illinois and michigan canal lasalle, illinois planning assistance to states

ILLINOIS AND MICHIGAN CANAL LASALLE, ILLINOIS PLANNING ASSISTANCE TO THE STATES

February 2006


CONTENTS I. II. III. IV. V. VI. VII. VIII. IX. Introduction ........................................................................................................................1 Background ........................................................................................................................1 Study Purpose and Goals....................................................................................................3 Sediment Removal and Quantity Analysis.........................................................................3 Hydrology and Hydraulics .................................................................................................4 Water Level Management ..................................................................................................7 Channel Maintenance.......................................................................................................15 Conclusions ......................................................................................................................18 Recommendations for Increasing the Water Level of the Lower Section of the Canal ...19

Tables 1 2 3 4 Dredging Options for the I & M Canal .................................................................................4 Natural Drainage Areas Near the I& M Canal ......................................................................4 Potential Gravity Water Sources for the I& M Canal ...........................................................7 Potential Pumpable Water Sources for the I & M Canal.....................................................13

Figures 1 2 3 4 5 Location Map ........................................................................................................................2 Existing Conditions Plan View at Pecumsaugan Creek .....................................................8 Proposed Plan View Pecumsaugan Creek...........................................................................10 Existing and Proposed Profiles at Pecumsaugan Creek ......................................................11 Proposed Algae Skimmer at the Little Vermillion River Aqueduct....................................18

Photographs 1 2 3 4 5 I & M Lock 14 at La Salle, IL...............................................................................................5 Close-up of the Spillway Cutout in the Aqueduct over the Little Vermillion Creek ...........6 Pecumsaugan Creek Spillway and Bridge after Precipitation Event.....................................9 Temporary Earthen Dam Just West of Pecumsaugan Creeks Entrance into the Canal .......9 Water Leaks around Wooden Risers at Pecumsaugan Dam ...............................................16

Appendices A B C D Plates Sediment Content Analysis Survey Information Photographs

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ILLINOIS AND MICHIGAN CANAL LASALLE, ILLINOIS PLANNING ASSISTANCE TO STATES

I. INTRODUCTION In the early 1800s, the State of Illinois determined that a waterway was needed to permanently connect the Great Lakes to the Gulf of Mexico. Several routes were surveyed, resulting in the 96 mile Illinois and Michigan (I & M) Canal (the Canal). The canal was excavated between 1836 and 1848, becoming a vital transportation route between Chicago and the Gulf of Mexico. The canal closed in 1933 when the Des Plaines and Illinois Rivers were channelized. Since then, most of the canal has either deteriorated or been filled with sediment. During the last 30 years, a section of the canal from La Salle, IL to Clark Run Creek at Utica, IL has been rehabilitated. During the 1970s, volunteers dredged sediment from this section of the canal to return it to its original depth of 6 feet. However, after 30 more years of sediment deposition, the canal has again silted in with deposits of 4 to 6 feet deep. Currently this section of the canal is managed by the Illinois Department of Natural Resources (ILDNR) and serves as a recreational area. The canal itself supports fishing in certain areas, and the south tow path of the canal serves as a recreational trail/bike path that extends from Lock 14 past the village of Utica. The canal water level from Lock 14 to the temporary dam at Lock 13 (plate A1, appendix A) is maintained primarily by pumping water from the Illinois River. This water is propelled by two pumps located near the I-39 crossing of the Illinois River (plate A1). The pumps, owned and maintained by the ILDNR, require frequent maintenance. Upland drainage enters the canal at various culverts (plate A2). Because of the canals importance to late 19th and early 20th century transportation, it is proposed that a section of the canal be reconstructed and preserved for historic reasons. The proposal includes placing a working replica of a canal boat on the canal. In addition, replica buildings of the lockmasters living quarters and barns that housed the mules that pulled canal boats would be constructed. The replica canal boat would operate on the canal from Lock 14 in LaSalle to Split Rock, a geological formation that is approximately 1 miles north of Lock 14. (See map, page 2.) The proposed replica canal boat would have a width of 15 feet, length of 76 feet, and a draft of 21 inches. The boat would have an aluminum bottom and be powered by two electric motors. Tourists could view the canals historic operations and ride the boat along the canal between Lock 14 and Split Rock.

II. BACKGROUND To establish a navigable channel for the replica canal boat, the following issues must be addressed. Sediment Removal. To allow the boat to maneuver on the canal, the channel would need to be dredged. After volunteers dredged this reach of the canal in the 1970s, it has since silted in with up to 4 or more feet of sediment in some areas. Currently, a boat with a draft of 21 inches could not make the entire journey from Lock 14 to Split Rock. Water Inflow. Currently, water is pumped from the Illinois River to add water to the canal. Without pumping water into the system, the current water flow is not significant to maintain depth, nor is the velocity sufficient to reduce sedimentation or algae growth. Pumping water from the Illinois River has not been a reliable source as there are continual maintenance problems with the pumps. A sudden loss of the pumping capacity can lead to a loss of pool. Budget issues can severely delay equipment repair or replacement.

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Figure 1. Location Map 2

I&M Canal at La Salle, IL

LA SALLE CO.Little Vermillion River

0 2,000

Feet 4,000

39

Pecumsaugan Creek

Digital Orthophotos from April 1998. Source: U.S. Geological Survey.

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MM 2.5 End of Project

La Salle

MM 2

MM 1 Lock 14 End of I&M CanalIL LI NO IS

Project Location

!

R IV

ER

PUTNAM CO.

Starved Rock State Park

Illinois and Michigan Canal LaSalle, Illinois Planning Assistance to States

Algae Control. During the summer months, the canals water surface can be completely covered by an algae bloom. Navigating the replica boat through the bloom would be difficult due to increased drag on the boat. If not flushed downstream, the blooms build up, eventually die, and decompose, leaving a foul odor.

