EPA-660/2-74-040
May 1974
Environmental Protection Technology Series
Granite Industry Wastewater
Treatment
532
UJ
CD
Office of Research and Development
U.S. Environmental Protection Agency
Washington, D.C. 20460
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RESEARCH REPORTING SERIES
Research reports of the Office of Research and
Monitoring, Environmental Protection Agency, have
been grouped into five series. These five broad
categories were established to facilitate further
development and application of environmental
technology. Elimination of traditional grouping
was consciously planned to foster technology
transfer and a maximum interface in related
fields. The five series are:
1. Environmental Health Effects Research
2. Environmental Protection Technology
3. Ecological Research
<*. Environmental Monitoring
5. Socioeconomic Environmental Studies
This report has been assigned to the ENVIRONMENTAL
PROTECTION TECHNOLOGY series. This series
describes research performed to develop and
demonstrate instrumentation, equipment and
methodology to repair or prevent environmental
degradation from point and .non-point sources of
pollution. This work provides the new or improved
technology required for the control and treatment
of pollution sources to meet environmental quality
standards.
EPA REVIEW NOTICE
This report has "been reviewed by the Office of Research and
Development, EPA, and approved for publication. Approval does
not signify that the contents necessarily reflect the views
and policies of the Environmental Protection Agency, nor does
mention of trade names or commercial products constitute
endorsement or recommendation for use.
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May 1971*-
GRANITE INDUSTRY WASTEWATER TREATMENT
By
Willard B. Farnham
The State of Vermont
Agency of Environmental Conservation
Department of Water Resources
Montpelier, Vermont 05602
Project 12080 GCH
Program Element 1BB037
Project Officer
Allyn Richardson
Environmental Protection Agency
John F. Kennedy Bldg.
Boston, Massachusetts 02203
Prepared for
OFFICE OF RESEARCH AND DEVELOPMENT
U.S. ENVIRONMENTAL PROTECTION AGENCY
WASHINGTON, D.C. 20U60
For sale by the Superintendent of Documents, U.S. Government Printing Office, Washington, D.C. 20102 • Price $1.46
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ABSTRACT
A study of wastewater discharge in the granite industry has been
conducted to determine wastewater characteristics, methods of pollution
abatement and disposal methods for waste granite sludge.
The project included a study of overall water use in a granite
plant, water optimization studies, and water reduction studies.
Laboratory testing was conducted for waste characterization and liquid
solids separation techniaues. A pilot plant was designed, constructed
and operated to test the efficiency of plant scale separation procedures
A prototype plant was designed and constructed to test the possibility
of complete water reuse in the granite industry. Successful operation
of both plants indicates that a practical method of treating granite
waste effluent has been developed and that complete recycle of treated
effluent is possible and economically feasible.
Studies were performed to determine the possibility of by-product
use of waste granite sludge. Two uses were found for the sludge, but
an economic evaluation indicated that there was insufficient raw
material to establish a by-product industry.
A survey of sludge disposal methods in the industry showed that
some modification of waste disposal facilities, and more cooperation
by the industry, would improve the sludge disposal procedures. A
modified type of settling lagoon was recommended.
This report was submitted in fulfillment of Project No. 12080 GCH
under the sponsorship of the Environmental Protection Agency.
ii
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TABLE OF CONTENTS
Section
I
II
III
IV
V
VI
VII
VIII
IX
X
XI
XII
XIII
XIV
Conclusions
Recommendations
Introduction
Preliminary Studies
Water Use Optimization Studies
Waste Characterization Studies
Pilot Plant Design and Operation
By-Product Use Studies
Sludge Disposal Methods
Legal Considerations
Acknowledgements
References
Glossary
Append ix
Page
I
2
3
8
13
16
21
32
33
34
36
37
38
40
iii
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FIGURES
No. Page
/
I Plant Layout - Nativi and Sons, Inc. 9
II Plant Layout - Granite Industries of Vermont, Inc. 11
III Pilot Plant - Locally Fabricated 23
IV Link Belt Pilot Plant 25
V Prototype Pilot Plant 27
VI Flow Diagram - Water Reuse System 29
VII Electrical Wiring Diagram - Water Reuse 31
VIII Recommended Lagoon System 35
iv
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SECTION I
CONCLUSIONS
As a result of a study of water use and waste discharge In the
granite industry the following conclusions have been reached:
1. A saving of 25 to 507. can be realized in overall water use
by careful attention to water conservation practices and minor changes
in equipment.
2. The present practice of primary clarification in a settling
lagoon or pit will not produce a waste effluent that is compatible with
present effluent standards of the Vermont Department of Water Resources.
3. Chemical treatment of the partially settled waste discharge
with ferric chloride and lime will produce a waste effluent which is
well within acceptable standards.
4. Operation of a prototype pilot plant showed that an effluent
of satisfactory quality for complete reuse in plant processing could be
produced.
5. By-product use studies of waste granite sludge failed to find
a product that would be economically feasible to produce.
6. Studies of ultimate sludge disposal indicated that more
industry cooperation, design changes and better construction of waste
lagoons would greatly improve waste sludge disposal.
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SECTION II
RECOMMENDATIONS
1. Although there is no present water shortage in the area, the
granite industry should be urged to adopt water conservation practices
because of financial considerations (easier and less costly waste
treatment with less rock flour discharged), and to avoid future water
supply problems.
2. The industry should adopt chemical treatment of waste effluent
to produce an effluent compatible with state water quality standards and
to reduce stream pollution in the area.
3. Where space and financing are available, each processing plant
should consider the installation of a complete water recycle and reuse
system, to further conserve water and provide financial benefits.
4. Although no by-product use for waste sludge was found, several
promising leads were investigated, and it is recommended that this study
be continued on an industry-wide basis.
\.
5. Modest design changes and cooperative waste sludge disposal
are recommended, to alleviate the existing problems in ultimate disposal.
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SECTION III
INTRODUCTION
The granite industry is undoubtedly the leading mineral industry
in the State of Vermont, considering the number of persons employed in
the industry and the net value of the product. In excess of one hundred
firms are engaged in quarrying or processing granite or in furnishing
services to the industry.
Prior to the depression of the 1930's the industry was widely
dispersed throughout the State, numerous quarries existed and several
types and hues of granite were processed. With the economic recovery
accompanying the period following World War II, the industry tended to
concentrate in the Barre area and most types of stone except the type
known as Barre Grey decreased in popularity. As a result, nearly all of
the stone quarried in the State now comes from a few quarries in the
Graniteville-Websterville area of Barre Town, and the processors pur-
chase their raw material from one or two quarry companies. Since
granite processing is, in part, a wet processing procedure, this
concentration of industry has resulted in a major pollution problem in
the area of Barre Town and Barre City; an area drained by a small
tributary of the Winooski River known as the Stevens Branch.
Processing in the granite industry involves the operations of
quarrying, sawing, shaping, surface preparation, decorating and final
cleaning. Quarrying is not primarily a wet process, although some water
is used for lubrication while drilling, and for dust control. The stone
is drilled, wedged and split from the quarry sides and transported,
generally by truck, to the processor.
Sawing is performed today almost entirely by wire saws, which are
capable of better control and adjustment, and waste less usable stone.
The hardened wire, frequently mounted on wheels hundreds of feet apart
to distribute wear and thus prolong wire life, cuts through the stone
using a relatively coarse grade (90 mesh) carborundum as the cutting
agent, in a slurry of stone dust and water. This lubricates the wire
and keeps it from whipping or vibrating and thus enlarging the cut.
Since a great deal of the slurry in this operation is recirculated to
obtain additional use of the carborundum, the volume of waste discharge
is not great. However, final washdown of the stone at the conclusion of
the sawing process introduces a surge of heavily polluted water.
Two other methods of sawing find limited use in granite processing.
One method, formerly widely used, involves the use of multiple strips
of hardened steel, in a regular back and forth sawing action, in former
years using sand, but today using carborundum, as the cutting agent.
-------
Water is required for lubrication and cooling, and a moderate flow of
polluted waste water is discharged. This type of machine, generally
called a gang saw, has generally been replaced by the multiple-strand
wire saw. For limited use in sawing small stones, the so-called "dia-
mond" saw is used. This circular saw with a cutting edge consisting of
tungsten carbide or diamond dust, does not use carborundum as a cutting
agent, but does require water for lubrication and cooling. Since the
waste stream contains only the stone dust produced by the sawing opera-
tion, and since a rather large volume of water is required for cooling
purposes, the waste stream is not as heavily polluted as the waste
discharges from other sawing operations.
Shaping the stone may be entirely a dry operation using hammers,
chisels, etc., or it may involve a wet grinding process known in the
granite industry as "planing". The "planer" is a tungsten carbide
grinding wheel up to six inches in width, mounted on an adjustable
track which may be used to produce the commonly observed curved surfaces
on monumental stones. Use of the planer requires a large volume of
water for cooling and dust control, and produces a large volume of waste
water containing very fine particles of stone dust.
\
Surface preparation of the stone involves grinding and polishing
operations using a slowly-rotating circular steel plate and various
grinding and polishing agents. Initial grinding usually involves the
use of fine (130 mesh) carborundum, while the final polishing is done
with tin oxide powder. Only enough water is used to provide necessary
lubrication, and since considerable recirculation is practiced to obtain
maximum use of the polishing agent, the waste discharge, although rather
heavily polluted, is small in volume.
A related process known as "steeling" uses fine steel balls in
place of the carborundum as the grinding agent. This process produces
a desirable white color on the Eft one surface and is frequently used to
provide a contrasting surface. Since the ground-off stone dust would
darken and stain the surface if allowed to contact it, no recircula-
tion is used in this procedure. However, at the conclusion of the
"steeling" process, the fine steel balls are washed clean and recovered
for reuse.
Decorating the stone involves cutting designs, letters and numbers
into the finished surface of the stone, using pneumatic chisels or by
sandblasting. Neither of these procedures produces a liquid waste
discharge, since the stone dust is collected by a vacuum system.
The last step in processing the stone is final cleanup. The stone
is washed, rust stains are removed with dilute hydrochloric acid, and
traces of the rubber masks used in sandblasting are removed using
benzene or ligroin. For final washdown, most or the companies have
adopted a high-pressure, high-velocity water jet which minimizes the
volume of waste water. The use of organic solvents and hydrochloric
-------
acid, however, introduces the only chemical contaminants to the waste
stream. The total volume is small compared to the total waste discharge,
For many years it has been the custom to discharge the combined
waste water to the nearest stream. In addition to the polluted waste
waters described above, large volumes of relatively unpolluted water
are also discharged. The sources include cooling water for the air
compressors used in all plants, prime water and cooling water for the
pumps, and varying volumes of clean water resulting from a practice of
letting hoses continue to run when not in use. Although none of the
discharges are metered, an estimate from municipal water system billings
indicates that more than a million gallons a day are discharged in Barre
City alone, with additional waste discharges in the surrounding area.
It is estimated that total waste discharges from the industry exceed
1.5 million gallons per day.
;
In 1958 the Vermont Water Resources Department initiated a study
of the waste characteristics in the granite industry, and an extensive
survey was conducted in 1959 with the aim of determining the extent and
severity of the stream damage. Little previous attention had been given
to this waste discharge, since the primarily inorganic waste did not
reduce the oxygen content of the water. It was immediately apparent,
however, that stream damage had been caused by the waste discharge.
Desirable trout species had declined because the silt layer on the
stream bed had covered the gravel spawning areas, and aquatic plants,
insects, etc., were practically non-existent. Extreme turbidity
severely reduced sunlight penetration, and the abrasive particles had
weakened and depleted the remaining fish population by gill abrasion
and irritation. It was estimated that approximately 30,000 cubic
yards, or about 20,000 tons, of waste solids are discharged annually.
The granite industry was warned that pollution abatement would be
required. The classification order for the Stevens Branch and tribu-
taries issued on August 7, 1962, required the granite industry to
install acceptable pollution abatement facilities prior to July 1, 1965.
Initial design criteria for treatment facilities recommended a
settling lagoon with a 30-minute detention time, an effluent turbidity
not to exceed TOO Jackson turbidity units (J.T.U.), and settleable
solids essentially zero. Compliance and regulation were, however,
somewhat spotty.
Preliminary laboratory work by the Vermont Department of Water
Resources indicated that a ten-minute settling period would remove over
95% of the suspended solids, with an average residual turbidity of about
700 J.T.U. and a small amount of settleable solids in the supernatant
liquid. However, very little time was devoted to a study of the volume
or characteristics of the sludge produced. It was soon evident that
the capacity of a thirty-minute lagoon was completely inadequate to
provide the needed sludge storage, unless the lagoon was cleaned daily
or oftener. But an even more serious problem developed with attempts
to handle the sludge. Since one component of the sludge is partially-
used carborundum, the sludge is very abrasive. Cleaning the lagoons
5
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with the usual types of mechanical equipment resulted in accelerated
wear on moving parts and additional expense to the contractor. The
sludge dewaters rather slowly, and the fine material is readily resus-
pended. Transportation of the partially dewatered sludge generally
resulted in excessive spillage and leakage, creating additional expense
for the contractor. The material would not slip from steel truck
bodies, requiring removal by shovel or the use of disposable plastic
liners. Disposal sites required sizable dikes to block leakage of
sludge to nearby streams. A hazard was created at the disposal site,
since under a surface crust the material remained liquid for many days,
behaving like quicksand. Although none of the problems appeared to be
completely unsolvable, the expense involved caused the plant operators
to delay lagoon cleaning as long as possible.
During the period 1962-1965, prior to implementation of the
classification order, several pilot-plant projects were developed through
the cooperation of the Vermont Department of Water Resources, the
research committee of the Barre Granite Association, and individual
granite processing companies. Three types of commercial settling tanks
were evaluated, two being rectangular tanks with mechanical sludge
collectors, and one circular tank with a conical hopper for sludge
collection. None of these tanks proved to be an improvement on the
excavated lagoon. Although effluent quality was acceptable during quies-
cent settling, any attempt to remove sludge resulted in resuspension of
fine material, difficult or impossible sludge removal, or equipment
breakdown. The combination of heavy, coarse material and extremely
fine, light material could not be handled by equipment designed to handle
sanitary waste. Continuous operation of the mechanical collectors
resulted in a completely unsatisfactory effluent; but if the sludge
was allowed to collect for any period of time, the thixotropic
sludge set and could not be moved without breakage of the collection
mechanism. Similarly, when using the cylindrical tank, the sludge
coned consistently and could only be removed by the use of water jets;
a procedure which resulted in a completely unsatisfactory effluent.
