SEH EW-1 Pumping Test - Eau Claire County

Appendix F

Pump Test Technical Memoranda

SEH EW-1 Pumping Test

Barr Engineering Pumping Test

SEH EW-1 Pumping Test

Short Elliott Hendrickson Inc., 421 Frenette Drive, Chippewa Falls, WI 54729-3374

SEH is an equal opportunity employer | www.sehinc.com | 715.720.6200 | 800.472.5881 | 888.908.8166 fax

MEMORANDUM

TO: Holly Bellmund, U.S. Silica Company FROM: Sue Wojtkiewicz PE, Darrell Reed PG, Bruce Olson, PE DATE: December 11, 2013 RE: Fairchild Mine Project - Extraction Well #1 Pumping Test SEH No. USSIL125500 14.00 SEH is providing documentation of the methodology, setup, data and interpretation of an approximate 24-hour pumping test performed at the Fairchild Mine project site (“site”) located near Fairchild, Wisconsin as shown on Figure 1, “Site Location”. The purpose of the pumping test was to evaluate the Cambrian sandstone aquifer for assessment of a potential mine dewatering operation at the site. This memorandum is prepared for internal use by U.S. Silica Company (USS). The extraction well (EW-1) 24-hour pumping test is the initial of two proposed tests to be conducted at the site in order to assess aquifer characteristics and obtain preliminary data to support obtaining approval for dewatering operations from township, county and/or state agencies. A primary objective of the first test was to obtain data to design and optimize data collection and value of a second test. A 24-hour pumping test was recommended based on the geology of the area, expected pumping test performance typical of water in sandstone formations, and the ability to collect more than one thousand minutes or three logarithmic cycles of data (used for data evaluation and presentation of a large range of values). Based on time-drawdown data obtained in the field during the test, it was determined that the test could be terminated after 24 hours as the extraction well and nearest monitoring point did not have substantial additional drawdown in the last 12 hours of the test. Pumping Test Methodology: SEH assisted Aqua-Service, Inc., Cameron, Wisconsin with the performance of the pumping test and seven hour recovery test from October 14-16, 2013. An approximate 1-inch rainfall event occurred during performance of the pumping test; the rainfall event did not significantly impact the performance or results of the pumping test. On October 14, SEH and Aqua-Service, Inc. conducted several short-duration pumping events to gather operational data to plan the 24 hour pumping test. These short-duration pumping events were used to calibrate the pump to the optimum pumping rate which was determined to be approximately 90 gallons per minute (gpm). The 90 gpm rate was used as it was expected to maximize drawdown in the well without pumping EW-1 dry. On October 15, SEH collected static groundwater levels from EW-1 and four nearby monitoring points (see table on next page) before the 24 hour pumping test commenced. The location of EW-1 and the monitoring points are shown on Figure 2, “Site Features – Monitoring Well and Stand Pipe Locations”. The monitoring points consisted of NR 141-compliant monitoring wells and temporary standpipes which were placed on the property for initial groundwater measurements. EW-1 and monitoring points B-3, B-4 and MW-1 had pressure transducers placed below the water table to measure changes in water level over time while B-2 had a pressure transducer placed above the water table to assess the barometric pressure during the test.

Fairchild Mine Project – Extraction Well #1 Pumping Test December 11, 2013 Page 2 The pumping test commenced at approximately 9:20 am on October 15. The transducers recorded water level data at five minute increments. In addition, SEH measured depth to water using a water level indicator several times during the pumping test. On the morning of October 16, SEH determined the 24 hour test could be terminated and the pump was turned off at approximately 9:20am. The transducers were left in the monitoring points for approximately seven hours after the pump was turned off to record water levels as the water levels rose during a recharge period. In the seven hour period, recovery of approximately 96% of drawdown occurred at EW-1. Water level measurements were manually collected again after the seven hour recharge to confirm elevations collected by transducers and obtain additional data to help assess aquifer characteristics. Pumping Test Setup: The pumping test consisted of pumping a single, 112.5 foot deep, 6-inch diameter extraction well (EW-1) and water level monitoring at monitoring points B-3, B-4 and MW-1. The EW-1 pump intake was set at an approximate 105 foot depth. The locations of EW-1 and monitoring points are shown on Figure 2 and the approximate distance of each monitoring point from the extraction well is shown in the table below. Figure 3, “Groundwater Exhibit”, is a geologic and hydrogeologic cross section showing the upper soil interval, sandstone bedrock and water table conditions at the site.

Monitoring Point B-3 MW-1 B-2 B-4 Approximate Distance from Extraction Well (feet) 31 441 1,462 1,995

Pressure transducers were placed in EW-1 and the three monitoring points. An additional transducer was suspended above the water table in B-2 to record barometric pressure changes during the pumping test. The EW-1 pressure transducer was placed in a small diameter PVC drop tube that extended to a 96 foot depth and approximately nine feet above the pump intake. Time and water level readings at all pressure transducer points were collected at linear time intervals for both the pumping and recovery test time intervals. SEH also performed occasional electronic water tape measurements at the monitoring points for the duration of the pumping test. Time – drawdown data was downloaded from the transducers and copied into EXCEL spreadsheets. The time – drawdown data was then either analyzed in HYDROSOLV’s, AQTESOLV pumping test interpretation software or EXCEL calculation spreadsheets for assessment of hydraulic conductivity (k), aquifer transmissivity (T), and specific capacity. These terms related to water production rates of an aquifer are defined as follows: • Hydraulic conductivity (k) or “permeability” is “The rate of flow of water in gallons per day through

a cross section of one square foot under a unit hydraulic gradient.” • Aquifer Transmissivity (T) is defined as “The rate at which water is transmitted through a unit width

of an aquifer under a unit hydraulic gradient. Transmissivity values are given in gallons per minute through a vertical section of an aquifer one foot wide and extending the full saturated height of an aquifer under a hydraulic gradient of 1 in the English Engineering System”. Transmissivity is also expressed as T = k x b, with b being the aquifer thickness.

• Specific capacity is defined as “The rate of discharge of water well per unit of drawdown, commonly

expressed in gpm/ft. The specific capacity varies with duration of discharge.” A chart showing the relationship of hydraulic conductivity, transmissivity, and specific capacity for a variety of unconsolidated and bedrock aquifers is attached. These parameters are important in assessing the potential dewatering discharge rate in the sandstone aquifer.

Fairchild Mine Project – Extraction Well #1 Pumping Test December 11, 2013 Page 3 Data Presentation: A 48.05 foot pre-test aquifer thickness, the difference between depth to the bottom of the aquifer formation and static water level, was noted at EW-1. Static water level at EW-1 was 63.90 feet bgs (measured as depth to water) and depth to water at the end of 24 hours was 96 feet bgs for a final drawdown of 32.1 feet. Specific capacity at the EW-1 location is estimated at 3 gpm/ft. B-3, a temporary standpipe located 31 feet from EW-1, indicated a final drawdown of 4.08 feet. Final drawdowns in other monitoring points were less than one foot. Initial and final pumping test drawdowns at EW-1 and the monitoring points are shown on the attached Table 1, “Fairchild Mine Project EW-1 Pumping Test, Water Level Data”. The specific capacity value of 3 gpm/ft is significant for a pit mine dewatering situation because it indicates that it may be difficult to dewater with deep wells; however, low specific capacity means that less pumping capacity (flow rate) is needed to dewater a given depth of formation. As shown on the transmissivity chart, the value of 3 gpm/ft is generally representative of a poor irrigation well. Data Interpretation: EW-1 indicated a final water level to the bottom of the drop pipe (96’ depth) by the conclusion of the pumping test. Nearby B-3 (approx. 31 feet from EW-1) indicated an end of pumping test drawdown of 4.08 feet. Approximately 0.67 feet drawdown was noted at MW-1 (approximately 440 feet from EW-1). A transmissivity value of 1.128 ft^2/min was calculated for EW-1 using the Cooper-Jacob’s method. Transmissivity values at the monitoring points ranged from 1.1 ft^2/min to 2.4 ft^2/min and are typical for sandstone formations. A mostly vertical cone of depression is indicated by the relatively small drawdown and 30-foot distance from EW-1 to B-3, and is illustrated by a plot of distance versus drawdown, after 24 hours of pumping at 90 gpm. The mostly vertical cone indicates a high ratio of expected vertical influence to horizontal influence to the aquifer due to dewatering.

