For AECOM 303 East Wacker Drive Chicago, IL 60601 (312) 938-0300 Submitted by Wang Engineering, Inc. 1145 North Main Street Lomb

STRUCTURE GEOTECHNICAL REPORT CIRCLE INTERCHANGE RECONSTRUCTION RETAINING WALL 34 (PROPOSED SN 016-1823) F.A.I ROUTE 90/94 (KENNEDY EXPRESSWAY) IDOT D-91-227-13/ PTB 163-001 COOK COUNTY, ILLINOIS

For AECOM 303 East Wacker Drive Chicago, IL 60601 (312) 938-0300

Submitted by Wang Engineering, Inc. 1145 North Main Street Lombard, IL 60148 (630) 953-9928

Original: April 19, 2019 Revised: November 1, 2019

Wang Ref. No. 1100-04-01 Retaining Wall 34 Technical Report Documentation Page

1. Title and Subtitle 2. Report Date Structure Geotechnical Report Original: April 19, 2019 Circle Interchange Reconstruction Revised: November 1, 2019 Retaining Wall 34, F.A.I. Route 90/94 3. Report Type SGR RGR Station 8562+04.40 to Station 8563+33.33 Draft Final Revised 4. Route / Section / County 5. IDOT Job No./Contract FAI 90/94/2014-016R & B / Cook D-91-259-12/62A77

6. PTB / Item No. 7. Existing Structure Number(s) 8. Proposed Structure Number(s) 163/001 No existing wall 016-1823

9. Prepared by Contributor(s) Author Phone Number/Email Address Wang Engineering, Inc. Author: Metin W. Seyhun, P.E. (630) 953-9928 Ext 1018 1145 N Main Street QC/QA: Mohammed Kothawala, P.E., D.GE. [email protected] Lombard, IL 60148 PIC: Corina T. Farez, P.E., P.G. 10. Prepared for Structural Engineer Contact Phone Number AECOM Matt Santeford, P.E., S.E. (847) 407-5235 303 East Wacker Drive TranSystems Corporation Chicago, IL 60601 11. Abstract A new Retaining Wall 34 will be constructed to support the approach embankment to the Madison SB Entrance Ramp structure. The 130-foot long back-to-back MSE walls will start at Station 8562+04.40 and end at Station 8563+33.33. The maximum total height near the ramp abutment will be 16.6 feet and will have a 3.5 foot tall parapet on the top. The MSE Wall is a feasible as proposed.

Beneath the pavement, the subsurface soils consists of up to 2 to 16 feet of fill materials, up to 2.5 feet stiff clay crust, up to 33 feet of very soft to medium stiff silty clay, 32 feet of stiff to hard clay to silty clay loam, and 36 feet of dense to very dense silt to silty loam and sand to gravelly sand extending to the boring termination depths or bedrock. Sound bedrock was encountered at elevations of about 481.0 to 481.6 feet. Groundwater was not encountered within the fill layers; however it should be expected in the upper granular fill. Groundwater is also present within the granular layers just above the top of bedrock.

The proposed MSE wall is feasible with the use of Class III LCCF fill material as well as between back-to-back walls. The wall will have a maximum factored bearing resistance of 1,800 psf using a geotechnical resistance factor of 0.65. We do not see global stability concerns for the proposed back- to-back MSE retaining wall since the Class III LCCF will be used for the MSE wall and fill area between walls. Considering the unloading and reloading effect and the use of LCCF, the settlement is not a concern.

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Geotechnical • Construction • Environmental Quality Engineering Services Since 1982

TABLE OF CONTENTS

1.0 INTRODUCTION ...... 1

1.1 PROJECT DESCRIPTION ...... 1 1.2 PROPOSED STRUCTURE ...... 2 1.3 EXISTING STRUCTURE ...... 2

2.0 SITE CONDITIONS AND GEOLOGICAL SETTING ...... 2

2.1 PHYSIOGRAPHY ...... 3 2.2 SURFICIAL COVER ...... 3 2.3 BEDROCK ...... 3

3.0 METHODS OF INVESTIGATION ...... 4

3.1 SUBSURFACE INVESTIGATION ...... 4 3.2 VANE SHEAR TESTS ...... 5 3.3 LABORATORY TESTING ...... 5

4.0 RESULTS OF FIELD AND LABORATORY INVESTIGATIONS ...... 5

4.1 SOIL CONDITIONS ...... 6 4.2 GROUNDWATER CONDITIONS ...... 7 4.3 SEISMIC DESIGN CONSIDERATIONS ...... 7

5.0 ANALYSIS AND RECOMMENDATIONS ...... 8

5.1 RETAINING WALL TYPE EVALUATION ...... 8 5.2 MSE WALLS ...... 8 5.2.1 Bearing Resistance and External Stability Analyses ...... 8 5.2.2 Settlement Analyses ...... 9 5.2.3 Global Stability Analyses ...... 9

6.0 CONSTRUCTION CONSIDERATIONS ...... 9

6.1 EXCAVATION ...... 9 6.2 DEWATERING ...... 10 6.3 FILLING AND BACKFILLING ...... 10 6.4 WALL CONSTRUCTION ...... 10 6.5 CONSTRUCTION MONITORING ...... 10

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7.0 QUALIFICATIONS ...... 11

REFERENCES ...... 12 EXHIBITS 1. Site Location Map 2. Site and Regional Geology 3. Boring Location Plan 4. Subsurface Soil Data Profile APPENDIX A Boring Logs and Rock Core Photographs APPENDIX B Laboratory Test Results APPENDIX C Type, Size, and Location Plan APPENDIX D In-Progress Cross-Section Drawings

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1145 North Main Street Lombard, Illinois 60148 Phone (630) 953-9928 www.wangeng.com

STRUCTURE GEOTECHNICAL REPORT CIRCLE INTERCHANGE RECONSTRUCTION RETAINING WALL 34 (PROPOSED SN 016-1823) F.A.I. ROUTE 90/94 (KENNEDY EXPRESSWAY) IDOT D-91-227-13/PTB 163-001 COOK COUNTY, ILLINOIS FOR AECOM

1.0 INTRODUCTION

This report presents the results of Wang Engineering, Inc. (Wang) subsurface investigation, laboratory testing, geotechnical engineering evaluations and recommendations for new back to back Mechanically Stabilized Earth (MSE) retaining walls to support the approach embankment to the existing Madison SB Entrance Ramp which will remain. The new wall is designated as SN 016-1823 (Retaining Wall 34) and will be constructed in connection with the Circle Interchange Reconstruction project in the City of Chicago, Cook County, Illinois. A Site Location Map is presented as Exhibit 1.

The purpose of our investigation was to characterize the site soil and groundwater conditions, perform geotechnical engineering analyses, and provide recommendations for the design and construction of the new wall structure.

1.1 Project Description The Circle Interchange is over 50 years old and has significant congestion and safety problems. The project is aiming to improve safety and mobility as well as upgrade the mainline and interchange facilities. The project will also improve other modes of transportation such as transit, pedestrians and bicyclists within the same corridor.

The Circle Interchange Reconstruction project is along Interstate 90/94 (I-90/94) from south of Roosevelt Road to north of Lake Street, along Interstate 290 (I-290) from Loomis Street to the Circle Interchange; and along Congress Parkway from the Circle Interchange to Canal Street/Old Post Office. The routes typically have three lanes of traffic in each direction with mostly one lane ramp at interchanges. Locally, the north leg is known as the Kennedy Expressway, the south leg as the Dan

Geotechnical • Construction • Environmental Quality Engineering Services Since 1982

Circle Interchange Reconstruction Retaining Wall 34, SN 016-1823 Wang No. 1100-04-01

November 1, 2019

Ryan Expressway and the west leg as the Eisenhower Expressway. Within the project area, there are several cross street bridges over I-90/94 and I-290 considered for reconstruction. Along I-90/94, from south to north, the cross street overpasses include Taylor Street, Van Buren Street, Jackson Boulevard, and Adams Street. Along I-290, from west to east, the cross street overpasses include Morgan Street, Peoria Street, and Halsted Street.

