field
Number
Sampling
Date
Sampling
Time
Parameter
Method
Name
TSS
Conc.
Units
IN50
IN51
IN52
1/18/98
1/18/98
1/18/98
1100
TSS
EPA 160.2
4.8
mg/L
1145
1230
TSS
TSS
EPA 160.2
EPA 160.2
3.8
4.8
mg/L
mg/L
IN53
IN54
1/18/98
1/18/98
EPA 160.2
EPA 160.2
EPA 160.2
mg/L
1/18/98
TSS
TSS
TSS
8.2
2150
1315
1400
1100
4.6
3.3
mg/L
mg/L
2151
1/18/98
1145
TSS
EPA 160.2
13
mg/L
2152
1/18/98
1230
TSS
EPA 160.2
5.4
mg/L
2153
1/18/98
1315
TSS
EPA 160.2
5.6
mg/L
2154
1/18/98
1400
TSS
EPA 160.2
4.8
mg/L
2250
1/18/98
1100
TSS
EPA 160.2
2.8
mg/L
2251
1/18/98
1145
TSS
EPA 160.2
6.2
mg/L
2252
1/18/98
1230
TSS
EPA 160.2
4.2
mg/L
2253
1/18/98
1315
TSS
EPA 160.2
3.6
mg/L
2254
1/18/98
1400
TSS
EPA 160.2
5.8
mg/L
2350
2351
1/18/98
1/18/98
1100
1145
mg/L
1/18/98
1/18/98
1230
1315
EPA 160.2
EPA 160.2
EPA 160.2
EPA 160.2
4
2352
2353
TSS
TSS
TSS
TSS
5
3.6
mg/L
mg/L
3.4
mg/L
2354
1/18/98
1400
2450
1/18/98
1100
TSS
TSS
EPA 160.2
EPA 160.2
5.4
5
mg/L
mg/L
3150
1/18/98
1050
TSS
EPA 160.2
4.4
mg/L
3151
1/18/98
1135
TSS
54
mg/L
3152
1/18/98
TSS
TSS
37
19
mg/L
mg/L
15
3.6
29
mg/L
mg/L
mg/L
3153
1/18/98
1220
1305
3154
3250
3251
1/18/98
1/18/98
1/18/98
1350
1045
1130
TSS
TSS
TSS
EPA 160.2
EPA 160.2
EPA 160.2
EPA 160.2
EPA 160.2
EPA 160.2
3252
1/18/98
1215
TSS
EPA 160.2
32
mg/L
3253
1/18/98
1300
TSS
EPA 160.2
18
mg/L
3254
1/18/98
1345
TSS
EPA 160.2
13
mg/L
3350
1/18/98
1040
TSS
5
mg/L
3351
1/18/98
1125
TSS
EPA 160.2
EPA 160.2
21
mg/L
3352
32
mg/L
1/18/98
1210
TSS
3353
1/18/98
1255
TSS
EPA 160.2
EPA 160.2
16
mg/L
3354
1/18/98
1340
TSS
EPA 160.2
14
mg/L
3450
1/18/98
1035
TSS
EPA 160.2
4.6
mg/L
3451
1/18/98
1120
TSS
EPA 160.2
15
mg/L
3452
3453
3454
4150
1/18/98
1/18/98
1/18/98
1/18/98
1205
1250
1335
1051
TSS
TSS
TSS
TSS
EPA
EPA
EPA
EPA
160.2
160.2
160.2
160.2
24
16
mg/L
mg/L
11
5.4
mg/L
mg/L
4151
1/18/98
1135
TSS
EPA 160.2
65
mg/L
mg/L
4152
1/18/98
1220
TSS
EPA 160.2
68
4153
1/18/98
1305
TSS
EPA 160.2
50
mg/L
4154
1/18/98
1345
TSS
EPA 160.2
32
mg/L
4250
4251
1/18/98
1/18/98
1045
1130
TSS
TSS
EPA 160.2
EPA 160.2
4.4
33
mg/L
mg/L
4252
1/18/98
1215
TSS
43
mg/L
4253
1/18/98
1300
TSS
EPA 160.2
EPA 160.2
40
mg/L
4254
4350
1/18/98
1/18/98
1340
TSS
EPA 160.2
18
mg/L
1040
TSS
EPA 160.2
4.8
mg/L
4351
4352
1/18/98
1/18/98
1125
1210
TSS
TSS
EPA 160.2
EPA 160.2
30
mg/L
41
mg/L
4353
1/18/98
1255
TSS
EPA 160.2
34
mg/L
4354
1/18/98
1335
TSS
EPA 160.2
20
mg/L
4450
1/18/98
1035
TSS
EPA 160.2
5.6
mg/L
4451
1/18/98
1120
TSS
EPA 160.2
16
mg/L
4452
1/18/98
1205
TSS
EPA 160.2
29
mg/L
4453
4454
1/18/98
1/18/98
1250
1330
TSS
TSS
EPA 160.2
EPA 160.2
26
15
mg/L
mg/L
4550
4551
1/18/98
1/18/98
1030
1115
TSS
TSS
EPA 160.2
EPA 160.2
5.2
13
mg/L
mg/L
5150
1/18/98
1030
TSS
EPA 160.2
6.2
mg/L
5151
1/18/98
1115
TSS
EPA 160.2
48
mg/L
5152
1/18/98
1200
TSS
EPA 160.2
63
mg/L
5153
1/18/98
1245
TSS
EPA 160.2
65
mg/L
5154
5250
5251
5252
5253
1/18/98
1/18/98
1/18/98
1/18/98
1/18/98
1330
1030
1115
1200
1245
TSS
TSS
TSS
TSS
TSS
5254
1/18/98
1330
TSS
EPA
EPA
EPA
EPA
EPA
EPA
160.2
160.2
160.2
160.2
160.2
160.2
47
5
36
47
50
37
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
5350
1/18/98
1030
TSS
EPA 160.2
4.6
mg/L
6N50
6N51
1/18/98
1/18/98
1030
1115
TSS
TSS
EPA 160.2
EPA 160.2
1.6
46
mg/L
mg/L
6N52
1/18/98
1200
TSS
EPA 160.2
47
mg/L
6N53
1/18/98
1245
TSS
EPA 160.2
55
mg/L
6N54
1/18/98
1330
TSS
EPA 160.2
36
mg/L
Figure A-6: TSS Concentrations for 600 cfs Pumping Test
Field
Number
Sampling
Date
Sampling
Time
Parameter
Method
Name
TSS
Conc.
Units
IN60
1/19/98
1140
IN61
1/19/98
1140
TSS
TSS
EPA 160.2
EPA 160.2
3
3.8
mg/L
mg/L
2160
1/19/98
1100
TSS
EPA 160.2
1.8
mg/L
2161
1/19/98
1140
TSS
EPA 160.2
10
mg/L
EPA 160.2
EPA 160.2
4.2
2
mg/L
mg/L
2162
1/19/98
1210
TSS
2260
1/19/98
1100
TSS
2261
2262
2460
1/19/98
1/19/98
1/19/98
1140
1210
1100
TSS
TSS
TSS
EPA 160.2
EPA 160.2
4.2
4.4
mg/L
mg/L
EPA 160.2
3.4
mg/L
2461
1/19/98
1140
TSS
EPA 160.2
5
mg/L
3160
1/19/98
1050
TSS
3.2
mg/L
3161
3162
1/19/98
1/19/98
1120
TSS
EPA 160.2
EPA 160.2
26
mg/L
1150
TSS
EPA 160.2
25
mg/L
3260
1/19/98
1045
TSS
EPA 160.2
4.6
mg/L
3261
1/19/98
1115
TSS
mg/L
1/19/98
1145
TSS
EPA 160.2
EPA 160.2
14
3262
23
mg/L
3360
1/19/98
1040
TSS
EPA 160.2
3
mg/L
3361
1/19/98
1110
TSS
EPA 160.2
3.8
mg/L
3362
1/19/98
1140
TSS
mg/L
1/19/98
1035
TSS
EPA 160.2
EPA 160.2
21
3460
3
mg/L
3461
1/19/98
1105
TSS
5
mg/L
3462
4160
4161
1/19/98
1/19/98
1/19/98
1135
1055
1127
21
6.2
mg/L
4162
1/19/98
1155
TSS
TSS
TSS
TSS
EPA 160.2
EPA 160.2
EPA 160.2
EPA 160.2
EPA 160.2
39
29
mg/L
mg/L
4260
4261
1/19/98
1/19/98
1048
1121
TSS
TSS
EPA 160.2
EPA 160.2
5
24
mg/L
mg/L
4262
4360
4361
4362
4460
1/19/98
1/19/98
1/19/98
1/19/98
1/19/98
1149
1044
1116
1144
1037
TSS
TSS
TSS
TSS
TSS
4461
1/19/98
1109
TSS
EPA 160.2
EPA 160.2
EPA 160.2
EPA 160.2
EPA 160.2
EPA 160.2
4462
1/19/98
1138
TSS
4463
1/19/98
1207
4560
1/19/98
4561
4562
mg/L
21
mg/L
5.8
mg/L
18
21
6
mg/L
mg/L
mg/L
9.2
mg/L
EPA 160.2
19
mg/L
TSS
EPA 160.2
23
mg/L
1033
TSS
EPA 160.2
4.2
mg/L
1/19/98
1103
TSS
EPA 160.2
2.8
mg/L
1/19/98
1133
TSS
EPA 160.2
16
mg/L
1045
1130
TSS
TSS
TSS
EPA 160.2
EPA 160.2
EPA 160.2
18
4.4
45
mg/L
mg/L
mg/L
1/19/98
1130
1045
TSS
TSS
EPA 160.2
EPA 160.2
36
4.4
mg/L
mg/L
1/19/98
1/19/98
1100
1130
TSS
TSS
EPA 160.2
EPA 160.2
37
mg/L
32
mg/L
mg/L
mg/L
4563
1/19/98
1202
5160
1/19/98
5161
5162
1/19/98
1/19/98
5260
5261
5262
5360
5361
1/19/98
1/19/98
1045
1100
TSS
TSS
EPA 160.2
EPA 160.2
3.2
14
5362
1/19/98
1130
TSS
EPA 160.2
30
mg/L
6N60
1/19/98
1045
TSS
EPA 160.2
-1
mg/L U
6N61
1/19/98
1100
TSS
EPA 160.2
35
mg/L
6N62
1/19/98
1130
TSS
EPA 160.2
35
mg/L
Figure A-7: Settling Tests after 300 cfs
Field
Number
Sampling
Date
Sampling
Time
Parameter
Method
Name
TSS
Conc.
Units
4105
1/16/98
1400
TSS
4106
1/16/98
1430
TSS
8
7
mg/L
mg/L
4107
1/16/98
1528
4108
1/16/98
1655
TSS
TSS
EPA 160.2
EPA 160.2
EPA 160.2
EPA 160.2
7.2
4.8
mg/L
mg/L
4205
4206
4207
1/16/98
1/16/98
1/16/98
1354
1428
1526
TSS
TSS
TSS
EPA 160.2
EPA 160.2
EPA 160.2
7.2
6.6
mg/L
mg/L
4.4
mg/L
4208
1/16/98
1651
TSS
EPA 160.2
5
mg/L
mg/L
4305
1/16/98
1354
TSS
EPA 160.2
5.8
4306
1/16/98
1424
TSS
EPA 160.2
6.6
mg/L
4307
1/16/98
1523
TSS
EPA 160.2
4.4
mg/L
4308
1/16/98
1650
TSS
EPA 160.2
4.8
mg/L
4405
1/16/98
1347
TSS
EPA 160.2
7.2
mg/L
4406
4407
4408
1/16/98
1/16/98
1/16/98
1421
1519
1645
TSS
TSS
TSS
EPA 160.2
EPA 160.2
EPA 160.2
5.4
4.4
mg/L
mg/L
4.8
mg/L
4505
4506
1/16/98
1/16/98
1347
1418
TSS
TSS
EPA 160.2
EPA 160.2
6.8
3.4
mg/L
mg/L
4507
1/16/98
1517
TSS
EPA 160.2
4.6
mg/L
4508
1/16/98
1644
TSS
EPA 160.2
4.2
mg/L
5105
1/16/98
1400
TSS
EPA 160.2
7.4
mg/L
5106
5107
5108
1/16/98
1/16/98
1/16/98
1430
1530
1700
TSS
TSS
TSS
EPA 160.2
EPA 160.2
EPA 160.2
7
7.6
mg/L
mg/L
5.6
mg/L
5205
5206
5207
1/16/98
1/16/98
1/16/98
1400
1430
1530
TSS
TSS
TSS
EPA 160.2
EPA 160.2
EPA 160.2
6.4
8
6
mg/L
mg/L
mg/L
5208
1/16/98
1700
TSS
EPA 160.2
5.4
mg/L
5305
1/16/98
1400
TSS
EPA 160.2
6.3
mg/L
5306
1/16/98
5307
5308
1/16/98
1/16/98
1430
1530
1700
TSS
TSS
TSS
EPA 160.2
EPA 160.2
7.4
6.2
mg/L
mg/L
EPA 160.2
6
mg/L
Figure A-8: Settling Tests after 500 cfs
Field
Number
Sampling
Date
Sampling
Time
Parameter
Method
Name
TSS
Conc.
Units
4105
4106
1/18/98
1/18/98
TSS
EPA 160.2
15
mg/L
4107
1/18/98
1430
1502
1557
TSS
TSS
EPA 160.2
EPA 160.2
12
9.6
mg/L
mg/L
4108
1/18/98
4205
1/18/98
1730
1425
TSS
TSS
EPA 160.2
EPA 160.2
8.2
14
mg/L
mg/L
4206
4207
1/18/98
1/18/98
1502
1557
TSS
TSS
EPA 160.2
EPA 160.2
11
8.8
mg/L
mg/L
4208
1/18/98
1730
4305
1/18/98
1420
TSS
TSS
EPA 160.2
EPA 160.2
7.4
12
mg/L
mg/L
4306
4307
1/18/98
1/18/98
1455
1549
1/18/98
1725
EPA 160.2
EPA 160.2
EPA 160.2
9.4
8.4
5.4
mg/L
4308
TSS
TSS
TSS
4405
1/18/98
1415
TSS
EPA 160.2
12
mg/L
4406
1/18/98
1455
TSS
EPA 160.2
7.2
mg/L
4407
1/18/98
1549
TSS
EPA 160.2
5.4
mg/L
4408
1/18/98
1725
TSS
EPA 160.2
4.8
mg/L
5105
1/18/98
1430
TSS
EPA 160.2
22
mg/L
5106
5107
5108
1/18/98
1/18/98
1/18/98
1500
1600
1730
TSS
TSS
TSS
EPA 160.2
EPA 160.2
EPA 160.2
17
12
9
mg/L
mg/L
mg/L
5205
1/18/98
1430
TSS
EPA 160.2
20
mg/L
5206
1/18/98
1500
TSS
EPA 160.2
16
mg/L
5207
1/18/98
1600
TSS
EPA 160.2
9.6
mg/L
5208
1/18/98
1730
TSS
EPA 160.2
9.2
mg/L
5305
1/18/98
1430
TSS
EPA 160.2
17
mg/L
5306
5307
5308
1/18/98
1/18/98
1/18/98
1500
1600
1730
TSS
TSS
TSS
EPA 160.2
EPA 160.2
EPA 160.2
9.8
8
6.2
mg/L
mg/L
mg/L
mg/L
mg/L
A.2 Stage Data
During the pumping tests, the stage in the canal was measured at stations 1, 2 and 5.
Measurements were performed at the times when TSS Data was collected at these stations. The
SFWMD also has permanent stage gauges at these three points that monitor the stage
on fifteen minute intervals. The data in Tables A-9 through A-12 show both sets of stage
measurements from the four pump tests. The stages are measured in feet.
