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WES TO N P.O, Box 6037 GROUNDWATER • ENGINEERING Laramie, Wyoming 82070

Weston Engineering, Inc. (307) 745-6118

In Association With

PMPC, Consulting Engineers P.O. Box 370 Saratoga, Wyoming 82331

(307) 326-8301

WAMSUTTER WATER SUPPL Y PROJECT, LEVEL II FINAL REPORT

PREPARED FOR WYOMING WATER DEVELOPMENT COMMISSION

AND TOWN OF WAMSUTTER

Project Management and Engineering: Weston Engineering, Inc., Laramie, Wyoming

Project Engineers: Jerry Hunt, P.E., Richard Allen, P.E. Project Geologists: Todd Jarvis, P.G., Sue Spencer, P.G., Ben Jordan

Well Servicing Contractor: Weston Engineering, Inc., Upton, Wyoming

Cased-Hole Geophysical Logging Contractor: Goodwell, Inc., Upton, Wyoming

WESTON GROUNDWATER • ENGINEERING

Weston Engineering, Inc.

WAMSUTTER WATER SUPPLY PROJECT

TABLE OF CONTENTS

CHAPTER I - INTRODUCTION

Project Location, Demographics, and Population Statement of the Problem Scope of this Study Scoping Meeting Previous Reports Acknowledg ments

CHAPTER II - EXISTING SOURCE CAPACITY AND WATER SUPPLY NEEDS

Population Water Supply Quantity Water Demand

Present Water Consumption Future Water Consumption

Summary of Source Capacity Requirements Water Supply Quality

Historic Database Sampling Requirements

CHAPTER III - ANALYSIS OF EXISTING INFRASTRUCTURE

General Water System Description Water System Ownership and Easements Evaluation of Existing Wells

I ntrod uction Wamsutter Well No.5 Wamsutter Well No.6 Wamsutter Well No. 7 Wamsutter Well No.8 Well Integrity Assessment

Water Quality Field Tests Laboratory Analyses

Water Storage Water Treatment Booster Pump Station Transmission and Distribution Systems Fire Protection

PROPERTV·OF WRDS LIBRARY LARAMIE, WY (307) 766-6661

-i-

PAGE

1-1

1-1 1-1 1-1 1-2 1-2 1-2

11-1

11-1 11-1 11-1 11-1 11-2 11-3 11-3 11-3 11-4

111-1

111-1 111-1 111-1 111-1 111-2 111-3 111-3 111-4 111-5 111-5 111-6 111-6 111-8 111-9

111-10 111-11 111-11


PAGE

CHAPTER IV - WATER SUPPLY ALTERNATIVES IV-1

Introduction IV-1 Water Supply Alternatives and Abbreviated Cost Estimates IV-2

Alternative 1 - Modification of Existing System IV-2 Alternative 2- Well No.8 Completion and Connection to Existing IV-3 Storage Tank Alternative 3 - Well No.8 Completion, Water Treatment, and IV-4 Connection to Distribution System Alternative 4 - Well No.8 Completion, Water Treatment and Storage, IV-5 and Connection to Distribution System Alternative 5 - Complete Transfer of Water Sources, Storage, and IV-7 Treatment to Well No.8 Site Additional Water Supply Alternatives IV-7 Water System Enhancements IV-7

Summary of Water Supply Alternatives IV-8 Preferred Alternative IV-9

CHAPTER V - PRELIMINARY DESIGN, COST ESTIMATES AND ECONOMIC V-1 ANALYSIS OF THE PREFERRED ALTERNATIVE

Preferred Alternative Preliminary Design V-1 Description of Improvements V-2

Approach to Developing Cost Estimates V-2 Current Water Rates V-4 Financing Options V-5

Wyoming Water Development Commission V-5 Wyoming Office of State Loans and Investments V-5 USDA Rural Utility Service V-6 Abandoned Mine Lands Program V-6 Wyoming State Revolving Fund V-6

Funding Approach V-6 Water Customer Costs V-6 Equivalent Dwelling Unit Determination V-7

CHAPTER VI - ENVIRONMENTAL STUDIES, CONSTRUCTION PERMITS VI-1 AND EASEMENTS

Construction Permits VI-1 Easements and Access Agreements VI-1 Environmental Studies VI-2 Permitting Summary VI-2

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CHAPTER VII - WELLHEAD PROTECTION (WHP) DELINEATION REPORT

Need-for a Local WHP Plan Wellhead Protection Plan Elements Delineation of WHP Areas

Hydrogeologic Setting Groundwater Circulation in the Tertiary Aquifer System Well Construction Data Aquifer Testing Data WHPA Zone One (Accident Prevention Zone) Methods Used to Delineate WHPA Zones Two and Three Sensitivity Analysis

Identification of Existing and Potential Contaminant Sources

CHAPTER VIII - PROJECT SUMMARY

conceptual Design, Project Cost, and Ability to Pay Conclusions

REFERENCES CITED

APPENDIX

APPENDIX II

APPENDIX III

APPENDIX IV

LIST OF APPENDICES

EXISTING WELL FACT SHEETS

WELL NO.8 CORROSION STUDY REPORT

WELL AND AQUIFER TEST DATA

WATER QUALITY DATA

-iii-

VII-1

VII-1 VII-1 VII-1 VII-1 VII-2 VII-2 VII-2 VII-2 VII-2 VII-4 VII-4

VIII-1

VIII-1 V 111-2

R-1


LIST OF TABLES

TABLE NO. TITLE PAGE

11-1 1996 Water Consumption 11-2

11-2 2017 Water Consumption 11-3

111-1 Supply Well Summary 111-2

111-2 Water Quality Data and EPA Drinking Water Standards 111-7

111-3 Storage Tank History 111-9

111-4 Storage Tank Test Results 111-10

IV-1 Project Cost Summary - Alternajive 1 IV-2

IV-2 Project Cost Summary - Alternative 2 IV-3





IV-7 Summary of Identified Water Supply Alternatives IV-11

V-1 Preliminary Cost Estimate - Preferred Alternative V-3

V-2 Water System Balance of Revenue and Expenses V-5

V-3 1998 Water System Operation and Maintenance Budget V-5

V-4 Financial Summary - Preferred Alternative V-7

V-5 Equivalent Dwelling Unit Tabulation V-8

-iv-


LIST OF FIGURES

FIGURE NO. TITLE FOLLOWING PAGE

1-1 Location Map and Service Area 1-1

111-1 Existing Water Supply System 111-1

111-2 Well No.5 Constant Discharge Test 111-3

111-3 Well No.5 Recovery Test 111-3



111-6 Well No.8 As-Built Diagram 111-4



IV-1 Alternative No.2 - Well No.8 Completion and Connection to IV-2 Existing Storage Tank

IV-2 Alternative No.3 - Well No.8 Completion, Treatment, and IV-4 Connection to Distribution System

IV-3 Alternative No.4 - Well No.8 Completion, Treatment, Storage IV-5 Tank and Connection to Distribution System

IV-4 Alternative No.5 - Transfer Water Sources to Well No.8 Area IV-7

IV-5 Alternative No.6 - Service Area Expansion IV-8

VII-1 Major Structural Features Location Map VII-1

VII-2 Tertiary Aquifer System Potentiometric Surface Map VII-2

VII-3 WHPA Location Map VII-4

-v-

CHAPTER I

INTRODUCTION

This chapter provides an introduction and background information for the Level II Water Supply Project for the Town of Wamsutter sponsored by the Wyoming Water Development Commission.

PROJECT LOCATION, DEMOGRAPHICS, SERVICE AREA, AND POPULATION

The Town of Wamsutter is located in Sweetwater County in south-central Wyoming (Figure 1-1). The Town is a remote, residential community with an elevation of 6,730 feet. It is located along the Interstate-80 corridor, approximately 41 miles west of Rawlins.

The major employers in the area are the oil and natural gas industry, and the Wyoming Department of Transportation. Local retail businesses also employ several people.

The 1990 census reported 240 residents in the town. The current population is 337. Broad swings in the Town's population have occurred recently because of fluctuations in response to changes in the number of people employed in the oil and gas industry. For example, a study conducted in 1981 by Willard Owens Associates to evaluate the Wamsutter water supply situation reported a population of 681 individuals in 1980.

The service area is limited to the platted area within the Town boundaries and the area north of Town to include the Amoco and Colorado Interstate Gas facilities (see Figure 1-1). The Wamsutter Industrial Park, an industrial and residential area in the southwest part of Town is included in the service area although it is presently served by private wells.

STATEMENT OF THE PROBLEM

The Town of Wamsutter owns and operates the municipal water supply system, which includes several wells, pipelines from the wells to the water storage tank, a transmission line to town, and the water distribution system. Part of the system is located on land owned by the Union Pacific Railroad. The municipal water system serves residents and businesses within the platted area of the town.

The water storage tank serving Wamsutter is located at the southeast end of Town. The tank has a capacity of 350,000 gallons. Wamsutter Well Nos. 5, 6, and 7 are clustered near the water storage tank. Well No.8 is located approximately one mile north of Town, but has never been connected to the system. Water is transported to the storage tanks through buried pipelines. The water distribution grid that connects the transmission line to the taps was installed in the 1970's.

There are several apparent problems with Wamsutters current water supply system. Well Nos. 5, 6, and 7 have all surpassed their design life; all the-wells exceed 75 years of age. In addition to the problem of aging wells, the wells produce H2S gas and are plagued by failing pumps resulting from sand pumping.

In 1996, the Town of Wamsutter applied to the Wyoming Water Development Commission to fund a water supply project. The Town's application for funding was approved at the 1997 Wyoming State Legislative Session. Since WWDC guidelines provide funding for water supply systems, the study-eligible portion of the Wamsutter system includes the four supply wells, the transmission pipelines, the water storage facility, booster pump station, and the distribution system within the town.

SCOPE OF THIS STUDY

The purpose of the Wamsutter Levell! Water Supply Project is to inv(antory and assess the existing water supply facilities, identify water supply alternatives, and prepare preliminary designs and cost estimates for

1-1

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T 19 N

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WYOMING

WAMSUTTER WATER SUPPLY PROJECT LOCATION MAP AND SERVICE AREA

FIGURE 1-1

INTRODUCTION

the various alternatives. Included in the study is an analysis of the water supply, water supply needs, population, and future water demands. The existing infrastructure, including the existing wells, transmission system and water treatment system are analyzed and evaluated. A review of the source capacity water quality and the compliance with the Safe Drinking Water Act are also included in this report. Alternatives for enhancing Wamsutter's water supply are presented and ranked; probable costs for all feasible options are provided herein. In addition, the permits necessary for the recommended construction are identified.

The economic analysis included in this study contains recommendations relative to the annual financial commitments that the water users would have to make to retire the construction debt and meet operation and maintenance costs for the water supply alternatives. A rate schedule is also presented; this document will assist the Town of Wamsutter in establishing amended water rates and tap fees associated with the various alternatives for water system improvements.

SCOPING MEETING

A project Scoping Meeting was held on June 24, 199-7 at the Town Hall in Wamsutter. The technical project team attended this meeting, along with a representative of the Wyoming Water Development Commission. Attendees included the Mayor and Town Council. Topics of discussion included scheduling of the various inventory activities, water rights issues, and potential additions to the scope of work desired by the Town.

PREVIOUS REPORTS

Willard Owens and Associates (1981) prepared a Hydrogeologic Report on the Water Supply Situation of the Town of Wamsutter for the Sweetwater County Association of Governments. The report also included population and water demand projections, evaluation of water wells, as well as an analysis of the system's ability to meet recommended peak demands and fire flows.

The Wamsutter Well No. 8 Report, prepared by Sargent Irrigation (1983) describes the drilling, construction, and testing of Wamsutter Well No.8. This well was never completed with pumping equipment or connected to the water system because of turbidity problems. This Level II study builds on the information provided in the Sargent Irrigation Report and evaluates the usefulness of Well No.8 to the Town.

Johnson-Fermelia and Crank, Inc. (1985) conducted a pump test on Well No.8. This report summarizes well development and pump tests conducted in 1984 along with the results of water quality testing for Well No.8.

ACKNOWLEDGMENTS

This project could not have been completed without the technical assistance and guidance of Jon Wade of the Wyoming Water Development Commission, Mayor Bob Patterson and Leroy Williams of the Town of Wamsutter, and John Sackett of the Bureau of Land Management. PMPC, Consulting Engineers based in Saratoga, Wyoming provided invaluable assistance with the water system engineering.

1-2

CHAPTER II

EXISTING SOURCE CAPACITY AND WATER SUPPLY NEEDS

This chapter addresses the adequacy of the Town of Wamsutter's existing water supply to meet present and future needs. Summaries of present and future water demands are presented.

POPULATION

The Town population was tallied by the Town Clerk in August 1997. The total population was 337 residents with 247 using the municipal water system and 90 using private wells. The municipal water system presently serves residents and businesses located north of the railroad tracks and several buildings south of the tracks and east of the railroad grade crossing.

Population projections were discussed with Wyoming Department of Administration and Information (DA&I) and Sweetwater County Planning Department personnel. They are of the opinion that the Wamsutter population fluctuates seasonally and is dRven by the local energy based economy. Both groups suggested a 1 % annual growth rate was optimistic.

Two population projections were made for a 20 year planning period. The first projection assumes that the area presently served by the water system experiences a 1 % annual growth rate resulting in a population of 302 in the year 2017. The second projection assumes the Wamsutter Industrial Park is connected to the municipal system and a 1/2% annual growth rate resulting in a 2017 population served of 372. The average of these two projections is 337, the present town population. To be more conservative, a 2017 population of 400 was used to size the water system components.

WATER SUPPLY QUANTITY

Three wells currently serve as the source capacity for the Town of Wamsutter. Combined, Well Nos. 5 and 6 produce approximately 230 gallons per minute (gpm). Well No. 7 can be pumped at approximately 110 gpm. Well No.8 could deliver 200 gpm if connected to the water system. All Town wells develop water from the Battle SpringslWasatch Formation.

The wells reportedly meet the Town's water demand; to date, the implementation of a water rationing system has not been necessary.

WATER DEMAND

Present Water Consumption. The water demand estimates for the Town of Wamsutter described below are based on the previously discussed population projections, as well as recent water consumption rates. Because Wamsutter's system does not contain individual water meters, consumption rates were measured at the booster pump station. The Town's 1996 water consumption figures were found to be slightly higher than what would normally be expected for a typical Wyoming town of Wamsutter's size. This may be attributed to the high percentage of commercial/industrial use in town and irrigation of the town park with municipal water. The 1996 water consumption figures, expressed as gallons per capita per day (gpcd) and based on a population served of 260 people, are summarized in Table 11-1.

11-1


TABLE 11-1 WAMSUTTER WATER SUPPLY PROJECT

1996 WATER CONSUMPTION*

Water Demand

Average daily consumption Maximum month (July) Maximum week (July) Maximum day (July)

Gallons/Capita/Day

382 gpcd 696 gpcd 803 gpcd

1,000 gpcd

Gallons/Day

99,400 gpd 181,000 gpd 209,000 gpd 260,000 aDd

Gallons/Minute

69 gpm 126 gpm 145 gpm 181 gpm

The town park, which is irrigated with municipal water is a significant water user. The present park irrigation system and operating practice is as follows:

• 28 irrigation stations; one runs at a time, each runs for 20 minutes @ 70 gpm;

• 20 minutes per station = 560 minutes (9 hr. 20 min);

• 70 gpm x 560 minutes = 39,200 gallons/day (27.2 gpm for 1440 minutes/day) = 151 gpcd;

• Irrigation system may run through two cycles on some days;

• Park is normally irrigated from May through mid September, 6 days per week average; and

• Estimated seasonal water use: 18 weeks x 6 dayslweek x 32,900 gal/day = 3,553,200 gallons.

Park irrigation needs are not expected to increase during the planning period. Separating park irrigation water from the general consumption results in the per capita consumption amounts listed in Table 11-2.

Future Water Consumption The anticipated water needs for the estimated 2017 population of 400 residents and park irrigation is presented in Table 11-2. At the current population of approximately 260 persons, a supply of 181 gpm and 260,000 gallons of storage are required to meet the peak-day design criterion of 1,000 gpcd (see Table 11-2). Based on the projected population of 400 people in the year 2017, the future source capacity requirements may approach 250 gpm. Assuming Wamsutter's water system is considered a two-well system, approximately 359,000 gallons of storage capacity would also be required using the Wyoming Department of Environmental Quality (WDEQ) water system design rules and regulations. This scenario represents the worst case relative to water demand.

The current average daily per capita consumption is 382 gpcd (see Table 11-1). Thus, the present storage required to supply the average daily demand is 99,400 gallons with a source capable of delivering 69 gpm. For the projected population of 400, 20 ye~rs hence, a storage volume of 148,000 gallons with a source capacity of 103 gpm would be required to supply the needs of Wamsutter.

Based on a review of the WDEQ rules and regulations governing adequate water storage and supply redundancy, the Wamsutter water system is considered as a two (or more) well system. The requirement is that the least productive source be capable of supplying the average daily demand at the projected population of 400 in the year 2017. For this scenario, each source must be capable of delivering 103 gpm or 148,000 gallons per day. As described in Chapter III, both Well Nos. 5 and 7 were successfully pump tested at production rates of 150 and 110 gpm, respectively, in excess of the 103 gpm requirement. Well No.6, which was not pump tested during this study is also capable of producing over 150 gpm. Well Nos. 5 and 6, the Town's primary water sources, with Well No.7 as a back-up, are all capable of producing the average daily water demand throughout the life of the project.

11-2



2017 WATER CONSUMPTION*

Water Demand

Average daily consumption Maximum month (July) Maximum week (July) Maximum day (July)

Gallons/Capita/Day

345 gpcd 580 gpcd 675 gpcd 700 gpCd

Gallons/Day

148,000 gpd 264,000 gpd 304,000 gpd 359,000 gpd

Gallons/Minute

103 gpm 184 gpm 212 gpm 250 gpm

Because the assertion of adequate source capacity must be tempered by the fact these wells have already exceeded their design life by 30 or more years, it may be unwise to consider Wamsutter Well Nos. 5, 6, and 7 as viable water sources throughout the 20 year project planning period. However, Well No.8, although not currently connected to the water system, is capable of producing 200 gpm and would be considered a reliable, long-term water source.

SUMMARY OF SOURCE CAPACITY REQUIREMENTS

• The near-term, peak-day water demand for the present population is estimated to be 181 gpm.

• The 20-year projected population of the Wamsutter is 400 persons with a projected peak-day water demand of 250 gpm.

• The existing wells can yield the source capacity of present and future source capacity requirements.

WATER SUPPLY QUALITY

The adequacy of the current water supply system depends not only on the productive capabilities of the wells, but also on the quality of the water developed by the wells. With the exception of the "rotten egg" odor of dissolved hydrogen sulfide gas in the Battle Springs aquifer in the Wamsutter area, the water produced by Wamsutter's water wells is of fair quality. Historic problems with hydrogen sulfide within various components of the water system may be related to the pipeline from the wells to the storage tanks; aeration and chlorination of the water eliminates health risks from these constituents; These problems are more fully discussed in later sections of this report.

Historic Database

The Town of Wamsutter has performed numerous water quality tests since Well Nos. 5, 6, and 7 were acquired in 1989. Files maintained at the Town Hall include the following records:

•

•

•

•

•

•

Monthly bacteriological testing

PWS Sanitary Surveys (1977,1992)

Analyses for inorganic compounds (1984, 1989, 1993, 1996, 1997)

Analyses for copper and lead at ten taps (1993, 1994, 1995)

Volatile organic compound monitoring, tetrachloroethene (1994, 1995)

Radionuclide testing (1988, 1992)

11-3


• General water chemistry including pH, conductivity, hardness (six analyses since 1984)

• Nitrate/nitrite analysis (1994, 1995).

Occasionally, the Town has been in violation of EPA regulations regarding the frequency of water quality monitoring. These notices of violation have no relationship to the quality of the water; they merely indicate that required monitoring was not performed in a timely manner. Town officials have performed the required tests promptly after receiving each notice of violation.

The water from all the Wamsutter wells is hard, but otherwise is relatively good. The total dissolved solids (TDS) are high (400 to 1,000 ppm); no metal concentrations approach EPA maximum contaminant levels (MCls); no regulated volatile organic compounds have been detected, other than a tetrachloroethene spike in 1994; and the radionuclide concentrations are well below MCls.

As a matter of information, EPA Primary Drinking Water Standards pertain to a list of contaminants identified as potentially hazardous to human life if ingested in certain concentrations. The concentrations of these contaminants considered safe for human consumption are identified as maximum contaminant levels (MCls) and are established by the EPA. Compliance with EPA MCls for public water supplies is mandatory under both state and federal law. Secondary Drinking Water Standards pertain to contaminant levels that, if above recommended concentrations, may cause water to be esthetically unpleasant, distasteful, or odorous. Secondary standards are provided by the EPA strictly as recommended levels. No enforcement of the secondary standards is made by EPA or the WDEQ.

A few problems with the quality of the Wamsutter water supply have been identified. In 1984, the tetrachloroethene level exceeded its MCl for one sampling event. Follow up sampling indicated a concentration below the detection limit. However, the source of the contamination was not identified and the spike was shortlived. It is important to note that the treated water is tested every month for the presence of bacteria; very few of the samples have tested positive.

In 1992 the Midwest Assistance Program, serving as the local representative of the EPA, conducted a sanitary survey of the water system, including the wells, the transmission system, the storage system, and the treatment facilities. The analyst recommended the following improvements:

• File all analytical reports and water system records in one, easily accessible place;

• Maintain a current operating manual for the system;

• Monitor the chlorine residual in the distribution system daily;

• Develop an emergency plan in case of storms, floods, power outages, and civil strife;

• Employ a certified water operator; and

• Issue health advisories for non-regulatory contaminants such as sodium and sulfate.

Sampling Requirements

National Primary Drinking Water Regulations (NPDWRs) require all municipal drinking water supplies to be tested regularly for a large set of potential contaminants. The initial round of testing must include all substances regulated by the EPA; however, subsequent tests may be more limited in scope. Water systems may obtain waivers for analytes that are shown to be at acceptable concentrations by the first set of tests. Waivers decrease the required frequency of testing.

11-4


Frequency of water quality testing depends on both the size of the water system service area and on the nature of the contaminant. The EPA waivers allow systems to modify their testing programs: repeated testing for some substances may be eliminated or performed infrequently if initial tests show concentrations below the MCLs. For example, the EPA has already reduced the frequency of Wamsutter's radionuclide testing because of concentrations less than half of the MCLs.

11-5

CHAPTER III

ANALYSIS OF EXISTING INFRASTRUCTURE

This chapter details the findings of field investigations and records research performed for the Wamsutter level II Water Supply Project. Investigations were performed on supply system facilities including the transmission pipelines and associated controls and appurtenances, the storage tank facility, and the individual wells. Each item investigated in this section is presented separately with sub-topics pertaining to each item. Conclusions and recommendations are likewise addressed.

GENERAL WATER SYSTEM DESCRIPTION

Figure 111-1 depicts the location of the existing water supply wells, transmission pipelines, and storage system as reported in the Town's files. Water service is provided to homes, businesses and industrial facilities from three wells which derive water from the Battle Springs and Wasatch Formations and discharge into a 350,000 gallon elevated storage tank. Well water is chlorinated and aerated as it enters the storage tank. A cascade aerator is installed on top of the tank inlet piping to remove dissolved gases from the well water. The elevated storage tank discha-rges to a booster pump system consisting of two variable speed and one constant speed booster pumps and a diesel fire pump. The booster pumps, fire pump and an auxiliary electrical generator are located in a pump house at the base of the storage tank. The booster pumps discharge into the transmission and distribution system.

Although Wamsutter has four water supply wells, the municipal water is currently supplied by two wells (Well Nos. 5 and 6) located north of the railroad tracks adjacent to the water tank (see Figure 111-1). Well No. 7 is only occasionally used because of water taste and odor issues. Water is alternately pumped at a combined rate of approximately 230 gallons per minute from these wells into the storage tank. A bypass line is in place to route flow to the discharge directly to the booster pump system. The water from these wells is characterized by a bitter taste and odor, probably associated with the presence of methane and hydrogen sulfide gas in the water. The location of Well No.8, which was constructed in 1984 but has never been placed on-line is also depicted in Figure 111-1.

A brief discussion of the current system components along with operational information is presented below.

WATER SYSTEM OWNERSHIP AND EASEMENTS

In 1961, the Union Pacific Railroad (UPRR) gave ownership of the water system including the water rights to the Town of Wamsutter, but retained ownership of the land on which they are located. The storage tank, pumphouse, Well Nos. 5, 6, and 7 and some pipelines are located on UPRR property. The Union Pacific Railroad grants the Town of Wamsutter the right to operate these facilities, provided the Town delivers 60,000 gallons annually to UPRR at no charge. Well No. 8 is located on land owned by the Bureau of land Management (BlM).

EVALUATION OF EXISTING WELLS

Introduction

Information regarding the history and present condition of Well Nos. 5, 6, 7, and 8 is presented below. This section summarizes the well history and associated historic well testing data, in addition to well and aquifer test data, borehole video and bond long survey, and miscellaneous chemical and microbiological testing collected during this study.

The following summary table provides pertinent information about each of the wells based on State Engineer's files and reports prepared for the WWDC and the Town of Wamsutter.

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WAMSUTTER WELL NO.8

EXPLANA TION - 12-INCH PIPELINE - 10-INCH PIPELINE - 8-INCH PIPELINE - 6-INCH PIPELINE

WAMSUTTER WELL NO.7

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STORAGE TANK &

BOOSTER PUMP STATION

WAMSUTTER WELL NO.5

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WESTON WAMSUTTER WATER SUPPLY PROJECT

EXISTING WATER SUPPLY SYSTEM FIGURE 111-1 GROUNDWA TER • ENGINEERING

Well Year No. Drilled

5 1902

6 1912

7 1921

8 1984



SUPPLY WELL SUMMARY

Drilled Yield Comments Depth (ft) (gpm)

1365 150 Well flows at 10 gpm if not pumped (lots of sediment reported); pump and column replaced in 1996; pump replaced in August, 1997; bitter taste and odor; currently on-line with a combined yield of 230 gpm with Well No.6.

1905 225 Welf flows at 15 gpm if not pumped (lots of sediment reported); pump and column replaced in 1996; currently on-line with a combined yield of 230 gpm with Well NO.5.

1801 110 Pump and column replaced in 1996; reported interference with Well 6 during 1976 pump test; currently used only for emergencies.

2020 200 Never put on-line due to possible cement in screen, high turbidity

As indicated in Table 111-1, all of the wells except Well No.8, which has never been used, are very old. Although conducting pump tests on the wells has provided valuable information on aquifer properties and potential yields, it is doubtful that rehabilitation of Wells 5, 6, and 7 would be cost effective because they have far exceeded the typical design life of a well, which is typically 25 to 40 years.

Wamsutter Well No. 5

Well History. As indicated on the "fact sheet" in Appendix I, Wamsutter Well No.5 was drilled and completed in 1902 for the Union Pacific Railroad Company. The completion report for Well No.5 filed with the State Engineer's Office (Statement of Claim No. U.W. 118) states that the well was cased with 12-inch diameter casing at the top and 8-inch diameter steel casing at the bottom with a reported total depth of 1,365 feet. Construction details are lacking. Based on these reports, Well No.5 flowed at 10 gpm upon completion in 1902. The Town's records indicate a Crown model 6M-250 pump was installed in Wamsutter Well NO.5 in 1996. The pump failed in July, 1997 and was replaced by a new 50 hp Crown Model 6M-250 pump in August, 1997.

Water Rights. The well was drilled by the Union Pacific Railroad in 1902. The water right was transferred from the Union Pacific to the Town of Wamsutter in May, 1989. The designated use of the groundwater from the well was also changed from railway use to municipal use.

Pump Testing. Other than the pumping tests conducted as part of this project, no recent water productivity tests were performed on Wamsutter Well No.5 prior to this study. On September 25,1997, a constant-discharge drawdown test designed to last approximately 24 hours was initiated. The water level

111-2


was monitored using an airline attached to a pressure gauge. Water level changes in Well No.6, located 290 feet north of Well No.5, were measured using the same system as that for Well No.5. The discharge rate, which was held constant at 150 gpm for the entire length of the test, was monitored using a 4-inch diameter pipe with a 2.5-inch diameter orifice plate and manometer tube. Figure 111-2 illustrates the constant-discharge results of the test well using the semi-logarithmic method developed by Cooper and Jacob (1946). A straight line match to the mid time data yields an effective aquifer transmissivity of 1,100 gallons per day per foot of drawdown (gpd/ft). Well No.6 pumped intermittently during the test and the effects can be observed in the later time data on the drawdown curve (Figure 111-2). Determination of the storage coefficient was not possible because of intermittent pumping of Well No.6. The data from this test are tabulated in Appendix III.

The water level in Well No. 5 was monitored for 90 minutes immediately after the pump test was terminated. Data presented in Appendix III indicate that after 60 minutes of recovery the shut-in pressure reached pre-test pressures. As depicted in Figure 111-3, extrapolation to a residual drawdown of zero indicated a transmissivity of 1,042 gpd/ft. This calculation verified the transmissivity determined from the d rawdown test.


Well History. As indicated on the "fact sheet" in Appendix I, Wamsutter Well No.6 was drilled in 1911 and completed in 1912 for the Union Pacific Railroad Company. The completion report for Well No.6 filed with the State Enginee~s Office (Statement of Claim No. U.W. 119) states that the well was cased with 12-inch diameter casing at the top and 10-inch diameter steel casing at the bottom with a reported total depth of 1,905 feet. Construction details are lacking. Based on these reports, Well No. 6 flowed at 15 gpm upon completion in 1912. However, a 1975 geophysical survey indicates 16-inch casing from 0 to 159 feet; 12-inch casing from 159 to 1,145 feet; 10-inch casing from 1,145 to 1,545 feet; and 8-inch perforated casing from 1,545 to 1,900 feet. In addition, a 5 1/2-inch liner reportedly extends from approximately 600 to about 1,575 feet. Currently, the well is equipped with a 40 hp Grundfos pump, installed in 1996 which produces approximately 200 gpm from a pump setting of 600 feet.

Water Rights. The well was drilled by the Union Pacific Railroad, but the water right was transferred from the Union Pacific to the Town of Wamsutter in May, 1989. The designated use of the groundwater from the well was also changed from railway use to municipal use.

