LELY AREA STORMWATER IMPROVEMENT PROGRAM (LASIP) STAGE … · LELY AREA STORMWATER IMPROVEMENT...

FTMS01\Proj-fmw\20087326-011\Reports\2009 Reports\2009 Summary Report.doc April __ 2010

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

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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 .

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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.

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TABLE OF CONTENTS

Page EXECUTIVE SUMMARY ......................................................................................................... i 1.0 WATER LEVEL READINGS ........................................................................................ 1

1.1 Instrumentation .................................................................................................... 2 1.2 Recording Intervals .............................................................................................. 2 1.3 Data Downloading ............................................................................................... 2 1.4 Methodology ........................................................................................................ 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

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LIST OF TABLES

Number 1 Typical Piezometer Raw Data ---------------------------------------------------- 2 2 LASIP Staff Gages 2010 ---------------------------------------------------------- 5 3 LASIP Flow Summary 2009 - 2010 --------------------------------------------- 9

LIST OF FIGURES

Number 1 In-Situ Piezometer Installation Sketches (1-11) -------------------- Figures 1-11 2 Level Troll 500 --------------------------------------------------------------------- 12

LIST OF MAP EXHIBITS Exhibit

A. Stage and Flow Project Location Map B. Stage and Flow Locations Lely Main Canal Spreader Swale C. Stage and Flow Locations Lely Manor Canal Spreader Swale D. Stage and Flow Locations Lely Manor Canal at LMB01 E. Stage and Flow Locations Lely Manor West Canal LMBOOSLU

LIST OF CHARTS Number

1 Rainfall Chart Rookery Bay 2 US 41 at Lely Main Canal Stages 1995-2010 3 Lely Main Canal Spreader Swale 4 Lely Manor Canal Spreader Swale South Outfall 5 Lely Manor Canal Spreader Swale North Outfall 6 Lely Manor Canal West Outfall at US 41 7 Lely Manor Canal at LMB01

APPENDICES

Appendix A Site Photographs

Collier County (LASIP Hydrological Monitoring) June 20th, 2010 Steve Preston, Collier County Stormwater Management

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1.0 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.


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Table 1. Typical Raw Data From Level Troll 500

Sensor: Pres(G)

11.5ft Sensor: Pres(G)

11.5ft Sensor: Pres(G)

11.5ft Elapsed Time SN#: 141388 SN#: 141388 SN#: 141388

Date and Time Milliseconds Pressure (PSI) Temperature (F) Level Surface

Elevation ( 3/19/2009 15:00 0 0.582268 78.232056 -0.983576 3/19/2009 16:00 3600.001 0.582781 77.878136 -0.982393 3/19/2009 17:00 7200.001 0.580141 77.564423 -0.988487 3/19/2009 18:00 10800.001 0.582116 77.469604 -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


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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.


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2.0 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.


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Table 2 - LASIP Staff Gages 2010

Gage Location Date Staff (feet) JE Gage ID Description NAVD 88)

LELYSLU Main Lely Canal Outfall - Upstream 1/15/2010 1.27 JE 1529 LELYSLD Main Lely Canal Outfall - Downstream (Tidal) 1/15/2010 -0.10 JE 1530 LMB00U 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 Main Lely Canal Outfall - Upstream 5/21/2010 1.29 JE 1529 LELYSLD Main Lely Canal Outfall - Downstream (Tidal) 5/21/2010 0.34 JE 1530 LMB00U US 41 Lely Manor West Canal - Upstream 5/21/2010 1.53 JE 1531 LMB00D US 41 Lely Manor West Canal - Downstream 5/21/2010 1.53 JE 1532 LMB01 Lely Major East Outfall 5/21/2010 1.35 JE 1533 LMB01ASLU South Spreader North Outfall - Upstream 5/21/2010 1.35 JE 1534 LMB01ASLD South Spreader North Outfall - Downstream 5/21/2010 1.21 JE 1535 LMB01SLU South Spreader South Outfall - Upstream 5/21/2010 1.36 JE 1536 LMB01SLD South Spreader South Outfall - Downstream 5/21/2010 Dry JE 1537 LELYSLU Main Lely Canal Outfall - Upstream 7/27/2010 1.35 JE 1529 LELYSLD Main Lely Canal Outfall - Downstream (Tidal) 7/27/2010 0.43 JE 1530 LMB00U US 41 Lely Manor West Canal - Upstream 7/27/2010 2.59 JE 1531 LMB00D US 41 Lely Manor West Canal - Downstream 7/27/2010 2.59 JE 1532 LMB01 Lely Major Easst Outfall 7/27/2010 1.88 JE 1533 LMB01ASLU South Spreader North Outfall - Upstream 7/27/2010 1.89 JE 1534 LMB01ASLD South Spreader North Outfall - Downstream 7/27/2010 1.74 JE 1535 LMB01SLU South Spreader South Outfall - Upstream 7/27/2010 1.89 JE 1536 LMB01SLD South Spreader South Outfall - Downstream 7/27/2010 1.37 JE 1537 LELYSLU Main Lely Canal Outfall - Upstream 10/12/2010 1.22 JE 1529 LELYSLD Main Lely Canal Outfall - Downstream (Tidal) 10/12/2010 -0.02 JE 1530 LMB00U US 41 Lely Manor West Canal - Upstream 10/12/2010 WR JE 1531 LMB00D US 41 Lely Manor West Canal - Downstream 10/12/2010 WR JE 1532 LMB01 Lely Manor East Outfall 10/12/2010 1.58 JE 1533 LMB01ASLU South Spreader North Outfall - Upstream 10/12/2010 1.57 JE 1534 LMB01ASLD South Spreader North Outfall - Downstream 10/12/2010 1.50 JE 1535 LMB01SLU South Spreader South Outfall - Upstream 10/12/2010 1.58 JE 1536 LMB01SLD South Spreader South Outfall - Downstream 10/12/2010 1.37 JE 1537 LELYSLU Main Lely Canal Outfall - Upstream 11/12/2010 1.27 JE 1529 LELYSLD Main Lely Canal Outfall - Downstream (Tidal) 11/12/2010 0.31 JE 1530 LMB00U US 41 Lely Manor West Canal - Upstream 11/12/2010 1.47 JE 1531 LMB00D US 41 Lely Manor West Canal - Downstream 11/12/2010 1.47 JE 1532


