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REPORT
ON THE INVESTIGATIONS INTO
THE PURIFICATION OF THE OHIO RIVER
WATER AT LOUISVILLE KENTUCKY
MADE TO THE
PRESIDENT AND DIRECTORS
OF THE
LOUISVILLE WATER COMPANY
BY
GEORGE W. FULLER
M,
Chief Chemist and Bacteriologist to the Louisville Water Company; Formerly Biologist
in charge of the Lawrence Experiment Station, State Board of Health of
Massachusetts; Member of the American Chemical Society,
American Public Health Association, American
Water Works Association, etc.
PUBLISHED UNDER AGREEMENT WITH THE DIRECTORS
NEW YORK
D. VAN NOSTRAND COMPANY
1898
TABLE OF CONTENTS.
INTRODUCTION.
PAGE
I
Location, scope, and principal dates of
the investigations. Nature of systems of
purification tested. Character of the War-
ren, Jewell, and Western systems. The
Harris device. The Mark-Brownell de-
vices. The MacDougall polarite system.
Methods and devices of the Water Company.
The development of water purification ; its
state at the beginning of these tests and an
historical resume. Most important types of
filters abroad. Principles of sand filtration
without coagulants. English filters. Modi-
fication of English filters. English filters in
America. American filters. Efficiency of
American filters and their cost. Conditions
under which the tests were conducted. List
of chapters.
CHAPTER I.
COMPOSITION OF THE OHIO RIVER WATER.. 15
Character of watershed. Freshets in
the Ohio River, with annual comparisons,
1861-96. Plan of analytical work. Physi-
cal character of Ohio River water. Chemical
character of Ohio River water, with tables
of daily analyses. Special chemical anal-
yses. Biological character of Ohio River
water. Results of microscopical analyses.
Species of bacteria found. Number of bac-
teria in Ohio River water by days.
CHAPTER II.
DESCRIPTION OF THE APPLICATION OF CHEM-
ICALS TO THE OHIO RIVER WATER BY THE
SEVERAL SYSTEMS OF PURIFICATION 40
Kinds of chemicals used. Composition
of chemicals used. Devices used by the re-
spective systems for the application of
chemicals. Uniformity in rate of applica-
tion of the chemicals. Strengths of chemi-
cal solutions, their uniformity, and daily
averages for the respective systems. Aver-
age daily amounts of sulphate of alumina
used by the respective systems. Average
daily amounts of lime used by the Jewell
system.
CHAPTER III.
DECOMPOSITION AND SUBSEQUENT DISPOSAL
OF THE ALUM OR SULPHATE OF ALUMINA
APPLIED TO THE OHIO RIVER WATER.... 53
The general action of the chemical upon
its addition to the water. Reduction of
alkalinity by the applied chemical. Ab-
sorption of applied chemical by suspended
matters. Methods of daily tests for excess
of chemical. Presence of traces of unde-
composed chemical in filtered water at rare
intervals. Undecomposed chemical in efflu-
ent in practice inadmissible and inexcu-
sable.
CHAPTER IV.
COAGULATION AND SEDIMENTATION OF OHIO
RIVER WATER BY ALUMINUM HYDRATE
FORMED BY THE DECOMPOSITION OF THE
APPLIED ALUM OR SULPHATE OF ALU-
MINA .- .... 57
General action of a coagulant. Coagula-
tion. Sedimentation. Devices for coagu-
lation and sedimentation in the respective
systems. Purification by sedimentation in
the several systems. Bacteria in the efflu-
ent of the Warren and Jewell settling-cham-
bers. Special sedimentation experiments.
Bacteria in the Louisville water supply as
drawn from city taps, with the average puri-
fication effected by the distributing system.
TABLE OF CONTENTS.
CHAPTER V.
PAGE
INSCRIPTION OF THE FILTERS THROUGH
WHICH THE RIVER WATER PASSED AFTER
COAGULATION BY ALUMINUM HYDRATE
AND PARTIAL PURIFICATION BY SEDIMEN-
TATION . . . . 70
General account of the leading features
of all the filters. The Warren filter. The
Jewell filter. The Western gravity filter.
The Western pressure filter.
CHAPTER VI.
SUMMARY OF THE VARIOUS PARTS OF THE
RESPECTIVE SYSTEMS, AND A RECORD OF
REPAIRS, CHANGES, AND DELAYS. 89
List of the principal parts of the purifica-
tion station. Schedules of the devices and
appurtenances employed for application of
chemicals, ^sedimentation and coagulation,
and filtration, respectively, in each system.
Repairs and changes of the respective sys-
tems. Delays in operation during the tests.
Summary of the time occupied in various
ways during the tests.
CHAPTER VII.
THE MANNER OF OPERATION OF THE RE-
SPECTIVE SYSTEMS OF PURIFICATION, AND
THE AMOUNT OF ATTENTION GIVEN
THERETO 96
General manner of operation. Detailed
method of operation of each of the systems.
Mechanical devices used to aid in the
X
operation of the respective systems. Atten-
tion given to the respective systems.
CHAPTER VIII.
COMPOSITION OF THE OHIO RIVER WATER
AFTER TREATMENT BY THE RESPECTIVE
SVSTEMS OF PURIFICATION, AS SHOWN BY
CHEMICAL, MICROSCOPICAL, AND BACTERIAL
ANALYSES ; TOGETHER WITH A TABULATION
OF THE MOST IMPORTANT DATA ON THE
OPERATION OF THE RESPECTIVE SYSTEMS.. . 108
Description of tables. Results of chem-
ical analyses of effluents of the respective
systems. Results of mineral analyses of
effluents. Results of bacterial analyses of
effluents. Records of operation of the re-
spective systems by runs, with summaries of
the leading analytical results for each run.
CHAPTER IX.
V.\GR
SUMMARY OF THK PRINCIPAL DATA UPON THE
EFFICIENCY AND ELEMENTS OF COST OF
PURIFICATION BY THE RESPECTIVE SYS-
TEMS, OF THE OHIO RIVER WATER, DIVIDED
INTO TWENTY PERIODS, ACCORDING TO THE
CHARACTER OF THE UNPURIFIED WATER ;
TOGETHER WITH A DISCUSSION OF SOME OF
THE MORE IMPORTANT FEATURES 215
Description of summaries. Periods into
which the investigations are divided. Daily
appearance of the effluents. Daily amounts
of organic matter in the river water and the
percentage removal by the respective sys-
tems. Daily number of bacteria in the river
water and effluent of each of the respective
systems, together with their bacterial effici-
ency. Summaries of the leading results for
each of the twenty periods. Total quantities
for the entire investigation of 1895-96 and
leading averages. Final summaries of re-
sults.
Outline of methods followed in the discus-
sion. Quality of Ohio River water after
purification, with reference to the efficiency
of the respective systems, and the general
effect of this method of purification on the
character of the effluent.
Prominent factors which influenced the
quality of the effluent and cost of purifica-
tion, among which were the following : Com-
position of the river water ; application of
alum or sulphate of alumina ; quantity of ap-
plied alum or sulphate of alumina; provisions
for the removal of suspended matter from
the river water by sedimentation ; degree of
coagulation of the partially subsided water
as it entered the sand layer ; sand layers of
the several filters ; rate of filtration ; regula-
tion and control of operation of the filters ;
loss of head ; washing the sand layer ; and
the effect of proper attention.
Comparison of the elements of cost of
purification of 25 million gallons of the Ohio
River water daily by the respective systems,
based on the results of ten months' tests of
25o,ooo-gallon systems.
General conclusions in regard to the tests
of 1895-96. Applicability of the American
method to the clarification and purification
of Ohio River water. General defect of all
systems in the lack of proper provisions for
subsidence and its effect on the application
TABLE OF CONTENTS.
of this method of purification to the Ohio
River water. Comparison of the principal
devices of the respective systems. Quality
of the filtered Ohio River water. Final con-
clusions on the 1895-96 data.
CHAPTER X.
DESCRIPTION OF THK HARRIS MAGNETO-
ELECTRIC SYSTEM OF PURIFICATION, AND
A RECORD OF THE RESULTS ACCOMPLISHED
THEREWITH 276
General description. Spark drum. Elec-
trolytic tanks. Magnets. Electrodes. Re-
sults accomplished by the system.
CHAPTER XI.
DESCRIPTION OF THE DEVICES OPERATED BY
THE HARRIS COMPANY IN JULY, 1896, AND
A RECORD OF THE RESULTS ACCOMPLISHED
THEREWITH 280
First Experiments. Situation on July i,
1896. Description of devices Nos. i, 2, 3,
4, and 5, and records of the results accom-
plished therewith, respectively. Summary
of results accomplished with device No. 5.
Status of the situation on Aug. i, 1896.
CHAPTER XII.
INVESTIGATIONS BY THE WATER COMPANY IN
AUGUST INTO THE PRACTICABILITY AND
ECONOMY OF THE DEVICES OPERATED BY
THE HARRIS COMPANY 292
The direct and indirect effect of the
application of electricity upon the bacteria
and organic matter in the river water, and in
the purification of the water through the
formation of aluminum hydrate from alu-
minum electrodes. Comparison of the
coagulating power of aluminum hydrate
formed electrolytically and from sulphate of
alumina, respectively. Action of electro-
magnets. Rate and regularity of electrolytic
formation of aluminum hydrate. Amount
of metallic aluminum wasted in this electro-
lytic process. Relative cost of aluminum
hydrate formed electrolytically and from
chemicals. On the amount of power re-
quired on a large scale to produce aluminum
hydrate by means of electricity.
CHAPTER XIII.
PAGE
DESCRIPTION OF THE MARK AND BROWNELL
ELECTROLYTIC DEVICES, AND A RECORD OF
THE RESULTS ACCOMPLISHED THEREWITH 301
An account of preliminary experiments
made in the laboratory of the Louisville
Manual Training School. Description of elec-
trolytic appliances used in connection with
the Jewell filter and of the conditions under
which the tests were conducted. Electric
generating plant. Electrolytic cells. Iron
electrodes. Outline of the operation of these
devices. Summary and discussion of results
obtained. Deposition of iron hydrate at the
bottom of the cells and its subsequent loss.
Irregularities of the flow of water through
the cells. Variations in the conductivity of
the river water. Electric power used by
these devices. General status of this proc-
ess at the close of these tests. Brownell
electrodes. Mark electrodes. Brief com-
parison of the relative efficiency of iron
and aluminum electrodes. Records of oper-
ation and results of analyses.
CHAPTER XIV.
DESCRIPTION OF THE MACDOUGALL POLARITE
SYSTEM, AND A RECORD OF THE RESULTS
ACCOMPLISHED THEREWITH 318
Preliminary plans. General description.
Detailed description of iron tank with baffle-
plates, and of the clay extractor. Descrip-
tion of the polarite filter, and modifications
of the same. Character of the filtering mate-
rials. Composition of polarite used. Opera-
tion of the system, general description and
detailed records. Special method of clean-
ing the Jewell filter. Quality of the Ohio
River water after treatment by this system.
Results of analyses in detail. Applicability
of this method for the purification of the
Ohio River water.
CHAPTER XV.
DESCRIPTION OF THE METHODS AND DEVICES
OF THE WATER COMPANY, TESTED DURING
1897, AND A RECORD AND DISCUSSION OF
THE RESULTS ACCOMPLISHED THEREWITH. . 333
Status of the problem on March 10, 1897.
Objects of the investigations of 1897. Plan
of presentation of the results. General de-
VI
TABLE OF CONTENTS.
scription of the devices employed. Detailed
description of the settling basins; devices
for the application of chemical solutions;
solutions used ; and devices for the applica-
tion of electrolytic treatment. The arrange-
ments for use of the Jewell filter. General
adaptability of devices employed, with their
limitations. Description of the methods and
conditions of operation of these devices.
General notes on the records of operation.
Results accomplished by these devices.
Tables of analyses. Summary of the results
of analyses showing the amount of suspended
matter and number of bacteria in the river
water as it passed through the several set-
tling basins. Final summary of the leading
results of the operation of the devices.
Discussion of the results, arranged for con-
venience under fifteen sections.
Section No. i. Purification of the Ohio
River water by plain sedimentation. Limited
evidence available. Probable effect of 24
and 48 hours' plain subsidence. Efficiency
of basins used. Effect of character of sus-
pended matter on removal by plain subsid-
ence. Effect of conditions of plain subsid-
ence on percentage removal. General con-
clusions.
Section No. 2. Account of the commer-
cial chemicals available as coagulants for
the Ohio River water, and of their behavior
when applied to the water. Classification of
metals in their applicability to the purifica-
tion of Ohio River water. Most suitable
compounds capable of producing coagulat-
ing precipitates, and a description of their
behavior.
Section No. 3. General description of
electrolysis. Special methods and devices
for electrolysis arranged by the Water Com-
pany. Fundamental laws and principles of
electrolysis as applied to the electrolytic
formation of hydrates of iron and aluminum
in the Ohio River water.
Section No. 4. Detailed account of the
electrolytic formation of iron hydrate in
Ohio River water. Passivity of iron elec-
trodes to the ions of Ohio River water.
Cause of passivity initial and acquired.
Form in which the iron leaves the electrodes.
Influence on the process of oxygen, free car-
bonic acid, hydrogen, and solubility of the
initial iron compounds. Form in which the
iron leaves the electrolytic cell. Natural
limitations of the electrolytic treatment
with iron electrodes. Rate of decomposi-
tion of iron at the positive electrodes.
Rate of deposition of iron on the nega-
tive electrodes. Rate and uniformity of
formation of available hydrate. Influ-
ence on the formation of hydrate of the
potential difference between the plates, of
the current density, of the composition of
the iron, of the composition of the river
water, of reversing the direction of the elec-
tric current, and of allowing the electrodes
to remain out of service. Metal wasted in
the process. Electric resistance of films of
iron oxide. Power wasted in the process.
Effect of this process on subsidence, filtra-
tion, and composition of the filtered water.
Conclusions.
Section No. 5. Detailed account of the
electrolytic formation of aluminum hydrate
in Ohio River water. Passivity of aluminum
electrodes. Rate and form in which alu-
minum leaves the positive pole. Form and
rate of deposition of aluminum on the nega-
tive pole. Influence of the composition of
the river water on the formation of hydrate
and of scales. Influence on the formation
of hydrate of the presence of scale. Influ-
ence on the process of reversing the direc-
tion of the electric current. Metal wasted
in the process. Influence of scale and de-
posit on the amount of power required.
Electric power wasted in the process. Con-
clusions.
Section No. 6. Relative efficiency of
available coagulants. General review of
available coagulants. Relative efficiency
in connection with 24 hours' subsidence,
of sulphate of alumina and sulphate of
iron ; persulphate of iron and electric
current with iron electrodes, and sulphate
of alumina and electric current with alu-
minum electrodes. Relative efficiency in
connection with filtration, of sulphate of
alumina and persulphate of iron; sulphate of
alumina and electric current with iron elec-
trodes; and sulphate of alumina and electric
current with aluminum electrodes. Conclu-
sions.
Section No. 7. Economical application of
coagulants to aid in the removal of sus-
pended matter by sedimentation. Relative
TABLE OF CONTENTS.
vn
efficiencies in sedimentation of different
amounts of coagulants.
Section No. 8. Effect of the period of co-
agulation of the river water before filtration
on the results of filtration.
Section No. 9. Degree of coagulation of
the water before filtration, and the minimum
amount of coagulant required for that pur-
pose.
Section No. 10. The conditions of suc-
cessful filtration by the American system.
