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1979ulB3226

FINAL ENGINEERING PLANFACILITY ABANDONMENT

MASTER DISPOSAL CORPORATION LANDFILLWAUKESHA COUNTY. WISCONSIN

C 6970

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EPA Region 5 Records Ctr.

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FINAL ENGINEERING PLANFACILITY ABANDONMENT

MASTER DISPOSAL CORPORATION LANDFILLWAUKESHA COUNTY, WISCONSIN

C 6970

WARZYN

ENGINEERINGS INC

Consulting Engineers • Civil • Structural • Geotechnical • Materials Testing • Soil Borings • Surveying

1409 EMIL STREET. P.O BOX 9538. MADISON. WIS 53716 • TEL (SOB) 2B7-4B48

April 2, 1979C 6970

•••III

Mr. Gene BlackmerMaster Disposal Corp.19980 West Capitol DrivePewaukee, WI 53702

Re: Final Engineering PlanFacility AbandonmentMaster Disposal Corporation Landfill

Dear Mr. Blackmer:

Enclosed are the final engineering plans for the proposedabandonment of the Master Disposal Corporation Landfill. For yourconvenience and by copy of this letter, we have forwarded 2 copies toMr. Roger Klett, Southeastern District, DNR, for distribution and review.

We are available to meet and discuss any aspects of the planswith you and the DNR at your convenience. If we can be of further assistance,please do not hesitate to contact us.

Very truly yours,

WARZYN ENGINEERING INC.

John P. WalkerCivil Engineer

Henry A. KochProfessional Engineer

JPW/HAK/dmfEnclosure: Reportcc: Mr. John Nowacki, Master Disposal Corp. (1)

Mr. Roger Klett, DNR, Southeast District (2)

m

TABLE OF CONTENTS

PAGE NO.

INTRODUCTION 1

A. Purpose 1B. Scope 3C. General Information 4

FILLING SEQUENCE 5

A. General 5B. Phasing 6

1. Phase I 72. Phase II 73. Phase III 94. Phase IV 9

C. Final Use 10

SOLID WASTE DISPOSAL OPERATIONS 11

A. General ^ 11B. Facilities and Management of the Site 12

1. Entrance Area 122. Roadways 133. Buildings and Utilities 134. Fencing 145. Personnel 146. Hours of Operation 157. Equipment 158. Regulation Enforcement 169. General Safety Practices 16

C. Control Measures 17

1. Lines and Grades 172. Surface Water Control 173. Dust 194. Site Appearance 195. Seeding 196. General Maintenance 20

D. Groundwater Monitoring Program 20

WARZYNIMC

ii

Table of Contents (cont.)Page 2

E. Specific Operations

1. Compaction2. Air Curtain Destructor and Ash Disposal3. Encapsulation4. Dredging5. Cover6. Combustible Wastes7. Operations Under Adverse Conditions8. Clean-up Operations

CLOSING REMARKS

PAGE NO.

23

2325252728303133

34

LIST OF APPENDICES

Appendix A - Impacts of the Dredging OperationsAppendix B - Water Quality and Water Elevations

LIST OF DRAWINGS

Drawing""11

1111

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11

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II

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II

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Ccccccccccccccccccccccccc

6970-A1 -6970-A2 -6970-A3 -6970-A4 -6970-A11-6970-A13-6970-A14-6970-A19-6970-A20-6970-A21-6070-1 -f,970-3 -6970-32 -6970-21 -6970-22 -6970-23 -6970-24 -6970-25 -6970-26 -6970-27 -6970-20 -6970-28 -6970-29 -6970-30 -6970-31 -

Grain Size AnalysisGrain Size AnalysisGrain Size AnalysisGrain Size AnalysisGrain Size AnalysisGrain Size AnalysisGrain Size AnalysisProposed Final Cover - Steep SlopesProposed Final Cover - Flat SlopesProposed Final Cover - Moderate SlopesRegional Topography Map and Vicinity MapTopographic, Land Ownership & Section Location MapsOld Topographic Survey Map - 1977New Topographic Survey Map - 1978Completion of Phase I; Initiation of Phase IICompletion of Phase II; Initiation of Phase IIICompletion of Phase III; Initiation of Phase IVFinal ContoursAsh Disposal Area PhasingWater Table Map & Geologic Cross-SectionLocation of ACD - Construction StakeoutCross SectionsCross SectionsCross SectionsDetails

WAPZYNIMC

FINAL ENGINEERING PLANFACILITY ABANDONMENT

MASTER DISPOSAL CORPORATION LANDFILLWAUKESHA COUNTY, WISCONSIN

INTRODUCTION

A. Purpose

This plan and its proper implementation will enable the

Master Disposal Corporation to abandon their existing industrial waste

landfill with consideration for surface water runoff, erosion control,

available cover materials, etc. Master Disposal Corporation will be

provided with sufficient capacity to dispose of solid waste at this

location until August, 1980. This disposal time is necessary to overcome

potential erosion and settlement problems, to eliminate steep outer

banks associated with existing portions of the fill area and to remove

.miscellaneous waste materials from drainage ditches.

This report has been prepared to satisfy the abandonment

provisions stated in the August 24, 1977 Stipulated Injunction by the

Department of Justice and the Wisconsin Department of Natural Resources

(DNR).

As stated in the Stipulated Injunction, the Master Disposal

Corporation landfill was to be abandoned within 2 1/2 years from

August 24, 1977. Our Conceptual Engineering Plan for the abandonment

of the site was designed for the ultimate abandonment to take place in

accordance with the Stipulated Injunction. That report was issued to

the DNR for review on September 14, 1977. DNR's official response

WAPZYN

••

April 2, 1979 -2- C 6970

to the report was received on March 13, 1978. In that response, the DNR

generally stated that the Conceptual Abandonment Plan, with a few

modifications, would enable the Master Disposal Corporation to successfully

abandon their landfill in the 2 1/2 year period proposed in that report.

In this Plan of Operation, we suggest an abandonment date of

August, 1980. A major reason for suggesting that date is so the Master

Disposal Corporation can accomplish a more effective placement of final

cover. This will provide for a more effective abandonment. Abandonment

in March would mean that filling operations and placing of final cover

would have to be completed in the fall of 1979, so that seeding operations

could be accomplished in the spring of 1980. Typical wet conditions in March

would greatly impair earth moving operations, thus reducing the effectiveness

of the placement, compaction and grading of the final cover. Abandonment

in August could be accomplished more effectively because of the typically

drier conditions. Because of the drier conditions in August, earth

movement, final cover application and seeding could be accomplished without

delay. The vegetative seeding that had been applied in the spring of 1980

on other areas of the landfill would have produced a grass cover by August

and those areas requiring maintenance could be repaired.

Filling operations during the winter of 1977-1978 had to be

moved to other sections of the landfill that were originally called for

in the Conceptual Abandonment Plan. This required that the phasing of

the operations be changed in the final engineering plans. Changes in

WARZYN

April 2, 1979 -3- C 6970

estimated wasteloading required the final contours to be raised approximately

5'-6' in various sections of the landfill. The above concerns resulted

in the necessity to alter previously prepared engineering drawings and

some minor concepts. It is our belief that by considering the above

mentioned reasons, abandonment in August, 1980 is justified.

B. Scope

This Plan of Operation shall include various aspects and

responsibilities of operation and will identify potential environmental

problems that may develop during the operation and abandonment of the

landfill site. Procedures to correct the problems stated in the previous

section of this report and to prevent those problems from occurring will

be thoroughly explained. Performance criteria for the operations of the

landfill site shall be specified and measures to control the filling

operations through the use of engineering principles will be fully

detailed. The operations described in this plan are subject to modification

only with the approval of the Residuals Management and Land Disposal Section,

DNR.

All work is to be done in conjunction with approved engineering

drawings and the related instructions contained in this document. This

plan is an indication of Master Disposal Corporation's concern regarding

proper solid waste management.

The phasing of the site operations has been designed to allow

portions of the site to reach final grade more quickly and subsequently

be abandoned as discussed later in this report. The phasing also helps

to control day to day operations of the site.

WAPZYfSJ

April 2, 1979 -4- C 6970

These steps along with other factors such as a groundwater monitoring

program, maintenance of proper drainage at all times and continued

maintenance for the site after its abandonment, as outlined in later

sections, shall assist in protecting the environment from potential

hazards.

C. General Information

The Master Disposal Corporation landfill is located in the SW 1/4

of the SW 1/4 of Section 5, T7N, R20E, Town of Brookfield, Waukesha

County, Wisconsin. Additional background information can be obtained

from the In-Field Conditions Report, June 30, 1977.

As was indicated in the In-Field Conditions Report, the initial

waste loading was estimated to be approximately 140 cubic yards (in-place)

per day. However, based on a survey performed by Warzyn Engineering

Inc. personnel on August 16, 17, and 21, 1978, it is estimated that the

daily waste load disposed of at the site has been approximately 280

cubic yards (in-place). The landfill site was established originally

to handle only industrial waste material, but through negotiations, the

Town of Brookfield was allowed to dispose of brush materials, bulkies,

combustible and non-combustible demolition materials.

Some dunnage and wood waste delivered to the site require burning

prior to disposal. This burning will be accomplished at an air curtain

destructor being constructed on-site and will be discussed later in this

report.

WABZYN

April 2, 1979 -5- C 6970

The remaining volume to be filled under this operational plan

is approximately 133,500 cubic yards including 2,900 cubic yards set

aside for ash disposal. Approximately 84,000 cubic yards of soil will

be used as final cover. From the initial abandonment during Phase I

to the final abandonment during Phase IV, an additional volume of

approximately 220,400 cubic yards of air space will be occupied by the

Master Disposal Corporation landfill.

FILLING SEQUENCE

A. General

The development of a positive image for a landfill operation

is important in establishing community acceptance. The image of a

landfill is formed by the impressions of the public; those persons who

drive pass the landfill and those persons who enter the landfill site,

and by the reputation and publicity given to individual operators.

Two basic considerations are essential in developing a positive

image. First, good management and compliance with State regulations and

Federal guidelines will provide a safe, efficient and economical operation.

Second, creating a harmonious relation between site features and operations

with the surrounding landscape can be achieved through good design based

on functional and visual principles. With these considerations in mind,

discussion on the phasing of operations will be taken up in the following

sections.

WARZYfSJ

April 2, 1979 -6- C 6970

B. Phasing

Abandonment of the landfill site will proceed through the

utilization of various phases as shown on Drawing C 6970-25. In general,

the numbering of the phases coincides with the consecutive abandonment;

i.e., Phase I will be the first area abandoned, etc. As can be seen

from Drawing C 6970-25, abandonment will be initiated in the southeast

portion of the landfill and proceed in a counterclockwise direction

around the site. The intent of the phasing is to have progressing areas

of a landfill brought to final grade and abandoned as soon as possible.

A tentative schedule for the phasing operations is shown in

the timetable listed below:

TIMETABLE FOR PHASED ABANDONMENTMASTER DISPOSAL CORPORATION LANDFILL

SOLID WASTEDISPOSAL ,

PHASE TIME REQUIRED ABANDONMENT DATE1

I 2 1/2 months April, 1979

II 5 1/2 months July, 1979

III 5 months October, 1979

IV 10 months August, 1980

The date when final cover has been compacted in-place and seeding hasbeen completed.

WABZYfSJffpyotfwf r *»*vo *M*C

April 2, 1979 -7- C 6970

During all phases, adequate surface water drainage must be

maintained with diversion berms, swales, etc. Special considerations,

to be discussed later in this report, must be given for handling interim

interior surface water drainage. In general, interior surface water

drainage will be handled on-site, rather than creating off-site drainage.

Final covering at the landfill site will be done in a phased

fashion. Final covering of each phase will not be left to the completion

of each phase, but should be done as rapidly as possible during the

filling operations.

]_. Phase I

Phase I as shown in Drawing C 6970-22 has an area of approximately

8.3 acres, exclusive of the access roads. Between August, 1978 and

November, 1978, approximately 15,500 cubic yards (in-place) of waste

were disposed of to complete filling operation in Phase I. Phase I will

be abandoned in the spring of 1979 when the final cover is applied and

seeded.

2. Phase II

Phase II as shown on Drawing C 6970-22 has an area of approximately

6 acres. Included in this area is the air curtain destructor construction

area and the proposed ash disposal facility. For a discussion on the

air curtain destructor, reference is made to the following reports

prepared by Warzyn Engineering Inc.; "Master Disposal Corporation Air

Curtain Destructor", dated November 1, 1977, and "Air Curtain Destructor

Master Disposal Corporation Pewaukee, Wisconsin", dated June 21, 1978.

WARZYN

April 2, 1979 -8- C 6970

i

.•

The air curtain destructor construction limits are shown on Drawings

C 6970-22 through C 6970-25. A detailed drawing of the air curtain

destructor construction area is included as Drawing C 6970-20, so that a

transition between final contours outside and within the construction

area may be reviewed. Discussion on the associated ash disposal area

will be taken up later in this report.

Filling operations during Phase II began in November, 1978 and

will continue through the spring of 1979. The operations included in

Phase II involve filling in the large depression located in the north-central

portion of the landfill and bringing the remaining area to final grade

as shown in Drawing C 6970-23. No wastes will be deposited directly

in standing water at any time. All standing water will be pumped across

the access road to the area that will be filled during Phase IV.

Snow and ice will be removed from active fill areas and piled

in the abandoned Phase I area. Failure to remove snow and ice from

active fill areas will allow for the possibility of landfill settlement

after the snow and ice melts, because voids will develop in the landfill.

Settlement of the landfill will cause interruptions of drainage patterns.

As Phase II approaches final grade near the proposed ash

disposal area, a 1' high berm will be constructed on the upper edges of

the ash disposal area, as shown in Drawing C 6970-26, to keep surface

water from draining into the ash disposal area.

WARZYN

•

April 2, 1979 -9- C 6970

As of November, 1978, Phase II had a remaining waste capacity

estimated to be approximately 32,700 cubic yards (in-place). At the

present fill rate of 280 cubic yards per day, Phase II should be completed

in July 1979. A maximum elevation of 846' will be reached with typical

slopes ranging from 1.5% to 6.5%. The slopes in the upper reaches are

adequate to allow for future settlement and minimize erosion.

3. Phase III

Phase III as shown on Drawing C 6970-23 has an area of approximately

2.1 acres. Filling operations will begin in the northwest quarter of

Phase III and proceed to plan grid line 7+OON. Phase III has a remaining

waste capacity estimated to be approximately 29,500 cubic yards (in-place)

which will require approximately 5 months to fill. Phase III should be

completed in October, 1979.

4. Phase IV

Phase IV as shown on Drawing C 6970-24 has an area of approximately

4.6 acres. Filling operations during mild weather will take place along

the southern edge of Phase IV and move clockwise around the remaining

fill area towards the north edge of the fill area. Cold weather operations

will take place near the northwest corner of the fill area so that there

will be some protection from the elements.