Fairchild Mine Project – Extraction Well #1 Pumping Test December 11, 2013 Page 4

The radius of influence of a pumping well is the radial distance from the center of a wellbore to the point where there is no lowering of the water table or potentiometric surface (the edge of the cone of depression). The calculated radius of influence (0 ft of drawdown) of EW-1, based on a 90 gpm pumping rate, 24 hours of continuous pumping, transmissivity estimate from the 24 hour pumping test, and assuming no recharge is approximately 800 feet (see above chart). Examining dewatering required for mining operations, based on the observations made at and data collected from a single pumping well EW-1, pumping rates of 1,000 to 1,500 gallons per minute may be required for dewatering 20 to 50 acre mine areas. The assumption of the pit size is based upon discussions with USS. SEH also made the assumption that there would be no sources of groundwater recharge to stabilize the cone of depression. Assuming 30 days of continuous pumping and a 1-foot aquifer drawdown limit, the cone of depression may extend one half mile or more from the dewatered mine area. However, the cone of depression would increase in lateral extent as continuous dewatering occurs over time as shown in the table below. Radius of Influence for Dewatering Period Dewatering Period 30 days 1 year Radius of Influence 0.5 mile 1.25 miles The impact that dewatering of a pit during mining will have on the surrounding water wells and streams is dependent on a complex interaction of geological and hydrogeological characteristics, recharge

B-2

B-3

B-4 MW-1

Pumping Well

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Fairchild Mine Project – Extraction Well #1 Pumping Test December 11, 2013 Page 5 characteristics, mining operations, and the location, configuration and operation of surrounding wells (how far from the pit; upgradient, sidegradient or downgradient; depth of well; depth of pump setting). However, by taking into account the well locations and the setbacks incorporated into the mine development plans, it is expected that mining operations will not negatively impact groundwater quality or quantity substantially at neighboring wells properly installed in compliance with applicable well installation codes and having a sufficient pump depth setting. This is due primarily to the distance of nearby wells from the active mining area and a steep cone of depression expected to be developed from water table dewatering in the local environment. The water level measurements from the site monitoring wells and neighboring wells recorded during the pre-development surveys will serve to monitor impacts to the aquifer as dewatering occurs over time. Excavation discharge rates are anticipated to increase as the mine floor elevation is approached. The groundwater monitoring and sampling program will provide timely information on how the mine dewatering is affecting local groundwater conditions and allow for pro-active corrective action to occur, if necessary, to assure all neighbors maintain their historic level of groundwater access and quality. Pumping test and water level data collected to date also indicates that the expected aquifer recharge and hydraulic characteristics are conducive for supporting an ecologically viable environment in the lake that is included as part of the mine reclamation plan. Water level data collected during periodic monitoring will also be used to further assess expected recharge and hydraulic characteristics for an on-site lake. drr/ /SW/JG Enc. p:\uz\u\ussil\125500\3-env-stdy-regs\pumping test\final\ew-1 pumping test memo_2013.12.11.docx

Date Time Minutes Minutes B‐1 B‐2 B‐3 B‐4 B‐5 MW‐1 MW‐2 MW‐3 MW‐4 MW‐5 EW‐1Into Test After Test

10/14/2013 11:00 AM Pre‐Test 71.50 56.57 62.40 54.32 34.22 48.13 13.11 15.58 41.31 7.14 64.4510/15/2013 9:00 AM Pre‐Test 70.75 56.27 61.77 53.97 ‐‐ 47.65 12.80 15.38 41.05 6.92 63.9010/15/2013 4:20 PM 420 70.82 56.29 64.51 53.96 ‐‐ 47.77 12.79 15.29 41.03 6.86 94.7410/15/2013 9:20 PM 720 ‐‐ ‐‐ 65.05 ‐‐ ‐‐ ‐‐ ‐‐ ‐‐ ‐‐ ‐‐ 95.4510/16/2013 9:00 AM 1420 71.31 56.52 65.85 54.20 ‐‐ 48.32 12.90 15.31 41.18 6.87 >96.010/16/2013 4:45 PM 420 71.34 56.52 63.39 54.21 ‐‐ 48.30 12.89 15.32 41.19 6.85 65.20

Notes: Rain event occurred the evening of 10/14/2013, resulting in general rise in water level readingsWater level depths recorded by SEH using electronic water level indicator from top of casings

Farichild Mine Project EW‐1 Pumping Test, Water Level DataTable 1

1DATE

09/06/13

FIGURE 1SITE LOCATION

ISSUES/REVISIONS

US SILICA COMPANY - FAIRCHILD MINEEau Claire County, Wisconsin

PROJ. NO.USSIL125500 2

NO. DATE DRAWN BY DESIGN

RJH 09/13 RJH 09/13 RB 09/13

FIELD REVIEW QC CHECK

TOWNSHIP: 25NRANGE: 5WSECTIONS: 28 & 33

REPRODUCED FROMUSGS PRICE and FAIRCHILD QUADRANGLE

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Site Features -Monitoring Well and Stand Pipe Locations

421 Frenette Drive.Chippewa Falls, WI 54729PHONE: (715) 720-6200

FAX: (715) 720-6300WATTS: 800-325-2055

www.sehinc.com DATE:12/10/13

This map is neither a legally recorded map nor a survey map and is not intended to be used as one.This map is a compilation of records, information, and data gathered from various sources and is tobe used for reference purposes only. SEH does not warrant that the Geographic InformationSystem (GIS) Data used to prepare are error free, and SEH does not represent that the GIS Datacan be used for navigational, tracking, or any other purpose requiring exacting measurement ofdistance or direction or precision in the depiction of geographic features. If errors or discrepanciesare found please contact SEH GIS Services. This user of this map acknowledgesthat SEH shall not be liable for any damages which arise out of the user's access or use of dataprovided.

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US SILICA COMPANY - FAIRCHILD MINEFairchild, Wisconsin

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Barr Engineering Pumping Test

Technical Memorandum

To: Drew Anderson, David Clauson (U.S. Silica)

From: John Greer, PG

Subject: Fairchild Site Aquifer Tests

Date: September 22, 2014

Project: 49111014.10

c:

1.0 Introduction

This technical memorandum presents the results of aquifer tests performed at the proposed Fairchild

Industrial Sand Plant (Facility) in Eau Claire County, Town of Fairchild, Wisconsin. There are two aquifers

of interest at the site: the Wonewoc Sandstone and the Mt. Simon Sandstone (also referred to in this

memorandum as the Wonewoc aquifer and Mt. Simon aquifer, respectively). These aquifers are separated

by the Eau Claire Formation aquitard. The objective of the work was to provide an understanding of the

geologic and hydrogeologic conditions of the bedrock aquifers at the site and to provide data for

evaluating the capability of the Mt. Simon aquifer to supply water to meet Facility process water needs.

The scope of work for the Mt. Simon Sandstone aquifer was outlined in the Pumping Test Work Plan

dated June 2014 (Barr, 2014). The site location is shown on Figure 1.

This memo includes several tables in-line with the text as well as figures and attachments which are

included at the end of the document. The items included are the following:

1.1 List of Tables

Table 1 – Slug Test Results for the Wonewoc Aquifer

Table 2 – Step Drawdown Pumping Test: Wonewoc Aquifer

Table 3 – Step Drawdown Pumping Test: Mt. Simon Aquifer

Table 4 – Summary of Wonewoc Pumping Test Data Analyses

Table 5 – Summary of Mt. Simon Pumping Test Data Analyses

Table 6 – Summary of Well Spacing Calculations

1.2 List of Figures

Figure 1 - Site Location Map

Figure 2 – Well Locations

1.3 List of Attachments

Attachment 1 – Well/Piezometer Construction and Boring Logs





Page: 2

P:\Mpls\49 WI\18\49181014 U.S. Silica Fairchild Permit\WorkFiles\Aquifer Testing\Fairchild Aquifer Tests_technical_memo_text_9-22-14.docx

Attachment 2 – Slug Test and Pumping Test Data Files

Attachment 3 – AQTESOLV Output

Attachment 4 – Short Duration Discharge Permits, Discharge Location Photographs, and Wastewater

Discharge Monitoring Report

Attachment 5 – Geophysical Borehole Logging

Attachment 6 – Well Construction Summary Table

Attachment 7 – Hydrographs

2.0 Site Background

Planned operations at the Facility call for one or more production wells to supply up to 400 gallons per

minute (gpm) for nonpotable process water. A High Capacity Permit Approval Application for the Facility

will need to be submitted to the Wisconsin Department of Natural Resources (WDNR) for review and

approval prior putting any high capacity wells into operation at the Facility.

The field investigation described in this memorandum was conducted to support the High Capacity Permit

Approval Application and to provide information for evaluating mine pit dewatering. The following tasks

were completed during the field investigation:

Installation of a pilot boring to the bottom of the Mt. Simon aquifer, one pumping well (PW-1)

open to the Mt. Simon aquifer, one water table aquifer observation well (MW-6), and two Mt.

Simon aquifer observation wells (MW-7 and MW-8).

Geophysical logging of the pilot boring.

Installation of pressure transducers in Bridge Creek and McGaver Creek to measure water levels in

the creeks during the aquifer tests.

Aquifer testing in the Wonewoc aquifer consisting of slug tests, a step-drawdown test and a

constant-rate test.

Aquifer testing in the Mt. Simon aquifer consisting of a step-drawdown test and a constant-rate

test.

Previously, five permanent observation wells (MW-1 through MW-5 piezometers), five borings/temporary

wells (B-1 through B-5), and one pumping well (EW-1) were installed in the Wonewoc aquifer as part of a

hydrogeologic evaluation of the water table aquifer at the site. Locations of the permanent wells and

boring/temporary well B-3 are shown on Figure 2. Several of these observation wells were included in the

monitoring network for the aquifer testing in the Wonewoc aquifer. Available logs for these wells are

included in Attachment 1.





Page: 3


3.0 Field Activities

Field activities were completed from June 16, 2014 to July 29, 2014. Completed work is discussed below.

3.1 Wonewoc Aquifer Testing

No new wells were installed for the Wonewoc aquifer tests. Aquifer testing in the Wonewoc aquifer

included both slug tests and pumping tests (a step-drawdown test and a constant-rate test). Slug tests

were performed in wells MW-1, MW-3, and MW-4. For the pumping tests, well EW-1 served as the

pumping well and water levels were monitored in wells MW-1, MW-3, and MW-4 as well as in temporary

well B-3 and in McGaver Creek. During both the slug tests and the pumping tests, water levels were

monitored and recorded with In-Situ Level Troll 700®

transducers/dataloggers. Manual water level

measurements were recorded periodically to ensure accurate transducer readings and provided backup

data in the event of a transducer failure. Monitoring locations are shown on Figure 2. Hydrographs of the

water level data collected by the Level Trolls during the Wonewoc step-drawdown and constant-rate tests

are included as Figures W1-W6 in Attachment 7.