III. STUDY PURPOSE AND GOALS The sponsor is the City of LaSalle, IL (the City). The Citys goal is to restore the appearance of the LaSalle I&M Canal and lock area to that of the early cargo transportation era. In addition, by restoring and preserving a piece of history, the City desires to create a tourist attraction. Part of this goal includes the operation of a functional replica of a canal passenger boat that would transport tourists from Lock 14 to Split Rock below Lock 13 (Lower Canal) The achievement of this goal will require the restoration of the lower canal to a navigable channel. Sediment that has deposited in the canal will need to be removed. A steady and sufficient source of water to maintain channel depths, carry suspended sediment out of the canal, and restrain algae growth would need to be identified. The involvement of the U.S. Army Corps of Engineers, Rock Island District (the District), is to assist in the planning efforts of A) estimating sediment quantities for removal and analyzing sediment content; B) analyzing channel flow and velocity to achieve optimal future operation conditions; and C. evaluating potential sources of water to maintain future operations.

IV SEDIMENT REMOVAL AND QUANTITY ANALYSIS Originally, the canal design depth was 6 feet. Since 1933 when the canal was decommissioned, sediment has settled into a vast majority of the canal. Dredged in the 1970s to its design depth of 6 feet, sediment has filled the canal with up to 4 to 6 feet of sediment at various locations. The canal will have to be dredged to allow the replica canal boat to travel in the canal. Cross sections, water depths and culvert locations were surveyed along the canal. The location of cross sections is shown on plate A4 in Appendix A, Plates. Sediment samples of canal sediment were taken on two separate occasions. Culverts into and out of the canal and the size of culvert are shown on plate A5, Appendix A, Plates. Results of the sediment analysis can be found in appendix B, Sediment Content Analysis. Cross section survey data can be found in appendix C, Survey Information. During the field survey, several pictures were taken of key features along the canal that are discussed throughout the report. These photos, taken at Lock 14 in LaSalle, Illinois and along the canal up to Utica, Illinois, may be found in appendix D, Photographs. After reviewing the survey data and cross sections of the canal, several options for determining the quantity of material to be removed were developed. To save dredging costs, it may be possible to dredge part of the channel wide enough to navigate the replica canal boat, rather than dredging bank line to bank line. Also considered was dredging the channel just deep enough to allow passage of the replica boat. Table 1 illustrates several dredging scenarios that were evaluated. All options include the same length of canal, from Lock 14 to the Split Rock, with varied widths and depths. Option D, which includes a channel depth of 4 feet and bank-to-bank dredge material removal is the recommended choice. Assuming a bank slope similar to the existing bankapproximately 3 feet horizontal and 1 foot vertical( ~3H:1V)results in a dredged material quantity of over 45,000 cubic yards.

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TABLE 1. Dredging Options for the I & M Canal Option A B C D E F1

Water Depth, ft 3 4 3 4 3 4

Dredged Width, ft 1 15 15 bank to bank bank to bank 50 50

Dredged Removal, cy 18,500 26,000 23,500 45,000 23,750 45,750

w/25% Contingency, cy 23,250 32,500 29,250 56,250 29,750 57,000

Turning Basin Width is bank to bank for all options.

Future dredging to maintain the operation will need to be considered. As long as flow enters the canal from various conduits and creeks, sediment will also enter the canal. See plate A4 for approximate locations of conduits entering the canal. Moving water and navigation in the canal by the replica boat should help keep the lighter sediments suspended in the water. These sediments would later be discharged into the Illinois River below Lock 14. It should be noted, however, that the existence of boat traffic and moving water could potentially result in the water becoming murky. The net result will be increased flushing of the canal, resulting in the need for less frequent dredging. The dam at Lock 13 would perform as a retention area that confines most of the larger sediment, keeping it out of the lower section of the canal. To determine the sediment entering the canal, a preliminary analysis was conducted using both the Upper Mississippi River Comprehensive Basin Study Appendix G, Fluvial Sediment and similarlysized streams in the area. Annually, over 49,000 cubic yards of soil enter the canal at Pecumsaugan Creek. Testing of current sediment in the lower canal by the District revealed that it is mainly clay.

V. HYDROLOGY AND HYDRAULICS A. Hydrology. When the I & M Canal was built, several natural waterways were either diverted into the new canal or bypassed completely. Table 2 shows the natural waterways with drainage areas, low flow, and distance in relation to Lock 14 at LaSalle, IL. Clark Run Creek, originally diverted into the canal, was removed after the canal was abandoned.TABLE 2. Natural Drainage Areas Near the I & M Canal Drainage Area sq mi 126 40 1.4 0.9 10 3 Current Past Discharges Discharges into the Canal into the Canal No Yes Yes Yes No No No Yes Yes Yes Yes Yes Low Flow, cfs 1 20 5.5 0.11 0.07 1 0.27 Distance in Miles from Lock 14 0.6 2.7 1.8-2.3 2.8-4.2 5.0 5.6

Option Naturally Flowing Waterway 1 2 3 4 5 61

Little Vermillion River Pecumsaugan Creek small creeks downstream of Pecumsaugan Creek small creeks between Clark Run and Pecumsaugan Creeks Clark Run Creek canal drainage - creeks entering upstream of Clark Run Creek

50% duration. Flow duration derived from least square regression of records at 104 Gaging Station in Illinois by BJG, 1969.

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B. Hydraulics. The I & M Canal was modeled using the HEC-RAS computer model. The goals of using this model were four-fold: to determine the water capacity of the lower section of the canal to determine the location in the canal where the water will overflow the banks during high water elevation determine channel velocity during low and high flows, to determine if the high flows will be able to flush algae blooms out of the canal Three different scenarios were modeled: existing conditions future conditions with the lower section of the canal dredged to a depth of 4 feet the canal dredged 4 feet and the stoplog weir at Lock 14 lowered 8 inches. Two sets of cross-sections along the length of the canal were taken between Lock 14 at La Salle and Uticaa) Lock 14 to Pecumsaugan Creek, a distance of approximately 1,500 feet and b) Pecumsaugan Creek to Utica, a distance of approximately 2,500 feet. Since no discharge gages exist on the waterways entering the canal, the HEC-RAS model was calibrated by assuming the stoplogs at Lock 14 acted as a weir (photograph 1).

PHOTOGRAPH 1. I & M Lock 14 at La Salle, IL. Note stoplog weir in center.

