December 2009 Draft Onondaga Lake Capping and Dredge … · SECTON 6 IN-LAKE DEBRIS AND UTILITY...

PARSONS

DRAFT ONONDAGA LAKE CAPPING AND DREDGE AREA AND DEPTH

INITIAL DESIGN SUBMITTAL

Prepared For:

5000 Brittonfield Parkway East Syracuse, NY 13057

Prepared By:

Parsons

301 Plainfield Road, Suite 350 Syracuse, New York 13212

Phone: (315) 451-9560 Fax: (315) 451-9570

290 Elwood Davis Road, Suite 318

Liverpool, NY 13088 Phone: (315) 451-1905

DECEMBER 2009

DRAFT ONONDAGA LAKECAPPING AND DREDGE AREA AND DEPTH


Parsons P:\Honeywell -SYR\444576 2008 Capping\09 Reports\9.3 December 2009_Capping and Dredge Area & Depth IDS\Capping IDS.doc 12/16/2009

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TABLE OF CONTENTS Page

EXECUTIVE SUMMARY ...............................................................................................1

LIST OF ACRONYMS .................................................................................................. vii

SECTION 1 BACKGROUND AND DESIGN PROCESS OVERVIEW ................ 1-1

1.1 ONONDAGA LAKE DESCRIPTION.............................................................. 1-1

1.2 REMEDIATION OBJECTIVES AND GOALS............................................... 1-2

1.3 REMEDY OF RECORD ................................................................................... 1-3

1.4 DESIGN PROCESS OVERVIEW.................................................................... 1-4

1.5 INITIAL DESIGN SUBMITTAL ORGANIZATION...................................... 1-6

SECTION 2 COMMUNITY PARTICIPATION, COMMUNITY HEALTH AND SAFETY, AND GENERAL PROJECT REQUIREMENTS............. 2-1

2.1 COMMUNITY PARTICIPATION AND HEALTH AND SAFETY............... 2-1 2.1.1 Community Participation......................................................................... 2-1 2.1.2 Community Health and Safety ................................................................ 2-2

2.2 GENERAL PROJECT DESIGN AND PERFORMANCE CRITERIA ........... 2-3 2.2.1 Sustainability ........................................................................................... 2-3 2.2.2 Federal and State ARARs........................................................................ 2-3 2.2.3 Local Ordinances and Regulations .......................................................... 2-3 2.2.4 Health and Safety Requirements ............................................................. 2-3 2.2.5 Property and Site Access and Right-of-Way Entry................................. 2-4

SECTION 3 REMEDIATION AREAS ...................................................................... 3-1

3.1 REMEDIATION AREA DESIGN AND PERFORMANCE CRITERIA ........ 3-1

3.2 REMEDIATION AREA EVALUATION AND PRELIMINARY DESIGN... 3-1

SECTION 4 CAPPING AND HABITAT RESTORATION..................................... 4-1

4.1 CHEMICAL ISOLATION LAYER.................................................................. 4-4 4.1.1 Chemical Isolation Layer Design and Performance Criteria................... 4-4




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TABLE OF CONTENTS (CONT.) Page

4.1.2 Chemical Isolation Layer Bench-Scale Evaluations ............................... 4-5 4.1.2.1 Biological Degradation Bench Testing..................................... 4-5 4.1.2.2 Mercury Transport Bench Testing ............................................ 4-6 4.1.2.3 Gas Generation Bench Testing ................................................. 4-7 4.1.2.4 Settlement-Induced NAPL Migration Bench Testing............... 4-7 4.1.2.5 Amendment Bench Testing....................................................... 4-7 4.1.2.5.1 Isotherm Testing of Organoclay, Sand, Peat, and Activated Carbon ............................................................. 4-7 4.1.2.5.2 pH Amendment Evaluation.............................................. 4-8

4.1.3 Chemical Isolation Layer Design Evaluations ........................................ 4-9 4.1.4 Chemical Isolation Layer Conceptual Design....................................... 4-11

4.1.4.1 Chemical Isolation Layer Thickness....................................... 4-12 4.1.4.2 Amendment Design ................................................................ 4-14

4.1.5 Mixing Layer Allowance....................................................................... 4-16 4.1.6 Six to Nine Meter Thin Layer Capping................................................. 4-17

4.2 EROSION PROTECTION LAYER................................................................ 4-17 4.2.1 Erosion Protection Layer Design and Performance Criteria ................. 4-18 4.2.2 Erosion Protection Layer Design Evaluations....................................... 4-18 4.2.3 Erosion Protection Layer Initial Design ................................................ 4-19

4.3 HABITAT LAYER ......................................................................................... 4-20 4.3.1 Habitat Layer Design and Performance Criteria ................................... 4-21 4.3.2 Habitat Layer Design Evaluations......................................................... 4-21 4.3.3 Habitat Layer Preliminary Design......................................................... 4-22 4.3.4 SMU 3 and SMU 5 Habitat Enhancement ............................................ 4-24

4.4 CAP MATERIAL SOURCES, TRANSPORT AND STAGING AREAS ..... 4-26 4.4.1 Cap Material Source Design and Performance Criteria ........................ 4-26 4.4.2 Material Sources.................................................................................... 4-26 4.4.3 Material Transport ................................................................................. 4-27 4.4.4 Material Staging .................................................................................... 4-27

4.5 CAP MATERIAL PLACEMENT................................................................... 4-28 4.5.1 Cap Placement Design and Performance Criteria ................................. 4-28 4.5.2 Sand, Gravel and Stone Placement........................................................ 4-29 4.5.3 Cap Amendment Placement .................................................................. 4-29 4.5.4 Capping Production Rate....................................................................... 4-30 4.5.5 Placement Quality Control .................................................................... 4-30




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4.6 MANAGEMENT OF AMBIENT WATER QUALITY DURING CAPPING ........................................................................................................ 4-31

4.6.1 Design and Performance Criteria .......................................................... 4-31 4.6.2 Best Management Practices (BMPs) ..................................................... 4-32

4.7 CAPPING DATA GAPS................................................................................. 4-33

SECTION 5 DREDGING AREA, DEPTH, AND VOLUMES................................. 5-1

5.1 DREDGING DESIGN AND PERFORMANCE CRITERIA ........................... 5-1

5.2 DREDGING DESIGN EVALUATIONS AND PRELIMINARY DESIGN............................................................................................................. 5-2

5.2.1 Remediation Area A ................................................................................ 5-3 5.2.2 Remediation Area B ................................................................................ 5-4 5.2.3 Remediation Area C ................................................................................ 5-4 5.2.4 Remediation Area D ................................................................................ 5-5 5.2.5 Remediation Area E ................................................................................ 5-7 5.2.6 Dredging Design Summary ..................................................................... 5-7

5.3 DREDGING DATA GAPS ............................................................................... 5-8

SECTON 6 IN-LAKE DEBRIS AND UTILITY MANAGEMENT ........................ 6-1

6.1 DEBRIS ............................................................................................................. 6-1 6.1.1 Debris Design and Performance Criteria ................................................. 6-1 6.1.2 Debris Characterization in Cap Areas...................................................... 6-1 6.1.3 Debris Management in Cap Areas ........................................................... 6-2

6.2 UTILITY AND STRUCTURE MANAGEMENT............................................ 6-2 6.2.1 Utility and Structure Design and Performance Criteria .......................... 6-2 6.2.2 Utility and Structure Characterization in Cap Area ................................ 6-2 6.2.3 Utility and Structure Management in Cap Areas .................................... 6-3

SECTION 7 CONSTRUCTION SEQUENCING AND SCHEDULE ..................... 7-1

7.1 INTERFACE WITH UPLAND REMEDIATION............................................ 7-1

7.2 DREDGE SEQUENCING................................................................................. 7-3

7.3 CAP SEQUENCING......................................................................................... 7-4




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7.4 IMPLEMENTATION SCHEDULE.................................................................. 7-5

SECTION 8 POST CONSTRUCTION CAP MONITORING AND MAINTENANCE STRATEGY............................................................. 8-1

8.1 POST CONSTRUCTION CAP MONITORING PLAN................................... 8-1

8.2 POST-CONSTRUCTION CAP MAINTENANCE PLAN............................... 8-1

8.3 INSTITUTIONAL CONTROLS....................................................................... 8-2

7B7SECTION 9 SUBCONTRACTING STRATEGY ..................................................... 9-1

8BSECTION 10 DESIGN SUBMITTAL AND CONSTRUCTION SCHEDULE.... 10-1

SECTION 11 REFERENCES.................................................................................... 11-1

LIST OF TABLES

Table 1.1 Onondaga Lake Previously Submitted Design-Related Documents

Table 2.1 Regulatory Requirements

Table 3.1 Contaminants used in Mean PECQ Calculations

Table 4.1 Summary of Cap Thicknesses

Table 4.2 Summary of Wind/Wave Erosion Protection Particle Grain Size

Table 5.1 Estimated Dredge Volumes

Table 6.1 Lake Utilities Summary

Table 7.1 Estimated Cap Material Volumes




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LIST OF FIGURES

Figure 1.1 Site Location

Figure 1.2 SMU Boundaries, Vicinity Wetlands, and Wastebeds

Figure 1.3 Onondaga Lake Remedial Design Components

Figure 3.1 SMU Boundaries and Remediation Areas

Figure 3.2 Remediation Areas A&B Delineation

Figure 3.3 Remedial Areas C, D, & E Delineation

Figure 3.4 Remedial Area F Delineation

Figure 4.1 Remediation Area A Cap Areas and Thicknesses

Figure 4.2 Remediation Areas A Habitat Module Application

Figure 4.3 Remediation Area B Cap Areas and Thicknesses

Figure 4.4 Remediation Areas B Habitat Module Application

Figure 4.5 Remediation Area C Cap Areas and Thicknesses

Figure 4.6 Remediation Areas C Habitat Module Application

Figure 4.7 Remediation Area D Cap Areas and Thicknesses

Figure 4.8 Remediation Areas D Habitat Module Application

Figure 4.9 Remediation Area E Cap Areas and Thicknesses

Figure 4.10 Remediation Area E Habitat Module Application

Figure 4.11 Determination of Dredge Design Depth for Cap Areas in Habitat Modules 4A, 5A, 5B, 6A, and 6B

Figure 5.1 ILWD Removal Depths – 2 Meter Average Removal Plus Hot Spots

Figure 5.2 Example ILWD Contaminant Concentration Versus Depth Plots

Figure 6.1 Debris and Buried Utilities




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LIST OF APPENDICES

APPENDIX A REMEDIAL AREA AND DEPTH DELINEATION

APPENDIX B CAP MODELING

APPENDIX C GROUNDWATER UPWELLING EVALUATION

APPENDIX D EROSION PROTECTION LAYER EVALUATION

APPENDIX E CAP-INDUCED SETTLEMENT EVALUATION

APPENDIX F DREDGE PLANS

APPENDIX G ILWD DREDGE AREA AND DEPTH DEVELOPMENT

APPENDIX H ILWD GEOTECHNICAL STABILITY EVALUATION

APPENDIX I CAP pH AMENDMENT EVALUATION




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LIST OF ACRONYMS

AC Activated carbon

ARARs Applicable or Relevant and Appropriate Requirements

BMPs best management practices

BSQV bioaccumulation-based sediment quality value

CPP Citizen Participation Plan

CPOIs Chemical parameters of interest

CPP Onondaga Lake Citizen Participation Plan

CY cubic yards

ESD Explanation of Significant Differences

foc fraction of organic carbon

FS Feasibility Study

GPS global positioning system

Honeywell Honeywell International Inc.

IDS Initial Design Submittal

ILWD in-lake waste deposit

IRM Interim Remedial Measure

Koc organic carbon partitioning coefficient

LCP Linden Chemical and Plastics

MNR monitored natural recovery

NAPL Non-aqueous-phase liquid

NAVD North American Vertical Datum

NPL National Priorities List

NYSCC New York State Canal Corporation

NYSDEC New York State Department of Environmental Conservation

NYSDOT New York State Department of Transportation

OM&M operation, maintenance and monitoring

OU Operable Unit

PEC Probable effects concentration

PECQ PEC quotient




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LIST OF ACRONYMS (CONT.)

PRGs preliminary remedial goals

PSA Preliminary Site Assessment

RAOs remedial action objectives

RD/RA remedial design/remedial action

RDWP Remedial Design Work Plan

RI Remedial Investigation

ROD Record of Decision

SCA Sediment Consolidation Area

SECs Sediment effects concentrations

SMUs Sediment Management Units

SOW Statement of Work

SVOCs semi-volatile organic compounds

VOCs volatile organic compounds

USEPA United States Environmental Protection Agency




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EXECUTIVE SUMMARY

Honeywell continues the progress toward achieving the goals of the Record of Decision (ROD) and the community’s vision for a restored Onondaga Lake with the development of this draft Capping and Dredge Area and Depth Initial Design Submittal (IDS). The lake remediation plan, which was selected by the New York State Department of Environmental Conservation (NYSDEC) and the U.S. Environmental Protection Agency (USEPA), calls for a combination of dredging and capping – environmental cleanup standard methods that will address the contamination in lake sediments and water. This IDS presents the conceptual design relating to the delineation of remedial areas, the design of the sediment cap, and the establishment of the areas and depths of sediment to be dredged as part of the remedy.

The Honeywell design team is developing a remedial design that is effective and meets the objectives outlined in the ROD, restoring Onondaga Lake while ensuring long lasting protection of health and the environment. This design has been developed by a design team consisting of more than 100 local engineers and scientists working with nationally recognized experts from various universities, research institutions, and specialty engineering firms, and with input from community stakeholders.

Restoring diverse, functioning and sustainable habitats to the remediated areas of Onondaga Lake is one of the top priorities of this remedial program. Therefore, habitat considerations are at the forefront of the various design evaluations for the lake and have been fully integrated into this document. Habitat considerations are a major factor in developing cap thicknesses. Dredging areas and depths are also significantly influenced by habitat considerations because post-remediation water depths were developed in order to achieve specific habitat-based goals. The revised draft Remedial Design Elements for Habitat Restoration (Parsons, 2009a) presents a comprehensive framework for habitat restoration and enhancement within and adjacent to the lake for those areas impacted by remedial activities. The cap will provide long-term chemical isolation of underlying impacted sediments. It will be resistant to erosive forces such as wind/wave-generated currents, tributary and other inflows, and ice. It will also provide a suitable habitat substrate that plants, animals, and fish can use without impacting the chemical isolation layer.

Honeywell recognizes the importance of controlling upland sources of contamination to the lake system, and has made significant progress with the remediation of upland sites. Honeywell has already completed construction of the remedy at the LCP OU-1 site, a former Allied Chemical property that was one of the primary sources of mercury contamination to Onondaga Lake. Honeywell has also made significant progress with the installation of a hydraulic barrier wall and groundwater treatment plant, as part of the Willis/Semet Interim Remedial Measure (IRM) Barrier Wall, to prevent contaminated groundwater from entering the lake. Approximately 1,200 ft of an underground barrier wall (the Semet portion), constructed of interlocking steel panels, was installed along the southwest shoreline of Onondaga Lake in 2006 as part of the IRM. Additionally, Honeywell completed construction of a groundwater treatment plant in 2006 to collect, process, and treat contaminated groundwater that will accumulate behind




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the underground barrier wall. Installation of an additional 1,600 ft of nearshore underground barrier wall (the Willis portion of the IRM) was completed in 2008.

Community input remains a vital component of Honeywell’s design for the restoration of Onondaga Lake. Honeywell is committed to working with community leaders, interested stakeholders, and citizens to include input, recommendations, comments and perspectives into the design process. Community members have the opportunity to participate in the design, construction, and post-construction periods as detailed in the NYSDEC’s Citizens Participation Plan (CPP) (NYSDEC 2009). Feedback received through the community participation process has already had a considerable influence on design-level decisions in several areas of the remedial design.

Onondaga Lake Design Process

The selected remedy outlined in the ROD issued by USEPA and NYSDEC calls for the dredging and disposal of up to an estimated 2.65 million cubic yards (CY) of contaminated sediments, construction of an isolation cap over an estimated 425 acres in the shallower areas of the lake, construction of a thin-layer cap over an estimated 154 acres in the lake's deeper areas, construction and operation of a hydraulic control system along part of the shoreline, completion of a pilot study to evaluate methods to prevent formation of methyl mercury, wetland and habitat restoration, monitored natural recovery, as well as long-term maintenance and monitoring.

Detailed technical evaluations completed during the Feasibility Study (FS) demonstrated that capping in conjunction with dredging would be effective and would be the best approach to meet the remedial goals. Following completion of the FS and issuance of the ROD, extensive design-related investigation activities were initiated to supplement the data collected during the Remedial Investigation (RI) and provide the data necessary to allow design of the remedy. Design–related investigations related to cap design and determination of dredge areas and depths have included:

• bench-scale tests to evaluate cap performance and generate data pertaining to design of the chemical isolation layer;

• geophysical surveys to map the lake bottom and identify debris and in-lake utilities that will be addressed as part of the remediation;

• sediment sampling for chemical and geotechnical analyses to determine the remediation areas and dredge depth;

• in situ geotechnical testing of sediments to provide data related to design of the cap; and

• porewater sampling and analysis to generate data pertaining to design of the chemical isolation layer.

These activities to date have provided more than 800 sediment sampling locations, almost 10,000 environmental samples, and more than 200,000 chemical and geotechnical analyses to support design of the selected remedy. Honeywell presented the results of these investigations in




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data summary reports and submitted them to the NYSDEC. These reports are available in the public document repositories listed in the CPP.

Honeywell’s design team prepared this IDS in accordance with the Draft Remedial Design Work Plan for the Onondaga Lake Bottom Subsite (RDWP) (Parsons, 2009b), the ROD and associated Consent Decree Scope of Work (SOW). As detailed in the RDWP, the remedial design will include the preparation of four IDSs, each of which will be submitted separately, and will address various elements of the remedy. Separating the design into four submittals allows for a streamlined schedule associated with critical path activities (e.g., sediment consolidation area [SCA] and water treatment) to facilitate achievement of the timeline associated with initiating dredging in 2012, which is a requirement of the Consent Decree. The four design submittals include the following:

• Dredging, Sediment Management, and Water Treatment (Parsons, May 2009c);

• Sediment Consolidation Area Civil and Geotechnical IDS (Parsons, December 2009d);

• Capping and Dredge Area and Depth IDS (this report); and

• Thin-Layer Capping, Nitrate Addition/Oxygenation, and MNR IDS (scheduled for submittal 11/25/2010).

The following graphic illustrates how these four IDS documents fit in with the overall Onondaga Lake design process and highlights how citizen participation is an important component in the overall process. Several earlier supporting documents (e.g., remedial investigation/feasibility study reports etc.) provide the basis for the preparation of the four IDS documents. Combined, these four documents will provide the initial design level details for all components of the Onondaga Lake remedy. Additional design details will be provided in subsequent submittals, as shown below.




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General Schematic of Onondaga Lake Design Process

This IDS presents the design team’s process and evaluation results relating to three main technical areas: (1) delineation of remediation areas, (2) design of an effective sediment cap, and (3) establishment of the areas and depths of sediment to be dredged as part of the remedy. Each of these technical areas is discussed below. Dredging areas and depths are developed in the same document as the cap design because the dredging and capping components of the design are inter-related. For example, in many cases, the dredging areas and depths are determined based on desired post-capping water depths based on habitat considerations.

Delineation of Remediation Areas

To ensure that all of the contaminated sediments are addressed, Remediation Areas A through F have been defined for the littoral zone based on in-lake conditions determined through extensive design-related sampling investigations. These remediation area designations are a refinement to the sediment management unit (SMU) designations utilized in the FS and ROD and do not change the scope of the remedy. Remediation boundaries were conservatively developed to encompass all areas of contamination, and some clean areas beyond them as a conservative safety buffer.




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Capping and Habitat Restoration

As detailed in this IDS, detailed technical evaluations demonstrate that capping will be effective in Onondaga Lake. Capping of subaqueous contaminated sediments is an accepted and proven long-term engineering option for managing dredged materials and for in situ remediation of contaminated sediments (USEPA, 1994, 2005; NRC, 1997, 2001; Palermo, Clausner, et al., 1998; Palermo, Maynord, et al., 1998), and is a significant component of the Onondaga Lake remedy. Sediment caps are a proven technology and have been implemented at numerous sediment remediation sites, including the Fox River in Wisconsin, the St. Louis River Interlake Duluth Tar site in Minnesota, and Port Hueneme in California. Based on the cleanup objectives established for the lake, the functions for the cap include the following:

• restoration and enhancement of aquatic habitat in the lake;

• physical isolation of the contaminated sediment from the aquatic environment;

• reduction or elimination of the flux of dissolved contamination into the upper layers of the cap such that cap performance criteria are not exceeded; and

• stabilization of contaminated sediment, preventing resuspension and transport of contaminants to the profundal area and other areas of the lake.

Habitat restoration goals are established within the Habitat Plan. The capping and habitat restoration design presented in this IDS achieve the established habitat restoration goals for the lake. These habitat restoration goals are to

• maintain or improve the quality and diversity of habitat in the lake;

• discourage the establishment of invasive species; and

• promote public access and use and minimize future maintenance.

To ensure that habitat restoration, erosion protection and chemical isolation goals are met and that the cap provides long-term protection of human health and the environment, the cap will include specific layers dedicated to various purposes. These layers will include a habitat layer, an erosion protection layer, a buffer layer, and a chemical isolation layer, as well as an allowance for mixing of the bottom of the chemical isolation layer with the underlying lake sediment, as shown in the schematic below. The minimum thicknesses shown in this figure are based on minimum ROD requirements and are discussed in detail in this IDS.




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General Schematic of Sediment Cap

The design team performed detailed evaluations for each of the sediment cap layers depicted in the figure above. These evaluations included extensive laboratory bench-scale analysis, state-of-the-science numerical and computer modeling designed to conservatively predict long-term effectiveness, assessment of capping successes and lessons learned at precedent sites, evaluation of post-remediation habitat considerations, and continuous consultation with national and local experts. These analyses were performed to ensure that the design of each individual layer is sufficient to withstand the various conditions expected in the lake, and will function as necessary to ensure compliance with the remedial goals.

The depth of sediments requiring dredging in many parts of the lake is determined by the depth of water desired and the thickness of the cap. Water depths following dredging were developed in the Lake Wide Habitat Plan to achieve optimum habitat conditions. The cap thickness is a combination of the habitat layer, erosion layer, and chemical isolation layer as explained in Section 4. The dredging depths are then discussed in Section 5. For example, in areas near the mouth of Ninemile Creek, the habitat restoration goal includes development of areas where floating aquatic plants such as lilly-pads will thrive. This type of habitat is currently absent from Onondaga Lake. The required water depth for floating aquatic plants is 1 to 3 ft. Dredging to achieve a water depth of 7 ft prior to placement of a 5 ft thick cap (including a 2 ft habitat layer) would result in a post-remediation water depth of 2 ft, which is ideal for floating aquatic plants. Because dredge depth are developed based on these types of considerations in many areas, the cap and habitat restoration goals and design are developed prior to presentation of the dredging design even though dredging will be completed prior to capping as part of the construction sequence.




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Dredge Areas, Depths, and Volumes

Dredging is a major component of the remedy. Remedy effectiveness will be achieved by implementing dredging to achieve two primary goals. Elevation-based dredging will achieve specific water depths which will allow the placement of the sediment cap to result in targeted water depths, which have been selected based on habitat considerations. Dredging to a specified elevation will also be implemented in an area of the lake known as the in-lake waste deposit (ILWD) to achieve specific removal goals, followed by capping. Dredging to achieve cleanup criteria will be used in specific nearshore areas, which will remove all of the sediments in that area which exceed the specified cleanup criteria for the lake.

The overall lake remedy as specified in the ROD included dredging of as much as an estimated 2,653,000 CY of sediment based on 2004 estimates. Subsequent data collection and more detailed design evaluations from 2004 to 2009 have allowed for a more accurate estimate of the dredge volume required to meet the ROD-specified remedial goals, resulting in a design dredge volume of approximately 2,172,000 CY. A majority of the volume difference is attributed to the Explanation of Significant Differences (ESD) associated with SMU 2. Based on investigation data and a stability evaluation, there was significantly less non-aqueous phase liquid (NAPL)-impacted material beneath the lake in SMU 2 than was assumed during the FS and ROD, and removing this material could result in instability of the adjacent shoreline. Therefore, as part of the ESD, the alignment of the Willis-Semet IRM Barrier Wall (Willis portion) was moved offshore immediately beyond the farthest extent of pooled NAPLs within the lake in lieu of dredging of this material.

As part of the remedial design process, the design team will continue to work with the community to develop various performance criteria and work plans specifically designed to ensure that the health and safety of the surrounding community and environment is maintained throughout the execution of the remedy. The community health and safety plans relevant to capping activities that will be developed and presented in the Final Design will include:

• Site Security & Community Health and Safety Plan;

• Traffic Management Plan;

• Navigational Protection; and

• Noise Abatement Plan.

A Spill Contingency Plan and Volatile and Odor Emissions Monitoring and Mitigation Plan will also be prepared, as detailed in the Operations IDS.

In addition, Honeywell is committed to minimizing the carbon footprint of remedial construction activities. During the design phase, evaluations are being conducted to identify opportunities to incorporate sustainability concepts, including those presented in the Clean and Green Policy (USEPA, 2009) into all aspects of the remediation. To the extent practicable, use of renewable energy sources, utilization of locally produced/sourced materials and supplies, reduction/elimination of waste, efficient use of resources and energy, and other practices will be specified in the remedial design, and implemented during remedial construction.




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Long-Term Effectiveness and Protectiveness of the Cap

Based on sound science and detailed engineering evaluations completed by a design team consisting of numerous local and nationally recognized technical experts, the conceptual design included herein provides long term protection to human health of the surrounding community members and the public, and satisfies the requirements of the NYSDEC’s ROD, and the RDWP. The cap will provide long-term chemical isolation of underlying impacted sediments. It will be resistant to erosive forces such as wind/wave-generated currents, tributary and other inflows, and ice. It will also provide a suitable habitat substrate that plants, animals, and fish can use without impacting the chemical isolation layer. A long-term cap monitoring and maintenance plan will be developed and implemented to ensure that the cap performs as intended. Ongoing input from community groups and the integration of the habitat considerations will help ensure that the vision for the post-remediation Onondaga Lake is in line with the desires of the community, and maximizes the value of this important asset.




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SECTION 1

BACKGROUND AND DESIGN PROCESS OVERVIEW

This Onondaga Lake Capping and Dredge Area and Depth IDS Report has been prepared on behalf of Honeywell. The purpose of this IDS Report is to provide conceptual-design level evaluation of components of the Onondaga Lake remediation pertaining to the sediment cap, the definition of the areas, depths, and volumes of sediment to be dredged, and integration with habitat considerations. Restoring diverse, functioning and sustainable habitats to the remediated areas of Onondaga Lake is one of the top priorities of this remedial program. Therefore, habitat considerations are at the forefront of the various design evaluations for the lake and have been fully integrated into this document. Regulatory and community input and review will continue through the design process, and public feedback will be obtained on this design and addressed during further development and finalization of the remedial design.

The lake bottom is on the New York State Registry of Inactive Hazardous Waste Sites and is part of the Onondaga Lake National Priorities List (NPL) Site. Honeywell entered into a Consent Decree (United States District Court, Northern District of New York, 2007) (89-CV-815) with the NYSDEC to implement the selected remedy for Onondaga Lake as outlined in the ROD issued on July 1, 2005. The following documents are appended to the Consent Decree: ROD, Explanation of Significant Differences (ESD), SOW, and Environmental Easement.

This IDS was prepared in accordance with the Remedial Design Work Plan (RDWP) for the Onondaga Lake Bottom Subsite (Parsons, 2009b). This IDS is based on extensive information and data gathered during five years of design-related investigations, as well as data collected as part of the Remedial Investigation (RI) (TAMS, 2002). In addition to the thousands of samples collected and analyzed, numerous bench studies executed, and completion of many field evaluations and data collection activities, additional investigation activities are anticipated to address data gaps subsequent to the submittal of this IDS. Data gathered during these upcoming investigations will be incorporated into future design submittals.

1.1 ONONDAGA LAKE DESCRIPTION

Onondaga Lake is a 4.6 square mile (3,000 acre) lake located in Central New York State immediately northwest of the City of Syracuse (Figure 1.1). The lake is approximately 4.5 miles long and 1 mile wide, with an average water depth of 36 ft.

Ninemile Creek and Onondaga Creek are the two largest tributaries to Onondaga Lake (Figure 1.1). Other tributaries in a clockwise direction from the southeast section of the lake include Ley Creek, Harbor Brook, the East Flume, Tributary 5A, Sawmill Creek, and Bloody Brook (Figure 1.1). In addition to the tributary streams, the treated effluent from the Onondaga County Metropolitan Wastewater Treatment Plant (Metro), located between Onondaga Creek and Harbor Brook, contributes a significant portion of the water entering the lake.




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As part of the remedial alternative development and evaluation process during the FS (Parsons, 2004), the lake bottom was divided into eight sediment management units (SMUs) based on water depth, source of water entering the lake, and physical, ecological, and chemical characteristics (NYSDEC and United States Environmental Protection Agency [USEPA], 2005). SMUs 1 through 7 are located in the littoral zone (less than 30 ft) of the lake where most aquatic vegetation and aquatic life reside, while SMU 8 consists of sediment in the profundal zone (deeper than 30 ft) (Figure 1.2).

1.2 REMEDIATION OBJECTIVES AND GOALS

A key objective of all remedial activities is to ensure protection of onsite workers, the surrounding community, and the environment from potential risks associated with the completion of the remedy. The ROD also provides more specific objectives, called Remedial Action Objectives (RAOs), as listed below.

• “ROA 1: To eliminate or reduce, to the extent practicable, methylation of mercury in the hypolimnion.”

• “RAO 2: To eliminate or reduce, to the extent practicable, releases of contaminants from the in-lake waste deposit (ILWD) and other littoral areas around the lake.”

• “ROA 3: To eliminate or reduce, to the extent practicable, releases of mercury from profundal (SMU 8) sediments.”

• “RAO 4: To be protective of fish and wildlife by eliminating or reducing, to the extent practicable, existing and potential future adverse ecological effects on fish and wildlife resources, and to be protective of human health by eliminating or reducing, to the extent practicable, potential risks to humans.”

• “RAO 5: To achieve surface water quality standards, to the extent practicable, associated with chemical parameters of interest (CPOIs)”.

Of these, RAOs 2, 4, and 5 pertain to the dredging and capping activities described in this IDS.

As part of the FS process, USEPA guidance requires the establishment of preliminary remedial goals (PRGs) that can be used to select appropriate remediation technologies and to develop remedial alternatives within the FS. The PRGs represent the primary goals of the remedial efforts. To achieve the RAOs stated above, three PRGs were developed to address the three primary affected media within the lake: sediment, biological tissue, and surface water. PRGs for Onondaga Lake, as per the ROD (NYSDEC and USEPA, 2005, p. 35), are listed below.

• “PRG 1: Achieve applicable and appropriate sediment effects concentrations (SECs) for CPOIs and the bioaccumulation-based sediment quality value (BSQV) of 0.8 mg/kg for mercury, to the extent practicable, by reducing, containing, or controlling CPOIs in profundal and littoral sediments.”

• “PRG 2: Achieve CPOI concentrations in fish tissue that are protective of humans and wildlife that consume fish. This includes a mercury concentration of 0.2 mg/kg in fish




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tissue (fillets) for protection of human health based on the reasonable maximum exposure scenario and USEPA’s methylmercury National Recommended Water Quality criterion for the protection of human health for the consumption of organisms of 0.3 mg/kg in fish tissue. This also includes a mercury concentration of 0.14 mg/kg in fish (whole body) for protection of ecological receptors. These values represent the range of fish tissue PRGs.

• “PRG 3: Achieve surface water quality standards, to the extent practicable, associated with CPOIs”.

PRG 1 addresses RAOs 2 and 4. PRG 2 addresses RAO 4. PRG 3 addresses RAO 5.

1.3 REMEDY OF RECORD

The ROD for the lake bottom presents the remedy selected by NYSDEC and USEPA for addressing the RAOs and PRGs presented in Section 1.2 above. The SOW, presented as Appendix C of the Consent Decree, further describes design-related elements for the implementation of the remedy, such as the development of dredging areas and volume; isolation cap areas, models and components; approach for addressing the profundal zone (SMU 8); management of dredged sediments; water treatment system; and the design and construction schedule.

Major components of the selected remedy relevant to the dredging and capping activities in the littoral zone, which is the focus of this IDS Report, are set forth in the ROD and SOW and are summarized as follows (United States District Court, 2007 – appendices to the Consent Decree):

• “Dredging of as much as an estimated 2,653,000 CY of contaminated sediment/waste from the littoral zone in Sediment Management Units (SMUs) 1 through 7 to a depth that will prevent the loss of lake surface area, ensure cap effectiveness, remove non-aqueous-phase liquids (NAPLs), reduce contaminant mass, allow for erosion protection, and re-establish the littoral zone habitat. Most of the dredging will be performed in the ILWD (which largely exists in SMU 1) and in SMU 2.”

• “Dredging, as needed, of an additional 3.3 ft in the ILWD to remove materials within areas of hot spots (to improve cap effectiveness) and additional dredging, as needed, to ensure stability of the cap.”

• “Placement of an isolation cap over an estimated 425 acres of SMUs 1 through 7.”

• “Completion of a comprehensive lakewide habitat restoration plan.”

• “Habitat reestablishment will be performed consistent with the lakewide habitat restoration plan in areas of dredging/capping.”

• “Implementation of institutional controls including the notification of appropriate governmental agencies with authority for permitting potential future activities which could impact the implementation and effectiveness of the remedy.”

• “Implementation of a long-term operation, maintenance, and monitoring (OM&M) program to monitor and maintain the effectiveness of the remedy”.




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NYSDEC will certify that the institutional controls are in place and that Honeywell is performing remedy-related OM&M.

The NYSDEC and USEPA issued an ESD as Appendix B of the Consent Decree to specify a modification to the selected remedy documented in the ROD. Based on investigation data and a stability evaluation, there was significantly less NAPL-impacted material beneath the lake in SMU 2 than was assumed during the FS and ROD, and removing this material could result in instability of the adjacent shoreline. Therefore, the alignment of the Willis-Semet IRM Barrier Wall (Willis portion) was moved offshore immediately beyond the farthest extent of pooled NAPLs within the lake in lieu of dredging of this material. In addition, NAPL recovery wells will be installed on the landward side of the new barrier wall. Existing upland areas along WB 1-8 will be converted to new aquatic habitat to mitigate the loss of lake surface area resulting from placement of the barrier wall offshore.

1.4 DESIGN PROCESS OVERVIEW

Detailed technical evaluations completed during the FS demonstrated that capping in conjunction with dredging would be effective and would be the best approach to meet the remedial goals. Following completion of the FS and issuance of the ROD, extensive design-related investigation activities were initiated to supplement the data collected during the RI and provide the data necessary to allow design of the remedy. Design–related investigations related to cap design and determination of dredge areas and depths have included:

• bench-scale tests to evaluate cap performance and generate data pertaining to design of the chemical isolation layer;

• geophysical surveys to map the lake bottom and identify debris and in-lake utilities that will be addressed as part of the remediation;

• sediment sampling for chemical and geotechnical analyses to determine the remediation areas and dredge depth;

• in situ geotechnical testing of sediments to provide data related to design of the cap; and

• porewater sampling and analysis to generate data pertaining to design of the chemical isolation layer.

These activities to date have provided more than 800 sediment sampling locations, almost 10,000 environmental samples, and more than 200,000 chemical and geotechnical analyses to support design of the selected remedy. Honeywell presented the results of these investigations in data summary reports and submitted them to the NYSDEC. These reports are available in the public document repositories listed in the CPP.

This document focuses on the conceptual design of the sediment cap, and defining the dredge areas, depths, and volumes for the remedy. This conceptual design was developed using the design-related investigation summarized above. A schedule for subsequent design submittals pertaining to capping and dredge areas and depths is provided in Section 10. The design




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overview that follows is provided to put the capping and dredge area and depth components of the project into context with the rest of the remedy.

The primary elements of the selected remedy as documented in the ROD, and as described above, include:

• sediment removal (dredging) and transport to the sediment consolidation area (SCA);

• onsite management of dredged material at the SCA;

• sediment capping (isolation and thin-layer) including remediation area determination and definition of dredge areas, depths, and volumes;

• water treatment system;

• nitrate addition or oxygenation of the hypolimnion;

• monitored natural recovery (MNR);

• habitat restoration and enhancement;

• institutional controls; and

• long-term operation, maintenance, and monitoring.

For most of the remedial elements described above, design-related investigations, engineering assessments, and evaluation reports were completed in advance of the preparation of this IDS Report to assess specific elements of the remedy, advance design decisions, and to obtain concurrence with NYSDEC and USEPA on critical path components. A summary of the documents pertinent to this IDS Report is included as Table 1.1. All of these documents are available in the document repositories, or will be following final NYSDEC approval.

Due to interaction between the various remedial elements, and varying design schedule considerations with specific design components, it was necessary to separate the design into four distinct submittals. Separating the design into four submittals allows for accelerated design submittals for critical path activities (e.g., SCA and water treatment), helps the agency review process by staggering the submission of large documents, and facilitates the schedule for starting and completing the remedial action consistent with the Consent Decree. Future design submittals and their associated submittal schedules have been developed and presented in each of the IDS reports.

The content of the four IDS Reports is as follows:

• The Dredging, Sediment Management, and Water Treatment IDS was intended to provide conceptual design-level information pertaining to operational components of the remedy including the dredging, transportation, and dewatering of impacted lake sediments, and treatment of construction water generated during the process. This IDS was submitted to the NYSDEC in February 2009 and is available in the public repositories.




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• The SCA Civil & Geotechnical IDS includes the civil and geotechnical design elements (e.g., liner system) required for construction of the SCA. This IDS was submitted to the NYSDEC in August 2009 and is available in the public repositories.

• The Sediment Cap and Dredge Volume IDS (this report) includes the conceptual level, design detail for the sediment cap components of the remedy. This submittal also includes the integration of conceptual level design details pertaining to habitat restoration and also provides dredging volumes and removal areas and depths.

• The Thin-Layer Capping, Nitrate Addition/Oxygenation, and MNR (SMU 8) IDS focuses on the deep water areas of the lake, and will provide conceptual design-level details pertaining to thin-layer capping (including locations, extent, materials, and sequencing), nitrate addition and/or oxygenation for the purposes of inhibiting the formation of methylmercury within the lake, and the approach to MNR in specific areas of the lake.

Figure 1.3 illustrates the relationships between the various Remedial Design components for the Onondaga Lake project, and illustrates the important of citizen participation throughout the entire design process.

1.5 INITIAL DESIGN SUBMITTAL ORGANIZATION

This IDS Report is organized into eleven sections and multiple appendices. A summary of each section is provided below.

• Section 1: Site Description and Design Process Overview – Presents background information, site description, remedial goals for the site, and a summary of the Remedial Action.

• Section 2: Community Protection and General Project Requirements – Highlights Honeywell’s community participation efforts and presents general requirements applicable to many aspects of the project, including various Federal, State, and Local requirements, ordinances and regulations applicable to the design.

• Section 3: Remediation Areas – Provides an updated basis for the division of the littoral zone into distinct Remediation Areas, which include capping and/or dredging. These areas were previously summarized in the Dredging, Sediment Management, and Water Treatment IDS. The outer boundary of these remediation areas is based on the data collected during the Pre-Design Investigation.

• Section 4: Capping Design – Presents the technical evaluations and design for the sediment cap.

• Section 5: Dredging Area, Depth, and Volumes – Presents the design plans for the dredging areas, depths and volumes for each Remediation Area.

• Section 6: In-Lake Debris and Utility Management – Presents characterization of debris and utilities within cap areas and preliminary management strategies.




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• Section 7: Construction Sequencing and Schedule – Presents a preliminary analysis on the sequencing of dredging and capping operations in various Remediation Areas of the lake.

• Section 8: Post Cap Maintenance and Monitoring Strategy – Presents preliminary plans for post-construction maintenance and monitoring of the sediment cap.

• Section 9: Subcontracting Strategy – Summarizes the anticipated subcontracting strategy for the sediment cap construction.

• Section 10: Design Submittal and Construction Schedule – Presents the schedule for additional design submittals associated with the sediment cap, and presents the anticipated bidding, procurement, and construction schedule.

• Section 11: References – Lists the references used to prepare this IDS Report.




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SECTION 2

COMMUNITY PARTICIPATION, COMMUNITY HEALTH AND SAFETY, AND

GENERAL PROJECT REQUIREMENTS

The health and safety of members of the community and consideration of community input are of paramount importance in designing the lake remedy. Section 2.1 of the Dredging, Sediment Management, and Water Treatment IDS (Parsons, 2009c) and the Sediment Consolidation Area Civil and Geotechnical IDS (Parsons, 2009d) provide detailed discussions of community considerations and project requirements relevant to those aspects of the Onondaga Lake remedy. The Onondaga Lake Citizen Participation Plan (CPP) (NYSDEC, 2009) provides details regarding community involvement for the entire Onondaga Lake Bottom Subsite remedial program. Community considerations and project requirements that pertain specifically to the sediment capping aspects of the remedy are discussed in the subsections below.

2.1 COMMUNITY PARTICIPATION AND HEALTH AND SAFETY

Honeywell is continuing a Community Outreach Program designed to ensure transparency of the design process, incorporate community ideas and feedback, and to maintain awareness of remedial progress and milestones. This outreach was designed in recognition of the importance of the lake as a natural resource to the surrounding area, and the level of community interest in the progress of the Onondaga Lake remediation. This section discusses the importance of community feedback and some of the design aspects that have been modified based on feedback received to date, and outlines future plans and design components which will help ensure the health and safety of the surrounding community while remedial activities are ongoing.

2.1.1 Community Participation

The NYSDEC and Honeywell are required and committed to informing and involving the public during the remedial design and construction phases of the Onondaga Lake project. Public interest in the cleanup and restoration remains high. The CPP provides a formal, yet flexible plan for communication with the public during the remediation of the Onondaga Lake bottom.

Feedback received through the community participation process has already had a considerable influence on design-level decisions in several areas of the remedial design. Pertaining to the activities described in this IDS Report, community interest and feedback have primarily focused on the restoration and end-use components of the remedial design. Significant effort has been spent to develop a lakewide plan for the incorporation of habitat restoration. These plans are presented in the Onondaga Lake Remedial Design Elements for Habitat Restoration (Parsons, 2009a). Community members and interest groups such as the Audubon Society, Ducks Unlimited, Citizens Campaign for the Environment, Salt City Bassmasters, New York Wildfowlers, Onondaga County Federation of Sportsmen, Sierra Club, Izaak Walton League of America, and NYSDEC have provided critical input to ensure that the vision for post-




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remediation Onondaga Lake fits with the goals of the community, and that the recreational opportunities facilitated by the remedial design are aligned to maximize the benefit to the surrounding community.

Continued involvement of the community is a critical component to the successful restoration of Onondaga Lake. Opportunities for further community participation have been summarized in the CPP and are incorporated into the design process.

2.1.2 Community Health and Safety

As part of the remedial design process, the design team will continue to work with the community to develop various performance criteria and work plans specifically designed to ensure that the health and safety of the surrounding community and environment is maintained throughout the execution of the remedy. The community health and safety plans relevant to capping activities that will be developed and presented in the Final Design will include:

• Site Security & Community Health and Safety Plan – This plan will outline health and safety considerations including provisions for physical security for the site and physical security for off-site support areas to minimize risks to persons, property, and the environment. Physical security planning will include remedial activities on the lake and at the lakeshore (e.g., support facilities). A vulnerability assessment will be included to identify potential security challenges, prioritize those challenges, and describe appropriate control measures. Security measures to be implemented will be specified, and may include fences, gates, signs, remote cameras, security patrols, and lighting. Additionally, posting requirements for appropriate warning signs, barricades, and fences to protect members of the public from accidentally accessing the site will be outlined.

• Traffic Management Plan – Depending on the method of delivery and placement of the material associated with the sediment cap, traffic associated with the delivery of material, equipment, and supplies may be necessary. To ensure construction vehicles are routed to appropriate roads, a Traffic Management Plan will be created to specify traffic patterns for the construction areas utilized for material storage and/or handling.

• Navigational Protection Plan – To protect recreational boaters in Onondaga Lake from work zones, navigational hazards, and construction equipment, a Navigational Protection Plan will be created to outline communication procedures for conveying important project information pertinent to boaters, posting and delineation of sensitive/restricted project areas, and procedures associated with the siting and illumination of on-water equipment.

• Noise Abatement Plan – To ensure noise levels from remedial construction activities are controlled to the extent practicable, a Noise Abatement Plan will be established to outline equipment requirements and hours and areas of required noise reduction.

In addition, a Spill Contingency Plan and Volatile and Odor Emissions Monitoring and Mitigation Plan will be prepared, as detailed in the Operations IDS.




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2.2 GENERAL PROJECT DESIGN AND PERFORMANCE CRITERIA

General requirements applicable to the dredging and capping components of the Remedial Design are described below. Additional details on requirements pertaining to specific aspects of the remedy are provided in Sections 3 through 5.

2.2.1 Sustainability

Honeywell is committed to minimizing the carbon footprint of construction activities anticipated as part of the execution of the remedy. During the design phase, evaluations are being conducted to identify opportunities to incorporate sustainability concepts, including those presented in the Clean and Green Policy (USEPA, 2009) into all aspects of the Onondaga Lake remediation. To the extent practicable, use of renewable energy sources, utilization of locally produced/sourced materials and supplies, reduction/elimination of waste, efficient use of resources and energy, and other practices will be specified in the Remedial Design, and implemented during remedial construction. Further details pertaining to the incorporation of sustainable practices will be included in the Final Design.

2.2.2 Federal and State ARARs

Compliance with federal and state Applicable or Relevant and Appropriate Requirements (ARARs) will ensure that the existing resources are protected during operations and provide for overall protection of human health and the environment. A comprehensive list of chemical-specific, action-specific and location-specific ARARs are included in the ROD. Regulatory requirements, including ARARs, applicable to the sediment capping and other components of the remedy are summarized in Table 2.1. Compliance with federal and state ARARs frequently involve formal permit application and approval processes. Details pertaining to these processes applicable to Onondaga Lake are outlined in the Consent Decree (United States District Court, 2007).

2.2.3 Local Ordinances and Regulations

Table 2.1 also includes local ordinances and regulations. The ordinances and regulations that apply to the sediment capping activities include Town of Geddes requirements pertaining to noise, traffic, vibration, dust or odors, building permits, site development permits, and site plan approval and flood plain development permits for temporary shore support facilities, and in-lake utility work.

2.2.4 Health and Safety Requirements

The health and safety of site personnel, visitors and members of the public are considered the top priority on this project. Written safety plans will be developed for each phase of the remediation project. Project Safety Plans will be developed and updated as needed to address changing activities and site conditions. The health and safety record of all bidding contractors will be evaluated as part of the bidding process. At a minimum, selected remedial contractors will be required to prepare Project Safety Plans, which will address potential safety issues associated with the specific tasks the contractor will be performing. Specific requirements, including audit procedures, employee drug and alcohol screening programs, and near-miss reporting protocols will also be specified within the Final Design.




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2.2.5 Property and Site Access and Right-of-Way Entry

Several components of the remedy may require the use of non-Honeywell owned property. These activities could include: construction laydown and cap material storage areas, debris management, or placement processing areas. To ensure access to the properties owned/managed by these entities, access agreements and necessary permits will be obtained in advance of the execution of the remedial activities. All Remedial Contractors whose scope requires use of these properties will be required to abide by the terms and conditions of the negotiated access agreements and permits.




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SECTION 3

REMEDIATION AREAS

The littoral remediation area has been delineated based on extensive design-related investigations and covers an estimated 408 acres. Design and performance criteria pertaining to establishment of remediation areas are discussed below, followed by a discussion of the design evaluation methods and results.

3.1 REMEDIATION AREA DESIGN AND PERFORMANCE CRITERIA

To facilitate achievement of the RAOs and PRGs detailed in Section 1.2 and ensure protection of human health and the environment, numeric sediment cleanup criteria were developed in the ROD. The cleanup criteria that must be met within the littoral area are the probable effects concentration (PEC) of 2.2 mg/kg for mercury and a mean PEC quotient (PECQ) of 1 for the 23 contaminants that showed significant contributions to toxicity on a lakewide basis. These 23 contaminants and the method for calculating the Mean PECQ are provided in Table 3.1.

3.2 REMEDIATION AREA EVALUATION AND PRELIMINARY DESIGN

As discussed in Section 1.1, Onondaga Lake was divided into eight different SMUs during the FS and ROD process, based on water depth, sources of water entering the lake, and ecological and chemical risk drivers. SMUs 1 through 7 are located in the shallow (littoral) zone (less than 30 ft) of the lake where most aquatic vegetation and aquatic life reside, while SMU 8 consists of sediment in the deeper (profundal) zone (deeper than 30 ft). These SMUs were developed for remedial alternative development and evaluation purposes. Also, the ROD-specified remedy presented the required in-lake portions of the remedy on a SMU-specific basis. These SMU-specific ROD requirements will be met during remedy design. However, analysis of the data collected following the FS and ROD as part of four years of design-related investigation indicated that the SMU boundaries did not always accurately define the limits of the individual sub-areas of the lake. Therefore, the concept of Remediation Areas has been developed to facilitate the design process.

To more accurately reflect the current understanding of in-lake conditions, the littoral area remediation has been redefined into Remediation Areas A through F. Remediation Areas and their relationship to SMU boundaries are shown in Figure 3.1. A summary description of these Remediation Areas is provided below.

• Remediation Area A - Mouth of Ninemile Creek. SMU 4 was originally delineated based on the sediment impacts resulting from the discharge of Ninemile Creek. Subsequent data indicated these impacts extended into adjacent SMUs 3 and 5. Therefore, Remediation Area A includes SMU 4 and adjacent impacted areas in SMU 3 and SMU 5.




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• Remediation Area B – SMU 3 was originally delineated based on the area impacted offshore of Wastebeds 1 through 8. This is consistent with the Remediation Area B designation. However, it excludes the portions of SMU 3 that are now included in Remediation Areas A and C.

• Remediation Area C – This area is offshore of the New York State Department of Transportation (NYSDOT) Turn-around Area and the Willis/Semet IRM barrier wall, consistent with SMU 2. However, based on design-related investigation data, the area of contamination extends into adjacent SMU 3, which is included in Remediation Area C. Also, the ILWD was found to extend into SMU 2. The SMU 2 ILWD area is excluded from Remediation Area C.

• Remediation Area D – SMU 1 was originally delineated as the extent of ILWD in the littoral area. Based on design-related investigation data, the ILWD extends into SMU 2 and SMU 7. Remediation Area D includes the ILWD in SMUs 1, 2, and 7.

• Remediation Area E – This includes the southwestern end of the lake, inclusive of SMU 6 and SMU 7, except for the portion of the ILWD that extends into SMU 7. It also includes the contiguous remedial area that extends into adjacent SMU 5.

• Remediation Area F – This includes small areas of impacted sediment north of Remediation Area A and on the north-eastern shore within SMU 5.

The designation for SMU 8 has not been revised.

Remediation Area boundaries, as shown in Figures 3.2 through 3.4, were established using the extensive sediment database available from the RI and five phases of design-related investigations. The boundaries were drawn from point to point based on sampling locations where the sediment cleanup criteria (i.e., neither a mean PECQ of 1 nor a mercury concentration of 2.2 mg/kg) were not exceeded. This provides for a more conservative establishment of remediation boundaries than methods that rely on interpolation or kriging between sampling locations to estimate remediation boundaries, and ensures all sediments exceeding cleanup criteria will be addressed.

Remediation Area boundaries were drawn from point to point based on sampling locations where the sediment cleanup criteria were not exceeded at any depth from the shoreline out to a water depth of 20 ft (6 meters). This conservative approach will prevent impacted subsurface sediments underlying sediments that do not exceed criteria from potentially being exposed in the future due to natural processes such as erosion.

Remediation Area boundaries between 20 ft (6 meters) and 30 ft (9 meters) were drawn from point to point based on sampling locations where the sediment cleanup criteria were not exceeded in the top 1 ft of sediment. Due to the depth of overlying water in these areas, existing sediments are stable even under a 100-year storm event in water depths from 20 to 30 ft (6 to 9 meters) in Remediation Areas A, B, C, and F, and would be expected to see only minor disturbances in Remediation Area E, as documented in Appendix D. This demonstrates that deeper impacted sediments would not be exposed even under extreme events (e.g. 100-year storm). Therefore, determination of Remediation Area boundaries in these deep water areas is




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appropriate based on consideration of the top 1 ft of sediment. These areas are also net depositional, so the thickness of clean surface sediments in these areas will increase over time.

As shown in Figure 3.3 and detailed in Appendix A, the remedial boundary addressed in this IDS includes a small portion of SMU 8 directly adjacent to Remediation Area D. This Remediation Area D addendum cap area (approximately 5.6 acres) has elevated Mean PECQ values; therefore, a chemical isolation cap rather than a thin layer cap is appropriate for this area of SMU 8. Chemical isolation cap details are provided in Section 4.1. All other SMU 8 surface sediment mean PECQ values in the vicinity of Remediation Area D have a Mean PECQ value less than 2, and therefore, will be addressed via thin-layer capping and monitored natural recovery, consistent with other areas of SMU 8. Thin-layer capping of SMU 8 sediments will be detailed in the SMU 8 IDS.

