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.. __ J "Water is the most crificc.] ,'eSOI.o'ce is.':;7H?. of our lifetime and our chi,'dre"rs lifetime. The health c10ur waters is the principal measure of how we live on :he land" SCS

Prepared By Bak,er& A.ssodates

Torrington, 'Vyoming 82240 (30"'" ···~·'1-5,., l'J .. I) j_,L, .. .l

September 1994

Torrington, Wyoming

Mayor Ed 1010vich & Town Council Town of Torrington P.O. Box 250 Torrington, Wyoming 82240

Baker & Associates Engineers • Planners • Consultants

October 21, 1994

RE: TORRINGTON WELLHEAD PROTECTION PROGRAM Ground Water Exploration & Monitoring Program - Chapter ill Ground Water Nitrate Monitoring Results - Chapter IV

Dear Mayor 1010vich and Council:

Forwarded herewith are Chapters ill and IV of the Torrington Wellhead Protection Program. Chapter III discusses the exploration program funded by the Wyoming Water Development Commission. Chapter IV summarizes the ~ first five (5) months of data collected during the ground water nitrate sampling program. The sampling program is funded by the Clean Water Act Section 319, NPS. The exploration program objectives were as follows:

t/ Determine what recharge areas impact Torrington's wells and future well fields. t/ Determine the direction of ground water flow. t/ Determine the preliminary wellhead protection boundaries. t/ Verify bedrock breaches north of Torrington, identified in previous reports. t/ Develop a ground water monitoring plan and establish a network of monitoring

points. t/ Establish baseline water quality, nitrates. t/ Data from the monitoring points will be utilized to establish nitrate trends and provide

the information needed to evaluate the effectiveness of best management practices. t/ Select sites for a new wellfield( s) and conduct aquifer testing to evaluate the potential

of each site.

The development of the non-point source ground water monitoring program is presented Chapter II of the Wellhead Protection Program. The complete plan is on file at your office and at the following locations;

Wyoming Water Development Commission Wyoming DEQ Water Quality Division Environmental Protection Agency Soil Conservation Service Goshen County Commissioners

---------- ---------_._-

21:> E. 2ht t\vp., '>11'. III

P. 0. Drawer E Torrington, WY 82240 .107-532-5211

Cheyenne, Wyoming Cheyenne, Wyoming Denver, Colo. Torrington, Wyoming Torrington, Wyoming

Contact: Evan Green Contact: Kevin Frederick Contact: Randy Brown Contact: Bob Baumgartner Contact: Mel Eaton

Ifaddition information is needed or ifwe can further assist you please contact Gary Gerhard at (307) 532-5211.

Sincerely,

FILE:WDC94.LTR

WELLHEAD PROTECTION PROGRAM TORRINGTON, WYOMING

CHAPTERm GROUND WATER INVESTIGATION

MONITORING WELLS

WYOMING WATER DEVELOPMENT COMMISSION

John T. Baker ~ j)ate 4/'~ / ProJe ngmeer

GmyGerhard ;>~ &£ Date /er~7 Project anager

Prepared By Baker & Associates

Torrington, Wyoming 82240 (307) 532-5211 September 1994

CHAPTER III

GROUND WATER INVESTIGATION MONITORING WELLS

SECTION 1 INTRODUCTION.

Background:. . .

Nitrate Concerns:

Investigative Studies: .

SECTION 2 -GEOLOGY And GROUND WATER .

Introduction . . . . . . . .

Summary of Stratigraphy: .

Generalized section of the geologic formation: .

Tertiary Period . . . . . . Brule Formation: .

Quaternary Period: . . . Quaternary System: Valley Fill: . . . . . . Deposits of the third terrace.-. Deposits of the second terrace Flood-plain deposits. .

Cu"ent Investigation: . . . .

Monitoring Well Construction: . Bedrock Ridge: . . . . . Additional Bedrock Borings: Brule Nitrate Levels:

Ground Water:. . . . . . . Ground Water Nitrate Concentrations: .

. Page - 1

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· . Page - 5

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. Page -7 ... Page - 8

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· . Page - 9 · Page - 10 · Page - 10 · Page - 11

· Page - 12 · Page - 13

Chapter ill - Torrington Wellhead Protection Program - Ground Water Investigation Page - 1

Future Wellfield Sitd: · Page - 13 Conclusions: · Page - 15

Summary: ... · Page - 16

SECTION 3 - GEOLOGIC AND GROUND WATER PLATE

Plate BR-l Geologic Section Index

Plate BR-2 Modified Bedrock Map (Rapp)

Plate BR-3 Modified Bedrock Map wI Ground Contours

Plate BRS 1 -3 Geologic Sections

Plate 8Rev. Ground Water Monitoring Points

Plate S5-1 Potentiometric Surrace Map - August 1994

Plate Potentiometric Surrace Map · Page - 17

SECTION 4 - SUPPORTING DATA . . . . . . . . . . . . . .. Page - 18

Chapter III - Torrington Wellhead Protection Program - Ground Water Investigation Page - 2


CHAPTERm GROUND WATER INVESTIGATION

MONITORING WELLS

WYOMING WATER DEVELOPMENT COMMISSION

SECTION 1 INTRODUCTION

1.1 Background: As stated in previous chapters, in 1986 Town personnel first noticed through routine testing that the nitrate levels had increased in several of the town's water wells. At the time, the elevated levels did not seem to be wide-spread and the wells had only gained a few parts per million in concentration. None of the wells were exceeding the 10 parts per million (ppm) limit established by the Environmental Protection Agency in the" Safe Drinking Water Act."

In the spring of 1988, it was noticed that several wells had shown a dramatic increase in nitrate level. Two wells now exceeded the 10 ppm limit. It also was apparent that the problem was affecting all of the town wells, which are scattered throughout the town.

1.2 Nitrate Concerns: The toxicology of nitrate has been extensively studied, (Ridder and Oeheme, 1974; Shirley, 1975). Nitrate itselfis essentially non-toxic to humans but it can be reduced to nitrite in the gastrointestinal tract of human infants and by the microflora of the human mouth. The nitrite presents a direct toxic hazard, and has also been suspected for many years of forming carcinogenic N-nitroso compounds (nitrosamine) by reaction with amino compounds (Swan, 1975). The EPA has determined that nitrate concentrations in excess of 10 ppm (parts per million) could be harmful to both infants and elderly individuals. The EPA has established 10 ppm as the maximum contaminant level (MCL). All public water systems are required by law to comply with this MCL.

1.3 Investigative Studies: A number of investigative studies· have been completed since 1950. The earlier studies did not specifically address nitrates but provide essential background information for the area. The later studies, which focused on the nitrate issue, formed the foundation for todays programs. Although the investigations of Parks, 1991 generally parallel previous investigations, the discovery of a previously unmapped breach in the bedrock north of Torrington differs.

·WATER RESOURCES INVESTIGATION, RAPP (19S7), PAPER 1377 And CRIST (1975), PAPER 3-7S; PARKS (1991), "NUMERICAL SIMULATION OF GROUNDWATER FLOW &;

CONTAMINANl'lRANSPORTIN AN ALUMALA~·; UNIVERSrIY OF WYOMING (1993), "TORRINGI'ON AREA WELLHEAD GROUNDWATER PROBLEM IDENTIFICATION".

Chapter m -Torrington Wellhead Protection Program - Ground Water Investigation Pane - 1 ::;::.

The most important consequence of this breach is that, where it occurs, a direct hydraulic connection exists between the deposits of the third terrace and those of the valley fill. Where the bedrock remains intact, it acts as a subsurface dam which hinders the movement of groundwater flow between these two deposits (UW Final Report, 1993). A more detailed geologic discussion is presented in Section 2 of this chapter.

Summarized following are the conclusions and recommendations presented in the Parks report.

"Site investigation indicates that bedrock outcrop north of Torrington is not continuous and a previously un-mapped breach exist in this outcrop immediately north of town. When the effects of the bedrock outcrop and breaches are considered in the groundwater flow simulation, the configuration of the potentiometric surface is significantly different from that previously reported

In areas where bedrock dams exist, the flow of groundwater between the third terrace and floodplain aquifers is stagnated and diverted toward one of the breaches where a direct hydraulic connection exists between the two aquifers. In these areas, groundwater moves readily from the third terrace to the floodplain aquifer. Groundwater beneath the most heavily cultivated and fertilized parts of the third terrace is directed towards the breach north of Torrington and eventually into the municipal well field area.

Seasonal variations occur in the direction of flow in parts of the third terrace. These variations occur in response to external hydrologic parameters affecting the aquifer. These parameters also vary seasonally.

The North Platte River appears to be a losing stream during the winter months. However, it is a gaining stream during the summer months when the elevation of the water table rises substantially.

Nitrate contamination of the municipal water supply of Torrington is due to the unique geologic features and cultural activities that occur in the area. When the results of the nitrate sampling program are evaluated in terms of characteristics of the groundwater system, several significant trends become apparent.

The persistence and fate of nitrate in the groundwater system is determined by the particular properties of the aquifer(s) in the vicinity of the source. In areas where the flow of groundwater is hindered by the presence of subsurface dams, contaminant levels rise dramatically and persist for extended periods of time. In areas where groundwater flow is unhindered the aquifer(s) appear to be able to dilute themselves to lower levels of contaminants as long as the rate of input remains below some upper limiting level.


While nitrate contamination in some areas may be due to natural phenomena, the majority of the problem appears to be derived from agricultural and urban fertilization, feedlot operations, and chemical storage facilities.

The immediate problem in Torrington appears to be the result of .flushing of the areas of highest contaminant levels in the third terrace into the municipal wellfield as well as contamination originating from the city itself.

The concentration of nitrate in the aquifer appears to diminish in the direction of .flow.

Recommendations: Numerous processes are available which effectively remove nitrate contamination from water (Bouwer, 1990). However, when economic factors and technical problems are taken into consideration, the number of viable options available to the Town of Torrington becomes extremely limited

For example, although reverse osmosis is an excellent method for removing nitrates from water, the enormous costs of this type of system precludes its use in a community with limited economic resources. Currently, available ion exchange resins are generally incompatible with the high sulfate waters found in the area. Treating the water in a treatment plant designed for surface water would negate all of the benefits derived from using groundwater.

In light of these problems, only two viable options are suggested These include the relocation of wells to areas with perSistently low levels of nitrate contamination and! or the initiation of management programs designed to monitor and limit the amount of nitrate entering the groundwater system.

If the town should decide to relocate wells, the two most promising sites are in the westcentral and the extreme northeastern parts of the study area.

Recommendation for Additional Research: Additional research should be conducted in this area in order to verify, modify, or refute the conclusions arrived at during this preliminary investigation. These conclusions are believed to be logical and defensible in light of the information currently available. However, it must be kept in mind that these conclusions are based on a single year of sampling. In most groundwater systems this is an extremely insignificant length of time.

It is suggested that additional research be directed towards seven follOWing areas: 1. Continuation of the nitrate sampling program. 2. Conduct a geophysical investigation north of Torrington to verify the existence of a

breach in this area. 3. Develop a more accurate database on aquifer properties and the parameters

affecting the aquifer system.

Chapter ITI - Torrington Wellhead Protection Program - Ground Water Investigation Page - 3

4. Conduct soil column studies to determine the nitrate leaching characteristics of soils in the area.

5. Conduct nitrogen isotope studies in conjunction with the leaching studies mentioned 6. Initiate a comprehensive crop monitoring program for the purpose of evaluating

possible correlations between the type of crops grown in an area and the levels of nitrate found in these areas.

7. Conduct additional modeling to evaluate the impact of a well relocation program prior to the initiation of any program;" Parks, 1991.

Currently, exploration programs addressing recommendations 1 through 3 have been completed with financial support from the Wyoming Water Development Commission. Development and implementation guidelines for this work were presented in Chapter II, Section II. The exploration program objectives were as follows:

t/ Determine what recharge areas impact Torrington's wells and future well fields. t/ Determine the direction of ground water flow. t/ Determine the preliminary wellhead protection boundaries. t/ Verify bedrock breaches north of Torrington, identified in previous reports. 1/ Develop a ground water monitoring plan and establish a network of monitoring

points. t/ Establish baseline water quality, nitrates. t/ Data from the monitoring points will be utilized to establish nitrate trends and provide

the information needed to evaluate the effectiveness of best management practices. t/ Select sites for a new wellfield(s) and conduct aquifer testing to evaluate the potential

of each site.

The collected data and results are presented in the following sections of this chapter. The implementation of the non-point source ground water monitoring program is funded by the Clean Water Act Section 319, Chapter II, Section II. Collected data and results are presented in Chapter IV.

Programs focusing on recommendations 4 and 5 are in the planning stage.

Recommendation 6 was implemented in 1992. The related program was discussed in Chapter II, Section I - Soil And Irrigation Management.

Additional modeling will be completed in the near future and presented in Chapter IV.


SECTION2 - GEOLOGY And GROUND WATER

2.1 Introdllctio"z: An understanding of the geology and ground water in the Torrington area is very important in delineating the municipal wellhead protection boundary. Maintaining and improving ground water quality within the valley fill aquifer system is the primary objective of the Torrington WHPP. During the exploration program, six (6) 4-inch monitoring wells were installed for aquifer testing and thirty-eight (38) 2-inch monitoring wells were installed to determine ground water flow direction and quality monitoring (nitrate). Thirteen (13) of the borings were advanced to bedrock. This was accomplished to verify a suspected breach north of Torrington, determine the nitrate level in samples taken from the Brule formation and further define the limits of the terrace deposits.

2.2 Summary of Stratigraphy: Goshen County is underlain by a considerable thickness of sedimentary rocks ranging in age from Cambrian (505 to 570 million years3

) to Recent that lie on crystalline rocks of pre-Cambrian age. Discussion in this report is limited to the Quaternary Period (0 to 2 million years) which addresses the North Platte River flood-plain and deposits of the third terrace. Additionally, discussion of the Tertiary Period (2 to 65 million years), focusing on the Brule formation of the Oligocene age is presented. The upper surface of the Brule formation, where not eroded, underlies the valley fill and is generally referred to as bedrock. The age, thickness, physical characteristics, and water supply of these formations are summarized below.

2R1pp,I.R., VJSber, F.N .. and Littleton, R. T.;"GeoJosy and Ground Water Rcsoun:es of Goshen County Wyoming, Resoun:e Paper 1377

3Glover, T.].; Reference Book


2.2.1 Generalized section of the geologic formation:

System

Quaternary

Tertiary

Series

Recent

Subdivision

Dune sand

Flood-plain deposit (including deposits of the first terrace) and possible

_ younger parts of second iE terrace.

----~ ~ Deposits of the third terrace

(including small remnants of deposits of the second terrace)

Pleistocene

Upland deposits

Oligocene Brule formation

Thickness (feet)

0-30±

0-200+

0-210+

0-225

0-450

Physical characteristics

Fine windblown sand.

Water Supply

Sand dunes serve as infi11ration areas for recharge from precipitation.

Sand and gravel that contains Yields water to many lenses and beds of fine sand, silt, domestic, stock, and clay, large chunks of siltstone; irrigation, municipal and lenses of siltstone pebbles; cobbles industrial wells. and boulders.

Sand and gravel that contains Yields water to many lenses and beds of fine sand, silt, domestic, stock, and and clay, and lenses of siltstone irrigation wells. pebbles.

Sand and gravel that contain lenses Some of these deposits and beds of fine sand, silt, and would yield enough water clay, and lenses of siltstone for irrigation if a pebbles. Includes some channel sufficient saturated deposits that may be of Pliocene ~ were penetrated. age.

Moderately hard, brittle Yield moderate quantities argillaceous siltstone that contains of water to irrigation channel deposits of sand and wells where large sandstone, localized beds of fractures are present; limestone, moderately thick beds otherwise, yield only of clay, and a few beds of volcanic small quantities to ash. domestic and stock wells

and springs.

2.3 Tertiary Period: During Paleocene and Eocene time, or during the time between the close of the Mesozoic era and the beginning of Oligocene deposition, the area was uplifted and then, being topographically high, was eroded by streams. The extent of erosion is not known, but a large regional basin was formed. This basin probably had a relatively rugged topography that consisted of moderately high hills and stream channels that were several hundred feet deep. Oligocene time began with erosion that later gave way to alluviation by a system of streams that crossed the area generally from west to east. These streams deposits, which constitute the lower units of the Chadron formation, in part were probably derived from the Lance formation; however, the main source of the materials is not known. As materials continued to be deposited, the streams began to meander, as evidenced by the sinuous channel sandstone in the upper unit of the Chadron formation. At this time the clay, silt, and the occasional limy beds that later consolidated to form the claystone, siltstone, and limestone of the upper unit were deposited as stream and lake deposits. The deposition of the Brule formation during the remainder of Oligocene time occurred under conditions that generally were similar to those that prevailed during the latter part of the Chadron deposition,


no definite break occurred in the deposition of the two formations. However, the larger grain size of the materials that compose the Brule formation indicates that some renewal activity, either uplift or volcanism or both, took place to the west of the area. The character of the sediments comprising the Brule formation indicate that sediments were deposited in a large basin that contained small fresh-water lakes and mud flats and meandering streams.

In late Pliocene time (2 to 6 million years) the North Plate River is thought to have flowed in essentially its present course.

2.3.1 Brule Formation: The Brule Formation overlying the Chadron Formation is Oligocene in age and consists of a buff, moderately high and brittle argillaceous siltstone that is sandy at the top and in places at the base. It contains moderately thick channel deposits of sand and sandstone, localized beds of limestone, moderately thick beds of clay and a few beds of volcanic ash. The lower part of the formation is sandy in places. The upper part of the Brule F ormation consists of a moderately hard, highly weathered layer of siltstone ranging in thickness from Y2 to 5 feet. The siltstone rock underlying the weathered layer is hard to wellcemented. Mechanical analyses of the Brule Formation indicates it is composed mainly of silt and varying amounts of clay and sand. The Brule formation is cut by many fractures, fractured zones, fissures and faults. These are especially evident on weathered surfaces. Many of these fractures, the result of weathering, are small and superficial and are filled with clastic material. There are also zones of fractures that are quite different from the fractures caused by weathering. These zones are made up of loosely assembled blocks or chunks of siltstone which may be spaced as much as a 1/2 an inch apart. The fractured zones and fissures constitute lines of weakness which generally show up on aerial photographs. Faults also cut the Brule Formation but are not as numerous as the fractures and fissures. Generally, the Brule Formation, which consists of an argillaceous siltstone that is relatively impermeable, does not yield water abundantly to wells. However, most wells in the formation produce small quantities of water for domestic and stock purposes from fractures. Lenses of sandstone in the formation also are thought to yield small quantities of water.

2.4 Quaternory Period: During early and middle Pleistocene time, the uplift of the mountains to the west and the increase in precipitation rejuvenated the streams. During this time the North Platte River and its principal tributaries in the area were mainly degrading streams; therefore, little or no deposition took place. Then the climate became drier and the streams began to alluviate. At this time the flood plain of the North Platte River, which followed essentially its present course, was almost 200 feet higher than the present level of the river. The lower course of Rawhide Creek was approximately parallel to and north of that of the river. In the latter part of Pleistocene time there was renewed downcutting by the streams-the North Platte River cut a channel about 200 feet below its present level, and Rawhide Creek deepened accordingly. Subsequently the two streams alluviated and refilled their valleys to about 180 feet above the present level of the river. Remnants of this valley fill are the thirdterrace deposits. During the subsequent formation of the lower terraces and the present flood


plains, the stream reworked the valley fill to unknown depths. This reworking is indicated by the greater permeability of these deposits. The river later cut down to about 30 feet above its present level.

2.4.1 Quaternary System: The Quaternary System, of the Pleistocene and Recent Series, is characterized in to three main subdivision; dune sand, valley fill and upland deposits. The delineated boundaries for the Torrington Wellhead Protection Program are within the Valley fill subdivision. Therefore, the following discussion will be limited to this subdivision.

2.4.2 Valley Fill: The valley fill of Pleistocene and Recent age occurs along the inner valley of the North Platte River and its tributaries. The fill consists mainly of highly permeable sand and gravel. Deep gravel-filled channels underlie the axial part of the stream valleys and the broad third terrace north of the river. The valley fill consists of the following depositional units: Those of the third terrace, the second terrace, the first terrace, and the flood plain.

2.4.2.1 Deposits oj the third terrace.- For the purposes of this report only the third-terrace deposits that underlie the relatively flat area approximately between the Torrington Canal on the south and the agricultural area north of the Interstate Canal on the north and between the Interstate Canal, east of Rawhide Creek, on the west to approximately 1 mile east of Torrington. The underlying deposits of sand and gravel occur as fill in channels that were cut by Rawhide Creek; therefore, owing to the irregular pattern of these channels, the thickness of the deposits ranges from a knife edge to about 210 feet.

The permeable third-terrace deposits constitute an important aquifer in that they yield water to many wells, a large number of which are used for irrigation, and they are recharged freely from surface water (canals and laterals, intermittent streams, and irrigated lands) and from precipitation. Generally, the saturated thickness of the material is sufficient for the development of large supplies of water, but in some places there is little or no saturated material because of the presence of buried ridges of bedrock which separate channels of Rawhide Creek. The most notable of these ridges is the one that underlies the area about 1 Y2 miles north of Torrington.

2.4.2.2 Deposits of the second terrace. - The second terrace is a comparatively minor feature along the valley of the North Platte River and will not be discussed further.

2.4.2.3 Flood-plain deposits.- The flood plain as described and mapped in Rapp's report includes both the present flood plain and the next previous flood plain or first terrace, as the boundary between the two is indistinct and poorly defined and because the first terrace is reported to have been inundated by the North Platte River during periods of extremely high floods. The deposits that underlie the flood plain of the valley of the North Platte River consist mainly of sand and gravel that contain lenses and beds of fine sand, silt, and clay, large chunks of siltstone, lenses of siltstone pebbles, and cobbles and boulders. The greatest


thickness of flood-plain deposits found along the North Platte River valley was 197 feet in test hole 24-61-15bd, (Quadrant H3, SE ofNW).