The proposed improvements include additional through lanes in each direction on I-90/94. The horizontal alignment and vertical profiles throughout the interchange will be improved. A new two- lane flyover, Ramp NW (Flyover) will be constructed for I-90/94 northbound to I-290 westbound traffic. Cross street bridges, Morgan Street, Harrison Street, Halsted Street, Peoria Street, Taylor Street, Adams Street, Jackson Boulevard, and Van Buren Street will be reconstructed. Various existing ramps will be reconstructed and up to fifty new retaining walls will be constructed.

1.2 Proposed Structure Based on the Type, Size, and Location (TSL) plan received on April 18, 2019 provided by TranSystems Corporation (TranSystems), the proposed Retaining Wall 34 (SN 016-1823) will support the approach embankment to the Madison SB Entrance Ramp structure. The 130-foot long back-to-back MSE walls will start at Station 8562+04.40 and end at Station 8563+33.33 and will be offsets 19.25 feet left and 3.25 feet right. The maximum total height of wall near the ramp abutment will be 16.6 feet and will have a 3.5 foot tall parapet on the top. The TSL plan is included in Appendix D.

1.3 Existing Structure There two existing cast-in-place retaining walls 26 and 27 are on spread footings and drilled shafts that measure 69’-5” from existing Madison Entrance Ramp abutment south. Maximum height from top of wall to the bottom of footing measures 16’-3”. Existing retaining walls are to be removed and replaced.

2.0 SITE CONDITIONS AND GEOLOGICAL SETTING

The site is located within the City of Chicago at the I-90/94 and I-290 Circle Interchange. On the USGS Chicago Loop 7.5 Minute Series map, the wall is located in the NW¼ of Section 16, Tier 39 N, Range 14 E of the Third Principal Meridian.

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The following review of published geologic data, with emphasis on factors that might influence the design and construction of the proposed engineering works, is meant to place the project area within a geological framework and confirm the dependability and consistency of the present subsurface investigation results. For the study of the regional geologic framework, Wang considered northeastern Illinois in general and Cook County in particular. Exhibit 2 illustrates the Site and Regional Geology.

2.1 Physiography The wall is situated within the Chicago Lake Plain Physiographic Subsection. The area is characterized by a flat surface that slopes gently toward the lake, largely made of groundmoraine till covered by thin and discontinuous lacustrine silt and clay. The ground elevation along the wall ranges from 586 feet at the south end to 595 feet at the north end.

2.2 Surficial Cover The project area was shaped during the Wisconsinan-age glaciation, and more than 75-foot thick drift covers the bedrock (Leetaru et al. 2004). The glacial cover is made up of clay and silt of the Equality Formation of the Mason Group and diamictons of the Wadsworth and Lemont Formations of the Wedron Group (Hansel and Johnson 1996). The Equality Formation is made up of bedded silt and clay, locally laminated, with lenses and/or thin beds of sand and gravel. The Wadsworth Formation consists of relatively homogenous, massive, gray till with clay to silty clay matrix, with dolostone and shale clasts and occasional lenses of sorted and stratified silt. The Wadsworth Formation is underlain by the pebbly silty clay loam to silty loam diamicton of the Yorkville Member of the Lemont Formation, known informally as the Chicago “hardpan.”

From a geotechnical viewpoint, the Equality Formation is characterized by low strength, medium to high plasticity, and medium to high moisture content, whereas the Wadsworth Formation is characterized by low plasticity, medium to low moisture content, medium to very stiff consistency, poor permeability, and low compressibility. The Yorkville Member (hardpan) is characterized by low plasticity, high blow counts, and low moisture content (Bauer et al. 1991; Peck and Reed 1954).

2.3 Bedrock In the project area, the glacigenic deposits unconformably rest over approximately 350-foot thick Silurian-age dolostone (Leetaru et al 2004). The top of bedrock may be encountered at about 480 feet elevation or 95 feet below ground surface (bgs) or more. The Silurian dolostone dips gently eastward

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at a pace of 15 feet per mile. Only inactive faults are known in the area, and the seismic risk is minimal (Leetaru et al. 2004; Willman 1971). There are no records of mining activity in the area, but deep tunnel excavations are known to exist.

Our subsurface investigation results fit into the local geologic context. The borings drilled in the project area revealed the native sediments consist of clay to silty clay diamicton of the Wadsworth Formation resting on top of more competent silty clay loam diamicton (hardpan) of the Lemont Formation, which in turn is underlain by bedrock. Sound dolostone bedrock was sampled at depths of 98.0 and 105.0 feet bgs, corresponding to 481.0 and 481.6 feet elevation, within the predicted range based on published geological data.

3.0 METHODS OF INVESTIGATION

The following sections outline the subsurface and laboratory investigations. All elevations in this report are based on NAVD 1988.

3.1 Subsurface Investigation Wang drilled three structure borings, designated as 34-RWB-01, 35-RWB-01, and 35-RWB-02, in July 2014. Wang has also referenced one nearby structure boring located at the northwest corner of Monroe Bridge, designated as 2054-B-02, drilled in September 2015. Wang also performed Boring VST-03 to obtain in-situ vane shear strength of soft clay. The as-drilled boring locations were surveyed by Dynasty Group, Inc. and station and offset information for each boring were provided by AECOM. Boring location data are presented in the Boring Logs (Appendix A). The as-drilled boring locations are shown in the Boring Location Plan (Exhibit 3).

ATV- and truck-mounted drilling rigs equipped with hollow stem augers, were used to advance and maintain an open borehole to 10 feet depth after that mud rotary was used to the boring termination depth. Soil sampling was performed according to AASHTO T 206, "Penetration Test and Split Barrel Sampling of Soils." The soil was sampled at 2.5-foot intervals to 30 feet bgs and at 5-foot intervals to boring termination depths or bedrock. Soil samples collected from each sampling interval were placed in sealed jars and transported to Wang Geotechnical Laboratory in Lombard, Illinois for further examination and laboratory testing.

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Field boring logs, prepared and maintained by a Wang engineer or geologist, include lithological descriptions, visual-manual soil/rock classifications, results of Rimac and pocket penetrometer unconfined compressive strength tests, results of Standard Penetration Tests (SPT) recorded as blows per 6 inches of penetration. The SPT N value, shown on the soil profile, is the sum of the second and third blows per 6 inches. The soils were described and classified according to Illinois Division of Highways (IDH) Textural Classification system. The field logs were finalized by an experienced engineering geologist after verifying the field visual classifications and laboratory test results.

Groundwater observations were made during drilling to a depth of 10 feet before using rotary wash method. Due to safety considerations, boreholes were backfilled with grout immediately upon completion.

3.2 Vane Shear Tests Wang performed vane shear tests in Borings VST-03 and 34-RWB-01. Boring VST-03 is located about 200 feet east of Wall 34. Vane shear tests were performed in undisturbed and remolded conditions using calibrated RocTest vane shear equipment. The sensitivity shown on the boring logs is the ratio of shear strength in undisturbed and remolded conditions. In general, the vane shear values for soft clays were significantly higher than the corresponding values from unconfined compressive strength tests using the RIMAC apparatus. Vane shear test results were used on our engineering analyses.

3.3 Laboratory Testing The soil samples were tested in the laboratory for moisture content (AASHTO T265). Atterberg limits (AASHTO T 89/T 90) and particle size analyses (AASHTO T 88) tests were performed on selected soil samples representing the main soil layers encountered during the investigation. Field visual descriptions of the soil samples were verified in the laboratory. Laboratory test results are shown in the Boring Logs (Appendix A), in the Soil Profile (Exhibit 4), and in the Laboratory Test Results (Appendix B).

4.0 RESULTS OF FIELD AND LABORATORY INVESTIGATIONS

Detailed descriptions of the soil conditions encountered during our subsurface investigation are presented in the attached Boring Logs (Appendix A) and in the Soil Profile (Exhibit 4). Please note

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that strata contact lines represent approximate boundaries between soil types. The actual transition between soil types in the field may be gradual in horizontal and vertical directions.

