17B0005-SPECS-VOL3-100_.PDF

IFB W912BU-17-B-0005

US Army Corps of Engineers Philadelphia District

Stream Daylighting & Ecosystem Restoration

Lower Assunpink Creek Mercer County, New Jersey

Volume 3 of 3

Construction Solicitation and Specifications

15 May 2017

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VOLUME 3 OF 3

TABLE OF CONTENTS

VOLUME 3 OF 3

APPENDIX D CONCRETE SAMPLING AND TESTING REPORT

APPENDIX E GROUNDWATER SAMPLING ANALYTICAL RESULTS

APPENDIX F REMEDIAL INVESTIGATION REPORT

APPENDIX G TECHNICAL MEMORANDUM, PCB REMEDIATION ACTIVITIES

APPENDIX H MATERIAL PROFILE SHEET

APPENDIX I DRILLING LOGS AND ROCK CORING ANALYTICAL RESULTS

APPENDIX J ARCHAEOLOGICAL SURVEY ASSUNPINK CREEK RESTORATION,

CITY OF TRENTON, MERCER COUNTY, NEW JERSEY

FINAL REMEDIAL INVESTIGATION REPORT/REMEDIAL ACTION REPORT

(AVAILABLE UPON REQUEST)

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APPENDIX D

CONCRETE SAMPLING AND TESTING REPORT

Appendix D - Page 1

EEnvironmental DDecisions

Concrete Sampling and Testing Assunpink Creek Broad Street Culvert

Trenton, New Jersey

Final Report

Prepared for:

U.S. Army Corps of Engineers Philadelphia District

Under:

Contract No. W912BU-13-D-0007

Task Order 003

June 2014

Appendix D - Page 2

Phone: 215-230-8282 Fax: 215-230-8283

Final Report Concrete Sampling and Testing

Assunpink Creek Broad Street Culvert Trenton, New Jersey

Prepared for:

United States Army Corps of Engineers Philadelphia, Pennsylvania

June 2014

Vince Piazza

Project Manager

Ralph T. Golia Project Director

Prepared by:

AMO Environmental Decisions Danboro, Pennsylvania www.amoed.com

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Section & Title Page

TITLE PAGES

TABLE OF CONTENTS ........................................................................................................................... i

EXECUTIVE SUMMARY

1.0 INTRODUCTION

1.1 Site Description

1.2 Project Background

1.3 Project Objectives and Summary of Activities

1.4 Deviations from Work Plan Scope

2.0 METHODOLOGY/FIELD ACTIVITIES

2.1 Utility Markout/Geophysical Survey

2.2.1 Metal Detection

2.2.2 Ground Penetrating Radar

2.2.3 Magnetic

2.3 Permits, Certifications, Licenses, and Site Access

2.4 Concrete Core Sampling and Testing

2.4.1 Structural Samples

2.4.2 Environmental Samples

2.4.3 Sample Analysis

2.4.4 Sample Preservation, Shipping, and Holding Times

2.4.5 Laboratory Reporting Requirements

2.5 Field Operations, Documentation, and Notebooks

2.5.1 Field Notebooks

2.5.2 Photographic Records

2.5.3 Concrete Coring and Sampling Forms

2.6 Data Management and Reporting

3.0 RESULTS

3.1 Structural Testing Results

3.2 Chemical Testing Results

4.0 CONCLUSIONS

4.1 Structural Testing Conclusions

4.2 Chemical Testing Conclusions

5.0 REFERENCES

Tables Number Title Table 1 ........................................ Sample locations and Distances from Broad Street End of Culvert Table 2 ..................................................................................... Summary of Structural Testing Results Table 3 ............................................................ Summary of Chemical Testing Results – Total Results Table 4 ........................................................... Summary of Chemical Testing Results – TCLP Results

Figures Number Title

Figure 1 .............................................................................................Aerial Photograph of Site Location

Figure 2 ......................................................................................................... Concrete Sample Locations

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Appendices Number Title

Appendix A ..................................................................................... USACE Scope of Work (Compact Disc)

Appendix B NJDEP Guidance for Characterization of Concrete and Clean Material Certification for ............................................................................................................ Recycling (Compact Disc)

Appendix C ........................................................................................................................... Site Photographs

Appendix D ............................................................ Structural Testing Laboratory Report (Compact Disc)

Appendix E ............................................................. Chemical Testing Laboratory Report (Compact Disc)

Appendix F ........................................ Field Notes, Forms, and Chain-of-Custody Forms (Compact Disc)

Appendix D - Page 5

Concrete Sampling and Testing Assunpink Creek Broad St. Culvert U.S. Army Corps of Engineers Trenton, New Jersey Contract No. W912BU-13-D-0007 Final Report June 2014

AMO Environmental Decisions

EXECUTIVE SUMMARY

The United States Army Corps of Engineers (USACE) is preparing for the removal of an existing box culvert and subsequent stream restoration along a section of the Assunpink Creek located in Trenton, New Jersey.

An environmental investigation was performed during March 2014 to assist in assessing the structural stability and potential chemical impacts to the concrete from previously identified historic fill in the area of investigation. A portion of the box culvert is proposed to be left in place to support existing utilities that are supported by the culvert near South Broad Street, with the remainder of the culvert to be removed.

AMO Environmental Decisions (AMO) performed a concrete coring and testing program to assess the structural integrity of the concrete. Six concrete cores were collected from the vertical walls of the culvert.

The cores were submitted to GeoStructures, Inc., of King of Prussia, Pennsylvania for compressive strength testing. The results of the compressive strength testing are provided in Table 1 of this Report. The results of the compressive strength test will need to be evaluated by a professional engineer to assess the structural stability of the culvert for support of the existing utilities. The evaluation of the structural stability of the culvert is not part of AMO’s work scope and thus not addressed in this Report.

AMO also collected concrete chip samples from four of the six locations selected for concrete coring. The concrete chip samples were submitted to TestAmerica Laboratories, Inc. (TestAmerica) for chemical analysis to evaluate if the concrete could be recycled, or would need to be disposed of offsite. No analytes were detected at concentrations greater than the New Jersey Department of Environmental Protection Residential Direct Contact Soil Remediation Standards or Toxicity Characteristic Leaching Procedure Regulatory Limits. Thus, the analytical results indicate that the concrete can be recycled.

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1.0 INTRODUCTION

1.1 Site Description

Under Contract No. W912BU-13-D-0007, Task Order No. 003, the U.S. Army Corps of Engineers (USACE), Philadelphia District authorized AMO Environmental Decisions (AMO) to provide site project plans for concrete coring, sampling and testing on portions of the Broad Street Culvert. These plans included a Work Plan, Site Health and Safety Plan, and Sampling and Analysis Plan (including a Quality Assurance Project Plan). The plans detailed work scopes to perform utility clearance in work areas, collect concrete core and chip samples for structural testing and chemical testing, respectively, and produce draft and final project summary reports. The project tasks are described in detail in the Task Order 003 Scope of Work (SOW), which is included as Appendix A.