WARZYN•MOMHMKta INC

April 2, 1979 -10- C 6970

If standing water exists in Phase IV, two alternatives are

suggested for handling it. Alternative 1 consists of pumping the water

from the fill area across the access road to the drainage ditch, and

allow it to drain off-site. This can only be done if the conductivity

of the water is less than 1,000 u mhos/cm. Alternative 2 consists of

pumping the water out of the Phase IV area and allowing it to run on the

upper reaches of the landfill during dry periods. The discharge of the

water has to be controlled so that no surface runoff occurs off-site.

By routing the surface water to various portions of the landfill, larger

volumes could evaporate and less infiltration will occur.

Phase IV has a remaining waste capacity estimated to be approximately

59,400 cubic yards (in-place), which will require approximately 10

months to fill at current fill rates. Phase IV will be completed by

August, 1980. Maximum elevation reached in Phase IV is approximately

848.5' with slopes ranging from a minimum of 1% at the top of the mound

to 4% in the upper reaches of the mound. Side slopes of 30% are reached

in the lower areas of the mound along the southern edge of the site to

allow for adequate drainage.

C. Final Use

The final contours of the landfill site are shown on Drawing

C 6970-25. The site shall be revegetated with grasses to form an open

green area, except the air curtain destructor and associated appurtenances

shall be maintained, as needed, along with an access road. At the

WARZYN

• April 2, 1979 -11- C 6970

present time, consideration is being given to utilizing a small portion

|j of the landfill site located along the southern boundary for storage of

" equipment, such as containers. It is suggested that a gravel base be

• applied to this area in lieu of final cover to provide a stable surface

^ at all times. Discussion has taken place indicating that certain areas

may be used for construction of light-weight warehouses or industrial

£ buildings. To date, nothing definite has been decided along these

lines. Regardless of the future use of this site, it must be maintained

^ to permit adequate surface water drainage.

SOLID HASTE DISPOSAL OPERATIONS

I A. General

An essential element in the operation of a sanitary landfill

™ is good management. Good management includes sound operations at the

^m landfill, compliance with current DNR, Federal, and other appplicable

regulations as well as operation according to accepted practices. Good

• management also includes the operation of the site in a safe, efficient,

and economical manner.

™ The general public is seldom aware of the detailed planning

^ and design that precedes the establishment of a landfill project.

However, the operational phase is 1n the public eye, and the entire

• project may be judged solely on the quality of the operation which is a

reflection of the personnel operating the site. Competent, properly

• trained and motivated personnel are necessary to operate a facility that

^ projects a positive image.

WARZYN

0 ' April 2, 1979 -12- C 6970

B. Facilities, and Management of the Site

tt A sanitary landfill requires the coordination of many elements.

The elements and their relation to the operation of a landfill are

| discussed in the following sections.

^ 1. Entrance Area

™ An important element in creating a positive image is the

^ entrance to the sanitary landfill, which serves as the interface between

the sanitary landfill site and the surrounding area. Several factors

P| that contribute to the appearance of the entrance area are: proper

— signing, absence of litter, absence of mud from the roadway and well-maintained

^ vegetative cover.

The sign should be attractive, informative and easily read.

It should include the following: name of operation, license number,

hours of operation, type of wastes accepted at the landfill, fees for

disposal at the landfill, penalty for non-authorized use, and necessary

safety precautions.

The entrance should be kept free of litter and other debris

that may spill from the vehicles entering the site, as well as any mud

that may come from vehicles leaving the site. It is suggested that the

entrance road be repaired by placing gravel in the areas where the

potholes exist and by maintaining adequate slopes to allow for proper drainage.

WAPZYN

April 2, 1979 -13- C 6970

2. Roadways

The Internal roadway system consists of roads necessary to

move traffic throughout the landfill 1n all weather conditions. The

importance of this internal roadway system to the operation of an efficient

and properly operated landfill cannot be overstressed. Vehicles unable

to reach the designated disposal areas could result in the deposit of

wastes in areas that are not properly prepared.

The construction of all roadways will be such that they can be

used during all weather conditions and that two-way traffic can be

maintained on them. The maximum grade of the roadway will be 10% at the

western edge of the site. In required areas, a minimum of 6" of crushed

gravel should be employed in the construction of these roadways.

Roadway drainage swales will be constructed as necessary to keep the

roadways free of surface water and to drain the surface water from the

surrounding area. The minimum grade of a roadway drainage swale will be

0.5%. If, in the construction of the drainage swales, refuse is encountered,

excavation of this refuse will be required. In these areas, refuse will

be excavated to a sufficient depth to permit backfilling with a minimum

of 2' of final cover and 4" of topsoil in attaining the required swale

grades.

3. Buildings and Utilities

Since a landfill operates in all kinds of weather, protection

from the elements should be provided for the employees. The existing

equipment storage-maintenance building located at the entrance to the

site will adequately serve this purpose. Included in this building

are sanitary facilities for the employees.

WARZYN

April 2, 1979 -14- C 6970

4. Fencing

Fencing and gates are necessary to limit access to the landfill

when attendants are not on duty and to limit the use of the site only to

persons that are authorized to dispose of wastes at the facility. Since

this landfill site is surrounded by marsh, fencing is only required at

the entrance and along a portion of the eastern edge of the landfill.

Fencing also serves to control litter at a landfill.

If litter is scattered about the site, fire hazards, nuisances and

unsightliness result. If a litter problem develops, a temporary fence

constructed of 1" x 2", 12 gauge galvanized wire mesh (or other

suitable meshed materials) 6 feet high should be placed downwind

of the active fill area to collect blowing papers. All of the fences

that collect blowing paper should be policed daily to maintain site

appearance.

5. Personnel

The overall responsibility for the operation of the landfill

lies with the Master Disposal Corporation. It is the responsibility

of these persons to see that adequate equipment, manpower and budgeting

are available for the operation of the sanitary landfill. The main

responsibility is to see that the landfill operations proceed as described

in the approved plans. Competent individuals designated by Master

Disposal will inspect and establish site grades at regular intervals

using the information shown on Drawings C 6970-22 through C 6970-26

and the instructions in this plan.

WARZYN

I April 2, 1979 -15- C 6970

IThe equipment operators are key personnel at the landfill

| since they perform the actual compaction and covering. The equipment

operators are to be fully informed as to the objectives of this plan and

specific goals of the project.

• 6. Hours of Operation

Landfill operations are conducted from 7 a.m. to 5:30 p.m.

| Monday through Saturday. It is the responsibility of the Master Disposal

Corporation to eliminate indiscriminate dumping by instructing all

of its drivers where and how to dispose the waste. Wastes will be

|g accepted only during normal working hours.

7. Equipment

™

There are three basic functions that are performed by the

various pieces of equipment at a landfill site. The functions performed

are:

•1. Handling Waste;2. Providing and Handling Cover Material;3. Performing Support Functions

Master Disposal Corporation utilizes various Load Lugger

trucks to haul the waste to the site. Once the waste is deposited, it

is spread and compacted by a Rex 330 compactor. Three bulldozers are

available for spreading both daily and final cover as well as compacting

the waste. One drag line is available for dredging operations for

obtained cover material and for cleanup operations. Various waste

containers, ranging in size from 6-40 cubic yards are stored on-site.

A few of these containers are used to collect salvageable metals to be

sold by Master Disposal.

WARZYN

April 2, 1979 -16- C 6970

Support functions may be performed with existing sanitary

landfill equipment or additional equipment may be utilized. Some support

, functions that are commonly performed at the sanitary landfill are:

road construction, snow removal, dust control, fire protection, etc.

I Existing landfilling equipment should be used as much as possible to

perform these tasks. However, if the available equipment is not suited

I for a job, additional equipment should be utilized.

. 8. Regulation Enforcement

Local law enforcement officials should be kept aware of all

m regulations in regard to the landfill operation. These regulations

should be posted in a conspicuous place so that all persons using the

| landfill are aware of the requirements.

M 9. General Safety Practices

Employees should know the principles of first aid safety and

• the specific operational procedures necessary to prevent accidents. An

adequate stock of first aid supplies should be on hand. There should

| also be a communication system, such as a radio, so that the employees

^ can contact emergency personnel if so required. For reasons of safety,

only authorized persons should have access to the site. There are

M potential hazards in driving heavy earth moving equipment and manuevering

collection trucks. In order to minimize the associated potential hazards,

| guidelines should be established and adhered to. Care should be taken

_ when backing up to insure that the path behind the vehicle is clear.

^^ There shall be no climbing or crawling under the equipment when it is on

M the active working areas.

WARZYNMVO "UC

n April 2, 1979 -17- C 6970

C. Control Measures

1. Lines and Grades

The grid system and vertical control as shown on the accompanying

drawings shall be established and maintained in the field and all areas

where work is in progress for the duration of active refuse filling on

the site. Two control monuments are located on-site as shown on Drawings

C 6970-21 through C 6970-25. As portions of the landfill are abandoned,

these monuments may be relocated for better control. Intermediate lines

and grade points deemed necessary by the DNR to enable operational

.m personnel to perform a competent job shall be the responsibility of

Master Disposal Corporation.

2. Surface Water Control

The control of surface water is necessary to assist in providing

access to the site, to minimize infiltration and to prevent erosion

problems. All off-site surface water should be diverted from entering

the landfill. This is accomplished through the use of diversion berms

and drainage ditches surrounding the site. Adequate drainage must be

maintained on the outer banks of the landfill. This can be accomplished

by maintaining the slopes at a 3:1 grade. By providing adequate grades,

future settlement can be controlled and erosion can be minimized. DNR

approval has been granted for re-shaping the outer banks on the west

side of the landfill and the drainage pockets near the southwest corner

of the site.

WAPZYN

April 2, 1979 -18- C 6970

As mentioned earlier in this report, interior surface water

drainage will be handled on-site rather than drained off-site due to the

poor quality of the runoff. At all times the surface water will be

drained away from the active fill area. By transporting the surface

water to various areas of the site, as discussed under the phasing

section of this report, it is estimated that larger volumes of surface

water will evaporate, thus alleviating some of the problems associated

with removing the surface water.

The final contours of the site have been selected in such a

fashion as to provide a maximum number of drainage areas preventing the

necessity of transporting large volumes of surface water runoff over any

portion of the landfill. Minimum slopes at the upper reaches of the

landfill will be \% with slopes varying from 1.5% to 6.5% elsewhere

on-site. Sod lined chutes, lip berms and other such measures shall be

utilized to control erosion in channeling the surface water. All drainage

swales will be periodically inspected for the deposition of sediment,

etc., that would hinder the flow of water, if such material is found, it

will be excavated and the ditch re-seeded.

A seeding and maintenance program will be employed to prevent

erosion and limit infiltration on the abandoned areas of the landfill.

The establishment of vegetative cover shall limit runoff velocities

attained by the surface water runoff and shall assist in limiting the

erosion that occurs.

WAPZYN

April 2, 1979 -19- C 6970

3. Dust

Dust is sometimes a problem causing excessive wear of equipment

and health hazards to personnel on the site. Dust raised from vehicular

movement can be controlled by wetting roads with water, calcium chloride,

sodium chloride, and road oil, drain oil, etc. Fines that tend to

accumulate on all weather access roads must be periodically removed.

The dust problems is usually most severe in the dry summer months such

as July and August.

4. Site Appearance

Overall site appearance is the main factor in public acceptance

of the sanitary landfill operation. One of the main factors affecting

site appearance is miscellaneous waste material laying around the site.

For that reason, it is stressed that the site should be policed periodically

and the miscellaneous waste materials collected and deposited at the

active fill area. Good vegetative cover must be maintained along the

entrance roads and all the areas that are to be undisturbed for periods

over 1 year. The sign at the entrance to the site shall be kept in good

repair with the regulations clearly visible to the users of the landfill.

5. Seeding

Since the cover materials are acidic in nature, liming operations

should be conducted prior to seeding operations to neutralize the soil.

The cover material should be analyzed to determine the lime requirements

and the lime spread accordingly.

WARZYN

• April 2, 1979 -20- C 6970

• A thick perennial native grass cover should be established on

91 the cover soils because it will allow maximum evapotranspiration of

^ moisture that enters the soil and will control erosion. An adequate

vegetative cover will minimize infiltration, thus reducing the amount of

M leachate being produced. The end result would be upgrading of surface

and groundwater quality.

P| 6. General Maintenance

^g General on-site maintenance will be conducted to insure that

problems do not develop. Periodic inspections of the drainage swales

^ J will aid in providing adequate drainage. Areas that are found to be

affected by erosion should be repaired and areas where silt build-up

occurs should be reshaped with grading equipment. All areas requiring

repairs should be re-seeded and/or re-sodded to maintain erosion control.

D. Groundwater Monitoring Program

A quarterly groundwater monitoring program as defined in

"Warzyn Engineering Inc., Conceptual Engineering Plan, Facility Abandonment,

September 14, 1977", modified by the DNR letter to Mr. Henry Koch of

Warzyn Engineering Inc., dated March 13, 1978 and finalized by the DNR

letter to Mr. Koch dated April 21, 1978, has been established to monitor

surface and groundwater associated with the landfill. The quarterly

monitoring program includes sampling from the following locations: B2,

B9, BIO, Bll, 812, B33, B35, 51 (grab sample southeast of site in east-west

ditch), and S2 (grab sample south of site in east-west ditch). Samples

have been collected and will continue to be collected and tested for pH,

WARZYN

April 2, 1979 -21- C 6970

specific conductivity, iron, total alkalinity, sodium, and COD. During

monitoring previously conducted, Well 33 was not located for sampling

due to high vegetation such that B30 was sampled in its place. The

proximity of B30 to B33 was felt to justify this substitution. Subsequent

monitoring will utilize B33 as a quarterly monitoring well as was first

agreed. All samples were collected by Warzyn personnel. Water level

readings were recorded for each well prior to sampling to assess water

level changes, and construct water table flow maps. Each well was

bailed utilizing a bottom filling, PVC pipe bailer to minimize interferences

in water quality determination.

Bailing the well sufficiently to induce fresh groundwater flow

from the surrounding saturated aquifer into the well is done for a

two-fold purpose: (1) To purge the well so that gathered samples are

indicative of groundwater conditions, not stagnant water held in a well

between sampling periods, and (2) To rinse the bailer of possible

outside contaminants which may have been acquired from previous sampling.

Samples were transferred from the bailer to new plastic bottles which

were rinsed with the sample to remove any residual deposits of soluable

material which may contaminate the sample. Samples were placed in a

cooler to minimize temperature differences between collection and laboratory

analysis. Analysis of pH and specific conductivity, along with preservation

of certain parameters by filtration and acidification was done by Warzyn

personnel within 24 hours of the actual field sampling. Laboratory

results are analyzed and significant changes or trends are noted in

WARZYNIMC

April 2, 1979 -22- C 6970

groundwater quality between preceding quarterly sampling periods. Water

quality results and water elevations are included in this report as

Appendix B. The following analysis is based on these results.