4.1 Soil Conditions Borings drilled on the Madison SB Entrance Ramp encountered 4 to 6 inches of asphalt overlying 6 to 14 inches of concrete followed by crushed stone base course. Boring 2054-B-02 encountered 5 inches of asphalt overlying 10 inches of concrete followed by crushed stone. In descending order, the general lithologic succession encountered beneath the pavement structure: 1) man-made ground (fill); 2) stiff silty clay to silty clay loam; 3) very soft to medium stiff clay to silty clay; 4) stiff to hard clay to silty clay loam; 5) dense to very dense silt to silty loam and sand to gravelly sand; and 6) strong dolostone.

1) Man-made ground (fill) Underneath the pavement structure, the borings encountered 2 to 12 feet of fill. Granular fill consists of loose to medium dense, brown sand white sandy gravel. Cohesive fill includes stiff, gray silty clay loam. The granular fill layer has N-values of 4 to 13 blows per foot and moisture content value of 3%.

The cohesive fill layer has an unconfined compressive strength (Qu) value of 1.8 tsf and moisture content value of 20%.

2) Stiff silty clay to silty clay loam Beneath the pavement, at elevation of 573.8 feet, Boring 34-RWB-01 encountered 2.5-foot thick of

stiff, brown to gray silty clay loam. This layer has Qu value of 1.23 tsf and moisture content value of 19%.

3) Very soft to medium stiff clay to silty clay At elevations of 571.8 to 574.9 feet (5.5 to 14.5 feet bgs), the borings revealed up to 33 feet of very

soft to medium stiff, gray clay to silty clay with Rimac Qu values of 0.08 to 0.90 tsf and moisture content values of 18 to 31%. This layer is commonly known as the “Chicago Blue Clay.”

As discussed in Section 3.2, undrained shear strength values from vane shear tests are generally higher than Rimac tests. In-situ undisturbed vane shear strengths obtained in Boring VST-03 between elevations 574 and 542 feet ranged from 370 to 1680 psf.

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4) Stiff to hard stiff clay to silty clay loam At elevations of 539.8 to 543.6 feet (37 to 47 feet bgs), the borings encountered up to 32 feet of stiff

to hard clay to silty clay loam. The unit has Qu values of 1.1 to 4.8 tsf and moisture content values of

17 to 27%. Laboratory index testing on samples from this layer showed a liquid limit (LL) value of

27% and a plastic limit (PL) value of 16%.

(5) Dense to very dense silt to silty loam and sand to gravelly sand At elevations of 512.3 to 517.6 feet (67 to 69 feet bgs), Borings 2054-B-02 and 35-RWB-01 encountered up to 36 feet of dense to very dense silt to silty loam and sand to gravelly sand. This layer has N values of 32 to over 50 blows per foot.

(6) Strong dolostone Borings 35-RWB-01 and 2054-B-02 encountered strong bedrock at elevations of 481.0 and 481.6 feet or 98.0 and 105.0 feet bgs. Based on the 2 and 3-foot long rock cores obtained from the borings, the measured RQD values are 25 and 32% corresponding poor to fair rock quality. Bedrock core photograph is shown in Appendix A.

4.2 Groundwater Conditions Groundwater was not observed during drilling or after drilling in borings due to the mud rotary drilling from 10 feet bgs. Groundwater may be perched within the granular fill layers. Water-bearing silt and gravel layers may also be present at deeper levels. A Piezometer 30-PZ-01 was installed for the nearby structure about 230 feet east of the proposed Retaining Wall 34 on November 21, 2014 and monitored until March 2017. The screen was placed with the top and bottom elevations at 503.7 and 493.7 feet (89.5 to 99.5 feet bgs), respectively within granular layers above bedrock. Piezometer readings show an average water table elevation of 545.8 feet indicating under hydrostatic pressure within the granular deposit encountered on top of the bedrock.

Although groundwater was not observed within upper granular fill layers, we anticipate perched water may be encountered during times of heavy precipitation.

4.3 Seismic Design Considerations The retaining wall is located in Seismic Performance Zone (SPZ) 1 and is not required to be designed for seismic forces as per 2012 IDOT Bridge Manual (IDOT 2012).

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5.0 ANALYSIS AND RECOMMENDATIONS

5.1 Retaining Wall Type Evaluation Based on TSL, the proposed Retaining Wall 34 (SN 016-1823) will support the approach embankment to the Madison SB Entrance Ramp structure. The 130-foot long back-to-back MSE walls will start at Station 8562+04.40 and end at Station 8563+33.33. The maximum total height near the ramp abutment will be 16.6 feet and will have a 3.5 foot tall parapet on the top. The MSE Wall is a feasible as proposed.

The following sections present the results of our geotechnical engineering analyses and recommendations for the back-to-back MSE walls design and construction.

5.2 MSE Walls The back-to-back MSE retaining walls base should be established a minimum of 3.5 feet below the finished grade at the front face of the wall for frost protection.

5.2.1 Bearing Resistance and External Stability Analyses Based on our boring data, the foundation soils at the MSE wall base elevations consist of about 0.8 feet of granular fill overlying up to 33 feet of soft to medium stiff clay to silty clay. We estimate, without foundation treatment, the soils will have a nominal bearing resistance of 2,900 psf and a factored bearing resistance of 1,800 psf based on a geotechnical resistance factor of 0.65 (AASHTO 2017).

We have considered reinforcement lengths equal to 70 percent of the total wall height or a minimum of 8 feet. We analyzed several alternatives for the fill material to be used in the reinforcement zone and fill area in the back-to-back walls as follows:

1. Using regular fill material (unit weight of 125 pcf) for the MSE wall zone and fill area; and 2. Using IDOT District One Class III Lightweight Cellular Concrete Fill (LCCF) for the MSE wall reinforcement zone and between the back-to-back walls.

For Option 1, at the highest portion of the wall near Station 8562+04.40, the wall will apply a maximum factored equivalent bearing pressure of 4,700 psf with a regular MSE wall fill material

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(unit weight is 125 pcf) which exceeds the factored bearing resistance available, thus Option 1 is not feasible.

In Option 2, to reduce the applied wall pressure, we have considered IDOT District One Special Provisions Class III LCCF with as-cast density ranging from 36 to 44 pcf for the MSE wall zone and between the back-to-back walls. We estimate the wall will apply a maximum equivalent factored bearing pressure of 1,600 psf; thus, the foundation soils will have sufficient bearing resistance to support the wall.

The estimated friction angle between an MSE wall base and underlying cohesive soil is 30º, and the corresponding friction coefficient is 0.58. MSE retaining walls are designed based on a geotechnical sliding resistance factor of 1.0 for soil-on-soil contact (AASHTO 2017).

We recommend Option 2 with 0.7 H reinforcement width for back-to-back walls. It should be noted that the embankment between the back-to-back walls should consist of LCCF so it does not exert any earth pressure on the LCCF MSE mass.

5.2.2 Settlement Analyses For Option 2, considering the unloading and reloading effect and the placement of LCCF, the applied service pressure will be less than the existing pressure. Therefore, the settlement is not concern.

5.2.3 Global Stability Analyses With Class III LCCF being used as a fill material in reinforced zone and in between the walls, thus the whole mass will act as rigid body with significant reduction of the driving forces. Therefore, we do not see global stability concerns for the proposed back-to-back MSE retaining walls.

6.0 CONSTRUCTION CONSIDERATIONS

6.1 Excavation Any required excavations should be performed in accordance with local, state, and federal regulations including current OSHA regulations. The potential effect of ground movements upon nearby structures and utilities should be considered during construction. As per TSL plan, the existing Madison SB Entrance Ramp traffic will be closed and traffic will be detoured during construction. Existing Madison Street Bridge to remain open during construction. Traffic on I-90/94 will be

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maintained with stage construction. The existing abutment should be protected during MSE wall construction since about 10 feet of excavation will be required near the abutment.

6.2 Dewatering Based on the results of our investigation and proposed excavation for the wall, perched water is likely to be encountered during construction during times of heavy precipitation which should be removed through conventional sump and pump methods.