Using an elevation at the top of the wall of 460.7 feet (NAD 83), a stoplog top elevation average of 460.0 feet (NAD83), and the width of the gate opening, the maximum flow through this spillway could be calculated. Setting the model water flow quantity in the canal to the discharge through the gate opening, the roughness factor of the canal was determined by matching the water surface elevation at the lock gate to the lock wall elevation.

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There are three outfallslocated at Lock 14, on the aqueduct crossing the Little Vermillion Rive, and an overflow spillway between Split Rock and Lock 13in the canal section between Locks 14 and 13, (lower section). In the current configuration, once the water discharge at Lock 14 exceeds 37 cubic feet per second (cfs), water will begin to flow over the rock wall and grass embankment surrounding Lock 14 (photograph 1). Water from the canal will also begin to spill into the Little Vermillion River through the overflow notches of the aqueduct crossing the Little Vermillion River (photograph 2). The Lock 14 and the Little Vermillion River aqueduct overtopping outfall locations discharge into natural waterways. Potential bank erosion at these locations could be problematic to the canal, possibly resulting in failure of the canal embankment.

PHOTOGRAPH 2. Close-up of the Spillway Cutout in the Aqueduct over the Little Vermillion Creek. Note Magnetic Board.

The low overtopping/outfall elevation of the canal does not allow for high water velocities in the lower section. If high flows of 37 cfs are reached in the current configuration, the highest average channel velocity for the lower section of the canal is at or below 0.45 feet per second (ft/s). During lower flows of 6.5 cfs, the average channel velocity at the same location is at or below 0.13 ft/s. Dredging the canal to depth of 4 feet will decrease the velocity of the water for given discharges as compared to the canals current condition. The model indicates that a depth of 4 feet yields water velocities of 0.28 and 0.06 ft/s respectively for discharges of 37 and 6.5 cfs. However, these slower water velocities will induce minimal bankline erosion as compared to higher discharges. To maintain a steady flow of water over the stoplog at Lock 14, lowering the weir was considered and modeled. By lowering the downstream control weir at Lock 14 by 8 inches and keeping the bottom channel grade dredged at the same elevation will raise the total capacity available in the canal to over

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100 cfs. The water velocity for this condition will be 0.6 ft/s at 105 cfs. Comparing a discharge amount of 37 cfs, the average channel velocity will be 0.3 ft/s., Lowering the weir will result in a lower normal water lever on the lower section of the canal. Velocities that cause scouring of underwater plants and remove macrophytes require 3 ft/s or more; however, all constant flow modeling has shown that this level of velocity would not occur. Velocities that can completely flush algae and cause bed sediment erosion require velocities above 1 ft/s, which are unattainable in the system without overtopping a control structure. However, other methods besides using water velocity to reduce sedimentation and algae growth are possible and will be considered later.

VI. WATER LEVEL MANAGEMENT Water level management includes several factors and considerations, including: depth of water to maintain navigation, flow required to flush suspended sediments flow required to flush algae availability of inflows The availability of inflows must also consider other end users of the water supply that would be affected if water were diverted from particular sources. Other end users in the area include the City of Utica and the wetland area nourished by Pecumsaugan creek. As a result of a tornado that struck the City of Utica in April 2004, a recovery plan was developed which included different scenarios for the utilization of the I&M canal. These potential uses of the canal by the City of Utica resulting from the recovery plan were also considered. To maintain an operable level of water of 4 feet for the replica canal boat, an optimal flow of 5-35 cfs would be sufficient. Several sources of water were considered and were categorized by gravity flow sources and pumping sources. See plate A1 for locations of alternatives considered. An ideal source of water would provide a constant flow without the need for pumping. Due to the lack of capacity of gravity flow sources during dry months of the year, pumping will most likely be necessary to maintain the desired flow of water. Gravity flow sources of water will be considered and evaluated first, and pumped water sources will be considered second. Table 3 shows the potential sources of water for gravity flow conditions and their potential minimum inflows. Table 4, page 12 shows potential pumpable water sources and their minimum inflows.TABLE 3. Potential Gravity Water Sources for the I & M Canal Priority 1 2 3 4 51

Water Source Modified Pecumsaugan Creek Clark Run Creek I&M Canal Upstream of Clark Run Creek Carus Chemical Co. Outflow Little Vermillion River

Current Minimum Inflow to Canal ~ 1-10 cfs 0 0 0 0

Potential Minimum Inflow to Canal ~ 4-20 cfs 1 ~ 1-4 cfs 1 ~ 1-4 cfs 0-3 cfs ~18-70 cfs

50% and 25% Duration. Flow duration derived from least square regression of records at 104Gaging Station in Illinois by BJG, 1969.

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A. Gravity Fed Water Options. The District looked at several options available for gravity flow sources that could be utilized to develop flow in the lower section of the canal and help maintain a water level in the lower section. These options are discussed in this section. Pecumsaugan Creek Diversion. The largest water source currently flowing into the canal is Pecumsaugan Creek, with a drainage area of over 40 square miles. Even during the dry months, Pecumsaugan Creek has the potential to provide a minimum flow of 4 cfs. Currently, the majority of flow from Pecumsaugan Creek is diverted to the canals upper section, toward the City of Utica. A dam located on Pecumsaugan Creek that is parallel with the canals south bank diverts flow into the canal. Figure 2 shows a plan view of the existing condition at the intersection of Pecumsaugan Creek and the I & M Canal.

NDam at Lock 13Pecumsa ugan Creek

Concrete Drop Structure Flow Line = 467 Temporary Dam

Water flows East toward Utica and South to the Illinois River

Water Level 460 ft

I&M Canal Water Level 464.25 ft

Water Level - 466.15 ft

Overflow Spillway

Tow Road

6 Overflow Culverts

To Illinois River Pecumsaugan Creek Spillway and Bridge

Water Line Top of Canal Bank Drawing Not to Scale

FIGURE 2. Existing Condition Plan View at Pecumsaugan Creek

Photograph 3 shows the dam on Pecumsaugan Creek. A temporary dam, located on the west side of the creek entrance into the canal, forces the water to flow east into the upper section of the canal (photograph 4). These two dams were constructed to help maintain water in the canal near Utica. Full or partial diversion of Pecumsaugan Creek towards LaSalle is an option, but the effects that the diversion would have on other uses for the creeks flowincluding water levels on the canal between Pecumsaugan Creek and Uticawould need to be considered.

