Geotech_Report_2.pdf

R60158372_Chicago_Harbor_Report_FINAL.doc

Geotechnical Investigation Report

Chicago Harbor Breakwater Repair And Chicago Lock Recapitalization U.S. Army Corps of Engineers Delivery Order No. CX09 Contract No. W911XK‐09‐D‐0015

Project No. 60158372

Prepared by:

Aaron Humphrey, P.E.

Project Engineer AECOM – Specialty Practices Group

(616) 940‐4451

AECOM

5555 Glenwood Hills Pkwy T 616.940.445 F 616.940.4396

October 29, 2010

Mr. William Rochford U.S. Army Corps of Engineers Chicago District 111 North Canal Street, Suite #600 Chicago, IL 60606

RE: Chicago Breakwater Repair and Chicago Lock Recapitalization Geotechnical Investigations AECOM Job Number 60158372

Dear Mr. Rochford, AECOM has completed the Geotechnical Investigation for the Chicago Breakwater Repair and Chicago Lock Recapitalization project and is pleased to submit a report of our findings.

This report includes a summary of the field activities, the exploration completed to evaluate the subsurface and groundwater conditions at the site, the subsurface conditions encountered, and the laboratory and field testing which was performed.

If you have any questions, or would like to further discuss the report or the project, please contact us.

Respectfully, Aaron Humphrey, P.E. Ron Erickson, P.G.

Project Engineer Technical Reviewer

Jamie S. Matus, C.P.G.

Vice President

© AECOM 2010, ALL RIGHTS RESERVED

Table of Contents

1.0 Introduction

2.0 Scope of Work

3.0 Procedures

3.1 Subsurface Exploration

3.2 Elevation and Location Survey

3.3 Laboratory Testing

4.0 Exploration Results

4.1 Water Depth

4.2 Soils

5.0 General Qualifications

TABLES

FIGURES

APPENDICES

1.0 Introduction

In June of 2010 the United States Army Corps of Engineers (USACE) Chicago District contracted with

AECOM to complete a geotechnical exploration including laboratory testing of subsurface conditions to assist with the design and installation of steel sheet pile walls for the Chicago Breakwater Repair and

Chicago Lock Recapitalization near Navy Pier in Chicago, Illinois. The work was authorized on June 8, 2010 under contract W911XK‐09‐D‐0015 delivery order CX009 purchase requisition number W81G6600718576.

In general, the subsurface explorations were performed at locations specified by the USACE and were performed as two separated projects. The first project for which explorations were performed was for the

Chicago Harbor Breakwater which is a timber crib and stone breakwater structure located near the

Chicago Lock, the City of Chicago Water Treatment Facility, and Navy Pier. A portion of the structure has gradually deteriorated and settled due to fluctuations in Lake Michigan water level leading to exposure and rotting of the timber cribs.

The second portion of the explorations focused on the Chicago Lock Recapitalization project which will include installation of steel sheet piling along the wall of the North Pier adjacent to the tunnel contained within that structure.

2.0 Scope of Work

The AECOM services were completed in general accordance with the Chicago Harbor Breakwater Repair and Chicago Lock Recapitalization; Scope of Work (USACE Delivery Order No. CX09; Contract No. W911XK‐

09‐D‐0015). The Scope of Work included, but was not limited to, the following tasks:

• Preparing a Quality Control Plan and Accident Prevention Plan.

• Coordinating utility clearance with the JULIE utility alert network and site access with USACE representatives.

• Establishing soil boring locations as specified by USACE using a handheld GPS device.

• Mobilizing a barge mounted drill rig to complete six soil borings to a depth of approximately 100 feet below the water surface or the top of the bedrock surface.

• Obtaining representative split spoon and undisturbed shelby tube soil samples at 2.5‐foot intervals at each boring in general accordance with ASTM standards.

• Perform in‐situ vane shear testing in soil layers where SPT‐N values indicate soils are too soft or too granular to obtain high quality shelby tube samples for laboratory testing.

• Observing soil conditions while drilling and sampling and prepare field logs documenting drilling methods, Standard Penetration Test (SPT) results, vane shear testing, soil condition observations, and other pertinent geotechnical‐related observations.

• Performing laboratory soil testing on samples obtained from the drilling and approved by USACE for testing.

• Preparing this geotechnical engineering report summarizing the field explorations, in‐situ soil testing, laboratory soil testing, soil conditions, boring location plan, and final boring logs.

3.0 Procedures

3.1 Subsurface Exploration

A total of six (6) soil borings were completed by an AECOM drill crew. A barge mounted drill rig was used to perform the borings in locations required by USACE. The actual locations were surveyed at the time of drilling using a handheld GPS and were adjusted from USACE proposed locations where appropriate based on access and barge maneuvering. A map of the boring locations is shown on Figures 1 through 3.

Photographs taken during the drilling activities are provided in Appendix C.

The borings were advanced using rotary drilling methods and a temporary steel casing installed from the surface to a depth below the instability. A 2 7/8‐inch diameter rock bit and rotary wash drilling methods were utilized to advance the borings using drilling mud.

The first four borings (B‐1 through B‐4) for the Breakwater portion of the explorations were performed from the deck of a large subcontracted barge owned by Kindra Lake Towing, LLC. This larger barge was needed due to the waves encountered on Lake Michigan at the time of the drilling. Soil boring B‐1 had to be stopped and redrilled in two adjacent locations (i.e., B‐1A and B‐1B) in order to reach the specified boring depths due to significant tilting of the drilling casing caused by wave action on Lake Michigan.

The second portion of the borings for the Lock Recapitalization project (i.e., borings B‐5 through B‐6) were completed from a smaller AECOM owned barge. The smaller barge was utilized since the boring locations were located on the protected side of the breakwater which reduced the impacts of wave action from

Lake Michigan on the drilling performance.

The drilling of borings B‐5 and B‐6 was performed approximately 3 weeks after the drilling of borings B‐1 through B‐4 due to a local laborers’ union strike. The strike delayed the mobilization of the smaller

AECOM barge which was used for borings B‐5 and B‐6. This delay was coordinated with USACE at the time of the drilling.

Representative soil samples were obtained using split‐spoon sampling techniques in general accordance with American Society of Testing and Materials (ASTM) Standard D‐1586. Undisturbed 3‐inch diameter

Shelby Tube samples were also obtained in accordance with ASTM D‐1587. The soil samples were returned to the AECOM laboratory in Vernon Hills, Illinois for testing as described later in this report. The results of these observations are shown on the final boring logs that are included in Appendix B. A copy of the AECOM Standard Boring Log, Field, and Laboratory Procedures are included in Appendix A.

In addition to the sampling, in-situ vane shear testing was performed in soil strata where soils were judged by the AECOM personnel to be too soft or too granular for reliable laboratory testing. The tests resulted in estimates of the peak and remolded shear strength of cohesive soils tested. The results of the vane shear testing are summarized in Table 2.

An AECOM field geologist was present during the drilling activities to prepare field logs documenting drilling methods, soil sampling, soil conditions, water depth measurements, and other pertinent geotechnical‐related observations. Copies of the field logs are provided in Appendix B. It is important to note that the information included on the field logs is based on the initial interpretations of the soil conditions and soil types by the AECOM field geologist.

The boreholes were tremie grouted with a cement grout upon completion.

3.2 Elevation and Location Survey

The location of each boring was determined using GPS surveying methods. Elevations were determined based on water level readings obtained from the water level gage located at the USACE dock near Navy

Pier. The horizontal datum was NAD83 (Illinois State Plane East coordinate system) and the vertical datum was the International Great Lakes Datum (IGLD85) of 1985. The approximate as‐drilled boring locations are shown on Figure 1 through 3. A summary of the survey results is also provided in Table 1.

