_Lower_Wood_River_DDR_PHII_FINAL.pdf

Design Documentation Report

Plans and Specifications For the Lower Wood River Cement-Bentonite Cutoff Wall Phase II: Wood River Drainage and Levee District

July 7th, 2017 i

Table of Contents

1 Introduction 1

1.1 Authorization 2

2 Pertinent Data 2

2.1 Project Essential Data 2

3 References 3

4 Engineering Studies, Investigations and Design 3

4.1 Field Surveys 3

4.1.1 Datums 4

4.1.2 The following benchmarks are available: 4

4.2 Hydraulic and Hydrology Analysis 4

4.2.1 Background 4

4.3 Geotechnical Design 6

4.3.1 Levee 6

4.3.1.1 Subsurface & Groundwater Conditions 6

4.3.1.2 Geotechnical Design Criteria 7

4.3.1.3 Geotechnical Design 7

4.4 Civil Design 9

4.4.1 Civil Design Criteria 9

4.4.2 Civil Design Features 10

4.4.2.1 Working Surfaces 10

4.4.2.2 Clay Capping 10

4.4.2.3 Material Disposal 10

4.4.2.4 Stripping 10

4.4.2.5 Establishment of Turf 11

4.5 Sequence of Work 11

4.6 Environmental Engineering Factors 12

ii

Table of Contents

4.6.1 Background 12

4.7 Rights-of Way 12

4.8 Disposal of Excavated and Cleared Waste Material 12

4.9 Relocations 12

4.9.1 Overhead Electric Lines 12

4.9.2 Water Intake Pipe 13

4.9.3 Sanitary Sewer Main 13

4.9.4 Nitrogen Pipelines 13

5 Temporary Traffic Control 14

6 Estimated Quantities and Cost Estimates 14

7 Construction Schedule 14

Appendices

A Construction Plans and Specifications

B Quantities

C Geotechnical Report

D Quality

E Hydraulic Analyses

Design Documentation Report Plans and Specifications For the Lower Wood River Cement- Bentonite Cutoff Wall Phase II:

Wood River Drainage and Levee District

1 Introduction

This Design Documentation Report has been developed in support of preparation of Plans and Specifications (P&S) for the Lower Wood River cement-bentonite slurry trench cutoff wall phase II. This cutoff wall is one feature of the underseepage controls recommended in the 2011 Limited Reevaluation Report (LRR) that addressed the need to correct design deficiencies in the Wood River Levee system associated with underseepage. The Wood River Drainage and Levee District lies in southwestern Illinois, on the left bank of the Mississippi River, within Madison County, Illinois, between river miles 195 and 203 above the Ohio River. The levee system is split into Upper Wood River, Wood River East/ West, and Lower Wood River, which are separated by Wood River Creek.

To correct the underseepage design deficiencies, the 2011 LRR recommended a combination of 94 new relief wells; 3 new pump stations; 815 linear feet of seepage berm; 1,010 linear feet of landside clay fill; 3,970 linear feet of deep slurry trench cutoff wall at the riverside levee toe to bedrock; and 2,875 linear feet of shallow slurry trench cutoff wall at the riverside levee toe. As detailed design has progressed some of these features have changed. However, the deep cutoff wall has not changed.

The first phase of the deep cutoff wall (100 to 135 ft deep) extends from levee station 152+00 to 170+00, a 112 foot wide window, and 7 relief wells. Construction of this cement-bentonite wall began in the fall of 2015 and has been completed. The Southwestern Illinois Flood Prevention District Council awarded the $13,991,000 contract to Treviicos South Corporation from Charlestown, Massachusetts.

As the second phase of this project, this DDR addresses the design of the deep (approx. 120 to 150 ft deep) cutoff wall that is 1860 linear feet extending from levee station 169+95 to station 188+50 in Lower Wood River. This portion of the wall will tie 5 feet into the recently constructed deep cutoff wall that ends at station 170+00. The project was broken into phases because of previous funding constraints.

The cutoff wall extends from levee stationing 169+95 to 188+50. The stationing along the centerline of the cutoff wall is 0+00 to 18+60. The stationing along the cutoff wall does not match up with the levee stationing because the cutoff wall is located at the toe of the existing levee (see plan sheet C-101).

