LAKE WAUNATTA WATERSHED ASSESSMENT AND STRATEGIC MANAGEMENT PLAN

LAKE WAUNATTA
WATERSHED ASSESSMENT
AND STRATEGIC
MANAGEMENT PLAN
PES Project No. 737006
Prepared for
Orange County, Florida
Contract No. YB-907
Prepared by
PARSONS ENGINEERING SCIENCE1 INC.
1375 South Semoran Blvd., Suite 1348
Winter Park, FL 32792
September, 2000
TABLE OF CONTENTS
LAKE WAUNATTA WATERSHED ASSESSMENT
AND STRATEGIC MANAGEMENT PLAN
EXECUTIVE SUMMARY
Page
SECTION 1
INTRODUCTION
1.1 Background ....................................................................................... 1
1.2 Purpose and Goals of Study .............................................................. 4
1.3 Study Methodology - Data Collection and Modeling ........................... 4
1.4 Study Limitations ............................................................................... 6
SECTION 2
EXISTING CONDITIONS
2.1 Land Uses ......................................................................................... 1
2.2 Existing Lake Uses ............................................................................ 3
2.3 Regional Topography ......................................................................... 3
2.4 Basin Hydrology ................................................................................. 3
2.5 Hydrogeology ..................................................................................... 5
2.5.1 Description of Geologic Formations ......................................... 5
2.5.2 Surficial Aquifer and Floridan Aquifer ...................................... 8
2.5.3 Seasonal Patterns of Flow ....................................................... 8
2.6 Soil Types .......................................................................................... 9
2. 7 Regional Precipitation, Evapotranspiration, and Flooding
Potential........................................................................................... 11
2.8 Flooding Potential ............................................................................ 11
2.9 Lake Basin Characteristics .............................................................. 11
2.10 Potential Impacts from Septic Tanks ................................................ 11
2.11 Historical Water Quality ................................................................... 15
2.11.1 Orange County ...................................................................... 15
2.11.2 Florida LAKEWATCH and Other Sources ............................. 15
2.12 Current Trophic State ...................................................................... 16
2.13 Ecology ............................................................................................ 24
2.13.1 Shoreline Vegetation ............................................................. 24
2.13.2 Submerged Vegetation .......................................................... 25
2.13.3 Fish, Reptiles, Amphibians, Birds, and Mammals .................. 25
SECTION 3
HYDROLOGIC MODELING AND POLLUTANT LOADING
ESTIMATES
3.1 Hydrologic Results Summary ............................................................. 1
3.2 Pollutant Loading Results .................................................................. 1
3.3 Water and Nutrient Balances ............................................................. 4
3.3.1 Water Balance Methodology ................................................... 4
3.3.2 Nutrient Balance ...................................................................... 6
o:\waunatta\reportlrevision l\toc·waunattadoc
TABLE OF CONTENTS
(Continued)
Page
SECTION 4
LAKE WATER QUALITY
4.1 Influencing Limnological Factors ........................................................ 1
4.2 Methods of Water Quality Modeling ................................................... 1
4.3 Responses of Changing Nutrients ..................................................... 2
4.4 Results of Predictive Lake Model. ...................................................... 3
SECTION 5
RECOMMENDATIONS AND CONCLUSIONS
5.1 Best Uses .......................................................................................... 1
5.2 Available Technologies ...................................................................... 1
5.2.1 In-Lake Treatment Schemes ................................................... 1
5.2.2 Conventional Stormwater Treatment Methods ........................ 2
5.2.3 Hydrodynamic Separators ....................................................... 2
5.2.4 Infiltration Systems .................................................................. 2
5.2.5 Wetlands, Bioretention, and Vegetated Swales ....................... 4
5.3 Recommendations ............................................................................. 4
5.3.1 Reduced Risk of Local Shoreline Flooding .............................. 4
5.3.2 Pollutant Loadings Control as Protective Strategy ................... 4
5.4 Conclusions ....................................................................................... 5
REFERENCES
APPENDIX
Advanced Interconnected Channel and Pond Routing
Lake Waunatta Existing Conditions 2Yr/24Hr Storm Event
Lake Waunatta Existing Conditions 5Yr/24Hr Storm Event
Lake Waunatta Existing Conditions 10Yr/24Hr Storm Event
Lake Waunatta Existing Conditions 25Yr/24Hr Storm Event
Lake Waunatta Existing Conditions 100Yr/24Hr Storm Event
Lake Waunatta Alternative #1 10Yr/24Hr Storm Event
Lake Waunatta Alternative #1 25Yr/24Hr Storm Event
Lake Waunatta Alternative #1 100Yr/24Hr Storm Event
o:\waunatta\report\revision I\toc-waunatta.doc
ii
LIST OF FIGURES
No.
Title
Page
SECTION 1
1.1
Project Location ..................................................................................................... 2
1.2
Infrared Aerial Photograph of Lake Waunatta Area ............................................... 3
1.3
Lake Management Plan ......................................................................................... 5
SECTION 2
2.1
Existing Land Uses of Lake Waunatta Area .......................................................... 2
2.2
Existing Topography of Lake Waunatta Area ........................................................ 4
2.3
Flow I Conveyance Nodal Diagram ....................................................................... 6
2.4
Subbasin Delineation of Lake Waunatta Area ....................................................... 7
2.5
Soils Map of Lake Waunatta Area ....................................................................... 10
2.6
FEMA Flood Zones of Lake Waunatta Area ........................................................ 12
2. 7
Bathymetric Map of Lake Waunatta .................................................................... 13
2.8
Total Phosphorus in Lake Waunatta from LAKEWATCH data ............................. 18
2.9
Total Nitrogen in Lake Waunatta from LAKEWATCH data .................................. 19
2.10
Secchi Depth in Lake Waunatta from LAKEWATCH data ................................... 20
2.11
Chlorophyll-a in Lake Waunatta from LAKEWATCH data .................................... 21
2.12
TKN Monthly Averages ....................................................................................... 22
2.13
TP Monthly Averages .......................................................................................... 23
SECTION 3
3.1
Estimated Annual Water Budget.. .......................................................................... 5
3.2
Estimated Annual Nitrogen Budget. ....................................................................... 7
3.3
Estimated Annual Phosphorus Budget .................................................................. 8
o:\waunattalreportlrevision I \toc-waunatta.doc
111
LIST OF TABLES
No.
Title
Page
SECTION 2
2.1
The Florida LAKEWATCH Trophic State Classification System ........................... 17
2.2
TKN Data from Orange County Environmental Protection Department ............... 22
2.3
Total Phosphorus Data from Orange County Environmental Protection
Department ......................................................................................................... 23
2.4
Birds Observed or Reported at Lake Waunatta ................................................... 27
SECTION 3
3.1
Estimated Pollutant Loading From Stormwater Sources, Lake Waunatta .............. 2
3.2
Concentration of Selected Constituents in Septic Tank Effluent Measured
in Florida ............................................................................................................... 3
SECTION4
4.1
Water Quality Simulation Results for Lake Waunatta ............................................ 4
SECTION 5
5.1
Removal Efficiencies for Typical Stormwater Treatment Systems in Orange
County, Florida ...................................................................................................... 3
o:lwaunana\report\revision l\toc-waunatta.doc
lV
LAKE WAUNATTA WATERSHED
ASSESSMENT AND STRATEGIC
MANAGEMENT PLAN
EXECUTIVE SUMMARY
Lake Waunatta is one of many Orange County lakes that has
experienced extensive urbanization and altered drainage
patterns in recent years. These man-made alterations have
inevitably led to an increased flow of stormwater and
subsequent declining water quality within the lake. In the mid
1990's Lake Waunatta experienced high water levels during an
unusual wet weather period. A basin area-wide stormwater
assessment completed by Orange County in 1996 documented
the need for stormwater flood controls with recommendations
for further water quality studies for Lake Waunatta. The current
study focuses on an evaluation of water quantity and quality and
the potential for implementing strategies to preserve and protect
the water resources within the lake watershed.
Within the Lake Waunatta watershed, there were 14 hydrologic
sub-basins identified and delineated. Runoff from these subbasins was modeled through the use of the Advanced
Interconnected Pond Routing Program, (adlCPR) Version 2.11.
Results of the models of 24 hour-2 year, 5 year, 10 year, 25
year, and 100 year events are presented within the report and
support previous findings that minor flooding may occur during
the 100 year event, particularly in the North-East part of the
watershed.
According to the results of the model, peak
discharge from Lake Waunatta is estimated at about 10.49 CFS
during the 10-year event, increasing to about 17.57 CFS at the
100-year event.
Pollutants of concern to lake water quality primarily include
dissolved nitrogen and phosphorus. These pollutants enter the
lake by atmospheric fallout; through untreated and partially
treated stormwater runoff; and from the base flow of surficial
groundwater that may include contributions from treated septic
tank effluent.
A simplified pollutant loading model was developed for Lake
Waunatta based on yearly estimated mass loadings to predict
the loading of pollutants which could enter the lake. In addition,
potential pollutant loadings from onsite sewage systems (OSS)
were evaluated for the immediate shoreline area of Lake
o:\waunatta\report\revision I\executive summary.doc
Waunatta. Together, these latter two sources could potentially
be controlled through engineered solutions. Based on the
findings of the loading analysis, about 2100 lbs. of N and 290
lbs. of P are generated annually from runoff within the
watershed. It is estimated that about 60 to 80 percent of this
loading reaches Lake Waunatta. Pollutants from onsite sewage
systems within the watershed potentially account for only about
15 lbs. of Nitrogen and 3 lbs. of Phosphorus and represent only
a small fraction of pollutants that can lead to increased nutrient
and chlorophyll a levels within the lake.
In order to estimate potential responses to changed pollutant
loadings within Lake Waunatta, a simplified in-lake water quality
model was established using a modified form of Eutromod
Version 3 (Reckhow, 1990). According to model predictions, a
20 percent reduction in annual loadings may improve trophic
status by about 5 percent.
Findings of the Eutromod Model also suggest that Lake
Waunatta is strongly phosphorus limited, and water and nutrient
balance in the lake is significantly influenced by interaction with
groundwater coming from either artesian aquifer or from the
adjacent wetland area. In order to describe the complex lakegroundwater interaction, additional modeling effort may be
required.
Recommendations for improvements to Lake Waunatta are
grouped into Stormwater storage improvements and long-term
water quality improvements. Essentially, improved maintenance
in the K-mart and Unigold Shopping Plaza ponds is believed to
represent an immediate cost effective protective measure in
reducing runoff volumes. It is believed that long term water
quality improvements can also be accomplished with improved
maintenance of existing stormwater ponds, however, the
implementation of key BMP measures could improve existing
overall treatment and reduce the overall nutrient loading to meet
the benchmark chlorophyll-a concentrations prescribed in this
report.
o:\waunatta\report\revision !\executive summary.doc
2
SECTIONl
INTRODUCTION
1.1 BACKGROUND
Lake Waunatta is one of many lakes within the St. Johns River
Water Management District (SJRWMD) Econlockhatchee
Planning Unit of the Middle St. Johns River Basin and Orange
County's 51,754 acre Little Econlockhatchee Drainage Basin.
Lake Waunatta is located within the boundary of the City of
Winter Park in north central Orange County, Florida. The lake
lies approximately one mile south of the Seminole-Orange
County boarder, and it is contained within a residential area
bordered by Aloma Avenue to the north, Goldenrod Road to the
west, Hall Road to the east, and University Boulevard to the
south (See Figure 1.1 ). Typical of many other Central Florida
solution lakes, Lake Waunatta is generally shallow, circular in its
morphology, and formed from past sinkhole activity.
Lake Waunatta falls within the governmental jurisdiction of
Orange County and the watershed jurisdiction of the St. Johns
River Water Management District (SJRWMD). Other agencies,
which have authority relevant to Lake Waunatta, include the
USEPA, the FDEP, the Army Corps of Engineers (ACOE), and
Orange County Environment Protection Division (OCEPD). The
Lake Wanautta Lakefront Homeowners Association has been
formed to address the maintenance and management of the
lake resource. This Association, with support from Orange
County, has made this study possible.
Throughout the recent documented history of Lake Waunatta,
urban development pressures have resulted in changes in land
uses from vacant and open land and wetlands to single family
residential and commercial areas (Figure 1.2). The associated
changes in hydrology, drainage features, and water levels within
the lake have consequently altered the natural characteristics of
the lake as a resource. Today, despite urbanization, the lake
remains a valuable recreational resource to residents and an
ecological resource for wildlife. It is the intent of this study to
explore opportunities for establishing management practices to
preserve the intended primary uses of Lake Waunatta.
This report represents the first step in identifying methods to
accomplish the goal of maintaining acceptable water quality and
o:\waunatta\report\revision l\waunana section I.doc
PROJECT LOCATION
LAKE WAUNATTA WATERSHED ASSESSMENT
AND STRATEGIC MANAGEMENT PLAN
Figure 1.1
N
REFERENCE: USGS "ORLANDO EAST, FL"
QUADRANGLE MAP
DATED 1985.
_____________
SECTIONS 1 & 2 TOWNSHIP 22S RANGE 30E
PHOTOGRAPH
LAKE WAUNATTAAREA
LAKE
AND
WATERSHED
MANAGEMENT PLAN
Feet
flood protection for those who will continue to use and enjoy the
lake resources in future generations.
1.2 PURPOSE AND GOALS OF STUDY
Lake management studies can provide background data and a
framework for understanding existing conditions and
implementing strategies to comprehensively control and
manage lake water quality. Such strategies may include either
restoration or protection elements in the management approach
(See Figure 1.3). Lake Waunatta is meeting the intended use
as a resource; however, recent trends suggest increased
nutrient concentrations over the long term. For this reason,
residents may want to consider a restoration strategy. The
primary purpose of this study is to provide documentation and
strategies for maintenance or improvements to drainage
features and water quality within the Lake Waunatta basin. The
goals are to develop an understanding of the lake dynamics and
water quality responses, and to establish reasonable and
measurable quantitative "benchmarks" for protection of
residents from flooding and managing the lake resources. The
study additionally considers qualitative biological assessments
and other natural resource attributes which contribute to
ecological quality. As a result of this study, an implementable
plan can be eventually developed to identify specific policies
and projects for both protection and restoration elements of lake
management.
1.3 STUDY METHODOLOGY - DATA COLLECTION AND
MODELING
This study primarily utilizes historical data, Orange County
records, previous reports, and available Geographical
Information System (GIS) databases to evaluate and quantify
flood problems and water quality trends within the Lake
Waunatta watershed. This data was supplemented with a field
investigation, bathymetric survey of the lake, and limited
ground-level verification of drainage structures.
Hydrologic sub-basins were identified from existing aerials,
digital 1 ft contour topographic maps, construction plans, and
field verifications. A model was developed using the Advanced
Interconnected Pond Routing (adlCPR) Version 2.11 to estimate
basin contributions to Lake Waunatta at the 10, 25, and 100year storm events. Rainfall data for this model were obtained
from the GOAA data files and SCS curves.
o:\waunatta\report\revision l\waunatta section I.doc
4
LAKE
LAKE
AND
Figure 1.3
PLAN
WATERSHED
MANAGEMENT PLAN
DEVELOPING AND IMPLEMENTING
A COMPREHENSIVE LAKE MANAGEMENT STRATEGY
Restoration Strategy
Is the lake currently
supporting its desired uses
and meeting water quality
standards?
Protection Strategy
Quantify priority
management issues and
pollutants, and develop
consensus-based
restoration goals
Estimate existing loads
of problem pollutants
NO
Perform periodic
monitoring and
assessment
YES
Develop load reduction goals
for problem pollutants
Estimate future loads of
pollutants of concern
Identify cost-effective load
reduction projects
Identify cost-effective load
management strategy
Implement projects and
monitor outcome
Implement strategy and
monitor outcome
-------------------------[PJ~sDNSENGINEERINGSCENC~IN~
Pollutant loadings to the lake were estimated using a Parsons
ES developed simplified spreadsheet model, literature derived
land-use based pollutant loadings as input data, and estimated
treatment efficiencies of existing stormwater management
facilities. Results from the loading model and historical water
quality data were correlated for model calibration and
verification. In addition to estimates of pollutant loading, a lake
water quality model was developed using a modflow format of
Eutromod, Version 3.0 (Reckhow, 1990). This simplistic model
utilizes Florida Lake specific databases to predict lake
responses to changed nutrient conditions.
1.4 STUDY LIMITATIONS
This study is limited to the specific information publicly available
on the Lake Waunatta drainage basin, to data collected by
Parsons ES and to file information made available through
Orange County. The models presented in this document are
developed only as predictive and general estimates of water
profiles and water quality; they are not to be construed as being
precisely capable of establishing design criteria for specific
projects, nor can they reflect impacts from other downstream
flooding conditions, which could occur.
The accuracy of this model is determined by the detail and
accuracy of the data provided to Parsons ES by Orange County,
the County's consultants and other public agencies. Practical
knowledge, history, and site investigations provide methods of
verifying the general results of models. Overall, the data,
models, and results presented reflect accepted good
engineering practices for the purpose of planning projects.
o:\waunatta\report\revision 1\waunatta section I.doc
6
SECTION2
EXISTING CONDITIONS
2.1 LAND USES
Land uses in the Lake Waunatta Basin include low and
medium density residential, commercial, transportation and
conservation. Figure 2.1 provides an illustration of the land
uses that are currently reported by Orange County and/or the
SJRWMD.
The land around the lake is completely private. A review of
historical aerial photographs indicates that the oldest homes
along the northwest shore and scattered around other areas of
the lake were constructed prior to 1975. Currently, there are
no shoreline lots available for development unless the low
density housing area is further subdivided.
Land use within the approximately 300-acre Lake Waunatta
Watershed changed from primarily low-density residential to
medium-density and high-density residential and commercial.
The watershed is essentially built-out, with most activity
occurring within the past 15 years.
The watershed contains, in part or whole, the following roads:
•
•
•
•
•
•
•
•
•
Thornlea Road and East Lane
Goldenrod Road
Lost Lake Drive, Winbrook Lane, and N. Mira Blvd.
Quenita Drive, Lake Waunatta Drive, Tenita Drive and
Cool Water Court
George Ann Street
Waunatta Court
Glenmoor Lane, Glenmoor Court, and Glenview Lane
Waunaqua Drive and Enright Court
Lake Dawn Drive,
And all or portions of the following residential developments:
•
•
•
•
•
•
Waunatta Shores
Orange Ridge
Lost Lake Village
Oxford Cove
Lake Waunatta Woods
Lake Waunatta Cove
o:\waunatta\report\revision I \waunatta section 2.doc
21
LAKE
LAND
N
AREA
LAKE WAUNATTA WATERSHED
AND
MANAGEMENT PLAN
Feet
. . . _ - - -- -- - - - - - -- -- --
----------------------
Georgeann Woods Subdivision
Lake Waunatta Village
Glenmoor
Homes along Thornlea Road
Homes along East Lane
Homes along Lake Dawn Drive,
And all or portions of the following commercial developments:
Unigold Shopping Center
K-Mart Plaza
Goldenrod Plaza
Jiffy Lube I Farmer's Outlet I Citgo
Kindercare Learning Center
Econo Lube and Tune
Full Gospel Assembly Church.