3.3 Laboratory Testing

Laboratory strength and index tests were completed on selected soil samples to characterize the physical properties of the soils encountered in the soil borings. The following table outlines the laboratory tests that were completed and their corresponding ASTM designation:

Test Name ASTM

Designation

Proposed Number of

Tests

Actual Number of Tests

Visual classification

D2487 204 170

Moisture content

D2488 204 170

Gradation

Analysis

D422 36 35

Atterberg

Limits

D4318 36 34

Consolidated

Undrained

(CU) Triaxial

D4767 54 (18 tests with 3 points each)

42 (14 tests with 3 points each)

Deviations from the anticipated number of tests outlined in the Scope of Work were made by AECOM due to the soil conditions encountered. The laboratory testing results are included in Appendix D.

The unconfined compressive strength of selected cohesive samples was also estimated using a calibrated penetrometer. In conjunction with the laboratory testing program, all of the samples were classified in the field with AECOM Soil Classification System as explained in Appendix A. These descriptions and estimated group symbols are in general conformance with the Unified Soil Classification System which serves as the basis for the AECOM Soil Classification System, and are included on the soil boring logs in

Appendix B.

4.0 Exploration Results

The general soil profile encountered as part of this geotechnical exploration at the site is discussed below.

4.1 Water Depth

The depth of water in Lake Michigan ranged from approximately 28 to 30 feet deep for boring B-1 through

B-4, and 14 to 20 feet deep for Borings B-5 and B-6, respectively.

4.2 Soils

With the exception of 5 to 8 foot thick layers of gravelly soils observed at the sediment line in borings B-1, B-2, and B-5, soil conditions generally were silty clays with relatively thin and interspersed layers of clayey silts, silts, and silty sands. The gravelly soils were inferred by AECOM‘s drill crews to likely be fill stone from inside the breakwater. Below the gravelly soils, the dominant soil was a silty clay soil which increased from soft or medium consistency (based on hand penetrometer test values) to hard with increasing depth.

Near approximately 90 to 100 feet deep, the primary soils changed from hard silty clay to extremely dense silts or clayey silts which are estimated to be glacial till soils. Occasional boulders and cobbles were encountered below 90 feet deep in borings B-2, B-3, and B-5. Bedrock consisting of limestone was inferred based on drilling resistance near the boring termination depths in all borings except boring B-4 in which the boring was terminated at 112.5 feet deep due to rough wave action on Lake Michigan which hindered further advancement of the borings.

5.0 General Qualifications

The information presented in this report is based on data obtained from soil borings and laboratory testing completed. Variations can occur between borings; the nature and extent of which may not become evident until after construction. If variations are encountered, it may be necessary reevaluate the information contained in this report with respect to the design and construction.

This report has been prepared in accordance with generally accepted soil and foundation engineering practices to aid in the evaluation of this property, and to assist in the design of this project. No other warranty, expressed or implied, is made. The scope of this report is limited to the specific project and location described herein, and our description of the project represents our understanding of the significant aspects relevant to soil characteristics. In the event any changes in the design or location of the structures as outlined in this report are planned, we should be informed so the changes can be reviewed, and the conclusions of this report modified as required.

As a check, we recommend that AECOM be authorized to review project plans and specifications to confirm that the recommendations of this report have been interpreted in accordance with our intent.

Without this review, AECOM will not be responsible for misinterpretation of our data, our analyses, and/or our recommendations or how these are incorporated into the final design.

R60158372_Chicago_Harbor_Report_DIVIDERS.doc

Tables

Table 1: Boring Location Summary

Table 2: Vane Shear Testing Summary

Chicago Harbor Breakwater Repair and Chicago Lock Recapitalization Chicago, IL

AECOM Project #: 60158372

Table 1: Boring Location Summary

Northing (ft) Easting (ft) B‐1 1905658.5 1186073.9 578.6 60.5 7/12-13/2010 AECOM Grouted B‐1A 1905670.4 1186037.5 578.6 66.5 7/13/2010 AECOM Grouted B‐1B 1905670.4 1186037.5 578.6 115 7/13/2010 AECOM Grouted B‐2 1905556.1 1186174.6 578.5 116 7/7/2010 AECOM Grouted B‐3 1905530.3 1185993.3 578.5 116 7/9/2010 AECOM Grouted B‐4 1905439.9 1186075.8 578.7 112.5 7/8/2010 AECOM Grouted B‐5 1903060.0 1180972.0 579.8 97 8/4-6/2010 AECOM Grouted B‐6 1903051.0 1181585.0 579.8 100 8/2-4/2010 AECOM Grouted

*: Based on NAD 83, Illinois State Plane East coordinate system.

**: Water surface elevation represents "0" depth for borings B-1 through B-4. Water surface elevation represents depth of

1.5 feet for borings B-5 and B-6. Water surface elevation estimated from the water level gage located at the USACE dock near Navy Pier.

Boring Dates Drilled Drilling Firm Borehole

Status Coordinates* Water Surface

Elevation (ft) Boring

Depth (ft)

Chicago Harbor Breakwater Repair and Chicago Lock Recapitalization Chicago, IL

AECOM Project #: 60158372

Table 2: Vane Shear Testing Summary

(tsf) (psf) (tsf) (psf) B-1 39.5 0.5 0.31 625 0.18 350

45.0 0.5 0.39 775 0.26 525

49.5 0.5 0.40 800 0.30 600

54.5 0.5 0.34 700 0.27 550

60.0 0.5 0.47 950 N/A N/A

B-2 - (disturbed) 49.5 0.5 0.14 275 N/A N/A B-4 39.5 0.5 0.35 700 0.16 325

45.0 0.5 0.30 600 0.21 425

49.5 0.5 0.34 675 0.24 475

55.0 0.5 0.25 500 0.19 375

B-5 32.5 1.0 0.29 575 0.22 450

37.5 1.0 0.61 1225 0.30 600

42.5 1.0 0.58 1150 0.47 950

47.5 1.0 0.86 1700 N/A N/A

B-6 30.0 0.5 0.28 550 0.20 400

35.0 0.5 0.32 625 0.19 375

40.0 1.0 0.41 825 0.22 450

45.0 1.0 0.91 1825 N/A N/A

N/A: Not Available. Soil remolding not achieved due to soil stiffness or borehole disturbance.

*VANE SIZE

2.0 = SMALL (11CM X 5CM) VANE

1.0 = MEDIUM (13CM X 6.5 CM) VANE

0.5 = LARGE (17.2CM X 8CM) VANE

VANE CONSTANT, K= 1.0643

Vane Tip Depth (ft)Boring

Vane Size*

Undrained Shear Strength, su

Peak Remolded

Figures

Figure 1: Project Location Plan

Figure 2: Breakwater Boring Locations

Figure 3: Lock Boring Locations

Appendices

Appendix A - Standard Procedures

Appendix B ‐ Boring Data

Appendix C ‐ Photographs

Appendix D‐ Laboratory Testing Results

Appendix A: Standard Procedures

General Notes

AECOM General Notes

Drilling and Sampling Symbols:

SS : Split Spoon - 1-3/8" I.D. 2" O.D. (Unless otherwise noted) HS : Hollow Stem Auger ST : Shelby Tube-2" O.D. (Unless otherwise noted) WS : Wash Sample PA : Power Auger FT : Fish Tail DB : Diamond Bit-NX, BX, AX RB : Rock Bit AS : Auger Sample BS : Bulk Sample JS : Jar Sample PM : Pressuremeter Test VS : Vane Shear GS : Giddings Sampler OS : Osterberg Sampler

Standard "N" Penetration: Blows per foot of a 140 pound hammer falling 30 inches on a 2 inch O.D. split spoon sampler, except where otherwise noted.

Water Level Measurement Symbols:

WL : Water Level WCI : Wet Cave In WS : While Sampling DCI : Dry Cave In WD : While Drilling BCR : Before Casing Removal AB : After Boring ACR : After Casing Removal

Water levels indicated on the boring logs are the levels measured in the boring at the time indicated. In pervious soils, the indicated elevations are considered reliable groundwater levels. In impervious soils, the accurate determination of groundwater elevations may not be possible, even after several days of observations; additional evidence of groundwater elevations must be sought.

