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FINAL REPORT

NEWCASTLE MADISON WELL Level II Project

Submitted To:

City of Newcastle 10 W. Warwick

Newcastle, WY 82701 (307) 7 46-3535

www.newcastlewyoming.org

&

Wyoming Water Development Commission 6920 Yellowtail Road

Cheyenne, Wyoming 82002 (307) 777-7626

http://wwdc.state.wy.us

Prepared By:

October 2017

i

NEWCASTLE MADISON WELL PROJECT TABLE OF CONTENTS

SECTION 1 - INTRODUCTION ....................................................................................... 1

1.1 Background ................................................................................................ 1 1.2 Previous Studies ........................................................................................ 3 1.3 Location ..................................................................................................... 5 1.4 Pre-Drilling Hydrogeologic Review ............................................................ 5 1.4.1 Well Site A ....................................................................................... 9 1.4.2 Well Site B ..................................................................................... 10 1.4.3 Well Site C ..................................................................................... 10 1.4.4 Well Site D ..................................................................................... 11 1.4.5 Well Site E ..................................................................................... 12 1.4.6 Conclusion ..................................................................................... 13 1.5 Post-Drilling Hydrogeologic Summary ..................................................... 14

SECTION 2 - WELL DRILLING, CONSTRUCTION, AND DEVELOPMENT ............... 17

2.1 Introduction .............................................................................................. 17 2.2 Design ...................................................................................................... 17 2.3 Permitting ................................................................................................. 19 2.4 Well Construction ..................................................................................... 20 2.5 Acid Stimulation ....................................................................................... 25

SECTION 3 - WELL AND AQUIFER TESTING ........................................................... 31

3.1 Introduction .............................................................................................. 31 3.2 Step Test ................................................................................................. 31 3.3 Constant Discharge Drawdown Test ....................................................... 34 3.4 Recovery Tests ........................................................................................ 45 3.5 Summary ................................................................................................. 46

SECTION 4 - WATER QUALITY .................................................................................. 48

4.1 Water Quality ........................................................................................... 48 SECTION 5 - CONCEPTUAL DESIGN - COST ESTIMATES ...................................... 54

5.1 Conceptual Design .................................................................................. 54 5.1.1 Alternative No. 1 (Tie-In Well No. 5) .............................................. 54 5.1.2 Alternative No. 2 (Horton Family Partnership Pipeline) .................. 55 5.1.3 Alternative No. 3 (Install Wye Strainer) .......................................... 56 5.1.4 Alternative No. 4 (Modification to Pump Station) ........................... 57 5.1.5 Alternative No. 5 (Replace Well No. 1 and No. 4 Pipelines) .......... 60 5.2 Geotechnical Analysis.............................................................................. 60 5.3 Cost Estimates ......................................................................................... 62

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5.4 Preferred Alternatives .............................................................................. 68 5.5 Funding Agencies .................................................................................... 68 5.6 Project Financing ..................................................................................... 71 5.7 End Cost to Users .................................................................................... 74 5.8 System Operating and Maintenance Plan ................................................ 74 5.9 Required Permits ..................................................................................... 76

SECTION 6 - ECONOMIC ANALYSIS AND WATER SYSTEM FINANCING .............. 77 6.1 Introduction .............................................................................................. 77 6.2 Analysis of Revenues and Expenses ...................................................... 77 6.3 Revenues ................................................................................................ 79 6.3.1 User Types ................................................................................. 79 6.3.2 Existing Rate Structure ............................................................... 79 6.4 Water System Expenses ......................................................................... 80 6.4.1 Emergency Fund ........................................................................ 81 6.4.2 Obsolescence Sinking Fund ....................................................... 81 6.5 Water Accounting .................................................................................... 81 6.5.1 Measurement ............................................................................. 81 6.5.2 Water Losses ............................................................................. 81 6.6 Recommendations................................................................................... 81 6.6.1 Budgeting Approach ................................................................... 81 6.6.2 Water Rates ................................................................................. 8

LIST OF TABLES Table Page No. 2-1 Newcastle Well No. 5 Well Summary ................................................................ 30 3-1 Newcastle Well No. 5 Step Test Results ............................................................ 33 3-2 Barometric Pressure Readings – Mondell Field Airport, Newcastle, Wyoming ... 35 4-1 Water Samples Comparison with EPA Drinking Water Standards ..................... 51 5-1 Pump Dimension Table ...................................................................................... 58 5-2 Cost Estimate - Project Alternatives Eligible for WWDC Funding in 2018 .......... 63 5-3 Cost Estimate - Project Alternatives Not Eligible for WWDC Funding ................ 65 5-4 Cost Estimate - Project Alternatives Modification to Existing Pump Station ....... 66 5-5 Newcastle No. 5 Well Cost ................................................................................. 67 5-6 Newcastle Water System Equivalent Dwelling Units .......................................... 71 5-7 WWDC Eligible and Alternative No. 2 Conceptual Designs Financing Options .. 72 6-1 Newcastle, FY Water Revenues ......................................................................... 78 6-2 Newcastle Water Costs ...................................................................................... 78 6-3 Summary of Water System O & M Expenses ..................................................... 80

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LIST OF FIGURES Figure Page No. 1-1 Newcastle Area Madison Wells Location Map .......................................................... 2 1-2 Newcastle Area Madison Wells Aerial View Location Map ....................................... 3 1-3 Newcastle Well No. 5 Location Map ......................................................................... 5 1-4 Pre-Well No. 5 Drilling Structural Cross-Section .............................. Following Page 5 1-5 Newcastle Area Structure Contour Map ................................................................... 6 1-6 Madison Aquifer Potentiometric Surface Map (USGS) ............................................. 7 1-7 Madison Aquifer Potentiometric Surface Map (Immediate Newcastle Well Area) ..... 8 1-8 Proposed Alternative Newcastle Madison Well Locations Map (Topo Background) . 9 1-9 Proposed Alt. Newcastle Madison Well Locations Map (Geology Background) ..... 10 1-10 Proposed Alternative Newcastle Madison Well Site “C” (Aerial Photo) ................. 11 1-11 Proposed Alternative Newcastle Madison Well Site “D” (Aerial Photo) ................. 12 1-12 Proposed Alternative Newcastle Madison Well Site “E” (Aerial Photo) ................. 13 1-13 Structure Map – Top of Madison (Post Drilling of Well No. 5) ............................... 15 1-14 Post-Drilling of Well No. 5 - Structural Cross-Section .................. Following Page 15 1-15 Madison Aquifer Potentiometric Surface Map (Post Well No. 5) ........................... 16 2-1 Newcastle Well No. 5 Well-Head Configuration ...................................................... 18 2-2 Newcastle Well No. 5 Post-Acid Stimulation Flowback Water Quality .................... 28 2-3 Impact to Newcastle No. 1 Well From Acid Stimulation of Well No. 5 .................... 29 2-4 Newcastle Well No. 5 “As-Built” Diagram ...................................... Following Page 30 3-1 Newcastle Well No. 5 Step Test Chart.................................................................... 32 3-2 Newcastle Well No. 5 Specific Capacity Chart ....................................................... 33 3-3 Newcastle Well No. 5 Flow Test Linear Diagnostic Test Chart ............................... 36 3-4 Newcastle Well No. 5 Flow Test Bilinear Diagnostic Test Chart ............................. 36 3-5 Newcastle Well No. 5 Cooper-Jacob Plot ............................................................... 37 3-6 Newcastle Well No. 1 Cooper-Jacob Plot ............................................................... 37 3-7 Newcastle Well No. 4 Cooper-Jacob Plot ............................................................... 38 3-8 Newcastle Well No. 5 Theis Curve Analysis Plot .................................................... 39 3-9 Newcastle Well No. 1 Theis Curve Analysis Plot .................................................... 39 3-10 Newcastle Well No. 4 Theis Curve Analysis Plot .................................................. 40 3-11 Newcastle Well No. 5 Hantush-Jacob Leaky Confined Aquifer Analysis Plot ....... 41 3-12 Newcastle Well No. 1 Hantush-Jacob Leaky Confined Aquifer Analysis Plot ....... 41 3-13 Newcastle Well No. 4 Hantush-Jacob Leaky Confined Aquifer Analysis Plot ....... 42 3-14 Newcastle Well No. 5 Hantush-Jacob Derivative Time Plot .................................. 43 3-15 Newcastle Well No. 5 Moench Double Porosity Derivative Time Plot ................... 43 3-16 Newcastle Well No. 1 Hantush-Jacob Derivative Time Plot .................................. 44 3-17 Newcastle Well No. 4 Hantush-Jacob Derivative Time Plot .................................. 45 3-18 Newcastle Well No. 5 Long Term Constant Drawdown Recovery Test Plot ......... 46 4-1 Recorded Water Quality During Flow Test Chart (Temperature vs pH) .................. 48 4-2 Recorded Water Quality During Flow Test Chart (Temperature vs Conductivity) ... 48 4-3 Water Quality During Step Test Chart (Temperature vs pH) .................................. 49 4-4 Water Quality During Step Test Chart (Temperature vs Conductivity) .................... 49

iv

4-5 Newcastle Area Wells – Piper Diagram of Water Quality ........................................ 50 5-1 Proposed Alternative No. 1 Map ............................................................................. 54 5-2 Proposed Alternative No. 2 Map ............................................................................. 56 5-3 End Suction Close Coupled Pump Dimension Diagram ......................................... 58 5-4 Proposed Alternative No. 5 Map ............................................................................. 61 APPENDICES Appendix A References Appendix B Well History Appendix C Penetration Rates Appendix D Bit Record/Borehole Deviation Record Appendix E Lithology Appendix F Water Quality Appendix G Aquifer Test Data Appendix H Permits Appendix I Geotech Report Appendix J Alternative Design sheets for the City of Newcastle, Wyoming Well

House #5 and Water Supply System Pocket Geophysical Logs

1

SECTION 1 Introduction

1.1 Background

The City of Newcastle’s water supply system is sourced by four (4) Madison Aquifer wells (Newcastle Well Nos. 1, 2, 3 and 4). The oldest and highest capacity well in the system, the Newcastle No.1 Well, was drilled in 1949. Flow from the well was measured at approximately 1,600 gallons per minute open flow. The well now flows directly into the Newcastle system and any excess goes to storage. City records indicate that the artesian capacity of the No. 1 well (flowing against system pressure) is approximately 800 gpm. In times of peak use, a 1,500 gpm surface pump is used to take the pressure off the well and send more volume to the system.

Several Madison Formation Wells exist in the Newcastle area. Six wells were drilled between 1949 and 1971. Three wells were drilled for the City of Newcastle (Newcastle Well Nos. 1, 2 and 3), along with one at the Tesoro Refinery (Sioux Oil Company No. 1 Well), one north of the Fountain Inn (the Carlson No. 1 well now owned by Water Unlimited), and one by Coronado Oil Company. In 1978 and 1984, two more highly productive Madison Wells were drilled, one for the City of Newcastle (Newcastle No. 4) and another for the West End Water District. From 1997 to present day, four more Madison Formation Wells have been drilled in the Newcastle area. These wells include the Salt Creek No. 1 Well which was drilled in the winter of 1997 for the Salt Creek Water District, the Crown No. 1 Well drilled for the Crown Subdivision north of Newcastle, the Canyon No. 1 Well located to the northeast of Newcastle and drilled for the Canyon Improvement and Service District and the DW #1 Well. The DW #1 Well is the most recent of these wells and is located to the north of the Canyon No. 1 Well. This well is an irrigation well for a proposed golf and recreation facility (Wyoming Club). The production range from these wells is quite variable. The Carlson No. 1 Well and Newcastle No. 1 Well are capable of flowing at a rate of over 1,500 gpm while Sioux Oil Company Well and the Salt Creek Well are able to flow at just over 100 gpm. The location of these wells are shown in Figure 1-1.

A Wyoming Water Development Commission (WWDC) Water Master Plan study (Wester-Wetstein, 2000) warned of a severe deficit in supply should the No.1 Well fail or be out of service for any reason. Due to the age of the No. 1 Well, this is a realistic concern for the City of Newcastle. For this reason the City requested funding for the drilling of a new Madison aquifer production well. The New Castle Madison Well, Level II Study is in response to this funding request. An additional well will allow the City of Newcastle to meet current and future demands. The project will also assist, in the supply side, with continued regionalization in the greater Newcastle area.

2

Several aquifer reservoir studies and tests were performed through the period from 1949 through 1984 as new wells were drilled and began producing in the Newcastle area. This process has been invaluable in building a base of data and information about the aquifer. The test data continue to show that no significant decline in the potentiometric surface of the aquifer has occurred in the area over the past forty years of production which suggests that more production capability could possibly exist in some of the wells presently in place. The data also indicates that in the Newcastle area the Madison Formation has the ability to support additional wells if needed. The data does not provide significant clues as to the magnitude or aerial extent of the prolific fractures or solution cavities found in the Carlson No. 1 Well and the City of Newcastle No. 1 Well. Consequently, there was no assurance that a new well would encounter sufficient openings to furnish large yields regardless of the close proximity of the cavernous wells presently in place. This was unfortunately demonstrated by the limited production from the Salt Creek No. 1 Well and more dramatically by the close proximity of the Newcastle No. 4 well to the cavernous openings in the Newcastle No. 1 well located approximately 800 feet away. (At zero discharge pressure, the Newcastle No. 1 well is reportedly capable of producing some 1,600 gallons per minute (gpm), while the Newcastle No. 4 well yields only about 650 gpm.) Figure 1-2 is an aerial view of the City of Newcastle showing the locations of the Madison Formation wells in the area and the location of the Newcastle No. 5 Well -the test well associated with this project. This location is approximately 1½ miles east of the recommended location for the No. 5 Well as presented in the WWDC Newcastle Area Water Supply Master Plan, Level II completed in 2000 (Wester-Wetstein). The well location proposed in the master plan study was sited to be closer to the anticipated growth area in the City. Future growth at the time of the master plan study was projected to occur north and west of the present city limits. The proposed well at that time was sited on the assumption that it would be less costly to drill a new well near the future growth than to construct a pipeline to convey water from the existing wells to the future growth areas. Newcastle’s City Engineer, Mr. Robert Hartley, evaluated the need for this additional well and determined that placing a well in a location that has the greatest level of success in yielding a high capacity well is more important than situating the well in the area recommended in the 2000 Master Plan study.

FIGURE 1-1

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SCALE IN MILES

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1.2 Previous Studies As mentioned in Section 1.1, there have been several studies performed that have evaluated the Madison Aquifer in northeast Wyoming and more specifically, the Newcastle area. The geologic and hydrogeologic conditions of the Newcastle area and/or Black Hills area of Wyoming have been well documented in publications by the United States Geological Survey (USGS) and the Wyoming Geological Survey (WGS). Below is a list of the published reports that have been cited in the reports from many of the recent Wyoming Water Development Commission studies. This list represents a very small sampling of the numerous publications of the Black Hills area that are available, primarily by the USGS.

1. Carter, J. M., D. G. Driscoll, and J. E. Williamson (2002) The Black Hills Hydrology Study, USGS Fact Sheet FS-046-02, June.

2. Lisenbee, A. L. (1985) Tectonic Map of the Black Hills Uplift, Montana,

Wyoming, and South Dakota, Geological Survey of Wyoming, Map Series 13 (MS-13), Laramie, WY.

3. Love, J. D., A. C. Christiansen, L. W. McGrew (1987) Geologic Map of the

Newcastle 1 x 2 degree Quadrangle, Northeastern Wyoming and Western South Dakota, Geological Survey of Wyoming, Map Series 25-I (MS 25-I), Laramie, WY.

4. Mapel, W. J. and C. I. Pillmore (1963) Geology of the Newcastle Area,

Weston County, Wyoming, U.S. Geological Survey Bulletin 1141-N, Washington, D.C.

5. Naus, C. A., D. G. Driscoll, J. M. Carter (2001) Geochemistry of the Madison

and Minnelusa Aquifers in the Black Hills Area, South Dakota, U.S.

FIGURE 1-2

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Geological Survey Water-Resources Investigations Report 01-4129, Rapid City, SD.

6. Robinson, C. S., W. J. Mapel and M. H. Bergendahl (1964) Stratigraphy and

Structure of The Northern and Western Flanks of The Black Hills Uplift, Wyoming, Montana, and South Dakota, USGS Professional Paper 404, Washington, D.C.

7. Williamson, J. E., G. J. Jarrell, R. M. Clawges, J. M. Galloway, and J. M.

Carter (2000) Digital Data Sets for Map Products Produced as Part of the Black Hills Hydrology Study, Western South Dakota, U.S. Geological Survey Open-File Report 00-471, Rapid City, S.D.

8. Williamson, J. E. and J. M. Carter (2001) Water-Quality Characteristics in the

Black Hills Area, South Dakota, U.S. Geological Survey Water-Resources Investigations Report 01-4194, Rapid City, SD.

In addition to the above publications, there have been several unpublished reports describing the recently drilled Madison Wells in the Newcastle area. Both the R.C.H. (1996) report and the Wester-Wetstein (2000) report provide a detailed summary of Madison wells in the area that were drilled prior to 2000. These unpublished reports are summarized below.

1. Anderson & Kelly, Inc., 1984, Report of Drilling and Testing West End water District Water Supply Well No. 1 Weston County, Wyoming, Prepared for West End Water District, Newcastle, Wyoming.

2. R.C.H. and Associates, 1996. Salt Creek Water District Water Supply Study -

Level I Report, Prepared for the Wyoming Water Development Commission. 3. Wester-Wetstein & Associates, Inc., 2000. Newcastle Area Water Supply

Master Plan - Level II. Report, Volumes 1 and 2, Prepared for the Wyoming Water Development Commission.

4. Wester-Wetstein & Associates, Inc. (2001) Summary Report for Crown No. 1

Well, Report to the Weinreis Brothers, November 2001. 5. Stetson Engineering, Inc., 2005, Canyon Improvement & Service District,

Level II Report, Prepared for the Wyoming Water Development Commission. 6. Wester-Wetstein & Associates, Inc., 2011. Wyoming Club WDEQ Chapter 23

Review Section 8 Letter Report, Prepared for Redland Consulting Group, Inc.

5

1.3 Location

Newcastle is a City of approximately 3,500 people located in northeast Wyoming in the western foothills of the Black Hills. The City currently has four Madison Formation wells that produce about 2,500 gpm for its water supply. The Newcastle No. 5 well is located approximately 850 feet northwest of the Weston County Animal Shelter and the City of Newcastle Water Department Facilite in the SW¼ SE¼ of Section 20, Township 45 North, Range 61 West. The well is located on property owned by the Horton Family Partnership. An access agreement was entered into with the property owners prior to drilling the Newcastle No. 5 Well. The well is approximately 850 feet northwest of the existing Newcastle No. 1 Well. (See Figure 1-3).

1.4 Pre-Drilling Hydrogeologic Review

The Newcastle No. 5 Well is located along the western flank of the Black Hills Uplift in Weston County, Wyoming. The Cretaceous Skull Creek Shale outcrops in the well site area, and the well penetrates nearly the entire stratigraphic sequence from the Cretaceous Skull Creek to the Englewood Formation. Structurally, the sedimentary rocks are controlled by the sharply folded Black Hills Monocline, which trends northwest-southeast and splits just to the west of the City of Newcastle forming a structural terrace approximately 3 miles wide at its broadest point before closing again approximately 3 miles southeast of the City. The Newcastle No. 5 Well is located on the northern edge of this terrace near the monocline’s hinge. A cross-section prepared from surface mapping in the area (Mapel and Pilmore, 1963) and the formation tops from the Newcastle area Madison Formation wells indicates that in the vicinity of the Newcastle No. 5 well the fold dips at approximately 19° (See Figure 1-4). The dip of the sedimentary units to the northeast of the fold ranges between 2° and 3° and to the southwest of the fold it gradually decreases to between 1° and 2°.

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6

The selection of the Newcastle No. 5 Well location was based on a review of the existing wells in the area and an interpretation of their controlling hydrogeologic parameters. In performing this analysis a cross-section was constructed through the Newcastle well field area (Figure 1-4). This cross-section location is shown in Figure 1-5. The main interest in developing this cross-section was to determine if there was any correlation that could be identified between the larger producing wells, primarily Newcastle Well No. 1, the Carlson Well and the West End well. Deviation records were available for the Newcastle No. 4 well, West End well and the Salt Creek No. 1 well. All three of these wells, which are located on the steep limb of the Black Hills Monocline had deviations of approximately 7°. Because of the consistency of this deviation, the other wells, Newcastle No.1, Newcastle No. 3 and the Carlson well were all shown on the cross section with a deviation of 7° Only two of these wells call out a specific void (fracture) area. These are the Newcastle No. 1 well (fracture depth – 2,623 feet) and the Carlson well (fracture depth – 2,717 feet). The projected fracture zone(s) associated with these two wells is shown on the cross-section (Figure 1-4). The potentiometric surface of the Madison Aquifer was also reviewed. Published reports presenting the potentiometric surface were reviewed and a potentiometric surface map utilizing reported shut-in pressures from wells in the Newcastle area was also developed. Figure 1-6 is taken from the USGS Hydrologic Investigation Atlas HA-748 (Bartos, et.al, 2002). The dominant feature of this map is the plunging positive potentiometric elevation feature which trends through the City of Newcastle. This configuration would be indicative of a higher transmissivity area where the friction head loss is less and the velocity head is greater. The Madison Aquifer potentiometric surface map prepared using the shut-in pressure information for the wells in the study area is shown in Figure 1-7. This map overlays the potentiometric lines on top of the surface geology map (modified from USGS Bulletin 1141-N, Mapel and Pillmore, 1963). The positive potentiometric feature appears to correlate with the syncline area where the trend of the fold changes from a northwest direction to a west – southwest direction. This hinge area could be responsible for the fracturing present in the Newcastle No. 1 and Carlson wells.

FIGURE 1-5

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Figure 1-7 also shows the relationship of the potentiometric head associated with the Newcastle No. 1 and No. 3 wells. Although Well No. 3 is higher topographically, the real reason for the lack of available artesian head is that it is located more on the flank of the positive potentiometric feature at a potentiometric elevation approximately 30 feet lower than that of the Newcastle No. 1 well. Based on the information gathered, it appears that two things are common to the more prolific wells in the area. The first of these is the position of the wells with respect to the Black Hills Monocline (fracture zone) and the second is their proximity to the trend axis of the positive potentiometric zone. Using these parameters as guidelines, five potential well locations were identified and reviewed. These five (5) sites are shown in figures 1-8 and 1-9. Figure 1-9 shows the five sites and their relationship to the surface geology and structure in the area.

FIGURE 1-6

8

FIGURE 1-7

FIGURE 1-8

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SCALE IN MILES

0 1

9

1.4.1 - Well Site A: This site is located just to the east of Hwy 85 and is located on the projected axis of the Black Hills Monocline fold. The selection of this site was chosen based on the following:

1. Increased potential of intercepting fractures associated with the apex of the

monocline fold.

2. It is within the apparent high transmissivity area as defined by the positive potentiometric feature pointed out in figures 1-6 and 1-7.

3. It is relatively close to existing infrastructure – Newcastle Tank No. 1 is

approximately 3,090 feet from the proposed location. Negative features associated with this site are: 1. Although fractures should theoretically be present in this location, Newcastle Well

No. 3 (see figure 1-4) was drilled very close to the axis of the Black Hills Monocline fold and it did not encounter any notable fractures and the No. 3 well has the lowest production of the four Newcastle wells.

2. Due to elevation of this location (approximately 4,680 feet MSL) and the

estimated potentiometric surface elevation of the Madison Aquifer in this area (4,780 feet – See figure 1-7), there is only approximately 100 feet of artesian head available. At a specific capacity similar to Well No. 3 (3.3 gpm/ft) this well would only provide approximately 300 gpm of artesian flow. Higher production would probably require the installation of a pump.

FIGURE 1-9

10

3. A highway crossing (bore) will be required to tie into the Newcastle Tank No. 1. 4. Fractures are more likely to be present in the shallower formations which could

lead to lost circulation and difficult drilling conditions. 1.4.2 - Well Site B: This site is located just to the west on Newcastle No.1 well along the Cave Spring Canyon road and is located on the projected strike of the Black Hills Monocline fold. The selection of this site was chosen based on the following: 1. Increased potential of intercepting the same fracture system as that encountered

by the Newcastle No. 1 well. 2. It is within the apparent high transmissivity area as defined by the positive

potentiometric feature pointed out in figures 1-6 and 1-7. 3. It is relatively close to existing infrastructure – approximately 1,000 feet from the

Newcastle No. 1 well. 4. This well site location is at the lowest topographic elevation of the five sites

selected. The anticipated shut-in pressure at this location is approximately 175 psi.

5. This site is closest to the projected path of the high transmissivity zone that is

defined by the Madison Aquifer potentiometric surface. Negative features associated with this site are: 1. Close proximity to Newcastle No. 1 well. It is anticipated that the interference

could range from 10 to 60 feet. 1.4.3 - Well Site C: This site is located along the topographic divide between Cave Spring Canyon and Alum Creek (see figure 1-8). It is located on the mapped syncline fold axis that trends northwest – southeast through the Newcastle area and nearly on strike with Newcastle No. 1 well to intercept the same fracture system. The selection of this site was chosen based on the following: 1. Increased potential of intercepting the same fracture system as that encountered

by the Newcastle No. 1 well. 2. It is in a hinge area where the monocline fold changes from a northwest trend to

a southwest trend. This fold area could increase the fracturing in the Madison Aquifer.

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Negative features associated with this site are: 1. Difficult access (see figure 1-10). 2. Location may not be far enough up the monocline fold limb to encounter the

same fracture system as that in Well No. 1. Production may be similar to Newcastle Well No. 4 (topography prevents siting well further north).

3. Location is slightly off of the high transmissivity trend (plunging positive

potentiometric feature). 4. Ground elevation in

combination with the projected potentiometric elevation yields an estimated shut-in pressure of 17 psi (40 feet). This location will require a pump to maximize the production potential.

5. Distance to Newcastle

existing water system infrastructure is approximately one mile.

6. Providing power to the

location could be difficult and expensive.

1.4.4 - Well Site D: This site is also located along the topographic divide between Cave Spring Canyon and Alum Creek (see figure 1-8). It is located on the mapped syncline fold axis that trends northwest – southeast through the Newcastle area and on the projected fold axis of the Black Hills Monocline Fold in this vicinity. The selection of this site was chosen based on the following: 1. Increased potential of intercepting the fractures associated with the apex of the

monocline fold. 2. It is in a hinge area where the monocline fold changes from a northwest trend to

a southwest trend. This fold area could increase the fracturing in the Madison Aquifer.

FIGURE 1-10

12

Negative features associated with this site are: 1. Difficult access (see

figure 1-11). 2. The apex of the

monocline fold has not been proven to be a well fractured and prolific zone in the Madison Aquifer in the Newcastle area.

3. Location is slightly off of

the high transmissivity trend (plunging positive potentiometric feature).

4. The estimated shut-in

pressure at this location is 34 psi (80 feet). This location will require a pump to maximize the production potential.

5. Distance to Newcastle existing water system infrastructure is approximately 1½

miles. 6. Providing power to the location could be difficult and expensive. 1.4.5 - Well Site E: This site is located along the topographic ridge just to the south of Alum Creek (see figure 1-8). It is located on the mapped anticline fold axis that trends northwest – southeast through the Newcastle area and nearly on strike with Newcastle No. 1 well to intercept the same fracture system. The selection of this site was chosen based on the following: 1. Increased potential of intercepting the fractures associated with fracture system

present in the Newcastle No. 1 well. 2. It is in a hinge area where the monocline fold changes from a southwest trend

back to a northwest trend (see figure 6). This fold area could increase the fracturing in the Madison Aquifer.

3. Location along the axis of the anticline structure may increase the potential of

intercepting a well-developed fracture system.

FIGURE 1-11

13

Negative features associated with this site are: 1. Difficult access (see figure 1-12). 2. Drilling on this anticlinal fold has not been consistent in encountering a well-

developed fracture zone in the Madison Aquifer in the Newcastle area. Two wells in the area are close to the hinge line of the fold, these are the Sioux well and Newcastle No. 2 well. The Sioux well is a poor producing well while the No. 2 well is the second most prolific well in the Newcastle system.

3. Location is off of the high transmissivity trend (plunging positive potentiometric

feature). 4. This well will not flow. It is located at the highest elevation of the five proposed

well sites at an elevation of 4,760 feet MSL. The projected static water level in this well is 40 feet below ground level.

5. A pump will be required to produce from this well and providing power to the site

could be difficult and expensive. 6. Distance to Newcastle existing water system infrastructure is approximately 1.4

miles. 1.4.6 Conclusion: After comparing the five alternative well location sites and presenting them to the WWDO Project Manager and the City of Newcastle, Site B was identified as the preferred alternative well location. The only negative feature associated with this site was its close proximity to Well No. 1 and the potential for well interference between these two wells. However, if the well encounters a similar

fracture system like that in Well No. 1, this interference should be minimal – similar to the interference between the “cavernous” wells in the Gillette Madison well field. The main problem with well sites C, D and E are their remote locations. Access to these sites is by two track roads over very hilly conditions. It was determined that it

FIGURE 1-12

14

would be very difficult and expensive to mobilize the drilling and support equipment into these areas. Also, because they have limited artesian head available (in the case of Site E – no artesian pressure) pumps will be required in these wells which will require power be brought into these remote areas. This will add cost to the completion of these wells. These three well locations also represented the most unknown areas with respect to production potential. They are located off of the main trend line of the high transmissivity zone defined by the potentiometric surface of the Madison Aquifer. However, the Carlson well is also off of this trend line and it is a major producing well in the Newcastle area. Well Site A was ranked second primarily because of the access to this well and its close proximity to the Newcastle system components. This well is also in the apparent high transmissivity zone. The one drawback to this location is the lack of artesian pressure. Like well locations C, D and E, a well drilled at Site A’s location will also need a pump to maximize the full potential of the well. Three of the proposed well locations are located on private land. Two, Sites D and E, are located on BLM acreage.

1.5 Post-Drilling Hydrogeologic Summary

Pre-drilling estimates of the formation drilling depths for design of the Newcastle No. 5 well were based upon the data from the existing Newcastle area wells and the geologic mapping in the area, primarily the map shown in Figure 1-5. From these data, the cross-section shown in Figure 1-4 was developed. The projection of the Newcastle No. 5 into the cross-section was based on the strike presented by the structure contours represented as the red lines in Figure 1-5. After drilling the well, and based on the formation tops as determined from the drill cuttings and geophysical logging conducted on the Newcastle No. 5 well (see Table 2-1 in the next Section of this report), it appears that the Newcastle No. 5 well actually is located further up-dip on the monocline structure than that shown in the Figure 1-4 cross-section. A structure map of the top of the Mississippian Madison Formation utilizing the data from the Newcastle No. 5 well is shown in Figure 1-13. The revised cross-section (cross-section A-A’ in Figure 1-13) is shown in Figure 1-14. This cross section shows that there is a relatively uniform drilling thickness from the top of the Minnekahta Formation to the top of the Madison Formation in the area of the City of Newcastles wells. This thickness averages approximately 1,060 feet.

A revised potentiometric surface map for the Madison Aquifer is shown in Figure 1-15. This figure is a little more detailed than that shown in Figure 1-7. With the good well control in the Newcastle well field area (Well Nos. 1, 4 and 5), the anomalously high potentiometric elevation associated with Newcastle Well No. 1 is accentuated by the narrowing of the potentiometric lines between Well No. 1 and Well No. 4.

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FIGURE 1-13, Structure Map – Top of Madison Formation

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16

FIGURE 1-15, Potentiometric Surface – Madison Aquifer

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SECTION 2 Well Drilling, Construction, and Development 2.1 Introduction

Design and permitting for the Newcastle No. 5 Well began at the beginning of August 2015. After reviewing the hydrogeologic study findings, described in Section 1 of this report, the project manager with the Wyoming Water Development Office authorized the design and permitting phase of this project based upon the recommended site from the hydrogeologic study. The bids for the No. 5 well were opened on October 11, 2016. The 14½ month delay between the start of the design and the bid opening date was due to the time necessary to perform the work required to complete the environmental review for the Newcastle No. 5 well in order for it to be eligible for federal funding through the State Drinking Water Revolving Fund (environmental and cultural studies and public hearings) and the time required to execute the access agreement with the landowner. The contract allowed for 90 days to substantially complete the drilling and testing of the well and a total of 120 days for final completion of the well drilling project. Three bids were received and the contract was awarded to Water System Drilling of Gillette, Wyoming. Water System Drilling’s bid was approximately 73% of the budgeted amount; therefore, the project was able to be awarded based upon the alternative well design which will be described later in this section. The Notice to Proceed was issued to the drilling contractor on October 27, 2016 and drilling of the Newcastle No. 5 well began on November 4, 2016. Construction of the Newcastle No. 5 Well was completed on February 3, 2017 to a total depth of 2,915 feet below ground level (bgl). This section describes the drilling, construction and development of the Newcastle No. 5 Well.

2.2 Design

The design of the Newcastle No. 5 well was based on it being capable of efficiently producing a similar quantity of water as that produced from the Newcastle No. 1 well (approximately 1,400 gpm). The basic design of the well consisted of installing surface casing, drilling a 14¾-inch diameter borehole into the top of the Madison, casing this portion of the well with 9⅝-inch casing and cementing this casing in place. Once the cement had sufficiently cured, an 8¾-inch hole would be advanced through the Madison Formation. It was anticipated that the well would flow and there would be a shut in pressure between 150 and 200 psi. Therefore, a 10-inch valve was designed to be installed at the surface to control the flow prior to drilling the 8¾-inch borehole into the Madison Formation (See Figure 2-1). The anticipated depth to the top of the Madison Formation was 2,475 feet.

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There were two difficult drilling conditions that were factored into the design for the drilling of the Newcastle No. 5 well - lost circulation and borehole deviation. To address the first of these issues, lost circulation, a surface casing was designed to be set and cemented in place to a depth of 160 feet. The depth of the surface casing would help minimize the potential channeling of formation fluids up around the outside of the casing which could weaken the foundation of the drill rig and potentially cause it to topple over. Secondly, the drilling contractor was required to keep and maintain $5,000 worth of lost circulation material on site to quickly and effectively control lost circulation conditions when encountered. In addition to these design measures, the bidders were presented with an alternate well design which allowed the contractor, after setting the surface casing, to drill a 17½-inch diameter borehole and set and cement 13⅜-inch diameter casing to a depth of approximately 1,500 feet below ground level (bgl) and install a flow control valve at the surface prior to drilling into the formations where artesian and fractured conditions are anticipated to exist (Minnelusa and Madison). The design of the well head for the alternative well design was similar to that shown in Figure 2-1 with the exception that a 14-inch gate valve would be required. The alternate well design was then completed by drilling a 12¼-inch diameter borehole to the top of the Madison and then setting and cementing in place 9⅝-inch casing. Once the cement had sufficiently cured, an 8¾-inch hole would be advanced through the Madison Formation, If fractures were to be encountered in the Minnelusa Formation and circulation was lost, in the alternative well design, the casing and valve would allow the contractor time to condition his mud to address the lost circulation conditions or to set a balanced cement plug to control the flowing conditions without the concern for the loss of the rig/well or damage to the surface conditions due to the uncontrolled flow from the well. If the single cased well design were utilized and lost circulation and flowing conditions were encountered, the integrity of the well could still be maintained by quickly addressing the drilling mud properties (heavier mud weight, lost circulation material, etc.) to control the flowing conditions and then if necessary install a balanced cement plug to control the flow from the fractured area in order to continue the advancement of the well bore. The difference between the single cased well and the telescope cased well is that time is more critical with the single cased well to control the flow and regain circulation. .

FIGURE 2-1

3'-6

" M

AX

.

12" TAP WITH NIPPLEAND 12" GATE VALVE

AND PLUG

10" AWWABLIND FLANGE

10" 200 PSI FLG'DGATE VALVE

10" AWWA FLANGE10" ASTM A-53GR. B STD. WT.STEEL PIPE

11" API 6A SERIES2000 PSI FLANGE(TYP 2)

NOTE: FITTINGS TO BEWELDED OR THREADED

12" BALL VALVE

12"

9 58" O.D. 36# CASING

9 58" COUPLING

9 58" x 10¾" APIREDUCER

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2.3 Permitting

An Application for Permit to Appropriate Groundwater was filed with the State Engineer's Office on October 28, 2015 and a permit (U.W. 204822) was approved on November 19, 2015 with a priority date of October 29, 2015. This application was filed as a “Test” well, therefore, there was no discharge volume being designated for beneficial use as part of the permit application. Subsequent to the completion of the aquifer-testing program, it was determined that the Newcastle No. 5 well would meet the desired design flow and the quality of the water was similar to that produced from the other Newcastle wells. Therefore, the City of Newcastle has decided to pursue funding to purchase this well and tie it into the existing water system. Based on this decision by the City, on May 12, 2017, a Statement of Completion Form (U.W. 6) was submitted to the State Engineer’s Office describing the final design of the Newcastle No. 5 well. This was followed up on May 15, 2017 with a request to cancel the test well permit (U.W. 204822) and an Application for a Permit to Appropriate Groundwater, designating the Newcastle No. 5 well for “Municipal” use with a discharge rate of 650 gpm. This permit was submitted (mailed) to the State Engineers Office by the City of Newcastle on June 5, 2017. Copies of all of the State Engineer’s Office permits are contained in Appendix H of this report. An application for a notice of intent for Temporary Discharge was filed with the Wyoming Department of Environmental Quality (WDEQ), Water Quality Division - NPDS Program on September 19, 2016, and approval was granted on September 23, 2016 with an authorization number WYG720380. A Notice of Termination was submitted to WDEQ on May 8, 2017 which stated that all activities associated with this discharge permit had terminated. Because the well, if successful, was going to be utilized as a municipal water supply source for the City of Newcastle, an application for a Permit to Construct was submitted to the Wyoming Department of Environmental Quality, Water Quality Division, Casper, Wyoming Office, on January 8, 2016 for the drilling and construction of the Newcastle No. 5 well. Two variances for the well design were requested, at the time of the submittal, from WDEQ. The first of these was for the alternative well design with respect to the 2-inch annular space grout seal requirement. The 9⅝-inch O.D. casing in the 12¼-inch hole does not meet the DEQ requirements of 2-inches of cement grout between the casing and the borehole wall. A second variance was requested for the requirements of WDEQ Rules and Regulations Chapter 26 Section 9(b) which requires “The sealant/cement plug used to isolate the aquifer(s) shall extend 50 feet above and below the interface between confining layer and the aquifer(s).” Both of these variances were granted by WDEQ and the Permit to Construct (No. 16-013) was issued on May 31, 2016. A copy of this Permit to Construct is presented in Appendix H. Finally, because all of the drilling activities were to be located on privately owned lands, a temporary access agreement was completed with the land owner. This

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agreement was entered into between the Wyoming Water Development Commission and the landowner, Horton Family Partnership, on September 6, 2016. A copy of the plat describing the temporary water well easement is included in the project notebook that was submitted to the Wyoming Water Development Office, Project Manager at the conclusion of this study. All of the requisite permits and access agreements were secured prior to drilling the Newcastle No. 5 well. Also, to make the well eligible for State Revolving Fund monies an environmental report was prepared and a full environmental review process conducted prior to bidding the well. The environmental report has been prepared as a stand-alone document.

2.4 Well Construction

Site preparation began on October 27, 2016 and was completed on November 2, 2016. The well site location required approximately 5,000 cubic yards of material to be moved (cut and fill) to level the site prior to the drilling contractor mobilizing his equipment on to the site. Initial work on the well began on November 4, 2017 with the drilling of the large diameter borehole for the surface casing. To perform this, an auger rig was mobilized to the well site and a 26-inch diameter borehole was drilled to a depth of 77 feet below ground level (bgl). The contractor was only able to auger the 26-inch borehole with the bucket auger to a depth of 60 feet bgl. At this depth, the contractor had to use a 20-inch coring bit to extend the borehole to a depth of 77 feet. This 20-inch borehole was then reamed to a diameter of 26-inches. After

augering to a depth of 77 feet bgl, 77 feet of 20-inch diameter steel casing was set and cemented in place with 130 cubic feet of neat cement grout. The surface casing crew, with the bucket auger rig, additionally set a 6-foot diameter cellar ring around the well and drilled and cased, with corrugated steel culvert pipe, the mouse and rat holes.

The contractor began mobilizing the drilling equipment to the well location on November 15, 2017. On November 18, 2017, while attempting

Leveling Well Site Location

Surface Casing inside Cellar

21

to place the mud tanks next to the recently excavated and lined reserve pit, the bed truck used to position the mud tank toppled into the reserve pit, along with the mud tank when the embankment of the reserve pit, which was cut into a fill section of the well pad location, gave way and sloughed into the reserve pit. No one was hurt in the accident, but it required two cranes to extract the equipment from the reserve pit. This required the mobilization operations to be shut down for several days to repair the damaged equipment. Mobilizing activity started up again on November 28, 2017 and was completed by December 10, 2017. Based upon the bids received, the award of the drilling contract was based upon the alternative well design – telescoping well design. Drilling of the 17½-inch diameter borehole began on December 10, 2017. The contractor used a mud motor and polycrystalline diamond cutter (PDC) bit to drill the 17½-inch borehole. In an effort to keep the borehole plumb, the 17½-inch diameter borehole was drilled with the minimal amount of weight on the bit as possible. For much of this borehole, the driller had only 2,000 pounds of weight on the bit. The 17½-inch diameter borehole was drilled to a depth of 1,504 feet bgl on December 30, 2017 and on this same date the contractor began running the 13⅜-inch O.D., 61 lb/ft, API J-55 steel casing into the 17½-inch borehole. At casing joint number 28, approximate depth of 1,143 feet bgl, the casing began to stick in the borehole and the contractor was required to

work the casing up and down a little to get it to fall. After connecting joint number 32 to joint number 31, the casing string could not be lowered or raised. Joint 32 was removed and a circulating swedge attached to the top of the casing string. A 2-inch hose was connected to the swedge and circulation of the

Truck and Mud Tank in Reserve Pit

Installing 13⅜-Inch Casing

22

drilling fluid around the casing was noticed immediately, however, after more than an hour of circulating and trying to work the casing string up and down – it would not move. It was decided to cement the casing in place where it was essentially stuck. The bottom of the casing (cement shoe) is at a depth of 1,262.59 feet below ground level (bgl). A total of ten (10) centralizers were spaced along the length of the 13⅜-inch O.D.casing. The cementing subcontractor, Basic Services out of Gillette, Wyoming, nippled up the cement head with rubber plug insert to the 13⅜-inch casing and after a ten barrel water pre-flush, pumped 226 barrels of “Extreme Lite” cement tailed by 74 barrels of “Type G” cement. Both the lite and “G” cement contained 2% CaCl2 and ½ lb/sack of Flocele. The lite cement also contained 1% Sodium Metasilicate. Good returns were noted throughout the cementing process and approximately 50 to 60 barrels of lite cement was wasted to the reserve pit. Prior to drilling the 12¼-inch diameter borehole, Water System Drilling installed the wellhead assembly which was comprised of a 14-inch gate valve bolted to a flange fitting that was welded to the 13⅜-inch casing. The contractor began drilling the 12¼-inch diameter borehole on January 7, 2017 with a bottom-hole assembly consisting of a 12¼-inch mill tooth bit with stabilizer (1.5’) above the bit sub (3’), then an 8-inch drill collar, then another stabilizer (1.5’) followed by two 8-inch drill collars, three 6-inch drill collars and then the 4½-inch O.D. drill pipe. It required 1½ days to drill out the rubber plug and cement shoe. There was no cement noted in the void below the cement shoe from a depth of 1,262.6 feet to 1,504 feet bgl (void left when 13⅜-inch O.D. casing could not be placed to the total depth of the 17½-inch borehole). The drilling of the 12¼-inch diameter borehole to a depth of 2,570 feet bgl was completed on January 28, 2017. Drilling of the 12¼-inch borehole was very difficult and required five (5) bits with an average footage drilled for each of the button bits of only 255 feet. In addition to very slow drilling, delays were also encountered when the drill pipe twisted off when drilling at a depth of 1,764 feet bgl and again when the drill string became differentially stuck when drilling at a depth of 2,462 feet bgl.

Cementing 13⅜-Inch Casing

23

Drilling of the 12¼-inch diameter borehole was stopped when a fracture was encountered and the bit dropped approximately 1½ feet from 2,568.5 feet to 2,570 feet bgl. Prior to setting the 9⅝-inch casing, Goodwell out of Upton, Wyoming logged the well (caliper log, resistivity/SP log and a gamma/neutron log). Thirty-three (33) joints of 9⅝-inch, 36 lb/ft, J-55 steel casing was next set without problems from 1,170 feet to 2,567.5 feet bgl and cemented in place by Basic Services. The last joint of casing (42’ in length) was installed above the hanger location that had been previously installed in the 13⅜-inch casing. A cement basket was placed on this joint and allowed to float up and down this casing joint between the top and bottom couplings. Another cement basket was placed on the liner approximately 127 above the bottom of the 9⅝-inch casing at a depth of 2,440 feet bgl. The casing was landed with

1,190.4 feet of drill pipe and the end of the drill pipe was 9.25 feet above the kelly bushing.

The cementing subcontractor, Basic Services nippled up their cement line to the 4½-inch drill pipe and pumped 10 barrels of fresh water ahead of the cement and then pumped a 305 sack mix of “Extreme Lite” cement, tailed by a 145 sack mix of “Type G” cement. A “lite” cement was used because it has a lighter slurry weight than the type “G” cement which helps to minimize the column weight of the cement so that the potential of the cement being lost by being forced out into the more porous formations is reduced. The cement was displaced out of the 4½-inch drill pipe and 9⅝-inch casing with 194 barrels of water.

Initially there were very minimal returns when pumping the cement, but after lifting the casing string up just a little, the flow picked up and there were good returns throughout the cement job (flow was being restricted around the hanger). After displacing the cement, the driller disconnected the cement head from the drill pipe and twisted off with the left to right setting tool from the tapered liner hanger. When the drill

Drilling Newcastle Well No. 5

24

pipe string was lifted up to make sure that the drill pipe was disconnected from the casing, the water in the 13⅜-inch casing u-tubed up into the drill pipe forcing the water in the drill pipe to spray out over the derrick floor. After the water in the drill pipe and casing balanced, the cement head was nippled back up to the casing and the mud/cement in the 13⅜-inch casing was circulated out with 200 barrels of fresh water. After 130 barrels of water were displaced there were good returns of cement at the surface and approximately 35 barrels of cement were wasted to the reserve pit. Basic Services continued to flush the casing with water until the cement had cleared and fresh water was being circulated up the casing and discharged to the pit. The drill pipe setting string with left to right tool was then tripped out of the casing and the 14-inch gate valve on the wellhead assembly was closed. Both the lite and “G” cement contained 2% CaCl2 and ½ lb/sack of Flocele. The lite cement also contained 1% Sodium Metasilicate. Prior to drilling the 8¾-inch diameter open-hole section of the well, Goodwell, Inc. ran a cement bond log of the cased section of the well. Cement was tagged by the logger at a depth of 2,452 feet bgl, therefore, there was approximately 116 feet of cement left inside of the 9⅝-inch casing. Drilling of the 8¾-inch borehole began on February 2, 2017. After drilling out the cement, the bit fell into the crack at approximately 2,568.5 feet bgl, indicating that the cement had not invaded this potentially productive zone of the Madison Formation. The open-hole section of the well was advanced to the total depth of 2,915 feet bgl. Drilling of the Newcastle No. 5 well was completed on February 3, 2017 and the well was estimated to be flowing just slightly over 100 gpm. The boreholes in the cased section of the well were drilled using a bentonite based drilling fluid. The 8¾-inch borehole (open-hole section) was drilled using a chlorinated, fresh-water drilling fluid. The water was supplied by the City of Newcastle from their load-out facility located at the exterior of the Newcastle No. 1 well wellhouse. Deviation surveys were performed regularly during the drilling of the 17½-inch borehole. Borehole deviations ranged from 2¼° to 4½°. One deviation survey was taken while drilling the 12¼-inch borehole at a depth of 1,800 feet bgl. The deviation at this depth was just slightly below 6°. The records of the borehole deviation surveys are contained in Appendix D to this report. Goodwell, Inc. ran open-hole geophysical logs on the 8¾-inch diameter borehole on February 3, 2017. This logging suite was the same as that conducted on the 12¼-inch borehole and the 13⅜-inch cased section which included a caliper log, resistivity/SP log and a gamma/neutron log. Copies of these logs are contained in the pocket at the back of this report.

25

2.5 Acid Stimulation

At the conclusion of the open-hole logging operation and due to the time of year, the well was allowed to flow freely into the reserve pit. The production from the well was estimated based visual observation and on the length of time required to fill sections of the mud tanks. The flow from the well was monitored daily from February 3, 2017 through February 8, 2017. Due to the poor production from this well, flowing approximately 80 gpm, a request was made to, and approved by the Wyoming Water Development Office project manager and the City of Newcastle to conduct an acid stimulation on the well. Preparation for acidizing the Newcastle No. 5 well began on February 9, 2017 when

the contractor mobilized six, 400 barrel frac tanks to the well location and laid down the drill collars and most of the drill pipe – just keeping enough drill pipe stands to set the packer. A tension-set packer was tripped into and set inside the 9⅝-inch casing near the bottom of the casing on February 10, 2017. Four out of the six frac tanks were then filled with water from the well on February 12 through February 13, 2017.

Acidizing of the No. 5 well was conducted on February 14, 2017. Basic Services from Gillette, Wyoming arrived on site at approximately 9:00 A.M. with three bulk trucks and delivered 30,000 gallons (approximately 715 bbls) of 15% HCL and unloaded the acid (pumped) into the two empty (with the exception of the inhibitor) 400 bbl frac tanks. After unloading the acid, the bulk trucks were demobilized from the well site. Basic Services mobilized two pumper trucks to the site, but only the larger of the two was used during the stimulation. The pumper truck was next nippled up to the acid filled frac tanks and to the 4½-inch drill pipe that was previously set with the tension-set packer. A ball vale was threaded onto the top

Tension-Set Packer

Acidizing Newcastle Well No. 5

26

of the drill pipe through which the acid was discharged. At approximately 1:37 P.M. Basic Services began to pump the acid into the well. The acid was pumped at a rate between 4.5 and 4.9 barrels per minute (BPM). Initial pressure was measured at approximately 300 psi. This pressure continued to drop while the acid was being pumped into the well and after 342 bbls of acid were pumped into the well, the pressure had dropped to approximately 125 psi. At the end of the acid placement, the pressure was approximately 100 psi. Placement of the acid had to be stopped several times early on in the process to retighten fittings and the seal on the ball valve. All of the acid was pumped into the well by approximately 4:00 P.M. Basic Services then displaced the acid with 75 bbls of fresh water via their pumper truck. After displacing the 75 bbls of water, Basic Services nippled down their equipment and demobilized from the well site. After Basic Services nippled down, Water Systems Drilling nippled up their 4-inch discharge hose from the triplex pump and displaced 1200 bbls of fresh water from three of the frac tanks at a rate of approximately 580 gpm (122 strokes per minute on 6.5 x 11 triplex pump). The back pressure on the pump remained at 250 psi throughout the displacement. After displacing the acid with the 1200 bbls of fresh water, the ball valve was shut and the acid was shut-in the well at approximately 6:30 P.M. At 8:30 A.M. on February 15, 2017 the well was allowed to flow back by opening the ball valve on top of the 4½-drill pipe. This flow was directed into the mud pit where the pH and conductivity of the discharged flow could be monitored. The initial flow, for approximately the first 30 minutes, was all water (water that was used to displace the acid and that remaining in drill pipe). After 30 minutes, the well began flowing back a lot of CO2 gas and water. After the well began flowing more water, the quality of the water being discharged was monitored as it flowed out of the reserve pit. The pH of the water remained steady throughout the day at approximately 6.0. The conductivity dropped steadily throughout the day from 43,000 micromhos/cm to 12,600 micromhos/cm by 5: 30 P.M. At 2:25 P.M. a flowmeter was installed in the discharge line and the initial flow was measured at 690 gpm (well still making a lot of gas at this time). At the end of the day (5:30 P.M.) the flow was down to 550 gpm with still some gas being produced. A measurement of the water collected at the end of the drainage receiving the flow back water near the city street showed a pH of 7.42.

Flow Back of Newcastle Well No. 5

27

Flow from the well, on the morning of February 16, 2017 (8:00 A.M.) had reduced to 370 gpm when flowing through the 4½-inch drill pipe. At 11:00 A.M. on the 16th the packer was released and the drill pipe and packer were tripped out of the hole and laid down. After releasing the packer, the flow was estimated to increase to 1,000 gpm. Also, at 11:00 A.M., Newcastle Well No. 1, which had been shut-in during the acid stimulation procedure, was opened up and allowed to flow to waste. The quality of water produced at Well No. 1 was monitored throughout this flow to waste process and the monitoring of the quality was continued after the well was turned back into the system at 1:30 P.M. The quality of water from Well No. 1 remained the same as initially read prior to opening the valve to allow the well to flow to waste (pH of 7.5 and conductivity of 500 micromhos/cm.) The quality of the water produced at Well No. 1 was monitored throughout the day while flowing to the tank and it remained unchanged. Well No. 5 was allowed to flow back into the reserve pit from February 15 through March 6, 2017. The quality of the water produced at both Well No. 5 and Well No. 1 were monitored on a daily basis. The production from Well No. 5 during this flow back period remained fairly constant at approximately 650 gpm. The well was allowed to flow back for this extended period due to the higher conductivity values associated with the water from the No. 5 well as compared to that produced from the No. 1 (conductivity = 500 micromhos/cm) and No. 4 (conductivity = 590 micromhos/cm) wells. The conductivity from the No. 5 well remained fairly constant from February 22, 2017 to March 6, 2017 at approximately 780 micromhos/cm. On March 6, 2017 a garden hose was attached to the one-inch port on the wellhead flange and wrapped around the well casing before being discharged into the mud pit. The well was then shut in with the exception of this small flow through the garden hose to prepare for flow testing the well. Figure 2-2 shows the quality of the flow back water after acid stimulating the Newcastle No. 5 well. As mentioned above, the quality of the water being produced from the Newcastle No. 1 wells was also monitored for a period of 5 days after acid stimulation to the No. 5 Well. The quality of the No. 1 well water remained constant with that of the pre-acid quality with a pH of 7.44 and a conductivity of 505 micromhos/cm.

28

In addition to monitoring the post-stimulation quality of the water in Newcastle No. 1 well, impacts to the aquifer (shut-in pressure) were also monitored before, during and after the acid stimulation of the Newcastle No. 5 well. Figure 2-3 is a plot of the pressure at the Newcastle No. 1 well. The No. 1 well was shut-in approximately 2 hours prior to the start of the acid stimulation program on the No. 5 well. The plot of the well pressures in Figure 2-3 shows that during the stimulation, the No. 1 well was still recovering; however, there appears to be a very slight influence caused by the displacement of the acid in the No. 5 well. During the placement and displacement of the acid, the No. 1 well continued to recover and had relatively stabilized at a recovery pressure of approximately 163.5 psi. When the triplex pump was used to displace the acid out further into the formation, the pressure at the No. 1 well increased slightly to 164 psi after one hour of pumping and then began to fall off to a pressure of 163.6 psi where it remained until the well was shut-in one hour later. Pressure in the No. 1 well began to slowly increase (recover) until reaching a pressure of approximately 164.1 just prior to the starting to flow back Well No. 5. Before turning Well No. 1 on and flowing to waste and then flowing into the Newcastle system, there was approximately 1.7 psi (3.9 feet) of drawdown witnessed in the No. 1 well as a result of flowing back the No. 5 well.

FIGURE 2-2

29

The Newcastle No. 5 well was shut-in from March 6, 2017 until March 20, 2017 (except for small flow through the garden hose) at which time the flow tests on the well were conducted. The testing procedures and results are explained in detail in Section 3 of this report.

Construction of the Newcastle No. 5 Well is summarized in Table 2-1, and an as-built diagram of the well is shown in Figure 2-4. Several Appendices provide additional information as well. Appendix B is a detailed well history, Appendix C shows penetration rates throughout the stratigraphic sequence, Appendix D is a bit record and deviation record, and Appendix E is a lithologic description of the material encountered.

FIGURE 2-3

30

TABLE 2-1 Newcastle Well No. 5 Summary

Owner:

WWDC

DEQ Permit to Construct Number:

WDEQ #16-013

State Engineer Permit Number:

U.W. 204822 (Test Well Permit)

Location:

SW¼ SE¼ Section 20 Township 45 North, Range 61 West N 43° 51’ 41.4”, W 104° 12’ 24.54”F

Surface Elevation:

4,361 feet MSL

Total Depth: 2,915 feet BGL

Formations Tops (GL): Surface Cretaceous Fall River 242 Cretaceous Lakota 322 Jurassic Morrison 506 Jurassic Sundance 859 Jurassic Gypsum Springs 931 Triassic Spearfish 1,252 Permian Goose Egg 1,424 Permian Minnekahta 1,464 Permian Opeche 1,521 Pennsylvanian Minnelusa 2,475 Mississipian Madison 2,876 Mississipian Englewood

Hole Diameter (GL):

0 - 77 ft = 26-inch 77 – 1,504 ft = 17½-inch 1,504 – 2,570 ft = 12¼-inch 2,570 – 2,915 ft = 8¾-inch

Casing (GL):

0 - 77 ft = 20-inch O.D., API J-55 steel casing 0 – 1,262.6 ft = 13⅜-inch O.D. 61 lb/ft, API J-55 steel casing

1,170 – 2,567.5 ft = 9⅝-inch O.D. 36 lb/ft, API J-55 steel casing Drilling and Completion Dates: Acid Stimulation Dates:

November 4, 2016 to February 3, 2017 February 9, 2017 to February 20, 2017

Testing Dates:

March 20, 2017 March 21-28, 2017

Drilling Contractor:

Water System Drilling, Inc. - Gillette, Wyoming

Equipment: Failing Strat 100 HB

Cementing Contractor:

Basic Services – Gillette, Wyoming

Geophysical Logging Contractor:

Acid Stimulation Contractor:

Goodwell, Inc. - Upton, Wyoming

Basic Services – Gillette, Wyoming

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31

SECTION 3 Well and Aquifer Testing 3.1 Introduction

Initial investigation of the aquifer response from the production of Newcastle No. 5 well was actually initiated during and following the acid stimulation program. As discussed in Chapter 2, the water level (pressure) at Well No. 1 was recorded using an In-Situ Level Troll 700 data logger, before the stimulation, during the stimulation and during the post-stimulation flow-back period. These data indicated that there was communication between the Newcastle No. 1 well and the Newcastle No. 5 well. As a result of this known aquifer response between the wells, the well pressures at both the Newcastle No. 1 well and the Newcastle No. 4 well were monitored in addition to the well pressure at the flowing No. 5 well during the aquifer testing program. The aquifer testing program consisted of a 5-step step test and a 7-day constant rate flow test. These tests were performed on March 20, 2017 through March 28, 2017. The flow rate was measured using McCrometer 4-inch and 6-inch propeller flow meters and the drawdown (well pressure) data at the three wells were recorded using In-Situ Level Troll 700 data loggers and pressure gauges. Following both the step test and the constant rate flow tests, recovery data were recorded. Each of these tests is described in more detail below and the test data are contained in Appendix G.

3.2 Step Test

The step test consisted of flowing the well at different rates for a period of approximately 45 minutes and measuring the total drawdown experienced in the well through each step (See Figure 3-1). Production from both the Newcastle No. 1 and No. 4 wells was discontinued on March 20, 2017 at approximately 12:11 P.M. or approximately 1½ hours prior to the start of the step test. Static water level or pressure at each of the three Newcastle wells were recorded prior to starting the step test. These pressures were as follows: Newcastle Well No. 5 153.6 psi Newcastle Well No. 1 160.6 psi Newcastle Well No. 4 164.1 psi The well pressure, as mentioned earlier, was monitored using both a Level Troll 700 pressure transducer and data logger and a 200 psi Weksler gage with 2 psi increments. The flow rate was measured using a McCrometer 4-inch propeller flow meter for the first two steps and a 6-inch McCrometer propeller flow meter used for the remaining three steps of the test. Five steps were conducted, each 45 minutes in length, at the following flow rates: 100 gpm, 300 gpm, 500 gpm, 700 gpm and with the valve wide open in which the average flow rate during this step was 725 gpm.

32

The step test was initiated at 1:30 P.M. on March 20, 2017 and the last step was was terminated at 5:17 P.M. Recovery data was collected from 5:17 P.M. on March 20, 2017 until 5:14 A.M. on March 21, 2017. At this time the well pressure had recovered to 154.4 psi or it had fully recovered. As shown in Figure 3-1, there was measurable drawdown at Well No. 1 (6.7 feet) as a result of the total step-test discharge from Well No. 5. Well No. 4 only was impacted by approximately 0.4 feet. Three other points of interest from the step test are the two noticeable spikes in the pressure head at Well No. 1 at approximately 35 minutes and again at approximately 90 minutes into the test. The first negative spike appears to coincide with an adjustment (increase) in the flow rate. The second, positive spike, coincides with the shut-in of the well that was required to switch from the 4-inch flow meter to the 6-inch flow meter. One explanation for this would be a small pressure wave as a result of the flow adjustments at Well No. 5. However, if this were an aquifer response to the adjustment of flow at Well No. 5, it is unknown why similar effects were not recorded at the flow rate adjustment at each step increase and also during the numerous small flow rate adjustments made during each of the steps. The other interesting event occurred during step 3 at approximately 120 minutes into the step test. At this time there was a noticeable increase in the water temperature (7° F), the well pressure (9.4 psi), the flow rate (50

FIGURE 3-1

33

gpm). During this same time frame the conductivity of the water increased from approximately 900 micromhos/cm to 950 micromhos/cm. The increase in temperature could account for the rise in the pressure, however, based on the sudden increase in flow, the changing temperature and the change in the conductivity; it appears that these changes coincide with the contribution to the well flow from a new area in the aquifer. Because of the increase in water temperature, this contribution was most likely sourced from deeper in the formation. The specific capacity of the Newcastle Well No. 5 is summarized in Table 3-1. Specific capacity of the well is simply the flow rate (yield) divided by the drawdown. It is useful in predicting the anticipated drawdown at different production levels.

Table 3-1 Newcastle Well No. 5

Step Test Results

In a 100-percent efficient well, the steps (drawdown verses discharge) should plot as a straight line with a slope of 1 on log-log paper (Figure 3-2). Theoretically, it is impossible to have a 100-percent efficient well, as a certain amount of head loss due to turbulent flow and friction is inherent in all wells. The wells actually receive their water by lowering the head in the well that results in the flow of water toward the well bore in the aquifer material. In a limestone/dolomite aquifer from which all of the Newcastle wells produce, the production capability from each well is determined by the presence of and nature of the fractures present in the limestone/dolomite formation. The larger and more developed the fracture system the less friction loss that will occur as the groundwater moves through the aquifer and into the well bore. During each

Flow Rate (gpm)

Drawdown (Feet)

Specific Capacity (gpm/ft)

100 30.26 3.30 300 119.16 2.52 500 160.11 3.12 700 248.0 2.82 725 352.5 2.06

FIGURE 3-2

34

successive step, these turbulent head losses increase and the efficiency becomes less, which also lowers the specific capacity of the well. Specific capacity values for the well appear to fall on or slightly below the line with a slope of 1 (Figure 3-2). This indicates that the well is operating at a fairly high efficiency. It is interesting to note that during step 2 the specific capacity value was well below the slope of 1 line, but as a result of the assumed contribution from the lower zone (described previously) the specific capacity of the well at all but the very last step are fairly close to this 100% efficient slope line. Recovery data was collected for 714 minutes (11.9 hours) following the conclusion of the final step of the step test. Figure 3-1 only shows the first 175 minutes of the recovery data. The well had recovered to the pre-step test level (153.6 psi) after 154 minutes of recovery. Over the remaining recovery period, the well pressure continued to rise from 153.6 psi to 154.4 psi. This rise in pressure could be a result of barometric pressure or as a result of a continued adjustment of the aquifer due to the production from the Newcastle No. 5 well prior to the start of the step test, i.e., Well No. 5 was allowed to flow through a small garden hose from March 6, 2017 up until just prior to the start of the step test to prevent the well head from freezing and damaging the control valve. The Newcastle No. 5 well was completely shut-in approximately 3½ hours prior to the start of the test.