Remediation Area C includes the localized area around sample location S48. This sample location does not exceed remediation criteria, but showed a chironomid mortality greater than 50% during the RI. The remediation boundary around sample location S48 was based on surrounding sample locations that did not exceed remediation criteria, consistent with other remedial area delineation.

Appendix A provides documentation pertaining to development of these remediation area boundaries. Discussion on boundaries associated with capping versus dredging is provided in Section 4.2. The Remediation Area boundaries as well as the boundaries for capping areas and dredging areas shown in Figures 3.1 through 3.4 may be revised based on ongoing technical evaluations and additional sediment data to be collected.




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SECTION 4

CAPPING AND HABITAT RESTORATION

Restoring diverse, functioning and sustainable habitats to the remediated areas of Onondaga Lake is one of the top priorities of this remedial program. Therefore, habitat considerations are at the forefront of the various design evaluations for the lake and have been fully integrated into this document. Habitat considerations are a major factor in developing cap thicknesses. The cap will provide long-term chemical isolation of underlying impacted sediments. It will be resistant to erosive forces such as wind/wave-generated currents, tributary and other inflows, and ice. It will also provide a suitable habitat substrate that plants, animals, and fish can use without impacting the chemical isolation layer.

The depth of sediments requiring dredging in many parts of the lake is determined by the depth of water desired and the thickness of the cap. Water depths following dredging were developed in the Lake Wide Habitat Plan to achieve optimum habitat conditions. For example, in areas near the mouth of Ninemile Creek, the habitat restoration goal includes development of areas where floating aquatic plants such as lilly-pads will thrive. This type of habitat is currently absent from Onondaga Lake. The required water depth for floating aquatic plants is 1 to 3 ft. Dredging to achieve a water depth of 7 ft prior to placement of a 5 ft thick cap (including a 2 ft. habitat layer) would result in a post-remediation water depth of 2 ft, which is ideal for floating aquatic plants. Because dredge depths are developed based on these types of considerations in many areas, the cap and habitat restoration goals and design are developed in this section prior to presentation of the dredging design in Section 5 even though dredging will be completed prior to capping as part of the construction sequence.

Detailed technical evaluations presented below demonstrate that capping will be effective in Onondaga Lake. Capping of subaqueous contaminated sediments is an accepted and proven long-term engineering option for managing dredged materials and for in situ remediation of contaminated sediments (USEPA, 1994, 2005; NRC, 1997, 2001; Palermo, Clausner, et al., 1998, Palermo, Maynord, et al., 1998), and is a significant component of the Onondaga Lake remedy. Sediment caps are a proven technology and have been implemented at numerous sediment remediation sites, including the Fox River in Wisconsin, the St. Louis River Interlake Duluth Tar site in Minnesota, and Port Hueneme in California. Based on the cleanup objectives established for the lake, the functions for the cap include:

• restoration and enhancement of aquatic habitat in the lake;

• physical isolation of the contaminated sediment from the aquatic environment;

• reduction or elimination of the flux of dissolved contamination into the upper layers of the cap such that cap performance criteria are not exceeded; and

• stabilization of contaminated sediment, preventing resuspension and transport of contaminants to the profundal area and other areas of the lake.




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To ensure that these goals are met and that the cap provides long-term protection of human health and the environment, the cap will include specific layers dedicated to various purposes. These layers will include a habitat layer, an erosion protection layer, a buffer layer and a chemical isolation layer, as well as an allowance for mixing of the bottom of the chemical isolation layer with the underlying existing lake sediment, as shown in the schematic below. Minimum thicknesses shown below are based on ROD-specified minimums.

General Schematic of Sediment Cap

A detailed discussion of each cap layer and the basis for the layer thickness and substrate type is provided in Sections 4.1 through 4.3. Based on evaluations presented in these sections, the minimum habitat layer thickness will range from 1 to 2 ft depending on the water depth. The habitat layer material will range from sand to coarse gravel, consistent with the intended habitat for specific areas of the cap. The minimum erosion protection layer will range from 0.25 to 1 ft thick for various areas of the cap. The erosion protection layer material will range from sand to coarse gravel, consistent with the erosion protection requirements for specific areas of the cap as detailed below. In areas where the habitat layer material is consistent with the erosion protection layer material requirements, the layers will be combined since a single layer can function as both in such cases.

The chemical isolation layer will consist primarily of sand. Based on detailed modeling, the chemical isolation layer will be 1 ft thick throughout the capped area. In select areas, amendments will be added to the chemical isolation layer to ensure that the 1 ft thick layer will be protective in the long term. These amendments are appropriate where high pH in underlying sediments, such as the ILWD, could impede microbial degradation within the isolation layer. Amendments will be incorporated to buffer the pH and thus promote microbial action and biological decay of key contaminants. Activated carbon will also be incorporated in select areas to improve sorption of contaminants within the isolation layer to provide an added level of protectiveness. The chemical isolation layer placement will include an allowance for mixing of the bottom of the cap with the underlying existing lake sediment.




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Details regarding how the cap design integrates with the Habitat Plan are provided in Sections 4.1 through 4.3. Capping and habitat plans for each Remediation Area are shown in Figures 4.1 through 4.10.

The actual thickness of each cap layer constructed in the field will typically exceed the minimum required design thickness based on engineering analyses due to operational considerations of how the cap materials will be placed in the lake. The contract requirements will specify that the contractor will need to place a minimum thickness for each layer. To ensure that the minimum required cap thickness is obtained, the capping construction contract will allow for over-placement beyond the minimum target cap layer thickness. This over-placement allowance addresses the tolerances contractors can achieve given the water depths, bathymetry, currents, waves, capping equipment and other factors. For each specific layer (e.g. chemical isolation, erosion protection, and habitat) the contract documents will specify the minimum thickness and the allowable amount of over-placement. The result of this approach will be that the final thickness of each layer will be more than the specified minimum thickness in each area. However, over-placement will be controlled to prevent excessive cap material placement so that target water depths can be achieved for specified habitat objectives. Section 4.3.3 discusses how cap over-placement allowances and target habitat water depths were considered in the design of the dredge depths and areas.

The over-placements assumed for the conceptual design of the cap are based on over-placements achieved on other capping sites and the practical experience of the design team in placement of various material types using conventional capping methods. Both the type of material and the required placement thicknesses were considered in developing the assumed over-placements for each cap layer shown in Table 4.1.

For finer substrate materials, such as sand and fine gravel, a 0.5 ft over-placement was assumed. Different methods of placement result in similar over-placements for the finer substrate materials. A 0.5 ft over-placement was also used for coarse gravel where the required thickness was 1.0 ft or greater. An increased over-placement of 0.75 ft was assumed for coarse gravel where the required thickness was 0.25 to 0.1 ft over-placement was assumed in the design for the cobble substrate taking into consideration the placement thickness relative to the large stone size. This material will be placed by mechanical methods due to the size of the stones.

There are several areas associated with design and construction of the cap where adaptive management concepts may be appropriate. Adaptive management refers to enhancements to project implementation based on lessons learned and from actual experience gained during the course of the project. These lessons learned can lead to revisions to the assumptions that were made during the course of the design, allowing the project construction schedule and final effectiveness to be optimized. Specific areas of the cap design and construction where adaptive management may be appropriate include over-dredge and cap material over-placement allowances, cap mixing layer thickness, water quality monitoring, debris removal, and project sequencing. Each of these areas of the cap design are discussed in detail below.




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4.1 CHEMICAL ISOLATION LAYER

The chemical isolation layer will physically and chemically isolate aquatic plants, benthic organisms, animals and humans from the underlying sediment. Chemical isolation is achieved because contaminants migrate so slowly through the chemical isolation layer that it will take hundreds or even thousands of years before they migrate through the chemical isolation layer, or because the contaminants biologically decay within the chemical isolation layer and as a result never migrate through the chemical isolation layer.

This section discusses design and performance criteria, the methods and results from bench testing, preliminary design evaluations, computer modeling, and the conceptual design for the chemical isolation layer of the caps.

4.1.1 Chemical Isolation Layer Design and Performance Criteria

Design and performance criteria for the chemical isolation layer based on ROD requirements and other project-specific considerations are listed below.

• Computer modeling will be used to determine the required thickness of the chemical isolation layer such that concentrations of contaminants, which may migrate into the habitat layer, do not exceed cap performance criteria.

• As required by the ROD, the chemical isolation layer will be a minimum of 1 ft thick, regardless of isolation layer modeling results.

• As required by the ROD, a buffer layer, or safety layer, equal to 50% of the thickness of the chemical isolation thickness will be added to the overall cap thickness. As part of the design, a decision will be made regarding what portion (if any) of the buffer layer may be considered part of the habitat restoration layer.

• The point of compliance, consistent with the ROD, is at the bottom of the habitat layer. The isolation layer will be designed to prevent unacceptable concentrations of contaminants throughout the habitat restoration layer.

• The performance criteria for the cap at the point of compliance and throughout the habitat layer will be the PEC for each of the contaminants that have been shown to exhibit acute toxicity on a lakewide basis (see Table 3.1), as well as the NYSDEC sediment screening criteria for benzene, toluene, and phenol.

• A thin layer cap in lieu of the isolation cap may be appropriate based on design evaluations in some depositional portions of the littoral zones in water depths from 20 to 30 ft (6 to 9 meters) provided it can be demonstrated that it will be effective in meeting remedial goals.

The design team undertook extensive bench-scale evaluations, initial design analyses, and analytical modeling to develop the chemical isolation layer design in accordance with these design criteria, the results of which are discussed below.




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4.1.2 Chemical Isolation Layer Bench-Scale Evaluations

Tests were conducted to simulate site-specific conditions, evaluate in situ fate and transport processes and to assess potential cap amendment performance for select areas of the lake. The design of the chemical isolation layer of the cap is supported by over four years of site-specific laboratory and bench-scale testing. Bench tests were designed and executed in consultation with and by leading researchers in the field of sediment cap design. Specifically, bench-scale experiments were conducted to evaluate:

• biological degradation rates for use in cap modeling to determine the isolation layer thickness;

• whether significant gas is generated within lake sediments, and if so, whether it could result in contaminant migration through the cap;

• whether consolidation of underlying sediments resulting from cap placement could result in NAPL migration into the cap;

• contaminant partitioning onto cap material for use in cap modeling to determine the isolation layer thickness;

• effectiveness of sorption amendments (carbon, organoclay and peat) in reducing contaminant migration through the cap; and

• effectiveness of amendments for buffering pH in order to promote biological decay of contaminants within the cap.

The following sections provide detail on each of these evaluations including a summary of the results and a discussion on their application and relevance to the initial chemical isolation layer design. Complete reports and work plans referenced below are available in the Onondaga Lake public repositories, or will be available once they receive approval by NYSDEC.

4.1.2.1 Biological Degradation Bench Testing

Biological degradation of organic contaminants within the chemical isolation layer is an important contaminant fate process considered in the design of the chemical isolation layer. Natural biological processes will degrade organic contaminants as they migrate upwards into the cap. Concentrations will be reduced across the isolation layer such that concentrations within the overlying habitat layer are below levels of concern. Several stages of bench-scale experiments were conducted to evaluate the rate of biological decay anticipated to occur within the cap for key compounds present in lake sediments and porewater.

The first stage of bench testing included batch slurry experiments as part of the Phase II PDI to qualitatively assess biological degradation (Parsons, 2006). Under these experiments, sealed vials of a mixture of lake sediment and water were sampled and analyzed over time for contaminant biological decay. The slurry experiments indicated that biological decay of those organic compounds anticipated to drive the cap design can occur naturally in most areas of the lake (Parsons, 2009e). The slurry experiments also suggested that biological decay within the cap in Remediation Area D would likely not occur at significant rates without neutralization of the pH of porewater as it passes through the cap due to the high pH of the underlying ILWD.




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Building on the results of the batch slurry experiments, column studies were executed during Phase III of the PDI (Parsons, 2007). The column studies simulated in situ cap conditions and provided a realistic representation of microbe density and contaminant fate and transport through a sand cap. A layer of Onondaga Lake sediment (approximately 6 inches thick) was placed at the bottom of each column, and layer of sand capping material was added over the top of the sediment layer. Water flow was introduced through each column and effluent water samples were collected and analyzed periodically from the top of the column above the sand cap layer.

In general, the results of the Phase III PDI column tests were similar to those observed in the batch slurry experiments. Biological decay was observed in columns collected in Remediation Area E (SMU 6 and 7), while columns collected in Remediation Area D (ILWD) showed little to no biological activity (Parsons, 2009f). In addition to identifying the presence/absence of biodegradation, these column tests also provided biological decay rate information for key contaminants. Biological decay rates are an important model input parameter for the chemical isolation layer design models discussed further in Section 4.1.3. The biological decay rates developed from the Phase III column studies are used as input to the chemical isolation model in Appendix B (Reible and Smith, 2009).

Additional column experiments are underway to supplement the results of the Phase III PDI testing. These experiments are designed to collect additional information on biological decay rates in areas not impacted by elevated pH or where pH will be neutralized as part of the capping remedy (Parsons, 2008). In addition, a second set of batch slurry experiments are underway as part of the Phase V PDI. These batch slurry experiments will support the results of Phase II, III, and IV evaluations and provide additional detail on biological degradation rates and mechanisms and geochemical processes (Parsons, 2009f). Following completion of the Phase IV and V PDI biological decay evaluations, model inputs will be re-evaluated and the chemical isolation model may be updated to reflect the results of the ongoing testing.

4.1.2.2 Mercury Transport Bench Testing

The mercury partitioning coefficient is a key input parameter to the cap model evaluation. Prior to disassembling the Remediation Area D (SMU 1) Phase III PDI biological decay columns described above, the flow rate of water was increased significantly (to generate the necessary volume for analysis) and effluent water samples were collected and analyzed for mercury. Samples were also collected along the cap profile and analyzed for mercury. These results indicated that there was no transport of mercury through the cap over the course of the experiment (Parsons, 2009f). Given the lack of mercury transport into the cap, it was not possible to determine a quantitative partitioning coefficient for mercury.

Current model inputs for mercury are based on the results of the isotherm experiments as discussed in more detail in Section 4.1.2.5.1. Additional mercury-specific column experiments are underway as part of the Phase IV PDI. These column experiments focus exclusively on mercury transport. Results from these columns will be compared to the results from the isotherm experiments and used in future chemical isolation layer modeling.




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4.1.2.3 Gas Generation Bench Testing

Bench study results, as well as the technical team’s experience at other capping sites, indicate that contaminant mobilization driven by gas generation will not occur at significant levels in Onondaga Lake. Gas generation experiments were designed during Phase II of the PDI to measure the gas generation potential of sediments underlying the cap and to assess the potential for gas to impact contaminant migration (Parsons, 2006). These experiments involved measuring gas generation and release in closed tubes filled with lake sediment. Based on the gas generation rates measured in the batch studies, potential contaminant transport was assessed through column experiments. In the gas column experiments, gas was introduced to a sediment layer at a rate consistent with the upper range of gas generation rates measured in the batch tests. Monitoring results did not detect significant contaminant migration as a result of gas generation. (Parsons, 2009e).

4.1.2.4 Settlement-Induced NAPL Migration Bench Testing

Bench test results indicate that NAPL migration will not result due to consolidation of Onondaga Lake sediments as a result of capping. Settlement-induced NAPL consolidation studies were conducted during Phase II of the PDI to assess the potential for increased mobility of NAPL in Onondaga Lake sediments due to the physical loading of a sediment cap (Parsons, 2006). These studies involved subjecting a series of sediment samples to loads equivalent to the range of potential loading anticipated from placement of a sediment cap. These studies were focused on samples from areas of known high contaminant concentration and where stained sediments potentially indicative of discontinuous “blebs” of NAPL were observed.

Neither the application of a load exceeding the maximum that would result from cap placement or the resulting consolidation of the lake sediments resulted in NAPL release in any sample. The intermittent and weathered form of NAPL observed in the sample cores was not consistent with the type of NAPL that has a high potential for migration into the cap as settlement occurs.

4.1.2.5 Amendment Bench Testing

Following the biological decay bench testing conducted during the Phase II and Phase III PDI discussed in Section 4.1.2.1, it became evident that in Remediation Area D where elevated levels of pH impact biological activity, cap amendments would likely be appropriate in order to meet the cap performance criteria specified in the ROD. Therefore, a series of bench testing was conducted to evaluate potential cap amendments. These studies focused on amendments that would increase the sorbtive capacity of the cap, as well as amendments that would neutralize the high pH within the cap resulting from elevated pH in the underlying sediment.

4.1.2.5.1 Isotherm Testing of Organoclay, Sand, Peat, and Activated Carbon

Isotherm testing was conducted during the Phase IV PDI on selected organic contaminants and mercury using representative porewater from Remediation Areas D and E (SMUs 1 and 6/7, respectively) to assess the contaminant sorbtive capacity of sand, activated carbon, organoclay and peat (Parsons, 2008). Based on the results of the isotherm experiments, subsequent modeling, and constructability considerations, activated carbon was selected as the most




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effective and appropriate cap amendment to improve contaminant sorption in areas where cap amendments will be incorporated.

Prior to full isotherm development, preliminary isotherms were conducted on four types of activated carbon to identify the best candidate to study in detail. The preliminary isotherm experiments were designed to obtain the necessary information for executing the full isotherm experiment. These experiments were also designed to identify the form of activated carbon most resistant to fouling by natural organic matter through a comparison of isotherm results in organic free water with those results obtained from SMU 1 porewater. The preliminary experiments identified Calgon Carbon Corporation Filtrasorb™ 400 (F400) 12 x 40 mesh as the optimal activated carbon to conduct full isotherm studies based on the sorption capacity measured as well as the fact that F400 carbon is a standard product subject to less variability than regenerated carbon. Regenerated carbon also performed well in the screening experiments, demonstrating effective sorption and resistance to organic fouling similar to the virgin F400 carbon (Parsons, 2009f), and may be considered for application as the design progresses.

Sorption onto sand, organophyllic organoclays PM-199 and XB-1, and peat were also evaluated. Results from the carbon isotherm studies were used in the cap modeling evaluation of Remediation Area D. Results from the sand isotherm studies for mercury are used as input to the cap modeling evaluation for all cap areas.

As part of the Phase III PDI column studies described under Section 4.1.2.1, two columns were also initiated using activated carbon. These column studies are ongoing to further demonstrate the long-term performance of activated carbon.

4.1.2.5.2 pH Amendment Evaluation

Bench test results, in conjunction with constructability considerations, were used as the basis for selecting granular siderite as the preferred pH amendment. The pH amendment testing was completed during the Phase III PDI to evaluate methods to neutralize pH within the sediment cap in order to enhance biological decay in areas where pH is elevated in underlying sediments (Parsons, 2007). The amendments tested included three forms of siderite (powder, pelletized and granular), iron sulfate, aluminum sulfate, iron phosphate, aluminum phosphate, and peat. Batch testing was used to derive information on pH neutralization rates and endpoints for different application rates of the amendments tested (Parsons, 2009f). Granular siderite successfully lowered the pH and did not drop the pH below a circumneutral pH endpoint (between 6 and 8).

Two different leaching tests were also performed on siderite to evaluate potential impacts due to trace metals and other impurities possibly present in the material. As detailed in Appendix I, results from this testing confirm that there would be no adverse environmental impacts in the lake due to placement of siderite as part of an amended cap layer.




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4.1.3 Chemical Isolation Layer Design Evaluations

Design of the chemical isolation layer was based on site-specific data, laboratory bench-scale evaluations and computer models that simulate cap processes and evaluate long-term cap performance. Two design models, developed by experts in the field of sediment cap design, were employed to evaluate: 1) steady state; and 2) transient concentrations throughout the cap profile and to calculate concentrations within the habitat layer.

The steady-state model was used to predict concentrations that would exist after contaminants have travelled upwards into the cap and an equilibrium condition becomes established between advective and diffusive transport, biodegradation, and exchange with the overlying water column. This model was used primarily to evaluate the more mobile contaminants, such as VOCs.

The transient model was used to predict time-varying concentrations within the cap system, and was used to evaluate the extent to which activated carbon retards the transport of VOCs, as well as the timeframes over which less mobile contaminants (such as mercury and semi-organic volatile compounds [SVOCs]), would migrate into the cap. The transient model is useful in these situations since steady-state conditions for these types of contaminants may not be established for thousands of years.

These models have been published and discussed in peer reviewed literature (Lampert and Reible, 2009 and Palermo, Maynord, et al., 1998) and have been tested by Parsons and independent reviewers by benchmarking against other models. Appendix B provides additional detail on the models employed, modeling strategy, modeling framework and model results. Modeling results are summarized in Section 4.1.4. Isolation layer modeling was conducted in Remediation Areas A, D, and E, which constitutes the majority of areas requiring an isolation cap. Additional data collection is required in Remediation Areas B and C in order to facilitate isolation layer modeling of these smaller areas, which will be completed as part of the intermediate design.

The following schematic indicates the general structure and processes simulated by the cap models.




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Illustration of Cap Processes Modeled and Structure of Model

As discussed in Section 4.1.2.5, biological decay bench testing conducted during the Phase II and Phase III PDI indicated that in areas where elevated levels of pH impact biological activity within the cap, cap amendments would be appropriate in order to meet the cap performance criteria specified in the ROD. These conditions are present in Remediation Areas B and D and in the northern portion of Remediation Area C. Modeling of activated carbon amendment performance was completed using the chemical isolation layer modeling described above. Details on the pH Geochemical Modeling used to evaluate pH amendment performance are provided in Appendix I.

Site-specific data were utilized in the model to maximize the accuracy and reliability of the results. An extensive site-specific database for the most important model input parameters has been developed based on the RI and five years of PDI data and laboratory studies, which includes the analytical results from over 7,000 samples. Site-specific model input parameters include:

• initial contaminant porewater concentration; • fraction of organic carbon (foc) in the isolation layer and habitat layer; • groundwater upwelling velocity, organic carbon partitioning coefficient (Koc) for the

isolation and habitat layers; and • the biological decay rate for the isolation layer.




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Site-specific data was also collected to evaluate the performance of cap amendments including activated carbon sorption parameters and pH buffering capacity and rate of neutralization.

The modeling does not consider the additional cap thickness that would physically be placed as a mixing layer or as over-placement of material that results during construction of each layer to ensure minimum required thicknesses are achieved. The modeling also does not include the ROD requirement for a buffer layer that adds an additional thickness of 50% of the chemical isolation layer thickness. This additional material will result in increased biological decay and lower concentrations throughout the habitat layer, adding conservatism into the design. Further, in general, the model input parameters were on the conservative end of the potential range of input values, thus make the model under-predict the effectiveness of the cap. Additional conservative assumptions used in the cap model are described in Appendix B.

4.1.4 Chemical Isolation Layer Conceptual Design

The chemical isolation layer will consist primarily of sand. Based on treatability testing summarized Section 4.1.2, elevated sediment pH is an indicator of where amendments to the sand consisting of activated carbon and siderite will be appropriate in order to achieve cap performance criteria. Amendments to the cap will be implemented in Remediation Areas B and D and in the northern portion of Remediation Area C in the vicinity of the SMU 2/SMU 3 boundary, where the pH is typically in the range of 10 to 11. The pH in portions of Remediation Area A and in the southern portion of Remediation Area C are elevated to a lesser degree, with some pH values in the 8 to 10 range. For the purpose of conceptual design, it is assumed that cap amendments will not be required in these areas. Results from ongoing bench-scale testing will be used to confirm this assumption.

Results from the modeling based on site-specific conditions and incorporation of conservative assumptions, as described in Section 4.1.3 and detailed in Appendix B, are summarized in the table below. Remediation areas are subdivided as appropriate into modeling areas as discussed following the summary table.




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Chemical Isolation Layer Design Summary

Remediation Cap Area

Required Thickness Based

on Modeling (feet)

Design Thickness

(feet)a Comment

A (77 acres) Less Than 0.5 1 Applies to Model Areas A1 and A2. B (16.1 acres) Not Yet Modeled* 1 Will include amendments. Assume 1 ft. for

conceptual design. C (18.9 acres) Not Yet Modeled* 1 Will include amendments in northern

portion. Assume 1 ft. for conceptual design. D (98.5 acres) Less Than 0.5 1 Will include amendments. Applies to all

modeled sub-areas. E (173.8 acres) Less Than 0.5 1 Applies to Model Areas E1 and E2.

a Consistent with the ROD, the minimum thickness of the chemical isolation layer will be 1 ft. Where cap modeling indicated less than 1 ft was necessary to achieve cap performance criteria, the design thickness was increased to 1 ft.

* Will be evaluated in future design stages.

4.1.4.1 Chemical Isolation Layer Thickness

The chemical isolation layer thickness required for each Remediation Area is discussed below. The isolation layer thicknesses required for each area are based on computer modeling for all 26 contaminants for which cap performance criteria were established. The thicknesses determined below were determined assuming amendments will be used and have been incorporated into the cap as required. Amendments to the isolation layer to be applied in select areas are discussed in Section 4.1.4.2. Chemical isolation layer thicknesses will be updated as appropriate based on additional porewater and groundwater upwelling data collected in 2009 as part of the Phase V PDI, as well as additional data resulting from ongoing bench testing and PDI for data gaps anticipated during 2010. Results of revised modeling will be incorporated into future design submittals.

Remediation Area A. As listed above and shown in Figure 4.1, Remediation Area A was segregated into Cap Model Area A1 and Cap Model Area A2. Cap Model Area A2 was delineated due to the presence of higher levels of VOCs in sediment porewater in this area compared to those in Cap Model Area A1. A chemical isolation layer thickness of less than 0.5 ft would provide chemical isolation in Cap Model Areas A1 and A2 based on modeling results, however, the actual thickness will be a minimum of 1 ft consistent with the ROD.

Remediation Area B. Remediation Area B is relatively small (4% of the total cap area), as shown in Figure 4.3. Contaminant levels and groundwater velocities are generally similar to or less than those in Remediation Area D. As discussed below, the chemical isolation layer thickness for Remediation Area D was designed to be 1 ft based on modeling, therefore a 1 ft chemical isolation layer is assumed for Remediation Area B for purposes of the conceptual design. In order for this thickness to be effective for long-term chemical isolation, amendments for pH buffering and increased sorption will be incorporated into the cap in this area, as




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discussed in Section 4.1.4.2. Modeling of this area will be completed as part of the intermediate design.

Remediation Area C. Remediation Area C is relatively small (approximately 5% of the total cap area), as shown in Figure 4.5. Contaminant levels and groundwater velocities are generally similar to or less than those in Remediation Area D. As discussed below, the chemical isolation layer thickness for Remediation Area D was designed to be 1 ft based on modeling; therefore, a 1 ft chemical isolation layer is assumed for Remediation Area C for purposes of conceptual design. In order for this thickness to be effective for long-term chemical isolation, amendments for pH buffering and increased sorption will be incorporated into the cap in this area, as discussed in Section 4.1.4.2. Modeling of this area will be completed as part of the intermediate design.

Remediation Area D. As shown in Figure 4.7, Remediation Area D is segregated into four subareas based on differing levels of contamination in the four areas. A chemical isolation layer thickness of less than 0.5 ft would be effective in each model area based on modeling results, however, the actual thickness will be a minimum of 1 ft consistent with the ROD. In order for this thickness to be effective for long-term chemical isolation, amendments for pH buffering and increased sorption will be incorporated into the cap in this area, as discussed in Section 4.1.4.2.

As shown in Figure 4.7 and discussed in Section 3, there is a relatively small area in SMU 8 adjacent to Remediation Area D where the 6-inch thin-layer cap to be implemented in areas of SMU 8 that exceed the Mean PECQ of 1 may be inappropriate due to elevated levels of contamination in this area. The appropriate design for this Remediation Area D addendum cap area will be determined as part of future design evaluations. This area may be refined in the future based on additional sediment sampling.

Remediation Area E. Similar to Remediation Area A, Remediation Area E was divided into Cap Model Area E1 and Cap Model Area E2, as shown in Figure 4.9. Cap Model Area E2 was delineated due to the presence of higher levels of VOCs in sediment porewater in this area compared to those in Cap Model Area E1. A chemical isolation layer thickness of less than 0.5 ft would be effective in Cap Model Areas E1 and E2 based on modeling results; however, the actual thickness will be a minimum of 1 ft consistent with the ROD.

Buffer Layer. As discussed above, the isolation layer thickness required to meet remediation goals in Remediation Areas A and E based on current modeling is less than 0.5 ft. Placing a 1-ft isolation layer consistent with the minimum ROD requirements in these areas, results in a safety factor greater than 100%. Therefore, the buffer layer required by the ROD as a thickness equal to 50% of the chemical isolation layer thickness will be applied to the habitat layer in Remediation Areas A and E.

The isolation layer thickness required to meet remediation goals in Remediation Area D based on current modeling is also less than 0.5 ft. However, for conceptual design purposes it is assumed that the buffer layer thickness will be applied to the pH amendment layer rather than the habitat layer in Remediation Area D, as well as in Remediation Areas B and C.




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4.1.4.2 Amendment Design

As discussed above, cap amendments will be incorporated into the design of the isolation cap in Remediation Areas B and D and the northern portion of Remediation Area C. Based on bench-scale testing summarized in Section 4.1.2, these amendments will consist of siderite to neutralize elevated pH and facilitate biological decay of key contaminants within the cap, and activated carbon to provided an extra level of protectiveness. A general schematic of an amended cap is shown below, followed by a discussion of the amendments and how they will function as part of the isolation layer. Alternative cross-sections may be evaluated as part of the intermediate design, such as mixing of bulk carbon into the chemical isolation layer in lieu of a carbon mat.

Example Schematic of an Amended Cap

The pH amendment will consist of siderite, which is a mined rock that is used primarily as an iron supplement for livestock. It consists of approximately 77% iron carbonate, 12% quartz, 10% clay, and trace amounts of pyrite by weight (specific gravity of 8.3). Prior to the application, the siderite will be crushed and screened to result in a grain size similar to sand. Based on geochemical modeling presented in Appendix I, the siderite will be mixed with sand at approximately 1.8% by weight and placed in a pH amendment layer with a minimum thickness of 0.5 ft., resulting in an application rate of 1 lb/sq ft. in order to provide long-term pH neutralization. This will constitute the base layer of the amended cap, and will include the “mixing” layer of the cap. Mixing of the siderite with the underlying sediment will not impact the siderite’s pH neutralization capacity. As porewater passes through the pH amendment layer,




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it will be neutralized to a pH of approximately 7, facilitating microbial activity and biological decay of key contaminants as they migrate through the sand layer.

With the amended pH, it is anticipated that biodegradation activity will be established in the isolation layer within a relatively short period of time (i.e., a few months) provided suitable microorganisms and growth conditions are established. Additional laboratory testing is underway to identify growth conditions that support biodegradation activity and to verify that these conditions will be present within the cap. Conditions within the pH-amended cap that will encourage the development of appropriate microbial populations to biodegrade the contaminants include: 1) a source of electron donor and carbon to promote the growth of microorganisms and the dechlorination of chlorobenzenes; 2) a sufficient concentration of the contaminants to support the growth and maintenance of biodegrading population of microorganisms; and 3) sufficient nutrients (such as nitrogen, phosphorus, trace elements).

Microbes will naturally colonize the chemical isolation layer over time. To expedite microbial recolonization, the chemical isolation layer material may need to be “seeded” with sediments from another location within the lake to provide the required baseline microbial community. Bench studies currently underway will assess the potential need for microbial seeding. Microbial seeding is a common remediation approach, particularly for remediation of contaminated soil and groundwater. If needed, the sediment used for seeding could be from an uncontaminated area of the lake, or from an area of the lake impacted by organic compounds that does not have an elevated pH. This sediment could be mixed within the chemical isolation layer material or in the lower portions of the cap material at low percentages such that contaminants within the seeding sediment would not significantly impact the chemical isolation layer. Alternatively, the seeding sediment could be placed as a separate layer underlying the chemical isolation layer. The addition of sediments exposed to contaminants may increase the likelihood of including microbial populations acclimated and capable of biodegrading the contaminants; however, even the addition of un-impacted sediments will be beneficial as it should introduce sufficient and diverse biomass to establish conditions under which biodegradation of the contaminants are known to occur. Additional laboratory testing is underway to evaluate seeding of chemical isolation layer material with impacted and non-impacted sediments from other portions of the lake.

The time to develop the required population of microorganisms within the chemical isolation layer seeded with sediments from elsewhere within the lake will be a function of the concentration of viable microorganisms provided by the initial seeding; the inherent growth rate of the microorganisms; and the degree to which environmental conditions are optimized for growth of these microorganisms. The time to achieve the appropriate level of microbial activity can be estimated if the growth rate (often expressed as doubling time or the time to double the number of microbial cells) of the biodegrading microorganisms, their initial population density and the appropriate population density are known. For example, the Dehalococcoides (Dhc) microbial culture KB-1® biodegrades chlorinated ethenes to ethene. The doubling time of Dhc under optimal laboratory conditions and at room temperature can be as fast as 0.5 days (Cupples et al., 2003). However, doubling times are typically longer under ambient lake temperatures and




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geochemical conditions. Microbial suppliers of Dhc use doubling times of 5 to 20 days for typical field applications of bioaugmentation (SiREM, Personal Communication).

Based on the rapid doubling times for microbial populations, a robust microbial population would develop in a relatively short time. For example, if 3% (by weight) native sediment is added to the chemical isolation layer material before placement, and it is conservatively assumed that only 10% of the cells in the native sediment used for seeding are successfully transferred into the chemical isolation layer, it would take just less than 9 cell doublings to achieve the same cell density in the cap as was present in the original lake sediment. If a conservative doubling time of 20 days is assumed, then it would only take about 180 days to observe the same biodegradation activity as in the original sediment. Additional laboratory testing is underway to evaluate microbial growth rates resulting from seeding of chemical isolation layer material with impacted and non-impacted sediments from other portions of the lake.

As an added level of protection beyond the siderite amendment and microbial seeding, if required, activated carbon will be placed within or at the top of the chemical isolation layer. Site-specific bench-scale testing of granular activated carbon and subsequent modeling has demonstrated that carbon will effectively adsorb dissolved organic contaminants for time scales ranging from multiple decades to centuries as described in detail in Appendix B. This will allow more than sufficient time for biological activity to reach sufficient levels such that long-term compliance with cap performance criteria will be achieved. Conceptual design level evaluations assume that the activated carbon will consist of approximately 1/8 inches of activated carbon encapsulated in a nonwoven core matrix bound between two geotextiles (i.e., activated carbon mat) to ensure uniform placement. This type of installation process has been successfully implemented at several other sediment remediation sites including the Stryker Bay site in Minnesota and the Island End River site in Massachusetts. As the design progresses, alternative carbon placement methods will also be evaluated, such as mixing of bulk carbon with sand prior to placement.

4.1.5 Mixing Layer Allowance

The chemical isolation layer placement will include an allowance for mixing of the bottom of the cap with the underlying existing lake sediment. Based on a review of mixing layer thicknesses measured at other recently completed capping sites, a mixing layer thickness of 0.25 ft (3 inches) was determined to be a conservative and appropriate estimate of constructed mixing layer depths. The sites evaluated varied with respect to cap construction, water depth, placement mechanism and substrate properties, resulting in a relatively heterogeneous cross section of site types. Overall, sediment mixing appears to be relatively minimal for all of the 17 sites which were reviewed. Of the eight sites where quantitative results were available, one reported a mixing depth of 4 inches, while the remaining seven reported a mixing depth of 2 inches or less. For those sites where mixing depths were not reported, the qualitative information indicated minimal mixing was noted or that a clear cap/sediment boundary was identified.

The 3-inch mixing allowance, combined with the range of over-placement allowance that is expected for all cap layers (estimated on the order of 0.25 to 2 ft as shown in Table 4.1),




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significantly exceeds the 0.5 ft that was assumed in the ROD to account for mixing and over-placement.

4.1.6 Six to Nine Meter Thin Layer Capping

As detailed in Section 4.1.1, a thin layer cap in lieu of the isolation cap may be appropriate based on design evaluation in some depositional portions of the littoral zones in water depths from 20 to 30 ft (6 to 9 meters) provided it can be demonstrated that it will be effective in meeting remedial goals. A thin layer cap typically refers to placement of approximately 0.5 ft of sand to reduce contaminant levels in surface sediments, and is a significant component of the SMU 8 remedy. For evaluation of thin layer capping in the 6 to 9 meter zone, a more robust thin-layer cap was developed, as detailed below.

Based on cap modeling, as summarized in Section 4.1.4.1, 0.5 ft is sufficient thickness to achieve chemical isolation throughout Remediation Areas A and E. Therefore, the cap in the 6 to 9 meter zone in these areas will consist of a 0.25 ft mixing layer, a minimum 0.5 ft chemical isolation layer, and a 1 ft minimum habitat layer, as shown in Figures 4.1 and 4.9. Cap modeling also supports application of a 0.5 ft thick chemical isolation layer in Remediation Area D. However, given the more complex amended cap design, the minimum chemical isolation layer thickness of 1 ft will be applied in the 6 to 9 meter zone of Remediation Areas B, C, and D.

4.2 EROSION PROTECTION LAYER

The erosion protection, or armor layer, will overlie and protect the chemical isolation layer from erosional processes including:

• wind-generated waves (waves resulting from winds blowing across the lake);

• ice scour (stresses induced from ice freezing to the bottom of the lake in shallow water);

• tributary flows (high flows discharging into the lake resulting from the creeks and other discharges) ;

• currents within the lake; and

• vessel-related effects including propeller wash (high velocities resulting from the propellers on recreational and commercial boats operating on the lake) and vessel-generated waves (i.e., vessel wake).

Design and performance criteria and the methods and results from preliminary design evaluations pertaining to the erosion protection layer are discussed below and further detailed in Appendix D. Based on the evaluations detailed in Appendix D, wind-generated waves present the greatest potential erosive forces and therefore dictate the erosion protection layer design. The minimum erosion protection layer will range from 0.25 to 1 ft thick for various areas of the cap. The erosion protection layer material will range from sand to coarse gravel, consistent with the erosion protection requirements for specific areas of the cap as detailed below. In areas where the habitat layer material is consistent with the erosion protection layer material requirements, the layers will be combined since a single layer can function as both in such cases.




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4.2.1 Erosion Protection Layer Design and Performance Criteria

USEPA’s Contaminated Sediment Remediation Guidance for Hazardous Waste Sites (USEPA 2005) states that:

“The design of the erosion protection features of an in situ cap (i.e., armor layers) should be based on the magnitude and probability of occurrence of relatively extreme erosive forces estimated at the capping site. Generally, in situ caps should be designed to withstand forces with a probability of 0.01 per year, for example, the 100-year storm.”

Incremental increases in erosive forces due to events with a return frequency of greater than 100 years tend to be smaller (when compared to frequencies lower than 100); hence, such effects should be localized, resulting in minor damage potential and an easier repair of any resulting disrupted areas. Thus, in accordance with USEPA guidance and precedents from similar projects, the 100-year extreme events were used in the armor layer design to ensure long-term effectiveness of the cap.

Based on ROD requirements and other project-specific considerations, design and performance criteria for the erosion protection layer are listed below:

• The erosion protection layer will be physically stable under conditions predicted to occur based on consideration of 100-year return-interval waves. The 100-year wave is the highest wave that would be expected to occur, on average, once every 100 years). The cap will also be stable from waves induced by vessel wake.

• The erosion protection layer, specifically the areas potentially impacted by influent from tributaries, will be physically stable under conditions predicted to occur during a 100-year flood flow event.

• The cap will be designed to prevent the chemical isolation layer from being disturbed by ice.

• The cap will be designed such that the chemical isolation layer will not be negatively impacted by erosive forces resulting from propeller scour.

Preliminary design analysis methods and results pertaining to development of the erosion protection layer design to meet these criteria are provided below.

4.2.2 Erosion Protection Layer Design Evaluations

The erosion protection layer is designed to provide long-term protection of the chemical isolation layer using methods developed by the USEPA and the USACE specifically for in situ caps. This includes the methods included in Armor Layer Design of Guidance for In Situ Subaqueous Capping of Contaminated Sediments (Maynord, 1998). The armor layer design presented herein involved evaluating the particle size (ranging from sand to cobbles) required to resist a range of erosive force expected on Onondaga Lake. Appendix D presents the details of the armor layer design evaluations.




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Wind measurements from 1942 to 2009 were obtained from the Hancock International Airport (formerly Syracuse Municipal Airport) and used for the wind/wave analysis. Statistical analysis was performed on the data to estimate the 100-year wave height and duration. The wind-wave analysis was used to determine the depth of the surf zone, where breaking waves result in larger required grain-sized material for erosion protection. Once the height and duration of the 100-year event was derived, the particle grain size required to withstand the erosive forces inside and outside of the surf zone was calculated.

In addition to wind-generated waves, a tributary analysis was performed to evaluate the stable particle sizes resulting from the 100-year flood flow for the armor layer of the cap. Velocity fields generated by the 100-year flows from Ninemile Creek and Onondaga Creek were modeled using a 2-dimensional hydrodynamic model. Particle sizes necessary to withstand the 100-year flood flow were computed for the 100-year flood flow from Ninemile Creek and Onondaga Creek as well as current velocities observed under typical conditions within the lake.

As a vessel or boat moves through the water, the propeller produces an underwater jet of water. This turbulent jet is known as propeller wash (or propwash). If this jet reaches the bottom, it can contribute to resuspension or movement of bottom particles. Types and operating conditions of commercial and recreational vessels that use Onondaga Lake were obtained. Representative vessels were selected for this analysis and the resulting particle size necessary to withstand potential propeller wash erosion from those vessels was calculated.

Finally, an evaluation of the ice processes and the potential for ice erosion along shoreline caps was performed. The analysis involved a field reconnaissance, reviews of published literature on ice processes, observations of water temperature and ice formation at Onondaga Lake, and evaluation of data from other lakes. This evaluation was used to develop required design considerations for protection of the cap against ice scour.

4.2.3 Erosion Protection Layer Initial Design

The erosion protection layer material will range from sand to coarse gravel, consistent with the erosion protection requirements for specific areas of the cap, as detailed in Table 4.2. Details pertaining to the grain size distribution corresponding to the grain size descriptions in the table are provided in Appendix D. As shown on Table 4.2, the minimum erosion protection layer thickness will range from 0.25 to 1 ft. for various areas of the cap. The design of the erosion protection layer is driven primarily by consideration of wind-generated waves. Analysis of vessel wake-induced waves concluded that wind-induced waves would be more of a significant potential impact to the armor layer.

The tributary analysis resulted in stable particle sizes of fine gravel for the portions of the cap near the discharge of both Ninemile Creek (Remediation Area A) and Onondaga Creek (Remediation Area E). The required particle sizes are less than or equal to the stable particles computed from the wind-wave results (see below). Ninemile Creek and Onondaga Creek are the two largest inflows to the lake. Evaluation of erosive forces from other tributaries and discharges to the lake, such as from stormwater and other outfalls, will be completed as part of future design efforts, but is not anticipated to result in significant design revisions. The assessment of typical current velocities measured in the lake (away from the influence of




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tributary flows) indicated a stable particle size of fine sand, which is less than or equal to the stable particles computed from the wind-wave results.

Based on a review of the types of vessels and operating procedures for these vessels in Onondaga Lake, there will generally be two types of vessel operations over the cap: 1) commercial and recreational vessels operating frequently in the New York State Canal Corporation (NYSCC) navigation channel to the Inner Harbor in Remediation Area E, and 2) recreational vessels operating in shallower water depths. The propeller wash analysis indicates that particle sizes in the coarse gravel range (1- to 2-inches) would be required for the armor layer in the NYSCC navigation channel. For the other areas of the cap, recreational vessels will likely operate infrequently and randomly. That is, these vessels will not start and stop or pass over the same location on a regular basis. Due to the limited area impacted by propeller wash from an individual vessel, significant movement of armor layer is not expected from propeller wash. In addition, in shallow water, a dedicated 1.5 to 2-ft thick habitat layer is planned above the armor and chemical isolation layers. Any potential disturbance to particles within a localized area is expected to "self-level" soon after disturbance due to natural hydrodynamic conditions within the lake.

Ice freezing to the bottom of the lake is expected in shallow water at the shoreline of Onondaga Lake. In such cases, it is expected that the normal thickening of ice will encounter the bed and freezing will continue. It was determined that the freezing of ice to the lake bottom is limited to water depths of less than 1.5 ft. To protect the chemical isolation layer for the cap, the armor layer and chemical isolation layer will be placed below the ice freezing depth of 1.5 ft. Using a low lake water level of 362.0 ft North American Vertical Datum (NAVD) 88, the ice freezing zone would be above 360.5 ft. The top of both the armor layer and chemical isolation layer will be placed below an elevation of 360.5 ft to protect against ice scour. Effects associated with ice, if any, are expected to be localized and restricted to the habitat layer thickness.

Although not a true erosive force, a bearing capacity evaluation demonstrating that human wading in near shore areas will not exceed the cap bearing capacity is also presented in Appendix D. Bearing capacity pertaining to structure associated with habitat restoration will be completed as part of future evaluations following further identification of potential habitat structure requirements.

4.3 HABITAT LAYER

The habitat restoration layer is a critical part of the overall habitat restoration program. It will be the upper-most layer of the cap and will provide the appropriate substrate to promote an active and diverse environment for a wide variety of species, allow for natural movement in the lake system, and exhibit micro-topography. The habitat layer thicknesses are based on an understanding of bioturbation, plant and animal biology (e.g. rooting and burrowing depth), professional experience of local and national experts, and a review of relevant scientific literature and technical guidance. Design and performance criteria and the methods and results from preliminary design evaluations pertaining to the habitat layer are discussed below and presented in more detail in Section 4 of the Habitat Plan (Parsons, 2009a).




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4.3.1 Habitat Layer Design and Performance Criteria

Based on the requirements specified in the ROD and other project-specific considerations, the design and performance criteria developed for the habitat layer are listed below:

• The specific habitat layer thickness and habitat layer substrate (i.e. grain size) will be consistent with the target habitat conditions developed as part of the Habitat Plan;

• The habitat layer thickness will be determined based on consideration of plant rooting depth and animal burrowing and nesting depth species typical of central New York as well as human use;

• The habitat layer will be a minimum of 1 ft thick in all remediation areas; and

• The habitat layer may also serve as the erosion protection layer in some areas provided the substrate requirements are consistent.

Preliminary design analysis methods and results pertaining to development of the habitat layer design are provided below.

4.3.2 Habitat Layer Design Evaluations

General habitat restoration goals are established within the Habitat Plan. The first general restoration goal is to maintain or increase diversity of habitats, communities and species in all habitats by maintaining or improving the:

• size, diversity, and function of wetlands;

• connectivity of the lake habitats with adjacent stream and upland habitats;

• function of the littoral zone;

• function of the shoreline habitat;

• access for public use; and

• conservation and/or creation of threatened and/or endangered species habitats.

The second general restoration goal is to design conditions that discourage the establishment of invasive species (e.g., avoid creating conditions conducive for invasive species) to the extent practicable.

The third general restoration goal is to develop conditions that require minimal maintenance and minimal public use restrictions. Once implemented, the habitat restoration designs are intended to provide self-sustaining, functioning habitats that require little or no maintenance over the long term. In addition, the restored areas should be open and accessible to the public to the extent practicable within the constraints of the remedy.

In order to meet the general restoration goals, the Habitat Plan describes more specific restoration objectives. To achieve the habitat-specific goals and objectives, the Habitat Plan and the cap and dredge area and depth conceptual design (this report) were developed concurrently.




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Habitat layer thickness and substrate requirements have been developed within the Habitat Plan and are summarized below.

4.3.3 Habitat Layer Preliminary Design

Based on the evaluations summarized above and detailed within the Habitat Plan, the following habitat layer thickness criteria have been developed:

• the habitat layer will be a minimum of 2 ft thick in water depths from the shoreline to a water depth of 3 ft;

• the habitat layer will be a minimum of 1.5 ft thick in water depths from 3 to 7 ft;

• the habitat layer will be a minimum of 1 ft thick in water depths from 7 to 30 ft; and

• the minimum habitat layer thickness requirements includes the erosion protection layer.

The estimated average and maximum habitat layer thicknesses are greater than the minimums specified above, as shown in Table 4.1. This is due to the over-placement of habitat material during the installation of the habitat layer in order to ensure that the minimum thickness is achieved.

These thickness requirements were developed consistent with habitat modules described in the Habitat Plan. Habitat modules are areas with specific physical characteristics suitable for various representative species of fish, birds, plants, etc. In-lake habitat modules are defined by three basic habitat parameters: water depth, substrate type, and water energy. Habitat modules within the lake and the associated substrate are summarized below. As discussed in Section 6.1, these habitat layers will also be placed in areas that are dredged to cleanup criteria even though no isolation cap is required in these areas.

HABITAT MODULE SUMMARY

Module Water Depth (ft) Substrate/Energy

1 - Deep water 20 to 30 Sand. Low to medium energy.

2A - Mid water depth 7 to 20 Sand/fine gravel. Low to medium energy.

2B - Mid water depth 7 to 20 Coarse gravel/cobble. High energy.

3A – Shallow water 2 to 7 Sand/fine gravel. Low energy.

3B – Shallow water 2 to 7 Sand/Coarse gravel. High energy.

4A - Floating aquatics wetland 1 to 3 Sand Very low energy.

5A - Non-persistent emergent wetland 0.5 to 2 Sand/fine gravel. Low energy.

5B - Shoreline shallows/limited t tl d

0.5 to 2 Sand/coarse gravel. High energy.

6A - Persistent emergent wetland 1 ft. above water to 1 ft d

Sand. Low energy.

6B - On shore to shallows/limited t tl d

1 ft. above water to 1 ft d

Coarse gravel/sand. High energy.

7A - Mudflats/unvegetated shoreline 0.7 ft. above water to 0.7 ft. deep

Fines/sand substrate or cobble/gravel. High energy or fluctuating water levels.




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The habitat layer substrate listed in Table 4.1 is consistent with the resulting post-capping habitat module requirements for each area, as detailed in the Habitat Plan. Plan views and conceptual cross-sections of the cap for various areas in each Remediation Area and the resulting habitat modules are shown on Figures 4.1 through 4.10. The dredging approach to achieve the resulting habitat modules in each area is discussed in Section 4.3.

The habitat module plans are conceptual and may be revised as additional data are gathered and as the design progresses. Due to the complexities associated with predicting the exact post-capping water depth, the designs have accounted for each consideration that may impact the water depth to ensure success. In order to achieve a minimum required thickness for a specific cap layer, some over-placement (additional thickness beyond the minimum required by the design) will likely result based on consideration of the expected construction equipment and methods. This is required in order to achieve minimum cap thickness, which is protective and discussed in more detail at the beginning of Section 4. Similarly, in areas requiring dredging prior to capping, there would be some over-dredging allowance provided for in the design in order to achieve a target minimum dredge cut that will be protective. In addition, the weight of the cap will result in some consolidation over time of the underlying sediments, provided that the weight of sediment dredged prior to capping does not exceed the weight of the cap, as detailed in Appendix E. Predicting the magnitude and time-rate of this settlement has been done using state of the art models to estimate the implications of this parameter.

Natural variability of the lake bottom and associated water depths will be present in the restored lake system. Some variance in post-construction water depth and habitat module boundaries is expected due to the variability of sediment characteristics and construction tolerances. Additional details on the placement and water depth tolerances in each area will be presented in the intermediate design. The habitat module boundaries are also likely to shift over time after cap placement due to natural processes such as wind and wave activity. This process is consistent with how natural habitat systems function and will enhance the variability of the cap surface as would be expected in a natural system.

In shallow water areas there is less tolerance for water depth variation due to the need to meet more stringent habitat-based water depth goals. In areas with a post-capping Habitat Module goal of Module 4A, 5A, 5B, 6A, or 6B (e.g. target water depths of 3 ft or less), a more rigorous dredging and capping plan has been developed to ensure post-capping water depths are within the target water depth range. The dredging and capping design and construction strategy to achieve these target water depth ranges is outlined below and shown on Figure 4.11.

1. The maximum total cap thickness was calculated as the sum of the minimum thickness for each layer plus the maximum over-placement allowance for each layer, as listed in Table 4.1.

2. The minimum post-dredging water depth (e.g. not including over-dredging allowances) was determined based on the minimum water depth for the target habitat module (e.g. 1 ft for Module 4A) plus the maximum cap thickness with all applicable over-placement allowances. The inclusion of the over-placement ensures that there will be sufficient water depth to achieve the required thickness for all layers.




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3. Following placement of all cap layers to at least the minimum required thickness, except the habitat layer, bathymetry will be measured. The thickness of the habitat layer placement will be increased if necessary in order to ensure that the final surface of the habitat layer is within the target water depth range.

Settlement of the underlying sediment due to the increased load from the cap has been conservatively assumed to be zero in these areas for purposes of developing the dredge depth requirements at this initial design stage. However, settlement calculations may be incorporated in the dredging prism in future designs. Although some settlement may occur over time, it will be less than in other capped areas because dredging of surface sediments will occur prior to cap placement. In addition to settlement in these areas, post remediation bathymetry will also likely change over time due to other natural processes, such as movement of the habitat materials locally due to wind and wave activity. This movement is expected, desired, and consistent with a natural lake system.