2.2 EXISTING LAKE USES
Lake Waunatta has been utilized as a recreational lake by
residents for more than 20 years. It is classified by the Florida
Department of Environmental Protection as a Florida Class II
Water. Typical recreational elements include fishing, boating,
swimming, wakeboarding and other aquatic sports. Lake
Waunatta serves as a natural habitat for birds, fish and other
aquatic species. The lake also provides for storage and
attenuation of stormwater within the lake basin and flood
protection for residents that live downstream of the lake.
2.3 REGIONAL TOPOGRAPHY
Figure 2.2 provides an illustration of the regional topography of
the Lake Waunatta basin. Generally, the area is flat and
urbanized land with few natural geologic features. The terrain
and topography has been altered and consequently reflect
changed drainage patterns.
2.4 BASIN HYDROLOGY
There were 14 contributing hydrologic sub-basins covering the
approximate 270 acre lake watershed that were established for
the purpose of estimating stormwater flows into Lake
Waunatta. There are no offsite contributing basins to Lake
Waunatta. Water generally flows into the lake by rainfall,
overland flow, conveyed stormwater at inlets, and by the
natural base flow of groundwater.
Water leaves Lake
Waunatta by evaporation and transpiration, and by discharge
o:\waunatta\report\revision l \waunatta section 2.doc
3
Figure 2.2
N
EXISTING TOPOGRAPHY
OF LAKE WAUNATTAAREA
LAKE WAUNATTA WATERSHED ASSESSMENT
AND STRATEGIC MANAGEMENT PLAN
-
25ft Contours
5ft Contours
to Lake Martha through a man-made canal and pipe system.
The highly urbanized drainage areas have man-made features
such as roads, graded lots, parking, and building structures
which have been assessed as the key controlling features that
affect the drainage patterns. Figure 2.3 illustrates the flow and
conveyance of water to Lake Waunatta that was used for
modeling purposes. Figure 2.4 identifies the drainage subbasins.
Major constructed drainage features include an FOOT
detention pond and man-made wetland secondary treatment
system, two subdivision treatment ponds, 12 commercial
detention ponds and the man-made discharge canal. More
specific drainage structure information can be found in
Appendix A.
2.5 HYDROGEOLOGY
Lake Waunatta is located in the Orlando Ridge lake region of
central Florida, which covers portions of Orange, Lake, and
Seminole Counties and is summarized as follows by Griffith et
al. (1997):
"This is an urbanized karst area of low relief, with elevations
from 75-150 feet. Phosphatic sands and clayey sand are at
shallow depth. Lakes in the region can be characterizes as
clear, alkaline, hard-water lakes of moderate mineral content.
They are mesotrophic to eutrophic, but it is difficult to
distinguish between effects of urbanization and natural
phosphatic levels. Lakes are more phosphatic and green than
the Crescent City/Deland Ridges located to the north, and only
slightly more than the Apopka Upland located to the west."
2.5.1 Description of Geologic Formations
The Lake Waunatta Basin is located in the Atlantic Coastal
Plain physiographic region of Central Florida. Surficial and
subsurface materials consist primarily of marine limestone,
dolomite, shell, sand and anhydrite to approximately 6,500 feet
below land surface, at which depth granite and other
crystalline rock of the basement complex occur.
The
sequence of rock units in Orange County is as follows, in
ascending order: The Lake City, Avon Park and Ocala Group
Limestones (Eocene); the Hawthorne Group (Miocene); and a
series
of
undifferentiated
sediments
mixed
with
Caloosahatchee Marl (Pliocene, Pleistocene to Recent). The
limestone formations are lithologically similar, but they can be
differentiated by indigenous fossil records.
The oldest
o:\waunatta\report\revision l\waunatta section 2.doc
5
FLOW
NVEYANCE NODAL DIAGRAM
LAKE WAUNATTA WATERSHED ASSESSMENT
AND STRATEGIC MANAGEMENT PLAN
I
Basin 1
,----. LAKE WAUNATTA
I
70.76Ac.
Figure 2.3
Lake Waunatta
Cove Subd.
5.3Ac.
Low Density
Residential
Waunatta
Shores Subd.
Lost Lake
Subd.
Lake Waunatta
Village
GeorgeAnn
Woods Subd.
Lake Waunatta
Woods Subd.
5.17 Ac.
9.69Ac.
12.93Ac.
8.01 Ac.
5.6Ac.
26.37 Ac.
TOTAL IMMEDIATE BASIN AREA
143.83Ac.
Lake Waunatta
Cove Subd.
Treatment Pond
NODE3
Lake Waunatta
NODE4
Culvert to
Lake Martha
(Boundary Condition)
REACH 1- 16
NODE 1
Basin 12
26.21 Ac.
Jiffy Lube/
Strip Center
Treatment Pond
NODE9
1
••
Basin
a 11 Basin 9
1.94 Ac.
3.46 Ac.
Full Gospel
(i\ssembly Churctl
Treatment Pond
Basin 10
1.89Ac.
Unigold
1Shopping Center
Treatment
Pond B
Basin 11B
Unigold
Shopping Center
'reatment Pond
Basin 11A
7.39Ac.
7.62Ac.
NODE10
--------------------------(~J~RSDNSENGINEERINGSCIENC~IN~
Fi,gure
N
LAKE
LAKE WAUNATIA WATERSHED ASSESSMENT
AND STRATEGIC MANAGEMENT PLAN
Feet
' - - - - - - - -- -- - - - - - - - - - - -- -- -- - -- - - - - - - - - -
Sub Basin Line and Identification
25ft Contours
5ft Contours
formation penetrated by water wells in the region is the Lake
City Limestone which is the principal source of the region's
potable water supply.
Approximately 30 to 40 feet of undifferentiated deposits of
quartzose sand, shell, clay and potentially some limestone
underlie Lake Waunatta. These deposits make up the surficial
water table aquifer in the area.
These unconsolidated
sediments overlie the Hawthorne Group. The Hawthorn Group
is characterized by grey-green phosphatic clayey sands and
sandy clays with lenses of dolomite and limestone. The
Hawthorne Group can be undistinguishable from the surficial
sediments where the transition occurs between the two
stratigraphic units.
2.5.2 Surficial Aquifer And Floridan Aquifer
Two water-bearing aquifers create the major water production
zones of Central Florida. The Surficial Aquifer is contained in
undifferentiated sediments of recent to Miocene age.
Regionally, these sediments can range in thickness from ten to
150 feet. The sediments are generally fine sands which may
contain silt and/or clay. The occurrence of hard-pan and shell
fragments is frequently noted in these sediments.
The Floridan Aquifer is the principal potable water source in
Central Florida. The typical depth of potable supply wells
ranges from 450 to 1,200 feet below land surface. The strata
forming the principal portions of this aquifer are composed of
limestone in which dolomite may be found in increasing
frequency with depth.
2.5.3 Seasonal Patterns Of Flow
Typically groundwater within the surficial aquifer flows into a
land surface water body when the surficial water table
elevation meets or exceeds the water level measured at land
surface. Conversely, water stored in the surficial water body
will flow into the surficial aquifer when the surficial water table
elevation is less than the water level measured at land surface.
This is typically expressed by stating that the water body is
"gaining" or "loosing". Generally, lakes and similar water
bodies behave in this manner according to seasonal changes
in the elevation of the water table. In Central Florida the
regional dry season occurs in late fall, winter and early spring
and the regional wet season occurs in late spring, summer and
early fall. This seasonal pattern of flow is of particular interest
in the Lake Waunatta area as numerous septic tanks surround
o:\waunatta\report\revision 1\waunatta section 2.doc
8
portions of the lake. Nutrients, and other contaminants, may
leach from the septic systems through the groundwater into
the lake when the elevation of the groundwater is such that it is
supplying water to the lake. Section 2.6 contains a discussion
of the soil types found in the Lake Waunatta Basin. Two
particular soil types discussed in this section are noted as
being unsuitable for septic tanks.
2.6 SOIL TYPES
The general category of soil in which Lake Waunatta is
situated is Urban Land Tavares Pomella. These soils occur on
low ridges and knolls in upland areas and on flatwoods. Soils
within this general category are typically reworked, nearly level
to gently sloping, moderately well drained soils that are sandy
throughout. Occasionally these soils have an organic-stained
subsoil at a depth of 30 to 50 inches.
Four specific soil types, Smyrna-Urban land complex, Basinger
fine sand, Zolfo-Urban land c0>mplex, and Pomella-Urban land
complex, border the lake. These soils and two additional soil
types, Zolfo fine sand and Smyrna fine sand, also dominate
the land found in close proximity to the lake. All these soils are
composed of fine sand from land surface to 80 inches below
land surface, and they all occur under nearly level topographic
conditions. The most poorly drained soils are the Basinger
fine sands, which occur in shallow depressions and sloughs
and along the edges of freshwater marshes and swamps. The
remaining soils occur on or near flatwoods, and they are poorly
to somewhat poorly drained. According to the US Department
of Agriculture, Pomella-Urban and Zolfo-Urban land complex
soils pose a hazard of contamination to groundwater where a
number of septic tanks exist. Because these soils are poorly
drained, they may provide inadequate filtration of effluent from
the septic tanks. These two soil types dominate the southern
and eastern portions of the basin. Older homes with septic
systems are on Thornlea Road, East Lane, George Ann
Street, Lake Dawn Drive and homes along the lake shore east
of the Glenmoor subdivision.
A GIS database was developed to represent the major soil
groups within the Lake Waunatta region. These are illustrated
in Figure 2.5.
o:\waunatta\report\revision l\waunatta section 2.doc
9
Figure 2.5
N
LAKE
AND
WATERSHED
MANAGEMENT PLAN
1.
3 Basinger fine sand,
fine sand
26.
fine sand
27
34 Pomella fine sand,
percent slopes
35.
37.
Johns fine sand
Smyrna fine sand
land
Tavares fine sand,
54
55.
Urban
fine sand
99. Water Body
Feet
complex
2.7 REGIONAL PRECIPITATION, EVAPOTRANSPIRATION,
AND FLOODING POTENTIAL
Regional precipitation is monitored at the Orlando International
Airport by the Greater Orlando Aviation Authority. Generally,
the Lake Waunatta area receives about 42 inches of rainfall
per year with an estimated evapotranspiration rate that
approximately balances precipitation.
2.8 FLOODING POTENTIAL
Figure 2.6 illustrates the Federal Emergency Management Act
Flood Zones within the region of Lake Waunatta. This map
indicates that residential areas surrounding the lake are in
zones A and A2.
Previous Orange County reports indicate that Lake Waunatta
experienced high surface water elevations in years 1994 and
1995 (MSA, Inc., 1996). The peak water levels recorded did
not however, result in excessive property damage. The
highest recorded stage of Lake Waunatta is 63.28 under Hall
Road according to the Orange County lake stage data.
In recent years, Orange County replaced the interconnecting
culvert at the outfall to Lake Martha, yet the concern for
flooding in excessively wet periods remains with several
residents. This concern primarily exists due to observed
blockages of the outfall.
2.9 LAKE BASIN CHARACTERISTICS
Lake Waunatta is a solution lake. The lake evolved with the
formation of two adjacent sink holes in karst terrain. The
bottom profile of the lake is illustrated in the bathymetric map
of Figure 2.7.
2.10 POTENTIAL IMPACTS FROM SEPTIC TANKS
Much of the older development surrounding the lake relies on
onsite sewage systems (septic tanks and drainfields) for
treatment of wastewater. Under proper site and operating
conditions, conventional onsite sewage systems are capable
of nearly complete removal of biodegradable organics,
suspended solids, and fecal coliforms (Florida HRS and Ayres
Associates, 1993). A conventional onsite sewage system
consists of a septic tank and a subsurface wastewater
infiltration system (commonly referred to as a SWIS or
drainfield). In these systems the septic tank provides primary
treatment of wastewater and functions to remove the majority
o:\waunatta\report\revision 1\waunatta section 2.doc
11
FEMA Flood Zones
OF LAKE WAUNATTA AREA
LAKE WAUNATTA WATERSHED ASSESSMENT
AND STRATEGIC MANAGEMENT PLAN
Feet
-------------------------------------------
N
N
BATHYMETRIC MAP
OF LAKE WAUNATTA AREA
LAKE WAUNATTA WATERSHED ASSESSMENT
AND STRATEGIC MANAGEMENT PLAN
-16 ft. -15 ft. -14 ft. -
-13 ft. -12 ft. -11 ft. ft.
-9 ft.
ft.
-7 ft.
-6 ft.
-5 ft.
ft.
-3 ft.
-2 ft.
-1 ft.
Feet
of the settlable solids, grease and floatable materials. Organic
materials accumulate within the septic tank and then undergo
long-term anaerobic digestion. Septic tank effluent enters the
drainfield and is uniformly distributed to surrounding soils by
(in elevated
means of gravity flow or pressure flow
drainfields).
The drainfield is the most critical component of onsite sewage
systems, and treatment effectiveness is essentially dependent
upon physical/chemical characteristics of the soil. As septic
tarik effluent is applied to the drainfield, the biomass and
metabolic by-products of the process accumulate in a
biologically active zone to provide additional treatment of
septic tank effluent. Blockage or filling of soil pores by solids
lost from the tank that accumulate in the drainfield over time,
excessive microbiological growth and other metabolic byproducts may occur over time, and consequently can reduce
the hydraulic conductivity of the soil in this zone. In extreme
cases, hydraulic failures caused by excessive clogging of the
infiltration zone or insufficient infiltrative surface area can lead
to wastewater backups in the building, or wastewater ponding
on the ground surface and possible runoff into surface waters.
Inadequate treatment by the soil matrix can also result in
contamination of surficial aquifer and ultimately surface water
through groundwater discharge into the lake.
Nitrogen is considered a key pollutant in septic tank effluent
and potentially may produce water quality problems. This is
particularly important where soils are not suited for onsite
systems or where water table fluctuations may flood the
drainfield. Although ubiquitous in the environment, nitrogen
can also be toxic to infants as nitrate nitrogen
(methemoglobinemia). Ammonia nitrogen in relatively low
concentrations can be toxic to fish.
Various household
chemicals and cleaning agents also can contain toxic organic
compounds which can be ultimately discharged with
wastewater.
Septic systems handle wastewater on about forty lakeshore
residences. A septic system survey was distributed at a recent
Homeowners Association meeting and eight responses were
received. Results provide a limited indication of septic system
condition on lakefront lots. Over half of the septic systems in
the survey (5 of 8) were original, but had been inspected and
pumped within the last few years. Tanks were located as
close as 100 feet from the lakeshore. Recent regulations
would apply to older systems requiring replacement or
associated with addition or modification to a home. Current
o:\waunatta\report\revision l \waunatta section 2.doc
14
regulations require the septic system to have 150 foot setback
from the lake shore, and 30 inch separation between the
bottom of drainfield and the wet season water table, and that
tank size meets current standards.
2.11 HISTORICAL WATER QUALITY
Water quality monitoring data from Lake Waunatta and its
watershed were obtained from two sources - Orange County,
and the University of Florida LAKEWATCH program. The
following is a summary of available water quality data:
2.11.1 Orange County
The Orange County Environmental Protection Department
conducts periodic water quality monitoring in Lake Waunatta.
Sampling frequency varies from year to year. Samples were
collected irregularly between 1971 and 1998, with the number
of sampling events per year ranging from zero to five,
depending on the year and the measurement parameters.
Water quality parameters include temperature, secchi depth
and turbidity, conductivity, dissolved oxygen, BOD, pH,
alkalinity, a variety of nutrient forms, chlorophyll, microbiology,
and metals measurements.
Data from sampling events
conducted on Lake Waunatta between 1993 and 1998 were
obtained from Department staff and used to characterize lake
water quality for the purposes of this project.
2.11.2 Florida LAKEWATCH and Other Sources
Florida LAKEWATCH is a volunteer-based water quality
monitoring program organized and maintained by the
University of Florida. Volunteers are trained by LAKEWATCH
staff, and are asked to collect monthly samples from three
fixed stations selected by the staff on each monitored lake.
Water quality indicators monitored by the program include
Secchi disk depth (a measure of water clarity) and
concentrations of total phosphorus, total nitrogen and
chlorophyll-a.
Data from 63 monthly sampling events
conducted on Lake Waunatta between March 1991 and May
1999 were obtained from the LAKEWATCH program and used
to characterize lake water quality.
Lake Waunatta is primarily fed by stormwater runoff from the
surrounding watershed.
Stormwater treatment prior to
discharge ranges from none in the oldest residential areas to
secondary treatment in forested wetlands for some commercial
developments. A significant percentage of the inflow to Lake
o:\waunatta\report\revision l\waunatta section 2.doc
15
Waunatta occurs through wetlands and may occasionally be
tannic in nature.
The characteristic color of tannic waters can suggest polluted
waters; however, water quality of tanic sources may not
always reflect polluted sources.
K-Mart discharge was
sampled by concerned homeowners in 1997.
Samples
included one soil sample from the K-Mart detention pond and
three water samples from the pond, the discharge pipe and the
lake at the point of discharge. Samples were analyzed for oil
and grease, nitrates, phosphates and priority pollutant metals.
No concentrations exceeded applicable state standards.
2.12 CURRENT TROPHIC STATE
Descriptions of the four trophic states, and the criteria used by
the LAKEWATCH program for classifying lakes using the
trophic state system, are summarized in Table 2.1. In cases in
which one or more of the four water-quality indicators
(chlorophyll, total phosphorus, total nitrogen, and water clarity)
fall into different trophic ranges, LAKEWATCH uses the
average of the observed chlorophyll concentrations to
determine the trophic state classification. Based on the criteria
shown in Table 2.1 the lake is characterized by the
LAKEWATCH program as mesotrophic.
Trends in the LAKEWATCH program were examined between
3/14/91 and 6/27/99. No significant trends were apparent for
total phosphorus (Figure 2.8). Total nitrogen showed some
increases in concentration in 1998 (Figure 2.9). A small
decrease in water clarity, as measured by secchi depth,
occurred in 1998 and continued into 1999 (Figure 2.10).
Chlorophyll a showed the strongest indication of a change in
trophic state in Lake Waunatta, changing from oligotrophic
prior to 1997 to mesotrophic with some indication of a
continuing trend toward eutrophic (Figure 2.11 ).
Data for TKN and Total Phosphorus obtained from the Orange
County Environmental Protection Department is represented in
Tables 2.2, 2.3 and Figures 2.12, 2.13. Data was averaged on
a monthly basis and covers the period from 1985 to 1998;
o:\waunatta\report\revision l\waunatta section 2.doc
16
Table 2.1: The Florida LAKEWATCH trophic state classification system.