3.1.1 Slug Tests

Slug tests were performed in wells MW-1, MW-3, and MW-4 on June 16, 2014 and slug tests with

additional initial displacements were performed in wells MW-3 and MW-4 on June 23, 2014. The tests with

additional initial displacements were performed to provide sufficient data for assessing the hydraulic

connection between the wells and the water table aquifer in the Wonewoc Sandstone. Slugs longer than 1

foot could not be lowered into the water at MW-1; it is likely that the well casing of MW-1 is not straight

and plumb. Level Troll data files from the slug tests are in Attachment 2.

Slug test results were evaluated generally following the protocols described by Butler (1998). Since

screens in all the wells intersected the water table only the slug out data were analyzed. The data were

used to estimate hydraulic conductivity (K) of the Wonewoc aquifer via the Bouwer and Rice method

(Bouwer and Rice, 1976; Bouwer, 1989) as implemented in the software package AQTESOLV (HydroSOLVE,

2007). Output from AQTESOLV is presented in Attachment 3. Slug test results are summarized in Table 1

below:





Page: 4


Table 1 – Slug Test Results for Wonewoc Aquifer

Well Slug Length (ft) K (ft/day)

MW-1 1 2.8

1 2.9

Geometric Mean 2.8

MW-3 1 1.1

2.5 1.1

5 0.2

Geometric Mean 0.7

MW-4 1 2.1

2.5 1.4

5 1.3

Geometric Mean 1.3

3.1.2 Step-Drawdown Test

The step-drawdown test was conducted on June 16, 2014 in well EW-1. Two pumping steps were

completed during this test. The objective of the step-drawdown test was to determine a pumping rate

that could be sustained for the planned 72-hour duration of the constant-rate pumping test. The

pumping rate and duration for each pumping step are shown in Table 2 below:

Table 2 – Step-Drawdown Pumping Test: Wonewoc Aquifer

Pumping

Step No.

Pumping Rate

(gallons per minute)

Step Duration

(minutes)

Drawdown at

End of Step (ft)

Specific

Capacity

(gpm/ft)

1 65.1 83 29.49 2.2

2 48.4 66 21.89 2.2

During the step-drawdown test, water levels were measured in the pumping well (EW-1),

boring/temporary observation well B-3, and observation wells MW-1, MW-3, and MW-4. A Level Troll was

placed in McGaver Creek during the step test on June 16, 2014. Data files from the step-drawdown test

are included in Attachment 2.

Water generated during the step-drawdown test was discharged to a drainage ditch system that

transports runoff from the south side of County Road RR through a culvert under the road to a tributary

of Bridge Creek per the approved Short Duration Discharge Permit (Attachment 4). The discharge location

and discharge line route are shown on Figure 2.





Page: 5


3.1.3 Constant-Rate Pumping Test

Following completion of the step-drawdown test, the Level Trolls were reset to monitor background water

levels overnight prior to the start of the constant-rate test. During the period June 17-23, 2014 a 72-hour

constant-rate pumping test (including post-pumping recovery) was performed in well EW-1. Based on the

results of the step-drawdown test, the target pumping rate for the test was approximately 55 gallons per

minute (gpm). During the test, water levels were measured in the pumping well (EW-1); observation wells

MW-1, MW-3, and MW-4; temporary well B-3; and McGaver Creek.

Water generated during the constant-rate test was discharged to a drainage ditch system that transports

runoff from the south side of County Road RR through a culvert under the road to a tributary of Bridge

Creek per the approved Short Duration Discharge Permit (Attachment 4). The discharge location and

discharge line route are shown on Figure 2. One discharge water sample was collected on June 17, 2014

per the permit requirements and submitted to Davy Laboratory in La Crosse, Wisconsin for analysis.

Laboratory analytical results will be submitted to the WDNR per the permit requirements. Reported

concentrations of biological oxygen demand (BOD5, total suspended solids (TSS), and oil and grease are

below limits specified in the discharge permit. The pH of the sample was measured at 6.0 in the laboratory

and 5.69 in the field at the time of sample collection. The discharge permit specifies a lower limit of 6.0 for

pH. The Short Duration Discharge Permit, photographs of the discharge point, and a copy of the

Wastewater Discharge Monitoring Report are included as Attachment 4.

The constant-rate pumping test continued for approximately 73 consecutive hours. After the completion

of the pumping period, water level recovery was monitored from June 20–23, 2014. Level Troll data files

from the constant-rate pumping test are in Attachment 2.

3.2 Mt. Simon Aquifer Testing

Facility plans call for one or more high capacity wells in the Mt. Simon aquifer to provide process water for

washing the sand mined at the site. In order to determine the number and spacing of high capacity wells

need to meet planned water demand, it was necessary to conduct an aquifer test in the Mt. Simon aquifer.

After discussion the planned test with WDNR staff, an aquifer test plan (Barr, 2014) was prepared and

submitted to the WDNR for review. Per the work plan, a pilot boring was drilled to the bottom of the Mt.

Simon aquifer. Prior to construction of the pumping well PW-1, the geophysical logging was performed in

the pilot boring to provide data on the location of the contact between the Mt. Simon Sandstone and the

overlying Eau Claire Formation. In addition, two monitoring wells (MW-7 and MW-8) were installed in the

Mt. Simon aquifer and one monitoring well (MW-6) was installed in the water table aquifer. Well locations

are shown on Figure 2.





Page: 6


3.2.1 Geophysical Borehole Logging

The pilot boring was installed on June 23, 2014 to the bottom of the Mt. Simon aquifer near the planned

location for pumping well PW-1 using air rotary drilling methods. Total depth of the boring was 207 feet

below ground surface. On July 2, 2014 borehole geophysical logging was performed in the pilot boring.

The logging included:

Caliper log

Fluid temperature and resistivity logs

Natural gamma log

Normal resistivity log

Ambient and dynamic heat pulse flow logs

Geophysical logging results are included in Attachment 5.

3.2.2 Monitoring Well Installation

Monitoring wells MW-6, MW-7, and MW-8 were installed using air rotary drilling methods during the

period June 24 through July 1, 2014. Well construction is summarized in Attachment 6.

3.2.3 High Capacity Well Installation

The high capacity pumping well (PW-1) was installed approximately 10 feet from the pilot boring using air

rotary methods. Installation of the well began on July 8, 2014 and was completed on July 19, 2014. This

period included several days of driller down time for repairs to the drill rig. Well construction is

summarized in Attachment 6.

3.2.4 Background Water Level Monitoring

Level Trolls were installed in well MW-8, McGaver Creek, and Bridge Creek on July 16, 2014; in wells EW-1,

MW-7, and MW-6 on July 18, 2014; and in well PW-1 on July 22, 2014 to begin background water level

monitoring in advance of the planned step-drawdown and constant-rate pumping tests in the Mt. Simon

aquifer. Hydrographs of the water level data collected by the Level Trolls during the Mt. Simon pre-test,

step-drawdown test, and constant-rate test are included as Figures M1-M7 in Attachment 7.

Based on water level observations during the development of well PW-1, the cables in wells MW-7 and

EW-1 were swapped on July 22 to prevent the Level Troll in well MW-7 from drying out during the Mt.

Simon aquifer tests. The new cable in EW-1 was not long enough to keep the Level Troll sufficiently

submerged so water level data collected in EW-1 during the Mt. Simon testing was limited to a few

manual measurements. Review of the data collected by the Level Troll in EW-1 before the cable switch

showed a stairstep-like pattern, indicating that the Level Troll had not remained stationary in the well. Due

to these issues with the Level Troll data from EW-1, only the manual measurements taken in EW-1 are





Page: 7


shown on Figure M5 in Attachment 7. As discussed later in this memorandum, there was no response in

the well MW-6 during the pumping tests in well PW-1

3.2.5 Step-Drawdown Test

The step-drawdown test was conducted on July 22, 2014 in well PW-1. Due to time constraints, only one

pumping step could be completed during this test. The objective of the test was to determine a pumping

rate that could be sustained for the planned 72-hour duration of the constant-rate pumping test. The

results of the single pumping step are shown in Table 3 below:

Table 3 – Step-Drawdown Pumping Test: Mt. Simon Aquifer

Pumping

Step No.

Pumping Rate

(gallons per minute)

Step Duration

(minutes)

Drawdown at

End of Step (ft)

Specific

Capacity

(gpm/ft)

1 100.2 114 21.99 4.6

During the step-drawdown test, water levels were measured in the pumping well (PW-1), monitoring wells

MW-6, MW-7, and MW-8 as well as in McGaver Creek and Bridge Creek. Data files from the step-

drawdown test are on included in Attachment 3.

Water generated during the step-drawdown test was discharged to a culvert under Center Road that

transports runoff from north of County Road RR and east of Center road to a drainage connected to

Bridge Creek per the approved Short Duration Discharge Permit (Attachment 4). The discharge location

and discharge line route are shown on Figure 2.