Many wells in the area obtain water from the flood-plain deposits. These deposits are by far the most productive aquifer in the county, and yield water to many domestic and stock wells and to many of the irrigation, municipal, and industrial wells. Wells that yield more than 3,000 gpm have been developed in this aquifer.

2.5 Cu"ent Investigation: Although the Brule formation is not considered to be a primary aquifer, were it underlies saturated valley fill deposits the aquifers are hydraulically connected through fractures. Ground water flow through the Brule formation is through fractures. Recharge of the Brule formation and valley fill is through precipitation, rivers, canals and irrigation. Two domestic sample wells, No.3 - Quad B5 and NO.7 - Quad C4, are constructed in the Brule formation. All other domestic and monitoring wells sampled in the 319 program are constructed in the terrace or flood plain deposits.

The bedrock map presented in Water Supply Paper 1377; Rapp, was used as the base map. Lithologic logs constructed from field data collected with this exploration program and well logs obtained from the State Engineer were used to update the original map. Geologic and Ground Water Plates illustrating the configuration of the modified bedrock, the potentiometric surface and sections of this information are presented in Section 3. Lithologic logs are presented in Section 4, Supporting Documents.

2.5.1 Monitoring Well Construction: All monitoring wells were installed in accordance with the requirements set forth in the Ground Water Monitoring Plan, Chapter IT - Section IT approved by the Water Development Commission, Department of Environmental Quality, and the Environmental Protection Agency, Ground Water Division.

One of the objectives is to demonstrate that vertical stratification of nitrates within the aquifer is occurring. It is theorized that nitrate concentration near the ground water static level or at the surface of the water table remain fairly constant and tend to be higher than lower levels. It is further theorized that varying nitrate concentrations typically observed in production wells is a function of aquifer characteristics, depth of well screen, pump setting and pumping rate. More simply stated, the more the aquifer is stressed by pumping, the higher the nitrate concentration. To facilitate this demonstration, all monitoring wells were constructed to allow sampling at the static level.

From literature reviewed4, vertical stratification of nitrates in an aquifer system my be a

function ofnatural denitrification. Denitrification is the biologically mediated transformation of nitrate to nitrogen gas. The bacteria responsible for denitrification are facultative

4TnmeD, M.R., GiIIbam, R. W. and Cbeny, J.A; AN IN-srru snJDV OF mE OCCURRENCE AND RATE OF DENITRIFICATION IN A SHALLOW UNCONFINED SAND AQUIFER


anaerobes that use nitrate in place of oxygen for there respiratory process under anaerobic conditions. Recent studies, by the note authors, have correlated this stratification of nitrate concentrations with corresponding decline in dissolved oxygen concentrations.

2.5.2 Bedrock Ridge: The original mapping by Rapp, indicated a continuous Brule ridge traversing part of Quadrants G3, G4, F3 and F4. If present, the ridge could act as a subsurface dam hindering ground water movement between the third terrace and valley fill deposits. As discussed in the introduction, a previously un-mapped breaches in this ridge were discovered during the UW investigation.

Five borings, MW 26 (Quad F3), MW 39, 40, 41 and boring B 1 (Quad G3) and MW 32 (Quad F4) were advanced to bedrock to verify the UW discovery. As illustrated in plan view, Plate BR2, and in section views, Plate BRSI-B'B' and Plate BRS2-D'D', (Section 3) the bedrock has eroded to an elevation which allows ground water to flow between the terrace and flood plain deposits. The saturated material overlying the bedrock is characterized as silty sand and poorly graded sand in #41 to well graded sand with gravel and cobbles in #26. This characterization is representative of samples collected from the other borings, ref Section IV.

2.5.3 Additional Bedrock Borings: Borings for MW 1 (Quad A6) and MW 2 (Quad A7) were constructed to provide upgradient ground water quality within the terrace deposits and to collect Brule samples, discussed later. Both boring were advanced to bedrock before ground water was encountered. Static water levels are obtainable in both wells during part of the year, but adequate water is only available for sample collection in MW -2. The ground water nitrate concentration in MW 2 varies from 6.61 to 7.54 mgll. These monitoring wells help define the northern limits of the terrace deposits.

MW 5 (Quad B7) and MW 8 (Quad C8) were initially installed to facilitate development of potentiometric surface maps. However, borings had to be advanced to bedrock before sufficient ground water was encountered for sampling. Data from these points were utilized to modify the bedtock map.

Boring 67 A (Quad C5,NE) was constructed to assess static level ground water quality near domestic sampling point #3 (Quad B5) which has ground water nitrate levels ranging from 13.5 to 15.2 mg/l. The boring was advanced through the terrace deposits to bedrock, ground water was not encountered. Domestic point #3 is constructed in the Brule formation In an effort to assess ground water quality flowing from the northeast a second boring, MW 67, was constructed in the southeast comer of Quad C5. This boring was also advanced through the terrace deposits to bedrock. Ground water was not encountered during drilling. Since that time ground water levels have risen to a sufficient altitude for recording nut not sampling. Domestic monitoring point #7 (Quad C4) located approximately ~ mile to the east is constructed in the Brule formation. No. 7 has sufficient

Chapter m -Torrington Wellhead Protection Program - Ground Water Investigation Page - 10

water for level measurements and sampling. Domestic monitoring point #12 (Quad D5) located less than Y2 mile to the south also has adequate water for level measurements and sampling. The drillers log indicates that this well is constructed in the terrace deposits. It appears that domestic #12 is constructed in the historic Rawhide Creek channel or a tributary.

Through a review of driller logs and the need for a upgradient monitoring point in the northwest comer of the WHP A, an irrigation well was located in Quad A8. This well had been constructed to a depth of 250 feet through sand and gravel, which is contrary to original bedrock profiles. The bedrock elevation at this point is estimated at 4056'. This is in contrast to a bedrock point (elevation 4215') established less than a ~ mile to the northwest by Rapp. The irrigation well also appears to be constructed in the historic Rawhide Creek channel or a tributary. Although sufficient data points are not available to document, this well would indicate that the historic Rawhide Creek may have entered the area further north than originally mapped.

The remaining monitoring points were installed to facilitate ground water sampling at the static level and establish the direction of flow, discussed later.

2.5.4 Brule Nitrate Levels: Brule samples were collected from MW 1 (Quad A6) and MW 2 (Quad A7) to assess the potential for ground water nitrate contamination from the Brule formation. The borings are located in native range pastures, adjacent to center pivot irrigation systems on one site. Sample collection was avoided in Torrington because samples could be contaminated during retrieval though contaminated ground water. Additionally, the Brule formation in Torrington may be contaminated from nitrate latent ground water flowing over and through the formation. The following table summarizes the test results.

Summary of Test Results

Boring Depth Nitrate Concentration

1 135 Feet <0.5 ppm

1 140 Feet <0.5 ppm

2 90 Feet <0.5 ppm

2 95 Feet <0.5 ppm


Based on this evidence, it does not appear that the Brule formation contributes to the increasing ground water nitrate concentration in the WHP A. The elevated ground water nitrate level (6.15 - 7.54 mgIl) at MW 1 (Quad 7) could be related to agricultural activities near the site. Domestic sample point #3 (Quad B5) is the only sample well constructed in the Brule fonnation which has consistently high nitrate levels, (13.5 to 15.2 mg/l). Domestic sample point #7 (Quad C4), located approximately 3/4 of a mile southeast, is also constructed in the Brule formation. Ground water nitrate levels in well #7 have remained consistently low, (0.82 to 1.06 mgIl). The elevated nitrate levels at #3 appear to be localized and could be from past activities, i. e., abandoned septic tanks or leach fields. The cost associated with additional exploration to determine the exact cause are not justified for this program.

2.6 Ground Water: In addition to the thirty-eight (38), 2-inch monitoring wells installed with this exploration program, static ground water levels and nitrate samples are collected from thirty-seven (37) domestic or small diameter wells, three (3) locations along the Interstate Canal, and from five (5) locations along the North Platte River. Monitoring point locations were presented in previous chapters. This information has been revised to include additional points, as presented in Section 3, Plate 8Rev •

As previously discussed, detennining the direction of ground water flow is one of the main objectives. The first sampling event occurred in April 1994, with subsequent events following on a monthly schedule for the next three (3) years. As indicated a number of monitoring points were added to better define the potentiometric surface. The first complete set of data was collected with the fifth or August 1994 sampling event. Potentiometric surface maps constructed from this data are presented in Section 3 - Plates S5-1 and 2. Data collected from the first five and all future sampling events will be summarized in the form of maps, charts and tables. This information is presented in Chapter 4, NPS 319 Program.

Plate S5-1 shows the potentiometric swface in August 1994, for the delineated WHP A. The general direction of ground water flow in the third terrace deposits is to the south. As ground water enters the flood plain deposits from the terrace region, flow is in a southeasterly direction. Although sufficient data has not been collected to model seasonal trends, it appears the water table declines in part of the terrace deposits north of the Interstate Canal, while an increase is noted south of the canal and in the flood plain deposits of the North Platte River. The decline is noted in MW 4 (Quad B6) and may be the result of well fed center pivot irrigation systems in this area.

Within Torrington, a potentiometric surface map (plate S5-2) was constructed to illustrate ground water flow from the third terrace deposits to the flood plain. As discussed in 2.5.1, the bedrock in these areas has eroded to an elevation which allows ground water to flow unobstructed from the terrace deposits. Although seasonal trends have not been established,

Chapter m - Torrington Wellhead Protection Program - Ground Water Investigation Page - 12

movement of ground water through these areas occurred during all sampling events, including the first. The first event occurred in April, prior to filling the Interstate Canal. The water table should have been close to the seasonal low at that time.

Although the main volume of ground water flows through the flood plain deposits, flow from the third terrace area and the quality of this water does have and impact on the Torrington ground water well system.

2.6.1 Wellhead Delineation: With the exception of the west boundary, from the North Platte River to about Highway 26, the preliminary boundaries delineated should be adequate to protect the Torrington municipal wells. The west boundary may need to be extended future west along the North Platte River if ground water quality degrades. Continued monitoring will provide data to evaluate the need for future expansion. Additionally, programs within the protection area may be expanded if ground water nitrate levels continue to rise, i. e., soils sampling program.

2.7 Ground Water Nitrate Concentrations: The first nitrate sampling event was conducted during the exploration program. The results are presented in Chapter IV, NPS 319 Program.

2.S Future Wellfield Sitd: Presented following is a summary of the noted study. Three sites were selected; the Torrington Municipal Golf Course located to the southwest of the town, the Goshen County Fairgrounds located immediately west of the town, and the Feagler Fann located two miles north of Town on the upper river terrace. These locations were thought to be typical of the two aquifers serving the area with the first two sites being the most likely candidate areas for a new wellfield, Plate SRev .. The sites are in the general locations indicated by Parks.

The observation wells were constructed to equal depths and screened intervals as the existing wells. The observation wells were located at distances ranging from 25 feet to 200 feet from the existing well, dependant on the pumping capacities of the existing well. Twenty-four hour drawdown and recovery tests were conducted on each well.

Nitrate and heterotrophic plate count sampling was also conducted at each of the observation wells in addition to an irrigation well located to the northwest of the Golf Course. A summary of the data obtained from these tests is provided in this Section. Complete results are contained in the noted report.

S Baker &: Associates;Summary Report of Investigative Studies To Determine The Cause And Solution OfE1evated Levels Of Nitrate In Well Supplies, 1993


Location Transmissivi~ (gnd/ft) Storage Coefficient Golf Course 807,000 .06 Fairgrounds 476,000 .17 Feagler Farm 353,000 .002

Location Nitrate (N) Plate Count Iron Bacteria

Golf Course 6.9 mg/l 420/ml none

Fairgrounds 6.4 mg/l 230/ml none

Feagler Farm 2.3 mg/l 740/ml none

Lester Maxfield 3.4 mg/l <1/ml none

The storage coefficient represents the volume of water released from storage. Values of storage coefficients can range from 0.0001 to 0.3, depending on the type of aquifer being considered. The coefficient of transmissivity of an aquifer is the rate at which water flows through a vertical strip of the aquifer. Transmissivities can range from 1,000 gallons per day per vertical foot (gpd/ft) to over 1 million (gpd/ft). Aquifers are considered usable if they have transmissivities greater than 10,000 gpd/ft.

The combination of storage coefficient and coefficient of transmissivity define an aquifer's ability to produce water. The transmissivity indicates how much water will move through the formation while the storage coefficient indicates how much water can be removed by pumping.

The golf course and fairground locations produced the best aquifer characteristics of the three sites. While the storage coefficients and coefficients of transmissivity vary between the two sites, the overall performance of the aquifer at each site is nearly equal.

Using a pumping well producing 1,000 gpm, the following distanceldrawdown relations are produced.

Distance Drawdown

Golf Course 10' 1.78'

100' 1.13' 200' 0.93' 300' 0.82' 400' 0.74'


Fairgrounds 10' 2.65~

100' 1.53' 200' 1.20' 300' 1.00' 400' 0.86'

The above table illustrates this nearly equal performance of the two locations in the aquifer. While the drawdowns at the 10' distance from the pumping well differs by 0.57', this difference is less than 0.25' at 400' from the well.

Nitrate levels at the Golf Course and Fairgrounds are somewhat elevated, however, they are below the 10 mgl1limit set for drinking water. The nitrate levels at the Feagler farm and Maxfield farm are considerably lower. The nitrate levels are representative of the nitrate levels found by the University's sampling.

The heterotrophic plate count is an indication of the amount of bacterial activity present in the aquifer. The test does not provide information on what specific bacteria was found in the water. Generally, plate counts of less than 500/ml are indications of acceptable waters. The initial sample taken at the Fairgrounds was extremely high (7, OOO/ml), but follow up sampling revealed a more normal plate count of230/ml. The 740/ml count at the Feagler farm well may also not be typical of the water quality in the area.

Iron bacteria in a water supply can cause serious problems with clogging of well screens, gravel packs and the water bearing formations around the well. Complete removal of the iron bacteria from a wen can be quite difficult. As noted from the results above, no iron bacteria were found in any of the water samples.

2.8.1 Conclusions: As part of the research for the Town of Torrington's Water System Master Plan, Baker & Associates conducted a test hole program in 1983 to determine suitable locations for new supply wens for the Town. Depth to Brule, static water level and formation samples were obtained from the test holes. It was found that the more desirable formations were encountered as one approached the North Platte River. Pumping information from other existing wells in the area tended to support these findings. Several of the conclusions in the earlier report have been modified to reflect the data collected during the current exploration program.


The recent aquifer testing program has confirmed these earlier findings. The aquifer testing has also provided a more accurate measurement of the aquifer characteristics. This information will allow the calculation of the cones of influence for the proposed wells with more certainty. Use of this information will ultimately lead to the optimum spacing of wells within a wellfield.

The aquifer found north of Torrington (Feagler Farm site) does not appear to be suitable for development of a wellfield This area overlies the ancient Rawhide Creek channel. As discussed in Mr. Parks' thesis, the aquifer associated with this channel has areas that are susceptible to stagnating water flows with the subsequent fluctuations of nitrate levels.

Sufficient data has not been collected to fully evaluate the degree of stagnation. However, nitrate concentration have decrease in samples collected from monitoring wells located in the breach area, Quad F3 and G3. Static water levels have been recorded prior to and after the Interstate Canal was in operation. The water table did not recede below the bedrock during this time. There is a small subsurface bedrock outcropping in Quad 03 which could restrict direct flow, however, movement around this area appears to be taking place. Additionally, the nitrate concentration from samples collected at the Feagler Fann site, MW 10 (Quad 03), have ranged between 1.93 to 3.70 mg/l. However, this well is screened approximately 20 feet below static water level, which does not provide static level nitrate concentrations. This area will be monitored closely during the next three years. The area is surrounded by flood irrigation crop land which may be a disadvantage.

The area northwest of the golf course and the fairground sites are acceptable in terms of aquifer characteristics with the golf course site having a slight edge in aquifer performance. Both sites lie in areas with reasonably low background levels of nitrates with groundwater flow patterns that do not pass tJuough areas of high nitrates as identified in the University's sampling results. As a result of recent testing, a site on the southwest comer of the golf course may be more suitable. The golf course is the primary site for development of a new wellfield because of it's geographic location and aquifer characteristics. Geographically the golf course is located at the bottom end of a bend in the North Platte River which may provide some protection from upgradient agricultural or septic tank pollution. The area directly west of the golf course is native rangeland. Monitoring in this area will continue. Ground water nitrate concentrations at the fairgrounds were> 1 0 mg/l during the 5th sampling event. In addition to elevated ground water nitrate levels, the area around the fairgrounds is developed which increases the potential for ground water pollution. Therefore, this site will not be considered for development of future municipal wells. Monitoring will continue at the fairground as a part of the comprehensive sampling program.

2.9 Summary: This exploration program provides the foundation required to assess the vulnerability for contamination of the Torrington municipal ground water well system and potential future wellfield sites. The listed objectives were achieved though this program.


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TOWN OF TORRINGTON, WYOMING

6 WELLHEAD PROTECTION PROGRAM

A Geoloc1c Section Index

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Plate S5-1 Potentiometric Surface Map - August 1994

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TOWN OF TORRINGTON. WYOMING

WELLHEAD PROTECTION PROGRAM

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TORRINGTON

SECTION 4 - SUPPORTING DATA


ADDENDUM TO GEOTECHNICAL ENGINEERING REPORT

TOWN OF TORRINGTON WELLHEAD PROTECTION PROGRAM

TORRINGTON, WYOMING ELI PROJECT NO. 24945016

Prepared for.

TOWN OF TORRINGTON clo BAKER & ASSOCIATES

P. O. DRAWER E 215 EAST 21ST AVENUE, SUITE 111

TORRINGTON, WYOMING 82240 ATTN: MR. GARY GERHARD

Empire Laboratories, Inc. A Division of the Terracon Companies, Inc. -~

August 19, 1994

Town of Torrington c/o Baker & Associates P. O. Drawer E Torrington, Wyoming 82240

Attn: Mr. Gary Gerhard

EDlpire Laboratories, Inc. A Division of The Terracon Companies, Inc.

P.O. Box 503 • 301 No. Howes Fort Collins, Colorado 80522 (303) 484-0359 FAX No. (303) 484-0454

Chester C Smith. PE. Neil R. Sherrod. C.PG.

Re: Addendum to Geotechnical Engineering Report, Town of Torrington Wellhead Protection Program, Torrington, Wyoming ELI Project No. 24945016

Empire Laboratories, Inc. (ELI) has completed an additional geotechnical engineering exploration for the proposed project located in and adjacent to the Town of Torrington, Wyoming. This study was performed in general accordance with our proposal number 02094097 dated July 21, 1994.

The results of our engineering study, including the boring location diagram, test boring records and monitor well cross sections are attached.

The subsurface exploration indicated conditions which are typical of soils commonly found in the Torrington, Wyoming area. The subsurface soils at the site consisted generally of silty sands, minor amounts of sandy lean clay and poorly and/or well graded sand with gravel. The soils are underlain by siltstone-claystone bedrock. Groundwater was encountered at depths of 3 % to 131 % feet.

We have appreciated being of service to you in the monitor well construction phase of this project. If you have any questions concerning this report or any of our testing, inspection, design and consulting services, please do not hesitate to contact us.

Sincerely, EMPIRE LABORATORIES, INC.

A D~iO~ O~JT:ferr(acon Companies, Inc.

,41!/)tU6Ci Ntt ~'. Sherrod Senior Engineering Geologist

Reviewed by:

Chester C. Smith, P .E. Division Manager

Copies to: Addressee (3)

Offices of The Terracon Companies, Inc. Geotechnical, Environmental and Materials Engineers Arizona Tucson • Colorado Colorado Springs. Denver. Ft Collins. Greeley. Longmont • Idaho: Boise • Illinois: Bloomington

Chicago. Rock island • Iowa: Cedar Falls. Cedar Rapids. Davenport. Des MOines. Storm Lake • Kansas. Lenexa. Topeka. Wichita • Minnesota: Sf. Paul • Missouri: Kansas City • Nebraska Lincoln. Omaha • Nevada. Las Vegas

• Oklahoma: Oklahoma City. Tulsa • Texas Dallas • Utah Salt Lake City • Wyoming Cheyenne

QUALITY ENGINEERING SINCE 1965

Town of Torrington clo Baker & Associates ELI Project No. 24945016

TABLE OF CONTENTS

Page No. Letter of Transmittal ......................................................... ii

INTRODUCTION. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 1

PROPOSED CONSTRUCTION . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 1

SITE EXPLORATION ... . . . . . . . . . . . . . . . . . . . . • . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 1 Field Exploration ..................................................... 1 Soil Classification .................................................... 2

SITE CONDITIONS ......................................................... 2

SUBSURFACE CONDITIONS ...•.............................................. 2 Soil and Bedrock Conditions .•.....•.•..•..•..•..•.•.•................... 2 Groundwater Conditions . . . . . . . . . . . . . . . • . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 3 Monitor Well Construction .............................................. 3

GENERAL COMMENTS ...................................................... 4

APPENDIX A Figure No.

SITE PLAN ...........................................................•... 1 Logs of Borings ............................................. A20A thru A 73

APPENDIX B: GENERAL NOTES Drilling & Exploration ........•.....................•............•...... C1 Unified Soil Classification ..•......••...•...•.......•...••.•••.•...... .•. C2 Laboratory Testing, Significance and Purpose ................................. C3 Report Terminology ................................................... C4

ADDENDUM TO GEOTECHNICAL ENGINEERING REPORT

TOWN OF TORRINGTON WELLHEAD PROTECTION PLAN

TORRINGTON, WYOMING ELI PROJECT NO. 24945016

AUGUST 19, 1994

INTRODUCTION

Terracon

This report contains the results of our geotechnical engineering exploration for the proposed

project located in and adjacent to the Town of Torrington including Sections 5, 9, and 17,

Township 24 North, Range 61 West, Sections 21 and 34, Township 25 North, Range 61 West and Section 11, Township 25 North, Range 62 West of the 6th Principal Meridian.