Trophic State
Oligotrophic
Description
Lowest level
of biological
productivity
Criteria
Chlorophyll-a < 3 ug/L
Total phosphorus < 0.015 mg P/L
Total nitrogen <0.4 mg N/L
Water clarity > 13 feet
Mesotrophic
Moderate level
of biological
productivity
Chlorophyll-a between 3 and 7 ug/L
Total phosphorus between 0.015 and
0.025 mg P/L
Total nitrogen between 0.4 and 0.6 mg N/L
Water clarity between 8 and 13 feet
Eutrophic
High level of
biological
productivity
Chlorophyll-a between 7 and 40 ug/L
Total phosphorus between 0.025 and 0.1
mg P/L
Total nitrogen between 0.6 and 1.5 mg N/L
Water clarity between 3 and 8 feet
Hypereutrophic
Highest level
of biological
productivity
Chlorophyll-a > 40 ug/L
Total phosphorus > 0.1 mg P/L
Total nitrogen> 1.5 mg N/L
Water clarity < 3 feet
Summary
A typical oligotrophic
waterbody will have
clear water, few
aquatic plants, few
fish, not much wildlife,
and a sandy bottom.
A typical mesotrophic
waterbody will have
moderately clear water
and a moderate
amount of aquatic
plants
A typical eutrophic
waterbody will either
have lots of aquatic
plants and clear water
or it will have few
aquatic plants and
less-clear water. In
either case, it has the
potential to support
lots of fish and wildlife.
A typical
hypereutrophic
waterbody will have
very low water clarity,
the potential for lots of
fish and wildlife, and it
may have an
abundance of aquatic
plants.
Total Phosphorus (ug/L)
3/14/1991
6/18/1991
7/31/1993
1
11/27/1993
1/16/1994
3/25/1994
.
..
___
:!
5/23/1994
!
7/24/1994
!
i
.
.
6/17/1995 1
i
i
7/31/1995 ]
i
9/24/1994
11/23/1994
1/16/1995w
3/26/1995
c
;
9/30/1995
:
11/19/1995
1/13/19961
61111997
,
i
r ,
3
!
10/26/1997 1
!
!
4/25/1998
i
6/30/1998 l
j
8/28/1998
10/31/1998
4/30/1999
6/27/1999
m
m
:c
Total Nitrogen (ug/L)
3/14/1991
..
6/18/1991
.
5/12/1993
i
7/3111993
9/12/1993
i
11/27/1993 l
i
.
i
1/16/1994
3/25/1994
:
-z
5/23/1994
7/24/1994
!
9/24/1994
!
11/23/1994
i
1/16/1995
~
-
3/26/1995 1 . ..
6/17/1995 1.
w
' '--'
(
- : : : ::: l ~ ::
,§
;; . ,
'
~·,
' , .'-'e..•.
•. ,. $_, ,.
c
A)
CD
--4A··
""~
o'&..:..._
'•}J<••v, ~. • k §k@,33
0
····+ &G·
!,£). ..
""
' £,, ' ' '
"
<.<'
>M
'"
"''"
""
<
rn
} • . g.;g•.•.•••. ,,
%
•
"'
••
,,
10/26/1997 1., ....,.,, ..... ......... ( . ' '
4/25/1998 1 '
'
•I
'
8/28/1998 1
,
'
,
,• • ,
.•• ;
''"""' < "'"'' ,
~, ... f
, , .,~,,!(, , ,A
'Si'''>
,,
+ z..
'"'""'@,,.,,
•"
'''"{····
"".
I
I
I
I
;;1
I
I
I
I
I
I
1
F<ckk-%· •, ',.,
,.,.fa,,. },·. •·"~
j\§J!b,
"
i
i
AA)
A
er
I
,4
I
I
I
I
I
I
.
I
.
!
"' .. rm±::Ll. "'"""''" ..K'·'•L,~..:-~_.:. . .cL;.,,o;,m.,"''Oi:-JJJ1SJ1if:±_::::;;;z:;
2/28/1999
4/30/1999
6/27/1999
1"'·:' . +·""·Hi:·"i·,i· ··h ..·
.. · · ·11
·•t·Z
..... ~
,
''"'""
I
". ,, ...... , '•'• •'
"t .
I
I
m
m
=
....
'0""
3
):
I "~
m
-I
!
I
!
I
:::c
i
I
10/31/1998
12130/1998
:J
I
I
z.., ,....",, ... L.1
u'
m
~
m
c
';j'
!
rC1>
0
"C
c;·
:~>.:~ .i: . .
'
••••••
-
!/I
-·
:J
~
m
..,
c:
CD
I ';j'
!
"' ·:
I
s::
.-:.g
I
I
'""'""'"''
l
'""RQ '"', -- "'-(f%,,
,, "''fa'"'
6/30/19981 ........
,
.q;
12/31/1997 113KL , ······,·· ··· "'
2/28/1998 b •'
i
10
,::;.::,·;·•·::·;,.,~ ...
6/1/19971·~~~
~.~;;~~~:'~··~ =·~~~·~· ~~~~ :~·;~·
;.~::
8/17/1997 , ..
....
L&&1i
I
',.,..J •. P?d+
L
I
I
,,
11/19/1995 1nhM.uM&J££J&J.m=A£E!&J'"i'k · .., g
1/13/19961
I
i
0
Q.
D>
.....
D>
Secchi Depth (feet)
o
3/14/1991
6/18/1991
1.·· ·<::
' ·:r ·::w·: "''."'d>
!: :·
I
<,
vq,,
7/24/1994
9/24/1994
'"
'~''
';-,
''2
'''X,
•H
"»>''v
(X'"•'•"'°'
,.,, "''
1·
-l.
o
'
-l.
N
~
I2.;:;1:~:::;7
1ttM&ILl&:tML.di@K£¥J,,,,
t
b
l: . . ,. LL
I
.... n,.,t. 1 _
. ...
,,\J\tx.k.
'~"
d '
1
11/19/1995,,dL
.,,WJ¥Jd o , "
'·••§'
d
l
I
""I
l
l
CD
?
!'>
!'"I i
.I
I
i
•
•w•
Ii
I
.1
•
~
I
;
I
I
=
i
i
I
.
I
'
I
l
I
i
I
l
I
!
I
''k
k
x ""'
"'"' K
,$ ,,
''
·%% - • p@
J
l
'·
,..,
;;;,... . .ow.
.
·'"*. 1
.•.•,J,
...... ;,, ·""'' '
. .. .
.,/A'
•
M
I
k, . ,. "
.
i
·1
·'''·
...
,,,
,.,,
SJ
i
'':..
I
i
·d
I
.. ..., " 4* ,. ·' ..... M:= ...J.m,, !.
~
•
·=,.
"''
,,Q./ '
·*·
''• d ' ·•
•
4/25/19981,, ....... L ...... ,,.11.+,.+···+
·1&&+
'"""'""·J
!
I
6/30/1998 L
. . z
...... I
!
I
._..
....
m.
:J:
=~
"C
"
12/30/1998 '"
CD
"'""X'''""'
2128/1999 :::
4/30/1999
i:
a
'
,,, ,
a'"
-
.
I
I
-·
I
0
-g.
o·
6/2711999 1.. ,,, ..1=ocL '
I
I
"t:J
::T
, .
.,.
"' '
I.
l
,
s. ' '
10/31/1998 -
C: ,
CD
!
'
:. "' " " b,., (,
-~
9:
'
I
I , . .,.
..
!!:
=.C
n
1
......
'··
812811998
en
~
i
. . . . . . . . . . . . . . . . ,.,
""*
, !
'g-·
,,
~::: .. ..: .....,. :m: . l. "..:
,,,,,1,
.. . " '
.. JtS1!&£tcl.
I
l
....
L ........ .l . .
12131/1997 l. "'·' ',,
i
I
::::
·l
:·~%:' · ·::::
.!" ""'" ,, ......:, .... ,,",,
.d£~ .. 3;,
·•1&&
.
6/1/1997 1 "•' · ,, '··"'··"·"'
= b...omrmr±..
.!'.t!±££'b:i
:%·
••f ····
k·i
'!. , ... Ji
sw.'
!
1012511991 L
§•··
···· ··.
....
I
.,,1,
I
1/13/1996 1
2128/1998 l
»\,'
.. ++
::::~ ::;~.
smr+··
~
!
,,,_sz!.,,.;;hMd1
:§:! <£$··1:ft
~· "'"~' ··•'"',., .... ~,, ·... '·'""'
'''"'
-l.
g
''"'""'
·•H '' ' &-. ,,,
'
w
-l.
l
2 ,,t . . • 1
.L. .. ,
''•~••······· •
"•fa•
:::::::::I · · !
811111991
'" I! .
l
t'" , : ·:'tl" +:::·
6/17/1995 1.
~
-l.
m
~
_.,NN~W ,L.,-.~
l
.
312611995
~
1,,,,,;,,w==h;;zoc~."··., ...,"'*w,., ........ ,,.:;;mg,,,,.,,..,,w.
11/23/19941.,,b,
1/16/1995
'
m
'..~
NkH
11/27/1993 1
5/23/1994
'
~
l ::E;L"Jr":·;::
·~~s:v· :·~:··:·:;& ;:z! ;
',,,,,;L,, :L.
'"' u' '.L ,,J .: .
;,.
1/16/1994
3/25/1994
~
t'Jfr ,, Q?Mh'"··"f,,J
~'tt'V'
,
5/12/1993
7/31/1993 .... .•
9/12/1993
w
N
~
l
I
I
I
I '
,, " ' '
; ''
j
l
11
s:
CD
~
~
0
"t:J
:::T
o·
Q
<g-
~
0
"t:J
::T
ff
I
-
::I
r-
m
~
::I
D>
~
""'0
3
r-
~
m
:E
~
£
...
C
D>
D>
Chlorophyll a (ug/L)
.....
f >H"
0
3/14/1991
6/18/1991
w
I\)
~
.......
O>
01
00
<O
....0 .........
.....
N
....
....
w
.....
01
~
.....
O>
.,,
-·
cc
..,c
I
-a
,I
:::r:
m
'<
c:
-a
c:
ff
!
7/24/1994
1,,,,,q ,,,J ·"'"'--,!,,,,,.,,_,
9/24/1994
1-:m~,
!
I==,:::
11123/1994 1,N
111611995
... M, I
§ . 4 , ,,,,
3/26/1995i£,;;,,, ,, .
j
, ,,
I
!
I
6/17/1995 bus,;~;,,",~
c
Do>
e
....Cl> :::::::: 1::.
11/19/1995
1/13/1996
%,:.
I
h·· &
t
!·~
1.w
12131/1997 b.
2128/1998
l . ec
4/25/1998 1
6/30/1998 t . t
8/28/1998
10/31/1998
12130/1998
2128/1999
4/30/1999
6/27/1999
.x
!
i
I
b !,
·
"~"'
'''·'"",
..,..
.p
v
"'--- .,,
I
..,0
i
I
"C
i
i
I
i
i
I
I
I
I
I
I
I
c
::::s
m
m
i
I
I
I
I
I
I
""
.Jf12Mti1£EL. ,I
I'
I'
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
-,~-
I
:b
'" J ,\
'..4
l ··: . :· ·:: •l ":· '
J
I
I
,, "'"".
;,
D.>
:E
m
i
d
-
~
i
,
-CD
,z=ig
" ' ,,
::::r
'<
::::s
I
i
i. ,....
0
rm
"
m,,,q,,. ,,,J
-
C')
::::r
I
'
8111119911 .. ,.. ,,, ~,L
10126/1997
!
~
I
I
I
I
I
I
I
I
I
I
I
l
%'. ...~hu
!
~
,,..,.,I
''"·" (,,
.J.....,4.9
' '··
6/1/1997 1L,
' "'9 ,,.,(,.
I
I
I
I
I
!
I
¥1''
A
"'C
::::T
('')"
I
I
I
I
I
I
I
;I
.N
Cil
"'C
::::T
5/23/1994 1: ,k\-"¥Ai
CD
"'C
CD
'
'"'
I
=
..,....
0
3
r-
)>
"~
m
-I
C')
:::c
cD.>
....
D.>
Table 2.2 TKN Data from Orange County
Environmental Protection Department
TKN
1985 1987 1993 1994 1995 1996 1997
0.51
January
February
March
April
May
June
July
August
September
October
December
0.96
0.64
0.45
0.8
0.57
0.45
0.2
0.3
1998
0.4
0.5
0.446
0.5
0.6
0.4
0.6
0.7
0.5
0.56
0.4
0.4
Average
Figure 2.12
TKN Monthly Averages
0.80
0.70
...J 0.60
C> 0.50
E 0.40
0.30
~
~
0.20
0.10
0.00
z
?!'
(ll
::I
c:
...,
(ll
?!'
.c.
::I
(ll
...
(ll
.c
Q)
u.
~
:lE
=E
a.
<(
>(ll
:E
Q)
c:
...,
::I
Note: No TKN Data for November available
>.
:;
...,
-"'
::I
C>
::I
<(
...
Q)
... ...
Q)
.c
.c
!
0
E
en
Q)
.s
(.)
Q)
.c
E
Q)
(.)
Q)
Cl
Average
0.40
0.40
0.73
0.57
0.45
0.60
0.70
0.49
0.58
0.49
0.33
0.52
Table 2.3 Total Phosphorus Data from Orange County
Environmental Protection Department
TP
1985 1987 1993 1994 1995 1996 1997
January
February
March
April
May
June
July
August
September
October
November
December
Average
0.022
0.023
0.026
0.009
0.023
0.013
0.021
0.032
0.017
0.019 0.013
0.032
0.008
1998
0.008
0.005
0.017
0.011
0.035 0.012 0.009
0.017
Figure 2.13
TP Monthly Averages
0.035
0.030
0.025
C)
E 0.020
0.015
0:- 0.010
I0.005
0.000
...J
2:'
ns
::I
c:
...,ns
2:'
ns
....
::I
.0
G.>
LL.
.c:
~
ns
~
=ca.
<(
>.
ns
~
G.>
c:
...,
::I
>.
:;
...,
I/)
::I
C>
::I
<(
....
G.>
.0
E
....
G.>
.0
.9
(J
JB
a. 0
G.>
en
....
G.>
..0
E
G.>
>
0
z
....
G.>
..0
E
G.>
(J
G.>
Cl
Average
0.016
0.008
0.023
0.018
0.032
0.008
0.013
0.025
0.019
0.019
0.017
0.017
0.018
2.13 ECOLOGY
The following sections contain a discussion of the ecological
investigation performed by Parsons ES within the Lake
Waunatta Basin.
2.13.1 Shoreline Vegetation
The shoreline of Lake Waunatta was surveyed by boat and
from the shore where access was possible. It was determined
from the survey that there are no remaining areas of
undisturbed natural vegetation. However, a stretch of low
density housing along the northwest corner of the lake has a
shoreline that has been substantially undeveloped except for
roads or trails down to small docks. Although native emergent
vegetation is lacking, on-shore native wetland-associated
species such as bald cypress and wax myrtle are abundant.
The majority of the homeowners around the lake maintain turf
to the waters edge. Scattered clumps of unmaintained areas
have grown up with wild grape, primrose willow, and saw
palmetto. Many of the residents have constructed retaining
walls at the shoreline. As a result, emergent vegetation along
A considerable amount of the
the shoreline is limited.
remaining natural shoreline is lacking healthy populations of
native emergent species.
The most common emergent
species is torpedo grass (Panicum repens). This aggressive
weedy grass displaces other emergent species that provide
higher quality habitat and are more aesthetically pleasing.
Three of the homeowners have planted the littoral area on
their property with native emergent vegetation. Also, the Lake
Waunatta Homeowners Association has been active in
promoting aquascaping, and recently (May 2000) held a
pancake breakfast where they distributed free wetland plants
purchased with Association money. The Association has also
funded a number of lake submerged and emergent plant
surveys. Information from these surveys is incorporated into
the discussion in Section 2.13.2 but are not presented in detail.
Survey results are available on file.
Native emergent vegetation observed around the lake includes
grassy arrowhead (Sagittaria graminea), lance leafed
arrowhead (Sagittaria /ancifolia), fragrant water lily (Nymphaea
odorata), bald cypress (Taxodium distichum), iris (Iris sp.) and
various sedges and rushes. Small patches of cattails (Typha
sp.) are scattered around the shoreline, but are typically
eradicated as undesirable. Three small islands formed by
o:\waunatta\report\revision 1\waunatta section 2.doc
24
emergent bald cypress trees and surrounded by a variety of
emergent herbaceous species occur in the northeast comer of
the pond near the outfall.
2.13.2 Submerged Vegetation
Submerged vegetation has fluctuated over the past 15 years of
surveys, responding to a number of changes in conditions. In
1984, homeowners became concerned by an infestation of
hydrilla, a nonnative invasive submerged plant. In consultation
with Dr. John Osborne of University of Central Florida, 605
triploid grass carp were purchased and released into Lake
Waunatta in April of 1985. By the end of 1996, much of the
hydrilla had been eliminated. However, grass carp continued
to impact more desirable species of submerged vegetation. In
1992, a permit was obtained to remove grass carp, and about
30 carp were removed through 1996.
A 1996 survey showed that submerged vegetation was
recovering, and were dominated by variable-leafed pondweed
and southern naiad. However, hydrilla had reappeared in a
few scattered but well-established patches. At the end of 1996
and early 1997, 75 triploid grass carp were stocked, and
hydrilla was spot treated with a herbicide.
From 1996 to 1998, aquatic plant populations were healthy,
with good coverage. Eelgrass and southern naiad dominated
species composition and no hydrilla was found. Then, in the
spring and summer of 1998, large amounts of cut eelgrass and
algae were observed washing up on the shoreline and had to
be removed from the outfall in front of the fish exclusion gate.
By the spring and summer of 1999 plant material was reduced,
and a July 1999 plant survey found only 1% plant coverage,
(reduced 40% from past years). A dramatic increase in the
population of the native Florida apple snail was believed to be
responsible for the near elimination of eelgrass beds.
Currently, site visits conducted during this study showed
limited expansion of the eelgrass beds, although a survey was
not conducted.
2.13.3 Fish, Reptiles, Amphibians, Birds And Mammals
Information gathering for this report did not locate any fish
surveys of Lake Waunatta. Residents reported that fishing
was good, and species included largemouth bass, catfish,
bluegill and other sunfish, shellcrackers, crappie, longnose
gar, shiners, and eels. Little is known about reptiles and
amphibians in the lake. Softshell turtles were observed, and
o:\waunatta\report\revision I\waunatta section 2.doc
25
other species of turtle probably occur. Alligators are seen
occasionally but are not common, and they are usually
removed. One resident reported seeing amphibians he called
"mudpuppies" which are probably either amphiumas or sirens.
The most notable mammals known to occur occasionally are
river otters. Raccoons and opossums are also likely to be
associated with the lake. Bats frequently forage over water
and may also be present.
Lake Waunatta provides foraging and possibly nesting habitat
for a variety of water-associated birds. Species observed or
reported are listed in Table 2.4.
o:\waunatta\report\revision I \waunatta section 2.doc
26
Table 2.4 Birds observed or reported at Lake Waunatta
Pied-billed grebe
Anhinga
Double-crested cormorant
Green heron
Little blue heron
Snowy egret
Great egret
Great blue heron
Glossy ibis
White ibis
Wood duck
Mallard
Blue-winged teal
Ring-necked duck
Turkey vulture
Osprey
Bald eagle
Limp kin
Purple gallanule
Ring-billed gull
Rock dove
Mourning dove
Blue jay
Fish crow
Northern mockingbird
European starling
Northern cardinal
Common moorhen
Common goldeneye
SECTION3
HYDROLOGIC MODELING AND
POLLUTANT LOADING
ESTIMATES
3.1 HYDROLOGIC RESULTS SUMMARY
Hydrologic modeling efforts included analysis of the 24-hr 2,
5, 10,25, and 100 year storm events. The ad ICPR results are
included in Appendix A.