Gradation Description and Terminology:

Coarse grained or granular soils have more than 50% of their dry weight retained on a #200 sieve; they are described as boulders, cobbles, gravel or sand. Fine grained soils have less than 50% of their dry weight retained on a #200 sieve; they are described as clay or clayey silt if they are cohesive and silt if they are non-cohesive. In addition to gradation, granular soils are defined on the basis of their relative in-place density and fine grained soils on the basis of their strength or consistency and their plasticity.

Major Component of Sample Size Range

Description of Other Components Present in

Sample Percent Dry Weight

Boulders Over 8 in. (200 mm) Trace 1-9

Cobbles 8 inches to 3 inches (200 mm to 75 mm) Little 10-19

Gravel 3 inches to #4 sieve (75 mm to 4.76 mm) Some 20-34

Sand #4 to #200 sieve (4.76 mm to 0.074 mm) And 35-50

Silt Passing #200 sieve (0.074 mm to 0.005 mm)

Clay Smaller than 0.005 mm

Consistency of Cohesive Soils: Relative Density of Granular Soils:

Unconfined Compressive Strength, Qu, tsf Consistency N-Blows per foot Relative Density

<0.25 Very Soft 0 - 3 Very Loose

0.25 - 0.49 Soft 4 - 9 Loose

0.50 - 0.99 Medium (firm) 10 - 29 Medium Dense

1.00 - 1.99 Stiff 30 - 49 Dense

2.00 - 3.99 Very Stiff 50 - 80 Very Dense

4.00 - 8.00 Hard >80 Extremely Dense

>8.00 Very Hard

Soil Classifications

AECOM Soil Classification System (1)

1. See AECOM General Notes for component gradation terminology, consistency of cohesive soils and relative density of granular soils.

2. Reference: Unified Soil Classification Systems

3. Borderline classifications, used for soils possessing characteristics of two groups, are designated by combinations of group symbols. For example: GW-GC, well-graded gravel-sand mixture with clay binder.

Field and Laboratory Procedures

AECOM Field and Laboratory Procedures Subsurface Exploration Procedures

Hand-Auger Drilling (HA) In this procedure, a sampling device is driven into the soil by repeated blows of a sledge hammer or a drop hammer. When the sampler is driven to the desired sample depth, the soil sample is retrieved. The hole is then advanced by manually turning the hand auger until the next sampling depth increment is reached. The hand auger drilling between sampling intervals also helps to clean and enlarge the borehole in preparation for obtaining the next sample.

Power Auger Drilling (PA) In this type of drilling procedure, continuous flight augers are used to advance the boreholes. They are turned and hydraulically advanced by a truck, trailer or track-mounted unit as site accessibility dictates. In auger drilling, casing and drilling mud are not required to maintain open boreholes.

Hollow Stem Auger Drilling (HS) In this drilling procedure, continuous flight augers having open stems are used to advance the boreholes.

The open stem allows the sampling tool to be used without removing the augers from the borehole.

Hollow stem augers thus provide support to the sides of the borehole during the sampling operations.

Rotary Drilling (RB) In employing rotary drilling methods, various cutting bits are used to advance the boreholes. In this process, surface casing and/or drilling fluids are used to maintain open boreholes.

Diamond Core Drilling (DB) Diamond core drilling is used to sample cemented formations. In this procedure, a double tube (or triple tube) core barrel with a diamond bit cuts an annular space around a cylindrical prism of the material sampled. The sample is retrieved by a catcher just above the bit. Samples recovered by this procedure are placed in sturdy containers in sequential order.

AECOM Field and Laboratory Procedures Field Sampling Procedures

Auger Sampling (AS) In this procedure, soil samples are collected from cuttings off of the auger flights as they are removed from the ground. Such samples provide a general indication of subsurface conditions; however, they do not provide undisturbed samples, nor do they provide samples from discrete depths.

Split-Barrel Sampling (SS) - (ASTM Standard D-1586-99) In the split-barrel sampling procedure, a 2-inch O.D. split barrel sampler is driven into the soil a distance of 18 inches by means of a 140-pound hammer falling 30 inches. The value of the Standard Penetration Resistance is obtained by counting the number of blows of the hammer over the final 12 inches of driving.

This value provides a qualitative indication of the in-place relative density of cohesionless soils. The indication is qualitative only, however, since many factors can significantly affect the Standard Penetration Resistance Value, and direct correlation of results obtained by drill crews using different rigs, drilling procedures, and hammer-rod-spoon assemblies should not be made. A portion of the recovered sample is placed in a sample jar and returned to the laboratory for further analysis and testing.

Shelby Tube Sampling Procedure (ST) - ASTM Standard D-1587-94 In the Shelby tube sampling procedure, a thin-walled steel seamless tube with a sharp cutting edge is pushed hydraulically into the soil and a relatively undisturbed sample is obtained. This procedure is generally employed in cohesive soils. The tubes are identified, sealed and carefully handled in the field to avoid excessive disturbance and are returned to the laboratory for extrusion and further analysis and testing.

Giddings Sampler (GS) This type of sampling device consists of 5-foot sections of thin-wall tubing which are capable of retrieving continuous columns of soil in 5-foot maximum increments. Because of a continuous slot in the sampling tubes, the sampler allows field determination of stratification boundaries and containerization of soil samples from any sampling depth within the 5-foot interval.

AECOM Laboratory Procedures

Water Content (Wc) The water content of a soil is the ratio of the weight of water in a given soil mass to the weight of the dry soil. Water content is generally expressed as a percentage.

Hand Penetrometer (Qp) In the hand penetrometer test, the unconfined compressive strength of a soil is determined, to a maximum value of 4.5 tons per square foot (tsf) or 7.0 tsf depending on the testing device utilized, by measuring the resistance of the soil sample to penetration by a small, spring-calibrated cylinder. The hand penetrometer test has been carefully correlated with unconfined compressive strength tests, and thereby provides a useful and a relatively simple testing procedure in which soil strength can be quickly and easily estimated.

Unconfined Compression Tests (Qu) In the unconfined compression strength test, an undisturbed prism of soil is loaded axially until failure or until 20% strain has been reached, whichever occurs first.

Dry Density (γd) The dry density is a measure of the amount of solids in a unit volume of soil. Use of this value is often made when measuring the degree of compaction of a soil.

Classification of Samples In conjunction with the sample testing program, all soil samples are examined in our laboratory and visually classified on the basis of their texture and plasticity in accordance with the AECOM Soil Classification System which is described on a separate sheet. The soil descriptions on the boring logs are derived from this system as well as the component gradation terminology, consistency of cohesive soils and relative density of granular soils as described on a separate sheet entitled "AECOM General Notes". The estimated group symbols included in parentheses following the soil descriptions on the boring logs are in general conformance with the Unified Soil Classification System (USCS) which serves as the basis of the AECOM Soil Classification System.

Boring Log Procedures

AECOM Standard Boring Log Procedures

In the process of obtaining and testing samples and preparing this report, standard procedures are followed regarding field logs, laboratory data sheets and samples.

Field logs are prepared during performance of the drilling and sampling operations and are intended to essentially portray field occurrences, sampling locations and procedures.

Samples obtained in the field are frequently subjected to additional testing and reclassification in the laboratory by experienced geotechnical engineers, and as such, differences between the field logs and the final logs may exist. The engineer preparing the report reviews the field logs, laboratory test data and classifications, and using judgment and experience in interpreting this data, may make further changes. It is common practice in the geotechnical engineering profession not to include field logs and laboratory data sheets in engineering reports, because they do not represent the engineer's final opinions as to appropriate descriptions for conditions encountered in the exploration and testing work. Results of laboratory tests are generally shown on the boring logs or are described in the text of the report, as appropriate.