3.3 Constant Rate Drawdown Test

A long term constant rate drawdown test was conducted on the Newcastle No. 5 well from March 21, 2017 to March 28, 2017. Newcastle Well Nos. 1 and 4 were used as observation wells during this seven day flow test. Flow was monitored using a 6-inch McCrometer flow meter and drawdown (pressure decrease) was measured using pressure gages and In-Situ Level Troll 700 Data Loggers (300 psi transducers) at each of the wells. The constant rate test was performed rather than a constant drawdown test because the data loggers allowed a continuous record of the pressure change (drawdown) and due to the back-pressure available from the well; the flow rate was able to be maintained relatively constant for the duration of the flow test. Flow during the first 173 minutes was maintained at 650 gpm. The well pressure at the end of 173 minutes of flowing had dropped nearly 100 psi with only 55 psi of residual pressure remaining. Therefore, at this time the flow rate was

Flow Testing Newcastle Well No. 5

35

decreased to 600 gpm. The flow rate was adjusted each day and was maintained between 570 gpm and 600 gpm. Based on the flowmeter totalizer, the average flow rate during the 7-day flow test was 631 gpm. These data are again tabulated in Appendix G. The constant rate flow test at the Newcastle No. 5 well was started at 10:15 A.M. on March 21, 2017. The City of Newcastle was able to keep Well Nos. 1 and 4 shut-in during the step test and the first day of the constant rate flow test. However, due to demands on the system, the City was required to begin using the No. 1 and No. 4 wells at approximately 2:12 P.M. on March 22, 2017 (1,677 minutes into the flow test). Flow rates from Well No. 1 from this point forward in the test were approximately 1,160 gpm, 500 gpm or not flowing. A similar condition existed at Well No. 4 as it is programmed to flow to the pump station when water from Well No. 1 is called for; therefore, it too was flowing at rates of approximately 400 gpm, 160 gpm or no flow. The flow rates from Well No. 4 are not recorded in the City of Newcastle’s SCADA system. The flow rates listed above were based upon visual recorded readings when visiting the well field during the flow test. Confined aquifers, especially fractured aquifer systems, are also influenced by barometric pressure changes. These pressure changes were not monitored during the constant rate test, however, as shown in Table 3-2 below, the difference between the minimum and maximum readings for the seven day test period is only 0.61 inches of mercury which converts into approximately 0.7 feet of water. Based on the stability of the barometric pressure presented in Table 3-2, the test data was not significantly influenced by changes in the atmospheric conditions. The following are the minimum and maximum atmospheric pressure readings from the four-day test period as measured at the Mondell Field Airport.

TABLE 3-2 Barometric Pressure Readings - Inches Mercury (Hg)

Mondell Field Airport, Newcastle, Wyoming

Date Minimum Maximum Change Pressure Change Water 3/20/17 30.03 30.24 0.21 psi 0.24’ 3/21/17 30.06 30.26 0.20 psi 0.23’ 3/22/17 29.77 30.06 0.29 psi 0.33’ 3/23/17 29.65 29.94 0.29 psi 0.33’ 3/24/17 29.95 30.15 0.20 psi 0.23’ 3/25/17 29.80 30.04 0.24 psi 0.27’ 3/26/17 29.82 29.95 0.13 psi 0.15’ 3/27/17 29.81 29.95 0.14 psi 0.16’ 3/28/17 29.91 30.15 0.23 psi 0.26’

36

Production from the Newcastle No. 1 and No. 4 wells during the flow test added a level of complexity to the test rendering all but the first day’s test data unusable as monitoring wells in analyzing the aquifer characteristics in the area of Newcastle Well No. 5. From the drilling records, both Well No. 1 and Well No. 5 intercepted a fracture area while drilling in the Madison Formation. Based on these data and the relatively quick response in Well No.1 when Well No. 5 began flowing (approximately 1½ minutes), the initial assumption prior to performing the analysis was that the aquifer would behave as a fractured aquifer. However, performing a preliminary diagnostics of the Well No. 1 and Well No. 4 responses did not validate this assumption. Figures 3-3 and 3-4 are a linear and bilinear diagnostic plots, respectively of the response from Well No. 1 (black data) and Well No. 4 (red data). In these diagnostic plots, if the aquifer were characterized by linear or bilinear flow conditions to a single fracture with infinite conductivity or uniform flux along a fracture, the early-time data would exhibit a unit slope (blue line). Although the early data is quite scattered, it does not appear to reflect a uniform slope. The initial analysis of the aquifer test data involved plotting the data on semi-logarithmic paper as shown in figures 3-5 through 3-7 and analyzed using the non-equilibrium method developed by Cooper and Jacob (1946). Cooper and Jacob (1946) developed a method of analyzing pumping tests based on a straight-line approximation of the Theis (1935) equation for unsteady flow to a fully penetrating well in a confined aquifer.

FIGURE 3-4

FIGURE 3-3

37

FIGURE 3-5

FIGURE 3-6

38

As shown in each of the Cooper-Jacob plots, at approximately 400 minutes into the test there is a slight change in the slope of the drawdown. The Well No. 5 drawdown plot (Figure 3-5) shows this flattening of the drawdown curve the best. This change is indicative of recharge to the aquifer. To verify the recharge theory further, the test results were analyzed using the method developed by Theis (1935) and are shown in Figure 3-8 through Figure 3-10. The Theis (1935) solution (or Theis nonequilibrium method) is an analytical method for determining the hydraulic properties (transmissivity and storativity) of nonleaky confined aquifers. Analysis with the Theis method is performed by matching the Theis type curve to drawdown data plotted as a function of time on double logarithmic axes. In these three Theis plots, the effects of recharge are indicated by the drawdown data’s deviation away from the Theis type curve, with a flatter slope. The flow rate data from the Newcastle No. 1 well has been superimposed upon Well No. 5’s drawdown data in the Cooper-Jacob plot (Figure 3-5). This figure shows the rapid response and the correlation of the drawdown in Well No. 5 as a result of flowing Well No. 1.

FIGURE 3-7

39

FIGURE 3-8

FIGURE 3-9

40

Because the aquifer demonstrated leaky confined aquifer characteristics, the data were next analyzed using the mathematical solution developed by Mahdi S. Hantush and Charles E. Jacob (1955). Hantush and Jacob developed a mathematical model of transient flow of water to a pumping well in a leaky confined aquifer. W.C. Walton (1962) later developed a curve-fitting procedure to represent the Hantush and Jacob well function for leaky confined aquifers. The results of the Hantush – Jacob curve fitting analysis is shown in Figure 3-11 through Figure 3-13. The aquifer analysis software AQTESOLV (AQuifer TEst SOLVer) by HydroSOLVE, Inc. was used to perform the Hantush-Jacob analysis. Based on the results of the Hantush-Jacob method, the Madison aquifer in the near vicinity of Newcastle Well No. 5 is a leaky confined aquifer with a transmissivity of 4,560 gpd/ft. The aquifer between the No. 5 Well and Newcastle Well No. 1 is again a leaky confined aquifer with a transmissivity of 17,860 gpd/ft and a storativity (storage coefficient) of 1.8 x 10-4. Finally, the Madison Aquifer between the No. 5 well and the Newcastle No. 4 well is a leaky confined aquifer with a transmissivity of 12,660 gpd/ft and a storativity of 4.5 x 10-4.

FIGURE 3-10

41

FIGURE 3-11

FIGURE 3-12

42

To further verify that the aquifer could be characterized as a leaky confined system, the derivative-time plots for the test well and observation wells were reviewed. The derivative analysis looks at the rate of change in the drawdown with respect to time. The Bourdet derivative (Bourdet et al, 1989) uses the following simple three-point formula to compute derivatives from drawdown data by numerical differentiation:

∂s = (∆si-1/∆lnTi-1)∆lnTi+1+(∆si+1/∆lnTi+1)∆lnTi-1 ∂lnT i ∆lnTi-1+∆lnTi+1

where s is drawdown and T is an appropriate time function. Essentially, this formula is a weighted average of slopes computed from data points on either side of data point i (Duffield, G.M., 2007). A review of the derivative-time plot for Well No. 5 with the Hantush-Jacob analysis revealed that there was not a good curve fit with this type curve match. The characteristics of the derivative-time plot were more typical of a double porosity fracture model. The derivative-time plots superimposed over the displacement (drawdown) – time plots for both the Hantush-Jacob and Moench double porosity with slab blocks for Well No. 5 are shown in Figures 3-14 and 3-15. In these figures the derivative data is the red crosses with black curve fit line and the drawdown data is the blue squares with red curve fit line.

FIGURE 3-13

43

FIGURE 3-14

FIGURE 3-15

44

In contrast to Well No. 5, the derivative analysis of the data from Well Nos. 1 and 4 indicated that the aquifer was better represented by the Hantush-Jacob leaky confined aquifer model. The derivative-time plots superimposed over the displacement (drawdown) – time plots for the Hantush-Jacob analyses for Well No. 1 and Well No. 4 are shown in Figures 3-16 and 3-17, respectively. Again in these figures the derivative data is represented by the red crosses with the black curve line. As shown in Figures 3-16 and 3-17, the late time data starts to trend back up which is more typical of a fractured aquifer. There appears to be insufficient data (needed to run test longer without interference from other Newcastle wells) in order to determine if a fractured aquifer model would more accurately define the aquifer than the leaky confined aquifer model.

FIGURE 3-16

45

3.4 Recovery Tests

Recovery data were collected following both the step test and the constant drawdown test. As mentioned in Section 3.2 of this report, following the completion of the last step in the step test, recovery data was collected for a twelve (12) hour period. The well fully recoved within the first three hours (153 minutes). Although recovery data were collected following the conclusion of the 7-day flow test, Newcastle Well Nos. 1 and 4 were still being utilized by the City of Newcastle to satisfy their system’s demand. Therefore, there were no true recovery data collected at these two wells and the recovery data at Well No. 5 was influenced by the production from Well Nos. 1 and 4. A plot of the response at Well No. 5 for the entire flow test period is shown in Figure 3-18. As shown in this figure, Well No. 5 recovers very quickly to a residual drawdown level of approximately 30 feet and then starts to slowly recover to a residual drawdown level of approximately 22 feet. Complete recovery to the initial static water level is precluded due to the influence (drawdown) imposed by Well Nos. 1 and 4.

FIGURE 3-17

46

3.5 Summary Due to the production from the Newcastle No. 1 and Newcastle No. 4 wells during the 7-day flow test (constant rate), the analysis of the aquifer test utilizing standard analytical methods was restricted to evaluating essentially just the first 30 hours of data. An analysis of these data indicates that in the area of Newcastle No. 5 well the Madison Aquifer behaves as a leaky confined system. The heterogeneity of the aquifer is demonstrated by the different transmissivity and storativity values calculated from the flowing well and each of the observation wells. The Madison aquifer in the near vicinity of Newcastle Well No. 5 has an effective transmissivity of 4,560 gpd/ft. The transmissivity and storativity of the aquifer between the No. 5 Well and Newcastle Well No. 1 is 17,860 gpd/ft and 1.8 x 10-4, respectively and the transmissivity of the Madison Aquifer between the No. 5 well and the Newcastle No. 4 well is 12,660 gpd/ft with a storativity of 4.5 x 10-4. Even though most of the test data gathered during the 7-day flow test could not be mathematically analyzed, the data is still empirically very useful. A review of Figure 3-18 shows that after nearly 3¾ days (pumping time 5,300 minutes on Figure 3-18) of continuous production from the Newcastle No.1 and No. 4 wells in addition to the production from the Newcastle No. 5 well, the back pressure in the No. 5 well was still above 30 psi. Production for more than half of this time from the No. 1 well and

FIGURE 3-18

47

the No. 4 well were close to their peak production and at near the production capacity of the pump station. The average production during the last 6 days of the flow test from the No. 1 well was approximately 640 gpm and the approximated flow from the No. 4 well was 220 gpm. Since the flow rate from the No. 4 well was not recorded, the flow value from No. 4 was based on a ratio of that to the recorded No. 1 well. The aquifer parameters calculated from the flow test data on the Newcastle No. 1, No. 4 and No. 5 wells were plugged into the Theis Nonequilibrium equation (1935) and the drawdown in the No. 5 well calculated at the end of a 7-day continuous production period. The flow rates assigned to each of these wells were the maximum observed from each well during this flow test. This Theis (1935) evaluation indicates that the No. 5 well will be capable of producing 630 to 650 gpm continuously for a 7-day period while the No. 1 well is producing continuously 1,165 gpm and the No. 4 well is producing continuously 400 gpm. At the end of this period, the simulation indicated that there would be sufficient back pressure on the well to allow for the headloss in the transmission pipeline from the No. 5 well to the pump station and to meet the minimum suction pressure on the pump station (approximately 15 psi). This Theis simulation should be conservative since this evaluation assumes a confined aquifer and negates the positive impacts imposed by a leaky confined aquifer. The sustainability of the production from the Newcastle No. 5 Well is best demonstrated by the Madison Aquifer’s response to the production from the two older, nearby Newcastle wells, Well No. 1 and Well No. 4. These two wells have been in production since 1949 and 1978, respectively and there has been no decline in the shut-in pressure of these wells (static water level). This indicates that the aquifer is capable of sustaining additional production from the Newcastle No. 5 well. A review of the flow test data shows that when flowing approximately 630 gpm, the Newcastle No. 5 well will quickly lose, within the initial 400 minutes of production, approximately 108 psi of artesian pressure out of the total shut-in pressure of 154.5 psi (250 feet of drawdown out of a total of 356.9 feet available). At this point the drawdown (decrease in artesian pressure) slowly levels off at a pressure of approximately 43 psi. Based on these test results, without interference from Well No. 1 and Well No. 4 the long-term sustainable flow from Well No. 5 is between 630 and 650 gpm with an artesian pressure between 42 and 43 psi. When both Well No. 1 and Well No. 4 are flowing at their peak production levels, there is an additional interference induced drawdown in Well No. 5 of approximately 34 feet. At this point, the flow from Well No. 5 appears to again reach a point of equilibrium with a discharge of 630 gpm with an artesian pressure of 28 to 27 psi (drawdown of 290 to 295 feet). Based on the flow test results from the No. 5 Well, and projecting the recorded drawdown curve further out into time, the long-term sustainability of this well, in conjunction with the production from the other two Newcastle wells (Well No. 1 and Well No. 4) is 630 gpm with an artesian pressure at the wellhead of approximately 25 to 27 psi.

48

SECTION 4 Water Quality 4.1 Water Quality

Analysis of the quality of water produced from the Newcastle No. 5 well began following the acid stimulation of the well. As discussed in Section 2 of this report and shown in Figure 2-2, the conductivity and pH of the water were monitored for 18 days following the acid stimulation to insure that the water quality from the well had recovered from the introduction of the acid. As mentioned earlier, the monitoring of the water quality of Well No. 5 following the acid job was prolonged due to the anonymously high conductivity values in this well in comparison to those measured at the Newcastle No. 1 and No. 4 wells. Temperature, conductivity and pH were monitored during the step test and 7-day constant rate drawdown test. These water quality data are shown graphically in Figures 4-1 and 4-2 and are tabulated in Appendix G. Because the well had been left flowing prior to the start of the flow tests, the temperature of the water had essentially stabilized at approximately 77°F. The

FIGURE 4-1

FIGURE 4-2

49

slight variation in the temperature data is thought to be a result of the sampling method. The temperature data is measured in the small sampling reservoirs in the pH/conductivity meter and this water will quickly try to assimilate to the ambient air temperature. The conductivity and the pH of the discharged water remained fairly constant over most of the constant drawdown flow test period. The difference between the step test data and the 7-day test data is primarily from the use of two separate pH/conductivity meters – one used primarily during the step test and the other during the constant rate flow test. During both the step test and constant rate test the pH ranged from 7.01 to 7.6 and averaged 7.4 while the conductivity ranged from 705 to 962 micromhos per centimeter and averaged 811 micromhos per centimeter. The field recorded pH values are in close agreement with the laboratory results for pH (pH of 7.56). Due to the higher conductivity values during the start of the step test, the average conductivity value during the flow tests is slightly above that observed by the laboratory (conductivity of 719 micromhos/cm). As mentioned in Section 3, the other interesting event associated with the flow test was the noticeable increase in the water temperature (7° F), the well pressure (9.4 psi), the flow rate (50 gpm) and the conductivity (increase from 900 micromhos/cm to 950 micromhos/cm) that occurred during third step of the step test. This change to the water quality is shown graphically in Figures 4-3 and 4-4. Water samples were taken near the middle of the 7-day flow test and at the conclusion of this flow test and each of these samples were submitted to an EPA certified laboratory for analysis. The result of these analyses are compared to EPA FIGURE 4-4

FIGURE 4-3

50

primary and secondary drinking water standards in Table 4-1. Table 4-1 also compares the quality of the water from the Newcastle No. 4 well with the water from the Newcastle No. 5 well. The laboratory analyses are presented in Appendix F. The water quality data from several of the Madison Aquifer wells in the Newcastle area were reviewed and plotted on a piper diagram (see Figure 4-5). As shown in this figure, the water from the Madison Aquifer in the Newcastle area is classified as a Calcium-Bicarbonate water – fresh water. However, all of the City of Newcastle wells, the Crown No. 1 well (Section 33, T46N, R61W) and the Salt Creek No. 1 (Post Horizontal Drilling) appear to be influenced by sulfate rich water as they trend closer to a Ca-SO4 water than the other four wells. The higher sulfate content could be indicative of recharge from the overlying Minnelusa Formation. The classification of the water from the Salt Creek No. 1 well lends some credence to this hypothesis in that before the horizontal drilling of the Salt Creek well, the classification of the water from just the vertically completed well (Salt Creek – Vertical Pre-Acid Frac) shows that this well is closer in quality to the West End well, the Wyoming Club well and the Canyon No. 1 well. During the horizontal drilling program, the casing was milled out in the Minnelusa Formation and the horizontal borehole penetrated the lower section of the Minnelusa in addition to the upper Madison Aquifer and, therefore; the horizontal well is producing water from both the Minnelusa and the Madison Aquifers. The change in the water quality in the Salt Creek well from the vertical well to the post horizontal well is attributed to the well producing from both the Minnelusa and Madison Aquifers. The analysis of the flow test data indicates that the Madison Aquifer in the vicinity of Newcastle No. 5, No. 1 and No. 4 wells is a leaky-confined aquifer, therefore, based on the water quality analysis; it appears that a fraction of the recharge is from the overlying Minnelusa Aquifer. No treatment of the water produced from Newcastle Well No. 5 is required other than disinfection to maintain a chlorine residual in the distribution and storage tank system. The iron bacteria concentration from the water sample grabbed at the end of the flow test was higher than the mid-term concentration. The City should monitor

FIGURE 4-5

51

these bacteria concentrations, however, iron bacteria has not been a problem in the other Newcastle area wells.

TABLE 4-1 Water Samples Comparison with EPA Drinking Water Standards

Newcastle Well No. 5 and Newcastle Well No. 4

Parameters

(mg/l except or as noted)

EPA Maximum Contaminant

Level

Newcastle Well No. 5

Mid-Term 3/23/2017

Newcastle Well No. 5

End Flow Test 3/28/2017

Newcastle Well

No. 4 12/15/1979

Primary EPA Parameters

Regulated VOC's

Various NA ND

NA

Synthetic Organic Chemicals

Various NA ND

NA

Total Trihalomethanes (µg/l)

100 NA ND

NA

Pesticides/Herbicides

Various NA ND

NA

Antimony

0.006 NA ND

ND

Asbestos

* NA NA

NA

Arsenic

0.01 NA 0.002

ND

Barium

2.00 NA 0.07

ND

Beryllium

0.004 NA ND

ND

Cadmium

0.005 NA ND

ND

Chromium

0.10 NA ND

ND

Copper

1.30a NA ND

ND

Cyanide

0.20 NA ND

ND

Fluoride

4.00 NA 0.4

0.4

Lead

0.015a NA ND

ND

Mercury

0.002 NA ND

ND

Nickel

0.10 NA ND

ND

Nitrite (as N)

10.00 NA ND

ND

Nitrate + Nitrite (as N)

10.00 NA 0.26

0.19

Selenium

0.05 NA 0.005

ND

Thallium

0.002 NA ND

NA

52

Parameters (mg/l except or as noted)

EPA Maximum Contaminant

Level

Newcastle Well No. 5

Mid-Term 3/23/2017

Newcastle Well No. 5

End Flow Test 3/28/2017

Newcastle Well

No. 4 12/15/1979

Radionuclides

Uranium

0.03 0.004 0.004

NA

Radium 226, pCi/l

5.0b 1.7 1.2

1.87

Radium 228, pCi/l

--b 2.9 0.4

2.8

Gross alpha, pCi/l

15.00 8.1 8.3

7

Gross beta, pCi/l

--b NA NA

7

Radon pCi/l

NS NA NA

NA

RR

Secondary EPA Parameters

Acidity (mg/l as CaCO3)

NS NA ND

NA

Alkalinity (mg/l as CaCO3)

NS NA 208

217

Bicarbonate

NS 254 254

130

Boron

NS NA ND

NA

Calcium

NS 90 89

80

Carbonate

NS ND ND

0

Chloride

250.00 9 6

0

Color (color units)

15 NA 10

NA

Conductivity (μmhos/cm @ 25oC)

NS 728 719

625

Corrosivity (Langlier Index)

0 NA 0.4

NA

Foaming Agents

0.5 NA 1

NA

Hardness as CaCO3

NS NA 390

323

Iron

0.30 0.09 0.16

0.2

Manganese

0.05 NA 0.006

<0.05

Magnesium

NS 41 40

30

Odor (T.O.N.)

3 TON NA 1

ND

pH (units)

6.5-8.5 7.40 7.56

7.3

53

Parameters (mg/l except or as noted)

EPA Maximum Contaminant

Level

Newcastle Well No. 5

Mid-Term 3/23/2017

Newcastle Well No. 5

End Flow Test 3/28/2017

Newcastle Well

No. 4 12/15/1979

Potassium NS 2 2 2 Sodium

250.00 5 5

6

Fluoride

2.00 NA 0.4

0.5

Sulfate

250.00 181 174

108

Temperature (°F)

NS 75 79

NA

Total Dissolved Solids

500.00 502 473

370

Silica

NS NA 12

NA

Silver

0.10 NA NA

ND

Zinc

5.00 NA ND

ND

Turbidity (NTU)

<5.0 NA 1.1

ND

Microbiological

Total Coliforms

** Absent Absent

NA

E-Coli Coliforms

NS Absent Absent

NA

Iron Bacteria (CFU/ml)

NS 25 9000

NA

Bacteria – Sulfate Reducing

NS NA NA

NA

* 7 million fibers/liter longer than 10 μmeter a Action Level MCL - Sample with contaminant in greater quantity than this as measured in the

90th percentile of all samples at the customer's tap will trigger treatment technique requirements to be implemented

b The regulation states that the total radium (radium 226 + radium 228) cannot exceed 5.0

pCi/L, alpha particle activity can not exceed 15 pCi/L and the uranium MCL is 0.03 mg/L. The MCL for beta activity is stated such that the beta activity cannot produce an annual dose to the total human body or to any internal organ greater than 4 millirem/year

** no more than one sample per month can test positive if fewer than 40 samples are analyzed

per month - populations serving less than 1000 people require only one sample per month NA Not Analyzed ND Not Detected NS No Standard

54

SECTION 5 Conceptual Design – Cost Estimates 5.1 Conceptual Design

The proposed conceptual design alternatives discussed in this section involve several different projects which will both add to and expand the existing City of Newcastle water supply system and several that will rehabilitate or enhance some of their existing system. 5.1.1 – Alternative No. 1: The first alternative (Alternative No. 1) involves tying the well into the existing Newcastle well collection system and allowing the well to flow to the pump station to be distributed to the users in Newcastle and/or to their storage facilities. This project will help the City of Newcastle meet their projected future water needs and will afford them the ability to take Well No. 1 off line for an extended period of time to perform any needed upgrades to Well No. 1 and the pipeline from this well to the pump station and any other appurtenances that might need replaced and/or repaired (See Figure 5-1.). This alternative will be eligible for Wyoming Water Development grant funding, if it is available.

FIGURE 5-1 (ALTERNATIVE NO. 1 – TIE IN WELL NO. 5)

55

In addition to installing the required telemetry/SCADA equipment at the Well No. 5 well house, included in Alternative No. 1 is a cost for several SCADA/telemetry components that, due to budget constraints, had to be excluded from an earlier Newcastle water system project – the 2016 Water Improvements Project which was partially funded by the Wyoming Water Development Commission. These components are:

1. Upgrade the master terminal unit (MTU) at the City water shop. This would

include both hardware and software upgrade.

2. Install remote terminal units (RTU) at the following facilities:

a. Newcastle Well No. 3 b. Seneca Pressure Control Station c. Stampede Pressure Control Station

3. At each of the three RTU locations listed in item 2 above, install the

following monitoring/sensor equipment: a. Temperature b. wet floor sensor c. upstream and downstream pressure sensors d. power status e. TVSS status

4. Instrumentation to include flow meter reading and pump controls

5. Telemetry communication – either buried telemetry line, radio control or

cellular communication.

5.1.2 – Alternative No. 2: The second alternative addresses one of the terms of the access agreement executed between the landowner and the WWDC/City of Newcastle which allowed the No. 5 well to be drilled and constructed. Alternative No. 2 involves the construction of an 8-inch distribution line parallel to the transmission pipeline to be constructed as part of the Alternative No. 1 project. This proposed 8-inch distribution pipeline will tie into the existing City of Newcastle distribution system and provide a future water supply source for a proposed development in the area of the Newcastle No. 5 well (See Figure 5-2). This alternative will not be eligible for Wyoming Water Development grant funding. The deep canyon (Cave Spring Canyon) located just to the east of Well No. 5 and along the east side of the dirt access road to Well No. 5 excludes, from consideration, any other alternative pipeline routes for Alternatives 1 and 2. Additionally, the executed access agreement has a provision for a permanent and perpetual easement for the acreage around Well No. 5 and along the access road from the City Street to Well No. 5. This access road is the same along which both the pipelines associated with Alternatives No. 1 and No. 2 have been located.

56

A more detailed design of the pipelines described in Alternative No. 1 and Alternative No. 2 is shown on Sheets PP-1 and PP-2 of Alternative Design sheets for the City of Newcastle, Wyoming Well House #5 and Water Supply System which are included as an appendix to this report. 5.1.3 – Alternative No. 3: The remaining conceptual design alternatives were reviewed based on discussions with the City of Newcastle water department staff. Alternative No. 3 involves a retrofit to the existing pump station to allow the installation of a wye strainer to collect rock fragments prior to entering the suction header of the pump station. City staff has indicated that even though the Newcastle No. 1 well is nearly 70 years old (first used February 14, 1949) and the Newcastle No. 4 well is almost 40 years old (completed June 25, 1978), these two wells still occasionally will heave rock fragments which ultimately end up being passed through the booster pumps. This will often time damage the pump impellers resulting in loss of production capability and also maintenance/repair costs.

FIGURE 5-2 (ALTERNATIVE NO. 2)

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The City of Newcastle has previously purchased the wye strainer, but has not been able to install it in the existing pump station suction piping because there is insufficient room to install this 12-inch fitting inside of the pump station. Several approaches were investigated and discussed with Newcastle staff. These include: 1) installing smaller strainers in the piping at each of the well houses; 2) installing the purchased wye strainer in a vault just before the 12-inch collection line enters the pump station; and 3) rerouting the 12-inch inlet line to the pump station up to the surface and installing the purchased wye strainer above ground in a small building just before the 12-inch collection line enters the pump station. Of the three options presented for Alternative No. 3, City staff was in favor of placing the wye strainer above ground in a building just before entering the pump station. The preliminary design developed for Alternative No. 3 incorporates the concept of an above ground installation; however, instead of a separate building, the design involves adding on to the existing pump station as is shown on Sheets P-4 and P-7 of the Alternative Design sheets for the City of Newcastle, Wyoming Well House #5 and Water Supply System that are included as an appendix to this report. As shown on Sheets P-4 and _P-7, the proposed addition to the pump station also includes the addition of a chlorine room to allow the City to chlorinate their water supply. The addition of the chlorine room is discussed in more detail under the Alternative No. 4 discussion. Because the work associated with this alternative would enhance the supply to the Newcastle system (limit or eliminate loss production due to pump maintenance), Wyoming Water Development grant funding may be available for this option. However, due to age of the pump station, completed in 2003, modifications to the pump station would not be eligible for 2018 grant funding from the Wyoming Water Development Commission. To be eligible for funding from the WWDC Rehabilitation Program, a facility must be completed and in use for at least fifteen (15) years. The pump station has only been in use for 14 years. 5.1.4 Alternative No. 4: The fourth Alternative (Alternative No. 4) again deals with the pump station. The Newcastle water department staff has indicated that it has become difficult to find replacement parts for the pumps. The replacement of the pump impellers has been necessary on a more frequent basis because of the damage imposed by the pumping of the rock fragments discharged from the wells (see discussion for Alternative No. 3). The original and existing pumps are PACO Model 2595-7, end-suction, close-coupled, mechanically sealed pumps with 60 Hp, 3-phase 480 volt, inverter duty motors turning at 3,500 RPM’s. The design parameters for these pumps were as follows:

1. Design: 550 GPM @ 260 feet TDH. 2. Maximum 700 GPM @ 150 feet TDH. 3. Efficiency at design GPM 75%. 4. Suction Pressure Range: 15 to 192 psi 5. Discharge Pressure Range: 118 to 133 psi

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When selecting the replacement pump, careful consideration needs to be given to the dimensions of the existing pump versus the proposed replacement pump. The closer the replacement pump is in size to the existing pumps the less work will be required to adjust the new pump’s suction and discharge flanges to match that of the existing pump skid piping. In addition to the discharge and suction diameters, the critical dimensions as shown in the Figure 5-3 below are CP, D, X, DD, Y and Z. Grundfos now handles the PACO pump line and the 2595-7 Model pump is still available. Other end-suction, close-coupled pumps that were reviewed that are close in dimension to that of the existing pumps are three Goulds pumps. The dimensions for the existing and Goulds pumps are:

TABLE 5-1 Pump Suction Discharge CP D X DD Y Z

PACO 2595-7 3” 2½” 41” 9” 6¾” 6¾” 4⅛” 6” Goulds 3656 3x4x10 4” 3” 30⅜” 8” 7½” 6½” 3” 5½”Goulds 3656 3x4x8 4” 3” 30 9/16” 8” 7” 5⅜” 3” 5⅝” Goulds 3656 2.5x3x10 3” 2½ 33½ 8” 7½” 6” 2¾” 5½” The Goulds pumps would require significant retrofitting to the suction and discharge piping to accommodate the different size suction and discharge diameters. The Goulds 3656 2.5x3x10, at the design parameters operates on the extreme right side of the pump curve and would not be strongly recommended as a replacement pump. In addition to replacing the existing pumps for the reasons previously discussed, several other modifications to the existing pump station are proposed. These modifications are: 1. Addition of a 4th booster pump and variable frequency drive (VFD) controller; 2. Installation of a pressure reducing control valve on the suction header; and 3. Addition of a chlorine room with a gas chlorination system.

The addition of a 4th booster pump is required in order to utilize the additional water that has been gained by the drilling of the Newcastle No. 5 well. Presently, during peak production periods, both Well Nos. 1 and 4 are produced at their peak capacities, approximately 1,550 gpm. In order to boost this volume of water into the distribution and storage system, all three of the present booster pumps are required to operate at their design capacity of 550 gpm per pump. In order to pump the combined flow capacity from Well Nos. 1, 4 and 5 of approximately 2,000 gpm a fourth pump will be required. The additional headloss imposed by this increased

FIGURE 5-3

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pumping capacity through the pump station piping and in the 12-inch pipeline to the storage tank was calculated to be approximately 18 feet. The pumps listed in Table 5-1 will be capable of satisfying this higher total dynamic head requirement without needing to increase the horsepower capacity of the existing pumps. The proposed modification to the pump skid is shown on Sheets P-4 and P-5 of the Alternative Design sheets for the City of Newcastle, Wyoming Well House #5 and Water Supply System that are included as an appendix to this report. Sheets P-4 and P-7 of the Alternative Design sheets for the City of Newcastle, Wyoming Well House #5 and Water Supply System shows the installation of a pressure reducing valve in the suction header downstream of the 12-inch Wye rock strainer. The purpose of this control valve is to lower the pressure in the suction header during low flow (high well pressure) periods. Newcastle water staff has indicated that when the suction header pressure (well pressure) is above 30 to 40 psi, the pumps, it is believed by the water staff, will cavitate due to the excessive rate at which the impellers are turning due to the backpressure from the artesian well pressure. Currently the City overcomes this cavitation problem by never operating just one pump. The operation of two pumps will quickly lower the artesian head from the wells to eliminate the pump cavitation. By installing the pressure reducing valve the City will have more flexibility in the operation of the booster pumps. During low demand periods they will be able to operate just one pump which will decrease their operational costs and will allow them more options in when and for how long to operate each individual pump (i.e. lead/lag pump sequencing). Prior to the completion of this report, the Newcastle water staff was going to experiment with the pump skid to try to determine the actual cause of the pump vibration/cavitation at the low flows. One theory that they were going to investigate was that most of the flow, during the low flow period (operation of a single pump), was being diverted through the 12-inch bypass piping and actually starving the pumps and causing them to cavitate. If this is actually what is transpiring, the pressure reducing valve may not be required and instead an actuated valve should be installed that will close the bypass piping just prior to the initiation of the booster pump(s). The final modification to the pump station is the addition of a chlorination room that will be equipped with a gas chlorination system. This room will be separated from the booster pump skid room and the extension of this room for the rock strainer and flow control valve. A separate room for the chlorine equipment is necessary for several reasons; the first and upmost is for the safety of the operators. By making this a separate room, City staff will be able to control who has access to this room. The ventilation equipment necessary for the chlorination equipment can also be downsized by minimizing the chlorine equipment area.

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The modifications to the pump station associated with Alternative No. 4 were presented as a different alternative from that of Alternative No. 3 because some of these modifications may be viewed as maintenance items or water treatment and may not be eligible for Wyoming Water Development grant funding. 5.1.5 - Alternative No. 5: This alternative (Figure 5-3) addresses the replacement of the two existing collection lines from the No.1 well and the No. 4 well. Prior to the drilling of the No. 5 well, the City of Newcastle could not afford to take the No. 1 well off line for any length of time because it is the primary source of water for the City. However, by combining the flows from the No. 5 well and the No. 4 well, they will be able to match the production from the No. 1 well, allowing it to be taken off line now for a significant period of time.

This alternative evaluates the replacement of the approximately 350 feet of 10-inch cast iron line from the No. 1 well to the pump station with a 10-inch PVC pipeline. The pipeline from Well No. 4 is believed to be 8-inch Transite (asbestos-cement) pipe that was installed in 1978. This alternative would replace the approximately 140 feet of 8-inch Transite pipeline with 8-inch PVC from the No. 4 well to the intersection with the pipeline from the No. 5 well (Alternative No. 1). From this intersection to the inlet to the pump station, the approximately 150 feet of 8-inch Transite pipe would be replaced with 10-inch PVC pipe to decrease the headloss when both the No. 4 well and the No. 5 well are flowing at their maximum rates. This increase in pipe diameter would decrease the headloss by 65%. Due to the age of this piping and the critical role they play in the City of Newcastle’s water supply system, it is assumed that this alternative will be eligible for Wyoming Water Development grant funding if available.

5.2 Geotechnical Analysis

A geotechnical analysis was conducted by NTI out of Rapid City, South Dakota to determine the subsurface conditions in the Newcastle No. 5 area. This analysis consisted of one test boring at the future well house location to assist in the design of the well house foundation. In addition to this soil analysis, a soil boring was drilled at the Newcastle pump station location. This boring along with the soil boring at the Newcastle No. 5 well site will provide insight into the excavation material and conditions that will be encountered when constructing the transmission pipeline from the Newcastle system to the No. 5 well (Alternative Nos. 1 and 2). A copy of the report on the test boring at the Newcastle Well No. 5 location along with a copy of the soil boring at the pump station are contained in Appendix I.

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FIGURE 5-4

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5.3 Cost Estimates

Cost estimates were developed for each of the five alternatives described in Section 5.1. These cost estimates were broken down into three groups. These are: 1) Alternative costs eligible for WWDC grant funding in 2018; 2) Alternative costs ineligible for WWDC grant funding; and 3) Alternative costs associated with modifications to the existing City of Newcastle pump station. The recommended project alternatives that are eligible for 2018 WWDC grand funding are shown on Table 5-2. From discussions with the Newcastle City Engineer, he indicated that he would prefer that a concrete masonry unit well house be constructed over the well. Because there will be no pump installed in this well, it is not envisioned that access inside the well with a wireline or workover rig will be needed on a frequent basis. Therefore, the conceptual design of the well house does not incorporate an access hatch through the roof. If at some time in the future, it is necessary to rehabilitate the well using a downhole tools, a portion of the roof will need to be removed. The drawing set included in this report entitled Alternative Design for City of Newcastle, Wyoming, Well House #5 and Water Supply System include conceptual designs for Alternative Nos. 1, 2, 3 and 4. This drawing set includes several as-built drawings from the Newcastle pump station and pressure control station project. The as-built drawings were included to provide more detail on the conceptual design of the proposed well house No. 5 since it was requested that this well house be similar to that of the other buildings in the Newcastle water supply system.

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Preparation of Final Designs and Specifications         $56,221.40

Permitting and Mitigation $7,500.00

Legal Fees $3,000.00

Acquisition of Access and Rights of Way $0.00 (See Alternative No. 2)

Pre‐Construction Costs (Subtotal # 1) $66,721.40

Cost of Project Components Quantity Unit Unit Price Total Item Cost 

Alternative No. 1 Components ‐ Tie Well No. 5 Into Existing Newcastle Water Supply System

Item 1 Well House Building 1 LS $74,560.00 $74,560.00

Item 2 Interior Well House Piping 1 LS $38,300.00 $38,300.00

Item 3 Well House Yard Piping 1 LS $9,100.00 $9,100.00

Item 4 8‐Inch DR 14 PVC C900 Transmission Pipeline 1260 LF $48.00 $60,480.00

Item 5 8‐inch D.I. MJ x MJ 45° Bend 2 EA $850.00 $1,700.00

Item 6 8‐inch D.I. MJ x MJ 22½° Bend 3 EA $850.00 $2,550.00

Item 7 8‐inch D.I. MJ x MJ 11¼° Bend 3 EA $850.00 $2,550.00

Item 8 Tie In to Existing 8‐Inch Well No. 4 Collection Line 1 LS $3,500.00 $3,500.00

Item 9 Chain Link Fence 1 LS $7,960.00 $7,960.00

Item 10 Power to Well Site 1 LS $31,860.00 $31,860.00

Item 11 New Telemetry and SCADA System 1 LS $250,000.00 $250,000.00

Item 12 Yard Road Base and Site Reclamation 1 LS $3,810.00 $3,810.00

Item 13 Access Road Improvement 12' wide by 4" Thick Base 342 TON $27.00 $9,234.00

Alternative No. 5 Components‐ Replace Existing Well No. 1 and Well No. 4 Collection Pipelines

Item 24 10‐Inch DR 14 PVC C900 Transmission Pipeline 500 LF $60.00 $30,000.00

Item 25 12‐Inch DR 14 PVC C900 Transmission Pipeline 100 LF $75.00 $7,500.00

Item 26 12‐inch D.I. MJ x MJ 11¼° Bend 1 EA $1,000.00 $1,000.00

Item 27 10‐inch D.I. MJ x MJ 45° Bend 1 EA $1,000.00 $1,000.00

Item 28 2‐Inch Service Tap and Connection 1 LS $1,000.00 $1,000.00

Item 29 8‐inch D.I. MJ x MJ 22½° Bend 1 EA $900.00 $900.00

Item 30 8‐Inch DR 14 PVC C900 Transmission Pipeline 140 LF $48.00 $6,720.00

Item 31 8‐inch D.I. Gate Valve and Valve Box 1 EA $2,800.00 $2,800.00

Item 32 Tie In to Existing 8‐Inch Well No. 4 Collection Line 1 LS $2,000.00 $2,000.00

Item 33 Tie In to Existing 10‐Inch Well No. 1 Collection Line 1 LS $2,000.00 $2,000.00

Item 34 Tie Into Existing 12‐inch Inlet Line to Pump St. 1 LS $3,500.00 $3,500.00

Item 35 Road Restoration 234 TON $35.00 $8,190.00

Total Component Cost (Subtotal #2)   $562,214.00  (Sum Items 1‐35)

Construction Engineering Cost (Subtotal #2 x 10%) $56,221.40

Components and Engineering Costs (Subtotal #3) $618,435.40

Contingency (Subtotal #3 x 15%)   $92,765.00

Total Construction Cost (Subtotal #4) $711,200.40

Total Project Cost (Subtotal #1 + Subtotal #4)  $777,921.80

TABLE 5‐2Newcastle Madison Well Project

Project Alternatives Eligible for WWDC Funding in 2018

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As mentioned previously, Alternative No. 2 addresses one of the terms of the access agreement executed between the landowner and the WWDC/City of Newcastle In developing the costs for this alternative, it was assumed that the 8-inch distribution pipeline from the pump station to the Horton Family Partnership future development area would be placed in the same trench as that excavated for the Alternative No. 1 pipeline. An additional 20 hours of excavation was factored into the cost to account for increasing the width of the trench to accommodate the two 8-inch PVC pipelines. Therefore, the costs to install this pipe were based on a cost per foot to purchase the pipe material ($9.10/foot) and an hourly rate for the laborers to install the pipe plus the additional excavation cost. It was assumed that there would be three laborers involved (two Group 1and one Group 2). Using the Wyoming Department of Employment prevailing wage rate with a 3% overhead multiplier, the hourly rate to install the Alternative No. 2 pipe was $152.70. In developing the cost estimate for Alternative No. 2, it was further assumed that the Alternative No. 1 pipe could be installed at a rate of 300 feet per day or a total of approximately 34 hours of construction time. By doubling up the laborers time to install two pipelines, it was assumed that the rate of installation would decrease to 150 feet per day (68 hours). Therefore, the additional time to charge for the installation of the Alternative No. 2 pipe was that difference between installing at a rate of 300 feet per day versus 150 feet per day, or 34 hours. Also, the initial 140 feet of Alternative No. 2 pipe from the tie-in to the pump station outlet pipe (Station 0+00) to the start of the Alternative No. 1 pipeline (Station 1+40.5 will be installed in its own trench. Sheets P-5, PP-1 and PP-2 of the drawings entitled Alternative Design for City of Newcastle, Wyoming, Well House #5 and Water Supply System detail the conceptual design for Alternative No. 2. Nearly half of the cost for this alternative is for the improvement to the access road. As stipulated in the access agreement, this road is to be improved by placing a 6-inch thick gravel base across the 30 foot wide road. The estimated cost for this was based on the unit cost for road base material ($19/ton) with a multiplier of 1.5 for the placement and compaction of the material. A portion of this road is eligible for grant funding from WWDC. WWDC will fund an access road improvement for a 16 foot wide road with 4-inches of road base. This portion of the road cost has been shown in Table 5-2 (WWDC eligible costs). The estimated cost for Alternative No. 2 (WWDC ineligible components) is shown on Table 5-3. During the land access agreement negotiations, staff from the Wyoming Water Development Office stipulated that the cost for the terms of the access agreement would be between the City of Newcastle and the landowner, therefore, this alternative is not eligible for Wyoming Water Development grant funding. Additionally, this alternative involves the construction of a distribution pipe which is also not eligible for WWDC funding.

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Table 5-4 shows the estimated cost for the improvements to the existing pump station. These are the installation of the 12-inch wye strainer and pressure reducing valve, modifications to the pump skid and the addition of a 4th pump and the addition of a chlorination room and chlorine gas equipment. The attached drawings entitled Alternative Design for City of Newcastle, Wyoming, Well House #5 and Water Supply System provides a little more detail into these proposed modifications. As mentioned earlier, due to the age of this pump station, constructed and placed into service in 2003, these modifications are not eligible for WWDC grant funding at the present time. Estimated costs for these alternatives are provided for future consideration should the City of Newcastle wish to implement these recommended improvements. The cost estimate for the replacement of the existing booster pumps was based on the assumption that the existing PACO pumps would be replaced with new Goulds pump. Therefore, based on the dimension data show in Table 5-1, the piping from the suction and discharge headers will need to be modified to accommodate the suction and discharge ports of the new pumps. Additionally, a new plate may need to be fabricated to attach to the pump skid floor to adjust the height of the pump to match the centerline of the suction header. This cost estimate also assumes that the work will be performed by a contractor and not staff from the City of Newcastle.

Preparation of Final Designs and Specifications         $6,524.90

Permitting and Mitigation $2,600.00

Legal Fees $1,000.00

Acquisition of Access and Rights of Way $0.00 (See Alternative No. 2)

Pre‐Construction Costs (Subtotal # 1) $10,124.90

Cost of Project Components Quantity Unit Unit Price Total Item Cost 

Alternative No. 2 Components ‐ 8‐Inch Treated Water Distribution Pipeline to Horton Family Partnership Property

Item 1 8‐Inch DR 14 PVC C900 Transmission Pipeline 140 LF $48.00 $6,720.00

Item 2 8‐Inch DR 14 PVC C900 Transmission Pipeline 1260 LF $16.35 $20,596.00

Item 3 8‐inch D.I. MJ x MJ 45° Bend 3 EA $251.00 $753.00

Item 4 8‐inch D.I. MJ x MJ 22½° Bend 3 EA $248.00 $744.00

Item 5 8‐inch D.I. MJ x MJ 11¼° Bend 3 EA $235.00 $705.00

Item 6 Fire Hydrant Assembly 1 EA $6,500.00 $6,500.00

Item 7 Tie In to Existing 10‐Inch  Booster Station Outlet 1 LS $3,500.00 $3,500.00

Item 8 Access Road Improvement ‐Less that Eligible for WWDC Funds 953 TON $27.00 $25,731.00

Total Component Cost (Subtotal #2)   $65,249.00  (Sum Items 1‐23)

Construction Engineering Cost (Subtotal #2 x 10%) $6,524.90

Components and Engineering Costs (Subtotal #3) $71,773.90

Contingency (Subtotal #3 x 15%)   $10,766.00

Total Construction Cost (Subtotal #4) $82,539.90

Total Project Cost (Subtotal #1 + Subtotal #4)  $92,664.80

TABLE 5‐3Newcastle Madison Well Project

Project Alternatives Not Eligible for WWDC Funding

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The replacement of the pumps in the Newcastle pump station are a maintenance issue and are; therefore, not eligible for WWDC grant funding. However, the remainder of the recommended modifications to the booster station are necessary to expand the capacity of the booster station to accommodate the increase supply provided by Well No. 5 and to provide for a more efficient system (minimize pump cavitation and loss of production due to rock damage to the impellers). These modifications, may be eligible for WWDC grant funding after the pump station has been in service for the required 15 years.

Preparation of Final Designs and Specifications         $15,506.00

Permitting and Mitigation $2,600.00

Legal Fees $0.00

Acquisition of Access and Rights of Way $0.00

Pre‐Construction Costs (Subtotal # 1) $18,106.00

Cost of Project Components Quantity Unit Unit Price Total Item Cost 

Alternative No. 3 Components ‐ Install Wye Strainer On Pump Station 12‐inch Suction Line

Item 1 Remove 7' x 6'  Section of North Wall 1 LS $10,000.00 $10,000.00

Item 2 Excavate to Expose Inlet Piping on North Side  1 LS $650.00 $650.00

Item 3 Fabricate New Steel Inlet Piping 1 LS $14,500.00 $14,500.00

Item 4 Remove Existing Inlet Pipe  1 LS $295.00 $295.00

Item 5 Install New Steel Inlet Pipe 1 LS $600.00 $600.00

Item 6 Backfill and Compact Excavated Area 1 LS $500.00 $500.00

Item 7 Form and Place Extension Foundation & Floor 1 LS $5,000.00 $5,000.00

Item 8 Construct Masonry Wall Extension 192 SF $20.00 $3,840.00

Item 9 Roof Extension 0.5 LS $7,040.00 $3,520.00

Item 10 Yard Road Base and Site Reclamation 1 LS $1,000.00 $1,000.00

Subtotal Alternative 3 $39,905.00

Alternative No. 4 Components ‐ Modifications to Booster Pump Station

Item 11 Remove Existing Pumps 1 LS $500.00 $500.00

Item 12 Replace Existing Pumps and Fittings 3 EA $13,945.00 $41,835.00

Item 13 Furnish and Install 4th Pump  1 EA $34,780.00 $34,780.00

Item 14 Furnish and Install 12‐Inch Pressure Reducing Valve 1 LS $16,000.00 $16,000.00

Item 15 Chlorine Room Extension with Gas Chlorine Equipment 1 LS $22,040.00 $22,040.00

Subtotal Alternative 4 $115,155.00

Total Component Cost (Subtotal #2)   $155,060.00  (Sum Items 1‐15)

Construction Engineering Cost (Subtotal #2 x 10%) $15,506.00

Components and Engineering Costs (Subtotal #3) $170,566.00

Contingency (Subtotal #3 x 15%)   $25,585.00

Total Construction Cost (Subtotal #4) $196,151.00

Total Project Cost (Subtotal #1 + Subtotal #4)  $214,257.00

TABLE 5‐4Newcastle Madison Well Project

Project Alternatives ‐ Modification to Existing Pump Station

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In addition to these five alternatives, the State of Wyoming (Wyoming Water Development Commission) will need to be reimbursed for one third of the cost to drill, and construct the Newcastle No. 5 well. The sponsor (City of Newcastle) is not typically required to reimburse the State of Wyoming for the cost of the geophysical well logging, the testing performed on the well and the acid stimulation costs. Therefore, as shown in Table 5-5, the reimbursable amount that the City of Newcastle is responsible for is $214,372.00, which is the total cost of the well after it has been adjusted by deleting the costs associated with geophysical logging of the well ($25,685.75), the cost to furnish, install and remove the flow measuring equipment ($4,000) and the acid stimulation cost ($135,819.00).

Item No. Description Unit Unit Price TotalCost

1 Mobilization/Demobilization 1 90,000.00$     90,000.00$    

2 Bonds and Insurance 1 20,000.00$     20,000.00$    

3 Drill For, Furnish and Install Surface Casing 80 250.00$           20,000.00$    

4 Drill 20‐inch Diameter Borehole 1424 130.00$           185,120.00$ 

5 Furnish and Install 16‐inch O.D. Casing 1265 40.00$             50,600.00$    

6 Furnish and Install Liner/Hanger 1 15,000.00$     15,000.00$    

7 Cement 16‐Inch Casing in Place 1 36,420.00$     36,420.00$    

8 Furnish and Install Well and Valve 1 9,000.00$       9,000.00$      

9 Drill 14¾‐inch Diameter Borehole 1070 95.00$             101,650.00$ 

10 Conduct Geophysical Logging 1 12,500.00$     12,500.00$    

11 Furnish and Install 9⅝‐inch O.D. Casing 1396.3 29.00$             40,492.70$    

12 Cement 9⅝‐Inch Casing in Place 1 24,578.00$     24,578.00$    

13 Drill 8¾‐inch Diameter Borehole 353 70.00$             24,710.00$    

14 Conduct Geophysical Logging 1 9,500.00$       9,500.00$      

15 Well Development and Rig Time 500.00$           ‐$                

16 Air Development 600.00$           ‐$                

17 Standby Time 350.00$           ‐$                

18 Install and Remove Flow Testing Equipment 1 4,000.00$       4,000.00$      

19 Reclamation 1 18,500.00$     18,500.00$    

CO1 30,000 Gallon Acid Stimulation 1 135,819.00$ 135,819.00$ 

CO1 Additional Logging Run ‐ CBL 1 3,685.75$      3,685.75$      

CO1 Addi onal Cement Volume ‐ 9⅝ Casing 1 7,045.30$      7,045.30$      

A Total Cost of Newcastle Well No. 5 (all task items) 808,620.75$ 

B Cost of Newcastle No. 5 (less items stricken) 643,116.00$ 

C Total Cost to City of Newcastle (⅓ of Item B) 214,372.00$ 

TABLE 5‐5Newcastle Madison Well Project

Newcastle Well No. 5 Cost

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5.4 Preferred Alternatives Alternatives No. 1 and No. 2 have the highest priority of the five alternatives identified. Alternative No. 1 is required to complete the development of the additional water supply source represented by the drilling of Well No. 5. Alternative No. 2 is required in order to satisfy the access agreement executed to drill and complete the No. 5 well. Alternatives No. 3 and 5 (install wye strainer and replace Transite pipe from Well Nos. 1 and 4) would improve the operation and efficiency of the Newcastle system but would not be necessary to increase the water supply volume which was the initial intent for the drilling of the No. 5 well. However, Alternative No. 4, especially the addition of the fourth booster pump, is necessary to increase the water supply volume that has been gained by the drilling of Well No. 5. We would rank Alternative Nos. 3, 4 and 5 in the following order: Alternative No. 3, Alternative No. 4 and then Alternative No. 5. It would not make sense to replace the pumps without first installing the wye strainer to collect the rock fragments. Since the ability to supply water to the Newcastle system is incumbent upon the use of the pump station and the cost to the City is related to the efficiency of the pumps, Alternatives No. 3 and No. 4 are ranked higher than Alternative No. 5.

5.5 Funding Agencies In addition to funding through the City of Newcastle water account, other potential sources of revenue for funding the five identified alternative improvements to the Newcastle system are:

Wyoming Water Development Commission (WWDC)

• 67% Grant funding is available for Alternative No. 1and Alternative No. 5.

• The application for funding to progress the Newcastle Madison Well Level II project to Level III construction status must be submitted to the Wyoming Water Development Office no later than October 1 each year.

Federal Mineral Royalty Capital Construction Account Grants (MRG)

• Alleviate an emergency situation which poses a direct and immediate threat to public health, safety or welfare; or

• To comply with federal or state mandates; or

• To provide an essential public service.

• The City of Newcastle is eligible for grant assistance up to 50%

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• Separate applications shall be prepared for each project. Applicants

shall submit three (3) copies of their completed application to the Office.

• The Board (SLIB) shall meet regularly on the third Thursday of each

January and June to consider applications Mineral Royalty Grants. Applications for the January Mineral Royalty Grant meeting must be received by the third Thursday of the preceding September. Applications for the June Mineral Royalty Grant meeting must be received by the third Thursday of the preceding February. Applications for emergency consideration must be received at least ten (10) working days prior to any regular meeting of the Board.

U.S. Dept. of Agriculture, Rural Development, Rural Utilities Services (RUS)

• The City of Newcastle may be eligible for RUS assistance of up to 45% grant funding.

• RUS loans are required to receive RUS grant funding. RUS loans

are available at the current rate of 2.625% for 30 years.

• All five alternative improvement projects are eligible for RUS funding.

• Applications are accepted year round and may be filed electronically “RD Apply” or will be accepted at the Casper Rural Development Office.

Office of State Lands and Investments – Joint Powers Act Loans (JPA)

• There are no grants associated with this program.

• JPA Loans are available from the Wyoming Office of State Lands and Investments Board (WSLIB) at a current rate of 5.38% for 40 years.

• All five alternative improvement projects are eligible for JPA funding.

• There is a 1% loan origination fee

• Separate applications must be prepared for each project on a form

provided by the SLIB Office. Applicants shall submit three (3) copies of their completed application to the Office.

• Applications for JPA loans must be received at least sixty (60) calendar

days prior to any scheduled meeting of the Board. Applicants must

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cure any defects in their applications no later than twenty (20) calendar days before any regular or special meeting of the Board.

Drinking Water State Revolving (Loan) Fund (DWSRF)

• All five alternative improvement projects are eligible for funding through the DWSRF.

• The DWSRF loan current interest rate is 2.5% for 30 years • The City of Newcastle is eligible for a 25% Principal Forgiveness on

the loan amount based on the population of the City, the annual median household income and the unemployment rate in the City

• There is a 1% loan origination fee

• The City of Newcastle is currently ranked 131 on the DWSRF Intended

Use Plan, however, this is for the drilling of Well No. 5. The additional alternative projects identified in this section would not be covered by this listed Intended Use project. A separate project or projects would need to be submitted to the State Lands Investment Board for addition to the DWSRF Intended Use Plan.

• Applicants for DWSRF loans must submit a Special Program loan

application Part I on a form provided by the Director. Special Program loan applications must be timely submitted by applicants in advance of scheduled meetings of the Board (SLIB). A Special Program loan application must be received by (Office of State Lands and Investments (OSLI) by close of business on the day of an application deadline to be considered timely submitted. Special Program loan applicants who are conditionally approved for project funding by the Board must complete Special Program loan application Part II within sixty (60) days of the Board’s conditional approval.

In order to be eligible for DWSRF loan or funding from RUS for the five identified alternative projects, another environmental study and public hearing had to be conducted. The cost for the well is eligible for these funds since an environmental review with a public hearing and a Finding of No Significant Impact was issued prior to the drilling of the Newcastle No. 5 well. The public hearing for the alternative projects (Alternative Nos. 1, 2 and 5) was conducted on September 5, 2017 as part of a Newcastle City Council meeting. The environmental report prepared for this proposed construction project along with the environmental report for the drilling of Newcastle Well No. 5 have been prepared as stand-alone documents.

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5.6 Project Financing Paragraph 5.5 identified the different funding agencies and options available to assist the City of Newcastle in financing the five alternative construction projects that have been identified. Alternative Nos. 1 and 5 are eligible for WWDC funding if it is available and the modification to the pump station (Alternative Nos. 3 and 4) is at the present time ineligible for WWDC grant funds because of the age of the facility. After the pump station has been in service for a period of 15 years, the City of Newcastle could approach WWDC with respect to funding the pump station modifications. Certain components of these alternatives (i.e. replacement of existing pumps) may not be eligible for WWDC funds. A simplified end cost to the users was calculated which was based on dividing the monthly cost by the total number of equivalent dwelling units (EDU) in the Newcastle system. The 2000 WWDC Water Master Plan Report (Wester-Wetstein) reported 1,996 EDU’s for Newcastle as shown in Table 5-6. The EDU per Service Diameter was calculated using the following equation:

EDU/Service Diameter = (Water Service Diameter) 2 / (¾-inch Water Service Diameter)2

Since this report an additional 6-inch service has been installed bringing the total EDU’s in the Newcastle system to 2060.

TABLE 5-6 Newcastle Water System Equivalent Dwelling Units

Water Service

Diameter Quantity

EDU/Service Diameter

EDU’s

¾ 1,333 1 1,333 1 16 2 28

1½ 4 4 16 2 17 7 121 4 4 28 114 6 6 64 384 Newcastle Total EDU’s 1996

The most common funding sources utilized for municipal water supply systems are grant funds from the WWDC, grant and loan funding from the U.S. Dept. of Agriculture, Rural Development, Rural Utilities Services and loan funds through the State Lands Investment Board either Drinking Water State Revolving Fund loan or a Joint Powers Act loan. Table 5-7 summarizes the annual cost for the WWDC eligible alternatives (Alternative Nos. 1 and 5) in combination with Alternative No. 2 which is not eligible for WWDC grant funding using a combination of these common funding packages.

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Mineral Royalty Grant funding was not considered a viable funding source for these proposed recommended improvements/upgrades because on an individual basis these projects do not satisfy the criteria for MRG funding which is to alleviate an emergency situation which poses a direct and immediate threat to public health, safety or welfare or to comply with federal or state mandates or to provide an essential public service. Essential here being the critical wording. The total amount to finance for the WWDC eligible (Alternative Nos. 1 and 5) and Alternative No. 2 projects (Table 5-7) includes the drilling cost for the Level II Newcastle No. 5 well. The financing options evaluated looked at a combination of WWDC grant funding with DWSRF, RUS or JPA loan packages. The loan amount for the Wyoming State Lands and Investments funding source (DWSRF and JPA loans) included the one percent loan origination fee rolled into the principal amount of the loan. The DWSRF loan amount was adjusted by reducing the principal loan through the Disadvantage Communities Program. The amount of principal forgiveness available is based upon a review of the following: an applicant’s population, the applicants Annual Median Household Income (AMHI) as it compares

Project ComponentWWDC Eligible

WWDC & DWSRFWWDC Eligible WWDC & RUS

WWDC Eligible WWDC & JPA Loan

A Level II Newcastle No. 5 Well 214,372.00$                   214,372.00$                   214,372.00$                  

B1Total Estimated Level III Construction Costs

(WWDC Eligible - Table 5-2) 777,921.80$ 777,921.80$ 777,921.80$

B2Total Estimated Level III Construction Costs

(Non - WWDC Eligible - Table 5-3) 92,664.80$ 92,664.80$ 92,664.80$

C Total Project Cost to Finance - Levell III Plus Level II [A+B] 1,084,958.60$ 1,084,958.60$ 1,084,958.60$

D WWDC Eligible Costs [B1] 777,921.80$ 777,921.80$ 777,921.80$ E WWDC Grant (67%) [0.67 * D] 521,207.61$ 521,207.61$ 521,207.61$

F Amount to be Funded By DWSRF [C-E] 563,750.99$ G Principal Forgiveness Amount [0.25 * F] 140,937.75$ H DWSRF Loan Amount w/ 1% Origination Fee [F - G] 427,041.38$

Annual SRF Payments (2.5% for 30 Years) [0.0478 * H] 20,412.58$

I RUS Funding Amount [C -E] 563,750.99$ J RUS Grant (45%) [0.45*I] 253,687.95$ K RUS Loan Amount [I - J] 310,063.05$

Annual RUS Payments (2.625% for 30 Years) [0.0486 * K] 15,069.06$

L WSLIB JPA Loan Amount w/ 1% Origination Fee [C-E] 569,388.50$ Annual JPA Payments (5.38% for 40 Years) [0.0613 * L] 34,903.52$

Total Annual Payments 20,412.58$ 15,069.06$ 34,903.52$ Newcastle EDU's 2060 2060 2060

Monthly Debt Service Per Tap 0.83$ 0.61$ 1.41$ Monthly Operation and Maintenance Costs 0.28$ 0.28$ 0.28$

Monthly Cost Per EDU 1.11$ 0.89$ 1.69$

LEVEL III COSTS

TABLE 5-7Newcastle Madison Well Project

Financing Options 

WWDC Eligible Projects and Alternative No. 2 

LEVEL II COSTS

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to the State’s AMHI and the status of the applicant’s unemployment rate as it compares to the State’s unemployment rate. Based on these criteria, the City of Newcastle is eligible for Special Program Incentives of up to 25% (principal amount of the loan can be reduced by 25%). All of the funding options summarized in Table 5-7 assumed that the City of Newcastle will be eligible for, and will be granted the highest percentage of grant funding possible through the WWDC and RUS agencies and that the length of the loans will be for the longest amortization period allowed. All grant funding will be dependent upon funds being available and with respect to the RUS, their financial package will be determined after a review of the City of Newcastle’s financial conditions. RUS, in determining the eligibility of an applicant for funding, typically reviews an applicant’s ability to pay which includes comparison of Newcastle’s water rates to other municipalities in the State of similar size (rate would be compared against 2.5% of the annual median household income, which is used by RUS to determine funding eligibility). It comes as no surprise that the multiple grant combination financial packages (WWDC and RUS) offer the lowest annual payments. However, given the current economic climate and the demand on many of this funding sources, it is difficult to envision that any of the alternatives identified would be eligible for grant funding from both WWDC and RUS in one financial package. The most cost effective funding sources for the Newcastle alternatives are a combination of WWDC grant money and either an RUS grant/loan package or DWRSF loan funds. Even though Federal funds (RUS and DWSRF) have some very burdensome administrative costs associated with their procurement, it is still recommended that Newcastle seek first a financial package consisting of a 67% grant from WWDC with a RUS grant/loan combination first. The annual payment for the WWDC eligible projects in addition to the Alternative No. 2 with this financial package is approximately $15,069 per year (see Table 5-7). This assumes that the RUS will issue a 45% grant on the remaining project costs not covered by the 67% WWDC grant. The second preferred financial combination is the financial package consisting of a 67% grant from WWDC with a DWSRF loan. The annual payment for all the WWDC eligible projects in addition to the Alternative No. 2 with this financial package is approximately $20,413 per year (see Table 5-7). This assumes that the DWSRF loan will include a 25% principal forgiveness. The least attractive financial package involving a WWDC grant is the WWDC and Joint Powers Act (JPA) loan. The annual cost of this combination, because it lacks an additional grant source, is over twice that of the WWDC/RUS package. The benefit of this funding package is that there are no Federal funding requirements associated with these sources and therefore the project schedule will be much shorter than that of the previously described funding packages. If WWDC grant money is not available, the least costly financial option is to seek a 45% grant with a 30 year loan from the RUS.

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5.7 End Cost to Users As shown in Table 5-7, the monthly cost per EDU varies substantially depending on which option is selected for the project. The monthly cost per EDU for the WWDC eligible projects in combination with Alternative No. 2 based on the most likely funding sources or combination of sources varied from an increase of $0.89 per EDU per month to $1.69 per EDU per month. These costs are shown on Table 5-7. The monthly operational cost for these combination of projects was based on one member of the Newcastle water department staff visiting Newcastle Well No. 5 once a day (30 minute/visit).

