l-|cindGx ®

March 6, 1998

SDMS DocID 000005665

Ms. Karen Lumino United States Environmental Protection Agency 90 Canal Street Boston, MA 02114

Re: SRSNE Site NTCRA1 Demonstration of Compliance Report #3|

Dear Ms. Lumino:

Enclosed please find Demonstration of Compliance Report #31 for the SRSNE Site. Based on the monitoring data presented in the report, the performance standards specified in the Demonstration of Compliance Plan were achieved during the period from January 31 through February 27,1998, with one exception. For a brief period of time on February 11, the groundwater containment system did not fulfill the Reversal of Gradient Test Requirement #2 for compliance piezometer pair CPZ-5 and CPZ-6. However, corrective actions were immediately taken and the groundwater containment system met the performance standards specified in the DCP.

If you should have any questions regarding the report, please contact me.

Sincerely, Handex of New Englan Inc.

Elizabeth M. Anderson Civil Engineer

t

Joseph Landyn, LSP General Manager

enc ccw/enc.: John Rudisill, Avery Dennison

Gus Moody, James River Corporation Bruce Thompson, de Maximis, Inc. Dan Kogut, Aaron Environmental Specialists Mike Gafell, Balsland, Bouck & Lee, Inc. Kevin Barrett, CTDEP

tr

398 Cedar Hill Street, Marlborough, MA 01752 • (508) 481-5750 • Fax: (508) 481-5159

x

34 '98 08: Bl FR JfirEb RlUt""? hNU-LNU 804 64^ 4 job* "J yit>Ub-4blDl'

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

DEMONSTRATION OF COMPLIANCE REPORT #31

SOLVENTS RECOVERY SERVICE OF NEW ENGLAND, INC. SUPERFUND SITE

SOUTHINGTON. CONNECTICUT

February 1998

Respondent Certification

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

Date: A//?: A. J. Moody SRSNE PRP Group Coordinator

MftR 03 '98 15:06 50S 481 5159 PA3E.02

** TOTfiL PQGE.E1

REPORT

Non-Time-Critical Removal Action No. 1 Demonstration of Compliance Report #31

January 31 through February 27, 1998

Solvents Recovery Service of New England, Inc.

Superfund Site Southington, Connecticut

Prepared for: SRSNE PRP Group

February 1998

Prepared by:

HANDEX OF NEW ENGLAND, INC. 398 Cedar Hill Street

Marlboro, Massachusetts 01752 (508)481-5750

TABLE OF CONTENTS

1.0 INTRODUCTION 1

1.1 GENERAL 1 1.2 AMENDMENTS TO DEMONSTRATION OF COMPLIANCE PLAN 2 1.3 REPORT ORGANIZATION 2

2.0 DATA ACQUISITION AND RESULTS 3

2.1 GENERAL 3

2.2 CONTAINMENT SYSTEM MONITORING 3 2.2.1 Reversal of Gradient Test - Requirement #1 4 2.2.2 Reversal of Gradient Test - Requirement #2 5

2.3 TREATMENT SYSTEM MONITORING 7 2.3.1 Flow Rate Data 7 2.3.2 Sampling Results 7

3.0 CONCLUSIONS AND SYSTEM ADJUSTMENTS 8

3.1 GENERAL 8 3.2 SYSTEM ADJUSTMENTS 8

Tables

Table 1 - Hydraulic Head Measurements - February 4, 11, 18 and 27 Table 2 - Influent and Effluent Flow Rate Data Table 3 - Influent Sampling Results Table 4 - Effluent Sampling Results

Figures

Figure 1 - Overburden Hydraulic Head Contours - February 27,1998 Figure 2 - Hydrographs of CPZ-5 and CPZ-6

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

(NTCRA 1) groundwater containment and treatment system at the SRSNE Site in Southington,

Connecticut This OCR presents data collected during the period of January 31 through 27,1998. The

data presented in this OCR were obtained in general accordance with the United States Environmental

Protection Agency (USEPA)-approved Demonstration of Compliance Plan (DCP) (BBL, June 1995).

The data acquisition schedule, reporting, and evaluation requirements for this and future OCRs were

described in the DCP.

The groundwater containment system is installed in the Containment Area (Figure 1), 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 sheetpilmg) 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.

