lely area stormwater improvement program (lasip)

Transcription

LELY AREA STORMWATER
IMPROVEMENT PROGRAM (LASIP)
STAGE AND FLOW SUMMARY
2010 Activity Report
Prepared for: Collier County Growth Management Division
Prepared by: Johnson Engineering, Inc.
2350 Stanford Court
Naples, FL 34112
(239) 434-0333
E B 642
FTMS01\Proj-fmw\20087326-011\Reports\2009 Reports\2009 Summary Report.doc
April __ 2010
EXECUTIVE SUMMARY
South Florida Water Management District permit conditions for the Lely Area Stormwater
Improvement Project (LASIP) require Collier County to demonstrate the performance of the
spreader swales located at the south end of the Lely Main Canal and at the south end of the Lely
Manor Canal in Treviso Bay. Collier County is currently performing water quality testing at a
group of locations in the system. The stage and flow work currently underway will generate
water levels and discharge information to assist in estimating total outflow volumes from those
two canals produced by overflow of the control berms.
Towards this end, Johnson Engineering has installed a series of staff gages and electronic water
level recorders in piezometers for a group of locations downstream of the Lely area for work
relating to the Lely Area Stormwater Improvement Program (LASIP). The equipment was
installed in March of 2009 and includes 9 electronic water level gages in piezometers with a staff
gage at each location. Data collection began immediately, recording water levels at each location
at hourly intervals. Two additional gages were installed in January 2011 for the new spreader
swale on Lely Manor West Canal.
Piezometers were downloaded at approximately quarterly intervals and results plotted on
standard time versus water level charts presented inside this report.
In addition to monitoring water levels, Johnson Engineering field staff was tasked to perform a
series of stream flow measurements at 8 locations with the objective being to develop
measurements and data to support the creation of flow measurement rating curves. Due to lack of
rainfall throughout the year, only one set of flow measurements was made, that occurring
September 15, 2009 with discharge values ranging from 8 cubic feet per second (CFS) to 115
CFS. In 2010, flow measurements were made at six locations on August 25, 2010 and one
location on October 12, 2011. Values ranges from no flow to 96 CFS,
Flow measurement data collected to date are insufficient to develop reliable rating curves. Once
rating curves are developed and verified, this information can be used to estimate approximate
discharge volumes leaving the Lely system via surface water overflowing several bermed
earthen control structures .
-i-
The primary outflow points are at the downstream ends of spreader swales constructed as a part
of the Treviso Bay water management system and by the County at the downstream end of the
Lely Main Canal. An additional outfall and spreader swale was completed during 2010. It is
known as the Lely Manor West Canal located west of the Treviso Bay development. In early
January 2011, two additional water level recorders were installed at the new outfall spreader
swale, one upstream of the 1,055 LF overflow berm, and one downstream. A staff gage was also
set near the new upstream recorder location. These locations are shown on Exhibit A and the
new Lely Manor West Canal outfall is shown in more detail on Exhibit E.
Current plans are to continue stage monitoring and to collect additional flow measurements at all
locations during the 2011 calendar year. This will include downloading of the 11 water level
recorders at approximately quarterly intervals and reading the staff gages at the same times.
Rainfall data will continue to be acquired from SFWMD gage at Rookery Bay, as well as water
levels at US 41 bridge at Lely Main Canal, also from SFWMD data files. Flow measurements are
also anticipated should sufficient rainfall occur in the wet season. Flow measurements are not
part of the current scope of work and will need a separate contract at that time.
-ii-
TABLE OF CONTENTS
Page
EXECUTIVE SUMMARY .........................................................................................................
i
1.0
WATER LEVEL READINGS ........................................................................................
1.1
Instrumentation ....................................................................................................
1.2
Recording Intervals ..............................................................................................
1.3
Data Downloading ...............................................................................................
1.4
Methodology ........................................................................................................