6.3 Filling and Backfilling All fill and backfill materials will be as per IDOT Standard Specification for Road and Bridge Construction (IDOT 2016).

6.4 Wall Construction The wall should be constructed as per IDOT Standard Specification for Road and Bridge Construction (IDOT 2016). Class III LCCF should be as per IDOT District One special provision.

6.5 Construction Monitoring There is no need for special construction monitoring for the retaining wall except normally required by the IDOT Standard Specification for Road and Bridge Construction (IDOT 2016).

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REFERENCES

AMERICAN ASSOCIATION OF STATE HIGHWAY TRANSPORTATION OFFICIALS (2017) LRFD Bridge Design Specifications. United States Department of Transportation, Washington, D.C. BAUER, R.A., CURRY, B.B., GRAESE, A.M., VAIDEN, R.C., SU, W.J., and HASEK, M.J., 1991, Geotechnical Properties of Selected Pleistocene, Silurian, and Ordovician Deposits of Northeastern Illinois: Environmental Geology 139, Illinois State Geological Survey, 69 p. HANSEL, A.K., and JOHNSON, W.H. (1996) Wedron and Mason Groups: Lithostratigraphic Reclassification of the Wisconsin Episode, Lake Michigan Lobe Area: ISGS Bulletin 104. Illinois State Geological Survey, Champaign, IL. 116 p. LEETARU, H.E., SARGENT, M.L., AND KOLATA, D.R, 2004, Geologic Atlas of Cook County for Planning Purposes, ISGS, Champaign, IL ILLINOIS DEPARTMENT OF TRANSPORTATION (2015) Geotechnical Manual. IDOT Bureau of Materials and Physical Research, Springfield, IL. ILLINOIS DEPARTMENT OF TRANSPORTATION (2016) Standard Specifications for Road and Bridge Construction. IDOT Division of Highways, Springfield, IL. ILLINOIS DEPARTMENT OF TRANSPORTATION (2012) Bridge Manual. IDOT Bureau of Bridges and Structures, Springfield, IL. WILLMAN, H.B., 1971, Summary of the Geology of the Chicago Area, ISGS Circular C460: Urbana, Illinois State Geological Survey, p. 77. PECK, R.B., and REED, W.C., 1954, Engineering Properties of Chicago Subsoils: University of Illinois Engineering Experiment Station Bulletin No. 423: Urbana, University of Illinois, 62 p. FEDERAL HIGHWAY ADMINISTRATION (1983) Design and Construction of Stone Columns Vol 1. US Department of Transportation Report No. FHWA/RD-83/026, McLean, Virginia.

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EXHIBITS

RETAINING WALL 34, SN 016-1823 NW 1/4 Sec. 16, T 39N, R 14E of 3rd PM

Cook County

0 0.25 0.5 Mile SITE LOCATION MAP: CIRCLE INTERCHANGE RECONSTRUCTION RETAINING WALL 34, SN 016-1823, COOK COUNTY

DRAWN BY: NSB SCALE: GRAPHICAL EXHIBIT 1 CHECKED BY: MWS

1145 N. Main Street Lombard, IL 60148 www.wangeng.com

FOR AECOM 1100-04-01 Chicago River REGIONAL GEOLOGY

N Retaining Wall 34 SN 016-1823

Washington Blvd

20 mi

Madison Street Wedron Group Wadsworth Formation

Lemont Formation

Tiskilwa Formation

Legend Congress Parkway I-290 Glacial lake bottom Qls Qls (Covered by lacustrine deposits)

0 0.5 1.0 Miles

DRIFT THICKNESS BEDROCK TOPOGRAPHY BEDROCKR14E THICKNESS R14E R14E 500 Retaining Wall 34 Retaining Wall 34 Retaining Wall 34

400

N93 T N93 N93 T N93 100 T N93 SITE AND REGIONAL GEOLOGY: CIRCLE INTERCHANGE RECONSTRUCTION,

300 RETAINING WALL 34, SN 016-1823, COOK COUTY, IL 200 550 DRAWN BY: R. KC 75 SCALE: GRAPHIC AL EXHIBIT 2 CHECKED BY : C. Marin

1145 N. Main Street Contours interval 25 ft Lombard, IL 60148 Modified after Leetaru et. al. (2004) www.wangeng.com 0 2 4 8 miles FOR AECOM 1100-04-01 2054-B-02, 579.01

35-RWB-02, 580.37

35-RWB-01, 586.57

34-RWB-01, 577.30

BORING LOCATION PLAN:CIRCLE INTERCHANGE RECONSTRUCTION RETAINING WALL 34, SN. 016-1823, COOK COUNTY, IL DRAWN BY: RKC SCALE: GRAPHICAL EXHIBIT 3 CHECKED BY: N. Balakumaran *Out of Plan, VST-03

1899985.04N, 1171693.33E 1145 N. Main Street Lombard, IL 60148 www.wangeng.com

FOR AECOM 1100-04-01 -RWB-01 35 S Top of Coping N -RWB-01 34 Finished Grade at F.F of Barrier -RWB-02 35 35-RWB-01 590 8562+48.73 590 N Qu MC 2 35-RWB-02 11 NP 3 0 2054-B-02 13 NP 3 4-B- 8563+44.20 34-RWB-01 05 8412+62.47 N Qu MC 6 NP 3 2 580 N Qu MC 42 NP 9 6156+73.72 580 N Qu MC 4 NP 3 54 NP 4 9 NP 4 10 1.80 B 20 40 NP 6 4 NR 0 0.41 B 21 5 1.23 B 19 1 0.33 B 23 5 0.30 P 22 0 0.33 B 27 4 0.41 B 18 5 0.57 B 18 3 0.08 B 23 570 0 0.25 B 27 570 4 0.82 B 20 1 0.33 B 25 0 0.66 B 25 NA 5 0.82 B 24 3 0.33 B 25 0 0.66 B 24 3 0.49 B 25 4 0.82 B 24 3 < 0.25 P 25 0 0.74 B 25 3 0.57 B 24 1 < 0.25 P 26 560 0 0.49 B 24 NA 560 0 0.41 B 25 9 0.49 B 25 0 0.49 B 25 2 0.41 B 24 1 0.41 B 26 0 0.57 B 25 Site Map Scale 1 inch equals 105 feet 2 0.33 N/6 5 0.41 B 24 0 0.49 B 25 NA 10 0.90 B 25 550 4 0.90 B 15 550 5 0.66 B 26 0 0.41 B 26 4 0.74 B 31 NA 11 0.50 P 23 8 1.33 N/6 8 1.80 B 22 t) 540 540

e 24 2.21 B 20 17 2.13 B 23

e 10 1.97 B 19 12 1.89 B 18 Silty Clay Loam A-6 (6) Explanation: LL=27 PL=16 10 1.89 B 17 15 2.50 N/6 25 10 1.72 B 16 21 3.61 B 21 ION (f 530 19 3.28 B 21 530 T 26 2.00 P 22 18 4.51 B 20 23 4.84 B 14 13 1.97 B 27

EVA 16 2.79 B 25 5 1.23 B 29 L 1 0.74 B 27 E 520 16 1.75 P 19 520 21 3.50 N/6 16 2054-B-02 12 1.07 B 13 Borehole Number 29 2.50 P 12 8412+62.47 58 1.25 P 23 10/1 NP 13 Station 50/5 NP 15 510 510 38/5 NP 10 Borehole Lithology 50/5 NP 13 N--N-value, (blw/12 in) Qu--UC Strength, (tsf) 66 NP 4 MC--Moisture Content, (%) 50/4 NP 15 500 500 51 NP 12 94 NP 19 32 NP 20 490 72 NP 24 490 56 NP 18 50/4 NP 11 50/5 NP 18 Water Level Reading 480 CORE NA NA 480 at time of drilling. Water Level Reading 24-hr after drilling or at end of drilling 470 470

0 20 40 60 80 100 120 140 160 180 200 220 240 260 280

DISTANCE ALONG PROFILE (feet) 0 28

Lithology Graphics Horizontal Scale (feet) Vertical Exaggeration: 1x /19 5 Pavement Concrete Crushed stone IDH Silty Clay, Silty Clay Loam 3/2 Wang Engineering, Inc. T

D 1145 North Main Street G . Lombard, IL 60148 G

N IDH Clay Gravelly sand, sandy gravel IDH Sand, Sandy Loam IDH Silt, Silty Loam E G

N Soil Profile A

W Retaining Wall 34, SN 016-1823

J Weathered bedrock Dolomite or Dolomitic Limestone P G 01.