The purpose of these services is to provide information and geotechnical engineering recommendations relative to:

• subsurface soil and bedrock conditions

• groundwater conditions • monitor well construction

The data contained in this report are based upon the results of field testing and experience with

similar soil conditions.

PROPOSED CONSTRUCTION

The purpose of this study was to construct additional groundwater monitor wells for determining

groundwater gradients and for sampling of groundwater for potential nitrate contamination. The Town of Torrington uses wells for its municipal water supply, and there is concern regarding

contamination of the groundwater from chemical fertilizers used in farming adjacent to the town.

SITE EXPLORATION

The scope of the services performed for this project included a site reconnaissance by an

engineering geologist, a subsurface exploration program, laboratory testing and construction of

groundwater monitor wells.

Field Exploration: A total of 9 additional monitoring wells and 2 additional test borings was drilled

between August 1 and August 9, 1994 to depths of 23 to 145 feet below existing grade at the locations shown on the Site Plan, Figure 1. The monitoring wells and boring were advanced with

a truck-mounted drilling rig, utilizing 3 % -inch 10 hollow stem auger.


The locations and elevations of borings were determined by Baker & Associates.

Terracon

Continuous lithologic logs of each boring were recorded by the engineering geologist during the

drilling operations. At selected intervals, samples of the subsurface materials were taken by means of driving split-spoon samplers or obtaining auger cuttings.

Penetration resistance measurements were taken with each sampling with the split-spoon by

driving the sampler with a 140-pound hammer falling 30 inches. When properly interpreted, the penetration resistance is a useful index to the consistency, relative density or hardness of the

materials encountered.

Groundwater conditions were evaluated in each boring at the time of site exploration and 1 to 4 days after drilling.

Soil Classification: All samples retrieved during the field exploration were observed by the

engineering geologist and were classified in accordance with the Unified Soil Classification System

described in Appendix C. Samples of bedrock were classified in accordance with the general notes

for Bedrock Classification. Boring Logs for the project are presented in Appendix A.

SITe CONDITIONS

The additional monitor wells and borings were constructed and drilled to the north and west of the Town of Torrington. Torrington is located with the topographic flood plain of the North Platte

River, which flows southeastward through the southern portion of the town. The northern portion

of the study is located in rural farm and pasture land north of the Town of Torrington. The

farmland is irrigated with ditches and pivot sprinklers. The Interstate Canal is located north of town, and the Torrington Ditch flows through town. Three of the wells were drilled at the Goshen County Fairgrounds to the west of the town. Major drainage in the area is to the south and east

toward the North Platte River.

SUBSURFACE CONDITIONS

Soil and Bedrock Conditions: As presented on the Logs of Boring, the subsurface soils were encountered in order of increasing depths as follow:

2


Terracon

• Silty Topsoil: The majority of the area tested is overlain by a 6-inch layer of silty topsoil. The topsoil has been penetrated by root growth and organic matter.

• Fill Material: Fill was encountered at the surface of Monitor Wells 71 and 73 and extends to depths of % to 1 feet. The fill consists of sandy lean clay and is moist and medium in consistency.

• Silty Sand: This stratum was encountered in the additional monitor wells and borings at depths of % to 1 feet and extends to depths of 3 to 11 feet. The silty sand is very loose

to loose and dry to wet in situ.

• Sandy Lean Clay: This stratum was encountered in Borings 67 A and 69A at depths of % foot to 56 feet and extends to depths of 4 to 62 feet. The lean clay contains varying

amounts of sand, is moist and soft to stiff in consistency.

• Poorly and/or Well-Graded Sand With Silt and/or Gravel: These strata were encountered in all additional monitor wells and borings below the silty sand and extends to depths of

23 to 145 feet below the surface. The sand varies from poorly to well graded, contains

varying amounts of gravel, is dry to wet and loose to dense in relative density.

• Siltstone-Claystone Bedrock: The bedrock was encountered in Monitor Well 67 and Boring

67 A at depths of 62 to 62 % feet and extends to greater depths. The upper 3 % to 25 feet

of the bedrock is highly weathered; however, the underlying siltstone and claystone is hard.

Groundwater Conditions: Groundwater was encountered at depths of 3 % to 129 % feet in all but

Monitor Well 67 and Boring 67 A at the time of field exploration. When checked one to four days after drilling, groundwater was measured at depths of 3 % to 131 % feet below the surface in all but Monitor Well 67 and Boring 67 A. Monitor Well 67 and Boring 67 A were dry at the time of

drilling and when checked one day after drilling. These observations represent only current groundwater conditions, and may not be indicative of other times, or at other locations. Groundwater levels can be expected to fluctuate with varying seasonal and weather conditions as well as with irrigation demands and pumping of wells.

Monitor Well Construction: The monitor wells were constructed with 20 feet of 2-inch PVC slotted screen. Two-inch solid riser pipe was used from the screen to the top of the well. The

screen was backfilled with silica sand to 2 feet above the screen. A 1 to 3-foot layer of bentonite

was placed over the sand, and the remainder of the well was grouted and equipped with either

3


Terracon

flush-mounted or above-ground well cover. The wells were developed by pumping for a minimum

of 4 to 6 hours after construction.

GENERAL COMMENTS

The enclosed logs do not reflect any variations which may .occur between test borings. The

professional services were performed using a degree of care and skill ordinarily exercised under

similar circumstances by reputable geotechnical engineers practicing in this or similar localities.

No warranties express or implied is made. We have prepared the report as an aid in the design

of the project. This report is for the exclusive purpose of providing information. The scope of

services of this project does not include either specifically or by implication any environmental assessments at the site or identification of contaminated hazardous materials or conditions.

Evaluation of potential nitrate contamination of groundwater is being performed by Baker & Associates.

4

A

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I: ~ II

II 6

A Division of The Terracon Companl.l, Ino. --

MONITORING WELL # 20 A Page 1 of 3 CLIENT ARCHITECTIENGINEER

Town of Torrington Baker & Associates SITE PROJECT

Torrington, Wyoming Wellhead Protection Program

§ DESCRIPTION u H :I:

~ TOP OF CASING ELEV.: m APPROX. SURFACE ELEV.:

.»". 0.5 6" TOPSOIL

4224.qft. 4225.1 ft.

WELL DETAIL ~

IU. -:I: Ia.. W c

----

SAMPLES TESTS ...J o al 1: >->- ~ (I) ~ w

w => (I) co W 0 U 1: a.. U (I) => >- W :;) Z I- ~

. IU.

Z' 1(1)

::t 1-0 a.....J (l)al

c ... W

W Z:J: ~ HI-=> U.(!) I- ZZ (I) OW H U~ o ZI-~ :;)(1)

SILTY SAND Tan, moist, loose

- 7' -SM

.. : .... ...

-.:-.. ... . . ..

Grout ;'

, ;' ,

" .. " ' " '

" ' " ' " ' " ' " '

----

-----

,,' - 1 SS 12" 6 .:. 10.5 4 el &.l.b ,,' 10-+--+---r--+---r----+---~--~ •. ~.~~~--------------------------------------- ---....... ; ;' " '

" ' ---:..~~ ;'

;;,. ... ~ WELL GRADED ;' " ' _SW

; ... ~ SAND WITH GRAVEL : ~ ... ~ Tan, moist to wet, medium dense ;;,. ... ~ -:",,".~

~~~ t:~ -:-.~

18.0 Liao1.1 ;iii-~~ ... ~~ ~~-.~~~.~-----------------------------------.-

~--:. ~~

/

/

/

- ;'

/

,,' -,,' -,,' --,,' -,,' 15-,,' -" ' " ' " ' " ' " ' " '

--------

,,' 20-,,' -~~

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POORLY GRADED SAND WITH TRACE ORA VEL

,,' _ SP

~ ~"'t. .. 4Il0l.

~-~

Tan, moist to wet, medium dense ;' .. ;' , ;'

;' ,

/

" .. " ' " ' " '

-----

,,' - 2 SS 12" 17 ~ .- ;' .. 25-+--+-~--~--+----r---+--~

Continued Next Page

THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BET~EN SOIL AND ROCK TYPES: IN-SITU, THE TRANSITION MAY BE GRADUAL.

WATER LEVEL OBSERVATIONS

WL ¥ 62.8 w.o. ~ 62.4'

WL

WL Water checked 4 days A.B.

A.B. Empire Laboratories Incorporated Division of Terracon

I BOREHOLE DIA.: 6.25 in WELL DIA.: 2.0 in

BORING STARTED 8-4-94 BORING COMPLETED 8-4-94

RIG CME-75 FOREMAN DML

APPROVED NRS JOB # 24945016 ~

MONITORING WELL # 20 A Page 2 of 3 CLIENT

SITE

C,.!) o ...J

U H :::I: 0.. <I: 0:: C,.!)

Town of Torrington

Torrington, Wyoming

DESCRIPTION

POORLY GRADED SAND W1IH TRACE GRA VEL Tan, moist to wet, medium dense

WELL GRADED SAND W1IH GRAVEL Tan, moist to wet Medium dense to dense

Layer of gravel 2" dia. @ 46'

'-\ V\(\, \

Grout

ARCHITECTIENGINEER

Baker & Associates PROJECT

Wellhead Protection Program

WELL SAMPLES TESTS DETAIL ~

llL.

" ' " " '

" ' " " ' " '

-:::I: I-0.. W o

-----

...J • o I-eo lL. 1: >->- 0: z'\. en 0: W

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o ... W

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Bentonite ~ -~ =+-+-4~SS~12~"-4~6~-+~ ~50-+---~-+---+--+----~~~~

Continued Next Pa2e THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL AND ROCK TYPES: IN-SITU, THE TRANSITION MAY BE GRADUAL.


WL ¥ 62.8 w.o. ~ 62.4'

WL

WL Water checked 4 days A.B.


BORING STARTED 8-4-94

BORING COMPLETED 8-4-94

RIG CME-7S FOREMAN DML

APPROVED NRS lOB # 24945016

CLIENT

SITE

(!) 0 -I

0 H :::c Q. <I: 0:: (!)

MONITORING WELL # 20 A

Town of

W

DESCRIPTION

WELL GRADED SAND WITH GRAVEL

Silica sand

Tan, moist to wet, medium dense

ARCHITECT/ENGINEER


&.JELL AIL - -I . . 0 .... .... CO IJ..

IJ.. 1: >-- >- 0::: z'\. en 0::: w :::c w :::> len .... en CO w 0 ::I a. 0 1: a. U .... 0 W en ::l >- W 0.-1 0 ::l Z .... 0::: (J)CO

55

60

5 SS 12" 19

30f3

~ 0 ... W

W z:::c 0::: H .... ::l IJ..(!) .... zz (J) ow H UO::: 0 z .... 1: ::l(J)

65-+--r--+--+-~----T---r-~

70

73.0 BOTTOM OF BORING

THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL AND ROCK TYPES: IN-SITU, THE TRANSITION MAY BE GRADUAL.

TIONS

w.o. ~ 62.4' A.B. Empire Laboratories Incorporated Division of Tenacon

BORING


RIG CME-75 FOREMAN Dl\1L

APPROVED # 249450

MONITORING WELL # 66 Page 1 of 6 CLIENT

SITE

C,!) o ..J

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".:-.. .. -:.

-:. -:. -:.

.... :-...

.. e o :-...

.. eo:-...

... -.:-... ... -.:-... ... .... :-: ..

Town of Torrington

Torrington, Wyoming

DESCRIPTION

TOP OF CASING ELEV.: APPROX. SURFACE ELEV.:

0.5 6" TOPSOIL

SILTY SAND Tan, dry, loose

10.0

WELL GRADED SAND WITH GRAVEL Tan, dry to moist, medium dense

Continued Next Page

ARCHITECT/ENGINEER


Wellhead Protection Program

WELL SAMPLES TESTS DETAIL " ..J . ~ . 0 I- 0

I- al lJ.. ... lJJ lJ.. J: >- lJJ Z::C - '-J' >- 0::: Z' 0::: HI-

.-- (J) 0::: lJJ ~ lJ..C,!) ::c UJ ::> I(J) I- ZZ

4303.18ft. I- (J) al lJJ 0 3: (J) OlJJ 0.. U J: 0.. U 1-0 H UO:::

4301.8 ft. lJJ (J) ~ >- lJJ 0....J 0 ZI-0 ~ Z t- o::: (J)al J: ~(J)

-'"' ~O\.3 ----, - -

", ./ -", ./ ... -", ...

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-./ / ' -", ./ ' -./ / ' -", ./ ' --./ / ' -", ./ ...

- ./ / " - 1 SS 12" 19 ", ./ ... 20

Grout " ", / " -~ -

", ./ ... -", / -", ./ ... -

./ ' -", -", ./ -", ./ ' -.... 25-

THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL AND ROCK TYPES: IN-SITU, THE TRANSITION MAY BE GRADUAL. I

BOREHOLE DIA.: 6.25 in WELL DIA.: 2.0 in


WL iI29.7' w.o. !i31.3'

WL

WL Water checked 1 day A.B.




RIG CME-75 FOREMAN D.ML

APPROVED NRS JOB # 24945016 ~

MONITORING WELL # 66 Page 2 of 6 CLIENT ARCHITECT/ENGINEER



(!) o ..J

U H :c a.. <t 0:: (.!)

DESCRIPTION

Grout

WELL DETAIL

;' , / '

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---------

30----------WELL GRADED

SAND WITH GRAVEL Tan, moist, medium dense to dense

;' , / ' 35-

SW -;' / -

;' / ' -;' , / ' -;' ,

/ ' -;' / -;' ,

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Continued Next Page 50



WL i129.7' W.D. .Ji31.3 ,

WL


A.B. Empire Laboratories Incorporated Division of Temcon

SAMPLES TESTS . ~ l- e L1. ... LtJ

>- LtJ Z:J: 0:: Z' 0:: HI-

0:: LtJ ::J L1.(!) LtJ ::> len I- ZZ al LtJ 0 ::3: en OLtJ E: Q.. U 1-0 H Uo:: ::l >- LtJ Q.....J 0 ZI-Z I- 0:: enal E: ::len

2 SS 12" 34




APPROVED NRS JOB # 24945016 ...,j




(!) o ..J

U H :J: 0.. <J: 0:: (!)

~.~ ........

DESCRIPTION

t:~ Grout "I

WELL DETAIL

;' , " ' ;' " ' ;' " ;' , " '

, ;' ::i ------... / '

~ ...... ~~4. Gravel up to 2" in dia. @ 55'

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::~ ;;..~~ ",:",".~ ~~ .. ; -:"",".~

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00 :I: t- oo 0.. U w 00 0 :J

---------

55----------

60---~~ .. ; WELL GRADED

~~ SAND WITH GRAVEL ;' / ' _SW

.. ...... Tan, moist, medium dense to dense ;;..~~ ; ... ~ I;;..~~ -:"",".!'It'

...... ;::~

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~~~ ~~~

;:~ ~ .. ~~~ ~;Z ::~ I.""'".~

~~~ Continued Next Page

/

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/

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,,-

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-/ ' -/ ' 65-/ ' -/ ' -

-/ ' -/ ' -/ ' -/ ' -/ ' -

-/ ' 70-/ ' -/ ' -

-" -" , -/ -/ ' -/ ' -/ ' -

75-


WATER LEVEL OBSERVA nONS

WL ¥129.7' w.O. !i.31.3'

WL



SAMPLES TESTS . X

t- o LL. .. W

>- W Z:I: 0:: Z, 0:: Ht-

0:: W :J LL.(!) W ::> 100 t- ZZ al W 0 :I en ow E: 0.. U t-O H Uo:: :J >- W 0....J 0 Zt-Z t- o:: OOal 1: :Jen




APPROVED NRS JOB # 24945016

MONITORING WELL # 66 Page 4 of6 CLIENT ARCHITECT/ENGINEER



WELL DETAIL " ...J

DESCRIPTION . 0 ~ a:l L1. 1: v >-en ~ ~ 00 a. u W 00 a ::l

" .. '" -" '" ' -" .. '" .. -

-" '" -" .. '" .. -" .. '" -" '" -" '" ' -

" '" .. 80-SW -

" / -" . '" .. -" " .. -

-" /

/ / .. --

" '" .. -/ / .. -"

/ .. 85-/ / .. -

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/ .. -/ / .. -" '" .. -/ / .. -"

/ .. 90 / / .. -" '" .. -/ / .. -

-" '" .. -/ / .. -" '" .. -" '" .. -

-'" .. " 95-/ / .. -" '" .. -/' .. / .. -

" '" ' --" .. '" .. -

" / -" '" .. -" .. '" .. -

Continued Next Page 00-



WL ¥129.7' w.o. !i31.3'

WL

WI.. Water checked 1 day A.B.


SAMPLES TESTS . x ~ a L1. .. W

>- W Z~ 0:: Z, 0:: H~

0:: w ::l L1.(!) W :::> 100 ~ ZZ a:l W 0 3 00 ow 1: a. u ~o H UO:: ::l >- W a....J 0 Z~ z ~ 0:: OOa:l 1: ::lOO

3 SS 12" 45




MONITORING WELL # 66 CLIENT ARCHITECT/ENGINEER

SITE

Town of Tn .... inotnn

DESCRIPTION

WELL GRADED SAND WIre GRAYEL Tan, moist Medium dense to very dense

Continued Next

PROJECT

WELL AIL

Grout

Silica sand

Screen

THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETYEEN SOIL AND ROCK TYPES: IN-SITU, THE TRANSITION MAY BE GRADUAL.

WATER LEVEL OBSE~VA nONS

" . t-lL. '-"

::I: t-a. UJ Cl

W.O. !i31.3' A.B. Empire Laboratories Incorporated Division of Tcrracon

Baker & Associates

..J . 0 t-cc lL. l: >->- 0:: Z"' (I) 0:: W

W ::> 1(1) (I) cc W 0 ::I u l: Q.. U t-o (I) ::l >- W a...J ::J Z t- o:: encc

4 SS 10" 10

.U'-"n..J."''U STARTED

BORING COMPLETED

RIG Cl\fE-75

50f6

~ o .. W

W z:::c 0:: Ht-::l lL.(!) t- ZZ en ow H uo:: a zt-l: ::len

8-3-94

FOREMAN DML

JOB # 24945016

CLIENT

SITE

(!) o ..J

U H ~ a.. ([ ~ (!)

Town of Tnl...-irsn+l~n

DESCRIPTION

WELL GRADED SAND WITH GRAVEL Tan, moist to wet Medium dense to dense

MONITORING WELL # 66 ARCHITECT/ENGINEER


WELL AIL " ..J . . 0 t-..... eD LL

LL E >-- >- ~ z'\. en ~ UJ

~ UJ :> .en ..... en eD UJ 0 ::I a.. u E Q.. U t-o UJ en ::J >- UJ Q....J c ::J Z t- ~ eneD

sw

Screen

40

60f6

~ o ... UJ

UJ Z::I: ~ Ht-::;) LL('!) t- zz en OUJ H U~ 0 zt-E ::;)en

45.0 BOTTOM OF BORING

45-+--r--+--+-~~--~--~--~


w A.B. Empire Laboratories

Incorporated Division of Temcon

BORING STARTED



NRS JOB I




(!) o -.J

U H :t:

DESCRIPTION

~ TOP OF CASING ELEV.: 3i APPROX. SURFACE ELEV.:

4247.3 ft. 4247.5ft.

WELL DETAIL

~~~----~~~~~---------------------- ----.»". 0.5 6" TOPSOIL .' -:. -:-..

'.' -:.

-:-.. '.' • e

o:_:·.

". .. '.' -:.

-:-... '.' -:.: ..

.... : .... '.' -.. :-... . ':.:' 11.0


WELL GRADED SAND WITH GRAYEL Tan, dry to moist, medium dense

Continued Next Page

-

-" " " " " " " " " Grout ,,,'

-=..::=~------~, "

/

" /

" / '

" /

" , /

" /

" /

" /

" /

" " "

" " " " " ,

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/ '

/ ' /

/ ' / ' /

/ ' / ' / ' / '

/ ' / ' /

/ ' / ' / ' / ' / ' / ' /

/ ' /

/ ' /

/ ' /

/ ' /

/ ' /

/ ' /

/ ' /

/

/ ...



-. .... lJ.. -:t: .... 0.. W 0

---------

5----------

10----------

15--------

-20

---------

25-

SAMPLES -1 . ~ 0 .... co lJ.. .. E: >- W >- 0::: Z, 0::: (I) 0::: W :::;)

W => 1(1) .... (I) co w 0 3 (I) U E: 0.. U ... 0 H (I) :::;) >- W 0..-1 0 :::;) Z .... 0::: (I) CO E:

SM

SW

1 SS 12" 21

I BOREHOLE OIA.: 6.25 in WELL OIA.: 2.0 in

BORING ST ARTEO

TESTS

0 W z:t: H .... lJ..(.!) ZZ OW UO::: Z .... :::;)(1)

8-8-94

WL ¥ None W.D. ~None

WL

A.B. Empire Laboratories Incorporated



WL Water checked 1 day A.B. Division of Terracon


CLIENT

SITE

(,!) 0 ..J

U H :r: 0-<I: Q: (,!)

MONITORING WELL # 67

Town of

DESCRIPTION

Increased gravel 2" in dia. @ 27'

WELL GRADED SAND WITH GRAVEL Tan, dry to moist Medium dense to dense

Silica sand

ARCHITECTIENGINEER


WELL AIL " ..J . . 0 l-

l- to LL LL 1: > "-/ > a:: z"' en a:: w :r: w :> len I- en to w 0 ::I 0- U 1: 0- U 1-0 w en :::l > W O-..J C :::l Z I- a:: en to

30

35

40

45

2 SS 12" 33

20f3

~ e ... W

W Z:I: a:: HI-::l LL(!) I- ZZ en ow H ua:: 0 ZI-E: ::len

Continued Next 50-+--+--4--4---~--4---4---~

HE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES ET~EN SOIL AND ROCK TYPES: IN-SITU, THE TRANSITION MAY BE GRADUAL.


~None w.o. ~None A.B. Empire Laboratories Incorporated Division of Terracon

BORING


RIG Cl\1E-7S FOREMAN Dl\1L

NRS lOB #

MONITORING WELL # 67 R~ge3 of3

CLIENT ARCHITECTIENGINEER

Town of Tv .... -iU6LV" Baker & Associates SITE PROJECT

TtJ .... ~· .. 11'. . ! . Wellhead Protection ~ ""6&"au "".1- "e

WELL (!)

DESCRIPTION DETAIL " ...J 0 . 0 ...J t- eo

LL 1: U - >-H CJ) :I: :I: a.. t- CJ) <I: a.. u Q: UJ CJ) (!) c ::J

r:~~ f= ~- -

~:. .. .-r=: -- -~~~ ~-

-

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

~.~ ~ · -~,~ - f= · I- ->~ •• f= · ~~ .. ~ -I- _

~ · --~~~ ~ -55-

~~4t WELLQRADED I-~ SW I- - · -

~:~ SAND WITH QRAYEL I- ': ~ · -~~. I· : f= .- -Tan, dry to moist I· f= '., fiii."~ Medium dense to dense

I- - f= _. -fiii.~~

I- _ f= - . -f=

,~.; - f= · -~~~

I- -1-,- ~ ..

