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TECHNICAL MEMORANDUM
HYDROLOGIC CHARACTERISTICS OF THEKISSIMMEE RIVER FLOODPLAIN
BONEY MARSH EXPERIMENTAL AREA
Ronald Mierau, Data Management DivisionPaul Trimble, Water Resources Division
September 1988
Resource Planning DepartmentSouth Florida Water Management District
EXECUTIVE SUMMARY
Channelization of the Kissimmee River in the mid and late 1960s for flood
control and navigation caused broad areas of marsh in the former floodplain to drain
much more rapidly. Concern over possible adverse environmental and water quality
impacts prompted a study on the former floodplain to address the effects of reflooding
the marsh areas, particularly in regard to revegetation characteristics and nutrient
uptake of the developing marsh vegetation.
Hydrologic monitoring was established to support these objectives. An inter-
disciplinary approach was used to design the monitoring system. This design
approach allowed significant conclusions to be drawn from the hydrologic data
independent of this support function. This report documents the hydrologic and
hydraulic operation of the project over the period 1976 to 1986 and presents
conclusions that may be of significant impact to South Florida Water Management
District operations and environmental restoration programs.
. This work found the following hydrologic and hydraulic parameters to be
appropriate for the study area:
A) Flow equations - A standard submerged weir equation developed for
sharp-crested weirs as presented in Handbook of Hydraulics (King & Brater,
1963) serves adequately when a weir coefficient of 3.0 is used even though the
breadth of the weir in the flow direction departs significantly from the sharp-
crested assumption.
B) Evapotranspiration from marsh vegetation of this type under
predominantly wet conditions can be represented by 0.70 times class A pan
evaporation.
C) Seepage through this type of floodplain material is quite low and can be
represented in acre-feet as 0.06 times the head difference across the levee in
feet times the number of miles of levee over which this head acts.
D) Net runoff defined as surplus rainfall that flows out of a catchment area is
very low. In contrast to most areas within the District which yield runoff
values in the range of 10 to 15 inches per year (including the Kissimmee
Basins), runoff values from this area averaged -8 inches, a net difference of 18
to 23 inches of water that would otherwise be available for downstream uses.
While part of this difference might be explained by rainfall values which were
somewhat lower than normal, rainfall differences cannot explain this large a
discrepancy.
Under natural drainage conditions, common throughout Florida, runoff is
expected to be generated even under severely dry conditions. This is due to the
timing of rainfall events. Usually at some time of the year the rainfall rate
exceeds the capacity of local storage to trap the excess water. It is during these
times that runoff occurs.
The major cause of the negative runoff values is probably the practice of
artificially imposing water level fluctuations which do not reflect weather
conditions. Under the regulation schedule used, water levels were held above
the land surface except during part of May and June. Thus, through most of
the dry season, the vegetation was not stressed by drought as is usually the
case. In addition, in most years, May and June had adequate rainfall to supply
the full evapotranspiration potential of the vegetation. Further, the extra
storage provided in June due to the drawdown was capable of capturing part of
the large rains which may be expected at this time of the year. A regulation
schedule based on rainfall patterns such as that used for deliveries to
Everglades National Park may have provided a more realistic runoff pattern
(Neidrauer and Cooper, in publication 1988).
This study has important implications on several issues central to
District objectives.
A) Water supply
Maintaining minimum water levels in a marsh system, regardless of
local rainfall conditions, may change a marsh area from a net runoff
producing area to a net consumer of water. This may well be true in
marshes which form a part of a water supply system such as the City of
West Palm Beach's catchment area, as well as restoration of flow-through
marshes similar to those proposed for the Kissimmee River Valley. There
is some evidence that this might also apply to a lesser degree to the use of
marsh areas as detention or retention systems. The magnitude of the
potential reduction in water supply capability is beyond the scope of this
study as it is influenced by upstream and downstream storage capacity,
local drainage characteristics, local rainfall intensity, seepage and
vegetation characteristics.
B) Kissimmee River Demonstration Project
The Kissimmee River Demonstration Project is a program to restore
a portion of the channelized Kissimmee River to a more natural flow
pattern. Monitoring the test portion and the development of an extensive
physical and mathematical model through the demonstration will provide
valuable insight into detailed design and the effectiveness of a more
general restoration.
The results of this study complement the objectives of the demon-
stration and may help in model calibration as well as interpretation of the
model results. Of particular applicability is:
a) Flow resistance changes over time.
b) The possibility of utilizing rainfall based regulation schedules to
provide required stage fluctuations concurrent with conserving water.
C) Flow Resistance
A nonlinear increase in resistance to flow offered by the marsh vege-
tation as it succeeded from overdrained to restored marsh communities
was observed. This increase was quite substantial and should be
considered in interpreting floodplain modeling results, if not in the actual
model.
The absolute magnitude of the flow resistance parameters computed
under this study are suspect as they are unreasonably high (on the order
of two to five times expected values) in comparison with work by other
researchers. This is attributed to highly unfavorable flow conditions for
this type of analysis during the study period. The conditions of steady,
uniform flow were only grossly approximated due to the pumping
schedule imposed. An experiment is planned for the summer of 1988 to
better refine parameters of flow resistance under current conditions.
Though the absolute magnitude of the flow resistance presented in
this study is questionable, the conditions under which the measurements
were made did not change appreciably except for vegetative changes
throughout the duration of the project. The study results should provide a
good approximation of changes in flow resistance over time. This is
important because no information in the scientific literature provided
insight into the magnitude or the rate of change which could be expected
under marsh restoration conditions.
D) Error Analysis
More attention was paid to error analysis in the hydrologic water
budget than is standard in this type of study. Of particular interest is the
magnitude of the increase in expected error as the time interval of compu-
tation is decreased since this has significant impact on the design of
monitoring systems. A large portion of the errors in water budgets with
time scales less than a year is due to an inability to reliably estimate
changes in storage. This implies a more dense water level monitoring
network than normal is required if reliable daily or monthly water
budgets are desired.
TABLE OF CONTENTS
Page
Executive Summary ........................................... i
List of Figures .................................................. viii
List of Tables ................................................ viii
Acknowledgments ............................................. ix
Abstract ......................................................... x
Key Words ....................................... . x
Preface ....................................................... xi
I. INTRODUCTION ............................................. 1
II. DESCRIPTION OF THE AREA ................................. 3
III. FLOW RESISTANCE CHARACTERISTICS OF THE
MARSHAREA ....................................... 7
IV. WATER BUDGET DATA ................................ 13
V. WATER BUDGET PHASE 1 ................................ 18
A. Methodology .............................................. 18
B. Interpretation ofError ..................................... 23
C. Discussion .............................................. 27
VI. WATER BUDGET PHASE 2 .................................. 28
A. Methodology .............................................. 28
B. Interpretation of Error ................................... 33
C. Discussion ................................................ 35
VII. CONCLUSION ............................................... 43
BIBLIOGRAPHY ............................................. 46
APPENDICES
Appendix A. Estimated Average Stage (Western Marsh Area) ....... A-1
Appendix B. Estimated Average Stage (Eastern Marsh Area) ....... B-1
Appendix C. Rainfall ................. ......................... C-1
Appendix D. Pan Evaporation (S-65C) ........................... D-1
Appendix E. North Weir Discharges ............................... E-1
Appendix F. South Weir Discharges .............................. F-1
Appendix G. South Culvert Discharges (Phase 1) .................. G-1
Appendix H. North Pump Flows (Phase 1) .......................... H-1
Appendix I. South Pump Flows (Phase 1) .......................... I-1
Appendix J. Monthly Water Budget .............................. J-1
LIST OF FIGURES
1. Boney Dike Experimental Marsh Area .......................... 2
2. Stage-Storage Curve for the Western Marsh Area ............... 8
3. Stage-Storage Curve for Eastern Marsh Area ........ ....... 9
4. Stage-Storage Curve for the Canal ............................. 10
5. Manning's"N" Coefficient Versus Time ........................ 14
6. Manning's "N" Versus Depth of Water ......... ............ 15
7. Overall Water Budget (Phase 1)
a. Canal .......... ............................... 29
b. Western Marsh Area .................................... 30
c. Eastern Marsh Area ...................................... 31
8. Overall Water Budget (Phase 2) .............................. 36
9. Annual Average Rainfall Map for South Florida .................. 40
10. Annual LongTerm Rainfall Bar Plot .......................... 41
LIST OF TABLES
Page
1. Periods of Missing Data ........................................ 17
2. Optimized Coefficients ......................................... 24
3. Mass Balance Errors (Phase 1) .................................. 24
4. Daily RMS Errors (Phase 1) ................................... 25
5. Monthly RMS Errors (Phase 1) .................................. 25
6. Annual Water Budget (Phase 1) ................................. 28
7. Annual Error Analysis (Phase 2) .............................. 34
8. Ratio of Error to Volume of Flow (Phase 2) ....................... 35
9. Annual Water Budget (Phase 2) .............................. 37
10. Typical Unit Runoff from South Florida Watersheds .............. 39
viii
ACKNOWLEDGMENTS
The authors wish to thank the many individuals who contributed to the review
and documentation of this report. Several engineers from the South Florida Water
Management District, including Dr. Jayantha Obeysekera, Shawn Sculley, Brian
Turcotte, Chuck Padera, Kevin Dickson, Leslie Wedderburn, and Alan Hall,
contributed to the comprehensive review of this report. In addition, Dr. H. W. Shen
from the Civil Engineering Department of the University of California at Berkeley
and Dr. R. H. Kadlec from the University of Michigan's Wetlands Ecosystem
Research Groups graciously extended their expert comments on the results of this
study.
