36C78618R0100-017.pdf

TEST WELL INVESTIGATION

AND WATER QUALITY RESULTS

PROPOSED NATIONAL VETERANS CEMETERY SITE

JONESBORO, MAINE

JUNE 2017

TEST WELL INVESTIGATION AND WATER QUALITY RESULTS

PROPOSED NATIONAL VETERANS CEMETERY SITE

JONESBORO, MAINE

JUNE 2017

Prepared by:

Wright-Pierce 99 Main St.

Topsham, ME 04086

13554B i Wright-Pierce

TABLE OF CONTENTS

SECTION DESCRIPTION PAGE

1 WATER QUALITY RESULTS

1.1 Overview .............................................................................................. 1-1

1.2 Background ........................................................................................... 1-1

1.3 Electrical Resistivity ............................................................................. 1-1

1.4 Test Well Drilling ................................................................................. 1-2

1.5 24 Hour Pumping Test .......................................................................... 1-3

1.6 Water Quality Results ........................................................................... 1-4

1.7 Conclusions and Recommendations....................................................... 1-5

LIST OF APPENDICES

APPENDIX DESCRIPTION

A Figures

B Geophysical Results

C Test Well Log

D Pumping Test Data & Graph

E Water Quality Results

LIST OF TABLES

TABLE DESCRIPTION PAGE

1-1 Water Quality Summary ........................................................................ 1-4

13554B 1-1 Wright-Pierce

SECTION 1

WATER QUALITY RESULTS

1.1 OVERVIEW

Per our agreement with Chartwell Enterprises, LLC, Wright-Pierce has completed the test drilling, construction and pump testing of one (1) seven-inch diameter test well located at the proposed

Veterans Cemetery site (Site) located in Jonesboro Maine. The purpose of the Site investigation was to identify a potential groundwater withdrawal source capable of yielding 40 to 50 gallons per minute (gpm) for irrigation activities at the Site. The following is a summary of the investigation results.

1.2 BACKGROUND

The Site is a 6.21 acre parcel on undeveloped land located on the north side of the Harrington Road

(Route 1) in Jonesboro, Maine (Figure 1 – Appendix A). Previous investigation activities at the

Site included a geological desktop study of the regional area. Results of the desktop study indicate that the Site is located within a sand and gravel aquifer and is mapped as a kame deposit, which typically consists of coarse sand and gravel deposited by high energy fluvial process. In addition, portions of the Site’s mapped sand and gravel deposit are overlain by the Presumpscot formation which consists of fine sand silt and clay deposited in a shallow marine environment. Well data in the area indicated that the depth of the aquifer may exceed 100 feet. Based on the results of the desktop study, the Site appeared favorable for the development of a high yield overburden well.

1.3 ELECTRICAL RESISTIVITY

An electrical resistivity survey was performed on April 11, 2017 by

Northeast Geophysical of Bangor, Maine. Electrical Resistivity is a non-invasive surface survey method for modeling the site geology, both overburden soils and underlying bedrock formations. Electrical signals are induced along a line on the site and the resulting readings are interpolated for materials that have the highest likelihood of water bearing capacity. Results of the resistivity survey indicated a high Resistivity Line

13554B 1-2 Wright-Pierce potential for sand and gravel deposits as deep as 125 feet in the northern portion of the Site. Aquifer thickness appeared to be reduced in the southern portion of the Site indicating a lower potential to intersect productive formation materials (clean gravels) during test drilling. Based on this information, test well drilling efforts were focused along the northern Site boundary and construction of one (1) seven-inch diameter test well was completed in the most productive formation materials. Electrical resistivity profiles are included in Appendix B.

1.4 TEST WELL DRILLING

Test well drilling was conducted between May 2-3, 2017 by Lawrence S. Lord & Sons Well

Drilling (Lord Well Drilling), Inc, of Alexander, Maine. One test well was drilled with a truck mounted drill rig using the Odex drilling method with 7-inch outside diameter steel casing. Test well (TW1-17) location and existing site information are included in the Site Plan as Figure 2

(Appendix A).

Test well TW1-17 was located approximately 30 feet south of the northern property boundary line and approximately 50 feet northeast from the eagle statue located in the northwestern portion of the Site. TW1-17 was drilled to a final depth of 80-feet below ground surface (bgs). In general, subsurface materials consisted of brown fine to medium sand with increasing amounts of fine to medium gravel to a depth of approximately 50-feet bgs.