1
2
2
2
3
2.0
STAFF GAGE READINGS ............................................................................................ 4
2.1
Methodology ........................................................................................................ 4
3.0
FLOW MEASUREMENTS ............................................................................................ 6
3.1
Methodology ........................................................................................................ 6
3.2
Results .................................................................................................................. 8
4.0
RECOMMENDATIONS ................................................................................................. 10
-iii-
LIST OF TABLES
Number
1
2
3
Typical Piezometer Raw Data ---------------------------------------------------LASIP Staff Gages 2010 ---------------------------------------------------------LASIP Flow Summary 2009 - 2010 ---------------------------------------------
2
5
9
LIST OF FIGURES
Number
1
2
In-Situ Piezometer Installation Sketches (1-11) -------------------- Figures 1-11
Level Troll 500 --------------------------------------------------------------------- 12
LIST OF MAP EXHIBITS
Exhibit
A.
B.
C.
D.
E.
Stage and Flow Project Location Map
Stage and Flow Locations Lely Main Canal Spreader Swale
Stage and Flow Locations Lely Manor Canal Spreader Swale
Stage and Flow Locations Lely Manor Canal at LMB01
Stage and Flow Locations Lely Manor West Canal LMBOOSLU
LIST OF CHARTS
Number
1
2
3
4
5
6
7
Rainfall Chart Rookery Bay
US 41 at Lely Main Canal Stages 1995-2010
Lely Main Canal Spreader Swale
Lely Manor Canal Spreader Swale South Outfall
Lely Manor Canal Spreader Swale North Outfall
Lely Manor Canal West Outfall at US 41
Lely Manor Canal at LMB01
APPENDICES
Appendix A
Site Photographs
-iv-
Collier County (LASIP Hydrological Monitoring)
Steve Preston, Collier County Stormwater Management
1.0
June 20th, 2010
WATER LEVEL READINGS
1.1
Instrumentation
Water levels are recorded using stainless steel/titanium pressure transducer style
dataloggers manufactured by In-Situ Inc., model Level Troll 500, with varying cable
lengths according to the specific application and sensors operating in the 0 to 5 psig
range. This sensor provides the maximum sensitivity needed to detect small differences
in water depths and can read a maximum depth of 11.5 feet. The sensors are installed in a
standard type piezometer in this case being a 2-inch PVC pipe to provide a stilling effect
and for protection of the electronics from the elements. PVC pipes are slotted below the
water surface to allow the sensor to be exposed to the entire head pressure of the
surrounding water surface.
Accuracy of the Level Troll gages are reported by the manufacturer to be 0.05% of the
full scale (FS) range. This equates to an error of about 0.005 feet of water based on a
water depth of 11.5 feet. Typically, water depths are reported only to the nearest
hundredth of a foot (0.01’).
Pressure sensors for the Level Troll 500 are of the silicon strain gage type with titanium
sensor baffles. In addition to recording pressure, the Level Trolls also record temperature
in either Celsius or Fahrenheit at an accuracy of 0.1º C and a resolution of 0.01º C. The
Level Trolls are equipped with internal 3.6 volt lithium batters with an expected life of 5
years. The units can store a maximum of 50,000 records. At hourly intervals, this would
equate to a time period of over 5 years.
Typical raw data from the Level Trolls are by overflowing of the several bermed earthen
control structures in the following form and easily converted to a standard comma
delimited (CSV) or MS Excel (XLS) format for archiving and charting purposes.
1
June 20th, 2010
Table 1. Typical Raw Data From Level Troll 500
Elapsed Time
Date and Time
3/19/2009 15:00
3/19/2009 16:00
3/19/2009 17:00
3/19/2009 18:00
Sensor: Pres(G)
11.5ft
SN#: 141388
Sensor: Pres(G)
11.5ft
SN#: 141388
Pressure (PSI)
0.582268
0.582781
0.580141
0.582116
Temperature (F)
78.232056
77.878136
77.564423
77.469604
Milliseconds
0
3600.001
7200.001
10800.001
Sensor: Pres(G)
11.5ft
SN#: 141388
Level Surface
Elevation (
-0.983576
-0.982393
-0.988487
-0.983927
Typical installation schematics and photo for the Level Trolls are shown in the Figures
section.
1.2
Recording Intervals
The Level Trolls are programmed to record water levels at hourly increments.