Samples taken in the field, some of which are later subjected to laboratory tests, are retained in our laboratory for sixty days and are then discarded unless special disposition is requested by our client.

Samples retained over a long period of time, even in sealed jars, are subject to moisture loss which changes the apparent strength of cohesive soil, generally increasing the strength from what was originally encountered in the field. Since they are then no longer representative of the moisture conditions initially encountered, observers of these samples should recognize this factor.

Appendix B: Boring Data

Boring Logs

DEPTH

d gb eca

ACOE

ELEVATION CLASSIFICATION OF MATERIALS

(Description)

% CORE

RECOV-

ERY

LEGEND

BOX OR

SAMPLE

NO.

REMARKS

(Drilling time, water loss, depth weathering, etc., if significant) f

16. DATE HOLE

OF

9, 13, 16, 18 N = 29

--- 7/12/2010

DIVISION

2 - 7/8" Rock Bit

14. TOTAL NUMBER CORE BOXES

10. SIZE AND TYPE OF BIT

Mark Baker

SHEETINSTALLATION

+548.6 30.0

2, 1, 2, 2 N = 3 Qp = 1.0 tsf

13, 24, 53 N = 77

Possible FILL: Fine to coarse Gravel (crushed stone), trace fine to coarse sand, trace silt -gray - medium dense - wet (GP)

S3 35.0 37.0

S2 32.5 34.0+543.6

Silty Clay, trace fine to coarse sand, trace fine gravel - dark gray - stiff (CL)

+538.6

WATER

40.0

35.0

B-1

S1 30.0 32.0

Chicago, IL N 1,905,658.5 E 1,186,073.9

5. NAME OF DRILLER

3. DRILLING AGENCY

DEG. FROM VERT.

19. GEOLOGIST

DRILLING LOG

7/13/2010

Chicago Harbor Breakwater Repair

12. MANUFACTURER'S DESIGNATION OF DRILL

ENG FORM

MAR 71 1836 PREVIOUS EDITIONS ARE OBSOLETE. B-1Chicago Harbor Breakwater Repair

HOLE NO.PROJECT

6. DIRECTION OF HOLE

Hole No. B-1

578.6

4. HOLE NO. (As shown on drawing title and file number)

15. ELEVATION GROUND WATER

17. ELEVATION TOP OF HOLE

7. THICKNESS OF OVERBURDEN

8. DEPTH DRILLED INTO ROCK

9. TOTAL DEPTH OF HOLE

0.0 60.5

2. LOCATION (Coordinates or Station)

Ming Chang

1. PROJECT

INCLINED

Barge B-61

0.0+578.6

18. TOTAL CORE RECOVERY FOR BORING

13. TOTAL NO. OF

OVERBURDEN SAMPLES

TAKEN

UNDISTURBEDAECOM

SHEETS

NAVD 1988 (vertical) NAD 83 (horizontal)

VERTICAL

DISTURBED

11. DATUM FOR ELEVATION SHOWN (TBM or MSL)

Chicago District

Hole No. B-1

COMPLETEDSTARTED

+578.6

S6 55.0 57.5

+518.1 60.5

Silty Clay, trace to little fine to coarse sand, trace fine gravel - dark gray - stiff (CL)

End of boring at 60.5 feet below water surface.

Due to wave action causing unacceptable tilting of drill casing, boring abandoned at 60.5 feet deep. Boring offset to location B-1A to continue drilling.

Boring tremie grouted at completion.

VST-1

S4

40.0 42.5

VST-2

VST-3

VST-4

S7 57.5 59.0

VST-5

VST-1: 39.5'

Peak su = 625 psf Remolded su = 350 psf

S5 50.0 51.5

3" Shelby Tube

VST-2: 45.0'

Peak su = 775 psf Remolded su = 525 psf

VST-3: 49.5'

Peak su = 800 psf Remolded su = 600 psf 7, 5, 4 N = 9 Qp = 1.25 tsf

VST-4: 54.5'

Peak su = 700 psf Remolded su = 550 psf 3" Shelby Tube 2, 6, 6 N = 8 Qp = 1.0 tsf

VST-5: 60.0'

Peak su = 950 psf Remolded su not obtained.

SPT Sampling with 140 lb. Hammer 30" of Fall 2" O.D. Split Spoon Sampler.

VST = Vane Shear Test (refer to test sheets)

DRILLING LOG (Cont Sheet) ELEVATION TOP OF HOLE

578.6 Hole No. B-1

Chicago Harbor Breakwater Repair

SHEET

Chicago District

Hole No. B-1

INSTALLATION

PROJECT HOLE NO.

Chicago Harbor Breakwater Repair B-11836-AJUN 67

ENG FORM

OF

c

REMARKS

(Drilling time, water loss, depth weathering, etc., if significant)

BOX OR

SAMPLE

NO.

LEGEND

% CORE

RECOV-

ERY

CLASSIFICATION OF MATERIALS

(Description)ELEVATION DEPTH feb gd

2 SHEETS

PROJECT 2

a

DIVISION

7/13/2010---

12. MANUFACTURER'S DESIGNATION OF DRILL

OF

B-1A 0

0.0 66.5

15. ELEVATION GROUND WATER

7. THICKNESS OF OVERBURDEN

8. DEPTH DRILLED INTO ROCK

9. TOTAL DEPTH OF HOLE Ming Chang

2. LOCATION (Coordinates or Station)

17. ELEVATION TOP OF HOLE

b Blind drill without sampling to 60.5 feet. Refer to boring log B-1 for soil information to 60.5 feet.

REMARKS

(Drilling time, water loss, depth weathering, etc., if significant)

BOX OR

SAMPLE

NO.

LEGEND

% CORE

RECOV-

ERY

CLASSIFICATION OF MATERIALS

(Description)ELEVATION DEPTH a fc e

INSTALLATION

16. DATE HOLE

14. TOTAL NUMBER CORE BOXES

10. SIZE AND TYPE OF BIT

Mark Baker

SHEET

ACOE

2 - 7/8" Rock Bit d g

SHEETS

3. DRILLING AGENCY

5. NAME OF DRILLER

6. DIRECTION OF HOLE

DEG. FROM VERT.

4. HOLE NO. (As shown on drawing title and file number)

578.6

Chicago Harbor Breakwater Repair

ENG FORM

MAR 71 1836 B-1A

HOLE NO.PROJECT

Hole No. B-1A

PREVIOUS EDITIONS ARE OBSOLETE.

+578.6

STARTED COMPLETED

Hole No. B-1A

Chicago District

11. DATUM FOR ELEVATION SHOWN (TBM or MSL)

DISTURBED

1. PROJECT

NAVD 1988 (vertical) NAD 83 (horizontal)

+578.6

AECOM UNDISTURBED

7/13/2010

Chicago, IL N 1,905,670.4 E 1,186,037.5

19. GEOLOGIST

13. TOTAL NO. OF

OVERBURDEN SAMPLES

TAKEN

18. TOTAL CORE RECOVERY FOR BORING

Chicago Harbor Breakwater Repair

INCLINEDVERTICAL

Barge B-61

0.0

DRILLING LOG

Blind drill without sampling to 60.5 feet. Refer to boring log B-1 for soil information to 60.5 feet. (continued)

Silty Clay, trace to some fine to coarse sand, trace fine gravel - dark gray - hard to very stiff

(CL)

Silty Clay, trace fine to coarse sand and fine gravel - dark gray - very stiff (CL) End of boring at 66.5 feet below water surface.

Due to wave action causing unacceptable tilting of drill casing, boring abandoned at 66.5'. Boring offset to location B-1B to continue drilling.

Boring tremie grouted at completion.

S1 60.5 62.0 S2

62.5 64.0

S3 65.0 66.5

66.5

13, 14, 19 N = 33 Qp = 7.0+ tsf 9, 10, 13 N = 23 Qp = 3.5 tsf

9, 11, 15 N = 26 Qp = 2.5 tsf

SPT Sampling with 140 lb. Hammer 30" of Fall 2" O.D. Split Spoon Sampler.