As shown on Figure 1, the project area for this investigation was a 500-foot section of the lower Assunpink Creek in downtown Trenton where the creek is contained within a buried concrete box culvert known as the Broad Street Culvert. The investigation area is situated in an open grassy area adjacent to the State of New Jersey Department of Human Services (DHS) building and is bound by East Lafayette St. to the North, South Warren St. to the West, Assunpink Dr. to the South, and South Broad St. to the East. The City of Trenton is the owner of the site property.

1.2 Project Background

The U.S. Army Corps of Engineers, Philadelphia District (USACE) has previously performed site investigation work under prior task orders with other contractors to support their efforts with this project. As part of the District’s needs, an additional environmental investigation was required at this site to sample and test the portions of the box culvert to evaluate disposal options and to evaluate the structural integrity of the concrete. The structural integrity testing was performed to determine whether a small portion of the culvert that supports existing utilities can be left in place. The results of the current site investigation will be used to supplement existing information by USACE for removal of the existing culvert.

1.3 Project Objectives and Summary of Activities

The purpose of the work performed under this task order was to sample and test concrete from the exterior walls of the Broad Street Culvert to evaluate structural stability and potential chemical impacts for evaluation of concrete disposal options. The concrete sampling locations are shown on Figure 2. AMO activities included:

Performed a Site reconnaissance.

Prepared and provided site project plans including a Work Plan (WP), site Health and Safety Plan (HASP), and Sampling and Analysis Plan (SAP).

Performed utility clearance in the selected work areas.

Collected and submitted concrete core samples to GeoStructures, Inc., of King of Prussia, Pennsylvania for structural testing.

Collected and submitted concrete chip samples to TestAmerica Laboratories, Inc., of Denver, Colorado and Edison, New Jersey for chemical testing.

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Produced this draft project summary report.

This report presents the results of compressive strength testing and chemical testing for each sample submitted for analysis. The results of the chemical testing have been evaluated in accordance with NJDEP Guidance for Characterization of Concrete and Clean Material Certification for Recycling, which is included as Appendix B.

1.4 Deviations from Work Plan Scope

A Work Plan and Sampling and Analysis Plan were developed by AMO based on the Scope of Work provided by USACE. The plans, dated February 2014, were approved by USACE in an email dated February 21, 2014.

Several deviations from the approved Scope of Work occurred. Originally, the Scope of Work called for clearing of vegetation at each of the six investigation areas to allow geophysical survey work and utility clearance markouts and to be completed. Due to the heavy amount of snow received during winter, the vegetation was matted down, and the utility locating subcontractor (ERT) stated that clearing of vegetation was not necessary. ERT performed utility clearance at the six locations selected for investigation on March 4, 2014.

As shown in Appendix A, the USACE Scope of Work, the analytical program originally stipulated that concrete chip samples were to be submitted for analysis of TCL VOCs, TCL SVOCs, TCL pesticides, TCL herbicides, TCL PCBs, TAL metals, EPH, TCLP metals, TCLP pesticides, and TCLP herbicides.

During initiation of the sampling tasks, USACE requested that TCLP VOCs, TCLP SVOCs, ignitability, Corrosivity, reactivity as sulfide, and reactivity as cyanide be added to the requested analyses. USACE provided Modification No. 1 to Task Order 003 to finalize the requested change on April 3, 2014.

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2.0 METHODOLOGY/FIELD ACTIVITIES

The field activities for the Assunpink Creek Concrete Sampling and Testing consisted of:

Performing a geophysical survey to more accurately locate underground utilities within the selected work areas;

Excavation of six pits to accommodate concrete coring equipment for collection of six concrete core samples for structural testing;

Collection of concrete chip samples from four of the six locations for chemical analyses;

Backfilling the excavations, grading, and compacting the excavations with the bucket of excavator after the samples had been collected.

A detailed scope of work and summary of field methods employed are provided in the remainder of this section.

2.1 Utility Markout/Geophysical Survey

AMO and Lewis Environmental (Lewis [excavation and coring subcontractor]) contacted New Jersey One Call at 1-800-272-1000 to arrange utility markouts at the site prior to any intrusive work. Additionally, AMO subcontracted ERT Corporation of Laurel, Maryland to perform a geophysical survey at each sampling location to detect active or abandoned subsurface metal, plastic, or ceramic pipes/utilities and other subsurface features. The geophysical survey was performed on March 4, 2014. ERT marked the locations of potential utilities in the field; ERT did not prepare a report detailing the results of the survey.

The survey areas consisted of the six selected sampling locations, adjacent to the culvert outer walls where soil was to be excavated in order to collect concrete testing samples. Each cleared area measured approximately 30-feet x 30-feet to allow minor field adjustments at the excavation/sampling locations. Each area was cleared using a metal detector, ground penetrating radar, and a magnetic field instrument. These devices have a proven track record of being able to detect buried pipes and conduits made of various materials.

2.2.1 Metal Detection

The work areas were scanned with a Pipehorn Model 100 pipe and cable locator and tracer. In pipe and cable search mode, the Pipehorn is essentially a deep-sensing metal detector which detects any electrically conductive materials by creating an electromagnetic field with a transmitting coil. The field strength was measured by a receiving coil at a fixed separation from the transmitter. As the instrument was swept along the ground surface, subsurface metallic bodies distorted the transmitted field. The change in field strength was sensed by the receiver, setting off an audible alarm and/or causing deflection of an analog meter.

ERT also employed a Radio-detection RD400 digital cable and pipe locator and transmitter. The transmitter was directly coupled to exposed portions of a pipe, or indirectly (inductively) to a subsurface metallic utility of known location/orientation. The transmitter produced an electromagnetic field around the metallic utility at a frequency selected by the operator (512 Hz, 8 kHz, 33 kHz, or 65 kHz), which was received at the ground surface by the locator.

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2.2.2 Ground Penetrating Radar

The work areas were also scanned with Ground Penetrating Radar (GPR) to identify any nonmetallic or metallic utilities/structures beneath the property. The GPR system produced cross-sectional images of subsurface features and layers by continuously emitting pulses of radar frequency energy from a scanning antenna as it was pushed along the work areas (Photograph 2). The radar pulses were reflected by interfaces between materials with differing dielectric properties. The reflections returned to the antenna and were printed on a strip chart recorder or displayed on a video monitor as a continuous cross section in real time.

Since the electrical properties of metal are distinctly different from soil and backfill materials, metallic pipes and other structures produced dramatic and characteristic reflections. Fiberglass, plastic, concrete, and terra-cotta pipes and structures also produced recognizable, but less dramatic reflections.

