environmental conditions investigation high street … · tclp toxicity characteristic leaching...

Data Summary Report Environmental Conditions Investigation High Street Outfall and 40th Avenue Storm Sewer System Vasquez Boulevard/Interstate 70 Site, Operable Unit #2 Removal Action Prepared for:

City and County of Denver Environmental Quality Division 200 West 14th Ave, Suite 310 Denver, Colorado 80204

Prepared by:

Engineering Management Support, Inc.

7220 W. Jefferson Ave., Suite 406

Lakewood, Colorado 80235

September 18, 2015

Data Summary Report Page i

TABLE OF CONTENTS

1 INTRODUCTION ............................................................................................................ 1 1.1 Background .................................................................................................................. 1

1.2 Purpose and Objective ................................................................................................. 1 1.3 Report Organization ..................................................................................................... 2

2 DESIGN INVESTIGATION ACTIVITIES ..................................................................... 3 2.1 Health and Safety ......................................................................................................... 3 2.2 Boring Locations .......................................................................................................... 3

2.3 Borehole Drilling and Sampling .................................................................................. 3 2.4 Piezometer Construction.............................................................................................. 5 2.5 Groundwater Level Measurements .............................................................................. 5 2.6 Groundwater Sampling ................................................................................................ 5

2.7 Sample Description...................................................................................................... 5 2.8 Soil Gas Monitoring .................................................................................................... 6

2.9 Decontamination and Investigative Derived Waste (IDW) Management ................... 6 2.10 Borehole/Piezometer Abandonment ........................................................................... 7

3 DESIGN INVESTIGATION RESULTS .......................................................................... 8 3.1 Waste Material Characterization ................................................................................. 8 3.1.1 Physical Characteristics and Extent ........................................................................... 8

3.1.2 Field Screening Results.............................................................................................. 9 3.1.3 Waste Analytical Results ........................................................................................... 9

3.1.4 Asbestos Results ...................................................................................................... 10 3.2 Hydrogeology .......................................................................................................... 11 3.2.1 Groundwater Occurrence ......................................................................................... 11

3.2.2 Flow Direction ......................................................................................................... 11

3.2.3 Saturated Thickness ................................................................................................. 11 3.2.4 Groundwater Analytical Results .............................................................................. 11

4 CONCLUSIONS AND RECOMMENDATIONS ......................................................... 13

4.1 Waste Material Handling .......................................................................................... 13 4.2 Barrier Positioning .................................................................................................... 13

4.3 Odor and Methane Control ....................................................................................... 14 REFERENCES ....................................................................................................................... 15

LIST OF TABLES

Table 1: Geologic and Piezometer/Well Completion Summary

Table 2: Groundwater Elevations

Table 3a: Waste Material TCLP Metals

Table 3b: Waste Material TCLP Volatile Organic Compounds

Table 3c: Soil - Total Metals

Table 3d: Soil - Volatile Organic Compounds

Table 3e: Soil - Poly-nuclear Aromatic Hydrocarbons

Table 4a: Groundwater Quality – Metals

Table 4b: Groundwater Quality – Inorganics

Table 4c: Groundwater Quality – Volatile Organic Compounds

Data Summary Report Page ii

TABLE OF CONTENTS (continued)

LIST OF FIGURES

Figure 1: Base Map

Figure 2: Bedrock Surface Map

Figure 3: Waste/Overburden Thickness Map

Figure 4a: Potentiometric Surface Map, July 2015

Figure 4b: Potentiometric Surface Map, August 2015

Figure 5: Saturated Thickness Map, July 2015

Figure 6: Subsurface Profile Along Channel Alignment

LIST OF APPENDICES

Appendix A: Boring Logs, Piezometer Construction Diagrams, and Groundwater Sampling

Records

Appendix B: Waste Screening Results, Analytical Results, and Data Validation Reports

Appendix C: Asbestos Report

Data Summary Report Page iii

LIST OF ACRONYMS

ACM Asbestos-Containing Material

AIHA American Industrial Hygiene Association

bgs Below ground surface

CABI Certified Asbestos Building Inspector

CDOT Colorado Department of Transportation

CDPHE Colorado Department of Public Health and Environment

CDPS Colorado Discharge Permit System

COC Compound of Concern

DSR Data Summary Report

EMSI Engineering Management Support, Inc.

FSP Field Sampling Plan

HASP Health and Safety Plan

IDW Investigative-Derived Waste

LEL Lower Explosive Limit

MMP Materials Management Plan

PAHs Poly-nuclear-aromatic Hydrocarbons

PID Photo-ionization Detector

PVC Poly-vinyl chloride

OU-2 Operable Unit #2

QAPP Quality Assurance Project Plan

QA/QC Quality Assurance/Quality Control

RACS Regulated Asbestos-Containing Soil

RAWP Response Action Work Plan

RCB Reinforced Concrete Box

RCRA Resource Conservation and Recovery Act

RTD Regional Transportation District

SAP Sampling and Analysis Plan

SPT Standard Penetration Test

SWDI Stormwater Design Investigation

TCLP Toxicity Characteristic Leaching Procedure

Data Summary Report Page iv

USEPA United States Environmental Protection Agency

VOCs Volatile Organic Compounds

WQCD Water Quality Control Division

Data Summary Report Page 1

1 INTRODUCTION

1.1 Background

The City and County of Denver (Respondent) has completed a field investigation to

assess baseline environmental conditions needed to support design of the “environmental

components” of a stormwater drainage feature to be constructed through a portion of

Operable Unit 2 of the VB/I70 Superfund Site. The Respondent is implementing the

“environmental components” pursuant to an Administrative Settlement Agreement and

Order on Consent for Removal Action (Agreement) with the United States

Environmental Protection Agency (USEPA). The stormwater drainage feature is part of

a larger project that is intended to reduce flooding in the Montclair Drainage Basin area

and address stormwater management needs associated with projects being developed by

Regional Transportation District (RTD), Colorado Department of Transportation

(CDOT), and the Respondent.

The “environmental components” to be addressed by the Agreement consist of: 1)

management and handling of waste material encountered during construction of the

stormwater drainage feature through the Denver Coliseum parking lot and Globeville

Landing Park; 2) management and, if necessary treatment and/or disposal of dewatering

liquid during construction of this segment of the drainage feature; and 3) design and

construction of an impermeable barrier system to prevent contaminants remaining within

the boundaries of this segment of the stormwater drainage feature from adversely

impacting stormwater retained within and conveyed by the stormwater drainage feature,

as well as prevent stormwater infiltration into contaminated media remaining beneath or

surrounding this segment of the feature.

1.2 Purpose and Objectives

This Data Summary Report (DSR) presents results from the field sampling and analytical

program that is described in the Sampling and Analysis Plan (SAP) (Removal Action

Work Plan [RAWP] Appendix C, EMSI, 2015) for the “environmental components” of

the stormwater drainage feature described above. The overall objectives of the field

program are to 1) assess the depth and thickness of waste material along the alignment of

the drainage feature, 2) assess whether the waste material is characteristically hazardous

or non-hazardous under the Resource Conservation and Recovery Act (RCRA); 3) assess

the depth to groundwater and general direction of groundwater movement; 4) assess the

saturated thickness of material currently within and beneath the drainage feature; and 5)

assess the quality of groundwater that may need to be pumped and released during

construction. Ultimately, these data are needed to support development of 1) waste

handling, management, and disposal procedures during construction; 2) selection of a

geosynthetic material required for the impermeable barrier system; 3) dewatering

requirements to enable “dry” construction of the impermeable barrier system; 4)


treatment requirements for dewatered water to be released to surface water; and 5) odor

and methane mitigation measures during construction of the drainage feature. All of

these issues will be addressed during design of the “environmental components”, which

is scheduled to be performed during the 3rd

and 4th

quarters of 2015.

1.3 Report Organization

This DSR is organized into the following three sections:

Section 2 – Design Investigation Activities

Section 3 – Design Investigation Results

Section 4 – Conclusions and Recommendations

Supporting appendices consist of:

Appendix A – Boring Logs, Piezometer Construction Diagrams, and Groundwater

Sampling Records

Appendix B – Waste Screening Results, Analytical Results, and Data Validation

Reports

Appendix C – Asbestos Report


2 DESIGN INVESTIGATION ACTIVITIES

2.1 Health and Safety

Prior to performance of field activities, all project personnel read, understood, and agreed

to comply with provisions of the project Health and Safety Plan (HASP) (RAWP

Appendix E, EMSI, 2015). Necessary safety equipment were readily available at the Site

at all times during on-Site activities.

2.2 Boring Locations

Samples of waste material and subsurface condition information were collected from 16

boreholes identified as the Surface Water Design Investigation (SWDI)-series borings

shown in purple on Figure 1. These borings were in addition to 15 geotechnical borings

identified as the TH-series and shown in red on Figure 1 that were drilled by CTL

Thompson as part of their geotechnical investigation for the drainage feature. In

addition, geologic data from three borings drilled by Metro Wastewater in the 1990s were

evaluated in this study. Those borings, also identified as TH-series, are shown in green

on Figure 1. Finally, soil borings drilled as part of the 2008 Remedial Investigation

(EMSI, 2009) were reviewed for waste thickness. Only one boring, SB-4-3 and shown in

black on Figure 1, encountered bedrock – that boring has been added to this investigation.

Geologic logs for all of the borings noted above are presented in Appendix A and

summarized in Table 1.

Temporary piezometers were installed in 15 of the 16 SWDI-series borings. Boring

SWDI-11 was not completed as a piezometer because existing monitoring well CTL

MW-6 is located adjacent to it, and is accessible for potentiometric monitoring and

groundwater quality sampling (Figure 1). All of the 15 piezometers, plus well CTL MW-

6 were sampled for groundwater quality. In addition, groundwater levels were monitored

in all 15 piezometers, plus well CTL MW-6 and existing wells MW-1, MW-2, and MW-3

(Figure 1). Piezometer and well construction diagrams for all of these piezometers and

wells are presented in Appendix A and summarized in Table 1.

2.3 Borehole Drilling and Sampling

All of the SWDI-series borings except three were drilled with 6.25” outside diameter and

3.25” inside diameter hollow-stem augers. The drill rig was equipped with a 140-pound

standard penetration test (SPT) pneumatic hammer and 2-ft long split-barrel SPT

samplers. SPT samples were collected at 5-foot intervals beginning at five feet below

ground surface (bgs). SPT blow counts for each 6-inches of barrel penetration were

recorded. Between sampling intervals, drill cuttings and rig penetration rates were

observed to assess borehole lithology. Boreholes were drilled through waste material


into a minimum of 5-feet of underlying soil, weathered bedrock, or until auger refusal

was encountered, whichever occurred first. At that depth, a final SPT sample was

collected.