3.2.6 Constant-Rate Pumping Test

During the period July 23-29, 2014 a 72-hour constant-rate pumping test (including post-pumping

recovery) was performed in well PW-1. Based on the results of the step-drawdown test, an initial pumping

rate of 200 gpm was targeted for the test. Approximately 71 minutes into the test it was decided to

increase the pumping rate to a target rate of approximately 250 gpm based on the observed drawdown in

well PW-1. During the test, water levels were measured in the pumping well (PW-1), observation wells

MW-6, MW-7, and MW-8, McGaver Creek, and Bridge Creek.

Water generated during the constant-rate test was discharged to a culvert under Center Road that

transports runoff from north of County Road RR and east of Center road to a drainage connected to

Bridge Creek per the approved Short Duration Discharge Permit (Attachment 4). The discharge location

and discharge line route are shown on Figure 2. One discharge water sample was collected on July 23,





Page: 8


2014 per the permit requirements and submitted to Davy Laboratory in La Crosse, Wisconsin for analysis.

Laboratory analytical results will be submitted to the WDNR per the permit requirements. Reported

concentrations of biological oxygen demand (BOD5, total suspended solids (TSS), and oil and grease are

below limits specified in the discharge permit. The pH of the sample was measured at 4.96 in the

laboratory (it should be noted that the laboratory pH measurement of the sample was made outside the

method-specified holding time). The discharge permit reporting form identifies a lower limit of 6.0 for pH.

The Short Duration Discharge Permit, photographs of the discharge point, and a copy of the Wastewater

Discharge Monitoring Report are included as Attachment 4.

The constant-rate pumping test continued for 72 consecutive hours. After the completion of the pumping

period, water level recovery was monitored from July 26–29, 2014. Level Troll data files from the constant-

rate pumping test are in Attachment 2.

4.0 Aquifer Test Data Analyses

The water level data collected during the Wonewoc and Mt. Simon constant-rate pumping tests were

analyzed using conventional analytical methods in AQTESOLV to estimate the transmissivity (T) and

storativity (S) of the Wonewoc and Mt. Simon aquifers, respectively. Specific yield (i.e., drainable porosity)

was also estimated for the Wonewoc aquifer.

4.1 Wonewoc Constant-Rate Test

A total of 250,550 gallons were pumped during the 72.7 hours of pumping, and the average pumping rate

was 57.5 gpm. Drawdown in EW-1 was 25.88 feet at the end of pumping phase of the test.

A review of the hydrographs in Attachment 7 shows that wells B-3 and MW-1 were the only monitoring

locations that showed a response to pumping at EW-1. This is unsurprising due to the low pumping rate

and large distances between EW-1 and wells MW-3 and MW-4, and McGaver Creek. Drawdowns in B-3

and MW-1 at the end of pumping were 4.31 feet and 0.55 feet, respectively.

Several rainfall events occurred during the Wonewoc aquifer testing period. The Wonewoc test

hydrographs (Figures W1-W6 in Attachment 7) also include precipitation rate data (in inches per hour)

from nearby weather stations in Augusta, WI and Osseo, WI. Water level responses to precipitation events

can be discerned in the hydrographs for all Wonewoc monitoring wells, EW-1, and McGaver Creek but the

magnitudes of these responses in wells EW-1, B-3, and MW-1 are small relative to the water level

responses due to pumping. Therefore, the precipitation events had minimal effect on the aquifer test and

data analysis.

Analysis of constant-rate test data was performed using the software package AQTESOLV (HydroSOLVE,

2007). The Wonewoc aquifer is unconfined at the Facility site, so the Tartakovsky and Neuman (2007)





Page: 9


analytical solution for pumping tests in unconfined aquifers was fit to the data from B-3 and MW-1. The

Moench (1997) solution for pumping tests in unconfined aquifers was used for EW-1 since it includes the

effects of casing storage. AQTESOLV output is presented in Attachment 3. Test analysis results are

summarized in Table 4 below.

Table 4 – Summary of Wonewoc Pumping Test Data Analyses

Transmissivity (ft

2/day) Storativity Specific Yield

Location

ID Pumping Recovery Pumping Recovery Pumping Recovery

EW-1 433 428 4.1e-4 2.5e-5 0.20 0.16

B-3 952 1010 4.5e-3 8.6e-3 0.02 0.01

MW-1 433 532 4.9e-4 4.4e-4 0.28 0.09

Geometric Mean Transmissivity 587

Geometric Mean Storativity 6.6e-4

Geometric Mean Specific Yield 0.07

4.2 Mt. Simon Constant-Rate Test

A total of 1,059,400 gallons were pumped during the 72 hours of pumping, and the average pumping rate

was 245 gpm. Drawdown in well PW-1 at the end of the pumping phase was 53.38 feet.

Wells MW-7 and MW-8 responded to pumping in PW-1. Drawdowns in wells MW-7 and MW-8 at the end

of the pumping phase were 28.99 feet and 12.23 feet, respectively. It was concluded that MW-6 did not

respond to pumping from PW-1; this conclusion is discussed in more detail in the next section.

In contrast to the Wonewoc aquifer testing, no rainfall events occurred during the pumping period of the

Mt. Simon test. Three very minor rainfall events occurred during the recovery period but did not appear to

affect water levels in the observation wells.

Analysis of constant-rate test data was performed using the software package AQTESOLV (HydroSOLVE,

2007). Analyses were performed using both the Theis (1935) solution for pumping tests in confined

aquifers and the Hantush-Jacob (1955) solution for pumping tests in leaky confined aquifers. Better fits to

the test data were achieved using the Hantush-Jacob solution. Therefore, it was concluded that the Mt.

Simon aquifer at the Facility site is a leaky confined aquifer. AQTESOLV output is presented in Attachment

3. Test analysis results are summarized in Table 4 below.





Page: 10


Table 5 – Summary of Mt. Simon Pumping Test Data Analyses

Mt. Simon Transmissivity

(ft2/day)

Mt. Simon Storativity

Eau Claire Vertical

Hydraulic Conductivity

(ft/day)

Location

ID Pumping Recovery Pumping Recovery Pumping Recovery

PW-1 1010 1500 3.0e-3 2.1e-5 0.47 5.7e-4

MW-7 1320 1490 5.5e-5 4.1e-5 5.1e-3 1.7e-3

MW-8 1750 1790 7.0e-5 7.5e-5 1.1e-3 3.0e-4

Geometric Mean Mt. Simon Transmissivity 1450

Geometric Mean Mt. Simon Storativity 9.5e-5

Geometric Mean Eau Claire Conductivity 3.0e-3

5.0 Discussion

5.1 Wonewoc Test

The Wonewoc transmissivity estimates derived from data collected in temporary well B-3 are considerably

larger than those derived from data collected from wells EW-1 and MW-1, as shown on Table 4. The Level

Troll in well B-3 was coated with cloudy water when pulled from the well on June 23, which suggests that

well B-3 was not completely developed. Poor connection between the well and aquifer could result in

artificially low drawdowns being measured in well B-3. Smaller drawdown for a given pumping rate results

in a higher transmissivity estimate than if greater drawdown is measured in the well. The specific yield

estimates resulting from analysis of data from well B-3 also appear to be inconsistent with the specific

yield estimates obtained from the analysis of data collected in wells EW-1 and MW-1.

Based on available information, it is unclear if well EW-1 extends to the bottom of the Wonewoc

Sandstone. For the purposes of the data analysis discussed here it has been has been assumed that well

EW-1 fully penetrates the Wonewoc aquifer. Therefore, the estimated saturated thickness of the Wonewoc

aquifer at well EW-1 before the start of the aquifer testing was 47.1 feet. Using the geometric mean

transmissivity of 587 ft2/day from the constant-rate test and the estimated saturated thickness of 47.1 feet

the estimated hydraulic conductivity of the Wonewoc aquifer is 12.5 feet per day. This conductivity is

higher than the geometric mean hydraulic conductivity of 1.3 feet per day obtained using the slug test

results presented in Table 1. Hydraulic conductivity estimates based on slug tests results are often lower

than estimates based on pumping test results due to the smaller volume of aquifer tested by a slug test

compared to the volume tested by a pumping test.





Page: 11


The Level Troll in McGaver Creek recorded water level deviation referenced to the initial stage when the

sensor was first installed on June 16. Water levels in McGaver Creek did not appear to respond to

pumping at EW-1 but rose significantly during rainfall events in the late evening of June 16 and early

morning of June 18.

5.2 Geophysical Logging

The objectives of the geophysical logging of the pilot hole was to:

1) Provide additional information for identifying the contacts between the Wonewoc Sandstone and

Eau Claire Formation and between the Eau Claire Formation and the Mt. Simon Sandstone.

2) Provide information to support a a preliminary estimate of Mt. Simon transmissivity in advance of

the Mt. Simon aquifer testing.

3) Provide information to support an estimate of the transmissivity of the Eau Claire Formation.

A review of the gamma and resistivity logs in Attachment 5 suggests that the Wonewoc-Eau Claire contact

at well MW-6 is at a depth of approximately 30 feet below ground surface (bgs) and the Eau Claire-Mt.

Simon contact is at a depth of approximately 135 feet bgs. Due to noise caused by water cascading in the

pilot borehole during the flow logging, the flow logging data quality was not sufficient to allow estimates

of aquifer transmissivity.