Groundwater elevations rose approximately 0.5' between the

sampling in May and the sampling in March, typical for a spring thaw

recharge period. Groundwater elevations fell approximately 1.5' from

May to August reflecting increased evaporation during the summer months.

Groundwater flow directions, horizontal and vertical gradients

have been extensively discussed in Appendix A of this report.

Increases in sodium concentrations and pH levels have been

observed in all wells since monitoring began. An increase of all parameters

from March to May was noted in Well BIO which is partially screened in

the waste material. The increase in Well BIO possibly reflects the

increased infiltration common during the spring thaw and subsequent

increased leaching of waste material. Also noteworthy was a slight

increase in Bll and a greater increase in B12 of all parameters tested

from May to August. All other wells had concentrations that displayed

varying increases and decreases from March to August. Well Bll has

generally exhibited concentrations of all parameters below the levels

found in other wells. We feel this reflects its position as an upgradient

well, when considering local flow patterns.

WAPZYIMIIIMa INC

April 2, 1979 -23- C 6970

Of the sampling completed thus far (March, May and August,

1978) it is premature to assess long term trends in water quality.

Varying increases and decreases in concentrations of parameters tested

may be due, in part, to the assorted waste materials within the landfill.

Trends and concentrations of various chemical parameters at different

wells were assessed in the quarterly monitoring program since August, 1978.

The next sampling period is scheduled for June, 1979 and will

be continued on a quarterly basis as described in the approved design

plans.

E. Specific Operations

1. Compaction

Certain procedures can be used in the placement of refuse to

promote compaction. Adequate compaction permits successful maximization

of landfill volumes and prevents excessive and uneven settlement.

Inadequate compaction results in limited usefulness of the finished area

and may cause infiltration problems.

Compaction is best begun by spreading the waste material

evenly in shallow layers and is improved if the working phase is operated

on a slope. The cell method is basic to the achievement of satisfactory

compaction. The cells shall not exceed 6' in height with a length and

width of approximately 20', depending upon the amount of waste to be

disposed of each day. Due to the small lifts of waste to be placed in

many areas of the site, the cell system may not be appropriate in such

areas. However, as many principles of the cell method as possible

should be incorporated into the disposal method.

WAPZYNIMC

m

April 2, 1979 -24- C 6970

The width of the cell (the unloading area) must be controlled

to reduce work, conserve landfill volume, permit better compaction,

minimize scattering and expedite the entire process. It will be wide

enough to prevent a backlog of trucks waiting to unload, but not so wide

that it becomes impractical to manage, and never over 50' wide. The

working face of the cell shall be sloped to achieve favorable landfill

operations. Typically, a 30° working face will minimize surface area

and cover volumes while obtaining good compaction of the wastes. Before

the wastes are compacted they should be spread in uniform layers no more

than 2' thick. The waste should be unloaded at the bottom of the slope

and worked up the slope by the compactor. By working the waste up the

slope, the equipment can achieve greater compaction. Compaction of the

waste shall be achieved with a minimum of 3 passes of grading equipment

over each part of the solid waste material. The cells shall be covered

with 6" of uniformly compacted foundry sand, as will be discussed later

in this report.

All cover soils shall be compacted so as to minimize water

infiltration. This compaction can best be performed when the soil is

damp and not saturated. Truck traffic shall be used to additionally

compact cover soil by changing the traffic pattern frequently. Compaction

shall be initially achieved with a minimum of 3 passes of the grading

equipment over each part of the cover soil.

WARZYN«MOIM««««MO INC

April 2, 1979 -25- C 6970

2. Air Curtain Destructor and Ash Disposal

Master Disposal Corporation was ordered by the August 24, 1977

Stipulated Injunction to construct an air curtain destructor on-site

for the purpose of burning wood refuse received at the site. The air

curtain destructor will be located in the northwest corner of the landfill

as shown on Drawing C 6970-25 and detailed on Drawing C 6970-20.

A detailed discussion on the air curtain destructor is included

in the November 1, 1977 Warzyn Engineering Inc. report.

The ash disposal area lies east of the air curtain destructor

as shown in Drawing C 6970-25. This area is designed to accomodate ash

for 5 years. Shown on Drawing C 6970-26 is the ash disposal sequencing

required for the 5 year period. Surface drainage is directed to the

southeast corner of the ash disposal area and will be pumped out to the

drainage ditch along the access road. As final grades are reached,

drainage swales will direct flow from the ash disposal area to the

drainage swales constructed in the air curtain destructor construction

area as shown on Drawing C 6970-20.

3. Encapsulation

Waste materials such as air pollution residuals, Cupola sludges

and similar industrial wastes are required to be encapsulated to minimize

contact between the wastes and infiltrating surface water. Encapsulation

will be achieved by constructing berms around an area where the waste

materials are to be encapsulated. The materials used for constructing

WARZYN•MCBffStC••»**() IMC

I April 2, 1979 -26- C 6970

Ithe berms will be foundry sands containing a high percentage (approximately

| 5-10%) of bentonite, organic silty material available from the dredging

• area or clayey materials hauled in from private contractors. The purposes

™ of encapsulation are to confine the designated wastes within certain

^ areas to prevent the increased infiltration of surface waters in the

designated areas, to prevent the increased migration of percolated water

| out of the area and to provide a method in which those wastes to be

,. encapsulated are more easily handled.

™ The areas deemed most suitable for providing encapsulation of

M waste materials are portions of Phases I, III, and IV. Since these

areas are close to final grade, encapsulation can be performed quite

| easily. It is suggested that the encapsulated areas be kept as far

south in designated areas as possible, so that when final cover is

^ applied, it could be applied at the same thickness throughout a general

•• area instead of being interspersed in areas requiring less final cover.

The encapsulation areas shall be graded to provide adequate

£ surface water runoff. P200 materials will be added to the base, if

necessary, where coarse materials are uncovered during the grading

operations to prevent rapid downward migration of percolating surface

waters.

Cupola sludges are difficult to handle within the encapsulated

areas. A procedure of mixing the paper fraction with these sludges has

eased the problems associated with containing and compacting the sludge.

•

'•WARZYN

O INC

April 2, 1979 -27- C 6970

The design of a typical encapsulation cell is shown on Drawing

C 6970-31. As can be seen, the cell is constructed by surrounding an

area with a 2" berm, depositing the designated wastes, providing compaction,

covering with the required foundry sands, and applying 2' of cover

material.

4. Dredging

To obtain part of the soil required for final cover, a dredging

operation is taking place in an area west of the disposal area, as

shown in Drawing C 6970-27. The project requires dredging of a pond in

the flood plain area with dimensions of approximately 1000' x 250' x 8'.

Approximately 70,000 cubic yards of cover material will be excavated.

All materials excavated will be placed'on the existing disposal area.

The distribution in lithologic characteristics of the soils as

defined by soil borings taken in the past by Warzyn Engineering Inc.

personnel in the dredging area are discussed in detail in Appendix A.

Included in this discussion is the anticipated impact of the dredging

operation on the existing hydrogeologic system at the Master Disposal

landfill site.

Dredging operations include excavating the soils to be used

for a cover material with a drag line. The layer of peat will be

excavated, stockpiled in the dredging area and dewatered before it is

stockpiled on-site to be used as topsoil. Similarly, the silt and clay

material will be excavated, stockpiled, and allowed to dry before it is

WAPZYIMa IMC

• ' ' April 2, 1979 -28- C 6970

deposited on-site. A berm will be constructed around the stockpile area

H if it is found that the soils flow out of the dredging area on to the

adjacent wetlands. Once the clay and silt material is hauled to the

• landfill site by dump truck, it will either be spread directly as cover

_ or stockpiled for major covering occurrences associated with the phased

abandonment. Preliminary figures calculated for the conceptual engineering

• plan for abandonment indicated that 84,000 cubic yards of total cover

materials would be required for continued operations at the landfill and

• only 70,000 cubic yards of earth materials would be excavated from the

^ dredging area. These figures remain valid for this plan. Additional

cover materials will be imported to the landfill under separate contract

to achieve final abandonment. Possible sources of material include

major construction projects.

5^ Cover

The August 24, 1977 Stipulated Injunction allows for differential

covering of the landfill site. Techniques to minimize the quantities of

cover materials required include separation of waste materials (encapsulation)

and utilizing active fill areas that may be filled to final waste grade

without intermediate cover.

As discussed in the dredging section of this report, materials

taken from the dredging area will be utilized as final cover. The

application of final cover will be done as rapidly as possible during

filling operations, so that portions of the landfill may be abandoned in

a timely manner.

WARZYN

April 2, 1979 -29- C 6970

Clay, silt and silty sands will be utilized as final cover to

minimize infiltration. The trash paper fraction and bulky wastes will

be covered with at least 2' of final cover to allow regrading during

settlement and to provide adequate surface water runoff. Areas receiving

relatively inert fill to final waste grades shall receive I1 of available

cover material. Outboard slopes shall receive from 1 to 2' of final

cover, depending upon the quality of earth materials already in-place.

It should be recognized that the quality of the cover material utilized

on the outboard slopes should be such that it will be resistant to

erosion yet provide adequate vegetative growth.

All cover materials will be adequately compacted and seeded to

minimize erosion.

a. Foundry Sands Used as Daily Cover

Based on a number of inspections by DNR district personnel,

the use of foundry sands has been found to be acceptable for its limited

use at this landfill site. It is understood that this is a one-time

variance that has been granted only for this site, based on specific

conditions, and is not to be considered as a blanket approval for such

practices to be allowable at all landfill sites.

WAPZYN

April 2, 1979 -30- C 6970

General landfill operations include depositing the wastes on a

base area, compacting it into cells and placing foundry sands as daily

cover. In most cases, observations made by Warzyn Engineering Inc.

personnel have determined that more than the required 6" of foundry sand

was being placed over the cell areas and compacted. This was deemed

necessary because it was noted that the foundry sand, being of a sandy

texture, sifted into the wastes more than the normal silt and clay cover

materials. Therefore, it was necessary to use more foundry sand than

normal when compared to other cover soils.

At first, there was concern that foundry sands containing high

percentages of bentonite would present a dust problem. To date, this

problem has not been observed. Additional observations have shown that

foundry sand appears to control odors, keeps the paper fractions from

becoming wind-blown and provides no harborage for rodents within the

waste material. However, with the nature of the waste accepted, an odor

problem has not been a significant concern due to the high paper and

cardboard content.

As a daily cover, foundry sand appears to have similar characteristics

in the amount of infiltration it allows as compared to a silty sand.

6. Combustible Wastes

Included in the wastes that are accepted at the landfill site

are combustible demolition wood waste materials. Presently, these waste

materials, if found to contain a large percentage of non-combustible

demolition waste, or earth materials, are deposited directly at the

landfill.

WARZYN

April 2, 1979 -31- C 6970

Future wood demolition materials brought to the site should be

inspected. If it is determined that these materials contain no smoke-producing

elements, such as asphalt shingles, tar paper, or tires, they could be

routed to the air curtain destructor for incineration and the ashes

would be disposed of at the ash disposal facility.

7. Operations Under Adverse Conditions

a. Wet Weather

Wet weather operations should be planned for by always maintaining

good drainage and by keeping access roads in good repair. Properly

designed, constructed and maintained drainage swales and access roads

will minimize disruptions due to periods of wet weather. Areas which

have higher elevations provide adequate surface water drainage and

present the least problems for vehicular traffic. Even though interior

surface water drainage will be handled on-site, proper drainage must be

maintained to keep the surface water away from active fill areas.

Roads leading to the working face must be passable in all

kinds of weather. Crushed gravel has been specified for the roadway

system to assist in meeting this requirement. Should the roads become

impassable to vehicles, the roadways should be closed and an area closer

to the Phase entrance developed for the duration of the excessively wet

weather. An area in each phase should also be reserved for such operations.

If no such area is available, then it is mandatory that the vehicles

reach the designated working face that is normally used. At no time

should indiscriminate dumping be allowed on the site.

WAPZYNmno>N*mmmia INC

April 2, 1979 -32- C 6970

On-site grading equipment, equipped with two cables should be

available to facilitate towing vehicles in the event other vehicles

become stuck. This equipment should also be available to move waste

material in the event weather or surface conditions make it necessary to

unload vehicles at areas away from the active disposal area.

b. Cold Weather

Phasing operations have been scheduled to allow lower areas to

be filled during cold weather. 'Work in the protective areas of the site

will afford some protection from the elements.

Site access during cold weather will be provided by using the

existing equipment for snow removal as necessary. Snow and ice will be

removed from active fill areas. As mentioned earlier in this report,

failure to remove snow and ice from the active fill area will lead to

voids developing in the landfill, which could lead to settling.

In cold weather, the greatest difficulty is obtaining cover

material. Sufficient cover material shall be stockpiled in the fall to

last through operations in winter. The stockpile should be oriented so

that the heat of the sun will aid in minimizing the depth of frost in

the stockpile from day to day. The stockpiles shall be covered with

insulating materials such as wood chips, leaves, hay, etc. to assist in

minimizing frost penetration. When the insulated materials are removed

to obtain the cover material, they shall be replaced at the end of the

covering process. Another way to minimize the freezing of cover soils

is to use materials with a low frost potential (coarse grained materials),

WAPZYN•NOIIWHMINO INC

April 2, 1979 -33- C 6970

If these guidelines are not followed, problems will develop

and lead to unsatisfactory operation of the landfill. These problems

include difficulty in obtaining cover materials, for compaction of the

cover material, excessive use of cover material, and poor covering of

the waste due to large chunks of frozen cover.

c. Wind

Every effort should be made to minimize the effect that windy

conditions can have on landfill operations. This can be accomplished by

taking advantage of prevailing wind directions and orienting landfill

operations accordingly to minimize the exposure of the waste materials

to the winds. When exceptionally high wind velocities are experienced,

the areas of exposure of uncovered waste should be kept to a minimum by

placement of cover material during the course of the day.

8. Clean-up Operations

Many areas along the steep outer banks of the landfill need to

be straightened and re-shaped. Problems do exist along the eastern and

southern edges of the landfill due to the close proximity of the outer

slopes to drainage ditches, small ponds and property lines. In some

areas it may be necessary to pull back the waste materials establishing

a suitable outer slope. The upper reaches of the outer banks will be

blended in with the down slopes in the disposal area as part of each

abandonment phase.

WAPZYN

I

I

I

I

April 2, 1979 -34- C 6970

Waste material that has been inadvertently deposited in the

drainage ditches has to be removed. In the process of removing this

waste, slight alterations, but no significant dredging would occur to

the drainage ditches or small ponds. Some straightening and re-shaping

of the ditches or small ponds may be necessary to accomplish this. In

the area south of the site between plan grid lines 5+OOW and 9+OOW,

small pockets where cover had been excavated in the past are located.

These areas will be regraded as necessary to eliminate these pockets

thereby improving the surface water drainage.

The DNR has stated that the drainage ditch along the eastern

edge of the site and the drainage ditch leading to the Fox River are

navigable and would require a Section 30 permit for any work done.