Steve Davis supplied valuable information concerning vegetation changes
during the study period. Morris Rosen supplied a fine interpretive analysis of
geologic characteristics. Special thanks need to be given to numerous technicians in
Data Management Division for the extensive effort in collecting and reducing the
hydrologic information collected over the ten-year study period; Dee Azeredo, Ray
Santee, and Karen Lythgoe for their part in processing and analyzing the massive
amount of breakpoint data collected for this project; Dawn Reid, Karen Lythgoe, and
Barbara Brown for preparing the graphics, and finally Carol Goff for her patience in
typing and making revisions to this report.
ABSTRACT
Ten years of operation are documented for a controlled experiment to
determine the environmental, hydrological, and water quality effects of marsh
restorations in the Kissimmee River Floodplain. This paper uses a water budget to
calibrate and then verify the key hydrologic parameters: rainfall, evapo-
transpiration, seepage, and flow. A unique design provided an unusual opportunity
to quantify errors associated with flow, and rainfall/evapotranspiration largely
independently.
Hydrologic control was quite good. This is reflected in an expected error of less
than 2% of the annual flow leaving the area. This error increased dramatically as
the time interval for analysis was reduced to a month or day basis. Uncertainty in
storage fluctuations were the major source of errors.
A nonlinear increase in resistance to flow offered by the marsh vegetation as it
adapted from overdrained to restored marsh conditions was observed. Although the
absolute magnitude of the. flow resistance term seems unreasonably high, the rate of
increase over time seems reasonable.
Runoff values were extremely low during the study period. In fact, signifi-
cantly more water was supplied as pumped inflow and rainfall than left the area as
measured outflow. This probably resulted from a combination of forced inflow and
strict water level fluctuations imposed based on historical fluctuations rather than
on meteorological conditions.
KEY WORDS
KISSIMMEE RIVER, FLOW, RAINFALL, MANNING'S N, SEEPAGE,
ENVIRONMENTAL RESTORATION, CONSUMPTIVE USE OF MARSH
VEGETATION.
PREFACE - HISTORICAL PERSPECTIVE
Channelization of the Kissimmee River in the mid and late 1960s for the
purposes of flood control and navigation caused broad areas of marsh in the former
floodplain to drain much more rapidly than had occurred historically. This
observation caused concern over possible adverse environmental and water quality
impacts due to the channelization. It also raised questions as to what measures
could be taken to reduce these impacts and how effective these measures would be.
By the mid 1970s these concerns had matured to the point where the Boney
Dike Experimental Area was established by a parent agency of the South Florida
Water Management District. The design of the area was constrained by the need to
evaluate the effectiveness of restoration alternatives. Two alternatives for restoring
environmental conditions in the floodplain marshes were evident at that time. The
first was to raise pool elevations at the intermediate control structures S-65A, S-65B,
S-65C, S-65D, and S-65E, either with a static or fluctuating regulation schedule
which would allow flooding the marshes at the lower end of each of the intermediate
river sections. The second alternative was to partially constrict or plug selected
reaches of the new channel to cause a more spatially uniform raising of water levels
during periods of moderate to high flow rates while allowing water levels to return to
level pool conditions during periods of low flow. In addition to the obvious
differences in areal extent of marshes which would be flooded and cost differences, a
real question remained on possible differences in nutrient uptake and revegetation
characteristics between the first option which was called "static pool" and the second
option which was termed "flow through".
While evaluation of these alternatives primarily determined the size and
configuration of the experimental area, an interdisciplinary approach was used to
incorporate features which would prove useful in answering other basic questions
without compromising the primary objectives. Consideration was given to
determining consumptive use of water by natural vegetation, obtaining detailed
meteorological parameters for possible correlation with evapotranspiration, as well
as evaluation of experimental instrumentation. Special emphasis was placed on
design for cross verification of elusive water budget parameters such as seepage and
evapotranspiration. Provisions were made for determining the resistance to
overland flow provided by marsh vegetation although practical pumping schedules
resulted in very poor conditions for this type of analysis.
An attempt was made to provide detailed meteorologic information including
wind speed, wind direction, air temperature, relative humidity, pan evaporation,
and rainfall for the purpose of basic research. This attempt was to a large degree
unsuccessful due to the primitive state of automated instrumentation available in
the mid 1970s. The result of this supplemental data collection is not presented in
this paper.
This publication incorporates hydrologic analysis completed for the period
1976 to 1978 which was presented in preliminary form (Trimble and Mierau, 1980)
with analysis of data for the period 1979 to 1986. " Since data is still being collected,
an addendum presenting the additional data will be published after the study area is
dismantled.
This work is closely related to studies documented in two existing publications
(Trimble and Mierau,. 1980; Davis, 1981). Two publications scheduled for 1989,
Boney Marsh Nutrient Budget and Emergent Vegetation in Boney Marsh, will also
relate strongly to this work. Further work in refining flow resistance in this marsh
area is scheduled for the summer of 1988.
I. INTRODUCTION
An analysis of the water budget for the Boney Marsh experimental area has
been completed for the period from March 26, 1976 through February 28, 1986. This
marsh area is located in the floodplain along the west bank of the former Kissimmee
River just north of structure S-65B (see Figure 1). The experimental area is a unique
system of levees and discharge structures especially designed for a quantitative
study of vegetation changes, nutrient uptake, and hydrological characteristics of a
riverine marsh system. Levees divide the area into two separate reservoirs--the
western and eastern marsh areas. During the first part of the study, stages in both
these areas were fluctuated seasonally to approximate the average stage
fluctuations in the Kissimmee River flood plain prior to channelization (Davis,
1981). Later portions of the study concentrated on the western area only. The
western area was forced to experience large inflows and outflows while the eastern
area had only the minimal inflows and outflows that were required to maintain the
desired stage fluctuations.
A water budget approach was used as the primary technique for hydrologic
analysis. The design of this project offered a unique opportunity to indirectly
quantify parameters that are normally lumped into a residual error term in many
water budget analyses. This allowed a very good quantification of flow, rainfall,
seepage, and evapotranspiration. The index used for evapotranspiration should be
transferable to vegetation of similar type. Seepage estimates were judged to be quite
reliable for this project but may not be highly transferable due to very non-uniform
soils. Loadings computed for the conservative parameters measured (Davis, 1981)
provided further evidence of the quality of the computed parameters. Davis showed
good agreement for chloride transport even when the seepage term was ignored.
Inclusion of computed seepage in his analysis would have further improved the
chloride budget.
BONEY MARSHI
SPUmP LOCATIONO STAGE RECORDER
WEIR LOCATIONCULVERT IWCATIONWEATHER STATION
Figure 1.
_ ~~~_ ___~____
_ _ _ _ __ ____ _ _ ___ __
A detailed analysis of errors associated with the water budget is presented in
later sections of this report as well as the variation in errors which can be expected
as a function of the time step required.
During phase 1 of this study, daily water budgets for these areas were
determined to support analysis of the environmental and water quality impacts of
flow-through marsh restoration versus non-flow (ponded) restoration of marshy
areas in the Kissimmee River Valley under identical meteorological conditions. The
magnitude of the different components of the water budget were determined through
a calibration procedure using hydrologic data for the period from March 26, 1976 to
December 31, 1978. The results of this study were originally documented as a
memorandum report (Trimble and Mierau, 1980).
During the second phase of this study, only the western reservoir was modeled
for the purpose of further evaluation of nutrient uptake under high flow conditions.
This phase of the study was completed using hydrologic data for the period from
March 1, 1979 to February 28, 1986. Phase 2 was also useful as a verification period
for the hydrologic relationships derived in phase 1 of this study.
The purpose of this report is to present estimates of the inflows and outflows
associated with the Boney Marsh water budget. Also included in this report is a
description of the study area with an explanation of the methodology used to
estimate the water budget. A third feature of this report is a preliminary estimate of
resistance to flow provided by marsh vegetation in the Kissimmee River Valley.
II. DESCRIPTION OF THE AREA
Approximately 4.6 miles of levees divide the marsh area into two separate
reservoirs and a canal. The canal is located at the northern boundary of the marsh
for the purpose of supplying water from the Kissimmee River channel to the western
flow through area. The north pump is located at the eastern end of the canal to draw
the water from the Kissimmee River into the canal while the north weir at the
western end regulates flow leaving the canal and entering the western flow through
area. Prior to entering the flow-through area, water from the north weir passes
through a distribution channel and spreader berm to distribute flow evenly over the
northern portion of the marsh. This berm was designed to ensure that the water does
not short circuit the marsh by flowing along the east levee towards the south weir. A
prearranged pumping schedule is imposed on the north pump to provide the desired
flow-through schedule based on environmental study criteria. The weir at the south
end is adjusted frequently to impose a scheduled seasonal fluctuation of water levels
irrespective of flow considerations.
The Boney Marsh climate is classified as a wet subtropical climate (Koeppen,
1931). This area receives on the average about 48 inches of rain per year. Hot humid
tropical air dominates the region through the wet season months (May-October)
during which rainfall is generated from local convective activity and by tropical
disturbances that pass through the area. The wet season period accounts for
approximately 36 inches of the total rainfall that the Boney marsh receives while the
mean daily temperature averages 80° Fahrenheit from June through September.
May and October are slightly cooler with mean daily temperatures ranging in the
mid-seventies on the Fahrenheit scale.
The dry season months (November-April) are dominated by cooler drier air.