Further attempts to use commercial settling equipment were discontinued.
A pilot study was also made during this period to evaluate the
possibility of centrifuge separation. Very little improvement could be
noted in the waste stream, the effluent turbidity and solids being nearly
as high as the influent figures.
In addition to the pilot plant studies described above, a labora-
tory study of chemical flocculating agents was undertaken by the Vermont
Department of Water Resources' laboratory staff. Twenty-three different
substances were evaluated for their flocculating ability on granite
waste. These included the inorganic compounds lime, alum and ferric chloride;
insoluble materials such as bentonite, kaolin and celite; and a large
number of the so-called synthetic polyelectrolytes. Thirteen of the
compounds tested showed some degree of flocculating ability on one or
more waste streams. However, the study indicated that no one material
-------
could be depended upon to effectively flocculate all types of V7ast
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SECTION IV
PRELIMINARY STUDIES
Upon acceptance of the grant, the granite processing firm of
Nativi & Sons, Inc., was selected as the project site. Unfortunately,
soon after .Initiation of the project, Nativi enlarged by acquiring a
nearby plant , and expanding and separating their processing. This
resulted in isome additional work, as certain water-use measurements had
to be repeate'd at the newly-acquired plant. With this exception, the
project proceeded as planned, although there were some unavoidable
delays in securing necessary equipment.
The Barre Granite Association employed DuBois & King, Engineers
and Planners, of Randolph, Vermont, to perform the engineering services
required for this project. Preliminary work performed by DuBois & King
included plant inventory of equipment and processes, water-use reduction
studies, and pilot plant design.
The civil engineering department of the University of Vermont
performed waste characterization studies, solid-liquid separation studies,
and supernatant amd sludge analyses. Byproduct uses for sludge were
also explored to tihe extent possible with available time and resources.
Plant Equipment and Process Inventory
The Nativi plamt originally selected for the project site contained
one single-strand wire saw, two polishing machines, one planer, several
stations for hand and pneumatic chisel work, and a wash stand.
Since the hand and chisel work does not involve a liquid discharge,
this section of the plant is not detailed in the plant layout pictured
in Figure I. Since a custom sandblasting company occupied part of the
same building, Nativi subcontracted the sandblasting work; and since
this does not involve* a liquid discharge, it also is omitted from the
figure. Both of these processes, however, are major dust producers and
have long been considered a major reason for the high incidence of
silicosis. Each granilte plant is now required by the Department of
Health to maintain an extensive and efficient dust collection system.
The Granite Industries of Vermont plant, acquired by Nativi and
operated in conjunction with the parent company, contained four polish-
ing machines with largei: beds than those of the Nativi plant, a single-
strand wire saw and a se'ven-strand saw. A site was available for an
additional multiple-strand wire saw, but it was not being used at the
time. (Figure II).
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VO
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COMPRESSOR
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BARRE GRANITE ASSOCIATION
NATIVI GRANITE SHED
R.FO. 12/11/70
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The multiple-strand saw is needed to saw large blocks of granite
into several slabs of the desired widths. These slabs are further sawed
by the single-sitrand saws into blanks slightly larger than the desired
final size of t.he headstone. (Although some granite is used in construc-
tion of both buiildings and road curbings, about 99% of the industry is
involved in the: manufacture of granite monumental headstones). The
abrasive materi.al used is generally 90-mesh carborundum, with added
stone dust to sstabilize the wire. Extensive recirculation is practiced
to obtain maximum use of the abrasive, and only enough fresh water is
added to maintain the desired consistency of the liquid mixture. At
the conclusion of the sawing operation the stone is washed off, and
only at this tilme is a relatively large volume of polluted water discharged,
The seven--strand1 wire saw operation is generally similar to opera-
tion of single—strand saw, with the additional requirements of the
added strands of wire. Since the several slabs can be washed at one
time, washing the cut stone is a somewhat more efficient process.
The sever al polishing machines are similar in operation, in that
all use a slowly rotating steel disk which may be moved over the surface
of the carefu'lly positioned stone. The process varies with the type of
abrasive used . Several steps may be performed by the same machine
using different abrasives, or the stone may be moved to another machine
for each additional process.
After m ext sawing to an approximate size, the surface of the stone
is smoothed and evened using an abrasive material, generally 130-mesh
carborundum. Recirculation of the abrasive slurry is practiced to
obtain maximum reuse of the abrasive material. The stone surface may be
used as it i comes from this process, or it may be further processed by
polishing or steeling. The steeling process uses small steel balls as
the abrasive a^ent, and produces a whitish surface which may be desirable
for contra;st purposes. Since the abraded stone dust, if brought into
contact wi.th th\e steeled surface, would make it darker, no recirculation
is practiced in this process and the volume of waste discharge is somewhat
greater t'han from other similar processes. However, steeling is performed
on surfac es already ground smooth, and does not require a long grinding
process. Since the steel balls can be washed clean and reused after
completion of the grinding process, only a slight additional amount of
waste discharge is involved.
Finish poliishing is performed using tin oxide abrasive. For all
except the final polishing and buffing, the liquid is recirculated to
obtain reuse of the polishing agent. Polishing darkens the surface and
impar'ts additional contrast to the finished stone. Use of rouge as a
polis,hing agent has been largely discontinued.
The process ing step using the greatest amount of water and having
the greatest volume of liquid waste discharge is a process known as
"planing". This is essentially a grinding process using a rather wide
10
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GRANITE INDUSTRIES
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A.EO. 2/21/71
SEVEN STRAND WIRE SAW BUILDING
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tungsten carbide grinding wheel. The wheel is mounted on a track which
allows it to be moved forward and backward, or the track may be modified
to grind a curved surface on the stone. To cool the surface of the stone
and the grinding wheel, and to prevent discharge of fine dust particles
to the air, a large stream of water is directed upon the stone surface.
Because the water is not recirculated, a large volume of waste discharge
containing the fine stone particles is produced*by the planer. This
material is so fine that planer waste does not settle readily and produces
most of the residual turbidity after primary settling of the total waste
stream.
The one other wet processing step is final cleanup. By the time it
reaches this final step the stone has received several Bashings, and the
small amount of residue is a result of the chisel or sandblasting operations
used in "decoration" (lettering or other carving). Some stains, however, may
be present as a result of contact with rusty metal. These stains may be
removed by treatment with dilute hydrochloric acid, which is then discharged
with the waste stream. If a sandblasting step has been performed, some
of the rubber masking material may remain on the stone. This is removed by
the use of organic solvents such as benzene, toluene or ligroin, which may
also be added to the waste stream.
A final washdo^n completes the cleaning operation. Host of the plants,
including Nativi, use a small high-pressure stream of water for final clean-
ing, so that the volume of waste is not large. The presence of hydrochloric
acid, organic solvents and occasional small amounts of detergents, however,
introduces a new form of chemical pollution.
Although not directly involved in the granite processing, several
other sources of liquid discharges were discovered. Since a great deal
of liquid, both water and waste, is circulated within a granite processing
plant, several pumps to circulate the liquid material are required. To
maintain the prime of these pumps for immediate use, a stream of fresh water
is circulated through them when not otherwise in use. To operate air-
powered equipment in the plant, compressors requiring large volumes of
cooling water are used. This is generally discharged with the waste stream,
although not polluted except with a small amount of residual heat. Practices
differ at the various plants, some of which may separate certain discharges
and combine others, while some combine all in one discharge stream. At the
Nativi plant the compressor cooling water and the wash-stand discharge are
separated from the remaining waste stream and not discharged to the waste
lagoon. All other waste streams including the excess pump priming water
are discharged to the waste settling lagoon outside the plant.
12
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SECTION V
WATER USE OPTIMIZATION AND CONSERVATION STUDIES
Since no estimates or measurements were available with respect to
water use by each type of equipment, the first plant modification for
the research project involved the installation of water meters on each
of the water lines supplying individual pieces of equipment. The meters
were read daily from January through June 1971 and average water use
calculated. These results may be found in the appendix Tables I - X.
Attempts were also made to calculate an average rate of discharge per
unit of stone processed but results varied so widely that no meaningful
results could be obtained. Wire Saw (Tables No. IV and V) readings
taken over a six month period at the wire saw at the Nativi plant
averaged about one gallon per minute discharge while operating. Similar
readings over a two month period at the single strand wire saw at the
Granite Industries of Vermont (G.I.V.) plant gave about the same results.
Since considerable recirculation is practiced in this operation and
since the practice of allowing hoses to run unchecked during the sawing
operation had been discontinued at these plants there was little oppor-
tunity for major reduction in water use in this operation. Some
operators are experimenting with various methods of abrasive concentra-
tion such as cyclone separation but the amount of water to be saved
appears to be negligible.
An attempt was made to evaluate water use by the seven strand wire
saw. However, time of operation was so variable that no meaningful
averages could be calculated. A measurement of discharge rate while the
machine was operating gave a value of six gallons per minute, a figure
in reasonable agreement with the figures obtained for the single strand
saws. (Table X) .
Polishers - Water use for these machines varied markedly with the opera-
tion being performed. (Tables VI, VII, VIII and IX) For the operations
where considerable recirculation was practiced the average discharge
in all cases was a fraction of a gallon per minute. Thus surface grind-
ing, polishing and buffing vary from 0.1 to 0.3 gallons per minute
average discharge. Steeling on the other hand, where no recirculation
is practiced, averages a little over one gallon per minute discharge.
Again, because of the recirculation presently practiced, little reduction
in water use can be expected.
Planer - Water use for the planer which was expected to be high averaged
about eight gallons per minute. Since the water use seemed to be
excessive for the results sought, it appeared possible to materially
reduce water use in this instance. Microscopic examination of fine
material obtained from the planer waste indicated no evidence of heat
deformation, an indication that the amount of water needed for cooling
13
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might be reduced. However, it was necessary to maintain a sufficient
water volume to trap the fine particles produced in the grinding
operation. Since this appeared to be at least partly a problem of the
shape and character of the water flow, it was decided to use fog nozzles
in an attempt to reduce the overall water use and at the same time, main-
tain a large volume of wet space. Fog nozzles were secured and tried, but
failed to provide sufficient protection against dust particles and were
discontinued. Nozzles to produce a fan spray were then installed and two
nozzles adjusted to provide a fan for each side to cover the grinding
wheel. Initially, these nozzles worked satisfactorily and reduced water
use by more than fifty percent. However, as the wheels wore down and
decreased in diameter, the fan spray which had originally just covered
the width of the wheel now extended well beyond the edge and a great
deal of the water was wasted. This reduced the efficiency to such an
extent that more water was required. Partial compensation was effected
by adjusting the nozzle so that one edge of each fan was parallel to the
edge of the grinding wheel, thereby reducing loss as the wheel decreased
in diameter. It was, however, necessary to supply additional water
through a central nozzle as the wheel neared its minimum diameter.
Evaluation of the data contained in Table II indicates that average
water use was reduced from eight gallons per day to about four gallons
per day at the end of the period. Instantaneous use rates, however,
were reduced from an original rate of greater than 20 gallons per minute
to a rate of about five gallons per minute, a savings of 757. of the
water used.
Other Water Uses - Because of the location and construction of the final
wash stand at the Nativi plant, no samples could be collected and tested
so no water use data were collected. At this plant the wash stand waste
is discharged to a small dry well away from the stream and is not con-
nected to the total waste discharge. Although the total volume is small,
the nature of the waste might be a significant contribution to the waste
stream at certain plants.
Table I shows the amount of water used for compressor cooling at the
Nativi plant. Although an average rate of six gallons per minute is
indicated, the water is not polluted and will not require treatment unless
mixed with the polluted waste discharge. At the Nativi plant the com-
pressor cooling water is discharged to an area away from the stream and
separate from the polluted waste discharge, but in many plants this dis-
charge constitutes a major portion of the total waste stream. Separation
and reuse of this water is possible since the temperature increase is very
small.
Table III gives the water used by the pump designated as the planer
sump pump. This is the water necessary to maintain the prime on the pump
used to pump the planer waste discharge from the collection sump to the
waste treatment lagoon. In normal operation the water is turned on at the
beginning of the work day and allowed to run full force while the planer
14
-------
is being operated. Since this water passes through the pump and mixes
with the polluted waste discharge, it is somewhat polluted and needs to be
discharged to the treatment facility. However, once the pump is full and
in operation only a small stream or no water at all may be needed to main-
tain the pump prime and much of the water presently discharged could be
saved. As can be seen from Table III, average daily use varied from a
rate of four gallons per minute to a peak rate of seventeen gallons per
minute. Although part of this variation is a result of variation in daily
operation, some of the lower rates resulted from efforts by employees to
reduce the water use. It is felt that significant water savings can be
made in this area by careful adjustment of water usage to maintain only
the stream necessary to maintain a prime on the pump.
15
-------
SECTION VI
WASTE CHARACTERIZATION STUDIES
This laboratory work was performed at the University of Vermont in
Burlington under the direction of Dr. Arthur Condren. A qualified
chemistry technician was employed to perform the chemistry tests and other
sections of the Civil Engineering Department cooperated in making the
special measurements required.
Research investigation began during December, 1970, after needed
equipment had been purchased. Initial studies were qualitative and semi-
quantitative so that the researchers could obtain a more firm grasp of
the wastewater to be dealt with. Grab samples were obtained on various
occasions and the following average values were obtained.
Table A
Wire Saw Polisher Planer
Total Solids mg/1 64,796.0 718.0 2,455.0
Suspended Solids mg/1 63,421.0 648.0 2,308.0
pH 7.6 6.2 8.2
Settling studies were performed on the wire saw samples and typical
data are presented below for a sample containing 69,050 mg/1 suspended
solids. The supernatant, after 24 hours of settling, still had a suspended
solids concentration of 10,644 mg/1. This supernatant also had a turbidity
of 30,000 mg/1 (Si02).
Table B
Time (Min.) Interface Height (Ml)
0 1000
5 840
15 680
15 520
20 360
25 230
30 190
35 158
40 142
60 129
W 118
180
16
-------
A mass balance of Che solids showed that the sludge fraction was
51.8 percent solids, 48.2 percent water.