Therefore, only clean-up work that does not alter the flow in these

ditches will be done.

CLOSING REMARKS

This report has been prepared to address the comprehensive

procedures necessary to abandon the Master Disposal Industrial Waste

Landfill. The design criteria and methods for the abandonment of the

site has been specified within this report. We believe that those

concepts will provide for the orderly and environmentally sound abandonment

of the landfill.

WARZYIM•M€MM*(l«Ma INC

April 2, 1979 -35- C 6970

To provide for the successful implementation and completion of

this work, it is necessary that the DNR reviews the suggested design

criteria and operational methods presented in this report. We would

request a timely review of this report and its approval so that the

Master Disposal landfill site may be completely abandoned by August,

1980.

If you have any questions or comments regarding this report,

please do not hesitate to contact us.

Respectfully submitted,

WARZYN ENGINEERING INC.

JPW/HAK/dmf

Appendices

John P. WalkerCivil Engineer

Henry A. KochProfessional Engineer

WARZYN•MOIMMMIMO IMC

APPENDIX A

IMPACTS OF THE DREDGING OPERATION

WARZYN

APPENDIX A

IMPACTS OF THE DREDGING OPERATIONS

In order to fully delineate the short and long term impacts

of the dredging operation on the hydrogeologic setting at the Master

Disposal Sanitary Landfill, the existing field conditions must be

defined. A brief summary of the subsoils, groundwater flow systems

and groundwater quality are presented, followed by a discussion of the

impact of the dredging operation.

SUBSOILS

The following discussion of the soils present at the Master

Disposal site is designed to be a summary of the detailed discussion presented

in the In-Field-Conditions Report, with the addition of more recent boring

information within the dredging area. (Recent boring logs, B30-B39, are

presented at the end of Appendix A.) Subsoils at the landfill site

are unconsolidated deposits, generally of glacial origin. The deposits

are interbedded layers of sand, silt, and clay. The coarse sand deposits

are glacial outwash deposits laid down by glacial meltwaters while the

interbedded clays and silts are of lacustrine origin. The entire area

is overlain with thin veneer of recent peat type deposits.

WARZYIM

April 2, 1979 -2- C 6970

The general stratigraphy of the unconsolidated deposits of

the landfill area is as follows:

TABLE 1

STRATUM THICKNESS ORIGIN

Peat and organic 0 - 20' Marsh depositssilt

Sand deposits 0 - 24' Glacio-fluvial

Clay and silt 1 1/2' - Greater Lacustrinethan 25'

PEAT AND ORGANIC SILTS

In the disposal and dredging areas, peat and organic silts

underlie the entire area, except where removed during the construction

of the drainage channels and the dredging in the north-central portion

of the site. Average thickness of the peat is approximately 3" throughout

the dredging area. The peat reaches a maximum thickness of approximately

7' near Boring B37 located in the dredging area. The origin of the

peat is due to the distributed accumulation of the remains of prolific

plant growth within a marsh-wetlands environment.

To determine the physical nature of the peat deposits, grain

size analyses, loss on ignition, Atterberg limits, and permeability tests

|H were performed on peat samples. A sample of the peat material was obtained

from Boring 15 at a depth of 18" and consisted of 92* silt and 8% clay,

•• indicating the peat to be a sedimentary peat. It can be treated as a

m^ silt with minor clay. The Atterberg limits of the sample were a liquid

WARZYN

A p r i l 2, 1979 .3. c 6970

•

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(•

limit of 260.6 and a plasticity index of 136.3. Loss on ignition of the

peat was 19.6%. A Shelby tube sample of the peat material was obtained

in Boring 20 at a depth of 1 to 1 1/2'. The resulting hydraulic conductivity

after a 20 hour test was 9.1 x 10"5 cm./sec.

The organic silts are present at Borings Bl, B2, B5, B6, Bll,

B15, B23, B30, B36, and B37. Silts are more prevelant on the southwest

margin of the site. Grain size analysis and Atterberg limits (Drawings

C 6970-A11 and C 6970-A13) were performed on samples from Borings B30 and

B37. The depths at which these samples were taken were 15' and 20', respectively.

The average grain size of the two samples is 3% sand, 55% silt, and

42% clay. The average Atterberg limits were a liquid limit of 208.1

and a plasticity index of 178.1. Based on the Unified Soil Classification

System, the organic silts can be best designated as an inorganic—organic

silt (ML-OL). The hydraulic conductivity of the organic silt is estimated

to range from 10"* cm./sec. to 10" cm./sec. Thickness of the organic

silts range from 0 to 5'. A thick accumulation of organics, both peat

and organic silts, is near the vicinity of Borings B30, B36, and B37.

The disposal site is on the Fox River flood plain. The thick

accumulation of organics appears to be a channel fill in an abandoned

channel in the Fox River, possibly a cutoff meander. Encroachment

upon the channel by marsh vegetation, coupled with periodic overbank

flooding of the Fox River carrying silty particles into the abandoned channel,

appear responsible for filling the channel with peats and organic silts.

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SANDY DEPOSITS

The sandy deposits are variable in texture and generally range

from silty fine sand, (SM); to a fine to coarse sand with trace gravel,

(SP); to fine to coarse sand with coarse gravel, trace to some silt

(SP-GP). The general classification given to the particles within the

sand range is based on the Unified Soil Classification System as a result

of grain size analysis and visual inspection.

The following table summarizes the results of numerous grain

size analyses performed on sand samples. Soil gradations are presented

on Drawings C 6970-A3, C 6970-A4, and C 6970-A14..

BORING

161616153638

DEPTH

20'30'50'30'10'10'

TABLE 2

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IThe estimated permeability of the sand type deposits present

I is in the 10"3 cm./sec. range except where silt and clay is present.

Significant silt and clay will significantly lower the permeability.

There are two major sand layers present which are separated by a clay

• unit. The upper sand zone is approximately 18' below the surface of

the disposal area and the lower sand unit is approximately 30' below

| the surface of the disposal area.

In the dredging area, the upper sand lies directly beneath the

• peat unit at a depth of approximately 3' near Boring No. 37. At this

. location, the upper sand unit is believed to have been eroded off by

the previously mentioned channel and is not present. The lower sand

| was encountered in the dredging area in Boring B30. For more complete

discussion of the sand units, refer to the In-Field Conditions Report,

^ Master Disposal Landfill, Waukesha County, Wisconsin.

SILT AND CLAY LAYERS

• Silt and clay layers alternate with the sand deposits previously

discussed. The silt and clay layers range from a silty sand to a clayey

^^ sand and from a mixture of sand, silt, and clay to a silty clay. The

• clay layers can be differentiated into major units. One separates the

two previously mentioned sand units and one underlies the lower sand unit.

• In the dredging area, alternating sand and clay units are

believed to be present as in the disposal area. Due to the shallowness

™ of the boring in this area, only the upper portion in the sequence has

•i been defined.

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April 2, 1979 -6- C 6970

The permeabilities of the silt and clay units are estimated

to range from 10" to 10"' cm./sec., thus being classified as relatively

impermeable. The average gradation of two representative samples

(B17-S8 and B22-S1) is 26% silt, and 74% clay as shown on Drawings

C 6970-A1 and A2. The liquid limits were 40.4 and 46.9 with plasticity

indices of 21.6 and 27.7.

To assess the effects of the dredging and the final cover operation

for the Master Disposal Landfill on the hydrogeologic system, the existing

groundwater and surface water conditions were studied. This is intended

to be a summary of the hydrologic system present; for a complete detailed

presentation of the hydrologic system, refer to the In-Field Conditions

Report.

SURFACE WATER

In appearance, the landfill site is not unlike a plateau, rising

14' to 20' above the surrounding wetlands. Approximately 90% of the

annual precipitation is confined to the disposal site by a perimeter

berm. The remaining 10% leaves the site as direct runoff into the

surrounding lowland. Of the 90% that remains on site, most of the

precipitation leaves the site through groundwater infiltration or evaporation.

Transpiration is not a factor in the disposal area because the site is

not vegetated at the present time.

WARZYNMa INC

April 2, 1979 -7- C 6970

Of the total precipitation event, approximately 10% of the

precipitation leaves the site along the entrance or access road located

in the southeast corner of the site as runoff. On the eastern and

southern sides of the site, precipitation falling directly on the

outside slope of the perimeter term flows into the drainage ditches which

run along the eastern and southern margin of the site. These ditches

are connected by a main east-west channel and eventually flow into the

Fox River. Precipitation which falls on the northern and western perimeter

of the site collects in the lower lying areas directly adjacent to the

site, including the dredging area.

The discharge from the major drainage channel which collects

surface water from the two perimeter ditches was monitored by COM Limnetics

of Milwaukee, Wisconsin, on August 8, 1975. (Reference In-Field Conditions

Report.) On that date, the flow in the channel was less than 0.5 CFS.

COM Limnetics also measured the discharge of the Fox River at the same

time. River flow was determined to be 21 CFS. Therefore, the total

contribution of the drainage ditches to the flow in the Fox River is

2% or less.

GROUNDWATER FLOW

Groundwater elevations were obtained on various dates to determine

the nature of groundwater flow directions. See previously submitted

Drawing No. C 6970-5 for the observed water level elevations as well

as ground elevations at the wells, top of well casing elevations, and

elevations at the top of the well screens.

WARZYfW

April 2, 1979 _8_ c 6970

A water table map showing lateral flow directions has been

constructed from the water levels obtained by Warzyn Engineering on

May 4, 1978. (Reference Drawing C 6970-7.)

Water level data indicates the presence of a groundwater

mound existing in a central portion of the landfill. The water level

in Well BIO located in the center of the site is at an elevation of

822.39, site datum. The average water table elevation in the low lying areas

surrounding the site was approximately 818.50 feet, site datum. The

mound rises approximately 4' above the surrounding low lands. The ground-

water mound slopes outward from the area of Well BIO at an average

gradient of .004 ft. /ft. in all directions. Hydraulic gradients

steepen to approximately .009 ft. /ft. in the vicinity of the drainage

ditch to the south.

The drainage channel lowers the water table in its vicinity

reducing the groundwater mound. Lowering of the water table tends to

increase hydraulic gradients in the direction of the ditch. Where the ground-

water mound is not cut by a drainage channel, gradients are lower and

eventually are absorbed into the surrounding regional groundwater regime.

Regional groundwater flow based on a water table map constructed

during 1972 (Gonthier, J.B., Groundwater Resources of Waukesha County)

was from west to east, with a gradient of .0008 ft. /ft.

Assuming Wells 611 and B20 are unaffected by the groundwater

mound, the local groundwater flow in the vicinity of the site is from

northwest to southeast, with an associated hydraulic gradient of

.00015 ft. /ft. The discrepancy between the regional flow directions

WARZYN

' ' April 2, 1979 .9. C 6970

• and local flow directions is due to the presence of the Fox River. The

^ river intersects the portion of the east to west groundwater flow and

induces flow Into the Fox River, carried out of the basin via the river.

• This would tend to alter the regional west to east groundwater flow to a

northeast to southwest groundwater flow in a local area. It is assumed

• that a northeast to southwest flow direction existed before the landfill

^ operations commenced.

The affect of the groundwater mound on the groundwater flow

H system is twofold: First, the mound forces groundwater to flow radially

out from the center of the mound, and second, it steepens the hydraulic

•i gradient. This steepening of the hydraulic gradient tends to accelerate

groundwater flow and force a deeper groundwater flow into the local flow

system. The mound is sufficiently small as compared to the overall

regional flow system so at a distance from the site, the regional

groundwater flow maintains its original regional altitude.

Flow directions are dependent on the lithologic character of

the aquifer. Flow tends to be controlled by the most permeable unit or

units. Within the given stratigraphic context previously described, the

most permeable soils are the upper and lower sands. Therefore, lateral

flow is contained mainly in the sand units.

In order to completely define the flow regime, vertical flow has

been determined using piezometers. Piezometers are used to determine

head differences and gradients 1n a vertical direction. In the fill area,

Borings 9 and 10 are screened to depths of 35' and 20', respectively. The

head difference between these wells was 2.58', resulting in a vertical

gradient of .172 ft./ft. in a downward direction. Vertical gradients

WAPZYN

April 2, 1979 -10- C 6970

within Well nests B3 and B18, B8 and B23, B16 and B22, and B19 and B20,

average approximately .02 ft./ft. in an upward direction. Therefore, the

vertical component of flow is downward in the center of the site and

upward along the margins of the site. Discharge or upward movement of

groundwater is the dominant type of vertical flow in a regional sense,

and is still preserved in the marginal areas of the fill. The groundwater

mound previously discussed has caused the reversal of the dominant upward

gradient such that flow is now downward directly under the site.

HATER BUDGET

A detailed water budget analysis was performed in the In-Field

Conditions Report. Results of that budget analysis showed that using

the formula; infiltration = precipitation - runoff - evaporation,

the total volume of leachate e'ntering the groundwater through infiltration

was approximately 6,400 ft. /day. The major

flows in the upper more permeable sand unit.

was approximately 6,400 ft. /day. The majority of that volume of leachate

WATER QUALITY

^ J A comprehensive analysis of the water quality is outlined in

the In-Field Conditions Report. A brief summary of the water quality data

indicates that due to mounding of the groundwater beneath the site, and

a resultant downward flow of water, leachate is entering the groundwater

system in the upper sand unit adjacent to the site. The distance the

leachate has moved through the unit has not been thoroughly documented.

WARZYN

April 2, 1979 _11_ C 6970

IB The lower sand unit appears to be within background concentrations, therefore,I

^ significant contamination by the leachate has not occurred in the lower

sand. The Fox River appears to be unaffected by the presence of the

• disposal area.

The water quality in the vicinity of the dredging area is

H presented in Appendix B. The mean concentrations of the water quality

^ parameters of samples from Wells B30 through B35 and the surface water

site in a dredging area are presented in Table 3.

II

J

TABLE 3

Mean Concentrations of Samples from B30-35, May 4, 1978 and May 17, 1978

COD 3119 ppm

« Hydrogen ion (pH) 7.05Total Alkalinity 795 ppm 2

Elec. Conductivity 1322 umhos/cmFe 1.5 ppmNa 46 ppm

Observed Concentrations, Standing Water in Dredging Area (S-3), May 4, 1978

COD 2280 ppmpH 8.5

Total Alkalinity 507 ppmElec. Conductivity 1200 ppm

Fe 0.2 ppmNa 55 ppm

Surface water is better in quality with respect to COD, Total

Alkalinity and Electrical Conductivity. Groundwater and surface water

are equal in quality with respect to iron and sulfate water is slightly

lower in quality with respect to sodium.

WARZYN

April 2, 1979 _12. c 5970

COMPOSITION OF DREDGED MATERIAL

The composition of cover materials is of utmost importance if

the cover is to be an effective barrier to surface water infiltration.

The following calculations are an estimate of the final composition of

the cover material to be removed from the dredging area. The quantities

of each of the different materials present has been estimated by using

the geologic cross section which runs through the dredge area

(See Drawing C 6970-27).