Pump Tests. Following completion of Well No. 6 in 1912, the Statement of Claim reports a flowing well producing roughly 15 gpm. Although this well was not tested as part of this project due to logistics associated with pumping equipment failure, it was used as an observation well during pump testing of Well No.5. As discussed in the previous section, although inconclusive data were obtained from Well No.6 during the pump test due to intermittent pumping in Well No.6, it appears that approximately 20 feet of drawdown occurred in Well No.6 after Well No.5 had been pumped for about 24 hours. Because the two wells are obviously hydraulically connected, it is assumed that the well and aquifer behavior of Well No.6 is similar to that of Well No.5. Well Nos. 5 and 6 are separated by a distance of approximately 290 feet (see Figure 111-1).


Well History. As indicated on the "fact sheet" in Appendix I, Wamsutter Well No.7 was drilled in 1921 for the Union Pacific Railroad Company. In the completion report filed with the State Engineer's Office (Statement of Claim No. U.W. 120) Well No.7 is described as having 12-inch casing at the top of the well and 10-inch caSing at the bottom and the reported total depth is 1 ,801 feet. Although construction details are lacking, a report by Willard Owens Associates (1981) indicated that a 15 1/2-inch casing was present to a depth of 155 feet; 12 1/8-inch casing from 155 to 1 ,217 feet; and 10-inch slotted caSing from 1 ,217 feet to 1,758 feet. In addition, they reported a 5 1/2-inch liner from 600 to approximately 1,600 feet. They reported the total depth as of October 1977 as 1590 feet due to "apparent sand fill-up". Based on the original driller's reports, Well No. 7 produced about 67 gpm upon completion in 1921. In 1996 the well was equipped with a new Crown Model 6M-250 pump. Pumping tests discussed below indicate the well yields approximately 110 gpm.

111-3

0 '-'

II...

10 n '-' r

'-

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~ 30 w W I.L. - 40 z 3= 0 c 50

~ ~ c 60

70

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1 10

WAMSUTTER WATER SUPPLY PROJECT WELL NO.5

\J

CONSTANT DISCHARGE TEST JULY 24, 1997

V ()

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lQ~ ~-r-r-r-r-r-r-

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'-'I"-~ .......

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100 1000 \ 1000

ELAPSED TIME (MINUTES) FIGURE 111-2

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~

'" "-"

RECOVERY TEST SEPTEMBER 25, 1997

~

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100 1000 10000

RATIO, tit' (DIMENSIONLESS)

FIGURE 111-3


Water Rights. The well was drilled by the Union Pacific Railroad, but the water right was transferred from the Union Pacific to the Town of Wamsutter in May, 1989. The designated use of the groundwater from the well was also changed from railway use to municipal use.

Pump Tests. Following completion of Well No. 7 in 1921, the Statement of Claim reports a well producing roughly 67 gpm. A 24-hour pump test was conducted by Great Western Pump in 1975. The well was pumped at a constant rate of 133 gpm with a drawdown of approximately 560 feet. A drawdown of 84 feet was observed in Well No.6 during the pump test. The well is located approximately 500 feet from Well No.7 (see Figure 111-1).

As part of this project, well and aquifer testing was also performed on Well No.7. Step testing, consisting of stepped rates of 50, 100, and 130 gpm was conducted on July 30, 1997. The step test was followed by a one-day constant discharge test on the same day. Data from these tests can be found in Appendix III.

The results of the step test were used to select the pumping rate for the constant discharge test performed as part of this investigation. Well No. 7 was pumped at a constant rate of 110 gpm for 1,000 minutes on July 30 and 31, 1997. The water level in the well was monitored using an airline attached to a pressure gauge. After the pump was turned off, recovelY data was collected for 561 minutes.

As shown in Figure 111-4, approximately 223 minutes of pumping were required to overcome the effects of casing storage as determined by the method of Schafer (1978). Computation of aquifer transmissivity from the drawdown data yielded 538 gpd/ft (see Figure 111-4). Although the collected recovery data did not extend beyond the effects of casing storage determined from the drawdown test, extrapolation to a residual drawdown of zero indicated a transmissivity of 310 gpd/ft (see Figure 111-5). This calculation verified the transmissivity determined from the drawdown test.


Well History. Well NO.8 was drilled and tested by Sargent Irrigation for the WWDC in late fall of 1983 and early 1984. The well, which is completed in a fine-grained sand of the Tertiary Wasatch/Battle Springs Formation was completed with 12 3/4-inch slotted casing set at a total depth of 1,972 feet. Figure 111-6 is a schematic diagram of Well No.8 based on information presented in Sargent (1984). During well construction, it was reported that cement entered the casing through the uppermost 39 feet of slotting. The upper slots were subsequently acidized to remove the cement. However, it is unclear whether or not the acid treatment was effective in removing the cement. After more that 80 hours of development, the water was still very tUrbid. A pump test following development indiqated a yield of approximately 200 gpm. In 1985 the well underwent further development using surging and bailing followed by pumping (Johnson-Fermelia and Crank, Inc., 1985). By the end of a 51-hour pump test the water reportedly was clear. Well No.8 was capped and no further work was performed on it after 1985.

Water Rights. Well No.8 is owned by the Town of Wamsutter and is located on BlM land. The Permit to Appropriate Groundwater for Well No.8 from the Wyoming State Engineer's Office (Permit No. U.W. 65696) has expired and was subsequently canceled. Procedures for obtaining a new permit are discussed further in Section VI.

Pump Testing. Well No.8 was pump tested for 48 hours following completion and initial development in 1984. The well was pumped at a rate of 200 gpm with an-average drawdown of approximately 431 feet. In 1985 following further development, an 8-hour step test was conducted at rates of 200, 300, and 250. A 51-hour constant rate test was conducted at a rate of 200 gpm with an average drawdown of approximately 550 feet.

As part of this project, well and aquifer testing was also performed on Well No.8. Step testing consisting of stepped rates of 100, 200, and 250 gpm was initiated on July 30,1997. A fourth step of 300 gpm was planned, but not completed because the well would flow only 250 gpm when the gate valve was completely open. The step test determined that the specific capacity (well yield per unit of drawdown) decreased systematically with each increase in pumping rate. The decrease in specific capacity was

111-4

o

50

100

~ w !!::. 150 z

~ c ~ 200 a: c

250

300

350

J u

0.1' 1


CONSTANT-RATE PUMP TEST JULY 30, 1997

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10 100

ELAPSED TIME (MINUTES)

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....... ..... r

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FIGURE 111-4

o

50

i=' 100 w w u.. -Z

~ 150 c ~ a: c 200

250

300

"'" "'" "'-8 ""'l1li..

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1 10


RECOVERY TEST JULY 31,1997

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RATIO, TIT' (DIMENSIONLESS)

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r

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• 1000 10000

FIGURE 111-5

IW W u. 2: :J: IQ. W C

o

500

1000

1500

2000

OBSERVATIONS FROM BOND LOG AND VIDEOTAPE

STA TIC WATER LEVEL = 43 FEET

CEMENT GAP 105 - 165 FEET

BLANK CASING IN 20-FOOT LENGTHS

CEMENT GAP @ 756 FEET

1115 -1153 GOOD BOND (?)

1194 -1232 GOOD BOND (?)

.. 1232 -1241; 1270 -1289 LOTS OF PLUGGING

1289 -1310 SOME CORROSION

1380 -1420 NO CEMENT OR GRAVEL PACK

1415 -1530 PLUGGED

1535 -1630 NO CEMENT OR GRAVEL PACK

1569 -1606 CORRUGATED PIPE ('I)

1620-1679 NOT PLUGGED; SOME ELONGATED OPENINGS

1690-1625 NO CEMENT OR GRAVEL PACK

1871-1891 PARTIALL Y TO FULL Y F!.LUGGED

VIDEO STOPPED AT 1900 FEET

T~D. CASING = 1972 FEET

T .D; DRILLING = 2010 FEET

NOT TO SCALE

REPORTED CONSTRUCTION

DETAILS

24-INCH STEEL SURFACE CASING CEMENTED IN PLACE

22-INCH DIAMETER HOLE

CEMENT

16-INCH DIAMETER 0.S75-INCH WALL CASING

12 S/4-INCH DIAMETER 0.S75-INCH WALL CASING

17-INCH DIAMETER HOLE

GRAVEL PACK

500 FT OF VERTICAL MILL-SLOTTED CASING REPORTED IN WELL

SCBEENEDINTEBYAl$

1123-1162 1115-1153 1201-1300 1194-1310 1358-1378 1347-1374 1418-1536 1415-1530 1626-1686 1620-1679 1727-1829 1718-1817 1867-1924 1871-1891

WESTON WAMSUTTER WATER SUPPLY PROJECT

WELL NO. 8 AS-BUILT DIAGRAM FIGURE 111-6

GROUNDWATER • ENGINEERING


probably due to the inefficient entry of water into the well, as discussed below. The well was opened for a minimum of 45 minutes at each discharge rate with simultaneous measurement of pressure changes using an In-Situ Hermit SE1000C data logger and a 250 psi pressure transducer installed at the wellhead. Discharge rates were measured with an orifice weir and manometer. The data from this test are tabulated in Appendix III.

After the step test, the well was allowed to recover overnight. The results of the step-test were used to determine the pumping rate for the constant-discharge test. The constant-discharge drawdown test designed to last approximately 72 hours was initiated on July 31. The same flow control and monitoring equipment arrangement employed for step-testing was used for this test. The discharge rate was held constant at 200 gpm for the entire length of the test. Figure 111-7 illustrates the constant-discharge test of the test well using the semi-logarithmic method developed by Cooper and Jacob (1946). A straight line match to the later time data yields an effective aquifer transmissivity of 685 gallons per day per foot of drawdown (gpd/ft). Determination of the storage coefficient was not possible due to the lack of an observation well penetrating the same producing interval as that of the production well.

The water pressure in Well No.8 was monitored for 7,400 minutes immediately after the pump test was terminated. As shown in Figure 111-8, extrapolation to a residual drawdown of zero indicated a transmissivity of 556 gpd/ft. This calculation verified the transmissivity determined from the drawdown test.

Well Integrity Assessment

To assess the integrity of Well No.8, a video log survey, bond log, and corrosion survey were performed as part of this survey. Observations and results of the survey are discussed below.

A borehole video log and a cement bond log were run by Goodwell, Inc. on July 29,1997. The video log was recorded with a black and white Cues camera. As depicted on Figure 111-6, the observations made from the video log indicate that the well completion report filed with the State Engineer's Office was not completely accurate. The reported slotted intervals appear to be different than what was observed. Most of the slots appeared to be vertical mill slotting which was plugged in many places, as depicted in Figure 111-6. The zone from 1,569 to 1,606 feet was unlike the other slotted intervals and appeared to be corrugated pipe. The video tape was terminated at 1,900 feet because of excessive murkiness and debris in the water at that depth. The bottom of the well was tagged at 1,946 feet. The original reported bottom of the casing is 1,972 feet (Figure 111-6).

The video log also provided information regarding the condition of the casing. Casing in Well No. 8 appeared to be covered with excessive scale or cement across many of the screened intervals (see Figure 111-6). Floating material was present throughout the water column but appeared to be densest in the top 800 feet.

The cement bond log (included in project notebook) was completed with a standard Comprobe sonic cement bond tool. Figure 111-6 depicts a summary of important observations made from the bond log. The cement bond in the well extends from 0 to over 1,200 feet and appears to confirm that the upper screened intervals were cemented at the time the well was constructed. As depicted in Figure 111-6, some cement was also observed in lower screened intervals and the bond log indicated several gaps where no gravel or cement was present.

A corrosion survey was conducted on Well No. 8 by Corrosion Specialists, LTD on August 8, 1997. The results of the survey are presented in Appendix II. The survey indicated the presence of stray current at Well No.8. The recommendation was made for the Well No.8 completion to include an impressed-current cathodic protection system.

WATER QUALITY

The quality of the water developed by Well Nos. 5, 6, 7, and 8 was assessed through a series of field and laboratory analyses. The analyses indicate that the water developed by the wells is suitable to serve as a municipal drinking water supply.

111-5

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150

i=' 1ft 200 u. -Z

~ 250 c ~ 300 a: c

350

400

450

500

0.001

')0--'-' )Io()Il X IU CCCC'

11i

0.01 0.1


CONSTANT RATE PUMP TEST JULY 31 - AUGUST 3, 1997

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ELAPSED TIME (MINUTES)

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AT 3,000 MINUTES

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FIGURE 111-7

0

50

100

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t=" w 200 w

u. -z 3= 250 0 c 3=

300 c( a: c

350

400

450

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RECOVERY TEST AUGUST 3 - 8, 1997

l!~ ~ ...... ~ --~

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100 1000 10000 100000

RATIO, TIT' (DIMENSIONLESS)

Q=200GP1

X )P '-1 0

1000000 10000000

FIGURE 111-8


Field Tests

Well No.5. Water developed from Well No. 5 during the well testing was sampled periodically and analyzed for temperature, pH, conductivity, and hydrogen sulfide. These data are included in the comment column of the aquifer test data (Appendix III). The pH, conductivity, and temperature stabilized at 8.4; 1,500 micro mhos/cm; and 60 degrees F, respectively after about 40 minutes.

Visual and olfactory inspections of water samples indicated a strong Ilrotten eggll odor throughout the well test, probably due to the evolution of hydrogen sulfide gas. Hydrogen sulfide field tests indicated values ranging from 0.1 to 0.3 mglL.

Well No.6. Because Well No. 6 was not pump tested, no field tests were conducted on this well.

Well No.7. Water developed from Well No.7 during the well testing was sampled periodically and analyzed for turbidity, temperature, pH, conductivity, and hydrogen sulfide. These data are included in the comment column of the aquifer test data (Appendix IV). The pH, conductivity, and temperature stabilized at 8.5; 890 micro mhos/cm; and 65 degrees F, respectively after about 30 minutes.

Visual and olfactory inspections of water samples indicated the presence of gas bubbles and a strong Ilrotten eggll odor throughout the well testing, probably due to the evolution of hydrogen sulfide gas. Hydrogen sulfide field tests indicated values ranging from 0.7 to 5 mg/L. Turbidity values remained below 5 NTUs throughout the test.

Well No.8. Water developed from Well No. 8 during the well testing was sampled periodically and analyzed in the field for turbidity, temperature, pH, conductivity and hydrogen sulfide. These data are included in the comment column of the aquifer test data (Appendix III). Although the pH stabilized at a value of about 8.8 on the first day of the constant discharge test, the pH dropped to about 8.3 on the second day after the meter was recalibrated. It remained constant at 8.35 for the remainder of the test. The conductivity fluctuated slightly between 700 and 750 micro mhos/cm during the test and the water temperature increased gradually during the first hour of the test, stabilizing at approximately 76 degrees F after approximately two hours of pumping.

Visual and olfactory inspections of water samples indicated the presence of gas bubbles, but no distinguishable odor throughout all well testing. The discharged water was cloudy for the first twenty-four hours of the test with turbidity values ranging from 5.7 to 39.5 NTUs. On the second day of the test the turbidity stabilized at values less than 2.5 NTUs. Since the gas bubbles ignited, it was assumed that methane is present in the water.

Laboratory Analyses

Well No.8. Samples of water developed from the well were collected for laboratory analyses near the end of the constant-discharge pumping test. Water samples to be tested for virus and legionella were sampled on July 31, 1997 after 286 gallons of water was passed through the filter. Samples to be tested for cryptosporidium and giadiara were collected on August 1, 1997 after 924 gallons of water was pumped through the filter. The suite of samples collected on August 1, near the end of the constant-discharge pumping test, underwent a comprehensive set of chemical and microbiological tests to assess levels of all EPA-deSignated Primary and Secondary Drinking Water Standards. Table 111-2 compares the U.S. Environmental Protection Agency1s drinking water standards to the results of the laboratory analyses. Appendix IV contains copies of the laboratory data sheets.

With the exception of sodium and bicarbonate, the overall quality of the water developed by Well No.8 is good. Total dissolved solids (TDS), a general indication of water quality, is reported to be 480 milligrams per liter (mg/L), Slightly below the recommended concentration of 500 mg/L. The water sampled during the pumping test does not exceed any of the primary or secondary EPA drinking water standards, including standards for metals, pesticides, herbicides, radionuclides, volatile organic compounds (VOCIS), and trihalomethanes.

111-6

TABLE 111-2 WAMSUTTER WATER SUPPLY STUDY

WATER QUALITY DATA AND EPA DRINKING WATER STANDARDS

EPA MAXIMUM WELL NO. 5 WELL NO. 6 WELL NO. 7 PARAMETERS CONTAMINANT SAMPLE SAMPLE SAMPLE

{mg/L eXC8l!t as noted} LEVEL {MCL} Primary EPA Parameters

Regulated Organic Chemicals Various ND ND ND Trihalomethanes Various ND ND ND

Monitored Constituents Various ND ND ND Antimony 0.006 <0.005 <0.005 <0.005 Arsenic 0.50 <0.005 <0.005 <0.005 Barium 1 <0.1 0.16 0.17 Beryllium 0.004 <0.001 <0.001 <0.001 Cadmium 0.005 <0.001 <0.001 <0.001 Chromium 0.10 <0.05 <0.05 <0.05 Cyanide 0.20 <0.005 <0.005 <0.005 Fluoride 4 0.46 1.49 1.99 Lead 0.05 <0.001 <0.001 <0.001 Mercury 0.002 <0.0005 <0.0005 <0.0005 Nickel 0.1 <0.02 <0.02 <0.02 Nitrite (as N) + Nitrate (as N) 10 <0.10 <0.10 <0.10 Nitrite (as N) 0.10 <0.10 <0.10 <0.10 Selenium 0.05 <0.005 <0.005 <0.005 Thallium 0.002 <0.002 <0.002 <0.002 Turbidity (NTU) 5 1.2 0.8 7.6 Uranium 0.02·· <0.001 <0.001 <0.001 Radium 226, pCill 3 <0.2 <0.2 <0.2 Radium 228, pCill 5 <1.0 <1.0 <1.0 Radon 222, pCiII 300·· NA NA NA Gross alpha, pCill 15 <1.0 <1.0 13.7 Gross beta, pCill 50 <1.0 223.0 <1.0

Secondary EPA Parameters pH (standard units) 6.5-8.5 8.52 8.6 8.55 Total Dissolved Solids 500 1,000 487 601 Conductivity (micromhoslcm @ 25°C) NS 1,570 827 994 Color (color units) 15.00 <1.0 <1.0 5.0 Corrosivity (saturation index) non-corrosive +0.37 +0.08 +0.16 Foaming Agents 0.50 <1.0 <1.0 <1.0 Odor (threshold odor numbers) 3 NO NO NO Acidity NS <1.0 <1.0 <1.0 Alkalinity (measured as CaC03) NS 160 426 471 Bicarbonate NS 189 501 554 Boron NS <0.10 <0.10 <0.10 Calcium NS 17.7 2.6 3.2 Carbonate NS 3.5 11.2 12.4 Chloride 250 15.4 12.6 19.2 Copper 1 <0.01 <0.01 0.18 Hardness (total as CaC03) NS 61.1 10.6 12.1 Iron 0.30 <0.05 <0.05 0.75 Magnesium NS 4.1 <1.0 <1.0 Manganese 0.05 0.02 <0.01 0.01 Potassium NS 1.9 1.4 1.6 Silica (as silicon dioxide) NS 7.9 10.1 10.1 Sodium 250 322 202 239 Sulfate 250 576 3.0 30.0 Zinc 5 <0.01 <0.01 0.11

Microbiology Total Coliform Bacteria NS Negative Negative Negative Iron Bacteria NS Positive Negative Positive Heterotrophic Plate Count (CFU/mL) NS 5.0 20.0 4,800 (est) Giardia (#/100 liters) NS NO· NO· NO· Cryptosporidium (#/100 liters) NS NO· NO· NO· Virus (MPN/100 liters) NS NO· NO· NO· Lesionella ~fluorescent cellslliter) NS 6.3 x 1()A5· 6.3 x 10"5· 6.3 x 10"5·

* Giardia, cryptosporidium, legionella, and virus samples from wells 5, 6, 7 were composited ** = Proposed

NS = No Standard; NA = Not Analyzed; ND = Not Detected

Laboratory data sheets and chain-of-custody forms are contained in Appendix IV.

111-7

WELL NO. 8 SAMPLE

ND

ND

ND

<0.005 <0.005

0.16 <0.001 <0.001 <0.05

<0.005 1.56

<0.001 <0.0005 <0.02 <0.10 <0.10

<0.005 <0.002

1.5 <0.001

0.4 0.1 177 <1.0 <1.0

8.68 480 808 <1.0 +0.18 <1.0 NO

<1.0 417 487

<0.10 2.8 13.1 16.1

<0.01 11.1 0.12 <1.0 0.01 1.4 10.5 193 2.0

<0.01

Negative Positive 5.0 (est)

NO NO NO NO


Microbiological analyses of the raw (untreated) well water were tested to determine if bacteria and viruses typically associated with surface water exist in the groundwater developed by the well. Microbiological analyses did not indicate the presence of legionella in well water above the laboratory detection limits. Analyses for viruses, giardia, cryptosporidium, and total coliform bacteria were negative or below the detection limit. Analyses for iron bacteria and heterotrophic bacteria indicated the presence of deepseated anaerobic flora with aerobic iron-related bacteria. In order to maintain sanitary conditions in the well, disinfection may be required following installation of permanent pumping equipment.

Results of the inorganic analyses indicate the developed water is chemically dominated by sodium and bicarbonate ions. The water is hard, as indicated by its reported hardness of 11.1 mg/L equivalent CaC03·

Well Nos. 5, 6, and 7. Water developed from Well Nos. 5, 6, and 7 was sampled for the EPAdesignated Primary and Secondary Drinking Water Standards on July 9, 1997. The giardia and cryptosporidium samples which were collected on July 22,1997, were composited on one filter in the field for all of the wells after 500 gallons of water was pumped through the filter. The virus sample, which was also collected on July 22, 1997, was also composited on one filter for all three wells after 140 gallons of water was pumped through the filter. The legionella samples from all three wells were composited in the laboratory. Table 111-2 compares the U.S. Environmental Protection Agency's drinking water standards to the results of the laboratory analyses. Appendix IV contains copies of the laboratory data sheets.

Similar to the results for Well No.8, the overall quality of the water developed by Well Nos. 5, 6, and 7 is good. As with the Well No.8 sample, the pH is elevated slightly above the Secondary EPA parameter of 8.5 and the TDS for well Nos. 5 and 7 exceed the Secondary MCL of 500. Although the laboratory measured turbidity in the sample from Well No.7 was slightly above the EPA standard of 5.0, field turbidity measurements in that well were all below 5.0. The gross beta measurement for Well No.6 was significantly above the EPA standard of 50 pCi/L.

Microbiological analyses of the raw (untreated) well water indicated the presence of legionella in the composite sample for the three wells. Legionella is discussed in more detail below. Analyses for viruses, giardia, cryptosporidium, and total coliform bacteria were negative or below the detection limit. Analyses for iron bacteria and heterotrophic bacteria indicated the presence of deep-seated anaerobic flora with aerobic iron-related bacteria in Well Nos. 5 and 7.

Results of the inorganic analyses indicate the developed water is chemically dominated by sodium and bicarbonate ions. The sodium and sulfate values measured in the water from Well No.5 was significantly higher than the EPA secondary MCL of 250 mg/L for each parameter. The water is hard, as indicated by reported hardnesses ranging from 10.6 mg/L equivalent CaC03 in Well No. 6 to 61.1 mg/L in the sample from Well No.5.

Legionella. The well water sample analyzed for legionella was found to contain a significant concentration of cells. The analysis detects only the presence of the organism, rather than viability. In researching the implications of this finding, legionella is ubiquitous in ground and surface waters and is a relatively hardy organism. It has been found to survive for one year in tap water (Skaliy and McEachern, 1979), and has been found to persist in water distribution systems. Because legionella is primarily an inhalation hazard rather than an ingestion hazard, no drinking water standard exists for this potential pathogen. Present treatment techniques of chlorination will serve to keep legionella populations in check, although it is unlikely that it can be removed entirely.

WATER STORAGE

The system has one 350,000 gallon water storage tank. It is 42 feet in diameter and 34 feet high. The tank bottom is 24 feet above existing ground. The tank shell and supporting structure are riveted steel. The roof consists of wood rafters with a wood deck covered with felt paper and roll type roofing material. A summary of the construction and repair history for the storage tank is presented in Table 111-3.

111-8

Year

1910

1928

1954

1962

1976

1994

1996



STORAGE TANK HISTORY

Tank Activity

Original tank, supporting structure and foundation constructed.

Existing tank installed on original supporting structure and foundation.

Existing tank bottom covered with 1/4" welded steel plate, some welds cracked and leaks occurred.

Tank drained and inspected, leaks repaired by coating welds with roofing compound; metal in second floor and shell plates reported to be in "good condition" and a warning that trouble may be anticipated at riser connections with tank floor made by inspector.

Tank interior, exterior and supporting structure cleaned and painted; stub overflow, shell manhole, ladders, platforms and ladder cages installed.

Impressed current cathodic protection installed.

Tank interior, exterior and supporting structure cleaned and painted; tank drain installed.

The tank construction and subsequent repairs, through 1961, were done for the Union Pacific Railroad, the original tank owner. In 1961, the railroad gave Wamsutter the tank and other water facilities but retained ownership of the land on which they are located. The Union Pacific Railroad grants the Town of Wamsutter the right to operate these facilities which are located in the railroad right-of-way for an annual fee.

The water tank was completely refurbished in 1996 and should not require repainting for 10 or more years. The tank should be inspected and cleaned annually.

Water systems similar in size to that of Wamsutter are required to provide minimum finished water storage equal to the design average daily demand plus fire storage. The existing 350,000 gallon tank can store the 1997 average daily demand and provide a two hour fire flow of 2,000 gpm. It can store the 2007 average daily demand and provide a two hour fire flow of 1,680 gpm.

WATER TREATMENT

Wamsutter's existing water treatment consists of a cascade aerator located in the elevated storage tank to remove dissolved gasses. The cascade aerator was installed in 1996 and is working adequately. The stripped gasses are vented to the atmosphere in the storage tank.

111-9


The top of the tank and the cascade aerator were checked for oxygen (02) and hydrogen sulfide (H2S) gas levels were checked by the Town on September 23, 1997. The test results tabulated in Table 111-4 do not indicate a hazardous condition in the tank at the time of testing.

Constituent

Oxygen Hydrogen Sulfide

Lower Explosion Limit


STORAGE TANK TEST RESULTS

Top of Tank Cascade Aerator

20.3% 0.02 ppm

0.01%

20.40/0 0.01 ppm

0.01°k

Chlorination System. A gas chlorination system is located at the water tank in a separate fiberglass enclosure. The chlorination is used for disinfection and to aid with hydrogen sulfide removal. Because the chlorination system components were salvaged from used equipment that the Town of Rawlins was going to discard several years ago, it is recommended that the regulators and switch over units be replaced.

Well No. 7 Treatment. Because the iron content in Well No. 7 may cause staining problems, it is recommended that if this well is used regularly provisions for iron removal be made. However, since this well is used only during emergencies, treatment should not be necessary.

Well No.8 Treatment. The treatment required for water from Well No.8 is the removal of dissolved gasses. The gases produced are methane and probably ethane. Hydrogen sulfide gas was not detected in the well water. These gasses can be readily removed in an air stripping tower or with a cascade aerator with the water pressure reduced to atmospheric pressure.

Disinfection using chlorine gas is also recommended for Well No.8, but is not presently required for groundwater sources.


The booster pump system is located in the pumphouse at the base of the water tank. It was installed in 1976 and consists of two variable speed and one constant speed electric pumps. At least one booster pump is in operation at all times to maintain a constant pump discharge pressure. Additional pumps turn on and off as the water demand varies. This system is more than 20 years old and obtaining replacement parts is very difficult. The booster pump system should be scheduled for replacement with a similar system of current design if system use remains necessary.

The existing system uses variable voltage technology with special motors to vary the motor speed. This technology is outdated and inefficient when compared to current variable-speed motor technology. The booster pump system should be scheduled for replacement with a new pumping system utilizing variablefrequency technology.

A diesel-powered, electric generator is installed to supply auxiliary electrical power to the booster pumps during interruptions of the normal electrical supply. The auxiliary generator, which is exercised weekly appears adequate for its intended use with continued regular maintenance.

A diesel fire pump is also installed in the pumphouse to supply fire flows. The diesel fire pump is exercised regularly. However, automatic fire pump operation is disabled, it is now necessary to operate valves in the pumphouse and manually start and stop the fire pump. The Town prefers manual operation to avoid damaging the system with high fire pump pressures at low flow.

111-10


TRANSMISSION AND DISTRIBUTION SYSTEMS

The transmission and distribution systems consist mainly of PVC and cast iron mains (see Figure 111-1). The PVC mains which comprise most of the system were installed after 1976. The cast iron mains still in service are in the well and tank area and were installed by the UPRR, probably in the early 1900s. They connect the wells to the tank and the booster pump station to the transmission line serving the west part of Town. The cast iron main from the booster pump station west to the west transmission line is presently leaking under a railroad spur track causing maintenance problems for the Town and operating problems for the railroad. This line should be repaired or replaced, and is included in the water supply alternatives discussed in the following chapter.

The Town is experiencing leaks caused by corrosion of service saddles in the Stratton subdivision. The saddles are being replaced with non-corroding bronze saddles as the leaks occur.

FIRE PROTECTION

The existing system is designed to supply the maximum daily demand and provide 1 ,500 gpm fire flow and maintain a 20 pSig minimum system residual pressure. The fire flows recommended by AWWA, ISO and NFPA vary from 1,250 gpm for mobile home areas to 2,000 gpm at the school with a two hour minimum duration.

All of the alternatives presented in this study are sized to provide a 1,000 gpm minimum fire flow in the central part of town. The fire flow capability is approximately 850 gpm north if the Interstate at the Texaco station. By looping the dead-end line that serves the Texaco station with an 8-inch line under the Interstate, the available fire flow can be increased to 1,200 gpm in this area.

Wamsutter currently has a fire protection rating of 10, based on the water system and the fire department. This is the highest rating (lowest protection) classification. Improvements recommended in this study can improve the Town's fire protection rating if accompanied by improvements in the fire department. Improving the fire protection class rating will reduce fire insurance premiums.