4 Jane Byrne Interchange Section 17, T39N, R14E of 3rd PM 1000 1

17 JOB NUMBER PLATE NUMBER X I 11

E 1100-04-01 EXHIBIT 4 W

APPENDIX A

Page 1 of 3 BORING LOG 2054-B-02 Datum: NAVD 88 [email protected] WEI Job No.: 1100-04-01 Elevation: 579.01 ft North: 1899869.30 ft 1145 N Main Street Client AECOM Lombard, IL 60148 East: 1171404.59 ft Project Jane Byrne Interchange Telephone: 630 953-9928 Station: 8412+62.47 Fax: 630 953-9938 Location Section 17, T39N, R14E of 3rd PM Offset: 73.45 LT

SOIL AND ROCK ft SOIL AND ROCK (ft) (ft) (ft) (ft) Qu Qu (tsf) (tsf) Depth Depth Profile Profile recovery recovery Elevation Elevation

DESCRIPTION Moisture DESCRIPTION Moisture (blw/6 in) (blw/6 in) (blw/6 Sample No. Sample No. Sample SPT Values SPT Values SPT Content (%) Content Content (%) Content Sample Type Sample Type Sample

578.65-inch thick ASPHALT 10-inch thick CONCRETE 577.8 --PAVEMENT-- 0 Very dense, gray CRUSHED 9 0 0.41 25 STONE 21 1 NP 4 0 B --BASE COURSE-- 29 25 575.8 Stiff, gray SILTY CLAY LOAM, trace gravel 6 0 --FILL-- 2 4 1.80 20 10 0 0.41 26 B B 5 6 25 1

573.5 Soft to medium stiff, gray CLAY to SILTY CLAY, trace gravel 0 0 3 0 0.33 23 11 1 0.33 1 B 1 N/6

0 4 4 2 0.57 18 12 5 0.90 25 B B 10 3 30 5

1 5 2 0.82 20 2 B

0 1 6 2 0.82 24 13 2 0.74 31 B B 15 3 35 2

1 542.3 7 0.82 24 2 Stiff to hard, gray SILTY CLAY to B 2 SILTY CLAY LOAM, trace gravel

0 3 8 1 0.57 24 14 3 1.80 22 B B 20 2 40 5 GENERAL NOTES WATER LEVEL DATA Begin Drilling 09-15-2015 Complete Drilling 09-20-2015 While Drilling Rotary wash Drilling Contractor Wang Testing Services Drill Rig D-50 TMR [78%] At Completion of Drilling Mud at 5 ft Driller K&N Logger F. Bozga Checked by C. Marin Time After Drilling 120 hours Drilling Method 3.25" HSA to 10', mud rotary thereafter, boring Depth to Water 2.00 ft backfilled upon completion The stratification lines represent the approximate boundary WANGENGINC 11000401.GPJ WANGENG.GDT 4/8/19 between soil types; the actual transition may be gradual. Page 2 of 3 BORING LOG 2054-B-02 Datum: NAVD 88 [email protected] WEI Job No.: 1100-04-01 Elevation: 579.01 ft North: 1899869.30 ft 1145 N Main Street Client AECOM Lombard, IL 60148 East: 1171404.59 ft Project Jane Byrne Interchange Telephone: 630 953-9928 Station: 8412+62.47 Fax: 630 953-9938 Location Section 17, T39N, R14E of 3rd PM Offset: 73.45 LT

SOIL AND ROCK ft SOIL AND ROCK (ft) (ft) (ft) (ft) Qu Qu (tsf) (tsf) Depth Depth Profile Profile recovery recovery Elevation Elevation

DESCRIPTION Moisture DESCRIPTION Moisture (blw/6 in) (blw/6 in) (blw/6 Sample No. Sample No. Sample SPT Values SPT Values SPT Content (%) Content Content (%) Content Sample Type Sample Type Sample

517.3 Very stiff, gray SILTY CLAY LOAM, trace gravel

--LL(%)=27, PL(%)=16-- --%Gravel=4.4-- 6 5 15 6 1.89 18 19 14 2.50 12 --%Sand=21.2-- 6 B 15 P --%Silt=54.9--45 65 --%Clay=19.5-- --A-6 (6)--

512.3 Very dense, gray GRAVELLY SAND to SANDY LOAM; wet to saturated

20 NP 15 5 50/5 16 8 3.61 21 --possible under pressure B groundwater bearing layer-- 50 13 70 --hard drilling, 69.5 to 73.5 feet-- possible cobbles

11 34 17 12 4.84 14 21 37 NP 13 B 55 11 75 50/5

--hard drilling, 73.5 to 78.5 feet-- 522.3 possible cobbles Medium stiff, gray CLAY to SILTY CLAY, trace gravel

22 NP 15 0 50/4 18 0 0.74 27 B 60 1 80 GENERAL NOTES WATER LEVEL DATA Begin Drilling 09-15-2015 Complete Drilling 09-20-2015 While Drilling Rotary wash Drilling Contractor Wang Testing Services Drill Rig D-50 TMR [78%] At Completion of Drilling Mud at 5 ft Driller K&N Logger F. Bozga Checked by C. Marin Time After Drilling 120 hours Drilling Method 3.25" HSA to 10', mud rotary thereafter, boring Depth to Water 2.00 ft backfilled upon completion The stratification lines represent the approximate boundary WANGENGINC 11000401.GPJ WANGENG.GDT 4/8/19 between soil types; the actual transition may be gradual. Page 3 of 3 BORING LOG 2054-B-02 Datum: NAVD 88 [email protected] WEI Job No.: 1100-04-01 Elevation: 579.01 ft North: 1899869.30 ft 1145 N Main Street Client AECOM Lombard, IL 60148 East: 1171404.59 ft Project Jane Byrne Interchange Telephone: 630 953-9928 Station: 8412+62.47 Fax: 630 953-9938 Location Section 17, T39N, R14E of 3rd PM Offset: 73.45 LT

SOIL AND ROCK ft SOIL AND ROCK (ft) (ft) (ft) (ft) Qu Qu (tsf) (tsf) Depth Depth Profile Profile recovery recovery Elevation Elevation

DESCRIPTION Moisture DESCRIPTION Moisture (blw/6 in) (blw/6 in) (blw/6 Sample No. Sample No. Sample SPT Values SPT Values SPT Content (%) Content Content (%) Content Sample Type Sample Type Sample joints with less than 0.2 inch or no infilling, hard joint walls 497.8 Very dense, gray, fine SAND; --Run 1 -RECOVERY= 83%-- saturated --RQD= 25%-- Boring terminated at 100.00 ft

32 23 47 NP 19 85 47 105

492.3 Very dense, gray SILT; saturated

18 24 30 NP 24 90 42 110

487.3 Very dense, gray GRAVELLY SAND; saturated

38 25 NP 11 42 95 50/4 115

483.0 --very hard, steady drilling-- --WEATHERED BEDROCK--

481.0 Strong, light gray, very poor rock CORE quality, bedded, slightly vuggy DOLOSTONE, highly 1 fragmented, 2-inch joint spacing, 479.0 100 120 GENERAL NOTES WATER LEVEL DATA Begin Drilling 09-15-2015 Complete Drilling 09-20-2015 While Drilling Rotary wash Drilling Contractor Wang Testing Services Drill Rig D-50 TMR [78%] At Completion of Drilling Mud at 5 ft Driller K&N Logger F. Bozga Checked by C. Marin Time After Drilling 120 hours Drilling Method 3.25" HSA to 10', mud rotary thereafter, boring Depth to Water 2.00 ft backfilled upon completion The stratification lines represent the approximate boundary WANGENGINC 11000401.GPJ WANGENG.GDT 4/8/19 between soil types; the actual transition may be gradual. Page 1 of 2 BORING LOG 34-RWB-01 Datum: NAVD 88 [email protected] WEI Job No.: 1100-04-01 Elevation: 577.30 ft North: 1899974.61 ft 1145 N Main Street Client AECOM Lombard, IL 60148 East: 1171509.36 ft Project Jane Byrne Interchange Telephone: 630 953-9928 Station: 6156+73.72 Fax: 630 953-9938 Location Section 17, T39N, R14E of 3rd PM Offset: 21.5607 LT