These are stored on the unit and downloaded to a handheld device or laptop
computer at quarterly intervals.
The hourly recording interval is an acceptable compromise between being overly
sensitive and overly coarse. This study involves measuring water levels in water
bodies subject to relatively rapid changes in water levels from rainfall or tidal
influences. It is expected that hourly reading will provide sufficient resolution for
future uses including flow calculations. Readings are not intended to be used for
rainfall intensity analysis.
1.3
Data Downloading
The Level Trolls are downloaded to a handheld device or laptop computer at
quarterly intervals. This requires a field technician to visit the gage site and
connect to the Level Troll utilizing a 9 pin serial style connector on a Rugged
Reader handheld computer running Win-Situ software. The log file is copied to
2
June 20th, 2010
the Rugged Reader and returned to the office to be transferred to the in-house
computer network system.
Experience has shown that leaving data on the field units for extended periods of
time results in data problems in several ways. For example, if a technician does
not visit a site for an entire year, the gage may have failed or been vandalized
shortly after the previous visit. This would result in the loss of an entire year’s
worth of data.
1.4
Methodology
Once the Level Trolls are installed and properly secured and braced, they are
programmed with a site name and recording interval. The gages have the ability to
calculate, from the pressure sensor readings, either a water depth in decimal feet,
or an actual water surface elevation to be included with the raw data in the log
files. The latter option minimizes post download calculations.
Benchmarks were run from nearby recognized survey points to the installation
sites in order to carry actual water level information in with the pressure sensor
readings to further facilitate the use of the data. Water levels are reported in this
study in the vertical datum known as North American Vertical Datum of 1988
(NAVD 88). These water levels referenced to NAVD 1988 show directly when
connected to the sensor allowing easy checks to be made with nearby staff gages.
When downloads are made, the field technician also inspects the gage for visible
damage, checks the time function of the gage against local watch time and
performs a calibration verification check. This is accomplished by measuring
down from the reference mark (RM) on the gage set by a previous survey
benchmark run to the water surface. Subtracting this number from the RM
elevation gives the water surface elevation (WSEL)in feet NAVD 1988. This is
compared to the gage reading to assure that the gage is functioning properly.
3
2.0
June 20th, 2010
STAFF GAGE READINGS
2.1
Methodology
Water levels are manually read from staff gages during flow measurements or
during data downloading. Additionally, Collier County personnel read and
maintain water levels from staff gages taken during water quality sampling
operations.
Staff gages are made of a hard, durable plastic graduated in decimal feet capable
of reading to the nearest hundredth of a foot (0.01’). Staff gages are either
mounted directly to the face of a structure, as in the case of the example
photograph in the photograph appendix on page 4 under Piezometer JE 1531, or
mounted to a pressure treated 4x4 post sunk into the canal bank slope and braced
for stability.
All staff gages were leveled to NAVD 1988 vertical datum and adjusted so that
the water level read in the field represents the NAVD 88 elevation directly
without a conversion. Readings are taken to the nearest hundredth of a foot,
although during periods of high winds, turbulence, or waves, readings to the
nearest hundredth of a foot are less reliable.
To minimize cost and redundant readings, staff gage readings were limited to
times when Johnson Engineering staff was downloading water level piezometer
data. Water levels from other times can be taken directly from the piezometer
data. Collier County staff also reads and records staff gage readings during water
quality sampling events. That data is not a part of this report.
The attached Table 2 shows staff gage readings taken during 2010. The period of
record for staff gage readings is from March 2009 through December 2010. See
Charts 3 through 7 for continuous water level elevations during this period.