2.2.3 Magnetic

The work areas were also scanned with a Schoenstedt GA-52CX instrument which contains two elements that measure the difference in total strength of the earth's magnetic field between two fixed heights above the ground surface (i.e. the magnetic gradient). In the absence of artificial magnetic fields or buried ferromagnetic objects, the natural gradient of the earth's field is relatively constant. Where buried magnetic or ferromagnetic objects (e.g. magnetite or iron/steel respectively) are present, the gradient varies rapidly as the instrument is swept along the ground surface, triggering an audible alarm. The magnetic instrument employed for this survey can nominally detect a 2-inch steel pipe to a depth of 4 feet. Following completion of each phase of the geophysical survey, ERT marked locations of potential underground utilities.

2.3 Permits, Certifications, Licenses, and Site Access

AMO and Lewis complied with applicable Federal, State and local laws, regulations and ordinances relating to the performance of this work. AMO previously determined that no permits were required to perform the utility clearing and concrete sampling work. All excavation and sampling and related work was performed in accordance with City of Trenton requirements. Access to the site and excavation locations was obtained by the USACE.

2.4 Concrete Sampling and Testing

AMO planned, executed, and oversaw concrete core collection and chip sampling. This Draft Report has been prepared by AMO and provides a description of and procedures for this work. All sampling and testing was completed in accordance with the requirements of the Sampling and Analysis Plan (SAP) and Quality Assurance Project Plan (QAPP).

Concrete samples were collected by AMO for both physical (structural) testing and chemical (environmental) characterization. Concrete core sampling was only performed on the two outer vertical walls of the culvert.

The roof, floor, and inner vertical walls were not sampled during this phase of work.

Lewis used a mini-excavator to excavate a hole or pit adjacent to the outer wall of the culvert (see photos in Appendix C). This exposed the outer surface of the vertical culvert wall and allowed core and chip sampling of the wall to be performed. During excavation activities, AMO used a photoionization detector (PID) to monitor the work areas and to evaluate whether hydrocarbons or other organic contaminants were present in

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Trenton, New Jersey Contract No. W912BU-13-D-0007 Final Report June 2014

AMO Environmental Decisions soil at any of the sampling locations. No PID readings were recorded at concentrations above background during the work. After excavating the pit for coring activities, the surface of the vertical wall was examined for signs of structural deficiencies. If any signs of structural deficiencies were observed, AMO attempted to obtain a core from the deficient area. The only deficient area observed was at location AC4, which is depicted in Figure 2. Photographs of the concrete core obtained from the AC4 location are presented in Appendix C.

Core sampling equipment was attached to the vertical culvert wall securely so that it was immobile during sampling and did not require being held manually. A hammer drill was used to install temporary concrete anchor bolts into the wall, and the core machine was fastened to the wall using the anchor bolts. No free standing or manually held electric drill type sampling equipment was used to collect concrete core samples (see photographs in Appendix C). Once the core machine was bolted to the culvert wall, a diamond impregnated, wet concrete coring bit was attached. A water hose was then attached to a fitting on the coring machine that directed water through the bit during coring to cool the bit and flush cut concrete particles from the borehole.

2.4.1 Structural Samples

AMO collected six (6) core samples (AC1 through AC6, shown on Figure 2) from the walls of the culvert for compressive strength testing. The samples were taken at a minimum depth of 2-feet from the top of the culvert and the samples were spaced a minimum of 50-feet apart along the length of the culvert. The sample locations and distances from the Broad Street end of the box culvert are presented in Table 1. AMO submitted the six concrete cores for compressive strength testing in accordance with ASTM C42/C42M-13 and ASTM C39/C39-12a. The concrete cores were collected on March 12th and 13th, 2014. Lewis used a concrete core machine and diamond core bit designed to drill perpendicular to the vertical surface of the culvert wall. The concrete cores obtained were approximately 4-inch diameter.

AMO and Lewis attempted to obtain cores with a length to diameter ratio as close to 2.0 as possible. It was anticipated that the cores would be 4-inches in diameter by 8-inches long. In several locations, the concrete cores cracked at lengths shorter than eight inches after coring was completed. Cores from these locations needed to be saw cut to lengths shorter than eight inches, and the appropriate correction factors contained in the USACE Work Scope applied (the correction factors are also presented below). After the concrete core was obtained, water was wiped from the surface of the core, and the core was allowed to dry. When the surfaces of the core appeared dry, AMO labeled each core with the location where it was obtained and sealed the core in bubble wrap for transportation to GeoStructures. This process was repeated at all six coring locations.

Prior to testing, the length of the capped specimen was determined to the nearest 0.1 in. Calculations of the compressive strength of each specimen were performed using the measured diameter. If the ratio of the length to diameter was appreciably less than two, allowance was made by multiplying the compressive strength by the applicable factor as follows:

Ratio of Length to Diameter (L / d) Strength Correction Factor

2.00 1.00

1.75 0.98

1.50 0.96

1.25 0.93

1.00 0.87

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The concrete cores were submitted to GeoStructures, Inc. of King of Prussia, Pennsylvania for compressive strength testing. Mr. Eric Seksinsky of GeoStructures served as the Laboratory Project Manager and was responsible for the laboratory's Quality Assurance and Quality Control activities associated with the project.

His specific duties included determining whether analyses were conducted within the appropriate project and method requirements. The Laboratory Project Manager or his designee monitored daily precision and accuracy records and maintained detailed copies of all procedures. A summary of the concrete core diameters, lengths, and corrected compressive strengths are provided in Table 2. The GeoStructures laboratory report is provided as Appendix D.

2.4.2 Environmental Samples

AMO collected concrete chip samples from the vertical culvert walls for chemical analysis. Environmental sampling and testing procedures were performed in accordance with the New Jersey Department of Environmental Protection (NJDEP) Solid and Hazardous Waste Management Program Guidance for Characterization of Concrete and Clean Material Certification for Recycling (see Appendix B). The concrete chip samples were obtained from the same excavated sections of the culvert as the concrete cores on March 13, 2014. Two concrete chip samples were obtained from northern wall of the culvert (AC5 and AC6) and two concrete chip samples were obtained from the southern wall of the culvert (AC1 and AC3). No concrete cores or concrete chip samples were obtained from the center wall, roof, or base of the culvert due to the USACE restriction of personnel, equipment, vehicles, or machinery from being on top of or within the culvert.

According to the USACE, the dimensions of the concrete box culvert are:

Total length = 510 feet Wall height = 9 feet Wall thickness = 8 inches or greater

Based on these dimensions, the total volume of each vertical outer culvert wall is approximately 115 cubic yards (CY). Thus, the total volume of concrete in the two outer vertical walls equals approximately 2 x 115 CY = 230 CY. NJDEP guidance indicates that for volumes less than 400 CY, one grab sample per 100 CY of concrete be obtained (i.e., 3 samples in this instance). However, in accordance with USACE Task Order 003, AMO collected four concrete chip samples for chemical characterization.

