Geotechnical Engineering Report

Geotechnical Engineering Report ODOT Geotechnical Research On-Call Services, Task #4 SJN 134994 Lab Testing of Polymer-Based Soil Stabilizing Agents to Prevent Sulfate Heaving March 10, 2016 Terracon Project No. N4155143 Prepared for: Ohio Department of Transportation Columbus, Ohio Prepared by: Eugene C. Geiger, P.E. Terracon Consultants, Inc. Columbus, Ohio Robert Liang, Ph.D., P.E., F. ASCE University of Akron Akron, Ohio

TABLE OF CONTENTS Page EXECUTIVE SUMMARY... i 1.0 INTRODUCTION... 1 2.0 PROJECT DESCRIPTION... 1 2.1 Project Objective... 1 2.2 Project Scope... 2 2.3 Bulk High-Sulfate Soil Sample... 3 3.0 RESEARCH METHODOLOGY... 4 3.1 Sulfate Content... 4 3.2 Testing of Untreated and Cement-Treated High-Sulfate Soil... 5 3.3 Testing of Polymer-Treated High-Sulfate Soil... 7 4.0 SUMMARY OF RESULTS FOR POLYMER-TREATED SOIL... 8 4.1 Unconfined Compressive Strength Testing... 8 4.2 Expansion Testing... 9 4.3 Freeze-Thaw Testing... 10 5.0 GENERAL COMMENTS... 11 Appendix A Untreated Soil Laboratory Testing Particle Size Distribution Chart... Exhibit A-1 Liquid and Plastic Limit Test Report... Exhibit A-2 Unconfined Compressive Strength (UCS)... Exhibit A-3 to A-5 Appendix B Cement-Treated Soil Laboratory Testing Unconfined Compressive Strength (UCS) Cement Treated Soil... Exhibit B-1 to B-3 Extended Soak Data Sheet Cement-Treated Soil... Exhibit B-4 Extended Soak Graph Cement-Treated Soil... Exhibit B-5 Freeze-Thaw Data Sheet Cement-Treated Soil... Exhibit B-6 Appendix C Polymer-Treated Soil Laboratory Testing Unconfined Compressive Strength (UCS) PX-300 Treated Soil... Exhibit C-1 to C-2 Extended Soak Data Sheet PX-300 Treated Soil... Exhibit C-3 Extended Soak Graph PX-300 Treated Soil... Exhibit C-4 Freeze-Thaw Data Sheet PX-300 Treated Soil... Exhibit C-5 Unconfined Compressive Strength (UCS) Earthbind Treated Soil... Exhibit C-6 to C-8 Extended Soak Data Sheet Earthbind Treated Soil... Exhibit C-9 Extended Soak Graph Earthbind Treated Soil... Exhibit C-10 Freeze-Thaw Data Sheet Earthbind Treated Soil... Exhibit C-11 Unconfined Compressive Strength (UCS) MA-60 Treated Soil... Exhibit C-12 to C-13 Extended Soak Data Sheet MA-60 Treated Soil... Exhibit C-14 Extended Soak Graph MA-60 Treated Soil... Exhibit C-15 Freeze-Thaw Data Sheet MA-60 Treated Soil... Exhibit C-16 Unconfined Compressive Strength (UCS) LL30 Treated Soil... Exhibit C-17 to C-19 Extended Soak Data Sheet LL30 Treated Soil... Exhibit C-20

Extended Soak Graph LL30 Treated Soil... Exhibit C-21 Freeze-Thaw Data Sheet LL30 Treated Soil... Exhibit C-22

March 10, 2016 Robert Liang, Ph.D., P.E., F. ASCE 210 Auburn Science and Engineering Center University of Akron Akron, Ohio 44325-3905 P: (330) 972-7190 M: (440) 725-7425 E: rliang@uakron.edu Re: ODOT Geotechnical Engineering Research On-Call Services, RFP #4, PID 98666 Lab Testing of Polymer-Based Soils Stabilizing Agents to Prevent Sulfate Heaving PID No. 98666, State Job No. 134994, Agreement No. 26609 Geotechnical Engineering Report Terracon Project N4155143 Dear Dr. Liang: Terracon Consultants, Inc. (Terracon) has completed the geotechnical engineering services for the above referenced project. This study was performed as requested in ODOT s Request for Proposal dated July 22, 2015, and in general accordance with our proposal dated August 10, 2015. This report presents the results of a laboratory study to investigate the potential for use of polymer products as alternatives to calcium-based products to stabilize subgrade soils having high sulfate content. High sulfate soils, when stabilized with lime or cement, exhibit swelling. The resulting heaving can cause significant damage to the pavement. This project seeks to learn if the polymer-based products can perform to a level comparable to the current performance requirements of ODOT Construction and Materials Specification 206 and Supplement 1120, as well as to evaluate swell characteristics and freeze-thaw durability. A bulk soil sample having sulfate content greater than 8000 ppm has been provided by ODOT from an active construction project site. In general accordance with the current version of the Specifications for Geotechnical Explorations and Supplement 1120, testing was performed on the untreated soil, soil treated with cement, and soil treated with four different polymer-based stabilizing agents. Terracon worked with polymer product representatives and ODOT s Office of Geotechnical Engineering (OGE) to develop mixing and curing procedures. Each product s Terracon Consultants, Inc. 800 Morrison Road Columbus, Ohio 43230 P [614] 863 3113 F [614] 863 0475 terracon.com

Geotechnical Engineering Report ODOT Geotechnical Engineering Research On-Call Services Task #4 March 10, 2016 Terracon Project No. N4155143 EXECUTIVE SUMMARY This geotechnical engineering report has been prepared to summarize the laboratory study for the Lab Testing of Polymer-Based Soils Stabilizing Agents to Prevent Sulfate Heaving investigation. This laboratory study has been performed for the University of Akron as part of the ODOT Geotechnical Engineering Research On-Call Services contract. The purpose of this report is to document the research on the stabilization of known high sulfate content soils using polymer products as alternatives to calcium-based products. High sulfate soils, when stabilized with lime or cement, exhibit swelling. The resulting heaving can cause significant damage to the pavement. It is desired to limit soil expansion to 1.5 percent or less. The current practice of ODOT when considering chemical stabilization of subgrade soils for those soils having a sulfate content exceeding 3000 ppm is to not perform chemical stabilization without prior consultation with the District Geotechnical Engineer to discuss options and risk. This project seeks to learn if the polymer-based products can perform to a level comparable to the current performance requirements of ODOT Construction and Materials Specification 206 and Supplement 1120, as well as to evaluate the swell characteristics and freeze-thaw durability. To the extent possible, sample preparation and testing was performed using current ODOT, AASHTO, or ASTM procedures. Because many of these methods are intended for soil mixtures with lime, cement, or lime kiln dust, necessary modifications were made. Upon initiation of the project, the first step was to identify a source for the samples and to verify a high sulfate content sample. It was desirable to have sulfate content in the range of 3000 to 8000 parts per million (ppm), and preferred that the sulfate content be greater than 8000 ppm. Sulfate contents above approximately 3000 ppm are known to expand with the addition of calcium-based stabilizers (cement, lime, and lime kiln dust). Eight bulk samples from the two ODOT active construction projects were delivered to the Terracon laboratory, each contained in a five-gallon plastic bucket. Blending of five of the bulk samples, having sulfate contents greater than 8000 ppm, yielded sufficient volume of soil for the subsequent testing. Unconfined compressive strength (UCS) testing was performed on the untreated, cement-treated, and polymer-treated soil samples. Results for the cement-treated specimens indicate that the UCS for a five percent application rate meets the minimum UCS criteria of ODOT Supplement 1120. For the polymer-treated specimens, the minimum UCS criteria are not met and, in fact, the polymer-treated UCS s are lower than the untreated soil UCS. Expansion testing was performed on the cement-treated and polymer-treated soil samples. Results for the cement-treated specimens indicate that the expansion after the 20-day capillary soak is not within the acceptable maximum of 1.5 percent expansion. Due to the high sulfate content of the soil, ODOT s current practice would preclude cement stabilization of this soil. For the polymer-treated specimens, the results of the expansion also exceed the maximum 1.5 percent Responsive Resourceful Reliable

Geotechnical Engineering Report ODOT Geotechnical Engineering Research On-Call Services Task #4 March 10, 2016 Terracon Project No. N4155143 expansion criteria, and indicate expansion more than twice that of cement-treated specimens for all four polymer stabilizers. Freeze-thaw testing was performed in general accordance with ASTM D560 Standard Test Methods for Freezing and Thawing of Compacted Soil-Cement Mixtures. Acceptance criteria for freeze-thaw performance of stabilized subgrade soil are not identified by ODOT. The results of the testing seem to indicate that, relative to the performance of cement-stabilized specimens, the polymer-stabilized specimens are less durable (i.e. disintegrated in fewer cycles). An exception may be Earthbind. Volume change and water absorption could be influenced by varied chemical reactions for the various products, including cement, and the formation of ettringite crystals. This summary should be used in conjunction with the entire report for design purposes. It should be recognized that details were not included or fully developed in this section, and the report must be read in its entirety for a comprehensive understanding of the items contained herein. The section titled GENERAL COMMENTS should be read for an understanding of the report limitations. Responsive Resourceful Reliable

Geotechnical Engineering Report ODOT Geotechnical Engineering Research On-Call Services Task #4 March 10, 2016 Terracon Project No. N4155143 Acknowledgments The author wishes to recognize Aaron Martin, Laboratory Manager of Terracon s Columbus Office, who helped develop the methodology of the research, coordinated the testing, and actually performed most of the testing. Dr. Robert Liang of the University of Akron provided guidance and review for the project. Chris Merklin and Steve Taliaferro of the ODOT Office of Geotechnical Engineering provided valuable insight and direction for the work. Responsive Resourceful Reliable