Composite sampling was conducted on February 3, 5, and 8, 1971
and the analytical results are presented below:
Wire Saw
2/3/71
2/5/71
2/8/71
Polisher
2/3/71
2/5/71
2/8/71
Planer
2/3/71
2/5/71
2/8/71
Table C
Susp. Solids (tng/1) pH
20,832
45,235
39,717
5,173
12,179
4,194
3,882
10,329
2,120
8.7
9.5
9.6
8.2
8.5
8.1
8.9
7.9
7.6
Alkalinity
55
83
65
61
62
58
118
75
70
Turbidity
8,400
33,000
26,000
12,000
96,000
40,000
2,200
2,900
540
Settling curves for the polisher and planer wastewater samples
were conducted and representative data are presented below (Studies
performed in Imhoff Cones):
Time (Min.)
1
2
3
4
5
10
15
20
25
30
35
60
120
Polisher
0.3
1.0
1.8
2.4
3.1
7.5
33.0
33.0
27.0
24.0
23.0
22.0
21.0
Table D
Solids Interface(ml)
Planer
0.65
30
00
50
90
30
30
00
50
80
00
8.00
8.90
17
-------
The turbidity remaining in the supernatant fraction after 24
hours of settling vas, on the average, still in excess of 20,000 mg/1
for the polisher wastewater and 1,000 mg/1 for the planer wastewater.
The flow data in gallons per day for these days was as follows:
Table E
2/3/71 2/5/71 2/8/71
t
Wire Saw 696 554 688
Polisher — — —
Planer 4039 3351 1346
The meter for the polisher had not been installed; however, an
approximate volume for this process was 600 gallons per day.
Based on the averages for flow and suspended solids, the wire saw
generated 186 Ib. of solids per day; for the polisher 36 Ib. per day;
and the planer 156 Ib. per day. Data on areas of granite processed on
these days was available and the average waste generation for each
process was as follows:
Table F
Wire Saw - 3.8 Ib. ss/sq.ft. of granite sawed
v
Polisher - 0.3 Ib. ss/sq.ft. of granite polished
Planer - 5.8 Ib. ss/sq.ft. of granite planed.
It is interesting to note that in spite of the relatively low
concentration of solids in the waste discharge from the planer, the
total amount of solids produced per day is very close to that produced
by the wire saw, while the solids produced per unit of processed stone
exceeds that of the wire saw.
Grain size analysis of the suspended material in the granite
.wastewater gave the following average results:
18
-------
Table G
!
Particle Size(ram) % Finer (By Weight)
0.0300 90
.0230 80
.0175 76
.0135 60
.0100 50
.0178 40
.0056 30
.0038 20
.0023 10
.0016 5
Specific gravity of the suspended material gave the following
average results:
Table H
".'•»•' i • £
1. 'Air dried sample GD - 2 .82
o
2. Oven dried sample G0 - 2.88
s
3. "Natural" sample Gs - 2.75
An Atterberg limit test indicated that the suspended solids were
non-plastic in nature. The fact that the waste solids exhibit no plastic-
ity and the use of a dispensing agent for grain size analysis indicates
that the particles have very low surface chemistry activity.
Additional analyses of specific waste streams may be found in the
Appendix under Table XI. Because of the wide daily variations, the
averages calculated for each machine have little significance in most cases,
Two items, however, are worthy of note. Nearly all pH's are wellj on the
alkaline side, a significant factor in later studies of solids-licmid
separation techniques. Average turbidity for the composite sample super-
natant and for most of the other supernatants averaged over 100 units.
Since the Vermont Water Resources Board has established a limit of 100
turbidity units for any waste discharged to the waters of the State, this
indicated that simple settling would not provide adequate treatment.
Solids-Liquid Separation
As noted above previous work by the Vermont Department of Water
Resources had indicated that chemical flocculating agents could be used
19
-------
to improve solids-liquid separation in granite wastes, but that the
different characteristics of waste from the various plants required an
individual evaluation and a different treatment process for each waste.
Preliminary work at the University of Vermont indicated that this
condition did not exist for plant waste which had been treated by primary
settling. All solid-liquid separation tests, therefore, were performed on
the supernatant from samples which had already been treated by a simple
settling process.
Primary tests were made using the common waste treatment chemicals,
lime, alum, and ferric chloride. These all worked satisfactorily and in
each case a final turbidity of less than 10 units could be obtained.
Test results are given in the Appendix, Table XII. As noted in Table XII,
ferric chloride gave the best results at the lowest concentration and was
selected as the chemical to be used in the pilot plant operation. In view
of the excellent results obtained with the few chemicals tested, no
further examinations were performed using the more expensive polyelectrolytes.
20
-------
SECTION VII
PILOT PLANT DESIGN AND OPERATION
As a result of the laboratory tests performed at the University
of Vermont , chemical treatment of the settling lagoon effluent was
adopted as a design concept. However, during the earlier plant evalua-
tion studies, a different concept involving industry-wide group
treatment was considered. It appeared possible at one time to reduce
water use to about 25% of the present usage. This would involve a
total waste discharge in the City of Barre of about 250,000 gallons
per day. It was estimated that a discharge of this size could be
accepted at the municipal treatment plant, which was in the process
of being enlarged and upgraded to secondary treatment. Each plant
would then pretreat its waste by primary settling for 24 hours and
discharge the partially clarified supernatant to the municipal
wastewater treatment plant for final treatment. When it became
apparent that not more than 30% of the water use could be eliminated,
this concept was abandoned.
To some extent the emphasis of the research project had been
changed after the project was initiated. One of the major problems
to be studied was handling and treatment of the waste sludge. The
adoption by the Vermont Water Resources Board in May, 1971, of new
and more restrictive water quality regulations which provided that no
waste effluent with a turbidity in excess of 100 units could be
discharged to the waters of the state, required that additional
emphasis be placed on improving effluent quality. To a certain
extent this resulted in some de-emphasis of the sludge studies.
Since the design concept adopted for pilot plant testing required
additional treatment at the local plant, a design was developed for
a locally fabricated treatment plant to treat a flow of five gallons
per minute of settled supernatant from the Nativi settling lagoon.
Initially, the plan was to use commercial pilot plant equipment of
the proper type, but inquiry indicated that no commercial equipment
was available at the time required. The following design criteria
were therefore developed for a locally fabricated treatment facility,
including auxiliary equipment:
Pump: (Used to pump lagoon effluent to pilot plant) Denver
SRL 1% x IV @ 1,100 RPM
Pipe: Plastic 1" PCV - 100 P.S.I.
Chemical Feed Pumps as follows:
Ferric Chloride - B.I.F. Model 1210 solution feed, from
55 gal. drum storage tank. Fed, solution approximately
3.53% (39% stock solution diluted with ten parts water).
21
-------
Lime - B.I.F. Model 1203 slurry feed, from 55 gal. drum
storage tank. Lime slurry to contain 1% CaO.
Rapid Mix Tank - 20 gal. drum. Detention time four minutes.
Lightning Mixer - % to 3/4 h.p. @ 1,800 R.P.M.
Flocculation Tank - 55 gal. drum. Detention time eleven minutes.
Fractional H.P. Mixer geared to 10 R.P.M. with paddle area
of 240 sq. ft. per day. , '*•••. •,.
Sludge Return - gravity flow to plant -sump through plastic '"•
pipe. From sump to lagoon by centrifugal pump used to pump
plant waste stream.
Large Sedimentation Tank - Capacity 770 gallons; detention time
2% hours, surface area 9.6 sq. ft., surface overflow rate
750 gallons per sq. ft. per day.
Above detention times, overflow rates, etc., are based on a
standard flow rate of 5 gallons per minute. The plant is pictured
under Fig. III.
This pilot plant was erected adjacent to the Nativi plant on the
same side of the building as the settling lagoon. To protect the
installation from vandalism and to protect neighborhood children from
the hazards of an "attractive nuisance", the plant was completely
enclosed in a roofless plywood structure with entrance from inside
the granite plant only. Additional protection was afforded by using
a wooden ladder for access to the upper part of the installation and
locking it inside the plant at night. Construction of the pilot plant
took place during July, 1971, and testing began on August 3, 1971.
IB/-.
Influent for the pilot plant was obtained by pumping from the
effluent end of the Nativi settling lagoon. As noted above, settling
removes about 95-98% of the total weight of solids. However, the
influent stream to the pilot plant had a turbidity in excess of 1,000
units. Under the regulations adopted by the State of Vermont, Water
Resources Board, this turbidity must be reduced to 100 units or less
before discharge to a stream.
Operational data for the pilot plant are contained in Tables
XIII - XXXIII in the appendix. Ferric chloride and lime were the only
chemicals used, since laboratory testing had established ferric
chloride as the most efficient coagulant. The data indicated that a
concentration of about 25 mg/1 was necessary to maintain optimum
treatment. The data also indicates that ferric chloride alone will
give equally good treatment, undoubtedly because the normally high pH
of the waste stream maintains adequate alkalinity. However, the data
22
-------
CHEMICAL
FEEDER
FLASHMIXER
INFLUENT
(SUPERNATANT
FROM LAGOON)
LOCALLY FABRICATED
PILOT PLANT
EFFLUENT
TO RIVER
NOT TO SCALE
Fig- 3
23
*• -4-0 DIA.
8" DIA.
"PIPE
4 DIA.
ECCENTRIC
DISCS
IV9" DIA.
SLUDGE
RETURN
TO
LAGOON
-------
from Table XX indicates that lime alone in moderate quantities will
not give adequate treatment under the operating conditions existing
in the pilot plant process.
As indicated in the data contained in Table XIII - XXXIII, a
turbidity of approximately 10 units could be obtained under normal
operating conditions. This is considerably better than required by
the water quality regulations. However, it allows a comfortable
safety margin should a temporary malfunction occur and it also
presented the possibility of water reuse, a possibility which warranted
further investigation.
Link-Belt Pilot Plant (Figure IV)
Although an inquiry directed to several equipment companies had
indicated that no commercial equipment would be available during the
desired period, we were informed in late June, 1971, that a pilot plant
would be available from the Link Belt Company. Because of previous
unsatisfactory results with commercial equipment, it was decided to
rent this pilot plant for the minimum period to insure that commercial
equipment would operate satisfactorily with the proposed treatment
process. The pilot plant equipment arrived in Barre in July and was
installed inside the Nativi plant near the location of the locally
fabricated plant. Normal capacity of this plant was 1.5 gallons per
minute with auxiliary equipment designed to give normal detention times.
Data for this equipment is given in Tables XXXIV-XXXIX in the Appendix.
This equipment was operated from July 30, 1971 to August 11, 1971 with
no major problems developing, and then returned. The data indicated that
a concentration of approximately 20 mg/1 ferric chloride were required
for optimum clarification—a figure close to the 25 mg/1 required by
the larger pilot plant.
Prototype Pilot Plant
The excellent results obtained from the pilot plant operation
indicated as noted above, that an effluent of sufficient purity could
be obtained to permit reuse of the water in the processing operations.
Most of the granite plants purchase city water for plant processing use,
and an extensive program of water reuse in the granite industry would
greatly reduce demands upon the city municipal water system, demands
which the city had found difficult to meet in recent years and which
had required expensive modifications of the water supply system. It
was therefore decided that a locally designed and fabricated prototype
plant would be constructed with adequate capacity to treat the entire
waste discharge from the Nativi & Sons, Inc. plant. Since an inside
pump of adequate capacity was available at the Nativi plant, the
installation of a minimum amount of pumping equipment would'permit full
scale testing of reuse of treated wastewater. The larger plant would
24
-------
to
CJ1
0<3
FLASH
MIXER SLOW
CHEMICAL [""] M'XER /
FEEDER LJ /
1 1
INFLUENT \ /
b, -
(SUPERNATANT
FROM LAGOON)
t
<
<
>
>
>
:
^_JTT
^ JLJ
«£ 3 ~° fc.
SETTLING
TANK —7 COLLECTOR-, EFFLUENT
I/V X VsWL.^b.V^ 1 \jr\ ^ T^\ DIt/C*D
V\ / / iUf\lvt.n
v * / m j
i
\
^_
k \ /
p D\
^ \
b_ _Q
|| //X/«§S»^
S. 11 ji ^SLUDGE RETURN
>±T TO LAGOON
B'-CT
1
-''^
NOT TO SCALE
LINK-BELT PILOT PLANT
-------
also permit a test of settling tubes and an estimate of the ultimate
capacity of the treatment plant equipment.
Specifications for the prototype plant were as follows:
Design flow - 23 gallons per minute
Rapid Mix Tank - 6 cu. ft. capacity, detention time - 2 minutes
Flocculation Tank - 46 cu. ft. capacity, detention time -
15 minutes
Clarifier - 280 cu. ft. capacity
Surface area - 55 sq. ft.
Surface overflow rate - 600 gallons per day per sq. ft.
Detention time - 2 hours
As actually constructed, the flocculation tanks were considerably
undersized and provided a detention time of only five minutes at the
design flow of 23 GPM. At the water temperature prevailing during the
winter, this does not provide adequate floe formation. Since cold
weather was approaching, the equipment was fabricated and installed in a
small enclosed addition to the Nativi plant to allow cold weather
operation without freeze-up. This plant is illustrated in Figures V-VII.
It was fabricated locally from plates of sheet steel and was erected by
local labor. Operational data are contained in Tables XL - XLV.
Operation of this treatment plant indicated that the granite
processing plant could operate satisfactorily on treated wastewater
effluent. However, since the acid ferric chloride solution tended to
progressively lower the pH with each cycle of reuse, it was necessary
to increase the lime dosage somewhat and to use lime continuously, in
contrast to the pilot plant experience with a once through waste treat-
ment. The colder temperature of the influent waste during the winter
reduced the flocculation rate sufficiently to require about a 1007. in-
crease in ferric chloride dosage.
Although the plant was designed to operate at a rate of approxi-
mately 10,000 gallons per day, it was found possible to operate at
nearly double that rate without seriously affecting the treatment.
At that rate, however, the flocculation tanks were barely adequate
and it is suggested that size of the flocculation tanks be increased to
insure proper floe formation at the maximum operating rate. Use of
tube settlers proved to have little observable effect on a settling
tank of this size, possibly because of the reduction of tank area and
volume at the edges of the tube banks. Since few of the plants have
26
-------
PROTOTYPE TREATMENT PLANT
^
K
JLL
SETTLE
PLAN
3/8"= I'-O"
FLOG
MIX
FLOG
A
SETTLE
SECTION A-A
3/8" = I'-O"
MIX
WASTE
D
MIX
P
CD
ED
D
FLOG
FLOG
IN
SECTION B-B
3/8"= I'-O"
Fig. 5
27
-------
a discharge rate in excess of 20,000 gallons per day, not more than one
or two plants will require a larger capacity treatment facility.
