NON-TIME-CRITICAL REMOVAL ACTION (NTCRA) NO. 1 AND 2 ... · Non-Time-Critical Removal Action No. 1...

SDMS DocID 000229275

REPORT

Non-Time-Critical Removal Action No. 1 and 2 Demonstration of Compliance Report #52

July 1 through September 30, 2002

Solvents Recovery Service of New England, Inc.

Superfund Site Southington, Connecticut

Prepared for: SRSNE PRP Group

Third Quarter 2002

Prepared by:

HANDEX OF NEW ENGLAND, INC. 398 Cedar Hill Street

Marlborough, Massachusetts 01752 (508)481-5750

HANDEX®

OCT-04-2002 10=19 UNITED INDUSTRIflL 203 238 6772 P.02/02 J. «!> t

NON-T1ME-CRITICAL REMOVAL ACTION NO. 1 and 2 GROUNDWATER CONTAINMENT AND TREATMENT SYSTEM

DEMONSTRATION OF COMPLIANCE REPORT #52 SOLVENTS RECOVERY SERVICE OF NEW ENGLAND, INC.

SUPERFUND SITE SiOUTHINGTON, CONNECTICUT

July through September 2002

Respondent Certification

I certify, to the best of my knowledge and professional judgment, and after appropriate inquiries of t\ relevant persons involved in the preparation of this Deliverable, that all guidance documents specific'' in Attachment 1 of the SOW which relates to this Deliverable were reviewed in preparation of thi Deliverable. I further certify that the contents of this Deliverable comply with the requirements of th SOW, Attachment 1 thereto, and a.ll guidance documents specified in Attachment 1, which relate I this Deliverable. I am aware that EPA may assess stipulated penalties for submission of a Deliverabl that is not in compliance with the requirements of the SOW, Attachment 1 thereto, arid Ml documents specified in Attachment 1 to the SOW which relates to this Deliverable.

Date: WilTiaTh Morris SRSNE PRP Group Projedt Coordinator

TOTflL P.02

NON-TIME-CRITICAL REMOVAL ACTION NO. 1 and 2 GROUNDWATER CONTAINMENT AND TREATMENT SYSTEM

DEMONSTRATION OF COMPLIANCE REPORT #52

SOLVENTS RECOVERY SERVICE OF NEW ENGLAND, INC. SUPERFUND SITE

SOUTHINGTON, CONNECTICUT

TABLE OF CONTENTS

1.0 INTRODUCTION 1

1.1 GENERAL 1 1.3 REPORT ORGANIZATION 4

2.0 DATA ACQUISITION AND RESULTS 5

2.1 GENERAL . . 5 2.2 NTCRA-1 CONTAINMENT SYSTEM MONITORING . .5

2.2.1 NTCRA-1 Reversal of Gradient Test - Requirement #1. .. 6 2.2.2 NTCRA-1 Reversal of Gradient Test - Requirement #2. .. 7

2.3 NTCRA-2 CONTAINMENT SYSTEM MONITORING . . 9 2.3.2 NTCRA-2 Containment Test - Requirement #2 .10

2.4 TREATMENT SYSTEM MONITORING .11 2.4.1 Flow Rate Data .11 2.4.2 Sampling Results .12

3.0 CONCLUSIONS AND SYSTEM ADJUSTMENTS 12

3.1 GENERAL .12 3.2 SYSTEM ADJUSTMENTS .12

Tables

Table 1 - Hydraulic Head Measurements Table 2 - Influent and Effluent Flow Rate Data Table 3 - Influent Sampling Results Table 4 - Effluent Sampling Results

Figures

Figure 1A Overburden Hydraulic Head Contours - July, 2002 Figure 1B Shallow Bedrock Hydraulic Head Contours - July, 2002 Figure 1C Deep Bedrock Hydraulic Head Contours - July, 2002 Figure 2A Overburden Hydraulic Head Contours - August, 2002 Figure 2B Shallow Bedrock Hydraulic Head Contours - August, 2002 Figure 2C Deep Bedrock Hydraulic Head Contours - August, 2002 Figure 3A Overburden Hydraulic Head Contours -September, 2002 Figure 3B Shallow Bedrock Hydraulic Head Contours - September, 2002 Figure 3C Deep Bedrock Hydraulic Head Contours - September, 2002 Figure 4 Hydrographs of CPZ-5 and CPZ-6 - July through September, 2002 Figure 5A Hydrographs of PZR-2R and MW-704R - July through September, 2002 Figure 5B Hydrographs of PZR-2DR and MW-704DR - July through September, 2002

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SRSNE, Southington Demonstration of Compliance Report

July 1 through September 30, 2002

1.0 INTRODUCTION

1.1 General

This Demonstration of Compliance Report (OCR) was prepared by Handex of New England, Inc.

(Handex) on behalf of the Solvents Recovery Service of New England, Inc. Superfund Site (SRSNE

Site) PRP Group to demonstrate the effectiveness of the Non-Time-Critical Removal Action No. 1 and 2

(NTCRA-1 and NTCRA-2) groundwater containment and treatment system at the SRSNE Site in

Southington, Connecticut. This OCR presents data collected during the period of July 1 through

September 30, 2002. The data presented in this OCR were obtained in general accordance with the

United States Environmental Protection Agency (USEPA)-approved Demonstration of Compliance Plans

(DCP) for NTCRA-1 and NTCRA-2 (BBL, June 1995 and November 1999), respectively. The data

acquisition schedule, reporting, and evaluation requirements for this and future OCRs were described in

these DCPs.

The NTCRA-1 groundwater containment system is installed in the Containment Area (Figure 1 A), which

was defined in the NTCRA-1 Statement of Work (SOW). The containment system includes an array of

12 overburden groundwater extraction wells (RW-1 through RW-12) and a downgradient hydraulic barrier

(steel sheetpiling) that hydraulically and physically contain overburden groundwater entering the

Containment Area from the SRSNE Operations Area. Water pumped from the containment system is

pretreated to remove metals and suspended solids, treated by ultraviolet (UV) oxidation and granular

activated carbon systems to remove organic constituents, and discharged to the Quinnipiac River. The

pre-design investigation results and the designs of the hydraulic barrier wall, extraction wells, and

treatment system are described in detail in the NTCRA-1 100% Groundwater Containment and

Treatment System Design Report (100% Design Report, BBL, January 1994). The NTCRA-1 system

was constructed between February and July 1995, and started up in accordance with the USEPA-

approved schedule on July 19, 1995.

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Demonstration of Compliance Report July 1, 2002 through September 30, 2002

The NTCRA-2 groundwater containment system is installed south of the NTCRA-1 Containment Area

(Figure 1 A), as defined in the NTCRA-2 Statement of Work (SOW). The NTCRA-2 Containment Area

encompasses the majority of the northern portion of the Town of Southington Wellfield Property and

includes the shallow and deep bedrock, extending to a depth of 100 feet below the top of bedrock in the

northern portion of this property (Figure 1A). Further upgradient (north), the NTCRA-2 Containment Area

extends over 170 feet below the top of bedrock and over 200 feet below ground surface (BBL, November

1999).

The NTCRA-2 groundwater containment system includes two groundwater extraction wells (RW-13 and

RW-1R) that, in combination with the NTCRA-1 containment system, will hydraulically contain bedrock

groundwater migrating from the SRSNE Operations Area (Figure 1A). The design of the overburden and

bedrock extraction wells RW-13 and RW-1R, respectively, are described in the NTCRA-2 100% Design

Report (BBL, November 1999). The groundwater extracted by the containment system is pumped to the

existing NTCRA-1 groundwater treatment system located in the treatment system building (Figure 1A).