Amount of suspended matter in the water
reaching the sand layer and the coagulation
of the same. Rate of filtration. Available
head negative and positive. Cleaning the
sand layer. Application of caustic soda.
Character of the sand layer.
Section No. n. Quality of the efflu-
ent after proper sedimentation, coagula-
tion, and filtration, independent of the na-
ture of the coagulant. Appearance. Taste
and odor. Organic matter. Mineral mat-
ter. Gases. Algse and other micro-or-
ganisms. Bacteria. Undecomposed coag-
ulants. Storage of effluent. Corrosion of
metal receptacles by the effluent. Loss of the
partial protective influence of the suspended
matter in the river water against corrosion.
Adaptability of the effluent for boiler use.
Uniformity in quality of the effluent.
Section No. 12. Manner in which the
nature of the coagulant affected the quality
of the effluent.
Section No. 13. Amounts of the differ-
ent available coagulants which would be re-
quired, with optimum conditions of sub-
sidence and filtration, to purify satisfactorily
the Ohio River water.
Section No. 14. Degree to which the sev-
eral coagulants in their respective amounts
would affect the quality of the effluent, with
its practical significance, and a consideration
of the advisability and cost of the removal
of the added constituents.
Section No. 15. Comparative costs of
equivalent amounts of the available coagu-
lants, and an estimate of the yearly cost of
treatment of the Ohio River water by each of
them.
CHAPTER XVI.
FINAL SUMMARY AND CONCLUSIONS.
PAGE
438
Character of the unpurified Ohio River
water. Applicability to the purification of
the Ohio River water of the three methods
investigated during these tests. Imperative-
ness of the use of coagulants. Relative
adaptability of American and English types
of filters. Removal of coarse matters by
plain subsidence. Most suitable coagulant
for use with the Ohio River water. Prepa-
ration and application of solutions of sul-
phate of alumina. Coagulation and subsid-
ence. Coagulation and filtration. The op-
timum period of coagulation. Total annual
average amounts of sulphate of alumina re-
quired for coagulation. Filtration. Essen-
tial features of an American filter for the
successful filtration of 25 million gallons of
Ohio River water daily. Quality of the
purified Ohio River water. Final conclu-
sions.
APPENDIX.
Technical description of methods used for
the collection of samples and of the princi-
pal features in the methods of analyses.
Tables for the conversion of the various
unit quantities employed 445
ILLUSTRATIONS.
Plate No. I. Plan of Grounds of Exper-
imental Station.
" II. Plan of Warren Gravity
System.
" III. Section of Warren Gravity
System.
IV. Plan of Jewell Gravity
System.
" V. Section of Jewell Gravity
System.
" VI. Plan of Western Pressure
and Gravity Systems.
" VII. Section of Western Pressure
and Gravity Systems.
" VIII. Typical Areas of Strainer
Floors.
WATER PURIFICATION AT LOUISVILLE.
TO THE PRESIDENT AND DIREC-
TORS OF THE LOUISVILLE
WATER COMPANY.
GENTLEMEN:
Herewith is presented the full report of
your representative upon the results accom-
plished during the recent tests by the several
filters or systems in the purification of the
Ohio River water, together with such de-
scriptions, comments, and conclusions as are
deemed pertinent to the subject.
The following filters or systems of water
purification were investigated, named in the
order in which they were installed at the
pumping station of this Company, where the
tests and investigations were conducted:
1. The Jewell Filter, of the O. H. Jewell
Filter Company, 73 Jackson St., Chicago, 111.
2. The Warren Filter, of the Cumberland
Manufacturing Company, 220 Devonshire
St., Boston, Mass.
3. The Western Gravity Filter, of the
Western Filter Company, St. Louis, Mo.
4. The Western Pressure Filter, of the
Western Filter Company, St. Louis, Mo.
5. The Harris Magneto-Electric System,
of the John T. Harris Company, of New
York City.
6. The Palmer and Brownell Water Puri-
fier, of Palmer and Brownell, Louisville, Ky.
7. The MacDougall Polarite System, of
John MacDougall, Montreal, Canada.
On Oct. I, 1895, the writer took charge
of the tests and investigations, which had for
their purpose the determination of the quality
of the river water after purification on a prac-
tical scale by each of the filters or' systems,
and the collection and compilation of such
data as would indicate the cost of construc-
tion and operation of these filters or systems
of purification. The first three weeks were
devoted chiefly to the construction and equip-
ment of a suitable laboratory, in which chemi-
cal, bacteriological, and microscopical analy-
ses of the water could be made after the most
approved methods.
From Oct. 21, 1895, to Aug. i, 1896, daily
tests were made, practically without interrup-
tion, of the filters or systems which were then
ready. On Oct. 21, 1895, the Jewell and
Warren filters were the only ones in readi-
ness for operation. The two Western filters
were tested beginning December 23, 1895
the date when their construction was com-
pleted. No tests were made of the Harris
system until June 24, 1896, when it was first
offered for official inspection.
The greater part of the month of August,
1896, was devoted to an investigation by the
Water Company into the practicability of the
principles employed in certain devices op-
erated by the Harris Company during the
preceding month. This was made necessary
by the incompleteness of the evidence which
had been accumulated upon this point by
Aug. i, the close of the tests as originally
provided for.
September, October, and November, 1896,
were occupied in the preparation of this re-
port, so far as it relates to work done up to
that time.
In December, 1896, special tests and inves-
tigations were made relating to the action of
WATER PURIFICATION AT LOUISVILLE.
purified water in the corrosion of boilers and
pipes, and in the incrustation of steam-boilers.
An examination was also made of an experi-
mental electrolytical device for water purifi-
cation, submitted for inspection to the Water
Company by Profs. Palmer and Brownell in
their laboratory at the Louisville Manual
Training High School.
From January i to March 10, 1897, at-
tention was given to the construction and ex-
amination of electrolytical devices for water
purification, designed by Profs. Mark and
Brownell of Louisville, and to the investiga-
tion of points of practical significance con-
nected therewith. The tests of these elec-
trolytical devices were the outcome of the
inspection of the above-mentioned laboratory
experiments made by Profs. Palmer and
Brownell in December, 1896.
When the tests of these electrolytical de-
vices as designed by Profs. Mark and Brown-
ell were brought to a close on March 10, 1897,
it had been decided to investigate the Mac-
Dougall Polarite System as soon as a test
plant could be constructed. It was also ar-
ranged on that date that the intervening time,
before the polarite system was completed,
should be occupied in constructing and test-
ing devices designed by the officers of the
Water Company. This work, which was
carried on solely by the Water Company, was
intended, as far as possible, to be a practical
demonstration of some of the leading con-
clusions drawn from the foregoing tests, and
to extend our knowledge along several im-
portant but not thoroughly understood lines,
so far as time permitted. Owing to several
unavoidable delays, the construction of the
devices of the Water Company was not com-
pleted until April 10. They were then tested
until May 10, when the MacDougall Polarite
System was offered for official examination.
This system was tested from May 10 to 19,
and from May 28 to June 12, inclusive.
The remainder of the time up to August i,
1897, the date of the final close of these in-
vestigations, was devoted to work upon the
devices of the Water Company referred to
above.
Since August i, the time has been devoted
to the preparation of this report so far as it
relates to work done after January i, 1897.
NATURE OF THE SYSTEMS OF PURIFICATION
WHICH WERE TESTED.
Before recording the results accomplished
by these several methods of purification it is
necessary to show in general terms how they
differed from each other and from those
which have been employed elsewhere. At
present the custom prevails to a large extent
of calling all devices for water purification by
the name of filters. In a majority of cases fil-
tration of some kind is employed in the
process of purification, but none of the de-
vices tested by this company at this time
consisted of plain filtration, as the term is
properly used. Filtration alone means simply
the passage of the water taken from its source
through a layer of sand or similar material.
This process, which is briefly outlined in the
following pages, has been successfully em-
ployed for many years in Europe, where the
yield of filtered water per acre of filtering sur-
face is about 2,000,000 gallons per 24 hours.
When river water, which contains much mud,
clay, and other suspended matters, reaches
the sand layer, the pores of the sand become
clogged so that it is soon necessary to scrape
off a layer of the surface sand and accumula-
tions which are deposited on it. This treat-
ment would apparently be required at frequent
intervals in the filtration by this method of the
Ohio River water when in its muddiest con-
dition, even after the water had been sub-
sided for several days, and a large reserve
area would probably be necessary to maintain
the city supply. The cost of this reserve
area of filters, and of the scraping of the
sand surface, would probably be great if this
method were adopted here, as I understand
was indicated to be the case from experiments
made by your Chief Engineer, Mr. Charles
Hermany, at the Crescent Hill Reservoir dur-
ing the summer and fall of 1884 and spring of
1885.
In the systems of purification which were
recently tested by this company there were
tried a number of different methods that were
claimed to make the cost of purification
less than by sand filtration, such as has
been adopted in many European cities in
purifying river waters less muddy than that of
the Ohio River. With one exception, in all
IN TROD UCTION.
of these systems of purification filtration
through sand or quartz was made a very
prominent portion of their respective meth-
ods, although the various filters were con-
structed and operated differently from those
used in Europe. But the principal" difference
between the European method of filtration
and all but one of those tested at Louisville
lies in the fact that in these test systems the
water was coagulated by chemical or electro-
lytical treatment, so that a portion of the
suspended matter could settle out more rap-
idly in basins before the water reached the
sand layer; and, further, so that the water
could ^be filtered through sand about fifty
times as fast as x when no coagulation was
afforded the water. In the method of filtra-
tion in which there was no coagulation of the
water by chemical (or electrolytical) treat-
ment, use was made of two filters for the
water to pass through in turn, and this second
filter contained a layer of material called po-
larite, in addition to the sand. The rate of
filtration through the polarite filter was about
one-half as fast as through those filters re-
ceiving coagulated water.
THE WARREN, JEWELL, WESTERN GRAVITY,
AND WESTERN PRESSURE FILTERS.
In the Warren, Jewell, Western Gravity,
and Western Pressure Filters the general
method of procedure was identical, and sub-
stantially as follows:
Sulphate of alumina (or alum) was added to
the river water, as it entered the devices in quan-
tities varying with the character of the water.
By combining with lime naturally dissolved
in the river water the sulphate of alumina
formed a white, gelatinous, solid compound,
called hydrate of alumina. This latter com-
pound gradually coagulated the suspended
matter in the river water, in a manner similar
to the well-known action of white of egg when
added to turbid coffee. In the settling basins,
where the river water first entered, this co-
agulation progressed so that, as the water left
the settling basins and entered the sand layer,
the river water had lost some of the mud sus-
pended in it, and the mud and clay which it
did contain were formed into flakes of suffi-
cient size to allow a very rapid flow of water
through the sand layer, with satisfactory re-
sults. The claim that this method of water
purification was more economical for the
Ohio River water than those practised in
Europe was based on the assertion that com-
paratively small amounts of sulphate of alu-
mina permitted a very great reduction in the
necessary area of filtering surface.
While in the general method of procedure
these four systems were the same, yet they
were different in the manner in which the
practical details were carried out. That is to
say, there were different devices for the ap-
plication of sulphate of alumina; the settling
basins differed in size and arrangement; and
in the filters themselves the sand layers were
different in depth and size of grain, and were
cleaned in somewhat different ways. Detailed
accounts of these filters are given beyond, but
these statements show the general status of
the matter. It may also be added here that
when these tests were begun there were no
means of telling which system had the best
practical devices; or, indeed, whether any of
them was adapted to a satisfactory and
reasonably economical purification of the
Ohio River water at this point.
THE HARRIS DEVICE.
In the Harris Magneto-Electric System of
water purification, which was tested for a
short period in June, 1896, no use was made
of filtration. It consisted in treating the
river water directly with an electric (spark)
discharge, and the subsequent passage of the
water through iron tanks, in which were car-
bon electrodes, and on which were placed
powerful magnets. The electric current was
supposed to destroy the germs and the or-
ganic matter, while the mud, clay, and silt
were to be separated out from the water by
the repellent action of the magnets.
In July, 1896, the Harris Company made
some experiments with the application of
electricity to the purification of the Ohio
River water by a method in which the hy-
drate of alumina (formed in the case of the
other filters by the decomposition of sulphate
of alumina by lime, as stated above) was pre-
pared by the electrolytic decomposition of
metallic aluminum. It was apparently the
WATER PURIFICATION AT LOUISVILLE.
intention, so far as appliances permitted, to
coagulate the water by the same chemical
compound as in the sulphate of alumina treat-
ment, and then proceed with subsidence and
nitration in a manner similar to that em-
ployed in the case of the other niters, the
only difference in the methods being in the
manner of application of chemicals: in one
case a commercial chemical product was em-
ployed, while in the other case the coagulat-
ing compound was made by the electrolytic
action on the pure metal. Aside from the
question of cost the electric treatment has
certain advantages, which will be explained
subsequently.
THE MARK-BROWNELL DEVICES.
During the months of January, February,
and March, 1897, electrolytical devices, de-
signed by Profs. Mark and Brownell, were
constructed and tested. These devices were
an improvement in several ways over those
of the Harris Company. Their only differ-
ence in general method was the substitution
of iron electrodes for aluminum electrodes.
The electric current produced hydrate of iron,
a compound similar to hydrate of alumina in
its coagulating properties, and it was claimed
that this would materially reduce the cost of
purification.
THE MACDOUGALL POLARITE SYSTEM.
The results of the tests at this point indi-
cated the desirability of reducing the amount
of the coagulating chemicals whether pro-
duced electrolytically or from commercial
products, and, if possible, doing away with
them altogether. It was claimed by Mr.
MacDougall that, judging from experience in
purifying the water of the river Nile and of
some English streams, the Ohio River water
could be economically purified, without the
use of coagulating chemicals, by his polarite
filter. By this method the river water was
passed through a settling tank (replaced later
by a coke strainer) to remove the coarsest
matter, thence the water was passed at a
rapid rate through a sand filter in order to
remove further the particles of mud, silt, and
clay. The partially clarified water was finally
passed at a slower rate through a filter con-
taining a polarite layer with sand layers
above and below it. This polarite is an iron
ore which has been treated by a patent pro-
cess. By doing away with the use of coagu-
lating chemicals, and their attending cost,
and at the same time securing a rate of filtra-
tion many times greater than in the case of
plain sand filtration, the advantage of polar-
ite as a filtering material was claimed to be
great. The polarite filter was tested from
May 10 to 19, and May 28 to June 12, 1897.
METHODS AND DEVICES OF THE WATER
COMPANY.
During the time which was required for
the construction of the polarite filter, advan-
tage was taken of the opportunity for the
Water Company to test some of their own
plans which had arisen as an outcome of the
foregoing tests. These methods and plans
are described fully beyond, in Chapter XV,
but their objects may be briefly outlined as
follows:
1. A reduction in the cost of purification
by a removal of the bulk of the mud, silt, and
clay from the river water before it reaches
the filters, thereby doing away with the ne-
cessity of a large reserve portion of a filter
plant, to be used only at times of muddy
water, with its cost of installation and opera-
tion. Experiments upon a small scale with
the removal of the bulk of the mud by sub-
sidence alone were made during the early
summer of 1896, and gave very promising re-
sults.
2. The most economical and efficient
method of application of coagulating chemi-
cals, in connection with subsidence, to pre-
pare the water for filtration at a rapid rate,
with reference to the best period for the co-
agulation of the matter suspended in the
water.
3. The relative economy, advantages, and
disadvantages of different coagulating chemi-
cals prepared in various ways.