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PHOTOGRAPH 3. Pecumsaugan Creek Spillway and Bridge after Precipitation Event

PHOTOGRAPH 4. Temporary Earthen Dam Just West of Pecumsaugan Creeks Entrance into the Canal, Looking Downstream toward La Salle

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To divert flow to the canals lower section, the temporary dam on the canal would need to be removed or modified and a new concrete weir placed on the canal to the east of the Pecumsaugan Creeks entrance into the canal (figures 3 and 4 and plate A3). One modification to the temporary dam would be an addition of some adjustable gates that discharge through the temporary dam toward La Salle. The overflow weir east of Pecumsaugan Creek would be set at or above the inlet to the lower canal section at Lock 13, and lower than the outlets to the Illinois River. Water from Pecumsaugan Creek would first flow into the lower section of the canal toward Lock 14, then upstream toward Utica. Larger flows would flow in three directions: toward the lower section of the canal, toward the upper section of the canal, and toward the Illinois River. The sluice gate on the concrete overflow structure at Lock 13 should also be repaired for use during low flows (figure 4).

Dam at Lock 13

Pecumsa

Water Level 460 ft

Water Level 467 ft

I&M CanalOverflow Spillway

Tow Road

Creek

Concrete Drop Structure Flow Line = 467

ugan

Temporary Dam Removed or Install Several Sluice Gates (not shown)

NWater flows west through overflow and gate at the Dam at Lock 13, then east toward Utica, and finally south over the spillways to the Illinois River.

Water Line Top of Canal Bank Drawing Not to Scale

6 Overflow Culverts

Install Concrete WeirPecumsaugan Creek Spillway & Bridge

To Illinois River

FIGURE 3. Proposed Plan View Pecumsaugan Creek

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Existing - ProfileDam at Lock 13


Temporary Dam

Water Level - 466.15 ft

Flow East Toward Utica

Water Level 460 ft To Lock 14 Pecumsaugan Creek Spillway & Bridge 6 Overflow Culverts Overflow Spillway Water Level 464.25 ftWater LevelDrawing Not to Scale

Proposed - ProfileDam at Lock 13


Remove Temporary Dam or Install Several Sluice Gates Install Concrete Weir

Water Level 460 ft To Lock 14 Pecumsaugan Creek Spillway & Bridge 6 Overflow Culverts Water Level 467ft

Overflow Spillway

Water LevelDrawing Not to Scale

Repair Sluice Gate

FIGURE 4. Existing and Proposed Profiles at Pecumsaugan Creek

The temporary dam has been used as an access point to the Natural Preserve area north of the canal. However, should the temporary dam be removed, less than 400 yards west of this temporary dam is the dam at Lock 13 that will allow access to the preserve. Clark Run Creek. In the spring of 2004, downtown Utica was damaged by a tornado. With the assistance of FEMA and several other federal and state agencies, a recovery plan was developed. Several options that can directly affect the water level management plan for the canals lower section are listed in the Utica United Rough Draft Recovery Plan, 28 June 2004 and include: restoring/enhancing the I&M Canal Recovery Value: Moderate moving downtown structures out of the 100-Year Floodplain Recovery Value: High realigning State Highway 178 Recovery Value: High The recovery plan suggested rerouting all or a portion of Clark Run Creek (drainage area - 10 square miles) into the canal. Diverting water from the creek to the canal could minimize future flooding events on Clark Run Creek. The amount of water flowing from Clark Run Creek during the dry season was estimated at 300 gallons per minute or 0.67 cfs (Chamlin 1998). During the wet months, diverting all the discharge would average about 5.5 cfs daily. The addition of a weir on the canal located near the railroad that crosses the canal east of Utica would maintain water in the canal between this location and the weir at Clark Run Creek, assuming that Clark Run Creek is diverted. Redirecting the creek would help assure a more constant water level in the canal near Utica than presently exists. As Clark Run Creek discharge increases, water would be dispersed both downstream on the canal and to Clark Run Creek. Placing a weir on the canal west of Utica would capture the flow from Clark Run and maintain a water level on the Canal in Utica. Maintaining depth and flow on the canal in Utica by utilizing flow from Clark run would provide a

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more aesthetically pleasing view of the canal in Utica. Currently Pecumsaugan Creek is diverted up the canal toward Utica in an attempt to maintain the water level on the canal in Utica. By utilizing Clark Run Creek to maintain the canal water level in Utica, Pecumsaugan Creek could then be utilized to maintain the water level in the lower section of the canal below Lock 13. It should be noted that the section of canal between the weir east of Pecumsaugan Creek and the weir just west of Utica could create an aesthetically displeasing view of the canal during the dry season. However, this section of the canal would be less traveled than those sections west of Lock 13 and in Utica. Upstream Diversion. Several small creeks enter the canal upstream (east) of Clark Run Creek and remain underutilized. Currently, the water enters the canal and then either discharges into Clark Run Creek or exits through culverts. Constructing weir over the outlet to Clark Run Creek and modifying the culverts would allow water to exit would cause the water to pool in this section of the canal. A low head difference should allow for connecting the new pool with the canal via a pipe. However, the total water quantity will not be large except during storms when the City of Utica might be flooded and some further dredging might be needed. The cost for coordination, construction and maintenance would need to be considered to determine if this is feasible for the potential flows produced. Carus Chemical Company Cooling Water Outflow. Another option for a gravity water source would be the cooling water from the Carus Chemical Company, which could provide a potential flow of 3 cfs. The cooling water would be relatively clean and free from sediment, thus not adding any new sediment to the canal as would be the case with other gravity sources. The Carus Chemical plant is located north of the canal and just east of the Little Vermillion River. There is sufficient fall for a gravity flow pipeline to be constructed to divert this source of water to the canal. The most likely location for the outfall of this pipe would be just west of the aqueduct on the lower section of the canal. Currently, cooling water from the Carus Chemical Plant flows into the Vermillion River and under the aqueduct on the lower section of the canal. Three issues concerning the use of cooling water from the Carus Chemical plant have been raised: the possibility of the plant closing temporary shutdown of the plant constant open water on the canal during the winter months This water source would be lost if the plant were to permanently close. If the plant were to temporarily close during the colder months, the shock of colder water might result in a fish kill. If the plant were to temporarily close during a drought, the surface water elevation might be hard to maintain without a backup. Lastly, the trail on top of the south canal bank is a snowmobile route in the winter months when snow is present. The public might walk or ride across the frozen water surface during normal conditions, but the addition of warmer water from the cooling tower could create thinner ice or open water, which could prohibit some recreational activities. To prevent thin ice or open water on the canal, the cooling tower water could be diverted to the Little Vermillion River during winter months. Little Vermillion River. There is potential to divert partial flow of 18 to 70 cfs from the Little Vermillion River. This would provide an ample supply of water to maintain water levels on the lower section of the canal. This option would require the placement of a channel or pipe from the river to the canal. The Little Vermillion River passes under the canal aqueduct with a difference in elevation of approximately 16 feet. However, the slope of the Little Vermillion River is large enough that the elevation difference between the canals water surface and the rivers water surface at the aqueduct is made up quickly upstream of the river. Diverting the river upstream and running a pipe to