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1.2 NTCRA-2 Start-Up and Monitoring

The NTCRA-2 groundwater containment system includes two groundwater extraction wells (RW-13 and

RW-1R) that, in combination with the NTCRA-1 containment system, hydraulically contain bedrock

groundwater migrating from the SRSNE Operations Area. Overburden recovery well RW-13 has been on

line since July 14, 1999 and bedrock recovery well RW-1R has been on line since Septembers, 2001.

The 60-Day NTCRA-2 Compliance Period began on September 21, 2001 and ended on November 20,

2001.

Monthly Demonstration of Compliance Reports (OCRs) to document NTCRA-2 compliance and to summarize

NTCRA-2 operation, maintenance and monitoring activities were submitted in October, November, and

December 2001. Quarterly OCRs for NTCRA-2 have been combined with the NTCRA-1 Quarterly OCR

Report beginning the first quarter of 2002.

1.3 NTCRA-1 Compliance Monitoring

Groundwater elevations due to dry weather conditions have impacted the ability to maintain the required

0.3-foot head differential for compliance pairs CPZ-1/2 and CPZ-3/4 since July 1, 2002.

To document containment, piezometers CPZ-2A and CPZ-4A, which are immediately outside the sheet-

pile wall, were gauged three times per week during routine compliance monitoring. Given that these two

piezometers are located immediately outside the sheet-pile wall, Handex believes that compliance

piezometers CPZ-2A and CPZ-4A provide a more accurate assessment of the hydraulic head difference

across the sheet-pile wall and, therefore, more appropriate basis to measure for compliance. On July 19,

2002, a letter was submitted to the US EPA proposing that piezometers CPZ-2A and CPZ-4A be used as

compliance monitoring points, in lieu of piezometers CPZ-2 and CPZ-4, to assess compliance with the

hydraulic gradient reversal criterion (0.3-foot minimum head difference) in future Demonstration of

Compliance Reports.

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In a letter dated August 30, 2002, the EPA approved the utilization of NTCRA-1 compliance piezometers

CPZ-2A and CPZ-4A in place of CPZ-2 and CPZ-4 to demonstrate the 0.3-foot head differential outside

the hydraulic barrier wall. Water level measurements will continue to be collected from CPZ-2 and

CPZ-4 during gauging events. The 0.3-foot head differential was achieved for CPZ-1/2A and CPZ-3/4A

from July 1, 2002 through September 30, 2002.

1.4 Report Organization

The remaining sections of this OCR describe:

• The acquisition and evaluation of field data used to verify the effectiveness of the groundwater

containment and treatment system as required by the DCP (Section 2.0); and

• An overview of project status regarding system adjustments and the status of appropriate or relevant

and applicable requirements (ARARs) (Section 3.0).

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2.0 DATA ACQUISITION AND RESULTS

2.1 General

The data required to demonstrate the effectiveness of the groundwater containment and treatment

system were obtained in the form of hydraulic head measurements from wells and piezometers installed

in the area of the containment system, flow measurements from the extraction well array, and treatment

system pumping rates and analytical results. Field activities used to obtain these data were performed in

general accordance with the relevant standard operating procedures presented in Appendix A of the

DCP.

2.2 NTCRA-1 Containment System Monitoring

As specified in the SOW, the effectiveness of the groundwater containment system is evaluated based

on the results of a Reversal of Gradient Test, which will show that the following two requirements are

achieved during the operation of the groundwater containment system:

1. Within the Containment Area, overburden groundwater east and downgradient of the Operations

Area is flowing in the direction of the groundwater extraction wells,

2. Overburden groundwater flow is reversed and maintained in the direction of the groundwater

extraction wells within the area defined by (west of) the interpreted hydraulic divide that forms east

of the groundwater containment system.

These two requirements of the Reversal of Gradient Test were evaluated based on hydraulic head

measurements at two different groups of wells and piezometers, as discussed below in Sections 2.2.1

and 2.2.2, respectively.

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2.2.1 NTCRA-1 Reversal of Gradient Test - Requirement #1

To confirm that overburden groundwater east and downgradient of the Operations Area, within the

Containment Area, is flowing in the direction of the groundwater extraction wells (Reversal of Gradient

Test #1), weekly hydraulic head measurements were measured during July, August and September 2002

at the following overburden wells/piezometers in the vicinity of the groundwater containment system.

• Extraction Wells RW-1 through RW-12;

• Monitoring Wells MW-409, MW-415, MWL-301, MWL-304, MWL-305, MWL-307, MWL-308,

MWL-310, P-16, and P-2B; and

• Piezometer PZO-1, PZO-2, and PZO-3.

Overburden groundwater elevations were also measured at the following wells to assess the hydraulic

response in the area between the hydraulic barrier wall and the Quinnipiac River:

• MWL-302, MWL-306, MWL-309, MWL-311, and TW-7A.

The weekly rounds of overburden hydraulic head data measured at the above-listed wells and the

compliance piezometers in July, August and September 2002 are presented in Tables 1-A, 1-B and 1-C,

respectively. The overburden hydraulic head data measurements collected on July 31, 2002, August 30,

2002, and September 30, 2002, are presented as contours on Figures 1A, 2A and 3A, respectively. The

contours indicate the horizontal hydraulic gradient between the SRSNE Operations Area and the

extraction wells was eastward toward the extraction wells, fulfilling Reversal of Gradient Test

Requirement #1. Based on the data obtained from the monitoring wells/piezometers located outside the

hydraulic barrier wall, the hydraulic divide east of the extraction wells is located along the outer (east)

surface of the hydraulic barrier wall at the approximate location shown on Figures 1A, 2A and 3A.

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To evaluate the vertical hydraulic gradient between the overburden and bedrock in the vicinity of the

groundwater containment system, groundwater elevations were measured at the following

wells/piezometers installed in the bedrock: MW-408, MW-414, MW-416, PZR-1, PZR-2, and PZR-4

(Table 1-A, 1-B and 1-C). Comparison of these hydraulic head data to those measured at nearby

overburden wells/piezometers on the same dates generally indicates that the vertical component of the

hydraulic gradient between the bedrock and the overburden was generally downward from the

overburden to the bedrock at these locations within the Containment Area. Comparison of hydraulic

head data at overburden compliance piezometers CPZ-1, CPZ-3, CPZ-5, CPZ-7, and CPZ-9 and

adjacent bedrock piezometers CPZ-1 R, CPZ-3R, CPZ-5R, CPZ-7R, and CPZ-9R, indicates that the

gradients were consistently upward from the bedrock to the overburden in the vicinity of the pumping

wells and the hydraulic barrier wall throughout the period covered by this OCR.

2.2.2 NTCRA-1 Reversal of Gradient Test - Requirement #2

To verify that groundwater flow is reversed and maintained in the direction of the groundwater extraction

wells, hydraulic head data were measured each week at the 13 fully penetrating overburden compliance

piezometers (CPZ-1 through CPZ-10, CPZ-2A, CPZ-4A, and CPZ-6A). These data are presented in

Tables 1-A through 1-C and are used to develop the hydraulic head contours shown on Figures 1 A, 2A

and 3A. As stated in the DCP, the hydraulic gradient can be considered reversed, and inward across the

hydraulic barrier wall, when the hydraulic head data measured at each compliance piezometer located

inside the hydraulic barrier wall (CPZ-1, CPZ-3, CPZ-5, CPZ-7, and CPZ-9) is at least 0.3 foot lower than

the head measured at the corresponding compliance piezometer located outside the hydraulic barrier

wall (CPZ-2A, CPZ-4A, CPZ-6, CPZ-8, and CPZ-10, respectively).