Below the 50-foot interval, brown fine to coarse sand and gravel was observed to the completed depth of 80-feet bgs. The boring was terminated due to significant heaving of sand into the well casing. Heaving sands are indicative of a productive

Resistivity Probe

Drilling Test Well

Sand Formation

13554B 1-3 Wright-Pierce aquifer. Based on the available drawdown observed in TW1-17 (45-feet) the construction of a test well and pump testing were warranted. A well log containing subsurface geologic observations and well construction notes and observations is included in Appendix C.

Excessive heaving of sand and gravel material was observed between 75 and 80 feet bgs and the formation produced a significant amount of water within this zone. Based on these observations, 5-feet of 50-slot (.050 inch) stainless steel wedge-wire wrapped telescoping screen was set between 80 and 75 feet bgs. Once the screen was set at the appropriate depth, the 7-inch outside diameter steel casing was retracted approximately six feet to expose the screen to the surrounding formation and the well was then developed using airlift at rates ranging from 50 to 70 gpm until the discharge was observed to be clear and clean.

1.5 24 HOUR PUMPING TEST

Following construction and development of TW1-17, a 24-hour constant rate pumping test was conducted by Lord Well Drilling beginning at 10:00 am on Thursday May 3, 2017. Pump test data and an arithmetic graph for the TW1-17 pump test are included in Appendix D. The following is a summary of the TW1-17 pumping test.

1.5.1 Test Well TW1-17

Prior to the pumping test, the static water level was measured 31.50 feet bgs. TW1-17 was pumped continuously at approximately 80 gallons per minute (gpm) for 24-hours (1440 minutes). Pumping rates were adjusted within the first 40 minutes of the test in order to achieve the sustainable maximum pumping rate. The test well pumping rates and manual water level observations were periodically checked throughout the 24-hour pumping period. Prior to the conclusion of the pumping test, 1.93 feet of drawdown was measured in TW1-17, resulting in a specific capacity of

41.5 gallons per minute per foot drawdown (gpm/ft). Water level recovered to within 0.2’ immediately following the test shutdown, and within 0.1’ after 60-minutes. This very rapid

Well Screen and Riser

13554B 1-4 Wright-Pierce recovery for the pumping test to generally pre-pumping conditions indicates the capacity for the well is significantly greater than the needed 40-50 gpm capacity.

It should be noted that the water levels were observed to fluctuate throughout the pumping test, including periods during pumping where the water levels actually rose in the well during pumping.

This phenomenon is the result of an oscillatory response associated with pumping wells in high conductivity soil formations.

1.6 WATER QUALITY RESULTS

Water samples were collected at the end of the pumping test and submitted for laboratory analysis of hardness, calcium, iron, magnesium, manganese, alkalinity, and sulfate. These inorganic constituents were deemed as most relevant for determining the water quality for irrigation. The parameters other than iron and manganese were collected as part of a standard inorganics screening. Water quality samples were delivered under chain of custody to the Maine

Environmental Laboratory in Yarmouth, Maine on May 4th, 2017. Results are summarized in

Table 1 and laboratory water quality report is included in Appendix E.

TABLE 1-1

WATER QUALITY SUMMARY

Parameter Units Detection Limit

Drinking Water

Standard1

TW1-17

Alkalinity mgCaCO3/L 0.7 NE 26 Hardness mgCaCO3/L 0.1 NE 15 Sulfate mg/L 0.6 250 2.9

Calcium mg/L 3.7 NE 3.7 Iron mg/L 0.02 0.3 ND

Magnesium mg/L 0.1 50 1.4 Manganese mg/L 0.02 0.5 ND

NA = not applicable 1Secondary Maximum Contaminant Level (EPA) ND = not detected NE = not established mg/L = Milligram Per Liter

The water quality indicates the well is suitable for irrigation purposes and the undetectable concentrations of dissolved iron and manganese in the groundwater sample collected from the Site

13554B 1-5 Wright-Pierce confirm that the water meets the VA standards for not discoloring the cemetery markers. It should be noted that, over time, the levels of iron and manganese in the well may increase, and periodic monitoring of the water quality is recommended.

1.7 CONCLUSIONS AND RECOMMENDATIONS

1.7.1 Water Quantity

· Results of the 24-hour constant rate pumping test indicate that test well TW1-17 is a suitable location for a groundwater supply well capable of pumping at least 50-gallons per minute continuously for irrigation purposes.

· Test well TW1-17 was constructed such that it can be converted into the permanent water supply for the site. Prior to bringing the well online, the well will need to be outfitted with a permanent pump, power source and a pitless adapter.