~~~ I- - ~ - . -f= -

~~4t : f= .-60-

~~~ :: - r=: :. -I- _ f= · -~~~: - f= · -

~:~ I- f= ~ .. -~ 62.5 ~\C}?~

I- " ~ · -

~~ - - I- _ ~ -.- -

WEA THERED SlLISIQNEI -~ .- -~~ 1-: -~ ':,. -

CLAYSIQNE ~

I I"-~ •

Pink, dry to moist L:.-~ • -65

66.0 Moderately hard

... \ it C; --

BOTTOM OF BORING



WL¥ None W.D. :t: None

WL

lWL Water checked 1 day A.B.


SAMPLES ""1;5TS . X t- e LL .. UJ

>- UJ Z:I: 0::: Z"' 0::: HI-

0::: UJ :l LL(!) UJ ::> ICJ) t- ZZ eo UJ 0 :J: CJ) OUJ 1: a.. u t-o H uo::: ::J >- UJ a.....J 0 zt-Z t- o::: CJ)eo 1: :lCJ)

3 SS 12" 42




I JOB 24945016

LOG OF BORING No. 67 A Page 1 of 4 CLIENT ARCHITECTIENGINEER



(!) o -I

~ DESCRIPTION ::r: 0.. ([ 0:: (!) Approx. Surface Elev.: 4266.4 ft.

A~A 0.5 6" TOPSOIL •• 0 •• ..

..... .. ... .. .. ..

. :.0. .. .. .. ..

... ... .....

7.0


WELL GRADED SAND WITH GRAVEL Tan, moist, medium dense

Continued Next Pa2e

4265.9

4259.4

'" -I . 0 t- aJ lJ... 1: - >-

CJ) 0:: ::r: UJ t- CJ) m 0.. U 1: UJ 00 ::> 0 :::) Z

----

- SM ----

5-----

---

- 1 10 -

---- SW ----

15----------

20-----

-----

25-



WL ¥ None W.o. ~None WL



SAMPLES TESTS . x >-

t- t- o lL.

>-0:: Z", W ::> 100

UJ 0 :3: 0.. U t-o >- w 0..-1 t- o:: OOaJ

.. H W W 00 Z::Z:: 0:: Z Ht-:::) W lJ...(!) t- o ZZ 00 ow H >-lJ... UO::lJ... 0 O::U zt-oo 1: 00.. :::)CJ)o..

SS 12" 16





LOG OF BORING No. 67 A Page 2 of 4 CLIENT

SITE

t!) o ..J U H :::x:: n.. <J: 0:: t!)

Town of Torrington

Torrington, Wyoming

DESCRIPTION

WELL GRADED SAND WITH GRAVEL Tan, moist, medium dense to dense

Continued Next Page

ARCHITECTIENGINEER


Wellhead Protection Program SAMPLES TESTS

" ..J . X >-. 0 l- I- 0 I- ID u.. ... H UJ I.&.. :I: >- UJ CJ) z:::X:: '\,.;' >- 0:: Z, 0:: Z HI-CJ) 0:: UJ ::J UJ u..(!) :::x:: UJ ::> ICJ) I- 0 ZZ I- CJ) ID UJ 0 :::t CJ) OUJ a.. u :I: a.. u 1-0 H >-u.. uo::u.. UJ CJ) ::J >- lLJ n....J 0 o::u ZI-CJ) 0 ::J Z I- 0:: CJ)ID :I: on.. ::lCJ)n..

-------

- 2 SS 12" 26 30

----

--SW ---

35----------

40-----

-----

45-----

---- 3 SS 12" 35

50-+--r--+--r--+----r---~--~--~



WL ¥ None W.D. J: None

WL


A.B. Empire Laboratories Incorporated Division of Tcnacon



RIG Cl\fE-7S FOREMAN DML


LOG OF BORING No. 67 A Page 3 of4 CLIENT ARCHITECTIENGINEER


.., . lUll Wellhead Protection ~& "6& cuu

w o ..J

U H :I: 0. <I: 0:: (.!)

~ 62.0

DESCRIPTION

WELL ORAD ED SAND WITH GRAVEL Tan, moist, medium dense to dense

SANDY LEAN CLAY WITH TRACE ORA VEL Tan/pink, moist, medium to stiff

WEATHERED SILTSTONE! CLAYSTONE Pink, dry to moist Moderately hard

Continued Next Page

4210.4

4204.4

,... ..J . 0 t- al U. E: '-' >-(I) 0:: :I: lJJ t- (I) al 0. U E: w (I) :J C :J Z

----

-=,SW --

55------=CL --

60----------

65-----

-----

70-----

-----

75-



WL ¥ None w.o. It: None

WL

Water .L •• - ~ 1 day A.B.


SAMPLE~) TESTS . x >-t- t- C U. ... H W >-

0:: z'\. W ::> 1(1)

W 0 :3:

lJJ (I) Z:I: 0:: Z Ht-:J W u.w t- C ZZ (I) ow

0. U t-o >- W 0...J t- o:: (l)al

t-f >-u. uo::u. 0 o::u zt-(I) E: co. ::J(I)o.


IBOIRINfG' COMPLETED 8-8-94


JOB : ,n. :=~16

LOG OF BORING No. 67 A Page 4 of 4 CLIENT ARCHITECT/ENGINEER



(!) a ...J

u H ::I: a.. <I: 0:: (!)

DESCRIPTION

WEATHERED SILTSTONE/ CLAYSTONE Pink, dry to moist Moderately hard

~,.. 0/ • .) SILTSTONE/CLAYSTONE Pink, moist, hard

BO'rrOM OF BORING

4179.4

7J.1::1.J.

" ...J . 0 .... £D LL I: '"' >-(J) a:: ::I: 1.1.1 .... (J) £D Q,. U I: 1.1.1 (J) ::::l 0 ::::l Z

----

-----

80----------

85----

.d.



WL ¥ None W.D. ~ None

WL


A.B. Empire Laboratories Incorporated Division of Tcrracon

SAMPLES TESTS . ~ >-.... .... 0 LL ... H 1.1.1

>- 1.1.1 (J) Z::I: a:: z", a:: Z H .... 1.1.1 ::l 1.1.1 LL(!) ::> I(J) .... 0 ZZ

1.1.1 0 :3: (J) 01.1.1 Q,. U .... 0 H >-LL Ua::LL >- 1.1.1 Q,....J 0 a::U Z .... (J) .... a:: (J)£D I: OQ,. ::l(J)Q,.

~~ -::t" 4\()/-::t





MONITORING WELL # 68 Page 1 of 1 CLIENT ARCHlTECTIENGINEER

Town of T val. -!uel.vu Baker & Associates SITE PROJECT

..... ~- .. ",,- .~. IvaI. 'f'f -~~.e Wellhead Protection ~ .. Vel. '&1.11

§ DESCRIPTION u H :I: 0.. <t 0::: (.!)


4094.1 ft. 4092.1 ft.

WEll DETAIL

,..---

" -I . 0 t- al lJ.. l: '-" >-

(I') :I: t- (I') 0.. U lLJ (I') 0 ::l

-'-A~A 0.5 6" TOPSOIL 4091.6 ';" '-i· :-== Gr=o . .=.=....ut ____ ~,~ , =: SM

: n ~7h ~ _ : 3.0 SILTY SAND 4089.1 .... ~ F -

... :.....,~ .. ~----.\Brownltan, moist, loose L ~ I: - -~~;. '-----------------J\! ~,. - -~., ~.. ~ . =" - -~~~ =._. -~~_'- 5-~~~ WELL GRADED .:.:~::~_ _ ~:~ SAND WITH GRAVEL : =1:. : =: .-.;: Tan, moist to wet, medium dense -~~~ =".-l,;,,;._.- '=" - -~~ -LO../._.- -I' - - SW

-

SaMPLES TESTS . ~ t- o lJ.. .. lLJ

>- lLJ Z:I: 0::: Z"' 0::: Ht-

0::: lLJ ::l lJ..(.!) lLJ :> 1(1') t- ZZ al lLJ 0 3 (I') OlLJ l: 0.. U t-o H uo::: ::l >- lLJ 0..-1 0 zt-Z t- o::: (l')al l: ::l(l')