Groundwater elevations due to dry weather conditions have impacted the ability to maintain the required

0.3-foot head differential for compliance pairs CPZ-1/2 and CPZ-3/4 since July 1, 2002.

To document containment, piezometers CPZ-2A and CPZ-4A, which are immediately outside the sheet-

pile wall, were gauged three times per week during routine compliance monitoring. Given that these two

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piezometers are located immediately outside the sheet-pile wall, Handex believes that compliance

piezometers CPZ-2A and CPZ-4A provide a more accurate assessment of the hydraulic head difference

across the sheet-pile wall and, therefore, more appropriate basis to measure for compliance. On July 19,

2002, a letter was submitted to the US EPA proposing that piezometers CPZ-2A and CPZ-4A be used as

compliance monitoring points, in lieu of piezometers CPZ-2 and CPZ-4, to assess compliance with the

hydraulic gradient reversal criterion (0.3-foot minimum head difference) in future Demonstration of

Compliance Reports.

In a letter dated August 30, 2002; the EPA approved the utilization of NTCRA-1 compliance piezometers

CPZ-2A and CPZ-4A in place of CPZ-2 and CPZ-4 to demonstrate the 0.3-foot head differential outside

the hydraulic barrier wall. Water level measurements should continue to be collected from CPZ-2 and

CPZ-4 during gauging events.

The required 0.3-foot head differential was achieved in the five pairs of overburden compliance piezometers

for the weekly rounds of overburden hydraulic head measurements (CPZ-1/CPZ-2A, CPZ-3/CPZ-4A, CPZ

5/CPZ-6, CPZ-7/CPZ-8 and CPZ-9/CPZ-10) and Requirement #2 of the DCP was met in the five-piezometer

pairs during the period between July 1 through September 30, 2002.

To verify the temporal continuity of the reversal of gradient across the hydraulic barrier wall, hydraulic

head measurements were recorded using pressure transducers and a data logger during the period

covered by this OCR at compliance piezometers CPZ-5 and CPZ-6. Hydraulic head data for July,

August, and September 2002 is presented as hydrographs on Figure 4. Referring to Figure 4, there were

no events that disturbed the reversal of gradient at compliance piezometers CPZ-5 and CPZ-6 during the

period covered in this report.

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2.3 NTCRA-2 Containment System Monitoring

As specified in the SOW, the effectiveness of the groundwater containment system is evaluated based

on the results of a Containment Test, which will show that the following two requirements are achieved

during the operation of the groundwater containment system:

1. Within the NTCRA-2 Containment Area, bedrock groundwater with dissolved contaminants east

and downgradient of the Operations Area is flowing in the direction of the groundwater

containment system; and

2. Bedrock groundwater flow downgradient of the NTCRA-2 extraction system within the

Containment Area is reversed and maintained in the direction of the groundwater containment

system.

These two requirements of the Reversal of Gradient Test were evaluated based on hydraulic head

measurements at two different groups of wells and piezometers, as discussed below in Sections 2.3.1

and 2.3.2, respectively.

2.3.1 NTCRA-2 Containment Test - Requirement #1

To confirm that VOC-impacted bedrock groundwater east and downgradient of the Operations Area

within the Containment Area is flowing in the direction of the groundwater extraction wells (Containment

Test Requirement #1), weekly hydraulic head measurements were obtained at the following pairs of

wells/piezometers in the general vicinity upgradient (north) of the groundwater containment system.

• Shallow bedrock - MW-704R and MW-121A; and

• Deep Bedrock - MW-704DR and MW-705DR.

Weekly rounds of shallow and deep July 31, 2002, August 30, 2002, and September 30, 2002 are

presented in Tables 1-A, 1-B and 1-C. The hydraulic head data measurements collected on July 31,

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2002, August 30, 2002, and September 30, 2002 for shallow bedrock and deep bedrock monitoring wells

and piezometers are presented as contours on Figures 1B and 1C, 2B and 2C and 3B and 3C,

respectively. The contours indicate that groundwater flow in the shallow and deep bedrock is inward

toward the NTCRA-2 extraction wells, fulfilling Containment Test Requirement #1.

2.3.2 NTCRA-2 Containment Test - Requirement #2

To verify that bedrock groundwater flow downgradient of the extraction system within the Containment

Area is reversed and maintained in the direction of the groundwater containment system, (Containment

Test Requirement #2), hydraulic head measurements were obtained at the following locations:

• Shallow bedrock - MW-704R, MW-204A, PZR-2R, and PZR-4R; and

• Deep Bedrock - MW-704DR, PZR-2DR, and PZR-4DR.

Hydraulic head measurements are measured weekly at these bedrock monitoring wells and piezometers.

The hydraulic gradient will be considered reversed, and inward toward the Containment Area when the

hydraulic head measured at the shallow and deep bedrock monitoring wells MW-704R, and MW-704DR

located adjacent to extraction wells RW-13 and RW-1R, are lower than the heads measured at the

corresponding shallow and deep bedrock monitoring wells and piezometers listed above.

To verify that groundwater flow is reversed and maintained in the direction of the groundwater extraction

wells, hydraulic head data were measured each week at the locations discussed above. These data are

presented in Tables 1-A, 1-B and 1-C and are used to develop the shallow and deep hydraulic head

contours shown on Figures 1B and 1C, 2B and 2C and 3B and 3C.

In addition, to verify the continuity of the reversal of the hydraulic gradient, daily hydraulic head

measurements are recorded via a data logger at the following locations:

• Shallow bedrock - MW-704R and PZR-2R; and

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• Deep Bedrock - MW-704DR and PZR-2DR.

Hydrographs of the data logger measurements obtained for shallow and deep bedrock compliance points

between July 1 and September 30, 2002 are included as Figures 5A and 5B, respectively.

Daily hydraulic head measurements recorded via data loggers installed in NTCRA-2 compliance pairs

MW-704R and PZR-2R (shallow bedrock) and MW-704DR and PZR-2DR (deep bedrock) indicated that

the NTCRA-2 containment system met Requirement #2 of the DCP during the period between July 1

through September 30, 2002.

2.4 Treatment System Monitoring

The data used to evaluate the operation of the groundwater treatment system include influent and

effluent flow measurements, and laboratory analytical data for influent and effluent samples. These data

are presented and discussed in Sections 2.4.1 through 2.4.2, respectively.

2.4.1 Flow Rate Data

The influent and effluent flow rates of the groundwater treatment system were each recorded

continuously using an in-line totalizing flow meter and strip chart recorder located in the treatment

system building. The NTCRA-1 and NTCRA-2 recovery wells ran continuously throughout the monitoring

period.

Approximately 3,388,000 gallons of groundwater were extracted, treated and discharged between July 1, 2002

through September 30, 2002. Refer to Table 2, for the cumulative volume of influent water pumped each

week to the treatment system from the NTCRA-1 and NTCRA-2 extraction wells, and the treatment

system effluent that discharges to the Quinnipiac River.

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2.4.2 Sampling Results

Samples of groundwater treatment system influent and effluent were obtained July 5 and July 17, August 7

and August 23, and September 4 and September 18, 2002. Analytical results from influent and effluent

samples obtained are summarized in Tables 3 and 4, respectively. In Table 4, the effluent sampling results

are compared with the modified discharge limits established by the Connecticut Department of Environmental

Protection (CT DEP) in the Substantive Requirement for Discharge, dated November 9,1995. These effluent

data show that the discharge limits were achieved by the groundwater treatment system. (Refer to Table 4).