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the canal would be an option. A channel or pipe could also be run between the river and the small creek that enters the canal at the turning basin. Nevertheless, these proposals would be expensive compared to other gravity sources. Land acquisition or easements would need to be acquired, the valley is very narrow and placement would be difficult, and constructing a pipeline could be costly. However, after initial engineering and construction costs, a considerable flow of 18 to 70 cfs with minimal maintenance would be achieved. B. Pumping Options. While gravity water sources are preferred over the reoccurring economic costs of pumping, a pumping plan should be developed to offset the low flows of gravity sources during the drier months of the year. Potential water sources to be pumped to the I & M Canal are listed in table 4. Plan documents for constructing or renovating any pumping plant should include a float/level system to keep the water level at an automatic constant level, along with any timing system that is set up. A float/level system could require some extra maintenance depending on the level/timer set up; however, potential energy savings would be recognized.TABLE 4. Potential Pumpable Water Sources for the I & M Canal Priority 1 2 2 3 4 4 4 Water Source LaSalles Wellfield Main Line Illinois River Groundwater Wells Little Vermillion River Detention Pond near Clark Run Creek Illinois River Starved Rock Pool Illinois River Peoria Pool by Utica Current Minimum Inflow to Canal 0 3 cfs 0 0 0 0 0 Expected Inflow to Canal 0-1.5 cfs 0-6 cfs 1-3 cfs 0-70 cfs 0-3 cfs 0-6 cfs 0-6 cfs

Priority 1 LaSalles Well Field Main Line. The City of LaSalles well field is located south of the canal near the Illinois River. The mainline from the well field crosses under the canal west of the aqueduct, crossing the Vermillion River on its way to the Citys water treatment plant (plate A2). The City of LaSalle has indicated that there is excess capacity from the well field, and the City plans to bring another well online in 2005. The City was interested in utilizing some of this flow to maintain the water level in the canal. An exact amount of flow from this source to the canal has not been determined, but the City does have capacity to pump 5 million gallons per day (mgd) and utilizes 4 mgd. This water source might be used only during daylight hours of the passenger boat season. There are several advantages to utilizing the raw water supply as a source of flow for the canal. The raw water supply: is easily accessible; could provide a minimum of 1.55 cfs; is free of sediment; and contains fewer nutrients that produce algae growth. Since the City is already pumping this water past the canal, no investment in new pumps would be required and no additional operation and maintenance costs would be incurred. If considered, pumped

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water may be used in an aesthetically pleasing fountain or waterfall; such a feature would serve to dissolve oxygen levels, improving fish habitat and reducing algae growth. Overall, utilizing the Citys raw water source would be beneficial; however, future changes and demands could limit the amount of flow deliveredas the Citys demand for water increases, there may be less water available for the canal. Priority 2 Illinois River. The current pump station located at the I-39 corridor could also be expanded. With no land easements required and plan designs already available, expanding this pump station would be a cost effective solution as opposed to constructing a new pump plant or delivery system from another location. As in the past, pumping from the river would require continual maintenance and observation. Low flows on the river as well as debris in the river are common concerns with this type of operation. Groundwater Wells. A groundwater well might be an option depending on the wells proximity to the canal, the depth of the water table, and the quantity of water. While this option might not produce the same amount of water as other pumping options, the economics of this option make it a preferred source. Pumping and operation and maintenance costs from a groundwater well would be less than pumping from the river. Furthermore, construction costs for installing a water line from the pump would depend on how close to the canal a groundwater well could be installed. Current data shows that most aquifers are located on the western end of the canal. Some assistance from the Illinois State Geological Survey would be beneficial in determining a location for a groundwater well. If an acceptable location is found, a groundwater well could produce from 0.5 cfs to over 1.5 cfs. Priority 3 Little Vermillion River Weir. A small concrete weir located in the Little Vermillion River upstream or downstream of the aqueduct should provide an adequate pool for pumping purposes. By pooling water behind a weir, a potential of 6-70 cfs could be pumped into the canal. Since the Little Vermillion River flows directly under the canal, the supply pipeline would be relatively short. This option being new construction, would require initial funding for engineering, design, and construction costs as well as new permits for construction as compared to utilizing the existing pump station located on the Illinois River. Priority 4 Detention Pond Near Clark Run Creek. If a detention pond is constructed where the upstream section of the I & M Canal empties into Clark Run Creek, a small pumping plant could be placed in the same location. During a dry year, the pond would be unusable; however, it would provide a water source for the upper canal near Utica. The primary beneficiary of this option would be the City of Utica. By providing a source of water for the upper end of the canal in Utica, the diversion of water from Pecumsaugan creek to the lower end of the canal would be palatable. This option could be considered as a compromising solution with Utica if concerns of diverting Pecumsaugan away from the upper end of the canal arise. Illinois River - Starved Rock Pool. Several studies suggest constructing a new pumping station near the Starved Rock Pool of the Illinois River. Potentially 06+ cfs of water could be pumped from the Starved Rock Pool to the upper end of the canal. Water would then flow from the upper end of the canal east of Utica. However, some concerns exist with this option. A hydroelectric