1.7.2 Water Quality

· Water quality results indicate dissolved iron and manganese below laboratory detection limits.

· Water quality may change over time and should be periodically monitored.

· Water quality appears to be favorable for irrigation of a National Veterans Burial Grounds.

1.7.3 Potential Permit Requirements

· Per Maine Department of Environmental Protection (MaineDEP), Title 38, Chapter 3, Subchapter 1, Article 5-A, Section 480-B, Paragraph 9-A, a well is considered a

“Significant Groundwater Well” if the withdrawal from the well exceeds 75,000 gallons in a week or 50,000 gallons in any one day.

· If the design withdrawal rate for the site exceeds these thresholds, a Site Location and

Development Permit application would be required (similar to trigger point for developing more than 5 acres for stormwater requirements).

13554B 1-6 Wright-Pierce

· Statutory review period for Site Location and Development Permit application at

MaineDEP is 180 days.

Appendix A

Figures

Copyright:© 2013 National Geographic Society, i-cubed

WT

E W

:\G

IS_

De ve lop me nt\ Pr oje cts

\M E\

Ma ch ias \13

4B

-VA

C em ete ry\

MX

Ds \Fi gu re1

-S ite

Lo ca tio nP lan .m xd

SITE LOCATION PLAN

PROPOSED VETERANS CEMETERY

Jonesboro, ME 13554B

5/24/2017

PROJ NO: DATE:

FIGURE:

0 2,0001,000 Feet

1 inch = 2,000 feet

Project Location

"J

@A

TW1-17

Eagle Statue Approx. Electrical Resistivity Line

Harrington Road (Route 1)

Source: Esri, DigitalGlobe, GeoEye, i-cubed, USDA, USGS, AEX, Getmapping, Aerogrid, IGN, IGP, swisstopo, and the GIS User Community

WT

E W

:\G

IS_

De ve lop me nt\ Pr oje cts

\M E\

Ma ch ias \13

4B

-VA

C em ete ry\

MX

Ds \Fi gu re2

-S ite

Pla n.m xd

SITE PLAN

PROPOSED VETERANS CEMETERY

Jonesboro, ME 13554B

6/1/2017

PROJ NO: DATE:

FIGURE:

0 10050 Feet

1 inch = 100 feet

Legend Site Boundary

@A Test Well Location "J Eagle Statue

Elec. Resistivity Line

Notes:

1. Test well, electrical resistivity line, and statue features shown are based on observations made in the field and are considered approximate.

2. Site boundary line shown on is approximate.

Appendix B

Geophysical Results

M

M

M

M

M

0 50 100 150 200 250 300 350 400 450 500 550 600 650 700 750 800 850 900 950 1000 1050 1100 1150 1200 1250 1300 Distance in feet

0 50 100 150 200 250 300 350 400 450 500 550 600 650 700 750 800 850 900 950 1000 1050 1100 1150 1200 1250 1300

-250

-225

-200

-175

-150

-125

-100

-75

-50

-25

-250

-225

-200

-175

-150

-125

-100

-75

-50

-25

100100

600 600

600600

3000 35

3500 40

4000 50

5000 65 006500

10000

0 50 100 150 200 250 300 350 400 450 500 550 600 650 700 750 800 850 900 950 1000 1050 1100 1150 1200 1250 1300

Jonesboro, Maine Resistivity Line 1 - Gradient array

0 100

10000

Resistivity in ohmmeters

NorthwestSoutheast

= meter pin flag100

Ea gl e St at ue

~5 ft to

W small bog cl ay a t s ur fa ce be si de R t 1 regular

Appendix C

Test Well Log

JOB NO. 13554B

DATE STARTED: 5/1/2017

DATE FINISHED: 5/2/2017

CAS. SAMP. CORE TUBE ELEVATION: N/A

TYPE Steel - - - ELEVATION (TOP OF CASING): N/A DIAMETER 7-inch - - - GROUNDWATER (ft bgs): 31.50 WEIGHT - - - - DRILLER: Terry Lord FALL - - - - INSPECTOR: W. Edgar

DEPTH

(ft) NO. INTER. (ft) REC. (in.) BLOWS/6"

0-1

Brn fine-Crs SAND, Trace Fine-Med Gravel 35-50

Brn Fine-Crs SAND & GRAVEL 50-80 Making water excellent @ approx. 55' bgs

WELL CONSTRUCTION

FORMATION CLASSIFICATION

SAMPLE

Notes

75 Washington Ave, Suite 202 Portland, ME 04101 Telephone: 207-761-2991 Fax: 207-761-2978

Website: www.wright-pierce.com

PROJECT: Proposed Veterans Cemetery Site

Located approx. 30' south of the northern property line

CLIENT: Chartwell Enterprises, LLC CONTRACTOR: Lawerance S. Lord & Sons, Inc.