2.4.3 Sample Analysis

The four concrete chip samples collected from the vertical outer culvert walls were submitted to TestAmerica Laboratories, Inc. (TestAmerica) of Denver, Colorado and Edison, New Jersey for analysis of the following:

TCL VOC – SW 846 Method 8260B TCL SVOC – SW 846 Method 8270C TCL Pesticides – SW 846 Method 8081B TCL Herbicides – SW 846 Method 8151A TCL Polychlorinated biphenyls – SW 846 Method 8082A TAL Metals (including Hg) and Cyanide – SW 846 Method 6010B

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Extractable Petroleum Hydrocarbons (EPH) – NJDEP Method TCLP VOCs – SW 846 Method 8260B TCLP SVOCs – SW 846 Method 8270D TCLP Metals – SW 846 Method 6010B TCLP Pesticides – SW 846 Method 8081B TCLP Herbicides – SW 846 Method 8151A Corrosivity (as pH) – SW 846 Method 9045D Reactivity as Sulfide – SW 846 Method 9034 Reactivity as Cyanide – SW 846 Method 9012B Ignitability, Solids – SW 846 Method 7.1.2

TestAmerica is certified by NJDEP and NELAC, and complies with the DOD Quality System Manual. The samples were initially submitted for analysis of reactivity as sulfide and reactivity as cyanide. EPA withdrew guidance for using reactivity for the determination of hazardous waste. Therefore, the laboratory analyzed the samples for total sulfide and total cyanide.

2.4.4 Sample Preservation, Shipping and Holding Times

Sample preservation and holding times were in accordance with their applicable method. Concrete chip samples were transported to the TestAmerica service center in King of Prussia, Pennsylvania on the second day of sample collection by AMO. The service center packaged the samples for shipment to TestAmerica’s Denver Colorado laboratory (TestAmerica’s DOD approved laboratory). Samples submitted for analysis of NJDEP EPH were transported to TestAmerica’s Edison, New Jersey laboratory.

2.4.5 Laboratory Reporting Requirements

The analytical data reports, which are included as Appendix E, consist of legally defensible data reports which are fully data validatable by an external third party. The data packages conform to the requirements of the Administrative Requirements for the Remediation of Contaminated Sites (ARRCS Rule)(N.J.A.C 7:26C- 1.6) and the Technical Requirements for Site Remediation (N.J.A.C. 7:26E-1.6), which require that the results of analysis be provided in electronic format as specified in the SRP Electronic Data Interchange Manual (SRP-EDI). Data is maintained in a format that can be imported to an Access database to permit rapid selection and mathematical manipulation of data. Hard copy data reporting packages include at a minimum, the following information: sample delivery group, sample identifier (field and laboratory), test method, dilution factor, client sample ID, lab sample ID, sample depth, date sampled, data received, data analyzed, CAS number, parameter, results, qualifier, units, matrix, level (low/high), detection/reporting limit, method, qualifier explanation, and moisture content.

Additionally, the reports contain definitive data, produced using rigorous analytical methods, such as EPA reference methods. The definitive data packages include a cover sheet; table of contents; case narrative;

analytical results; sample documentation information; and internal laboratory QA/QC information. Each data package has sequentially numbered pages.

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2.5 FIELD OPERATIONS, DOCUMENTATION, AND NOTEBOOKS

Information obtained during the concrete sampling activities was documented in accordance with protocols described in USACE EM 200-1-3, Requirements for Preparation of Sampling and Analysis Plan. Required field data sheets, described below, as well as copies of field notes are included as Appendix F.

2.5.1 Field Notebooks

A bound field notebook was kept to provide information to reconstruct field operations. The notebook was maintained by field personnel and is part of the permanent project file. Field notebook entries were completed in ink and are legible and factual, providing sufficient detailed information so that field operations can be recreated. All field notebook entries include the time each entry was made. Corrections, if needed, were made by crossing out the mistake with one line, initialing the correction, and entering the date the correction was made. If custody of the notebook was transferred to another field team member, an entry indicated this transfer. Examples of bound field notebook entries are as follows:

Name and location of site, Name and title of individual maintaining notebook, Change in custody of notebook, Date and time of beginning on-site activities, Weather description, Descriptions of each day’s activities, References to field data sheets, if appropriate, Accident information, Field instruments used and readings, Type of waste generated, Description of equipment problems, Decontamination procedures.

2.5.2 Photographic Records

Photographs of excavation activities and concrete coring and sampling activities were taken with a digital camera to provide visual documentation of site work. In addition, unusual or relevant conditions were photographed. Photographs of site activities related to the concrete sampling program are included in Appendix C.

2.5.3 Concrete Coring and Sampling Forms

Forms to document the legal chain-of-custody (C-O-C) were initiated by the field geologist. The C-O-C forms were transported with the samples to the contract laboratories (TestAmerica and GeoStructures) where the sample custodian accepted custody of the samples by signing the C-O-C forms.

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A TestAmerica C-O-C form was presented in the QAPP and completed C-O-C forms are included in the laboratory reports presented in Appendix D and Appendix E. AMO completed the C-O-C with site specific information and sample specific information at the time of sample collection, including the following:

Sample designation.

Date and time (military time, i.e., 0800, 1300, etc.) of sample collection.

Checked the “Grab” column indicating that the sample represents a discrete sampling interval.

Requested analytical name and parameter (example: lead, EPA Method SW846 3050B/6010B) for each sample.

Signed the C-O-C and entered the date and time (military time), printed his/her name, and his/her title in the appropriate boxes at the bottom of the form.

Indicated the required turn-around time and requested MS/MSDs (if applicable) in the ‘comments’ section on the right side of the form.

A copy of the C-O-C was maintained by the sampler. Shipping records were not generated because AMO transported the samples to GeoStructures and TestAmerica.

2.6 Data Management and Reporting

AMO has prepared this project summary Draft Report detailing all field operations and work completed as part of this task order. The laboratory analytical data reports and other field data are included in the appendices of this Draft Report.

AMO is initially submitting this Draft Report to USACE. Prior to submission of this Draft Report, AMO submitted a draft project report outline to USACE. The outline was submitted electronically via email in a Word document. The USACE Project Manager approved the Draft Report outline on April 8, 2014.

The final report, which will address comments provided by USACE, will be submitted to the USACE in both hard and digital copy. The final deliverable provided by AMO to USACE will consist of the following:

CD ROM containing PDF file (i.e., electronic hard copy) of the entire report including all tables, figures, and appendices.

Hard copies (five bound, one unbound) of the entire report.

CD ROM containing electronic files (Word, Excel, etc.) of text, tables, figures, and other materials used to generate the report.

CD ROM containing complete analytical laboratory reports in pdf format.

