REPORT
REMEDIAL INVESTIGATION TONOLLI CORPORATION SUPERFUND SITE NESQUEHONING, PENNSYLVANIA
Project No. 89-599
December 30, 1991
PAUL C. RIZZO ASSOCIATES, INC. 220 Continental Drive - Suite 311 Newark, Delaware 19713 Phone: (302) 454-7902 X Telefax: (302) 454-7926
flR30|l*36 TABLE OF CONTENTS
Volume 1 of 4 PAGE LIST OF TABLES...... vi LIST OF FIGURES...... viii EXECUTIVE SUMMARY...... ES-l Remedial Investigation...... ES-l Geology/Hydrogeology...... ES-3 Nature and Extent of Onsite Materials ...... ES-3 Fate and Transport...... ES-5 Ecology...... ES-6 Risk Assessment...... ES-7 1.0 INTRODUCTION ...... i-l 1.1 PURPOSE OF REPORT...... 1-1 1.2 OBJECTIVES AND SCOPE...... 1-1 1.3 SITE BACKGROUND ...... 1-2 1.3.1 Site Decription ...... 1-2 1.3.2 Site Geology and Hydrogeology...... 1-4 1.3.3 Site History...... 1-6 1.3.4 Previous Investigations..... 7...... 1 -11 1.3.4.1 Soil...... 1-11 1.3.4.2 Byproducts...... 1-12 1.3.4.3 Groundwater...... :...... 1-14 1.3.4.4 Surface Water...... 1-15 1.3.4.5 Air Monitoring...... 1-16 1.4 REPORT ORGANIZATION ...... 1-17 2.0 FIELD INVESTIGATION ...... 2-1 2.1 SURFACE GEOPHYSICAL INVESTIGATION...... 2-1 2.1.1 Seismic Survey...... 2-2 2.1.2 EM Survey...... 2-2 2.1.3 Resistivity Survey...... 2-2 2.1.4 Metal Detection Survey...... 2-3 2.2 HYDROGEOLOGIC INVESTIGATION...... 2-4 2.2.1 Drilling and Monitoring Well Installation...... 2-4 2.2.2 Borehole Geophysics ...... 2-6 AR30U37 TABLE OF CONTENTS (continued)
PAGE
2.2.3 Permeability Testing...... 2-7 2.2.4 Water Level Measurements...... 2-8 2.3 MEDIA SAMPLING...... 2-9 2.3.1 XRF Screening of Soils...... 2-9 2.3.2 Soil Sampling Procedures ...... 2-10 2.3.3 Landfill...... 2-12 2.3.4 Byproducts and Sumps...... 2-12 2.3.5 Surface Water and Sediment...... 2-13 2.3.6 Groundwater...... 2-15 2.3.7 Seeps and Leachate...... 2-16 2.3.8 Air ...... 2-17 2.3.9 Building Inspection and Document Review...... 2-17 2.3.10 Health and Safety Procedures...... 2-17 2.3.11 Equipment Decontamination ...... 2-18 2.3.12 Sample Handling/Chain of Custody...... !...2-19 2.4 SITE ECOLOGICAL CHARACTERIZATION...... 2-20 2.5 TOPOGRAPHIC MAPPING AND SITE SURVEYING...... 2-20 3.0 PHYSICAL FEATURES OFTHE SITE...... 3-1 3.1 CLIMATOLOGY...... 3-1 3.2 SURFACEFEATURES...... 3-1 3.3 SURFACE WATER HYDROLOGY...... 3-3 3.4 SOILS ...... "....3-4 3.5 GEOLOGY...... 3-4 3.5.1 Regional Geology...... 3-4 3.5.1.1 Stratigraphy...... 3-5 3.5.1.2 Structure ...... 3-6 3.5.2 Site Geology...... 3-7 3.5.2.1 Stratigraphy...... 3-7 3.5.2.2 Structure ...... 3-9 3.6 HYDROGEOLOGY...... 3-10 3.6.1 Regional Hydrogeology...... 3-10 3.6.1.1 Direction of Groundwater Movement in Regional Aquifer...... 3-11 3.6.1.2 Hydraulic Characteristics of the Regional Aquifer...3-13
ii TABLE OF CONTENTS (continued)
PAGE
3.6.2 SiteHydrogeology...... 3-13 3.6.2.1 Direction of Groundwater Movement Beneath Site. .3-14 3.6.2.2 Hydraulic Characteristics of Saturated Overburden Beneath Site ...... 3-15 3.7 DEMOGRAPHY AND LAND USE...... 3-16 4.0 NATURE AND EXTENT OF ONSITE CONTAMINATION...... 4-1 4.1 SOILS ...... 4-3 4.1.1 Offsite Soils...... 4-3 4. 1. 1. 1 Additional Surface Samples ...... 4-5 4.1.1.2 Estimation of Power Plant Lead Emissions ...... 4-7 4.1.1.3 Calculation of Site-Specific Background 4.1.2 Onsite Soils...... 4-13 4.1.2.1 Surface and Near Surface Soils...... 4-15 4.1.2.2 0.5 to Two Feet...... 4-16 4.1.2.3 Three Feet ...... 4- 17 4.1.2.4 Five Feet...... 4-18 4.1.2.5 Greater Than Five Feet...... 4-18 4.1.2.6 Observations...... 4-18 4.2 SCRAP PiLES...... ~...... 4-20 4.3 BUILDINGS...... 4-21 4.4 BYPRODUCTS...... 4-21 4.4.1 Crushed Battery Casings...... 4-21 4.4.2 Drums of Melted Plastic...... 4-22 4.4.3 Excavated Soil and Sludge from USEPA Removal Action .... 4-22 4.4.4 Crusher Building Piles...... 4-23 4.5 LANDFILL...... 4-24 4.6 GROUNDWATER ...... 4-27 4.6.1 Total Inorganics...... 4-30 4.6.2 Dissolved Inorganics ...... 4-31 4.6.3 Summary 7...... 4-34 4.7 SEEPS...... 4-35
111 TABLE OF CONTENTS (continued)
PAGE 4.8 SURF ACE WATER AND SEDIMENT...... 4-36 4.8.1 Bear Creek...... 4-37 4.8.2 Nesquehoning Creek ...... 4-38 4.8.3 Sump Sediments...... 4-39 4.8.4 Summary...... 4-39
4.9 AIR...... 4-40 5.0 ENVIRONMENTAL FATE AND TRANSPORT...... 5-1
5.1 Potential Migration Routes...... 5-1 5.2 Persistence...... 5-5 5.3 Migration ...... 5-6 5.3.1 Soils...... 5-6 5.3.2 Groundwater...... 5-9 5.3.3 Sediment ...... 5-14 6.0 SITE ECOLOGICAL CHARACTERIZATION...... 6-1 6.1 OBJECTIVES...... 6-1 6.2 METHODOLOGY...... 6-1 6,2.1 Terrestrial and Wetlands Habitat Characterizations...... 6-2 6.2.2 Terrestrial and Wetland Fauna...... 6-3 6.2.3 Surface Water Resources ...... 6-4 6.2.3.1 Habitat Assessment...... 6-4 6.2.3.2 Macroinvertebrate Community ...... 6-5 6.2.3.3 Fish Community...... 6-7 6.3 RESULTSOFTHESTUDY...... 6-7 6.4 CONCLUSIONS...... 6-10 7.0 SUMMARY AND CONCLUSIONS...... 7-1
REFERENCES
VOLUME 2 OF 4 APPENDIX A - Surface Geophysical Report
IV TABLE OF CONTENTS (continued)
APPENDIX B - Remedial Investigation Boring Logs - Remedial Investigation Well/Piezometer Installation Details - Borehole Geophysical Logs - Available Information on Other Wells - Test Pit Logs APPENDLX C - Hydraulic Conductivity Calculations APPENDLX D - X-Ray Fluorescence Screening Data
VOLUME 3 OF 4 APPENDIX E - Meterological and Air Sampling Data APPENDIX F - Site Ecological Characterization
VOLUME 4 OF 4
APPENDIX G - Validated Analytical Data APPENDK H - Statistical Calculations and Analytical Data for Coal and Ash LIST OF TABLES
TABLE No. TITLE 1-1 Summary of Previous Wastewater Sampling
1-2 Summary of Previous Groundwater Monitoring Analytical Results
1-3 Summary of Groundwater Monitoring and Analytical Results from the Panther Creek Energy, Inc. Bedrock Monitoring Wells. 1-4 Summary of Previous Surface Water Monitoring Analytical Results 2-1 Hydraulic Conductivity Values
2-2 Hydrogeologic Data
3-1 Geologic Data Summary 4-1 Round 1 Sampling Analysis Summary 4-2 Round 2 Sampling Analysis Summary ; 4-3 Round 1 Offsite Soil Sample Analytical Data 4-4 Round 1 Test Pit Soil Analytical Data
4-5 Round 2 Test Pit Soil Analytical Data 4-6 Round 2 Surface Soil Sample Analytical Data
4-7 Round 1 Byproduct Analytical Data
4-8 Round 2 Byproduct Analytical Data 4-9 Round 1 Landfill Waste Analytical Data
4-10 Round 1 Groundwater Analytical Data
4-11 Round 2 Groundwater Analytical Data
4-12 Round 1 Seep and Landfill Leachate Analytical Data 4-13 Round 1 Surface Water Analytical Data vi LIST OF TABLES (Continued)
TABLE No. TITLE 4-14 Round 2 Surface Water Analytical Data 4-15 Round 1 Stream Sediment Analytical Data 4-16 Round 2 Stream Sediment Analytical Data 4-17 Round 1 Sump Sediment Analytical Data
4-18 RI Air Monitoring Analytical Data
4-19 Data Qualifier Codes for Inorganic Data Validation
4-20 Data Qualifier Codes for Organic Data Validation 5-1 Results of Cation Exchange Capacity Analysis 6-1 RMC Surface Water Sample Location
7-1 General List of ARARs and TBCs for the Tonolli Corporation Site
7-2 Chemical-Specific ARARs and TBCs for Other Than Ground water and Surface Water
7-3 ARARs and TBCs for Groundwater and Surface Water
HR30IH3 LIST OF FIGURES
FIGURE No. TITLE
1-1 Site Location 1-2 Previous Sampling Locations, 1 of 2 1-3 Previous Sampling Locations, 2 of 2
1-4 Previous Air Sampling Locations
2-1 RI Sample Locations
2-2 Off-Site Soil Sample Locations
2-3 Byproduct and XRF Calibration Sample Concentrations 3-1 Aerial Photograph, May 8, 1981
3-2 USD A Soil Survey Map
3-3 Stormwater Piping and Underground Tanks
3-4 Plan Location Geologic Cross Section
3-5 Geological Cross Sections A-A1 and B-B1 3-6 Geological Cross Sections C-C' and D-D1 3-7 Potentiometric Surface Map for the Bedrock Aquifer West of the Tonolli Corporation Site 3-8 Maps of Hydraulic Head in Saturated Zone Near Surface of Alluvium, 12/19/90
3-9 Map of Hydraulic Head in Saturated Zone Near Alluvium/Bedrock, 12/19/90
4-1 Lead Concentrations in Soil (0 to 0.5 Feet) 4-2 Lead Concentrations in Soil (0.5 to 2 Feet)
4-3 Lead Concentrations in Soil (3 Feet)
4-4 Lead Concentrations in Soil (5 Feet) LIST OF FIGURES (Continued)
FIGURE No. TITLE
4-5 Lead Concentrations in Soil (Greater than 5 Feet) 4-6 Plan Location Lead, in Soil Profiles 4-7 Lead in Soil Profiles, Sheet 1 of 2 4-8 Lead in Soil Profiles, Sheet 2 of 2 4-9 Landfill Cross Section 4-10 Round 1 Groundwater Constituents 4-11 Round 2 Groundwater Constituents 4-12 Seep and Landfill Leachate Constituents 4-13 Round 1 Sump, Surface Water, and Stream Sediment Constituents 4-14 Round 2 Surface Water and Stream Sediment Constituents
4-15 Modeled Ambient Lead Concentrations
6-1 RMC Surface Water Resources Sampling Stations
ix AR30Ul»5 EXECUTIVE SUMMARY
This Executive Summary provides an overview of the remedial investigation phase of the Superfund process for the Tonolli Corporation Site located in Nesquehoning Borough, Carbon County, Pennsylvania, approximately 25 miles northwest of Allentown. The 30-acre site is situated within the Nesquehoning stream valley bounded by Broad Mountain to the north and Nesquehoning Mountain to the south. Nesquehoning Creek flows along the valley floor west to east approximately 50 feet south of the site and discharges into the Lehigh River approximately seven miles downstream.
Tonolli Corporation operated a battery recycling and secondary lead smelting plant from the Fall of 1975 until operations terminated in January 1986. The facility consisted of a battery receiving and storage area, battery crushing operation, smelter, refinery, wastewater treatment plant, an above-ground 500,000-gallon wastewater storage tank, a 500,000 gallon butyl rubber-lined waste lagoon, and a 10-acre butyl rubber-lined solid waste landfill. Existing site structures include a battery crushing building, a refinery building, air treatment units, a wastewater treatment plant, an above-ground 500,000-gallon storage tank, and a 10-acre landfill. The site is protected with an eight foot high security fence with three locked gates.
REMEDIAL INVESTIGATION The remedial investigation (RI) was conducted in accordance with the approved work plan prepared by Engineering-Science, Inc. (Engineering-Science, 1990) and in accordance with changes agreed upon with the USEPA. The scope of the field activities included the following:
• Surface geophysics,, - One seismic reflection noise test and seismic line (874.5 linear feet of profile). - Six seismic refraction profile lines (5923.5 linear feet).
ES-1 \ICDoUi\rcpoit\RIJoc v-.:-*r:-AR30IM*6 - Thirty-five Electromagnetic (EM) conductivity profiles consisting of 29,450 linear feet (667 stations). - Six Vertical Electrical Sounding (VES) stations. Meteorological study. Air Sampling Twenty monitoring wells. Three geotechnical test borings. Two landfill piezometers. Aquifer testing. Borehole geophysics. Water level measurements dght rounds). Test pit excavation and soil sampling (125 sample locations). • X-Ray Fluorescence Screening for lead (103 sample locations). • Off-site soil sampling (40 locations). • Surface water and sediment sampling (two rounds). • Groundwater sampling (two rounds). • Sampling of landfill material and water within the landfill. • Sampling of various waste materials on site. • Leachate and seep sampling. • Building inventory and site document review. • Site survey. • Characterization of terrestrial and wetland habitats and fauna. • Characterization of surface water habitats and macroinvertebrate and fish communities.
A total of 290 samples were analyzed, primarily for inorganics, although approximately 10 percent of Round 1 samples were analyzed for TCL and TAL parameters. Another 103 samples were screened onsite for lead using XRF techniques. Other physical and chemical parameters were analyzed as required or needed. All data analyzed by CLP protocol were validated. The validated analytical results were used to characterize the site.
GEOLOGY/HYDROGEOLOGY The natural geologic materiarimmediately underlying the site property consists of a Quaternary alluvium, ranging in thickness from 74 to 113 feet. A layer of
ES-2 ftR30 mine spoil ranging in thickness from 0 to 19 feet covers this alluvium within the site property line.
The surficial water table is a single water-bearing zone in the alluvial deposit and mine spoil materials beneath the Tonolli Corporation Site. Water level measurements from on-site monitoring wells indicate that the horizontal flow direction of the shallow groundwater is southeast across the site towards Nesquehoning Creek. Water level measurements also indicate that the vertical groundwater flow is downward under the northern portion of the site and upwards (discharging to Nesquehoning Creek) under the southern portion of the site. Hydraulic conductivities average 7.35 x 10'3 cm/sec.
The bedrock aquifer system which underlies the Tonolli Corporation Site is found in the Mauch Chunk formation. Wells in the site vicinity which are screened in the deeper bedrock aquifer exhibit artesian conditions which prevents leakage downward from the water table aquifer to the bedrock aquifer. The direction of groundwater flow in the bedrock aquifer is generally to the east.
NATURE AND EXTENT OF ON-SITE CONTAMINATION The site chemical characterization was conducted in two rounds. The following is a summary of the RI results.
SOIL AND WASTE MATERIAL
• Soil samples from 37 off-site locations were analyzed for lead. Native soils found west and upwind of the site have a mean background lead concentration of 433 mg/kg and a calculated upper-bound background concentration of 881 mg/kg. ————
* There appears to be an upwind source of lead, west of the Tonolli Corporation Site. • The waste piles, dust and sump sediments exhibited the highest lead concentrations that were found onsite. ES-3
Mcoolli\icport\RI.doc • More than 120 on-site soil samples were analyzed for lead, arsenic, cadmium, copper, and zinc and an additional 103 samples were screened for lead by XRF techniques. Visual inspection of on-site soil data yielded a correlation between increasing concentrations of lead and increasing concentrations of the remaining indicator inorganics.
• In those areas where surface soil is impacted with respect to lead, the impact is generally limited to the top three feet of soil.
• The impact of lead on on-site soil extends to about five feet deep along portions of on-site drainage ditches. • Two areas exist with lead concentrations greater than 1,000 mg/kg at a depth of ten feet; one area in the yard behind the refinery building and the other near the road and ditch between the operating area and the landfill.
• The landfill is lined with a synthetic membrane which is functioning as an effective barrier. This liner is containing a considerable amount of water resulting from precipitation.
GROUNDWATER
• One monitoring well (MW-12D) in the eastern portion of the site yielded water samples with dissolved lead levels above the mean and calculated upper-bound background level.
• Dissolved cadmium tended to be elevated with respect to the mean background level in groundwater at monitoring well locations MW-11S, MW-12S, MW-12D, MW-13S, MW-15D, and MW-16S. Monitoring well MW-15D was not elevated with respect to the calculated upper-bound background level.
ES-4
\loocUi\icport\RI .Hoc AR30IH9 • Dissolved arsenic appeared to be elevated with respect to the mean background level at only MW- 1'4S. Ground water upgradient of the [landfill has a higher concentration of lead, cadmium, copper, and zinc 7 than does the groundwater downgradient of the landfill. SURFACE WATER
Surface water was not significantly impacted by the Tonolli Corporation Site. The concentration of total lead was elevated adjacent to the plant site near the confluence of Bear Creek and Nesquehoning Creek; the surface water was not measurably impacted with respect to the other indicator metals, even though seeps containing low levels of inorganics feed a portion of the surface water. SEDIMENTS • Levels of lead (average 600 mg/kg) and arsenic (average 34 mg/kg) increased in the sediments adjacent to the site as compared to upstream samples. The primary mechanism of impact appears to be storm water runoff from contaminated soils. Cadmium and zinc concentrations in the sediments did not change significantly. Copper levels increased modestly from upstream to downstream (12.3 to 33.3 mg/kg on average).
FATE AND TRANSPORT
The potential migration routes, persistence, and the physical and chemical properties affecting migration were examined and summarized here.
AIR • Contamination of off-site soils via wind dispersion of Tonolli Corporation Site soils does not appear to be
ES-5 \toooUi\repcrt\RI.doc AR30U50 occurring, nor to have occurred, to an appreciable degree. SOIL
• The order of mobility of inorganics in decreasing order, measured at elevated levels in on-site soils is cadmium > zinc > copper > lead. Comparison of relative concentrations of these inorganic parameters with depth below soil surface confirms this phenomenon in areas of the site where water infiltrating the subsurface is the migration mechanism.
GROUNDWATER
• Groundwater in Monitoring Wells MW-12D and MW-14S is above the mean and upper-bound background level for the parameters lead and arsenic, respectively. Inorganics in groundwater do not appear to be migrating since downgradient monitoring points (wells and seeps) do not appear to be impacted to any appreciable extent. • Seven of twenty wells had indicator inorganics above a mean background level; all of these wells are located in the eastern or southeastern portion of the site. Six of twenty wells had indicator inorganics above the upper-bound background level. • All groundwater in the alluvium water-bearing zone beneath the site discharges to Nesquehoning Creek. Any constituent not chemically attenuated in the subsurface will eventually discharge to Nesquehoning Creek. SURFACE WATER
• Surface water was not significantly impacted by the Tonolli Corporation Site. The level of total lead was elevated adjacent to the plant site; the surface water
ES-6
\tonoUi\rcport\RUoc « Q Q Q \ was not measurably impacted with respect to the other indicator metals. SEDIMENTS • In general, the inorganic elements in Nesquehoning Creek sediments are limited in areal extent and are bound tightly with no detectable release to surface water. The source of this impact is apparently resultant from stormwater runoff of contaminated soils.
ECOLOGY • The ecological characterization concluded that there is no apparent stresses on vegetation attributable to impacts from the Tonolli Corporation Site.
• The lower macroinvertebrate community diversity in Nesquehoning Creek downstream of the site is most likely due to impacts related to mine spoil.
RISK ASSESSMENT Based upon the findings in this report, a risk assessment is being performed to evaluate which environmental media need to be addressed in the feasibility study.
ES-7 \tonolli\rcpon\RJ.doc flR30U52 SECTION 1.0 INTRODUCTION
This report documents the Remedial Investigation (RI) for the Tonolli Corporation Superfund Site (Tonolli Corporation Site), Nesquehoning, Pennsylvania. The information contained in this report is in response to the approved work plan prepared by Engineering-Science, Inc. (Engineering- Science, 1990) in accordance with the Consent Order between the Tonolli Site Steering Committee and the United States Environmc ~1 Protection Agency (USEPA), dated September 30, 1989 (USEPA Docket •>. III-89-21-DC). The work plan complies with Remedial Investigation/Feasibility Study (RI/FS) guidelines presented in the National Contingency Plan published in the Federal Register November 20, 1985 and Section 121 of CERCLA as amended by the Superfund Amendments and Reauthorization Act (SARA).
1.1 PURPOSE OF REPORT This report describes the RI phase of the Superfund process for the Tonolli Corporation Site. United States Environmental Protection Agency (USEPA) guidance states that "...the objective of the RI/FS process is not the unobtainable goal of removing all uncertainty, but rather to gather information sufficient to support an informed risk management decision..." (USEPA, 1988). Thus, the purpose of this report is to provide sufficient information to arrive at an informed risk management decision.
1.2 OBJECTIVES AND SCOPE The objectives of the RI/FS for the Tonolli Corporation Site are as follows:
• To assess the potential extent of migration of materials into air, soils, groundwater, surface water, and sediment resulting from operations at the Tonolli Corporation Site based on information collected previously and on information to be collected during the RI effort.
• To assess the adequacy of existing containment systems present at the Tonolli Corporation Site.
1-1
UooolliXiepottVRLdoc AR30U53 • To assess the existing building structures and inventory underground storage tanks and sumps with the potential for additional sampling during the latter stage of the RI.
• To collect additional information from agencies and other sources needed to perform the risk assessment. • To evaluate potential impacts of the site on public health and the environment in the form of a risk assessment.
• To identify applicable or relevant and appropriate requirements for the Tonolli Corporation Site.
• To identify and evaluate a range of site remediation alternatives, including but not limited to, containment, material recycling, inplace treatment, removal followed by treatment, and no action.
1.3 SITE BACKGROUND This section is based upon Rizzo Associates review of available site background material and descriptions of site operations. These descriptions and analytical data are summarized here. The accuracy and completeness of these descriptions and data are not known.
1.3.1 Site Description The Tonolli Corporation Site is located in the Green Acres-West Industrial Park on the north side of State Route 54 in Nesquehoning Borough, Carbon County, Pennsylvania, three miles west of the Borough's business district and approximately 25 miles northwest of Allentown, Pennsylvania. The 30-acre site is situated within the Nesquehoning stream valley bounded by Broad Mountain to the north and Nesquehoning Mountain to the south (see Figure 1- 1). The site is located at 40°, 51', 03" latitude, 75°, 52', 55" longitude.
The facility consisted of a battery receiving and storage area, battery crushing operation, smelter, refinery, water treatment plant, an above-ground 500,000-
1-2
\tooo Ui\repo(l\RI.doc gallon wastewater storage tank, a 500,000-gallon butyl rubber-lined waste lagoon, and a 10-acre butyl rubber-lined solid waste landfill.
Nesquehoning Creek flows along the valley floor west to east approximately 50 feet south of the site and discharges into the Lehigh River approximately seven miles downstream. West of the site, Bear Creek flows south from the Bear Creek Reservoir, under the southwest corner of the site, and discharges into Nesquehoning Creek. The topography surrounding the site is mixed mountain/valley terrain with much of the area consisting of mine spoil and coal refuse. Northwest of the site along Bear Creek, wooded areas predominate the landscape. The Lake Hauto and Bear Creek Reservoirs, located approximately one mile southwest and northwest, respectively, from the site, regulate local stream flow within the Nesquehoning Creek.
Major communities within a three-mile radius of the site, in addition to Nesquehoning, include three communities south of Nesquehoning Mountain: Summit Hill Borough, Lansford Borough, and Coaldale. Smaller communities within one mile of the site include "auto, the Lake Hauto development, and Hauto Valley Estates. Approximate '7,000 people live within the three-mile radius of the site, including 20 reside which are located within one-quarter mile of the facility (NUS Corporation, >a).
The municipal water supply authorities that serve these communities are the Lansford-Coaldale Joint Water Authority (LCJWA) and the Summit Hill Water Authority. Water supplies are developed from both surface water and groundwater resources. According to the LCJWA (Surotchak, 1991) the communities of Hauto and Lake Hauto are within its service area and all residences are connected to the LCJWA distribution system. The Borough of Nesquehoning Water Department supplies the Hauto Valley Estates to the east of the site.
In the past, the Lansford-Coaldale Joint Water Authority obtained its water supply from two sources. The Bear Creek Reservoir was the primary water supply, with two bedrock wells used as a supplemental supply during dry
1-3
\tcoolli\icpon\Rl Joe AR30U55 periods. One supply well is located adjacent to the northern portion of the Bear Creek Reservoir and the other well is located near Lake Hauto. Both wells are upgradient of the Tonolli Corporation Site.
The Lansford-Coaldale Joint Water Authority currently does not pump water from these wells.
The Summit Hill Water Authority derives its supply from four bedrock wells located approximately 2.75 miles southeast of the site across Nesquehoning Mountain within the White Bear Creek drainage basin. The wells are topographically isolated from the Tonolli Corporation Site (NUS Corporation, 1986b).
Existing site structures include a battery crushing building, a refinery building, air treatment units, a wastewater treatment plant, and an above-ground 500,000-gallon wastewater storage tank. In addition to these structures, a USEPA remediated lagoon and a 10-acre butyl rubber-lined landfill are also on site. The site is secured with an. eight foot barbed-wire topped high security fence with three locked gates.
Numerous piles of stockpiled material from plant operations and sludge from the USEPA's emergency cleanup of the lagoon remain on site. The sludge and excavated soil are stockpiled inside the refinery building. Piles of battery casing scraps are located along the northern border of the site.
1.3.2 Site Geology and Hydrogeology The Tonolli Corporation Site lies within the Valley and Ridge Province of the Appalachian Highlands in northeastern Pennsylvania. The site is located in a valley formed by the Nesquehoning Creek which flows from west to east. The natural geologic material immediately underlying the site property consists of a Quaternary alluvium, ranging in thickness from 74 to 113 feet.
A layer of mine spoil and ash ranging in thickness from 0 to 19 feet, covers this alluvium within the site property line. The mine spoil and ash was shipped
1-4 \loo3lliVrcixM\RI.doc AR3QU56 by railroad to the site and surrounding areas for surface disposal. There is a 2.6 million cubic yard pile of the mine spoil and ash bordering the site's eastern fence/property line.
The bedrock underlying the site is the middle member of the Mississippian Mauch Chunk Formation. As reported by the United States Geological Survey (USGS Map GQ-1133), the formation is a sedimentary sequence of pale-brown to red sandstone with lesser amounts of similarly colored siltstone and shale which contain no mineable coal seams. The bedrock structure consists of a series of broad folds cut by thrust faults. The site is located on the north flank of a N 70° E trending syncline. The syncline is six miles wide and plunges approximately 30° southwest. The bedrock underlying the site does not outcrop locally. The axis of the syncline is located approximately 5,000 feet south of the site.
There is a single water-bearing zone in the alluvial and mine spoil materials beneath the Tonolli Corporation Site. Water level measurements from on-site monitoring wells indicate that the flow direction of the shallow groundwater is southeast across the site towards Nesquehoning Creek. This flow direction is in agreement with the direction of groundwater flow reported for the area in the Anthracite Bank Removal and Reclamation Application (Panther Creek, 1989), based on water levels in Panther Creek Monitoring Wells 6 through 11.
Due to properties and structure of the mine spoil matrix, the majority of the precipitation that contacts the surface of the unit is either absorbed, infiltrates to the surface of the alluvial deposit, or evaporates before entering the groundwater. Lateral flow along the top of the alluvium during periods of high water table elevation is due to preferential flow within the more permeable mine spoil. During times of low water table elevation the water table is below the mine spoil so the differences in permeability between the mine spoil and alluvium does not affect this flow path. Typical of a valley groundwater flow pattern, the groundwater flows downward at the base of the mountain and upward near the stream bed. Local groundwater discharges to Nesquehoning Creek based upon these flow patterns and seepage observed along the northern bank of the creek.
1-5
Uooolli\icport\RI.doc U57 The original Tonolli Corporation Site topography had been modified by grading during the construction of the facility. The overall surface slopes to the south and southeast toward Nesquehoning Creek ranging from an elevation of approximately 1,020 feet above mean sea level (MSL) in the northwest corner of the site to approximately 1,009 feet above MSL at the southeast corner of the site. Prior to the USEPA removal action, drainage consisted primarily of overland flow (runoff) of stormwater routed to the lagoon and above-ground storage tank through subsurface storm sewers. In the eastern portion of the site some runoff discharged directly to Nesquehoning Creek. Presently, due to removal action modifications to site drainage, very little untreated surface runoff goes directly to Nesquehoning Creek.