Rainfall occurs mainly due to occasional frontal passages and averages 12 inches per
year. The mean daily temperature varies more during the dry season months with
the normal value for January being in the low 60s while April's mean daily
temperature averages in the low 70s on the Fahrenheit scale (MacVicar, 1981).
Soils in the study area consist of sand and shell overlain by a variable layer of
muck, peat and undecomposed organic matter. Pockets of sandy silt and clay are
scattered throughout the area. Organic material is prevalent in the upper three feet
of the soil profile in pockets at least two feet deep and in layers interspersed with
sand and other inorganic material. This type of soil profile is often found in
floodplain with meandering river channels.
Rosen, 1974, describes two probable mechanisms for the formation of the upper
three feet of this soil profile. Alternating layers of organic and inorganic soils were
formed by the deposition of inorganic material during generalized flooding
accompanied by flow velocities adequate to scour this material from upstream
sources. This was followed by deposition of plant material from local sources or from
less severe flood events carrying primarily organic material.
A second mechanism caused the formation of the pockets of organic material.
The Kissimmee River was a dynamic river. Measured on a time scale of decades, the
wide sweeping oxbows could be seen migrating downstream in a continuous process
of erosion and deposition. At one time the active river channel was located well into
the current flow-through marsh area. The river scoured the layered deposits in the
process of channel migration leaving a well defined river channel. As the river
channel continued to migrate in a manner characteristic of meandering rivers, these
scoured areas were cut off from the main channel leaving quiescent pools in which
organic material built up to greater depths.
The topography of the flow-through marsh is naturally quite regular with a
slight slope to the south. Natural grades were not altered. Depth of water is fairly
constant during steady flow conditions with a spatial variation of depth on the order
of 6 inches. There is a slight tendency for increased depths to follow a meandering
pattern through the area, although for the most part, they are irregularly
distributed. The area of the flow-through portion is 120 acres.
The eastern area was designed to provide a control experiment for the effects of
the artificially induced flow in the flow-through area. The design concept was to
maintain identical water level fluctuations in both the flow-through and the control
impoundment area. Operational strategy for the east area was to add or remove as
small a volume of water as possible consistent with meeting the regulation schedule.
Water was added by the south pump and removed by the south culvert to meet these
objectives. Surface area of the eastern area is 230 acres. Land elevations are not as
uniform in this portion as they are in the western area. Variations from a plane
surface are on the order of 1 to 14 feet with the highest elevations occurring in the
northwestern portion. Subsequent to completion of phase 1, the south pump was
removed and operation of the south culvert was not well documented. The dike
separating the eastern area from the Kissimmee River was also removed at a later
date.
Vegetation at the time of project initiation could be classified as 'wet prairie'.
Predominant species were grasses and sedges. Detailed records of the distribution of
vegetative species on a spatial and time-series basis are maintained in the records of
the Environmental Science Division, South Florida Water Management District.
This type of vegetation is characterized by a very dense cover near ground level
which thins rapidly in the range of 6-12 inches above land surface to only isolated
stems above 18 inches. Foliage is often quite lush near the ground surface,
particularly when not subjected to drought conditions. This would tend to indicate
moderate to relatively large transpiration characteristics. The evaporation
component would not be suppressed by shading to the extent of some other taller
marsh/slough vegetation types under flooding conditions; on the other hand, a larger
portion of the leaf area would be submerged during flooding reducing the
transpiration component. Resistance to flow is expected to be very large at shallow
flow depths due to the vegetation density and decrease dramatically with increasing
flow depths up to 12-18 inches. This type of vegetation is often found on sandy soils
which are inundated for a significant portion of the year but also dry out regularly.
It is common in the higher elevations of floodplain and poorly drained upland areas
north of Lake Okeechobee.
Vegetation at the time of this report would, to the casual observer, be
characterized by much the same type of vegetation as when the project was initiated
with the major difference being the lushness and density of vegetation. A change in
species composition from grasses and sedges toward broader leaved species such as
Sagittaria and Pontederia was observed by District biologists. Substantial detritus
buildup occurred resulting in a much denser tangle of old plants in various stages of
decomposition than when the project was initiated. There is also more woody, brush
type vegetation at the north end of the flow-through area and in the former nonflow-
through area. Quantitative estimates of change in vegetation density with time and
height above ground surface is not available at this time.
Stage-storage curves for both marshes and the canal appear in Figures 2, 3 and
4, respectively. The relationships for the eastern and western marshes were
estimated from topographic maps at 0.5 foot contours while the stage-storage
relationship for the canal was based on the original canal design.
III. FLOW RESISTANCE CHARACTERISTICS
OF THE MARSH AREA
Initial filling of the flow-through area in 1976 provided an opportunity to
observe the flow characteristics of the marsh prior to any changes which might occur
due to reflooding. Experimental difficulties prevented compiling reliable
quantitative information. Qualitative observations, however, do shed some light on
the hydraulic characteristics of this marsh area.
Quasi-steady state uniform flow was expected in the marsh during the filling
operation. That is, a fairly uniform slope of the water surface was expected which
would allow the computation of flow resistance at several flow depths. Six
temporary supplemental water level stations were established along the flow profile
in addition to the marsh ends to verify the uniformity of the hydraulic gradient. The
water surface profile which developed during the filling operation was not at all like
oooo.q oooo ooo 0 ooo o
Stage In Fet--NVD
Figure 2. Stage-Storage Curve forthe Western Marsh Area
Cd
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Stage in Feet-NGVD
Figure 3. Stage-Storage Curve for Eastern Marsh Area
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Stage In Feet-NOVD
" . ar n-igure 4. Stage-Sntorage ..u ve ir e. u. =,.
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m
that expected. The temporary monitoring system was thus totally inadequate to
describe the developing flow profile.
An abrupt wetting front developed which progressed uniformly, similar to a
wave front, the length of the flow-through marsh. Water levels increased rapidly at
the leading edge of this wave from zero to the range of 12-18 inches within approxi-
mately 100 feet of the leading edge of the wave. Water levels behind this transition
zone were very flat. The monitoring system was not precise enough to quantify the
slope behind the transition zone nor dense enough to describe the transition zone
itself. The third order surveys which were used to provide reference elevations for
the intermediate measuring stations were inadequate to provide reliable estimates
of the slope of the apparently flat water surface. The measuring stations were
inadvertently disturbed before it was possible to make precise datum adjustments.
Quantitative estimates of this initial filling period are thus not available.
It has not been possible to implement a comprehensive test program to
determine flow resistance characteristics subsequent to the initial filling without
compromising the original long-term water quality and environmental objectives.
These studies are now nearing completion. A monitoring program designed
specifically to quantify the flow resistance characteristics should be implemented
prior to dismantling the project.
There is a large set of stage and flow. data which can be used to obtain
approximate estimates of flow resistance. This information is not ideally suited to
this type of analysis because true steady-state conditions were very rare during the
operating period. In general, flow through the area was initiated by pumping
approximately 8 hours per day with pumps off the rest of the day. This caused water
levels to increase significantly during the time the pumps were on and decrease to a
lower level during the portion of the day the pumps were off. This trend was more
pronounced at the upstream end of the flow-through area than on the downstream
end and also more pronounced at smaller flow depths than at the higher end of the
regulation schedule. This data, however, is the only information available to
document changes in resistance with changes in vegetation due to reflooding.
The data was first divided into three equal sets based on dates of collection (the
early, intermediate, and final time periods). These three sets were then screened to
eliminate the most radical departures from steady flow conditions. The criteria used
was the absolute value of difference in daily flow in and out could not exceed 20% of
the average of these two daily flows. The data was further restricted by ensuring
that the average daily upstream stage exceeded the average daily downstream stage,
and by eliminating all missing or estimated data. Manning's n was computed for
each of the qualifying average daily flow values with the depth based on the average
of the daily upstream and downstream stages minus the average land elevation. The
hydraulic gradient, S, was computed as the difference in average daily upstream and
downstream stage divided by the distance between upstream and downstream
gauges. The index to flow resistance (Manning's n) was computed using the formula:
1.48
Qwhere n is Manning's n
Q is average daily flow in CFS
w is the width of the area in feet
d is the average flow depth in feet
S is the hydraulic gradient (slope of the water surface)
The computed Manning's n values which ranged between 1 and 4 are generally
much larger than those normally found in documentation. This can partially be
explained by the very thick vegetation that is found in South Florida's marsh areas.
In an earlier study, the value of the Manning's coefficient was estimated to range
between .3 and 1.2 for the water conservation areas (Lin and Shih, 1979). The
Manning's n values computed for the Boney Marsh area were most likely overesti-
mated due to non-steady flow conditions that existed in the experimental marsh due
to the pumping schedule in operation and other irregularities that existed in the
experimental area.
The computed values may still be used to explain trends in the resistance factor
as illustrated in Figure 5. The n values generally increased during the first phase of
the experiment due to the shift in type and density of the vegetation that existed in
the experimental marsh. During the second phase of the study, the habitat appears
to have reached an equilibrium so that there are only small fluctuations in the value
of n due to short-term variations in climate affecting the vegetation.
Finally the computed n values showed no indication of being a function of the
depth of water as would be expected from theoretical considerations and other
research (Kadlec et al., 1981; Shih and Rahi, 1981). Computed Manning's n as a
function of depth for phase 1 are illustrated in Figure 6. There is some evidence that
Manning's equation may not be the most appropriate method of describing flow
through this type of marsh vegetation (Hammer and Kadlec, 1986). Work currently
in process by Robert Kadlec (personal communication) and others lends support to
the possibility that a more appropriate description of flow resistance in marsh
vegetation may be found.