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3.0 RESULTS

3.1 Structural Testing Results

The results of the structural testing performed by GeoStructures are summarized in Table 2. The diameters of the concrete cores ranged from 3.62-inches (AC5) to 3.70-inches (AC1), and the lengths of the cores ranged from 5.7-inches (AC6) to 7.5-inches (AC2). Corrected compressive strengths of the concrete cores ranged from a minimum 1,840 pounds per square inch (psi [AC4]) to a maximum of 4,180 psi (AC6). The minimum psi results for the core collected at AC4 were not unexpected, given that deterioration in the vertical culvert wall was noted at the time the core was collected (see photographs in Appendix C). At the AC4 location, the coring machine was mounted so that the core was collected from the deteriorated portion of the vertical wall. The concrete cores obtained from the five additional locations were all reported at greater than 3,000 psi corrected compressive strength.

3.2 Chemical Testing Results

Standard Analytical Testing

The analytical results of the concrete chip samples submitted to TestAmerica for analysis of total constituents are summarized in Table 3. With the exception of sporadic detections of acetone (four detections), 2-butanone (MEK [one detection]), dimethyl phthalate (one detection), isophorone (three detections), 4-4- DDE (one detection), and dicamba (one detection), consistently detected analytical constituents were inorganics. All detections of acetone were associated with detections in laboratory blanks. With the exception of one detection of isophorone, the remainder of the organic detections were at low, estimated concentrations. Additionally, none of the detections were at concentrations greater than the NJDEP Residential Direct Contact Soil Remediation Standards (RDCSRSs).

Inorganic constituents detected in all four samples submitted for chemical analyses included aluminum, arsenic, barium, beryllium, cadmium, calcium, chromium, cobalt, copper, iron, lead, magnesium, manganese, mercury, molybdenum, nickel, potassium, sodium, vanadium, and zinc. None of the detected inorganics were at concentrations greater than the NJDEP RDCSRSs.

One analyte that requires consideration is benzidine. Benzidine was reported as not detected at limits of detection ranging from 3.9 milligrams per kilogram (mg/kg) to 4.3 mg/kg. However, the NJDEP RDCSRS for benzidine is 0.7 mg/kg, which is less than the limit of detection for benzidine. However, TestAmerica stated that each sample was analyzed to achieve the lowest possible reporting limit within the constraints of the method, and that a reporting limit of 0.7 mg/kg for benzidine is a difficult reporting limit to meet.

EPH was detected in each of the four samples submitted for chemical analysis at a concentration greater than the limit of detection, but below the NJDEP RDCSRS.

Toxicity Characteristic Leaching Procedure Testing

The analytical results of the concrete chip samples submitted for analysis of Toxicity Characteristic Leaching Procedure (TCLP) constituents are summarized in Table 4. With the exception of 2,4,5-Trichlorophenol, which was detected in two samples at estimated concentrations ranging from 0.0062 milligrams per liter

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AMO Environmental Decisions

(mg/l) to 0.0077 mg/l, the only analytes detected were inorganics. Barium was detected in three samples at estimated concentrations ranging from 0.11 mg/l to 0.56 mg/l, cadmium was detected in one sample at an estimated concentrations of 0.0021 mg/l, chromium was detected in one sample at an estimated concentration of 0.019 mg/l, and selenium was detected in two samples at estimated concentrations ranging from 0.028 mg/l to 0.04 mg/l. No analytes were detected at concentrations greater than their respective TCLP regulatory limits.

The samples did not exhibit ignitability characteristics, and detected pH concentrations ranged from 12.2 standard units (SUs) to 12.4 SUs. Since the samples were collected from cured concrete, the relatively high pH measurements are not unexpected.

Appendix D - Page 17

Trenton, New Jersey Contract No. W912BU-13-D-0007 Final Report June 2014

AMO Environmental Decisions

4.0 CONCLUSIONS

4.1 Structural Testing Conclusions

A summary of the results of the structural testing performed on the six concrete cores is provided on Table 2.

These results, along with information concerning the diameter, length, and wall thickness of the existing steam pipes planned to be left in place will need to be evaluated by a structural engineer to determine if the box culvert is sound enough to support the steam pipes at the eastern end of the Site.

4.2 Chemical Testing Conclusions

Summaries of analytical testing performed on the concrete chip samples are provided in Tables 3 and 4.

The reported concentrations did not exceed their respective NJDEP RDCSRSs or TCLP Regulatory level.

Benzidine was reported as not detected in all four samples submitted for analysis; however, TestAmerica’s limit of detection for benzidine was greater than the NJDEP RDCSRS for benzidine. As previously noted, a reporting limit of 0.7 mg/kg, which is the NJDEP RDCSRS for benzidine, is a difficult reporting limit to meet.

Appendix D - Page 18

Trenton, New Jersey Contract No. W912BU-13-D-0007 Final Report June 2014

AMO Environmental Decisions

5.0 REFERENCES

USACE, February 2001. Requirements for the Preparation of Sampling and Analysis Plans, EM 200-1-3.

Appendix D - Page 19

TABLES

Appendix D - Page 20

Table 1

Summary of Sample Locations and Distances from Broad Street End of Culvert Assunpink Creek Broad Street Culvert

Trenton, New Jersey

Test Location

ID

Distance From Broad Street End of Culvert in Feet

AC 1 335

AC 2 285

AC 3 180

AC 4 100

AC 5 145

AC 6 80

Notes:

1. Distances measured by AMO during sampling activities.

Page 1 of 1 AMO Environmental Decisions

Appendix D - Page 21

T ab le

Su m m ar y of

C on cr et e C or e

St re ng th

T es tin g

R es ul ts

A ss un pi nk C re ek

B ro ad S tr ee t C ul ve rt

T re nt on

, N ew

J er se y

Sa m pl e

ID

Sa m pl e D ia m et er

(in ch es

Sa m pl e W ei gh t (g ra m

s) Sa m pl e Le ng th

(in ch es

M ax im um L oa d

(p ou nd s)

C or re ct ed C om pr es si ve S tre ng th

(p ou nd s p er sq ua re in ch

A

C

3.

2, 7.

6.

,9

3, A C

3.

3, 9.

7.

,1

3, A

C

3.

2, 4.

6.

,6

3, A C

3.

2, 0.

7.

,5

1, A

C

3.

2, 1.

6.

,9

3, A C

3.

2, 9.

5.

,1

4, N ot es

1.

C on cr et e co re s w er e ob ta in ed b y Le w is

E nv iro nm en ta l o n

M ar ch an d

, 2 un de r c on tra ct to

A M

O

2.

C on cr et e st re ng th te st in g w as p er fo rm ed b y G eo St ru ct ur es

, I nc

. o f K in g of P ru ss ia , P en ns yl va ni a.