Demonstration of Compliance Report January 31 1998 through February 27 1998

1.2 Amendments to Demonstration of Compliance Plan

Overburden compliance piezometers, CPZ-2A, CPZ-4A, and CPZ-6A were installed to provide

hydraulic head data adjacent to the south, southeast, and east sides of the hydraulic barrier wall

(Figure 1). Hydraulic head data from these three additional piezometers was used to demonstrate the

effectiveness of the groundwater containment system. Long-term dewatering of the overburden

groundwater flow system has shown that compliance piezometers CPZ-2, CPZ-4, and CPZ-6 are

appropriate to demonstrate the steady-state effectiveness of the system.

1.3 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).

Demonstration of Compliance Report January 31 1998 through Fehruatv 27 1988

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 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.

Demonstration of Compliance Report January 31. 1998 through February 27. 1998

2.2.1 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 on February 4, 11, 18 and 27, 1998, 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 four weekly rounds of overburden hydraulic head data measured at the above-listed wells and the

compliance piezometers are presented in Table 1. The overburden hydraulic head data measured on

February 27,1998, presented as contours on Figure 1, indicate that the horizontal hydraulic gradient

between the SRSNE Operations Area and the extraction wells was southeastward 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 Figure 1.

Demonstration of Compliance Report January 31 1998 through February 27. 1998

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). 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, however, 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 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 Table 1 and are used to develop the hydraulic head contours shown on Figure 1. 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-2, CPZ-4, CPZ-6, CPZ-8, and CPZ-10, respectively). As indicated by the hydraulic head data,

the required 0.3-foot head differential was achieved at all five pairs of overburden compliance

piezometers for the four weekly rounds of overburden hydraulic head measurements, which fulfills

Reversal of Gradient Test Requirement #2 (Table 1).

Demonstration of Compliance Report January 31 1998 through February 27 1998

The inward head differentials measured weekly at the overburden compliance piezometers between

January 31 and 27, 1998 ranged from 0.34 feet (CPZ-2/CPZ-1 on February 27, 1998) to 10.44 feet

(CPZ-6/CPZ-5 on February 27,1998). The containment system, therefore, met the requirements of the

DCP during the period between January 31 and February 27, 1998.

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. These data are presented as

hydrographs on Figure 2.

Referring to Figure 2, several groundwater elevation fluctuations measured in CPZ-5 are associated

with periods of treatment plant downtime. The first, on February 11 at approximately 0100, was the

result of a process pump failure. The plant operator responded and arrived on site at 0500. The

failure was immediately corrected. The compliance piezometer elevations were automatically logged

at 0600 on February 11. The plant operator manually checked the elevations at 0600, it was then

determined a loss of containment had occurred. The EPA was notified of the loss of containment on

February 13, 1998.

Second and third elevation fluctuations occurred on February 13 and February 18, respectively. These

were the result of excessive rainfall and mechanical failures in RW-2. The pump failure was

corrected. It took several hours to return the plant to operation. The hydraulic head at inner

compliance piezometer CPZ-5 was at least 0.3 foot lower than that at outer compliance piezometer

CPZ-6 throughout the period covered by this OCR except for a period less than 1 hour on February 11,

1998. The hydrographs of CPZ-5 and CPZ-6 agree with the February 27, hydraulic head contours,

indicating an inward head differential of at least 0.3-foot in the center of the hydraulic barrier wall

during the period.

6

Demonstration of Compliance Report January 31 1998 through February 27 1998

2.3 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 2.3.1 and 2.3.2, respectively.

2.3.1 Flow Rate Data

The influent and effluent flow rate at 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 cumulative volume of influent pumped each week to the treatment system from

the containment system extraction wells and treatment system effluent pumped to the Quinnipiac River

are presented on Table 2. These data show that the near steady-state rate of the treatment system

influent flow rate is approximately 20.66 gallons per minute (gpm).

2.3.2 Sampling Results

Samples of groundwater treatment system influent and effluent were obtained on February 4 and 18,

1998. The available analytical results from influent and effluent samples obtained on February 4 and

18,1998, are summarized on 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.

Demonstration of Compliance Report January 31 1998 thrniinh February 27 1998

3.0 CONCLUSIONS AND SYSTEM ADJUSTMENTS

3.1 General

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

above, the performance standards specified in the DCP were achieved during the period from January

31 through 27, 1998, with one exception. For a brief period of time on February 11, the groundwater

containment system did not fulfill the Reversal of Gradient Test Requirement #2 for compliance

piezometer pair CPZ-5 and CPZ-6. However, corrective actions were immediately taken and the

groundwater containment system met the performance standards specified in the DCP.