The three boreholes not drilled with hollow-stem augers were borings SWDI-13, 14, and

16 (Figure 1). Those were drilled with a direct-push Geoprobe track-mounted rig

because access to the drill sites precluded use of the heavier hollow-stem auger rig. For

those borings, a 3.25” outside diameter and 2 5/8” inside diameter drive casings equipped

with continuous coring plastic sleeves were used to advance the boring and collect

samples, respectively.

Three types of solids samples were collected; samples for toxicity characteristic leaching

procedure (TCLP) testing, samples for total chemical constituents, and samples for

asbestos-containing material (ACM). Note: The SAP also called for geotechnical

sampling if such sampling was determined necessary by the Geotechnical Engineer

(CTL-Thompson) following review of their geotechnical investigation. At the start of

this environmental investigation, CTL-Thompson informed the Respondent that

additional geotechnical sampling was not necessary, so geotechnical samples were not

collected as part of this investigation. The three types of samples collected for this

investigation consisted of:

TCLP Testing: A vertical composite of the material estimated to be removed from the

sample location was collected in accordance with the SAP. In addition, a grab sample for

volatile organic compounds (VOCs) was collected from the SPT interval that exhibited

the highest photo-ionization detector (PID) or lower explosive limit (LEL) reading in the

borehole. The composite sample was then screened for hazardous characteristics

consisting of ignitability, corrosivity, reactivity, oxidizers, and paint filter test in

accordance with the SAP. Composite samples for TCLP testing for RCRA metals were

placed in jars supplied by the analytical laboratory. Note: the SAP also called for TCLP

analysis of poly-nuclear aromatic hydrocarbons (PAHs), but there are no TCLP

regulatory levels for PAHs, so TCLP PAH analyses were not performed.

Total Chemical Constituents: Samples for chemical constituent analyses, which are

necessary for selection of the barrier geosynthetic material, were sampled from

immediately below the proposed liner depths, to the extent such placement could be

estimated. One sample per boring was collected using the SPT sampler. The sample was

screened for VOCs and submitted to the laboratory for analysis of VOCs, PAHs, arsenic,

and lead in accordance with the SAP.

ACM Testing: Any borehole cutting or SPT sample suspected of containing asbestos

was visually characterized and submitted to an American Industrial Hygiene Association

(AIHA) accredited laboratory for analysis in accordance with the SAP. The sampling

and visual characterization were performed by a Colorado Certified Asbestos Building

Inspector (CABI).


2.4 Piezometer Construction

Piezometers were constructed of 1-inch diameter, threaded, flush-joint, polyvinyl

chloride (PVC) well casing. Piezometer screens were positioned from the base of the

borehole to 12-inches above the groundwater level when first encounter during drilling,

and as projected based on water level data from nearby wells and piezometers.

Construction details followed those described in the SAP. Upon completion, the top of

PVC casing was surveyed by a licensed land surveyor for vertical elevation and lateral

coordinates. Piezometer construction diagrams are presented in Appendix A and

summarized in Table 1.

After a period of at least 48-hours following piezometer completion, piezometers were

developed using a 0.75-inch diameter disposable bailer until water turbidity stabilized.

2.5 Groundwater Level Measurements

Groundwater levels were measured with a battery-powered portable water level sensor in

accordance with the SAP. Monthly groundwater levels are being collected to assess

temporal variability. As of the date of this report, two measurements have been

completed; one in July and one in August, 2015.

2.6 Groundwater Sampling

Piezometers and monitoring wells were purged and sampled in accordance with the SAP.

Sample collection records are presented in Appendix A.

Samples were analysed for metals (As, Cd, Cu, Cr(III), Cr(VI), Fe, Pb, Mn, Ni, Se, Ag,

U, and Zn), inorganics (ammonia, chloride, nitrate, nitrite, sulfate, and sulfide), and

VOCs. Metals fractions included dissolved, potentially dissolved, total recoverable,

and/or totals analyses. Filtration required for the dissolved fraction was performed by

the laboratory within 24 hours of sample collection. Analytical results were validated in

accordance with the Quality Assurance Project Plan (QAPP) (RAWP Appendix C-2,

EMSI, 2015). Validated analytical results, along with data validation reports, are

presented in Appendix B.

2.7 Sample Description

Each new boring was numbered with a prefix of SWDI, designating it as part of the

Storm Water Design Investigation. For example: SWDI-7.

Waste material samples were identified and numbered using a two-part numbering

system that consisted of the borehole number and the sample depth interval. For


example, SWDI-7-15-17 indicates the sample was collected from boring SWDI-7 in the

15 to 17-foot depth interval.

Composite samples for TCLP testing were identified by adding a “COMP” to the end of

the boring number. For example, SWDI-7-COMP indicates a composite of the waste to

be removed from the above the liner at that boring location.

The piezometers were designated with the same number as the borehole into which they

are completed. Therefore, a groundwater sample collected from piezometer SWDI-5 was

labeled SWDI-5. A field duplicate was identified by adding a “D” to the end of the

sample number (e.g., SWDI-5D).

2.8 Soil Gas Monitoring

Monitoring for soil gas using a calibrated PID and 4-gas meter was performed during all

borehole drilling and sampling activities. Air quality was also monitored in the breathing

space adjacent to an open boring or completed well or piezometer, and at the top of the

open boring, well, or piezometer during drilling and water quality sampling. Air quality

was monitored for 1) total VOCs using a calibrated hand-held PID, and 2) oxygen

content, combustible gas levels, carbon monoxide (CO), and hydrogen sulfide (H2S)

using a calibrated hand-held 4-gas meter. Air monitoring was conducted continuously

during all activities when there was potential exposure to oxygen deficiency, explosive

vapors, methane, CO, H2S, or VOCs.

2.9 Decontamination and Investigative Derived Waste (IDW) Management

The drill rig, auger flights, drill bits and soil sampling equipment were pressure washed

or steam cleaned prior to arrival on-Site. Following completion of each borehole, auger

flights, drill bits, sampling rods, and soil coring equipment that were used downhole,

were pressure washed over a portable wash basin. Management of the decontamination

water was performed in accordance with the Materials Management Plan (MMP) (RAWP

Appendix D, EMSI, 2015).

All soil cuttings generated by drilling the boreholes were containerized at the time of

drilling. The containers were labeled as to their contents with the borehole number and

the date of drilling indicated on the label. The containers were then transported to a

central staging area designated by the EMSI Project Manager for screening and disposal

in accordance with the MMP.

Management of liquids generated from well development, purging, and sampling were

performed in accordance with the MMP.

Used personal protective equipment (e.g., gloves, paper towels) were placed in plastic

garbage bags and disposed of as solid waste in accordance with the MMP.


2.10 Borehole/Piezometer Abandonment

All piezometers installed during this field program remain in place, but will be removed

during construction of the barrier system. If the barrier excavation does not extend to the

base of the piezometer casing, the remaining PVC casing will be removed and the open

borehole will be backfilled with sand or bentonite.


3 DESIGN INVESTIGATION RESULTS

Waste material characterization and quality, and hydrogeology and groundwater quality

are presented in this section.

3.1 Waste Material Characterization

The physical characteristics, lateral and vertical extent, hazardous material screening

results, analytical results, and asbestos content of waste material beneath the Coliseum

parking lot, and soil and debris beneath the Globeville Landing Park, are discussed in the

following paragraphs.

3.1.1 Physical Characteristics and Extent

Coliseum Parking Lot

Beneath the Coliseum parking lot, waste material typically consists of fill comprised of

fine silty, clayey sand mixed with ash, woody material, fragments of glass, brick, wire,

and plastic, and decomposed organics. The material is generally soft, with SPT blow

counts of 5 to 10 per 12 inches of penetration. Most of the waste material is black, moist,

and releases an odor of decomposing organics. Low levels of methane <10% by volume

were detected in core samples, but higher levels (up to 30% by volume) were detected in

open boreholes. Carbon monoxide, hydrogen sulfide, and VOCs were not detected in

core samples or head space above open boreholes.

As shown in Table 1, the waste interval encountered in the parking lot borings (SWDI-1

through 8) generally started 3 to 4 feet bgs and extended to 14 to 25 feet bgs. In three of

the eight borings, waste material extended to the top of bedrock (SDWI-3 and 5), or to

within 0.5 feet of the top of bedrock (SWDI-6). In another three borings, waste material

ended 5.5 to 12 feet above the top of bedrock (SWDI-7 @ 5.5 feet, SWDI-4 @ 9 feet, and

SWDI-8 @ 12 feet). The other two SWDI borings did not encounter bedrock at total

depths of 14 feet (SWDI-2) and 20 feet (SWDI-1). The bedrock encountered is dense

blue-grey shale, often referred to as the “Denver Blue”. It is discussed further, below.

Globeville Landing Park

Disturbed soil beneath the Globeville Landing Park is present in zones identified as “soil

and debris” on the boring logs. The material is generally described as well-graded to silty

sand with some clay, gravel, and cobbles mixed with brick, concrete, and wood

fragments. It is generally more dense than the waste material beneath the Coliseum

parking lot, but SPT blow counts were similar to those of the waste material beneath the

Coliseum parking lot in borings SWDI-9, 10, and 12. Malodors and low levels of

methane were only detected in “soil and debris” from borings SWDI-9, 10, and 12.


Carbon monoxide, hydrogen sulfide, and VOCs were not detected in core samples or

head space above open boreholes drilled in the Globeville Landing Park.

As shown in Table 1, the “soil and debris” encountered in Globeville Landfill Park

borings (SWDI-9 through 16) was randomly distributed. When encountered, it started 2

to 4 feet bgs and extended to as deep as 31.8 feet bgs. Thicknesses ranged from 0. 5 feet

in SWDI-9 to 27.8 feet in SWDI-10. Three of the SWDI borings did not encounter “soil

and debris”.

Top of Bedrock and Waste/Overburden Thickness

For removal action planning purposes, a top of bedrock contour map and an isopleth map

illustrating waste/overburden thicknesses above the bedrock surface were prepared and

are presented as Figures 2 and 3, respectively. The uppermost bedrock beneath the Site is

the Denver Formation (“Denver Blue”), which consists of claystone, shale, and siltstone

with silty sandstone lenses and typically contains approximately 70% claystone and shale

and 30% sandstone and siltstone (EMSI, 2009). As shown on Figure 2, the bedrock

surface slopes gently eastward to north-eastward in the vicinity of the stormwater feature

beneath the parking lot, but undulates west of the parking lot with a localized low in the

vicinity of TH-36, a localized high in the vicinity of TH-39. From TH-39 it slopes

steeply to the west and northwest toward the South Platte River.