SOIL AND ROCK ft SOIL AND ROCK (ft) (ft) (ft) (ft) Qu Qu (tsf) (tsf) Depth Depth Profile Profile recovery recovery Elevation Elevation

0 5 0.41 24 575.3 23 0 B Dense, white CRUSHED STONE 1 25 NP 6 2 --BASE COURSE-- 15 --DRY-- 573.8 Stiff, gray and brown SILTY CLAY LOAM, trace gravel 1 2 2 1.23 19 552.8 B 5 3 Medium stiff to very stiff, gray 25 SILTY CLAY to SILTY CLAY 571.8 Soft to medium stiff, gray CLAY LOAM, trace gravel --In-Situ Vane Shear, 26.5 feet-- to SILTY CLAY, trace gravel 3 0 --Su undis = 1140 psf-- 3 0.41 18 1 --Su remold = 673 psf-- 3 B --Sensitivity = 1.69--

1 6 1 0.90 15 B 10 30 3

--In-Situ Vane Shear, 11.5 feet-- --Su undis = 1010 psf-- 1 --Su remold = 544 psf-- --Sensitivity = 1.86--

--In-Situ Vane Shear, 34.0 feet-- --Su undis = 1165 psf-- 4 0 --S = 544 psf-- 4 0.49 25 u remold 1 --Sensitivity = 2.13-- B 15 2 35

--In-Situ Vane Shear, 19.0 feet-- --Su undis = 803 psf-- 2 --S = 363 psf-- 5 u remold 7 2.21 20 --Sensitivity = 2.12-- 10 B 20 40 14 GENERAL NOTES WATER LEVEL DATA Begin Drilling 07-21-2014 Complete Drilling 07-21-2014 While Drilling Rotary wash Drilling Contractor Wang Testing Services Drill RigCME-55 TMR [85%] At Completion of Drilling 19.00 ft Driller A&K Logger A. Happel Checked by C. Marin Time After Drilling NA Drilling Method 2.25'' SSA to 10', mud rotary thereafter, boring Depth to Water NA backfilled upon completion The stratification lines represent the approximate boundary WANGENGINC 11000401.GPJ WANGENG.GDT 4/8/19 between soil types; the actual transition may be gradual. Page 2 of 2 BORING LOG 34-RWB-01 Datum: NAVD 88 [email protected] WEI Job No.: 1100-04-01 Elevation: 577.30 ft North: 1899974.61 ft 1145 N Main Street Client AECOM Lombard, IL 60148 East: 1171509.36 ft Project Jane Byrne Interchange Telephone: 630 953-9928 Station: 6156+73.72 Fax: 630 953-9938 Location Section 17, T39N, R14E of 3rd PM Offset: 21.5607 LT

SOIL AND ROCK ft SOIL AND ROCK (ft) (ft) (ft) (ft) Qu Qu (tsf) (tsf) Depth Depth Profile Profile recovery recovery Elevation Elevation

DESCRIPTION Moisture DESCRIPTION Moisture (blw/6 in) (blw/6 in) (blw/6 Sample No. Sample No. Sample SPT Values SPT Values SPT Content (%) Content Content (%) Content Sample Type Sample Type Sample

515.6 Very dense, gray SILTY LOAM --Moist--

2 19 8 4 1.89 17 12 22 1.25 23 B P 45 6 512.3 65 36 Boring terminated at 65.00 ft

5 9 6 3.28 21 B 50 13 70

525.6 Stiff, gray SILTY CLAY, trace gravel

5 10 5 1.97 27 B 55 8 75

520.6 Stiff, gray SILTY CLAY LOAM, trace gravel

4 11 5 1.75 19 P 60 11 80 GENERAL NOTES WATER LEVEL DATA Begin Drilling 07-21-2014 Complete Drilling 07-21-2014 While Drilling Rotary wash Drilling Contractor Wang Testing Services Drill RigCME-55 TMR [85%] At Completion of Drilling 19.00 ft Driller A&K Logger A. Happel Checked by C. Marin Time After Drilling NA Drilling Method 2.25'' SSA to 10', mud rotary thereafter, boring Depth to Water NA backfilled upon completion The stratification lines represent the approximate boundary WANGENGINC 11000401.GPJ WANGENG.GDT 4/8/19 between soil types; the actual transition may be gradual. Page 1 of 3 BORING LOG 35-RWB-01 Datum: NAVD 88 [email protected] WEI Job No.: 1100-04-01 Elevation: 586.57 ft North: 1900019.05 ft 1145 N Main Street Client AECOM Lombard, IL 60148 East: 1171479.36 ft Project Jane Byrne Interchange Telephone: 630 953-9928 Station: 8562+48.73 Fax: 630 953-9938 Location Section 17, T39N, R14E of 3rd PM Offset: 6.7436 LT

SOIL AND ROCK ft SOIL AND ROCK (ft) (ft) (ft) (ft) Qu Qu (tsf) (tsf) Depth Depth Profile Profile recovery recovery Elevation Elevation

DESCRIPTION Moisture DESCRIPTION Moisture (blw/6 in) (blw/6 in) (blw/6 Sample No. Sample No. Sample SPT Values SPT Values SPT Content (%) Content Content (%) Content Sample Type Sample Type Sample

586.16-inch thick, ASPHALT --PAVEMENT-- 585.6 6-inch thick, CONCRETE --PAVEMENT-- 0 9 1 0.33 25 584.4White CRUSHED STONE 3 1 NP 3 2 B --BASE COURSE-- 5 6 Medium dense, brown, fine SAND, trace gravel --FILL-- 6 0 2 6 NP 3 10 1 < 0.25 25 P 5 7 25 2

4 0 579.7 3 3 NP 3 11 0 < 0.25 26 Loose, grayish white SANDY 3 1 P GRAVEL --FILL--

1 1 4 2 NP 3 12 4 0.49 25 B 10 2 30 5

2 5 2 NR 2

572.3 5 0 6 0.30 22 13 0.41 24 Very soft to medium stiff, gray 3 3 P B CLAY to SILTY CLAY, trace 15 2 35 2 gravel

0 7 1 0.08 23 2 B

0 1 8 0 0.33 25 14 2 0.66 26 B B 20 1 40 3 GENERAL NOTES WATER LEVEL DATA Begin Drilling 07-07-2014 Complete Drilling 07-08-2014 While Drilling Rotary wash Drilling Contractor Wang Testing Services Drill Rig D-50 TMR [78%] At Completion of Drilling mud in the borehole Driller R&J Logger S. Woods Checked by C. Marin Time After Drilling NA Drilling Method 2.25" SSA to 10', mud rotary thereafter, boring Depth to Water NA backfilled upon completion The stratification lines represent the approximate boundary WANGENGINC 11000401.GPJ WANGENG.GDT 4/8/19 between soil types; the actual transition may be gradual. Page 2 of 3 BORING LOG 35-RWB-01 Datum: NAVD 88 [email protected] WEI Job No.: 1100-04-01 Elevation: 586.57 ft North: 1900019.05 ft 1145 N Main Street Client AECOM Lombard, IL 60148 East: 1171479.36 ft Project Jane Byrne Interchange Telephone: 630 953-9928 Station: 8562+48.73 Fax: 630 953-9938 Location Section 17, T39N, R14E of 3rd PM Offset: 6.7436 LT