111-11

CHAPTER IV

EVALUATION OF WATER SYSTEM ALTERNATIVES

INTRODUCTION

There are several concerns with the existing water system that may affect water system reliability. Fundamental water system deficiencies from a reliability standpoint include:

• Aging wells; • Variable speed pumps and control systems that are getting old; and • System is dependent on continuous electric power to operate booster pumps to deliver water.

To address the deficiencies listed above, the underlying objective of all of the following alternatives is to gradually phase out Wamsutter's reliance on Well Nos. 5, 6, and 7, the existing storage tank, and the booster pump station in favor of a non-interruptable, gravity-feed water system. The wells have far exceeded their intended lifespan. Well operating expenses have increased significantly in the last few years. The operation and maintenance of the booster pump station is also a substantial burden for the Town of Wamsutter. Well No.8, with its better water quality and production characteristics, could now serve as the primary water source for the Town of Wamsutter.

The proposed water system alternatives available to the Town of Wamsutter include: (1) water system repairs and upgrades; (2) groundwater source 'and infrastructure development; (3) adding an additional water supply well; and (4) expanding the service area to increase the number of water customers.

Modifications to the existing water system include:

• Refurbishing the booster pump station, controls, and cascade aeration system;

• Repairing the leaking water main crossing under the railroad right of way;

• Implementing a Wellhead Protection Plan.

Development of new infrastructure includes:

• Completing Well No.8 with a pump, motor, control building; and

• Installing a transmission line from Well No.8 to the eXisting water storage tank; or

• Installing a treatment system and transmission line from Well No.8 to the distribution system; or

• Installing a treatment system, a storage tank, and a transmission line from Well No.8 to the distribution system allowing aging wells to be retired.

Meeting long-term water supply objectives includes:

• Constructing a new well near Well No.8 and utilizing the new infrastructure installed under the previous item.

Water system enhancements include:

• Expanding the service area to include the Wamsutter Industrial Park, and

• Installing water meters.

IV-1

WATER SUPPLY ALTERNATIVES

The following sections discuss the water system and water supply alternatives and abbreviated cost estimates of each identified alternative. A discussion of the geology of the Wamsutter area is important for understanding the local aquifers and their subsurface locations and the ramifications for water supply development. The local geology of the Wamsutter area is described in Chapter VII, the Wellhead Protection Delineation Report.

WATER SUPPLY ALTERNATIVES AND ABBREVIATED COST ESTIMATES

This section discusses the various water supply alternatives available for Wamsutter. Each alternative is prefaced by a description of the alternative followed by a discussion of the associated costs to implement the alternative. A discussion of the costs expressed as a monthly rate to the water system customers has been developed for the various alternatives. All cost estimates are based on a 1998 construction schedule and include 10% for both engineering design and construction management and 150/0 contingency. Detailed cost estimates are compiled in Chapter V.

Alternative 1 - Modifications to Existing System

Booster Pump Station Improvements. If continued reliance on the existing system is desired, the existing booster pump station will need to be rehabilitated which includes replacement of the existing pumps and controls.

Water Main Repair. An existing 12-inch distribution main which ties the distribution system in the area of the existing booster pump station to the southwestern area of the Town is in need of repair. This line is necessary for looping of the system and should either be replaced or repaired. The 12-inch line passes under two sections of railroad which will require boring and jacking instead of conventional excavation methods of construction and installation.

The estimated cost of these upgrades is $171,400, as itemized in Table IV-1. This price includes 10% for both engineering design and construction management plus a 15% contingency. Table IV-7 provides a summary of the anticipated monthly costs to the consumer for implementation of this option.

All improvements to the existing system as described under this alternative are included in the subsequent water supply alternatives, all of which include development of new infrastructure as part of the alternative.

Item No.

1 2 3 4

TABLE IV-1 WAMSUTTER WATER SUPPLY PROJECT

PROJECT COST SUMMARY - ALTERNATIVE 1

Description

Mobilization Piping modifications at existing tank site 12-inch transmission main Rehabilitate existing pump station

Construction Subtotal Engineering and Contingencies

TOTAL ESTIMATED PROJECT COST

IV-2

Amount (1998 Dollars)

$9,200 $2,000

$65,000 $45.000

$121,200 $45844

$167,044

o ,

T 20 N

T 19 N

WAMSUTTER WELL NO.8

• Booster Pump Station Upgrades

• 12-lnch Main Replacement

SCALE


R94W

.. ~~~ .X'V.

~!.~:;~\

JI ........ ~t:~~~

WELL NO.8 COMPLETION AND

CONNECTION TO EXISTING STORAGE TANK

WYOMING

WAMSUTTER WATER SUPPLY PROJECT WATER SUPPLY ALTERNATIVE NO.2

FIGURE IV-1


Alternative 2 - Well No. 8 Completion and Connection to Existing Storage Tank

The improvements under this alternative are shown in Figure IV-1 and associated cost estimates are listed in Table IV-2. Groundwater produced from Well No.8 will be routed through a pump control valve and meter in the pump control building to a stripping tower. From the stripping tower, the water will have sufficient pressure to flow through a transmission line to the existing storage tank.

The water pumped from Well No. 8 will be routed through an air stripping tower to remove the methane gas present in the water. The air stripping tower exposes the water to the atmosphere which releases the methane gas to the air.

The transmission line from the stripping tower to the north side of the existing distribution system will be a 12-inch diameter line for future use with a new water tank. The transmission line from the north side of the existing distribution system to the existing tank will be a smaller (6-inch) diameter pipe. The 6-inch transmission line will not be connected to the existing distribution system but will be connected to the existing supply line for the existing tank.

Water from the existing tank will go through the existing booster pump station and into the distribution system. A telemetry system will be utilized to activate the pump in Well No. 8 when the tank needs to be filled. The existing wells will remain connected to the system to provide supplemental supply when the demand exceeds the production capabilities of Well No.8. The distribution system will be chlorinated using the existing chlorination system.

Item No.

1 2 3 4 5 6 7



Description

Well No.8 Site Improvements Well No.8 Pumping Equipment Stripping Tower Pump Control Building Telemetry Transmission Piping Existing System Modifications

Construction Subtotal Engineering, Contingencies


The advantages and disadvantages of this option are presented below:

Advantages:

• Moderate initial costs;

• Incorporates Well NO.8 into the system and provides better quality water;

• Little impact to existing operation;

• Valving and telemetry are simple; and

IV-3


$14,300 $49,300 $32,050 $61,600 $22,000

$242,500 $121.200

$542,950 $232.882

$775,832


• Easily adapted to use with new water storage tank.

Disadvantages:

• Requires use of the existing wells, booster pump station and water tank (the existing booster pump station needs to be repaired);

• Adds additional O&M costs to the system without reducing any existing O&M costs;

• Requires pumping the water twice which is inefficient; and

• Cost of 6-inch transmission line is lost when new tank is incorporated into the system.

Alternative 3 - Well No.8 Completi«;»n, Water Treatment, and Connection to Distribution System.

For this alternative shown in Figure IV-2, the water pumped out of Well No.8 will be routed through an air stripping tower to remove the methane gas present in the well water. The water will then go through a booster pump station and chlorinated for disinfection. The booster pump station is required because the water coming out of the air stripping unit is at atmospheric pressure which is not sufficient to meet the distribution system needs. Cost estimates for this alternative are included in Table IV-3.

Well No. 8 will be the primary water source for Wamsutter under this alternative. The pump in Well No. 8 and booster pump station will turn on when a demand is placed on the system and Well No. 8 will supply the necessary water to meet the demand. A timer will be placed on the pumping operations at Well No.8 to allow water from the existing tank to supply the system which will keep the water in the existing tank from becoming stagnant during low use periods. The existing supply and pumping systems will operate as in the past and supply the system as required to circulate the water through the existing tank and to supplement the supply if the demand exceeds the capacity of Well No.8. The water from the existing tank will be pressurized with the existing pump station. Modifications to the existing distribution system will need to so the existing tank can be filled from the distribution system. Well Nos. 5, 6, and 7 will remain connected to the system to supplement the water supply if necessary.

This alternative was modeled using average day and peak day demands to determine the operating head necessary at Well No.8 to maintain 40 psi at the Texaco Station. Fire flows will be through the existing pump station and fire pump.


Advantages:

• Moderate initial costs for construction;

• Incorporates Well No.8 into the system and provides better quality water; and

• Easily adapted to use with new water storage tank.

Disadvantages:

•

•

Requires use of the existing wells, booster pump station and water tank (the existing booster pump station needs to be replaced);

Adds additional O&M costs to the system without reducing any existing O&M costs;

IV-4

WAMSUTTER WELL NO.8

R94W

.'l/~,;;~s~;i;IgT;¥~I~i .;,:....~~.;.~~,.;...,..;~~_ .. .o.+,.... ____ ;;..;.;..;..--..;;.~ ........... ,;....""':"';.;...:w;:::?:·.~:<~:';''-·..l~,·''''~.w INCL UDING GAS

STRIPPING, CHLORINA TION,

PUMP CONTROL& BOOSTER STATION

o ,

T 20 N

T 19 N



SCALE


WAMSUTTER WELL NO.6

WELL NO.8 COMPLETION, TREATMENT, AND

CONNECTION TO DISTRIBUTION SYSTEM

WYOMING

/


FIGURE IV-2


• Controls for the pumping operation will be complicated; and

• Requires pumping the water twice and sometimes three times which is inefficient.

Item No.

1 2 3 4 5 6 7 8 9

TABLE IV-3 WAMSUTTER WATER SUPPLY· PROJECT


Description

Well No.8 Site Improvements Well No.8 Pumping Equipment Stripping Tower Booster Pump Station Chlorination System Pump Control Building Telemetry Transmission Piping Existing System Modifications

Construction Subtotal Engineering, Contingency



$16,000 $49,400 $32,250 $53,750 $12,100 $83,600 $22,000

$107,700 $125.600

$502,400 $214.136

$716.536

Alternative 4 - Well No. 8 Completion, Water Treatment and Storage, and Connection to Distribution System

As shown in Figure IV-3, produced groundwater from Well No.8 will be routed through a pump control valve and flow meter in the pump control building to a new water storage tank near Well No.8. The water will be injected with chlorine prior to entering the storage tank to provide disinfection of the tank and distribution system. The water storage tank will be connected to the existing distribution system with a 12-inch transmission line. The transmission line will connect the proposed water storage tank to an existing 10-inch tee on the distribution system north of the Interstate. The existing 10-inch tee is near the underpass east of the Texaco Station. Cost estimates for this alternative are listed in Table IV-4.

The new storage tank is sized to provide peak day demand for the Town. The water tank is to have a cascade aeration feature to release the methane gas from the water.

Well No.8 will serve as the primary water supply source for the Town of Wamsutter. The pump in Well No. 8 will activate when level sensors in the new tank detect a low water level. One or more of the existing wells will be needed to supplement the supply from Well No.8 to meet projected demands.

The existing well or wells that remain connected to the system will pump to the existing stripping tower and then to the existing booster pump station. The existing water storage tank will be disconnected from the system and will not be utilized for future use.

This altemate was hydraulically modeled using a fire flow of 1,000 gpm and a minimum pressure of 20 psi. The fire flow parameters were used to determine the operating levels for the system to meet the minimum pressure of 20 psi for peak day flow conditions and fire flow.

IV-5

o I

T 20 N

T 19 N

WAMSUTTER WELL NO.8



SCALE


R94W ••..... ~" ...... -"-~"~'. ,'.

WAMSUTTER WELL NO.6

i-'"----,""';""""';;"'..i..,;' . ...;, .. ~' ..,.;;'_; .... STORAGE TANK

I~~a~~~----- & ~"'''.~~>~rafiili~~er BOOSTER PUMP

STATION

WELL NO.8 COMPLETION, TREATMEN STORAGE TANK AND

CONNECTION TO DISTRIBUTION SYSTEM

WYOMING


FIGURE IV-3


At a fire flow of 1,000 gpm the operating level for the system is at an elevation of 6,845 feet, which requires a standpipe-style tank approximately 54 feet tall. The transmission pipeline is a 12-inch line which will connect the new tank to the distribution system. The operating pressures in the system will range from 60 psi during low flow use to 20 psi under peak day use with fire flows.


Advantages:

• Uses elevated water storage which reduces system operating costs;

• Incorporates Well No.8 into the water system and provides better quality water;

• Minimizes use of existing wells;

• Upgrades supply components to meet future demands;

• Reduces and in some cases eliminates dependency on old wells;

• Does not require use of long isolated water supply lines to a remote tank location; and

• Minimizes length of transmission line.

Disadvantages:

• Higher initial costs;

• Requires maintaining and using existing wells, pump station and a stripping tower; and

• Requires use of a standpipe-style tank which increases costs of improvements.

Item No.

1 2 3 4 5 6 7 8



Description

Well No.8 Site Improvements Well No. 8 Pumping Equipment Standpipe Water Storage Tank Pump Control Building Transmission Piping Telemetry Chlorination System Existing System Modifications



IV-6


$16,000 $49,500

$445,500 $83,000

$101,700 $22,000 $17,100

$121.200 $856,000 $379.903

$1,235,903


Alternative 5 - Complete Transfer of Water Sources, Storage, and Treatment to Well No.8 Site.

This option, depicted in Figure IV-4, includes the scope of work for the previous option plus construction of a new well near Well No. 8 and connection piping. The scope of work also includes salvage and demolition of existing well buildings, storage tank, and booster pump station and plugging and abandonment of Well Nos. 5, 6, and 7. With this alternative aging wells and the booster pump station can be retired. Estimates of costs for this alternative are listed in Table IV-5

Item No.

1 2 3 4 5 6 7 8



Description

Well No.8 Site Improvements Well No.8 Completions Standpipe Water Storage Tank Pump Control Building Transmission Piping Chlorination System New Well Construction Existing System Modifications




$28,600 $99,000

$445,500 $80,300

$101,700 $17,100

$275,000 $121.600

$1,168,900 $459.759

$1,628,659

Because three of the four Wamsutter water supply wells are over 75 years old and the new well is connected to the water system, Wamsutter should consider replacing at least one water supply well. Due to the unpredictable nature of the extent and permeability of the sandstone zones within the Wasatch/Battle Springs Formations, we recommend considering a test hole to the north and east of Town. By tapping into the Wasatch / Battle Springs Formations, the Town of Wamsutter will be able to minimize the potential for interfering with other water wells in the area and possibly develop a new source with better water quality. It may be possible to avoid the presence of hydrogen sulfide gas within unique sandstone horizons which are apparently open to Well Nos. 5, 6, and 7. The final location of the proposed test hole will be selected based on a well siting study and proximity to infrastructure. The estimated cost of this option is listed in Table IV-5.

Additional Water Supply Alternative~

Several additional water supply options are available to the Town. These options include adding infrastructure on the south side of Wamsutter, but were excluded from this discussion because of excessive cost. Descriptions of these options are presented in the project notebook. The benefits of these options are better mixing of water within the distribution system, improved fire flows, and the potential to add water customers.

Water System Enhancements

Alternative 6 - Service Area Expansion. This alternative proposes to extend the existing distribution system to include the Wamsutter Industrial Park and incorporate the subdivision into the system. This alternative is depicted on Figure IV-5 and the associated costs are presented in Table IV-6.

IV-7

o ,

T 20 N

T 19 N

WAMSUTTER WELL NO.8


SCALE


NEWWELL, PUMP CONTROL

BUILDING & 6-INCH

TRANSMISSION PIPELINE

. ~~ Y".'" . ~~~--';"' ___ ---l'v; ~ ... /

WAMSUTTER WELL NO.6

(ABANDONED)

TRANSFER WATER SOURCES, TREATMENT, AND STORAGE TO

WELL NO.8 AREA

WYOMING

Cheya.rne


FIGURE IV-4


The industrial park will need to be connected to the existing distribution system with a 12-inch diameter transmission line which extends from the existing system to the southeast corner of the subdivision (see Figure IV-5). The 12-inch transmission line will connect to an existing 10-inch main on the south side of the railroad tracks.

The 8-inch distribution line loops around the subdivision and connects to the 8-inch transmission line by following the existing roadway around the subdivision. The service taps for the subdivision will connect to the 8-inch distribution line and will include water meters.

As shown in Table IV-6, the estimated cost for construction of the above-described system expansion is $330,000. By including 100/0 for both engineering design and construction management, and 150/0 for contingencies, the total estimated cost for this option is $417,706.

Water Meter Installation. This water system enhancement consists of the installation of water meters on the existing service lines connected to the distribution system. The meters will be connected to the existing service line and placed in a vault with a check valve at each property line. The water meters will be equipped with a remote readout and the necessary hardware and software packages to manage the data collected from the meters.

The estimated cost of this option is $465,673, including $129,173 for engineering services and contingencies.


PROJECT COST SUMMARY- ALTERNATIVE 6

Description Unit Quantity Unit Price

TRANSMISSION PIPING Mobilization L.S. 1 $29,000 12-inch PVC piping with appurtenances L.F. 4,200 $25 DISTRIBUTION PIPING 8-inch PVC piping with appurtenances L.F. 5,300 $20 Water services with meters EA. 30 $3,000



SUMMARY OF WATER SUPPLY ALTERNATIVES


$29,000 $105,000

$106,000 $90.000

$330,000 $87,706

$417,706

The water supply alternatives available to the Town of Wamsutter are numerous, each with advantages and disadvantages. Table IV-7 provides a cursory summary of the various alternatives, along with estimated costs to the water customers. The following discussion elaborates on the intricacies of the various alternatives. Alternative 1, modifications of existing water system, are included in Alternative 2 through 4. For Alternative 5, only repair or replacement of the 12-inch water main is included in the existing system modifications.

Alternative 1 - Modifications to the Existing System. If no capital improvements are undertaken, only modifications to the existing system, monthly water rates will increase slightly. For this option, the Town must rely on aging wells and continue to operate and maintain the booster pump station.