GEOTECHNICAL ENGINEERING REPORT ODOT GEOTECHNICAL ENGINEERING RESEARCH ON-CALL SERVICES, Task #4, PID 98666 Lab Testing of Polymer-Based Soil Stabilizing Agents to Prevent Sulfate Heaving Terracon Project No. N4155143 March 10, 2016 1.0 INTRODUCTION This geotechnical engineering report has been prepared for the University of Akron in performance of Task #4 of the Geotechnical Engineering Research On-Call Services, FY 2015 contract for the Ohio Department of Transportation. The scope of the project requested research on the stabilization of known high sulfate content (minimum >3000 ppm and > 8000 ppm if possible) soils using polymer products as alternatives to calcium-based products. High sulfate soils, when stabilized with lime or cement, exhibit swelling. The resulting heaving can cause significant damage to the pavement. This project seeks to learn if the polymer-based products can perform to a level comparable to the current performance requirements of ODOT Construction and Materials Specification 206 and Supplement 1120, as well as to evaluate the swell characteristics and freeze-thaw durability. A methodology for performing the evaluation has been developed in general conformance with ODOT Supplement 1120, except that mix design and curing procedures of the polymer-treated soil necessarily had to be modified from the Supplement 1120 procedure for cement and lime treated soil. Laboratory testing has been performed on the untreated soil, cement-treated soil, and four different polymer-treated soils. This report presents documentation of the laboratory testing of the soil samples in order to evaluate the potential effectiveness of mitigating sulfate induced heave by stabilizing high sulfate content soils with polymer-based stabilizing agents as an alternate to using calciumbased products. 2.0 PROJECT DESCRIPTION 2.1 Project Objective ODOT s Office of Geotechnical Engineering (OGE) has requested research on the stabilization of known high sulfate content (minimum >3000 ppm and > 8000 ppm if possible) soils using polymer products as alternatives to calcium-based products. OGE seeks to learn if the polymer products can perform to a level comparable to the current performance requirements as per Responsive Resourceful Reliable 1

Geotechnical Engineering Report ODOT Geotechnical Engineering Research On-Call Services Task #4 March 10, 2016 Terracon Project No. N4155143 ODOT CMS 206 and Supplement 1120, as well as evaluate the swell characteristics and durability. 2.2 Project Scope The scope of this research task has been developed in response to the Request for Proposal (RFP) from the ODOT Office of Geotechnical Engineering dated July 22, 2015. To the extent possible, a laboratory investigation was to be performed in accordance with the current versions of the ODOT Specifications for Geotechnical Explorations and ODOT Supplement 1120 Mixture Design for Chemically Stabilized Soils. Mix design and curing procedures of the polymertreated soil necessarily had to be modified from those of the Supplement 1120 procedure for cement and lime treated soil. According to the RFP and subsequent discussions with ODOT, the researcher is tasked to perform the following in accordance with the current version of the Specifications for Geotechnical Explorations and Supplement 1120, where applicable: 2.2.1. Testing of the Untreated High-Sulfate Soil. The parent untreated soil was tested in accordance with Supplement 1120, Table 1120.03-1, except that a natural moisture content could not be determined due to processing and drying prior to delivery to the Terracon laboratory. 2.2.2. Testing of Cement-Treated High-Sulfate Soil. The cement-treated soil was tested in accordance with Supplement 1120, except that only a 5 percent cement application rate was used. Expansion and freeze-thaw durability testing was also performed. 2.2.3. Testing of the Polymer-Treated High-Sulfate Soil. The polymer-treated soil was tested in general accordance with Supplement 1120. In consultation with polymer product representatives and OGE, mixing and curing procedures were determined. Each product s representative was given the soil classification testing documentation. Using this information, each representative recommended a single application rate for their product to be used for the laboratory study. Application rates for the four polymer products ranged between 2.0 and 4.0 percent of dry soil weight. Testing for each soilpolymer mix included: Optimum Moisture Content and Maximum Dry Density Expansion Testing Unconfined Compressive Strength Testing Evaluation of Durability of Treated Soil (Resistance to Freeze-Thaw Cycles) Manufacturers or vendors for each polymer product have previously contacted ODOT through the ODOT New Products Engineer, regarding opportunities for demonstration. Responsive Resourceful Reliable 2

Geotechnical Engineering Report ODOT Geotechnical Engineering Research On-Call Services Task #4 March 10, 2016 Terracon Project No. N4155143 2.3 Bulk High-Sulfate Soil Sample Several attempts had to be made by OGE before obtaining a high sulfate content bulk soil sample. The source of the bulk samples used for this study were two active ODOT construction project sites: FRA-270-21.67 (C&D), Franklin County, PID 81747, Project #150249, Samples B-3, B- 7, and B-12. SUM-271/82-12.47/3.93 DB, Summit County, PID 89458, Project #143005. Samples B- 32, B-33, B-34, B-36, and B-37. The bulk samples were delivered in five-gallon plastic buckets and had been previously subjected to Supplement 1120 testing by another testing laboratory. Information for the samples provided by ODOT is summarized in the table below. Sample BULK SOIL SAMPLE LOCATIONS AND PREVIOUS TESTING Station ODOT Soil Class Plasticity Index, PI Organic Content (%) Sulfate Content (ppm) Moisture Content (%) ODOT Typical Curve B-3 117+75 A-6a No Data No Data No Data No Data No Data B-7 149+00 A-2-6 No Data No Data No Data No Data No Data B-12 178+00 A-4a No Data No Data No Data No Data No Data B-32 120+40 SB A-6a 11 0.2 11,360 13 H B-33 119+30 SB A-6a 13 0.9 6,933 14 H B-34 118+80 SB A-6a 11 0.9 10,240 11 H B-36 120+80 SB A-4a 9 0.4 7,360 13 F B-37 120+30 SB A-6a 11 0.4 7,253 13 H 2.4 Polymer-Based Stabilizing Agents Listed below are the four polymer products subjected to laboratory testing for this study. Manufacturers or vendors for each polymer product have previously contacted ODOT through the ODOT New Products Engineer, regarding opportunities for demonstration. 2.4.1 G. M. Boston PX300. The supplier reports that this product is an emulsified, enzymatic resin co-polymer that binds soil fines through a catalytic bonding process. Responsive Resourceful Reliable 3

Geotechnical Engineering Report ODOT Geotechnical Engineering Research On-Call Services Task #4 March 10, 2016 Terracon Project No. N4155143 2.4.2 Earthbind. The supplier reports that this product is a bituminous modified biopolymer product that is suitable for roadway waterproofing and strengthening applications. 2.4.3 Enviroseal MA-60. The supplier reports that this product is an acrylic blend that has 60% pure acrylic solids with a medium particle size, and is both water and UV proof. 2.4.4 Landlock LL30. The supplier reports that this product is a vinyl acrylic polymer that is custom blended specifically for soil and site conditions. 3.0 RESEARCH METHODOLOGY Summarized below is the methodology used to conduct the research. 3.1 Sulfate Content Upon initiation of the project, the first step was to identify a source for the samples and verify a high sulfate content sample. It was desirable to have sulfate content in the range of 3000 to 8000 parts per million (ppm), and preferred that the sulfate content be greater than 8000 ppm. Sulfate contents above approximately 3000 ppm are known to expand with the addition of calcium-based stabilizers (cement, lime, and lime kiln dust). Eight bulk samples from the two ODOT active construction projects were delivered to the Terracon laboratory, each contained in a five-gallon plastic bucket. Each individual sample was tested for sulfate content according to ODOT Supplement 1122 Determining Sulfate Content in Soils Using the Turbidimetric Method. Results are as listed in the table below. SUMMARY OF SULFATE CONTENT TESTS Sample Sulfate Content (ppm) B-3 Over-Range, > 8000 B-7 Over-Range, > 8000 B-12 Over-Range, > 8000 B-32 Over-Range, > 8000 B-33 Over-Range, > 8000 B-34 7,926 B-36 7,240 B-37 7,664 A composite bulk sample was created by blending samples B-3, B-7, B-12, B-32, and B-33. In doing so, a sufficient quantity of soil was available for the testing described below in Sections 3.2 and 3.3. The resulting bulk sample thus has a sulfate content greater than 8000 ppm. Responsive Resourceful Reliable 4

Geotechnical Engineering Report ODOT Geotechnical Engineering Research On-Call Services Task #4 March 10, 2016 Terracon Project No. N4155143 3.2 Testing of Untreated and Cement-Treated High-Sulfate Soil Classification testing and a one-point proctor test was performed on the untreated soil. Test specimens were prepared, and the untreated and cement-treated soils were tested in accordance with Supplement 1120, Mixture Design for Chemically Stabilized Soils, except that only a 5 percent cement application rate was used. Both the untreated and cement-treated specimens were prepared at the optimum moisture content. The untreated soil was tested for unconfined compressive strength immediately after sample preparation. After preparation of the treated soil samples, they were immediately wrapped with plastic wrap and stored in separate airtight, moisture-proof bags for moist curing. The five-percent cement-treated specimens were moist cured for seven days. After moist curing, the specimens were moisture conditioned by capillary soaking for 24 hours prior to unconfined compressive strength testing. Expansion testing of additional cement-treated specimens was performed in general accordance with to ASTM D3877 Standard Test Methods for One-Dimensional Expansion, Shrinkage, and Uplift Pressure of Soil-Lime Mixtures to assess swelling of the cement-treated high sulfate content soil samples. Specimens were subjected to the capillary soak for 20 days, during which time the height and diameter of the specimens was measured every 4 or 5 days to determine volume expansion. Freeze-thaw testing was performed according to ASTM D560 Standard Test Methods for Freezing and Thawing of Compacted Soil-Cement Mixtures to provide a basis for comparison with the polymer treated soil specimens. The full duration of the freeze-thaw testing was to consist of 12 freeze-thaw cycles. The following tables summarize the testing performed on the untreated soil and cement-treated soil specimens. Responsive Resourceful Reliable 5