1.3.3 Site History Prior to occupation by the Tonolli Corporation, the site consisted of a disposal area for both coal mine spoils and incinerator ash from the former PP&L power generating station since the early 1920's. The Tonolli Corporation operated a battery recycling and secondary lead smelting plant from the Fall of 1975 until operations terminated in January 1986.
The Tonolli Corporation plant charged dried battery paste/oxides and metallic lead battery parts into three rotary reverberatory furnaces. The charge was separated on site from whole batteries. End products included hard and soft lead pigs and other shapes, special lead alloys, and lead-based solder.
Spent batteries were brought in by truck, weighed, and driven to an outdoor paved, receiving area surrounded on three sides by a ten-foot concrete wall. In this area, the batteries were broken, then piled on both sides of the receiving area to allow the acid to drain into a sump. From the sump the acid flowed through underground piping to a treatment plant for neutralization. Batteries were allowed to drain for up to a week.
Broken batteries were transferred by front-end loader to the hopper of a hammermill crusher within the crusher building. After crushing, the pieces were moved by a conveyer belt to the separator which was basically a rotary 1-6
\tonoUi\rqxjrt\Rl.doc breaking/drying drum with several water-separating stages. The charge was first dried to 6 to 7 percent moisture content to separate out a dry lead oxide/lead sulfate paste. The paste penetrated a screen into a chute which was directed to a storage bin in an adjacent storage/mixing room. The remaining material underwent several washing stages where first metals and then plastics were separated from the remaining Bakelite (a rubber-based battery casing material) by floatation. The lead was conveyed to the storage/mixing room, the plastic was transported by truck to a plastics storage pile, and the Bakelite was transferred to the on-site landfill. The lead was in turn charged to the rotary furnaces for smelting.
The three primary solid byproducts generated at the facility were: 1) a slag from secondary lead furnaces, 2) calcium sulfate sludge from air pollution control scrubbers, and 3) battery casing Bakelite and plastic scraps. Spent lead acid batteries and other lead containing materials that were recycled through the furnaces to recover the lead resulted in the production of slag. The slag was in turn cooled, transported by front-end loader, and disposed in the on-site landfill.
Air emissions (gases and dust) generated during the refining and smelting operations were processed in a treatment system consisting of a spark arrester (mixing chamber), three baghouses, a dust agglomerator, three mobile-bed lime scrubbers, and three stacks. The gases were cooled by mixing in the spark arrester. Dust and particulates were removed in the three six-compartment baghouses. A screw conveyor transported the dust from the baghouses to the dust agglomerator located below the baghouses. One side of the agglomerator received the dust, while the other side was heated at low temperatures. Agglomerated dust was transported by bucket conveyor to the mixing room and in turn recycled to the smelting furnaces. Baghouse off-gases were treated in electrostatic precipitator filters and a mobile-bed lime slurry scrubber system primarily for sulfur dioxide removal. Calcium sulfate sludge generated from the scrubber system was pumped to the landfill through an above-ground pipe system.
1-7 flR30ll*59 The water treatment system located on site consisted originally of a 5,000- gallon settling'tank and a 500,000-gallon lagoon. Excess process water and battery acid from crushed batteries as well as rainwater that passed through the plant area were directed by underground reinforced concrete piping to the settling tank and wastewater lagoon. The water was neutralized and then recirculated back into the lime slurry air scrubbers. The volume of water was effectively reduced in the scrubbers by evaporation. During periods of high precipitation, the lagoon was incapable of holding all of the runoff. Consequently, the excess water was pumped to the landfill for temporary storage. When the liquid level in the lagoon was sufficiently reduced, the water was pumped back through the treatment system. In 1985, a 500,000- gallon tank was constructed to handle the lagoon overflow and excess water was pumped to this tank instead of the landfill. The contents of the 500,000-gallon butyl rubber-lined lagoon were removed and stabilized during a removal action conducted by the USEPA. This action was completed in December 1989.
In addition, the Tonolli Corporation reportedly excavated a trench adjacent to and north of the lagoon to assist in alleviating the overflow of the lagoon. The trench was connected to a drainage ditch that traveled north to south through the site and discharged to Nesquehoning Creek.
The Tonolli Corporation petitioned for bankruptcy under Chapter 11 of the Federal Bankruptcy Code on October 29, 1985. On January 24, 1986, this proceeding was converted to Chapter 7 liquidation status. All site activities ceased and the site was abandoned.
In 1987, the Tonolli Corporation Site was scored using the Hazard Ranking System (HRS) by the USEPA for possible inclusion of the site on the National Priorities List (NPL). The Tonolli Corporation Site was listed on the NPL by USEPA in the October 4, 1989 Federal Register. The site is ranked 273 out of 1,073 sites on the NPL published February 11, 1991, with a score of Sm=46.58 (consisting of the groundwater, surface water, and air route subscores). The Direct Contact (SDC) and the Fire and Explosion (SFE) pathway scores were both zero.
1-8
\looolli\lepoit\RI.doc AR30U60 The HRS score for the Tonolli Corporation Site as reported in 1987, was attributable to the groimdwater route (NUS Corporation, 1987). Measurable levels of lead, cadmium, and chromium were detected in the monitoring wells during preliminary sampling efforts. Potential exposure via groundwater was attributed by the USEPA to the potential for site materials to reach two water supply wells operated by the Lansford-Coaldale Joint Water Authority which serves approximately 13,000 people. These two wells are upgradient of the Tonolli Corporation Site, completed deep in the bedrock, and are located within one mile west and northwest of the site. In the past, they were used as back-up sources of water supply during dry periods to meet water demand (NUS Corporation, 1986b). These wells are not currently being used.
The USEPA implemented a removal action during 1989 to address the 0.5-million gallon wastewater lagoon, the 0.5-million gallon above-ground storage tank, and access to the Tonolli Corporation Site. In general, the scope of work included the pumping and treatment of water from the lagoon, pumping and off-site disposal of storage tank water, excavation and stabilization of lagoon sludges, removal of the lagoon liner, excavation of soils beneath the lagoon, general backfill and grading of the lagoon area, and restriction of access to the facility by unauthorized personnel (USEPA, 1989a).
The lagoon contained the remains of excess process water and stormwater. During the USEPA removal action, the water in the lagoon was pumped and treated in a mobile on-site treatment system that included chemical addition, clarification, sand filtration, bag filtration, ion exchange, and pH adjustment. Approximately 800,000 gallons of water were treated and discharged to the Nesquehoning Creek. A sump located adjacent to the north side of the lagoon was utilized during the removal program to alleviate overflow of the lagoon by collecting stormwater.
An above-ground storage tank located adjacent to the northwest corner of the lagoon contained the remains of acidic water generated during the period that the plant was operational. Approximately 500,000 gallons of wastewater were
1-9
\toW3lli\lcport\RJ.doc flR30IU6l pumped and transported to an approved off-site treatment and disposal facility (USEPA, 1989a). Subsequent to pumping the water from the tank and repairing a leaking valve, the tank was used for interim storage of stormwater that accumulated in the sump.
An estimated 2,500 tons of lagoon sludge were excavated, dewatered using a filter press, and stabilized with kiln dust. The sludge is being stored in the smelting and refinery building. In addition, the lagoon liner was removed and approximately 200 cubic yards of soil with lead ranging in concentration from 660 parts per million (ppm) to 19,300 ppm were excavated from beneath the lagoon. An action level of 500 ppm was selected by the USEPA Oil-Scene Coordinator to determine the limit of removal which corresponded at a depth of approximately 14 inches below the lagoon bottom. Excavated soils are stored in the smelting and refinery building. The lagoon was closed by backfilling with approximately 5,500 cubic yards of local soil, compacting the backfill, regrading and seeding the area (USEPA, 1989a; USEPA 1989b).
As part of the USEPA removal action, a damaged 30-foot section of the security fence in the northwestern portion of the site was repaired and the doors of the refinery-and crusher buildings were secured to restrict access to the site by unauthorized personnel. :
The USEPA has also installed a system to treat stormwater generated at the site. The system is located north of the former lagoon area and consists of bag filters, one six-foot diameter sand filter, and one cation exchanger. The aboveground storage tank is used to store water prior to treatment during large storm events.
The RI/FS for the site is being conducted by the Tonolli Site Steering Committee under a Consent Order with USEPA Region III.
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\tooolli\rcpcn\RI.doc flR30U62 1.3.4 Previous Investigations There were a number of sampling programs conducted by or under the supervision of Tonolli Corporation, and USEPA Region III at the site between 1974 and 1989. These are described in the following subsections.
1.3.4.1 Soil Soil sampling results are available from four previous sampling efforts. These efforts were performed by the Pennsylvania Department of Environmental Resources (PADER) in April 1982, USEPA Region III under its RCRA authority in September 1984, USEPA Region III Technical Assistance Team (TAT) in June 1987, and a separate TAT in 1989 during removal of the lagoon (see Figure 1-2 for sampling locations).
In 1982, the PADER sampled 12 locations south of the Tonolli Corporation Site in order to quantify the lead levels in the surface soils on the adjacent properties. Ten of the twelve samples showed levels between 100 and 400 ppm. The two samples near or on the Tonolli Corporation Site entrance road showed levels of lead at 5,800 and 17,000 ppm.
In 1984, a RCRA sampling program was conducted by the USEPA. Two soil samples, T-4 and T-5, were collected from areas northwest and west of the battery storage area and were analyzed by the EP Toxicity test method. The results exceeded hazardous characteristic levels for either lead or cadmium. The lead and cadmium results were 79.2 and 0.33 mg/1 for T-4, and 246 and 6.7 mg/1 for T-5, respectively. The hazardous characteristic levels are 5.0 mg/1 for lead and 1.0 mg/1 for cadmium.
On June 3, 1987, four on-site soil samples and three off-site soil samples were collected by the TAT. Three off-site and four on-site samples were analyzed for the following total inorganics: arsenic, cadmium, chromium, copper, and lead. The results were as follows:
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8R30U63 Total Range (mg/kg) ' Inorganic Concentration Lower Limit Upper Limit Off-Site Arsenic 14.4 15 On-Site Arsenic 14 71 Off-Site Cadmium 1.6 8.6 On-Site Cadmium 3.5 12.4 Off-Site Chromium 9.7 32.8 On-Site Chromium 7.1 36.8 Off-Site Copper 11.5 115 On-Site Copper 18.5 174
Off-Site Lead 62.8 3,990 (near gate) On-Site Lead 261 65,500
Between May and June of 1989, a TAT conducted a removal action of the sludge and soil in the lagoon. During the removal, two samples were analyzed: one from within the top six inches of soil beneath the lagoon; and one background sample off-site near the northwest corner of the site. The sample from below the lagoon showed elevated concentrations of antimony, arsenic, cadmium, copper, lead, and selenium, while the background soil lead level was 190 mg/kg.
1.3.4.2 Byproducts The solid and aqueous byproducts generated at the Tonolli Corporation Site consisted of four primary streams: 1) slag from the secondary lead smelting process; 2) calcium sulfate sludge from air pollution control scrubbers; 3) plastic battery casings and Bakelite chips; and 4) excess process water, battery acid, and stormwater runoff generated during operations at the site. The first three were disposed of in the on-site landfill. The water was treated on site and discharged into the Nesquehoning Creek, although at times it was temporarily pumped to the landfill.
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\tcnolli\rcport\RI.doc Sampling results of these byproducts are available from four previous sampling efforts (see Figures 1-2 and 1-3 for sampling locations). These efforts were performed by the Tonolli Corporation in April 1982, USEPA Region III under its RCRA authority in September 1984, TAT in June 1987, and a separate TAT in 1989 during USEPA removal action.
On March 30, 1984, the Tonolli Corporation collected samples of smelter slag, calcium sulfate sludge, and Bakelite chips to be analyzed for inorganic composition and one liquid sample from the lagoon to be analyzed via priority pollutant scan. The smelter slag reportedly consisted of iron, sulfur, silicon, and sodium with traces of cadmium, barium, lead, and coal. The calcium sulfate sludge and the Bakelite chips were analyzed for arsenic, barium, cadmium, chromium, lead, mercury, nickel, selenium, and silver. The sludge showed relatively low concentrations of metals, the highest concentration being 23.1 mg/kg of lead. The Bakelite chips analysis demonstrated relatively low (less than seven mg/kg) metal concentrations, except for lead. The concentrations ranged from as low as less than 0.01 mg/kg for silver to as high as 1,229 mg/kg for lead. The liquid sample had metal concentrations ranging from less than 10 ug/1 for silver to 107,000 ug/1 for lead. The results for the priority pollutant scan of the liquid sample are presented in Table 1-1.
During the sampling inspection conducted by the USEPA under its RCRA authority on September 27,1984, one water sample (T-l) and one sludge sample (T-3) were collected from the lagoon and analyzed for arsenic, barium, cadmium, chromium, lead, mercury, selenium, and silver. The concentrations for T-l ranged from 2.1 ug/1 for mercury to 15,300 ug/1 for cadmium. These results are reported in Table 1-1. The sludge sample (T-3) exceeded the EP Toxicity level for the hazardous waste characteristic due to cadmium. All other parameters were less than hazardous waste characteristic levels.
In June of 1987, the TAT collected two water samples, TSL01 and TSL02, from the lagoon and three samples from the temporary wastewater storage tank used to prevent overflowing of the iagoon. The samples from the lagoon were analyzed for the following parameters: arsenic, cadmium, chromium, copper,
1-13 \toooUi\report\RI.doc flR30iii65 and lead. The samples taken from within the temporary storage tank were analyzed for the same parameters except that copper was deleted and nickel and zinc were added. The results from these samples were lower than the results of the 1984 Sample T-l for all parameters, except lead, which was slightly higher than the 1984 result. The results are presented in Table 1-1.
During the 1989 removal action, two Bakelite samples were analyzed for 15 metals and a qualitative dioxin screen, one dewatered sludge sample (No. 105) was analyzed for EP Toxicity metals and priority pollutant organics, and one sample of emission control dust (No. 127) for 15 inorganics and total phenols. Bakelite sample results showed no dioxin. Aluminum, tin, and zinc concentrations all exceeded 100 mg/kg, while the copper concentrations were 185 mg/kg and 876 mg/kg, the arsenic concentrations were 13.8 and 298 mg/kg, and the lead concentrations were 39,300 mg/kg and 32,400 mg/kg. The concentration for metals in the dewatered sludge sample (No. 105) were well below the EP Toxicity limits that: define a Resource Conservation and Recovery Act (RCRA) hazardous waste. In addition, Sample No. 105 analytical results for organic priority pollutants were below the detectable limits for 30 volatile, 46 base/neutral, 11 acid, and 25 pesticide compounds. Sample No. 127, emission control dust, contained high levels of lead (18,200 mg/kg), zinc (1,420 mg/kg), copper (1,400 mg/kg), and aluminum (1,140 mg/kg). The remaining inorganics were well below 1,000 mg/kg and the total phenols was below 2.4 mg/kg. The emission control dust was reclaimed on-site during the Tonolli Corporation operations.
1.3.4.3 Groundwater During the period between 1976 through 1989, groundwater sampling efforts were conducted by the Tonolli Corporation from 1983 to 1985 under the supervision of the PADER. Panther Creek Energy, Inc. also conducted sampling of the bedrock aquifer from April to June of 1989. A total of eight monitoring wells (MW-2 through MW-9), one plant water supply well, and one test pit north of the landfill area were installed by the Tonolli Corporation at or adjacent to the Tonolli Corporation Site between 1976 and 1985. MW-4, MW- 5 and MW-6 were abandoned in 1983 due to either siltation or planned expansion of the landfill. The previous wells were subsequently replaced by 1-14
\looolli\ieport\RI.doc ftR3QU66 MW-7, MW-8, and MW-9. A total of 11 rounds of groundwater samples collected at the Tonolli Corporation site during the period from January 1983 through July 1985. The sampling program was conducted on a quarterly basis. Groundwater samples were analyzed for parameters listed in the USEPA's primary and secondary drinking water standards, pH, TOC, TOX, TDS, and coliform bacteria. The test pit sample was analyzed for inorganics and general chemistry parameters. The results from analysis of the monitoring wells and test pit samples are presented in Table 1-2 and sample locations are shown on Figure 1-2.
In 1989, Panther Creek Energy, Inc. submitted to the PADER an application for a surface mining permit for the construction of a cogeneration facility northeast of the Tonolli Corporation Site. As part of the requirements for the permit, five monitoring wells (Panther Creek Wells 6, 7, 8, 9, and 10) (see Figure 1-3 for locations) were installed surrounding the site and were screened in the bedrock aquifer to obtain hydrogeologic and chemical data for the groundwater near the site. The analytical results indicate that lead, arsenic, and cadmium were all below the method detection limits (5 ug/1) in the bedrock groundwater at the designated monitoring wells (See Table 1-3).
1.3.4.4 Surface Water Surface water sampling was conducted for the Tonolli Corporation Site during four periods. First, a quarterly sampling program of the Nesquehoning Creek (sample locations S-l and S-2) was performed under the supervision of the PADER between 1983 and 1985. Second, a TAT sampling team collected Sample T-6 on September 27,1984. Third, the TAT collected a stream surface water sample, TSC01, from the creek on June 3,1987. Fourth, the USEPA collected samples (028 and 029) from the creek on July 3,1989, during the removal action. Sample locations are shown on Figure 1-2.
The quarterly sampling program conducted between 1983 and 1985 consisted of collecting Nesquehoning Creek samples upstream and downstream (S-l and S-2) of the Tonolli Corporation Site. Samples were analyzed for constituents covered by the USEPA's primary and secondary drinking water standards, pH,
1-15 \Ionolli\rcpon\RI.doc AR30U67 TOC, TOX, TDS, and coliform bacteria. The analytical results are presented in Table 1-4.
On September 27, 1984, during the RCRA inspection and sampling, a sample (T-6) was collected from standing water located on the pavement adjacent to the battery crusher building. The results from this sample were higher than the results collected from the creek. The reported values at levels above the detection limit for the following inorganic parameters are as follows: arsenic (49 ug/1), cadmium (5,350 ug/1), lead (14,400 ug/1) and selenium (63 ug/1). Barium, chromium, mercury, and silver were not detected.
A TAT collected one sample (TSC01) on June 3,1987 at the discharge of the Tonolli Corporation Site drainage ditch into the Nesquehoning Creek. The only analytical results available were for cadmium and lead, 7.3 ug/1 and 102 ug/1, respectively.
On July 3, 1989 as a part of the removal action conducted on the lagoon by the TAT, samples 029 (upstream) and 028 (downstream) were collected from the Nesquehoning Creek. The analytical results indicate that the concentrations of lead in the creek have decreased significantly from previous testing. Analytical results are presented in Table 1-3.
Finally, between March and June of 1989, Panther Creek Energy, Inc. collected five surface water samples from along the Nesquehoning Creek and vicinity (locations shown on Figure 1-3). The results are shown in Table 1-3.
1.3.4.5 Air Monitoring In 1974, four High Volume (HiVol) sampling stations (M-l through M-4) were placed near the Tonolli Corporation site to monitor the ambient levels of lead (see Figure 1-4 for locations). M-l and M-2 were placed south of the refinery building. M-l was located between the site and State Route 54 while M-2 was placed south of State Route 54. M-3 and M-4 were placed east of M-2 and south of State Route 54. M-2 and M-3 were moved in the third quarter of 1982; Station M-2 was moved 0.75 miles southwest of the site near Hauto, and
1-16 Station M-3 was moved to a location further downwind approximately 0.5 miles southeast.
From 1974 to until 1985, samples from Hi-Vol Samplers M-l, M-2, and M-3 consistently remained below the National Ambient Air Quality Standard of a quarterly average of 1.5 micrograms per cubic meter (ug/m3) with relatively few exceptions. In 1978, levels at the M-l station rose above 1.5 ug/m3 on 12 occasions with its highest level reaching 2.39 ug/m3. Station M-2 in 1982 exceeded a level above 1.5 ug/m3 once at a level of 1.55 ug/m3. M-3 rose above the 1.5 limit twice. Once in 1979 and once in 1982 the levels rose to 1.59 ug/m3 and 1.55 ug/m3, respectively. The levels at M-4 fluctuated above and below the standard from 1979 to 1983 and remained above the standard until the end of 1985.
In 1983, the PADER operated an additional air monitoring station south of the site at the fire house along State Route 54. This station operated from 1983 to 1985 when the station was moved east approximately one mile. The PADER Bureau of Operations indicated that the station exceeded the standard during the second quarter of 1985 (Engineering-Science, 1990).
1.4 REPORT ORGANIZATION The RI report summarizes the field and laboratory investigations undertaken as part of this study. The format of the presentation generally follows the suggested RI report format provided in OSWER Directive 9355.3-01 (USEPA, 1988). Section 1.0 includes the site history and previously existing data. Section 2.0 summarizes the field investigations, including drilling and monitoring well installation, geophysics, field mapping, sampling, and laboratory testing. Section 3.0 summarizes the physical characteristics of the site, including surface features, climatology, surface water hydrology, geology, soils, groundwater, demography, and land use. Section 4.0 summarizes and evaluates the laboratory analytical results of the soil, surface water, and groundwater samples obtained during the RI. Section 5.0 presents an overview of fate and transport mechanisms. Section 6.0 summarizes the results of the site ecological characterization and Section 7.0 presents a summary.
1-17 \loQoUi\rcpon\RIJoc flR30H»69 Material related to the discussions in the text have been included as appendices. Appendix A contains the site surface geophysical report, Appendix B contains the geologic information (boring logs, well installation details, test pit logs, etc.), Appendix C contains hydraulic conductivity calculations, Appendix D contains the XRF calibration and QA information, Appendix E contains air monitoring data, Appendix F contains the site ecological characterization report, Appendix G contains analytical data, and Appendix H contains statistical calculations and analytical data for coal and ash. Due to the volume of data and material presented, the RI report has been organized into four volumes. Volume I contains the text, tables, figures; Volume II contains Appendices A through D; Volume III contains Appendix E and F; and Volume IV contains Appendix G and H.
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\tonolli\icpottVRIJoe flR30U70 SECTION 2.0 FIELD INVESTIGATION
The RI was performed in accordance with procedures presented in the Work Plan to Conduct an RI/FS at the Tonolli Corporation Site (Work Plan) prepared by Engineering Sciences, Inc. and approved by the USEPA. Modifications to the Work Plan or changes in procedures were discussed and approved by the USEPA prior to implementation. The field investigations undertaken to characterize the site and support the feasibility study were completed in two separate rounds. Round 1 sample locations and sample parameters were predetermined in the Work Plan. Round 2 sampling was primarily a confirmatory resampling of Round 1 groundwater, surface water and sediments plus additional soil sampling, all for a list of indicator parameters based upon Round 1 results. The scope of work for Round 2 was generally performed in accordance with the procedures presented in the Work Plan.
An independent audit of the Round 1 field operations was conducted by Engineering Science, Inc. on December 6, 1990 and submitted to the USEPA. Engineering Science monitored the groundwater and sump sampling procedures and was satisfied that the procedures were in accordance with the Work Plan. The USEPA oversight contractor, Camp, Dresser and McKee (CDM), monitored field activities and obtained split samples on several occasions during both Round 1 and 2.
2.1 SURFACE GEOPHYSICAL INVESTIGATION A surface geophysical study was conducted to aid in assessing subsurface structure and to map contaminant migration in the groundwater. The study was conducted by Neponset Geophysical Corporation of Neponset, Illinois. Neponset's data report is included as Appendix A.
This investigation consisted of:
• 1 seismic reflection noise test and seismic line (874.5 linear feet of profile). • 6 seismic refraction profile lines (5923.5 linear feet).
2-1
\looolli\rcpon\RIJoc AR30U7I • 35 Electromagnetic (EM) conductivity profiles consisting of 29,450 linear feet (667 stations). • 6 Vertical Electrical Sounding (VES) stations.
2.1.1 Seismic Survey Seismic reflection was initially recommended in the Work Plan as a profile mapping tool to define the bedrock surface beneath the site, as well as to map stratigraphic variations within the overburden. Reflection data were acquired along a trial line as a test; however, the results were considered to be poor. A seismic refraction survey was successfully implemented to map the bedrock surface in place of the reflection survey after consulting the USEPA.
2.1.2 EM Survey EM conductivity was selected to identify potential off-site migration of site materials since the apparent conductivity of the groundwater generally increases with an increase of dissolved constituents. The EM data are presented in two formats:
• Contour maps of each separation/orientation were used to identify general subsurface trends. • Data were organized as profile lines, and the profiles were interpreted using inverse modeling techniques. Inverse modeling provides the capability of analyzing vertical as well as lateral conductivity changes.
Cultural interference in the form of overhead power lines and transformers, railroad tracks, steel chain-link fences and associated metal objects on the surface precluded the use of EM to define the subtle conductivity changes in the groundwater at the site. The EM data were effective in defining offsite locations that probably contain buried metal or other debris as well as a thin conductive layer that roughly parallels topography within the mine spoil.
2.1.3 Resistivity Survey Resistivity data, in the form of VES, were used to provide a relatively detailed vertical layer model of the subsurface electrical properties to better develop the EM model inversions. The VES data were also impacted by cultural
2-2
\tuoolli\rcpcrt\RI.doc interference, and anomalies were not detected that could be correlated to the aquifer. The VES confirmed the thin conductive layer within the mine spoil.
2.1.4 Metal Detection Survey The metal detector survey of the Tonolli Corporation Site was conducted in two phases. Phase I was a survey of the areas in which drilling or test pit excavation was to occur. This was accomplished on October 1, 1990. Phase II covered the remaining areas of the site that were accessible and the additional site parcel to the south of Nesquehoning Creek, near the main entrance to the site.
A Fisher TW-6 pipe and cable locator was utilized to conduct the survey. The TW-6 metal detector is of the transmitter-receiver type in which there are two modes of operation; inductive and conductive. In the inductive mode the transmitter induces an electromagnetic field around the buried metallic object. The receiving unit produces an audible tone based on the strength of the field. This mode is good for detecting buried tanks or drums. The conductive mode operates when the transmitter is directly attached to an exposed portion of the metal object, e.g., pipe or cable exposed on the surface. By carrying the separate receiver unit along the ground and following the audio signal intensity, the path of the buried pipe or cable can be traced. Because the stated objective of the metal detector survey in the Work Plan was to locate underground piping, storm sewers, and conduits, the TW-6 pipe and cable locator was the most effective instrument for the job.
The results of Phase I showed no metallic subsurface objects that would impede drilling or test pit work. In Phase II the TW-6 was used in the conductive mode to verify the existence of piping and conduits as shown on existing plan drawings. In the inductive mode the majority of the site was surveyed to check for large objects such as tanks or drums. Many sources of surface interference were present, including rebar, scrap metal, piping, and debris piles.
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MooolliVcpottVRIJoc U73 2.2 HYDROGEOLOGIC INVESTIGATION 2.2.1 Drilling and Monitoring Well Installation A total of 20 soil borings for subsequent monitoring well installation were completed during Round 1 of this RI. The purpose of the monitoring wells and the rationale for their location are discussed in Section 3.4.3 of the Work Plan. The locations for the 20 wells are shown on Figure 2-1.
On October 8, 1990, the Rizzo Associates field investigation team mobilized with the drilling subcontractor, Hardin-Huber Inc. (HHI) of Baltimore, Maryland, at the Tonolli Corporation Site. A site safety meeting was conducted for all team members and subcontractor personnel by Rizzo Associates Corporate Health and. Safety Director and the Site Safety Officer. The subcontractor constructed an equipment decontamination pad above a catch basin which drains to the Temporary Water Treatment Plant (TWTP). This location was approved by the USEPA. All rinsate from the decontamination of drilling equipment and well construction materials was drained to the TWTP and subsequently treated. Decontamination of equipment was by high-pressure, high-temperature water from a steam cleaner. All equipment was decontaminated upon arrival, after each boring, and prior to leaving the site.
On October 9, 1990, the drilling program commenced using the hollow stem auger (HSA) drilling technique as specified in the Work Plan. Drilling started at off-site, upgradient locations MW-10D and MW-18D using two Mobile Drill B-61 drill rigs operated by HHI under the observation of Rizzo Associates personnel. Due to the boulders in the alluvial deposits, auger refusal was obtained at 16.0 feet on MW-10D and at 6.4 feet on MW-18D. Off-setting the location for both holes produced the same results, with refusal at relatively shallow depths. On the second attempt at MW-10D (at 3.0 feet) several teeth broke off the auger head. At MW-18D the lead auger was sheared off at 18.0 feet. These holes were subsequently grouted to the surface with cement/bentonite grout.
2-4 \toooUi\iep3rt\RI.doc AR30U7U Due to the difficult drilling conditions encountered, it was not possible to use the HSA drilling technique at the Tonolli Corporation Site. Upon consultation with, and approval by the USEPA to modify the approach presented in the work plan, Rizzo Associates instructed HHI to attempt air rotary drilling. The air rotary technique precluded the collection of undisturbed soil samples from discrete depths. However, the loss of this data was compensated for by the information obtained from the test pits performed across the site by backhoe in place of shallow hand augering. The primary objective of the drilling program was to install monitoring wells to provide water samples representative of the water quality in the saturated zone.
On October 12, 1991 HHI, remobilized with two Mobile Drill B-80 drill rigs and two Ingersol Rand 750 CFM air compressors. A tricone roller bit was used to ream the hole, after which temporary eight-inch diameter steel casing was advanced with a drive shoe or percussion hammer. Split spoon soil samples were collected on five foot centers from boring MW-18D. Soil samples were retained for lithologic interpretation only. Because of the unconsolidated nature of the alluvium, as the roller bit progressed, the less cohesive materials (gravels, silts and sands) from above would collapse into the borehole before the steel casing could be advanced. Borings MW-10D, MW-18D, and MW-19D were drilled in this manner and took several weeks to complete.