In order to insure uninterrupted plant operation, certain refine-
ments were added to the recirculation system by Nativi & Sons, Inc.
These included a variable pressure reducer to regulate water pressure
in the plant, a low water float actuated valve to add city water to the
clear well when needed, a high water shut-off to suspend operation of
the treatment facility if the clear well is full and a low pressure
alarm in the water line to detect malfunction of the recirculating
pump. These added controls provided almost completely automatic opera-
tion of the waste treatment and water reuse system and reduced supervisory
time to a minimum. Operation of the recirculation pump at a constant
175 pound pressure and use of the pressure reduction valve provided
more efficient water use than use of city water at an average pressure
of 115 pounds.
Costs of Operation
An added benefit from construction and operation of the prototype
treatment facility was the opportunity to obtain relatively firm cost
figures for construction and operation of this type of waste treatment
facility. Capital costs for this facility were as follows:
Fabrication of Settling Tanks $1,600.00
Chemical Feed Pumps 588.00
Chemical Mix Stirrers (Motor and Stirrer) IbS.OO
Chemical Holding Tanks 12.00
Waste Pump (Treatment Facility Influent Pump) 300.00
Tube Settlers 500.00
Electrical Wiring 250.00
Total Cost $3,415.00
The use of tube settlers is optional and, as noted above, does not
appear to increase settling capacity appreciably. Elimination of the
tube settlers will reduce the above costs to less than $3,000.00.
However, some construction may be required to house the facility for
winter operation. For use as a complete recirculation system, a clear
well may have to be constructed and additional controls may be desirable
to insure uninterrupted operation without the necessity of close
supervision. These additions will increase capital costs, but they
should not exceed $5,000.00 for a facility of this size.
Estimated operating costs for this facility when processing
approximately 10,000 gallons per day of waste effluent were calculated
to be as follows:
28
-------
HEATING -
ELEMENT
WASTE FROM
INDUSTRIAL
PROCESS
O
LAGOON
FOOT VALVE
PUMP
FLOW DIAGRAM
WATER REUSE SYSTEM
(£
UJ
I
Z'
o
o
WATER TO
INDUSTRIAL
PROCESS
SLUDGE TO PUMP
BY PASS TO LAGOON
• 1
SETTLE
FLOC
MIX
FLOC
-CA (DHL
CLEARWELL
PUMP RECIRCULATED
WATER
LCHECK VALVE
fGATE VALVE
-D—J
PRESSURE
REDUCER
CITY WATER
LOW WATER
FLOAT VALVE
NOT TO SCALE
. 6
29
-------
Ferric Chloride $2.00 per day
Lime .03 per day
Electricity .75 per day
Total Operating Cost $2.78 per day
The operating cost figures were determined for the facility during
winter operation and during the complete recirculation trial when ferric
chloride addition was at the maximum and when continuous addition of
lime was required. Summer operation or operation of the facility
without recirculation would reduce operating costs somewhat.
The reuse of treated wastewater in a granite plant is regarded
with mixed feelings by many plant operators. In addition to the above
mentioned benefits to the City of Barre through reduced demands upon
the city water system, direct benefits to the operator include reduced
water purchases, constant water quality, improved water pressure, and
control of water pressure for more efficient use. Disadvantages from
the manufacturer's point of view include increased cost for water
treatment, extra space requirements for treatment facilities and for the
clear well and associated equipment, and the capital expenditure required
for the new equipment, repiping, rewiring, etc. Water use for Nativi
averaged nearly 20,000 gallons per day prior to installation of the
water reuse system. At the prevailing water rates for the City of Barre,
annual cost for this volume of water is nearly $600.00. If we assume
that a complete water reuse system would reduce water purchases by 90%,
a net saving of about $550.00 per year at prevailing rates is realized.
At this saving, the capital cost of the Nativi system could be
recovered in about six years. According to Vermont tax law, pollution
control facilities are not assessed as capital improvement, thus the
installation of this equipment should not increase the tax liability
of the company.
Since the capital costs and water use will vary widely from company
to company, the above figures are only an approximation of the savings
that can be realized.
30
-------
.TO LAGOON INTAKE
PIPING HEAT LINE
30 240V
FUSED
BREAKER
FROM
PLANT
FEED
30 240V
60 AMP
THROW
SWITCH
co w
240V 30
STEP
DOWN
TRANS.
TO
I2OV 10
TO S T P LIGHTING
RECEPTACLES
4 BRK. DI$T
PANEL
u, ,21
60 AMR
240V 30
M.C. W/
120V PILOT
DUTY
RELAY
| SHUNT
CLEARWELL
LOW WATER PRESSURE
ALARM
TO MIXER MOTORS 8
CHEMICAL FEED PUMPS
240V 30
STEP DM.
TRANS.
TO
120V 10
30 240V
60A.
THROW
SWITCH
PANEL
f
f
a
L
$
1
n
#•
tt
f
M.C. FOR
240V30
CLEAR
WELL
PUMP
M.C. FOR
240V 30
LAGOON
INTAKE
PUMP
, 'HIGH
/WATER
ICUT GUI
/ITCH.
ELECTRICAL SCHEMATIC
NOT TO SCALE
LOW
WATER
PRESS.
RELAY
SWITCH
LEGEND
M.C. MOTOR CONTROL
-H- NO. CONDUCTORS (2)
-/ft- NO. CONDUCTORS (3)
-------
SECTION VIII
BY-PRODUCT USE STUDIES
Studies on the by-product use of waste granite sludge were performed
at the University of Vermont, College of Engineering.
Following the waste characterization tests described above several
types of by-product use were investigated. One successful use involved
the addition of small amounts of waste solids to the glazing material for
pottery. The granite solids imparted an attractive bluish-green color
to the glazed pottery. Unfortunately total demand for this use would not
be expected to exceed a few pounds a year.
A more desirable investigation from the point of view of large
volume use involved the possibility of creating a ceramic material for
use in tile and ceramic pipe. Initial studies which involved heating
a mixture of granite solids and water indicated that a firing temperature
in excess of 1900° F was required to produce a suitable product. Under
proper condition and using the proper mixture an attractive maroon red
tile with a gray center could be produced which had satisfactory hardness.
The addition of 2% bentonite to the mixture of granite dust and water
produced a "\nud" of the desired plasticity to allow proper moulding for
the production of the desired forms.
Although a usable tile product could be produced certain problems
developed during further investigation. The tile produced proved to be
more porous than desired, absorbed liquid including oil readily and
stained badly. Variations in batches of starting material resulted in
wide variations in finished products, some of which were extremely brittle,
while others deformed badly during firing. It appeared that it would be
necessary to develop some form of cooperative pooling of waste sludge
by the industry in order to produce a satisfactorily uniform product.
In order to determine the economic feasibility of attempting to
develop a ceramic by-product industry, Professor W. E. Brownell of
Alfred University, was employed to conduct the economic evaluation. Dr.
Brownell estimated that a capital investment of $3,500,000 would be
required to construct a plant using 250 tons per day of waste solids in
order to compete with established tile producers. Since previous studies
in the industry had indicated that only 10% of this amount of waste
solids was available, it did not appear the further studies of tile
manufacture were indicated. It therefore appeared that for the immediate
future at least, the industry would be required to dispose of waste
solids by the least objectionable method, probably as landfill material.
32
-------
SECTION IX
SLUDGE DISPOSAL METHODS
A survey of the waste sludge disposal methods presently in use by
the granite industry was conducted by DuBois & King for the Barre Granite
Association. As noted before several problems had developed in the
process of cleaning the existing waste lagoons. Attempts to resolve
these problems by the individual manufacturers had resulted in several
improvements in procedure although none of them was considered completely
satisfactory. To avoid spillage of the liquid waste the contractors had
used sealed dump trucks, tank trucks and self-propelled concrete mixers
with some success. Each system increased the cost of sludge removal
either because of increased time and personnel or the use of expensive
equipment. The survey by DuBois & King attributed the sludge disposal pro-
blems to three main areas as follows:
1. Poor lagoon design. No apparent attempt had been made to
design lagoons to facilitate sludge handling and removal.
2. Failure to maintain adequate cleaning schedules. Lack of
cooperation and excess sludge deposits greatly increased the
cost of lagoon cleaning.
3. Failure to dewater sludge before handling.
The survey indicated that the operators who had had the fewest
problems and least expense had used a two lagoon system allowing the
sludge to dewater thoroughly before hauling it away. This indicated
that a properly designed double lagoon system with a realistic cleaning
schedule would minimize the handling problems. A suggested design for
such a lagoon system is included as Figure VIII. The Barre Granite
Association is presently developing a cooperative program of lagoon
cleaning and maintenance for the industry in Barre.
33
-------
SECTION X
LEGAL CONSIDERATIONS
In April of 1970, the Vermont legislature passed a pollution control
act that was widely hailed as the first pay-to-pollute legislation in
the United States. Although the actual payment of pollution charges
has been postponed and modified by successive legislatures the legal
authority for assessing pollution charges still exists for polluters who
do not maintain a satisfactory schedule of pollution abatement. The
following calculation of the pollution charge is an estimate based on
present law and regulations for an average discharge in the Barre area.
Average suspended solids (settling lagoon effluent) 400 mg/1
Average daily discharge (for calculation purposes) 10,000 G.P.D.
B.O.D. - pounds per day -0
Suspended solids - pounds per day - 33.3
Daily charge per pound of B.O.D. and suspended solids - .033
Daily charge - 1.10
Annual charge (250 days operation) - $275.00
The daily charge per pound is taken from a graph which proportions
the charge rate to the average flow of the receiving stream. However,
since nearly all plants in the Barre area discharge to the same stream,
the Stevens Branch of the Winooski River, the daily rates would be
identical and the total charge would be the ratio of their discharge to
the 10,000 gallons per day used for calculation purposes. Plants
discharging to the Jail Branch would pay a higher rate because of a
lower dilution factor, while plants discharging to the Winooski River
would have a lower rate. Maximum and minimum rates were established by
the 1972 legislature and present charges are based on these rates.
However, attractive as these rates might appear to a firm faced
with a major capital expenditure for pollution abatement equipment the
law does not provide for the permanent or long term payment of pollution
charges. The law specifically provides that a Temporary Pollution Permit
shall be issued only for the minimum time necessary to provide adequate
abatement facilities. Failure to maintain a reasonable schedule of
construction could subject a firm to prosecution for violation of a
permit. Penalty for permit violations or discharging without a permit is
a not more than 6 months in prison or 25,000 for each day in violation.
The present project has provided a method of treatment which will allow
granite processing firms to comply with present water quality standards
and also an opportunity to recover part of the expense by water reuse and
the avoidance of pollution charges or fines for illegal discharges.
34
-------
oo
00
ij ^7 w.s.
r: w r
t
»
*7 W.S.
t W .
t I ' ' ' *« * »
••
*
«i_
SECTION B-B
"W" TO BE DETERMINED BY DIMENSIONS
OF MACHINE USED IN CLEANING OPERATION
GATE VAL
N
TO TREATMENT PLANT
GAT!
A
PROCESS.
EFFLUENT^
BY -PASS
*i r^-B
T ^ /^NPUMP K
i VALVE5*" ' Y 1
8
!
n
1 1 1
1 1
b1
«
\
A
GATES
„,. AM DISTRIBUTION
PLAN nnY
ACCESS FOR
MACHINERY
_ s _r'±i WATER LEVEL
JTOPERAfffiG "w»fER~E'VEL
DISTRIBUTION
ISOMETRIC
TYPICAL LAGOON
-------
SECTION XI
ACKNOWLEDGEMENTS
Major direction of the project in the Barre area was by officials
of the Barre Granite Association, Mr. Milton Lyndes, Manager and Mr.
Glenn Sulham, Manager of Member Services. Engineering services by the
firm of DuBois & King, Engineers and Planners of Randolph were under the
direction of Joseph S. King, Vice President with Mr. Robert R. Lamson
as Project Engineer. Technicians assisting in the project included
Richard Oberman, Richard Sawyer and Thomas Mancini.
The assistance of Mr. Silvio Nativi, President of Nativi & Sons, Inc.,
and Granite Industries of Vermont is gratefully acknowledged. In
addition to on-the-spot assistance as manager of the participating
companies he provided much needed support as president of the Barre
Granite Association and member of the Association research committee. The
following employees of Nativi & Sons provided much needed assistance in
installing equipment and maintaining supervision during operational
studies: Francis Grenier and Fritz Anderson. In addition the following
firms in the area provided essential services such as plumbing, pipe
fitting, transportation of equipment, construction, etc.: Rock of Ages
Corp., Smith, Whitcorab & Cook, Dessureau Machines, Inc. and Roland
Valliere, Contractor.
Dr. Arthur J. Condren was in charge of the project for the Univer-
sity of Vermont. Analytical measurements were made by Vivienne Bouchard.
Mr. William C. Walker, a senior engineering student at the University
of Vermont assisted in design and construction of the pilot plants and
following graduation acted as operator in charge of pilot plant operation.
He also conducted the survey of sludge disposal methods for DuBois &
King.
Project Officer for the Environmental Protection Agency was Allyn
Richardson of E.P.A.'s Region One Office. The assistance of Arthur H.
Mallon, P.E. of E.P.A. headquarters is also acknowledged.
36
-------
SECTION XII
REFERENCES
1. Unpublished Data - Vermont Water Resources Department
2. Nemerow, Theories and Practices of Industrial Waste Treatment.
Chapter 9-1.
3. Manual of Water ASTM STP 442. Chapter IV and V.
4. Nemerow, Liquid Waste of Industry, Theories. Practices and Treatment.
Chapter 6-4.
5. IBID, Chapter 11
37
-------
SECTION XIII
GLOSSARY AND ABBREVIATIONS
B. P.P. - Biochemical Oxygen Demand
Carborundum - An extremely hard synthetic material made of silicon and
carbon.
Classification - A legal process by which'the State after a period of
testing and study, assigns use designations to the different types of
waters in the State.
Composite Sample - A laboratory sample which Is secured by adding small
increments to the sample container at equal intervals over a specified
period of time.