Table A-9: Stage Measurements During the 200 cfs Pump Test
Time
9:30
9:45
10:00
10:15
10:30
10:45
11:00
11:15
11:30
11:45
12:00
12:15
12:30
12:45
13:00
13:15
13:30
13:45
14:00
14:15
14:30
14:45
15:00
15:15
15:30
15:45
16:00
16:15
16:30
16:45
17:00
17:15
17:30
17:45
18:00
Station 1
MIT
Station 2
MIT
10.92
10.8
Station 5
MIT
10.92
10.73
10.89
10.7
10.71
10.89
10.7
10.73
10.88
10.69
10.69
10.85
10.68
Station 1
SFWMD
10.9
10.9
10.91
10.92
10.92
10.89
10.86
10.87
10.88
10.88
10.88
10.88
10.88
10.88
10.88
10.88
10.89
10.89
10.89
10.89
10.88
10.88
10.87
10.86
10.86
10.86
10.85
10.85
10.88
10.91
10.91
10.89
10.89
10.9
10.89
Station 2
SFWMD
10.76
10.76
10.78
10.78
10.79
10.7
10.63
10.66
10.69
10.69
10.69
10.68
10.68
10.68
10.68
10.69
10.69
10.69
10.69
10.69
10.69
10.68
10.677
10.67
10.67
10.66
10.66
10.66
10.73
10.79
10.77
10.75
10.76
10.76
10.76
Station 5
SFWMD
10.86
10.87
10.89
10.91
10.77
10.58
10.64
10.7
10.71
10.71
10.7
10.71
10.7
10.69
10.69
10.7
10.7
10.71
10.71
10.72
10.71
10.7
10.69
10.69
10.68
10.68
10.68
10.83
11
10.92
10.82
10.89
10.93
10.85
10.85
Table A-10: Stage Measurements During the 300 cfs Pump Test
Time
8:30
8:45
9:00
9:15
9:30
9:45
10:00
10:15
10:30
10:45
11:00
11:15
11:30
11:45
12:00
12:15
12:30
12:45
13:00
13:15
13:30
13:45
14:00
14:15
14:30
14:45
15:00
15:15
15:30
15:45
16:00
Station 1
MIT
Station 2
MIT
11.2
11
11.4
11.2
11.5
11.3
11.65
11.38
Station 5
MIT
10.975
11.125
11.15
11.35
11.74
11.48
11.45
11.81
11.54
12.05
11.85
Station 1
SFWMD
11.26
11.28
11.3
11.31
11.39
11.44
11.49
11.53
11.55
11.6
11.64
11.65
11.66
11.69
11.73
11.73
11.73
11.74
11.76
11.77
11.79
11.8
11.87
11.92
11.92
11.93
11.96
11.97
11.99
12
12.01
Station 2
SFWMD
10.98
11
11.02
11.03
11.09
11.13
11.18
11.23
11.27
11.31
11.34
11.36
11.38
11.4
11.43
11.45
11.47
11.47
11.48
11.49
11.51
11.53
11.75
11.77
11.78
11.79
11.82
11.83
11.84
11.86
11.87
Station 5
SFWMD
10.89
10.91
10.92
10.94
10.96
11.04
11.09
11.14
11.18
11.22
11.26
11.3
11.32
11.34
11.36
11.4
11.41
11.41
11.42
11.43
11.45
11.76
11.99
11.82
11.84
11.95
11.93
11.91
11.95
Table A-11: Stage Measurements During the 400 cfs Pump Test
Station 1
SFWMD
10.35
10.36
10.37
10.4
10.34
10.33
10.35
Station 2
SFWMD
10.22
10.23
10.24
10.25
9.96
9.95
9.97
Station 5
SFWMD
10.33
10.35
10.35
9.67
9.52
9.58
9.59
10:15
10.39
10.01
9.6
10:30
10.41
10.03
9.64
10:45
11:00
10.43
10.45
10.05
10.07
9.67
9.69
10.47
10.09
9.72
10.49
10.5
10.5
10.5
10.5
10.5
10.51
10.51
10.58
10.63
10.64
10.62
10.61
10.62
10.61
10.11
10.12
10.13
10.14
10.14
10.14
10.15
10.14
10.48
10.5
10.49
10.48
10.48
10.48
10.477
9.73
9.76
9.77
9.78
9.78
9.78
9.79
10.27
10.72
10.64
10.52
10.6
10.63
10.58
10.56
Time
8:30
8:45
9:00
9:15
9:30
9:45
10:00
Station 1
MIT
Station 2
MIT
Station 5
MIT
10.35
10.4
10.28
9.7
9.55
9.625
10.38
10.02
10.47
10.11
11:15
11:30
11:45
12:00
12:15
12:30
12:45
13:00
13:15
13:30
13:45
14:00
14:15
14:30
14:45
15:00
9.85
10.51
10.15
9.875
10.51
10.16
Table A-12: Stage Measurements During the 500 cfs Pump Test
Time
10:30
10:45
11:00
11:15
11:30
11:45
12:00
12:15
12:30
12:45
13:00
13:15
13:30
13:45
14:00
14:15
14:30
14:45
15:00
15:15
15:30
15:45
16:00
Station 1
MIT
Station 2
MIT
Station 5
MIT
10.475
10.44
10.32
9.65
9.375
9.225
10.34
9.87
9.225
10.32
9.225
9.225
10.3
9.84
10.28
9.83
10.525
Station 1
SFWMD
10.42
10.43
10.44
10.44
10.39
10.33
10.32
10.32
10.31
10.31
10.3
10.3
10.3
10.28
10.28
10.27
10.33
10.38
10.41
10.38
10.36
10.36
10.35
Station 2
SFWMD
10.29
10.3
10.3
10.31
10.04
9.88
9.85
9.85
9.84
9.84
9.84
9.83
9.83
9.82
9.81
9.81
10.19
10.26
10.267
10.22
10.22
10.22
10.21
Station 5
SFWMD
10.4
10.41
10.42
9.85
9.26
9.15
9.14
9.12
9.12
9.13
9.12
9.12
9.13
9.12
9.12
9.93
10.45
10.46
10.3
10.32
10.38
10.34
10.29
Appendix B:
Grain Size and Organic Content Analysis
In general the procedure for the above tests were in accordance with the specifications set out in
the ASTM standards D 422-63 and D 2974-87 [1], with slight modifications. An overview of
these standards is given below:
B.1: Organic Content (ASTM D 2974-87)
1.
2.
3.
A small amount of the dried soil sample (about 10 grams) was placed in a porcelain dish
and weighed.
The dish was placed in the muffle furnace and kept there for 24 hours at 750 C.
The sample was then weighed to determine the mass of organics burnt off.
Calculations:
% Organic Content =
Mass Burnt Off
Off xBurnt
100
Original Soil Mass
(B.1)
The Organic content for the samples is given in Appendix B.3.1.
B.2: Grain Size Analysis (ASTM D 422-63)
B.2.1: Hydrometer Tests
The soil sample is usually sieved before carrying out the hydrometer analysis. However, due to
the high organic content of the soil sample, the hydrometer test was carried out first to prevent
altering the soil matrix during drying.
1.
2.
3.
4.
The moisture content of the soil samples was determined by oven drying at 105 C about
10 grams of the samples.
Based on the moisture content, the equivalent of about 50 grams dry soil sample was
weighed out for the hydrometer tests. Because of the small amounts of sample available,
only three of the samples were analyzed.
The soil samples were mixed with a solution of the dispersing agent (Sodium
Hexametaphosphate) in distilled water and left overnight to soak.
The samples were dispersed further using apparatus A [1], and poured into glass
sedimentation cylinders. These were allowed to stand for 24 hours to equilibrate the
temperature in the water bath.
5.
Hydrometer tests (as described in ASTM D442-63, section 10) were then carried out on
the three samples.
This involved the use of a hydrometer to record changes in the relative density of the soil
water solution with time. The Stokes equation given below gives the relationship
between the falling velocity wf of a particle and it size.
w/ = gd
gd 2
- p)
(B.2)
18 p
where:
g = acceleration due to gravity
d = diameter of particle
p, = density of particle material
p = density of water .
g = dynamic viscosity
This is used with the hydrometer readings to calculate the grain size of the particles.
6.
After the hydrometer tests were completed, the sample solutions were oven dried to
obtain the dry mass of the soils. These samples were then used for sieve analysis.
The hydrometer tests were based on a soil density of 2650 Kg/m 3. The hydrometer test
results are given in appendix B2.
B.2.2: Sieve Analysis
The sieve analyses were carried out on the dry samples as described in ASTM D 422. When the
first sieve analysis was carried out on each of the samples, it was discovered that the drying
process had produced a lot of clumps which could not be broken up, thus giving erroneous
results. An organic content analysis (Appendix B.3.1) of these clumps showed that they were
very high in organic content, indicating that the organic material in samples had formed clumps
with finer soil particles. To get better results the three samples were soaked in water for 24 hours
and then washed on a #270 sieve. The material retained was oven dried and then sieved. This
produced no clumping and gave reasonable results.
The results for the sieve analysis and the grain size curves are given in Appendix B.3.3 and B.4
respectively.
B.3: Test Results
B.3.1: Organic Content
The results for the organic content tests are given below. Only two of the soil samples were
used. The clumps were from both samples 62 and 51.
Table B-1: Soil Organic Content Analysis
B.3.2: Hydrometer Test Results
The hydrometer results are presented below. The analysis is based on the ASTM D 442 Standard
and Soil Testing for Engineers [6].
To show how the calculations were carried out, the data for sample 51 has been used. The
column denoted Sample information gives general information about the sample that was used in
calculating the grain sizes. The weight of the sample calculated after the test was completed is
also here. The specific gravity of the solids is also given. A calibration had already been carried
out for the hydrometer and cylinders and the values used for this are shown in this column.
B.3.2.1: Description of Columns A to L
Column
Column
Column
Column
Column
Column
Column
Column
A:
B:
C:
D:
E:
F:
G:
H:
the time elapsed since the beginning of the test in minutes.
the hydrometer relative density readings obtained in the sample solution (r).
the hydrometer relative density readings obtained in the control solution (r,).
1000(r-1)
1000(r, -1)
the temperature in C. It is used in getting accurate values of the water density.
R-R,
the value of y, which is the unit weight (density) of water. This is dependent on the
temperature.
Column I: the percentage of material finer, than the diameter calculated for this reading. It is
given by:
V
G
N= -
-
Y, (r - r,)x100%
(B.2)
Where y, is the unit weight of water at which the hydrometer was calibrated (0.9982063 g/cm 3
for these tests).
Column J: the value of Zr, the hydrometer calibration used. The no correction value was used
for the first 2 minutes after which the corrected value was used (formulae for this are
given in the sample information column).
Column K: This is the value of viscosity of water at different temperatures (taken from table A3, [5]).
Column L: This is the calculated grain size and is given by
Where y,= G, y,; Note that the value of D obtained by (B.3) is multiplied by 10 to get the
diameter in mm.
Table B-2: Hydrometer Analysis of Sample 51
Sample:
Depth:
Specific Gravity (Gs):
Soil Sample Weight:
.
Wt. container +
dry soil, in g:
Wt. container, in g:
Wt. added salt, In g:
Wt. dry soil, in g:
51
8ft
2.65
55.49
558.51
503.02
5
55.49
Columns
.t---- --I--
-------
i
q
Initial readings:
Elapsed
Time
R=
r
r
1000(r-1)
R==
1000(r -I)
(min.)
R-R,
0.9979
0.9979
0.9979
0.9979
0.9979
0.9979
0.9978
0.9978
0.9975
0.9981
0.9981
H
(gcm)
1.0157
1.0145
1.0140
1.0130
1.0103
1.0080
1.0075
1.0064
1.0061
1.0030
1.0030
1.0030
1.0030
1.0030
1.0030
1.0031
1.0030
1.0028
15.65
14.45
14.00
13.00
10.30
8.00
7.50
6.40
6.10
3.00
3.00
3.00
3.00
3.00
3.00
3.10
3.00
2.80
21.5
21.5
21.5
21.5
21.5
21.5
21.8
22.0
23.3
1 0061
1 0034
6.10
3.40
20.4
12.65
11.45
11.00
10.00
7.30
5.00
4.40
3.40
3.30
2.70
A
B
C
D
E
F
G
volume, In cm':
1000
Hydrometer No.:
56961
C., in cm:
Zr (no correction):
Zr (with correction):
0.0005
17.30248-.25801R
15.93051-.25801R
g,
Temp.
(0C)
(I
0.50
1.00
2.00
5.00
15.00
30.00
60.00
250.00
480.00
1I440
23.273
Cylinder Area (A), in em:
-
-
.
.
Sample Information
N
()
36.55
33.08
31.78
28.89
21.09
14.45
12.71
9.82
9.53
7.8
7.80
Zr
m
(cm)
(g-s)cm
13.26
13.57
13.69
12.58
13.27
13.87
14.00
14.28
14.36
9.92E-06
9.92E-06
9.92E-06
9.92E-06
9.92E-06
9.92E-06
9.85E-06
9.80E-06
9.50E-06
14. ib
14.36t
J
1r.U~-
1.UZ:-UO
K
Table B-3: Hydrometer Analysis of Sample 52
Sample:
Depth:
Specific Gravity (Gs):
52
8ft
2.65
Soil Sample Weight:
Wt. container +
dry soil, in g:
Wt. container, in g:
Wt. added salt, in g:
Wt.dry soil, in g:
38.71
.......
. ........ .... .............. . . .
. .. .......... ........ .. . . . .. . .
Initial readings:
Elapsed
Time
(mi n.)
0.50
1.00
2.00
5.00
15.00
30.00
60.00
250.00
480.00
1440
547.51
508.8
5
38.71
. . . . . ..
. . . . ..
... ..... ..... . . . ........................
... . . . . . . . . . . . . . . . . . .. . . .. . . . . . .. . . . . . . ..
H........
..
. ..
......................................
... ..
.
r
r
..
..........
1.0121
1.0111
1.0107
1.0103
1.0090
1.0068
1.0060
1.0051
1.0049
1.0049
R,=
12.05
11.10
10.65
10.30
9.00
6.80
6.00
5.10
4.90
4.90
1.0030
1.0030
1.0030
1.0030
1.0030
1.0030
1.0031
1.0030
1.0028
1.0034
Temp.
R-R,
3.00
3.00
3.00
3.00
3.00
3.00
3.10
3.00
2.80
3.40
("C)
21.5
21.5
21.5
21.5
21.5
21.5
21.8
22.0
23.3
20.4
9.05
8.10
7.65
7.30
6.00
3.80
2.90
2.10
2.10
1.50
(g/cm)
0.9979
0.9979
0.9979
0.9979
0.9979
0.9979
0.9978
0.9978
0.9975
0.9981
37.48
33.55
31.68
30.23
24.85
15.74
12.01
8.70
8.70
6.21
... ..
......... ........
- I
Zr
m
(cm)
14.19
14.44
14.55
13.27
13.61
14.18
14.38
14.61
14.67
14.67
(g-s)/cm 2
9.92E-06
9.92E-06
9.92E-06
9.92E-06
9.92E-06
9.92E-06
9.85E-06
9.80E-06
9.50E-06
1.02E-05
...........
.............. ...............
.
I-...
.
.
..... ................
iI
i .....
|
I
.......................
........
........
t
i
...... . .........
I
..................
.... .......................................
i....
i
..............
. . . . . . i .. . . . . . . . .
i30248-.25801R
17.
.............
-.250 R
......... ...
.........................
.. .........
.............
|
1
.........................
i
1000
1 30
r (wth correcion): ..................
g
............. . . . ..................
.... ................ .................
. ......
...........................
Zr (no correction):
1000(r,-)
...
Iydrometer Calibration Data
2
123.273
Cylinder Area incm :
Volume,in cm :
R=
1000(r-1)
Sample:
Depth:
Specific Gravity (Gs):
Soil Sample Weight:
Wt. container +
dry soil, in g:
Wt. container, in g:
Wt. added salt, in g:
Wt. dry soil, in g:
62
8ft
2.65
142.84
636.02
493.18
5
142.84
Table B-4: Hydrometer Analysis of Sample 62
ampe 6
Tabl B-: HdromterAnaysisof
ilnitial readings:
Elapsed
Time
r
(min.)
L
0.50
1.00
2.00
5.00
15.00
30.00
60.00
250.00
480.00
1440
1.0248
1.0227
1.0197
1.0179
1.0165
1.0160
1.0150
1.0125
1.0112
1.0102
r,,
1.0030
1.0030
1.0030
1.0030
1.0030
1.0030
1.0031
1.0030
1.0028
1.0034
R=
1000(r-1)
24.75
22.65
19.65
17.90
16.50
16.00
15.00
12.50
11.20
10.20
R,=
1000(r,-1)
Temp.
3.00
3.00
3.00
3.00
3.00
3.00
3.10
3.00
2.80
3.40
(OCI
21.5
21.5
21.5
21.5
21.5
21.5
21.8
22.0
23.3
20.4
R-R.