5.3 Mt. Simon Test

The water table behavior shown on the MW-6 hydrograph (Figure M2 in Attachment 7) is complex. The

pilot hole, which was open to the Wonewoc Sandstone, Eau Claire Formation, and Mt. Simon Sandstone,

was still open when data logging began at MW-6. Water levels in MW-6 clearly responded to

development of PW-1 on July 19. The pilot hole was grouted on July 22 in advance of the Mt. Simon step-

drawdown test, and the steep rise in water level at MW-6 corresponds to when the grouting was taking

place. It appears that the Wonewoc was draining into the pilot hole and this flow path was cut off by the

pilot hole grouting, causing the Wonewoc water level to rise. Changes in water level in MW-6 on July 23

and July 26 appear to coincide with pump on/off times in PW-1 (shaded bars)., However, under close

examination these water level changes do not behave in a manner consistent with response to pumping.

For example, the water level in well MW-6 begins to rise slightly around the time when the pump in PW-1

was turned on. The water level trend in MW-6 is generally flat during the PW-1 pumping period, whereas

it would be expected to decline if responding to pumping. In addition, the water level in well MW-6

declines for a period of time after the pump in well PW-1 was turned off and then returns to a generally

stable level. Therefore, it was concluded that the water level in well MW-6 did not respond to pumping

from well PW-1 in the Mt. Simon aquifer.





Page: 12


As noted in Section 4.2, the Hantush-Jacob solution for leaky confined aquifers produced a better fit to

the data than the Theis solution for confined aquifers and so it was concluded that the Mt. Simon aquifer

is under leaky confined conditions at the Facility site. Leaky confined conditions means that vertical flow

from the overlying aquitard, in this case the Eau Claire Formation, contributes some water (generally at a

low rate relative to flow in the aquifer) to the aquifer. This has the effect of reducing the radius of

influence of a pumping well as compared to a fully confined aquifer.

Assuming the thickness of the Mt. Simon Sandstone is approximately 68 feet (top of granite at 203 feet

bgs minus the estimated depth of the top of the Mt. Simon at approximately 135 feet bgs) and dividing

the geometric mean transmissivity of 1450 ft2/day by 68 feet gives an estimated Mt. Simon hydraulic

conductivity of approximately 21 feet per day.

The Eau Claire Formation vertical hydraulic conductivity of 0.47 feet per day derived from the analysis of

the pumping period data from well PW-1 seems unrealistically high and is inconsistent with the vertical

hydraulic conductivity estimates derived from all other analyses of the Mt. Simon test data. Vertical

hydraulic conductivities on the order of 10-3

– 10-4

feet per day are often observed in shaly sandstones

such as the Eau Claire Formation.

The Level Trolls in both Bridge Creek and McGaver Creek recorded water level deviation referenced to the

initial stage in each creek when the sensors were first installed on July 16. As illustrated on Figures M6

(Bridge Creek) and M7 (McGaver Creek) in Attachment 7, a diurnal signal caused by daily variations in

plant water use is apparent in both data records. There was no discernable response to the Mt. Simon

aquifer testing in either creek.

6.0 High Capacity Well Spacing

AQTESOLV was employed to assess the spacing of high capacity supply wells on the Hermann property

and estimate maximum allowable pumping rates. As part of the permitting process for a new high

capacity well at another site, the WDNR used the Theis solution to estimate the drawdown at the nearest

municipal supply well that would occur after 30 days of continuous pumping of the proposed high

capacity well. Typically, the WDNR will target a predicted drawdown of 9 feet at the nearest municipal well

after 30 consecutive days of high capacity well pumping when determining the allowable instantaneous

pumping rate and monthly volume for a new high capacity well.

The nearest municipal well to well PW-1 is the Village of Fairchild well (Wisconsin well ID BF778) located

next to the Fairchild water tower on Main Street. This municipal well is approximately 9,700 feet southeast

of well PW-1.





Page: 13


The forward simulation feature in AQTESOLV was used with the Theis solution and the geometric mean

Mt. Simon transmissivity and storativity from the constant-rate test (Table 5) to estimate drawdown at the

nearest Village of Fairchild well after 30 days of continuous pumping. The results of the Mt. Simon

constant-rate test indicated that 250 gpm should be a sustainable long-term pumping rate for well PW-1.

After 30 days of pumping well PW-1 at 250 gpm, the estimated drawdown at well BF778 is approximately

6.5 feet.

U.S. Silica has indicated that 400 gpm is needed for Facility operations. Additional wells were added in

AQTESOLV to assess whether or not multiple high capacity wells could produce this total rate while still

meeting the WDNR’s drawdown target. Given U.S. Silica’s intent to mine a portion of the Hermann

property, locations of additional high capacity wells in the analysis were limited to the edges of the

Hermann property. A second high capacity well (Well PW-2) was assumed to be located 880 feet west of

well PW-1. This well could not be located any further west due to Wisconsin statute 281.34, which states

that high capacity wells may not be located within 1200 feet of a trout stream. Bridge Creek is a Class III

trout stream. A three-well configuration was also tested with well PW-3 located at the southwestern

corner of the Hermann property. Pumping rates in the wells were adjusted until the drawdown at well

BF778 reached 9 feet at 30 days. Table 6 below summarizes the results of this analysis:

Table 6 – Summary of Well Spacing Calculations

# of Wells Pumping Rate

per Well (gpm)

Total Pumping

Rate

(gpm)

1 250 250

2 180 360

3 120 360

The multiple well configurations were unable to produce 400 gpm without causing more than 9 feet of

drawdown at Village of Fairchild well BF778 after 30 days of continuous pumping. Due to well

interference, the 3-well system was not more productive than the 2-well system.

If additional process water is needed, the Wonewoc aquifer could be tapped to augment supply from the

Mt. Simon. Wonewoc supply wells would have to be located south of County Road RR, where the

saturated thickness of the Wonewoc aquifer is greatest. The results of the Wonewoc aquifer test suggest

that a Wonewoc well could yield approximately 50 gpm on a long term basis.

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0 900 1,800Feet

Figure 2WELL LOCATIONS

Fairchild Aquifer TestingU.S. Silica

Eau Claire County, WI

Planned Property Boundary!. Existing Wonewoc Pumping Well!> Existing Wonewoc Monitoring Well!? Wonewoc Observation Well!? Mt. Simon Observation Well$1 Mt. Simon Pumping Well") McGaver Creek Level Troll") Bridge Creek Level Troll

Creek Centerline

Discharge Location#* Mt. Simon Test#* Wonewoc Test

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

Discharge Line RouteMt. Simon TestWonewoc Test

Attachment 1

Well/Piezometer Construction and Boring Logs

Attachment 2

Slug Test and Pumping Test Data Files

Data files are on the attached CD

Attachment 3

AQTESOLV Output

Slug Test Analyses

0. 1. 2. 3. 4. 5.0.001

0.01

0.1

1.

Time (min)

Norm

alize

d Hea

d (ft/f

t)

5 FT SLUG OUTData Set: P:\...\MW-4_5ft_out.aqtDate: 06/24/14 Time: 09:42:45

PROJECT INFORMATIONCompany: Barr EngineeringClient: U.S. SilicaProject: 49/18-1014Location: Fairchild, WITest Well: MW-4Test Date: 6/23/2014

AQUIFER DATASaturated Thickness: 5.42 ft Anisotropy Ratio (Kz/Kr): 0.1

WELL DATA (MW-4)Initial Displacement: 1. ft Static Water Column Height: 5.42 ftTotal Well Penetration Depth: 10. ft Screen Length: 10. ftCasing Radius: 0.0833 ft Well Radius: 0.25 ft

Gravel Pack Porosity: 0.SOLUTION

Aquifer Model: Unconfined Solution Method: Bouwer-RiceK = 1.336 ft/day y0 = 0.216 ft

0. 0.8 1.6 2.4 3.2 4.0.01

0.1

1.

Time (min)

Norm

alize

d Hea

d (ft/f

t)

2.5 FT SLUG OUTData Set: P:\...\MW-4_2pt5ft_out.aqtDate: 06/24/14 Time: 09:41:35






0. 0.8 1.6 2.4 3.2 4.0.001

0.01

0.1

1.

Time (min)

Norm

alize

d Hea

d (ft/f

t)







0. 1. 2. 3. 4. 5.0.01

0.1

1.

Time (min)

Norm

alize

d Hea

d (ft/f

t)







0. 0.4 0.8 1.2 1.6 2.0.1

1.

Time (min)

Norm

alize

d Hea

d (ft/f

t)

2.5 FT SLUG OUTData Set: P:\...\MW-3_2pt5ft_out.aqtDate: 06/24/14 Time: 09:36:05






0. 0.4 0.8 1.2 1.6 2.0.01

0.1

1.

Time (min)

Norm

alize

d Hea

d (ft/f

t)







0. 0.6 1.2 1.8 2.4 3.0.01

0.1

1.

Time (min)

Norm

alize

d Hea

d (ft/f

t)

1 FT SLUG OUT (2)Data Set: P:\...\MW-1_1ft_out2.aqtDate: 06/24/14 Time: 09:00:35






0. 0.8 1.6 2.4 3.2 4.0.01

0.1

1.

Time (min)

Norm

alize

d Hea

d (ft/f

t)

1 FT SLUG OUT (1)Data Set: P:\...\MW-1_1ft_out1.aqtDate: 06/24/14 Time: 08:59:45



WELL DATA (MW-1)Initial Displacement: 1. ft Static Water Column Height: 5.8 ftTotal Well Penetration Depth: 5.8 ft Screen Length: 5.8 ftCasing Radius: 0.0833 ft Well Radius: 0.25 ft



Wonewoc Pumping Test Analyses

0.1 1. 10. 100. 1000. 1.0E+41.0E-5

1.0E-4

0.001

0.01

0.1

1.