IV-8

o ,

T 20 N

T 19 N

WAMSUTTER WELL NO.8

SERVICE AREA EXPANSION

SCALE


WAMSUTTER WELL NO.6

~~~::::~ __ STORA~E TANK


12-INCH TRANSMISSION

PIPELINE

8-INCH TRANSMISSION

PIPELINE WITH 30 SERVICE

CONECTIONS

WYOMING


FIGURE IV-5


The booster pump station is estimated to cost the Town $3,000 per year to operate and maintain. A new water source, Well No.8, with better water quality is not utilized under this option. This option has the potential to be financed internally using the Town's water system maintenance budget or general fund.

Alternative 2 - Well No. 8 Completion and Connection to Existing Storage Tank. This alternative includes installation of a pump, motor, and a gas stripping and control building near Well No.8 and a transmission line to connect with the existing distribution system. It uses the existing storage infrastructure and the existing booster pump station. Well No.8 will serve as primary water source and the existing wells will serve as back-up water sources. While the costs associated with this alternative are moderate, it is likely to add to system O&M costs. Furthermore, the Town must rely on aging wells and continue to operate and maintain the booster pump station.

Alternative 3 - Well No.8 Completion, Water Treatment, and Connection to Distribution System. This alternative includes the installation of a pump, motor, a control and treatment building, a booster pump station near Well No.8, and a transmission line to connect with the distribution system. Wellhead treatment will consist of chlorination and a cascade aerator to strip gasses from the produced water. Because the process of aeration brings the pressure to atmospheric, a booster pump station would be necessary to pump into the distribution system. Well No. 8 will serve as the primary water source. While the costs associated with this alternative are moderate, it is likely to add to system O&M costs. Furthermore, the Town must rely on aging wells and continue to operate and maintain the booster pump station as a back-unto the Well No.8 infrastructure.

Alternative 4 - Well No. 8 Completion, Water Treatment and Storage, and Connection to Distribution System. This alternative includes installation of a pump, motor, control and treatment building at Well No.8 as well as a new storage tank near Well No.8. A short tie-in line would be required to connect Well No. 8 to the nearby storage tank. A 12-inch pipeline would transmit the treated water to the existing distribution system. A local booster pump station would not be required under this alternative. Distribution system pressures would be controlled by the tank water level.

Alternative 5 - Complete Transfer of Water Sources, Storage, and Treatment to Well No. 8 Site. This alternative includes a new water supply well and associated connection piping in addition to the items included under Alternative 4. This is the only alternative that improves system operability and reliability while reducing O&M costs. This alternative would allow the Town to plug and abandon the existing water supply wells (Well Nos. 4, 6, and 7) and demolish and salvage the storage tank and booster pump station.

Alternative 6 - Water System Enhancements. This option proposes extending water service to the Wamsutter Industrial Park southeast of Town, which would increase monthly water rates by approximately $5.53 per customer. If enough potential water customers are available, the effect of this option would distribute the cost of operating the water system among additional customers, thereby, decreasing the cost per tap per month. However, at this time it appears there is an insufficient number of customers to cover the debt service resulting from construction costs.

Detailed cost estimates of the selected water supply alternatives and their monetary impact on water customers, are presented in the following chapters.

PREFERRED ALTERNATIVE

The preferred alternative consists of the complete transfer of water sources, treatment, and storage to the Well No.8 site (Alternative 5). Under this alternative, Well No.8, with its superior water quality would serve as the primary water source for the Town of Wamsutter, with backup from a proposed new well located nearby. Implementation of this alternative could be accompliShed using a phased approach or as a single project if financial conditions permit. If constructed under a single project, the total cost of implementing the alternative would be slightly lower, as modifications to the existing system would not be necessary.

IV-9


The underlying objective of the preferred alternative is to gradually phase out Wamsutter's reliance on Well Nos. 5, 6, and 7, the existing storage tank, and the booster pump station in favor of a noninterruptable, gravity-feed water system. Because the existing wells have far-exceeded their intended lifespan, well operating costs have increased due to accelerated pumping equipment failure. The operation and maintenance of the booster pump station is also a financial burden for the Town of Wamsutter.

IV-10

OPTION

1. Modifications to Existing System: Replace Water Main and Refurbish Pump Station, and Controls

2. Well No.8 Completion and Connection to Existing Storage Tank: Complete Well No.8 with Pump, Motor, Control Building, Gas Stripping, a 3,700-Foot Pipeline, 6,OOO-Foot Pipeline, plus Option 1

3. Well No.8 Completion and Connection to Distribution System: Includes Pump, Motor, Control Building, Gas Stripping, New Booster Station, a 3,700-Foot Pipeline, Disinfection, plus Option 1

4. Well No.8 Completion, New Storage Tank, Connection to Distribution System: Complete Well No.8 with Pump, Motor, Control Building, Gas Stripping, Storage Tank, a 3,700-Foot Pipeline, Disinfection, plus Option 1

5. Transfer Water Sources, Treatment, and Storage to Well No.8 Site: Complete Well No.8, Construct a New Well, Gas Stripping, Storage Tank, Disinfection, a 3,700-Foot Pipeline, plus Option 1

6. Water System Enhancements: Line to Wamsutter Industrial Park

Water Meter Installation


SUMMARY OF IDENTIFIED WATER SUPPLY ALTERNATIVES

ADVANTAGES DISADVANTAGES

- Minimal Cost to Water Customers - Water Quality Problems Remain - Aging Wells - Booster Pump Station, with High

O&M Costs, Remains in Service

- More Reliable Water Supply - Moderate Capital Cost to Water Customer - Improve Water Quality - Booster Pump Station Still Necessary

- Well 8 Pumps to Existing Tank - High O&M Costs Remain

ESTIMATED COST COST/RATE INCREASE*

$167K

$3.421Month*

$776K

$16.44/Month*

- Cost of 6,000 Foot Transmission Line is Lost

- Reduce Reliance on Aging, In-Town Wells

~ More Reliable Water Source

- More Reliable Water Supply - Improve Water Quality

- Improve System Operability - Lower Operational Costs - Passive, Gravity-Fed Water System - Improve Water Quality - Retire Aging Wells - Improve Wellhead Protection

- Increase Number of Water Customers

if Storage Tank Installed near Well No.8

- Moderate Capital Cost to Water Customers - Booster Pump Station Still Necessary - Well 8 Pumps into Distribution System - High O&M Costs Remain - 2 Booster Pump Stations

- Greater Capital Cost to Water Customer - Booster Pump Station Still Necessary - High O&M Costs Remain

- Greatest Cost to Water Customers

- Additional Cost to Water Customers

- Additional Cost to Water Customers

$717K

$17 .56/Month*

$1,2J6K

$20.23/Month*

$1,629K

$26.59/Month*

$417K $6.87/Month*

$465K $12.90/Month*

* Estimated Increase In Monthly Water Rate Based on 169 EqUivalent Dwelhng Units (EbU) Sharing the Captlal Cost Equally (-60% Grant, 7.25%, 36 Year Term).

COMMENTS

New Groundwater Source with Better Water Quality is not Utilized.

Does not Address System Reliability Issues. Internal Financing Possible?

Disinfection is Adequate if Groundwater Disinfection Rule takes Effect.

Well No.8 = Primary Water Source.

Well No.8 Will Serve as the Primary Water Source. Well Nos. 5, 6, & 7 = Short-Term

Back-up Water Sources. Disinfection and Contact Time may be Inadequate if

Groundwater Disinfection Rule takes Effect?

Disinfection is Adequate if Groundwater Disinfection Rule takes Effect.

Well No.8 = Primary Water Source.

Provides the Best System Operability. Aging Wells and Booster Pump Station Become

Obsolete under This Option. Includes Plugging of Old Wells and Demolition.

Reduced O&M Costs = $3,000 /Year

Revenue from Service Area Expansion does not Cover Debt Service.

Improved Leak Detection Ability

CHAPTER V

PRELIMINARY DESIGN, COST ESTIMATES AND ECONOMIC ANALYSIS OF THE

PREFERRED ALTERNATIVE

This chapter presents the well completion design, a refined cost estimate of the preferred alternative, and a discussion of the options available to the Town of Wamsutter for financing the selected alternative. Additionally, an evaluation the ability of Wamsutter water customers to pay for the preferred water supply alternative is provided. A discussion of the costs expressed as a monthly rate to the water system customers has been developed for the selected alternative. All cost estimates are based on a 1998 construction schedule.

PREFERRED ALTERNATIVE PRELIMINARY DESIGN

Under the preferred alternative (Alternative 5), groundwater production from Well No.8 and the proposed new well will be routed through a pump control valve and meter in the pump control building to a new water storage tank near Well No.8. The water storage tank will be connected to the existing distribution system with a 12-inch transmission line. The transmission line will connect the proposed water storage tank to an existing 10-inch tee on the distribution system north of the Interstate. The existing 1 O-inch tee is near the underpass east of the Texaco Station.

The new 400,000 gallon water standpipe (25 foot diameter and 112 foot high) will be constructed near Well NO.8 (see Figure IV-4). The new well and Well NO.8 will supply the Town's water needs. The standpipe is less expensive than a ground level storage tank (with additional transmission line) located northeast of Well NO.8 that could supply the same pressure as the standpipe. The proposed storage tank is sized to provide peak day demand for the Town. The water tank will be equipped with a cascade aeration system to release gasses from the water.

The pump in Well No.8 will be activated by level sensors in the new tank. The pump will turn on when the water in the new tank goes below the low water level sensor. Well No.8 will serve as the primary supply for the water system. The water will be injected with chlorine prior to entering the storage tank to provide disinfection of the tank and distribution system.

Under this alternative, existing well Nos. 5, 6, and 7 will be plugged and abandoned and the existing air stripping tower, booster pump station, and storage tank will undergo demolition and salvage.

An existing 12-inch distribution main which ties the distribution system in the area of the existing booster pump station to the southwestern area of town is in need of repair. This line is necessary for looping of the system and will either be replaced or repaired under this alternative. The 12-inch line passes under two sections of railroad which will require both boring and jacking and conventional excavation to construct.

This alternative was modeled using a fire flow of 1,000 gpm, a minimum system pressure of 20 psi and the storage tank water level at 6,870 feet MSL. The fire flow parameters were used to determine the operating levels for the system to meet the minimum pressure of 20 psi for peak day flow conditions and fire flow.

Three locations in the distribution system cannot maintain 20 psi with a fire flow of 1,000 gpm. One location is near the Texaco station on the north side of the Interstate. A fire flow of about 850 gpm can be maintained at the Texaco Station with a 20 psi pressure. The fire flow increases to 1,200 gpm at the Texaco Station if an 8-inch pipe is extended under the Interstate and loops the line near the Texaco Station with the distribution system at McCormick Street. The other two locations are at the ends of a 6-inch main which parallels the Interstate and are near the library and the town hall. A fire flow of about 850

V-1

PRELIMINARY DESIGN, COST ESTIMATES AND ECONOMIC ANALYSIS

gpm can also be maintained at these two locations. Extending the line under the Interstate, as described above, will increase the fire flow in the area of the library to greater than 1,000 gpm.

Description of Improvements

The following additions and improvements to the Wamsutter water supply system will be implemented under the preferred alternative.

• Well No.8 Improvements - A SO HP well pump with a pitless adapter and electrical service connection will be installed, including a deep-well ground bed for corrosion control.

• New well near Well No.8 - A new well will be drilled and completed with pumping equipment, controls, and tie-in piping, including a deep-well ground bed for corrosion control.

• Well pump controls and valving - A pump control valve and meter will be installed in the pump control building on the line between Well No. 8 and the new tank. Controls for the well pump will also be located in the building. -

• New water storage tank - The new storage tank will be a standpipe-style tank sized for a projected peak daily demand of 400,000 gallons. The operating head for the tank will be an elevation of 6,870 feet MSL. The water storage tank will include a cascade aeration system at the top of the tank.

• Chlorination system - The chlorination system will be installed in a separate portion of the pump control building and will provide disinfection levels of chlorine to the system.

• Pump control building - A pre-engineered building will house the pump control valve, meter, pump controls, piping, chlorination system, and electrical systems. The building will be sized to house piping and controls for the proposed new well. The building will be heated to protect the piping and equipment from freezing.

• New 12-inch transmission line - The new 12-inch transmission line, approximately 3,700 feet in length, will tie in to the existing distribution system at an existing 10-inch tee on the north side of the Interstate. The 10-inch tee is located at the underpass east of the Texaco Station.

• Existing 12-inch distribution line - The 12-inch cast iron transmission line connecting the existing booster pump station to the northwest area of town will be repaired or replaced because it s necessary for looping of the system. The 12-inch line passes under railroad tracks which will require boring and jacking instead of conventional excavation to construct.

APPROACH TO DEVELOPING COST ESTIMATES

The capital cost of the selected alternative is calculated by summing the construction costs, including component costs, 100/0 for both design and construction engineering, and 1S% for construction contingencies. The ancillary costs associated with permitting system modifications, legal aspects, obtaining worksite access, and the cost of preparing plans and specifications are included in the project's construction costs. Table V-1 provides a summary of the estimated costs for the improvements listed above for the design and construction of the preferred alternative.

V-2


TABLE V-1 WAMSUTTER WATER SUPPLY PROJECT

PRELIMINARY COST ESTIMATE - PREFERRED ALTERNATIVE (1998 DOLLARS)

Item Unit Quantity Unit Total WWDC SL&I Price Costs Eligible Eligible

Costs Costs

WELL NO. 8 SITE IMPROVEMENTS Mobilization L.S. $2,600 $2,600 $2,600 $0 Fencing L.S. 12,000 12,000 12,000 ° Gravel surfacing L.S. 10,000 10,000 10,000 0 Grading and site preparation L.S. 4,000 4,000 4,000 0

Subtotal $28,600 $28,600 $0 WELL NO. 8 COMPLETION Mobilization L.S. $9,000 $9,000 $9,000 $0 50 HP submersible pump Ea. 2 15,000 30,000 30,000 0 Pitless adapter Ea. 2 10,000 20,000 20,000 0 3-inch Drop piping L.F. 1000 12 12,000 12,000 0 3-inch Pump control valve Ea. 2 2,500 5,000 5,000 0 3-inch Meter with strainer Ea. 2 4,000 8,000 8,000 0 6-inch PVC piping L.F. 1000 15 15,000 15,000 0

Subtotal $99,000 $99,000 $0 WATER STORAGE TANK Mobilization L.S. $42,000 $42,000 $42,000 $0 400,000 gallon water tank L.S. 400,000 400,000 400,000 0 Cascade aeration unit L.S. 2,000 2,000 2,000 0 6-inch PVC yard piping L.F. 100 15 1,500 1,500 0

Subtotal $445,500 $445,500 $0 PUMP CONTROL BUILDING Mobilization L.S. $7,300 $7,300 $7,300 $0 Pre-Engineered Building L.S. 35,000 35,000 35,000 0 Electrical Service L.S. 30,000 30,000 30,000 0 Heating and Lighting L.S. 5,000 5,000 5,000 0 Concrete floor and footings L.S. 3,000 3,000 3,000 0

Subtotal $80,300 $80,300 $0 TRANSMISSION PIPING Mobilization L.S. $9,200 $9,200 $9,200 $0 12-lnch PVC piping with L.F. 3,700 25 92,500 92,500 0 appurtenances

Subtotal $101,700 $101,700 $0 CHLORINATION SYSTEM Mobilization L.S. $1,100 $1,100 $0 $1,100 Chlorination equipment L.S. 10,000 10,000 ° 10,000 Booster Pump L.S. 2,500 2,500 0 2,500 Piping L.S. 500 500 0 500 Exhaust fans, alarms, safety L.S. 3,000 3,000 0 3,000 equipment

Subtotal $17,100 $0 $17,100

V-3

PRELIMINARY DESIGN COST ESTIMATES AND ECONOMIC ANALYSIS

TABLE V-1 (CONTINUED) WAMSUTTER WATER SUPPLY PROJECT

PRELIMI~ARY COST ESTIMATE - PREFERRED ALTERNATIVE (1998 DOLLARS)

Item Unit Quantity Unit Total WWDC SL&I Price Costs Eligible Eligible

Costs Costs

EXISTING SYSTEM MODIFICATIONS Mobilization L.S. 1 $6,700 $6,700 $6,700 $0 Plug wells, demolition, and L.S. 50,000 50,000 50,000 0 salvage 12-inch transmission line L.S. 65,000 65,000 65,000 0

Subtotal $121,700 $121,700 $0 NEW WELL CONSTRUCTION Mobilization L.S. $25,000 $25,000 $25,000 $0 New well near Well 8 L.S. 250,000 250,000 250,000 0

Subtotal $275,000 $275,000 $0 Construction Subtotal 1,168,900 1,151,800 17,100

FINAL COST ESTIMATES Preparation of Final Plans $115,000 $112,700 $2,300 Permitting and Mitigation 10,000 10,000 0 Legal Fees 10,000 10,000 0 Acquisition of Access and Rights of Way 15,000 15,000 0

Subtotal (Design Engineering) $150,000 $147,700 $2,300 Subtotal 1 (Cost of Project Components) $1,168,900 $1,151,800 $17,100

Construction Engineering Costs (10%) 116,890 115,180 1,710 Subtotal 2 (Component Cost + Eng) $1,285,790 $1,266,980 $18,810

Contingency (Subtotal 2 X 15%) 192,869 190,047 2,822 CONSTRUCTION COST TOTAL $1,478,679 $1,439,750 $21,375 Design Engineering 150,000 147,700 2,300

PROJECT COST TOTAL $1,628,659 $1,604,727 $23,932

WWDC = Wyoming Water Development Commission; SL&I = Office of State Land and Investments.

CURRENT WATER RATES

Any proposed water supply upgrade must be reviewed within the context of the water system debt structure and utility rates paid by the customers. Consequently, a brief overview of existing debt and rate structure is provided below.

The current billing rate for Wamsutter residential water customers is $17.00 per month. However, based on water system revenue and expenses for the 1997 fiscal year (Table V-2), a revised water rate per service tap of approximately $19.00 per month is recommended if no additional debt for capital improvements is acquired. This apparent 10% shortfall in water system revenue for the fiscal year ending June 30, 1997 suggests that current water rates are slightly below what is truly required to operate the water system. The Town of Wamsutter is currently free of water system debt. The water system budget for the 1998 fiscal year is shown in Table V-3.

V-4



WATER SYSTEM BALANCE OF REVENUE AND EXPENSES

Fiscal Year Water System Revenue Water System Expenses

TABLE V-3

1997 $28,150 $31,870

WAMSUTTER WATER SUPPLY PROJECT 1998 WATER SYSTEM OPERATION AND MAINTENANCE BUDGET

Description

Labor & Benefits Supplies Maintenance Water Tests Travel ffraining Utility - Electric Utility - Gas Freight Expenses Miscellaneous Depreciation Annual Anticipated Local Cost

FINANCING OPTIONS

Amount

$4,900.00 3,000.00 5,000.00 2,000.00 300.00

13,000.00 500.00 150.00 300.00

4.800.00 $33,950.00

Several state and federal grant and loan programs are available to assist Wamsutter in funding water system improvements. The grant and loan programs of the following funding agencies have been investigated and applicable parts of their requirements are repeated below. The Town can use tap fees, user fees, water fund reserves, or the Town general fund to reduce the local debt and repay the loans or bonds.

Wyoming Water Development Commission (WWDC). Eligible items are water source development, storage and transmission facilities and improvements. Rehabilitation project funds are sponsored at 500/0 grant, 500/0 loan or funding from other non-state sources. New development project funds are sponsored at 600/0 grant, 400/0 loan or funding from other non-state sources. The WWDC present loan rate is 7.250/0 with variable loan periods.

WWDC funding is normally specified for water source development, storage and transmission infrastructure. The selected improvement identified in this study, construction of a new well near the storage tanks, is eligible for inclusion in the WWDC funding procedure.

Wyoming Office of State Loans and Investments (SL&I). Eligible items under the SL&I are water treatment and distribution. Normal funding proportions include: 500/0 grant, 500/0 loan or funding from other non-state sources. The SL&I present loan rate is 7.25% with variable loan periods; a 1 % loan origination fee is charged. SL&I requires individual water meters for water system grants over 500/0 and looks favorably on 50% grant applications for systems that have individual water meters. Water meter installation costs are SL&I grant eligible. Touch read meter reading equipment and computer billing software are not SL&I grant eligible but are eligible for SL&I loans.

V-5


USDA Rural Utility Service (RUS). All water system components are eligible for RUS funding. However, RUS requires that the water facilities it finances have individual water meters.

The amount of RUS grant funding is based on the Median Family Income (MFI) for the project area and the availability of funds. The MFI must be $26,148, or less, to qualify for grant funding. Because the Town of Wamsutter has a median family income (1990) of $35,795, it cannot qualify for RUS grant funds. However, the Town can qualify for loan funds at a current interest rate of 5.50/0. Loan rates are adjusted periodically.

An RUS loan is to be secured by a General Obligation (G.O.) Bond Issue which requires a Town bond election. Typical cost of a bond election conforming to RUS requirements is $5,000. The RUS loan program is available to Wamsutter to match grants from WWDC and SL&I at a 5.5% interest rate rather than the 7.25% interest rate presently offered by these other programs.

Abandoned Mine Lands Program (AML). AML grant applications for municipal projects are being reviewed in conjunction with the SL&I applications. Although Wamsutter may qualify for this program, they will have to prove a documented threat to the health and safety of the Town residents to receive serious consideration for these limited funds.

Wyoming State Revolving Fund (SRF). The SRF program, which is in the preliminary stages of being formed should be in operation in late 1998. This program is intended to provide low interest loans to finance water system improvements. Interest rates are expected to be in the 40/0 range.

FUNDING APPROACH

The funding approach used in this section is based on 60% grant and 400/0 loan funding for WWDC eligible costs and 500/0 grant and 500/0 loan funding for SL&I eligible costs. The debt repayment for the loan portion is based on a 30-year term at 7.250/0.

RUS loan financing at a lower interest rate was considered, but was dismissed because of the expense of installing individual water meters. If the Town desires to pursue RUS funding, it will be necessary to pass a General Obligation Bond Issue and the project scope must also include the installation of water meters on individual service connections.

The ability of water customers to pay for the preferred water system alternative is presented in the following section. Recommended annual financing commitments necessary to retire the construction debt and meet operation and maintenance costs are included.

WATER CUSTOMER COSTS

Construction of the preferred alternative is projected to increase monthly water rates by $26.59 (see Table V-4). Completion of Well No.8 and a new well with pipeline and a storage tank is forecast to reduce operation and maintenance costs by $3,000 per year.

These monthly rates represent a substantial increase to residents of Wamsutter. However, in comparison with other small-community water systems in Wyoming, these monthly costs are moderate, with some monthly costs higher and others lower. The water rate for the town of Centennial, in western Albany County, is $30.00 per month (see CESI, 1991). The projected monthly rate per service tap for the Vista West Water Supply Project near Sundance is $44.00 (see Weston Engineering, 1994). Anticipated monthly costs per service for the proposed Ryan Park Water Supply Project and the Elk Mountain Water Supply Project, both in Carbon County, are $64.00 assuming a substantial 67% grant (PMPC, 1994) and $48.73 (WESTON, 1995), respectively. A typical monthly water rate of $33.00 was recommended for the Town of Hartville in Platte County. (WESTON, 1997).

V-6



FINANCIAL SUMMARY - PREFERRED ALTERNATIVE

Cost Summary Items

Project Cost of Preferred Alternative WWDC Eligible Cost SL&I Eligible Cost Total Cost

WWDC Grant (60%) SL&I Grant (50%) WWDC & SL&I Loans

Funding Approach

User Costs Annual Debt Service (7.25%

, 30 years) Operation & Maintenance Cost Reduction Replacement (5% of moving equipment and controls) Total Annual Additional Cost

ADDITIONAL MONTHLY COST PER EDU (169.3 EDU)

EQUIVALENT DWELLING UNIT (EDU) DETERMINATION


$1,604,727 $23,932

$1,628,659

$962,836 $11,966

$653,856

$54,021 ($3,000) $3.000

$54,021 $26.59

Wamsutter does not have records of water service sizes serving residential and commercial users. Determining EDUs with conventional methods using known service line sizes was not possible. The method used to determine EDUs is based on the current water rate schedule. The current water rate for each water user classification was divided by the current residential rate to determine the EDU for the user classifications (see Table V-5).

An EDU determination is included for the Wamsutter Industrial Park for evaluating the feasibility for expanding the service area. The Wamsutter Industrial Park was platted in 1978 and contains 30, five acre parcels. Some of the original lots have been divided and now there are approximately 40 potential water users in the subdivision served by private wells. It was assumed that 30 users would connect to the municipal system if it was available. It was also assumed that 15 new users would be residential and 15 would be commercial users with an average EDU of 2.00.

V-7



EQUIVALENT DWELLING UNIT TABULATION