3.2 System Adjustments

No major maintenance or repair activities were performed during the period of this OCR.

TABLE 1 Hydraulic Head Measurements

February 1998

020*96 02/11/98

CASING Depth OW Depth OW Location cuiiiiMtion ELEVATION to Water Elevation to Water Elevation

CPZ-1 Overturn*! 15973 505 154.81 474 154.M

CPZ-1R • Bedrock 181 32 000 111.3; 000 1(1.3!

CPZ-2 Overburtan 15864 352 1S8.1; 330 166.3"

CPZ-2A Overburten 15888 292 156.11 253 1M.3!

CPZ-2R' Bedrock 18079 000 1M.71 002 1(0.71

CPZ-3 Overburden 15949 1026 141.2! 995 14J.&.

CPZ-3R • Bedrock 18083 551 155.3; 503 1M.X

CPZ-4 Overburden 15880 696 HI .8: 687 in.*: CPZ-4A Overburden 15947 707 1S2.« 693 152.5­

CPZ-4R • DeUiixk 15873 510 153.6; 491 153.8;

CPZ-5 Overburden 15860 1477 143.8: 1035 14».2(

CPZ-5R ' DetJiuLk 15852 900 i4i.s; 671 151.11

CPZ-6 Overburden 15447 300 1(1.41 320 151.27

CPZ-6A Overburden 15817 610 112.01 572 152.41

CPZ-6R' Bedrock 15449 408 1(0.41 426 150.2;

CPZ-7 Overbuden 15954 609 153.41 545 154.01

CPZ-7R­ Bedrock 158 61 090 117.71 058 1U.O!

CPZ-8 Overburden 16035 558 154.77 561 1(4.7'

CPZ-8R­ D0drock 16080 820 1(4.11 624 154.51

CPZ-9 Overburden 16056 370 156.81 348 1(7.01

CPZ-9R' Deujuik 16245 220 160.21 196 150.61

CPZ-10 Overburden 16097 302 1*7.11 261 155.31

CPZ-10R ' Dediixk 16097 000 110.17 000 150.97

DNW Overburden 15848

MW-125A­ Bedrock 15787 055 187.3: 27 5 155.1;

MW-125C­ Dodrcck 15799 577 152.2; 561 15131

MW-40B Bedrock 15936 856 150.81 617 153.11

MW-409 Overtajrden 15941 407 16C.K 363 155.71

MW-414 Bedrock 161 18 837 182.1' 677 164.4­

MW-415 Overburden 16065 48C 155* 443 156.2:

MW-416 Bedrock 15984 841 153.4: 503 154.8­

MWL-301 Overburden 16033 321 1«7.1; 278 157.51

MWL-302 Overburden 16160 608 158.5­ 614 16441

MWL-304 Overburden 15999 307 156,9: 301 156.91

MWL-305 Overbidden 15901 404 1(4.11 387 155.1.

MWL-306 Overburden 15527 482 150.41 511 1(0.11

MWL-307 Overburden 15909 323 1S4.W 29C 156.11

MWL308 Overburden 15863 287 155.71 240 156.Z

MWL-3O9 Overburden 15461 295 1(1 .* 330 1M.*

MWL-310 Overburden 15966 504 154.6; 468 154.*

MWL-311 Overburden 15733 541 1(1 .ft 525 152.01

P-2B Overburden 16593 491 161.0: 494 16091

P-5A­ Bedrock 15761 74C 150.2­ eac iu.r P-5B­ Overburden 15817 458 1(3.0 427 153.91

P-6* Bedrock 15377 352 160.2 387 150.11 P-16 Overburden 16488 68C in.oi 673 1(8.11

PZO-1 Overburden 15854 38S 154.41 333 iu.r PZO-2 Overburden 159 85 543 164.4: 482 158.0: PZCK3 Overburden 16040 50C 155.41 45J 1558.