IV. WATER BUDGET DATA
The period for which sufficient data are available for the Boney Marsh water
budget analysis begins March 26, 1976. Areal distribution of water levels are deter-
mined from a network of stage recorders placed at key locations throughout the
marsh. These stages are measured continuously throughout the day on graphic
recorders and are archived in linear breakpoint form converted to fixed interval
hourly data to compute flow on an hourly basis for the period of record. The names
and locations of these stage recorders appear in Figure 1.
+
+
+
+
+
+ + +
SH ) NN UNG'S
MANNINCGS'N'N
m0 c N -
Ndb
4-+
0~
0a
n
LL
DN
C
UU
CCcno
SQManning' N
Manningin N
- a a * f iFigure b. Manning s ri verus~ pu u vwatci
a4-
-c
~0
3
0
v
1
The mean areal day-end stage was calculated from the stage recorders in each
of the respective areas during phase 1. However, during phase 2, the north end
impoundment and south pump downstream gauges were removed (March 1983 and
January 1984, respectively). Therefore, a statistical analysis was completed to
compute a relationship between the south culvert upstream stage and the average
stage of the eastern marsh for the period when all three recorders were available.
This relationship was then used to estimate the average stage in the eastern marsh
for the period when the north end impoundment and the south pump stage recorders
were removed. In phase 2, the average stage of the eastern area was only used to
estimate seepages to the flow through area since a water budget was not completed
on the eastern area during this phase. The estimated average stages for the western
and eastern areas appear in Appendices A and B, respectively.
The daily rainfall measurements were recorded with a rain gauge located in
the Boney Marsh. .The pan evaporation measurements taken on site proved
unreliable so the record available from S-65C was used instead. Early attempts at
obtaining pan evaporation records without a daily human observer proved
unsuccessful due to a combination of deficiencies inherent in float-driven recorders
and difficulties in providing adequate water level control. .Appendices C and D
contain the daily rainfall and pan evaporation data for the entire study period.
Operation logs for the pumps and weirs were also digitized for use in the model.
Periods of missing data exist due to malfunctioning recorders. Missing rainfall
and pan evaporation data is estimated from nearby recorders and flagged as
estimated in Appendices A and B, respectively. Periods of other types of missing
data are summarized in Table 1. This missing data was filled in using a combination
of regression analysis and best engineering judgment. For longer periods of missing
record (for example, those that occurred in 1982), missing weir height data and stage
data simply had to be chosen to minimize the overall error during a period.
Table 1. Periods of Missing Data*
BeginningRecorder
South CulvertHeadwater
South CulvertTailwater
North WeirHeadwater
North WeirTailwater
n
South Weir
South WeirTailwater
South Weir GateHeight
Date
10/6/76
11/30/84
6/22/76
11/27/77
5/25/82
10/17/85
11/25/79
9/2/81
9/11/82
5/12/85
6/6/85
7/4/76
7/27/82
9/20/83
9/27/83
9/26/76
11/29/84
7/27182
Hour
00
Min.
00
Date
10/27/76
11 16 11/30/84
00
00
01
57
24
01
01
15
00
00
01
48
40
08.
16
6/24/76
3/16/78
6/24/82
11/4/85
1/3/80
9/16/81
9/29/82
6/6/85
6/19/85
8/2/76
10/8/82
9/27/83
10/25/83
10/27/76
11/29/84
10 41 10/7/82
Hour
24
Min.
00
*Missing RF and ET measurements indicated in Tables 3 and 4.
End
12 29
24 00
10 57
However, short-term fluctuations during the period could not be estimated
accurately; therefore, the root mean square error tends to be large for long intervals
of missing record.
V. WATER BUDGET PHASE 1
A. Methodology
Phase 1 of this study was designed to compare the environmental and water
quality effects of reestablishing overdrained marsh areas by flow through the area as
opposed to ponding the area. This period was also used to calibrate the following
hydrological relationships within the water budget model: 1) the weir discharge
coefficient, 2) the pumping coefficient, 3) the evaporation coefficient, and 4) the
seepage coefficient.
The north and south weir structures do not conform to standard specifications
for flow measuring structures and thus have to be calibrated. Unfortunately, flow
conditions near these structures do not lend themselves to direct calibration with
standard flow measuring techniques. The north weir can be calibrated by a water
budget approach given the stage-storage relationship for the canal connecting the
weir with the pump station and the operating characteristics of the pump station.
This is possible because ET and seepage loss are negligible in the canal in
comparison to the flow and because the pulse type mode of operation of the pump
provides an adequate range of head conditions at the weir. This flow equation can
then be applied to other structures in the marsh area which have similar
characteristics.
Likewise, the ET coefficient can be calibrated in the eastern marsh area where
stage fluctuations are mainly due to the difference in ET and rainfall. This
coefficient can then be applied to the entire region.
The seepage function is developed based on head differences across the levees.
This function is assumed to be uniform for all the levees. The rate of seepage per foot
of head across the levees must be determined by calibration.
Both pump stations use Couch axial flow pumps which were calibrated by the
manufacturer based on model studies in their plant. The general form of the pump
curves was verified by the South Florida Water Management District with flow
measurements utilizing a Pitot tube arrangement in the discharge tube of both
pumps after installation. The form of the discharge equation was found but some
uncertainty still remained in the absolute magnitude of discharge. Thus, the
pumping relationships also needed to be calibrated.
Essentially the calibration procedure minimizes the root mean square
differences between the actual change in storage (ASa ) and the simulated change in
storage (ASs) by choosing the optimal value for the coefficients of each hydrologic
process which best simulates the real system. An additional constraint of this
procedure was conservation of mass.
The actual change in storage (ASa) for a given day is estimated from the
average of the stage recorders in a particular area at the beginning (0 hr) and at the
end (24 hr) of that day and the stage-storage curve for the appropriate area.
The simulated change in storage was calculated based on the individual
components of the water budgets for the area of concern. This change in storage can
be expressed by:
ASs = Qin- Qout- Seep- ET + RF
where
ASs = simulated change in storage
Qin = estimated structural inflows
Qout = estimated structural outflows
Seep = net seepage out of area
ET = evapotranspiration
RF = rainfall
(all terms expressed in units of acre-feet)
The discharges over the weirs were based on commonly used flow equations. If
the weir is not submerged, the flow rate is based on the weir height and the upstream
stage above the weir. If the weir is submerged, the downstream stage has to be taken
into consideration in the calculations. The governing equation takes the form
Q = C1 * W * H 115 *[1- (H2/H1)"5]3 8 5
where
Q = calculated discharge [CFS]
C1 = coefficient to be optimized [feet/sec]
W = weir width [feet]
H1 = upstream stage above weir [feet]
H2 = downstream stage above weir [feet]
(= 0 when weir is not submerged)
This equation appears in the Handbook of Hydraulics (King and Brater, 1963).
The pumping discharge equation takes the form of
Q = C2 * FR *[54.56 - 10.91 * SQRT (46.45 - UP)]* RPM/1700
where
Q = calculated discharge [CFS]
UP = upstream stage [feet MSL]
FR = fraction of time pumping
RPM = pump speed [in revolutions per minute]
C2 = coefficient that needs to be optimized for a given pump type
[dimension less units]
The north pump was operated at approximately design discharge for 8-12 hours
per day, 5 days per week, Monday through Friday.
In addition to the coefficients that needed to be optimized for the flow
equations, there were also coefficients associated with evaporation and seepage
rates.
The equation for evaporation is
EVAP = C3 * PAN * Area
where
EVAP = the approximate volume of evapotranspiration [acre-feet]
PAN = pan evaporation [feet]
Area = surface area [square feet]
C3 = coefficient to be optimized [dimensionless units]
A seasonal dependence was not found using calibration data from this study
area.
and the seepage equation is
Seep = Miles * HD * C4
where
Seep = seepage [in CFS]
Miles = length of levee [in miles]
HD = head differential across the levee [in feet]
C4 = coefficient that needs to be optimized [CFS/foot-mile]
Initially the values of C1, C02, C3 and C04 are chosen based on best engineering
judgment. Then the mass balance error and the root mean square error for each area
is calculated on a daily, monthly and yearly basis. The mass balance error is defined
as the sum of the differences between the actual change in storage (ASa) and
simulated change in storage (ASs). Therefore
S= ASa- ASs
where
e = error
The root mean square (RMS) error is calculated by
N
R MS = V4 t e'lN)t=t
where
RMS = root mean square error
E = summation of E2 for N time increments
N = number of days or months over which the error is summed
Statistical tests (Kolmogouro-Smirnof) for the equivalence of sample
distributions indicate that the values of c are approximately normally distributed.
RMS is identical to the standard deviation of the sample set, which is a good
estimate of the standard deviation of the population of possible errors, e, when the
sample size is sufficiently large. When the sample size is small, (N) in the equation
for computation of RMS can be replaced by (N-1) to obtain an unbiased but less
reliable estimate of the population standard deviation. The mean of the set of
sample errors will be shown to be approximately zero which is a good estimate of the
mean of the population of e. This allows use of known properties of the standardized
normal variate to be used to make statistical inferences on the errors associated with
the water budget. In particular, it allows an estimate to be made of the probability
that an error of any magnitude will be exceeded if the value of RMS is known. For
example, the probable error (exceeded 50% of the time) is 0.674 x RMS; the odds
against an error larger than RMS is 2.15 to 1; and the odds against an error larger
than 2.0 x RMS is 20.98 to 1 (Hodgman, 1962).