SOIL AND ROCK ft SOIL AND ROCK (ft) (ft) (ft) (ft) Qu Qu (tsf) (tsf) Depth Depth Profile Profile recovery recovery Elevation Elevation

DESCRIPTION Moisture DESCRIPTION Moisture (blw/6 in) (blw/6 in) (blw/6 Sample No. Sample No. Sample SPT Values SPT Values SPT Content (%) Content Content (%) Content Sample Type Sample Type Sample

2 4 15 4 0.50 23 19 7 2.79 25 P B 45 7 65 9

539.8 Very stiff, gray SILTY CLAY, trace gravel

5 517.6 8 16 7 2.13 23 Very dense, gray SILTY LOAM, 20 10 3.50 16 B trace to some gravel N/6 50 10 70 11

5 21 38 NP 13 17 7 2.50 25 52 N/6 55 8 75 10/1

509.8 Very dense, gray GRAVELLY SAND --Moist--

5 32 18 10 2.00 22 22 40 NP 10 P 60 16 80 38/5 GENERAL NOTES WATER LEVEL DATA Begin Drilling 07-07-2014 Complete Drilling 07-08-2014 While Drilling Rotary wash Drilling Contractor Wang Testing Services Drill Rig D-50 TMR [78%] At Completion of Drilling mud in the borehole Driller R&J Logger S. Woods Checked by C. Marin Time After Drilling NA Drilling Method 2.25" SSA to 10', mud rotary thereafter, boring Depth to Water NA backfilled upon completion The stratification lines represent the approximate boundary WANGENGINC 11000401.GPJ WANGENG.GDT 4/8/19 between soil types; the actual transition may be gradual. Page 3 of 3 BORING LOG 35-RWB-01 Datum: NAVD 88 [email protected] WEI Job No.: 1100-04-01 Elevation: 586.57 ft North: 1900019.05 ft 1145 N Main Street Client AECOM Lombard, IL 60148 East: 1171479.36 ft Project Jane Byrne Interchange Telephone: 630 953-9928 Station: 8562+48.73 Fax: 630 953-9938 Location Section 17, T39N, R14E of 3rd PM Offset: 6.7436 LT

SOIL AND ROCK ft SOIL AND ROCK (ft) (ft) (ft) (ft) Qu Qu (tsf) (tsf) Depth Depth Profile Profile recovery recovery Elevation Elevation

DESCRIPTION Moisture DESCRIPTION Moisture (blw/6 in) (blw/6 in) (blw/6 Sample No. Sample No. Sample SPT Values SPT Values SPT Content (%) Content Content (%) Content Sample Type Sample Type Sample

484.8 Very dense, gray GRAVELLY SAND --Wet--

27 NP 18 19 50/5 23 33 NP 4 85 33 481.6 105 Strong, light gray, poor rock mass quality, bedded DOLOSTONE, up to 6-inch

499.8 beds, 3-inch spaced joints, 1 Dense to very dense, gray, fine to horizontal joints with none or less medium SAND, trace gravel than <0.2-inch infilling, hard joint --Moist-- 478.6wall, with stylolitic surfaces, and moderately vuggy porosity.

20 --Run 1- RECOVERY= 97%-- 24 26 NP 12 --RQD= 32%-- --possible underpressure 90 25 Boring terminated at 108.00 ft 110 groundwater bearing layer--

--Wet-- 15 25 14 NP 20 95 18 115

16 26 29 NP 18 100 27 120 GENERAL NOTES WATER LEVEL DATA Begin Drilling 07-07-2014 Complete Drilling 07-08-2014 While Drilling Rotary wash Drilling Contractor Wang Testing Services Drill Rig D-50 TMR [78%] At Completion of Drilling mud in the borehole Driller R&J Logger S. Woods Checked by C. Marin Time After Drilling NA Drilling Method 2.25" SSA to 10', mud rotary thereafter, boring Depth to Water NA backfilled upon completion The stratification lines represent the approximate boundary WANGENGINC 11000401.GPJ WANGENG.GDT 4/8/19 between soil types; the actual transition may be gradual. Page 1 of 2 BORING LOG 35-RWB-02 Datum: NAVD 88 [email protected] WEI Job No.: 1100-04-01 Elevation: 580.37 ft North: 1899923.16 ft 1145 N Main Street Client AECOM Lombard, IL 60148 East: 1171484.85 ft Project Jane Byrne Interchange Telephone: 630 953-9928 Station: 8563+44.20 Fax: 630 953-9938 Location Section 17, T39N, R14E of 3rd PM Offset: 12.9370 LT

SOIL AND ROCK ft SOIL AND ROCK (ft) (ft) (ft) (ft) Qu Qu (tsf) (tsf) Depth Depth Profile Profile recovery recovery Elevation Elevation

DESCRIPTION Moisture DESCRIPTION Moisture (blw/6 in) (blw/6 in) (blw/6 Sample No. Sample No. Sample SPT Values SPT Values SPT Content (%) Content Content (%) Content Sample Type Sample Type Sample 580.04-inch thick ASPHALT --PAVEMENT-- 579.210-inch thick CONCRETE --PAVEMENT-- 0 9 0 0.49 24 Loose to dense, gray CRUSHED 9 1 NP 9 0 B STONE 30 --FILL-- 12

4 0 2 5 NP 4 10 0 0.49 25 B 5 4 25 0

574.9 Soft to medium stiff, brown CLAY to SILTY CLAY, trace gravel 0 0 3 0 0.41 21 11 0 0.57 25 0 B 0 B

--Wet SAND lens-- 0 0 4 0 0.33 27 12 0 0.49 25 B B 10 0 30 0

0 5 0 0.25 27 0 B

0 0 6 0 0.66 25 13 0 0.41 26 B B 15 0 35 0

0 543.6 7 0.66 24 0 Stiff to hard, gray SILTY CLAY, B 0 trace to little gravel

0 3 8 0 0.74 25 14 4 1.33 B N/6 20 0 40 4 GENERAL NOTES WATER LEVEL DATA Begin Drilling 07-08-2014 Complete Drilling 07-08-2014 While Drilling 8.00 ft Drilling Contractor Wang Testing Services Drill Rig B-57 TMR [100%] At Completion of Drilling mud in the borehole Driller A&K Logger A. Mohammed Checked by C. Marin Time After Drilling NA Drilling Method 2.25" HSA to 10', mud rotary thereafter, boring Depth to Water NA backfilled upon completion The stratification lines represent the approximate boundary WANGENGINC 11000401.GPJ WANGENG.GDT 4/8/19 between soil types; the actual transition may be gradual. Page 2 of 2 BORING LOG 35-RWB-02 Datum: NAVD 88 [email protected] WEI Job No.: 1100-04-01 Elevation: 580.37 ft North: 1899923.16 ft 1145 N Main Street Client AECOM Lombard, IL 60148 East: 1171484.85 ft Project Jane Byrne Interchange Telephone: 630 953-9928 Station: 8563+44.20 Fax: 630 953-9938 Location Section 17, T39N, R14E of 3rd PM Offset: 12.9370 LT

SOIL AND ROCK ft SOIL AND ROCK (ft) (ft) (ft) (ft) Qu Qu (tsf) (tsf) Depth Depth Profile Profile recovery recovery Elevation Elevation

DESCRIPTION Moisture DESCRIPTION Moisture (blw/6 in) (blw/6 in) (blw/6 Sample No. Sample No. Sample SPT Values SPT Values SPT Content (%) Content Content (%) Content Sample Type Sample Type Sample