On July 17 and July 19, 2002, effluent samples were collected and sent to New England Bioassay, Inc. of

Manchester, Connecticut for the analysis of acute and chronic toxicity. The submitted effluent sample

passed the acute and chronic toxicity test for both Daphnia Pulex and fathead minnows. Both species

had 100% survival rate at 100% effluent concentration.

3.0 CONCLUSIONS AND SYSTEM ADJUSTMENTS

3.1 General

Based on the NTCRA-1 and NTCRA-2 groundwater containment and treatment system monitoring data

presented above, with the exception discussed in Sections 2.2.2 and 2.3.2, the performance standards

specified in the DCP were achieved during the period of July 1 through September 30, 2002.

3.2 System Adjustments

The following adjustments and additional maintenance activities were conducted during the period

covered by this OCR:

• From July 1, 2002 through July 17, 2002, all compliance piezometers, including piezometers CPZ-2A and CPZ-4A, were gauged daily in order to monitor the 0.3 head differential;

• On July 1 and July 2, 2002, Handex inspected and adjusted the drawdown control probes in recovery wells RW-1 and RW-7 for an additional six inches (RW-1) and nine inches (RW-7) of drawdown;

• On July 2, 2002, Handex temporarily installed a prosser pump installed at the bottom of the trench well near recovery well RW-7 in an attempt to draw the water level down an additional foot within the

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trench well and pump any excess water storage in the containment area. The prosser pump was removed from the trench well because there wasn't sufficient water to continue pump operation without equipment overheating. The original submersible pump was reinstalled in the well;

• On July 3, 2002, a whale pump was temporarily positioned in piezometer CPZ-1 as an interim measure to extract additional groundwater within the containment area. Recovered groundwater was pumped into recovery well RW-7 at a rate of approximately 0.75 gallons per minute (gpm). The whale pump in piezometer CPZ-1 was operated from July 3 to July 12, 2002;

• Only July 8, 2002, Handex reduced the pumping rate for recovery well RW-13 from 23 gpm to approximately 12 gpm. Re-development activities conducted between June 3 and June 5, 2002 increased the available pumping rate for recovery well RW-13 from an average rate of 8 gpm to over 20 gpm, which resulted in a decrease of up to 2 feet in the groundwater elevation at overburden compliance piezometers outside of the south end of the NTCRA-1 containment area between May 31, 2002 and July 9, 2002;

• On August 14, 2002, Handex replaced a compressor end on the compressor;

• On August 16, 2002, Handex replaced the Warrick control in recovery well RW-10;

• On August 19, 2002, Handex replaced the drive belt on blower #1;

• On August 20, 2002, Handex was on-site to address an alarm response. The treatment system was restarted upon arrival. All of the NTCRA-1 and NTCRA-2 compliance wells were gauged and determined to be in compliance;

• On August 21, 2002, Handex was on-site to backwash the sand filter as well as troubleshoot the UV PLC control panel;

• On August 23, 2002, Handex was on-site to backwash the sand filter;

• On September 3, 2002, Handex installed a new recirculation pump on the clarifier, as well as replaced both v-belts on the compressor;

• On September 9, 2002, Handex replaced the pump end on recovery well RW-5;

• On September 20, 2002, Handex installed air line piping for the M1 diaphragm pump;

• On September 23, 2002, Handex replaced the pump and capacitor for recovery well RW-4;

• On September 25, 2002, Handex increased the flow rate for NTCRA-2 recovery well RW-13 to 18 gallons per minute (gpm); and

• On September 30, 2002, United Industrial Services picked up 19 drums of filter cake for disposal.

No other major maintenance or repair activities were performed during the period covered by this OCR.

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TABIE1-A MYDRAUUC HEAOMEAWJREMENTC

PIEZOMETO PAIRS WEEKLY GAUGING COMPARISON July-02

07/CWD2 O7r\aio2 07(17/02 07^4102 07f31rOJ

CASWO Oep* BW Depth aw Depth aw Depth «w Oenh M* Location onraHon ELEVATION to Water «evetlon toWanr Bevadon lo Mater Bavarian ttWBar Bmetton toMMar Benetton CPZ-1 Overburden 15973 7 74 151 M 888 1510! 8 95 150.71 923 150.51 947 150.2! CPZ-1R' Bedrock 18132 208 159.21 312 158. X 398 15731 472 158.81 522 1S6.K CPZ2 Overbidden 15184 655 15201 705 15151 752 151 C 796 150.81 822 150.42 CPZ-2A Overouroen 158.88 578 1S3.1 £20 iBte< a 62 182.J4 rMM 15U3 736 151.41 CPZ-2R ' Bedrock 18079 1 75 150.01 278 158.0 363 15711 435 158.41 462 155.97 CPZ-3 Overburden 15949 1185 147 « 11 96 147 K 1213 14731 1230 14711 1238 14711 CPZ-3R ' Bedrock 16083 843 152.41 893 15191 941 1514: 976 1510: 99C 150.9:

CPZ-4 Overburden 158 BO 1016 148.61 1067 148.1: 11 00 147X 11 32 147.41 1147 1473! CPZ-4A Overburian 159+7 851 14M« B-96 148.B! 1021 140.11 1004 1«.83 10.81 HMI CPZ-4R " Bedrock 15873 77C 151a 815 150.51 682 150.1 895 149.71 92C 14*. 5! CPZ-5 Overburden 15880 198C 138.K 1991 13S.8I 1985 138.7! 2005 138.5! 1954 139.01 CPZ-5R " Bedrock 15852 1272 145.X 1303 145.41 1322 145.* 133« 145.11 1251 148.0-cpz-e CPZ4A

Overburden

Overburden 15447 is* 17

508 149.31 568 14S.H 885 1476: 72« 1472 70C 938

14741 14171

CPZ-6R * Bedrock 15449 65C 147 * 882 147m 7 10 1473) 731 14711 735 147V

CPZ-7 Overburden 15954 97C 149.* 1031 wir 1070 148.81 11 12 148.4: 1100 148.51

CPZ-7R " Bedrock 15881 442 154.11 483 153.71 53 1 153.31 560 1510 556 153.0! CPZ-S Overburden 18035 873 153.« 692 153.4: 7 14 153.2' 712 153.2: 725 153.11

CPZ-8R " Bedrock 18080 79« 152.S. 817 152.8: 64 7 152.3! 845 15Z3! 870 152.11

CPZ-9 Overburden 18056 643 154.1: 867 153.81 888 153.71 64C 154.11 683 153.7; CPZ-9R * Bedrock 18245 41 2 158.X 478 15767 533 157 1: 555 158.H 597 156.41

CPZ 10 Overburden 18097 482 158.1! 508 155.81 528 155.81 521 155.71 56C 155.3: CPZ-10R ' Bedrock 18097 19C 159.0: 285 158.3: 325 1577: 35C 1574; 398 158.91

DM* Ivartau-den 1Sl4«

MW-121A Bedrock 15308 sec 148.21 898 148.01 708 145.91 723 145.8. 727 145.71

MW-125A Bedrock 15787 355 1543: 394 1518: 4 35 153.5: 48i 153.1! 488 153.2 MW-125C* Bedrock 15799 895 i4ao> 918 148.8' 937 148.K 953 148.41 942 141.5: *W-204A Bedrock 15087 542 145.4! 505 145. K 523 145.& 516 145.7 53t 145.41 MW-408 Bedrock 15938 1177 14791 121C 14721 1232 1470< 128C 146.71 11 92 14741 MW-409 Overburden 15941 848 152.9: 67 6 152.8! 704 152.3: 723 15211 727 152*

MW-414 Bedrock 161 18 1272 148.41 1298 14S.2C 13 17 148.0- 134! 14771 1292 148. 21 MW-415 Overburden 18065 72: 153.4: 751 153.1' 777 152.81 79« 152« 803 1528: MW-416 Bedrock 15984 102C ua» 1053 149.3 1077 149.0: 11 06 148.7! 1032 149.5; MW-704O Overburden 15337 852 144.* 801 145.31 82 2 145.1: 813 145.2V 838 144.91

MW-704M Ovartxfden 15255 77« 144.71 722 M5.1 74 3 145.1 734 145.2 758 144.9; *V-7O4R Bedrock 151 86 1082 140.» 843 143.Z 978 14181 923 M2.4: 87C 14291 HW-7O4OH IWM-704OR

Bedrock

Bedrock 15308

16089 31 18 484

121« 158.O

3075

52C 122.3 155.8:

32 8( 574

120.31

155.1!