Geotechnical Engineering Report ODOT Geotechnical Engineering Research On-Call Services Task #4 March 10, 2016 Terracon Project No. N4155143 TESTING OF THE UNTREATED SOIL SAMPLE Test Test Designation Result Soil Classification Soil Description ODOT SGE Section 603 ODOT SGE Section 602 A-6a Brown Silt and Clay, some sand, little gravel Moisture Content AASHTO T265 N/A 1 Particle Size Analysis Gravel Coarse Sand Fine Sand Silt Clay AASHTO T88 14.5% 13.6% 10.5% 33.5% 27.9% Liquid Limit AASHTO T89 LL = 28 Plastic Limit and Plasticity PL = 13 AASHTO T90 Index PI = 15 Organic Content by Loss on AASHTO T267 LOI = 1.7% Ignition Family of Curves, One-point Method ODOT Supplement Curve J ODOT Typical Curve 1015 Maximum Dry Density d max = 119.3 pcf OMC = 12.7% Optimum Moisture Content Unconfined Compressive UCS = 87.1 psi AASHTO T208 Strength (average of three tests) 1. Bulk soil samples had undergone processing and drying prior to delivery to the Terracon laboratory. Responsive Resourceful Reliable 6

Geotechnical Engineering Report ODOT Geotechnical Engineering Research On-Call Services Task #4 March 10, 2016 Terracon Project No. N4155143 TESTING OF THE CEMENT-TREATED SOIL SAMPLE Test Test Designation Result Unconfined Compressive Strength ASTM D1633, Method A 143.6 psi (average of three tests) Expansion Testing, Volume 4.4% ASTM D3877 Change at 20 Days (average of three samples) Freeze-Thaw Testing 1 Maximum Volume Change 18.0% ASTM D560 Maximum Water Content 20.5% Total Loss 27.9% 1. One of two specimens disintegrated during scrub after 11 cycles. 3.3 Testing of Polymer-Treated High-Sulfate Soil Test specimens were made for each of the polymer-soil mixtures. Only one application rate was used for each polymer product at a percentage recommended by the supplier. The application rates are shown in the summary tables in Sections 4.1, 4.2, and 4.3. Compaction of the specimens was performed as near as possible to the optimum moisture content, where the combined polymer and water percentages are considered for calculation of the moisture content. For example, consider the soil having Maximum Dry Density of 119.3 pcf and Optimum Moisture Content of 12.7 percent. If the polymer application rate is 2.0 percent, then 2.0 percent (or 2.39 pcf) polymer and 10.7 percent (12.77 pcf) water were used in preparation of the specimens. Specimens were then bench cured at room temperature for seven days. No moist curing of the specimens was done. After the curing period, the specimens were moisture conditioned by capillary soaking for 24 hours prior to unconfined compressive strength testing. Expansion and freeze-thaw testing were then begun after capillary soaking on samples prepared for that purpose. Expansion testing of the additional polymer-treated specimens was performed in general accordance with ASTM D3877 Standard Test Methods for One-Dimensional Expansion, Shrinkage, and Uplift Pressure of Soil-Lime Mixtures to assess swelling of the polymer-treated high sulfate content soil samples. Specimens were subjected to a capillary soak for 20 days, during which time the height and diameter of the specimens was measured every 4 or 5 days to determine volume expansion. Freeze-thaw testing was performed according to ASTM D560 Standard Test Methods for Freezing and Thawing of Compacted Soil-Cement Mixtures. The specimens were successively transferred between a freezer and a moist room every 24 hours, with dimension and moisture Responsive Resourceful Reliable 7

Geotechnical Engineering Report ODOT Geotechnical Engineering Research On-Call Services Task #4 March 10, 2016 Terracon Project No. N4155143 content measured at specified intervals. The full duration of the freeze-thaw testing was to consist of 12 freeze-thaw cycles. 4.0 SUMMARY OF RESULTS FOR POLYMER-TREATED SOIL 4.1 Unconfined Compressive Strength Testing The following table summarizes the unconfined compressive strength (UCS) testing performed on the polymer-treated soil samples. The results of UCS testing of the untreated and cementtreated soils samples are shown for comparison. Testing was performed in accordance with AASHTO T208 for the untreated soil. Testing was performed in general accordance with ASTM D1633, Method A, for the cement-treated and polymer-treated soil. Test data sheets of the UCS testing providing details of the test and photos of the failed specimens can be found in the Appendices. SUMMARY OF UNCONFINED COMPRESSION TESTING AASHTO T208 OR ASTM D1633, Method A Treatment Percent Stabilizer (%) Untreated 0 Cement 5.0 Unconfined Compressive Strength (psi) 93.1 84.6 83.6 158.8 150.2 122.3 Average Unconfined Compressive Strength (psi) 87 1 144 2 PX300 2.5 Earthbind 3.5 MA-60 2.0 LL30 4.0 N/A 3 12.6 13 2 13.7 43.0 33.2 40 2 43.0 13.8 N/A 3 15 2 16.9 12.1 10.9 12 2 14.1 1. No capillary soak prior to UCS testing. 2. 24-hour moist cure and 7-day capillary soak prior to UCS testing. 3. Could not be tested due to sample degradation. ODOT Supplement 1120, Table 1120.05-1 Minimum Unconfined Compressive Strength gives the minimum 8-day UCS criteria for calcium-based stabilizers: Responsive Resourceful Reliable 8

Geotechnical Engineering Report ODOT Geotechnical Engineering Research On-Call Services Task #4 March 10, 2016 Terracon Project No. N4155143 The UCS, average of three tests, shall be a minimum of 100 psi. The UCS, average of three tests, shall be at least 50 psi greater than the UCS of the untreated soil. Results for the cement-treated specimens indicate that the UCS for a five percent application rate meets the minimum UCS criteria. For the polymer-treated specimens, the minimum UCS criteria are not met and, in fact, the polymer-treated UCS s are lower than the untreated soil UCS. 4.2 Expansion Testing The following table summarizes the expansion testing performed on the cement-treated and polymer-treated soil samples. Expansion testing of polymer-treated specimens was performed in general accordance with ASTM D3877 Standard Test Methods for One-Dimensional Expansion, Shrinkage, and Uplift Pressure of Soil-Lime Mixtures using a 20-day capillary soak period. The results of expansion testing of the cement-treated and polymer-treated high-sulfate soils are shown in detail in the Appendices. SUMMARY OF EXPANSION TESTING ASTM D3877 Treatment Percent Stabilizer (%) Expansion @ 20 Days (%) Average Expansion @ 20 Days (%) Untreated 0 Untreated soil not subjected to expansion testing Cement 5.0 PX300 2.5 Earthbind 3.5 MA-60 2.0 LL30 4.0 4.3 4.8 4.2 9.5 8.9 10.1 12.1 9.8 10.8 9.8 9.2 10.1 8.3 9.6 9.2 4.4 9.5 10.9 9.7 9.0 Responsive Resourceful Reliable 9

Geotechnical Engineering Report ODOT Geotechnical Engineering Research On-Call Services Task #4 March 10, 2016 Terracon Project No. N4155143 The purpose of this report is to document the research on the stabilization of known high sulfate content soils using polymer products as alternatives to calcium-based products. High sulfate soils, when stabilized with lime or cement, exhibit swelling. The resulting heaving can cause significant damage to the pavement. It is desired to limit soil expansion to 1.5 percent or less. The current practice of ODOT when considering chemical stabilization of subgrade soils for those soils having a sulfate content exceeding 3000 ppm, is to not perform chemical stabilization without prior consultation with the District Geotechnical Engineer to discuss options and risk. The high sulfate content of the soil sample (>8000 ppm) is cause for concern This project seeks to learn if the polymer-based products can perform to a level comparable to the current performance requirements of ODOT Construction and Materials Specification 206 and Supplement 1120, as well as to evaluate the swell characteristics and freeze-thaw durability. Expansion testing results for the cement-treated specimens indicate that expansion after the 20- day capillary soak is not within the acceptable maximum of 1.5 percent expansion. For the polymer-treated specimens, the results of the expansion testing also exceed the maximum 1.5 percent expansion criteria, and indicate expansion more than twice that of cement-treated specimens for all four polymer stabilizers. 4.3 Freeze-Thaw Testing The following table summarizes the freeze-thaw testing performed on the cement-treated and polymer-treated soil samples. Freeze-thaw testing was performed in general accordance with ASTM D560 Standard Test Methods for Freezing and Thawing of Compacted Soil-Cement Mixtures. The results of freeze-thaw testing of the cement-treated and polymer-treated highsulfate soils are shown in detail in the Appendices. SUMMARY OF FREEZE-THAW TESTING ASTM D560 Treatment Percent Stabilizer (%) Maximum Volume Change (%) Maximum Water Content (%) End-of-Test Results Total Loss (%) Number of Cycles Before Disintegration Untreated 0 Untreated soil not subjected to freeze-thaw testing Cement 5.0 18.0 20.5 27.9 Volume Sample 11 Scrub Sample 11 Responsive Resourceful Reliable 10

Geotechnical Engineering Report ODOT Geotechnical Engineering Research On-Call Services Task #4 March 10, 2016 Terracon Project No. N4155143 PX300 2.5 6.0 15.1 29.3 Earthbind 3.5 7.5 17.0 6.7 MA-60 2.0 6.0 11.5 16.7 LL30 4.0 3.3 10.3 17.7 Volume Sample 3 Scrub Sample 7 Volume Sample 8 Scrub Sample 12 (Survived) Volume Sample 3 Scrub Sample 5 Volume Sample 3 Scrub Sample 8 Acceptance criteria for freeze-thaw performance of stabilized subgrade soil are not identified by ODOT. The results of the testing seem to indicate that, relative to the performance of cementstabilized specimens, the polymer-stabilized specimens are less durable (i.e. disintegrated in fewer cycles). An exception may be Earthbind. Volume change and water absorption could be influenced by varied chemical reactions for the various products, including cement, and the formation of ettringite crystals. 5.0 GENERAL COMMENTS The analysis and recommendations presented in this report are based upon the data obtained from bulk samples supplied by others at the indicated locations and from other information discussed in this report. The scope of services for this project does not include, either specifically or by implication, any environmental or biological (e.g., mold, fungi, bacteria) assessment, nor identification or prevention of pollutants, hazardous materials or conditions. If the owner is concerned about the potential for such contamination or pollution, other studies should be undertaken. This report has been prepared for the exclusive use of our client for specific application to the project discussed and has been prepared in accordance with generally accepted geotechnical engineering practices. No warranties, either express or implied, are intended or made. Responsive Resourceful Reliable 11