Agarwal Equivalent Time (min)

Reco

very

(ft)

WELL TEST ANALYSISData Set: P:\...\ConstRate_MW-1_TarNeu_Recovery.aqtDate: 08/14/14 Time: 09:17:22

PROJECT INFORMATIONCompany: Barr EngineeringClient: U.S. SilicaProject: 49/18-1014Location: Fairchild, WITest Well: EW-1Test Date: 6/17/2014


WELL DATAPumping Wells

Well Name X (ft) Y (ft)EW-1 0 0

Observation WellsWell Name X (ft) Y (ft)

MW-1 317.26 -311.02SOLUTION

Aquifer Model: Unconfined Solution Method: Tartakovsky-NeumanT = 532.4 ft2/day S = 0.0004366Sy = 0.09 Kz/Kr = 0.1kD = 0.1029

0.01 0.1 1. 10. 100. 1000. 1.0E+41.0E-5

1.0E-4

0.001

0.01

0.1

1.

Time (min)

Displa

ceme

nt (ft)

WELL TEST ANALYSISData Set: P:\...\ConstRate_MW-1_TarNeu_Pumping.aqtDate: 08/14/14 Time: 09:16:54






MW-1 317.26 -311.02SOLUTION


0.01 0.1 1. 10. 100. 1000. 1.0E+40.1

1.

10.

100.


Reco

very

(ft)

WELL TEST ANALYSISData Set: P:\...\ConstRate_EW-1_Moench_Recovery.aqtDate: 08/14/14 Time: 09:14:45






EW-1 0 0SOLUTION

Aquifer Model: Unconfined Solution Method: MoenchT = 428.4 ft2/day S = 2.507E-5Sy = 0.1638 ß = 2.77E-6Sw = 0. r(w) = 0.25 ftr(c) = 0.25 ft alpha = 1.0E+30 min-1

0.01 0.1 1. 10. 100. 1000. 1.0E+41.

10.

100.

Time (min)

Displa

ceme

nt (ft)

WELL TEST ANALYSISData Set: P:\...\ConstRate_EW-1_Moench_Pumping.aqtDate: 08/14/14 Time: 09:13:50






EW-1 0 0SOLUTION

Aquifer Model: Unconfined Solution Method: MoenchT = 432.5 ft2/day S = 0.0004058Sy = 0.1973 ß = 2.77E-6Sw = 0. r(w) = 0.25 ftr(c) = 0.25 ft alpha = 1.0E+30 min-1

0.01 0.1 1. 10. 100. 1000. 1.0E+40.001

0.01

0.1

1.

10.


Reco

very

(ft)

WELL TEST ANALYSISData Set: P:\...\ConstRate_B-3_TarNeu_Recovery.aqtDate: 08/14/14 Time: 09:16:14






B-3 6.23 -24.28SOLUTION


0.001 0.01 0.1 1. 10. 100. 1000. 1.0E+40.001

0.01

0.1

1.

10.

Time (min)

Displa

ceme

nt (ft)

WELL TEST ANALYSISData Set: P:\...\ConstRate_B-3_TarNeu_Pumping.aqtDate: 08/14/14 Time: 09:15:08






B-3 6.23 -24.28SOLUTION


Mt. Simon Pumping Test Analyses

0.1 1. 10. 100. 1000. 1.0E+40.01

0.1

1.

10.

100.


Reco

very

(ft)

WELL TEST ANALYSISData Set: P:\...\PW-1_recovery_HJ.aqtDate: 08/14/14 Time: 09:24:26

PROJECT INFORMATIONCompany: Barr EngineeringClient: U.S. SilicaProject: 49/18-1014Location: Fairchild, WITest Well: PW-1Test Date: 7/23/2014


Well Name X (ft) Y (ft)PW-1 0 0


PW-1 0 0MW-7 -36.85 2.62MW-8 -612.52 -158.37

SOLUTIONAquifer Model: Leaky Solution Method: Hantush-JacobT = 1501.9 ft2/day S = 2.095E-51/B = 5.759E-5 ft-1 Kz/Kr = 0.1b = 58. ft

0.1 1. 10. 100. 1000. 1.0E+40.01

0.1

1.

10.

100.

Time (min)

Displa

ceme

nt (ft)

WELL TEST ANALYSISData Set: P:\...\PW-1_pumping_HJ.aqtDate: 08/14/14 Time: 09:23:25





PW-1 0 0MW-7 -36.85 2.62MW-8 -612.52 -158.37

SOLUTIONAquifer Model: Leaky Solution Method: Hantush-JacobT = 1012. ft2/day S = 0.0029841/B = 0.001999 ft-1 Kz/Kr = 0.1b = 58. ft

0.1 1. 10. 100. 1000. 1.0E+40.01

0.1

1.

10.

100.


Reco

very

(ft)

WELL TEST ANALYSISData Set: P:\...\MW-8_recovery_HJ.aqtDate: 08/14/14 Time: 09:28:15





MW-7 -36.85 2.62MW-8 -612.52 -158.37MW-6 -36.19 -7.03


0.1 1. 10. 100. 1000. 1.0E+40.01

0.1

1.

10.

100.

Time (min)

Displa

ceme

nt (ft)

WELL TEST ANALYSISData Set: P:\...\MW-8_pumping_HJ.aqtDate: 08/14/14 Time: 09:27:41





MW-7 -36.85 2.62MW-8 -612.52 -158.37MW-6 -36.19 -7.03


0.1 1. 10. 100. 1000. 1.0E+40.01

0.1

1.

10.

100.


Reco

very

(ft)

WELL TEST ANALYSISData Set: P:\...\MW-7_recovery_HJ.aqtDate: 08/14/14 Time: 09:27:09





MW-7 -36.85 2.62MW-8 -612.52 -158.37MW-6 -36.19 -7.03

SOLUTIONAquifer Model: Leaky Solution Method: Hantush-JacobT = 1488.6 ft2/day S = 4.06E-51/B = 0.0001006 ft-1 Kz/Kr = 0.1b = 58. ft

0.1 1. 10. 100. 1000. 1.0E+40.01

0.1

1.

10.

100.

Time (min)

Displa

ceme

nt (ft)

WELL TEST ANALYSISData Set: P:\...\MW-7_pumping_HJ.aqtDate: 08/14/14 Time: 09:25:48





MW-7 -36.85 2.62MW-8 -612.52 -158.37MW-6 -36.19 -7.03

SOLUTIONAquifer Model: Leaky Solution Method: Hantush-JacobT = 1322.5 ft2/day S = 5.452E-51/B = 0.0001835 ft-1 Kz/Kr = 0.1b = 58. ft

Attachment 4

Short Duration Discharge Permits, Discharge Location Photographs,

and Wastewater Discharge Monitoring Reports

RE Short Duration Discharge - Fairchild Site_6-11-14.txt[8/20/2014 5:08:46 PM]

From: onty, Tom P - DNR <[email protected]>Sent: ednesday, June 11, 2014 9:11 AMTo: ohn GreerCc: oe BernsSubject: E: Short Duration Discharge - Fairchild Site

Dear Mr. Greer:

A ‘Short Duration Discharge General Permit’ was issued to U.S. Silica Company on June 5, 2014. As per your e-mail (below) and attachment, U.S. Silica is approved to conduct a second pumping test under the coverage of the June 5th Short Duration permit, subject to all the conditions and limitations of that GP. Sampling and reporting to the Department is as described in the previous approval.

I would also advise that a person observe, at least once, the flowing water to from the discharge point to the tributary to Bridge Creek so as to confirm that erosion is not occurring due to the well water discharge.

If you have any questions about this approval, please contact me at; (715) 839-3776, e-mail: [email protected]

From: John Greer [mailto:[email protected]] Sent: Tuesday, June 10, 2014 5:05 PM To: Ponty, Tom P - DNR Cc: Joe Berns Subject: Short Duration Discharge - Fairchild Site

Tom,

As you know, U.S. Silica’s application for a Short Duration Discharge Permit for an aquifer test to be conducted at their site in the Town of Fairchild was approved by the WDNR on June 5, 2014. Per the discharge permit application, the discharge point for this aquifer test will be in a ditch on the south side of County Road RR.

As we discussed during our phone call earlier today, a second aquifer test is being planned for the Fairchild site. The proposed discharge point for this second aquifer test is in a tributary to Bridge Creek. As shown on the attached figure, the proposed discharge location for this second aquifer test is located approximately 1,900 feet north of County Road RR and approximately 600 feet north-northwest of the proposed pumping well location. Erosion control will be installed at the end of the discharge line to prevent erosion at the point of discharge. For this test, groundwater will be pumped from a well that will be installed in the Mt. Simon Sandstone aquifer. It is anticipated that the aquifer is under confined conditions. Total test duration will be four days (one day of discharge from a step-drawdown test followed by three days of discharge from a constant rate test). Anticipated average daily flow for the test is 288,000 gallons per day. No additives will be used during the pumping test and discharge will consist solely of groundwater pumped during the test. On behalf of U.S. Silica, this email is a request for discharge from the second aquifer test to be allowed under the Short Duration Discharge Permit issued to U.S. Silica on June 5.

Please let me know if you have any questions or if you need additional information.


John Greer, CPG, PG Senior Hydrogeologist Minneapolis office: 952.832.2691 cell: 612.219.2916 [email protected] www.barr.com


From: onty, Tom P - DNR <[email protected]>Sent: hursday, June 19, 2014 4:15 PMTo: ohn GreerCc: oe BernsSubject: E: Short Duration Discharge - Fairchild Site

Mr. Greer:

This request to modify the test well location and discharge route is approved, subject to all the previously enumerated conditions.If there are subsequent changes, please proceed as you have in this instance and request approval.