Lake water elevations during modeled storm events ranged
from 62.33 ft to 63.93 ft with the maximum stage predicted at
the 100 year event. This modeled lake surface water level is
approximately one foot above the reported high water level
and the 100 year FEMA elevation. These results may suggest
localized yard flooding but do not indicate structural flooding
threats.
During normal 2-5 year storm events, a significant volume of
excess stormwater can be stored in Lake Waunatta with only a
modest increase in the lake's discharge.
According to the model results, stormwater is generally
effectively retained and attenuated in the watershed with the
existing in-place stormwater facilities.
3.2 POLLUTANT LOADING RESULTS
Results of overall annual pollutant loading from stormwater
sources to Lake Waunatta are graphically presented in Table
3.1. Pollutant loading estimates from on-site sewage (septic
tanks) is presented in Table 3.2. Comparison of these two
tables suggest that the predominant source of annual nutrient
loading is of stormwater origin. Other key areas considered as
significant contributors of nutrients include the following:
+
+
+
•
Improper maintenance of stormwater treatment
facilities in general
Waterside PUD wet detention facility
Internal Lake Waunatta Basin overland flow sources
Existing lakeshore septic tanks greater than 10
years of age
o:\waunatta\report\revision l \waunatta section Jr.doc
I
TABLE 3.1 Estimated Pollutant Loading From Stormwater Sources
Lake Waunatta Basin
Total P
Pollutant
Loading
Rates
(lb/yr)
TSS
Pollutant
Loading
Ratas
(lb/yr)
Total N
Loading
Total P
Loading
Total TSS
Loading
treatment
(lb/yr)
treatment
(lb/yr)
treatment
(lb/yr)
Land Use
Subbasln
Area
(ac)
Runoff
Coefficient
Annual
Rain fall
(In/yr)
Runoff
(In)
Total N
PLR
(kg/ac-yr)
Total P
PLR
(kg/ac-yr)
TSS
PLR
(kg/ac-yr)
Total N
Pollutant
Loading
Rates
(lb/yr)
1
Subdivisions
around Lake
Waunatta
Single Family· Residential
73.07
0.373
42.34
15.79
4.68
0.594
56.1
753.9
95.7
9037.2
753.9
95.7
9037.2
2
Glenmoor
Subdivision
Single Family· Residential
28.28
0.370
42.34
15.67
4.68
0.594
56.1
291.8
37.0
3497.6
248.0
24.1
1049.3
Lk Waunatta Cove
Subdivision
Single Family· Residential
6.79
0.370
42.34
15.67
4.68
0.594
56.1
70.1
8.9
839.8
59.5
5.8
251.9
Node
Number
Subbasln
Description
3
,,
with
with
with
4
K-Mart Shopping
Plaza
Low Intensity Commercial
16.07
0.837
42.34
35.44
5.18
0.65
343
183.5
23.0
12151.8
156.0
15.0
3645.5
5
SR 551 R/W
(Goldenrod Road)
Highway
10.71
0.783
42.34
33.15
6.69
1.32
182
158.0
31.2
4297.3
118.5
10.9
644.6
6
Goldenrod Plaza
Low Intensity Commercial
1.34
0.837
42.34
35.44
5.18
0.65
343
15.3
1.9
1013.3
6.0
0.1
4.5
Jiffy Lube/Strip
Center
Low Intensity Commercial
1.95
0.837
42.34
35.44
5.18
0.65
343
22.3
2.8
1474.5
8.7
0.2
6.6
8
Waterside PUD
Treatment Pond
Low Intensity Commercial
1.94
0.837
42.34
35.44
5.18
0.65
343
22.2
2.8
1467.0
10.2
0.3
21.8
9
Econo Lube 'N
Tune &
Undeveloped
Low Intensity Commercial
3.46
0.163
42.34
6.90
5.18
0.65
343
39.5
5.0
2616.4
20.6
1.1
77.7
10
Full Gospel
Assembly Church
Low Intensity Commercial
1.89
0.837
42.34
35.44
5.18
0.65
343
21.6
2.7
1429.2
13.2
0.9
141.5
11e
Unigold Shopping
Center
Low Intensity Commercial
7.62
0.837
42.34
35.44
5.18
0.65
343
87.0
10.9
5762.1
47.0
1.9
285.2
11b
Unlgold Shopping
Center
Low lnlensily Commercial
7.39
0.837
42.34
35.44
5.18
0.65
343
84.4
10.6
5588.2
45.6
1.9
276.6
12a
Wetland Body
Wetland
12.58
0.225
42.34
9.53
1.81
0.222
11.2
50.2
6.2
310.6
36.1
3.1
102.5
12b
University Blvd.
Highway
13.63
0.783
42.34
33.15
6.69
1.32
182
201.0
39.7
5468.9
144.7
20.2
1804.7
13
Lake Waunatta
Woods
Single Family· Residential
9.20
0.370
42.34
15.67
4.68
0.594
56.1
94.9
12.0
1137.8
51.3
2.2
56.3
14
Tract B
Wetland
1.63
0.225
42.34
9.53
1.81
0.222
11.2
6.5
0.8
40.2
4.0
0.3
4.0
2102.1
291.1
56131.7
1723.2
183.7
17409.9
2.2
0.3
69.6
1.B
0.2
18.6
7
TOTAL
1.
2.
3.
4.
5.
6.
7.
N
P
TSS
ac
in
197.55
= nitrogen
= phosphorus
=
=
=
yr =
mg =
8. L
=
tolal suspended solids
acres
inch
year
milligram
lifer
9. Runoff was calculated using the Rational Method:
R
= P"Runoff Coefficient
where: R - Runoff (in.)
P - Rainfall (in.)
10. Pollutant loading rates were oblained from stormwater l..Dading Rate Parameters For Central and South Florida,
Harvey H. Harper, Environmental Research & Design, October 1994
Table 3.2
Concentration of Selected Constituents in Septic Tank Effluent
Measured in Florida
Parameters
Measured in Studies
800 5 (mg/L)
Average
Range
TSS (mg/L)
Average
Range
TKN (mg-N/L)
Average
Range
N0 2+NQ 3 (mg-N/L)
Average
Range
P (mg-P/L)
Average
Range
FOG (mg/L)
Average
Range
MBAS (mg/L)
Average
Range
F. coliforms (log#/L)
Average
Range
Range
of Concentrations
141
11-181
161
64-594
39
36-54
0.08
0.06-0.14
11
7-15
36
8-111
3.1
1.3-6.8
-
5.1-8.2
3.3 WATER AND NUTRIENT BALANCES
Lake Waunatta has an estimated normal stage volume of 631
ac-ft, with an average hydraulic residence period estimated at
about 1.6 years based upon gross annual rainfall excess
estimates.
For this analysis a simplified hydrologic and
nutrient balance was established based on modeled runoff and
pollutant loadings.
3.3.1 WATER BALANCE METHODOLOGY
A water balance is an attempt to describe the natural
hydrologic cycle and other man-made influences that may
account for various sources of water that enter and leave Lake
Waunatta. The results of hydrologic, hydrogeologic, and inlake hydrodynamic modeling can be used in conjunction with
real-time monitoring to understand the complex relationships
of the hydrologic cycle that occur within the Lake Waunatta
basin.
Water enters Lake Waunatta from direct rainfall, inflow from
the 14 sub-basins that are described by model simulation, and
from groundwater infiltration. Evapotranspiration, leakance,
and flow out of the lake represent major accountable losses of
water.
The goal of the water balance is to provide a simplistic
estimate, which summarizes the annual balance of water
within the lake. With an understanding of the overall annual
flows and losses within the lake, a better understanding of the
potential impacts of man's activities can be developed for
protecting the lake from further degradation.
Effluent discharge from septic tanks within the lake basin
forms a part of base flow to the lake through seepage. Based
on the previous analysis, discharge from septic tanks accounts
for less than 1 percent of the total mass inflow to Lake
Waunatta. The contribution from residential discharges from
OSTS within the lake basin was considered negligible in the
Nevertheless, the mass nutrient
water budget analysis.
discharge may potentially have localized impacts within the
lake, if systems are failing.
The annual estimate of the water budget has a reasonable
balance between the total inflow volume and the change of the
lake volume. Figure 3.1 illustrates the current annual estimate
of the Lake Waunatta water balance.
o:\waunatta\report\revision l\waunatta section Jr.doc
4
FIGURE 3.1
ESTIMATED ANNUAL WATER BUDGET
& EVAPOTRANSPIRATION
DIRECT
~
RAINFALL
268 ac-ft/yr.
284 ac-ft/yr.
.......
LAKE WAUNATTA
.
~
AVERAGE LAKE VOLUME:
631 ac-ft
INFLOW FROM
SUB-CATCHMENTS
346 ac-ft/yr.
ESTIMATED
INTERACTION WITH
GROUNDWATER
200 - 300 ac-ft/yr.
..
.........
OUTFALL
546 - 646
ac-ft/yr.
3.3.2 NUTRIENT BALANCE
Nutrients enter Lake Waunatta through a mass flux of
atmospheric deposition, stormwater runoff, groundwater
contributions, springs, seepage flows, and other specific point
sources. Within the context of this study, there were no
significant point sources identified.
The nutrient balance therefore focused on the major
contributions of nutrients from stormwater. The nutrient
balance for both nitrogen and phosphorus are illustrated in
Figures 3.2 and 3.3 respectively.
Understanding the relationships between the water balance,
nutrient balance and simulation results generated by Eutromod
are the first steps in evaluating potential managing options for
improved long-term water quality. More thorough studies of
lake sub-basins, which are the main sources of nutrient
loading, are recommended to investigate potential water
quality management options within the watershed.
o:\waunatta\report\revision l\waunatta section Jr.doc
6
FIGURE 3.2
ESTIMATED ANNUAL NITROGEN BUDGET
DIRECT ATMOSPHERIC
FALLOUT (WET)
DIRECT ATMOSPHERIC
FALLOUT (DRY)
N-GAS EMISSION
FROM OSTS
0.007 ton/yr.
LAKE WAUNATTA
....
....
INTERNAL SEDIMENTATION
!
INFLOW FROM
SUB-CATCHMENTS
0.78 ton/yr.
INTERACTION WITH
GROUNDWATER
UNKNOWN
OUTFALL
0.20 ton/yr.
FIGURE 3.3
ESTIMATED ANNUAL PHOSPHORUS BUDGET
FROMOSTS
~
0.0014 ton/yr.
~
1
INFLOW FROM
SUB-CATCHMENTS
0.08 ton/yr.
•
LAKE WAUNATTA
INTERNAL SEDIMENTATION
l
INTERACTION WITH
GROUNDWATER
UNKNOWN
OUTFALL
0.011 ton/yr.
.....
.....
SECTION 4
LAKE WATER QUALITY
4.1 INFLUENCING LIMNOLOGICAL FACTORS
Water quality in Florida lakes is primarily a function of the
physical accumulation and biological assimilation of nutrients in
the lake basin as part of ongoing natural eutrophic processes.
Once in a steady state condition, the assimilation of nutrients
and production of suspended and attached phytoplankton and
algae within the water column is generally limited by the
available nitrogen or phosphorus, and light penetration. Certain
other physical and biochemical features such as the morphology
of the lake, the hydraulic retention period, and possible internal
lake nutrient cycling affect the availability of nutrients and the
long term water quality trends within the lake.
In natural lake systems, there are many other complex natural
and man-induced processes that can affect the various water
quality parameters at any given time. These initially identified
parameters, however, generally govern long-term trends in
water quality.
4.2 METHODS OF WATER QUALITY MODELING
Lake water quality models can be generally characterized as
either mechanistic or statistical models. Mechanistic models are
generally quite complex advection-diffusion-reaction based
predictions that rely on an enhanced scientific understanding of
natural processes to predict time dependent and event specific
water quality. Unfortunately, they also rely on a very complex
set of time dependent parameters and measured rates, and
they require calibration and verification to document accuracy.
Statistical models rely on relational and statistical correlation of
similar environmental conditions to predict long-term water
quality trends. Where applicable, these latter models can
provide equally accurate and defensible results. They are
generally well suited for watershed management and have been
used widely in Florida.
Many Central Florida lakes are generally shallow and circular in
their morphology and behave as non-stratified, homogeneous,
steady state systems. Because of these similarities, an
understanding of specific hydraulic and pollutant loading
characteristics of Lake Waunatta can be used in conjunction
o:\waunatta\report\revision I\waunatta section 4r.doc
with statistical predictions to reasonably estimate long-term
water quality.
A number of statistically derived lake water quality models have
been developed based upon linear regression analysis of
physical parameters and long term water quality monitoring. Of
these models, Eutromod (Reckhow 1990) has been recognized
as one of the most widely accepted models in the evaluation of
lake systems in the southeast US.
Eutromod is a relatively simplistic model that can be used to
predict nutrient runoff and lake eutrophication for individual
With the model, phosphorus and nitrogen lake
lakes.
concentrations may be predicted using either nutrient loading
functions or nutrient export coefficients and the universal soil
loss equation for sediment-attached nutrients. The sediment
delivery ratio is addressed with user-defined trapping zones.
Lake eutrophication is then predicted based upon a set of
regional statistical models. Response variables include: total
phosphorus concentration, total nitrogen concentration,
chlorophyll-a level, secchi disk depth, and in some cases, the
probability of hypolimnetic anoxia and probability of blue-green
algal dominance.
For the purpose of this study, Eutromod Version 3.0 was
modified to run in a Microsoft Excel spreadsheet with updated
hydrological parameters, and an optional input of nutrient
loadings derived from urban land uses. This input was then
utilized to evaluate changes in chlorophyll-a levels with respect
to potential changes in the annual predictive nutrient loading.
4.3 RESPONSES OF CHANGING NUTRIENTS
Increased nutrient loads to lakes typically result in increased
growth of suspended and attached algae. The algae create
undesirable conditions in the lake for several reasons. Large
concentrations of suspended algae reduce water clarity and can
affect the color of the lake. Both suspended and attached algae
(Phytoplankton) block sunlight to the larger submerged plants
(macrophytes) that provide habitat to fish and invertebrates.
Phytoplankton can respond quickly to available nutrients with
increased growth. The rapid growth of phytoplankton can
produce
supersaturated
dissolved
oxygen
while
photorespiration from phytoplankton can conversely consume
much of the dissolved oxygen within the water column.
o:\waunatta\report\revision l\waunatta section 4r.doc
2
Phytoplankon undergo senescance and become derital material
deposits that settle to the sediments.
The long-term
decomposition of phytoplankton and settling of detrital material
can add to depleted dissolved oxygen conditions within the lake.
Low oxygen conditions can impact fish, submerged plants and
other aquatic organisms, may create unpleasant odors and
color in the lake, or possibly result in fish kills in extreme
conditions.
Chlorophyll-a measured within the water column is commonly
used as an indicator of the density of phytoplankton
concentrations. An optimum range of chlorophyll-a can be
determined that can support intended primary lake uses without
significant water quality impacts.
The major nutrients required for plant growth are phosphorus,
nitrogen, and carbon. Only in extremely rare cases will a lack of
carbon limit plant growth, and carbon is not discussed further.
According to basic stoichiometric relationships of phytoplankton
growth, plants require a ratio of nitrogen to phosphorus equal to
7: 1. Based on respective average Lake Waunatta nitrogen and
phosphorus concentrations of 0.52 mg/L nitrogen, and 0.018
mg/L phosphorus, the N to P ratio is 28:1. The N to P ratio was
also examined for 63 sampling events from the LAKEWATCH
program, and the lake has been significantly phosphorus limited
throughout the course of the program, with the lowest ratio of
13:1. Because the lake is phosphorus limited, a management
benchmark should focus on maintaining or reducing phosphorus
loading. It should be further noted that changes in nitrogen
loading still can impact the lake water quality; however,
phytoplankton growth is much less sensitive to nitrogen.
4.4 RESULTS OF PREDICTIVE LAKE MODEL
Table 4.1 presents an overview of the Eutromod model
simulation results. The initial model estimates of in-lake nutrient
concentrations are significantly higher than those observed.
Furthermore, predicted chlorophyll a and secchi depth are also
significantly higher than those measured in the lake. There are
several plausible factors that could influence the concentration
of nutrients within the lake and the accuracy of the model. To
understand these factors, a model sensitivity analysis was
conducted.
Model sensitivity analysis showed that the changes in retention
time has little impact on lake simulation results. Adjustment of
o:\waunatta\report\revision 1\waunatta section 4r.doc
3
Table 4.1 Water Quality Simulation Results for Lake Waunatta
Scenario
I
:~
Time
(Yurol
I
I
I
I
Mean Lake Runoff
Runoff
EWomod P-hat
Depth
Anra;o P Anra;• N Standard Error
1c-11 (111914 I
(mg/Lj
I
(mg/Lj
-1~oino4~1
EWomod P-hal •
: ·,' hll ·,
Standard Error
I
(o9LI.'
r .O.Ma
1
~hot· I~
· .·,hll
EWomod
Standard Error
EWomod ~hot.
Standard Error
Eutramod
Chlorophyll 1 •
Standard Error
Etrironiod
~phy01
Eulromod
Eutramod
··~··· 1 Secc:hl
EWomod
Diak
I
Chloroph)'O I + Secc:hl Diak Secc:hl Diak'
Depth
· : ,;Jl•plll . ,:.
Standard Error
Depth
Trophic Slllta
lndu (chi 1)
I
TmJ p
Loading II
I
I
(111/y!)
I
(111/y!)
Lake Oullall
Total Nl.oalfJng
II Lallo Oullall
(mg/L)
(ugll)
(ugll)
c-1
l""""I
I
(molerll
I
0.60
1.13
5.S
15.4
0.41
0.61
I
0.92
I
52.4
I
4022
I
nu1
: 0.64
I
0.96
I
45.S
I
2480
I
436.14
(mglll
(mg/Lj
0.066
. JIP9l4
lrillal
I
1.61
I
2.71
I
0.195
I
1.827
I
0.028
Ca!braled
I
1.S1
I
2.71
I
0.097
I
0.914
I
0.017
0.041
0.34
0.63
2.8
7.7
0.43
5"'RociJdkllll
1.S1
I
2.71
I
0.093
I
0.868
I
0.016
0.039
0.32
0.61
2.S
7.3
0.43
I
0.97
I
45.1
I
23.91
I
417.79
IO'I Re<U:llan I
I.SI
I
2.71
I
0.088
I
0.822
I
0.016
0.038
0.31
0.58
2.5
S.9
0.43
I
0.97
I
44.6
I
2301
I
399.25
15%RociJdkllll
1.61
I
2.71
I
0.083
I
o.m
I
0.015
0.036
0.30
0.55
2.4
6.5
0.43
I
0.58
I
44.0
I
22.09
I
3ll0.52
20%RociJdkllll
I.SI
I
2.71
I
0.078
I
0.731
I
0.015
0.035
0.28
0.53
2.2
6.1
0.43
I
0.98
I
43.4
I
21.IS
I
361.57
the mean depth can, however, significantly affect the results.