~~~ ~I'- -~ ~~. = I' -: -+--+---i~~~--+---f__-+_-_f r--:--.:: . = - - 1 SS 12" 13 ~ ~Z ~:: -10 -+--+--+---+--4--___ I---+------I

~~~ . =" - -....... = - -~~~ =:: - -~~~ Silica sand , .. =1' - -.~.-: ..;;;;..;;.;;;.;..;..;..-----~,Jt- . =1' _ -.:,.,.... -r· -

.... --':.. .' =1'·- -t~ ·'=1:: r:-.,;.".~ . = - -~~.- -I' - -

.~~ =''- 15-~."'!- =" - -~~~ Screen ,;"=1' -~~~ '~=I'-

---l,;,,;.-:..' =1' ~-

~.:...." '=1:: -... -"..,;:. =1' -,~~ --":~... . == ._- -... -~ =1': -.~ = -~.~ =" 20-~ ... ..;;,; "= .-~. ~ - - -~.~ .= -....... -~ '. = -~~ =" -.. ;...~ 23.0 4069.1 -

BOTTOM OF BORING

ITI TIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES IBETYEEN SOIL AND ROCK TYPES: IN-SITU, THE TRANSITION MAY BE GRADUAL.


3.8' W.D. ~ 3.7'

WL

A.B. Empire Laboratories Incorporated

I BOREHOLE DIA. 6.25 in WELL DIA.: 2.0 in

I HU1U'IU STARTED

BORING COMPLETED

8-2-94

8-2-94


lWL Water- -- .w 1 day A.B. Division of Terracon

IAPt-'KUVr.U NRS I JOB 24945016

MONITORING WELL # 69 1 of 1 CLIENT ARCHITECT/ENGINEER

SITE

(!) o -.J

U H ::I:

Town of Tnl ..... rlcrt'\ft

DESCRIPTION

~ TOP OF CASING ELEV.: 85 APPROX. SURFACE ELEV.:

0.5 6" TOPSOIL

7.0

24.0

SILTY SAND Brown, moist to wet, loose

WELL GRADED SAND W1IH GRAVEL Tan, wet, medium dense

BOTTOM OF BORING

PROJECT

WELL " . .... LL -::I: ....

4171·.1 ft. Q..

4175.0 ft. UJ C



-.J 0 co 1: >-CJ)

CJ) U CJ) :J

Baker & Associates

. ~ .... LL ...

>- W 0: Z'" 0:

0: W ::J W :> ICJ) .... co w 0 :1: (I) 1: Q.. U .... 0 H ::J >- W Q..-.J 0 Z .... 0: CJ)co 1:

BOREHOLE OIA.: 6.25 in WELL OIA.: 2.0 in

BORING STARTED

0 W z:::z:: HI-LL(!) zz ow uo: ZI-::J(I)


RIG FOREMAN DML

LOG OF BORING No. 69 A Page 1 of 5 CLIENT ARCHITECTIENGINEER

Town of Torrington Baker & Associates

SITE PROJECT


DESCRIPTION

Approx. Surface Elev.: 4174.6 ft.

m ?~ 6" TOPSOIL Ft . .z... •• ~----L....u.., SAND LEAN CLAY : .?. . Blacklbrown, moist, soft · :~:.: .. ...

-0:-:'. · . · -.:-.: . ...

SILTY SAND · .- :.: Brown, moist to wet, very loose · . · ~ .. :.:. : · -.:-: ..

-.::-: .. .. ..... -...

· . -.:-:. 8.5

Continued Next Pa2e

4166.1

'"' ~ . 0 t- cc U. ~ ...., >-CJ) 0::: :I: LLJ t- CJ) cc ~ U E LLJ CJ) ::J 0 ::l Z

-_CL -------

5-SM -

---

-----

10-----

-----

15-SW -

---

-----

20-----

-----

25-



WL ~ 3.5' W.D. ~ 3.5'

WL



SAMPLES TESTS . ~ >-t-U. >-

0::: Z", LLJ :> ICJ)

LLJ 0 3:

t- e .. H W LLJ CJ) Z:I: 0::: Z Ht-::J LLJ u.(!) t- o ZZ CJ) OLLJ

~ U t-o H >-u. ua:::u. >- LLJ ~~ 0 o:::u Zt-CJ) t- o::: CJ)CC E o~ ::lCJ)~





LOG OF BORING No. 69 A Page 2 of5 CLIENT ARCHITECTIENGINEER

SITE

(!) o ..J

U H ::I: Q.. <J: Q: (!)

Town of Torrington

Torrington, Wyoming

DESCRIPTION

WELL GRADED SAND WITH GRAVEL Tan, wet, medium dense to dense

Continued Next Page

PROJECT

" ..J . 0 I-- m IJ.. 1: - >-en Q: ::I: w I-- en m Q.. U 1: W en :J e :J Z

---------

30----SW -

-----

35----------

40----------

45-----

-----

50-



WL ¥ 3.5' w.o. ~ 3.5'

WL


A.B. Empire Laboratories Incorporated Division of Tcmcon

Baker & Associates

Wellhead Protection Program SAMPLES TESTS

. I--IJ..

>-Q: z", w ::> len

w 0 :3:

x >-I-- e

W H W en Z::I: Q: Z HI--:J W IJ..(!) I-- e ZZ en ow

Q.. U 1--0 >- W Q....J

H >-IJ.. UQ:IJ.. 0 O::U zl--en

I-- Q: enm 1: co.. :Jeno..



RIG CME-7S FOREMAN Dl\1L

APPROVED NRS JOB 1/ 24945016




(!) o -1

U H ::I: a.. <I: 0:: (!)

80.0

DESCRIPTION

POORLY GRADED SAND WITH GRAVEL Tan, wet, medium dense to dense

Continued Next Page

4094.6

" -1 . 0 I- eo 11.. E: - >-(I) 0:: :J: W I- (I) eo 0.. U E: lLJ (I) ::l 0 ::l Z

----

- SP ----

80-----

--- SW --

85----------

90----------

95-----

-----

100-



WL i 3.5' W.D.:J: 3.5'

WL



SAMPLES TESTS . x >-l- I- 0 IJ.. ... H lLJ

>- W (I) Z:J: 0:: Z' lLJ

0:: Z HI-::l W 11..(!)

:> 1(1) I- 0 ZZ w 0 :3: CI) OlLJ 0.. U 1-0 >- lLJ 0..-1 I- 0:: (I) eo

H >-11.. UO::IJ.. 0 O::U ZI-(I) E: 00.. ::l(l)o..






SITE

(!) o ..J

U H :r: 0.. ([ 0:: (!)

Town of Torrington

Torrington, Wyoming

DESCRIPTION

WELL GRADED SAND WITH GRAVEL Tan, wet, dense

PROJECT

" ..J . 0 t- al lL. E: - )-

en 0:: :I: 1J.J t- en al 0.. U E: lJJ en ::J e ::J z

-----sw ----

Baker & Associates

Wellhead Protection Pr02rant SAMPLES TESTS .

t-lL.

)-a::: z, UJ :> len

1J.J 0 ::t 0.. U t-o )- UJ 0....J t- a::: enal

~ )-t- e ... H UJ

1J.J en Z:I: 0:: Z Ht-::J lJJ lL.(!) t- e zz en OUJ H )-lL. ua:::lL. 0 a:::u zt-en E: co.. ::Jeno..

BOTTOM OF BORING 4069.3 105 -+-I---,-+-~-~~+---J.~" -?-OI--/':\I----4----1--~



WL ¥ 3.5' W.o. ~ 3.5' WL





RIG CME-75 FOREMAN Dl\fl



Baker & Associates SITE PROJECT

T ~. ..... . ., ., J "a&&&£a~ Wellhead Protection ~1. Vel. cu ....

WELL Ut:.IHJ.L. ~ .

lL.

SAMPLES TESTS (!) o ...J

DESCRIPTION

U H ::I:

r-- _

Q. <I: 0:: (!)


0.5 6" TOPSOIL

SILTY SAND 3.0 Brown/tan, dry to moist, loose

4118.7 ft. 4116.4ft.

-"'u S.q Grout

-;~'''' ,..

,..

-, , , ,

::I: .Q. W o

---SM ---~~~.~~------------------------------------------------------------,..

~~ POORLY GRADED ~ I' -= ~ :!" SAND WITH GRAYEL ~ r; :!" Tan, moist, loose to medium dense %~~ 5 -= SP ~.. Bentonite -~ e~ ~~-~;~ ~ = ~.. ::. ': -~~ Silica sand ~I' • ' '- -

0:: W co 1: ::l Z

W Q. >.-

>-0:: W ::> o u w 0::

.. W 0:: ::l .(I) H o 1:

o W Z:::L HtlL.(!) ZZ ow uo:: Z.::l(l)

~ tI: ...;;..;;..;~~.....;..;...------------~~ . .- -~,,, I_·,.~~,- ~---r-~----r---~------~---+----~

... ~ :: . ~': _ _ 1 SS 12" 10 ~ ~!", I' . 1= ' '.- 1 0 -t----+----+---t----+------+----~-----f

:..: I' •• ~ _ -~:!" r-I"'!"";., • 1 ,. • " ..... _ l A I' . ~" _ -~ 1 .... ~ ""'0""\.'" _I' ~. _

~ .. ~ I--~'- -

~~.;.;. I, • ~" - -

fiii.~~ I· '1=' - -~~.; I-.~·- -.... ~ WELL GRADED :~ __ _

[.,;.~.. I' r-'-~ .. ~ SANDWIIHGRAVEL I' 'f=.- -~~~ Tan, moist to wet, medium dense I' - §. - 15 -= SW ~... I_ 'f=.,-

15

"""- ,i,;;,' 1-' f= -~~ r-.. ::~ I-.~._

"'-.i,;;, I-'~ -

.--: 1,'1= - -= ~ ~ I·. ~ _ _

.-; ¥ I-'~ -

2 SS 12"

---

.-; I- '1=-- _ ~- ; I, - ~ • 20 -+----+----+---t----+------+----~-----f fiii.- ~ I- -f=,- -~ C'I_____ I- - f= - -

.~ ~~~~Il "~ ~~ -

~... I' ~-. -F~4'1=-- -"""-~,, I"~-',- -~... :~.- -~~~ I: .~"- -~~. I'~ r-~--: ~ '- -

-- 25-Continued Next ~e

I T I TI FICA TI ON LI NES REPRESENT THE APPROX I MATE BOUNDARY LI NES IBETWEEN SOIL AND ROCK TYPES: IN-SITU, THE TRANSITION MAY BE GRADUAL.


WL I¥ 19.0' w.o. ~ 18.5'

WL

lWL Water _lL _W ~ 1 day A.B.


I BOREHOLE DIA.: 6.25 in WELL DIA.: 2.0 in

BORINGST,

BORING COMPLETED

8-1-94

8-1-94



Town ofT -~

SITE rroo. ..".. lUll YY

OESCRIPTION

Screen

PROJECT

WELL IOETAIL ~ ....

U.

r··~r· r·· t=1. I. ·.;,1--1· .•

'-/

:J: .... 0-IJJ C

---

Baker & Associates

Wellhead Protection i' I U~1illl1 SAMPLE~ t:.~I~

-J a CD 1:: >-CJ) ~

IJJ CJ) Ul U 1:: CJ) ::J ::J Z

>~ IJJ ::>

UJ a 0- U >- UJ .... ~

.. UJ 0:: :l .... (J) H a 1::

WELL GRADED SAND WITH GRAVEL

:"'t- . r. I--I.·~I'· I·.~I··:

_SW -

Tan, moist to wet, medium dense --

BOTTOM OF BORING

ITHE IFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES IBE~E~ SOIL AND ROCK TYPES: IN-SITU, THE TRANSITION MAY BE GRADUAL.

~TER LEVEL uHsr;KvATION~

WI.. I~ 19.0' w.o. ~ 18.5'

WI..

L Water checked 1 day A.B.




I~ u, ... ,..'hl) NRS JOB # 24945016

MONITORING WELL # 71 Page 1 oC 2 CLIENT ARCHITECT/ENGINEER

Goshen County Baker & Associates SITE PROJECT

Tuu· Wellhead Protection ~1. u~1. CUU

SAMPLE~ rESTS . C,!) o ..J DESCRIPTION

WELL IDETAIL ~

I-IU.

c w Z~ HIu.C,!) ZZ ow ua:::

U H ::I: a.. <I: a:: C,!)


..,.x.;<.;......,..,..x~Oa-.~......, FILl.-Sandv lean clav ". \~ moist, medium

. 5.0

SILTY SAND Brown/tan, moist, loose

WELL GRADED SAND WITH GRAVEL Tan, moist, medium dense

4112.6 Ct. 4110.6 Ct.

.d.ll () 1

Grout

4105.6

..... .

...

~ ~

-

::I: Ia.. UJ Cl

_CL ---,

... -:=SM

J ' ...

,

,

--

, 5-, -...

...

...

----SW

I·. I·. -. .: -

::-'. ~I·:··· 1-· • ~I·~-· I·.=::' .:

---

.~. -::. ~ . 15-I· . t=:1. . -- -1.·=· -

Silica sand ~ I· . E· -~~~=-----~~ .- =.- -

= 1.-: -1:'-1-·· =1-:· I·. = .-

--

a:: UJ to I: ::J Z

UJ a.. > I-

> a:: UJ :> o u UJ a::

1 SS 12"

2 SS 12"

z'\,. 1(1)

3: 1-0 a....J 00 to

10

18

.. UJ a:: ::l I-00 H o I:

ZI::len

. ~. -:: . = .. ' 20 -+-+--+---+--+---+---+---1

Continued Next Pa2e

-.r'<_____ I· . = '. -~~~r~~n~ ______ ~~t~-~:. _

'.'~-

I == --1·.= '. .=. -=

I··E 1·.= '. -

-- .I· =,_.- _ I: =.' 25-


WATER LEVEL UH~I:KV. ~TIONS

WL¥ 22.5 w.o. ~ 22.5'

WL

Water _W _W 'I 1 day A.B.



BORING STARTED


RIG CME-75 FOREMAN Dl\1L JOB : ... n .... AI6

CLIENT

SITE

(.!) o ..J

U H J: a.. <I: 0:: (.!)

Goshen County

..,. W .. 7·

.lUll ....

DESCRIPTION

MONITORING WELL # 71 Page 2 of 2 ARCHITECT/ENGINEER


Wellhead Protection i" I U~I cUll

WELL DETAIL ~

llL. '-/

J: Ia.. IJJ c

SAMPLE~ rESTS ..J • o I-4) lL. 1: >->- 0::: z, (I) 0::: UJ

UJ :> 1(1) (I) 4) UJ 0 :I U 1: a.. U 1-0 (I) ::l >- UJ a.. ..J ::l Z I- 0::: (1)4)

c .. UJ

UJ Z:J: 0::: HI::l lL. (.!) I- ZZ (I) OUJ H UO::: o ZI-1: ::l(l)

~r.-~--+--+--~--+---+----+--~----+-------~ I' ~,., -

33.0

WELL GRADED SAND WITH GRAVEL Tan, moist, medium. dense

BOTTOM OF BORING

Screen

4077.6

,. 1=1' -: -.1= :

[. 1--[. --'·o·';.}::::'· -,. ,,~,:-: -

.1=: -r: .1=:: - -

I-- -I' .1--,. -- _

1= :1-- - 30-:: .1=:: - -

I' .1=[:-: -.1=. -SW

I· I--r· --



WL I¥ 22.5 w.o. J: 22.5' A.B. Empire Laboratories WL Incorporated

lWL Water • • • 1 day A.B. Division of Terracon

,J.l II1IN '. ST. 8-2-94


RIG CME-75 FOREMAN DML I A... c ..... ..., y't::JJ NRS # 24945016 ..4

MONITORING WELL # 72 Page lof2 CLIENT ARCHITECTIENGINEER

Goshen County Baker & Associates SITE PROJECT

T' Wellhead Protection ~I. Vf;1. Am

WELL UI:.IAJ.L ~ ....

SAMPLES TESTS (!) o ...J

U H ::I: a. ([ Ct: (!)

DESCRIPTION


0.5 6" TOPSOIL

4.0

8.5


POORLVGRADEDSANP WIlli TRACE GRAVEL Tan, moist, loose

- ~

...J o al E: >(I)

4115.0 ft. 4113.1 ft.

4112.6 ;-;' ,

;'

Grout " ;' , ~:..:::..:=-----~

7 ;,'

4109.1 ;' ;'

;' ...

;' ...

;' oJ

;' ...

;' ...

4104.6 ;,'" ;'

-... , ... , -.i ,

::I: .... a. w o

-

------

(I) U (I) ;:)

... 5-, _ SP , , , ,

------

Ct: W al E: ;:) Z

w a. >....

>Ct: w :::> o u w Ct:

1 SS 12" 14

.. w Ct: ;:) .... (I) H o E:

o W Z::I: H .... LL(!) ZZ ow uCt: z .... ;:)(1)

~ -=B=en=t=om=·=te:.-___ ~ ~'~

~

~ -~ 10 ~_ -+--+--+--+----+---+---1

~ = WELL GRADED SAND WITH GRAVEL Tan, moist to wet, medium dense

I· . - -I· I· _ -

-~ -I.'·=·-:i. -,,' = ',- --". ==' - 15 - SW .-= -- -

Silica sand , '. =1. -- -~~~~~---~~, .. ~.'- -

:-;:::.- -~.;:::: -.";:::: -.. ;:::: '. -;::::.

:.=. - - 2 SS 12" 18 Screen'. ~;:::: '. 20 -+--+--+---+--+--+---+---; ~~~---~~~~-=-~" -

':.= -== '. -

.= .- -:: . ;::::

""-I •• ;::::.'.-

--

.;::::.- -i. =. --. =.,' -" ;:::::': 25-

Continued Next Page

THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BET~EEN SOIL AND ROCK TYPES: IN-SITU, THE TRANSITION MAY BE GRADUAL.


WL i 23.5' w.o. J: 22.7'

,WL

Water checked 1 day A.B.



H( IK Nt. STARTED




Goshen COllntv Baker & Associates SITE PROJECT

T ...! ...... ... . ""J""&&&~ Wellhead Protection r-& V6& A&U

(.!) o ...J

U H ::x: a.. <I: 0:: (.!)

DESCRIPTION

WELL GRADED SAND WIIH GRAVEL Tan, moist to wet, medium dense

BOTTOM OF BORING

WELL UI:.IH.LL

,.... . l-LL -::x: l-a.. lLI C


~TER LEVEL Uts~1:.K vA nONS

WL I¥ 23.5' w.o. .J: 22.7'

WL

,WL Water checked 1 day A.B.


...J 0 cc 1: >-(/)

(/) u (/) :J

SAMPLE5 _TESTS . ~ l- e LL .. W

>- W z:C 0: Z, 0: HI-

0:: W :J LL(!) w :::> I(/) I- ZZ cc w 0 3 (J) ow 1: a.. u 1-0 H UO:: :J >- W a.....J 0 ZI-Z I- 0:: (/)cc E: :J(J)

H( IK INti 'ARTF:D


RIG Cl\1E-7S FOREMAN DML APPROy r.1J NRS

MONITORING WELL # 73 Page lof2 CLIENT

SITE

(.!) o .J

U H J: 0. <J: 0::: (.!)

Goshen County

.... w... . J.VIlIL "

DESCRIPTION


~ 1 0 FILL-Sandy lean clay ~~t--'---"'\Brown, moist, medium

· ·

· · · · · ·

· · -'

· · . · .' · · · . · 8.0


WELL GRADED SAND WITH GRAVEL Tan, moist to wet Loose to medium dense

ARC HITECTIENGINEER

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:TI IFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BET\lEEN SOIL AND ROCK TYPES: IN-SITU, THE TRANSITION MAY BE GRADUAL.

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DESCRIPTION

WELL GRADED SAND WITH GRAVEL Tan, moist to wet Loose to medium dense

BOTTOM OF BORING

ARCHITECTIENGINEER

PROJECT

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DRILLING AND EXPLORATION

DRILLING & SAMPLING SYMBOLS: SS : Split Spoon - 1%" 1.0., 2" 0.0., unless otherwise noted ST : Thin-Walled Tube - 2" 0.0., unless otherwise noted

PS : Piston Sample WS : Wash Sample

R : Ring Barrel Sampler - 2.42" 1.0., 3" 0.0. unless otherwise noted. PA : Power Auger HA : Hand Auger DB : Diamond Bit = 4", N, B AS : Auger Sample HS : Hollow Stem Auger

FT : Fish Tail Bit RB : Rock Bit BS : Bulk Sample PM : Pressure Meter DC : Dutch Cone WB : Wash Bore

Penetration Test: Blows per foot of a 140 pound hammer falling 30 inches on a 2-inch 0.0. split spoon, except where noted.

WATER LEVEL MEASUREMENT SYMBOLS: WL : Water Level WCI : Wet Cave in DCI : Dry Cave in AB : After Boring

WS : While Sampling WD : While Drilling BCR : Before Casing Removal ACR : After Casting Removal

Water levels indicated on the boring logs are the levels measured in the borings at the time indicated. In pervious soils, the indicated levels may reflect the location of groundwater. In low permeability soils, the accurate determination of groundwater levels is not possible with only short term observations.

DESCRIPTIVE SOIL CLASSIFICATION

Soil Classification is based on the Unified Soil Classification system and the ASTM Designations 0-2487 and 0-2488. Coarse Grained Soils have more than 50% of their dry weight retained on a #200 sieve; they are described as: boulders, cobbles, gravel or sand. Fine Grained Soils have less than 50% of their dry weight retained on a #200 sieve; they are described as: clays, if they are plastic, and silts if they are slightly plastic or non-plastic. Major constituents may be added as modifiers and minor constituents may be added according to the relative proportions based on grain size. In addition to gradation, coarse grained soils are defined on the basis of their relative in-place density and fine grained soils on the basis of their consistency. Example: Lean clay with sand, trace gravel, stiff (CLl: silty sand, trace gravel, medium dense (SM).

CONSISTENCY OF FINE-GRAINED SOILS

Unconfined Compressive Strength, Qu, psf

< 500 500 - 1,000

1,001 - 2,000 2,001 - 4,000 4,001 - 8,000 8,001 - 16,000

Consistency

Very Soft Soft Medium Stiff Very Stiff Very Hard

RELATIVE DENSITY OF COARSE-GRAINED SOILS: N-Blows/ft Relative Density

0-3 Very Loose 4-9 Loose 10-29 Medium Dense 30-49 Dense 50-80 Very Dense 80 + Extremely Dense

PHYSICAL PROPERTIES OF BEDROCK

DEGREE OF WEATHERING:

Slight

Moderate

High

Slight decomposition of parent material on joints. May be color change.

Some decomposition and color change throughout.

Rock highly decomposed, may be extremely broken.

HARDNESS AND DEGREE OF CEMENTATION: Umestone and Dolomite: Hard Difficult to scratch with knife.

Moderately Can be scratched easily with knife,

Hard Cannot be scratched with fingernail.

Soft Can be scratched with fingernail.

Shale, Siltstone and Claystone: Hard Can be scratched easily with knife, cannot

be scratched with fingernail.

Moderately Hard

Soft

Can be scratched with fingernail.

Can be easily dented but not molded with fingers.

Sandstone and Conglomerate: Well Capable of scratching a knife blade. Cemented

Cemented

Poorly Cemented

Can be scratched with knife.

Can be broken apart easily with fingers.

Empire Laboratories, Inc. A Division of The Terracon Companies, Inc. -_ .....

UNIFIED SOIL CLASSIFICATION SYSTEM

Soil Classification

Criteria for Assigning Group Symbol. and Group Names Using Laboratory T e.t~ Group Symbol Group Namel

Coarse-Grained Gravels more than Clean Gravels Less Cu ~ 4 and 1 ~ Cc ~ 3E GW Well-graded gravef Soils more than 50% of coarse than 5 % finesc

50% retained on fraction retained on No. 200 sieve No.4 sieve Cu < 4 and/or 1 > Cc > 3E GP Poorly graded gravef

Gravels with Fines Fines classify as ML or MH GM Silty gravel,G,H more than 12% finesc

Fines classify as CL or CH GC Clayey graveIF.G.H

Sands 50% or more Clean Sands Less Cu > 6 and 1 < Cc < 3E SW Well-graded sand' of coarse fraction than 5 % finesE

passes No. 4 sieve Cu < 6 and/or 1 > Cc > 3E SP Poorly graded sand'

Sands with Fines Fines classify as ML or MH SM Silty sandG.H.1 more than 1 2 % finesD

Fines Classify as CL or CH SC Clayey sandG.H.I

Fine-Grained Soils Silts and Clays inorganic PI > 7 and plots on or above "A lineJ CL Lean clayK.L.M 50% or more Liquid limit less passes the than 50 PI < 4 or plots below "A" IineJ ML SiltK.L.M No. 200 sieve

organic Liquid limit - oven dried Organic clay'U-M.H < 0.75 OL

Liquid limit - not dried Organic siltK.L.M·o

Silts and Clays inorganic PI plots on or above "A" line CH Fat clayK.L.M Liquid limit 50 or more Pilots below "A" line MH Elastic SiltK.L.M

organic Liquid limit - oven dried Organic clayK.L.MJ' < 0.75 OH

Liquid limit - not dried Organic siltK.L.M.o

Highly organic soils Primarily organic matter, dark in color, and organic odor PT Peat

ABased on the material passing the 3-in. (D,o) z

Kif soil contains 15 to 29% plus No. 200, add (75-mm) sieve .wCU-Dco/D10 cc • ·with sand" or ·with gravel", whichever is "f field sample contained cobbles or D10 JC DIG predominant. boulders, or both, add ·with cobbles or Lff soil contains ~ 30% plus No. 200 boulders, or both" to group name. predominantly sand, add "sandy" to group

C(iravels with 5 to 12 % fines require dual Flf soil contains ~ 15% sand, add "with name. symbols: sand· to group name. Mlf soil contains ~ 30% plus No. 200, GW-GM well-graded gravel with silt Gtt fines classify as CL-Ml., use dual symbol predominantly gravel, add "gravelly· to group GW-GC well-graded gravel with clay GC-GM, or SC-SM. name. GP-GM poorly graded gravel with silt "If fines are organic, add ·with organic fines· "PI ~ 4 and plots on or above • A" line. GP-GC poorly graded gravel with clay to group name. °PI < 4 or plots below" A" line.

DSands with 5 to 12% fines require dual 'If soil contains ~ 15% gravel, add "with "PI plots on or above "A" line. symbols: gravel· to group name. Opl plots below • A· line. SW-SM well-graded sand with silt Jlf Atterberg limits plot in shaded area, soil is SW-SC well-graded sand with clay a CL-ML, silty clay. SP-SM poorly graded sand with silt SP-SC poorly graded sand with clay

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Empire Laboratories, Inc. A Division of The Terracon Companies, Inc.

ROCK CLASSIFICATION (Based on ASTM C-294)

Sedimentary Rocks

Sedimentary rocks are stratified materials laid down by water or wind. The sediments may be composed of particles of pre-existing rocks derived by mechanical weathering, evaporation or by chemical or organic origin. The sediments are usually indurated by cementation or compaction.

Chert

Claystone

Conglomerate

Dolomite

Limestone

Sandstone

Shale

Siltstone

Very fine-grained siliceous rock composed of micro-crystalline or cryptocrystalline quartz, chalcedony or opal. Chert is various colored, porous to dense, hard and has a conchoidal to splintery fracture.

Fine-grained rock composed of or derived by erosion of silts and clays or any rock containing clay. Soft massive; gray, black, brown, reddish or green and may contain carbonate minerals.

Rock consisting of a considerable amount of rounded gravel, sand and cobbles with or without interstitial or cementing material. The cementing or interstitial material may be quartz, opal, calcite, dolomite, clay, iron oxides or other materials.

A fine-grained carbonate rock consisting of the mineral dolomite [CaMg (C03)2]. May contain noncarbonate impurities such as quartz, chert, clay minerals, organic matter, gypsum and sulfides. Reacts with hydrochloric acid (HCL).

A fine-grained carbonate rock consisting of the mineral calcite (CaC03). May contain noncarbonate impurities such as quartz, chert, clay minerals, organic matter, gypsum and sulfides. Reacts with hydrochloric acid (HCL).

Rock consisting of particles of sand with or without interstitial and cementing materials. The cementing or interstitial material may be quartz, opal, calc"ite, dolomite, clay, iron oxides or other. material.

Fine-grained rock composed of, or derived by erosion of silts and clays or any rock containing clay. Shale is hard, platy, or fissile may be gray, black, reddish or green and may contain some carbonate minerals (calcareous shale).

Fine grained rock composed of, or derived by erosion of silts or rock containing silt. Siltstones consist predominantly of silt sized particles (0.0625 to 0.002 mm in diameter) and are intermediate rocks between claystones and sandstones, may be gray, black, brown, reddish or green and may contain carbonate minerals.

Empire Laboratories, Inc. A Division of The Terracon Companies, Inc. -_ ...

LABORATORY TESTS SIGNIFICANCE AND PURPOSE

TEST SIGNIFICANCE PURPOSE

California Used to evaluate the potential strength of subgrade soil, subbase, Pavement Bearing and base course material, including recycled materials for use in Thickness

Ratio road and airfield pavements. Design

Consolidation Used to develop an estimate of both the rate and amount of both Foundation differential and total settlement of a structure. Design

Direct Used to determine the consolidated drained shear strength of soil Bearing Capacity,

Shear or rock. Foundation Design & Slope Stability

Dry Used to determine the in-place density of natural, inorganic, fine- Index Property Density grained soils. Soil Behavior

Expansion Used to measure the expansive potential of fine-grained soil and to Foundation & Slab provide a basis for swell potential classification. Design

Gradation Used for the quantitative determination of the distribution of Soil .particle sizes in soil. Classification

Uquid & Used as an integral part of engineering classification systems to Soil Plastic limit, characterize the fine-grained fraction of soils, and to specify the Classification

Plasticity Index fine-grained fraction of construction materials.

Oxidation- Used to determine the tendency of the soil to donate or accept Corrosion Reduction electrons through a change of the oxidation state within the soil. Potential Potential