Habitat module-based target elevations will be met on an area-wide-average basis. Variation in water depth will occur in localized areas to support the goal of microtopography on the lake bottom, which has been identified as a beneficial habitat feature in the Habitat Plan.

The post-capping water depths shown in Figures 4.1 through 4.10 and in Appendix F are based on maximum cap thickness, , which is conservative and will allow for the water depth to be slightly deeper. The post-capping water depths also include settlement estimates (Appendix E), except for Habitat Modules 4, 5, and 6 as discussed above.

In the majority of the cap areas, particularly in deeper water (7 to 30 ft), the grain-size requirements for the erosion protection layer are consistent with the habitat layer objectives. In those areas, the habitat layer will consist of materials that meet the requirements for habitat and erosion protection, as shown in Table 4.1. In water depths less than 7 ft, which is the most biologically active area as well as the area requiring the most rigorous erosion protection, the substrate used for the habitat layer may need to be finer grained material and will be designed to meet the habitat objectives in these areas.

4.3.4 SMU 3 and SMU 5 Habitat Enhancement

The ROD identified two locations where habitat enhancement activities would be applied even though remediation activities are not required in these areas based on contaminant concentrations. The areas are along an estimated 1.5 miles (2.4 km) of SMU 3 shoreline, and over approximately 23 acres of lake bottom in SMU 5 to stabilize calcite deposits and oncolites and promote submerged aquatic plant growth. Each of these areas is discussed below. Additional detail is provided in the Habitat Plan.

SMU 3 (Shoreline Stabilization)

The shoreline stabilization in SMU 3 will be designed to reduce resuspension and turbidity along the shoreline of SMU 3. This stabilization will ultimately be integrated with the remedy for Wastebeds 1 through 8, which is still under development. Therefore, the shoreline stabilization described in this section is specific to the shallow water portion of SMU 3 up to an




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elevation of approximately 365 ft (NAVD 88), which is close to the highest high water mark for Onondaga Lake (i.e., 95% of all recorded water surface elevations are at or below 365 ft [NAVD 88]). Stabilization measures for the shoreline areas above the 365 ft (NAVD 88) elevation will be developed as part of the Wastebed 1 through 8 remedy.

The results of the wind/wave analysis completed for Onondaga Lake were used to determine the extent of the surf zone and the size of stone needed to stabilize the substrate (Appendix D). The surf zone associated with the 10-year wind/wave event was selected as the basis of design for defining the treatment area, resulting in a treatment area which extends to a water depth of approximately 2.5 ft. This results in a total treatment area of approximately 16.2 acres, as detailed in the Habitat Plan (Parsons, 2009a).

The 10-year wind/wave event was used as the basis of design for determining the stable particle size in order to balance between stability and gravel size. Based on this analysis, medium sized graded gravel will be placed within the surf zone to stabilize the substrate and reduce resuspension. This material will be placed on top of a fabric layer to prevent sinking into the Solvay waste material and will be a minimum of 0.5 ft thick in underwater portions along the entire SMU 3 shoreline to a water depth of approximately 2.5 ft. Shoreline stabilization will not be needed in areas where dredging and/or capping will be conducted.

The approach for stabilizing the calcite deposits above the waterline from 362.5-365 ft along the SMU 3/Wastebeds 1-8 shoreline will use bioengineering techniques to the greatest extent possible to minimize hardening of the shoreline and provide a transition between the Wastebeds 1 through 8 and the lake. These bioengineering techniques may include the use of a live crib wall, live fascines (woody vegetation bundles such as Salix spp.) and vegetative mattresses (brush material buried in trenches) that will be installed in a 1 ft thick layer of topsoil and gravel. The majority of bioengineering techniques incorporate larger sized stone near the toe of the slope which corresponds with the surf zone of SMU 3.

SMU 5 (Habitat Enhancement)

As described in the ROD, habitat enhancement was planned to occur over approximately 23 acres in Remediation Area F (SMU 5) to stabilize calcite deposits and oncolites and promote submerged aquatic plant growth. The approach described in the ROD was based on stabilizing the oncolitic sediments to allow plant colonization. The target of 23 acres was based on increasing the percent cover of the littoral zone to provide optimal habitat for largemouth bass.

Since that time, the area covered by plants has increased significantly, largely due to water quality improvements associated with the upgrades to the Metro facility. Therefore, the habitat enhancement activities, which were designed to increase aquatic plant cover to provide optimal habitat for the largemouth bass, may not be necessary to meet the objectives noted in the ROD. Additional detail regarding why habitat enhancement in SMU 5 may no longer be required is provided in the Habitat Plan.




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4.4 CAP MATERIAL SOURCES, TRANSPORT AND STAGING AREAS

4.4.1 Cap Material Source Design and Performance Criteria

Project requirements applicable to the specific cap materials are detailed in Sections 5.1 through 5.3. The source(s) of the material must have enough supply to provide the project with the specified material in the appropriate time frame. Material transport from the sources must be reliable, safe and have the capabilities to provide the material in sufficient quantities. In order to ensure minimal cap placement operational downtime, stockpiling a surplus of materials may be required.

As discussed in Section 2.2.2, as part of its sustainability program, Honeywell is committed to minimizing the carbon footprint of construction activities anticipated as part of the execution of the remedy. To the extent practicable, use of renewable energy sources, utilization of locally produced/sourced materials and supplies, reduction/elimination of waste, efficient use of resources and energy, and other sustainable practices will be incorporated into cap material sourcing and transport. Details pertaining to the incorporation of sustainable practices will be included in subsequent design submittals.

4.4.2 Material Sources

Materials required for the capping operations in the lake include aggregate materials and potentially, pH and carbon amendments, as well as biological seed materials. Material will be brought in bulk directly from the mines, quarry pits, and other material supply facilities. Multiple sources of each material may be required to facilitate the overall cap design quantities.

Aggregate materials such as sand and gravel required for the cap, including chemical isolation, erosion protection and habitat materials, can be found local to the Syracuse area, as well as State and nationwide. Onondaga and surrounding counties provide over 150 active mines, pits, and quarries to potentially provide material for the capping of lake sediments. Material properties, available quantities and transport methods from identified source locations are currently being investigated. Due to the proximity of the NYSCC, and access to nearby railroad spurs, options for materials imported from further distances may also be available for this project.

Additional opportunities are also being investigated for potential cap materials sources. Clean material dredged for marine navigation at other sites may be proposed for portions of the cap. Other construction and development projects that present a beneficial re-use opportunity are also currently being reviewed.

Siderite will be used as a pH amendment as required for portions of the cap. The siderite used for pH bench studies was produced by a mine in Texas. This mine encompasses over 200 acres and has the resources and capabilities to produce the required siderite for the project. Additional potential siderite mines, some active and some not active, are located throughout the United States.

Granular activated carbon will be used for portions of the cap. Carbon isotherm studies were developed to determine carbon sorption for site conditions using a coal based carbon from




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Calgon Carbon Corporation. Granular activated carbon is produced in Pennsylvania, Kentucky and other locations. Carbon can be supplied by bulk transport (truck or rail car). The carbon will be produced to size and specifications required at the carbon activation facility. As the design is finalized, reactivated or additional carbon vendors may be considered. Use of reactivated carbon or additional vendors would require additional isotherm studies.

4.4.3 Material Transport

Onondaga Lake’s proximity to major transport modes provides the project with inherent transportation advantages. The lake connects to the New York State Canal System, making barge transport of capping materials viable. Rail lines of the Finger Lakes Railway run adjacent to the lake and connect to CSX, Norfolk, Southern and Geneva and other major rail carriers. The lake is also located adjacent to major vehicle transportation routes from both the east/west and north/south. Each transport mode is a viable option that is under consideration. Sources of materials and the best modes of transportation are being evaluated for the project.

Aggregate sand and stone products may be supplied by barge directly from the source mine or material pit. Some material sources are located adjacent to waterways that can direct load a barge for the capping materials. From the Seneca River, which discharges from Onondaga Lake, through the New York State Canal System, barge travel to Cayuga Lake, Oneida Lake (on the Erie Canal) and Lake Ontario are possible. Once on the Canal System, travel from around the world is possible.

Rail transport of materials may also present opportunities for the transport of capping materials. Materials can be imported on the Finger Lakes Railway to a nearby siding. Multiple sidings local to shoreline operations may be utilized. A single rail car can transport three to five times more material than an over the road trailer truck. Siding locations that can directly load a barge are a potential option. Alternatively, trucks may be used to transport the material from the siding to the shoreline operations.

Over the road trucking may also be utilized for importing materials to the site. Onondaga Lake is located adjacent to Interstate 90 and 690, major east/west routes through New York State. It is also located adjacent to Interstate 81 which is a major north/south interstate.

4.4.4 Material Staging

To keep the capping of the lake on schedule, material stockpiles may be utilized to provide the material to the capping operations when needed. Strong daily coordination efforts between the material supplier and the capping operations will keep the supply of material delivered to the project as it is requested. This daily coordination will provide the most efficient cap placement in order to keep the capping operations on schedule.

Stockpiles of surplus materials will be required on the project. Stockpiles will allow some flexibility of the material supply to the project, and provide materials to the capping operations as they are needed. There are multiple areas adjacent to the lake that may be assessed as potential stockpile locations. Due to the existing projects that are scheduled to take place at many of these areas, coordination with each project site would be required. Potential adjacent




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stockpile sites include Wastebed B and the existing causeway staging area. Stockpile size and locations will be evaluated in more detail in future design submittals.

4.5 CAP MATERIAL PLACEMENT

This section provides an overview of the potential cap placement technologies/ methodologies, outlines design and performance criteria for cap placement, and discusses potential quality control procedures to assure appropriate cap placement.

Several methods have been employed on previous projects to place granular capping materials, including:

• direct placement with a mechanical clamshell bucket;

• surface release from a barge, hopper, conveyor belt, or broadcast spreader;

• spreading with hydraulic pipeline and baffle box or plate;

• jetting off of a barge;

• submerged diffuser or tremie pipe; and

• pneumatic placement in very shallow water or marsh areas.

Selection of the most appropriate placement method will be detailed in future design submittals and will incorporate input from the selected capping construction contractor. Selection of the placement method will consider numerous factors including, but not limited to:

• site conditions (e.g. water depth, water currents);

• stability of existing sediment and the potential for resuspension during cap placement;

• method of material delivery to site (e.g. by barge, truck, rail, etc);

• distance between material stockpile (if applicable) and placement location;

• site access limitations (e.g. shallow water, pilings, docks, etc.);

• grain size and volume of material being placed;

• site-specific placement requirements (e.g. production rates, lift.-thicknesses, etc.); and

• availability of placement equipment (i.e., market factors).

4.5.1 Cap Placement Design and Performance Criteria

Cap placement will conform to a series of strict design and performance criteria. The design and performance criteria presented in this section were developed to ensure that cap materials will be placed to the thickness and extent required by the design in a controlled manner, thereby providing an environmentally protective cap. The following presents preliminary cap placement performance criteria and may be enhanced or appended as the remedial design progresses.

• Real-time horizontal position control – Each cap placement operation will be outfitted with a positioning system that will track, in real-time, the position of the placement




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equipment. This typically includes the use of global positioning system (GPS) sensors, inclinometers, tilt sensors, and/or other positioning equipment mounted directly on the placement equipment (e.g. the boom of a mechanical excavator). The positioning equipment will be connected to a computer software package specifically designed for tracking and logging the position and movement of the equipment.

• Material quantity tracking – Each cap placement operation will be outfitted with equipment to monitor the quantity and rate of material being placed.

• Compliance with project water quality standards (see Section 4.6) – The contractor will be required to implement a series of best management practices (BMPs) and contingency planning to minimize turbidity generation as a result of cap placement.

• Thickness tolerances – A set of project specifications will be developed that provide minimum and maximum cap layer thicknesses and completed habitat layer elevations based on the design. The contractor will be required to place the cap within these tolerances in order to satisfy chemical isolation, erosion protection, and habitat thickness/elevation objectives. Compliance with minimum cap layer thicknesses will be verified during construction, as described in Section 4.5.5.

4.5.2 Sand, Gravel and Stone Placement

Natural materials (sand, gravel, and stone) planned for placement as part of the Onondaga Lake caps will range from silt-and sand-sized to cobble-sized, depending on the layer (chemical isolation, erosion protection, and habitat), Remediation Area, water depth, and Habitat Module. Based on this range of particle sizes, it may be necessary to use different cap placement equipment depending on the material gradation. For instance, sand-sized material planned for use in the chemical isolation and habitat layers can be efficiently transported and placed via either mechanical or hydraulic means. Conversely, placement of the larger armor materials (e.g. coarse gravel and cobbles) is likely only feasible using a mechanical bucket since these materials cannot be efficiently transported or placed via hydraulic slurry or broadcast spreader. Based on reasonable limits of hydraulic slurry transport and placement, cap materials with a median particle size (D50) in excess of 0.75 to 1 inch (maximum particle size of 1.5 to 2 inches) will likely be placed by mechanical equipment.

4.5.3 Cap Amendment Placement

As discussed in Section 4.1.3, cap amendments will be necessary for portions of the cap. The cap amendments are expected to include siderite (a mineral composed of iron carbonate) to neutralize the pH of upwelling groundwater as well as activated carbon (either as a bulk granular material or contained within a geotextile mat) for improved sorbtive capacity of the cap.

The siderite planned for use as part of the amended cap will be granular (sand-sized particles) with a specific gravity of approximately 3.8 (greater than sand). The siderite will be mixed with the sand material forming the base layer of the cap including the mixing layer. This mixing of the sand and siderite could be performed through upland processing or potentially just prior to placement by merging two “streams” of sand and siderite being transported (hydraulically or mechanically) to the cap placement equipment. Therefore, the siderite could be placed either mechanically or hydraulically, depending on the method selected for placement of




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the sand chemical isolation layer. Additional design analyses will be performed to determine the most efficient/effective means of placing the siderite.

The activated carbon that is being considered for amendment portions of the chemical isolation layer may be placed as a bulk layer mixed with the sand cap layer, or encapsulated in a non-woven core matrix bound between two geotextiles (i.e., activated carbon mat) and placed as a discrete layer. If an activated carbon mat is used, it would likely be delivered to the site on rolls measuring 15 to 16 ft wide by 100 to several hundred feet long. Installation of the activated carbon mat would likely involve the use of a barge-mounted crane to hoist the roll and the assistance of other support vessels to unroll the mat. Carbon amended caps and/or mats have been successfully implemented at several other sediment remediation sites including the Stryker Bay site in Minnesota, the Anacostia River site in Washington D.C., the Gasco Site, in Oregon, the Collins Cove site in Massachusetts and the Island End River site in Massachusetts.

As discussed in Section 4.1.4.2, it may be appropriate to “seed” the chemical isolation layer of the cap in portions of the lake with sediments from another location within the lake to provide the required baseline microbial community, thereby facilitating biodegradation of the contaminants. Means and methods for placement of this seeding sediment, such as mixing with the chemical isolation layer sand prior to placement, will be evaluated in future phases of the design.

4.5.4 Capping Production Rate

Production rates for granular cap material will vary between mechanical and hydraulic placement methods as well as due to varying material types (sand versus gravel) and site conditions (water depth, size of contiguous capping area, etc.). Production rates for placement of the activated carbon will vary depending on the water depths, bottom slope, weather conditions (i.e. wind), and other factors.

Depending on the overall sequence and schedule of construction operations, multiple capping operations may be working simultaneously. This may include separate capping operations for different Remedial Areas and/or separate operations for the different material types. A review of previously completed or ongoing sediment capping projects including the Fox River in Wisconsin, the Grasse River in New York, and others, indicates that placement rates for granular cap material (silt, sand, and gravel) can range from 40 to 100 CY per hour using either mechanical or hydraulic placement equipment. Experience at the St. Louis River site in Minnesota, indicates that geotextile fabric mats can be installed as subaqueous caps at a rate of nearly 1 acre per day. Given the very large scale of operations that is required for the Onondaga Lake project, it is expected that production rates for granular cap material and activated carbon mats, if utilized, will likely be towards the upper end, or higher, than the ranges achieved on previous smaller scale projects.

4.5.5 Placement Quality Control

Strict quality control measurements will be performed throughout cap placement to verify that the cap materials have been placed to the thicknesses and lateral limits specified by the design and in accordance with the performance criteria (e.g. within specified construction




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tolerances). Multiple quality control procedures will be implemented to ensure compliance with the placement criteria. The following methods may be used for quality control:

• Accurate material volume tracking: Volumes of material placed within a known area will be used to compute theoretical cap thickness, which can be used to validate other thickness verification methods.

• Tracking of horizontal position: The position of cap placement equipment will be accurately measured and tracked through the cap construction to verify that cap materials have been placed within the specific horizontal limits.

• Geophysical surveys: Acoustical and/or manual bathymetric surveying, or other geophysical measurement approaches such as sub-bottom profiling, performed prior to and after cap placement can be used to evaluate the thickness of the placed cap. The specific equipment to be used and accuracy of these surveys will be dependent on site conditions and may not be suitable for thickness verification in all areas of the lake.

• Physical samples: Post-placement cores or “catch pans” may be used to collect a physical sample of the cap material placed. No chemistry samples will be collected, but rather visual observations of the cap thickness will be made. These types of physical measurements may not be suitable for verifying the placement of large armor stone or in deep water portions of the lake.

• Diver surveys: In some portions of the lake where bathymetric surveying or core sampling is not feasible, divers may be used to visually verify that cap material have been placed according to the design. This may include the amended cap area where activated carbon will be included as part of the chemical isolation layer.

Specific details and utility of the various quality control procedures will be further developed during future design submittals.

4.6 MANAGEMENT OF AMBIENT WATER QUALITY DURING CAPPING

The design will require a water quality management program during construction to monitor and mitigate potential environmental effects associated with the construction activities. This section provides a preliminary overview of the management program for capping activities including the process for developing design and performance criteria, potential methods for monitoring to verify compliance with performance criteria, and best management practices to prevent unacceptable impacts.

4.6.1 Design and Performance Criteria

Water quality criteria for in-lake remedial construction activities will be established during intermediate phases of the design. Capping is inherently a low impact activity. Based on experience at numerous other capping sites, cap placement does not result in significant disturbance of contaminated sediments or release of significant contamination to the water column. The development of water quality criteria will consider the existing ambient water quality of the lake and incorporate spatial (e.g., distance from capping operations) and temporal (e.g., daily average) components. Proposed water quality criteria will likely consist of two tiers:




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1) performance monitoring station; and 2) compliance monitoring stations. The intent of the performance monitoring stations will be to monitor near field water quality in the general vicinity of the construction area. Specific locations of the performance monitoring stations will be developed to identify and manage any capping-related impacts, so that early warning is available to refine the capping process. Response to an exceedance of the early warning alert level may include additional monitoring and engineering improvements (see proposed BMPs in Section 4.6.2). Compliance monitoring stations will serve as the official compliance location for water quality and will be developed to assure environmental protectiveness.

Following establishment of water quality criteria, a construction monitoring plan will be developed with a tiered sampling approach that provides for an efficient and environmentally protective program. The program would consist of an initial period of real-time turbidity data collection in the performance monitoring stations, coupled with initial weekly analytical sampling at the compliance monitoring stations at the start of the capping activities. Water quality monitoring would transition into a routine monitoring schedule consisting of real-time turbidity monitoring when the initial period of monitoring is favorable. The details of the monitoring plan and contingency and response action levels that will be undertaken to assure environmental protectiveness during the project will be presented in the future design documents, as part of a construction monitoring plan. A flow chart depicting the monitoring stations and the associated monitoring and response protocols will also be included as part of this plan.

4.6.2 Best Management Practices (BMPs)

BMPs (i.e., operational and/or physical controls) will be employed to minimize construction related impacts. Typically, two tiers of BMPs are employed. The first tier will be required as part of the contract. The second tier will be employed only if field conditions warrant them based on water quality monitoring results.

Example “Tier 1” BMPs include:

• capping materials will generally be placed uniformly over the sediment surface minimizing disturbance to the sediment or previously placed cap material;

• optimizing the sequence of capping (upcurrent to downcurrent, offshore to onshore, or with respect to number of lifts);

• capping materials will be placed as an initial thin lift over large sub-areas prior to placement of subsequent lifts;

• on slopes steeper than a set angle (e.g. steeper than 25 horizontal to 1 vertical), capping materials will be placed from the toe up to the top of the slope; and

• location and material control equipment will be required to maximize controlled placement of cap material.




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Examples of “Tier 2” BMPs include:

• optimizing specific operations (such as bucket speed, height/depth of release of cap material from bucket);

• limiting placement operations to calmer environmental/weather conditions (e.g. stopping placement when wave heights or wind speeds exceed a certain value);

• decreasing the cap lift thickness; and

• installing turbidity controls to contain construction related impacts.

BMPs will be further developed as part of the Intermediate Design Submittal.

4.7 CAPPING DATA GAPS

Remediation boundaries and cap areas are well defined based on data from the RI and five years of design-related investigations. As discussed in Section 1.4, these activities have provided more than 800 sediment sampling locations, almost 10,000 environmental samples, and more than 200,000 chemical and geotechnical analyses to support design of the selected remedy. It is anticipated that additional sediment data will be gathered in 2010, which may result in minor modifications to remediation boundaries and related cap areas. For example, additional data will be collected along the remediation boundaries developed in Section 3 where the extent of sediments exceeding cleanup criteria have not been fully established. This includes the western end of Remediation Area A in the 6 to 9 meter zone, the northern end of Remediation Area E in the 6 to 9 meter zone, and in portions of Remediation Area F. In addition, additional sampling may be completed to evaluate whether remediation areas in certain locations can be modified, such as in the Remediation Area D addendum cap area. .

An extensive data base related to porewater and groundwater upwelling velocity has also been developed based on over five years of design-related investigations. Porewater and groundwater upwelling velocity-related data collected as part of the 2009 PDI are included in Appendix C but have not yet been incorporated into the design evaluations. In addition, it is anticipated that additional porewater and groundwater upwelling velocity data may be gathered in 2010 in localized areas to validate or allow revision of current isolation layer model inputs. For example, additional groundwater upwelling velocity data in certain nearshore areas may be appropriate to refine the design. This data may also result in modifications to the boundaries between the isolation cap and areas that will be dredged to cleanup criteria. .

As described in Section 4.1.2, there are ongoing column and batch slurry bench studies related to contaminant biodecay rates and cap enhancements. Data from these tests will be used to refine the chemical isolation layer model and design as appropriate, as well as to assess whether there are additional data gaps associated with these design parameters.

In addition to the ongoing bench studies referenced above, additional treatability studies will be implemented to facilitate the detailed cap design. For example, additional activated carbon isotherm studies will be completed to validate the work completed to date and/or to evaluate the performance of other activated carbon types. In addition, laboratory evaluations related to cap




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enhancement and constructability will be implemented, such as studies to evaluate methods to place activated carbon and/or microbial seeding of the chemical isolation layer.

Details regarding the potential data gaps discussed above are still under evaluation and will be detailed in future investigation work plans, which will be submitted to NYSDEC for review and approval.




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SECTION 5

DREDGING AREA, DEPTH, AND VOLUMES

Dredging of contaminated sediments is a significant part of the overall Onondaga Lake remedy. The remedy for the lake as specified in the ROD includes dredging of as much as 2,653,000 CY. This was an estimate of the dredge volume required to achieve the ROD-specified goals based on RI data and FS-level evaluations conducted in 2004. Subsequent data collection and more detailed design evaluations between 2004 and 2009 have allowed for a more accurate estimate of the dredge volume required to meet the ROD-specified remedial goals, resulting in a design dredge volume to use for operations design of 2,172,000 CY. Details pertaining to this dredge volume estimate are provided in Section 5.2.

Based on the evaluations presented in Section 5.2, the estimated dredge volume has gone up in some SMUs and down in other SMUs compared to the ROD estimates. For example, the estimated dredge volume in SMU 2 decreased by approximately 280,000 CY based on the ESD issued by the NYSDEC December of 2006 and other less-significant refinements.

Design and performance criteria and the methods and results from preliminary design evaluations pertaining to dredging, including detailed volume estimates, are discussed below.

5.1 DREDGING DESIGN AND PERFORMANCE CRITERIA

Design and performance criteria relative to dredging can be organized into three general categories: ILWD dredging, elevation-based dredging, and dredging to cleanup criteria. ILWD dredging will be to a specified elevation, but it is listed separately due to its significance to the overall dredging program. Based on ROD requirements and other project-specific considerations, design and performance criteria pertaining to dredging are listed below.

• ILWD dredging:

− Dredging will be performed to remove sediments and/or wastes to an average depth of 6.6 ft (2 meters) in SMU 1. Dredging of ILWD that extends into SMU 2 and SMU 7 will also average 6.6 ft (2 meters) in each of these areas.

− In areas of the ILWD defined as hot spots, dredging will be performed to remove an additional 3.3 ft (1 meter). Hot spots will be defined as those sediments and or wastes that contain contaminants above the criteria specified in the ROD, as listed below. As specified in the ROD, these criteria may be revised based on refined modeling during the design, using an assumed groundwater upwelling velocity of 6 cm/yr.

Benzene 208 mg/kg

Chlorobenzene 114 mg/kg

Dichlorobenzenes 90 mg/kg




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Naphthalene 20,573 mg/kg

Xylene 142 mg/kg

Ethylbenzene 1655 mg/kg

Toluene 2625 mg/kg

Mercury 2924 mg/kg

− Dredging of ILWD material will be performed if necessary to ensure the geotechnical stability of the isolation cap. The determination of geotechnical stability will consider both static and seismic stability of the ILWD. The determination of seismic stability will be based on an analysis of cap stability during an operating level event (i.e. a seismic event with a 50% chance of exceedance in 50 years) and a contingency level event (i.e., a seismic event with a 10% chance of exceedance in 50 years).

• Elevation-based dredging. Dredging will be performed as necessary to ensure that after the cap is placed there is no loss of lake surface area. In certain areas, dredging will also be performed to achieve a specific post-capping water depth based on habitat considerations. Dredging will be performed to a specified elevation in these areas based on the thickness of the cap and the desired post-capping water depth.

• Dredge to cleanup criteria. In certain nearshore areas, dredging will be performed to achieve numeric cleanup criteria. Dredging in these areas will remove the sediments such that the remaining sediment chemical concentrations will be below the individual PEC for each of the 23 contaminants and the NYSDEC sediment screening criteria for benzene, toluene, and phenol.

In areas where dredging to cleanup criteria is implemented, habitat reestablishment material will be placed to a minimum thickness of 2 ft in water depths between 0 and 3 ft, 1.5 ft in water depths between 3 and 7 ft, and 1 ft in water depths between 7 and 30 ft, consistent with cap habitat layer requirements.

5.2 DREDGING DESIGN EVALUATIONS AND PRELIMINARY DESIGN

Discussion regarding design evaluations and the resulting preliminary design for dredge areas, depths and volumes for Remediation Areas A through E is presented below. Remediation Area F consists of two small areas (less than 1 acre combined area) where additional data collection is required to determine the most appropriate remedial approach, and will be addressed in future design submittals. The estimated dredge volume of 1,926,000 CY, as presented in Sections 5.2.1 through 5.2.5 and listed in Table 5.1, is considered the best estimate at the time of this IDS. However, as the design is advanced, this volume may increase or decrease. To account for potential volume increase, the design dredge volume to use for advancement of the operations design (e.g. slurry transport system, SCA, and water treatment components) is 2,172,000 CY, as detailed in Section 5.2.6.

To account for the potential dredge volume associated with cleanup passes that may be required in the dredge to cleanup criteria areas, the total dredge volumes listed in Table 5.1




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include a volume equivalent to an average additional removal of 1.0 ft over the entire area where dredging to cleanup criteria will be implemented. This volume is in addition to the dredge volumes developed in Appendix F.

The Appendix F dredge volumes are based on achieving a minimum post-dredging water depth. To achieve this minimum water depth, some overdredging will result. Overdredge is an allowance provided to the contractor to account for equipment accuracy and assure that target (required) elevations are met. Typical overdredging in past similar projects has averaged 4 to 6 inches. Therefore, the total dredge volumes listed in Table 5.1 include an average overdredge of 0.5 ft in addition to the dredge volumes developed in Appendix F.

5.2.1 Remediation Area A

With anticipated overdredging and cleanup passes, the total estimated dredge volume in Remediation Area A is approximately 133,000 CY, as shown in Table 5.1. The basis for this estimate is provided below and in Appendix F.

Dredging to cleanup criteria will be completed out to the first line of groundwater upwelling measurement locations used for cap modeling and design (Appendix C), referred to as Dredge Area A-1 in Figure 4.1. Dredging to cleanup criteria will be implemented in these areas because groundwater upwelling velocities are higher in nearshore areas, which negatively impacts cap effectiveness. Based on design-related investigation data, the contamination depth in the nearshore area east of Ninemile Creek is approximately 1 ft deep in the majority of the area. However, dredging of 2.5 ft of sediment is required in this near shore area in order to allow placement of the required habitat material while maintaining current bathymetry. In the nearshore area west of Ninemile Creek, contamination is approximately 8 ft deep adjacent to the western peninsula and 2 ft deep in the western portion.

Additional groundwater upwelling velocity data was collected in Remediation Area A as part of the PDI in 2009 which has not yet been incorporated into detailed design evaluations. However, based on preliminary evaluation of this data, it may be possible to extend the isolation cap closer to shore west of Ninemile Creek. In addition, the area where dredging to cleanup criteria is implemented in portions of the area east of Ninemile Creek may extend further offshore then currently depicted. Any design revisions based on this data will be reflected in the intermediate design.

Consistent with Onondaga Lake and Ninemile Creek decision documents, the outlet of Ninemile Creek will also be dredged to cleanup criteria as part of the lake remedy. This is the area between the two spits that protrude into the lake at the mouth of Ninemile Creek. The dredging will extend 300 ft upstream from the tip of the western spit. Dredging to cleanup criteria will extend to a depth of 6.6 ft (2 meters) in this area based on investigation results.

The dredging along the western spit of the Ninemile Creek outlet and within the Creek is shown as a vertical removal in Appendix F. Ongoing investigation of the spits will be used to determine the appropriate removal depths and restoration approach for the spits and allow integration of the lake remedy with the remedy for the spits to be completed as part of the Ninemile Creek remedy.




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The dredging in the area immediately offshore from this (Dredge Area A-2) will be to a target elevation (i.e., elevation-based dredging) in order to achieve a target post-capping water depth based on habitat considerations. The capping and dredging strategy in Habitat Modules 4, 5, and 6 within Dredge Area A-2, where there is less tolerance for water depth variation due to the need to ensure tighter habitat-based water depth goals are met, is detailed in Section 4.3.3.

5.2.2 Remediation Area B

With anticipated overdredging, the total estimated dredge volume in Remediation Area B is approximately 20,000 CY, as shown in Table 5.1. The basis for this estimate is provided below and in Appendix F.

To achieve post-cap water bathymetry for designed habitat modules, dredging to a target elevation will be completed to a maximum distance of approximately 200 ft from shore, as shown in Figure 4.3. Shoreline groundwater controls are currently being designed for the shoreline of Wastebeds 1 through 8 as part of the remedy for that site. This will reduce nearshore groundwater upwelling velocities, allowing the cap to be effective up to the shoreline.

5.2.3 Remediation Area C

With anticipated overdredging and cleanup passes, the total estimated dredge volume in Remediation Area C is approximately 38,000 CY, as shown in Table 5.1. The basis for this estimate is provided below and in Appendix F.

Dredging to cleanup criteria will be completed in a portion of the area adjacent to the east side of the NYSDOT turnaround area out to the first line of groundwater upwelling measurement locations used for cap modeling and design (Appendix C), referred to as Dredge Area C-1 in Figure 4.5. Dredging to cleanup criteria will be implemented in this area because groundwater upwelling velocities may be higher in nearshore areas, which could negatively impact cap effectiveness. The southern portion of Dredge Area C-1 extends significantly beyond the first line of groundwater upwelling measurement locations. Dredging to cleanup criteria rather than capping will be implemented in this area in order to increase water depth and facilitate potential future use of the NYSDOT turnaround area as a boat launch. The dredge depth in this area will be approximately 4 ft. based on design-related investigation data.

Capping up to the shoreline is shown in the area adjacent to the northern portion of the NYSDOT turnaround area and along the shoreline north of this. To achieve post-cap water bathymetry for designed habitat modules, dredging to a target elevation will be completed in this area. Contamination in excess of criteria has been detected to depths up to 11 ft along the northern edge of the NYSDOT turnaround area. Due to geotechnical stability concerns resulting from the steep slope and deep contamination in this area, capping rather than dredging to cleanup criteria will be implemented in this area.

In Dredge Area C-2 along the Willis-Semet IRM Barrier Wall, there will be reduced groundwater upwelling in nearshore areas, therefore, dredging to an elevation-based goal followed by capping will be implemented in this area.




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5.2.4 Remediation Area D

The ROD requires removal to an average depth of 6.6 ft (2 meters) in SMU 1, which constitutes the majority of the ILWD area, plus up to an additional 3.3 ft (1 meter) in areas defined as hot spots. This same removal approach is required in the portions of the ILWD that extend into SMUs 2 and 7. The ILWD dredging will include dredging of an estimated 1,056,000 CY to achieve the average removal goal of 6.6 ft (2 meters) and dredging of an estimated 91,000 CY to address hot spots, resulting in a total estimated dredge volume of 1,147,000 CY. Details regarding the development of the dredge volumes are provided below.

A rigorous evaluation of the extensive ILWD sediment and porewater database was completed to develop the removal approach that optimizes contaminant mass removal and reduction of sediment and porewater contaminant concentrations underlying the cap, as detailed in Appendix G. Based on this evaluation, the ILWD was divided into four sub-areas based on chemical concentration and distribution, and optimal removal strategies were developed for each of these sub-areas, as shown in the plan view in Figure 5.1. The primary removal strategy and basis for the removal strategy for each sub-area are summarized below and are detailed in Appendix F. Example contaminant versus depth plots that were used to identify contaminant distribution trends and the removal strategies listed below are provided in Figure 5.2.

• SMU 1/SMU 7 ILWD Eastern Area: Removal of the top 9.9 ft (3 meters) in this area will remove the highest sediment and porewater concentrations of chlorobenzene and dichlorobenzene measured anywhere in the ILWD, and will lower the concentration in this area for numerous other contaminants in sediment and/or porewater.

• SMU 1 ILWD Center Area: Sufficient dredging will be completed to ensure that the post-capping bathymetry is consistent with current bathymetry in areas where the current water depth is 7 ft or less. The amended cap thickness in this area is anticipated to be 4.6 ft assuming average over-placement, with a maximum thickness of 5.7 ft assuming maximum over-placement of each layer. Therefore, the removal depth in this area is anticipated to be approximately 5.5 ft out to a water depth of 7 ft.

• SMU 1 ILWD Western Area: Contaminant concentrations were generally lower in this area and patterns of concentration versus depth were less defined. However, removal of the top 9.9 ft (3 meters) in a portion of this area will reduce the concentrations of several contaminants in sediment and/or porewater, including toluene and total SVOCs.

• SMU 2 ILWD Area: Contaminant concentrations are significantly lower in this area than elsewhere within the ILWD. Therefore, habitat considerations were the primary consideration in developing the removal approach in this area. In general, the dredge removal was selected to increase water depth near shore to enhance future shoreline fishing opportunities.

As shown in Figure 5.1, there will be transition zones between the full removal depth and shoreline and approaching the littoral area boundary based on habitat and other considerations. There are also transition zones between the removal areas.

Following development of the removal approach that results in an average removal of 6.6 ft (2 meters), sediment data for the next 3.3 ft (1 meter) down was evaluated to identify




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exceedances of the hot spot criteria listed in the ROD and the subsequent hot spot removal approach. Hot spots are defined as those wastes/sediments that contain select contaminants (based on their presence at significantly elevated concentrations in the ILWD and/or the compounds to which the cap model is most sensitive) above threshold concentrations. Based on existing data, only chlorobenzene, dichlorobenzenes, and xylenes exceed their respective cap threshold values in the ILWD. The resulting hot spot removal areas A through J are shown on Figure 5.1.

Hot spot areas A through J shown on Figure 5.1 cover approximately 15 acres. The dredge area around sampling points that exceeded hot spot criteria was developed based on interpolation with surrounding data points that did not exceed the hot spot criteria using conservative assumptions, as detailed in Appendix G. Based on these hot spot areas and a dredge cut side slope of 1 on 5, the estimated hot spot dredge volume is 91,000 CY. All hot spot dredging will be based on existing data, no additional design-related or confirmatory sampling will be performed.

The baseline dredge prism to achieve an average 6.6 ft (2 meter) removal may be revised in future design submittals based on additional design evaluations. For example, if the cap is thicker than currently anticipated in areas of shallow water based on revised isolation layer modeling, additional dredging may be required in these areas to achieve a target habitat-based bathymetry. However, the strategic approach depicted in these figures will be maintained. The detailed dredge prisms and associated design and contracting plan will be developed to ensure the volume-based goal of an average removal of 6.6 ft (2 meters) is achieved (exclusive of hot spot dredging) on a SMU-specific basis. This results in dredge volumes in the ILWD in SMU 1, SMU 2, and SMU 7 as follows:

Area Dredge Volume SMU 2 ILWD 2-meter average 7.1 Acres 75,400 CY SMU 1 ILWD 2-meter average 83.9 Acres 888,300 CY SMU 7 ILWD 2-meter average 7.5 Acres 92,400 CY Subtotal based on 2-meter average removal 98.5 Acres 1,056,000 CY Hot spot removal volume 15 91,000 CY Total ILWD removal volume NA 1,147,000 CY

The SMU 7 dredge volume equates to greater than a 1 meter average removal in order to achieve the SMU 1/SMU 7 ILWD East removal goal listed above of 3 meters in the southern portion of this area. In the northern portion of SMU 7, contaminant concentrations for key contaminants decrease after 2 meters, so a 2 meter removal is appropriate in this area.

In summary, the ILWD dredging will include dredging of an estimated 1,056,000 CY to achieve the average removal goal of 6.6 ft (2 meters) and dredging of an estimated 91,000 CY to address hot spots, resulting in a total estimated dredge volume of 1.147,000 CY.

Geotechnical stability evaluations were completed to evaluate seismic stability of the ILWD, as detailed in Appendix H. These stability evaluations concluded that the ILWD is stable




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following the removal described above and no additional removal is required to meet seismic stability goals listed in Section 5.1.

5.2.5 Remediation Area E

With anticipated overdredging and cleanup passes, the total estimated dredge volume in Remediation Area E is approximately 588,000 CY, as shown in Table 5.1. The basis for this estimate is provided below and in Appendix F.

Dredging to cleanup criteria will be completed out to the first line of groundwater upwelling measurement locations used for cap modeling and design (Appendix C), referred to as Dredge Area E-1 in Figure 4.9. Dredging to cleanup criteria will be implemented in this area because groundwater upwelling velocities are higher in nearshore areas, which negatively impacts cap effectiveness. The contamination depth from the shore to the first line of groundwater upwelling locations extends to a depth of approximately 3 ft in most areas, although deeper dredging in localized areas will be required based on contaminant data.

In areas beyond the near shore dredge to cleanup criteria area, out to a current water depth of approximately 8 ft of water depth, and in the area along Remediation Area D and Onondaga Creek, dredging will be completed to target elevation for required habitat modules (Dredge Area E-2). Adjacent to Remediation Area D, contamination near shore is significantly deeper, and the Wastebed B/Harbor Brook IRM shoreline barrier wall will be present. The barrier wall will reduce groundwater upwelling; therefore, dredging to an elevation-based goal followed by capping will be implemented in this area.

Nearshore contamination is also relatively deep at the mouth of Onondaga Creek. Channel depth at the mouth of Onondaga Creek must be sufficient to accommodate commercial boat traffic that uses Onondaga Creek and the Inner Harbor. Therefore, the proposed approach in this area is to dredge to a sufficient depth to allow cap placement while maintaining minimum required navigational depths as provided by the New York State Canal Corporation (NYSCC).

5.2.6 Dredging Design Summary

With anticipated overdredging and cleanup passes, the total estimated dredge volume for all remediation areas is approximately 1,926,000 CY, as shown in Table 5.1. This is considered a current best estimate based on all available data and engineering analysis performed to date. Due to ongoing design evaluations and additional data collection, which will continue through the summer of 2010, the final total dredge volume may be higher or lower than this estimate.

A significant goal of this IDS is to develop a dredge volume that the ongoing design pertaining to sediment dredging and related operations can be based on. To ensure sufficient dredging and operational capacity to complete the dredging in four years, this dredge volume should be consistent with a reasonable estimate of the maximum anticipated potential dredge volume. The recommended dredge volume to use for advancement of the design associated with sediment dredging and related operations is the sum of the current best estimate volume and the contingency volume, which is approximately 2,172,000 CY. Dredge volume increases beyond the best estimate of 1,926,000 CY pertain primarily to potential revisions to: dredge areas and




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depths based on additional design-related investigation data; dredge depths to achieve post-capping elevation goals; and cleanup passes.

Future dredge volume increases based on additional design related investigation are expected to be relatively minor and associated with Remediation Areas A, B, C, E, and F only. Based on Table 5.1, an estimated dredge volume of approximately 779,000 CY will be dredged over an area of approximately 117 acres in Remediation Areas A, B, C, and E. This equates to an average dredge depth in these areas of approximately 4.1 ft. The recommended contingency volume for these areas is 189,000 CY based on an additional 1 ft over this area. In addition, a 5% contingency volume for the ILWD dredge volume is included, resulting in an additional contingency volume of 57,000. This results in a total contingency volume of 246,000 CY. The recommended dredge volume to use for advancement of the design associated with sediment dredging and related operations is the sum of the current best estimate volume and the contingency volume, which is approximately 2,172,000 CY.

5.3 DREDGING DATA GAPS

Dredging areas and depths are well defined based on data from the RI and five years of design-related investigations. However, it is anticipated that additional sediment data will be gathered in 2010 which may result in minor modifications to dredging areas and depths. In addition, the boundary between the cap and the areas that will be dredged to cleanup criteria may be revised based on additional data that will be collected to support the cap design, as discussed in Section 6.




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SECTON 6

IN-LAKE DEBRIS AND UTILITY MANAGEMENT

6.1 DEBRIS

This section provides the basis and considerations for accommodating debris encountered within the areas of Onondaga Lake to be capped. The identification and handling of debris during dredging activities will be addressed in subsequent dredging-related design submittals.

6.1.1 Debris Design and Performance Criteria

The primary goal in debris management, as it pertains to capping, is to achieve the remedial objectives through incorporation or removal of debris within the cap area to ensure the integrity and long-term effectiveness of the cap is not impacted. Detailed criteria regarding debris size and type that will require removal or special consideration such as additional cover thickness will be established in future design submittals.

6.1.2 Debris Characterization in Cap Areas

Debris refers to wood, concrete, plastics, glass, metal, cable, tires, rocks, and other objects located on the surface of or within lake sediment. The primary source of information that documents in-lake debris is the Phase I PDI geophysical survey work conducted during the fall of 2005 for Honeywell (CR Environmental, 2007), which included side-scan sonar and magnetometer surveys. Side-scan sonar equipment detected debris and obstructions, referred to as contacts, as small as 1 to 2 ft located on or above the mudline. Magnetometer surveys detected contacts containing iron or items that have been fired (such as bricks) located either at or below the mudline.

Figure 6.1 presents locations of debris identified during the Phase I PDI geophysical survey work. An extensive data set was generated during this investigation. To facilitate management of the data, only debris that was equal to or greater than 5 ft in size was reported. However, the resolution of the data set will allow for a detailed evaluation of smaller targets if required during future design evaluations. For additional information and descriptions of how and what debris has been located to date, refer to Section 4.2 of the Dredging, Sediment Management & Water Treatment IDS.

Onondaga Lake also contains some debris that may be of historical significance, including potential wrecks that may be considered underwater archeological resources. As described in Section 3.12 of the Sediment Management & Water Treatment IDS (Parsons, 2009c), a Phase 1B Underwater Archaeological Resource Work Plan for the lake bottom and a Phase 1B Archeological Work Plan that includes the shoreline and several of the upland sites have been prepared. Underwater archeological resources identified during implementation of the cultural resources investigation will be addressed prior to any debris removal or capping operations.




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Details pertaining to the management of archeological resources in dredge and cap areas will be further developed following implementation of the Phase IB Investigation.

6.1.3 Debris Management in Cap Areas

Debris management in cap areas will fall into two categories; management of debris in cap areas not requiring prior dredging (e.g., cap-only areas), and management of residual debris in dredge areas to receive a cap (dredge-and-cap areas). As noted above, the identification, handling and overall management of debris during dredging will be addressed in subsequent dredging design-related submittals.

Subsequent design submittals will establish more detailed specifications regarding what debris can be left in place, and what debris will require removal to ensure cap effectiveness. These design evaluations will take into account various cap layer thicknesses (i.e., chemical isolation layer, buffer layer, erosion protection layer, habitat layers). Debris that would penetrate the cap surface will require consideration for encapsulation or removal. The area, depth, quantity and spacing/density of debris or debris fields (i.e., multiple low profile items versus singular high profile) will be considered in these evaluations. Another consideration will be the integrity of the debris to serve as an effective and integral component of the cap. These design evaluations will also take into consideration sediment consolidation after cap placement around the perimeter of debris as well as depth over the debris, to account for acceptable final grades and contours post settlement. A protocol for addressing debris during construction that was not previously identified will also be developed in future design submittals.

6.2 UTILITY AND STRUCTURE MANAGEMENT

This section provides the basis and considerations for accommodating utilities and structures located within the areas of Onondaga Lake to be capped. The impact of utilities and structures on the dredging operation was discussed in the Dredging, Sediment Management & Water Treatment IDS (Parsons, 2009c), and will be discussed in greater detail in future dredging-related design submittals.

6.2.1 Utility and Structure Design and Performance Criteria

The primary goal in utility and structure management, as it pertains to capping, is to achieve the remedial objectives through incorporation, modifications to, or removal of those items within the area to be capped as necessary to insure the integrity and long-term effectiveness of the cap.

6.2.2 Utility and Structure Characterization in Cap Area

Utilities and structures consist of active and inactive pipelines, culverts, outfalls, water intakes, and undefined magnetic anomalies on the sediment surface or buried on the lake bottom. For purposes of this submittal, pilings are considered a structure.

The primary source of information that documents utilities and structures is the Phase I PDI geophysical survey work conducted during the fall of 2005 for Honeywell (CR Environmental, 2007), which included side-scan sonar and magnetometer surveys. A list of utilities and supporting information (i.e., owner, material of construction, remediation area location,




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dimensions, active status and potential fate) is provided on Table 6.1. Figure 6.1 presents the locations of utilities and structures, as determined by the analysis of the geophysical surveys and available historical records identified during the geophysical survey work.

For additional information and descriptions on how utilities and structures were located, refer to Section 4.2.4 of the Dredging, Sediment Management & Water Treatment IDS.

6.2.3 Utility and Structure Management in Cap Areas

To the extent practicable, utilities and structures within the dredging and/or capping areas will be left in place and incorporated into the final cap. To accommodate these structures, it may be necessary to modify the cap grade, providing sufficient draft and habitat criteria can be maintained. Another consideration will be the integrity and ability of the utility or structure itself to serve as an effective and integral component of the cap. Utilities or structures that penetrate the cap surface will require consideration for encapsulation or removal on a case by case basis. Management strategies that may be considered for utilities and structures include:

• leave active or inactive utilities and structures in place and install the cap up to and adjacent to these items;

• leave active or inactive utilities and structures in place and install the cap over these items taking into consideration potential cap enhancement details that may be necessary to insure cap stability and integrity (i.e., cap enhancement/erosion protection in high energy discharge on intake locations);

• provide utility or structure modifications to preserve the intent and functionality of the utility or structure (i.e., extend pipe discharge or intake locations with additional pipe lengths or add risers to structures so these elements daylight out beyond where the cap is placed;

• remove those portions of inactive utilities and structures that will inhibit or jeopardize dredging operations and/or the long term integrity or performance of the intended cap; and

• pull or cut timber piles at bottom of cap.

Utilities that are in continuous or intermittent use may need to be protected during the dredging and capping operations. Some of these utilities are not owned by Honeywell; therefore, discussions with the utility owners will be required before any management steps are taken. In some instances, the utility owners themselves may need to take management steps for their utilities prior to initiation of dredging and/or capping.

Analysis of utilities and/or structures, assessment of their impact on dredging and cap placement operations and cap effectiveness, and the development of mitigation strategies will be completed in greater detail as part of subsequent design submittals.




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SECTION 7

CONSTRUCTION SEQUENCING AND SCHEDULE

This section provides a basis and overview of the sequencing and schedule considerations for dredging and capping activities as part of the in-lake remediation and other related upland remediation activities to be performed by Honeywell.

Consistent with the Dredging, Sediment Management & Water Treatment IDS (Parsons, 2009c), the scheduled goal for the lake remediation is to complete dredging in four years (beginning in 2012), and capping in four years (beginning 2013) with a potential one year lag between dredging and capping operations. A detailed sequencing plan and construction schedule will be developed, with input from remediation contractors, in subsequent capping design submittals.

7.1 INTERFACE WITH UPLAND REMEDIATION

There are potential Honeywell and non-Honeywell sources of contamination to the lake, and addressing them is necessary to help prevent the restored lake bottom from being recontaminated. In addition, the lake remedy design and implementation will take into consideration how remedial actions in adjacent nearshore areas, and actions associated with onshore support zones, will be integrated with remediation activities within the lake. For example, the shoreline in-lake remediation and habitat restoration activities will be integrated with remediation and habitat restoration activities within adjacent wetlands associated with the Ninemile Creek, Wastebed 1 through 8, and Wastebed B/Harbor Brook.

As the scopes and schedules for upland remedial activities are finalized, the information will be used to further define the approach for integrating these onshore activities with the lake remediation in future lake-related design submittals. A preliminary discussion of sequencing and integration considerations for each remediation area is provided below.

Several of the upland sites subject to potential remediation activities are directly adjacent to those in the lake. The integration of the onshore and in-lake remedies, as it pertains to habitat restoration, is being addressed in the Habitat Plan. The overall objective of this effort is to develop and implement a habitat restoration plan for remedial actions associated with the Onondaga Lake Bottom remedy and with remedies and IRMs for adjacent Honeywell sites that provides ecological, recreational, and/or aesthetic benefits as well as complies with applicable state and federal laws and regulations, executive orders, and policies for floodplains, wetlands and surface waters.

The average lake surface elevation is 362.8 ft NAVD88, but for both the cap and dredge design plans and habitat restoration design, an average lake surface elevation of 362.5 NAVD88 was used. This elevation corresponds to the average water level during the summer growing




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season and it was used to divide the lake area from adjacent aquatic and upland areas for remedial design purposes.

Remediation Area A

Remediation Area A lies at the mouth of Ninemile Creek. Completion of the Ninemile Creek remediation to prevent recontamination will be required prior to remediation of this area. This will include removal and/or capping of sediments within the creek and associated wetlands and floodplain along the lakeshore; therefore, future design submittals will provide additional information on transitions between the lake and Ninemile Creek remedies.

Remediation Area B

Remediation Area B is the area offshore of Wastebeds 1 through 8. The shoreline in this area is a relatively low-lying plateau of sediments and Solvay waste. Remediation of Wastebeds 1 through 8 to prevent recontamination will be required prior to remediation of this area. The scope for the Wastebed 1 through 8 remedy is still under development, but may include control of shallow groundwater discharging to the lake from this area. In addition, as part of the Wastebeds 1 through 8 remedy and to off-set potential loss of lake surface area and wetlands elsewhere, wetlands will be created on Wastebeds 1 through 8 adjacent to Remediation Area B. Future design submittals will provide additional detail on transitions between the lake and Wastebeds 1 through 8 remedies. This transition will also incorporate the shoreline stabilization required by the ROD to address erosion of Solvay waste material along the shoreline of Wastebeds 1 through 8.

Remediation Area C

No remedial activities beyond the already-installed Semet portion of the shoreline barrier wall are anticipated for the area adjacent to Remediation Area C. However, Tributary 5A discharges to this area and will require remediation prior to remediation of this area to prevent potential recontamination. Dredging and capping design in this area will take into consideration that the western sub-area surrounds a boat launch frequently used for small boats as well as shoreline fishing. The boat launch area is located on top of hard slag waste material, which was deposited in the lake by industrial processes not associated with Honeywell or its predecessors.

Remediation Area D

Remediation of Wastebed B/Harbor Brook is necessary to prevent recontamination of this area.

The shoreline of the western third of Remediation Area D consists of the exposed sheet pile barrier wall installed in 2008 as part of the Willis/Semet IRM. Dredging design and implementation in this area will ensure dredging and capping operations and shoreline support activities do not subject the sheet pile wall to excessive stress and compromise structural integrity that could lead to potential damage and safety risks.




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The remainder of the shoreline in this area consists of the low-lying area of the Wastebed B/Harbor Brook site, some of which consists of delineated wetlands. Remedial action in the area between the Wastebed B/Harbor Brook Willis-Semet IRM Barrier Wall and the lake will likely be required. This may include removal of material and construction of an isolation cap to allow for restoration of wetlands in this area, as well as remediation and relocation of Harbor Brook south of its current discharge. An integrated approach to design and implementation of remedial actions in Remediation Area D and this area of Wastebed B/Harbor Brook will be developed as part of future design submittals.