Figure 3 shows the waste/overburden thickness above bedrock. The waste/overburden is

a combined measure of soil, debris, and/or waste material between the top of bedrock and

the ground surface. Within the proposed surface cuts of the stormwater channel, the

waste/overburden thickness ranges from 23 to 30 feet beneath the parking lot, and from 8

to 32 feet beneath Globeville Landing Park.

3.1.2 Field Screening Results

None of the composite samples for waste or soil and debris screened positive for

hazardous waste characteristics and none failed the paint filter test (Appendix B).

3.1.3 Waste Analytical Results

A Level III validation was performed on laboratory analytical results. It consisted of

manually examining data deliverables to determine data quality. Data validation included

application of data qualifiers to the analytical results based on adherence to method

protocols and project-specific Quality Assurance/Quality Control (QA/QC) limits.

Parameters reviewed included:

Analytical holding times;

Method blanks;

Trip blanks;


Matrix spikes/matrix spike duplicates;

Laboratory control samples;

Shipping cooler temperatures;

Laboratory duplicates;

Internal standards; and

Out-of- control QC parameters that are mentioned in case narratives.

Definitions of the data qualifiers are footnoted in the summary tables discussed below.

Tables 3a and 3b show TCLP toxicity results for metals and VOCs in waste material and

soil and debris. None of the samples exceeded RCRA criteria for hazardous waste.

Table 3c shows total arsenic and lead concentrations in subsurface soil, waste material, or

soil and debris material that may come in contact with the barrier liner material. Based

on vendor information, none of these concentrations should constrain material selection;

this will be confirmed during design.

Table 3d shows total VOC concentrations in subsurface soil, waste material, or soil and

debris material that may come in contact with the barrier liner material. Based on vendor

information, none of these concentrations should constrain material selection; this also

will be confirmed during design.

Table 3e shows total PAH concentrations in subsurface soil, waste material, or soil and

debris material that may come in contact with the barrier liner material. Based on vendor

information, none of these concentrations should constrain material selection; this too,

will be confirmed during design.

3.1.4 Asbestos Results

As described in the Asbestos Identification Survey in Appendix C, 14 bulk samples of

suspected ACMs were collected. With the exception of one sample collected from

SWDI-10 from 15 to 17 feet bgs, none of the samples contained asbestos. The single

sample contained chrysotile asbestos in a bundle of 5 fibers. The material had the visual

appearance of black silt / ash with shiny particles, but the type of material was not

discernable. The approximate asbestos fiber content was a trace (less than 1% chrysotile

asbestos). This is less than the USEPA and Colorado Regulation 8 criteria of 1 percent of

the total material for consideration of the material to be an ACM. Nonetheless, the

sample is classified as a regulated asbestos-containing soil (RACS). It could not be sub-

classified as either friable or non-friable because the documented chrysotile asbestos was

only a bundle of 5 fibers from an unknown material.


3.2 Hydrogeology

The occurrence of groundwater, direction of groundwater movement, saturated thickness,

and groundwater analytical results are discussed in the following paragraphs.

3.2.1 Groundwater Occurrence

Shallow groundwater occurs in an unconfined alluvial aquifer, which is comprised of

alluvium, waste material, and soil and debris material that overlies bedrock. As

summarized in Table 2, depths to groundwater are typically 9 to 14 feet bgs in the

Coliseum parking lot and 10 to 23 feet bgs in the Globeville Landing Park. Additional

measurements will be taken monthly for the next 6 months to assess temporal variability

in the groundwater table over time.

3.2.2 Flow Direction

As shown on Figures 4a and 4b, the potentiometric surfaces in July and August, 2015

generally slope toward the north-northwest beneath the parking lot, and toward the west-

northwest beneath the Globeville Landing Park. These directions do not appear to be

influenced by bedrock topography, but rather, by general flow direction toward the South

Platte River.

3.2.3 Saturated Thickness

As shown in Figure 5, the saturated thickness of the alluvial aquifer is greatest in the

vicinity of SWDI-4, 5, and 6 (approximately 14 feet), then decreases with distance

toward the South Platte River to 3.25 feet at SWDI-14.

3.2.4 Groundwater Analytical Results

Similar to the waste, soil, and debris samples discussed above, a Level III validation was

performed on groundwater analytical results. The same data validation protocols and

qualifiers were applied to the groundwater quality data.

Table 4a summarizes metals results in dissolved, potentially dissolved, total recoverable,

and/or totals fractions. Preliminary discharge limits for release of dewatering water to the

South Platte River and Sand Creek are presented at the top of the table. Note: these

preliminary limits are based on published numeric standards under 5 CCR 1002-38

(Regulation No. 38) for Segments 14 and 16c of the South Platte River Basin. Actual

limits under a site-specific Colorado Discharge Permit System (CDPS) remediation

permit, which is currently being prepared Colorado Department of Public Health and


Environment, Water Quality Control Division (CDPHE WQCD), may differ. Assuming

that sand or bag filtration to 25 microns, followed by bag or cartridge filtration to 0.5

microns will be required, metals that may still exceed discharge limits to the South Platte

River and Sand Creek consist of arsenic, iron, and manganese. Additional metals that

might possibly exceed discharge limits to the South Platte River consist of cadmium,

chromium III, lead, silver, and uranium. Of these, only cadmium and lead might possibly

exceed discharge limits to Sand Creek.

Table 4b summarizes results of inorganic compounds of potential concern. With or

without filtration, compounds that may exceed discharge limits to the South Platte River

consist of ammonia, chloride, sulfate, and possibly nitrate, nitrite, and sulfide.

Compounds that may exceed discharge limits to Sand Creek consist of ammonia and

possibly sulfide.

Table 4c summarizes results of VOCs of potential concern. With or without filtration,

compounds that may exceed discharge limits to the South Platte River and Sand Creek

consist of benzene, tetrachloroethene, trichloroethene, and vinyl chloride.


4 CONCLUSIONS AND RECOMMENDATIONS

4.1 Waste Material Handling

Waste material from the Coliseum parking lot, and soil and debris from the Globeville

Landing Park screened negative for hazardous waste by characteristic. In addition, the

samples passed the paint filter test. Therefore, in the absence of RACS, these materials

may be profiled as a special non-hazardous waste and may be disposed at the Denver

Arapahoe Disposal Site (DADS).

A small amount of soil and debris from one boring in the Globeville Landing Park was

found to contain asbestos. Even though the asbestos content was less than 1% of the

material sampled, it was determined to be a RACS. It should be noted that this detection

of RACS in the Globeville Landing Park is consistent with asbestos detections by others

in waste material beneath the Coliseum parking lot (CTL-Thompson, 2013).

Consequently, when waste material from the Coliseum parking lot and soil and debris

from the Globeville Landing Park are excavated, a CABI will need to be present to 1)

observe for the presence of RACS, and 2) if determined to be RACS, manage the

material in accordance with the MMP. RACS may also be disposed at DADS under

special-waste manifest and in accordance with proper handling and disposal protocol.

4.2 Barrier Positioning

A profile illustrating the preliminary alignment of the stormwater drainage feature

relative to ground surface, groundwater surface, and top of bedrock is presented as Figure

6. For stationing reference, please see Figure 1. Key observations relative to the

“environmental components” of the stormwater drainage feature consist of:

1) The potentiometric surface is at or slightly below the bottom of the proposed

reinforced concrete box (RCB) culvert that begins at station 15+00 and extends

downstream to station 8+30. Little, if any, dewatering may be necessary through

this reach.

2) The potentiometric surface is at, slightly below, or slightly above the channel

grade of the open channel reach between stations 8+30 and 2+80, where the open

channel ends. However, in order to construct a channel liner beneath this segment

that will be about 3 feet lower than the channel grade shown on the figure, the

water table may need to be lowered by about 5 feet.

3) Further to the west, where the 10-year stormwater flow will be conveyed via RCB

beneath the sanitary sewers, then into an open channel to the South Platte River,

the alluvium will need to be dewatered to the top of bedrock, which translates to 5

to 7 feet below the current groundwater table.


4) Subsoils in the Coliseum parking lot beneath the proposed RCB and open channel

segment contain decomposed organics, are very soft, and have little, if any

compressive strength (personal communication with CTL Thompson). These

soils will need to be strengthened with in-situ conditioning, or replaced with

competent sand/gravel fill, to support the weight of the RCB and open channel.

The strengthened/replaced material will need to have an in-situ hydraulic

conductivity equal to or greater than the current material so as not to impede the

existing northwestern direction of groundwater flow.

5) Treatment of groundwater extracted during dewatering operations and any surface

water that comes in contact with waste materials will require treatment prior to

release to the South Platte River or Sand Creek. A preliminary assessment of

treatment needs indicates that filtration will be necessary to remove suspended

solids down to approximately 0.5 microns in size. In addition, processes such as

green sand filtration, ion exchange or reverse osmosis, aeration, oxidation, and

activated carbon adsorption may be necessary to remove:

a. The metals arsenic, iron, manganese and possibly cadmium, chromium III,

lead, silver, and uranium;

b. The inorganics ammonia, chloride, sulfate, and possibly nitrate, nitrite,

and sulfide; and

c. The VOCs benzene, tetrachloroethene, trichloroethene, and vinyl chloride.

This assessment of treatment needs will need to be revisited upon receipt of site-

specific CDPS remediation requirements, which are currently being prepared by

CDPHE WQCD.

4.3 Odor and Methane Control

An odor and methane mitigation program will be necessary to protect workers and the

general public when waste material from the Coliseum parking lot and soil and debris

from the Globeville Landing Park are exposed. The Respondent will develop such a

program as part of the removal action design.


REFERENCES

CTL Thompson, 2013. Limited Phase II Environmental Site Assessment, 40th

Street

Outfall, Letter Report to Ms. Jeanne Boyle. June 13, 2013

Engineering Management Support, Inc. (EMSI), 2015. Final Removal Action Work

Plan, High Street Outfall and 40th

Avenue, Storm Sewer System, Vasquez

Boulevard/Interstate 70 Site, Operable Unit 2, prepared for City and County of Denver.

June 19, 2015.

EMSI, 2009. Remedial Investigation, VB/I-70 Superfund Site, Operable Unit 2, prepared

for City and County of Denver, December 16, 2009.