21.75
19.65
16.65
14.90
13.50
13.00
11.90
9.50
8.40
6.80
1
.......... . ............
Cylinder Area (A), in cm :
.
.. ..........
2 3 .2 73..
Volume, in cm3:
1000
Hlydrometer No.:
....................................
.........
.
C.,in cm:
0.0005
Zr (no correcion): ...........
I17.30248-.25801R
Zr (with correction):
15.93051-.25801R
. i.
...,
.. . i
...
. . .. . .. - .
I
.......... i...........
i
........._ . .I
i
...... ..1 ..
............
i......
.........
......j
/g,
(g/cm)
0.9979
0.9979
0.9979
0.9979
0.9979
0.9979
0.9978
0.9978
0.9975
0.9981
Zr
N
I(%)
24.41
22.05
18.69
16.72
15.15
14.59
13.36
10.66
9.43
7.63
m
(cm) f (g-s)/cm
10.92
11.46
12.23
11.31
11.67
11.80
12.06
12.71
13.04
13.30
z
9.92E-06
9.92E-06
9.92E-06
9.92E-06
9.92E-06
9.92E-06
9.85E-06
9.80E-06
9.50E-06
1.02E-05
B.3.3: Sieve Analysis:
The results for the sieve analysis tests are presented below:
Table B-5: Sieve Analysis Data for Sample 51
Number
10
20
30
60
100
200
270
Pan
Sieve sample 51
Opening (mm)
2.0000
0.8400
0.5900
0.2500
0.1490
0.0740
0.0530
less than 0.053
Weight (g)
452.25
411.88
402.64
349.38
350.15
389.16
342.6
342.62
Soil +
Sieve (g)
453.17
413.16
403.65
354.77
364.77
398.6
344.85
343.84
Dry Soil
Weight (g)
0.92
1.28
1.01
5.39
14.62
9.44
2.25
1.22
% Finer
98.34
96.04
94.22
84.50
58.15
41.14
37.09
34.89
Table B-6: Sieve Analysis Data for Sample 52
Number
10
20
30
60
100
200
270
Pan
Sieve sample 52
Opening (mm)
2.0000
0.8400
0.5900
0.2500
0.1490
0.0740
0.0530
less than 0.053
Weight (g)
452.3
411.89
402.64
349.69
350.2
389.23
343.29
342.65
Soil +
Sieve (g)
453.67
416.83
404.99
354.67
357.89
395.16
344.21
343.43
Dry Soil
Weight (g)
1.37
4.94
2.35
4.98
7.69
5.93
0.92
0.78
% Finer
96.46
83.70
77.63
64.76
44.90
29.58
27.20
25.19
Table B-7: Sieve Analysis Data for Sample 62
Number
20
30
60
100
200
270
Pan
Sieve Sample 62
Opening (mm)
0.8400
0.5900
0.2500
0.1490
0.0750
0.0530
less than 0.053
Weight (g)
411.91
402.68
349.51
350.06
389.33
342.63
342.66
Soil +
Sieve (g)
432.76
406.88
371.69
395.96
409.94
347.35
345.38
Dry Soil
Weight (g)
20.85
4.2
22.18
45.9
20.61
4.72
2.72
% Finer
85.40
82.46
66.93
34.78
20.35
17.04
15.14
B.4: Grain Size Distribution
The grain size distribution curves are given for the three samples analyzed:
100
90
80
70
-IIA
I-
60
r
,
50
40
30
20
10
0
0.0001
0.0010
0.0100
0.1000
Grain Size (mm)
----
Sieve Analysis
-
Hydrometer
Figure B-1: Grain Size Distribution Curve for Sample 51
1.0000
10.0000
100
90
-
80 70 -
-f
60
_
S50
S 40
30
20
-*--- D"
0
0.0001
0.0010
0.0100
0.1000
Grain Size (mm)
--
Sieve Analysis
-- *-
Hydrometer
Figure B-2: Grain Size Distribution Curve for Sample 52
1.0000
10.0000
100
90
80
70
30
20
10
0
0.0001
0.0010
0.0100
0.1000
Grain Size (mm)
- - Sieve Analysis
-*-
Hydrometer
Figure B-3: Grain Size Distribution Curve for Sample 62
1.0000
10.0000
B.5: Field Tests for Settling Velocity
The theory used in calculating the settling velocity from the field data is given in Section 5.1.
The following gives data not analyzed in the section 5.1.
0.85
0.80
0.75
0.70
0.65
0.60
0.5
1
1.5
2.5
2
3.5
3
Time (hr)
Figure B-4: Settling Velocity Test at 300cfs for Station 4
0.85
0.80
0.75
0.70
0.65
0.60
0
0.5
1
1.5
2
2.5
3
Time (hr)
Figure B-5: Settling Velocity Test at 300cfs for Station 4 Between Samples
3.
0.9
-
•U
0.8
0.8
0.7
0.7
0.6
Time (hr)
Figure B-6: Settling Velocity Test at 300cfs for Station 5
0.6
Time (hr)
Figure B-7: Settling Velocity Test at 300cfs for Station 5 Between Samples
1.2
1.1
1.0
S0.9
U--
0.8
e3
0.7
0.6
Time (hr)
Figure B-8: Settling Velocity Test at 500cfs for Station 4
1.0
E--
C 0.9
-
-
0.8
0.7
0.6
Time (hr)
Figure B-9: Settling Velocity Test at 500cfs for Station 4 Between Samples
100
1.3
1.2
1.1
1.0
0.9 ~---,
0.8
Time (hr)
Figure B-10: Settling Velocity Test at 500cfs for Station 5
1.3
1.2
1.1
1.0
0.9
0.8
0.7
Time (hr)
Figure B-11: Settling Velocity Test at 500cfs for Station 5 Between Samples
Based on the above charts the following settling velocities were obtained. Table B-8 also
shows the slope of the above graphs. The depth of water at station 5 was 7 ft while at station
4 a value of 10 ft was used.
101
Table B-8: Settling Velocity (ft/hr) Results for 300 cfs
Station 5
Station 4
Time (hrs)
Average
0.5 to 1
1 to 2
2 to 3.5
Wf (ft/hr)
1.12
3.03
1.48
0.38
Slope b
-0.05
-0.13
-0.06
-0.02
Wf (ft/hr)
0.50
-1.52
0.86
0.71
Slope b
-0.03
0.09
-0.05
-0.04
Table B-9: Settling Velocity (ft/hr) Results for 500 cfs
Station 4
Time (hrs)
Average
0.5 to 1
1 to 2
2 to 3.5
Slope b
-0.10
-0.25
-0.09
-0.06
Wf (ft/hr)
2.22
5.82
2.07
1.48
Slope b
-0.12
-0.28
-0.16
-0.06
Station 5
Wf (ft/hr)
1.97
4.49
2.58
0.90
B.6: Settling Velocity During Pumping
The following gives computed results for settling velocity during pumping based on Equation
5.6. The theory used is given Section 5.1. The sample numbers indicate the order in which
the samples were collected during testing.
Table B-10: Settling Velocity (ft/hr) During Pumping for 500 cfs
Sample #
Station 4
Station 5
1
52.98
22.83
2
32.21
23.25
3
24.72
20.82
4
28.64
18.99
Table B-11: Settling Velocity (ft/hr) During Pumping for 400 cfs
Sample #
Station 4
Station 5
1
14.91
5.16
2
21.83
16.66
3
8.79
8.36
4
18.54
5.85
102
Table B-12: Settling Velocity (ft/hr) During Pumping for 300 cfs
1
1.46
2.98
Sample #
Station 4
Station 5
2
8.58
0.76
4
5.21
5.81
3
10.56
1.88
Table B-13: Settling Velocity (ft/hr) During Pumping for 200 cfs
Sample #
Station 4
Station 5
1
3.17
0.00*
2
5.43
4.08
3
3.62
1.87
4
1.54
4.99
* indicates that the TSS increasedwith height above bottom of canal,giving a negative Wf
Table B-14: Average Settling Velocity (ft/hr) and Standard Deviation During Pumping
for Different Flow Rates
Flow Rate
500 cfs
400 cfs
300 cfs
200 cfs
Average Velocity (ft/hr)
28.06
12.51
4.66
3.09
Standard Deviation
10.92
6.27
3.54
1.84
Exp(-15wfu*)
0.37
0.56
0.69
0.72
D (mm)
0.05
0.03
0.02
0.02
* Diameter of an equivalentparticle
103
Appendix C:
Head Loss Parameter Modeling for the Entrance
Culverts to the ENR Supply Canal
One of the key assumptions of the sediment transport model is that the suspended solids
entering into the ENR supply canal are the same as the suspended solids in the West Palm
Beach canal. More specifically, the TSS measured at station 1 (via the Niskin bottles)
matches the depth averaged TSS measured at station 2 (with the TSS masts). This
assumption allows for the data at station 2 to be used as the representative inflow TSS
concentrations into the control volume/supply canal and ignore the data at station 1. This is
advantageous since setting up a TSS mast in the West Palm Beach Canal (station 1) was
impratical. As a consequence, only one TSS measurement could be taken there for every
time period tested for (as opposed to the four to five samples taken with depth as station 2).
Thus, utilizing station 2 as the input location allowed for the use of more data.
If the TSS concentrations at stations 1 and 2 did not match, it would be prudent to utilize the
TSS measurements at station 1 for the inflow values. In between stations 1 and 2 are located
five entrance culverts each eight feet in diameter buried beneath a levee that connect the West
Palm Beach canal with the supply canal. Flow through these culverts could have a
significant impact on the hydraulics of the supply canal. Any sediment transport model
having to utilize station 1 as the input site would have to control for the effects of the flow
through these culverts. Since it was uncertain whether or not the uniform TSS concentrations
assumption would be valid and it would take some time for the TSS results to be obtained, it
was decided to go ahead and attempt to determine the effects of the entrance culverts on the
flow characteristics in case this was necessary for the final sediment transport model.
The largest hydraulic effect of the entrance culverts is going to be the loss in energy (or head)
due to friction and the constriction and subsequent expansion of the flow upon entering each
culvert. The loss in head decreases the amount of energy available to drive flow from the
West Palm Beach canal through the supply canal and into the ENR. This effect needs to be
determined via modeling in order to estimate its properties.
Fluids flow from an area of high energy (head) to low energy. This fact implies that there
must be a higher head in the West Palm Beach canal for water to flow into the supply canal.
Flow through the culverts will result in headlosses. The total head loss through the culvert
will be comprised of three componets:
* The frictional head loss due to flow through the corrugated pipes retarding flow
* The entrance head loss due to the flow contracting and subsequently expanding when it
enters the culverts
* The exit head loss resulting from the fluid flow slowing down as it enters into a larger
area of flow
104
The total head at any point in an open channel can be characterized by the open channel form
of the Bernoulli Equation (C.1) [6].
V2
H
- +z
2g
(C.1)
where H is the total head, v is the velocity of the flow, g is the gravitational constant, and z is
the elevation. The concept of energy conservation is expressed by (C.2).
(C.2)
H, = H2 + AH
The term AH represents the total head loss between stations 1 and 2. Rearranging (C.1) and
(C.2) and breaking the head loss term into its three component parts yields (C.3) [6].
2
2
AH = g +z-
2
2
2g
2
2g
= (f-+
d
C+ 1)
v
2g
(C.3)
where:
v, is the velocity at station 1
v2 is the velocity at station 2
f is the Darcy Weisbach friction factor
L is the length of the culverts (115 ft = 35.05 m)
d is the diameter of the culverts (8 ft = 2.44 m)
C is the entrance loss coefficient
v, is the velocity in the pipes
The parameters C and f vary for different physical systems. These two parameters need to be
estimated in order to better understand the hydraulic properties occuring between stations 1
and 2.
The cross sectional area of the West Palm Beach canal is large compared to the ENR supply
canal. As a result an assumption of the velocity at station 1 equal to zero was made.
Knowing the flow rate (Q) being pumped through the supply canal, it is possible to determine
the velocities at both stations 2 and in the culverts since both cross-sectional areas are known.
Since the elevations at both stations 1 and 2 were measured at each testing period, (C.3) can
be rewritten in terms of the head difference.
Z -
z2 =
2
v
2g
+ (f
L
-
d
v2
+
C + 1) VP
(C.4)
2g
Knowing the difference in elevation, the velocities at station 2 and in the culverts, and the
length and diameter of the culverts allows for the two unknown parameters (f and C) to be
estimated. Typical values of f and C are known, but the exact figures can only be estimated.
105
Based on experience it is evident that frictional losses through the culverts will dominate the
head losses. Typical values of the entrance loss contraction coefficient (C) range from 0.5 to
1. A value of 0.5 corresponds to a Borda's mouthpiece geometry (where the pipe fully
intrudes into the body of water). This is the geometry we have in this case except the
culverts lie near the bed of the canal which decreases the volume of contraction so the head
loss coefficient will be slightly higher. As a consequence, a first approximated value ofC =
0.6 was utilized. This value was then inserted in (C.4) along with the elevation changes
measured during various flow rates to obtain a first approximation of f. Inserting the
contraction coefficient of 0.6 with the elevational changes for varying flow rates yielded an
estimate for f near 0.2. Typical values of f are around 0.02 for open channel flow friction;
however, this friction factor should increase dramatically for flow through a corrugated
culvert (increased roughness). As a consequence, this value seemed reasonable.
Since the values of f and C are not known precisely, they were varied slightly in attempt to
yield "best fit" estimates. Alternate C values of 0.75 and 1 were inserted into (C.4) yielding f
estimates of 0.19 and 0.172 respectively. These three different sets of parameters were input
into a spreadsheet model in order to determine the deviation with actual measurements. The
set of parameters that minimized the deviation among all flow rates would be chosen as the
"best fit" set of estimated f and C values.
Table C-1 lists the outcome of inserting the three sets of parameters into the model ind the
resulting deviations from the observed values.
Table C-1: Modeling of Head Loss to Estimate f and C
Q (cfs)
200
300
400
Az (obs)
0.015
0.046
0.058
C = 0.6
Az (mod)
0.015
0.033
0.062
500
0.101
0.097
f= 0.2
deviation
0
-0.013
0.004
C = 0.75
Az (mod)
0.015
0.033
0.062
f= 0.19
deviation
0
-0.013
0.004
C=1
Az (mod)
0.015
0.033
0.061
f= 0.172
deviation
0
-0.013
0.003
-0.004
0.097
-0.004
0.097
-0.004
where all the reported values are in meters, Az (obs) is the observed elevation difference
between stations 1 and 2, and Az (mod) is the predicted elevation difference from the model.
As can be see by the results of the deviations listed in Table C-1, varying the parameters
slightly had a negligible effect on the model's predicted elevation differences. Thus, the
original determination of the contraction coefficient (C) of 0.6 and a Darcy Weisbach friction
factor (f) of 0.2 are assumed to apply for the culverts between stations 1 and 2.
If the reported TSS concentrations turned out not to illustrate a constant TSS concentration
between stations 1 and 2, then the data at station 1 would have to be used in the sediment
transport model. This would mandate the use of the parameters (C and f) to properly
characterize the flow conditions throughout the new expanded control volume (from stations
1 to 5).
106
Appendix D:
Data from Sediment Transport Model
D.1 Mass Fluxes
This chart shows the values for the mass flux for different pumping rates, sections of the
canal, and times. The canal segment indicates the number of the segment, with segment 1
between stations 2 and 3, segment 2 between stations 3 and 4, and segment 3 between
stations 4 and 5. The sampling number indicates which sample over time, with 0 taking
place before pumping started, 1 as the first sample after pumping started, etc. The 300 cfs
pump test is the only test with a mass flux during at the very beginning because the pumps
had been running long before sampling began.