The estimate assumes the soil types presented in the section

are continuous over the entire width of the dredge area and at the

same thickness. The soil gradations used in the calculation are averages

of gradations presented in the preceding soils sections.

TABLE 4

SOIL TYPE APPROX. % of TOTAL VOLUME % GRAVEL % SAND % SILT % CLAY

PT, OL, ML, OH 60% 0 2 40 58SM 40* 15 55 28 2

.60 (PT, OL, ML, OH) + .40(SM) = 1.0 (total)

Substituting the Above Average Grain Sizes:

.6 (.02 sand) + .6 (.40 silt) + .6 (.58 clay) + .4 (.15 gravel)+ .4 (.55 sand) + .4 (.28 silt) + .4 (.02 clay) = 1.0 total

The overall composition of the dredge materials from this

calculation is 6% gravel, 23.2% sand, 35.2% silt, and 35.6% clay. Such

a soil type would be classified as either ML or CL, (USCS). The

estimated permeability would be quite low, in the 10"5 to 10~6 cm./sec.

WARZYN

April 2, 1979 -13- C 6970

range with low to medium plasticity. This type of material would make

a satisfactory final cover material. While some variations in the soil

cover may occur due to natural soil variations, the mixing of soils during

dredging and placement, will tend to promote uniformity of cover soils.

IMPACTS

In the given context of the previously described hydrogeologic

environment, the following impacts should be anticipated. The impacts

have been divided into two categories: short term and long range. The

short term impacts will occur during an excavation process and shortly

thereafter. The long range impacts will develop once the site has been

totally abandoned and equilibrium with the surrounding environment achieved.

SHORT TERM IMPACTS

1. The calculations below are an attempt to predict the impacts

of dredging on groundwater levels in the surrounding marsh area adjacent

to the Master Disposal Site. In this analysis, it is assumed that removal

of water in the soils by a crane and bucket will be analogous to a large

diameter pumping well removing water at the same rate as might be expected

by the crane and bucket. The Theis equation3 was used to predict drawdowns

in the vicinity of the excavation, or the "pumping well", after one day

of dredging. The parameters and assumptions used in the equations are

described and quantified in detail below.

WARZYN

April 2, 1979 -14- C 6970

Assume that 100 cubic yards per hour (2700 cubic feet per

hour) of earth can be removed. After an 8 hour working day, an

excavation will remain having the volume of (8 hours) x (2700 cubic feet

per hour) or 21,600 cubic feet.

It is proposed that the depth of dredging will terminate at

approximately 8'-10' below ground surface near the base of the upper sand

layer. Assuming an excavated depth of 10', the affected surface area would

then be 21,600 cubic feet/10 ft. or 2,160 square feet. It is assumed

for calculation purposes that the excavation (pumping well) will be circular

having an area of 2,160 square feet and a radius of 26 feet.

It is proposed that the dredged material will be stockpiled

adjacent to the excavation and thus a portion of the water removed,

as well as some standing water at the surface, will drain into the

excavation by gravity. The existing fine sand, reported in previous

submittals, is estimated to have a porosity of 40%. It is assumed that

one-half the water in the soil pores will drain out of the earth stockpile

and back into the excavation (specific yield). The other half is assumed

to be the practical volume of water removed from the excavation (specific

retention).

Porosity = Specific Retention + Specific Yield40% * 20% + 20%

Thus, 20% of the dredged material is assumed to be water which

will not return to the area of withdrawal. After one 8 hour day, this would

be equal to (0.2) (21,600 cubic feet) or 4320 cubic feet (32,310 gallons)

of water.

WARZYN•MOHUMIIMNa INC

I April 2, 1979 -15- C 6970

^ Assume the percentage of water retained in the dredged material

fl is analogous to a pumping well discharging a given amount of water removed

from the excavation. This rate of water loss (pumping rate) is 32,310

^ gallons/8 hours x 1 hour/60 minutes - 67 gpm (gallons per minute).

Soil boring logs have indicated a thickness of sand underlying

^ the peat deposits of approximately 8'. The hydraulic conductivity (K)

M of this sand layer is estimated to be 0.01 cm./sec. Converting units:

K = (0.01 cm/sec) (1 in/2.54 cm) (1 ft/121n.) (7.48 gal/cu.ft.) (86,400 sec/day)— K = 212 gal/day - sq. ft.

The transmissivity (T) of the sand aquifer is the hydraulic conductivity

^ multiplied by the saturated aquifer thickness.

T = (212 gal/day - sq.ft.) (8 ft.)M T = 1,696 gal/day - ft.

— The Theis equation, describing groundwater flow around the

^ pumping well (excavation), is used below to project drawdowns at the

• edge of the excavation as a result of dredging after one 8 hour day.

s * 114 60 W (u) (A)

Where,

s - Drawdown at a point a specified distance from a pumpingwell discharging at a constant rate.

Q = Pumping rate (67 gpm)T = Transmissivity (1,696 gal/day - ft.)W (u) - well function of u

The value of W(u) Is obtained from a table, given a calculated

value for u.

u = 1.87 r2 Sft (B)

WARZYN

April 2, 1979 _1 6_ c 6970

Where,

r * Distance from center of pumped well to point wheredrawdown is measured (since we want to predictdrawdown at the edge of the excavation or edge ofpumping well, r = 26 ft.)

S = Coefficient of storage (Specific Yield) = 0.20T = Transmissivity (1.696 gal/day - ft.)t = Time since pumping started (8 hr. = 0.3 days)

Substituting into Equation (B):

u = (1.87) (26)2 (0.2)(1,696) (0.3)

u = 0.50

When 7 = 0.50, W (u) = 0.56 (from table)

Substituting into Equation (A):

s = (114.6) (67) (0.56)(1.696)

s = 2.5 ft.

The results indicate that a drawdown of 2.5 feet would occur

at the edge of a pumping well (excavation) with a radius of 26 feet removing

water at a rate of 67 gpm for 8 hours.

For purposes of calculation, we have assumed a constant pumping

rate to enable determination of drawdown over an 8 hour excavation period.

The pumping rate reflects the extraction rate which would occur if the

excavation were a circular 26' radius well. The rate of groundwater

recharge into an earth excavation is the same as the recharge into a

dewatered zone of equal 'dimensions. However, a longer recharge time is

necessary to reach static water levels in an excavation since the soil

volume and water retained must be replaced in addition to that obtained

from specific yield.

WARZYN

April 2, 1979 -17- C 6970

Substitution of larger radii into equation (B) allows the

calculation- of the drawdowns at given distances away from the pumping

well or excavation. The results are shown below:

Distance From Center of Distance From EdgePumping Well of Excavation

(Subtract 26M Drawdown (s)

26'31'36'46'56'66'

0'5'

10'20'30'40'

2.5'1.7'1.T0.5'o.r0.04'

The above calculations indicate that after approximately 40'

beyond the excavation, the effect on groundwater levels becomes negligible.

At the conclusion of an 8 hour day of dredging, the drawdown

of groundwater levels in the excavation would be expected to be approximately

2.5' below static levels. In addition, small temporary drawdowns less

than 2.5' would be expected away from the excavation but would be restricted

to within approximately 40 to 50 feet of the site of dredging. Since

the area of excavation is 2,160 square feet, a recharge volume of 5,400

cubic feet of water is necessary to equilibrate to static water level.

During the daily operations, it was determined earlier that

4320 cu.ft. would re-enter the excavation from the spoils pile, thus

leaving 1080 cu.ft. of recharge which must occur at the end of pumping

(excavating). Since the pumping rate is equal to the recharge rate in a

given well, the well (excavation) is expected to recharge at 67 gpm.

The calculated recharge time is 2.1 hours to recharge static water level.

We have assumed that the spoil pile will release water at an equal rate

WARZYN

' ' April 2, 1979 -18- C 6970

™ throughout the pumping (excavation) period. In practice this is not

• the case, since excavations will occur throughout the day. This may add

a minimum amount of time to the recharge period. Also, variations in

f subsoil conditions, (i.e., the presence of silt or clay layers) will increase

the time of recharge. Recovery of groundwater levels to static elevations

• would be expected within 8 hours or less (possibly as little as 3 hours)

•j after dredging ends each day. In conclusion, no major impact on regional

groundwater levels is anticipated due to the proposed dredging project.

• Based on these calculations, groundwater levels should completely recover

overnight.

B» 2. The dredging operations call for stockpiling of the dredge

• materials near the dredging excavation. The purpose of the stockpiling

is to dewater the saturated material. The water quality of the

I drained water is expected to be altered to a more acidic state. In a

groundwater system, the water is not in contact with the atmosphere,

B particulary atmospheric carbon dioxide. Hem (Water Supply Paper, 1473)

« illustrated that in a groundwater system, the amount of carbon dioxide

present is the controlling factor 1n chemical equilibrium of the water.

b| An increase in carbon dioxide levels will result in an increase in

hydrogen ion concentration, or a lowering of pH of the water. It is

m expected that the drainage runoff will come into direct contact with

M atmospheric carbon dioxide and the result will be a more acidic runoff.

Due to the complexities of the groundwater equilibrium system, it is not

I feasible to attempt to quantify the exact change in pH. With the pH of

I

I

I

WAPZYN

April 2, 1979 -19- C 6970

the groundwater present, a rough estimate of the increased acidity

would result in a pH range of 6.0 to 6.5. In our opinion, this

higher acidity is still within normal water acidity and is not expected

to have a major detrimental affect on the surrounding marsh environment.

3. A final abandonment process also calls for the spreading

of the dredge materials to the specified grades on the landfill site.

The cover would then be vegetated. During the process of grading the

cover and before the vegetation has been established, a condition would

exist whereas unvegetated cover would be exposed. Any precipitation

falling on the site would cause erosion to the surface and sediment will be

transported off the margins of the site on to the underlying low marsh areas.

In the low areas, the velocity of the runoff water would be reduced

to essentially zero and the sediment load being carried will be

deposited. The magnitude of this impact is dependent on two factors.

First, the amount of precipitation that falls on the site, and second,

the time elapsed between the grading of the cover and the establishment

of the vegetation. The report entitled "Conceptual Engineering Plan,

Facility Abandonment, calls for the immediate establishment of vegetation.

Therefore, the increased sediment deposition into the low lying areas

adjacent to the fill should be minimized and overall magnitude of this

impact expected to be minor.

WARZYN

April 2, 1979 -20- C 6970

LONG TERM IMPACTS

A water balance analysis has been performed as a predictive

method to quantify the amount of expected infiltration rate through

the final cover and the amount of runoff from the site. The analysis

assumes that the site has been brought up to final grades and has been

vegetated with native grasses.

The general water balance methods, which determine the percolation

rates of precipitation through the soil cover and existing waste, are

described in the United States Environmental Protection Agency's (EPA)

report entitled, "Use of the Water Balance Method for Predicting Leachate

Generation from Solid Waste Disposal Sites." The water balance accounts

for precipitation, evapotranspiration rates, soil moisture, vegetation

type and surface water runoff. Annual precipitation and temperature data

used in the analysis were obtained from National Oceanic and Atmospheric

Administrations recording station located in Waukesha, Wisconsin,

approximately 8 miles northwest of the landfill area. The temperature

data is reduced to potential evapotranspiration rates using the tables

derived by C.W. Thornthwaite and J.R. Mather in "Instructions and

Tables for Computing Potential Evapotranspiration and the Water Balance."

Backup data regarding water budget calculations, climatic data, and runoff

curves are as follows.

The values presented in the EPA's report for surface water

runoff coefficients do not appear applicable for the purposes of the

Master Disposal Landfill water budget analyses. The runoff coefficients

used in the calculations are dependent on basically three parameters:

WARZVN

TEMP. F°

I

UNADJ. PE

PE

P

CR/0

RO

I

I-PE

2neg. I-PE

ST

AST

AET

PERC.

JAN.

20.9

0

0

0

1.57

.63

.99

.58

.58

1.78

.58

00

FEB.

22.7

0

0

0

1.04

.63

.66

.38

.38

2.16

.38

00

MAR.

32.1

0

0

0

2.23

.63

1.40

.83

.83

(-1.03

2.10

-.06

0.89

APR.

45.5

1.85

.04

1.34

2.90

.63

1.83

1.07

-.27

-1.30

1.92

-.18

1.250

MAY

56.4

4.52

.09

3.02

3.37

.63

2.12

1.25

-1.77

-3.07

1.04

-.88

2.130

JUNE

66.8

7.75

.12

4.61

3.75

.63

2.36

1.39

-3.22

-6.29

.34

-.70

2.090

ANNUAL TEMPERATURE AND PRECIPITATION DATANATIONAL OCEANIC AND ATMOSPHERIC ADMINISTRATIONSTATION mr.ATFn IN Waukesha, Wisconsin

JULY

72.0

9.57

.15

5.42

3.66

.63

2.30

1.36

-4.06

-10.35

.07

-.27

1.630

AUG.

70.8

9.13

.14

5.04

2.99

.63

1.88

1.11

-3.93

-14.28

.02

-.05

1.160

SEPT.

62.4

6.31

.11

3.12

3.20

.63

2.02

1.18

-1.94

-16.22

.01

-.01

1.190

OCT.

51.3

3.18

.06

1.71

2.13

.63

1.34

.79

-.92

-17.14

.01

0

.790

NOV.

36.3

.33

.01

.24

2.16

.63

1.36

.80

.56

.57

.56

.240

DEC.

24.8

0

0

0

1.70

.63

1.07

.63

.63

1.20

.63

00

TOTAL

42.64

30.7

19.4

11.3

10.4

.90

WARZYPJ PROPOSED FINAL COVER-STEEP SLOPES

"'VH^ jOMT^QirXBr MASTER DISPOSAL CORP.

^r ^T TOWN OF BROOKFIELDENGINEERING INC WAUKESHA CO., WISCONSIN

C 6970

TEMP. F°

I

UNADJ. PE

PE

P

CR/0

RO

I

I-PE

Sneg. I-PE

ST

AST

AET

PERC.

JAN.

20.9

0

0

0

1.57

.47

.74

.83

.83

2.64

.83

00

FEB.

22.7

0

0

0

1.04

.47

.49

.55

.55

3.0

.36

0.19

MAR.

32.1

0

0

0

2.23

.47

1.05

1.18

1.18

3.0

0

01.18

APR.

45.5

1.85

.04

1.34

2.90

.47

1.36

1.54

.20

(-.62)

2.43

-.57

1.34.77

MAY

5.64

4.52

.09

3.02

3.37

.47

1.58

1.79

-1.23

-1.85

1.59

-.84

2.630

JUNE

66.8

7.75

.12

4.61

3.75

.47

1.76

1.99

-2.62

-4.47

.64

-.95

2.940

JULY

72

9

.

5

3.

•

1.

1.

-3.