Data Summary Report

TABLES

Table 1: Geologic and Piezometer/Well Completion Summary

SWDI-1 5170.93 22.0 NE 4 to 20 10 to 20

SWDI-2 5171.14 25.0 NE 4 to 14 10 to 25

SWDI-3 5166.25 25.0 23.5 3 to 23.5 10 to 25

SWDI-4 5166.55 25.0 23.0 3 to 14 10 to 25

SWDI-5 5167.89 26.0 25.0 3 to 25 16 to 26

SWDI-6 5169.58 26.0 25.5 3 to 25 11 to 26

SWDI-7 5169.35 25.0 24.5 3 to 19 10 to 25

SWDI-8 5171.78 28.0 27.0 4 to 15 8 to 28

SB-4-3 5163.4 25.0 24.0 9 to 22 abandoned

TH-17 5172 35 27.0 NR abandoned

TH-31 5171.4 30 27.9 NR abandoned

TH-32 5166.3 30 26.1 NR abandoned

TH-33 5165.3 25 23.1 NR abandoned

TH-34 5168.6 35 26.4 NR abandoned

TH-35 5166.8 35 22.1 NR abandoned

TH-213A 5160.2 17.2 15.2 NR abandoned

MW-2 5161.66 19.0 NE 0.3 to 15 8.3 to 18.3

MW-3 5162.02 20.0 NE 0.3 to 20 8.8 to 18.8

SWDI-9 5175.39 27.0 NE 2 to 8; 20 to 20.5 15 to 25

SWDI-10 5177.16 32.0 32.0 4 to 31.8 17 to 32

SWDI-11 5179.70 22.0 NE 2 to 9 not completed*

CTL-MW6 5180 31.0 NE NR 10 to 30

SWDI-12 5174.79 26.5 NE 4 to 20 14.5 to 24.5

SWDI-13 5163.22 19.0 18.0 none 9 to 19

SWDI-14 5154.04 9.0 8.0 none 4 to 9

SWDI-15 5174.64 27.0 NE 2 to 25 15 to 25

SWDI-16 5153.91 20.0 17.0 none 6 to 16

MW-1 5173.6 29.0 NE 0.3 to 20 18.8 to 28.8

TH-9 5196.5 30 25.5 NR abandoned





TH-36 5175.4 45.4 34.4 NR abandoned

TH-39 5177.1 43.6 27.9 NR abandoned

TH-40 5154.5 32.5 12.0 NR abandoned

TH-214A 5171.5 32.5 25.2 NR abandoned

TH-216A 5167 22 20.5 NR abandoned

ft bgs = feet below ground surface

NE = Not Encountered

NR = Not Reported

* Not completed because well CTL-MW6, located nearby, served same purpose.



Screened

Interval

(ft bgs)

Top of

Bedrock

(ft bgs)

Well/Piezometer

Ground Surface

Elevation

(ft amsl)

Total Depth

(ft bgs)

Interval of Waste

or Debris (ft bgs)

Page 1 of 1

Table 2: Groundwater Elevations

depth

(ft btoc)

Elevation

(ft amsl)

depth

(ft btoc)

Elevation

(ft amsl)

SWDI-1 5170.50 11.80 5158.70 11.93 5158.57

SWDI-2 5170.73 11.69 5159.04 11.79 5158.94

SWDI-3 5165.80 8.55 5157.25 8.6 5157.20

SWDI-4 5166.16 9.90 5156.26 9.83 5156.33

SWDI-5 5167.44 10.47 5156.97 10.42 5157.02

SWDI-6 5169.12 10.19 5158.93 10.71 5158.41

SWDI-7 5168.91 12.16 5156.75 12.21 5156.70

SWDI-8 5171.06 13.81 5157.25 13.83 5157.23

MW-2 5161.66 9.71 5151.95 9.81 5151.85

MW-3 5163.34 11.92 5151.42 9.28 5154.06

SWDI-9 5175.01 19.35 5155.66 19.49 5155.52

SWDI-10 5176.45 20.09 5156.36 20.04 5156.41

CTL-MW6 5179.25 23.42 5155.83 23.45 5155.80

SWDI-12 5174.38 19.01 5155.37 18.91 5155.47

SWDI-13 5162.84 11.80 5151.04 11.71 5151.13

SWDI-14 5153.73 4.44 5149.29 4.35 5149.38

SWDI-15 5174.34 23.09 5151.25 22.98 5151.36

SWDI-16 5153.60 10.79 5142.81 16 5137.60

MW-1 5173.50 22.67 5150.83 22.6 5150.90

TOC = top of PVC casing

ft amsl = feet above mean seal level

ft btoc = feet below top of casing


7/15/2015

Well/PiezometerTOC

(ft amsl)

8/26/2015


Page 1 of 1

Table 3a: Waste Material TCLP Metals

Result Unit Result Unit Result Unit Result Unit Result Unit Result Unit Result Unit Result Unit

Regulatory Criteria 5.0 mg/L 100.0 mg/L 1.0 mg/L 5.0 mg/L 5.0 mg/L 0.20 mg/L 1.0 mg/L 5.0 mg/L

SWDI-1-COMP 0.08 J mg/L 1 mg/L 0.048 J mg/L <0.003 U mg/L 2.5 mg/L 0.00007 J mg/L 0.038 J mg/L <0.004 U mg/L

SWDI-2-COMP 0.095 J mg/L 1.6 mg/L 0.031 J mg/L <0.003 U mg/L 0.54 mg/L 0.001 J mg/L 0.043 J mg/L <0.004 U mg/L

SWDI-3-COMP 0.055 J mg/L 1.4 mg/L 0.07 J mg/L <0.003 U mg/L 3.1 mg/L <0.00003 U mg/L 0.07 J mg/L <0.004 U mg/L

SWDI-4-COMP 0.14 J mg/L 2.3 mg/L 0.18 mg/L <0.003 U mg/L 0.52 mg/L <0.00003 U mg/L 0.069 J mg/L <0.004 U mg/L

SWDI-5-COMP 0.079 J mg/L 2 mg/L 0.1 mg/L <0.003 U mg/L 1 mg/L <0.00003 U mg/L 0.051 J mg/L <0.004 U mg/L

SWDI-6-COMP 0.048 J mg/L 1.4 mg/L 0.069 J mg/L <0.003 U mg/L 3 mg/L 0.00024 J mg/L 0.044 J mg/L <0.004 U mg/L

SWDI-7-COMP 0.033 J mg/L 1 mg/L 0.0071 J mg/L <0.003 U mg/L 0.18 J mg/L <0.00003 U mg/L 0.045 J mg/L <0.004 U mg/L

SWDI-8-COMP 0.038 J mg/L 1.7 mg/L 0.023 J mg/L <0.003 U mg/L 0.36 J mg/L 0.00025 J mg/L 0.047 J mg/L <0.004 U mg/L

SWDI-9-COMP 0.1 J mg/L 0.83 J mg/L 0.051 J mg/L 0.0033 J mg/L 1.1 mg/L <0.00003 U mg/L <0.024 U mg/L <0.004 U mg/L

SWDI-10-COMP 0.13 J mg/L 1.1 mg/L 0.097 J mg/L <0.003 U mg/L 0.84 mg/L 0.000077 J mg/L 0.047 J mg/L <0.004 U mg/L

SWDI-11-COMP 0.073 J mg/L 0.53 J mg/L 0.22 mg/L <0.003 U mg/L 0.3 J mg/L 0.0001 J mg/L 0.086 J mg/L <0.004 U mg/L

SWDI-12-COMP 0.067 J mg/L 1.3 mg/L 0.034 J mg/L <0.003 U mg/L 0.48 J mg/L 0.000071 J mg/L 0.058 J mg/L <0.004 U mg/L

SWDI-13-COMP 0.022 J mg/L 0.98 J mg/L <0.002 U mg/L 0.0063 J mg/L 0.032 J mg/L <0.00003 U mg/L <0.024 U mg/L <0.004 U mg/L

SWDI-14-COMP <0.022 U mg/L 0.82 J mg/L 0.0027 J mg/L 0.004 J mg/L 0.022 J mg/L <0.00003 U mg/L <0.024 U mg/L <0.004 U mg/L

SWDI-15-COMP 0.028 J mg/L 1.7 mg/L 0.014 J mg/L <0.003 U mg/L 0.91 mg/L <0.00003 U mg/L <0.024 U mg/L <0.004 U mg/L

SWDI-16-COMP 0.066 J mg/L 0.56 J mg/L 0.039 J mg/L 0.0048 J mg/L 0.13 J mg/L <0.00003 U mg/L <0.024 U mg/L <0.004 UJ- mg/LNotes:

UJ- = The analyte was not present above the reported SQL. The associated numerical value may not accurately or precisely represent the concentration necessary to detect the analyte in the sample. Validation

indicates a negative bias in the associated value.

Sample IDArsenic Barium Cadmium Chromium Mercury Selenium SilverLead

J = The analyte was analyzed for and was positively identified, but the associated numerical value may not be consistent with the amount actually present in the environmental sample. The data should be

considered as a basis for decision-making and are usable for many purposes.

U = The analyte was analyzed for and is not present above the reported SQL.

Page 1 of 1

Table 3b: Waste Material TCLP Volatile Organic Compounds

Result Unit Result Unit Result Unit Result Unit Result Unit Result Unit Result Unit Result Unit Result Unit Result Unit

Regulatory Criteria mg/L mg/L mg/L mg/L mg/L mg/L mg/L mg/L mg/L mg/L

SWDI-1-COMP < 0.0023 U mg/L < 0.0013 U mg/L < 0.018 U mg/L < 0.0016 U mg/L < 0.0019 U mg/L < 0.0017 U mg/L < 0.0016 U mg/L < 0.002 U mg/L < 0.0016 U mg/L < 0.001 U mg/L















SWDI-16-COMP < 0.0023 U mg/L < 0.0013 U mg/L < 0.018 U mg/L < 0.0016 U mg/L < 0.0019 U mg/L < 0.0017 U mg/L < 0.0016 U mg/L < 0.002 U mg/L < 0.0016 U mg/L < 0.001 U mg/LNotes:


100.0 6.0 0.7 0.5 0.2

Chlorobenzene Chloroform Tetrachloroethene Trichloroethene Vinyl chloride

0.7 0.5 200.0 0.5 0.5

Carbon tetrachloride Sample ID

1,1-Dichloroethene 1,2-Dichloroethane 2-Butanone (MEK) Benzene

Page 1 of 1

Table 3c: Soil - Total Metals

Sample ID Unit Unit

SWDI-1-10-12 10 mg/Kg 230 mg/Kg

SWDI-2-10-12 9.6 mg/Kg 96 mg/Kg

SWDI-3-15-17 7.6 mg/Kg 110 mg/Kg

SWDI-4-10-12 67 J- mg/Kg 650 J mg/Kg

SWDI-5-10-12 29 mg/Kg 900 mg/Kg

SWDI-6-10-12 7.9 mg/Kg 120 mg/Kg

SWDI-7-15-17 2.3 mg/Kg 8.5 mg/Kg

SWDI-8-10-12 8.4 J- mg/Kg 98 J+ mg/Kg

SWDI-9-10-12 100 J- mg/Kg 1000 mg/Kg

SWDI-10-20-22 110 mg/Kg 470 mg/Kg

SWDI-11-10-12 13 mg/Kg 450 mg/Kg

SWDI-12-15-17 8.6 mg/Kg 170 mg/Kg

SWDI-13-10-12 3.9 mg/Kg 11 mg/Kg

SWDI-14-5-7 6.7 mg/Kg 21 mg/Kg

SWDI-15-15-17 5.9 mg/Kg 130 mg/Kg

SWDI-16-15-17 4.2 mg/Kg 23 mg/KgNotes:

J+ = The analyte was analyzed for and was positively identified, but the associated numerical value may

not be consistent with the amount actually present in the environmental sample and validation indicates

a positive bias. The data should be considered as a basis for decision-making and are usable for many

purposes.

