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RECEIVED
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1979ulB3226
FINAL ENGINEERING PLANFACILITY ABANDONMENT
MASTER DISPOSAL CORPORATION LANDFILLWAUKESHA COUNTY. WISCONSIN
C 6970
II.
EPA Region 5 Records Ctr.
232479
• • "t"1"' «• •„ vw• KOCH ; 1
^: E- \S273 :^i"" * MADISON, ' ""
111III
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
"111111
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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April 2, 1979 _4_ C 6970
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
GSA1
20/38/41/16/83/15/225/44/28/320/66/142/95/ 30/92/ 8
P2002
4217311438
uses3
SMSMSMSP-GPSPSP
1 Grain Size Analysis % Gravel / % Sand / % Silt / % Clay
% Gravel / % Sand / % Silt and Clay2
P200 Percent of material finer than #200 Sieve
3 USCS Unified Soil Classification System
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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.
WARZYN
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C/L/^ y , J"cv r * ~'x 7"
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