4
June 20th, 2010
Table 2 - LASIP Staff Gages 2010
Gage
ID
Location
Description
LELYSLU
Main Lely Canal Outfall - Upstream
LELYSLD
LMB00U
Date
Staff (feet)
NAVD 88)
JE Gage
1/15/2010
1.27
Main Lely Canal Outfall - Downstream (Tidal)
1/15/2010
-0.10
JE 1530
US 41 Lely Manor West Canal - Upstream
1/15/2010
1.40
JE 1531
LMB00D
US 41 Lely Manor West Canal - Downstream
1/15/2010
1.40
JE 1532
LMB01
Lely Major East Outfall
1/15/2010
1.67
JE 1533
LMB01ASLU
South Spreader North Outfall - Upstream
1/15/2010
1.66
JE 1534
LMB01ASLD
South Spreader North Outfall - Downstream
1/15/2010
1.53
JE 1535
LMB01SLU
South Spreader South Outfall - Upstream
1/15/2010
1.67
JE 1536
LMB01SLD
South Spreader South Outfall - Downstream
1/15/2010
Dry
JE 1537
LELYSLU
5/21/2010
1.29
JE 1529
LELYSLD
5/21/2010
0.34
JE 1530
LMB00U
5/21/2010
1.53
JE 1531
LMB00D
5/21/2010
1.53
JE 1532
LMB01
Lely Major East Outfall
5/21/2010
1.35
JE 1533
LMB01ASLU
5/21/2010
1.35
JE 1534
LMB01ASLD
5/21/2010
1.21
JE 1535
LMB01SLU
5/21/2010
1.36
JE 1536
LMB01SLD
5/21/2010
Dry
JE 1537
LELYSLU
7/27/2010
1.35
JE 1529
LELYSLD
7/27/2010
0.43
JE 1530
LMB00U
7/27/2010
2.59
JE 1531
LMB00D
7/27/2010
2.59
JE 1532
LMB01
Lely Major Easst Outfall
7/27/2010
1.88
JE 1533
LMB01ASLU
7/27/2010
1.89
JE 1534
LMB01ASLD
7/27/2010
1.74
JE 1535
LMB01SLU
7/27/2010
1.89
JE 1536
LMB01SLD
7/27/2010
1.37
JE 1537
LELYSLU
10/12/2010
1.22
JE 1529
LELYSLD
10/12/2010
-0.02
JE 1530
LMB00U
10/12/2010
WR
JE 1531
LMB00D
10/12/2010
WR
JE 1532
LMB01
Lely Manor East Outfall
10/12/2010
1.58
JE 1533
LMB01ASLU
10/12/2010
1.57
JE 1534
LMB01ASLD
10/12/2010
1.50
JE 1535
LMB01SLU
10/12/2010
1.58
JE 1536
LMB01SLD
10/12/2010
1.37
JE 1537
LELYSLU
11/12/2010
1.27
JE 1529
LELYSLD
11/12/2010
0.31
JE 1530
LMB00U
11/12/2010
1.47
JE 1531
LMB00D
11/12/2010
1.47
JE 1532
5
JE 1529
June 20th, 2010
LMB01
Lely Manor East Outfall
11/12/2010
1.58
JE 1533
LMB01ASLU
11/12/2010
1.58
JE 1534
LMB01ASLD
11/12/2010
1.30
JE 1535
LMB01SLU
11/12/2010
1.58
JE 1536
LMB01SLD
11/12/2010
1.49
JE 1537
Notes:
1. Locations are as shown on the aerial location map.
2. Readings are NAVD 1988 datum.
3. Refer to continuous water level charts for additional data.
6
3.
June 20th, 2010
FLOW MEASUREMENTS
3.1
Methodology
Due to abnormally low rainfall during the season, the number of flow
measurements was lower than expected. As shown in the attached Chart #1 for
Rainfall at Rookery Bay, total rainfall received for the year was 49.85 inches and
some of the higher rainfalls were during the early season in June when the ground
typically has more ability to absorb runoff. The net result was only one flow
measuring event occurring on September 15, 2009, during which flows were
measured at six different locations. See the attached Table 3 Flow Summary –
LASIP.
Flow measurement field techniques are based on standard United States Geologic
Survey (USGS) accepted procedures with modifications as needed to
accommodate special local conditions such as very low velocities.
Flow measurement types are either stream measurements, culvert measurements
or weir (overflow berm) measurements. Stream discharge measurements are made
by first determining the total flowing area at the flow station location. This is
accomplished by stretching a rope from bank to bank, measuring off 10-foot
increments and determining depth at each 10-foot interval. Velocities are also
obtained at each 10-foot interval at two locations in the vertical profile: 20% of
depth and 80% of depth. The sectional discharges are calculated according to
USGS publication Discharge Measurements at Gaging Locations Chapter A8.