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power plant exists at Starved Rock Dam. An agreement might have to be made between the owners of the power plant and the owners of the pumping plant. Secondly, a lock is located on the north shore of the river here. The inlet structure would have to be placed somewhere upstream of the lock or on the riverward side of the lock to keep clear of boat traffic and lock operations. Finally, the pumping plant might not be placed near the source due to the lock and appendages. This option would also require new planning, design permits, along with the purchase of land or easements and long-term cooperation with other entities. Without involvement of other cost sharing partners, and assistance to help maintain the upper end of the canal near Utica, this option would be cost prohibitive considering that water is already being pumped from the Illinois River at a location that is much closer to the lower end of the canal then the Starved Rock pool. Illinois River - Peoria Pool. Several studies done on the canal have also suggested placing a pumping plant at the mouth of Clark Run Creek, which is about of a mile downstream from the Starved Rock Lock and Dam.. Water would be pumped from the river and piped along side Clark Run Creek to the canal. Water would enter the canal just east of Utica and flow through Utica toward the lower end of the canal. Placement of the pumping station along the bank of the Illinois River near the mouth of Clark Run Creek might be difficult due to space concerns. Locating the inlet at this location may also be troublesome to avoid boat traffic and barges entering the Starved Rock Lock This option would also require new planning design permits, along with the purchase of land or easements and long-term cooperation with other entities. Without involvement of other cost sharing partners, and assistance to help maintain the upper end of the canal near Utica, this option would be cost prohibitive considering that water is already being pumped from the Illinois River at a location that is much closer to the lower end of the canal then the Starved Rock pool.

VII. CHANNEL MAINTENANCE A. Water Loss Prevention Water flow is desired throughout the entire canal section, but several points of leakage are found within the length of the canal. With the small amount of water entering the canal, sealing all potential leaks during the dry months is important to prevent water loss. Points of leakage are as follows: Pecumsaugan Dam. One source of leaks is located at the Pecumsaugan Dam, where a gate once was located (photograph 5). A hole in the gate has been blocked off, but water still leaks between and around the wooden risers. This outflow could be prevented by filling the opening with concrete or by attaching a rubberized material on the upstream side of the gate. Another source of leaks is where wooden risers are temporarily installed at the Pecumsaugan Creek concrete weir and at the overflow spillways. Depending on whether a dam or a weir is installed upstream of the overflow spillway by Pecumsaugan Creek, a more permanent riser that cuts down on leaks should be installed at these locations. If some flow is preferred in Pecumsaugan Creek downstream of the canal, an adjustable gate could be installed that allows water to flow south of the canal.

15


PHOTOGRAPH 5. Water Leaks around Wooden Risers at Pecumsaugan Dam

Saturated Embankment. Seepage through the sides of the south bank of the canal is generally hard to avoid. However, when seepage can be seen on the exterior (south side) of the south canal bank, it must be stopped. One location in particular is located about 300 feet east of the Little Vermillion River aqueduct, (cross-section 6 on plate 4); seepage can be seen on the exterior side of the south canal bank. This section of the canal may be the weakest point and might be the location of a potential breach. The exterior slope of the bank is less than 2H:1V. The water seepagecombined with any of the following variablescould cause this embankment or any other embankment along the canal to fail and eliminate the pool of water: the combination of large trees and brushes, dead and live bushes abnormally high precipitation high wind velocities Tree roots and roots from woody plants destabilize the embankment by creating pathways for water to follow and exit. This leads to seepage and eventual erosion and failure. It is recommended that all trees and woody vegetation be removed from the canal bank. After removal of trees and roots, the embankment should be refilled and compacted with soil to the original dimensions or to a 3H:1V slope. Aqueduct over Little Vermillion River. The cutout spillways in the Little Vermillion aqueduct could be modified to allow more water to flow through the canal from the aqueduct to Lock 14. Currently, magnetic boards raise the water level above the bottom of the slots. See Photograph 5 in appendix C. The slots could be raised to a higher elevation that would allow more water to flow in

16


the canal during low flows and still provide relief during high flows. Switching to a more permanent solution and eliminating the magnetic boards to elevate the water surface will allow more water to exit the canal during high flows, reduce vandalism potential, and allow flowing water over the stoplog spillway at Lock 14. B. Sediment Reduction/Dredging. The lower section of the I & M Canal has been a trap for sediment due to the minimal slope of the canal. With little or no slope on the canal, it is impossible to achieve water velocities sufficient to sweep sediments out of the canal. Future maintenance of the lower section of the canal will need to include plans and budgeting for maintenance dredging. The dam at Lock 13 will help to trap larger sediment particles by detaining water before flowing into the lower section of the canal. However, finer sediments such as clay particles will still enter the lower section of the canal. Depending on water velocities and turbulence, most of the sediments entering the lower section of the canal should deposit near the dam at Lock 13 in the lower section of the canal. Some strategies to reduce the amount of sediment in the canal are to supplement pumped water on occasion; to increase flow during the wet season. The replica canal boat will help maintain turbulence in the water, which will keep some sediment suspended, allowing it to flow out of the canal. Removing one or two stoplogs at Lock 14, during high water flow will also help to scour the canal by removing deposited sediments. Noticeable results may take several months. A possible consequence of removing one or two stoplogs and allowing the canal to scour may be that the turning basin and the area downstream of Lock 14 could fill in with sediment scoured from the canal. C. Algae Reduction and Removal. An excess supply of nutrients as well as slow-moving and stagnant water is causing the present algae pattern. Reducing the supply of inflow nutrients entering the canal is beyond the scope of this project. However, the following alternatives can help reduce algae buildup in the canal. Run all pumps 24 hours a day to help reduce the algae concentration, creating flow and introducing nutrient free water. Run water surface skimmers to remove algae from the canal. Add oxygen through bubblers or series of water falls to help decay the nutrients Remove algae through chemical application Dredge the canal to remove the nutrients that have settled with the sediment It is important to minimize algae in the lower section of the canal where sightseers traveling on the replica canal boat will see canal water free of unsightly algae . Currently a skimmerused to collect algae from the water surfaceis installed on the aqueduct over the Little Vermillion River. This skimmer redirects the algae through the overflow slots of the aqueduct and out of the canal, allowing the portion of the canal between the aqueduct and Lock 14 to remain fairly algae free. However, the current aqueduct skimmer does not allow for large boat travel and will be un-operable during those times that the replica canal boat will be in operation. A solution would be to replace this skimmer with a new skimmer located near the overflow between the canal boat turning basin and Lock 13 (plate A2). This would be an ideal location as algae could be trapped before reaching the lower section of the canal where the algae would be visible to sightseers traveling on the replica canal boat. At this location the algae could then be flushed out through a corrugated metal pipe (cmp) spillway. A second new skimmer could also be located between Lock 13 and Pecumsaugan Creek near the six corrugated metal pipe( cmp) spillways. This second skimmer would enhance the effects of skimmer in the lower section of the canal. Each skimmer should be angled toward the outlet point, with the acute angle pointing against the direction of flow. The flow would then cause the algae to enter the cmp spillway.