Cvclone - A centrifugal type separator used to separate heavy carborundum
from lighter stone dust in the waste stream.
Detention Time - The time necessary to completely fill a water treatment
facility at the average flow rate or the time necessary to completely
change the total amount of water in the facility.
Effluent - The final discharge waste stream after treatment.
Flocculant - A substance which by altering the electrical characteristics
of a colloid allows the particles to collect together and precipitate.
Gang Saw - An older type of sawing equipment in which the sawing is done
by strips of steel using a back and forth motion, also using an abrasive
material such as sand or carborundum and water and granite dust as a
lubricant.
Grab Samples - A laboratory sample which is secured by collecting all
of the samples at one time.
Granite - An igneous, crystalline stone extensively used in the produc-
tion of monumental headstones.
Imhoff Cones - Graduated cone-shaped glassware generally used for,
settleable solids determination.
Influent - The waste stream before treatment.
J.T.U. - Jackson Turbidity Units
38
-------
mg/1 - Milligrams per liter, a common unit of measurement for small
amounts of material.
Optimization - Adjustment to provide the best results for the least
expenditure.
'Pilot Plant - A facility similar in design and equipment but generally
smaller in size and capacity, in which a process may be tested under
the same conditions which will exist in the full scale plant.
Planer - A granite processing machine which uses a grinding wheel to
shape and smooth the surface of the stone.
Polvelectrolvte - A synthetic long chain polymer which, by virute of
its unique electrical characteristics possesses the ability to flocculate
collidal suspensions.
Quarry - A natural deposit of useful stone, used as a source of raw
material, generally in the form of open pit mining.
Recirculation - Recycling or reuse of waste water formerly discharged to
the stream. It involves discharging the treated waste water to a
central storage tank and repumping into the plant water system.
Sand Blasting - A method of cutting letters or decorative designs in
stone using a high velocity stream of sand particles as the cutting
agent.
Settleable Solids - The volume of solid material that settles in a
fixed period, generally one hour.
39
-------
SECTION XIV
APPENDIX
TABLES I - X
PROCESS WATER USAGE
TABLE XI
WASTE CHARACTERIZATION
TABLE XII
JAR TESTS, SOLIDS-LIQUID SEPARATION
TABLES XIII - XXXIII PILOT PLANT OPERATIONAL DATA
TABLES XXXIV - XXXIX LINK BELT PILOT PLANT DATA
TABLES XL - XLV
PROTOTYPE PILOT PLANT DATA
40
-------
LIST OF TABLES (APPENDIX)
No.. Page
I Compressor Cooling Water - Nativi fit Sons, Inc. (Nativi) 43
II Planer Water Use - Nativi 46
III Planer Sump Pump - Priming Water - Nativi 49
IV Single Strand Wire Saw - Nativi 51
V Single Strand Wire Saw - Granite Industries of Vt., Inc. 53
(G.I.V.)
VI Grinder-Polisher - G.I.V. 54
VII Steeler-Polisher - G.I.V. 56
VIII Buffer-Polisher - G.I.V. 58
IX Fining (Final Polisher) - G.I.V. 60
X 7-Strand Wire Saw - G.I.V. 62
XI Waste Characterization Studies 63
XII Bench Tests, Solid-Liquid Separation 65
XIII Pilot Plant Operation - 8/3/71 68
XIV Pilot Plant Operation - 8/4/71 69
XV Pilot Plant Operation - 8/5/71 70
XVI Pilot Plant Operation - 8/6/71 71
XVII Pilot Plant Operation - 8/9/71 72
XVIII Pilot Plant Operation - 8/10/71 73
XIX Pilot Plant Operation - 8/11/71 74
XX Pilot Plant Operation - 8/16/71 75
XXI Pilot Plant Operation - 8/17/71 76
XXII Pilot Plant Operation - 8/18/71 77
41
-------
No.
XXIII
XXIV
XXV
XXVI
XXVII
XXVIII
XXIX
XXX
XXXI
XXXII
XXXIII
XXXIV
XXXV
XXXVI „
XXXVII
XXXVIII
XXXIX
XL
XLI
XLII
XLIII
XLIV
XLV
Pilot Plant Operation
Pilot Plant Operation
Pilot Plant Operation
Pilot Plant Operation
Pilot Plant Operation
Pilot Plant Operation
Pilot Plant Operation
Pilot Plant Operation
Pilot Plant Operation
Pilot Plant Operation
Pilot Plant Operation
Link Belt Pilot Plant
Link Belt Pilot Plant
Link Belt Pilot Plant
Link Belt Pilot Plant
Link Belt Pilot Plant
Link Belt Pilot Plant
Prototype Pilot Plant
Prototype Pilot Plant
Prototype Pilot Plant
Prototype Pilot Plant
Prototype Pilot Plant
Prototype Pilot Plant
- 8/20/71
- 8/23/71
- 8/25/71
- 8/26/71
- 9/27/71
- 9/28/71
- 9/29/71
- 10/1/71
- 10/4/71
- 10/5/71
- 10/6/71
- 7/30/71
- 8/4/71
- 8/5/71
- 8/6/71
- 8/9/71
- 8/11/71
- 2/14/72
- 2/15/72
- 2/16/72
- 2/17/72
- 2/22/72
- 2/28/72
£21
78
79
80
81
82
83
84
85
86
87
88
89
90
91
92
93
94
95
96
97
98
99
100
42
-------
Table I. MACHINE: COMPRESSOR - METER #2
Nativi & Son, Inc.
Date
1/13/71
1/14/71
1/15/71
1/18/71
1/19/71
1/20/71
1/21/71
1/22/71
1/25/71
1/26/71
1/27/71
1/28/71
1/29/71
2/01/71
2/02/71
2/03/71
2/04/71
2/05/71
2/08/71
2/09/71
2/10/71
7/11/71
2/12/71
2/15/71
2/16/71
2/17/71
2/18/71
2/19/71
2/27/71
2/23/71
2/24/71
2/25/71
2/26/71
3/19/71
3/22/71
3/23/71
3/24/71
3/25/71
3/26/71
3/29/71
3/30/71
3/31/71
Gallons used
4106.52
4061.64
3934.48
4114.00
3971.88
2852.20
3859.68
3769. 9?
3889.60
3859.68
4398.24
3590.40
3485.68
3575.44
3485.68
3216.40
3193.96
3231.36
3029.40
3223.88
3149.08
3104.20
2902.24
3006.96
2760.12
3036.88
3021.92
2999.48
3074.28
2917.20
2864.84
2977.04
2962.08
Plant closed for two weeks
3208.92
3074.28
3014.44
3208.92
3089.00
3074.00
2932 .00
3052.00
3201.00
Average gpm*
8.55
8.46
8.19
8.57
8.27
8.02
8.04
7.85
8.10
8.04
9.16
7.48
7.26
7.44
7.26
6.70
6.70
6.73
6.31
6.71
6.56
6.46
6.04
6.26
5.75
6.32
6.20
6.24
6.40
6.07
— -y x
5.96
6.20
6.17
6.68
61 f\.
.40
6 A f\
.28
6X ^
.68
61 t
.44
61 f\
.42
61 1
.11
6O C.
.3b
6f Q
.DO
43
-------
Table I (continued). MACHINE: COMPRESSOR - METER #2
Nativi and Son, Inc.
Date
4/01/71
4/02/71
4/05/71
4/06/71
4/07/71
4/08/71
4/09/71
4/12/71
4/13/71
4/14/71
4/15/71
4/16/71
4/19/71
4/20/71
4/21/71
4/22/71
4/23/71
4/26/71
4/27/71
4/28/71
4/29/71
4/30/71
5/02/71
5/03/71
5/04/71
5/05/71
5/06/71
5/10/71
5/11/71
5/12/71
5/13/71
5/14/71
5/17/71
5/18/71
5/19/71
5/20/71
5/21/71
5/24/71
5/25/71
5/26/71
5/27/71
5/28/71
6/01/71
6/02/71
Gallons used
2970.00
3007.00
2835.00
2985.00
2738.00
2842.00
2910.00
2648.00
2551.00
2603.00
2618.00
2573.00
3007.00
2753.00
2887.00
2895.00
2715.00
2745.00
2790.00
2925.00
2723.00
2857.00
2653.00
2685.00
2685.00
2708.00
2596.00
2566.00
2581.00
2558.00
2558.00
2607.00
2607.00
2655.00
2670.00
2670.00
2693.00
2528.00
2536.00
2607.00
2607.00
2573.00
2498.00
2566.00
Average gpm*
6.19
6.27
5.90
6.20
5.72
5.92
6.07
5.53
5.32
5.44
5.47
5.37
6.27
5.75
6.02
5.91
5.66
5.73
5.82
6.10
5.68
5.95
5.61
5.60
5.60
5.65
5.42
5.35
5.38
5.34
5.34
5.43
5.43
5.53
5.56
5.56
5.61
5.27
5.28
5.43
5.43
5.36
5.22
5.35
44
-------
Table 1 (continued). MACHINE: COMPRESSOR - METER #2
Nativi and Son, Inc.
Date Gallons used Average gpm*
6/03/71 2558.00 5.34
6/04/71 2513.00 5.25
6/07/71 2468.00 5.15
6/08/71 2506.00 5.23
6/09/71 2431.00 5.07
6/10/71 2461.00 5.14
6/11/71 2506.00 5.23
6/14/71 2409.00 5.02
6/15/71 2356.00 4.91
6/16/71 2371.00 4.94
6/17/71 2446.00 5.10
* Assumed Average 480 rain./day
45
-------
Table II. MACHINE: PLANER - METER #3
Nativi and Son, Inc.
Date
1/13/71
1/14/71
1/15/71
1/18/71
1/19/71
1/20/71
1/21/71
1/22/71
1/25/71
1/26/71
1/27/71
1/28/71
2/03/71
2/04/71
2/05/71
2/08/71
2/09/71
2/10/71
2/11/71
1/12/71
2/15/71
2/16/71
2/17/71
2/18/71
2/19/71
2/22/71
2/23/71
2/24/71
2/25/71
2/26/71
3/19/71
4/22/71
3/23/71
3/24/71
3/25/71
3/26/71
3/29/71
3/30/71
3/31/71
4/01/71
Gallons used
4136.44
4682.48
3351.04
3089.24
4076.60
4465.56
3440.80
1353.88
2296.36
3867.16
3620.32
4001.80
4039.20
3403.40
3351.04
1346.40
3403.40
2992.00
3493.16
2124.32
3747.48
4488.00
4772.24
3530.56
3897.08
3478.20
4114.00
2971.88
4091.56
3680.16
Plant closed for two weeks
3156.56
3620.32
2872.32
2066.80
1690.00
2955.00
2483.00
3478.00
3366.00
3411.00
Average gpm*
8.61
9.75
6.98
6.43
8.49
9.30
7.16
2.82
4.78
8.05
7.54
8.33
8.42
7.09
6.98
2.80
7.09
6.23
7.27
4.42
7.80
9.35
9.94
7.35
8.11
7.24
8.57
8.27
8.52
7.66
6.57
7.54
5.98
6.38
3.52
6.15
5.19
7.25
7.02
7.10
46
-------
Table II (continued). MACHINE: PLANER.- METER #3
Nativi and.Son, Inc.
Date
4/02/71
4/05/71
4/06/71
4/07/71
4/08/71
4/09/71
4/12/71
4/13/71
4/13/71
4/14/71
4/15/71
4/16/71
4/19/71
4/20/71
4/21/71
4/22/71
4/23/71
4/26/71
4/27/71
4/28/71
4/29/71
4/20/71
5/02/71
5/03/71
5/04/71
5/05/71
5/06/71
5/10/71
5/11/71
5/12/71
5/13/71
5/14/71
5/17/71
5/18/71
5/19/71
5/20/71
5/21/71
5/24/71
5/25/71
5/26/71
5/27/71
5/28/71
6/01/71
6/02/71
Gallons used
1765.00
2895.00
3860.00
4189.00
4772.00
3411.00
3605.00
4249.00
2547.00
2547.00
4062.00
3164.00
1653.00
1451.00
1563.00
1227.00
935.00
2020.00
1608.00
1885.00
1616.00
1563.00
1728.00
1945.00
1892.00
1668.00
1661.00
1010.00
1571.00
1833.00
1922.00
3609.00
3609.00
4742.00
3329.00
2805.00
3067.00
1863.00
2229.00
2323.00
2322.00
1429.00
1990.00
1608.00
Average gpm*
3.68
6.03
8.03
8.72
,94
,10
9,
7.
7.
51
8.85
5.
5.
,10
,10
8.49
5.60
3.45
03
26
56
95
21
35
93
37
26
60
4.05
3.95
3.48
3.47
2.11
28
83
01
53
53
88
94
86
3.
3.
4.
7.
7.
9.
6.
5.
6.36
3,
4,
4,
4,
2,
4
88
65
85
85
98
15
3.38
47
-------
Table II (continued). MACHINE: PLANER - METER #3
Nativi and Son, Inc.
Date Gallons used Average gpm*
6/03/71 1354.00 2.82
6/04/71 1735.00 3.62
6/07/71 1578.00 3.29
6/08/71 2977.00 6.20
6/09/71 1518.00 3.16
6/10/71 2132.00 4.44
6/11/71 1638.00 3.42^
6/14/71 1945.00 4.05
6/15/71 2498.00 5.22
6/16/71 1915.00 3.99
6/17/71 1489.00 3.11
6/18/71 1489.00 3-11
* Assumed average 480 min./day
48
-------
Table III. MACHINE: PLANER SUMP PUMP - METER #4
Nativi and Son, Inc.
Date
2/04/71
2/05/71
2/08/71
2/09/71
2/10/71
2/11/71
2/12/71
2/15/71
2/16/71
2/17/71
2/18/71
2/19/71
2/22/71
2/23/71
2/24/71
2/25/71
2/26/71
Gallons used
5041.52
4802.16
2805.00
2632.96
2565.64
2618.00
2468.40
2558.16
2333.76
2445.96
2468.40
2550.68
2573.12
2513.28
2543.20
2550.68
2505.80
Average gpm*
9.33
8.89
5.19
4.87
4.75
4.84
4.57
4.73
4.32
4.52
4.57
4.72
4.76
4.65
4.70
4.72
4.64
3/18/71
3/19/71
3/22/71
3/23/71
3/24/71
3/25/71
3/26/71
3/29/71
3/30/71
4/01/71
4/02/71
4/05/71
4/06/71
4/07/71
4/08/71
4/09/71
4/12/71
4/13/71
4/14/71
4/15/71
4/16/71
4/19/71
4/20/71
4/21/71
4/22/71
Plant closed for two weeks
4742.32
4787.20
4675.00
4787.20
4593.00
4668.00
4166.00
4136.00
3964.00
4077.00
9328.00
6745). 00
6515.00
6611.00
6777.00
6897.00
6597.00
6754.00
6665.00
6717.00
2251.00
6485.00
5326.00
1907.00
8.78
8.86
8.65
8.86
8.50
8.65
7.72
7.66
7.35
7.56
17.30
12.50
12.08
12.23
12.51
12.74
12.21
12.51
12.35
12.42
4.17
12.00
9.88
3.53
49
-------
Table III (continued). MACHINE: PLANER - METER
Nativi and Son, Inc.