518.6 Stiff, gray SILTY CLAY LOAM, trace gravel

3 4 15 5 1.97 19 19 7 1.07 13 B B 45 5 515.4 65 5 Boring terminated at 65.00 ft

4 16 5 1.72 16 B 50 5 70

7 17 7 4.51 20 B 55 11 75

523.6 Stiff, gray CLAY to SILTY CLAY, trace gravel

2 18 2 1.23 29 B 60 3 80 GENERAL NOTES WATER LEVEL DATA Begin Drilling 07-08-2014 Complete Drilling 07-08-2014 While Drilling 8.00 ft Drilling Contractor Wang Testing Services Drill Rig B-57 TMR [100%] At Completion of Drilling mud in the borehole Driller A&K Logger A. Mohammed Checked by C. Marin Time After Drilling NA Drilling Method 2.25" HSA to 10', mud rotary thereafter, boring Depth to Water NA backfilled upon completion The stratification lines represent the approximate boundary WANGENGINC 11000401.GPJ WANGENG.GDT 4/8/19 between soil types; the actual transition may be gradual. Page 1 of 2 BORING LOG VST-03 Datum: NAVD 88 [email protected] WEI Job No.: 1100-04-01 Elevation: 593.21 ft North: 1899985.05 ft 1145 N Main Street Client AECOM Lombard, IL 60148 East: 1171693.33 ft Project Jane Byrne Interchange Telephone: 630 953-9928 Station: 8415+53.90 Fax: 630 953-9938 Location Section 17, T39N, R14E of 3rd PM Offset: 182.276 LT

SOIL AND ROCK ft SOIL AND ROCK (ft) (ft) (ft) (ft) Qu Qu (tsf) (tsf) Depth Depth Profile Profile recovery recovery Elevation Elevation

--PAVEMENT-- --Su remold = 371.3 psf-- Medium dense, brown gravelly --Sensitivity = 1.1-- coarse SAND --FILL-- --In-Situ Vane Shear, 22.0 feet-- 2 VS --Su undis = 371.3 psf--

--Su remold = 305.8 psf-- --Sensitivity = 1.2-- 5 1 7 NP 6 7 --In-Situ Vane Shear, 24.5 feet-- 3 5 25 VS --Su undis = 382.2 psf--

--Su remold = 316.7 psf-- --Sensitivity = 1.2--

586.5 Medium stiff, brown and gray --In-Situ Vane Shear, 27.0 feet-- 4 SILTY CLAY LOAM VS --Su undis = 393.1 psf--

--Su remold = 338.5 psf-- --Sensitivity = 1.2-- 3 2 2 0.75 26 2 P --In-Situ Vane Shear, 29.5 feet-- 5 10 30 VS --Su undis = 622.5 psf--

--Su remold = 371.3 psf-- --Sensitivity = 1.7--

--In-Situ Vane Shear, 32.0 feet-- 6 --S = 535.1 psf-- VS 580.2 u undis Soft, gray SILTY CLAY --Su remold = 327.6 psf-- --Sensitivity = 1.6-- 3 3 2 NR 2 --In-Situ Vane Shear, 34.5 feet-- 7 15 35 VS --Su undis = 535.1 psf--

--Su remold = 393.1 psf-- --Sensitivity = 1.4-- 1 4 1 0.25 23 1 P --In-Situ Vane Shear, 37.0 feet-- 8 VS --Su undis = 655.2 psf--

575.0 --Su remold = 404.1 psf-- --Sensitivity = 1.6--

--In-Situ Vane Shear, 19.5 feet--20 1 --In-Situ Vane Shear, 39.5 feet--40 9 GENERAL NOTES WATER LEVEL DATA Begin Drilling 12-02-2015 Complete Drilling 12-02-2015 While Drilling Rotary wash Drilling Contractor Wang Testing Services Drill RigCME-55 TMR [85%] At Completion of Drilling mud in the borehole Driller R&N Logger F. Bozga Checked by A. Kurnia Time After Drilling NA Drilling Method 2.25" HSA to 10', mud rotary thereafter, boring Depth to Water NA backfilled upon completion The stratification lines represent the approximate boundary WANGENGINC 11000401.GPJ WANGENG.GDT 4/8/19 between soil types; the actual transition may be gradual. Page 2 of 2 BORING LOG VST-03 Datum: NAVD 88 [email protected] WEI Job No.: 1100-04-01 Elevation: 593.21 ft North: 1899985.05 ft 1145 N Main Street Client AECOM Lombard, IL 60148 East: 1171693.33 ft Project Jane Byrne Interchange Telephone: 630 953-9928 Station: 8415+53.90 Fax: 630 953-9938 Location Section 17, T39N, R14E of 3rd PM Offset: 182.276 LT

SOIL AND ROCK ft SOIL AND ROCK (ft) (ft) (ft) (ft) Qu Qu (tsf) (tsf) Depth Depth Profile Profile recovery recovery Elevation Elevation

--Su remold = 382.2 psf-- --Sensitivity = 1.6--

--In-Situ Vane Shear, 42.0 feet-- 10 VS --Su undis = 851.8 psf--

--Su remold = 458.7 psf-- --Sensitivity = 1.9--

--In-Situ Vane Shear, 44.5 feet-- 11 45 VS --Su undis = 928.3 psf--

--Su remold = 600.6 psf-- --Sensitivity = 1.5--

--In-Situ Vane Shear, 47.0 feet-- 12 VS --Su undis = 1266.8 psf--

--Su remold = 633.4 psf-- --Sensitivity = 2.0--

--In-Situ Vane Shear, 51.0 feet-- 13 541.7 VS --Su undis = 1681.8 psf--

--Su remold = 1266.8 psf-- --Sensitivity = 1.3-- Boring terminated at 51.50 ft

60 GENERAL NOTES WATER LEVEL DATA Begin Drilling 12-02-2015 Complete Drilling 12-02-2015 While Drilling Rotary wash Drilling Contractor Wang Testing Services Drill RigCME-55 TMR [85%] At Completion of Drilling mud in the borehole Driller R&N Logger F. Bozga Checked by A. Kurnia Time After Drilling NA Drilling Method 2.25" HSA to 10', mud rotary thereafter, boring Depth to Water NA backfilled upon completion The stratification lines represent the approximate boundary WANGENGINC 11000401.GPJ WANGENG.GDT 4/8/19 between soil types; the actual transition may be gradual.

APPENDIX B

U.S. SIEVE OPENING IN INCHES U.S. SIEVE NUMBERS HYDROMETER 4 2 1 1/2 3 6 10 16 30 50 100 200 6 3 1.5 3/4 3/8 4 8 14 20 40 60 140 100

40 PERCENT FINER BY WEIGHT 35

0 100 10 1 0.1 0.01 0.001 GRAIN SIZE IN MILLIMETERS SAND COBBLES GRAVEL SILT AND CLAY coarse fine

Specimen Identification IDH Classification LL PL PI Cc Cu 2055-B-02#23 83.5 ft Silty Clay Loam 26 14 12

Specimen Identification D100 D60 D30 D10 %Gravel %Sand %Silt %Clay 2055-B-02#23 83.5 ft 9.5 0.036 0.005 6.2 22.1 52.6 19.1

Wang Engineering, Inc. GRAIN SIZE DISTRIBUTION 1145 North Main Street Project: Jane Byrne Interchange Lombard, IL 60148 Telephone: 630-953-9928 Location: Section 17, T39N, R14E of 3rd PM Fax: 630-953-9938 Number: 1100-04-01 WEI_GRAIN_SIZE_IDH 11000401.GPJ US_LAB.GDT 3/25/19 US_LAB.GDT 11000401.GPJ WEI_GRAIN_SIZE_IDH 60 CL CH

50 P L A S 40 T I C I T 30 Y

I N 20 D E X 10

CL-ML ML MH 0 0 20 40 60 80 100 LIQUID LIMIT Specimen Identification LL PL PI Fines IDH Classification 2055-B-02#23 83.5 ft 26 14 12 72 Silty Clay Loam

Wang Engineering, Inc. ATTERBERG LIMITS' RESULTS 1145 North Main Street Project: Jane Byrne Interchange Lombard, IL 60148 Telephone: 630-953-9928 Location: Section 17, T39N, R14E of 3rd PM Fax: 630-953-9938 Number: 1100-04-01 WEI_ATTERBERG_LIMITS IDH 11000401.GPJ US_LAB.GDT 3/25/19 US_LAB.GDT IDH 11000401.GPJ WEI_ATTERBERG_LIMITS

APPENDIX C

APPENDIX D