Pump Rate (cfs)
Canal Segment
200
200
200
200
200
200
200
200
200
200
200
200
300
300
300
300
300
300
300
300
300
300
300
300
400
400
400
400
400
400
400
1
1
1
1
2
2
2
2
3
3
3
3
1
1
1
1
2
2
2
2
3
3
3
3
1
1
1
1
2
2
2
Sampling
Number
1
2
3
4
1
2
3
4
1
2
3
4
0
1
2
3
0
1
2
3
0
1
2
3
1
2
3
4
1
2
3
Mass Flux
(kg/m2s)
5.8e-7
2.8e-7
3.1e-7
4.3e-7
-6.1e-7
-1.7e-7
-3.4e-7
-5.2e-7
4.3e-9
1.3e-6
1.2e-6
7.6e-7
1.3e-6
1.4e-6
1.Oe-6
4.8e-7
1.8e-6
2.1e-6
1.6e-6
1.4e-6
2.3e-6
-1.8e-8
3.7e-8
8.4e-7
1.1e-5
7.8e-6
3.9e-6
2.1e-6
-3.4e-6
6.2e-6
3.9e-6
107
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400
400
400
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500
500
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500
500
500
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3
3
3
3
1
1
1
1
2
2
2
2
3
3
3
3
4
1
2
3
4
1
2
3
4
1
2
3
4
1
2
3
4
3.8e-6
1.0e-5
4.8e-6
2.2e-5
7.4e-6
1.1e-5
1.4e-5
6.8e-6
4.1e-6
1.5e-6
1.3e-5
1.8e-5
7.2e-6
1.2e-5
1.12e-5
2.3e-5
2.4e-5
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7:28
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7:10
7:11
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10:26
10:29
10:31
10:36
10:39
12:41
16:48
23:37
23:50
1:25
7:52
13:51
13:53
13:56
5:57
7:24
7:28
8:01
10:01
10:27
11:15
11:16
11:57
12:30
5:42
8:05
15:12
16:42
17:42
18:27
18:36
18:43
9:06
9:07
11:48
11:54
9:43
9:52
359
468
5
47
5
1
1
193
2
3
2
5
3
122
247
406
13
95
387
1799
2
3
961
84
3
33
120
26
48
1
41
33
2472
143
427
90
60
45
9
7
863
1
161
6
1309
9
294.60
384.05
11.92
38.57
11.92
0.82
2.38
158.38
4.77
20.80
4.77
4.10
7.15
100.12
588.78
967.79
90.14
226.45
2683.26
4288.30
13.87
72.36
6663.09
200.23
2.46
78.66
832.02
61.98
332.81
24.12
284.27
78.66
17139.60
3449.23
2960.60
214.53
416.01
107.27
62.40
16.69
5983.60
2.38
132.12
14.30
9075.94
21.45
0.04419
0.05761
0.00179
0.00579
0.00179
0.00012
0.00036
0.02376
0.00072
0.00312
0.00072
0.00062
0.00107
0.01502
0.08832
0.14517
0.01352
0.03397
0.40249
0.64324
0.00208
0.01085
0.99946
0.03003
0.00037
0.01180
0.12480
0.00930
0.04992
0.00362
0.04264
0.01180
2.57094
0.51739
0.44409
0.03218
0.06240
0.01609
0.00936
0.00250
0.89754
0.00036
0.01982
0.00215
1.36139
0.00322
109
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13:33
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3:32
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15:25
16:52
9:21
9:26
9:52
9:57
10:12
12:42
13:16
15:17
8:12
9:09
13:11
13:12
13:33
13:54
17:19
8:12
18:28
16:36
14:58
16:10
16:29
16:43
9:49
10:07
18:30
1:03
14:57
15:15
15:23
5
30
1365
120
246
5301
3
1
4038
1
3263
209
2
1168
362
1
87
989
5
26
5
15
150
34
121
1015
57
242
1
4
21
205
2333
616
1325
7098
63
18
14
927
18
503
390
3713
14
4
34.67
71.51
9464.22
832.02
586.39
36754.45
2.46
2.38
27997.45
24.12
22623.99
5041.19
1.64
28172.76
2509.92
2.38
603.21
23855.19
34.67
61.98
34.67
35.76
1040.02
81.05
838.95
24482.32
395.21
576.86
6.93
3.28
145.60
488.66
16175.84
1468.37
3158.42
16919.59
150.17
42.91
11.49
760.72
42.91
412.77
320.04
3046.97
11.49
3.28
0.00520
0.01073
1.41963
0.12480
0.08796
5.51317
0.00037
0.00036
4.19962
0.00362
3.39360
0.75618
0.00025
4.22591
0.37649
0.00036
0.09048
3.57828
0.00520
0.00930
0.00520
0.00536
0.15600
0.01216
0.12584
3.67235
0.05928
0.08653
0.00104
0.00049
0.02184
0.07330
2.42638
0.22026
0.47376
2.53794
0.02253
0.00644
0.00172
0.11411
0.00644
0.06192
0.04801
0.45705
0.00172
0.00049
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44
1157
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243
4271
4224
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3
5496
875
164
659
549
1
6
1
347
821
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507
667
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7448
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1
1
2493
3
38
1654
1
1
2381
421
243
1722
1
3
1781
542
35
49
1573
104.88
949.46
3588.58
5.74
199.41
3504.88
3466.31
3426.10
7.15
4510.14
2085.75
1137.09
15895.42
3806.49
0.82
14.30
0.82
827.15
673.73
2.38
715.58
1208.54
4624.64
88.20
4102.37
51640.66
5.74
6.93
2.38
17285.20
7.15
263.47
39895.33
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57430.95
2919.00
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7.15
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475
1336
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6
4
123
6
562
147
7
5
15
15
3
14
520
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1416
247
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3
9
2
4
2
4
1
143
37
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180
6
28
20
12
6
3
51
3
2948
3
1141
59
10
66
1
11457.25
9263.15
2.46
41.60
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852.82
14.30
461.19
120.63
16.69
34.67
361.81
699.91
20.80
337.69
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35.76
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588.78
55.47
7.15
62.40
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27.73
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27.73
2.38
991.49
892.46
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429.07
41.60
66.74
138.67
28.60
41.60
7.15
353.61
72.36
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72.36
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140.64
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1273
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3
52
72
211
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1247
3
537
1
958
1501
2751
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1837
1
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1
24
948
3
1
1749
77
735
396
2
780
3
2577
3673
1355
3
1
1
2
603
190
24.12
48.53
14.30
8826.34
7.15
55.47
9.53
55.47
7.15
360.54
1736.68
1462.97
2.38
8646.07
72.36
25056.84
24.12
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36204.90
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0.82
7.15
12736.83
0.82
34.67
2.38
166.40
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2.46
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5096.12
2745.66
4.77
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7.15
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63225.36
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6.93
48.24
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37700.37
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2:23
15:01
15:10
12:52
9:50
11:05
11:18
10:04
16:34
10:08
1/6/95
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8:03
13:36
14:32
16:09
16:15
9:36
9:37
6:42
10:02
15:46
18:42
10:41
8:10
14:35
16:26
11:06
18:23
8:03
6:57
15:27
1:16
8:52
15:56
11:20
11:36
13:22
11:31
14:50
14:23
10:41
1:09
14:15
14:19
11:27
11:31
2:13
15:01
15:10
12:42
9:33
11:05
11:18
10:04
10:14
9:06
10:09
3
333
2
97
3
6801
1
1265
196
3224
419
3634
1
385
111
1120
437
2260
1374
10
753
6
2
1063
14
74
21
103
16
83
867
4882
4
4148
4
3762
18038
9
1292
4121
75
13
4246
7210
992
1
2.46
793.78
1.64
231.22
2.46
16211.63
6.93
3015.40
467.21
2645.69
343.84
2982.14
2.38
315.94
264.59
7765.51
1041.68
15669.69
3275.22
8.21
617.93
4.92
1.64
872.32
11.49
60.73
17.23
84.52
13.13
68.11
711.48
4006.28
9.53
3403.94
9.53
3087.18
14802.38
21.45
1060.24
3381.78
61.55
30.99
3484.36
17186.56
2364.64
0.82
0.00037
0.11907
0.00025
0.03468
0.00037
2.43174
0.00104
0.45231
0.07008
0.39685
0.05158
0.44732
0.00036
0.04739
0.03969
1.16483
0.15625
2.35045
0.49128
0.00123
0.09269
0.00074
0.00025
0.13085
0.00172
0.00911
0.00258
0.01268
0.00197
0.01022
0.10672
0.60094
0.00143
0.51059
0.00143
0.46308
2.22036
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0.15904
0.50727
0.00923
0.00465
0.52265
2.57798
0.35470
0.00012
115
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10:09
10:27
10:51
4:10
10:56
12:07
12:31
10:34
10:36
13:22
13:27
13:53
13:57
0:05
0:08
9:22
11:49
11:52
12:45
12:46
12:48
9:27
9:30
9:31
14:50
2:01
9:24
9:25
9:27
11:09
11:13
7:22
14:45
6:39
6:40
7:03
7:07
14:59
7:13
7:15
6:37
7:31
7:35
9:53
9:54
9:58
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10:27
10:51
4:09
10:56
12:07
12:31
10:34
10:36
13:22
13:27
13:53
13:57
17:10
0:08
9:22
9:23
11:52
12:39
12:46
12:48
8:54
9:30
9:31
14:50
2:01
9:15
9:25
9:27
9:30
11:13
7:22
14:45
14:46
6:40
14:59
7:07
14:59
15:00
7:15
14:55
14:52
7:35
15:12
9:54
9:58
10:00
18
24
1038
1846
71
24
1323
2
3046
5
26
4
193
3
554
1
3
1487
1
2
1206
3
1
1759
671
3314
1
2
1443
4
2649
443
1
1
499
4
472
1
2
460
495
4
457
1
4
2
42.91
166.40
2474.29
4400.33
492.28
57.21
9173.01
4.77
21119.42
120.60
180.27
96.48
1338.16
2.46
3841.16
2.38
7.15
10310.10
0.82
4.77
8361.79
2.46
2.38
12196.01
1599.47
22977.60
0.82
4.77
10005.03
3.28
18366.82
10685.39
2.38
0.82
1189.47
3.28
1125.11
0.82
1.64
1096.51
1179.94
3.28
1089.36
0.82
9.53
13.87
0.00644
0.02496
0.37114
0.66005
0.07384
0.00858
1.37595
0.00072
3.16791
0.01809
0.02704
0.01447
0.20072
0.00037
0.57617
0.00036
0.00107
1.54652
0.00012
0.00072
1.25427
0.00037
0.00036
1.82940
0.23992
3.44664
0.00012
0.00072
1.50075
0.00049
2.75502
1.60281
0.00036
0.00012
0.17842
0.00049
0.16877
0.00012
0.00025
0.16448
0.17699
0.00049
0.16340
0.00012
0.00143
0.00208
116
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10:00
10:02
10:05
12:17
12:19
12:20
13:12
13:27
14:23
7:07
7:25
7:28
7:29
11:48
11:50
6:31
6:32
21:59
22:01
14:44
18:58
17:59
18:04
12:09
12:37
22:10
0:01
6:40
6:31
7:32
12:06
18:31
23:02
13:58
14:40
18:06
8:34
8:38
2:19
9:52
14:05
14:06
14:09
14:32
7:34
10:01
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10:02
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12:17
12:19
12:20
12:21
13:21
13:48
14:39
7:25
7:28
7:29
11:48
11:50
6:31
6:32
21:59
22:01
8:02
14:51
17:51
18:03
12:06
12:37
12:40
0:01
6:40
6:31
7:32
7:33
17:36
23:02
7:29
14:40
18:03
8:34
8:38
2:19
9:57
10:00
14:06
14:09
14:32
7:34
10:01
14:13
2
3
132
2
1
1
9
21
16
18
3
1
259
2
1121
1
927
2
601
7
1373
4
1082
4348
3
111
399
1431
61
1
330
271
507
42
203
868
4
1061
458
8
1
3
23
1022
147
252
48.24
139.98
8997.73
93.32
2.38
0.82
7.39
17.23
13.13
42.91
72.36
46.66
6247.21
4.77
27039.10
6.93
2209.70
13.87
1432.61
5.74
3272.84
9.53
2579.18
10364.38
2.46
91.09
951.10
9921.83
145.41
0.82
270.81
222.39
1208.54
34.47
483.89
2069.06
27.73
2529.12
375.84
6.56
0.82
7.15
159.47
2436.15
1019.22
6078.37
0.00724
0.02100
1.34966
0.01400
0.00036
0.00012
0.00111
0.00258
0.00197
0.00644
0.01085
0.00700
0.93708
0.00072
4.05586
0.00104
0.33146
0.00208
0.21489
0.00086
0.49093
0.00143
0.38688
1.55466
0.00037
0.01366
0.14267
1.48827
0.02181
0.00012
0.04062
0.03336
0.18128
0.00517
0.07258
0.31036
0.00416
0.37937
0.05638
0.00098
0.00012
0.00107
0.02392
0.36542
0.15288
0.91176
117
500
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14:13
16:04
16:06
21:31
21:47
11:34
12:21
13:18
13:21
2:31
2:39
3:02
3:03
11:12
11:15
13:57
14:48
8:45
9:30
12:09
14:34
14:38
16:02
16:03
16:06
17:34
19:14
19:15
14:19
15:46
17:42
3:37
10:34
10:35
11:04
23:45
1:31
5:28
6:56
6:57
7:37
7:38
9:16
11:29
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16:04
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21:47
11:34
12:18
13:18
13:21
2:27
2:39
3:02
3:03
10:27
11:15
13:57
14:48
15:18
9:30
12:09
14:34
14:38
15:54
16:03
16:06
17:34
19:09
19:15
14:18
15:46
17:39
3:36
10:34
10:35
11:04
23:45
1:31
5:28
6:56
6:57
7:37
7:38
9:16
11:29
16:48
10:28
15:30
111
2
325
16
827
44
57
3
786
8
23
1
444
3
162
51
30
45
159
145
4
76
1
3
88
95
1
1143
87
113
594
417
1
29
761
106
237
88
1
40
1
1538
133
319
6
302
5179.35
48.24
2253.39
385.93
5734.00
1061.30
395.21
72.36
36675.38
6.56
54.83
6.93
20717.39
7.15
1123.23
121.57
24.62
36.93
379.01
1005.36
96.48
3546.22
2.38
20.80
4106.15
2291.45
0.82
27569.75
2098.48
5272.67
27716.51
19457.55
24.12
201.07
1814.00
734.95
5716.56
4106.15
24.12
277.34
2.38
1262.12
317.03
2211.78
4.92
719.88
0.77690
0.00724
0.33801
0.05789
0.86010
0.15920
0.05928
0.01085
5.50131
0.00098
0.00822
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3.10761
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0.16848
0.01824
0.00369
0.00554
0.05685
0.15080
0.01447
0.53193
0.00036
0.00312
0.61592
0.34372
0.00012
4.13546
0.31477
0.79090
4.15748
2.91863
0.00362
0.03016
0.27210
0.11024
0.85748
0.61592
0.00362
0.04160
0.00036
0.18932
0.04756
0.33177
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0.10798
118
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15:32
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13:06
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21:29
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8:33
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15:36
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11:05
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5:30
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11:36
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12:12
12:15
12:21
12:43
12:47
12:51
12:31
16:24
16:51
16:53
16:54
9:39
9:42
11:29
14:14
9:23
9:24
9:25
10:33
4
888
1669
87
194
1
2
158
837
3
318
106
397
105
1
152
442
1242
52
5
4
394
449
31
7
2
6
15
3
6
10
4
4
6
115
27
2
1
59
3
107
165
1149
1
1
68
3.28
2116.74
1369.62
207.38
1345.10
0.82
13.87
3811.04
5803.33
7.15
2204.85
734.95
946.33
86.17
0.82
362.32
3064.60
2960.57
123.95
4.10
3.28
939.18
368.46
25.44
5.74
4.77
4.92
12.31
7.15
4.92
8.21
9.53
3.28
4.92
94.37
187.20
4.77
0.82
48.42
7.15
741.88
3979.89
53613.24
24.12
6.93
162.09
0.00049
0.31751
0.20544
0.03111
0.20176
0.00012
0.00208
0.57166
0.87050
0.00107
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0.14088
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0.00185
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0.00123
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0.00074
0.01416
0.02808
0.00072
0.00012
0.00726
0.00107
0.11128
0.59698
8.04199
0.00362
0.00104
0.02431
119
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9:58
11:34
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20:07
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14:52