Sectional discharges are summed to produce a total discharge in cubic feet per
second (CFS). Velocities are determined by using a Price Open Cup meter
connected to a calibrated digital readout device or by counting cup revolutions
during a known time period.
7
June 20th, 2010
For shallow depths or very low velocities, the procedure is modified to use
fluorescent dye moving a specified distance in the flow stream and using a
stopwatch to time the distance traveled.
The several overflow berms in the project present special and challenging
conditions. One being the depth of flow can be very small, less than 0.1-feet deep.
Another challenge is the construction of the long overflow berms, which by virtue
of the construction techniques results in top elevations that can vary by several
tenths of a foot over the length of the berm. So while a berm elevation may be
listed on the permit as 1.78-feet NAVD, when water is actually at this elevation,
there are likely to be some combination of flowing and non flowing areas of the
overflow berm due to slight variations in top of berm elevations. Until water
levels are significantly above the top of berm, 0.5-feet or more for example,
calculations of discharge based on one upstream water depth are likely to yield
inaccurate results. In the case of the measurements made on the September 15,
2009 date, the individual flowing areas were measured and separate depths
determined, then the individual discharges were summed together to arrive at a
total discharge. This will be normal behavior for the long overflow weir structures
found at the south end of the Lely Main Canal, and the two overflow berms at the
south end of the Lely Manor Canal.
The Lely Main Canal outfall berm also has its own special conditions which
complicate accurate discharge measurements. In addition to the varying top
elevations described above, this berm is located in a tidal area and examination of
the water level charts for this location will show occasional periods where
periodic high tides produce downstream water levels that are higher than the berm
elevation. This can results in reverse flow into the system, which has been
observed, or reduced discharge due to downstream submergence. As the tide goes
out, this effect is diminished and eliminated when the downstream elevation drops
below the berm elevation. This will be an additional challenge when attempting to
8
June 20th, 2010
use water level gage information alone to calculate discharge from the system.
During the test period, this has been mitigated by choosing a location upstream of
the spreader swale in the main canal to determine velocities and calculate
discharge.
Culvert discharge measurements are accomplished by using the standard Price
Open Cup meter at multiple locations normally at the upstream face of the
flowing culvert. Velocities are obtained either by connection to a calibrated
digital readout, or by manually counting revolutions during a specified time
period and consulting the calibration chart provided by the manufacturer. The
total flowing area at the culvert is determined by on site physical measurements
including depth of mud at the culvert, if applicable. During periods of very low
flows, the stream velocity may be insufficient to turn the cups of the meter. In this
case, fluorescent dye is used and the time for the dye to travel a known distance is
determined multiple times and averaged to produce a velocity. By this technique,
flow measurements can be made with reasonable, but less, accuracy as the
standard Price Open Cup method, but at far lower velocities. It is not unusual to
have velocities below that required to turn the cups of the meter, but over a total
flowing area large enough to produce significant and visually obvious flowing
water. Other methodologies exist and can be used to determine very low stream
velocities, such as particle velocities determined by doppler effect.
3.2
Results
Data collected was insufficient to produce desired flow rating curves for each of
the locations. Nonetheless, discharges in CFS were calculated for all locations on
September 15, 2009 ranging from 8 CFS at the south Treviso Bay Spreader Swale
to 114 CFS at the Lely Main Canal upstream of the spreader swale. See attached
Table 3.