The investigations along these lines were
carried to a logical end so far as was con-
sidered possible under the existing condi-
tions.
IN TROD UCTION.
THE STATE OF DEVELOPMENT OF WATER
PURIFICATION AT THE TIME OF
THESE TESTS.
While much careful attention has been
given to the art of water purification for more
than sixty years, yet the general solution of
the problem on a practical basis for large
cities is far from satisfactory or complete at
its present stage of development. This is
due partly to varying effects of the adopted
processes with different natural waters, partly
to the lack of a widely practical and scientific
understanding of the influence of a number of
factors of the processes themselves, and partly
to the great cost involved in the construc-
tion of adequate filtration works. With a
river water of such exceedingly great varia-
tions in its composition as that of the Ohio
River, and with proprietary systems of puri-
fication about which so little accurate in-
formation was available, these tests at Louis-
ville were bound to be pioneer work in a large
measure. Nevertheless, valuable data were
obtained. But to understand the significance
of these data, and to give them their true
value in the line of studies necessary to
place this line of work on a satisfactory basis
and capable of general application, it is essen-
tial to trace the development of this subject
up to this time.
BRIEF HISTORICAL RESUME.
The filtration of public water supplies was
first adopted at London, England. The date
of adoption of filtration at London has been
generally regarded in this country as 1839.
But it is now known that a sand filter, one
acre in area, was put in service in 1829, the
year following the appointment of the first
Royal Commission on the Quality of the
Metropolitan Water Supply. This Commis-
sion recommended the filtration of the
Thames water, and the filter referred to above
was constructed by the Chelsea Water Com-
pany in compliance therewith.
Progress in the adoption of filtration was
slow until after 1849. During this year there
was a severe cholera epidemic, and in August,
1849, Dr. Snow first formally announced the
theory that drinking water, polluted' from
those ill or dead of cholera, was the chief
means of propagation of this disease. Fol-
lowing this the filtration of river-water sup-
plies advanced less slowly. After December
31, 1855, filtration of all river water supplied
to the Metropolitan District of London was
made compulsory by an Act of Parliament
passed in July, 1852.
Since this date rapid advance in the adop-
tion of filtration for public water supplies has
been made in Europe. The population of
the European cities now supplied with fil-
tered water aggregates from fifteen to twenty
millions, or more. After the severe epidemic
of cholera at Hamburg in 1892, caused
largely by the polluted Elbe water, the Im-
perial Board of Health of Germany ordered
that all public water supplies in that country
drawn from rivers or lakes should be filtered.
During the last thirty years there has been
a marked increase in the efficiency of these
systems of purification of European water
supplies, owing to improvements in both the
construction and the operation of the filters.
The first important step in this direction was
taken at London in 1871, when Parliament
made provision for systematic examinations
at frequent intervals of the filters and the fil-
tered water. The greatest progress, how-
ever, has been made during the past dozen
years. This has been due to the establish-
ment of the germ theory of disease, and the
general recognition by sanitarians that such
diseases as typhoid fever and cholera are
transmitted largely by drinking water. And,
further, rapid developments in the new science
of bacteriology have made it possible to apply
this science in the solution of problems in
water purification, so as to yield results of
substantial and practical value.
The recognition of the need of reliable in-
formation from an engineering, chemical, and
bacteriological standpoint to facilitate the
adoption, construction, and operation of puri-
fication systems has led to several important
investigations. These have been made in
England, Germany, and America.
One of the objects of filtration, in many
instances in Europe, has been to remove mud,
silt, and clay from river water. In many
cases, however, filtration has also been di-
rected to protect the water consumers from
WATER PURIFICATION AT LOUISVILLE.
those diseases which are carried by the water.
This is a very important matter in Europe,
where the population has become very dense
around the great cities. In America, with its
comparatively sparse population, it is not as
a rule so pressing at present. But disastrous
experience in Europe with some filters built
in the early days of water, purification show
clearly that all filters should be capable at all
times of protecting the health of the con-
sumers from water-borne diseases.
GENERAL DESCRIPTION OF THE MOST IM-
PORTANT TYPE OF FILTERS ABROAD.
Filters such as were introduced into Eng-
land, and which have since been employed
regularly there and in many places 'on the
Continent, consist substantially of a large,
open basin ranging as a rule from about 0.5
to 1.5 acres in area and 10 feet or more in
depth. In cold climates, such as in Northern
Germany, they are covered, to afford protec-
tion from ice and frost. The bottom of the
basins are made practically water-tight. On
the bottom of these basins, drains and pipes
are suitably arranged so as to- conduct the
water from the filter to a collecting well or
reservoir, located at some convenient place
near the filter. In some cases, instead of
using lateral pipes with perforations or open
joints, the water is taken to the main under-
drain through an arrangement of dry-laid
bricks. ,
Over the underdrains are placed succes-
sively layers of broken stone and gravel, the
depth of each of which varies usually accord-
ing to the construction of the underdrains.
The size of the stone and gravel in turn be-
comes gradually finer toward the top, in or-
der that they may better serve their purpose
of supporting the layer of sand which rests
upon the gravel. The thickness of this layer
of sand placed upon the gravel varies in dif-
ferent filters from about 2 to 5 feet. There
is also some variation in the size of the
sand grains in the filters of the different
cities.
In the operation of the filters water flows
or is pumped from the river or sedimentation
basin onto the filter, and stands several feet
in depth above the surface of the sand. The
water passes downward through the sand,
gravel, and broken stone, in turn, and thence
through the underdrains, collecting well, or
reservoir, and pumps (if such are necessary)
to the consumer. The rate at which the
water flows by gravity through the filter is
generally controlled and made fairly uniform
by regulating devices on the outlet pipe from
the filter.
After a time, when a geater or less quan-
tity of water has passed through the filter,
there appears at and near the surface of the
sand an accumulation of silt and other mat-
ters which were suspended in the water when
it reached the filter. Eventually this accumu-
lation becomes so great that the interstices of
the sand are clogged so that an adequate
quantity of water cannot pass through the
filter. When this condition of affairs obtains
the inlet water is shut off. The water stand-
ing on the filter is allowed to drain to some
distance below the surface of the sand, and
workmen remove with shovels and wheel-
barrows the upper layer of the clogged
sand ordinarily to a depth of about
0.5 to 0.75 inch. The main body of
the sand is cleaned only by the re-
moval of organic matter through the action
of bacteria. The filter is slowly filled with
water after the surface has been scraped,
either by applying the unfiltered water at the
top or by letting filtered water flow in from
below. This latter procedure, where the con-
struction of the filter will permit it, is much
the better, because it tends to prevent the
formation of channels in the sand, due to the
escaping air which enters the pores of the
sand upon draining. Such channels are very
objectionable, because they allow the water
to pass through them without satisfactory pu-
rification.
Once or twice a year the layer of sand is
restored to its original thickness by either
replacing the removed sand after thorough
washing, or adding new clean sand. In some
of the important filters of this type use is
made of coagulating chemicals, but the rate
of filtration is comparatively slow about
2,000,000 gallons per acre daily. In Holland
chemicals for coagulation have been used to
some extent.
IN TROD UCT1ON.
PRINCIPLES OF SAND FILTRATION WITHOUT
THE USE OF COAGULATING CHEMICALS.
There has never yet been given an accurate
and concise definition of the principles by
which water is purified by the type of filters just
described. The reason of this appears to be
that there are several factors which have to be
taken into consideration; and the relative
practical value of these factors seems to vary
under different local conditions. As we now
understand the subject, the principles of puri-
fication by this type of filtration involve three
significant phases, namely:
. A. Mechanical or Physical.
B. Biological.
C. Chemical.
A. Mechanical or Physical. There are at
least two important actions of a mechanical
or physical nature which aid in the purifica-
tion of water by this type of filtration,
namely:
1. A straining action, by which there are
removed from the water those small sus-
pended particles which may be called large
when compared with the size of the inter-
stices in the sand layer.
2. An adhesive action, by which there are
removed those suspended particles, including
the bacteria, which are far smaller than the
interstices of the sand layer through which
the water passes.
This very important adhesive action is in-
fluenced by several varying factors and is
not thoroughly understood. Its efficiency in
filtration, furthermore, is associated to a con-
siderable degree with chemical and biological
conditions, as noted below.
B. Biological. This aspect is of practical
significance by virtue of its action in remov-
ing organic matter which, in places beneath
the upper surface, accumulates as films
around the sand grains. The removal of or-
ganic matter by oxidation and nitrification
appears to be a factor in causing indirectly
the death of bacteria, which are mechanically
arrested by the adhesive action of the sand
grains. By some it has been claimed that
the bacteria pass into a gelatinous form, the
zooglcea stage; and, being attached to the
sand grains, they facilitate thereby the re-
moval of bacteria in the active vegetable
stage, and of minute suspended particles by
means of adhesion.
C. Chemical. The chemical side of filtra-
tion deals with the removal of dissolved or-
ganic matters and, together with the bacteria,
with the removal of organic matters, accumu-
lated on the sand grains. In many cases it
appears that an action, more or less chemical
in its nature, between certain ingredients in
the water and certain ingredients of the sand
causes the formation of films, containing or-
ganic matter, around the sand grains. This
facilitates the mechanical removal from water
of bacteria by the adhesive action mentioned
above; and it is also probable that this puts
the organic matter in a position where the
bacteria may do their work of destroying it
to better advantage.
In the early days of filtration the mechani-
cal and chemical aspects of the subject were
the only ones which received attention. Since
the dawn of bacteriology much attention has
been given to the question as to how far the
biological side aided in the accomplishment
of purification by filtration. Biological theo-
ries advanced rapidly. By some it was
claimed that the whole process was a bio-
logical one. These theories, however,
reached a point which was untenable, and
for several years the mechanical and chemical
phases have been regaining more nearly their
true significance.
ENGLISH FILTERS.
The type of filters which we have been con-
sidering, and which was introduced at Lon-
don, England, by James Simpson in 1829, is
called by various names. The number has
become so great that they are very confusing.
The principal names given to this type of fil-
ters are as follows:
1. Filter beds.
2. Sand beds.
3. Sand filters.
4. Artificial sand filters.
5. Natural sand filters.
6. Slow sand filters.
7. Biological filters.
8. English filters.
9. European filters.
Of these various names all have more 01
WATER PURIFICATION AT LOUISVILLE.
less significance, although some of them con-
vey an impression which is not altogether
correct. Thus, " biological filter " in the
light of our present knowledge is an unfor-
tunate name, because it gives undue promi-
nence to one of several phases of the process.
Quite recently " natural sand filters " has
been used by many to designate this type of
filters. This expression has considerable
significance in that there is imitated in these
filters the process in nature by which spring
water and other ground waters are purified
by filtration through the upper layers of the
earth. The use of this name is not strictly
correct in this connection, because these fil-
ters are actually of artificial construction, and
the processes go on under conditions widely
different from those in nature. Natural fil-
tration for public water supplies is correctly
applied only to those cases where galleries or
wells are located in the earth near a river or
lake, where the water is naturally filtered,
either from the adjoining body of water or,
more frequently, from the ground on the land
side, where it is naturally filtered through the
earth before it reaches the place of collection.
Natural filters as thus described are success-
fully used in France and in some places in this
country where the geological conditions are
favorable. The water obtained from driven
wells is also similarly purified.
It seems practically impossible to find a
name which will specifically characterize the
construction and operation of this type of fil-
ter, now that so many modifications in filters
have been introduced. In view of this fact,
it is believed that " English filters " is the best
name to apply to them, and we shall use this
name throughout this report. This type of
filter is distinctly of English origin, and Eng-
lish engineers and English capital introduced
it on the Continent of Europe at an early
date, at Berlin, St. Petersburg, Altona, and
other places. For this reason and the fact
that there are several modifications in some
of the Continental filters we prefer to call
them English rather than European filters.
MODIFICATIONS IN EUROPE OF THE ORIGI-
NAL ENGLISH FILTERS.
In England there have been no marked
changes in the construction of filters, al-
though some attempts have been made to re-
place sand with other materials, such as
carbide of iron, and polarite. Improvements
in the efficiency of filtration for the most part
have come, however, from more careful op-
eration, and from extensions in the sedimen-
tation basins. In the latter instance there is
a notable reduction in the cost of filtration of
turbid and muddy river waters.
On the Continent of Europe, however, a
number of modifications in the original filters
have been introduced. The more important
ones are as follows:
Tours, France. In 1856 two filters were,
put in service at this place. They were de-
signed with the view to having the accumu-
lation of mud, etc., on the surface of the sand
removed by forcing filtered water up through
the sand from the bottom, instead of having
it scraped off with shovels as in English fil-
ters. This idea never worked well in practice
at this place, owing to insufficient pressure to
force the water up through the filter. These
filters were abandoned after a time, owing ap-
parently to a failure to provide sedimentation
basins in which the sediment in the river
water could subside by gravity.
Holland. In several places in Holland,
notably at Leeuwarden, Groningen, and
Schiedam, and also at Antwerp, in Belgium,
alum has been used at times to aid in the pu-
rification of colored and polluted water by
English filters. The practical effect of the
application of alum is entered into in detail in
a subsequent portion of this report, and it is
the purpose here only to record its use in
Holland.
Anderson Process. This process has been
in use more or less regularly for some years
at Antwerp, Belgium, and in some small
towns in Europe. Quite recently a large
plant has been installed at Paris, France, for
the purification of water from the river Seine.
Essentially this process consists of passing
the water first through a revolving cylinder
containing iron filings. The carbonic acid
in the water dissolves some of the iron, form-
ing ferrous carbonate. By the air con-
tained in the water this salt of iron is
oxidized more or less rapidly to ferric hy-
drate. The iron when changed into this
INTRODUCTION.
solid, gelatinous form combines with much of
the organic matter, and, like aluminum hy-
drate formed from alum or sulphate of alu-
mina, coagulates the suspended matter, and
makes it easier to filter the water subse-
quently through English filters.
ENGLISH FILTERS IN AMERICA.
Although there are ten or twelve com-
paratively small filters in America, more or
less resembling English filters, it may be
safely stated that this system of water purifi-
cation has never become well established in
this country. Among the principal reasons
of this are the following:
1. The question of cost.
2. The general absence of State or Federal
Boards constituted with adequate authority
to enforce the protection of citizens from pol-
luted water supplies, as is the case in the more
thickly populated countries of Europe.
3. The absence of severe cholera epidem-
ics, such as have led a number of European
cities to adopt filtration with haste.
For a number of years sufficient informa-
tion has been available to show that prac-
tically any water may be satisfactorily puri-
fied by English filters, provided sufficient
sedimentation is first employed in the case
of very turbid or muddy waters, and that the
rate of filtration is sufficiently low. With re-
gard to the question of expense, however, it
has been, and is still, difficult to estimate even
approximately the cost of construction and
operation of filters which will purify a turbid
or muddy water satisfactorily. The reason
of this is that the various elements of cost
differ widely with the local conditions, and
especially with the character of the water to
be purified.
There are two noteworthy points to be
mentioned in connection with English filters
in America. In the first place this type of
water purification was well described in a
report by an American engineer. This
gentleman, now deceased, was Mr. James P.
Kirkwood, Chief Engineer of the Water Com-
mission of St. Louis, Mo. In December, 1865,
he was instructed by.the commissioners to pro-
ceed to Europe and examine into this ques-
tion of water filtration, with a view to apply-
ing this information in connection with the
purification of the water supply of St. Louis.