5.8 System Operating and Maintenance Plan

The addition of the Newcastle No. 5 well will not significantly alter the way that the water department staff currently operates their system. Currently the production from the existing wells is controlled by pressure actuated control valves located at each individual well house. The conceptual design for the Newcastle No. 5 well incorporates this same principal of operation. The existing Newcastle telemetry and supervisory control and data acquisition system (SCADA) will be tied into the Newcastle No. 5 well house and the operation of this well will be exactly like that of the other Newcastle wells. When connecting to the telemetry and SCADA system at the No. 5 well, it is recommended that, in addition to the measurement and recording of the flow data, that the well and system pressures be monitored and recorded as well. These data will prove very beneficial in evaluating the impact to the aquifer from the well production and will also aid in determining if the change in production is due to a well condition or a change in the aquifer. Periodic testing is the only way to observe if a well’s performance has declined. Initial data collected establishes the initial conditions, baseline, and these data are then used for comparison with future data. The addition of the Newcastle No. 5 well will add some flexibility to the Newcastle water supply system. Currently, the City is heavily reliant upon the production from the Newcastle No. 1 well. With the addition of the No. 5 well, the operators can now reduce the production from Well No. 1 a little more by utilizing the production from the No. 4 well in combination with the No. 5 well. The addition of the Newcastle No. 5 well will also allow the No. 1 well to be shut in for longer periods of time and even for an extended period in time in the event that repair or maintenance work is required on the No. 1 well system. Maintenance on the No. 1 well will be very similar to that currently performed on the other Newcastle wells. The well site should be visited on a daily basis to check the flow meter performance and visually record the flow and the system pressures to verify that the telemetry equipment is functioning properly. This is also a good policy to monitor for any pipe failure or vandalism that may have occurred. A wet floor probe and door entry sensor could be installed and programmed as alarms in the

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telemetry/SCADA system inside of the well house as a means of providing a quicker response to a leak or intrusion. On a periodic basis, once every quarter at a minimum, all of the gate valves, including the main 14-inch shut off valve on the well casing should be operated. The Madison water is calcium rich resulting in a buildup of lime scale on the fittings. If the valves are not exercised on a regular basis this lime could eventually build up to a point where opening and closing of a valve becomes very difficult to sometimes impossible without threatening damaging the valve resulting in a loss of flow control in the system. Every valve should be incorporated in this exercise from the very small valves isolating the gages and sample ports to the largest. As discussed in describing Alternative No. 3, staff members from Newcastle have indicated that the Madison wells still yield some rock fragments during production. The use of a magnetic flow meter in the well house piping would reduce the potential of damaging a propeller or turbine flow meter. The City requested that the well house design not include a wye strainer, but instead indicated that they would rather see a single wye-strainer be installed in the suction piping of the pump station to collect any rock fragments from all three of the contributing wells (Well Nos. 1, 4 and 5). To minimize the potential for further damage to the pumps, this wye strainer should be installed and checked at a minimum on a monthly basis. The volume of retained rock fragments observed in the first few initial cleaning periods should provide insight into the most efficient interval for checking and cleaning the wye strainer. Due to the slight increase in the iron bacteria concentration, It is recommended that the biological activity of the well be monitored. This can be done using a biological activity reaction test (BART). This test is used in wells that may be susceptible to biofouling. Four tests are typically conducted that evaluate: 1) heterotrophic bacteria (HAB); 2) Slime-forming bacteria (SLYM); 3) sulfate reducing bacteria (SRB); and iron-related bacteria (IRB). Each BART Biodetector vial contains the required nutrients and a BART ball and the test only requires the addition of 15 mL of water per sample. The BART ball restricts the amount of oxygen entering the water so that aerobic organisms grow around the ball while anaerobic organisms grow deep down in the water column. All tests are performed at room temperature. Bacterial presence is indicated by a color change; while population size and activity are indicated by the time it takes for the color change to occur. The individual reaction tests are approximately $15/each and can be evaluated by the operator. Hach Company is a distributor for BARTs. Finally, the State Engineer’s Office (SEO) has established specific annual reporting responsibilities for the City. The City’s annual program should include complying with all SEO permit requirements.

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5.9 Required Permits Wyoming Application for Permit to Appropriate Groundwater: A permit to appropriate groundwater has been submitted to the Wyoming State Engineer’s Office to allow for the use of the Newcastle No. 5 well. The well was drilled under a test well permit from the State Engineer’s Office, but the only permitted use of the water was for testing purposes. A request to cancel this permit has been submitted to the SEO. Building Permit: The City of Newcastle requires that a building permit be acquired for all commercial and residential buildings. However, the No. 5 well house is located in Weston County outside of the Newcastle City limits and therefore no building permit will be required. Road Construction Permit: Most of the pipeline construction associated with Alternative Nos. 1 and No. 2 are located on private property, along a private access road and therefore, no road construction permit will be required for this pipeline construction work. However, a permit from the City of Newcastle may be required for those reaches of these pipelines and the Alternative No. 5 pipelines located in the City Streets. Chapter 22 of the Newcastle Municipal Code details the requirements for obtaining this permit and the associated costs and requirements involved. Discharge Permits: During construction, the contractor will be required to obtain a discharge permit from the Wyoming Department of Environmental Quality (WDEQ) under the National Pollutant Discharge Elimination System (NPDES) for the discharge of water associated with testing and disinfection procedures. Also, because the construction of the pipeline, well house and improvements to the access road will disturb over one acre, a “Small Construction General Permit (SCGP) will be required to cover storm water discharges from the construction activities. The SCGP is a “no-application” permit. Obtaining coverage is similar to a permit-by-rule in that by following all provisions of the permit a project will be covered by the permit. WDEQ Permit to Construct: The drilling and construction of the Newcastle No. 5 well was issued a Permit to Construct by the Wyoming Department of Environmental Quality (WDEQ) prior to the drilling and construction of this well (Permit No. 16-013). This permit was issued to the Wyoming Water Development Commission. Prior to construction of any of the five alternative projects identified, a Permit to Construct from WDEQ, specific to the design and construction of these projects, will need to be acquired prior to beginning construction.

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SECTION 6 Economic Analysis and Water System Financing 6.1 Introduction

For the past 20 years Newcastle has diligently sought to follow generally accepted accounting practices (GAAP) in managing their water system enterprise account. Labor and labor overhead, for example, are tracked and allocated department-by-department as opposed to allowing some expenses to be paid out of general fund resources. The same practices are followed in accounting for vehicle use and maintenance, utilities, insurance, office support staff, and similar expenses that, following, GAAP are to be allocated to the department for which the expense is being incurred. As with expenses, all information indicates the revenue is tracked using GAAP procedures. Water service connection/tap fees, for example, are properly credited as water department revenue instead of general fund of other department revenues.

6.2 Analysis of Revenues and Expenses

In the past two years revenues have shown to be meeting expenses. Because of expenses needed to address deferred maintenance, the community had found that the water fund in fiscal years (FY) 13-14 and in 14-15 ran significant deficits. That imbalance was addressed through a water rate increase which brought revenues in line with expenses in FY 15-16, yielding a 5% revenue surplus. While the city is still in the process of finalizing the water budget vs. costs for FY 16-17, indications are that the department will again end up with a small surplus for FY 16-17. It is yet too early to determine whether further rate adjustments will be needed to assure that the water system revenues will continue to be sufficient to meet expenses. The city council has under consideration raising water rates another 4 to 5% if it becomes evident that an additional adjustment is needed. The tabulation of Revenues and expenses are given in Table 6-1. As shown in Table 6.2 Newcastle’s cost of producing and delivering water has averaged $1.49 per thousand gallons. That is a comparatively low cost for water as compared to the majority of Wyoming cities. Rates charged any system should be set at this value or slightly more.

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TABLE 6-1

Newcastle, FY Water Revenues

TABLE 6-2 Newcastle Water Cost

Fiscal Year 16‐17 * 15‐16 14‐15 13‐14 12‐13

Metered Accounts

 In City Metered Revenue 592,541.18$          564,902.32$        482,598.82$        469,416.94$         536,656.65$       

Wyoming Honor Conservation Camp   9,738.33$              33,385.41$          23,582.99$          25,118.01$           22,514.30$         

Wyoming Honor Conservation Camp ‐ 2 ‐$                       2,122.69$            207.66$               374.92$                43.68$                

Sunset Ranch Water District 1,830.19$              7,879.75$            5,691.43$            5,286.86$             4,505.52$           

Newcastle Country Club 1,988.99$              14,425.12$          10,186.57$          11,512.60$           8,177.97$           

Cambria Water District 9,275.31$              38,120.29$          28,290.57$          22,783.80$           17,319.45$         

Nonresidential

Wyoming Refinery Accounts 106,254.85$          261,637.42$        218,068.82$        213,346.39$         208,492.14$       

School District #1, Kozisek Swimming Pool 121.75$                 502.71$               450.28$               424.08$                653.14$              

School District #1, Baseball Field 15.40$                   86.95$                 74.83$                 100.65$                115.90$              

School District #1, Football Field ‐$                       53.34$                 59.03$                 106.75$                137.25$              

Total Metered Accounts 129,224.82$          358,213.68$        286,612.18$        279,054.06$         261,959.35$       

Total Water Account Revenue  (From City Summary) 721,766$              923,116$            769,211$            748,471$             798,616$           

Revenue V.S. Expenses

Total System Revenue  721,766$               923,116$             769,211$             748,471$              798,616$            

Total O & M Expenses  1,157,506$            884,256$             841,325$             881,279$              758,246$            

System Costs Over/(Under) Revenues (435,740)$            38,860$             (72,114)$            (132,808)$            40,370$            

* 17 Information i s  through May '17

Revenue V.S. Expenses

Total System Revenue  923,116$              769,211$              748,471$              798,616$            

Total O & M Expenses  884,256$              841,325$              881,279$              758,246$            

System Costs Over/(Under) Revenues 38,860$              (72,114)$             (132,808)$            40,370$             

* 17 Information i s  through May '17

Metered Consumption Usage

Residential in Town 360,198,380         324,936,920         342,039,680         331,921,490       

Wyoming Honor Conservation Camp   14,975,600           12,322,700           13,801,100           12,630,500         

Wyoming Honor Conservation Camp ‐ 2 971,600                105,000                206,000                24,000                

Sunset Ranch Water District 1,693,480             1,840,780             2,309,380             523,110              

Newcastle Country Club 19,040,900           13,923,800           18,843,600           13,377,000         

Cambria Water District 11,191,000           9,317,000             8,255,000             8,239,000           

Nonresidential

Wyoming Refinery Accounts 187,892,500         179,056,100         187,621,800         183,254,000       

School District #1, Kozisek Swimming Pool 676,900                697,000                695,200                1,070,700           

School District #1, Baseball Field 115,000                103,000                165,000                190,000              

School District #1, Football Field 70,000                  82,500                  175,000                225,000              

Total Metered Accounts Usage in Gallons 596,825,360         542,384,800         574,111,760         551,454,800       

Cost per Metered 1000 Gallons 1.48$                           1.55$                           1.54$                           1.37$                          

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6.3 Revenues 6.3.1 User Types: Functionally, Newcastle serves and a small regional system. It serves several outside districts and users. It also hosts Wyoming Refining Company and oil refinery. That entity alone uses much of the water produced by the city of Newcastle. The city’s in-town usage is well less than half of the town’s total water production. Because the town’s production wells have the capacity to serve these non-city uses the city and the state of Wyoming have consistently worked together to concentrate production wells under Newcastle’s operations as opposed to funding water production wells each separate user group. 6.3.2 Existing Rate Structure: Newcastle’s 2017 water rates have been on force since July of 2016. It was that adjustment that brought the city’s water revenues in line with its expenses as experienced from the prior two fiscal years. Those rates are:

Inside city limits: $41.74 MINIMUM BILL Water: First 2,000 gallons or less.............$10.73 Next 3,000 gallons.......$3.40 per 1,000 gallons All over 5,000 gallons...$2.82 per 1,000 gallons

Outside City Limits: $54.31 Minimum bill Each new account has a service charge fee $15.00 on the first bill. Water: First 2,000 gallons or less ............... $16.95 Next 3,000 gallons ....... $5.90 per 1,000 gallons All over 5,000 gallons ... $4.41 per 1,000 gallons

Newcastle has several outside entities connected to the city’s system. Most of these entities are residential who are not within the town limits. Those entities and the water rates they are charged as follows:

Cambria Water District $3.47/1,000 gallons Mike McGinty $3.47/1,000 gallons Wyoming Honor Conservation Camp (WHCC) $2.28/1,000 gallons Sunset Ranch Water District $3.47/1,000 gallons Salt Creek Water District $1.36/1,000 gallons

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Additionally, Newcastle has several services that are charged a recreation rate of $0.77/1,000 gallons. Those include:

Kozisek Swimming Pool, Football Field Baseball Field, and The Golf Course.

By far, the largest user on the Newcastle system is the refinery, with normal monthly use of between 13 million gallons to 18 million gallons per month.

6.4 Water System Expenses

Newcastle accounts for water system expenses using GAAP accounting procedures and mentioned in section 6.1- Introduction. All indications are that the city has, for several budget cycles, correctly broken out and allocated expenses to the water department based on where those expenses originated. As can be seen by the department’s line item accounting in Table 6-3, expenses for operating the system are sufficiently categorized to compartmentalize, identify and account for operation and maintenance of a water system of the size and complexity which the city operates.

TABLE 6-3 Summary of Water System O & M Expenses

*17 Information is through May, 2017 The city does adequately track both internal and external department expenses to give officials the information needed to adequately and accurately determine the

FY FY FY  FY FY FY

Line No. Category `16‐17 * `15‐16 `14‐15 13‐14 `12‐13 `11‐12

1 Payroll & Payroll Related 229,106.00$         232,781.00$      227,836.00$  226,646.00$        235,077.00$        203,564.00$     

2 Maintenance 679,227.00$         164,193.00$      176,900.00$  247,905.00$        101,091.00$        146,413.00$     

3 Professional Fees/Water Testing 14,020.00$            24,579.00$         18,623.00$     17,955.00$          18,828.00$          15,672.00$       

4 Power 33,963.00$            45,436.00$         54,748.00$     32,923.00$          41,264.00$          37,201.00$       

5 Insurance 73,992.00$            91,209.00$         81,077.00$     80,863.00$          87,991.00$          78,388.00$       

6 Office & Billing 9,241.00$              25,572.00$         10,476.00$     12,141.00$          8,400.00$            7,371.00$         

7 Education & Certifications 4,861.00$              6,171.00$           4,731.00$       5,504.00$            4,009.00$            3,427.00$         

8 Deposit Refunds 2,039.00$              1,938.00$      

9 Telephone 3,251.00$              3,997.00$           3,965.00$       4,364.00$            4,430.00$            4,414.00$         

10 Trucks 6,195.00$              7,052.00$           8,491.00$       12,024.00$          15,962.00$          15,331.00$       

11 Tools & Equipment 11,602.00$            35,774.00$         23,791.00$     19,473.00$          20,292.00$          8,769.00$         

12 Pension Plan (WY Retirement) 20,612.00$            24,637.00$         25,380.00$     19,953.00$          19,114.00$          17,181.00$       

13 Depreciation and Amortization 185,822.00$      165,035.00$  161,729.00$        160,443.00$        142,600.00$     

14 Public Notices

15 Other Utilities 6,139.00$              5,029.00$           5,652.00$       6,597.00$            11,480.00$          6,812.00$         

16 Debt Service 63,242.00$            33,371.00$         34,516.00$     35,370.00$          29,764.00$          27,757.00$       

17 Total O&M Costs 1,157,490.00$      885,623.00$      843,159.00$  883,447.00$        758,145.00$        714,900.00$     

Total from paperwork 1,157,506.00$      884,256.00$      841,325.00$  881,279.00$        758,246.00$        715,102.00$     

Difference (if any) ($16.00) $1,367.00 $1,834.00 $2,168.00 ($101.00) ($202.00)

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cost of producing and delivering water to the users. Correspondingly the city can identify expense variables and deviations that facilitate the accurate forecasting of expenses for upcoming budget years and to identify the need to make adjustments in expenses. They can also easily compare their costs to those of other like systems to determine how closely they match those of similar systems in each operating category. The analysis of how Newcastle’s line item costs compare to those of similar systems to those of surrounding communities is beyond the scope of this evaluation of system financial performance. 6.4.1 Emergency Fund: Newcastle does not yet consistently allocate restricted funds to an emergency-only reserve. That is an item of expense that the city council is yet considering to determine how they might best meet that need. 6.4.2 Obsolescence Sinking Fund: Newcastle presently assesses and restricts an “infrastructure fund” a surcharge of $3.00 per month per meter to be accumulated in an obsolescence sinking fund. The city council is presently committed to continuation of that surcharge. The council is studying whether the present surcharge will accumulate restricted funding at a rate that is adequate to meet expected future system replacement needs.

6.5 Water Accounting 6.5.1 Measurement: Newcastle measures both water production at each production well and water use/withdrawal at each use point. Bulk uses that occur are measured with the city issuing contractors a water meter for uses that require filling of water tankers of similar one-time uses. 6.5.2 Water Losses: There is no evidence to indicate that the Newcastle system is experiencing losses beyond what would be expected in a fully metered system. Town officials report that all uses are metered including city parks, city facility uses and other uses frequently unmetered or overlooked by municipalities. This rigorous accounting of water or water use and production enables the city to identify potential losses that commonly escape notice in less tightly metered systems. To assure that the water measurements in the city are, in fact accurate, require a planned and ongoing program of identifying meters that may be under registering flow. Most billing software includes algorithms that flag meters that are registering flows that fall outside statistic norms.

6.6 Recommendations

6.6.1 Budgeting: Newcastle presently deposits all of its water assistance funding grants through the city’s water enterprise fund. Grant eligible expenses are then paid

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from the water enterprise account with the expenditure recorded in the water funds “maintenance” subaccount. While this method of tracking grant expenditure can function sufficiently, it is recommended that the city adopt grant accounting procedures in which separate accounts are established within the water department budget to both receive outside funding and recording expenditures from such outside sources. Newcastle’s water use and billing record keeping and data processing procedures are adequate to serve the city’s needs if rigorously followed. The community’s metering of water production and consumption are adequate to provide the city with better than average accounting of water production and where the water is used. The metering protocol that the city follows will allow identification of significant losses by comparing total metered production with total metered consumption. It is recommended that this comparison be made at least quarterly. If possible it would serve better to make the comparison monthly and plot its trend. So long as total production remains within 10% of recorded total production in this analysis there is little reason to suspect leakage would warrant doing leak detection testing. 6.6.2 Water Rates: Newcastle’s present water rates, for the past two fiscal years have met ongoing operation and maintenance expenses. During the prior two years the city’s water account ran a 9% deficit in FY 14-15 and an 18% deficit in FY 13-14. It is recommended that if the ongoing years of expenses again exceed revenues by any more than 3% that rates again be adjusted upward rather than incurring a loss percentage that creeps into double digits. The community at present does not set aside restricted funds for emergencies. Using the recommended amount of 1.5% of annual expenses as an emergency fund the city will need to collect approximately $940,000 per year in revenues versus the $923,000 that was collected in FY 15-16. The city does, however, set aside restricted funds for system (obsolescence) replacement. That fund as mentioned above in section 6.4.2 accumulates an “Infrastructure Fee” of $3.00 per service per month. This $36.00 surcharge per service collected from the system’s 1491 services is gaining $53,700 per year. The city is completing the tie in of Well No. 5 and the replacement of the collection lines from Well Nos. 1 and 4, at a cost of $1,085,00.00. Retiring the loan portion of financing these improvements will add $20,415.00 per year (WWDC grant and DWSRF loan) to the city’s water enterprise expenses. If the annual loan repayment on that debt is to covered by service charges the city’s gross annual water collections will need to be increased by that annual amount. Because the city’s billing for water is based on a straight forward consumption basis, rates might be increased by the same percentage as this additional expense represents in the overall water department budget.

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APPENDIX A REFERENCES AQTESOLV Software References

Bourdet, D., Whittle, T.M., Douglas, A.A. and Y.M. Pirard, 1983. A new set of type curves simplifies well test analysis, World Oil, May 1983, pp. 95-106.

Duffield, G.M., 2007. AQTESOLV for Windows Version 4.5 User's Guide,

HydroSOLVE, Inc., Reston, VA.

Gringarten, A.C. and P.A. Witherspoon, 1972. A method of analyzing pump test data from fractured aquifers, Int. Soc. Rock Mechanics and Int. Assoc. Eng. Geol., Proc. Symp. Rock Mechanics, Stuttgart, vol. 3-B, pp. 1-9.

Hantush, M.S. and C.E. Jacob, 1955. Non-steady radial flow in an infinite leaky

aquifer, Am. Geophys. Union Trans., vol. 36, pp. 95-100. Walton, W.C., 1962. Selected analytical methods for well and aquifer evaluation,

Illinois State Water Survey Bulletin 49, Urbana, Illinois, 81p. Bartos, Timothy T., Laura L. Hallberg, and Kathy Muller Ogle, 2002. Potentiometric

Surfaces, Altitudes of the Tops, and Hydrogeology of the Minnelusa and Madison Aquifers, Black Hills Area, Wyoming, U. S. Geological Survey Hydrologic Investigations Atlas HA-748, U. S. Department of the Interior.

Cooper, H. H. and C. E. Jacob, 1946. A generalized graphical method for evaluating

formation constants and summarized well field history. American Geophysical Union Transactions, vol. 27, pp. 526-534.

Jacob, C. E. and S. W. Lohman, 1952. Non-steady flow to a well of constant drawdown

in an extensive aquifer. American Geophycal Union Transactions, vol. 33, pp. 559-569

Mapel W. J. and C. L. Pillmore, 1963. Geology of the Newcastle Area, Wyoming, U. S.

Geological Survey Bulletin 1141-N, U. S. Department of the Interior, 85 p. RCH & Associates, Inc., 1996, Final Report - Level I Water Supply Project, Salt Creek

Water District, Newcastle, Wyoming. Report Prepared for the Wyoming Water Development Commission.

Theis, C V., 1935, The relation between lowering of the piezometric surface and the rate

and duration of discharge of a well using ground water storage: Transactions, American Geophysical Union, vol. 16, pp. 518-524.

Wester-Wetstein & Associates, Inc., 2000. Newcastle Area Water Supply Master Plan -

Level II. Report, Volume 1 of 2, Prepared for the Wyoming Water Development Commission.

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APPENDIX B WELL HISTORY NEWCASTLE MADISON WELL PROJECT – LEVEL II (Newcastle Well No. 5) Contractor: Water System Drilling, Inc. P.O. Box 368 Gillette, WY. 82717 Drill Rig: Trailer Mount Rotary Failing Strat 100 HB Mud Pumps: Gardner Denver 7 x 14 Duplex Pump and Emsco

1000 6.5 x 11 Triplex Pump Bottom Hole Assembly: Mud Motor – 29.1’ Five (5) - 8-inch drill collars Change Over Sub – 3’ Three (3) – 6-inch drill collars Drill Pipe is 4 ½-inch, 16.6 lb/ft. October 27, 2016 Contractor’s earthwork subcontractor, Farnsworth Services out

of Newcastle, Wyoming mobilized to the site with a John Deere crawler dozer and began leveling the drill pad location.

October 28, 2016 Contractor’s earthwork subcontractor, Farnsworth Services out

of Newcastle, Wyoming continued leveling the drill pad location and preparing the subgrade of the road and pad site for placing road base. Equipment on site include a John Deere crawler and John Deere patrol.

October 30, 2016 Following is an email status report from Tim Barritt – “Got a

text from Heimer Sunday that location was level but 75 feet short of being able to set up. Said it is 175 long and he needs 250. I sent him a note that it looked like he had a lot of room still going NE as the stake was still out there quite a ways. He said he would just come back today and get it figured out.”

November 1, 2016 Contractor extended the drilling pad area a little further to the

north and further into the narrow extension in the southwest area of the defined pad. The contractor has set the cattle guard at the entrance off of the City Street and is placing the gravel base along the road.

November 2, 2016 Contractor finished placing gravel base on access road and

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pad site. Waiting on mobilization of auger rig to set conductor pipe.

. November 4, 2016 Water System Drilling mobilized their auger rig to the well site,

rigged up and began augering a 26-inch diameter borehole in order to set the 20-inch surface casing. Were able to auger to a depth of approximately 60 feet but encountered resistant material. Tripped out auger bit and ran in a 20-inch coring bit. Will core the 20-inch hole and then ream this to 26-inches. Water Systems augered from the surface to a depth of 69 feet below ground level. Shut down for the day.

November 5, 2016 Water System Drilling continued augering the 26-inch diameter

borehole for the surface casing. The driller bent his auger and is making repairs. The sand in the formation is very abrasive and wore down the teeth and flight on the auger bit. After making repairs Water System Drilling continued to auger the borehole for surface casing to approximately 70 feet. One truck load of 13⅜-inch Dia., 61 lb/ft, J-55 Steel casing was delivered and unloaded on site (19 joints).

November 7, 2016 Water System Drilling continued augering the 26-inch diameter

borehole for the surface casing from 70 feet 77 feet. Pull the auger and prepare to run in the 20-inch diameter steel surface casing. The surface casing is weld joint. After landing the 20-inch casing in the 26-inch borehole the casing was cemented in place with 130 cubic feet of neat cement. The cement was placed up to just inside the 6-foot diameter cellar ring. The cellar ring is a 6-foot diameter culvert section. Shut down waiting on cement and mobilizing drill rig, tanks, pumps etc onto location.

November 15, 2016 Water System Drilling began mobilizing the drilling equipment

to the drilling location. Utility clearance was granted yesterday. Charter Cable had to raise their cable as it was too low to allow the equipment to pass underneath. First load of equipment included the mud tanks and drilling platform substructure. The final load of 13⅜-inch Dia., 61 lb/ft, J-55 Steel casing was delivered and unloaded at the site.

November 16, 2016 Water System Drilling continued to mobilize the drilling

equipment to the drilling location.

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November 17, 2016 Water System Drilling continued to mobilize the drilling equipment to the drilling location and began excavating the reserve pit.

November 18, 2016 Water System Drilling continued to mobilize the drilling

equipment to the drilling location. Lined the reserve pit, but then the fill section of the drill pad location gave way and the driller’s bed truck fell in with the mud tank following on top of it.

The driver of the truck was bruised but not seriously hurt in the accident. A crane from Newcastle was mobilized to the drill site and attempted to lift the truck and tank out of the reserve pit but it did not have enough lift capacity to extract the truck. Shut down operations and wait on second crane.

November 19, 2016 The drilling contractor retained the services of two cranes from

Black Hawk Crane & Rigging, Inc. from Gillette, Wyoming to assist in removing the truck and tank from the reserve pit. These two cranes were able to extract the truck and tank and load them on trailers to be carried back to Gillette. Shut down operations to assess the damage to the mud tank, shale shaker and sand separating unit and to determine how to setup the mud system for the drilling of the well.

November 28, 2016 Drilling contractor excavated the reserve pit a little further to

the east and sloped the sides a little more. Moved the drilling rig in and moved the rig up onto the substructure. They were planning on raising the derrick but the winds were too high.

November 29, 2016 – December 10, 2016 Contractor mobilizing equipment to the drill site. Filled the mud

tanks, mixing mud, starting the mud pump diesel motor and prepare to start drilling the 17½-inch diameter borehole

December 11, 2016 Arrive on site approximately 6:45 P.M. Driller had drilled the 17

½-inch borehole to a depth of 117.99 feet K.B. but noticed that the bit was loose. Pulled out of the borehole, tightened the bit and went back to bottom. Bottom hole assembly is:

17 ½ -inch PDC bitbit sub – 2.1’ Mud Motor – 29.1’ Five (5) - 8-inch drill collars Change Over Sub – 3’ Three (3) – 6-inch drill collars Drill Pipe is 4 ½-inch. Continue drilling from 117.99 feet K.B. to 246 feet K.B.

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December 12, 2016 Continue drilling 17 ½-inch borehole from 246 feet to 368.54

feet. Pressure pop-off valve washed out on mud pump and replaced this and continued drilling. Ran deviation survey at 400 feet – 2 ¼° off plumb. Continue drilling to 600 feet K.B. and run another survey. Survey at 600 feet at 3°. Tripped survey tool out, replaced disc and ran a survey at 100 feet. This survey showed a deviation of 1°. Questioned the accuracy of the deviation tool so ran several more deviation surveys at 642 and 645. These were at 3° and one at 3° and 4°. Continue drilling 17 ½-inch borehole to a depth of 658 feet K.B.

December 13, 2016 Continue drilling 17 ½-inch diameter borehole from 658 feet to

724 feet KB. Driller has removed weight off bit (running about 2,000 lbs.) to see if the deviation can be brought back a little. Doghoused the deviation tool and it was showing about 1° with the tool plumbed straight using level. At 724 feet KB, tripped out to check the bit and to add a small stabilizer (7.53’ in length) above the mud motor. Start tripping back in to hole and started circulation at 6:35 P.M. Reamed the hole all of the way down in an effort to maintain plumbness and try to straighten the borehole a little bit. Reamed to 372 feet KB.

December 14, 2016 Continue reaming 17½-inch borehole from 372 feet KB to TD

of 724 feet KB. Survey was conducted at 550 feet with both a 7° and 14° tool. Deviation in both of these surveys was at 3°. Back on bottom at 5:00 P.M. Replace swab in pump and then continue drilling 17½-inch borehole from 724 feet KB to 778 feet KB. Survey conducted at 740 feet – deviation at 3.5°.

December 15, 2016 Continue drilling 17½-inch borehole from 778 feet KB to 851

feet KB (KB is approximately 12 feet above ground level). Ran survey at 820 feet and deviation was 3.5°. Continue drilling 17½-inch borehole from 851 feet KB to 937 feet KB. Drilling with 2,000 pounds on the bit. The drilling fluid additives include Quik-Trol Gold LV, Quick Gel and Soda Ash.

December 16, 2016 Continue drilling 17½-inch borehole from 937 feet KB to 976

feet KB. Tripped out the drill pipe (left collars/stabilizer/mud motor and bit in borehole) and drained the hoses, mud tanks and mud pumps in preparation for the frigid weather (20 to 30 below zero temperatures). Wait on cold weather to clear.

December 17, 2016 Shut down and wait on cold weather to clear. December 18, 2016 Start heat trailers in the evening and put heat tubes over to the

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engines to warm them. December 19, 2016 Working on starting engines back up, filling mud tanks and

mixing mud. Tripped back into the borehole and reached TD at 976 feet KB without any problems. Circulated for approximately 1½ hours and began drilling. Drilled from 976 feet KB to 1,060 feet KB. Ran a deviation survey at 976 feet and the borehole deviation was 3°.

December 20, 2016 Continue drilling 17½-inch borehole from 1,060 feet KB to

1,100 feet KB. Run a deviation survey at 1,100 feet and the borehole deviation was 3°. Continue drilling 17½-inch borehole from 1,100 feet KB to 1,143 feet KB. Stop and circulate while changing swab in mud pump. After replacing the swab and starting up the mud pump, the suction line kept blowing apart. It was determined that the pop-off valve was bad and it kept discharging into the suction line causing it to come apart. The pop-off valve was replaced and the 17½-inch borehole was advanced from 1,143 feet KB to 1,173 feet KB.

December 21, 2016 Continue drilling 17½-inch borehole Run a deviation survey at

1,165 feet and the borehole deviation was 4°. Continue drilling 17½-inch borehole from 1,173 feet KB to 1,238 feet KB. At a depth of 1,238 feet KB, the charge pump on the mud pump failed. Worked on the charge pump for approximately 4 hours.

. December 22, 2016 Continue working on the charge pump for an additional 3

hours. Start drilling again at 1,238 feet KB. The driller indicated that the bit is hanging up at this depth. Decided to trip out of the borehole and check the bit and the bottom hole assembly. The driller is suspecting a bad pin connection as the drill string was tripped dry. A bad pin connection between the 4th and 5th 8-inch drill collar (connection washed out) caused the bottom hole assembly to separate between the 4th and 5th 8-inch drill collar and one 8-inch drill collar, the stabilizer, the mud motor, bit sub and 17½ -inch bit was left in the hole. The driller dropped off the 4th 8-inch drill collar (bad pin – washed out) and tripped back into the borehole to circulate and condition the borehole for the fishing attempts (overshot tool was being mobilized to the drill site). While rotating and circulating, the driller was able to spin into the top of the 5th 8-inch drill collar and to remove the bottom hole assembly without requiring the use of the overshot tool. The bottom hole assembly was tripped out of the borehole just before midnight.

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December 23, 2016 Drain mud pumps and tanks and shut down for the Christmas Holiday.

December 24-25, 2016 Christmas Holiday. December 26, 2016 Contractor tried to mobilize back to the drill site but could not

due to road closures out of Gillette caused by the weather conditions.

December 27, 2016 Contractor mobilized back to the drill site. Filled the mud tanks

and conditioned the mud, started the rig and mud pump motors and tripped back into the borehole. Both bad 8-inch collars (4th and 5th collars) were laid down and the 17½-inch bit and new bottom hole assembly consisting of:

Three 6-inch drill Change-over Sub Three 8-inch Collars Stabilizer Mud Motor Bit Sub 17½-inch PDC Bit were tripped back into the borehole. The pipe tally was

readjusted to account for the two removed drill collars. The bit was advanced to the bottom of the borehole without needing to Kelly-up and circulate down. Bit on bottom at 4:15 P.M. Circulate for approximately ½ hour and then continue drilling 17½-inch borehole from 1,238 feet to 1,266 feet KB.

December 28, 2016 Continue drilling 17½-inch borehole from 1,266 feet KB to

1,340 feet KB. December 29, 2016 Continue drilling 17½-inch borehole from 1,340 feet KB to

1,412 feet KB. Shut down pumps and pull up one joint to work on shale shakers. After fixing the shale shaker, the mud pumps would not work. Work on the mud pumps for approximately 6 hours. Continue drilling 17½-inch borehole from 1,412 feet KB to 1,427 feet KB.

December 30, 2016 Continue drilling 17½-inch borehole from 1,427 feet KB to

1,516 feet KB (Casing depth TD). Run survey at a depth of 1,390 feet. Deviation at 4½°. Run a polymer sweep and circulate. Second crew from Rapid City on site with flatbed trailer to begin transferring 13⅜-inch casing from the lower

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staging area up to the drill site. Water System Drilling also delivered to the site 14 centralizers, the rubber cementing plug and a stab-in cement shoe. Although the cement shoe is a stab-in shoe, the cement will be pumped from the top of the casing and displaced from the casing using the rubber plug and fresh water. After the sweep was run, one joint of drill pipe was picked up and connected in order to even out the stands of drill pipe so the contractor could stand doubles when tripping out. Trip out of the borehole (one sticky section at approximately 1,000 feet), lay down the stabilizer and the mud motor/bit. Could not break the bit sub from the mud motor. Begin running the 13⅜-inch O.D., 61 lb/ft, J-55 Steel casing. Making up the casing joints using the friction cathead and a rope. Ran in two joints out of 36 joints and the liner hanger assembly. The cement shoe, liner hanger joints were tack welded. Basic Services (cementers) notified just before midnight.

December 31, 2016 Continue running in the 13⅜-inch casing. The connections

between casing joint numbers 2 and 3 and between joint numbers 3 and 4 were also tack welded after they were made up tight by the cathead and rope. The connection between joint numbers 12 and 13 was also tack welded because it could not be made up completely tight (two threads exposed) by the cathead and rope. The casing began to stick going into the borehole with joint number 28. This joint and the remaining joints had to be worked up and down to get it to slide into the borehole. Joint number 31 had to be worked hard and lowered very fast in the hole in order for it to go down. After connecting joint number 32 to joint number 31, the casing string could not be lowered or raised. Joint 32 was removed and a circulating swedge attached to the top of the casing string. A 2-inch hose was connected to the swedge and circulation of the drilling fluid around the casing was noticed immediately, however, after more than an hour of circulating and trying to work the casing string up and down – it would not move. It was decided to cement the casing in place. There is 6.75 feet of joint number 31 sticking above the floor. The total length of the casing string picked up and hanging is 1,282.34 feet. Therefore, with the KB and casing bushing approximately 13’ above the ground level, the bottom of the casing (cement shoe) is at a depth of 1,262.59 feet below ground level (bgl). Basic Services on site at 3:00 A.M. Basic Services nippled up the cement head with the rubber plug inserted and pumped a lite neat cement followed by a heavy “G” cement tail that was displaced with

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294 barrels of fresh water. The entire volume of cement that was calculated for the 13⅜-inch casing to be placed in the 17½-inch diameter borehole to a depth of 1,502 feet bgl with a 60% excess was pumped through the casing and displaced up the annular space. Good returns were noted throughout the cementing procedure and cement cut mud was noted with approximately 60 barrels of displacement left. Good cement returns were noted with 50 barrels of displacement left. Therefore, approximately 50 to 60 barrels of lite cement were displaced into the mud pit. The rubber plug was bumped solid at 2:15 P.M. The cementers rigged down and mobilized off site. The Contractor drained the mud tanks and pumps and shut down for the New Year Holiday and to wait on the curing of the cement (WOC).

Cementers on site at 3:00 A.M. Cement Job - 10 BBLS water pre- flush 226 BBLS Extreme Lite Cement (480 sacks w/ 2% CaCl2, 1% Sodium Metasilicate & ½

lb/sk of Flocele) 74 BBLS “G” (Type G Cement)

(300 sacks w/ 2% CaCl2 and ½ lb/sk of Flocele) 294 BBLs Fresh water displacement

Drop rubber plug, displace plug with water at 5

BPM Hold Pressure – shut in water to keep plug on baffle plate. Good cement returns with 244 BBLS Displacement (50 BBLS

wasted to pit) 800 lbs shut-in holding plug – Cement job completed at 2:15

p.m. January 1, 2017 WOC and New Year Holiday. January 2, 2017 Nipple down cement head, gather up rental equipment (casing

elevators and bushing, mud motor, etc.) and return to rental companies. Cut off 13⅜-inch casing below rig floor and prepare it for welding on the flange to bolt on the 14-inch gate valve for the wellhead assembly.

January 3, 2017 Work on wellhead assembly and discharge piping and wait on

cold weather to clear.

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January 4, 2017 Work on wellhead assembly and discharge piping and wait on

cold weather to clear. January 5, 2017 Cut off surface casing to set valve. The cement is 1½ feet

above ground level between surface casing and 13⅜-inch casing. Chipped off approximately 1½ feet of the cement to weld on flange for the wellhead assembly.

January 6, 2017 Finish wellhead assembly and start to nipple up flow lines for

drilling the 12¼-inch diameter borehole. January 7, 2017 Finish nippling up, break towers, pick up 12¼-inch mill tooth bit

with stabilizer (1.5’) above the bit sub (3’), then an 8-inch drill collar, then another stabilizer (1.5’) followed by two 8-inch drill collars, three 6-inch drill collars and then the 4½-inch O.D. drill pipe. Begin drilling the rubber plug and cement shoe.

January 8, 2017 Continue drilling plug and shoe. On bottom at approximately

noon. No cement below the shoe. Stabilizer snagging a little bit going through rough edges of the cement shoe. Start drilling 12¼-inch diameter borehole with the mill tooth bit from 1,514 feet KB to 1,626 feet KB. Mud weight between 9.1 and 9.2.

January 9, 2017 Continue drilling 12¼-inch diameter borehole from 1,626 feet

KB to 1,655 feet KB. Trip out and drop off mill tooth bit and pick up tri-cone button bit. Continue drilling 12¼-inch borehole from 1,655. Slow drilling from 1,655 feet KB to 1,671 feet KB. Driller is only able to put about 7,000 lbs on the bit otherwise the bit just bounces around. Dril to 1,685 feet and stop drilling to work on the kelly bushing. Drive bushing on kelly bushing has a pit in one of the rollers which has pitted the edge of the kelly causing it to hang up. Weld pit (fill in pit) in the roller and continue drilling 12¼-inch borehole from 1,685 feet KB to 1,703 feet KB. New kelly delivered to drill site. Stop drilling to drop off old damaged kelly and start to pick up new kelly.

January 10, 2017 Continue changing to new kelly. After picking up the new kelly

work on welding (filling in pit) on the kelly bushing rollers. After completing work on the rollers continue drilling 12¼-inch borehole from 1,703 feet KB to 1,733 feet KB. Shut down drilling to replace liner in mud pump. A hydraulic puller needed to be delivered to the site. Crew struggled in getting the hydraulic puller to pull the liner. It required approximately 8½ hours to pull and replace the liner. After the pump repairs

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continued drilling the 12¼-inch borehole from 1,733 feet to 1,749 feet KB. Drilling was slow and had to work on the weight indicator.

January 11, 2017 Continue repair on weight indicator. After repairing weight

indicator continue drilling 12¼-inch diameter borehole from 1,749 feet KB to 1,773 feet KB. Flange bolts on drive line to rotary table sheared off. Shut down to repair drive line. Tools to remove the sheared bolts had to be delivered to the site. Drive line repair required 11 hours. Continue drilling 12¼-inch borehole from 1,773 feet KB to 1,776 feet KB. The 9⅝-inch O.D. steel casing is delivered to site and unloaded at lower staging area (31 joints of 0.352” wall, J-55 casing).

January 12, 2017 Twist off shortly after midnight. Begin tripping out of borehole.

Twisted off 4½-inch drill pipe just above tool joint. Waiting on overshot tool to be delivered to drill site. Trip out of borehole complete at 8:30 A.M. Waiting on tool. Overshot arrives on site at 16:07. Pick up tool and trip in to borehole. Nipple up kelly an circulate for 15 minutes, set tool down over fish and rotate to latch on to the fish. Fish is latched onto on the first try. Pick up the drill string ½ kelly length and circulate for approximately ½ hour. Begin tripping out of the borehole (cannot rotate while tripping out).

January 13, 2017 Finish tripping to recover bottom hole assembly. Bit has lost

some buttons. Replace bit #4 (conical button bit) with bit #5 (chisel button bit). Remove fishing tool and return it to rental facility. Continue drilling 12¼-inch borehole from 1,776 feet KB. No footage made. Drilling is very slow with approximately 4,000 to 6,000 lbs on the bit. Driller suspects lost buttons off of bit #4 are causing the slow drilling and bit chatter. Mud weight is at 9.8 lbs. Stopped drilling and tripped out of hole to put on a junk basket to try to retrieve lost buttons. Trip in with junk basket, trip out with junk basket full of buttons. Start tripping back into borehole with second junk basket trip.

January 14, 2017 Finish tripping in with second junk basket run. Trip out junk

basket – no buttons recovered. Lay down junk basket. Bit #5 has a loose button, drop off bit #5 and pick up bit #6 (12¼-inch conical button bit). Trip back into borehole. Re-tally drill pipe and bottom hole assembly. Pipe tally is off by one joint. Tripped in 1,722.2 feet of drill pipe and bottom hole assembly and approximately 15 feet of the kelly (41 foot kelly). Continue drilling from 1,747 feet KB to 1,800 feet KB. Mud weight is 9.7

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lbs. Drilling with 25,000 lbs on the bit and rotating at 62 RPM’s. The penetration rate is approximately 12 min/ft. At 1,800 feet KB, shut down drilling to work on replacing pump swab.

January 15, 2017 Continue drilling 12¼-inch borehole from 1,800 feet KB to

1,886 feet KB. At 1,886 feet KB trip out to check bit (very slow drilling).

January 16, 2017 Continue to trip out to check bit. Bit is in good shape, re-run bit

#6 back into borehole and continue drilling 12¼-inch borehole from 1,800 feet KB to 1,901 feet KB. Survey was run at a depth of 1,800 feet. Deviation was 6° (minus). Fan belt on the triplex pump motor came off when the survey was being run. Replace fan belt and continue drilling 12¼-inch borehole from 1,901 feet KB to 1,932 feet KB. A drilling break was encountered at 1,907 feet KB, rate increase from 20 plus minutes per foot to an average of 10 min/ft.

January 17, 2017 Continue drilling 12¼-inch borehole from 1,932 feet KB to

1,950 feet KB. Penetration rate decreased to an average of 48 min/ft at 1,945 feet KB to 1,950 feet KB. Required over 2 hours to drill from 1,949 feet KB to 1,950 feet KB. At 1,950 feet KB trip out to check bit. Bit #6 had lost a few outside buttons but the cutting buttons and cones were good – rerun bit #6 and continue drilling 12¼-inch borehole from 1,950 feet to 1,968 feet KB. Drilling with approximately 22,000 lbs on the bit and rotating at 52½ RPM’s on the table. At 1,968 feet KB trip out, lay down bit #6 and pick up bit #7 (conical button bit). Trip back into borehole.

January 18, 2017 Continue drilling 12¼-inch diameter borehole from 1,968 feet

KB to 1,977 feet KB. Change rollers on kelly bushing (driller purchased brand new rollers). Continue drilling from 1,977 feet KB to 2,010 feet KB. Bit wants to jump when more than 10,000 lbs are put on it. Mud weight is at 9.9 lbs.

January 19, 2017 Continue drilling 12¼-inch diameter borehole from 2,010 feet

KB to 2,037 feet KB. Trip out to check bit (very slow drilling). Bit is okay – rerun bit #7 and continue drilling 12¼-inch borehole from 2,037 feet KB to 2,073 feet KB.

January 20, 2017 Continue drilling 12¼-inch diameter borehole from 2,073 feet

KB to 2,150 feet KB. Drilling is slow at 25 – 30 min/ft with slight drilling break at 2150 feet KB. Mud weight is at 9.7 lbs.

B - 12

January 21, 2017 Continue drilling 12¼-inch diameter borehole from 2,150 feet KB to 2,214 feet KB. Drilling at 2,170 feet is very rough. Mud weight is at 9.9 lbs. Possible fractures at 2,170 feet. Slow drilling at over 1 hour per foot from 2,151 feet to 2,158 feet.

January 22, 2017 Continue drilling 12¼-inch diameter borehole from 2,214 feet

KB to 2,218 feet KB. Trip out to check bit. Tripped out at 3:00 A.M. – bit was okay – rerun bit #7. Continue drilling from 2,218 feet KB to 2,255 feet KB.

January 23, 2017 Continue drilling 12¼-inch diameter borehole from 2,255 feet

KB to 2,326 feet KB. Smooth drilling at 2,280 feet KB. January 24, 2017 Continue drilling 12¼-inch diameter borehole from 2,326 feet

KB to 2,428 feet KB. Drilling most of the early morning at 3,000 to 10,000 lbs on the bit due to rough drilling. From 2,340 feet to 2,350 feet able to put about 25,000 lbs on the bit and the mud weight is at 9.9 lbs.

January 25, 2017 Continue drilling 12¼-inch diameter borehole from 2,428 feet

KB to 2,474 feet KB. Wash out a liner on the triplex mud pump. Shut down drilling to work on pulling the liner. Started working on the pump at 3:30 P.M. Work on pump for the remainder of the day.

January 26, 2017 Continue working on mud pump. Cannot pull the liner, torch cut

the liner out. Switch over to the Gardner-Denver duplex pump, but this pump keeps cutting out when pressuring up. The drill string is also differentially stuck in the hole due to the lack of movement of the drill string while crew was working on the pumps. Start circulating with the duplex pump at 10:00 A.M. Have good circulation but unable to break the drill string free. Pulling over 180,000 lbs when trying to pull the string free. The triplex pump was put back on line at 11:30 A.M. Lightened the mud weight by adding 3 loads of water. This did not succeed in freeing the drill string. Contractor then cut in a throttling valve in the flow line to the shakers. Tried to add a rubber plug with split ring to the top of the 13⅜-inch casing but the rubber plug needed to be bored out to slip over the kelly and had the wrong size split ring. Added more fresh water to the mud while throttling back the flow, this allowed the formation water to seep in which freed the drill string. Drill string freed at 11:00 P.M. Contractor then began to add gel back to the drilling fluid while controlling the discharge volume with the throttling valve to start building the mud weight back up.

B - 13

January 27, 2017 Continue building the mud weight to 9.6 lbs. Flow lines in

triplex pump appear to be blocked or frozen, switch over to duplex pump but the discharge line on the kelly is still jumping around due to high pressure build up. At 9:40 A.M. start tripping out to check the jets on the bit. Two of the jets are plugged with pieces of rubber. Clear the rubber and shut down to weld on the split ring to bolt the rubber plug on top of the13⅜-inch casing in order to control the flow when drilling out the Madison. Trip back into the borehole and continue drilling the 12¼-inch diameter borehole from 2,474 feet KB to 2,483 feet KB using the duplex pump. Work on the triplex pump.

January 28, 2017 Continue drilling 12¼-inch borehole from 2,483 feet to 2,582

feet KB. Formation is adding fluid and the driller had to dump the mud tanks of about 1 foot of water at three different times. Mud weight is down to 9.1 lbs. Add Soda Ash, Bar and Gel to bring the mud weight back up to 9.9 lbs. At approximately 2,580.5 feet there was a 1½ foot bit drop. Stopped drilling at 18:50 (6:50 P.M.) and circulate on bottom from 18:50 to 20:00 and then trip out to run logs.

January 29, 2017 Continue tripping out of borehole from midnight to 2:00 A.M.

Goodwell (loggers) on site at 0:30 A.M. Lay down the 8-inch drill collars (stand 6-inch collars and drill pipe in derrick). Rig up the logger and run a caliper log, a resistivity log and a gamma/neutron log. Log the borehole and cased section (gamma/neutron) from 3:00 A.M. to 7:00 A.M. Rig down the loggers and prepare to run the 9⅝-inch, 36 lb/ft, J-55 steel casing. Casing ran from 10:30 A.M. to 2:00 P.M. The casing (1,398 feet (including float shoe and hanger)) was landed at a depth of 2,567.5 feet bgl. The top of the liner is at a depth of 1,170 feet bgl. The last joint of casing (42’ in length) was installed above the hanger location. A cement basket was placed on this joint and allowed to float up and down. Another cement basket was placed on the liner approximately 127 above the bottom of the casing at a depth of 2,440 feet bgl. The casing was landed with 1,190.4 feet of drill pipe and the end of the drill pipe was 9.25 feet above the kelly bushing. The casing was landed without any problems or hangups. Basic Services (cementers) on site at approximately 4:00 P.M. Rig up cementers and nipple up cement line to the 4½-inch drill pipe. Pump 10 bbls ahead of the cement and then pump 305 sack mix of lite cement, tailed by a 145 sack mix of “G”. Displace this out of the 4½-inch drill pipe and 9⅝-inch casing with 194

B - 14

bbls of water. Initially there was very minimal returns when pumping the cement, but after lifting the casing string just a little, the flow picked up and there were good returns throughout the cement job. After displacing the cement, the driller disconnected the cement head from the drill pipe and twisted off with the left to right setting tool from the tapered liner hanger. When the drill pipe string was lifted up to make sure that the pipe was disconnected from the casing, the water in the 13⅜-inch casing u-tubed forcing the water in the drill pipe to spray out over the derrick floor, after the water in the drill pipe and casing balanced, the cement head was nippled back up to the casing and the mud/cement in the 13⅜-inch casing was circulated out with 200 bbls of fresh water. After 130 bbls were displaced had good returns of cement. Wasted approximately 35 bbls of cement to the mud pit and continued to flush the casing until the cement had cleared and fresh water was being circulated up the casing and discharged. Trip the drill pipe setting string with left to right tool out of the casing and shut the 14-inch gate valve on the wellhead assembly. Basic offsite at approximately 6:30 P.M. Shut down and wait on cement (WOC).

January 30, 2017 WOC January 31, 2017 WOC – Weather prevented Goodwell (logger) from being able

to get to site to run the cement bond log (CBL). February 1, 2017 Contractor and drilling crew mobilized back to the well site.

Goodwell on site at 10:00 A.M. to run CBL. Could not getting logging tool down the casing because of a steel centralizer strap that is just below the valve that is sitting across the casing. The strap is believed to be from a centralizer that broke and was removed when installing the casing. The strap must have broken free before the centralizer was removed from the casing. Unbolted and lifted the 14-inch gate valve to retrieve the centralizer strap and re-connect gate valve to the top of the casing. Run the CBL. Cement tagged at a depth of 2,452 feet bgl. Therefore, approximately 116 feet of cement has set up inside the 9⅝-inch casing. Bond log looks good – excellent cement coverage behind both the 9⅝-inch  and 13⅜-inch casings. Finish logging run at approximately 2:30 P.M. Rig down loggers, pick up 8¾-inch button bit (Bit No. 8), six-inch drill collars and trip back into borehole. Install the rubber cone stopper on top of the 13⅜-inch casing, kelly up and wash down to the top of the cement plug at 2,464 feet KB.

B - 15

February 2, 2017 Begin drilling out cement plug and cement shoe from 0:55 A.M.

to 3:05 A.M. Once through cement fall back into small crack at 2,580 feet KB that was encountered with the 12¼-inch diameter borehole. Continue drilling 8¾-inch diameter borehole from 2,580 feet KB to 2,780 feet KB. Once the cement shoe was drilled out flow began immediately at approximately 40 gpm. Flow picked up to approximately 60 gpm at approximately 2,700 feet KB.

February 3, 2017 Continue drilling 8¾-inch diameter borehole from 2,780 feet KB

to 2,927 feet KB. Reach TD at 2,915 feet GL at 2:45 P.M. Trip out of borehole, rig up loggers (Goodwell) and log the open-hole section of the well. Shut down and wait on decision to acid stimulate the well. Drill Pipe and drill collars left standing in the derrick. Well is flowing slightly over 80 gpm.

February 4-8, 2017 Organizing acid stimulation program. February 9, 2017 Mobilize 6 400 bbl Frac Tanks to the well location and stand

them up. Remove catwalk from in front of rig after laying down most of the drill pipe and drill collars. Keep just enough drill pipe stands (doubles) to set packer and for acid stimulation.

February 10, 2017 Set tension-set packer in the 9⅝-inch diameter casing. First

attempts to set packer failed, could not get the packer to hold against the casing wall with enough friction to turn and release the j-hook into the slot to allow the packer to be set. After several attempts, the drill pipe was tripped out of the well to inspect the packer – the packer was not retrieved and had been inadvertently uncoupled from the drill pipe (driller had mistaken which way to turn the pipe when trying to set tool and had actually turned off of the packer). Trip drill pipe back into casing and attempt to recouple to the packer. Able to turn back on to the packer, trip out of the well and make-up tight the connections to the packer and trip back into the well. Able to set the packer.

February 12, 2017 Add inhibitor to frac tanks and start to fill frac tanks from well

flow – well is flowing apprixomately 90 gpm. Continue filling frac tanks.

February 13, 2017 Continue filling frac tanks with water for acid stimulation. Fill 4

out of the 6 frac tanks with water. Leave the remaining two tanks empty to be filled with the 15% HCL acid.

B - 16

February 14, 2017 Acid stimulate Newcastle Well #5. Basic Services arrived on

site at approximately 9:00 A.M. Three bulk trucks delivered 30,000 gallons of 15% HCL and unload the acid (pump) into two 400 bbl frac tanks. After unloading the acid, the bulk trucks are demobilized from the well site. Basic Services mobilized two pumper trucks to the site, but only one (larger of the two) was used during the stimulation. Nipple up the pumper truck to the acid filled frac tanks and to the 4½-inch drill pipe that was previously set with the tension-set packer. A ball vale is threaded onto the top of the drill pipe through which the acid is discharged. At approximately 1:37 P.M. Basic Services begins to pump the acid into the well. The acid is pumped at a rate between 4.5 and 4.9 barrels per minute (BPM). Initial pressure at approximately 300 psi. This pressure continued to drop and after 342 bbls displaced the pressure had dropped to approximately 125 psi. At the end of the acid placement, the pressure was approximately 100 psi. The pumping of the acid had to be stopped several times early on in the process to retighten fittings and the seal on the ball valve. All of the acid is pumped into the well by approximately 4:00 P.M. Basic Services then displaced the acid with 75 bbls of fresh water via their pumper truck. After displacing the 75 bbls of water, Basic Services nippled down their equipment and demobilized from the well site. After Basic Services nippled down, Water Systems Drilling nippled up their 4-inch discharge hose from the triplex pump and displaced 1200 bbls of fresh water from three frac tanks at a rate of approximately 580 gpm (122 strokes per minute on 6.5 x 11 triplex pump). The back pressure on the pump remained at 250 psi throughout the displacement. While displacing the acid, the water in the frac tank by the two acid tanks was allowed to flow into these two acid tanks to equalize the volume of fluid in each of these tanks at approximately 108 bbls. Three sacks of soda ash were added to the tanks with the acid to help neutralize the acid. After displacing the acid with the 1200 bbls of fresh water the ball valve was shut and the acid shut-in the well at approximately 6:30 P.M. Shut down and wait on acid.

February 15, 2017 Open up the 4-inch ball valve on top of the drill pipe to allow

the well to flow back through the drill pipe and approximately 100 feet of flexible hose into the mud pit. The valve at 8:00 A.M. was frozen shut, a weed burner torch was used to heat the valve to allow it to be opened. At 8:30 A.M. started flowing back Well No. 5 into the mud pit. The initial flow for

B - 17

approximately the first 30 minutes was all water (used to displace the acid and remaining in drill pipe), after 30 minutes, the well began flowing back a lot of CO2 gas and water. After the well began flowing more water, the quality of the water being discharged was monitored as it flowed out of the mud pit. The pH of the water remained steady throughout the day at approximately 6.0. The conductivity dropped steadily throughout the day from 43,000 micromhos/cm to 12,600 micromhos/cm by 5:30 P.M. At 2:25 P.M. a flowmeter was installed in the discharge line and the initial flow was measured at 690 gpm (well still making a lot of gas at this time). At the end of the day (5:30 P.M.) the flow was down to 550 gpm with still some gas being produced. A measurement of the water collected at the end of the canyon near the City street showed a pH of 7.42.

February 16, 2017 Continue to flow back Well #5 through the drill pipe until

approximately 11:00 A.M. The flow from the well at 8:00 A.M. had fallen off to 370 gpm (mostly water with very little gas). The pH of the water from the well (measured at discharge hose) was a pH of 6.1 and a conductivity of 4,025 micromhos/cm. The pH remained the same throughout the day but the conductivity continued to improve. At 11:00 A.M., the packer in the well was released and the drill pipe and packer tripped out of the hole and laid down. After releasing the packer the flow was estimated to increase to 1,000 gpm. At 11:00 A.M. Well #1 was opened up and allowed to flow to waste. Because of a plugged discharge line, the 10-inch drain line could not be fully utilized and most of the flow was discharged through the loadout hose and into the drain. The quality of water produced at Well No. 1 was monitored throughout this flow to waste process and the quality was continued to be monitored after the well was turned back into the system at 1:30 P.M. The quality of water from Well #1 remained the same as initially read prior to opening the valve to allow the well to flow to waste (pH of 7.5 and conductivity of 500 micromhos/cm.) Well #1’s quality was monitored throughout the day while flowing to the tank and it remained unchanged. The flow from Well #5 was measured 3 hours after the packer had been removed by measuring how quickly it filled a 20’ x 8’ x 4’1” mud tank. The measured flow was approximately 750 gpm. Continue allowing the well to flow back. At 5:00 P.M. the pH was measured at 6.04 and the conductivity was 2,860 micromhos/cm. Remove transducers from Well #1 and Well #4 and stop the pre-Acid Stimulation gathering of pressure data on Newcastle Well Nos.

B - 18

1 and 4. February 17, 2017 Continue flowing back Well #5 and monitoring the quality of

water being produced at Well #1. The quality of water at Well #5 at 9:00 A.M. was a pH of 6.6 and a conductivity of 1,630 micromhos/cm. At 1:00 P.M. the quality of water at Well #5 had improved to a pH of 6.6 and a conductivity of 1,575 micromhos/cm. The quality of water at Well #1 was measured at 10:30 A.M. and it remained constant with a pH of 7.42 and conductivity of 505 micromhos/cm while flowing at 500 gpm. Continue to flow back Well #5.

February 18, 2017 Continue flowing back Well #5 and monitoring the quality of

water being produced at Well #1. The quality of water at Well #5 at 8:00 A.M. was a pH of 6.8 and a conductivity of 1,225 micromhos/cm. The quality of water at Well #1 when measured at approximately 8:00 A.M. remained constant with a pH of 7.44 and conductivity of 498 micromhos/cm while flowing at 500 gpm. Continue to flow back Well #5. Wizz Well Service on site to remove three out of the six frac tanks utilized for the acid stimulation program.

February 19, 2017 Continue flowing back Well #5 and monitoring the quality of

water being produced at Well #1. The quality of water at Well #5 was a pH of 6.92 and a conductivity of 1,030 micromhos/cm. The quality of water at Well #1 remained constant with a pH of 7.37 and conductivity of 495 micromhos/cm while flowing at 500 gpm. Continue to flow back Well #5.

February 20, 2017 Continue flowing back Well #5 and monitoring the quality of

water being produced at Well #1. The quality of water at Well #5 at 8:00 A.M. was a pH of 7.16 and a conductivity of 940 micromhos/cm. The quality of water at Well #1 remained constant with a pH of 7.43 and conductivity of 498 micromhos/cm while flowing at 500 gpm. Wizz Well Service on site to remove the remaining three frac tanks. Water System Drilling crew on site to rig down the riser pipe from the well and the flow line in order to demobilize the mud tanks from the well site. The tapped flange with a one-inch and two-inch taps along with the 6-inch 90° bend was bolted to the top of the gate valve after the riser pipe was removed. A 6-inch valve, 6-inch flexible hose and a flow meter was installed to facilitate performing the flow test at a later date. After clearing the mud tanks the 6-inch valve was opened to allow the well to flow back to continue to

B - 19

improve the water quality. February 21, 2017 Contractor continued to demobilize equipment from the well

site. Continue flowing back Well No. 5 through the 6-inch discharge line.

February 22, 2017 Contractor has demobilized all of the drilling equipment except

for the drill rig and the sub structure. Due to the thawing conditions it is too muddy to move these items. The rig has been scoped down. Continue flowing Well No. 5 to improve water quality - measured flow out of well was 630 gpm, however, flow meter was installed immediately downstream of the 90° elbow off of the well so the accuracy is questionable. The pH at Well No. 5 was 7.3 and the conductivity was 850 micromhos/cm.

February 23, 2017 Well drilling contractor is waiting on the ground to re-freeze

before attempting to move the rig and sub-structure. No crews are on site today. Continue flowing Well No. 5 to improve water quality - quality of water at Well No. 5 is pH of 7.3 and conductivity of 830 micromhos/cm. The conductivity at Well No. 1 remains constant at 498 micromhos/cm.

February 24, 2017 Well drilling contractor is waiting on the ground to re-freeze

before attempting to move the rig and sub-structure. No crews are on site today. Continue flowing Well No. 5 to improve water quality - quality of water at Well No. 5 is pH of 7.3 and conductivity of 809 micromhos/cm.

February 25, 2017 Continue flowing back Well No. 5. February 26, 2017 Continue flowing back Well No. 5 – water quality of No. 5 well

is pH of 7.3 and conductivity of 773 micromhos/cm. The contractor has moved the one flowmeter and placed it further downstream along the flexible hose away from the 90° bend coming off of the wellhead. They have installed a second meter further downstream of the first. However, the two flowmeters do not agree with each other, one reads a flow of 650 gpm and the other reads 800 gpm. The drill rig’s mast has been layed down.

February 27, 2017 Continue to flowback Well No. 5. Quality of water at pH of 7.36

and conductivity of 751 micromhos/cm. Checked the quality of water at Well No. 4 (pH = 7.39 and conductivity of 591 micromhos/cm. Contractor tried to move the drill rig off of the

B - 20

ramp. They were able to move the rig off of the ramp but it became bogged down in the soft soil around the well.

February 28, 2017 Continue to flowback Well No. 5. Quality of water at pH of 7.46

and conductivity of 748 micromhos/cm. Contractor mobilized a bulldozer to the well site to extract the bogged down drill rig – drill rig was driven off of the site. The contractor next used the bulldozer to move the substructure off of and away from the well. The contractor next installed a 4-inch flowmeter and 4-inch line downstream of the last 6-inch flowmeter to determine which of the 6-inch flowmeters was measuring the correct flow. The 4-inch flowmeter was showing approximately 630 gpm which correlated well with the 6-inch meter registering the lower flow rate.

March 1-6, 2017 Continue to flowback Well No. 5. Quality of water on March 6,

2017 at pH of 7.33 and conductivity of 733 micromhos/cm. The pH of the water in the creek bottom near the road intersection is 8.95. A garden hose was attached to the one-inch port on the wellhead flange and wrapped around the well casing before being discharged into the mud pit. The well was then shut in with the exception of this small flow through the garden hose to prepare for flow testing the well.