TW1-17

Pg. 1 of 2

Odex drilling method

Drk Brn Fine-Med Sand/Organics

Brn Fine-Med SAND, Trace Fine-Med Gravel 1-10

Brn Fine-Med SAND, Some Fine-Crs Gravel 10-25

Brn Fine-Crs SAND, Some Fine Gravel 25-35 Loose between 25-35' bgs;

Wet @ approx 30' bgs

- 0

- 5

- 10

- 15

- 20

- 25

- 30

- 35

- 40

- 45

- 50

JOB NO. 13554B

DATE STARTED: 5/1/2017

DATE FINISHED: 5/2/2017

CAS. SAMP. CORE TUBE ELEVATION: N/A

TYPE Steel Wash - - ELEVATION (TOP OF PIPE): N/A DIAMETER 7-inch - - - GROUNDWATER (ft bgs): 31.50 WEIGHT - - - - DRILLER: Terry Lord FALL - - - - INSPECTOR: W. Edgar

DEPTH

(ft) NO. INTER. (ft) REC. (in.) BLOWS/6"

Making water excellent 75-80' bgs;

Heaving sands, clean out to 80' bgs and set well screen

Brn Fine-Crs SAND & GRAVEL 50-80

Well Construction Details:

5' of 50-Slot SS Wire Wrapped Screen: 75-80' bgs

Rubber Packer & 2' SS Riser 7" O.D. Steel Casing Pipe to Surface

Stick Up = 2.60' Static Water Level: 31.50' bgs

75 Washington Ave, Suite 202, Portland, ME 04101 Telephone: 207-761-2991 Fax: 207-761-2978

Website: www.wright-pierce.com

PROJECT: Proposed Veterans Cemetery Site

Located approx. 30' south of the northern property line

CLIENT: Chartwell Enterprises, LLC CONTRACTOR: Lawerance S. Lord & Sons, Inc.

WELL CONSTRUCTION

FORMATION CLASSIFICATION

SAMPLE

Notes

TW1-17

Pg. 2 of 2

- 50

- 55

- 60

- 65

- 70

- 75

- 80

- 85

- 90

- 95

Appendix D

Pumping Test Data & Graph

5525.00

26.00

27.00

28.00

29.00

30.00

31.00

32.00

33.00

34.00

35.00

36.00

37.00

38.00

39.00

40.00

41.00

42.00

43.00

44.00

45.00 0 120

Te m pe ra tu re

F)

De pt h Be lo w

G ro un d

Su rf ac e

(F ee t)

Time From Start of Pumping (Minutes)

Graph 1 - Recorded Arithmetic Water Levels Test Well TW1-17 24-Hour Pumping Test (5/3/2017 - 5/4/2017)

Proposed Veterans Cemetery Site Jonesboro, Maine

TW1-17

Temp.

Start 1-Day Test

5/3/2017 10:00 AM

Static water level: 31.5' Below Ground Surface (bgs)

Pumping Approx. 80 gallons per minute (gpm)

Recovery Begin 5/4/2017

10:00 AM

Well Parameters Test Well TW1-17 Pumping Rate (1-Day Test) 80 gpm Specific Capacity (1-Day Test) 41.50 gpm/ft