Report Plans and Specifications For the Lower Wood River Cement- Bentonite Cutoff Wall Phase II:

Wood River Drainage and Levee District

1.1 Authorization

The original Wood River levee project was authorized by the Flood Control Act of 1938 which states:

“The general comprehensive plan for flood control and other purposes in the Upper Mississippi River Basin, described in Flood Control Committee Document Numbered 1, Seventy-fifth Congress, first session, with such modifications thereof as in the discretion of the Secretary of War and the Chief of Engineers may be advisable, is approved and there is hereby authorized $6,600,000 for reservoirs and $2,700,000 for local flood-protection works on the Upper Mississippi and Illinois Rivers; the reservoirs and local protection projects to be selected and approved by the Chief of Engineers: Provided, That this authorization shall include the enlargement and extension of a system of levees located on the south side of the Sangamon River east of the town of Chandlerville, Illinois, as set forth in House Document Numbered 604, Seventy-fifth Congress, third session.”

Projects that address deficiencies with the original project design do not require any additional Congressional authorization, provided that the project meets certain criteria defined in Engineer Regulation (ER) 1165-2-119. According to ER 1165-2-119, a design or construction deficiency is a flaw in the Federal design or construction of a project that significantly interferes with the project's authorized purposes or full usefulness as intended by Congress at the time of original project development.

Corrective action, therefore, falls within the purview of the original project authorization.

2 Pertinent Data

2.1 Project Essential Data

Location of Project Wood River Drainage and Levee District Madison County, Illinois Upper Mississippi River Basin

Datum Plane NAVD88

Design Criteria

Project Flood 54 ft on the St. Louis Gage, Elevation 442.4, Design Project Flood Elevation 443

Report Plans and Specifications For the Lower Wood River Cement- Bentonite Cutoff Wall Phase II:

Wood River Drainage and Levee District

Project Features

Seepage Cutoff Wall 1860 feet of seepage cutoff wall

(Levee Station 169+95 to 188+50) (Wall Stationing 0+00 to 18+60)

3 References

The use of USACE Engineer Manuals, Engineer Regulations, Engineer Instructions and other appropriate guidance documents shall govern the design approach and standards used for the project. Specific technical criteria are listed below (additional guidance specific to the geotechnical analysis is provided in sections 4.3.1):

ER 1110-1-12, Quality Management, 21 July 2006 and Change 1 September 2006.

ER 1110-1-8159, Engineering and Design, DrChecks, 1 January 2015.

ER 1165-2-119, Water Resources Policies and Authorities – Modification to Completed Projects, 20 September 1982.

EC 1165-2-214, Civil Works Review, 15 December 2012.

EM 1110-2-1913, Engineering and Design, DESIGN AND CONSTRUCTION OF LEVEES, 30 April 2000.

Unified Facilities Criteria (UFC), Unified Facilities Guide Specifications (UFGS) Format Standard, UFC 1-300-02 (September 2004, Change 4 December 2006).

Department of Defense Standard Practice, Standard Practice for Unified Facilities Criteria and Unified Facilities Guide Specifications, MIL-STD 3007 (01 May 2000).

Wood River Levee System Limited Reevaluation Report Design Deficiency Corrections, 31 August 2011.

4 Engineering Studies, Investigations and Design

4.1 Field Surveys

Topographical survey data was obtained using Light Detection and Ranging (LIDAR) technology as well as information shown on existing as-built drawings. LIDAR was obtained from Madison County, IL Information Technology Department.

Report Plans and Specifications For the Lower Wood River Cement- Bentonite Cutoff Wall Phase II:

Utility survey data was contracted to Hanson Professional Services and field work was completed in July and August of 2014. Additional spot surveys were obtained by USACE, as necessary, throughout the design process.

4.1.1 Datums

The horizontal datum used for this project was the North American Datum of 1983 (NAD 83). The vertical datum used was the North American Vertical Datum of 1988 (NAVD 88). All horizontal coordinates shown on the plans reference the State Plane Coordinate System, Illinois West Zone.