Permeability Used to determine the capacity of soil or rock to conduct a liquid Groundwater or gas. Flow Analysis

pH Used to determine the degree of acidity or alkalinity of a soil. Corrosion Potential

Resistivity Used to indicate the relative ability of a soil medium to carry Corrosion electrical currents. Potential

Used to evaluate the potential strength of subgrade soil, subbase, Pavement R-Value and base course material, including recycled materials for use in Thickness

road and airfield pavements. Design

Soluble Used to determine the quantitative amount of soluble sulfates Corrosion Sulphate within a soil mass. Potential

Sulfide Content Used to determine the quantitative amounts of sulfides within a Corrosion soil mass. Potential

Unconfined To obtain the approximate compressive strength of soils that Bearing Capacity

Compression possess sufficient cohesion to permit testing in the unconfined Analysis for state. Foundations

Water Used to determine the quantitative amount of water in a soil mass. Index Property Content Soil Behavior

Empire Laboratories, Inc. A Division of The Terracon Companies, Inc.

Allowable Soil Bearing Capacity

Alluvium

Aggregate Base Course

Backfill

Bedrock

Bench

REPORT TERMINOLOGY (Based on ASTM 0653)

The recommended maximum contact stress developed at the interface of the foundation element and the supporting material.

Soil, the constituents of which have been transported in suspension by flowing water and subsequently deposited by sedimentation.

A layer of specified material placed on a subgrade or subbase usually beneath slabs or pavements.

A specified material placed and compacted in a confined area.

A natural aggregate of mineral grains connected by strong and permanent cohesive forces. Usually requires drilling, wedging, blasting or other methods of extraordinary force for excavation.

A horizontal surface in a sloped deposit.

Caisson (Drilled pier A concrete foundation element cast in a circular excavation which may have an or Shah) enlarged base. Sometimes referred to as a cast-in-place pier or drilled shaft.

Coefficient of Friction

Colluvium

Compaction

Concrete Slab-onGrade

Differential Movement

Earth Pressure

ESAL

Engineered Fill

Equivalent Fluid

Existing Fill (or man-made fill)

Existing Grade

A constant proportionality factor relating normal stress and the corresponding shear stress at which sliding starts between the two surfaces.

Soil, the constituents of which have been deposited chiefly by gravity such as at the foot of a slope or cliff.

The densification of a soil by means of mechanical manipulation.

A concrete surface layer cast directly upon a base, subbase or subgrade, and typically used as a floor system.

Unequal settlement or heave between, or within foundation elements of a structure.

The pressure or force exerted by soil on any boundary such as a foundation wall.

Equivalent Single Axle Load, a criteria used to convert traffic to a uniform standard, (18,000 pound axle loads).

Specified material placed and compacted to specified density andlor moisture conditions under observations of a representative of a geotechnical engineer.

A hypothetical fluid having a unit weight such that it will produce a pressure against a lateral support presumed to be equivalent to that produced by the actual soil. This simplified approach is valid only when deformation conditions are such that the pressure increases linearly with depth and the wall friction is neglected.

Materials deposited through the action of man prior to exploration of the site.

The ground surface at the time of field exploration.

Empire Laboratories, Inc. A Division of The Terracon Companies, Inc. -_ ...

Expansive Potential

Finished Grade

Footing

Foundation

Frost Depth

Grade Beam

Groundwater

Heave

Lithologic

Native Grade

Native Soil

Optimum Moisture Content

Perched Water

Scarify

Settlement

Skin Friction (Side Shear)

Soil (earth)

Strain

Stress

Strip

Subbase

Subgrade

REPORT TERMINOLOGY (Based on ASTM 0653)

The potential of a soil to expand (increase in volume) due to absorption of moisture.

The final grade created as a part of the project.

A portion of the foundation of a structure that transmits loads directly to the soil.

The lower part of a structure that transmits the loads to the soil or bedrock.

The depth of which the ground becomes frozen during the winter season.

A foundation element or wall, typically constructed of reinforced concrete, used to span between other foundation elements such as drilled piers.

Subsurface water found in the zone of saturation of soils, or within fractures in bedrock.

Upward movement.

The characteristics which describe the composition and texture of soil and rock by observation.

The naturally occuring ground surface.

Naturally occurring on-site soil, sometimes referred to as natural soil.

The water content at which a soil can be compacted to a maximum dry unit weight by a given compactive effort.

Groundwater, usually of limited area maintained above a normal water elevation by the presence of an intervening relatively impervious continuing stratum.

To mechanically loosen soil or break down existing soil structure.

Downward movement.

The frictional resistance developed between soil and an element of structure such as a drilled pier or shaft.

Sediments or other unconsolidated accumulations of solid particles produced by the physical and chemical disintegration of rocks, and which mayor may not contain organic matter.

The change in length per unit of length in a given direction.

The force per unit· are'8 acting within a soil mass.

To remove from present location.

A layer of specified material in a pavement system between the subgrade and base course.

The soil prepared and compacted to support a structure, slab or pavement system.

Empire Laboratories, Inc. A Division of The Terracon Companies, Inc. --..

WELLHEAD PROTECTION PROGRAM TO~GTON,WYOMITNG

CHAPTER IV GROUND WATER MONITORING RESULTS

NPS 319

Prepared By Baker & Associates

Torrington, Wyoming 82240 (307) 532-5211

CHAPTER IV

GROUND WATER MONITORING RESULTS

NPS 319

SECTION A SAMPLING EVENTS 1 - 5 (April 1994 - August 1994)

. Page - 1

Introduction: . . Page - 1

Ground Water: . . Page - 1

Summary: . ... . Page - 2

Ground Water Nitrate Concentrations: . Page - 2

Recommendations: . . Page - 5

Tables and Charts: . . Page - 6

Chapter IV - Torrington Wellhead Protection Program - Ground Water Monitoring Results Page - 1

SECTION A


CHAPTER IV GROUND WATER MONITORING RESULTS

NPS 319

SAMPLING EVENTS 1 - 5 (April 1994 - August 1994)

1.0 Introduction: The NPS 319 Ground Water Monitoring Program provides a method to measure the effectiveness of implemented management practices, determine the recharge areas impacting Torrington's drinking water supply and future wellfield sites, verify the location of preliminary wellhead protection boundaries, and establish seasonal and long term nitrate trends. The first sampling event occurred in April 1994, with subsequent events following on a monthly schedule for the next three (3) years. Development of the program was discussed in Chapters II and III.

In addition to the thirty-eight (38), 2-inch monitoring wells installed through the exploration program, static ground water levels and nitrate samples are collected from thirty-seven (37) domestic or small diameter wells, three (3) locations along the Interstate Canal, and from five (5) locations along the North Platte River. Monitoring point locations presented in the original program have been revised to include additional points, Plate 8Rc:v ••

2.0 Ground Water: Detennining the direction of ground water flow and recharge areas for Torrington's drinking water supply are main objects of this program. As discussed in Chapter III, a number of monitoring points were added to better define the potentiometric surface. The first complete set of data was collected with the 5th or August 1994 sampling event. Potentiometric surface maps constructed from this data, presented in Chapter IlL Section III -Plates S5-1 and 2 are also included in this chapter. Data collected from the first five sampling events have been summarized in the form of charts and tables at the end of this section, item 5.0.

To track monthly changes in the ground water system the wellhead protection area has be divided into the following three geographic areas; 1.) Area north of the Interstate Canal. 2.) Area south of the Interstate Canal. 3.) Area defined as the flood plain deposits along the North Platte River.

Plate S5-1 shows the potentiometric surface in August 1994, for the delineated WHP A. General ground water flow in the third terrace deposits is in a southerly direction. As ground water enters the flood plain deposits from the terrace region, flow is in a southeasterly direction. Although sufficient data has not been collected to model seasonal trends, it appears


the water table declines in part of the terrace deposits north of the Interstate Canal, while an increase is noted south of the canal and in the flood plain deposits of the North Platte River.

Within Torrington, a potentiometric surface map (Plate S5-2) was constructed to illustrate ground water flow from the third terrace deposits to the flood plain. As discussed in Chapter II, the bedrock in Quads G3 and F4 has eroded to an elevation which allows ground water to flow from the terrace deposits. Although seasonal trends have not been established, movement of ground water through these areas occurred during all sampling events, including the first. The first event occurred in April, prior to filling the Interstate Canal. The water table should have been close to the seasonal low at that time.

In Area 1, north of the Interstate Canal, level measurements are recorded from six monitoring wells and four domestic wells. A decline has been noted in MW 4 which may be the result of numerous irrigation wells in the area. Ground water has risen in wells adjacent to the Interstate Canal. Level measurement are graphically displayed in CHART A.

In Area 2, south of the Interstate Canal, level measurements are recorded from twelve monitoring wells and thirteen domestic wells. A 1 to 1 Y2 foot rise in the ground water level was noted in most wells. Level measurement are graphically displayed in CHARTS B and C.

In Area 3, the flood plain deposits, level measurements are recorded from twelve monitoring wells within the corporate limits of Torrington. Outside of Torrington level measurements are recorded from eight monitoring wells and five domestic wells. In town, monitoring well levels (MW 39-43) near the breach decreased through the period. The levels in the other wells increase from 1 to 2.8 feet. The greater increases were noted closer to the North Platte River. Ground water levels outside of Torrington increased between 2.5 feet and 5 feet. The differences in increases between the areas is probably related to the large wells in Torrington. Level measurement are graphically displayed in CHARTS D and E.

2.1 Summary: Sufficient data has not been collected to fully evaluate the area north of the Interstate Canal. The increase in ground water levels south of the Interstate Canal is the result of irrigation and losses from the Interstate Canal. Noted level changes in the flood plain area are from irrigation and losses into the aquifer from the North Platte River.

Although the main volume of ground water flows through the flood plain deposits, flow from the third terrace area and the quality of this water does have an impact on the Torrington ground water \vell system.

3.0 Ground Water Nitrate Concentrations: With the exception of a few wells, the same wells and areas discussed in the ground water section are used for the nitrate sampling program.


Based on information from other communities throughout the United States with similar problems and from information presented in previous chapters, we believe the source of Torrington's ground water nitrate problem is culturally related, i.e. agricultural and residential fertilizing practices, livestock confinement areas, septic tank systems, leaking sewer mains, and fertilizer storage/distribution centers. We also believe that nitrate concentrations are higher at the static ground water level and the potential for well contamination is dependent upon the following factors:

• Depth to ground water. • Type and thickness of the aquifer. • Depth of well screen setting below the ground water surface. • Size and pumping rate of ground water wells. • Length of time well pump operates.

The data tables and charts presented in item 5.0 are organized to illustrate this concept. Although data from all monitoring points is charted, samples collected at the ground water surface (static level) provides the most useful information. As static level nitrate trends are developed, more accurate projections can be made with regards to the effectiveness of management practices and the long term vulnerability of the Torrington wells. The data collected from domestic wells provides information to the residences with regards to the actual ground water nitrate concentration being consumed from the individual wells. The public information notice, presented in item 5.0, is sent to each residence participating in the sampling program.

Additionally, data is being evaluated to determine if there is a significant change in static level nitrate concentrations when the Interstate Canal is operating and river flow is increased. Preliminary data would indicate that ground water nitrate levels do decrease during this period. A brief summary of the charted nitrate data follows.

CHARTS AA-l through AA-4

This set of tables and charts illustrate the monthly variation in ground water nitrate levels for the previously discussed areas and for each sampling point.

Chart AA-l

This chart addresses the third terrace area north of the Interstate Canal. Wells sampled in Quad B6 and D5 have persistently high nitrate levels. This area is being reviewed with producers. A good comparison of static water nitrate levels and deep aquifer nitrate levels can be made in this area. Nitrate concentration at the static ground water level from samples collected out ofMW 4 range from 22.7 to 27 mg/l. Samples collected from domestic well 4a,


which is approximately 15 feet from MW 4, ranges from 8.84 to 1 0.4 mg/l. The second well, MW 13, has nitrate concentrations ranging from 26.4 to 36.7 mg/l at the static level. Domestic well 13a, located approximately 20 feet from MW 13, has nitrate concentrations ranging from 8.28 to 9.85 mg/l. This shows a definite horizontal stratification of nitrates through the aquifer. It is important to remember that ag producers are working with the town to reverse trends in this area.

Nitrate levels from samples collected out of several wells near the Interstate Canal have decreased in concentrate with the canal in operation. This would suggest that some dilution . . IS occumng.

ChartAA-2

This chart addresses the third terrace area south of the Interstate Canal. With the exception of MW 10, which is a deep aquifer monitoring well, samples collected from the remaining monitoring wells indicate nitrate concentrations at the static ground water level ranging from 5 to 15 mg/l. The higher levels were recorded from monitoring wells towards the eastern part of the protection area and through the breach areas. This would suggest that some stagnation in the area of the breaches is occurring or a more local contribution is elevating the nitrate levels, i.e., septic tanks or turf areas.

Domestic wells located along the Brule ridge north and west of Torrington are constructed in sand and gravel deposits of the third terrace. Elevated nitrate levels in these wells can be related to the thin aquifer in these areas. Significant drawdown was observed in domestic wells 31 and 65 during pump operation. This would pull ground water surface nitrates into the well.

Chart AA-3 and 4

Charts AA-3 and 4 address the valley fill deposits along the North Platte River. Chart 3 graphically illustrates ground water nitrate concentration west of Torrington. Nitrate levels from samples collected in three monitoring wells ranges from 7 to 16.3 mg/l. The higher nitrate levels are from MW 53, which is located down gradient from a rural subdivision. The elevated levels maybe related to septic tank disposal systems. Chart 3 is also used to track nitrate levels at the Torrington Municipal Golf Course. The golf course is a potential site for a future \vel1field.

Chart AA-4 graphically illustrates monthly variations in ground water nitrate levels in Torrington and areas adjoining the corporate limits. With the exception of lower nitrate levels in MW 56 and 62, which are located south and west of Torrington, nitrate concentration at


the static level ranges between 5 and 15 mgll in all other monitoring wells. Nine of the twenty two wells sampled have persistent nitrate levels greater than 10 mg/l with spikes up to 135 mg/l. The extremely high nitrate level observed in MW 49 is probably from a point source. An investigation is current be conducted in this area.

There is some evidence that ground water nitrate levels in the area of the breach, decline as the third terrace aquifer system fills from irrigation and the Interstate Canal.

The significants of this data is that ground water nitrate concentrations, at the static level, are high in the immediate Torrington area. This is the direct source of contamination in the Torrington wells, as illustrated in the remaining series of charts.

Chart BB-l

This chart graphically illustrates the monthly variation in ground water nitrate levels collected from Torrington's municipal wells. It is Torrington's policy to remove production wells from the system if the nitrate level exceeds 10 mg/l. As shown on this chart, through July and August, four wells were shut off. Well #7 provides evidence that horizontal stratification of nitrates occurs in the aquifer. Nitrate levels increased from 4.27 mg/l to 10.5 mg/l over an extended pumping period. The well was shut off and re-sampled 1 day later. The nitrate levels decrease to 6.2 mg/l. As the aquifer is stressed from extended pumping, static level nitrates are drawn down through the aquifer by the pump, resulting in higher discharge concentrations.

Charts CC-l through CC-4

This series of charts shows monthly variations for individual municipal production wells. Comparisons are made between static ground water nitrate levels, nitrate levels in production wells, volume of water pumped from production wells, and precipitation events. Samples are collected from monitoring wells near production wells. This data supports previous discussions.

4.0 Recommendations: The Town of Torrington and the Wellhead Protection Committee should continue to stress the importance of implemented management practices. However, it may take several years before the benefits of these programs are realized. With static ground water nitrate levels near, or in many instances exceeding the critical limit of 10 mgll established by the E.P.A., Torrington is in a vulnerable position. Once the 10 mglllimit is exceed, municipal wens are shut-off If the municipal demand is not met, as a resuh of shutting off wells, water rationing may be required. The alternative it to leave wells on and notify the public of a nitrate violation. Bottled water would need to be supplied to individuals requesting it. It would be very difficult to supply large quantities of bottled water. It is therefore recommended that a water treatment alternative be considered and closely reviewed.


At this time, the type of system, capital cost, operational and maintenance cost and required modifications to the distributions system are not known. We recommend an additional study to provide this information. Although a treatment plant may never be required, having the information and the flexibility to implement a plan if an emergency occurs is good planning.

5.0 Tables and Charts: Presented following are the tables and chart previously discussed.


A

B 14

C

D 26

E

F

GROUND WAITR SAMPLING POINTS 9

NEW OR EXISnNG MONITORING WELLS ® DOt.lESnc ok TOWN '1tf:1LS •

.~Z~..J_

!ii~ A i NW :®II£ ! It 14 II[

! i "1 IL:J. U : JIiDEX...KO

Baker & Associates B ~ _ c-..Kaa ..

~.,.

BY GI«'I GERHARO

"'" ""~noHC()MltLLD~ uses. uHM:o.snY OF WI1lWI<G. Gl#lVPftA(S.W.T[II~"C£~oII'l.RS

TO\\l'j Of TORRINGTON - WHPP

I I

1~ I

7

GROUNDWATER MONITORING -----l • • (\/ c

I 7 ~ 6 Ill: Ill:

I A 12

I 2 11

•

13 18

40

"1-

19

2:1 30

15 •

6 5

TOWN OF TORRINGTON. WYOMING

WELLHEAD PROTECTION PROGRAM GROUND WA lER MONITORING POINTS

5 4 3 2 1

I? It I~ 14 13 B

YiE~~t:!~ EBQIE~IIQ~ AR~ i ZONE I i

GROUNQWATER & SOilS MONITORING .. --- ----- ----r-

20 23 24 C

26 D

E

F

··'::·Plot.e 8rev.

A

B

C

F

GROUND WAIfR SAMpt INC POtNTS 9

NEW OR EXISTING t.4ONITORING WELLS ® DQI,IESTIC '" TOWN V.£LLS •

Z".o!IL£ 1'-6000'

Baker & Associates B ~ _ c:.._ ~"

BY GARY GERHARD

'88' "'OftMt,no.r. COtMJIilLD ntOW V9lS. UNM:1ISIlY ry wyowo<;, Q,IrIN' P"""S .. WAT[JI Rt'SOUIIC£ flAII'(ItS

TO\'oN or TORRINGTON - WHPP

A

5

TOWN OF TORRINGTON. WYOMING WELLHEAD PROTECTION PROGRAM

Potentiometric Surface Map - August 1994

4 3 2 1

III 13 B

i i --+---

23 24 C

26 D

E

F

4

Plot: 552000

1159 - 4062.61

1/60 - 4075.26

SCALE 1"=2000'

8/24-9/1 Surface

TORRINGTON t: ~ AIRPORT """~ ~-~ ..... ,.~

MONTHLY CHANGE IN GROUND WATER STATIC LEVEL (Depth In Ft.) - Torrington, Wyoming - WHPP

CHARTA Mit· AdD est" W II North fIt tat c on onng n om IC es 0 ners e ana T errace De it !pos 5 1

4-94 5-94 6-94 7-94 8-94 9-94 10-94 11-94 12-94

1 100.50 99.26 100.16 100.50 99.99

2 138.90 137.86 138.65 138.39 138.30

4 114.00 113.20 116.3 121.47 124.70

5 78.00 71.64 61.88 58.31 58.93

7 36.12 24.52 22.6 19.62 18.77

13 89.20 88.02 85.02 90.37 90.91

66 133.00 133.18

67 52.45

3 65.74 65.66 66.12 66.39 66.27

12 82.60 82.32 82.47 81.99 81.52

Note: 100.00 Estimated for charting - Well was dry during these events.

t-= u. .= .s::. Q. 41 c