Flow adjustments to pumping rate in first 40 min

Spike in water level is the response to water drop from pump equipment

Water level at end of 1-hr recovery: 31.62' bgs

5/3/2017 10:00:00 0.0 31.50 45.01 5/3/2017 10:00:01 0.01 31.42 45.01 5/3/2017 10:00:02 0.02 31.63 45.02 5/3/2017 10:00:03 0.03 31.54 45.02 5/3/2017 10:00:04 0.04 31.59 45.02 5/3/2017 10:00:05 0.05 31.75 45.02 5/3/2017 10:00:06 0.06 31.51 45.02 5/3/2017 10:00:07 0.07 31.57 45.02 5/3/2017 10:00:08 0.08 31.60 45.03 5/3/2017 10:00:09 0.09 31.58 45.03 5/3/2017 10:00:10 0.10 31.46 45.03 5/3/2017 10:00:11 0.11 31.67 45.03 5/3/2017 10:00:12 0.12 31.61 45.03 5/3/2017 10:00:13 0.13 31.76 45.04 5/3/2017 10:00:14 0.14 31.68 45.04 5/3/2017 10:00:15 0.15 31.74 45.04 5/3/2017 10:00:16 0.16 31.64 45.04 5/3/2017 10:00:17 0.17 31.65 45.04 5/3/2017 10:00:18 0.18 31.59 45.04 5/3/2017 10:00:19 0.19 31.57 45.04 5/3/2017 10:00:20 0.20 31.75 45.05 5/3/2017 10:00:21 0.21 31.80 45.05 5/3/2017 10:00:22 0.22 31.58 45.05 5/3/2017 10:00:23 0.23 31.67 45.05 5/3/2017 10:00:24 0.24 31.62 45.05 5/3/2017 10:00:25 0.25 31.63 45.05 5/3/2017 10:00:26 0.26 31.87 45.05 5/3/2017 10:00:27 0.27 31.75 45.06 5/3/2017 10:00:28 0.28 31.72 45.06 5/3/2017 10:00:29 0.29 31.59 45.06 5/3/2017 10:00:30 0.30 31.73 45.06 5/3/2017 10:00:31 0.31 31.60 45.06 5/3/2017 10:00:32 0.32 31.72 45.06 5/3/2017 10:00:33 0.33 31.74 45.06 5/3/2017 10:00:34 0.34 31.65 45.06

Proposed Veterans Cemetery Site - Jonesboro Maine

Date Time Elapsed Time Minutes

Recovery Minutes

Water Level Below Ground Surface (feet)

Temperature (F)

7-Inch Diamter Pumping Test

Pumping Test Data (5/3/2017 - 5/4/2017)

Project ID: 13554B Location: TW1-17

5/3/2017 10:00:35 0.35 31.83 45.06 5/3/2017 10:00:36 0.36 31.54 45.07 5/3/2017 10:00:37 0.37 31.62 45.07 5/3/2017 10:00:38 0.38 31.67 45.07 5/3/2017 10:00:39 0.39 31.84 45.07 5/3/2017 10:00:40 0.40 31.62 45.07 5/3/2017 10:00:41 0.41 31.77 45.07 5/3/2017 10:00:42 0.42 31.63 45.07 5/3/2017 10:00:43 0.43 31.80 45.07 5/3/2017 10:00:44 0.44 31.67 45.07 5/3/2017 10:00:45 0.45 31.93 45.07 5/3/2017 10:00:46 0.46 31.61 45.07 5/3/2017 10:00:47 0.47 31.64 45.07 5/3/2017 10:00:48 0.48 31.84 45.08 5/3/2017 10:00:49 0.49 31.74 45.08 5/3/2017 10:00:50 0.50 31.98 45.08 5/3/2017 10:00:51 0.51 32.04 45.08 5/3/2017 10:00:52 0.52 32.07 45.08 5/3/2017 10:00:53 0.53 31.90 45.08 5/3/2017 10:00:54 0.54 31.99 45.08 5/3/2017 10:00:55 0.55 31.89 45.08 5/3/2017 10:00:56 0.56 32.11 45.08 5/3/2017 10:00:57 0.57 31.74 45.08 5/3/2017 10:00:58 0.58 31.96 45.08 5/3/2017 10:00:59 0.59 31.90 45.08 5/3/2017 10:01:00 1.0 32.00 45.08 5/3/2017 10:02:00 2.0 32.14 45.06 5/3/2017 10:03:00 3.0 32.01 45.04 5/3/2017 10:04:00 4.0 32.41 45.01 5/3/2017 10:05:00 5.0 32.07 44.99 5/3/2017 10:06:00 6.0 32.49 44.97 5/3/2017 10:07:00 7.0 32.34 44.97 5/3/2017 10:08:00 8.0 32.23 44.96 5/3/2017 10:09:00 9.0 32.16 44.95 5/3/2017 10:10:00 10.0 32.28 44.93 5/3/2017 10:12:00 12.0 32.44 44.91 5/3/2017 10:14:00 14.0 32.78 44.90 5/3/2017 10:16:00 16.0 33.23 44.86 5/3/2017 10:18:00 18.0 32.79 44.83 5/3/2017 10:20:00 20.0 32.92 44.80 5/3/2017 10:25:00 25.0 32.93 44.74 5/3/2017 10:30:00 30.0 32.99 44.69 5/3/2017 10:35:00 35.0 33.04 44.65 5/3/2017 10:40:00 40.0 33.25 44.61 5/3/2017 10:45:00 45.0 33.03 44.58 5/3/2017 10:50:00 50.0 32.70 44.55