Due to wave action causing unacceptable tilting of drill casing, boring abandoned at 66.5'. Boring offset to location B-1B to continue drilling.

+518.1

+513.6

+512.1

60.5

65.0

DRILLING LOG (Cont Sheet) ELEVATION TOP OF HOLE

578.6 Hole No. B-1A

Chicago Harbor Breakwater Repair

SHEET

Hole No. B-1A

INSTALLATION

PROJECT HOLE NO.

Chicago Harbor Breakwater Repair B-1A1836-AJUN 67

ENG FORM

OF

c

REMARKS

(Drilling time, water loss, depth weathering, etc., if significant)

BOX OR

SAMPLE

NO.

LEGEND

% CORE

RECOV-

ERY

CLASSIFICATION OF MATERIALS

(Description)ELEVATION DEPTH f

Chicago District eb gd

2 SHEETS

PROJECT 2

a

DIVISION

7/13/2010---

12. MANUFACTURER'S DESIGNATION OF DRILL

OF

B-1B 0

0.0 115.0

15. ELEVATION GROUND WATER

7. THICKNESS OF OVERBURDEN

8. DEPTH DRILLED INTO ROCK

9. TOTAL DEPTH OF HOLE Ming Chang

2. LOCATION (Coordinates or Station)

17. ELEVATION TOP OF HOLE

b Blind drill without sampling to 67.5 feet. Refer to boring log B-1 for soil information to 60.5 feet and boring log B-1A for soil information from 60.5 to 67.5 feet.

REMARKS

(Drilling time, water loss, depth weathering, etc., if significant)

BOX OR

SAMPLE

NO.

LEGEND

% CORE

RECOV-

ERY

CLASSIFICATION OF MATERIALS

(Description)ELEVATION DEPTH a fc e

INSTALLATION

16. DATE HOLE

14. TOTAL NUMBER CORE BOXES

10. SIZE AND TYPE OF BIT

Mark Baker

SHEET

ACOE

2 - 7/8" Rock Bit d g

SHEETS

3. DRILLING AGENCY

5. NAME OF DRILLER

6. DIRECTION OF HOLE

DEG. FROM VERT.

4. HOLE NO. (As shown on drawing title and file number)

578.6

Chicago Harbor Breakwater Repair

ENG FORM

MAR 71 1836 B-1B

HOLE NO.PROJECT

Hole No. B-1B

PREVIOUS EDITIONS ARE OBSOLETE.

+578.6

STARTED COMPLETED

Hole No. B-1B

Chicago District

11. DATUM FOR ELEVATION SHOWN (TBM or MSL)

DISTURBED

1. PROJECT

NAVD 1988 (vertical) NAD 83 (horizontal)

+578.6

AECOM UNDISTURBED

7/13/2010

Chicago, IL N 1,905,670.4 E 1,186,037.5

19. GEOLOGIST

13. TOTAL NO. OF

OVERBURDEN SAMPLES

TAKEN

18. TOTAL CORE RECOVERY FOR BORING

Chicago Harbor Breakwater Repair

INCLINEDVERTICAL

Barge B-61

0.0

DRILLING LOG

67.5

+488.6

+498.6

+501.1

+506.1

+508.1 +508.6

+511.1

S3 72.5 74.0

72.5

10, 10, 11 N = 21

S2 70.0 70.5

S1 67.5 69.0

Clayey Silt, some fine to coarse sand, little coarse gravel - gray - very dense - wet (ML)

Silty Clay, trace fine to coarse sand, trace fine gravel - gray - hard (CL)

Silty Clay - gray - very stiff (CL)

Clayey Silt, some fine to coarse sand, trace fine gravel - gray - dense to very dense - wet

(ML)

Clayey Silt, trace fine gravel - gray -medium dense - wet (ML)

Silty Clay, trace fine to coarse sand and fine gravel - dark gray - hard (CL)

70.0

Blind drill without sampling to 67.5 feet. Refer to boring log B-1 for soil information to 60.5 feet and boring log B-1A for soil information from 60.5 to 67.5 feet. (continued)

70.5

90.0

80.0

77.5

Clayey Silt, trace fine to coarse sand, trace fine gravel - gray - medium dense - wet (CL)

17, 23, 27 N = 50

13, 14, 25 N = 39 Qp = 7+ tsf

27, 39 N = 78* Qp = 7+ tsf

12, 14, 11 N = 25 Qp = 7+ tsf

21, 24, 27 N = 51 Qp = 7+ tsf

7, 11, 14 N = 25 Qp = 3.5 tsf

16, 30, 24 N = 54

7, 11, 19 N =30

12, 15 N = 24*

N = 12* Qp = 4.5 tsf

S4 75.0 76.5 e

Chicago District

INSTALLATION 2PROJECT

SHEETS3

d gb

S2A 70.5 71.5

DRILLING LOG (Cont Sheet) c fa

DEPTHELEVATION CLASSIFICATION OF MATERIALS

(Description)

% CORE

RECOV-

ERY

LEGEND

BOX OR

SAMPLE

NO.

Hole No. B-1B

ENG FORM

JUN 67 1836-A B-1BChicago Harbor Breakwater Repair

HOLE NO.PROJECT

OF

SHEET

Chicago Harbor Breakwater Repair

Hole No. B-1B578.6

ELEVATION TOP OF HOLE

REMARKS

(Drilling time, water loss, depth weathering, etc., if significant)

S10 90.0

S9 87.5 89.0

S8 85.0 86.0

S7 82.5 84.0

S6 80.0 81.5

S5 77.5 79.0

S18 110.0 110.5

+471.1

+476.1

+486.1 92.5

102.5

Silt, trace to some fine to coarse sand, trace fine gravel, trace clay - gray - extremely dense

- wet (ML)

17, 21, 32 N = 53 Qp = 7+ tsf

S16 105.0 105.5

S15 102.5 103.0

S14 100.0 101.0

S13 97.5 98.8

S12 95.0 96.5

S11 92.5 94.0

+463.6 End of boring at 115 feet below water surface.

Bedrock inferred at 115 feet deep due to rock bit resistance.

Boring tremie grouted at completion.

Clayey silt, trace fine to coarse sand, trace fine gravel - gray - extremely dense - wet (ML)

SIlty clay, trace fine to coarse sand, trace fine gravel - gray - hard (CL)

115.0

107.5

91.5

100/3" N = 100+*

SPT Sampling with 140 lb. Hammer 30" of Fall 2" O.D. Split Spoon Sampler.

*: SPT-N value based on 6 inches or less of penetration.

117/6" N = 100+*

67/6" N = 100+*

87/6" N = 100+*

93/6" N = 100+*

33, 53/6" N = 100+* Qp = 7+ tsf

21, 27, 48/4" N = 100+ Qp = 7+ tsf

11, 7, 26 N = 33 Qp = 7+ tsf

S19 112.5 112.8

S17 107.5 108.0

DRILLING LOG (Cont Sheet)

Chicago District

INSTALLATION 3

578.6

SHEETS

d gb ec f

PROJECT

ENG FORM

JUN 67 1836-A B-1BChicago Harbor Breakwater Repair

ELEVATION TOP OF HOLE

PROJECT

ELEVATION

Hole No. B-1B

OF

SHEET

Chicago Harbor Breakwater Repair

Hole No. B-1B

HOLE NO.

a

CLASSIFICATION OF MATERIALS

(Description)

% CORE

RECOV-

ERY

LEGEND

BOX OR

SAMPLE

NO.

REMARKS

(Drilling time, water loss, depth weathering, etc., if significant)

DEPTH

S2 30.0 31.5

LEGEND

BOX OR

SAMPLE

NO.