17


Another option might be the redesign of the current skimmer at the aqueduct to allow both boat travel and algae collection. When a vessel moves through water, the water in front of the boat is forced to an increased elevation, skimming algae out of the waterway. Therefore, regular boat trips through the canal should result in the removal of algae. Splitting and stiffening the skimmer and adding a spring hinge assembly to the ends might allow for both passage of the boat and algae collection. The proposed alteration is shown in figure 5. Several situations can cause the combined efforts of the above processes to be inadequate. A dry summer, an untimely precipitation event flushing nutrients into the system, or an equipment failure can result in an algae explosion. Reducing the algae when these blooms occur for any reason can be achieved chemically through the application of copper sulfate.

NLittle Verm illion River FlowSpring Hinge

9 Aqueduct Spillways

Spring Hinge

Spring Hinge

Not to Scale

FIGURE 5. Proposed Algae Skimmer at the Little Vermillion River Aqueduct

VIII. CONCLUSIONS To maintain sufficient flow and a steady water depth of 4 feet in the lower section of the canal and to maintain water flow over the Spillway at Lock 14, a minimum of 5 cfs inflow would be required. Several options to deliver water to the canal below Lock 13including gravity flow and pumping were considered. Five gravity flow sources were identified with the potential to provide 470 cfs of inflow. Currently, minimal flow from ditches and storm sewers are the only gravity-fed water sources in the canal below Lock 13. Pecumsaugan Creek and the Little Vermillion River offer the largest capacities for gravity-fed water, and both sources are close enough to the lower canal below Lock 13 to be considered as feasible sources. Some construction would be required to divert water from either Pecumsaugan Creek or the Little Vermilion River.

18

To Illinois River

Flow

I & M Canal

Spring Hinge


Several water-pumping options were considered with potential capacities ranging from 370 cfs of inflow. Currently, the main source of water in the canal below Lock 13 is supplied by pumping water from the Illinois River. The pump station located near the I39 bridge provides flows up to 3cfs when operating. Maintenance and operation of this pump has been a continual concern. Several new sources of water that could be pumped into the lower section of the canal are located nearby and would require minimal piping. These potential sources include water from the Citys well field with the main supply line being routed directly under the canal; the Little Vermillion River that flows under the canal; and ground water that could be tapped adjacent to the canal. Other potential sources considered include pumping water from farther distances, including the Starved Rock Pool on the Illinois River and water from Clark Run Creek that would be detained from the Creeks flow. Maintenance concerns, including water loss, sediment reduction, sediment removal, and algae control, will need to be addressed and planned for in order to maintain future operations on the lower section of the canal.

IX. RECOMMENDATIONS FOR INCREASING THE WATER LEVEL OF THE LOWER SECTION OF THE ILLINOIS AND MICHIGAN CANAL Compared to the operation costs of pumping water, the use of gravity flow sources are more economical in the long term. However, some maintenance will be required with gravity flow sources in response to sedimentation. Pumped water from a well or river can provide a reliable backup when gravity flow sources are minimal. Therefore, it is recommended that a combination of some of the alternatives discussed herein be implemented to achieve flow in the canal. Since water being pumped from the well fields travels under the canal to the Citys treatment plant, tapping into this supply would require minimal construction. The benefits of this supply, compared to pumping from the Illinois River, are: raw City water contains fewer sediments; raw City water contains fewer nutrients; costs for pumping and pump maintenance would be shared with the City; and the risk of having insufficient pumped water available would be greatly reduced in the case of equipment or pump failure or a drop in water levels on the river.

Therefore, it is recommended that tapping into the citys water supply should be considered the first choice for pumped water. The recommended optionsin order of priorityfor obtaining sufficient flow into the lower section of the canal are: 1. Divert flow from Pecumsaugan Creek (figures 3 and 4) a. Remove the temporary dam immediately west of the Pecumsaugan Creek entrance into the canal to allow flows to enter the lower section of the canal b. Construct a weir just east of the overflow spillway that is located east of the Pecumsaugan Creek entrance into the canal Divert flow from the Citys well field by connecting to the main supply line routed under the canal. Continue pumping from the current pump station on the Illinois River near the I-39 corridor Repair weirs on Pecumsaugan creek to stop leakage Reroute Clark Run Creek into the canal near Utica to replace flow from Pecumsaugan Creek

2. 3. 4. 5.

Plate A2 in appendix A shows the approximate locations of these recommendations.

19


APPENDIX A PLATES

Divert Little Vermillion River

c u ms a u g

a

I-39

LaSalle, IL

Change Direction Pecumsaugan Creek is Diverted

#

Pe

Cooling Water From Carus Chemical Plant

#

Lit tlerm Vellio

n

i

Ri

ve

r

#n

ee Cr

k

Rebuilt North Bank of Canal Construct Concrete Weir

Divert Clark Run Creek 10 Sq. Mi.

#

Utica, ILPump Peoria Pool by Utica

Dam at Lock 13 Turning Basin Split Rock

Connect Water from Upstream Canal back to Canal

!#

Pump from Little Vermillion River

! ! !226

a

Divert Water from LaSalle Water Pipeline

230

Lock 14

Enlarge Pumping Station at I 39 Corridor

229

Pump Water From Starved Rock Pool

!