Service Type 1997 EDU Number EDU Water Total Rates

1997 EXISTING WATER SYSTEM USERS Residence $17.00 1.00 89 89 Service station/ no wash rack $31.25 1.84 3 5.52 Bar $31.25 1.84 1 1.84 Cafe $31.25 1.84 2 3.68 Office $12.50 0.74 6 4.44 School $156.00 9.18 1 9.18 Motel (per unit) $3.75 0.22 22 4.84 Highway Department $37.50 2.21 1 2.21 Service station with wash rack $37.50 2.21 1 2.21 Church $6.25 0.37 3 1.11 Beauty shop $17.00 1.00 0 0 Laundromat (per unit) $2.50 0.15 11 1.65 Showers $9.50 0.56 2 1.12 Wash Rack $25.00 1.47 1 1.47 R.V. space $3.75 0.22 0 0 Senior Citizen $8.50 0.50 5 2.5 Truck shop $80.00 4.71 1 4.71 City Park $575.00 33.82 1 33.82 1997 Existing User Subtotal 169.3

POTENTIAL WAMSUTTER INDUSTRIAL PARK USERS Residence $17.00 1.00 15 15 General Commercial $34.00 2.00 15 30 Wamsutter Industrial Park Subtotal 45

Combined System Total 214.3

V-8

1997 Monthly Income

$1,513.00 $93.75 $31.25 $62.50 $75.00

$156.00 $82.50 $37.50 $37.50 $18.75

$0.00 $27.50 $19.00 $25.00

$0.00 $42.50 $80.00

$575.00 $2,876.75

$255.00 $510.00 $765.00

$3,641.75

CHAPTER VI

ENVIRONMENTAL STUDIES, CONSTRUCTION PERMITS AND EASEMENTS

The analysis of all water supply options provided in this level II report indicated that completion of Well No. 8 and construction of a transmission pipeline were the superior alternatives in improving system operability and reliability within the existing financial constraints of the Town of Wamsutter. The findings of this level II investigation confirmed that an acceptable groundwater resource, in both production quantity and water quality, is available to the Town.

If the Wamsutter Water Supply Project proceeds beyond level II, various easements, construction permits, permits from the State Engineer's Office and the U.S. Bureau of land Management, and an Interstate 80 crossing may be required depending on the selected location of the associated infrastructure.

CONSTRUCTION PERMITS

The Permit to Appropriate Ground Water from the State Engineer's Office (Permit No. U.W. 65696) for Well NO.8 expired and was subsequently cancelled. If groundwater is to be developed from this well, another permit form U.W. 5 must be submitted to reestablish a water right. Form U.W. 6, "Statement of Completion and Description of Well" must be submitted within 30 days after well completion with the permanent pumping equipment. To verify ownership and beneficial use of well water as a municipal supply, Form U. W. 8, "Proof of Appropriation and Beneficial Use of Ground Water," must be submitted to the State Engineer's Office, including a beneficial use plat certified by a licensed professional engineer or land surveyor. Example beneficial use plats are shown in Part II of the Regulations and Instructions of the State Engineer's Office.

Constructing the preferred alternative will be performed under a set of contract documents, plans, and technical specifications. An Engineering Design Report (EDR) must accompany the contract documents, plans, and technical specifications to summarize the project's scope and important design considerations. The installation of all piping, controls, pump, motor, fittings, well building, electrical equipment, and transmission pipeline must be described in the well completion contract documents, plans, and technical specifications. Construction permit forms and supporting documentation are submitted to the Wyoming Department of Environmental Quality's (WDEQ) Water Quality Division (WQD) in accordance with Chapters III, XI, and XII the Water Quality Division's Rules and Regulations. land surveying will be required in order to record the well location and pipeline alignment to land sectioning monumentation. Repairs to the existing water supply infrastructure may also be included in the contract documents (and construction permits) for well completion, as desired by the Town and permitted by the funding agency.

EASEMENTS AND ACCESS AGREEMENTS

Easement and title information was obtained from the Sweetwater County Assessor's office in Rock Springs. land in the vicinity of Wamsutter is largely owned by the Union Pacific Railroad or is public land administered by the U.S. Bureau of land Management (BlM). Development of the Well No.8 site and the transmission pipeline alignment must be coordinated with the affected landowners, in the form of an access agreement or easement. The extent of the easement must consider and facilitate all anticipated construction, repair, and access activities to the water supply infrastructure in its entirety. A survey delineating the boundaries of the right-of-way must be contained in the easement document. While a land use permit was acquired from the BlM for the construction of Well No.8, it has since expired.

Additional permits may be necessary depending on the locations of system components comprising the proposed modifications. The Wyoming Department of Transportation (WYDOT), the Sweetwater County Commission, and private landowners may have jurisdiction over right-of-ways intersected by the proposed

VI-1

ENVIRONMENTAL STUDIES, CONSTRUCTION PERMITS AND EASEMENTS

water supply system modifications. For example, permission from the responsible agency, WYDOT, for the placement of the Well No.8 transmission line crossing the Interstate 80 right-of-way is highly probable.

ENVIRONMENTAL STUDIES

An archaeological survey was not performed as part of this Level II Study. The construction phase of the project is not anticipated to require an investigation of archaeological resources due to the multitude of existing pipelines in the area; however, an archeological survey will have to be completed if cultural resources are unearthed during excavation. If this occurs, construction activities should cease and the State Historic Preservation Office should be notified immediately.

PERMITTING SUMMARY

The permits and access agreements which will be needed for the completion of the proposed water supply system modifications are:

• Resubmit Permit to Appropriate Groundwater (Well No.8);

• Submit Permit to Appropriate Groundwater (new well);

• Statement of Completion and Description of Well (Well No.8 and new well);

• Statement of Appropriation and Beneficial Use of Groundwater (Well No.8 and new well);

• Land Use Permit from the Bureau of Land Management (Well No.8 and new well);

• Construction Permits and Engineering Design Reports from WDEQ; and

• Pipeline Easements with affected Landowners.

VI-2

CHAPTER VII

WELLHEAD PROTECTION (WHP) DELINEATION REPORT

NEED FOR A LOCAL WHP PLAN

While the Environmental Protection Agency (EPA) has not formally designated the Battle Springs Formation as a sole-source aquifer, the Town of Wamsutter is extremely concerned about protecting this aquifer from degradation because no other aquifers can be developed which yield the same quantity and quality of water. Developing and implementing a WHP Plan is currently one of the Town's top priorities. The potential threats to the aquifer include: (1) oil and gas wells, as well as deep water wells, that may serve as conduits for low quality waters from other formations to commingle with the Battle Springs aquifer; and (2) land use in the vicinity of the wells.

WELLHEAD PROTECTION PLAN ELEMENTS

The following five elements comprise the majority of local WHP Plans in Wyoming:

• Formation of a Local Wellhead Protection Committee • Delineation of WHP Areas • Identification of Existing and Potential Contaminant Sources • Management Approaches • Contingency Plan.

Local wellhead protection programs completed within Wyoming to-date have determined that implementation of a public participation program must be initiated early to guarantee public acceptance of any WHP Plan.

The following section provides only the delineation report and potential contaminant source inventory. The Town is referred to the State of Wyoming Wellhead Protection Guidance Document for information on completing the outstanding sections of a local plan.

DELINEATION OF WHP AREAS

The first task of the Wamsutter WHP Committee was to identify and map the area that supplies water to their wellfield. The Wyoming-adopted criteria for the delineation of local wellhead protection areas (WHPAs) are based on the type of aquifer from which a particular well or wellfield produces groundwater. In general, the recommended criteria include a fixed radius, coupled with the groundwater time-of-travel (TOT) and flow system boundaries determined from hydrogeologic mapping or analytical models. The adopted delineation criteria are based on the use of three WHPAs described in later sections of this paper.

Hydrogeologic Setting

The Town of Wamsutter is located on the Wamsutter Arch, an eastern plunging broad subsurface feature that structurally separates the Great Divide Basin to the north from the Washakie Basin to the south. The Town itself is located in the northern reaches of the Washakie Basin, as depicted in Figure VII-1.

All of the geologic formation outcrops in the Wamsutter area are of Tertiary age, with the exception of alluvial and eolian deposits. The Wamsutter area is underlain by the Tertiary aquifer system which includes, from youngest to oldest, the following formations in the Wamsutter area:

• Tipton Tongue Member of the Green River Formation • Wasatch/Battle Springs Formation • Ft. Union Formation.

VII-1

R 104 W

RockSprlnQs

WYOMING " COLORADO

SWEETWATER COUNTY

WASHAKIE

EXPLANATION

BASIN

BASIN

- - - - Approximate boundary of study ar.o

~ Area of .x_ed bo .. _at rockl

1 • Anticlinal axis, showinQ direction of plunQe

+ t • Syncllno I axis, showinQ direction of plunQe

o Normal fault

Thrust fault (teeth on upthrown sid. of thrust)

SCALE

Cody. • Gillette

WYOMING • Casper

R R 85 84 W W

Adapted from Collentine and others (1981)


WAMSUTTER WATER SUPPLY PROJECT MAJOR STRUCTURAL FEATURES LOCATION MAP

FIGURE VII-1


Although each of these formations are water-bearing to some degree, the Wasatch/Battle Springs Formations are the major aquifers in the area (Gollentine and others, 1981). The Battle Springs Formation, which is present over most of the eastern Great Divide and Washakie basins is a stream and deltaic facies of the Wasatch Formation to the west. It is composed of fine-to course-grained, highly permeable, arkosic sandstone and conglomerate. The Battle Springs Formation is capable of yielding at least 150 gpm to water wells, although most of the yields generally range from 30 to 40 gpm (Gollentine and others, 1981).

The Ft. Union Formation, which consists of sandstones, siltstones, shales, and coals underlies the Wasatch/Battle Springs Formations. The Ft. Union Formation, which is over 2,000 feet thick in this area generally yields less than 100 gpm, although yields of up to 300 gpm have been reported (Gollentine and others, 1981).

The Tipton Tongue Member of the Green River Formation consists of green to brown-black oil shale, clay, shale, and sandstone, estimated to be approximately 290 feet thick. The Tipton Tongue Member outcrops in the bluffs to the southwest of Wamsutter and dips gently to the southwest. Welder and McGreevy (1966) characterize groundwater possibilities from the Tipton Member as very poor.

Groundwater Circulation in the Tertiary Aquifer System

Potentiometric data for the Tertiary aquifer system indicate that groundwater flow is from the high peripheral areas of the Great Divide and Washakie Basins toward the basin centers, as depicted in Figure VII-2. Although it has no surface expression, the Wamsutter Arch is a groundwater divide for flow within the Washakie and Great Divide Basins. The Tertiary aquifer system is recharged primarily by outcroprelated infiltration of snowmelt and streamflow, and by downward seepage from overlying, permeable sediments (Gollentine and others, 1981)

Well Construction Data

The Wamustter water supply wells, which are between 1,365 and 2,000 feet deep, are probably all completed in the Wasach/Battle Springs Formations. Because Wells 5, 6, and 7 were all drilled by Union Pacific in the early 1900's (see Table 111-1), very little well construction information is available. Observations of ground moisture and pooled water adjacent to the well house of Well No.7 indicate that the integrity of the surface seal around that well may be compromised. Since Well Nos. 5 and 6 are both over 80 years old, it is likely that their surface seals are no longer intact. A video and bond log of Well No. 8, conducted on July 29, 1997 as part of this study indicate that the surface seal is intact in Well NO.8.

Aquifer Testing Data

Hydraulic parameters for the aquifer were determined using data and calculations from pump tests of Town Well Nos. 5, 7, and 8. Table VII-I summarizes the various aquifer parameters determined from these aquifer testing programs.

WHPA Zone One (Accident Prevention Zone)

The boundary of Zone One is set at an "arbitrary" fixed radius of 50 feet or 100 feet from the well or spring, and is dependent on factors such as the depth of the well, the type and depth of the surface and annular seal, and the type, number and proximity of potential contaminant sources.

Because Wells 5, 6, and 7 were constructed in the early 1900's and no construction records are available, and they are located adjacent to the railroad tracks and to a variety of potential dump sites, they were assigned a 100-foot radius for Zone One. Because Well No.8, which is located apprOXimately 3,000 feet northeast of the other wells is not located near a possible source of contamination, and the cement bond log indicates that the surface seals are intact, it qualifies for a 50-foot radius for Zone One.

Methods Used to Delineate WHPA Zones Two and Three

The proposed criteria for Zone Two, called the attenuation zone, are based on a time of travel (TOT) of two years or a minimum of a 400-foot radius (whichever is greater) for wells with porous or diffuse flow

VII-2

GREAT DIVIDE BASIN

I

R94W

CodY· • Gilette

WYOMING

SCALE

Rawtils ChE¥enll8

•

20 MILES ,


(( R92W

LAMONT

T 24 N

T 18 N

EXPLANA TION

- 6750 - Potentiometric Contour (feet above MSL)

--... ~~ Ilrection of Groundwater Row

Adapted from Collentine and othelS (1981)

WAMSUTTER WATER SUPPLY PROJECT TERllARYAQUIFER SYSTEM

POTENll0MElRIC SURFACE MAP FIGURE VII-2


characteristics. Zone Two is established to protect the well from pathogenic microorganisms from a source located close to the well and to protect the well from the direct introduction of contaminants into the aquifer from nearby spills, surface runoff, or leakage from storage facilities or containers.

Location and Date of Tests

Well No.5 9/97

Well No.6 Not tested

Well No.7 7/97

Well No.8 8/97

TABLE VII-1 AQUIFER PARAMETERS DETERMINED FROM

PUMP TESTS

Aquifer Trans- Porosity Discharge Thickness missivity (percent)· Rate

(feet) (gal/day/ft) (gpm)

990 20 150

360 20 200

450 538 20 110

501 685 20 200

Hydraulic Gradient

and Direction

0.0067 Southwest

0.0067 Southwest

0.0067 Southwest

0.0067 Southwest

.' . * Collentlne and others (1981) report porosities ranging from 16 to 38% In the Wasatch and 15 to 25% In the Battle Springs Formations.

TABLE VII-2 INPUT VALUES FOR WHPA ZONE TWO AND THREE DELINEATIONS

Well Name Pumping Well Radius Trans- Aquifer Porosity Hydraulic Rate (feet) missivity Thickness (percent) Gradient

(ft3/day) (ft2/day) (feet) and Direction

Well No.5 25,989 0.83 93.58 450 20 0.0067 Southwest

Well No. 6 25,989 0.83 93.58 450 20 0.0067 Southwest

Well No.7 25,604 0.83 93.58 450 20 0.0067 - Southwest

Well No.8 38,503 1 93.58 450 20 0.0067 Southwest

Zone Three is defined as the remedial action zone which uses a 5-year TOT with appropriate flow boundaries for the porous aquifers. Zone Three is designed to protect the wellhead from chemical contaminants that may migrate to the wellhead within a 5-year time period for porous aquifers.

Given the aquifer parameters determined from various aquifer tests during the course of the WWDCsponsored projects, the WHPAs were delineated using a semi-analytical model tempered with hydrogeologic mapping. WHPA, version 2.2, developed by Blandford and Hyakorn (1993) is a semianalytical groundwater flow model that consists of four computational modules designed to delineate WHPAs. Two protection zones based on the 2-year and 5-year TOTs were defined for the Wamsutter

VII-3


wells using the GPTRAC module of the WHPA model. The GPTRAC module was used for WHPA delineation because: (1) time-related capture zones for pumping wells are delineated, (2) confined aquifers can be simulated, (3) well interference can be simulated, and (4) various hydrogeologic boundaries can be incorporated into the numerical analysis.

Recalling the Wamsutter wells develop water from the Wasatch/Battle Springs Formations, the WHPAs were determined based on the assumption that the hydraulic properties of the aquifer remain consistent over the study area - a fact borne out by the aquifer tests of the Town's wells spread over a one mile area (see Table VII-1). The 2-year and 5-year TOT protection areas were estimated for the Town's four wells using the input values listed in Table VII-2. Plots of the 2-year and 5-year TOTs for the four wells are depicted on Figure VII-3.

Sensitivity Analysis

No other wells are known to be producing from the units of the Battle Springs Formation in the vicinity of Wamsutter's municipal wells. Wells producing from shallower units near Wamsutter have no impact on the Town's wells because of the hydraulic isolation of the water producing units of the Battle Springs Formation from other water-bearing units by low permeability shales and clays found stratigraphically above and below the aquifer.

The hydraulic gradient of the Tertiary aquifer system near Wamsutter is complex due to the interfingering and variable nature of the Tertiary sandstones and siltstones. In addition, because very little data are available to help delineate the direction and the vertical gradient in the aquifer system, modeling aquifer behavior is difficult for WHPA delineations. However, varying the direction of the groundwater flow by 10 degrees from the estimated N 110 W used in the GPTRAC module, did not change the shape or the size of the 2-year or 5-year TOT protection areas. Varying the vertical hydraulic gradient by an order of magnitude, to 0.067 did not affect the 2-year TOT protection areas, but did shift the 5-year TOT protection areas upgradient by approximately 100 feet for Well Nos. 5, 6, and 7. The 5-year TOT protection area for Well NO.8 became slightly narrower and longer upgradient when the hydraulic gradient was changed to 0.067.

The transmissivity of the aquifer varied from 585 to 990 gallons per day per foot of aquifer (gpd/ft) between the wells. A transmissivity of 700 gpd/ft was used for the WHPA model. A transmissivity of 600 gpd/ft was used to determine the effects of heterogeneity in the aquifer. There was no difference in the shapes or sizes of the 2-year and 5-year TOT protection areas using the two different transmissivities.

IDENTIFICATION OF EXISTING AND POTENTIAL CONTAMINANT SOURCES

The potential sources of groundwater contamination were inventoried by the Town's WHP Planning Committee using a site reconnaissance and windshield surveys to identify and confirm the locations of potential sources, as well as review of the readily available State of Wyoming and EPA databases. Based on this inventory, the Town's WHP Planning Committee identified the following potential contaminant sources:

• Union Pacific Railroad and associated activities;

• Unidentified buried materials in the vicinity of Well Nos. 5, 6, and 7; and

• Vacant lot littered with drums and old vehicles located immediately west of Well NO.7.

Activities associated with the railroad pose the most serious threat to the integrity of the Town's water supply. Because the UPRR is located within Zones 2 and 3 for Well Nos. 5 and 6 (see Figure VII-3), there is a potential for a surface spill and/or runoff of hazardous materials carried by the railroad to affect these wells. In addition, unknown materials potentially buried in the immediate vicinity of Well Nos 5, 6, and 7 as well as materials stored in the vacant lot adjacent to Well No.7 may also pose a threat. The survey did not indicate a potential contaminant source within Well No.8 Zones two or three.

VII-4

o I

T 20 N

T 19 N

WAMSUTTER WELL NO.8

SCALE


WYOMING

WAMSUTTER WATER SUPPLY PROJECT WHPA LOCATION MAP

FIGURE VII-3

CHAPTER VIII

PROJECT SUMMARY

The Wamsutter Level II Water Supply Project was designed to: (1) evaluate the Town's water system, (2) identify water system deficiencies, and (3) make appropriate recommendations for feasible improvements. Based on the evaluation of the existing water supply and distribution systems, several deficiencies were documented. A water supply alternative was proposed which will allow the Town to produce water from a reliable water source, Well No.8 and from a new well located near Well No.8.

There are several concerns with the existing water system that may affect water system reliability. Fundamental water system deficiencies from a reliability standpoint include:

• Aging wells;

• Variable speed pumps and control systems that are getting old; and

• System dependent on continuous electric power to operate booster pumps to deliver water.

to address the deficiencies listed above, the underlying objective of the selected alternative is to gradually phase out Wamsutter's reliance on Well Nos. 5, 6, and 7, the existing storage tank, and the booster pump station in favor of a non-interruptable, gravity-feed water system. Because these three existing water supply wells are all over 75 years old and have far-exceeded their intended lifespan, well operating expenses have increased significantly in the last few years. In addition, the operation and maintenance of the booster pump station is a substantial burden for the Town of Wamsutter. Well No.8, with its superior water quality, would serve as the primary water source for the Town of Wamsutter under the preferred alternative.

Other than the aging wells, the booster pump station and a leaking water main, the bulk of the water system infrastructure was found to be in good condition during this study.

CONCEPTUAL DESIGN, PROJECT COST, AND ABILITY TO PAY

In light of the identified water supply deficiencies regarding the aging wells, the only alternative capable of allaying the reliability concern is the preferred alternative outlined below:

• Completion of Well No.8;

• Construction and completion of a new well near Well No.8;

• Construction of a storage tank with chlorination and gas stripping facilities near Well No.8;

• Construction of a 12-inch transmission line to the distribution system;

• Plugging existing Well Nos. 5, 6, and 7;

• Demolition of existing storage tank and booster pump station; and

• Repair or replacement of the leaking main.

The estimated construction cost for the preferred alternative outlined above is approximately $1,628,000, assuming a 1998 construction date. The probable monthly cost per Wamsutter water customer including the proposed improvements represents an increase of $26.59, based on the most favorable 400/0 loan and 600/0 grant for the WWDC-eligible improvements and 50% loan and 500/0 grant for the SL&I-eligible

VIII-1

PROJECT SUMMARY

improvements. This monthly rate increase is substantial; the proposed increase exceeds the current monthly water rate.

A survey of recent water system operating costs suggests the current rate of $17.00 may be slightly low. The baseline water rate recommended by this rate study (Le., based on no additional debt accumulation by Wamsutter for capital improvements) is $19.00. The current water rates for Wamsutter are toward the low end compared to other Wyoming communities. If the cost of the proposed modification is incorporated in addition to the recommended water rate structure, a monthly water rate of $45.59 is projected for the financing option. In comparison with other small-community water systems in Wyoming, the proposed monthly rates are moderate, with some monthly costs higher and others lower.

CONCLUSIONS

During the Wamsutter Level" Water Supply Project the Town of Wamsutter water supply wells were successfully tested. Well No.8, which has never been placed on-line, was shown to be a viable water supply source for the Town of Wamsutter, if connected to the water system. This well is capable of producing 200 gpm and the water quality is superior to-that of the existing wells. Although existing Well Nos. 5, 6, and 7 remain in use with sufficient capacity to meet the Town's water needs, estimates of the remaining life of these wells are unknown.

Ease of operation, water source redundancy, and overall system reliability will be improved by implementing the improvements proposed in the preferred alternative. By transferring water sources, storage, and treatment to the Well No.8 site, a gravity feed water system will result and use of the existing booster pump station can be discontinued. The Town will no longer be required to pump the water twice, which results in excessive power and maintenance costs.

The preliminary findings of the Wamsutter Level " Water Supply Project were presented at a public meeting held on October 27, 1997 in the Town of Wamsutter. Those in attendance, the town council members, a representative from the WWDC, and other interested parties, arrived at the conclusion that the only alternative that ensured a long-term, non-interruptable water supply was Alternative 5 - the preferred alternative, although it would result in significantly higher user costs.

VIII-2

,WAMSUTT'ER,WATERSUPPL V PROJECT

REFERENCES CITED

GROUNDWATER .' ENG'INEERING

REFERENCES CITED

Blandford, T.N., P.S. Hyakorn and Y. Wu, 1993, Wellhead protection area (WHPA) model, version 2.2: U.S. Environmental Protection Agency (EPA), Office of Ground-Water, Washington, D.C.

Coffey Engineering and Surveying, Inc. (CESI), 1991, Ryan Park Water Supply Project, Level I: Consultants report prepared for the Wyoming Water Development Commission, Cheyenne, Wyoming.

Collentine, M., R. Libra, K.R. Feathers, and L. Hamden, 1981, Occurrence and characteristics of groundwater in the Great Divide and Washakie Basins, Wyoming. Water Resources Research Institute, University of Wyoming.

Cooper, H. H. Jr., and C. E. Jacob, 1946, A generalized graphical method for evaluating formation constants and summarizing wellfield history: Transactions, American Geophysical Union, vol. 27, pp. 526-534

Johnson-Fermelia and Crank, Inc., 1985, Aquifer pump test Wamsutter Well No.8. Consultant's report prepared for the Town of Wamsutter. -

Kelly, J. E., K. E. Anderson and W. L. Burnham, 1980, The cheat sheet--A new tool for the field evaluation of wells by step testing: Journal of Groundwater, vol. 18, pp. 294-298