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10:36
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20:21
21:45
6:52
8:31
8:36
9:06
10:11
11:35
17:03
18:34
7:46
14:54
20:07
7:24
8:57
9:40
15:17
15:38
8:55
9:19
14:52
17:45
17:51
19:00
7:49
7:54
8:12
13:07
13:35
7:19
7:20
14:28
14:33
14:35
3:27
8:54
9:35
10:12
3
4
7
31
3
6
14
120
48
84
547
99
5
30
13
1
328
91
7
3
313
677
93
30
51
21
1037
24
333
173
4
69
763
5
18
295
28
1064
1
428
5
2
772
3207
41
37
20.80
9.53
5.74
25.44
2.46
41.60
33.37
98.47
39.39
200.23
3792.62
2387.93
34.67
71.51
10.67
0.82
781.86
74.68
5.74
2.46
2170.18
16329.59
221.69
24.62
353.61
50.06
7190.03
57.21
273.27
412.38
3.28
164.48
1818.77
34.67
434.17
2045.38
675.37
49647.07
6.93
19970.82
120.60
93.32
18621.04
22235.71
988.94
1726.45
0.00312
0.00143
0.00086
0.00382
0.00037
0.00624
0.00501
0.01477
0.00591
0.03003
0.56889
0.35819
0.00520
0.01073
0.00160
0.00012
0.11728
0.01120
0.00086
0.00037
0.32553
2.44944
0.03325
0.00369
0.05304
0.00751
1.07850
0.00858
0.04099
0.06186
0.00049
0.02467
0.27282
0.00520
0.06513
0.30681
0.10131
7.44706
0.00104
2.99562
0.01809
0.01400
2.79316
3.33536
0.14834
0.25897
120
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10:12
15:03
9:12
9:19
10:38
10:56
10:57
15:59
21:19
21:22
20:06
20:10
11:05
16:03
17:04
8:46
10:55
15:27
20:09
7:57
8:03
10:21
19:53
19:57
13:59
14:12
12:57
1:48
19:03
2:30
8:34
9:24
9:28
12:27
4:36
4:37
4:40
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0:08
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15:03
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10:56
10:57
15:58
17:35
21:22
19:54
20:10
11:05
16:03
17:04
8:46
10:55
15:27
20:09
7:57
8:03
10:21
17:49
19:57
13:59
14:12
17:28
1:45
19:03
2:30
8:34
9:24
9:28
12:27
4:28
4:37
4:40
19:45
0:02
0:09
0:12
15:11
15:47
17:56
17:58
17:59
18:00
291
1089
7
79
18
1
301
96
3
1352
4
895
298
61
942
129
272
282
708
6
138
448
4
1082
13
196
768
2475
447
364
50
4
179
961
1
3
2345
257
1
3
899
1
1569
1
1
1
7019.07
50813.59
168.84
188.31
124.80
2.38
247.01
78.78
2.46
3222.78
3.28
2133.42
244.55
145.41
6531.35
105.86
648.37
1955.25
17077.33
41.60
328.95
367.64
3.28
7502.04
30.99
160.84
630.24
2031.04
1065.52
2523.79
1206.03
186.64
4317.57
44841.01
0.82
72.36
109419.54
6198.97
0.82
20.80
21684.34
2.38
73210.77
0.82
2.38
6.93
1.05286
7.62204
0.02533
0.02825
0.01872
0.00036
0.03705
0.01182
0.00037
0.48342
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0.32001
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1.12531
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0.00012
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3.25265
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10.98162
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0.00104
121
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18:00
18:01
6:50
6:51
8:34
10:42
18:00
15:39
7:23
7:26
9:41
11:23
11:27
13:38
13:39
18:05
23:35
4:57
7:39
11:04
11:05
19:22
21:40
1:36
1:39
14:58
15:00
19:06
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18:01
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10:42
18:00
15:39
7:09
7:26
9:41
9:42
11:27
13:30
13:39
18:05
23:35
4:57
7:39
11:04
11:05
17:24
21:40
1:36
1:39
14:57
15:00
19:06
16:09
16:15
16:21
16:23
16:24
16:51
16:57
17:48
18:42
18:47
18:49
21:30
21:33
21:34
21:35
22:45
22:48
22:51
7:34
1
769
1
103
128
438
1299
930
3
135
1
4
1563
1
266
330
322
162
205
1
379
138
236
3
798
2
246
1263
2
6
1
1
27
6
51
53
2
2
161
2
1
1
70
1
3
523
24.12
35882.14
24.12
714.15
305.12
359.43
9006.61
22432.08
7.15
3256.27
6.93
3.28
3725.74
0.82
634.07
2288.05
7766.81
1123.23
4944.71
6.93
311.02
113.25
562.56
20.80
19248.17
4.77
1705.64
30464.21
4.77
144.72
0.82
6.93
651.25
41.60
1230.15
1278.39
4.77
13.87
3883.40
1.64
2.38
6.93
1688.44
0.82
20.80
12615.03
0.00362
5.38232
0.00362
0.10712
0.04577
0.05391
1.35099
3.36481
0.00107
0.48844
0.00104
0.00049
0.55886
0.00012
0.09511
0.34321
1.16502
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0.04665
0.01699
0.08438
0.00312
2.88723
0.00072
0.25585
4.56963
0.00072
0.02171
0.00012
0.00104
0.09769
0.00624
0.18452
0.19176
0.00072
0.00208
0.58251
0.00025
0.00036
0.00104
0.25327
0.00012
0.00312
1.89225
122
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7:34
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1:45
2:06
2:13
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9:36
20:06
2:30
16:25
19:06
0:04
17:51
19:09
0:19
1:21
15:47
15:49
15:51
17:52
17:57
18:00
21:15
19:22
21:00
10:56
12:02
12:06
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11:11
12:24
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14:27
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19:09
0:19
1:21
15:45
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17:57
18:00
21:12
17:19
21:00
10:56
11:54
12:06
15:48
16:52
11:11
12:24
14:01
15:01
17:21
0:57
1:09
1:18
1:24
1:36
8:20
9:37
11:12
15:39
18:36
22:58
413
674
21
7
414
20
9
615
378
835
93
1738
2507
78
310
62
864
2
2
121
5
3
192
1204
1538
3716
58
4
222
64
1099
73
97
60
2
456
12
9
6
3
404
77
95
267
4
262
2863.53
4673.17
506.53
48.53
9985.89
138.67
21.45
504.68
310.20
685.22
221.69
4142.89
17382.27
185.93
2149.38
147.79
5990.54
1.64
4.77
838.95
11.92
20.80
457.67
988.03
1262.12
8857.87
47.60
3.28
529.18
443.74
26508.45
506.15
231.22
49.24
4.77
10998.96
83.20
21.45
4.92
7.15
9744.69
533.88
226.45
219.11
3.28
1816.58
0.42953
0.70098
0.07598
0.00728
1.49788
0.02080
0.00322
0.07570
0.04653
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22
4
71
888
90
35
226
329
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179
384
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331
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42
3
370
782
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9
3
23
141
1251
124
36
20
141
7
1
10564.79
85.81
0.82
18.05
9.53
492.28
21419.02
214.53
28.72
538.72
2281.12
3931.64
762.79
0.82
395.70
1241.10
9262.28
7.15
7983.89
419.53
0.82
2.46
42.91
82.88
14.30
5.74
100.12
20.80
8924.59
5421.99
255.06
110.78
230.59
245.52
4971.31
21.45
2.46
54.83
115.71
8673.80
295.58
29.54
16.41
115.71
5.74
0.82
1.58472
0.01287
0.00012
0.00271
0.00143
0.07384
3.21285
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44
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9
16
8
3
213
1102
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74
3
272
783
228
474
560
430
4305
380
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133
4
742
1
534
327
597
129
160
174
238
915
387
1048
470
657
2337
1
1
2204
71
337
4
4164
2
305.07
26797.89
62.40
38.14
6.56
2.46
507.73
26580.81
6.93
176.39
72.36
648.37
1866.45
1580.84
1129.88
3882.76
2981.40
103838.82
2634.73
2.46
3.28
317.03
27.73
17897.42
6.93
1272.90
2267.25
14399.95
894.42
381.39
142.79
567.32
6344.15
922.50
7266.30
1120.34
4555.31
56369.65
0.82
6.93
53161.62
492.28
803.31
27.73
100437.83
13.87
0.04576
4.01968
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0.07616
3.98712
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15.06567
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69
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66
372
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975
10
72
4
116
4
84
2
40
1
641
429
319
232
1013
177
114
1526
218
2
377
228
3
6
73
133
1
3
24
240
865
1631
702
6
1165
1016
1
388
997
6
400
164.48
26074.28
457.61
886.74
27.73
23517.50
69.33
171.63
3.28
276.51
3.28
200.23
4.77
964.82
6.93
1527.96
2974.47
760.40
1608.57
24434.08
1227.23
271.74
1252.27
519.65
13.87
9093.43
5499.48
2.46
14.30
1760.80
922.15
24.12
2.46
57.21
1664.04
2061.91
1338.43
1673.37
4.92
2777.02
24506.44
6.93
924.88
24048.15
41.60
953.48
0.02467
3.91114
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4
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1470
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554
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1863
30
1
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3
1
1
1
275
86
852
319
126
86
608
646
1059
3
28486.33
1372.83
402.85
2412.05
18838.12
4187.83
5768.58
13.87
6898.47
6.93
200.23
27.73
68984.68
10192.23
407.61
422.94
0.82
17248.54
2.46
8841.19
1854.53
0.82
1001.16
2.46
1187.09
2877.40
1320.58
4.92
4440.86
723.62
0.82
24313.48
2.46
0.82
2.38
6.93
6633.14
596.28
20550.68
7694.44
873.62
205.00
4215.56
15581.85
7342.57
2.46
4.27295
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2
517
2556
1
1
3
2
1015
42
591
14
1299
3
1032
1
164
1190
1426
306
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304
559
905
546
861
603
618
889
532
717
771
676
13
168
240
3
548
515
210
420
202
741
662
1587
4
451
48.24
3584.62
61652.04
2.38
0.82
7.15
13.87
24482.32
291.21
1408.77
97.07
31332.55
7.15
24892.37
2.38
1137.09
8250.86
34395.86
2121.65
853.37
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6274.81
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5969.74
14544.67
4284.90
21443.14
3688.62
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90.14
4052.25
1664.04
72.36
3799.55
12422.07
1456.03
1001.16
1400.57
17873.30
4589.97
38279.26
9.53
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78
535
938
173
192
358
690
1
334
238
872
151
231
191
819
169
144
773
315
147
328
252
918
80
192
1032
1
109
17
1
28
1
254
1
2341
232
443
277
534
69
424
174
715
726
2236
17
540.81
1275.29
22625.04
1199.49
457.67
2482.19
16643.16
6.93
796.16
1650.17
21033.09
1046.96
550.64
1324.30
19754.70
1171.76
343.25
5359.59
7597.96
1019.22
781.86
1747.24
22142.63
554.68
457.67
24892.37
6.93
259.82
13.95
2.38
194.14
2.38
208.44
6.93
56466.13
1608.57
1055.98
1920.58
12880.36
478.41
1010.69
1206.43
17246.17
5033.72
53933.47
117.87
0.08112
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3.39376
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828
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405
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154
2
324
1764
163
529
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269
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3223
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26
106
1334
3
21
1
2
2595
1443
6425
2411
807
282
358
1054
4
4
767
119
4618
1091.74
27.73
19971.79
1296.56
314.65
305.07
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0.82
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13.87
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42548.59
1130.16
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16836.12
1081.62
641.22
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485.34
717.50
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784.24
64835.95
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61.98
734.95
32176.77
2.46
506.53
0.82
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34805.91
44547.69
58154.57
5595.33
6801.99
2482.19
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27.73
1828.31
825.09
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1149
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20
16
52
69
111
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24
571
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966
1759
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4189
88
78
3043.80
1258.60
254.39
5694.69
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838.95
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27.73
2.38
6.93
1519.59
41.60
27714.47
630.95
1485.05
8465.80
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3751.02
0.82
13.87
18982.85
34.47
32200.89
374.41
2.46
1442.17
3916.44
1213.36
90644.90
562.56
34.67
47.67
110.94
1254.27
164.48
91.09
9.53
166.40
1361.10
436.81
23300.42
4192.95
6.93
101040.84
610.15
185.93
0.45657
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14:03
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10:01
15:44
15:45
13:20
14:14
15:42
15:44
12:57
15:02
16:41
16:56
9:58
10:27
18:58
19:02
10:07
18:56
18:57
3:33
10:48
10:53
10:54
16:27
17:05
17:08
5:03
6:28
9:03
8:37
8:41
12:05
13:02
15:31
15:32
8:15
10:48
10:51
11:45
12:53
22:35
8:15
17:22
20:09
15:43
1305
163
1035
343
1
4175
54
88
2
5593
125
99
15
1022
29
511
4
905
529
1
516
433
1
1
333
38
3
2155
84
155
1330
4
204
1
149
1
1003
153
2
54
4
2022
580
1987
167
1174
31477.27
1130.16
24964.73
817.61
6.93
100703.16
374.41
209.77
13.87
134906.05
866.69
235.99
104.00
24651.17
201.07
1218.08
27.73
21829.07
1260.98
6.93
12446.19
10444.18
0.82
6.93
8032.13
90.58
20.80
51979.71
2026.12
369.48
3170.34
27.73
4920.59
2.38
1033.09
24.12
6954.29
3690.44
4.77
1302.51
3.28
48771.68
4021.43
47927.47
1157.89
28317.49
4.72159
0.16952
3.74471
0.12264
0.00104
15.10547
0.05616
0.03147
0.00208
20.23591
0.13000
0.03540
0.01560
3.69768
0.03016
0.18271
0.00416
3.27436
0.18915
0.00104
1.86693
1.56663
0.00012
0.00104
1.20482
0.01359
0.00312
7.79696
0.30392
0.05542
0.47555
0.00416
0.73809
0.00036
0.15496
0.00362
1.04314
0.55357
0.00072
0.19538
0.00049
7.31575
0.60321
7.18912
0.17368
4.24762
132
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12:07
7:12
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15:48
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13:14
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16:45
18:03
10:35
10:50
14:12
15:48
16:00
16:03
16:42
16:43
16:46
16:41
0:09
15:41
10:01
10:03
10:06
10:54
11:44
14:15
17:06
18:35
18:37
11:52
12:07
9:26
9:59
23:12
1:03
1:12
23:40
0:00
8:28
23:12
23:39
1:07
11:11
11:14
12:12
12:16
12:17
5
145
3
1138
4
207
78
992
15
202
3
12
3
12
1
3
1435
448
932
1100
2
3
48
47
151
171
2
2
5355
15
2719
167
793
111
9
1348
21
528
884
27
1733
1
3
58
4
1
34.67
345.64
20.80
27449.15
27.73
493.43
540.81
23927.55
104.00
165.77
2.46
28.60
2.46
9.85
2.38
20.80
34612.94
3106.20
22480.32
7626.84
48.24
20.80
39.39
38.57
359.94
140.33
1.64
4.77
37128.86
361.81
18852.17
398.08
5498.26
264.59
217.08
62898.74
17.23
35990.94
21322.54
187.20
4130.97
0.82
7.15
402.14
186.64
24.12
0.00520
0.05185
0.00312
4.11737