4.1.2 The following benchmarks are available:

Table 1 – Project Bench Marks

Name Northing Easting Elevation Description

318 2314551.69 795846.91 443.8 USACE Disk

412 2308045.22 803518.49 444.4 USACE Disk

4.2 Hydraulic and Hydrology Analysis

4.2.1 Background

Hydraulic and hydrologic (H&H) consideration for this design consisted of relief well flow analysis on the landside of the levee and evaluation of a clay cap on the river side of the levee. Currently the interior ponding area is allowed to pond up to el. 417 NAVD88 (above el. 417 the water level is controlled by a local pump station) during flood events the area contains some level of standing water throughout the year. The construction of the cutoff wall will not change the extents of the ponding area. There is uncertainty in how the wall affects the natural ground water regime.

4.2.2 Relief Well Flow Analysis

The cutoff wall plan requires additional seepage control features that are yet to be identified to meet design requirements. The Lower Wood River Levee includes 127(AMEC and USACE) planned or recently constructed wells that will impact the total flow to the Wood River Pump Station. The total after project relief well flow to the

Report Plans and Specifications For the Lower Wood River Cement- Bentonite Cutoff Wall Phase II:

Wood River Pump Station is anticipated to be 100.1 cubic feet per second (cfs), which is a sum of the three flows identified below. The 13 potentially new wells associated with the cutoff wall discharge 11.9 cfs of the total. 36 wells (RW-202 through RW-237) remain to be constructed in this drainage area which are not associated with construction of the cutoff wall, and contribute 26.1 cfs of flow. The current well flow in this drainage area from recently constructed wells (AMEC and USACE 2009) is 62.1 cfs. A table of relief wells and flows is included in Appendix E.

Table 2. – Preliminary Authorized Project Wells

Number of Wells Source Flow (CFS)

13 To be constructed for cutoff wall 11.9

36 To be constructed 2016 LRR 26.1

78 Current Existing Wells 62.1

127 wells TOTAL FLOW 100.1

The anticipated project flows above were compared to historic well flows existing in the area prior to the LRR analysis of 2011 in order to quantify seepage flow impacts.

Historical wells installed in this drainage area include wood stave wells installed in the 1950’s identified in TM 4-340 (USACE 1956), and additional wood stave wells installed in 1985. These wells are planned to be grouted closed, which will eliminate the original anticipated flows from this reach, thus offsetting the newly anticipated flows. The total relief well flow identified for this storage area in TM 4-340 is 37.1 cfs, and the total flow for the 1985 wells was provided as 20.6 cfs, which results in a total of 57.7 cfs of original well flow in this area(see table below).

Report Plans and Specifications For the Lower Wood River Cement- Bentonite Cutoff Wall Phase II:

Table 3. - Original Well Flows Eliminated By Abandonment

Number of Wells Source Flow (CFS)

TM 4-340 Design 37.1

Installed in 1980’s 20.6

127 wells TOTAL FLOW 57.7

The difference of the newly anticipated flow of 100.1 cfs and historic flow of 57.7 cfs yields 42.4 cfs of additional flow to the Wood River Pump Station. These calculations were based on preliminary GMS flows and have potential to change. A detailed listing of the well flows analyzed is included in Appendix E.

4.2.3 Mississippi River No Rise Analysis for Clay Cap

A no-rise analysis was performed on the proposed construction of the protruding clay cap for the Mississippi River. The no-rise analysis determined that that the clay cap will not cause a rise in water surface elevation for the 1% annual chance exceedance event on the Mississippi River. There is currently no floodway drawn on the FEMA Flood Insurance Rate Maps. The model used had a calculated floodway and the proposed clay cap did not encroach on the floodway or cause a rise in the floodway water surface elevation. This analysis is documented in Appendix E.

4.3 Geotechnical Design

4.3.1 Levee

4.3.1.1 Subsurface & Groundwater Conditions

Descriptions of subsurface conditions are shown within Section 2.0 of the Geotechnical Soils Report (Appendix C) –Lower Wood River Deep Cutoff Wall. For geotechnical stability analyses the groundwater table was assumed at elevation 418.0 during construction of the slurry trench. For seepage analyses the maximum interior ponding elevation used was elevation 412. For seepage analyses the lower ponding elevations are a more conservative condition.

Report Plans and Specifications For the Lower Wood River Cement- Bentonite Cutoff Wall Phase II:

4.3.1.2 Geotechnical Design Criteria

The following design criteria serve as the geotechnical design basis for this report:

• EM 1110-2-1902, Slope Stability, October 2003.

• EM 1110-2-1913, Design and Construction of Levees, April 2000.