227

ILLINOIS RIVER

228

-

225

Potential Sources of Water0 0.5 1 Miles

Illinois & Michigan Canal

# !

Potential Gravity Water Sources Potential Pump Water Sources

Plate A1

15

10

11

12

4 13 1

LaSalle, IL872

1

3

4

5

6

9

-

HEC-RAS Model Cross-Sections0 1,500 3,000 Feet

Illinois & Michigan CanalCROSS SECTIONS

Plate A4


APPENDIX B SEDIMENT CONTENT ANALYSIS

Planning Assistance to States Section 22 Program Illinois and Michigan Canal At LaSalle, IL Pre-Dredge Sediment Sampling Report

FIGURE 1: LaSalle I&M Canal 22 MAR 2004 Sampling Locations

SE D 3

WATER3

SE D 2

WATER2

WATER1

SE D 1

RM 226

I

l

l

i

n

o

LegendSediment Samples Water Samples1 inch equals 1,000 feet 1,000 500 0 Feet 1,000

i

SE D 4

s

RVe m rm i illo ion

i v e r

APPENDIX B

SE D 5Ri River

1 of 79

INTRODUCTION The Rock Island District (MVR) of the U.S. Army Corps of Engineers is currently providing planning assistance to the City of LaSalle, IL, by performing sediment sampling and analysis for development of a dredge material placement plan. Section 22 of the Water Resources Development Act of 1974 authorizes this work. The Illinois and Michigan (I&M) Canal once connected Lake Michigan in Chicago to the Illinois River near LaSalle. In the decades since it was closed to navigation, the canal has filled with sediment and fallen into various stages of disrepair at different locations. In LaSalle, the last lock before joining the Illinois River, Lock 14, has been restored for its historical significance to the area. The City of LaSalle and other interested groups would like to make the canal navigable again for approximately two and a half miles upstream from Lock 14. Once dredged, they would like to create a tourist attraction by placing a working replica of an 1800s canal boat on the canal to carry tourists on the canal. In order to develop a feasible sediment management plan that complies with state dredging and disposal regulations, MVR assessed sediment composition. Sediment samples were collected at five locations from the canal in the area of interest, and three water samples were collected in the same area. Grain size analysis was performed on the sediment. The elutriate samples were prepared from the sediment and water samples and were analyzed according to State of Illinois requirements, and the results were compared to State water quality standards. METHODS On March 22, 2004 MVR personnel collected ambient water and sediment samples from locations in the I&M Canal near LaSalle, IL (see figure 1). Approximate sampling locations were chosen from maps in order to represent the composition of sediments in the area of interest. GPS was used to navigate to these locations, and in cases where on-site observations indicated the need to change locations, those sample locations were moved. The sediment samples were taken from the approximate center of the canal at the following locations: SED1two hundred feet upstream of the Route 351 bridge; SED2three hundred feet downstream from the railroad bridge on the eastern edge of LaSalle; SED3 eight hundred feet downstream from the Interstate 39

APPENDIX B 2 of 79

bridge; SED4two thousand feet upstream from the Interstate 39 bridge; and SED5three thousand five hundred feet upstream from the Interstate 39 bridge. As a quality control measure, a duplicate sample (SED6) was collected at site SED4. Ambient water samples were collected at the following three locations in the canal: WATER1the same location as SED1; WATER2the same location as SED3; and WATER3one hundred feet upstream from the Interstate 39 bridge, immediately downstream from the input of water pumped from the Illinois River. Sediment samples were collected with a 48-inch long, plastic-lined, stainless steel core sampler. Each sediment core was placed in a stainless steel bowl, mixed to form a homogenous sample, and then placed into separate sample bottles for chemical and grain size analyses. Before collecting sediment cores, ambient water was collected at each site (separately from the WATER samples) for elutriate preparation. All samples were stored in an ice chest and packed with ice to remain below 4oC. Field notes from the sampling event are included in Appendix B. Grain size analyses were performed on all sediment samples by MVR Geotechnical Branch (ED-G) personnel in accordance with EM 1110-2-19061. Sediment and ambient water samples were shipped to EIS Analytical Services, Inc., South Bend, Indiana for chemical analysis according to U.S. Environmental Protection Agency2,3 and Standard Methods4. Elutriate preparation was performed on each of the five sediment samples and on the duplicate sample. The elutriate test consisted of mixing one part sediment with four parts ambient water for 30 minutes, allowing the mixture to settle for 30 minutes, and drawing off and analyzing the supernatant. Elutriate and ambient water samples were analyzed for ammonia nitrogen, total lead, total zinc, total suspended solids, and total volatile solids. RESULTS Grain Size Analysis The percent material passing a #230 (62-micron) sieve and the classification are shown in Table 1. The entire set of results can be seen in Appendix A, Grain Size Analysis of Sediment Samples. The percent material passing a #230 sieve ranged from 84.7 at site SED1 to 98.4 at site SED5. The material from all sites was classified as fat clay with organics, with the exception of SED1, which was classified as sandy fat clay with organics.

APPENDIX B 3 of 79

Table 1.LocationPercent Finer By Weight, #230 Sieve

Summary of Grain Size AnalysisSED1 84.7% SED2 94.6% SED3 97.9% SED4 98.1% SED5 98.4%

Classification:

CH - SANDY FAT CLAY W/ ORGANICS (SOFT)

CH - FAT CLAY W/ ORGANICS (SOFT)




Elutriate and Ambient Water Analyses The elutriate test is a selected analyte in dredge. Results from analyses are given in used to predict the concentration of the discharge from a hydraulic the elutriate and ambient water Table 2.

Table 2. I&M Canal elutriate and ambient water analysis results relative to state water quality standards (in mg/l).--------Elutriate-------Analyte Ammonia-N Total Suspended Solids Total Volatile Solids SED1 5.0 150 SED2 3.8 130 SED3 8.4 160 SED4 6.8 91 ---Ambient Water--State Std.5 2.65I --

SED5 WATER1 WATER2 WATER3 0.8 13.0 0.14

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