0.00416
0.07401
0.08112
3.58913
0.01560
0.02486
0.00037
0.00429
0.00037
0.00148
0.00036
0.00312
5.19194
0.46593
3.37205
1.14403
0.00724
0.00312
0.00591
0.00579
0.05399
0.02105
0.00025
0.00072
5.56933
0.05427
2.82783
0.05971
0.82474
0.03969
0.03256
9.43481
0.00258
5.39864
3.19838
0.02808
0.61965
0.00012
0.00107
0.06032
0.02800
0.00362
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15:27
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17:48
14:59
15:00
18:11
20:36
1:15
13:24
5:28
15:13
10:44
10:47
10:12
10:15
12:39
0:00
18:11
18:14
18:27
9:17
10:07
10:09
11:59
16:37
14:01
18:06
18:36
23:39
0:27
4:48
5:28
4468
4
433
62
15
352
2
2
542
5
21
30
49
8
54
29
1
1271
1
47
145
279
729
964
585
4051
3
1405
2
4464
542
1
3
13
890
50
2
110
57
1284
1682
23
303
48
261
40
30978.85
3.28
3002.20
1495.47
699.91
23993.96
93.32
136.33
25290.14
120.60
145.60
723.62
339.74
19.07
374.41
69.13
0.82
3029.70
0.82
38.57
345.64
1934.44
17583.86
44980.99
14110.50
28087.58
72.36
9741.56
4.77
30951.11
444.78
0.82
7.15
90.14
2121.50
346.67
48.24
762.68
46.78
3060.69
4009.40
18.87
722.26
332.81
6295.45
2726.59
4.64683
0.00049
0.45033
0.22432
0.10499
3.59909
0.01400
0.02045
3.79352
0.01809
0.02184
0.10854
0.05096
0.00286
0.05616
0.01037
0.00012
0.45445
0.00012
0.00579
0.05185
0.29017
2.63758
6.74715
2.11658
4.21314
0.01085
1.46123
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4.64267
0.06672
0.00012
0.00107
0.01352
0.31823
0.05200
0.00724
0.11440
0.00702
0.45910
0.60141
0.00283
0.10834
0.04992
0.94432
0.40899
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11:23
6:59
10:14
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2:53
0:03
8:22
13:13
13:15
16:04
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6:09
8:09
10:56
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8:09
15:33
19:28
7:37
9:57
10:28
10:45
12:42
23:00
23:09
23:11
23:12
12:33
12:39
8:42
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9:07
182
87
1
1
20
2
136
1
314
96
45
89
2
3049
52
195
657
342
1269
499
291
2
169
378
2
445
120
167
4
420
444
90
729
140
31
17
117
10698
1
2
1
5121
6
1203
24
1
8492.26
5930.32
46.66
6.93
47.67
48.24
9270.39
46.66
7573.84
665.62
107.27
73.04
1.64
21140.22
42.67
464.82
4555.31
8249.22
8798.60
12036.14
2017.65
4.77
1171.76
901.04
1.64
1060.75
832.02
398.08
3.28
1001.16
364.36
73.86
1737.73
970.69
747.74
40.52
2822.10
499177.06
0.82
13.87
24.12
238949.87
408.99
56132.92
1635.95
46.66
1.27384
0.88955
0.00700
0.00104
0.00715
0.00724
1.39056
0.00700
1.13608
0.09984
0.01609
0.01096
0.00025
3.17103
0.00640
0.06972
0.68330
1.23738
1.31979
1.80542
0.30265
0.00072
0.17576
0.13516
0.00025
0.15911
0.12480
0.05971
0.00049
0.15017
0.05465
0.01108
0.26066
0.14560
0.11216
0.00608
0.42332
74.87656
0.00012
0.00208
0.00362
35.84248
0.06135
8.41994
0.24539
0.00700
135
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9:07
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5:23
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16
30
18
6
21
98
61
557
368
734
475
1
2
49
6
56
380
701
3055
1397
60
15
390
467
85
1
6
5
2
2
179
3
720
1
1
2
1
2
2
1
2
1
1
1
219
0.82
13.13
71.51
124.80
279.96
506.53
679.48
1471.35
3861.96
8876.35
5089.18
1132.26
0.82
4.77
40.21
4.92
45.95
905.81
4860.38
73688.18
9686.09
1447.23
699.91
9407.00
3237.94
202.62
0.82
4.92
4.10
4.77
48.24
8352.28
204.49
33595.76
2.38
6.93
93.32
0.82
48.24
93.32
0.82
4.77
6.93
2.38
6.93
10218.71
0.00012
0.00197
0.01073
0.01872
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1.53281
136
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2:25
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9:31
10:10
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12:56
19:09
19:51
3:56
6:47
6:52
16:07
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7:47
7:49
9:48
19:11
19:55
11:08
12:56
8:36
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13:19
10:54
10:57
11:00
11:03
13:59
14:00
16:52
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2:26
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16:26
9:31
10:10
11:09
12:12
12:56
13:36
19:51
3:56
6:47
6:48
8:58
16:09
16:23
17:58
7:47
7:49
7:57
9:51
19:55
11:08
11:09
12:57
8:38
13:19
20:52
10:57
11:00
11:03
11:09
14:00
16:52
9:28
9:29
13:09
14:44
8:31
1
1
1
405
79
1
24
24
1
304
1025
39
59
63
44
40
42
485
171
1
126
2
14
95
829
2
8
3
44
913
1
1
2
3161
1893
3
3
3
6
1
172
996
1
220
95
1067
0.82
2.38
24.12
18897.62
1905.52
46.66
1635.95
1119.86
68.16
14184.88
69868.77
1819.77
1423.11
436.81
104.88
32.82
34.47
3362.74
4124.61
6.93
103.40
4.77
97.07
226.45
5747.87
4.77
6.56
7.15
36.11
2176.33
0.82
0.82
1.64
7534.91
1553.44
2.46
72.36
204.49
4.92
2.38
1192.56
24024.03
46.66
14996.22
4432.77
72731.68
0.00012
0.00036
0.00362
2.83464
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0.24539
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0.00036
0.17888
3.60361
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2.24943
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10.90975
137
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8:31
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10:10
10:11
0:44
17:13
18:14
18:16
22:08
22:09
7:31
7:33
8:16
8:17
8:22
8:23
9:01
9:09
20:32
21:53
23:58
6:06
7:25
7:26
8:57
8:58
11:37
21:32
21:33
23:04
0:41
3:07
7:22
7:23
10:19
12:21
14:40
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0:13
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8:33
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0:44
2:21
18:14
18:16
22:08
22:09
7:31
7:33
8:16
8:17
8:22
8:23
9:01
9:09
11:10
21:53
23:58
6:06
7:25
7:26
8:57
8:58
11:37
13:38
21:33
23:04
0:41
3:07
7:22
7:23
10:19
12:21
13:51
16:04
16:19
20:01
0:13
9:55
9:56
14:04
15:04
16:03
17:12
2
97
1
873
97
61
2
232
1
562
2
43
1
5
1
38
8
121
81
125
368
79
1
91
1
159
121
1
91
97
146
255
1
176
122
90
84
15
222
252
582
1
248
60
59
69
93.32
2339.69
6.93
2080.98
79.60
50.06
4.77
1608.57
24.12
26223.36
48.24
298.14
2.38
34.67
24.12
263.47
19.07
99.30
66.47
297.96
2551.53
1905.52
6.93
216.92
6.93
379.01
99.30
0.82
216.92
672.55
3521.60
11898.50
24.12
1220.29
290.81
73.86
68.93
35.76
1539.24
6078.37
27156.58
24.12
591.16
49.24
409.08
1664.32
0.01400
0.35095
0.00104
0.31215
0.01194
0.00751
0.00072
0.24129
0.00362
3.93350
0.00724
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0.01034
0.00536
0.23089
0.91176
4.07349
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0.08867
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0.24965
138
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17:12
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9:33
10:56
18:30
19:00
20:05
5:12
7:01
7:18
7:51
12:52
17:16
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15:54
15:55
16:48
18:42
9:51
22:13
20:14
20:52
3:37
4:16
6:19
8:19
12:19
15:07
15:08
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22:16
6:37
6:38
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17:13
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8:58
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9:33
10:56
13:01
19:00
20:05
5:12
7:01
7:18
7:51
8:24
17:16
15:30
7:57
15:55
16:48
18:42
19:01
6:43
6:34
20:23
20:54
4:16
6:19
8:19
12:19
12:21
15:08
15:34
18:43
22:16
6:37
6:38
6:46
12:59
13:34
17:57
3:34
7:45
7:46
10:06
1
1
1
267
672
1
34
83
125
30
65
547
109
17
33
33
264
2774
6
1
53
114
19
7012
501
9
2
39
123
120
240
2
1
26
189
213
501
1
8
1
35
263
577
251
1
8
2.38
0.82
6.93
6440.18
31356.05
24.12
235.74
197.85
102.58
24.62
154.94
3792.62
2629.14
117.87
78.66
27.08
216.64
19233.51
4.92
0.82
126.34
790.42
15.59
5754.20
411.13
7.39
1.64
32.00
293.20
832.02
5788.92
13.87
2.38
180.27
450.52
1476.83
12084.38
6.93
6.56
0.82
242.67
6343.70
4000.63
598.31
0.82
6.56
0.00036
0.00012
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0.96603
4.70341
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0.02704
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1.81266
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0.00098
0.00012
0.03640
0.95155
0.60009
0.08975
0.00012
0.00098
139
100
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8:01
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12:37
14:37
18:51
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20:56
23:51
12:34
23:33
3:09
23:39
4:57
13:32
13:33
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15:28
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19:35
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22:00
22:08
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0:00
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8:16
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18:51
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20:56
12:34
0:00
23:33
23:51
8:52
0:00
13:32
13:33
13:34
13:36
14:21
15:30
15:31
15:32
15:34
19:30
19:35
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22:00
22:08
22:09
22:13
22:14
23:11
23:39
6:45
6:47
6:28
23:36
1:29
18:18
12:03
14:52
23:00
15
74
1
186
120
254
23
102
938
9
659
18
343
21
515
1
1
2
45
2
1
1
2
236
5
1
1
2
1
3
137
8
1
4
1
57
28
405
1
1421
1028
113
1009
74
169
488
12.31
176.39
6.93
4486.42
5599.29
17313.82
1073.20
6952.79
43767.81
21.45
15895.42
124.80
281.47
1431.46
422.62
2.38
24.12
93.32
3067.41
1.64
6.93
24.12
93.32
16086.86
4.10
2.38
6.93
4.77
24.12
139.98
9338.56
6.56
2.38
272.66
46.66
3885.39
1306.50
9768.81
2.38
34275.25
7127.63
269.36
828.01
60.73
1171.76
11770.81
0.00185
0.02646
0.00104
0.67296
0.83989
2.59707
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16:50
20:29
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1:27
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1
1705
193
279
1
25
1
23
17
116
1
4
185
4
66
1
307
8
1207
714
1086
2254
169
4
23
1
1071
4
148
622
15
551
2
857
1
3
143
216
815
90
833
235
129
78
154
1
6.93
41125.48
460.06
13018.36
24.12
173.34
24.12
159.47
40.52
804.29
2.38
27.73
4462.30
186.64
4498.87
46.66
7405.00
55.47
990.49
4950.51
26194.88
15628.09
402.85
9.53
159.47
2.38
878.89
9.53
1026.16
15002.96
12.31
452.16
4.77
5942.00
0.82
7.15
991.49
1497.63
19658.22
4199.47
56781.16
10965.28
8793.24
1881.40
367.09
0.82
0.00104
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18:00
19:09
19:17
8:23
17:46
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10:02
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7:04
7:06
1
1188
3
737
1746
635
2
27
882
44
419
4704
1
10844
3
1
1051
1
1
1
3036
744
3
1107
3
1
4
4618
787
4
3
1430
6
19
449
69
2
786
3
1
105
868
1
72
1190
2
0.82
8236.99
72.36
34389.00
42114.42
4402.77
4.77
187.20
723.79
36.11
998.78
32615.15
2.38
75186.80
2.46
2.38
7287.10
2.38
6.93
24.12
21050.09
17945.66
139.98
26701.41
20.80
2.38
3.28
11007.98
5456.66
3.28
7.15
9914.90
14.30
15.59
368.46
164.48
1.64
1873.60
2.46
2.38
728.02
20936.61
2.38
499.21
28703.41
4.77
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10:09
14:11
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2:43
4:18
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97
3
198
3
1
35
3
18
4
133
225
208
3
2
2
263
488
334
6
134
1027
10
3
54
102
12
1311
72
83
3
291
28
1
388
5
779
3
12
242
18
82
14
549
37
95
170
79.60
2.46
162.48
2.46
2.38
242.67
72.36
124.80
96.48
6205.88
5427.12
9705.44
2.46
4.77
13.87
12271.79
11770.81
15584.70
14.30
3232.15
47920.62
23.84
20.80
1302.51
4759.40
817.98
61172.29
1736.68
575.48
7.15
238.80
22.98
2.38
2690.20
120.60
36348.75
72.36
83.20
576.86
14.77
67.29
33.37
450.52
30.36
226.45
1178.69
0.01194
0.00037
0.02437
0.00037
0.00036
0.03640
0.01085
0.01872
0.01447
0.93088
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0.08653
0.00222
0.01009
0.00501
0.06758
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0.17680
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74
338
4
55
1
368
1
170
508
137
292
192
311
358
1
30
56
7
10
3227
219
1
938
911
2
1478
785
36
1
114
117
933
161
2159
67
144
1
1
93
13
51
86
129
1087
54
100
176.39
277.37
27.73
3749.06
46.66
25084.59
46.66
11587.99
3522.21
3304.51
13624.95
13087.61
14511.50
8635.14
46.66
2044.94
2613.00
477.15
466.61
219967.33
10218.71
24.12
63938.44
42507.97
4.77
10247.70
1871.21
29.54
0.82
271.74
811.22
22504.44
7512.39
147167.49
3126.27
9815.71
0.82
46.66
6339.31
606.59
3476.40
4012.83
8793.24
50720.27
128.72
82.06
0.02646
0.04161
0.00416
0.56236
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3.76269
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1.73820
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2:59
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10:49
23:42
23:57
7:56
3:21
14:39
3
1874
110
1817
1
554
1
1
9
383
727
2445
564
1
61
198
349
243
20
7
1
14
4
91
2
90
1
4
60
44
19
42
63
71
1
155
2
1740
3379
1315
96
773
15
1
4045
675
7.15
12993.37
262.21
4331.20
0.82
1320.58
0.82
2.38
62.40
17871.08
17535.62
16952.39
1344.41
6.93
1471.35
9238.84
8418.06
1684.84
47.67
5.74
0.82
33.37
27.73
2194.97
13.87
214.53
0.82
3.28
416.01
2999.24
886.55
1013.06
2939.63
4839.69
46.66
10565.52
93.32
118606.50
157666.79
89636.52
4479.44
18645.16
104.00
0.82
9642.12
1609.01
0.00107
1.94900
0.03933
0.64968
0.00012
0.19809
0.00012
0.00036
0.00936
2.68066
2.63034
2.54286
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1.38583
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0.00012
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1.58483
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17.79097
23.65002
13.44548
0.67192
2.79677
0.01560
0.00012
1.44632
0.24135
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7:27
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12:48
13:09
13:14
19:30
19:32
20:59
22:22
23:51
4:54
5:03
6
222
1
45
183
291
186
1
3
355
352
353
2040
83
124
1
4
1
7
22
136
457
1
3
3
50
761
450
4
94
2
23
3
1
2
25
167
21
5
376
2
87
83
89
303
9
41.60
5354.75
46.66
3067.41
8538.92
19835.91
8678.91
24.12
20.80
846.22
2440.59
8514.54
14144.33
197.85
859.75
0.82
9.53
6.93
168.84
1026.54
3280.39
3168.61
0.82
7.15
20.80
2333.04
18355.71