APPENDIX A TESTING OF UNTREATED HIGH-SULFATE SOIL

Particle Size Distribution Report 100 6 in. 3 in. 2 in. 1½ in. 1 in. ¾ in. ½ in. 3/8 in. #4 #10 #20 #30 #40 #60 #100 #140 #200 90 80 70 PERCENT FINER 60 50 40 30 20 10 0 100 10 1 0.1 0.01 0.001 GRAIN SIZE - mm. % Boulders % +3" % Gravel % Sand % Fines Coarse Fine Coarse Fine Silt Clay 0.0 0.0 6.6 7.9 13.6 10.5 33.5 27.9 SIEVE PERCENT SPEC.* PASS? SIZE FINER PERCENT (X=NO) 2 1-1/2 1 3/4 1/2 3/8 #4 #10 #20 #40 #100 #200 0.0280 mm. 0.0183 mm. 0.0109 mm. 0.0080 mm. 0.0058 mm. 0.0034 mm. 100.0 95.9 94.5 93.4 91.0 90.8 90.1 85.5 76.6 71.9 64.9 61.4 49.0 43.8 38.5 33.3 29.3 24.1 Soil Description Brown SILT and CLAY, some sand, little gravel Atterberg Limits PL= 13 LL= 28 PI= 15 Coefficients D 90 = 4.5228 D 85 = 1.8869 D 60 = 0.0646 D 50 = 0.0301 D 30 = 0.0061 D 15 = D 10 = C u = C c = USCS= CL Organics: 1.7% F.M.=1.54 Classification AASHTO= Remarks A-6(6) * (no specification provided) Source of Sample: W-14-169 Sample Number: BS Composite Date: 12/18/15 TERRACON CONSULTANTS, INC. Columbus, Ohio Client: Project: Project No: University of Akron ODOT ROC Task #4 N4155143 Exhibit A-1 Tested By: DS Checked By: CG

60 LIQUID AND PLASTIC LIMITS TEST REPORT 50 A-7-6 PLASTICITY INDEX 40 30 20 A-6 or A-2-6 PI=LL-30 A-7-5 or A-2-7 10 A-4 or A-2-4 A-5 or A-2-5 0 0 10 20 30 40 50 60 70 80 90 100 110 LIQUID LIMIT 30.2 29.8 29.4 29 WATER CONTENT 28.6 28.2 27.8 27.4 27 26.6 26.2 5 6 7 8 9 10 20 25 30 40 NUMBER OF BLOWS MATERIAL DESCRIPTION LL PL PI %<#40 %<#200 AASHTO Brown SILT and CLAY, some sand, little gravel 28 13 15 71.9 61.4 A-6(6) Project No. N4155143 Client: University of Akron Remarks: Project: ODOT ROC Task #4 Date: 1218-15 Source of Sample: W-14-169 Sample Number: BS Composite TERRACON CONSULTANTS, INC. Columbus, Ohio Exhibit A-2 Tested By: DS Checked By: CG

UNCONFINED COMPRESSIVE STRENGTH TEST REPORT 100.0 90.0 COMPRESSIVE STRESS - psi 80.0 70.0 60.0 50.0 40.0 30.0 20.0 10.0 0.0 0 1 2 3 4 5 6 7 8 9 AXIAL STRAIN - % SPECIMEN FAILURE MODE Failure Mode : Bulge (Dashed) Moisture Content Dry Density Diameter Height Heigth/Diameter Ratio Calculated Saturation Calculated Void Ratio Assumed Specific Gravity Failure Strain Unconfined Compressive Strength Undrained Shear Strength Strain Rate SPECIMEN TEST DATA REMARKS: Remoled using curve "J" 119.3 @ 12.7 % 12.1 pcf 118.4 in 2.95 in 5.76 1.95 % 77.0 0.42 2.70 % 7.62 psi 93.10 psi 46.55 in/min 0.115 SAMPLE TYPE: SAMPLE LOCATION: SAMPLE DESCRIPTION: TEST DESCRIPTION Remolded LL: PL: PI : 28 13 15 W-14-169 Composite Brown Silt and Clay, some sand, little gravel (A-6a) Percent < 200 Sieve: 61.4 PROJECT INFORMATION PROJECT: ODOT ROC Task #4 LOCATION: Columbus, OH PROJECT NO: N4155143 CLIENT: University of Akron DATE: 12/21/2015 AGT LABORATORY Exhibit: A-3

UNCONFINED COMPRESSIVE STRENGTH TEST REPORT 90.0 80.0 COMPRESSIVE STRESS - psi 70.0 60.0 50.0 40.0 30.0 20.0 10.0 0.0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 AXIAL STRAIN - % SPECIMEN FAILURE MODE Failure Mode : Bulge (Dashed) Moisture Content Dry Density Diameter Height Heigth/Diameter Ratio Calculated Saturation Calculated Void Ratio Assumed Specific Gravity Failure Strain Unconfined Compressive Strength Undrained Shear Strength Strain Rate SPECIMEN TEST DATA REMARKS: Remoled using curve "J" 119.3 @ 12.7 % 12.3 pcf 121.0 in 2.90 in 5.76 1.99 % 84.4 0.39 2.70 % 13.61 psi 84.64 psi 42.32 in/min 0.115 SAMPLE TYPE: SAMPLE LOCATION: SAMPLE DESCRIPTION: TEST DESCRIPTION Remolded LL: PL: PI : 28 13 15 W-14-169 Composite Brown Silt and Clay, some sand, little gravel (A-6a) Percent < 200 Sieve: 61.4 PROJECT INFORMATION PROJECT: ODOT ROC Task #4 LOCATION: Columbus, OH PROJECT NO: N4155143 CLIENT: University of Akron DATE: 12/21/2015 AGT LABORATORY Exhibit: A-4

UNCONFINED COMPRESSIVE STRENGTH TEST REPORT 90.0 80.0 COMPRESSIVE STRESS - psi 70.0 60.0 50.0 40.0 30.0 20.0 10.0 0.0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 AXIAL STRAIN - % SPECIMEN FAILURE MODE Failure Mode : Bulge (Dashed) Moisture Content Dry Density Diameter Height Heigth/Diameter Ratio Calculated Saturation Calculated Void Ratio Assumed Specific Gravity Failure Strain Unconfined Compressive Strength Undrained Shear Strength Strain Rate SPECIMEN TEST DATA REMARKS: Remoled using curve "J" 119.3 @ 12.7 % 12.3 pcf 119.4 in 2.90 in 5.78 1.99 % 80.4 0.41 2.70 % 13.79 psi 83.54 psi 41.77 in/min 0.115 SAMPLE TYPE: SAMPLE LOCATION: SAMPLE DESCRIPTION: TEST DESCRIPTION Remolded LL: PL: PI : 28 13 15 W-14-169 Composite Brown Silt and Clay, some sand, little gravel (A-6a) Percent < 200 Sieve: 61.4 PROJECT INFORMATION PROJECT: ODOT ROC Task #4 LOCATION: Columbus, OH PROJECT NO: N4155143 CLIENT: University of Akron DATE: 12/21/2015 AGT LABORATORY Exhibit: A-5

APPENDIX B TESTING OF CEMENT-TREATED HIGH-SULFATE SOIL

UNCONFINED COMPRESSIVE STRENGTH TEST REPORT 180.0 160.0 COMPRESSIVE STRESS - psi 140.0 120.0 100.0 80.0 60.0 40.0 20.0 0.0 0 1 2 3 4 AXIAL STRAIN - % SPECIMEN FAILURE MODE Failure Mode : Wedge Moisture Content Dry Density Diameter Height Heigth/Diameter Ratio Calculated Saturation Calculated Void Ratio Assumed Specific Gravity Failure Strain Unconfined Compressive Strength Undrained Shear Strength Strain Rate SPECIMEN TEST DATA REMARKS: Remoled using curve "I" 121.7 @ 11.9 % 11.6 pcf 120.0 in 4.02 in 4.64 1.16 % 77.0 0.41 2.70 % 2.14 psi 158.84 psi 79.42 in/min 0.093 SAMPLE TYPE: Remolded SAMPLE LOCATION: 5% Cement Treated (1) SAMPLE DESCRIPTION: TEST DESCRIPTION LL: PL: PI : 28 13 15 Brown Silt and Clay, some sand, little gravel (A-6a) Percent < 200 Sieve: 61.4 PROJECT INFORMATION PROJECT: ODOT ROC Task #4 LOCATION: Columbus, OH PROJECT NO: N4155143 CLIENT: University of Akron DATE: 12/29/2015 AGT LABORATORY Exhibit: B-1

UNCONFINED COMPRESSIVE STRENGTH TEST REPORT 160.0 140.0 COMPRESSIVE STRESS - psi 120.0 100.0 80.0 60.0 40.0 20.0 0.0 0 1 2 3 4 AXIAL STRAIN - % SPECIMEN FAILURE MODE Failure Mode : Wedge Moisture Content Dry Density Diameter Height Heigth/Diameter Ratio Calculated Saturation Calculated Void Ratio Assumed Specific Gravity Failure Strain Unconfined Compressive Strength Undrained Shear Strength Strain Rate SPECIMEN TEST DATA REMARKS: Remoled using curve "I" 121.7 @ 11.9 % 11.6 pcf 118.8 in 4.02 in 4.64 1.16 % 74.5 0.42 2.70 % 2.37 psi 150.17 psi 75.08 in/min 0.093 SAMPLE TYPE: Remolded SAMPLE LOCATION: 5% Cement Treated (2) SAMPLE DESCRIPTION: TEST DESCRIPTION LL: PL: PI : 28 13 15 Brown Silt and Clay, some sand, little gravel (A-6a) Percent < 200 Sieve: 61.4 PROJECT INFORMATION PROJECT: ODOT ROC Task #4 LOCATION: Columbus, OH PROJECT NO: N4155143 CLIENT: University of Akron DATE: 12/29/2015 AGT LABORATORY Exhibit: B-2