Remediation Area E

Consistent with the area adjacent to Remedial Area D, remediation and wetland restoration may be required in the area of the Wastebed B/Harbor Brook site designated as AOS 1 which is adjacent to the southern end of Remediation Area E, as well as in wetland SYW-12 adjacent to the northern end. An integrated approach to design and implementation of remedial actions in the lake and these shoreline areas will be developed as part of future design submittals.

7.2 DREDGE SEQUENCING

A significant goal in sequencing the dredging activities is to minimize the potential for recontamination of previously capped or dredge to cleanup criteria areas resulting from deposition of contaminated sediment that may be resuspended as a result of dredging (referred to as “generated residuals”) or due to wind/wave action. General factors that will be considered in developing the detailed sequence for dredging activities are listed below. Based on these considerations, dredging will likely be performed in a general counter-clockwise direction, beginning in Remediation Area C and proceeding through Areas D and E. Dredging of Remediation Areas A and B will likely be scheduled independent of the other areas since they represent a low risk of recontamination to other remediation areas, primarily due to the large distance between these and other remediation areas.

• Other nearshore remediation activities (see Section 7.1). In-water work adjacent to nearshore work will be coordinated to avoid potential recontamination.

• Seasonal construction window. Depending on weather and freezing temperatures, it is estimated that dredging activities will occur from April 15 to November 15 of each year. Mobilization, demobilization, equipment maintenance, and general construction planning (e.g., material stockpiling, etc) will occur to the extent practicable outside of these seasonal construction windows.

• Production “shake down” or “ramp up” periods. It is anticipated that during the first year of dredging, the optimal dredging production rate (i.e., cubic yards per hour or dredge days) may not be realized while developing and optimizing the system-wide integration of debris removal, dredging, slurry transport, processing dredged material at the SCA and water treatment. Dredge production will gradually increase to the optimal production rate to complete dredging in four years. This period of less-than-optimal production rates is referred to as the “shakedown” or “ramp up” period, and serves a similar function as a pilot test. Dredging production in years 2, 3, and 4 will have a shorter ramp up period than year 1.




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• Lake circulation patterns. General circulation patterns in Onondaga Lake are in a counter clockwise pattern in response to prevailing wind directions from the west. The circulation of the water within the lake is generated by wind speed and direction, tributary inflows, the outflow at the northern end of the lake, shoreline configuration, and stratification (Parsons, 2004). In the littoral areas where dredging will be performed, currents will generally move in the directions of the wind and waves. Therefore, resuspended dredged material will move parallel to the shore (long-shore transport) as well as in onshore/offshore direction (cross-shore transport). Dredging and subsequent capping would be phased to generally proceed in an up-current to down-current direction to minimize the potential recontamination. Winds and wind-generated waves within Onondaga Lake will likely be the primary transport mechanism in the Remediation Areas during dredging activities rather than the overall circulation pattern.

• Dredge slopes. In areas where targeted dredge slopes are greater than a given angle (e.g. 50 horizontal:1 vertical [50H:1V] or 20H:1V), dredging will generally be performed in a top to bottom of slope direction to minimize potential suspended sediment or sloughed sediment transported down slope. However, in some cases there may be a need to dredge upslope into a Remediation Area due to shallow water depths that limit dredge access/mobility.

• Production rate. Dredging production rates will vary based on equipment, thickness of cut and material characteristics. For additional information and descriptions on dredging production, refer to Section 4.1.6 of the Dredging, Sediment Management & Water Treatment IDS. In addition, the number and location of dredges will affect the overall production rate and therefore sequencing. One or multiple dredges can work in exclusive areas, advancing sediment removal to final dredge grade elevations, prior to relocating. Another option for multiple dredges is to have a larger dredge perform “production” dredging, focusing on areas of relatively thick dredge cuts thereby optimizing the efficiency, and a smaller dredge(s) following behind the large dredge to perform “clean up pass” dredging aimed at accurately achieving the target elevation.

• Dredge area and volume. Table 5.1 presents a summary of the currently anticipated dredge volumes and areas for each Remediation Area. The sequence and schedule for dredging will consider the amount of area that can be completed in a given year based on a production rate and dredge volume for each deposit.

7.3 CAP SEQUENCING

Depending on the overall sequence and schedule of dredging operations, multiple capping operations may be working simultaneously. This may include separate capping operations for different remedial areas and/or separate operations for the different material types (e.g. sand, erosion protection, or habitat material). General factors for developing guidelines for sequencing of cap operations include:

• Other nearshore remediation activities (see Section 7.1). In-water work adjacent to nearshore work will be coordinated to avoid potential recontamination.




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• Seasonal construction window. Depending on weather and freezing temperatures it is estimated that capping construction activities will occur between April 15 to November 15 of each year. Mobilization, demobilization, equipment maintenance, and general construction planning (e.g., material stockpiling, etc) will occur to the extent practicable outside of these seasonal construction windows.

• Coordination with dredging. Capping operations will generally follow dredging operations in a similar pattern and sequence.

• Production rate. Capping production rates will vary based on equipment, thickness of cap and material type. For additional information and descriptions on capping production, refer to Section 4.5.4 of this document.

• Capping slopes. In areas where slopes to be capped are greater than a given angle (e.g. 50 horizontal:1 vertical [50H:1V] or 20H:1V), capping operations will generally place material from the bottom of a slope up to the top of slope to minimize the loss of material during placement. This sequence of slope capping has been successfully completed on other projects.

• Interim residual cap. In areas where pre-cap dredging has been completed, but the final cap cannot be completed within the same construction season, an interim residual cap layer may be placed within portions of the dredge area to manage potential residual sediments if they present a risk of recontaminating remediated areas. Future remedial design evaluations will include an assessment of post-dredge sediment and/or site conditions that warrant use of an interim residual cap. When placed, the interim cap will be considered to contribute to the full cap design to be placed in the following years (e.g., the interim residual cap may function as the “mixing” zone of the overall cap design).

• Cap area and volume. Table 6.1 presents a summary of the currently anticipated cap areas and volumes for each Remediation Area. The sequence and schedule for capping will consider the progress of the prior dredging as well as the amount of area that can be capped in a given year based on the capping production rate and cap thickness of each area.

7.4 IMPLEMENTATION SCHEDULE

Future design submittals will provide a detailed schedule for sequencing of the dredging and capping operations. Since much of the sequencing will depend on specific equipment, this schedule and sequencing plan will incorporate input solicited from the selected dredging and cap construction contractor(s). The detailed sequencing plan and schedule integrating both dredging and capping activities will be developed in future design submittals.




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SECTION 8

POST CONSTRUCTION CAP MONITORING AND MAINTENANCE STRATEGY

The cap will be designed to provide a high level of long-term protection and to be resistant to disruption by forces such as erosion due to wind generated waves. Post-construction monitoring and maintenance of the capped areas will be performed to verify that the overall integrity of the cap is maintained so that it remains physically stable (i.e., does not erode) and chemically protective over time. The conceptual cap monitoring and maintenance plan outlined below provides a high-level overview of monitoring and maintenance activities to be implemented. A discussion of potential institutional controls is also provided below.

8.1 POST CONSTRUCTION CAP MONITORING PLAN

Long-term monitoring of the caps will include physical monitoring to verify stability and sampling of the caps to verify their chemical integrity, as detailed below.

Physical Monitoring

Physical monitoring typically involves verifying that the armor layer and underlying chemical isolation layer are stable using bathymetric surveys and/or other physical or geophysical methods. USEPA (2005) recommends that the cap integrity be monitored both routinely and following storm/flood events that exceed a threshold design storm magnitude. The frequency of routine monitoring of select capped areas is typically greater initially after construction (e.g. several monitoring events within the first 5 to 10 years) and is reduced or discontinued over time once the monitoring is able to establish a consistent pattern of cap performance. Details of the monitoring methods, frequencies, and procedures and contingency response actions will be developed based on joint discussions with NYSDEC and will be presented in future submittals.

Chemical Monitoring

Chemical monitoring typically involves measuring chemical concentrations within or at the surface of the placed capping materials to verify that contaminants are not moving through the cap at rates and concentrations that exceed specified remedy success metrics. Details of the chemical monitoring methods, frequencies, procedures, and response actions will be developed based on joint discussions with NYSDEC and will be presented in future design submittals.

8.2 POST-CONSTRUCTION CAP MAINTENANCE PLAN

In the unlikely event that the monitoring plan discussed above identifies areas where the cap is not performing consistent with expectations, contingency response actions will be taken to maintain and repair the cap as necessary. Cap contingency and maintenance actions will be detailed in the Cap Maintenance Plan. The maintenance plan will include criteria for when a




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response action is required based on physical and chemical monitoring and the appropriate type of response action. For example, if bathymetric or other surveys from either the routine or event-based surveys show evidence of disruption of the armor layer, then a typical response would include an additional assessment of the affected cap areas, potentially including underwater video surveying and/or core sampling. If cap erosion is confirmed by additional assessment such that the performance of the chemical isolation layer is compromised, then response actions may be applied. Possible response actions after the cause of erosion is determined could include:

• Place additional armor or otherwise repair the cap within the identified area of erosion (e.g., reestablish cap thickness) if the performance standards are no longer being met; and

• Enact managerial or institutional controls to help control any further cap erosion if it is being caused by activities such as boat traffic or stormwater discharges.

Potential response actions will also be developed based on the results of the long-term chemical monitoring. Details of the cap maintenance response actions will be developed based on joint discussions with NYSDEC and will be presented in future submittals.

8.3 INSTITUTIONAL CONTROLS

As described in Section 4.2, the cap armor layer has been designed to protect the chemical isolation layer from recreational vessel operations and from commercial vessel traffic in the NYSCC navigation channel. Therefore, the only institutional control envisioned to promote the long-term integrity of caps is to prevent disturbance of the caps by dredging or other in-water construction activities. It is anticipated that “No Dredge Areas” will be established over the capping areas by the NYSDEC and NYSCC to prevent removal of the capping materials. These restrictions would also include anchoring of commercial vessels and certain in-water development activities, such as setting utility or cable corridors. The restrictions can be marked by the NYSCC on the NOAA Navigation Chart for Onondaga Lake (currently included as Chart Number 14786 for the Small-Craft. Book Chart for the New York State Barge Canal System). The New York State Office of Parks, Recreation and Historic Preservation currently maintains navigation buoys in Onondaga Lake to warn boaters of hazards in water less than 4 ft in depth and beyond 100 ft from shore. The “No Dredge Areas” could also be identified on figures submitted to the public and appropriate websites pertaining to the lake.




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7B7SECTION 9

SUBCONTRACTING STRATEGY

An integrated team of in-house resources, teaming partners, and key subcontractors will execute the final design and implementation of the entire remedial action. The design team will interact with the personnel that will execute the construction and operations to assure that the final design components are complete, implementable, and meet the project objectives. In addition, key members of the design team will have functional quality assurance/quality control responsibilities during the construction efforts.

The design and subcontracting strategy for the capping component of the remedy will be a design-bid-build approach. The design under this approach will incorporate agency review with public input into the intermediate design and subsequent final design phases. It is anticipated that subcontractor selection will be completed before submittal of the draft final design.




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8BSECTION 10

DESIGN SUBMITTAL AND CONSTRUCTION SCHEDULE

Critical to the success of the lake remedial action is the sequencing of events and interrelations of design and construction activities to assure the process is efficient and completed within the appropriate timeframe. A logical progression of the decisions, analysis, and planning needed to execute the work has been established during the initial design phase. This section outlines the schedule milestones established to accomplish the capping and dredge area and depth design aspects of the remedial action consistent with the Consent Decree schedule requirements. The schedule is based on receipt of NYSDEC comments within 60 calendar days of submittal.

CAPPING AND DREDGE AREA AND DEPTH DESIGN AND CONSTRUCTION MILESTONES

Submit Capping, Habitat, and Dredge Area and Depth Intermediate Design to NYSDEC 10/27/10

Submit Capping, Habitat, and Dredge Area and Depth draft Final Design to NYSDEC 8/25/11

Submit Capping, Habitat, and Dredge Area and Depth Final Design to NYSDEC 1/4/12

Begin Dredging May 2012

Begin Capping May 2013

Dredging Complete 1/4/16

Capping Complete 1/4/17




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SECTION 11

REFERENCES

CR Environmental Inc. 2007. Onondaga Lake Phase I Pre-Design Investigation Geophysical Report. Prepared by CR Environmental Inc., East Falmouth, MA for Parsons, Syracuse, New York. November 2007.

Lampert, D. and Reible, D. 2009. An Analytical Modeling Approach for Evaluation of Capping of Contaminated Sediments, Soil and Sediment Contamination: An International Journal,18:4,470 — 488

Maynard. 1998. Armor Layer Design of Guidance for In Situ Subaqueous Capping of Contaminated Sediments.

New York State Department of Environmental Conservation and United States Environmental Protection Agency Region 2. 2005. Record of Decision. Onondaga Lake Bottom Subsite of the Onondaga Lake Superfund Site. July 2005.

NRC. 1997. Contaminated Sediments in Ports and Waterways. National Research Council. National Academy of Press, Washington, DC. Available from the National Academies Press Web site at http://www.nap.edu/bookstore.html.

NRC. 2001. A Risk-Management Strategy for PCB-Contaminated Sediments. Committee on Remediation of PCB-Contaminated Sediments, Board on Environmental Studies and Toxicology, Division on Life and Earth Studies, National Research Council. National Academies Press, Washington, DC. May.

NYSDEC. 2009. Citizens Participation Plan, Onondaga Lake Bottom Subsite of the Onondaga Lake Superfund Site. March 2009.

Palermo, M.R., J.E. Clausner, M.P. Rollings, G.L. Williams, T.E. Myers, T.J. Fredette, and R.E. Randall. 1998. Guidance for Subaqueous Dredged Material Capping. Technical Report DOER-1. USACE, Waterways Experiment Station, Vicksburg, Mississippi.

Palermo, M., Maynord, S., Miller, J., and Reible, D. 1998. "Guidance for In-Situ Subaqueous Capping of Contaminated Sediments," EPA 905-B96-004, Great Lakes National Program Office, Chicago, IL.

Available at http://www.wes.army.mil/el/dots/doer/pdf/doer-1.pdf

Parsons. 2004. Onondaga Lake Feasibility Study Report, Onondaga County, New York. Prepared for Honeywell, Morristown, NJ in association with Anchor Environmental and Exponent. May 2004.

Parsons. 2006. Onondaga Lake Pre-Design Investigation: Phase II Work Plan. Prepared for Honeywell, Morristown, New Jersey. Syracuse, New York.




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Parsons. 2007. Onondaga Lake Pre-Design Investigation: Phase III Work Plan. Prepared for Honeywell, Morristown, New Jersey and Syracuse, New York.

Parsons. 2008. Onondaga Lake Pre-Design Investigation: Phase IV Work Plan. Prepared for Honeywell, Morristown, New Jersey and Syracuse, New York.

Parsons. 2009a. Remedial Design Elements for Habitat Restoration. Prepared for Honeywell. Morristown, NJ. December 2009

Parsons. 2009b. Remedial Design Work Plan for the Onondaga Lake Bottom Subsite. Prepared for Honeywell, Morristown, NJ. March 2009.

Parsons. 2009c. Draft Onondaga Lake Dredging, Sediment Management & Water Treatment Design Submittal. Prepared for Honeywell, Morristown, New Jersey and Syracuse, New York in association with O’Brien & Gere and Anchor. February, 2009.

Parsons. 2009d. Draft Onondaga Lake Sediment Consolidation Area Civil and Geotechnical Initial Design Submittal. Prepared for Honeywell, Morristown, New Jersey and Syracuse, New York in association with Geosyntec Consultants. August, 2009.

Parsons. 2009e. Onondaga Lake Pre-Design Investigation: Phase II Data Summary Report. Prepared for Honeywell, Morristown, New Jersey and Syracuse, New York

Parsons. 2009f. Onondaga Lake Pre-Design Investigation: Phase III Data Summary Report. Prepared for Honeywell, Morristown, New Jersey and Syracuse, New York

Reible, D. and Smith, A. 2009. Memorandum Re: Calculation and Summary of Degradation Rates in SMU 6 and SMU 7 Observed in Phase III Addendum 6 Column Tests.

TAMS Consultants, Inc. 2002. Onondaga Lake Remedial Investigation Report. Prepared with YEC, Inc. for NYSDEC, Division of Environmental Remediation, Albany, New York. December 2002.

United States District Court, Northern District of New York. 2007. State of New York and Denise M. Sheehan against Honeywell International, Inc. Consent Decree Between the State of New York and Honeywell International, Inc. Senior Judge Scullin. Dated October 11, 2006. File January 4, 2007.

United States Environmental Protection Agency. 1994. Assessment and Remediation of Contaminated Sediments (ARCS) Program: Remediation Guidance Document. Chicago: Great Lakes National Program Office. EPA 905-B94-003.

United States Environmental Protection Agency. 2005. “Contaminated Sediment Remediation Guidance for Hazardous Waste Sites.” EPA-540-R-05-012. OSWER 9355.0-85. Office of Solid Waste and Emergency Response. December 2005.

United States Environmental Protection Agency. 2009. “EPA Region 2 Clean and Green Policy.” March 2009.

USEPA. 2009. Clean and Green Policy. U.S. Environmental Protection Agency, Region 2. http://epa.gov/region2/superfund/green_remediation/policy.html

DRAFT ONONDAGA LAKE

CAPPING AND DREDGE AREA AND DEPTH INITIAL DESIGN SUBMITTAL

Parsons P:\Honeywell -SYR\444576 2008 Capping\09 Reports\9.3 December 2009_Capping and Dredge Area & Depth IDS\Flysheet - Tables & Figures.doc 12/14/2009

TABLES

Honeywell

Date* Name of Document Prepared for Prepared byGeneral

2004, November Onondaga Lake Feasibility Study Report. Draft Final HoneywellParsons in association with Anchor Environmental and Exponent

2008, October Draft Remedial Design Work Plan for the Onondaga Lake Bottom Subsite Honeywell Parsons2008, October Draft Citizen Participation Plan for the Onondaga Lake Bottom Subsite Remedial Design Program Honeywell NYSDEC, Region 7

2007, September Cultural Resource Management Report Phase 1A CRA Onondaga Lake Project Oct. 29, 2004Honeywell/ Parsons

Christopher D. Hohman, RPA, Public Archaeology Facility, Binghamton University.

Phase I PDI

2007, NovemberOnondaga Lake Phase 1 Pre-Design Investigation Geophysical Survey Report Honeywell/

Parsons CR Environmental, Inc.2007, May Onondaga Lake Pre-Design Investigation: Phase I Data Summary Report Honeywell Parsons2005, September Onondaga Lake Pre-Design Investigation: Phase I Work Plan Honeywell Parsons2006, July Phase I Pre-Design Investigation: Porewater Methods Evaluation Honeywell ParsonsPhase II PDI Parsons

2006, August Onondaga Lake Pre-Design Investigation Equilibrium Study Work Plan HoneywellParsons in association with Dr. Andrew Jackson (Texas Tech)

2006, September Onondaga Lake Pre-Design Investigation: Phase II Work Plan Honeywell Parsons2006, September Onondaga Lake Pre-Design Investigation: Phase II Work Plan - Addendum 1 Porewater Sampling Honeywell Parsons

2006, November Onondaga Lake Pre-Design Investigation: Phase II Work Plan - Addendum 6 Cap Design Bench Scale Study HoneywellParsons in association with Dr. Danny Reible (University of Texas)

2006, October Onondaga Lake Pre-Design Investigation: Phase II Work Plan - Addendum 4 Groundwater Discharge Evaluation Honeywell Parsons in association with S.S. Papadopoulos2009, August Onondaga Lake Pre-Design Investigation: Phase II Data Summary Report Honeywell Parsons

2009, AugustOnondaga Lake Pre-Design Investigation: Phase II Data Summary Report Appendix C Consolidation and Seepage Induced Consolidation (SIC) Data Honeywell Parsons in association with S.S. Papadopoulos

2009, August Onondaga Lake Pre-Design Investigation: Phase II Data Summary Report Appendix D Porewater Equilibration StudyHoneywellParsons in association with Dr. Andrew Jackson (Texas Tech)

2009, AugustOnondaga Lake Pre-Design Investigation: Phase II Data Summary Report Appendix F Geoprobe Conductivity and Temperature Profiles Honeywell Parsons in association with S.S. Papadopoulos

2009, AugustOnondaga Lake Pre-Design Investigation: Phase II Data Summary Report Appendix J Cap Design Bench Scale Study Report Honeywell

Parsons in association with Dr. Danny Reible (University of Texas)

2009, August Onondaga Lake Pre-Design Investigation: Phase II Data Summary Report Appendix N Meteorological Station Data Honeywell ParsonsPhase III PDI2007, May Onondaga Lake Pre-Design Investigation: Phase III Work Plan Honeywell Parsons2007, August Onondaga Lake Phase III Pre-Design Investigation Work Plan - Addendum 2 Honeywell Parsons

TABLE 1.1ONONDAGA LAKE PREVIOUSLY SUBMITTED DESIGN-RELATED DOCUMENTS

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Honeywell

Date* Name of Document Prepared for Prepared by

TABLE 1.1ONONDAGA LAKE PREVIOUSLY SUBMITTED DESIGN-RELATED DOCUMENTS

2007, October Onondaga Lake Phase III Pre-Design Investigation Work Plan - Addendum 3 Column Studies HoneywellParsons in association with Dr. Danny Reible (University of Texas)

2007, OctoberOnondaga Lake Pre-Design Investigation: Phase III Work Plan - Addendum 3 Attachment 1 SMU-1 Hyperalkaline PH Source Identification and Neutralization Evaluation Honeywell Parsons

2007, October Onondaga Lake Phase III Pre-Design Investigation Work Plan - Addendum 4 Honeywell Parsons in association with Geosyntec2007, October Onondaga Lake Phase III Pre-Design Investigation Work Plan - Addendum 5 Honeywell Parsons2009, October Onondaga Lake Pre-Design Investigation: Phase III Data Summary Report Honeywell Parsons

2009, OctoberOnondaga Lake Pre-Design Investigation: Phase III Data Summary Report Appendix C Geoprobe Profiles and Seepage Meter Data Honeywell

Parsons in association with S.S. Papadopoulos and Associates

2009, September Onondaga Lake Pre-Design Investigation: Phase III Data Summary Report Appendix F Column Studie HoneywellParsons in association with Dr. Danny Reible (University of Texas)

2009, September Onondaga Lake Pre-Design Investigation: Phase III Data Summary Report Appendix G Meteorological Station Data Honeywell Parsons

2009, SeptemberOnondaga Lake Pre-Design Investigation: Phase III Data Summary Report Appendix H CR EnvironmentalTemperature/Conductivity Plots Honeywell Parsons in association with CR Environmental

2009, SeptemberOnondaga Lake Pre-Design Investigation: Phase III Data Summary Report Appendix I Anchor Environmental Tributary Bathymetry Report Honeywell Parsons in association with Anchor Environmental

2009, SeptemberOnondaga Lake Pre-Design Investigation: Phase III Data Summary Report Appendix J SMU-1 Hyperalkaline PHSource Identification and Neutralization Evaluation Honeywell

Parsons in association with S.S. Papadopoulos and Associates

Phase IV PDI2008, June Onondaga Lake Pre-Design Investigation: Phase IV Work Plan Honeywell Parsons2008, July Onondaga Lake Pre-Design Investigation: Phase IV Work Plan - Addendum 1 Habitat Honeywell Parsons in association with QEA

2008, April Onondaga Lake Pre-Design Investigation: Phase IV Work Plan - Addendum 2 Cap Amendment Isotherm DevelopmeHoneywell

Parsons in association with Dr. Danny Reible (University of Texas) and Dr. Gregory Lowry (Carnegie Mellon)

2008, SeptemberOnondaga Lake Pre-Design Investigation: Phase IV Work Plan - Addendum 3 Cap Cap Design Bench Scale Testing Additional Column Studies and Isotope Degradation Evaluation Honeywell

Parsons in association with Dr. Danny Reible (University of Texas)

2008, November Onondaga Lake Pre-Design Investigation: Phase IV Work Plan - Addendum 7 Cap pH Amendment Evaluation Honeywell Parsons2009, April Onondaga Lake Pre-Design Investigation: Draft Phase IV Data Summary Report Honeywell Parsons

2009, SeptemberOnondaga Lake Pre-Design Investigation: Draft Phase IV Data Summary Report Appendix C Cap Amendment Isotherm Development Report Honeywell

Parsons in association with Dr. Danny Reible (University of Texas) and Dr. Gregory Lowry (Carnegie Mellon)

2009, May Onondaga Lake Pre-Design Investigation: Draft Phase IV Data Summary Report Appendix H Cap pH Amendment S HoneywellParsons in association with S.S. Papadopoulos and Associates

2009, April Onondaga Lake Pre-Design Investigation: Draft Phase IV Data Summary Report Appendix J Geoprobe Profiles Honeywell Parsons2009, October Onondaga Lake Pre-Design Investigation: Draft Phase IV Data Summary Report Appendix K Habitat Investigation Honeywell Parsons in association with AnchorQEA2009, April Onondaga Lake Pre-Design Investigation: Draft Phase IV Data Summary Report Appendix L Meteorological Station Honeywell ParsonsPhase V PDI2009, August Onondaga Lake Pre-Design Investigation: Phase V Work Plan Honeywell Parsons

Note: Dates provided may represent draft versions of Appendicies and Addendums provided electronically to NYSDEC.

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P:\Honeywell -SYR\444576 2008 Capping\09 Reports\9.3 December 2009_Capping and Dredge Area & Depth IDS\Tables\Table 2.1.DOC Parsons December 14, 2009

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TABLE 2.1 REGULATORY REQUIREMENTS

Requirement Responsible

Agency Applicable Activities

Potential Supporting Documentation Comments

Nationwide Permit 38 (Sect. 404 Clean Water Act) Joint Application For Permit

U.S. Army Corps of Engineers and NYSDEC with input from U.S. Fish and Wildlife Service (USFWS) and USEPA, as appropriate, through federal Executive Order 11990.

Dredging / Capping

• Preconstruction notification (PCN) • Remediation Project Scope of Work narrative. Indicates

it is an NPL/ CERCLA site. • Location Map (USGS Quad) • Site/Remediation/Grading Plan • Details (e.g., Erosion & Sediment Controls, cross-

sections, treatment options) • Photographs of the Project Area • Statement of the status of Endangered/ Threatened

Species Resources Archaeological Resources • Vegetative Community Species List • Wetlands Delineation Report • Wetlands Restoration Program/Plan • Cultural Resources Statement

• Activities undertaken entirely on a Comprehensive Environmental Response, Compensation, and Liability Act (CERCLA) site by authority of CERCLA as approved or required by USEPA (such as Onondaga Lake), are not required to obtain permits under Section 404 of the CWA or Section 10 of the Rivers and Harbors Act. (Sections 10 and 404).

• Per discussions with local USACE staff, notification of USACE is not required on CERCLA Sites as USACE assumes USEPA will ensure compliance with appropriate regulations.

• NYSDEC to determine compliance with substantive requirements of CWA as well as 6 NYCRR Parts 663 – 665.

401 Water Quality Certification

USEPA NYSDEC

Dredging / Capping / Slurry Transport / SCA / WTP

• Notice of Intent • Complete copy of package to be submitted to the New

York District Army Corps of Engineers and to the NYSDEC

• General Water Quality Certification, pursuant to Section 401 of the Clean Water Act, has been denied for Nationwide Permit 38. Individual Water Quality Certification must be obtained from the NYSDEC prior to undertaking activities described by this permit. This permit will then be subject to all terms and conditions placed upon the individual Water Quality Certification issued by the NYSDEC.

• Activities undertaken entirely on a Comprehensive Environmental Response, Compensation, and Liability Act (CERCLA) site by authority of CERCLA as approved or required by USEPA, are not required to obtain permits under Section 404 of the CWA or Section 10 of the Rivers and Harbors Act. (Sections 10 and 404)

• NYSDEC to determine compliance with substantive requirements.

6 NYCRR Part 175 Special Licenses and Permits - Definitions and Uniform Procedures

NYSDEC Dredging / Capping / Slurry Transport / SCA / WTP

• Properly completed department application form. • Submitted to the appropriate department office as

identified on the application or application instructions. • If the applicant is a corporation, firm, partnership,

association, institution, or public or private agency, the application must be signed on behalf of such entity by the president or an appropriate principal officer.

• New York State Fish and Wildlife License may be required to collect and possess fish and wildlife for investigative purposes.




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6 NYCRR Part 360 – Solid Waste Management Facilities

NYSDEC SCA • Engineering drawings that set forth the proposed landfill's location, property boundaries, adjacent land uses and detailed construction plans.

• Operation drawings that prescribe how the landfill will fulfill the regulatory requirements.

• Landscape plan. • Engineering report that comprehensively describes the

existing site conditions and a full engineering analysis of the landfill and its containment components, including closure and post-closure plans and criteria.

• Construction quality assurance/construction quality control plan.

• Operation and maintenance manual. • Contingency plan. • Hydrogeologic report (Completed for SCA). • Landfill siting report (Completed for SCA). • Leachate management plan • Mined land use plan. If the applicant plans to use on-

site excavation of cover material for the proposed landfill.

• The most recent closure cost estimate for the landfill and a copy of the documentation required to demonstrate financial assurance.

• Where applicable, the most recent post-closure care cost estimate for the landfill and a copy of the documentation required to demonstrate financial assurance.

• Where applicable, the most recent corrective action cost estimate for the landfill and a copy of the documentation required to demonstrate the financial assurance.

• Where applicable, an engineering report demonstrating how the landfill will meet the landfill gas collection system requirements.

• Regulation contains requirements for siting, design and operation of solid waste landfills. The SOW attached to the Consent Order for the Onondaga Lake Bottom Subsite requires Honeywell to design, operate, and maintain the SCA in accordance with the substantive requirements of NYSDEC Regulations Part 360, Section 2.14(a) for industrial monofills.

• Part 360–2.14 regulations are performance based and complementary to the USACE pathway analysis requirements for dredged sediment disposal facilities.




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6 NYCRR Part 420 – Part 425 Mining Regulations

NYSDEC

Capping

• Completed application forms. • A mined land-use plan which shall set forth in

detail an outline of the mining property and the affected land, the mining plan (description of the mining operation, including maps, plans, written materials and other documents as required by NYSDEC, such as Erosion Control, etc.) and the reclamation plan (description of operations to be performed to reclaim the land to be mined over the life of the mine including maps, plans, the schedule for reclamation, written material and other documents as required by NYSDEC).

• A reclamation bond or appropriate substitute which is conditioned upon conformance with the mined land-use plan.

• A renewal application shall contain the following: (i) completed application forms; (ii) an updated mining plan map consistent with the provisions of title 27 and including an identification of the area to be mined during the proposed permit term; (iii) a description of any changes to the mined land-use plan; and (iv) an identification of reclamation accomplished during the existing permit term.

• Mining means the extraction of overburden and minerals from the earth; the preparation and processing of minerals, including any activities or processes or parts thereof for the extraction or removal of minerals from their original location and the preparation, washing, cleaning, crushing, stockpiling or other processing of minerals at the mine location so as to make them suitable for commercial, industrial, or construction use; exclusive of manufacturing processes, at the mine location; the removal of such materials through sale or exchange, or for commercial, industrial or municipal use; and the disposition of overburden, tailings and waste at the mine location. Mining does not include the excavation, removal and disposition of minerals from construction projects, exclusive of the creation of water bodies, or excavations in aid of agricultural activities.

• Mineral means any naturally formed, usually inorganic, solid material located on or below the surface of the earth

• Performance of the Lake bottom dredging and backfilling operations is outside the definition of mining, so a mining permit is not required. However restoration materials, such as imported SCA dike and cap materials are considered minerals, so any operation supplying these materials to the project would be subject to the requirements of this part.




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6 NYCRR Part 500 Floodplain Management Regulations Development Permits Executive Order 11988 Camillus Municipal Code, Chapter 31: Flood Damage Prevention Geddes Flood Protection Ordinance

NYSDEC USEPA Town of Camillus Town of Geddes

Slurry Transport /

Support Facilities /

Habitat Restoration

(Evaluating

Relevance in Camillus)

• Application to the Region 7 Permit Administrator on application forms provided by the department.

• Description of the location, type and extent of the proposed project

• Other information or plans required or specified in 6 NYCRR Part 500, section 500.8 and 6 NYCRR Part 621.

• May be applicable for shoreline support facilities and for construction of the pipeline from the Lakeshore to Settling Basin 13, if routed within a floodplain.

• Executive Order 11988 may apply. • Camillus Municipal Code Chapter 31 covers

Flood Damage Prevention within the Town of Camillus, and Town of Geddes also has a Flood Protection Ordinance. Per discussions with NYSDEC, both Town ordinances would fulfill the requirement of 6 NYCRR Part 500. As a result, any work in areas of special flood hazard would require a permit from the town where the area is located.

6NYCRR Part 608 Use and Protection of Waters.

NYSDEC Dredging / Capping / Habitat

Restoration

• Application to Region 7 Permit Administrator

• Plan of Proposed Project • Location Map (USGS Quad) • Other as determined by NYSDEC

• 6 NYCRR Part 608 and Section 404 of the Federal Clean Water Act together regulate alterations to protected waters such as dredging and filling. Approval would be governed by whether: (a) the proposal is reasonable and necessary; (b) the proposal would not endanger the health, safety or welfare of the people of the State of New York; and (c) the proposal would not cause unreasonable, uncontrolled or unnecessary damage to the natural resources of the state.




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TABLE 2.1 (Cont.) REGULATORY REQUIREMENTS




6NYCRR Parts 200, 201, 211, 212, 255, 256, 257, and 291 Prevention and Control of Air Contamination and Air Pollution

NYSDEC SCA GWTP

• Preconstruction deliverables to NYSDEC Division of Air may include:

• Emission estimates • Control technology description • Air dispersion modeling protocol and analysis.

• Although no permit was required for the Vapor Phase Treatment System (VPTS) at the Willis Ave. GWTP because the project was conducted under an Order on Consent, pre-approval by the NYSDEC was required prior to construction. VPTS at the GWTP is subject to 6 NYCRR Part 212 and DAR-1. Honeywell was also required to perform compliance testing to obtain the equivalent of “Certificate to Operate”.

• Will also apply to SCA leachate treatment plant if discharge to the atmosphere is included. Will need to coordinate with NYSDEC when leachate treatment design is ready.

• The Site Remediation MACT (Subpart GGGGG) does not apply since the project will not emit pollutants above the “major source” thresholds.

Letter of Findings and Request for Concurrence. National Historic Preservation Act 36 CFR Part 800

NYS Office of Parks, Recreation, & Historic Preservation (OPRHP) – State Historic Preservation Office (SHPO)

Continuing Relevance:

Slurry Transport Dredging Capping

NFA: SCA

• Letter of Findings requesting SHPO to concur that no additional archeological work is necessary in the project area if Phase 1A or Phase 1B determines no need for additional work.

• If Phase 1B indicates existence of resources potentially eligible for listing in the National Register of Historic Places are discovered, a Phase 2 investigation will be required.

• If Phase 2 confirms eligibility and impact to the eligible resource cannot be avoided, a Phase 3 Data Recovery may be required.

• A Phase 1A Cultural Resource Assessment was conducted for the lake and the SCA. A Phase 1B Cultural Resources assessment will be performed for the Lake bottom. No further action was recommended for the SCA. Additional Phase 1B work may be required along the route of dredge material pipeline.

Request for Authorization Letter Federal Endangered Species Act and 50 CFR Parts 17 and 23 Fish and Wildlife Coordination Act (16 USC Section 662)

US Fish & Wildlife Service (USWFS)

All • Letter of Intent requesting USWFS to identify any potential endangered or threatened species or critical habitats in the project area.

• Scope of Work - Brief narrative of remedy • Location Map (USGS Quad with site location)

• A letter from USFWS (6/25/02) in the Baseline Ecological Risk Assessment indicates one threatened species within two miles of Onondaga Lake. Will send copy of letter to USF&WS when we request an updated evaluation.




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Request for Authorization Letter NYS Endangered Species Act and 6 NYCRR Part 182

NYS Natural Heritage Program (NYSNHP), NYSDEC Wildlife Resources Center

All • Letter of Intent requesting NYSNHP to identify any potential endangered or threatened species or critical habitats in the project area

• Scope of Work - Brief narrative of remedy • Location Map (topographic map with site

location)

• A letter from NY Natural Heritage Program (10/24/02) in the Baseline Ecological Risk Assessment indicates three threatened species within two miles of Onondaga Lake. Will send copy of letter to NYSNHP when we request an updated evaluation.

Stormwater Management & Erosion Control Plan - General Permit (Stormwater Pollution Prevention - SWPPP) SPDES general Permits GP-0-08-001 (Construction) GP-0-08-002 (MS4)

USEPA, NYSDEC Division of Water Town of Camillus (Municipal Code, Chapter 43 – Stormwater Sewer System. Town of Geddes and City of Syracuse MS4 Regulations.

Slurry Transport SCA GWTP

• Notice of Intent to Discharge • Stormwater management scope of work

narrative. Indicate its an NPL/CERCLA site

• Stormwater Pollution Prevention Plan

• Disturbance of more than 1 acre requires preparation of an erosion control plan meeting the substantive requirements of the regulations.

• Camillus, Geddes, and Syracuse are all have regulated Municipal Separate Storm Sewer Systems (MS4) and must develop, implement, and enforce a stormwater management program (SWMP).




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SPDES Permit (6NYCRR Parts 750-757) Clean Water Act, Sections 318, 402, and 405(a) and 40 CFR Parts 122 and 123.

NYSDEC Division of Water , USEPA

SCA GWTP

• Notice of Intent to Discharge for discharge directly to NYS Surface Waters.

• Wastewater management scope of work narrative. Indicate it’s an NPL/CERCLA site.

• Technical information including : 1) Site status & site number 2) DHWR Engineer contact 3) Treatment system description 4) Discharge rate and duration 5) Description of receiving stream 6) Wastewater monitoring data (e.g., if system is new, then provide soil/sediment, groundwater, and surface water sampling data as representative of projected influent constituents)

• Request effluent discharge criteria (suggest that Best Available Technology/Best Available Practice (BAT/BAP) criteria be used, along with the applicable analytical methods)

• Sampling & Analysis Plan - Implemented for the duration of the treatment system operation

• Would receive a “Permit Equivalent” letter from the Division of Environmental Remediation in lieu of an actual SPDES permit from the Division of Water for discharge directly to surface waters.

• Should effluent from the Treatment plant be discharged to the Syracuse Metro Wastewater Treatment plant, the SPDES permit would be replaced with an Industrial Wastewater Discharge Permit issued by the Onondaga County Department of Water Environment Protection. A permit application would need to be completed in accordance with Article IV, Section 4.02 of the Onondaga County Rules and Regulations Relating to the Use of the Public Sewer System.




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CSX Access Agreement

Capping Slurry

Transport

• Description of Work • Site Narrative • Plan of Proposed Project • Location Map (USGS Quad) • CSX Application Form • Insurance Certificate

• Determine if access agreement would be required if cap material were transported via rail.

• Determine if access agreement would be required if area under railroad bridge over Ninemile Creek is utilized for dredge slurry piping (i.e. property under bridge owned by CSX).

Local Building Permit and Zoning Regulations (Bldg. Permit Application/Form)

Town of Geddes (Town of Geddes Chapter 240 – Zoning. Town of Camillus (Municipal Code, Chapter 26 - Uniform Code Enforcement, Chapter 30 – Zoning Regulations of the Town of Camillus, Chapter 43 – Stormwater Sewer System, Chapter 48 - Waste Disposal, and Chapter 68 – Noise Law. City of Syracuse (City of Syracuse - Articles 5.1 through Articles 5.5 of the Building Code of the City of Syracuse)

All • Potential for Building Permit, Site Development Permit, Landfill Permit and Site Plan Approval, especially for the SCA, water treatment plant, shoreline processing facilities, and Pipeline.

• Town of Camillus zoning regulations require planning board approval for a solid waste facility in areas zoned for industrial use (such as Settling Basin 13).

• Location Map of the site (USGS Quad & Local) • Drawings of the structure (plan & profile) • Plan and profile for sediment transfer pipeline from

the Lake shore to the SCA. • Truck access to SCA at Settling Basin 13 –

Frequency and Route (Town of Camillus). • Placement of shoreline support facilities at Settling

Basins 1-8 (Town of Geddes) and perhaps also at Settling Basin B (Town of Geddes and City of Syracuse)

• Building and stormwater designs for shoreline support facilities.

• Certificate of Occupancy for areas where workers will stay.

• Any work in the Town of Camillus may be subject to additional level of regulation and review if constructed in a “Stream Corridor Overlay District”, dependent on the horizontal distance from the high water mark

• Substantive requirements of applicable municipal building codes will need to be met.

Onondaga County Agreements

Onondaga County Dredging / Capping / Habitat

Restoration

• Access and building construction at northern portion of Settling Basins 1-8 as needed for dredging and capping support facilities.

• Truck access to Settling Basins 1-8 will also need to be coordinated with New York State Department of Agriculture & Markets (NYS Fair).




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Highway work permit and occupancy permit. (Honeywell submit application and proof of adequate insurance)

NYSDOT, Onondaga County, and possibly local municipalities.

Slurry Transport • Perm 32 – Highway Work Permit Application for Utility Work.

• Perm 33 – Highway Work Permit Application for Non-Utility Work.

• Perm 44e – Surety Bond (Performance). • Perm 17 – Certificate of Insurance for Special

Hauling, Divisible Load Overweight, and Highway Work Permit Insurance Requirements.

• 17 NYCRR Part 131 – Accommodation of Utilities within State Highway Right-of-Way.

• Applicable if access to/from the SCA and/or Shoreline Processing area from I-690/SR-695 needs to be improved.

• Applicable if pipeline routing requires crossing I-690.

• 17 NYCRR Part 131 may also apply to pipeline route and/or access improvements.

Private Landowner Agreements

TBD Slurry Transport Capping

• Access from Lakeshore to Settling Basin 13 (if a private landowner exists along selected ROW)

• Quarry locations for SCA and lake cap materials (Candidate locations not yet identified. May also be subject to 6 NYCRR Part 420 - Part 425)

• Will need to review tax maps when routing of the pipeline from the lakeshore to the SCA is determined. Parsons has tax data in GIS and can generate required information. Also, data from Pictometry® Visual Intelligence may be useful.

Canal System Work Permit Canal Law, Article 2 § 10.

NYS Canal Corporation

Dredging Capping

• Canal Permit Application • Certificate of Insurance • Maps, Plans and Specifications of the proposed

work • Copies of USACE and/or NYSDEC Approval • Application Fee

• May require permits and/or access agreements for: (a) Use of Barge Canal for material and equipment transfers; (b) Short-term navigation constraints during dredging and capping; and (c) Long-term cap protection institutional controls.

• Per discussions with Canal Corp. personnel, Work Permit would allow the Canal Corp. to issue notices to navigation of work in progress in the lake and coordination with Canal Corp. maintenance activities. It would also help facilitate use of the Canal System for transport of equipment and supplies.

• Estimated time requirements for obtaining permit for lake work would be approximately one month. Area of maximum interference would be with work in SMU 6 at the outlet of the Syracuse Terminal Channel.

• Creation of an obstruction in Onondaga Lake such as a submerged outfall pipe or water intake




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Local Noise/Dust/Odor Regulations

Town of Geddes (Town of Geddes Chapter 240-64 – Zoning, Operations Requirements. Town of Camillus (Municipal Code, Chapter 68 – Noise Law

Dredging / Capping / Slurry

Transport

Slurry Transport SCA / WTP

• For Town of Geddes, operations plan will need to be submitted to Town which provides an overview of daily operations and maintenance schedules.

• Special license may be required (see

Ordinance).

• Dust from operations and roadways will need to be controlled from leaving site. Odors to be controlled to prevent a nuisance to off-site properties. Noise limitations provided, and holiday limitations apply.

• Town of Camillus zoning regulations provide sound level (in dB(A)) limits for continuous and intermittent sounds. Exceptions are permissible, and may need to comply with Municipal Chapter 26 – Uniform Code Enforcement.

Honeywell

PECMetals (mg/kg)

Mercury 2.2Organic Compounds

BTEX Compounds ( μg/kg)Ethylbenzene 176Xylenes 560.8

Chlorinated Benzenes ( μ g/kg)Chlorobenzene 428Dichlorobenzenes 239Trichlorobenzenes 347

PAH Compounds ( μ g/kg)Acenaphthene 861Acenaphthylene 1301Anthracene 207Benz[a]anthracene 192Benzo[a]pyrene 146Benzo[b]fluoranthene 908Benzo[ghi]perylene 780Benzo[k]fluoranthene 203Chrysene 253Dibenz[a,h]anthracene 157Fluoranthene 1436Fluorene 264Indeno[1,2,3-cd]pyrene 183Naphthalene 917Phenanthrene 543Pyrene 344

Polychlorinated Biphenyls ( μ g/kg)Total PCBs 295

Contaminants Used in Mean PEC Quotient CalculationTABLE 3.1

The PECQ for a given contaminant is calculated as the concentration of that contaminant in a given location within the lake divided by the PEC value associated with that contaminant. The PECQ is first calculated for the first five chemical parameter of interest (CPOI) groups (mercury, ethylbenzene and xylenes, chlorinated benzenes, polycyclic aromatic hydrocarbons (PAHs), and polychlorinated biphenyls (PCBs) using detections. These values are then averaged to get the final mean PECQ for the station. For example, in a simplified hypothetical case where all contaminants for the five CPOI groups are detected at a station and PECQs of 1.0, 2.0, 3.0, 4.0 and 5.0 were calculated for the five groups, the mean PECQ for the station would be the average of the five PECQ values (i.e., (1.0+2.0+3.0+4.0+5.0)/5 = 3), resulting in a mean PECQ of 3.0 (i.e., 15/5) for the overall station.

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PARSONS

Honeywell Table 4.1Summary of Cap Thicknesses (feet)

Water Depth/ Habitat Module Mixing Layer Minimum(ft)

Assumed Maximum

With Over

Placement(ft)

Minimum(ft)

Assumed Maximum

With Over

Placement(ft)

Grainsize Minimum(ft)

Assumed Maximum

With Over

Placement(ft)


Assumed Maximum

With Over

Placement(ft)

Minimum(ft)

Assumed Maximum

With Over

Placement(ft)

Minimum(ft)

Assumed Maximum

With Over

Placement(ft)

0 to 3 ft of water depth

6A (+1‐1 ft)

5A (Cap Area A‐2) (0.5‐2 ft)

5A (0.5‐2 ft)

3A (Cap Area A‐2) (2‐3 ft)

3A (2‐3 ft)



3A (3‐7 ft)



2A (7‐20 ft)


1 (20‐30 ft) 0.25 n/a n/a 0.50 0.50 medium sand 1.0 1.5 ‐ ‐ ‐ 1.75 2.25

‐ Mixing and Chemical Isolation Layers grainsize are medium sand.

Habitat ModuleMixing & pH Amendment

Layer

Minimum(ft)

Assumed Maximum

With Over

Placement(ft)

Minimum(ft)

Assumed Maximum

With Over

Placement(ft)


Assumed Maximum

With Over

Placement(ft)


Assumed Maximum

With Over

Placement(ft)

Minimum(ft)

Assumed Maximum

With Over

Placement(ft)

Minimum(ft)

Assumed Maximum

With Over

Placement(ft)


5A (0.5‐2 ft)

3A (2‐3 ft)


3A (3‐4 ft) coarse gravel

3A (4‐7 ft) fine gravel


2A (7‐10 ft) 0.25 0.25 0.75 1.0 1.5 coarse sand 1.0 1.5 ‐ ‐ 1.0 1.5 2.5 4.0


2A (10‐20 ft)

1 (20‐30 ft)

‐ Mixing & pH Amendment, pH Amendment and Chemical Isolation Layers grainsize are medium sand.

pH Amendment

0.25 0.75

0.25 0.75

0.25 0.75

pH Amendment

n/a n/a

n/a n/a

n/a n/a

REMEDIATION AREA A

REMEDIATION AREA B

Total Isolation Cap

Habitat/Erosion Protection Layer Additional Habitat Layer

Habitat/Erosion Protection LayerChemical Isolation Layer Total Habitat Layer

Chemical Isolation Layer Total Habitat Layer Total Isolation Cap

Additional Habitat Layer

3.250.25 1.0 1.5 coarse gravel 0.25 1.0 1.75 2.25 2.0 3.25

1.5 2.5 2.75 4.25fine gravel

5.0

0.25 0.75 fine gravel 1.25 1.75

medium sand

0.25 1.0 1.5

0.25 1.0 1.0 medium sand 1.0 1.5 ‐ ‐ 1.0 1.5 2.25 2.75

0.25 1.0 1.5 coarse gravel 0.3 1.0 fine gravel 1.7 2.2 2.0 3.2 3.5 5.7

0.25 1.0 1.5 0.3 1.0 fine gravel 1.2 1.7 1.5 2.7 3.0 5.2

0.25 1.0 1.0 medium sand 1.0 1.5 ‐ ‐ 1.0 1.5 2.5 3.5

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Parsons

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Habitat Module Mixing Layer Minimum(ft)

Assumed Maximum

With Over

Placement(ft)

Minimum(ft)

Assumed Maximum

With Over

Placement(ft)


Assumed Maximum

With Over

Placement(ft)


Assumed Maximum

With Over

Placement(ft)

Minimum(ft)

Assumed Maximum

With Over

Placement(ft)

Minimum(ft)

Assumed Maximum

With Over

Placement(ft)


6B (+1‐1 ft)

5B (0.5‐2 ft)

3B (2‐3 ft)


3B (3‐4 ft) coarse gravel

3B (4‐7 ft) fine gravel


2A (7‐10 ft) 0.25 n/a n/a 1.5 2.0 fine gravel 1.0 1.5 ‐ ‐ 1.0 1.5 2.75 3.75


2A (10‐20 ft)

1 (20‐30 ft)


Habitat ModuleMixing & pH Amendment

Layer

Minimum(ft)

Assumed Maximum

With Over

Placement(ft)

Minimum(ft)

Assumed Maximum

With Over

Placement(ft)


Assumed Maximum

With Over

Placement(ft)


Assumed Maximum

With Over

Placement(ft)

Minimum(ft)

Assumed Maximum

With Over

Placement(ft)

Minimum(ft)

Assumed Maximum

With Over

Placement(ft)


6B (+1‐1 ft)

5B (0.5‐2 ft)

3B (2‐3 ft)



3B (4‐7 ft) fine gravel


2A (7‐10 ft) 0.25 0.25 0.75 1.0 1.5 medium sand 1.0 1.5 ‐ ‐ 1.0 1.5 2.5 4.0


2A (10‐20 ft)

1 (20‐30 ft)

‐ Mixing & pH Amendment, pH Amendment and Chemical Isolation Layers grainsize are medium sand.

pH Amendment

0.25 0.75

0.25 0.75

0.25 0.75

pH Amendment

n/a n/a

n/a n/a

n/a n/a

REMEDIATION AREA C

REMEDIATION AREA D

Chemical Isolation Layer Total Habitat Layer Total Isolation Cap

Chemical Isolation Layer Total Isolation CapHabitat/Erosion Protection Layer


Total Habitat Layer

Habitat/Erosion Protection Layer


0.25 1.5 2.0 coarse gravel 0.3 1.0 fine gravel 1.7 2.2 2.0 3.2 3.75 5.5

0.25 1.5 2.0 0.3 1.0 fine gravel 1.2 1.7 1.5 2.7 3.25 5.0

0.25 1.5 1.5 medium sand 1.0 1.5 ‐ ‐ 1.0 1.5 2.75 3.25

0.25 1.0 1.5 coarse gravel 0.3 1.0 medium sand 1.7 2.2

5.2

2.0 3.2 3.5 5.7

0.25 1.0 1.5 0.3 1.0

1.5

1.2 1.7 1.5 2.7 3.0medium sand

‐ ‐ 1.0 1.5 2.50.25 1.0 1.0 medium sand 1.0 3.5


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Habitat Module Mixing Layer Minimum(ft)

Assumed Maximum

With Over

Placement(ft)

Minimum(ft)

Assumed Maximum

With Over

Placement(ft)


Assumed Maximum

With Over

Placement(ft)


Assumed Maximum

With Over

Placement(ft)

Minimum(ft)

Assumed Maximum

With Over

Placement(ft)

Minimum(ft)

Assumed Maximum

With Over

Placement(ft)


6B (+1‐1 ft)

5B (0.5‐2 ft)

3B (2‐3 ft)


3B (3‐7 ft) 0.25 n/a n/a 1.0 1.5 cobbles 0.5 1.5 coarse gravel 1.0 1.5 1.5 3.0 2.75 4.75



2A (10‐20 ft) fine gravel

2A (Navigation Channel) (12 ft) 0.25 n/a n/a 1.0 1.5 coarse gravel 0.5 1.5 ‐ ‐ ‐ 1.5 1.75 3.25


1 (20‐30 ft) 0.25 n/a n/a 0.5 0.5 medium sand 1.0 1.5 ‐ ‐ ‐ 1.75 2.25


pH Amendment

n/a n/a

n/a n/a

REMEDIATION AREA E

Chemical Isolation Layer Total Habitat Layer Additional Habitat Layer Total Isolation CapHabitat/Erosion Protection Layer

3.5 3.250.25 1.0 1.5 cobbles 0.5 1.5

‐ ‐ 1.0

coarse gravel 1.5 2.0 2.0

1.5 2.25 3.25

5.25

0.25 1.0 1.5 1.0 1.5


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Honeywell

Particle Size

Minimum Thickness (inches) Particle Size




Minimum Thickness (inches)

20’ to 30’ Fine sand 3 Fine sand 3 Fine sand 3 Fine sand 3 Medium sand 315’ to 20’ Fine sand 3 Fine sand 3 Medium sand 3 Medium sand 3 Fine gravel 310’ to 15’ Fine sand 3 Medium sand 3 Medium sand 3 Medium sand 3 Fine gravel 38’ to 10’ Medium sand 3 Coarse sand 3 Fine gravel 3 Fine gravel 3 Coarse gravel 36’ to 8’ Coarse sand 3 Fine gravel 3 Fine gravel 3 Fine gravel 3 Coarse gravel 3

Surf zone to 6’ Fine gravel 3 Fine gravel 3 Fine gravel 3 Fine gravel 3 Cobbles 6Within surf zone Coarse gravel 3 Coarse gravel 3.5 Coarse gravel 4 Coarse gravel 4 Cobbles 6

Notes:1. The breaking wave depth is approximately 3.5 ft in Areas A and B, 4 ft in Areas C and D, and 7 ft in Area E.