A modified air rotary method, the TUBEX system, was implemented to increase drilling production. A temporary steel casing advances with the drill bit which eliminates the collapsing of the borehole. Cuttings are blown out the casing through a six-inch diameter flexible hose attached to the top of the casing by a swivel head. Ten and twenty-foot sections of casing were welded together and used to advance the boring. The TUBEX system drill bit is similar to a regular air rotary button bit air hammer, however, the button head swivels on a cam. Spinning the drill rod counter-clockwise allows removal of the bit and rod while leaving the casing in place. Monitoring wells can then be installed through the temporary casing in the same manner wells are installed through hollow stem augers. The casing was pulled up with either the rig winch or
2-5 flR30U75 drive head. If casing was reused on another boring it was steam cleaned before this use.
The monitoring wells were constructed using Schedule 40, two-inch inner- diameter Polyvinyl Chloride (PVC) pipe. The only deviation from the construction specifications found in the Work Plan was the use of a thick bentonite slurry above the gravel pack instead of a cement/bentonite mixture. The cement was not used because the porous nature of sands and gravels may result in the loss of grout to the aquifer which may influence the pH of the groundwater samples. During Round 2, three test borings were drilled along the toe of the landfill slope to collect geotechnical data and two piezometers were completed within the landfill. The construction details for each of the twenty wells and two piezometers are shown in Appendix B.
Wells were developed using dedicated PVC flex-hose and a centrifugal suction pump. A decontaminated brass check valve was used at the bottom of the flex- hose. Several wells were developed by bailing where pumping was not possible.
2.2.2 Borehole Geophysics A Mount Sopris Model 2500 logger was utilized by Rizzo Associates to conduct the borehole geophysical logging from November 13 through 15, 1990. Natural gamma and conductivity geophysical logging was completed in newly installed Wells MW-10D through MW-19D, the former site production well (identified as MW-1), and former RCRA observation wells MW-2 and MW-3. The geophysical logs are presented in Appendix B. The deeper wells were logged before installation of the shallower wells. If any anomalies were seen on the conductivity log, the placement of the shallow well screen could be positioned to intersect the zone of high conductivity. If no anomalies were present on the log, the shallow well screen was positioned to monitor the water table. Conductivity anomalies were observed in MW-16D, 18D, and 19D. The screen in MW-18S was lengthened to 15 feet to communicate with the unusual conductivity reading observed from 30 to 45 feet below ground surface. The anomaly at MW-16D is a typical response to a metal object and the MW-19D
2-6 \loooUi\irpon\RUoc AR30U76 anomaly is unexplained. Both of these anomalies were too deep to screen for a shallow water table well.
The natural gamma log was used to help interpret the lithology of the borehole. High natural gamma readings correspond to clay layers. The position of the clay layers in the geologic logs in Appendix B has been adjusted based on the natural gamma logs.
2.2.3 Permeability Testing In situ permeability tests were conducted on the individual wells installed during the RI on December 19 and 20, 1990 and January 24 and 25, 1991 to estimate the hydraulic conductivity of the unconsolidated saturated zone beneath the Tonolli Corporation Site. Each of the 20 monitoring well installed during the RI was tested.
A single borehole permeability test known as the Slug Test was performed. Initially, a decontaminated electric water level indicator (pressure transducer) was lowered into the well and coupled to an electronic data logger (Insitu Hermit 2000). Then a decontaminated solid PVC slug was rapidly lowered into the well to displace the water column. The change in water levels was recorded (falling head test). Once the original static water level was reached, the slug was rapidly removed to displace the water column and the rising head measured. Both sets of data, i.e., falling and rising head, were plotted. The set which resulted in the straightest line was utilized for the calculations.
Data reduction was performed using the Bower and Rice equations to calculate the hydraulic conductivity values. These equations were developed for either fully or partially penetrating wells in unconfined aquifers. A summary of the test results is found in Table 2-1. Raw data, graphical presentation of raw data, and individual calculations for each well are found in Appendix C.
Hydraulic conductivity values could not be obtained from Monitoring Wells MW-14D and 16D. Well MW-16D has a slight curvature near the top of the PVC riser which prevented the slug from being lowered down or raised up rapidly enough to provide valid data. MW-14D has a high hydraulic 2-7 3R30U77 conductivity value, which was beyond the limits of the test procedure, (i.e., no change in head was observed during the lowering or raising of the slug).
2.2.4 Water Level Measurements Water levels in each of the 20 monitoring wells installed for this RI were recorded during installation and one complete set was measured on December 3, 1990. Water levels were measured every month thereafter until July, 1991. The results of these eight months of measurements are presented in Table 2-2.
Additional groundwater elevation data was needed to help examine the relationship between the overburden and bedrock water-bearing zones. Therefore, water level measurements in additional wells were made as the existence became known to Rizzo Associates or as access was allowed by the well owner. These supplemental water level measurement points include: • Panther Creek Wells PC-6, PC-8, PC-9, PC-10, and PC-11 (Figure 1-3). • Lansford-Coaldale Joint Water Authority Monitoring Well North and South (discussed in Section 3.6). • Manholes in the site landfill. • Existing Tonolli Corporation monitoring wells, MW-2, MW-3, MW-8 and MW-9 (installed for RCRA monitoring program). The site production well, MW-1, was not accessible.
Information on the construction of the wells above is found in Appendix B.
The water levels in Nesquehoning Creek were also measured. Two stream gauge benchmarks were designated and surveyed by Rizzo Associates' surveyors. These gauge stations are shown on Figure 2-1.
All water levels were measured using a decontaminated electronic taping device. A Q.E.D. Model 6000 water level meter was used. The distance from a point of known elevation (for the wells a mark on the top of the riser pipe) to
2-8
UoooUi\report\RI.doc AR30U78 the water level was the distance actually measured. Table 2-2 presents this data and the water level measurements in terms of Mean Sea Level (MSL).
2.3 MEDIA SAMPLING 2.3.1 XRF Screening of Soils X-Ray Fluorescence (XRF) screening for lead was performed using an Outokumpu Electronics1 X-Met 880 with a single source probe and a Cadmium- 109 source in accordance with the XRF Screening Work Plan. The instrument was calibrated daily in accordance with the manufacturer's recommendations prior to its use. Site-specific samples were collected and prepared by homogenizing, drying and seiving. A portion of the sample after preparation was sent to the laboratory for analysis for metals using Contract Lab Program (CLP) protocol. The site-specific samples were representative of site conditions in that samples were collected from a variety of soil matrices (soil, mine spoil, dust, and waste) with varying lead concentrations. Portions were retained as calibration samples.
Seventeen calibration samples were collected and analyzed for indicator parameters including lead. Figure 2-3 presents their locations and this analytical data. The total lead concentrations from the site-specific samples ranged from 26 ppm to 196,000 ppm.
The lead concentrations from the site-specific laboratory analyzed samples along with the known lead concentrations from the X-Met's hazardous waste sample calibration set were used to calibrate the site model. The manufacturer's hazardous waste calibration standards were used to fill in data gaps. Due to the wide range of lead concentrations in the calibration samples a site model was developed to span the lower end of this range. The site model used was calibrated for a range of 0 to 20,000 ppm.
Shallow soil screening was performed at 42 test pit locations. During the excavation of the test pits, soil samples were screened at various depths from either the test pit sample or the wall of the test pit to determine the lead profile at that location. Five locations from a particular level were screened for 30 seconds and the average lead concentration was recorded. All sample locations
2-9 \tooolli\jcpoit\RIJoc AR30U79 analyses were taken from the middle of the deposited bucket pile and placed in a stainless steel mixing bowl and mixed to homogenize the sample. The samples were then transferred by spoon into the sample collection jars. The stainless steel spoons and bowls were dedicated to each sample interval and decontaminated prior to each collection event.
Off-site soil samples were collected from 37 locations in the site vicinity (see Figure 2-2). These samples were generally collected from the top two inches of soil using disposable wooden sampling tools. At two locations in the mine spoil piles (SO-OFF-39 and SO-OFF-40) samples were also collected at depths of 1.5, 3.0 and 4.0 feet. The sample was thoroughly mixed then transferred to the sample collection jar. Sample tools were disposed of after each use.
2.3.3 Landfill During Round 1, three test pits were excavated in the landfill to collect samples of the landfilled material. The test pits were excavated using a backhoe. A Photovac HL-200 photoionization detector was used for real time monitoring of the worker breathing zone during excavation. XRF screening was not performed due to the wet nature of the landfill waste matrix.
Excavation of each test pit progressed until the test pit collapsed, inhibiting further excavation. Samples were composited over the depth of each excavation with the exception of a sample of white sludge which was encountered at a depth of about three feet in LTP-2.
2.3.4 Byproducts and Sumps A variety of byproducts are located on the surface of the site and inside site buildings. These include:
2-12 \toaoUi\icpcxt\RI.doc AR30U80 ON SURFACE INSIDE BUILDINGS • Coal mine spoil • Excavated soil • Battery casings • Solidified sludge • Melted plastics (primarily in drums) • Dewatered sludge • Material piled in crusher building
The sample locations for the above byproduct materials and the sumps are shown on Figure 2-1.
Samples were taken with a decontaminated stainless steel spoon and bowl'. The spoon was used to gently place the sample into the bowl. If VOCs were being analyzed, the VOC container was filled first. The remaining sample was mixed and quartered, each quarter was mixed individually, and then the entire sample remixed and placed into the remaining sample jars. Samples of large piles of waste materials were composites of several surface locations on the pile, homogenized in the bowl in the manner just described.
During Round 1, three sump sediment samples were collected. A stainless steel cup attached to a dowel was utilized for sample collection. This device was decontaminated prior to sampling each sump." Sediment was collected from the bottom of these sumps, which were partly full of surface water. If ice was encountered on the surface of the water, it was gently broken so the sampling device could be lowered and brought out again without any interference.
2.3.5 Surface Water and Sediment On September 13 and 14, 1990 (Round 1) eleven surface water and eleven sediment samples were collected from nearby Nesquehoning and Bear Creek locations. The Round 1 water samples were collected during typical flow conditions and the sediment samples were collected at the same time as the corresponding water samples. The Round 2 samples were collected during abnormally low flow conditions. Round 2 samples were collected on June 12 and 13, 1991. The locations were the same as Round 1 (with the exception of NC-6 which was collected in Round 2 about 100 feet downstream of the
2-13
\tdxjUi\icport\RLdoc were marked in the field and data recorded using the XRF data form. After every ten to fifteen (generally ten) sample locations, the standard deviation was checked on a calibration standard. If the standard deviation was greater than three, the instrument was recalibrated.
Samples of waste and dust from inside the buildings were screened in situ whenever possible. Dust samples on top of beams or materials that may interfere with the XRF screening were collected and screened in the on-site laboratory. The plastic battery scraps could not be screened with the X-Met 880. At the leachate sample areas, in situ screening could not be performed due to high moisture content.
Approximately 16 percent of the in situ screened samples were also prepared by homogenizing, drying and sieving the soil. The soil was then screened in the on-site laboratory to evaluate the variability between methods. The results were monitored with a goal of keeping variability less than 40 percent between the in situ results and prepared sample results. Approximately 67 percent of the samples monitored met the variability goal. Approximately 36 percent of in situ screened samples were also analyzed by CLP methods. After every 10 to 15 samples screened, the X-Met 880 was compared to the lowest calibration sample and if the difference was more than three standard deviations away from calibration, the X-Met was re-calibrated to original calibration standards.
Calibration, preparation screening results, and correlations with laboratory analytical data are presented in Appendix D.
2.3.2 Soil Sampling Procedures A total of 62 test pits were excavated to collect soil samples during this RI (see Figure 2-1). Forty-two test pits were excavated during Round 1 and 20 during Round 2. Backhoe excavation was used instead of hand augering because hand augering holes for the geophysical survey demonstrated the method's futility in the boulder-saturated alluvial fill. Backhoes (Case Models 580D and 580K) equipped with a 24-inch bucket were used to excavate the test pits.
2-10
\Uxc\li\icfotl\Xljiac AR30U82 During Round 1, initial Volatile Organic Compound (VOC) readings and lead concentrations were measured using a photoionization detector (PID) Photovac Model HL-200, and an X-Ray fluorescence (XRF) screening device, X-Met Model 880. X-Ray fluorescence screening was not performed during Round 2. The breathing zone of field personnel was monitored for VOCs continuously during excavation. In addition, the excavation was monitored for VOCs prior to sample collection and soil screening.
At the start of each test pit, the ground surface, unless paved, was scraped with the teeth of the backhoe. During Round 1, XRF screening was performed at depths of 0 to 0.5, 1.5, 3, 5, and 10 feet. For depths between ground surface and one and one-half feet, the sides and bottom of the test pits were screened for lead, if no VOC readings were detected. At depths below two feet, the test pit was excavated to a specified depth and the next bucket of soil was removed from the bottom of the test pit and the contents placed in a separate pile for screening. These separate piles were screened with the PID and the XRF instruments. Excavation continued until no lead was detected at the instrument quantification limit (122 ppm) and no VOC's were detected to a maximum depth of ten feet below ground surface. A maximum of two samples were collected for analysis from each test pit. Samples were collected at the depths where VOCs and lead concentrations were measured with field instruments. The depth sampled was determined from these measurements. Primarily, and in accordance with the work plan, a sample was taken at the first "clean" interval after contamination was detected; i.e., the first depth at which no VOCs or lead were detected below the depth where VOCs or lead were detected. Lead was considered to be detected if XRF screening resulted in a lead value of 122 ppm or greater. Also, in accordance with the Work Plan, the depth at which the highest VOC concentration was detected was sampled. The other sample, if applicable, was collected at a depth determined in the field.
Samples were collected from the separate piles with a stainless steel spoon. If applicable, samples to be analyzed for volatile organics were collected first and placed directly into the sample collection jars. Samples for the remaining 2-11 original location) and labeled the same. NC-12 and NC-13 were additional samples. All sample locations are shown on Figure 2-1. In addition, duplicate samples of the surface water and sediment were collected from NC-4 on Nesquehoning Creek, during both Rounds 1 and 2.
Grab samples were collected from each surface water location by gently submerging a glass collection container below the water surface. The collection container was then turned in the upstream direction. The container was rinsed several times with stream water and then used to fill the appropriate sample containers. Collection of suspended particles (e.g., leaves) was minimized. The volatile organic analysis vials were filled by directly placing the vials into the stream and filling as described above. Containers prepared with appropriate preservatives were shaken to assure uniform mixing. Field measurements for pH, specific conductance, and temperature were taken using a Presto-Tec 550 multi-meter, at the time of collection and the results recorded on sample collection reports.
After collection of the water sample, a sediment sample was collected in an undisturbed area of the stream bed slightly upstream of the water sample location. A stainless steel spoon was inserted into the sediment to a depth of approximately five to six inches or to spoon refusal. The spoon was lifted through the water and the sample was immediately placed into a stainless steel bowl. After the volatile organic sample container was filled, the remaining sample was mixed and quartered, each quarter was mixed individually, and then the entire sample was remixed and the remaining sample jars were filled. The location where the sediment sample was obtained was marked for future surveying. An attempt was made to minimize the amount of free water, stones, gravel, and leaves in the sample.
One duplicate surface water and one duplicate sediment sample were collected using the same procedure as previously described. Duplicate samples were collected at the same time and in the same manner as the initial samples. Containers for surface water and sediment samples were labeled with the appropriate information, including sample identification, dates, time and the
2-14 U8I* initials of the sampling personnel. Filled containers were placed in a cooler containing ice during the sampling period and while transported to Lancaster Laboratories. In addition, a trip blank (for VOC analysis only) supplied by Lancaster Laboratories was included with the stream and sediment samples. Sample collection reports were completed for all surface water and sediment samples.
2.3.6 Groundwater Following installation, the monitoring wells were developed by alternately surging and pumping. The surging loosened fine-grained soil particles in the filter pack and pulled them into the well; pumping removed the particles from the well. Well development improves the hydraulic connection of the well screened area to the aquifer, i.e., improving groundwater flow into the well. Wells were developed until the groundwater conductivity, pH, and temperature stabilized and it appeared clear. After development the wells were allowed to recover seven days before purging and sampling. :
All equipment used during well development, purging, and sampling was steam cleaned before use. A surface suction pump was used for evacuating water from most of the wells. Suction hoses were dedicated to a single well to minimize any potential for cross contamination. Due to the depth to the groundwater, the remaining wells (Monitoring Wells MW-10S, MW-10D, MW-12D, and MW-18S) were evacuated with a dedicated decontaminated stainless-steel bailer lowered with a dedicated piece of polypropylene rope. All development and purge water was collected, transported to the decontamination pad and discharged to a catch basin feeding a collection sump. The water collected in this sump was treated in the on-site treatment plant and then discharged to Nesquehoning Creek.
In Round 1, three to five volumes of standing water were purged from each well immediately prior to sample withdrawal. In Round 2, purging was performed using submersible and suction pumps and was conducted until conductivity, temperature, pHrand turbidity were stable. In all cases, wells were sampled immediately after purging was completed. Most samples were
2-15
\tonoffi\icport\RIdoc flR30U85 collected using a stainless-steel, bottom-loading bailer which was lowered into the well with a dedicated polypropylene rope. The sample was removed from the well and transferred to the appropriate bottles. During Round 2 sampling, a few wells were sampled from the pumps discharge after decreasing the flow rate. This was necessary due to the recurrence of high turbidity in certain wells immediately after purging ceased. Volatile organics were not analyzed in Round 2. Wells MW-10S, MW-12S, MW-17D and MW-18S were sampled from the discharge of a two inch diameter stainless steel submersible pump. The sample from Well MW-19S was taken from the discharge of a suction pump. Field measurements for temperature, pH and specific conductance were recorded on sample collection form-. An adequate volume of sample was filtered for dissolved metal analyses. Field measurements for oxidation- reduction potential (Eh) was discontinued after the initial day of groundwater sampling during Round 1 because the Eh probe broke and was not able to be replaced prior to the completion of groundwater sampling. Eh was recorded during the Round 2 sampling.
Sample collection forms were completed in the field and the samples preserved as required. The samples were placed on ice and packaged in coolers for transportation to the laboratory.
2.3.7 Seeps and Leachate In Round 1 seeps along Nesquehoning Creek were located and mapped by walking the bed and banks of the creek. A total of ten seeps were located and three were sampled. These locations are shown on Figure 2-1. Seeps were sampled by digging a shallow hole just below the seep location and allowing it to fill with water. Water samples were collected from this shallow hole.
No seep sampling was conducted in Round 2. Two leachate samples were also collected from the landfill manholes (Figure 2-1) during Round 1. In Round 2, two landfill piezometers were installed and leachate samples obtained with decontaminated stainless steel bailers and dedicated polypropylene rope.
2-16
\tcooUi\lcpoct\RLdoc 2.3.8 Air The site-specific meteorological study consisted of 30 days of wind speed and direction monitoring followed by 90 consecutive days of air sampling and meteorological monitoring. The meteorological station was erected on the flag pole at the site entrance approximately 25 feet above ground level with the data recorder located in the guard house. The preliminary meteorological data were collected from September 15, 1990 to October 15, 1990. Wind speed and direction monitoring was performed using an R.M. Young Company Model 05103 Wind Monitor and Rustrak Recorder-Translator.
Four air monitoring stations were set up around the site periphery (see Figure 2-1). These locations were established after reviewing the first 30 days of meteorological data. Hi-Vol air samples were continuously operated for a minimum of 90 consecutive days starting on October 26, 1990 and ending February 2, 1991. These samples were checked daily by subcontractor personnel (The Almega Corporation). Sampler filters were changed daily and analyzed for total suspended particulates and total lead. Appendix E provides the air monitoring and sampling raw data.
2.3.9 Building Inspection and Document Review On-site buildings were inventoried as to the approximate size, construction, possible substructures, condition, and contents of each. The assessment was based on a visual observation of the structure and did not include an ; engineering inspection of the structural integrity of the structure.
In addition to the building inspection, available site documents and drawings were reviewed for information regarding the surface water collection system and other underground features.
2.3.10 Health And Safety Procedures All work at the site was performed in accordance with a site-specific health and safety plan which was prepared as part of the Work Plan. Prior to initiating field activities, a training session for all site personnel was conducted by a Rizzo Associates' industrial hygienist. During site activities, the on-site Health
2-17
\lcoolli\icpcrt\RJ.doc and Safety Officer conducted this training session for any personnel new to the site.
2.3.11 Equipment Decontamination Backhoes, drilling rigs, and associated equipment were decontaminated by steam cleaning in an USEPA-approved decontamination area prior to the excavation of each test pit and the drilling of each monitoring well. This equipment was also decontaminated before leaving the site. Wastewater from the decontamination process drained directly into a catch basin which drained into a collection sump. This wastewater was treated via the USEPA on-site wastewater treatment facility. After treatment by the on-site treatment facility, the effluent was discharged to Nesquehoning Creek.
Small tools (i.e., sample collection equipment) were decontaminated prior to each use in the following six step procedure: • Potable water wash with phosphate free soap, • Potable water rinse, • 10 percent nitric acid rinse, • Deionized (DI) water rinse, • Methanol rinse, and • DI water rinse.
After the final DI rinse, the sampling equipment was air dried then wrapped in aluminum foil.
The groundwater filtering equipment was decontaminated prior to each use with a 10 percent nitric acid rinse followed by a DI water rinse. Small tool decontaminating rinsate is containerized in a drum on site. This 55-gallon steel drum is labelled and the lid secured with a bolted hoop-ring. The drum contains approximately 20 gallons of rinsate, which will be handled during site remediation. This drum is located on the south side of the refinery building between the locker room and the maintenance shop.
2-18 \lcoolli\repon\iUJoc AR30U88 2.3.12 Sample Handling/Chain of Custody The samples collected by Rizzo Associates at the site were placed in containers supplied by the analytical laboratory (Lancaster Laboratories, Inc.), as specified in the Quality Assurance/Quality Control (QA/QC) Plan. The laboratory containers were obtained from I-Chem and preservatives, as appropriate, were placed in the containers by the laboratory.
All sample containers were pre-labeled, and the labels were completed by Rizzo Associates personnel at the time of collection. Information marked on the labels included the following: Sample identification number, Collector's name, Date of collection, Type of sample, Preservatives used, and Analysis to be performed.
Samples were preserved at 4°C after collection. The samples were delivered to or picked up by the analytical laboratory within 24 hours of collection. A trip blank for VOCs was part of each sample shipment that contained a sample to be analyzed for VOCs. A chain-of-custody record also accompanied each sample shipment. The chain-of-custody forms indicated the following information: • Name of sampler(s), • Sample identification, • Date and time collected, • Type of sample collected (i.e., composite, grab, waste, soil, etc.), • Type of analysis required for each sample, and • Type and number of sample containers.
At each change of possession, the chain-of-custody record was signed by the person relinquishing the samples and the person receiving the samples.
2-19
\toooUi\icjxm\RIjioc 2.4 SITE ECOLOGICAL CHARACTERIZATION The ecological characterization included study of the terrestrial and wetlands resources contained within the Tonolli Corporation Site and a 0.5-mile radius around it, as well as aquatic resources located within stream reaches 0.5 miles upstream and 2.0 miles downstream of the site. These studies included search of existing ecological information held by government agencies as well as walk- through surveys and sampling of the study area and were conducted by RMC Environmental Services, Inc. (RMC).
A detailed description of the ecological characterization including results and findings is presented in Section 6.0. The full RMC report is included as Appendix F.
2.5 TOPOGRAPHIC MAPPING AND SITE SURVEYING Accurate topographic maps did not exist for this site. Topographic mapping was not part of the Work Plan, however, Rizzo Associates performed the required control surveys and contracted Aerial Data Reductions Associates, Inc. (ADR) of Pennsauken, New Jersey to perform aerial photogrammetry and mapping. The site proper and adjacent areas were mapped for a total of approximately-105 acres at a scale of 1 inch equals 100 feet with a contour interval of two feet.
ADR supplied Rizzo Associates with the topographic information in digital format. This information was imported into Rizzo Associates' CAD system for use in preparing report figures.
Other site survey activities were conducted by Rizzo Associates to accurately locate the horizontal and vertical locations of the following: • Monitoring wells, test borings, and piezometers; • Test pits; • Soil sample locations; • Air sampling stations; • Surface geophysical survey lines; • Surface water/sediment sample locations; • Seeps; and • Stream gauges.
2-20
\lcoolli\icpoitMU .doc SECTION 3.0 PHYSICAL FEATURES OF THE SITE
3.1 CLIMATOLOGY The nearest National Oceanic and Atmospheric Administration (NOAA) station is located in Allentown, Pennsylvania, approximately 30 miles southeast of the site. The climate of the area may be described as temperate. According to the 30-year weather data through 1989 compiled by NOAA (1990), the daily mean temperature at the Allentown station for January is 27.2T and for July is 73.8°F. These represent the coldest and warmest months, respectively. On average, 124 days record temperatures below freezing.
The average annual precipitation is 44.3 inches, distributed fairly evenly throughout the year. Allentown averages 124 days of precipitation per year. The prevailing winds are from the west.
3.2 SURFACE FEATURES There are several prominent surface features that exist around and on the Tonolli Corporation Site property. These include:
• Mine spoil piles, • Site structures and roadways, • Debris from site operations, and • Disposal areas.
The site structures and debris piles are discussed in Sections 2.3.9 and 4.2 of this report, respectively.
The dominant surface feature in the area of the Tonolli Corporation Site is the presence of large quantities of mine spoil. The mine spoil is located on the south (between Nesquehoning Creek and Route 54), the north and east sides of the site property line. Figure 3.1 is a reproduction of an aerial photograph which depicts the extent of mine spoil around the site. The area to the west of the site, is undeveloped forest. For purposes of this report mine spoil is Used
3-1
\ta»Ui\repoit\RI.doe flR30U9l to include coal refuse, mine spoil overburden and ash which was also deposited with the mine spoil. The piles are also locally referred to as culm banks.
The area in which the site was constructed was covered by mine spoil prior to construction of the Tonolli facility. This is evident upon inspection of the soil survey for the site area (see Figure 3-2) and test pit logs. The site area was constructed by leveling and grading the mine spoil piles. As a result, much of the site is underlain by mine spoil.
The mine spoil is from the Bethlehem Mines Site, Greenwood Colliery and was brought into the Nesquehoning Valley for cleaning through a valley floor railway tunnel near Hauto. This operation of bringing coal into the area of the site began in the 1920's and continued until the 1940's (Panther Creek, 1989). Bank "C", as identified by Panther Creek Energy (1989) covers 80 acres to the east and north of the site and contains approximately 2.7 million cubic yards of material. Bank "D" to the south and southwest of the site covers 43 acres and contains 930,000 cubic yards of material. Also disposed of in the mine spoil piles is ash from the now defunct Lake Hauto electrical generating plant. It is not possible to distinguish the ash from the mine spoil material by visual inspection. It is probable that individual piles were mixed during the grading of the site. This power plant was located approximately 6,000 feet west of the Tonolli Site.
The majority of the site property is flat, sloping from the northwest corner, (plastic scrap storage area) to the southeast corner in the area of the old lagoon and wastewater treatment plant. Most of the ground surrounding the site buildings is covered with asphalt. Before the facility ceased operations most of the extensive pile of battery chips which covered the northern portion of the site was moved into the landfill. One large pile still remains in the northern area and smaller piles remain in the battery dumping and storage area.
Another very prominent feature is the large depression to the north of the landfill. Apparently mine spoil was excavated from this area to begin construction of a new landfill cell at the Tonolli Corporation Site. The mine
3-2 \tooolli\lcpo«\RIJoc AR30U92 spoil was piled high along the eastern fence line, north of the existing landfill. This area and the truck garage area are the only parcels of Tonolli Corporation property which are not enclosed by the fence.
The existing landfill dominates the eastern portion of the site. It appears to have been made after the entire site was graded for initial construction of the plant buildings. The alluvium material was excavated and used to construct the landfill embankment. If mine spoil was present, it has been so thoroughly mixed with or covered by alluvium that it is undetectable by visual examination of the existing landfill embankments. Only the alluvium with its many large boulders can be seen in the embankments.
Review of the available site records was performed to assess site stormwater drainage and underground storage tanks. These records included design drawings and plant layout drawings but complete site design drawings were not available. Site records that were reviewed indicate several underground storage tanks present at the site. These records also indicate several underground stormwater drainage pipes. Figure 3-3 depicts the available information that is currently known on stormwater piping and "underground storage tanks at the site. Due to Incomplete information, the connections of certain sumps and stormwater catch basins are not known. Similarly, two pipe outlets were located along Bear and Nesquehoning Creeks, but no information is known on the origin of the pipe outlet to Bear Creek.
3.3 SURFACE WATER HYDROLOGY The Tonolli Corporation Site is located within the drainage basin of Nesquehoning Creek, a tributary to the Lehigh River. The southern border of the site is located within 50 feet of the creek. The creek flows due east, approximately seven miles into the Lehigh River.
The 100-year flood plain is not delineated for the portion of Nesquehoning Creek adjacent to the Site. However, during Hurricane Agnes in 1972, this portion of Nesquehoning Creek reportedly did not experience significant overflow of its banks (Carbon-Schulykill Industrial Development Corp.,
3-3
\toooUi\lcpon\RIJoo AR30U93 c. 1974). The creek has a drainage area (watershed) of approximately 35 square miles upstream of its confluence with the river. Within two miles of the site there are several small tributaries which feed the creek. Proceeding east (downstream) of the site, Dennison Run, Broad Run and Deep Run feed the creek. All three small streams drain the south side of Broad Mountain. Proceeding west of the site, the Lake Hauto and Bear Creek Reservoirs, located approximately one mile west and northwest of the site, respectively, regulate creek flow past the site.
Two stream gauges were surveyed and monthly water levels of Nesquehoning Creek were measured and recorded. The data are included as Table 2-2.
3.4 SOILS The United States Department of Agriculture Soil Survey for Carbon County, Pennsylvania describes and maps several soil series in the Nesquehoning Valley (Figure 3-2). In general, the soils on the slopes of Broad and Nesquehoning Mountains are well-drained, belonging to the DeKalk-Hazelton steep soils association. The survey describes these soils as steep stoney soils derived from frost-worked gray sandstone and deep glacial till. A glacial boulder field was observed during the RI in the area just north of Hauto Dam.