3120.07
96.48
4386.11
48.24
159.47
72.36
6.93
48.24
1166.52
4028.13
145.60
120.60
17544.45
48.24
4059.49
2002.00
4152.81
7308.52
419.95
0.00624
0.80321
0.00700
0.46011
1.28084
2.97539
1.30184
0.00362
0.00312
0.12693
0.36609
1.27718
2.12165
0.02968
0.12896
0.00012
0.00143
0.00104
0.02533
0.15398
0.49206
0.47529
0.00012
0.00107
0.00312
0.34996
2.75336
0.46801
0.01447
0.65792
0.00724
0.02392
0.01085
0.00104
0.00724
0.17498
0.60422
0.02184
0.01809
2.63167
0.00724
0.60892
0.30030
0.62292
1.09628
0.06299
146
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9:33
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3:43
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18:01
18:15
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18:46
21:00
23:57
8:46
11:58
11:59
18:01
18:07
18:16
18:18
18:45
18:46
21:01
9:33
9:34
11:11
11:14
12:50
13:57
16:23
16:24
8:22
8:23
8:26
0:05
4:30
14:48
10:17
128
339
93
7
9
6
6
3
12
1
756
261
119
72
406
14
3
27
1
134
177
529
192
1
362
6
9
2
27
1
135
2192
1
2
3
96
67
146
1
2398
1
3
1
4585
617
25
3087.43
15818.01
2243.21
326.63
62.40
279.96
144.72
139.98
289.45
6.93
35275.55
6295.45
5552.63
1736.68
18944.28
97.07
7.15
187.20
2.38
929.09
421.92
12759.75
8958.87
24.12
2509.92
279.96
217.08
93.32
651.25
46.66
3256.27
102280.44
6.93
1.64
7.15
665.62
3126.27
1012.29
24.12
111892.56
24.12
7.15
6.93
213939.69
28789.70
20.52
0.46311
2.37270
0.33648
0.04899
0.00936
0.04199
0.02171
0.02100
0.04342
0.00104
5.29133
0.94432
0.83289
0.26050
2.84164
0.01456
0.00107
0.02808
0.00036
0.13936
0.06329
1.91396
1.34383
0.00362
0.37649
0.04199
0.03256
0.01400
0.09769
0.00700
0.48844
15.34207
0.00104
0.00025
0.00107
0.09984
0.46894
0.15184
0.00362
16.78388
0.00362
0.00107
0.00104
32.09095
4.31846
0.00308
147
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11:44
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13:03
16:33
4:54
20:55
21:24
21:26
22:30
22:31
0:48
1:00
9:31
12:24
12:26
13:13
13:25
18:15
10:58
11:01
18:09
18:20
9:14
9:15
9:16
13:00
13:06
11:00
6:24
18:12
22:07
14:18
23:58
2
781
410
1239
1
1
5199
2
873
635
52
1435
35
1322
1
3
3362
736
2398
29
1
64
1
137
3
511
173
1
1487
12
1730
1001
3
6188
1
3774
1
1
1678
4
4194
1164
708
229
242
580
1.64
5415.06
9889.41
57812.71
0.82
6.93
242589.41
1.64
2080.98
4402.77
1254.27
66958.22
844.22
3151.27
0.82
2.46
2758.93
603.98
1967.85
69.13
0.82
152.56
0.82
326.57
2.46
1218.08
1199.49
2.38
10310.10
28.60
1419.68
821.44
20.80
149257.76
6.93
91030.83
6.93
0.82
3999.87
3.28
9997.29
955.20
581.00
187.92
198.59
1382.55
0.00025
0.81226
1.48341
8.67191
0.00012
0.00104
36.38841
0.00025
0.31215
0.66042
0.18814
10.04373
0.12663
0.47269
0.00012
0.00037
0.41384
0.09060
0.29518
0.01037
0.00012
0.02288
0.00012
0.04899
0.00037
0.18271
0.17992
0.00036
1.54652
0.00429
0.21295
0.12322
0.00312
22.38866
0.00104
13.65462
0.00104
0.00012
0.59998
0.00049
1.49959
0.14328
0.08715
0.02819
0.02979
0.20738
148
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20:23
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14:07
22:25
8:44
8:45
15:03
15:40
14:49
15:42
17:04
17:06
23:09
23:39
8:24
8:41
10:18
11:24
11:57
12:33
10:58
12:34
12:40
19:51
19:52
13:14
17:15
13:22
14:46
16:37
19:02
19:59
8:42
8:52
8:53
18:43
3:15
6:21
6:25
6:26
4105
162
623
1
35
1
1
56
295
498
619
1
1818
35
184
53
82
2
363
1
525
1
97
66
13
33
1337
1
6
431
1
2482
1473
12726
1
111
145
57
763
1
1
590
512
186
4
1
3368.65
1123.23
15027.08
6.93
28.72
0.82
2.38
388.28
13764.93
33946.00
28883.02
6.93
1491.89
28.72
150.99
126.34
568.55
48.24
2516.86
2.38
3640.08
0.82
672.55
54.16
10.67
27.08
1097.17
0.82
14.30
2988.34
2.38
2036.78
1208.78
10443.24
0.82
264.59
1005.36
1374.87
35602.18
2.38
24.12
27529.86
12349.70
1289.63
9.53
0.82
0.50530
0.16848
2.25406
0.00104
0.00431
0.00012
0.00036
0.05824
2.06474
5.09190
4.33245
0.00104
0.22378
0.00431
0.02265
0.01895
0.08528
0.00724
0.37753
0.00036
0.54601
0.00012
0.10088
0.00812
0.00160
0.00406
0.16458
0.00012
0.00215
0.44825
0.00036
0.30552
0.18132
1.56649
0.00012
0.03969
0.15080
0.20623
5.34033
0.00036
0.00362
4.12948
1.85246
0.19344
0.00143
0.00012
149
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13:00
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2:55
19:20
7:56
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11:01
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13:35
14:25
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17:57
17:59
18:01
9:37
10:24
13:24
15:37
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22:56
8:11
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8:49
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10:16
10:30
11:05
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19:22
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13:03
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2:55
19:20
7:56
9:51
11:00
11:09
13:35
14:25
16:34
17:57
17:59
18:01
9:37
10:24
11:12
13:54
15:39
17:56
7:55
8:33
13:47
8:24
8:49
8:51
10:16
10:30
11:05
11:06
15:33
15:34
19:22
22:21
6:32
7:57
7:58
7:59
9:05
9:06
7:27
9:43
1443
3
57
1081
168
124
649
985
756
1555
69
8
145
50
129
83
2
2
936
47
48
30
2
137
839
38
891
13
25
2
85
14
35
1
4
1
228
179
491
85
1
1
66
1
168
136
1184.16
2.46
135.87
7495.11
7839.01
8452.42
30282.85
23758.71
5241.72
3706.67
56.62
6.56
118.99
119.19
894.42
2002.00
1.64
13.87
22576.80
112.03
39.39
24.62
1.64
326.57
5817.20
31.18
731.17
10.67
59.59
13.87
2050.24
97.07
83.43
0.82
3.28
2.38
1580.84
4317.57
22910.44
5794.00
46.66
24.12
457.61
0.82
137.86
324.18
0.17762
0.00037
0.02038
1.12427
1.17585
1.26786
4.54243
3.56381
0.78626
0.55600
0.00849
0.00098
0.01785
0.01788
0.13416
0.30030
0.00025
0.00208
3.38652
0.01681
0.00591
0.00369
0.00025
0.04899
0.87258
0.00468
0.10968
0.00160
0.00894
0.00208
0.30754
0.01456
0.01251
0.00012
0.00049
0.00036
0.23713
0.64764
3.43657
0.86910
0.00700
0.00362
0.06864
0.00012
0.02068
0.04863
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9:43
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13:02
13:48
14:36
15:41
15:43
17:34
18:34
19:58
20:12
20:30
21:38
23:56
4:52
10:49
2:34
15:17
0:59
17:57
18:36
19:58
2:44
3:13
12:56
17:05
9:11
9:21
9:23
9:10
9:16
9:22
9:29
9:32
9:37
11:08
11:13
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11:20
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17:45
18:17
18:22
13:47
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11:59
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19:58
20:12
20:30
21:38
23:56
4:52
10:49
2:34
15:17
0:59
11:41
18:36
19:58
2:42
3:12
12:56
17:05
9:11
9:21
9:23
9:31
9:16
9:22
9:29
9:32
9:37
11:08
11:13
11:16
11:20
11:24
11:28
18:17
18:22
8:50
14:41
19:28
20:30
136
1503
1
48
65
2
111
60
84
14
18
68
138
296
357
945
763
582
642
39
82
404
28
583
249
966
10
2
8
6
6
7
3
5
91
5
3
4
4
4
32
5
868
54
27
62
111.60
3582.72
0.82
39.39
154.94
13.87
7566.28
2799.65
5725.83
653.25
434.17
471.48
3328.63
13811.59
8611.02
44094.44
18403.95
4035.29
1530.34
32.00
195.46
2801.13
194.14
1389.70
1726.44
23300.42
69.33
4.77
6.56
4.92
14.30
48.53
72.36
233.30
6202.98
233.30
72.36
27.73
9.53
3.28
26.26
11.92
712.30
44.31
22.16
147.79
0.01674
0.53741
0.00012
0.00591
0.02324
0.00208
1.13494
0.41995
0.85887
0.09799
0.06513
0.07072
0.49929
2.07174
1.29165
6.61417
2.76059
0.60529
0.22955
0.00480
0.02932
0.42017
0.02912
0.20846
0.25897
3.49506
0.01040
0.00072
0.00098
0.00074
0.00215
0.00728
0.01085
0.03500
0.93045
0.03500
0.01085
0.00416
0.00143
0.00049
0.00394
0.00179
0.10685
0.00665
0.00332
0.02217
151
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20:30
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10:33
10:34
10:35
22:02
22:44
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8:03
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8:09
9:37
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11:49
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20:53
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3:00
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12:12
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7:28
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10:33
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22:44
2:04
8:03
8:04
8:09
9:37
11:08
11:49
13:40
13:47
15:41
15:42
15:43
18:08
20:09
20:10
20:11
20:12
20:53
2:58
3:00
11:29
12:12
14:25
15:40
15:43
15:59
17:38
17:39
17:54
17:56
19:58
20:01
20:47
0:22
0:26
3:54
6:13
658
27
1
5
94
1
1
12
42
200
359
1
5
88
91
41
111
1
114
1
1
145
121
1
1
1
41
365
2
509
43
133
75
3
16
99
1
15
2
122
3
46
215
1
208
139
4562.24
651.25
2.38
34.67
2267.33
6.93
2.38
9.85
34.47
476.74
2489.12
24.12
233.30
5998.49
4246.13
988.94
769.62
0.82
790.42
0.82
2.38
1005.36
288.43
6.93
2.38
6.93
97.73
299.53
4.77
3529.15
1037.18
6205.88
1809.04
20.80
38.14
81.24
2.38
12.31
4.77
845.89
7.15
318.94
512.50
0.82
495.81
114.07
0.68434
0.09769
0.00036
0.00520
0.34010
0.00104
0.00036
0.00148
0.00517
0.07151
0.37337
0.00362
0.03500
0.89977
0.63692
0.14834
0.11544
0.00012
0.11856
0.00012
0.00036
0.15080
0.04326
0.00104
0.00036
0.00104
0.01466
0.04493
0.00072
0.52937
0.15558
0.93088
0.27136
0.00312
0.00572
0.01219
0.00036
0.00185
0.00072
0.12688
0.00107
0.04784
0.07687
0.00012
0.07437
0.01711
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8:26
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15:51
20:59
1:27
1:44
11:06
11:07
12:39
12:57
19:31
9:59
10:01
7:50
11:53
11:46
13:29
13:31
9:11
10:01
10:03
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12:18
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8:31
13:04
13:31
9:11
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12:32
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7:04
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23:40
1:10
7:28
8:02
23:22
14:51
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73
14
14
33
308
268
17
562
1
1
17
5
1182
2
2278
243
1238
78
2
1180
50
2
37
1
31
66
14
48
12
27
1
1
49
954
1
19
167
829
90
378
34
3
309
5
2
23
59.91
11.49
11.49
78.66
2135.52
6464.30
117.87
13555.73
6.93
2.38
13.95
4.10
969.98
1.64
5430.10
579.24
8583.66
64.01
1.64
2812.78
346.67
48.24
1726.45
24.12
214.94
1591.95
954.31
2239.72
289.45
187.20
24.12
46.66
3340.07
44514.39
24.12
131.74
4028.13
38681.79
624.01
9117.56
235.74
2.46
2142.45
120.60
93.32
1567.79
0.00899
0.00172
0.00172
0.01180
0.32033
0.96964
0.01768
2.03336
0.00104
0.00036
0.00209
0.00062
0.14550
0.00025
0.81451
0.08689
1.28755
0.00960
0.00025
0.42192
0.05200
0.00724
0.25897
0.00362
0.03224
0.23879
0.14315
0.33596
0.04342
0.02808
0.00362
0.00700
0.50101
6.67716
0.00362
0.01976
0.60422
5.80227
0.09360
1.36763
0.03536
0.00037
0.32137
0.01809
0.01400
0.23517
153
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15:21
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20:58
22:10
22:48
2:04
5:22
6:37
6:38
6:45
8:30
8:31
10:00
13:58
13:59
14:02
15:02
15:32
17:55
18:29
19:31
19:32
21:12
21:47
22:58
3:42
3:45
5:23
7:16
7:17
7:41
7:52
7:54
8:12
8:20
10:37
11:19
11:37
11:40
11:56
19:31
21:27
21:28
10:08
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19:23
20:58
22:10
22:48
2:04
5:22
6:28
6:38
6:45
8:30
8:31
10:00
10:01
13:59
14:02
15:02
15:32
17:55
18:29
19:31
19:32
21:12
21:47
22:58
3:42
3:45
13:39
7:16
7:17
7:41
7:52
7:54
8:12
8:20
10:37
11:19
11:37
11:40
11:56
13:46
21:27
21:28
23:29
10:09
10:14
10:25
242
95
72
38
196
198
66
1
7
105
1
89
1
1
3
60
30
143
34
62
1
100
35
71
284
3
594
113
1
24
11
2
18
8
137
42
18
3
16
110
116
1
121
1
5
11
11291.91
6475.64
3359.58
2590.26
9145.51
13496.60
3079.61
2.38
168.84
4899.38
24.12
212.15
0.82
0.82
20.80
4089.88
1399.82
3449.23
1586.47
4226.21
46.66
2412.05
242.67
169.24
1969.11
7.15
487.45
92.73
0.82
166.40
265.33
93.32
1226.96
55.47
326.57
34.47
42.91
2.46
38.14
90.27
95.19
2.38
838.95
0.82
11.92
76.27
1.69379
0.97135
0.50394
0.38854
1.37183
2.02449
0.46194
0.00036
0.02533
0.73491
0.00362
0.03182
0.00012
0.00012
0.00312
0.61348
0.20997
0.51739
0.23797
0.63393
0.00700
0.36181
0.03640
0.02539
0.29537
0.00107
0.07312
0.01391
0.00012
0.02496
0.03980
0.01400
0.18404
0.00832
0.04899
0.00517
0.00644
0.00037
0.00572
0.01354
0.01428
0.00036
0.12584
0.00012
0.00179
0.01144
154
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10:25
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10:46
10:47
13:45
13:48
14:05
16:04
16:05
16:06
16:52
17:43
19:10
9:31
9:32
9:34
10:18
0:53
4:22
5:04
9:26
9:57
10:41
12:49
12:50
12:52
13:11
13:41
14:15
14:16
14:42
18:05
18:06
7:05
7:39
16:03
16:08
16:57
16:58
20:13
14:16
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10:26
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10:45
10:46
10:47
13:45
13:48
14:05
16:04
16:05
16:06
16:52
17:43
19:10
20:02
9:32
9:34
10:18
0:53
8:18
5:04
9:54
9:57
10:41
12:49
12:50
12:52
13:11
13:41
14:15
14:16
14:42
18:02
18:06
7:05
7:39
16:03
16:05
16:57
16:58
20:13
7:41
14:17
14:18
21:01
7:07
1
1
1
1
1
178
3
17
119
1
1
46
51
87
52
1
2
44
875
445
42
290
31
44
128
1
2
19
30
34
1
26
200
1
779
34
504
2
49
1
195
688
1
1
403
606
2.38
0.82
0.82
2.38
6.93
4293.45
139.98
410.05
5552.63
68.16
46.66
1109.54
353.61
207.38
42.67
0.82
4.77
305.07
21105.45
3085.40
34.47
691.28
25.44
104.88
887.49
24.12
93.32
1295.13
723.62
235.74
24.12
180.27
4824.10
2.38
18789.88
235.74
1201.39
1.64
40.21
2.38
1352.03
16594.92
0.82
2.38
2794.20
14617.03
0.00036
0.00012
0.00012
0.00036
0.00104
0.64402
0.02100
0.06151
0.83289
0.01022
0.00700
0.16643
0.05304
0.03111
0.00640
0.00012
0.00072
0.04576
3.16582
0.46281
0.00517
0.10369
0.00382
0.01573
0.13312
0.00362
0.01400
0.19427
0.10854
0.03536
0.00362
0.02704
0.72362
0.00036
2.81848
0.03536
0.18021
0.00025
0.00603
0.00036
0.20280
2.48924
0.00012
0.00036
0.41913
2.19255
155
100
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1:50
7:04
8:32
11:27
11:28
11:37
7:49
4:31
4:48
0:48
0:49
10:33
10:35
13:44
14:02
15:43
20:37
20:38
20:39
20:47
22:51
5:16
6:44
14:33
14:34
15:24
16:04
17:22
18:15
18:39
19:17
19:36
19:44
20:14
20:19
20:21
20:22
21:42