The publication of the report made a very
valuable work of reference, which has been
used by both American and European en-
gineers. The work was of such a high grade
that it was translated into German in 1876.
In it there are several important suggestions
which have led to improvements in the con-
struction and operation of this type of filters.
The most noteworthy of these points are that
the removal of mud and silt from the water
by subsidence in basins before the water
reaches the filters reduces the cost, and in-
creases the efficiency of filtration; and, fur-
ther, that the efficiency of the operation is
enhanced by maintaining by suitable devices
a uniform flow of water through the filter.
During the past six years, furthermore, the
most extensive experimental investigations
upon the purification of water by slow filtra-
tion through sand, unaided by treatment with
a coagulant, have been made in America at
the Lawrence Experiment Station of the
State Board of Health of Massachusetts.
These investigations have yielded a large
fund of information on the purification of such
clear but polluted waters as that of the Mer-
rimac River.
Another factor which has recently served
to explain in part the slowness with
which American cities have adopted puri-
fication systems for their water supplies is
the fact that there has appeared in America
within the last dozen years another type
of water filter. This type of filter is
described below. It is spoken of as the
" mechanical," " alum," and " rapid sand "
filter. None of these names is particularly
appropriate, and in distinction from the Eng-
lish filters we shall refer to it as the American
filter.
Both types of filters unquestionably pos-
sess merit. But as to their relative merits
for the purification of waters in general, or of
any particular water, we have little or no in-
formation to guide us. In the absence of
facts there have arisen in connection with the
subject numerous statements and opinions,
many of which are partisan and erroneous.
This unfortunate state of affairs has recently
done much to retard the adoption of muni-
IO
WATER PURIFICATION AT LOUISVILLE.
cipal systems of water purification, and will
probably continue to do so until reliable com-
parable data are available.
AMERICAN FILTERS.
This type of filters is the outgrowth of
schemes to purify water for industrial and
manufacturing purposes. Its development
up to this time has been tentative to a marked
degree, and has been in the hands of several
competing business corporations. In 1883
it first attracted the attention of those con-
nected with public water supplies. At that
time it consisted essentially of a large circular
tank in which there was a layer of sand sup-
ported by a perforated bottom. Its chief
characteristic, other than small size, in dis-
tinction from English filters, was the fact that
the sand layer was cleansed of the accumu-
lated materials removed from the river water
by forcing water under pressure up through
the layer of sand. In this respect it resem-
bled the filters constructed in 1856 at Tours,
in France.
Patents were taken out in 1884 to cover a
modification which consisted of the applica-
tion of alum, a salt of iron, or other similar
coagulating chemical, to the water, just be-
fore it passed through the layer of sand. The
custom of applying alum to coagulate water,
in order to facilitate the removal of foreign
matter, has been practised in various ways
for many centuries in different parts of the
world, and the description of it in scientific
literature began about seventy years ago.
The apparent object of the application of
chemicals under the stated conditions are un-
derstood to be a reduction in the cost of
treatment, by doing away with subsidence
basins, and by diminution of the area of filter-
ing surface.
This type of filters was first employed in
the treatment of a public water supply at
Somerville, N. J., in 1885. Since that time
many towns and small cities have adopted
systems of this general type. At present it is
said that over 100 town and municipal plants
are in operation, but among this number there
are none for large cities.
In the last ten years many modifications
have been introduced by the several compet-
ing companies. These modifications, more or
less protected by patents, relate for the most
part to devices for supporting the sand layer
at the bottom; the introduction of filtered
water under pressure below the sand layer,
to enable the filter to be cleaned by a reverse
flow of water; and of agitating devices to stir
the sand during washing, and thus aid the
cleansing process. In the present filters of
the several companies the coagulating chemi-
cals are applied at points differently located
with reference to the sand layer, and with
varying provisions to secure not only more
complete coagulation, but also to effect a re-
moval of some suspended matter before the
water is filtered. To this general account of
the American filters it may be added that a
majority of them are gravity filters where
the water flows by gravity through a sand
layer placed in an open tank. In some cases,
however, pressure filters are used. The pres-
sure filters, in addition to customary devices,
consist of a sand layer placed in a closed
compartment, so that the water can be forced
through the filter under pressure, thereby
avoiding, it is claimed, additional pumping
under some conditions.
Compared with the English filters, the
American filters at present show the follow-
ing principal differences:
1. The American filters are aided by the
application to the water of a coagulating
chemical, which makes it possible to filter
through sand at a much more rapid rate, and
thereby the necessary area of filter is much
reduced.
2. The American filters are cleaned by
passing a stream of water upward through
the sand, with or without accompanying agi-
tation, rather than by scraping off the surface
layers, as in the case of the English filters.
There are of course many other features
of difference, such, for example, as the strain-
ers at the bottom, to hold back the sand, and
at the same time furnish an exit for the fil-
tered water; but the two points stated above
are the principal differences.
EFFICIENCY OF AMERICAN FILTERS, AND
COST OF THEIR OPERATION.
At the beginning of the Louisville tests
INTRODUCTION.
ii
there were no available data which would
show whether or not the American type of
filter was capable of purifying the Ohio River
water; or which of the several companies had
the best filter for sale; or whether any of the
American filters were capable of purifying the
Ohio River water at a reasonable cost. It is
true that some scattering data indicated a
satisfactory purification of certain waters by this
type of filters, but there was other information
pointing to work of an inferior grade. With
regard to the question of cost, practically
nothing was available which would be of any
service in considering the purification of such
an exceedingly variable water as that of the
Ohio River. On the one hand, it was claimed
that somewhat similar muddy waters were
purified at a comparatively low cost by this
type of filter; while, on the other hand, it was
known that a system of purification installed
at New Orleans by one of the prominent
American filter-makers had for some reason
been a failure. What the exact facts and con-
ditions of purification were at the several
places where this type of filter had been tried
could not be learned. In fact there is reason
to believe that they were not accurately
known.
Very early in these tests the results of some
tests of an American filter made at Provi-
dence, R. I., were available. The Providence
work was of much value in indicating that it
was possible with some waters and some con-
ditions to accomplish a satisfactory purifica-
tion by this type of filter. But the Pawtuxet
River water, so far as can be learned from the
limited analytical evidence as to its character,
is very much easier to purify than the Ohio
River water. And it may be safely stated that
a thoroughly satisfactory solution of the prob-
lem of purifying the Pawtuxet water could
not by any means serve as an adequate guide
for the purification of the Ohio water. An
attempt was also made to learn the relative
advantages of the English and American
types of filters in purifying the local water,
but the conditions were such that in this re-
spect the work at Providence led to no de-
cisive conclusions of value.
With regard to the Harris Magneto-Elec-
tric System it was said that an experimental
device at Brooklyn had been successful in pu-
rifying the local water, but no accurate idea
could be obtained as to the cost of treatment.
The Mark and Brownellelectrolyticaldevice,
in which the current of electricity was applied
to the water through iron electrodes, was on
the same principle as the Webster Process for
sewage purification. Eight or nine years ago
the Webster Process was claimed in England
to be very promising, but for the past few
years little or nothing had been heard about
it. As already stated, this electrolytical de-
vice replaces the application of chemicals, but
it was used in connection with American fil-
ters. This portion of the test, therefore, re-
fers to the coagulation preceding filtration.
The MacDougall Polarite System had never
been tried in America, but fragmentary ac-
counts of its trial in England and Egypt in-
dicated that it probably had some advantages.
Such were the conditions found by the
Louisville Water Company when they made
these tests, with a view to finding a practi-
cable method of purifying the Ohio River
water as delivered to the citizens of Louis-
ville.
CONDITIONS UNDER WHICH THE TESTS WERE
CONDUCTED.
The investigations and tests described in
the following portion of this report were all
conducted at the pumping station of the
Water Company, about three miles above the
city of Louisville on the Kentucky shore of
the Ohio River. A plan of the ground at the
pumping station is presented on Plate I.
The Water Company constructed six tem-
porary buildings, four of which were occupied
by the companies which offered purification
systems for examination. One of them was
equipped as the laboratory of the Water
Company, and under the direction of the
writer was furnished with all apparatus and
supplies necessary for analytical work in this
line after the best modern methods. The
remaining building contained a pump with
which filtered water under pressure was sup-
plied for washing the filters. Steam, and
Ohio River water taken from the force main
at a point about 390 feet from the intake, were
supplied by the Water Company to these
buildings. All the piping leading to and from
12
WATER PURIFICATION AT LOUISVILLE.
the buildings, the meters on the water-pipes,
and sewer connections were also furnished by
the Water Company.
During the period preceding Aug. i, 1896,
the four buildings above mentioned were oc-
cupied by the Warren Filter, the Jewell Fil-
ter, the two Western Filters, and the Harris
Magneto-Electric System of purification, re-
spectively, named in the order of their loca-
tion, beginning at the laboratory. This order
was used in the current note-books, and as a
matter of convenience the several systems of
purification will be referred to in this report
in the above order. In view of the fact that
filtration alone was not the only method em-
ployed in the purification processes, the term
system of purification will be used in this re-
port in speaking of the entire experimental
devices of each company, rather than the term
filter alone. By the terms of the contracts be-
tween the Water Company and the other
companies the latter installed their respective
systems, each having a capacity of 250,000
gallons per twenty-four hours, in separate
temporary houses at their own expense. The
several companies, further, managed and
operated their systems without any expense,
risk, or responsibility to the Water Company.
Authority, however, was reserved by the
Water Company to make such rules and
regulations as it deemed advisable in con-
ducting these tests on a fair competitive basis,
and to allow its representatives unrestricted
access to the several systems at all times, in
order that such information could be obtained
as was deemed necessary in the premises.
Mr. George A. Soper was engineer in
charge of the Warren Filter. Messrs. Will-
iam M. Jewell and Ira H. Jewell, officers of
the Jewell Filter Company, were in charge of
the Jewell Filter. Mr. Charles T. Whittier
was chemist in charge of the Western Sys-
tems. The writer wishes to express his ob-
ligations to these gentlemen for their cour-
teous cooperation with him in conducting
these tests.
The Warren Filter and the two Western
Filters were removed promptly at the close
of the competitive tests. Aug. i, 1896. The
Jewell Filter and the Harris Systems were not
removed at once. During August, 1896, ar-
rangements were made with the Harris Com-
pany to utilize some of their appliances in
supplementary tests made by the Water Com-
pany, and, when the investigations were re-
sumed at the beginning of 1897, arrange-
ments were also made by the Water Company
whereby these two experimental plants could
be used, in order to guard against delays.
In the tests of electrolytical devices from
Jan. i to March 10, 1897, the professional
services of Profs. Mark and Brownell were
retained by the Water Company to devise
necessary electrical appliances, and to consult
with officers of the Water Company with re-
gard to their operation. These new devices
were installed at the expense of the Water
Company in the temporary house formerly
occupied by the Warren Filter.
The settling tank, clay extractor, and po-
larite filter used in the MacDougall Polarite
System were constructed by Mr. MacDougall
at his own expense, and in connection with
the Jewell Filter were operated under the su-
pervision of Mr. John MacDougall.
The tests of methods and appliances car-
ried on solely by the Water Company were
made under the direction of the Chief En-
gineer and Superintendent, Mr. Charles Her-
many, and of the Chief Chemist and Bacteri-
ologist. A large share of the engineering
portions of the work was done under the gen-
eral supervision of Mr. Hermany. and the
writer desires to express his obligation to him
for much valuable advice and assistance upon
the entire work obtained in frequent confer-
ences throughout the progress of the investi-
gations. A large amount of construction and
repair work in the course of the tests was ably
done by Mr. John Wiest, the engineer in
charge of the pumping station.
There was a considerable difference in the
amount of work to be done at various times
throughout the tests, and, accordingly, the
number of assistants employed by the Water
Company varied from time to time during
the two years of investigation. The number
ranged from two to seven, and averaged a little
more than three, exclusive of the stenographer
and porter. In addition to the construction
and repair work on pipes and meters, the
Water Company funished an engineer during
the competitive tests to operate the wash-
water pump.
IN TROD UCTJON.
The following gentlemen were engaged as
assistants during these investigations, and to
their faithfulness and industry a large share
of the success of the work is due:
Mr. Chas. L. Parmelee, Assistant Engineer.
Mr. Robert S. Weston, Assistant Chemist.
Dr. Hibbert Hill, Assistant Bacteriologist.
Mr. Joseph W. Ellms, Assistant Chemist.
Mr. George A. Johnson, Clerk and Assist-
ant Bacteriologist.
Mr. Reuben E. Bakenhus, Assistant.
Mr. Harold C. Stevens, Assistant.
All analytical work connected with these
investigations was done in the laboratory of
the Louisville Water Company, with the ex-
ception of the necessary mechanical analyses
of filtering material, which were made at the
Lawrence Experiment Station by Mr. Harry
W. Clark.
At the outset of these investigations it was
arranged that bi-weekly reports of progress
should be made by the Chief Chemist and
Bacteriologist to the Directors of the Water
Company, and to them alone. Early in the
competitive tests the Jewell Filter Company
and the Cumberland Manufacturing Com-
pany requested the Water Company to keep
them informed as to the daily results accom-
plished by their respective filters. The Water
Company, in response to this request, offered
to furnish the operators of the filters tran-
scripts of analytical results obtained from their
own filters (without any comments, sum-
maries, or conclusions), provided the filter
companies would reimburse the Water Com-
pany for the additional expense incurred,
and that the transcript of the results would
not be used within a stated period for any
purpose other than as an aid to the intelligent
operation of their respective filters. The
Jewell Filter Company and the Cumberland
Manufacturing Company accepted, but the
Western Filter Company declined, this propo-
sition. In compliance therewith the amount
of analytical work was increased, beginning
Feb. I, 1896.
In order that the present report may be
more readily understood it is divided into six-
teen chapters, as shown below, giving the full
results of the investigations in their logical
order. With the exception of Chapter I, on
the composition of the Ohio River water, and
upon which additional data were obtained in
1897, the first twelve chapters are presented
in substantially the same form as prepared in
1896. It will be seen that the remaining
chapters deal with the work of the current
year. In the appendix are recorded the
methods of analyses employed, and several
other matters of purely technical interest.
The chapters into which the report is di-
vided are as follows:
I. Composition of the Ohio River water.
II. Description of the application of
chemicals to the Ohio River water
by the respective systems of purifi-
cation.
III. Decomposition and subsequent dispo-
sal of the alum or sulphate of alu-
mina solutions applied to the Ohio
River water.
IV. Coagulation and sedimentation of the
Ohio River water by aluminum hy-
drate, formed by the decomposition
of the applied alum or sulphate of
alumina.
V. Description of the filters through
which the river water passed after
coagulation by aluminum hydrate,
and partial purification by sedimen-
tation.
VI. Summary of the various parts of the
respective systems, and a record of
the repairs, changes, and delays.
VII. The manner of operation of the re-
spective systems of purification, and
the amount of attention given there-
to.
VIII. Composition of the Ohio River water
after treatment by the respective
systems of purification as shown by
chemical, microscopical, and bac-
terial analyses; together with a
tabulation of the most important
data upon the operation of the re-
spective systems.
IX. Summary of the principal data upon
the efficiency and elements of cost
of purification, by the respective
systems, of the Ohio River water,
divided into twenty periods, accord-
ing to the character of the unpuri-
fied water; together with a discus-
WATER PURIFICATION AT LOUISVILLE.
sion of some of the more impor-
tant features.
X. Description of the Harris Magneto-
Electric System of purification, and
a record of the results accomplished
therewith.