PMPC, 1994, Ryan Park Water Supply Project, Level II: Consultants report prepared for the Wyoming Water Development Commission, Cheyenne, Wyoming.

Sargent Irrigation Co., 1984, Report on Wamsutter Water Well NO.8. Consultant's report prepared for the Wyoming Water Development Commission and the Town of Wamsutter.

Schaefer, D. C., 1978, Casing storage can effect pumping test data. The Johnson Drillers Journal, January - February, p. 1-5.

Skaliy, P. and H.V. McEachern, 1979, Survival of the Legionnaires' disease bacterium in water. Ann. Internal Med., Vol. 90, pp. 662-663.

Welder, G.E., and L.J. McGreevy, 1966, Ground water reconnaissance of the Great Divide and Washakie basins and some adjacent areas, southwestern Wyoming. U.S. Geological Survey Hydrologic Atlas HA-219.

Weston Engineering, Inc., (WESTON), 1994, Vista West Water Supply Project, Level II. Consultant'S report prepared for the Wyoming Water Development Commission and the Community of Vista West.

WESTON, 1995, Elk Mountain Water Supply Project, Level II. Consultant's report prepared for the Wyoming Water Development Commission and the Town of Elk Mountain.

WESTON, 1997, Hartville Water Supply Project, Level II. Consultant'S report prepared for the Wyoming Water Development Commission and the Town of Hartville.

Willard Owens Associates, Inc., 1981, Hydrogeologic report on the water supply situation of the Town of Wamsutter, Sweetwater County, Wyoming. Consultant's report prepared for the Sweetwater County Association of Governments.

Wyoming State Engineer's Office, various, Well files maintained in Cheyenne, Wyoming.

R-1

. APPENDIX I

WAMSUTTER WATER SUPPL V PROJECT

EXISTING WELL FACT SHEETS

. .GROUNDWATER -ENGINEERING

WAMSUTTER WATER SUPPLY PROJECT HISTORICAL SUMMARY

WAMSUTTER WELL NO.5

Well Names: Wamsutter No.5 History: Drilled by UPRR for railway use, but transferred to the Town of Wamsutter. Change in

use from railway to municipal use approved May 11, 1989 Location: SW NE Sec. 34, T. 20 N., R. 94 W. State Engineer Permit No.: Statement of Claim No. U. W. 118 (issued 12-6-1947) Driller: Unknown Date Drilled: 1902 Date of Completion: May 4, 1902 Owner: Town of Wamsutter

Total Depth: 1,365 feet Construction:

Hole Diameter: Unknown

Casing Schedule: 12-inch steel casing at the top 8-inch steel casing at bottom

Perforated Intervals: Unknown

Cemented Intervals: Unknown

Main Water-Bearing Zones: 1,280 feet

Well Yield: 10 gpm artesian flow

Pumping Equipment: Pump: 50 hp Crown model 6M-250 installed 8/97 Drop pipe: 3-inch Pump setting: 580 feet below grade

Production History: Permit states average production is 5,256,000 gallons per year

Well Testing: 1997: Pump tested for 1,000 minutes at 150 gpm. Ending drawdown = 86 feet. Transmissivity

measured from pumping well data equals 1,015 gpdlft.


WAMSUTTER WELL NO.6

Well Name: Wamsutter No.6 History: Drilled by UPRR for railway use, but transferred to the Town of Wamsutter. Change in

use from railway to municipal use approved May 11, 1989 Location: NW NE Sec. 34, T. 20 N., R. 94 W. State Engineer Permit No.: Statement of Claim No. U. W. 119 (issued 12-6-1947) Driller: Unknown Date Drilled: 1911 Date of Completion: January 15, 1912 OWner: Town of Wamsutter

Total Depth: 1,905 feet. Total depth measured d~ring geophysical logging in 1975 is 1,521 feet.

Construction: Hole Diameter: Unknown

Casing Schedule*: 0 to 159.5 feet: 16-inch casing 159.5 to 1145 feet: 12-inch casing 1145 to 1545 feet: 10-inch casing 1545 to 1900 feet: 8-inch casing 1977: installed 5.5-inch liner from 600 feet to approximately 1,550 feet.

Perforated Intervals: Unknown


Comments: ·Source of casing information is Goodwell geophysical logs (1975).


Well Yield: 15 gpm artesian flow

Pumping Equipment: Drop pipe: 3-inch Pump setting: 605 feet below grade Pump: 30 hp Grundfos Motor: 40 hp Franklin


Well Testing: 1977: Well No.6 used as observation well for Well No.7 pump testing. Well No.7 was pump

tested for approximately 21 hours at 133 gpm. Ending drawdown in the pumped well = 560 feet. Ending drawdown in Well No.6 = 84 feet.

1997: Well No.6 used as observation well for Well No.5 pump testing. Well No.5 was pump tested for 1,000 minutes at 150 gpm. Ending drawdown in the pumped well = 86 feet. Transmissivity measured from pumped well data (Well No.5) equals 800 gpd/ft.


WAMSUTTER WELL NO.7

Well Name: Wamsutter No. 7 History: Drilled by UPRR for railway use, but transferred to the Town of Wamsutter. Change in

use from railway to municipal use approved May 11, 1989 Location: NW NE Sec. 34, T. 20 N., R. 94 W. State Engineer Permit No.: Statement of Claim No. U. W. 120 (issued 12-6-1947) Driller: Unknown Date Drilled: Spudded March 2, 1921 Date of Completion: August 20,1921 Owner: Town of Wamsutter


Hole Diameter: Unknown

Casing Schedule: 0 to 155 feet: 15.5-inch casing 155 to 1,062 feet: 12 1/8-inch casing 1,062 to 1,541 feet: 10-inch casing 1977: Installed 5.5-inch liner from 600 to 1,541 feet

Perforated Intervals: 65 Holes from 1,272 to 1,312 feet 45 holes from 1,300 to 1348 feet 63 holes from 1,398 to 1 ,439 feet



Well Yield: 67 gpm flow Pumping Equipment: Pump: 50 hp Crown model 6M-250 installed 10/96

Drop pipe: 3-inch Pump setting: 592 feet below grade


Well Testing: 1977: Pump tested for 24 hours at 133 -9pm with a drawdown of 560 feet observed in the

pumped well and 84 feet observed at Well No.6.

1997: Pump tested for 985 minutes at 110 gpm with a drawdown of 350 feet observed in the pumped well. Produced water has sulfur smell: H2S concentration equals 5 mgll. Transmissivity = 540 gpdlft.

WAMSUTTER WATER SUPPLY MASTER PLAN HISTORICAL SUMMARY

WAMSUTTER WELL NO.8

Well Name: Wamsutter No.8 History: Drilled on land owned by the Bureau of Land Mand Management for municipal use by

residents of the Town of Wamsutter Location: SW SE Sec. 22, T. 20 N., R. 94 W. State Engineer Permit No.: Permit No. U. W. 65696 (issued 10-17-1983) Driller: Sargent Irrigation Date Drilled: 1983 Date of Completion: 1984 Owner: Town of Wamsutter and the U.S. Bureau of Land Management. The Town's right of

way to use this well has expired with the BLM.


Hole Diameter:

Casing Schedule:

22-inch diameter borehole to 800 feet 17-inch diameter borehole to 2,010 feet

24-inch diameter conductor pipe to 40 feet 16-inch diameter steel casing to 770 feet 1202 feet of 12. 75-inch diameter steel casing at bottom Total depth of casing is 1,972 feet

Perforated Intervals: Total of 501 feet of slotted casing (based on Sargent Irrigation's report, dated February, 1984) Slotted from 1 ,123 to 1 ,162 feet Slotted from 1 ,201 to 1 ,300 feet Slotted from 1 ,353 to 1 ,378 feet Slotted from 1 ,418 to 1 ,536 feet Slotted from 1 ,626 to 1 ,686 feet Slotted from 1 ,727 to 1 ,829 feet Slotted from 1 ,867 to 1 ,924 feet

Cemented Intervals: From surface to 800 feet below grade

Comments: Is suspected cement penetrated the upper gravel pack and may have occluded uppermost slotted intervals.

Main Water-Bearing Zones: 1 ,300 feet

Well Yield: 200 gpm

Pumping Equipment: Well has not been completed with permanent pumping equipment

Production History: Well has not been connected to the Wamsutter water system. Refer to well testing below.

Well Testing:

WAMSUTTER WATER SUPPLY MASTER PLAN HISTORICAL SUMMARY (Cont.)

WAMSUTTER WELL NO.8

1984: Pumping water level of 431 feet (Drawdown = 353 feet) after 48 hours of pumping at 197 gpm. High TDS and H2S.

1985: Pumping water level 550 feet (Drawdown = 461 feet) after 51 hours of pumping at 200 gpm. Well exhibits diminished capacity after lying dormant for 1 year.

1997: Water level drawdown = 478 feet after 73 hours of continuous pumping at 200 gpm. Produced water has low turbidity. No hydrogen sulfide gas detected.

APPENDIX II


WELL NO.8 CORROSION STUDY REPORT


CURRENT REQUIREMENT TESTING ON NO. 8 WATER WELL

TOWN OF WAMSUTTER FOR

WESTON ENGINEERING, INC.

CORROSION SPECIALISTS, LTD. PROJECT NO. 900P-487

AUGUST 20, 1997

CURRENT REQUIREMENT TESTING ON NO. 8 WATER WELL

TOWN OF WAMSUTTER FOR

WESTON ENGINEERING, INC.

Presented in this report are data acquired during

recently-completed current requirement testing on No. 8 water

well casings located in Sweetwater County, Wyoming.

GENERAL INFORMATION

The current requirement test was conducted in an effort

to determine the required current drain to mitigate external casing

corrosion on the well casing. The well casing that was subject

to current requirement testing was electrically insulated from

connecting surface piping.

Current was applied through the use of a temporary power

source and a temporary groundbed. Actual current drain was meas-

ured by reading the voltage drop across a properly-sized shunt

in the positive circuit. Potential readings were measured with

a digital voltmeter.

The well that was surveyed was completed to a depth

of 1,972 feet. The well has 16-inch surface casing and 12 3/4-inch

long string. It was reported that the surface casing was cemented,

and the long string was gravel packed. Finally, the exposed surface

area of the casing subject to testing is 7,266 square feet.

-2-

SURVEY PROCEDURES

The E-Log-I test procedures were conducted by applying

controlled amounts of current to the structure for specific time

intervals. Each survey was conducted using 300 milliampere

current increments. All tests utilized four minute "on" current

cycles. After the current had been applied for four minutes,

it was interrupted; and an "off" casing-to-soil potential measure

ment was recorded with reference to a remote copper/copper sulfate

electrode.

Each current increment was applied a minimum of two

four-minute "on" cycles or continued until the potential shift

was two millivolts or less after a four-minute "on" cycle. The

reference electrode was located a minimum of 500 feet from the

wellhead in the direction most remote from other metallic installa

tions.

The plots of the data acquired, along with our inter

pretations, are presented on Sheet Number 487-01 of Appendix

"A." Actual current values and potential data, along with other

pertinent information, are presented on Sheet Number A-487-01

of Appendix "A."

The nearest foreign rectifier, groundbed, approximately

500 feet from No. 8 water well, was cycles "on" and "off" with

potentials acquired. Foreign rectifier information and "on-off"

potentials are presented on Data Sheet No. 487-1 of Appendix

"A. "

-3-

DISCUSSION OF DATA

By plotting the potential change against the current

drain on semi-log paper, a curve is established. Generally, it

is concluded that the point on the curve where it becomes linear

is opposite the current required to protect the structure under

test. Therefore, after reviewing the plotted data acquired, it

is our belief that a current drain of 4.2 amperes will be required

to mitigate external casing corrosion.

The current density, based upon total exposed surface

area and upon our interpretation of the data, is .0006 amperes per

square foot. Based upon the casing's being under the influence

of stray current, this current density should be considered

acceptable.

Potentials acquired on No. 8 water well with the nearby

Amoco Pipeline Company rectifier's being cycled "on" and "off,"

are presented on Sheet No. 487-1. When a structure is under the

influence of a foreign rectifier, a potential shift can be meas

ured with the current being cycled. A more negative potential

shift indicates current pick-up, and a positive potential shift

indicates a current discharge area.

DESIGN

Due to casing current requirements, a rectifier-groundbed

system should be installed. The rectifier would necessitate power

extension of approximately 100 feet. Power consumer by the recti

fier, if installed, would not exceed 200 KWH per month.

-4-

Due to the current required by the well casing and to

the resistivity of available soils, it is recommended that deep-

well groundbeds should be considered for individual installations.

To achieve a maximum initial groundbed resistivity of two ohms

and to achieve a 20-year design life, the groundbed should be

provided with six each Type "0" high silicon cast iron anodes.

The rectifier, with a secondary rating of 28 volts - 12 amperes,

and 150 foot deep-well groundbed should cost approximately

$6,500.

RECOMMENDATIONS

Because of the stray current being experienced by No. 8

water well casing, it is recommended that the early application

of cathodic protection for the well casing be considered. The

current required dictates the use of impressed current type cathodic

protection system.

Actually, we recommend that one ampere of current be

added to the measured current requirement when the impressed

current system is energized.

Finally, it is recommended that any installation and

activation be under the supervision of a qualified corrosion

engineer and also that the-entire cathodic protection system

be subject to an annual adjustive resurvey.

LEB/brb

Respectfully submitted,

C~SION S~CI~' LTD.

Larr~eil. President

APPENDIX "A"

Sheet Number 487~01

Sheet Number A487-0l

Sheet Number 487-01

Plots of Current Potential Data

Current and Potential Data Acquired

Foreign Rectifier and Potential Data

B

7

6

5

1--'--1-- - - f--. --'-f- - I--~-I--

3

2

1

9

B

7

6= =-- ---

5

(/.)

~ 4 ~ ~

~ 3

7

6

5

4

3

+

.... ,1'0 L .... - - -· ... rob

~./uo- VOLTS

A 4- 137- OJ

COMPANY WESTLJNEN6/NE£RIN6J INC,

DATE &'- B- 97 ENGR. L £.B

C aSlng I f n ormatlon:

Dia. Type Exposed Surface Length Area-ft 2

It, " SURF 9DL) 3352-/ZJM PK~J) 117L 3CJ/"f:S

Total - Bare Area 39/~,S

Total - Cemented Area 33SC

Current -±- --L --Time -Amps min. min. min. 4,OZP 0 - 0 .tol:.z. ,

{J w'300 - 0 ."63 -LJ • '~3 O.~OO -O.b {'4 -lJ ,,1;63 O.CJOO -12 ,'~4 -O~664 I , 2 Dt) -L) • hit h -CJ .t J.,(,

/ ,SOD -0, t.t.7 -O.6~7 I • 8(/0 -/ • (,68 -CJ ,the; 2. 100 -D , t.7.o -0 ,"70 Z.400 -0.1.7Z -() It 7L Z,700 -0.&'73 -0 .67-1-

.3 .I)£)O -LJ .1075 -0 ,'77 3,30D -CJ.~77 -0,1:,78 .3 ,G.{)(J -0 , t.7'1 -O.6BO 3 , <'j{)(j -0 , t.BI -0."'8Z. -4 • ZOO - 0 , ~B3 -0 ,~83 4,500 -O,t:,R'4 -O.bSCt:, 4,860 -0.690 -O,'9L 5 • 100 -6,/:,Cj3 -O,k94-S • 4l>O -O,h'1fo -tJ.b9~ 5,700 -0, ~q7 -0,698 b. DOD -0·70/ I-O,70Z ~, .3{JO -D.7£J.3 -0,7t?4 &>. ~tJCJ -0·705 -O.7£Jt::J

I -----

FIELD -------------------70\AlN t},c\NAAIl.sU77E Ie

WELL N/). 8 WA7£,< VVE LL

C 1 omp etlon I f n ormatlon:

Remarks (completion date, cementing geology, etc.)

CEMEN7E£> GRAVEL PAt::.K

7£?7AL .DEPTH /972 '

E--- --min. min. mv. Remarks

-

FORE/6N RECT/P/EIe. PA7A;

O\NNER LOL'A7/01V ::L DRA/N

UNION PALIF/L R'£.S~UKCES ± 'hMILE.. /-4,0

AMOC.O PROOUC7/CJN ±ILaJNE B.2

AMOCO P/PEL//vE. :!: 7L)LJ '/vvv 25,0

NEAt:. 6R~U.A/£) 8ED ..:J-S'~'.SVV 14.0

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CORROSION SPEC·IAL-ISTS. L. TO. CORROSION ENGINEERS. SUPPLIERS. ERECTORS

DENVER - FARMINGTON

NC;. B WA7£1e \NELL

F~~E/6.N RELTIF/ER D/~7A

,OWN O~ \NAMStl77£~. 'Wy

DR . • vLELJ JO. NO. 48'7 DW8. '.9. ~HEE7 8CALE DATE B-8-97 4-87-1

.. APPENDIX III


WELL AND AQUIFER TEST DATA

GROUNDWATER -ENGINEERING

Well No.5 Elapsed Drawdown

Time, min ft

0 0 4.5 0 6.5 4.6

7.25 9.2 7.75 13.9 9.5 18.5

1125 23.2 14.75 92

17 11.6 19

22.75 13.9 25 162 35 20.8 40 23.2 45 50 25.5 65 70 27.8 95 32.4 100 110 34.7 134 39.4 190 44 195 240 243 48.7 245 300 51 360 53.3 600 630 62.6 780 69.5

Date: Tested by:

WAMSUTIER WATER SUPPLY PROJECT

Wamsutter Well No.5 Constant Discharge and Recovery Test

24-Sep-97 Weston Engineering, Upton, Wyoming

Supervised by: Sue Spencer, Ben Jordan, Weston Engineering, Laramie, WY

Pumping Equipment:

Monitoring Equipment:

Discharge:

Comments:

Well No.6 Drawdown

ft Comments

Flow rate = 150 gpm 4-inch pipe, 2.5-inch orifice plate

T = 60 F; pH = 6.5; Cond = 2,OOC Cloudy wth sulfur odor

Adjust flow up

T = 60 F; pH = 7.4; Cond = 1,65C Clear, H2S = 0.2 mg/l

Adjust flow

T = 59 F; pH = 8.3; Cond = 1,6OC

T = 60 F; pH = 8.25; Cond = 1 ,SOC Clear

Water clear with sulfur odor 0

4.7 T = 60 F; pH = 8.5; Cond = 1 ,sse Adjust up

4.7

EXisting 50 hp pump set at 580 feet with 3-inch drop pipe.

Airline set at 580 feet below TOC in Pumping Well No.5. Airline set at 265.5 feet below grade in Well No.6. Flow measurement with orifice plate and manometer.

150gpm

Initial airline pressure at 202 psig. By converting airline pressure to drawdown, the static water level (SWL) at 114 ft below TOC prior to pump test. Observation Well No.6 Radial Distance = 290 feet.

Well No.5 Well No.6 Elapsed Drawdown Drawdown

Time, min ft ft Comments

800 18.6 900 74.2 18.9 T = 59 F; pH = 8.4; Cond = 1,500 970 75.3 20.9 Adjust up. Clear with sulfur odor 1035 76.5 18.9 1100 75.3 18.6 1200 78.8 19.7 1260 81.1 20.9 1320 82.3 23.2 T = 59 F; pH = 8.4; Cond = 1,500 1380 83.4 11.6 Water clear with sulfur odor 1440 84.6 50 Well No.6 pump on? 1470 85.8 50 Pump off

1 71.9 Start recovery 5 41.7 15 27.8 25 23.2 40 20.8 60 6.9 75 -14 90 -41.8 End recovery data collection

T = 59 F; pH = 8.4; Cond = 1,500 Adjust up. Sulfur odor

9.3 10.5 11.6

T = 59 F; pH = 8.4; Cond = 1,500 75 Well No.6 pump on? Adjust up

Well No.5 Constant Discharge and Recovery Data Page - 1 Appendix 11/


Wamsutter Well No.7 Constant Discharge and Recovery Test

Date: 3Q-July-97 to 31-July-97 Tested by: Weston Engineering, Upton, WY Supervised by: Sue Spencer, Weston Engineering, Laramie,.WY

Pumping Equipment: Existing 50 hp pump set at 592 feet with 3-inch diameter drop pipe.

Monitoring Equipment: Airline and pressure gauge. Orifice plate and manometer tube.

Discharge: 110gpm

Comments: Initial airline pressure at219.5 psig. Airline pressure converted to drawdown in feet.

Elapsed Drawdown Elapsed Drawdown Time,min ft Comments Time, min ft Comments

0.42 62.3 Flow rate = 110 gpm 610 298.8 Adjusted up 1.5 63.4 876 310.3 Adjusted up 2.5 75.0 985 321.8 Hydrogen Sulfide = 5 mg/l 3 81.9

3.5 86.5 4 91.1 0.5 289.5285 Start well recovery

4.5 100.4 275.6865 5 105.0 1.42 259.5375

5.75 107.3 2.42 248.0025 6.5 1142 3.25 236.4675 7 118.8 3.58 229.5465 8 Adjusted flow rate up 4 222.6255

10.5 155.7 4.5 222.6255 14 171.9 5.5 215.7045 16 183.4 6 1972485

21.5 206.5 7 185.7135 25.5 218.0 8 178.7925 29 222.6 9 171.8715 33 238.8 10 169.5645 38 241.1 Adjusted flow rate down 12 155.7225 42 245.7 14 151.1085 50 238.8 16 130.3455 55 238.8 18 130.3455 58 238.8 23 128.0385 63 241.1 Sulfur smell, water clear 27 107.2755 71 243.4 32.5 100.3545 82 248.0 38 93.4335 92 252.6 45 84.2055 100 252.6 58.5 772845 112 257.2 70 72.6705 120 2572 102 54.2145 144 2642 114 54.2145 172 268.8 Adjusted flow rate up slightly 232 26.5305 187 271.1 Adjusted flow rate up slightly 561 -1.1535 End recovery data collection 220 275.7 Adjust up;

Hydrogen Sulfide = 2 to 3 mg/l 275 282.6 Adjusted up slightly

Wamsutter Well No.7 Constant Discharge and Recovery Data Page-1 Appendix III

Elapsed Drawdown Time, min ft

0 -3.11 0.0033 -3.11 0.0066 -3.11

0.01 -3.11 0.0133 -3.11 0.0166 -3.11

0.02 -3.11 0.0233 -3.11 0.0266 -3.11

0.03 -3.11 0.0333 -3.11 0.0366 -3.11

0.04 -3.11 0.0433 -3.11 0.0466 -3.11

0.05 -3.11 0.0533 -3.013 0.0566 -3.013

0.06 -3.11 0.0633 -3.013 0.0666 -3.11

0.07 -3.013 0.0733 -3.013 0.0766 -3.013

0.08 -3.013 0.0833 -3.013 0.0866 -3.013

0.09 -3.013 0.0933 -3.013 0.0966 -3.013

0.1 -3.013 0.1033 -3.013 0.1066 -3.013

0.11 -3.013 0.1133 -3.013


Date: Tested by: Supervised by:

Pumping Equipment:


Discharge:

Comments:

Comments

Wamsutter Well No. 8 Stepped Rate Test and Recovery

3Q-Jul-97 Weston Engineering, Upton, Wyoming Todd Jarvis, Weston Engineering, Laramie, WY

50 hp pump and motor set at 619 feet below grade. Column pipe diameter is 4 inches.

Hermit 1000C with 250 psig transducer and airline set at 613 feet below TOC and sounder. 6 by 4 inch orifice plate and manometer. Hach 2100 turbidity meter.

100,200,250 gpm

Initial airline pressure at 240 psig. Static water level (SWL) at 45.3 ft below TOC prior to pump test. Available Drawdown = 556.6 ft.

Elapsed Drawdown Time, min ft Comments

Start step test 0.1166 -3.013 0.12 -3.013

0.1233 -3.013 0.1266 -3.013

0.13 -3.013 0.1333 -3.013 0.1366 -3.013

0.14 -3.013 0.1433 -2.732 0.1466 15.36

0.15 24.023 0.1533 4.899 Adjusting flow rate 0.1566 -15.169

0.16 9.235 0.1633 17.899 0.1666 -1.32

0.17 -8.385 0.1733 -1.32 0.1766 1.227

0.18 -6.688 0.1833 -10.267 0.1866 -3.86

0.19 -1.32 0.1933 -4.992 0.1966 -3.299

0.2 1.132 0.2033 0.754 0.2066 -0.282

0.21 0.848 0.2133 1.506 0.2166 0.378

0.22 -1.131 0.2233 -0.093 0.2266 -0.093

0.23 -1.509

Wamsutter Well NO.8 Step Test and Recovery Data Page-1 Appendix 11/

Elapsed Drawdown Elapsed Drawdown Time, min ft Comments Time, min ft Comments

0.2333 -1.694 0.8 8.103 0.2366 -0.75 0.8166 8.477

0.24 -0.282 0.8333 8.763 0.2433 -1.225 0.85 8.763 0.2466 -0.566 0.8666 9.046 025 0.848 0.8833 9.139

0.2533 0.754 0.9 9.328 0.2566 0.754 0.9166 9235 026 1.038 0.9333 9.328

0.2633 1.132 0.95 9.42 0.2666 1.506 0.9666 9.798 027 0.562 0.9833 10.174

0.2733 1.132 1 10.366 T = 61 F; pH = 8.7; Cond = 700 0.2766 0.848 1.2 12.716 Water cloudy

0.28 1.132 1.4 15.076 Turbidity = 29.1 NTU 0.2833 0.848 -1.6 16.674 0.2866 1.6 1.8 19.03

0.29 1.132 2 21.009 0.2933 1.227 2.2 23.271 0.2966 1.695 2.4 25.154

0.3 1.979 2.6 26.849 0.3033 0.283 2.8 28.639 0.3066 0.189 3 30.521

0.31 3.485 Adjusting flow rate to 100 gpm 3.2 32.593 0.3133 -0.566 3.4 33.725 0.3166 -1.788 3.6 35.986

0.32 4.052 3.8 37.308 0.3233 2.265 4 38.906 0.3266 -3.765 4.2 40.412

0.33 0 4.4 41.637 0.3333 5.464 4.6 43.333

0.35 -4.898 4.8 44.463 0.3666 7.535 5 45.499 0.3833 1.695 5.2 47.572

0.4 4.147 5.4 48.322 0.4166 3.672 5.6 50.213 0.4333 4.052 5.8 51.715

0.45 4.521 6 53.505 Depth to water = 111.7 feet 0.4666 4.052 6.2 54.919 0.4833 4.615 6.4 56.146

0.5 6.031 6.6 58.028 0.5166 3.5n 6.8 59.346 0.5333 5.937 7 60.568

0.55 5.464 7.2 62.079 0.5666 5.559 7.4 63.301 0.5833 6.031 7.6 64.81

0.6 5.559 7.8 66.037 0.6166 6.403 8 67.444 0.6333 6.221 8.2 68.671

0.65 6.313 8.4 69.709 0.6666 6.97 8.6 70.932 0.6833 6.97 8.8 71.97

0.7 7.067 9 73.098 0.7166 7.256 9.2 74.32 0.7333 7.351 9.4 75.642

0.75 7.63 9.6 76.867 0.7666 8.008 9.8 n.43 0.7833 7.819 10 78.846

Wamsutter Well No.8 Step Test and Recovery Data Page-2 Appendix 11/


12 89.39 240 337.488 Switch orifice plate

14 100.222 16 108.51 18 115.481 248 Step flow rate to 250 gpm

20 121.603 260 355.37 Water clearing, fine sand 22 126.972 264 368.26 T = 73 F; pH = 8.6: Cond = 720 24 131.489 Oear 280 415.131 Slight sulfur odor 26 135.539 T = 61 F; pH = 8.8; Cond = 750 296 Valve fully open 28 138.741 300 434.705 14-inches on manometer 30 141.945 314 End step test 32 146.369 34 149.663 36 152.n3 0 438.375 Start recovery 38 155.315 0.0033 437.998 40 157.197 0.0066 437.904 42 159.457 0.01 438.28 44 161.72 0.0133 438.186 46 162.943 0.0166 438.186 48 164.825 0.02 438.186 50 165.863 0.0233 438.093 52 167.461 0.0266 437.904 54 168.31 0.03 438.375 56 169.438 0.0333 438.375

58 169.627 0.0366 431.506 60 170.947 0.04 437.715 62 171.51 0.0433 437.81 64 171.604 0.0466 436.398 66 173.3 0.05 431.694 68 173.489 0.0533 442.421 70 174.619 0.0566 440.539 72 174.714 0.06 437.998 74 175279 0.0633 432.447 76 175.655 0.0666 439.504 78 176.22 0.07 438.375 80 176.785 0.0733 437.434 82 178.478 0.0766 435.834 84 179.422 0.08 438.845 86 180.928 0.0833 436.587 88 181.401 0.0866 437.34 90 183281 0.09 436.022 92 183281 0.0933 436.869 94 184.6 0.0966 436.n5 96 185.26 0.1 437.34 98 186.295 Turbidity = 24.6 NTU, slightly cloudy 0.1033 435.928 100 186201 T = 70.5 F; pH = 8.55: Cond-= 700 0.1066 436.n5 120 190.438 0.11 436.493

0.1133 436.398 0.1166 435.928

120 190.43 Adjust to 150 gpm, water gassy 0.12 436.587 140 240.622 T = 73 F; pH = 8.55: Cond = 720 0.1233 435.928 160 256.723 Water cloudy, gray, 254 NTU 0.1266 436.022

Hydrogen sulfide not detected 0.13 436.116 180 268.96 0.1333 435.834

0.1366 435.552 0.14 436.116

180 Flow rate = 200 gpm 0.1433 435.458 200 309.908 Water still grayish, adjust up 0.1466 435.458 220 325.817 0.15 435.74

Wamsutter Well NO.8 Step Test and Recovery Data Page-3 Appendix 11/


0.1533 435.363 Recovery Cont. 0.4 429.34 Recovery Cont. 0.1566 435.175 0.4166 428.871

0.16 435.363 0.4333 428.494 0.1633 435.081 0.45 428.024 0.1666 434.987 0.4666 427.647

0.17 435.081 0.4833 427.177 0.1733 434.987 0.5 426.706 0.1766 434.61 0.5166 426.33

0.18 434.799 0.5333 425.953 0.1833 434.705 0.55 425.483 0.1866 434.516 0.5666 425.107

0.19 434.516 0.5833 424.636 0.1933 434.516 0.6 424.259 0.1966 434.234 0.6166 423.883

02 434.328 0.6333 423.413 0.2033 434.234 0.65 423.036 0.2066 433.952 0.6666 422.566

0.21 434.046 0.6833 422.189 0.2133 434.046 0.7 421.813 0.2166 433.763 0.7166 421.436 022 433.763 0.7333 420.966

0.2233 433.763 0.75 420.589 0.2266 433.576 0.7666 420.12

0.23 433.576 0.7833 419.743 0.2333 433.482 0.8 419.366 0.2366 433.293 0.8166 418.896 024 433.293 0.8333 418.519

0.2433 433.293 0.85 418.143 0.2466 433.105 0.8666 417.673

0.25 433.105 0.8833 417.296 0.2533 433.011 0.9 416.92 0.2566 432.917 0.9166 416.543 026 432.728 0.9333 416.072

0.2633 432.822 0.95 415.696 0.2666 432.634 0.9666 415.32

0.27 432.54 0.9833 414.849 0.2733 432.54 1 414.473 0.2766 432.353 1.2 408.45 028 432.353 1.4 403.65

0.2833 432.258 1.6 398.945 0.2866 432.164 1.8 394.24

0.29 432.07 2 389.723 0.2933 432.07 22 385.205 0.2966 431.881 2.4 380.782

0.3 431.881 2.6 376.453 0.3033 431.787 2.8 372.217 0.3066 431.694 3 367.982

0.31 431.6 3.2 363.935 0.3133 431.506 3.4 359.888 0.3166 431.411 3.6 355.841

0.32 431.317 3.8 351.982 0.3233 431.317 4 348.123 0.3266 431.223 42 344.359

0.33 431.129 4.4 340.594 0.3333 431.035 4.6 337.017

0.35 430.658 4.8 333.346 0.3666 430.094 5 329.863 0.3833 429.718 5.2 326.381

Wamsutter Well NO.8 Step Test and Recovery Data Page-4 Appendix III


5.4 322.899 Recovery Cont. 80 59.818 Recovery Cont. 5.6 597.368 82 58.972 5.8 597.368 84 58.028 6 597.368 86 57.274

6.2 597.368 88 56.52 6.4 306.519 90 55.673 6.6 303.412 92 54.919 6.8 300.399 94 54262 7 297.295 96 53.6

72 294.377 98 52.942 7.4 291.459 100 52285 7.6 288.541 120 47.009 7.8 285.715 140 42.957 8 282.892 160 39.564

82 280.161 180 36.929 8.4 277.432 ~ 34.761 8.6 274.703 220 32.876 8.8 272.067 240 31.276 9 269.525 260 29.864

9.2 266.983 280 28.639 9.4 264.346 300 27.507 9.6 261.899 320 26.565 9.8 259.451 340 25.624 10 257.004 360 24.872 12 234.597 380 24.118 14 214.919 400 23.456 16 197.972 420 22.796 18 183.186 440 22.139 20 170.1 460 21.668 22 158.705 480 21.103 24 148.63 500 20.63 26 139.685 520 20.162 28 131.678 540 19.782 30 124.615 560 19.313 32 118.304 580 18.937 34 112.655 600 18.654 36 107.476 620 18.28 38 102.861 640 17.994 End recovery data collection 40 98.716 42 94.949 44 91.464 46 88.356 48 85.434 50 82.8 52 80.445 54 78.186 56 76.113 58 7423 60 72.438 62 70.743 64 69237 66 67.825 68 66.411 70 65.188 72 63.961 74 62.833 76 61.795 78 60.854

Wamsutter Well NO.8 Step Test and Recovery Data Page-5 Appendix III

Elapsed Drawdown Time. min ft

0 -0.284 0.0033 -0.189 0.0066 -0.189

0.01 -0.189 0.0133 -0.189 0.0166 -0.189

0.02 -0.189 0.0233 -0.189 0.0266 -0.189

0.03 -0.189 0.0333 -0.189 0.0366 -0.189