March 20, 2017 Conduct step-test. Five steps conducted at the following flow

rates: 100 gpm, 300 gpm, 500 gpm, 700 gpm and valve wide open (flow rate approximately 725 gpm). Step test conducted from 1:30 P.M. to 5:17 P.M. The well was then shut-in and allowed to recover overnight. In-Situ transducers were used to monitor the well pressure and these recorded the recovery data.

March 21-28, 2017 Conduct long-term constant rate discharge test. The average

flowrate for this 7-day test was 631 gpm. The Newcastle No. 1 and Well No. 4 wells were off for the first day of the test but were then turned on during the remainder of this 7-day test. Following the collection of the water quality sample, the well was shut in for approximately 5 hours to sample the recovery data. At the conclusion of the recovery test, the small garden hose was connected to the hose bib that was tapped into the blind flange on top of the 14-inch gate valve. The garden hose was wrapped around the casing and 14-inch gate valve several times and then discharged into the mud pit to help prevent the valve and exposed casing from freezing.

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Start Depth End Depth Min/Foot Start Depth End Depth Min/Foot

80 85 5.0 260 265 1.4

85 86 51.0 265 272 1.4

86 90 5.3 272 273 14.0

90 95 5.2 273 275 4.5

95 100 9.6 275 280 14.2

100 105 6.4 280 285 1.2

105 110 8.0 285 290 1.0

110 115 1.6 290 295 1.0

115 117 1.0 295 303 1.8

117 118 33.0 303 305 12.5

118 120 1.0 305 310 0.8

120 130 0.6 310 315 1.6

130 135 1.4 315 320 2.4

135 140 1.2 320 325 1.2

140 147 1.0 325 330 4.4

147 148 25.0 330 338 2.3

148 150 5.0 338 339 23.0

150 156 1.3 339 340 2.0

156 175 2.7 340 345 1.8

175 181 3.7 345 350 1.2

181 182 29.0 350 355 2.8

182 185 3.3 355 360 9.2

185 190 2.4 360 366 4.7

190 195 2.2 366 370 4.8

195 200 2.4 370 375 2.6

200 205 4.0 375 378 3.3

205 211 2.8 378 380 57.5

211 212 19.0 380 385 2.6

212 215 2.0 385 390 2.2

215 220 2.0 390 395 1.8

220 225 2.0 395 399 2.0

225 230 1.6 399 400 15.0

230 235 2.2 400 405 1.8

235 242 2.3 405 410 1.2

242 243 17.0 410 415 1.4

243 245 2.0 415 420 1.6

245 250 1.4 420 425 1.8

250 255 1.8 425 430 1.2

255 260 1.8 430 431 65.0

APPENDIX C

PENETRATION RATENEWCASTLE MADISON WELL PROJECT

(WELL NO. 5)

C ‐1

Start Depth End Depth Min/Foot Start Depth End Depth Min/Foot

431 435 2.0 610 615 1.2

435 440 0.8 615 620 3.0

440 445 1.0 620 623 1.7

445 450 1.0 623 625 67.0

450 455 0.8 625 630 2.6

455 460 1.6 630 635 3.4

460 461 1.0 635 640 5.8

461 462 76.0 640 645 4.0

462 465 1.7 645 650 6.8

465 470 1.8 650 655 8.8

470 475 1.4 655 657 4.5

475 480 2.0 657 658 17.0

480 485 2.2 658 660 5.0

485 490 3.0 660 665 3.2

490 492 3.0 665 670 3.4

492 493 14.0 670 680 5.6

493 495 2.0 680 685 38.4

495 500 1.2 685 690 7.6

500 505 1.2 690 695 5.0

505 510 1.4 695 700 10.8

510 515 2.6 700 702 30.5

515 520 1.2 702 715 5.8

520 523 2.7 715 720 7.6

523 524 12.0 720 725 13.8

524 525 2.0 725 766

525 530 1.0 766 770 10.3

530 535 1.4 770 775 9.8

535 540 0.8 775 780 7.8

540 545 1.2 780 785 4.8

545 550 1.2 785 789 5.5

550 555 1.0 789 790 26.0

555 556 1.0 790 795 4.6

556 557 14.0 795 800 7.8

557 560 1.7 800 805 3.2

560 565 1.0 805 810 3.8

565 570 1.0 810 815 5.4

570 575 1.2 815 820 8.8

575 580 2.8 820 821 16.0

580 585 1.4 821 822 48.0

585 587 1.5 822 825 7.7

587 588 13.0 825 830 5.0

588 590 1.0 830 835 6.2

590 595 1.0 835 840 7.0

595 600 1.0 840 845 5.6

600 605 1.0 845 850 12.8

605 610 1.2 850 852 11.5

C ‐2

Start Depth End Depth Min/Foot Start Depth End Depth Min/Foot

852 853 90.0 1050 1055 10.0

853 855 8.5 1055 1060 8.8

855 860 5.8 1060 1065 9.2

860 865 15.6 1065 1070 8.0

865 870 5.6 1070 1075 6.8

870 875 8.6 1075 1080 11.0

875 880 9.2 1080 1085 11.0

880 883 6.0 1085 1087 15.5

883 884 10.0 1087 1088 68.0

884 885 6.0 1088 1090 9.5

885 890 4.8 1090 1095 12.0

890 895 8.6 1095 1100 6.2

895 900 33.2 1100 1105 6.4

900 905 11.0 1105 1110 3.2

905 910 4.8 1110 1115 5.6

910 915 5.8 1115 1120 6.4

915 916 17.0 1120 1125 8.6

916 920 7.3 1125 1130 13.0

920 925 9.2 1130 1135 7.2

925 930 10.4 1135 1136 2.0

930 935 6.0 1136 1137 62.0

935 940 5.8 1137 1140 6.3

940 945 6.2 1140 1144 9.0

945 946 6.0 1144 1145 225.0

946 947 14.0 1145 1150 7.2

947 950 4.3 1150 1155 12.4

950 955 4.4 1155 1160 11.6

955 960 7.6 1160 1165 10.8

960 965 11.4 1165 1166 4.0

965 970 12.0 1166 1167 63.0

970 975 15.0 1167 1170 27.7

977 980 1.7 1170 1175 20.0

980 985 3.0 1175 1180 19.2

985 990 3.4 1180 1184 26.0

990 995 3.8 1184 1185 80.0

995 1000 4.0 1185 1190 16.8

1000 1005 4.8 1190 1195 13.6

1005 1009 4.5 1195 1196 11.0

1009 1010 26.0 1196 1197 32.0

1010 1015 3.4 1197 1200 4.3

1015 1020 2.8 1200 1205 11.8

1020 1035 5.5 1205 1210 11.0

1035 1039 6.5 1210 1214 10.5

1039 1040 19.0 1214 1215 85.0

1040 1045 6.8 1215 1220 17.6

1045 1050 5.2 1220 1225 12.4

C ‐3

Start Depth End Depth Min/Foot Start Depth End Depth Min/Foot

1225 1227 10.0 1380 1385 6.2

1227 1228 22.0 1385 1389 6.5

1228 1230 9.5 1389 1390 31.0

1230 1231 11.0 1390 1395 5.6

1231 1232 96.0 1395 1400 14.6

1232 1235 18.3 1400 1405 12.2

1235 1238 14.7 1405 1410 13.0

1238 1242 1410 1411 23.0

1242 1245 13.3 1411 1413 186.0

1245 1250 22.8 1413 1415 20.0

1250 1255 18.2 1415 1420 18.2

1255 1260 16.6 1420 1422 9.5

1260 1262 17.5 1422 1423 127.0

1262 1263 45.0 1423 1425 31.0

1263 1265 8.5 1425 1430 9.4

1265 1266 95.0 1430 1435 9.2

1266 1270 15.3 1435 1440 7.2

1270 1275 22.2 1440 1445 6.8

1275 1280 27.8 1445 1450 7.8

1280 1285 15.8 1450 1453 13.0

1285 1290 20.4 1453 1454 57.0

1290 1293 18.3 1454 1455 13.0

1293 1294 64.0 1455 1460 6.2

1294 1295 8.0 1460 1465 6.8

1295 1300 14.0 1465 1470 9.6

1300 1305 24.0 1470 1475 13.8

1305 1310 16.8 1475 1480 15.2

1310 1315 14.6 1480 1485 17.2

1315 1320 19.6 1485 1486 16.0

1320 1325 19.8 1486 1490 17.5

1325 1326 2.0 1490 1495 11.2

1326 1327 22.0 1495 1500 11.6

1327 1330 10.3 1500 1505 15.0

1330 1335 10.4 1505 1510 10.4

1335 1340 22.4 1510 1515 8.6

1340 1345 8.2 1515 1518 10.0

1345 1350 4.2 1515 1520 12.2

1350 1355 4.6 1520 1525 8.6

1355 1356 7.0 1525 1530 4.0

1356 1357 29.0 1530 1535 2.6

1357 1360 8.3 1535 1540 2.4

1360 1364 10.3 1540 1545 4.0

1364 1365 53.0 1545 1546 32.0

1365 1370 9.6 1546 1550 3.0

1370 1375 7.8 1550 1555 2.4

1375 1380 8.0 1555 1560 2.4

C ‐4

Start Depth End Depth Min/Foot Start Depth End Depth Min/Foot

1560 1565 2.8 1755 1760 8.8

1565 1583 ‐‐‐ 1760 1763 9.0

1583 1585 5.5 1763 1764 23.0

1585 1590 6.0 1764 1765 12.0

1590 1605 9.9 1765 1770 17.8

1605 1607 9.0 1770 1775 11.2

1607 1608 28.0 1775 1780 7.8

1608 1610 6.5 1780 1785 8.8

1610 1615 6.6 1785 1790 8.4

1615 1620 7.0 1790 1791 1.0

1620 1625 9.6 1791 1792 122.0

1625 1630 6.6 1792 1795 17.3

1630 1635 7.8 1795 1800 42.2

1635 1639 7.0 1800 1825 14.0

1639 1640 27.0 1825 1830 15.6

1640 1645 7.6 1830 1835 12.2

1645 1650 5.2 1835 1836 37.0

1650 1654 6.3 1836 1840 15.0

1654 1655 31.0 1840 1845 16.6

1655 1658 1845 1850 8.0

1658 1660 4.0 1850 1855 9.4

1660 1665 5.4 1855 1860 15.8

1665 1670 9.4 1860 1865 15.2

1670 1671 3.0 1865 1868 8.3

1671 1672 40.0 1868 1869 35.0

1672 1675 4.0 1869 1870 20.0

1675 1680 1870 1875 12.8

1680 1685 4.0 1875 1880 30.2

1685 1690 8.4 1880 1885 15.0

1690 1695 4.0 1885 1886 18.0

1695 1700 2.6 1886 1887 342.0

1700 1703 4.0 1887 1890 24.0

1703 1705 7.0 1890 1892 23.0

1705 1710 4.6 1892 1895 27.3

1710 1715 10.0 1895 1900 14.0

1715 1720 4.8 1900 1901 215.0

1720 1725 4.2 1901 1905 24.5

1725 1726 4.0 1905 1910 14.4

1726 1727 504.0 1910 1915 11.8

1727 1730 3.3 1915 1917 9.0

1730 1734 7.8 1917 1919 22.0

1734 1735 65.0 1919 1920 10.0

1735 1740 8.4 1920 1925 14.4

1740 1745 12.0 1925 1930 42.8

1745 1750 14.4 1930 1931 92.0

1750 1755 8.6 1931 1935 17.8

C ‐5

Start Depth End Depth Min/Foot Start Depth End Depth Min/Foot

1935 1940 7.8 2080 2085 21.6

1940 1945 12.0 2085 2090 13.0

1945 1950 47.2 2090 2094 6.8

1950 1951 341.0 2094 2095 30.0

1951 1955 23.3 2095 2100 9.2

1955 1960 17.0 2100 2105 10.0

1960 1962 16.5 2105 2106 7.0

1962 1963 22.0 2106 2107 40.0

1963 1965 16.0 2107 2110 11.3

1965 1968 14.7 2110 2115 17.0

1968 1969 345.0 2115 2119 22.0

1969 1970 54.0 2119 2120 31.0

1970 1974 64.0 2120 2125 16.8

1974 1975 184.0 2125 2130 17.2

1975 1977 27.0 2130 2135 14.8

1977 1978 75.0 2135 2140 9.2

1978 1980 26.0 2140 2144 7.5

1980 1985 17.4 2144 2146 32.5

1985 1990 26.4 2146 2150 53.8

1990 1991 26.0 2150 2155 40.0

1991 1992 33.0 2155 2156 63.0

1992 1995 23.3 2156 2157 38.0

1995 2000 24.0 2157 2160 10.7

2000 2001 14.0 2160 2161 32.0

2001 2002 97.0 2161 2162 105.0

2002 2005 34.3 2162 2165 23.7

2005 2010 27.6 2165 2170 16.6

2010 2015 18.2 2170 2175 17.6

2015 2020 4.6 2175 2180 24.2

2020 2021 24.0 2180 2185 15.0

2021 2025 8.0 2185 2188 10.0

2025 2030 47.6 2188 2189 15.0

2030 2035 36.8 2189 2190 6.0

2035 2036 60.0 2190 2195 11.8

2036 2037 287.0 2195 2200 8.2

2037 2040 12.7 2200 2205 16.2

2040 2041 109.0 2205 2206 75.0

2041 2045 12.0 2206 2210 57.5

2045 2050 6.8 2210 2215 5.0

2050 2055 4.2 2215 2218 68.3

2055 2060 25.4 2218 2219 364.0

2060 2061 71.0 2219 2220 29.0

2061 2065 30.5 2220 2225 17.2

2065 2070 12.4 2225 2230 20.2

2070 2075 21.4 2230 2235 14.8

2075 2080 31.0 2235 2240 11.8

C ‐6

Start Depth End Depth Min/Foot Start Depth End Depth Min/Foot

2240 2245 18.0 2425 2428 10.3

2245 2247 35.5 2428 2429 32.0

2247 2248 106.0 2429 2430 19.0

2248 2250 57.5 2430 2435 20.4

2250 2255 28.0 2435 2440 18.0

2255 2260 19.0 2440 2441 20.0

2260 2265 18.0 2441 2442 135.0

2265 2270 26.2 2442 2443 8.0

2270 2274 24.3 2443 2444 76.0

2274 2275 75.0 2444 2445 16.0

2275 2280 10.4 2445 2450 16.0

2280 2285 12.8 2450 2455 17.2

2285 2290 15.2 2455 2460 14.8

2290 2292 27.5 2460 2465 15.6

2292 2295 17.0 2465 2470 13.6

2295 2300 22.2 2470 2473 8.0

2300 2305 15.6 2473 2474 32.0

2305 2310 17.4 2475 2476 1.0

2310 2314 17.3 2476 2478 13.5

2314 2315 24.0 2478 2479 148.0

2315 2320 20.0 2479 2480 18.0

2320 2325 30.6 2480 2485 29.8

2325 2330 39.2 2485 2486 41.0

2330 2335 26.0 2486 2487 24.0

2335 2339 28.5 2487 2488 54.0

2339 2340 36.0 2488 2490 26.5

2340 2345 11.6 2490 2495 13.2

2345 2350 11.4 2495 2500 19.2

2350 2355 9.2 2500 2505 4.2

2355 2360 9.8 2505 2508 5.3

2360 2365 7.2 2508 2509 20.0

2365 2370 5.0 2509 2515 13.2

2370 2371 39.0 2515 2520 13.0

2371 2375 8.8 2520 2525 3.6

2375 2380 12.2 2525 2530 4.0

2380 2385 14.8 2530 2535 5.4

2385 2390 14.2 2535 2540 4.8

2390 2395 11.0 2540 2541 49.0

2395 2400 4.6 2541 2545 7.5

2400 2401 14.0 2545 2550 6.2

2401 2405 4.0 2550 2551 121.0

2405 2409 4.5 2551 2555 5.3

2409 2410 36.0 2555 2560 6.6

2410 2415 13.0 2560 2561 20.0

2415 2420 18.0 2561 2565 4.5

2420 2425 14.8 2565 2570 5.4

C ‐7

Start Depth End Depth Min/Foot Start Depth End Depth Min/Foot

2570 2575 8.2 2745 2750 3.2

2575 2580 9.0 2750 2755 4.6

2580 2581 24.0 2755 2760 3.6

2581 2582 3.0 2760 2765 5.6

2584 2585 1.0 2765 2768 4.7

2585 2590 5.2 2768 2769 14.0

2590 2595 9.8 2769 2770 11.0

2595 2600 6.8 2770 2775 8.2

2600 2605 5.8 2775 2780 7.8

2605 2606 10.0 2780 2785 9.8

2606 2607 17.0 2785 2790 9.8

2607 2610 9.3 2790 2795 8.4

2610 2615 8.4 2795 2798 8.7

2615 2620 3.0 2798 2799 19.0

2620 2625 13.2 2799 2800 18.0

2625 2630 7.2 2800 2805 11.6

2630 2635 4.4 2805 2810 9.2

2635 2640 6.0 2810 2815 6.4

2640 2641 16.0 2815 2820 9.0

2641 2645 7.5 2820 2825 8.4

2645 2650 5.4 2825 2830 2.8

2650 2655 9.4 2830 2840 5.8

2655 2660 7.4 2840 2845 2.6

2660 2665 2.6 2845 2850 6.4

2665 2670 4.0 2850 2855 4.8

2670 2672 3.5 2855 2860 2.4

2672 2673 11.0 2860 2861 3.0

2673 2675 3.0 2861 2862 15.0

2675 2680 4.6 2862 2865 5.0

2680 2685 4.4 2865 2870 4.2

2685 2690 3.4 2870 2875 5.2

2690 2695 6.2 2875 2880 5.2

2695 2700 4.8 2880 2885 4.8

2700 2703 7.7 2885 2887 4.0

2703 2704 14.0 2887 2888 6.0

2704 2705 7.0 2888 2890 3.0

2705 2710 5.2 2890 2893 2.7

2710 2715 5.8 2893 2894 37.0

2715 2720 6.2 2894 2895 1.0

2720 2725 5.0 2895 2900 2.2

2725 2730 6.6 2900 2905 2.2

2730 2735 3.8 2905 2909 2.3

2735 2738 11.0 2909 2910 39.0

2738 2740 8.0 2910 2915 2.0

2740 2741 29.0 2915 2920 1.8

2741 2745 4.8 2920 2925 2.8

C ‐8

Start Depth End Depth Min/Foot Start Depth End Depth Min/Foot

2925 2927 5.0

C ‐9

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Depth Depth New/Bit No. Size Type In Out Used Footage

1 36-inch Bucket - Auger Bit Surface 77 feet Used 772 17½- inch 5-Blade Polycrystalline Diamond Cutter (PDC) 77 feet 1,503 feet Used 14263 12¼ Long Tooth Mill Bit 1,503 feet 1,642 feet Used 1394 12¼ Conical Button Bit 1,642 feet 1,734 feet New 925 12¼ Chisel Button Bit 1,734 feet 1,734 feet New 06 12¼ Conical Button Bit 1,734 feet 1,955 feet New 2217 12¼ Conical Button Bit 1,955 feet 2570 feet Used 6158 8¾ Conical Button Bit *2,452 feet 2,915 feet New 463910111213141516

* cement from 2,452 feet to 2,467 feet

Borehole Depth (feet - KB) Deviation400 2¼°530 3°550 3°600 3°642 3.5°645 4°647 4°740 3.5°820 3.5°976 3°1100 3°1165 4°1370 4.5°1800 6° (minus)

BOREHOLE DEVIATION RECORDNEWCASTLE MADISON WELL PROJECT

(Newcastle Well No. 5)

APPENDIX D

BIT RECORDNEWCASTLE MADISON WELL PROJECT

(WELL NO. 5)

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Abbreviations and Definitions: AA – as above vfg – very fine grained

LITHOLOGY LOG LITHOLOGIC DESCRIPTIONS

NEWCASTLE WELL #5 Depth Major Lithology Description

Surface – Cretaceous Fall River

0-38 Shale Black to grey shale

38 Sandstone Grey to tan sandstone

90 – 120 Silt Lt. gray to drk gray mod indurated silt w/ f. fine lt greenish gray, sub-round, sand w/ lt. maroon chert

120 – 150 Sand/Shale Lt. gray to gray clayey sand, v. fine, sub-round sand w/ black, friable to plastic carbonaceous shale

150 – 180 Sand Lt. gray, silty – med, sub-angular to sub-round sand w/ trace black carbonaceous shale A.A.

180 – 210 Sand Lt. gray to gray, silty sand A.A. w/ drk gray clayey silt w/ carbonaceous shale A.A. w/ maroonish chert

210 – 240 Sand Lt. gray, loose, med to coarse, sub-angular to sub-round quartzitic sands

Cretaceous Lakota – 242’ (Log Top)

240 – 270 Sand Lt. gray, predominantly coarse, sub-angular to sub-round w/ trace of black carbonaceous shale, w/ minor amount of soft gray clay

270 - 330 Clay/Shale Greenish gray & maroon, soft, plastic clay

Jurassic Morrison – 322’ (Log Top)

330 – 360 Silt Lt. gray, well indurated silt w/ < 3% purple to maroon, mod soft silt

360 – 400 Silt/Clay Greenish gray to gray soft plastic clay w/ mod indurated silt

400 – 430 Sandy Clay Grey to greenish gray soft, plastic clay w/ fine to v. fine, sub-angular sand

430 – 460 Clayey Sand Lt. gray, v. fine to fine, sub-angular quartz sand w/ lt. gray, mod plastic clay A.A.

460 – 494 Silt Lt. gray, silt w/ v. fine sand A.A.

Jurassic Sundance – 506’ (Log Top)

494 – 526 Shale Drk gray to drk greenish gray, waxy soft shale w/ same v. fine sand A.A.

526 - 557 Shale Shale A.A. w/ sltly glauconitic v. fine sub-ang. sands

Newcastle Well No. 5 Well Lithology Depth Major Lithology Description

E-2

557 - 593

Silty Shale

Gray to drk greenish gray shale, not as waxy as above, silty w/ 3% v. coarse round to sub-round pale yellow quartz sands w/ drk gray soft plastic clay

593 – 625 Shale Greenish gray waxy shale, sltly plastic

625 – 657 Silty Sand Lt. gray to gray, silt w/ v. fine to fine sub-angular sand

657 – 696 Sandy Clay Maroonish brown w/ greenish gray, sltly variegated, plastic soft clay w/ fine, sub-round sands w/ trace of coarse round sands w/ < 3% greenish gray, soft, waxy shale

696 – 728 Sandy Clay Maroonish brown A.A. will indurated lt. grey to bluish gray shale, very sltly hematite stained, non-calc. w/ trace of drk brown, soft, sltly fissile shale

728 – 758 Sandy Clay Maroonish brown A.A. sltly conglomeritic w/ fine sans and coarse to v. coarse, predominantly sub-round to round w/ 5% drk greenish gray to bluish gray soft shale

758 – 820 - No sample

820 – 851 Clayey Sand Lt. gray to bluish gray, mod. indurated to soft, slight salt & pepper texture w/ slt glauconitic sands, trace of lt. brown sands w/ soft, sticky lt. gray clay w/ greenish gray soft shale – 3%

Jurassic Gypsum Springs – 859’ (Log Top)

851 – 880 Clayey Sand A.A.

880 – 910 Sandy Shale Sand (salt & pepper) A.A. w/ drk gray to greenish gray, soft shale A.A.

910 – 940 Shaly Sand Lt. gray, mod. indurated v. fine to fine salt & pepper textured sand A.A. w/ < 3% lt. brown well indurated fine to v. fine sand w/ trace of pyrite drk gray to greenish gray shale A.A. sand (S & P) is calcareous

Triassic Spearfish – 931’ (Log Top)

940 – 970 Sandy Shale A.A. w/ less sand

970 – 1010 Gypsum White, soft, friable gypsum w/ calcareous bluish to greenish gray shale w/ trace of reddish brown dolomite, at depth turns to soft to mod. indurated brownish red siltstone

Newcastle Well No. 5 Well Lithology Depth Major Lithology Description

E-3

1010 – 1040 Sandstone Reddish brown, soft, v. fine, sub-angular sand w/ greenish gray shale A.A. (contamination?) w/ 3% white gypsum A.A. w/ trace dolomite A.A.

1040 – 1070 Sandstone A.A. w/ decreasing shales & only trace of white gypsum w/ trace of lt. brownish gray well indurated siltstone

1070 – 1100 Sandstone A.A. w/ soft reddish brown sticky shale

1100 – 1130 Sandstone A.A. w/ greenish gray shales and 15% gypsum, white, soft A.A.

1130 – 1165 Sandy Clay Drk reddish brown, v. soft, very sticky clay w/ fine, mostly loose sub-round sand & trace of white gypsum A.A.

1165 – 1195 Clay Drk reddish brown, non-calc, sticky clay A.A. w/ drk greenish gray, sltly fissile shale w/ minor amount of fine sands A.A.

1195 – 1225 Clayey Silt Drk reddish brown, sltly cal. clayey silt with 5% greenish gray shale A.A. w/ trace of white soft gypsum & trace of lt. greenish grey v. fine, round sands

1225 – 1250 Shale Drk gray to drk greenish grey, soft, fissile sltly calc. shale w/ 15% lt. green to lt greenish grey, v. fine sands A.A. w/ trace of clear anhydrite w/ 5% drk reddish brown, mod. hard siltstone

Permian Goose Egg – 1,252’ (Log Top)

1250 – 1290 Siltstone/Shale Drk grey shale & drk reddish brown siltstone A.A. w/ lt. green, v. fine sandstone A.A. w/ trace of gypsum, trace of pyrite and trace of grayish brown limestone and trace of lt. grey, salt & pepper textured sandstone – much of sample might be contamination – this is 1st sample after fishing trip to recover lost string at 1240'

1290 – 1320 Gypsum Lt. tan to white, soft w/ gray shale A.A. w/ v. fine to med, lt. tan to white sandstone sub-ang. to sub-round

1320 – 1350 Shale Drk gray to drk greenish gray, fissile, sltly calc. shale w/ < 3% soft, sticky drk reddish brown clay w/ 3% soft lt. tan to white gypsum

1350 – 1390 Gypsum Lt. tan to white, soft gypsum w/ gray shale A.A. w/ lt. tan to white ss A.A.

1390 – 1420 Missed sample.

Newcastle Well No. 5 Well Lithology Depth Major Lithology Description

E-4

1421 – 1431 Claystone Drk reddish brown, soft, sticky, non-calc. claystone w/ < 5% drk gray, shale A.A. w/ trace of gypsum A.A., trace of lt. tan to white ss A.A. plus trace of lt. tan to white dolomite

Permian Minnekahta – 1,424’ (Log Top)

1431 – 1441 Shale Drk gray shale A.A. w/ 15% drk reddish brown soft clay A.A. w/ 3% tan to grayish tan L.S. w/ v. fine to fine S & P textured ss (trace) w/ trace to < 3% white gypsum A.A. (contamination?)

1441 – 1451 Shale A.A. w/ trace of pyrite (contamination?)

1450 – 1460 Claystone Drk reddish brown, soft, sticky claystone w/ gray shale A.A. w/ trace of L.S. & gypsum A.A. w/ trace of S.S. A.A.

Permian Opeche – 1,464’ (Log Top)

1460 – 1470 Gypsum Soft white gypsum w/ reddish brown claystone A.A. and gray shale A.A. w/ trace of lt. gray to white, fine S.S. A.A.

1470 – 1480 Sandstone Reddish gray, fine-med. sub-ang. to ang. w/ tan to rose L.S. and drk gray shale (small cuttings) A.A. w/ tannish gray dolomite and white gypsum A.A.

1480 – 1490 Limestone Grayish white to white, lt. tan to rose tan L.S. w/ drk gray shale A.A.

1490 – 1500 Limestone Tannish gray to salmon w/ some purplish-grey fine textured to sucrosic L.S. w/ drk grey to drk greenish gray shale A.A. w/ trace of glauconitic sandstone, fine grained, sub-round to round w/ trace of pyrite & trace white gypsum

1500 – 1510 Limestone Buff to tan fine grained L.S. w/ white sucrosic L.S. and predominantly pink to salmon fine grained L.S. w/ some pink, coarse textured dolomite w/ 15% gray shale A.A. w/ trace of glauconitic S.S. A.A.

1516 circ Limestone A.A. w/ 5% reddish brown well indurated siltstone, w/ trace reddish brown clay and 25% drk gray shale

Pennsylvanian Minnelusa – 1,521’ (Log Top)

1510 – 1545 Siltstone Drk brick red, well indurated siltstone w/ fragments of cement shoe

Newcastle Well No. 5 Well Lithology Depth Major Lithology Description

E-5

1545 – 1576 Siltstone A.A. w/ trace of white gypsum and trace of brick red and lt. green, variegated silty shale w/ trace of cement shoe flakes

1576 – 1608 Sandstone Light salmon colored, fine-med, sub-round well sorted ss, slightly calc., w/ 25% siltstone A.A. w/ white to buff siltstone

1608 – 1639 Sandstone Lt. salmon colored, mod. indurated, well sorted, fine-med (predominantly med) grained, sub-round to subangular quartz sand, sltly calc. w/ 5% brick red siltstone A.A. w/ some white gypsum and tan siltstone

1639 – 1655 Dolomite/SS Lt. grayish brown, soft ss, w/ salmon sands A.A. w/ > 25% drk brick red well indurated, non-calc., med grained, sub-round to sub-ang. w/ trace to < 3% greenish gray soft shale plus trace of anhydrite e (white) w/ trace of aluminum from plug/shoe w/ purplish –pink dolomite

1655 – 1671 Dolomite Purplish-pink dolomite w/ trace of satin spar gypsum w/ lt. grayish tan & drk brick red ss as above w/ < 3% greenish-gray mod. soft shale A.A.

1671 – 1685 Dolomite/SS Purplish-pink to pink dolomite A.A. w/ white to tan, fine-med ss, sub-ang to sub-round w/ brick red siltstone w/ trace of greenish-gray shale

1685 – 1700

Dolomite Pink to lt pink dolomite w/ tan to bluish gray fine, sub-ang to sub-round sltly variegated ss w/ 25% white, soft anhydrite and 15% brick red silty, v. fine ss w/ trace of greenish-gray shale A.A.

1700 – 1710 Siltstone/Shale Drk brick red silty shale sltly sandy (v. fine) w/ 3% tan to bluish gray ss A.A. w/ trace of salmon colored, fine sub-ang to sub-round ss w/ trace of greenish-gray shale A.A. w/ < 3% anhydrite, some is fibrous

1710 – 1718 Shale Drk brick red silty shale A.A. w/ 3% greenish gray shale A.A. w/ trace of crystalline anhydrite and 10% tan to salmon, med, sub-round ss w/ < 3% pink dolomite A.A.

1718 – 1733 Sandstone Lt. brick red and salmon, well sorted, med, sub-round to sub-angular w/ 3 to 5% soft white anhydrite w/ 3 to 10% greenish gray shale and tan to bluish-gray sandstone A.A.

1732 – 1747 Dolomite Tan to pink, fine textured dolomite w/ trace of

Newcastle Well No. 5 Well Lithology Depth Major Lithology Description

E-6

anhydrite w/ trace of white to salmon, fine, sub-round to round ss

1747 – 1762 Dolomite/SS Mostly pink dolomite A.A. w/ white fine, sub-round to round ss A.A. w/ < 3% salmon colored ss A.A. w/ trace anhydrite w/ trace of pyrite

1762 – 1778 SS/Dolomite SS and dolomite A.A. w/ 3 to 5% anhydrite, much of it crystalline w/ trace of greenish-gray, soft shale

1778 – 1793 Anhydrite White to crystalline, v. well indurated w/ < 15% dolomite A.A. w/ < 3% brick red silty shale slty calc to calc

1793 – 1810 Anhydrite Anhydrite A.A. w/ wite w/ some salmon, fine to v. ss A.A. w/ trace of grayish tan ss that is sltly variegated w/ drk brick red coloring, < 5% pink dolomite A.A. w/ trace of grayish-green shale and trace of brick red silty shale

1810 – 1830 Sandstone Predominantly salmon colored w/ some white, v.f. to fine, sub-round to round, non-calc. quartz sands w/ 3% soft white anhydrite w/ trace of greenish-gray shale A.A. w/ trace of pyrite

1830 – 1842 Anhydrite White to grayish white, hard w/ salmon colored sands A.A.

1842 – 1857 Anhydrite A.A.

1857 – 1872 Siltstone Brick red to purplish gray, v. well indurated non-calc, siltstone w/ 5% anhydrite, A.A. and 5% salmon ss A.A.

1872 – 1887 Anhydrite Anhydrite white to grayish white A.A. w/ trace of greenish gray shale w/ 5% brick red and purple-gray siltstone A.A.

1890 – 1905 Limestone Pink to tannish gray, aphanitic to v. fine textured w/ 15% white to crystalline anhydrite A.A. w/ < 3% brick red siltstone

1905 – 1920 Sandstone Salmon colored, fine, well indurated, sub-round to round, quartz S.S. w/ pink to tannish gray L.S. A.A. and white to grayish white anhydrite A.A. and trace of brick red shaly siltstone

1920 – 1935 LS/Anhydrite Tannish gray, fine textured L.S. w/ anhydrite A.A. w/ trace of tannish pink dolomite and < 3%brick red shaly siltstone A.A. with trace of grayish-green shale w/ < 15% salmon colored ss A.A.

Newcastle Well No. 5 Well Lithology Depth Major Lithology Description

E-7

1935 – 1950 Anhydrite White to grayish white and pinkish white crystalline anhydrite w/ tannish gray L.S. A.A. w/ trace of pinkish to tannish grey-pink dolomite w/ 3% brick red siltstone and < 3% salmon ss A.A. w/ trace of grayish-green shale A.A.

1950 – 1965 SS/LS Tannish gray LS A.A. w/ white, salmon, purple and grayish blue, slightly calc, v. fine to fine, well indurated, sub-round to round quartz sands w/ < 3 % anhydrites, soft white and trace of brick red silty shale A.A.

1965 – 1980 Anhydrite White to greyish and pinkish white w/ 25% tan LS and SS as above w/ 5% drk brick red, sltly calc., well indurated, fine to aphanitic LS

1980 – 1995 Anhydrite White to grayish white anhydrite A.A. w/ 5 to 15% tan and red L.S. A.A.

1995 – 2013 SS/LS White and salmon colored, v. fine – fine well sorted, well indurated sub-round to round, non-calc ss w/ < 3% greenish grey, calcareous, v.f. – f. ss w/ tannish gray aphanitic L.S. w/ purplish gray L.S. and 3 – 5 % drk brick red calc siltstone w/ 15% anhydrite A.A.

2013 – 2028 Sandstone White, salmon, grey and trace of yellowish brown v.f. – f., sub-round to round SS w/ drk brick red siltstone and purplish gray to tannish gray dolomite w/ greenish gray shale plus trace of black, sltly silty shale w/ 5% anhydrite A.A.

2028 – 2043 Limestone Purple, fine grained w/ some lt. grey to grey LS w/ 25% SS A.A. w/ 3 – 5% black shale A.A. w/ trace of greenish gray shale and white wihitish gray anhydrite

2043 – 2058 Silty Shale Greenish gray, sltly silty & sltly calcareous w/ 25% purple LS & sandstone A.A. w/ trace of anhydrite

2058 – 2073 Limestone Brownish gray to greenish gray, fine textured w/ 15% silty black shale, non-calc, w/ 5 – 15% white, orangish white & sltly salmon colored, vf – f sands A.A.

2073 – 2088 Sandstone Purplish white & grayish green vf – f, sub-round to round calcareous, w/ < 3% black shale A.A. w/ trace of whitish gray anhydrite

2088 – 2103 Sandstone Purplish tan, white, salmon and grayish green, predominantly purplish tan, vf – f, sub-round to

Newcastle Well No. 5 Well Lithology Depth Major Lithology Description

E-8

round w/ < 3% purple LS A.A. w/ trace of black shale & greenish gray shale

2103 – 2118 Dolomite Greenish gray to grayish brown/purplish-gray w/ SS A.A. w/ trace of white soft anhydrite & < 3% black shale A.A. w/ trace of brick red siltstone

2118 – 2135 Dolomite Drk tan, fine textured dolomite w/ 3% purplish gray LS w/ minor amount of SS A.A. w/ trace of black shale w/ trace of glauconitic well indurated, vf sandstone

2135 – 2150 Dolomite A.A. w/ trace of white to crystalline anhydrite w/ trace greenish gray silty, calc shale

2150 – 2165 SS/Dolomite Orange, salmon, white and lt. to drk purplish-red vf – f, sub-round to round quartz SS w/ dolomite A.A. w/ trace crystalline anhydrite 7 brick red siltstone & trace greenish gray LS

2165 – 2180 Dolomite Brownish gray to purplish gray w/ 15% SS A.A. w/ < 3% white to crystalline anhydrite w/ trace black shale A.A.

2180 – 2195 Sandstone Lt. pink, fine, well sorted quartz sands w/ < 3% greenish gray LS w/ trace of orange chert w/ < 3% brownish gray dolomite A.A. & trace grayish green shale

2195 – 2210 Dolomite Lt. tannish gray to pinkish gray w/ trace of orange chert to < 3% orange chert w/ SS A.A. < 15% w/ trace black shale w/ greenish gray LS A.A.

2210 – 2225 Dolomite Tannish gray to greenish gray w/ trace of orange chert w/ white (5%) quartz fine sandstone w/ 3% anhydrite

2225 – 2240 SS/Dolomite Lt. gray, white to lt pink, slightly clauconitic fine, well sorted SS w/ dolomite A.A. w/ trace pyrite & trace drk greenish gray, non-calc silty shale w/ trace brick red siltstone

2240 – 2255 Dolomite/SS A.A., dolomite 60% w/ anhydrite

2255 – 2270 Siltstone Drk red to purplish red, non-calc w/ 3 – 5% greenish gray silty shale and 25% dolomite A.A.

2270 – 2285 Dolomite/Siltstone Grayish brown to tan dolomite w/ red siltstone A.A. w/ some white to gray, sltly salt & pepper textured fine SS w/ some purplish gray limey dolomite w/ some yellow chert

2285 – 2300 Dolomite/Anhydrite Brownish gray to tan dolomite w/ minor amount

Newcastle Well No. 5 Well Lithology Depth Major Lithology Description

E-9

lt tan LS w/ white to tannish gray anhydrite w/ 15 – 25% red siltstone A.A. w/ trace lt green shale

2300 -2315 Limestone Brownish gray, fine textured w/ 15% red siltstone and 3 – 5% anhydrite w/ some pink to lt purplish pink L.S.

2315 – 2330 Dolomite Tannish gray dolomite w/ 5% purplish pink L.S. A.A. w/ 3% red siltstone A.A. w/ > 5% anhydrite w/ trace of lt green shale

2330 – 2345 Sandstone White and lt pink to salmon, vf – f, sub-round to round SS w/ tannish gray limey dolomite w/ > 5% anhydrite (more than in 2315 – 2330) w/ brick red friable siltstone (< 3%) and purplish red siltstone A.A. w/ trace of bluish gray SS, very fine

2345 – 2360 Sandstone White to pinkish tan, well sorted fine, sub-round to round quartz sandstone, non-calc w/ 15% purplish red siltstone A.A. w/ < 3% anhydrite w/ trace of greenish cray to gray shale

2360 – 2375 Sandstone A.A.

2375 – 2390 Dolomite Tan to pinkish tan dolomite w/ trace yellowish brown silty shale, lt. green shale & < 3% gray to greenish gray shale & red shale A.A.

2390 – 2405 Dolomite Tan to pinkish tan A.A. w/ < 3% gray & red green shales A.A. (variegated?)

2405 – 2420 Dolomite A.A. w/ variegated red green & gray shales A.A.

2420 – 2435 Dolomite Dolomite & variegated shales A.A. w/ minor amount (trace to < 3%) white, fine SS and white anhydrite

2435 – 2450 Dolomite A.A. w/ less shales only 3 – 5% red, green & gray shales w/ trace of white SS A.A.

2450 – 2465 -- Missed sample

2465 – 2480 Shale/Dolomite Variegated red w/ lt. green & gray shale, mostly deep purplish red w/ tan to tannish gray limey dolomite w/ trace purple LS A.A. w/ trace reddish orange soft clay w/ 3 – 5% anhydrite and minor amount of white fine, sub-round to round SS – ( v. fine cutting sample)

Mississippian Madison – 2,475’ (Log Top)

2480 – 2495 L.S. White to lt. greenish gray, aphanitic w/ trace loose med. quartz sands w/ 15% red shale A.A.

Newcastle Well No. 5 Well Lithology Depth Major Lithology Description

E-10

and anhydrite A.A.

2495 – 2510 Dolomite Tannish gray w/ 3% white to pinkish white dolomite w/ 3% red shales A.A. w/ trace of lt. green shales w/ 3 – 5% anhydrite

2510 – 2525 Dolomite Tan to pink dolomite w/ < 3% red shale A.A. w/ trace of lt. green & grey shale w/ trace of white fine SS and white to clear anhydrite

2525 – 2535 Sandstone White to pink, v. fine – fine, sub-round to round w/ dolomites A.A. and trace of red & gray shales

2535 – 2540 Sandstone A.A.

2540 circ. Sandstone White SS A.A. w/ tan to pink dolomite A.A. w/ increasing red shales (5%) w/ trace to < 3% gray & green shale < 3% anhydrite w/ trace of purple L.S.

2540 – 2550 Sandstone/Dolomite White SS and tan dolomite A.A. w/ 5% shales A.A.

2550 circ. Sandstone/Dolomite Tan to pink dolomite w/ white to pink L.S. w/ 5% shales A.A. w/ white & pink v. fine SS, sub-round to round, well indurated

2550 – 2560 Sandstone/Dolomite A.A. w/ variegated red, green and gry/blk shale w/ trace of yellow silty shale w/ < 3% anhydrite

2560 – 2570 Sandstone White to lt. pink, predominantly white A.A. w/ tan dolomite A.A. & < 3% variegated red, green & blk/gray shales w/ trace anhydrite

2570 – 2580 Dolomite/SS Tan dolomite w/ some pink

2582 circ. Dolomite/SS White to pink and buff w/ some tan dolomite w/ white SS A.A. < 3% red, green & gray silty shale

2590 – 2610 Dolomite/LS Lt. buff to light pink dolomite w/ lt pink to white sucrosic textured L.S. w/ trace of gray, salt & pepper, v. fine non-calc, silt – v. fine S.S.

2610 – 2620 Limestone Lt. buff to lt. pink dolomite A.A. w/ white to lt. pink , sucrosic L.S. A.A. w/ 25% grayish brown to tan, aphanitic L.S. w/ trace of gray, salt & pepper S.S. A.A.

2620 – 2630 Limestone Lt. tannish gray, slight iron staining w/ 3% white to lt. pink L.S. & dolomite A.A. cuttings are predominantly v. fine

2630 – 2640 Limestone Lt. tannish gray A.A., w/ trace iron staining

2640 – 2650 Limestone A.A. w/ 5 – 15% white to lt. pink sucrosic to vuggy textured limestone . The tannish gray L.S.

Newcastle Well No. 5 Well Lithology Depth Major Lithology Description

E-11

is less reactive – limey dolomite?

2650 – 2660 Limestone Lt. tannish gray and white to pink L.S. fine textured, slt trace iron staining

2660 – 2670 Limestone Lt. tan, white to lt. tannish gray L.S. w/ < 3% lt. pink L.S. A.A., w/ trace of iron staining – very small cuttings

2670 – 2680 Dolomite White to lt. tannish gray, calcitic dolomite w/ L.S. A.A. w/ trace iron staining. Dolomite is fine to aphanitic textured, L.S. is sltly vuggy to sucrosic, small cuttings

2680 – 2690 Dolomite A.A. w/ trace calcite (crystal)

2690 – 2700 Dolomite Lt. pink, sucrosic textured calcitic w/ grayish tan, aphanitic L.S. ( 15%)

2700 – 2710 Dolomite Lt. pink to buff/white aphanitic to sucrosic textured, lt. pink in more calcitic

2710 – 2720 Dolomite A.A. w/ trace gray salt & pepper silt – v. fine S.S.

2720 – 2730 Dolomite Pink and grayish tan, aphanitic to sucrosic textured dolomite, less reaction to acid than above.

2735 – 2745 Limestone Drk grayish tan, aphanitic L.S., very iron stained (15%) w/ pink dolomite 5% A.A.

2745 – 2755 Dolomite Lt. pink, pink and drk grayish tan aphanitic dolomite w/ white to buff, iron stained, sucrosic to fine textured L.S., fine cuttings

2755 – 2765 Dolomite A.A.

2765 – 2775 Limestone Lt. pink to white, fine textured L.S. w/ minor iron staining and 10% drk grayish tan dolomite A.A. w/ trace of calcite crystals

2775 – 2785 Dolomite Grayish tan, aphanitic to fine textured calcitic dolomite w/ 15% white to lt. pink L.S. A.A. w/ trace calcite crystal A.A. w/ iron staining A.A.

2785 – 2795 Dolomite A.A. w/ increasing white to pink L.S. and more iron staining

2795 – 2805 Limestone Pink to lt. pink/buff, fine textured to granitic textured w/ 25% dolomite, grayish tan A.A. w/ heavy iron staining 7.5%

2805 – 2815 Limestone Lt. grayish tan to white, aphanitic to fine/granitic textured, < 3% iron stained w/ trace pink L.S. A.A.

Newcastle Well No. 5 Well Lithology Depth Major Lithology Description

E-12

2815 – 2825 Dolomite Lt. grayish tan, calcitic dolomite w/ trace pink, fine textured L.S. w/ trace iron staining

2825 – 2835 Dolomite A.A.

2835 – 2845 Limestone White to lt. grayish tan, fine textured to sucrosic w/ some calcite crystals and only slt trace of iron staining

2845 – 2855 Limestone A.A. w/ trace of lt. pink to pinkish white L.S.

2855 – 2865 Limestone A.A. w/ trace of drk grayish tan aphanitic L.S.

2865 – 2875 Limestone White to lt. grayish tan A.A.

Mississippian Englewood – 2,876’ (Log Top)

2875 – 2885 Limestone White to lt. pinkish tan, aphanitic to fine texture, very calcitic (reactive to acid)

2885 – 2895 Limestone A.A. w/ trace of drk grayish tan, calcitic dolomite, L.S. is becoming more sucrosic textured

2895 – 2905 Limestone/Dolomite Buff to white, fine textgured to sucrosic limestone & dolomitic limestone w/ trace of iron staining and gray S & P textured silt – v.f. S.S.

2905 – 2915 Limestone A.A.

2915 – 2925 Limestone Lt. grayish tan to lt. pinkish gray, fine textured to sucrosic

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Client: Project: Client Sample ID: Sampled By: Lab ID:

Trust our People. Trust our Data. 1•1ww.energylab.com

LABO RA TORY ANALYTICAL REPORT Prepared by Gillette, Wf Branch

Wester-Wetstein and Associates City of Newcastle #5 Newcastle#5 Tim Barritt G17030403-001 D

Billings, MT 800. 735.4489 • Casper, WY 888.235.0515 Gillette. WY 866,686.7175 •Helena, MT 877.472.0711

Revised Date: 04/21 /17 Report Date: 04/18/17

Collection Date: 03/23/17 10:00 Received Date: 03/23/17 12: 1 O

Matrix: Drinking Water

Analyses Result Units Safe/Unsafe Qualifier Method Analysis Date I By

BACTERIA

Bacteria, Total Coliform

Bacteria, E-Coli Coliform

Absent per 1 OOml

Absent per 1 OOml

SAFE A9223 B

A9223 B

Comments: The notation "SAFE" indicates that the water was bacteriologically SAFE when sampled.

The notation "UNSAFE" indicates that the water was bacteriologically UNSAFE when sampled.

Method Reference: E - EPA I MCAVWV Methodology A - Standard Methods 22nd Ed.

03/23/17 16:19 /bib

03/23/17 16: 19 I bib

Page 3 of21

ll:!N:_ll(JM l Af ~ OH/\ t Ol~IC!.:;

Trust our People. Trust our Data. www.energylab.com

Bill ings, MT 800.735.4489 •Casper, WY 888.235.0515 Gillette. WY 866.686.7175 •Helena, MT 877.472.0711

LABO RA TORY ANALYTICAL REPORT Prepared by Gillette, WY Branch Revised Date: 04/21/17

Client: Wester-Wetstein and Associates

Project: City ofNewcastle #5

Lab ID: G 17030403-00 I

Client Sample ID: Newcastle #5

Analyses

MAJOR IONS, DISSOLVED Bicarbonate as HC03

Carbonate as C03

Chloride

Sulfate

Calcium

Magnesium

Potassium

Sodium

INORGANIC COMPOUNDS, SOWA Iron

NON-METALS Conductivity @ 25 C

pH

Solids, Total Dissolved TDS@ 180 C

Solids, Total Suspended TSS @ 105 C

RADIONUCLIDES -TOTAL Gross Alpha

Gross Alpha precision (±)

Gross Alpha MDC

Gross Alpha - Adjusted

Gross Alpha - Adjusted precision (±)

Gross Alpha - Adjusted MDC

Radium 226 Radium 226 precision (±)

Radium 226 MDC

Radium 228

Radium 228 precision (±)

Radium 228 MDC

Radium 226 + Radium 228

Radium 226 + Radium 228 precision (±)

Radium 226 + Radium 228 MDC Uranium

Uranium, Activity

BACTERIA Bacteria, Iron Related

Report Definitions:

RL - Analyte reporting limit.

QCL - Quality control limit.

Result Units

254 mg/L

ND mg/L

9 mg/L 181 mg/L

90 mg/L

41 mg/L

2 mg/L

5 mg/L

0.09 mg/L

728 um hos/cm

7.40 s.u. 502 mg/L

ND mg/L

8.1 pCi/L

2.7 pCi/L

1.6 pCi/L

5.6 pCi/L

2.7 pCi/L

1.6 pCi/L

1.7 pCi/L

0.4 pCi/L

0.09 pCi/L

2.9 pCi/L

0.9 pCi/L

0.8 pCi/L

4.6 pCi/L

pCi/L

0.8 pCi/L 0.004 mg/L

2.5 pCi/L

25 CFU/ml

MDC - Minimum detectable concentration

Report Date: 04/18/17

Collection Date: 03/23/17 I 0:00

Date Received: 03/23/17

Matrix: Drinking Water

MCU Qualifiers RL QCL Method Analysis Date I By

H

D H

5 A232D B

5 A2320 B

1 E300.0

E300.0

E200.7

E200.7

E200.7

E200.7

0.02 E200.7

10 A2510 B

0.01 A4500-H B 20 A2540 C 10 A2540 D

15 E900.0

E900.0

E900.0

15 E900.0

E900.0

E900.0

5 E903.0 E903.0

E903.0

5 RA-05

RA-05

RA-05

5 A7500-RA

A7500-RA

A7500-RA

0.001 0.03 E200.8

0.7 20 E200.8

I RB-BART

MCL - Maximum contaminant level.

ND - Not detected at the reporting limit.

D - RL increased due to sample matrix.

03/24/17 12:40 I bib

03/24/17 12:40 I bib

03/24/17 19:24 / bib

03/24/17 19:24 / bib

03/28/17 16:46 / eli-b

03/28/17 16:46 / eli-b

03/28/17 16:46 I eli-b

03/28/17 16:46 I eli-b

03/28/17 16:46 / eli-b

03/23/17 17:19 / mav

03/23/17 17:19 / mav

03/24/17 08:13 /bib

04/20/17 09:30 I bib

04/04/17 01 : 17 I eli-ca

04/04/17 01 :17 I eli-ca

04/04/17 01 :17 / eli-ca

04/04/17 13:25 I eli-ca

04/04/17 13:25 I eli-ca

04/04/17 13:25 I eli-ca

04/03/17 12:43 I eli-ca 04/03/17 12:43 I eli-ca

04/03/17 12:43 I eli-ca

04/18/17 11 :43 I eli-ca

04/18/17 11 :43 I eli-ca

04/18/17 11 :43 I eli-ca

04/18/17 12:44 I eli-ca

04/18/17 12:44 / eli-ca

04/18/17 12:44 I eli-ca 03/28/17 15:42 I eli-ca

03/28/17 15:42 I eli-ca

03/23/17 16:21 I bib

H - Analysis performed past recommended holding time.

Page 4 of21

jE·~RGM LAtlO•~AT Of-llt ~;

Client: Project: Client Sample ID: Sampled By: Lab ID:

Trust our People. Trust our Data. Wl'IW.energylab com

LA BORA TORY ANALYTICAL REPORT Prepared by Gillette, WY Branch

Wester-Wetstein and Associates Newcastle Madison Well Newcastle Well #5 J. Wetstein G17030478-001M

Bill ings, MT 800.735.4489 •Casper, WY 888.235.0515 Gillette, WY 866.686.7175 •Helena, MT 877.472.0711

Report Date: 04/25/17 Collection Date: 03/28/17 11 :00 Received Date: 03/28/17 14:28

Matrix: Drinking Water

Analyses Result Units Safe/Unsafe Qualifier Method Analysis Date I By

BACTERIA

Bacteria, Total Coliform

Bacteria, E-Coli Coliform

Absent per 1 OOml

Absent per 100ml

SAFE A9223 B

A9223 B

Comments: The notation "SAFE" indicates that the water was bacteriologically SAFE when sampled.

The notation "UNSAFE" indicates that the water was bacteriologically UNSAFE when sampled.

Method Reference: E - EPA I MCAVVVV Methodology A - Standard Methods 22nd Ed.

03/28/17 15:40 I tla

03/28/17 15:40 I tla

Page 4 of 56

t~~RGM l.A ! 'l O HA f l)H I L~~l

Trust our People. Trust our Data. www.energylab.com

Billings, MT 800. 735.4489 • Casper, WY 888.235.0515 G1llelte, WY 866.686. 7175 • Helena. MT 877.472.0711

LABO RA TORY ANALYTICAL REPORT Prepared by Gillette, WY Branch

Client: Wester-Wetstein and Associates

Project: Newcastle Madison Well

Lab ID: 017030478-001

Client Sample ID: Newcastle Well #5

Analyses

PHYSICAL CHARACTERISTICS Color

Odor

Surfactants, MBAS Turbidity

MAJOR IONS, DISSOLVED Bicarbonate as HC03 Carbonate as C03

Chloride

Sulfate

Calcium

Magnesium

Potassium

Sodium

INORGANIC COMPOUNDS, SOWA Antimony

Nitrogen, Nitrate+Nitrite as N

Arsenic

Barium

Beryllium

Boron

Cadmium

Chromium Copper

Cyanide, Total

Fluoride

Iron

Lead

Manganese

Mercury

Nickel

Selenium

Silicon as Si02

Silicon

Thallium

Zinc

NON-METALS Acidity, Total as CaC03 Alkalinity, Total as CaC03

Conductivity @ 25 C

Report RL - Analyte reporting limit. Definitions: QCL - Quality control limit.

Result Units

10 c.u. T.O.N.

mg/L 1.1 NTU .

254 mg/L

ND mg/L

6 mg/L

174 mg/L

89 mg/L

40 mg/L

2 mg/L

5 mg/L

ND mg/L

0.26 mg/L

0.002 mg/L 0.07 mg/L

ND mg/L

ND mg/L

ND mg/L

ND mg/L

ND mg/L

ND mg/L

0.4 mg/L

0.16 mg/L

ND mg/L

0.006 mg/L

ND mg/L

ND mg/L 0.005 mg/L

12.0 mg/L

5.6 mg/L

ND mg/L

ND mg/L

ND mg/L

208 mg/L

719 um hos/cm

D - RL increased due to sample matrix.

MCU

Report Date: 04/25/17

Collection Date: 03/28117 11 :00

Date Received: 03/28/17

Matrix: Drinking Water

Qualifiers RL QCL Method Analysis Date I By

5 A2120 B 03/30/17 08:20 I eli-b A2150 B 03/29/17 10:37 I eli-b

LaMotte DS-1 03/30/17 08: 10 I eli-b

0.2 A2130 B 03/28/1716:00/mav

5 A2320 B 03/31/17 17:52 / eli-b

5 A2320 B 03/31/17 17:52 / eli-b

E300.0 04/06/17 01 :48 I eli-b

D 2 E300.0 04/06/17 01 :48 I eli-b

1 E200.7 03/30/17 15:26 I eli-b

E200.7 03/30/17 15:26 I eli-b

E200.7 03/30/17 15:26 / eli-b E200.7 03/30/17 15:26 I eli-b

0.001 0.006 E200.8 03/30/17 15:02 I eli-b

0.01 10 E353.2 03/31 /17 09:44 I eli-b

0.001 0.01 E200.8 03/30/17 15:02 / eli-b

0.05 2 E200.7 03/30/17 15:26 I eli-b

0.001 0.004 E200.7 03/30/17 15:26 I eli-b

0.05 E200.7 03/30/17 15:26 I eli-b

0.001 0.005 E200.8 03/30/17 15:02 I eli-b

0.005 0.1 E200.7 03/30/17 15:26 / eli-b 0.005 1.3 E200.8 03/30/17 15:02 I eli-b

0.005 0.2 Kelada-01 04/03/17 12:02 I eli-b

0.1 4 A4500-F C 03/30/17 19:48 / eli-b

0.02 E200.7 03/30/17 15:26 / eli-b

0.001 0.015 E200.8 03/30/17 15:02 I eli-b

0.001 E200.7 03/30/17 15:26 I eli-b

0.0001 0.002 E245.1 03/31/17 10:40 I eli-b

0.01 E200.7 03/30/17 15:26 I eli-b

0.001 0.05 E200.B 03/30/17 15:02 I eli-b

0.2 E200.7 03/30/17 15:26 I eli-b

0.1 E200.7 03/30/17 15:26 I eli-b

0.0005 0.002 E200.B 03/30/17 15:02 I eli-b 0.01 E200.7 03/30/17 15:26 I eli-b

4 A2310 B 04/04/17 12:28 I eli-b

5 A2320 B 03/31/17 17:52 / eli-b

10 A2510 B 03/28/17 16:53 I mav

MCL - Maximum contaminant level.

ND - Not detected at the reporting limit.

Page 5 of 56

IE~RGM LAUOi-~/\TOf-111 •,

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Billings, MT 800. 735.4489 • Casper. WY 888.235.0515 G1llelle, WY 866.686.7175 •Helena, MT 877.472.0711

LABORATORY ANALYTICAL REPORT Prepared by Gillette, WY Branch

Client: Wester-Wetstein and Associates

Project: Newcastle Madison Well

LabID: Gl7030478-00I

Client Sample ID: Newcastle Well #5

MCU

Report Date: 04/25/17

Collection Date: 03/28/17 11 :00

Date Received: 03/28/17

Matrix: Drinking Water

Analyses Result Units Qualifiers RL QCL Method Analysis Date I By

NON-METALS Hardness as CaC03 Langelier Index pH Sodium Adsorption Ratio (SAR) Solids, Total Dissolved TDS@ 180 C

NUTRIENTS Nitrogen, Nitrite as N Nitrogen, Nitrate as N

RADIONUCLIDES -TOTAL Gross Alpha Gross Alpha precision (±)

Gross Alpha MDC

Gross Alpha - Adjusted Gross Alpha - Adjusted precision (±)

Gross Alpha - Adjusted MDC Radium 226 Radium 226 precision (±)

Radium 226 MDC Radium 228

Radium 228 precision (±)

Radium 228 MOC Radium 226 + Radium 228 Radium 226 + Radium 228 precision (±)

Radium 226 + Radium 228 MDC Uranium

Uranium, Activity

390 mg/L

0.4 7.56 s.u.

0.1 unitless 473 mg/L

ND mg/L

0.26 mg/L

8.3 pCi/L 3.0 pCi/L 1.7 pCi/L

5.6 pCi/L 3.0 pCi/L 1.7 pCi/L 1.2 pCi/L 0.3 pCi/L

0.09 pCi/L 0.4 pCi/L

0.6 pCi/L 0.6 pCi/L 1.4 pCi/L 0.6 pCi/L 0.6 pCi/L

0.004 mg/L 2.7 pCi/L

- See case narrative regarding combined Ra226+Ra228 calculation.

DATA QUALITY NC Balance Anions Cations

VOLATILE ORGANIC COMPOUNDS Benzene Bromobenzene Bromochloromethane

Bromodichloromethane Bromoform Bromomethane n-Butylbenzene

Report RL - Analyte reporting limit. Definitions: QCL - Quality control limit.

0.33 % 7.99 meq/L 8.05 meq/L

ND ug/L ND ug/L ND ug/L ND ug/L ND ug/L ND ug/L ND ug/L

MDC - Minimum detectable concentration

U - Not detected at minimum detectable concentration

H

u

0.01

10

0.01 0.01

0.001 0.7

0.50 0.50 0.50

0.50 0.50 0.50 0.50

A2340 B A2330 B

A4500-H B Calculation A2540 C

E353.2

Calculation

15 E900.0 E900.0 E900.0

15 E900.0

E900.0 E900.0

5 E903.0 E903.0 E903.0

5 RA-05

RA-05 RA-05

5 A7500-RA A7500-RA A7500-RA

0.03 E200.8 20 E200.8

A1030 E A1030 E A1030 E

5 E524.2 E524.2 E524.2 E524.2 E524.2 E524.2 E524.2

MCL - Maximum contaminant level.

ND - Not detected at the reporting limit.

03/30/17 15:26 I Ila

04/07/17 17:20 I Ila 03/28/17 16:53 I mav 03/30/17 15:26 I Ila 04/01/17 09:05 / eli-b

03/29/17 16:43 I eli-b 04/03/17 08:36 I eli-b

04/13/17 19:21 I eli-ca 04/13/17 19:21 I eli-ca 04/13/17 19:21 I eli-ca 04/14/17 11 :17 I eli-ca

04/14/17 11 :17 I eli-ca 04/14/1711 :17 /eli-ca

04/12/17 07:57 I eli-ca 04/12117 07:57 I eli-ca 04/12117 07:57 I eli-ca 04/19/17 11 :59 / eli-ca 04/19/17 11 :59 / eli-ca 04/19/17 11 :59 I eli-ca

04/20/17 22:36 / tlf 04/20/17 22:36 I tlf 04120117 22:36 I tlf 04/04/17 15:23 I eli-ca 04/04/17 15:23 I eli-ca

04/07/17 17:20 I Ila 04/07/17 17:20 I tla 04/07/17 17:20 I tla

03/31/17 20:33 / eli-b 03/31/17 20:33 / eli-b 03/31/17 20:33 / eli-b 03/31/17 20:33 / eli-b 03/31/17 20:33 / eli-b 03/31/17 20:33 / eli-b 03/31/17 20:33 / eli-b

H - Analysis performed past recommended holding time.