UNCONFINED COMPRESSIVE STRENGTH TEST REPORT 140.0 120.0 COMPRESSIVE STRESS - psi 100.0 80.0 60.0 40.0 20.0 0.0 0 1 2 3 AXIAL STRAIN - % SPECIMEN FAILURE MODE Failure Mode : Wedge Moisture Content Dry Density Diameter Height Heigth/Diameter Ratio Calculated Saturation Calculated Void Ratio Assumed Specific Gravity Failure Strain Unconfined Compressive Strength Undrained Shear Strength Strain Rate SPECIMEN TEST DATA REMARKS: Remoled using curve "I" 121.7 @ 11.9 % 11.6 pcf 118.5 in 4.02 in 4.64 1.16 % 73.8 0.42 2.70 % 2.09 psi 122.31 psi 61.16 in/min 0.093 SAMPLE TYPE: Remolded SAMPLE LOCATION: 5% Cement Treated (3) SAMPLE DESCRIPTION: TEST DESCRIPTION LL: PL: PI : 28 13 15 Brown Silt and Clay, some sand, little gravel (A-6a) Percent < 200 Sieve: 61.4 PROJECT INFORMATION PROJECT: ODOT ROC Task #4 LOCATION: Columbus, OH PROJECT NO: N4155143 CLIENT: University of Akron DATE: 12/29/2015 AGT LABORATORY Exhibit:B-3

University of Akron Research On-Call Task #4 N4155143 5% Cement Samples - Extended Soak Height Height Height AVG Vol Dia. 1 Dia. 2 Dia. 3 Initial 1 2 3 Height AVG Dia. (in³) 5% Cement 4 4.64 4.64 4.61 4.00 4.00 4.00 4.63 4.00 58.19 5% Cement 5 4.62 4.62 4.62 4.01 4.01 4.00 4.62 4.01 58.16 5% Cement 6 4.62 4.63 4.62 4.01 4.01 4.00 4.62 4.01 58.23 12/29/2015 Height Height Height AVG Vol Dia. 1 Dia. 2 Dia. 3 Day 6 1 2 3 Height AVG Dia. (in³) 5% Cement 4 4.69 4.66 4.66 4.03 4.02 4.03 4.67 4.03 59.49 5% Cement 5 4.66 4.67 4.66 4.04 4.03 4.03 4.66 4.03 59.55 5% Cement 6 4.68 4.68 4.69 4.04 4.03 4.03 4.68 4.03 59.82 1/4/2016 Height Height Height AVG Vol Dia. 1 Dia. 2 Dia. 3 Day 10 1 2 3 Height AVG Dia. (in³) 5% Cement 4 4.69 4.70 4.66 4.04 4.03 4.05 4.68 4.04 60.08 5% Cement 5 4.68 4.68 4.68 4.04 4.06 4.04 4.68 4.04 60.08 5% Cement 6 4.69 4.69 4.69 4.05 4.05 4.04 4.69 4.05 60.33 1/8/2016 Height Height Height AVG Vol Dia. 1 Dia. 2 Dia. 3 Day 15 1 2 3 Height AVG Dia. (in³) 5% Cement 4 4.69 4.70 4.68 4.05 4.04 4.06 4.69 4.05 60.38 5% Cement 5 4.68 4.69 4.69 4.05 4.06 4.04 4.69 4.05 60.35 5% Cement 6 4.69 4.70 4.70 4.06 4.05 4.05 4.70 4.05 60.54 1/13/2016 Height Height Height AVG Vol Dia. 1 Dia. 2 Dia. 3 Day 20 1 2 3 Height AVG Dia. (in³) 5% Cement 4 4.72 4.71 4.69 4.06 4.05 4.05 4.71 4.05 60.67 5% Cement 5 4.69 4.70 4.70 4.08 4.06 4.05 4.70 4.06 60.96 5% Cement 6 4.71 4.71 4.69 4.06 4.05 4.05 4.70 4.06 60.70 1/18/2016 Sample UW (pcf) WC (%) MDD (%) Percent Swell (%) 5% Cement 4 121.6 12.1 100 Age B-4 B-5 B-6 AVG % Exp 5% Cement 5 121.1 12.1 100 Initial 0 0 0 0 0 5% Cement 6 120.5 12.1 99 Day 6 1.022 1.024 1.027 1.024 2.4 Day 10 1.032 1.033 1.036 1.034 3.4 Day 15 1.038 1.038 1.040 1.038 3.8 Day 20 1.043 1.048 1.042 1.044 4.4 Terracon Consultants, Inc. Exhibit: B-4

20 Day Extended Capillary Soak Swell 5 4.5 4.4 4 3.8 3.5 3.4 % 3 S W E L L 2.5 2 2.4 5% Cement 1.5 1 0.5 0 0 Day 0 Day 5 Day 10 Day 15 Day 20 Terracon Consultants, Inc. Exhibit: B-5

Freeze /Thaw Data Sheet Supplier: Percent: Portland Type I/II Cement 5% Cement @ Optimum Moisture Initial #1 #2 Unit Wt Moisture % MDD Height (in) 4.634 #1 122.1 11.7 100 Diameter(in) 4.013 #2 120.4 11.7 99 Weight (lb) 4.54 4.48 Wet+Tare (g) 272.92 272.92 Dry+Tare (g) 247.73 247.73 Tare Wt (g) 31.66 31.66 #1 % Water 11.7 11.7 #2 Oven Dry Mass after 11 Cycles 1820.8 1310.6 #1 #2 Day Height Diameter Mass (g) Mass (g) ** after initial 7 day moist room cure 1 4.634 4.013 2072.3 2013.8 12/28/2015 Prior to placement in Freezer 2 4.642 4.024 2071.2 2013.8 12/29/2015 Upon Freezer Removal 3 4.658 4.030 2095.9 2050.8 12/30/2015 Upon Moist Room Removal 4 4.672 4.043 2101.3 2059.3 1/4/2016 (Holiday - Held over in Freezer) 5 4.679 4.044 2110.4 2053.3 1/5/2016 Upon Moist Room Removal 6 4.703 4.072 2132.7 2070 1/6/2016 Upon Freezer Removal 7 4.736 4.087 2131.2 2035.7 1/7/2016 Upon Moist Room Removal 8 4.763 4.094 2157.4 2066.7 1/11/2016 Upon Freezer Removal 9 4.772 4.095 2154 2009.2 1/12/2016 Upon Moist Room Removal 10 4.845 4.162 2161.2 2013.2 1/13/2016 Upon Freezer Removal 11 4.796 4.123 2176 1954.5 1/14/2016 Upon Moist Room Removal 12 4.86 4.183 2159.3 1937.9 1/18/2016 Upon Freezer Removal 13 4.798 4.124 2177.6 1844 1/19/2016 Upon Moist Room Removal 14 4.892 4.223 2170.1 1829.5 1/21/2016 Upon Freezer Removal 15 4.815 4.141 2187.1 1779.8 1/22/2016 Upon Moist Room Removal 16 4.909 4.212 2170.9 1765.2 1/25/2016 Upon Freezer Removal 17 4.824 4.144 2187.4 1672 1/26/2016 Upon Moist Room Removal 18 4.917 4.22 2172.2 1659.4 1/27/2016 Upon Freezer Removal 19 4.843 4.155 2190.2 1624.4 1/28/2016 Upon Moist Room Removal 20 4.926 4.22 2172.5 1617.4 1/29/2016 Upon Freezer Removal 21 4.86 4.163 2190.35 1607.45 1/30/2016 Upon Moist Room Removal 22 4.934 4.218 2172.7 1610.4 2/1/2016 Upon Freezer Removal 23 4.868 4.17 2190.5 1590.5 2/2/2016 Upon Moist Room Removal 24 25 Max Volume Change 18.00% Max Water % Total Loss 20.50% 27.90% Note: Test Terminated after 11 cycles - Sample Destroyed Terracon Consultants, Inc. Exhibit: B-6

APPENDIX C TESTING OF POLYMER-TREATED HIGH-SULFATE SOIL

UNCONFINED COMPRESSIVE STRENGTH TEST REPORT 14.0 12.0 COMPRESSIVE STRESS - psi 10.0 8.0 6.0 4.0 2.0 0.0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 AXIAL STRAIN - % Failure Mode : Bulge (Dashed) SAMPLE TYPE: SPECIMEN FAILURE MODE SAMPLE LOCATION: 2.5% PX-300 Treated (2) SAMPLE DESCRIPTION: TEST DESCRIPTION Remolded LL: PL: PI : 28 13 15 REMARKS: Brown Silt and Clay, some sand, little gravel (A-6a) Moisture Content Dry Density Diameter Height Percent < 200 Sieve: 61.4 Heigth/Diameter Ratio Calculated Saturation Calculated Void Ratio Assumed Specific Gravity Failure Strain Unconfined Compressive Strength Undrained Shear Strength Strain Rate SPECIMEN TEST DATA PROJECT: ODOT ROC Task #4 LOCATION: Columbus, OH PROJECT NO: N4155143 CLIENT: University of Akron DATE: 1/13/2016 % 14.3 pcf 114.5 in 4.05 in 4.66 1.15 % 81.9 0.47 2.70 % 11.11 psi 12.59 psi 6.30 in/min 0.09 Moisture Content and Unit Weight reported here are at time of testing after 7 Day Bench Cure and "24 Hour" Soak. PROJECT INFORMATION AGT LABORATORY Exhibit: C-1

UNCONFINED COMPRESSIVE STRENGTH TEST REPORT 16.0 14.0 COMPRESSIVE STRESS - psi 12.0 10.0 8.0 6.0 4.0 2.0 0.0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 AXIAL STRAIN - % Failure Mode : Bulge (Dashed) SAMPLE TYPE: SPECIMEN FAILURE MODE SAMPLE LOCATION: 2.5% PX-300 Treated (3) SAMPLE DESCRIPTION: TEST DESCRIPTION Remolded LL: PL: PI : 28 13 15 REMARKS: Brown Silt and Clay, some sand, little gravel (A-6a) Moisture Content Dry Density Diameter Height Percent < 200 Sieve: 61.4 Heigth/Diameter Ratio Calculated Saturation Calculated Void Ratio Assumed Specific Gravity Failure Strain Unconfined Compressive Strength Undrained Shear Strength Strain Rate SPECIMEN TEST DATA PROJECT: ODOT ROC Task #4 LOCATION: Columbus, OH PROJECT NO: N4155143 CLIENT: University of Akron DATE: 1/13/2016 % 13.1 pcf 115.3 in 4.04 in 4.65 1.15 % 76.5 0.46 2.70 % 11.14 psi 13.73 psi 6.86 in/min 0.09 Moisture Content and Unit Weight reported here are at time of testing after 7 Day Bench Cure and "24 Hour" Soak. PROJECT INFORMATION AGT LABORATORY Exhibit: C-2