21:43
1:34
7:31
7:48
7:49
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7:04
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11:19
11:28
11:37
7:49
7:50
4:48
0:45
0:49
10:33
10:35
13:44
14:02
15:43
16:00
20:38
20:39
20:47
22:51
5:16
6:44
7:01
14:34
15:24
16:04
17:22
18:15
18:39
19:17
19:36
19:44
20:14
20:19
20:20
20:22
21:42
21:43
1:34
7:31
7:32
7:49
7:51
9:21
9:54
15:26
314
88
167
1
9
4092
1
17
2637
1
584
2
189
18
101
17
1
1
8
124
385
88
17
1
50
40
78
53
24
38
19
8
30
5
1
1
80
1
231
357
1
1
2
90
33
37
257.68
209.77
1157.89
0.82
62.40
98701.15
0.82
13.95
6285.85
0.82
1392.09
13.87
4558.78
124.80
2436.17
793.23
0.82
2.38
192.96
5785.94
9286.40
610.15
13.95
0.82
346.67
964.82
3639.54
3612.73
1119.86
916.58
886.55
545.32
1399.82
120.60
2.38
0.82
190.70
6.93
5571.84
24334.78
0.82
0.82
4.77
624.01
78.66
30.36
0.03865
0.03147
0.17368
0.00012
0.00936
14.80517
0.00012
0.00209
0.94288
0.00012
0.20881
0.00208
0.68382
0.01872
0.36543
0.11898
0.00012
0.00036
0.02894
0.86789
1.39296
0.09152
0.00209
0.00012
0.05200
0.14472
0.54593
0.54191
0.16798
0.13749
0.13298
0.08180
0.20997
0.01809
0.00036
0.00012
0.02860
0.00104
0.83578
3.65022
0.00012
0.00012
0.00072
0.09360
0.01180
0.00455
156
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15:26
16:44
15:36
15:37
15:38
15:48
16:22
17:53
17:55
1:57
9:36
11:24
11:40
11:53
13:26
10:58
11:00
11:01
14:23
14:24
14:42
15:31
10:02
11:09
14:33
14:34
15:06
15:07
6:58
14:44
16:16
16:47
20:09
7:47
7:48
6:16
6:17
19:04
19:05
19:06
10:10
15:05
15:06
15:39
16:09
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16:44
5:58
15:37
15:38
15:48
16:22
17:53
17:55
1:57
9:36
11:24
11:40
11:53
13:26
23:59
11:00
11:01
14:22
14:24
14:42
15:31
10:02
11:09
14:28
14:34
14:57
15:07
6:58
6:59
14:51
16:47
20:09
7:12
7:48
6:13
6:17
17:30
19:05
19:06
10:10
10:45
15:06
15:39
15:51
16:10
16:11
78
794
1
1
10
34
91
2
482
459
108
16
13
93
633
2
1
201
1
18
49
1111
67
199
1
23
1
951
1
7
31
202
2103
1
1345
1
2113
1
1
904
35
1
33
12
1
1
185.93
5505.19
0.82
6.93
241.21
2317.60
4246.13
48.24
22490.50
11071.32
5039.36
385.93
90.14
221.69
519.45
1.64
2.38
1393.63
2.38
124.80
1181.91
7703.11
1616.07
1379.77
0.82
159.47
2.38
6593.75
0.82
5.74
25.44
481.51
14581.14
2.38
9325.55
0.82
14650.47
0.82
2.38
6267.88
28.72
0.82
78.66
83.20
2.38
6.93
0.02789
0.82578
0.00012
0.00104
0.03618
0.34764
0.63692
0.00724
3.37357
1.66070
0.75590
0.05789
0.01352
0.03325
0.07792
0.00025
0.00036
0.20904
0.00036
0.01872
0.17729
1.15547
0.24241
0.20696
0.00012
0.02392
0.00036
0.98906
0.00012
0.00086
0.00382
0.07223
2.18717
0.00036
1.39883
0.00012
2.19757
0.00012
0.00036
0.94018
0.00431
0.00012
0.01180
0.01248
0.00036
0.00104
157
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16:11
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6:56
14:25
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14:46
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14:24
14:26
22:20
23:14
14:31
14:37
14:53
21:14
21:35
3:04
1:06
21:15
21:07
22:05
21:01
8:58
21:09
21:14
7:43
12:44
13:12
13:26
13:28
13:41
17:06
17:07
20:59
21:05
20:56
8:51
20:59
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22:54
7:09
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16:24
16:40
6:56
6:57
14:27
14:46
5:09
5:10
7:53
14:26
22:20
23:14
8:44
14:37
14:53
15:08
14:20
8:03
6:35
6:13
6:30
7:15
5:04
5:36
10:23
4:53
5:19
10:02
13:12
13:26
13:27
13:41
13:42
17:07
17:13
5:04
4:46
4:57
9:03
5:24
8:59
22:54
7:09
20:01
6:09
14:17
13
16
856
1
2
19
863
1
163
2
474
54
570
6
16
15
1026
628
211
307
555
608
419
515
85
464
485
139
28
14
1
13
1
1
6
485
461
481
12
505
64
835
495
2212
608
488
10.67
38.14
5935.07
2.38
1.64
45.29
5983.60
2.38
133.76
4.77
3286.48
128.72
467.75
4.92
38.14
104.00
841.96
515.35
173.15
251.93
455.45
498.94
343.84
422.62
69.75
380.77
398.00
114.07
22.98
33.37
0.82
30.99
0.82
0.82
14.30
398.00
378.31
394.72
9.85
414.41
52.52
1990.40
406.21
5272.77
498.94
1163.25
0.00160
0.00572
0.89026
0.00036
0.00025
0.00679
0.89754
0.00036
0.02006
0.00072
0.49297
0.01931
0.07016
0.00074
0.00572
0.01560
0.12629
0.07730
0.02597
0.03779
0.06832
0.07484
0.05158
0.06339
0.01046
0.05712
0.05970
0.01711
0.00345
0.00501
0.00012
0.00465
0.00012
0.00012
0.00215
0.05970
0.05675
0.05921
0.00148
0.06216
0.00788
0.29856
0.06093
0.79092
0.07484
0.17449
158
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8/24/97
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14:17
14:18
20:38
5:04
19:11
23:34
10:55
0:13
5:14
5:17
17:52
16:43
12:10
12:20
8:19
14:59
17:28
18:08
19:05
11:25
14:49
15:03
23:05
10:39
17:34
10:05
8:01
13:36
23:05
23:08
1:40
23:27
8:17
15:23
4:26
18:38
21:06
11:03
0:17
7:55
10:05
13:44
13:45
13:46
7:11
8:47
8/24/97
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14:18
20:38
5:04
19:11
23:34
10:55
10:56
5:14
5:17
17:50
16:40
12:10
12:20
12:47
14:59
17:28
8:24
19:00
11:09
14:44
14:51
20:35
10:35
8:35
17:52
16:46
13:35
21:02
19:12
17:24
18:12
8:17
15:23
20:48
18:35
19:26
10:58
0:17
7:55
10:05
13:44
13:45
13:46
7:01
8:47
8:48
1
380
506
847
263
681
1
301
3
6513
1368
1167
10
27
400
149
9536
1492
964
1639
2
4652
690
5636
18
1841
334
446
1207
1096
992
530
426
325
849
1488
832
794
458
130
219
1
1
8235
1536
1
0.82
905.81
415.23
2019.00
215.82
1623.31
0.82
247.01
7.15
5344.71
1122.61
957.67
23.84
22.16
328.25
355.17
7825.45
1224.37
791.08
1345.00
1.64
3817.53
566.23
4625.03
14.77
1510.77
274.09
366.00
990.49
899.40
814.06
434.93
2953.67
266.70
696.71
1221.09
682.76
651.57
1091.74
901.35
5282.39
6.93
2.38
6757.82
1260.48
2.38
0.00012
0.13587
0.06229
0.30285
0.03237
0.24350
0.00012
0.03705
0.00107
0.80171
0.16839
0.14365
0.00358
0.00332
0.04924
0.05328
1.17382
0.18366
0.11866
0.20175
0.00025
0.57263
0.08493
0.69375
0.00222
0.22661
0.04111
0.05490
0.14857
0.13491
0.12211
0.06524
0.44305
0.04001
0.10451
0.18316
0.10241
0.09774
0.16376
0.13520
0.79236
0.00104
0.00036
1.01367
0.18907
0.00036
159
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10/14/97
10/14/97
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11/12/97
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12/9/97
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12/10/97
12/10/97
12/10/97
8:48
9:56
23:12
5:01
14:51
9:50
19:49
3:38
11:18
11:20
11:23
0:57
12:43
16:07
20:11
20:28
10:33
10:21
19:11
21:06
15:34
1:07
10:49
10:50
21:10
1:41
15:44
12:11
6:07
4:57
9:03
12:39
13:53
14:31
23:24
23:26
5:03
9:05
10:08
10:33
10:34
15:49
20:03
1:08
9:43
15:08
10/14/97
10/17/97
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10/22/97
10/27/97
11/12/97
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12/11/97
9:56
22:48
5:00
14:42
9:19
19:46
3:36
11:18
11:20
11:23
23:47
7:48
15:58
16:47
20:28
10:16
21:00
19:07
18:02
1:44
21:54
10:49
10:50
21:10
1:41
15:44
12:11
6:07
4:57
9:03
9:06
13:53
14:31
23:24
23:26
23:28
9:05
10:08
10:18
10:34
15:49
20:03
20:36
8:20
15:08
6:07
68
5092
1788
2021
2548
7796
22067
460
2
3
3624
10491
195
1480
1457
828
627
526
4251
3158
1820
582
1
620
271
843
1227
1076
1370
246
3
74
38
533
2
2
242
63
10
1
315
254
33
432
325
899
471.48
4178.61
1467.27
1658.48
2090.95
6397.57
18108.67
377.49
13.87
7.15
2973.93
8609.15
160.02
1214.52
1195.65
679.48
514.53
431.65
3488.47
2591.52
1493.53
477.60
2.38
4298.77
645.99
691.78
2924.81
7460.44
3265.69
1705.64
7.15
60.73
90.58
3695.55
4.77
1.64
198.59
150.17
69.33
0.82
2184.05
605.46
27.08
354.51
266.70
2142.96
0.07072
0.62679
0.22009
0.24877
0.31364
0.95964
2.71630
0.05662
0.00208
0.00107
0.44609
1.29137
0.02400
0.18218
0.17935
0.10192
0.07718
0.06475
0.52327
0.38873
0.22403
0.07164
0.00036
0.64481
0.09690
0.10377
0.43872
1.11907
0.48985
0.25585
0.00107
0.00911
0.01359
0.55433
0.00072
0.00025
0.02979
0.02253
0.01040
0.00012
0.32761
0.09082
0.00406
0.05318
0.04001
0.32144
160
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12/11/97
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12/25/97
6:07
22:36
23:01
8:57
9:52
17:42
17:43
3:06
7:02
13:22
17:42
18:17
11:48
17:16
21:07
1:55
17:12
19:34
22:23
19:03
19:49
0:08
5:02
12:52
14:53
15:08
15:19
15:39
7:46
15:31
15:32
16:00
7:43
9:34
15:14
21:01
19:09
19:13
15:04
17:16
17:18
8:10
8:35
8:39
19:56
21:13
12/11/97
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12/26/97
22:36
23:01
8:57
9:52
17:42
17:43
18:35
3:07
13:22
20:38
18:17
11:48
14:48
18:39
21:34
4:56
19:34
22:23
19:03
19:49
20:22
5:02
12:52
14:53
15:08
15:19
15:39
7:46
15:31
15:32
16:00
7:43
9:34
15:14
21:01
19:08
19:13
12:58
17:16
17:18
8:10
8:35
8:39
19:56
21:13
6:10
989
25
596
55
470
1
52
1
380
436
35
1051
180
83
27
181
142
169
1240
46
33
294
470
121
15
11
20
967
465
1
28
943
111
340
347
1327
4
1065
132
2
892
25
4
677
77
537
6857.22
59.59
489.09
131.10
3258.74
2.38
42.67
0.82
311.84
3023.00
28.72
2505.28
147.71
68.11
22.16
148.53
116.53
402.85
8597.53
109.65
27.08
241.26
1120.34
99.30
35.76
9.03
47.67
6704.69
381.59
2.38
194.14
2247.84
769.62
279.01
827.15
9200.75
9.53
873.96
108.32
4.77
6184.68
59.59
27.73
1613.77
533.88
1280.05
1.02858
0.00894
0.07336
0.01967
0.48881
0.00036
0.00640
0.00012
0.04678
0.45345
0.00431
0.37579
0.02216
0.01022
0.00332
0.02228
0.01748
0.06043
1.28963
0.01645
0.00406
0.03619
0.16805
0.01489
0.00536
0.00135
0.00715
1.00570
0.05724
0.00036
0.02912
0.33718
0.11544
0.04185
0.12407
1.38011
0.00143
0.13109
0.01625
0.00072
0.92770
0.00894
0.00416
0.24207
0.08008
0.19201
161
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12/26/97
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1/1/98
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1/17/98
6:10
10:53
10:10
10:11
12:01
9:58
10:30
12:12
19:05
20:52
12:03
12:04
17:41
11:23
15:42
12:06
10:17
10:18
11:33
11:34
14:15
14:17
14:18
6:55
12:12
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23
32
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337
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1
997
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9
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3
1
226
1
95
132
654
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69
1
52
550
583
514
1
1
1962.18
3325.28
0.82
245.52
54.83
26.26
243.14
2863.53
255.06
1929.28
2.38
2336.59
2531.50
1795.77
318.40
968.33
0.82
492.28
0.82
582.41
1.64
2.38
6912.69
0.82
0.82
2.38
8944.21
21.45
1150.96
24.12
20.80
2.38
1566.97
2.38
77.96
108.32
4534.50
5029.63
164.48
2.38
360.54
451.34
1389.70
3563.82
2.38
0.82
0.29433
0.49879
0.00012
0.03683
0.00822
0.00394
0.03647
0.42953
0.03826
0.28939
0.00036
0.35049
0.37973
0.26937
0.04776
0.14525
0.00012
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0.08736
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0.00036
1.03690
0.00012
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0.00036
1.34163
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0.23505
0.00036
0.01169
0.01625
0.68018
0.75444
0.02467
0.00036
0.05408
0.06770
0.20846
0.53457
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242
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1
175
2
1
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8
23
1
34
345
1
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73
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193
3195
1033
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362
2
567
39
926
60
2
996
95
28
142
7
17
18
41
26
1
1
135
49
102
2.38
5837.16
0.82
6.93
8165.64
13.87
0.82
13.87
545.32
1073.20
24.12
235.74
822.38
0.82
4104.63
174.01
14.77
338.49
4.10
0.82
42.91
158.38
7615.96
7162.30
0.82
297.07
4.77
3931.29
92.96
759.90
143.02
1.64
2374.18
658.68
1306.50
3425.11
326.63
410.05
839.89
284.27
627.13
6.93
2.38
110.78
40.21
243.14
0.00036
0.87557
0.00012
0.00104
1.22485
0.00208
0.00012
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0.08180
0.16098
0.00362
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0.12336
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0.02376
1.14239
1.07434
0.00012
0.04456
0.00072
0.58969
0.01394
0.11398
0.02145
0.00025
0.35613
0.09880
0.19598
0.51377
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0.06151
0.12598
0.04264
0.09407
0.00104
0.00036
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0.00603
0.03647
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212
33
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15
1
2
75
291
671
31
3483
532
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1
1
30
637
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88
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1045
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1
96
136
395
40
21
33
457
476
1872
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4
1031
475
939
14
97
84
164
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2
12
30
1469.90
27.08
123.95
104.00
0.82
4.77
520.01
7019.07
4652.37
73.90
24149.36
1268.13
0.82
2.38
6.93
71.51
4416.64
328.95
47.60
209.77
693.35
25205.94
48.53
2.38
78.78
111.60
941.57
964.82
1431.46
795.98
21323.98
11481.37
12979.50
1.64
3.28
2457.61
389.80
770.56
337.69
79.60
200.23
1137.09
2.38
1.64
28.60
24.62
0.22049
0.00406
0.01859
0.01560
0.00012
0.00072
0.07800
1.05286
0.69786
0.01108
3.62240
0.19022
0.00012
0.00036
0.00104
0.01073
0.66250
0.04934
0.00714
0.03147
0.10400
3.78089
0.00728
0.00036
0.01182
0.01674
0.14123
0.14472
0.21472
0.11940
3.19860
1.72220
1.94692
0.00025
0.00049
0.36864
0.05847
0.11558
0.05065
0.01194
0.03003
0.17056
0.00036
0.00025
0.00429
0.00369
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341
565
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5
147
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1037
1538
80
3038
125
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223
319.42
141.97
7091.54
2005.60
0.82
2218.72
8225.10
26363.34
530.65
169.24
0.82
1.64
11.92
1019.22
48.24
48387.23
37097.35
554.68
2493.05
102.58
4.77
1546.17
0.04791
0.02130
1.06373
0.30084
0.00012
0.33281
1.23376
3.95450
0.07960
0.02539
0.00012
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