Pa ge o f 1 A

M O

E nv ir on m en ta l D ec is io ns

Appendix D - Page 22

Table 3

Summary of Concrete Chip Analytical Results Assunpink Creek Broad Street Culvert Concrete Samples

Trenton, New Jersey

Sample ID Sample Collection Date

Analyte Result Qualifier Limit of Detection

Units NJDEP Residential Direct Contact Soil Remediation Standard

AC1 CONCRETE 3/13/2014 Sulfide 9 5.1 U H 5.1 mg/Kg NS AC1 CONCRETE 3/13/2014 Aluminum 10,000 3.1 mg/Kg 78,000 AC1 CONCRETE 3/13/2014 Antimony 0.63 U 0.63 mg/Kg 31 AC1 CONCRETE 3/13/2014 Arsenic 3.7 1 mg/Kg 19 AC1 CONCRETE 3/13/2014 Barium 60 0.19 mg/Kg 16,000 AC1 CONCRETE 3/13/2014 Beryllium 0.42 J 0.073 mg/Kg 16 AC1 CONCRETE 3/13/2014 Cadmium 0.21 J Q 0.1 mg/Kg 78 AC1 CONCRETE 3/13/2014 Calcium 80,000 21 mg/Kg NS AC1 CONCRETE 3/13/2014 Chromium 19 Q 0.16 mg/Kg 240 AC1 CONCRETE 3/13/2014 Cobalt 8.1 0.21 mg/Kg 1,600 AC1 CONCRETE 3/13/2014 Copper 12 0.52 mg/Kg 3,100 AC1 CONCRETE 3/13/2014 Iron 13,000 5.20 mg/Kg NS AC1 CONCRETE 3/13/2014 Lead 23 0.84 mg/Kg 400 AC1 CONCRETE 3/13/2014 Magnesium 5,000 5.2 mg/Kg NS AC1 CONCRETE 3/13/2014 Manganese 310 0.16 mg/Kg 11,000 AC1 CONCRETE 3/13/2014 Molybdenum 0.74 J 0.52 mg/Kg NS AC1 CONCRETE 3/13/2014 Nickel 10 0.21 mg/Kg 1,600 AC1 CONCRETE 3/13/2014 Phosphorus 450 3.1 mg/Kg NS AC1 CONCRETE 3/13/2014 Potassium 880 52 mg/Kg NS AC1 CONCRETE 3/13/2014 Selenium 1.3 U 1.3 mg/Kg 390 AC1 CONCRETE 3/13/2014 Silver 0.21 U 0.21 mg/Kg 390 AC1 CONCRETE 3/13/2014 Sodium 150 J 100 mg/Kg NS AC1 CONCRETE 3/13/2014 Thallium 1.3 U 1.3 mg/Kg 5 AC1 CONCRETE 3/13/2014 Vanadium 17 0.21 mg/Kg 78 AC1 CONCRETE 3/13/2014 Zinc 44 0.84 mg/Kg 23,000 AC1 CONCRETE 3/13/2014 Mercury 0.027 0.017 mg/Kg 23 AC1 CONCRETE 3/13/2014 4,4'-DDD 0.00073 U 0.00073 mg/Kg 3 AC1 CONCRETE 3/13/2014 4,4'-DDE 0.00097 J 0.00049 mg/Kg 2 AC1 CONCRETE 3/13/2014 4,4'-DDT 0.00073 U 0.00073 mg/Kg 2 AC1 CONCRETE 3/13/2014 Aldrin 0.00049 U 0.00049 mg/Kg 0.04 AC1 CONCRETE 3/13/2014 alpha-BHC 0.00049 U 0.00049 mg/Kg 0.1 AC1 CONCRETE 3/13/2014 alpha-Chlordane 0.00049 U 0.00049 mg/Kg 0.2 AC1 CONCRETE 3/13/2014 beta-BHC 0.00073 U 0.00073 mg/Kg 0.4 AC1 CONCRETE 3/13/2014 delta-BHC 0.00073 U 0.00073 mg/Kg NS AC1 CONCRETE 3/13/2014 Dieldrin 0.00049 U 0.00049 mg/Kg 0.04 AC1 CONCRETE 3/13/2014 Endosulfan I 0.00049 U 0.00049 mg/Kg 470 AC1 CONCRETE 3/13/2014 Endosulfan II 0.00049 U 0.00049 mg/Kg 470 AC1 CONCRETE 3/13/2014 Endosulfan sulfate 0.00049 U 0.00049 mg/Kg 470 AC1 CONCRETE 3/13/2014 Endrin 0.00049 U 0.00049 mg/Kg 23 AC1 CONCRETE 3/13/2014 Endrin aldehyde 0.00049 U 0.00049 mg/Kg NS AC1 CONCRETE 3/13/2014 Endrin ketone 0.00073 U 0.00073 mg/Kg NS AC1 CONCRETE 3/13/2014 gamma-BHC (Lindane) 0.00073 U 0.00073 mg/Kg 0.4 AC1 CONCRETE 3/13/2014 gamma-Chlordane 0.00073 U 0.00073 mg/Kg 0.2 AC1 CONCRETE 3/13/2014 Heptachlor 0.00049 U 0.00049 mg/Kg 0.1 AC1 CONCRETE 3/13/2014 Heptachlor epoxide 0.00073 U 0.00073 mg/Kg 0.07 AC1 CONCRETE 3/13/2014 Methoxychlor 0.00073 U 0.00073 mg/Kg 390 AC1 CONCRETE 3/13/2014 Toxaphene 0.029 U 0.029 mg/Kg 0.6 AC1 CONCRETE 3/13/2014 PCB-1016 0.011 U 0.011 mg/Kg NS AC1 CONCRETE 3/13/2014 PCB-1221 0.021 U 0.021 mg/Kg NS AC1 CONCRETE 3/13/2014 PCB-1232 0.016 U 0.016 mg/Kg NS AC1 CONCRETE 3/13/2014 PCB-1242 0.011 U 0.011 mg/Kg NS AC1 CONCRETE 3/13/2014 PCB-1248 0.011 U 0.011 mg/Kg NS AC1 CONCRETE 3/13/2014 PCB-1254 0.011 U 0.011 mg/Kg NS AC1 CONCRETE 3/13/2014 PCB-1260 0.011 U 0.011 mg/Kg NS AC1 CONCRETE 3/13/2014 2,4,5-T 0.0059 U 0.0059 mg/Kg NS AC1 CONCRETE 3/13/2014 2,4-D 0.02 U 0.02 mg/Kg NS AC1 CONCRETE 3/13/2014 2,4-DB 0.033 J 0.021 mg/Kg NS AC1 CONCRETE 3/13/2014 Dalapon 0.0059 U 0.0059 mg/Kg NS AC1 CONCRETE 3/13/2014 Dicamba 0.021 J 0.0059 mg/Kg NS AC1 CONCRETE 3/13/2014 Dichlorprop 0.0059 U 0.0059 mg/Kg NS AC1 CONCRETE 3/13/2014 MCPA 5 U 5 mg/Kg NS AC1 CONCRETE 3/13/2014 MCPP 5 U 5 mg/Kg NS AC1 CONCRETE 3/13/2014 Silvex (2,4,5-TP) 0.0059 U 0.0059 mg/Kg NS AC1 CONCRETE 3/13/2014 1,1,1,2-Tetrachloroethane 0.0011 U Q 0.0011 mg/Kg NS