J = The analyte was analyzed for and was positively identified, but the associated numerical value may

not be consistent with the amount actually present in the environmental sample. The data should be


J- = The analyte was analyzed for and was positively identified, but the associated numerical value may

not be consistent with the amount actually present in the environmental sample and validation indicates

a negative bias. The data should be considered as a basis for decision-making and are usable for many

purposes.

Result Result

Arsenic Lead

Page 1 of 1


Unit Unit Unit Unit Unit Unit

1,4-Dichlorobenzene 2.2 J ug/Kg

2-Butanone (MEK) 13 J ug/Kg 15 J ug/Kg

Acetone 41 ug/Kg 74 ug/Kg 47 ug/Kg 70 ug/Kg 42 ug/Kg 77 ug/Kg

Benzene 2.1 J ug/Kg 0.6 J ug/Kg

cis-1,2-Dichloroethene 3.1 ug/Kg 5.2 ug/Kg

Ethylbenzene 1.1 J ug/Kg 1.3 J ug/Kg

Isopropylbenzene 1.1 J ug/Kg 3.1 J ug/Kg 2.3 J ug/Kg

Methylene Chloride 2.3 J ug/Kg 2.4 J ug/Kg 2.7 J ug/Kg

m-Xylene & p-Xylene 1.4 J ug/Kg 1.7 J ug/Kg 2.4 J ug/Kg 3.8 ug/Kg 1.9 J ug/Kg

o-Xylene 1.5 J ug/Kg 1.1 J ug/Kg 2.9 J ug/Kg 1.9 J ug/Kg

Tetrachloroethene

Toluene 1.3 J ug/Kg

Trichloroethene

Table does not show "non-detect" values

Notes:

J = The analyte was analyzed for and was positively identified, but the

associated numerical value may not be consistent with the amount

actually present in the environmental sample. The data should be

considered as a basis for decision-making and are usable for many

purposes.

SWDI-4-10-12 SWDI-5-10-12 SWDI-6-10-12

Result Result ResultAnalyte

SWDI-1-10-12

Result Result Result

SWDI-2-10-12 SWDI-3-15-17

Page 1 of 3



1,4-Dichlorobenzene

2-Butanone (MEK)

Acetone 14 J ug/Kg 78 ug/Kg 49 ug/Kg 34 ug/Kg 22 J ug/Kg

Benzene 0.77 J ug/Kg

cis-1,2-Dichloroethene 0.77 J ug/Kg

Ethylbenzene 1.4 J ug/Kg

Isopropylbenzene 3.1 J ug/Kg

Methylene Chloride 2.4 J ug/Kg

m-Xylene & p-Xylene 1.6 J ug/Kg 5.3 ug/Kg

o-Xylene 3.3 ug/Kg

Tetrachloroethene

Toluene

Trichloroethene 0.36 J ug/Kg

Notes:


J = The analyte was analyzed for and was positively identified, but the associated numerical

value may not be consistent with the amount actually present in the environmental sample.

The data should be considered as a basis for decision-making and are usable for many

purposes.

ResultResult Result

SWDI-11-10-12SWDI-10-20-22SWDI-7-15-17 SWDI-8-10-12 SWDI-9-10-12

Result ResultAnalyte

Result Result

SWDI-12-15-17 SWDI-13-10-12

Page 2 of 3


Unit Unit

1,4-Dichlorobenzene

2-Butanone (MEK)

Acetone

Benzene

cis-1,2-Dichloroethene

Ethylbenzene

Isopropylbenzene

Methylene Chloride

m-Xylene & p-Xylene

o-Xylene

Tetrachloroethene 8.3 ug/Kg

Toluene

Trichloroethene 0.76 J ug/Kg

Notes:


J = The analyte was analyzed for and was positively identified, but the associated

numerical value may not be consistent with the amount actually present in the

environmental sample. The data should be considered as a basis for decision-making

and are usable for many purposes.

Result Result

SWDI-14-5-7 SWDI-15-15-17Analyte

Page 3 of 3

Table 3e: Soil - Polynuclear Aromatic Hydrocarbons


1-Methylnaphthalene 32 J ug/Kg 28 J ug/Kg 25 J ug/Kg

2-Methylnaphthalene 42 J ug/Kg 29 J ug/Kg 30 J ug/Kg

Acenaphthene 64 J ug/Kg 45 J ug/Kg 22 J ug/Kg

Acenaphthylene 25 J ug/Kg

Anthracene 160 J ug/Kg 47 J ug/Kg 51 J ug/Kg 43 J ug/Kg

Benzo[a]anthracene 330 J ug/Kg 59 J ug/Kg 94 J ug/Kg 130 J ug/Kg 160 J ug/Kg

Benzo[a]pyrene 310 J ug/Kg 65 J ug/Kg 150 J ug/Kg

Benzo[b]fluoranthene 350 J ug/Kg 84 J ug/Kg 130 J ug/Kg 180 J ug/Kg 220 J ug/Kg

Benzo[g,h,i]perylene 180 J ug/Kg 48 J ug/Kg 40 J ug/Kg 120 J ug/Kg 120 J ug/Kg

Benzo[k]fluoranthene 80 J ug/Kg

Chrysene 380 J ug/Kg 84 J ug/Kg 110 J ug/Kg 170 J ug/Kg 290 J ug/Kg

Dibenz(a,h)anthracene

Fluoranthene 620 J ug/Kg 140 J ug/Kg 190 J ug/Kg 210 J ug/Kg 380 J ug/Kg

Fluorene 66 J ug/Kg 48 J ug/Kg 29 J ug/Kg

Indeno[1,2,3-cd]pyrene 140 J ug/Kg 41 J ug/Kg 61 J ug/Kg 99 J ug/Kg

Naphthalene 89 J ug/Kg

Phenanthrene 640 J ug/Kg 230 J ug/Kg 170 J ug/Kg 120 J ug/Kg 370 J ug/Kg 390 J ug/Kg

Pyrene 710 J ug/Kg 160 J ug/Kg 190 J ug/Kg 230 J ug/Kg 380 J ug/Kg 410 J ug/Kg

Note: Table does not show "non-detect" values

U = The analyte was analyzed for and is not present above the reported SQL.J = The analyte was analyzed for and was positively identified, but the associated


environmental sample. The data should be considered as a basis for decision-

making and are usable for many purposes.

SWDI-2-10-12 SWDI-6-10-12Analyte

SWDI-1-10-12 SWDI-5-10-12SWDI-4-10-12SWDI-3-15-17

Result Result Result Result Result Result

Page 1 of 3


Unit Unit Unit Unit Unit Unit Unit

1-Methylnaphthalene 15 J ug/Kg 64 J ug/Kg 33 J ug/Kg 97 J ug/Kg 240 J ug/Kg

2-Methylnaphthalene 78 J ug/Kg 44 J ug/Kg 95 J ug/Kg 260 J ug/Kg

Acenaphthene 36 J ug/Kg 98 J ug/Kg 440 ug/Kg 330 J ug/Kg 1100 J ug/Kg

Acenaphthylene 26 J ug/Kg 110 J ug/Kg

Anthracene 65 J ug/Kg 190 J ug/Kg 720 ug/Kg 620 J ug/Kg 1300 J ug/Kg

Benzo[a]anthracene 140 J ug/Kg 430 ug/Kg 1600 ug/Kg 1300 J ug/Kg 2000 J ug/Kg

Benzo[a]pyrene 140 J ug/Kg 380 ug/Kg 1600 ug/Kg 1200 J ug/Kg 2100 J ug/Kg

Benzo[b]fluoranthene 250 J ug/Kg 520 ug/Kg 2100 ug/Kg 1600 J ug/Kg 2400 J ug/Kg

Benzo[g,h,i]perylene 140 J ug/Kg 190 J ug/Kg 1100 ug/Kg 690 J ug/Kg 1300 J ug/Kg

Benzo[k]fluoranthene 79 J ug/Kg 160 J ug/Kg 810 ug/Kg 590 J ug/Kg 1100 J ug/Kg

Chrysene 250 J ug/Kg 490 ug/Kg 1800 ug/Kg 1300 J ug/Kg 2300 J ug/Kg

Dibenz(a,h)anthracene 54 J ug/Kg 260 J ug/Kg 330 J ug/Kg

Fluoranthene 380 ug/Kg 880 ug/Kg 3500 ug/Kg 2700 J ug/Kg 4700 ug/Kg

Fluorene 38 J ug/Kg 80 J ug/Kg 430 ug/Kg 290 J ug/Kg 810 J ug/Kg

Indeno[1,2,3-cd]pyrene 120 J ug/Kg 200 J ug/Kg 1100 ug/Kg 650 J ug/Kg 1200 J ug/Kg

Naphthalene 140 J ug/Kg 48 J ug/Kg 200 J ug/Kg 670 J ug/Kg

Phenanthrene 330 J ug/Kg 850 ug/Kg 3000 ug/Kg 2400 J ug/Kg 5000 ug/Kg 34 J ug/Kg

Pyrene 13 J ug/Kg 420 ug/Kg 980 ug/Kg 3700 ug/Kg 2900 J ug/Kg 5300 ug/Kg 37 J ug/Kg