Page 6 of 56

IE~~G~ LAH '-:-'.I H~'\1 n H 11 • ,

Trust our People. Trust our Data. www.energylab.com

Billings, MT 800. 735.4489 • Casper, WY 888.235.0515

Gillette, WY 866.686. 7175 • Helena, MT 877 .472.0711

LABO RA TORY ANALYTICAL REPORT Prepared by Gillette, WY Branch

Client: Wester-Wetstein and Associates Report Date: 04/25/17 Project: Newcastle Madison Well

Collection Date: 03/28117 11 :00 Lab ID: G 170304 78-00 I Date Received: 03/28/17 Client Sample ID: Newcastle Well #5

Matrix: Drinking Water

MCU Analyses Result Units Qualifiers RL QCL Method Analysis Date I By

VOLATILE ORGANIC COMPOUNDS sec-Butylbenzene ND ug/L 0.50 E524.2 03/31/17 20:33 / eli-b tert-Butylbenzene ND ug/L 0.50 E524.2 03/31/17 20:33 / eli-b Carbon tetrachloride ND ug/L 0.50 5 E524.2 03/31/17 20:33 / eli-b Chlorobenzene ND ug/L 0.50 100 E524.2 03/31/17 20:33 / eli-b Chlorodibromomethane ND ug/L 0.50 E524.2 03/31/17 20:33 / eli-b Chloroethane ND ug/L 0.50 E524.2 03/31/17 20:33 / eli-b Chloroform ND ug/L 0.50 E524.2 03/31/17 20:33 / eli-b Chloromethane ND ug/L 0.50 E524.2 03/31/17 20:33 / eli-b 2-Chlorotoluene ND ug/L 0.50 E524.2 03/31/17 20:33 / eli-b 4-Chlorotoluene ND ug/L 0.50 E524.2 03/31/17 20:33 / eli-b 1,2-Dibromo-3-chloropropane ND ug/L 1.0 0.2 E524.2 03/31/17 20:33 / eli-b Dibromomethane ND ug/L 0.50 E524.2 03/31/17 20:33 / eli-b 1,2-Dichlorobenzene ND ug/L 0.50 600 E524.2 03/31/17 20:33 / eli-b 1,3-Dichlorobenzene ND ug/L 0.50 E524.2 03/31/17 20:33 / eli-b 1,4-Dichlorobenzene ND ug/L 0.50 75 E524.2 03/31/17 20:33 / eli-b Dichlorodifluoromethane ND ug/L 0.50 E524.2 03/31/17 20:33 / eli-b 1, 1-Dichloroethane ND ug/L 0.50 E524.2 03/31/17 20:33 / eli-b 1,2-Dichloroethane ND ug/L 0.50 5 E524.2 03/31/17 20:33 / eli-b 1,2-Dibromoethane ND ug/L 0.50 0.05 E524.2 03/31/17 20:33 / eli-b 1, 1-Dichloroethene ND ug/L 0.50 7 E524.2 03/31/17 20:33 / eli-b cis-1,2-Dichloroethene ND ug/L 0.50 70 E524.2 03/31/17 20:33 / eli-b trans-1,2-Dichloroethene ND ug/L 0.50 100 E524.2 03/31/17 20:33 / eli-b 1,2-Dichloropropane ND ug/L 0.50 5 E524.2 03/31/17 20:33 / eli-b 1,3-Dichloropropane ND ug/L 0.50 E524.2 03/31/17 20:33 / eli-b 2,2-Dichloropropane ND ug/L 0.50 E524.2 03/31/17 20:33 / eli-b 1, 1-Dichloropropene ND ug/L 0.50 E524.2 03/31/17 20:33 / eli-b cis-1,3-Dichloropropene ND ug/L 0.50 E524.2 03/31/17 20:33 / eli-b trans-1,3-Dichloropropene ND ug/L 0.50 E524.2 03/31/17 20:33 / eli-b Ethylbenzene ND ug/L 0.50 700 E524.2 03/31/17 20:33 / eli-b Hexachlorobutadiene ND ug/L 0.50 E524.2 03/31/17 20:33 / eli-b lsopropylbenzene ND ug/L 0.50 E524.2 03/31/17 20:33 / eli-b p-lsopropyltoluene ND ug/L 0.50 E524.2 03/31/17 20:33 / eli-b Methyl tert-butyl ether (MTBE) ND ug/L 0.50 E524.2 03/31/17 20:33 / eli-b Methylene chloride ND ug/L 0.50 5 E524.2 03/31/17 20:33 / eli-b Naphthalene ND ug/L 0.50 E524.2 03/31/17 20:33 / eli-b n-Propylbenzene ND ug/L 0.50 E524.2 03/31/17 20:33 / eli-b Styrene ND ug/L 0.50 100 E524.2 03/31/17 20:33 / eli-b 1, 1, 1,2-Tetrachloroethane ND ug/L 0.50 E524.2 03/31/17 20:33 / eli-b 1, 1,2,2-Tetrachloroethane ND ug/L 0.50 E524.2 03/31/17 20:33 / eli-b Tetrachloroethene ND ug/L 0.50 5 E524.2 03/31/17 20:33 / eli-b Toluene ND ug/L 0.50 1000 E524.2 03/31/17 20:33 / eli-b

Report RL - Analyte reporting limit. MCL - Maximum contaminant level. Definitions: QCL - Quality control limit. ND - Not detected at the reporting limit.

Page 7 of 56

IErsEJ~.6M LAllOHAlOHlf_c,

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Billings, MT 800. 735.4489 • Casper, WY 888.235.0515

Gillette, WY 866.686.7175 • Helena, MT 877.472.0711

LABORATORY ANALYTICAL REPORT Prepared by Gillette, WY Branch

Client: Wester-Wetstein and Associates Report Date: 04/25/17

Project: Newcastle Madison Well Collection Date: 03/28/17 11 :00

Lab ID: G 17030478-001 Date Received: 03/28/17

Client Sample ID: Newcastle Well #5 Matrix: Drinking Water

MCU Analyses Result Units Qualifiers RL QCL Method Analysis Date I By

VOLATILE ORGANIC COMPOUNDS 1,2,3-Trichlorobenzene ND ug/L 0.50 E524.2 03/31/17 20:33 / eli-b 1,2,4-Trichlorobenzene ND ug/L 0.50 70 E524.2 03/31/17 20:33 / eli-b 1, 1, 1-Trichloroethane ND ug/L 0.50 200 E524.2 03/31/17 20:33 / eli-b 1, 1,2-Trichloroethane ND ug/L 0.50 5 E524.2 03/31/17 20:33 / eli-b Trichloroethane ND ug/L 0.50 5 E524.2 03/31/17 20:33 / eli-b Trichlorofluoromethane ND ug/L 0.50 E524.2 03/31/17 20:33 / eli-b 1,2,3-Trichloropropane ND ug/L 0.50 E524.2 03/31/17 20:33 / eli-b Trihalomethanes, Total ND ug/L 0.50 80 E524.2 03/31/17 20:33 / eli-b 1,2,4-Trimethylbenzene ND ug/L 0.50 E524.2 03/31/17 20:33 / eli-b 1,3,5-Trimethylbenzene ND ug/L 0.50 E524.2 03/31/17 20:33 / eli-b Vinyl chloride ND ug/L 0.50 2 E524.2 03/31/17 20:33 / eli-b m+p-Xylenes ND ug/L 0.50 E524.2 03/31/17 20:33 / eli-b o-Xylene ND ug/L 0.50 E524.2 03/31/17 20:33 / eli-b Xylenes, Total ND ug/L 0.50 10000 E524.2 03/31/17 20:33 / eli-b

Surr: p-Bromofluorobenzene 111 %REC 70-130 E524.2 03/31/17 20:33 / eli-b Surr: 1,2-Dichloroethane-d4 107 %REC 70-130 E524.2 03/31/17 20:33 / eli-b Surr: Toluene-dB 85.0 %REC 70-130 E524.2 03/31/17 20:33 / eli-b

SEMI-VOLATILE ORGANIC COMPOUNDS Alachlor ND ug/L 0.10 2 E525.2 04/03/17 22:25 I eli-b Aldrin ND ug/L 0.10 E525.2 04/03/17 22:25 I eli-b Aroclor 1016 ND ug/L 0.080 E525.2 04/03/17 22:25 / eli-b Aroclor 1221 ND ug/L 2.0 E525.2 04/03/17 22:25 / eli-b Aroclor 1232 ND ug/L 0.50 E525.2 04/03/17 22:25 / eli-b Aroclor 1242 ND ug/L 0.30 E525.2 04/03/17 22:25 / eli-b Aroclor 1248 ND ug/L 0.10 E525.2 04/03/17 22:25 / eli-b Aroclor 1254 ND ug/L 0.10 E525.2 04/03/17 22:25 / eli-b Aroclor 1260 ND ug/L 0.20 E525.2 04/03/17 22:25 / eli-b Atrazine ND ug/L 0.10 3 E525.2 04/03/17 22:25 / eli-b Benzo(a)pyrene ND ug/L 0.10 0.2 E525.2 04/03/17 22:25 / eli-b bis(2-ethylhexyl)Adipate ND ug/L 0.50 400 E525.2 04/03/17 22:25 / eli-b bis(2-ethylhexyl)Phthalate ND ug/L 2.0 6 E525.2 04/03/17 22:25 / eli-b Butachlor ND ug/L 0.10 E525.2 04/03/17 22:25 / eli-b Chlordane ND ug/L 1.0 2 E525.2 04/03/17 22:25 I eli-b Dieldrin ND ug/L 0.10 E525.2 04/03/17 22:25 / eli-b Endrin ND ug/L 0.10 2 E525.2 04/03/17 22:25 / eli-b gamma-BHC (Lindane) ND ug/L 0.10 0.2 E525.2 04/03/17 22:25 I eli-b Heptachlor ND ug/L 0.10 0.4 E525.2 04/03/17 22:25 I eli-b Heptachlor epoxide ND ug/L 0.10 0.2 E525.2 04/03/17 22:25 I eli-b Hexachlorobenzene ND ug/L 0.10 1 E525.2 04/03/17 22:25 I eli-b Hexachlorocyclopentadiene ND ug/L 0.10 50 E525.2 04/03/17 22:25 I eli-b Methoxychlor ND ug/L 0.10 40 E525.2 04/03/17 22:25 I eli-b

Report RL - Analyte reporting limit. MCL - Maximum contaminant level. Definitions: QCL - Quality control limit. ND - Not detected at the reporting limit.

Page B of 56

IErsERGYi LAE -J () f U\ T OHi !-!.i

Trust our People. Trust our Data. www.energylab corn

LABORATORY ANALYTICAL REPORT Prepared by Gillette, W'( Branch

Client: Wester-Wetstein and Associates

Project: Newcastle Madison Well

Lab ID: 017030478-001

Client Sample ID: Newcastle Well #5

Analyses

SEMI-VOLATILE ORGANIC COMPOUNDS Metolachlor

Metribuzin

Propachlor

Simazine

Toxaphene

PCBs, Total

Surr: 1,3-Dimethyl-2-nitrobenzene

Surr: Perylene-d12

Surr: Pyrene-d10

Surr: Triphenylphosphate

MCU Result Units Qualifiers RL QCL

ND ug/L 0.10

ND ug/L 0.10

ND ug/L 0.10

ND ug/L 0.10 4

ND ug/L 2.0 3

ND ug/L 0.50 0.5

104 %REC 70-130

80.0 %REC 70-130

107 %REC 70-130

112 %REC 70-130

Billings, MT 800.735.4489 •Casper, WY 888.235.0515 Gillette, WY 866.686.7175 •Helena, MT 877.472.0711

Report Date: 04/25/l 7

Collection Date: 03/28/l 7 11 :00

Date Received: 03/28/l 7

Matrix: Drinking Water

Method Analysis Date I By

E525.2 04/03/17 22:25 / eli-b

E525.2 04/03/17 22:25 / eli-b

E525.2 04/03/17 22:25 I eli-b

E525.2 04/03/17 22:25 / eli-b

E525.2 04/03/17 22:25 / eli-b

E525.2 04/03/17 22:25 I eli-b

E525.2 04/03/17 22:25 / eli-b

E525.2 04/03/17 22:25 I eli-b

E525.2 04/03/17 22:25 I eli-b

E525.2 04/03/17 22:25 / eli-b - Note: The federal MCL for total PCB's is 0.5 ug/L as Decachlorobiphenyl (DCB). PCB screening at the reporting limits given for the individual Arociors meets or exceeds federal and state requirements for "Total PCB" monitoring if Aroclors are not detected.

PESTICIDES, BY HPLC Aldicarb ND ug/L 0.40 3 E531 .1 03/31/17 12:04 / eli-ca

Aldicarb sulfone ND ug/L 0.40 2 E531.1 03/31/17 12:04 / eli-ca

Aldicarb sulfoxide ND ug/L 0.40 4 E531 .1 03/31/17 12:04 / eli-ca

Carbary! ND ug/L 0.40 E531.1 03/31/17 12:04 / eli-ca

3-Hydroxycarbofuran ND ug/L 0.40 E531 .1 03/31/17 12:04 / eli-ca

Carbofuran ND ug/L 0.40 40 E531 .1 03/31/17 12:04 / eli-ca

Methiocarb ND ug/L 0.40 E531 .1 03/31/17 12:04 / eli-ca

Met ho my I ND ug/L 0.40 E531 .1 03/31/1712:04 / eli-ca

Ox amyl ND ug/L 0.40 200 E531 .1 03/31/17 12:04 / eli-ca

Baygon ND ug/L 0.40 E531.1 03/31/17 12:04 / eli-ca

Surr: BDMC 95.0 %REC 70-130 E531 .1 03/31/17 12:04 / eli-ca

voes BY MICROEXTRACTION-ECD 1,2-Dibromo-3-chloropropane ND ug/L 0.020 0.2 E504.1 04/06/17 22:05 I eli-b

1,2-Dibromoethane ND ug/L 0.010 0.05 E504.1 04/06/17 22:05 I eli-b

1,2,3-Trichloropropane ND ug/L 0.050 E504.1 04/06/17 22:05 I eli-b

Surr: 1, 1, 1,2-Tetrachloroethane 103 %REC 70-130 E504.1 04/06/17 22:05 / eli-b

HERBICIDES 2,4,5-TP (Silvex) ND ug/L 0.25 50 E515.4 04/05/17 11 :52 I eli-b

2,4-D ND ug/L 1.0 70 E515.4 04/05/17 11 :52 I eli-b

2,4-DB ND ug/L 1.0 E515.4 04/05/17 11 :52 / eli-b

Dalapon ND ug/L 2.5 200 E515.4 04/05/17 11 :52 / eli-b

Dicamba ND ug/L 1.0 E515.4 04/05/17 11 :52 I eli-b

Dichlorprop ND ug/L 1.0 E515.4 04/05/17 11 :52 I eli-b

Dinoseb ND ug/L 1.0 7 E515.4 04/05/17 11 :52 I eli-b

Pentachlorophenol ND ug/L 0.10 1 E515.4 04/05/17 11 :52 I eli-b

Picloram ND ug/L 0.50 500 E515.4 04/05/17 11 :52 I eli-b

Surr: 2,4-Dichlorophenylacetic acid 100 %REC 70-130 E515.4 04/05/17 11 :52 I eli-b

Report RL - Analyte reporting limit. MCL - Maximum contaminant level. Definitions: QCL - Quality control limit. ND - Not detected at the reporting limit.

Page 9 of 56

IE~RG)'fi l_ALH)~"AfOH 1 f '•

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Bill ings, MT 800. 735.4489 • Casper, WY 888.235.0515 Gillette, WY 866.686.7175 • Helena, MT 877 .472.0711

LABORATORY ANALYTICAL REPORT Prepared by Gillette, WY Branch

Client: Wester-Wetstein and Associates

Project: Newcastle Madison Well

Lab ID: Gl7030478-001

Client Sample ID: Newcastle Well #5

Analyses

BACTERIA Bacteria, Iron Related

Report Definitions:

RL - Analyte reporting limit.

QCL - Quality control limit.

Result Units

9000 CFU/ml

Qualifiers RL MCU

Report Date: 04/25/17

Collection Date: 03/28/17 11 :00

Date Received: 03/28/1 7

Matrix: Drinking Water

QCL Method Analysis Date I By

I RB-BART 03/28/17 00:00 I tla

MCL - Maximum contaminant level.

ND - Not detected at the reporting limit.

Page 10 of 56

� � � � �� � � � � � � � �

� � � � � � �

� �

� � � � � � � � � � � � � � � � � � � � � � � � � � �

� � � � � � � � � � � � � � � � �

� � � � � � � � � � � � � � �

� � � � � � � � �

� � � � � � � � � � � � �

Report Date: 3/21/2017 10:06:38 AM (Mountain Daylight Time)

Tested By: Wester‐Wetstien & Associates

Supervised By: John Wetstein and Tim Barritt

Pump Test: Newcastle Well #5 Step Test

Virtual Hermit: HERMIT

First Data Point: 3/20/17 1:30 PM

Last Data Point : 3/21/17 5:14 AM

Monitoring Equipment: In‐Situ Level Troll 700 Data Loggers w/ 300 psi Transducers,  200 psi, Weksler gage,

 4‐inch McCrometer Flow Meter and 6‐inch McCrometer Flow Meter

Static Water Levels: Well No. 5 153.6 psi 354.7 ft above ground level

Well No. 1 160.6 psi 370.8 ft above ground level

Radial Distances: Well No. 5 Flowing WellWell No. 1 935 Feet

                          Start Step: 1 at 3/20/2017 1:30 PM Q = 100 gpm                           10482162 10482162 10482162 10478143 10478143 10478143

              Elapsed Time

Total Running 

Time

Newcastle 

Well No. 5     

Newcastle 

Well No. 5    

Newcastle 

Well No. 5    

Newcastle 

Well No. 1     

Newcastle 

Well No. 1    

Newcastle Well 

No. 1     Date and Time (Seconds) (Minutes) PSI °F ft PSI °F ft‐‐‐‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐

3/20/17 1:30 PM 0 0.00 153.633 68.082 354.734 160.604 79.034 370.833/20/17 1:30 PM 5.75 0.10 153.058 68.08 353.407 160.667 79.101 370.9753/20/17 1:30 PM 9 0.15 157.442 68.059 363.528 160.688 79.058 371.0223/20/17 1:30 PM 11.94 0.20 156.882 68.034 362.236 160.678 79.098 3713/20/17 1:30 PM 17.88 0.30 152.111 68.073 351.22 160.684 79.043 371.0153/20/17 1:30 PM 23.88 0.40 147.273 68.097 340.05 160.63 79.04 370.893/20/17 1:30 PM 30.06 0.50 147.307 68.147 340.128 160.668 79.058 370.9783/20/17 1:30 PM 35.76 0.60 147.097 68.183 339.642 160.389 79.024 370.3333/20/17 1:30 PM 42.48 0.71 146.836 68.292 339.04 160.703 79.011 371.059

Newcastle Well No. 5 Step Test

March 20‐21, 2017In‐Situ Level Troll 700 Recorded Data

G ‐ 1

              Elapsed Time

Total Running 

Time

Newcastle 

Well No. 5     

Newcastle 

Well No. 5    

Newcastle 

Well No. 5    

Newcastle 

Well No. 1     

Newcastle 

Well No. 1    

Newcastle Well 

No. 1     Date and Time (Seconds) (Minutes) PSI °F ft PSI °F ft‐‐‐‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐

3/20/17 1:30 PM 45 0.75 146.704 68.275 338.734 160.416 79.04 370.3953/20/17 1:30 PM 47.64 0.79 146.63 68.366 338.564 160.826 79.022 371.3413/20/17 1:30 PM 50.46 0.84 146.534 68.391 338.343 160.702 79.013 371.0563/20/17 1:30 PM 53.46 0.89 146.411 68.41 338.059 160.673 79.002 370.9893/20/17 1:30 PM 56.64 0.94 146.374 68.409 337.972 160.676 78.99 370.9953/20/17 1:31 PM 60 1.00 146.247 68.436 337.679 160.679 78.999 371.0033/20/17 1:31 PM 90 1.50 145.64 68.67 336.277 160.663 78.946 370.9663/20/17 1:31 PM 119.399 1.99 145.319 68.896 335.536 160.657 78.919 370.9523/20/17 1:32 PM 150.6 2.51 145.112 69.172 335.058 160.624 78.889 370.8763/20/17 1:32 PM 178.8 2.98 143.867 69.34 332.185 160.659 78.903 370.9573/20/17 1:33 PM 213 3.55 143.188 69.294 330.616 160.656 78.876 370.953/20/17 1:33 PM 238.8 3.98 142.985 69.233 330.149 160.642 78.84 370.9173/20/17 1:34 PM 253.199 4.22 142.866 69.223 329.872 160.637 78.814 370.9073/20/17 1:34 PM 268.199 4.47 142.767 69.34 329.644 160.644 78.841 370.9233/20/17 1:34 PM 283.799 4.73 142.688 69.389 329.463 160.633 78.809 370.8963/20/17 1:35 PM 300.599 5.01 142.595 69.442 329.248 160.641 78.79 370.9143/20/17 1:35 PM 318.599 5.31 142.572 69.47 329.194 160.627 78.802 370.8833/20/17 1:35 PM 337.199 5.62 142.488 69.44 329 160.657 78.82 370.9523/20/17 1:35 PM 357.599 5.96 142.428 69.463 328.862 160.627 78.795 370.8833/20/17 1:36 PM 378.599 6.31 142.377 69.541 328.745 160.623 78.752 370.8743/20/17 1:36 PM 400.799 6.68 142.264 69.69 328.484 160.634 78.756 370.93/20/17 1:37 PM 424.799 7.08 141.826 69.718 327.472 160.642 78.769 370.9183/20/17 1:37 PM 450 7.50 142.197 69.746 328.328 160.652 78.73 370.943/20/17 1:37 PM 476.399 7.94 142.043 69.675 327.973 160.623 78.721 370.8743/20/17 1:38 PM 504.599 8.41 142.133 69.427 328.18 160.595 78.717 370.8093/20/17 1:38 PM 534.599 8.91 142.055 69.117 328 160.617 78.676 370.863/20/17 1:39 PM 566.399 9.44 142.008 68.779 327.892 160.607 78.687 370.8363/20/17 1:40 PM 599.999 10.00 141.982 68.541 327.833 160.607 78.671 370.8363/20/17 1:40 PM 635.999 10.60 142 68.608 327.874 160.602 78.649 370.8263/20/17 1:41 PM 671.999 11.20 141.932 68.666 327.717 160.621 78.631 370.8693/20/17 1:41 PM 713.999 11.90 141.903 68.474 327.649 160.582 78.649 370.783/20/17 1:42 PM 755.999 12.60 141.913 68.166 327.674 160.61 78.587 370.8453/20/17 1:43 PM 797.999 13.30 141.873 68.466 327.58 160.589 78.589 370.7943/20/17 1:44 PM 845.999 14.10 141.822 69.08 327.464 160.584 78.535 370.7853/20/17 1:45 PM 899.999 15.00 141.811 69.707 327.437 160.577 78.558 370.7683/20/17 1:45 PM 947.999 15.80 141.769 70.075 327.34 160.575 78.555 370.7643/20/17 1:46 PM 1007.999 16.80 141.767 70.477 327.336 160.588 78.689 370.792

G ‐ 2

              Elapsed Time

Total Running 

Time

Newcastle 

Well No. 5     

Newcastle 

Well No. 5    

Newcastle 

Well No. 5    

Newcastle 

Well No. 1     

Newcastle 

Well No. 1    

Newcastle Well 

No. 1     Date and Time (Seconds) (Minutes) PSI °F ft PSI °F ft‐‐‐‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐

3/20/17 1:47 PM 1067.999 17.80 141.721 70.719 327.229 160.565 78.832 370.7393/20/17 1:48 PM 1127.999 18.80 141.749 70.602 327.295 160.582 79.027 370.783/20/17 1:49 PM 1193.999 19.90 141.761 70.764 327.322 160.537 79.276 370.6743/20/17 1:51 PM 1265.999 21.10 141.729 71.304 327.249 160.538 79.614 370.6763/20/17 1:52 PM 1343.999 22.40 141.701 70.772 327.182 160.54 79.897 370.6833/20/17 1:53 PM 1421.999 23.70 141.727 69.816 327.243 160.515 80.183 370.6243/20/17 1:55 PM 1505.999 25.10 141.7 70.266 327.18 160.5 80.362 370.5893/20/17 1:56 PM 1595.999 26.60 141.438 70.029 326.575 160.516 80.395 370.6263/20/17 1:58 PM 1691.999 28.20 140.843 69.914 325.201 153.792 80.092 355.1013/20/17 1:59 PM 1787.999 29.80 140.682 69.637 324.831 153.905 79.139 355.3623/20/17 2:01 PM 1895.999 31.60 140.631 68.987 324.712 160.384 77.892 370.3233/20/17 2:03 PM 2009.999 33.50 140.555 69.564 324.537 160.445 76.837 370.4633/20/17 2:05 PM 2130 35.50 140.521 69.284 324.459 160.478 76.492 370.5383/20/17 2:07 PM 2249.999 37.50 140.526 69.911 324.471 160.521 76.353 370.6383/20/17 2:09 PM 2369.999 39.50 140.541 70.409 324.505 160.501 76.218 370.5923/20/17 2:11 PM 2489.999 41.50 140.505 70.655 324.422 160.521 76.266 370.6383/20/17 2:13 PM 2609.999 43.50 140.559 69.77 324.545 160.51 76.318 370.612

______________________________________________________________________________________________________________Start Step: 2 at 3/20/2017 2:15:00.062 PM Q = 300 gpm

3/20/17 2:15 PM 0 43.50 140.544 69.182 324.511 160.492 76.518 370.5713/20/17 2:15 PM 0.5 43.51 140.567 69.185 324.564 160.517 76.541 370.6283/20/17 2:15 PM 2.75 43.55 139.774 69.195 322.734 160.528 76.568 370.6543/20/17 2:15 PM 5.75 43.60 140.566 69.211 324.562 160.54 76.594 370.6833/20/17 2:15 PM 9 43.65 139.094 69.185 321.163 160.516 76.631 370.6263/20/17 2:15 PM 11.94 43.70 139.478 69.19 322.05 160.514 76.623 370.6213/20/17 2:15 PM 17.88 43.80 138.723 69.146 320.308 160.514 76.679 370.6223/20/17 2:15 PM 23.88 43.90 137.762 69.119 318.087 160.526 76.648 370.653/20/17 2:15 PM 30.06 44.00 136.55 69.094 315.29 160.52 76.666 370.6373/20/17 2:16 PM 60 44.50 130.368 68.876 301.016 160.524 76.804 370.6463/20/17 2:16 PM 90 45.00 121.732 68.625 281.076 160.511 76.9 370.6153/20/17 2:16 PM 119.4 45.49 117.368 68.29 270.998 160.515 77.031 370.6253/20/17 2:17 PM 150.6 46.01 115.179 67.994 265.946 160.513 77.158 370.623/20/17 2:17 PM 178.8 46.48 114.144 67.998 263.554 160.489 77.357 370.5643/20/17 2:18 PM 213 47.05 112.699 67.74 260.219 160.474 77.523 370.5313/20/17 2:18 PM 238.8 47.48 111.338 67.589 257.076 160.487 77.632 370.561

______________________________________________________________________________________________________________Start Step: 3 at 3/20/2017 2:19:11.064 PM Q = 300 gpm (did not mean to start this step)

G ‐ 3

              Elapsed Time

Total Running 

Time

Newcastle 

Well No. 5     

Newcastle 

Well No. 5    

Newcastle 

Well No. 5    

Newcastle 

Well No. 1     

Newcastle 

Well No. 1    

Newcastle Well 

No. 1     Date and Time (Seconds) (Minutes) PSI °F ft PSI °F ft‐‐‐‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐

3/20/17 2:19 PM 0.004 47.48 110.823 67.495 255.887 160.487 77.632 370.5613/20/17 2:19 PM 1.129 47.50 111.049 67.551 256.409 160.487 77.632 370.5613/20/17 2:19 PM 16.089 47.75 110.478 67.454 255.091 160.474 77.713 370.5293/20/17 2:19 PM 19.091 47.80 110.599 67.471 255.369 160.459 77.789 370.4943/20/17 2:19 PM 25.449 47.90 110.55 67.417 255.257 160.459 77.789 370.4943/20/17 2:19 PM 31.989 48.01 110.305 67.359 254.69 160.459 77.789 370.4943/20/17 2:20 PM 60.129 48.48 109.741 67.149 253.389 160.467 77.945 370.5123/20/17 2:20 PM 94.929 49.06 109.221 66.924 252.188 160.462 78.098 370.5023/20/17 2:21 PM 119.529 49.47 108.868 66.753 251.373 160.443 78.174 370.4583/20/17 2:21 PM 150.729 49.99 108.863 66.739 251.362 160.441 78.338 370.4533/20/17 2:22 PM 178.929 50.46 108.329 66.93 250.129 160.453 78.486 370.4823/20/17 2:22 PM 213.129 51.03 108.198 67.15 249.825 160.43 78.532 370.4283/20/17 2:23 PM 238.929 51.46 107.856 67.329 249.035 160.434 78.618 370.4363/20/17 2:23 PM 253.329 51.70 107.856 67.377 249.036 160.434 78.618 370.4363/20/17 2:23 PM 268.329 51.95 107.723 67.493 248.729 160.415 78.679 370.3923/20/17 2:23 PM 283.929 52.21 107.125 67.646 247.348 160.402 78.734 370.3643/20/17 2:24 PM 300.729 52.49 106.468 67.708 245.831 160.402 78.734 370.3643/20/17 2:24 PM 318.729 52.79 106.374 67.719 245.614 160.414 78.778 370.3913/20/17 2:24 PM 337.329 53.10 106.233 67.727 245.29 160.414 78.778 370.3913/20/17 2:25 PM 357.729 53.44 106.121 67.791 245.031 160.399 78.836 370.3573/20/17 2:25 PM 378.729 53.79 105.861 67.914 244.429 160.399 78.836 370.3573/20/17 2:25 PM 400.929 54.16 105.798 68.006 244.285 160.381 78.855 370.3163/20/17 2:26 PM 424.929 54.56 105.53 68.111 243.666 160.374 78.784 370.2993/20/17 2:26 PM 450.129 54.98 105.485 68.309 243.561 160.374 78.784 370.2993/20/17 2:27 PM 476.529 55.42 105.425 68.467 243.423 160.344 78.804 370.233/20/17 2:27 PM 504.729 55.89 105.193 68.369 242.887 160.344 78.804 370.233/20/17 2:28 PM 534.729 56.39 105.218 68.215 242.946 160.355 78.781 370.2543/20/17 2:28 PM 566.529 56.92 104.927 68.258 242.274 160.312 78.807 370.1563/20/17 2:29 PM 600.129 57.48 104.833 68.279 242.056 160.323 78.742 370.1823/20/17 2:29 PM 636.129 58.08 104.788 68.324 241.952 160.323 78.742 370.1823/20/17 2:30 PM 672.129 58.68 104.748 68.028 241.861 160.301 78.689 370.133/20/17 2:31 PM 714.129 59.38 104.356 67.674 240.955 160.305 78.586 370.143/20/17 2:31 PM 756.129 60.08 104.297 67.275 240.819 160.305 78.586 370.143/20/17 2:32 PM 798.129 60.78 103.772 66.842 239.606 160.207 78.497 369.9123/20/17 2:33 PM 846.129 61.58 103.481 66.302 238.935 160.277 78.376 370.0743/20/17 2:34 PM 900.129 62.48 103.539 66.464 239.068 160.251 78.277 370.0153/20/17 2:34 PM 948.129 63.28 103.315 66.271 238.552 160.255 78.154 370.024

G ‐ 4

              Elapsed Time

Total Running 

Time

Newcastle 

Well No. 5     

Newcastle 

Well No. 5    

Newcastle 

Well No. 5    

Newcastle 

Well No. 1     

Newcastle 

Well No. 1    

Newcastle Well 

No. 1     Date and Time (Seconds) (Minutes) PSI °F ft PSI °F ft‐‐‐‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐

3/20/17 2:35 PM 1008.129 64.28 103.141 65.628 238.15 160.255 78.154 370.0243/20/17 2:36 PM 1068.129 65.28 103.006 64.868 237.837 160.249 78.065 370.013/20/17 2:37 PM 1128.129 66.28 102.902 64.42 237.597 160.177 77.953 369.8433/20/17 2:39 PM 1194.129 67.38 102.822 63.913 237.414 160.152 77.832 369.7863/20/17 2:40 PM 1266.129 68.58 102.563 63.911 236.815 160.151 77.735 369.7843/20/17 2:41 PM 1344.129 69.88 102.547 63.924 236.778 160.151 77.735 369.7843/20/17 2:42 PM 1422.129 71.18 102.514 64.327 236.703 160.158 77.573 369.8013/20/17 2:44 PM 1506.129 72.58 102.328 64.789 236.273 160.134 77.35 369.7443/20/17 2:45 PM 1596.129 74.08 102.255 64.928 236.104 160.102 77.135 369.673/20/17 2:47 PM 1692.129 75.68 102.264 64.59 236.123 160.082 76.986 369.6253/20/17 2:48 PM 1788.129 77.28 102.237 64.267 236.062 160.061 76.791 369.5763/20/17 2:50 PM 1896.129 79.08 102.095 64.44 235.735 160.045 76.654 369.5393/20/17 2:52 PM 2010.129 80.98 102.027 63.975 235.578 160.025 76.627 369.4933/20/17 2:54 PM 2130.129 82.98 121.008 63.951 279.404 164.046 76.766 378.7773/20/17 2:56 PM 2250.129 84.98 140.36 64.052 324.086 159.962 76.506 369.3483/20/17 2:58 PM 2370.129 86.98 144.451 64.288 333.534 159.997 76.772 369.4293/20/17 3:00 PM 2448.998 88.30 145.99 64.633 337.086 160.023 77.104 369.4883/20/17 3:00 PM 2491.478 89.00 146.626 64.967 338.555 160.043 77.295 369.5353/20/17 3:01 PM 2520.398 89.49 147.014 65.11 339.452 160.037 77.345 369.521

3/20/17 3:01 PM 2549.798 89.98 147.377 65.199 340.29 160.026 77.433 369.4943/20/17 3:01 PM 2555.798 90.08 147.425 65.224 340.399 160.042 77.465 369.5323/20/17 3:02 PM 2591.198 90.67 147.839 65.273 341.355 160.043 77.534 369.535

______________________________________________________________________________________________________________Start Step: 4 at 3/20/2017 3:02:29.016 PM Q = 500 gpm

3/20/17 3:02 PM 0.004 90.67 146.182 65.27 337.53 160.043 77.534 369.5353/20/17 3:02 PM 1.751 90.70 129.43 65.307 298.85 160.09 77.541 369.6423/20/17 3:02 PM 7.811 90.80 128.07 65.335 295.71 160.09 77.541 369.6423/20/17 3:02 PM 14.471 90.91 121.718 65.284 281.044 160.077 77.528 369.6123/20/17 3:02 PM 20.351 91.01 115.742 65.232 267.245 160.049 77.547 369.5483/20/17 3:03 PM 50.711 91.51 109.851 65.101 253.642 160.079 77.577 369.6173/20/17 3:03 PM 80.05 92.00 102.837 64.917 237.449 160.091 77.577 369.6463/20/17 3:04 PM 113.05 92.55 99.837 64.744 230.52 160.073 77.621 369.6053/20/17 3:04 PM 142.45 93.04 97.221 64.661 224.479 160.069 77.613 369.5943/20/17 3:05 PM 169.45 93.49 95.875 64.489 221.373 160.03 77.578 369.5043/20/17 3:05 PM 201.25 94.02 90.836 64.254 209.739 160.059 77.581 369.5723/20/17 3:06 PM 268.45 95.14 87.996 63.781 203.18 160.058 77.471 369.5683/20/17 3:07 PM 318.85 95.98 86.873 63.337 200.587 160.047 77.426 369.543

G ‐ 5

              Elapsed Time

Total Running 

Time

Newcastle 

Well No. 5     

Newcastle 

Well No. 5    

Newcastle 

Well No. 5    

Newcastle 

Well No. 1     

Newcastle 

Well No. 1    

Newcastle Well 

No. 1     Date and Time (Seconds) (Minutes) PSI °F ft PSI °F ft‐‐‐‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐

3/20/17 3:08 PM 378.85 96.98 85.512 62.96 197.444 160.032 77.333 369.513/20/17 3:09 PM 450.25 98.17 82.48 62.51 190.444 159.992 77.228 369.4173/20/17 3:10 PM 476.65 98.61 82.052 62.302 189.455 159.979 77.184 369.3873/20/17 3:10 PM 504.85 99.08 81.43 62.079 188.019 159.989 77.104 369.413/20/17 3:11 PM 534.85 99.58 80.933 61.736 186.872 159.991 77.029 369.4143/20/17 3:11 PM 566.65 100.11 80.717 61.617 186.372 159.96 76.935 369.3433/20/17 3:12 PM 600.25 100.67 80.016 61.585 184.755 159.96 76.935 369.3433/20/17 3:13 PM 636.25 101.27 79.455 61.455 183.459 159.972 76.88 369.373/20/17 3:13 PM 672.25 101.87 79.38 61.383 183.285 159.962 76.739 369.3483/20/17 3:14 PM 714.25 102.57 78.686 61.556 181.684 159.929 76.754 369.2713/20/17 3:15 PM 756.25 103.27 78.373 61.453 180.962 159.888 76.671 369.1763/20/17 3:15 PM 798.25 103.97 78.456 61.373 181.152 159.888 76.671 369.1763/20/17 3:16 PM 846.25 104.77 78.034 61.359 180.177 159.901 76.607 369.2063/20/17 3:17 PM 900.25 105.67 77.835 61.569 179.72 159.887 76.524 369.1743/20/17 3:18 PM 948.25 106.47 78.207 61.698 180.578 159.853 76.38 369.0953/20/17 3:19 PM 1008.25 107.47 77.285 61.624 178.449 159.846 76.362 369.0783/20/17 3:20 PM 1068.25 108.47 77.285 61.179 178.448 159.834 76.269 369.0523/20/17 3:21 PM 1128.25 109.47 76.997 60.846 177.784 159.807 76.171 368.9893/20/17 3:22 PM 1194.25 110.57 76.092 60.676 175.693 159.807 76.171 368.9893/20/17 3:23 PM 1266.25 111.77 75.697 59.885 174.782 159.785 76.119 368.9383/20/17 3:24 PM 1344.25 113.07 75.578 59.932 174.508 159.757 76.006 368.8753/20/17 3:26 PM 1422.25 114.37 76.079 60.432 175.663 159.727 75.958 368.8053/20/17 3:27 PM 1506.25 115.77 76.009 60.425 175.502 159.689 75.864 368.7183/20/17 3:29 PM 1596.25 117.27 75.941 60.897 175.344 159.71 75.802 368.7653/20/17 3:30 PM 1692.25 118.87 76.034 62.114 175.561 159.628 75.823 368.5763/20/17 3:32 PM 1788.25 120.47 75.741 62.908 174.884 159.621 76.148 368.563/20/17 3:34 PM 1896.25 122.27 77.409 65.122 178.735 159.603 76.658 368.5193/20/17 3:35 PM 2010.25 124.17 77.795 65.905 179.627 159.581 77.273 368.4673/20/17 3:37 PM 2130.25 126.17 83.312 66.44 192.365 159.534 77.838 368.3593/20/17 3:39 PM 2250.25 128.17 84.291 67.338 194.626 159.53 78.221 368.3493/20/17 3:41 PM 2370.25 130.17 84.667 67.106 195.493 159.488 78.289 368.2533/20/17 3:43 PM 2490.25 132.17 84.899 66.846 196.029 159.478 78.159 368.233/20/17 3:45 PM 2551.046 133.18 84.829 66.405 195.867 159.448 78.049 368.163/20/17 3:45 PM 2601.506 134.03 85.04 66.289 196.354 159.457 77.985 368.1823/20/17 3:46 PM 2670.446 135.17 84.967 65.887 196.186 159.445 77.859 368.1543/20/17 3:47 PM 2693.246 135.55 84.816 65.678 195.837 159.448 77.827 368.161

______________________________________________________________________________________________________________

G ‐ 6

              Elapsed Time

Total Running 

Time

Newcastle 

Well No. 5     

Newcastle 

Well No. 5    

Newcastle 

Well No. 5    

Newcastle 

Well No. 1     

Newcastle 

Well No. 1    

Newcastle Well 

No. 1     Date and Time (Seconds) (Minutes) PSI °F ft PSI °F ft‐‐‐‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐Start Step: 5 at 3/20/2017 3:47:29.016 PM Q = 700 gpm

3/20/17 3:47 PM 1.646 135.58 84.117 65.553 194.222 159.435 77.81 368.133/20/17 3:47 PM 10.646 135.73 79.677 65.444 183.972 159.442 77.798 368.1463/20/17 3:47 PM 20.246 135.89 77.643 65.347 179.274 159.463 77.815 368.1953/20/17 3:47 PM 29.846 136.05 74.741 65.23 172.574 159.454 77.724 368.1753/20/17 3:48 PM 40.646 136.23 71.706 65.037 165.566 159.44 77.769 368.1423/20/17 3:48 PM 52.046 136.42 69.914 64.887 161.43 159.455 77.738 368.1763/20/17 3:48 PM 64.046 136.62 68.537 64.72 158.249 159.417 77.684 368.093/20/17 3:48 PM 76.646 136.83 68.071 64.527 157.175 159.439 77.694 368.1413/20/17 3:48 PM 89.846 137.05 65.988 64.266 152.364 159.444 77.655 368.1523/20/17 3:49 PM 104.246 137.29 63.701 64.023 147.084 159.426 77.609 368.1093/20/17 3:49 PM 119.246 137.54 62.4 63.817 144.079 159.409 77.574 368.0713/20/17 3:49 PM 134.846 137.80 61.915 63.632 142.961 159.418 77.554 368.0923/20/17 3:50 PM 151.646 138.08 61.447 63.456 141.88 159.432 77.549 368.1233/20/17 3:50 PM 169.646 138.38 60.863 63.312 140.531 159.43 77.474 368.1193/20/17 3:50 PM 188.246 138.69 60.463 63.121 139.608 159.403 77.448 368.0563/20/17 3:50 PM 208.646 139.03 60.204 62.967 139.009 159.396 77.418 368.043/20/17 3:51 PM 229.646 139.38 59.865 62.773 138.225 159.399 77.393 368.0473/20/17 3:51 PM 251.846 139.75 59.866 62.605 138.229 159.378 77.404 367.9983/20/17 3:52 PM 275.846 140.15 59.529 62.607 137.45 159.423 77.296 368.1043/20/17 3:52 PM 301.046 140.57 59.283 62.64 136.882 159.39 77.305 368.0263/20/17 3:52 PM 327.446 141.01 58.987 62.667 136.2 159.359 77.261 367.9563/20/17 3:53 PM 355.646 141.48 58.739 62.717 135.626 159.385 77.153 368.0143/20/17 3:53 PM 385.646 141.98 58.692 62.803 135.518 159.378 77.13 3683/20/17 3:54 PM 417.446 142.51 58.575 62.83 135.249 159.35 77.047 367.9343/20/17 3:55 PM 451.046 143.07 58.416 62.832 134.88 159.329 77.04 367.8853/20/17 3:55 PM 487.046 143.67 55.775 62.972 128.783 159.333 76.971 367.8943/20/17 3:56 PM 523.046 144.27 53.579 63.298 123.712 159.316 76.92 367.8553/20/17 3:56 PM 565.046 144.97 53.083 63.458 122.568 159.308 76.895 367.8373/20/17 3:57 PM 607.046 145.67 52.791 63.487 121.892 159.28 76.812 367.7733/20/17 3:58 PM 649.046 146.37 52.239 63.647 120.618 159.295 76.805 367.8083/20/17 3:59 PM 697.046 147.17 51.996 63.698 120.057 159.263 76.759 367.7343/20/17 4:00 PM 751.046 148.07 52.225 63.434 120.585 159.254 76.688 367.7133/20/17 4:00 PM 799.046 148.87 52.077 63.053 120.243 159.216 76.594 367.6253/20/17 4:01 PM 859.046 149.87 52.004 62.619 120.076 159.224 76.533 367.6433/20/17 4:02 PM 919.046 150.87 51.992 62.431 120.049 159.203 76.453 367.5963/20/17 4:03 PM 979.046 151.87 51.736 62.241 119.457 159.165 76.42 367.506

G ‐ 7

              Elapsed Time

Total Running 

Time

Newcastle 

Well No. 5     

Newcastle 

Well No. 5    

Newcastle 

Well No. 5    

Newcastle 

Well No. 1     

Newcastle 

Well No. 1    

Newcastle Well 

No. 1     Date and Time (Seconds) (Minutes) PSI °F ft PSI °F ft‐‐‐‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐

3/20/17 4:04 PM 1045.046 152.97 51.54 62.086 119.005 159.155 76.431 367.4853/20/17 4:06 PM 1117.046 154.17 49.73 61.911 114.824 159.145 76.519 367.4623/20/17 4:07 PM 1195.046 155.47 48.94 61.252 113.001 159.137 76.801 367.4433/20/17 4:08 PM 1273.046 156.77 48.803 60.79 112.685 159.095 77.153 367.3463/20/17 4:10 PM 1357.046 158.17 49.016 60.477 113.175 159.079 77.561 367.3083/20/17 4:11 PM 1447.046 159.67 48.229 60.117 111.358 159.058 78.019 367.263/20/17 4:13 PM 1543.046 161.27 47.798 59.568 110.364 159.013 78.442 367.1553/20/17 4:14 PM 1639.046 162.87 47.049 59.489 108.634 158.995 78.618 367.1143/20/17 4:16 PM 1747.046 164.67 47.325 59.079 109.272 158.966 78.675 367.0493/20/17 4:18 PM 1861.046 166.57 47.093 59.094 108.737 158.921 78.614 366.9433/20/17 4:20 PM 1981.046 168.57 46.692 59.541 107.81 158.905 78.356 366.9063/20/17 4:22 PM 2101.046 170.57 46.834 59.568 108.138 158.851 78.154 366.7833/20/17 4:24 PM 2221.046 172.57 46.444 59.959 107.237 158.846 77.986 366.7713/20/17 4:26 PM 2341.046 174.57 44.76 60.271 103.35 158.804 77.755 366.6733/20/17 4:28 PM 2461.046 176.57 44.948 60.546 103.783 158.804 77.561 366.6743/20/17 4:30 PM 2551.046 178.07 44.576 60.93 102.924 158.723 77.418 366.4873/20/17 4:31 PM 2670.446 180.06 44.326 61.019 102.347 158.763 77.266 366.5793/20/17 4:32 PM 2693.246 180.44 44.291 61.056 102.266 158.731 77.216 366.506

______________________________________________________________________________________________________________Start Step: 6 at 3/20/2017 4:32:29.016 PM Q = Wide Open (Sustained at approximately 725 gpm for step)

3/20/17 4:32 PM 1.646 180.47 44.757 61.038 103.343 158.728 77.205 366.4993/20/17 4:32 PM 10.646 180.62 44.641 60.981 103.075 158.699 77.193 366.4313/20/17 4:32 PM 20.246 180.78 28.344 60.976 65.446 158.698 77.176 366.433/20/17 4:32 PM 29.846 180.94 25.934 60.984 59.882 158.724 77.187 366.4883/20/17 4:33 PM 40.646 181.12 23.777 60.942 54.901 158.697 77.184 366.4273/20/17 4:33 PM 52.046 181.31 22.94 60.93 52.968 158.718 77.122 366.4763/20/17 4:33 PM 64.046 181.51 17.687 60.892 40.838 158.718 77.126 366.4753/20/17 4:33 PM 76.646 181.72 12.741 60.84 29.418 158.691 77.089 366.4123/20/17 4:33 PM 89.846 181.94 8.821 60.799 20.366 158.711 77.09 366.4593/20/17 4:34 PM 104.246 182.18 6.289 60.796 14.52 158.702 77.06 366.4393/20/17 4:34 PM 119.246 182.43 5.773 60.806 13.331 158.709 77.056 366.4553/20/17 4:34 PM 134.846 182.69 4.941 60.813 11.409 158.707 77.024 366.4493/20/17 4:35 PM 151.646 182.97 4.665 60.787 10.771 158.687 77.041 366.4033/20/17 4:35 PM 169.646 183.27 2.006 60.743 4.632 158.682 77.019 366.3933/20/17 4:35 PM 188.246 183.58 1.464 60.728 3.38 158.66 76.949 366.343/20/17 4:35 PM 208.646 183.92 1.369 60.765 3.16 158.631 76.916 366.2733/20/17 4:36 PM 229.646 184.27 1.416 60.768 3.27 158.648 76.934 366.313

G ‐ 8

              Elapsed Time

Total Running 

Time

Newcastle 

Well No. 5     

Newcastle 

Well No. 5    

Newcastle 

Well No. 5    

Newcastle 

Well No. 1     

Newcastle 

Well No. 1    

Newcastle Well 

No. 1     Date and Time (Seconds) (Minutes) PSI °F ft PSI °F ft‐‐‐‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐

3/20/17 4:36 PM 251.846 184.64 1.29 60.764 2.979 158.637 76.826 366.2883/20/17 4:37 PM 275.846 185.04 1.226 60.718 2.831 158.635 76.857 366.2833/20/17 4:37 PM 301.046 185.46 1.236 60.76 2.853 158.615 76.817 366.2363/20/17 4:37 PM 327.446 185.90 1.211 60.671 2.796 158.61 76.778 366.2263/20/17 4:38 PM 355.646 186.37 1.253 60.71 2.894 158.6 76.772 366.2023/20/17 4:38 PM 385.646 186.87 1.218 60.646 2.811 158.583 76.671 366.1643/20/17 4:39 PM 417.446 187.40 1.199 60.536 2.769 158.551 76.639 366.093/20/17 4:40 PM 451.046 187.96 1.194 60.54 2.757 158.561 76.613 366.1133/20/17 4:40 PM 487.046 188.56 1.06 60.469 2.447 158.527 76.578 366.0343/20/17 4:41 PM 523.046 189.16 1.237 60.283 2.857 158.523 76.533 366.0253/20/17 4:41 PM 565.046 189.86 1.198 59.986 2.766 158.508 76.52 365.9913/20/17 4:42 PM 607.046 190.56 1.24 59.81 2.862 158.491 76.531 365.9523/20/17 4:43 PM 649.046 191.26 1.204 59.656 2.78 158.449 76.573 365.8533/20/17 4:44 PM 697.046 192.06 1.229 59.439 2.838 158.415 76.658 365.7743/20/17 4:45 PM 751.046 192.96 1.312 59.238 3.029 158.428 76.787 365.8063/20/17 4:45 PM 799.046 193.76 1.224 59.026 2.826 158.403 77.082 365.7473/20/17 4:46 PM 859.046 194.76 1.043 58.818 2.407 158.369 77.294 365.6693/20/17 4:47 PM 919.046 195.76 1.082 58.466 2.499 158.358 77.583 365.6433/20/17 4:48 PM 979.046 196.76 1.064 58.279 2.456 158.319 77.874 365.5543/20/17 4:49 PM 1045.046 197.86 0.981 58.101 2.265 158.296 78.19 365.5023/20/17 4:51 PM 1117.046 199.06 1.223 57.968 2.824 158.261 78.481 365.4193/20/17 4:52 PM 1195.046 200.36 1.047 57.996 2.418 158.241 78.662 365.3743/20/17 4:53 PM 1273.046 201.66 0.962 58.072 2.222 158.201 78.712 365.283/20/17 4:55 PM 1357.046 203.06 1.145 57.955 2.644 158.155 78.662 365.1753/20/17 4:56 PM 1447.046 204.56 0.996 57.826 2.299 158.142 78.508 365.1443/20/17 4:58 PM 1543.046 206.16 1.065 57.664 2.459 158.093 78.284 365.0323/20/17 4:59 PM 1639.046 207.76 1.017 57.421 2.348 158.052 78.102 364.9373/20/17 5:01 PM 1747.046 209.56 1.037 57.251 2.395 158.01 77.85 364.843/20/17 5:03 PM 1861.046 211.46 1.065 57.234 2.459 157.996 77.648 364.8093/20/17 5:05 PM 1981.046 213.46 1.031 57.208 2.381 157.945 77.453 364.6893/20/17 5:07 PM 2101.046 215.46 1.025 57.022 2.367 157.887 77.234 364.5553/20/17 5:09 PM 2221.046 217.46 0.978 56.888 2.257 157.84 77.06 364.4483/20/17 5:11 PM 2341.046 219.46 1.092 56.878 2.521 157.837 76.924 364.443/20/17 5:13 PM 2461.046 221.46 0.941 56.782 2.173 157.793 76.681 364.3393/20/17 5:15 PM 2551.046 222.96 1.037 56.629 2.395 157.739 76.589 364.2153/20/17 5:15 PM 2553.297 223.00 1.06 56.664 2.447 157.758 76.598 364.2593/20/17 5:16 PM 2614.646 224.02 0.96 56.522 2.216 157.731 76.52 364.197

G ‐ 9

              Elapsed Time

Total Running 

Time

Newcastle 

Well No. 5     

Newcastle 

Well No. 5    

Newcastle 

Well No. 5    

Newcastle 

Well No. 1     

Newcastle 

Well No. 1    

Newcastle Well 

No. 1     Date and Time (Seconds) (Minutes) PSI °F ft PSI °F ft‐‐‐‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐

3/20/17 5:17 PM 2677.646 225.07 0.983 56.417 2.271 157.713 76.456 364.1533/20/17 5:17 PM 2693.246 225.33 0.973 56.373 2.247 157.677 76.412 364.071

______________________________________________________________________________________________________________Start Step: 7 at 3/20/2017 5:17:29.016 PM (Recovery)

3/20/17 5:17 PM 1.646 225.36 1.324 56.348 3.057 157.713 76.394 364.1553/20/17 5:17 PM 10.646 225.51 21.352 56.326 49.302 157.691 76.384 364.1053/20/17 5:17 PM 20.246 225.67 40.175 56.354 92.762 157.687 76.408 364.0943/20/17 5:17 PM 29.846 225.83 77.444 56.268 178.816 157.706 76.341 364.1373/20/17 5:18 PM 40.646 226.01 76.328 56.297 176.239 157.708 76.353 364.1433/20/17 5:18 PM 52.046 226.20 86.067 56.268 198.726 157.695 76.375 364.1143/20/17 5:18 PM 64.046 226.40 92.336 56.209 213.201 157.696 76.345 364.1163/20/17 5:18 PM 76.646 226.61 97.701 56.193 225.588 157.703 76.332 364.1323/20/17 5:18 PM 89.846 226.83 101.534 56.16 234.439 157.665 76.275 364.0423/20/17 5:19 PM 104.246 227.07 105.039 56.134 242.533 157.661 76.301 364.0343/20/17 5:19 PM 119.246 227.32 108.012 56.085 249.397 157.694 76.296 364.1113/20/17 5:19 PM 134.846 227.58 110.626 56.093 255.433 157.674 76.242 364.0653/20/17 5:20 PM 151.646 227.86 113.063 56.063 261.059 157.715 76.282 364.1583/20/17 5:20 PM 169.646 228.16 115.286 56.035 266.192 157.693 76.267 364.1093/20/17 5:20 PM 188.246 228.47 117.233 56.013 270.688 157.696 76.307 364.1153/20/17 5:20 PM 208.646 228.81 119.122 56.003 275.049 157.718 76.333 364.1663/20/17 5:21 PM 229.646 229.16 120.814 55.994 278.955 157.718 76.368 364.1653/20/17 5:21 PM 251.846 229.53 122.324 55.959 282.442 157.71 76.433 364.1483/20/17 5:22 PM 275.846 229.93 123.848 55.988 285.961 157.729 76.545 364.1923/20/17 5:22 PM 301.046 230.35 125.254 55.938 289.208 157.732 76.603 364.1993/20/17 5:22 PM 327.446 230.79 126.557 55.926 292.216 157.726 76.69 364.1853/20/17 5:23 PM 355.646 231.26 127.84 55.936 295.179 157.747 76.824 364.2333/20/17 5:23 PM 385.646 231.76 129.091 55.911 298.066 157.769 76.944 364.2843/20/17 5:24 PM 417.446 232.29 130.231 55.906 300.7 157.793 77.069 364.3393/20/17 5:25 PM 451.046 232.85 131.368 55.897 303.326 157.782 77.223 364.3143/20/17 5:25 PM 487.046 233.45 132.433 55.884 305.784 157.853 77.397 364.4773/20/17 5:26 PM 523.046 234.05 133.414 55.843 308.049 157.83 77.565 364.4243/20/17 5:26 PM 565.046 234.75 134.462 55.872 310.469 157.875 77.756 364.5283/20/17 5:27 PM 607.046 235.45 135.358 55.844 312.538 157.901 77.971 364.5893/20/17 5:28 PM 649.046 236.15 136.249 55.902 314.595 157.92 78.17 364.6313/20/17 5:29 PM 697.046 236.95 137.144 55.968 316.66 157.948 78.348 364.6973/20/17 5:30 PM 751.046 237.85 138.036 55.98 318.72 157.976 78.517 364.7623/20/17 5:30 PM 799.046 238.65 138.774 55.936 320.424 158.032 78.578 364.89

G ‐ 10

              Elapsed Time

Total Running 

Time

Newcastle 

Well No. 5     

Newcastle 

Well No. 5    

Newcastle 

Well No. 5    

Newcastle 

Well No. 1     

Newcastle 

Well No. 1    

Newcastle Well 

No. 1     Date and Time (Seconds) (Minutes) PSI °F ft PSI °F ft‐‐‐‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐

3/20/17 5:31 PM 859.046 239.65 139.615 55.953 322.367 158.03 78.599 364.8863/20/17 5:32 PM 919.046 240.65 140.382 56.022 324.138 158.077 78.527 364.9953/20/17 5:33 PM 979.046 241.65 141.055 56.028 325.691 158.121 78.472 365.0973/20/17 5:34 PM 1045.046 242.75 141.734 56.067 327.26 158.191 78.349 365.2583/20/17 5:36 PM 1117.046 243.95 142.417 55.972 328.837 158.237 78.182 365.3643/20/17 5:37 PM 1195.046 245.25 143.089 55.855 330.387 158.276 78.046 365.4553/20/17 5:38 PM 1273.046 246.55 143.702 55.83 331.803 158.346 77.914 365.6173/20/17 5:40 PM 1357.046 247.95 144.281 55.743 333.141 158.394 77.762 365.7263/20/17 5:41 PM 1447.046 249.45 144.847 55.756 334.447 158.474 77.556 365.9123/20/17 5:43 PM 1543.046 251.05 145.434 55.67 335.804 158.539 77.425 366.0613/20/17 5:44 PM 1639.046 252.65 145.939 55.728 336.968 158.565 77.259 366.1213/20/17 5:46 PM 1747.046 254.45 146.448 55.745 338.145 158.651 77.073 366.3213/20/17 5:48 PM 1861.046 256.35 146.926 55.6 339.249 158.719 76.907 366.4773/20/17 5:50 PM 1981.046 258.35 147.383 55.635 340.304 158.792 76.687 366.6453/20/17 5:52 PM 2101.046 260.35 147.797 55.747 341.259 158.878 76.614 366.8433/20/17 5:54 PM 2221.046 262.35 148.149 55.558 342.072 158.925 76.424 366.9533/20/17 5:56 PM 2341.046 264.35 148.526 55.606 342.941 158.997 76.307 367.123/20/17 5:58 PM 2461.046 266.35 148.802 55.584 343.579 159.064 76.283 367.2743/20/17 6:00 PM 2581.046 268.35 149.121 55.399 344.316 159.113 76.675 367.3863/20/17 6:02 PM 1.046 268.36 149.384 55.438 344.922 159.156 77.19 367.4873/20/17 6:04 PM 121.046 270.36 149.625 55.375 345.48 159.238 77.827 367.6753/20/17 6:06 PM 241.046 272.36 149.852 55.363 346.003 159.277 78.272 367.7653/20/17 6:08 PM 361.046 274.36 150.044 55.384 346.448 159.324 78.434 367.8753/20/17 6:10 PM 481.046 276.36 150.249 55.068 346.92 159.398 78.37 368.0463/20/17 6:12 PM 601.046 278.36 150.425 54.986 347.327 159.431 78.163 368.1213/20/17 6:14 PM 721.046 280.36 150.636 54.84 347.815 159.458 77.962 368.1843/20/17 6:16 PM 841.046 282.36 150.773 54.892 348.131 159.535 77.721 368.3623/20/17 6:18 PM 961.046 284.36 150.919 54.787 348.467 159.58 77.494 368.4653/20/17 6:40 PM 2281.046 306.36 152.102 54.341 351.199 159.962 77.355 369.3473/20/17 6:42 PM 2401.046 308.36 152.216 54.296 351.462 159.99 77.904 369.4123/20/17 6:44 PM 2521.046 310.36 152.283 54.315 351.617 160.02 78.207 369.4823/20/17 6:46 PM 2641.046 312.36 152.337 54.13 351.742 160.059 78.259 369.5713/20/17 6:48 PM 61.046 313.38 152.414 53.995 351.919 160.093 78.095 369.6493/20/17 6:50 PM 181.046 315.38 152.49 53.987 352.094 160.096 77.889 369.6583/20/17 6:52 PM 301.046 317.38 152.553 53.956 352.241 160.108 77.635 369.6843/20/17 6:54 PM 421.046 319.38 152.624 53.78 352.404 160.169 77.408 369.8243/20/17 6:56 PM 541.046 321.38 152.645 53.6 352.453 160.167 77.189 369.822

G ‐ 11

              Elapsed Time

Total Running 

Time

Newcastle 

Well No. 5     

Newcastle 

Well No. 5    

Newcastle 

Well No. 5    

Newcastle 

Well No. 1     

Newcastle 

Well No. 1    

Newcastle Well 

No. 1     Date and Time (Seconds) (Minutes) PSI °F ft PSI °F ft‐‐‐‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐

3/20/17 6:58 PM 661.046 323.38 152.732 53.538 352.653 160.177 76.986 369.8443/20/17 7:00 PM 781.046 325.38 152.78 53.533 352.765 160.211 76.786 369.9213/20/17 7:10 PM 1381.046 335.38 153.017 52.839 353.312 160.303 75.994 370.1343/20/17 7:20 PM 1981.046 345.38 153.196 51.948 353.725 160.417 78.025 370.3983/20/17 7:30 PM 2581.046 355.38 153.343 50.889 354.064 160.479 77.283 370.5413/20/17 7:40 PM 3181.046 365.38 153.504 50.811 354.435 160.49 76.224 370.5673/20/17 7:50 PM 3781.046 375.38 153.621 50.71 354.706 160.552 76.292 370.713/20/17 8:00 PM 4381.046 385.38 153.684 49.404 354.852 160.583 77.751 370.7823/20/17 8:10 PM 4981.046 395.38 153.762 47.277 355.031 160.63 76.681 370.8913/20/17 8:20 PM 5581.046 405.38 153.834 45.252 355.198 160.694 75.648 371.0373/20/17 8:30 PM 6181.046 415.38 153.862 43.975 355.263 160.739 77.007 371.1423/20/17 9:00 PM 7981.046 445.38 154.023 43.882 355.635 160.795 75.773 371.2723/20/17 9:30 PM 9781.046 475.38 154.085 44.471 355.778 160.868 75.398 371.4393/20/17 10:00 PM 11581.046 505.38 154.15 45.309 355.927 160.926 75.635 371.5743/20/17 10:30 PM 13381.046 535.38 154.2 44.948 356.043 160.935 75.82 371.5943/20/17 11:00 PM 15181.046 565.38 154.214 44.497 356.075 160.957 76.305 371.6443/20/17 11:30 PM 16981.046 595.38 154.203 41.764 356.049 161.008 76.671 371.7633/21/17 12:00 AM 18781.046 625.38 154.283 41.226 356.235 161.025 76.362 371.8033/21/17 12:30 AM 20581.046 655.38 154.251 42.369 356.161 161.062 75.253 371.8883/21/17 1:00 AM 22381.046 685.38 154.277 43.326 356.221 161.067 74.303 371.8983/21/17 1:30 AM 24181.046 715.38 154.267 43.432 356.198 161.13 74.063 372.0443/21/17 2:00 AM 25981.046 745.38 154.305 43.487 356.287 161.164 74.029 372.1233/21/17 2:30 AM 27781.046 775.38 154.332 42.92 356.348 161.202 74.174 372.2113/21/17 3:00 AM 29581.046 805.38 154.321 43.048 356.321 161.19 74.077 372.1823/21/17 3:30 AM 31381.046 835.38 154.335 42.491 356.354 161.276 73.974 372.383/21/17 4:00 AM 33181.046 865.38 154.345 42.591 356.377 161.284 73.928 372.43/21/17 4:30 AM 34981.046 895.38 154.393 42.615 356.488 161.299 74.098 372.4343/21/17 5:00 AM 36781.046 925.38 154.376 42.052 356.449 161.292 74.028 372.4193/21/17 5:02 AM 36901.046 927.38 154.382 41.954 356.462 161.326 73.802 372.4973/21/17 5:04 AM 37021.046 929.38 154.386 42.078 356.471 161.34 73.617 372.5293/21/17 5:06 AM 37141.046 931.38 154.329 42.328 356.34 161.314 73.424 372.4683/21/17 5:08 AM 37261.046 933.38 154.366 42.297 356.426 161.281 73.261 372.3933/21/17 5:10 AM 37381.046 935.38 154.38 42.189 356.458 161.304 73.072 372.4463/21/17 5:12 AM 37501.046 937.38 154.372 42.069 356.441 161.286 72.865 372.4043/21/17 5:14 AM 37621.046 939.38 154.38 42.04 356.459 161.325 72.933 372.494

G ‐ 12

Report Date: 3/28/17

Tested By: Wester‐Wetstein & Associates, Inc.

Supervised By: John Wetstein and Tim Barritt

Pump Test: Newcastle Well #5 Step Test

Virtual Hermit: HERMIT

First Data Point: 3/21/17 10:15 A.M.

Last Data Point : 3/28/17 12:14 P.M.