Date
4/23/71
4/26/71
4/27/71
4/28/71
4/29/71
4/30/71
5/02/71
5/03/71
5/04/71
5/05/71
5/10/71
5/11/71
5/12/71
5/12/71
5/13/71
5/17/71
5/18/71
5/19/71
5/20/71
5/21/71
5/24/71
5/25/71
5/26/71
5/27/71
5/28/71
6/01/71
6/02/71
6/03/71
6/04/71
6/07/71
6/08/71
6/09/71
6/10/71
6/11/71
6/14/71
6/15/71
6/16/71
6/17/71
Gallons used
2177.00
3381.00
3351.00
3493.00
3261.00
1922.00
2910.00
2925.00
2947.00
5909.00
5467.00
7061.00
7173.00
6201.00
6590.00
6590.00
7084.00
6986.00
7226.00
6971.00
6351.00
6395.00
6530.00
6530.00
6500.00
5180.00
2573.00
3104.00
3082.00
3059.00
3134.00
3029.00
3119.00
3059.00
3029.00
3022.00
3014.00
3052.00
Average gpm*
4.03
6.26
6.22
6.47
6.05
3.56,
5.39'
5.42
5.46
10.94
10.11
13.09
13.27
11.50
12.20
12.20
13.11
12.95
13.38
12.91
11.75
11.81
12.09
12.09
12.19
9.60
4.77
5,
5.
5.
5,
5,
5,
5.
5,
5,
5,
77
71
68
81
61
78
68
61
60
59
5.65
* Assumed average 540 min/day
50
-------
Table IV. MACHINE: WIRE SAW - METER #5
Nativi and Son; Inc.
Date
2/03/71
2/04/71
2/05/71
2/08/71
2/09/71
2/10/71
2/11/71
2/12/71
2/15/71
2/16/71
2/17/71
2/18/71
2/19/71
2/22/71
2/23/71
2/24/71
2/25/71
2/26/71
3/18/71
3/19/71
3/22/71
3/23/71
3/24/71
4/14/71
4/15/71
4/16/71
4/19/71
4/20/71
4/21/71
4/22/71
4/23/71
4/26/71
4/27/71
4/28/71
4/29/71
4/30/71
5/03/71
5/04/71
5/05/71
Gallons used
695.64
628.32
553.52
688.16
628.32
590.92
635.80
800.36
845.24
800.36
807.84
561.00
755.48
613.36
590.92
665.72
733.04
912.56
Plant closed for two weeks
837.76
785.40
979.88
688.16
755.00
763.00
763.00
576.00
494.00
651.00
516.00
606.00
486.00-
583.00
568.00
688.00
651.00
494.00
808.00
621.00
Average gpm*
.28
.16
.02
.27
.16
.09
.17
.48
.56
.48
,49
.03
.39
.13
.09
.23
.35
1.68
1.55
1.45
1.81
1.27
1.40
1.41
.41
.07
1,
1,
0.91
,20
.96
.12
.90
.08
.05
.27
.20
0.92
1.50
1.15
51
-------
Table IV (continued). MACHINE: WIRE SAW - METER #5
Nativi and Son, Inc.
Date
5/06/71
5/07/71
5/10/71
5/11/71
5/12/71
5/13/71
5/14/71
5/17/71
5/18/71
5/19/71
5/20/71
5/21/71
5/24/71
5/25/71
5/26/71
5/27/71
5/28/71
6/01/71
6/02/71
6/03/71
6/04/71
6/07/71
6/08/71
6/09/71
6/10/71
6/11/71
6/14/71
6/15/71
6/16/71
6/17/71
Gallons used
561.00
568.00
404.00
591.00
763.00
546.00
673.00
568.00
673.00
748.00
688.00
748.00
598.00
636.00
726.00
598.00
688.00
621.00
718.00
524.00
703.00
736.00
546.00
681.00
561.00
748.00
741.00
815.00
688.00
643.00
Average gpm*
1.04
1.05
0.75
1.09
1.41
1
1
1
1
1,
1,
1,
1,
1,
1,
1,
1.
1.
1.
1
1
1,
1,
1,
1,
1.
1.
1.
,01
,25
,05
,25
,39
27
39
11
18
35
11
27
15
33
0.97
30
36
01
26
04
39
37
51
27
1.19
* Assumed average 540 rain./day
52
-------
Table V. MACHINE: SINGLE STRAND WIRE SAW (MACHINE #3) - METER #2
G.I.V.
—————————
Date
2/23/71
2/24/71
2/25/71
2/26/71
4/06/71
4/07/71
4/08/71
4/09/71
4/10/71
4/12/71
4/13/71
4/15/71
4/16/71
4/20/71
4/21/71
4/22/71
4/23/71
4/26/71
4/27/71
4/28/71
4/29/71
Gallons used
621.00
651.00
606.00
494.00
344.00
224.00
292.00
471.00
254.00
389.00
419.00
322.00
489.00
307.00
247.00
292.00
673.00
501.00
591.00
673.00
471.00
•MMMBIMiHB-HIW^HMMMminMM^MHMM^BMMBMMMl^MW
Average gpm*
1.15
1.20
1.12
0.91
0.64
0.42
0.54
0.87
0.47
0.72
0.78
0.60
0.91
0.57
Ot ^
.46
Op* i
.54
1t\ f
.25
Of\ A
.93
14N ^\
.09
1O C
.25
OO"7
.87
No reading taken 4/25 - 5/11
No reading taken 5/11 - 6/16
* Assumed average 540 min/day
53
-------
Table VI, MACHINE: GRINDER - METER #3
G.I.V.
Date
2/23/71
2/24/71
2/25/71
2/26/71
3/09/71
3/10/71
3/11/71
3/12/71
3/13/71
3/15/71
3/16/71
3/17/71
3/18/71
3/19/71
3/22/71
3/23/71
3/24/71
3/25/71
3/26/71
3/29/71
3/30/71
3/31/71
4/01/71
4/02/71
4/05/71
4/06/71
4/07/71
4/08/71
4/09/71
4/12/71
4/13/71
4/14/71
4/15/71
4/16/71
4/19/71
4/20/71
4/21/71
4/23/71
4/26/71
4/27/71
4/28/71
4/29/71
4/30/71
Gallons used
561.00
725.00
430.00
569.00
37.00
22.00
45.00
45.00
45.00
45.00
60.00
82.00
52.00
82.00
8.00
67.00
45.00
52.00
30.00
82.00
105.00
45.00
37.00
120.00
90.00
45.00
52.00
45.00
37.00
60.00
52.00
52.00
45.00
37.00
82.00
37.00
194.00
52.00
52.00
45.00
37.00
45.00
37.00
Average gpm*
.17
,51
,90
,18
0.08
0.05
0.09
0.09
0.09
0.09
0.12
0.17
0.11
0.17
0.02
0.14
0.09
0.11
0.06
0.17
0.22
0.09
0.08
0.25
0.19
0.09
0.11
0.09
0.08
0.12
0.11
0.11
0.09
0.08
0.17
0.08
0.40
0.11
0.11
0.09
0.08
0.09
0.08
54
-------
Table VI (continued). MACHINE: GRINDER - METER #3
Date
5/03/71
5/04/71
5/05/71
5/06/71
5/07/71
5/10/71
5/11/71
5/12/71
5/14/71
5/17/71
5/18/71
5/19/71
5/20/71
5/21/71
5/24/71
5/25/71
5/26/71
5/27/71
5/28/71
6/01/71
6/02/71
6/03/71
6/04/71
6/07/71
6/08/71
6/09.71
6/10/71
6/11/71
Gallons used
90.00
22.00
45.00
22.00
60.00
112.00
75.00
30.00
52.00
75.00
60.00
37.00
90.00
120.00
67.00
67.00
45.00
45.00
67.00
67.00
49.00
49.00
52.00
67.00
37.00
60.00
60.00
52.00
Average gpm*
0.19
0.05
0.09
0.05
0.12
0.23
0.16
0.06
0.11
0.16
0.12
0.08
0.19
0.25
0.14
0.14
0.09
0.09
0.14
0.14
0.10
0.10
0.11
0.14
0.08
0.12
0.12
0.11
* Assumed average 480 rain./day
-------
Table VII. MACHINE: STEELER - METER #4
G.I.V.
<^v^B9B^_^_M^^MMB_^H^_BMHWMKW«l
Date
3/30/71
3/31/71
4/01/71
4/02/71
4/05/71
4/06/71
4/07/71
4/08/71
4/09/71
4/12/71
4/13/71
4/14/71
4/15/71
4/16/71
4/19/71
4/20/71
4/21/71
4/22/71
4/23/71
4/26/71
4/27/71
4/28/71
4/29/71
4/30/71
5/03/71
5/04/71
5/05/71
5/06/71
5/07/71
5/10/71
5/11/71
5/12/71
5/13/71
5/14/71
5/17/71
5/18/71
5/19/71
5/20/71
5/21/71
5/24/71
5/25/71
5/26/71
1 III
Gallons used
284.00
224.00
681.00
157.00
142.00
217.00
494.00
482.00
482.00
426.00
150.00
367.00
135.00
696.00
426.00
703.00
688.00
785.00
741.00
703.00
666.00
165.00
658.00
651.00
838.00
711.00
688.00
226.00
696.00
226.00
673.00
688.00
636.00
681.00
696.00
696.00
688.00
301.00
576.00
75.00
546.00
681.00
Average gpm*
0.59
0.47
1.42
0.33
0.30
0.45
1.02
1.01
1.01
0.89
0.31
0.76
0.28
1.45
0.89
1.46
1.43
1.63
1.54
1.46
1.39
0.34
1.37
1.36
1.75
1.48
1.43
1.54
1.45
1.51
1.40
1.43
1.32
1.42
1.45
1.45
1.42
0.64
1.20
0.16
1.14
1.42
56
-------
Table VII (continued). MACHINE: STEELER - METER #4
G.I.V.
Date Gallons used Average gpm*
5/27/71 673.00 1.40
5/28/71 666.00 1.39
6/01/71 606.00 1.26
6/02/71 905.00 1.89
6/03/71 681.00 1.42
6/04/71 755.00 1.57
6/07/71 793.00 1.65
6/08/71 628.00 1.31
6/09/71 636.00 1.33
6/10/71 673.00 1.40
6/11/71 666.00 1.39
* Assumed average 480 rain./day
57
-------
Table VIII. MACHINE: BUFFER - METER #5
G.I.V.
Date
3/30/71
3/31/71
4/01/71
4/02/71
4/05/71
4/06/71
4/07/71
4/08/71
4/09/71
4/12/71
4/13/71
4/14/71
4/15/71
4/16/71
4/19/71
4/20/71
4/21/71
4/22/71
4/23/71
4/26/71
4/27/71
4/28/71
4/29/71
4/30/71
5/03/71
5/04/71
5/05/71
5/06/71
5/07/71 ,
5/10/71
5/11/71
5/12/71
5/13/71
5/14/71
5/17/71
5/18/71
5/19/71
5/20/71
5/21/71
5/24/71
5/25/71
Gallons used ••• •'*
22
262
67
165
97
90
60
67
52
135
105
97
127
120
82
82
135
284
75
75
52
90
37
142
254
209
52
91
299
75
90
60
284
60
292
67
67
75
269
180
75
Average gpm*
0.05
0.55
0.14
0.34
0.20
0.19
0.12
0.14
0.11
0.28
0.22
0.20
0.26
0.25
0.17
0.17
0.28
0.59
0.16
0.16
0.11
0.19
0.08
0.30
0.53
0.44
0.11
0.20
0.62
0.16
0.19
0.12
0.59
0.12
0.61
0.14
0.14
0.16
0.56
0.38
0.16
58
-------
Table VIII (continued). MACHINE;
G.I.V.
BUFFER - METER #5
Date
Gallons used
5/27/71 105
5/28/71 381
6/01/71 52
6/02/71 247
6/03/71 172
6/04/71 45
6/07/71 82
6/08/71 67
6/09/71 60
6/10/71 150
6/11/71 60
Average gpm*
0.22
0.79
0.11
0.52
0.36
0.09
0.17
0.14
0.12
0.31
0.12
^Assumed average 480 min./day
59
-------
Table IX. MACHINE: FINING (FINAL POLISHING) - METER #6
G.I.V.
H^HMH^H^^_^MHB1HHa^^H^BHHMI^^BI
Date
3/30/71
3/31/71
4/01/71
4/02/71
4/05/71
4/06/71
4/07/71
4/08/71
4/09/71
4/12/71
4/13/71
4/14/71
4/15/71
4/16/71
4/19/71
4/20/71
4/21/71
4/22/71
4/23/71
4/26/71
4/27/71
4/28/71
4/29/71
4/30/71
5/03/71
5/04/71
5/05/71
5/06/71
5/07/71
5/10/71
5/11/71
5/12/71
5/13/71
5/14/71
5/17/71
5/18/71
5/19/71
5/20/71
5/21/71
5/24/71
5/25/71
5/26/71
MMMH^*>BV^M»r^BHMaM«BVH^^^W^VVW«IB^HM*imWIWIIW*WHW«Wimill«HH^BIWM^Mi^BH«
Gallons used
105
67
45
37
37
75
45
52
60
52
52
30
37
60
60
67
7
90
37
120
60
67
60
67
52
37
52
60
37
67
37
30
37
37
30
22
30
37
45
30
45
37
..!•!!• ••••••^•"l "• 1 [[[.•••••^
Average gpln*
1.22
0.14
0.09
0.08
0.08
0.16
0.09
0.11
0.12
0.11
0.11
0.06
0.08
0.12
0.12
0.14
0.01
0.19
0.08
0.25
0.12
0.14
0.12
0.14
0.11
0.08
0.11
0.12
0.08
0.14
0.08
0.06
0.08
0.08
0.06
0.05
0.08
0.08
0.09
0.06
0.09
0.08
60
-------
Table IX (continued). MACHINE: FINING (FINAL POLISHING) - METER #6
G.I.V.