University of Akron Research On-Call Task #4 N4155143 EXPANSION TESTING DATA SHEET GMB PX-300 Extended Soak Samples Height Height Height AVG Vol Dia. 1 Dia. 2 Dia. 3 AVG Dia. Initial 1 2 3 Height (in³) PX-300 4 4.54 4.54 4.55 3.97 3.97 3.96 4.54 3.97 56.13 PX-300 5 4.56 4.55 4.56 3.95 3.97 3.97 4.56 3.96 56.20 PX-300 6 4.56 4.56 4.56 3.98 3.98 3.97 4.56 3.98 56.65 1/12/16 Height Height Height AVG Vol Dia. 1 Dia. 2 Dia. 3 AVG Dia. Day 6 1 2 3 Height (in³) PX-300 4 4.72 4.72 4.71 4.01 4.09 4.08 4.72 4.06 60.97 PX-300 5 4.72 4.69 4.96 4.09 4.10 4.09 4.79 4.10 63.08 PX-300 6 4.71 4.68 4.71 4.11 4.11 4.09 4.70 4.10 62.17 1/18/16 Height Height Height AVG Vol Dia. 1 Dia. 2 Dia. 3 AVG Dia. Day 10 1 2 3 Height (in³) PX-300 4 4.72 4.70 4.70 4.09 4.10 4.07 4.71 4.09 61.69 PX-300 5 4.69 4.73 4.70 4.06 4.09 4.08 4.70 4.08 61.47 PX-300 6 4.72 4.70 4.71 4.08 4.10 4.10 4.71 4.09 61.98 1/22/16 Height Height Height AVG Vol Dia. 1 Dia. 2 Dia. 3 AVG Dia. Day 15 1 2 3 Height (in³) PX-300 4 4.70 4.72 4.69 4.08 4.11 4.08 4.70 4.09 61.90 PX-300 5 4.71 4.70 4.68 4.09 4.10 4.10 4.70 4.10 61.85 PX-300 6 4.71 4.71 4.70 4.14 4.10 4.11 4.70 4.12 62.58 1/27/16 Height Height Height AVG Vol Dia. 1 Dia. 2 Dia. 3 AVG Dia. Day 20 1 2 3 Height (in³) PX-300 4 4.68 4.68 4.66 4.09 4.09 4.10 4.67 4.09 61.48 PX-300 5 4.70 4.68 4.67 4.06 4.09 4.08 4.69 4.08 61.23 PX-300 6 4.68 4.67 4.70 4.12 4.12 4.11 4.69 4.12 62.36 2/1/2016 Sample UW (pcf) WC (%) % MDD Percent Swell (%) PX-300 4 120.8 11.2 99 Age B-4 B-5 B-6 AVG % Exp PX-300 5 120.3 11.2 99 Initial 0 0 0 0 0 PX-300 6 120.8 11.2 99 Day 6 1.086 1.123 1.097 1.102 10.2 Day 10 1.099 1.094 1.094 1.096 9.6 Day 15 1.103 1.101 1.105 1.103 10.3 Day 20 1.095 1.089 1.101 1.095 9.5 Terracon Consultants, Inc. Exhibit:

20 Day Extended Capillary Soak Swell 12 10.2 10.3 10 9.6 9.5 8 % S W E L L 6 4.4 5% Cement PX-300 4 3.4 3.8 2.4 2 0 0 Day 0 Day 5 Day 10 Day 15 Day 20 Terracon Consultants, Inc. Exhibit: C-4

Supplier: PX-300 Percent: 2.5% @ Optimum Moisture Initial #1 #2 Unit Wt Moisture % MDD Height (in) 4.569 #1 119.6 11.3 98 Diameter(in) 3.981 #2 119.6 11.3 98 Weight (lb) 4.4 4.46 Wet+Tare (g) 319.6 319.6 Dry+Tare (g) 290.3 290.3 Oven Dry Mass after 12 Cycles Tare Wt (g) 31.25 31.25 #1 % Water 11.3 11.3 #2 #1 #2 Day Height Diameter Mass (g) Mass (g) ** after initial 7 day bench cure 1 4.569 3.981 1824.8 1809.5 1/12/2016 Prior to placing in Freezer 2 4.566 3.976 1824.9 1810.1 1/13/2016 Upon Freezer Removal 3 4.624 3.986 1913.7 1798.3 1/14/2016 Upon Moisture Room Removal 4 4.632 3.987 1905.3 1791 1/18/2016 Upon Freezer Removal 5 4.654 4.01 1979.5 1835.3 1/19/2016 Upon Moisture Room Removal 6 4.645 4.001 1969.5 1826.2 1/21/2016 Upon Freezer Removal 7 4.721 4.033 2037.1 1842.7 1/22/2016 Upon Moisture Room Removal 8 N/A N/A N/A 1831.5 1/25/2016 Upon Freezer Removal 9 N/A N/A N/A 1791.2 1/26/2016 Upon Moisture Room Removal 10 N/A N/A N/A 1779.5 1/27/2016 Upon Freezer Removal 11 N/A N/A N/A 1728.5 1/28/2016 Upon Moisture Room Removal 12 N/A N/A N/A 1720.2 1/29/2016 Upon Freezer Removal 13 N/A N/A N/A 1716.8 1/30/2016 Upon Moisture Room Removal 14 N/A N/A N/A 1716.3 2/1/2016 Upon Freezer Removal 15 N/A N/A N/A 1500.9 2/2/2016 Upon Moisture Room Removal 16 N/A N/A N/A 17 N/A N/A N/A 18 N/A N/A N/A 19 N/A N/A N/A 20 N/A N/A N/A 21 N/A N/A N/A 22 N/A N/A N/A 23 N/A N/A N/A 24 N/A N/A N/A 25 N/A N/A N/A Max Volume Change Max Water % Total Loss 6.00% 15.10% 29.30% Note: Volume Sample Destroyed after 3 cycles Loss Sample Destroyed after 7 cycles Freeze /Thaw Data Sheet 1775.1 1251.9 Terracon Consultants, Inc. Exhibit: C-5

UNCONFINED COMPRESSIVE STRENGTH TEST REPORT 50.0 45.0 COMPRESSIVE STRESS - psi 40.0 35.0 30.0 25.0 20.0 15.0 10.0 5.0 0.0 0 1 2 3 4 5 6 7 8 9 AXIAL STRAIN - % Failure Mode : Bulge (Dashed) SAMPLE TYPE: SPECIMEN FAILURE MODE SAMPLE LOCATION: 3.5% Earthbind Treated (1) SAMPLE DESCRIPTION: TEST DESCRIPTION Remolded LL: PL: PI : 28 13 15 REMARKS: Brown Silt and Clay, some sand, little gravel (A-6a) Moisture Content Dry Density Diameter Height Percent < 200 Sieve: 61.4 Heigth/Diameter Ratio Calculated Saturation Calculated Void Ratio Assumed Specific Gravity Failure Strain Unconfined Compressive Strength Undrained Shear Strength Strain Rate SPECIMEN TEST DATA PROJECT: ODOT ROC Task #4 LOCATION: Columbus, OH PROJECT NO: N4155143 CLIENT: University of Akron DATE: 1/13/2016 % 13.8 pcf 117.0 in 3.99 in 4.60 1.15 % 84.7 0.44 2.70 % 7.87 psi 42.95 psi 21.47 in/min 0.09 Moisture Content and Unit Weight reported here are at time of testing after 7 Day Bench Cure and "24 Hour" Soak. PROJECT INFORMATION AGT LABORATORY Exhibit:C-6

UNCONFINED COMPRESSIVE STRENGTH TEST REPORT 40.0 35.0 COMPRESSIVE STRESS - psi 30.0 25.0 20.0 15.0 10.0 5.0 0.0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 AXIAL STRAIN - % Failure Mode : Bulge (Dashed) SAMPLE TYPE: SPECIMEN FAILURE MODE SAMPLE LOCATION: 3.5% Earthbind Treated (2) SAMPLE DESCRIPTION: TEST DESCRIPTION Remolded LL: PL: PI : 28 13 15 REMARKS: Brown Silt and Clay, some sand, little gravel (A-6a) Moisture Content Dry Density Diameter Height Percent < 200 Sieve: 61.4 Heigth/Diameter Ratio Calculated Saturation Calculated Void Ratio Assumed Specific Gravity Failure Strain Unconfined Compressive Strength Undrained Shear Strength Strain Rate SPECIMEN TEST DATA PROJECT: ODOT ROC Task #4 LOCATION: Columbus, OH PROJECT NO: N4155143 CLIENT: University of Akron DATE: 1/13/2016 % 13.5 pcf 116.2 in 4.01 in 4.60 1.15 % 80.9 0.45 2.70 % 11.42 psi 33.20 psi 16.60 in/min 0.09 Moisture Content and Unit Weight reported here are at time of testing after 7 Day Bench Cure and "24 Hour" Soak. PROJECT INFORMATION AGT LABORATORY Exhibit:C-7

UNCONFINED COMPRESSIVE STRENGTH TEST REPORT 50.0 45.0 COMPRESSIVE STRESS - psi 40.0 35.0 30.0 25.0 20.0 15.0 10.0 5.0 0.0 0 1 2 3 4 5 6 7 8 9 10 11 AXIAL STRAIN - % Failure Mode : Bulge (Dashed) SAMPLE TYPE: SPECIMEN FAILURE MODE SAMPLE LOCATION: 3.5% Earthbind Treated (3) SAMPLE DESCRIPTION: TEST DESCRIPTION Remolded LL: PL: PI : 28 13 15 REMARKS: Brown Silt and Clay, some sand, little gravel (A-6a) Moisture Content Dry Density Diameter Height Percent < 200 Sieve: 61.4 Heigth/Diameter Ratio Calculated Saturation Calculated Void Ratio Assumed Specific Gravity Failure Strain Unconfined Compressive Strength Undrained Shear Strength Strain Rate SPECIMEN TEST DATA PROJECT: ODOT ROC Task #4 LOCATION: Columbus, OH PROJECT NO: N4155143 CLIENT: University of Akron DATE: 1/13/2016 % 13.8 pcf 117.0 in 3.99 in 4.60 1.15 % 84.6 0.44 2.70 % 9.15 psi 42.98 psi 21.49 in/min 0.09 Moisture Content and Unit Weight reported here are at time of testing after 7 Day Bench Cure and "24 Hour" Soak. PROJECT INFORMATION AGT LABORATORY Exhibit: C-8