XI. Description of the devices operated by
the Harris Company in July, and a
record of the results accomplished
therewith.
XII. Investigation by the Water Company
in August, 1896, into the practi-
cability and economy of the devices
operated by the Harris Company.
XIII. Description of the Mark and Brownell
electrolytical devices, and a record
of the results accomplished there-
with.
XIV. Description of the MacDougall Po-
larite System, and a record of the
results accomplished therewith.
XV. Description of the methods and de-
vices of the Water Company,
tested during 1897, and a record
and discussion of the results ac-
complished therewith.
XVI. Final summary and conclusions.
Appendix, containing technical records of
methods of analyses, etc.
COMPOSITION OF OHIO R1YER WATER.
CHAPTER I.
COMPOSITION OF THE OHIO RIVER WATER.
THE water of the Ohio River at Louisville
varies widely from time to time in its compo-
sition. This variation is caused by a number
of factors, among which are the following:
1. The size and varying geological forma-
tion of the watershed.
2. The number of comparatively large
tributaries which drain areas of distinctly un-
like geological character.
3. The amount of precipitation (rain and
snow).
4. The distribution of the precipitation
over the watershed.
5. The condition of the soil at the begin-
ning of heavy rain-storms.
6. The amount and rate of precipitation
during single storms.
7. The stage of the river.
8. The velocity of flow of the river.
9. Agitation of the water in the river, due
to wind-storms, etc.
The watershed of the Ohio River above
Louisville is about 85,000 square miles in
area. This area includes portions of the
States of New York, Pennsylvania, Ohio, In-
diana, North Carolina, Virginia, West Vir-
ginia and Kentucky. Wide extremes in
geological formation exist in' the watershed.
At Pittsburgh the Alleghany and Monon-
gahela rivers unite to form the Ohio River.
West of the city of Pittsburgh the drainage
of this portion of the watershed finds its way
into the Ohio River through thirty-three
principal tributaries and a great number of
smaller affluents. East of Pittsburgh there
are numerous affluents to the two main
streams, but they are correspondingly small
in size.
The total population resident on this
watershed above Louisville is estimated at
4,500,000, of which 1,575,000 is contained in
220 towns and cities, according to the census
of 1890, increased 15 per cent, for the six
years of the present decade. The nearest
city discharging sewage into the water which
passes this pumping station is Madison, In-
diana, situated about 50 miles above Louis-
ville, with a population of about 12,000. The
next city is Frankfort, Kentucky, situated on
the Kentucky River 67 miles from its
mouth. This city, has a population of about
10,000. The Kentucky River joins the Ohio
about 57 miles above Louisville. The
nearest large centre of population discharg-
ing sewage into this water supply is at Cin-
cinnati, Ohio. Opposite this city are the
cities of Newport and Covington, Kentucky.
Their aggregate population (three cities) is
about 420,000, and they are distant above
Louisville about 150 miles by river.
At the pumping station of this Company
where the tests and investigations were con-
ducted the Ohio River is about 1700 feet
wide and 20 feet in average depth at low
water. At the Ohio Falls, which are about
three miles below the pumping station and
opposite the city of Louisville, the river is
about 4400 feet wide at low water. When
very heavy freshets or floods occur in the
Ohio River in this locality they cause the
river to overflow its banks at the pumping
station, and reach to the bluffs which run
parallel to the river on the Kentucky side.
The width of the river is then about 5500 feet.
The rises and floods in the Ohio. River,
with their associated factors, produce wide
and rapidly changing variations in the com-
position of the river water. Owing to the
fact that the composition of the river water is
a prominent factor in the cost of purification,
analyses were made practically every day dur-
ing these tests of the water before its appli-
cation to the systems of purification. Before
giving attention to the results of analyses,
however, the question of frequency and depth
of freshets or floods is to be considered.
i6
WATER PURIFICATION AT LOUISVILLE.
FRESHETS OR FLOODS IN THE OHIO RIVER.
Freshets or floods may be considered as
stages or depths of water in the river which
are above the normal. Their frequency and
magnitude depend upon a series of factors
connected with the rainfall on the watershed,
and are very irregular. By virtue of the in-
fluence which they exert indirectly upon the
cost of purification, and the method leading
to the most efficient and economical results,
they are worthy of very careful consideration.
This is especially true in connection with this
report, because inspection of the data pre-
sented in the following table shows that during
the period covered by the first portion of
these tests the magnitude of freshets or floods
was below the normal for the past thirty-six
years. Practically speaking, this means that
the average amount of mud, silt, and clay sus-
pended in a given volume of the Ohio River
water during these investigations and tests
was abnormally small.
In the following table is given a summary of
the number and magnitude of the freshets or
floods which occurred in the Ohio River at
Louisville during the past thirty-six years,
1 86 1 to 1896, inclusive. This was obtained
from curves prepared annually by the Water
Company from data obtained daily at the
pumping station during the entire period.
These annual curves were made from plot-
tings of a convenient scale, in which the ab-
scissae correspond to the number of days in
a year, and the ordinates to depths of water
above the low-water level. By connecting
the points plotted in this manner curves have
been obtained which show the depth of the
river water for each day of each year of this
period. The number and extent of the fresh-
ets or ^floods were obtained by noting those
portions of the curve corresponding to rising,
fairly stationary, and falling stages or depths
of water in the river. The end of a given
freshet or flood is shown by a return to the
normal depth of water, or by the beginning of
another freshet or flood quickly following the
one in question. To obtain the depth of a
given freshet or flood from these curves the
difference in elevation is noted between the
initial and highest point of the given portion
of the curve.
PLAN OF ANALYTICAL WORK.
In the determination of the composition of
the Ohio River water, as shown by analyses,
attention was directed to the physical, chemi-
cal, and biological characters of the water.
Physical Character. Upon this point the
examinations included observations on the ap-
pearance and character of the matters in sus-
pension, and on the odor, color, taste, and
temperature of the water.
Chemical Character. The chemical analy-
ses included the determinations of the total
amount by weight of the mineral and organic
matters dissolved and suspended in the water;
the amount of organic matter in solution and
in suspension; the form in which the nitro-
gen was present in its passage through the
cycle from crude organic matter (albuminoid
ammonia) to completely mineralized matter
(nitrates); the alkalinity, due chiefly to the
carbonates and bicarbonates of calcium and
magnesium, which indicated the amount of
alum that could be effectually decomposed by
the water; and the amounts present of chlo-
rine, dissolved alumina, iron, and fixed residue
on evaporation after ignition to burn up the
organic matter and effect incidental changes.
These determinations compose the regular
sanitary and technical chemical analysis of
water for work of this class.
In addition to the regular chemical analy-
ses, as stated above, there were made from
time to time as occasion presented special
sanitary and technical analyses. Among
these were included the determination of the
amounts of free (atmospheric) oxygen and car-
bonic acid gases, dissolved in the water; and
the amounts of incrusting constituents of the
water in connection with its adaptability for
use in boilers.
Mineral analyses were also made of several
samples of water which were representative
of different grades in the wide range of com-
position of the water met with in these inves-
tigations. These analyses consisted of the de-
termination of the principal metallic elements
and the acids present in the mineral com-
pounds contained in the river water.
Biological Character. The biological analy-
ses consisted chiefly of the determination of
the numbers of bacteria present in the water,
COMPOSITION OF OHIO RIVER WATER.
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WATER PURIFICATION AT LOUISVILLE.
and of the examination of the species of bac-
teria with special reference to their connec-
tion in the causation of disease.
Microscopical examinations were also made
from time to time to learn the numbers and
kinds of algae, diatoms, infusorise, etc., pres-
ent in the river water. These microscopical
analyses differ distinctly from the bacterial
analyses in that the former relate solely to
those relatively large micro-organisms which
may be counted and classified with the aid of
comparatively low powers of the microscope;
while the bacteria are so small (about o.oooi
inch in length) that they require for their
enumeration and classification special meth-
ods of laboratory procedure.
Preceding the several tables showing the
results of analyses there will be found ex-
planatory notes, calling attention to the na-
ture of the principal points of practical
significance. At the close of the report is an
appendix in which is presented a record of
some of the more important features of the
analytical methods from a technical stand-
point.
The plan of analytical work, which has
been briefly outlined in the foregoing para-
graphs, may be made plainer by the following
synopsis :
Synopsis of Analytical Work.
1. Physical: Appearance, odor, color, taste,
and temperature.
2. Chemical: Regular sanitary and technical
analyses.
Special sanitary and technical
analyses.
Mineral analyses.
3. Biological: Microscopical examinations.
Quantitative bacterial analyses.
Identification of species of bac-
teria, with special reference
to the causation of disease.
Place of Collection of Samples of River Water
for Analysis.
Samples of river water for analysis were
collected from a tap on a 6-inch pipe. This
tap was kept open during working hours.
The 6-inch pipe was about 230 feet in length,
and connected with the force main leading to
the distributing reservoir at Crescent Hill.
From the intake to the point where the 6-inch
pipe branched from the force main the dis-
tance was about 390 feet. In this distance
the water passed through the pump well and
the pump which was operated to supply the
city.
The intake of the water supply is located
3.5 feet below the low-water stage and about
100 feet from the Kentucky shore at low
water.
Manner of Collection of Samples of River
Water for Analysis.
After the investigations were well under
way it was the general custom to collect on
each working day, from the above-described
place, one sample of water for regular chemi-
cal analysis, and two or more samples for the
determination of the numbers of bacteria.
When the systems of purification were in op-
eration night and day samples of water for
both chemical and bacterial analyses were col-
lected once in six hours. In the case of the
chemical samples four portions were mixed
together to give a representative sample for
the day.
Samples of water for other analytical pur-
poses were collected from time to time as
occasion demanded, and as the pressure of
regular work allowed of their analysis.
All samples were placed in a large ice-box
during the period which intervened between
their collection and their analysis.
PHYSICAL CHARACTER OF THE OHIO RIVER
WATER.
The most noticeable of the physical charac-
ters of the Ohio River water is its appearance
with regard to the matters suspended in it.
At no time was the river water clear and free
from suspended matters. During October
and the greater part of November, 1895, the
water was comparatively clear; but even at
that time it had a distinct turbidity due to
the presence of minutely divided particles.
The first heavy rains caused the water to be-
come muddy. From that time until the close
of the investigations the appearance of the
COMPOSITION of OHIO RIVER WATER.
river water possessed a wide range of rapidly
changing variability.
As a means of expression of the relative ap-
pearance of the Ohio River water the use of
adjectives fails utterly. The best idea of the
varying appearance of the water is obtained
from the results of the daily determination
of the weight of the matter suspended in it.
These results form a portion of the regular
chemical analyses; and reference is made to
the following tables in which they are pre-
sented, and to an explanation of them in the
note which precedes the tables. Here it will
suffice to state that the weight of organic and
mineral matter suspended in the water ranged
from i to 5,311 parts per million. The ratio
between the weights of the maximum and
minimum suspended matter, therefore, was
5,311 to i.
The appearance of the suspended matter it-
self was quite different from time to time,
ranging from a light gray to a dark red color.
A series of factors influenced the appearance
in this regard. Prominent among them was
the character of the soil on which the rain fell.
The extreme conditions of muddy water in
connection with the appearance of the sus-
pended matter were noted in March and in
May, 1896. During March heavy rains fell
throughout the valley. All the tributaries
were in flood, and during the last days of
the month, when the velocity of the Ohio
River was great, the water had a decided
red appearance. These particles were
comparatively large and came, apparently,
from the upper portion of the water-
shed.
In April and May, 1896, there was a period
of extended drought and the surface of the
earth was very dry. The rains which came
during the last week in May produced muddy
water, which contained an immense number
of minutely divided particles of a light gray
color. This gave the water a yellowish ap-
pearance. Some of the particles were smaller
than bacteria and measured under the micro-
scope less than o.ooooi inch in diameter.
Naturally enough this water was very difficult
to clarify.
Between these extreme conditions of ap-
pearance there was a wide range of intermedi-
ate conditions, depending upon the relative
influence of the series of factors outlined on
page 15.
During 1897 there was a still greater range
than during 1895-96 in the amounts and
character of the suspended matter in the river
water, although at no time were the clay par-
ticles finer than in May, 1896. Further, it
appears that the heavy mud is most prevalent
during the winter and early spring, while the
fine clay prevails in the late spring and
summer.
Odor of the River Water.
The Ohio River water, when it was not
heated, possessed as a rule a faint odor, the
intensity of which was somewhat variable.
Occasionally the odor was quite pronounced,
but often no odor could be detected. Dur-
ing the fall, winter, and early spring the odor
was usually musty, sometimes aromatic and
resinous. After the rains in the spring the
odor had a vegetable character at times.
Upon heating the river water the odor be-
came stronger, especially in the case of the
vegetable odor noticed during warmer
weather.
In practically no case, however, was the
odor disagreeable, or stronger than would be
expected in a surface water of this kind.
Color of the River Water.
It is the suspended particles in the river
water which give to it a color. This has al-
ready been referred to under the appearance
of the water.
When the water is freed from its suspended
particles it is practically colorless.
In the following tables containing the re-
sults of the regular chemical analyses will be
found a record of the amount of dissolved
color, expressed in units of the platinum-
cobalt standard. These color results were
obtained after the suspended particles had
been removed by the passage of the water
through a fine paper filter or a Pasteur filter.
Taste of the River Water.
Disregarding the suspended matter, the
taste of the river water is satisfactory, al-
20
WATER PURIFICATION AT LOUISVILLE.
though the salts dissolved in it, especially the
lime, give a slight taste which is noticed by
those accustomed to drinking a softer water.
There is at times a slight earthy taste to the
water.
The suspended matter cannot be regarded
as other than objectionable. But after per-
sons become familiar with this kind of water
there appear to be comparatively few com-
plaints, except when the water is very muddy.
Temperature, of the River Water.
The results of observations on the tem-
perature of the river water, expressed in de-
grees centigrade, are presented in the
tables beyond, containing the results of the
regular chemical analyses.
CHFMICAL CHARACTER OF THE OHIO RIVER
WATER.
In the next set of tables there are pre-
sented the results of the regular chemical
analyses of the river water from a sanitary
and technical standpoint.
The times of collection, the temperature,
and the color results will be readily under-
stood from the foregoing pages. They are
recorded here as a matter of convenience.
The remaining columns contain the resul s
of the several chemical determinations. An
outline of the analytical methods used in these
chemical determinations will be found in the
appendix. In order that the practical signifi-
cance of these results may be understood more
clearly a brief explanation of them will be
given.
Explanation of the Results of Chemical
Analyses.
*
The several points will be taken up in the
order in which they appear in the tables.
Form of Expression. All of these results
are expressed in parts per million. The exact
meaning of this is that one million parts of
water by volume contained the several sub-
stances in parts by weight to the extent in-
dicated by the figures.
These results may be converted into grains
per United States gallon (231 cubic inches)
by dividing by 17.1.
Oxygen Consumed. The results of this de-
termination indicate the amount of organic
matter present in the water. By analytical
methods there is measured the amount of oxy-
gen which is actually consumed by the or-
ganic matter in the water, as it is converted
into a comparatively stable form not readily
capable of farther decomposition by ordinary
means.
As nitrogen cannot be oxidized by this
method these results are generally considered
to be indicative of the amount of organic
matter of a carbonaceous nature.
Nitrogen as Albuminoid Ammonia. When
water containing organic matter of a nitrog-
enous nature is distilled with a strong alka-
line solution of potassium permanganate, the
organic nitrogen is changed to ammonia.