Date Gallons used Average gpm*
5/27/71 30 0.06
5/28/71 37 0.08
6/01/71 60 0.12
6/02/71 45 0.09
6/03/71 45 0.09
6/04/71 52 0.11
6/07/71 52 0.11
6/08/71 90 0.19
6/09/71 30 0.06
6/10/71 37 0.08
6/11/71 52 0.11
61
-------
Table X. MACHINE: 7-STRAND WIRE SAW (MACHINE #1) METER #1
Date Gallons used
3/30/71 314
3/31/71 501
4/01/71 105
4/02/71 396
4/05/71 411
4/06/71 232
4/07/71 411
4/08/71 '• 434
4/09/71 314
4/12/71 404
4/13/71 239
4/14/71 389
4/15/71 194
4/19/71 419
4/20/71 262
4/21/71 374
4/22/71 598
4/26/71 78
4/27/71 239
4/28/71 299
4/30/71 9
5/06/71 263
5/24/71 297
5/25/71 322
5/26/71 441
5/27/71 142
6/07/71 321
6/08/71 60
6/09/71 568
6/10/71 494
6/11/71 269
6/16/71 183
6 GPM flow.
Since the use of the 7-strand wire saw varies greatly from day to day
no average minutes per day could be determined. Measurement of the
discharge volume while the saw was operating indicated an average flow
of 6 GPM.
62
-------
Table XI
Raw Waste
Suspended
Solids, mg/1
GIV
7 -Strand
Saw
GIV
Single
Strand
Saw
GIV
Grinder
GIV
Buffer
GIV
Steeler
GIV
Compos ite
Sample
Nativi
Single-
Strand
Saw
106,891
213,070
50,342
263,304
82,548
63,722
163,601
6,450
4,705
8,490
2,544
16,182
3,205
85,970
45,218
41,140
130,615
4,651
17,545
5,014
9,536
14,856
8,133
28,502
8,294
43,415
123,574
48,153
146,021
145,990
49,137
68,629
43,210
50,647
17,784
Turbidity
mg/1 as SiO?
127 ,000
137,000
16,500
100,000
81,000
80,000
85,000
5,100
3,100
5,500
2,000
9,300
58,000
100,000
33,000
40,000
135,000
5,500
20,000
2,650
3,250
7,000
4,000
16,000
5,800
15,000
72,000
188,000
95,000
110,000
35,000
43,750
20,000
30,000
3,600
24-Hr.
Settled
Supernatant
ES
10.8
10.8
10.9
10.8
9.9
--
M> •*
8.0
8.5
9.8
7.7
8.3
10.4
11.1
10.5
10.6
10.1
7.5
9.8
7.8
10.0
9.6
8.6
9.8
7.8
10.0
9.6
..
^ •»
10.1
10.2
9.7
9.8
8.4
SS^mg/1 Turbidity.
206
36
85
441
29
21
18,703
7
7
24
22
28
1,782
1,066
43
2,480
522
29
787
21
10
61
18
173
19
3,214
54
3,184
19,728
123
34
90
32
68
33
72
3,820
790
39,500
33
22,800
14
15
, 19
60
45
4,750
1,010
1,060
4,600
63,500
20
375
40
66
15
140
78
106
1,800
1,600
210
46,800
34,000
195
165
950
395
850
Waste
Sludge
mg/1 Volume ml/1
185
260
90
250
125
_-_
---
25
18
15
35
70
70
100
90
21
82
30
65
17
20
41
30
58
50
90
18
--
_.
80
80
42
24
64
63
-------
Table XI (continued)
Raw Waste 24-Hr. Settled Waste
Suspended Turbidity Supernatant Sludge
Solids, mg/1 mg/1 as SiO? j>H SS.mg/1 Turbidity.mg/l Volume ml/I
Nativi 5,647 1,550 8.2 34 110 18
Planer 9,036 5,100 8.0 102 180 10
8,078 2,200 8.3 50 243 5
7,416 3,250 9.2 25 58 8
7,162 3,100 8.8 119 100 9
19,994 6,000 — 2,907 1,960
64
-------
Table XII. JAR TESTS
I. Sodium Aluminate Dose, rag/I Turbidity, mg/1 as Si02
Na20 A1203 3H20
0 210
25 30
50 20
100 10
200 5
300 5
Note - all samples were adjusted to pH 7 to obtain these results.
II. Aluminium Sulfate A
A12 (S04) 3 18H20 Dose, mg/1 Turbidity, mg/1
0 8,500
375 350
750 15
1125 10
1500
1875 10
2250 8
B
0 ~ 7,500
375 350
750 18
1125 7
1500
1875 4
2250 4
III. Lime Dose, mg/1 Turbidity, mg/1 £H
Ca (°H)2 0 1,900 6.7
63 100 9-1
125 12 9'8
188 5 10.7
250 * U'°
313 4 U'°
37 * 12'°
65
-------
Table XII (continued). JAR TESTS
IV. Lime -Alum
Lime, mg/1
0
63
125
188
250
313
375
0
63
125
188
250
313
375
C
Lime, mg/1
0
63
125
188
250
313
375
A.
Alum, mg/1
0
188
375
564
750
939
1025
0
188
375
564
750
939
1025
. D. E
Alum, mg/1
0
188
375
564
750
939
1025
pH's between 7 and 8
V. Ferric Chloride- FeCl3, mg/1
Lime
0
63
125
188
250
313
375
Ca(OH)2,
0
188
375
564
750
939
1025
Turbidity, mg/1
375,000
2,000
110
19
6
6
4
6,850
3,120
24
25
8
8
6
Turbidities, mg/1
CD E
1500 2740 1380
9 32 9
7 12 9
7 12 7
7 20 7
79 5
77 5
for all treated samples
mg/1 Turbidity, mg/1
600
7
6
5
4
4
4
ES
8.3
7.5
7.5
7.5
7.5
7.5
7.6
7.5
8.0
7.6
7.8
7.7
7.4
7.4
•
PH
8.6
8.6
8.7
8.3
8.5
8.5
9.4
Note - Best and fastest floe formation; sample settled clear in 10 rain.
least amount of sludge formed.
66
-------
Table XII (continued). JAR TESTS
VI. Ferric Sulfate-
Litne
Fe2 (S04)3, mg/1 Ca(OH)2, mg/1 Turbidity mg/1 pH
0 0 600 8.6
63 v 188 6 6.8
125 375 5 6.7
188 564 4 6.5
250 750 4 6.2
313 939 4 5.8
375 1025 4 5.5
67
-------
Table XIII, PILOT PLANT OPERATION DATA
Nativi and Son, Barre, Vermont
Samples Taken
Tested
Flow
Dosage
Lime
Time
10:30
11:00
11:30
12:00
12:30
1:00
2:00
3:00
4:00
Average
Tuesday, August 3, 1971
On Site
5.0 gpra
10% F.S. * = 19 mg/1 Feds
607. F.S. @ 78 spm - 67 mg/1
Turbidity mg/1
Effluent
4
4
4
5
4
Shut Down for Maintenance
Raw
* F.S. - Full Stroke
68
-------
Time
9:30
10:00
11:00
12:00
1:00
2:00
3:00
Average
Table XIV. PILOT PLANT OPERATION DATA
Nativi and Son, Barre, Vermont
Wednesday, August 4, 19?1
On Site
5.0 gpm
FeCl3: 10% F.S. - 19 mg/1
60% F.S. - 67 mg/1
Turbidity mg/1
Effluent
5
8
8
8
Afternoon Was Spent Making
Adjustments to Chemical
Feed Rate
8
69
-------
Table XV. PILOT PLANT OPERATION DATA
Nativi and Son, Barre, Vermont
Samples Taken
Tested
Flow
Dosage
Lime
Thursday, August 5, 1971
On Site
5.0 gpm
FeCl3: 25% F.S. - 32 mg/1
40% F.S. = 64 mg/1
Time
8:00
9:00
10:00
11:00
12:00
1:00
1:30
2:00
2:30
3:00
3:30
Average
Turbidity mg/1
Effluent
Tanks were Empty from Previous
Maintenance and Had to be Filled
9
8
7
5
5
5
6.5
Raw
Turbidity of the Raw at 2:00 - 750 mg/1
Average % of Removal =99.0
70
-------
Table XVI. PILOT PLANT OPERATION DATA
Natlvi and Son, Barre, Vermont
Time
8:30
9:00
9:30
10:00
10:30
11:00
11:30
12:00
12:30
1:00
1:30
Average
Friday, August 6, 1971
On Site
5.0 gpm
FeCl3: 25% F.S. - 32 mg/1
40% F.S. - 64 mg/1
Turbidity mg/1
Effluent
5
4
4
4
4
4
4
4
4
4
4
Raw
71
-------
Table XVII. PILOT PLANT OPERATION DATA
Nativi and Son, Barre, Vermont
Samples Taken
Tested
Flow
Dosage
Lime
Monday, August 9, 1971
On Site
V
5.0 gpm
FeCl3: 25% F.S. - 32 mg/1
35% F.S. - 64 mg/1
Time
11:00-
12:00
12:30
1:00
1:30
2:00
2:30
3:00
3:30
4:00
Average
Turbidity mg/1
Effluent
3
4
4
4
4
4
4
4
4
4
Raw
72
-------
Table XVIII. PILOT PLANT OPERATION DATA
Nativi and Son, Barre, Vermont
Samples Taken
Tested
Flow
Dosage
Lime
Tuesday, August 10, 1971
On Site
5.0 gpm
FeCl3: 25% F.S. - 32 mg/1
35% F.S. - 64 mg/1
Time
9:30
10:00
10:30
11:00
11:30
12:00
12:30
1:00
1:30
2:00
2:30
3:00
3:30
4:00
Average
Turbidity mg/1
Effluent
4
4
7
7
7
4
4
4
4
5
5
5
4
Raw
73
-------
Table XIX. PILOT PLANT OPERATION DATA
Nativi and Son, Barre, Vermont
Wednesday, August 11, 1971
On Site
5.0 gpm
FeCl3: 18% F.S. • 21 mg/1
30% F.S. - 63 mg/1
Time
9:00
9:30
10:00
10:30
11:00
11:30
12:00
12:30
1:00
1:30
2:00
2:30
3:00
3;30
4:00
Average
Raw Turbidity 800.0 mg/1
Average % Removal =99.3
Turbidity mg/1
Effluent
8
8
6
4
4
4
4
4
4
5
5
6
6
7
7
5.5
Raw
74
-------
Table XX. PILOT PLANT OPERATION,DATA
Nativi and Son, Barre, Vermont
Samples Taken
Tested
Flow
Dosage
Lime
Monday, August 16, 1971
On Site
5.0 gpra
Feds: No Feed 7:05 to 9:30 15% F.S. 9:30-4:00-19 mg/1
30% F.S. - 63 mg/1
Time
8:00
9:30
9:45
9:55
10:30
11:30
1:00
1:30
2:30
3:00
3:30
4:00
Average
Average % Removal
Turbidity mg/1
Effluent
6
149
400
440
380
210
200
150
65
44
31
145
Raw
620
610
810
880
1000
940
1020
900
900
1300
898
84
75
-------
Table XXI. PILOT PLANT OPERATION DATA
Nativi and Son, Barre, Vermont
Samples Taken
Tested
FeCl3: 17% F.S. - 20 mg/1
30% F.S. - 63 mg/1 7:00-9:50
Turbidity mg/1
Time Effluent Raw
8:00 23 1740
8:30 23 1860
9:00 21 1340
9:30 30 1300
10:00 21 1560
10:30 25 1630
12:00 19 1340
1:00 21 1400
1:30 20 1300
2:00 17 1340
2:30 19 1300
3:00 22 1320
3:30 17 1420
4:00 21 1220
Average 21 1434
Average % Removal =98.5
76
-------
Table XXII. PILOT PLANT OPERATION DATA
Nativi and Son, Barre, Vermont
Wednesday, August 18, 1971
On Site
5.0 gpra
Feds: 17% F.S. - 20 mg/1
30% F.S. • 63 mg/1
Time
8:30
9
9
:00
:30
10:00
10:30
:00
:30
:00
30
:00
30
:00
30
:00
30
:00
11
11
12
12
1
1
2
2
3
3
4
Average
Turbidity mg/1
Effluent
16
10
19
18
23
16
15
15
13
12
12
13
13
«• •
15
Raw
1080
1020
920
980
1980
2080
1560
1560
1560
1400
1360
1280
1280
1389
Average % Removal =98.9
77
-------
Table XXIII. PILOT PLANT OPERATION DATA
Nativi and Son, Barre, Vermont
Samples Taken
Tested
Flow
Friday, August 20, 1971
On Site
5.0 gpm
FeCl3: 40% F.S. - 51 mg/1
0
Time
:30
:00
:30
:00
:30
:00
10:30
11:00
11:30
:00
:30
:00
:30
:00
7
8
8
9
9
10
12;
12:
1;
1:
2;
3:00
Average
Average % Removal 98.5
Turbidity mg/1
Effluent
30
21
15
12
12
12
12
12
12
12
12
11
10
13
Raw
860
1120
860
1020
860
700
860
720
860
860
960
980
980
895
78
-------
Table XXIV. PILOT PLANT OPERATION DATA
Nativi and Son, Barre, Vermont
Monday, August 23, 1971
On Site
5 gpra
FeCl3: 30% F.S. • 38 mg/1
Time
9
9
10
10
11
11
12
12
1
1
2
2
00
30
00
30
00
30
00
30
00
30
00
30
3:00
Average
Average % Removal
Turbidity me/1
Effluent
5
5
5
5
5
8
8
9
12
12
12
10
12
7.5
Raw
960
960
800
820
900
1300
1200
1050
900
950
1000
1000
1300
1011
99.3
79
-------
Table XXV. PILOT PLANT OPERATION DATA
Nativi and Son, Barre, Vermont
Samples Taken
Tested
Flow
Dosage
Wednesday, August 25, 1971
On Site
5.0 gpm
FeCl3: 207. F.S. = 25 mg/1 8:00 1:30
FeCl3: 40% F.S. = 51 mg/1 1:30 4:00
Time
9
9
10
10
11
11
12
12
1
1
2
2
3
:00
:30
:00
:30
:00
:30
:00
:30
;00
:30
:00
:30
:00
3:30
Average
Average % Removal =96.6
Turbidity mg/1
Effluent
5
6
30
40
150
98
52
50
50
50
51
40
22
17
47
Raw
2200
1400
1100
1300
1400
1340
1040
1300
1350
1400
1383
80
-------
Table XXVI. PILOT PLANT OPERATION DATA
Nativi and Son, Barre, Vermont
Samples Taken Thursday, August 26, 1971
Tested On Site
*
Flow 5.0 gpm
Dosage FeCl3: 50% F.S. * 64 mg/1
Turbidity mg/1
Time Effluent Raw
9:30 10 1900
10:00 14 1900
10;30 9 1500
11:00 9 1720
10:30 9 1800