31 Jt 604

12161 1548!

3221

63C 120. « 154.51

MWL-301 Overburden 18033 482 155.7 47 C 155.5 503 155.3t 423 158.11 51! 155. t MWL-302 Overburden 161 80 7ie 154.4. 71! 154.4 738 154.Z 73« 154.Z 753 154.0; MWL-304 Overburden 15999 597 154.fr 626 153.7: 65 2 1514 852 1514 662 153.3; MWL-305 Overburden 15901 895 152.01 72C 1518 74 6 1515! 786 1513! 748 151 S MWL-306 Overburden 15527 782 14741 832 148.9! 85 1 148.71 89C 148.3 873 148.5. MWL-307 Overburden 15909 575 1511 61 C 152.9! 836 152.7: 88C 1524! 67C 15231 MWL-308 Overburden 15863 514 1514! 543 153. X 587 151* 586 1527 593 152.71 MWl-309 Overburden 15461 792 14&tt DRY 154.8 DRY 154.6 DRY 154.8 DRY 154.8 MML4W Overburden 139.ee 92C 150.41 MWL-311 Overburden 15733 823 149. 1( 873 14S.M 911 148.Z 94{ 147* 988 1478! P-2B Overburden 16593 sse 15757 896 158.9! 9 4 2 158.5 1002 155.9 1032 155.8 P-5A Bedrock 15761 1018 1474 10 8< 1470 1095 14S.S 112C 146.4 11 11 146. S P-5B Overburden 15817 635 151 S ee: 1515 89C 1512 862 151 & 672 1514! P-« Bedrock 15377 574 148.O 60C 1477 834 1474: 651 1472 65C 1472

MB Overburden 184.88 1055 154.X

WCM , . PZO-2

Overturten

OvMbvoen n 1".*4 - ,1SS.85

• 724 697

15131 150.81

•ZD-» Ovettirten 18040 84! 1519

PZR-1 Bedrock 15932 1102 ua3( 11 28 148.0 11 49 147 C 11 63 147 C 11 03 •MS. 2! PZR-2 Bedrock 15929 925 150.0 B5( 149.7: 984 1414 1006 148.2 1002 149.2 PZR-2R 15377 esc 144.9 83( 145.4 85 7 145.21 857 145.2 8« 145.1 PZR-2DR 15492 915 145.7 9 1C 145.8 933 145.5 922 145.71 944 145.4! PZR-4 Bedrock 15902 80S isa» 855 150.4 895 150.0 921 148.7 901 1500

PZR-4R 15395 74e 148.4! 77C 148.2 800 145.9 804 145.9 822 145.7PZR-4DR 15325 283 150.4 325 15001 3 7 C 1495 396 148.2 425 149. 0< RW-1 Overburden 15756 23 2C 134.31 23 4C 134.1 23 10 134.4 2315 134.4 23 3C 134.2 RW-2 Overburden 15651 2545 1310 25 9C 130.6 25 15 1319 25 SC 130.7 25 OC 1315

RW-3 Overburden 15724 25 OC 132.2 25 OC 132.2 2500 132.2 25 OC 1322 25 OC 1322

RW-4 Overburden 15819 16 7C 1414! 187; 1414 1700 1411 17 2C 140.9 17 0( 1411! RW-5 Overburden 15990 16 7C 14121 18 8C t43.1t 1480 145 1( 90C 150.* 132C 146.71 RW-« Overburden 15923 18 4C 140.S 18 SO 140.7 18 10 1411 1801 1412 183C wag: RW-7 Overburden 15716 18 5C 138.C 184: 138.7 1841 1317 168C 13&3 186C 138.5. RW-8 Overburden 15692 25 3C 1318: 2562 131 X 2545 1314 2555 1313 2530 131 C RW-9 Overburden 15888 2«4< 13C2 2660 130.0 2650 13O1 26 4C 1302 2650 i3an RW-10 Overburden 15847 2832 128.1! 28 2C 128.2 2835 128.1 28 3C 128.1 2840 12S.O RW-11 Overburden 15782 2310 134.7: 2305J 134.7 2315 134.6 23 OC 134.S 23001 134.8 RW-12 Overburden 15850 2240 138.11 22 1( 138.4C 22 1C 136.41 22 OC 136.51 22 OC 136.5 RW-13 Overburden 14951 4750 102.0 2771 1218 2834 1211 28 « 12O» 28 Of 1215

RW-1R Bedrock 15218 3128 12tt»( 31 15 1210 3344 118.7 31 5C 120.S 3252] 119.C IWM Overburden •tSSTS 772 1510

SO-702

W*?IBM Stream Gauge

Bedrock

14800

1«30 148.0 148.0 148.01 148.«

21 571 U8.0I

150.7 M» Bedrock 16182 21 81 159.S MW-707D Overturdan 15600 1048 145.& 1045 145.5 1072 U5.2 1043 145.57 1081 145.1! MW-707R Bedrock 15585 1038 W5.4 103C 145.5 10 5C 145.3 1041 145.4 1065! 145.21 MIM-7070R Bedrock 15672 1128 145.4 11 41 1452 11 62 145.1 11 67 145.0 11 75 144.9 PZ-02D Overtwden 15461 843 148.3 847 148.3 874 146.0 858 148.2 882 145.9 PZ-02M Overburden 15429 89 145.3 903 145.2 927 145.0 911 145.1 936 144.S MW-3 Overburden 153 11 842 144.6 847 144.6 87e 144.3 845 144.* 88C 144.3

DadKKA 22S.OO 77 00 148.61 MW-7MOR Bedrock 22486 7702 147S

NOTE " - Foe Information only no* required by Demonstration of Complance Plan (BB&L Jun« 1995) 0 * Static water ktvel at casing N/S = Not campled

N/A : Not appicabte

CM. - Could Not Locate

* Welt to be gauged monthly

=Addttional wefts lo be ouaoed as of 02/01 oer reouest of demajomts

TABLE 1 A (Cont.)