• EM 1110-2-1901, Seepage Analysis and Control for Dams, April 1993.

• EM 110-2-1914 Design, Construction and Maintenance of Relief Wells.

• “Guidelines for Using the CPT, CPTU and Marchetti DMT for Geotechnical Design”, Volume 3 (of 5) – DMT Test Methods and Data Reductions, Report Number FHWA _PA-87-024+84-24 (attached for reference)

• “The Flat Dilatometer Test (DMT) in Soil Investigations, Report of the ISSMGE Committee TC-16, 2001 (attached for reference)

Computer software used:

• FLAC3D Version 5.0 by Itasca Consulting Group, Inc for 3-D slope stability.

• GMS Version 8.3 by Aquaveo for 3-D seepage modeling.

4.3.1.3 Geotechnical Design

Geotechnical analyses were preformed to model seepage for the existing and with-project condition. Stability analyses were also preformed considering during construction loading conditions. The Geotechnical Report, submitted as Appendix C, presents the methods of analyses, design criteria, assumptions, and recommendations. A brief overview follows:

The main feature of the project is a deep, panel constructed, cement-bentonite cutoff wall extending between 120 and 150 feet deep. The phase II cutoff wall will extend from the existing ground surface into a small section of deep clayey glacial till layer or bedrock (when glacial till is not present) and at station 169+95 tie 5 feet into the existing phase I deep cutoff wall (sta. 152+00 to 170+00). The wall modeled extends from levee station 152+00 to 188+50 and includes a 112.5 foot window beneath highway 143.

Report Plans and Specifications For the Lower Wood River Cement- Bentonite Cutoff Wall Phase II:

The proposed cutoff wall that will extend the existing wall from Station 170+00 to Station 188+50 was analyzed with the applied authorized flood (500-year). The results of this run are shown in Figure 1 below. A large area of factor of safety below 1.0 downstream of the window is eliminated and factors of safety are above 1.6. Also, the area of factor of safety below 1.6 at the widow was greatly reduced. The plot shows the level of protection provided by the proposed cutoff wall.

Figure 1. GMS Results for Cutoff Wall Extension to Station 188+50 & Level of Protection

Design Section 175+20 represents the critical levee section between stations 170+00 and 183+00. For the analysis two reaches were developed. A clay seam in this reach of levee made it the critical section for analysis. It was found that at Stations 171+00 and 175+20 with a 20 ft panel the governing factory of safety was 1.7 and 1.6, respectively which is well above design criteria factor of safety. Furthermore, panel lengths up to 40 ft also met the design criteria factor of safety of 1.3.

A number of requirements for the proposed cutoff wall were developed as a result of the GMS modeling results, FLAC 3D modeling results, and the constructed phase I cutoff wall characteristics. These requirements were utilized in the development of the plans and specifications.

Report Plans and Specifications For the Lower Wood River Cement- Bentonite Cutoff Wall Phase II:

4.3.1.4 Project instrumentation

Biaxial inclinometers and well point open system piezometers will be utilized within the contract. This will allow design assumptions to be adjusted based on real-time data gathered from the field and to help monitor and potentially mitigate excessive movements. The Contractor will be required to submit a monitoring plan to detail the means and methods the Contractor will utilize to gather and report the instrumentation readings. The Contractor will be required to provide a secure web based instrumentation data viewer including but not limited to real-time data plots, and thresholds for alarms.

A total of 9 inclinometers will be installed as shown in the drawings. Two rows of three inclinometers will be installed in the test section at separate primary panels. Two automated inclinometers will be installed 5 feet both sides of a test section panel perpendicular to the cutoff wall alignment. One manually read inclinometer will be placed mod-slope on the riverside. All inclinometers will be installed and anchored 15 feet into bedrock. The inclinometers within 5 feet of the cutoff wall will be abandoned and sealed in-place.

There are four existing open system piezometers that will be utilized to monitor ground water elevations within the aquifer during construction. Also, two new riverside open system piezometers will be installed at the end of the construction. All piezometers will remain in operation following the end of the contract and remain as part of the project instrumentation.

4.4 Civil Design

4.4.1 Civil Design Criteria

The civil design is being performed in accordance with;

• EM 1110-2-1913, Engineering and Design, DESIGN AND CONSTRUCTION OF LEVEES, 30 April 2000.