Monitoring Equipment: In‐Situ Level Troll 700 Data Loggers w/ 300 psi Transducers,  200 psi, Weksler gage,

  6‐inch McCrometer Flow Meter

Static Water Levels: Well No. 5 153.6 psi 354.7 ft above ground level (Prior to Start of Step Test)

Well No. 1 160.6 psi 370.8 ft above ground level (Prior to Start of Step Test)

Well No. 4 164.1 psi 378.9 ft above ground level (Prior to Start of Step Test)

Radial Distances: Well No. 5 Flowing Well

Well No. 1 935 Feet

Well No. 4 1,234 Feet

Average Discharge Rate: 631 GPM

Date and Time

Elapsed 

Time

Newcastle Well 

No. 5     

Newcastle Well 

No. 5     

Newcastle Well 

No. 1     

Newcastle Well 

No. 1     

Newcastle Well 

No. 4     

Newcastle Well 

No. 4     

‐‐‐‐‐‐‐‐‐‐‐‐‐ (Minutes)

Pressure Head 

(Feet)

Drawdown 

(Feet)

Pressure Head 

(Feet)

Drawdown 

(Feet)

Pressure Head 

(Feet)

Drawdown 

(Feet)

3/21/17 10:15 AM 0.0000 356.565 0 372.845 0 383.365 0

3/21/17 10:15 AM 0.1000 356.597 ‐0.032 372.96 ‐0.115 383.385 ‐0.02

3/21/17 10:15 AM 0.2110 330.376 26.189 372.937 ‐0.092 383.289 0.076

3/21/17 10:15 AM 0.3160 316.672 39.893 372.886 ‐0.041 383.384 ‐0.019

3/21/17 10:15 AM 0.3980 294.857 61.708 372.867 ‐0.022 383.255 0.11

Newcastle Well No. 5 Long‐Term Flow Test

March 21, 2017 ‐ March 28, 2017In‐Situ Level Troll 700 Recorded Data

G ‐ 13

Date and Time

Elapsed 

Time

Newcastle Well 

No. 5     

Newcastle Well 

No. 5     

Newcastle Well 

No. 1     

Newcastle Well 

No. 1     

Newcastle Well 

No. 4     

Newcastle Well 

No. 4     

‐‐‐‐‐‐‐‐‐‐‐‐‐ (Minutes)

Pressure Head 

(Feet)

Drawdown 

(Feet)

Pressure Head 

(Feet)

Drawdown 

(Feet)

Pressure Head 

(Feet)

Drawdown 

(Feet)

3/21/17 10:15 AM 0.5010 302.922 53.643 372.911 ‐0.066 383.342 0.023

3/21/17 10:15 AM 0.5960 279.68 76.885 372.876 ‐0.031 383.347 0.018

3/21/17 10:15 AM 0.7080 271.996 84.569 372.794 0.051 383.286 0.079

3/21/17 10:15 AM 0.8910 261.154 95.411 372.865 ‐0.02 383.415 ‐0.05

3/21/17 10:16 AM 1.0000 256.676 99.889 372.908 ‐0.063 383.293 0.072

3/21/17 10:16 AM 1.5000 242.416 114.149 372.896 ‐0.051 383.45 ‐0.085

3/21/17 10:16 AM 1.9900 231.146 125.419 372.821 0.024 383.341 0.024

3/21/17 10:17 AM 2.5100 220.375 136.19 372.775 0.07 383.298 0.067

3/21/17 10:17 AM 2.9800 216.775 139.79 372.782 0.063 383.355 0.01

3/21/17 10:18 AM 3.5500 212.642 143.923 372.658 0.187 383.411 ‐0.046

3/21/17 10:18 AM 3.9800 210.108 146.457 372.657 0.188 383.349 0.016

3/21/17 10:19 AM 4.4700 204.032 152.533 372.633 0.212 383.362 0.003

3/21/17 10:20 AM 5.0100 201.191 155.374 372.589 0.256 383.364 0.001

3/21/17 10:20 AM 5.9600 198 158.565 372.55 0.295 383.213 0.152

3/21/17 10:22 AM 7.0800 194.673 161.892 372.539 0.306 383.302 0.063

3/21/17 10:22 AM 7.5000 194.407 162.158 372.477 0.368 383.275 0.09

3/21/17 10:22 AM 7.9400 193.098 163.467 372.451 0.394 383.277 0.088

3/21/17 10:23 AM 8.4100 192.515 164.05 372.421 0.424 383.348 0.017

3/21/17 10:23 AM 8.9100 192.521 164.044 372.379 0.466 383.389 ‐0.024

3/21/17 10:24 AM 9.4400 187.292 169.273 372.423 0.422 383.385 ‐0.02

3/21/17 10:25 AM 10.0000 182.576 173.989 372.352 0.493 383.316 0.049

3/21/17 10:25 AM 10.6000 182.218 174.347 372.316 0.529 383.366 ‐0.001

3/21/17 10:26 AM 11.2000 180.046 176.519 372.281 0.564 383.378 ‐0.013

3/21/17 10:26 AM 11.9000 179.177 177.388 372.217 0.628 383.284 0.081

3/21/17 10:27 AM 12.6000 178.57 177.995 372.098 0.747 383.274 0.091

3/21/17 10:28 AM 13.3000 177.158 179.407 372.147 0.698 383.315 0.05

3/21/17 10:29 AM 14.1000 176.293 180.272 372.168 0.677 383.242 0.123

3/21/17 10:30 AM 15.0000 175.891 180.674 371.989 0.856 383.29 0.075

3/21/17 10:30 AM 15.8000 175.55 181.015 371.897 0.948 383.263 0.102

3/21/17 10:31 AM 16.8000 174.66 181.905 371.957 0.888 383.32 0.045

G ‐ 14

Date and Time

Elapsed 

Time

Newcastle Well 

No. 5     

Newcastle Well 

No. 5     

Newcastle Well 

No. 1     

Newcastle Well 

No. 1     

Newcastle Well 

No. 4     

Newcastle Well 

No. 4     

‐‐‐‐‐‐‐‐‐‐‐‐‐ (Minutes)

Pressure Head 

(Feet)

Drawdown 

(Feet)

Pressure Head 

(Feet)

Drawdown 

(Feet)

Pressure Head 

(Feet)

Drawdown 

(Feet)

3/21/17 10:32 AM 17.8000 174.416 182.149 371.898 0.947 383.308 0.057

3/21/17 10:33 AM 18.8000 173.007 183.558 371.846 0.999 383.245 0.12

3/21/17 10:34 AM 19.9000 173.438 183.127 371.789 1.056 383.303 0.062

3/21/17 10:36 AM 21.1000 172.328 184.237 371.742 1.103 383.402 ‐0.037

3/21/17 10:37 AM 22.4000 171.964 184.601 371.624 1.221 383.286 0.079

3/21/17 10:38 AM 23.7000 170.86 185.705 371.562 1.283 383.306 0.059

3/21/17 10:40 AM 25.1000 170.8 185.765 371.503 1.342 383.272 0.093

3/21/17 10:41 AM 26.6000 169.211 187.354 371.408 1.437 383.293 0.072

3/21/17 10:43 AM 28.2000 167.641 188.924 371.401 1.444 383.173 0.192

3/21/17 10:44 AM 29.8000 167.738 188.827 371.234 1.611 383.197 0.168

3/21/17 10:46 AM 31.6000 166.644 189.921 371.148 1.697 383.26 0.105

3/21/17 10:48 AM 33.5000 161.482 195.083 371.077 1.768 383.18 0.185

3/21/17 10:50 AM 35.5000 160.05 196.515 370.979 1.866 383.245 0.12

3/21/17 10:52 AM 37.5000 159.584 196.981 370.866 1.979 383.152 0.213

3/21/17 10:54 AM 39.5000 158.913 197.652 370.785 2.06 383.225 0.14

3/21/17 10:56 AM 41.5000 158.601 197.964 370.711 2.134 383.101 0.264

3/21/17 10:58 AM 43.5000 157.994 198.571 370.65 2.195 383.123 0.242

3/21/17 11:00 AM 45.5000 157.178 199.387 370.603 2.242 383.101 0.264

3/21/17 11:02 AM 47.5000 156.82 199.745 370.488 2.357 383.119 0.246

3/21/17 11:04 AM 49.5000 156.778 199.787 370.405 2.44 383.074 0.291

3/21/17 11:06 AM 51.5000 157.301 199.264 370.393 2.452 383.02 0.345

3/21/17 11:08 AM 53.5000 156.144 200.421 370.247 2.598 383.019 0.346

3/21/17 11:10 AM 55.5000 155.502 201.063 370.227 2.618 383.008 0.357

3/21/17 11:12 AM 57.5000 153.933 202.632 370.139 2.706 382.998 0.367

3/21/17 11:14 AM 59.5000 153.713 202.852 370.047 2.798 382.994 0.371

3/21/17 11:16 AM 61.5000 152.96 203.605 370.014 2.831 383.037 0.328

3/21/17 11:18 AM 63.5000 152.711 203.854 369.875 2.97 382.949 0.416

3/21/17 11:20 AM 65.5000 152.6 203.965 369.783 3.062 382.896 0.469

3/21/17 11:22 AM 67.5000 152.073 204.492 369.818 3.027 382.881 0.484

3/21/17 11:24 AM 69.5000 151.605 204.96 369.803 3.042 382.852 0.513

G ‐ 15

Date and Time

Elapsed 

Time

Newcastle Well 

No. 5     

Newcastle Well 

No. 5     

Newcastle Well 

No. 1     

Newcastle Well 

No. 1     

Newcastle Well 

No. 4     

Newcastle Well 

No. 4     

‐‐‐‐‐‐‐‐‐‐‐‐‐ (Minutes)

Pressure Head 

(Feet)

Drawdown 

(Feet)

Pressure Head 

(Feet)

Drawdown 

(Feet)

Pressure Head 

(Feet)

Drawdown 

(Feet)

3/21/17 11:26 AM 71.5000 151.659 204.906 369.738 3.107 382.786 0.579

3/21/17 11:28 AM 73.5000 151.916 204.649 369.596 3.249 382.779 0.586

3/21/17 11:30 AM 75.5000 151.895 204.67 369.596 3.249 382.776 0.589

3/21/17 11:32 AM 77.5000 151.321 205.244 369.483 3.362 382.725 0.64

3/21/17 11:34 AM 79.5000 150.794 205.771 369.44 3.405 382.758 0.607

3/21/17 11:36 AM 81.5000 150.471 206.094 369.419 3.426 382.814 0.551

3/21/17 11:38 AM 83.5000 150.552 206.013 369.251 3.594 382.699 0.666

3/21/17 11:40 AM 85.5000 150.413 206.152 369.259 3.586 382.758 0.607

3/21/17 11:42 AM 87.5000 151.05 205.515 369.247 3.598 382.719 0.646

3/21/17 11:44 AM 89.5000 150.016 206.549 369.157 3.688 382.652 0.713

3/21/17 11:46 AM 91.5000 149.782 206.783 369.049 3.796 382.665 0.7

3/21/17 11:48 AM 93.5000 150.24 206.325 369.001 3.844 382.654 0.711

3/21/17 11:50 AM 95.5000 149.905 206.66 368.981 3.864 382.653 0.712

3/21/17 11:52 AM 97.5000 150.191 206.374 369.03 3.815 382.664 0.701

3/21/17 11:54 AM 99.5000 150.082 206.483 368.937 3.908 382.63 0.735

3/21/17 11:56 AM 101.5000 150.011 206.554 368.924 3.921 382.556 0.809

3/21/17 12:00 PM 105.5000 150.028 206.537 368.816 4.029 382.529 0.836

3/21/17 12:04 PM 109.5000 150.208 206.357 368.786 4.059 382.368 0.997

3/21/17 12:08 PM 113.5000 144.738 211.827 368.683 4.162 382.502 0.863

3/21/17 12:12 PM 117.5000 142.949 213.616 368.522 4.323 382.392 0.973

3/21/17 12:16 PM 121.5000 142.768 213.797 368.489 4.356 382.356 1.009

3/21/17 12:20 PM 125.5000 143.035 213.53 368.401 4.444 382.374 0.991

3/21/17 12:24 PM 129.5000 142.745 213.82 368.379 4.466 382.238 1.127

3/21/17 12:28 PM 133.5000 142.837 213.728 368.299 4.546 382.272 1.093

3/21/17 12:32 PM 137.5000 140.563 216.002 368.193 4.652 382.228 1.137

3/21/17 12:36 PM 141.5000 138.935 217.63 368.205 4.64 382.25 1.115

3/21/17 12:40 PM 145.5000 139.407 217.158 368.009 4.836 382.116 1.249

3/21/17 12:44 PM 149.5000 140.766 215.799 368.036 4.809 382.059 1.306

3/21/17 12:48 PM 153.5000 142.143 214.422 367.872 4.973 382.095 1.27

3/21/17 12:52 PM 157.5000 143.71 212.855 367.868 4.977 382.051 1.314

G ‐ 16

Date and Time

Elapsed 

Time

Newcastle Well 

No. 5     

Newcastle Well 

No. 5     

Newcastle Well 

No. 1     

Newcastle Well 

No. 1     

Newcastle Well 

No. 4     

Newcastle Well 

No. 4     

‐‐‐‐‐‐‐‐‐‐‐‐‐ (Minutes)

Pressure Head 

(Feet)

Drawdown 

(Feet)

Pressure Head 

(Feet)

Drawdown 

(Feet)

Pressure Head 

(Feet)

Drawdown 

(Feet)

3/21/17 12:56 PM 161.5000 143.206 213.359 367.853 4.992 381.966 1.399

3/21/17 1:00 PM 165.5000 143.809 212.756 367.79 5.055 381.988 1.377

3/21/17 1:04 PM 169.5000 133.791 222.774 367.738 5.107 381.899 1.466

3/21/17 1:08 PM 173.5000 128.338 228.227 367.637 5.208 381.941 1.424

3/21/17 1:12 PM 177.5000 127.33 229.235 367.525 5.32 381.81 1.555

3/21/17 1:16 PM 181.5000 127.935 228.63 367.457 5.388 381.903 1.462

3/21/17 1:20 PM 185.5000 126.747 229.818 367.464 5.381 381.875 1.49

3/21/17 1:24 PM 189.5000 126.838 229.727 367.47 5.375 381.755 1.61

3/21/17 1:28 PM 193.5000 126.926 229.639 367.399 5.446 381.707 1.658

3/21/17 1:32 PM 197.5000 126.57 229.995 367.253 5.592 381.688 1.677

3/21/17 1:36 PM 201.5000 126.519 230.046 367.277 5.568 381.623 1.742

3/21/17 1:46 PM 211.5000 123.477 233.088 367.119 5.726 381.6 1.765

3/21/17 1:56 PM 221.5000 123.096 233.469 366.939 5.906 381.532 1.833

3/21/17 2:06 PM 231.5000 121.595 234.97 366.82 6.025 381.379 1.986

3/21/17 2:16 PM 241.5000 120.667 235.898 366.735 6.11 381.168 2.197

3/21/17 2:26 PM 251.5000 119.486 237.079 366.648 6.197 381.174 2.191

3/21/17 2:36 PM 261.5000 118.734 237.831 366.514 6.331 380.965 2.4

3/21/17 2:46 PM 271.5000 118.686 237.879 366.41 6.435 381.023 2.342

3/21/17 2:56 PM 281.5000 117.337 239.228 366.369 6.476 380.992 2.373

3/21/17 3:06 PM 291.5000 116.332 240.233 366.324 6.521 380.86 2.505

3/21/17 3:16 PM 301.5000 114.418 242.147 366.146 6.699 380.777 2.588

3/21/17 3:26 PM 311.5000 112.599 243.966 366.086 6.759 380.707 2.658

3/21/17 3:36 PM 321.5000 112.611 243.954 366.013 6.832 380.636 2.729

3/21/17 3:46 PM 331.5000 112.165 244.4 365.797 7.048 380.502 2.863

3/21/17 3:56 PM 341.5000 112.698 243.867 365.815 7.03 380.49 2.875

3/21/17 4:06 PM 351.5000 113.07 243.495 365.749 7.096 380.364 3.001

3/21/17 4:16 PM 361.5000 108.045 248.52 365.657 7.188 380.356 3.009

3/21/17 4:26 PM 371.5000 106.272 250.293 365.589 7.256 380.305 3.06

3/21/17 4:36 PM 381.5000 106.267 250.298 365.566 7.279 380.152 3.213

3/21/17 4:46 PM 391.5000 107.02 249.545 365.482 7.363 380.068 3.297

G ‐ 17

Date and Time

Elapsed 

Time

Newcastle Well 

No. 5     

Newcastle Well 

No. 5     

Newcastle Well 

No. 1     

Newcastle Well 

No. 1     

Newcastle Well 

No. 4     

Newcastle Well 

No. 4     

‐‐‐‐‐‐‐‐‐‐‐‐‐ (Minutes)

Pressure Head 

(Feet)

Drawdown 

(Feet)

Pressure Head 

(Feet)

Drawdown 

(Feet)

Pressure Head 

(Feet)

Drawdown 

(Feet)

3/21/17 4:56 PM 401.5000 106.462 250.103 365.38 7.465 380.144 3.221

3/21/17 5:16 PM 421.5000 105.79 250.775 365.305 7.54 379.972 3.393

3/21/17 5:36 PM 441.5000 104.09 252.475 365.151 7.694 379.78 3.585

3/21/17 5:56 PM 461.5000 104.655 251.91 365.09 7.755 379.778 3.587

3/21/17 6:16 PM 481.5000 105.286 251.279 364.993 7.852 379.542 3.823

3/21/17 6:36 PM 501.5000 105.129 251.436 364.853 7.992 379.419 3.946

3/21/17 6:56 PM 521.5000 104.332 252.233 364.786 8.059 379.372 3.993

3/21/17 7:16 PM 541.5000 103.903 252.662 364.702 8.143 379.233 4.132

3/21/17 7:36 PM 561.5000 104.752 251.813 364.682 8.163 379.071 4.294

3/21/17 7:56 PM 581.5000 104.166 252.399 364.692 8.153 379.027 4.338

3/21/17 8:16 PM 601.5000 103.719 252.846 364.607 8.238 378.984 4.381

3/21/17 8:36 PM 621.5000 104.235 252.33 364.565 8.28 378.914 4.451

3/21/17 8:56 PM 641.5000 103.68 252.885 364.548 8.297 378.733 4.632

3/21/17 9:16 PM 661.5000 103.893 252.672 364.501 8.344 378.722 4.643

3/21/17 9:36 PM 681.5000 103.344 253.221 364.452 8.393 378.708 4.657

3/21/17 9:56 PM 701.5000 103.414 253.151 364.471 8.374 378.649 4.716

3/21/17 10:16 PM 721.5000 103.671 252.894 364.353 8.492 378.57 4.795

3/21/17 10:36 PM 741.5000 102.652 253.913 364.401 8.444 378.447 4.918

3/21/17 10:56 PM 761.5000 102.658 253.907 364.3 8.545 378.437 4.928

3/21/17 11:16 PM 781.5000 103.19 253.375 364.345 8.5 378.337 5.028

3/21/17 11:36 PM 801.5000 103.898 252.667 364.231 8.614 378.233 5.132

3/21/17 11:56 PM 821.5000 103.554 253.011 364.34 8.505 378.195 5.17

3/22/17 12:16 AM 841.5000 104.021 252.544 364.288 8.557 378.223 5.142

3/22/17 12:36 AM 861.5000 102.731 253.834 364.283 8.562 378.237 5.128

3/22/17 12:56 AM 881.5000 102.382 254.183 364.28 8.565 378.194 5.171

3/22/17 1:16 AM 901.5000 103.202 253.363 364.311 8.534 378.097 5.268

3/22/17 1:36 AM 921.5000 102.697 253.868 364.279 8.566 378.106 5.259

3/22/17 1:56 AM 941.5000 102.884 253.681 364.308 8.537 378.03 5.335

3/22/17 2:16 AM 961.5000 103.137 253.428 364.269 8.576 377.99 5.375

3/22/17 2:36 AM 981.5000 102.869 253.696 364.284 8.561 378.032 5.333

G ‐ 18

Date and Time

Elapsed 

Time

Newcastle Well 

No. 5     

Newcastle Well 

No. 5     

Newcastle Well 

No. 1     

Newcastle Well 

No. 1     

Newcastle Well 

No. 4     

Newcastle Well 

No. 4     

‐‐‐‐‐‐‐‐‐‐‐‐‐ (Minutes)

Pressure Head 

(Feet)

Drawdown 

(Feet)

Pressure Head 

(Feet)

Drawdown 

(Feet)

Pressure Head 

(Feet)

Drawdown 

(Feet)

3/22/17 2:56 AM 1001.5000 103.28 253.285 364.275 8.57 377.924 5.441

3/22/17 3:20 AM 1025.5000 103.501 253.064 364.273 8.572 377.948 5.417

3/22/17 3:46 AM 1051.5000 103.592 252.973 364.262 8.583 378.006 5.359

3/22/17 4:10 AM 1075.5000 102.856 253.709 364.217 8.628 377.852 5.513

3/22/17 4:36 AM 1101.5000 102.462 254.103 364.284 8.561 377.914 5.451

3/22/17 5:00 AM 1125.5000 102.336 254.229 364.259 8.586 377.889 5.476

3/22/17 5:26 AM 1151.5000 103.689 252.876 364.163 8.682 377.911 5.454

3/22/17 5:50 AM 1175.5000 103.384 253.181 364.16 8.685 377.842 5.523

3/22/17 6:16 AM 1201.5000 102.556 254.009 364.197 8.648 377.796 5.569

3/22/17 6:40 AM 1225.5000 102.611 253.954 364.177 8.668 377.767 5.598

3/22/17 7:06 AM 1251.5000 103.147 253.418 364.262 8.583 377.774 5.591

3/22/17 7:30 AM 1275.5000 102.188 254.377 364.111 8.734 377.749 5.616

3/22/17 7:56 AM 1301.5000 102.284 254.281 364.225 8.62 377.653 5.712

3/22/17 8:20 AM 1325.5000 102.517 254.048 364.164 8.681 377.632 5.733

3/22/17 8:46 AM 1351.5000 102.513 254.052 364.124 8.721 377.649 5.716

3/22/17 9:10 AM 1375.5000 102.55 254.015 364.145 8.7 377.707 5.658

3/22/17 9:36 AM 1401.5000 101.599 254.966 364.146 8.699 377.683 5.682

3/22/17 10:00 AM 1425.5000 99.625 256.94 364.042 8.803 377.634 5.731

3/22/17 10:26 AM 1451.5000 100.292 256.273 364.014 8.831 377.543 5.822

3/22/17 10:50 AM 1475.5000 99.623 256.942 364.068 8.777 377.513 5.852

3/22/17 11:16 AM 1501.5000 100.84 255.725 363.966 8.879 377.557 5.808

3/22/17 11:46 AM 1531.5000 99.247 257.318 364.042 8.803 377.503 5.862

3/22/17 12:16 PM 1561.5000 99.34 257.225 364.047 8.798 377.541 5.824

3/22/17 12:46 PM 1591.5000 98.517 258.048 364.043 8.802 377.574 5.791

3/22/17 1:16 PM 1621.5000 99.647 256.918 364.001 8.844 377.512 5.853

3/22/17 1:46 PM 1651.5000 99.146 257.419 364.044 8.801 377.596 5.769

3/22/17 2:16 PM 1681.5000 98.876 257.689 117.971 254.874 94.987 288.378

3/22/17 2:46 PM 1711.5000 95.769 260.796 84.887 287.958 91.791 291.574

3/22/17 3:16 PM 1741.5000 93.029 263.536 82.9 289.945 89.883 293.482

3/22/17 3:46 PM 1771.5000 90.954 265.611 80.829 292.016 87.891 295.474

G ‐ 19

Date and Time

Elapsed 

Time

Newcastle Well 

No. 5     

Newcastle Well 

No. 5     

Newcastle Well 

No. 1     

Newcastle Well 

No. 1     

Newcastle Well 

No. 4     

Newcastle Well 

No. 4     

‐‐‐‐‐‐‐‐‐‐‐‐‐ (Minutes)

Pressure Head 

(Feet)

Drawdown 

(Feet)

Pressure Head 

(Feet)

Drawdown 

(Feet)

Pressure Head 

(Feet)

Drawdown 

(Feet)

3/22/17 4:16 PM 1801.5000 87.988 268.577 79.988 292.857 87.353 296.012

3/22/17 4:46 PM 1831.5000 87.486 269.079 78.458 294.387 85.164 298.201

3/22/17 5:16 PM 1861.5000 86 270.565 77.976 294.869 84.819 298.546

3/22/17 5:46 PM 1891.5000 85.996 270.569 76.993 295.852 83.032 300.333

3/22/17 6:16 PM 1921.5000 84.025 272.54 76.082 296.763 82.347 301.018

3/22/17 6:46 PM 1951.5000 83.354 273.211 75.278 297.567 82.886 300.479

3/22/17 7:16 PM 1981.5000 80.936 275.629 74.82 298.025 82.566 300.799

3/22/17 7:46 PM 2011.5000 73.924 282.641 74.991 297.854 82.312 301.053

3/22/17 8:16 PM 2041.5000 72.625 283.94 73.016 299.829 80.611 302.754

3/22/17 8:46 PM 2071.5000 72.595 283.97 73.761 299.084 80.525 302.84

3/22/17 9:16 PM 2101.5000 71.595 284.97 69.434 303.411 76.653 306.712

3/22/17 9:46 PM 2131.5000 71.623 284.942 73.341 299.504 80.282 303.083

3/22/17 10:16 PM 2161.5000 70.64 285.925 70.837 302.008 77.694 305.671

3/22/17 10:46 PM 2191.5000 70.8 285.765 71.327 301.518 78.676 304.689

3/22/17 11:16 PM 2221.5000 70.768 285.797 72.004 300.841 80.137 303.228

3/22/17 11:46 PM 2251.5000 70.178 286.387 70.955 301.89 78.511 304.854

3/23/17 12:16 AM 2281.5000 70.121 286.444 70.465 302.38 77.995 305.37

3/23/17 12:46 AM 2311.5000 69.526 287.039 72.235 300.61 79.124 304.241

3/23/17 1:16 AM 2341.5000 69.836 286.729 70.063 302.782 77.615 305.75

3/23/17 1:46 AM 2371.5000 69.821 286.744 71.445 301.4 76.979 306.386

3/23/17 2:16 AM 2401.5000 68.957 287.608 71.567 301.278 78.559 304.806

3/23/17 2:46 AM 2431.5000 69.465 287.1 70.243 302.602 76.923 306.442

3/23/17 3:16 AM 2461.5000 69.145 287.42 71.029 301.816 78.413 304.952

3/23/17 3:46 AM 2491.5000 68.704 287.861 71.743 301.102 78.755 304.61

3/23/17 4:16 AM 2521.5000 68.513 288.052 69.192 303.653 76.623 306.742

3/23/17 4:46 AM 2551.5000 68.27 288.295 71.639 301.206 79.458 303.907

3/23/17 5:16 AM 2581.5000 68.448 288.117 69.257 303.588 76.4 306.965

3/23/17 5:46 AM 2611.5000 68.138 288.427 69.708 303.137 77.891 305.474

3/23/17 6:16 AM 2641.5000 67.373 289.192 69.947 302.898 76.567 306.798

3/23/17 6:46 AM 2671.5000 67.621 288.944 69.978 302.867 76.841 306.524

G ‐ 20

Date and Time

Elapsed 

Time

Newcastle Well 

No. 5     

Newcastle Well 

No. 5     

Newcastle Well 

No. 1     

Newcastle Well 

No. 1     

Newcastle Well 

No. 4     

Newcastle Well 

No. 4     

‐‐‐‐‐‐‐‐‐‐‐‐‐ (Minutes)

Pressure Head 

(Feet)

Drawdown 

(Feet)

Pressure Head 

(Feet)

Drawdown 

(Feet)

Pressure Head 

(Feet)

Drawdown 

(Feet)

3/23/17 7:16 AM 2701.5000 67.784 288.781 68.421 304.424 75.873 307.492

3/23/17 7:46 AM 2731.5000 67.978 288.587 71.381 301.464 78.445 304.92

3/23/17 8:16 AM 2761.5000 66.716 289.849 67.912 304.933 75.703 307.662

3/23/17 8:46 AM 2791.5000 67.274 289.291 69.503 303.342 76.554 306.811

3/23/17 9:16 AM 2821.5000 67.011 289.554 67.842 305.003 74.291 309.074

3/23/17 9:46 AM 2851.5000 66.907 289.658 69.345 303.5 78.106 305.259

3/23/17 10:16 AM 2881.5000 65.576 290.989 67.511 305.334 74.528 308.837

3/23/17 10:46 AM 2911.5000 64.447 292.118 68.111 304.734 76.309 307.056

3/23/17 11:16 AM 2941.5000 64.545 292.02 66.465 306.38 76.081 307.284

3/23/17 11:46 AM 2971.5000 64.314 292.251 69.565 303.28 76.923 306.442

3/23/17 12:16 PM 3001.5000 63.967 292.598 70.948 301.897 78.559 304.806

3/23/17 1:06 PM 3051.5000 64.317 292.248 69.512 303.333 76.178 307.187

3/23/17 1:56 PM 3101.5000 64.477 292.088 70.075 302.77 76.341 307.024

3/23/17 2:46 PM 3151.5000 63.784 292.781 70.186 302.659 76.842 306.523

3/23/17 3:36 PM 3201.5000 64.631 291.934 70.074 302.771 77.702 305.663

3/23/17 4:26 PM 3251.5000 63.881 292.684 286.997 85.848 314.182 69.183

3/23/17 5:16 PM 3301.5000 67.298 289.267 281.535 91.31 326.172 57.193

3/23/17 6:06 PM 3351.5000 69.374 287.191 283.154 89.691 331.388 51.977

3/23/17 6:56 PM 3401.5000 70.628 285.937 284.473 88.372 335.277 48.088

3/23/17 7:46 PM 3451.5000 71.924 284.641 281.774 91.071 338.597 44.768

3/23/17 8:36 PM 3501.5000 72.557 284.008 282.807 90.038 341.313 42.052

3/23/17 9:26 PM 3551.5000 72.638 283.927 80.863 291.982 86.775 296.59

3/23/17 10:16 PM 3601.5000 69.924 286.641 78.874 293.971 85.643 297.722

3/23/17 11:06 PM 3651.5000 67.631 288.934 78.955 293.89 82.357 301.008

3/23/17 11:56 PM 3701.5000 67.476 289.089 74.825 298.02 81.898 301.467

3/24/17 12:46 AM 3751.5000 66.882 289.683 74.652 298.193 81.526 301.839

3/24/17 1:36 AM 3801.5000 65.993 290.572 75.362 297.483 82.016 301.349

3/24/17 2:26 AM 3851.5000 65.382 291.183 133.019 239.826 80.476 302.889

3/24/17 3:16 AM 3901.5000 67.589 288.976 272.892 99.953 331.115 52.25

3/24/17 4:06 AM 3951.5000 70.039 286.526 285.68 87.165 336.05 47.315

G ‐ 21

Date and Time

Elapsed 

Time

Newcastle Well 

No. 5     

Newcastle Well 

No. 5     

Newcastle Well 

No. 1     

Newcastle Well 

No. 1     

Newcastle Well 

No. 4     

Newcastle Well 

No. 4     

‐‐‐‐‐‐‐‐‐‐‐‐‐ (Minutes)

Pressure Head 

(Feet)

Drawdown 

(Feet)

Pressure Head 

(Feet)

Drawdown 

(Feet)

Pressure Head 

(Feet)

Drawdown 

(Feet)

3/24/17 4:56 AM 4001.5000 71.042 285.523 284.895 87.95 339.485 43.88

3/24/17 5:46 AM 4051.5000 71.678 284.887 284.693 88.152 342.19 41.175

3/24/17 6:36 AM 4101.5000 73.144 283.421 285.009 87.836 344.499 38.866

3/24/17 7:26 AM 4151.5000 73.861 282.704 285.761 87.084 346.301 37.064

3/24/17 8:16 AM 4201.5000 73.857 282.708 284.466 88.379 347.852 35.513

3/24/17 9:06 AM 4251.5000 74.535 282.03 282.675 90.17 349.298 34.067

3/24/17 9:56 AM 4301.5000 74.674 281.891 285.185 87.66 350.578 32.787

3/24/17 10:16 AM 4321.5000 74.258 282.307 84.409 288.436 90.56 292.805

3/24/17 11:16 AM 4381.5000 71.122 285.443 78.614 294.231 83.891 299.474

3/24/17 12:16 PM 4441.5000 68.862 287.703 70.971 301.874 79.051 304.314

3/24/17 1:16 PM 4501.5000 67.612 288.953 76.82 296.025 82.872 300.493

3/24/17 2:16 PM 4561.5000 67.319 289.246 74.919 297.926 80.902 302.463

3/24/17 3:16 PM 4621.5000 66.265 290.3 74.324 298.521 79.941 303.424

3/24/17 4:16 PM 4681.5000 67.174 289.391 284.954 87.891 328.245 55.12

3/24/17 5:16 PM 4741.5000 69.955 286.61 288.376 84.469 336.271 47.094

3/24/17 6:16 PM 4801.5000 71.872 284.693 289.571 83.274 340.408 42.957

3/24/17 7:16 PM 4861.5000 72.212 284.353 288.088 84.757 343.548 39.817

3/24/17 8:16 PM 4921.5000 73.8 282.765 288.27 84.575 345.877 37.488

3/24/17 9:16 PM 4981.5000 74.39 282.175 289.676 83.169 347.834 35.531

3/24/17 10:16 PM 5041.5000 74.675 281.89 289.841 83.004 349.428 33.937

3/24/17 11:16 PM 5101.5000 74.834 281.731 289.273 83.572 350.9 32.465

3/25/17 12:16 AM 5161.5000 75.355 281.21 289.499 83.346 352.187 31.178

3/25/17 1:16 AM 5221.5000 75.795 280.77 289.953 82.892 353.244 30.121

3/25/17 2:16 AM 5281.5000 76.064 280.501 289.432 83.413 354.23 29.135

3/25/17 3:16 AM 5341.5000 77.306 279.259 344.49 28.355 355.334 28.031

3/25/17 4:16 AM 5401.5000 79.249 277.316 348.22 24.625 357.032 26.333

3/25/17 5:16 AM 5461.5000 79.721 276.844 350.276 22.569 358.448 24.917

3/25/17 6:16 AM 5521.5000 80.464 276.101 351.655 21.19 359.776 23.589

3/25/17 7:16 AM 5581.5000 80.991 275.574 352.587 20.258 360.951 22.414

3/25/17 8:16 AM 5641.5000 75.361 281.204 353.192 19.653 361.952 21.413

G ‐ 22

Date and Time

Elapsed 

Time

Newcastle Well 

No. 5     

Newcastle Well 

No. 5     

Newcastle Well 

No. 1     

Newcastle Well 

No. 1     

Newcastle Well 

No. 4     

Newcastle Well 

No. 4     

‐‐‐‐‐‐‐‐‐‐‐‐‐ (Minutes)

Pressure Head 

(Feet)

Drawdown 

(Feet)

Pressure Head 

(Feet)

Drawdown 

(Feet)

Pressure Head 

(Feet)

Drawdown 

(Feet)

3/25/17 9:16 AM 5701.5000 75.415 281.15 89.015 283.83 94.616 288.749

3/25/17 10:16 AM 5761.5000 69.893 286.672 82.13 290.715 89.253 294.112

3/25/17 11:16 AM 5821.5000 82.94 273.625 80.359 292.486 87.621 295.744

3/25/17 12:16 PM 5881.5000 81.339 275.226 78.912 293.933 86.44 296.925

3/25/17 1:16 PM 5941.5000 79.858 276.707 76.924 295.921 84.139 299.226

3/25/17 2:16 PM 6001.5000 78.893 277.672 279.574 93.271 326.296 57.069

3/25/17 3:16 PM 6061.5000 81.856 274.709 287.222 85.623 342.154 41.211

3/25/17 4:16 PM 6121.5000 83.731 272.834 287.758 85.087 346.084 37.281

3/25/17 5:16 PM 6181.5000 84.759 271.806 286.642 86.203 348.718 34.647

3/25/17 6:16 PM 6241.5000 85.769 270.796 287.392 85.453 350.688 32.677

3/25/17 7:16 PM 6301.5000 85.764 270.801 286.782 86.063 352.174 31.191

3/25/17 8:16 PM 6361.5000 86.213 270.352 288.038 84.807 353.393 29.972

3/25/17 9:16 PM 6421.5000 86.923 269.642 287.481 85.364 354.314 29.051

3/25/17 10:16 PM 6481.5000 86.808 269.757 287.325 85.52 355.118 28.247

3/25/17 11:16 PM 6541.5000 86.931 269.634 289.614 83.231 355.886 27.479

3/26/17 12:16 AM 6601.5000 87.246 269.319 276.621 96.224 356.531 26.834

3/26/17 1:16 AM 6661.5000 86.792 269.773 287.996 84.849 357.045 26.32

3/26/17 2:16 AM 6721.5000 86.864 269.701 288.769 84.076 357.6 25.765

3/26/17 3:16 AM 6781.5000 86.96 269.605 286.803 86.042 357.946 25.419

3/26/17 4:16 AM 6841.5000 86.893 269.672 287.654 85.191 358.429 24.936

3/26/17 5:16 AM 6901.5000 87.156 269.409 286.472 86.373 358.741 24.624

3/26/17 6:16 AM 6961.5000 87.027 269.538 286.131 86.714 358.864 24.501

3/26/17 7:16 AM 7021.5000 87.518 269.047 277.008 95.837 359.167 24.198

3/26/17 8:16 AM 7081.5000 87.199 269.366 286.184 86.661 359.234 24.131

3/26/17 9:16 AM 7141.5000 86.881 269.684 284.72 88.125 359.335 24.03

3/26/17 10:16 AM 7201.5000 87.47 269.095 285.705 87.14 359.452 23.913

3/26/17 11:16 AM 7261.5000 87.637 268.928 287.896 84.949 359.495 23.87

3/26/17 12:16 PM 7321.5000 87.244 269.321 286.557 86.288 359.593 23.772

3/26/17 1:16 PM 7381.5000 86.87 269.695 285.978 86.867 359.686 23.679

3/26/17 2:16 PM 7441.5000 87.709 268.856 287.315 85.53 359.844 23.521

G ‐ 23

Date and Time

Elapsed 

Time

Newcastle Well 

No. 5     

Newcastle Well 

No. 5     

Newcastle Well 

No. 1     

Newcastle Well 

No. 1     

Newcastle Well 

No. 4     

Newcastle Well 

No. 4     

‐‐‐‐‐‐‐‐‐‐‐‐‐ (Minutes)

Pressure Head 

(Feet)

Drawdown 

(Feet)

Pressure Head 

(Feet)

Drawdown 

(Feet)

Pressure Head 

(Feet)

Drawdown 

(Feet)

3/26/17 3:16 PM 7501.5000 87.211 269.354 287.385 85.46 359.896 23.469

3/26/17 4:16 PM 7561.5000 87.592 268.973 286.137 86.708 359.987 23.378

3/26/17 5:16 PM 7621.5000 87.334 269.231 285.77 87.075 360.161 23.204

3/26/17 6:16 PM 7681.5000 87.62 268.945 288.213 84.632 360.178 23.187

3/26/17 7:16 PM 7741.5000 87.411 269.154 287.822 85.023 360.133 23.232

3/26/17 8:16 PM 7801.5000 87.499 269.066 286.677 86.168 360.225 23.14

3/26/17 8:18 PM 7803.5000 87.901 268.664 287.28 85.565 360.197 23.168

3/26/17 8:20 PM 7805.5000 87.609 268.956 286.319 86.526 360.306 23.059

3/26/17 9:16 PM 7861.5000 87.249 269.316 287.354 85.491 360.12 23.245

3/26/17 10:16 PM 7921.5000 87.585 268.98 288.764 84.081 360.189 23.176

3/26/17 11:16 PM 7981.5000 87.889 268.676 286.661 86.184 360.173 23.192

3/27/17 12:16 AM 8041.5000 87.818 268.747 286.38 86.465 360.121 23.244

3/27/17 1:16 AM 8101.5000 87.518 269.047 285.092 87.753 360.109 23.256

3/27/17 2:16 AM 8161.5000 87.268 269.297 284.91 87.935 360.165 23.2

3/27/17 3:16 AM 8221.5000 87.365 269.2 284.673 88.172 360.257 23.108

3/27/17 4:16 AM 8281.5000 87.156 269.409 283.757 89.088 360.317 23.048

3/27/17 5:16 AM 8341.5000 87.572 268.993 283.805 89.04 360.311 23.054

3/27/17 6:16 AM 8401.5000 86.385 270.18 340.464 32.381 358.118 25.247

3/27/17 7:16 AM 8461.5000 89.031 267.534 347.97 24.875 361.058 22.307

3/27/17 8:16 AM 8521.5000 90.762 265.803 350.731 22.114 362.16 21.205

3/27/17 9:16 AM 8581.5000 91.955 264.61 352.241 20.604 363.056 20.309

3/27/17 10:16 AM 8641.5000 92.114 264.451 353.126 19.719 363.887 19.478

3/27/17 11:16 AM 8701.5000 93.208 263.357 353.814 19.031 364.558 18.807

3/27/17 12:16 PM 8761.5000 93.163 263.402 354.372 18.473 365.253 18.112

3/27/17 1:16 PM 8821.5000 93.49 263.075 354.686 18.159 365.793 17.572

3/27/17 2:16 PM 8881.5000 93.39 263.175 355.103 17.742 366.383 16.982

3/27/17 3:16 PM 8941.5000 94.042 262.523 355.442 17.403 366.818 16.547

3/27/17 4:16 PM 9001.5000 94.14 262.425 355.659 17.186 367.248 16.117

3/27/17 5:16 PM 9061.5000 93.762 262.803 355.852 16.993 367.657 15.708

3/27/17 6:16 PM 9121.5000 94.056 262.509 356.068 16.777 367.966 15.399

G ‐ 24

Date and Time

Elapsed 

Time

Newcastle Well 

No. 5     

Newcastle Well 

No. 5     

Newcastle Well 

No. 1     

Newcastle Well 

No. 1     

Newcastle Well 

No. 4     

Newcastle Well 

No. 4     

‐‐‐‐‐‐‐‐‐‐‐‐‐ (Minutes)

Pressure Head 

(Feet)

Drawdown 

(Feet)

Pressure Head 

(Feet)

Drawdown 

(Feet)

Pressure Head 

(Feet)

Drawdown 

(Feet)

3/27/17 7:16 PM 9181.5000 94.513 262.052 279.602 93.243 368.089 15.276

3/27/17 8:16 PM 9241.5000 91.516 265.049 278.408 94.437 367.212 16.153

3/27/17 9:16 PM 9301.5000 90.021 266.544 277.325 95.52 366.395 16.97

3/27/17 10:16 PM 9361.5000 89.278 267.287 278.455 94.39 365.602 17.763

3/27/17 11:16 PM 9421.5000 88.8 267.765 277.675 95.17 364.97 18.395

3/28/17 12:16 AM 9481.5000 88.568 267.997 277.458 95.387 364.361 19.004

3/28/17 1:16 AM 9541.5000 87.939 268.626 277.659 95.186 363.864 19.501

3/28/17 2:16 AM 9601.5000 88.019 268.546 277.729 95.116 363.504 19.861

3/28/17 3:16 AM 9661.5000 88.275 268.29 276.927 95.918 363.239 20.126

3/28/17 4:16 AM 9721.5000 87.742 268.823 276.899 95.946 362.846 20.519

3/28/17 5:16 AM 9781.5000 87.673 268.892 279.507 93.338 362.547 20.818

3/28/17 6:16 AM 9841.5000 87.633 268.932 277.863 94.982 362.322 21.043

3/28/17 7:16 AM 9901.5000 87.407 269.158 278.108 94.737 362.153 21.212

3/28/17 8:16 AM 9961.5000 87.231 269.334 280.129 92.716 361.931 21.434

3/28/17 9:16 AM 10021.5000 87.479 269.086 278.835 94.01 361.738 21.627

3/28/17 10:16 AM 10081.5000 87.178 269.387 277.806 95.039 361.524 21.841

3/28/17 11:16 AM 10141.5000 87.217 269.348 278.985 93.86 361.236 22.129

3/28/17 11:18 AM 10143.5000 87.662 268.903 277.99 94.855 361.392 21.973

3/28/17 11:20 AM 10145.5000 86.964 269.601 280.512 92.333 361.285 22.08

3/28/17 11:22 AM 10147.5000 87.06 269.505 280.706 92.139 361.18 22.185

3/28/17 11:24 AM 10149.5000 87 269.565 278.776 94.069 361.28 22.085

3/28/17 11:26 AM 10151.5000 87.258 269.307 279.58 93.265 361.257 22.108

3/28/17 11:28 AM 10153.5000 87.129 269.436 279.434 93.411 361.258 22.107

3/28/17 11:30 AM 10155.5000 87 269.565 278.651 94.194 361.151 22.214

3/28/17 11:32 AM 10157.5000 87.434 269.131 278.171 94.674 361.268 22.097

3/28/17 11:34 AM 10159.5000 87.46 269.105 278.904 93.941 361.237 22.128

3/28/17 11:36 AM 10161.5000 87.422 269.143 279.02 93.825 361.208 22.157

3/28/17 11:38 AM 10163.5000 87.145 269.42 278.94 93.905 361.221 22.144

3/28/17 11:40 AM 10165.5000 87.29 269.275 280.009 92.836 361.238 22.127

3/28/17 11:42 AM 10167.5000 87.091 269.474 280.501 92.344 361.186 22.179

G ‐ 25

Date and Time

Elapsed 

Time

Newcastle Well 

No. 5     

Newcastle Well 

No. 5     

Newcastle Well 

No. 1     

Newcastle Well 

No. 1     

Newcastle Well 

No. 4     

Newcastle Well 

No. 4     

‐‐‐‐‐‐‐‐‐‐‐‐‐ (Minutes)

Pressure Head 

(Feet)

Drawdown 

(Feet)

Pressure Head 

(Feet)

Drawdown 

(Feet)

Pressure Head 

(Feet)

Drawdown 

(Feet)

3/28/17 11:44 AM 10169.5000 87.041 269.524 280.711 92.134 361.258 22.107

3/28/17 11:46 AM 10171.5000 87.106 269.459 279.972 92.873 361.201 22.164

3/28/17 11:48 AM 10173.5000 87.757 268.808 277.538 95.307 361.197 22.168

3/28/17 11:50 AM 10175.5000 87.409 269.156 279.009 93.836 361.213 22.152

3/28/17 11:52 AM 10177.5000 86.978 269.587 278.267 94.578 361.166 22.199

3/28/17 11:54 AM 10179.5000 87.589 268.976 284.538 88.307 361.167 22.198

3/28/17 11:56 AM 10181.5000 87.285 269.28 281.138 91.707 361.227 22.138

3/28/17 11:58 AM 10183.5000 87.698 268.867 277.443 95.402 361.219 22.146

3/28/17 12:00 PM 10185.5000 87.28 269.285 282.46 90.385 361.242 22.123

3/28/17 12:02 PM 10187.5000 87.84 268.725 276.212 96.633 361.239 22.126

3/28/17 12:04 PM 10189.5011 87.274 269.291 278.404 94.441 361.169 22.196

3/28/17 12:06 PM 10191.5000 87.03 269.535 280.343 92.502 361.166 22.199

3/28/17 12:08 PM 10193.5000 87.302 269.263 279.635 93.21 361.158 22.207

3/28/17 12:10 PM 10195.5000 87.393 269.172 279.104 93.741 361.21 22.155

3/28/17 12:12 PM 10197.5000 87.131 269.434 283.746 89.099 361.166 22.199

3/28/17 12:14 PM 10199.5000 87.588 268.977 279.028 93.817 361.19 22.175

End Test ‐ Start Recovery Test

G ‐ 26

Report Date: 3/28/17

Tested By: Wester‐Wetstein & Associates, Inc.

Supervised By: John Wetstein and Tim Barritt

Pump Test: Newcastle Well #5 Step Test

Virtual Hermit: HERMIT

First Data Point: 3/28/17 12:15 P.M.

Last Data Point : 3/28/18 5:36 P.M.

Monitoring Equipment: In‐Situ Level Troll 700 Data Loggers w/ 300 psi Transducers,  200 psi, Weksler gage,

  6‐inch McCrometer Flow Meter

Static Water Levels: Well No. 5 153.6 psi 354.7 ft above ground level

Well No. 1 160.6 psi 370.8 ft above ground levelWell No. 4 164.1 psi 378.9 ft above ground level

Radial Distances: Well No. 5 Flowing WellWell No. 1 935 FeetWell No. 4 1,234 Feet

Average Discharge Rate: 631 GPM

Date and Time

Recovery 

Time 

Pumping 

Time

Newcastle 

Well No. 5     

Newcastle 

Well No. 5     

Newcastle 

Well No. 1     

Newcastle Well 

No. 1     

Newcastle 

Well No. 4     

Newcastle Well 

No. 4     

‐‐‐‐‐‐‐‐‐‐‐‐‐ (Minutes) (Minutes) t/t'

Pressure Head 

(Feet)

Residual 

Drawdown 

(Feet)

Pressure Head 

(Feet)

Residual 

Drawdown 

(Feet)

Pressure Head 

(Feet)

Residual 

Drawdown 

(Feet)

3/28/2017 12:15 0.0000 10200.0000 0.0 192.042 164.523 281.067 91.778 361.167 22.198

3/28/2017 12:15 0.0042 10200.0042 2448001.0 182.468 174.097 280.981 91.864 361.154 22.211

3/28/2017 12:15 0.0083 10200.0083 1224001.0 170.618 185.947 280.354 92.491 361.117 22.248

3/28/2017 12:15 0.0125 10200.0125 816001.0 154.825 201.74 280.31 92.535 361.157 22.208

3/28/2017 12:15 0.0167 10200.0167 612001.0 145.514 211.051 280.328 92.517 361.144 22.221

3/28/2017 12:15 0.0208 10200.0208 489601.0 140.119 216.446 280.087 92.758 361.238 22.127

3/28/2017 12:15 0.0250 10200.0250 408001.0 143.829 212.736 279.864 92.981 361.097 22.268

Newcastle Well No. 5 Long‐Term Flow Recovery Test

March 28, 2017In‐Situ Level Troll 700 Recorded Data

G ‐ 27

Date and Time

Recovery 

Time 

Pumping 

Time

Newcastle 

Well No. 5     

Newcastle 

Well No. 5     

Newcastle 

Well No. 1     

Newcastle Well 

No. 1     

Newcastle 

Well No. 4     

Newcastle Well 

No. 4     

‐‐‐‐‐‐‐‐‐‐‐‐‐ (Minutes) (Minutes) t/t'

Pressure Head 

(Feet)

Residual 

Drawdown 

(Feet)

Pressure Head 

(Feet)

Residual 

Drawdown 

(Feet)

Pressure Head 

(Feet)

Residual 

Drawdown 

(Feet)

3/28/2017 12:15 0.0292 10200.0292 349715.3 152.711 203.854 279.983 92.862 361.137 22.228

3/28/2017 12:15 0.0333 10200.0333 306001.0 166.873 189.692 280.043 92.802 361.165 22.2

3/28/2017 12:15 0.0375 10200.0375 272001.0 179.719 176.846 279.755 93.09 361.246 22.119

3/28/2017 12:15 0.0417 10200.0417 244801.0 191.633 164.932 279.586 93.259 361.187 22.178

3/28/2017 12:15 0.0458 10200.0458 222546.5 196.52 160.045 279.939 92.906 361.137 22.228

3/28/2017 12:15 0.0500 10200.0500 204001.0 195.018 161.547 280.015 92.83 361.222 22.143

3/28/2017 12:15 0.0542 10200.0542 188308.7 187.832 168.733 279.927 92.918 361.215 22.15

3/28/2017 12:15 0.0583 10200.0583 174858.1 176.948 179.617 280.055 92.79 361.167 22.198

3/28/2017 12:15 0.0625 10200.0625 163201.0 166.006 190.559 280.532 92.313 361.085 22.28

3/28/2017 12:15 0.0667 10200.0667 153001.0 157.997 198.568 280.839 92.006 361.19 22.175

3/28/2017 12:15 0.0708 10200.0708 144001.0 154.947 201.618 280.664 92.181 361.22 22.145

3/28/2017 12:15 0.0750 10200.0750 136001.0 157.197 199.368 280.808 92.037 361.152 22.213

3/28/2017 12:15 0.0792 10200.0792 128843.1 165.938 190.627 281.042 91.803 361.193 22.172

3/28/2017 12:15 0.0833 10200.0833 122401.0 176.053 180.512 281.158 91.687 361.183 22.182

3/28/2017 12:15 0.0875 10200.0875 116572.4 187.673 168.892 281.014 91.831 361.122 22.243

3/28/2017 12:15 0.0917 10200.0917 111273.7 195.552 161.013 281.107 91.738 361.133 22.232

3/28/2017 12:15 0.0958 10200.0958 106435.8 199.711 156.854 281.248 91.597 361.199 22.166

3/28/2017 12:15 0.1000 10200.1000 102001.0 197.621 158.944 281.221 91.624 361.083 22.282

3/28/2017 12:15 0.1060 10200.1060 96227.4 188.013 168.552 281.288 91.557 361.135 22.23

3/28/2017 12:15 0.1120 10200.1120 91072.4 175.394 181.171 281.172 91.673 361.185 22.18

3/28/2017 12:15 0.1190 10200.1190 85715.3 166.45 190.115 280.898 91.947 361.128 22.237

3/28/2017 12:15 0.1260 10200.1260 80953.4 170.175 186.39 280.757 92.088 361.175 22.19

3/28/2017 12:15 0.1330 10200.1330 76692.7 182.745 173.82 280.458 92.387 361.138 22.227

3/28/2017 12:15 0.1410 10200.1410 72341.4 198.084 158.481 280.664 92.181 361.206 22.159

3/28/2017 12:15 0.1500 10200.1500 68001.0 200.195 156.37 280.508 92.337 361.133 22.232

3/28/2017 12:15 0.1580 10200.1580 64558.0 188.777 167.788 280.369 92.476 361.2 22.165

3/28/2017 12:15 0.1680 10200.1680 60715.3 175.848 180.717 280.455 92.39 361.172 22.193

3/28/2017 12:15 0.1780 10200.1780 57304.4 181.391 175.174 280.486 92.359 361.213 22.152

3/28/2017 12:15 0.1880 10200.1880 54256.3 197.805 158.76 280.642 92.203 361.134 22.231

G ‐ 28

Date and Time

Recovery 

Time 

Pumping 

Time

Newcastle 

Well No. 5     

Newcastle 

Well No. 5     

Newcastle 

Well No. 1     

Newcastle Well 

No. 1     

Newcastle 

Well No. 4     

Newcastle Well 

No. 4     

‐‐‐‐‐‐‐‐‐‐‐‐‐ (Minutes) (Minutes) t/t'

Pressure Head 

(Feet)

Residual 

Drawdown 

(Feet)

Pressure Head 

(Feet)

Residual 

Drawdown 

(Feet)

Pressure Head 

(Feet)

Residual 

Drawdown 

(Feet)

3/28/2017 12:15 0.1990 10200.1990 51257.3 203.462 153.103 280.895 91.95 361.167 22.198

3/28/2017 12:15 0.2110 10200.2110 48342.2 189.191 167.374 281.27 91.575 361.229 22.136

3/28/2017 12:15 0.2240 10200.2240 45536.7 184.647 171.918 281.318 91.527 361.227 22.138

3/28/2017 12:15 0.2370 10200.2370 43039.0 200.529 156.036 281.2 91.645 361.209 22.156

3/28/2017 12:15 0.2510 10200.2510 40638.5 204.177 152.388 280.872 91.973 361.261 22.104

3/28/2017 12:15 0.2660 10200.2660 38346.9 190.526 166.039 280.38 92.465 361.193 22.172

3/28/2017 12:15 0.2820 10200.2820 36171.2 198.925 157.64 279.672 93.173 361.27 22.095

3/28/2017 12:15 0.2980 10200.2980 34229.2 208.141 148.424 279.548 93.297 361.142 22.223

3/28/2017 12:15 0.3160 10200.3160 32279.5 195.989 160.576 279.665 93.18 361.219 22.146

3/28/2017 12:15 0.3350 10200.3350 30448.8 205.921 150.644 279.877 92.968 361.181 22.184

3/28/2017 12:15 0.3550 10200.3550 28733.4 206.868 149.697 280.2 92.645 361.176 22.189

3/28/2017 12:15 0.3760 10200.3760 27128.7 203.112 153.453 280.045 92.8 361.081 22.284

3/28/2017 12:15 0.3980 10200.3980 25629.1 212.741 143.824 280.624 92.221 361.133 22.232

3/28/2017 12:15 0.4220 10200.4220 24171.6 205.771 150.794 281.199 91.646 361.07 22.295

3/28/2017 12:15 0.4470 10200.4470 22819.8 214.994 141.571 281.098 91.747 361.131 22.234

3/28/2017 12:15 0.4730 10200.4730 21565.5 209.904 146.661 281.04 91.805 361.208 22.157

3/28/2017 12:15 0.5010 10200.5010 20360.3 216.371 140.194 280.839 92.006 361.215 22.15

3/28/2017 12:15 0.5310 10200.5310 19210.0 216.316 140.249 280.464 92.381 361.141 22.224

3/28/2017 12:15 0.5620 10200.5620 18150.5 215.997 140.568 280.143 92.702 361.193 22.172

3/28/2017 12:15 0.5960 10200.5960 17115.1 221.371 135.194 280.77 92.075 361.17 22.195

3/28/2017 12:15 0.6310 10200.6310 16165.8 221.463 135.102 280.494 92.351 361.238 22.127

3/28/2017 12:15 0.6680 10200.6680 15270.5 221.465 135.1 278.77 94.075 361.169 22.196

3/28/2017 12:15 0.7080 10200.7080 14407.8 223.93 132.635 280.397 92.448 361.12 22.245

3/28/2017 12:15 0.7500 10200.7500 13601.0 226.794 129.771 282.487 90.358 361.197 22.168

3/28/2017 12:15 0.7940 10200.7940 12847.3 228.772 127.793 281.127 91.718 361.24 22.125

3/28/2017 12:15 0.8410 10200.8410 12129.4 230.437 126.128 280.279 92.566 361.233 22.132

3/28/2017 12:15 0.8910 10200.8910 11448.8 232.012 124.553 279.029 93.816 361.145 22.22

3/28/2017 12:15 0.9440 10200.9440 10806.1 233.714 122.851 281.413 91.432 361.151 22.214

3/28/2017 12:16 1.0000 10201.0000 10201.0 235.145 121.42 279.554 93.291 361.158 22.207

G ‐ 29

Date and Time

Recovery 

Time 

Pumping 

Time

Newcastle 

Well No. 5     

Newcastle 

Well No. 5     

Newcastle 

Well No. 1     

Newcastle Well 

No. 1     

Newcastle 

Well No. 4     

Newcastle Well 

No. 4     

‐‐‐‐‐‐‐‐‐‐‐‐‐ (Minutes) (Minutes) t/t'

Pressure Head 

(Feet)

Residual 

Drawdown 

(Feet)

Pressure Head 

(Feet)

Residual 

Drawdown 

(Feet)

Pressure Head 

(Feet)

Residual 

Drawdown 

(Feet)

3/28/2017 12:16 1.0600 10201.0600 9623.6 236.533 120.032 283.767 89.078 361.19 22.175

3/28/2017 12:16 1.1200 10201.1200 9108.1 238.402 118.163 281.06 91.785 361.226 22.139

3/28/2017 12:16 1.1900 10201.1900 8572.4 240.329 116.236 280.843 92.002 361.13 22.235

3/28/2017 12:16 1.2600 10201.2600 8096.2 241.964 114.601 281.149 91.696 361.199 22.166

3/28/2017 12:16 1.3300 10201.3300 7670.2 243.778 112.787 281.414 91.431 361.135 22.23

3/28/2017 12:16 1.4100 10201.4100 7235.0 245.383 111.182 281.697 91.148 361.141 22.224

3/28/2017 12:16 1.5000 10201.5000 6801.0 247.257 109.308 280.498 92.347 361.199 22.166

3/28/2017 12:16 1.5800 10201.5800 6456.7 248.82 107.745 279.342 93.503 361.246 22.119

3/28/2017 12:16 1.6800 10201.6800 6072.4 250.528 106.037 279.737 93.108 361.173 22.192

3/28/2017 12:16 1.7800 10201.7800 5731.3 252.203 104.362 281.22 91.625 361.203 22.162

3/28/2017 12:16 1.8800 10201.8800 5426.5 253.883 102.682 281.59 91.255 361.068 22.297

3/28/2017 12:16 1.9900 10201.9900 5126.6 255.462 101.103 283.34 89.505 361.188 22.177

3/28/2017 12:17 2.1100 10202.1100 4835.1 256.989 99.576 282.292 90.553 361.172 22.193

3/28/2017 12:17 2.2400 10202.2400 4554.6 258.674 97.891 281.482 91.363 361.197 22.168

3/28/2017 12:17 2.3700 10202.3700 4304.8 260.233 96.332 281.249 91.596 361.23 22.135

3/28/2017 12:17 2.5100 10202.5100 4064.7 261.783 94.782 280.652 92.193 361.242 22.123

3/28/2017 12:17 2.6600 10202.6600 3835.6 263.387 93.178 280.562 92.283 361.167 22.198

3/28/2017 12:17 2.8200 10202.8200 3618.0 264.919 91.646 281.323 91.522 361.196 22.169

3/28/2017 12:17 2.9800 10202.9800 3423.8 266.336 90.229 279.801 93.044 361.216 22.149

3/28/2017 12:18 3.1600 10203.1600 3228.8 267.88 88.685 280.172 92.673 361.185 22.18

3/28/2017 12:18 3.3500 10203.3500 3045.8 269.391 87.174 280.372 92.473 361.175 22.19

3/28/2017 12:18 3.5500 10203.5500 2874.2 270.795 85.77 281.178 91.667 361.13 22.235

3/28/2017 12:18 3.7600 10203.7600 2713.8 272.289 84.276 281.027 91.818 361.126 22.239

3/28/2017 12:18 3.9800 10203.9800 2563.8 273.739 82.826 280.963 91.882 361.181 22.184

3/28/2017 12:19 4.2200 10204.2200 2418.1 275.21 81.355 279.751 93.094 361.178 22.187

3/28/2017 12:19 4.4700 10204.4700 2282.9 276.596 79.969 280.163 92.682 361.149 22.216

3/28/2017 12:19 4.7300 10204.7300 2157.4 278.127 78.438 281.993 90.852 361.168 22.197

3/28/2017 12:20 5.0100 10205.0100 2036.9 279.368 77.197 281.154 91.691 361.157 22.208

3/28/2017 12:20 5.3100 10205.3100 1921.9 280.7 75.865 280.557 92.288 361.24 22.125

G ‐ 30

Date and Time

Recovery 

Time 

Pumping 

Time

Newcastle 

Well No. 5     

Newcastle 

Well No. 5     

Newcastle 

Well No. 1     

Newcastle Well 

No. 1     

Newcastle 

Well No. 4     

Newcastle Well 

No. 4     

‐‐‐‐‐‐‐‐‐‐‐‐‐ (Minutes) (Minutes) t/t'

Pressure Head 

(Feet)

Residual 

Drawdown 

(Feet)

Pressure Head 

(Feet)

Residual 

Drawdown 

(Feet)

Pressure Head 

(Feet)

Residual 

Drawdown 

(Feet)

3/28/2017 12:20 5.6200 10205.6200 1815.9 282.118 74.447 281.341 91.504 361.245 22.12

3/28/2017 12:20 5.9600 10205.9600 1712.4 283.472 73.093 281.01 91.835 361.222 22.143

3/28/2017 12:21 6.3100 10206.3100 1617.5 284.77 71.795 277.501 95.344 361.205 22.16

3/28/2017 12:21 6.6800 10206.6800 1527.9 286.123 70.442 277.828 95.017 361.266 22.099

3/28/2017 12:22 7.0800 10207.0800 1441.7 287.419 69.146 279.849 92.996 361.218 22.147

3/28/2017 12:22 7.5000 10207.5000 1361.0 288.829 67.736 279.672 93.173 361.185 22.18

3/28/2017 12:22 7.9400 10207.9400 1285.6 289.987 66.578 279.666 93.179 361.128 22.237

3/28/2017 12:23 8.4100 10208.4100 1213.8 291.242 65.323 279.403 93.442 361.192 22.173

3/28/2017 12:23 8.9100 10208.9100 1145.8 292.617 63.948 279.439 93.406 361.168 22.197

3/28/2017 12:24 9.4400 10209.4400 1081.5 293.776 62.789 273.992 98.853 361.123 22.242

3/28/2017 12:25 10.0000 10210.0000 1021.0 295.048 61.517 280.758 92.087 361.167 22.198

3/28/2017 12:25 10.6000 10210.6000 963.3 296.31 60.255 279.778 93.067 361.144 22.221

3/28/2017 12:26 11.2000 10211.2000 911.7 297.456 59.109 278.313 94.532 361.187 22.178