HYDRAULIC HEAD MEASUREMENTS

PIEZOMETER PAIRS WEEKLY GAUGING COMPARISON Piezometer pair

Oato CPZ-1/CPZ-2 CPZ-1/CPZ-2A CPZ-3/CPZ-4 CPZ-3/CPZ-4A CPZ-5/CPZ-6 CPZ-7/CPZ-8 CPZ-9/CPZ-10 07/03/02 010 1 11 1 00 232 10.59 378 202 07/10/02 054 1 61 060 1 99 990 420 200 07/17/02 034 1 46 044 1 83 887 437 1 99 07/24/02 07/31 /O2

018 016

1 32 1 25

029 022

1 64 1 55

866 841

481 456

160 164

0.10 Mm CPZ difference 10.59 Max CPZ Difference

TABLE 1-B

HYDRAULIC HEAD MEASUREMENT*

IHEZOMETBt W«W WEEKLY OAUOINO COMPAflMON August-02

OB/0 *02 08/1 t/02 08/S 1/02 08/30/02 CAMtt Denth aw Depth aw nap* aw Depth ow

Location Formation ELEVATION "to Water Ekvatfon lo Water Benfon toWeler BevMion to Water BeveMon

CPZ-1 Overburden 15973 981 149.93 1010 149.63 1040 149.33 1076 148.97

CPZ-1R' Bedrock 16132 559 155.72 921 152.11 676 154.51 714 154.11 CPZ-2 Oveiburden 15864 850 150.14 886 149.71 925 149.31 950 149.14

CPZ-2A Overburden 15886 758 151.2) 792 150.94 830 150.51 865 150.21

CPZ-2R • Bedrock 16079 520 155.51 882 151.97 638 154.41 678 154.03

CPZ-3 Overburden 15949 1248 147.03 1256 148.93 1286 146.83 1277 148.7!

CPZ-3R • Bedrock 16083 1015 150.0 1047 150.3S 1078 150.07 1093 149.91

CPZ-4 Overburden 15880 11 62 147.11 11 86 146.94 1218 148.6! 1251 146.2!

CPZ-4A Overburden 15S47 1097 140.V 11 33 148.14 11 91 147.51 1233 147.14

CPZ-4R • Bedrock 15873 942 149.3' 978 148.9! 1014 148.5! 10 3C 148.4!

CPZ-5 Overburden 15860 2011 138.41 2220 138.41 2035 138.2! 2036 138.24

CPZ-5R • Bedrock 15852 1324 145.21 1356 144.91 1373 144.71 1362 144.91

CPZ-6 Overburden 15447 625 148.2: 710 147.37 630 141.17 768 146.71

CPZ-flA Ovwbunten 198.17 1003 148.14

CPZ-6R • Bedrock 15449 738 147.11 767 146.8! 798 146.51 790 146.51

CPZ-7 Overburden 15954 11 22 148.31 11 60 147* 11 4C 148.14 11 17 148.37

CPZ-7R • Bedrock 15861 587 152.7' 62C 152.41 643 152.11 641 152.21

CPZ-6 Overburden 18035 714 153.21 751 15284 776 152.5! 757 152.71

CPZ-8R ' Bedrock 16080 870 152.K 904 151.71 926 151.54 904 151.71

CPZ-9 Overburden 16056 638 154.11 7 11 153.4! 724 153.3! 700 153.51

CPZ-9R • Bedrock 16245 606 15S.3S 660 155.8! 695 155.5( 792 154.5!

CPZ-10 Overburden 16097 552 155.4! 596 155.0' 622 154.7! 591 155.01

CPZ-10R ' Bedrock 16097 4 1C 158.17 467 158.31 504 155.9: 50C 155.97

m-z* Overburden 1S».4«

MW-121A Bedrock 15306 727 145.71 755 1455' 772 145.34 78C 145.21

MW-125A' Bedrock 15787 452 153.3! 486 153.0' 5 17 152.71 531 152.51 MW-125C Bedrock 15799 96C 141.31 998 148.0' 1003 147.91 10 1C 147.81

WV-204A Bedrock 15087 536 145.5' 554 145.3: 564 145.2! 535 145.51

MW-408 Bedrock 15936 1273 148.8: 1298 148.31 13 1« 146 2( 13 16 148.21 MW-409 MW-414

Oveiburden Bedrock

15941

161 18 735

1350

152. (H

147.81 705

1372

152.31 147.41

765

1385

151.71 147.3:

775

13 SC 151.X 147.31

MW-415 Overburden 16065 8 Of 152.51 82' 152.4. 83! 152.27 846 152.11 MW-416 Bedrock 15984 11 20 148.8 11 41 148.4: 11 63 148.2' 11 58 141.21 MN-704D Overburden 15337 833 14S.IV 852 144.8! 867 144.7( 838 144.*! MW-704M JNV-704R

OvertiFden Bedrock

15255 151 88

753

945

145.0; 142.2'

772 1013

144.8: 1*1.5:

787

985

144.61 141.«'

760 978

144.9! 141.8!

MW-7040R Bedrock 15306 309C 122.11 3094 122.1; 3292 120.1' 31 88 121.11

MW-70SDR Bedrock 16089 64C 154.4: 663 154.01 715 153.7 73 2 153.57

MWL-301 Overburden 16033 513 155.21 549 154.81 573 154.84 446 155.17

MWL-302 Overburden 161 SO 744 154.11 7 76 153.8 806 15J.51 792 153.61 MWL-304 Overburden 15999 657 153.41 686 153.1: 703 152.M 695 153.0

MWL-305 Overburden 15901 77C 151.3' 792 151.01 805 150. « 8 1C 150.9'

WM.-306 Overburden 15527 844 148.6: 87el 14(4! 935 145.9; 935 145.9; MWL-307 Overburden 15909 671 152.31 687 152.2; 70C 152.01 7 14 151.9! MWL-308 Overburden 15863 OCX 152.8: 613 152.51 628 152.3! 837 152.21 WVL-309 Overburden 15461 DRY 154.8 DRY 154.8 DRY 154.6 DRY 154.6 WWI-S10 Overburden 199.69 1033 149.3: MWL-311 Overburden 15733 952 147.8 1006 147.27 1050 146 r 1095 146.31

P-2B Overburden 16593 975 158.11 1072 155.2 11 13 154.8X 11 82 154.3

P-5A Bedrock 15761 103C 147.3 11 62 1459! 11 93 145.61 11 78 145.8: P-5B Overburden 15817 11 21 146.9! 687 151 31 72: 1509! 627 151. W P-6 Bedrock 15377 653 147.2' 671 147.C" 7 12 146.6! 698 146.7!

M« Overburden 1S488 10 8( 1540:

rao-i Overburden 158.54 768 150.81

PZO-2 Overburden 159.8! 938 150.47

•ZM Overburden 16040 89C 151. 5(

PZR-1 Bedrock 15932 11 72 147.81 1205 147.27 12 14 147.11 12W 147.21 PZR-2 Bedrock 15929 1018 148.1 1053 148.71 1093 148.61 1082 148.47 PZR-2R 15377 867 145.K 890 144.8 90C 144.77 885 144.9: PZR-2DR 15492 945 145.47 983 145.2! 970 145.2 936 145.5! PZR-4 Bedrock 15902 962 14>.4( 990 149.1: 1022 148.81 103C 148.7; PZR-4R 15395 827 145.8 850 145.4! 860 145.3! 842 145.5

PZR-4DR 15325 448 148.77 484 148.4 517 148.0! 528 147.97

RW-1 Overburden 15756 23 1C 134.41 2305 134.5 23 2C 134.31 2315 134.4

RW-2 Overburden 15651 25 4< 131.1 25 41 131.1 25 3< 131.2 24 7C 131.8 RW-3 Overburden 15724 2525 131.9! 2510 132.1. 25 OC 132.2. 2435 132.8! RW-4 Overburden 15619 1681 141.3: 1700 141.1: 17« 141.1! 170C 141.1! RW-5

RW-6

Overburden OvertHjrden

15990

15923 940

1865

150.5( 140.5

1250

1850 147.4( 1407:

1195

185;

147.9: 140.7

110C

180C

148.9C

141.2: RW-7 Overburden 157 16 1825 138.8 1880 136.31 189C 138.21 1855 138.6 RW-8 Overburden 15692 2550 131.4: 2560 156.8: 2562 131. JC 2565 131.27 Hw-a Overburden 15668 2655 110.1 2660 130.0! 2650 130.1 2854 1H.«! RW-10 Overburden 15647 2875 127.7: 310 125.47 2834! 128.1 28 4( 128.07 RW-11 Overburden 15782 2310 134.7; 2320 134.8: 23 8C 134.0 23 OC 134.1 RW-1 2 Overburden 15850 2235 136.1! 2240 136.11 22 OC 158.51 22 OC 136.51 RW-1 3 Overburden 14951 2825! 121.21 2840 121.1 2898 120.5: 2772 121.7! RW-1R Bedrock 15218 31 04 121.1. 3090 121.21 33 6C 118.5! 31 97 120.2

TW-7* Overburden 198.72 823 1504!