In the wooded area due west of the site property the Buchanan very stoney loam is found. Buchanan series soils range from deep, well-drained to poorly- drained material and have a moderate permeability. They tend to form at the base of steep slopes. To the immediate northwest a band of Tioga and Middlebury very stoney loam follows the course of Bear Creek. The area beneath the Tonolli Corporation Site and immediately north, east and south of the site is mapped as Mine Dumps. The Mine Dump material, referred to by Rizzo Associates in this report as Mine Spoil, is described in Section 3.5.2.1. 3.5 GEOLOGY 3.5.1 Regional Geology The Tonolli Corporation Site lies within the Valley and Ridge Province of the Appalachian Highlands in northeastern Pennsylvania. The rock formations of the Province are of sedimentary origin. They are Paleozoic (225 to 570
3-4 \tonolUVKpoit\RIukx; flR30li*9i* million years) in age and belong to the Carboniferous (i.e, Pennsylvanian and Mississippian systems), Devonian and Silurian Systems. These rocks have been strongly folded and then planed down by erosion. The geologic structures within a five mile radius of the site are dominated by the Broad Mountain Anticlinorium to the north and the Minersville Synclinorium to the south (USGS, 1974).
3.5.1.1 Stratigraphy The stratigraphic column for the region (Lohman, 1937) shows that the Post- Pottsville formation of the Pennsylvania series (youngest in age) down to the Juaniata formation of the upper Ordovician age (oldest). However, for Carbon County, Pennsylvania, in which the site is located, only the Post-Pottsville through the Tuscarora sandstone of early Silurian age are exposed. The ifour important rock units concerning the site are: 1) the Upper Devonian Period mixed-sedimentary rocks of the Catskill Formation, which forms the top of Broad Mountain to the north of the site; 2) the Mississippian Period gray sandstone and conglomerate of the Pocono Formation, which outcrops on the south side of Broad Mountain (still north of the site); 3) the Upper Mississippian to lower Pennsylvanian Period red sandstones and red shale of the Mauch Chunk'Formation, which, underlies the valley in which the site is located and has folded thicknesses of greater than 2,500 feet; 4) The Lower Pennsylvania Period conglomerate, sandstone, minor slate and coal of the Pottsville Formation, which forms Nesquehoning Mountain to the south of the site. In addition, the region received glacial drift from at least three of the Pleistocene glacial stages. Only the Jersey an drift extended south past the site location (Lohman, 1937). However, no Jerseyan deposits were observed by Rizzo Associates geologists in close proximity to the site. Recent alluvium from rivers and streams is found throughout the region and is the most important naturally-occurring subsurface unit beneath the site; positioned from the ground surface to the Mauch Chunk Formation immediately below it. This alluvium is described in Section 3.5.2 Site Geology.
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\toooUi\icpo rt\RI.doc AR30U95 3.5.1.2 Structure The deformation which formed the regional structure in the site vicinity was the late Paleozoic Allegheny Orogeny. This Orogeny folded the rocks into anticlines and synclines.
An anticline or syncline in which the limbs themselves are thrown into folds are termed anticlinorium and synclinorium, respectively. The limbs of the Frackinville anticline (sloping downwards, one limb towards the south and the site) have not undergone extensive folding but are still referred to as the Broad Mountain Anticlinorium.
The beds which form the southern limbs of the Broad Mountain Anticlinorium (i.e., the northern limbs of the Minersville Synclinorium) dip at moderate angles, 40° to 50° to the southeast and the beds strike northeast-southwest in the direction of the anticline/syncline hinge lines. Regionally, the groundwater in these stratigraphic units may flow preferentially along this bedding orientation, which may increase permeability in a given direction if fracturing along the bedding orientation exists. Because of the artesian nature of groundwater in the bedrock aquifer, and upon review of the site hydrogeologic data, no data were gathered in the field regarding bedrock bedding orientation and groundwater flow because the hydraulic head in the bedrock prevents the groundwater from flowing into the bedrock from the site.
The Minersville Synclinorium has several smaller anticline and syncline structures within its larger folds. The surface expression of the middle of this trough of sedimentary rock is Nesquehoning Mountain. The ridge was formed because of the hard, more resistant nature of the conglomerate in the Pottsville Formation, while the softer sandstones of the Mauch Chunk yielded to erosional processes and formed the Nesquehoning Valley. Within the valley the Nesquehoning Creek deposited sand, gravels, silts, and clays, i.e., alluvium.
The folded structures in the region are further complexed by faulting. The regional thrust faults pertinent to the site are the Mauchoo Fault which is at the Pocono-Mauch Chunk contact and the Pottchunk Fault which separates the
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\tonolU\irpon\RIJoc AR30 11*96 Upper and Middle Mauch Chunk members. These faults are not significant in regards to the Tonolli Corporation Site.
3.5.2 Site Geology The following discussion of the site geology is based on data gathered during the field investigation activities described in Section 2.0 and several existing reports as referenced. The boring logs for well Borings MW-10S and D through MW- 19S and D are presented in Appendix B. Boring logs from the following references were also reviewed and considered in this analysis of site geology: Motley, 1985 Panther Creek, 1989 Intex, 1986 AGES, 1987 Ametek, 1990 Moyer, 1990
3.5.2.1 Stratigraphy In the Nesquehoning Valley, the red sandstone bedrock of the Mauch Chunk Formation is unconformably overlain by a band of unconsolidated sediments. This bedrockjoverburden consists of a mix of alluvial and colluvial material, residual soils and mine spoils (both coal refuse and ash). Immediately beneath the Tonolli Corporation Site only the alluvium and mine spoil were encountered above the bedrock during Rizzo Associates' subsurface activities.
The alluvium is of Quaternary age (from present day to one million years ago) and consists of sands, gravels, silts and clays. These were deposited by Nesquehoning Creek and its tributaries. Two grain size analysis for the alluvium, collected from Test Pits TP-50 and TP-51, show the following particle distribution by weight:
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\tooolli\iepcrt\RI.doc 3R30U97 TP-50 TP-51 Cobbles 28% 0% Gravel 23% 93% Sand 27% 7% Silt or Clay 22% 0%
These samples were taken at a depth of three to five feet.
This particle size distribution has more large diameter particles (cobbles and gravels) than is seen in the analysis found in the Tonolli RCRA Part B Permit Application (Motley, 1985).
The mine spoil was transported into the area of the site from coal mining operations outside the Nesquehoning Valley in the early part of this century (Panther Creek Energy, 1989). There are no coal seams or mines in the valley. Coal refuse was also brought into the site area from a former PP&L steam generating plant located just east of the edge of Lake Hauto. This mine spoil is described as waste material from the coal cleaning and burning process, consisting of fly ash, sandstone, carbonaceous shale and pyritiferous anthracite coal (Motley, 1985). Two grain-size analysis-of the mine spoil, taken from test pits TP-56 and TP-58 show the following particle distribution by weight:
TP-56 TP-58 Gravel 19% 56% Sand 70% 41% Silt and Clay 11% 3%
Boulders as large as one foot in diameter can be observed on the surface of the Mine spoil piles that surround the Tonolli property to the east and north. Like the mine spoil immediately beneath the site, it is primarily sand and gravel size particles.
3-8 \toooUi\rcpon\RUo: flR30U98 Mine spoil (or refuse) and coal ash (which includes both bottom and fly ash in the case of the Tonolli site) have been characterized in many studies. A typical range for lead in an eastern U.S. coal can range from 10 mg/kg to 270 mg/kg (University of Wyoming Research Corp., 1987). A typical range for lead in a fly ash can vary between 11 mg/kg and 800 mg/kg (Electric Power Research Institute, 1981) (See Appendix H). It is important to note the geochemistry of mine spoil can be classified into two groups. One is low sulfur coal spoils with an alkaline pH (i.e. western U.S. coal) and the other is high sulfur coal spoils with an acidic pH (i.e. eastern U.S. coal). The production of acidity in coal spoils is attributed to iron sulfide oxidation, which produces sulfuric acid and ferrous ions (Kirn, et.al. 1982). With the oxidation of iron sulfide (pyrite, FeS2) trace elements associated with the sulfide mineral phases will be released to solution (Boyer, et.al, 1981; Strumm and Morgan, 1981; Lindsay, 1979; Los Alamos Scientific Lab, 1976). That these "acid mine drainage" conditions exist adjacent to the Tonolli Site is clearly stated in the Panther Creek Energy application for a surface mining permit. In module 8, page 2, it states "the surface water near the refuse banks does demonstrate acid characteristics. Groundwater below the banks can be expected to experience acid leaching" (Panther Creek Energy, 1989). The vast majority of this affected groundwater is downgradient of the site property (i.e., piles to the east of the site). A more qualitative discussion of the mine spoil/fly ash piles contribution to metal concentrations and mobility in regard to the Tonolli Corporation site is found in Section 5.0.
3.5.2.2 Structure The plan location of geologic cross-sections is depicted on Figure 3-4. Figures 3-5 and 3-6 present the most succinct view of the stratigraphic units immediately below the site. These cross-sections were prepared from the data found in Table 3-1. The thickness of the alluvium is greatest in the area along the creek, as seen in borings for Wells MW-19D and MW-15D with thicknesses of 113 and 102 feet, respectively. Moving to the north, away from the creek and up the valley wall towards Broad Mountain, its thickness decreases to 75 and 76 feet in borings for Wells MW-10D and MW-17D respectively. This alluvium does not pinch out completely until near the crest of Broad Mountain.
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\tooolU\jcpoitVRLdoc AR30U99 For this reason, no outcrops of Mauch Chunk sandstone were observed by Rizzo Associates' geologists north of the site; only the conglomerate of the Pocono Formation was observed in a nearby road cut.
The alluvial deposits appear to be heterogeneous, containing linear bodies of sand and gravel at various depths that mark the position of former stream channels. None of these linear bodies could be correlated from one boring to another with the exception of an apparent clay layer, found anywhere from 898 feet to 925 feet MSL. This clay layer, ranging in thickness from 5 to 12 feet, was not encountered in the two western most borings (MW-10D and MW-19D). It is probable that the clay layer is not continuous in the areas between the borings in which it was encountered. The meandering nature of stream channels suggests that the clay is probably transected in some areas.
In general terms, the distribution of mine spoil in the area of the site has already been described in Section 3.2, Surface Features. Specifically beneath the Tonolli property the mine spoils are seen to begin in the area of MW-17D, at a thickness of four feet, and increase in thickness to the southeast; to a maximum thickness of 19 feet at MW-14D. 3.6 HYDROGEOLOGY Groundwater movement under the Nesquehoning Valley occurs in two distinct flow zones, a surficial water table and a bedrock aquifer. Each flow zone exhibits hydraulic characteristics determined by its geology. In the overburden material, the surficial or water table saturated zone is supported by direct infiltration. This zone has its own recharge/discharge areas within the boundaries of Broad Mountain and Nesquehoning Creek. The deeper bedrock aquifer is semiconfined. It is supported by regional formation recharge and some leakage. It is the deeper bedrock formations which are the water supply aquifer for the regional and local communities.
3.6.1 Regional Hydrogeology Lohman (1937) provides the most comprehensive discussion on the groundwater of northeastern Pennsylvania. Information in this section is derived from his work and other available reports. The Lansford-Coaldale Joint Water Authority
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McnoUiVicportUlUoe AR30I500 (LCJWA) utilized the groundwater resources from the bedrock aquifer to the west (approximately seven-tenths of a mile) of the Tonolli Corporation Site for public water supply in the past. They are not currently pumping groundwater for public water supply. For the purposes of the following discussion, the bedrock aquifer system is referred to as the Mauch Chunk Formation.
Groundwater in the bedrock aquifer is stored and transmitted via intergranular voids and fractures. The number and degree of interconnection of these voids and fractures dictates the volume and maximum flow rate of available groundwater. Fracturing in the Mauch Chunk formation has been produced by the significant amount of past tectonic activity to which it has been subjected. Fracturing occurs both as bedding plane fractures and as a series of fracture orientations perpendicular to bedding (AGES, 1987).
3.6.1.1 Direction of Groundwater Movement in Regional Aquifer Lohman (1937) characterizes the Mauch Chunk as one of the most productive water-bearing formations in northeastern Pennsylvania. Most of the wells are screened or finished in the sandstone beds and obtain water under artesian head. All of the Mauch Chunk wells in the Nesquehoning Valley described by Lohman (1937) or examined by Rizzo Associates were found to be artesian. This means that groundwater follows an upward flow component in the vertical direction. All of the wells screened in the Mauch Chunk east of the Lehigh River were reported to be flowing artesian wells. To the west of the Lehigh River one flowing well was discovered. This well is approximately 2,500 feet northeast of the Tonolli Corporation Site, along the Co-Generation Plant haul road, next to Dennison Creek. It was installed by Moyer Well Drilling for Kovatch Enterprises and the drillers' log is included in Appendix B. The log states there is 49 feet of overburden, with gray sandstone encountered to the bottom of the well at 540 feet. This well was overflowing prior to development, which indicates significant hydrostatic pressure in the bedrock aquifer. Another deep well was observed several hundred feet farther up the haul road near the crest of Broad Mountain. This Kovatch Enterprises well is a non-flowing artesian well. This well is 450 feet deep and is approximately 130 feet higher in elevation than the Moyer well. It had a standing water level of
3-11 \tonolli\icp3K\RI.doc 5R30I50I 8.14 feet below top of casing as measured by Rizzo Associates on May 22, 1991.
Other wells which help characterize the flow regime of the regional aquifer are the three wells at the Ametek Plastics Plant along Pennsylvania Route 54 and Nesquehoning Creek (approximately 2,000 feet due east of the Tonolli Corporation Site). These penetrate between 96 to 100 feet of overburden and between 450 and 500 feet of the Mauch Chunk. Ametek Well No. 's 1 and 2 are 600 feet deep and Well No. 3 is 550 feet deep. The water levels measured were 3,5, and 15 feet below ground surface, respectively. These wells provide further evidence that artesian conditions exist in the Mauch Chunk. The Well Registration Forms which provided the data above are included in Appendix B.
Most bedrock wells in this area of Pennsylvania, and all the bedrock wells (with the exception of the Panther Creek Wells) mentioned in this section, are uncased through the bedrock. There is a steel casing installed through the overburden, which is typically grouted 10 to 20 feet into the bedrock. Because of this open bore it is not possible to determine from the existing well logs and completion reports if there are particular water bearing zones within the bedrock formation.
The horizontal flow direction of groundwater in the aquifer underlying the Nesquehoning Valley is towards the east (Panther Creek Energy, 1990) or northeast (AGES, 1987). Figure 3-7 adapted from the AGES report (1987, p. 35) shows the potentiometric surface for the deep bedrock aquifer to the west of the site. PW-1, 2 and 4 are LCJWA wells, all approximately 650 feet deep. MW-1, 2 and 4 are LCJWA observation wells. Two observation wells, TMW-1 and TMW-2, were installed in 1986 by Intex and are located immediately adjacent to the western limits of the site. The direction of groundwater flow is perpendicular to the equipotential lines in the direction of high to low head. This figure indicates a northeasterly flow direction. A slightly different flow direction, to the east, is given in the Panther Creek Energy (1989) Permit Application. This may be due to the fact that although all eleven wells are screened in the bedrock, none are deeper than 150 feet below ground surface.
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\toncUi\report\RI.doc AR30J502 These Panther Creek wells are extremely important in examining the interconnection of the bedrock aquifer and the surficial saturated zone. This relationship is discussed at length in Section 3.6.2.
3.6.1.2 Hydraulic Characteristics of the Regional Aquifer The most important hydraulic characteristic of a water-bearing formation is its capacity to transmit water. Transmissivity is an indication of how much water is available to move through an aquifer. The transmission capability or transmissivity (T) of the regional aquifer was determined in two studies, one by AGES and one by Intex. A T value of 7,000 gpd/ft to 7,100 gpd/ft was determined by AGES (1987) through a 72-hour pumping test on the LCJWA wells. These wells are approximately seven tenths of a mile west of the site. Intex (1986) determined a T value of 27 gpd/ft during a very brief duration (3.2 hours) pumping test for the much shallower bedrock well TMW-2 located near the southwest corner of the site.
3.6.2 Site Hydrogeology The water-bearing zone that is of concern regarding the Tonolli Corporation Site is found in the alluvium and mine spoil" material. Groundwater in this zone is derived solely from the infiltration of precipitation and recharge from the lower bedrock aquifer. Its movement follows that of a classic recharge/discharge scenario of an effluent (gaining) stream valley.
The average linear groundwater flow velocity in the alluvium aquifer beneath the site has been calculated using a form of Darcy's Law, v = (Ki)/n (Freeze and Cherry, 1979); where v is the average linear groundwater velocity, K is the hydraulic conductivity, i is the hydraulic gradient and n is the porosity. Using wells MW-12S and MW-15S as data points, K avg. = 1.5 x 10"3 cm/sec, i = 0.0161 and assuming a porosity of 0.25 for a sand or gravel aquifer (Freeze and Cherry, 1979), the average linear groundwater velocity is calculated to be 100 feet per year. A similar calculation between MW-11S and MW-14S results in a v equal to 630 feet per year. This value is higher between MW-11S and MW-14S because of the higher K value for MW-14S, as determined by the individual well hydraulic conductivity testing. Using the average K (7.35 x 10-
3-13 VtoooUiVicp ort\RI.doc 4R3QI503 3 cm/sec) for the site (as presented in Section 3.6.2.2), the resulting v is approximately. 120 feet per year in the vicinity of wells MW-12S, MW-15S, and MW-14S. Based on this flow rate, travel time between MW-12S and MW- 15S would be approximately 5.6 years.
3.6.2.1 Direction of Groundwater Movement Beneath Site A conceptual analysis of the groundwater flow system in three dimensions shows a typical valley groundwater flow pattern. The groundwater found in the alluvial zone has a greater downward (vertical) flow component at the valley walls (i.e. recharge area) and a completely upward flow component at the valley center (i.e. discharge point; the creek bed). Because of the upward flow of groundwater from the underlying bedrock aquifer (artesian conditions) along the alluvium/bedrock interface, the flow path of groundwater in the recharge area, as it moves horizontally towards the discharge area, can never go deep enough to contact the bedrock aquifer. In this sense the alluvial saturated zone in hydraulically isolated from the bedrock aquifer, i.e., groundwater in the alluvium is incapable of reaching the bedrock aquifer under natural flow conditions. Groundwater from the bedrock aquifer feeds (recharges) the overlying alluvium saturated zones. There is a hydraulic connection between the two zones but groundwater only moves in one direction; towards the Nesquehoning Creek.
Water level measurements and the resulting vertical gradients at each RI well cluster can be found in Table 2-2. The head differences between wells with screens at the top of the water table (either alluvial or mine spoil material) and the deeper wells screened at the alluvial/bedrock interface can be seen on both Figures 3-5 and 3-6. The clusters in the northern portion of the site such as MW-10S and D, MW-17S and D, and MW-18S and D all show a downward hydraulic gradient in the vertical direction. Precipitation on this portion of the site infiltrates and recharges the water table.
Although there is no continuous lithologic unit between the alluvium and the Mauch Chunk to act as an aquitard, the artesian conditions previously described in the Mauch Chunk should serve, in an unstressed system, as a hydrodynamic
3-14
\tooolli\repott\RIJoc barrier to leakage from the overburden to the bedrock aquifer. In fact, the bedrock aquifer recharges the overburden, i.e. groundwater flows upwards at the alluvium/bedrock interface. The vertical gradient changes from a downward to an upward direction as groundwater moves south and discharges to Nesquehoning Creek. Well clusters MW-19S and D, MW-16S and D, MW- 13S and D, MW-14S and D, and MW-15S and D show this upward gradient along the creek. A comparison of water levels in Panther Creek Energy bedrock wells, PC-6 and PC-9, with nearby alluvium wells demonstrates that artesian conditions exist in the bedrock immediately below the site. The bedrock aquifer is in effect "upgradient" of the site. This can be seen on Geologic Section C-C on Figure 3-6.
The interface between the alluvium and mine spoil in the southeastern portion of the site appears to provide additional base flow to the Nesquehoning Creek. The seeps seen on the creek bank correspond in elevation to the contact between the alluvium and mine spoil and the water level in MW-14S. The generally higher hydraulic conductivity of the mine spoil makes it the path of least resistance for groundwater movement in the horizontal plane.
Hori2sontal movement of groundwater in the saturated zone in the area of the site is depicted on Figures 3-8 and 3-9. Figure 3-8 shows the equipotential values for the water table. Figure 3-9 shows hydraulic head in the deeper portion of the saturated zone at the alluvial/bedrock interface.
3.6.2.2 Hydraulic Characteristics of Saturated Overburden Beneath Site The hydraulic conductivity, K of the alluvium versus mine spoil was not specifically determined. Table 2-1 contains the results of single well hydraulic conductivity testing (slug tests) for the 20 wells installed by Rizzo Associates. The a.verage K value of 7.35 x 10'3 cm/sec in reasonable agreement with the K value (1.55 x 10~4 cm/sec) determined by a previous pumping test of RCRA Monitoring Well No. 8, (Intex, 1985).
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\tcrolli\rcpott\RI.doc 3.7 DEMOGRAPHY AND LAND USE Demographically, the area within three miles of the Tonolli Corporation Site is sparsely populated. The Nesquehoning business district is located about three miles east of the site. There are three communities south of Nesquehoning Mountain: Summit Hill Borough, Lansford Borough, and Coaldale. These communities do not have direct access to the site. Smaller communities include Bloomingdale, Hauto, and the Lake Hauto development. Altogether about 17,000 people live within three miles of the site. There are about 20 residences within one-quarter mile of the site (NUS Corporation, 1986a).
The predominant uses prior to Tonolli Corporation activities were disposal of coal mine spoil and ash from a coal-fired power plant. This power plant was located approximately 1.1 miles west of the Tonolli Site. Land use in the immediate area of the site and to the east is industrial. Other industries in this area include a company that manufacturers residential house siding, a coal company and its stockpiles, and a company that blends plastics. The site area is zoned for industrial use (1-1) by the current (June 20, 1991) zoning ordinance of the Borough of Nesquehoning and is part of an area zoned for industrial use which extends approximately three miles east of the site. The site is located in the Green Acres Industrial Park West.
The 290 acre Industrial Park is sponsored by the Carbon-Schuylkill Industrial Development Corporation (Burns and Loewe, c. 1973). They state in their plan:
"Projected development of Green Acres West will include the development of thirteen industrial sites with paved streets and parking areas. Quantitatively, the projected industrial plant area would be approximately 40 acres, while parking lot and streets would also cover a total of approximately 40 acres, for a total of 80 acres. The replacement of natural ground with industrial plants . and pavement would definitely downgrade runoff and water retention characteristics for this part of the development. However, balanced against this is the fact that at present approximately 125 acres, within the 290 acres is covered by fly ash and silt banks with very little vegetation and, correspondingly very poor hydrologic characteristics. Ultimately, this material
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\torolli\rcport\RI .doc AR30I506 will be removed from the site, the area will be re-graded, and a large portion planted with either lawns or trees. This would result in a net improvement in the hydrologic characteristics."
According to the Carbon County Office of Planning and Development, fulfillment of this plan is still the anticipated future land use for the site property itself and properties to the east, and south of the Tonolli site (Carrol, 1991).
Within three miles of the site the land use is mostly rural undeveloped land, residential, and industrial. Much of the area is forested mountain sides. There is a reservoir (Lake Hauto) located about one mile upstream on Nesquehoning Creek and a second reservoir a similar distance upstream on Bear Creek. Based upon visual inspection of the site vicinity and discussions with the U.S. Department of Agriculture, there are no significant agricultural lands in the site vicinity (Miller-Boyle, 1991). According to the Pennsylvania Game Commission, there are no state gamelands, wildlife refuges, wilderness area, state parks or state recreational area in the site vicinity between Lake Hauto and the Borough of Nesquehoning (Boyd, 1991).. However, Lake Hauto is used for recreational fisliing and boating.
There was nothing discovered during the RI to suggest that the Tonolli Corporation Site overlies an existing historical or archaeological site. An archaeological survey was not part of the RI/FS Work Plan. According to the State Office of Historical Preservation, there are no sites of historical or archaeological significance within one mile of the Tonolli Corporation Site (Shaffer, 1991).
3-17 \tcnoUi\iepmVRUa3 flR30J507 SECTION 4.0 NATURE AND EXTENT OF ON-SITE CONTAMINATION
The chemical site characterization efforts were conducted during two separate sampling rounds. Round 1 consisted of collecting a large number of samples (see Table 4-1). Approximately ten percent of these samples were analyzed for the full range of TCL and TAL parameters. The remainder were analyzed for the following indicator parameters: arsenic, cadmium, copper, lead, mercury, selenium, zinc, and polynuclear aromatic hydrocarbons (PAHs) and other general chemistry parameters. The Round 1 analytical results led to the following understanding of the site contaminants:
• Inorganics, primarily lead, are present above background in various areas throughout the site. • PAHs were detected in 13 of 71 site soil samples all of which contained mine spoil/fly ash and a sediment sample that receives much runoff from mine spoil/fly ash piles above the site. This means that of the 28 site soil samples which were mine spoil/fly ash material, 43 percent tested positive for PAHs. Of the 30 site soil samples that did not contain mine spoil, none (with the exception of the above mentioned sediment sample) contained any PAHs. • No PCBs or pesticides were detected on site. • VOCs were not detected in the buildings onsite during onsite monitoring nor in the groundwater, surface water, or sediment.
• Soil sample analysis indicated that concentrations of VOCs less than 180 ppb may be present at eight of the 42 locations sampled, although the remaining 34 samples were not required to be analyzed for VOCs (Engineering Science, 1990). Approximately sixty three percent of the detected VOC concentrations in soil were in the 6 ppb to 40 ppb range. Thus, while volatile organic compounds may be present in
4-1
\toooUi\rcpoitMUJoo localized areas at low concentrations, the absence of them in the groundwater indicates that they do not constitute a significant contamination problem for this site.
Round 1 results were reviewed for data gaps and which compounds were most prevalent at the Tonolli Corporation site. The most prevalent compounds were found to be those normally associated with a secondary lead smelting operation. Round 2 consisted of collecting and analyzing a second set of samples for a reduced list of indicator compounds. These samples were collected in the areas where data gaps existed. The Round 2 analytical program focused primarily on inorganic contaminants and consisted of the following parameters: lead, arsenic, cadmium, copper, zinc, pH, percent moisture and TOC (see Table 4- 2). Water samples were also analyzed for the following list of general water chemistry parameters:
• Field parameters (pH, temperature, specific conductance and Eh), • Alkalinity to pH 8.3, • Alkalinity to pH 4.5, • Acidity to 3.7, • Acidity to 8.3, • Total suspended solids (TSS), • Total dissolved solids (TDS), • Total hardness, • Chloride, • Sulfate, and • Total organic carbon (TOC).
The validated laboratory data are attached as Appendix G and are summarized in Tables 4-3 through 4-18. Data are presented on a dry weight basis for solids. Data qualifiers used in these tables are explained in Tables 4-19 and 4- 20.
The following sections outline Rizzo Associates' understanding of the site as a result of the RI.
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\tooolli\repoA\RIuioc flR30!509 4.1 SOILS 4.1.1 Off-site Soils A total of 40 off-site surface soil samples were collected from 37 locations within approximately 1,500 feet of the Tonolli Corporation Site (see Figure 2-2 for locations). Thirty-four of these samples were collected during May 1991. After review of the analytical data from the initial thirty-four samples, it was determined that six additional samples should be collected. The off-site surface soil samples were analyzed for lead; the results are summarized in Table 4-3. The primary purposes of these data were to provide exposure data for the risk assessment and to determine site-specific background levels for lead in soil. The data were also used to evaluate whether Tonolli Corporation operations measurably impacted off-site surface soils.
Prior to use of the site by the Tonolli Corporation, as stated in Section 1.3.3, the area around and within the site was used as a disposal area for coal mine spoil and ash from a coal-fired power plant. The effects of the mine spoil disposal are apparent in an aerial photograph taken during 1964 (EPIC, 1990). Apparent ash piles can be observed where the former Tonolli Corporation refinery building now stands, as well as coal mine spoils that form a large flat elevated area to the north of the site. The area of ash disposal is to the east of the current tree line, which is along the western property boundary of the Tonolli Corporation site. Additional mine spoils are noted on the area east of the site.