4-94 0.00

20.00

40.00

60.00

80.00

100.00

120.00

5-94 6-94 7-94 8-94 9-94 10-94 11-94 12-94 1-95

o t Mo it· W II enoes n onng e

1-95 2-95 3-95 4-95

2-95 3-95 4-95

--+-1

----2

--lir-4

-*-5 ___ 7

--'-13

-+-66

-67

-3

-<>-12

_14O.oo~ _____ ._~ Torrington WHPP - Prepared By Baker Associates 1011194 3:09 PM STATCHT.XLS

1\10NTHLY CHANGE IN GROUND WATER STATIC LEVEL (Depth In Ft.) - Torrington, Wyoming - WHPP

8

10

25

26

27

28

30

32

20a

69 80

81

u: .5 .s::. Q. ~ c

Monitoring Wells South of Interstate Canal

4-94

62.70

41.20

69.10

72.60

94.30

40.10

0.00

10.00

20.00

30.00

40.00

50.00

60.00

70.00

80.00

4-94

5-94

62.18

40.88

70.00

42.25

73.50

89.61

96.54

41.05

5-94

6-94

62.94

42.7

70.38

42.85

74.54

89.68

96.5

41.04

6-94

7-94

61.56

40.01

70.00

42.88

74.44

90.87

97.16

41.17

62.20

8.80

7-94

8-94

60.07

36.81

69.95

42.71

74.10

90.85

95.83

40.61

60.64

6.88

5.12

33.88

8-94

CHARTB Terrace De i>Osit Monitoring w ells

9-94

9-94

10-94

10-94

11-94

11-94

12-94

12-94

1-95

1-95

2-95

2-95

3-95

4-95

3-95 4-95

"""'-8

---10

--6-25

-M-26 ____ 27

-'-28

--+-30 --32 --2Qa

~69

-0-80

--tr-81

90.0011 __ _

100.00

---- ------_._------

Torrington WHPP - Prepared By Baker Associates 1011194 3:09 PM STATCHT.XLS


9

14

15

16

17

19

20

21

29

33

65

78

79

it .E ~ Q. Q)

c

Domestic Wells South of Interstate Canal

4-94

44.46

77.10

57.07

64.60

36.20

79.75

96.13

93.17

34.86

4-94 0.00

10.00

20.00

30.00

40.00

SO.oo

60.00

70.00

80.00

5-94

43.01

76.81

56.80

73.41

64.40

35.68

79.82

96.00

93.02

33.56

90.49

5-94

6-94 7-94

43.76 41.76

77.85 76.91

58.16 58.96

73.64 73.81

65.03 64.30

35.66 33.51

81.02 81.51

97.55 98.55

94.55 94.15 32.7 32.16

91.51 91.76

6-94 7-94

Torrington WHPP - Prepared By Baker Associates

CHARTC Terrace Deposit Domestic Wells

8-94 9-94 10-94 11-94 12-94 1-95 2-95 3-95 4-95 41.71

75.66

59.04

70.85

63.62

32.64

80.91

98.06

93.60

31.28

91.45

24.02

57.10

8-94 9-94 10-94 11-94 12-94 1-95 2-95 3-95 4-95

-+-9

---14

--6-15

-M-16 ____ 17

-+-19

-+-20

-21

-29

--<>-33

~65

-6:-78

-M-79

--------------------------------------------------------~

10/1194 3:09 PM STATCHT.xLS


CHART 0 Monitoring Wells In The Town of Torrington - The Flood Plain De~ its MonitorinQ Wells - Flood Plain Depe sits

39 40

41 42 43 44 47 49 50 51 54

61

4-94

34. SO

31.70

30.20

23.40

24.10

27.80

26.20

23.10

26.40

20.90

20.80

4-94 0.00

5.00

10.00

15.00

Ii .5 .s:::. 20.00 Q. 4)

c

25.00

30.00

35.00

5-94 6-94 7-94

35.03 35.33 35.15

30.68 32.61 32.35 32.22 31.04 30.72

24.01 24.25 23.60 24.01 26.78 25.91

27.85 27.74 26.89 25.74 25.69 24.92 25.82 25.46 24.24

24.07 24.34 23.05 25.89 25.89 24.57

20.10 19.48 18.21 20.11 19.21 18.85

5-94 6-94 7-94


8-94 9-94 10-94 11-94 12-94

34.84

32.11

30.46

23.58

25.82

26.61

24.85

24.08

22.77

24.00

18.06

18.87

8-94 9-94 10-94 11-94 12-94 1-95

1-95 2-95 3-95

2-95 3-95 4-95

4-95

-'-39 --11-40

--6-41

~42 _____ 43

~44

-+-47 --49

--SO

-<>-51

--cr-54

-A-61

10/1194 3:09 PM STATCHT.XLS

MONTHLY CHANGE IN GROUND WATER STATIC LEVEL (Depth In Ft.) - Torrington, Wyoming -WHPP

CHART E Monitoring And Domestic Wells In The Flood Plain D~its - Outside of Torrin jton

4-94

24 13.90

37 10.20

53 16.80

62 9.80

64 11.60

68

70

71

18 36.70

22 11.20

23 42.51

35 27.10

36 13.30

.···.·.14-94.: River 82.61

4-94 0.00

5.00

10.00

15.00

it 20.00 £: .c Co ~ 25.00

30.00

35.00

40.00

5-94 6-94 7-94

11.57 9.1 9.31 8.76 7.88 7.61

15.85 14.88 13.45

8.98 8.17 7.29 10.50 9.88 8.54

5.70

20.80

24.50

35.68 34.02 33.75 9.26 9.35 8.01

39.88 39.67 38.13 25.81 24.28 24.32

11.98 10.89 10.22 15S94 ..... 6-94 .... .·7,;94<.····

83.82 84.09 84.43

5-94 6-94 7-94

45.00 •••• 1

~ 85.00 ~ ; > 80.00 :;

cu W 4- 5- 6- 7-

94 94 94 94


8-94 9-94 10-94 11-94 12-94

9.48

7.50

13.60

7.35

8.78

5.85

20.11

23.24

33.41

8.30

37.36

24.59

10.07 ······8-94> .·.·.<g.;.94.· ••.. ·. 10;.94 11--94 ...•••. • .J2-94·.··.··

83.78

8-94 9-94 10-94 11-94 12-94 1-95

River

¥ 8- 9- 10- 11- 12- 1-94 94 94 94 94 95

1-95

'1-95 ••

2-95

2-95

2-95 3-95

•. 2..95·····.· .. · ~.:' •• s.:95

3-95

3-95

4-95

4-95

4-95

L. i 4;;95.·.·····

-+-24

---37

~53

--*-62 ____ 64

--'-68

-+-70

--71

--18

--<>-22

-0-23

--A-35

--*-36

10/1194 3:09 PM STATCHT .xLS

MONTHLY VARIATION IN GROUND WATER NITRATE LEVELS - Torrington, Wyoming - WHPP

Monitoring And Domestic Wells North of Interstate Canal Third Terrace DeQQ§its

Nitrate levels

4-94 5-94 1 2 6.89 4 22.8 22.6 5 1.15 1.02 7 0.82 1.06 13 36.7 28.6 66 67 3 13.5 15.2 12 0.63 3.07

13a 9.85 4a 10.4

Canal 0.14 Canal 0.1

40

35

30

25

E' C)

S 20 Q)

~ ~

15

10

5

o

6-94

6.61 23.3 0.87 0.93 31.7

13.8 1.6

8.28 8.84 0.1 0.1

7-94 8-94 9-94 10-94 11-94 12-94

7.54 6.16 24.3 27 0.5 0.42

0.97 0.89 31.3 26A

2.88

13.8 14.2 3.07 2.8 8.83 9.52 9.01 10.1 0.1 0.01 0.1 0.01

Third Terrace Deposits - Monitoring And Domestic Wells North of The Interstate Canal

Monitoring Point Number

Torrington WHPP- Prepared By Baker Associates

CHART AA-1

1-95 2-95 3-95 4-95

.4-94

85-94

A 6-94

X 7-94

JC8-94

--- ----- ---~

NITCHRT.xlS


Monitoring And Domestic Wells South of Interstate Canal Third Terrace DeQQ§its CHART AA-2 Nitrate Levels

4-94 5-94 6-94 7-94 8-94 9-94 10-94 11-94 12-94 1-95 2-95 3-95 4-95 8 6.06 4.8 4.08 6.61 6.88 10 3.7 ns 2.93 2.67 1.93 26 12.2 8.21 8.29 7.93 7.31 27 9.48 6.66 6.05 6.06 6.5 30 7.38 8.22 8.29 8.32 8.45 32 15.8 13.4 13.8 14.7 14.2 39 12 9.83 1004 10.7 10 40 9.73 6.42 5.43 6.92 6.23 41 6.77 12 11.6 13.6 11.9 20a 6.43 69 13.7 76 8.33 8.63 9.05 9 1.48 0.84 0.99 1.51 1.22 14 8.8 8.16 8.9 9.58 9.71 15 8.04 7.78 8.23 8.42 6.15 16 10.9 8.71 8.53 8.51 8.01 17 7.16 7.07 7.68 7.05 6.81 19 3.43 2.85 3.48 3.79 3.46 20 2.57 2.39 2.69 2.78 2.89 21 6.72 6.32 6.65 7.35 7.63 29 14.1 14.6 14.2 15.3 8.82 31 18.3 18.6 16.8 18.8 18 65 20.5 18.4 19.5 16.3 18 33 15.2 14.2 12.8 14.9 15.1

Third Terrace Deposit - Monitoring And Domestic Wells Located South Of The Interstate Canal

25

20

15 0:::::: OJ .s CD

~ ~

10

5

o ro 0 ~ ~ g ~ ~ ~ ~ ~ m ~ m ~ ~ ~ ~ m ~ N ~ M ~ ~

I

~ Torrington WHPP- Prepared By Baker Associates

N


r-.-4-94 115-94 A 6-94 X 7-94 X 8-941 __________ ~_~J

NITCHRT.XLS


Wells - Flood Plain De~its - West of Torring1on

Nitrate Levels 24 Monitoring Wells 18 Domestic Wells

4-94 5-94 6-94 7-94 8-94 9-94 10-94 11-94 12-94 24 9.08 7 6.83 7.1 7.03 37 7.1 6.87 6.84 7.34 8.84 53 16.3 11.4 10.2 7.35 7.65 18 10.1 9.79 10.8 9.55 9.22 23 2.13 2.39 2.3 2.15 1.85 22 6.83 7.14 7.32 8.07 6.7 34 1.41 1.66 1.62 1.51 1.29 35 4.45 4.96 4.55 4.14 5 36 0.3 0.42 0.71 0.77 0.77

Monitoring And Domestic Wells Located West of Torrington In Flood Plain Deposits

18

16

14

E" 12 C)

g 10 CD

~ 8

~ 6

4

2

0 24 37 53 18 23 22 34


Wells - Flood Plain DeRQ§its - Golf Course & North Platte River

Nitrate Levels 64 Monitoring Wells 77 Domestic Wells

4-94 5-94 6-94 7-94 8-94 9-94 10-94 11-94 12-94 64 6.14 5.77 6.62 6.41 68 3.33 77 5.68

River 1.87 0.3 0.43 0.21 River ns ns 0.29 0.26 0.34 River 1.34 0.28 0.35 0.26 0.26

Possible Future Wellfield Site Torrington Municipal Golf Course Area

8 ~ 6 g

4 ~ :t:::! 2 z

0 4- 5- 6- 7- 8- 9- 10- 11- 12- 1-94 94 94 94 94 94 94 94 94 95

Date

------


1-95

35

1-95

2-95

CHART AA-3

2-95

36

2-95

3- 4-95 95

3-95

3-95

4-95

.4-94

85-94

A 6-94

X 7-94

X 8-94

4-95

--'-64 -11-68

--A-77

t-M-River

~R",er ~~iver

NITCHRT.xLS


Monitoring Wells In & Adjacent To Corporate Limits

Nitrate Concentrations

4-94 5-94 6-94 7-94 8-94 26 12.2 8.21 8.29 7.93 7.31 27 9.48 6.66 6.05 6.06 5.5 30 7.38 8.22 8.29 8.32 8.45 32 15.8 13.4 13.8 14.7 14.2 39 12 9.83 10.4 10.7 10 40 9.73 5.42 5.43 6.92 6.23 41 6.77 12 11.5 13.5 11.9 42 14.6 11.8 10.3 12.5 12.7 43 13.5 12.8 10.9 12.3 12.5 44 10.2 8.84 8.75 9.04 9.27 47 10.5 6.09 6.72 49 23.8 23 26.3 50 11.1 12.5 11.3 16.7 22.4 51 7.6 7.94 6.33 4.12 4.45 54 15.1 15 14.7 12.2 11.8 56 6.89 4.24 2.05 1.26 1.05 61 14.3 4.4 9.95 9.31 9.7 62 5.14 13.5 4.3 3.21 3.36 70 6.82 71 18.9 72 5.34 73 17.2

9-94 10-94 11-94 12-94

Nitrate Concentration (mgII) At Static Ground Water Level Monitoring Wells In And Adjacent to Corporate Limits

30

~ 20

g c: 0

~ C 15 G) 0 c: 0 0 G)

f! :t: Z 10


CHART AA-4

1-95 2-95 3-95 4-95

.4-94

85-94

A 6-94

X 7-94

X 8-94

NITCHRT.xlS

MONTHLY VARIATION IN GROUND WATER NITRATE LEVELS - Torrington, Wyoming -WHPP

Torrington MuniciR!!1 Wells

Nitrate Concentration

Well 12 Well 13

Well 15 Well 3

Well 4 Well 5

Well 7 Well 9

E-O)

S c: 0

~ C G) 0 c: 0 ()

oS ~ ~

12

10

8

6

4

2

o

4-94 8.36

4.06

4.27

4.39 4.25

4-94

5-94 9.44

4.91

8.6 9.89 5.36

5-94

6-94

6-94 8.88

8.33 4.66 9.19

8.72

8.02 9.66 4.72

7-94

7-94 8.83

8.63 5.04 9.42

9.3

7.61 10.5

4.77


8-94 9-94 10-94 11-94

9.7 9.05

5.61 10.6

10.4

10.8

6.2 5.64

Torrington Municipal Ground Water Wells Nitrate Concentration (mg/l- N03)

8-94

9-94

10-94

Date

11-94

12-94

1-95

12-94

2-95

1-95

3-95

CHART BB-1

2-95

4-95

3-95 4-95

--+-Well12

~We1l13

--6-We1l15

~We1l3

~We1l4

-+-We1l5

~We1l7

--Well 9

____ J NITCHRT.xLS

CHANGE IN NITRATE LEVELS DUE TO PUMPING TORRINGTON MUNICIPAL WELLS

Torrington Municipal Wells CHART CC-1 4-94 5-94 6-94 7-94 8-94 9-94 10-94 11-94 12-94 1-95 2-95 3-95 4-95

9.19 9.42 10.6 14.6 11.8 10.3 12.5 12.7

3.1302 4.6476 3.3083 4.353 2.5935 1.37 0.5 1.37 2.73 0.5

1.0434 1.13356 1.18154 1.28029 1.0374 ------1

I

I 16 I

I

14

12

10 I

8

6

4 1-'-Nitrate (mg/l) - Well NO.3 (75) I 2

0 1 ___ Nitrate (mgll) - @ Static Level (42) I

4-94 5-94 6-94 7-94 8-94 9-94 10-94 11-94 12-94 1-95 2-95 3-95 4-95 --6-Well Volume - (10 millionlg/mo.)

I-M-Precipitation (in.lm.) !

4-94 5-94 6-94 7-94 8-94 9-94 10-94 11-94 12-94 1-95 2-95 3-95 4-95 4.06 4.91 4.66 5.04 5.61 14.3 14.4 9.95 9.31 9.7 1.872 3.809 3.649 4.159 2.729 1.37 0.5 1.37 2.73 0.5

0.624 0.92902 1.30321 1.22324 1.0916

16 14 12 10 8 6 4

1 __ Nttrate (mgJl) - Well No.15 (57) !

2 ---Nitrate (mgll) - @ Static Level (61 )

0

4-94 5-94 6-94 7-94 8-94 9-94 10-94 11-94 12-94 1-95 2-95 3-95 4-95 ,-b-Well Volume - (10 million/g/mo.) I I-M-Precipitation (in.lm.) :

___ ~---1

Tornngton WHPP - Prepared By Baker Associates WELLCHRTXLS


Torrington Municipal Wells

140

120

100

80 60 40

4-94 5-94 4.27 9.6 23.8 23 0.239 2.2069 1.37 0.5

0.34143 0.53827

2~ ••••• ! 4-94 5-94 6-94 7-94 8-94

CHARTCC·2 6-94 7-94 8-94 9-94 10-94 11-94 12-94 1-95 2-95 3-95 8.02 7.61 10.8 26.3 60.6 135

1.4351 1.2248 1.1082 1.37 2.73 0.5

0.51254 0.36024 0.44328

--.- Nitrate (mgtl) - Well NO.5 (48)

--a- Nitrate (mgll) - @ Static Level (49)

9-94 10-94 11-94 12-94 1-95 2-95 3-95 4-95 -A-Well Volume - (10 milliontg/mo.)

-M- Precipitation (in.lm.) L ______________________________________________________________ ~==================~

4-94 5-94 4.39 9.89 11.1 12.5

0.218 2.193 1.37 0.5

0.31143 0.53488

2511_ 20

15

10

5

o 4-94 5-94 6-94 7-94 8-94

6-94 7-94 9.66 10.5 11.3 16.7

1.357 1.4326 1.37 2.73

0.48464 0.42135

9-94 10-94 11-94

8-94 9-94 10-94 11-94 12-94 1-95 2-95 3-95 6.2 22.4 1.043 0.5

0.4172

--.- Nitrate (mgll) - Well NO.7 (46)

-II- Nitrate (mg/l) - @ Static Level (50)

-A-Well Volume - (10 million/gtmo.) 12-94 1-95 2-95 3-95 4-95 -M- Precipitation (in.lm.)

4-95

4-95

TOrrington WHPP - Prepared By Baker ASSOCiates WELLCHRT.xLS


10

8

6

4

2

o 4-94

14

12

10

8

6

4

2

0

4-94

5-94 6-94

5-94 6-94

TOrrington WHPP· Prepared By Baker Associates


CHARTCC·3 4-94 5-94 6-94 7-94 8-94 9-94 10-94 11-94 12-94 1-95 2-95 3-95 4-95

8.33 8.63 9.05 7.83 8.22 8.29 8.32 8.45

0.104 1.605 1.051 1.647 2.24 1.37 0.5 1.37 2.73 0.5

0.14857 0.39146 0.37536 0.48441 0.896

--.- Nitrate (mg/l) - Well No.13 (76)

--II- Nitrate (mg/l) - @ Static Level (30)

-6-Well Volume - (10 million/g/mo.) 7-94 8-94 9-94 10-94 11-94 12-94 1-95 2-95 3-95 4-95 --M- Precipitation (in.lm.)

4-94 5-94 6-94 7-94 8-94 9-94 10-94 11-94 12-94 1-95 2-95 3-95 4-95 8.72 9.3 10.4

13.5 12.8 10.9 12.3 12.5 0.0012 0.1054 3.419 3.4944 3.4047

1.37 0.5 1.37 2.73 0.5 0.0006 0.04054 1.22107 1.1648 1.17403

--.- Nitrate (mg/l) - Well No.4 (74)

-a-Nitrate (mg/l) - @ Static Level (43)

--6-Well Volume - (10 million/g/mo.) 7-94 8-94 9-94 10-94 11-94 12-94 1-95 2-95 3-95 4-95 --M- Precipitation (in.lm.)

WELLCHRT.xLS


16

14

12

10

8 6 4 2 o 4-94

12

10

8

6

4

2

0

4-94

5-94 6·94

5-94 6-94

TOrrington WHPP . Prepared By Baker ASSOCiates


CHART CC-4 4-94 5-94 6-94 7-94 8-94 4.25 5.36 4.72 4.77 5.46 14.3 4.4 9.95 9.31 9.7

0.0002 0.003 0.002 0.003 1.37 0.5 1.37 2.73 0.5

0.0001 0.00083 0.00067 0.00048

7-94 8-94 9-94 10-94 11-94 12-94

4-94 5-94 6-94 7-94 8-94 8.36 9.44 8.88 8.83 9.7

10.5 6.09 6.72 0.001 0.099 0.001 0.001 0.048 1.37 0.5 1.37 2.73 0.5

0.0025 0.03094 0.00027 0.00029 0.0192

7-94 8-94 9-94 10-94 11-94 12-94

9-94 10-94 11-94

1-95 2-95 3-95 4-95

9-94 10-94 11-94

1-95 2-95 3-95 4-95

12-94 1-95 2-95 3-95

-+- Nitrate (mg/l) - Well NO.9 (58)

___ Nitrate (mg/l) - @ Static Level (61)

-Ir-Well Volume· (10 million/g/mo.)

-M- Precipitation (in.lm.)

12-94 1-95 2-95 3-95

-+-Nitrate (mg/l) - Well No. 12 (45)

---Nitrate (mg/l) - @ Static Level (47)

-Ir-Well Volume - (10 million/g/mo.)

-M- Precipitation (in.lm.)

4-95

4-95

WELLCHRT.xLS


Torrington Municipal Wells CHART CC-5 Average Water Pumped Per Da 4-94 5-94 6-94 7-94 8-94 9-94 10-94 11-94 12-94 1-95 2-95 3-95 4-95

Total Water Pum ed - MGD 2.47203 3.5995 5.07929 4.93509 5.07871 Well NO.3 75) -MGD 1.0434 1.13356 1.18154 1.28029 1.0374 Well No.15 57) - MGD 0.624 0.92902 1.30321 1.22324 1.0916 Well NO.5 48) - MGD 0.34143 0.53827 0.51254 0.36024 0.44328 Well NO.7 (46) MGD 0.31143 0.53488 0.48464 0.42135 0.4172 Well No.13 76 MGD 0.14857 0.39146 0.37536 0.48441 0.896 Well No.4 (74 MGD 0.0006 0.04054 1.22107 1.1648 1.17403

Well NO.9 (58) MGD 0.0001 0.00083 0.00067 0.00048 Well No. 12 45 MGD 0.0025 0.03094 0.00027 0.00029 0.0192

TORRINGTON MUNICIPAL WATER WELLS

6 .......

5

I-+-Total Water Pumped - MGD I

OLW~~WW~~WWZ2~

4-94 5-94 6-94 7-94 8-94

TOrrington WHPP - Prepared By Baker ASSOCiates WELLCHRT.XLS

TORRINGTON WHPP WATER LEVEL SUMMARY SHEET (Attachment No. 3) Page 1 of2 YEAR 1994

SamJlle Event 1 2 3 4 5 6 7 8 9 10 11 12 Pennit Data l)ate/14·48-201·5121,.Q/116l23..()i2~7/28-8l318124 .. 9111\ .. • .. !./ ..••• ·.I.;<.!lV···/ ........... .

No. No. Location Feet I Feet I Feet I Feet J Feet 1 Feet J Feet I Feet I Feet I Feet I Feet I Feet LEVEL I Monitorine Wells - Static Water Levels And Nitrate Samples Required.

:~~~ ~ ~~:;! ···i·W90·+·-t;7·:s~···I···i·~~!~··I···13~·9··l··1?j8~;o·+···············+·················1·················+···············+···············+·················1 .. ···· ......... . No. 21B6

94392 34393 89523 94394

4 5 8 10 13

·················4 .. ················,··················c··················~·················4···· .. ············,··················c··················~·················4··············· .. ·,.·· .. ····.········c ........ ···· ... . B6-SE .. n.1:.9.2 . .l. .. !.!?:~Q ... L..!J~} ... L.!~.L~.? .. L.l:?:1:.?.2 .. L ................ L. ............... L. ............... L. ............... L ................ L. ............... L ............ . B7-SW 78.00 i 71.64 i 61.88 i 58.31 i 58.93 i 1 iii i i C8-SE ···62:70···r·"62".·i·s··T···62".·94···r··6is"6··T··60:07··T···············T················r···············T···············T···············T················r·············· D3-SW ···4·1:2o··T··4o· .. ss····i·····42~7····r··4o:o·i···T···36:ii···r················i·················T················T················i················T················r··············

·················4··················1··················c··· .. ·············~·················4·· .. ··············,··················c··················~·················4··················,····.·············c .. ·········· .. ·· D5-NW . .J~?}2 ... L .. ~~:.9.7. .... L.J?:2~ .... L..~}? .. L. .. ?.2:2.L.l .................. L. ............... L. ............... L. ............... L ................ L. ............... L. ............ .

No. 20E7 24 E7-NW 13.90 1 11.57 i 9.1 1 9.31 1 9.48 1 1 1 i ill 37277 26 F3-SE ················T···42" .. 2S···T"··42~SS····r··42:S8"·T··42:7i··T·················~·················T················r··············T···············T················T··· .......... .

No. 23 F3 No. 24F4

94395 94396 94400 94397 34398 94399 94401 94402 94403 94405 74691 94404

27 30 32 37 39 40 41 42 43 44 47 49 50 51

No. 22 G8 53 94408 54 91581 94407 94406 Golf

56 61 62 64

F3 - SW "'72:60"T"'7i'so"T"'74':S4"r"74:4:t"T"74:"i"O"T"··············r···············r···············T··· .. ··········T················r···············r·············· ·················4·················.,··················c··················~·················4·· .. ··············,··················c··················~·················4· .. ···············I··················c············ ... .

F 4 NW ... 2.1}2 ... L .. ?§:.?1 .... L. .. 2§.:?.J .... 2.?.}§. ... 1 .... ?.?.:.~? ... L ................ L. ............... L ................ L. ............... 1.. ............... .L ................ L. ............ . F4-NW ... ~2:J.2 ... 1 .... ~L2? .... L..1.!.:2:! ... L.~.LE ... L..~2:§.! ... 1.. ................ L. ............... L. ............... L. ............... 1 .................. L. ............... L ............. . F8-NE 10.20 1 8.76 1 7.88 1 7.61 i 7.50 ! ! ! i ! ! ! G3-NE ···34:S0··T···3S· .. oi···i····3S·j3···r·j5:"i"S···r···34:it""T···············T················r·············· .. r················T···············T················r········ ..... .

·················4 .... ···.·· ... ····.,··················c··· .... ·· ......... ~ ............ ····.4 .. ·······.···· ... ·, ...... · .... ·.··.··c··········· ... ····~·················4········· .. ·······,··············· .. ·c················ G3-NW .. }.!:?2 .. .l..}Q:.~~ .... L.}~.:~.! .... L}~J? ... 1..}~:.!.! ... L ................ L. ............... L. ............... L. ............... L ................ L. ............... L. ............ . G3-NW 30.20! 32.22 ! 31.04 ! 30.72 i 30.46 ! i i ! ! i i G3-NW ···23:40··T···24~·Ol"·T···24:2S···T··ii60··T··23:SS··T···············T················T···············T···············T···············T················r··············

G3-NE "'24:"i"o"T"'24'''ol''T'''26:7S''r''2"S:9"i""''r'is:s2''T'··············T················r···············T················i················T················T········· ..... . ·················4··················,··················c··················~·················+··················,··················c·········· .. ······~·················4··················,··················c··········· .... .

G3-NE ... ~.?;.~2 . ..l .. }7:.~? .. 1 .... ~7..:7~ .... L.~§.&?. ... 1 ... :?:~;§.! .. l ................. j .................. L ................ 1 ................. L ............... 1 ................. t .............. . G3-SW ................. 1..}?:.?1 ... 1. ... ~?.:~2 .... L.~~:2:?: ... L.:?:~;.~? ... l.. ............. .J ................. J ................. l ................. l.. .............. ..! .................. L ............. . G4-SE 26.20 i 25.82 ! 25.46 ! 24.24 1 24.08 i ill i i 1

••••••••••••••••• ~ •••••••••••••••••• : •••••••••••••••••• : •••••••••••••••••• 'C-••••••••••••••••• ":' ••••••••••••••••• -: •••••••••••••••••• : •••••••••••••••••• -:-••••••••••••••••• ~ •••••••••••••••••• : •••••••••••••••••• : ••••••••••••••••

G4-SE 23.10 1 24.07 1 24.34 1 23.05 1 22.77 1 1 1 1 1 1 1 ·················4·· .. ··············~··················c··················~·················4··················,··················c··················~·················4········· .. ·······~··················c············ ... . G4-NE .. }~:~2 .. .l. ... ~?:.~2 .... L..~?:~2 .... L.~~:?.?. ... 1..}~;Q2 . ..l .................. L. ............... L. ............... 1.. ............... L ............... .L ................ L. ............ . G5-NW 16.80 i 15.85 ! 14.88 ! 13.45 ! 13.60 ! iii ill H2-NW "'io:90"T"'2o'''i"o''T'''19':4s'''T''i"s:ii''T'''ii(;6''T···············T················T···············T···············T···············T················T········· .....

••••••••••••••••• .,. •••••••••••••••••• : •••••••••••••••••• : •••••••••••••••••• ~ ••••••• - •••••••• .,. •••••••••••••••••• : •••••••••••••••••• :-••••••••••••••••• 'C-••••••••••••••••• -: •••••••••••••••••• : •••••••••••••••••• : ••••••••••••••••

H2-SW 13.30 1 12.24 1 11.12 1 10.70 1 10.99 1 1 1 1 1 1 1 ·················4··················,··················c··········.······.~······.··.·.·····+············ .. ····,····.······ ... ····c .. ········ .. ······~·················4··················,··················c············· .. .

H4-NE ... t.2;.~2 .. .l .... ~Q:J.! .. .l ... .!2.:7..L .. t ... .t~:~.~ ... 1 ... .!.~;.~?. . .l ................. l. ................. L ................ 1. ................ 1. ............. --1 .................. L ............. ~ H4-NE 9.80 i 8.98 i 8.17 i 7.29 ! 7.35 i 1 i 1 iii HS-NE ····i·r60··T···i"o· .. so···1·····9· .. ss····T····s:s4···-r·····s:7s···T···············T················T·················I················T················1··················r···············

20a D4-SW ·················1····· .. ··········1··················r···62:io···r···6o:(;4···i·················l··················r·················r·················i··················~··················r··············· ·················4 ........ · .. ·· ..... ,···.········ .. ·.··c.················· •. ········· ... ·.··.··················,···· .. ·· •.. ····.··c··················~·················4·················., .. ················c············· .. .

66 A8-SW 1 1 1 133.00 1 133.18 1 1 1 1 1 1 1

:~ ~~: ::::::~::::::::l:::::::::::::::F:::::::::::~::F~::::F¥:lrF:::::::::::~r~:::~:::::::=F~::=:::::::F:::~::=:~+::::::::=:+=:::=::=::::r:::=:::==: Golf

69 E3-SE ::::::::::::::::1:::::::::::::::I:::::::::::::::::L::~~~Q:::::r::::§'i~:::1::::::::::::::::r:::::::::::::::I::::::::::::::::r::::::::::::::::1:::::::::::::::::C:::::::::::::::r::::::::::::::

Canal

70 71 72 73 6

Canal 11 River 59 River 60 River 38

LEVELll 65379 83-2

89522 89519

25 28 52 63

F5-SE 1 1 1 20.80 1 20.11 1 1 1 1 1 1 1