Page 1 of 13 AMO Environmental Decisions

Appendix D - Page 23

Assunpink Creek Broad Street Culvert Concrete Samples

Trenton, New Jersey

Sample ID Sample Collection Date

Analyte Result Qualifier Limit of Detection

Units NJDEP Residential Direct Contact Soil Remediation Standard

AC1 CONCRETE 3/13/2014 1,1,1-Trichloroethane 0.0011 U Q 0.0011 mg/Kg 290 AC1 CONCRETE 3/13/2014 1,1,2,2-Tetrachloroethane 0.0011 U Q 0.0011 mg/Kg 1 AC1 CONCRETE 3/13/2014 1,1,2-Trichloroethane 0.0011 U 0.0011 mg/Kg 2 AC1 CONCRETE 3/13/2014 1,1-Dichloroethane 0.00086 U 0.00086 mg/Kg 8 AC1 CONCRETE 3/13/2014 1,1-Dichloroethene 0.0011 U Q 0.0011 mg/Kg 11 AC1 CONCRETE 3/13/2014 1,1-Dichloropropene 0.0011 U 0.0011 mg/Kg NS AC1 CONCRETE 3/13/2014 1,2,3-Trichlorobenzene 0.0011 U Q 0.0011 mg/Kg NS AC1 CONCRETE 3/13/2014 1,2,3-Trichloropropane 0.0011 U Q 0.0011 mg/Kg NS AC1 CONCRETE 3/13/2014 1,2,4-Trichlorobenzene 0.0011 U Q 0.0011 mg/Kg 73 AC1 CONCRETE 3/13/2014 1,2,4-Trimethylbenzene 0.0011 U Q 0.0011 mg/Kg NS AC1 CONCRETE 3/13/2014 1,2-Dibromo-3-Chloropropane 0.0011 U Q 0.0011 mg/Kg 0.1 AC1 CONCRETE 3/13/2014 1,2-Dichlorobenzene 0.0011 U Q 0.0011 mg/Kg 5,300 AC1 CONCRETE 3/13/2014 1,2-Dichloroethane 0.0011 U 0.0011 mg/Kg 0.9 AC1 CONCRETE 3/13/2014 1,2-Dichloroethene, Total 0.0011 U 0.0011 mg/Kg 230 AC1 CONCRETE 3/13/2014 1,2-Dichloropropane 0.0011 U 0.0011 mg/Kg 2 AC1 CONCRETE 3/13/2014 1,3,5-Trimethylbenzene 0.0011 U Q 0.0011 mg/Kg NS AC1 CONCRETE 3/13/2014 1,3-Dichlorobenzene 0.0011 U Q 0.0011 mg/Kg 5,300 AC1 CONCRETE 3/13/2014 1,3-Dichloropropane 0.0011 U Q 0.0011 mg/Kg NS AC1 CONCRETE 3/13/2014 1,4-Dichlorobenzene 0.0011 U Q 0.0011 mg/Kg 5 AC1 CONCRETE 3/13/2014 2,2-Dichloropropane 0.0011 U Q 0.0011 mg/Kg NS AC1 CONCRETE 3/13/2014 2-Butanone (MEK) 0.0069 U 0.0069 mg/Kg 3,100 AC1 CONCRETE 3/13/2014 2-Chlorotoluene 0.0011 U Q 0.0011 mg/Kg NS AC1 CONCRETE 3/13/2014 2-Hexanone 0.011 U 0.011 mg/Kg NS AC1 CONCRETE 3/13/2014 4-Chlorotoluene 0.0011 U Q 0.0011 mg/Kg NS AC1 CONCRETE 3/13/2014 4-Isopropyltoluene 0.0011 U Q 0.0011 mg/Kg NS AC1 CONCRETE 3/13/2014 4-Methyl-2-pentanone (MIBK) 0.011 U 0.011 mg/Kg NS AC1 CONCRETE 3/13/2014 Acetone 0.016 J Q B 0.011 mg/Kg 70,000 AC1 CONCRETE 3/13/2014 Benzene 0.0011 U 0.0011 mg/Kg 2 AC1 CONCRETE 3/13/2014 Bromobenzene 0.0011 U Q 0.0011 mg/Kg NS AC1 CONCRETE 3/13/2014 Bromoform 0.00086 U Q 0.00086 mg/Kg 81 AC1 CONCRETE 3/13/2014 Bromomethane 0.0011 U 0.0011 mg/Kg 25 AC1 CONCRETE 3/13/2014 Carbon disulfide 0.0011 U 0.0011 mg/Kg 7,800 AC1 CONCRETE 3/13/2014 Carbon tetrachloride 0.0011 U 0.0011 mg/Kg 0.6 AC1 CONCRETE 3/13/2014 Chlorobenzene 0.0011 U Q 0.0011 mg/Kg 510 AC1 CONCRETE 3/13/2014 Chlorobromomethane 0.0011 U Q 0.0011 mg/Kg NS AC1 CONCRETE 3/13/2014 Chlorodibromomethane 0.0011 U Q 0.0011 mg/Kg 3 AC1 CONCRETE 3/13/2014 Chloroethane 0.0011 U Q 0.0011 mg/Kg 220 AC1 CONCRETE 3/13/2014 Chloroform 0.0011 U Q 0.0011 mg/Kg 0.6 AC1 CONCRETE 3/13/2014 Chloromethane 0.0011 U Q 0.0011 mg/Kg 4 AC1 CONCRETE 3/13/2014 cis-1,2-Dichloroethene 0.0011 U Q 0.0011 mg/Kg 230 AC1 CONCRETE 3/13/2014 cis-1,3-Dichloropropene 0.0021 U 0.0021 mg/Kg 2 AC1 CONCRETE 3/13/2014 Dibromomethane 0.0011 U 0.0011 mg/Kg NS AC1 CONCRETE 3/13/2014 Dichlorobromomethane 0.00086 U 0.00086 mg/Kg 1 AC1 CONCRETE 3/13/2014 Dichlorodifluoromethane 0.0011 U Q 0.0011 mg/Kg 490 AC1 CONCRETE 3/13/2014 Ethylbenzene 0.0011 U Q 0.0011 mg/Kg 7,800 AC1 CONCRETE 3/13/2014 Ethylene Dibromide 0.0011 U Q 0.0011 mg/Kg 0.008 AC1 CONCRETE 3/13/2014 Hexachlorobutadiene 0.0011 U Q 0.0011 mg/Kg 6 AC1 CONCRETE 3/13/2014 Isopropylbenzene 0.0011 U Q 0.0011 mg/Kg NS AC1 CONCRETE 3/13/2014 Methyl tert-butyl ether 0.0011 U 0.0011 mg/Kg 110 AC1 CONCRETE 3/13/2014 Methylene Chloride 0.0034 U Q 0.0034 mg/Kg 34 AC1 CONCRETE 3/13/2014 m-Xylene & p-Xylene 0.0021 U Q 0.0021 mg/Kg NS AC1 CONCRETE 3/13/2014 Naphthalene 0.0011 U Q 0.0011 mg/Kg 6 AC1 CONCRETE 3/13/2014 n-Butylbenzene 0.0011 U Q 0.0011 mg/Kg NS AC1 CONCRETE 3/13/2014 N-Propylbenzene 0.0011 U Q 0.0011 mg/Kg NS AC1 CONCRETE 3/13/2014 o-Xylene 0.0011 U Q 0.0011 mg/Kg NS AC1 CONCRETE 3/13/2014 sec-Butylbenzene 0.0011 U Q 0.0011 mg/Kg NS AC1 CONCRETE 3/13/2014 Styrene 0.0011 U Q 0.0011 mg/Kg 90 AC1 CONCRETE 3/13/2014 tert-Butylbenzene 0.0011 U Q 0.0011 mg/Kg NS AC1 CONCRETE 3/13/2014 Tetrachloroethene 0.0011 U Q 0.0011 mg/Kg 2 AC1 CONCRETE 3/13/2014 Toluene 0.0011 U 0.0011 mg/Kg 6,300 AC1 CONCRETE 3/13/2014 trans-1,2-Dichloroethene 0.0011 U 0.0011 mg/Kg 300 AC1 CONCRETE 3/13/2014 trans-1,3-Dichloropropene 0.0011 U 0.0011 mg/Kg 2 AC1 CONCRETE 3/13/2014 Trichloroethene 0.00086 U 0.00086 mg/Kg 7 AC1 CONCRETE 3/13/2014 Trichlorofluoromethane 0.0021 U 0.0021 mg/Kg 23,000