During the RI field activities, off-site soil samples were collected from areas surrounding the Tonolli Corporation site. The mine spoil material was readily apparent due to its black, carbonaceous nature. Samples collected from areas east, north, and south of the site were comprised mostly of mine spoil; the samples collected from the wooded area west of the site were comprised of native soil. Apparently, the forest in this area was established before ash disposal activities took place. Initially, seven soil samples were collected within approximately 700 feet of the western property boundary of the site. The soil samples used as background were separated into the four quadrants as shown below:
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\looolli\repoit\RI .doc .A VwV.f W\\ ^ V* VW vW
West > North South East Sample ID Lead Sample ID Lead Sample ID Lead Sample ID Lead (mg/kg) (mg/kg) (mg/kg) (mg/kg)
SO-OFF1 (76§)SO-OFF3 18.5SO-OFF6 308 SO-OFF10 103 SO-OFF2 266 SO-OFF24 291 SO-OFF7 378 SO-OFF13 142 SO-OFF29 183 SO-OFF26 166 SO-OFF8 84.5SO-OFF20 270 SO-OFF30 221 SO-OFF27 27.8 SO-OFF9 83.4SO-OFF21 142 SO-OFF31 450 e SO-OFF28 72.4SO-OFF12 128 SO-OFF22 71.6 SO-OFF32 @) J SO-OFF14 94.8 SO-OFF23 275 r. SO-OFF34 (£4d) / SO-OFF15 93.2SO-OFF25 29.3 SO-OFF16 93.6SO-OFF33 194 0 = 7 Va n = 5 n = 9 n =-81 I - 4*1,14 M-VV.1 x = 115.14 x = 189.06 x = 153.36 ""^ . -2^8 HS.S, s = 114.35 s = 143.54 s = 88.58 ,S,W The number of samples, the arithmetic mean, and the sample standard deviation follow after each sample set. Several of the samples have been excluded from the above table for various reasons. Samples SO-OFF4 (10,000 mg/kg), SO- OFF5 (770 mg/kg, and SO-OFF17 (538 mg/kg) are all mine spoil samples collected south of the property boundary. Due to the lead content and proximity to site features, these three samples were assumed to be impacted by the site. Samples SO-OFF11 (11.5 mg/kg) and SO-OFF18 (137 mg/kg) were collected from the landfill berm. Because they are neither mine spoil nor native soil, those samples fit into neither data set and were therefore excluded from the above table. The grouping of several of the samples identified as either in the north, south, or east quadrant is somewhat arbitrary. However, it is emphasized that the 4-4 \toooIli\repoit\RJ.doc most important distinction among the four groups is that the west quadrant contains only those samples described as native soil, whereas the other three groups include only those samples that are comprised predominantly of mine spoil. It is noted, for example, that location SO-OFF15 is southwest of the site but because it was comprised of mine spoil instead of native soil, it was placed in the south group instead of the west quadrant. Upon examination of the four groups, it is obvious that the west quadrant, with a mean concentration of 420 mg/kg, has a higher lead content than any of the three mine spoil groups, which have a combined mean lead concentration of 159 mg/kg. An analysis of variance (ANOVA) statistical comparison was performed between the west quadrant and the south quadrant (Appendix H). The south quadrant was selected for comparison because it has both the highest mean and the highest standard deviation with regard to lead concentration among the three mine spoil groups. As expected, there was a statistically significant difference in lead content between the west quadrant and the south quadrant. Thus, it may be stated that the soil west of the site has a higher concentration of lead than does the off-site mine spoil. 4.1.1.1 Additional Surface Samples There is no record or evidence of Tonolli Corporation activities west of the site. Although lead-containing dust from the site could be carried by the wind, prevailing winds are toward the east, not the west. Therefore, wind dispersion of dust from the Tonolli Corporation site would not be a likely source. Neither does surface water runoff from the site flow westward. Due to the lack of a mechanism that would link Tonolli Corporation operations to the higher lead concentrations in the native soil samples collected to the west of the site, other possible lead sources west (upwind) of the site were considered. One possibility was the coal-fired power plant which had been located approximately one mile west of the site and operated for about 40 years, from the 1920s through the 1960s. In order to determine if there was another source of lead contamination west of the site, four more surface soil samples were collected from three different locations approximately 1,500 feet 4-5 \toooffi\rcpoit\RIjloc flR30!5l2 west of the property boundary. Two additional mine spoil samples, SO-OFF39 (north of the site) and SO-OFF40 (west of the site), were likewise collected during November 1991. The analytical results of these three sample locations were similar to those off- site samples collected earlier from closer to the western property boundary. Duplicate samples SO-OFF35 and SO-OFF36, somewhat northwest of the site, were found to contain 204 mg/kg and 205 mg/kg of lead, respectively. Sample SO-OFF37, taken directly west of the Site, exhibited a lead concentration of 846 mg/kg; Sample SO-OFF38, collected southwest (and at an elevation 110 feet higher than the site) of the Tonolli Corporation Site, had a lead concentration of 572 mg/kg. For comparison, the additional mine spoil samples SO-OFF39 and SO-OFF40 exhibited respective lead concentrations of 23.0 mg/kg and 111 mg/kg. These mine spoil sample data are consistent with the mine spoil samples collected during May 1991. Sample locations SO- OFF39 and SO-OFF40 also had analysis in samples collected at depths of 1.5, 3.0 and 4.0 feet. These samples exhibited lead concentrations ranging from 6.2 mg/kg to 15.0 mg/kg. An ANOVA statistical comparison was made between those soil samples taken from within 600 feet of the western property boundary and those collected at a distance greater than 600 feet. This latter group included the Samples SO- OFF35 through SO-OFF38 and Sample SO-OFF30. The analysis revealed no statistically significant difference between these two groups, even at a confidence limit of P = 0.75 (see Appendix H). These data (11 samples) were therefore combined to calculate a mean lead concentration of 433 mg/kg in the soil west of the site. The two additional mine spoil samples were combined with the 22 sampled during May 1991 to calculate a mine spoil background mean lead concentration of 152 rng/kg. Because the soil lead concentration was essentially the same at a distance of 600 feet from the site (and four of these five samples were at a distance of 1,500 feet) as it was within 600 feet of the western property boundary, these data 4-6 \tonolU\icpHt\RUoc ^301513 indicated that another source of lead must have been present. The next subsection considers the possibility that the former power plant was potentially that source. 4.1.1.2 Estimation of Power Plant Lead Emissions - ,.W,\ V <"i<^ V \ y t i> The objective of the calculation is to provide an order-of-magnitude estimate of the quantity of lead emissions from a coal-fired utility furnace. The utility boiler is assumed to be a stoker type, located approximately 5,000 feet west of the Tonolli Corporation site. The power plant operated about 40 years from the 1920s through the 1960s. The energy input rating of the furnace is unknown. Typically a utility boiler is assumed to have greater than 100 million Btu/hr heat input (USEPA, 1977 Table 1.1-2). Given that there is about 3 x 106 cubic yards of mine spoil and fly ash in the vicinity of the Tonolli Corporation Site, this heat input of 100 million Btu/hr is unrealistically low. Assuming a 300 million Btu/hr heat input power plant, and a heating value of 13,000 Btu/lb for bituminous coal (USEPA, 1985; p. A-3), then: TCC - * 2t = 7.8 x 109lbscoal According to one study, the range of lead concentrations in U.S. coal is 10 to 270 ppm. (University of Wyoming Research Corporation, 1987). Assuming 100 ppm average lead in coal (note that in Section 4.1.1.1 the calculated site- specific mean background lead in coal mine spoils is 152 mg/kg), the quantity of lead burned by the power plant is: T A T Q ,A9 iu i 100 x IP"6 lb lead Leadm = 7-8 * 109 Ibs coal x ——— j = 7.8 x 10s lb lead 4-7 \tooolli\irpon\RI.doc /IR30I5U A coal-fired utility boiler built in the 1920s is assumed to have only a settling chamber for air pollution control. Lead is assumed to be primarily bound to the particulate emissions. Maximum efficiency for a settling chamber is 50 percent (USEPA, 1977). Thus, lead emissions are calculated to total: Leadout = 0.5 x 7.8 x 105 Ib = 3.9 x 105 Iblead The stack height, gas exit velocity, and temperature rise for the power plant are unknown. However, some distance downwind would be required before significant quantities of particulates would begin to reach the ground. Additional distance would be required to reach a level of maximum deposition and then the concentration of deposited material would decline over an additional distance. The highest measured lead in surface soil value not associated with the Tonolli Corporation site is about 3,500 feet downwind of the power plant and 1,500 feet upwind of the Tonolli Corporation site. In order to calculate an affected area, the following are assumed: * Lead deposition commenced 500 feet east of the power plant; • Lead deposition (based on the location of the off-site soil sample with the greatest lead concentration) reached a maximum 3,500 feet east of the power plant; and • Lead deposition declined to near background levels 6,500 feet east of the power plant. The north/south direction is constrained by the valley to a maximum of 5,000 feet. Affected area = (6,500ft - 500 ft) x 5,000ft = 30,000,000 sq ft 4-8 \tooolli\rcpott\RI4oc flR3015i5 Sampling depth for surface soils was two inches. Volume of affected soil = 30,000,000 sq ft x -rfr^r 12 in/ft = 5,000,000 cu ft Assume loose humic soils at 100 lb/ft3: soil^, = 5,000,000 ft3 x ^^ = 5 x 108lbsoil Obviously not all of the lead emitted from the power plant will settle out of the atmosphere. A portion will be emitted in the gaseous phase and a portion will be adsorbed to fine particles which do not settle out. Assuming 50 percent of the lead settles into the affected area: 3-9 x lo5 lb lead = 2.0 x 105 lb settled lead Average concentration in affected soil is calculated as follows: 2.0 x lOMblea 5 x 108lbsoil = 400 ppm average lead in soil The above calculations are intended to be an order-of-magnitude type estimate. Thus, the resulting average soil lead levels due to power plant emissions, as assumed above, are more likely to be 400 ppm than 40 ppm or 4,000 ppm. There is an additional assumption that little leaching of lead is occurring from the surface soils. Given the low cation exchange capacity of mine spoil and the acidic nature of surface runoff in contact with mine spoil, leaching is probably occurring in areas of exposed- mine spoil. However, in wooded areas, with 4-9 \tcoolli\rcport\Rl .doc soils high in organic content, probably very little leaching is occurring (EPRI, 1984). Although these calculations are intended as an order of magnitude approximation, it is noted that there is strong agreement between this calculated level of 400 ppm in soil and the arithmetic mean of the analytical data for the soil samples (433 ppm). 4.1.1.3 Calculation of Site-Specific Background Lead Levels As has been shown by the analytical data and statistical comparisons discussed in Section 4.1.1, the lead concentrations of the soil west of the site and the off- site mine spoil located in the other three compass directions are dramatically different. The mean lead concentration of the soil (433 mg/kg) is nearly three times greater than the mean concentration of the mine spoils (152 mg/kg). The reasons for such a difference are likely to include the lower organic content and, hence, the lower cation exchange capacity (CEC) of mine spoil, and the lower pH commonly associated with mine spoils that results in the leaching of metals. In addition, soils to the west of the site appear to have been relatively undisturbed for the last fifty years. On the other three sides of the site, the coal mine spoil piles were being built up while level deposition was occurring. Therefore, decades of lead deposition fell on the undisturbed soil west of the site which would have resulted in a high-lead layer of soil near the surface; the mine spoil piles were being continuously built up, there would have been little opportunity for a single layer of high lead concentrations deposits to form from airborne deposition. Also, later disturbances may have resulted in a heterogenous mixture of lead concentration with depth of mine spoil. Therefore, it is appropriate tojgeat the background soil west of the site and the mine spoil as two jifferent data sets. In addition to the calculation of arj.thjtnejtic_means, upper-boundbackground lead levels were also calculated. These levels may be more meaningful than simple arithmetic means because these variability of the data. For example, six of the 1 1 off-site soil data points west of the site exceed the arithmetic mean for lead of 433 mg/kg. This does not at 4-10 \toDoUi\rcpoft\KIJoc AR3QI5I7 all suggest, however, that over half of the data points exceed an actual site- specific background level. As will be shown, each of these 11 off-site soil lead concentrations is lower than a reasonable upper-bound, site-specific background level. In order to test whether the means of two or more populations of samples sets have the same parametric mean, a statistical method such as analysis of variance (ANOVA) or a t-test may be employed. In the comparison of two sample sets where one of those sets is represented by only a single specimen, the following equation, which is actually a variation of the t-test, may be used (Sokal and Rohlf, 1981): _ xt - X2 - (Ul - where: Uj = the mean of the population represented by the single specimen. u2 = the mean of the population represented by the second sample set. Xt = the measurement of the single specimen. X2 = the sample mean of the second sample set. s2 = the sample standard deviation of the second sample set. n2 = the sample size of the second sample set. ts = the test statistic. Since this is a test of the hypothesis that ut = u2, the expression (ut — u2) is replaced by zero. The result of the above equation, ts, is compared to a critical table value (Rohlf and Sokal, 1969) of the Student's t distribution at a specified confidence limit and n2 — 1 degrees of freedom (t (a;n2 — 1)). 4-11 \toooUi\icpoit\RLdoc AR30I5I8 The above equation may also be algebraically rearranged to determine the upper-bound background level of a set of samples. The equation used to determine the upper-bound background level is: The variables are the same as above except that Xt is the calculated background level and ts is actually the value taken from the t distribution table at a selected confidence limit and n2 — 1 degrees of freedom. Since this method considers only the upper bound, this is a one-tailed statistical test. Therefore, ts is selected from the table at a confidence level of a/2 instead of a. For the calculations contained in this report, a confidence limit of a/2 = 0.05 was selected. The calculations of both the upper-bound background lead concentration for off-site soil and the upper-bound background lead concentration for mine spoil are included in Appendix H. The calculation- of the soil lead level included the seven May 1991 west quadrant samples and the four additional samples collected during November 1991. Using the statistical method just described, the upper bound, off-site soil lead concentration was calculated as 881 mg/kg. Values used in this calculation include an arithmetic mean concentration of 433 mg/kg, and a standard deviation of 237 mg/kg. All 11 off-site soil samples were less than this upper-bound level; Sample SO-OFF37 exhibited the highest concentration at 846 mg/kg. The mean and the upper-bound values define background for soils west of the Tonolli Corporation site. The calculation of the upper-bound off-site mine spoil lead concentrations included the 22 samples identified earlier as those in the east, north and south quadrants, as well as two additional mine spoil surface samples (SO-OFF39 and SO-OFF40) collected during November 1991. The upper-bound lead concentration for the mine spoil was calculated as 354 mg/kg. Values used in this calculation include an arithmetic mean of 152 mg/kg and a standard 4-12 \tonoUi\ieport\RI-doc /1R30/5I9 deviation of 116 mg/kg. The mean and the upper-bound values define background for mine spoil adjacent to the Tonolli Corporation site. Two of the 24 background mine spoil samples exceeded this upper-bound concentration, including SO-OFF7 (378 mg/kg) and SO-OFF19 (438 mg/kg). Both of these samples were collected south of the site, at respective distances of approximately 650 feet and 200 feet south of the Tonolli Corporation site's property boundary. 4.1.2 On-site Soils The horizontal and vertical extent of inorganics in site soils was determined by a combination of XRF screening and laboratory analysis in Round 1 and additional laboratory analysis in Round 2. Test pits were excavated to collect subsurface samples. A total of 60 test pits were excavated, resulting in the collection of 105 soil samples. Additionally, 20 surface soil samples were collected for a total of 125 samples analyzed by the laboratory. In addition to the lab samples, 103 locations were screened using XRF techniques to obtain lead values. Tables 4-4 and 4-5 contain the analytical results for Round 1 and Round 2 test pits, respectively. Table 4-6 contains the analytical results for the 20 additional samples. XRF screening was used to profile lead concentrations with depth, generally at 0.5, 1.5, 3 and 5 feet. A discussion of the XRF screening, calibration and QA procedures is contained in Section 2.3.1 and Appendix D. The quantification limit for the XRF screening was based on seven consecutive readings and was calculated to be 122 ppm. A plot of in situ XRF results (greater than 122 ppm) versus laboratory results has a coefficient of correlation (r2) of 0.68. This coefficient of correlation is lower than what was expected and it is believed that the variability in soil matrix is the reason. These screening data were considered in the evaluation of lead levels across the site where there was no laboratory analysis. If the same depth had both XRF and laboratory data,'only the laboratory data were used. Laboratory analysis of 125 soil samples indicated that arsenic concentrations at 12 locations were higher than action levels in the proposed RCRA Corrective Action Rules dated July 27, 1991 (80 mg/kg). This level was used, since based 4-13 "^ \icooUi\rcport\RLdoc ' ' 7» Vffft ^ - xv\ on visual inspection of the data, there does not appear to be a consistent correlation with lead levels below this value. At concentrations greater than 80 mg/kg, eleven of the twelve samples had corresponding lead concentrations greater than 2,090 mg/kg and were also at depths less than two feet. Based upon a visual inspection of the cadmium data, there are 22 samples with cadmium concentrations greater than 5 mg/kg. These samples correlated well with samples containing lead. Sixteen of 22 samples had corresponding lead concentrations greater than 3,390 mg/kg and the remaining six samples were less than 1,260 mg/kg. Similarly, in 21 samples, levels of zinc greater than 70 mg/kg and copper greater than 56 mg/kg were correlated with lead levels greater than 1,880 mg/kg in 19 of those samples. The levels of zinc and copper were based on visual inspection of site-specific data. In summary, at 55 locations which indicate elevated inorganics other than lead, 52 of these locations (95 percent) exhibit lead concentrations greater than 1,260 mg/kg. Given the correlation of these inorganics to lead, further discussions of soil will be focused on lead only. TCLP analysis of site soils was performed at four sample locations which were suspected of elevated lead levels. Three of .the four samples had leachate concentrations-of lead which exceed the limit for hazardous waste: TOTAL LEAD TCLP (MG/L) (MG/KG) LEAD CADMIUM S45-3 (mine spoil) -- 103 0.09 S59-2 (mine spoil) 9,800 269 0.19 S61-3 (soil) 282 2.8 ND (0.05) S62-1 (soil) 3,550 ' 59.6 0.08 The one sample with a lead concentration of 282 mg/kg passed the TCLP test. Figures 4-1 through 4-5 depict the on-site soil concentrations of lead in the following subsurface depths as determined by both laboratory analysis and XRF screening: 4-14 flR30I52l • Surface and near surface (0 to 0.5 feet), • 0.5 to two feet, • Three feet, • Five feet, and • Greater than Five feet. Where duplicate data exist, the greater concentration of the two was used. A discussion of each depth follows. The following subsections examine concentrations of lead spatially, both horizontally and vertically, based on the analytical results of the samples collected and on XRF results. Where both types of data were available, only the laboratory data were used. The off-site soil background value for lead ranges from a mean of 433 mg/kg to an upper bound of 881 mg/kg. Since these values are approximately within the range of 500 to 1,000 mg/kg established as interim guidance for soil lead cleanup levels at Superfund Sites (OSWER Directive No. 9355.4-02), the following discussions compare on-site lead concentrations to 500 mg/kg and 1,000 mg/kg as well as 10,000 mg/kg, •»Vn ? 4.1.2.1 Surface and Near Surface Soils In the surface and near surface soil (0 to 0.5 feet) lead levels greater than 500 mg/kg were found in 32 of 54 sample locations throughout the site (See Figure 4- 1). Lead was detected in concentrations greater than 10,000 mg/kg (1 percent lead) at 9 of 54 sample locations and in several general areas: • In and near the plastic scraps storage area, • Adjacent to the battery crusher and crusher building, • Near the roadway leading to the landfill, • In Drainage Ditch No. 1, and • The yard behind the refinery building. Concentrations between 1,000 and 10,000 mg/kg were detected at 18 of 54 sample locations in areas which include the above and: 4-15 \tonoUi\rcpoit\RI.doc flR30!522 • Front gravel parking lot and grassy area, • Grassy area west of refinery building, • In the lagoon backfill, • Drainage Ditch No. 2, • Landfill perimeter, and • Behind truck garage. The materials used to backfill the lagoon during the removal action contain several layers of dark material that appears to be mine spoil. This material was found to have lead concentrations between 64.7 and 3,260 mg/kg. At 5 of 54 sample locations, concentrations above 500 mg/kg and less than 1,000 mg/kg were found. These areas were located in Drainage Ditch No. 2 (along the railroad tracks), the east side of the landfill, and near the truck garage. Most sample detections were at concentrations between 1,000 and 10,000 mg/kg. This is not unexpected since much of the site contains fragments of battery casings or lead battery grids on the surface. Fine particles of lead could also have been transported by surface water or short distances by wind during plant operations. 4.1.2.2 0.5 to Two Feet Lead concentrations greater than. 500 mg/kg were found at 30 of 56 sample locations, located primarily to the rear of the site and along the drainage ditch (See Figure 4-2). Concentrations greater than 10,000 mg/kg (5 of 56 locations) were detected in the yard behind the refinery building (TP-40), the battery dumping area (TP-12 and TP-50), adjacent to the crusher building (TP-15) and along the Drainage Ditch No. 1 (TP-54). Lead was detected at 18 of 56 sample locations at concentrations between 1,000 and 10,000 mg/kg and primarily to the rear of the site (plastic scraps storage area, yard behind refinery building, Drainage Ditch No. 1 and the truck garage). It was also found in the low lying area north of the landfill (TP-60), 4-16 \tooolIi\rc[K3it\RJ.doc along the front of the site (TP-16, 19 and 17), and in TP-28 which was reportedly clean fill placed during the USEPA lagoon remediation. At seven locations, lead was detected in concentrations between 500 mg/kg and 1,000 mg/kg. These include TP-48 (579 mg/kg), located toward the northwest corner of the Tonolli Corporation property in the plastic scraps storage area; TP-1 (684 mg/kg), located behind the crusher building; TP-43 (596 mg/kg), located near the truck garage; TP-33 (890 mg/kg), located along Drainage Ditch No. 2; and TP-22 (793 mg/kg), TP-30 (636 mg/kg), and TP-55 (575 mg/kg), all located south of the refinery building. Only XRF data was available for TP-1, TP-43, and TP-30. 4.1.2.3 Three Feet Soil samples were collected at a depth of about three feet at 50 sample locations (see Figure 4-3), of these: • 1 was greater than 10,000 mg/kg, • 11 were between 1,000 and 10,000 mg/kg, and • 7 were between 500 and 1,000 mg/kg. TP-14 (along the road to the landfill) was the location where lead exceeded 10,000 mg/kg. The detections between 1,000 and 10,000 mg/kg were primarily along Drainage Ditch No. 1, but also to the rear of the site (TP-5 and TP-11), TP-17 and TP-26 in the backfilled lagoon, TP-25 adjacent to the lagoon, and TP-43 in front of the truck garage. Seven sample locations had lead concentrations above 500 mg/kg but below 1,000 mg/kg: • TP-48 north of the electrostatic precipitator in the plastic scrap storage area, • TP-40: yard behind refinery building, • TP-30: near lagoon, • TP-33: in Drainage Ditch No. 2, • TP-44: behind truck garage, • TP-7: 800 feet north of batter crusher in the plastic scrap storage area, and • TP-2: west of refinery building. 4-17 4.1.2.4 Five Feet At five feet, lead was detected In concentrations above 500 mg/kg at 13 of 37 sample locations and concentrations at all thirteen sample locations were between 1,000 and 10,000 mg/kg (see Figure 4-4). These detections are found in three general areas: • The rear of the site in the plastic scraps storage area (TP-5, TP-7, and TP-61), and the yard behind the refinery building (TP-40 and TP-62), • Along Drainage Ditch No. 1 (TP-18, TP-20, TP- 21,TP-24, and TP-29) and adjacent areas (TP-14 and TP-15), and • Behind truck garage (TP-44). 4.1.2.5 Greater than Five Feet At depths greater than five feet, 31 samples resulted in four detections above 500 mg/kg (see Figure 4-5). These samples were located at a depth of ten feet in the yard behind the refinery building (TP-40), at eight and ten feet along the road leading to the landfill (TP-14 and TP-45), and at six feet in Drainage Ditch No. 1 (TP-59). The greatest lead concentration at a depth greater than five feet was 4,600 mg/kg, detected in the sample from TP-40. TP-59 exhibited a lead level of 2,350 mg/kg at a depth of six feet, and TP-14 and TP- 45 had respective lead concentration of 1,290 mg/kg and 971 mg/kg. 4.1.2.6 Observations Figure 4-6 depicts the plan location of soil profiles which are presented in Figures 4-7 and 4-8. These profiles illustrate the lead concentrations in soil as a function of depth. The following observations can be made: • The areas with lead concentrations greater than 500 mg/kg are generally limited to the top three feet of soil. 4-18 ^30/525 • Above-background lead levels extend to a depth of approximately five feet along Drainage Ditch No. 1 and where the treatment plant overflow ditch was located. Although lead concentrations generally attenuate to below 500 mg/kg at depths between six and eight feet, TP-59 exhibited a lead concentration of 2,300 mg/kg at a depth of six feet. • In two areas, including the yard behind the refinery building (TP-40 and 62) and along the road leading to the landfill (TP-14 and TP-45) the lead levels are greater than 1,000 mg/kg at depths of ten feet (the limit of the backhoe). • The battery breaking area (TP-11, TP-12 and TP-50) had lead concentrations greater than 1,000 mg/kg in the top three feet. Lead concentrations attenuate to 185 mg/kg and 23.0 mg/kg in TP-11 and TP-12, respectively, at the five foot depth. • Very few samples (19 of 228) had lead concentrations between 500 mg/kg and 1,000 mg/kg and 75 of the remaining 209 samples had lead concentrations greater than 1,000 mg/kg. • In approximately 75 percent of _test pits excavated within the fenced site area, mine spoil was encountered below the ground surface. • Test pits TP-9, TP-19, TP-49, TP-52, and TP-53, were all excavated in areas where the pavement is in good condition. These test pits exhibited lead concentrations between 4.7 mg/kg and 407 mg/kg (except for one XRF reading at TP-19, 0.5 - 2 feet which had a lead concentration of 6,805 mg/kg). This indicates that most areas with good cover (i.e., pavement) do not appear to have been impacted by site activities. Lead is relatively insoluble at pH 7.0 and tends to chemically attenuate in the shallow subsurface unless there has been mechanical mixing or acidic solutions which transport the lead deeper. There are a number of locations where 4-19 \toooUi\icport\RJ.doc flR30i526 elevated levels exist at three feet, five feet, and deeper. Most of these areas are associated with surface water drainage features: • TP-18, TP-20, TP-29, TP-33, and TP-59 are located in drainage ditches. • TP-21, TP-24, and TP-54 are near the location of the former overflow ditch which was excavated for the treatment plant. • TP-40 and TP-62 are located in a gravelly area which receives surface runoff from adjacent areas. • TP-17 is in a low-lying area where surface water ponds after raining. • TP-15 is in an area where the concrete is broken and it receives runoff from near the crusher building. The lead levels at TP-14 and TP-45 are not readily explained and exist from the ground surface to at least ten feet. Because this location is on the side of the road which leads to the landfill, it is possible that the spillage from trucks or vehicles hauling plant wastes to the landfill may have contributed to the elevated inorganic levels in this area. During the excavation of TP-53, petroleum product with a diesel fuel odor was encountered. This test pit is located near what appears to be a diked, above- ground storage tank area. The dike is an approximately 5 foot high by 10 wide by 40 foot long concrete wall. Inside the dike are what appear to be several concrete supports for a large tank. The area inside the dike is asphalt-coated and appears to be stained with a petroleum product. Petroleum products were not encountered elsewhere. 4.2 SCRAP PILES Several scrap piles are present at the site. These piles generally consist of rusted scrap metal and wooden pallets. These piles are shown on Figure 2-1 and were not sampled. One pile consists of a black material similar to what is stockpiled in the crusher building. This material is believed to be slag. The 4-20 \tonolliWpotl\RI.doc area immediately adjacent to this pile, where material had washed off the pile, was screened with the XRF and had a lead concentration of approximately 39,000 ppm. A number of industrial nickel-iron batteries are located to the east of the battery receiving and storage area. There are approximately 120 batteries which are grouped in eight to ten racks. All appear to be open and are drained. 4.3 BUILDINGS The buildings on the Tonolli Corporation Site are in various stages "" deterioration. The refinery building has numerous holes in or near ; roof which allow rain to enter the building. This water is collected in k lying areas within the building and in some areas is beginning to erode the material stockpiled by the USEPA inside the building. A dust sample from near the furnace area (W17) was analyzed for lead and TCLP inorganics. The lead content was 221,000 mg/kg and the TCLP leachate had detectable levels of cadmium and lead at concentrations of 33.7 mg/1 and 15.5 mg/1. These values exceed the maximum allowable concentrations for a hazardous waste material. 4.4 BY-PRODUCTS There are several different types of by-products present on the Tonolli Corporation Site, including: • Crushed battery casings, • Drums of melted plastic, • Excavated soil and liner from USEPA removal action, • Dewatered and solidified sludge, and • Crusher building piles. Each of these materials was sampled as part of the investigation and analytical results are summarized in Tables 4-7 and 4-8. 4.4.1 Crushed Battery Casings Battery casings at the site are made up of a mixture of black Bakelite and multi- colored plastic. They are present in piles located at the north end of the Tonolli Corporation Site and as small chips or fragments scattered throughout 4-21 3H30J528 the site. The large casing pile in the northwest corner is commingled with soil. The casing mixture is estimated to be 10 to 15 percent plastic. Samples of the battery casings were analyzed to determine if the material exhibited hazardous waste characteristics. TCLP analysis on casing samples from two areas (W2 and W9) indicates that lead and cadmium were leached out of the casings (Table 4-7). The values for lead ranged from 200 mg/1 to 2,640 mg/1 and for cadmium ranged from 0.06 to 0.58 mg/1. Only the lead concentrations exceeded the regulatory concentration for characteristic hazardous waste (5.0 mg/1 for lead and 1.0 mg/1 for cadmium). 4.4.2 Drums of Melted Plastic There are approximately 200 drums stored along the western edge of the site, all of which contain melted plastic of similar visual characteristics. The melted plastic is a gray mass and contains bits of wood and non-melted plastic. This plastic is presumably material that was purged from a plastic extruder during attempts at recycling the plastic. A sample of the material (W8) was analyzed by TCLP procedures (Table 4-7). Lead was the only metal detected and at a concentration of 1.6 mg/1 which is less than the regulatory level of 5.0 mg/1. Based upon this analysis, the material is not a characteristic hazardous waste. 