SWDI-12-15-17 SWDI-13-10-12SWDI-8-10-12SWDI-7-15-17 SWDI-9-10-12 SWDI-11-10-12

Result

SWDI-10-20-22Analyte

Result Result Result Result Result Result





Page 2 of 3


Unit Unit Unit

1-Methylnaphthalene

2-Methylnaphthalene

Acenaphthene 230 J ug/Kg

Acenaphthylene

Anthracene 360 J ug/Kg 26 J ug/Kg

Benzo[a]anthracene 59 J ug/Kg 710 J ug/Kg 53 J ug/Kg

Benzo[a]pyrene 54 J ug/Kg 720 J ug/Kg 51 J ug/Kg

Benzo[b]fluoranthene 66 J ug/Kg 950 J ug/Kg 61 J ug/Kg

Benzo[g,h,i]perylene 31 J ug/Kg 420 J ug/Kg 19 J ug/Kg

Benzo[k]fluoranthene 320 J ug/Kg

Chrysene 59 J ug/Kg 770 J ug/Kg 57 J ug/Kg

Dibenz(a,h)anthracene 130 J ug/Kg

Fluoranthene 87 J ug/Kg 1600 J ug/Kg 110 J ug/Kg

Fluorene 280 J ug/Kg

Indeno[1,2,3-cd]pyrene 28 J ug/Kg 400 J ug/Kg 26 J ug/Kg

Naphthalene

Phenanthrene 41 J ug/Kg 1200 J ug/Kg 110 J ug/Kg

Pyrene 110 J ug/Kg 1800 ug/Kg 120 J ug/Kg



SWDI-14-5-7 SWDI-15-15-17 SWDI-16-15-17





AnalyteResult ResultResult

Page 3 of 3

Table 4a: Groundwater Quality - Metals

Unit Unit Unit Unit Unit Unit Unit Unit Unit Unit Unit Unit Unit

Dissolved 0.8 ug/L 54 ug/L 0.157 mg/L 0.011 mg/L 300 ug/L 7 ug/L 50 ug/L 113 ug/L 4.6 ug/L 0.4 ug/L 30 ug/L 271 ug/L

Potentially Dissolved 340 ug/L

Total Recoverable 3 ug/L 0.05 mg/L 1000

Total

Dissolved 1.2 ug/L 78 ug/L 0.231 mg/L 0.011 mg/L 11 ug/L 2618 ug/L 168 ug/L 4.6 ug/L 0.8 ug/L 6915 ug/L 405 ug/L


Total Recoverable 100 ug/L 1000 ug/L

Total

CTL-MW6 Dissolved <0.27 U ug/L <0.56 U ug/L <0.02 U mg/L <0.004 U mg/L 26 J ug/L <0.18 U ug/L 350 ug/L 3.0 ug/L 1.1 J ug/L <0.033 U ug/L 4.0 J ug/L

Potentially Dissolved 9 ug/L 2.4 ug/L 150 ug/L 6.1 ug/L 1.5 J ug/L <0.02 U ug/L 8.8 ug/L 110 ug/L


Total 17 ug/L 2.8 ug/L 45 ug/L 0.029 mg/L <0.02 U mg/L 48000 ug/L 200 ug/L 840 ug/L 20 ug/L 2.1 J ug/L 0.94 J ug/L 12 ug/L 230 ug/L

SWDI-1 Dissolved 6.9 ug/L 3.1 ug/L <0.02 U mg/L <0.008 U mg/L 210 ug/L 2.3 ug/L 860 ug/L 14 ug/L <0.7 U ug/L <0.033 U ug/L 53 ug/L

Potentially Dissolved 47 ug/L 900 ug/L 890 ug/L 43 ug/L 1.3 J ug/L <0.02 U ug/L 8.5 ug/L 3600 ug/L


Total 380 ug/L 2200 ug/L 1100 ug/L 0.25 mg/L 0.11 J mg/L 540000 ug/L 4400 ug/L 14000 ug/L 290 ug/L 9.1 ug/L 12 ug/L 52 ug/L 13000 ug/L

SWDI-2 Dissolved 0.59 J ug/L 0.87 J ug/L <0.02 U mg/L <0.004 U mg/L 160 ug/L 1.7 ug/L 3300 ug/L 5.9 ug/L 3.1 J ug/L <0.033 U ug/L 15 ug/L

Potentially Dissolved 68 ug/L 530 ug/L 330 ug/L 110 ug/L 4.2 J ug/L <0.02 U ug/L 7.2 ug/L 5700 ug/L


Total 290 ug/L 1300 ug/L 1700 ug/L 0.65 mg/L <0.04 U mg/L 300000 ug/L 5000 ug/L 45000 ug/L 630 ug/L 28 ug/L 23 ug/L 150 ug/L 20000 ug/L

SWDI-3 Dissolved <0.27 U ug/L 0.97 J ug/L 0.055 mg/L 0.0059 J mg/L 4300 ug/L 2.2 ug/L 2800 ug/L 3.3 ug/L <0.7 U ug/L <0.033 U ug/L 4.6 J ug/L

Potentially Dissolved 68 ug/L 7.6 ug/L 74 ug/L 64 ug/L 1.5 J ug/L <0.02 U ug/L 13 ug/L 3400 ug/L


Total 140 ug/L 88 ug/L 590 ug/L 0.18 mg/L <0.2 U mg/L 1100000 ug/L 1800 ug/L 14000 ug/L 140 ug/L 2.9 J ug/L 10 ug/L 44 ug/L 5900 ug/L

SWDI-4 Dissolved <0.27 U ug/L <0.56 U ug/L <0.02 U mg/L <0.004 U mg/L <22 U ug/L 2.0 ug/L 3800 ug/L 2.9 ug/L 1.5 J ug/L <0.033 U ug/L 28 ug/L

Potentially Dissolved 280 ug/L 330 ug/L 2800 ug/L 200 ug/L 2.1 J ug/L <0.02 U ug/L 13 ug/L 15000 ug/L


Total 480 ug/L 390 ug/L 1600 ug/L 0.34 mg/L <0.004 U mg/L 720000 ug/L 7300 ug/L 44000 ug/L 440 ug/L 8.7 ug/L 19 ug/L 93 ug/L 22000 ug/L

SWDI-5 Dissolved <0.27 U ug/L <0.56 U ug/L 0.022 J- mg/L <0.008 R mg/L 28 J ug/L 3.1 ug/L 3100 ug/L 9.2 ug/L <0.7 U ug/L <0.033 U ug/L 16 ug/L

Potentially Dissolved 80 ug/L 23 J ug/L 1200 ug/L 110 J- ug/L 2 J- ug/L <0.02 U ug/L 4.3 ug/L 15000 J ug/L

Total Recoverable 690 J ug/L 670000 J ug/L

Total 550 J ug/L 300 J ug/L 2700 J ug/L 0.37 J- mg/L <0.04 R mg/L 580000 J ug/L 14000 J ug/L 29000 J ug/L 460 J ug/L 12 J- ug/L 39 J- ug/L 57 J- ug/L 34000 J- ug/L

SWDI-5D Dissolved <0.27 U ug/L <0.56 U ug/L <0.02 R mg/L <0.004 R mg/L 150 ug/L 2.0 ug/L 3400 ug/L 8.0 ug/L <0.7 U ug/L <0.033 U ug/L 15 ug/L

Potentially Dissolved 89 ug/L 40 J ug/L 1600 ug/L 54 J- ug/L 2 J- ug/L 0.02 J ug/L 6.1 ug/L 7000 J ug/L

Total Recoverable 280 J ug/L 230000 J ug/L

Total 280 J ug/L 110 J ug/L 1000 J ug/L 0.15 J- mg/L <0.04 R mg/L 190000 J ug/L 5100 J ug/L 12000 J ug/L 170 J- ug/L 6.5 J- ug/L 17 J- ug/L 22 J- ug/L 12000 J- ug/L

SWDI-6 Dissolved <0.27 U ug/L 0.67 U ug/L <0.02 U mg/L <0.004 U mg/L 12000 ug/L 3.0 ug/L 1200 ug/L 4.7 ug/L <0.7 U ug/L 0.052 U ug/L 39 ug/L

Potentially Dissolved 15 ug/L 4.9 ug/L 460 ug/L 22 ug/L <1 U ug/L <0.02 U ug/L 2.3 ug/L 2500 ug/L


Total 77 ug/L 25 ug/L 460 ug/L 0.1 mg/L <0.02 U mg/L 100000 ug/L 2100 ug/L 2900 ug/L 62 ug/L 2.6 J ug/L 32 ug/L 8.6 ug/L 3700 ug/L

SWDI-7 Dissolved <0.27 U ug/L <0.56 U ug/L <0.02 UJ mg/L <0.004 UJ-mg/L 61 J ug/L 0.20 J ug/L 1800 ug/L 4.9 ug/L <0.7 U ug/L <0.033 U ug/L 7.5 J ug/L

Potentially Dissolved 12 ug/L 27 ug/L 110 ug/L 24 ug/L <1 U ug/L 0.032 U ug/L 12 ug/L 820 ug/L


Total 81 ug/L 42 ug/L 230 ug/L 0.14 R mg/L <0.004 R mg/L 210000 ug/L 400 ug/L 9000 ug/L 110 ug/L 6.2 J- ug/L 12 ug/L 43 ug/L 1700 ug/L

SWDI-8 Dissolved <0.27 U ug/L <0.56 U ug/L 0.047 J mg/L <0.004 UJ-mg/L 31 J ug/L 0.29 J ug/L 4200 ug/L 4.4 ug/L <0.7 U ug/L <0.033 U ug/L 4.7 J ug/L

Potentially Dissolved 58 ug/L 40 ug/L 850 ug/L 77 ug/L <1 U ug/L <0.02 U ug/L 45 ug/L 17000 ug/L


Total 280 ug/L 130 ug/L 1200 ug/L 0.38 R mg/L <0.004 R mg/L 570000 ug/L 3700 ug/L 18000 ug/L 280 ug/L 5.6 J+ ug/L 15 ug/L 150 ug/L 39000 ug/L

SWDI-9 Dissolved 0.71 J ug/L 11 ug/L 0.023 J mg/L <0.004 UJ-mg/L 180 ug/L 160 ug/L 750 ug/L 3.7 ug/L 0.78 J ug/L 0.81 J ug/L 38 ug/L

Potentially Dissolved 2000 ug/L 50 ug/L 310 ug/L 98 ug/L 3.4 J ug/L 1.7 ug/L 0.86 J ug/L 25000 ug/L


Total 11000 ug/L 2600 ug/L 23000 ug/L 0.29 R mg/L <0.02 R mg/L 660000 ug/L 160000 ug/L 46000 ug/L 490 ug/L 29 ug/L 62 ug/L 55 ug/L 83000 ug/L

SWDI-10 Dissolved <0.27 U ug/L 0.62 U ug/L 0.032 mg/L <0.004 U mg/L 3300 ug/L 1.6 ug/L 6000 ug/L 9.7 ug/L 1.7 J ug/L 0.038 U ug/L 6.7 J ug/L




SWDI-12 Dissolved <0.27 U ug/L 3.4 J+ ug/L 0.037 mg/L <0.004 U mg/L 480 ug/L 22 ug/L 740 ug/L 8.3 ug/L 3.5 J ug/L 0.077 U ug/L 23 ug/L

Potentially Dissolved 45 ug/L <0.04 U ug/L 2.3 J+ ug/L 150 ug/L 4.5 J ug/L <0.02 U ug/L 0.73 J ug/L 2400 ug/L



Uranium Zinc

Preliminary South

Platte Regulatory

Criteria

(Segment 14)

Preliminary Sand

Creek Regulatory

Criteria

(Segment 16c)