PZR-1 Bedrock 15932 70S 1(2.2: 586 153.41

PZR-2 Bedrock 15929 72C 1(2.0: 627 153.0; PZR-« Bedrock 15902 55E 1(3.41 395 1(5,01

RW-1 Overburden 15756 1562 141.» 2017 137.31

RW-2 Overburden 15851 1632 140.1! 1372 142.71

RW-3 Overburden 15724 1921 131.0: 21 12 136.1: RW-4 Overburden 15619 14 6S 143.M 1468 143.5 RW-5 Overburden 15990 1372 14t.1l 1367 146.2:

RW-B Overburden 15923 1693 142.31 1632 142.9­

RW-7 Overburden 15716 1358 143.K 1501 142.11

RW-8 Overburden 15692 2382 1J1K 2187 136.01

RW-9 Overburden 15668 2718 119.51 2691 12».71

RW-10 Overburden 15647 25 2C 111.27 23 2C 133.21

RW-11 Overburden 15782 1933 138.4! 21 12 136.71

RW-12 Overburden 15850 1911 131.31 1912 131.31

TW-7A Overburden 15850 54! 153.0: 552 152.81

SG-702 Piezometer 14800 1.41 146.5! 1.40 146.61

NOTE: * - For information only, not required by Demonstration of Compliance Ran (BB&L. June 1995) 0 * Static water level at casing N/A = Not applicable

02/18/98 02/27/96

Depth OW Depth aw to Water Elevation to Water Elevation

468 156.0! 453 155.21

ooc 1(1.33 000 1(1.3! 322 156.4; 3 10 155.51 282 1(6.04 286 1«.« OOC 1(0.71 OOG 1(0.71

993 141.M 901 1(0.41 537 155.4* 49S 155.M

601 1(2.7! 609 182.71 655 1529; 654 152.9; 507 153.M 471 1(4.0;

10 X 141.31 1720 141.41

632 152.2C 958 141.11 247 1(2.00 263 15151

541 1(2.71 585 152.3; 381 150.81 357 150.9;

518 1(4.31 547 154.07 05C 1(1.11 010 151.51

472 155.53 535 1U.OI 547 165.33 582 154.91

322 15734 335 1(7.21 201 1(0.44 207 1(0.31 255 158.4; 292 15801 OOC 1(0.11 000 1(0.17

186 155.01 252 155.31 571 152.21 518 152.81

587^ 153.41 907 1(0.2) 327 155.11 306 156.3;

661 1(4.51 822 152.M

391 1M.74 357 157.M 444 155.41 617 153.67

178 15651 303 167.31 541 1551! 594 15851

271 1(7.21 280 167.11 324 155.71 300 156.01

328 1619! 336 1(1.11

218 155.91 220 156.61

211 1565; 175 158.81 236 1(2.2) 265 181.M

378 155.81 563 1(4.0! 262 154.71 451 152.6;

479 161 1« 35S 112.31 647 1(1.1' 714 1(0.47 364 154.5; 39C 154.27

291 15081 29E 1(0.1! 655 1553; 643 15641

301 155.5; 3 1C 1554.

450 155.31 462 155.2! 445 1U.M 426 1S6.K

613 153.1! 711 1(2.21

611 153.11 722 1(2.01 425 1(4.71 57C 111.1;

2301 134.51 23 8£ 133.87 1866 137.11 23 6C 132.81 2737 12981 2125 1 36.91

1562 142.51 149C 143.21

1211 147.7! 125C 147 .«

1636 140.81 1944 131.7!

11 81 145.31 1534 141.C

2451 132.41 21 9C 136.0: 2941 127.21 28 8C 12781

2793 1285. 25 1C 131.37 2204 13571 188C 131.0; 2141 137.0! 16 9C 141 M

472 153.71 521 153.2!

0.00 148.01 1.27 141.7!

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TABLE 3

SRSNE SITE NTCRA 1

GROUNDWATER CONTAINMENT AND TREATMENT SYSTEM INFLUENT RESULTS

I Parameter Concentration (mg/l) 2/4/98 | 2/18/98

Volatile Orgaric Compounds Trichloroethene 0.032 0.034

Tetrachloroethene 0.022 0.021 Toluene 4.600 2.200 Ethylbenzene 1.700 0.570 Xylenes, Total 1.100 0.650 Vinyl chloride 0.770 0.490

1, 1 -Dichloroethene 0.067 0.049

Tetrahydrofuran 1.000 1.000 1 ,2-Dichloroethene * 4.640 3.740 1 ,2-Dichloroethane 0.013 0.020 1,1,1 -Trichloroethane 1.300 1.100 1 , 1 ,2-Trichloroethane 0.020 0.020 Methylene chloride 0.180 0.095 Styrene 0.020 0.020 Alcohols Ethanol <5 <5 Methanol <5 <5 2-Butanol (sec-Butanol) 9.7 <5 2-Propanol (Isopropanol) <5 <5 Ketones Acetone 0.1500 0.130 2-Butanone (Methyl Ethyl Ketone) 0.3500 0.240