4.4.3 Excavated Soil and Sludge from USEPA Removal Action The material excavated and waste generated during the USEPA remediation of the lagoon was stockpiled in the refinery building. These materials were sampled and analyzed for indicator metals (Tables 4-7 and 4-8). The excavated soils (W4 and W14) have a moisture content of 9.8 percent and 6.2 percent, and a lead concentration of 6,930 and 5,290 mg/kg (Table 4-7). It also has detectable levels of cadmium, copper, mercury, zinc, arsenic and selenium at concentrations less than 35 mg/kg. TCLP analyses of W14 detected cadmium and lead in the leachate at levels of 1.16 mg/1 and 15.4 mg/1 which exceed the regulatory concentrations for a characteristic hazardous waste. The solidified sludge samples (W5 and W15) have a pH of approximately 12.4, moisture content of 22.1 and 27.5 percent, and lead concentrations of 27,400 4-22 \tcoolU\iepcrtVRUoc flR30/529 and 19,100 mg/kg. Cadmium (24.8 mg/kg), copper (54.0 mg/kg), mercury (0.94 mg/kg), zinc (124 mg/kg), and arsenic (53.7 mg/kg) were also detected in W5. This material had leachable lead (1.5 mg/1 in W15) as determined by TCLP analysis, but at a concentration less than the 5.0 mg/1 regulatory level. The dewatered sludge samples (W6 and W16) have a pH of 12.3 and moisture content of 33.2 percent and 24.5 percent. Lead concentrations were 47,700 and 41,300 mg/kg. Sample W6 also had detectable levels of cadmium (53.0 mg/kg), arsenic (87.4 mg/kg), copper (152 mg/kg), mercury (1.5 mg/kg) and zinc (267 mg/kg). The dewatered sludge had leachable lead and cadmium (1.5 and 0.09 mg/1, respectively) at concentrations below the maximum allowable. 4.4.4 Crusher Building Files Material piled in the crusher building was sampled and analyzed (Tables 4-7 and 4-8). Samples W7 and Wll were taken from the coarser material and Samples W13 and XRFC2 were taken from the finer grain size material. Samples W7 and Wll were analyzed for indicator metals and had lead concentrations of 45,700 and 89,000 mg/kg and arsenic concentrations of 326 and 266 mg/kg. Other inorganics detected include cadmium (11.4 and 12.1 mg/kg), copper (123 and 115 mg/kg), mercury (0.20 and 0.25 mg/kg), and zinc (122 and 120 mg/kg). Sample XRFC2 was analyzed for indicator metals and W13 for lead and TCLP inorganics (Tables 4-7 and 4-8). The respective lead values of these two samples were 157,000 and 192,000 mg/kg. Sample XRFC2 had detectable levels of cadmium (2,170 mg/kg), copper (1,040 mg/kg), mercury (5.4 mg/kg), zinc (11,500 mg/kg) and arsenic (364 mg/kg). TCLP analysis on W13 revealed leachable lead and cadmium (57.7 and 144 mg/1, respectively) which exceeded RCRA hazardous waste criteria. A pile of material located in a bin outside the crusher building was sampled (W2) and analyzed for lead and TCLP inorganics (Table 4-8). The material is red-brown in color and is belfeved to be iron oxide. The total lead 4-23 \tcaolU\rcpo«VRI.doc AR301530 concentration is 2,570 mg/kg; no TCLP parameters were detected in the leachate. 4.5 LANDFILL The landfill is topographically isolated from the remainder of the site, does not receive runoff from the site, and consists of a non-homogeneous mixture of rubber chips, calcium sulfate sludge, slag, impounded water, and plastic casings. Rizzo Associates' review of records found that the landfill (if constructed as shown in documents reviewed) is divided into two cells by a dike oriented east to west just south of the northern manhole. The southern cell has a bottom elevation of 993.5 MSL, the northern cell has a bottom elevation of 996.0 MSL and the top of the separation dike is at an elevation of 1,013.5 MSL (See Figure 4-9). All slopes are three horizontal to one vertical. The landfill is lined with a 1/16-inch butyl rubber flexible membrane liner. Engineering drawings of the landfill indicate that the liner system was constructed over two feet of fly ash and/or sand. Placed over the membrane liner was either 24 inches of fly ash or six inches of fly ash overlain by 18 inches of calcium sulfate sludge. The drawings of the landfill indicate the presence of a groundwater underdrain beneath the liner consisting of a pipe in a gravel filled trench. This type of underdrain is generally used to maintain a separation between groundwater and the liner system. There is no indication as to whether or not this underdrain was installed (i.e., no pipe outlets were found). Additionally, previous test pit investigations by others were unsuccessful in locating this underdrain. The landfill is built above grade and almost entirely above the water table. Since surface water cannot flow into the landfill, the water that is trapped in the landfill is the accumulation of precipitation over the years since the plant ceased operating. The landfill liner is apparently functioning as an effective barrier because at all times during the RI, standing water was visible. The two manholes are perforated and were installed to collect liquids trapped in the landfill. Submersible pumps were used to pump liquids out of the manholes 4-24 to the water treatment facility via overland pipes and hoses. The manholes are currently filled in with fine particles and are apparently trapping precipitation. The water level in manhole on July 5, 1991 was 1022.1 and water level in piezometers on the same date was 1021.7. Based on liner elevations and piezometer readings within the landfill, there is approximately 26 to 28 feet of water in the landfill. This equates to 1625 to 1725 pounds per square foot of hydrostatic pressure exerted on the liner, since the groundwater table is at or below the liner elevation (discounting the performance of the underdrain, if installed). The fact that the liner can withstand this large hydrostatic pressure indicates that it is still essentially intact. It is estimated that the landfill contains approximately 105,000 cubic yards of solid waste and 1.5 million gallons of water. The investigation of the landfill consisted of excavating three test pits (LTP1, LTP2, and LTP3) and collecting four samples of the landfill material from the test pits; installing two piezometers (PI and P2); and collecting water samples from the two manholes (L2 and L5), two piezometers (PI and P2) and one from standing water within the landfill (LFilll). The analytical data results are presented in Table 4-9 and 4-12. The solid material exhibited the following characteristics: Range (mg/kg) Lead 11,200 -68,300 Arsenic 99.1 - 1,140 Cadmium 12.1 - 187 Copper 146 - 4,790 Zinc 319 - 2,770 One of the samples that was encountered was a white material and the other three were a black material. There does not appear to be a correlation between color of the material and inorganic concentrations. The pH of the material 4-25 \tonoUi\iEpOft\RIJoe AR30I532 ranged from 5.81 to 7.31 and TCLP analyses indicated leachable lead and cadmium, but only lead concentrations ranging from 22.0 mg/1 to 294 mg/1 exceeded the regulatory standard for hazardous waste. During excavation of the landfill test pits, a small sheen appeared on the water surface for a short time in the test pit. Nothing was excavated to suggest a source of this sheen. No VOCs were detected with air monitoring equipment. The landfill manholes are plugged with silt but have standing water in them. These manholes were sampled in Round 1 (L2 and L5). To further assess the contents of the landfill, two borings were drilled in Round 2 (one in each cell) and piezometers installed in each boring (PI and P2). Water samples were collected and analyzed from each piezometer and one from the ponded surface water (LFilll) (Table 4-11 and 4-12). The results are summarized below (inorganics in ug/1): L2 L5 P1 P2 LFHI1 pH, s.u. 7.5 5.92 9.78 11.09 3.80 TSS, mg/l 24 40 29,200 15,300 760 Lead Total 2,180 640 18,700 186,000 4,000 Dissolved 316 572 28.9 68.8 4.9 Arsenic Total 105 49.9 22.5 2,280 4.0 Dissolved 39.1 6.4 ND (10) 624 4.2 Cadmium Total 61.4 79.1 171 613 81.7 Dissolved 37.1 72.7 ND(5) ND(5) 86.7 Copper Total 7.6 151 3,150 14,700 79.5 Dissolved ND«2.5) ND(2.5) 3.3 6.4 81.4 Zinc Total 213 742 2,010 7,450 759 Dissolved 105 1,760 ND(6) 11.2 781 4-26 \tooolll\re{ioft\RIuicc 5R3QI533 There is a significant difference between the manhole samples (L2 and L5) and the other three samples. Samples PI and P2 are believed to be more representative of the majority of water trapped in the landfill since they were collected from piezometers that were installed directly in the landfill material. Sample LFilll is believed to be representative of the water at the surface of the landfill. The cause of differences and variability of the data between the manholes, piezometers and surface sample are not entirely known. The facts that the manholes are completely plugged with solids and have a water level higher than the piezometers indicates that the manholes are not free-draining and may be accumulating precipitation. The differences in data between L5, LFilll, and P-l (located in the north cell) and between L2 and P2 (in the south cell) indicate a great deal of heterogeneity within the landfill. The water on the surface of the landfill has a much lower pH than the water sampled within the body of the landfill (3.8 versus 9.78 and 11.09). Samples PI and P2 were very turbid when sampled and have elevated TSS and inorganic constituents. However, the dissolved fraction of the sample has significantly reduced concentrations of each of the inorganic constituents. The water on the surface does not exhibit this trend. It is believed that because of the disposition of calcium sulfate sludge in the landfill, the excess lime in the sludge is raising the pH of the normally acidic water trapped in the landfill. This pH adjustment process may have significantly reduced the dissolved concentration of lead and other inorganics in the landfill water. 4.6 GROUND WATER Groundwater quality data for Rounds 1 and 2 of this investigation are presented in Tables 4-10 and 4-11, respectively. These tables also summarize the measurements of pH, specific conductance, temperature, and Eh made during field sampling, as well as select geochemical parameters. The validated data are found in Appendix G. The spatial distribution of indicator inorganics found in each groundwater monitoring well is illustrated in Figure 4-10 for Round 1 sampling data and Figure 4-11 for Round 2 data. 4-27 \lnooUi\rcpon\RIjloc A comparison of data between wells is found in Section 4.6.2 below. It focuses on comparing individual wells on a parameter-by-parameter basis with a baseline (i.e. background) value for a given parameter. By definition background levels are naturally occurring levels of inorganic elements that are present under ambient conditions and that have not been increased by anthropogenic sources (USEPA, 1989c). An anthropogenic source is any source which is the result of human activities. In addition to the lead smelting operation at the Tonolli site, the presence of 2.8 million cubic yards of mine spoil/fly ash and its associated "acid mine drainage" problem must be acknowledged as a potential anthropogenic source of groundwater quality degradation in the area. However, since this RI was not designed to assess the impact of this anthropogenic source, the resulting groundwater quality data does not allow for an accurate quantification of this source's contribution to any potential groundwater quality degradation. Hence, possible sources of impact, other than the Tonolli Corporation Site, will be incorporated into the following "background" calculations. This offers a realistic approach. The background groundwater quality value for each parameter assumes that no Tonolli Corporation Site operations ever existed. These background values are apparently free of anthropogenic effects due to the Tonolli Corporation Site. An examination of the raw groundwater quality data for both rounds of sampling indicates that MW-10S, MW-10D, MW-17S, MW-17D, MW-18S, MW-18D, MW-19S, and MW-19D reflect this assumption. The raw data parameters examined include the field parameters, the general chemistry parameters and the actual indicator metal results for both total and dissolved fractions. In addition, a Wilcoxon two-sample ranked test was performed comparing dissolved lead and pH values in MW-18S and MW-18D to values in MW-10S, MW-10D, MW-17S, MW-17D, MW-19S, and MW-19D. There was no statistically significant difference found between the two data sets.The field parameters for the twenty monitoring wells showed a wide range of values as follows: 4-28 MoooUfrcptntVRUoc AR30I535 Parameter Range Round 1 Range Round 2 pH, s.u. 3.02 - 10.8 4.02 - 7.21 Specific conductance, micromhos 27 - 9,200 15.0 - 7,230 Temperature, °C 4.2 - 10.2 10.4 - 21.7 Eh, mV 219 - 280* -84 - 364 * Not measured in most wells. A pH range of 5.1 (MW-10S) to 6.7 (average for MW-16D) appears to represent the "natural" range of pH values for groundwater immediately beneath the site and the surrounding areas. Wells whose pH values fall outside this range are located in various parts of the site. Their anomalous pH values can be attributed to the influence of one or more of three factors: 1) mine spoils; 2) battery acid; 3) lime and calcium sulfate sludge (from pollution control activities). It is not possible to differentiate how much effect one factor had on a pH value relative to the other two factors. Regardless of the source, those wells with lower pH values typically had higher inorganic concentrations. Mine spoils contribute to low pH groundwater through the free acids which occur as a result of the oxidation of sulfides (Matthess, 1982). An example of the influence of this factor is seen in Well MW-13S which has an average pH of 3.9. Its well screen intercepts five feet of saturated mine spoils. MW-13D, with its screen located 79 feet deeper, has an unaffected average pH of 6.0. The sulfuric acid released on the ground during battery breaking operations may have impacted groundwater pH values in the following wells: MW-11S (average pH = 3.5), MW-12S (average pH = 4.3), MW-12D (average pH = 4.6), and MW-16S (average pH = 4.3). MW-13S may also be impacted by this factor. Mine spoil is probably contributing to the low pH values in all these wells as well, but it is not possible to-distinguish between mine spoil and site operation 4-29 \tcnoUi\rcpoityRIjkx: flR30!536 influence. With the exception of MW-12D, the groundwater in the corresponding deeper wells all have pH values in the range of 5.1 to 6.7. The two most basic groundwater pH values are found in wells MW-15S and MW-17D, with average pH values of 7.0 and 8.8 respectively. Both landfill piezometers, PI and P2, also had high pH values of 9.8 and 11.1 respectively. The sulfate values in the landfill are: P-l equal to 15,400 ppm and P-2 equal to 11,000 ppm, while the sulfate concentration in MW-15S is an average value of 3,465 ppm and in MW-14S is an average of 2,015 ppm. 4.6.1 Total Inorganics Tables 4-10 and 4-11 present the results of both total and dissolved metals for Rounds 1 and 2, respectively. Because of the normally low solubility and very low geochemical mobility of metals (Matthess, 1982), coupled with the fact that the test pit soil data generally do not indicate significant downward migration of metals in soils, the concentrations of total metals observed in groundwater are possibly the result of total suspended solids (TSS) in the samples. Generally, Round 1 groundwater samples had very high TSS. Specifically, those wells with high TSS had correspondingly high total metal concentrations. To address this problem during Round 2 sampling, the wells were purged more than the requisite three to five volumes of standing water. This enhanced purging produced less turbidity among the groundwater samples as evidenced by the lower TSS values. On an individual well basis, those wells which show significant lowering of TSS in Round 2 also have lower metal values relative to the Round 1 results. Because TSS are not usually easily transported through the porous media, i.e., the saturated zone beneath the Tonolli Corporation Site, and are typically filtered out if the groundwater is used as a drinking water supply, the inorganic data for total concentrations are not used in the discussion of environmental fate and transport found in Section 5,,0. This is also the reason why the total metal analytical results data are not considered in the summaries and comparisons presented in Section 4.6.2 below. 4-30 \tonolU\reportVWjioo 37 4.6.2 Dissolved Inorganics The inorganic indicator parameters for the Tonolli Corporation Site are: arsenic, cadmium, copper, lead and zinc. In groundwater contamination investigations it is typical to use several wells that are hydraulically upgradient from the potential contamination source, sample them repeatedly over time, and perform statistical analyses on the data set. This results in an ambient background range for a given parameter to judge if the source has impacted groundwater for that particular parameter. It was not possible to establish ambient background in this manner at the Tonolli Corporation Site because the one well cluster (MW-10) that is completely upgradient from all potential sources (i.e. site activities and mine spoil piles) was only sampled twice. Instead, the raw groundwater quality data were examined after two rounds of sampling in conjunction with site-specific information such as groundwater flow direction. Based on this information, it was determined that in addition to Monitoring Wells MW-10S and MW-10D, the following wells were also sufficiently representative of background .,, r\- concentrations with respect to the five indicator metals: MW-17S, MW-17D, • MW-18S, MW-18D, MW-19S, and MW-19D. From the two rounds of sampling data of these eight wells, two background values were calculated (where possible) for each indicator metal; an-arithmetic mean and an upper bound background level calculated with the use of statistical methodology. An arithmetic mean was calculated for each of the five indicator metals. All seventeen data points (including a duplicate of MW-17S) were used for the calculation of the mean for lead, arsenic, cadmium, and copper concentrations. For zinc, the second round sample of MW-10S was excluded because the concentration of dissolved zinc (245 ug/1) was found to be an order of magnitude higher than the total zinc fraction 21.9 ug/1). In the case of arsenic and cadmium, detection levels were used in the calculation of the mean in those samples where the concentrations of the metal could not be quantified. The arithmetic means of the indicator metals in the five background samples are shown in the table below: - 4-31 ' tceoUi\report\RI,doc flR30i538 MEAN WELLS ABOVE PARAMETER BACKGROUND LEVEL BACKGROUND IN BOTH (in ug/l) SAMPLING ROUNDS Lead 13.3 12D Zinc 91.2 11S, 12S, 12D, 13S, 14S, 15D, 16S Arsenic 3.15 14S Cadmium 1.81 11S, 12S, 12D, 13S, 15D, 16S Copper 14.7 11S, 12S, 12D, 13S Only one well, MW-12D, was found to exceed the mean background lead concentration in both sampling rounds. Likewise, only MW-14S exhibited an arsenic concentration above the mean background concentration in both rounds. Seven wells were found to exceed the site-specific background for dissolved zinc in both rounds, six exceeded the mean for dissolved cadmium, and four exceeded the background mean concentration for dissolved copper. Upper- bound, site-specific background concentrations were likewise calculated. In general, the upper-bound background may be a inre iriejininful valuejhan an arithineticjnean. This is because it reflejijtiyjliejT^^^ background data set, and setsji, stat^icaljy^reagojiaMg^upper bound regarding what may be accepted a^Jruly^background concentration. An arithmeticjnean, on the other hand, will be exceeded by approximately 50 percent_of the background samples, given a normal distribution. The upper-bound background levels were calculated using the t-test method described in Section 4.1.3.3. The calculations are included in Appendix H and the results are summarized in the following table: 4-32 <——"- 3R30J539 CALCULATED UPPER-BOUND WELLS ABOVE BACKGROUND IN BOTH ROUNDS PARAMETER LEVEL OF SAMPLING (in ug/l) Lead 35.4 12D Zinc 361 12D, 13S Arsenic 2.0 * 14S, 15S Cadmium 5.0* 11S, 12S, 12D, 13S.16S Copper 42.7 12S, 13S * CRDL All seventeen data points were used for the calculation of upper-bound lead and copper concentrations. The second round sample of MW-10S was excluded from the calculation for zinc because the data for dissolved zinc indicated a concentration that was over an order of magnitude higher than the concentration of total zinc in the sample. An upper-bound level could not be calculated for either arsenic or cadmium because nearly all of the background samples exhibited levels of these metals that were below the detection limits. Therefore, the respective contract-required detection limits (CRDL) are included for these two metals in the above table. Only Monitoring Well MW-12D was found to exceed the calculated upper- bound lead concentration in both rounds of sampling at levels of 328 ug/l (estimated) and 59.3 ug/l, respectively. MW-12D is the only monitoring well considered to be impacted with respect to lead. Monitoring Well MW-12D is also the only well which exceeded the upper- bound background zinc concentration (361 jtg/1) in both sampling rounds (757 ^g/1 and 1,130 jug/1, respectively). As mentioned, six additional wells exceeded the mean background level of dissolved zinc (91.2 ^tg/1) for the two rounds of sampling. Two monitoring wells, MW-12S and MW-13S, exceeded the upper-bound background level with respect to dissolved copper (42.7 /ig/1) in both rounds of 4-33 \lonoffi\report\RI.doc sampling. Two additional wells, MW-11S and MW-12D exceeded the background mean concentration of dissolved copper. As mentioned, an upper- bound background level could not be calculated for arsenic due to a paucity of measurements above the detection limit. Monitoring Well MW-14S is the only well which exceeded the detection limit for arsenic in both sampling rounds. In Round 1, MW-14S exhibited a dissolved arsenic concentration of 313 jtg/1 and in Round 2, duplicates from MW-14S were found to contain 360 fj.g/1 and 480 /*g/l of dissolved arsenic. No other well exhibited an arsenic concentration of greater than 17 iigll of dissolved arsenic in either sampling round. Therefore, MW-14S is the only monitoring well considered to be impacted with respect to arsenic. An upper-bound background level could not be calculated for cadmium because only two of the background samples exhibited measurable levels of dissolved cadmium. However, the following five wells exhibited dissolved cadmium concentrations which exceeded the mean and upper-bound background for both rounds: MW-11S, MW-12S, MW-12D, MW-13S, MW-15D, and MW-16S. Although these wells may be impacted with respect to dissolved cadmium, it is unclear that Tonolli Corporation site activities are responsible for the impact. The highest dfssolved cadmium concentrations were detected in MW-11S (77 Mg/1 and 58.8 /tg/1) and MW-13S (66.7 ^g/1 and 59.7 /tg/1). These two wells also have the lowest pH values, with average values for MW-11S and MW-13S of 3.5 and 3.9, respectively. 4.6.3 Summary Inspection of the data and the tables above indicate that the levels of lead above the mean and upper-bound background levels in groundwater apparently due to Tonolli Corporation activities are limited to Monitoring Well MW-12D. An area under the eastern and southeastern portions of the site (Wells MW-11S, MW- 12S/12D, MW-13S and MW-16S) has levels of cadmium above the mean and upper-bound background levels. The immediately off-site downgradient wells (MW-14S and MW-15S) are not impacted by cadmium according to the two rounds of analytical data. The same eastern and southeastern areas of the site which exhibited elevated levels of cadmium in the groundwater also have levels 4-34 \tcaoili\Rpoit\RUoc of zinc in groundwater which exceed the upper-bound background level for zinc (MW-12D and MW-13S). Monitoring Well MW-14S exhibited a dissolved zinc concentration above the mean background level but not the calculated upper- bound background level. The area monitored by MW-14S is also located southeast of the Tonolli Corporation Site, downgradient from MW-11S and MW- 12S. The areas where copper is above background are also toward the east, but are less extensive than those areas above background with respect to cadmium and zinc. Arsenic is above background in 14S only. Comparison of the general chemistry data for the landfill leachate (PI and P2) to downgradient Monitoring Wells MW-14S and MW-15S indicates that landfill leachate may be impacting these wells, whereas wells upgradient of the landfill have higher levels of lead, cadmium, zinc, and copper than those downgradient. 4.7 SEEPS Nesquehoning Creek is an effluent (gaining) creek which is fed by groundwater from both the shallow and deep portions of the alluvium saturated zone which in turn is fed by the bedrock aquifer. The water level of the creek is maintained at an artificially low level by Hauto and Tibbit Dams, for this reason many seeps are seen along the northern bank. The highest flowing seeps are also seen along the northern creek bank. During Round 1 Rizzo Associates observed ten seeps of various flow rates along the northern creek bank in the area from the bridge at the main plant entrance" to the middle of the large mine spoil pile just east of the landfill. Based on multirange litmus paper, the creek water had a fairly constant pH of five. The seeps had a pH range from a high of six at locations near the main gate entrance to a low of three downgradient of the mine spoil piles. Three of the seeps with a higher flowrate were chosen for sampling. Their locations are shown on Figure 4-12 and are designated L-l, L-3 and L-4. L-l and L-4 are immediately south and hydraulically downgradient from the landfill. The analytical sampling results are presented in Table 4-12. Because the seeps represent a~surface discharge of groundwater, the chemical constituents in the seeps should correlate to the quality of the groundwater 4-35 \tcoolli\icpmVRI.doc found at the surface of the water table in that same area. Water quality data for seep L-3 should correlate to MW-13S. Similarly, MW-14S should correlate to L-l and L-4. The following is a comparison of select parameters for these seeps and the associated well: LANDFILL AREA LAGOON AREA PARAMETER MW-14S* / L-1; L-4 MW-13S * / L-3 Sulfate (mg/l) 2,015 / 1,800; 2,200 192 / 270 TDS (mg/) 2,890 / 3,080;3,640 285 / 430 Chloride (mg/l) 143 / 160; 130 16.5/18 pH 5.19 / 3.04;3.96 3.90 / 3.80 Dissolved Lead (jig/D 7.8** / 83.5J;7.5U 7.6 / 67.3J Total Lead (jtg/l) 18.4 / 1,380;7.5U 96 / 71.4 Dissolved Arsenic (jttg/l) 302 / 13.4;21.5B 2.3U / 4.7B Dissolved Cadmium (/*g/l) 3.0U / 59.0;32.9 63.2 / 74.7 * Well concentrations are an average of Round 1 and 2 data. Seep data is from Round 1 only. ** Round 2 value was at detection limit; Duplicate value for Round 2 was also used in average. The parameters sulfate, TDS and Chloride in a given seep can be seen to correlate in a proportional manner to the same parameter in the adjacent monitoring well. The pH in MW-14/L-1, L-4 does not follow this relationship (i.e., the pH in the well is high and the pH in the seep is low) but these pH values may explain why the metal values are lower in the wells and higher in the seeps. The value for pH in MW-13S is very close in value to its corresponding seep, L-3. Hence, the metals seem to correlate better, i.e., values closer together. 4.8 SURFACE WATER AND SEDIMENT Two rounds of surface water and sediment samples were collected from locations on Bear Creek and Nesquehoning Creek. A total of 11 surface water samples were collected during Round 1 (December 1990) according to the sampling procedures described in the Work Plan. Another 13 surface water 4-36 \tonolli/icpon\RIjloc 51*3 samples were collected during Round 2 (June 1991). Sediments were sampled at each surface water location. Sediment from three sumps located on the Toriolli Corporation Site were sampled also. The water samples were analyzed for general chemistry parameters including alkalinity, TSS, TDS, total hardness, chloride, sulfate, TOG and hexavalent chrome (Round 1 only). The water samples were also analyzed for cadmium, copper, lead, mercury (Round 1 only), zinc, arsenic, and selenium (Round 1 only). In addition, two samples from Round 1 (SW-NC-2 and SW-NC-5) were analyzed for the full TAL and TCL. Tables 4-13 and 4-14 provide the results of surface water sampling for Rounds 1 and 2. The analytical data for stream sediment for Rounds 1 and 2 are found in Tables 4-15 and 4-16, respectively. Sampling locations and select analytical results are shown on Figures 4-13 and 4-14 for Rounds 1 and 2, respectively. 4.8.1 Bear Creek In upstream to downstream sequence, the three Bear Creek sample locations are NC-13, NC-8, and NC-3. NC-13 was added when it was discovered that a pipe discharged into Bear Creek just upstream of NC-8. NC-3 is located at the discharge to Nesquehoning Creek. Total lead levels in Round 1 surface water samples are about 5.9 /tg/1, which is above the chronic AWQC of 1.3 /*g/l. Due to the low calcium carbonate content of the surface water, the chronic AWQC is below the detection limit of 1.5 /ug/1. Round 2 lead results were impacted by contaminated blanks and are not very useful. Lead concentrations in sediments samples increase between NC-13 and the downstream sampling locations (NC-8 and NC-3). The sole upstream measurement is 31.1 mg/kg lead, while the downstream levels range from 146 to 349 mg/kg. Arsenic was not detected in the Bear Creek surface water samples (NC-13, NC- 8 and NC-3), except for one measurement of 2.1 /tg/1 as compared to a chronic AWQC of 190 jtg/1. However, the sediment samples from NC-8 and NC-3 contained 33.1 and 16.0 mg/kg of arsenic, respectively, during Round 1. The reported arsenic levels from Round 2 are 4.3 mg/kg at NC-8 and 9.2 mg/kg at 4-37 \Uwlli\tt9oit\KUae NC-3. These values may be biased low. Even though the arsenic levels in sediments at these two locations are uncertain, they do appear to be higher than the level measured at NC-13 (2.7 mg/kg). Cadmium, copper, mercury,and. selenium were either not detected or measured near the detection limit in the surface water samples from Bear Creek (NC-13, NC-8 and NC-3). Measured zinc levels were effected by zinc measurements in field and laboratory blanks. Thus, no clear trend could be observed. However, zinc and copper levels were below the chronic AWQC. The detection limits for cadmium, mercury, and selenium were above the chronic AWQC. No significant trend was found in the sediment sample results for cadmium, mercury, zinc or selenium. Copper levels appear to increase in the sediment samples from upstream to downstream. The highest measured level of copper in the sediment of Bear Creek is 28.8 mg/kg at NC-3. 4.8.2 Nesquehoning Creek The two sample locations upstream from the Tonolli Corporation Site are NC-1 and NC-2 on Nesquehoning Creek. NC-3, NC-12 (Round 2 only), NC-4 (NC- 11 is a duplicate of NC-4), NC-5 and NC-6 are located adjacent to the site as shown on Figure 2-1. NC-7, NC-9 and NC-10 are located downstream from the site. Lead was detected at about 6 ug/1 (total) in the surface water samples collected during Round 1 at locations NC-3, NC-7, NC-9 and NC-10. During Round 1 lead was not detected in upstream samples at a detection limit of about 1.5 ug/1 or in dissolved samples from adjacent to the site above 2.7 figll. During Round 2, problems with lead and zinc measurements in field and laboratory blanks masked any changes in surface water lead levels. Due to the low calcium carbonate in the water the chronic lead AWQC is 1.3 jttg/1, which is below'the detection limit. However, lead in surface water is well below the acute criteria of 34 jtg/1. Lead in sediments along Nesquehoning Creek was measured at about 30 mg/kg upstream of the site. Adjacent to the site the lead levels increase to an average 4-38 flR30 151*5 of 623 mg/kg. Approximately 1,500 feet downstream of the site sediment lead levels attenuate to about 60 mg/kg. Arsenic, cadmium, copper, mercury and selenium concentrations were below or near the detection limits in surface water samples from Nesquehoning Creek. Measured zinc levels in surface water were effected by problems with measurements in field and laboratory blanks. There is no clear trend in the arsenic, cadmium, copper, mercury, selenium or zinc data for surface water. Upstream levels of arsenic in sediments ranged from 2.6 to 5.8 mg/kg. Adjacent to the site arsenic levels ranged from 2.0 to 181 mg/kg and average 34 mg/kg. Downstream sediment levels attenuate to 6.5 to 15.2 mg/kg and average 10 mg/kg. Cadmium and zinc levels in sediments are relatively constant, except for zinc in NC-12. Copper levels in sediments increase from an average of 12.3 mg/kg upstream to 22.5 mg/kg adjacent to the site, and then increase again to an average of 33.0 mg/kg downstream. 4.8.3 Sump Sediments During Round 1 sampling (December 1990), four sediment samples were collected from three sump locations which collect surface water and sediment from within the Tonolli Corporation Site (see Figure 4-12 for locations). The samples were analyzed for the parameters listed in Section 4.8. The analytical results are presented in Table 4-17. Lead was detected in all four samples with concentrations ranging from 1.9 to 31.1 percent lead. Arsenic, cadmium, copper, mercury and zinc were higher than background sediment levels. Arsenic concentrations ranged from 100 to 820 mg/kg. Cadmium concentrations ranged from 53 to 250 mg/kg. Copper concentrations ranged from 200 to 3,000 mg/kg. Mercury concentrations ranged from 0.37 to 1.80 mg/kg and zinc concentrations ranged from 640 to 1,300 mg/kg. Selenium levels were below CRDLs. 4.8.4 Summary This section briefly summarizes the characterization of surface water and sediment at the Tonolli Corporation Site. Volatile and semivolatile compounds 4-39 \lcoo Ui\icpon\RJ.doc on the TCL were generally near or below the detection limits in both surface water and sediments. No trend in volatile or semivolatile results was perceived. Arsenic, cadmium, copper, mercury and selenium were measured \.