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LMB01 Lely Manor East Outfall 11/12/2010 1.58 JE 1533 LMB01ASLU South Spreader North Outfall - Upstream 11/12/2010 1.58 JE 1534 LMB01ASLD South Spreader North Outfall - Downstream 11/12/2010 1.30 JE 1535 LMB01SLU South Spreader South Outfall - Upstream 11/12/2010 1.58 JE 1536 LMB01SLD South Spreader South Outfall - Downstream 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.


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3. 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.


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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


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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.


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Table 3. Flow Measurements through October 2010

FLOW SUMMARY LASIP

Date ID Structure WSEL Flow Location NAVD88 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 Upstream of Lely Main canal Spreader Swale 10/12/2010 LELYSLU Open Channel 1.20 1.3 Upstream of Lely Main canal Spreader Swale

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.


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4.0 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.

FIGURES

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MAP EXHIBITS

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Rookery BaySFWMD Rain Gage 2010

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RAINFALL TOTALJAN 01, 2009 TO DEC 31, 2009 = 51.74"

Max Rainfall 3.52"Occurred 4-10-2010

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Date

Water Levels at LELY US41Main Lely Canal

1995-2010

Water Level

Road Elv

Berm Overflow

Water level data from SFWMD DBHydro databaseStation:LELYUS41

Approximate roadway elevation at US 41 bridge

Construction activities in progress 2008-2010 Complete

fall 2010

Chart 2

Approx BermElevation at

Spreader Swale

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Lely Area Stormwater Improvement Plan 2010 Water Levels

Lely Main Canal Spreader Swale

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LELYSLD - JE 1530 EG=-0.68

LELYSLU - JE 1529 EG=-2.5

Crest

LELYSLU and LELYSLD operational March 19, 2009LELYSLD is under tidal influence

Crest (Berm) Elev +/- 1.2

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Lely Manor Canal Spreader Swale South Outfall

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27-A

ug-1

0

10-S

ep-1

0

24-S

ep-1

0

8-O

ct-1

0

22-O

ct-1

0

5-N

ov-1

0

19-N

ov-1

0

3-D

ec-1

0

17-D

ec-1

0

31-D

ec-1

0

DATE

WSE

L - N

AVD

198

8

Overflow Elev

LMB01ASLU - JE 1536 EG=-2.7

LMB01ASLD - JE 1537 NG=+1.0

LMBLMB01A SLU and LMB01A SLD operational March 17, 2008

Overflow Elevation 1.78'