University of Akron Research On-Call Task #4 N4155143 EXPANSION TESTING DATA SHEET 3.5% Earthbind Extended Soak Height Height Height AVG AVG Vol Dia. 1 Dia. 2 Dia. 3 Initial 1 2 3 Height Dia. ( in³) EB-4 4.53 4.56 4.53 3.95 3.94 3.94 4.54 3.94 55.41 EB-5 4.58 4.57 4.55 3.99 4.00 3.97 4.57 3.98 56.96 EB-6 4.51 4.53 4.51 3.95 3.95 3.94 4.52 3.95 55.28 Height Height Height AVG AVG Vol Dia. 1 Dia. 2 Dia. 3 Day 6 1 2 3 Height Dia. ( in³) EB-4 4.72 4.65 4.67 4.05 4.07 4.09 4.68 4.07 60.95 EB-5 4.69 4.71 4.73 4.09 4.11 4.14 4.71 4.11 62.63 EB-6 4.66 4.70 4.65 4.06 4.07 4.07 4.67 4.07 60.60 Height Height Height AVG AVG Vol Dia. 1 Dia. 2 Dia. 3 Day 10 1 2 3 Height Dia. ( in³) EB-4 4.70 4.67 4.71 4.09 4.09 4.07 4.69 4.08 61.46 EB-5 4.71 4.72 4.71 4.12 4.09 4.12 4.71 4.11 62.59 EB-6 4.71 4.65 4.66 4.08 4.08 4.09 4.67 4.08 61.16 1/22/2016 Height Height Height AVG AVG Vol Dia. 1 Dia. 2 Dia. 3 Day 15 1 2 3 Height Dia. ( in³) EB-4 4.71 4.67 4.69 4.08 4.10 4.09 4.69 4.09 61.64 EB-5 4.72 4.68 4.71 4.13 4.13 4.13 4.70 4.13 62.97 EB-6 4.67 4.72 4.66 4.09 4.10 4.09 4.68 4.09 61.59 1/27/2016 Height Height Height AVG AVG Vol Dia. 1 Dia. 2 Dia. 3 Day 20 1 2 3 Height Dia. ( in³) EB-4 4.71 4.66 4.69 4.11 4.11 4.11 4.68 4.11 62.13 EB-5 4.68 4.69 4.70 4.13 4.11 4.12 4.69 4.12 62.56 EB-6 4.67 4.70 4.64 4.08 4.09 4.09 4.67 4.09 61.24 2/1/2016 Sample UW (pcf) WC (%) % MDD Percent Swell (%) EB-4 120.6 12.4 99 Age EB-4 EB-5 EB-6 AVG % Exp EB-5 120.7 12.4 99 Initial 0 0 0 0 0 EB-6 120.2 12.4 99 Day 6 1.100 1.100 1.096 1.0990 9.9 Day 10 1.099 1.099 1.106 1.105 10.5 Day 15 1.112 1.105 1.114 1.111 11.1 Day 20 1.121 1.098 1.08 1.109 10.9 Terracon Consultants, Inc. Exhibit:C-8

20 Day Extended Capillary Soak Swell 12 10.5 11.1 10.9 10 9.9 8 % S W E L L 6 4.4 5% Cement Earthbind 4 3.4 3.8 2.4 2 0 0 Day 0 Day 5 Day 10 Day 15 Day 20 Terracon Consultants, Inc. Exhibit: C-10

Freeze /Thaw Data Sheet Supplier: Percent: Earthbind 3.5% @ Optimum Moisture Initial #1 #2 Unit Wt Moisture % MDD Height (in) 4.568 #1 119.7 10.9 98 Diameter(in) 3.977 #2 119.1 10.9 98 Weight (lb) 4.4 4.38 Wet+Tare (g) 280.15 280.15 Oven Dry Mass after 12 Cycles Dry+Tare (g) 255.65 255.65 Tare Wt (g) 30.78 30.78 #1 1759.1 After 8 cycles % Water 10.9 10.9 #2 1659.5 After 12 cycles #1 #2 Day Height Diameter Mass (g) Mass (g) ** after initial 7 day bench cure 1 4.568 3.997 1821.8 1855.7 1/12/2016 Prior to placing in Freezer 2 4.563 3.971 1821.8 1855.8 1/13/2016 Upon Freezer Removal 3 4.578 3.980 1864.5 1885.3 1/14/2016 Upon Moisture Room Removal 4 4.577 3.973 1859.2 1880.3 1/18/2016 Upon Freezer Removal 5 4.623 3.983 1918.8 1917.2 1/19/2016 Upon Moisture Room Removal 6 4.625 3.978 1911.3 1911 1/21/2016 Upon Freezer Removal 7 4.642 3.995 1948.1 1929.3 1/22/2016 Upon Moisture Room Removal 8 4.641 3.995 1939.1 1921 1/25/2016 Upon Freezer Removal 9 4.684 4.013 1985.5 1934.1 1/26/2016 Upon Moisture Room Removal 10 4.715 4.01 1973.7 1925 1/27/2016 Upon Freezer Removal 11 4.704 4.045 2015.6 1944.9 1/28/2016 Upon Moisture Room Removal 12 4.736 4.032 1986.3 1929.7 1/29/2016 Upon Freezer Removal 13 4.71 4.054 2076.7 1948.65 1/30/2016 Upon Moisture Room Removal 14 4.756 4.054 1998.8 1934.4 2/1/2016 Upon Freezer Removal 15 4.716 4.062 2037.8 1952.4 2/2/2016 Upon Moisture Room Removal 16 4.813 4.086 2026 1942.8 2/3/2016 Upon Freezer Removal 17 4.728 4.074 2053.4 1951.4 2/4/2016 Upon Moisture Room Removal 18 N/A N/A N/A 1939.9 2/8/2016 Upon Freezer Removal 19 N/A N/A N/A 1924.8 2/9/2016 Upon Moisture Room Removal 20 N/A N/A N/A 1914.9 2/10/2016 Upon Freezer Removal 21 N/A N/A N/A 1918.1 2/11/2016 Upon Moisture Room Removal 22 N/A N/A N/A 1906.2 2/12/2016 Upon Freezer Removal 23 N/A N/A N/A 1904.5 2/13/2016 Upon Moisture Room Removal 24 N/A N/A N/A 1894.4 2/15/2016 Upon Freezer Removal 25 N/A N/A N/A 1884.6 2/16/2016 Upon Moisture Room Removal Max Volume Change Max Water % Total Loss 7.50% 17.00% 6.70% Note: Volume Sample Destroyed after 8 cycles Loss Sample completed 12 cycles Terracon Consultants, Inc. Exhibit: C-11

UNCONFINED COMPRESSIVE STRENGTH TEST REPORT 16.0 14.0 COMPRESSIVE STRESS - psi 12.0 10.0 8.0 6.0 4.0 2.0 0.0 0 1 2 3 4 5 AXIAL STRAIN - % Failure Mode : Bulge (Dashed) SAMPLE TYPE: SPECIMEN FAILURE MODE Remolded SAMPLE LOCATION: 2.0% MA-60 Treated (1) SAMPLE DESCRIPTION: TEST DESCRIPTION LL: PL: PI : 28 13 15 Moisture Content Dry Density Diameter Height Percent < 200 Sieve: 61.4 Heigth/Diameter Ratio Calculated Saturation Calculated Void Ratio Assumed Specific Gravity Failure Strain Brown Silt and Clay, some sand, little gravel (A-6a) Unconfined Compressive Strength Undrained Shear Strength Strain Rate REMARKS: SPECIMEN TEST DATA PROJECT: ODOT ROC Task #4 LOCATION: Columbus, OH PROJECT NO: N4155143 CLIENT: University of Akron DATE: 1/14/2016 % 13.0 pcf 115.4 in 4.03 in 4.67 1.16 % 76.1 0.46 2.70 % 4.40 psi 13.76 psi 6.88 in/min 0.09 Moisture Content and Unit Weight reported here are at time of testing after 7 Day Bench Cure and "24 Hour" Soak. PROJECT INFORMATION AGT LABORATORY Exhibit: C-12

UNCONFINED COMPRESSIVE STRENGTH TEST REPORT 18.0 16.0 COMPRESSIVE STRESS - psi 14.0 12.0 10.0 8.0 6.0 4.0 2.0 0.0 0 1 2 3 4 5 6 AXIAL STRAIN - % Failure Mode : Bulge (Dashed) SAMPLE TYPE: SPECIMEN FAILURE MODE SAMPLE LOCATION: 2.0% MA-60 Treated (3) SAMPLE DESCRIPTION: TEST DESCRIPTION Remolded LL: PL: PI : 28 13 15 REMARKS: Brown Silt and Clay, some sand, little gravel (A-6a) Moisture Content Dry Density Diameter Height Percent < 200 Sieve: 61.4 Heigth/Diameter Ratio Calculated Saturation Calculated Void Ratio Assumed Specific Gravity Failure Strain Unconfined Compressive Strength Undrained Shear Strength Strain Rate SPECIMEN TEST DATA PROJECT: ODOT ROC Task #4 LOCATION: Columbus, OH PROJECT NO: N4155143 CLIENT: University of Akron DATE: 1/14/2016 % 13.1 pcf 115.9 in 4.02 in 4.68 1.16 % 77.7 0.45 2.70 % 5.26 psi 16.89 psi 8.44 in/min 0.09 Moisture Content and Unit Weight reported here are at time of testing after 7 Day Bench Cure and "24 Hour" Soak. PROJECT INFORMATION AGT LABORATORY Exhibit:C-13