0.04 -0.189 0.0433 -0.189 0.0466 -0.189

0.05 -0.189 0.0533 -0.379 0.0566 17.803

0.06 26 0.0633 17.708 0.0666 7.067

0.07 14.319 0.0733 14.882 0.0766 6.313

0.08 3.5n 0.0833 3.393 0.0866 2.452

0.09 -0.658 0.0933 -2.921 0.0966 -2.445

0.1 -1.507 0.1033 -1.322 0.1066 -1.601

0.11 1.035 0.1133 3.109 0.1166 2.636

WAMSUITER WATER SUPPLY PROJECT


Pumping Equipment:


Discharge:

Comments:

Comments

Wamsutter Well No.8 Constant Discharge Test

3O-Jul-97 Weston Engineering, Upton, Wyoming Todd Jarvis, Weston Engineering, Laramie, WY


Hermit 1000C with 250 psig transducer and airline set at 613 feet below TOC and sounder. 6 by 4 inch orifice plate and manometer. Hach 2100 turbidity meter

200gpm

Static water level (SWL) at 70 feet below TOC prior to pump test.

Elapsed Drawdown Time. min ft Comments

Start constant rate test 0.12 3.672 0.1233 4.991 0.1266 5.18

0.13 4.897 0.1333 4.431 0.1366 4.708

0.14 4.708 0.1433 3.769 0.1466 3.672

0.15 3.863 0.1533 3.958 0.1566 4.053

0.16 4.334 0.1633 4.897 0.1666 5.18

0.17 5.275 0.1733 5.935 0.1766 6.218

0.18 6.408 0.1833 6.687 0.1866 6.592

0.19 6.592 0.1933 6.876 0.1966 6.97

0.2 6.592 0.2033 7.16 0.2066 7.349

0.21 7.067 0.2133 7.538 0.2166 7.819

0.22 8.101 0.2233 8.101 0.2266 8.195 0.23 8.569

0.2333 9.044 0.2366 9.139

Wamsutter Well NO.8 Constant Discharge Test Data Page -1 Appendix 11/

Elapsed Drawdown Elapsed Drawdown TIme, min ft Commen1s Time, min ft Commen1s

0.24 9.139 0.8333 38.057 0.2433 9.328 0.85 38.526 0.2466 9.517 0.8666 39.845

0.25 9.517 0.8833 40.597 0.2533 9.517 0.9 40.881 0.2566 9.985 0.9166 41.919

0.26 10.08 0.9333 42.574 0.2633 10.174 0.95 43.333 0.2666 10.366 0.9666 43.801

02.7 10.55 0.9833 44.934 0.2733 10.834 44.744 0.2766 10.834 12. 55.009

02.8 11.021 1.4 58.965 0.2833 11.305 1.6 62.543 0.2866 11.399 1.8 66.501

0.29 11.678 2 69.329 0.2933 11.678 2.2 72.717 0.2966 11.868 2.4 75.921

0.3 12.248 2.6 79.312 0.3033 12.343 2.8 82.232 0.3066 12.437 3 85.432

0.31 12.622 3.2 88.26 0.3133 12.716 3.4 91.18 0.3166 12.716 3.6 93.814

0.32 13.095 3.8 96.638 0.3233 13.563 4 99.56 0.3266 13.095 4.2 102.104

0.33 132.84 4.4 104.55 0.3333 14.036 4.6 107.848

0.35 14.599 4.8 110.106 0.3666 15.452 5 113.306 0.3833 162.04 52. 115.474

0.4 17.24 5.4 118.207 0.4166 18.181 5.6 120.842 0.4333 19.03 5.8 123.197

0.45 19.876 6 125.453 0.4666 20.723 6.2 128.467 0.4833 21.196 6.4 130.73

0.5 22.042 Water gray but clearing 6.6 132.991 0.5166 22.986 6.8 135.062 0.5333 24.116 7 137.23

0.55 24.584 7.2 139.207 0.5666 25.906 7.4 141.463 0.5833 26.561 7.6 143.821

0.6 27.414 7.8 145.703 0.6166 28.45 8 148.152 0.6333 28.824 8.2 149.942

0.65 29.67 8.4 151.446 0.6666 30.708 8.6 153.799 0.6833 31.555 8.8 155.308

0.7 32.028 9 157.379 0.7166 32.874 92. 1592.64 0.7333 33.063 9.4 160.673

0.75 34.57 9.6 162.276 0.7666 35.043 9.8 164.064 0.7833 35.511 10 165.854

0.8 36.641 12 180.543 T = 65 F; pH = 8.8; Cond = 920 0.8166 37.398 14 196.738 Gassy but no hydrogen sulfide

Wamsutter Well No.8 Constant Discharge Test Data Page-2 Appendix 11/


16 211.048 Adjust up, NTU = 39.5 400 403.443

18 223.099 T = 64 F; pH = 8.8; Cond = 700 420 404.761 Began filter sampling

20 233.739 Water clear with bubbles 440 405.514

22 243.34 460 405.89

24 251.06 480 407.396

26 260.381 500 407.583

28 267.158 520 408.525 Adjust down

30 273.465 T = 68 F; pH = 8.9; Cond = 720 540 408.995

32 278.17 Clear wI gas bubbles 560 409.936

34 283.162 580 417.464

36 288.714 600 419.064 Adjust down

38 292.668 620 415.488

40 296245 640 415.394 NTU = 16.6

42 299.445 T = 69 F; pH = 8.8; Cond = 750 660 416.429

44 302.363 Clear wI less gas 680 417.088

46 304.623 700 415.206 Flow OK, NTU = 5.7

48 306.316 Clear, NTU = 16.7 720 412.571 T = 76 F; pH = 8.85; Cond = 720 50 308.387 740 412.759 Gas bubbles flammable

52 311.87 760 413.606

54 315.918 780 414.265 56 318.929 800 415.017 58 321.754 820 416.805 60 323.918 840 418.876 62 325.8 860 419.535 64 327.589 880 420.288 66 328.718 T = 73 F; pH = 8.9; Cond = 735 900 420.852 68 330.13 Clear wI gas bubbles 920 421.04 70 331.542 NTU =27.8 940 421.793 72 332.765 960 422.64 74 333.989 980 423.11 76 334.271 1000 423.204 78 335213 1200 428.098 80 336.153 T = 74 F; pH = 8.85; Cond = 710 1400 441.647 Flow OK, NTU = 2.41 82 336.907 1600 444.094 T = 76 F; pH = 8.25; Cond = 740 84 337.848 1800 451.526 Clear with gas bubbles 86 337.942 Uttle to no sand 88 338.507 1900 NTU = 2.57, Adjust up slightly 90 339.448 NTU =30.3 2000 454.538 92 340.484 Clear with gas bubbles 2200 461.782 94 340.86 Airline = 90 psig 2400 465.17 96 341.236 2600 467.71 98 341.048 2800 469.968 NTU =2.29 100 341.895 3000 471.38 Valve fully open 120 348.201 Adjust up 3200 474.767 Manometer 9 to 9.5 inches 140 358.93 T = 75 F; pH = 8.85; Cond ..; 720 3400 476.554 Flow rate = 195 to 200 gpm

NTU =32.7 3600 4n.966 160 362.694 3800 476.272 180 366.929 4000 4n.401 200 368.718 T = 76 F; pH = 8.85; Cond = 700 4200 478.906 H2S = 0 to 0.01 mgl1 220 375.399 NTU = 28.5, No Hydrogen Sulfide 4400 478248 T = 75 F; pH = 8.3; Cond = 755 240 381.799 4430 4n.n NTU = 1.54, Pump off 260 384.152 Flow OK 280 390.08 300 395.162 320 396.762 T = 76 F; pH = 8.8; Cond = 660 340 398.267 Clear with fine sand, gas bubbles 360 400.526 380 401.561

Wamsutter Well NO.8 Constant Discharge Test Data Page-3 Appendix III



Pumping Equipment:


Discharge:

Comments:


0 478.06 Start recovery 0.0033 478.436 0.0066 478.06

0.01 478.06 0.0133 478.154 0.0166 478.06

0.02 478.248 0.0233 478.248 0.0266 4n.966

0.03 478.154 0.0333 476.836 0.0366 4n.589

0.04 475.896 0.0433 474.578 0.0466 478.53

0.05 481.635 0.0533 4n.683 0.0566 474.672

0.06 476.178 0.0633 4n.118 0.0666 478.342

0.07 479.095 0.0733 4n.871 0.0766 476.742

0.08 476.93 0.0833 476.836 0.0866 476.648

0.09 4n.307 0.0933 476.836 0.0966 476.648

0.1 476.836 0.1033 476.648 0.1066 476.366

0.11 476.648 0.1133 476.554 0.1166 476272

Wamsutter Well No.8 Recovery Data

Wamsutter Well No.8 Recovery Test

3-Aug-97 Weston Engineering, Upton, Wyoming Todd Jarvis, Weston Engineering, Laramie, WY


Hermit 1000C with 250 psig transducer and airline set at 613 feet below TOC and sounder. 6 by 4 inch orifice plate and manometer.

200gpm

Static water level (SWL) at 547.8 below TOC prior to recovery. Initial Drawdown = 477.77 ft.


0.12 476.46 0.1233 476.272 0.1266 476.178

0.13 476.178 0.1333 476.178 0.1366 475.896

0.14 476.084 0.1433 475.896 0.1466 475.708

0.15 475.708 0.1533 475.613 0.1566 475.425

0.16 475.519 0.1633 475.519 0.1666 475.331

0.17 475.425 0.1733 475.425 0.1766 475.237

0.18 475.331 0.1833 475.331 0.1866 475.143

0.19 475.143 0.1933 475.049 0.1966 474.861

0.2 474.861 0.2033 474.767 0.2066 474.578

021 474.484 0.2133 474.484 0.2166 474.39

0.22 474.296 0.2233 474.296 0.2266 474.202 0.23 474.202

0.2333 474.202 0.2366 474.108

Page -1 Appendix III


0.24 474.108 Recovery cont. 0.8333 462.441 Recovery cont. 0.2433 474.108 0.85 462.159 0.2466 473.92 0.8666 461.782

0.25 473.92 0.8833 461.5 0.2533 473.826 0.9 461.218 0.2566 473.731 0.9166 460.842 026 473.638 0.9333 460.559

0.2633 473.638 0.95 460.277 0.2666 473.449 0.9666 459.9

0.27 473.449 0.9833 459.619 0.2733 473.449 1 459.336 0.2766 473261 1.2 454.82 028 473.261 1.4 451.056

0.2833 473.167 1.6 447.293 0.2866 473.073 1.8 443.623

0.29 473.073 2 440.141 0.2933 472.979 2.2 436.472 0.2966 472.885 2.4 432.99

0.3 472.885 2.6 429.603 0.3033 472.885 2.8 426.216 0.3066 472.791 3 422.828

0.31 472.697 3.2 419.629 0.3133 472.603 3.4 416.335 0.3166 472.603 3.6 413.23

0.32 472.509 3.8 410.124 0.3233 472.415 4 407.019 0.3266 472.415 4.2 404.008

0.33 472.32 4.4 400.997 0.3333 472.226 4.6 398.079

0.35 471.944 4.8 395.162 0.3666 471.568 5 392.339 0.3833 471.191 5.2 389.516

0.4 470.909 5.4 386.787 0.4166 470.626 5.6 384.057 0.4333 47025 5.8 381.422

0.45 469.874 6 378.788 0.4666 469.592 6.2 376.152 0.4833 469.216 6.4 373.611

0.5 468.933 6.6 371.07 0.5166 468.557 6.8 368.624 0.5333 468275 7 366.177

0.55 467.898 7.2 363.824 0.5666 467.616 7.4 361.376 0.5833 46724 7.6 359.024

0.6 466.957 7.8 356.765 0.6166 466.675 8 354.506 0.6333 466.299 82 352.248

0.65 466.017 8.4 350.083 0.6666 465.64 8.6 347.824 0.6833 465.358 8.8 345.753

0.7 464.981 9 343.589 0.7166 464.699 9.2 341.519 0.7333 464.417 9.4 339.448

0.75 464.041 9.6 337.471 0.7666 463.758 9.8 335.495 0.7833 463.382 10 333.518

0.8 463.099 12 315.071 0.8166 462.818 14 299.069

Wamsutter Well No.8 Recovery Data Page -2 Appendix III

Elapsed Drawdown Elapsed Drawdown TIme,min ft Commen1s TIme,min ft Commen1s

16 285.136 Recovery cont. 420 92.873 Recovery cont. 18 272.994 440 91.365 20 262261 460 89.953 22 252.661 480 88.539 24 244281 500 86.844 26 236.752 520 85.526 28 230.067 540 84.209 30 223.945 560 83.0n 32 218.485 580 81.949 34 213.404 600 80.911 36 208.885 620 79.8n 38 204.645 640 78.839 40 200.786 660 77.898 42 197.208 680 76.863 44 193.818 700 76.016 46 190.713 720 75.073 48 187.887 740 74.131 50 185.156 760 73.285 52 182.614 780 72.434 54 180.261 800 71.679 56 178.001 820 70.833 58 175.835 840 70.083 60 173.858 860 69.329 62 171.879 880 68.572 64 170.091 900 67.913 66 168.396 920 67.163 68 166.7 940 66.501 70 165.1 960 65.841 72 163.596 980 65.184 74 162.087 1000 64.522 76 160.768 1200 58.965 78 159.356 1400 54.354 80 158.131 1600 SO.398 82 156.814 1800 47.005 84 155.684 2000 43.99 86 154.461 2200 41.356 88 153.423 2400 38.996 90 152295 2600 36.83 92 151257 2800 34.853 94 150224 3000 33.063 96 149278 3200 31.465 98 148.337 3400 29.86 100 147.394 3600 28.45 120 139.392 3800 27.225 140 132.802 4000 26.095 160 127.337 4200 24.962 180 122.629 4400 23.832 200 118.486 4600 22.891 220 114.909 4800 21.853 240 111.802 5000 20.912 260 109.073 5200 20.065 280 106.526 5400 19.219 300 10427 5600 18.275 320 102.104 5800 17.521 340 99.936 6000 16.672 360 97.865 6200 15.92 380 96.172 6400 15.166 400 94.472 6600 14.693

Wamsutter Well No.8 Recovery Data Page- 3 Appendix III


6800 14.133 7000 13.563 7200 13 7400 12.437 End recovery data collection

Wamsutter Well No.8 Recovery Data Page - 4 Appendix III

APPENDIX IV

'WAMSUTTER WATER SUPPLY PROJECT

WATER QUALITY DATA

GROUNDWATER • ENGINEERING

ENERGY LABORATORIES, INC.

LABORA TORIES

SHIPPING: 2393 SALT CREEK HIGHWAY • CASPER, WY 82601 MAILING: P.O. BOX 3258 • CASPER, WY 82602 E-mail: [email protected] • FAX: (307) 234 -1639· PHONE: (307) 235 - 0515 • TOLL FREE: (888) 235 - 0515

I Calcium Ca 200.7 ELI-C 1.0 milL 17.7

Mg 200.7 ELl-C 1.0 mg/L 4.1

I Sodium Na 200.7 ELl-C 1.0 mvi. 322

I Potassium K 200.7 ELl-C 1.0 mRJi. 1. 9

I Carbonate CO) 2520 B ELl-C 1.0 mglL 3.S

HCOJ 2520 B ELl-C 1.0 milL 189

I Sulfate S04 300.0 ELl-B 1.0 milL S76

bloride CI 4S00 B ELl-C 1.0 mRIL IS.4 ~eII Nitrite as N N02 3S4.1 ELl-C 0.10 -milL < 0.10

Phase II Nitrate + Nitriteas-N NO] + N02 3S3.2 ELI-C 0.10 ClRi[ <0.10

PRJ luoride F 340.2 ELl-C 0.10 -1D2Ji. 0.46

ISilica Si02 200.7 ELI-C 0.10 mg/L7.9

............ '<"<> ITotal Dissolved Solids @ lSOoC IDS 160.1 ELI-C 1.0 mglL 1000

I Turbidity 180.1 ELl-C 0.01 NTU 1.2

2510 B El..l-C ':0 ~ IS70

Phase V I Cyanide CN 33S.3 ELl-B o:oos mglL < O.OOS

Phase V -BASE

Phase V

Phase II

Phase II

BASE

Phase V

Pha.~ II

Phase V

I Color 110.3 ELl-C 1.0 color units NO I Odor 21S0 B ELl-C I T.O.N. thr_hnt.l Mnr number NO

IFoaming Agents 425.1 ELl-C 1.0 ffi2Ji. < 1.0

2330 B ELl-C sat. index + 0.37

Hardness, total as CaCOJ 2340 B ELl-C 1.0 mglL 61.1

I Acidity 30S.1 ELl-C 1.0 mglL < 1.0

IAlkalinity, measured as CaCOJ 2520 B ELl-C 1.0 mglL 160

IpH ISO.I ELl-C -- std. units 8.S2 .......

ITotal Coliform Bacteria

I Iron Bacteria Plate Count

1/·<

TCB

Fe Bact.

HPC

I Antimony Sb

I Arsenic As

Barium Ba

Beryllium Be

Boron B

Cadmium Cd

Chromium Cr

Copper Cu

Iron Fe

Lead Pb

Mn

I Mercury Hg

Nickel Ni

I Selenium Se

I Thallium Tl

I Zinc Zn 1«· ........... . IGross Aloha., total -

IG. Alpha Precision ± -I Gross Beta. total -

I G. Beta Precision ± -ununum, total N .. U

12~dium, total ~ 1226Radium PreciSi~ ± -I~dium. total Zlb I228Radi~ Precision ± -

I·.···.·.·.···.···.···.·.·.·.·.·:·::·.·: I Anion

I Cation

IWYDEO AlC Balance

I Calc TDS

ITDS A/C Balance

PIA 9240B

MF921S D

200.8

200.8

200.7

200.8 200.7

200.8 200.7

200.7 200.7

200.8 200.7

200.8 200.7

200.8

200.8 200.7

900.0

-900.0

-908.1

903.0

-904.0

-

ELl-C

ELI-C

ELl-C

ELl-B

ELl-B

ELl-C

ELI-B

ELI-C

ELl-B

ELl-C

ELl-C

ELl-C

ELl-B

ELl-C

ELI-B

ELI-C

ELl-B

ELl-B

ELl-C

ELl-C

-ELI-C

-ELl-C

ELl-C

-ELl-C

-

--

-S - +S -

O.SO 1.20

0.005

O.OOS

0.10

0.001

0.10

0.001

O.OS 0.01

O.OS 0.001

0.01

0.0005

0.02

O.OOS

0.002

0.01

1.0

-LO

-0.001

0.2

-

------

CFUlmL

ml!lL

ml!/L

mglL

ml!/L

ml!ll mglL

mg/L

ml!/l

ml!ll

oCill

oCill -~iIi

pCilL

mgll

pCilL

mea

mea dec, %

dec. %

neprive

POsitive*

S.O

< O.OOS

< O.OOS

< 0.1 < 0.001

< 0.1

< 0.001

< O.OS < 0.01

< O.OS < 0.001

0.02

< 0.0005 < 0.02

< 0.005 < o.ooi < 0.01

< 1.0

< 1.0

< 0.001

< 0.2

< 1.0

IS.67

IS.28

-1.25

1044 0.96

*Note: Deep-seated anaerobIC flora was also present.

pim f:\repons\clients. 97\wcston _ e.nll\water\40461.xls

COMPLETE ANALYTICAL SERVICES

II II II

Benzene Carbon

!

cis-! " II .... no_l "

II II II Styrene

II .. 11 Toluene II I,. II I Vinyl chloride

m+p Xylenes

o Xylene .•• .... ~.. :d.

v ., V 11"

TRlHALO~'ilJ:ANEs •• :.··"::· BASE Bromodichloromethane BASE Bromoform

BASE Chloroform

BASE Dibromochloromethane

BASE Total THMs

MQNJ'l'()~C9l'lS~' BASE Bromobenzene

BASE Bromochloromethane

BASE Bromomethane

BASE n-Butylbenzene

BASE sec-Butylbenzene

BASE tert-Butylbenzene

BASE Chloroethane

BASE Chloromethane BASE 2-Chlorotoluene BASE 4-Chlorotoluene BASE 1,2-Dibromo-3-chloropropane

BASE 1,2-Dibromoethane

BASE Dibromomethane BASE 1,3-Dichlorobenzene

BASE Dichlorodifluoromethane BASE I,I-Dichloroethane BASE 1.3-Dichloropropane BASE 2.2-Dichloropropane

BASE I.I-Dichloropropene

BASE cis-I.3-Dichloropropene BASE trans-I.3-Dichloropropene BASE Hexachlorobutadiene BASE lsopropylbenzene

BASE 4(P )-Isopropyltoluene BASE Napbthalene BASE n-ProllYlbenzene BASE 1,1,1,2-Tetrachloroethane BASE 1.1,2.2-Tetrachloroethane BASE 1,2,3-Trichlorobenzene BASE Trichlorofluoromethane BASE 1,2,3-Trichloropropane BASE 1,2,4-Trimetbylbenzene BASE 1,3,5-Trimetbylbenzene

Abbreviation descripli()ll~ appear on pace S.

71-43-2

56-23-5

108-90-7

95-50-1 106-46-7

I 7-06-' 7';-35~

I 6-;;9-:1

I 6-60-5 :-87-5

II )-41-4

II :>-42-~ 1 7-18-4

108-88-3 71-;;5-6

79-01-6 15-01-4

.no .. , .. ''''' ,,, ..

95-47-6 75-09-2

120-82-79-00-5

75-27-4 75-25-2 67-66-3 124-48-1

N/A

108-86-1 74-97-5

74-83-9

104-51-8 135-98-8

98-06-6 75-00-3

74-87-3 95-49-8 106-43-4 96-12-8 106-93-4

74-95-3

541-73-1 75-71-8 75-34-3 142-28-9 594-20-7

563-58-6

10061-01-5 10061-02-6

87-68-3 98-82-8 99-87-6 91-20-3 103-65-1

630-20-6 79-34-5 87-6;-6 75-69-4

96-18-4 95-63-6 108-67-8

ELI-C ELI-(" ELI-("

EL[-C

ELI-C

ELI-C

ELH ELH ELI-C ELI-("

ELI-C

EU-C ELI-C

ELI-C EI.I-("

EI.I-C

EI.I-C EI.I-C

ELI-C

ELI-C ELI-C

ELI-C

ELI-C ELI-C ELI-C ELI-C

ELI-C

ELI-C

ELI-C ELI-C

ELI-C ELI-C

ELI-C ELI-C

ELI-C ELI-C ELI-C ELI-C EU-C

ELI-C

ELI-C

ELI-C ELI-C ELI-C ELI-C EU-C

EU-C

ELI-C ELI-C ELI-C ELI-C ELI-C ELI-C EU-C ELI-C ELI-C

ELI-C ELI-C ELI-C

ELI-C

0.50 ).51 ).51

050 0.51) 0.51)

0.51) 0.51)

0.50

[).50

1).50

0.50 0.50

0.50 0.50

0.50 0.50 2.00

0.50 0.50

0.50 0.50

0.50

0.50 0.50

0.50 0.50 0.50 0.50 0.50

0.50

0.50 0.50 0.50 0.50 0.50

0.50

0.50 0.50

0.50 0.50 0.50 0.50 0.50 0.50 0.50

0.50 0.50 0.50 0.50

0.50

':::~.'.: .. : .. '.'

5.0

5.0 l()(

COe: ).1)

I)

.0 5.0 700 11)0

5.0 I()()o

20[)

5.1 2.1

lOO[)o

10000 5.0 70.0 5.0

nJa nJa

nJa nJa 100

nJa nJa

nJa nJa

nJa nJa

nJa

nJa nJa nJa nJa nJa

nJa

nJa nJa nJa nJa nJa

nJa

nJa

nJa nJa nJa

nJa nJa

nJa nJa nJa nJa nJa

nJa nJa

nJa

< 0 < 0 < 0 < ),50

< 1.50

< 1.50 < 1.50 < 1.50 < 0.50 < ),50 < ),50

_< ),50 < ).50

< .50 < 0.50

< 0.50 < 0.50

< 0.50 < 0.50 < 0.50 < 0.50 < 0.50

< 0.50 < 0.50 < 0.50 < 0.50

<2.00

< 0.50 < 0.50

< 0.50

< 0.50 < 0.50

< 0.50 < 0.50

< 0.50 < 0.50 < 0.50 < 0.50 < 0.50

< 0.50 < 0.50 < 0.50 < 0.50

< 0.50 < 0.50

< 0.50 < 0.50

< 0.50

< 0.50 < 0.50 < 0.50 < 0.50 < 0.50 < 0.50 < 0.50

< 0.50 < 0.50

< 0.50 < 0.50

< 0.50

.< I ••

< I ..

< I ..

<d < 0.50

< < < < < 0.5C < 0.5( < 0.5(

< 0.5(

< 0.5C < ).50

< I ••

< I ..

< I ..

< < 0.51 < 0.50 < 0.50

< 0.50 < 0.50 < 0.50 < 0.50

<2.00

< 0.50 < 0.50

< 0.50

< 0.50 < 0.50

< 0.50 < 0.50

< 0.50 < 0.50

< 0.50 < 0.50

< 0.50

< 0.50

< 0.50 < 0.50 < 0.50

< 0.50 < 0.50

< 0.50

< 0.50

< 0.50 < 0.50 < 0.50

< 0.50 < 0.50 < 0.50 < 0.50 < 0.50

< 0.50 < 0.50 < 0.50

< 0.50 < 0.50

Aldrin 309'()()"2 ELI-C 0.01 0.3 505 Not Detected Butachlor 23184-66-9 ELI-B 0.10 525.2 Not Detected Carbaryl 63-25-2 EHL 1.0 531.1 Not Detected Dicamba 1918'()()"9 ELI-B 0.25 300 515.1 Not Detected 3-Hydroxycarbofuran 16655-82-6 EHL 1.0 531..1 Not Detected Methomyl 16752-77-5 EHL 1.0 531.1 Not Detected Metolachlor 51218-45-2 ELI-B 0.10 525.2 Not Detected Metribuzin 21087-64-9 ELI-B 0.10 525.2 Not Detected Propachlor 1918-16-7 ELI-B 0.10 525.2 Not Detected

pim f:\reports\clients.97\weston_e.ng\water\40461.xls

·····.········N()N,;;MJt.'I'~····· TOS@ 180C TOS 160.1 100 MJ 07-11-97

Turbidity 180.1 100 MJ 07-11-97

Cond (I'mho/cm) 2510 B 100 MJ 07-11-97

Cyanide CN 335.3 100 104 ELI-B 07-11-97

Color 110.3 MJ 07-11-97

Odor 2150B MJ 07-11-97

Foaming Agents 425.1 MJ 07-11-97 Alkalinity as CaC03 2520B 99 99 LM 07-14-97

pH (std. units) 150.1 99 LM 07-14-97

<.tRA.CE1\4ETAtS>· .. Antimony Sb 200.8 100 - 101 - ELI-B 07-11-97

Arsenic As 200.8 100 - 105 - ELI-B 07-11-97

Barium Ba 200.7 100 - 100 - TS 07-28-97 Beryllium Be 200.8 100 - 106 - ELI-B 07-11-97

Boron B 200.7 100 - 94 - TS 07-28-97 Cadmium Cd 200.8 100 - 103 - ELI-B 07-11-97 Chromium Cr 200.7 100 - 98 - TS 07-28-97 Copper Cu 200.7 100 - 100 - TS 07-28-97 Iron Fe 200.7 100 - 101 - TS 07-28-97 Lead Pb 200.8 100 - 101 - ELI-B 07-11-97 Manganese Mn 200.7 100 - 99 - TS 07-28-97 Mercury Hg 200.8 100 - 95 - ELI-B 07-11-97 Nickel Ni 200.7 100 - 96 - TS 07-28-97 Selenium Se 200.8 100 - 104 - ELI-B 07-11-97 Thallium Tl 200.8 100 - 102 - ELI-B 07-11-97 Zinc Zn 200.7 100 - 100 - TS 07-28-97

····.RADtOCHEMlCAL······ ..... " ............. .

Gross Alpha 900.0 100 89 LH 07-28-97 Gross Beta 900.0 112 LH 07-28-97

I NaturalUranium 908.1 77 117 OW 07-15-97 903.0 100 90 RS 08-01-97 904.0 100 124 OW 08-11-97

pim f: \reports\clients. 97\ weston _ e.ng\water\40461. xis

is available on file

EPA METHOD 515.1 - HERBICIDES

Additional QA/QC data is available on file at ELI-Billings

.2 - PESTICIDES

is available on file at

EPA METHOD 531.1 - CARBAMATE PESTICIDES

Additional QA/QC data is available on file at EHL-South Bend

EPA METHOD 547 - GLYPHOSATE

EPA METHOD S48 - ENDOTHALL

METHOD 549 - DIQUAT

FOOTNOTES AND ABBREVIATION DESCRIPTIONS

ELI-B=Energy Laboratories, Inc. - Billings, MT

ELI-C = Energy Laboratories, Inc. - Casper, WY

ELI-RC = Energy Laboratories, Inc. - Rapid City, SO

EHL = Environmental Health Laboratories - South Bend, IN

pim f:\repons\clients.97\weston_e.ng\water\40461.x1s

MeL = Maximum contaminant level

NL = Not listed by EPA at time of publication

IT = Treatment technique

SM = Standard Methods

FR = Fluoride Rule

NIR = Not Requested

_BY'~


LABORA TORIES

SHIPPING: 2393 SALT CREEK HIGHWAY • CASPER, WY 82601 MAILING: P.O. BOX 3258 • CASPER, WY 82602 E-mail: [email protected] • FAX: (307) 234 - 1639 • PHONE: (307) 235 - 0515 • TOLL FREE: (888) 235 - 0515

I Calcium Ca 200.7 EU-C 1.0 mgIL t.6

Phase II

PIlau: II

Phase V

Phase V

BASE

Phase II

PIIa~e V

Phase II

Phase II

BASE

Phase V

Phase II

Phase V

I Sodium

IPotassitJII! I Carbonate

I Sulfate I Chloride 'Nitrite as N I Nitrate + Nitrite as N

I Fluoride

I Silica ..................«

ITotal Dissolved Solids @ 180·C

I Turbidity

I Cyanide I Color

I Odor I Foaming Agents

I Hardness , total as CaC03

I Acidity Alkalinity, measured as CaC03

pH <.< ••

Total Coliform Bacteria

Iron Bacteria

.......................... , Antimony

Arsenic

Barium

Beryllium

Boron

Cadmium

Chromium Copper

Iron Lead

Mercury

Nickel • Selenium

iThallium I Zinc

1«> •

Plate Count

I Gross Alpha. total IG. Alnh" PrPricinn ± I Gross Beta, total

I G. Beta Precision ± uraruum, total

Z26Radium. total

226Radium Precision ± 22KRadium. total

22KRadium Precision ± ............................ < •.•••.•••• Anion

Cation

WYDEQ AlC Balance

Calc TDS TDS A/C Balance

-Note. Deep-seated anaerobIC flora was also present.

pim r; \repons\clicnlS. 97\westoo _ e.n&\water\40462.xls

Mg 200.7 EU-C 1.0 mg/L < 1.0

Na 200.7 EU-C 1.0 mg/L t02 K 200.7 EU-C 1.0 mg/L 1.4

C03 2520 B EU-C 1.0 mg/L 11.2 HC03 25z0 B EL 1-(' 1.< mg/L so so. 3C 1.0 EL [-B 1.< mglL 3.0 Cl 45 0 B ELI-( 1.< mg, 12

N<h 3~ ... 1 ELI-( < .11> mg, < 1>.

F 340.2 ELI-( (.10 mg, I.'

Si02 200.7 EU-C <.10 mg, 10 ..

TDS

CN

TCB

. Fe Bact. HPC

Sb As

Ba

Be

B

Cd Cr

Cu

Fe Pb Mn

Ni Se T1 Zn

---

-UKRa

-

160.1 lSO.1

25IOB

335.3 110.3

2150B

425.1

2330B

2340 B. 305.1

2520B

150.1

PIA

92"0.B MF9215 D

200.8

200.8

200.7

200.8 200.7

200.8 200.7

200.7 200.7

200.8 200.7

200.8 200.7

200.8

200.8 200.7

900.0 -

900.0

-908.1

903.0

-904.0

-

EU-C

EU-C EU-C

ELI-B EU-C

EU-C

EU-C

EU-C EU-C

EU-C EU-C EU-C

EU-C

EU-C

1.0

0.01

1.0 0.005

1.0

I T.O.N.

1.0

-1.0 1.0 1.0

---

EU-C 1.0

EU-B 0.005

ELI-B 0.005

EU-C 0.10

EU-B 0.001

EU-C 0.10

EU-B 0.001

EU-C .0.05 ELI-C 0.01 EU-C 0.05

ELI-B 0.001

EU-C 0.01

EU-B 0.0005 EU-C 0.02

EU-B 0.005 EU-B 0.002 EU-C 0.01

EU-C 1.0

- -EU-C 1.0

- -ELI-C 0.001

EU-C 0.2

- -ELI-C 1.0

- -

--

-5 - +5

-0.80- 1.20

I I

mg/L

NTU

"mho/em mg/L

color units . threshold UUVA UUAU""A

mg/L

sat. index mg/L mg/L

mg/L

std. units

------

CFUlmL

mg/L mglL

m~/L

mg/L mg/L

m~1L

mg/L mg/L

mg/L mglL

m~1L

m~/L

m~1L

mg/L

mg/L

pCiIL pCiIL pCiIL pCiIL m~1L

pCiIL pCiIL pCiIL pCiIL

meq.

meq

dec. % m~1L

dec. %

I I

487

O.SO 827

< 0.005 ND ND

< 1.0

+ 0.08

10.6

< 1.0 426

8.60

negative I negative

20.0

< 0.005

< 0.005 0.16

< 0.001

< 0.10 < ),001

< ).05 < ).01

< ).05

< 0.001 < )1

< )()()5

< )2

< )05

< )02

< 0.01

< 1.0

223.0

1~.7

< 0.001

< 0.2

< 1.0

9.02

9.04

0.07

495 0.98


I •••• •••• ·.··.·~.· ............... \.j ....... : .............................. . n Benzene

II Carbon

n n II II II

I"

I'

ci~-I ?

II tnnc_1 "

II I ?

II II Styrene

II Toluene 1,1

Vinyl chloride

I m+p Xylenes

I 0 Xylene

Methylene chloride

V il?

V II

···TlUJIAI.()ME'l1lANI!!S •• •••••••••••• BASE Bromodichlorometbane

BASE Bromoform

BASE Chloroform

BASE Dibromochloromethane

BASE Total THMs

·MONlTOREDC9NSTrrUENTS. BASE Bromobenzene

BASE Bromochloromethane

BASE Bromomethane

BASE n-Butylbenzene

BASE sec-Butylbenzene

BASE tert-Butylbenzene

BASE Chloroethane

BASE Chloromethane

BASE 2-Chlorotoluene

BASE 4-Chlorotoluene

BASE 1,2-Dibromo-3-chloropropane

BASE 1,2-Dibromoethane

BASE Dibromomethane

BASE 1,3-Dichlorobenzene

BASE Dichlorodifluoromethane

BASE 1,l-Dichloroethane

BASE 1,3-Dichloropropane

BASE 2,2-Dichloropropane

BASE 1,l-Dichloropropene

BASE cis-l,3-Dichloropropene

BASE trans-l,3-Dichloropropene

BASE Hexachlorobutadiene

BASE Isopropylbenzene

BASE 4(p )-Isopropyltoluene

BASE Naphthalene

BASE n-Propylbenzene

BASE 1,1,1,2-Tetrachloroethane

BASE 1,1,2,2-Tetrachloroethane

BASE 1,2,3-Trichlorobenzene

BASE Trichlorofluoromethane

BASE 1,2,3-Trichlorop!()pane

BASE 1,2,4-Trimetbylbenzene

BASE 1,3,5-Trimethylbenzene

Abbreviation description., appear on pale S.

pim r;\reports\clients. 97\weston _ e.nl\water\40462.xis

71-43-2 EU-f' s( < <

56-23-5 EU-C s( < <

108-90-7 ELI-C ~ ) < < 0 50

95-50-1 EU-C SC ) < 0.51 < 0 50

106-46-7 EU-C 0.50 < ).SI < 0.50

107-06-2 EU-C 0.51 5.0 < ).50 < 75-35-<1 EL[-(' 0.51 7.0 < ).50 < 1~ 5-! 9-: EI -I 0.51 70.0 < .50 < 1: 5-( 0-:; EI 0.51) 100 < ).se <

I 1-8 7-~ EI ).50 S. < ).se < 11 J-'~I"" EI ).50 70« ).S( < I' }-'~2-~ EI ).~9_ 1')( < H( < I.~

12·,-18-4 EU-I ).50 5 <;0 < 1.51

.08-88-3 ).50 1000 < C 0 < (1.50

71-55-6 0.50 200 < ( 0 < 0.50

79-01-6 ~ 0.50 5.0 < 0 < 0.50

75-01-4 ~ 0.50 2.0 < 0.:0 < 0.50 lOR. "'''£."

95-47-6 75-09-2 120-82-1

79-00-5

75-27-4 75-25-2 67-66-3

124-48-1

N/A

108-86-1

74-97-5 74-83-9

104-51-8 135-98-8 98-06-6

75-00-3 74-87-3

95-49-8

106-43-4

96-12-8 106-93-4

74-95-3 541-73-1 75-71-8 75-34-3 142-28-9

594-20-7 563-58-6

10061-01-5 10061-02-6

87-68-3

98-82-8

99-87-6

91-20-3

103-65-1

630-20-6

79-34-5 87-61-6

75-69-4 96-18-4

95-63-6 108-67-8

EU-C

EU-C

EU-C

EU-C

EU-C

ELI-C

EU-C

EU-C

EU-C

EU-C

EU-C

ELl-C

ELI-C

EU-C

EU-C

EU-C

EU-C

EU-C

ELl-C

EU-C

EU-C

ELI-C

EU-C

ELl-C

EU-C

EU-C

EU-C

EU-C

ELl-C

EU-C

EU-C

ELI-C

ELl-C

ELl-C

EU-C

EU-C

EU-C

EU-C

ELI-C

EU-C

EU-C

0.50 10000 < 0.: 0 < 0.50 0.50 10000 < 0.: 0 < o.se 0.50 5.0 < 0.50 < U.5e 0.50 70.0 < 0.50 < (I.se 0.50 5.0 < 0.50 < (1.51

0.50 nla < 0.50 < 0.50 0.50 nla < 0.50 < 0.50

0.50 nla < 0.50 < 0.50 0.50 nla < 0.50 < 0.50 2.00 100 <2.00 <2.00

0.50 nla < 0.50 < 0.50 0.50 nla < 0.50 < 0.50 0.50 nla < 0.50 < 0.50

0.50 nla < 0.50 < 0.50 0.50 nla < 0.50 < 0.50 0.50 nla < 0.50 < 0.50 0.50 nla < 0.50 < 0.50

0.50 nla < 0.50 < 0.50 0.50 nla < 0.50 < 0.50 0.50 nla < 0.50 < 0.50 0.50 nla < 0.50 < 0.50 0.50 nla < 0.50 < 0.50 0.50 nla < 0.50 < 0.50 0.50 nla < 0.50 < 0.50

0.50 nla < 0.50 < 0.50

0.50 nla < 0.50 < 0.50 0.50 nla < 0.50 < 0.50 0.50 nla < 0.50 < 0.50 0.50 nla < 0.50 < 0.50 0.50 nla < 0.50 < 0.50

0.50 nla < 0.50 < 0.50 0.50 nla < 0.50 < 0.50 0.50 nla < 0.50 < 0.50 0.50 nla < 0.50 < 0.50 0.50 nla < 0.50 < 0.50 0.50 nJa < 0.50 < 0.50 0.50 nla < 0.50 < 0.50

0.50 nla < 0.50 < 0.50 0.50 nla < 0.50 < 0.50

0.50 nla < 0.50 < 0.50 0.50 nla < 0.50 < 0.50

0.50 nla < 0.50 < 0.50 0.50 nla < 0.50 < 0.50

Aldrin 309-00-2 ELI-C 0.01 0.3 505 Not Detected Butachlor 23184-66-9 ELI-B 0.10 525.2 Not Detected Carbaryl 63-25-2 EHL 1.0 531.1 Not Detected Dicamba 1918-00-9 ELI-B 0.25 300 515.1 Not Detected 3-Hydroxycarbofuran 16655-82-6 EHL 1.0 531.1 Not Detected Methomyl 16752-77-5 EHL 1.0 531.1 Not Detected Metolachlor 51218-45-2 ELI-B 0.10 525.2 Not Detected Metribuzin 21087-64-9 ELI-B 0.10 525.2 Not Detected Propachlor 1918-16-7 ELI-B 0.10 525.2 Not Detected

pim r:\reports\clients.97\weston_e.ng\water\40462.xls

··········:NQN.;METAL$····· IDS@ 180C TOS 160.1 100 - - - MJ 07-11-97

Turbidity 180.1 100 - - - MJ 07-11-97

Cond ("mho/em) 2510B 100 - - - MJ 07-11-97

Cyanide CN 335.3 100 - 104 - ELI-B 07-11-97

Color 110.3 - - - - MJ 07-11-97

Odor 2150B - - - - MJ 07-11-97

Foaming Agents 425.1 - - - - MJ 07-11-97 Alkalinity as CaC03 2520B 99 - 99 - LM 07-14-97

pH (std. units) 150.1 99 - - - LM 07-14-97

.··.··.·.··j'RACEMET:ALS Antimony Sb 200.8 100 - 101 - ELI-B 07-11-97

Arsenic As 200.8 100 - 105 - ELI-B 07-11-97

Barium Ba 200.7 100 - 100 - TS 07-28-97

Beryllium Be 200.8 100 - 106 - ELI-B 07-11-97

Boron B 200.7 100 - 94 - TS 07-28-97

Cadmium Cd 200.8 100 - 103 - ELI-B 07-11-97

Chromium Cr 200.7 100 - 98 - TS 07-28-97 Copper Cu 200.7 100 - 100 - TS 07-28-97