REMARKS

(Drilling time, water loss, depth weathering, etc., if significant)

CLASSIFICATION OF MATERIALS

(Description)ELEVATION

S5 37.5 39.0

S4 35.0 36.5 d

16. DATE HOLE

5, 3, 3 N = 6

10. SIZE AND TYPE OF BIT

Mark Baker

SHEETINSTALLATION

ACOE

% CORE

RECOV-

ERY

2 - 7/8" Rock Bit

S1 28.5 30.0 gb ec fa

DEPTH

S3 32.5 34.0

5, 12, 11 N = 23

6, 5, 10 N = 15

21, 23, 27 N = 50

2, 13, 11 N = 24

32.5

Fine to coarse Sand, trace to little fine gravel, trace silt, trace clay - brown - medium dense -wet (SP)

Sandy fine Gravel, trace silt - gray - very dense - wet (GP)

Fine to coarse Gravel, trace to some fine to coarse sand, trace silt, trace clay - gray -loose to medium dense - wet (GP-GM)

WATER

35.0

28.0

+538.5

+543.5

+546.0

+550.5

40.0

14. TOTAL NUMBER CORE BOXES

3. DRILLING AGENCY

6. DIRECTION OF HOLE

19. GEOLOGIST

DRILLING LOG

7/7/2010

Chicago Harbor Breakwater Repair

INCLINEDVERTICAL

Barge B-61

0.0+578.5

18. TOTAL CORE RECOVERY FOR BORING

Chicago, IL N 1,905,556.1 E 1,186,174.6

ENG FORM

MAR 71 1836 PREVIOUS EDITIONS ARE OBSOLETE. B-2Chicago Harbor Breakwater Repair

HOLE NO.

5. NAME OF DRILLER

AECOM

Hole No. B-2

578.5

4. HOLE NO. (As shown on drawing title and file number)

DEG. FROM VERT.

PROJECT

0.0

116.0 Ming Chang

2. LOCATION (Coordinates or Station)

13. TOTAL NO. OF

OVERBURDEN SAMPLES

TAKEN

15. ELEVATION GROUND WATER

B-2

OF

12. MANUFACTURER'S DESIGNATION OF DRILL

--- 7/7/2010

DIVISION

STARTED

+578.5

NAVD 1988 (vertical) NAD 83 (horizontal)

1. PROJECT

DISTURBED

11. DATUM FOR ELEVATION SHOWN (TBM or MSL)

Chicago District

Hole No. B-2

7. THICKNESS OF OVERBURDEN

8. DEPTH DRILLED INTO ROCK

9. TOTAL DEPTH OF HOLE

COMPLETED

17. ELEVATION TOP OF HOLE

SHEETS

UNDISTURBED

60.0

+520.0

+518.5

+508.5

+493.5

+491.0

58.5

70.0

85.0

87.5

1, 2, 7 N = 9 Qp = 0.5 tsf

52.5+526.0

17, 31, 53 N = 84

18, 22, 34 N = 56 Qp = 7.0+ tsf

19, 22, 25 N = 47

20, 26, 32 N = 58 Qp =7.0+ tsf

13, 19, 24 N = 43 Qp = 7.0+ tsf

8, 9, 12 N = 21 Qp = 3.0 tsf

WOH/12", 2

N = 2 Qp = 0.75 tsf

3" Shelby Tube

VST-1: 49.5'

Peak su = 275 psf Remolded su not obtained.

2, 4, 8 N = 12 Qp = 1.75 tsf 1, 5, 6 N = 11 Qp = 5.0 tsf 1, 6, 6 N = 12 Qp = 3.0 tsf

13, 20, 25 N = 45 Qp = 7.0+ tsf

19/6" N = 38*

3" Shelby Tube

8, 9, 13 N = 22 Qp = 1.5 tsf

3" Shelby Tube

14, 16, 20 N = 36 Qp = 4.0 tsf

15, 19, 14 N = 33 Qp = 7.0+ tsf

12, 15, 21 N = 36 Qp = 6.5 tsf

8, 12 N = 24* Qp = 7.0+ tsf a g

BOX OR

SAMPLE

NO.

LEGEND

% CORE

RECOV-

ERY

CLASSIFICATION OF MATERIALS

(Description)DEPTH fc e

ELEVATION

REMARKS

(Drilling time, water loss, depth weathering, etc., if significant) d

Chicago Harbor Breakwater Repair b

OF

Hole No. B-2

SHEET

HOLE NO.

Chicago Harbor Breakwater Repair

B-21836-AJUN 67

ENG FORM PROJECT

3 SHEETS

PROJECT 2INSTALLATION

DRILLING LOG (Cont Sheet) ELEVATION TOP OF HOLE

578.5 Hole No. B-2

Chicago District

S22 82.5 84.0

S14 62.5 65.0 S15 65.0 66.5 S16 67.5 70.0 S17 70.0 71.5 S18 72.5 74.0

S19 75.0 76.5

S21 80.0 81.5

S12 57.5 58.5

S23 85.0 86.5

S24 87.5 89.0

S25 90.0

S20 77.5 79.0

S6 40.0 41.5

Silty Clay, trace to little fine to coarse sand, trace fine gravel - gray - medium to stiff (CL)

Silty Clay, trace to little fine to coarse sand, trace fine gravel - gray - very stiff to hard (CL)

Fine to coarse Sand, trace fine gravel, trace silt - gray - dense - wet (SP) Sily Clay, trace to little fine to coarse sand, trace fine gravel - gray - very stiff to stiff (CL)

Silty Clay, trace to little fine to coarse sand, trace fine gravel - gray - hard (CL)

S13 60.0 61.5

Silty Clay, trace fine to coarse sand, trace fine gravel - dark gray - hard (CL)

S12A 58.5 59.0

S7 42.5 44.0

S8 45.0 47.5

VST-1

S9

50.0 51.5 S10 52.5 54.0

S11 55.0 56.5

Clayey Silt, little fine to coarse sand, trace fine gravel - gray - extremely dense - wet (ML)

+481.0

106.0

97.5

95.0

92.5

+462.5

+464.5

+466.0

+468.5 110.0

+472.5

112.5

+483.5

+486.0 Qp = 7.0+ tsf

+471.0

S26 92.5 93.0

91.5

End of boring at 116 feet below water surface.

Boring tremie grouted at completion.

Bedrock

Fine to coarse Gravel (limestone fragments), trace fine to coarse sand, trace silt - gray -extremely dense - wet (GP)

Fine to coarse Gravel, some fine to coarse sand, little silt, little clay - gray - extremely dense - wet (GM)

Silt, trace fine to coarse sand, trace fine gravel, trace clay - gray - extremely dense -wet (ML)

Boulder/Cobble

Clayey Silt, trace to little fine to coarse sand, trace fine gravel - gray - very dense to extremely dense - wet (ML)

107.5

Boulder/Cobble (Shale)

116.0

114.0

Silty Clay, little fine to coarse sand, trace fine gravel - gray - hard (CL)

83/6" N = 100+*

SPT Sampling with 140 lb. Hammer 30" of Fall 2" O.D. Split Spoon Sampler.

*: SPT-N value based on 6 inches or less of penetration.

VST = Vane Shear Test (refer to test sheets)

89/6" N = 100+*

75/6" N = 100+*

75/6" N = 100+*

63/6" N = 100+*

32, 29 N = 58*

52/6" N = 100+*

22, 23, 30 N = 45 Qp = 7.0+ tsf

57/6" N = 100+* Qp = 7.0+ tsf

80 S29 100.0 101.0 e

S27 95.0 96.5

INSTALLATION 3PROJECT

SHEETS3

d gb c fa

DEPTHELEVATION CLASSIFICATION OF MATERIALS

(Description)

% CORE

RECOV-

ERY

LEGEND

BOX OR

SAMPLE

NO.