-7

«

—

20

ANNUAL TEMPERATURE AND PRECIPITATION DATANATIONAL OCEANIC AND ATMOSPHERIC ADMINISTRATIONSTATION mr.ATFn IN Waukesha, Wisconsin

0

57

15

42

66

47

72

94

48

95

19

45

39

AUG.

70.8

9.13

.14

5.04

2.99

.47

1.40

1.59

-3.45

-11.40

.03

-.16

1.750

SEPT.

62.4

6.31

.11

3.12

3.20

.47

1.50

1.70

-1.42

-12.82

.02

-.01

1.710

OCT.

51.3

3.18

.06

1.71

2.13

.47

1.00

1.13

-.58

-13.40

.01

-.01

1.140

NOV.

36.3

.33

.01

.24

2.16

.47

1.02

1.14

.90

.91

.90

.240

DEC.

24.8

0

0

0

1.70

.47

.80

.90

.90

1.81

.90

00

TOTAL

42.64

30.7

16.3

14.22.1

WARZYN PROPOSED FINAL COVER- MOD. SLOPE5

^H^ Rr MASTER DISPOSAL CORP.^T ^T TOWN OF BROOKFIELD

ENGINEERING IMC WAUKESHA CO., WISCONSIN

C 6970

TEMP. F°

I

UNADJ. PE

PE

P

CR/0

RO

I

I-PE

Sneg. I-PE

ST

AST

AET

PERC.

JAN.

20.9

0

0

0

1.57

.32

.50

1.07

1.07

3.0

.54

0

.53

FEB.

22.7

0

0

0

1.04

.32

.33

.71

.71

3.0

0

0

7.1

MAR .

32.1

0

0

0

2.23

.32

.71

1.52

1.52

3.0

0

0

1.52

APR.

45.5

1.85

.04

1.34

2.90

.32

.93

1.97

.63

(-.33)

2.67

-.33

1.34

.96

MAY

56.4

4.52

.09

3.02

3.37

.32

1.08

2.29

-.73

-1.06

2.08

-.59

2.88

0

JUNE

66.8

7.75

.12

4.61

3.75

.32

1.20

2.55

-2.06

-3.12

1.02

-1.06

3.61

0

ANNUAL TEMPERATURE AND PRECIPITATION DATANATIONAL OCEANIC AND ATMOSPHERIC ADMINISTRATIONSTATION incATFn IN Waukesha, Wisconsin

JULY

72.0

9.57

.15

5.42

3.66

.32

1.17

2.49

-2.93

-6.05

.37

-.65

3.14

0

AUG.

70.8

9.13

.14

5.04

2.99

.32

.96

2.03

-3.01

-9.06

.13

-.24

2.27

0

SEPT.

62.4

6.31

.11

3.12

3.20

.32

1.02

2.18

-.94

-10.00

.08

-.05

2.23

0

OCT.

51.3

3.18

.06

1.71

2.13

.32

.68

1.45

-.26

-10.26

.07

-.01

1.46

0

NOV.

36.3

.33

.01

.24

2.16

.32

.69

1.47

1.23

1.30

1.23

.24

0

DEC.

24.8

0

0

0

1.70

.32

.54

1.16

1.16

2.46

1.16

0

0

TOTAL

42.64

30.7

9.8

20.9

17.2

3.7

WARZYIM PROPOSED FINAL COVER- FLAT SLOPES

^H&^H^ MASTER DISPOSAL CORP.^T ^V TOWN OF BROOKFIELD

ervjGifMeEOirsjc i~c WAUKESHA CO., WISCONSIN

C 6970

• ' April 2, 1979 -21- C 6970

Ivegetation, slope, and soil type. The EPA's values are quite limited in the

| types of various combination of vegetation, soil types and slopes which

. are assigned runoff coefficients. The EPA runoff coefficient values

• do not accurately reflect future field conditions at the Master Disposal

^ Landfill with the limited vegetative, soil and slope combinations given,

particularly for slopes greater than 7%. To obtain more definitive

| runoff coefficients, a series of publications were consulted. The

coefficient of runoff is defined as the ratio of peak runoff to the

™ average rainfall intensity for a given frequency and duration of storm.

The American Society of Civil Engineer's "Manual and Report on

Engineering Practices", No. 37, contains average runoff coefficient

jf^ values determined for 5 and 10 year frequency storms (the EPA uses

these runoff coefficients). The duration of the storm used in determining

^ coefficients is 24 hours. The intensity of 5 and 10 year frequency 24

^ hour storms was obtained from the U.S. Weather Bureau Atlas Technical

Paper No. 40.

I For the calculation of runoff coefficients applicable to the

Master Disposal Landfill, the U.S. Department of Agriculture, Soil Conservation

™ Services, "Engineering Field Manual," Chapter 2 entitled "Estimating

^ Runoff", was consulted. It has compiled a series of graphs which utilize

rainfall intensity, area of watershed, slope, vegetation, and soil type

to determine peak runoff. The method is appropriate for small watersheds,

i.e., 5 acres or larger. It is therefore assumed that the landfill can

be considered as a small watershed.

WARZYMINC

April 2, 1979 -22- C 6970

The parameters of vegetation and soil type are incorporated

into a curve number (CN). Curve numbers are determined by selecting a

specific hydrologic soil group, hydrologic condition, and land use

(vegetation). The SCS Engineering Field Manual utilizes four different

•fa soil groups based on the soils ability to allow surface water infiltration.

The groups are labeled A-D, with Group A being the most permeable and

Group D being the most resistant to infiltration. Soil Group B has been

used in the water balance analysis, being representative of a silty sand

soil. The soil condition used is "good". The vegetation type listed

by SCS most closely resembling future field conditions at the Master

Disposal Landfill is "meadow". The curve number, based on the afore-

mentioned soil group, hydrologic condition, and vegetation type would

be 60.

The SCS manual considers three categories of slope ranges. The

categories are flat slope (0-3% slope), moderate slope (3-8% slope), and

steep slope (greater than 8% slope). For many combinations of slope

categories and curve numbers, the SCS has compiled a series of graphs

for determining peak runoff for any size watershed between 5 and 2000

,A acres. Once the peak runoff is determined, it is inserted into the

^ definition of runoff coefficient along with the storm intensity. Subsequently,

the runoff coefficient is determined. This method considers a larger

• range of soil types, vegetative regimes, and slopes than the EPA method

such that it is felt, the above methods provide a realistic evaluation

H of site conditions.

WARZYN•MOtMCBMIMO »*C

April 2, 1979 -23- C 6970

Since the Master Disposal Sanitary Landfill will not be homogeneous

in respect to slope, runoff coefficients were determined for each slope

regime (moderate and steep). The resulting annual percolation

rates are weighted by the area of each slope type and combined to give

the average percolation rate over the entire site. For example, if one

quarter of the site has steep slopes with an associated percolation

rate of 4" per year, and the remaining three quarters of the site has

moderate slopes with a percolation rate of 6" annually, the percolation

rates are weighted by factors of .25 and .75, respectively, yielding

a percolation rate for the entire site of 5.5" on an annual basis.

This procedure has been utilized in the water balance presented in this

report.

The results of the water budget analyses are presented on

Drawings C 6970-A19 through -A21. Three separate analyses were performeo,

one for each slope area. The resultant percolation rates for the areas

of flat, moderate, and steep are 3.7", 2.1" and 0.90" on an annual

basis. The area of each slope regime is 57% at flat slope, 19% at

moderate slope, and 24% at steep slopes, (Reference Drawing C 6970-21).

The total percolation for the entire site from the above considerations

would be 3.7" per year or 770 ft.3/day.

The present topographic character of the landfill has been

previously described as a raised plateau, with a surrounding perimeter

berm, thus producing in affect a precipitation collection area. The

water infiltrating down through the in-place refuse at the site has

created a groundwater mound under the site. The mound has caused reversal

of the regional discharge groundwater flow regime forcing water down into

(recharge) the aquifer.WARZYIM

M

PERCOLATION

M J J

MONTH

IO.-T

^^ SOIL MOISTURE RECHARGE

'////// SOIL MOISTURE UTILIZATION

3— ACTUAL EVAPOTRANSPIRATION

5r— INFILTRATION _--w

N

PROPOSED

WARZYN ENGINEERING AND SERVICE COMPANY. INC

«.o ici. Consulting Engineers .••co- ' ; .

Coven.- STBBPCORPOK.ATIOM

OPCO.

OWN /V\L-& CHKD DA\V - DATE 3-

J F M A M J J A S O N D

PERCOLATION

SOIL MOISTURE RECHARGE

y///// SOIL MOISTURE UTILIZATION

|-72jJ —e— ACTUAL EVAPOTRANSPIRATION

,;/_A_ INFILTRATION ___IWARZYN ENGINEERING AW SERVICE COMPANY. INC

n M s Consulting Engineers • , - . - - < -

PPOPOSEP RN/AL Coven.-FLAT

TOWN OF

WAUKE3HA COUMTV , WlSCQNSlNI

OWN CHKD APP - ] 'J '

M

PERCOLATION

M J J

MONTH

N D

1G.3

= SOIL MOISTURE RECHARGE

'////// SOIL MOISTURE UTILIZATION

'—&— ACTUAL EVAPOTRANSPIRATIONIJ—A— INFILTRATION

WARZYN ENGINEERING AND SERVICE COMPANY INC

w. r' < i * Consulting Engineers •. s r n « v «

PROPOSED SUOPES

COR.TOR-AT/OMOF &R.ookPiei_o

WAUKCSHA Ca- jOWN A'M-E? CHKD DAW APR DATE 3-29-71

April 2, 1979 _24_ c 697Q

When the final cover has been completed, the topography of the

site will resemble a mound, surrounded by the low lying marsh areas. The

final topography and vegetation will cause a decrease in the percolation

I rates from the present 6,400 ft. /day to a predicted rate of 770 ft.3/day.

The major reduction in infiltration rates is expected to

I substantially reduce the size of the groundwater mound and may eliminate

• it completely. With the groundwater mound reduced or eliminated, the

pre-landfill flow regime, upward groundwater movement, will be the

I dominant flow direction.

The positive impact of the reversal from recharge to discharge

1 will be twofold. With the reduced volume of water infiltrating through

M the wastes, the amount of leachate generated will be greatly reduced from

present volumes. The reduction will be from approximately 6,400 ft. /day

I to 770 ft.3/day, or an eightfold reduction in the volume of leachate

; generated.

£ The most obvious long range impact of the dredging operation

will be the creation of a pond. The pond will be approximately 8 feet

deep and cover an area of approximately 250,000 sq.ft. or 5.7 acres.

The water quality of the dredge pond is initially expected

to be very similar to the surface water present at the S-3 sampling

location as listed in Table 3. The S-3 sampling site occupies a

portion of the dredge area which is normally wet throughout the entire

year. The water table in the dredge area is at or near the ground

surface with the S-3 site being a reflection of the water table surface.

Therefore, the S-3 site is actually groundwater in contact with the

atmosphere, which is analogous to the dredging pond. For this reason,

it is felt that the water quality of the dredging pond will initiallyWARZYN

be very similar to the S-3 sampling site.

April 2, 1979 -25- C 6970

The aforementioned eightfold decrease in leachate generation

rates will have a positive long range effect on the water quality of the

dredging pond. The dredging pond will be groudwater supported. An

eightfold decrease in the volume of leachate generated will significantly

improve the quality of the groundwater, this improving the water quality

of the dredging pond.

Respectfully submitted,

WARZYN ENGINEERING INC.

Douglas A. WiermanHydrogeo legist

Daniel R. VisteChief Hydrogeologist

DAW/DRV/dmf

WAPZYN

IREFERENCES

• Gonthier, J.B., Groundwater Resources of Waukesha County. 1975.• 2Hem, Study and Interpretation of the Chemical Characteristics of

Natural Water, Water Supply Paper. 1473.

• Johnson Division, UOP, Groundwater and Wells, 1972.

I

I

WAPZVN

IIII

Subsurface Investigation

GENERAL REMARKS

_ We have endeavored to evaluate subsurface conditions and physical• properties of the subsoil as revealed by the borings and laboratory testing.

A problem inherent in this evaluation is the variability in engineeringproperties within soil strata involved, and specifically in any location

•variation in the soil which is located between borings. Due to natural orman-made causes, subsurface conditions may change with time.

•Conclusions drawn and recommendations given in this report are for

a specific proposed use of this site. They are our opinions and are basedupon conditions that existed at the boring locations and such parametersas proposed site usage, soil loading, elevations, etc..

Since subsurface conditions depend on seasonal moisture variations,frost action, construction methods, and the inherent natural variations,careful observations must be made during construction. These should bebrought to our attention as it may be necessary to modify the conclusionsand recommendations presented herein.

IFIELD METHODS

•for

EXPLORATION AND SAMPLING SOILS

A. Boring Procedures Between Samples

•| The bore hole is extended downward, between samples, by a con-™ tinuous flight auger, driven and washed-out casing, or rotary boring with

drilling mud or water.

H B. Standard Penetration Test and Splint-Barrel Sampling of Soils(ASTM* Designation: D 1586)

| This method consists of driving a 2" outside diameter split barrelsampler using a 140 pound weight falling freely through a distance of 30 inches.The sampler is first seated 6" into the material to be sampled and then driven

•j 12". The number of blows required to drive the sampler the final 12" is re-™ corded on the log of borings and known as the Standard Penetration Resistance.

Recovered samples are first classified as to texture by the driller. Later,in the laboratory the driller's classif icat ion is reviewed by a soils engineer

M who examines each sample.

— C. Thin-walled Tube Sampling of Soils (ASTM* Designation: D 1587)

This method consists of forcing a 2" or 3" outside diameter thinwall tube by hydraulic or other means into soils, usually cohesive types. Rel-

•• atively undisturbed samples are recovered.

D. Soil Investigation and Sampling by Auger Borings (ASTM* Designation: D 1452)

H This method consists of augering a hole and removing representativesoil samples from the auger flight or bucket at 5 '0 " intervals or with each

— change in the substrata. Relatively disturbed samples are obtained and itsH use is therefore limited to situations where it is satisfactory to determine

approximate subsurface profile.

^ E. Diamond Core Drilling for Site Investigation (ASTM* Designation: D 2113)

This method consists of advancing a hole in hard strata by rotating

•downward a single tube or double tube core barrel equipped with a cutting bit.Diamond, tungsten carbide, or other cutting agents may be used for the bit.Wash water is used to remove the cuttings. Normally a 2" O.D. by 1 3/8" I.D.

— coring bit is used unless otherwise noted. The rock or hard material recovered• within the core barrel is examined in the field and laboratory. Cores are

stored in partitioned boxes and the length of recovered material is expressed asa percentage of the actual distance penetrated.