Table 4.2Summary of Wind/Wave Erosion Protection Particle Grain Size

2. The erosion protection layer thickness will be the greater of either 1.5 times the largest particle diameter, or 2 times the median particle diameter. For practical application considerations for construction, the minimum erosion protection layer thickness will be 3 inches (0.25 ft).

Remediation Area A Remediation Area B Remediation Area C Remediation Area D Remediation Area E

Water Depth (ft)

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Honeywell

TABLE 5.1ESTIMATED DREDGE VOLUMES

Dredge Area (ft2)

Dredge Area (acre)

Appendix F Dredge

Volume (cy)

Over Dredge

Volume (cy)

Cleanup Pass Dredge

Volume (cy)

Total Dredge Volume

(cy)

Dredge Area (ft2)

Dredge Area (acre)

Appendix F Dredge Volume

(cy)

Over Dredge Volume

(cy)

Total Dredge Volume

(cy)Dredge Area

(ft2)

Dredge Area (acre)

Total Dredge

Volume (cy)RA-A 283,100 6.5 35,400 5,200 10,500 51,100 744,200 17.1 68,100 13,800 81,900 1,027,300 23.6 133,000RA-B 0 0.0 0 0 0 0 125,800 2.9 17,300 2,300 19,600 125,800 2.9 20,000RA-C 88,700 2.0 12,300 1,600 3,300 17,200 214,900 4.9 16,700 4,000 20,700 303,600 7.0 38,000RA-D 0 0.0 0 0 0 0 3,884,600 89.2 1,147,300 0 1,147,300 3,884,600 89.2 1,147,000RA-E 470,500 10.8 66,500 8,700 17,400 92,600 3,179,200 73.0 436,800 58,900 495,700 3,649,700 83.8 588,000

Total 842,300 19.3 114,200 31,200 160,900 8,148,700 187.1 1,686,200 79,000 1,765,200 8,991,000 206.4 1,926,000

Contingency Volume (summarized in section 5.2.6) 246,000

Total Assumed Volume for Operational Design 2,172,000

TotalDredge to Cleanup Criteria Areas

Dredge Area

Elevation-Based Dredge Areas

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Honeywell DRAFT ONONDAGA LAKECAPPING AND DREDGE AREA AND DEPTH

INITIAL DESIGN SUBMITTALTABLE 6.1

LAKE UTILITIES SUMMARY TABLE

Utility Owner ConstructionRem Area

Length in Lake

Magnetic Anomaly

Side Scan Sonar Data

Current Activity Status

Eastern Feature Honeywell Cast Iron A unknown Yes No coverage Abandoned

Western Feature Honeywell unknown A unknown Yes No coverage Abandoned

42" Culvert Unknown Concrete C Edge of Lake - - Active

60" Culvert Unknown Concrete C Edge of Lake - - Active

72" Intake Line Honeywell Cast Iron D 1200 feet Yes No Abandoned

84" Intake Line Honeywell Corrugated Steel D 1240 feet Yes Yes Abandoned

42" Suction Pipe (Atlas of Syracuse) Honeywell Cast Iron D 1230 feet Yes No Abandoned

30" Suction Pipe (Atlas of Syracuse) Honeywell Cast Iron D 1145 feet Yes No Abandoned

16" Suction Pipe (Atlas of Syracuse) Honeywell Cast Iron D 890 feet Yes No AbandonedDiffuser Pipe

60" Diffuser pipe Honeywell Coal Tar-lined Steel D 790 feet Yes Yes Abandoned

Sun Oil Pipeline Sun Oil Steel D/E 2000 feet Yes Yes Abandoned

NPDES permitted outfall Metro unknown E Edge of Lake - - Active (continuous)

NPDES permitted outfall Metro unknown E Edge of Lake - - Active (continuous)

60" Outfall Pipe (Twin) (Southern pipe) Metro unknown E 1700 feet Yes No Not Currently Active

60" Outfall Pipe (Twin) (Northern pipe) Metro unknown E 1700 feet Yes No Not Currently Active

Type 7 Outfall/Linear feature Unknown unknown E 790 feet Yes Yes UnknownFate to be determined following finalization of

dredging prism

Remediation Area E Outfall

Modifications to pipeline unlikely, design will be modified to accommodate

Modifications to pipeline unlikely, design will be modified to accommodate

Potential Fate

Water Inlet Pipes

Remediation Area C Culverts

Remediation Area A FeaturesFate to be determined following finalization of

dredging prismFate to be determined following finalization of

dredging prism

Fate to be determined following finalization of dredging prism




Oil Pipeline


Cooling Water Intake Lines


Modifications to outfall unlikely, design will be modified to accommodate

Modifications to outfall unlikely, design will be modified to accommodate

Metro Discharge Points



Removal

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TABLE 7.1

ESTIMATED CAP MATERIAL VOLUMES

Remediation Area

Area Area Cap Material

Volume (ft2) (acre) (cy)

RA-A 3,636,000 83.5 361,300 RA-B* 1,409,000 32.4 107,500 RA-C 1,111,000 25.5 133,600

RA-D** 4,536,000 104.1 577,200 RA-E 8,030,000 184.5 914,300

Total 18,722,000 430.0 2,093,900

* includes shoreline stabilization materials along SMU 3. ** Includes 5.6 acres of RA-D addendum soil extending into SMU 8.

DRAFT ONONDAGA LAKE


Parsons P:\Honeywell -SYR\444576 2008 Capping\09 Reports\9.3 December 2009_Capping and Dredge Area & Depth IDS\Flysheet - Tables & Figures.doc 12/14/2009

FIGURES

DRAFT ONONDAGA LAKE

CAPPING AND DREDGE AREA AND DEPTHINITIAL DESIGN SUBMITTAL


APPENDIX A

REMEDIAL AREA DELINEATION

DRAFT ONONDAGA LAKE



APPENDIX B

CAP MODELING

DRAFT ONONDAGA LAKE



APPENDIX C

GROUNDWATER UPWELLING EVALUATION

DRAFT ONONDAGA LAKE



APPENDIX D

EROSION PROTECTION LAYER / ARMOR LAYER DESIGN

DRAFT ONONDAGA LAKE



APPENDIX E

CAP-INDUCED SETTLEMENT EVALUATION

E.1 CAP-INDUCED SETTLEMENT EVALUATION

E.2 CAP-INDUCED SETTLEMENT EVALUATION FOR REMEDIATION AREA D

DRAFT ONONDAGA LAKE



E.1

CAP-INDUCED SETTLEMENT EVALUATION

DRAFT ONONDAGA LAKE



E.2

CAP-INDUCED SETTLEMENT EVALUATION FOR REMEDIATION AREA D

DRAFT ONONDAGA LAKE



APPENDIX F

DREDGING PLANS

DRAFT ONONDAGA LAKE



APPENDIX G

ILWD DREDGE AREA AND DEPTH DEVELOPMENT

DRAFT ONONDAGA LAKE



APPENDIX H

STABILITY EVALUATION OF REMEDIATION AREA D

H.1 SUMMARY OF SUBSURFACE STRATIGRAPHY AND MATERIAL PROPERTIES (DATA PACKAGE)

H.2 LIQUEFACTION POTENTIAL ANALYSES

H.3 STATIC SLOPE STABILITY ANALYSES

H.4 SEISMIC SLOPE STABILITY ANALYSES

DRAFT ONONDAGA LAKE



H.1

SUMMARY OF SUBSURFACE STRATIGRAPHY AND MATERIAL PROPERTIES (DATA PACKAGE)

DRAFT ONONDAGA LAKE



H.2

LIQUEFACTION POTENTIAL ANALYSES

DRAFT ONONDAGA LAKE



H.3

STATIC SLOPE STABILITY ANALYSES

DRAFT ONONDAGA LAKE



H.4

SEISMIC SLOPE STABILITY ANALYSES

DRAFT ONONDAGA LAKE



APPENDIX I

pH AMENDMENT EVALUATION

I.1 CAP pH MODEL MEMO

I.2 SIDERITE LEACHATE EVALUATION

DRAFT ONONDAGA LAKE



I.1

CAP pH MODEL MEMO

DRAFT ONONDAGA LAKE



I.2

SIDERITE LEACHATE EVALUATION

DRAFT ONONDAGA LAKE


Parsons

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December 11, 2009

APPENDIX A


DRAFT ONONDAGA LAKE


Parsons


December 11, 2009 A-1

APPENDIX A


Remediation area boundaries, as shown in Figures A-1 through A-5 and Attachment A-1, were established using the extensive sediment database available from the remedial investigation and five phases of design-related investigations. The boundaries were drawn from point to point based on sampling locations where the sediment cleanup criteria were not exceeded. Point to point delineation provides for more conservative establishment of remediation boundaries than methods that rely on interpolation or kriging between sampling locations to estimate remediation boundaries, and ensures all sediments exceeding cleanup criteria will be addressed. Mean PECQ and mercury results by sample location are provided in Table A-1.

For locations in the 0 to 6-meter water depth zone, sampling locations were evaluated based on consideration of cleanup criteria exceedances at any depth. Sampling locations in the 6 to 9-meter water depth zone were evaluated based on consideration of exceedances of the cleanup criteria in the 0 to 1-ft depth interval. Figure A-5 shows an addendum cap area in Remediation Area D (RA-D) extending into SMU 8. The boundaries for this area were drawn based on sampling locations in SMU 8 where a mean PECQ of 2 was not exceeded in the top 6 inches. The basis for these criteria for delineation of remedial areas is provided in Section 3.2 of the IDS. Remediation Area C includes the localized area around sample location S48. This sample location does not exceed remediation criteria, but showed a chironomid mortality greater than 50% during the RI and therefore the localized area around this point is included for remediation. The remediation boundary around sample location S48 was based on surrounding sample locations that did not exceed remediation criteria, consistent with other remedial area delineation.

Due to the extensive design-related investigation database, remedial boundaries were delineated primarily based on design-related investigation data, with only three RI-data points falling along a remediation area boundary. During the RI, shallow samples were collected to a depth of 1 ft or less at some locations. If these samples were found to exceed the mean PECQ of 1 or the mercury concentration of 2.2 mg/kg criteria, the sample location was considered to be an exceedance. If the criteria were not exceeded in these shallow samples, the sample location was ignored in the analysis due to the potential for deeper criteria exceedances. In addition, there were 2 RI data points (S306 and S365) in RA-A and RA-C that were not analyzed for all 23 CPOIs used in the mean PECQ calculation but were used to define the remediation area boundaries. S306 was analyzed for all CPOIs except chlorobenzene and xylene and S365 was analyzed for all 23 CPOIs excluding 2 isomers of trichlorobenzene – 1,2,3-trichlorobenzene and 1,3,5-trichlorobenzene. However, inclusion of these data points does not significantly impact the remedial area delineation.

The remediation area boundaries were estimated in a few areas by extending the boundary beyond the closest impacted core. This occurred in the 6 to 9 meter water depth at the eastern

DRAFT ONONDAGA LAKE


Parsons


December 11, 2009 A-2

boundary of Remediation Area A and the northern boundary of Remediation Area E, and in a small area in Remediation Area F. There may be minor modifications to the remediation area boundaries in these and other areas based on future field investigations.

Data treatment details are provided below:

• Tables present mercury concentrations for each sample collected as part of the PDI Phases I through V. For the RI/FS samples where there were laboratory replicates (i.e., the laboratory analyzed the same sample twice), the average mercury concentration is shown. Note that this did not occur at any of the three RI samples used to define the remedial boundary. Replicate mercury results analyzed by the SEM method were excluded and not averaged with results by other methods as they are different analyses and not comparable.

• Non-detect mercury results were reported at the method detection limit in mg/kg.

• Mean PECQs were first calculated for the five chemical parameter of interest (CPOI) groups (mercury, ethylbenzene and xylenes, chlorinated benzenes, polycyclic aromatic hydrocarbons (PAHs), and polychlorinated biphenyls (PCBs)) using detections. These values were then averaged to get the final mean PECQ for the sample.

• Non-detect results were excluded from mean PECQ calculations. If all CPOIs were non-detect, this resulted in a mean PECQ of zero.

• Sediment results generated from centrifuged porewater cores were not included because they were analyzed for fewer than the 23 CPOIs used in the mean PECQ calculation.

• Figures show mercury and mean PECQ exceedances at any depth for each sample location in the 0 to 6 meter water depth zone and exceedances in the top 1 ft in the 6 to 9-meter water depth zone as described above.

• Tables also present mercury and mean PECQ values for PDI Phases I through V and RI samples.

DRAFT ONONDAGA LAKE


Parsons


December 11, 2009

FIGURES

DRAFT ONONDAGA LAKE


Parsons


December 11, 2009

TABLES

Table A‐1Onondaga Lake

PECQ and Mercury Sediment DataAll Remediation Areas

J: Estimated value

W: Estimated value; biased due to moisture content

U: Non detect

R: Rejected

Value exceeds criteria

Blank cells indicate that parameter was not analyzed for

NOTES:

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Parsons


Remediation Area A

Field Effort Location ID Field Samp ID Start (ft) End (ft) Mean PECQ Mercury

PDI I OL‐STA‐30005‐VC OL‐0013‐05 0 3.3 0.009131927 0.026 JPDI I OL‐STA‐30005‐VC OL‐0013‐06 3.3 6.6 0.009090909 0.02 JPDI I OL‐STA‐30005‐VC OL‐0013‐07 6.6 9.9 0.006818182 0.015 JPDI I OL‐STA‐30005‐VC OL‐0013‐08 9.9 13.2 0.011363636 0.025 JPDI I OL‐STA‐40001‐VC OL‐0015‐01 0 3.3 0.772727273 1.7 JPDI I OL‐STA‐40001‐VC OL‐0015‐02 3.3 6.6 0 0.0077 UJPDI I OL‐STA‐40001‐VC OL‐0015‐03 6.6 9.9 0.027272727 0.06 JPDI I OL‐STA‐40001‐VC OL‐0015‐04 9.9 13.2 0 0.0075 UJPDI I OL‐STA‐40002‐VC OL‐0017‐27 0 3.3 0.045454545 0.1PDI I OL‐STA‐40002‐VC OL‐0017‐28 3.3 6.6 0.003909091 0.0086 JPDI I OL‐STA‐40002‐VC OL‐0017‐29 6.6 9.9 0.003909091 0.0086 JPDI I OL‐STA‐40002‐VC OL‐0017‐30 9.9 13.2 0.007272727 0.016 JPDI I OL‐STA‐40003‐VC OL‐0017‐31 0 3.3 0.008181818 0.018 JPDI I OL‐STA‐40003‐VC OL‐0017‐32 3.3 6.6 0.005 0.011 JPDI I OL‐STA‐40003‐VC OL‐0017‐33 6.6 9.9 0.005 0.011 JPDI I OL‐STA‐40003‐VC OL‐0017‐34 9.9 13.2 0.007727273 0.017 JPDI III OL‐VC‐30054 OL‐0378‐01 0 3.3 12.3428116 71.6 JPDI III OL‐VC‐30054 OL‐0378‐02 3.3 6.6 0.611434241 2.5 JPDI III OL‐VC‐30054 OL‐0378‐03 6.6 9.6 0.013636364 0.03 JPDI III OL‐VC‐30055 OL‐0390‐08 0 1 2.294717571 11.1 JPDI III OL‐VC‐30055 OL‐0390‐09 1 3.3 10.67406309 63.1 JPDI III OL‐VC‐30055 OL‐0390‐10 3.3 6.6 0.183628597 0.18 JPDI III OL‐VC‐30055 OL‐0390‐11 6.6 7.5 0.014545455 0.032PDI III OL‐VC‐30056 OL‐0390‐04 0 1 6.032176 30.9 JPDI III OL‐VC‐30056 OL‐0390‐05 1 3.3 3.199063447 13.1 JPDI III OL‐VC‐30056 OL‐0390‐06 3.3 6.6 0.296364046 0.43PDI III OL‐VC‐30056 OL‐0390‐07 6.6 8.4 0.011818182 0.026 JPDI III OL‐VC‐30057 OL‐0388‐04 0 1 0.030760828 0.078PDI III OL‐VC‐30057 OL‐0388‐05 1 2 0.01677194 0.059PDI III OL‐VC‐30057 OL‐0388‐06 2 3.3 0.014678553 0.05PDI III OL‐VC‐30057 OL‐0388‐07 3.3 6.6 0.016363636 0.036PDI III OL‐VC‐30057 OL‐0388‐08 6.6 8.7 0.016818182 0.037PDI III OL‐VC‐30058 OL‐0389‐07 0 1 0.206117103 0.012 JPDI III OL‐VC‐30058 OL‐0389‐08 1 3.3 0.006363636 0.014 JPDI III OL‐VC‐30058 OL‐0387‐14 3.3 6.6 0.012272727 0.027 JPDI III OL‐VC‐30058 OL‐0387‐15 6.6 7.1 0.012272727 0.027 JPDI IV OL‐VC‐30085 OL‐0655‐01 0 1 0.496560195 2.3 JPDI IV OL‐VC‐30085 OL‐0655‐02 1 2 4.638183397 38.8 JPDI IV OL‐VC‐30085 OL‐0655‐03 2 3 2.262460361 14.5 JPDI IV OL‐VC‐30085 OL‐0655‐04 3 3.4 0.880598567 3.3 JPDI IV OL‐VC‐30086 OL‐0654‐05 0 1 1.173921191 4.5 JPDI IV OL‐VC‐30086 OL‐0654‐06 1 2 8.645811495 82.6 JPDI IV OL‐VC‐30086 OL‐0654‐07 2 3 1.1207348 3.9 JPDI IV OL‐VC‐30086 OL‐0654‐08 3 4 0.236126233 0.31

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Remediation Area A


PDI IV OL‐VC‐30087 OL‐0654‐09 0 1 1.062766806 3.5 JPDI IV OL‐VC‐30087 OL‐0654‐11 1 2 5.871677207 49.5 JPDI IV OL‐VC‐30087 OL‐0654‐10 1 2 4.630748683 33.6 JPDI IV OL‐VC‐30087 OL‐0654‐12 2 3 2.585744953 9.1 JPDI IV OL‐VC‐30087 OL‐0654‐13 3 3.6 0.557691571 0.44 JPDI IV OL‐VC‐30088 OL‐0654‐14 0 1 0.065753693 0.059PDI IV OL‐VC‐30088 OL‐0654‐15 1 2 0.04557396 0.029 JPDI IV OL‐VC‐30088 OL‐0654‐16 2 3 0.013181818 0.029 JPDI IV OL‐VC‐30088 OL‐0654‐17 3 4 0.016363636 0.036 JPDI V OL‐VC‐30096 OL‐0887‐10 0 1 0.3906623 2.9PDI V OL‐VC‐30096 OL‐0887‐11 1 2 3.582050705 27.2PDI V OL‐VC‐30096 OL‐0887‐12 2 3 0.708549235 4PDI V OL‐VC‐30096 OL‐0887‐13 3 4 0.200666224 0.33PDI V OL‐VC‐30097 OL‐0887‐14 0 1 0.37834269 2.3PDI V OL‐VC‐30097 OL‐0887‐15 1 2 3.462465539 34.5 JPDI V OL‐VC‐30097 OL‐0887‐16 2 3 2.028622049 12 JPDI V OL‐VC‐30097 OL‐0887‐17 3 4 0.184739312 0.38PDI V OL‐VC‐30098 OL‐0840‐17 0 1 0.688751007 2.2 JPDI V OL‐VC‐30098 OL‐0840‐18 1 2 1.211682905 11.3 JPDI V OL‐VC‐30098 OL‐0840‐19 2 3 2.381453071 22.7 JPDI V OL‐VC‐30098 OL‐0840‐20 3 4 0.665123278 3.7 JPDI V OL‐VC‐30098‐A OL‐1031‐02 0 0.5 0.836363636 1.84 JPDI V OL‐VC‐30098‐A OL‐1031‐03 0.5 1 1.231818182 2.71 JPDI V OL‐VC‐30144 OL‐1025‐17 0 0.5 0.452402646 1.56 JPDI V OL‐VC‐30144 OL‐1025‐18 0.5 1 0.461901086 1.93 JPDI V OL‐VC‐30144 OL‐1025‐19 1 2 2.217136247 2.36 JPDI V OL‐VC‐30144 OL‐1025‐20 2 3 3.041755688 16.4 JPDI V OL‐VC‐30144 OL‐1026‐01 3 4 0.876258841 2.52 JPDI V OL‐VC‐30145 OL‐1025‐12 0 0.5 0.227766451 1.02 JPDI V OL‐VC‐30145 OL‐1025‐13 0.5 1 0.497776037 2.12 JPDI V OL‐VC‐30145 OL‐1025‐14 1 2 2.019971997 9.69 JPDI V OL‐VC‐30145 OL‐1025‐15 2 3 1.239898847 5.75 JPDI V OL‐VC‐30145 OL‐1025‐16 3 4 0.420475258 0.248 JPDI II OL‐VC‐40016 OL‐0192‐17 0 0.5 1.590909091 3.5 JPDI II OL‐VC‐40016 OL‐0192‐18 0.5 3.3 6.963109174 30.6 JPDI II OL‐VC‐40017 OL‐0190‐14 0 0.5 2.181818182 4.8 JPDI II OL‐VC‐40017 OL‐0190‐15 0.5 3.3 4.222118676 18.5 JPDI II OL‐VC‐40018 OL‐0192‐07 0 3.3 9.626677462 42.3 JPDI II OL‐VC‐40018 OL‐0192‐08 3.3 6.6 7.499390135 49.4 JPDI II OL‐VC‐40018 OL‐0192‐09 3.3 6.6 9.208724043 60.6 JPDI II OL‐VC‐40019 OL‐0192‐19 0 0.5 0.25759956 1.6PDI II OL‐VC‐40019 OL‐0192‐20 0.5 3.3 0.716719156 5.9PDI II OL‐VC‐40020 OL‐0193‐01 0 0.5 0.590909091 1.3 JPDI II OL‐VC‐40020 OL‐0193‐02 0.5 3.3 0.261534499 1.7PDI II OL‐VC‐40021 OL‐0194‐01 0 0.5 0.727272727 1.6 J



Remediation Area A


PDI II OL‐VC‐40021 OL‐0194‐02 0.5 3.3 0.494379324 2.1 JPDI II OL‐VC‐40022 OL‐0193‐03 0 0.5 0.636363636 1.4PDI II OL‐VC‐40022 OL‐0193‐05 0.5 3.3 1.151426398 5PDI II OL‐VC‐40022 OL‐0193‐04 0.5 3.3 1.260544324 5.5PDI II OL‐VC‐40023 OL‐0194‐10 0 0.5 1.181818182 2.6 JPDI II OL‐VC‐40023 OL‐0194‐11 0.5 3.3 0.912856599 4 JPDI II OL‐VC‐40024 OL‐0193‐06 0 0.5 0.348030127 1.5PDI II OL‐VC‐40024 OL‐0193‐07 0.5 3.3 3.01564049 19.8 JPDI II OL‐VC‐40025 OL‐0189‐14 0 3.3 6.710069754 44.2 JPDI II OL‐VC‐40025 OL‐0189‐15 3.3 6.6 11.65735835 76.8 JPDI II OL‐VC‐40025 OL‐0189‐16 6.6 9.9 9.715765779 63.9PDI II OL‐VC‐40026 OL‐0192‐10 0 3.3 3.653509435 23.6 JPDI II OL‐VC‐40026 OL‐0192‐11 3.3 6.6 7.772050193 67.1 JPDI II OL‐VC‐40026 OL‐0192‐12 6.6 9.9 12.56685255 55.2 JPDI II OL‐VC‐40027 OL‐0192‐13 0 3.3 3.830179428 25.1PDI II OL‐VC‐40027 OL‐0192‐14 3.3 6.6 8.356634546 55PDI II OL‐VC‐40027 OL‐0192‐15 3.3 6.6 10.73114401 70.6 JPDI II OL‐VC‐40027 OL‐0192‐16 6.6 9.9 7.579772403 33.3 JPDI II OL‐VC‐40028 OL‐0194‐12 0 3.3 0.590909091 1.3PDI II OL‐VC‐40028 OL‐0194‐13 3.3 6.6 0.799050379 3.5PDI II OL‐VC‐40028 OL‐0194‐14 6.6 9.9 4.589742535 30.2PDI II OL‐VC‐40029 OL‐0193‐08 0 3.3 0.297323704 1.3PDI II OL‐VC‐40029 OL‐0193‐09 3.3 6.6 0.690455221 3PDI II OL‐VC‐40029 OL‐0193‐10 6.6 9.9 6.158041255 40.5PDI II OL‐VC‐40030 OL‐0189‐01 0 3.3 2.227272727 4.9PDI II OL‐VC‐40030 OL‐0189‐02 3.3 6.6 15.59090909 34.3PDI II OL‐VC‐40030 OL‐0189‐03 6.6 9.9 0.318181818 0.7PDI II OL‐VC‐40030 OL‐0189‐04 6.6 9.9 0.636363636 1.4PDI II OL‐VC‐40031 OL‐0193‐11 0 3.3 8.149637157 35.8 JPDI II OL‐VC‐40031 OL‐0193‐12 3.3 6.6 0.177272727 0.39PDI II OL‐VC‐40031 OL‐0193‐13 6.6 9.9 0.041363636 0.091PDI II OL‐VC‐40032 OL‐0193‐14 0 3.3 16.13636364 35.5 JPDI II OL‐VC‐40032 OL‐0193‐15 3.3 6.6 0.159980668 0.69 JPDI II OL‐VC‐40032 OL‐0193‐16 6.6 9.9 0.020909091 0.046 JPDI II OL‐VC‐40033 OL‐0191‐01 0 3.3 0 0.0067 UPDI II OL‐VC‐40033 OL‐0191‐02 3.3 6.6 0 0.0073 UPDI II OL‐VC‐40033 OL‐0191‐03 6.6 9.9 0.003 0.0066 JPDI II OL‐VC‐40033 OL‐0191‐04 9.9 13.2 0.010909091 0.024 JPDI II OL‐VC‐40033 OL‐0191‐05 13.2 16.5 0.006818182 0.015 JPDI II OL‐VC‐40033 OL‐0191‐06 16.5 19.8 0.005909091 0.013 JPDI II OL‐VC‐40034 OL‐0192‐01 0 3.3 0.010454545 0.023 JPDI II OL‐VC‐40034 OL‐0192‐02 3.3 6.6 0.002954545 0.0065 JPDI II OL‐VC‐40034 OL‐0192‐03 6.6 9.9 0.003545455 0.0078 JPDI II OL‐VC‐40034 OL‐0192‐04 9.9 13.2 0.012272727 0.027PDI II OL‐VC‐40034 OL‐0192‐05 13.2 16.5 0.007272727 0.016 JPDI II OL‐VC‐40034 OL‐0192‐06 16.5 17.8 0.007272727 0.016 J



Remediation Area A


PDI II OL‐VC‐40035 OL‐0188‐01 0 3.3 8.752595987 57.1PDI II OL‐VC‐40035 OL‐0188‐02 3.3 6.6 0.923639619 5.8PDI II OL‐VC‐40035 OL‐0188‐03 6.6 9.9 0.025 0.055 JPDI II OL‐VC‐40035 OL‐0188‐04 6.6 9.9 0.031818182 0.07 JPDI II OL‐VC‐40035 OL‐0188‐05 9.9 13.2 0.004545455 0.01 JPDI II OL‐VC‐40035 OL‐0188‐06 13.2 16.5 0.004272727 0.0094 JPDI II OL‐VC‐40035 OL‐0188‐07 16.5 19.8 0.003636364 0.008 JPDI II OL‐VC‐40036 OL‐0190‐01 0 3.3 16.39549831 63.9PDI II OL‐VC‐40036 OL‐0190‐02 0 3.3 15.90294709 65.3PDI II OL‐VC‐40036 OL‐0190‐03 3.3 6.6 21.18870344 93.1PDI II OL‐VC‐40036 OL‐0190‐04 6.6 9.9 0.068181818 0.15PDI II OL‐VC‐40036 OL‐0190‐05 9.9 13.2 0.063636364 0.14PDI II OL‐VC‐40036 OL‐0190‐06 13.2 16.5 0.131818182 0.29PDI II OL‐VC‐40036 OL‐0190‐07 16.5 17.3 0.277272727 0.61PDI II OL‐VC‐40037 OL‐0194‐03 0 3.3 13.18181818 29PDI II OL‐VC‐40037 OL‐0194‐04 3.3 6.6 15.90301598 38.7PDI II OL‐VC‐40037 OL‐0194‐05 3.3 6.6 18.77117916 39.2PDI II OL‐VC‐40037 OL‐0194‐06 6.6 9.9 7.632513337 65.4PDI II OL‐VC‐40037 OL‐0194‐07 9.9 13.2 18.27671684 110PDI II OL‐VC‐40037 OL‐0194‐08 13.2 16.5 5.425377099 23.7 JPDI II OL‐VC‐40037 OL‐0194‐09 16.5 19.8 6.727272727 14.8 JPDI II OL‐VC‐40038 OL‐0188‐08 0 3.3 0.213636364 0.47 JPDI II OL‐VC‐40038 OL‐0188‐09 3.3 6.6 0.005454545 0.012 JPDI II OL‐VC‐40038 OL‐0188‐10 6.6 9.9 0.004272727 0.0094 JPDI II OL‐VC‐40038 OL‐0188‐11 9.9 13.2 0.004363636 0.0096 JPDI II OL‐VC‐40038 OL‐0188‐12 13.2 16.5 0.004409091 0.0097 JPDI II OL‐VC‐40038 OL‐0188‐13 16.5 19.8 0.0045 0.0099 JPDI II OL‐VC‐40039 OL‐0189‐05 0 3.3 0.43799364 1.9PDI II OL‐VC‐40039 OL‐0189‐06 3.3 6.6 1.12650345 4.9PDI II OL‐VC‐40039 OL‐0189‐07 6.6 9.9 3.823302611 24.8PDI II OL‐VC‐40039 OL‐0189‐08 9.9 13.2 14.89233351 97 JPDI II OL‐VC‐40039 OL‐0189‐09 13.2 16.5 14.39299025 93.9PDI II OL‐VC‐40039 OL‐0189‐10 16.5 19.8 13.35911444 87.9PDI II OL‐VC‐40040 OL‐0190‐08 0 3.3 5.694712896 36.9 JPDI II OL‐VC‐40040 OL‐0190‐09 3.3 6.6 12.23799365 80.6 JPDI II OL‐VC‐40040 OL‐0190‐10 6.6 9.9 12.72727273 28 JPDI II OL‐VC‐40040 OL‐0190‐11 9.9 13.2 2.318181818 5.1 JPDI II OL‐VC‐40040 OL‐0190‐12 13.2 16.5 0.413636364 0.91 JPDI II OL‐VC‐40040 OL‐0190‐13 16.5 19.8 0.272727273 0.6 JPDI II OL‐VC‐40041 OL‐0188‐14 0 3.3 0.422727273 0.93PDI II OL‐VC‐40041 OL‐0188‐15 3.3 6.6 0.0045 0.0099 JPDI II OL‐VC‐40041 OL‐0188‐16 6.6 9.9 0.0045 0.0099 JPDI II OL‐VC‐40041 OL‐0188‐17 9.9 13.2 0.005454545 0.012 JPDI II OL‐VC‐40041 OL‐0188‐18 13.2 16.5 0.010454545 0.023PDI II OL‐VC‐40041 OL‐0188‐19 16.5 19.3 0.012727273 0.028PDI II OL‐VC‐40042 OL‐0189‐11 0 3.3 0.010454545 0.023 J



Remediation Area A


PDI II OL‐VC‐40042 OL‐0189‐12 3.3 6.6 0 0.0067 UPDI II OL‐VC‐40042 OL‐0189‐13 6.6 9.9 0 0.0069 UPDI III OL‐VC‐40132 OL‐0394‐16 0 1 3.911429768 24.6PDI III OL‐VC‐40132 OL‐0394‐17 1 2 0.215662593 0.61PDI III OL‐VC‐40132 OL‐0394‐18 2 3.3 0.032730373 0.063PDI III OL‐VC‐40132 OL‐0394‐19 3.3 6.6 0.006363636 0.014 JPDI III OL‐VC‐40132 OL‐0394‐20 6.6 8 0 0.0056 UPDI III OL‐VC‐40133 OL‐0394‐01 0 1 0.266076909 1.5PDI III OL‐VC‐40133 OL‐0394‐02 1 2 0.019090909 0.042PDI III OL‐VC‐40133 OL‐0394‐03 2 3.3 0 0.0065 UPDI III OL‐VC‐40133 OL‐0394‐04 3.3 6.6 0 0.0063 UPDI III OL‐VC‐40133 OL‐0394‐05 6.6 8.6 0.007727273 0.017 JPDI III OL‐VC‐40134 OL‐0391‐01 0 1 1.118446254 4.6 JPDI III OL‐VC‐40134 OL‐0391‐02 1 2 0.382112038 1.4PDI III OL‐VC‐40134 OL‐0391‐03 2 3.3 0.707695361 4.7PDI III OL‐VC‐40134 OL‐0391‐04 3.3 6.6 4.870209616 39.1PDI III OL‐VC‐40134 OL‐0391‐05 6.6 8.6 6.635893604 68.8 JPDI III OL‐VC‐40135 OL‐0394‐11 0 1 0.461665767 1.8PDI III OL‐VC‐40135 OL‐0394‐12 1 2 0.005454545 0.012 JPDI III OL‐VC‐40135 OL‐0394‐13 2 3.3 0 0.0059 UPDI III OL‐VC‐40135 OL‐0394‐14 3.3 6.6 0.005454545 0.012 JPDI III OL‐VC‐40135 OL‐0394‐15 6.6 8 0 0.0061 UPDI III OL‐VC‐40136 OL‐0391‐11 0 1 0.150017212 0.54 JPDI III OL‐VC‐40136 OL‐0391‐12 1 2 0.025909091 0.057 JPDI III OL‐VC‐40136 OL‐0391‐13 2 3.3 0.015909091 0.035 JPDI III OL‐VC‐40136 OL‐0391‐14 3.3 6.6 0.012272727 0.027 JPDI III OL‐VC‐40136 OL‐0391‐15 6.6 7.1 0.010909091 0.024 JPDI III OL‐VC‐40137 OL‐0394‐06 0 1 0.015909091 0.035PDI III OL‐VC‐40137 OL‐0394‐07 1 2 0.006363636 0.014 JPDI III OL‐VC‐40137 OL‐0394‐08 2 3.3 0.005909091 0.013 JPDI III OL‐VC‐40137 OL‐0394‐09 3.3 6.6 0.006363636 0.014 JPDI III OL‐VC‐40137 OL‐0394‐10 6.6 8 0.005909091 0.013 JPDI III OL‐VC‐40138 OL‐0391‐16 0 1 0.009545455 0.021 JPDI III OL‐VC‐40138 OL‐0391‐17 1 2 0.01 0.022 JPDI III OL‐VC‐40138 OL‐0391‐18 2 3.3 0.772727273 1.7PDI III OL‐VC‐40138 OL‐0391‐19 3.3 6.6 0.010454545 0.023 JPDI III OL‐VC‐40138 OL‐0391‐20 6.6 9.9 0.009545455 0.021 JPDI III OL‐VC‐40139 OL‐0391‐06 0 1 0.017727273 0.039PDI III OL‐VC‐40139 OL‐0391‐07 1 2 0.009545455 0.021 JPDI III OL‐VC‐40139 OL‐0391‐08 2 3.3 0.017272727 0.038PDI III OL‐VC‐40139 OL‐0391‐09 3.3 6.6 0.015454545 0.034PDI III OL‐VC‐40139 OL‐0391‐10 6.6 9.9 0.014090909 0.031PDI IV OL‐VC‐40202 OL‐0654‐01 0 1 0.680792873 2.8 JPDI IV OL‐VC‐40202 OL‐0654‐02 1 2 9.780430889 79.1 JPDI IV OL‐VC‐40202 OL‐0654‐03 2 3 15.55048325 164 JPDI IV OL‐VC‐40202 OL‐0654‐04 3 4 9.525513563 95.5 J



Remediation Area A


PDI IV OL‐VC‐40203 OL‐0659‐01 0 1 1.854392726 9.9PDI IV OL‐VC‐40203 OL‐0659‐02 1 2 5.979901002 35.7PDI IV OL‐VC‐40203 OL‐0659‐03 2 3 0.263798492 0.86PDI IV OL‐VC‐40203 OL‐0659‐04 3 4 0.318973354 0.6PDI IV OL‐VC‐40203 OL‐0659‐05 4 5 0.218529347 0.31PDI IV OL‐VC‐40203 OL‐0659‐06 5 6 0.022263864 0.052PDI IV OL‐VC‐40203 OL‐0659‐07 6 7 0.006363636 0.014 JPDI IV OL‐VC‐40204 OL‐0653‐09 0 1 0.012727273 0.028 JPDI IV OL‐VC‐40204 OL‐0653‐10 1 2 0 0.0071 UJPDI IV OL‐VC‐40204 OL‐0653‐11 2 3 7.307764975 0.017 UJPDI IV OL‐VC‐40204 OL‐0653‐12 3 4 0 0.0065 UPDI IV OL‐VC‐40205 OL‐0656‐09 0 1 0.031911644 0.16PDI IV OL‐VC‐40205 OL‐0656‐10 1 2 0.038181818 0.084PDI IV OL‐VC‐40205 OL‐0656‐11 2 3 0 0.0058 UPDI IV OL‐VC‐40205 OL‐0656‐12 3 4 0 0.0063 UPDI IV OL‐VC‐40205 OL‐0656‐13 4 5 0 0.0064 UPDI IV OL‐VC‐40205 OL‐0656‐14 5 6 0 0.0069 UPDI IV OL‐VC‐40205 OL‐0656‐15 6 7 0 0.0062 UPDI IV OL‐VC‐40205 OL‐0656‐16 7 8 0 0.0061 UPDI IV OL‐VC‐40205 OL‐0656‐17 7 8 0 0.0064 UPDI IV OL‐VC‐40205 OL‐0656‐18 8 9.2 0 0.0058 UPDI IV OL‐VC‐40207 OL‐0657‐01 0 1 3.867754979 36PDI IV OL‐VC‐40207 OL‐0657‐02 1 2 7.283656879 64.6PDI IV OL‐VC‐40207 OL‐0657‐03 2 3 5.30036262 47.6PDI IV OL‐VC‐40207 OL‐0657‐04 3 4 3.559360374 36.2PDI IV OL‐VC‐40207 OL‐0657‐05 4 5 2.275190202 23.4 JPDI IV OL‐VC‐40207 OL‐0657‐06 5 6 2.69940298 28 JPDI IV OL‐VC‐40207 OL‐0657‐07 6 7 1.364779915 7.5 JPDI IV OL‐VC‐40209 OL‐0657‐08 0 1 1.180910711 6.7PDI IV OL‐VC‐40209 OL‐0657‐09 1 2 0.016363636 0.036PDI IV OL‐VC‐40209 OL‐0657‐10 2 3 0.010909091 0.024 JPDI IV OL‐VC‐40209 OL‐0657‐11 3 4 0 0.0063 UPDI IV OL‐VC‐40209 OL‐0657‐12 4 5 0 0.0057 UPDI IV OL‐VC‐40209 OL‐0657‐13 4 5 0 0.0056 UPDI IV OL‐VC‐40209 OL‐0657‐14 5 6 0 0.0056 UPDI IV OL‐VC‐40209 OL‐0657‐15 6 7 0 0.0054 UPDI IV OL‐VC‐40209 OL‐0657‐16 7 7.8 0 0.006 UPDI IV OL‐VC‐40211 OL‐0658‐10 0 1 1.06223504 3.4PDI IV OL‐VC‐40211 OL‐0658‐11 1 2 0.009090909 0.02 JPDI IV OL‐VC‐40211 OL‐0658‐12 2 3 0 0.0057 UPDI IV OL‐VC‐40211 OL‐0658‐13 3 4 0 0.0057 UPDI IV OL‐VC‐40211 OL‐0658‐14 4 5 0 0.0058 UPDI IV OL‐VC‐40211 OL‐0658‐16 5 6 0 0.0059 UPDI IV OL‐VC‐40211 OL‐0658‐15 5 6 0 0.0056 UPDI IV OL‐VC‐40211 OL‐0658‐17 6 7.2 0.007272727 0.016 JPDI V OL‐VC‐40213 OL‐0856‐01 0 1 0.093439908 0.039 J



Remediation Area A


PDI V OL‐VC‐40213 OL‐0856‐03 1 2 0 0.021 UPDI V OL‐VC‐40213 OL‐0856‐02 1 2 0 0.022 UPDI V OL‐VC‐40213 OL‐0856‐04 2 3 0 0.019 UPDI V OL‐VC‐40213 OL‐0856‐05 3 4 0 0.019 UPDI V OL‐VC‐40214 OL‐0856‐06 0 1 0 0.022 UPDI V OL‐VC‐40214 OL‐0856‐07 1 2 0 0.019 UPDI V OL‐VC‐40214 OL‐0856‐08 2 3 0 0.022 UPDI V OL‐VC‐40214 OL‐0856‐09 3 4 0 0.021 UPDI V OL‐VC‐40215 OL‐0882‐10 0 1 1.349128516 11.1PDI V OL‐VC‐40215 OL‐0882‐11 1 2 5.199450317 50.6PDI V OL‐VC‐40215 OL‐0882‐12 2 3 0.125311004 0.03 JPDI V OL‐VC‐40215 OL‐0882‐13 3 4 0.090456669 0.031 JPDI V OL‐VC‐40215 OL‐0882‐14 4 5 0.013551402 0.022 UPDI V OL‐VC‐40215 OL‐0882‐15 5 6 0.002570093 0.022 UJPDI V OL‐VC‐40215 OL‐0882‐16 6 7 0 0.021 UPDI V OL‐VC‐40215 OL‐0882‐17 7 8 0 0.019 UPDI V OL‐VC‐40215 OL‐0882‐18 8 9 0 0.019 UPDI V OL‐VC‐40215 OL‐0882‐19 9 10 0.025230203 0.019 UPDI V OL‐VC‐40216 OL‐0882‐20 0 1 0.699520446 5.8PDI V OL‐VC‐40216 OL‐0883‐01 1 2 0.036000419 0.15PDI V OL‐VC‐40216 OL‐0883‐02 2 3 0 0.02 UPDI V OL‐VC‐40216 OL‐0883‐03 3 4 0 0.02 UPDI V OL‐VC‐40216 OL‐0883‐04 4 5 0 0.02 UPDI V OL‐VC‐40216 OL‐0883‐05 5 6 0 0.02 UPDI V OL‐VC‐40216 OL‐0883‐06 6 7 0 0.022 UPDI V OL‐VC‐40216 OL‐0883‐07 7 8 0 0.019 UPDI V OL‐VC‐40216 OL‐0883‐08 8 8.8 0 0.019 UPDI V OL‐VC‐40217 OL‐0859‐01 0 1 0.666523533 6.3PDI V OL‐VC‐40217 OL‐0859‐02 1 2 1.98747714 20.7 JPDI V OL‐VC‐40217 OL‐0859‐03 2 3 2.590333099 27PDI V OL‐VC‐40217 OL‐0859‐04 3 4 4.871747807 50PDI V OL‐VC‐40217 OL‐0859‐05 4 5 10.93213502 116PDI V OL‐VC‐40217 OL‐0859‐06 5 6 0.320241396 2.4PDI V OL‐VC‐40217 OL‐0859‐07 6 7 6.76761083 72.7PDI V OL‐VC‐40217 OL‐0859‐08 7 8 0.095988599 0.79PDI V OL‐VC‐40217 OL‐0859‐09 8 9.2 0.003691253 0.024 UPDI V OL‐VC‐40218 OL‐0898‐12 0 1 4.732309689 33.1PDI V OL‐VC‐40218 OL‐0898‐13 1 2 6.855866092 45.9PDI V OL‐VC‐40218 OL‐0898‐14 2 3 6.317102437 38.8PDI V OL‐VC‐40218 OL‐0898‐15 3 4 11.36293083 81PDI V OL‐VC‐40218 OL‐0898‐16 4 5 15.77299509 86PDI V OL‐VC‐40218 OL‐0898‐17 5 6 12.25119386 65.6PDI V OL‐VC‐40218 OL‐0898‐18 6 7 12.58125438 95.7PDI V OL‐VC‐40218 OL‐0898‐19 7 8 3.321360508 7.9 J



Remediation Area A


PDI V OL‐VC‐40218 OL‐0898‐20 8 9 0.204803772 0.95 JPDI V OL‐VC‐40218 OL‐0898‐21 9 10 0.143373593 0.83 JPDI V OL‐VC‐40219 OL‐0898‐01 0 1 8.498218227 31.8PDI V OL‐VC‐40219 OL‐0898‐03 1 2 7.439006641 28.7PDI V OL‐VC‐40219 OL‐0898‐02 2 3 5.474074965 39.4PDI V OL‐VC‐40219 OL‐0898‐04 2 3 5.584969491 41.3PDI V OL‐VC‐40219 OL‐0898‐05 3 4 14.43523984 145PDI V OL‐VC‐40219 OL‐0898‐06 4 5 6.903196886 73.3 JPDI V OL‐VC‐40219 OL‐0898‐07 5 6 4.231645451 45.3 JPDI V OL‐VC‐40219 OL‐0898‐08 6 7 0.972640759 10.4 JPDI V OL‐VC‐40219 OL‐0898‐09 7 8 0.928374154 8 JPDI V OL‐VC‐40219 OL‐0898‐10 8 9 0.198997403 1.1 JPDI V OL‐VC‐40219 OL‐0898‐11 9 10 0.146486708 0.79 JPDI V OL‐VC‐40220 OL‐0890‐12 0 1 10.12825999 110 JPDI V OL‐VC‐40220 OL‐0890‐13 1 2 14.71015416 160 JPDI V OL‐VC‐40220 OL‐0890‐14 2 3 7.492498826 80.7 JPDI V OL‐VC‐40220 OL‐0890‐15 3 4 1.800662775 18.8 JPDI V OL‐VC‐40220 OL‐0890‐16 4 5 0.022924187 0.11 JPDI V OL‐VC‐40220 OL‐0890‐17 5 6 0.140909091 0.31 JPDI V OL‐VC‐40220 OL‐0890‐18 6 7 0.240909091 0.53 JPDI V OL‐VC‐40220 OL‐0890‐19 7 8 0.025454545 0.056 JPDI V OL‐VC‐40220 OL‐0890‐20 8 9 0 0.019 UPDI V OL‐VC‐40220 OL‐0891‐01 9 10 0 0.021 UPDI V OL‐VC‐40221 OL‐0890‐01 0 1 4.356946506 46.8 JPDI V OL‐VC‐40221 OL‐0890‐03 1 2 11.55235104 125 JPDI V OL‐VC‐40221 OL‐0890‐02 2 3 5.793099885 63 JPDI V OL‐VC‐40221 OL‐0890‐04 3 4 0.127864448 0.67 JPDI V OL‐VC‐40221 OL‐0890‐05 3 4 0.388033227 2.4 JPDI V OL‐VC‐40221 OL‐0890‐06 4 5 0.127533291 0.81 JPDI V OL‐VC‐40221 OL‐0890‐07 5 6 0.056507972 0.24 JPDI V OL‐VC‐40221 OL‐0890‐08 6 7 0.017727273 0.039 JPDI V OL‐VC‐40221 OL‐0890‐09 7 8 37.62711864 0.022 UPDI V OL‐VC‐40221 OL‐0890‐10 8 9 0.023181818 0.051 JPDI V OL‐VC‐40221 OL‐0890‐11 9 10 0 0.019 UPDI V OL‐VC‐40222 OL‐0895‐01 0 1 8.036286373 86.4 JPDI V OL‐VC‐40222 OL‐0895‐03 1 2 9.566291621 103 JPDI V OL‐VC‐40222 OL‐0895‐02 1 2 10.47491782 112 JPDI V OL‐VC‐40222 OL‐0895‐04 2 3 7.765887783 83.8 JPDI V OL‐VC‐40222 OL‐0895‐05 3 4 0.005099357 0.019 UJPDI V OL‐VC‐40222 OL‐0895‐06 4 5 0.072727273 0.16 JPDI V OL‐VC‐40222 OL‐0895‐07 5 6 0.041363636 0.091 JPDI V OL‐VC‐40222 OL‐0895‐08 6 7 0.025909091 0.057 JPDI V OL‐VC‐40222 OL‐0895‐09 7 8 0 0.02 UJPDI V OL‐VC‐40222 OL‐0895‐10 8 9 0 0.018 UJ



Remediation Area A


PDI V OL‐VC‐40222 OL‐0895‐11 9 10 0 0.017 UJPDI V OL‐VC‐40223 OL‐0895‐12 0 1 14.44081645 156 JPDI V OL‐VC‐40223 OL‐0895‐13 1 2 12.66409501 135 JPDI V OL‐VC‐40223 OL‐0895‐14 2 3 17.39252095 189 JPDI V OL‐VC‐40223 OL‐0895‐15 3 4 0.756391514 7.2 JPDI V OL‐VC‐40223 OL‐0895‐16 4 5 0.862229086 8.2 JPDI V OL‐VC‐40223 OL‐0895‐17 5 6 0 0.019 UJPDI V OL‐VC‐40223 OL‐0895‐18 6 7 0 0.019 UJPDI V OL‐VC‐40223 OL‐0895‐19 7 8 0.011818182 0.026 JPDI V OL‐VC‐40223 OL‐0895‐20 8 9 0 0.019 UJPDI V OL‐VC‐40223 OL‐0896‐01 9 10 0.014090909 0.031 JPDI V OL‐VC‐40224 OL‐0891‐07 0 1 0.427224077 1.8PDI V OL‐VC‐40224 OL‐0891‐08 1 2 0.068406978 0.22 JPDI V OL‐VC‐40224 OL‐0891‐09 2 3 0 0.021 UPDI V OL‐VC‐40224 OL‐0891‐10 3 4 0 0.019 UPDI V OL‐VC‐40225 OL‐0856‐10 0 1 4.0571595 41.7 J