REMARKS

(Drilling time, water loss, depth weathering, etc., if significant)

Hole No. B-2

ENG FORM

JUN 67 1836-A B-2Chicago Harbor Breakwater Repair

HOLE NO.PROJECT

Chicago District OF

SHEET

Chicago Harbor Breakwater Repair

Hole No. B-2578.5 ELEVATION TOP OF HOLEDRILLING LOG (Cont Sheet)

S34 112.5 113.0

S33 110.0 110.5

S32 107.5 108.0

S31 105.0 105.5

S30 102.5 103.0

S28 97.5 98.0

% CORE

RECOV-

ERY

ec fa

DEPTH

g

CLASSIFICATION OF MATERIALS

(Description) d

LEGEND

BOX OR

SAMPLE

NO.

REMARKS

(Drilling time, water loss, depth weathering, etc., if significant)

ELEVATION

10. SIZE AND TYPE OF BIT

WOR/24"

N = 0 Qp = 0.25 tsf

DIVISION

b

14. TOTAL NUMBER CORE BOXES

Mark Baker

SHEETINSTALLATION

ACOE

2 - 7/8" Rock Bit

16. DATE HOLE

+550.0

+548.0

WOH/12", 1

N = 1 Qp = 0.25 tsf

4, WOH/18"

N = 0 Qp = 0.25 tsf

WOR/24"

N = 0

WATER

S4 37.0 38.5

S3 35.0 37.0

S2 30.5 32.5

S1 28.5 30.5

Silty Clay, trace to some fine to coarse sand, trace fine gravel - gray - soft to medium (CL)

Silty Clay, trace fine sand - gray - soft (CL)

12. MANUFACTURER'S DESIGNATION OF DRILL

35.0

30.5

28.5

+543.5

Clayey Silt, little fine sand - gray - very loose -wet (ML)

Barge B-61

6. DIRECTION OF HOLE

5. NAME OF DRILLER

3. DRILLING AGENCY

DEG. FROM VERT.

4. HOLE NO. (As shown on drawing title and file number)

Chicago, IL N 1,905,530.3 E 1,185,993.3

19. GEOLOGIST

DRILLING LOG

7/9/2010

Chicago Harbor Breakwater Repair

INCLINED 7/9/2010

ENG FORM

MAR 71 1836 PREVIOUS EDITIONS ARE OBSOLETE. B-3Chicago Harbor Breakwater Repair

PROJECT

0.0

Hole No. B-3

578.5

HOLE NO.

2. LOCATION (Coordinates or Station)

VERTICAL

15. ELEVATION GROUND WATER

17. ELEVATION TOP OF HOLE

7. THICKNESS OF OVERBURDEN

8. DEPTH DRILLED INTO ROCK

9. TOTAL DEPTH OF HOLE

0.0

116.0 Ming Chang

SHEETS

0B-3

1. PROJECT

+578.5

18. TOTAL CORE RECOVERY FOR BORING

13. TOTAL NO. OF

OVERBURDEN SAMPLES

TAKEN

UNDISTURBEDAECOM

NAVD 1988 (vertical) NAD 83 (horizontal)

OF

DISTURBED

11. DATUM FOR ELEVATION SHOWN (TBM or MSL)

Chicago District

Hole No. B-3

+578.5

3" Shelby Tube

57.5

+526.0

+521.0

+494.2 +493.8

52.5

84.3 84.8

87.5+491.0

30, 42/6" N = 84

14, 20, 27 N = 47 Qp = 7.0+ tsf

15, 24, 30 N = 54

16, 20, 25 N = 45 Qp = 7.0+ tsf

22, 26, 33 N = 59 Qp = 7.0+ tsf

3" Shelby Tube

WOH/12", 2, 2

N = 2 Qp = 0.5 tsf

WOH/12", 3, 5

N = 3 Qp = 0.75 tsf

3" Shelby Tube

WOH/24"

N = 0 Qp = 0.75 tsf

WOH, 1, 2, 4

N = 3 Qp = 1.25 tsf

22, 29, 33 N = 62 Qp = 7.0+ tsf

3, 14, 19 N = 33 Qp = 7.0+ tsf

6, 11, 19 N = 30 Qp = 2.25 tsf

3" Shelby Tube

6, 11, 17 N = 28 Qp = 6.75 tsf

10, 11, 14 N = 25 Qp = 5.0 tsf

6, 10, 11 N = 21 Qp = 6.75 tsf

3" Shelby Tube

WOH, 2, 3, 4

N = 5 Qp = 1.25 tsf

Silty Clay, trace to some fine to coarse sand, trace fine gravel - gray - soft to medium (CL) (continued) b ec fa

DEPTHELEVATION CLASSIFICATION OF MATERIALS

(Description)

% CORE

RECOV-

ERY

LEGEND

d

BOX OR

SAMPLE

NO.

REMARKS

(Drilling time, water loss, depth weathering, etc., if significant)

3Chicago Harbor Breakwater Repair

ENG FORM

JUN 67 1836-A B-3Chicago Harbor Breakwater Repair

HOLE NO.PROJECT

Hole No. B-3

OF

g

DRILLING LOG (Cont Sheet)

SHEETS

PROJECT 2INSTALLATION

Chicago District

SHEET

ELEVATION TOP OF HOLE

578.5 Hole No. B-3

S22 82.5 84.0

S16 67.5 69.0

S17 70.0 71.5

S18 72.5 74.0

S19 75.0 77.5

S14 62.5 64.0

S21 80.0 81.5

S13 60.0 62.5

S23 85.0 86.0

S24 87.5 89.0

S25 90.0

S20 77.5 79.0

S6 42.5 44.5

Silty Clay, trace to little fine to coarse sand, trace fine gravel - gray - stiff (CL)

Silty Clay, trace fine to coarse sand, trace fine gravel - gray - very stiff to hard (CL)

Boulder/Cobble Clayey Silt, trace fine to coarse sand, trace fine gravel - gray - extremely dense - wet (ML)

S15 65.0 67.5

S5 40.0 42.5

S7 45.0 47.0

S8 47.5 50.0

S9 50.0 51.5

S10 52.5 54.5

S11 55.0 57.0

S12 57.5 59.0

Silty clay, trace to some fine to coarse sand, trace fine gravel - gray - hard (CL)

100.0 99.0

97.5

+462.5 +463.5

+467.3

+468.5

+478.5 S29

100.0 100.5

+481.0

115.0

+479.5

Silty clay, trace to some fine to coarse sand, trace fine gravel - gray - hard (CL) (continued)

Qp = 7.0+ tsf

S27 95.0 96.5

S26 92.5 94.0

91.5

End of boring at 116 feet below water surface in inferred bedrock.

Boring tremie grouted at completion.

Fine to coarse Gravel (limestone fragments), trace fine to coarse sand, trace silt - gray -extremely dense - wet (GP)

Silt, some fine to coarse sand, some fine gravel, little clay - gray -extremely dense - wet

(ML)

Boulder/Cobble

Clayey Silt, trace fine to coarse sand, trace fine gravel - gray - extremely dense - wet (ML)

110.0

Clayey Silt, trace fine to coarse sand, trace fine gravel - gray - very dense - wet (ML)

111.3

116.0

Boulder/Cobble

254/4" N = 254+*

SPT Sampling with 140 lb. Hammer 30" of Fall 2" O.D. Split Spoon Sampler.

*: SPT-N value based on 6 inches or less of penetration.

52/4" N = 100+*

80/6" N = 100+*

127/6" N = 127+*

51/6" N = 100+*

82/6" N = 100+*

14, 19, 32 N = 51

10, 20, 34 N = 54 Qp = 4.5+ tsf

14, 15, 32 N = 47 Qp = 7.0+ tsf

S30 102.5 103.0

Chicago District

INSTALLATION 3PROJECT

SHEETS3

d

S28 97.5 99.0 b

ELEVATION TOP OF HOLE

ec fa

DEPTHELEVATION CLASSIFICATION OF MATERIALS

(Description)

% CORE

RECOV-

ERY

g

Hole No. B-3

ENG FORM

JUN 67 1836-A B-3Chicago Harbor Breakwater Repair

HOLE NO.PROJECT

DRILLING LOG (Cont Sheet)

OF

SHEET

Chicago Harbor Breakwater Repair

Hole No. B-3578.5

REMARKS

(Drilling time, water loss, depth weathering, etc., if significant)

LEGEND

S34 115.0 115.3

S33 111.3 111.6

S32 107.5 108.0

S31 105.0 105.5

BOX OR

SAMPLE

NO.