This ammonia is spoken of as " albuminoid
ammonia," and the results of determinations
by this method indicate the amount of or-
ganic matter of a nitrogenous nature.
A comparison of the results of analyses by
the last two methods indicates that the nature
of the organic matter in the river water varied
considerably, according to the relative results
by these methods for its determination.
It will also be noted in the tables that the
results by the second method show the
amounts of organic matter in suspension and
in solution, respectively. Comparatively
speaking, the amount of nitrogenous organic
matter in solution is fairly constant, although
it varied somewhat at different seasons of the
year.
Nitrogen as Free Ammonia. Upon the dis-
tillation of the river water without chemicals
there is obtained in the distillate a small quan-
tity of ammonia. This is known as the
" nitrogen in the form of free ammonia." It
measures the amount of nitrogenous organic
matter which has undergone the initial step in
the decomposition of organic matter by na-
ture.
This decomposition in nature is accom-
plished in the presence of oxygen by bacteria
which eventually convert crude organic mat-
ter into harmless mineral matter.
Nitrogen as Nitrites.- These results show
the amount of organic matter that is in the
COMPOSITION OF OHIO RIVER WAT.
21
RESULTS OF CHEMICAL ANALYSES OF THE OHIO RIVER WATER.
(Parts per Million.)
UOJJ
^^^^^^^^^^O^^^^c^^^^^cn^^^vn^^^^oo^^^^^oo^^oo^^
OOOOOOOOOOOOOOOOOOOOOOOOOOO'->-<W'-wwNWWww
^vp^a
ooooooooooooooooooooooooooooooooooooooooo
JW-IT
^SS *85^Sg;S3SS^8oSoS&&8a8'&# S > > So'S
Fixed Residue,
after Ignition.
p3A|OSS]CI
PWX
Residue on Evap-
oration.
p3A|OSSfQ
ff*?S535S&RS3t&t5lssffffS?53S$&! i []J8]Jj|
. papU3 d Sns
TO
ff?nnHXikm^m'fl}fiiimi j j li ; is ; i -i
"
co-a-OuirOOOOOO>-OOOcoc<i-iO^OooON'no1-- -O >n -m
4iij^SS^RR^asa5.34^^RS^3 : : :& : :3 : : :
SB
oooooooooooooooooooooooooooooo -o -o -o
SB
nmu-)minr^^nr->.ninmoOOOOOOOOOOOOOOOnO -O -O -O
808808008800000000000000000000 -o -o*- -o
C sc
S.
cooo r~> O wooco -fwooeo Ococo -foo W OO WWOoo Ooooo O WinO OOOt^-w OO OO WW
NW cnc^ S w mw - r-ooo WOO 0>r-.w -Tr^i-mr^^Mccoooin-twr--l-enO'-' - O
Nttroji
as
Albuminoid Ammonia.
p3A[OSSIQ
papuadsng
OOco wc -i- n CO Tf-twO wo3 -too O O O -t^tWO WO OO OoO WO meow O WOO O
MV)MMOMMOMMOOO M OOOO OOOOOOOOOOO'-'OOOOOOOOOO
pnox
OO WO WOOD 'tW OOO WOO Cl -tO N -t W O "t-tO W QO OOO ^ttW t*>OO tOOO QOOW
^l?cn?>w' t WcTwWCOWW--iN > WWWH- "wWWWWWWNWWWWH-i~.C4l-'i-ti-iH-Ci-i l -.
pamnsuo^ uaSXxo
uo[o3
it O w c* s r-O c%*O -t>~ W c>t r CT>'^ OoO i- 1-1 W 'tcoco r^>nOooOoo O O >- O^N mw o^O CT>QO
.2,SS3Sx
J3A1H JO S33E1S
j---odM--MH;d--<i-Mc;-M-^ci44m :4cA :^ :
Collected.
D
O
3 . . 7. S S 2 - S - -
i, ~ CU " < 0- B,' s.'
rf TJ ~
O 1 GO -t
t^ CO O>
3
q
vi tn v>
O O O
Z: "Z "Z
in O u iT
os^rt r^co o^n w f^^tnO co o >-MW t^-o^w *tO w to xro t~ O^ w co *t O s O n Kn t'l ^t trO *^* oo K/I
o5M M i* M n M o cl c* cn> en MI-.WWWWWNW 1 - tM rt'~ ll ^rt'~''~''~ l rt
1-1 E C C
> o UuVUCJU
VKRW
i- tnO CT>w moo W moo *- -to O>w mooo O w -t""to O moo - ^t-O>w m^co I-Q itgfh
WATER PURIFICATTON AT LOUISVILLE.
RESULTS OF CHEMICAL ANALYSES OF THE OHIO RIVER WATER. Continues
(Parts per Million.)
UOJJ
** O O -u-i^r>.- -O o OOmwtOWOconcoOmOOOOOOinOl-*-O
* Average samples collected Dec. 27, 10.05 A.M.; Dec. 28, 9.56 A.M.; Dec. 30, 10.56 A.M. f Average samples collected Jan. 8, 2.50 P.M.; Jan. ic 1.42 F.M
w in O -tO O m HI r>. i-s r- mo co COM r^-Trmr^ococoO Oco rfcomO
~l-n.VP~l.-ia
OO O * O O O * O O -OOOOOOOOOOOOOOOOOOOOOO
O *n . . O O m in * O -<NO'~'COOCMMWONOr^HiOi-iOr^OO
w Tf -O * m rj- r--. -r^-rj-- .coNOW^-tme^OOOcoOTO'-r-r-mO
; ; ; ; ; ; - 1
Fixed Residue
after Ignition.
P^oss-a
*% : : S. : :ooo^ ico^c?: :mo c ^co^S2"'^ggo r coZrSoo^oS<
. . . .
papuadsng
M 5 : [s: is 5 ?: ; 8 : ? : IHS^IIiHlR^R-liUffRSff
i*>i
Oc* *co- ^r > -O -t co dOHiNwcoOOO-'OONcoo OO c* co *- rf
m m co ^fco HI O ^ * * M *f o O N -t-mOO O OO^ or^'Tin*^ co N O H
Residue on Evap-
oration.
.p, AI os. !a
SS : :: : :SS? : : :K : : 8 g^2 2So S;?:5 ^S'S 5C-5 8 g>?^-8 ?S"
" " . . M . .
papuadsnc;
^?8 : : : ISS'S : : 5 : S- i : RS;??^^-?^ ?" -g SS 5-S^S^ 2 s
.... .... ~
,*,ox
1 I :f : |S j :f ]S: iHslHlHpfUHIIlfll
--Mo.no
coo -O 'OOO r O * 'Nr>-NcOTOcocotnoMOOOOONOr*.Oco
C4N . . W HI . .Hl.l-(..HlHIC|HI(-l p-,
|
Z
SB
MN -W NCOCO- tO W WNHiMHiNWWNWHti-.i-iMNCOCOWMNi-ii-i
SB
O O ^ * O O O w* O O coco o co co rco o co r- oco O OOO OOO O r^*
M -HI co HI -O -HiHiOOQOOOOOOOOOOO O-'O'-'O
00 -0 'OOO -0 -0 OOOOOOOOOOOOOOOOOOOOOO
. . . .
Biaommv *A
NCO co -ooo o N ooo-rooo-tf'-rooc)OOOMOMtc<ci
HI .M . -OOO O -O - OOOOOOOOOOOOOOOOOOOOOO
. . .
as
Albuminoid Ammonia.
. W KI
co m O m N-I-* *co *w *O r*co co co co r^ r^> O O O Oao O r^* r- eo ir>o "to "*
H>M .HH .HiNH, . .H. . . -H.OOOOOOOH.OOOOOOOOOOOOO
. . . .
,,p UsdSnS
rto "t -Tj-Oco -O -O OcOO'^'OOcocOOcOOCOcO-tcocO^OO'JUOCi
Oe* -o* ^ HI . -o *O * -wcocoHiH.cocominmco Mwwco-t N
pamnsuoo uaSXxQ
to o^ ) u,***^oo^o^^coa, ) o.^^oor.o-0^0 T
J0|03
SSSSSj.
HI OW M t^- coOcoTj-eOHiOOcoOOCicOOMMcoWHiNC*OOHi OO m O m O
coeo.NM . : H,H,H,H, N t0^^^^^inco^intnininin^^^^^^cONM
J3 A, H 7o S s^.S
HI r*.O'OOr^' -Ococo -OcoOr^*inoN*i-ino*-'Owcc*1-*l-incowOOH!CO
CO - COCO COr>. -OTf-T -1-tOOm .OCOCOCOCOCOOOMCI-i--iOOOOOOt^
n
V
1
"o
U
3
O
ffi
S 33 S S S S S - S - v S S S ,
A- ^ _^_ < &-
c c c c
rt rt rt rt
O *T HI
HI co r^ O
Q
(/> en en w
o o o o
t-r ^ ^ ^
+ f+ + *~*
M . "- 1 -, i- u. u
O - v * 6 u* U_i_o
-**KWS
COMPOSITION OF OHIO RIVER WATER.
RESULTS OF CHEMICAL ANALYSES OF THE OHIO RIVER WATER. Continued.
(Parts per Million.)
,,
co w co O OO O O O cOO coco W TTO T co O Too OO n W co ^OOt^-OOOOOWcoO co
r f O O T O T CO CO W T O m CO W T CO CO CO T O W 100 I in Q tn O OOO TO W O W >- O *
W TCOCOTW *-" W - W T T CO T CO W W WW
EUItUniV p3A[OSS|Q
oooooooooooooooooooooooooooooooooooooooo
XJIUI|EJ11V
OOOoOOOOcoNONt-'OOcOi-r-iocoOOOwOOtnOOcoO t - 1 OOTHi'-'Or*
i toco O*H or OO o T to oco co O r- T co r T ~ r^-oo O co "-" co o i coo <-" r- co O Too
TTTTiotnmO >OO mo o too O O O in tnO TTTcOTTinmminmO Tcow w eococo
Fixed Residue
after Ignition.
,OA,., S S, a
T I"- O TCO Q co 10 ir.c/5 i-^ r- O ft O r- to O w co w -T I r O toowco woo coO -~co ci O O ci
OOOOCOOOOcooOH<O*HWW*-i-H>-iOOOO Oco l> l^-co l Oco OcO O O oo O 10 in tnO r>
*
papuadsng
8 ^25'S,2cg > S5 1 5 Z3S&Z3$53S IpffflflHpHHIl
pnoi
T w N TO en t^ O *n O T ooo en O N O w t enco eno r^-OTW TTTTen cnco o T OO O
O O T*rmnr^o "nencoco r-.t^r^oo toOco oenoclOO - woo Oco TO I^fi./i^-co Tco
2 '* Tr " T 2.. ai 2 mm
Residue on Evap-
oration.
, 3 A 10SS!a
vOOM,-o>n'nONTNT^I^OT inco O t- - - l^O >r>O - - N O u-. t. O T T 1^
MM M
TWO too moo mtnwcoOO f*-m-TtonOco Ol"-O W - l^-tnw COTO cocoo Woo toO W
mo X
Oco wco wo TO OTTO T M >-t c-i w TI^O o o ro w cooo o TO-I tofiw r^tonooo
S u !JOmD
oo r^tnmoo TOooo O cotnO mTTow mnO O Ooo *-i TOO w mi-, o TO -" tnM mo
T T in to to tno OOr^-O"^ WW >-*O O f^-oo OO O T T toco tn T to in uiO O O O T co co co CO
H M M M M
SB
OO^TT^vnor-r,t->o^.Tmr-m^0-ol-~OMMOO-TcnOOMMM
SB
r^ o O tr O r^ OO *-O O ** O | O O "^co lor^-coini^Tcou^'O r^. OO trao oo^^O "OtntnO
OOOOOOOOOOCOOOOOOOOOOOOOOOOOOOOOOOOOOOO
Biuomuiy 33*>i
a ' SB
Soooooooo'ooo 1 ooo 1 o^oo 1 oo > ?* oooooooooooo > o'o > o*o'o >
Nitrog
as
Albuminoid Ammonia.
p3A|OSSJQ
TW QO O WOCO W TO O T W N CO O T TO 1"WO WCOO O TWCO OOCO OOCO TTW O
OOOOOOOOOOOOOOOOOOOOOOOOOOOCOO'-tOOOOOOOOO
pdpuadsns
On-h-oOOOOOOOOOOOOOOOOi-OOTTCOcowcow r^oo Oco to T to w co
-
MKJOX
ri\OOf<ooTcocriOTW'OOOOTooOOMooQOOOTWTTTWWWOOOOOOO
M ~
pauinruo3 uaSAxQ
oo cotnQcoO w tn co uicow o^. M cotnOO O woo W COM OtocoTO Ooo O TOO tn r> r-
COCOTCOWW cow w - w w w -H w www w cotnTr-coo Ooo fco t w co to loco coco ro r^
JB [0 3
.2n S fd 3 x
O tniocoOoo O M O tniO TO nO ww O OO W W OO *oO tncoO Ooooo O ui " M Tmw
WJ
M3AIH jo saSEis
coO >-> co r^ n to r^oo JO O O tn r^-o too O w wcoOco r-O toomi-iooco iw eoi'* cooo r* t-t
^OOtotnmmmmtnOOOOOOOr-r-J-coowrocotOWM^-O-wmcoOwO^T
Collected.
I
s s
OOOOOOtnOOOOCOOOOOOOOOOmtn OOOOOOOOOO
ood oooooooooooooooooooo o* ***** -,000000000
d
1
too lco O O
W W W W W CO
mo lco OW coT*r>o t-OO M w COTO r->co OO - cOTtno r co OO HI M c* COTO i^-oo o
q0 ,n N1E!J , S
M TOWI^-OO O*t-*^WO H^ TO coO O tnco w O O TOO Too WOO TOO W O O n O COO
O O O M ^ w w w cocoTTtommOO t~- r i co ao O OOO O O ** M W w W cOCOTTTtnm
M
a."
?,
in
s
ft
WATER PURIFICATION AT LOUISVILLE,
S
I
H
H
I
tA
O
o
<
z
<
_4
<
u
w
X
'UOJJ
M o W N O"^CGCOCOCOO O OO O N toco O O W teof*-co O n ^ utO CO co N -tO
*^ S
^
^ "*
OJCor-co.n.nOvOcONto^C.cn^c.^wm^-T.n.n.o.O-O.OW.tNvCOI^.Om
~i-ivp.Au-.ia
ooooooooooooooooooooo-ooooooooooooooo
AllUllBJHV
OOOOOM^-O^NOMOOO^NOOMOO^OOOCO^ONOOOO-OOOOOO
K ? 5 "^ ^"3- ? S S '? ^ S 2, E m ^'S.'S %~2> S ^," S S 2 2 S 1 ?, SS 5
Fixed Residue
after Ignition.
p^.o.s.a
t^ t^ r> r^-co co co co O O O O O O Oco O OOOC*OO' |kH '^OOO co O O O O O " O
pspuadsns
C4OMM MMI-II-IIN-IMMMM
,>o X
r^--ttotNO w r>.O -tcooo "tw c* O w N Oco tr^oco N inmtoi^-nNco Oco to
X S s
c. P. p;
|8g
Residue on Evap-
oration.