Remediation Area B


PDI I OL‐STA‐30001‐VC OL‐0010‐26 0 3.3 0.056484538 0.071 JPDI I OL‐STA‐30001‐VC OL‐0010‐27 3.3 6.6 0.005909091 0.013 JPDI I OL‐STA‐30001‐VC OL‐0010‐28 6.6 9.9 0.005909091 0.013 JPDI I OL‐STA‐30001‐VC OL‐0010‐29 9.9 13.1 0.005 0.011 JPDI I OL‐STA‐30002‐VC OL‐0015‐22 0 3.3 0.178314716 0.14 JPDI I OL‐STA‐30002‐VC OL‐0015‐23 3.3 6.6 0.098544092 0.15 JPDI I OL‐STA‐30002‐VC OL‐0015‐24 6.6 9.9 0.154293002 0.32 JPDI I OL‐STA‐30002‐VC OL‐0015‐25 9.9 13 0.052703424 0.067 JPDI I OL‐STA‐30009‐VC OL‐0013‐01 0 3.3 0.218740683 0.2 JPDI I OL‐STA‐30009‐VC OL‐0013‐02 3.3 6.6 0.098833247 0.41 JPDI I OL‐STA‐30009‐VC OL‐0013‐03 6.6 9.9 0.228587615 0.22 JPDI I OL‐STA‐30009‐VC OL‐0013‐04 9.9 10.8 0.846480597 0.23 JPDI I OL‐STA‐30010‐VC OL‐0010‐22 0 3.3 1.96917258 0.083 JPDI I OL‐STA‐30010‐VC OL‐0010‐23 3.3 6.6 0.18975312 0.083 JPDI I OL‐STA‐30010‐VC OL‐0010‐24 6.6 9.9 0.158741414 0.077 JPDI I OL‐STA‐30010‐VC OL‐0010‐25 9.9 13.2 0.100562915 0.014 JPDI I OL‐STA‐30011‐VC OL‐0010‐18 0 3.3 0.075722305 0.084 JPDI I OL‐STA‐30011‐VC OL‐0010‐19 3.3 6.6 0.085697825 0.18 JPDI I OL‐STA‐30011‐VC OL‐0010‐20 6.6 9.9 0.062426771 0.24 JPDI I OL‐STA‐30011‐VC OL‐0010‐21 9.9 13.2 0.07448205 0.23 JPDI I OL‐STA‐30012‐VC OL‐0010‐14 0 3.3 0.206828633 0.093 JPDI I OL‐STA‐30012‐VC OL‐0010‐15 3.3 6.6 0.336526166 0.014 JPDI I OL‐STA‐30012‐VC OL‐0010‐16 6.6 9.9 0.436113634 0.012 JPDI I OL‐STA‐30012‐VC OL‐0010‐17 9.9 13.2 0.447354844 0.01 JPDI I OL‐STA‐30013‐VC OL‐0010‐09 0 3.3 0.312469286 0.092PDI I OL‐STA‐30013‐VC OL‐0010‐10 3.3 6.6 0.378495186 0.022 JPDI I OL‐STA‐30013‐VC OL‐0010‐11 6.6 9.9 0.413664109 0.013 JPDI I OL‐STA‐30013‐VC OL‐0010‐13 9.9 13.2 0.255879602 0.012 JPDI I OL‐STA‐30013‐VC OL‐0010‐12 9.9 13.2 0.477320718 0.011 JPDI I OL‐STA‐30014‐VC OL‐0015‐09 0 3.3 0.125305495 0.69 JPDI I OL‐STA‐30014‐VC OL‐0015‐12 3.3 6.6 0.059383008 0.096 JPDI I OL‐STA‐30014‐VC OL‐0015‐10 3.3 6.6 0.086614547 0.2 JPDI I OL‐STA‐30014‐VC OL‐0015‐11 6.6 9.9 0.082897317 0.15 JPDI I OL‐STA‐30014‐VC OL‐0015‐13 9.9 13.2 0.1129471 0.11 JPDI II OL‐VC‐30034 OL‐0195‐01 0 0.5 0.152242588 0.44 JPDI II OL‐VC‐30035 OL‐0195‐10 0 0.5 0.886252643 2.5 JPDI II OL‐VC‐30035 OL‐0195‐11 0.5 3.3 2.160298634 7.1 JPDI II OL‐VC‐30036 OL‐0196‐01 0 0.5 2.72194495 4.6 JPDI II OL‐VC‐30036 OL‐0196‐02 0.5 3.3 2.673177675 8 JPDI II OL‐VC‐30037 OL‐0195‐12 0 0.5 2.265447119 7.6 JPDI II OL‐VC‐30037 OL‐0195‐13 0.5 3.3 0.346401955 0.4 JPDI II OL‐VC‐30039 OL‐0195‐16 0 3.3 0.19098957 0.15 JPDI II OL‐VC‐30039 OL‐0195‐17 3.3 6.6 0.13201116 0.11 JPDI II OL‐VC‐30039 OL‐0195‐18 6.6 9.9 0.069377837 0.16 JPDI II OL‐VC‐30040 OL‐0196‐04 0 3.3 0.08175605 0.13 J

P:\Honeywell ‐SYR\444576 2008 Capping\09 Reports\9.3 December 2009_Capping and Dredge Area & Depth IDS\Appendices\Appendix A ‐ RA Delineation\Rem Area B 1 of 8


Remediation Area B


PDI II OL‐VC‐30040 OL‐0196‐03 0 3.3 0.10985854 0.13 JPDI II OL‐VC‐30040 OL‐0196‐05 3.3 6.6 0.066910869 0.081 JPDI II OL‐VC‐30040 OL‐0196‐06 6.6 9.9 0.080755651 0.078 JPDI II OL‐VC‐30041 OL‐0187‐05 0 3.3 0.432240959 0.15 JPDI II OL‐VC‐30041 OL‐0187‐06 3.3 6.6 0.153066109 0.31 JPDI II OL‐VC‐30041 OL‐0187‐07 3.3 6.6 0.222741188 0.33 JPDI II OL‐VC‐30041 OL‐0187‐08 6.6 9.9 0.118001098 0.29 JPDI II OL‐VC‐30041 OL‐0187‐09 9.9 13.2 0.407350258 0.34 JPDI II OL‐VC‐30041 OL‐0187‐10 13.2 16.5 0.112797259 0.099 JPDI II OL‐VC‐30041 OL‐0187‐11 16.5 19.8 0.113282251 0.066 JPDI II OL‐VC‐30042 OL‐0195‐04 0 3.3 0.194278669 0.13 JPDI II OL‐VC‐30042 OL‐0195‐03 0 3.3 0.204370124 0.13 JPDI II OL‐VC‐30042 OL‐0195‐05 3.3 6.6 0.167683715 0.16 JPDI II OL‐VC‐30042 OL‐0195‐06 6.6 9.9 0.076329643 0.14 JPDI II OL‐VC‐30042 OL‐0195‐07 9.9 13.2 0.151464478 0.16 JPDI II OL‐VC‐30042 OL‐0195‐08 13.2 16.5 0.140782992 0.16 JPDI II OL‐VC‐30042 OL‐0195‐09 16.5 19.8 0.082190497 0.17 JPDI II OL‐VC‐30043 OL‐0187‐12 0 3.3 0.304770461 0.084 JPDI II OL‐VC‐30043 OL‐0187‐13 3.3 6.6 0.569697613 0.084 JPDI II OL‐VC‐30043 OL‐0187‐14 6.6 9.9 0.43523924 0.091 JPDI II OL‐VC‐30043 OL‐0187‐15 9.9 13.2 0.423888266 0.031PDI II OL‐VC‐30043 OL‐0187‐16 13.2 16.5 0.342304857 0.0092 JPDI II OL‐VC‐30043 OL‐0187‐17 16.5 19.4 0.008397874 0.0094 JPDI II OL‐VC‐30058 OL‐0195‐02 0.5 3.3 0.253411043 0.52 JPDI V OL‐VC‐30099 OL‐0865‐10 0 1 0.029392625 0.1 JPDI V OL‐VC‐30099 OL‐0865‐11 1 2 0.030373743 0.055 UJPDI V OL‐VC‐30099 OL‐0865‐12 2 3 0.038731687 0.12 JPDI V OL‐VC‐30099 OL‐0865‐13 3 4 0.042228816 0.18 JPDI V OL‐VC‐30099 OL‐0865‐14 4 5 0.026823001 0.1 JPDI V OL‐VC‐30099 OL‐0865‐15 5 6 0.021292817 0.031 JPDI V OL‐VC‐30100 OL‐0865‐16 0 1 0.04150636 0.18 JPDI V OL‐VC‐30100 OL‐0865‐17 1 2 0.033781173 0.079 JPDI V OL‐VC‐30100 OL‐0865‐18 2 3 0.044542831 0.11 JPDI V OL‐VC‐30100 OL‐0865‐19 3 4 0.095391891 0.19 JPDI V OL‐VC‐30100 OL‐0865‐20 4 5 0.061814667 0.15 JPDI V OL‐VC‐30100 OL‐0866‐01 5 6 0.13516294 0.26 JPDI V OL‐VC‐30101 OL‐0868‐01 0 1 0.032482491 0.13 JPDI V OL‐VC‐30101 OL‐0868‐02 1 2 0.036448045 0.13 JPDI V OL‐VC‐30101 OL‐0868‐03 2 3 0.02417105 0.13 JPDI V OL‐VC‐30101 OL‐0868‐04 3 4 0.025529627 0.12 JPDI V OL‐VC‐30101 OL‐0868‐05 4 5 0.032463718 0.16 JPDI V OL‐VC‐30101 OL‐0868‐06 5 6 0.047664326 0.12 JPDI V OL‐VC‐30102 OL‐0866‐02 0 1 0.029802826 0.084 JPDI V OL‐VC‐30102 OL‐0866‐03 1 2 0.046561124 0.126 JPDI V OL‐VC‐30102 OL‐0866‐05 2 3 0.046868316 0.1 JPDI V OL‐VC‐30102 OL‐0866‐04 2 3 0.129858258 0.15 J



Remediation Area B


PDI V OL‐VC‐30102 OL‐0866‐06 3 4 0.096958849 0.25 JPDI V OL‐VC‐30102 OL‐0866‐07 4 5 0.035817544 0.1 JPDI V OL‐VC‐30102 OL‐0866‐08 5 6 0.022214893 0.087 JPDI V OL‐VC‐30103 OL‐0866‐15 0 1 0.319739603 2.8 JPDI V OL‐VC‐30103 OL‐0866‐16 1 2 0.512469737 4.6 JPDI V OL‐VC‐30103 OL‐0866‐17 2 3 0.133798092 0.73 JPDI V OL‐VC‐30103 OL‐0866‐18 3 4 0.113079958 0.48 JPDI V OL‐VC‐30103 OL‐0866‐19 4 5 0.058601788 0.34 JPDI V OL‐VC‐30103 OL‐0866‐20 5 6 0.037759419 0.22 JPDI V OL‐VC‐30104 OL‐0866‐09 0 1 0.401766641 2.2 JPDI V OL‐VC‐30104 OL‐0866‐10 1 2 0.859414545 7.9 JPDI V OL‐VC‐30104 OL‐0866‐11 2 3 0.336935086 2.4 JPDI V OL‐VC‐30104 OL‐0866‐12 3 4 0.254910885 1.6 JPDI V OL‐VC‐30104 OL‐0866‐13 4 5 0.078083643 0.013 JPDI V OL‐VC‐30104 OL‐0866‐14 5 6 0.04927471 0.15 JPDI V OL‐VC‐30105 OL‐0840‐06 0 1 1.265657181 8.5 JPDI V OL‐VC‐30105 OL‐0840‐07 1 2 0.64559962 4.3 JPDI V OL‐VC‐30105 OL‐0840‐08 2 3 0.099012733 0.095 JPDI V OL‐VC‐30105 OL‐0840‐09 3 4 0.096576211 0.23 JPDI V OL‐VC‐30105 OL‐0840‐10 4 5 0.073068125 0.057 JPDI V OL‐VC‐30105 OL‐0840‐11 4 5 0.079827694 0.18 JPDI V OL‐VC‐30105 OL‐0840‐12 5 6 0.08763416 0.21 JPDI V OL‐VC‐30105‐A OL‐1029‐14 0 0.5 0.918181818 2.02 JPDI V OL‐VC‐30105‐A OL‐1029‐15 0.5 1 0.95 2.09 JPDI V OL‐VC‐30106 OL‐0839‐20 0 1 0.498888936 2.4 JPDI V OL‐VC‐30106 OL‐0840‐01 1 2 1.147592408 10.4 JPDI V OL‐VC‐30106 OL‐0840‐02 2 3 0.448327296 1.8 JPDI V OL‐VC‐30106 OL‐0840‐03 3 4 0.132450842 0.34 JPDI V OL‐VC‐30106 OL‐0840‐04 4 5 0.166155004 0.22 JPDI V OL‐VC‐30106 OL‐0840‐05 5 6 0.055625324 0.082 JPDI V OL‐VC‐30106‐A OL‐1029‐16 0 0.5 1.227272727 2.7 JPDI V OL‐VC‐30106‐A OL‐1029‐17 0.5 1 1.222727273 2.69 JPDI V OL‐VC‐30107 OL‐0839‐01 0 1 2.287449627 17.4 JPDI V OL‐VC‐30107 OL‐0839‐02 1 2 1.842587778 10.8 JPDI V OL‐VC‐30107 OL‐0839‐03 1 2 0.801899895 4.2 JPDI V OL‐VC‐30107 OL‐0839‐04 2 3 0.178605274 0.55 JPDI V OL‐VC‐30107 OL‐0839‐05 3 4 0.076985701 0.043 UJPDI V OL‐VC‐30107 OL‐0839‐06 4 5 0.035063384 0.039 UJPDI V OL‐VC‐30107 OL‐0839‐07 5 6 0.060277231 0.11 JPDI V OL‐VC‐30107‐A OL‐1029‐12 0 0.5 1.158530011 1.65 JPDI V OL‐VC‐30107‐A OL‐1029‐13 0.5 1 3.566177539 13 JPDI V OL‐VC‐30108 OL‐0860‐07 0 1 0.052876671 0.114 JPDI V OL‐VC‐30108 OL‐0860‐08 1 2 0.039734915 0.077 JPDI V OL‐VC‐30108 OL‐0860‐10 2 3 0.028319044 0.091 JPDI V OL‐VC‐30108 OL‐0860‐09 2 3 0.047003571 0.16 JPDI V OL‐VC‐30108 OL‐0860‐11 3 4 0.027805077 0.043 UJ



Remediation Area B


PDI V OL‐VC‐30108 OL‐0860‐12 4 5 0.040339873 0.08 JPDI V OL‐VC‐30108 OL‐0860‐13 5 6 0.03231399 0.076 JPDI V OL‐VC‐30108 OL‐0860‐14 6 7 0.026998929 0.059 JPDI V OL‐VC‐30108 OL‐0860‐15 7 8 0.047775253 0.056 JPDI V OL‐VC‐30109 OL‐0865‐01 0 1 0.113740662 0.14 JPDI V OL‐VC‐30109 OL‐0865‐02 1 2 0.099941859 0.058 UJPDI V OL‐VC‐30109 OL‐0865‐04 2 3 0.054858218 0.044 UJPDI V OL‐VC‐30109 OL‐0865‐03 2 3 0.054541688 0.064 JPDI V OL‐VC‐30109 OL‐0865‐05 3 4 0.064961528 0.14 JPDI V OL‐VC‐30109 OL‐0865‐06 4 5 0.060705516 0.18 JPDI V OL‐VC‐30109 OL‐0865‐07 5 6 0.05577559 0.18 JPDI V OL‐VC‐30109 OL‐0865‐08 6 7 0.045431483 0.086 JPDI V OL‐VC‐30109 OL‐0865‐09 7 8 0.044615528 0.13 JPDI V OL‐VC‐30110 OL‐0863‐16 0 1 0.096166223 0.098 JPDI V OL‐VC‐30110 OL‐0863‐17 1 2 0.198601807 0.13 JPDI V OL‐VC‐30110 OL‐0863‐18 2 3 0.262372161 0.14 JPDI V OL‐VC‐30110 OL‐0863‐19 3 4 0.381228894 0.059 JPDI V OL‐VC‐30110 OL‐0863‐20 4 5 1.118425612 0.18 JPDI V OL‐VC‐30110 OL‐0864‐01 5 6 0.308312566 0.096 JPDI V OL‐VC‐30110 OL‐0864‐02 6 7 0.236046955 0.12 JPDI V OL‐VC‐30110 OL‐0864‐03 7 8.2 0.073491158 0.16 JPDI V OL‐VC‐30111 OL‐0871‐14 0 1 0.066102137 0.091 JPDI V OL‐VC‐30111 OL‐0871‐15 1 2 0.028620775 0.019 UPDI V OL‐VC‐30111 OL‐0871‐16 2 3 0 0.016 UPDI V OL‐VC‐30111 OL‐0871‐17 3 4 0 0.018 UPDI V OL‐VC‐30111 OL‐0871‐18 4 5 0.30779661 0.021 UPDI V OL‐VC‐30111 OL‐0871‐19 5 6 0 0.02 UPDI V OL‐VC‐30111 OL‐0871‐20 6 7.1 0 0.02 UPDI V OL‐VC‐30112 OL‐0862‐20 0 1 0.206480395 0.033 JPDI V OL‐VC‐30112 OL‐0863‐01 1 2 0.265084975 0.12PDI V OL‐VC‐30112 OL‐0863‐02 2 3 0.086640823 0.024 UPDI V OL‐VC‐30112 OL‐0863‐03 3 4 0.013590927 0.021 UPDI V OL‐VC‐30112 OL‐0863‐04 4 5 0.01440272 0.021 UPDI V OL‐VC‐30112 OL‐0863‐05 5 6 0.032606017 0.023 UPDI V OL‐VC‐30112 OL‐0863‐06 6 7 0.032767718 0.023 UPDI V OL‐VC‐30113 OL‐0863‐07 0 1 1.028912242 0.064 JPDI V OL‐VC‐30113 OL‐0863‐08 1 2 0.598232151 0.1PDI V OL‐VC‐30113 OL‐0863‐09 2 3 0.254118192 0.02 UPDI V OL‐VC‐30113 OL‐0863‐10 3 4 0.027358168 0.02 UPDI V OL‐VC‐30113 OL‐0863‐12 4 5 0 0.022 UPDI V OL‐VC‐30113 OL‐0863‐11 4 5 0.013882629 0.022 UPDI V OL‐VC‐30113 OL‐0863‐13 5 6 0 0.022 UPDI V OL‐VC‐30113 OL‐0863‐14 6 7 0 0.021 UPDI V OL‐VC‐30113 OL‐0863‐15 7 8 0 0.024 UPDI V OL‐VC‐30114 OL‐0839‐14 0 1 0.764105447 5.6 JPDI V OL‐VC‐30114 OL‐0839‐15 1 2 0.376956862 0.93 J



Remediation Area B


PDI V OL‐VC‐30114 OL‐0839‐16 2 3 0.242874468 0.44 JPDI V OL‐VC‐30114 OL‐0839‐17 3 4 0.091488334 0.17 JPDI V OL‐VC‐30114 OL‐0839‐18 4 5 0.050697692 0.084 JPDI V OL‐VC‐30114 OL‐0839‐19 5 6 0.035268204 0.088 JPDI V OL‐VC‐30114‐A OL‐1031‐04 0 0.5 1.740909091 3.83 JPDI V OL‐VC‐30114‐A OL‐1031‐05 0.5 1 11.5 25.3 JPDI V OL‐VC‐30115 OL‐0857‐04 0 1 1.591736481 13.9 JPDI V OL‐VC‐30115 OL‐0857‐06 1 2 0.28987119 0.39 JPDI V OL‐VC‐30115 OL‐0857‐05 1 2 0.242090613 1.5 JPDI V OL‐VC‐30115 OL‐0857‐07 2 3 0.125271934 0.31 JPDI V OL‐VC‐30115 OL‐0857‐08 3 4 0.10059877 0.22 JPDI V OL‐VC‐30115 OL‐0857‐09 4 5 0.04020429 0.09 JPDI V OL‐VC‐30115 OL‐0857‐10 5 6 0.037189032 0.1 JPDI V OL‐VC‐30116 OL‐0857‐11 0 1 1.983653999 12.4 JPDI V OL‐VC‐30116 OL‐0857‐12 1 2 1.698661656 7 JPDI V OL‐VC‐30116 OL‐0857‐13 2 3 1.301604599 0.66 JPDI V OL‐VC‐30116 OL‐0857‐14 3 4 2.23118138 0.53 JPDI V OL‐VC‐30116 OL‐0857‐15 4 5 0.98455812 0.067 JPDI V OL‐VC‐30116 OL‐0857‐16 5 6 1.135507372 0.19 JPDI V OL‐VC‐30117 OL‐0837‐01 0 1 3.372338152 13.4 JPDI V OL‐VC‐30117 OL‐0837‐02 1 2 0.09372866 0.24 JPDI V OL‐VC‐30117 OL‐0837‐03 2 3 0.100117796 0.078 JPDI V OL‐VC‐30117 OL‐0837‐04 3 4 0.080629792 0.077 JPDI V OL‐VC‐30117 OL‐0837‐05 4 5 0.206835211 0.046 JPDI V OL‐VC‐30117 OL‐0837‐06 5 6 0.157474971 0.11 JPDI V OL‐VC‐30117‐A OL‐1031‐06 0 0.5 6.022561086 27.4 JPDI V OL‐VC‐30117‐A OL‐1031‐07 0.5 1 1.85657827 11.6 JPDI V OL‐VC‐30118 OL‐0839‐08 0 1 0.530345057 4.7 JPDI V OL‐VC‐30118 OL‐0839‐09 1 2 0.089392037 0.18 JPDI V OL‐VC‐30118 OL‐0839‐10 2 3 0.122786131 0.17 JPDI V OL‐VC‐30118 OL‐0839‐11 3 4 0.081468459 0.2 JPDI V OL‐VC‐30118 OL‐0839‐12 4 5 0.075845316 0.16 JPDI V OL‐VC‐30118 OL‐0839‐13 5 6 0.131156754 0.18 JPDI V OL‐VC‐30118‐A OL‐1029‐18 0 0.5 0.268636364 0.591 JPDI V OL‐VC‐30118‐A OL‐1029‐19 0.5 1 0.204545455 0.45 JPDI V OL‐VC‐30119 OL‐0856‐18 0 1 0.300200634 0.59PDI V OL‐VC‐30119 OL‐0856‐19 1 2 2.793196514 5.5 JPDI V OL‐VC‐30119 OL‐0856‐20 2 3 1.323046488 3.2PDI V OL‐VC‐30119 OL‐0857‐01 3 4 0.852696814 0.19PDI V OL‐VC‐30119 OL‐0857‐02 4 5 0.814950646 0.14 JPDI V OL‐VC‐30119 OL‐0857‐03 5 6 0.245026233 0.14PDI V OL‐VC‐30120 OL‐0872‐01 0 1 0.347425986 1 JPDI V OL‐VC‐30120 OL‐0872‐02 1 2 0.839015482 0.17 JPDI V OL‐VC‐30120 OL‐0853‐17 2 3 0.313544664 0.045 JPDI V OL‐VC‐30120 OL‐0853‐18 3 4 0.317633032 0.085 JPDI V OL‐VC‐30120 OL‐0853‐19 4 5 0.594096813 0.03 UJ



Remediation Area B


PDI V OL‐VC‐30120 OL‐0853‐20 5 6 1.078831122 0.1 JPDI V OL‐VC‐30121 OL‐0837‐14 0 1 0.050123973 0.13 JPDI V OL‐VC‐30121 OL‐0837‐15 1 2 0.03893301 0.053 JPDI V OL‐VC‐30121 OL‐0837‐16 2 3 0.059544559 0.038 UJPDI V OL‐VC‐30121 OL‐0837‐17 3 4 0.128752765 0.036 UJPDI V OL‐VC‐30121 OL‐0837‐18 4 5 0.116658614 0.037 UJPDI V OL‐VC‐30121 OL‐0838‐01 5 6 0.209455066 0.19 JPDI V OL‐VC‐30122 OL‐0858‐06 0 1 0.325631518 0.022 UPDI V OL‐VC‐30122 OL‐0858‐07 1 2 0.079720884 0.024 UPDI V OL‐VC‐30122 OL‐0858‐08 2 3 0.023871255 0.031 JPDI V OL‐VC‐30122 OL‐0858‐09 3 4 0.038476689 0.023 UPDI V OL‐VC‐30122 OL‐0858‐10 4 5 0.034437411 0.022 UPDI V OL‐VC‐30122 OL‐0858‐11 5 6 0.022736594 0.022 UPDI V OL‐VC‐30122 OL‐0858‐12 6 7 0.015616084 0.021 UPDI V OL‐VC‐30122 OL‐0858‐13 7 8 0.00453127 0.021 UPDI V OL‐VC‐30123 OL‐0859‐10 0 1 17.54408966 0.022 UJPDI V OL‐VC‐30123 OL‐0859‐11 1 2 72.36961111 0.062PDI V OL‐VC‐30123 OL‐0859‐12 1 2 10.41781314 0.037 JPDI V OL‐VC‐30123 OL‐0859‐13 2 3 5.994109671 0.02 UPDI V OL‐VC‐30123 OL‐0859‐14 3 4 23.55914571 0.019 UPDI V OL‐VC‐30123 OL‐0859‐15 4 5 31.05726893 0.025 UPDI V OL‐VC‐30123 OL‐0859‐16 5 6 30.9603423 0.02 UPDI V OL‐VC‐30123 OL‐0859‐17 6 7 21.66149612 0.028 JPDI V OL‐VC‐30123 OL‐0859‐18 7 8 16.32148601 0.022 UPDI V OL‐VC‐30124 OL‐0859‐19 0 1 23.16385953 0.06 JPDI V OL‐VC‐30124 OL‐0859‐20 1 2 12.63928851 0.044 JPDI V OL‐VC‐30124 OL‐0860‐01 2 3 43.89309295 0.023 UPDI V OL‐VC‐30124 OL‐0860‐02 3 4 34.27747463 0.019 UPDI V OL‐VC‐30124 OL‐0860‐03 4 5 42.81713285 0.021 UPDI V OL‐VC‐30124 OL‐0860‐04 5 6 33.8748678 0.02 UPDI V OL‐VC‐30124 OL‐0860‐05 6 7 30.35029224 0.02 UPDI V OL‐VC‐30124 OL‐0860‐06 7 8 25.56519199 0.021 UPDI V OL‐VC‐30125 OL‐0857‐17 0 1 13.49682447 0.15 JPDI V OL‐VC‐30125 OL‐0857‐18 1 2 13.37072558 0.028 JPDI V OL‐VC‐30125 OL‐0857‐19 2 3 23.14271526 0.024 JPDI V OL‐VC‐30125 OL‐0857‐20 3 4 53.08914489 0.024 UPDI V OL‐VC‐30125 OL‐0858‐01 4 5 15.05054352 0.02 UPDI V OL‐VC‐30125 OL‐0858‐02 5 6 34.86472211 0.021 UPDI V OL‐VC‐30125 OL‐0858‐03 6 7 24.47571207 0.02 UPDI V OL‐VC‐30125 OL‐0858‐04 6 7 16.42571315 0.023 JPDI V OL‐VC‐30125 OL‐0858‐05 7 8 9.201874627 0.032 JPDI V OL‐VC‐30146 OL‐1030‐01 0 0.5 0.110518012 0.0868 JPDI V OL‐VC‐30146 OL‐1030‐02 0.5 1 0.110604128 0.124 JPDI V OL‐VC‐30146 OL‐1030‐03 1 2 0.141031092 0.061 UJPDI V OL‐VC‐30146 OL‐1030‐04 2 3 0.093057691 0.102 JPDI V OL‐VC‐30146 OL‐1030‐05 3 4 0.024321426 0.0426 UJ



Remediation Area B


PDI V OL‐VC‐30147 OL‐1030‐06 0 0.5 0.554506672 3.06 JPDI V OL‐VC‐30147 OL‐1030‐07 0.5 1 1.598560549 3.4 JPDI V OL‐VC‐30147 OL‐1030‐08 1 2 4.027263957 21.4 JPDI V OL‐VC‐30147 OL‐1030‐09 2 3 0.171532038 0.498 JPDI V OL‐VC‐30147 OL‐1030‐10 3 4 0.161081357 0.577 JPDI V OL‐VC‐30148 OL‐1028‐06 0 0.5 0.067531036 0.131 JPDI V OL‐VC‐30148 OL‐1028‐07 0.5 1 0.147146514 0.336 JPDI V OL‐VC‐30148 OL‐1028‐08 1 2 0.113160896 0.0398 UJPDI V OL‐VC‐30148 OL‐1028‐10 2 3 0.089573404 0.0581 JPDI V OL‐VC‐30148 OL‐1028‐09 2 3 0.087258933 0.227 JPDI V OL‐VC‐30148 OL‐1028‐11 3 4 0.06514558 0.118 JPDI V OL‐VC‐30149 OL‐1029‐01 0 0.5 0.096646736 0.2 JPDI V OL‐VC‐30149 OL‐1029‐02 0.5 1 0.081627846 0.039 UJPDI V OL‐VC‐30149 OL‐1029‐03 1 2 0.194553048 0.0638 UJPDI V OL‐VC‐30149 OL‐1029‐04 2 3 0.140269475 0.267 JPDI V OL‐VC‐30149 OL‐1029‐05 3 4 0.067790204 0.146 JPDI V OL‐VC‐30150 OL‐1030‐11 0 0.5 0.252212143 0.507 JPDI V OL‐VC‐30150 OL‐1030‐12 0.5 1 0.238938965 0.546 JPDI V OL‐VC‐30150 OL‐1030‐13 1 2 0.185190762 0.136 JPDI V OL‐VC‐30150 OL‐1030‐14 1 2 0.237108837 0.26 JPDI V OL‐VC‐30150 OL‐1030‐15 2 3 0.153519743 0.1 JPDI V OL‐VC‐30150 OL‐1030‐16 3 4 0.063573327 0.143 JPDI V OL‐VC‐30151 OL‐1029‐06 0 0.5 0.746468592 4.16PDI V OL‐VC‐30151 OL‐1029‐07 0.5 1 0.439911061 2.25PDI V OL‐VC‐30151 OL‐1029‐08 1 2 0.123908599 0.42 JPDI V OL‐VC‐30151 OL‐1029‐09 1 2 0.133604507 0.821 JPDI V OL‐VC‐30151 OL‐1029‐10 2 3 0.123423758 0.326 JPDI V OL‐VC‐30151 OL‐1029‐11 3 4 0.103014841 0.201 JPDI V OL‐VC‐30152 OL‐1030‐17 0 0.5 0.329317544 1.01 JPDI V OL‐VC‐30152 OL‐1030‐18 0.5 1 3.295687004 24.7 JPDI V OL‐VC‐30152 OL‐1030‐19 1 2 0.222499447 0.0888 JPDI V OL‐VC‐30152 OL‐1030‐20 2 3 0.291159724 0.106 JPDI V OL‐VC‐30152 OL‐1031‐01 3 4 0.054986044 0.202 JPDI V OL‐VC‐30153 OL‐1027‐01 0 0.5 0.240857354 0.198 JPDI V OL‐VC‐30153 OL‐1027‐02 0.5 1 0.293348682 0.176 JPDI V OL‐VC‐30153 OL‐1027‐03 1 2 0.054948739 0.109 JPDI V OL‐VC‐30153 OL‐1027‐04 2 3 0.054779078 0.114 JPDI V OL‐VC‐30153 OL‐1027‐05 3 3.9 0.049201419 0.0912 JPDI V OL‐VC‐30154 OL‐1027‐06 0 0.5 0.118029639 0.105 JPDI V OL‐VC‐30154 OL‐1027‐07 0.5 1 0.112303759 0.12 JPDI V OL‐VC‐30154 OL‐1027‐08 1 2 0.10620632 0.155 JPDI V OL‐VC‐30154 OL‐1027‐09 1 2 0.122590219 0.179 JPDI V OL‐VC‐30154 OL‐1027‐10 2 3 0.100448619 0.116 JPDI V OL‐VC‐30154 OL‐1027‐11 3 4 0.170988845 0.309 JRI/FS P53 S00020 0 0.984 0.083472491 0.5 UJRI/FS P53 S00021 0.984 1.969 0.139986628 0.27 UJ



Remediation Area B


RI/FS P53 S00022 1.969 2.953 0.765105884 0.24 UJRI/FS S324 SF0092 0 0.492 0.110393936 0.33 WRI/FS S324 SF0093 0.492 0.984 0.135276374 0.34 WRI/FS S324 SB0068 0.984 3.281 0.456356461 1.2RI/FS S324 SB0001 0.984 3.281 0.852047487 1.6 WRI/FS S324 SB0002 3.281 6.561 0.102486376 0.1 WRI/FS S363 SF0017 0 0.066 3.285278292 0.61 JRI/FS S363 SF0175 0.066 0.492 8.73137235 0.24RI/FS S363 SF0018 0.066 0.492 11.80013411 0.18 JRI/FS S363 SF0019 0.492 0.984 16.0177097 0.1 UWRI/FS S53 S00529 0 0.066 0.125930512 0.21 JRI/FS S54 S00514 0 0.066 0.355232663 1.8RI/FS S55 S00515 0 0.066 2.225312873 11.2RI/FS S62 S00517 0 0.066 0.189883114 0.94RI/FS S67 S00513 0 0.066 0.316887835 0.92RI/FS S68 S00516 0 0.066 0.631309114 5.5



Remediation Area C


PDI I OL‐STA‐30018‐VC OL‐0007‐01 0 3.3 0.197130432 0.15 JPDI I OL‐STA‐30018‐VC OL‐0007‐02 3.3 6.6 0.107841862 0.1 JPDI I OL‐STA‐30018‐VC OL‐0007‐03 6.6 9.9 0.044886228 0.077 JPDI I OL‐STA‐30018‐VC OL‐0007‐04 9.9 13 0.364679883 0.023 JPDI I OL‐STA‐30019‐VC OL‐0015‐05 0 3.3 0.070130211 0.022 JPDI I OL‐STA‐30019‐VC OL‐0015‐06 3.3 6.6 0.173197202 0.23 JPDI I OL‐STA‐30019‐VC OL‐0015‐07 6.6 9.9 0.062002359 0.2 JPDI I OL‐STA‐30019‐VC OL‐0015‐08 9.9 13.2 0.072640706 0.37 JPDI II OL‐VC‐20067 OL‐0185‐01 0 3.3 1.974527316 2 JPDI II OL‐VC‐20067 OL‐0185‐02 0 3.3 1.690059971 2 JPDI II OL‐VC‐20067 OL‐0185‐03 3.3 6.6 13.90063307 2.3PDI II OL‐VC‐20067 OL‐0185‐04 6.6 9.9 32.53330858 1.7PDI II OL‐VC‐20067 OL‐0185‐05 9.9 11.5 48.53836183 0.52PDI II OL‐VC‐20068 OL‐0185‐06 0 3.3 0.01160221 0.0081 UJPDI II OL‐VC‐20068 OL‐0185‐07 3.3 6.6 0.092425945 0.0078 UPDI II OL‐VC‐20068 OL‐0185‐08 6.6 9.9 0.011441068 0.0075 UPDI II OL‐VC‐20068 OL‐0185‐09 9.9 13.2 0.012338858 0.0079 UPDI II OL‐VC‐20069 OL‐0185‐10 0 3.3 24.55291582 1.5PDI II OL‐VC‐20069 OL‐0185‐11 3.3 6.6 0.074487061 0.017 JPDI II OL‐VC‐20069 OL‐0185‐12 6.6 9.9 0.006352452 0.0074 UPDI II OL‐VC‐20069 OL‐0185‐13 9.9 13.2 0.006287984 0.012 JPDI II OL‐VC‐20070 OL‐0185‐14 0 3.3 22.41218579 0.11PDI II OL‐VC‐20070 OL‐0185‐15 3.3 6.6 0.018167441 0.0071 UPDI II OL‐VC‐20070 OL‐0185‐16 6.6 9.9 0.006376771 0.012 JPDI II OL‐VC‐20070 OL‐0185‐17 9.9 13.2 0.00659211 0.014 JPDI II OL‐VC‐20071 OL‐0187‐01 0 3.3 0.025317898 0.023 JPDI II OL‐VC‐20071 OL‐0187‐02 3.3 6.6 0.008839779 0.0072 UPDI II OL‐VC‐20071 OL‐0187‐03 6.6 9.9 0.008223464 0.0076 UPDI II OL‐VC‐20071 OL‐0187‐04 9.9 13.2 0.005415242 0.011 JPDI II OL‐VC‐20072 OL‐0150‐01 0 3.3 0.043255891 0.008 UJPDI II OL‐VC‐20072 OL‐0150‐02 3.3 6.6 0.237245117 0.0083 UJPDI II OL‐VC‐20072 OL‐0150‐03 6.6 9.9 0.006813996 0.0076 UPDI II OL‐VC‐20072 OL‐0150‐04 9.9 13.2 0.006147199 0.0072 UPDI II OL‐VC‐20072 OL‐0150‐05 13.2 16.5 0.00397763 0.008 JPDI II OL‐VC‐20072 OL‐0150‐06 16.5 19.8 0.006998158 0.0075 UPDI II OL‐VC‐20073 OL‐0150‐15 3.3 6.6 35.86051342 1.7 JPDI II OL‐VC‐20073 OL‐0150‐16 6.6 9.9 17.87462922 2.1 JPDI II OL‐VC‐20073 OL‐0150‐17 9.9 13.2 0.217279803 0.071PDI II OL‐VC‐20073 OL‐0150‐18 13.2 16.5 0.009386677 0.019 JPDI II OL‐VC‐20073 OL‐0150‐19 16.5 19.3 0.008344216 0.012 JPDI II OL‐VC‐20074 OL‐0151‐13 0 3.3 5.073068175 18.2 JPDI II OL‐VC‐20074 OL‐0151‐14 3.3 6.6 10.32437961 1.7 JPDI II OL‐VC‐20074 OL‐0151‐15 6.6 9.9 3.977674595 1.8 JPDI II OL‐VC‐20074 OL‐0151‐16 6.6 9.9 6.557085759 1.8 JPDI II OL‐VC‐20074 OL‐0151‐17 9.9 13.2 0.04518933 0.029 J

P:\Honeywell ‐SYR\444576 2008 Capping\09 Reports\9.3 December 2009_Capping and Dredge Area & Depth IDS\Appendices\Appendix A ‐ RA Delineation\Rem Area C 1 of 11


Remediation Area C


PDI II OL‐VC‐20074 OL‐0151‐18 13.2 16.5 0.015115382 0.019 JPDI II OL‐VC‐20074 OL‐0151‐19 16.5 18.1 0.022400055 0.016 JPDI II OL‐VC‐20076 OL‐0152‐07 0 3.3 10.9615085 19.9 JPDI II OL‐VC‐20076 OL‐0152‐08 3.3 6.6 2.797324163 2.2 JPDI II OL‐VC‐20076 OL‐0152‐10 6.6 9.9 6.355349912 1.3 JPDI II OL‐VC‐20076 OL‐0152‐09 6.6 9.9 5.793046347 1.2 JPDI II OL‐VC‐20076 OL‐0152‐11 9.9 13.2 0.01900458 0.023 JPDI II OL‐VC‐20076 OL‐0152‐12 13.2 16.5 0.011163569 0.024 JPDI II OL‐VC‐20076 OL‐0152‐13 16.5 19.7 0.00695714 0.014 JPDI II OL‐VC‐20077 OL‐0150‐07 0 3.3 13.04664886 22.5 JPDI II OL‐VC‐20077 OL‐0150‐08 3.3 6.6 7.974916881 2.2 JPDI II OL‐VC‐20077 OL‐0150‐09 6.6 9.9 29.77456834 2.8 JPDI II OL‐VC‐20077 OL‐0150‐10 6.6 9.9 32.62817263 2.8 JPDI II OL‐VC‐20077 OL‐0150‐11 9.9 13.2 0.200703316 0.059PDI II OL‐VC‐20077 OL‐0150‐12 13.2 16.5 0.009866799 0.018 JPDI II OL‐VC‐20077 OL‐0150‐13 16.5 17.3 0.01119512 0.015 JPDI II OL‐VC‐20080 OL‐0186‐01 0 3.3 0.033206268 0.014 JPDI II OL‐VC‐20080 OL‐0186‐02 3.3 6.6 0.007993227 0.014 JPDI II OL‐VC‐20080 OL‐0186‐03 6.6 9.9 0.010512515 0.018 JPDI II OL‐VC‐20080 OL‐0186‐04 9.9 13.2 0.00650863 0.012 JPDI II OL‐VC‐20081 OL‐0186‐05 0 3.3 0.124965132 0.011 JPDI II OL‐VC‐20081 OL‐0186‐06 0 3.3 0.259657387 0.016 JPDI II OL‐VC‐20081 OL‐0186‐07 3.3 6.6 0.011548845 0.0075 UPDI II OL‐VC‐20081 OL‐0186‐08 6.6 9.9 0.005609994 0.01 JPDI II OL‐VC‐20081 OL‐0186‐09 9.9 13.2 0.006641219 0.0079 JPDI II OL‐VC‐20082 OL‐0186‐10 0 3.3 0.876166743 0.022 JPDI II OL‐VC‐20082 OL‐0186‐11 3.3 6.6 0.023382129 0.0069 UPDI II OL‐VC‐20082 OL‐0186‐12 6.6 9.9 0.008444249 0.015 JPDI II OL‐VC‐20082 OL‐0186‐13 9.9 13.2 0.005498042 0.011 JPDI IV OL‐VC‐20135 OL‐0594‐01 0 1 17.15510218 6.5 JPDI IV OL‐VC‐20135 OL‐0594‐02 1 2 1.338705829 3.9 JPDI IV OL‐VC‐20135 OL‐0594‐03 2 3 3.249489186 0.43 JPDI IV OL‐VC‐20135 OL‐0594‐04 3 4 1.660246094 0.57 JPDI IV OL‐VC‐20135 OL‐0594‐05 4 5 0.696166561 0.48 JPDI IV OL‐VC‐20135 OL‐0594‐06 5 6 0.293404761 0.37 JPDI IV OL‐VC‐20135 OL‐0594‐07 6 7 0.127974092 0.12 JPDI IV OL‐VC‐20135 OL‐0594‐08 7 8 0.217482553 0.18 JPDI IV OL‐VC‐20135 OL‐0594‐09 8 9 0.366038852 0.13 JPDI IV OL‐VC‐20135 OL‐0594‐10 9 9.6 0.13549976 0.15 JPDI IV OL‐VC‐20136 OL‐0594‐11 0 1 8.21643208 7.1 JPDI IV OL‐VC‐20136 OL‐0594‐12 1 2 2.127484452 0.69PDI IV OL‐VC‐20136 OL‐0594‐13 2 3 9.500704228 1.6PDI IV OL‐VC‐20136 OL‐0594‐15 3 4 9.714372698 0.73PDI IV OL‐VC‐20136 OL‐0594‐14 3 4 8.084800477 0.94PDI IV OL‐VC‐20136 OL‐0594‐16 4 5 24.75240017 1.7



Remediation Area C


PDI IV OL‐VC‐20136 OL‐0594‐17 5 6 16.84081282 1.2PDI IV OL‐VC‐20136 OL‐0594‐18 6 7 11.52079026 3.4PDI IV OL‐VC‐20136 OL‐0594‐19 7 8 23.56068983 2.4PDI IV OL‐VC‐20136 OL‐0594‐20 8 8.7 32.05863883 0.86PDI IV OL‐VC‐20137 OL‐0595‐01 0 1 2.78241042 0.3PDI IV OL‐VC‐20137 OL‐0595‐02 1 2 5.842353509 1PDI IV OL‐VC‐20137 OL‐0595‐03 2 3 0.256934704 0.033PDI IV OL‐VC‐20137 OL‐0595‐04 3 4 0.21746356 0.007 UPDI IV OL‐VC‐20137 OL‐0595‐05 4 5 0 0.0069 UPDI IV OL‐VC‐20137 OL‐0595‐06 5 6 0.003707743 0.0063 UPDI IV OL‐VC‐20137 OL‐0595‐07 6 7.2 0.043175487 0.0063 UPDI IV OL‐VC‐20138 OL‐0595‐08 0 1 1.839003684 0.63PDI IV OL‐VC‐20138 OL‐0595‐09 1 2 1.279091761 0.092PDI IV OL‐VC‐20138 OL‐0595‐10 2 3 1.293284059 0.074PDI IV OL‐VC‐20138 OL‐0595‐12 3 4 1.676938959 0.31PDI IV OL‐VC‐20138 OL‐0595‐11 3 4 1.969807055 0.35PDI IV OL‐VC‐20138 OL‐0595‐13 4 5 0.170098592 0.04PDI IV OL‐VC‐20138 OL‐0595‐14 5 6 0.083823235 0.006 UPDI IV OL‐VC‐20138 OL‐0595‐15 6 7 0.113576753 0.0062 UPDI IV OL‐VC‐20138 OL‐0595‐16 7 8 0.041086351 0.0061 UPDI IV OL‐VC‐20138 OL‐0595‐17 8 8.8 0.076635015 0.0059 UPDI IV OL‐VC‐20139 OL‐0596‐01 0 1 4.383925018 4 JPDI IV OL‐VC‐20139 OL‐0596‐02 1 2 17.74599342 1.5 JPDI IV OL‐VC‐20139 OL‐0596‐03 2 3 2.181486186 1.3 JPDI IV OL‐VC‐20139 OL‐0596‐04 3 4 1.411419216 1PDI IV OL‐VC‐20139 OL‐0596‐05 4 5 0.135964977 0.12PDI IV OL‐VC‐20139 OL‐0596‐06 5 6 0.005923652 0.0063 UPDI IV OL‐VC‐20139 OL‐0596‐07 6 7 0 0.0061 UPDI IV OL‐VC‐20139 OL‐0596‐08 7 8 0.047358934 0.0065 UPDI IV OL‐VC‐20139 OL‐0596‐09 8 8.9 0.160238059 0.0068 UPDI IV OL‐VC‐20140 OL‐0596‐10 0 1 0.275707522 0.17PDI IV OL‐VC‐20140 OL‐0596‐11 1 2 0 0.0066 UPDI IV OL‐VC‐20140 OL‐0596‐12 2 3 0 0.0061 UPDI IV OL‐VC‐20140 OL‐0596‐13 3 4 0 0.0064 UPDI IV OL‐VC‐20140 OL‐0596‐14 4 5 0 0.0062 UPDI IV OL‐VC‐20140 OL‐0596‐15 4 5 0 0.0063 UPDI IV OL‐VC‐20140 OL‐0596‐16 5 6 0 0.006 UPDI IV OL‐VC‐20140 OL‐0596‐17 6 7.5 0 0.0066 UPDI IV OL‐VC‐20141 OL‐0598‐01 0 1 1.067518533 0.34PDI IV OL‐VC‐20141 OL‐0598‐02 1 2 0 0.0057 UPDI IV OL‐VC‐20141 OL‐0598‐03 2 3 0 0.006 UPDI IV OL‐VC‐20141 OL‐0598‐04 3 4 0 0.0062 UPDI IV OL‐VC‐20141 OL‐0598‐05 4 5 0 0.0064 UPDI IV OL‐VC‐20141 OL‐0598‐06 5 6 0 0.0056 UPDI IV OL‐VC‐20141 OL‐0598‐07 6 7 0 0.0065 U



Remediation Area C


PDI IV OL‐VC‐20141 OL‐0598‐09 7 8 0.00261723 0.0061 UPDI IV OL‐VC‐20141 OL‐0598‐08 7 8 0 0.0063 UPDI IV OL‐VC‐20141 OL‐0598‐10 8 9 0 0.0063 UPDI IV OL‐VC‐20141 OL‐0598‐11 9 10 0 0.0065 UPDI IV OL‐VC‐20142 OL‐0651‐05 0 1 0.081893144 0.086PDI IV OL‐VC‐20142 OL‐0651‐06 1 2 0.109465788 0.017 JPDI IV OL‐VC‐20142 OL‐0651‐07 2 3 0 0.0063 UPDI IV OL‐VC‐20142 OL‐0651‐08 3 3.5 0 0.007 UPDI IV OL‐VC‐20143 OL‐0650‐09 0 1 5.470554432 19 JPDI IV OL‐VC‐20143 OL‐0650‐10 1 2 8.959594297 19.2 JPDI IV OL‐VC‐20143 OL‐0650‐11 2 3 5.382798969 1.5 JPDI IV OL‐VC‐20143 OL‐0650‐12 2 3 4.132624742 1.5 JPDI IV OL‐VC‐20143 OL‐0650‐13 3 3.8 1.015571484 0.21 JPDI IV OL‐VC‐20144 OL‐0651‐09 0 1 0.007570093 0.022 JPDI IV OL‐VC‐20144 OL‐0651‐10 1 2 0.00771028 0.0073 UJPDI IV OL‐VC‐20144 OL‐0651‐11 2 3 0 0.0065 UPDI IV OL‐VC‐20144 OL‐0651‐12 3 4 0 0.0071 UPDI IV OL‐VC‐20145 OL‐0659‐08 0 1 6.925106721 13.1 JPDI IV OL‐VC‐20145 OL‐0659‐09 1 2 8.085502982 6.5 JPDI IV OL‐VC‐20145 OL‐0659‐10 2 3 1.981734651 1.7 JPDI IV OL‐VC‐20145 OL‐0659‐11 3 4 1.454863807 1.3 JPDI IV OL‐VC‐20145 OL‐0659‐12 4 5 0.139082158 0.049PDI IV OL‐VC‐20145 OL‐0659‐13 5 6 0.01 0.022 JPDI IV OL‐VC‐20145 OL‐0659‐15 6 7 0.008636364 0.019 JPDI IV OL‐VC‐20145 OL‐0659‐14 6 7 0.008181818 0.018 JPDI IV OL‐VC‐20145 OL‐0659‐16 7 8 0.006818182 0.015 JPDI IV OL‐VC‐20146 OL‐0651‐01 0 1 6.884774294 10 JPDI IV OL‐VC‐20146 OL‐0651‐02 1 2 10.22999837 14.6 JPDI IV OL‐VC‐20146 OL‐0651‐03 2 3 9.708739451 1.6 JPDI IV OL‐VC‐20146 OL‐0651‐04 3 4 1.219755766 0.23 JPDI IV OL‐VC‐20147 OL‐0597‐01 0 1 0.180169052 0.032PDI IV OL‐VC‐20147 OL‐0597‐02 1 2 0.384292027 0.0057 UPDI IV OL‐VC‐20147 OL‐0597‐04 2 3 0.077194759 0.006 UPDI IV OL‐VC‐20147 OL‐0597‐03 2 3 0.35381457 0.0062 UPDI IV OL‐VC‐20147 OL‐0597‐05 3 4 0.078979861 0.006 UPDI IV OL‐VC‐20147 OL‐0597‐06 4 5 0.191588785 0.006 UPDI IV OL‐VC‐20147 OL‐0597‐07 5 6 0.076282603 0.0061 UPDI IV OL‐VC‐20147 OL‐0597‐08 6 7 0.135514019 0.0054 UPDI IV OL‐VC‐20147 OL‐0597‐09 7 8 0.123831776 0.0058 UPDI IV OL‐VC‐20147 OL‐0597‐10 8 9 0.035046729 0.0063 UPDI V OL‐VC‐20161 OL‐0896‐15 0 1 1.326882069 0.3 JPDI V OL‐VC‐20161 OL‐0896‐16 1 2 1.006745262 0.23 JPDI V OL‐VC‐20161 OL‐0896‐17 2 3 2.352316931 0.23 JPDI V OL‐VC‐20161 OL‐0896‐18 3 4 1.494164793 0.14 JPDI V OL‐VC‐20161 OL‐0896‐19 4 5 1.49761454 0.097 J



Remediation Area C


PDI V OL‐VC‐20161 OL‐0896‐20 5 6 2.594983426 0.62 JPDI V OL‐VC‐20161 OL‐0897‐01 6 7 0.017898791 0.021 UPDI V OL‐VC‐20161 OL‐0897‐02 7 8 0.004941399 0.02 UPDI V OL‐VC‐20161 OL‐0897‐03 8 9 0.013710527 0.022 UPDI V OL‐VC‐20161 OL‐0897‐04 9 10 0.040929354 0.021 UJPDI V OL‐VC‐20161 OL‐0897‐05 10 11 0.052073165 0.022 UJPDI V OL‐VC‐20161 OL‐0897‐06 11 12 0.018647468 0.022 UPDI V OL‐VC‐20162 OL‐0896‐02 0 1 2.787612262 0.78 JPDI V OL‐VC‐20162 OL‐0896‐03 1 2 1.40721482 0.21 JPDI V OL‐VC‐20162 OL‐0896‐05 2 3 2.310938717 0.22 JPDI V OL‐VC‐20162 OL‐0896‐04 2 3 2.023747934 0.27 JPDI V OL‐VC‐20162 OL‐0896‐06 3 4 2.386215853 0.3 JPDI V OL‐VC‐20162 OL‐0896‐07 4 5 1.529950962 0.24 JPDI V OL‐VC‐20162 OL‐0896‐08 5 6 0.091229223 0.036 UJPDI V OL‐VC‐20162 OL‐0896‐09 6 7 0.120505382 0.14 JPDI V OL‐VC‐20162 OL‐0896‐10 7 8 0.690722514 0.21 JPDI V OL‐VC‐20162 OL‐0896‐11 8 9 1.384607668 0.15 JPDI V OL‐VC‐20162 OL‐0896‐12 9 10 1.554601968 0.15 JPDI V OL‐VC‐20162 OL‐0896‐13 10 11 0.152941055 0.17 JPDI V OL‐VC‐20162 OL‐0896‐14 11 12 0.04931691 0.091 JPDI V OL‐VC‐20163 OL‐0874‐01 0 1 0.087492806 0.29 JPDI V OL‐VC‐20163 OL‐0874‐02 1 2 0.1667476 0.5 JPDI V OL‐VC‐20163 OL‐0874‐04 2 3 0.23047471 0.42PDI V OL‐VC‐20163 OL‐0874‐03 2 3 0.200834481 0.51 JPDI V OL‐VC‐20163 OL‐0874‐05 3 4 0.375344759 0.44 JPDI V OL‐VC‐20163 OL‐0874‐06 4 5 0.296392134 0.6PDI V OL‐VC‐20163 OL‐0874‐07 5 6 0.376530781 0.54PDI V OL‐VC‐20163 OL‐0874‐08 6 7 0.52935481 0.54PDI V OL‐VC‐20163 OL‐0874‐09 7 8 0.610056029 0.43PDI V OL‐VC‐20163 OL‐0874‐10 8 9 8.282580766 7.9 JPDI V OL‐VC‐20163 OL‐0874‐11 9 10 39.68684805 13.5 JPDI V OL‐VC‐20163 OL‐0874‐12 10 11 7.564762993 2.1PDI V OL‐VC‐20163 OL‐0874‐13 11 11.5 0.692563665 0.5PDI V OL‐VC‐20164 OL‐0874‐14 0 1 2.174309306 3 JPDI V OL‐VC‐20164 OL‐0874‐15 1 2 2.830466261 1.3 JPDI V OL‐VC‐20164 OL‐0874‐16 2 3 2.302389798 1.3PDI V OL‐VC‐20164 OL‐0874‐17 3 4 2.031539088 3.5 JPDI V OL‐VC‐20164 OL‐0874‐18 4 5 0.824747145 0.68PDI V OL‐VC‐20164 OL‐0874‐19 5 6 1.418644179 0.42PDI V OL‐VC‐20164 OL‐0874‐20 6 7 1.32009191 0.22PDI V OL‐VC‐20164 OL‐0874‐21 7 8.2 0.984171616 0.17PDI V OL‐VC‐20164 OL‐0876‐07 8 9 4.694402919 0.57 JPDI V OL‐VC‐20166 OL‐0847‐14 0 1 1.850812434 4.3 JPDI V OL‐VC‐20166 OL‐0847‐15 1 2 1.254950874 6 JPDI V OL‐VC‐20166 OL‐0847‐16 2 3 0.93248859 1.4 J