3/28/2017 12:26 11.9000 10211.9000 858.1 298.574 57.991 280.844 92.001 361.253 22.112

3/28/2017 12:27 12.6000 10212.6000 810.5 299.751 56.814 279.233 93.612 361.134 22.231

3/28/2017 12:28 13.3000 10213.3000 767.9 300.65 55.915 279.736 93.109 361.228 22.137

3/28/2017 12:29 14.1000 10214.1000 724.4 302.024 54.541 281.147 91.698 361.14 22.225

3/28/2017 12:30 15.0000 10215.0000 681.0 302.945 53.62 280.676 92.169 361.2 22.165

3/28/2017 12:30 15.8000 10215.8000 646.6 304.014 52.551 283.443 89.402 361.193 22.172

3/28/2017 12:31 16.8000 10216.8000 608.1 305.086 51.479 280.294 92.551 361.169 22.196

3/28/2017 12:32 17.8000 10217.8000 574.0 306.176 50.389 281.155 91.69 361.268 22.097

3/28/2017 12:33 18.8000 10218.8000 543.6 307.149 49.416 281.762 91.083 361.208 22.157

3/28/2017 12:34 19.9000 10219.9000 513.6 308.158 48.407 280.182 92.663 361.188 22.177

3/28/2017 12:36 21.1000 10221.1000 484.4 309.046 47.519 281.303 91.542 361.289 22.076

3/28/2017 12:37 22.4000 10222.4000 456.4 309.977 46.588 282.625 90.22 361.272 22.093

3/28/2017 12:38 23.7000 10223.7000 431.4 310.971 45.594 280.616 92.229 361.299 22.066

3/28/2017 12:40 25.1000 10225.1000 407.4 311.761 44.804 279.68 93.165 361.271 22.094

3/28/2017 12:41 26.6000 10226.6000 384.5 312.65 43.915 280.583 92.262 361.331 22.034

3/28/2017 12:43 28.2000 10228.2000 362.7 313.54 43.025 280.84 92.005 361.32 22.045

G ‐ 31

Date and Time

Recovery 

Time 

Pumping 

Time

Newcastle 

Well No. 5     

Newcastle 

Well No. 5     

Newcastle 

Well No. 1     

Newcastle Well 

No. 1     

Newcastle 

Well No. 4     

Newcastle Well 

No. 4     

‐‐‐‐‐‐‐‐‐‐‐‐‐ (Minutes) (Minutes) t/t'

Pressure Head 

(Feet)

Residual 

Drawdown 

(Feet)

Pressure Head 

(Feet)

Residual 

Drawdown 

(Feet)

Pressure Head 

(Feet)

Residual 

Drawdown 

(Feet)

3/28/2017 12:44 29.8000 10229.8000 343.3 314.237 42.328 279.686 93.159 361.347 22.018

3/28/2017 12:46 31.6000 10231.6000 323.8 315.069 41.496 280.388 92.457 361.309 22.056

3/28/2017 12:48 33.5000 10233.5000 305.5 315.839 40.726 279.631 93.214 361.418 21.947

3/28/2017 12:50 35.5000 10235.5000 288.3 316.73 39.835 285.342 87.503 361.359 22.006

3/28/2017 12:52 37.5000 10237.5000 273.0 317.386 39.179 281.436 91.409 361.407 21.958

3/28/2017 12:54 39.5000 10239.5000 259.2 317.941 38.624 281.149 91.696 361.444 21.921

3/28/2017 12:56 41.5000 10241.5000 246.8 318.643 37.922 281.676 91.169 361.545 21.82

3/28/2017 12:58 43.5000 10243.5000 235.5 319.204 37.361 280.675 92.17 361.518 21.847

3/28/2017 13:00 45.5000 10245.5000 225.2 319.695 36.87 280.222 92.623 361.503 21.862

3/28/2017 13:02 47.5000 10247.5000 215.7 320.236 36.329 280.056 92.789 361.576 21.789

3/28/2017 13:04 49.5000 10249.5000 207.1 320.66 35.905 280.885 91.96 361.545 21.82

3/28/2017 13:06 51.5000 10251.5000 199.1 321.128 35.437 280.347 92.498 361.612 21.753

3/28/2017 13:08 53.5000 10253.5000 191.7 321.497 35.068 280.252 92.593 361.672 21.693

3/28/2017 13:10 55.5000 10255.5000 184.8 321.827 34.738 282.344 90.501 361.627 21.738

3/28/2017 13:12 57.5000 10257.5000 178.4 322.271 34.294 280.634 92.211 361.67 21.695

3/28/2017 13:14 59.5000 10259.5000 172.4 322.598 33.967 280.729 92.116 361.733 21.632

3/28/2017 13:16 61.5000 10261.5000 166.9 322.881 33.684 279.227 93.618 361.698 21.667

3/28/2017 13:18 63.5000 10263.5000 161.6 323.345 33.22 282.653 90.192 361.671 21.694

3/28/2017 13:20 65.5000 10265.5000 156.7 323.643 32.922 280.703 92.142 361.749 21.616

3/28/2017 13:22 67.5000 10267.5000 152.1 323.899 32.666 279.5 93.345 361.855 21.51

3/28/2017 13:24 69.5000 10269.5000 147.8 324.193 32.372 277.9 94.945 361.853 21.512

3/28/2017 13:26 71.5000 10271.5000 143.7 324.502 32.063 281.03 91.815 361.977 21.388

3/28/2017 13:28 73.5000 10273.5000 139.8 324.758 31.807 282.327 90.518 361.949 21.416

3/28/2017 13:30 75.5000 10275.5000 136.1 324.904 31.661 281.573 91.272 361.966 21.399

3/28/2017 13:32 77.5000 10277.5000 132.6 325.303 31.262 281.908 90.937 362.003 21.362

3/28/2017 13:34 79.5000 10279.5000 129.3 325.458 31.107 278.83 94.015 362.03 21.335

3/28/2017 13:36 81.5000 10281.5000 126.2 325.622 30.943 279.994 92.851 362.072 21.293

3/28/2017 13:38 83.5000 10283.5000 123.2 325.861 30.704 279.404 93.441 362.137 21.228

3/28/2017 13:40 85.5000 10285.5000 120.3 326.129 30.436 280.29 92.555 362.146 21.219

G ‐ 32

Date and Time

Recovery 

Time 

Pumping 

Time

Newcastle 

Well No. 5     

Newcastle 

Well No. 5     

Newcastle 

Well No. 1     

Newcastle Well 

No. 1     

Newcastle 

Well No. 4     

Newcastle Well 

No. 4     

‐‐‐‐‐‐‐‐‐‐‐‐‐ (Minutes) (Minutes) t/t'

Pressure Head 

(Feet)

Residual 

Drawdown 

(Feet)

Pressure Head 

(Feet)

Residual 

Drawdown 

(Feet)

Pressure Head 

(Feet)

Residual 

Drawdown 

(Feet)

3/28/2017 13:42 87.5000 10287.5000 117.6 326.357 30.208 281.279 91.566 362.116 21.249

3/28/2017 13:44 89.5000 10289.5000 115.0 326.478 30.087 280.214 92.631 362.174 21.191

3/28/2017 13:46 91.5000 10291.5000 112.5 326.714 29.851 281.192 91.653 362.245 21.12

3/28/2017 13:48 93.5000 10293.5000 110.1 326.927 29.638 281.92 90.925 362.289 21.076

3/28/2017 13:50 95.5000 10295.5000 107.8 327.111 29.454 281.001 91.844 362.343 21.022

3/28/2017 13:52 97.5000 10297.5000 105.6 327.308 29.257 280.279 92.566 362.457 20.908

3/28/2017 13:54 99.5000 10299.5000 103.5 327.438 29.127 280.949 91.896 362.422 20.943

3/28/2017 13:56 101.5000 10301.5000 101.5 327.669 28.896 280.597 92.248 362.37 20.995

3/28/2017 13:58 103.5000 10303.5000 99.6 327.721 28.844 281.741 91.104 362.458 20.907

3/28/2017 14:00 105.5000 10305.5000 97.7 327.964 28.601 281.52 91.325 362.491 20.874

3/28/2017 14:02 107.5000 10307.5000 95.9 328.124 28.441 281.895 90.95 362.486 20.879

3/28/2017 14:04 109.5000 10309.5000 94.2 328.205 28.36 282.426 90.419 362.486 20.879

3/28/2017 14:06 111.5000 10311.5000 92.5 328.408 28.157 281.58 91.265 362.52 20.845

3/28/2017 14:08 113.5000 10313.5000 90.9 328.536 28.029 281.814 91.031 362.598 20.767

3/28/2017 14:10 115.5000 10315.5000 89.3 328.676 27.889 279.944 92.901 362.583 20.782

3/28/2017 14:12 117.5000 10317.5000 87.8 328.826 27.739 277.938 94.907 362.735 20.63

3/28/2017 14:14 119.5000 10319.5000 86.4 328.985 27.58 281.608 91.237 362.668 20.697

3/28/2017 14:16 121.5000 10321.5000 85.0 329.097 27.468 281.173 91.672 362.736 20.629

3/28/2017 14:18 123.5000 10323.5000 83.6 329.233 27.332 280.906 91.939 362.773 20.592

3/28/2017 14:20 125.5000 10325.5000 82.3 329.342 27.223 283.225 89.62 362.803 20.562

3/28/2017 14:22 127.5000 10327.5000 81.0 329.456 27.109 281.329 91.516 362.924 20.441

3/28/2017 14:24 129.5000 10329.5000 79.8 329.646 26.919 277.812 95.033 362.918 20.447

3/28/2017 14:26 131.5000 10331.5000 78.6 329.668 26.897 284.851 87.994 362.909 20.456

3/28/2017 14:28 133.5000 10333.5000 77.4 329.847 26.718 280.007 92.838 362.918 20.447

3/28/2017 14:30 135.5000 10335.5000 76.3 329.984 26.581 280.257 92.588 362.934 20.431

3/28/2017 14:32 137.5000 10337.5000 75.2 330.063 26.502 281.084 91.761 362.995 20.37

3/28/2017 14:34 139.5000 10339.5000 74.1 330.146 26.419 279.714 93.131 363.031 20.334

3/28/2017 14:36 141.5000 10341.5000 73.1 330.26 26.305 281.085 91.76 363.15 20.215

3/28/2017 14:38 143.5000 10343.5000 72.1 330.366 26.199 283.512 89.333 363.123 20.242

G ‐ 33

Date and Time

Recovery 

Time 

Pumping 

Time

Newcastle 

Well No. 5     

Newcastle 

Well No. 5     

Newcastle 

Well No. 1     

Newcastle Well 

No. 1     

Newcastle 

Well No. 4     

Newcastle Well 

No. 4     

‐‐‐‐‐‐‐‐‐‐‐‐‐ (Minutes) (Minutes) t/t'

Pressure Head 

(Feet)

Residual 

Drawdown 

(Feet)

Pressure Head 

(Feet)

Residual 

Drawdown 

(Feet)

Pressure Head 

(Feet)

Residual 

Drawdown 

(Feet)

3/28/2017 14:40 145.5000 10345.5000 71.1 330.52 26.045 283.339 89.506 363.157 20.208

3/28/2017 14:42 147.5000 10347.5000 70.2 330.559 26.006 283.37 89.475 363.187 20.178

3/28/2017 14:44 149.5000 10349.5000 69.2 330.694 25.871 282.603 90.242 363.256 20.109

3/28/2017 14:46 151.5000 10351.5000 68.3 330.803 25.762 279.421 93.424 363.292 20.073

3/28/2017 14:48 153.5000 10353.5000 67.4 330.815 25.75 280.196 92.649 363.28 20.085

3/28/2017 14:50 155.5000 10355.5000 66.6 330.984 25.581 281.178 91.667 363.312 20.053

3/28/2017 14:52 157.5000 10357.5000 65.8 331.065 25.5 280.289 92.556 363.347 20.018

3/28/2017 14:54 159.5000 10359.5000 64.9 331.102 25.463 280.964 91.881 363.374 19.991

3/28/2017 14:56 161.5000 10361.5000 64.2 331.22 25.345 282.631 90.214 363.363 20.002

3/28/2017 14:58 163.5000 10363.5000 63.4 331.294 25.271 280.9 91.945 363.539 19.826

3/28/2017 15:00 165.5000 10365.5000 62.6 331.419 25.146 281.924 90.921 363.483 19.882

3/28/2017 15:02 167.5000 10367.5000 61.9 331.458 25.107 281.335 91.51 363.62 19.745

3/28/2017 15:04 169.5000 10369.5000 61.2 331.497 25.068 280.012 92.833 363.533 19.832

3/28/2017 15:06 171.5000 10371.5000 60.5 331.572 24.993 279.896 92.949 363.628 19.737

3/28/2017 15:08 173.5000 10373.5000 59.8 331.632 24.933 280.862 91.983 363.657 19.708

3/28/2017 15:10 175.5000 10375.5000 59.1 331.745 24.82 280.522 92.323 363.647 19.718

3/28/2017 15:12 177.5000 10377.5000 58.5 331.845 24.72 280.843 92.002 363.618 19.747

3/28/2017 15:14 179.5000 10379.5000 57.8 331.941 24.624 283.186 89.659 363.729 19.636

3/28/2017 15:16 181.5000 10381.5000 57.2 331.965 24.6 282.879 89.966 363.782 19.583

3/28/2017 15:18 183.5000 10383.5000 56.6 332.03 24.535 281.79 91.055 363.75 19.615

3/28/2017 15:20 185.5000 10385.5000 56.0 332.097 24.468 282.861 89.984 363.887 19.478

3/28/2017 15:22 187.5000 10387.5000 55.4 332.166 24.399 281.796 91.049 363.835 19.53

3/28/2017 15:24 189.5000 10389.5000 54.8 332.25 24.315 280.123 92.722 363.828 19.537

3/28/2017 15:26 191.5000 10391.5000 54.3 332.343 24.222 280.666 92.179 363.932 19.433

3/28/2017 15:28 193.5000 10393.5000 53.7 332.308 24.257 279.201 93.644 363.932 19.433

3/28/2017 15:30 195.5000 10395.5000 53.2 332.377 24.188 280.949 91.896 364.025 19.34

3/28/2017 15:32 197.5000 10397.5000 52.6 332.442 24.123 281.055 91.79 364.088 19.277

3/28/2017 15:34 199.5000 10399.5000 52.1 332.525 24.04 280.571 92.274 364.043 19.322

3/28/2017 15:36 201.5000 10401.5000 51.6 332.602 23.963 282.159 90.686 364.099 19.266

G ‐ 34

Date and Time

Recovery 

Time 

Pumping 

Time

Newcastle 

Well No. 5     

Newcastle 

Well No. 5     

Newcastle 

Well No. 1     

Newcastle Well 

No. 1     

Newcastle 

Well No. 4     

Newcastle Well 

No. 4     

‐‐‐‐‐‐‐‐‐‐‐‐‐ (Minutes) (Minutes) t/t'

Pressure Head 

(Feet)

Residual 

Drawdown 

(Feet)

Pressure Head 

(Feet)

Residual 

Drawdown 

(Feet)

Pressure Head 

(Feet)

Residual 

Drawdown 

(Feet)

3/28/2017 15:38 203.5000 10403.5000 51.1 332.636 23.929 282.267 90.578 364.128 19.237

3/28/2017 15:40 205.5000 10405.5000 50.6 332.696 23.869 280.46 92.385 364.158 19.207

3/28/2017 15:42 207.5000 10407.5000 50.2 332.776 23.789 281.408 91.437 364.17 19.195

3/28/2017 15:44 209.5000 10409.5000 49.7 332.789 23.776 279.292 93.553 364.304 19.061

3/28/2017 15:46 211.5000 10411.5000 49.2 332.904 23.661 280.319 92.526 364.233 19.132

3/28/2017 15:48 213.5000 10413.5000 48.8 332.893 23.672 281.613 91.232 364.246 19.119

3/28/2017 15:50 215.5000 10415.5000 48.3 332.942 23.623 280.776 92.069 364.327 19.038

3/28/2017 15:52 217.5000 10417.5000 47.9 333.01 23.555 282.455 90.39 364.326 19.039

3/28/2017 15:54 219.5000 10419.5000 47.5 333.084 23.481 282.011 90.834 364.32 19.045

3/28/2017 15:56 221.5000 10421.5000 47.0 333.121 23.444 282.298 90.547 364.489 18.876

3/28/2017 15:58 223.5000 10423.5000 46.6 333.188 23.377 282.788 90.057 364.407 18.958

3/28/2017 16:00 225.5000 10425.5000 46.2 333.143 23.422 281.931 90.914 364.456 18.909

3/28/2017 16:02 227.5000 10427.5000 45.8 333.292 23.273 281.2 91.645 364.479 18.886

3/28/2017 16:04 229.5000 10429.5000 45.4 333.302 23.263 280.537 92.308 364.526 18.839

3/28/2017 16:06 231.5000 10431.5000 45.1 333.418 23.147 280.766 92.079 364.471 18.894

3/28/2017 16:08 233.5000 10433.5000 44.7 333.429 23.136 287.005 85.84 364.533 18.832

3/28/2017 16:10 235.5000 10435.5000 44.3 333.439 23.126 282.086 90.759 364.57 18.795

3/28/2017 16:12 237.5000 10437.5000 43.9 333.455 23.11 282.698 90.147 364.616 18.749

3/28/2017 16:14 239.5000 10439.5000 43.6 333.489 23.076 282.653 90.192 364.656 18.709

3/28/2017 16:16 241.5000 10441.5000 43.2 333.625 22.94 282.28 90.565 364.692 18.673

3/28/2017 16:18 243.5000 10443.5000 42.9 333.568 22.997 280.348 92.497 364.725 18.64

3/28/2017 16:20 245.5000 10445.5000 42.5 333.634 22.931 280.95 91.895 364.742 18.623

3/28/2017 16:22 247.5000 10447.5000 42.2 333.808 22.757 281.215 91.63 364.792 18.573

3/28/2017 16:24 249.5000 10449.5000 41.9 333.681 22.884 280.687 92.158 364.858 18.507

3/28/2017 16:26 251.5000 10451.5000 41.6 333.802 22.763 281.203 91.642 364.865 18.5

3/28/2017 16:28 253.5000 10453.5000 41.2 333.756 22.809 282.38 90.465 364.878 18.487

3/28/2017 16:30 255.5000 10455.5000 40.9 333.822 22.743 283.156 89.689 364.882 18.483

3/28/2017 16:32 257.5000 10457.5000 40.6 333.906 22.659 282.044 90.801 364.975 18.39

3/28/2017 16:34 259.5000 10459.5000 40.3 333.828 22.737 282.261 90.584 364.933 18.432

G ‐ 35

Date and Time

Recovery 

Time 

Pumping 

Time

Newcastle 

Well No. 5     

Newcastle 

Well No. 5     

Newcastle 

Well No. 1     

Newcastle Well 

No. 1     

Newcastle 

Well No. 4     

Newcastle Well 

No. 4     

‐‐‐‐‐‐‐‐‐‐‐‐‐ (Minutes) (Minutes) t/t'

Pressure Head 

(Feet)

Residual 

Drawdown 

(Feet)

Pressure Head 

(Feet)

Residual 

Drawdown 

(Feet)

Pressure Head 

(Feet)

Residual 

Drawdown 

(Feet)

3/28/2017 16:36 261.5000 10461.5000 40.0 333.944 22.621 280.626 92.219 364.993 18.372

3/28/2017 16:38 263.5000 10463.5000 39.7 334.029 22.536 280.297 92.548 365.049 18.316

3/28/2017 16:40 265.5000 10465.5000 39.4 280.292 92.553 365.074 18.291

3/28/2017 16:42 267.5000 10467.5000 39.1 281.497 91.348 365.045 18.32

3/28/2017 16:44 269.5000 10469.5000 38.8 280.578 92.267 365.121 18.244

3/28/2017 16:46 271.5000 10471.5000 38.6 281.313 91.532 365.106 18.259

3/28/2017 16:48 273.5000 10473.5000 38.3 281.823 91.022 365.099 18.266

3/28/2017 16:50 275.5000 10475.5000 38.0 282.471 90.374 365.224 18.141

3/28/2017 16:52 277.5000 10477.5000 37.8 283.454 89.391 365.186 18.179

3/28/2017 16:54 279.5000 10479.5000 37.5 280.339 92.506 365.217 18.148

3/28/2017 16:56 281.5000 10481.5000 37.2 280.647 92.198 365.18 18.185

3/28/2017 16:58 283.5000 10483.5000 37.0 280.829 92.016 365.33 18.035

3/28/2017 17:00 285.5000 10485.5000 36.7 280.887 91.958 365.34 18.025

3/28/2017 17:02 287.5000 10487.5000 36.5 281.328 91.517 365.358 18.007

3/28/2017 17:04 289.5000 10489.5000 36.2 282.319 90.526 365.317 18.048

3/28/2017 17:06 291.5000 10491.5000 36.0 281.723 91.122 365.414 17.951

3/28/2017 17:08 293.5000 10493.5000 35.8 365.363 18.002

3/28/2017 17:10 295.5000 10495.5000 35.5 365.473 17.892

3/28/2017 17:12 297.5000 10497.5000 35.3 365.366 17.999

3/28/2017 17:14 299.5000 10499.5000 35.1 365.501 17.864

3/28/2017 17:16 301.5000 10501.5000 34.8 365.479 17.886

3/28/2017 17:18 303.5000 10503.5000 34.6 365.576 17.789

3/28/2017 17:20 305.5000 10505.5000 34.4 365.555 17.81

3/28/2017 17:22 307.5000 10507.5000 34.2 365.542 17.823

3/28/2017 17:24 309.5000 10509.5000 34.0 365.53 17.835

3/28/2017 17:26 311.5000 10511.5000 33.7 365.585 17.78

3/28/2017 17:28 313.5000 10513.5000 33.5 365.666 17.699

3/28/2017 17:30 315.5000 10515.5000 33.3 365.674 17.691

3/28/2017 17:32 317.5000 10517.5000 33.1 365.601 17.764

G ‐ 36

Date and Time

Recovery 

Time 

Pumping 

Time

Newcastle 

Well No. 5     

Newcastle 

Well No. 5     

Newcastle 

Well No. 1     

Newcastle Well 

No. 1     

Newcastle 

Well No. 4     

Newcastle Well 

No. 4     

‐‐‐‐‐‐‐‐‐‐‐‐‐ (Minutes) (Minutes) t/t'

Pressure Head 

(Feet)

Residual 

Drawdown 

(Feet)

Pressure Head 

(Feet)

Residual 

Drawdown 

(Feet)

Pressure Head 

(Feet)

Residual 

Drawdown 

(Feet)

3/28/2017 17:34 319.5000 10519.5000 32.9 365.679 17.686

3/28/2017 17:36 321.5000 10521.5000 32.7 365.679 17.686

G ‐ 37

WELL TEST

Date .•. ).: /--.0.-. 1 -:?. . . . . . . . . . . . . . . . . Tested by .......................... .

We 1 L. Y1J ~~S-€17. Y; •••• , ~....... Supervised by l7>. .. J.0 ........... . Pumping Equipment ........ _f{ ~ .. r: .I.~~ •.................. , .................. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . " ..... .

4- '! • r , <1-e ~ Measuring Device ......... ~ .• ~ .... ~H- !l?.~ .. --: .~ .. ~ .~ ....................... .

Time

.s9'"c.-fi I r!{ ~ ~. . .

/."!?3.c . )" f . ·. l .74

LV e-u.. H {-1*-<)

Deftho-t~ Water

· 1:r-a . ~ ......... ) .... .... /.~ .... . .... 1 h .... .

;.f- . 14-2..+ . . . . .. . . . ....... • ..... .

. . .. ~J .

. . . . fB. 13:-,-) . . . . .. . .

I • J ,4; :J~.

s r[-{J J-. .1.t.·.).r . . J f:.'JJ

.. J~J7

.. tf;~) 10~ ' ....... . /'t:-3b . . . . . . .

I 4-'"1--. . . . . . . . . . . . . . . •••• .I .'ti.'.<. .. ...•.. 1.+.1 ...•.

• • • • • • J. 4-Y. ... . . .. . . .t .4-~ . :-:

....... ! !J. ... /f b . . . . . , ....... . 10( . . . . . . . . . . . . . .

....... . 'P.k> .. 10{. / ....•....... 'J .

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Inches on Manometer or Meter

' , ...... .

Discharge

/Du ;o() ' .... ' ..... /0 () ........ ' .

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Remarks

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wt+(?~~ 11m! Deoth to Water

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Well Test Data

Maaometer or Meter

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............... 700 ·····;qd;··?' --.___ ; o0 . .••••......... ..............

.....•.........

ANDERSON & KELLY Consultants in Engineering and Geology

Remarks T ~~% flJ. 7. 0 7 C 9D < •••·····•···••··••••··•·•· ·

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ANDERSON &::: KELLY ConsUitanu in Engineering and Geology

Bem•rks

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Well Test Data

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ANDERSON &: KELLY Consultants in Engineeriiil and Geology

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WELL TEST

3 -~1 - 1( Date . ..... . .... . Tested

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WELL TEST

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Remarks

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Consultants in Engineering and Geology

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I . - OCT ·2 9 2015

FORMU.W.5 Rev. 9/09 STATE OF WYOMING FILING FEE SCHEDULE ON REVERSE SIDE

OFFICE OF THE STATE ENGINEER HERSCHLER BLDG., 4-E CHEYENNE, WYOMING 82002

-

(307) 777-6163

APPLICATION FOR PERMIT TO APPROPRIATE GROUND WATER APPLICATION FOR WELLS AND SPRINGS

Note: Only springs flowing 25 gallons per minute or less, where the proposed use Is Domestic end/or Stock Watering, will be considered as ground weter appropriations; 1 .I 0 "

FOR OFFICE USE ONLY Temporary Filing No. u.w. t.Jy- ~- Oc::. u

PERMIT NO. U.W. 2 Q 4 8 ? 2 NOTE: Do not fold thla lorm. UM typewriter or print neatly z \ with black Ink.

WATER DIVISION NO.- DISTRICT ALL ITEMS MUST BE COMPLETED BEFORE u.w. DISTRICT tkwU"Ht. 6n>w w-Js,c APPLICATION IS ACCEPTABLE

NAME AND NUMBER OF WELL or SPRING _ _.N....._ew...._ca.,.s .. rl .. e_W ....... e..,ll_.N"'o ........ S....._ _______________ _

1. Name of eppllcant(s) City of Newcastle, Wyoming and Wyoming Water Development Commtmon

Phone 307-777. 7626

2. Address of appllcant(s) 6920 Ycllowtail Road Cheyenne WY 82002 (MAILING ADDRESS) (CITY) (STATE) (ZIP)

3. Name & address of agent to receive correspondence and notices Wester-Wetstein & Assoc., c/o John Welstcin

P.O. Box 2202 1 Laramie WY 82073 Phone 307-742-9220 (MAILING ADDRESS) (CITY) (STATE) (ZIP)

and Wyoming Water Development Commission, c/o Kevin Boyce, 6920 Yellowtail Rd., Cheyenne, WY 82002 4. Use to which the water will be applled Phone: 307-777-7626

D Domestic

D Stock Watering

D Irrigation

D Municipal

D Industrial

D Miscellaneous

D Coalbed Methane

Use of water In 3 single family dwellings or less, noncommercial watering of lawns end gardens totallng one acre or less. Number of houses served?--.

Normal livestock use at lour tanks or less within one mile of well or spring. Stock-watering pipelines and commercial feedlots are a Miscellaneous use. Number of stock tanks?_.

Watering of any lands for agricultural purposes not covered by the definition of domestic use (large· scale lawn watering of golf courses. cemeteries, recreation areas. etc., are Miscellaneous uses).

Use of water in Incorporated Towns and Cities. Note 1: use of water in unincorporated towns, sub· divisions, improvement districts, mobile home parks, etc. are Miscellaneous uses. Note 2: a permit may be required by the Wyoming Department of Environmental Quality (WDEQ) II the well will be classified as a public water supply under the WDEQ's rules and regulations.

Long term use of water for Iha manufacture of a product or production of olVgas or other minerals (oil field water flood operations, power plant water supply, etc.). (Describe In REMARKS)

Any use of water not defined under previous definitions such as stock-watering pipelines, subdivisions, mine dewaterlng, mlneraVoll exploration drilling, potable supplies In office, etc. (Describe In REMARKS). Note: a permit may be required by the WDEQ II the well will be classlfled as a public water supply under the WDEQ's rules and regulations.

Water produced In the production ol coal bed methane gas. Note: wells used In the production of coal bed methane gas wiU require a permit from the Wyoming Oil and Gas Conservation Commission.

0 Monitor, Observation Note: a WDEQ permtt may be required. !Kl Test Well (Describe In REMARKS)

5. Location of the well or spring: (NOTE: Quarter-quarter (40 acre subdivision) MUST be shown. EXAMPLE: SE 11 4 NW 1 / 4 of Sec. 12, Township 14 North, Range ~SJ:l~~-lo-JO-~ Dtfi .~. -~""~ IH•·l."''9 ~

Greel1 Wclo, pv..-.•c:o~ 114--5.fi._ 1/4 ol Sec._]Q_ , T . ..12.... N .. A. 61 W. of the 6th P.M. (W.R.M.), Wyoming. II located in a platted subdivision, also provide LoVTract _Block_ of the ____________ _ Subdivision (or Add'n) ol . Resurvey Location: Tract ___ , (or Lot)-----

6. Estimated depth of the well or spring Is _ _.,2,..95""0.._ __ ft. Estimated production Interval Is 2500 ft. to 2950 ft.

7. (a) MAXIMUM Instantaneous flow of water to be developed and beneficially used: NA - Test Well gallons per minute. NOTE: II for Domestic and/or Stock-watering use, this application will be processed for a maximum of 25 gallons per minute. For a spring, alter approval ol this application, some type of artificial diversion or Improvement must be constructed to qualify for a water right.

(b) MAXIMUM volumetric quantity of water to be developed and beneficially used per calendar year: NA - Test Well Circle appropriate units: (Gallons) (Acre Feet) NOTE: A lour person family utilizes approximately one (1) acre-loot of water per year or 325,000 gallons.

8. Mark the point(s) or area(s) of use In the tabulation box below. Note: Upper row refers to the quarter of the section. Next row refers to the quarter of the quarter sectlon.

TABULATION BOX <?\\ \"'t" ~

TWP RNG SEC NE~ NW~ SW~. -- SEV, TOlAL NEV, NWV. SW11, SE~, NEV. NW~, sw~. SE~. N~· • \ ISE''• NE~, NW~, :>WV. 1:.1:v.

- --- i--__ ...... - 204822 SEE REVERSE SIDE 1471 22

Permit No. U.W. ----------------- Book No.-------- Page No. ------

9. II for Irrigation use: a. Describe MAXIMUM acreage to be irrigated In each 40 acre subdivision In the tabulation box above. b. O Land will be Irrigated from this well only. c. O Land is irrigated from existing water right(&) with water from this well to be additional supply. Describe existing water rlght(s)

under REMARKS.

10. If for lnigatlon use, describe method of Irrigation, i.e. center pivot sprinkler, flood, etc.: ______________ _

11. The well or spring is to be constructed on lands owned by Horton Family Partnership (The granting of a permit does not constitute the granting of a right-of-way. II any easement or right-of-way is necessary In connection with this application, II should be understood that the responsibility is the applicant's. A copy of the agreement should accompany this application, If the land is privately owned and the owner is not the co-applicant.)

12. The water Is to be used on lands owned by __ .._N,..A.._-_,T,,,,e.,.s:>..t ..:;W.1,-"'el,,,I ___________________ _

(II the landowner is not the eppllcent, a copy of the agreement relating to the usage of the appropriated water on the land should be submitted to this office. If the landowner Is included as co-applicant on the application, this procedure need not be followed.) NOTE: Water rights attach to the area(s) and/or poinl(s) of use.

REMARKS: This well will he drU!ed under a test well permit as part ofa Wyoming Water Deyelopmcnt

Commission Level II project for the City of Newcastle. If the well is successful this permit will he cancelled

and a new Permit lo Appropriate Groundwater filed for this well as a Municipal water well.

Under penalties of perjury, I declare that I have examined this application and to the best of my knowledge and belief II ls true, correct and complete.

October28 Date

THE LEGALLY REQUIRED FILING FEE MUST ACCOMPANY THIS APPLICATION I

DOMESTIC ANO/OR STOCK WATERING USES (DomesHc use Is defined as use of water In 3 single family dwelllngs or lesa, noncommercial watering'ol lawns and gardens totalling one acre or lesa.)

COAL BED METHANE USE

IRRIGATION, MUNICIPAL, INDUSTRIAL, ANO MISCELLANEOUS USES

MONITOR (For water level measurements or chemical quality sampling) or TEST WELL USES

$50.00

$50.00

$75.00 e IF WELL WILL SERVE MULilPLE USES, SUBMIT ONLY ONE (THE HIGHER) FILING FEE.

THIS SECTION IS NOT TO BE FILLED IN BY APPLICANT

THE STATE OF WYOMING ) ) SS.

STATE ENGINEER'S OFFICE ).:") "*1 A This instrument WJ!S received and f~1for record on the __ ... .::£! ________ day of udt:>ber

20 I~ , at (0 ·. SLJ o'clock M.

204a22 c~~~ ~ ---r6f'State Engineer

Permit No. U.W.

'20.ll...._

,A.O.

THIS IS TO CERTIFY that I have examined the foregoing application and do hereby grant the same subject to the following limitations and conditions: This application Is approved subject to the condition that the proposed use shall not Interfere with any existing rights to ground water from the same source of supply and is subject lo regulation and corrajatlon with surface water rights, ii the ground and surface waters are interconnected. The use of water hereunder is subject lo the further provisions of Chapter 169, Session Laws of Wyoming, 1957, and any subsequent amendments thereto. Granting of a permit does not guarantee the right to have the water level or artesian pressure in the well maintained at any specific level. The well should be constructed to a depth adequate to allow for the maximum development and beneficial use of ground water In the source of supply. II the well is a Rowing artesian well. it shall be so constructed and equipped that the Row may be shut off when not In use without loss of water into sub-surface formations or at the land surface.

c~N8~Brflfs ~~8W!l <ifWJt1~!fl-~ttRffl'a'i!\1/38hATus SHEET. This application is for test purposes only; no water will be beneficially used. The approval of this test well permit does NOT OBLIGATE the State Engineer to approve the permanent production well permit, This permit will be automatically cancelled on December 31, 2016 or upon receipt of an acceptable Statement of Completion. PROOF OF APPROPRIATION ANO BENEFICIAL

AM$lJlKf 1MiQflf!malfllil'.li#l)t dlMdPl'88 as'l~thA;&e'itCJIHbl'il?Ot!JMYti\ltl WIJ&fbl%fifle proposed well or spring. A Statement of Completion must be flied within thirty (30) days of completion of construction, Including pump installation.

Completion of construction aRll aaM11ialieR el Iha llaRa~eial 11ea al 0 ater for the purposes specified In Item 4 of this application will be made by December 31 , 20...11&..

lhe 8ffl911RI el e1111re11fiatieA shall be ilfflilell le the quaAlily le whiel:t peFmillee le eRtillell as lleterMIAell at ll111e el 11reel el a1111HealieR el 11a1er le beAefieial 11ee1

204822 PERMIT NO. u.w. __________ _ T.f: N11. U. IV. 44-4-1111/J

PERMIT ST ATVS

Priority Date: October 29, 2015 Approval Date: NOV 1 9 2015

CONDITIONS AND LIMITATIONS:

If this well is completed as a production well:

1. This well will be completed for production of waler from the Madison Formation. The applicant must obtain wriuen consent from the State Engineer before completing in any other geologic formation(s).

2. This well will ' be cemented from the top of the Madison Formation lo the land surface to eliminate the commingling of groundwater from overlying aquifers.

3. A tlow control structure must be installed, maintained. and operated in such a manner a~ to prevent the uncontrolled tlow of water from this well.

4. The State Engineer may, upon written request, waive or modify all or any portion of these conditions and limitations.

7lrt1t:h-1 b,y I q -zD/ 5 Dale of Approvnl 1

L SCANNED NOV Z 3 2015

FOAMU.W.6 Aev.1/07 STATE OF WYOMING

OFFICE OF THE STATE ENGINEER HERSCHLER BLDG., 4-E

CHEYENNE, WYOMING 82002

(307) 777-6163 STATEMENT OF COMPLETION AND DESCRIPTION OF WELL OR SPRING

NOTE: Do not fold this form. Use typewriter or print neatly with black pen.

PERMIT NO. U.W. _ __,2=0....,4=8=22=---- NAME OF WELUSPRING NEWCASTLE WELL NO. 5

1. NAME OF OWNER CITY OF NEWCASTLE, WYOMING AND WYOMING WATER DEV. COMMISSION

2 ADDRESS Wyoming Water Development Commission. 6920 Yellowtail Road 0 Please check W alldress has changed !rem that shown on permit

City Cheyenne State Wyoming Zip Code 82002 Phone No. 307-777-7626

3. USE OF WATER 0 Domestic 0 Stock Watering 0 Irrigation 0 Municipal 0 Industrial 0 Miscellaneous !XI Monitor or Test 0 Coal Bed Methane Explain proposed use (Example: One single family dwelling) ---------

4. LOCATION OF WELLJSPRING _s:tL 1/4 __filL_ 1/4 of Section _lQ__ T, --4.5.._N.,R.--6.LW., of the 6th P.M. (or W.R.M.)

Subdivision Name Lot Block _____ _

Resurvey Location Tract or Lot Datum 0 NAD27 0 NAD83 --------

Geographic Coordinates: Latitude 43° 51' 41 4" N Longitude 104° 12' 24.54" W (degrees, minutes, seconds)

UTM: Zone Northing Easting (meters)

State Plane Coordinates: Zone Northing Easting (feet)

Land surface elevation (ft. above mean sea level) 4 361 Datum !:» NAVD29 0 NAVD88

Source !XI GPS 0 Map 0 Survey 0 Unkown 0 Other 0 Altimeter (for elevation only)

5. TYPE OF CONSTRUCTION !Xl Drilled Direct Rotary 0 Dug 0 Driven 0 Other

Describe _____________________________________ _

6. CONSTRUCTION Total depth of welVspring 2.915 fl.

Depth of static water level ± 354.6 ft. (below land surface) Casing height 1.5 ft. above ground

a. Diameter of borehole (bit size) 26 (O'- 77') inches 17\IJ-inches (77' - 1,567'), 12%-inches (1,567- 2,574'), 8%-inches (2,574'

b. Casing schedule !XI New 0 Used Joint type !Ji Threaded 0 Glued OWelded • 2,915')

-2.Q'.'.__ diameter from 0 ft. to 77 ft . Material Steel API, J-55 Gage ___ _

U...J.L.8'.'diameterfrom ±1 5 ft.to 1,263 ft. Material Steel API T-55 Gage 61 lb/ft c. Cemented/grouted Interval, from fl. to 2,567.5 ft.9 5/8" 1,170' to2,567.5' Steel, API,

Amount of cemenVgrout used 785 sacks type Extreme Lite and 219 sacks of Type G J-55, 36 lb/ft (example: 10 sacks) (example: bentonile pel ets)

d. Type of completion 0 Customized perforations ~Open hole 0 Factory screen

Type of perforatorused --------------------------------Size of perforations _____ Inches by _____ lnches.

Number of perforations and depths where perforated

__ perforations from It. to It. __ perforations from ____ It. to _____ It.

Open hole from 2,567 5 It. to 2,91 5 It. Well screen details

Diameter _______ slot size ________ set from ____ ft. to _____ It.

Diameter slot size set from ft. to It.

e. Well development method None (acidized well) How long was well developed? ----------

!.Was a filter/gravel pack inslalled? D Yes !XI No Size of sand/gravel ------------------

Filler/gravel pack installed from It. to It.

g. Was surface casing used? [iYes 0 No Was it cemented in place? CX.Ves 0 No

Surface casing Installed from ft. to 77 ft.

7. NAME AND ADDRESS OF DRILLING COMPANY Water Sytem Drilling. Inc .. P.O. Box 368. Gillette. WY 82717

8. DATE OF COMPLETION OF WELL (Including pump jnstallalioo) OR SPRING ~ February 20, 2017

9. PUMP INFORMATION Manufacturer NA Type----------------Source of power ________ Horsepower ____ Depth of pump setting or intake __________ ft.

Amount of water being pumped. ____ galJmln.* (For springs or flowing wells, see item 10)

Total volumetric quantity used per calendar year.· ------------------------­·11 these amounts exceed permifted amount an enlargement Is required.

10. FLOWING WELL OR SPRING (Owner Is responsible for control of flowing well)

If artesian flow or spring, yield Is 650 gelJmln. ·surface pressure is 153.5 lbJsq.inch, or 354.6 feet of water.

The now Is controlled by IJa Valve 0 Cap 0 Plug

Does well leak around casing? O Yes IXINo

Permit No. U.W._..::2:..::0..o4.::c82"'2°'------- Book No._=14=7~1~--- Page No. ~2=2~---­SEE REVERSE SIDE

11. IF SPRING, HOW WAS IT CONSTRUCTED? (Some method of arttticial diversion, I.e., spring box, cribbing, etc., Is necessary to qualify fora water right) _________________________________ _

12. PUMP TEST Was a pump test conducted? !XYes DNo

11 so, by whom Wester-Wetstein & Associates, Inc. John Wetstein & Tim Barritt Yield 631 galJmin. with 269 ft. drawdown after 170 hours

Yield alJmln. with ft. drawdown after hours

13. LOG OF WELL Total depth drilled 2915 ft.

Depth of completed well 2915 ft. Diameter of well 8% inches

Depth to first water bearing formation l Tnknown ft.

Depth to principal water bearing formation Top 2.475 ft. to Bottom 2.915 ft.

DRILL CUTTINGS DESCRIPTION

From To Rock Type Water Bearing? Feet Feel or Description Formation (Yes or no)

Surface 64 Skull Creek 64 264 Fall River

264 322 Lakota 322 506 Morrison <;OI> R<:O

c:. _ .. ____

859 912 r.vncnm <::nrinoc

Ql? 1 "110 C:n.:~~f:oh - -I "IHI 1 • .,. r.--·- .., __ 1 11')11 1 11..:11 Mi- ""' I A£A 1 <:'JI On--L-

I t;')I ., <1.7<; M'\nnnl, '""

., 11'7<: ., R71> •1 '7.876 ., Q)S lln-ln ... --..1

See Attac ied Detailed Litholo2ic Loi! - Form ~tion Toos From Geoohvsical 01!

14. DOES A GEOPHYSICAL LOG ACCOMPANY THIS FORM? Iii Yes u No

15. QUALITY OF WATER INFORMATION

Does a chemical and/or bacteriological water quality analysis accompany this form? Iii Yes 0 No It is recommended that chemical and bacteriologic water quality analyses be performed and that the report(s) be filed with the records of this well (contact Department of Agriculture, Analytical Lab Services, Laramie, 742-2984). If not, do you consider the water as [ll Good D Acceptable D Poor D Unusable

REMARKS ____________________________________ _

Under penalties of perjury, I declare that I have examined this lorm and to the best of my knowledge and belief ii Is true, correct, and

complete.

May 12 ,20 __lL_ Signature of Owner or Authorized Agent Date

FOR STATE ENGINEER'S USE ONLY

Permit No. u .w. _______________ _

Date of Receipt ____________ , 20 __ Date of Approval. __________ , 20 __

Date of Priorly ___________ _ ,20 __ for State Engineer

PERMIT NO. 16-013

WYOMING DEPARTMENT OF ENVIRONMENTAL QUALITY WATER QUALITY DNISION

PERMIT TO CONSTRUCT PWS #WY5600256

REFERENCE PERMIT NO. NIA

Newcastle Well #5 - New Public Water Supply Well

This permit hereby authorizes the applicant:

Kevin Boyce, PG Wyoming Water Development Commission

6920 Yellowtail Road Cheyenne. WY 82002

to drill, construct, develop and test a new public water supply well according to the procedures and conditions of the application number 16-013. The facility is located in the NW Y.. SW ~ SE Y.. of Section 20, Township 45 North, Range 61 West, Weston County, Wyoming. All construction, installation, or modification allowed by this pennit shall be completed by December 31, 2020.

The issuance of this permit confirms that the Wyoming Department of Environmental Quality (DEQ) has evaluated the application submitted by the permittee and determined that it meets minimum applicable construction and design standards. The compliance with construction standards and the operation and maintenance of the facility to meet the engineer's design are the responsibility of the permittee, owner, and operator.

Granting this permit does not imply that DEQ guarantees or ensures that the permitted facility, when constructed, will meet applicable permit conditions or other operational requirements. Compliance with all applicable standards remains the responsibility of the permittee.

Nothing in this permit constitutes an endorsement by DEQ of the construction or the design of the facility "described herein. This permit verifies only that the submitted application meets the design and construction standards imposed by Wyoming statutes, rules and regulations. The DEQ assumes no liability for, and does not in any way guarantee or wan·ant the performance or operation of the permitted facility. The permittee, owner and operator are solely responsible for any liability arising from the construction or operation of the pennitted facility. By issuing this permit, the State of Wyoming does not waive its sovereign immunity.

The permittee shall allow authorized representatives from DEQ to enter and inspect any property, premise or place on or at which the facility is located or is being constructed or installed for the purpose of investigating actual or potential sources of water pollution, and for determining compliance or non-compliance with any rules, regulations, standards, permits or orders.

Nothing in this permit shall be construed to preclude the institution of any legal action or other proceeding to enforce any applicable provision of law or rules and regulations. It is the duty of the permittee, owner and operator to comply with all applicable federal, state and local laws or regulations in the exercise of its activities authorized by this permit. The issuance of this permit does not convey any property rights in either real or personal property or any invasion of personal rights, nor any infringement of federal, state or local laws or regulations.

The permittee shall construct and operate the permitted facility in accordance with the statements, representations, procedures, terms and conditions of the permit application, supporting documents and permit. This permit does not relieve the permittee from any duty to obtain any other permit or authorization that may be required by any provision of federal, state or local laws.

In carrying out its activities authorized by this permit, the permittee, owner and operator shall comply with all of the following permit conditions:

1 of5

2of5

3 of5

4 of5

5 of5

The applicant will provide immediate oral or written notice to the Northeast District, Water Quality Division, 152 North Durbin, Suite 100, Casper, WY, 82601, Phone 307-473-3465, FAX 307-473-3458, in accordance with the provisions of Section 11, Chapter 3, Wyoming Water Quality Rules and Regulations of any changes or modifications which are not consistent with the terms and conditions of this permit.

Within sixty days of completion of construction of the authorized facility, the applicant will submit to the Northeast District, Water Quality Division, 152 North Durbin, Suite 100, Casper, WY, 82601 a certificatfon of completion signed by the Engineer of Record or the owner. A form titled "Certificate of Completion" has been provided.

a. Date that construction of the facility was completed; and

b. Date that the facility was placed in operation; and

c. Certification the facility was constructed in accordance with the terms and conditions of the permit; or

d. Certification the facility was completed with changes or modifications. Submittal of as-constructed plans and specifications for the system as it was constructed, certified by an engineer if appropriate is required. All modifications or deviations from the authorized plans must be highlighted.

The review and approval of this permit is based upon the items identified in the attached "Statement of Basis".

Disinfection in accordance with Chapter 12, Section 9(b)(i)(A)(II) shall be performed.

The applicant will perform a bond log, and yield and drawdown tests in accordance with Chapter 12 Section 9(b) (ii). Results of these tests are to be provided with the Certificate of

Completion and when applying for a separate permit to construct for the well completion and pump installation.

AUTHORIZED BY:

Kevin Frederick Administrator Water Quality Division

KLF /rm/16-0544

Director Department of Environmental Quality

cc: Sylvia Bienzle, EPA Region 8, 1595 Wynkoop Street, Denver, CO 80202-1129 John Wetstein, PE/PG, Wester-Wetstein & Associates, Inc., P.O. Box 2202, Laramie, WY 82073 Ogden Driskill, Box 155, Devils Tower, WY 82714 IPS (Cheyenne) WDEQ/WQD Casper (Electronic)

STATEMENT OF BASIS

1. PennitNumber: 16-013

2. Application reviewed for compliance with the following applicable regulations :

CHAPTER 3 AND CHAPTER 12 OF THE WYOMING WATER QUALITY RULES AND REGULATIONS

3. Does the pennit comply with all applicable regulations identified above?

YES

4. Facilities include components not specifically covered or differing from applicable regulations and approval is based upon a deviation in accordance with Section S.

NIA

S. A review to detennine groundwater impacts in accordance with Section 17, Chapter 3 is not required.

6. Documentation of Statement of Basis: The archive file for this pennit includes adequate documentation of all sections of this Statement of Basis.

CERTIFICATION

The issuance of this permit is based upon a review of the application package submitted in accordance with the requirements of Chapter 3, Section 6, Wyoming Water Quality Rules and Regulations. This review was performed by Karen L. Farley, P.E., and completed on May 26, 2016. Permit issuance is recommended based upon statements, representations, and procedures presented in the permit application and supporting documents, permit conditions, and the items identified in this "Statement of Basis."

Wester-Wetstein & Associates, Inc. Consultants in Engineering and Hydrogeology

605 Plaza Court (82070)

Larry WL"Ster, P E John Wetsteln, P.E., P.G.

DEQ/Water Quality Division 152 N. Durbin Street Suite 100 Casper, WY 82601

Attn: Ms. Karen Farley, P.E.

P.O. Box 2202 Laramie, Wyoming 82073

April 14, 2017

RE: Newcastle Well No. 5 Project No. 7.011

Telephone (307) 742-9220

Fax (307) 742-0316

WDEQ Permit to Construct #16-013

Dear Ms. Farley:

Please find enclosed an executed copy of the Completion Form for the above referenced Permit to Construct. As noted on this form we have not specified a date that the well was put into operation because this Permit to Construct just covered the drilling, construction and testing of the well. The completion of the well, tying it into the City of Newcastle's water system and placing it into service, will be completed under a separate contract with a separate Permit to Construct application. As required for Permit to Construct #16-013 a Cement Bond Log (CBL) was conducted. A copy of this CBL, in PDF format, is contained on the enclosed disc.

The Newcastle #5 well was constructed utilizing the alternative well design which was a telescoping design. This design did not alter from the plans and specifications submitted with the permit application, however, due to conditions encountered while drilling the well, the depths at which the different casing sections were landed were slightly modified. I have attached an f.s-Built diagram of the well to show the modifications to the_griginaf well design. -<4../ /i!i.-_, c.~c: o;:.v..:= .. "•L ~"t.~1

~1...:r1.r1~-'P-.:.<:7"'6 b~"'•.../ The cementing of the different casing segments are described as follows. The Newcastle #5 well was constructed with a 20-inch diameter steel surface casing set in a 26-inch diameter borehole to a depth of approximately 77 feet which was cemented in place with 130 cubic feet of neat cement. The surface casing cement was brought up to just inside the 6-foot diameter cellar ring at a depth of approximately 6 feet below ground level. The cellar ring is a 6-foot diameter culvert section. The production casing consists of 13%-lnch Dia., 61 lblft, J-55 Steel casing set and cemented in place inside the 17Y:z-lnch diameter borehole from the surface to a depth of approximately 1,263 feet below ground level (bgl). This casing was cemented in place by Basic services!;~9i~WVob consisted of the followlngr

d • J~ t' JA,l""J 10 BBLS water pre-flush ' P;. 226 BBLS Extreme Lite Cement ' (480 sacks w/ 2% CaCl2, 1 % Sodium Metasilicate & Yz lb/sk of Flocele) i • m1. 74 BBLS "G" (Type G Cement)

(300 sacks w/ 2% CaCl2 and % lb/sk of Flocele) 294 BBLs Fresh water displacement

Ms. Karen Farley, P.E. .. 2-

Good cement returns were noted with 50 barrels of displacement left. Therefore, approximately 50 to 60 barrels of lite cement were displaced into the mud pit. The adjacent picture shows the cement coverage around the 13%-inch casing at the surface. The 20-inch surface casing has been cut away (split) and is resting on top of the approximately 3-inch thick cement seal around the 13%-inch casing inside of the surface casing.

1J, "vJ The last casing section consists of } '9%-inch, 36 lb/ft, J-55 steel casing inside of a 12%-inch diameter borehole This liner was landed at a depth of 2,567,<teet bgl. The top of the liner is at a depth of 1, f7o feet bgl (approximately 92.6 feet up inside of the 13%-inch casing.) Basic Services again cemented this liner in place as follows:

_eump 10 bbls of water ahead of the cement, ..2umP- 305 sack mix of lite cement, tailed by a

145 sack mix of "G" cement. Displace the cement out of the 4%-inch drill pipe (used to land the 9%-inch casing) and out of the 9%-inch casing with 194 bbls of water.

April 14, 2017

The casing and the mud/cement in the 13%-inch casing was circulated out with 200 bbls of fresh water. After 130 bbls were displaced, there were good returns of cement to the surface. Approximately 35 bbls of cement were wasted to the mud pit.

After allowing the cement between the 9%-inch liner and the 12%-inch diameter borehole to set for approximately 64 hours, a cement bond log survey was conducted. The top of the cement was tagged at a depth of 2,452 feet bgl. Therefore, approximately 115 feet of cement has set up inside the 9%-inch casing. This CBL shows excellent cement coverage and bonding behind both the 13%-inch casing and the 9%-inch casing. The following is a brief summary of the CBL for the Newcastle #5 well.

The first indication of the quality of the cement job is the lack of casing signature traces on the variable density log (VDL) on the right side of the log. This indicates that there is no "free-pipe" section of casing (casing without any level of cement seal). This is also verified by the 3-foot travel-time curve. The ''free-pipe" velocity for the 13%-inch casing is approximately 402 µsec. As shown in the CSL, the travel times are all above 600 µsec. The late travel time velocity and the lack of "free-pipe" signal indicate that there is a good cement to casing bond over the entire length of 13Yrinch casing . Also, the first arrival trace (amplitude trace) is well attenuated. If free pipe were present this amplitude trace would be above 10 mV.

The attenuation of the VOL signal and the relatively minor variability of the lithology signature (see Gamma trace) makes it difficult to determine the effectiveness of the cement to formation bond. However, the 3-foot travel-time curve does in certain segments shift with the lithology (gamma log trace correlation) which is indicative of a good cement to formation bond. Based on a free pipe amplitude of 43 mV for the 13%-inch casing and assuming the section of pipe at a depth of 972 feet has a cement coverage of 100 percent (amplitude of 1.2 mV), the 80% Bond Index correlates to an amplitude of 2.45 mV. A review of the upper section of the CBL shows that approximately 71 O feet out of the 1,263 feet of casing (57%) has a cement bond of 80% or better. Nearly all of the remaining casing has a cement bond of approximately 66% or better.

Ms. Karen Farley, P.E. .. 3- April 14, 2017

The compressive strength of the neat cement grout at the time of this survey was approximately 2,700 psi.

The cement coverage of the lower section of casing is also very good. The casing was landed approximately 90 feet into the Madison Formation; therefore, there is a good length of annular seal between the top of the producing Madison Formation and the overlying Minnelusa Formation. The top of the liner-hanger for the 9Ya-inch casing 1s visible on the log at approximately 1, 170 feet bgl. As with the upper casing section, the first indication of the quality of the cement job is the lack of casing signature traces on the variable density log (VOL) on the right side of the log This indicates that there 1s no "free-pipe" section of casing (casing without any level of cement seal). This is also verified by the 3-foot travel-time curve. The "free-pipe" velocity for the 9Ya-inch casing is approximately 329 µsec. As shown in the CBL, the travel times are mostly above 680 µsec. And, as with the upper casing section, the first arrival trace (amplitude trace) is well attenuated and is well below the free-pipe level of 10 mV or higher. The late travel time velocity and the lack of "free-pipe" signal indicate that there is a good cement to casing bond over the entire length of 9.Y.-inch casing. The good formation signal in the VDL (traces correlate fairly well with the changes in lithology as shown by the gamma trace). The 3-foot travel-time curve also shifts with the lithology (gamma log trace correlation) which is indicative of a good cement to formation bond.

Based on a free pipe amplitude of 51 mV for the 9.Y.-inch casing and assuming the 100 percent cement coverage has an amplitude of 1.0 mV, the 80% Bond Index correlates to an amplitude of 2.2 mV Nearly all of the casing has a cement bond between 80% and 65% (4 mV). The compressive strength of the neat cement grout at the time of the CBL survey had reached approximately 1,500 psi. As mentioned previously, there was approximately 115 feet of cement set up inside of the 9Y.-inch casing from 2,567 feet to approximately 2,452 feet bgl, therefore, there is a good cement seal across from the 92 feet of Madison into which the casing was extended and up approximately 23 feet into the lower section of the overlying Minnelusa Formation. i / 2 L:- , -? """ I . .- ,. / t/ .- > c.;,:-"'c",,.. ... ...- r:...:--Z.· Lt::.. c_..e,,...,1/::-- ~· t-rt-'>o 1 ,"Jc.: ,, 0 ··- 2f1/_;;., /.""X(' If you have any questions concerning this response letter please giv me " call at (307) 742-9220 - u1·1 I P~J:Z. !A.Jd1c#J T7()YI' •'.

Sincerely, Wester-Wetstein & Associates, Inc.

John Wetstein

cc: Mr. Kevin Boyce - WWDC Mr. Mike Moore - City of Newcastle Mr nm Barritt - Wester-Wetstein

WELL NAME: NEWCASTLE WELL NO. 5 OWNER: WWDC

ELEVATION (FEET MSL): APPROXIMATELY 4,360 TOTAL DEPTH: 2,915 FEET BGL

SHUT-IN PRESSURE: 154.5 PSI YIELD: 650GPM

SEO PERMIT NO.: U.W.204822 WDEQ PERMIT NO.: 18-413

ERA FORMATION LITHOLOGY CONSTRUCTION DETAILS

0

500

1000

2soo-

-- llADllOll

3000-

r::><::_t~---1.wNCH GATE VALVE

'-. :!l!.i7-

lciif1Ll

I ..

(CONTROL VALVE)

20-INCH DIAMETER STEEL SURFACE CASING INSIDE 28-INCH DIAMETER BOREHOLE SET AT 71 F!ET BGL

1T'/s- INCH 4•.:CiF---DIAMETER BOREHOLE

71 FEET TO 1,518 FEET BOL

13 318- INCH O.D., 81 LBIFT, J.a& N~--STEEL CASING SET AT

1,283 FEET BOL, CEMENTED TO SURFACE

ME--- MECHANICAL LINER/HANGER SET AT 1,218 PEET BGL

12'A -INCH +.~--DIAMETER BOREHOLE

1,518 FEET TO 2,574 FEET BOL

9 618 • INCH O.D., 38 LB/FT, J.a& .i~li--- STEEL CASING SET FROM 1, 170

FEET TO 2,587.5 FEET BOL, CEMENTED TO SURFACE

8 3/4-INCH DIAMETER ~.., ____ OPEN HOLE 2,574 FEET

TO 2,915 FEET BGL (WELL TDI

-UIEllTONI

WYOMING WATER DEVELOPMENT COMMISSION

NEWCASTLE MADISON

WELL PROJECT

LEVEi.ii

NEWCASTLE Wl!LLN0.5 AS.fJUILT

WELL DIAGRAM FIGURE

CERTIFICATION OF COMPLETION

In accordance with the condHlon of the Wyoming Deparbnent of Environmental QuaJftyJWeter Quality Division Permit to Construct No.lie._- D I 3 • requiring submittal of this CerttflcaUon d Completion within sixty (60) days of completfon of the facflity, I hereby certify:

1. Construction of the permitted faclllty was completed on _M_a_r_ch_2_8 ....... _20_1_1 __ (DA TE) and the facllfty was placed In operation on * Not Applicable (DA TE).

2. Construction was completed In accordance with the following: {Check the appropriate option)

!XI The facility was constructed rn compliance with all terms and conditions of the pennlt Including the design report. plans and speclflcatfons, design data or other lnfOrmatfon submitted In support of the appllcatfon.

o The facility was constructed wtth changes or modifications In accordance with the provi­sions of Section 9, Chapter 3, Wyoming Waler Quellty Rules and Regulation&. As-built plans and specfffca11ons, certified by a regfstered professional engineer (certlflcatlon by an engineer Is not required if the original appllcation was not· certified by an engineer) are enclosed.

*The well has just been drilled, constructed and tested, the completion and placement into operation will be accomplished under a separate Permit to Construct

WVOMJl\TI"! T•TJl'Tli;>R Dll:Vit.CP~rg~1T ~crnn:sroN Facility Owner (print or type)

John Wetstein Engineer (print or type)

------~..._, -"-;_4___..~._f/ ..... :_-/-~-/------- Date April 11, 2010 Engineers Signature

Matthew H. Mead, Governor

Department of Environmental Quality To protect, conserve and enhance the quality of Wyoming's

environment for the benefit of current and future generations.

Todd Parfitt, Director

Authorization to Discharge Wastewater Associated with Ground Water Well Pump Testing and Development

Well Pump Tests of Domestic Use Water Supplies Under the Wyoming Pollutant Discharge Elimination System

Authorization # WYG720380

In compliance with the provisions of the Federal Water Pollution Control Act and the Wyoming Environmental Quality Act,

John Wetstein, Wester-Wetstein & Associates, Inc., PO Box 2202, Laramie, WY 82073

is authorized to discharge wastewater associated with Ground Water Well Pump Testing and Development activities from:

Newcastle Madison Well - Level II Project

Outfall 001: SWSE Section 20 Township 45N, Range 61W, Latitude 43.86224, Longitude -104.20544, Weston County

to surface waters of the State of Wyoming in accordance with the requirements of the enclosed General Penn it for Temporary Discharge Associated with Ground Water Well Pump Testing and Development:

Cambria Creek (3B) via Cave Spring Canyon (3B)), Cheyenne River Basin

The wastewater discharged from this location associated with WELL PUMP TESTS OF DOMESTIC WATER SUPPLIES shall be limited and monitored by the pennittee as specified below:

200 West 17th Street · Cheyenne, WY 82002 · http:/ldeq.wyoming.gov · Fax (307)635-1784 ADMIN/OUTREACH ABANDONED MINES AIR QUALITY INDUSTRIAL SITING LAND QUALITY SOLID & HAZ. WASTE WATER QUALITY

(307) 7n-7937 (307) 777-8145 (307) 777-7391 (307) 777-7369 (307) 777-7756 (307) 777-7752 (307) 777-7781

Authorization # WYG720380

Effluent Limitations Authorization Monthly Weekly Daily

Parameter Maximum Average Average Maximum Duration of Discharge (each well or outfall) 31 days NIA NIA NIA

pH, su (standard units) NIA NIA NIA 6.5-9.0

Total Suspended Solids, mg/L NIA 30 45 90

Total Dissolved Solids (TDS), mg/L NIA NIA NIA 5,000

om onne: eaurremen s M •t . R t

Parameter Measurement Frequency Sample Type

Flow, gpm Daily In~ntrineous or

on muous

pH su (standard units) Daily Grab

TSS, mg/L Weekly Grab

TDS, mg/L Weekly Grab

Peurition1yf discmi~e, days Life of the Permit Calculated eac we orou a

If the duration of the discharge is shorter than the required sample frequency, a minimum of one sample shall be taken for all parameters.

All waters shall be discharged in a manner to prevent erosion, scouring, or damage to stream banks, stream beds, ditches, or other waters of the state at the point of discharge. In addition, there shall be no deposition of substances in quantities which could result in significant aesthetic degradation, or degradation of habitat for aquatic life, plant life, or wildlife; or which could adversely affect public water supplies or those intended for agricultural or industrial use.

REPORTING REQUIREMENTS FOR THIS AUTHORIZATION

Reporting is required monthly, using Discharge Monitoring Reports (DMRs) to be submitted by the 28th day of the month following the completed reporting period, to WYPDES Permits Section, DEQ/WQD, 200 West 17th Street, Cheyenne, WY 82002. For eDMR please follow the instructions at the following website: http:lldeg.wyoming.govlwgd/edmr. For the paper DMR's please follow the instructions at the following website: http:lldeq.wyoming.govlwgd/paperdmr. If no discharge occurred during the reporting period, "no discharge" shall be reported. The first report is due by October 28, 2016 for any discharges occurring in September of2016.

Page2

Authorization # WYG720380

For termination of this authorization, the enclosed Termination Notice (also available at http:Udeq.wyoming.gov/wgd/permitting/resources/general-permits-and-notices-of-intent/) must be completed and submitted at the completion of the discharge. Authorizations cannot be terminated until all completed DMR's have been submitted to the WQD for review. Once the permittee has received a letter confirming receipt of the termination notice, the permittee does not have to submit any further DMR's.