From: John Greer [mailto:[email protected]] Sent: Wednesday, June 18, 2014 4:01 PM To: Ponty, Tom P - DNR Cc: Joe Berns Subject: RE: Short Duration Discharge - Fairchild Site

Tom,

As we previously discussed and is documented in the email string below, U.S. Silica is planning a second pumping test at their site in the Town of Fairchild. Per your June 11, 2014 email copied below, the discharge from this second pumping test is subject to the conditions of the Short Duration Discharge General Permit issued to U.S. Silica on June 5, 2014.

Due to some last minute difficulties regarding access approval from the owner of the property where we planned to construct the wells for the second aquifer test at the Fairchild site we have had to modify the planned well locations (see the attached map). The new well locations will necessitate a different discharge route to Bridge Creek than that described in my June 10 email below. Our revised plan is to run a discharge line along the path shown on the attached figure approximately 1,800 feet to a culvert under Center Road. Erosion control will be placed at the end of the discharge line. The culvert outlets to an existing drainage that flows to Bridge Creek. All other proposed test details are as described in my June 10 email to you. On behalf of U.S. Silica, this email is a request to confirm that the WDNR approval for discharge from the second aquifer test at the Fairchild site to be done under the conditions of the Short Duration Discharge Permit issued to U.S. Silica on June 5 is not affected by the well and discharge location modifications.


From: Ponty, Tom P - DNR [mailto:[email protected]] Sent: Wednesday, June 11, 2014 9:11 AM


To: John Greer Cc: Joe Berns Subject: RE: Short Duration Discharge - Fairchild Site

Dear Mr. Greer:

A ‘Short Duration Discharge General Permit’ was issued to U.S. Silica Company on June 5, 2014. As per your e-mail (below) and attachment, U.S. Silica is approved to conduct a second pumping test under the coverage of the June 5th Short Duration permit, subject to all the conditions and limitations of that GP. Sampling and reporting to the Department is as described in the previous approval.

I would also advise that a person observe, at least once, the flowing water to from the discharge point to the tributary to Bridge Creek so as to confirm that erosion is not occurring due to the well water discharge.

If you have any questions about this approval, please contact me at; (715) 839-3776, e-mail: [email protected]

From: John Greer [mailto:[email protected]] Sent: Tuesday, June 10, 2014 5:05 PM To: Ponty, Tom P - DNR Cc: Joe Berns Subject: Short Duration Discharge - Fairchild Site

Tom,

As you know, U.S. Silica’s application for a Short Duration Discharge Permit for an aquifer test to be conducted at their site in the Town of Fairchild was approved by the WDNR on June 5, 2014. Per the discharge permit application, the discharge point for this aquifer test will be in a ditch on the south side of County Road RR.

As we discussed during our phone call earlier today, a second aquifer test is being planned for the Fairchild site. The proposed discharge point for this second aquifer test is in a tributary to Bridge Creek. As shown on the attached figure, the proposed discharge location for this second aquifer test is located approximately 1,900 feet north of County Road RR and approximately 600 feet north-northwest of the proposed pumping well location. Erosion control will be installed at the end of the discharge line to prevent erosion at the point of discharge. For this test, groundwater will be pumped from a well that will be installed in the Mt. Simon Sandstone aquifer. It is anticipated that the aquifer is under confined conditions. Total test duration will be four days (one day of discharge from a step-drawdown test followed by three days of discharge from a constant rate test). Anticipated average daily flow for the test is 288,000 gallons per day. No additives will be used during the pumping test and discharge will consist solely of groundwater pumped during the test. On behalf of U.S. Silica, this email is a request for discharge from the second aquifer test to be allowed under the Short Duration Discharge Permit issued to U.S. Silica on June 5.

Please let me know if you have any questions or if you need additional information.



Attachment 5

Geophysical Borehole Logging

Fairchild, WI PW-1 Standard Logs

Depth1ft:100ft

Gamma0 200cps

SP-100 100mV

Current0 30mA

SPR0 1000Ohm

R80 1000Ohm-m

R160 1000Ohm-m

R320 2000Ohm-m

Caliper5 8in

Temperature0 10deg C

FRes50 150Ohm-m

FCond50 150uS/cm

FCond 25'C100 300uS/cm

10.0

15.0

20.0

25.0

30.0

35.0

40.0

45.0

50.0

55.0

60.0

65.0

70.0

75.0

80.0

85.0

90.0

95.0

100.0

105.0

110.0

115.0

120.0

125 0Page 1

Depth1ft:100ft

Gamma0 200cps

SP-100 100mV

Current0 30mA

SPR0 1000Ohm

R80 1000Ohm-m

R160 1000Ohm-m

R320 2000Ohm-m

Caliper5 8in

Temperature0 10deg C

FRes50 150Ohm-m

FCond50 150uS/cm

FCond 25'C100 300uS/cm

125.0

130.0

135.0

140.0

145.0

150.0

155.0

160.0

165.0

170.0

175.0

180.0

185.0

190.0

195.0

200.0

205.0

Page 2

PW-1 Static Heat Pulse, Fairchild, WI

All Flow Values

Depth Acq. Time Pick Time Flow Average

ft s Gal./min. Gal/min

44.9982 1/7/2014 12:21 14.888 -0.0229584 -0.018955833

44.9982 1/7/2014 12:24 18.4987 -0.0183629

44.9982 1/7/2014 12:27 21.7661 -0.0155462

49.9952 1/7/2014 12:32 23.3747 -0.0144545 -0.012885533

49.9952 1/7/2014 12:38 28.7534 -0.0117057

49.9952 1/7/2014 12:40 26.9638 -0.0124964

55.0037 1/7/2014 12:44 18.8204 -0.0180411 -0.014881467

55.0037 1/7/2014 12:49 23.9075 -0.0141259

55.0037 1/7/2014 12:52 27.004 -0.0124774

59.9994 1/7/2014 13:00 18.4584 -0.0184039 -0.020618067

59.9994 1/7/2014 13:02 12.6273 -0.0272224

59.9994 1/7/2014 13:04 20.8713 -0.0162279

70.0035 1/7/2014 13:13 23.5456 0.010244 -0.0050034

70.0035 1/7/2014 13:15 25.3753 -0.0132934

70.0035 1/7/2014 13:16 28.1501 -0.0119608

80.2084 1/7/2014 13:21 29.7788 -0.0112961 -0.011369567

80.2084 1/7/2014 13:23 29.7185 -0.0113194

80.2084 1/7/2014 13:25 29.2761 -0.0114932

90.0029 1/7/2014 13:35 29.8391 -0.0112729 -0.017046533

90.0029 1/7/2014 13:37 29.1756 -0.0115335

90.0029 1/7/2014 13:41 12.15 -0.0283332

100.004 1/7/2014 13:48 29.6582 -0.0113428 -0.004854253

100.004 1/7/2014 13:50 29.7386 -0.0113116

100.004 1/7/2014 13:51 29.3968 0.00809164

110.028 1/7/2014 13:56 29.2359 0.00813868 -0.004872607

110.028 1/7/2014 13:57 29.6783 -0.011335

110.028 1/7/2014 13:59 29.4571 -0.0114215

120.001 1/7/2014 14:04 29.7386 0.00799345 0.001508947

120.001 1/7/2014 14:05 29.819 0.00797069

120.001 1/7/2014 14:06 29.4169 -0.0114373

129.998 1/7/2014 14:11 29.5777 -0.0113741 0.00155479

129.998 1/7/2014 14:12 29.5979 0.00803359

129.998 1/7/2014 14:13 29.6984 0.00800488

140.001 1/7/2014 14:17 29.6381 0.00802208 0.008039383

140.001 1/7/2014 14:18 29.5174 0.00805671

140.001 1/7/2014 14:19 29.5777 0.00803936

149.998 1/7/2014 14:23 29.8995 0.00794806 0.00801471

149.998 1/7/2014 14:25 29.5174 0.00805671

149.998 1/7/2014 14:26 29.5777 0.00803936

160.023 1/7/2014 14:30 29.5777 -0.0113741 0.0015937

160.023 1/7/2014 14:31 29.2158 0.0081446

160.023 1/7/2014 14:32 29.6783 0.0080106

PW-1 Static Heat Pulse, Fairchild, WI

All Flow Values


ft s Gal./min. Gal/min

170 1/7/2014 14:36 29.8995 0.00794806 0.001643407

170 1/7/2014 14:39 29.7185 -0.0113194

170 1/7/2014 14:40 28.693 0.00830156

180.006 1/7/2014 14:44 29.4772 0.00806832 -0.00491436

180.006 1/7/2014 14:47 29.5777 -0.0113741

180.006 1/7/2014 14:49 29.4169 -0.0114373

189.996 1/7/2014 14:54 20.3485 0.0119827 0.012056283

189.996 1/7/2014 14:56 16.6287 0.0149238

189.996 1/7/2014 15:01 25.878 0.00926235

200 1/7/2014 15:07 0.764075 -0.709652 -0.645077333

200 1/7/2014 15:09 0.85 -0.61279

200 1/7/2014 15:10 0.85 -0.61279

Note: average is calculated using all 3 value readings for each depth

PW-1 Dynamic Heat Pulse, Fairchild, WI

All Flow Values


ft s Gal./min. Gal./min.