\ ^ near or below detection limits in the surface water. Review of the data did not \^ reveal any trend in arsenic, cadmium, copper, mercury, selenium, or zinc • ij(rrr^ ^ levels. Lead concentrations in surface water ranged from below a detection '..so. «^ v limit of 1.5 ug/1 to about 3.0 ug/1 in upstream samples. These lead levels increased to about 6.0 ug/1 adjacent to and downstream from the site. Although these levels exceed the 1.3 ng/l chronic toxicity AWQC, they are well below the 34 fig/I acute toxicity AWQC for lead. The creek sediment samples contained higher levels of lead, arsenic, and copper adjacent to the site. Average lead levels increased from 3.0 mg/kg upstream to 600 mg/kg adjacent to the site. Likewise, arsenic increased from an average of 4.3 mg/kg upstream to 34 mg/kg adjacent to the site. Cadmium and zinc levels in sediments did not change significantly, except for an elevated zinc concentration at location NC-12. 4.9 AIR The purpose of the air sampling and analysis program was to assess the potential risk from airborne dust and lead particles. Hi-Vol Sampler No. 1 was located in the expected upwind direction near the northwest corner of the Tonolli Corporation Site (see Figure 2-1). Hi-Vol Sampler No. 2 was located in the potentially most impacted location, 100 feet east of the office building and 200 feet east of the main access road into the site. Samplers No. 3 and 4 were located in the expected downwind location at the southeast corner of the Tonolli Corporation site and 250 north of this corner, respectively. Both of these locations are on top of the landfill berm. A wind speed and direction monitor were mounted on the flag pole at the main entrance to the site. Wind speed and direction data were collected from September 15, 1990 to October 15, 1990. These data verified that the predominant wind direction was out of the west and northwest. A 30-day wind rose is shown in Appendix E. 4-40 \tcnDUi\ie¥>oit\Rl.dac In addition to wind speed and direction, daily samples were collected from October 30, 1990 to February 2, 1991. The samples were analyzed for lead and total suspended particulate (TSP). Daily lead and TSP concentrations are shown in Table 4-18. The lead data indicate that the highest concentration was near Hi-Vol Sampler No. 2, 54 percent of the days. The highest concentrations of lead were measured at either No. 3 or No. 4 Hi-Vol sampler locations 45 percent of the days, and at the No. 1 location only one percent of the days. The 90-day average lead level at the upwind monitoring location was 0.0080 ug/m3. The highest 90 day average concentration was 0.0549 ug/m3 at location No. 2. However, this level was well below the national ambient air quality standard (NAAQS) of 1.5 ug/m3. In fact, only one daily value exceeded the 90-day average lead NAAQS (1.83 ug/m3 on November 5, 1990). TSP at the Tonolli Corporation Site averaged 44.1 ug/m3 at the upwind location of Hi-Vol Sampler No. 1. The average did not change significantly (and decreased slightly) at the downwind locations. The most restrictive annual geometric mean NAAQS of 60 ug/m3 was not exceeded by the 90-day averages. However, the 24-hour maximum NAAQS for TSP is 260 ug/m3 and this value was exceeded on six out of 90 days. The exeeedances on January 10 and 11, 1991 may be due to a sampling problem. The low percentage of vegetative cover in the offsite area is probably also a contributing factor. The laboratory data note that the filters for January 11, 1991 were received covered with snow. It was also snowing on January 10, 1991. Winter time air temperature inversion conditions may also be contributing to the problem. For example, on three of the days (December 1, 12 and 29, 1990) winds were calm at least 46 percent of the time. Appendix E provides additional data, including monthly wind roses, daily wind roses for specific days mentioned in this report, and laboratory data supporting Table 4-18. 4-41 \tooo Ui\icpott\RJ.doc A report prepared for USEPA estimated lead emissions while the Tonolli Corporation plant was in operation during the early 1980s (Radian, 1983). Total lead emissions were estimated to be 13,000 pounds per year, of which about 9,000 pounds per year was due to low level fugitive emissions. As shown in Figure 4.15, the impact of these emissions drops significantly beyond the plant site boundary. It should be noted that the Radian report utilized meteorological data from Allentown which is different from the meteorological data measured at the Tonolli Corporation site. For example, site specific data indicates that the wind blows from the east two to five percent of the time, but the Allentown data shows an average of six percent. 4-42 \tooolli\refoit\RI.doc SECTION 5.0 ENVIRONMENTAL FATE AND TRANSPORT This section considers the environmental fate and transport of the inorganic elements associated with the Tonolli Corporation Site. The environmental media investigated include on-site and near-surface site soils, groundwater underlying the site, surface water in adjacent creeks, and creek sediments. The following subsections examine potential migration routes, persistence, and the physical and chemical properties affecting migration. 5.1 POTENTIAL MIGRATION ROUTES The environmental media were sampled and analyzed for the following indicator metals: arsenic, cadmium, copper, lead and zinc. In this subsection, each medium is considered both separately and in association with other media. The laboratory analytical results of 125 soil samples collected from on-site soils as well as 103 XRF samples, were discussed in Section 4.1.2. Due to the correlation among concentrations of the five indicator metals and to the prevalence of lead in the site soils, that section focused on lead. However, it is noted that arsenic, cadmium, copper and zinc were likewise detected in on-site soils. s Lead concentrations in on-site surface and subsurface soil were highly variable, ranging from 2.5 to 96,700 mg/kg. During plant operation, inorganics may have been introduced to the soil via various mechanisms, including surface runoff from waste piles, deposition of lead particles, and spillage of lead- containing materials. Surface soil samples were also collected from nearby off-site locations. As described in Section 4.1.1, two sets of background surface soil were identified. These include the native soil samples collected west of the Tonolli Corporation Site, and samples comprised mostly of mine spoil collected from areas east, north, and south of the site. The native soil samples were found to be 5-1 \toooUiWpou\Rl.dcc flR30i550 significantly higher in lead concentration than were the mine spoil samples. The mean and upper-bound background lead concentrations for the soil collected west of the site are 433 mg/kg and 881 mg/kg, respectively; the mean and upper-bound background concentration for the mine spoil samples are 152 mg/kg and 354 mg/kg. The observation that soil samples collected within 600 feet of the western Tonolli Corporation Site property boundary did not exhibit a higher lead concentration than those samples collected at a distance of greater than 600 feet, coupled with the knowledge that the wind blows predominantly eastward, suggested that an off-site source of lead exists or existed west of the site. Calculations described in Section 4.1.1.2 corroborate the hypothesis that the coal-fired power plant formerly located approximately one mile west of the Tonolli Corporation site is such an off-site source. There are a number of reasons that may explain why the off-site soil samples are higher in lead than are the mine spoil samples. These include the following: a greater organic content in the soil sample that would result in a greater binding capacity for lead; a lower pH among the mine spoil samples that would result in increased leaching; and the mine spoil samples are a greater distance from the off-site source of lead. On-site lead contaminated soil and dust does not appear to be dispersing off-site via wind to any appreciable degree. This is evidenced by two observations and corresponding data. First, the local prevailing winds are eastward, yet the nine mine spoil samples collected from east of the site exhibited a mean lead concentration (139 mg/kg) less than the overall background mean lead concentration for the 24 mine spoil samples (152 mg/kg). Also, as mentioned, the soil samples collected from the upwind direction (west) had a mean lead concentration that was three times greater (433 mg/kg) than the mine spoil samples collected downwind at the site. Second, if the mean lead concentration of the 12 background, off-site mine spoil samples collected within 600 feet of the property boundary are compared to the mean concentrations of those mine spoil samples taken from greater than 600 feet, it is observed that the mean lead concentration of the latter sample set is slightly greater. The results of this comparison are summarized in the table below: 5-2 AR3QI55I Less than 600 Feet Greater than 600 Feet Sample ID Lead Sample ID Lead (mg/kg) (mg/kg) SO-OFF-3 18.5 SO-OFF-27 27.8 SO-OFF-24 291 SO-OFF-40 111 SO-OFF-26 166 SO-OFF-7 378 SO-OFF-28 72.4 SO-OFF-12 128 SO-OFF-6 308 SO-OFF-15 93.2 SO-OFF-8 84,5 SO-OFF-10 103 SO-OFF-9 83.4 SO-OFF-13 142 SO-OFF-14 94.8 SO-OFF-20 270 SO-OFF-16 93.6 SO-OFF-21 142 SO-OFF-19 43.8 SO-OFF-23 275 SO-OFF-22 71.6 SO-OFF-25 29.3 SO-OFF-39 23 SO-OFF-33 194 n=12 n=12 x =145 mg/kg x =158 mg/kg s =131 mg/kg " s =105 mg/kg If wind dispersal of lead-contaminated material from the Tonolli Corporation Site were appreciably impacting the off-site mine spoil, it would be expected that samples collected within 600 feet of the site would have a substantially higher lead concentration than samples collected outside of 600 feet; this was definitely not the case. Among the off-site soil samples analyzed for the other four indicator parameters (SO-OFF-39; SO-OFF-40; and the USEPA split samples), no distinction was seen between the concentration of those samples collected within 600 feet of the site's property boundary and those outside of 600 feet. According to the report prepared for USEPA by Radian Corporation (1983), relatively little wind-borne lead would be carried beyond 300 feet of the Tonolli Corporation property boundary. Therefore, wind dispersion does not appear to play an appreciable role in off-site migration of lead-contaminated materials. 5-3 ' tortoUiVreport\RI.doc 1552 Potential migration pathways of soil-borne metals may include leaching into groundwater and surface runoff into the drainage ditches and the creeks, where it may wash out as sediment. Groundwater samples were likewise collected and analyzed for the five indicator metals. Of the 20 monitoring wells sampled, only MW-14S exhibited an arsenic concentration above the detection limits of 2.7 /ng/1 in Round 1 and 2.0 /ig/1 in Round 2. As explained in Section 4.6.2, this well appears to be directly affected by the landfill. A high degree of correlation exists with respect to the presence of the remaining four indicator metals in groundwater measured in both sampling rounds. For example, of the seven monitoring wells (MW-11S; MW-12S; MW- 12D; MW-13S; MW-14S; MW-15S; and MW-16S) which exhibit inorganic concentrations above background in both sampling rounds, four (MW-11S; MW-12S; MW-12D; and MW-13S) exhibit levels of cadmium, copper, and zinc that exceed the respective mean background concentrations (described in Section 4.6.2). However, only one of these four wells may be affected by lead as well. Thirteen of the 20 monitoring wells do not appear to be impacted or are only marginally affected by any of the five indicator metals. There are two migration routes which water-borne constituents may follow. These are surface water discharge and/or migration through subsurface soils to the groundwater and then discharge into Nesquehoning Creek. The lateral groundwater migration in the immediate vicinity of the site is toward the southeast; vertically, the gradient is downward north of the site and upward near Nesquehoning Creek. Constituents discharged to the creek may potentially affect both surface water and sediment. As discussed in Section 4.8, surface water in the adjacent creeks is not impacted by the site with respect to all five indicator metals. Only lead is found at an elevated level in the surface water samples, with a maximum total lead concentration of 5.9 jtg/Hn the sample from NC-8. Stream sediments immediately south of the site boundary show levels of arsenic, lead and 5-4 tcooUi\rcpOTt\RJ.doc HR30I553 possibly cadmium above those found into upstream sediment samples. Sediment levels of these metals decrease in concentration further downstream. One sediment sample, NC-12, exhibited a zinc concentration of 485 mg/kg. The remaining sediment samples ranged in zinc concentration from 17.0 mg/kg to 77.1 mg/kg, with no upstrearn-downstream concentration trend. Possible migration routes include the seeps along the northern bank of the Nesquehoning Creek and surface runoff from the site, however, because the greatest concentration of lead in surface water was found upstream of the seeps (NC-8), the seeps are apparently not impacting the creek to a measurable extent. Therefore the primary route of surface water and sediment impact from the Tonolli Corporation Site is apparently surface runoff. The concentration of copper in sediment tends to increase further downstream, suggesting a source of copper other than the site. 5.2 PERSISTENCE In general, cationic metals bind readily to clay and organic particles and are relatively persistent in the environment. None of the five indicator metals undergoes photochemical reactions to an appreciable degree. Arsenic may undergo various transformations including oxidation-reduction reactions, ligand exchange, bio transformation, precipitation and adsorption (Callahan et al. 1979), resulting in a high degree of mobility in aqueous systems. Arsenate compounds may be methylated by microorganisms and subsequently may volatilize (Wood, 1974). Significant biomagnification of arsenic in aquatic food chains does not apparently occur (USEPA, 1982a). Cadmium in the atmosphere tends to bind to very small particles, particularly those of fly ash. It is not reduced or methylated by microorganisms. Cadmium is strongly accumulated by all organisms, both through food and water (ATSDR, 1989a). Lead tends to form compounds of low solubility with the major anions of water. Tetraalkyl lead may form by a combination of chemical and biological alkylation of inorganic lead compounds. Lead may accumulate in plants and 5-5 \tcooili\rcpon\RI.doe animals but does not appear to be bioma^ ,ied in food chains. Because lead binds very tightly to soil particles, atmospheric lead is generally retained in the upper two to five centimeters of soil (ATSDR, 1990). Sorption is the predominant reaction of zinc. With respect to biota, zinc is an essential nutrient and is bioaccumulated. Biological activity may affect the mobility of zinc in surface water or groundwater (Callahan et al., 1979). 5.3 MIGRATION This section examines the physical and chemical parameters of the five indicator metals with regard to environmental mobility. Each of the metals typically occurs in the cationic form. As mentioned in the previous section, all five of these metals bind readily to clay and organic particles that have negatively charged surfaces. Generally, lead is the most tightly bound (least mobile) of the metals, followed in order by copper, zinc, and cadmium, with arsenic having the greatest mobility. 5.3.1 Soils The affinity of these metals for soil or sediment particles may be affected by pH, Eh, and cation exchange capacity (CEC) of soil material or sediment. Total organic carbon (TOG) may directly affect CEC. pH is the negative log of the hydrogen ion concentration in mols per liter. A high hydrogen ion concentration (low pH) permits cationic metals to be more soluble; whereas at a higher pH the metals more readily precipitate. Eh is referred to as the reduction/oxidation (redox) potential and is a measurement of the oxidation state. It is defined as the energy gained in mV from the transfer of one mol of electrons from an oxidant to hydrogen. A positive Eh value is indicative of oxidative conditions, and a negative value indicates reducing conditions. Because chemical reactions generally involve both election and proton transfers, in environmental conditions there is an interdependency of pH and Eh. 5-6 HcnoUi\icpon\RJ.doc AR30I555 Clay surfaces possess negative charges. The CEC can be defined as the total amount of cations adsorbed by negative charges on a unit mass of soil. Typically, CEC is measured in units of milliequivalents (meq) per 100 grams of soil. A high CEC indicates high affinity for cations. In addition to clay surfaces, organic constituents of soils, such as fulvic acids, humic acids, and humins are strongly anionic. Therefore, the TOC of a sample may directly correlate with the CEC. In the following paragraph, references are made to "impacted" soil. Calculations were described for mean background levels and upper-bound background levels for both mine spoil and soil west of the site. However, as the purpose of this section is to observe trends, "impact" as it is used here does not denote the exceedance of a particular numerical value. Instead, "impact" as it is used here refers to relative concentrations. In areas of the site where surface and near-surface soil samples were found to be impacted by lead, the concentration quickly decreased with depth. Few of these areas were found to be impacted by lead at depths greater than three feet. However, lead was detected in soil samples at a depth between five and ten feet in three areas. These include the area underlying drainage ditch no. 1; the area west of the northern perimeter of the landfill,"adjacent to test pits TP-14 and TP-45; and the area near TP-40, just north of the refinery building. These same three areas exhibited elevated levels of cadmium, copper, and zinc at the greater sampling depths. Other areas, such as those in the vicinities of TP-61 and TP-62 may also be impacted by lead at depths greater than five feet, but were not sampled at this depth. Generally, however, lead contamination was restricted to the upper five feet of soil, far above the groundwater level which is typically 15 to 25 feet below ground surface. As mentioned in Section 5.1, the order of mobility of these metals in decreasing order is cadmium > zinc > copper > lead. Therefore, in comparison to surface and near-surface soils, it would be expected that deeper soils would be relatively more-impacted by cadmium and zinc than by lead if leaching is occurring. Four test pits (TP-18, TP-20, TP-29, and TP-59) 5-7 3R30I556 associated with the drainage ditch had sufficient data to make such a comparison. In three of these test pits this mobility trend was found clearly to be the case. The fourth, TP-59, exhibited no trend with respect to different mobilities of the metals. In test pit TP-18, the concentration of cadmium at the ten-foot depth was 9.5 percent of the cadmium concentration at the near-surface depth. The lead concentration of the sample collected at ten feet was only 0.4 percent of the lead concentration found in the shallower sample, indicating that it is less mobile than cadmium. Zinc, relatively moderate in mobility, was detected in the deeper sample at a concentration that was 4.5 percent of its concentration in the shallower sample from TP-18. Likewise, in test pits TP-20 and TP-29, cadmium was detected in deeper soils at 196 percent and 236 percent of its concentration in more shallow soils, and lead at 3.3 percent and 14 percent of its concentration in shallow soils, respectively. Zinc, was detected at concentrations in deeper soil samples from these test pits, TP-20 and TP-29 that were 33 percent and 75 percent of the zinc levels found in the more shallow samples. As predicted by its mobility, the relative concentrations of zinc between the shallow and deeper samples was less than that of cadmium and greater than that of lead. Copper, less mobile than zinc, was not observed to be significantly more mobile than lead in soil samples from these test pits. In general, the data indicate that downward leaching of these metals, particularly cadmium and zinc, is occurring in the vicinity of these test pits. In the area west of the northern perimeter of the landfill, the same trend in mobility was seen with respect to cadmium, lead and zinc in samples from test pit TP-14. At this location additional moisture for leaching may come as runoff from the mine spoil pile north of the area and the landfill berm. Only one sample was collected for indicator metal analysis at TP-45, so no mobility comparison could be made among the metals. On the north side of the refinery building, no difference in the relative concentration change with depth was observed between cadmium and lead. This may indicate a lack of leaching in the area near test pit TP-40. A casual 5-8 observation of the area immediately around TP-40 would suggest a low level of infiltration. Evidence of this is that TP-40 is in a slightly topographically elevated area, while ponded water has been observed in a depression of the gravel area northwest of TP-40, in the vicinity of TP-62. Impact at deeper levels may be due to activities associated with installing the underground storage tanks, which are located adjacent to TP-40. In general, evidence of leaching was seen in two of the three areas where deeper soils have been impacted. This evidence was consistent with the known order of anion binding. The order of apparent mobility observed in site soil samples is cadmium > zinc > lead. Further evidence of water-borne migration is that more monitoring wells appear impacted with respect to the more-mobile cadmium and zinc than by lead. I Six soil samples, including three alluvium and three from the mine spoils, were " collected and analyzed for CEC (Table 5-1). The CEC values ranged from 2.4 to 5.0 meq/lOOg, with a mean of 3.6 meq/lOOg. In comparison with CEC values of other soil materials, these CEC values are somewhat low; clay soil types typically range from 5 to 60 meq/lOOg, loam ranges from 8 to 22 meq/lOOg, and sand ranges from 2 to 7 meq/lOOg (Dragun, 1988). No difference in CEC was evident between the alluvium and mine spoil samples. In addition, the soil samples were analyzed for pH and TOC. The levels of metals detected in soil was not observed to be correlated with either pH or TOC. 5.3.2 Groundwater The environmental chemistry of trace metals, particularly their attenuation in the subsurface, is complex (Electric Power Research Institute, 1984). Because chemical equilibrium processes such as precipitation/dissolution and absorption/desorption retard the rate of movement of inorganic elements in groundwater, these elements do not move at the rate at which groundwater flows; there is no significant transport by advective flow. For this reason, no predictive modeling for the migration of metals should be done based on the 5-9 \totcffi\itixil\RJ.doc seepage velocity (i.e. true groundwater flow rate) calculated in Section 3.6.2.2. Water in an aquifer flows through a complex network of pores and channels comprising the void space. On a microscopic level this flow is bounded by the solid-water interface (Bear and Verruijt, 1987), where filtration of particles too large to pass through a given pore throat size occurs. Matthess (1982, p. 105) states: "The filter effect of subsurface media is a complex physical and chemical phenomenon. During filtration the fraction that is too large to pass through the subsurface flow channels in pores and joints is mechanically separated; smaller particles, bacteria, and colloids are retained through the combined effects of sedimentation and sorption. The filtering effect increases with decreasing width of the flow channels and with the duration of the process when the widths of the flow channels are reduced by sedimentation when the material carried by the water is retained on the subsurface media. This process can lead to local clogging of the pore spaces, especially in the infiltration zones at river banks, at percolation basins, and in irrigated fields. Suspended particles that are very small compared with the pore diameter of the media are adsorbed particularly effectively; these include-bacteria (1-2 /*m), diatoms (30 pm), SiO2 particles (20 /*m), and flocculated iron hydroxide (10 /*m). The filter process proceeds better, the smaller the grain size, the greater the effective surface area, and the thinner the film of water around the suspended particle. Because bonding to the grains in the media depends on small differences in electrical potential, the effective range of which is very small (< 10'2 /nm), accidental contacts are necessary before the particles become bound to an active surface. The probability of such contacts increases with the complexity of the pore water channels; other causes include dispersion during groundwater flow, Brownian movement of colloidal particles, and the effect of gravity on larger particles (Mintz, 1966). Hence the filter effect depends on density, grain size, porosity, and extent of . the subsurface filtering agents, percolation and flow velocities, the initial concentration and the properties of the suspended materials, and the temperature, density, and viscosity of the liquid. The filter efficiency can improve with time through the building of a sticky gelatinous coating on the surface of the rock by colonies of bacteria and colloidal material (Huisman & Van Haaren, 1966)." 5-10 'tcoolli\irpon\Rl.doc The turbidity of a groundwater sample is due to the Total Solids (TS) content of the water. The TS are composed of the Total Suspended Solids (TSS) and the Total Dissolved Solids (TDS); any particle smaller than .1 yum is a part of the TDS fraction (EPA, 1983). There was high turbidity in the groundwater samples in Round 1 in both deep and shallow wells. The turbidity in the deep wells was due to insufficient development; once the deep wells received enhanced purging during Round 2 sampling the water samples cleared (with the exception of MW-10D and MW-12D, which were slightly turbid at time of Round 2 sampling). The turbidity of the shallow wells was seen to fluctuate with the draw-down of the water level in a given well. As the water level in a shallow well was allowed to recover and then depressed with renewed pumping, the turbidity (i.e. TS content) would increase significantly. This indicates that a "flushing" action is occurring. This "flushing" action is magnified by the artificially high groundwater flow rates caused by the pumping. For most shallow wells, particularly in the discharge zone (i.e. MW-15S, MW-14S, MW- 13S, MW-16S and MW-19S) no turbidity problem was noted at a pumping rate low enough to maintain a constant water level in the well. This groundwater withdrawal more closely approximates natural groundwater flow rates, hence it can be inferred that particulate movement through the porous media is not as significant as the TSS/TDS data on Tables 4-10 and 4-11 would indicate. This is not to say that metal contaminants are not transported through the subsurface media absorbed to particles, but that it is not nearly as significant a transport process as fully suspended, (i.e. TSS > .1 pm) particle movements (Davis and De Wist, 1966). It is this microscopic movement of elemental metals, as the smallest dissolved fraction of particulate matter which is most amenable to attenuation by geochemical reactions. This fact leads Freeze and Cherry (1979, p.420) to state: "...it can be concluded that the environmental chemistry of trace metals is complex. It is difficult to predict their transport behavior within groundwater flow systems. In many subsurface environments adsorption and precipitation reactions cause fronts of these elements to move very slowly relative to the velocity of the groundwater. It is not surprising, therefore, that 5-11 flR30l560 relatively few instances of trace-metal pollution of groundwater have been reported (Kaufman, 1974)." Given that transport of inorganics by advective flow is unlikely to occur due to attenuation phenomenon, we assume that the monitoring wells are measuring a limited area of impact. Therefore, a spatial analysis of the groundwater results will be done on a well-by-well basis. Inorganic elements were measured above mean background concentrations in the following wells: MW-11S; MW-12S; MW-12D; MW-13S; MW-14S; and MW-16S. All of these wells are located in the general eastern and southeastern portion of the site. This is also the direction of groundwater flow. Monitoring Wells MW-11S, MW-12S and MW-12D are located directly downgradient from the battery breaking area storage area. MW-12S and MW-12D are also located adjacent to the road leading to the landfill where spillage during transportation may have occurred. Monitoring Well MW-13S is located immediately downgradient from the former lagoon. Monitoring Well MW-14S is located downgradient from MW-11S and just south of the landfill. Monitoring Well MW-16S is located between the site entrance gate and the former lagoon. Monitoring Wells MW-17S and MW-17D are located immediately downgradient of the plastic scraps storage area. This well did not exhibit concentrations of inorganics above mean background concentrations. Monitoring Wells MW-15S and MW-15D are downgradient from both the battery breaking and storage area as well as the landfill. This well did not indicate concentrations of inorganics above the mean background concentration. As mentioned in Section 5.1, impacted groundwater is similar to the impacted soil in that the presence of cadmium, copper, and zinc is highly correlated. The groundwater samples were also analyzed for Eh, pH, and TOC. Eh ranged from -84 mV to 364 mV. Aside from the negative value (indicating reducing conditions) in MW-15S, only one other Eh value was less than 200 mV. This was 46 mV found in MW-14S, the one well exhibiting elevated arsenic. Therefore, the groundwater in most of the wells is in an oxidative state. 5-12 ' toooUi\report\RJjioc pH values of the RI monitoring wells ranged from an average of 3.5 to 8.8. The six impacted wells also represent the six lowest pH readings, indicating that pH is a factor with regard to groundwater impact. TOC values ranged from 0.5 mg/1 to 13 mg/1. No trend could be observed regarding TOC and groundwater quality. The wells with the two lowest Eh values corresponded with the two highest TOC values. One of these was MW- 14S, the well with the highest level of arsenic. Arsenic in water may either be oxidized or reduced. Typical drinking water contains a mixture of arsenate and arsenite. Because MW-14S has a low Eh, arsenic in this well is likely predominantly in the reduced arsenite form. Since soluble arsenic is quite mobile in water, this reduced arsenic may be oxidized as it moves downgradient to more oxidizing conditions. It also may possibly be methylated and volatilized (ATSDR, 1989b). - The other four metals were found to be elevated only in wells with oxidizing conditions. Cadmium can exist only in the 2+ oxidation state. Therefore, aqueous cadmium is not strongly influenced by Eh. Cadmium may precipitate out as cadmium sulfide under reducing conditions or as cadmium carbonate at relatively high alkalinities (ATSDR, 19 89a).-However, neither of these conditions occurs in groundwater at the site, except in the area near MW-14S. Lead may be found in aqueous solutions in various chemical forms. Hydroxide, carbonate, sulfide, and sulfate may act to precipitate lead from water (ATSDR, 1990). Relatively high levels of sulfate and low levels of lead have been found in wells southeast of the site, the direction of groundwater flow. Therefore, as lead solubilized in groundwater travels downgradient, it may be precipitated out as lead sulfate. Zinc is in the 2+ form in aqueous solution and exhibits amphoteric properties, dissolving either in acids to form hydrated cations or in strong bases to form zincate anions (Callahan et aL, 1979). Zinc is not directly affected by Eh. 5-13 5.3.3 Sediment In Nesquehoning Creek, sediment samples collected immediately south of the site were identified as impacted with regard to arsenic, lead, and possibly cadmium. Surface water in the creek was not found to be affected with respect to either total or dissolved metals. Although arsenic can undergo a complex pattern of transformations in aquatic systems, sorption onto clays, organic matter, iron oxides and manganese compounds in sediments serve as an important reservoir for much of the arsenic entering these samples (Callahan et al., 1979). Sediment-bound arsenic may be methylated by microbes and released back to the water column. Apparently, such a release is not substantial south of the site since surface waters are not impacted. As mentioned in Section 5.2, lead ions (Pb2+) have a tendency to form compounds of very low solubility with major anions of natural water (Callahan et al., 1979). The high binding affinity of lead to anions on sediment mineral particles and organic matter in sediment results in low mobility of lead in stream systems. Generally, lead that occurs in the water column is mostly associated with suspended solids; the ratio of-lead in suspended solids to dissolved lead has been found to vary from 4:1 in rural streams to 27:1 in urban streams (USEPA, 1986). Based on the analytical data, the somewhat elevated lead found in sediment south of the Tonolli Corporation Site is tightly bound and is not being released to the water column, in either dissolved or suspended form, to any observable degree. Although cadmium was detected in only six of the sediment samples, and the highest concentration detected (3.4 mg/kg) was only modestly above background, the sediment in the Nesquehoning Creek may be slightly impacted with respect to cadmium. As mentioned, cadmium was not detected in the water column either in dissolved or suspended form. Once bound to the sediment material, cadmium is not biologically methylated, nor does it form volatile compounds (ATSDR, 1989a). Cadmium is not directly affected by Eh, flR30i563 5-14 * ioooUi\rcport \RJ4oc although it may form cadmium suifide, a low solubility compound, in reducing conditions. A decrease in pH of stream water may increase the concentration of cadmium in the water column. Possible reasons for sediment contamination include the seeps along the northern bank of the Nesquehoning Creek and stormwater runoff from contaminated soils. The fact that surface water collected from upstream of the seeps was found to have a higher concentration of lead than any of those collected downstream of a seep indicates that the surface water is being impacted via a pathway other than the seeps. Evidently, this pathway is stormwater runoff. Because the seeps would be likely to carry very little particulate matter in comparison to the surface runoff pathway, the seeps would likely have less of an impact on sediment than on surface water in the Nesquehoning Creek. In summary, the analytical data from the sediment and surface water samples suggest that the major impact on the creek sediment is via stormwater runoff of contaminated soil and dust from the site; the seeps may affect the sediment, as well, but to a decidedly lesser extent. 