5/3/2017 10:55:00 55.0 32.76 44.53 5/3/2017 11:00:00 60.0 32.73 44.51 5/3/2017 11:30:00 90.0 32.82 44.40 5/3/2017 12:00:00 120.0 32.65 44.34 5/3/2017 13:00:00 180.0 32.92 44.19 5/3/2017 14:00:00 240.0 32.60 44.15 5/3/2017 15:00:00 300.0 33.00 44.14 5/3/2017 16:00:00 360.0 32.66 44.13 5/3/2017 17:00:00 420.0 32.20 44.12 5/3/2017 18:00:00 480.0 32.60 44.12 5/3/2017 19:00:00 540.0 32.79 44.12 5/3/2017 20:00:00 600.0 32.42 44.12 5/3/2017 21:00:00 660.0 32.45 44.13 5/3/2017 22:00:00 720.0 33.13 44.13 5/3/2017 23:00:00 780.0 32.44 44.13 5/4/2017 0:00:00 840.0 32.80 44.13 5/4/2017 1:00:00 900.0 32.42 44.13 5/4/2017 2:00:00 960.0 32.90 44.13 5/4/2017 3:00:00 1020.0 32.55 44.13 5/4/2017 4:00:00 1080.0 32.68 44.12 5/4/2017 5:00:00 1140.0 32.23 44.13 5/4/2017 6:00:00 1200.0 33.43 44.13 5/4/2017 7:00:00 1260.0 32.77 44.13 5/4/2017 8:00:00 1320.0 33.38 44.13 5/4/2017 9:00:00 1380.0 32.40 44.14 5/4/2017 10:00:00 1440.0 0.0 30.83 44.14 5/4/2017 10:00:01 1440.01 0.01 31.13 44.20 5/4/2017 10:00:02 1440.02 0.02 31.14 44.21 5/4/2017 10:00:03 1440.03 0.03 31.14 44.21 5/4/2017 10:00:04 1440.04 0.04 31.14 44.21 5/4/2017 10:00:05 1440.05 0.05 31.14 44.21 5/4/2017 10:00:06 1440.06 0.06 31.14 44.21 5/4/2017 10:00:07 1440.07 0.07 31.13 44.21 5/4/2017 10:00:08 1440.08 0.08 31.13 44.21 5/4/2017 10:00:09 1440.09 0.09 31.13 44.21 5/4/2017 10:00:10 1440.10 0.10 31.13 44.21 5/4/2017 10:00:11 1440.11 0.11 31.13 44.22 5/4/2017 10:00:12 1440.12 0.12 31.14 44.22 5/4/2017 10:00:13 1440.13 0.13 31.13 44.22 5/4/2017 10:00:14 1440.14 0.14 31.13 44.22 5/4/2017 10:00:15 1440.15 0.15 31.13 44.22 5/4/2017 10:00:16 1440.16 0.16 31.14 44.22 5/4/2017 10:00:17 1440.17 0.17 31.13 44.22 5/4/2017 10:00:18 1440.18 0.18 31.13 44.22 5/4/2017 10:00:19 1440.19 0.19 31.13 44.22 5/4/2017 10:00:20 1440.20 0.20 31.13 44.22 5/4/2017 10:00:21 1440.21 0.21 31.13 44.22 5/4/2017 10:00:22 1440.22 0.22 31.13 44.22 5/4/2017 10:00:23 1440.23 0.23 31.13 44.22