*M-
el rj- n o O O O co OO O >r> ~t 10 N O *"* ""J" W *t O O r- O O "t~O t^* co Oco i/)O ^* too M
papuadsns
w -too ft mOO i^OcO M - voco Noo W rM O cotr^-^tw M mco r>.*tO Ot-^ow w M
,H,OX
* Average samples at 9.30 A.M., 9.00 P.M., 3.00 A.M., 9.00 A.M. Average samples at 9 oo A.n
t April 30 and May i. Average samples at 9.30 A.K
; Average samples at 3.00 P.M., 9.00 P.M., 3.00 A.M., 9.00 A.M. f Average samples at 12.00 M
3UI40JIQ
t "t -tO OOt^r^O ONOco r^-O O O O Oco "-'OO'- | NOO b-t - l OwW-tWMON
oi w M M o O O Oco O OOco r^co rococo ooO o>^ oco t^-co r^-co mmu^oo i^coo
SB '
00 i--tmr>r*.r-inininr-.jninOOO -tg>moO Oco O i- r^ i-co r-MQNNOcoo
8888888888888oOo88888888888888ooOOOOO
. . .
BJUOUlUiy 33-IJ
O
O O N "tCO CO OO C4NCO *tO O OO "tNN CO NOcOO O "J""t"tO N NOcO OCO ~fO^O
??o r ?o o > o'o'o"o l ??c?o 1 ?o 1 o 1 o c?o O > o 1 ?o 1 o 1 o 1 ?o'o 1 o o o ?o c?3"?
Nitrog
as
Albuminoid Ammonia.
paAjossiQ
O O O CO O N *tcO W CO O CO CO N -tcO OMOCOCIOOOCONO ONOWO OOO OO
co co to r*co to co Oco i^ r-O r^ r^-co co r* r^-co co O oco O oco oco co r- r^ ! O Oco O O
oooooooooooooooooooooooooooooooo-<oooo
papuddsng
WO -tcoco NCOCOO O O Oco Oco -tQcoco OO O NCOCO OO O O O -t-tco N -tco
coOcoco MCOCO O - -" or^Otoeoco Ocococo OO OO O M o^-M COM M r^o -tc* co
wo ooco twococo ocoo w M w o O tcocooco -rO "too N o ci o -ttoce ^tco
i- co 1"^ O O O i"^> O Oco O co T >n r^ 1^*1^-0 r*O co Oco O O Oco N O O co O l"^ n M M c*
pM.n.,.03 U ,M O
J0l o 3
SSS^
.no mON^OOOoo^^N 0<o : 0t-o-a-O^.OOMi^oi->o^^
~ -2?M^?'-'2^ ( 2 ? : S5?SSSS > P"S > N!?S > S > S 1 ?
JSAiy JO S33EJS
Collected.
3
O
s s s s
&?> en ?> &?>?!?>?> m?i 888
v
rt
Q
oo ^ Q W f} T ino o O M et t^
< S
a 3 qu,n xlB u 3S
IIIIIIfillflfllfllfllllffflillflMlfS
COMPOSITION OF OHIO RIVER WATER.
RESULTS OF CHEMICAL ANALYSES OF THE OHIO RIVER WATER. Continued.
(Parts per Million.)
'UO4J
co in w OO MI MI mOttw O to m w OO t t /> N l- w w mw to r* m MI w coo to r*-o
7.
8
O
i
w"
S
cC
8
3
8
W
rt
tn
'o.
5
d
flj
rt
ij
*
M w moo O '- O r-oo r-. MI Ooo I-- o co r-> O O to O O w r-. m w woooooo - mm OO w O f-
i|-IVI*Io-!a
OOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOO
.<,,
O "^ m O toco moo O'-'OWOOcnr-^'-ittoO'-'OmOOO'^NWOtOWHHWOOOOW
ooo KSwV-S'.o r-^.-oo r-r^it^rt^oooVt-o t ^i-E.n'3-?2,S>.n.n
Fixed Residue
after Ignition.
. P , MOSS!a
p 9 p 3dS n S
"m too o 1 " o ioin 1 ^ co c t co^t e? 00^*0 o t o^S -> eo c? co " S to o o m'to'w
mo m wi i- t co ^ ^mtONMmwwwco^HHCowNtom coco mow t t t to
^ox
m^O 2^, ^?o el W OOO^^JS*- &W COO 00 'S OCCW 5" 2o OOoTS w
N r^r^oooo tw wo tcococotmcotomeotow ttto to t OO o w t
Residue on Evap-
oration.
p3A[OSS[a
o o t -' w r^co too r-. too wo uio w m"-oo to*-' >n i^oo t w ON t t OO r >- r^. o o t
pspusdsns
co w o tomtcooocoo Q wo r* r** *^ o c^cooo wo ON ^ too 1 1*** r^ to to o *-* O t
cotor^mtor^w mc^cooooo tow O w w r^w\O M i^-O Ooo mtomo r^ow wo l^-m
O O m mco t to -i MI meow *-< w twww tww -*^-mwtOm moo O O W u~ t t to
m
5 ^SHsSsRRS^HRSKsSSStSSsSSH f 5ISs
3UUOIIQ
w OO to t-t O ttcow ONooo MO Onco mO O O coeoOO OOoo O t t^ O N O >OO
t^jt^mw t-( ot^w ri o to t t mO i~^oo cottot'or^M r^woo to mtor^-o t**\n ** r*o ui
SB
|
M
si:
8QO- || -'OWO fc -PiW'~.MO 1 -'O'- | - il -''-OOOOOOOO'- | OOOOOQQ > -'QO
OOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOO
tmioiutuy aaj^
c
oo two OO Oooco tO to w to wo OO ttoo w twoo tOoosDO twoo O t
IN w tcooD i--tottt^itocooo mtw w meow cotow tow c^itow meow rovntw w ci coco
ooooooooooooooooooooooooooooooooooooooo
Nitrog
as
Albuminoid Ammonia.
pdAJOSSIQ
NOooO W OO N OO O O twooo tO O tO w tQoo to too O WOO toooco
oor*.r-i-icow OtowQ NOOO O Ooo oooOOO'-OOOO'- t| -'NO'- | O 1 - | '- l OOOw
papuadsng
twoo O O w O t t w co w to O WO Ooo O twooo tN woo O tOOOoooo ttwoo
co oo O "> I--OO Tttw tOW t OO t !" m r* ooo t** v* W m MI co m MI m -i m w t O W r- "
OOOOO N WOO tttW tO W O N ttO OOO WOO W tOO ttWOOO W OOOCO WOOO
o mooo O O tr^o w r-oo too mmo toco OO c* wo N O r^-tmo'O t>nOtor>.t
M MI MI mO wi t *f* CO CO.W Mi-5-cONWWCONWWtONNNtmtomt COO OO W tO t CO CO
patunsuo^) uaSXxQ
cnoo^^^o I ;^J,4Aoo44-T^44 u : .xA44 m u,o^^^>no- ?2 *^oou,
-.0,03
xnmw wccoo r^O NCO O Ooo cooo to to r-oo mO O w t r- moo r^wcow ci nw w mm
'3 S39J39Q
OeocoOmOMiwoocowtOOooONWOw toowO OtO mmOHH wmmowOO
W'N > WNWWWWNNWNWW > WW > WWW > W'WN I WWWW wwwwwwwwwww
M3A1} JO 33E1S
Collected.
3
O
s" s
o ooooooooocoooooooooooooooooo
co ocot^cocncntococneotocococotocomcotoeotne^tommmt^tn
W
Q
o r-oo o O
NNWWCO WcOt mO
owwwwwto 1 ^ M MiMiMiM.MiMiM 1 wwwwwwwm
^ 4, x
: ; : ; c !;, - ^ .
'-- ^
i--sr-ooooco OOOO O *^ *~* w ts N co to t ttmmmOOO rco cocooooooOO^^ NH W
26
WATER PURIFICATION AT LOUISVILLE.
(Parts per Million.)
-I
i-i o% Tj- *^- &t *$ o\ fi O u"i e*"i O* O r^ \AOT u~> OOW^OOO OOOOOOOOOOOOOOOO
pi N ri 4>p in(><')d'dr : --i."->ddl- : -ri'-'d -to N>n o4do66; U10 g ^^ o N 4
IH C^) C^l M IH I-I
mn.mvp.Awa
OOOOOOOOOOOOOOOOOOOOOOOO OOOOOOOOOOOOOOOO
"jOiuipJ^j'y
0>Mi^mi-0 moo l^-* O-oo OOOOP1WOTI-000 O-n^^OOWO^OOMl-OTfo.
co in d r^ N wo" O co O t^- w ^ O co M tuicotu*>ttM OO M NO M M uicootcotw too
t t in o
w
Oco r~*ao co r^co t^co r* r- r* O O f* O r~ O oo OcoOOf^- OO^^OO O t t t *o r^ oo Oco O oo
C b p3pu3dsnc
a 1 " 1
O u"> t *o M o t O tw o^-< to cO'-*O O u") in r w t *^> coco t CM to OioO M w tw r~- r** t^-
M t CO t t t t u") CO u^ O O M U1COCOOO r^ CO CO COWM WWtMt O U"> l~> t W CO W> f^ O t CO
WWCOMMMMM M tCO UlW
"5 'I*K>A
>
CO W M M O CO O M M M N W W CO M O M O M M CO COCOM tt*tWWW r^ O r*- QO O w &~> MOM
W c
c o
o- -papaadsng
o 5
3 *
xnr^coo N tmr-coOM uir>.|N.coo o tommoco M o too tw tr^-or^ttcow M M tt
oo co 1^.00 n O r^ coo nr>.r^tr^OM i-^eoO MCOCO t r- coco i^-r^-O uiwoo w w to O M o M
MWCOMMMMM M tco inw
8 ,-pnox
K
oo M r^-oo O O co coo O to O M in c*iO co O O O t O O O oo O M N tO t M oo O co W M N O
MMoooOtoou->coaooor-Mi->Noocowcowwaoao r^wwOcocoO""oOtr*-OcoOco
coo t"">inuiir>r>'tO N w too u^mooco Ommu^cow coto u-)r^o r^.co u-ittoco tr^O
MNCOMMMMM M tCOM ITlNM
~-nD
OOOMtWinOmMOOO^OtOM^OcOMOO totMtor^OOOinOMCOcovo
O U^ 1^ O CO W N t W> O O CO t OO W) I""" **> CO CO tr> i/l O *O t t t t t t t M C-l M M W M IO CO tO tO
su
oococooooi-^r-coo^ocoooi-ooo^oi-r^o or-^wt^WMto^ocotMO
M M O'dddO MOMMMMMMMMMMMMMO
SB
M OO w. O O "-< M *-" Mtoco tcoco w OO mw O tOco tco uiw n>nor^oo tcoo r^r^ou->
SOOOOOOOOOOOOOMMi-iOOOOOOO NWMMI-.HHOOMNOOOOOO
OOOOOOOOOOOOOOOOOOOOOOO OOOOOOOOOOOOOOOO
C SB
V
OO tO OO WOO O OWOOOtWO NO O tWOO t WCOCOCOOM tO t t CO tO O O O
tow w tocotow cotocow>u"iO coiooo w^mtcotw w O tw OO tO mt^ttcoow O
OOOOOOOOOOOOOOOOOOOOOOOO OOOOOOOOOCOOOOM.-,
M -
s
g | -paAiossra
I
OO CO O O N CO tOO OCOOOWOOCONOcOOCONCOOOtO OOOO*tOOWOOO tOO O N t
O o o N otco ooo ocow M uiwM w M cocoo O M M w tcor^i^oor^co ooo t t M
B
'o
c
OtttOtOOWOOOONWOOONOWOONMOO OOWtOONNWOOO'^"" ! t c OO
Mr^OOoOMMOWcowwr^OOQu^cou^oOcomr^ MOOOcocor^OMMr^uixnmoM
MMMWWMtOtWCOl^NMNOOt^OcOCNNO^O NWtOMCOttCOCOCOmOr^WOO
M N H M M M COW tC4
e
S
O "l^^X
<
t W O O oo W t too ttOOOOOOOOOOOOO OONtOOoo too N O t W O O O
wcOMNr-ooOMOMOOMNwooOr^cocotOco NootcoOir>comcoOOtOO>-<t
N COCOtCOCOCOmcOtOO COtCOW MCO N tttO W M tOCOU"iO COOu")u->cOttO I^-OtO
M Ci M M M M % M COM tW
P 3"'0
too too O O r-w>f--Ooooo f-^oo r^-to r^co r^-o co too M COOU^COOOM tOO Oco co
tr^Oao r>-r>.r*.cdo r^tt>DM M r^-ococooooo* t o'o" odcoooo coooooao ow mcoo
MMtOWMMMWM M IDtMMt-i MOCOM
-.0,03
MintCOOr^COOOOMtOr^COOCONMtOtMOCOCO ! 'cOOOCOCOWMtCOtnNCOtCON
WNNWWWWMMWWCONWNCOWWWCOCOMM . . .MMWWCOCOCOMMMMWWW
.2S3S*
O M t CO O oo r^ co oo O co M \n O r*" O oo o***** OOOO tO *^i r^* O* O W u"> CO oo O *n CO
vnoooin .wiincococoiriminoOOOO nor--oococo-oocoOOOOOOtO
. *
MSAifl jo aSeig
coo^D'rico *O OOO or^Ot^-O OOoo M mr^-O w in oo cowo w w OO O OCOM xocotO
W) O CO CO OO . I s *" O O OO O O O O M M CO CO t W OO O O I" 1 * N N M O *t~> O W CO t M CO ID O M W O
Collected.
Hour.
s ! ; : r : ^ ^ : : - - - = - - ^ ^ - : " : * ^ ::-,:: ^ 5 : ^ : -, s " : : - ^
<" "P^"^ cu-<" <' "C^-<P^ <: StC
ooooooooooooooooooo ooooooooooooooo
cococococow^cocotocotococococococococo' * cocococococOtOMO^OOtocoOO
O O O O O N O^ O O O O O O O O M O O O * * * tT* & tS O O O 1 HH o t* i t* i *J O O' 1 ^ H W t
h-l ^H M M M
j
a
M cottnoo r-co o M w cotu^r^-oo oO M r-M too o o i-*- cotno r-*M w totno r--o
o . &
oo > be o oo ^Q l -
S, < Q (i.
q..n N w*
tofO tt-O cottoo O cor^cor*-O O coco r^ococo t M cof>r^OM w cot">O r^oo O w co
CM w to co co t t t w ino O O r^* r-co OOOOOM'-'W tocotococottt
OS
w
PA
>
Ptf
O
X
o
u
X
o
u
J
X
u
COMPOSITION OF OHIO RIVER WATER.
RESULTS OF CHEMICAL ANALYSES OF THE OHIO RIVER WATER. Continued.
(Parts per Million.)
U0ll
O O O O w ^f co o**OcoNw*-tcoOOcoco O O WCOOOOOOO -t w
COOcOWu-j-tOr^WWWi-t>-'WcoOOcOO''CO W O* 1 W Qv -t Tt to O N O OO CO ^
CO W W N W WWWWWMH<MM
WLn.vp^o.Q
oooooooooooooooooooo o o o o ooooooo o o
<
toCvNrTtOtoo*oOOOrOWwO>-ow oo (-> O O O to w *t Tf co O* O* O
.^^S?;-?^;?;^:^;!;?^?^?;? ^ 3 -3?35,S'S> $
Fixed Residue
after Ignition,
p 3 A,o SS , a
HH Hi
papusdsns
oo *H o co co to w co *t eo N, o^tow *-* M w w w n to to to !"> to r* r* to 10 ^ *t- eo
S
o
o*
7.