Since the mean depths have been accurately estimated for the
lake, no further analyses were made.
The most significant variables are input runoff nutrient
concentrations. Overestimates of these runoff values in turn
affect in-lake nutrient concentrations, secchi depth, and
chlorophyll-a concentration. Although nutrient loading factors
were estimated based on standard Central Florida parameters,
additional model calibration efforts were performed, reducing
these values.
There are other potential environmental factors that should be
considered in understanding the interaction of stormwater
runoff, nutrients, and productivity in Lake Waunatta:
1. The Rational Method, when applied to annual flow
calculations, has a tendency to overestimate annual
stormwater loadings. The annual stormwater flow may be
overestimated by as much as 20 percent. More accurate
estimates could be accomplished with continuous
simulations using alternative modeling.
2. The initial hydrologic simulation did not take into account any
measurable interaction between the lake and the
groundwater. Lake Waunatta could have significant
groundwater contribution coming from either artesian flow or
from the adjacent wetland area. This groundwater has fairly
low nutrient content and, current measured values of TN and
TP in lake water could possibly reflect the dilution. The
comparison of secchi disc depth data for measured and
predicted values supports this conclusion.
With nutrient loading concentrations reduced by trial and error to
represent a potential groundwater dilution by a factor of 50
percent, the results showed very close correlation between
predicted and measured water quality parameters (see Table
4.1 ).
Under these assumptions, predicted nitrogen and
phosphorus concentrations within the lake were 0.46 and 0.026
mg/L respectively. Taking into account the standard error,
measured parameters for phosphorus fall within the predicted
interval 0.017-0.041 mg/L, and for nitrogen within 0.34-0.63
mg/L. The resultant chlorophyll concentration under these
same assumptions is 4.6 ug/L, which matches the measured
long-term average concentration.
o:\waunatta\report\revision I\waunatta section 4r.doc
5
The model estimate of secchi disc depth is still substantially less
than the actual value (0.61 m vs. 1.6m). This may be partly
attributed to the fact that Lake Waunatta is phosphorus limited
and the fact that Eutromod calculates secchi disc depth based
on in-lake nitrogen concentrations for Florida Lakes. It should
be noted that the measured average secchi depth of 1.6m
further suggests that groundwater dilution may be an influencing
factor in the lake.
For the purposes of assessing lake management practices in
conjunction with reduced nutrient loadings, the model was
further adjusted to reflect the impacts of stormwater BMP's.
Included in the results in Table 4.1 are potential watershed
based nutrient load reductions of 5, 10, 15, and 20 percent.
According to model predictions, a 20 percent reduction in
annual loadings may further improve trophic status by about 5
percent.
The modeling results led us to a suggestion that water and
nutrient balance in Lake Waunatta is likely influenced by
interaction with groundwater, and that phytoplankton growth is
strongly phosphorus limited. At this point it is not possible to
predict the exact amount and characteristics of the groundwater
coming into the lake. These predictions would require an
additional investigation and more detailed continuous modeling
efforts, which is outside of the scope of this study.
o:\waunatta\report\revision I \waunatta section 4r.doc
6
SECTIONS
RECOMMENDATIONS AND
CONCLUSIONS
5.1 BEST USES
Lake Waunatta currently meets FDEP standards for Class 111
surface waters and provides a viable recreational resource to
lakefront residents. The lake with it's associated wetlands
provides limited beneficial wildlife habitat and within the
watershed, there is little threat of structural flooding to residents,
even at the 100 year event.
The lake as it currently exists, meets the intended best and
most beneficial uses of residents and could be effectively
managed based upon a protective strategy. Yet, from this
evaluation it is apparent that in the past several years, the lake
has continued to be subjected to accelerated nutrient
enrichment, and slight increases in chlorophyll-a.
These
increases may typically be attributed to urbanization, and
changes in Lake Waunatta drainage patterns that cannot be
easily reversed. Particularly, there is a slight trend towards
increased in-lake nitrogen concentrations, and reduced secchidepth measurements.
5.2 AVAILABLE TECHNOLOGIES
Protecting water quality management strategies that are
recommended for initial consideration generally consist of either
watershed based or "in-lake" protective strategies to maintain
the current water quality benchmarks.
Stormwater retrofit technologies require creative engineering
and often require combinations of technologies to produce
effective treatment systems to achieve specific treatment goals.
5.2.1 In-Lake Treatment Schemes
In lake treatment schemes may consist of modified littoral areas,
aeration systems, chemical addition, or proposed changes in
the lake levels. In certain instances where no land or other
options are available, enhancements of the littoral area,
modifications to storm inlet structures, and chemical additions
may be warranted to improve the natural treatment processes,
o:\waunatta\report\revision I\waunatta section Sr.doc
which occur in lakes. The effectiveness of each system for
long-term nutrient reduction is very specific to each application.
For Lake Waunatta, an in-lake strategy to enhance littoral shelf
vegetation through plantings or preservation would benefit water
quality.
5.2.2 Conventional Storrnwater Treatment Methods
A number of watershed "Best Management Practices" (BMPs)
have been developed and are recognized by the USEPA and
water management districts as being very effective at reducing
nutrient loads to water bodies. Table 5.1 provides a general
comparison of the effectiveness of these traditional methods.
For nutrient control, dry retention and infiltration are quite
effective for reduction of nutrients; however, both may require
significant land areas for treatment. Man-made wetlands,
vegetative swales, and bioretention also have been
demonstrated to be effective at reducing
nutrient
concentrations, yet also require land area. Chemical treatment
with Alum can provide very effective treatment when land area
is limited. The long term cost effectiveness of alum treatment
systems is controversial because of operational and
maintenance issues.
5.2.3 Hydrodynamic Separators
New emerging technologies have been recently developed that
function to trap sediments and other pollutants in a flow-through
structure. These devices are often more suited for areas where
land is not available. These systems are very effective in
reducing sediments and are more effective in reducing nutrients
when used in conjunction with other systems, such as wet
Several commercially
detention, wetlands, or infiltration.
available systems have been utilized in central Florida including
the Continuous Separation Device, the Stormceptor, and the
Vortechs™ system.
5.2.4 Infiltration Systems
Infiltration trenches generally are off-line treatment systems that
consist of excavated trenches and permeable pipe with highly
permeable sands and or gravel filters. These systems are
capable of removing up to 90 percent of sediments with as
much as 60 percent removal efficiency of nutrients.
o:\waunatta\report\revision l\waunatta section Sr.doc
2
Table 5.1 Removal Efficiencies for Typical Stormwater Treatment Systems
in Orange County, Florida
Treatment System
Type
Dry retention (on-line)
Wet retention (on-line)
Off-line Retention
Wet Detention
Wet Detention with
Filtration
Dry Detention
Dry Detention with
Filtration*
Removal Efficiency (%)
TN
OP
TP
TSS
BOD
Pb
Zn
15
10
30
0
35
10
70
75
40
28
60
90
70
33
80
40
60
25
0
80
15
80
75
35
80
50
85
65
60
80
85
90
85
98
80
40
80
55
99
80
50
75
75
70
80
70
85
86
90
* Removal efficiencies are average values of systems installed in A or B soil vs.
systems installed in C or D soils
5.2.5 Wetlands, Bioretention, and Vegetated Swales
These methods of treatment utilize physical filtering, biological
systems, and adsorption as processes to treat stormwater.
Each of these systems has advantages associated with the
simplicity and inherent functionality of natural systems. These
treatment systems have been shown to effectively reduce solids
and nutrients. The effectiveness of each system is largely
dependent upon the individual design constraints and the
application.
5.3 RECOMMENDATIONS
5.3.1 Reduced Risk of Local Shoreline Flooding
A significant fraction of the existing stormwater flow expected to
be generated in the 100-year storm event is from the K-Mart
and Unigold commercial areas. Stormwater runoff from these
facilities falls outside the original naturally defined drainage
basin of Lake Waunatta. However, re-diverting these flows to
the adjacent basin is both impractical and costly and could
potentially impose volume and storage problems elsewhere.
Increasing the hydraulic conveyance from Lake Waunatta is
perhaps another solution. In this latter evaluation, it would be
necessary to model and evaluate the downstream impacts. As
a more practical alternative, improvements to the maintenance
and the infiltrative capacity at the K-Mart and Unigold Shopping
Center are recommended. The cost of maintaining these ponds
is by far the most cost effective approach to reducing the flood
stage in Lake Waunatta.
5.3.2 Pollutant Loadings Control as Protective Strategy
Improvements to Lake Waunatta water quality are linked to
controlling the overall nutrient loading to the lake.
It is
recommended to control or reduce loadings of both nitrogen and
phosphorus through reduced sediment loads, and general
implementation of public educational programs centered around
lakefront applications and maintenance of residential yards.
This includes suggested mandatory programs for removal of
grass clippings, use of organic fertilizers vs. ammonium nitrate,
and possible volunteered lakefront bio-retention areas (i.e.
grassed swales). Other cost effective and potential applications
may include installation of inlet traps, and hydrodynamic
separators. These alternative BMP's can be discussed in
o:\waunatta\report\revision 1\waunana section Sr.doc
4
greater detail as overall lake pollutant reduction goals are
agreed upon by the waterfront homeowner's association.
Other effective means of management strategies include
controlling the quantity and/or quality of untreated storm water
that enters the lake. This can be accomplished by nonstructural 'Best Management Practices" (BMP's) or through
engineered and constructed stormwater structures and facilities.
Structural BMP's may include wet detention, constructed
stormwater wetlands, bioretention and swales, infiltration
systems, catchment filters, hydrodynamic separators, or
chemical treatment. The potential for implementation of these
systems largely relies upon available land and funding.
Specific opportunities for structural BMP's within the Lake
Waunatta watershed may be limited to enhanced bioretention in
residential areas, the addition of infiltration systems, installation
of hydrodynamic separators, improved treatment within existing
detention facilities, and catchment filters. Some combination of
these facilities, applied to lake outfalls may effectively reduce
nutrient.
5.4 CONCLUSIONS
Figure 1.3 initially provided two potential restoration strategies
for lake management. The best supporting use and
management of this water body can be realized with a strategy
of continued protection for water quality and ecological values,
noting the recent changes in the water quality trends that have
occurred. Planning for lake protection with phosphorus and
nitrogen load best management practices is recommended. For
this, specific benchmarks and nutrient reduction goals can be
set, and continually monitored through the Lake Watch Program
or other monitoring support.
With the completion of this initial work effort, the residents of
Lake Waunatta could also look at developing specific local BMP
projects that are both cost effective and implementable.
With a well defined strategy for BMP implementation, the
possibilities of improved water quality and the overall natural
resources associated with the lake shoreline will improve both
the ecological benefit and property values of the lakeshore area.
o:\waunatta\n:port\revision l\waunana section Sr.doc
5
'
REFERENCES
Florida Game and Freshwater Fish Commission, 1997. Florida's Endangered
Species and Species of Concern, Official Lists, Tallahassee, FL.
Florida LAKEWATCH. 2000. Water quality summary for Lake Waunatta,
Orange County, Florida. IFAS, University of Florida. Gainesville, FL.
Griffith, G.E., D.E. Canfield, C.A. Horsburgh, and J.M. Omernik. 1997. Lake
regions of Florida. Office of Research and Development, U.S. EPA.
Corvallis, OR.
Harper, Harvey H., 1994. Stormwater Loading Rate Parameters for Central and
South Florida. Environmental Research and Design, Inc., Orlando FL.
Humphrey, Stephen R. 1992. Rare and endangered biota of Florida. Volume I. .
Mammals. University Press of Florida, Gainesville, FL.
Reckhow, KH. 1990. Eutromod - Version 3.0, Software Package No. 5,
Watershed and Lake Modeling Software.
North American Lake
Management Society, Madison, Wisconsin.
U.S. Environmental Protection Agency. 1999. Stormwater Technology Fact
Sheet - Stormwater Wetlands. EPA 832-F-99-025, Office of Water,
Washington, D.C.
U.S. Fish and Wildlife Service, 1997. Endangered and threatened wildlife and
plants, Federal Register 50 CFR 17.11 and 17.12. Washington DC.
Wanielista, Martin P., 1978. Stormwater Management Quantity and Quality, Ann
Arbor Science Publishers Inc., Ann Arbor, Ml.
Wunderlin, Richard P., Bruce F. Hansen, and Edwin Bridges, 1998. Atlas of
Florida vascular plants. Institute for Systematic Botany, University of
South Florida. Tampa, FL.
o:\waunatta\report\revision 1\references.doc
adICPR Basin Summary Report
Lake Waunatta - Existing Conditions - 2yr/24hr Storm Event
DO
Advanced Interconnected Channel & Pond Routing (!CPR Ver 2.11)
Copyright 1995, Streamline Technologies, Inc.
[l]
Lk Waunatta Drainage Evaluation
Existing Conditions - 2yr\24hr
********** Basin Summary - LW-E-2 **********************************************
-------------------------------------------------------------------------------***
Basin Name:
Group Name:
Node Name:
Hydrograph Type:
Spec Time Inc (min):
Comp Time Inc (min):
Rainfall File:
Rainfall Amount (in):
Ste= Duration (hr):
Status:
Time of Cone. (min):
Lag Time (hr):
Area (acres):
Curve Nwnber:
DCIA (%):
Time Max (hrs):
Flow Max (cfs):
Runoff Volume (in):
Runoff Volume (cf):
***
Basin Name:
Group Name:
Node Name:
Hydrograph Type:
Spec Time Inc (min):
Comp Time Inc (min):
Rainfall File:
Rainfall Amount (in):
Ste= Duration (hr):
Status:
Time of Cone. (min):
Lag Time (hr):
Area (acres):
Curve Nwnber:
DCIA (%):
Time Max (hrs):
Flow Max (cfs):
Runoff Volume (in):
Runoff Volume (cf):
1
BASE
1
SB
2
BASE
2
SB
3
BASE
3
SB
4
BASE
4
SB
5
BASE
5
SB
5.00
5.00
ORANGE
4.50
24.00
ON SITE
10.00
0.00
143.83
90.73
0.00
5.00
5.00
ORANGE
4.50
24.00
ONSITE
10.00
0.00
28.28
83.00
0.00
5.00
5.00
ORANGE
4.50
24.00
ON SITE
10.00
0.00
6.79
83.00
0.00
5.00
5.00
ORANGE
4.50
24.00
ON SITE
10.00
0.00
16.07
94. 62
0.00
5.00
5.00
ORANGE
4.50
24.00
ON SITE
27.50
0.00
10.71
87.15
0.00
8.92
120.46
3.47
1811460
8.92
19.70
2. 72
279729
8.92
4.73
2. 72
67163
8.92
14.34
3.88
226465
8.92
7.80
3.ll
121015
6
BASE
6
SB
7
BASE
7
SB
8
BASE
8
SB
9
BASE
9
SB
10
BASE
10
SB
5.00
5.00
ORANGE
4.50
24.00
ONSITE
10.00
0.00
1.34
94.50
0.00
5.00
5.00
ORANGE
4.50
24.00
ONSITE
10.00
0.00
1. 95
94.50
o.oo
5.00
5.00
ORANGE
4.50
24.00
ON SITE
10.00
0.00
1. 94
94.90
0.00
5.00
5.00
ORANGE
4.50
24.00
ON SITE
10.00
0.00
3.46
95.00
0.00
5.00
5.00
ORANGE
4.50
24.00
ONSITE
10.00
0.00
3.97
95.00
0.00
8.92
1.19
3.87
18820
8.92
1. 74
3.87
27387
8.92
1. 74
3.91
27556
8.92
3.10
3.92
49284
8.92
3.56
3.92
56549
q:\waunatta\icpr files\icpr reports\lw-e-2-basin summary.doc
adICPR Basin Summary Report
Lake Waunatta - Existing Conditions - 2yr/24hr Storm Event
Advanced Interconnected Channel & Pond Routing (ICPR Ver 2.11)
Copyright 1995, Streamline Technologies, Inc.
[2]
Lk Waunatta Drainage Evaluation
Existing Conditions - 2yr\24hr
********** Basin Summary - LW-E-2 **********************************************
-------------------------------------------------------------------------------***
Basin Name:
Group Name:
Node Name:
Hydrograph Type:
llA
BASE
llA
SB
12
BASE
12
SB
13
BASE
13
SB
14
BASE
SB
llB
BASE
llB
SB
Spec Time Inc (min):
Comp Time Inc (min):
Rainfall File:
Rainfall Amount (in):
Storm Duration (hr):
Status:
Time of Cone. (min):
Lag Time (hr):
Area (acres):
Curve Number:
DCIA (%):
5.00
5.00
ORANGE
4.50
24.00
ON SITE
11.50
0.00
7.62
94.00
0.00
5.00
5.00
ORANGE
4.50
24.00
ONSITE
10.00
0.00
26.21
87.77
0.00
5.00
5.00
ORANGE
4.50
24.00
ONSITE
10.00
0.00
9.20
81.57
0.00
5.00
5.00
ORANGE
4.50
24.00
ON SITE
10.00
0.00
1. 63
83.00
0.00
5.00
5.00
ORANGE
4.50
24.00
ONSITE
11.50
0.00
7.39
94.00
0.00
Time Max (hrs):
Flow Max (cfs):
Runoff Volume (in):
Runoff Volume (cf):
8.92
6.73
3.81
105515
8.92
20.63
3.17
301887
8.92
6.15
2.60
86743
8.92
1.14
2. 72
16123
8.92
6.53
3.81
102330
q:\waunatta\icpr files\icpr reports\lw-e-2-basin s.ummary.doc
14
adICPR Node Maximum Conditions Report
Lake Waunatta - Existing Conditions - 2yr/24hr Storm Event
DD
Advanced Interconnected Channel & Pond Routing (ICPR Ver 2.11)
Copyright 1995, Streamline Technologies, Inc.