Remediation Area C


PDI V OL‐VC‐20166 OL‐0847‐17 3 4 0.03761955 0.022 UPDI V OL‐VC‐20166 OL‐0847‐18 4 5 0 0.025 UPDI V OL‐VC‐20166 OL‐0847‐19 5 6 0 0.02 UPDI V OL‐VC‐20167 OL‐0847‐08 0 1 0.721662307 3 JPDI V OL‐VC‐20167 OL‐0847‐09 1 2 0.740899472 2.5PDI V OL‐VC‐20167 OL‐0847‐10 2 3 0.03888611 0.061PDI V OL‐VC‐20167 OL‐0847‐11 3 4 0.002594142 0.026 UJPDI V OL‐VC‐20167 OL‐0847‐12 4 5 0 0.022 UPDI V OL‐VC‐20167 OL‐0847‐13 5 6 0 0.021 UPDI V OL‐VC‐20168 OL‐0850‐20 0 1 0.915816425 0.4PDI V OL‐VC‐20168 OL‐0851‐01 1 2 0.117719236 0.022 UPDI V OL‐VC‐20168 OL‐0851‐02 2 3 0.021856495 0.02 UPDI V OL‐VC‐20168 OL‐0851‐03 3 4 0.019302146 0.023 UPDI V OL‐VC‐20168 OL‐0851‐04 4 5 0.003504673 0.019 UPDI V OL‐VC‐20168 OL‐0851‐05 5 6 0 0.022 UPDI V OL‐VC‐20169 OL‐0850‐14 0 1 4.40777233 0.28PDI V OL‐VC‐20169 OL‐0850‐15 1 2 0.401526045 0.028 JPDI V OL‐VC‐20169 OL‐0850‐16 2 3 0.026532925 0.032 JPDI V OL‐VC‐20169 OL‐0850‐17 3 4 0.016668374 0.021 UPDI V OL‐VC‐20169 OL‐0850‐18 4 5 0.004471101 0.023 UPDI V OL‐VC‐20169 OL‐0850‐19 5 6 0.026164988 0.023 UPDI V OL‐VC‐20170 OL‐0848‐13 0 1 345.4789127 0.018 UPDI V OL‐VC‐20170 OL‐0848‐14 1 2 0.893627963 0.019 UPDI V OL‐VC‐20170 OL‐0848‐15 2 3 0.295567269 0.021 UPDI V OL‐VC‐20170 OL‐0848‐16 3 4 0.059146793 0.025 UPDI V OL‐VC‐20170 OL‐0848‐17 4 5 0.033909078 0.022 UPDI V OL‐VC‐20170 OL‐0848‐18 5 6 0.00510923 0.022 UPDI V OL‐VC‐20171 OL‐0829‐01 0 1 0.42499251 1.7 JPDI V OL‐VC‐20171 OL‐0829‐02 1 2 0.997513291 2.9 JPDI V OL‐VC‐20171 OL‐0829‐03 2 3 2.233890467 12.2 JPDI V OL‐VC‐20171 OL‐0829‐04 3 4 1.02744853 1.8 JPDI V OL‐VC‐20171 OL‐0829‐05 4 5 0.718587743 1.1 JPDI V OL‐VC‐20171 OL‐0829‐06 5 6 0.024309807 0.023 JPDI V OL‐VC‐20172 OL‐0829‐07 0 1 1.010675073 4.1 JPDI V OL‐VC‐20172 OL‐0829‐08 1 2 3.103076205 16.2 JPDI V OL‐VC‐20172 OL‐0829‐09 2 3 9.548399683 1.3 JPDI V OL‐VC‐20172 OL‐0829‐10 3 4 1.555093621 1.3 JPDI V OL‐VC‐20172 OL‐0829‐11 4 5 0.062381922 0.024 UJPDI V OL‐VC‐20172 OL‐0829‐12 5 6 0.0148161 0.023 UPDI V OL‐VC‐20172‐A OL‐1024‐10 0 0.5 0.573566863 1.31 JPDI V OL‐VC‐20172‐A OL‐1024‐11 0.5 1 2.700181612 2.51 JPDI V OL‐VC‐20173 OL‐0829‐13 0 1 0.456599036 0.83PDI V OL‐VC‐20173 OL‐0829‐14 1 2 0.106351416 0.021 UPDI V OL‐VC‐20173 OL‐0829‐15 2 3 0.001526718 0.022 UPDI V OL‐VC‐20173 OL‐0829‐16 3 4 0 0.024 UPDI V OL‐VC‐20173 OL‐0829‐17 4 5.1 0.144419205 0.025 U



Remediation Area C


PDI V OL‐VC‐20174 OL‐0845‐20 0 1 0.370772464 0.89 JPDI V OL‐VC‐20174 OL‐0846‐01 1 2 6.013118951 5.4 JPDI V OL‐VC‐20174 OL‐0846‐02 2 3 33.18528948 1.3 JPDI V OL‐VC‐20174 OL‐0846‐03 3 4 1.530291689 0.59PDI V OL‐VC‐20174 OL‐0846‐04 4 5 1.594205773 1.4 JPDI V OL‐VC‐20174 OL‐0846‐05 5 6 1.259691432 1.5 JPDI V OL‐VC‐20175 OL‐0829‐18 0 1 0.001869159 0.02 UPDI V OL‐VC‐20175 OL‐0829‐20 1 2 0.001682243 0.022 UPDI V OL‐VC‐20175 OL‐0829‐19 1 2 0.001565421 0.023 UPDI V OL‐VC‐20175 OL‐0830‐01 2 3 0 0.02 UPDI V OL‐VC‐20175 OL‐0830‐02 3 4 0 0.021 UPDI V OL‐VC‐20175 OL‐0830‐03 4 5 0 0.022 UPDI V OL‐VC‐20175 OL‐0830‐04 5 6 0 0.021 UPDI V OL‐VC‐20176 OL‐0830‐05 0 1 0 0.021 UPDI V OL‐VC‐20176 OL‐0830‐06 1 2 0 0.022 UPDI V OL‐VC‐20176 OL‐0830‐07 2 3 0 0.022 UPDI V OL‐VC‐20176 OL‐0830‐08 3 4 0 0.021 UPDI V OL‐VC‐20176 OL‐0830‐10 4 5 0 0.02 UPDI V OL‐VC‐20176 OL‐0830‐09 4 5 0 0.024 UPDI V OL‐VC‐20176 OL‐0830‐11 5 6 0 0.02 UPDI V OL‐VC‐20177 OL‐0830‐12 0 1 0.030399414 0.02 JPDI V OL‐VC‐20177 OL‐0830‐13 1 2 0 0.024 UPDI V OL‐VC‐20177 OL‐0830‐14 2 3 0 0.021 UPDI V OL‐VC‐20177 OL‐0830‐15 3 4 0.001728972 0.022 UPDI V OL‐VC‐20177 OL‐0830‐16 4 5 0.009659091 0.02 UPDI V OL‐VC‐20177 OL‐0830‐17 5 6 0.006324973 0.02 UPDI V OL‐VC‐20178 OL‐0846‐06 0 1 8.105818496 5.8 JPDI V OL‐VC‐20178 OL‐0846‐07 1 2 104.8332199 2.2 JPDI V OL‐VC‐20178 OL‐0846‐08 2 3 65.87427681 1.5 JPDI V OL‐VC‐20178 OL‐0846‐09 3 4 32.15519098 1.6 JPDI V OL‐VC‐20178 OL‐0846‐10 4 5 18.83344919 2 JPDI V OL‐VC‐20178 OL‐0846‐11 4 5 18.11806882 2.5 JPDI V OL‐VC‐20178 OL‐0846‐12 5 6 6.377011386 1.6 JPDI V OL‐VC‐20179 OL‐0845‐01 0 1 2.082916899 7.7PDI V OL‐VC‐20179 OL‐0845‐02 1 2 2.508395312 10.2 JPDI V OL‐VC‐20179 OL‐0845‐03 1 2 2.045001528 6.9 JPDI V OL‐VC‐20179 OL‐0845‐04 2 3 2.824078727 13.2 JPDI V OL‐VC‐20179 OL‐0845‐05 3 4 2.392840131 1.7 JPDI V OL‐VC‐20179 OL‐0845‐06 4 5 4.942631743 2.6 JPDI V OL‐VC‐20179 OL‐0845‐07 5 6 10.88058152 1.7 JPDI V OL‐VC‐20180 OL‐0843‐20 0 1 2.243973747 0.65PDI V OL‐VC‐20180 OL‐0844‐01 1 2 0.004173484 0.022 UPDI V OL‐VC‐20180 OL‐0844‐02 2 3 0.003925845 0.022 UPDI V OL‐VC‐20180 OL‐0844‐03 3 4 0 0.021 UPDI V OL‐VC‐20180 OL‐0844‐04 4 5 0 0.023 UPDI V OL‐VC‐20180 OL‐0844‐05 5 6 0 0.022 U



Remediation Area C


PDI V OL‐VC‐20181 OL‐0845‐14 0 1 0.028579878 0.086PDI V OL‐VC‐20181 OL‐0845‐15 1 2 0 0.021 UPDI V OL‐VC‐20181 OL‐0845‐16 2 3 0 0.023 UPDI V OL‐VC‐20181 OL‐0845‐17 3 4 0 0.022 UPDI V OL‐VC‐20181 OL‐0845‐18 4 5 0 0.022 UPDI V OL‐VC‐20181 OL‐0845‐19 5 6 0 0.018 UPDI V OL‐VC‐20182 OL‐0846‐13 0 1 0.107763638 0.022 UPDI V OL‐VC‐20182 OL‐0846‐14 1 2 0.117545971 0.021 UPDI V OL‐VC‐20182 OL‐0846‐15 2 3 0.174778531 0.022 UPDI V OL‐VC‐20182 OL‐0846‐16 3 4 0.160011417 0.02 UPDI V OL‐VC‐20182 OL‐0846‐17 4 5 0.149065421 0.021 UPDI V OL‐VC‐20182 OL‐0846‐18 5 6 0.028971963 0.022 UPDI V OL‐VC‐20183 OL‐0845‐08 0 1 0.013917507 0.021 UPDI V OL‐VC‐20183 OL‐0845‐09 1 2 0.019323417 0.021 UPDI V OL‐VC‐20183 OL‐0845‐10 2 3 0.02715145 0.022 UPDI V OL‐VC‐20183 OL‐0845‐11 3 4 0.010324357 0.023 UPDI V OL‐VC‐20183 OL‐0845‐12 4 5 0.006074766 0.022 UPDI V OL‐VC‐20183 OL‐0845‐13 5 6 0.001588785 0.021 UPDI V OL‐VC‐20184 OL‐0853‐10 0 1 1.96121078 1.4 JPDI V OL‐VC‐20184 OL‐0853‐11 1 2 3.001710247 6.8 JPDI V OL‐VC‐20184 OL‐0853‐12 2 3 1.400574021 2.3 JPDI V OL‐VC‐20184 OL‐0853‐13 3 4 1.581294596 1.5PDI V OL‐VC‐20184 OL‐0853‐14 4 5.3 7.405887631 1.6PDI V OL‐VC‐20185 OL‐0843‐10 0 1 0.705590454 2 JPDI V OL‐VC‐20185 OL‐0843‐11 1 2 1.857027286 7.4 JPDI V OL‐VC‐20185 OL‐0843‐12 2 3 0.135858387 0.22PDI V OL‐VC‐20185 OL‐0843‐13 3 4 0.34871428 0.48PDI V OL‐VC‐20185 OL‐0843‐14 4 5 2.667302826 1.5PDI V OL‐VC‐20185 OL‐0843‐15 5 6 15.09078704 1.4 JPDI V OL‐VC‐20185 OL‐0843‐16 6 7 3.650344655 0.79PDI V OL‐VC‐20185 OL‐0843‐17 7 8 2.380589002 0.64PDI V OL‐VC‐20185 OL‐0843‐18 8 9 4.356902421 0.88PDI V OL‐VC‐20185 OL‐0843‐19 9 10.3 3.639253133 1.1PDI V OL‐VC‐20186 OL‐0838‐02 0 1 0.501367215 2.8PDI V OL‐VC‐20186 OL‐0838‐03 1 2 0.107985458 0.057PDI V OL‐VC‐20186 OL‐0838‐04 2 3 0.26831278 1.2PDI V OL‐VC‐20186 OL‐0838‐05 3 4 0.231292205 0.16PDI V OL‐VC‐20186 OL‐0838‐06 4 5 0.036707994 0.023 UPDI V OL‐VC‐20186 OL‐0838‐07 5 6 0.095136107 0.022 UPDI V OL‐VC‐20195 OL‐1023‐01 0 0.5 0.849132705 1.46 JPDI V OL‐VC‐20195 OL‐1023‐02 0.5 1 0.841247661 1.47 JPDI V OL‐VC‐20195 OL‐1023‐03 1 2 8.259200153 11 JPDI V OL‐VC‐20195 OL‐1023‐04 2 3 6.792954941 15.8 JPDI V OL‐VC‐20195 OL‐1023‐05 3 4 1.082394304 3.44 JPDI V OL‐VC‐20196 OL‐1024‐02 0 0.5 0.253980719 0.632 JPDI V OL‐VC‐20196 OL‐1024‐03 0.5 1 2.498130009 2.56 J



Remediation Area C


PDI V OL‐VC‐20196 OL‐1024‐04 1 2 6.292746953 15.9 JPDI V OL‐VC‐20196 OL‐1024‐06 2 3 10.14611996 10.5 JPDI V OL‐VC‐20196 OL‐1024‐05 2 3 10.73420666 14.3 JPDI V OL‐VC‐20196 OL‐1024‐07 3 4 20.33529221 1.09 JPDI V OL‐VC‐20197 OL‐1023‐06 0 0.5 0.830484892 1.85 JPDI V OL‐VC‐20197 OL‐1023‐07 0.5 1 1.728041901 1.83 JPDI V OL‐VC‐20197 OL‐1023‐08 1 2 9.19232349 27.2 JPDI V OL‐VC‐20197 OL‐1023‐09 2 3 3.771718874 23.9 JPDI V OL‐VC‐20197 OL‐1023‐10 3 4 3.791090825 1.4 JPDI IV OL‐VC‐30038 OL‐0195‐14 0 0.5 0.374928075 0.43 JPDI IV OL‐VC‐30038 OL‐0195‐15 0.5 3.3 0.098784289 0.1 JPDI II OL‐VC‐30058 OL‐0150‐14 0 3.3 7.071641458 11.3 JPDI IV OL‐VC‐30089 OL‐0652‐01 0 1 3.372583107 4.9 JPDI IV OL‐VC‐30089 OL‐0652‐02 1 2 5.567425076 20 JPDI IV OL‐VC‐30089 OL‐0652‐03 2 3 0.570831772 0.77 JPDI IV OL‐VC‐30089 OL‐0652‐04 3 3.8 0.728857102 0.59 JPDI IV OL‐VC‐30090 OL‐0651‐13 0 1 0.066831549 0.083 JPDI IV OL‐VC‐30090 OL‐0651‐14 1 2 0.098284377 0.13 JPDI IV OL‐VC‐30090 OL‐0651‐15 2 3 0.354961806 0.24 JPDI IV OL‐VC‐30090 OL‐0651‐16 3 4 0.373418943 0.23 JPDI IV OL‐VC‐30091 OL‐0652‐05 0 1 1.055564702 2.5 JPDI IV OL‐VC‐30091 OL‐0652‐06 1 2 6.248091747 15.2 JPDI IV OL‐VC‐30091 OL‐0652‐07 2 3 6.590846046 18.9 JPDI IV OL‐VC‐30091 OL‐0652‐08 3 4 0.621124796 0.83 JPDI IV OL‐VC‐30092 OL‐0651‐17 0 1 0.483265839 1 JPDI IV OL‐VC‐30092 OL‐0651‐19 1 2 0.06499538 0.12 JPDI IV OL‐VC‐30092 OL‐0651‐18 1 2 0.07950442 0.14 JPDI IV OL‐VC‐30092 OL‐0651‐20 2 3 0.230773367 0.13 JPDI IV OL‐VC‐30092 OL‐0651‐21 3 4 0.284474654 0.093 JPDI V OL‐VC‐30126 OL‐0837‐07 0 1 4.819605534 15.9 JPDI V OL‐VC‐30126 OL‐0837‐08 1 2 1.51378972 10.4 JPDI V OL‐VC‐30126 OL‐0837‐09 1 2 0.828241866 4.4 JPDI V OL‐VC‐30126 OL‐0837‐10 2 3 0.112262207 0.2 JPDI V OL‐VC‐30126 OL‐0837‐11 3 4 0.255350391 0.47 JPDI V OL‐VC‐30126 OL‐0837‐12 4 5 0.345460204 0.44 JPDI V OL‐VC‐30126 OL‐0837‐13 5 6 0.065017786 0.046 JPDI V OL‐VC‐30126‐A OL‐1024‐08 0 0.5 0.879753989 1.87 JPDI V OL‐VC‐30126‐A OL‐1024‐09 0.5 1 3.159637816 3.42 JPDI V OL‐VC‐30127 OL‐0848‐06 0 1 1.786918128 14 JPDI V OL‐VC‐30127 OL‐0848‐08 1 2 0.039846788 0.15 JPDI V OL‐VC‐30127 OL‐0848‐07 1 2 0.075568426 0.46 JPDI V OL‐VC‐30127 OL‐0848‐09 2 3 0.177426845 0.33 JPDI V OL‐VC‐30127 OL‐0848‐10 3 4 0.222171598 0.41 JPDI V OL‐VC‐30127 OL‐0848‐11 4 5 0.070052582 0.2 JPDI V OL‐VC‐30127 OL‐0848‐12 5 6 0.182451554 0.36 JPDI V OL‐VC‐30128 OL‐0847‐20 0 1 1.226194393 4.2 J



Remediation Area C


PDI V OL‐VC‐30128 OL‐0848‐01 1 2 2.527825072 13.5 JPDI V OL‐VC‐30128 OL‐0848‐02 2 3 0.207756409 0.39 JPDI V OL‐VC‐30128 OL‐0848‐03 3 4 0.206198998 0.49 JPDI V OL‐VC‐30128 OL‐0848‐04 4 5 0.100380024 0.23 JPDI V OL‐VC‐30128 OL‐0848‐05 5 6 0.114861797 0.23 JPDI V OL‐VC‐30155 OL‐1023‐11 0 0.5 0.487547886 0.829 JPDI V OL‐VC‐30155 OL‐1023‐12 0.5 1 0.178677907 0.232 JPDI V OL‐VC‐30155 OL‐1023‐14 1 2 0.134342195 0.231 JPDI V OL‐VC‐30155 OL‐1023‐13 1 2 0.129969831 0.362 JPDI V OL‐VC‐30155 OL‐1023‐15 2 3 0.054349806 0.0945 JPDI V OL‐VC‐30155 OL‐1023‐16 3 4 0.162748115 0.216 JPDI V OL‐VC‐30156 OL‐1023‐17 0 0.5 0.593939428 2.07 JPDI V OL‐VC‐30156 OL‐1023‐18 0.5 1 0.673290451 2.02 JPDI V OL‐VC‐30156 OL‐1023‐19 1 2 4.129326903 16.9 JPDI V OL‐VC‐30156 OL‐1023‐20 2 3 1.551835127 7.44 JPDI V OL‐VC‐30156 OL‐1024‐01 3 4 0.170338841 0.247 JRI/FS P38 S00136 0 0.984 1.102484362 5.9RI/FS P38 S00137 0.984 1.969 2.465027387 16RI/FS P38 S00138 1.969 2.953 31.36350522 1.2RI/FS S307 VC0196 0 0.492 1.028097997 0.41RI/FS S307 VC0197 0.492 0.984 0.284110159 0.077RI/FS S307 VC0049 0.984 3.281 0.027272727 0.051 URI/FS S307 VC0050 3.281 6.561 0 0.052 URI/FS S307 VC0051 6.561 9.842 0 0.05 URI/FS S307 VC0052 9.842 13.122 0.049830508 0.05 URI/FS S307 VC0053 13.122 16.403 0 0.036 URI/FS S307 VC0054 16.403 19.684 0.045454545 0.1 JRI/FS S308 SF0060 0 0.492 0.890505645 4.2 WRI/FS S308 SF0061 0.492 0.984 0.712392743 2.7 WRI/FS S308 VC0191 0.984 3.281 3.517129667 14.2315RI/FS S308 VC0057 0.984 3.281 2.87129017 10.4 JWRI/FS S308 VC0058 3.281 6.561 3.269712795 2 JWRI/FS S308 VC0059 6.561 8.497 1.403364017 1.2 JWRI/FS S308 VC0060 8.497 11.777 0 0.05 URI/FS S308 VC0061 11.777 15.058 0.025 0.0516RI/FS S308 VC0062 15.058 18.339 0.043636364 0.096 JRI/FS S308 VC0063 18.339 19.454 0.090909091 0.2 JRI/FS S325 SF0094 0 0.066 0.333616219 0.072 WRI/FS S325 SF0095 0.066 0.492 0.215265923 0.17 WRI/FS S325 SF0096 0.492 0.984 0.464435231 0.24 WRI/FS S325 SB0003 0.984 3.281 3.387761698 0.5176RI/FS S325 SB0004 3.281 6.561 1.069196016 0.57RI/FS S326 SF0097 0 0.492 0.416281445 1.3 WRI/FS S326 SF0098 0.492 0.984 0.634425301 1.5 WRI/FS S326 SB0005 0.984 3.281 1.497824784 3.4 WRI/FS S326 SB0006 3.281 6.561 2.669652405 23 W



Remediation Area C


RI/FS S327 SF0099 0 0.492 1.705287151 2.3 JWRI/FS S327 SF0100 0.492 0.984 2.926931741 3.2 WRI/FS S327 SB0007 0.984 1.968 6.902202082 12.2 WRI/FS S327 SB0008 1.968 4.593 1.730579205 0.3627RI/FS S327 SF0148 4.593 6.430 3.008176244 2.4 JRI/FS S328 SF0101 0 0.492 0.303994874 0.72 JRI/FS S328 SF0102 0.492 0.984 0 0.053 UJRI/FS S328 SB0009 0.984 3.281 0.330847458 0.054 UJRI/FS S328 SB0010 3.281 6.561 0.403389831 0.049 UJRI/FS S329 SF0103 0 0.492 0.05 0.11 JRI/FS S329 SF0104 0.492 0.984 0 0.049 URI/FS S329 SB0011 0.984 3.281 0.028440952 0.12 JRI/FS S329 SB0012 3.281 6.561 0 0.051 URI/FS S330 SF0105 0 0.492 0.168670546 0.43RI/FS S330 SF0106 0.492 0.984 0.265463042 0.14 JRI/FS S330 SB0013 0.984 3.281 0.799514077 0.1 JRI/FS S330 SB0014 3.281 6.561 0.591183751 0.42RI/FS S331 SF0107 0 0.492 0.597082953 1.9 WRI/FS S331 SF0108 0.492 0.984 3.487869997 6.3 WRI/FS S331 SB0015 0.984 3.281 4.963137778 6.5 WRI/FS S331 SB0016 3.281 6.561 12.26206579 4 WRI/FS S332 BC0001 0 0.066 0.95976329 2.68445RI/FS S332 SF0109 0 0.492 6.010981116 3 WRI/FS S332 BC0002 0.066 0.459 3.141140216 11.8RI/FS S332 SF0110 0.492 0.984 88.76038675 5.8 WRI/FS S332 SB0017 0.984 3.281 99.43919206 7.7 WRI/FS S332 SB0018 3.281 6.561 76.83197162 3.1 WRI/FS S35 S00535 0 0.066 1.689571367 1RI/FS S36 S00532 0 0.066 2.173534488 1.3 JRI/FS S365 SF0022 0 0.492 0.341241369 0.65 WRI/FS S365 SF0023 0.492 0.984 0.186861113 0.14 UWRI/FS S37 S00521 0 0.066 0.202874412 0.49RI/FS S38 S00530 0 0.066 0.67670204 0.7RI/FS S39 S00531 0 0.066 0.459209309 1.7RI/FS S400 BC0003 0 0.066 0.148836672 0.37RI/FS S400 BC0004 0.066 0.492 0.094953775 0.25 WRI/FS S434 SF0170 0 0.492 0.119877092 0.056 JRI/FS S434 SF0171 0.492 0.984 0.033055438 0.053 URI/FS S434 SB0100 0.984 3.281 0.11621866 0.052 URI/FS S434 SB0101 3.281 6.561 0 0.053 URI/FS S435 SF0172 0 0.164 1644.60959 0.18RI/FS S47 S00519 0 0.066 0.510764349 0.49RI/FS S48 S00518 0 0.066 0.200219535 0.47



Remediation Area E


RI/FS OL‐S1 S00556 0 0.066 8.132394953 4.7 JRI/FS OL‐S1 S00557 0 0.066 4.351294473 4.6 JRI/FS OL‐S1 S00558 0 0.066 4.159600004 5.6 JRI/FS OL‐S2 S00546 0 0.066 4.962061222 18.10RI/FS OL‐S3 S00613 0 0.066 4.360978832 18.40RI/FS OL‐S3 S00653 0 0.066 2.148495616RI/FS OL‐S4 S00595 0 0.066 2.623106183 20.40RI/FS OL‐S5 S00547 0 0.066 2.878441142 11.10RI/FS OL‐S6 S00582 0 0.066 0.785921776 1.10RI/FS OL‐S7 S00555 0 0.066 4.980730845 3.20PDI I OL‐SB‐60001‐VC OL‐0025‐01 0 3.3 0.011295269 0.015 JPDI I OL‐SB‐60001‐VC OL‐0025‐02 3.3 6.6 0.003954545 0.0087 JPDI I OL‐SB‐60001‐VC OL‐0025‐03 6.6 9.9 0.004545455 0.01 JPDI I OL‐SB‐60001‐VC OL‐0025‐04 9.9 13.2 0.00325399 0.0076 JPDI I OL‐SB‐60002‐VC OL‐0031‐01 0 3.3 0 0.0075 UPDI I OL‐SB‐60002‐VC OL‐0031‐08 3.3 6.6 0 0.0073 UPDI I OL‐SB‐60002‐VC OL‐0031‐09 6.6 9.9 0.003863636 0.0085 JPDI I OL‐SB‐60002‐VC OL‐0031‐10 9.9 13 0 0.0079 UPDI I OL‐SB‐60003‐VC OL‐0022‐05 0 3.3 0.036470486 0.024 JPDI I OL‐SB‐60003‐VC OL‐0022‐06 3.3 6.6 0 0.0077 UPDI I OL‐SB‐60003‐VC OL‐0022‐07 6.6 9.9 0 0.0076 UPDI I OL‐SB‐60003‐VC OL‐0022‐08 9.9 13.2 0 0.0081 UPDI I OL‐SB‐60004‐VC OL‐0022‐09 0 3.3 0.212445125 0.014 JPDI I OL‐SB‐60004‐VC OL‐0022‐10 3.3 6.6 0.003909091 0.0086 JPDI I OL‐SB‐60004‐VC OL‐0022‐11 3.3 6.6 0.003818182 0.0084 JPDI I OL‐SB‐60004‐VC OL‐0022‐12 6.6 9.9 0.006998158 0.0077 UPDI I OL‐SB‐60004‐VC OL‐0022‐13 9.9 13.2 0 0.0079 UPDI I OL‐SB‐60005‐VC OL‐0022‐14 0 3.3 3.375946101 0.40PDI I OL‐SB‐60005‐VC OL‐0022‐15 3.3 6.6 0.007243419 0.01 JPDI I OL‐SB‐60005‐VC OL‐0022‐16 6.6 9.9 0.007272727 0.016 JPDI I OL‐SB‐60005‐VC OL‐0022‐17 9.9 13.2 0.007272727 0.016 JPDI I OL‐SB‐60006‐VC OL‐0022‐22 0 3.3 5.036296291 1.20PDI I OL‐SB‐60006‐VC OL‐0022‐23 3.3 6.6 1.816418748 0.21PDI I OL‐SB‐60006‐VC OL‐0022‐24 6.6 9.9 0.560275191 0.031 JPDI I OL‐SB‐60006‐VC OL‐0022‐25 9.9 13.2 0.01058745 0.024 JPDI I OL‐SB‐60007‐VC OL‐0022‐19 3.3 6.6 0.015149667 0.013 JPDI I OL‐SB‐60007‐VC OL‐0022‐20 6.6 9.9 0.007727273 0.017 JPDI I OL‐SB‐60007‐VC OL‐0022‐21 9.9 13.2 0.006818182 0.015 JPDI I OL‐SB‐60008‐VC OL‐0022‐26 0 3.3 0.0214749 0.012 JPDI I OL‐SB‐60008‐VC OL‐0022‐27 3.3 6.6 0.007272727 0.016 JPDI I OL‐SB‐60008‐VC OL‐0022‐28 6.6 9.9 0.006363636 0.014 JPDI I OL‐SB‐60008‐VC OL‐0022‐29 9.9 13.2 0.009090909 0.02 JPDI I OL‐SB‐60009‐VC OL‐0022‐30 0 3.3 0.312878768 0.02 JPDI I OL‐SB‐60009‐VC OL‐0022‐31 3.3 6.6 0.007272727 0.016 JPDI I OL‐SB‐60009‐VC OL‐0022‐32 6.6 9.9 0.005454545 0.012 J

P:\Honeywell ‐SYR\444576 2008 Capping\09 Reports\9.3 December 2009_Capping and Dredge Area & Depth IDS\Appendices\Appendix A ‐ RA Delineation\Rem Area E 1 of 18


Remediation Area E


PDI I OL‐SB‐60009‐VC OL‐0022‐33 9.9 13.2 0.01 0.022 JPDI I OL‐SB‐60010‐VC OL‐0017‐01 0 3.3 0.038706137 0.026 JPDI I OL‐SB‐60010‐VC OL‐0017‐02 3.3 6.6 0 0.0079 UPDI I OL‐SB‐60010‐VC OL‐0017‐03 6.6 9.9 0.007272727 0.016 JPDI I OL‐SB‐60010‐VC OL‐0017‐04 9.9 13.2 0.006064146 0.02 JPDI I OL‐SB‐60011‐VC OL‐0017‐05 0 3.3 2.759768649 0.37PDI I OL‐SB‐60011‐VC OL‐0017‐07 0 3.3 1.234618419 0.22PDI I OL‐SB‐60011‐VC OL‐0017‐06 3.3 6.6 0.028149696 0.012 JPDI I OL‐SB‐60011‐VC OL‐0017‐08 6.6 9.9 0.004847381 0.014 JPDI I OL‐SB‐60011‐VC OL‐0017‐09 9.9 13.2 0.005909091 0.013 JPDI I OL‐SB‐60012‐VC OL‐0017‐14 0 3.3 25.38552232 0.84PDI I OL‐SB‐60012‐VC OL‐0017‐15 3.3 6.6 0.033737717 0.016 JPDI I OL‐SB‐60012‐VC OL‐0017‐16 6.6 9.9 0.008849858 0.012 JPDI I OL‐SB‐60012‐VC OL‐0017‐17 9.9 13.2 0 0.0078 UPDI I OL‐SB‐60013‐VC OL‐0017‐10 0 3.3 9.207355715 1.40PDI I OL‐SB‐60013‐VC OL‐0017‐11 3.3 6.6 0.019985911 0.013 JPDI I OL‐SB‐60013‐VC OL‐0017‐12 6.6 9.9 0.002272649 0.008 UPDI I OL‐SB‐60013‐VC OL‐0017‐13 9.9 13.2 0.006363636 0.014 JPDI I OL‐SB‐60014‐VC OL‐0017‐18 0 3.3 1.826712002 0.80PDI I OL‐SB‐60014‐VC OL‐0017‐19 3.3 6.6 0.035146708 0.0075 UPDI I OL‐SB‐60014‐VC OL‐0017‐20 6.6 9.9 0.020719738 0.0076 UPDI I OL‐SB‐60014‐VC OL‐0017‐21 9.9 13.2 0.005454545 0.012 JPDI I OL‐SB‐60015‐VC OL‐0017‐22 0 3.3 1.733725187 0.20PDI I OL‐SB‐60015‐VC OL‐0017‐23 3.3 6.6 0.008183862 0.011 JPDI I OL‐SB‐60015‐VC OL‐0017‐24 6.6 9.9 0.031142291 0.01 JPDI I OL‐SB‐60015‐VC OL‐0017‐25 9.9 13.2 0.004090909 0.009 JPDI I OL‐SB‐60015‐VC OL‐0017‐26 9.9 13.2 0 0.0078 UPDI I OL‐SB‐70001‐VC OL‐0031‐02 0 3.3 6.517416791 8.70PDI I OL‐SB‐70001‐VC OL‐0031‐03 3.3 6.6 0.027407555 0.0079 UPDI I OL‐SB‐70001‐VC OL‐0031‐04 6.6 9.9 0.005020921 0.008 UPDI I OL‐SB‐70001‐VC OL‐0031‐05 9.9 13.2 0 0.0075 UPDI I OL‐SB‐70001‐VC OL‐0031‐06 13.2 16.5 1.593220339 0.0076 UPDI I OL‐SB‐70001‐VC OL‐0031‐07 16.5 19.6 0 0.0081 UJPDI I OL‐SB‐70002‐VC OL‐0031‐11 0 3.3 5.564135463 5.80PDI I OL‐SB‐70002‐VC OL‐0031‐12 3.3 6.6 0.008717183 0.0081 UJPDI I OL‐SB‐70002‐VC OL‐0031‐13 6.6 9.9 0 0.0075 UPDI I OL‐SB‐70002‐VC OL‐0031‐14 9.9 13.2 0 0.008 UPDI I OL‐SB‐70002‐VC OL‐0031‐15 13.2 16.5 0 0.0079 UPDI I OL‐SB‐70002‐VC OL‐0031‐16 16.5 19.8 0 0.008 UJPDI I OL‐SB‐70003‐VC OL‐0025‐29 0 3.3 2.273346691 3.50PDI I OL‐SB‐70003‐VC OL‐0025‐30 3.3 6.6 0.069408025 0.0074 UPDI I OL‐SB‐70003‐VC OL‐0025‐31 6.6 9.9 0.017151163 0.0074 UPDI I OL‐SB‐70003‐VC OL‐0025‐32 9.9 13.2 0.009372093 0.0099 JPDI I OL‐SB‐70003‐VC OL‐0025‐33 13.2 16.5 0.007323467 0.0092 JPDI I OL‐SB‐70003‐VC OL‐0025‐34 16.5 19.7 0.006342495 0.01 J



Remediation Area E


PDI I OL‐SB‐70004‐VC OL‐0031‐17 0 3.3 2.24166355 2.10PDI I OL‐SB‐70004‐VC OL‐0031‐18 3.3 6.6 0 0.0076 UPDI I OL‐SB‐70004‐VC OL‐0031‐19 6.6 9.9 0 0.0075 UPDI I OL‐SB‐70004‐VC OL‐0031‐20 9.9 13.2 0.004917481 0.0079 UJPDI I OL‐SB‐70004‐VC OL‐0031‐21 13.2 16.5 0.007366483 0.008 UJPDI I OL‐SB‐70004‐VC OL‐0031‐22 13.2 16.5 0 0.0076 UJPDI I OL‐SB‐70004‐VC OL‐0031‐23 16.5 19.3 0.006324973 0.008 UJPDI I OL‐STA‐60016‐VC OL‐0025‐05 0 3.3 0.450291994 0.06PDI I OL‐STA‐60016‐VC OL‐0025‐06 3.3 6.6 0.005 0.011 JPDI I OL‐STA‐60016‐VC OL‐0025‐08 3.3 6.6 0.004318182 0.0095 JPDI I OL‐STA‐60016‐VC OL‐0025‐07 6.6 9.9 0 0.0076 UPDI I OL‐STA‐60016‐VC OL‐0025‐09 9.9 13.2 0 0.0074 UPDI I OL‐STA‐60017‐VC OL‐0025‐10 0 3.3 0.017980412 0.014 JPDI I OL‐STA‐60017‐VC OL‐0025‐11 3.3 6.6 0.005454545 0.012 JPDI I OL‐STA‐60017‐VC OL‐0025‐12 6.6 9.9 0.005 0.011 JPDI I OL‐STA‐60017‐VC OL‐0025‐13 6.6 9.9 0.012219059 0.014 JPDI I OL‐STA‐60017‐VC OL‐0025‐14 9.9 13.2 0.006363636 0.014 JPDI I OL‐STA‐60018‐VC OL‐0025‐15 0 3.3 0.412073398 0.52PDI I OL‐STA‐60018‐VC OL‐0025‐16 3.3 6.6 2.972381848 0.90PDI I OL‐STA‐60018‐VC OL‐0025‐17 6.6 9.9 4.187856338 2.80PDI I OL‐STA‐60018‐VC OL‐0025‐18 9.9 13.2 5.654328264 1.50PDI I OL‐STA‐60019‐VC OL‐0025‐19 0 3.3 1.323110573 1.60PDI I OL‐STA‐60019‐VC OL‐0025‐20 3.3 6.6 2.362861745 2.00PDI I OL‐STA‐60019‐VC OL‐0025‐21 6.6 9.9 2.926215656 2.40PDI I OL‐STA‐60019‐VC OL‐0025‐22 9.9 13.2 5.686775428 2.30PDI I OL‐STA‐70005‐VC OL‐0031‐24 0 3.3 6.320609391 7.4 JPDI I OL‐STA‐70005‐VC OL‐0031‐25 0 3.3 7.808214425 14.9 JPDI I OL‐STA‐70005‐VC OL‐0031‐26 3.3 6.6 0.021327708 0.037 JPDI I OL‐STA‐70005‐VC OL‐0031‐27 6.6 9.9 0 0.0079 UJPDI I OL‐STA‐70005‐VC OL‐0031‐28 9.9 13.2 0 0.0077 UJPDI I OL‐STA‐70005‐VC OL‐0031‐29 13.2 16.5 0.0035 0.0077 JPDI I OL‐STA‐70005‐VC OL‐0031‐30 16.5 19.6 0.004 0.0088 JPDI I OL‐STA‐70006‐VC OL‐0031‐31 0 3.3 7.083258393 25.5 JPDI I OL‐STA‐70006‐VC OL‐0031‐32 3.3 6.6 0.509963573 0.57 JPDI I OL‐STA‐70006‐VC OL‐0031‐33 6.6 9.9 0.006998158 0.0076 UJPDI I OL‐STA‐70006‐VC OL‐0031‐34 9.9 13.2 0 0.0074 UJPDI I OL‐STA‐70006‐VC OL‐0031‐35 13.2 16.5 0.003909091 0.0086 JPDI I OL‐STA‐70006‐VC OL‐0031‐36 16.5 19.8 0.005 0.011 JPDI I OL‐STA‐70007‐VC OL‐0025‐23 0 3.3 10.28060277 4.00PDI I OL‐STA‐70007‐VC OL‐0025‐24 3.3 6.6 0.040714961 0.0078 UPDI I OL‐STA‐70007‐VC OL‐0025‐25 6.6 9.9 0.005062573 0.0085 JPDI I OL‐STA‐70007‐VC OL‐0025‐26 9.9 13.2 0.004136364 0.0091 JPDI I OL‐STA‐70007‐VC OL‐0025‐27 13.2 16.5 0.005454545 0.012 JPDI I OL‐STA‐70007‐VC OL‐0025‐28 16.5 19.8 0.005797747 0.016 JPDI I OL‐STA‐70008‐VC OL‐0025‐35 0 3.3 3.395010829 0.90



Remediation Area E


PDI I OL‐STA‐70008‐VC OL‐0025‐36 3.3 6.6 0.013934746 0.0094 JPDI I OL‐STA‐70008‐VC OL‐0025‐37 6.6 9.9 0.005 0.011 JPDI I OL‐STA‐70008‐VC OL‐0025‐38 9.9 13.2 0.004409091 0.0097 JPDI I OL‐STA‐70008‐VC OL‐0025‐39 13.2 16.5 0.005454545 0.012 JPDI I OL‐STA‐70008‐VC OL‐0025‐40 16.5 19.8 0.005454545 0.012 JPDI I OL‐VC‐30058 OL‐0022‐18 0 3.3 2.615956246 0.85PDI IV OL‐VC‐50033 OL‐0642‐09 0 1 13.36034496 5.5 JPDI IV OL‐VC‐50033 OL‐0642‐10 1 2 6.431842187 9.7 JPDI IV OL‐VC‐50033 OL‐0642‐11 2 3 4.210422236 1.9 JPDI IV OL‐VC‐50033 OL‐0642‐12 2 3 3.603118474 1.9 JPDI IV OL‐VC‐50033 OL‐0642‐13 3 4 11.96241111 1.9 JPDI IV OL‐VC‐50034 OL‐0650‐01 0 1 21.97578184 7.8 JPDI IV OL‐VC‐50034 OL‐0650‐02 1 2 8.460956881 25 JPDI IV OL‐VC‐50034 OL‐0650‐03 2 3 6.553773979 1.8 JPDI IV OL‐VC‐50034 OL‐0650‐04 3 3.9 9.455185728 2.5 JPDI IV OL‐VC‐50035 OL‐0650‐05 0 1 2.277229194 2.2 JPDI IV OL‐VC‐50035 OL‐0650‐06 1 2 10.8579656 4.4 JPDI IV OL‐VC‐50035 OL‐0650‐07 2 3 12.42648671 15.9 JPDI IV OL‐VC‐50035 OL‐0650‐08 3 3.7 9.424080751 29.1 JPDI V OL‐VC‐50069 OL‐0843‐01 0 1 0.823106886 4 JPDI V OL‐VC‐50069 OL‐0843‐02 1 2 2.371762331 1.7 JPDI V OL‐VC‐50069 OL‐0843‐03 2 3 1.312039775 1.5 JPDI V OL‐VC‐50069 OL‐0843‐04 3 4 0.697986434 0.25PDI V OL‐VC‐50069‐A OL‐1028‐02 0 0.5 5.157855832 6.1 JPDI V OL‐VC‐50069‐A OL‐1028‐03 0.5 1 1.663215826 2.53 JPDI V OL‐VC‐50070 OL‐0843‐05 0 1 0.406979096 2 JPDI V OL‐VC‐50070 OL‐0843‐06 1 2 3.797925474 20.7 JPDI V OL‐VC‐50070 OL‐0843‐07 2 3 2.092612236 6.4 JPDI V OL‐VC‐50070 OL‐0843‐08 2 3 1.556050347 6.6 JPDI V OL‐VC‐50070 OL‐0843‐09 3 4 1.822180952 2.5 JPDI V OL‐VC‐50070‐A OL‐1028‐04 0 0.5 1.072593554 1.59 JPDI V OL‐VC‐50070‐A OL‐1028‐05 0.5 1 2.568741561 1.65 JPDI V OL‐VC‐50072 OL‐1027‐12 0 0.5 0.011987732 0.0204 UPDI V OL‐VC‐50072 OL‐1027‐13 0.5 1 0.004394066 0.0179 UPDI V OL‐VC‐50072 OL‐1027‐14 1 2 0 0.0205 UPDI V OL‐VC‐50072 OL‐1027‐15 2 3 0 0.0218 UPDI V OL‐VC‐50072 OL‐1027‐16 3 4 0.00725658 0.0217 UPDI V OL‐VC‐50073 OL‐1027‐17 0 0.5 1.391345191 1.79 JPDI V OL‐VC‐50073 OL‐1027‐18 0.5 1 1.519335575 1.91 JPDI V OL‐VC‐50073 OL‐1027‐19 1 2 15.93808967 6.3 JPDI V OL‐VC‐50073 OL‐1027‐20 2 3 2.894645445 7.97 JPDI V OL‐VC‐50073 OL‐1028‐01 3 4 5.817132602 2.4 JPDI II OL‐VC‐60054 OL‐0196‐07 0 0.5 4.606179889 1.7 JPDI II OL‐VC‐60054 OL‐0196‐08 0.5 3.3 14.95502517 8.3 JPDI II OL‐VC‐60055 OL‐0201‐01 0 0.5 2.717091011 2.1 J



Remediation Area E


PDI II OL‐VC‐60055 OL‐0201‐02 0.5 3.3 7.124880445 4.4 JPDI II OL‐VC‐60055 OL‐0201‐03 0.5 3.3 6.878509399 4.3 JPDI II OL‐VC‐60056 OL‐0201‐04 0 0.5 1.92912511 3 JPDI II OL‐VC‐60056 OL‐0201‐05 0.5 3.3 2.608170408 2.7 JPDI II OL‐VC‐60057 OL‐0202‐01 0 0.5 1.960201796 4.4 JPDI II OL‐VC‐60057 OL‐0202‐02 0.5 3.3 2.634531823 3.4 JPDI II OL‐VC‐60057 OL‐0202‐03 0.5 3.3 1.915995021 3 JPDI II OL‐VC‐60058 OL‐0202‐04 0 0.5 1.679425291 5.4 JPDI II OL‐VC‐60058 OL‐0202‐05 0.5 3.3 3.804854126 4.4 JPDI II OL‐VC‐60059 OL‐0201‐06 0 3.3 0.006507785 0.008 UPDI II OL‐VC‐60059 OL‐0201‐07 3.3 6.6 0.008103131 0.008 UPDI II OL‐VC‐60059 OL‐0201‐08 6.6 9.9 0.007918969 0.0076 UPDI II OL‐VC‐60060 OL‐0199‐01 0 3.3 9.525216213 5.3 JPDI II OL‐VC‐60060 OL‐0199‐02 3.3 6.6 5.089760644 1.1 JPDI II OL‐VC‐60060 OL‐0199‐04 3.3 6.6 4.956898666 1.2 JPDI II OL‐VC‐60060 OL‐0199‐03 6.6 9.9 9.488867884 1.40PDI II OL‐VC‐60061 OL‐0199‐05 0 3.3 7.793846515 4.20PDI II OL‐VC‐60061 OL‐0199‐06 3.3 6.6 14.59371016 2.10PDI II OL‐VC‐60061 OL‐0199‐07 6.6 9.9 10.46750608 2.4 JPDI II OL‐VC‐60062 OL‐0201‐09 0 3.3 5.664255222 3.8 JPDI II OL‐VC‐60062 OL‐0201‐10 3.3 6.6 14.78968567 1.20PDI II OL‐VC‐60062 OL‐0201‐11 6.6 9.9 1.467416478 0.25PDI II OL‐VC‐60063 OL‐0202‐06 0 3.3 9.070189741 5.6 JPDI II OL‐VC‐60063 OL‐0202‐07 3.3 6.6 8.33927816 3.1 JPDI II OL‐VC‐60063 OL‐0202‐08 6.6 9.9 19.81490268 2.80PDI II OL‐VC‐60064 OL‐0202‐09 0 3.3 5.305590586 4.4 JPDI II OL‐VC‐60064 OL‐0202‐10 3.3 6.6 3.049573352 4.60PDI II OL‐VC‐60064 OL‐0202‐11 6.6 9.9 12.33861602 1.2 JPDI II OL‐VC‐60065 OL‐0202‐12 0 3.3 3.448390423 5.7 JPDI II OL‐VC‐60065 OL‐0202‐13 3.3 6.6 7.10183573 12.8 JPDI II OL‐VC‐60065 OL‐0202‐14 6.6 9.9 9.302037195 3.40PDI II OL‐VC‐60066 OL‐0199‐08 0 3.3 0.006396167 0.007 UPDI II OL‐VC‐60066 OL‐0199‐09 3.3 6.6 0.005893186 0.0071 UPDI II OL‐VC‐60066 OL‐0199‐10 6.6 9.9 0.015874848 0.0083 JPDI II OL‐VC‐60066 OL‐0199‐11 9.9 13.2 0.006162908 0.011 JPDI II OL‐VC‐60066 OL‐0199‐12 13.2 16.5 0.006839473 0.013 JPDI II OL‐VC‐60066 OL‐0199‐13 16.5 19.9 0.00659856 0.012 JPDI II OL‐VC‐60067 OL‐0199‐14 0 3.3 0.00867134 0.0075 UPDI II OL‐VC‐60067 OL‐0199‐15 3.3 6.6 0.0106814 0.0078 UPDI II OL‐VC‐60067 OL‐0199‐16 6.6 9.9 0.010497238 0.0079 UPDI II OL‐VC‐60067 OL‐0199‐17 9.9 13.2 0.010865562 0.0077 UPDI II OL‐VC‐60067 OL‐0199‐18 13.2 16.5 0.006122091 0.0083 JPDI II OL‐VC‐60067 OL‐0199‐19 16.5 19.9 0.006637787 0.013 JPDI II OL‐VC‐60068 OL‐0200‐01 0 3.3 24.67446531 0.66PDI II OL‐VC‐60068 OL‐0200‐02 3.3 6.6 0.349502512 0.016 J



Remediation Area E


PDI II OL‐VC‐60068 OL‐0200‐03 6.6 9.9 0.018438642 0.03PDI II OL‐VC‐60068 OL‐0200‐04 9.9 13.2 0.04760747 0.025 JPDI II OL‐VC‐60068 OL‐0200‐05 13.2 16.5 0.017749895 0.026 JPDI II OL‐VC‐60068 OL‐0200‐06 16.5 18.7 0.010476173 0.028 JPDI II OL‐VC‐60068 OL‐0200‐07 16.5 18.7 0.008455969 0.021 JPDI II OL‐VC‐60069 OL‐0200‐08 0 3.3 3.53480942 0.28PDI II OL‐VC‐60069 OL‐0200‐09 3.3 6.6 0.005820854 0.011 JPDI II OL‐VC‐60069 OL‐0200‐10 6.6 9.9 0.007509627 0.014 JPDI II OL‐VC‐60069 OL‐0200‐11 9.9 13.2 0.006655847 0.014 JPDI II OL‐VC‐60069 OL‐0200‐12 13.2 16.5 0.009609911 0.02 JPDI II OL‐VC‐60069 OL‐0200‐13 16.5 19.6 0.008059915 0.016 JPDI II OL‐VC‐60070 OL‐0200‐14 0 3.3 3.149653719 0.07PDI II OL‐VC‐60070 OL‐0200‐15 3.3 6.6 0.008730202 0.0069 UPDI II OL‐VC‐60070 OL‐0200‐16 6.6 9.9 0.006010526 0.0085 JPDI II OL‐VC‐60070 OL‐0200‐17 9.9 13.2 0.008103131 0.0075 UPDI II OL‐VC‐60070 OL‐0200‐18 13.2 16.5 0.007683153 0.014 JPDI II OL‐VC‐60070 OL‐0200‐19 16.5 20 0.011708103 0.011 JPDI III OL‐VC‐60113 OL‐0390‐01 0 3.3 8.72251041 2.8 JPDI III OL‐VC‐60113 OL‐0390‐02 3.3 6.6 0.882882386 0.16PDI III OL‐VC‐60113 OL‐0390‐03 6.6 9.1 0.013636364 0.03PDI III OL‐VC‐60114 OL‐0387‐04 0 3.3 0.00718232 0.0067 UPDI III OL‐VC‐60114 OL‐0387‐05 3.3 6.6 0 0.0069 UPDI III OL‐VC‐60114 OL‐0387‐06 6.6 9.1 0 0.0071 UJPDI III OL‐VC‐60115 OL‐0387‐07 0 3.3 0 0.0072 UJPDI III OL‐VC‐60115 OL‐0387‐08 3.3 6.6 0 0.0037 UPDI III OL‐VC‐60115 OL‐0387‐09 6.6 9.9 0 0.0064 UPDI III OL‐VC‐60116 OL‐0387‐01 0 3.3 1.702059088 0.46PDI III OL‐VC‐60116 OL‐0387‐02 3.3 6.6 0.011818182 0.026 JPDI III OL‐VC‐60116 OL‐0387‐03 6.6 9 0.008634271 0.023 JPDI III OL‐VC‐60117 OL‐0387‐10 0 3.3 0.650337577 0.017 JPDI III OL‐VC‐60117 OL‐0387‐11 3.3 6.6 0 0.0068 UPDI III OL‐VC‐60117 OL‐0387‐12 6.6 7.8 0.023636364 0.052 JPDI III OL‐VC‐60118 OL‐0378‐04 0 3.3 4.784907716 2.2 JPDI III OL‐VC‐60118 OL‐0378‐05 3.3 6.6 7.05336788 2.4 JPDI III OL‐VC‐60118 OL‐0378‐06 6.6 9.1 2.098895188 1.1 JPDI IV OL‐VC‐60195 OL‐0642‐01 0 1 0.397342075 0.14PDI IV OL‐VC‐60195 OL‐0642‐02 1 2 0.10755814 0.0071 UPDI IV OL‐VC‐60195 OL‐0642‐03 2 3 0.296992861 0.0066 UPDI IV OL‐VC‐60195 OL‐0642‐04 3 3.8 1.095890411 0.0064 UPDI IV OL‐VC‐60196 OL‐0642‐05 0 1 4.778412216 1.60PDI IV OL‐VC‐60196 OL‐0642‐06 1 2 5.10158483 1.30PDI IV OL‐VC‐60196 OL‐0642‐07 2 3 10.645999 1.80PDI IV OL‐VC‐60196 OL‐0642‐08 3 3.9 6.034797789 2.00PDI IV OL‐VC‐60200 OL‐0600‐01 0 1 0.100733879 0.05PDI IV OL‐VC‐60200 OL‐0600‐02 1 2 0 0.0048 U