Iron Fe 200.7 100 - 101 - TS 07-28-97

Lead Pb 200.8 tOO - 101 - ELI-B 07-11-97

Manganese Mn 200.7 100 - 99 - TS 07-28-97 Mercury Hg 200.8 100 - 95 - ELI-B 07-11-97 Nickel Ni 200.7 100 - 96 - TS 07-28-97 Selenium Se 200.8 100 - 104 - ELI-B 07-11-97 Thallium Tl 200.8 100 - 102 - ELI-B 07-11-97 Zinc Zn 200.7 100 - 100 - TS 07-28-97

• ••• ·RAD.lddHEMlci4L.··:· .....................


I NaturaiUranium 908.1 77 117 ow 07-15-97 903.0 100 90 RS 08-01-97 904.0 100 124 ow 08-11-97

pim r: \reports\clients. 97\weston _ e.ng\water\40462. xIs

531.1 - CARBAMATE PESTICIDES

data is available on file at EHL-South Bend

EPA METIIOD S48 - ENDOTIIALL

EPA METIIOD 549 - DIQUAT



ELI-C = Energy Laboratories, Inc. - Ca.~per, WY

ELI-RC = Energy Laboratories, Inc. - Rapid City, SD


Report Approved BY:~# pim r:\reports\clients. 97\weston _ e.ng\water\40462.xls

MCL = Maximum contaminant level


IT = Treatment technique


FR = Fluoride Rule

N/R = Not Requested


LABORATORIES

SHIPPING: 2393 SALT CREEK HIGHWAY • CASPER, WY 82601 MAILING: P.O. BOX 3258 • CASPER, WY 82602 E-mail: [email protected] • FAX: (307) 234 - 1639 • PHONE: (307) 235 - 0515 • TOLL FREE: (888) 235 - 0515

Pha.~ II

Phase II

-

Phase V

Phase V

BASE

~I1

Phase V

Phase II

Phase II

BASE

Phase V

Phase II

Phase V

Calcium Ca 200.7

Sodium

Potassium

Carbonate

Sulfate

Chloride

I Nitrite as N

Nitrate + Nitrite as N

Fluoride

Total Dissolved Solids @ lSOoC

Turbidity

Cyanide

Color

Odor

Foaming Agents

Hardness, total as CaC03

I Acidity

I Alkalinity, measured as CaC03

IpH .........

ITotal Coliform Bacteria

I Iron Bacteria

I· •. · ••.•••••••••••

I Antimony

I Arsenic

Barium

Beryllium

Boron

Cadmium

I Copper

I Iron

I Lead

I Mercury

Nickel

Selenium

Thallium

Zinc >« •.•

: Plate Count

Gross Alpha, total

G. Alpha Precision ± Gross Beta, total

G. Beta Precision ± unUllWD. total

i22~dium, total

iZl"Radium Precision ± Izz"Radium, total

.td~ 20C 7

Na 20C

K 20C 7 C03 2S20B

HC03 2520B

S04 300.0

CI 4SooB

N02 354.1

F 340.2

Si~ 200.7

IDS

CN

TCB

Fe Bact.

HPC

Sb

As

Ba

Be

B

Cd

Cr

Cu

Fe

Pb

Mn Hg

Ni

Se

TI

Zn

---

-l2BRa

160.1

180.1

25IOB

335.3

110.3

21S0B

425.1

2330 B

2340B

305.1

2520B

ISO.

PIA

9240B

MF92IS D

200.8

200.8

200.7

200.8 200.7

200.8

200.7

200.7

200.7

200.8

200·7 200.8 200.7

200.8

200.8. 200.7

900.0

-900.0

-908.

903.0

-904.0

EU-C 1.0 mg/L 3.2

EU-C 1.0 mg/L < 1.0

ELI-C 1.0 mg/L 239

EU-C 1.0 mg/L .6

EU-C 1.0 mg!.... l.4

EU-C 1.0 mg!.... 54

EU-B 1.0 mg!.... :>.0

EU-C 1.0 mg!.... !u EU-C 0.10 mg!.... < ).10

EU-C 0.10 mg/L < lolO

EU-C 0.10 mg/L 1.99

EU-C 0.10 mg/L 10.1

EU-C

EU-C

EU-C

EU-B

EU-C

EU-C

ELI-C

EU-C

ELI-C

EU-C

EU-C

EU-C

ELI-C

EU-C

ELI-C

EU-B

EU-B

ELI-C

EU-B

ELI-C

EU-B

EU-C

EU-C

EU-C

EU-B

EU-C

EU-B

ELI-C

EU-B

EU-B

EU-C

EU-C

-EU-C

-EU-C

EU-C

-EU-C

1.Q. 0.01

1.0

O.OOS 1.0

I T.O.N.

1.0

-1.0

1.0

1.0

---

1.0

0.005

0.005

0.10

0.001

0.10

0.001

0.05 0.01

0.05 0.001

O·lJI 0.0005

0.02

0.005

0.002

0.01

1.0

-1.0

-0.001

0.2

-1.0

mg/L

NTU

"mho/em mg/L

color units

threshold odor number

mg/L

sat. index

mg/L

mg/L

mg/L

std. units

-----

CFU/ml

mgll

mgll

mg/L

mg/L

mg/L

mg/L

mg/L

mg/L

mg/L

mg/L

.mg/L mg/L

mg/L

mg/L

pCi/L

pCi/L

pCi/L

pCiIL

mgll

pCi/L

pCiIL

pCi/L

601

7.6

994 < 0.005

5.0

ND

< 1.0

+ 0.16

12.1

< 1.0

471

8.55

negative

positive·

4800 (est.)

< O.ooS < 0.005

0.17

<.0.001

< 0.10

< 0.001

< 0.05 0.18

0.75

< 0.001

II

< lOOS < )2

< )oS

< 0.002

0.11

13.7

2.9

< 1.0

< 0.001

< 0.2

< 1.0 122"Radium Precision ± 1«<>.<

- - - - pCill «}< .• «

I Anion - meq 10.70 I Calion - meq 10.72 I WYDEQ A/C Balance -5 - +5 dec. % 0.07 ICalc IDS - mg/L S9S I IDS A/C Balance O.SO - 1.20 dec. % 1.01

·Note: Aerobes and ~ntenc bactena were also present.

pirn r:\repons\c1ienL~.97\weston_e.nll\water\40463.xls


;=~/ ·····(¢~~(:>::~i~~l)./I::lm@ .. >~r.fj: •. :~r.C~t : •• :: \:,.:rs.·,:.·:;H:. n Benzene 71-43-2 EU-C 0.50 5.0 < 0.50 < 0.50

II Carbon tetrachloride 56-23-5 ELI-C 0.50 5.0 < 0.50 < 0.50

II Chlorobenzene 108-90-7 ELI-C 0.50 100 < 0.50 < 0.50

II 1,2-Dichlorobenzene 95-50-1 EU-C 0.50 600 < 0.50 < 0.50

II 1,4-Dichlorobenzene 106-46-7 ELI-C 0.50 75.0 < 0.50 < 0.50

II 1,2-Dichloroethane 107-06-2 EU-C 0.50 5.0 < 0.50 < 0.50

II I,I-Dichloroetbene 75-35-4 EU-C 0.50 7.0 < 0.50 < 0.50

cis-I,2-Dichloroethene 156-59-2 EU-C 0.50 70.0 < 0.50 < 0.50

II trans-I,2-Dichloroethene 156-60-5 EU-C 0.50 100 < 0.50 < 0.50

II 1,2-Dichloropropane 78-87-5 EU-C 0.50 5.0 < 0.50 < 0.50

II Ethylbenzene 100-41-4 ELI-C 0.50 700 < 0.50 < 0.50

II Styrene 100-42-5 EU-£: 0.50 100 < 0.50 < 0.50

II Tetrachloroethene 127-18-4 EU-C 0.50 5.0 < 0.50 < 0.50

II Toluene 108-88-3 EU-C 0.50 1000 < 0.50 < 0.50

II 1,1,1-Trichloroethane 71-55-6 ELI-C 0.50 200 < 0.50 < 0.50

II Trichloroethene 79-01-6 ELI-C 0.50 5.0 < 0.50 < 0.50

II Vinyl chloride 75-01-4 EU-C 0.50 2.0 < 0.50 < 0.50

II m+p Xylenes 108-38-3/106-42-3 EU-C 0.50 10000 < 0.50 < 0.50 II o Xylene 95-47-6 EU-C 0.50 10000 < 0.50 < 0.50

V Methylene chloride 75-09-2 EU-C 0.50 5.0 < 0.50 < 0.50 V 1,2,4-Trichlorobenzene 120-82-1 EU-C 0.50 70.0 < 0.50 < 0.50

V 1,1,2-Trichloroethane 79-00-5 EU-C 0.50 5.0 < 0.50 < 0.50

········rtuB:AI.().METIIANJ!:S·.,··· BASE Bromodichloromethane 75-27-4 EU-C 0.50 nla < 0.50 < 0.50 BASE Bromoform 75-25-2 EU-C 0.50 nla < 0.50 < 0.50

BASE Chloroform 67-66-3 EU-C 0.50 nla < 0.50 < 0.50

BASE Dibromochloromethane 124-48-1 EU-C 0.50 nla < 0.50 < 0.50

BASE Total TIIMs NIA EU-C 2.00 100 <2.00 <2.00

MONlTOQDCQ~~ BASE Bromobenzene 108-86-1 EU-C 0.50 nla < 0.50 < 0.50 BASE Bromochloromethane 74-97-5 ELI-C 0.50 nla < 0.50 < 0.50

BASE Bromomethane 74-83-9 EU-C 0.50 nla < 0.50 < 0.50

BASE n-Butylbenzene 104-51-8 EU-C 0.50 nla < 0.50 < 0.50

BASE sec-Butylbenzene 135-98-8 EU-C 0.50 nla < 0.50 < 0.50

BASE tert-Butylbenzene 98-06-6 EU-C 0.50 nla < 0.50 < 0.50 BASE Chloroethane 75-00-3 EU-C 0.50 nla < 0.50 < 0.50 BASE Chloromethane 74-87-3 EU-C 0.50 nla < 0.50 < 0.50

BASE 2-Chlorotoluene 95-49-8 ELI-C 0.50 nla < 0.50 < 0.50

BASE 4-Chlorotoluene 106-43-4 EU-C 0.50 nla < 0.50 < 0.50 BASE 1,2-Dibromo-3-chloropropane 96-12-8 EU-C 0.50 nla < 0.50 < 0.50 BASE 1,2-Dibromoethane 106-93-4 EU-C 0.50 nla < 0.50 < 0.50 BASE Dibromomethane 74-95-3 EU-C 0.50 nla < 0.50 < 0.50 BASE 1,3-Dichlorobenzene 541-73-1 ELI-C 0.50 nla < 0.50 < 0.50 BASE Dichlorodifluoromethane 75-71-8 EU-C 0.50 nla < 0.50 < 0.50 BASE I,I-Dichloroethane 75-34-3 ELI-C 0.50 nla < 0.50 < 0.50 BASE 1,3-Dichloropropane 142-28-9 EU-C 0.50 nla < 0.50 < 0.50 BASE 2,2-Dichloropropane 594-20-7 EU-C 0.50 nla < 0.50 < 0.50 BASE I,I-Dichloropropene 563-58-6 EU-C 0.50 nla < 0.50 < 0.50 BASE cis-I,3-Dichloropropene 10061-01-5 ELI-C 0.50 nla < 0.50 < 0.50 BASE trans-I,3-Dichloropropene 10061-02-6 ELI-C 0.50 nla < 0.50 < 0.50 BASE Hexachlorobutadiene 87-68-3 ELI-C 0.50 nla < 0.50 < 0.50 BASE Isopropylbenzene 98-82-8 ELI-C 0.50 nla < 0.50 < 0.50 BASE 4(P )-Isopropyltoluene 99-87-6 EU-C 0.50 nla < 0.50 < 0.50 BASE Naphthalene 91-20-3 EU-C 0.50 nla < 0.50 < 0.50 BASE n-Propylbenzene 103-65-1 EU-C 0.50 nla < 0.50 < 0.50· BASE 1,1,1,2-Tetrachloroethane 630-20-6 EU-C 0.50 nla < 0.50 < 0.50 BASE 1,1,2,2-Tetrachloroethane 79-34-5 EU-C 0.50 nla < 0.50 < 0.50 BASE 1,2,3-Trichlorobenzene 87-61-6 ELI-C 0.50 nla < 0.50 < 0.50 BASE Trichlorofluoromethane 75-69-4 EU-C 0.50 nla < 0.50 < 0.50 BASE 1,2,3-Trichloropropane 96-18-4 EU-C 0.50 nla < 0.50 < 0.50 BASE 1,2,4-Trimethylbenzene 95-63-6 EU-C 0.50 nla < 0.50 < 0.50 BASE 1,3,5-Trimethylbenzene 108-67-8 EU-C 0.50 nla < 0.50 < 0.50

Abbreviation descriptions appear on pale S.

pim r:\repons\clients.97\weslon_e.nll\waler\40463.xls

<:::MO:NlT()mtt)':CON~S>:):::' .........................................................


pim r:\reports\clients.97\weston_e.ng\water\40463.xls

:><:N(jN~METALS< < .....................

TOS@ 180C TOS 160.1 100 MJ 07-11-97 Turbidity 180.1 100 MJ 07-11-97 Cond (I'mho/cm) 2510B 100 MJ 07-11-97 Cyanide CN 335.3 100 104 ELI-B 07-11-97 Color 110.3 MJ 07-11-97 Odor 2150B MJ 07-11-97 Foaming Agents 425.1 MJ 07-11-97 Alkalinity as CaC03 2520B 99 99 LM 07-14-97

pH (std. units) 150.1 99 LM 07-14-97

. ><l'lU.¢~<MJfi'$$ Antimony Sb 200.8 100 - 101 - ELI-B 07-11-97 Arsenic As 200.8 100 - 105 - ELI-B 07-11-97 Barium Ba 200.7 100 - 100 - TS 07-28-97 Beryllium Be 200.8 100 - 106 - ELI-B 07-11-97 Boron B 200.7 100 - 94 - TS 07-28-97 Cadmium Cd 200.8 100 - 103 - ELI-B 07-11-97 Chromium Cr 200.7 100 - 98 - TS 07-28-97 Copper Cu 200.7 100 - 100 - TS 07-28-97 Iron Fe 200.7 100 - 101 - TS 07-28-97 Lead Pb 200.8 100 - 101 - ELI-B 07-11-97 Manganese Mn 200.7 100 - 99 - TS 07-28-97 Mercury Hg 200.8 100 - 95 - ELI-B 07-11-97 Nickel Ni 200.7 100 - 96 - TS 07-28-97 Selenium Se 200.8 100 - 104 - ELI-B 07-11-97 Thallium TI 200.8 100 - 102 - ELI-B 07-11-97 Zinc Zn 200.7 100 - 100 - TS 07-28-97


I NaturaIUranium 908.1 77 117 ow 07-15-97 122~dium 903.0 100 90 RS 08-01-97 I 228Radium 904.0 100 124 ow 08-11-97

pim r:\reporu\clients. 97\weston _ e.ng\water\40463.xls


531.1 - CARBAMATE PESTICIDES

data is available on file at EHL-South Bend

EPA METHOD 548 - ENDOTIIALL

EPA METHOD 549 - DIQUAT


ELI-B==Energy Laboratories, Inc. - Billings, MT

ELI-C == Energy Laboratories, Inc. - Casper, WY

ELI-RC == Energy Laboratories, Inc. - Rapid City, SD

EHL == Environmental Health Laboratories - South Bend, IN

Report Approved BY:ff-~ pim r:\reports\clients.97\weston_e.ng\water\40463.xls

MCL == Maximum contaminant level

NL == Not listed by EPA at time of publication

IT == Treatment technique

SM == Standard Methods

FR == Fluoride Rule

N/R == Not Requested

ANALYSIS FOR WATERBORNE PARTICULATES

CH Diagnostic & Consulting Service, Inc. 214 SE 19th Street, Loveland, CO 80537

Invoice 970352

Carrie M. Hancock, President Telephone (970) 667-9789 7124/97

Laboratory Information Customer 950739 Weston Engineering, Inc. PO Box 6037 Laramie, WY 82070

S; 7124/97; 0900 Hrs; Wound; Excellent; esults submitted by:

PWSID# Ud.

Sample Identification: Wamsutter, WY, Well Nos. 5,6,7 (composite)

Sample Information: Source: Drilled wells, well #5 1365', well #6 1545' and well #7 1758' from river/streamllake, unchlorinated, 70°F, pH 8-8.6, "NM" NTU

Date/Start: 7/22/97; 1115 Hrs Date/Stop: 7122/97; 2055 Hrs Sampler: Spencer and Jarvis

Liters: 1893 (500 gallons) Filter Color: Gray

Pellet Size: Total Centrifugate: 0.05 mLlloo L

Floated Pellet: 0.001 mLlloo L

Amount of Sample Assayed: 189.3 L

Giardia

Cryptosporidium

EPA ICR Laboratory Approval #: ICRC0201 Quality Control Batch #: 9729 Sample Data Flag Reported: None

This sample was analyzed for Giardia and/or Cryptosporidium by the method outlined in: IeR Laboratory Manual. 1996. USEPA, Washington, D.C., EPN6001R-95/178. AU iimitations stated in the methods apply.

Comments: Report form has been updated to reflect ICR methodology; please call with questions regarding new terminology.

BioVir Laboratories, Inc.

685 Stone Road, Unit 6 • Benicia, CA 94510 • (707) 747-5906 • 1-80o-GIARDIA • FAX (707) 747-1751 • WEB: www.biovir.com

REPORT OF SAMPLE EVALUATION

REPORT NO.:

PAGE NO.:

CLIENT:

CLIENT NO.:

8970761 A

1 of 1

Westin Engineering 121 Grand Avenue Landmark Square, Suite 210 Laramie, WY 82070

WES007

SAMPLE INFORMATION:

Name of Sampler: NA

Sample Source: Well(s)

Sample Location: Wamsutter Wells #5,6 and 7

Sample Volume: 3-100 mL Bottles

ASSAY RESULTS:

1. Legionella species Direct Fluorescence Assay: (SM 18TH; SEC 9260J)

Sample Date: NA

Sample Time: NA

Directions: Composite into one sample

6.3 x 105 Fluorescent Cells per liter.

SAMPLE EVALUATION PERFORMANCE CRITERIA: The precise rates of recovery of organisms from environmental samples cannot be determined. BioVir Laboratories has analyzed your sample(s) in accordance with the method described with each analyte above, however, due to inherent limitations of these methods organisms may avoid detection. For additional information regarding the limitations of the method(s) referred to above please call us at 1-800-GIARDIA. COMPANY IS NOT AN INSURER: BioVir Laboratories is not an insurer or guarantor of the quality and/or purity of water, wastewater, biosolid or other material from which the sample was taken. BioVir offers no express or implied warranties whatsoever concerning the quality or purity of any water, wastewater, biosolid or other material which is ultimately consumed, distributed, applied or otherwise disposed.

ANALYSIS DATE


685 Stone Road, Unit 6 • Benicia, CA 94510 • (707) 747-5906 • 1-80O-GIARDIA • FAX (707) 747-1751 • WEB: www.biovir.com


REPORT:

PAGE:

CLIENT:

CLIENT NO.:

V970761A

1 of 1

Weston Engineering P.O. Box 6037 Laramie, WY 82073

WES007

SAMPLE INFORMATION:

Name of Sampler: Sue Spencer / Todd Jarvis

Sample Source: Well Heads at 3 Municipal Wells

Sample Location: Wamsutter WeiHs) #5, #6 and #7-Composited

Filter Type: Cuno 45144-01-1 MDS, Electropositive Spun Glass

Sample Volume: 140 Gallons / 530 Liters

Sample Date: 07/22/97

Sample Time: 13:30-16:25

Turbidity: NA

Temperature: 20 C

pH: 8.5

Comments: This filter is a composite of water from Wamsutter Well No.5, 6 and 7

ASSAY RESULTS: ICR ID# ICRCA200

1. Total Culturable Virus Assay: (EPA ICR 600/R-95/178)

MPN / 100 Liters

< 1.029

Liters Assayed

100

95% Confidence Limits Elution Date

Lower Upper

0 3.67 07/25/97

SAMPLE EV ALUA TION PERFORMANCE CRITERIA: The precise rates of recovery of organisms from environmental samples cannot be determined. BioVir Laboratories has analyzed your sample(s) in accordance with the method described with each analyte above, however, due to inherent limitations of these methods organisms may avoid detection. For additional information regarding the limitations of the method(s) referred to above please call us at 1-800-GIARDIA. COMPANY IS NOT AN INSURER: BioVir Laboratories is not an insurer of guarantor of the quality and/or purity of water, wastewater, biosolid or other material from which the sample was taken. BioVir offers no express or implied warranties whatsoever concerning the quality of purity of any water, wastewater, biosolid or other material which is ultimately consumed, distributed, applied or otherwise disposed of.

COMPLETION DATE

ENERGY LABORATORIES, INC. SHIPPING: 2393 SALT CREEK HIGHWAY • CASPER, WY 82601 MAILING: P.O. BOX 3258 • CASPER, WY 82602 LABORA TORIES E-mail: [email protected] • FAX: (307) 234 - 1639 • PHONE: (307) 235 - 0515 • TOLL FREE: (888) 235 - 0515

... ·· .. · .. ·.···.$R"'~.····.·.·.·. ¥iAsi> 1:..6ii6~s)i Hi· <) ........ Iw.Uui< •••••• ·).u.lm:~' •• · ••••• ••· • ••.. ) H·.·· ••• U.··· ••• · ••• H H •••• • .•••.• · • .................... \Jl".l,l."' ................... I<>~······ .·~a,jH

I Calcium Ca 200:7 ru::c 1.0 mg/L 2.8

Mg 200.7 ru::c 1.0 mg/L < 1.0

I Sodium Na 200.7 ELI-C 1.0 mg/L 193

I Potassium K 200.7 ELI-C 1.0 mg/L 1.4

I Carbonate C03 2520B ELI-C 1.0 mg/L 13.1

HC03 2520B ELI-C 1.0 mg/L 487

Sulfate SO, 300.0 ELI-B 1.0 mg/L 2.0

Chloride Cl 4500B ELI-C 1.0 mg/L 16.1

Phase II Nitri;:eas N N~ 354.1 ELI-C 0.10 mg/L < 0.10

Phase II Nitrate + Nitrite as N NO, + N02 353.2 ELI-C 0.10 mg/L < 0.10

FR3 Fluoride F 3402 EU-C 0.10 mg/L 1.56

Silica Si02 200.7 EU::c 0.10 mg/L 10.5 ....................

Total Dissolved Solids @ 180·C TDS 160.1 ELI-C 1.0 mg/L 480

Turbidity 180.1 ELI-C 0.01 NTU 1.5

25WB EU::c 1.0 I'mho/cm 808

Phase V Cyanide CN 335.3 EU-B 0.005 mg/L < 0.005

Color 110.3 EU::c 1.0 color units < 1.0

Odor 2150B ELI-C 1 T.O.N. threshold vuu ........ u". ND

Foaming Agents 425.1 ELI-C 1.0 mg/L < 1.0

2330B ELI-C - sat. index + 0.18

Hardness, total as CaC03 2340B EiI=c· 1.0 mg/L lLl

I Acidity 305.1 EU-C 1.0 mg/L < 1.0

I Alkalinity measured as CaC03 2520B ELI-C 1.0 mg/L 417

IpH 150.1 ELI-C --- std. units 8.68 .. >< ... . ...... ITotal Coliform Bacteria TCB PIA ELI-C --- negative

I Iron Bacteria Fe Bact. 9240B ru::c ::.;: --- positive· DI~t .. rn .. ftt HPC MF9215 D ELI-C 1.0 CFUlmL 5.0 (est.)

L ...... ·> ••••••• Phase V I Antimony Sb 200.8 ELI-B 0.005 mgll < 0.005

BASE Arsenic As 200.8 ELI-B 0.005 mg/l < 0.005

Phase II Barium Ba 200.7 ELI-C 0.10 mg/l 0.16

Phase V Beryllium Be 200.8 ELI-B 0.001 mg/l < 0.001

Boron B 200:7 EU-C- 0.10 mg/l < 0.10

Phase II Cadmium Cd 200.8 EU-B 0.001 mg/L < 0.001

Phase II Chromium Cr 200.7 ELI-C 0.05 mg/L. < 0.05

Copper Cu 200.7 ELI-C 0.01 mg/L < 0.01

Iron Fe 200.7 ELI-C 0.05 mg/L 0.12

Lead Pb 200.8 ELI-B 0.001 mg/L < 0.001

Mn 200.7 ELI-C 0.01 mg/l 0.01

BASE Mercury H2 200.8 ELI-B 0.0005 mg/l < 0.0005

Phase V . Nickel Ni 200:7 -ELi=c 0.02 mg/l < 0.02

Phase II Selenium Se 200:8- -EI..i-B 0.005 mg/L < 0.005

Phase V • Thallium Tl 200.8 ELI-B- 0.002 mg/L < 0.002

I Zinc Zn 200:7 ru::c 0.01 m2/l < 0.01

....

Gross Alpha, total 900.0 ELI-C 1.0 pCiIL. < 1.0

G. Alpha Precision ± pCiIL

Gross Beta. total 900.0 ELI-C 1.0 pCi/L < 1.0

G. Beta Precision ± pCi/L Nalural'Jraruum. total NalU 908.1 EiI~C 0.001 mg/l < 0.001 226Radium, total ~ 903.0 EU::c 0.2 .pCi/L 0.4

226Radium Precision ± pCiIL 0.1 228Radium, total 22BRa 904.0 ELI-C 1.0 pCi/L < 1.0

22KRadium Precision ± pCiIL ••••.•.•...•••.••..••.... > ..••..•.•••.•• Anion - meq 8.93

Cation - meq 8.66

WYDEQ A/C Balance -5 - +5 dec. % -1.56

Calc TDS - mg/L 483

TDS A/C Balance 0.80 -1:26 dec. % 0.99

·Note: Deep seated anaerobic flora With aerobic Iron-related hactena was present.

phu r:\repons\clients. 97\weston _ e.n&\water\41982.x1s


TlUHALOME~S>· . BASE Bromodichloromethane 75-27-4 ELI-C 0.50 nla < 0.50 < 0.50 BASE Bromoform 75-25-2 ELI-C 0.50 nla < 0.50 < 0.50

BASE Chloroform 67-66-3 ELI-C 0.50 nla < 0.50 < 0.50 BASE Dibromochloromethane 124-48-1 ELI-C 0.50 nla < 0.50 < 0.50 BASE Total THMs ELI-C 2.00 100 < 2.00 < 2.00

MONlTOlU:DCONSttrt1~Nts BASE Bromobenzene 108-86-1 ELI-C 0.50 nla < 0.50 < 0.50 BASE Bromochloromethane 74-97-5 ELI-C 0.50 nla < 0.50 < 0.50

BASE Bromomethane 74-83-9 ELI-C 0.50 nla < 0.50 < 0.50 BASE n-Butylbenzene 104-51-8 ELI-C 0.50 nla < 0.50 < 0.50

BASE sec-Butylbenzene 135-98-8 ELI-C 0.50 nla < 0.50 < 0.50

BASE tert-Butylberizene 98-06-6 ELI-C 0.50 nla < 0.50 < 0.50 BASE Chloroethane 75-00-3 ELI-C 0.50 nla < 0.50 < 0.50 BASE Chloromethane 74-87-3 ELI-C 0.50 nla < 0.50 < 0.50 BASE 2-Chlorotoluene 95-49-8 ELI-C 0.50 nla < 0.50 < 0.50 BASE 4-Chlorotoluene 106-43-4 ELI-C 0.50 nla < 0.50 < 0.50 BASE 1,2-Dibromo-3-chloropropane 96-12-8 ELI-C 0.50 nla < 0.50 < 0.50 BASE 1,2-Dibromoethane 106-93-4 ELI-C 0.50 nla < 0.50 < 0.50 .-BASE Dibromomethane 74-95-3 ELI-C 0.50 nla < 0.50 < 0.50 BASE 1,3-Dichlorobenzene 541-73-1 ELI-C 0.50 nla < 0.50 < 0.50 BASE Dichlorodifluoromethane 75-71-8 ELI-C 0.50 nla < 0.50 < 0.50 BASE 1,l-Dichloroethane 75-34-3 ELI-C 0.50 nla < 0.50 < 0.50 BASE 1,3-Dichloropropane 142-28-9 - ELI-C 0.50 nla < 0.50 < 0.50 BASE 2,2-Dichloropropane 594-20-7 ELI-C 0.50 nla < 0.50 < 0.50 BASE 1,l-Dichloropropene 563-58-6 ELI-C 0.50 nla < 0.50 < 0.50 BASE cis-l,3-Dichloropropene 10061-01-5 ELI-C 0.50 nla < 0.50 < 0.50 BASE trans-l,3-Dichloropropene 10061-02-6 ELI-C 0.50 nla < 0.50 < 0.50 BASE Hexachlorobutadiene 87-68-3 ELI-C 0.50 nla < 0.50 < 0.50 BASE Isopropylbenzene 98-82-8 ELI-C 0.50 nla < 0.50 < 0.50 BASE 4(P )-Isopropyltoluene 99-87-6 ELI-C 0.50 nla < 0.50 < 0.50 BASE Naphthalene 91-20-3 ELI-C 0.50 nla < 0.50 < 0.50 BASE n-Propylbenzene 103-65-1 ELI-C 0.50 nla < 0.50 < 0.50 BASE 1,1,1,2-Tetrachloroethane 630-20-6 ELI-C 0.50 nla < 0.50 < 0.50 BASE 1,1,2,2-Tetrachloroethane 79-34-5 ELI-C 0.50 nla < 0.50 < 0.50 BASE 1,2,3-Trichlorobenzene 87-61-6 ELI-C 0.50 nla < 0.50 < 0.50 BASE Trichlorofluoromethane 75-69-4 ELI-C 0.50 nla < 0.50 < 0.50 BASE 1,2,3-Trichloropropane 96-18-4 ELI-C 0.50 nla < 0.50 < 0.50 BASE 1,2,4-Trlmethylbenzene 95-63-6 ELI-C 0.50 nla < 0.50 < 0.50 BASE 1,3,5-Trlmethylbenzene 108-67-8 ELI-C 0.50 nla < 0.50 < 0.50

Abbreviation descriptions appear on pale S.

pim r:\reporu\clients. 97\weston _ e.n&\water\41982.x1s

liIV


pim r: \reports\clients. 97\ weston_e. ng\water\41982.xls

NON.;METALS TDS @ 180 C TDS 160.1 100 - - - MJ 08-05-97

Turbidity 180.1 - - - - MJ 08-06-97

Cond (,.,.mho/cm) 2510B 100 - - - MJ 08-05-97

Cyanide CN 335.3 100 - 88 - ELI-B 08-05-97

Color 110.3 - - - - MJ 08-06-97

Odor 2150B - - - - MJ 08-06-97

Foaming Agents 425.1 - - - - MJ 08-06-97 Alkalinity as CaC03 2520B 100 - 104 - LM 08-06-97

[PH (std. units) 150.1 100 - - - LM 08-06-97

TRACE METALS Antimony Sb 200.8 100 - 105 - ELI-B 08-07-97

Arsenic As 200.8 100 - 104 - ELI-B 08-07-97

Barium Ba 200.7 100 - 100 - TS 08-11-97 Beryllium Be 200.8 100 - 120 - ELI-B 08-07-97

Boron B 200.7 100 - 94 - TS 08-11-97

Cadmium Cd 200.8 100 - 105 - ELI-B 08-07-97 -Chromium Cr 200.7 100 - 98 - TS 08-11-97 Copper Cu 200.7 100 - 95 - TS 08-11-97 Iron Fe 200.7 100 - 97 - TS 08-11-97

Lead Pb 200.8 100 - 104 - ELI-B 08-07-97 Manganese Mn 200.7 100 - 97 - TS 08-11-97 Mercury Hg 200.8 100 - 104 - ELI-B 08-07-97 Nickel Ni 200.7 100 - 92 - TS 08-11-97 Selenium Se 200.8 100 - 106 - ELI-B 08-07-97 Thallium TI 200.8 100 - 106 - ELI-B 08-07-97 Zinc Zn 200.7 100 - 102 - TS 08-11-97

Gross Alpha 900.0 100 85 RS 08-21-97 Gross Beta 900.0 100 128 RS 08-21-97 NaturalUranium 908.1 99 DW 08-05-97 UbRadium 903.0 113 95 LH 08-22-97 :·!ZI'Radium 904.0 100 108 DB 08-29-97

pim r: \reports\clients. 97\ weston _ e.ng\ water\41982.xls


EPA METIIOD 505 - PESTICIDES AND

Additional QA/QC data is available on file

- HERBICIDES


EPA METIIOD 525.2 - PESTICIDES

Additional QA/QC data is available on file at ELI-Billings

EPA METIIOD 531.1 - CARBAMATE PESTICIDES

Additional QA/QC data is available on file at EHL-South Bend

EPA METIIOD 547 - GLYPHOSATE

METIlOD548-ENDOTIlALL

METIIOD 549 - DIQUAT



ELI-C = Energy Laboratories, Inc. - Casper, WY

ELI-RC = Energy Laboratories, Inc. - Rapid City, SD


Report Approved BY:~ pim r:\repons\c1ients.97\weston_e.ng\water\41982.xIs

08-01-97 08-08-97

MCL = Maximum contaminant level


TT = Treatment technique


FR = Fluoride Rule

N/R = Not Requested

LABORA TORIES

97-41983

IDetee1lion Limit:

ENERGY LABORATORIES, INC. SHIPPING: 2393 SALT CREEK HIGHWAY • CASPER, WY 82601 MAILING: P.O. BOX 3258 • CASPER, WY 82602 E-mail: [email protected] • FAX: (307) 234 - 1639 • PHONE: (307) 235 - 0515 • TOLL FREE: (888) 235 - 0515

Wamsutter Well #8 08-01-97 177 36.0

50.0

pim r: \reports\clients. 97\ weston _ e.ng\ water\41983 .xIs


NOTES:

(1) These values are an assessment of analytical precision. They are a percent recovery of the original result. ELI duplicates

10 percent of all samples for each analytical method.

(2) These values are an assessment of analytical accuracy. They are a percent recovery of the spike addition. ELI performs

a matrix spike on 10 percent of all samples for each analytical method.

Report Approved By: ~yf pim r: \reports\clients. 97\ weston_e. ng\ water\41983. xIs

Reviewed by: P/~

ANALYSIS FOR WATERBORNE PARTICULATES

CH Diagnostic & Consulting Service, Inc. 214 SE 19th Street, Loveland, CO 80537

Invoice 970382

Carrie M. Hancock, President Telephone (970) 667-9789 8/2/97

Customer 950739 Weston Engineering, Inc. POBox 6037 Laramie, WY 82070

PWSID#

Sample Identification: Wamsutter, WY, Well No.8

Laboratory Information

Federal Express; 8/2/97; 1105 Hrs; Wound; Excellent; Results submitted by:

~~

Sample Information: Source: Drilled well, 2000' deep, 5280' from RiverlStreamlLake, unchlorinated, 76-77°P, pH 8.5-8.35, -20-2.08 NTU

Date/Start: 7/31/97; 1545 Hrs Date/Stop: 8/1/97; 0849 Hrs

Liters: 3497 (924 gallons) Filter Color: Gray

Pellet Size: Total Centrifugate: 0.66 mLIl 00 L

Floated Pellet: 0.03 mLll 00 L

Amount of Sample Assayed: 7.6 L

Giardia

Cryptosporidium

EPA ICR Laboratory Approval #: ICRC0201 Quality Control Batch #: 9730 Sample Data Flag Reported: None

Sampler: Todd Jarvis

This sample was analyzed for Giardia and/or Cryptosporidium by the method outlined in: ICR Labomtory Manual. 1996. USEPA, Washington, D.C., EPN600/R-95/178. All limitations stated in the methods apply.

Comments: Report form has been updated to reflect ICR methodology; please call with questions regarding new terminology.




REPORT NO.:

PAGE NO.:

CLIENT:

CLIENT NO.:

89708288

1 of 1

Westin Engineering 121 Grand Avenue Landmark Square, Suite 210 Laramie, WY 82070

WES007

SAMPLE INFORMATION:

Name of Sampler: NA

Sample Source: Well Head

Sample Location: Wamsutter Well #8

ASSAY RESULTS:

1. Legionella species Direct Fluorescence Assay: (SM 18TH; SEC 9260J)

Sample Date: NA

Sample Time: NA

Sample Volume: 100 mL

< 3.9 x 104 Fluorescent Cells per liter.

SAMPLE EVALUATION PERFORMANCE CRITERIA: The precise rates of recovery of organisms from environmental samples cannot be determined. BioVir Laboratories has analyzed yoursample(s) in accordance with the method described with each analyte above, however, due to inherent limitations of these methods organisms may avoid detection. For additional information regarding the limitations of the method(s) referred to above please call us at 1-800-GIARDIA. COMPANY IS NOT AN INSURER: BioVir Laboratories is not an insurer or guarantor of the quality and/or purity of water, wastewater, biosolid or other material from which the sample was taken. BioVir offers no express or implied warranties whatsoever concerning the quality or purity of any water, wastewater, biosolid or other material which is ultimately consumed, distributed, applied or otherwise disposed.

'i-ai-'l7 ANALYSIS DATE




REPORT:

PAGE:

CLIENT:

CLIENT NO.:

V970828A

1 of 1

Weston Engineering P.O. Box 6037 Laramie, WY 82073

WES007

SAMPLE INFORMATION:

Name of Sampler:

Sample Source:

Sample Location:

Filter Type:

Sample Volume:

Comment:

ASSAY RESULTS:

Todd Jarvis

Wamsutter Well No.8 Wellhead

Wamsutter Well No.8

Cuno 45144-01-1 MDS, Electropositive Spun Glass

59.5 Gallons / 225 Liters

Raw Water

ICR ID# ICRCA200

1. Total Culturable Virus Assay: (EPA ICR 600/R-95/178)

Sample Date: 07/31/97

Sample Time: 14:45

Turbidity: NA

Temperature: 20 C

pH: 8.5

95% Confidence MPN /100 Liters Liters Assayed Limits Elution Date

Lower Upper

< 1.022 100 0 3.41 08/01/97

SAMPLE EVALUATION PERFORMANCE CRITERIA: The precise rates of recovery of organisms from environmental samples cannot be determined. BioVir Laboratories has analyzed your sample(s) in accordance with the method described with each analyte above, however, due to inherent limitations of these methods organisms may avoid detection. For additional information regarding the limitations of the method(s) referred to above please call us at 1-800-GIARDIA. COMPANY IS NOT AN INSURER: BioVir Laboratories is not an insurer of guarantor of the quality and/or purity of water, wastewater, biosolid or other material from which the sample was taken. BioVir offers no express or implied warranties whatsoever concerning the quality of purity of any water, wastewater, biosolid or other material which is ultimately consumed, distributed, applied or otherwise disposed of.

Jj-,z,£ -97 COMPLETION DATE