SG-702 Stream Gauge 14600 14I.W 148.01 US 01 148.W

MW-702DR Bedrock 1*1.30 2343: 157.87

P-IA Bedrock 111.97 23 6C 158.0:

MW-7070 Ovarburdtn 15600 10 771 145.2 1098 145.0: 1091 145.0! 103: 145.6! MW-707R Bedrock 15585 1002 145.2 1083 145.0; 1092 144.9 1053 145.3: MW-707DR Bedrock 15672 11 71 145.0 1200 144.7; 12 1C 144.6 11 96 144.71 PZ-02O Overburten 15481 ee< 148.0 90. 145.77 9CX 145.7 87< 146.1 PZ-02M Overtxrten 15429 932 144.97 957 144.7; 960 144.6' 924l 145.0

WW-3 Overburden 15311 877 1443. 90 144.11 898 1441: 835 144.71 MW-7MR Bedrock 236.80 7724 148.31

MW.7MDR Bedrock 22485 7706 1477!

NOTE.

• - For information only, not required by Demonstration of Compliance Plan (BB&L, June 1995)

0 = Static water level at casing NTS = Not sampled

N/A = Not applicable

CNL = Could Not Locate

= Wefts to be gauged monthly

= Additional well* to be uuaoed as of 02/01 per request of demaximis

Date

08/07/02

08/14/02 08/21/02 08/30/02

TABLE 1-B (Cont.)


NTCRA 1 PIEZOMETER PAIRS WEEKLY GAUGING COMPARISON

Piezometer pair CPZ-1/CPZ-2A CPZ-3/CPZ-4A CPZ-5/CPZ-6 CPZ-7/CPZ-8

1 36 147 973 489 1 31 1 21 10.97 490 1 23 073 992 445 1 24 0.42 855 441

0.42 Mm CPZ difference 10.97 Max CPZ Difference

CPZ-9/CPZ-10 1 27 1 56 1 43 1 50

TABLE 1-C

HYDRAULIC HEAD MEASUREMENTS , ..;

PIEZOMETER PAJRS WEEKLY OAUOINO COMPARISON

september-02 • OtVM/02 OW1 102 09/1 8W2 OW2S/D2 oam M» . ••:-;

:

CASINO Dqrth <Mf Oepth «W Oep<h aw 0^<h ow (tat* aw . J|>M«BB Fonnttn UVATtON to Water toWelw tterafen toWrter anHtan to Watw Bmtfen to Water tkmdonl

CPZ-I Overburden 15973 1074 14I.M 1058 141.1! 10 75 14t.ll 10B5 141.11 108S 14111 CPZ-1R' Bedrock 1B132 682 1S4.« 6.98 154.34 710 154.2! 740 153.1; 7 IB 154.11 :pz-2 5PZ-JA

Overburden Overburden

15894 1MM

930 847

149.3J 1SO.M

920 841

149.44

151.4!

948

87 1

141.11 1M.1!

968 887

141.M 141.91

966 886

141.11 1W.«

CPZ-2R ' tedrock 18079 643 154.31 660 154.11 670 154.01 702 153.77 678 154.11 CPZ-3 Overburden 15949 1262 148.17 1255 144.H 1265 146.W 12 7« 141.7: 1267 141.1' CPZ-3R ' Bedrock 18083 1062 150.2-1 1051 1M.31 1077 151.M 1098 141.17 1085 141.11 CPZ-4 Overburden 15880 1222 148.51 11 B6 14I.M 1211 146.11 1235 141.4! 1226 141.5! «MA OnrtwdM 1S»47 1207 147.4C 1142 141.0! 1202 147.4! 1232 147.1! 1228 147.11

CPZ-4R ' Bedrock 15873 1007 14».« 996 141.77 1024 141.41 1042 141.31 1042 141.3-IPZ-5 Overburden 15880 2023 131.37 1995 131.6! 2020 131.41 2020 131.41 2015 m.4!

:PZ-SR • ledrock 15852 1323 145.21 1303 145.41 1338 145.14 1352 14S.M 1340 145.1! CPZ-6 ;PMA

Overburden Overburden

15447 15»,17

542 14t.« 585 14t.(] 522 149.2! 585 141.1] 524 948

141.1! 141.11

CPZ-6R ' bedrock 15449 746 147.C 723 147.21 753 146. H 778 141.71 777 141.7! :pz-7 Overburden 15954 1091 14tl< 11 05 141.41 11 17 141.37 11 15 141.11 11 08 141.41

CPZ-7R ' Bedrock 15881 602 152.51 615 152.41 640 152.21 657 152. fc 642 152.11 CPZ-« Overburden 18035 66C 153.7! 713 153.2! 727 153.01 762 152.7! 725 153.11 ;PZ-SR • Sedrock 16080 86C 152.21 BM 152.24 900 151. l( 928 151.5! 907 151.7!

CPZ-9 Overburden 18058 62! 154.21 716 153.41 728 153.21 757 152.H 73i 153.1! CPZ-8R ' Bedrock 18245 635 158.11 675 155.71 686 155.51 72! 155.11 705 155.41 :PZ-IO Overburden 18097 SOI 155. tl 583 155.1J 596 155.91 637 154.11 6 1C 154.1: CPZ-10R • iedrock 18097 442 151.5! 471 15621 49C 156.07 535 155.1; 507 155.11 JH-J" MW-121A

Overburden Bedrock

1*1.41, 15308 741 145.51 738 145.61 748 145.51 764 145.4; 77! 145.21

HW-125A' iedrock 15787 444 153.4: 445 153.4; 4 55 153.3! 4 81 152.K 451 151.M IIW-125C" MW-204A

iedrock Bedrock

15799 15087

»6! 51:

141.31 145.7.

96G 53(

141.31

145.5

980

53 3

141.11 145.5.

98! 55 3

141.11 145.3.

982 588

141.17 144.11

HW-408 Bedrock 15938 1281 144.41 1275 146.6 1301 141.31 1317 141.11 1302 141.3. WIM09 Oveiturden 15941 725 152.11 73( 152.1 755 151. W 77; 151.11 765 151.71 HWM14 Bedrock 181 18 134! 147.71 1343 147.7! 1375 147.4; 13 84 147.3 1372 147.41 MW-415 Overburden 18085 80! 152.5? 805 152. K 82! 152.37 84( 152.11 84C 152. J! «IW-41« iedrock 15984 11 22 141.6: 11 2: 141.1: 11 47 141.37 11 62 141.2; 1143 141.4-•W.7MO Overburden 15337 814 145.2: 832 145.0! 832 145.9! 853 144.U 89! 144.31 JW-704M Overburden 15255 735 145.21 75; 145.9 75C 145.0! 77! 144.11 B1! 144.3; MW-704R Bedrock 15168 98! 141.77 987 141.71 935 142.31 915 142.51 11 15 140.5•W704DR Bedrock 153 06 3215 129.9' 3124 121.1; 31 0! 121.K 3261 121.4! 3262 120.4. MW-7050R MWL-301

Bedrock Overburden

18089 16033

703 357

153.81 159.71

69C 53!