*American Society for Testing and Materials, Philadelphia, Pennsylvania

I r

ILOG OF TEST BORING

General Notes

Descriptive Soil Classification

Soil FnctiM

GRAIN SIZE TERMINOLOGY

Particle Km U.S. Stwrierd Sim* Sia

Boelden Lirger then 12' Larger thin 12*Cobblet 3* to 12" 3* to 12'Grovel: Coirte %'to3' K"t*3'

Fine 4.76 DM to H* #4 to tt"Send: Coorte 2.00 •• to 4.7B MM #10 to #4

ModieM 0.42 MM to 2.00 MM #40 to #10Fine 0.074 mm to 0.42 MM #200 to #40

0 005 MM to 0.074 MM SMOllor then #200Smllor thin 0.005 MM SMiller thin #200

Siltcity

Plitticlty chinctorittici difforontilt* between tilt end cloy.

GENERAL TERMINOLOGY

•trpicil CtarMttriitic*Color, oioisture, griin shop*, flMn**s. ote.

Meter CMttiMimaCloy. tilt. t*nt, gnvw

LiMinotod, venrod. fibroin, ttretifiod.coMented. filtered, ote.

C«*lo«ic OrigtaBlociol, illuvlil. oolion, retideil, *tc.

RELATIVE PROPORTIONSOF COHESIONLESS SOILS

Preeartieael DtfiniRf RMOJO ByTom hnwttf* if Woifhl

Tree* 0%- 5%Llttl* 5%-12%SOBO 12%-3S%tat JSX-SO*

ORGANIC CONTENT BYCOMBUSTION METHOD

fail DtMTiptiW LOTS Ml IfMtiM

Mm Orgmit Lgi thon 4%Orginlc Sllt/Cliy 4-12%S*di**ntinr Pwt 12-MXFibrous ind Woody Put . .. Men thin 50%

RELATIVE DENSITY

Tom "N" Vita*

Vory LMM 0-4Loot* 4-10Modiva Oonio 10-30Donto 30-50Vory OMIM Ovor 50

CONSISTENCY

Tom t-tMu/*. ft-Vory Soft 0.0 to 0.25Soft 0.25 to 0.50Modiooi 0.50 to 1.0Stiff 1.0 to 2.0V*ry Stiff 2.0 to 4.0Hird 0»or 4.0

PLASTICITY

Tom FlMtk lite

11* SlightSlightModiiaHigh to Vory High

. . .8-7

...1-22Ov«22

Tho poMtntion rMiitinci, N, It tho tu»«otion of tho nonbor of blowi required to offott twotitceniivo t* ptntrotiont of tho 2" tplit-biml u«plor Tbo uaplor It driven with * 140 I* weightfilling 30' md It uitod ti i dopth of 6* boforo co*M*ncing tho itindird ponotrotlon toit.

Symbols

DRILLING AND SAMPLINGCS—Contingent SiMplingHC-R*ck Coring: Sin AW. BW. NW, I" W

HID—Rock Qyollty OosignitirRB-Rock BitFT-Fiih TillDC—Orovi CuingC-Coiing: Si» 2Vi'. NW, 4*. HW

CW-Clur WnorOM-Drilling Mid

HSA-Hollow Stim AugorFA-Flight AugorHA-Htnd Aygor

COA—Clnn-Oit AugorSS—2" Oionotor Split-Borrol Somplo

2ST-2' Oionotor Thin-Willod Tube Sinplo3ST-3" Diomotor Thin-Willod Tubo SimpliPT-3" DioiMtor Pitton Tubo StoiploAS-Augor Sonpl*WS-Wiih SitiploPTS-Poit SinploPS-Pitcher Sonpl*NR-NoRotovonr

S-SpendingPMT— Bonholo Pro»uro«iot*r Tett

VS-Vin* Shoir TeatWPT-WotorPretiureTett

LABORATORY TESTS

I.—Penotromotor Reeding, tont/tq. ft.q.—Unconfined Strength, tont/tq. ft.W-Moisture Content, %LL-liquid LiBlt, %Pl-PUitic Unit, %SL-Shrinkogt Limit, %LI—lots on Ignition, %D-Dry Unit Weight. Ibt./cu. ft.

pH-Mooturi of Soil Alkolinity or AcidityFS-Froo Swell. %

WATER LEVELMEASUREMENT

<?-Woter Level it tine thownNW-Ro Witer EncounteredWO-While DrillingBCR-Befero Citing ROMOVI!ACR-After Citing RenovilCW-C*nd lid WetCM-Coved end Meitt

Note: Witer level •eesurenontt thown onthe boring logs represent conditions it thotine indicoted end n*y not reflect stiticlovelt. etpeciilly in cohetivt soils.

IIIII

I

•••

UNIFIED SOIL CLASSIFICATION SYSTEM

COARSE GRAINED SOILS

(More than half of material is larger than No 200 seive size I

Claan Gravcta (Little or no lines)

Wen-graded griveis.lu'es. little o> no lines

GW Wen-graded gravels, giavei sand mix-

Qravate with Finm (Appreciable amount of fines)

GM Silly gravels, gravel sand-silt matures

GC Clayey gravels, gravel sand-clay mixtures

Clean karate (Little or no fines)

Well-graded sands, gravelly sands, little orno lines

ep Poorly graded sands, gravelly sands, littlear O' no tines

Sands wtth Fln*« (Appreciable amount of fines)

SM Silly sands, sand silt mixtures

SC Clayey sands, sand-clay mixtures

FINE GRAINED SOILS

(More than halt of material is smaller than No. 200 sieve.)

Inorganic silts and very fine sands, rockML 'i°u'- S'Uy °f clayey 'me sands or clayey

silts with slight plasticity

SILTSAND

CLAYS

SILTSAND

CLAYS

HIGHLYORGANIC

SOILS

CH Inorganic clays of high plasticity, fat clays

Organic clays of medium to high plasticity,organic silts

PT p«" and other highly organic soils

LABORATORY CLASSIFICATION CRITERIA

_.„ » »G W C = gieaiei than * C = between I ana 3

D,0 D..XO.,

GP "« »" B'«««'0n requirements .or GW

GM

GC

Aiterberg limns below Aline or P 1 less than 4

Atterberg limns above Aline with P 1 greater than 7

Above A line «v,lh PIbetween 4 and 7 areborderline cases requiringuse oi dual symbols

SW Cu = 9'eaiei th*n 6 C. = between t and 3

0,n D.fXD^

SP Not meeting ali gradation requirements for SW

SM

SC

Auerberg limits below Aline or P 1 less than 4

Atteroerg limits above Aline with P 1 greater than 7

Limits plotting in hatchedzone with PI between 4and 7 are borderline casesrequiring use of dual symbots

Determine percentages of sand and gravel from grain sire curveDepending on percentage ol lines (fraction smaller than No 200sieve suei. coarse-grained soils are classified as IOMOWS

Less than 5 per cent GW GP SW SPMore than 12 per cent GM. GC SM SC5 to 12 per cent Borderline cases

requiring dual Symbols

Inorganic clays of low lo medium plasticrCL ty. gravelly clays, sandy clays, silty clays

lean clays

Organic silts and organic silly clays of lowplasticity

«... Inorganic sills, micaceous or dialoma ^mn c«ou* fine sandy or silly soils, elastic silts ~

PLASTICITY CHART

60

50

40

r. 30

20

10

CLML - ML and OL

OH and MHt--t-

10 20 30 40 50 60

L:qu>d Limit

_L70 60 90 100

For classification of fine grained soils and tine fraction o' coarsegramed soilsAtterberg Limits plotting m hatched area are borderline ciassidcalions requiring use of dual symbolsEquation of A line PI = 0 73 (LL 20)

IIIII

WARZYN LOG OF TEST BORINGProject ...Masters Disposal Corporation

Location .Town...9f..B.r.0.9. .el » Hiscons.''nENGINEERING INC

*""° EMIL STREET • P.O. BOX 9538. MADISON. WIS. 53713 • TEL. (608) 237-4848

Boring No 30

Surface Elevation 81JJ.21

Job No. ...697.0

Sheet ' of

f^' SAMPLE

Recovery

No.

1

2

3

4

5

6

Type

SS

SS

SS

SS

SS

SS

- -

\

X

X

X

X

X

X

Mois

\

W

W

w

w

w

w

ture

N

2

3

2

3

13

14

Depth

~ 5

~ 10

ie

M"

HI—JW~

*ie35 —

1A40

VISUAL CLASSIFICATIONand Remarks

PEAT, Black. Soft (PT)

Organic SILT, Trace to Some Clay and FineSand, Dark Gray to Black, Soft (OL-ML)

Gray, Silty, Fine to Medium Sand (SM)

End Boring at 25' 0"

WATER LEVEL OBSERVATIONS

While Drilling

Upon Compl

Time After C

Depth to Wa

> Depth to Ca

, 16'3"

etion

3rillm

ter

ve In

of Drilling

g

... . . . ._. .

SOIL PROPERTIES^

q« w LL PL D

GENERAL NOTES

start 9/2/77ComP.ete 9/2/7:Crew Ch.ef RSD Rig CME550

Drilling Method

HSA.Q1 . . - 25!

J

•I

•

B

WARZYN

ENGINEERING INC

LOG OF TEST BORING

Project .Masters..D1.5p.osal. Corporation

Location Iowa of ..Brookf ield, .W.isco/is.in

Boring No 31

Surface Elevation .

Job No 6970

Sheet 1 of 1

.1409 EMM- STREET • P.O. BOX 8338, MADISON. WIS 33713 • TEL. (6O8) 237-4040.

f' SAMPLE

Recovery

No.

1

2

3

Type

SS

SS

bb

1

X

X

X

Mois

\

M

M

W

W

lure

N

8

7

b

Depth

e

10

ie_

M_

M_

1C3D —

M_

VISUAL CLASSIFICATIONand Remarks

*Silty, Clayey, Fine SAND (SM-SC)

Gray, Silty, Fine to Medium SAND (SM)

Fine to Coarse SAND, Trace Fine Gravel,Loose, Wet (SP)

Silty CLAY, Trace to Little Very Fine Sandand Silt in Seams, Brownish Gray, Stiff toVerv Stiff (CL-ML)

End Boring at 14 '0"

* Silty CLAY, Trace to Little Very Fine^and and ilt in Seams Brownish Grav.Stiff to Very Stiff (CL-ML)

WATER LEVEL OBSERVATIONS

While Drilling

Upon Compl

Time After C

Depth to Wa

L Deoth to Cak \w.

, 7'5"etion

Trillin

ter

i/e In

of Drilling

g

SOIL PROPERTIES^

q- W

>

LL PL D

GENERAL NOTESStart 9/l/77Comp)ete 9/1/7:

Crew Chief RSD RigCME550 ...

Drilling Method

HSA 0' - 14'

J

II

WARZYN

ENGINEERING INC

LOG OF TEST BORING

Project .Masters..Disposal. Corporation

Location . Town of Brookfield.,..Wi.sconsin...

Boring No. ..32

Surface Elevation 819.5

Job No.

Sheet.

.6.970.1 of 1

. 14O9 EMIL STREET • P.O. BOX 9538, MADISON, WIS. 53713 • TEL. (SOB) 257-4B48.

111I

*I

hi

I

I

I

I

(^ SAMPLE

Recovery

No.

1

2

3

Type

SS

SS

SS

\

X

X

X

Mois

\W

W

w

ww

ture

N

12

10

12

Depth

r

" 10-

". IS -

-

— <

M_~

—

—

u

VISUAL CLASSIFICATIONand Remarks

PEAT, Black, Soft (PT)

Soft Gray Silty CLAY (CL-ML)

Gray, Silty, Fine to Medium SAND (SM)

Silty CLAY, Trace to Little Very Fine Sandand Silt in Seams, Brownish Gray, Stiff toVery Stiff (CL-ML)

End Boring at 12 '0"

WATER LEVEL OBSERVATIONS

While Drilling

Upon Compl

Time After C

Depth to Wa

L Depth to Ca

3 ' C"o

etion

Driilin

ter

ve In

of Drilling

g .

-

SOIL PROPERTIES^

* W LI PL

- -

0

GENERAL NOTESr- Q/l/77^, Q/ l /7 !Start •'' '/.'. "Complete '..'..

Crew Chief .RSD Rig CME550.Drilling Method

USA Q1 - 12'

J

1111111f

k-J

1111L

I1

1

1

I

1

WARZ^

^MENGINEERIINH

^

/N

r3 INC

4O9 EMIU 1

^ SAMPLE

Recovery

No.

1

—

2

3

Type

SS

SS

SS

1

X

X

X

Mois

1u

w

w

M

lure

N

9

6

8

Depth

r

10-

ie13-

M_

-

1ft35-

[^-40~

LOG OF TEST BORING

Project Ma stars. Pi spp.sa 1 . .Corpora t ion

Location .Town of ..Braok.f .iel.d... Wisconsin

ITREET • P.O. BOX 9538. MADISON. WIS. S371S • TEL. (6O«

VISUAL CLASSIFICATIONand Remarks

PEAT, Black, Soft (PT)

Gray, Silty, Fine to Medium SAND (SM)

Silty CLAY, Trace to Little Very Vine Sandand Silt in Seams, Brownish Gray, Stiff toVerv Stiff (CL-ML)

End Boring at 16' 0"

WATER LEVEL OBSERVATIONS

While Drilling

Upon Compl

Time After C

Depth to Wa

L Depth to Ca

, 2'iretion

>illin

ter

vs In

of Drilling

g

-

Bor

Surf

Job

She*

) 257-

~\g No.

ace Eie

No

33

\

vation .. 818.6

6970>t 1 of 1

•^ fi it v^_^^ ^f^

SOIL PROPERTIES^

q« W LL PL D

•

GENERAL NOTES

Start 9/2/7tomp,ete 9/2/7

Crew Chief .RSD R.gCME.55.Q ...

Drilling Method

. . . .HSA.O 1 - .16'

J

WARZYN LOG OF TEST BORING

Project .Masters Disppsal Cprppration

Location . Town. of. Brookfield,..Wisconsin ..

Boring No 34

Surface Elevation 8/19'3

Job No 6970

Sheet 1ENGINEERING INC

. 14O9 EMU STREET • P.O. BOX 9538, MADISON. WIS. 93713 • TEL. (6O8) 337-4840.

...Of ... 1

I

M

•1

I

I

I

1

r SAMPLE

Recovery

No.

\

2

3

Type

SS

SS

SS

1

X

X

X

Mois

IW

M

W

M

lure

N

10

14

7

Depth

5

10-

~ te

r

—

«33

—

L "

VISUAL CLASSIFICATIONand Remarks

PEAT, Black, Soft (PT)

Silty CLAY, Trace to Little Very Fine Sandand Silt in Seams, Brownish Gray, Stiff toVery Stiff (CL-ML)

Gray, Silty, Fine to Medium SAND (SM)

*

End Boring at 15'0"

* Silty CLAY, Trace to Little Very FineSand and Silt in Seams, Brownish Gray,Stiff to Very Stiff (CL-ML)

WATER LEVEL OBSERVATIONS

While Drilling

Upon Compl

Time After C

Depth to Wa

k Depth to Ca

, 7 '2"etion of Drilling

">rillinn

ter

ve In -

SOIL PROPERTIES^

q. W LL PI D

GENERAL NOTES

start 9/2/77Complete 9/2/7:

Crew Chief .BSD pig CME55Q.Drilling Method

. H S A . O ' . - 15'

J

WARZYM

ENGINEERING INC

LOG OF TEST BORING

Project Masters..Disposal. Carporation

Location Town. of. .Brook.fi el.d.,. W i s.cons I n

Boring No .•??