50.0195 2/7/2014 12:42 24.8492 0.00967121 0.001475337

50.0195 2/7/2014 12:43 22.7547 0.0106256

50.0195 2/7/2014 12:48 21.3304 -0.0158708

59.9968 2/7/2014 12:55 24.8324 -0.0135896 -0.00585221

59.9968 2/7/2014 12:56 24.4471 -0.013808

59.9968 2/7/2014 12:57 24.4471 0.00984097

70.1403 2/7/2014 13:07 24.6649 0.00974829 -0.005924103

70.1403 2/7/2014 13:08 24.4135 -0.0138274

70.1403 2/7/2014 13:09 24.6481 -0.0136932

80.0141 2/7/2014 13:33 24.5979 -0.0137217 -0.004924433

80.0141 2/7/2014 13:34 18.1635 0.0135524

80.0141 2/7/2014 13:36 23.1401 -0.014604

90.0131 2/7/2014 13:40 24.933 -0.0135338 -0.006388473

90.0131 2/7/2014 13:41 24.7487 -0.0136365

90.0131 2/7/2014 13:43 29.6984 0.00800488

100.043 2/7/2014 13:50 29.0751 0.00818627 0.001664393

100.043 2/7/2014 13:51 29.5174 0.00805671

100.043 2/7/2014 13:52 29.8995 -0.0112498

109.998 2/7/2014 13:55 29.6381 0.00802208 0.000991537

109.998 2/7/2014 13:56 29.5576 0.00804513

109.998 2/7/2014 13:58 25.7574 -0.0130926

120.035 2/7/2014 14:01 28.9946 -0.0116066 0.0019373

120.035 2/7/2014 14:03 26.1997 0.00914148

120.035 2/7/2014 14:04 28.7735 0.00827702

130.017 2/7/2014 14:13 29.3767 0.00809749 0.00814374

130.017 2/7/2014 14:15 29.5174 0.00805671

130.017 2/7/2014 14:17 28.7735 0.00827702

140.007 2/7/2014 14:20 29.4169 0.00808579 0.00820204

140.007 2/7/2014 14:21 28.4718 0.0083698

140.008 2/7/2014 14:23 29.1957 0.00815053

150.368 2/7/2014 14:29 28.4316 -0.0118404 -0.00474831

150.368 2/7/2014 14:30 26.059 0.00919397

150.368 2/7/2014 14:33 29.0147 -0.0115985

160.008 2/7/2014 14:41 24.6917 -0.0136686 -0.005572273

160.008 2/7/2014 14:42 27.1046 0.00881778

160.008 2/7/2014 14:44 28.3713 -0.011866

170.38 2/7/2014 14:50 29.4973 0.00806251 -0.005278397

170.38 2/7/2014 14:52 27.4062 -0.0122911

170.38 2/7/2014 14:53 28.9946 -0.0116066

180.015 2/7/2014 14:56 29.8592 -0.0112652 -0.00497664

180.015 2/7/2014 14:58 26.9638 -0.0124964

180.015 2/7/2014 15:00 27.0643 0.00883168

PW-1 Dynamic Heat Pulse, Fairchild, WI

All Flow Values


ft s Gal./min. Gal./min.

190.019 2/7/2014 15:06 15.9853 -0.021336 -0.008706967

190.019 2/7/2014 15:09 20.7507 -0.0163244

190.019 2/7/2014 15:10 21.0724 0.0115395

200.055 2/7/2014 15:13 2.55 -0.154614 -0.153466667

200.055 2/7/2014 15:14 2.6 -0.151172

200.055 2/7/2014 15:15 2.55 -0.154614

Note: average is calculated using all 3 value readings for each depth

Attachment 6

Well Construction Summary Table

Table 1

Well Construction Details

Fairchild Site

Fairchild, Wisconsin

Groundwater

Total Riser Casing Open Hole Depth to

Northing Easting Depth Inverval Interval Interval Water2

(meters) (Meters) (ft below TOR) (Black Steel) (ft bgs) (ft below TOR)

Wonewoc 4942065.4 658834.1 30.5 5 PVC 2.02' ags -20'

bgs

2.35' ags -

15.74' bgs 20-30.5 11.83

Mt. Simon 4942068.3 658833.8 204.6 5 PVC 0.83' ags -

160.75' bgs

1' ags -

17.85' bgs 160 - 204.6 37.58

Mt. Simon 4942012.8 658660.3 208 5 PVC 2.53' ags -

159' bgs

2.71' ags -

12.37' bgs 159 - 208 37.13

PW-1 Mt. Simon 4942068.0 658845.1 204 5 PVC 3.59' ags -

145' bgs no casing 145 - 204 41.63

Mt. Simon 4942066.2 658842.6 207 6 N/A no riser 2.65' ags -15'

bgs 15-207 22.75

Notes:1 UTM15 NAD83 datum

2 Depth to water measured between 7/22/2014 and 7/29/2014

3 Pilot Hole-1 was abandoned on July 23, 2014

MSL - Mean sea level

bgs - Below ground surface

TOR - Top of Riser

Pilot Hole-1 3

Construction Details

Diameter

(inches)

UTM Coordinates1

Riser

Material

MW-6

MW-7

MW-8

Well

Screen/Open

Hole Unit

Placement

P:\Mpls\49 WI\18\49181014 U.S. Silica Fairchild Permit\WorkFiles\Aquifer Testing\Memo Attachments\Attachment 6 - Well Construction Summary Table\Well Construction Details.xlsx

Attachment 7

Hydrographs

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Figure W6

McGaver Creek Water LevelsWonewoc Pumping TestFairchild Groundwater

U.S. SilicaP:\Mpls\49 WI\18\49181014 U.S. Silica Fairchild Permit\WorkFiles\Aquifer Testing\Wonewoc\Data and Analysis\Pumping Test\Hydrographs\McGaver Creek.grf

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Figure W5

MW-4 Water LevelsWonewoc Pumping TestFairchild Groundwater

U.S. SilicaP:\Mpls\49 WI\18\49181014 U.S. Silica Fairchild Permit\WorkFiles\Aquifer Testing\Wonewoc\Data and Analysis\Pumping Test\Hydrographs\MW-4.grf

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Figure W4



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Figure W3



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Figure W2

B-3 Water LevelsWonewoc Pumping TestFairchild Groundwater

U.S. SilicaP:\Mpls\49 WI\18\49181014 U.S. Silica Fairchild Permit\WorkFiles\Aquifer Testing\Wonewoc\Data and Analysis\Pumping Test\Hydrographs\B-3.grf

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Figure W1

EW-1 Water LevelsWonewoc Pumping TestFairchild Groundwater

U.S. SilicaP:\Mpls\49 WI\18\49181014 U.S. Silica Fairchild Permit\WorkFiles\Aquifer Testing\Wonewoc\Data and Analysis\Pumping Test\Hydrographs\EW-1.grf

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Figure M7

McGaver Creek Water LevelsMt. Simon Pumping TestFairchild Groundwater

U.S. SilicaP:\Mpls\49 WI\18\49181014 U.S. Silica Fairchild Permit\WorkFiles\Aquifer Testing\Mt. Simon\Data and Analysis\Hydrographs\McGaver Creek.grf

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Figure M6

Bridge Creek Water LevelsMt. Simon Pumping TestFairchild Groundwater

U.S. SilicaP:\Mpls\49 WI\18\49181014 U.S. Silica Fairchild Permit\WorkFiles\Aquifer Testing\Mt. Simon\Data and Analysis\Hydrographs\Bridge Creek.grf

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Figure M5

EW-1 Water LevelsMt. Simon Pumping TestFairchild Groundwater

U.S. SilicaP:\Mpls\49 WI\18\49181014 U.S. Silica Fairchild Permit\WorkFiles\Aquifer Testing\Mt. Simon\Data and Analysis\Hydrographs\EW-1.grf

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Figure M4

MW-8 Water LevelsMt. Simon Pumping TestFairchild Groundwater

U.S. SilicaP:\Mpls\49 WI\18\49181014 U.S. Silica Fairchild Permit\WorkFiles\Aquifer Testing\Mt. Simon\Data and Analysis\Hydrographs\MW-8.grf

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0.02

0.04

0.06

0.08

0.1

Pre

cip

itat

ion

Rat

e (i

n/h

r)

6664626058565452504846444240383634

Dep

th t

o W

ater

fro

m T

op

of

Ris

er (

ft)

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Figure M3



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100200300

Pu

mp

ing

Rat

e (g

pm

)

PW-1 Development

0

0.02

0.04

0.06

0.08

0.1

Pre

cip

itat

ion

Rat

e (i

n/h

r)

14.5

14

13.5

13

12.5

12

11.5D

epth

to

Wat

er f

rom

To

p o

f R

iser

(ft

)

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Figure M2



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Pu

mp

ing

Rat

e (g

pm

)

PW-1 Development

Pilot Hole Grouting

0

0.02

0.04

0.06

0.08

0.1

Pre

cip

itat

ion

Rat

e (i

n/h

r)

10095908580757065605550454035

Dep

th t

o W

ater

fro

m T

op

of

Ris

er (

ft)

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Figure M1

PW-1 Water LevelsMt. Simon Pumping TestFairchild Groundwater

U.S. SilicaP:\Mpls\49 WI\18\49181014 U.S. Silica Fairchild Permit\WorkFiles\Aquifer Testing\Mt. Simon\Data and Analysis\Hydrographs\PW-1.grf

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Pu

mp

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Rat

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Documents

SEH EW-1 Pumping Test - Eau Claire County