9
June 20th, 2010
Table 3. Flow Measurements through October 2010
FLOW SUMMARY LASIP
Date
ID
Structure
WSEL
NAVD88
Flow
CFS
9/15/2009
LELYSLU
Open Channel
1.31
115.5
Upstream of Lely Main canal Spreader Swale
9/15/2009
LELY
Bridge
1.32
49.4
Bridge at US 41 Lely Main Canal
9/15/2009
LMB00U
Box Culvert
1.93
11.6
Culvert Under US 41 North side Treviso Bay
9/15/2009
LMB01
Open Channel
2.00
16.5
Lely Manor West Canal
9/15/2009
LMB01SLU
Overflow Berm
2.00
17.4
Treviso Bay Spreader Swale North Overflow
9/15/2009
LMB01ASLU
Overflow Berm
1.99
8.0
Treviso Bay Spreader Swale South Overflow
8/25/2010
LELYSLU
Open Channel
1.32
96.5
10/12/2010
LELYSLU
Open Channel
1.20
1.3
8/25/2010
LELY
Bridge
1.11
16.8
Bridge at US 41 Lely Main Canal
8/25/2010
LMB00U
Box Culvert
3.20
0.0
Culvert Under US 41 North side Treviso Bay
8/25/2010
LMB01
Open Channel
2.00
0.0
Lely Manor West Canal
8/25/2010
LMB01SLU
Overflow Berm
2.00
16.1
Treviso Bay Spreader Swale North Overflow
8/25/2010
LMB01ASLU
Overflow Berm
2.00
16.8
Treviso Bay Spreader Swale South Overflow
Notes:
1. Locations are as shown on the aerial location map.
2. Readings are NAVD 1988 datum.
10
Location
4.0
June 20th, 2010
RECOMMENDATIONS
1. Continue data collection for the remainder of the 2011 calendar year. Hourly stage
readings, as currently being obtained, are sufficient resolution at all locations.
2. Obtain as many flow measurements as practical at all 8 locations during the
remainder of 2011 to produce additional data points for a potential rating curve. Best
results will be obtained when data points represent the full range of expected flow
rates from low to high.
3. Staff gage face plates have developed a hard water scale that is making gage readings
more difficult. We will attempt to scrape these off, but often this removes some of the
gradations. Depending on how long these will need read, replacement of the plate
sections in contact with the water should be considered.
11
FIGURES
12
MAP EXHIBITS
CHARTS
DATE
31-Dec-10
17-Dec-10
3-Dec-10
19-Nov-10
5-Nov-10
22-Oct-10
8-Oct-10
24-Sep-10
10-Sep-10
27-Aug-10
13-Aug-10
30-Jul-10
16-Jul-10
2-Jul-10
18-Jun-10
4-Jun-10
21-May-10
7-May-10
3.75
23-Apr-10
9-Apr-10
26-Mar-10
12-Mar-10
26-Feb-10
12-Feb-10
29-Jan-10
15-Jan-10
1-Jan-10
1
DAILY RAINFALL (inches)
Rookery Bay
SFWMD Rain Gage 2010
RAINFALL TOTAL
JAN 01, 2009 TO DEC 31, 2009 = 51.74"
5.00
4.75
4.50
4.25
4.00
Max Rainfall 3.52"
Occurred 4-10-2010
3.50
3.25
3.00
2.75
2.50
2.25
2.00
1.75
1.50
1.25
1.00
0.75
0.50
0.25
0.00
Chart 1
Date
7/20/2010