[1]
Lk Waunatta Drainage Evaluation
Existing Conditions - 2yr\24hr
********** Node Maximum Conditions - LW-E-2 *******************************************************************************•
D(Time units - hours)
Group
Max Time
Node
Name Conditions
Name
Max Stage
(ft)
Warning
Stage (ft)
Max Delta
Stage (ft)
Max Surf ace
Area (sf)
Max Time
Inf low
Max Inflow
(cfs)
Max Time
Outflow
63.95
74.83
74.84
63.25
64.25
64.78
62.89
57.10
68.94
70. 71
73.81
68.08
73.84
70.60
68.07
67.98
65.50
76.00
76.00
65.00
65.00
67.00
65.91
65.00
70.70
70.80
78.00
70.70
74.00
71.00
69.00
69.00
-0.0033
0.0084
0.0038
0.0260
0.0023
0.0033
0.0500
0.0031
0.0100
0.0146
0.0036
0.0248
0.0062
0.0068
0.0015
0.0032
5219.36
27682.79
34972.27
398.01
54665.85
40745.73
129.13
0.00
44473.34
6674.15
64950.34
51205.17
6341.55
8371. 62
28008.21
8433.72
8.75
8.22
8.75
8.75
8.75
8.75
8.92
23.23
8.75
8.75
8.75
9.00
8.75
8.75
9.86
8.75
3.55
8.88
6.49
26.12
5.97
4.19
39.18
4.52
19.19
4.61
14.28
7.72
1.19
1. 73
2.25
3.09
8.90
13.37
8.10
8.92
13.24
9.94
8.75
0.00
9.87
8.81
9.34
11.20
12.69
9.96
13.03
8.76
Max Outflow
(cfs)
---------------------------------------------------------------------------------------------------------------------------BASE
162.16
23.23
4.52
3156074.28
8.75
1
23.23
62.33
63.80
-0.0448
10
llA
llB
12
13
14
15
16
2
3
4
5
6
7
8
9
BASE
BASE
BASE
BASE
BASE
BASE
BASE
BASE
BASE
BASE
BASE
BASE
BASE
BASE
BASE
BASE
8.90
13.37
13.43
8.92
13.24
9.94
8.75
12.00
9.87
8.81
9.19
11.20
12.69
9.96
13.03
8.76
q:\waunatta\icpr files\icpr reports\lw-e-2-node maximums.doc
3.43
2.10
2.78
27.62
1.16
2.84
38.44
0.00
14.03
4.58
11. 65
3.03
0.26
1.11
0.97
3.09
adICPR Basin Summary Report
Lake Waunatta - Existing Conditions - 5yr/24hr Storm Event
OD
Advanced Interconnected Channel & Pond Routing (ICPR Ver 2.11)
Copyright 1995, Streamline Technologies, Inc.
[l)
Lk Waunatta Drainage Evaluation
Existing Conditions - 5yr\24hr
********** Basin Swmnary - LW-E-5 **********************************************
-------------------------------------------------------------------------------***
Basin Name:
Group Name:
NOdE1 Name:
Hydrograph Type:
Spec Time Inc (min):
Comp Time Inc (min):
Rainfall File:
Rainfall Amount (in):
Storm Duration (hr):
Status:
Time of Cone. (min):
Lag Time (hr):
Area (acres):
Curve Number:
DCIA (%):
Time Max (hrs):
Flow Max (cfs):
Runoff Volume (in):
Runoff Volume (cf):
***
Basin Name:
Group Name:
Node Name:
Hydrograph Type:
Spec Time Inc (min):
Comp Time Inc (min):
Rainfall File:
Rainfall Amount (in):
Storm Duration (hr):
Status:
Time of Cone. (min):
Lag Time (hr):
Area (acres):
Curve Number:
DCIA (%):
Time Max (hrs):
Flow Max (cfs):
Runoff Volume (in):
Runoff Volume (cf):
1
BASE
1
SB
2
BASE
2
SB
3
BASE
3
SB
4
BASE
4
SB
5
BASE
5
SB
5.00
5.00
ORANGE
6.20
24.00
ONSITE
10.00
0.00
143.83
90.73
o.oo
5.00
5.00
ORANGE
6.20
24.00
ONSITE
10.00
0.00
28.28
83.00
0.00
5.00
5.00
ORANGE
6.20
24.00
ON SITE
10.00
0.00
6.79
83.00
0.00
5.00
5.00
ORANGE
6.20
24.00
ON SITE
10.00
0.00
16.07
94. 62
5.00
5.00
ORANGE
6.20
24.00
ONSITE
27.50
0.00
10.71
87.15
8.92
172. 96
5.12
2674055
8.92
30.16
4.28
439000
8.92
7.24
4.28
105403
8.92
20.08
5.57
324644
8.92
11. 65
4. 72
183666
6
BASE
6
SB
7
BASE
7
SB
8
BASE
8
SB
9
BASE
9
SB
10
BASE
10
SB
5.00
5.00
ORANGE
6.20
24.00
ONSITE
10.00
0.00
1. 34
94.50
5.00
5.00
ORANGE
6.20
24.00
ON SITE
10.00
0.00
1. 95
94.50
5.00
5.00
ORANGE
6.20
24.00
ONSITE
10.00
o.oo
5.00
5.00
ORANGE
6.20
24.00
ONSITE
10.00
0.00
3.46
95.00
0.00
5.00
5.00
ORANGE
6.20
24.00
ONSITE
10.00
0.00
3.97
95.00
8.92
1. 67
5.55
27003
8.92
2.43
5.55
39295
8.92
2.43
5.60
39420
8.92
4.34
5. 61
70451
8.92
4.98
5.61
80835
o.oo
q:\waunatta\icpr files\icpr reports\lw-e-5-basin summary.doc
o.oo
o.oo
1. 94
94.90
o.oo
o.oo
o.oo
adICPR Basin Summary Report
Lake Waunatta- Existing Conditions-10yr/24hr Storm Event
DD
[1]
Advanced Interconnected Channel & Pond Routing ( ICPR Ver 2_.11)
Copyright 1995, Streamline Technologies, Inc.
Lk Waunatta Drainage Evaluation
Existing Conditions - 10yr\24hr
********** Basin Summary - LW-E-10 *********************************************
--------------------------------------------------------------------------------
***
Basin Name:
Group Name:
Node Name:
Hydrograph Type:
Spec Time Inc (min) :
Comp Time Inc (min):
Rainfall File:
Rainfall Amount (in):
Storm Duration (hr):
Status:
Time of Cone. (min):
Lag Time (hr):
Area (acres):
Curve Number:
DCIA (%):
Time Max (hrs):
Flow Max (cfs):
Runoff Volume (in):
Runoff Volume (cf):
***
Basin Name:
Group Name:
Node Name:
Hydrograph Type:
Spec Time Inc (min):
Comp Time Inc (min):
Rainfall File:
Rainfall Amount (in):
Storm Duration (hr):
Status:
Time of Cone. (min):
Lag Time (hr):
Area (acres):
Curve Number:
DCIA (%):
Time Max (hrs):
Flow Max (cfs):
Runoff Volume (in):
Runoff Volume (cf):
1
BASE
l
SB
2
BASE
2
SB
3
BASE
3
SB
4
BASE
4
SB
5
BASE
5
SB
5.00
5.00
5.00
5.00
5.00
5.00
5.00
5.00
5.00
5.00
ORANGE
ORANGE
ORANGE
ORANGE
ORANGE
o.oo
7.50
24.00
ON SITE
10.00
0.00
28.28
83.00
0.00
7.50
24.00
ONSITE
10.00
0.00
6.79
83.00
0.00
7.50
24.00
ON SITE
10.00
0.00
16.07
94. 62
0.00
7.50
24.00
ONSITE
27.50
0.00
10.71
87.15
0.00
8.92
212.74
6.40
3340538
8.92
38.16
5.50
564615
8.92
9.16
5.50
135563
8.92
24.45
6.86
400003
8.92
14.58
5.98
232483
BASE
6
SB
6
7
BASE
7
SB
8
BASE
8
SB
BASE
9
SB
9
10
BASE
10
SB
5.00
5.00
ORANGE
7.50
24.00
ON SITE
10.00
0.00
1.34
94.50
0.00
5.00
5.00
ORANGE
7.50
24.00
ON SITE
10.00
0.00
1. 95
94.50
0.00
5.00
5.00
ORANGE
7.50
24.00
ONSITE
10.00
0.00
1. 94
94.90
0.00
5.00
5.00
ORANGE
7.50
24.00
ONSITE
10.00
0.00
3.46
95.00
0.00
5.00
5.00
ORANGE
7.50
24.00
ONSITE
10.00
0.00
3.97
95.00
0.00
8.92
2.04
6.84
33285
8.92
2.97
6.84
48437
8.92
2.96
6.89
48523
8.92
5.28
6.90
86690
8.92
6.05
6.90
99468
7.50
24.00
ON SITE
10.00
0.00
143.83
90.73
q:\waunatta\icpr files\icpr reports\lw-e-10-basin summary .doc
adICPR Basin Summary Report
Lake Waunatta - Existing Conditions - 5yr/24hr Storm Event
Advanced Interconnected Channel & Pond Routing (ICPR Ver 2.11)
Copyright 1995, Streamline Technologies, Inc.
[2]
Lk waunatta Drainage Evaluation
Existing Conditions - 5yr\24hr
********** Basin Summary - LW-E-5 **********************************************
-------------------------------------------------------------------------------***
llA
BASE
llA
SB
12
BASE
12
SB
13
BASE
13
SB
14
BASE
14
SB
llB
BASE
llB
SB
Spec Time Inc (min):
Comp Time Inc (min):
Rainfall File:
Rainfall Amount (in):
Storm Duration (hr):
Status:
Time of Cone. (min):
Lag Time (hr):
Area (acres) :
Curve Number:
DCIA (%):
5.00
5.00
ORANGE
6.20
24.00
ONSITE
ll.50
0.00
7. 62
94.00
5.00
5.00
ORANGE
6.20
24.00
ONSITE
10.00
5.00
5.00
ORANGE
6.20
24.00
ON SITE
10.00
o.oo
5.00
5.00
ORANGE
6.20
24.00
ONSITE
10.00
0.00
26.21
87.77
0.00
9.20
81.57
o.oo
l. 63
83.00
0.00
5.00
5.00
ORANGE
6.20
24.00
ONSITE
ll.50
0.00
7.39
94.00
Time Max (hrs):
Flow Max (cfs):
Runoff Volume (in):
Runoff Volume (cf):
8.92
9.47
5.49
151960
8.92
30.29
4. 79
455955
8.92
9.54
4.13
137768
8.92
l. 74
4.28
25303
Basin Name:
Group Name:
Node Name:
Hydrograph Type:
q:\waunatta\icpr files\icpr reports\lw-e-5-basin summary.doc
o.oo
o.oo
o.oo
8. 92
9.18
5.49
147374
adICPR Node Maximum Conditions Report
Lake Waunatta - Existing Conditions - 5yr/24hr Storm Event
DD
Advanced Interconnected Channel & Pond Routing (!CPR Ver 2.11)
Copyright 1995, Streamline Technologies, Inc.
[l]
Lk Waunatta Drainage Evaluation
Existing Conditions - 5yr\24hr
********** Node Maximum Conditions - LW-E-5 ********************************************************************************
O(Time units - hours)
Node
Group
Max Time
Name
Name Conditions
Max Stage
(ft)
Warning
Stage (ft)
Max Delta
Stage (ft)
Max Surface
Area (sf)
Max Time
Inf low
Max Inf low
(cfs)
Max Time
Outflow
64.24
75.04
75.12
63.86
64.63
65.14
63.72
57.10
69.20
70.78
74.37
68.60
73.91
70.67
68.19
68.01
65.50
76.00
76.00
65.00
65.00
67.00
65.91
65.00
70.70
70.80
78.00
70.70
74.00
71. 00
69.00
69.00
0.0035
0.0086
0.0032
-0.0340
0.0024
0.0037
-0.0499
0.0031
0.0103
0.0148
0.0040
0.0167
0.0063
0.0068
o. 0017
0.0024
5710.97
28072. 05
36325.00
203662.63
57644.93
52699.82
129.13
8.75
7. 64
8.75
10.00
8.75
9.90
9.04
23.10
8.75
8.75
8.75
9.00
8.75
8.75
9.58
8.75
4.97
9.10
9.15
38.89
9.35
8.05
46.84
7.82
29.63
7 .11
20.03
11. 48
1. 67
2.43
4. 62
4.33
8.88
10.13
10.30
9.04
ll.18
10.57
8.49
Max Outflow
(cfs)
---------------------------------------------------------------------------------------------------------------------------BASE
23.10
1
62. 79
8.75
249.38
23.10
7.82
63.80
-0.0448
3196488.69
10
llA
llB
12
13
14
15
16
2
3
4
5
6
7
8
9
BASE
BASE
BASE
BASE
BASE
BASE
BASE
BASE
BASE
BASE
BASE
BASE
BASE
BASE
BASE
BASE
8.88
10.13
10.22
10.83
11.18
10.57
10.79
12.00
9.04
8.78
10.06
10.13
9.75
8.99
10.04
8.75
q:\waunatta\icpr files\icpr reports\lw-e-5-node maximums.doc
o.oo
45545.78
6774.87
74068.66
22946.13
6420.70
8566.10
28217.00
8517. 35
o.oo
9.04
8.78
9.62
10.13
9.75
8.99
10.04
8.75
4.82
7.67
4.22
35.29
2.94
5.34
44.59
0.00
27.84
7.08
11.57
7.80
1.16
2.30
4.09
4.32
adICPR Basin Summary Report
Lake Waunatta-Existing Conditions-10yr/24hr Storm Event
Advanced Interconnected Channel & Pond Routing (ICPR Ver 2.11)
Copyright 1995, Streamline Technologies, Inc.
[2]
Lk waunatta Drainage Evaluation
Existing Conditions - 10yr\24hr
********** Basin Summary - LW-E-10 *********************************************
-------------------------------------------------------------------------------***
Basin Name:
Group Name:
Node Name:
Hydrograph Type:
14
llB
BASE
llB
SB
5.00
5.00
ORANGE
7.50
24.00
ONSITE
10.00
0.00
9.20
81. 57
0.00
5.00
5.00
ORANGE
7.50
24.00
ON SITE
10.00
1. 63
83.00
0.00
5.00
5.00
ORANGE
7.50
24.00
ONSITE
11.50
0.00
7.39
94.00
0.00
8.92
12.15
5.34
178202
8.92
2.20
5.50
32543
8.92
11.20
6.78
181977
llA
BASE
llA
SB
12
BASE
12
SB
13
BASE
13
SB
Spec Time Inc (min):
Comp Time Inc (min):
Rainfall File:
Rainfall Amount (in):
Storm Duration (hr):
Status:
Time of Cone. (min):
Lag Time (hr):
Area (acres):
Curve Number:
DCIA (%):
5.00
5.00
ORANGE
7.50
24.00
ONSITE
11.50
0.00
7.62
94.00
0.00
5.00
5.00
ORANGE
7.50
24.00
ONSITE
10.00
0.00
26.21
87.77
0.00
Time Max (hrs):
Flow Max (cfs):
Runoff Volume (in):
Runoff Volume (cf):
8.92
11. 54
6.78
187640
8.92
37. 63
6.05
575808
q:\waunatta\icpr files\icpr reports\lw-e-10-basin summary .doc
BASE
14
SB
o.oo
adlCPR Node Maximum Conditions Report
Lake Waunatta-Existing Conditions-10yr/24hr Storm Event
DD
Advanced Interconnected Channel & Pond Routing (ICPR Ver 2.11)
Copyright 1995, Streamline Technologies, Inc.
[1)
Lk Waunatta Drainage Evaluation
Existing Conditions - 10yr\24hr
********** Node Maximum Conditions - LW-E-10 *******************************************************************************
O(Time units - hours)
Node
Group
Max Time
Name
Name Conditions
Max Stage
(ft)
Warning
Stage (ft)
Max Delta
Stage (ft)
Max Surf ace
Area (sf)
Max Time
Inflow
Max Inflow
(cfs)
Max Time
Outflow
64.48
75.15
75.25
64.36
64.90
65.45
64.20
57.10
69.42
70.83
74.87
68.84
73.94
70.70
68.25
68.02
65.50
76.00
76.00
65.00
65.00
67.00
65.91
65.00
70.70
70.80
78.00
70.70
74.00
71. 00
69.00
69.00
0.0035
0.0089
0.0037
-0.0376
0.0027
0.0027
0.0634
0.0031
0. 0112
0.0147
0.0038
0.0236
0.0067
0.0073
0.0021
0.0019
6103.85
28488.49
36969.88
293570.95
59804.16
54609. 76
129.13
8.75
9.00
8.75
9.74
8.75
9.15
9.73
23.03
8.75
8.75
8.75
9.00
8.75
8.75
8.97
8.75
6.04
12.27
11.16
56.84
11. 96
12.16
49.12
10.49
37. 64
9.04
24.41
14.35
2.03
2.96
7.49
5.27
8.64
9.76
9.87
9.73
11.08
10.29
9.82
0.00
9.04
8.77
9.55
10.03
9.04
8.77
9.34
8.75
Max Outflow
(cfs)
---------------------------------------------------------------------------------------------------------------------------BASE
1
23.03
63.12
63.80
3219206.04
8.77
303.53
23.03
10.49
-0.0448
10
llA
llB
12
13
14
15
16
2
3
4
5
6
7
8
9
BASE
BASE
BASE
BASE
BASE
BASE
BASE
BASE
BASE
BASE
BASE
BASE
BASE
BASE
BASE
BASE
8.64
9.76
9.84
11. 20
10.94
10.29
11.11
12.00
9.04
8.77
10.18
10.03
9.04
8.77
9.34
8.75
q:\waunatta\icpr files\icpr reports\lw-e-10-node maximums.doc
o.oo
46472.53
6844.24
77716.08
47306.69
6467.54
8657.07
28322.09
8575.57
8.40
11.18
7.56
37.47
4.56
7.79
45.92
0.00
34. 95
9.01
11. 66
10.51
1.86
2. 94
6.13
5.27
adICPR Basin Summary Report
Lake Waunatta - Existing Conditions - 25yr/24hr Storm Event
OD
[l]
Advanced Interconnected Channel & Pond Routing (ICPR Ver 2.11)
Copyright 1995, Streamline Technologies, Inc.