% CORE

RECOV-

ERY

ec fa

DEPTH

g

CLASSIFICATION OF MATERIALS

(Description) d

LEGEND

BOX OR

SAMPLE

NO.

REMARKS

(Drilling time, water loss, depth weathering, etc., if significant)

ELEVATION

10. SIZE AND TYPE OF BIT

WOR/24"

N = 0 Qp = 0.25 tsf

DIVISION

b

14. TOTAL NUMBER CORE BOXES

Mark Baker

SHEETINSTALLATION

ACOE

2 - 7/8" Rock Bit

16. DATE HOLE

+550.2

+548.2

3" Shelby Tube

1/12", 1/12" N = 1 Qp = 0.5 tsf

WOR/24"

N = 0

WATER

S4 35.0 37.5

S3 32.5 34.5

S2 30.5 32.5

S1 28.5 30.5

Silty Clay, trace fine sand - gray - medium

(CL)

Silty Clay, trace fine sand - gray - soft (CL)

12. MANUFACTURER'S DESIGNATION OF DRILL

32.5

30.5

28.5

+546.2

Clayey Silt, little fine sand - gray -very loose -wet (ML)

Barge B-61

6. DIRECTION OF HOLE

5. NAME OF DRILLER

3. DRILLING AGENCY

DEG. FROM VERT.

4. HOLE NO. (As shown on drawing title and file number)

Chicago, IL N 1,905,439.9 E 1,186,075.8

19. GEOLOGIST

DRILLING LOG

7/8/2010

Chicago Harbor Breakwater Repair

INCLINED 7/8/2010

ENG FORM

MAR 71 1836 PREVIOUS EDITIONS ARE OBSOLETE. B-4Chicago Harbor Breakwater Repair

PROJECT

0.0

Hole No. B-4

578.7

HOLE NO.

2. LOCATION (Coordinates or Station)

VERTICAL

15. ELEVATION GROUND WATER

17. ELEVATION TOP OF HOLE

7. THICKNESS OF OVERBURDEN

8. DEPTH DRILLED INTO ROCK

9. TOTAL DEPTH OF HOLE

0.0

112.5 Ming Chang

SHEETS

0B-4

1. PROJECT

+578.7

18. TOTAL CORE RECOVERY FOR BORING

13. TOTAL NO. OF

OVERBURDEN SAMPLES

TAKEN

UNDISTURBEDAECOM

NAVD 1988 (vertical) NAD 83 (horizontal)

OF

DISTURBED

11. DATUM FOR ELEVATION SHOWN (TBM or MSL)

Chicago District

Hole No. B-4

+578.7

VST-1: 39.5'

Peak su = 700 psf Remolded su = 325 psf

60.0

62.5

70.0

72.5

75.0

85.0

+491.2 87.5

+526.2 52.5

+536.2 42.5

+518.7

+516.2

+508.7

+506.2

+503.7

+493.7

40, 36 N = 72* Qp = 7.0+ tsf

28, 42 N = 84*

13, 18, 23 N = 41 Qp = 7.0+ tsf

18, 18 N = 36*

13, 11, 18 N = 29 Qp = 7.0+ tsf

2, 3, 5 N = 8 Qp = 1.5 tsf

3" Shelby Tube

WOH/18"

N = 0 Qp = 0.25 tsf

VST-2: 45.0'

Peak su = 600 psf Remolded su = 425 psf

WOH/18"

N = 0 Qp = 0.75 tsf

VST-3: 49.5'

Peak su = 675 psf Remolded su = 475 psf 3" Shelby Tube

18, 23, 34 N = 57 Qp = 7.0 tsf

VST-4: 55.0'

Peak su = 500 psf Remolded su = 375 psf

8, 11, 24 N = 35 Qp = 6.0 tsf

9, 10, 12 N = 22 Qp = 7.0+ tsf

3, 6, 7 N = 13 Qp = 1.0 tsf

4, 5, 9 N = 14 Qp = 2.75 tsf

4, 8, 18 N = 26 Qp = 3.75 tsf

13, 21, 22 N = 43 Qp = 7.0+ tsf

18, 22, 22 N = 44

WOH, 1, 3

N = 4 Qp = 1.0 tsf

Silty Clay, trace to little fine to coarse sand, trace fine gravel - gray - soft to medium (CL)

ELEVATION

REMARKS

(Drilling time, water loss, depth weathering, etc., if significant)

BOX OR

SAMPLE

NO.

LEGEND CLASSIFICATION OF MATERIALS

(Description)DEPTH a fc e

% CORE

RECOV-

ERY

Silty Clay, trace fine sand - gray - medium (CL) (continued) g

Chicago Harbor Breakwater Repair

OF

Hole No. B-4

Chicago Harbor Breakwater Repair

HOLE NO.

Hole No. B-4

B-41836-AJUN 67

ENG FORM PROJECT

d

3 SHEETS

PROJECT 2SHEET

Chicago District b

DRILLING LOG (Cont Sheet) ELEVATION TOP OF HOLE 578.7

INSTALLATION

S19 80.0 81.5

S11 60.0 61.5

S12 62.5 64.0

S13 65.0 66.5

S14 67.5 69.0

S15 70.0 71.5

S16 72.5 74.0

S18 77.5 79.0

S9 52.5 54.0

S20 82.5 84.0

S21 85.0 86.5

S22 87.5 89.0

S23 90.0

S17 75.0 76.5

VST-1

Silty Clay, trace fine to coarse sand, trace fine gravel - gray - stiff (CL)

Silty Clay, trace fine to coarse sand, trace fine gravel - dark gray - hard (CL)

Silty Clay, trace to some fine to coarse sand, trace to little fine gravel - gray - stiff to very stiff (CL)

Silty Clay, trace fine to coarse sand, trace fine gravel - gray - hard (CL)

Clayey Silt, trace fine to coarse sand, trace fine gravel - gray - dense - wet (ML)

Silty Clay, trace to some fine to coarse sand, trace fine gravel - gray - hard (CL)

S10 55.5 57.0

Silty Clay, trace to little fine to coarse sand, trace fine gravel - gray - hard (CL)

VST-4

S5 40.0 42.5 S6

42.5 44.0

VST-2

S7

45.5 47.0

VST-3

S8

50.0 52.5

Silt, trace fine to coarse sand, trace clay - gray

- extremely dense - wet (ML)

102.5

97.5

+466.2

+468.7

+471.2

+476.2

+481.2

112.5

Qp = 7.0+ tsf

Silt, trace clay, trace fine to coarse sand, trace fine gravel - gray - extremely dense - wet (ML)

S28 102.5 104.0

S27 100.0 101.5

S26 97.5 99.0

S25 95.0 96.5

S24 92.5 94.0

S23A 91.0 91.5

91.0

End of boring at 112.5 feet below water surface in inferred bedrock. Boring stopped due to rough water conditions.

Boring tremie grouted at completion.

107.5 Clayey Silt, somee fine to coarse sand, some fine gravel - gray - extremely dense - wet (ML)

110.0

Clayey Silt, trace fine to coarse sand, trace fine gravel - gray - dense to very dense - wet

(ML)

Silty Clay, trace to little fine to coarse sand, trace fine gravel - gray - hard (CL) (continued)

Silt, trace clay, trace fine to coarse sand, trace fine gravel - gray - extremely dense - wet (ML)

79/6" N = 100+*

SPT Sampling with 140 lb. Hammer 30" of Fall 2" O.D.