12:00 --
12:30 --
1:00 8 2100
1:30 9 1500
2:00 9 1500
2:30 10 1750
3:00 10 1750
3:30 19 1550
Average 10.5 1725
Average 70 Removal = 99.4
81
-------
Table XXVII. PILOT PLANT OPERATION DATA
Nativi and Son, Barre, Vermont
Monday, September 27, 1971
Tuesday, September 28, 1971
5.0 gpm
30% of full stroke - 38 rag/1
Time
8:00
9:00
10:00
11:00
12:00
1:00
2:00
3:00
4:00
Average
Deionized HgO = .8
Average % Removal =99.5
Turbidity tag/I
Effluent
9
4
9
9
9
10
11
8
9
Raw
1700
1700
1700
1500
1500
1500
1700
1700
1750
1639
82
-------
Table XXVIII. PILOT PLANT OPERATION DATA
Nativi and Son, Barre, Vermont
Samples Taken
Tested
Flow
Dosage
Tuesday, September 28, 1971
Wednesday, September 29, 1971
5.0 gpm
FeCl_: 30% of F.S. = 38 mg/1
Time
8:00
9:00
10:00
11:00
12:00
1:00
2:00
3:00
4:00
Average
Average 7. Removal = 99.3
Turbidity mg/1
Effluent
8
11
10
10
8
9
9
6
7
Raw
1100
1500
1500
1200
1100
1100
1500
1200
1600
1311
83
-------
Table XXIX. PILOT PLANT OPERATION DATA
Nativi and Son, Barre, Vermont
Samples Taken
Tested
Flow
Dosage
Wednesday, September 29, 1971
Thursday, September 30, 1971
5.0 gpra
30% F.S. - 38 mg/1
Time
8:00
9:00
10:00
11:00
12:00
1:00
2:00
3:00
4:00
Average
Average 7. Removal
Turbidity ag/1
Effluent
8
8
7
8
6
10
8
9
7
8
Raw
1200
1200
1600
1600
1600
1800
1600
1600
1600
1533
99.5
84
-------
Table XXX. PILOT PLANT OPERATION DATA
Nativi and Son, Barre, Vermont
Samples Taken
Tested
Flow
Dosage
Friday, October 1, 1971
Monday, October 4, 1971
5.0 gpra
25% F.S. - 32 mg/1
Time
8:00
9:00
10:00
11:00
12:00
1:00
2:00
3:00
4:00
Average
Average % Removal
Turbidity me/1
Effluent
15
8
53
8
8
6
5
8
Raw
900
900
1000
1500
1200
1200
1200
1800
1300
1222
99.3
85
-------
Table XXXI. PILOT PLANT OPERATION DATA
Nativi and Son, Barre, Vermont
Samples Taken
Tested
Dosage
Monday, October 4, 1971
Tuesday, October 5, 1971
20% F.S. - 25 mg/1
Time
8:00
9:00
10:00
11:00
12:00
1:00
2:00
3:00
4:00
Average
Average % Removal
Turbidity mg/1
Effluent
17
14
14
12
15
11
16
16
13
14
Raw
1400
1400
1400
1400
1400
1400
1400
1400
1400
1400
99.0
86
-------
Table XXXII. PILOT PLANT OPERATION DATA
Nativi and Son, Barre, Vermont
Samples Taken
Tested
Flow
Tuesday, October 5, 1971
Thursday, October 7, 1971
5.0 gptn
15% of F.S. - 19 mg/1
Time
8:00
9:00
10:00
11:00
12:00
1:00
2:00
3:00
4:00
Average
Average % Removal =99.9
Turbidity mg/1
Effluent
14
19
19
17
17
15
17
17
19
17
Raw
800
1200
1400
1400
1200
1400
2000
2000
1950
1483
87
-------
Table XXXIII. PILOT PLANT OPERATION DATA
Nativi and Son, Barre, Vermont
Samples Taken
Tested,
Flow
Dosage
Wednesday, October 6, 1971
Thursday, October 7, 1971
5.0 gpm
10 7. F.S. = 13 tng/1
Time
8:00
9:00
10:00
11:00
12:00
1:00
2:00
3:00
4:00
Average
Average % Removal
Turbidity mg/1
Effluent
9
9
60
69
46
43
53
45
40
42
Raw
1200
1200
1300
1800
1600
1800
1600
1800
1900
1578
- 97.3
88
-------
Table XXXIV. LINK-BELT PILOT PLANT
•••^••.iiniirina.iii. !•!•! IB ^•H.MII ii ii ,m •••^•••••••^•••a
Date 7/30/71
Flow .75 gpm
Dose FeCl3 - 13 mg/1
Lime 67 mg/1
Time Effluent Turbidity mg/1
10:30 7.5
11:00 6.0
11:30 6.0
12:00 6.0
12:30 6.5
89
-------
Table XXXV. LINK-BELT PILOT PLANT
Date
Flow
Dose
Lime
Time
9:30
10:00
10:30
11:00
12:00
8/4/71
.75 gpm
FeCl3 • 13 mg/1
67 mg/1
Effluent Turbidity - mg/1
8.5
11.5
11.5
11.5
11.5
90
-------
Table XXXVI. LINK-BELT PILOT PLANT
Date 8/5/71
Flow 1 gpm
Dose - FeCl3 - 32 mg/1
Lime 64 mg/1
Time Effluent Turbidity - me/1
1:00 6.0
1:30 5.0
2:00 5.0
2:30 5.0
3:00 5.0
3:30 5.0
91
-------
Table XXXVII. LINK-BELT PILOT PLANT
MMHM^BKKnMMmMBMBHBWBMI^^MMBMm—IIWMW^HVW^BMMB
Date
Flow
Dose
Lime
Time
MMMMtllllllBMlM*
8:30
9:00
9:30
10:00
10:30
11:00
11:30
12:00
12; 30
1:00
1:30
8/6/71
1 gpm
FeCl3 • 32 mg/1
64 mg/1
Turbidity - mg/1
5.0
4.0
8.5
6.0
4.0
4.5
5.5
5.5
5.5
5.5
5.5
92
-------
Table XXXVIII. LINK-BELT PILOT PLANT
Date
Flow
Dose
Lime
8/9/71
1.4 gpra
FeCl3 = 32
64 me /I
mg/1
Time * Turbidity - mg/1
12:00 9.5
12:30 4.5
1:00 4.5
1:30 4.5
2:00 4.0
2:30 4.0
3:00 4.0
93
-------
Table XXXIX. LINK-BELT PILOT PLANT
Date
Flow
Dose
Lime
Time
9:00
9:30
10:00
10:30
11:00
11:30
12:00
12:30
1:00
1:30
2:00
2:30
3:00
3:30
4:00
8/11/71
1.0 gpm
FeCl3 - 20 mg/1
62 mg/1
^ "
Turbidity - mg/1
7.5
7.5
7.5
, 7.5
7.5
7.5
7.5
4.5 ;'-'
4.0 •'•
4.0
3.5
4.0
:4.0
4.0
4.0
94
-------
Table XL
" ? '•
Samples Taken: 2/14/72
Dose: FeCl, : 47 mg/1
CaOlL : 25 mg/1
t f 1.1 "
Flow: 10 gpm
Turbidity mg/1
Time Effluent Raw
8:00 12 450
9:00 12 538
10:00 12 725
11:00 12 625
12:00 12 625
1:00 23 688
2:00 17 975
3:00 17 1,088
4:00 16_ -
Average 15 714
% Removal - 97.9
OFR - 576 gal./ft. /day
D.T. Floe. - 12 min.
D.T. Clarifier - 112 min.
95
-------
Table XLI
Time
8:00
9:00
10:00
11:00
12:00
1:00
2:00
3:00
4:00
Average
Samples Taken: 2/15/72
Dose: FeCl3: 47 mg/1
CaORj: 25 mg/1
Flow: 10 gpm
Turbidity mg/1 '
Effluent
8
11
10
10
12
14
14
16
11
12
% Removal
OFR
D.T. Floe.
D.T. Clarifier
Raw
900
800
576 gal./ft. /day
12 rain.
112 min.
96
-------
Table XLII
' ______ _,, —
Samples Taken: 2/15/72
Dose: FeCl3: 47 mg/1
CaOl^: 25 mg/1
Flow: 10 gpm
Turbidity
Time Effluent
8:00
9:00 8
10:00 18
11:00 25
12:00* 250
1:00* 450
•• . • - i« • . mi '- ••• •
Raw
625
475
563
2:00
3:00 37 750
4:00 22 625
Average 22 608
Malfunction of FeCl3 feeding system caused an extreme overdose
eliminating all flocculation. Problem was corrected and system
returned to normal operation. Abnormal values not averaged.
% Removal - 97%
OFR - 864 gal./ft.2/day
D.T. Floe. - 8 min.
D.T. Clarifier - 73 min.
97
-------
Table XLIII
Samples Taken: 2/17/72
Dose: FeClgt 47 mg/1
CaOH2: 25 mg/1
Flow: 15 gpm
Time
8:00
9:00
10:00
11:00
12:00
1:00
2:00
3:00
4:00
Average
Turbidity mg/1
Effluent
17
37
32
30
35
20
16
29
24
27
Raw
575
475
700
625
725
775
1400
1075
975
814
% Removal
OFR
D.T. Floe.
D.T. Clarifier
96.7
864 gal./ft.2/day
8 min.
75 min.
98
-------
Table XLIV
Time
8:00
9:00
10:00
11:00
12:00
1:00
2:00
3:00
Average
Samples Taken: 2/22/72
Dose 15 gpm
Flow: 47 mg/1 lime
Turbidity
Effluent
24 mg/1
24 mg/1
18 mg/1
18 mg/1
18 mg/1
20 mg/1
20 mg/1
20 mg/1
20
7. Removal
OFR
D.T. Floe.
D.T. Clarifier
98.0
864 gal./ft.2/day
8 min.
75 min.
Raw
600 mg/1
800 mg/1
800 mg/1
800 mg/1
900 mg/1
900 mg/1
1160 mg/1,
1160 mg/1
890
99
-------
Table XLV
Samples Taken: 2/28/72
Dose: FeCl^: 47 mg/1
CaOHg: 25 mg/1
Flow: 15 gpm
Turbidity
Time Effluent
8:00 11.5
9:00 8.5
10:00 20.0
11:00 19.0
12:00 19.0
1:00 19.0
2:00 17.0
3:00 17.0
4:00 20.0
Average 17
^WHH^HIIIHHBHH^BaH«W^H^BHV^^^MWHM^^BBHIMB*'*BHM'BB'1111^^
Raw
380
600
800
750
1000
1100
1100
1100
1300
903
% Removal
OFR
D.T. Floe.
D.T. Clarifier
98.5
864 gal./ft.2/day
8 rain.
75 min.
«US. GOVERNMENT PRINTING OFFICE: 1974 546-319/419 1-3
100
-------
SELECTED WATER
RESOURCES ABSTRACTS
INPUT TRANSACTION FORM
I. Report Wo.
2.
3. Accession No.
w
4. Title
GRANITE INDUSTRY WASTEWATER TREATMENT
7. Authoi(s)
5. Report, D*te ,
.
9. Performing Organization »
Report No. '-*' '
Willard B. Farnham
10. Project No.
9. Organization
State of Vermont
i Agency of Environmental Conservation
Department of Water Resources
11. Contract/Grant No.
12080 GCH
. Type of Report tnd
12. Sponsoring Organization Environmental Protection Agency
15. Supplementary Notes
Environmental Protection Agency report number, EPA-660/2-7U-OUO, May 19?U
16. Abstract A study of wastewater discharge in the granite industry has been conducted
to determine wastewater characteristics, methods of pollution abatement and disposal
methods for waste granite sludge.
The project included a study of overall water use in a granite plant, water opti-
mization studies, and water reduction studies. Laboratory testing was conducted for
waste characterization and liquid solids separation techniques. A pilot plant was
designed, constructed and operated to test the efficiency of plant scale separation
procedures. A prototype plant was designed and constructed to test the possibility of
complete water reuse in the granite industry. Successful operation of both plants
indicates that a practical method of treating granite waste effluent has been developed
and that complete recycle of treated effluent is possible and economically feasible.
Studies were performed to determine the possibility of by-product use of waste.
granite sludge. Two uses were found for the sludge, but an economic evaluation indicated
that there was insuffieient raw material to establish a by-product industry.
A survey of sludge disposal methods in the industry showed that some modification
of waste disposal facilities, and more cooperation by the industry, would Improve the
sludge disposal procedures. A modified type of settling lagoon was recommended.
This report was submitted in fulfillment of Project No. 12080 GCH under the
sponsorship of the Environmental Protection Agency.
I7a.Descriptors *Water pollution, *Pollution abatement, Granite processing, Water pollution
sources, Water pollution control, Water pollution effects, Water Conservation, Waste
water disposal, Granite processing sludge disposal, Water reuse.
17 b. Identifiers
*Granite industry, State of Vermont, Chemical wastewater treatment.
17c. COWRR Field & Group
18. Availability
19., Security Class.
(Report)
20. Security Class, '
(Page)
21. No. of
Pages
22. Priced
Send To:
WATER RESOURCES SCIENTIFIC INFORMATION CENTER
U.S. DEPARTMENT OF THEINTERIOR
WASHINGTON. D. C. 20240
Abstractor Willard B. Farnham
institution State of Vermont
WRSIC 102 (REV. JUNE 1971)
Agency or fiuvirontnenca i
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