Lk Waunatta Drainage Evaluation
Existing Conditions - 25yr\24hr
********** Basin Sununary - LW-E ************************************************
***
Basin Name:
Group Name:
Node Name:
Hydrograph Type:
Spec Time Inc (min):
Comp Time Inc (min) :
Rainfall File:
Rainfall Amount (in):
Storm Duration (hr) :
Status:
Time of Cone. (min):
Lag Time (hr):
Area (acres) :
Curve Number:
DCIA (%):
Time Max (hrs)
Flow Max ( cfs l
Runoff Volume
Runoff Volume
:
:
(in):
(cf} :
***
Basin Name:
Group Name:
Node Name:
Hydrograph Type:
Spec Time Inc (min):
Comp Time Inc (min) :
Rainfall File:
Rainfall Amount (in):
Storm Duration (hr):
Status:
Time of Cone. (min):
Lag Time (hr) :
Area (acres):
Curve Number:
DCIA (%):
Time Max (hrs) :
Flow Max (cfs):
Runoff Volume (in):
Runoff Volume (cf):
BASE
BASE
BASE
BASE
5
BASE
SB
SB
SB
SB
SB
5.00
5.00
ORANGE
8.60
24.00
ONSITE
10.00
0.00
143.83
90.73
5.00
5.00
ORANGE
8.60
24.00
ON SITE
10.00
o.oo
28.28
83.00
0.00
5.00
5.00
ORANGE
8. 60
24.00
ONSITE
10.00
0.00
6. 79
83.00
0.00
5.00
5.00
ORANGE
8.60
24.00
ON SITE
10.00
0.00
16.07
94.62
0.00
5.00
5.00
ORANGE
8.60
24.00
ONSITE
27.50
0.00
10.71
87.15
0.00
8.92
246.20
7.48
3907100
8.92
44.91
6.55
672455
8.92
10.78
6.55
161456
8.92
28.14
7.95
463872
8.92
17.04
7.05
274145
9
1
1
2
2
o.oo
3
3
4
4
5
BASE
BASE
BASE
BASE
SB
SB
SB
SB
10
BASE
10
SB
5.00
5.00
ORANGE
8.60
24.00
ON SITE
10.00
0.00
1.34
94.50
o.oo
5.00
5.00
ORANGE
8. 60
24.00
ON SITE
10.00
0.00
1. 95
94.50
0.00
5.00
5.00
ORANGE
8. 60
24.00
ONSITE
10.00
0.00
1.94
94.90
0.00
5.00
5.00
ORANGE
8.60
24.00
ON SITE
10.00
0.00
3.46
95.00
0.00
5.00
5.00
ORANGE
8.60
24.00
ON SITE
10.00
0.00
3.97
95.00
0.00
8.92
2.34
7. 94
38610
8.92
3.41
7.94
56186
8.92
3.40
7.99
56237
8.92
6.07
8.00
100450
8.92
6.96
8.00
115256
6
6
q:\waunatta\icpr files\icpr reports\lw-e-25-basin summary.doc
7
7
8
8
9
adICPR Basin Summary Report
Lake Waunatta - Existing Conditions - 25yr/24hr Storm Event
Advanced Interconnected Channel & Pond Routing (!CPR Ver 2.11)
Copyright 1995, Streamline Technologies, Inc.
[2]
Lk Waunatta Drainage Evaluation
Existing Conditions - 25yr\24hr
********** Basin Summary - LW-E ************************************************
-------------------------------------------------------------------------------***
Basin Name:
Group Name:
Node Name:
Hydrograph Type:
14
BASE·
14'°
SB
llB
BASE
llB
SB
llA
BASE
llA
SB
12
BASE
12
SB
13
BASE
13
SB
Spec Time Inc (min):
Comp Time Inc (min):
Rainfall File:
Rainfall Amount (in):
Storm Duration (hr):
Status:
Time of Cone. (min):
Lag Time (hr):
Area (acres):
Curve Number:
DCIA (%):
5.00
5.00
ORANGE
8.60
24.00
ONSITE
11.50
0.00
7.62
94.00
0.00
5.00
5.00
ORANGE
8.60
24.00
ONSITE
10.00
0.00
26.21
87.77
0.00
5.00
5.00
ORANGE
8.60
24.00
ONSITE
10.00
0.00
9.20
81.57
0.00
5.00
5.00
ORANGE
8. 60
24.00
ON SITE
10.00
0.00
1. 63
83.00
0.00
5.00
5.00
ORANGE
8.60
24.00
ONSITE
11.50
0.00
7.39
94.00
0.00
Time Max (hrs):
Flow Max (cfs):
Runoff Volume (in):
Runoff Volume (cf):
8.92
13.29
7.88
217892
8.92
43.79
7.13
678020
8. 92
14.35
6.38
212995
8.92
2.59
6.55
38759
8.92
12.89
7.88
211315
q:\waunatta\icpr files\icpr reports\lw-e-25-basin summary .doc
adICPR Node Maximum Conditions Report
Lake Waunatta - Existing Conditions - 25yr/24hr Storm Event
[]]
Advanced Interconnected Channel & Pond Routing (!CPR Ver 2.11)
Copyright 1995, Streamline Technologies, Inc.
[1]
Lk Waunatta Drainage Evaluation
Existing Conditions - 25yr\24hr
********** Node Maximum Conditions - LW-E **********************************************************************************
D(Time units - hours)
Node
Group
Max Time
Name
Name Conditions
Max Stage
(ft)
Warning
Stage (ft)
Max Delta
Stage (ft)
Max Surface
Area (sf)
Max Time
Inflow
Max Inflow
(cfs)
Max Time
Outflow
64.81
75.23
75.34
64.78
65.11
65.69
64 .59
57.10
69.74
70.90
75.32
69.00
73.97
70. 72
68.31
68.04
65.50
76.00
76.00
65.00
65.00
67.00
65.91
65.00
70.70
70.80
78.00
70.70
74.00
71. 00
69.00
69.00
0.0036
0.0089
0.0040
0.0267
0.0027
0.0023
0.0612
0.0031
0.0111
0.0154
0.0029
0.0262
0.0067
0.0072
0.0024
0.0022
6667.93
28814.27
37375.76
340284.30
61450.88
56070.90
129.13
0.00
47826.17
6950.38
80933.65
62404.00
6494.16
8717.51
28420.26
8622.01
8.75
8.98
8.75
9.00
8.75
9.00
10.06
21.11
8.75
8.75
8.75
9.00
8.75
8.75
8.75
8.75
6.95
15.44
12.86
76.93
14.16
16.35
51. 47
13.12
44.39
10.66
28.10
16. 76
2.34
3.41
9.08
6.06
8.28
9.17
9.33
10.06
10.26
10.21
10.77
0.00
9.11
8.90
9.34
10.01
8.82
8.76
9.10
8.75
Max Outflow
(cfs)
---------------------------------------------------------------------------------------------------------------------------1
BASE
21.11
63.43
63.80
-0.0448
3243808.89
8.75
347.08
21.11
13.12
10
llA
llB
12
13
14
15
16
2
3
4
5
6
7
8
9
BASE
BASE
BASE
BASE
BASE
BASE
BASE
BASE
BASE
BASE
BASE
BASE
BASE
BASE
BASE
BASE
11. 09
9.17
9.26
11. 43
10.22
10.21
12.08
12.00
9.11
8.90
10.25
10.01
8.82
8.76
9.10
8.75
q:\waunatta\icpr files\icpr reports\lw-e-25-node maximums.doc
8.76
14.22
9.99
39.76
6.55
9.81
47.90
0.00
39.00
10.39
11. 72
12.43
2.31
3. 40
8.28
6.06
adICPR Basin Summary Report
Lake Waunatta - Existing Conditions - 100yr/24hr Storm Event
DO
Advanced Interconnected Channel & Pond Routing (!CPR Ver 2 .11)
Copyright 1995, Streamline Technologies, Inc.
(1)
Lk Waunatta Drainage Evaluation
Existing Conditions - 100yr\24hr
********** Basin Summary - LW-E ************************************************
-------------------------------------------------------------------------------***
Basin Name:
Group Name:
Node Name:
Hydrograph Type:
Spec Time Inc (min):
Comp Time Inc (min):
Rainfall File:
Rainfall Amount (in):
Storm Duration (hr):
Status:
Time of Cone. (min):
Lag Time (hr):
Area (acres):
Curve Number:
DCIA (%):
Time Max (hrs):
Flow Max (cfs):
Runoff Volume (in):
Runoff Volume (cf):
***
Basin Name:
Group Name:
Node Name:
Hydrograph Type:
Spec Time Inc (min):
Comp Time Inc (min):
Rainfall File:
Rainfall Amount (in):
Storm Duration (hr):
Status:
Time of Cone. (min):
Lag Time (hr):
Area (acres) :
curve Number:
DCIA (%):
Time Max (hrs):
Flow Max (cfs):
Runoff Volume (in):
Runoff Volume (cf):
1
BASE
1
SB
2
BASE
2
SB
3
BASE
3
SB
4
BASE
4
SB
5
BASE
5
SB
5.00
5.00
ORANGE
10.60
24.00
ON SITE
10.00
0.00
143.83
90.73
0.00
5.00
5.00
ORANGE
10.60
24.00
ONSITE
10.00
0.00
28.28
83.00
0.00
5.00
5.00
ORANGE
10.60
24.00
ON SITE
10.00
0.00
6.79
83.00
0.00
5.00
5.00
ORANGE
10.60
24.00
ONSITE
10.00
0.00
16.07
94. 62
0.00
5.00
5.00
ORANGE
10.60
24.00
ONSITE
27.50
0.00
10.71
87.15
0.00
8.92
306.71
9.46
4940991
8.92
57.10
8.48
870859
8.92
13.71
8.48
209092
8.92
34.82
9.95
580144
8.92
21.50
9.01
350420
6
BASE
6
SB
7
BASE
7
SB
8
BASE
8
SB
9
BASE
9
SB
10
BASE
10
SB
5.00
5.00
ORANGE
10.60
24.00
ONSITE
10.00
0.00
1.34
94.50
0.00
5.00
5.00
ORANGE
10.60
24.00
ON SITE
10.00
0.00
1.95
94.50
0.00
5.00
5.00
ORANGE
10.60
24.00
ONSITE
10.00
0.00
1. 94
94.90
0.00
5.00
5.00
ORANGE
10.60
24.00
ONSITE
10.00
0.00
3.46
95.00
0.00
5.00
5.00
ORANGE
10.60
24.00
ONSITE
10.00
0.00
3.97
95.00
0.00
8.92
2.90
9.93
48304
8.92
4.22
9.93
70293
8.92
4.21
9.98
70278
8.92
7.50
9.99
125495
8.92
8.61
9.99
143993
q:\waunatta\icpr files\icpr reports\lw-e-100-basin summary.doc
adICPR Basin Summary Report
Lake Waunatta - Existing Conditions - 100yr/24hr Storm Event
Advanced Interconnected Channel & Pond Routing (ICPR Ver 2.11)
Copyright 1995, Streamline Technologies, Inc.
[2]
Lk Waunatta Drainage Evaluation
Existing Conditions - 100yr\24hr
********** Basin Sununary - LW-E ************************************************
-------------------------------------------------------------------------------llA
BASE
llA
SB
12
BASE
12
SB
13
BASE
13
SB
14
BASE
14
SB
llB
BASE
llB
SB
Spec Time Inc (min):
Comp Time Inc (min):
Ra inf all File:
Rainfall Amount (in):
Storm Duration (hr):
Status:
Time of Cone. (min):
Lag Time (hr):
Area (acres) :
Curve Number:
DCIA (%):
5.00
5.00
ORANGE
10.60
24.00
ONSITE
11.50
0.00
7.62
94.00
0.00
5.00
5.00
ORANGE
10.60
24.00
ON SITE
10.00
26.21
87.77
0.00
5.00
5.00
ORANGE
10.60
24.00
ON SITE
10.00
0.00
9.20
81.57
0.00
5.00
5.00
ORANGE
10.60
24.00
ON SITE
10.00
0.00
1. 63
83.00
0.00
5.00
5.00
ORANGE
10.60
24.00
ONSITE
11.50
0.00
7.39
94.00
0.00
Time Max (hrs):
Flow Max (cfs}:
Runoff Volume (in):
Runoff Volume (cf):
8.92
16.47
9.87
272981
8.92
54.93
9.09
865026
8.92
18.33
8.30
277135
8.92
3.29
8.48
50195
8.92
15.97
9.87
264742
Basin Name:
Group Name:
Node Name:
Hydrograph Type:
q:\waunatta\icpr files\icpr reports\lw-e-100-basin summary.doc
o.oo
adICPR Node Maximum Conditions Report
Lake Waunatta - Existing Conditions - 100yr/24hr Storm Event
DD
Advanced Interconnected Channel & Pond Routing (!CPR Ver 2.11)
Copyright 1995, Streamline Technologies, Inc.
[l]
Lk Waunatta Drainage Evaluation
Existing Conditions - 100yr\24hr
********** Node Maximum Conditions - LW-E ****************************************************·******************************
D(Time units - hours)
Group
Node
Max Time
Name
Name Conditions
Max Stage
(ft)
Warning
Stage (ft)
Max Delta
Stage (ft)
Max Surf ace
Area (sf)
Max Time
Inflow
Max Inflow
(cfs)
Max Time
Outflow
65. 46
75.35
75.48
65. 41
65.51
66.09
65.18
57.10
70. 46
71.90
76.18
69.32
73.99
70.75
68.38
68.06
65.50
76.00
76.00
65.00
65.00
67.00
65.91
65.00
70.70
70.80
78.00
70.70
74.00
71.00
69.00
69.00
0.0044
0.0091
0.0042
0.0160
0.0027
0.0028
0.0656
0.0031
0. 0114
0.0166
0.0034
0.0241
0.0071
0.0077
0.0024
0.0032
7775.49
29290.22
38048.22
412438.08
64574.46
58398.15
129.13
0.00
50838.33
8374.88
87167. 61
34103.35
6527.04
8818.78
28535.32
8701.35
8.75
8.75
8.75
8.99
8.75
8.79
10.89
23.17
8.75
8.75
8.75
9.00
8.75
8.75
8.75
8.75
8.60
19.68
15.94
106.44
18.15
21.67
54.42
17 .57
56.62
13.59
34.79
21.12
2.90
4.22
11. 31
7.50
7.84
9.00
9.05
10.89
9.78
9.93
10.23
Max Outflow
(cfs)
---------------------------------------------------------------------------------------------------------------------------17.57
BASE
8.75
421. 50
23.17
1
23.17
63.93
3284159.69
63.80
-0.0448
10
llA
llB
12
13
14
15
16
2
3
4
5
6
7
8
9
BASE
BASE
BASE
BASE
BASE
BASE
BASE
BASE
BASE
BASE
BASE
BASE
BASE
BASE
BASE
BASE
11.10
9.00
9.04
11.59
11.15
10.14
11. 83
12.00
9.18
9.15
11.02
9.80
8.75
8.76
8.90
8.75
q:\waunatta\icpr tiles\icpr reports\lw-e-100-node maximums.doc
o.oo
9.18
9.15
9.92
9.80
8.75
8. 76
8.90
8.75
8.86
19.08
14.74
42.62
8.79
13.48
50.83
0.00
46.76
11. 46
11. 85
16.51
2.90
4.21
11.05
7.50
adlCPR Basin Summary Report
Lake Waunatta - Alternative #1 -10yr/24hr Storm Event
(drop inlets in wetland body were raised 1 foot)
DD
[l]
Advanced Interconnected Channel & Pond Routing (ICPR Ver 2.11)
Copyright 1995, Streamline Technologies, Inc.
Lk Waunatta Drainage Evaluation
Alternative #1 - 10yr\24hr
Raised Drop Inlets in Wetland Body (Node 12)
********** Basin Summary - LW-1-10 *********************************************
--------------------------------------------------------------------------------
***
Basin Name:
Group Name:
Node Name:
Hydrograph Type:
Spec Time Inc (min):
Comp Time Inc (min):
Rainfall File:
Rainfall Amount (in):
Storm Duration (hr):
Status:
Time of Cone. (min):
Lag Time (hr):
Area (acres):
Curve Number:
DCIA (%):
Time Max (hrs):
Flow Max (cfs):
Runoff Volume (in):
Runoff Volume (cf):
***
Basin Name:
Group Name:
Node Name:
Hydrograph Type:
Spec Time Inc (min):
Comp Time Inc (min):
Rainfall File:
Rainfall Amount (in):
Storm Duration (hr):
Status:
Time of Cone. (min):
Lag Time (hr):
Area (acres):
curve Number:
DCIA (%):
Time Max (hrs):
Flow Max (cfs):
Runoff Volume (in):
Runoff Volume (cf):
1
BASE
1
SB
2
BASE
2
SB
3
BASE
3
SB
4
BASE
SB
5
BASE
5
SB
5.00
5.00
ORANGE
7.50
24.00
ONSITE
10.00
5.00
5.00
ORANGE
7.50
24.00
ONSITE
10.00
143. 83
90.73
0.00
28.28
83.00
0.00
5.00
5.00
ORANGE
7.50
24.00
ONSITE
10.00
0.00
6.79
83.00
0.00
5.00
5.00
ORANGE
7.50
24.00
ON SITE
10.00
0.00
16.07
94.62
0.00
5.00
5.00
ORANGE
7.50
24.00
ON SITE
27.50
0.00
10.71
87.15
0.00
8.92
212.74
6.40
3340538
8.92
38.16
5.50
564615
8.92
9.16
5.50
135563
8.92
24.45
6.86
400003
8.92
14.58
5.98
232483
6
BASE
6
SB
7
BASE
7
SB
8
BASE
8
SB
9
BASE
9
SB
10
BASE
10
SB
5.00
5.00
ORANGE
7.50
24.00
ONSITE
10.00
0.00
1.34
94.50
0.00
5.00
5.00
ORANGE
7.50
24.00
ON SITE
10.00
0.00
1. 95
94.50
o.oo
5.00
5.00
ORANGE
7.50
24.00
ONSITE
10.00
0.00
1. 94
94.90
0.00
5.00
5.00
ORANGE
7.50
24.00
ONSITE
10.00
0.00
3.46
95.00
0.00
5.00
5.00
ORANGE
7.50
24.00
ONSITE
10.00
0.00
3.97
95.00
0.00
8.92
2.04
6.84
33285
8.92
2.97
6.84
48437
8.92
2.96
6.89
48523
8.92
5.28
6.90
86690
8.92
6.05
6.90
99468
o.oo
q:\waunatta\icpr files\icpr reports\lw-1-10-basin summary .doc
o.oo
4
adICPR Basin Summary Report
Lake Waunatta - Alternative #1 - 10yr/24hr Storm Event
(drop inlets in wetland body were raised 1 foot)
Advanced Interconnected Channel & Pond Routing (ICPR Ver 2.11)
Copyright 1995, Streamline Technologies, Inc.
[2]
Lk Waunatta Drainage Evaluation
Alternative #1 - 10yr\24hr
Raised Drop Inlets in Wetland Body (Node 12)
********** Basin Summary - LW-1-10 *********************************************
-------------------------------------------------------------------------------***
11A
BASE
11A
SB
12
BASE
12
SB
13
BASE
13
SB
14
BASE
SB
11B
BASE
11B
SB
Spec Time Inc (min):
Comp Time Inc (min):
Rainfall File:
Rainfall Amount (in):
Storm Duration (hr):
Status:
Time of Cone. (min):
Lag Time (hr):
Area (acres):
Curve Numl:ler:
DCIA (%):
5.00
5.00
ORANGE
7.50
24.00
ONSITE
11.50
0.00
7.62
94.00
0.00
5.00
5.00
ORANGE
7.50
24.00
ONSITE
10.00
0.00
26.21
87.77
0.00
5.00
5.00
ORANGE
7.50
24.00
ONSITE
10.00
0.00
9.20
81.57
0.00
5.00
5.00
ORANGE
7.50
24.00
ON SITE
10.00
0.00
1. 63
83.00
0.00
5.00
5.00
ORANGE
7.50
24.00
ONSITE
11.50
0.00
7.39
94.00
0.00
Time Max (hrs):
Flow Max (cfs):
Runoff Volume (in):
Runoff Volume (cf):
8.92
11. 54
6.78
187640
8.92
37.63
6.05
575808
8.92
12.15
5.34
178202
8.92
2.20
5.50
32543
8.92
11.20
6.78
181977
Basin Name:
Group Name:
Node Name:
Hydrograph Type:
q:\waunatta\icpr tiles\icpr reports\lw-1-10-basin summary.doc
14
adICPR Node Maximum Conditions Report
Lake Waunatta -Alternative #1 - 10yr/24hr Storm Event
(drop inlets in wetland body were raised 1 foot)
DD
Advanced Interconnected Channel & Pond Routing (!CPR Ver 2.11)
Copyright 1995, Streamline Technologies, Inc.