~~~ ·:··:::::·~~T:··::='='·=':·J:·~··:·='···:l::~!il=l[~]·:::·::~·='·::I··:·~:········J.~:·~~:·~:T:·=,:·=.:~::r··::·~:·::··:I:~:::·='··:='·T·:::='.:::::: B8-SE 1 8.80 1 7.8 1 7.96 1 8.18 1 1 1 1 1 1 1

D4-NW ::::::::::::::::T::::z~:~9.::::r::::i:~~::::::r::::?~~~:::::t:::::?;~:!:::::r:::::::::::::::::L:::::::::::::::r::::::::::::::::t::::::::::::::::T:::::::::::::::::r::::::::::::::::L::::::::::::: H4-NW 4082.61 1 4083.82 1 4084.09 1 4084.43 1 4083.78 1 1 1 1 1 1 1

H4-NW :1:Q~~:·:?~:I:~Qz§.~~§I:~gl:?;~~:r~Q?'?'j2:r:1:Q?zjjJ:::::::::::::::::1::::::::::::::::r::::::::::::::::r::::::::::::::::1::::::::::::::::r:::::::::::::::r:::::::::::::: F7-NW 4105.29 1 4106.32 14106.62 1 13.07 1 13.48 1 1 1 1 1 1 1

Static Water Leve:s Only F3-SE 69.10 i 70.00 i 70.38 i 70.00 i 69.95 ~ . . . . . . ................. -: .................. : .................. : .................. ~ ................. -: .................. : .................. : .................. ~ ............ ·····-:-···· .. ·············:··················c·········· ... . F3-SW 1 89.61 1 89.68 1 90.87 1 90.85 1 1 1 1 1 1 1 ············· .. ·.4··.····.···.·· .. ··)··················c··················~·················4··················I··················c·· .. ··············.·················.··················1············· .. ···,················ G4-NW 26.00 1 25.74 1 25.03 1 23.35 1 23.00 1 1 1 1 1 1 i H5-NE ···"i"1~8o···r··i"·ro5····i····l(i"35····(··9~28···T····9j-g-···r···············r················-r················T················T················r······· 04

.. ·'··T····· ......... . 10/1194 4:04 PM 319STAT.XLS

~ ~ ] 2 3 4 5 6 7 ~ 9 ]2

Pennit Data ><ti· · .. · •• · •. 1 '"~~~,1S121..6/f1An~.hnd. ?riv,-v • .. • ... <"111 . •.. . ......• 1 ..../.. • ............ Feet~Feet .i~U:

No. No. T.ocation Feet Feet Feet Feet F(!Ct Feet F~t Feet I LEVEL III Nitrate ~ ,.

Only 45139 45 G3-SE l

868 46 G3-SE .......... ~ .................

156 48 G3-SW ............ ................ 69070 57 H3-NW 2629 58 H3-NW · . · . · .

13a D5-NW ::::::::~:::F:::::::::::::l:::··· ............ 4a B6-SE ............... ····E····· Well 4 74 G3-SE : : i . .

Well 3 75 G3-NW t·················t··················~· .... ~ ..

.: -=- ....... ! .............. ; Well 13 76 FS4-NE

Golf 77 H5-NE i ~ I LEVEL IV Third"" ... . ..... ,. 'Neils Static Wal er Leveh And J.'';' ucn~ c-

. TIll .!. .. I.errace .... ~", If"'··"'" 91316 3 B5-SE 65.74 65.66 66.12 66.39 66.27 69469 7 C4-SE 36.12 24.52 22.6 19.62 18.77 36534 9 D3-SE 44.46 43.01 43.76 4].76 41.71

P20435W 12 D5-NE 82.60 82.32 82.47 81.99 81.52 19760 14 D5-SW 77.10 76.81 77.85 76.91 75.66 72424 15 D6-SE .57.07 56.80 58.16 58.96 59.04 75521 16 D6-NE 73.41 73.64 73.81 70.85 47121 17 D8-SE 64.60 64.40 65.03 64.30 63.62 51058 18 D8-SW 36.70 35.68 34.02 33.75 33.41 7856 19 E2-SW 36.20 35.68 35.66 33.51 32.64 .......

79876 20 E4-NW 79.75 79.82 81.02 81.51 80.91 81066 21 E4-SW 96.13 76.00 97.55 98.55 98.06 34284 23 E7-NE 42.51 39.88 39.67 38.13 37.36

29 F3-NW 93.17 93.02 94.55 94.15 93.60 72755 31 F4-NW

65 F4-NW 90.49 91.51 91.76 91.45 LEVEL V Valley Fill .... . ffil ,. Wells) Static Water Levels And ~';;"'A"~ c-

.. TIll . .!. .. ... .... "'1' ... "u

85141 22 E7-SE 11.20 9.26 9.35 8.01 8.30 74542 33 F4-NW 34.86 33.56 32.7 32.16 31.28

P53471W 34 F5-SW 29.00 85585 35 F6-NE 27.10 25.81 24.28 24.32 24.59 72039 36 F6-NE 13.30 11.98 10.89 10.22 10.07

P11163W 55 H2-SW ..I ..I,." .• Static Level Points

78 E3-NW 1 I I I 2402 I I I I I I I ----~----~---~----~--~-~----~----~----~---~----~----~----79 E2-NW 1 1 1 _ 1 57.10 1 1 1 1 1 1 1

80 E3-SE ----r----r---'----'----T----r----r----r---'----'----T----I- - - - - L ____ L ____ 1 ____ .J _ ~.!.2 _ .1 ____ L ____ L ____ 1 ____ -1 ____ J. ____ J. ____

81 E3-SE 1 1 1 1 33.88 1 1 1 1 1 1 1

82 D3-SE ----r----~---'----1----~----T----r----r---'----'----T----____ L ____ L ____ 1 ____ ...J _ Z·;!.9 _.1 ____ 1. ____ L ____ L ___ .J ____ .1 ____ 1. ____

83 H2-SW 1 I I I 9.45 I 1 I I I I I

84 H2-SW ----~----~---~----~----~----~----~---~----~----~----+----I I I 1 4067.36 1 I 1 1 1 1 I

54a H5-NE ----r----r---~----'----l----r----r----r---'----l----T----1-----~----~---~----~----~----+----~----~---~----4----~----68a H5-SE I I I 14088.071 I 1 I I 1

10/1194 4:04 PM 319STAT.XLS

--lV~bTUN WHPP NITRATE LEVEL STTMM...\JiY- SHEKI

IVEAR 1994 Sample Event 1

Pennit Datai;"";'\>:-.

No. No. T nc.ation MGII.

(Attachment No.4) Paee 1 of2

I LEVEL I •• • lUI:. Wells Stati( Water Levels A.J ld ~':i ... A'~ co .1..... • •

94640 94391

No. 21B6 94392 34393 89523

94394 NO.20E7

37277 No. 23 F3 No. 24F4

94395 94396 94400 94397 34398 94399 94401 94402 94403 94405 74691 94404

INo.22G8 94408 91581 94407 94406 Golf

Vandel FeagJer

Golf

Canal

Canal

River River

River

CF LEVEL II

65379 83-2

89522 89519

1

47 49 50

25 28 52 63

0.14 0.10 0.10 ............... 0.10 0.10 0.10 0.30 0.43 0.21 ns 0.29 0.26 ............

0.28 0.35 0.26

Static Water Le, 'els Onb

10/1/94 3:54 PM 319NITR.XLS

LEVEL III Nit,nu. co .•. Only 4a B6-SE 10.40 8.84 9.01 10.10

13a D5~W~~~~ 9.~ 8~ 8_.~~_~_9~"~~~~_~_~~ __ ~~~ ___ ~_~~~~ __ ~_+_~~_4 ____ ~ Well 12 45 G3-SE8.36 9.44 8.88 "'8.83 9.70 Well 7 46 G3-SE 4.39 9.89 9.66 10.50 6.20 Well 5 48 G3-SW 4.27 8.60 8.02 7.61 10.80

------.-~.-.... --... -... Well 15 57 H3-NW 4.06 4.91 4.66 5.04 5.61 Well 9 58 H3-NW 4.25 5.36 4.72 4.77 5.64 Well 4 74 G3-SE 8.72 9.30 10.40

---.. ---· .. ·---·i~-.... ---.. -.. -: .... --.... --.. ·:--.. -.. -···-.. : .. -.... -.-.. -.-~-.. ------..

~1I3 75 G3~ _____ L_212 __ 1 ___ 9~' . .4_~2 __ t--~I~O-J~~0~-i---------~---------t-----~-~---~--.~--------t-------~--------~ Well13 76 F4-NE ! 8.33 i 8.63 9.05

Golf 77 H5-NE --·------··:--.... - .... · .. -·:i-----.. ---·~-·-----·--~·--J .. -; .. -6-8-_--·:-.... ------·;-----......... ~-.-----.... ~ .. -.-----.... : .... - .... --.-.. :-..... - ...... --~.-......... --..

LEVEL W Third Tl:ITCI\;\: .,. .!.'" ,! 'Wells Static Wa1 er Level And :;; ... A .. " co .• .,. .! ..

91316 3 B5-SE 13.50 15.20 13.80 13.80 14.20 69469 7 C4-SE 0.82 1.06 0.93 0.97 0.89 36534 9 D3-SE 1.48 0.84 0.99 1.51 1.22

r ~v<+-'-' vv 12 D5-NE 0.63 3.07 1.60 3.07 2.80 19760 14 D5-SW 8.80 8 .. 16 8.90 9.58 9.71 72424 15 D6-SE 8.04 7.78 8.23 8.42 6.15 75521 16 D6-NE 10.90 8.71 8.53 8.51 8.01

.......... ---·~: .. · .... - ...... - .. :-·-...... - ...... : .... · .... - .... ·-.. .;. .. - ............ f

47121 17 D8-SE 7.16 7.07 7.68 7.05 6.81 51058 18 D8-SW 10.10 9.79 10.80 9.55 9.22 7856 19 E2-SW 3.43 2.85 3.48 3.79 3.46

79876 20 E4-NW 2.57 2.39 2.69 .2.78 2.89 81066 21 E4-SW 6.72 6.32 6.65 7.35 7.63 34284 23 E7-NE 2.13 2.39 2.30 2 . .15 1.85 83-2 28 F3-SW 0.10 ns ns ns ns

29 F3-NW 14.10 14.60 14.20 15.30 8.82 72755 31 F4-NW 18.30 ---- 18.60 ~1~82_:_!8..:.8Q_ 18.00 ______________________________ _

65 F4-NW 20.50 18.40 19.50 16.30 18.00 LEVEL V Valley Fill .,. .!. m L! Wells) Static Wate I" Levels And r .. ;u A'~ co •• !!"'11 ii. ~~

E7-SE 6.~3 7.14 7.32 8.07 6.70 t-· .. ··--···--~ .. -·-·-.. ··-+·--...... ··-·-~· .. ··-·····-·-.. ~·· ........ -...... ~ ...... -.......... +.-............... ~~ .................. ~ ........ -...... -~ .... -.............. ~ .................. ~ .. -..... · ...... 4

85141 22 F4-NW 15.20 14.20 12.80 14.90 15.10 F 5 -S W •· .. ·;·1;· .4·;·-;.·1;· .. ·~-.. ;-1·;.· 66~~;·; .... c· .... ~·I;;.· 6;·;2·; .... ~'····-;1. .. ;; 5';; 1·;~ .... ~·-.. ;·1.;;;2·; 9·;;.····~ ...... · .......... · .. c ................ -.. t-................. ~-........... - ... i·-...... •• ...... ·i:---· ...... ·-· .. ,f:--· .... -·--f 74542 33

P53471W 34

F6-NE ..... _4;.,;.4 . .:.5; .... _; .. _ .. 4;; ". %; .•• ~ __ .: ....... 4; .. ;.5; •. 5_ ...... .;._ .. 4 . .-., .;,.1;;.4; __ . .; ..... 5;;.;; ... 0;.0;;._.-:: ........... _ ....... ; .... -.----.-.;.-................. .;-.--..... --.. ;-.... - ........... .; ................... + ....... - ....... f F6-NE 0.30 0.42 0.71 0.77 0.77 H2-SW ..... 1~:-I 0:~· . .3·:··0~ .... : .... -~9~· .. ' 3:·7~--·: .. · .... 9~· .. ; 04~·~·-·-f .. -·8;·.;.· 3;' 3;--·-:· .. · .. 8;.; . .3·~n·; .. · -·-: ...... --.. ·-.. ·:·-.. --........ -·f-...... · .. - .. · .. :-...... -.... - .... : ........ · ...... · .. ·: .. · .......... · .... ·~ ........ ··· .... ·f

85585 35 72039 36

P71163W 55 J)nnlicate A 23.~ 4.64 1.26 2(,.90 2. 0

iFirst Value [Sample Point Number 4 ,8 9

2~.80 5.36 0.99 3 .. 30 2 ,9

B 4.§~ 10.00 17.50 3.08 1 10 iFirst Value :Sample Point Number 48 ,0 31 6~

4.21 12.50 16.80 3.~ 1~ W

C 15.40 2.29 10.80 7._,7 7 .. ~6 iFil Value iSample Point Number

t .... J ... ~..;; .. ,.2'C ... Q ..... ~ ..... ;2;;" .3",.\9 ....... : ...... 9 ... ? .. 9 .• ~;5 ...... ~ ...... 7; •. j.' .-,..;~ 5-;. ..... ~ ...... 7;.~ .i".3~ ....... : ................... : .................. ~~ .................. ~ .................... l .................... : ................... ~ ................. .. 33 20 61 ,: 2

JI1nlll'.AT~ D [First Value [Sample Point Number

t ..... 4~: ... 8~~ .. ~~ ..... : ..... ~6::. ... 64: .. : ..... : ...... 0,!. ... ;8:::~8 ..... ~ ..... 2;~:;.4.!.0.!. ...... ~ ...... 5;!i; .. ~8.!.:.!I~ ..... : ..................... : .................. ~ .................. ,~ ................... : .................. : .................. ~ ............... .. ...... ;5~;;··1i0:.6;" ...... : ...... 7,~" . .l:ic.14.~ ..... : ...... O.;"I •• ;;.9ii3:.; ..... f ..... 2::::~.6.:x;·7~ ..... .;, ..... 6:;'i··'iX23-: ....... : ................... : ................... f ................... .; ................... : ................... : .................. + ................ f

8 22 1 [0 40 nn!,lil'.At~ E 1.44 6.~126.1 ,5 3.03 3.60

I First Value :Sample Point Number

1 48 6.66 9.1 ~6 3.79 4.45

Ollnlicate F iFil Value [Sample Point Number

t .... ~l. l.:i.6.:.0;;~ .... ; .... ;::2: • .:.1.~ .~50~: .... c ...... 6i-.~:~,.7!. ..... ~ ..... :I:I. 4-,:; . .3~.0!""~,,,,,,, 8;;:;"0 04:: ...... ).................. . ................ i~ .................. ~ ................... ) .................. c .................. ~ ............... .. ..... ;I.l ... ixl. 0;; ..... : .... ;;2;,;;-2.j.;"5.0;; .... : ...... 9:-; •• lj;;.i6-; ..... ~ ..... I:;I. 6~; . .7x.0; .... ~ ....... 6:;~.72 .. ~:-; ..... : .................... : .................. ~ ................. ~ ..................... : .................. : ................... ~ .............. ..

"9 4 4) '0 41 Ol1n) ....... t.. G

I First Value [Sample Point Number

..... ~l. L.:,; ... ::.m.;;~ .... : ...... 4~~; ". 'l;i:1;:2 .... + .... :9:~:.~;~£7~: .... f ....... 4..:; .7~r~:2: ..... .; ..... ::I.~7; .. 8;:.0~ ..... : ................... : ................... ~ ................... .; .................... : .................... : ................... .; ............. .

..... ;1. L.~u.'c)().; ..... : ....... 7.;~ .9~.,4.; ..... : ..... }(; •. ;.,;jj~.0~, .... .;. ..... 6;~;.. .~O.6: ....... ; .... :I .. 8;;j: .. 'Or·.0;;. .... :.................. .. ................................. -: .................. -: .................... : .................. ;~ ................ .. :> 21 31

lnp tslanlC l 0.1 0.1 [tlelO manIC

10/1194 3:54 PM 319NITR.XLS

Town of Torrington GROUND WATER MONITORING

PROGRAM

Dear Home Owner:

On behalf of the Town of Torrington and the Torrington Wellhead Protection Committee, we would like to take this opportunity to thank you for your participation in the Ground Water Monitoring Program.

The fourthsampling event was completed during Aug-24 - Sept. 1. The fifth sampling event will take place during Sept 24 - Oct. 1. Although some minor program changes may be necessary, once the program is in place the Town will sample once a month for the next three years.

The results of the sampling event are attached. THE NITRATE LEVEL FROM YOUR WELL OR THE MONITORING WELL LOCATED ON YOUR PROPERlY HAS BEEN HIGHLIGHTED ON THE ATfACHED lABORATORY REPORT FORM.

IMPORTANT INFORMATION It is important to remember the EPA has determined that nitrate levels in excess of ten (10) parts per million (ppm) could be a health risk to some individuals and infants. Although the EPA DOES NOT REGUlATE WATER FROM PRIVATE WELLS, if the nitrate level in your well exceeds ten (10) ppm you may want to consider the following alternatives.

I. Bottled Water: Beings the attached results represent only one sampling event and future levels may change, bottled water could be used until more data is collected.

2 Reverse/Osmosis: If nitrate levels remain above ten (10) ppm in future sampling events or if you are concerned, you may consider a reverse osmosis unit which removes nitrates.

COMMENT: There is a misconception that boiling water 'Will reduce nitrate levels in drinking water. THIS IS NOT TRUE! In fact, boiling water 'Will concentrate nitrates.

If you have any questions, don't hesitate to call Gary Gerhard at 532-5211. OWNERSAM.MEM

October 1, 1994 BAKER & ASSOCIATES

Gary Gerhard P.O. Drawer E (215 East 21st Ave., Suite 111)

P.O. Drawer E Torrington, WY 82240

(307) 532-5211

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