Remediation Area E


PDI IV OL‐VC‐60200 OL‐0600‐03 2 3 0 0.0055 UPDI IV OL‐VC‐60200 OL‐0600‐04 3 4 0 0.0054 UPDI IV OL‐VC‐60200 OL‐0600‐05 4 5 0 0.0052 UPDI IV OL‐VC‐60200 OL‐0600‐06 5 6 0.006363636 0.014 JPDI IV OL‐VC‐60201 OL‐0600‐07 0 1 0.113924073 0.08PDI IV OL‐VC‐60201 OL‐0600‐08 1 2 0 0.0053 UPDI IV OL‐VC‐60201 OL‐0600‐09 2 3 0 0.0058 UPDI IV OL‐VC‐60201 OL‐0600‐10 3 4 0.005454545 0.012 JPDI IV OL‐VC‐60201 OL‐0600‐11 4 5 0 0.0056 UPDI IV OL‐VC‐60201 OL‐0600‐12 5 6 0.005909091 0.013 JPDI IV OL‐VC‐60201 OL‐0600‐13 5 6 0.006363636 0.014 JPDI IV OL‐VC‐60201 OL‐0600‐14 6 7 0.007727273 0.017 JPDI IV OL‐VC‐60202 OL‐0600‐15 0 1 0.874569865 0.10PDI IV OL‐VC‐60202 OL‐0600‐16 1 2 0 0.0054 UPDI IV OL‐VC‐60202 OL‐0600‐17 2 3 0 0.0052 UPDI IV OL‐VC‐60202 OL‐0600‐18 3 4 0 0.0052 UPDI IV OL‐VC‐60202 OL‐0600‐19 4 5 0 0.0052 UPDI IV OL‐VC‐60202 OL‐0600‐20 5 6 0 0.0058 UPDI IV OL‐VC‐60202 OL‐0600‐21 6 7.1 1.516754751 0.04PDI V OL‐VC‐60229 OL‐0854‐10 0 1 0.748272524 0.52PDI V OL‐VC‐60229 OL‐0854‐11 1 2 1.01752339 0.34PDI V OL‐VC‐60229 OL‐0854‐12 2 3 0.013398258 0.022 UPDI V OL‐VC‐60229 OL‐0854‐13 3 4 0 0.022 UPDI V OL‐VC‐60229 OL‐0854‐14 4 5 0 0.02 UPDI V OL‐VC‐60229 OL‐0854‐15 5 6 0 0.024 UPDI V OL‐VC‐60230 OL‐0853‐05 0 1 1.157946156 0.076PDI V OL‐VC‐60230 OL‐0853‐04 0 1 1.139374134 0.084PDI V OL‐VC‐60230 OL‐0853‐06 1 2 0.906990439 0.19PDI V OL‐VC‐60230 OL‐0853‐07 2 3 0.475765268 0.55PDI V OL‐VC‐60230 OL‐0853‐08 3 4 0.018484582 0.026 UPDI V OL‐VC‐60230 OL‐0853‐09 4 4.8 0.026950485 0.02 UPDI V OL‐VC‐60231 OL‐0852‐16 0 1 1.467976414 0.68PDI V OL‐VC‐60231 OL‐0852‐17 1 2 4.643184016 0.66PDI V OL‐VC‐60231 OL‐0852‐18 2 3 0.578823063 0.3PDI V OL‐VC‐60231 OL‐0852‐19 3 4 0.39018167 0.029 JPDI V OL‐VC‐60231 OL‐0852‐20 4 5 0.636200632 0.018 UPDI V OL‐VC‐60231 OL‐0853‐01 5 6 0.02339085 0.019 UPDI V OL‐VC‐60231 OL‐0853‐02 6 7 0.010454545 0.023 JPDI V OL‐VC‐60231 OL‐0853‐03 7 7.5 0.265649804 0.018 UPDI V OL‐VC‐60231A OL‐0862‐08 0 1 2.531034527 0.9PDI V OL‐VC‐60231A OL‐0862‐10 1 2 0.422115153 0.18PDI V OL‐VC‐60231A OL‐0862‐09 1 2 0.426611724 0.29PDI V OL‐VC‐60231A OL‐0862‐11 2 3 0.637105493 0.13PDI V OL‐VC‐60231A OL‐0862‐12 3 4 0.738300482 0.073PDI V OL‐VC‐60231A OL‐0862‐13 4 5 0.037157401 0.022 U



Remediation Area E


PDI V OL‐VC‐60231A OL‐0862‐14 5 6 0 0.019 UPDI V OL‐VC‐60231A OL‐0862‐15 6 7 0 0.022 UPDI V OL‐VC‐60231A OL‐0862‐16 7 8 0 0.02 UPDI V OL‐VC‐60231A OL‐0862‐17 8 9 0 0.02 UPDI V OL‐VC‐60231A OL‐0862‐18 9 10 0 0.019 UPDI V OL‐VC‐60231A OL‐0862‐19 10 10.8 0 0.018 UPDI V OL‐VC‐60232 OL‐0852‐01 0 1 2.632596812 0.67PDI V OL‐VC‐60232 OL‐0852‐02 1 2 2.001983215 0.57PDI V OL‐VC‐60232 OL‐0852‐04 2 3 2.585626 0.11 JPDI V OL‐VC‐60232 OL‐0852‐03 2 3 4.531725548 0.34 JPDI V OL‐VC‐60232 OL‐0852‐05 3 4 0.069788678 0.018 UPDI V OL‐VC‐60232 OL‐0852‐06 4 5 0.017214883 0.017 UPDI V OL‐VC‐60232 OL‐0852‐07 5 6 0 0.018 UPDI V OL‐VC‐60232 OL‐0852‐08 6 7 0.355254237 0.02 UPDI V OL‐VC‐60232 OL‐0852‐09 7 7.6 0.010909091 0.024 JPDI V OL‐VC‐60233 OL‐0851‐13 0 1 7.244999596 2PDI V OL‐VC‐60233 OL‐0851‐14 1 2 0.444980342 0.47PDI V OL‐VC‐60233 OL‐0851‐15 2 3 0.091881873 0.015 UPDI V OL‐VC‐60233 OL‐0851‐16 3 4 0.001961484 0.017 UPDI V OL‐VC‐60233 OL‐0851‐17 4 5.3 0.055750606 0.018 UPDI V OL‐VC‐60234 OL‐0852‐10 0 1 1.418721456 0.85PDI V OL‐VC‐60234 OL‐0852‐11 1 2 2.426304698 1.7PDI V OL‐VC‐60234 OL‐0852‐12 2 3 1.546532332 0.44PDI V OL‐VC‐60234 OL‐0852‐13 3 4 0.036830069 0.019 UPDI V OL‐VC‐60234 OL‐0852‐14 4 5 0.092708988 0.017 UPDI V OL‐VC‐60234 OL‐0852‐15 5 6 0 0.018 UPDI V OL‐VC‐60235 OL‐0850‐01 0 1 1.441309214 0.69PDI V OL‐VC‐60235 OL‐0850‐02 1 2 2.750480404 0.54PDI V OL‐VC‐60235 OL‐0850‐03 2 3 12.54751814 0.99PDI V OL‐VC‐60235 OL‐0850‐04 3 4 48.74380049 1.1PDI V OL‐VC‐60235 OL‐0850‐05 4 5 0.217254206 0.026 JPDI V OL‐VC‐60235 OL‐0850‐06 5 6 0.054843752 0.02 UPDI V OL‐VC‐60236 OL‐0851‐06 0 1 18.33482216 0.71PDI V OL‐VC‐60236 OL‐0851‐08 1 2 26.38683698 2.3 JPDI V OL‐VC‐60236 OL‐0851‐07 1 2 23.69409491 4.2 JPDI V OL‐VC‐60236 OL‐0851‐09 2 3 25.20203999 1.2PDI V OL‐VC‐60236 OL‐0851‐10 3 4 0.978615222 0.02 UPDI V OL‐VC‐60236 OL‐0851‐11 4 5 0.328685515 0.027 JPDI V OL‐VC‐60236 OL‐0851‐12 5 5.8 0.112009785 0.025 UPDI V OL‐VC‐60237 OL‐0847‐01 0 1 5.990827737 3.3PDI V OL‐VC‐60237 OL‐0847‐03 1 2 3.709454173 1.5PDI V OL‐VC‐60237 OL‐0847‐02 1 2 6.78991846 2.1PDI V OL‐VC‐60237 OL‐0847‐04 2 3 0.37797058 0.53PDI V OL‐VC‐60237 OL‐0847‐05 3 4 0.161660033 0.38PDI V OL‐VC‐60237 OL‐0847‐06 4 5 0.082092102 0.023 J



Remediation Area E


PDI V OL‐VC‐60237 OL‐0847‐07 5 6 0.006030063 0.024 UPDI V OL‐VC‐60242 OL‐0880‐08 0 1 1.348101399 0.069PDI V OL‐VC‐60242 OL‐0880‐09 1 2 0.013680619 0.029 JPDI V OL‐VC‐60242 OL‐0880‐10 2 3 25.93407255 0.019 UPDI V OL‐VC‐60242 OL‐0880‐11 3 4 0.075254237 0.02 UPDI V OL‐VC‐60242 OL‐0880‐12 4 5 0 0.019 UPDI V OL‐VC‐60242 OL‐0880‐13 5 6 0 0.019 UPDI V OL‐VC‐60243 OL‐0880‐01 0 1 4.067539458 0.78PDI V OL‐VC‐60243 OL‐0880‐02 1 2 0.422146826 0.017 UPDI V OL‐VC‐60243 OL‐0880‐03 1 2 1.266873369 0.032 JPDI V OL‐VC‐60243 OL‐0880‐04 2 3 0 0.018 UPDI V OL‐VC‐60243 OL‐0880‐05 3 4 0 0.019 UPDI V OL‐VC‐60243 OL‐0880‐06 4 5 0.03220339 0.019 UPDI V OL‐VC‐60243 OL‐0880‐07 5 6 0 0.02 UPDI V OL‐VC‐60244 OL‐0877‐01 0 1 0.662417833 0.24PDI V OL‐VC‐60244 OL‐0877‐02 1 2 0.303803026 0.034 JPDI V OL‐VC‐60244 OL‐0877‐03 2 3 0.030661622 RPDI V OL‐VC‐60244 OL‐0877‐04 3 4 0 RPDI V OL‐VC‐60244 OL‐0877‐05 4 5 0.143728814 RPDI V OL‐VC‐60244 OL‐0877‐06 5 6 0 RPDI V OL‐VC‐60245 OL‐0877‐07 0 1 2.645940419 2PDI V OL‐VC‐60245 OL‐0877‐09 1 2 7.896805124 2.4PDI V OL‐VC‐60245 OL‐0877‐08 1 2 11.81915308 2.4PDI V OL‐VC‐60245 OL‐0877‐10 2 3 2.699399787 3.3PDI V OL‐VC‐60245 OL‐0877‐11 3 4 1.69441414 0.65PDI V OL‐VC‐60245 OL‐0877‐12 4 5 0.154805959 0.085 JPDI V OL‐VC‐60245 OL‐0877‐13 5 6 0.058961577 0.024 JPDI V OL‐VC‐60246 OL‐0880‐14 0 1 2.64004636 0.37PDI V OL‐VC‐60246 OL‐0880‐15 1 2 0 0.018 UPDI V OL‐VC‐60246 OL‐0880‐16 2 3 0.117966102 0.02 UPDI V OL‐VC‐60246 OL‐0880‐17 3 4 0 0.018 UPDI V OL‐VC‐60246 OL‐0880‐18 4 5 0 0.018 UPDI V OL‐VC‐60246 OL‐0880‐19 5 6 0.010909091 0.024 JPDI V OL‐VC‐60247 OL‐0871‐01 0 1 1.497964105 0.19PDI V OL‐VC‐60247 OL‐0871‐02 1 2 0.575787389 0.095PDI V OL‐VC‐60247 OL‐0871‐03 2 3 0.142236036 0.016 UPDI V OL‐VC‐60247 OL‐0871‐04 2 3 0.030008237 0.017 UPDI V OL‐VC‐60247 OL‐0871‐05 3 4 0.420782616 0.017 UPDI V OL‐VC‐60247 OL‐0871‐06 4 5 0 0.019 UPDI V OL‐VC‐60247 OL‐0871‐07 5 6 0 0.017 UPDI V OL‐VC‐60248 OL‐0871‐08 0 1 4.109150335 1.2PDI V OL‐VC‐60248 OL‐0871‐09 1 2 0.592720589 0.11PDI V OL‐VC‐60248 OL‐0871‐10 2 3 0.173072098 0.018 UPDI V OL‐VC‐60248 OL‐0871‐11 3 4 0.036603601 0.015 UPDI V OL‐VC‐60248 OL‐0871‐12 4 5 0.011363636 0.025 J



Remediation Area E


PDI V OL‐VC‐60248 OL‐0871‐13 5 6 0 0.016 UPDI V OL‐VC‐60249 OL‐0861‐07 0 1 1.192507275 1.6 JPDI V OL‐VC‐60249 OL‐0861‐08 1 2 2.375927119 2.1PDI V OL‐VC‐60249 OL‐0861‐09 2 3 2.549605477 1.3PDI V OL‐VC‐60249 OL‐0861‐10 3 4 0.463354101 0.44PDI V OL‐VC‐60249 OL‐0861‐11 4 5 0.141492572 0.069PDI V OL‐VC‐60249 OL‐0861‐12 5 6 0.007588255 RPDI V OL‐VC‐60250 OL‐0883‐09 0 1 4.66455648 1.1PDI V OL‐VC‐60250 OL‐0883‐10 1 2 0.728086178 0.26PDI V OL‐VC‐60250 OL‐0883‐11 2 3 0.08561603 0.031 JPDI V OL‐VC‐60250 OL‐0883‐12 3 4 0.005311154 0.018 UPDI V OL‐VC‐60250 OL‐0883‐13 4 5 0.009090909 0.02 JPDI V OL‐VC‐60250 OL‐0883‐15 5 6.1 0 0.019 UPDI V OL‐VC‐60250 OL‐0883‐14 5 6.1 0.01 0.022 JPDI V OL‐VC‐60251 OL‐0884‐09 0 1 7.894263221 1.8PDI V OL‐VC‐60251 OL‐0884‐10 1 2 5.521410038 1.4PDI V OL‐VC‐60251 OL‐0884‐11 2 3 1.161100821 0.057PDI V OL‐VC‐60251 OL‐0884‐12 3 4 0.23500781 0.21PDI V OL‐VC‐60251 OL‐0884‐13 4 5 0.040633563 0.071PDI V OL‐VC‐60251 OL‐0884‐14 5 6 0.039695686 0.071PDI V OL‐VC‐60252 OL‐0884‐02 0 1 3.577971164 1.6PDI V OL‐VC‐60252 OL‐0884‐03 1 2 2.883786089 1.6PDI V OL‐VC‐60252 OL‐0884‐04 2 3 1.718081301 0.091PDI V OL‐VC‐60252 OL‐0884‐05 3 4 0.583161642 0.3PDI V OL‐VC‐60252 OL‐0884‐06 3 4 0.364816361 0.46PDI V OL‐VC‐60252 OL‐0884‐07 4 5 0.258808784 0.23PDI V OL‐VC‐60252 OL‐0884‐08 5 6 0.040282676 0.15PDI V OL‐VC‐60253 OL‐0882‐01 0 1 0.029854449 0.019 UPDI V OL‐VC‐60253 OL‐0882‐02 1 2 0.010454545 0.023 JPDI V OL‐VC‐60253 OL‐0882‐03 1 2 0.028474576 0.023 UPDI V OL‐VC‐60253 OL‐0882‐04 2 3 0 0.022 UPDI V OL‐VC‐60253 OL‐0882‐05 3 4 0.042372881 0.02 UPDI V OL‐VC‐60253 OL‐0882‐06 4 5 0 0.021 UPDI V OL‐VC‐60253 OL‐0882‐07 5 6 0 0.024 UPDI V OL‐VC‐60253 OL‐0882‐08 6 7 0 0.023 UJPDI V OL‐VC‐60253 OL‐0882‐09 7 8 0.227272727 0.5 JPDI V OL‐VC‐60260 OL‐0883‐16 0 1 0.035500565 0.025 JPDI V OL‐VC‐60260 OL‐0883‐17 1 2 0.050133369 0.076PDI V OL‐VC‐60260 OL‐0883‐18 2 3 0 0.021 UJPDI V OL‐VC‐60260 OL‐0883‐19 3 4 0.017727273 0.039 JPDI V OL‐VC‐60260 OL‐0883‐20 4 5 0.011363636 0.025 JPDI V OL‐VC‐60260 OL‐0884‐01 5 5.7 0 0.022 UPDI V OL‐VC‐60261 OL‐0880‐20 0 1 1.849570594 0.42PDI V OL‐VC‐60261 OL‐0881‐01 1 2 0.245298384 0.13 JPDI V OL‐VC‐60261 OL‐0881‐02 2 3 0.18006411 0.05 J



Remediation Area E


PDI V OL‐VC‐60261 OL‐0881‐03 3 4 0.363834575 0.12 JPDI V OL‐VC‐60261 OL‐0881‐04 4 5 0.266131269 0.11 JPDI V OL‐VC‐60261 OL‐0881‐05 5 6 0.801619591 0.11 JPDI II OL‐VC‐70019 OL‐0156‐01 0 3.3 7.653559856 7.1 JPDI II OL‐VC‐70019 OL‐0156‐02 3.3 6.6 26.98259088 46.5 JPDI II OL‐VC‐70019 OL‐0156‐03 6.6 9.9 3.94456261 5.6 JPDI II OL‐VC‐70019 OL‐0156‐04 9.9 13.2 7.009922096 3.8 JPDI II OL‐VC‐70019 OL‐0156‐05 13.2 16.5 16.3160195 3.40PDI II OL‐VC‐70019 OL‐0156‐06 16.5 19 4.081625009 2.40PDI II OL‐VC‐70020 OL‐0155‐01 0 3.3 5.814010415 16 JPDI II OL‐VC‐70020 OL‐0155‐02 3.3 6.6 40.53575197 38.4 JPDI II OL‐VC‐70020 OL‐0155‐03 6.6 9.9 37.90442145 37.5 JPDI II OL‐VC‐70020 OL‐0155‐04 9.9 13.2 6.96210882 4.5 JPDI II OL‐VC‐70020 OL‐0155‐05 13.2 16.5 8.361982162 3.10PDI II OL‐VC‐70020 OL‐0155‐06 16.5 19.2 7.963080026 3.10PDI II OL‐VC‐70022 OL‐0156‐07 0 3.3 15.90732443 21.5 JPDI II OL‐VC‐70022 OL‐0156‐08 3.3 6.6 8.179613657 26.5 JPDI II OL‐VC‐70022 OL‐0156‐09 6.6 9.9 14.74506004 3.4 JPDI II OL‐VC‐70022 OL‐0156‐10 9.9 13.2 19.781572 3.70PDI II OL‐VC‐70022 OL‐0156‐11 13.2 16.5 7.052448653 2.60PDI II OL‐VC‐70022 OL‐0156‐12 16.5 19.2 2.839189723 0.70PDI II OL‐VC‐70024 OL‐0154‐07 0 3.3 8.059191939 23.1 JPDI II OL‐VC‐70024 OL‐0154‐08 3.3 6.6 46.40434683 30.8 JPDI II OL‐VC‐70024 OL‐0154‐09 6.6 9.9 5.532293502 27.80PDI II OL‐VC‐70024 OL‐0154‐10 9.9 13.2 5.376932257 3.30PDI II OL‐VC‐70024 OL‐0154‐11 13.2 16.5 11.56626444 3.90PDI II OL‐VC‐70024 OL‐0154‐12 13.2 16.5 10.86914378 3.40PDI II OL‐VC‐70024 OL‐0154‐13 16.5 18.5 4.537912805 1.70PDI II OL‐VC‐70024A OL‐0154‐01 0 3.3 5.312038377 26.5 JPDI II OL‐VC‐70024A OL‐0154‐02 3.3 6.6 26.96366966 37.1 JPDI II OL‐VC‐70024A OL‐0154‐03 6.6 9.9 24.91940318 25.4 JPDI II OL‐VC‐70024A OL‐0154‐04 9.9 13.2 4.608447464 2.90PDI II OL‐VC‐70024A OL‐0154‐05 13.2 16.5 8.998036166 3.40PDI II OL‐VC‐70024A OL‐0154‐06 16.5 19 6.091636713 2.00PDI II OL‐VC‐70025 OL‐0181‐05 0 3.3 15.34487965 31.80PDI II OL‐VC‐70025 OL‐0181‐06 3.3 6.6 1.694015334 0.73PDI II OL‐VC‐70025 OL‐0181‐07 6.6 9.9 0.010702817 0.013 JPDI II OL‐VC‐70025 OL‐0181‐08 9.9 13.2 0.007053565 0.012 JPDI II OL‐VC‐70026 OL‐0181‐09 0 3.3 6.263391744 11.10PDI II OL‐VC‐70026 OL‐0181‐10 3.3 6.6 0.026164891 0.007 UPDI II OL‐VC‐70026 OL‐0181‐11 6.6 9.9 0.006174756 0.0092 JPDI II OL‐VC‐70026 OL‐0181‐12 6.6 9.9 0.007020945 0.011 JPDI II OL‐VC‐70026 OL‐0181‐13 9.9 13.2 0.005516324 0.012 JPDI II OL‐VC‐70027 OL‐0181‐14 0 3.3 3.41589467 3.40PDI II OL‐VC‐70027 OL‐0181‐15 3.3 6.6 0.007161833 0.0075 U



Remediation Area E


PDI II OL‐VC‐70027 OL‐0181‐16 6.6 9.9 0.009119161 0.01 JPDI II OL‐VC‐70027 OL‐0181‐17 9.9 13.2 2.776718064 12.20PDI II OL‐VC‐70028 OL‐0183‐01 0 3.3 8.079298099 2.80PDI II OL‐VC‐70028 OL‐0183‐02 3.3 6.6 0.123765132 0.0074 UPDI II OL‐VC‐70028 OL‐0183‐03 6.6 9.9 0.005042625 0.0076 JPDI II OL‐VC‐70028 OL‐0183‐04 9.9 13.2 0.005864607 0.0098 JPDI II OL‐VC‐70029 OL‐0183‐05 0 3.3 10.08801728 1.30PDI II OL‐VC‐70029 OL‐0183‐06 3.3 6.6 0.034978669 0.007 UPDI II OL‐VC‐70029 OL‐0183‐07 6.6 9.9 0.007319006 0.008 JPDI II OL‐VC‐70029 OL‐0183‐08 9.9 13.2 0.005470801 0.0084 JPDI II OL‐VC‐70030 OL‐0181‐01 0 3.3 27.01588761 0.73PDI II OL‐VC‐70030 OL‐0181‐02 3.3 6.6 0.050309089 0.011 JPDI II OL‐VC‐70030 OL‐0181‐03 6.6 9.9 0.006362176 0.011 JPDI II OL‐VC‐70030 OL‐0181‐04 9.9 13.2 0.006728077 0.012 JPDI II OL‐VC‐70031 OL‐0156‐13 0 3.3 5.483266218 5.2 JPDI II OL‐VC‐70031 OL‐0156‐14 3.3 6.6 15.53272939 29.2 JPDI II OL‐VC‐70031 OL‐0156‐15 3.3 6.6 13.4406939 34.2 JPDI II OL‐VC‐70031 OL‐0156‐16 6.6 9.9 4.825319609 5.6 JPDI II OL‐VC‐70031 OL‐0156‐17 9.9 13.2 9.239373472 6.6 JPDI II OL‐VC‐70031 OL‐0156‐18 13.2 16.5 9.327671237 2.30PDI II OL‐VC‐70031 OL‐0156‐19 16.5 18.2 4.695008334 2.10PDI IV OL‐VC‐70112 OL‐0597‐11 0 1 63.20713936 23.8 JPDI IV OL‐VC‐70112 OL‐0597‐12 1 2 64.45158134 32.1 JPDI IV OL‐VC‐70112 OL‐0597‐13 2 3 44.04409109 55.6 JPDI IV OL‐VC‐70112 OL‐0597‐14 3 4 21.30569433 52.2 JPDI IV OL‐VC‐70112 OL‐0597‐15 4 5 6.094606925 5.6 JPDI IV OL‐VC‐70112 OL‐0597‐16 5 6 5.541876858 3.9 JPDI IV OL‐VC‐70112 OL‐0597‐17 6 7 11.54714588 5 JPDI IV OL‐VC‐70112 OL‐0597‐18 7 8 3.16097743 0.89PDI IV OL‐VC‐70112 OL‐0597‐19 8 9.4 0.145725003 0.025 JPDI IV OL‐VC‐70113 OL‐0598‐12 0 1 22.91649191 42.3 JPDI IV OL‐VC‐70113 OL‐0598‐13 1 2 4.050714906 2.10PDI IV OL‐VC‐70113 OL‐0598‐14 2 3 0.319711061 0.023 JPDI IV OL‐VC‐70113 OL‐0598‐15 3 4 0.107431358 0.0072 UJPDI IV OL‐VC‐70113 OL‐0598‐16 4 5 0.520807389 0.0075 UJPDI IV OL‐VC‐70113 OL‐0598‐17 5 6 0.423100872 0.0073 UJPDI IV OL‐VC‐70113 OL‐0598‐18 6 7 0.415888335 0.0073 UJPDI IV OL‐VC‐70113 OL‐0598‐19 7 7.9 0.140450688 0.08PDI IV OL‐VC‐70114 OL‐0599‐10 0 1 1.60465514 3.00PDI IV OL‐VC‐70114 OL‐0599‐11 1 2 0.194384767 0.06PDI IV OL‐VC‐70114 OL‐0599‐12 2 3 0.664383562 0.0064 UPDI IV OL‐VC‐70114 OL‐0599‐13 3 4 0.595890411 0.0067 U



Remediation Area E


PDI IV OL‐VC‐70114 OL‐0599‐14 4 5 0.821917808 0.0066 UPDI IV OL‐VC‐70115 OL‐0599‐01 0 1 4.638624553 2.60PDI IV OL‐VC‐70115 OL‐0599‐02 1 2 0.386376962 0.11PDI IV OL‐VC‐70115 OL‐0599‐03 2 3 0.115789146 0.0067 UPDI IV OL‐VC‐70115 OL‐0599‐04 3 4 0.48076067 0.0066 UPDI IV OL‐VC‐70115 OL‐0599‐05 4 5 0.376712329 0.0064 UPDI IV OL‐VC‐70115 OL‐0599‐06 5 6 0.52739726 0.0063 UPDI IV OL‐VC‐70115 OL‐0599‐07 5 6 0.650684932 0.0066 UPDI IV OL‐VC‐70115 OL‐0599‐08 6 7 0.554794521 0.0057 UPDI IV OL‐VC‐70115 OL‐0599‐09 7 8.1 1.232876712 0.0059 UPDI V OL‐VC‐70126 OL‐0850‐07 0 1 15.66343438 4.1PDI V OL‐VC‐70126 OL‐0850‐08 1 2 17.18814798 1.3PDI V OL‐VC‐70126 OL‐0850‐09 2 3 28.9799858 1.1 JPDI V OL‐VC‐70126 OL‐0850‐10 3 4 0.786139949 0.054PDI V OL‐VC‐70126 OL‐0850‐12 4 5 0.032697077 0.021 UPDI V OL‐VC‐70126 OL‐0850‐11 4 5 0.050782292 0.023 UPDI V OL‐VC‐70126 OL‐0850‐13 5 6 0.021093773 0.022 UPDI V OL‐VC‐70128 OL‐0861‐13 0 1 5.96096254 11.9PDI V OL‐VC‐70128 OL‐0861‐15 1 2 1.604339153 1.2 JPDI V OL‐VC‐70128 OL‐0861‐14 1 2 4.576376498 9.6 JPDI V OL‐VC‐70128 OL‐0861‐16 2 3 1.701914663 1.2PDI V OL‐VC‐70128 OL‐0861‐17 3 4 0.06656034 0.03 JPDI V OL‐VC‐70128 OL‐0861‐18 4 5 0.00654302 RPDI V OL‐VC‐70128 OL‐0861‐19 5 6 0.009313128 RPDI V OL‐VC‐70128 OL‐0861‐20 6 7 0 RPDI V OL‐VC‐70128 OL‐0862‐01 7 8 0.00203271 0.022 UPDI V OL‐VC‐70128 OL‐0862‐02 8 9 0 0.023 UPDI V OL‐VC‐70128 OL‐0862‐03 9 10 0.001261682 0.018 UPDI V OL‐VC‐70128 OL‐0862‐04 10 11 0 0.02 UPDI V OL‐VC‐70128 OL‐0862‐05 11 12 0 0.023 UPDI V OL‐VC‐70128 OL‐0862‐06 12 13 0 0.027 UJPDI V OL‐VC‐70128 OL‐0862‐07 13 13.5 0.023938946 0.052PDI V OL‐VC‐70134 OL‐0876‐01 0 1 18.15609602 163 JPDI V OL‐VC‐70134 OL‐0876‐02 1 2 1.459521014 5 JPDI V OL‐VC‐70134 OL‐0876‐03 2 3 0.035621127 0.021 UPDI V OL‐VC‐70134 OL‐0876‐04 3 4 0.105311658 0.023 UJPDI V OL‐VC‐70134 OL‐0876‐05 4 5 0 0.02 UPDI V OL‐VC‐70134 OL‐0876‐06 5 6 0.051186441 0.02 UPDI V OL‐VC‐70135 OL‐0878‐01 0 1 0.610711476 0.31PDI V OL‐VC‐70135 OL‐0878‐02 1 2 0.219590164 0.074PDI V OL‐VC‐70135 OL‐0878‐04 2 3 0.012041385 0.02 UPDI V OL‐VC‐70135 OL‐0878‐03 2 3 0.005077162 0.021 JPDI V OL‐VC‐70135 OL‐0878‐05 3 4 0 0.022 UPDI V OL‐VC‐70135 OL‐0878‐06 4 5 0.090847458 0.019 UPDI V OL‐VC‐70135 OL‐0878‐07 5 6 0.011818182 0.026 J



Remediation Area E


PDI V OL‐VC‐70135 OL‐0878‐08 6 7 0 0.019 UPDI V OL‐VC‐70135 OL‐0878‐09 7 8 0.012272727 0.027 JPDI V OL‐VC‐70135 OL‐0878‐10 8 9 0.010454545 0.023 JPDI V OL‐VC‐70135 OL‐0878‐11 9 10 0 0.022 UPDI V OL‐VC‐70136 OL‐0876‐08 0 1 12.08551911 19.7 JPDI V OL‐VC‐70136 OL‐0876‐09 1 2 6.391207566 20.7 JPDI V OL‐VC‐70136 OL‐0876‐10 1 2 6.308550986 23.6 JPDI V OL‐VC‐70136 OL‐0876‐11 2 3 2.163741995 2 JPDI V OL‐VC‐70136 OL‐0876‐12 3 4 7.938121868 1.3 JPDI V OL‐VC‐70136 OL‐0876‐13 4 5 0.079599396 0.023 UJPDI V OL‐VC‐70136 OL‐0876‐14 5 6 0 0.024 UJPDI V OL‐VC‐70137 OL‐0877‐14 0 1 10.48843079 9.8PDI V OL‐VC‐70137 OL‐0877‐15 1 2 0.475416823 0.063PDI V OL‐VC‐70137 OL‐0877‐16 2 3 0.490489468 RPDI V OL‐VC‐70137 OL‐0877‐17 3 4 0.017453882 RPDI V OL‐VC‐70137 OL‐0877‐18 4 5 0.013382533 RPDI V OL‐VC‐70137 OL‐0877‐19 5 6 0.013093727 RPDI V OL‐VC‐70138 OL‐0861‐01 0 1 2.876195904 1.1PDI V OL‐VC‐70138 OL‐0861‐02 1 2 4.551124877 2.4PDI V OL‐VC‐70138 OL‐0861‐03 2 3 19.14549841 1.9PDI V OL‐VC‐70138 OL‐0861‐04 3 4 0.688636567 0.045 JPDI V OL‐VC‐70138 OL‐0861‐05 4 5 0.142770196 RPDI V OL‐VC‐70138 OL‐0861‐06 5 6 0.237224207 RRI/FS P11 S00162 0 0.984 4.012365703 3.70RI/FS P11 S00163 0.984 1.969 5.987502467 2.80RI/FS P11 S00164 1.969 2.953 6.67768054 4.00RI/FS P12 S00165 0 0.984 1.172751938 3.30RI/FS P12 S00166 0.984 1.969 5.42259352 2.70RI/FS P12 S00167 1.969 2.953 8.829418651 6.60RI/FS P12 S00168 2.953 3.937 15.1939575 13.40RI/FS P16 S00062 0 0.984 1.649491958 1.41RI/FS P16 S00065 0 0.984 2.057642559 1.28RI/FS P16 S00066 0 0.984 2.024948121 0.99RI/FS P16 S00063 0.984 1.969 2.705617731 1.20RI/FS P16 S00064 1.969 2.953 2.628634198 3.00RI/FS P18 S00169 0 0.984 3.178990441 1.80RI/FS P18 S00170 0.984 1.969 24.76159951 2.50RI/FS P18 S00171 1.969 2.953 10.90550929 4.80RI/FS P19 S00172 0 0.984 1.005932027 2.41RI/FS P19 S00173 0.984 1.969 2.916308882 3.20RI/FS P19 S00174 1.969 2.953 8.955075273 10.10RI/FS P19 S00175 2.953 3.937 7.44304752 6.80RI/FS P3 S00340 0 0.984 34.72491681 27.20RI/FS P3 S00341 0.984 1.969 140.0924401 38.90RI/FS P3 S00342 1.969 2.953 109.7329511 24.80



Remediation Area E


RI/FS P3 S00343 2.953 3.937 91.811265 47.50RI/FS P3 S00344 3.937 4.921 105.9833061 26.60RI/FS P8 S00289 0 0.984 4.412906972 7.00RI/FS P8 S00290 0.984 1.969 14.31044281 13.60RI/FS P8 S00291 1.969 2.953 21.70533395 20.30RI/FS P8 S00292 2.953 3.937 20.94784366 44.50RI/FS P8 S00293 3.937 4.921 8.859763649 19.10RI/FS P8 S00294 4.921 5.906 1.090909091 2.40RI/FS P8 S00295 5.906 6.890 16.10198356 3.60RI/FS P9 S00296 0 0.984 1.319747368 5.90RI/FS P9 S00297 0.984 1.969 14.10356309 8.50RI/FS P9 S00301 0.984 1.969 4.582996514 6.20RI/FS P9 S00302 0.984 1.969 16.29602635 8.00RI/FS P9 S00298 1.969 2.953 19.98877588 21.90RI/FS P9 S00299 2.953 3.937 26.630885 39.00RI/FS P9 S00300 3.937 4.921 3.65823152 20.30RI/FS S10 S00572 0 0.066 6.374346511 1.7 JRI/FS S11 S00567 0 0.066 2.296535294 0.54RI/FS S12 S00583 0 0.066 3.512723134 2.80RI/FS S13 S00565 0 0.066 8.821832826 1.10RI/FS S16 S00566 0 0.066 0.715814781 0.25 JRI/FS S17 S00562 0 0.066 0.339188074 0.18RI/FS S17 S00563 0 0.066 0.27626596 0.15RI/FS S17 S00564 0 0.066 0.375866197 0.18RI/FS S18 S00581 0 0.066 1.786982004 1.80RI/FS S19 S00592 0 0.066 1.243538996 2.00RI/FS S26 S00580 0 0.066 0.140685833 0.23RI/FS S313 VC0187 0 0.492 66.79448514 8.80RI/FS S313 VC0188 0.492 0.984 11.25111304 4.70RI/FS S313 VC0097 0.984 3.281 19.33191832 48.5 JRI/FS S313 VC0194 0.984 3.281 21.78263712 29.00RI/FS S313 VC0098 3.281 6.561 14.24540564 14.9 JRI/FS S313 VC0099 6.561 9.842 3.013699479 2.8 JRI/FS S313 VC0100 9.842 13.122 2.60992592 2.9 JRI/FS S313 VC0101 13.122 16.403 21.75168771 3 JRI/FS S313 VC0102 16.403 19.684 0.765474762 0.051 URI/FS S313 VC0103 19.684 22.964 0.081818182 0.18RI/FS S313 VC0104 22.964 26.245 0.157365033 0.06RI/FS S314 SF0072 0 0.492 54.62948015 41.6 WRI/FS S314 SF0073 0.492 0.984 53.34190347 38.3 WRI/FS S314 VC0105 0.984 3.281 34.77429502 45.87RI/FS S314 VC0200 0.984 3.281 34.80184499 46.1 WRI/FS S314 VC0106 3.281 6.561 13.41346548 41.70RI/FS S314 VC0107 6.561 9.842 27.21796083 16.2 WRI/FS S314 VC0108 9.842 13.122 1.476330486 1.40



Remediation Area E


RI/FS S314 VC0109 13.122 16.403 0.822758406 2.90RI/FS S314 VC0110 16.403 19.684 3.863190649 3.70RI/FS S314 VC0111 19.684 22.964 10.23387854 0.94 WRI/FS S314 VC0112 22.964 26.245 0.606455032 0.73RI/FS S315 SF0074 0 0.492 1.140786713 9.6 WRI/FS S315 SF0075 0.492 0.984 0.861133351 5.3 WRI/FS S315 VC0113 0.984 3.281 1.043042715 6 WRI/FS S315 VC0114 3.281 6.561 7.498712375 26.3 WRI/FS S315 VC0115 6.561 9.842 4.704467667 16.8 WRI/FS S315 VC0116 9.842 13.122 1.06955153 3.3 WRI/FS S315 VC0117 13.122 16.403 1.346082054 1.1 WRI/FS S315 VC0118 16.403 19.684 0.966152371 2.20RI/FS S315 VC0119 19.684 22.078 0.806414115 0.62RI/FS S315 VC0120 22.078 25.162 0.024090909 0.05RI/FS S316 SF0076 0 0.492 1.822749016 0.35RI/FS S316 SF0077 0.492 0.984 10.70971759 0.036 URI/FS S316 VC0121 0.984 3.346 3.263850258 0.04 UJRI/FS S316 VC0122 3.346 6.594 0.210128537 0.063 JRI/FS S316 VC0123 6.594 9.842 0.090508475 0.056 UJRI/FS S316 VC0124 9.842 13.122 0 0.056 UJRI/FS S316 VC0125 13.122 16.403 0 0.056 UJRI/FS S316 VC0126 16.403 19.684 0 0.055 UJRI/FS S316 VC0127 19.684 22.964 0.06 0.051 UJRI/FS S316 VC0128 22.964 26.245 0 0.049 UJRI/FS S317 BC0025 0 0.066 3.510708783 10.1 WRI/FS S317 SF0078 0 0.492 2.403893636 17.2 WRI/FS S317 BC0026 0.066 0.459 3.389691834 11.2 WRI/FS S317 SF0079 0.492 0.984 2.022113326 6.6 JWRI/FS S317 VC0129 0.984 3.281 4.95755269 10.5 JWRI/FS S317 VC0130 3.281 6.561 3.202111133 5.53RI/FS S317 VC0131 6.561 9.842 3.652166167 1.90RI/FS S317 VC0132 9.842 13.122 7.882200338 2.40RI/FS S317 VC0133 13.122 16.403 1.342027412 0.42RI/FS S317 VC0134 16.403 19.684 4.593342697 1.90RI/FS S317 VC0135 19.684 22.964 0 0.098 URI/FS S318 VC0189 0 0.492 0.640884953 0.91 JRI/FS S318 VC0190 0.492 0.984 1.485760686 1.2 JRI/FS S318 VC0137 0.984 3.281 0.300800885 1.00RI/FS S318 VC0138 3.281 6.561 0.086657159 0.047 URI/FS S318 VC0139 6.561 9.842 0.015186916 0.052 URI/FS S318 VC0140 9.842 13.122 0 0.054 URI/FS S318 VC0141 13.122 16.403 0 0.057 URI/FS S318 VC0142 16.403 19.684 0 0.053 URI/FS S318 VC0143 19.684 22.964 0 0.049 URI/FS S318 VC0144 22.964 26.245 0 0.048 U



Remediation Area E


RI/FS S319 SF0082 0 0.492 1.884663481 3.8 JWRI/FS S319 SF0083 0.492 0.984 1.395192316 3.1 JWRI/FS S319 VC0145 0.984 3.281 3.380722418 3.3 WRI/FS S319 VC0146 3.281 6.561 10.81715537 1.90RI/FS S319 VC0147 6.561 9.842 5.505417846 2.50RI/FS S319 VC0148 9.842 13.122 12.38213508 3.1 JRI/FS S319 VC0149 13.122 16.403 3.065757889 0.89RI/FS S319 VC0150 16.403 19.684 0.13664856 0.091 JRI/FS S319 VC0151 19.684 22.964 0.02850341 0.051 UJRI/FS S319 VC0152 22.964 26.245 0.031624864 0.05 UJRI/FS S320 SF0084 0 0.492 0.965019505 6.1 WRI/FS S320 SF0085 0.492 0.984 0.927605819 3.7 WRI/FS S320 VC0153 0.984 3.281 2.866963992 4.14RI/FS S320 VC0154 3.281 6.561 4.742191342 10.2 WRI/FS S320 VC0155 6.561 9.842 2.625590484 1.8 WRI/FS S320 VC0156 9.842 13.122 63.74651753 2.80RI/FS S320 VC0157 13.122 16.403 0.485002388 0.22RI/FS S320 VC0158 16.403 19.684 0.310317696 0.052 URI/FS S320 VC0159 19.684 22.964 0.015905525 0.06RI/FS S321 SF0086 0 0.492 0.439831688 0.21 JRI/FS S321 SF0087 0.492 0.984 3.463595996 0.092 JRI/FS S321 VC0161 0.984 3.281 0 0.037 URI/FS S321 VC0162 3.281 6.561 0 0.043 URI/FS S321 VC0163 6.561 9.842 0 0.044 URI/FS S321 VC0164 9.842 13.122 0 0.044 URI/FS S321 VC0165 13.122 16.403 0 0.044 URI/FS S321 VC0166 16.403 18.371 0 0.045 URI/FS S321 VC0167B 18.371 19.684 0 0.048 URI/FS S321 VC0167 19.684 22.964 0 0.063 UWRI/FS S321 VC0168 22.964 26.245 0 0.048 URI/FS S322 SF0088 0 0.492 3.363125252 1 WRI/FS S322 SF0089 0.492 0.984 4.646705025 1.10RI/FS S322 VC0169 0.984 3.281 3.098535893 3.4 WRI/FS S322 VC0170 3.281 6.561 0.688521403 0.59RI/FS S322 VC0171 6.561 9.842 0 0.049 URI/FS S322 VC0172 9.842 13.122 0 0.047 URI/FS S322 VC0173 13.122 16.403 0.014176663 0.045 URI/FS S322 VC0185 13.122 16.403 0 0.045 URI/FS S322 VC0174 16.403 19.684 0 0.042 URI/FS S322 VC0175 19.684 22.964 0 0.033 URI/FS S322 VC0176 22.964 26.245 0 0.051 URI/FS S323 BC0023 0 0.066 1.4796302 2 WRI/FS S323 SF0090 0 0.492 1.49614521 1.6 WRI/FS S323 BC0024 0.066 0.492 2.835670262 2.70RI/FS S323 SF0091 0.492 0.984 4.899570565 4.5 JW



Remediation Area E


RI/FS S323 VC0177 0.984 3.281 2.086536836 6.6 WRI/FS S323 VC0178 3.281 6.561 2.690335377 0.74RI/FS S323 VC0179 6.561 9.842 1.884389209 1.40RI/FS S323 VC0180 9.842 13.122 0.984566065 0.37RI/FS S323 VC0181 13.122 16.403 0.362016131 0.13RI/FS S323 VC0182 16.403 19.684 0.025 0.06RI/FS S323 VC0183 19.684 22.964 0 0.045 URI/FS S323 VC0184 22.964 26.245 0 0.044 URI/FS S351 SF0173 0 0.066 1.85587534 12.23RI/FS S351 SF0149 0 0.492 8.111790489 6.1 JRI/FS S351 SF0150 0.492 0.984 3.692305092 11.8 JRI/FS S351 SB0055 0.984 3.281 29.62757566 25.20RI/FS S351 SB0056 3.281 6.561 14.90858388 13.80RI/FS S352 SF0151 0 0.492 16.20560011 18.20RI/FS S352 SF0152 0.492 0.984 24.39059025 37.04RI/FS S352 SB0057 0.984 3.281 6.941618108 15.60RI/FS S352 SB0058 3.281 6.561 0.066872387 0.054 URI/FS S353 SF0113 0 0.492 7.260925426 11.70RI/FS S353 SF0114 0.492 0.984 3.777183755 2.00RI/FS S353 SB0021 0.984 3.281 0.568591114 0.27RI/FS S353 SB0022 3.281 6.561 0.008848748 0.045 URI/FS S366 SF0024 0 0.492 0 0.053 URI/FS S366 SF0025 0.492 0.984 0 0.054 URI/FS S407 BC0021 0 0.066 3.542372881 11 WRI/FS S407 BC0022 0.066 0.492 2.834283513 9.1 WRI/FS S8 S00594 0 0.066 1.308260439 7.90RI/FS S9 S00593 0 0.066 1.007197613 6.50


DRAFT ONONDAGA LAKE


Parsons


December 11, 2009

ATTACHMENT A-1

REMEDIATION AREA F (SMU 5) DELINEATION

DRAFT ONONDAGA LAKE


PARSONS

P:\Honeywell -SYR\444576 2008 Capping\09 Reports\9.3 December 2009_Capping and Dredge Area & Depth IDS\Appendices\Appendix A - RA Delineation\Attachment A-1.doc

December 11, 2009 A-1 - 1

ATTACHMENT A-1 REMEDIATION AREA F (SMU 5) DELINEATION

This attachment outlines remedial actions for the limited areas of Remediation F (SMU 5)

where exceedances of the cleanup criteria have been identified. Data has been collected during three sampling events. Sufficient information has been collected for a recommendation of no remedial action for location S-66. Sufficient information has also been collected to establish preliminary remedial boundaries for locations S-95 and S-111. Additional sampling is proposed to assess depth of contamination at locations S-95 and S-111, to confirm the proposed eastern and southern remedial boundaries for S-111, and to confirm elevated 2004 results in the vicinity of location S-108. The subsection below describes the sampling history and the recommendations for remedial action.

Sampling History and Recommended Remedial Action Data was initially collected from Remediation F (SMU 5) during the Remedial Investigation

(RI) in 1992. Results from this investigation identified one exceedance of the Mean PEC Quotient of 1 (S66) and three exceedances of the mercury PEC of 2.2 mg/kg (S95, S108, and S111). These sampling stations are spread throughout the 485-acre area of SMU 5 and are not located in close proximity to any known sources of mercury contamination. Based on the 1992 results, additional sampling was conducted as part of the Feasibility Study (FS) in 2004 (letter Work Plan dated August 5, 2004 and Data Summary Report submitted May 27, 2005) to support development of remedial alternatives, and during the Phase II Pre-Design Investigation (PDI) in 2006 (Phase II PDI Work Plan dated September 2006 and Data Summary Report dated August 2009) to define the extent of exceedances in these areas.

Following review of the 1992 and 2004 data sets, it was determined that any previous exceedance in these areas would be resampled in 2006 to ensure a representative, current data set for remedial design. Sampling results are summarized below by sample location and presented on Table 1 and Figures 1 through 4.

S-66 – Sample station S-66 is located off the eastern shore of Onondaga Lake in the vicinity of the discharge of Bloody Brook (Figure 1). The original 1992 sample exceeded the Mean PECQ of 1 (1.60), but not the mercury PEC. This location was resampled in 2004 along with four stations surrounding the original location. Results from the original location just exceeded the Mean PECQ of 1 (1.03), but the surrounding four samples did not. This station was resampled again in 2006 along with four new surrounding stations and no exceedances were identified. The average of the three results for the original location was also below the PECQ criterion.

Based on sampling results from location S-66, surface sediment concentrations are within the applicable criteria. Therefore, no remedial action is required in this area.

DRAFT ONONDAGA LAKE


PARSONS


December 11, 2009 A-1 - 2

S-108 - Sample station S-108 is located offshore of the Onondaga Lake Park and exceeded the mercury PEC (2.3 mg/kg) during the 1992 sampling event (Figure 2). This location was resampled in 2004 along with five surrounding locations. Several of the results were an order of magnitude higher than those detected during the 1992 sampling event. Additional data collection was conducted in 2006 at seven locations to assess significant differences between the 1992 and 2004 results. The 2006 results for all seven locations were below the mercury criteria.

No explanation for the elevated 2004 mercury values for samples in the vicinity of location S-108 was identified. However, with the exception of one slight exceedance from a 1992 sample, the balance of the 1992 and the 2006 results are below criterion for mercury. Based on the 2004 data, the vicinity of location S-108 has been tentatively identified for remediation pending results of additional testing. The proposed additional sampling (locations presented on Figure 2) will be collected to further assess the elevated 2004 results at locations S108-A, S108-1, S-108-C, and S-108-F. The samples will be collected to a depth of 3 ft. with samples collected at 1 ft. intervals and analyzed for mercury.

S-95 – Sample station S-95 is located off the western shore of Onondaga Lake just north of the SMU 4/5 boundary (Figure 3). This location exceeded the mercury PEC (3.0 mg/kg) during the 1992 sampling event and was resampled with five surrounding locations in 2004. The original location again exceeded the mercury PEC (3.4 mg/kg) along with the S-95-C location (3.0 mg/kg). The original location was resampled again in 2006 along with the S-95-C exceedance from the 2004 sampling event. Both locations exceeded the mercury PEC during the 2006 sampling round (OL-VC-50001 and 50002).

Based on the data available from location S-95, the remedial area boundary has been delineated as shown on Figure 3. The remedial approach for this area will be determined following additional sampling. Remediation within the proposed boundary (0.19 acres) will remove or isolate the impacted sediments identified during previous and upcoming sampling events. The proposed additional sampling for this area (proposed locations presented on Figure 3) will identify depth of contamination. Proposed additional sampling will include resampling at locations OL-VC-50001 and 50002 to depth of 3 ft. with samples collected at 1 ft. intervals and analyzed for mercury

S-111 – Sample station S-111 is located off the northwestern shore of Onondaga Lake adjacent to the dredge spoils area (Figure 4). The results from the 1992 sampling at this location indicated a concentration above the mercury PEC (3.0 mg/kg). This location was resampled in 2004 along with five additional stations surrounding the original location. The resampled location did not exceed the mercury PEC, however, two of the additional stations displayed concentrations above the criteria (S-111-D and S-111-G). Additional sampling was conducted at eight locations during in 2006 and two exceeded the mercury PEC (OL-VC-50004 and 50009).

DRAFT ONONDAGA LAKE


PARSONS


December 11, 2009 A-1 - 3

Based on the data available from location S-111, a remedial area boundary has been delineated as shown on Figure 4. The remedial approach for this area will be determined following additional sampling. Remediation within the proposed boundary (0.44 acres) will remove or isolate the impacted sediments identified during previous and upcoming sampling events. The additional sampling for this area (proposed locations presented on Figure 4) will identify depth of contamination, as well as confirm the southern and eastern extent of the remedial boundary. Proposed additional sampling is as follows:

a. Resample at locations OL-VC-50004 and 50009 to depth of 3 ft. with samples collected at 1 ft. intervals and analyzed for mercury.

b. Collect samples at three locations adjacent to the underwater structure identified as the Maple Bay Pier to confirm the southern extent of the proposed remedial area. These locations will be sampled to a depth of 3 ft., with samples collected at 1 ft. intervals and analyzed for mercury.

c. Collect samples at one location along the proposed east remedial boundary line. This location will be sampled to a depth of 3 ft., with samples collected at 1 ft. intervals and analyzed for mercury.

December 2009 Draft Onondaga Lake Capping and Dredge … · SECTON 6 IN-LAKE DEBRIS AND UTILITY...

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