Once the errors are calculated, the coefficients are adjusted by a systematic
process which minimizes the root mean square error while keeping the coefficients in
an acceptable range. This process is subject to the constraint that the long-term
mass balance error is negligible.
The steps of this process are as follows:
1. Optimize the pumping and discharge coefficients. Optimization is done with
the north pump and north weir because there are large changes in stage in the canal
throughout a given day mainly due to flow through the structures. Rainfall, seepage
and ET are of smaller orders of magnitude.
Stages upstream of the north weir were measured continuously by a standard
stage recorder. Stages were summarized on an hourly basis so that flow through the
north weir could be computed hourly for the period of record. Hourly values were
summed over 24 hours and compared to daily inflow from the pump and to the
observed fluctuations in daily storage. The weir flow coefficient was adjusted until
there was a mass balance over the entire period of record given a pump flow scaling
coefficient. The pump scaling coefficient was then adjusted to minimize the root
mean square error in the daily mass balance equation of the canal. The pumping
and weir flow coefficients for these structures were then applied to other structures
in the Boney Marsh experimental area because they are similar in nature.
.2. Optimize the ET coefficient so that the RMS error is the smallest possible
value. This is accomplished by minimizing the RMS error for the eastern area where
ET has its largest effects relative to the other components of the water budget.
3. Determine the seepage coefficient which best leads to a mass balance and
the lowest overall RMS error.
4. Repeat steps until coefficients stabilize.
The optimized coefficients appear in Table 2. Appendices E, F and G contain
the computed daily discharges for the north weir, south weir and south culvert,
respectively for the first phase of this study. Appendices H and I contain the north
pump and south pump computed volume of daily flow for the same period.
B. Interpretation of Error
There is mass balance for the three-year period to within 1% of the estimated
inflows and outflows. The total error over the 350 acres of land was only -157 acre-
Table 2. Optimized Coefficients
C1 = weir discharge coefficient 3.0 [feet/fsec]
C2 = pumping coefficient .96
C3 = evapotranspiration coefficient .70
C4 = seepage coefficient .06 [CFS/foot-mile]
feet of water. This error is very small when it is considered that over this period
more than 12,000 acre-feet of water flowed through the Boney Marsh experimental
area, ET and rainfall accounted for another three to five thousand acre-feet of water
entering and leaving the area, and there is a seepage function to consider.
The individual budgets of the marsh areas will shed more light on the error
term and on the relative contribution by the separate hydrologic components.
A detailed error analysis for each area can be seen in Tables 3, 4 and 5. In
Table 3 a negative error indicates that ASs is greater than ASa while a positive error
indicates just the opposite.
Table 3. Mass Balance Errors.(acre-feet)
Western Eastern (No-(Flow) Area Flow) Area
1976 72.3 -73.7 -47.7
1977 -65.5 61.4 -76.2
1978 2.2 90.0 -117.0
Total 9.0 77.7 -240.9
i. Canal
The error in the canal is mainly associated with the volume of flows entering
and leaving the canal. ET, rainfall and seepage are much smaller than the
measured inflows and outflows. The total flow passing through the canal for the
Table 4. Daily RMS Errors (acre-feet)
Western Eastern (No-(Flow) Area Flow) Area
1976 3.52 7.35 4.84
1977 3.03 6.05 5.30
1978 2.12 5.92 6.10
Table 5. Monthly RMS Errors (acre-feet)
Western Eastern (No-(Flow) Area Flow) Area
1976 19.13 38.61 42.75
1977 22.38 74.30 69.57
1978 25,81 69.39 62.05
three-year period was about 10,734 acre-feet. This averages out to be about 10.6
acre-feet per day. The average daily RMS error from Table 4 is about 27% of the
actual flow. A noticeable trend illustrates that the RMS error dropped throughout
the study period. During 1978 a total of 3,872 acre-feet of water flowed through the
canal, an average of 10.6 acre-feet a day. Howeyer, the daily RMS error for this year
was only 2.12 acre-feet or only about 20% of the daily flow. This improvement in
results is associated with improved weir height data received as the study period
progressed.
The average monthly flow is about 325 acre-feet. The monthly RMS error aver-
ages about 22 acre-feet, which amounts to about 6.7% of the monthly flow. This
illustrates that most of the daily error compensates itself on a monthly basis.
On a yearly basis the largest mass balance error is 72 acre-feet. This is about
2% of the total flow that passed through the canal during this period. Over the three-
year period, the mass balance error is nearly zero.
ii. Western Area
The error in this area is due to a combination of all the components of the water
budget. The daily RMS error is between 6 and 7 acre-feet over 120 acres. This error
amounts to an error in change of average stage of about a half inch per day. This
daily error is quite small when the error associated with flow estimations are taken
into account. The stages measured at the north and south ends of the reservoir may
not always reflect the average stage in the area. The distribution of water in this
area varies depending on timing and magnitude of inflows that enter the area at the
north weir. Also during periods of low stages the topography of the area becomes
important in the distribution of water in this area. Therefore, a portion of the daily
RMS error can be attributed to the estimation of the actual change in storage rather
than the estimation of the change in storage calculated from the water budget.
Errors in the estimation of the actual daily change in storage would be expected to
cancel each other over long time periods.
The maximum monthly RMS error occurred in 1977. This error of 74.30 acre-
feet is equivalent to about one-half a foot in stage per month. This indicates that
about two-thirds of the daily error compensates itself over a month. The largest
mass balance error for a given year is 90 acre-feet, while the mass balance error for
the three-year period is 77.7 acre-feet. Over the longer periods the errors tend to
compensate themselves indicating that a significant part of the daily RMS error was
likely caused by the estimation of the actual change in storage.
iii. Eastern Area
The daily RMS errors are slightly smaller for the eastern area than the western
area and range between 5 and 6 acre-feet. Over an area of 230 acres, the error
amounts to about a quarter of an inch in depth. The stage variation over the entire
area at a given time varies more than this amount and the error again may be due to
calculations of the actual change in storage rather than the estimated components of
the water budget. The largest monthly RMS value in any year was 70 acre-feet.
This amounts to an error of about 3/10 foot per month, therefore, about half the daily
error compensates itself over a month. After a three-year period, the stage difference
due to this error would be approximately one foot with the total error being 240 acre-
feet over an area of 230 acres.
C. Discussion
A reasonable understanding of the magnitude of all the components of the
Boney Dike experimental marsh water budget have been attained on a daily basis.
Table 6 contains the computed annual water budget of the eastern marsh area, the
western marsh area, and the canal. An interesting aspect of the water budget is that
the net runoff is negative. This will be discussed in more detail in phase 2 and in the
conclusion of the report. This water budget is presented graphically on a monthly
basis in Appendix J. A substantial part of the error appears to be associated with
poor weir height and pump log data. The data improved over the three-year period
in the canal and western areas where RMS errors dropped.substantially. No effort
has been made to more accurately measure the weir at the eastern area.
During the three years, 10,734 acre-feet of water flowed into the canal through
the north pump and 10,676 acre-feet flowed over the north weir. ET, rainfall and
seepage had a negligible effect. Flow into the western area over the north weir was
10,676 acre-feet and 10,175 acre-feet flowed out over the south weir. The difference
in these discharge volumes is due to an excess of evapo-transpiration over rainfall
during this rather dry period. The eastern area had 1,923 acre-feet of inflow through
the south pump and 991 acre-feet outflow through the south culvert. This again was
mainly due more to evapo-transpiration than rainfall during the dry period.
Seepage plays only a minor role in the budget because inward seepage along the
eastern boundary of the marsh is approximately balanced by the outward seepage
along the western boundary. Figure 7 (a-c) illustrates the relative magnitudes of
15.0
14.0
24.3
53.3
334.6
313.6
545.1
1193.3
RF
637.5
597.6
1037.5
2272.6
Table 6. Annual Water Budget (acre-feet)
a. Canal
North NorthPump Weir
18.8 2915.9 2946.9 29.2
24.1 3943.7 3836.4 34.9
22.5 3872.0 3850.1 28.3
65.4 10,731.6 10,633.4 92.4
b. Western Area
North SouthWeir Weir
420.8 2946.9 2708.5 -1.5
539.9 3836.4 3563.6 3.3
506.6 3850.1 3906.0 5.8
1467.3 10,633.4 10,178.1 7.6
c. Eastern Area
ET
801.7
1029.5
965.52796.7
SouthPump
608.7
835.5
483.7
1927.9
SouthCulvert
241.9-
309.5
445.9
997.3
Seepage
66.7
86.6
77.2
230.5
Year
1976
1977
1978
Total
Runoff
-300.1
-439.4
39.4
-700.1
the different components of the water budget of the Boney Marsh.
VI. WATER BUDGET PHASE 2
A. Methodology
In phase 2 of this analysis, hydrologic relationships calibrated in phase 1 are
used to determine the water budget of the western area of Boney Marsh for the
period from March 1, 1979 through February 1986. The validity of using these
relationships is tested by comparing the change in storage calculated from the water
Runoff
60.2
-72.4
6.4
-5.8
Runoff
-239.9
-269.5
61.7
-447.7
Year
1976
1977
1978
Total
Year
1976
1977
1978
Total
Phase I - Canal Inflow
Rainfall (04 )
North Pump COlahorge (99.51)
Phase I - Canal Outflow
Nworth We a (O-)
ll W B d et Pha se 1)
Figure 7a. Overai atr ate.u g.r nal
Phase I - Western Area Inflow
.,,, t,, nI a.ZmIuru l r NSF wl sW G
Phase I - Western Area Outflow
-. ~~- -- - t U Aa..f.A~4f ke 11
SeepagO
(87.3x)
igure /. uveratl vvatr u yt\r a:: ,/
Phase I - Eastern Area Inflow
Rainfall (54.1% )
Phase I - Eastern Area Outflow
seep"ge (8.7%)
ET (9o.1
Figure ic. uverai waer Duager ~nIrr , ,
South Pump (45.9X)
Cuivert (24.8)
budget approach (ASs) to those estimated from the appropriate stage recorders (ASa).