153.91

154.9!

724

541

153.6! 154.9;

74( 585

153.4: 154.41

742 553

15347 154.K

MWl-302 Overtxrden 161 60 set 154.71 761 153.9< 77 2 153.11 804 151.54 775 153.1! MWl-304 Overburden 15999 613 153.81 671 153.2: 697 153.6! 71! 152.11 70« 152.1: •IWI-J05 Overburden 15901 647 152.51 767 151.H 784 151.17 8 1C 1M.I' 7«0 151.4-MWl-306 Overburden 15527 396 151.3 69: 141.3! 812 147.1! 85! 141.11 75C 147.7: MWl-307 Overburden 15909 685 152.2' 67( 152.31 695 152.1' 70! 152.0 705 152.1. MWl-308 Overburden 15863 595 152.61 59; 152.7 6 i e 152.47 633 152.31 828 152.3! MWL-309 Overburden 15461 915 145.41 591 141.71 51 2 141.41 66C 141.0 4 1C 158.5HWH1I> Onrtwdwi 151 M 1042 141.2' HWl-311 Overburden 15733 715 150.11 945 147.11 943 147.K 1008 147.2! 920 141.1: P-2B Overburden 16593 1077 155.11 1045 155.41 1093 155.K 11 111 154.11 11 1C 154.1: P-5A Bedrock 15761 11 K 148.2! 11 15 146.41 114! 141.1: 11 7( 1459 116! 145.11 P-5B' Overburden 15817 535 152.C 61! 152.0. 587 152.31 657 151.11 565 152.5 P-8" Bedrock 15377 63( 147.3! 605 147.7; 64: 147.3. 67< 147.8 671 147.*

**>ZO-1 . Dvwbnrdwi Overtwden

184M 15854

110!

76(

153.1: 15l.»

•204 •aw

Owfaordn Ovwtu-ihn

15888 18040

»3( 89C

151.5: 151.51

PZR-1 Bedrock 15932 11 7( 147.6: 11 67 147.1! 11 9< 147.31 1202 147.31 11 X 147.4. PZR-2 Bedrock 15929 1045 148.* 102: 141.01 1041 141.1! 1042 141.1: 1042 141.11 PZR-2R 15377 85: 145.21 872 145.0! 868 145.0! 892 144.1! 89C 144.1 'ZR-20R 15492 91: 145.7! 942 145.51 94( 145.5: 96: 145.21 90: 145.2: PZR-4 Bedrock 15902 1005 14».l 98! 149.1. 1020 141.1: 1033 141.11 1024 141.7 PZR-4R 15395 817 145.71 835 145.61 832 145.1: 85} 145.3! 845 145.51 'ZR-40R 15325 501 141.1! 498 141.27 52 1 141.0. 542 147.1: 54! 147.11 RW-I Overburden 15758 2311 134.4 2360 133.9! 2320 134.31 2260 114. K 23 2C 1M.1

RW-2 Overburden 15651 2591 130.1 25 X 131.2 2561 1M.9 2580 1M.7 25 SC 134.7 RW-3 Overburden 15724 25 4t 131.» 2511 132.1 2510 132.1. 2510 132.1 25 1C 1111

RW^4 Overburden 15819 1701 141.1! 17 (X 141.1! 13 (X 145.1! 1671 141.4! 1681 141.1 tfH-t Overburden 15990 981 150.11 ISM 144.91 1610 143.ll 17 1( 142.11 150C 144.* RW-6 Overburden 15923 18 2C 141.0: 1820 141.0: 1810 141.1: 1810 141.1: 18 2C 141.0: RW-7 Overburden 15716 185! 138.6 1825 131.9 1902 131.1' 161! m.oi 17 8C 1M.5I RVW

Rw-g Overburden Overburden

15692 15668

25 6C 2641

131.3: 136.2!

2565 2645

131.27

1J0.2

2570 2655

131.2; 130.1

2580 26 61

131.1: 130.0!

25 5C 26 5C

1314

1311

RW-10 Overburden 15647 28 4C 12167 2845 121.0: 2870 127.77 2880 127.17 28 6C 127.1? RW11 Overbirden 15782 2301 134.1: 2321 134.8 2315 134.87 231: 134.71 23 0( 134.1 RW-12 Overbu-den 15850 2201 1H.5I 22 21 136.31 2232 131.11 2225 136.2! 22 4C 134.11 RW-tl WV-tR TVW»

Overburden Bedrock OVKtWdn

14951 15218 1S*W

2715

3237 122.31 111.1

2700 31 2'

122.5 120.9.

275; 31 o;

121.9! 121.11

274}

3280 122.0! 118.31

52 7C

33 9C

7«

M.I-

111.2! 151.*

SG-702 Streim Qiuoe 14800 141.0! 141.01 141.01 141.11 141.0

•WWWWI Bednx* 1*1 SO 2331 157.9 M* ', Bedmck 111 .8] 23 4« 15l.1i WW-707D Overburden 15800 102; 145.7! 108: 145.1! 1061 145.3. 1092 145.1! 107 ' 145.2: MW.707R Bedrock 15585 103. 145.5 1067 145.1! 10 «< 145.2! 108: 145.1: 108: 145.1: MW-707DR Bedrock 15672 11 6: 145.0! 11 81 144.1: 11 72 145.01 11 98 144.7. 11 87 144.1 PZJJ2O Ovwburden 15481 84! 144.3 88: 145.« 875 148.X 900 145.1 8« 145.1 PUB* Overbu-den 15429 go, 145.2 938 144.1 928 145.» 952 144.77 93» 144.1 MW.3 Overbu-den 15311 822 144.1 678 144.3 867 144.4 888 144.2 871 144.4 •TW71IA Bedrock Z».W 77 31 141.3 HW-7WOII Bedrock 224 85 7718 147.67

NOTE:

' - For information only, not required by Demonstration of Compliance Plan (BB4L, June 1995) 0 = Static water level at casing N/S = Not sampled N/A Not applicable CNL = Could Not Locate

= Well* to be gauged monthly. = Additional wells to be uuaoed a* of 02/01 oer reouest of demaximis

TABLE 1-C (Cont.)


PIEZOMETER PAIRS WEEKLY GAUGING COMPARISON

Date

09/04/02

09/11/02 09/18/02 09/25/02 09/30/02

CPZ-1/CPZ-2A

1 40 1 30 1 17 1 11 1 12

Piezometer pair CPZ-3/CPZ-4A

053 1 11 061 042 0.37

CPZ-5/CPZ-6

1068 997

10.85 1022 1078

CPZ-7/CPZ-8

512 473 471 434 464

CPZ-9/CPZ-10

1 60 1 74 1 73 1 61 1 70

0.3710.85

Mm CPZ difference Max CPZ Difference

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NON-TIME-CRITICAL REMOVAL ACTION (NTCRA) NO. 1 AND 2 ... · Non-Time-Critical Removal Action No. 1...

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Transcript of NON-TIME-CRITICAL REMOVAL ACTION (NTCRA) NO. 1 AND 2 ... · Non-Time-Critical Removal Action No. 1...