Copper Iron Lead Manganese Nickel SeleniumSample ID Fraction

Arsenic Cadmium Cr (III) Cr (VI) Silver

Result Result Result Result Result Result Result ResultResult Result Result Result Result

Page 1 of 2

Unit Unit Unit Unit Unit Unit Unit Unit Unit Unit Unit Unit Unit

Dissolved 0.8 ug/L 54 ug/L 0.157 mg/L 0.011 mg/L 300 ug/L 7 ug/L 50 ug/L 113 ug/L 4.6 ug/L 0.4 ug/L 30 ug/L 271 ug/L


Total Recoverable 3 ug/L 0.05 mg/L 1000

Total

Dissolved 1.2 ug/L 78 ug/L 0.231 mg/L 0.011 mg/L 11 ug/L 2618 ug/L 168 ug/L 4.6 ug/L 0.8 ug/L 6915 ug/L 405 ug/L



Total

Uranium Zinc

Preliminary South

Platte Regulatory

Criteria

(Segment 14)

Preliminary Sand

Creek Regulatory

Criteria

(Segment 16c)

Copper Iron Lead Manganese Nickel SeleniumSample ID Fraction

Arsenic Cadmium Cr (III) Cr (VI) Silver

Result Result Result Result Result Result Result ResultResult Result Result Result Result

SWDI-13 Dissolved 1.2 ug/L 2.6 ug/L 0.086 mg/L <0.004 U mg/L <22 U ug/L <0.18 U ug/L 1700 ug/L 8.3 ug/L 1.1 J ug/L 0.17 J ug/L 45 ug/L



Total 190 ug/L 23 ug/L 310 ug/L 0.26 mg/L <0.02 U mg/L 240000 ug/L 620 ug/L 12000 ug/L 140 ug/L 17 ug/L 2.4 J ug/L 230 ug/L 2600 ug/L

SWDI-14 Dissolved <0.27 U ug/L 0.86 J ug/L 0.035 mg/L <0.004 U mg/L <22 U ug/L <0.18 U ug/L 750 ug/L 3.6 ug/L 2.1 J ug/L 0.093 J ug/L 11 ug/L

Potentially Dissolved 45 ug/L 16 ug/L 170 ug/L 87 J- ug/L 1.9 J ug/L 0.026 J ug/L 5.8 ug/L 990 ug/L


Total 140 ug/L 26 ug/L 570 ug/L 0.41 mg/L <0.02 U mg/L 370000 ug/L 1200 ug/L 7200 ug/L 250 ug/L 21 J- ug/L 6.1 J- ug/L 76 ug/L 2800 ug/L

SWDI-15 Dissolved 1.5 ug/L 3.8 J+ ug/L 0.072 mg/L <0.004 U mg/L 4000 ug/L 6.5 ug/L 790 ug/L 5.8 ug/L 4.2 J ug/L 0.050 U ug/L 14 ug/L

Potentially Dissolved 58 ug/L 270 ug/L 58 ug/L 160 ug/L 6.2 ug/L 0.031 U ug/L 83 ug/L 1300 ug/L



SWDI-16 Dissolved 0.69 J ug/L 4.4 ug/L 0.21 mg/L <0.004 U mg/L 68 J ug/L <0.18 U ug/L 550 ug/L 20 ug/L 1.8 J ug/L <0.033 U ug/L 42 ug/L



Total 150 ug/L 15 ug/L 800 ug/L 0.93 mg/L <0.02 U mg/L 540000 ug/L 420 ug/L 4900 ug/L 430 ug/L 13 ug/L 1.1 J ug/L 110 ug/L 6300 ug/L

Legend

Will likely meet S. Platte Limit with bag and cartridge filtration

Might meet S. Platte Limit with bag and cartridge filtration

May exceed S. Platte Limit with bag and cartridge filtration

Notes:


J = The analyte was analyzed for and was positively identified, but the associated numerical

value may not be consistent with the amount actually present in the environmental sample.

The data should be considered as a basis for decision-making and are usable for many

purposes.

J+ = The analyte was analyzed for and was positively identified, but the associated numerical

value may not be consistent with the amount actually present in the environmental sample and

validation indicates a positive bias. The data should be considered as a basis for decision-


J- = The analyte was analyzed for and was positively identified, but the associated numerical

value may not be consistent with the amount actually present in the environmental sample and

validation indicates a negative bias. The data should be considered as a basis for decision-


Page 2 of 2

Table 4b: Groundwater Quality - Inorganics

Result Unit Result Unit Result Unit Result Unit Result Unit Result Unit

Preliminary South

Platte Regulatory

Criteria (Segment 14)

36.1

(acute

only)

mg/L 250 mg/L 10 mg/L 0.5 mg/L 250 mg/L 0.002 mg/L

Preliminary Sand Creek

Regulatory Criteria

(Segment 16c)

36.1

(acute

only)

mg/L none mg/L 100 mg/L 0.5 mg/L none mg/L 0.002 mg/L

CTL-MW6 31 mg/L 290 mg/L 4.5 mg/L 0.059 J mg/L 120 mg/L <0.79 U mg/L

SWDI-1 120 mg/L 390 mg/L 0.16 J mg/L <0.049 U mg/L 4.5 U mg/L 1.6 J mg/L

SWDI-2 4.2 mg/L 270 mg/L 12 mg/L 0.2 J mg/L 250 mg/L 1.1 J mg/L

SWDI-3 45 mg/L 160 mg/L <0.042 U mg/L <0.049 U mg/L 69 mg/L 74 mg/L

SWDI-4 2.9 mg/L 150 mg/L 5.9 mg/L 0.12 J mg/L 190 mg/L 1.1 J mg/L

SWDI-5 33 J+ mg/L 250 mg/L 0.16 J mg/L <0.049 U mg/L 44 mg/L 3.2 J mg/L

SWDI-5D 33 J+ mg/L 250 mg/L 0.41 J mg/L <0.049 U mg/L 47 mg/L 2.7 J mg/L

SWDI-6 140 mg/L 400 mg/L 0.15 J mg/L <0.098 U mg/L 0.9 J mg/L 9.9 mg/L

SWDI-7 45 J+ mg/L 460 mg/L 0.27 J mg/L <0.049 U mg/L 53 mg/L 1.1 J mg/L

SWDI-8 8.9 J+ mg/L 250 mg/L 0.098 J mg/L <0.049 U mg/L 150 mg/L 15 mg/L

SWDI-9 130 J+ mg/L 320 mg/L 0.56 J mg/L 0.18 J mg/L 27 mg/L 20 mg/L

SWDI-10 72 mg/L 840 mg/L 0.2 J mg/L 0.61 J mg/L 84 mg/L 4.3 mg/L

SWDI-12 12 mg/L 200 mg/L 9.4 mg/L 0.16 J mg/L 170 mg/L 59 mg/L

SWDI-13 0.5 mg/L 150 mg/L 2.2 mg/L <0.049 U mg/L 270 mg/L <0.79 U mg/L

SWDI-14 0.43 mg/L 190 mg/L 9 mg/L 0.31 J mg/L 270 mg/L 0.8 J mg/L

SWDI-15 0.18 mg/L 190 mg/L 9.7 mg/L 0.069 J mg/L 320 mg/L <0.79 U mg/L

SWDI-16 0.3 mg/L 190 mg/L 4.7 mg/L 0.12 J mg/L 250 mg/L <0.79 U mg/L

Legend

Passes Inorganic standard

Exceeds inorganic Standard

Unknown - need clarification on standard

Notes:


J+ = The analyte was analyzed for and was positively identified, but the associated numerical value may not be consistent with the amount actually present in the

environmental sample and validation indicates a positive bias. The data should be considered as a basis for decision-making and are usable for many purposes.

Sulfide (H2S)SulfateSample ID

Ammonia as N Chloride Nitrate as N Nitrite as N

J = The analyte was analyzed for and was positively identified, but the associated numerical value may not be consistent with the amount actually present in the

environmental sample. The data should be considered as a basis for decision-making and are usable for many purposes.

Page 1 of 1

Table 4c: Groundwater Quality - Detected Volitle Organic Compounds

Result Unit Result Unit Result Unit Result Unit Result Unit Result Unit Result Unit Result Unit Preliminary

Regulatory Criteria

(Segments 14 and

16c)2.2 ug/L 100 ug/L 3.4 ug/L 530 ug/L 5 ug/L 510 ug/L 2.5 ug/L 0.023 ug/L

CTL-MW6 <0.16 U ug/L <0.17 U ug/L <0.16 U ug/L <0.16 U ug/L 3 ug/L <0.17 U ug/L 1.7 ug/L <0.1 U ug/L

SWDI-1 6 ug/L 11 ug/L <0.16 U ug/L 2.9 ug/L 0.47 J ug/L 0.5 J ug/L <0.16 U ug/L 0.42 J ug/L

SWDI-2 <0.16 U ug/L <0.17 U ug/L 0.49 J ug/L <0.16 U ug/L 13 ug/L 0.2 J ug/L 7.9 ug/L <0.1 U ug/L

SWDI-3 0.78 J ug/L <0.17 U ug/L <0.16 U ug/L <0.16 U ug/L 0.92 J ug/L 0.41 J ug/L 0.41 J ug/L <0.1 U ug/L

SWDI-4 <0.16 U ug/L <0.17 U ug/L <0.16 U ug/L <0.16 U ug/L 19 ug/L <0.17 U ug/L 8.3 ug/L <0.1 U ug/L

SWDI-5 <0.16 U ug/L <0.17 U ug/L <0.16 U ug/L <0.16 U ug/L 1.4 J- ug/L 0.18 J ug/L 0.31 J ug/L <0.1 U ug/L

SWDI-5D <0.16 U ug/L <0.17 U ug/L <0.16 U ug/L <0.16 U ug/L 1.1 J- ug/L 0.17 J ug/L 0.3 J ug/L <0.1 U ug/L

SWDI-6 0.25 J ug/L <0.17 U ug/L <0.16 U ug/L <0.16 U ug/L <0.2 U ug/L 0.3 J ug/L <0.16 U ug/L <0.1 U ug/L

SWDI-7 0.27 J+ ug/L 0.21 J+ ug/L <0.16 U ug/L <0.16 U ug/L 5.2 J+ ug/L <0.17 U ug/L 3 J+ ug/L 2.4 J+ ug/L

SWDI-8 <0.16 U ug/L <0.17 U ug/L <0.16 U ug/L <0.16 U ug/L 2.2 ug/L <0.17 U ug/L 6.2 ug/L 0.58 J ug/L

SWDI-9 <0.16 U ug/L <0.17 U ug/L <0.16 U ug/L <0.16 U ug/L <0.2 U ug/L <0.17 U ug/L <0.16 U ug/L <0.1 U ug/L