The ASa is determined from the difference in'average stage for the marsh area at the
beginning (0:00 hr) and the end (24:00 hr) of the day, and the stage-storage curves
developed for the area. The ASs is calculated as follows:
ASs = Qin - Qout - Seep - ET + RF
where
ASs = simulated change in storage
Qin = inflow
Qout = outflow
Seep = seepage
ET = evapotranspiration
RF = rainfall
(all quantities expressed in acre-feet)
The different components of the water budget are computed with the
relationships derived in phase 1. Computed discharges for the north weir and south
weir appear in Appendices K and L.
The estimated mass balance error of the water budget is defined as the
difference between the actual change in storage (ASa) and the simulated change in
storage (ASs),
therefore,
e= ASa- ASs
where
c = volume of error.
The root mean square error is calculated by:
RMS = 4 eeN)i=1
where
E = summation of e2 for N time increments
RMS = root mean square error
N = number of days or months error is summed over
The value of e along with the root mean square error is used to verify the
seepage, ET and discharge coefficients derived in phase 1. It was shown in phase 1
that the errors,e, are normally distributed with a mean of zero and a standard
deviation of RMS. Therefore, the expected value of the error is 0.670 x RMS and the
probability of an error of any magnitude can be found from published tables of the
standardized normal variate. These error estimates were also used in checking the
input data.
B. Interpretation of Error
Table 7 includes an error analysis summary. The daily RMS errors of the
water budget vary between 3.37 and 6.39 acre-feet for the western marsh area. This
is equivalent to an error in the computed average stage of about .5 inch per day. The
RMS error is quite small compared to the magnitudes of the flows leaving and
entering the area. The daily RMS errors calculated in phase 2 are generally smaller
than those calculated in phase 1 which varied between 5.92 and 7.35 acre-feet for the
western marsh area. This reduction of the RMS error is most likely attributed to a
recorder that was installed on the south weir to measure weir elevations rather than
relying on unreliable manual readings. As explained in phase 1, part of the
computed error is associated with the estimation of the actual change in the storage
calculated from the stage recorders with the aid of the stage-storage curves and is
not associated with the estimations of the water budget. Due to the variation in the
distribution of water within the area which depends on the timing and magnitudes of
the inflows and outflows, the two gauge average is not always completely
representative of the actual storage changes.
Table 7. Annual Error Analysis
MassYear Balance
[acre-feet]
DailyRMSError
[acre-feet]
1979* -115 3.47
1980 + 63 3.96
1981* -213 4.90
1982 -162 6.08
1983 + 216 5.34
1984 + 243 5.22
1985 +139 6.39
1986** -20 2.67
Mean*Includes only March to December.
**Includes only January and February.
% ofMean
Daily Flow
53
66
81
71
70
86
41
67
MonthlyRMSError
[acre-feet]
33.60
28.16
44.11
35.09
34.16
54.03
44.79
10.13
The maximum monthly RMS error of 54 acre-feet occurred in 1984. This error
is equivalent to less than .5 foot in stage per month. The largest mass balance error
for a given year was 243 acre-feet. This is less than 10% of the flow through the
marsh area during that particular year. The mean RMS error as a percentage of
mean outflow decreases with increasing time period. The respective daily, monthly
and annual percentages are 67%, 16% and 7%. The flow traveling through the area
is the overwhelming element in the yearly budget and thus provides a general idea
(though probably high) of the error associated with the flow values. Table 8
illustrates the ratio of the annual error to that of the flow through the marsh area.
Over the seven-year study period the mass balance error was approximately 200
acre-feet compared to nearly 20,000 acre-feet that flowed through the marsh. This
0.1% error is acceptably close to zero.
% ofMean
MonthlyFlow
12
19
15
15
24
20
10
16
[
Table 8. Ratio of Error to Volume of Flow (acre-feet)
Year ErrorCompFlow
of the
1979* -115
1980 + 63
1981 -213
1982 -162
1983 +316
1984 + 243
1985 +139
1986** -20
Sum +151 1
Mean 22*Includes only March to December.
**Includes only January and February.
C. Discussion
Reasonable estimations of the components of the Boney Marsh flow through
area water budget were updated through February 1986. In most cases, inflows and
outflows through the structures were much larger than the components of the water
budget associated with rainfall, evapotranspiration and seepage. The relative
magnitude of the different components of the overall water budget are illustrated in
Figure 8. Flow over the north weir accounted for 87% of the inflow, while rainfall
accounted for the remainder of the inflow. 84% of the volume of water that left the
area did so in the form of discharge over the south weir, while another 15% left in the
form of evapotranspiration. Only 1% of the outflow was in the form of seepage. The
volume of 19,746 acre-feet entered the area over the north weir during the study
period, while 19,085 acre-feet left over the south weir. The difference between these
two numbers was largely due to the effects of rainfall, ET, and seepage. A smaller
utedOutArea
2330
2508
1872
3191
3151
2842
2632
559
9,085
2,726
Ratio
-0.04
+ 0.02
-0.09
-0.05
+ 0.07
+ 0.09
+ 0.05
-0.03
Phase II - Western Area Inflow
Mhare (57.oZ)
Phase II - Western Area Outflow
(54.09)
Figure U. Uverali water nuagetr rnisw Z
See..p (1.0
portion is due to the mass balance error which was 200 acre-feet. The error of
computations associated with the annual water budget was less than 10% of the
flows entering or leaving the area. Table 9 summarizes the annual water budget for
the western marsh area during phase 2.
Table 9. Annual Water Budget (acre-feet)
North South RunoffYear Weir Weir RF ET Seep. ASa (AF)
1979* 2,690 2,330 283 441 58 31.4 -302
1980 2,720 2,508 326 527 63 2.6 -149
1981 2,365 1,872 301 497 87 0.0 -406
1982 3,202 3,191 606 484 38 6.6 + 27
1983 3.007 3,151 454 481 26 19.7 + 170
1984 2,561 2,842 465 422 20 -46.7 +301
1985 2,654 2,632 388 481 9 21.5 -13
1986** 547 559 30 46 -13 -29.5 -1
Total 19,746 19,085 2,851 3,378 300 5.6 -361*Includes March through December only.
**Includes January through February only.NOTE: These values can be expressed in inches over the area by dividing by 10.0.
The monthly water budget appears in Appendix M. The monthly error terms
associated with the water budget normally range between 10 and 20 percent of the
monthly flow. However, during low flow months, or months with poor or missing
data, the relative importance of the error in the water budget may be larger.
An interesting finding of this study was that the net runoff was negative. Unit
runoff is normally defined as the amount of surplus rainfall which leaves a
watershed in the form of liquid water. It is usually expressed in units of inches per
year. Since the time periods are large, changes in storage are considered negligible.
Depending on the type of information available, it is computed either as 1) water
flowing out of an area minus water flowing into the area plus the net seepage out of
the area (if the boundaries of the area do not lie on the ground water divide), or as
2) rainfall-evapotranspiration. By method 1) the unit runoff for the period of record
is -5.2 inches/year; by method 2) the unit runoff is -7.5 inches/year. The differences
between methods of calculations arise from the net change in storage over the seven-
year time period and the residual error in the water budget. In either case, the unit
runoff is negative indicating that more water is consumed than is supplied by
rainfall. This is likely to occur if water levels are maintained so that natural
vegetation in this type of marsh is given access to an unlimited supply of water,
particularly when a traditional regulation schedule is enforced. In addition, the
water budgets for both the flow-through area and the nonflow-through area had net
negative runoff for the period 1976 through 1979. These negative runoff values
contrast sharply with unit runoff values typical for areas within the District which
are subject to wet/dry cycles on upland vegetation. Unit runoff values are typically
in the range of 12-15 inches. Table 10 illustrates some of the unit runoff values
determined in earlier studies. These values were computed from the inflow and
outflow from these watersheds. Also included in the table are values from Map
Series 32 (Visher and Hughes). This map depicts the difference between rainfall and
potential evapotranspiration in Florida. The values represent an approximation of
the minimum amount of runoff that may be expected for a region based on climatic
conditions only without consideration for local drainage characteristics.
The anomaly in the general rainfall patterns along the Kissimmee River or the
recent dry period in this region may contribute to the negative runoff conditions.
There is an apparent shadow effect in annual rainfall totals in the lower Kissimmee
River basin which is downwind of the cool stable air of Lake Okeechobee when the
prevailing southeasterly winds are dominating in south Florida. This rainfall
anomaly is illustrated in Figure 9. The below average rainfall totals of recent years
appear in Figure 10. However, as illustrated in Table 10, the yearly net runoff
Table 10. Typical Unit Runoff from South Florida
Unit Runoff(inches)
Study Area Compute
IndianPrairie Area
St. Lucie CountyArea
EvergladesAgricultural Area
CalooshatcheeRiver Basin Area
Martin CountyArea
Upper TaylorCreek,OkeechobeeCounty
Indian RiverFarms DrainageDistrict, IndianRiver County
Monreve Ranch,Martin County
Upper KissimmeeRiver Basin
Lower KissimmeeRiver Basin (C-38)
MapSeries#32
Source for Comouted Runoff
3 3 Memorandum Report on Surface WaterAvailability in Lake Istokpoga-lndian Prairie,July 1974, R.L. Mierau.