• Applicable portions of USACE engineering manuals for civil works construction and industry codes.

• Information developed from previous studies and designs.

• Acceptable engineering practice.

Report Plans and Specifications For the Lower Wood River Cement- Bentonite Cutoff Wall Phase II:

4.4.2 Civil Design Features

The features of the civil design necessary to construct the cutoff wall include working surfaces, clay capping, material disposal, stripping, establishment of turf, and utility relocations.

4.4.2.1 Working Surfaces

In order to allow the contractor adequate space to perform the required excavation and wall construction, a working surface is required. This surface starts at EL427 and slopes to EL 426 at wall C/L station 8+94 and remains at EL 426 to the end of the wall.

This elevation was chosen to minimize the amount of material needed for the construction of the work platform and reduce the amount of borrow material required for the construction of the clay cap. The work platform surface will extend 60 feet from the flood side edge of the cutoff wall and slope to natural grade at 1V:3H. The work platform will be removed after completion of the wall.

4.4.2.2 Clay Capping

In order to provide impervious material above the completed cutoff wall and tie the cutoff wall into the line of protection, a clay cap will be provided after completion of the wall. Above the wall, this will be 5 feet of impervious fill.

4.4.2.3 Material Disposal

Since the cutoff wall will not utilize all of the in-situ material that is excavated, there will be significant amounts of material that will need to be disposed of. This material will be placed on the existing protected-side berm of the levee. It was found during stability analyses that the maximum berm height should be limited to EL. 431 ft.This material will be placed by stripping down the topsoil on the berm, placing the spoiled material in controlled lifts, compacting, and replacing the topsoil and establishing turf. The maximum allowed height of fill on the berm will be 10 feet.

4.4.2.4 Stripping

All areas that will be excavated or used as the contractor’s work area will be required to be stripped to a depth of 6 inches.

Report Plans and Specifications For the Lower Wood River Cement- Bentonite Cutoff Wall Phase II:

4.4.2.5 Establishment of Turf

The contractor will be required to establish turf for all areas stripped or otherwise disturbed by the construction contract.

4.5 Sequence of Work

The construction of the cement-bentonite cutoff wall will require the following construction sequence:

1. Construction of the Test Section:

a. Perform all required clearing, grubbing, and stripping required for the test section.

b. Construct the work platform to the elevations and grade lines, as shown on the drawings.

c. Install the required piezometers and inclinometers for the test section as shown on the plans.

d. Construct the 3 primary and 2 secondary panels, maintaining the cement-bentonite slurry within 2-feet of the working surface.

2. Construction of the cement-bentonite cutoff wall:

a. The contractor will not be permitted to begin construction until the test section is approved by the government.

b. Perform all required clearing, grubbing, and stripping required.

c. Construct the work platform to the elevations and grade lines, as shown on the drawings.

d. Install the remaining piezometers and inclinometers.

e. Construct the primary and secondary panels, maintaining the cement-bentonite slurry within 2-feet of the working surface.

f. Construct a compacted clay cap above the completed cutoff wall and bench into the levee slope.

3. The Contractor shall coordinate as necessary with the appropriate

POC’s listed in the specifications with regard to utility removals and relocations. These include, but are not limited to the Village of East Alton, MERS, Koch, Nustar, Olin and Ameren for the utilities remaining in the project area that were not relocated prior to the contract award..

4. The relief wells required to control seepage through the window at highway 143 and at both ends of the cutoff wall are not a part of this construction sequence and design and construction of these relief wells will be included in a separate set of plans and specs.

Report Plans and Specifications For the Lower Wood River Cement- Bentonite Cutoff Wall Phase II:

4.6 Environmental Engineering Factors

4.6.1 Background

The impacts of this design do not deviate from those identified in the Environmental Assessment (EA) and associated Finding of No Significant Impact (FONSI) approved and signed in 2011. A copy of those documents can be found at http://www.mvs.usace.army.mil/Portals/54/docs/pm/Reports/EA/Appendix_A_31AUG2 011_Redacted.pdf

4.7 Rights-of Way

Permanent right of way will need to be acquired in along the alignment of the cutoff wall, to provide a 15 ft buffer around the wall.

Additionally, temporary construction easement will need to be acquired for the contractor’s work area, including staging, stockpiling, batch plant, and equipment storage.