[l]
Lk Waunatta Drainage Evaluation
Alternative #1 - 10yr\24hr
Raised Drop Inlets in Wetland Body (Node 12)
********** Node Maximum Conditions - LW-1-10 *******************************************************************************
D(Time units - hours)
Node
Group
Max Time
Name
Name Conditions
Max Stage
(ft)
Warning
Stage (ft)
Max Delta
Stage (ft)
Max Surface
Area (sf)
Max Time
Inflow
Max Inf low
(cfs)
Max Time
Outflow
64. 71
75.15
75.25
64. 66
64.94
65.45
64.36
57.10
69.42
70.83
74.86
68.84
73.94
70.70
68.25
68.02
65.50
76.00
76.00
65.00
65.00
67.00
65. 91
65.00
70.70
70.80
78.00
70.70
74.00
71.00
69.00
69.00
0.0041
0.0168
0.0141
0.0131
0.0091
0.0035
0.0499
0.0061
0.0237
0.0281
0.0066
0.0246
0.0135
0.0146
0.0080
0.0010
6501. 44
28488.73
36970.30
326874.10
60087.47
54611.47
129.13
0.00
46474.64
6844.26
77639.95
47322.62
6467. 64
8657 .18
28322.32
8575.57
8.75
9.00
8.75
9.75
8.75
9.15
10.18
23.07
8.75
8.75
8.75
9.00
8.75
8.75
8.97
8.75
6.04
12.28
11.16
57.82
11. 96
12.17
50.84
10.43
37. 64
9.04
24.41
14.35
2.03
2.96
7.50
5.27
8.77
9.76
9.87
10.18
10.23
10.29
9.79
0.00
9.04
8.77
7.49
10.03
9.04
8.77
9.34
8.75
Max Outflow
(cfs)
---------------------------------------------------------------------------------------------------------------------------BASE
1
23.07
63.11
63.80
3218587.28
8.75
304.61
23.07
10.43
-0.0448
10
llA
llB
12
13
14
15
16
2
3
4
5
6
7
8
9
BASE
BASE
BASE
BASE
BASE
BASE
BASE
BASE
BASE
BASE
BASE
BASE
BASE
BASE
BASE
BASE
10.07
9.76
9.84
11. 05
10.27
10.29
11. 55
12.00
9.04
8.77
10.18
10.03
9.04
8.77
9.34
8.75
q:\waunatta\icpr files\icpr reports\lw-1-10-node maximums.doc
5.64
11.18
7.56
39.33
5.24
7.79
49.18
0.00
34.95
9.01
11. 84
10.52
1. 86
2. 94
6.14
5.27
adICPR Basin Summary Report
Lake Waunatta -Alternative #1 - 25yr/24hr Storm Event
(drop inlets in wetland body were raised 1 foot)
[]]
Advanced Interconnected Channel & l?ond Routing (ICl?R Ver 2.11)
Copyright 1995, Streamline Technologies, Inc.
[l]
Lk waunatta Drainage Evaluation
Alternative #1 - 25yr\24hr
Raised Drop Inlets in Wetland Body (Node 12)
********** Basin Summary - LW-1-25 *********************************************
-------------------------------------------------------------------------------***
Basin Name:
Group Name:
Node Name:
Hydrograph Type:
Spec Time Inc (min):
Comp Time Inc (min):
Rainfall File:
Rainfall Amount (in):
Storm Duration (hr):
Status:
Time of Cone. (min):
Lag Time (hr):
Area (acres):
Curve Number:
DCIA (%):
Time Max (hrs):
Flow Max (cfs):
Runoff Volume (in):
Runoff Volume (cf):
***
Basin Name:
Group Name:
Node Name:
Hydrograph Type:
Spec Time Inc (min):
Comp Time Inc (min):
Rainfall File:
Rainfall Amount (in):
Storm Duration (hr):
Status:
Time of Cone. (min):
Lag Time (hr):
Area (acres) :
Curve Number:
DCIA (%):
Time Max (hrs):
Flow Max (cfs):
Runoff Volume (in):
Runoff Volume (cf):
1
BASE
1
SB
2
BASE
2
SB
3
BASE
3
SB
4
BASE
4
SB
5
BASE
5
SB
5.00
5.00
ORANGE
8.60
24.00
ON SITE
10.00
0.00
143.83
90.73
0.00
5.00
5.00
ORANGE
8. 60
24.00
ONSITE
10.00
0.00
28.28
83.00
0.00
5.00
5.00
ORANGE
8.60
24.00
ON SITE
10.00
0.00
6.79
83.00
0.00
5.00
5.00
ORANGE
8.60
24.00
ONSITE
10.00
0.00
16.07
94.62
0.00
5.00
5.00
ORANGE
8.60
24.00
ONSITE
27.50
0.00
10.71
87.15
0.00
8.92
246.20
7.48
3907100
8.92
44.91
6.55
672455
8.92
10.78
6.55
161456
8.92
28.14
7.95
463872
8.92
17.04
7.05
274145
6
BASE
6
SB
7
BASE
7
SB
8
BASE
8
SB
9
BASE
9
SB
10
BASE
10
SB
5.00
5.00
ORANGE
8. 60
24.00
ONSITE
10.00
5.00
5.00
ORANGE
8.60
24.00
ONSITE
10.00
1.34
94.50
0.00
5.00
5.00
ORANGE
8.60
24.00
ON SITE
10.00
0.00
1.95
94.50
0.00
1. 94
94.90
0.00
5.00
5.00
ORANGE
8.60
24.00
ONSITE
10.00
0.00
3.46
95.00
0.00
5.00
5.00
ORANGE
8.60
24.00
ON SITE
10.00
0.00
3.97
95.00
0.00
0. 92
2.34
7.94
38610
8.92
3.41
7.94
56186
8.92
3.40
7.99
56237
8.92
6.07
8.00
100450
8.92
6.96
8.00
115256
o.oo
q:\waunatta\icpr files\icpr reports\lw-1-25-basin summary.doc
o.oo
adICPR Basin Summary Report
Lake Waunatta -Alternative #1 - 25yr/24hr Storm Event
(drop inlets in wetland body were raised 1 foot)
Advanced Interconnected Channel & Pond Routing (ICPR Ver 2.11)
Copyright 1995, Streamline Technologies, Inc.
[2)
Lk Waunatta Drainage Evaluation
Alternative #1 - 25yr\24hr
Raised Drop Inlets in Wetland Body (Node 12)
********** Basin Summary - LW-1-25 *********************************************
-------------------------------------------------------------------------------***
Basin Name:
Group Name:
Node Name:
Hydrograph Type:
llA
BASE
llA
SB
12
BASE
12
SB
13
BASE
13
SB
14
BASE
14
SB
llB
BASE
llB
SB
Spec Time Inc (min):
Comp Time Inc (min):
Rainfall File:
Rainfall Amount (in):
Storm Duration (hr):
Status:
Time of Cone. (min):
Lag Time (hr):
Area (acres) :
Curve Number:
DCIA (%):
5.00
5.00
ORANGE
8.60
24.00
ONSITE
11.50
0.00
7.62
94.00
0.00
5.00
5.00
ORANGE
8.60
24.00
ONSITE
10.00
0.00
26.21
87.77
o.oo
5.00
5.00
ORANGE
8.60
24.00
ON SITE
10.00
o.oo
9.20
81. 57
0.00
5.00
5.00
ORANGE
8.60
24.00
ONSITE
10.00
0.00
1.63
83.00
o.oo
5.00
5.00
ORANGE
8.60
24.00
ON SITE
11.50
0.00
7.39
94·.oo
0.00
Time Max (hrs):
Flow Max (cfsJ:
Runoff Volume (in):
Runoff Volume (cf):
8.92
13.29
7.88
217892
8.92
43.79
7.13
678020
8.92
14.35
6.38
212995
8.92
2.59
6.55
38759
8.92
12.89
7.88
211315
q:\waunatta\icpr files\icpr reports\lw-1-25-basin summary.doc
adICPR Node Maximum Conditions Report
Lake Waunatta - Alternative #1 - 25yr/24hr Storm Event
(drop inlets in wetland body were raised 1 foot)
DD
Advanced Interconnected Channel & Pond Routing (ICPR Ver 2.11)
Copyright 1995, Streamline Technologies, Inc.
[1]
Lk Waunatta Drainage Evaluation
Alternative #1 - 25yr\24hr
Raised Drop Inlets in Wetland Body (Node 12)
********** Node Maximum Conditions - LW-1-25 *******************************************************************************
D(Time units - hours)
Node
Group
Max Time
Name
Name Conditions
Max Stage
(ft)
Warning
Stage (ft)
Max Delta
Stage (ft)
Max Surf ace
Area (sf)
Max Time
Inf low
Max Inflow
(cfs)
Max Time
Outflow
65.06
75.23
75.34
65.01
65.17
65.69
64.72
57.10
69.74
70.90
75.31
69.00
73.97
70. 72
68.31
68.04
65.50
76.00
76.00
65.00
65.00
67.00
65.91
65.00
70.70
70.80
78.00
70.70
74.00
71.00
69.00
69.00
0.0055
0. 0174
0.0156
0.0119
0.0091
0.0035
0.0500
0.0061
0.0221
0.0303
0.0082
0.0390
0.0141
0.0141
0.0089
0.0011
7085.37
28814.75
37376.48
366772.27
61878.12
56037.63
129.13
8.75
8.98
8.75
9.00
8.75
9.00
10.27
22.17
8.75
8.75
8.75
9.00
8.75
8.75
8.75
8.75
6.95
15. 45
12.86
78.00
14 .16
16.36
54.05
13.03
44.39
10.66
28.10
16. 76
2.34
3. 41
9.08
6.06
8.65
9.17
9.33
10.27
10.06
10.28
9. 71
Max Outflow
(cfs)
---------------------------------------------------------------------------------------------------------------------------8.76
349.90
22.17
13.03
l
BASE
3242983.77
22.17
63.42
63.80
-0.0448
10
llA
llB
12
13
14
15
16
2
3
4
5
6
7
8
9
BASE
BASE
BASE
BASE
BASE
BASE
BASE
BASE
BASE
BASE
BASE
BASE
BASE
BASE
BASE
BASE
11. 03
9.17
9.26
11.22
10.24
10.17
10.76
12.00
9.11
8.90
10.26
10.01
8.82
8.76
9.10
8.75
q:\waunatta\icpr files\icpr reports\lw-1-25-node maximums.doc
o.oo
47828.93
6950.44
80880.41
62385.55
6494.21
8717.53
28420.42
8622.01
o.oo
9.11
8.90
7.02
10.0l
8.82
8.76
9.10
8.75
6.29
14 .22
9.99
42.47
6.43
10.26
51. 09
0.00
39.01
10.39
11. 84
12.43
2.31
3.40
8.28
6.06
adlCPR Basin Summary Report
Lake Waunatta - Alternative #1 - 100yr/24hr Storm Event
(drop inlets in wetland body were raised 1 foot)
DD
Advanced Interconnected Channel & Pond Routing (ICPR Ver 2.11)
Copyright 1995, Streamline Technologies, Inc.
(11
Lk Waunatta Drainage Evaluation
Alternative #2 - 100yr\24hr
Raised Drop Inlets in Wetland Body (Node 12)
********** Basin Swmnary - LW-1-100 ********************************************
-------------------------------------------------------------------------------***
Basin Name:
Group Name:
Node Name:
Hydrograph Type:
Spec Time Inc (min):
Comp Time Inc (min):
Rainfall File:
Rainfall Amount (in):
Storm Duration (hr):
Status:
Time of Cone. (min):
Lag Time (hr):
Area (acres) :
Curve Number:
DCIA (%}:
Time Max (hrs):
Flow Max (cfs):
Runoff Volume (in):
Runoff Volume (cf):
***
Basin Name:
Group Name:
Node Name:
Hydrograph Type:
Spec Time Inc (min):
Comp Time Inc (min):
Rainfall File:
Rainfall Amount (in):
Storm Duration (hr):
Status:
Time of Cone. (min):
Lag Time (hr):
Area (acres):
Curve Number:
DCIA (%):
Time Max (hrs):
Flow Max (cfs}:
Runoff Volume (in):
Runoff Volume (cf):
l
BASE
l
SB
2
BASE
2
SB
3
BASE
3
SB
4
BASE
4
SB
5
BASE
5
SB
5.00
5.00
ORANGE
10.60
24.00
ONSITE
10.00
143.83
90.73
0.00
5.00
5.00
ORANGE
10.60
24.00
ONSITE
10.00
0.00
28.28
83.00
0.00
5.00
5.00
ORANGE
10. 60
24.00
ONSITE
10.00
0.00
6.79
83.00
o.oo
5.00
5.00
ORANGE
10.60
24.00
ONSITE
10.00
0.00
16.07
94. 62
0.00
5.00
5.00
ORANGE
10.60
24.00
ONSITE
27.50
0.00
10.71
87.15
8.92
306.71
9. 46
4940991
8.92
57.10
8.48
870859
8.92
13. 71
8.48
209092
8.92
34.82
9.95
580144
8.92
21.50
9.01
350420
6
BASE
6
SB
7
BASE
7
SB
8
BASE
8
SB
9
BASE
9
SB
10
BASE
10
SB
5.00
5.00
ORANGE
10.60
24.00
ON SITE
10.00
0.00
l.34
94.50
5.00
5.00
ORANGE
10.60
24.00
ONSITE
10.00
o.oo
l.95
94.50
0.00
5.00
5.00
ORANGE
10.60
24.00
ONSITE
10.00
0.00
l.94
94.90
0.00
5.00
5.00
ORANGE
10.60
24.00
ONSITE
10.00
0.00
3.46
95.00
0.00
5.00
5.00
ORANGE
10.60
24.00
ONSITE
10.00
0.00
3.97
95.00
0.00
8.92
2.90
9.93
48304
8.92
4.22
9.93
70293
8.92
4.21
9.98
70278
8.92
7.50
9.99
125495
8.92
8.61
9.99
143993
o.oo
q:\waunatta\icpr files\icpr reports\lw-1-100-basin summary .doc
o.oo
o.oo
adICPR Node Maximum Conditions Report
Lake Waunatta - Alternative #1 - 100yr/24hr Storm Event
(drop inlets in wetland body were raised 1 foot)
DD
Advanced Interconnected Channel & Pond Routing (ICPR Ver 2.11)
Copyright 1995, Streamline Technologies, Inc.
[ l]
Lk waunatta Drainage Evaluation
Alternative #2 - 100yr\24hr
Raised Drop Inlets in Wetland Body (Node 12)
********** Node Maximum Conditions - LW-1-100 ******************************************************************************
D(Time units - hours)
Node
Group
Max Time
Name
Name Conditions
Max Stage
(ft)
Warning
Stage (ft)
Max Delta
Stage (ft)
Max Surface
Area (sf)
Max Time
Inf low
Max Inflow
(cfs)
Max Time
Outflow
65.64
75.35
75.48
65.57
65.67
66.12
65.31
57.10
70.46
71.90
76.17
69.32
73.99
70.75
68.38
68.06
65.50
76.00
76.00
65.00
65.00
67.00
65.91
65.00
70.70
70.80
78.00
70.70
74.00
71.00
69.00
69.00
0.0056
0.0174
0.0148
0.0119
0.0095
0.0039
0.0499
0.0061
0.0253
0.0245
0.0072
0.0264
0.0144
0.0156
0.0075
0.0013
8072.21
29290.37
38048.51
430581.51
65841. 34
58567.84
129.13
8.75
8.75
8.75
9.00
8.75
8.79
9.39
23.24
8.75
8.75
8.75
9.00
8.75
8.75
8.75
8.75
8.60
19.68
15.94
107.25
18.15
21. 67
56. 77
17.53
56.62
13.59
34.78
21.12
2.90
4.22
11. 31
7.50
8.61
9.00
9.05
9.39
9.38
9.45
9.79
0.00
9.18
9.15
6.69
9.80
8.75
8.76
8.90
8.75
Max Outflow
(cfs)
---------------------------------------------------------------------------------------------------------------------------23.24
17.53
8.75
425.01
1
BASE
23.24
3283900.01
63.93
63.80
-0.0448
10
llA
llB
12
13
14
15
16
2
3
4
5
6
7
8
9
BASE
BASE
BASE
BASE
BASE
BASE
BASE
BASE
BASE
BASE
BASE
BASE
BASE
BASE
BASE
BASE
11.05
9.00
9.04
11. 42
11.18
10.25
12.11
12.00
9.18
9.15
11.03
9.80
8.75
8.76
8.90
8.75
q:\waunatta\icpr files\icpr reports\lw-1-100-node maximums.doc
o.oo
50840.46
8375.18
87142.40
34093.34
6527.04
8818.78
28535.36
8701.35
7.22
19.08
14.75
45.03
7.87
12.64
53.61
0.00
46.77
11.46
11. 86
16.51
2.90
4.21
11. 05
7.50
adICPR Basin Summary Report
Lake Waunatta -Alternative #l -100yr/24hr Storm Event
(drop inlets in wetland body were raised 1 foot)
Advanced Interconnected Channel & Pond Routing (ICPR Ver 2.11)
Copyright 1995, Streamline Technologies, Inc.
[2]
Lk Waunatta Drainage Evaluation
Alternative #2 - 100yr\24hr
Raised Drop Inlets in Wetland Body (Node 12)
********** Basin Swnmary - LW-1-100 ********************************************
-------------------------------------------------------------------------------***
Basin Name:
Group Name:
Node Name:
Hydrograph Type:
llA
BASE
llA
SB
12
BASE
12
SB
13
BASE
13
SB
14
BASE
14
SB
llB
BASE
llB
SB
Spec Time Inc (min):
Comp Time Inc (min):
Ra inf all File:
Rainfall Amount (in):
Storm Duration (hr):
Status:
Time of Cone. (min):
Lag Time (hr):
Area (acres) :
Curve Number:
DCIA (%):
5.00
5.00
ORANGE
10.60
24.00
ON SITE
11.50
0.00
7.62
94.00
0.00
5.00
5.00
ORANGE
10.60
24.00
ON SITE
10.00
0.00
26.21
87.77
0.00
5.00
5.00
ORANGE
10.60
24.00
ON SITE
10.00
9.20
81.57
0.00
5.00
5.00
ORANGE
10.60
24.00
ONSITE
10.00
0.00
1. 63
83.00
0.00
5.00
5.00
ORANGE
10.60
24.00
ONSITE
11.50
0.00
7.39
94.00
0.00
Time Max (hrs):
Flow Max (cfs):
Runoff Volume (in):
Runoff Volume (cf):
8.92
16.47
9.87
272981
8.92
54.93
9.09
865026
8.92
18.33
8.30
277135
8.92
3.29
8.48
50195
8.92
15.97
9.87
264742
q:\waunatta\icpr files\icpr reports\lw-1-100-basin summary.doc
o.oo