16 12 Memorandum Report on Surface WaterAvailability in the St. Lucie Area, July 1974,R.L. Mierau, W.V. Storch.
16 9 Memorandum Report on Surface WaterAvailability in the Calooshatchee, Sept. 1974,R.L. Mierau, R.E. Irons, W.V. Storch.
13 0 Same as above.
14 12 Rainfall Drought Frequency and Availabilityof Surface Water in Martin County, Nov. 1985,A. Fan.
13 7 Annual Report (1971), Agricultural ResearchService, H.P. Wade, W.H. Speir, J.C. Stephens,E.H. Stewart.
15 11 Same as above.
16 12 Same as above.
10 5 Based on historical records at S-65.
15 5. Based on historical records at S-65 and S-65E.
estimates for the lower Kissimmee River basins are positive, even during drier than
normal years. Therefore, although the abnormally low rainfall conditions of recent
years enhance the net negative runoff totals, it must also be recognized that the
management practice of maintaining water levels in the marsh areas will greatly
I - -
60 WESTPALM BEACH
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Figure 10. Annual Long Term Rainfall Bar Plot
41
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increase evapotranspiration losses from the watershed, particularly during dry
years. A net positive value for runoff can be expected when water levels are allowed
to fluctuate normally even during extremely dry years. The timing of rainfall events
is such that even during the driest of years, there is some time during the year when
rainfall rates exceed the capacity of local storage to trap excess water. The excess
water then leaves the area as runoff. Evapotranspiration rates decline unless
supplemental water is added to compensate for the water lost to runoff.
Estimated evapotranspiration values for this marsh area averaged about 48
inches per year. This value is slightly less than the value calculated for marsh areas
in the South Florida Water Management Model Documentation report (MacVicar,
VanLent, Castro, 1984) when sufficient water is available. In another study,
"Evapotranspiration Patterns in Florida" (Dohrenwend, 1977), a map of potential
evapotranspiration patterns in Florida was presented. The potential
evapotranspiration in this report was defined as "the theoretical quantity of water
which would be given up. to the atmosphere within a zonal climate and upon a zonal
soil by the natural vegetation of the area, if sufficient but not excessive water were
available throughout the growing season." This definition is very similar to the
condition that existed in the Boney Marsh experimental area during this study
period. The estimated potential evapotranspiration from this study and from the
latest calibration of the South Florida Water Management model for the marsh
areas that exist in the water conservation areas (personal communication with E.R.
Santee, 1987) agree very closely with the values estimated by Dohrenwend.
Dohrenwend also predicted that potential evapotranspiration values for the Water
Conservation Areas would be higher than those for the Boney Marsh area based on
temperature data from the two areas.
It is expected that the unit runoff values should be applicable to other areas
within the Kissimmee River flood plain if and when these areas are subjected to
flow-through or raised pool elevations. These areas then would, too, become
consumptive use areas during normal and dry rainfall periods. The pan evaporation
coefficients may be a more applicable method of transferring this data to ungauged
areas with similar vegetation and water conditions if the rainfall conditions are
significantly different.
VII. CONCLUSION
Portions of the Kissimmee River floodplain will likely become a net
consumptive water use area rather than a runoff generating region if they are
maintained at raised pool conditions. This was demonstrated for restored marsh
environments subjected to flow-through conditions similar to those which might be
expected from dechannelization of the Kissimmee River. Phase 1 studies provided
some evidence that this would also be the case for marsh restoration options such as
regulated pool fluctuations.
Extrapolating the results of this study to marsh restoration options for water
quality improvement such as detention and retention areas on similar vegetation
type indicates that increased consumptive use of water should be taken into account
in computing the overall impacts of these alternatives. While the absolute
magnitude of the increased consumptive use will vary depending on local site
conditions such as intensity of drainage prior to modification, rainfall conditions,
and.specific design of modifications, the magnitude of these increases is likely to be
quite substantial.
The technique of presenting a summary of residual errors in a format
compatible with standard textbook statistical distributions provides valuable
insight into the source of the error terms and the relationship between reliability of
the data with increasing time resolution.
There is a tendency toward decreasing the time steps for modeling projects in
an effort to provide more detail in the results. Several decades ago the majority of
work was concentrated on yearly time intervals. This was decreased to monthly
intervals about 20 years ago. Current efforts are tending toward daily, hourly, or
even finer time steps. There has been some concern during the last decade that these
reduced time steps may not be justified without increasing the density of the
monitoring network used to calibrate and/or drive the models. This point was clearly
demonstrated for the case of a water budget analysis with a monitoring network
density consistent with normal practice in studies of this type. Errors increased
dramatically with decreasing time steps. Expected errors on a yearly basis were
very good. These errors increased to marginally acceptable values on a monthly
basis. On a daily basis the expected error was so large that the data could not be
reliably used for many purposes.
Analysis of the variation in errors indicated that a substantial portion of the
daily error term could be attributed to an inability to adequately describe storage
changes. This translates to insufficient water level monitoring density.
Undoubtedly areal distribution of rainfall and the inability of potential evaporation
(as indexed by pan evaporation) to account for all variations in actual evapo-
transpiration on a daily basis had some effect on the error terms. The effect of
spatial rainfall distribution and the expected deviation of evapotranspiration from
potential evaporation over short time periods could not be evaluated with the
existing monitoring network but the combined effect is not expected to be larger
than 50% of the expected daily error.
Flow in and out of the flow-through area was computed using a standard
equation for sharp-crested weirs as presented by King and Brater, 1963. Corrections
for tailwater submergence were based on results by Villemonte, also presented by
the above reference. A constant discharge coefficient of 3.0 was judged adequate by
the calibration procedure used. The computed flows during the calibration period
were further confirmed by a chloride budget analysis by Davis, 1981.
Rainfall was measured on site by a recording raingauge.
Evapotranspiration was computed by multiplying class A pan evaporation at S-
65C, which is located approximately 10 miles southeast of the study site, by a
constant coefficient of 0.70. The coefficient was developed through a calibration
procedure described in the text. This procedure was judged adequate for yearly and
monthly time scales. A constant coefficient on a monthly basis implies that climatic
conditions, as represented by pan evaporation, are adequate to describe potential
evapotranspiration from South Florida marshes without considering vegetation
effects such as seasonal dormancy. There is evidence by other investigators that a
constant coefficient applied to pan evaporation does not adequately describe
potential evapotranspiration on a daily or shorter basis. This could not be verified in
this study due to the large expected error in daily water balance. The procedure
developed in this study should be transferable to similar vegetation subjected to an
unlimited supply of water on a monthly or yearly basis.
Seepage was computed as 0.06 times the head difference across the levee times
the number of miles of levee over which this head acts. The coefficient of 0.06 was
obtained by the calibration procedure conducted during phase 1. It appears to
represent seepage quite well at this location. The coefficient may not be readily
transferable as it represents an average of soil conditions which vary quite abruptly
in the upper soil layers as a result of soil profile formation in a floodplain developed
from a meandering river.
BIBLIOGRAPHY
Davis, S.M. 1981. Mineral Flux in the Boney Marsh, Kissimmee River. South
Florida Water Management District, Tech Publication 81-1.
Dohrenwend, R.E. 1977. Evapotranspiration Patterns in Florida. Florida Scientist
40:184-192.
Fan, A. 1985. Rainfall Drought Frequency and Availability of Surface
Water in Martin County. South Florida Water Management District, Tech
Memorandum. November 1985.
Hammer, D.E. and Kadlec, R.H. 1986. A Model for Wetland Surface Water
Dynamics. Water Resources Research 22,13:1951-1958.
Hodgman, C.D. 1962. Mathematical Tables from Handbook of Chemistry and
Physics, Chemical Rubber Publishing Co.
Kadlec, R.H., Hammer, D.E., Nam, I.S., Wilkes, J.O. 1981. The Hydrology of
Overland Flow in Wetlands. Chem. Eng. Commun. 9:331-334.
King and Brater. 1963. Handbook of Hydraulics. McGraw-Hill, New York.
Koeppen, W. 1931. Grundriss der Klimakunde. Walter de Gruyter Company,
Berlin, Germany.
Lin, S.T., and S.F. Shih. 1979. Modified Water Quantity Receiving Model for
Florida Conservation Areas. Water Resources Bulletin 15:155-168.
MacVicar, T. 1981. Frequency Analysis of Rainfall Maximums for Central and
South Florida. South Florida Water Management District Tech. Publication
81-3.
MacVicar, T., T. VanLent and A. Castro. 1984. South Florida Water Management
Documentation Report. South Florida Water Management District Tech.
Publication 84-3.
Mierau, R.L. 1974. Memorandum Report on Surface Water Availability in Lake
Istokpoga, Indian Prairie. South Florida Water Management District, Tech
Memorandum. July 1974.
Mierau, R.L. and W.V. Storch. 1974. Memorandum Report on Surface Water
Availability in the St. Lucie Area. South Florida Water Management District,
Tech Memorandum. July 1974.
Mierau, R.L., R.E. Irons, and W.V. Storch. 1974. Surface Water Availability in the
Calooshatchee. South Florida Water Management District, Tech
Memorandum. September 1974.