4.8 Disposal of Excavated and Cleared Waste Material

Waste material shall be disposed of by removal from the site by the contractor. This is not the same material that is excavated from the cutoff wall trench.

4.9 Relocations

4.9.1 Overhead Electric Lines

The cutoff wall crosses under an existing electrical line, owned by MERS Inc. at approximate cutoff wall station 3+90. Due to overhead clearances, the cutoff wall cannot be constructed under the electrical lines, and the lines will have to be temporarily removed prior to construction. One pole and approximately 500 ft of electric line will need to be taken down for the construction of the cutoff wall. The overhead line powers a radio tower building that is no longer in service. Temporary relocation will not be needed for the electric line but the levee district will coordinate with MERS Inc. to ensure right of way is acquired prior to construction of the cutoff wall http://www.mvs.usace.army.mil/Portals/54/docs/pm/Reports/EA/Appendix_A_31AUG2011_Redacted.pdf http://www.mvs.usace.army.mil/Portals/54/docs/pm/Reports/EA/Appendix_A_31AUG2011_Redacted.pdf

Report Plans and Specifications For the Lower Wood River Cement- Bentonite Cutoff Wall Phase II:

The cutoff wall will also affect overhead lines which belong to Koch Industries at approximate cutoff wall station 17+50. One pole and approximately 400 ft of electric line will need to be taken down prior to construction of the cutoff wall. The overhead line powers Koch’s unloading dock which will be out of service during the construction of the cutoff wall. Temporary relocation will not likely be required for the electric line but the levee district will coordinate with Koch Industries to ensure right of way is acquired prior to construction of the cutoff wall.

The upstream construction access road for the cutoff wall is crossed by an overhead electric line that is owned by Olin Corporation. Outages for this line should be avoided unless clearance requirements for the transportation of equipment require the line to be taken down during construction of the cutoff wall. This line was relocated during the construction of the phase 1 wall and construction equipment passed under this line and it is assumed that similar equipment will be used during this phase of the project and clearance will not be an issue.

4.9.2 Water Intake Pipe

The upstream construction access for the phase II cutoff wall will cross over an existing water intake pipe owned by the Olin Corporation at approximate levee Station 169+00.

The pipe is to remain undisturbed and the contractor will coordinate with Olin Corporation to determine depth of the pipe and crossing requirements

4.9.3 Sanitary Sewer Main

The cutoff wall crosses over an existing 14 inch forced sewer main at approximate cutoff wall station 1+25. This sewer main is owned by the Village of East Alton. The sanitary line will be relocated prior to the construction of the cutoff wall. The levee district will be responsible for the coordinating with the utility owner to ensure the construction right of way is acquired prior to construction of the cutoff wall.

4.9.4 Nitrogen Pipelines

The cutoff wall crosses an existing nitrogen pipeline at approximate wall station 17+10.

This pipeline is owned by Koch Industries. From the riverside levee crown to the riverside loading facility the pipeline is elevated. The levee district will coordinate outage requirements with Koch Industries prior to construction of the cutoff wall. The construction of the cutoff wall will require, at minimum, the removal and replacement of approximately 150 ft of elevated pipeline, supporting structures and foundation for the duration of the contract. The levee district will be responsible for the coordinating with

Report Plans and Specifications For the Lower Wood River Cement- Bentonite Cutoff Wall Phase II:

the utility owner to ensure the construction right of way is acquired prior to construction of the cutoff wall.

A buried pipeline owned by NuStar Energy is located along the toe of the work platform. The pipeline is to remain undisturbed during the construction of the cutoff wall. The contractor will be required to verify depths and coordinate with NuStar Energy to determine if specific crossing requirements for the pipeline are required.

5 Temporary Traffic Control

The contractor will be required to submit a traffic control plans in coordination with IDOT standards specification. The project will require temporary signage for trucks entering and leaving Illinois Route 143 and the traffic control plan will require IDOT and USACE approval.

6 Estimated Quantities and Cost Estimates

Quantities are included in Appendix B.

7 Construction Schedule

The construction schedule will be determine once funding for the construction of the project is received.

Appendix A

Construction Plans and ROW

Appendix B

Quantities

Appendix C

Geotechnical Report

Appendix D

Quality

Appendix E

Hydraulic Analyses