1/20/2010
Water level data from SFWMD
DBHydro database
Station:LELYUS41
7/20/2009
1/20/2009
7/20/2008
1/20/2008
7/20/2007
1/20/2007
7/20/2006
1/20/2006
7/20/2005
1/20/2005
7/20/2004
1/20/2004
7/20/2003
1/20/2003
7/20/2002
1/20/2002
7/20/2001
1/20/2001
7/20/2000
1/20/2000
7/20/1999
1/20/1999
7/20/1998
1/20/1998
7/20/1997
1/20/1997
7/20/1996
1/20/1996
7
7/20/1995
1/20/1995
2
Stage Feet NAVD 1988
Water Levels at LELY US41
Main Lely Canal
1995-2010
W ater Level
Approximate roadway elevation at US 41 bridge
Road Elv
Berm Overflow
5
3
Construction activities in
progress 2008-2010 Complete
fall 2010
Approx Berm
Elevation at
Spreader Swale
1
-1
-3
Chart 2
Lely Area Stormwater Improvement Plan
2010 Water Levels
Lely Main Canal Spreader Swale
LELYSLD - JE 1530 EG=-0.68
LELYSLU - JE 1529 EG=-2.5
Crest
5.00
4.00
LELYSLU and LELYSLD operational March 19, 2009
3.00
LELYSLD is under tidal influence
3
2.00
1.00
0.00
-1.00
-2.00
-3.00
-4.00
DATE
31-Dec-10
17-Dec-10
3-Dec-10
19-Nov-10
5-Nov-10
22-Oct-10
8-Oct-10
24-Sep-10
10-Sep-10
27-Aug-10
13-Aug-10
30-Jul-10
16-Jul-10
2-Jul-10
18-Jun-10
4-Jun-10
21-May-10
7-May-10
23-Apr-10
9-Apr-10
26-Mar-10
12-Mar-10
26-Feb-10
12-Feb-10
29-Jan-10
15-Jan-10
-5.00
1-Jan-10
WSEL - NAVD 1988
Crest (Berm) Elev +/- 1.2
2010 Water Levels
Lely Manor Canal Spreader Swale South Outfall
Overflow Elev
LMB01ASLU - JE 1536 EG=-2.7
LMB01ASLD - JE 1537 NG=+1.0
LMBLMB01A SLU and LMB01A SLD operational March 17, 2008
5.00
4.00
3.00
4
Overflow Elevation 1.78'
1.00
0.00
-1.00
-2.00
DATE
31-Dec-10
17-Dec-10
3-Dec-10
19-Nov-10
5-Nov-10
22-Oct-10
8-Oct-10
24-Sep-10
10-Sep-10
27-Aug-10
13-Aug-10
30-Jul-10
16-Jul-10
2-Jul-10
18-Jun-10
4-Jun-10
21-May-10
7-May-10
23-Apr-10
9-Apr-10
26-Mar-10
12-Mar-10
26-Feb-10
12-Feb-10
29-Jan-10
15-Jan-10
-3.00
1-Jan-10
WSEL - NAVD 1988
2.00
2010 Water Levels
Lely Manor Canal Spreader Swale North Outfall
Overflow Elev
LMB01SLU - JE 1534 EG=-1.8
LMB01SLD - JE 1535 NG=+1.0
5.00
LMBLMB01 SLU and LMB01 SLD operational March 17, 2008
4.00
3.00
2.00
5
1.00
0.00
-1.00
-2.00
-3.00
-4.00
DATE
31-Dec-10
17-Dec-10
3-Dec-10
19-Nov-10
5-Nov-10
22-Oct-10
8-Oct-10
24-Sep-10
10-Sep-10
27-Aug-10
13-Aug-10
30-Jul-10
16-Jul-10
2-Jul-10
18-Jun-10
4-Jun-10
21-May-10
7-May-10
23-Apr-10
9-Apr-10
26-Mar-10
12-Mar-10
26-Feb-10
12-Feb-10
29-Jan-10
15-Jan-10
-5.00
1-Jan-10
WSEL - NAVD 1988
Overflow Elev 1.74
LMB00U and LMB00D operational March 18, 2008
Canal west of US 41 blocked for excavation after
mid January. Some backpumping likley occurred
during summer
rains.