krh

Text Box

4


Lely Manor Canal Spreader Swale North Outfall

-5.00

-4.00

-3.00

-2.00

-1.00

0.00

1.00

2.00

3.00

4.00

5.00

1-Ja

n-10

15-J

an-1

0

29-J

an-1

0

12-F

eb-1

0

26-F

eb-1

0

12-M

ar-1

0

26-M

ar-1

0

9-Ap

r-10

23-A

pr-1

0

7-M

ay-1

0

21-M

ay-1

0

4-Ju

n-10

18-J

un-1

0

2-Ju

l-10

16-J

ul-1

0

30-J

ul-1

0

13-A

ug-1

0

27-A

ug-1

0

10-S

ep-1

0

24-S

ep-1

0

8-O

ct-1

0

22-O

ct-1

0

5-N

ov-1

0

19-N

ov-1

0

3-D

ec-1

0

17-D

ec-1

0

31-D

ec-1

0

DATE

WSE

L - N

AVD

198

8

Overflow Elev

LMB01SLU - JE 1534 EG=-1.8

LMB01SLD - JE 1535 NG=+1.0

Overflow Elev 1.74

LMBLMB01 SLU and LMB01 SLD operational March 17, 2008

krh

Text Box

5

2.00

3.00

4.00

5.00

88Lely Area Stormwater Improvement Plan

2010 Water LevelsLely Manor Canal West Outfall - US 41

LMB00U - JE 1531 EG=-0.90'

LMB00D - JE 1532 EG=-0.68'

Invert Elev

Mud Elev

Ceiling Elev

LMB00U and LMB00D operational March 18, 2008Canal west of US 41 blocked for excavation after mid January. Some backpumping likley occurred during summer rains.

Box Culvert Ceiling Elevation

-3.00

-2.00

-1.00

0.00

1.00

1-Ja

n-10

15-J

an-1

0

29-J

an-1

0

12-F

eb-1

0

26-F

eb-1

0

12-M

ar-1

0

26-M

ar-1

0

9-Ap

r-10

23-A

pr-1

0

7-M

ay-1

0

21-M

ay-1

0

4-Ju

n-10

18-J

un-1

0

2-Ju

l-10

16-J

ul-1

0

30-J

ul-1

0

13-A

ug-1

0

27-A

ug-1

0

10-S

ep-1

0

24-S

ep-1

0

8-O

ct-1

0

22-O

ct-1

0

5-N

ov-1

0

19-N

ov-1

0

3-D

ec-1

0

17-D

ec-1

0

31-D

ec-1

0

WSE

L -N

AVD

198

DATE

Box Culvert Mud Elevation

Box Culvert Invert Elevation

JE1532 out of servicedue to construction

Canal Blocked west of US 41 Canal reopened

krh

Text Box

6

Lely Area Stormwater Improvement Plan 2010 Water LevelsLely Manor Canal

LMB01

-3.00

-2.00

-1.00

0.00

1.00

2.00

3.00

4.00

5.00

1-Ja

n-10

15-J

an-1

0

29-J

an-1

0

12-F

eb-1

0

26-F

eb-1

0

12-M

ar-1

0

26-M

ar-1

0

9-Ap

r-10

23-A

pr-1

0

7-M

ay-1

0

21-M

ay-1

0

4-Ju

n-10

18-J

un-1

0

2-Ju

l-10

16-J

ul-1

0

30-J

ul-1

0

13-A

ug-1

0

27-A

ug-1

0

10-S

ep-1

0

24-S

ep-1

0

8-O

ct-1

0

22-O

ct-1

0

5-N

ov-1

0

19-N

ov-1

0

3-D

ec-1

0

17-D

ec-1

0

31-D

ec-1

0

DATE

WSE

L - N

AVD

198

8

LMB01 - JE 1533 EG=-1.65'

LMB01 operational March 18, 2008

Upstream Pump Stationin operation

krh

Text Box

7

APPENDIX A

SITE PHOTOGRAPHS

1

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

2

Piezometer JE 1529 LELYSLU

Photo #1 Looking southeast at piezometer location

Photo #2 Close-up of piezometer and staff gage.

3

Piezometer JE 1530 LELYSLD

Photo #1 Looking northwest at piezometer location

Photo #2 Close-up of piezometer location.

4

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.

5

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

6

Piezometer JE 1533 LMB01

Photo #1 Looking east at piezometer and staff gage location

Photo #2 Close-up of piezometer and staff gage location.

7

Piezometer JE 1534 LMB01SLU

Photo #1 Looking north at piezometer and staff gage location


8

Piezometer JE 1535 LMB01SLD

Photo #1 Looking west at piezometer and staff gage location


9

Piezometer JE 1536 LMB01ASLU

Photo #1 Looking north at piezometer location

Photo #2 Close-up of pPiezometer location.

10

Piezometer JE 1537 LMB01ASLD

Photo #1 Looking east at piezometer and staff gage location


11

Piezometer LMBOOSLU

Photo #1 Looking north at piezometer and staff gage location


12

Piezometer LMBOOSLD

Photo #1 Looking south at piezometer and staff gage location

13

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

14

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)

15

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)

16

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

LELY AREA STORMWATER IMPROVEMENT PROGRAM (LASIP) STAGE … · LELY AREA STORMWATER IMPROVEMENT...

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