5/4/2017 10:00:24 1440.24 0.24 31.13 44.22 5/4/2017 10:00:25 1440.25 0.25 31.13 44.22 5/4/2017 10:00:26 1440.26 0.26 31.14 44.22 5/4/2017 10:00:27 1440.27 0.27 31.13 44.22 5/4/2017 10:00:28 1440.28 0.28 31.13 44.22 5/4/2017 10:00:29 1440.29 0.29 31.13 44.22 5/4/2017 10:00:30 1440.30 0.30 31.13 44.22 5/4/2017 10:00:31 1440.31 0.31 31.13 44.22 5/4/2017 10:00:32 1440.32 0.32 31.13 44.23 5/4/2017 10:00:33 1440.33 0.33 31.13 44.23 5/4/2017 10:00:34 1440.34 0.34 31.13 44.23 5/4/2017 10:00:35 1440.35 0.35 31.13 44.23 5/4/2017 10:00:36 1440.36 0.36 31.13 44.23 5/4/2017 10:00:37 1440.37 0.37 31.14 44.23 5/4/2017 10:00:38 1440.38 0.38 31.14 44.23 5/4/2017 10:00:39 1440.39 0.39 31.13 44.23 5/4/2017 10:00:40 1440.40 0.40 31.13 44.23 5/4/2017 10:00:41 1440.41 0.41 31.13 44.23 5/4/2017 10:00:42 1440.42 0.42 31.13 44.23 5/4/2017 10:00:43 1440.43 0.43 31.13 44.23 5/4/2017 10:00:44 1440.44 0.44 31.13 44.23 5/4/2017 10:00:45 1440.45 0.45 31.13 44.23 5/4/2017 10:00:46 1440.46 0.46 31.13 44.23 5/4/2017 10:00:47 1440.47 0.47 31.13 44.23 5/4/2017 10:00:48 1440.48 0.48 31.13 44.23 5/4/2017 10:00:49 1440.49 0.49 31.13 44.23 5/4/2017 10:00:50 1440.50 0.50 31.14 44.23 5/4/2017 10:00:51 1440.51 0.51 31.13 44.23 5/4/2017 10:00:52 1440.52 0.52 31.13 44.23 5/4/2017 10:00:53 1440.53 0.53 31.13 44.23 5/4/2017 10:00:54 1440.54 0.54 31.13 44.23 5/4/2017 10:00:55 1440.55 0.55 31.13 44.23 5/4/2017 10:00:56 1440.56 0.56 31.13 44.23 5/4/2017 10:00:57 1440.57 0.57 31.13 44.23 5/4/2017 10:00:58 1440.58 0.58 31.13 44.23 5/4/2017 10:00:59 1440.59 0.59 31.13 44.23 5/4/2017 10:01:00 1441.0 1.00 31.13 44.23 5/4/2017 10:02:00 1442.0 2.00 31.14 44.23 5/4/2017 10:03:00 1443.0 3.00 31.10 44.21 5/4/2017 10:04:00 1444.0 4.00 30.82 44.20 5/4/2017 10:05:00 1445.0 5.00 30.19 44.20 5/4/2017 10:06:00 1446.0 6.00 31.65 N/A 5/4/2017 10:07:00 1447.0 7.00 31.65 N/A 5/4/2017 10:08:00 1448.0 8.00 31.65 N/A 5/4/2017 10:09:00 1449.0 9.00 31.64 N/A 5/4/2017 10:10:00 1450.0 10.00 31.64 N/A 5/4/2017 10:12:00 1452.0 12.00 31.64 N/A 5/4/2017 10:14:00 1454.0 14.00 31.64 N/A 5/4/2017 10:16:00 1456.0 16.00 31.64 N/A 5/4/2017 10:18:00 1458.0 18.00 31.64 N/A 5/4/2017 10:20:00 1460.0 20.00 31.64 N/A 5/4/2017 10:25:00 1465.0 25.00 31.64 N/A 5/4/2017 10:30:00 1470.0 30.00 31.62 N/A

5/4/2017 10:35:00 1475.0 35.00 31.62 N/A 5/4/2017 10:40:00 1480.0 40.00 31.62 N/A 5/4/2017 10:45:00 1485.0 45.00 31.62 N/A 5/4/2017 10:50:00 1490.0 50.00 31.62 N/A 5/4/2017 10:55:00 1495.0 55.00 31.62 N/A 5/4/2017 11:00:00 1500.0 60.00 31.62 N/A

Due to transducer failure that occurred at approximately 10:06am on 5/4/2017, water level observations shown in red are manual water level observations taken during the recovery period.

N/A= Not Available

Appendix E

Water Quality Results

Maine Environmental Laboratory One Main Street, Yarmouth, ME 04096 Tel.: 207-846-6569 FAX: 207-846-9066 Email: melab@mel-lab.com

Report of Analyses Report Prepared for: Report Information:

Batch ID:

Report ID:

Date of Issue:

Maine Environmental Laboratory report

Chain of Custody form

597-170523-1041

May 23, 2017

This report has been reviewed and authorized by

Jacquelyn R. Villinski, Laboratory Director:

The complete report consists of the following parts:

597William Edgar

Wright-Pierce Engineers, Inc.