2010 Water Levels
Lely Manor Canal West Outfall - US 41
LMB00U - JE 1531 EG=-0.90'
LMB00D - JE 1532 EG=-0.68'
Invert Elev
Mud Elev
Ceiling Elev
5.00
4.00
Box Culvert Ceiling Elevation
3.00
2.00
JE1532 out of service
due to construction
Canal reopened
Canal Blocked west of US 41
0.00
Box Culvert Mud Elevation
-1.00
-2.00
Box Culvert Invert Elevation
DATE
31-Dec-10
17-Dec-10
3-Dec-10
19-Nov-10
5-Nov-10
22-Oct-10
8-Oct-10
24-Sep-10
10-Sep-10
27-Aug-10
13-Aug-10
30-Jul-10
16-Jul-10
2-Jul-10
18-Jun-10
4-Jun-10
21-May-10
7-May-10
23-Apr-10
9-Apr-10
26-Mar-10
12-Mar-10
26-Feb-10
12-Feb-10
29-Jan-10
15-Jan-10
-3.00
1-Jan-10
WSEL - NAVD 198
88
6
1.00
DATE
31-Dec-10
17-Dec-10
3-Dec-10
19-Nov-10
5-Nov-10
22-Oct-10
8-Oct-10
24-Sep-10
10-Sep-10
27-Aug-10
13-Aug-10
30-Jul-10
16-Jul-10
2-Jul-10
18-Jun-10
4-Jun-10
21-May-10
7-May-10
23-Apr-10
9-Apr-10
26-Mar-10
12-Mar-10
26-Feb-10
12-Feb-10
29-Jan-10
15-Jan-10
1-Jan-10
7
WSEL - NAVD 1988
2010 Water Levels
Lely Manor Canal
LMB01
LMB01 - JE 1533 EG=-1.65'
LMB01 operational March 18, 2008
Upstream Pump Station
in operation
5.00
4.00
3.00
2.00
1.00
0.00
-1.00
-2.00
-3.00
APPENDIX A
SITE PHOTOGRAPHS
APPENDIX A
Site Photographs
A: LELY MAIN CANAL ................................................................................................ 2-3
B: LELY MANOR CANAL WEST OUTFALL ............................................................. 4-5
C: LELY MANOR CANAL .......................................................................................... 6-10
C: LELY WEST CANAL ............................................................................................ 11-12
D: FLOW PHOTOGRAPHS ....................................................................................... 13-16
1
Piezometer JE 1529 LELYSLU
Photo #1 Looking southeast at piezometer location
Photo #2 Close-up of piezometer and staff gage.
2
Piezometer JE 1530 LELYSLD
Photo #1 Looking northwest at piezometer location
Photo #2 Close-up of piezometer location.
3
Piezometer JE 1531 LMB00U
Photo #1 Looking southerly at piezometer and staff gage location at US 41
Photo #2 Close-up of staff gage mounted on US 41 box culvert upstream side.
4
Piezometer JE 1532 LMB00D
Photo #1 Looking east at piezometer location US 41 downstream
Photo #2 Looking northeast at piezometer and staff gage location US 41 downstream
5
Piezometer JE 1533 LMB01
Photo #1 Looking east at piezometer and staff gage location
Photo #2 Close-up of piezometer and staff gage location.
6
Piezometer JE 1534 LMB01SLU
Photo #1 Looking north at piezometer and staff gage location
7
Piezometer JE 1535 LMB01SLD
Photo #1 Looking west at piezometer and staff gage location
8
Piezometer JE 1536 LMB01ASLU
Photo #1 Looking north at piezometer location
Photo #2 Close-up of pPiezometer location.
9
Piezometer JE 1537 LMB01ASLD
Photo #1 Looking east at piezometer and staff gage location
10
Piezometer LMBOOSLU
Photo #1 Looking north at piezometer and staff gage location
11
Piezometer LMBOOSLD
Photo #1 Looking south at piezometer and staff gage location
12
Flow measuring equipment in Lely Main Canal near JE 1529 on 9/15/09
Measuring flow at Lely Main Canal near JE 1529 on 9/15/09
Flow measurement station Lely Main Canal near JE 1529
13
Flow across spreader lake outfall berm in Lely Main Canal 9/15/09
near JE 1530. Flow is from left to right (NE to SW)
Flow across spreader lake outfall berm in Lely Manor Canal 9/15/09
near JE 1537. Flow is from right to left (N to S)
14
Flow across spreader lake outfall berm in Lely Manor Canal 9/15/09
near JE 1534. Flow is from right to left (E to W)
Depth of flow on outfall berm in Lely Manor Canal 9/15/09
near JE 1534. Flow is from right to left (E to W)
15
Flow across spreader lake outfall berm in Lely Main Canal 9/15/09
near JE 1529. Flow is from right to left (NE to SW). Note the uneven flow pattern that
occurs when the water level is very close to the crest elvation.
Pygmy style Price Open Cup Flowmeter with output display meter
16

lely area stormwater improvement program (lasip)

Transcription

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