SWDI-10 <0.16 U ug/L <0.17 U ug/L <0.16 U ug/L <0.16 U ug/L 1.1 ug/L <0.17 U ug/L 0.46 J ug/L <0.1 U ug/L

SWDI-12 <0.16 U ug/L <0.17 U ug/L 0.56 J ug/L <0.16 U ug/L 11 ug/L <0.17 U ug/L 5 ug/L <0.1 U ug/L

SWDI-13 <0.16 U ug/L <0.17 U ug/L 0.18 J ug/L <0.16 U ug/L 2.1 ug/L <0.17 U ug/L 1 ug/L <0.1 U ug/L

SWDI-14 <0.16 U ug/L <0.17 U ug/L 0.36 J ug/L <0.16 U ug/L 7.1 ug/L 0.18 J ug/L 2.4 ug/L <0.1 U ug/L

SWDI-15 <0.16 U ug/L <0.17 U ug/L 0.22 J ug/L <0.16 U ug/L 5.2 ug/L <0.17 U ug/L 2.3 ug/L <0.1 U ug/L

SWDI-16 <0.16 U ug/L <0.17 U ug/L <0.16 U ug/L <0.16 U ug/L 12 ug/L <0.17 U ug/L 5.7 ug/L <0.1 U ug/L

LegendPasses VOC standard

Exceeds VOC Standard

Notes:


J = The analyte was analyzed for and was positively identified, but the associated numerical value may not be consistent with the amount actually present in the environmental sample. The data should be


J+ = The analyte was analyzed for and was positively identified, but the associated numerical value may not be consistent with the amount actually present in the environmental sample and validation

indicates a positive bias. The data should be considered as a basis for decision-making and are usable for many purposes.

Toluene Trichloroethene Vinyl chlorideSample ID

Benzene Chlorobenzene Chloroform Ethylbenzene Tetrachloroethene

Page 1 of 1

Data Summary Report

FIGURES

S

S

S

S

S

S

S

S

S

S

S

S

S

S

S

S

S

S

S

S

S

S

S

S

S

S

S

S

S

S

S

S

S

S

S

S

S

S

S

S

S

S

S

S

S

S

S

S

S

S

S

S

S

S

S

S

MW-2

MW-3

Sanitary Sewer

TH-25

TH-26

TH-213A

TH-216A

TH-31

SWDI-6

TH-32

TH-33

TH-17

TH-34

TH-35

SWDI-7

TH-214A

SWDI-5

SWDI-4

SWDI-3

SWDI-10

TH-36

SWDI-8

TH-40

TH-10

TH-39

SWDI-16

TH-23

TH-9

SWDI-12

SWDI-11

SWDI-9

MW-1

SWDI-2

SWDI-1

SWDI-13

SWDI-14

SWDI-15

SB-4-3

LEGEND

SS Sanitary Sewer

M:\clients\EMSI\VB-I70\2015\Design Investigation\DSR-Report\Fig1-Base.dwg 8/19/15

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Limits of Fill Material Within the Coliseum

Parking Area as Defined During the OU2

Remedial Investigation (EMSI, 2009)

Engineering Management Support, Inc.EMSI

Figure 1

BASE MAP

OPERABLE UNIT #2, VB I70 SUPERFUND SITE

Boring by EMSI, 2009

Monitoring Well Location

Temporary Piezometer Location by

Respondent

Boring by Respondent

Boring by CTL Thompson

Boring by Metro Wastewater

Stormwater Channel Center Alignment

Surface Cut for Open Channel

Surface Cut for Box Culvert

S

S

S

S

S

S

S

S

S

S

S

S

S

S

S

S

S

S

S

S

S

S

S

S

S

S

S

S

S

S

S

S

S

S

S

S

S

S

S

S

S

S

S

S

S

S

S

S

S

S

S

S

S

S

S

S

MW-2

MW-3

Sanitary Sewer

TH-213A

TH-216A

TH-214A

TH-212

MW-1

SB-4-3

LEGEND

SS Sanitary Sewer

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Figure 2

BEDROCK SURFACE MAP




Respondent



Bedrock Elevation (Feet)(5142.25)

Bedrock Elevation Contour (Feet)

*

Data Not Used in Contouring





S

S

S

S

S

S

S

S

S

S

S

S

S

S

S

S

S

S

S

S

S

S

S

S

S

S

S

S

S

S

S

S

S

S

S

S

S

S

S

S

S

S

S

S

S

S

S

S

S

S

S

S

S

S

S

S

MW-2

MW-3

Sanitary Sewer

(18.20)

(28.50)

TH-213A

(26.05)

TH-32

(27.90)

TH-31

TH-35

(24.50)

SWDI-5

(25.00)

TH-214A

SWDI-16

(17.00)

(17.00)

TH-23

TH-40

(12.00)

SWDI-14

(8.00)

(18.00)

SWDI-13TH-10

(19.50)

TH-212

TH-25

(21.00)

TH-26

TH-216A

(25.50)

(23.50)

(19.00)

TH-39

(27.90)

SWDI-10

TH-18

(25.50)

SWDI-6

(26.35)

TH-34

TH-17

(27.00)

MW-1

SWDI-8

(27.00)

(34.40)

TH-36

TH-9

(23.05)

TH-33

SWDI-4

(23.00)

(22.05)

SWDI-7

SB-4-3

(24.00)

(23.50)

SWDI-3

LEGEND

SS Sanitary Sewer

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Figure 3

WASTE/OVERBURDEN THICKNESS MAP


Boring by Respondent



Respondent



Waste/Overburden Thickness (Feet)(18.20)

Waste/Overburden Thickness Contour (Feet)





S

S

S

S

S

S

S

S

S

S

S

S

S

S

S

S

S

S

S

S

S

S

S

S

S

S

S

S

S

S

S

S

S

S

S

S

S

S

S

S

S

S

S

S

S

S

S

S

S

S

S

S

S

S

S

S

Sanitary Sewer

5156.26

51556.97

5157.25

5159.04

5158.70

5158.93

5156.75

5157.25

5156.36

5155.66

5155.37

5155.83

NM

5151.04

5149.29

5151.25

5142.81

5150.83

5151.95

5151.42

MW-3

MW-2

MW-1

SWDI-14

SWDI-12

SWDI-13

SWDI-16

SWDI-15

SWDI-10

SWDI-9

SWDI-11

SWDI-4

SWDI-3

SWDI-5

SWDI-7

SWDI-8 SWDI-6

SWDI-2

SWDI-1

LEGEND

SS Sanitary Sewer

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Figure 4a

POTENTIOMETRIC SURFACE MAP

JULY 2015


Boring By Respondent

Boring Installed by Others


Respondent


Potentiometric Surface Elevation

Potentiometric Surface Contour

Not MeasuredNM

5150.83

Groundwater Flow




S

S

S

S

S

S

S

S

S

S

S

S

S

S

S

S

S

S

S

S

S

S

S

S

S

S

S

S

S

S

S

S

S

S

S

S

S

S

S

S

S

S

S

S

S

S

S

S

S

S

S

S

S

S

S

S

Sanitary Sewer

5137.60

5149.38

5151.13

NM

5155.80

5156.41

5155.52

5150.90

5156.70

5157.02

5157.20

5158.57

5158.94

5158.41

5151.85

5154.06

SWDI-14

SWDI-13

SWDI-10

SWDI-11

SWDI-9

SWDI-16

MW-1

SWDI-2

SWDI-1

SWDI-5

SWDI-3

SWDI-6

MW-2

MW-3

5156.33

SWDI-4

SWDI-7

SWDI-8

5157.23

5155.47

SWDI-12

5151.36

SWDI-15

LEGEND

SS Sanitary Sewer

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Figure 4b

POTENTIOMETRIC SURFACE MAP

AUGUST 2015





Respondent


Potentiometric Surface Elevation

Potentiometric Surface Contour

Not MeasuredNM

5150.83

Groundwater Flow




S

S

S

S

S

S

S

S

S

S

S

S

S

S

S

S

S

S

S

S

S

S

S

S

S

S

S

S

S

S

S

S

S

S

S

S

S

S

S

S

S

S

S

S

S

S

S

S

S

S

S

S

S

S

S

S

MW-1

MW-2

MW-3

Sanitary Sewer

SWDI-14

SWDI-13

SWDI-9

SWDI-15

SWDI-16

SWDI-6

SWDI-12

SWDI-2

SWDI-1

SWDI-5

SWDI-10

SWDI-11

(5.90)

(3.25)

(5.82)

(14.85)

(14.08)

(14.50)

SWDI-3

SWDI-4

(12.71)

SWDI-7

(11.90)

SWDI-8

(12.47)

LEGEND

SS Sanitary Sewer

M:\clients\EMSI\VB-I70\2015\Design Investigation\DSR-Report\Fig5-Saturated Thickness.dwg 4/14/2015

SCALE IN FEET

0 200100





Figure 5

SATURATED THICKNESS MAP

JULY 2015





Respondent


Saturated Thickness Elevation

Saturated Thickness Contour

(3.26)




Ele

va

tio

n

5135

5140

5145

5150

5155

5160

5165

5170

5175

5180

5185

0+00 1+00 2+00 3+00 4+00 5+00 6+00 7+00 8+00 9+00 10+00 11+00 12+00 13+00 14+00 15+00

5135

5140

5145

5150

5155

5160

5165

5170

5175

5180

5185

16+00

4' B

ELO

W C

HA

NN

EL G

RA

DE

1' BE

LOW

BA

SE

OF

RC

B

1' BELO

W B

ASE OF R

CB

M:\clients\EMSI\VB-I70\2015\Design Investigation\DSR-Report\Fig6-Channel-Profiles.dwg 8/19/15


Figure 6

SUBSURFACE PROFILE

ALONG CHANNEL ALIGNMENT


200

FEET

0

100

10

FE

ET

5

200

FEET

0

100

50

FE

ET

25

LEGEND

Ground Surface (Topography)

Top of Bedrock

Groundwater Table (July 2015)

VERTICAL EXAGGERATION 20X

Data Summary Report

APPENDIX A

Boring Logs, Piezometer Construction Diagrams,

and Groundwater Sampling Records

Data Summary Report

APPENDIX B

Waste Screening Results, Analytical Results,

and Data Validation Reports

Hazardous Waste Characteristic Screening Results

VB/I-70 Removal Action Design Investigation

Sample Date Performed by

Ignitability Screen

Corrosivity Screen

Reactive Cyanides

Screen

Reactive Sulfides Screen

Oxidizer Screen

Paint Filter Test

SWDI-1 7/11/15 TCS Pass pH 7.0 Pass None None None Pass
















Data Summary Report

APPENDIX C

Asbestos Report

environmental conditions investigation high street … · tclp toxicity characteristic leaching...

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