All WYPDES general permit authorizations are subject to a $100 annual permit fee for as long as the authorization is active or until the general permit expires. Appropriate fees are expected to be submitted with the NOi. See the Wyoming Environmental Quality Act §35-11-312 for further information.

This facility has been assigned permit authorization number WYG720380.

Coverage under this General Permit for Temporary Discharge Ground Water Well Pump Testing and Development shall begin upon date of issuance below, and discharges are authorized to continue no longer than August 31, 2017.

If you have any questions concerning the conditions of this general permit, contact Roland Peterson at 307-777-7090, or email roland.peterson@wyo.gov.

e , Pe itting Supervisor Department of Environmental Quality Water Quality Division

Date oflssuance

Page 3

General Permit for Temporary Discharge

TERMINATION NOTICE

INSTRUCTIONS: Submit this form with water quality monitoring results upon completion of discharge activity.

I. Name, address, and telephone number of the company, individual, or organization which received authorization for a temporary discharge under the attached general permit.

2.

3.

4.

Address: -""'-P~.oo!.!.·~B!-"'o~x~2::.2J!:02=-.. _______________________ _ _

Laramie. WY 82073

Telephone: (307) 742-9220

Identification number assigned to this temporary discharge: WYG.._72=-0,.,3,,_,8""0'--------------

ProjectName: ~-_:..;N~e~w~c=as~t~le~M==-ad=i~so~n"--"'W~e~ll~--=L~ev~e=l~II~P~r~o~ie~c=t---------------

Certification:

I certify under penalty oflaw that the temporary discharge identified above has been completed and that the discharge locations have been returned to approximate pretest conditions. I understand that by submitting this notice I am terminating coverage under Wyoming's general NPDES permit for temporary discharges. I also understand that if, at a later date, it is determined that the site was inadequately reclaimed and pollutant discharge results, I may be liable for discharging pollutants without a permit.

Vice President Title

May 8. 2017 (307) 742-9220 Date Telephone

Section 35-11-901 of Wyoming Statutes provides that:

"Any person who knowingly makes any false statement, representation, or certification in any application ... shall, upon conviction, be fined not more than $10,000 per day for each violation or imprisoned for not more than one (1) year or both."

Upon completion, remove this notice from the permit and mail to: WYPDES Permits Section DEQ/WQD Herschler Building - 4 W 122 West 25th Street Cheyenne, WY 82002

BE SURE TO INCLUDE WATER QUALITY MONITORING RESULTS WITH THIS FORM!

Discharge associated with Permit WYG720380 was associated with a flow test conducted on a newly

drilled and constructed Madison Aquifer well for the State of Wyoming (WWDC) and the City of

Newcastle. The flow test was initiated on March 21, 2017 and concluded on March 28, 2017. Per the

discharge permit requirements we monitored the pH, Total Dissolved Solids and flow daily and we also

acquired and submitted to a laboratory a daily sample for Total Suspended Solids analysis. The following

are our recorded water quality data for the duration of the flow test and attached are the laboratory

results indicating the "Non-Detect" for each sample analyzed for suspended solids. The laboratory

analysis lists three TSS samples all collected on 3/23/17, but that is incorrect, the sample collection

dates are those shown below.

Date Analyte Measured Result March 21, 2017 pH 7.44

TDS 553 mg/L TSS ND Discharge 636 gpm

March 22, 2017 pH 7.48 TDS 496 mg/L TSS ND Discharge 621 gpm

March 23, 2017 pH 7.40 TDS 502 mg/L TSS ND Discharge 608 gpm

March 24, 2017 pH 7.44 TDS 496 mg/L TSS ND Discharge 621 gpm

March 25, 2017 pH 7.47 TDS 492 mg/L TSS ND Discharge 640 gpm

March 26, 2017 pH 7.47 TDS 488 mg/L TSS ND Discharge 620 gpm

March 27, 2017 pH 7.60 TDS 488 mg/L TSS ND Discharge 629 gpm

March 28, 2017 pH 7.56 TDS 473 mg/L TSS Not Analyzed Discharge 631gpm

El'ERGY I , I I • • , 1 • ~

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Billlnes. MT 800.735.4489 •Casper, wt 888.235.0515 Gllltllt, WY 888.888.7175 •Helena, MT 877.472.0711

LABORATORY ANALYTICAL REPORT Prepared by Gillette, WV Branch Revised Date: 04/21/17

Client: Wester-Wetstein ond Associates

Project: City ofNewcostle #5

LablD: G 17030403-00 I

Client Sample ID: Newcastle #5

Analyses

MAJOR IONS, DISSOLVED Bicarbonate as HC03 Carbonate as C03 Chloride Sulfate Calcium Magnesium Potassium Sodium

INORGANIC COMPOUNDS, SOWA Iron

NON-METALS Conductivity ® 25 C pH Solids, Total Dlssolvad TDS ® 180 C Solids, Total Suspended TSS @ 105 C

RADIONUCLIDES - TOTAL Gross Alpha Gross Alpha precision (:I:) Gross Alpha MDC Gross Alpha - Adjusted Gross Alpha - Adjusted precision (:t) Gross Alpha - Adjusted MDC Radium 226 Radium 226 precision (:t) Radium 226 MDC Radium 228 Radium 228 precision (:t) Radium 228 MDC Radium 226 + Radium 228 Radium 226 + Radium 228 precision (±)

Radium 226 + Radium 228 MDC Uranium Uranium, Activity

BACTERIA Bacteria, Iron Related

Report DefiniClons:

RL - Analyte reporting limit. QCL - Quality control limit.

Result Units

254 mg/L ND mg/L

9 mg/L 181 mg/L 90 mg/L 41 mg/L 2 mg/L 5 mg/L

0.09 mg/L

728 umhos/cm 7.40 s.u. 502 mg/L ND mg/L

8.1 pCl/L 2.7 pCl/L 1.6 pCl/L 5.6 pCl/L 2.7 pCl/L 1.6 pCl/L 1.7 pCl/L 0.4 pCl/L

0.09 pCl/L 2.9 pCl/L 0.9 pCl/L 0.8 pCl/L 4.6 pCl/L

pCl/L 0.8 pCl/L

0.004 mg/L 2.5 pCl/L

25 CFU/ml

MDC - Minimum detectable concentration

Report Date: 04/18/17

Collection Date: 03/23/17 10:00 v

Date Received: 03/23/17

Matrix: Drinking Water

MCU Qualifiers RL QCL Method Analysis Date I By

H D H

5 A2320 B 5 A2320 B 1 E300.0

E300.0 E200.7 E200.7 E200.7 E200.7

0.02 E200.7

10 A2510 B 0.01 A4500-H B 20 A2540 C 10 A2540 D

15 E900.0 E900.0 E900.0

15 E900.0 E900.0 E900.0

5 E903.0 E903.0 E903.0

5 RA-05 RA-05 RA-05

5 A7500-RA A7500-RA A7500-RA

0.001 0.03 E200.8 0.7 20 E200.8

I RB-BART

MCL - Maximum contaminant level. ND - Not detected at lhe reporting llmlt. D - RL Increased due to sample matrix.

03/24/17 12:40 I bib 03/24/17 12:40 I bib 03/24/1719:24 /bib 03/24/17 19:24 /bib 03/28/17 16:46 I eli-b 03128/17 16:46 / eli-b 03128/17 16:46 / eli-b 03/28/17 16:46 / eli-b

03128117 16:46 / eli-b

03123/17 17:19 / mav 03123/1717:19 / mav 03/24117 08:13 / bib 04/20/17 09:30 I bib

04/04/17 01 :17 I ell-ca 04/04/17 01 :17 I ell-ca 04/04/17 01 :17 I ell-ca 04/04/17 13:25 / ell-ca 04/04/17 13:25 /ell-ca 04/04/17 13:25 /ell-ca 04/03/1712:43 /ell-ca 04/03/17 12:43 /ell-ca 04/03/17 12:43 I ell-ca 04/18/17 11 :43 I ell-ca 04/1 8/17 11 :43 I ell-ca 04/18/17 11 :43 I ell-ca 04/18/1712:44 /ell-ca 04/1811712:44 /ell-ca 0411811712:44 /ell-ca 03128117 15:42 /ell-ca 03/28/17 15:42 /ell-ca

03/23/17 16:21 /bib

H - Analyals performed past recommended holding time.

Page 4 of21

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Bllllnas. MT 800.735.4489 •Casper, WY 888.235.0515 Gillellt, WY 888.888.7175 •Helena. MT 877.472.0711

LABORATORY ANALYTICAL REPORT

Client: Wester-Wetstein and Associates

Project: City of Newcastle #5

Lab ID: GI 7030403-002

Client Sample ID: Newcastle #5

Anatyau

NON-METALS Solids, Total Suspended TSS@ 105 C

Report RL - Analyte reporting llmlt. DeRnlllons: QCL - Quallty control limit.

Prepared by Gillette, WV Branch Revised Date: 04/21/17

Report Date: 04/18/17

Result Units

ND mgll

Qualifiers RL

10

MCIJ

Collection Dnte: 03/23/1710:15 - 3/v/11-Date Received: 03/23/17

Mntrlx: Drinking Water

QCL Method Analysts Date I By

A2540 D 03/24/17 08:17 /bib

MCL - Maximum contaminant level.

ND • Not detected at the reporting limit.

Page 5 af21

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Billings, MT 800.735.4489 •Casper, WY 888.235.0515 Gillette, WY 866.888.7115 •Helena, MT 877.472.0711

LABORATORY ANALYTICAL REPORT

Client: Wester-Wetstein and Associates

Project: City ofNewcastle #5

Lnb ID: G 17030403-003

Client Sample ID: Newcastle #5

Analyses

NON-METALS Solids, Total Suspended TSS @ 105 C

Report RL - Analyte reporting limit. Definitions: QCL - Quality control limit.

Prepared by Gillette, WV Branch Revised Date: 04/21/17

Report Date: 04/18/17

Result Unite

ND mg/L

MCU

Collection Date: 03/23/17 11: 10 3/i.1 /1 l Dnte Received: 03/23/17

Matrix: Drinking Water

Quallflers RL QCL Method Analysla Date I By

H 10 A2540 D

MCL - Maximum contaminant level. ND - Not detected at the reporting limit.

04120/17 09:30 I bib

H - Analysis performed past recommended holding time.

Page 6of21

EN:RGY ' •• I I ~ • •• • 1 , ' "'

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Billings, MT 800.735.4489 • Casper, WY 888.235.0515 Glllelle, WY BBB.BBB. 7175 • Heleaa, MT877.472.0711

LABORATORY ANALYTICAL REPORT Prepared by Gillette, WV Branch

Client: Wester-Wetstein and Associates

Project: Newcastle Madison Well

Lnb ID: 017030478-002

Client Sample ID: Newcastle Well #5

Analyaea

NON-METALS Solids, Total Suspended TSS@ 105 C

Report DeRnltlons:

RL - Analyte reporting llmlt. QCL - Quality control llmit.

Reault Units

ND mg/L

Quallflars RL

10

MCU

Report Dnte: 04/25/17

Collection Date: 03/24/17 11 :00

Date Received: 03/28/17

Matrix: Aqueous

QCL Metllod Analyala Date I By

A2540 D 03/30/17 16:42 / eli-b

MCL • Maximum contaminant level. ND - Not detected at the reporting llmit.

Page 11 of56

EN:RGY ~ ' J • -: I • -,

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Billinas. MT 800.735.4489 •Casper, WY 888.235.0515 Gillelle, WY 866.886.7175 • Helena, MT 877.412.0711

LABORATORY ANALYTICAL REPORT Prepared by Gillette, WV Branch

Client: Wester-Wetstein and Associates

Project: Newcastle Madison Well

Lab ID: G 17030478-003

Client Sample ID: Newcastle Well #5

An1lyaea

NON-METALS Solids, Total Suspended TSS @ 105 C

Report RL - Analyte reporting limit. DeRnltlons: QCL - Quality control limit.

Result Units

ND mg/L

Qualifiers RL

10

MCU

Report Date: 04125/17

Collection Dnte: 03/25/17 I 0:30

Date Received: 03/28/17

Matrix: Aqueous

QCL Method Analyals Date/ By

A2540 D 03130/17 16:42 I eli-b

MCL - Maximum contaminant level. ND - Not detected at the reporting limit.

Page 12 of 56

Trust our People. Trust our Data. "' ~.,~111vl•b .. om

Billinas. MT 800.735.4489 •Casper. W'f 888.235.0515 Gillelle, WY 868.888.7175 • Helena, MT 877.472.071 l

LABORATORY ANALYTICAL REPORT Prepared by Gillette, WV Branch

Client: Wester-Wetstein and Associates

Project: Newcastle Madison Well

Lab ID: G 170304 78-004

Client Sample ID: Newcostle Well #5

Analyses

NON-METALS Solids, Total Suspended TSS@ 105 C

Report RL -Analyte reporting llmlt. Dennlllons: QCL. Quality control limit.

Result Units

ND mg/L

Quallflen RL

10

MCU

Report Date: 04125/17

Collection Date: 03/26/17 09:00

Date Received: 03/28/17

Matrix: Aqueous

QCL Method Analysl• Date I By

A2540D 03130/17 18:42 / ell·b

MCL - Maximum contaminant level. ND - Not detected at the reporting limit.

Page 13 of 58

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Billings, MT 800.735.4489 •Casper, WY 888.235.0515 Gillette, WY 888.886.7175 •Helena, MT 877.472.0711

LABORATORY ANALYTICAL REPORT Prepared by Giiiette, VVY Branch

Client: Westcr-Wetstein and Associates

Project: Newcastle Madison Well

Lab JD: G17030478-005

Client Sample ID: Newcastle Well #5

Analyses

NON-METALS Solids, Total Suspended TSS@ 105 C

Report RL - Analyte reporting llmlt. Definitions: QCL - Quality conlrol llmll.

R&1ult Units

ND mg/l

Quallflers RL

10

MCU

Report Date: 04125/17

Collection Date: 03127117 12:30

Date Received: 03/28/17

Matrix: Aqueous

QCL Method Analysts Date I By

A2540 0 03/30117 16:42 / ell-b

MCL - Maximum contaminant level.

NO - Nol detected at the reporting limit.

Page 14 of58

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GEOTECHNICAL EXPLORATION AND ENGINEERING REVIEW

Prepared For:

Wester-Wetstein & Associates

605 Plaza Court

P .0. Box 2202

Laramie, WY 82073

Well Pump House

Nortwest of North Summit Avenue

Newcastle, Wyoming

NT/ Project No. 17.30557.100

FARGO

6160 Carmen Avenue East Inver Grove Heigllts. MN 55076 P: 651.389.4191 F: 651.389.4190 Unearthing confidence"·' www.NTlgeo.com

June 20, 2017

Wester-Wetstein & Associates 605 Plaza Court

P.O. Box 2202

Laramie, WY 82073

Attn: Mr. Wetstein

Subject: Geotechnical Exploration and Engineering Review Proposed Well Pump House Newcastle, Wyoming NTI Project No. 17.30557.100

Dear Mr. Wetstein,

In accordance with your request and subsequent authorization, Northern Technologies, LLC (NTI) conducted a Geotechnical Exploration for the above referenced project. Our services included advancement of exploration borings and preparation of an engineering report with recommendations developed from our geotechnical services. The purpose of this report is to assist in providing soil informat ion for the development phase of this project. Our work was performed in general accordance with our proposal dated June 9, 2017.

Soil samples obtained at the site will be held for 60 days at which time they will be discarded. Please advise us in writing if you wish to have us retain them for a longer period. You will be assessed an additional fee if soil samples are retained beyond 60 days.

We appreciate the opportunity to have been of service on this project. If there are any questions regarding the soils explored or our review and recommendations, please contact us at your convenience at (605)787-9303.

Northern Technologies, LLC

Karl Liester, P .E. Senior Engineer

Ivy McGillivray, E.l.T. Staff Engineer

B ISMA RC I<

Precision· Expertise· Geotecllnical Materials

GRAl\JO FURKS MINOT INVER GROVE HEIGHTS RAMSEY

Contents

Well Pump House Newcastle, WY

NTI Project No. 17.30557.100

1.0 EXECUTIVE SUMMARY ......................................................................................................................... 1

2.0 INTRODUCTION ................................................................................................................................... 2

2.1 Site I Project Description ............................................................... ......................................................... 2

2.2 Scope of Services .................... ........ ......................... ............................................................................... 2

3.0 EXPLORATION PROGRAM RESULTS ..................................................................................................... 3

3.1 Exploration Scope ................................................ ................................................................................... 3

3.2 Subsurface Conditions ............................................................................................................................ 3

3.3 Groundwater Conditions ...................................... .......................................................... ........................ 4

3.4 Laboratory Test Program ....................................................................................................................... 4

4.0 ENGINEERING REVIEW AND PRELMINARY RECOMMENDATIONS ........................................................ 4

4.1 Project Scope .......................................................................................................................................... 4

4.2 Site Preparation ...................................................................................................................................... 5

4.3 Shallow Foundations .............................................................................................................................. 6

4.4 Bearing Factor of Safety and Estimate of Settlement ............................................................................ 6

4.5 Subsurface Drainage .................................................................................................................. ............ 7

4.6 Utilities .................................... ............................................................................ .... ............................... 7

4.7 Slab-on-Grade Floors .............................................................................................................................. 8

4.8 Surface Drainage ................................................................ ......... ........................................................... 8

5.0 CONSTRUCTION CONSIDERATIONS ...................................................................................................... 9

5.1 Frost Considerations ............................................................................................................................... 9

5.2 Excavation Stability ................................................................................................................................ 9

5.3 Engineered Fill & Winter Construction ................................................................................................... 9

6.0 CLOSURE ............................................................................................................................................ 10

GEOTECHNICAL EXPLORATION AND ENGIN EERING REVIEW

Well Pump House

NT/ Project No. 17.30557.100

1.0 EXECUTIVE SUMMARY

We briefly summarize below our preliminary geotechnical recommendations for the proposed project. The summary must be read in complete context with our report.

This report is issued for the proposed Well Pump House to be located approximately 200 feet north of North Summit Avenue, turning northwest on an unnamed dirt path traveling approximately 1,200 feet on the northeast side of the path. The proposed structure is to be approximately 10' x 20' in size and utilize standard spread footings.

The summary must be read in complete context with our report.

• Based upon the soils encountered and the limited project information available, we conclude you may support the proposed structure upon standard perimeter strip and spread column footings on competent natural soil(s) as recommended within our report.

• Building linear strip footings and interior column footings (if required) may be proportioned using the maximum net allowable soil bearing pressures of 2,500 pounds per square foot (psf).

• Measurable groundwater was not encountered in the recently completed boring. The lack of observed groundwater in the remaining boring is possibly due to the short duration for which the borehole remained open combined with the low permeability of the on-site clay based soils. In addition, the on-site clay based soils have the potential to be somewhat impervious and conducive to the development of zones of perched water at varying elevations and locations across the project site.

• Overall, the site soils are conducive to movement of groundwater both laterally and vertically over time. The moisture content of such soils can vary annually and per recent precipitation. Such soils and other regional dependent conditions may produce groundwater entry of project excavations. We direct your attention to other report sections and appendices attachments concerning groundwater issues and subsurface drainage.

Page 1of10

2.0 INTRODUCTION

2.1 Site/ Project Description

Well Pump House Newcastle, WY

NTI Project No. 17.30557.100

Based on the information provided by Mr. Wetstein, the design concept for the Well Pump House will be a single story structure measuring approximately 10' x 20' in size. The assumptions outlined in Table 1 were utilized in the development of this report. Additional analysis and/or borings may be necessary once the project concept is finalized .

Table 1: Project & Site Description

Item

Building Type

Floor Elevation

Maximum Change in Site Elevation

Site Description

Location of Project

Current Ground Cover

Topography at Site

2.2 Scope of Services

Description

Assumed one story wood or steel frame structure.

To vary by building location.

Assumed to be 3 feet or less.

200 feet north of North Summit Avenue, turning northwest on an unnamed dirt path traveling approximately 1,200 feet on the northeast side of the path.

The ground surface is generally covered by a combination of minimally maintained native vegetation and loose soils.

The topography at the site is fairly flat.

The purpose of this report is to present a summary of our geotechnical exploration and provide generalized opinions and recommendations regarding the soil conditions and design parameters for founding of the project. Our "scope of services" was limited to the following:

1. Explore the project subsurface by means of one (1) standard penetration test (SPT) boring extending to a depth of approximately 20.0 feet below existing grade, and conduct laboratory test(s) on representative samples for characterizing the index and engineering properties of soils strata at site.

2. Prepare a report presenting our findings from our field exploration, laboratory testing, and preliminary engineering recommendations for foundation types, footing depths, allowable bearing capacity, estimated settlements, floor slab support, excavation, engineered fill, backfill, compaction and potential construction difficulties related to excavation, backfilling and drainage, and estimated stormwater infiltration rates.

Page 2of10

3.0 EXPLORATION PROGRAM RESULTS

3.1 Exploration Scope

Well Pump House Newcastle, WY

NTI Project No. 17.30557.100

Site geotechnical drilling occurred on June 14, 2017 with the individual boring advanced at the approximate location as presented on the diagram within the appendices. NTI located the borings relative to existing site features, and determined the approximate elevation utilizing the top of well control at the site as a temporary bench mark. An elevation of 100.0 was assigned to t he bench mark.

The borehole was backfilled with auger cuttings. Minor settlement of the borehole will occur. The Owner is responsible for final closure of the boreholes.

3.2 Subsurface Conditions

Please refer to the boring logs within the appendices for a deta iled description and depths of stratum at each boring. Based on results of the current geotechnical exploration, Table 2 provides a genera l depiction of subsurface conditions at the project site. Additional comment on the evaluation of recovered soil samples is presented within the report attachments.

Stratum

Surface (CL)

Fine Alluvium

Coarse Alluvium

Table 2: Typical Subsurface Stratigraphy at Project Site1

Approximate Depth to Base of Stratum below existing grade Material Description

0 - 2 feet. Topsoil/Fil l

Depth of the CL are

from 2 - 20 feet below existing grade.

Depths of the

weathered sandstone range from 8 to 8.5 feet below existing

grade.

Predominantly composed of a lean clay (CL) and a silty lean clay {CL-ML).

Sandstone

Notes

Organic topsoil is not suitable for support of the structures. Should be removed from the building areas.

Consistencies in the encountered clay soils were predominately soft to rather stiff.

A lens of sandstone was encountered in the exploration. Foundations should not be placed directly on the sandstone formation.

1. Table summary is a generalization of subsurface conditions and may not reflect variation in subsurface strata occurring on site. The general geologic origin of retained soil samples is listed on the boring logs.

2. Additional field exploration consisting of coring would be required to definitely define t he geology of this layer as no core samples were retrieved with the requested hollow stem drilling techniques.

Page 3of10

3.3 Groundwater Conditions

Well Pump House Newcastle, WY

NTI Project No. 17.30557.100

Measurable groundwater was not encountered in the recently completed boring. The lack of observed groundwater in the boring might be due to the short duration for which the boreholes remained open combined with the low permeability of the on-site clay and silt based soils. In addition, the on-site clay and silt based soils have the potential to be somewhat impervious and conducive to the development of zones of perched water at varying elevations and locations across the project site. Drain Tile is recommended in any structure that has a basement.

Overall, the site soils are conducive to movement of groundwater both laterally and vertically. The moisture content of such soils can vary annually and per recent precipitation. Such soils and other regional dependent conditions may produce groundwater entry of project excavations.

We direct your attention to other report sections and appendices attachments concerning groundwater issues and subsurface drainage.

3.4 Laboratory Test Program

An NTI geotechnical engineer described the available soil samples in general accordance with the NTI Soil Classification System, which is based closely on the Unified Soil Classification System (USCS} outlined in ASTM D 2488. The soil descriptions were generally determined by visual observations made by the engineer, the driller's field notes, the SPT information, and the field and laboratory test results. Details of the NTI classification system are included in Appendix A.

Our analysis and recommendations of this report are based upon our interpretation of the standard penetration test resistance determined while sampling soils, laboratory test results and experience with similar soils from other sites near the project. The results of such tests are summarized on the boring logs or attached laboratory test reports.

4.0 ENGINEERING REVIEW AND PRELMINARY RECOMMENDATIONS

The following preliminary recommendations are based on our present knowledge of the project and numerous assumptions. At the time of report preparation NTI was not aware of any proposed retaining walls for development of the project site. If retaining walls are to be constructed onsite, additional field exploration and engineering analysis may be required.

4.1 Project Scope

We assume the wood or steel framed structure will include concrete foundation walls and footings for support of above grade construction. NTl's assumed foundation loads and change in grade is summarized within Table 3. Our assessment of project soils, opinions, and report recommendations are based directly on application of estimated structural loads to site soils.

Page4of10

Well Pump House Newcastle, WY

NTI Project No. 17.30557.100

Table 3: Foundation Loads/ Change in Grade/ Footing Elevation

Building Element

Perimeter Strip Footings

Interior Strip Footings

Isolated Interior Column Footings

Exterior Column Footings

Change in Overall Site Grade (from original

ground surface)

4.2 Site Preparation

Load I Condition

3 kips per lineal foot or less

3 kips per lineal foot or less

SO kips or less

SO kips or less

3 feet or less

Following clearing and grubbing of site vegetation, we recommend the removal of all topsoil, organic soils, any previously placed fi ll, organic laden native soils, soft/very loose soils, man-made structures (if encountered) and/or any unsuitable materia l(s) encountered during advancement of project excavations.

We recommend that you oversize all earthwork improvements and excavations where fill materials are placed below foundations. The minimum excavation oversize should extend per the requirements outlined in Appendix B.

The Geotechnical Engineer of Record or their designated representative should review project excavations to verify removal of unsuitable materia l(s) and adequate bearing support of exposed soils. All such observations should occur prior to the placement of construction of footings and floor slabs.

Following the removal of the unsuitable soils, NTI recommends that native soils at the exposed grade (i.e. base of excavations) be compacted with a large vibratory roller unt il such materials achieve no less t han 98 percent of the maximum dry density as determined by the standard Proctor test (ASTM: D 698-96).

If problematic zones are not drained they have the potential to collect water within t he void spaces and may undergo significant volumetric change during periods of freeze thaw. This change in volume has the potential to cause distress within the proposed residential structures.

Engineered fill for site corrective earthwork and for support of project footings should be tempered for moisture content and placed and compacted as outlined in the compaction guidelines table in Appendix B.

Page 5of10

Well Pump House Newcastle, WY

NTI Project No. 17.30557.100

4.3 Shallow Foundations

The following preliminary bearing recommendations are based on our understanding of the project. We assume foundation elements will impose maximum vertical loads as previously noted within this report.

In our opinion, you may support the proposed wood or steel framed structure by founding strip footings and interior column footings on properly compacted native material. These recommendations are made providing such construction complies with the criteria established within this report. Design of footings may be based on the allowable bearing capacity of the soils listed below in Table 4.

Table 4: Recommended Maximum Net Allowable Soil Bearing Pressure1

Conventional Shallow Foundation Construction

Location

Perimeter Strip Footings, Perimeter Columns: Perimeter strip footings and perimeter column footing supported on properly placed and compacted native material. Draintile is recommended to be placed around the perimeter of the foundation and drained to a sump or daylighted.

Interior Strip Footings: Interior strip footings supported on properly placed and compacted native material at a depth that provides no less than 6 inches of clearance between the top of footing and underside of floor slab (for sand cushion).

Interior Column Footings: Supported on properly placed and compacted native material at a depth that provides no less than 6 inches of clearance between the top of footing and underside offloor slab (for sand cushion).

Criteria

Maximum 2,500 psf

(All foundations)

1. Maximum net allowable soil bearing pressure recommendations predicated on foundation design and construction complying with recommendations presented within this report. To minimize local failure of supporting soils, it is our opinion foundation construction should comply with the International Building Code (IBC) requirements.

Foundations in unheated appurtenant areas, such as garages, stoops and canopies, should be based at least 5 feet below the proposed finished grade for frost protect ion. Footings below structures anticipated to be heated (greater than 60 degrees F) in winter should be constructed at least 3.5 feet below proposed finished grade.

Continuous strip footings under bearing walls should be at least 1.0 foot wider than the walls they support. Interior footings should be based at least 1.5 feet below design floor elevation.

4.4 Bearing Factor of Safety and Estimate of Settlement

We estimate that the native soils, or properly compacted backfill, will provide a theoretical factor of safety of 3 against localized bearing failure when construction complies with report criteria and

recommendations and the structural design of the foundations uses the Table 5 maximum net allowable soil bearing recommendation(s).

Page 6of10

Well Pump House Newcastle, WY

NTI Project No. 17.30557.100

We estimate that footings loaded per report recommendations may experience long term, total settlement of approximately 1/2 to 1 inch. Differential settlement will be on the order of 25 to 50 percent of total settlement. Generally, the greatest differential settlement occurs between lightly loaded and heavily loaded footings, particularly if heavily loaded footings are located adjacent to lightly loaded strip footings. Most of the settlement will occur on first loading, as the structure is erected.

Furthermore, total and differential movement of footings and floor slabs could be significantly greater than the above estimates if you support construction on frozen soils. The moisture content of the bearing soils significantly changes from in-situ conditions when snow or ice lenses are incorporated into site earthwork.

4.5 Subsurface Drainage

NTI requires the installation of a subsurface drain system at the interior base of foundation walls to be a preferred practice of construction. The subsurface drain system will help to limit moisture accumulation within granular soils placed below interior floors. NTI also recommends the placement of a separate subsurface drainage system exterior to perimeter foundation walls to reduce the risk of hydrostatic pressure against the basement walls.

As a general guideline, subsurface drainage consists of a geotextile and coarse drainage encased slotted or perforated pipe extending to sump basin(s). We recommend that exterior drainage be separated from interior drainage to reduce risk of cross flow and moisture infiltration below structure interior.

4.6 Utilities

Utility trenches should be backfilled in 6-inch maximum depth loose lifts. It is especially important that you compact trench backfill of underground utilities to minimize future settlement of green space and pavement areas. Please refer to Appendix B for compaction specifications.

The stability of embankments along utility excavations is dependent on soil strength, site geometry, moisture content, and any surcharge load for excavated soils and equipment. Cautionary comment on excavation stability is provided within other report sections.

As noted previously, apparent weathered Sandstone layers was encountered at the boring location. Dependent upon the depth of utility installation, pipe bedding may be required to provide a uniform bearing stratum and for protection of the utility piping when bearing upon the underlying apparent Sandstone bedrock soils. Although less likely in Sandstone based formations, there is the potential that mechanical rock removal techniques may be required dependent upon the proposed utility installation depth and the quality of the apparent bedrock material at the invert depths. This may include controlled blasting, air rotary tooling or mechanical percussive tooling. Additiona l field exploration with rock coring techniques would be required to further define the composition and the soundness of the underlying apparent bedrock formation.

Page 7of10

Well Pump House Newcastle, WY

NTI Project No. 17.30557 .100

We herein note that the Contractor is solely responsible for assessing the stability of and executing underground utility and project excavations using safe methods. Contractor is also responsible for naming the "competent individual" as per Subpart P of 29 CFR 1926.6 (Federal Register - OSHA).

4.7 Slab-on-Grade Floors

For floor slabs constructed directly over documented engineered fill or non-organic, competent native soil as described in the Site Preparation section, the design of the floor slab may be based on an estimated modulus of subgrade reaction (k) of 175 pci (pounds per square inch per inch of depth).

The final 6 inches of fill below the concrete floor slabs should consist of pit run or processed sand (sand cushion) with 100 percent material passing the 1 inch, no more than 40 percent passing the No. 40 sieve and no more than 5 percent material passing the No. 200 U.S. Sieve. The moisture content of the sand cushion should be within plus or minus 2 percent of the optimum moisture content determined by the modified Proctor test.

All interior at-grade floors with impervious or near impervious surfacing such as, but not limited to, paint, hardening agent, vinyl tile, ceramic tile, or wood flooring, should include provision for installation of a vapor barrier system. Historically, vapor barrier systems can consist of many different types of synthetic membrane, and can be placed either below sand cushion materials or at the underside of the concrete floor. All such issues are contentious and have both posit ive and negative aspects associated with long term performance of the floor. Overall, we recommend you install some form of vapor barrier below the project floor [for at-grade and basement construction, as appropriate] .

We recommend that you isolate floor slabs from other building components by placement of a nominal 1/2 inch thick expansion joint between the floor and walls, and/or columns. This construction must also apply a compatible sealant after curing of the floor slab to reduce moisture penetration though the expansion joint. As a minimum, you should install a bond breaker to isolate and reduce binding of building components.

4.8 Surface Drainage

You should maintain positive drainage during and after construction of project and eliminate ponding of water on site soils. We recommend that you include provisions within construction documents for positive drainage of site . You should install sumps at critical areas around project excavations to assist in remova l of seepage and runoff from site.

We recommend that sidewalks, curbing, pavements, and green space be designed to direct drainage away from the structures. We recommend that you provide a 5 percent gradient within 10 feet of buildings for drainage from lawn, and 2 percent minimum gradient from buildings for drainage of sidewalks I pavements. All pavements should drain to on-site storm collection, municipal collection system, or roadside ditching.

In order to minimize the potential for water to infiltrate the basement wall backfill, roof runoff shou ld be directed away from buildings by a system of rain gutters, down spouts and splash pads.

Page 8of10

5.0 CONSTRUCTION CONSIDERATIONS

5.1 Frost Considerations

Well Pump House Newcastle, WY

NTI Project No. 17.30557.100

The lean clay {CL) and silty clay {CL-ML) soils encountered at the site are moderately frost susceptible. Small amounts of groundwater, or infiltrated surface water, can be detrimental to the performance of the slabs and pavements. Exterior slabs and pavements should be expected to heave. If frost action needs to be eliminated in critical areas, then we recommend the use of structurally supported exterior slabs (e.g., as structural stoops in front of building doors), as is common practice. It is our opinion that placing non-frost susceptible material in large areas under exterior pavements and sidewalks would be exceedingly expensive and an unusual design and construction procedure.

A transition area between structurally supported slabs or non-frost susceptible materials should be constructed at a 3H:1V back slope to reduce the potential differential frost movements in the slabs or pavements. Drain tile should be installed around the foundation perimeter and finger drains should be installed about catch basins and across low points in the pavement grades.

Non-frost susceptible fill should consist of sand or gravel with less than 5 percent material passing the No. 200 sieve, and at least 50 percent retained on the No. 40 sieve.

5.2 Excavation Stability

Excavation depth and sidewall inclination should not exceed those specified in local, state or federal regulations. Excavations may need to be widened and sloped, or temporarily braced, to maintain or develop a safe work environment. Also, contractors should comply with local, state, and federal safety regulations including current OSHA excavation and trench safety standards. Temporary shoring must be designed in accordance with applicable regulatory requirements.

5.3 Engineered Fill & Winter Construction

The Geotechnical Engineer of Record or their designated representative should observe and evaluate excavations to verify removal of topsoil and/or unsuitable material(s), and adequacy of bearing support of exposed soils. Such observation should occur prior to construction of foundations or placement of engineered fill supporting excavations.

Engineered fill should be approved by the Geotechnical Engineer of Record prior to placement. In addition, the engineered fill should be tempered for correct moisture content and then place and compact individual lifts of engineered fill to criteria established within the appendices attachment.

Frozen soil should never be used as engineered fill or backfill nor should you support foundations on frozen soils. Moisture freezing within the soil matrix of fine grained and/or cohesive soils produces ice lenses. Such soils gain moisture from capillary action and, with continued growth, heave with formation of ice lenses within the soil matrix. Foundations constructed on frozen soils have the potential to settle once ice lenses thaw.

Page 9of10

Well Pump House Newcastle, WY

NTI Project No. 17.30557.100

You should protect excavations and foundations from freezing conditions or accumulation of snow, and remove frozen soils, snow, and ice from within excavations, fill section or from below proposed foundations. Replacement soils should consist of similar materials as those removed from the excavation with moisture content, placement and compaction conforming to report criteria .

6.0 CLOSURE

The widely spaced, small diameter borings provide only a limited amount of data regarding the site subgrade conditions. Unsuitable materials may not be discovered until site grading commences. These risks cannot be eliminated but can be reduced by additiona l field exploration and thorough testing during site preparation and construction.

The scope of services for this project does not include either specifically or by implication any environmental or biological assessment of the site or identification or prevention of pollutants, hazardous materials or conditions. If the owner is concerned about the potential for such contamination or pollution, other studies should be undertaken.

This report has been prepared for the exclusive use of Wester-Wetstein & Associates or their agents for specific application to the proposed Well Pump House in Newcastle, Wyoming. Northern Technologies, LLC has endeavored to comply with generally accepted geotechnical engineering practice common to the local area. Northern Technologies, LLC makes no other warranty, expressed or implied.

Northern Technologies, LLC

Ka rl Liester, P.E. Senior Engineer

Ivy McGillivray. E.l.T. Staff Engineer

KAL/imm

Date: June 20, 2017

Page 10of10

GEOTECHNICAL EVALUATION OF RECOVERED SOIL SAMPLES

FIELD EXPLORATION PROCEDURES

GENERAL NOTES

WATER LEVEL SYMBOL

DESCRIPTIVE TERMINOLOGY

RELATIVE PROPORTIONS

PARTICLE SIZES

CLASSIFICATION of SOILS for ENGINEERING PURPOSES

EXCAVATION OVERSIZE

Well Pump House

Newcastle, WY NTI Project No. 17.30557.100

APPENDIX A

GEOTECHNICAL EVALUATION OF RECOVERED SOIL SAMPLES

Well Pump House Newcastle, WY

NTI Project No. 17.30557.100

We visually examined recovered soil samples to estimate distribution of grain sizes, plasticity, consistency, moisture condition, color, presence of lenses and seams, and apparent geologic origin. We then classified the soils according using the Unified Soil Classification System (ASTM D2488). A chart describing this classification system and genera l notes explaining soil sampling procedures are presented within appendices attachments.

The stratificat ion depth lines between soil types on the logs are estimated based on the available data. In situ, the transition between type(s) may be distinct or gradual in either the horizontal or vertical directions. The soil conditions have been established at our specific boring locations only. Variations in the soil stratigraphy may occur between and around the borings, with the nature and extent of such change not readily evident until exposed by excavation. These variations must be properly assessed when utilizing information presented on the boring logs.

We request that you, your design team or contractors contact NTI immediately if local conditions differ from those assumed by this report, as we wou ld need to review how such changes impact our recommendations. Such contact would also allow us to revise our recommendations as necessary to account for the changed site conditions.

FIELD EXPLORATION PROCEDURES

Soil Sampling - Standard Penetration Boring:

Soil sampling was performed according to the procedures described by ASTM D-1586. Using this procedure, a 2 inch O.D. split barrel sampler is driven into the soil by a 140 pound weight falling 30 inches. After an initial set of six inches, the number of blows required to drive the sampler an additional 12 inches is recorded (known as the penetration resistance (i.e. "N-va lue") of the soil at the point of sampling. The N-value is an index of the relative density of cohesion less soils and an approximation of the consistency of cohesive soils.

Soil Sampling - Power Auger Boring:

The boring(s) was/were advanced with a 6 inch nominal diameter continuous flight auger. As a result, samples recovered from the boring are disturbed, and our determination of the depth, extend of various stratum and layers, and relative density or consistency of the soils is approximate.

Soil Classification:

Soil samples were visually and manually classified in general conformance with ASTM D-2488 as they were removed from the sampler(s). Representative fractions of soil samples were then sealed within respective containers and returned to the laboratory for further examination and verification of the field classification. In addition, select samples were submitted for laboratory tests. Individual sample information, identification of sampling methods, method of advancement of the samples and other pertinent information concerning the soil samples are presented on boring logs and related report attachments.

GENERAL NOTES

DRILLING and SAMPLING SYMBOLS SYMBOL DEFINITION

C.S. Continuous Sampling P.O. 2-3/8" Pipe Drill C.O. Cleanout Tube

3HSA

4 FA 6 FA

2 Y2 c 4C D.M. J.W. H.A. NXC BXC AXC SS 2T 3T

3 Y." l.D. Hollow Stem Auger

4" Diameter Flight Auger 6" Diameter Flight Auger 2 W' Casing 4" Casing Drilling Mud Jet Water Hand Auger Size NX Casing Size BX Casing Size AX casing 2" O.D. Split Spoon Sample 2" Thin Wall Tube Sample 3" Thin Wall Tube Sample

WATER LEVEL SYMBOL

SYMBOL

w D LL, PL

Ou

Pq s G SL Ph 0 M.A. C*

Well Pump House Newcastle, WY

NTI Project No.17.30557.100

LABORATORY TEST SYMBOLS DEFINITION

Moisture content-percent of dry weight Dry Density-pounds per cubic foot Liquid and plastic limits determined in accordance with ASTM D 423 and D 424 Unconfined compressive strength-pounds per square foot in accordance with ASTM D 2166-66

Penetro'meter reading-tons/square foot

Torvane reading-tons/square foot Specific Gravity- ASTM D 854-58 Shrinkage limit -ASTM 427-61 Hydrogen ion content-meter method Organic content-combustion method Grain size analysis One dimensional consolidation

Oc Triaxial Compression *See attached data Sheet and/or graph

Water levels shown on the boring logs were determined at the time and under the conditions indicated. In sand, the indicated levels can be considered relatively reliable for most site conditions. In clay soils, it is not possible to determine the ground water level within the normal scope of a test boring investigation, except where lenses or layers of more pervious water bearing soil are present; and then a long period of time may be necessary to reach equilibrium. Therefore, the position of the water level symbol for cohesive or mixed soils may not indicate the true level of the ground water table. The available water level information is given at the bottom of the log sheet.

DESCRIPTIVE TERMINOLOGY

RELATIVE DENSITY TERM

Very Loose Loose Medium Dense Dense Very Dense

RELATIVE PROPORTIONS

TERMS

Trace

A little Some

RANGE

0 - 5% 5 - 15% 15-30%

N60 Value (corrected) 0 - 4 5-8

9 - 16 16-30

Over30

PARTICLE SIZES

MATERIAL

Boulders Gravel

Sand

Si lt and Clay

TERM

Soft Medium Rather Stiff

Stiff Very Stiff

DESCRIPTION

Coarse Medium Coarse Medium

CONSISTENCY N60 Value (corrected)

0·4 5·8

9-15 16-30 Over30

U.S. SIEVE SIZE

Over 3" 3" to%"

o/."to#4 #4 to #10

#10 to #40 Fine #40 to #200

Determined by Hydrometer Test

CLASSIFICATION of SOILS for ENGINEERING PURPOSES

Well Pump House Newcastle, WY

NTI Project No. 17.30557.100

ASTM Designation 0-2487 and 02488 (Unified Soil Classification System)

Major Divisions

c: 0

t a: "' > .... -<I. <11 ·;; U'l .... "'

* <11 > <11 ·;;;

0 0

"' $! 0 ·5 z Vl "O c <11 0 c "O

U'l "' c Qi 0 > u 2

"' -c .... 0 c 19 Q) .... "C 0 <I. E c

'it 0 ...

<I.

* ...

0 Vl

'iii <11 .... c 19 "' <11

.... <11

~ .... ::> * 0 0 u Vl

c: "' ~ ..... ~ 0 2

c 0 :;::; u E -<11 cl ~ >

<I.

"' ·;:; 0

U'l u "' "O - c c: 0

"' * 2

Vl v 0 <I. Vl v c: v

"' It

~ c ....

Q)

0 2

U'l U'l

-9! .... U'l 0

~~ -0 u Vl

* Q)

> Q)

'ii\ 0 0

~ "' 0 0 "l z

"O -c: 0

"' .... U'l .E ~ Vi ::;

:2 ::> (J :.::;

"i:3 U'l QI Q) .s U'l

e U'l

"' ~ a. QI * ~

0 Vl c: "' ~ .... ~ 0 2

c:

"' ~ .... U'l .... > Q)

"' ..... u "' Q)

"O Soi c: .... 0

"' .E Vl U'l ~ ::; Vi :2

::> (J

::;

> .~ $! - c:

.i:=. ro ·-~ ~~

0

U'l

Qi > E 19 c:

"' <11 u U'l Q) c: u: ~ .... ·~ U'l

Qi > "' .... 19

U'l "O c: "' Vl c:

"' Q)

u

~ .... ·~ U'l

Q) U'l c: "O u: c:

"' Vl

Group Symbol

GW

GP

GM

GC

SW

SP

SM

SC

ML

CL

OL

MH

CH

OH

Pt

Typical Name

Well -graded gravels and gravel-sand mixtures, little or no fines.

Poorly graded gravels and gravel-sand mixtures, little or no fines.

Silty gravels, gravel-sand­silt mixtures.

Clayey gravels, gravel-sand­clay mixtures.

Well-graded sands and gravelly sands, little or no fines.

Poorly-graded sands and gravelly sands, little or no fines.

Silty sands, sand-silt mixtures.

Clayey sands, sand-clay mixtures.

Inorganic silts, very fine sands, rock f lour, silty or clayey fine sands.

Inorganic clays of low to medium plasticity, gravelly clays, sandy clays, silty clays, lean clays.

Organic silts and organic silty clays of low plasticity.

Inorganic silts, micaceous or diatomaceous fine sands or silts, elastic silts.

Inorganic clays of high plasticity, fat clays.

Organic clays of medium to high plasticity.

Peat, muck and other highly organic soils.

Classification Criteria

t'. "' .&:. u )( Q) 'C c

""' --

--I--

I--

Cu = 060 I 010 greater than 4. Cz = {030)2 I (010 x 060) between 1 & 3.

Not meeting both criteria for GW materials.

Atterberg limits below "A" line, or P.I. less than 4.

Atterberg limits above "A" line with P.I . greater than 7.

Atterberg limits plotting in hatched area are borderline classifications requiring use of dual symbols.

Cu = 060 I 010 greater than 6. Cz = (030)2 I (010 x 060) between 1 & 3.

Not meeting both criteria for SW materials.

Atterberg limits below "A" line, or P.I. less than 4. Atterberg limits above "A" line with P.I. > 7.

-

Atterberg limits plotting in hatched area are borderline classifications requiring use of dual symbols.

0 0 ~

-- - 0 f

I\ " ,!!

:< JI x

Cl>

\ I- : ~

T x

I'\ 0

i x \ u

0

"' 0 .....

0

""' -

~ -I\ i

! \r'\

2 a " .. l ~ 5 t f r'\-• i\ ~ ~ >---~~ j .. ~ 1 u

s j ~ >--- -i ~ 1 -! h

w -e 0

:::;

"' .,, :; O"

0 :::; ....

0 (')

0 ('j

0 ~

0

0

Well Pump House Newcastle, WY

NTI Project No. 17.30557.100

EXCAVATION OVERSIZE

Excavation oversize facilitates distribution of load induced stress within supporting soils. Unless otherwise superseded by report specific requirements, all construction should conform to the minimum oversize and horizontal offset requirements as presented within the diagram and associated chart.

Excavation Back Slope (Refer to Note1)

Backflll Surface & Soils.

Horizontal Offset A (Refer to Chart:)

Oversize Ratio H (Refer to Chari)

Structure and/or Basement

Figure 1: Excavation Oversize

Unsuitable Soils (I.e. Excavated Materials), Refer to Chart and report for requirements.

Depth D: Engineered Fiii. Refer to report for material type and placement criteria.

Competent Soils (I.e. acceptable for support of embankment and stn1cture), Refer to report for specific requirements.

Definitions Oversize Ratio H:

Horizontal Offset A:

The ratio of the horizontal distance divided by the engineered fill depth (i.e. # Horizontal I Depth D). Refer to Chart for specific requirements.

The horizontal distance between the outside edge of footing or critical position and the crest of the engineered fill section. Refer to Chart for specific requirements.

Note 1: Excavation depth and sidewall inclination should not exceed those specified in local, state or federal regulations including those defined by Subpart P of Chapter 27, 29 CFR Part 1926 (of Federal Register).

Excavations may need to be widened and sloped, or temporarily braced, to maintain or develop a safe work environment. Contractor is solely responsible for assessing stability under "means and methods" .

Condition Unsuitable Soil Type Horizontal Offset A Oversize Ratio H

Foundation Unit Load SP, SM soils, CL & CH Equal to or greater than equal to or less than 3,000 soils with cohesion NA one (1) times Depth D psf. 11reat~r than 1,000 psf Foundation Unit Load SP, SM soils, CL & CH Equal to or greater than greater than 3,000 psf soils with cohesion less NA one (1) times Depth D

than 1,000 psf Foundation Unit Load Topsoil or Peat 2 feet or width of Equal to or greater than equal to or less than 3,000 footing, whichever is two (2) times Depth D psf. greater

Foundation Unit Load Topsoil or Peat 5 feet or width of Equal to or greater than greater than 3,000 psf footing, whichever is two (3) times Depth D

greater

GROUNDWATER ISSUES

PLACEMENT and COMPACTION OF ENGINEERED FILL

Well Pump House

Newcastle, WY

NTI Project No. 17.30557.100

APPENDIX B

GROUNDWATER ISSUES

Well Pump House Newcastle, WY

NTI Project No. 17.30557.100

The following presents additional comment and soil specific issues related to measurement of groundwater conditions at your project site.

Note that our groundwater measurements, or lack thereof, will vary depending on the time allowed for equilibrium to occur in the borings. Extended observation time was not available during the scope of the field exploration program and, therefore, groundwater measurements as noted on the borings logs may or may not accurately reflect actual conditions at your site.

Seasonal and yearly fluctuations of the ground water level, if any, occur. Perched groundwater may be present within sand and silt lenses bedded within cohesive soil formations. Groundwater typically exists at depth within cohesive and cohesionless soils.

Documentation of the local groundwater surface and any perched groundwater conditions at the project site would require installation of temporary piezometers and extended monitoring due to the relatively low permeability exhibited by the site soils. We have not performed such groundwater evaluation due to the scope of services authorized for this project.

We anticipate that a system of sump pits and pumps located outside of the foundation areas would be suitable for control if perched groundwater were to be encountered. NTI cautions that such seepage may be heavy and will vary based on seasonal and annual precipitation, and ground related impacts in the vicinity of the project.

PLACEMENT and COMPACTION OF ENGINEERED FILL

Well Pump House Newcastle, WY

NTI Project No. 17.30557.100

Unless otherwise superseded within the body of the Geotechnical Exploration Report, the following criteria shall be utilized for placement of engineered fill on project. This includes, but is not limited to earthen fill placement to improve site grades, fill placed below structural footings, fill placed interior of structure, and fill placed as backfill of foundations.

Engineered fill placed for construction, if necessary should consist of natural, non-organic, competent soils native to the project area. Such soils may include, but are not limited to gravel, sand, or clays with Unified Soil Classification System (ASTM 02488) classifications of GW, SP, or SM. Use of silt or clayey silt as project fill will require additional review and approval of project Geotechnical Engineer of Record. Such soils have USCS classifications of ML, MH, ML-CL, MH-CH. Use of topsoil, marl, peat, other organic soils construction debris and/or other unsuitable materials as fill is not allowed. Such

soils have USCS classifications of OL, OH, Pt.

Engineered fill, classified as clay, should be tempered such that the moisture content at the time of placement is equal to and no more than 3 percent above the optimum content for as defined by the appropriate proctor test. Likewise, engineered fill classified as gravel or sand should be tempered such that the moisture content at the time of placement is within 3 percent of the optimum content.

All engineered fill for construction should be placed in individual 8 inch maximum depth lifts. Each lift of fill should be compacted by large vibratory equipment until the in-place soil density is equal to

or greater than the criteria established within the following tabulation.

Type of Construction

General Embankment Fill

Engineered Fill below Foundations

Engineered Fill below Floor Slabs

Engineered Fill placed as Pavement Aggregate Base

Engineered Fill placed to within 3 feet of pavement aggregate base

Engineered Fill placed within 3 feet of pavement aggregate base

Compaction Criteria (% respective Proctor) 1

Clay Sand or Gravel

Min.95 Min.95

Min.95 Min.95

Min.95 Min. 95

NA Min. 95

Min. 95 Min.95

Min.100 Min.100

Note 1 Unless otherwise required, compaction shall be based on the Modified Proctor Test.

Density tests should be taken during engineered fill placement to document earthwork has achieved

necessary compaction of the material(s). Recommendations for interior fill placement and backfill of foundation walls are presented within other sections of this report.

SOIL BORING DIAGRAM

SOIL BORING LOGS

Well Pump House Newcastle, WY

NTI Project No. 17.30557.100

APPENDIX C

Boring Location Diagram

Well Pump House

Newcastle, WY

NTI Project#: 17.30.100

NOTE: Boring location is approximate.

TBM top of well control. Assumed elevation 100.0'

NTI~ NORTHERN TECHNOLOCIES, INC .•

~ NTI-Rapid City BORING NUMBER SB-1 8105 Black Hawk Rd

PAGE 1 OF 1 Black Hawk SD 57718 NORTHERN P: 6057879303F: 6057879515 Long: -104° 12' 24.7201"

'--6/ TECHNOLOCIES, LLC www.NTigeo.com Lat: 43° 51' 41.6999"

CLIENT Wester-Wetstein & Associates PROJECT NAME Well PumQ House

PROJECT NUMBER 17.30557.100 PROJECT LOCATION Newcastle WY

DATE STARTED 6/14/17 COMPLETED 6/14/17 GROUND ELEVATION 106.1 ft HOLE SIZE 6 1/2 in.

DRILLING CONTRACTOR NTI GROUND WATER LEVELS:

DRILLING METHOD 3 1/4 in H.S.A AT TIME OF DRILLING -

LOGGED BY Mike Hudson CHECKED BY ll!'z! McGillivray AT END OF DRILLING -CAVE IN (ft) FROST DEPTH (ft) AFTER DRILLING -

NOTES

ATTERBERG w -;fl. :i ~ ~

LIMITS a_ w~ (.)

~ffi >- ww w ex::~ :c :C 0 ex::~ ~ I- ::> a_

1-~ :::::> I- ~ Cl) I-~ wm wo 0Z-l Gi '.§' z o 1-Z (.) w a_~ a..o MATERIAL DESCRIPTION >0 9 1- i= t:: -x z _J::?: _J ::> ~ cnW S:? w w ~ C2 _J a_ :::::> ocx:: mo :.:: ~ :::> .S - 1- ::i-

Cl) ::?: u:: 0 (.) ~ (.) >- oz a ~ i-o (!) ::?: z (.) ~ ::s ::J cnz

~ w 0 ex:: ::?: O ::J _J ::s-Cl) ex:: a_ 0 (.) a_

0 a_

~ I FILL/TOPSOIL, brown

x SS 20 .... - D 1 ~ D ,__ D 2.0 104.1 ....

SILTY LEAN CLAY, (CL) brown, soft ,__

x SS 67 0-1-1 20 ... - 2 (2)

,__

.... -

,_§____ 5.0 101.1

IX SS 3-3-6 LEAN CLAY, (CL) brown, rather stiff to stiff 3 78 (9) 3.0 101 7 27 17 10

.... -

... - ,__

IX SS 89 3-6-9

8 8.0 98.1 4 (15) ~ .. . ... . : 8.5 WEATHERED SANDSTONE 97.6

LEAN CLAY, (CL) brown, rather stiff LENSES OF ,__

.... - SANDSTONE THROUGHOUT

_JQ_

~ SS 5-7-6 5 100 (13) 7 22 NP NP

- -

-

x SS 89 3-3-7 4.0 108 18 - 6 (10)

-I-

·-1.L

x SS 4-6-5 7 100

(11) 11

I-

--1Q.....

x SS 4-5-9 8 100 (14) 5.0 116 15

- 21.0 85.1 Bottom of borehole at 21.0 feet.

Borehole backfilled with auger cuttings.

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LOG OF TEST BORING Wester-Wetstein & Associates, Inc.

Project: City of Newcastle Pump Station W-W Project No.: 76.001

Location: Newcastle, WY Date Drilled: 12/19/01 --------------

Logged By: T. Merchen Surface Elevation: 100

Elevation

100

1

2

97 3

N

15

14

ampe Type

cal

cal

Drilled By: AET ------Depth to Water: 14 Yz feet

Soil Discription Brown LEAN CLAY with GRAVEL, moist (CL)

Brown SIL TY SAND, fine, moist, piece of glass

Geology

fill

96 4 Light grayish brown SIL TY SAND with clast of gravel sized sandstone, white evaporite salts (SM)

colluvium

5 28 cal

6

7 11 cal (dark orange-brown oxidation)

8

9 10 cal (buff colored sand to 11 feet)

10 (lens of brown LEAN CLAY, very mosit)

11

12 17 cal

13

14 (water bearing)

15 3 cal

16 83.5 End of Boring @ 16% feet

Drilled By: American Engineering Testing Drilling Method: 4 inch OD solid stem flight auger

Sampling Method: CME auto hammer --------------SPT - N: Standard Pentration blow counts, sum of last 12 Inches driven

cal: 1.94 Inch ID split barrel sampler with 4 inch long brass liner tubes

uses: visual classification of soils based on ASTM: D 2488 (Visual-Manual Proceedure

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80.0

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EASEMENT BOUNDRY

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6+00

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2+00

1+00

PUMPING STATION BUILDINGSEE SHEET P-3 FOR DETAILSAND MODIFICATIONS

4327 NEW 8" WATERLINEFROM WELL HOUSE #5TO PUMPING STATION(ALTERNATE #1)NEW 8" WATERLINEFROM PUMPING STATION(ALTERNATE #2)

EXIST. 8" WATERLINEFROM WELL #4 TOPUMPING STATIOIN -VERIFY ELEVATION

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4336

4330

8"45° BEND

8" TEE - TIE IN TOEXIST. 8" WATERLINE

8" 22.5° BENDTYP (2)

8" 11.25° BENDTYP (2)

8" 11.25° BENDTYP (2)

EXIST. 10" WATERLINEFROM PUMPING

STATIOIN - VERIFYELEVATION

10" x 10" x 8" RED. TEE -TIE IN TO EXIST. 10" WATERLINE(ALTERNATE #2)

BURIED VALVE INSTALLATION 7P-2

2'-6

"

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FUTURE 8" SANITARY SEWER -NOT IN THIS CONTRACT

DOUBLE LINE TRENCH DETAIL 9P-3

TRENCH DETAIL 8P-3

REVISION CITY OF NEWCASTLE, WYOMINGWELL NO. 5

ALTERNATIVE NO. 1 & NO. 2 - PLAN AND PROFILE STA. 0+00 TO 7+00PP-1

SHEETDATE BY WARNING

IF THIS BAR DOESNOT MEASURE 1"

NOT TO SCALETHEN DRAWING IS

DESIGNED: JHW

DRAWN: DKM

CK'D: JHW

DATE: AUG., 2017

JOB NO.: 7.011

SCALE: AS SHOWN

0 1/2 1DESCRIPTION

4320

4350

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2

sultants in Engineering and Hydrogeology

Con

esteretstein &

ssociates2

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DRAFT605 Plaza CourtP.O. Box 2202Laramie, WY 82073(307) 742-9220

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EASEMENT BOUNDRY

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NEWCASTLE WELL #5 &WELL HOUSE - FOR INTERIOR

PIPING SEE SHEET P-1

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EASEMENT BOUNDRY

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8" 11.25° BENDTYP (2)

8" 22.5° BENDTYP (2)

8" 45° BEND

8" x 8" x 6"RED. TEE

8" 45° BEND8" STEEL TO PVCTRANSITIONCOUPLING

FIRE HYDRANT DETAIL10P-3

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DOUBLE LINE TRENCH DETAIL 9P-3

TRENCH DETAIL8P-3

FUTURE FENCE

8" x 8" x 6" RED. TEE

NEW 8" WATERLINEFROM WELL HOUSE #5 TOPUMPING STATION

NEW 8" WATERLINEFROM PUMPING STATION

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NEW 8" WATERLINEFROM WELL HOUSE

TO PUMP HOUSE

8"x

8" x

6" R

ED

. TE

ES

TA. 1

3+65

REVISION CITY OF NEWCASTLE, WYOMINGWELL NO. 5

ALTERNATIVE NO. 1 & NO. 2 - PLAN AND PROFILE STA. 7+00 TO 13+97PP-2

SHEETDATE BY WARNING

IF THIS BAR DOESNOT MEASURE 1"

NOT TO SCALETHEN DRAWING IS

DESIGNED: JHW

DRAWN: DKM

CK'D: JHW

DATE: AUG., 2017

JOB NO.: 7.011

SCALE: AS SHOWN

0 1/2 1DESCRIPTION

SCALE: HORIZONTAL: 1"=50' VERTICAL: 1"=10'

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esteretstein &

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LINE

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. 13+

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IPE

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605 Plaza CourtP.O. Box 2202Laramie, WY 82073(307) 742-9220

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WATER SYSTEM PUMPING & PRESSURE CONTROL STATIONSPRESSURE CONTROL STATION BUILDING ELEVATIONS

CITY OF NEWCASTLE, WYOMING

A-1SHEET

NOT MEASURE 1"NOT TO SCALE

THEN DRAWING ISIF THIS BAR DOES

REVISION DATE BY DESCRIPTION

605 PLAZA COURT (82070)P. O. BOX 29LARAMIE, WY 82073 (307) 742-9220

WESTER-WETSTEIN & ASSOCIATES, INC.CONSULTANTS IN ENGINEERING AND HYDROGEOLOGY

JOB NO: 76.001

SCALE: AS SHOWNCK'D: JHW

DRAWN: HJO

DATE: FEB, 2002DESIGNED: EPNWARNING0 1/2 1

48" WIDE x 12" x 6'-0" HIGH6 SHELVES

48" WIDE x 12" x 6'-0" HIGH6 SHELVES

SHELF SCHEDULE

DOOR SIZE3'-0" x 7'-0" x 1 3/4" &5'-0" x 7'-0" x 1 3/4"

3'-0" x 7'-0" x 1 3/4"

LOCATION

PRESSURE CONTROL STATIONS

PUMPING STATION 1

5

QUANTITY

LOCATION

PRESSURE CONTROL STATIONS

PUMPING STATION

NO.

102

101

DOOR SCHEDULE

INSULATED, FIELD PAINTED, 4" HEAD, 2" JAMB

INSULATED, FIELD PAINTED, 4" HEAD, 2" JAMB,REMOVABLE MULLION

REMARKS

PUMPING STATION

PRESSURE CONTROL STATIONS

FIRE EXTINGUISHER SCHEDULE

PAINTED STEEL

PAINTED STEEL

SIZE MATERIAL LOCATION

HARDWAREMATERIAL

HOLLOW METAL

HOLLOW METAL

GROUP 1

GROUP 1

1

5

QUANTITY

SCALE: 1/2" = 1'-0" --- SCALE: 1/2" = 1'-0" ---2

24"O.C.

8'-0"

VENTED RIDGE

METAL ROOF

WATER PROOFUNDERLAYMENT

3/4" EXTERIOR GRADEPLYWOOD ROOF

SHEATHING

MINIMUM R-38FIBERGLASSINSULATION

ROOFTRUSS

EXTERIOR HARDY PLANK

METAL FASCIA

VENTED RIDGE

ROOFING METAL

124

METALSOFFIT

4"

2x4 BLOCKING@ 24" O.C.

1'-0" (TYP.)

16" x 32" GLASS BLOCK WINDOWLOCATION VARIES, SEE WINDOW

LOCATION PLAN THIS SHEET

DOWNSPOUT(LOCATION VARIES AS

DIRECTED BY THE ENGINEER.)

RAIN GUTTER

1

5

QUANTITY

2'-0"(TYP.)

SPLASHPAD (TYP.)

102

NOTES:

1. CONTROL JOINTS SHALL BE SEALED WITH SEALANT AND BACKER ROD MATERIAL. DO NOT MORTAR CONTROL JOINTS.

2. THE OPENING SIZES FOR THE LOUVER AND VENT ARE NOT KNOWN AT THE TIME OF DESIGN. THE MASON SHALL OBTAIN THE OPENING SIZES FOR THE LOUVER AND VENT FROM THE CONTRACTOR.

NAIL SHEATHING ROOF WITH 8d NAILS @ 6" O.C. @ PANELPERIMETER AND BLOCKING AND @ 12" O.C. ON FIELD.

EXTERIOR LIGHT

SH

ELV

ES

FLO

W

SE

RV

ICE

FUTU

RE

RTU

PA

NE

L

WINDOW LOCATION FOR:FIRE DISTRICT SITE BUILDING

SECOND AVE. BUILDINGWEST MAIN ST. BUILDING

WINDOW LOCATION FOR:GROVE AVE. BUILDING

WINDOW LOCATION FOR:STAMPEDE ST. BUILDING

SCALE: 1/4" = 1'-0"

WINDOW LOCATION PLAN

1LONG SIDE ELEVATION DOOR SIDE ELEVATION

EXTERIORHARDY PLANK

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