5-15 \lcDolli\icpo«\RI.doc flR30IS6i* SECTION 6.0 SITE ECOLOGICAL CHARACTERIZATION An ecological characterization of the Tonoili Corporation Site and an area within a 0.5-mile radius was conducted by RMC Environmental Services, Inc. (RMC). The field surveys took place between September 7, 1990 and October 4, 1990. The following sections outline the objectives, methodology used to characterize the site, and a summary of the study results. The RMC report is included as jpendix F. 6.1 OBJECTIVES The objectives of the characterization activities were to: • Provide an accurate description and understanding of the existing biological resources and ecological values of the site and immediate vicinity; • Identify the habitats and fish and wildlife receptors that may be located within the migration pathways; • Identify ecological resources of special interest (e.g., wetlands, endangered species, or critical habitats) that may be adversely affected by remedial alternatives; • Identify suitable reference areas' for terrestrial, wetland, and aquatic resources; • Identify areas where further sampling or monitoring activities may be warranted (i.e., bioassay analyses) during Round 2; and • Provide the ecological information to support an environmental endangerment assessment. 6.2 METHODOLOGY The methodology used to meet the objectives of the study follows appropriate guidance and is described in the following sections. 6-1 3R30I565 6.2.1 Terrestrial and Wetlands Habitat Characterizations The terrestrial and wetland habitat characterizations were initiated by researching available reference materials in order to anticipate site conditions. References consulted include the USDA Soil Conservation Service (SCS) Carbon County Soil Survey, a large scale site topographic map, Nesquehoning and Tamaqua Pennsylvania USGS and National Wetland Inventory Quadrangles, and aerial photography of the study area, including color infrared. Background information on the existing vegetation communities in the area and presence/absence of state and federal rare, threatened, and endangered plant species was obtained from the Pennsylvania Natural Diversity Inventory (PNDI). The field survey was conducted in two phases. The first phase involved a study area familiarization and reconnaissance survey on September 7, 1990. A principal objective of this survey was to rough-map major plant community types within the prescribed study area (0.5-mile radius of the Tonolli Corporation Site). This information was used in conjunction with the reference materials described above to develop a strategy for ensuring coverage of all significant habitats in the second, phase field survey. This second phase took place on October 2-4, 1990 and involved systematic field inspection of the various habitats identified from the preliminary analysis. The preliminary analysis had determined the terrestrial habitats to be generally stratified in conformance with the topography, which consists of parallel forested ridges and an intervening developed/disturbed valley, all oriented east/west. The potential location of more sensitive wetland habitats appeared to be restricted to water body fringes and stream corridors. A field inspection strategy was developed to address these observations. First, water body fringes and stream corridors were inspected by targeting major wetland areas identified in the preliminary analysis and walking random segments of the remaining waterway corridors. Then, the remainder of the study area was investigated by walking a series of transects. To provide representative coverage, four transects, three east/west transects and one oriented north/south, were investigated. 6-2 oUi\repoti\RJ.doc 3R3QI566 The study teaih also characterized any unusual habitats observed by chance while pursuing the above-mentioned strategy. Exact location of transects was determined in the field based on accessibility and professional judgment. In addition, transect locations were biased towards covering as many habitats as possible. The walking of stream corridors and transects was conducted by two biologists with substantial wetlands experience, one walking along each bank/floodplain or edge of the corridors/transects. A detailed inventory and evaluation of each vegetation community type was conducted. Habitats suspected to be wetlands were subjected to the methodology specified in the Federal Manual for Identification and Delineating Jurisdictional Wetlands "Intermediate-Level On-site Determination Method". The use of this method was determined to be appropriate for the size and environmental characteristics of the study area. The extent of each wetland identified on the site was estimated; delineation of Jurisdictional limits is beyond the scope of the study. 6.2.2 Terrestrial and Wetland Fauna A qualitative field survey of study area fauna was conducted simultaneously with the aquatic habitats and surface water survey, and wetlands and terrestrial habitats characterization survey. Casual observations of terrestrial and wetland fauna were made during these surveys. Species that could not be positively identified in the field were photographed when possible for later identification. The terrestrial/wetland fauna inventory was supplemented by contacting federal, state, and local wildlife agencies for existing data. Data also was solicited concerning rare, threatened, or endangered animal species that historically or presently use the site. Agencies contacted include Pennsylvania Fish Commission (PFC), Pennsylvania Game Commission (PGC), and United States Fish and Wildlife Service (USFWS). 6-3 flR30!567 6.2.3 Surface Water Resources A field evaluation of the surface water biological resources in the vicinity of the Tonolli site was conducted on September 19-21, 1990. The water resources study area extended several miles upstream and downstream of the site (Figure 67-1). Thirteen sample stations were selected (Table 67-1). The physical habitat was described and samples of benthic macroinvertebrates and fish were collected at each station. : Three control stations (Nesquehoning Creek: NC-12, NC-13, and NC-14) are located in Nesquehoning Creek upstream of the Tonolli Corporation Site, and therefore, upstream of any potential influence. Four stations are located in Nesquehoning Creek downstream of the site (NC-15 through NC-18). These stations were selected to determine if any influence of the site could be detected. It is important to note that the sample stations for surface water and sediment quality sampling in Nesquehoning Creek overlap the biological sampling stations in only one instance (surface water/sediment location NC-3 = Biological Location NC-14). Five stations were established in tributaries of Nesquehoning Creek (Bear Creek: BE-1; Dennison Run: DN-1 and DN-2; Broad Run: BR-1; and Deep Run: DP-1). These stations were selected to "determine the condition of aquatic resources in perennial streams contributing to Nesquehoning Creek. In addition, one station was established in an unnamed small pond (PD-1) located near the mouth of Broad Run. This pond is recharged via pipe from Broad Run, not from Nesquehoning Creek. This station was selected due to is proximity to the Tonolli Corporation Site and its potential as a recreational fishery. 6.2.3.1 Habitat Assessment The habitat assessment performed at each sampling station was adapted from the ITSEPA document entitled "Rapid Bioassessment Protocols for Use in Streams and Rivers - Benthic Macroinvertebrates and Fish (EPA/444/4- 89/001)". The assessment includes quantification of nine physical habitat parameters. The parameters are designated primary, secondary, or tertiary depending upon their relative contribution to habitat quality. 6-4 Primary parameters characterize the various micro-habitats available within a station. These parameters are 1) bottom substrate and available cover, 2) substrate embeddedness, and 3) micro-habitat availability. These parameters evaluate the amount of stable substrate available for colonization and cover. Secondary parameters describe stream channel morphology and evaluate the presence of channel alteration. The parameters are 1) channel alternation, 2) bottom scouring and deposition, and 3) macro-habitat quality. These parameters evaluate the amount and frequency of erosion events; how these events affect the bottom substrate, and the presence and extent of macro-habitat available for colonization. Tertiary parameters describe riparian and bank structure, and have the lowest potential for affecting the structure of the aquatic community. The parameters are 1) bank stability, 2) bank vegetation stability, and 3) stream side cover. These parameters measure the stability of the upper banks. In addition to_evaluating the physical habitat, field measurements of several general water quality parameters were made. These parameters (dissolved oxygen, pH, conductivity, and temperature) are very important biologically and can act as indicators of water quality problems. Dissolved oxygen (D.O.) and temperature measurements were made with a Yellow Springs Instrument Model 57 D.O. meter. pH measurements were made with an Analytical Measurements Big Scale meter. Conductivity measurements were made with a Yellow Springs Instrument Model 33 conductivity meter. Field calibration was performed on all meters prior to use. 6.2.3.2 Macroinvertebrate Community The benthic macroinvertebrate community present at each station was evaluated through the use of data obtained in qualitative samples. These data were analyzed and compared with a variety of descriptive statistical methods. 6-5 A single qualitative sample was collected at each sample station using an 850 micron mesh-D-frame kick net., Each sample consisted of a composite of nine twenty-second kick replicates collected from all habitat types present within a station. Each replicate was obtained by placing the net on the stream bottom, vigorously distributing the substrate to approximately 1-1/2 feet upstream of the net by kicking, and allowing the current to wash dislodged organisms and substrate material into the net. The material collected by each replicate was placed into the sample container prior to collection of subsequent replicates to avoid clogging of the mesh. Flow was simulated in areas of low flow by passing the net through the water column directly above the disturbed area. A consistent collection effort was expended at all stations to obtain samples representative of the macroinvertebrate communities present. Samples were preserved in the field with 70 percent isopropanol and transported to RMC's Pottstown Ecological Laboratory for sorting, identification, and enumeration. During sorting, the samples were subsampled using a procedure whereby each sample was divided into eighths using a Folsom Sample Splitter. Three randomly selected eighths were sorted with the relative abundance of each taxon estimated as follows: rare (1 to 3 specimens), present (4 to 10 specimens), common (11 to 30 specimens), abundant (31 to 100 specimens), and super abundant (more than 100 specimens). In addition, the other five eighths were sorted only for taxa not observed in the previously selected and more intensively sorted three eighths. The relative abundance of these taxa was estimated using the same system as above. In all cases, sufficient specimens were removed from the samples for accurate identification. Macroinvertebrates were identified to genus, or the lowest taxon practicable, with the use of a dissection microscope. Principal keys used for identification were those published in Peckarsky and Others (1989), Merritt and Cummins (1984), Pennak (1989), and Klemm (1985). Sample results were evaluated using a variety of parameters designed to describe macroinvertebrate communities. These parameters are: total number of taxa, number of taxa sensitive to environmental stress, relative abundance, and EPT/Chironomidae ratio. 6-6 flR30/570 6.2.3.3 Fish Community Fish collections were made at each stream station by electrofishing with a 110 volt AC generator. Approximately 200 feet of stream were electrofished. Stunned fish were netted and placed in a live well. Captured fish were identified and counted. Reference specimens were retained for identification and verification purposes. In the pond (PD-1), the fish community was evaluated by sampling the shoreline community with the electrofishing equipment and seining with a 100 x 6 foot bag seine (mesh = 1/4 inch) in deeper water. The fish data were evaluated using a variety of parameters designed to describe fish communities. These parameters are: total number of species, number of game fish species, and the environmental stress tolerance of each species. The total number of species in a sample gives an estimation of the species richness of the fish community under examination. The number of game fish species present at a station provides an indication of the recreational potential of that station. The environmental stress tolerance of each species was determined from Appendix D of the USEPA document entitled "Rapid Bioassessment Protocols for Use in Streams and Rivers - Benthic Macroinvertebrates and Fish (EPA/444/4-89/001)". 6.3 RESULTS OF THE STUDY Terrestrial and wetlands resources within the study area consist of deciduous forest, scrub/shrub, mixed scrub/shrub-herbaceous, and floating aquatic macrophytic plant communities. Most of this study area is mature deciduous forest associated primarily with the slopes of Broad Mountain to the north and Nesquehoning Mountain to the south. The other communities are spread along the Nesquehoning Valley floor. There is no obvious evidence of vegetation stress due to the Tonolli Corporation Site. The site itself is industrial land with limited vegetation present, generally situated near the edges of the property. 6-7 AR3QI57! The majority of the vegetation communities in the study area are non-wetland. However, wetland communities are associated with Tibbits Pond, Bear Creek, Demiison Run, and Nesquehoning Creek or occur as isolated pockets in mine spoil area. Wetlands present in the study are classified as forested, palustrine scrub/shrub-herbaceous, paiustrine emergent, and lacustrine limnetic. There are no wetlands present on the Tonolli Corporation Site. The terrestrial and wetland vegetation community types within the study area are commonly found throughout the Pocono Mountain region and in most cases throughout most, if not all, of Pennsylvania. None of the communities has a particularly diverse flora or is unique in any other manner. Review of the PADER Pennsylvania Natural Diversity Inventory and U.S. Fish and Wildlife Service databases revealed that no plant species of special concern (state and federal listed rare, threatened, or endangered species) are recorded for the study area and none were observed during the field study. Among the wildlife observed during the early October field survey were six game species: mourning dove, ruffed grouse, wild turkey, eastern cottontail rabbit, gray squirrel, and white-tailed deer. The Pennsylvania Game Commission Wildlife Conservation Officer indicated that hunting pressure for white-tailed deer in the area is moderate to high. Hunting pressure during small game season is not great, although some hunting of rabbits and squirrels does occur. No evidence of unusual quantity .or diversity of nongame vertebrate or invertebrate species was observed. Wildlife is able to enter and exit the Tonolli Corporation Site despite the fence which surrounds the site. Coordination with state and federal agencies resulted in no records of endangered or threatened vertebrate or invertebrate species inhabiting the study area. . Aquatic resources present in the study area include Nesquehoning Creek, Bear Creek, Dennison Run, Broad Run, Deep Run, and a small pond located near the confluence of Broad Run and Nesquehoning Creek. Fish and benthic macroinvertebrate samples we're collected at twelve stations established in these water bodies on September 19-21, 1990. A tabulation of pH, D.O., temperature, 6-8 8R3QJ572 and conductivity as measured in the field is included in the full report in Appendix F. The four streams tributary to Nesquehoning Creek support apparently reproducing populations of brook trout and diverse macroinvertebrate communities. These streams are designated by PADER as High Quality-Cold Water Fisheries. Nesquehoning Creek is designated by PADER as a Cold Water Fishery. However, the fish sampling conducted in this study resulted in collection of ten individuals including eight species at the seven sampling station located upstream and downstream of the Tonolli Corporation Site. The Pennsylvania Fish Commission is aware of this depauperate community as indicated through communication with the Area Fisheries Manager and the local Waterways Conservation Officer. The benthic macroinvertebrate communities present at the Nesquehoning Creek sampling stations were characterized as having only low to moderate diversity. Lower macroinvertebrate diversity (fewer taxa, fewer numbers of individuals) was observed downstream relative to upstream of the Tonolli Corporation Site, however, large mine spoil piles are located near the stream at this point and quantities of these materials are present in the stream channel. These mine spoil materials and their runoff adversely impact the macroinvertebrate community. It is not possible to correlate site conditions with suppressed benthic communities. Both the fish and macroinvertebrate communities present in the pond located near the confluence of Broad Run and Nesquehoning Creek are typical of such water bodies. The fish community is dominated by bluegill sunfish of various sizes and largemouth bass over eight inches in length were collected, indicating that a potential recreational fishery exists. According to the Pennsylvania Fish Commission, no recreational fishing occurs in Nesquehoning Creek due to the near absence of fish and it is unknown if any recreational fishing takes place in the pond. However, considerable recreational fishing occurs in Lake Hauto, located to the west and upstream of the Tonolli Corporation Site,~outside of the study area. 6-9 AR301573 6.4 CONCLUSIONS The RMC study draws the following conclusions: • The terrestrial wetland and vegetation community types within the study area are commonly found throughout the Pocono Mountain region. • There are no wetlands on the Tonolli Corporation Site. • Review of government agency databases revealed no plant species of special concern in the study area and none were observed during the field study. • There is no apparent stressed vegetation attributable to impacts from the Tonolli Corporation Site. • There are no records of endangered or threatened vertebrate or invertebrate species inhabiting the study area. None were observed during the field study. • Nesquehoning Creek in general is largely impacted by mine spoil materials in the study area. • Numerous large mine spoil piles are located adjacent to the site and extend in the downstream direction. Quantities of these materials are present in the Nesquehoning Creek channel. . • The benthic macroinvertebrate communities present in Nesquehoning Creel are characterized as being low to moderately diverse. Lower diversity was observed downstream relative to upstream of the site. • The lower macroinvertebrate community diversity downstream of the Tonolli Corporation Site is most likely due to impacts related to the coal spoil piles. • Nesquehoning Creek is designated by the PADER as a Cold Water Fishery. It supports a limited fish community but no recreational fishing occurs in the creek. 6-10 rtJU .doc SECTION 7.0 SUMMARY AND CONCLUSIONS This report describes the Tonolli Corporation Site history and previous site investigations. It also describes the procedures used in conducting the investigation, presents findings on the physical and chemical characteristics of the site, and provides an overview of the fate and transport processes occurring at the site. The RI has been performed in a manner consistent with the Work Plan as prepared by Engineering-Science, Inc. (1990), and approved by the USEPA. The remedial investigation consists of the following: • Literature searches to document previous engineering, geological, geotechnical, hydrogeological, hydrological, and climatological studies applicable to the Tonolli Corporation site. • A field investigation consisting of geophysical surveys, drilling and installation of 20 monitoring wells, borehole geophysics, insitu soil permeability tests, water level measurements and sampling of air, soil, waste, surface water, sediment and groundwater. • Characterization of site geological conditions based on field mapping, boreholes, and borehole geophysical logging to allow for an understanding of lithology and structure as described in the text and shown in geologic cross sections. • A separate site ecological characterization. • Investigation of the site hydrogeology, including vertical and lateral flow gradients and water quality by installing monitoring wells, measuring water levels, and analyzing groundwater samples. • An assessm- r>t of the nature, levels and locations of inorganics iu on-site soils. 7-1 \toDDUi\icporl\RJ.doo • Assessment of whether nearby streams and sediments are currently serving as migration pathways from the site based on sampling and analyses of surface water and sediment samples. • Evaluation of the nature and levels of inorganics in groundwater based upon the results of two rounds of sampling at 20 monitoring wells. • Evaluation of fate and transport process. • Evaluation of the ecological effects of the Tonolli Corporation Site as compared to the effects of mine spoil and ash which pre-dated the Tonolli Corporation operations. • Quantitative risk assessment considering both potential human health and ecological issues (separate document prepared by Clement International, Inc.). Based on these studies, the following findings can be summarized: • The Tonolli Corporation Site lies within the Valley and Ridge Province of the Appalachian Highlands in northeastern Pennsylvania. • The site soils, near the surface, are predominantly coal mine spoils and ash from a coal-fired power plant. These mine spoils are underlain by alluvial and colluvial material to the red sandstone bedrock of the Mauch Chunk Formation. • There is one saturated zone extending from near the surface of the alluvial material to the bedrock. The groundwater flow direction is generally southeast underneath the site. • The bedrock aquifer which underlies the Tonolli Corporation Site exhibits artesian conditions which __ prevents leakage" from the alluvium aquifer to the bedrock aquifer. 7-2 \toooili\report\JU .doc 1R30I576 • Surface soil samples from 37 off-site locations were analyzed for lead. Native soils found west (upwind) of the site have a mean background lead background concentration of 433 mg/kg and a calculated upper- bound concentration of 881 mg/kg. • There appears to be an upwind source of lead, west of the Tonolli Corporation site. • The waste piles, dust, and sump sediments exhibited the highest lead concentrations that were found onsite. • More than 120 on-site soil samples were analyzed for lead, arsenic, cadmium, copper, and zinc and an additional 103 samples were screened for lead by XRF techniques. Visual inspection of on-site soil data yielded a correlation between increasing concentrations of lead and increasing concentrations of the remaining indicator inorganics. • In those on-site areas where surface soil is impacted with respect to lead, the impact is generally limited to the top three feet of soil. • The impact of lead on on-site soil extends to about five feet deep along portions of on-site drainage ditches. • Two areas exist with lead concentrations greater than 1,000 mg/kg at a depth of ten feet; one area in the yard behind the refinery building and the other near the road and ditch between the operating area and the landfill. • The landfill is lined with a synthetic membrane which is functioning as an effective barrier. This liner is containing a considerable amount of water resulting from precipitation. • One monitoring well (MW-12D) in the eastern portion of the site yielded water samples with dissolved lead 7-3 \icooili\rcport VRI.doc 5R30J577 levels above the mean and calculated upper-bound background level. • Dissolved cadmium in groundwater, tended to be elevated with respect to the mean background level at monitoring well MW-11S, MW-12S, MW-12D, MW-13S, MW-15D, and MW-16S. Monitoring Well MW-15D was not elevated with respect to the calculated upper-bound background level. • Dissolved arsenic appeared to be elevated with respect to the mean background level at only MW- 14S. • With the exception of arsenic in MW-14S, the groundwater appears to contain more inorganics upgradient of the landfill than downgradient. • Surface water lead concentrations increased near the confluence of Bear Creek and Nesquehoning Creek; surface water concentrations of other inorganics were was not significantly impacted by the Tonolli Corporation site, even though seeps containing low levels of inorganics feed a portion of this surface water. • Levels of lead (average 600 mg/kg) and arsenic (average 34 mg/kg) increased in the sediments adjacent to the site as compared to upstream samples. The primary mechanism of impact is apparently stormwater runoff from contaminated soils. Cadmium and zinc concentrations in the sediments did not change significantly. Copper levels increased modestly from upstream to downstream (12.3 to 33.3 mg/kg on average). FATE AND TRANSPORT The potential migration routes, persistence, and the physical and chemical properties affecting migration were examined and summarized here. 7-4 \tOToili\rcport\RI .doc Am Contamination of off-site soils via wind dispersion does not appear to be occurring to an appreciable degree. SOIL • The order of mobility of inorganics in decreasing order measured at elevated levels in on-site soils is cadmium > zinc > copper > lead. Comparison of relative concentrations of these inorganic parameters with depth below soil surface confirms this phenomenon in areas of the site where water infiltrating the subsurface is the migration mechanism GROUNDWATER • Groundwater in Monitoring Wells MW-12D and MW-14S is above the mean and upper-bound background level for the parameters lead and arsenic, respectively. Inorganics in groundwater do not appear to be migrating since downgradient monitoring points (wells and seeps) do not appear to be impacted to any appreciable extent. • Seven of twenty wells had indicator inorganics above a mean background; all of these wells are located in the eastern or southeastern portion of the site. Six of twenty wells had indicator inorganics above the calculated upper-bound background level. • All groundwater in the alluvium water-bearing zone beneath the site discharges to Nesquehoning Creek. Although most contaminants will be chemically attenuated in the subsurface those not attenuated will eventually discharge to Nesquehoning Creek. 7-5 Hcooiii jrpon\RI AK flR30!579 SURFACE WATER Surface water levels of total lead were elevated in samples adjacent to the Tonolli Corporation Site; the surface water was not measurably impacted with respect to the other indicator metals. SEDIMENTS A limited area of sediments adjacent to the Tonolli Corporation Site contain arsenic and lead above upstream levels. The source of this impact is apparently due to stormwater runoff from contaminated soils. ECOLOGY • The ecological characterization concluded that there is no apparent stresses on vegetation attributable to impacts from the Tonolli Corporation site. • The lower macroinvertebrate community diversity in the Nesquehoning Creek downstream of the site is most likely due to impacts related to mine spoil. Based upon the findings in this report, a risk assessment is being performed to evaluate which environmental media need to be addressed in the feasibility study. CERCLA requires that site remedial action objectives be in compliance with the applicable or relevant and appropriate requirements (ARARs) of other laws. The potential ARARs for the Tonolli Site are identified in Tables 7-1 through 7-3. 7-6 \tcMtliVrcpoil\RJ.doc HR30 REFERENCES AGES Corporation, 1987, Groundwater Supply Investigation Prepared for the Lansford-Coaldale Joint Water Authority, Valley Forge, Pennsylvania, AGES Project No. 46091.01, Report No. 46091.01-03. Ametek Corporation, 1990, Well Registration Forms for the three company production wells, hand delivered to M. Brill (Rizzo Associates) at Ametek Facility in Nesquehoning, Pennsylvania by Ametek Vice President, Ralph Webb. ATSDR (Agency for Toxic Substance and Disease Registry), 1990, Toxicological Profile for Lead, Atlanta, Georgia ATSDR/TP-88/17. ATSDR (Agency for Toxic Substances and Disease Registry), 1989a, Toxicological Profile for Cadmium, Atlanta, Georgia, ATSDR/TP-88/08. ATSDR (Agency for Toxic Substance and Disease Registry), 1989b, Toxicological Profile for Arsenic, Atlanta, Georgia ATSDR/TP-88/02. Bear, J. and Verruijt, A., 1987, Modeling Groundwater Flow and Pollution, D. Reidel Publishing Company, Boston, 414 pp. Borough of Nesquehoning, Pennsylvania, Zoning Ordinance, Adopted June 20, 1991, Borough of Nesquehoning Planning Commission, Michael Cabot Associates. Boyd, 1991, Personal communication between Mr. Bob Boyd, Assistant Director of the Pennsylvania Game Commission Bureau of Wildlife Management, and Matthew Brill of Paul C. Rizzo Associates, December 27, 1991. Boyer, J.F. Castantino, J.P., Ford, C.T., Cleason, V.E. and Rosnik, K.A., 1981, Evaluation of the Effect of Coal Cleaning on Fugative Elements, DOE Report DOE/EV/04427-53. Burns and Loewe, c. 1973, A Technical Report on the Study of Proposed Industrial Park Green Acres-West for Carbon-Schuylkill Industrial Development Corporation, U.S. Department of Commerce Technical Assistance Grant Project No. 01-6-09566-70. flR30IS8l REFERENCES (Continued) Callahan, M.A., Slimak, M.W., Gable, N.W. et al, 1979, Water-related Environmental Fate Of 129 Priority Pollutants; Volume 1: Introduction and Technical Background, Metals and Inorganics Pesticides and PCS, EPA/440/4- 79-029a. Davis, S.N. and De Wiest, R.J.M., 1986, Hydrogeology, John Wiley and Sons, New York, 463 pp. ; Engineering-Science, 1990, Work Plan to Conduct a Remedial Invetigation and Feasibility Study at the Tonolli Corporation Site, Liverpool, New York. EPIC (Environmental Photographic Interpretation Center), 1990, Site Analysis Tonolli Corporation by D. Roose, G. Christie, and R. Sullivan of the Bionetics Corporation, Contract No. 68-63-3532. EPRI (Electric Power Research Institute), 1984, Chemical Attenuation Rates, Coefficients and Constants in Leachate Migration, prepared by Battelle, Pacific Northwest Laboratories, Richland, Washington, EPRI EA-3356. EPRI, 1981. Coal Ash Disposal Manual, prepared by GAI Consultants, Monroeville, PA. Huisman, L. and Von Haaren, W.J., 1966, Treatment of Water Before Infiltration and Modification of its Quality During its Passage Underground in Int. Water Supply Assoc., 7th Congress, 1, Special Subject No. 3, 43 pp. INTEX Exploration, Inc., 1986, Test Pumping and Water Sampling of Exploratory Wells #1 & #2 Nesquehoning, Pennsylvania, Prepared for the Lansford-Coaldale Joint Water Authority, Warminster, Pennsylvania. Kaufman, W.J., 1974, Chemical Pollution of Groundwater in Water Technology/Quality, pp. 152-158. Kim, A.G., Heisey, B.S., Kleinmann, R.L. and Deul, M, 1982, Acid Mine Drainage: Control and Abatement Research, Bureau of Mines Information Circular 1C 8905. Klemm, D.J., ed. 1985. A guide to the Freshwater Annelida of North America. Kendall/Hunt Publishing Co., Dubuque, IA. REFERENCES (Continued) Lacy, Atherton & Davis, circa 1974, Green Acres Industrial Park-West, Nesquehoning, Carbon County, Pennsylvania, Sponsored by Carbon-Schuylkill Industrial Development Corp. Lindsay, W.L. 1979, Chemical Equilibria in Soils, John Wiley and Sons, New York. Lohman, S.W., 1937, Ground Water in Northeastern Pennsylvania, Pennsylvania Geological Survey, Fourth Series Bulletin W4, 312 pp. Los Alamos Scientific Lab, 1976, Environmental Contamination from Trace Elements in Coal Preparation Wastes; A Literature Review and Assessment, prepared for the USEPA Industrial Research Laboratory, Research Triangle Park, North Carolina, EPA 600/7-76-007, 60 pp. Matthess, Georg., 1982, The Properties of Groundwater, Wiley-Interscience Publication, 406 pp. Merritt, R.W., and K.W. Cummins, eds. 1984. An introduction to the Aquatic Insects of North America, 2nd ed.. 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AR30I583 REFERENCES (Continued) NUS Corporation, FIT 3, 1986b, Three-mile radius water supply summary map with aquifer of concern boundaries, Tonolli Corporation, Carbon County, Pennsylvania. (Adapted from TDD No. f3-8512-47). Panther Creek Energy, 1989, Application for Surface Mining Permit, Prepared by Bentatec Associates, Marvin E. White P.E. Peckarsky, B.L., Fraissinet, P.R., Penton, M.A., and Conklin, Jr., D.J. 1989, Freshwater Macroinvertebrates of Northeastern North America, Cornell University Press, Ithaca, NY. Pennack, R.W., 1989, Freshwater Invertebrates of the United States, 3rd ed. John Wiley and Sons, Inc. New York. Radian Corporation, 1983, "Ambient Lead Concentrations at Tonolli Corporation, Nesquehoning, Pennsylvania", Draft Report prepared for USEPA Region III Air Management Branch, USEPA Contract No. 68-02-3513. R.E. 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