Page 2 of 13 AMO Environmental Decisions

Appendix D - Page 24

Assunpink Creek Broad Street Culvert Concrete Samples

Trenton, New Jersey

Sample ID Sample Collection Date

Analyte Result Qualifier Limit of Detection

Units NJDEP Residential Direct Contact Soil Remediation Standard

AC1 CONCRETE 3/13/2014 Vinyl chloride 0.0021 U Q 0.0021 mg/Kg 0.7 AC1 CONCRETE 3/13/2014 1,2,4,5-Tetrachlorobenzene 0.070 U 0.07 mg/Kg NS AC1 CONCRETE 3/13/2014 1,2,4-Trichlorobenzene 0.035 U 0.035 mg/Kg 73 AC1 CONCRETE 3/13/2014 1,2-Dichlorobenzene 0.035 U 0.035 mg/Kg 5,300 AC1 CONCRETE 3/13/2014 1,2-Diphenylhydrazine 0.035 U Q 0.035 mg/Kg 0.7 AC1 CONCRETE 3/13/2014 1,3-Dichlorobenzene 0.035 U 0.035 mg/Kg 5,300 AC1 CONCRETE 3/13/2014 1,4-Dichlorobenzene 0.035 U 0.035 mg/Kg 5 AC1 CONCRETE 3/13/2014 2,2'-oxybis[1-chloropropane] 0.035 U 0.035 mg/Kg 23 AC1 CONCRETE 3/13/2014 2,4,5-Trichlorophenol 0.14 U Q 0.14 mg/Kg 6,100 AC1 CONCRETE 3/13/2014 2,4,6-Trichlorophenol 0.069 U Q 0.069 mg/Kg 19 AC1 CONCRETE 3/13/2014 2,4-Dichlorophenol 0.069 U Q 0.069 mg/Kg 180 AC1 CONCRETE 3/13/2014 2,4-Dimethylphenol 0.14 U Q 0.14 mg/Kg 1,200 AC1 CONCRETE 3/13/2014 2,4-Dinitrophenol 0.7 U Q 0.70 mg/Kg 120 AC1 CONCRETE 3/13/2014 2,4-Dinitrotoluene 0.14 U 0.14 mg/Kg 0.7 AC1 CONCRETE 3/13/2014 2,6-Dichlorophenol 0.14 U 0.14 mg/Kg NS AC1 CONCRETE 3/13/2014 2,6-Dinitrotoluene 0.069 U 0.069 mg/Kg 0.7 AC1 CONCRETE 3/13/2014 2-Chloronaphthalene 0.035 U 0.035 mg/Kg NS AC1 CONCRETE 3/13/2014 2-Chlorophenol 0.035 U Q 0.035 mg/Kg 310 AC1 CONCRETE 3/13/2014 2-Methylnaphthalene 0.035 U 0.035 mg/Kg 230 AC1 CONCRETE 3/13/2014 2-Methylphenol 0.035 U Q 0.035 mg/Kg 310 AC1 CONCRETE 3/13/2014 2-Nitroaniline 0.069 U 0.069 mg/Kg 39 AC1 CONCRETE 3/13/2014 2-Nitrophenol 0.069 U Q 0.069 mg/Kg NS AC1 CONCRETE 3/13/2014 3 & 4 Methylphenol 0.069 U Q 0.069 mg/Kg 31 AC1 CONCRETE 3/13/2014 3,3'-Dichlorobenzidine 0.35 U 0.35 mg/Kg 1 AC1 CONCRETE 3/13/2014 3-Nitroaniline 0.14 U 0.14 mg/Kg NS AC1 CONCRETE 3/13/2014 4,6-Dinitro-2-methylphenol 0.69 U Q 0.69 mg/Kg 6 AC1 CONCRETE 3/13/2014 4-Bromophenyl phenyl ether 0.04 U 0.035 mg/Kg NS AC1 CONCRETE 3/13/2014 4-Chloro-3-methylphenol 0.14 U Q 0.14 mg/Kg NS AC1 CONCRETE 3/13/2014 4-Chloroaniline 0.14 U 0.14 mg/Kg NS AC1 CONCRETE 3/13/2014 4-Chlorophenyl phenyl ether 0.069 U 0.069 mg/Kg NS AC1 CONCRETE 3/13/2014 4-Nitroaniline 0.14 U 0.14 mg/Kg NS AC1 CONCRETE 3/13/2014 4-Nitrophenol 0.35 U Q 0.35 mg/Kg NS AC1 CONCRETE 3/13/2014…