4-Methyl-2-pentanone (Methyl Isobutyl Ketone) 0.1600 0.062 B. INORGANIC PARAMETERS Metals Copper, Total <0.025 <0.025 Iron, Total 9.14 9.8 Lead, Total <0.005 < 0.005 Nickel, Total < 0.040 <0.040 Zinc, Total <0.025 <0.025

Notes: 1. MG/L = Milligrams per liter J = denotes an estimated value less than the Laboratory's Practical Quantitation Level. B = parameter detected in the laboratory method blank. * = 1,2-Dichloroethene represents cis and trans 1,2-Dichloroethene.

TABLE 4 SRSNE SITE

NTCRA 1 GROUNDWATER CONTAINMENT AND TREATMENT SYSTEM

EFFLUENT SAMPING RESULTS

Parameter

A. ORGANIC PARAft%¥fcRiVolatile Organic Compounds Trichloroethene Tetrachloroethene Toluene Ethylbenzene Xylenes, Total Vinyl chloride 1 , 1 -Dichloroethene Tetrahydrofuran 1 ,2-Dichloroethene * 1 ,2-Dichloroethane 1,1,1 Trichloroethane 1, 1 ,2-Tnchloroethane Methylene chloride Styrene Alcolrate Ethanol Methanol 2-Butanol (sec-Butanol) 2-Propanol (Isopropanol) KetOMS

Acetone 2-Butanone (Methyl Ethyl Ketone) 4-Methyl-2-pentanone (Methyl Isobutyl Ketone) B. INORGANIC PARAMETERS M— .ft 1— •••VIvl*

Copper, Total Iron, Total Lead, Total Nickel, Total Zinc, Total Other Total Suspended Solids (TSS) Peroxide pH (SU) Dioxins/Furans Total PCBs

Substantive Requirement Discharge Limits

Jmjf/l) ,

0.973 0.106 4.0 1.0

0.60 4.5O

- mee ^Q.SO

~s.o 0.25 4.0 0.26 15.O 0.50

1

U8M> " r S8SliM>

- ? JfikO ~ib.o J^

^5X> --iii tfio

- '"•* --ittf2;D

tMfl/davZlS

3.2 a/day 0.6

40.3 g/day

30.0 1.0

6.0 - 9.0 NL NL

Concer 2/4/98

0005 0005 0003 0005 0003 003 0005 025

0 188 0007 0 12 0005 0 14

0005

<5 <5 <5 <5

0 022 0025 0015

<331 (gpd) 0425

<0 66 (gpd) <0040

<3 31 (gpd)

<40 <02 8 21 NS

<0 5

NOTES mg/l = Milligrams per liter unless otherwise noted SU = standard units J = denotes an estimated value less than the Laboratory's Practical Quantitation Level B = parameter detected in the laboratory method blank NL = no limit specified NS = not sample (total PCBs analysis required monthly, dioxm/furan analysis required quarterly) ND = parameter not detected at analytical method detection limit

= 1,2 Dichloroethene represents cis and trans 1,2 Dichloroethene

itration (mg/l) 2/18/98

0005 0005 0011 0004 0005 001 0 37 0025 0 148 0005 0 19 0005 0082 0005

<5 <5 <5 <5

0071 0 015 0015

<331 (gpd) 0099

<0 66 (gpd) <0040

<3 31 (gpd)

<40 02

6 16 NS NS

s' .""I - Original includes eotor coding 1

Ul UJ<5:< I- l-CtQQ — >-££(£•* 9 cncno-u.—

Groundwater Elevation (ft/ms)

1-Feb

2-Feb

3-Feb

4-Feb

5-Feb

6-Feb i

7-Feb

8-Feb

9-Feb I

10-Feb

11-Feb -+

12-Feb

13-Feb '

0 14-Feb

15-Feb '

16-Feb

17-Feb

18-Feb

19-Feb

20-Feb

21-Feb

22-Feb

23-Feb

24-Feb

25-Feb

26-Feb

27-Feb

ol

S O 00 TJ

N O)

01