Neidrauer, C.J. and Cooper, R.M. In publication. A Two-Year Field Test of the
Rainfall Plan. (South Florida Water Management District, technical
publication in press.)
Rosen, M. 1974. Memorandum. South Florida Water Management District.
Sculley, S. 1986. Frequency Analysis of South Florida Water Management District
.Rainfall. South Florida Water Management District Tech. Publication 86-6.
Shih, S.F. and Rahi, G.S. 1981. Seasonal Variations of Manning's Roughness
Coefficient in a Subtropical Marsh. Transactions of the ASAE 25,1:116-119.
Trimble, P. and R.L. Mierau. 1980. Memorandum Report on the Boney Marsh
Water Budget. South Florida Water Management District, Tech
Memorandum. July 1980.
Visher, F.N. and G.H. Hughes. 1969. Interior Geological Survey Map Series 32.
Bureau of Geology, Florida Dept. Nat. Resources, Tallahassee, Florida.
Wade, H.D., W.H. Speir, J.C. Stephens, and E.H. Stewart. Determining the Water
Balance from Climatic Data for Small Agricultural Watersheds in Peninsular
Florida - Fla PL-25. In Annual Report U.S.D.A. Agricultural Research Service.
Page 39.
APPENDIX A
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APPENDIX E
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APPENDIX J
Eastern Marsh Water Budget for 1976inflow
Jan Feb Mar Apr May Jun Jul Aug Sep Oct Nov Dec
Z South Pump 0 Z Rainfall
Outflow
-
dn.-. __ _
J I I
Jan Feb Mar Apr May - Jun Aug Sep Oct Nov Dec
= South Culvert Q
400 -
200 -
100
0
600
500
300
100
0
®M Seepage
J-1
EIET
-
• , I I , I" I ! )T I I I I I I'
"'
E2 5I T I II' /
Eastern Marsh Water Budget for 1977Inflow
H; \ L1 I I J I I I i I I I
Jan Feb Mar Apr May Jun Jul Aug Sep Oct Nov Dec
South Pump Q ®I Rainfall
Outflow
SI I I M a I i I i I
Jan Feb Mar Apr May Jun Jul Aug Sep Oct Nov Dec
[r South Culvert Q [® Seepage ® ET
J-2
300
100
0
r I 7, l 1 I. I . s' " ' ' -L '~r~n~
Eastern Marsh Water Budget for 1978inflow
500 -
400 -
300
200
Jan Feb Mar Apr May Jun Jul Aug Sep Oct Nov Dec
= South Pump Q
Outflow
400 -
JaI Feb Mr Ar
Jd Feb Mar AprIy I 1 1 I
May dun dul Aug Sep Oct Nov Dec
0 South Culvert 0
® Rainfall
100 -
=7N
K
Seepage
J-3
- ET
'0
l
Western Marsh Water Budget for 1976Inflow
-N-- -N-
t--- J
Jan Feb Mar Apr M4y Jun Jul Aug Sep Oct Nov Dec
] North Welt Q ® Rainfall
Outflow
Jan Feb Mar Apr May - Jun Jul Aug Sep Oct Nov Dec
I South Welr Q ® Seepage = ET
J-4
-N-- = -a --
600 -
500 -
300 -
200 -
400
200
I
I7 ; .I -- S I L B
Western Marsh Water Budget for 1977inflow
<S \\
L
J r I a I r I S I N D
Jon Feb Mar Apr May Jun Jul Aug Sep Oct Nov Dec
K' K K
S North Weir Q Rainfall
Outflow
\ /'
K' j
N N~
'S1
Nj K~.KN
KS_..
N
K
K
Jan Feb Mar Apr May Jun Jul Aug Sep Oct Nov Dec
EW South Weir Q Seepage Z ET
J-5
500500o
300 -
1 O -
K'
700 -
600 -
500 -
K'
KU
19
,,,4EI1
U
IXm
i
i
III0
i- ' '- ' ' - I L L _ II m - 1 - ' 1--~ -1 ,
Western Marsh Water Budget for 1978Inflow
N K,
500 -
Ki
U 7i
I I I I M l l I
Jan Feb Mar Apr May Jun Jul Aug Sep Oct Nov Dec
S North Weir Q S Rainfoll
Outflow
N
KK
NAN> n>Y
N
Jan Feb Mar Apr May I
Jon Feb Mar Apr May Jun Jul Aug
I
'1
Kii
Sep Oct Nov Dec
Sep Oct Nov Dec
0 South Weir Q
K
400 -
300 -
200 -
N
400 -
300 -
100 -
0
® Seepage
3-6
I ~ ~_ ~_ __~_~__~__
I \
- ET
1
6001 Jl
NU 'j
'J
IIy
\Vl
i~1
4
i
~ YI I l 1I
Western Marsh Water Budget for 1979
Inflow450 ----
- _
Jan Feb Mar Apr . May Jun Jul Aug Sep Oct Nov Deo
North Weir 0 Rainfall
Outflow
J-7
400
350
300
250
200
150
100
50
0
I
eEo
450
400
350
300
250
200
150
100
50
0Jaon Feb Mar Apr May Jun Jul Aug Sep Oct Nov Dec
] South Weir Q Seepage ET
Western Marsh Water Budget for 1980Inflow
450 - - - --
400-
350
300
250
200
150
100
50
0Jan Feb Mar Apr , May Jun Jul Aug Sep Oct Nov Dec
jl North Weir Q [7 Rainfall
Outflow450-- --
400 -4
350
300
250
200
150
100
50
0Jan Feb Mar Apr May Jun Jul Aug Sep Oct Nov Dec
[ South Weir 0Q Seepage El
J-8
I
Western Marsh Water Budget for 1981
Inflow
A.
Jan Feb Mar
= North Weir Q
-A- -A-a i IA
May Jun Jul Aug
-A-; -A- --- -r
Sep Oct Nov Dec
7 Rainfall
Outflow
K\ S\Jn F r Apr May Jun Jul Aug S
Jan Feb Mar Apr May Jun Jul Aug Sep Oct Nov Dec
S South Weir Q ®Seepage
J-9
50 -
0
' -
Q
0E0
300 -
250 -
200 -
150 -
100
K
J L-.1 1 i II I I
-
i
n1_
JJJJI
t[i
I I
Western Marsh Water Budget for 1982
Inflow
Jan Feb Mar
\ North Weir Q
-A-- -N- -N-S I 1i I I I
Apr . May Jun Jul Aug Sep Oct Nov
-T
® Rainfall
Outflow
Jan Feb Mar Apr May Jun Jul Aug Sep Oct Nov Dec
Jon Feb Mar Apr May Jun Jul Aug Sep Oct Nov Dec
= South Weir Q ®j SeepageJ-10
450 --
400 -
350 -
300 -
n=*
200 -
150 -
100 -
50
f -
450-
400
350
300
250
200
150
7
V
l L.~ I~r U ,-+- I
250
v
-
9E
\\
~fi~fi~ i? Er i
450
400 -
350 -
300
0250 -
200 -E
> 150 -
100 -
50 -
n.
450 -
400 -
350 -
300 -
S250 -
* " 200 -E
150 -
100 -
50 -
n-
Western Marsh Water Budget for 1983inflow
77
\\
>+
V
K
V! -
Jan Feb Mar Apr May Jun Jul Aug Sep Oct Nov Dec
I I North Weir Q IZZI Rainfall
7
\
Outflow
7\
+
Jan Feb Mar Apr May Jun Jul Aug Sep Oct Nov Dec
South Weir 0Q J Seepage ETJ-11
V. L
KNAI
&
V
V
~ "-~---~
L
h
i
I
77,
. .... . . i l
e$
y=
I I I h " •
Western Marsh Water Budget for 1984
Inflow
150
100
50
Jan Feb Mar
J~- North Weir Q
Apr May
I2
j Rainfall
Outflow
Jan Feb I I I Jun Jul Aug I Sep Oct N
Jan Feb Mar Apr May Jun Jul Aug Sep Oct Nov Dec
I0 South Weir Q J-2 seepageJ-12
tN
N
450
400 -
350 -
300 -0
Pl
aw0
200 -
150 -
100
50 -
N
t
F 4 I
I
1
" -i
i
I
fi
KL
Ii
i
Jun Jul Aug Sep Oct Nov Dec
i i
~5~B
Y0 1 -1 1 = i
Western Marsh Water Budget for 1985
Inflow
YV
"ldan Feb Mar Apr May Jun
MI
Jul Aug Sep Oct Nov Dec
[ J North Weir 0
Outflow
\1.I~ it1Jan Feb Mar
0j South Weir 0
--
N L
7\
Apr May Jun Jul Aug
-13 SeepageJ-13
'N
.LziL 1h
Sep Oct Nov Dec
250
200
150
100
50
u
oE
o
S>
300
250
200
150
100
50
0
I I--
i
1JJI I i
s
~7f
i
I
L
II
11
1 I
-
n
J"
i s I I B.
= Rainfall
Western Marsh Water Budget for 1986Inflow
450 ---
400
350a
300 -250
200
150
100
50
0 JJon
I d I I |
Feb Mar Apr May Jun Jul Aug Sep Oct Nov Dec
[® Rainfall= North Weir Q
450
400 -
350 -
300 -
250 -
- 200 -
150 -
100 -
50 -
Outflow
I I I I I
Jan Feb Mar Apr May Jun Jul Aug Sep Oct Nov Dec
= South Weir Q J-14 Z Seepage5-14
n
[51ET
I i
L
'I
I ----- ----- -- d E I I Z