Surface Elevation . 8.18,7.'

Job No 6970

Sheet ' of 1

.1409 KMIL STREET • P.O. BOX »338. MADISON, WIS S371S • TEU. (SOS) 237-4848.

••••

'l

,I111

^ SAMPLE

Recovery

No.

1

2

3

Type

SS

SS

SS

\

X

X

X

Mois

\

W

W

W

ure

N

13

7

8

Depth

r

10-

~ 1C13

-

1C— Z3-

M_j-

,— '

-

VISUAL CLASSIFICATIONand Remarks

PEAT, Black, Soft (PT)

Silty CLAY, Trace to Little Very Fine Sandanrl Qil+ in Co a me R v*numi eh Cr*a i/ (\fiff tr»

Ufiru ^fi-ff ( C\ Ml \very oc i TT VLL-HL;

Gray, Silty, Fine to Medium SAND (SM)

Silty CLAY, Trace to Little Very Fine Sandand Silt in Seams, Brownish Gray, Stiff toVery Stiff (CL-ML)

End Boring at 15'0"

WATER LEVEL OBSERVATIONS

While Drilling

Upon Compl

Time After C

Depth to Wa

i Depth to Ca

;etion

Driilin

ter

ve In

of Drilling

g

SOIL PROPERTIES^

qu W LL PI D

GENERAL NOTES

Start 9/2/77ComP,ete9/2/77

Crew Chief .BSD Rig CME55Q.

Drilling Method

HSA O1 - 15'

J

WARZYN LOG OF TEST BORING

project ..Masters .Disposal...Corporation

Location Town..Qf.Brookfleid,..Wisconsin ..ENGINEERING INC

. 14O9 EMIL STREET • P.O. BOX 9538, MADISON. WIS 53719 • TEL. (6O8) 397-4840

Boring No 36

Surface Elevation . '

Job No .6970

Sheet 1 of .1.

f' SAMPLE

Recovery

No.

1

7

3

4

Type

SS

SS

SS

SS

1

X

X

X

X

Mois

I

W

W

w

M

ure

N

4

7

13

9

Depth

in

~

M_"

—

—

L «•

VISUAL CLASSIFICATIONand Remarks

PEAT. Black, Soft (PTJ

Organic SILT, Trace to Some Clay and FineSand, Dark Gray to Black, Soft (OL-ML)

Gray, Silty, Fine to Medium SAND (SM)

Fine to Coarse SAND, Trace Fine Gravel,Loose, Wet (SP)

Silty CLAY, Trace to Little Very Fine Sandand Silt in Seams, Brownish Gray, Stiff toVery Stiff (CL-ML)

End Boring at 15'0"

WATER LEVEL OBSERVATIONS

While Drilling

Upon Compl

Time After C

Depth to Wa

k Depth to Ca

, 2MO"etion

Jrillin

ter

ve In

of Drilling

g

SOIL PROPERTIES^

q» W IL

- -

PL 0

GENERAL NOTES

Start ^^/ '/Complete

Crew Chief .RSP Rig Cf

Drilling Method . .

HSA 0' ...- 15'

9/2/7;

1E.550

)

WARZYN LOG OF TEST BORING

project .Masters..Disposal...Corporation

Location J.ovyn..Qf 6.r.Qpkfie]d...Wisconsin .ENGINEERING INC

"•"** EMIL STREET • P.O. BOX 933B, MADISON. WIS S3715 • TEL. (BOB) 297-4848

Boring No 37

Surface Elevation 8^8.4

Job No 6970

Sheet 1 of ^

••••

^4

•

•

r

1

1

1

1

1

1

(^ SAMPLE

Recovery

No.

1

2

3

4

Type

SS

SS

SS

SS

SS

\

X

X

X

X

X

Mois

1

W

W

w

w

w

lure

N

2

1

3

3

9

Depth

r

10-

_

-

M_~

M_

VISUAL CLASSIFICATIONand Remarks

PEAT, Black, Soft (PT)

Organic SILT, Trace to Some Clay and FineSand, Dark Gray to Black, Soft (OL-ML)

PEAT, Black, Soft (PT)

Fine to Coarse SAND, Trace Fine Gravel,Loose, Wet (SP)

Soft Gray Silty CLAY (CL-ML)

Gray, Silty, Fine to Medium SAND (SM)

End Boring at 25'0"

WATER LEVEL OBSERVATIONS

While Drilling

Upon Compl

Time After [

Depth to Wa

k Depth to Ca

, re11

etion

>illin

ter

ve In

of Drilling

rj

- •

SOIL PROPERTIES^

,. W LL

...

PL 0

GENERAL NOTES

Start . tornpleteCrew Chief .RSpRio CME550

Drilling MethodHSA O1 - 25'

J

WARZYN

ENQINEERirsia INC

LOG OF TEST BORING

Project . .Masters. .01 sppsa 1. Corporation

Location lQwa.of..Brook.fteld,..Wisc.o.n$.in

Boring No. 30

Surface Elevation .. .8.18.9Job NoSheet 1 of 1

.14O9 EMIL STREET • P.O. BOX 9338, MADISON, WIS. 33715 • TEL. (6O8I 357-4848.

f' SAMPLE

Recovery

No.

1

2

3

4

Type

SS

SS

SS

SS

\

X

X

X

X

Mois

1

W

w

W

w

ture

N

4

14

12

12

Depth

5"

10-

1C

—

M _^

M_

M_~

I_4(,_

VISUAL CLASSIFICATIONand Remarks

PEAT, Black, Soft (PT)

Gray, Sllty, Fine to Medium SAND (SM)

Silty CLAY, Trace to Little Very Fine Sandand Silt in Seams, Brownish Gray, Stiff toVery Stiff (CL-ML)

End Boring at 20 '0"

WATER LEVEL OBSERVATIONS

While Drilling

Upon Comp

Time After C

Depth to Wa

L Depth to Ca' '^^

? I'll"etion

Jrillin

ter

ve In

of Drilling

g

SOIL PROPERTIES^

•• w LL PL D

GENERAL NOTESstart 9/2/77Completf?/2/77Crew Chief RSD Rig CME55Q

Drilling Method

HSA 0' - 20'

J

•I

•I

WARZYN LOG OF TEST BORING

Project ..Masters..Disposal. Corporation

Location JPwn...P.f..P.r.Ppkfield_r_Wiscpnsin_ENGINEERING INC

. 14O9 EMIC STREET • P.O. BOX 9338, MADISON, WIS. 93713 • TEL. (6O8) 257-4840

Boring No 39

Surface Elevation ..8.1.8.9' .

Job No 697Q

Sheet ....1 of 1

••

r

I

I

1

1

1

1

1

1

1

1

C SAMPLE

Recovery

No.

1

2

3

Type

SS

SS

SS

1

X

X

X

Mois

\

W

W

w

ure

N

9

11

12

Depth

5"

10-

"~ 1C- 13-

-

— '

^

VISUAL CLASSIFICATIONand Remarks

PEAT, Black, Soft (PT)

Gray, Silty, Fine to Medium SAND (SM)

Silty CLAY, Trace to Little Very Fine Sandand Silt in Seams, Brownish Gray, Stiff toVery Stiff (CL-ML)

End Boring at 13'0"

WATER LEVEL OBSERVATIONS

While Drilling

Upon Comp

Time After C

Depth to Wa

L Depth to Ca

jetion

>iilin

iter

ve In

of Drilling

g

•

SOIL PROPERTIES^

q. W 11 PI D

GENERAL NOTES

Start 9/1/7

Crew Chief

Drilling Met

HSA

7complete 9/1/77

RSD Rig CME550

hod0' - 13'

J

*m

APPENDIX B

WATER QUALITY & WATER ELEVATIONS

w

I

II WARZYN

WELLNUMBER

B-lB-2B-3B-4B-5B-6B-7B-8B-9

B-10B-llB-12B-14B-15B-16B-20B-22B-23B-30B-31B-32B-33B-34B-35B-36B-37B-38B-39

CMP Invert

T.O.C.ELEVATION

821.1820.9821.9819.8822.6822.3823.7821.6833.2833.6821.8822.6839.7839.9833.6820.3823.0 *821.6820.5823.9820.3820.5820.9820.6820.1 GRO820.2820.8821.7815.2

GROUNOWATER ELEVATIONS (MSL)

3/9/78

818.21818.03818.48817.74819.22821.32

818.15819.28819.30819.27

818.82818.02818.55818.50817.95

817.85

5/4/78

818.32817.93818.63818.17818.96818.51820.10818.37819.81822.39818.62818.62820.39Destroye

818.34819.35818.81819.25819.27818.68819.04817.95818.24818.98818.57819.23819.42817.95

5/1 7/78 1 8/30/78

819.50818.92819.71818.94820.43820.30820.73822.84

819.07820.79

d

820.04819.83819.61819.75818.99

818.41818.66819.30

818.60

817.15816.81817.17816.99817.55817.23817.56816.76818.32820.85816.89817.37819.06

816.77817.73817.06817.80817.69817.09

816.42

817.68817.08817.00

™

DO CO20 —I

§m70

7*.-n oI—« I—«

m coi— -oo o•• co

CO i—O f*o zz oco -n

f->cr>

-oCO

o •

c .

otr>

vy^"TE: Q_XUA;_!TY IVICNMTCJKINGJ XZI'SUL.. s

Date of Sampling: 5/4/78

\ \ 1 PA^A.VlEl-cIS TSSTcID |

•3 I

t

00

cr>•JD

t/io —iTI m x;

30 i»oo —i30 o mSl/>-n o c:—< co 3>m l» r-

« 1— -<

•-•0

o « j»o i—

1N.•<Z'

zozm

Z

>'S'

-

I /-!•

.-<;

* Conductivity adjusted to 25°C+ S# Samples are'surface water samples

B-2

B-9

B-10

B-ll

B-12

B-30

B-31

B-32

B-33

B-34

B-35

*S-1

817.93

819.81

822.39

818.62

818.62

'819.25

819.27

819.04

817.95

818.24

7.45

7.80

7.30

7.90

7.00

6.95

7.50

7.35

7.15

8.30

7.75

8.55

1550

745

4500

600

4500

1500

950

1300

1350

1300

1220

1120

0.1

<0.1

0.4

<0.1

0.6

0.8

0.1

0.2

0.1

0.1

<0.1

0.3

849

462

1960

337

2150

1100

542

407

1410

454

23700

399

53

27

380

9.0

490

110

69

7.0

5.5

5.0

6.5

55

235

60

665

20

423

14428

82

113

4153

136

1081

79

i

1

1 • • • • 1 •

Eia QUALITY McNirrcgiMG R^^UUT

-oCD

Date of Sampling: 5/17/78

o

c

I

01

CD

O

cnkO

o -I x:-n m s»co m30 a »O —•o-n o >>-i t/» i—m 3> •-•r- r- -ia -<« r*«:!•§•-> C3 —I

|M<2.i-v

g2

I ISV

<PS-

O:

I -

* Conductivity adjusted to 25 C

B-30

B-31

B-32

B-33

B-34

B-35

819.61

819.75

818.99

_--

818.41

' 818.66

6.7

7.0

6.9

6.85

6.9

7.1

3300

1210

1350

1340

1400

1250

0.3

0.1

<0.1

<0.1

<0.1

<0.1

1150

1340

371

515

449

587

250

120

6.0

5.0

5.3

5.6

49572

4943

108

2825

1710

1696

• •

Page 2 of 2

S. QUALITY

-oCO

n

!°

o

I i

>m

O3

oen

z >oo

o -» *:-n m 3>•JO —»

oo mO *-•O OOjO7*. "O C-n o 3>•—• v r~m ^ •—i

z: z >i— O -I

+S-2

'S-3

•t

8.60

8.50

1010

1200

0.4

0.2

409

507

49

55

74

2280

i

i

• oz

r>- m9 C

* Conductivity adjusted to 25°C+ S# Samples are surface water samples

CD

£1 1 QUALITY MCNUTQglKJG RESULTS

Date of Sampling: 8/30/78

So*o —•:>o </»—•7* -om-n o».—i LO

mtoro

03

CT»•JD

O 3>OO

: 3>o

az

r> n9 2G 21

? Cl>lS:

p;

c: * Conductivity at 25°C

B-2

B-9

B-10

B-11

B-12

B-30

B-35

S-l

S-2

816.81

818.32

820.85

816.89

817.37

'817.80

816.42

817

817

8.15

7.90

7.60

8.05

7.30

7.55

8.05

8.55

8.35

1930

860

3800

625

8000

3050

1160

950

1600

<0.1

<0.1

14

<0.1

0.8

0.5

0.6

<0.1

0.9

717 | 77

231 | 37

1870

338

2500

1440

6770

401

525

410

14

950

280

32

71

130

165

44

492

27

487

236

1107

151

644

i

f

PARAMETER RANGE AND (MEAN) mg/1

WELL NO.

B2

B9

BIO

BIT

B12

B30

B35

SI

S2

PH

7.45-8.15 (7.8)

7.50-7.90 (7.7)

6.8-7.6 (7.2)

7.9-8.05 (7.98)

6.8-7.3 (7.0)

6.70-7.55 (7.07)

7.1-8.05 (7.63)

8.55

8.35-8.60

SPEC. CONDUCTIVITYmhos/cm

1550-1930 (1740)

745-860 (715)

1700-4500 (3330)

600-625 (612)

4500-8000 (5920)

1500-3300 (2620)

1160-1300 (1237)

950-1120 (1035)

1010-1600 (1305)

IRON*

<0. 1-0.1

<0.1-.26 (0.15)

<0. 26-14 (4.89)

<0.1

0.6-1.1 (0.83)

0.3-0.8 (0.53)

<0.1-0.6 (0.3)

0.1-0.3 (0.2)

0.4-0.9 (0.65)

TOTAL ALKALINITY

717-849 (783)

462-860 (610)

837-1960 (1556)

337-338 (337.5)

1075-2150 (1910)

1100-1440 (1230)

587-23700 (10352)

399-401 (400)

409-525 (467)

SODIUM

53-77 (65)

14.5-37 (26)

105-410 (298)

9-14 (11.5)

460-950 (630)

110-280 (213)

5.6-32 (14.7)

55-71 (63)

49-130 (89)

COD

165-235 (200)

44-160 (88)

268-665 (475)

20-27 (23.5)

423-512 (475)

236-49572 (21412

1081-1696 (1295)

79-151 (115)

74-644 (359)

*Iron has a recommended drinking water standard not to exceed .30 mg/1Her

51 - Grab sample SE of site in E-W drainage ditch52 - Grab sample S of site in E-W drainage ditch