99 Main Street

Topsham, ME 04086

REPORT NARRATIVE:

Enclosed are results of the analyses for your samples as received by the laboratory. Results are for the exclusive use of the client named on the report and will not be released to a third party without written consent. This report shall not be reproduced except in full without the written consent of the laboratory.

Maine Environmental Laboratory is certified by the States of Maine (Cert. #2017007) and New Hampshire (NH ELAP) (Cert. #2031) and is TNI/NELAP accredited. Our USEPA Lab ID is ME00028. A list of certified parameters is available on request. Any subcontracted parameters were produced by a laboratory certified for the fields of testing performed, when available.

Unless otherwise noted:

-Samples were received in acceptable condition and analyzed within method hold times.

-All quality control data demonstrated acceptable limits.

-The results reported herein conform to the most current NELAP standards where applicable.

-Analysis of solids for pH, flash point, ignitability, paint filter, corrosivity, alkalinity, conductivity and specific gravity are reported on an “as-received” basis.

-Results for “immediate” field parameters tested at the lab such as pH were run outside of the EPA-recommended hold time.

DEFINITIONS:

LOQ / RL - The Limit of Quantitation / Reporting Limit is the minimum level for reporting quantitative data.

LOD / MDL - The Limit of Detection / Method Detection Limit is the minimum level for reporting estimated data.

J - Data reported between the Limit of Quantitation and Limit of Detection is J-flagged as “estimated.”

ND - Not Detected B – Detected in QC blank S – Detection Limits increased due to sample matrix D1 – Relative Percent Difference (RPD) cannot be calculated because the sample result was below the LOQ.

4X – Native sample concentration was greater than 4 times the spike concentration so the spike added could not be distinguished from the native concentration.

% Rec – Percent Recovery; RPD - Relative Percent Difference

METHOD REFERENCES:

E300.0: EPA/600/R-93/100 Methods for the Determination of Inorganic Substances in Environmental Samples, Aug. 1993.

E200.7: EPA/600R-94/111, Methods for the Determination of Metals in Environmental Samples, Supplement 1, May, 1994.

SM2320B: Standard Methods for the Examination of Water and Wastewater, 18th edition, APHA,AWWA,WPCF, 1992.

SM2340B: Standard Methods for the Examination of Water and Wastewater, 18th edition, APHA,AWWA,WPCF, 1992.

Maine Environmental Laboratory Report of Analyses

One Main Street, Yarmouth, ME 04096 Tel.: 207-846-6569 FAX: 207-846-9066 Email: melab@mel-lab.com

Report ID: Sample ID:

Batch ID: Sample date & time: 05/04/17 10:00

Date received: Sample matrix: GW - grab

Project ID: Laboratory ID: 170504Q002

Date Time

Parameter Results Units Analyzed Analyzed LOD LOQ Method Tech

Hardness 15 mgCaCO3/L 05/22/17 8:40 0.1 0.3 SM2340B KH

Calcium, dissolved 3.7 mg/L 05/22/17 8:40 0.1 0.3 E200.7 DWS

Iron, dissolved ND mg/L 05/22/17 8:40 0.02 0.05 E200.7 DWS

Magnesium, dissolved 1.4 mg/L 05/22/17 8:40 0.1 0.3 E200.7 DWS

Manganese, dissolved ND mg/L 05/22/17 8:40 0.02 0.05 E200.7 DWS

Notes:

William Edgar

Wright-Pierce Engineers, Inc.

99 Main Street

Topsham, ME 04086 May 23, 2017

597-170523-1041

05/04/17

VA CEM - Machias ME (13554B)

TWI-17

Maine Environmental Laboratory Report of Analyses

One Main Street, Yarmouth, ME 04096 Tel.: 207-846-6569 FAX: 207-846-9066 Email: melab@mel-lab.com

Report ID: Sample ID:

Batch ID: Sample date & time: 05/04/17 10:00

Date received: Sample matrix: GW - grab

Project ID: Laboratory ID: 170504Q003

Date Time

Parameter Results Units Analyzed Analyzed LOD LOQ Method Tech

Alkalinity 26 mgCaCO3/L 05/15/17 12:15 0.7 2.5 SM2320B DJC

Sulfate 2.9 mg/L 05/10/17 7:16 0.6 2 E300.0 JAB

Notes:

VA CEM - Machias ME (13554B)

William Edgar

Wright-Pierce Engineers, Inc.

99 Main Street

Topsham, ME 04086 May 23, 2017

TWI-17597-170523-1041

05/04/17