University of Akron Research On-Cal Task #4 N4155143 EXPANSION TESTING DATA SHEET EnviroSeal MA-60 Extended Soak Height Height Height AVG AVG Vol Dia. 1 Dia. 2 Dia. 3 Initial 1 2 3 Height Dia. ( in³) MA-60 4 4.56 4.58 4.57 4.00 4.00 3.99 4.57 4.00 57.35 MA-60 5 4.59 4.59 4.59 3.99 4.00 3.99 4.59 3.99 57.45 MA-60 6 4.59 4.58 4.60 4.00 4.00 3.99 4.59 4.00 57.57 1/13/2016 Height Height Height AVG AVG Vol Dia. 1 Dia. 2 Dia. 3 Day 5 1 2 3 Height Dia. ( in³) MA-60 4 4.72 4.73 4.73 4.12 4.12 4.12 4.72 4.12 63.05 MA-60 5 4.71 4.69 4.73 4.11 4.10 4.14 4.71 4.11 62.57 MA-60 6 4.74 4.74 4.74 4.09 4.13 4.09 4.74 4.10 62.65 1/18/2016 Height Height Height AVG AVG Vol Dia. 1 Dia. 2 Dia. 3 Day 9 1 2 3 Height Dia. ( in³) MA-60 4 4.67 4.73 4.72 4.13 4.14 4.08 4.71 4.12 62.70 MA-60 5 4.76 4.68 4.67 4.07 4.09 4.10 4.70 4.09 61.65 MA-60 6 4.74 4.74 4.70 4.10 4.11 4.14 4.72 4.12 62.84 1/22/2016 Height Height Height AVG AVG Vol Dia. 1 Dia. 2 Dia. 3 Day 15 1 2 3 Height Dia. ( in³) MA-60 4 4.69 4.71 4.71 4.12 4.12 4.13 4.70 4.12 62.83 MA-60 5 4.67 4.73 4.69 4.14 4.12 4.11 4.70 4.12 62.73 MA-60 6 4.77 4.72 4.71 4.15 4.14 4.12 4.73 4.14 63.65 1/28/2016 Height Height Height AVG AVG Vol Dia. 1 Dia. 2 Dia. 3 Day 20 1 2 3 Height Dia. ( in³) MA-60 4 4.71 4.72 4.68 4.12 4.13 4.15 4.70 4.13 62.99 MA-60 5 4.67 4.74 4.69 4.13 4.13 4.11 4.70 4.12 62.74 MA-60 6 4.77 4.69 4.69 4.15 4.14 4.12 4.72 4.14 63.36 2/2/2016 Sample UW (pcf) WC (%) % MDD Percent Swell (%) MA-60 4 119.5 11.6 98 Age B-4 B-5 B-6 AVG % Exp MA-60 5 119.2 11.6 98 Initial 0 0 0 0 0 MA-60 6 118.9 11.6 98 Day 5 1.099 1.089 1.088 1.092 9.2 Day 9 1.093 1.073 1.091 1.086 8.6 Day 15 1.096 1.092 1.105 1.098 9.8 Day 20 1.098 1.092 1.101 1.097 9.7 Terracon Consultants, Inc. Exhibit:

20 Day Extended Capillary Soak Swell 12 10 9.2 9.8 9.7 8.6 8 % S W E L L 6 4.4 5% Cement MA-60 4 3.4 3.8 2.4 2 0 0 Day 0 Day 5 Day 10 Day 15 Day 20 Terracon Consultants, Inc. Exhibit: C-15

Freeze /Thaw Data Sheet Supplier: Percent: MA-60 2% MA-60 @ Optimum Moisture Initial #1 #2 Unit Wt Moisture % MDD Height (in) 4.588 #1 119.9 11.7 99 Diameter(in) 3.994 #2 119.3 11.7 98 Weight (lb) 4.46 4.44 Wet+Tare (g) 309.86 309.86 Dry+Tare (g) 280.8 280.8 Tare Wt (g) 31.74 31.74 #1 % Water 11.7 11.7 #2 Oven Dry Mass after 12 Cycles #1 #2 Day Height Diameter Mass (g) Mass (g) ** after initial 7 day bench cure 1 4.588 3.994 1783.6 1805.5 1/13/16 - Prior to placing in Freezer 2 4.583 3.993 1783.4 1806 1/14/2016 - PUpon Removal From Freezer 3 4.64 4.015 1867.6 1870.2 1/15/2016 - PUpon Removal from Moist Room 4 4.626 3.994 1859.7 1863 1/18/2016 Upon Removal From Freezer 5 4.662 4.005 1922.4 1909.1 1/19/2016 Upon Removal from Moist Room 6 4.646 4.002 1913.9 1899.1 1/21/2016 Upon Removal From Freezer 7 4.737 4.047 1986.2 1938.9 1/22/2016 Upon Removal from Moist Room 8 N/A N/A N/A 1927.8 1/25/2016 Upon Removal From Freezer 9 N/A N/A N/A 1914.7 1/26/2016 Upon Removal from Moist Room 10 N/A N/A N/A 1903.7 1/27/2016 Upon Removal From Freezer 11 N/A N/A N/A 1756.7 1/28/2016 Upon Removal from Moist Room 12 N/A N/A N/A 13 N/A N/A N/A 14 N/A N/A N/A 15 N/A N/A N/A 16 N/A N/A N/A 17 N/A N/A N/A 18 N/A N/A N/A 19 N/A N/A N/A 20 N/A N/A N/A 21 N/A N/A N/A 22 N/A N/A N/A 23 N/A N/A N/A 24 N/A N/A N/A Max Volume Change Max Water % Total Loss 6.00% 11.50% 16.90% Note: Volume Sample Destroyed after 3 cycles Loss Sample Destroyed after 5 cycles 1738.7 1480.6 Terracon Consultants, Inc. Exhibit: C-16

UNCONFINED COMPRESSIVE STRENGTH TEST REPORT 14.0 12.0 COMPRESSIVE STRESS - psi 10.0 8.0 6.0 4.0 2.0 0.0 0 1 2 3 4 5 6 7 8 9 AXIAL STRAIN - % Failure Mode : Bulge (Dashed) SAMPLE TYPE: SPECIMEN FAILURE MODE Remolded SAMPLE LOCATION: 4.0% LL-30 Treated (1) SAMPLE DESCRIPTION: TEST DESCRIPTION LL: PL: PI : 28 13 15 Moisture Content Dry Density Diameter Height Percent < 200 Sieve: 61.4 Heigth/Diameter Ratio Calculated Saturation Calculated Void Ratio Assumed Specific Gravity Failure Strain Brown Silt and Clay, some sand, little gravel (A-6a) Unconfined Compressive Strength Undrained Shear Strength Strain Rate REMARKS: SPECIMEN TEST DATA PROJECT: ODOT ROC Task #4 LOCATION: Columbus, OH PROJECT NO: N4155143 CLIENT: University of Akron DATE: 1/15/2016 % 12.7 pcf 111.5 in 4.07 in 4.70 1.16 % 67.3 0.51 2.70 % 7.57 psi 12.09 psi 6.04 in/min 0.09 Moisture Content and Unit Weight reported here are at time of testing after 7 Day Bench Cure and "24 Hour" Soak. PROJECT INFORMATION AGT LABORATORY Exhibit: C-17

UNCONFINED COMPRESSIVE STRENGTH TEST REPORT 12.0 COMPRESSIVE STRESS - psi 10.0 8.0 6.0 4.0 2.0 0.0 0 1 2 3 4 5 6 7 8 9 AXIAL STRAIN - % Failure Mode : Bulge (Dashed) SAMPLE TYPE: SPECIMEN FAILURE MODE Remolded SAMPLE LOCATION: 4.0% LL-30 Treated (2) SAMPLE DESCRIPTION: TEST DESCRIPTION LL: PL: PI : 28 13 15 Moisture Content Dry Density Diameter Height Percent < 200 Sieve: 61.4 Heigth/Diameter Ratio Calculated Saturation Calculated Void Ratio Assumed Specific Gravity Failure Strain Brown Silt and Clay, some sand, little gravel (A-6a) Unconfined Compressive Strength Undrained Shear Strength Strain Rate REMARKS: SPECIMEN TEST DATA PROJECT: ODOT ROC Task #4 LOCATION: Columbus, OH PROJECT NO: N4155143 CLIENT: University of Akron DATE: 1/15/2016 % 12.6 pcf 113.1 in 4.06 in 4.67 1.15 % 69.2 0.49 2.70 % 7.89 psi 10.86 psi 5.43 in/min 0.09 Moisture Content and Unit Weight reported here are at time of testing after 7 Day Bench Cure and "24 Hour" Soak. PROJECT INFORMATION AGT LABORATORY Exhibit: C-18

UNCONFINED COMPRESSIVE STRENGTH TEST REPORT 16.0 14.0 COMPRESSIVE STRESS - psi 12.0 10.0 8.0 6.0 4.0 2.0 0.0 0 1 2 3 4 5 6 7 8 9 10 AXIAL STRAIN - % Failure Mode : Bulge (Dashed) SAMPLE TYPE: SPECIMEN FAILURE MODE SAMPLE LOCATION: 4.0% LL-30 Treated (3) SAMPLE DESCRIPTION: TEST DESCRIPTION Remolded LL: PL: PI : 28 13 15 REMARKS: Brown Silt and Clay, some sand, little gravel (A-6a) Moisture Content Dry Density Diameter Height Percent < 200 Sieve: 61.4 Heigth/Diameter Ratio Calculated Saturation Calculated Void Ratio Assumed Specific Gravity Failure Strain Unconfined Compressive Strength Undrained Shear Strength Strain Rate SPECIMEN TEST DATA PROJECT: ODOT ROC Task #4 LOCATION: Columbus, OH PROJECT NO: N4155143 CLIENT: University of Akron DATE: 1/15/2016 % 12.4 pcf 113.2 in 4.05 in 4.66 1.15 % 68.4 0.49 2.70 % 7.73 psi 14.09 psi 7.05 in/min 0.09 Moisture Content and Unit Weight reported here are at time of testing after 7 Day Bench Cure and "24 Hour" Soak. PROJECT INFORMATION AGT LABORATORY Exhibit: C-19