O
W
8
00
cu
o
en
*
-,*>ox
?S SO&CCM S2&?2 1> {?>'S5|g2 R S ? SS"?"o&S- &
u <-i *. ^<^*t^t mmo^-mNCTfimtHM >oooooooooo>n>n *
Residue on Evap-
oration.
, MIOSS!a
w c*l O* O^co O' O O "-" O O O O* OO'~'Oi^i^i^ O f^ *1" w> ONO^NWO w N
papuadsng
fiC?,(g t S jN^-tS Sm" flS'o" ^MO?" ?T S> ? 8 ~m m S S 3 S oo^" 2> S ?>
" " -
^ox
o?5i? 5 !? - ?."c?.o ^S^'S-^S' ? S JioSoSmo to S
I-H KH H
HO
O ^ H MO s O O oo to to too "4" M w O N r^ O to oo to O W O^OwcO"3"ioO n
tiOtncOW W COW W W COCOW COCO COO MOTf CO CO W CONWCOWWW tO tO
H
wwTj-cocooo*wototowen>-icoOO^w co o o O cocoocoor^o to o
SB
8;>QO'-<'-'QQOQC? 1 OQQQQOQQQ O OOOOOOi O ?
OOOOOOOOOO^OOOOOOOOO O O O O OOOOOOO
V
Sw 'too OOOOcocoO^OooWcocowOO ^ co w co ^fO co t- O O ^~ ^ O
-1--1-COfOCOWWi-i-Wi-.NO'-'OOMWW >H W W WCOMWWWN ^ W
MOOOOOOOOOOOOOOOOOOO O O O O OOOOOOO O O
Xiirog
as
Albuminoid Ammonia.
"p3AJOSSI(J
OcocoOWWcoOCOOwOWWcowOOw O O O O ^fO ^tO O O O O O
OwOOww-iC^W'-ii-<o^o^o>-tr^'*-'wcooo r^- r-*> c> co o^wr^O'-'coo o r*.
p9pU3dSHQ
-tOt*OO*t - ~1"QO i '-oC'towO''-'^OWO r l'O co oo w ^ O *O O "t O O "t 1 ^t 1 O
TO
QaoQO3OWOO-t-N<^e<lO-1--J-O-rcQ co Tf N r)- OWOOOOO t' O
^J"N OO COtOtOW 't'tO'TN l^ COWWWNWW W CO CO >O O O O OO to *^ ^" ^" tO
M M 4
p9tunsuo3 uaSXxQ
ir*o * 'S' W ^ O 'I' *T O O w w oo w O to r>. O^ to co r^- co ^tOcoo^*H-l-wao d o
w'cTS'S ^^ ^ ^^ ^ M "^ "^^ ^ "*" ^ "* ^ J!?^?S!?M 0aN * ***
-.0,03
SNcococor-NO'- 1 OO > 'OOtoiotor-.o^^rO 6 oo co r*. -coONOioeo ^o o
,S3S X
M O to w W O to r*O r>-WO^" OW ^toM O O O*oOoOtotoioO O
'J-*9J
J3A!>I JO ailBJS
r^ M i>>. t^- o r^* M to o o ^ O to o co o *o M w to ^ M ^ o o o o t~>- o o oo ^t*
CO co 100 lOWOcococoOtotoioeoWMt-iOCT'CO oo co oo O^O'-'WW -w w co
Collected.
3
cocOtn O O -OOoO- OO
O 1 'Oio w o (-(O S ^O*CT 1 >-* toco
OOQOOOOOOOOOOOOOOOO ^^^ < " > ^^^2?,o(?c>522C>QO
O^O v O!>C>d^MO s d s C > d'-'d'-"*i'WWWO COWWO^iOtoi-icOtOi-HCOtOtOCOCOCOCOO^d
li
Q
to -f K 1- to
- i i V TV
O-'Wcotoor^cooOwco-l-toor^O'O'-iw co to o O coo^O^t-co co it
00 U ."^
, 3qtunN ,.- s
cocococococococococococococooocococococo co 05 CO CO 00000000000000" S^ ^
28
WATER PURIFICATION AT LOUISVILLE.
RESULTS OF CHEMICAL ANALYSES OF THE OHIO RIVER WATER. Continued.
(Parts per Million.)
UOJJ
mu->O ex -I- O CM 0000*1* in in ui O "> "~> O O I*- O
ex ex oo co o "" i-- o C* o \o -f OOco en w co O M o^ i--
MM MM en -f -t M M M M en en
B u !t un IV p,A,o S s !a
O O O OOO O OOOOO O OOO OOO O O O O
***,
en en m O O en ex m -r M 0:1 m ex enooo MQ 1 - 1 O o^N M
g. 3 a s;^^ ?^5^5- ^ss- ss?.^^ ^-^
||
p^AJOSSIQ
t^> co 'O r* r^- oo i> co co i> oo r*- C 1 - en & r^* r-* oo cc O^ co oo o*
p,pu 3 dsn S
ssl^s'S'^^^^ss ^_^_l_iALl_l_l_l
,**
rTTTlTTTnTl f|aSsRa!
a
K _.
c 5
O
ft
I
paA(OSS|Q
M i^-o cnNenoo rnenocoN McoOeMOOCiooo -i- w
O N o-'-Nd M MMenwN -j-i^-fenMwci o enw ~f
M HI h^ H
papuadsng
ortn MCW M MMM^-M c\eni-encnM ex w ex w
m
oo Tt* ** oenm -^ rNenen^en oo enMin r-*r*-en i O o -t -r
xnenenenentnwNw'wex w t-m-r-tw cncnen-r
-M-nD
inmin-DOOOMO r^ m O OMQ in m M
en en en entnen e-i encnexenw ex cnenen wenen -t w en N
SB
C,M m ^*u, Nm 00 r. m r>*r,*0^-t>r.^
S3 IJ1I>*
SB
8 8 888 8 88l88 8188888 8 88 8
'BIUOUIUIV 33JJ
c SE
M w HI MMC* N MNwexo Q n-rcx eneneninfi -t-
OOOOOOOOOOOO O OOO OOOOO -O
Nitrog
as
Albuminoid Ammonia.
exoo exwoo ex ^COCHOOO oo exexexooO -tcxoo O
O O O OOO O o'oOOQ 1 O MMQ O w w w O O M
papuadsng
co \o O o oo "^ ex rf-ooco-t 1 ex oooo-o -f-rw -i-oovo o
,.*
O ocoOcx i-oo-1-oo-tcx O OQoo OOoo O 1- ex
enenw Ntnenex WNMWM M o^-tenenex en-too o
MM M
p3iunsuo3 ua3XxQ
oo TJ-CO O*n^ O m-rrtn^en ex oor-M o^enin en O en
O co -t minin m -r-ttn-ten en 1- *- oo ino-t w>O r-O
-.0,00
2nS?j.
^^^o^^^mo^O^ 0000^>00>nMMO
" M o fiofi -t ui-oor^r^ cr r-oui inor^ r-co t <x
H H M M M M M MM
jaAixjoaJlins
-f o ^ ^ t*^ t>> M UD ^ O OO u"i O O t*l O **} "^" O *^i f^
^M""22 ox0vt "'" r " v0>0 :: ^ooaa>^oo<
Collected.
3
O
-^ . . > ~^~^- ^. ~ _,_-~^^~ _,_~^- ~^ ~^.~-- ~^.~^
p* <J ^! cu^cu ft*^! o ^jftj c^jj&. ^jCn^i&i^c-i ft* ^1 *<
R 8 8 ?>88 ?>8 R ^?, 88 888 8 ?. 8 R a S 1 3 || 8 8
ut t*^ ff} Q\ O* Q^ cn en M en en "T M M ^j en vO m "1 <.' *1 *T O> "t M
2SS*S2S*^^S'S^ i ;*5^'^^**^'S^^'*^^^^'^''' i ^-'*'**''' H 2'* 5 * 5 ^ *''*'*
O O O O O O >n OOOOOQOOOQOOOQOQOOOOOOOO*1"OOOC
M M M M M
ij
rt
Q
in tn t^ WNN tnOI^ooo^^ M -tin O r-coo ^2"^?
'S'C ,.- ,.-,- ^rt 1
0,= ' t r - : - = -
, 3q0 ,n NI BU 3S
OQ M MMM M txexNwci cnenenenenen*i-*i--1'" r i 1 "
COMPOSITION OF OHIO RIVER WATER.
29
UOJI
O O ""> O OOO^I-OOO O O
i" oocor'.cor-.oeO'^-oo >-< * O
1-1
..,.n, V puwa
O OOOOOOOOOO O O O
Mr
O ir> N to O eo co -J- vr> co H N *f O
Fixed Residue
after Ignition.
p,o,s, (I
3,5 53, *
popusdsng
I las&sss*"- . *
.ox
Ci NCOCO WOOcor-r^-w eo N rf
CO
ex
>
W
c o
o--
ll
If.
V
ai
paA[OSS|Q
O OCOCOCOO>-'O>-'>-'CO to CO
papuodsng
-f NNN MMN^M
im
in eococowwwwocMi-i M M -
,U !JOII , D
o tf>o-OMOOnnml- vo
SB
co toeotocOMCJcocot^co co oo r^.
SB
I-H ONW WCOWvptOeOW CO C* N
o 255 5255255 5 2 2
Eiuouiuiy odM
c SB
D
o 00*00000000 o o o
Nitrog
as
Albuminoid Ammonia.
-p 3A1 o SS!a
C* WNN OOOOO-1-W CO O N
e? S s o'o"^o' c o' c o < o o" o 'o
papuadsns
1 M f 11 1 I f i t l f f
mo-l-ooOOcoco-teo oo oo
. p3 u,n s uo3u 33 A-*o
$ oo . T T *? . . ^ ^
uo,o 3
owiti-NOwo-o-t o co r-*
.
ASSSk
O OOOOOOOOOO O - w
.-I ncieinAliMMnn w
JSAIH jo a^ElS
2 ^^^^.o^^^^^ 4 4- ^
Collec-ted.
3
O
X
, . ,_^_ , .-, . -;- ^_,__^,_^_^__,, -__ v ^__
K S s SS SSSSS 2SSS S S SS *SS!|2*2i23 ^ ^
*888 88 88888 S88& 8 8 88 88^??3 88S,
OOc> coeo cocoeo^co eotOco** 1 ^ CO o^ "^U-JMMIMMWMI-IM "">u-)1-
sssssssssss'sj sssssssssss'sssssssssssssssss
Di^I "IX^.^^l^imm^^ ^^^TJ!^^
S
Q
o to
t-H M
co" w T u^ o co O
1^. ^ 1 .III II 1 t
CO " IH N W NN WCO M
X G
1 3 -.;::: ; : ^
^-Hm-s
O OOOOOOOOOO O O O
I
3
^
s
o
u
S
H
I
U
u,
O
H
WATER PURIFICATION AT. LOUISVILLE.
RESULTS OF CHEMICAL ANALYSES OF THE OHIO RIVER^WATER. Continued.
(Parts per Million.)
uoaj
in inor^O^r-O^nc^TmO in in O >n O r* O in O
O O mo co -< W CO O t^> -t O O O^ r* C 1 O m O ^J-oo
'EUjUiniV pA(OSSIQ
OOOOOOOOOOOOOO OOOOOO
XjmiiEJtiv
O r*.wcoOOcococoi- r- ** oi O O O O O *n O w
T W O O r*. O W W WOO * O C^j-t-u-i COCOOOCO CO
go
1!
&
"
paAjossjQ
00 OMvO'l-OOCOO^tC^Ot-t-'MC'l HlC^oOlHu^O^
>H o M^OO^'-I M rco o^oor^oo ooo^-i-ioco
pgpuadsng
co oo ^ ^ o w> ^ n ei - co e* 1 ) M o^ n oooo~ir^o > 'O
;M cocor r^mr^cn^-o^o^cooo m co^'^oooco
CONWtOCOO ^T'rJ-'^-COCO N MH1M ^f-^-
1 B K>X
M r^.uiOOc r >*1' i r> 1 O O COtNO "~ C>t^-G^CO TT-O" 1
en i^ -tococooco w t- co MO to CNCOQ->-" u-o
Residue on Evap-
oration.
p3A{OSSI0
i-< oo o^OC^O^xnO coOCT'Uiw u-> oo Nu-)O O u^
u^ *^-^j-mr^w^inr^cow N NM d oo WOQWIO M
papuadsng
l^. CO-I-QCCOI-COO r^-oo 1^-0^00 c> r>-r-ooo o^w
M N u-> o C^ r^.'O O^r^-WMTti-iin -l-Tj-moOO
IH co W H 'f COO w> 10 '^^- CO W t-t t-i -> u^ in
l^iox
oo * coOoocor^coo O r^-o "to*** nc^"^oo o^r^.
\O r^ o^w^Mim .- t- tn Tfr-w oo coocom o i-<
^ 1-1 Ne*w)Tj-cou - >vr>oooO mm^- COWNWOO
3UUO[l]3
O^ O OOOcoOM O*O *t O CT'Ci M W O^^^Tt-o
-T vocor>-j^^-*^oocovO m ^M co co cocococo-rco
saiBJifN
su
oo ooOOO'-'oO'-' O^Ooo r^Or^M Oooc>oocooo
O OOOO-.O'-'OOOO'-.O'-' "-OOOOO
sdjunx
n
- co O O oo O u"> O>" w "- N >- *t- N O M Wincoco-i
8O OOOQOO - O O O OQ O Q OOO O O
00005500 550000 O5o5oo
'Giuouiuiv >>!..}
c SB
v
CO -*Tj-NONWN WO CO W OCOO O . O co O W -f
rf -t-cocow-^-ww -r *H w ww -r m^wcotow
O OOOOOOOOOOOOOO OOOOOO
*"
NStroj
as
Albuminoid Ammonia.
pOA|OSS|G
W COCOOOOOOC* WO O OOO O WOOO O rf
O r^. co i~^ r*- r^-co oo o G*O O *-" O HI M o^ooo^c^o^
papuadsn$
N oo w^^O^O > u^cooo ^ xrj m c> t O co ~f ^ O OO
r^ O*O"-cowow Tj-r^oocX) COTJ--O O t-r^oooo ui
O O iHHtWWMW W W COW COW.W M tnOO W N
M10X
't- O Owu")ir>u->u"O O mmmO O O OOO O O
O r-.o^oHa^-*Omr^ooccinmr^ ao M *o P> r- in
t-H HHMtOWWCOCOCO CO^tCOCO WWM'-'COCO
paUlllSUO;) U3SXX()
w w rfO coo^co'l- Tf coco r-oot-- 10 oo i-coco r>- -
JO[03
3 saa43a(j
ajnjBJddtuax
*^> O OOOiriO^O O O O ino ""> O OOO m in
W co -to OOOO 'O O O O mO O l~^ I"-OOO O O
W W W Cl Cl W Cl Cl W W N N WW C4 W WWCOcOCO
133J
M9Ai)f jo ^auis
w >-i r^OcowmoO O^oo ui-i mw n co mtoo^mm
co co "^-mininmin mo 1^- r^-oo u-. T T *1* t O O
Collected.
u
3 -
o
X
^ * ,^^_ _ ~^~- *__^._ >_ . . ^ Z^Zo
ssssss'ss'ssssss s ssssss'sssss s'sssss sss
SSSSSgaa^ag^^S 8 8S88888888?. '888888 888
_ ll _.'-t-.'-<_rj-Qs C j, N 'in r fco(> f'j a>d s o*O'tj,c>d'C>ococo <>o>c>c>d%-i- c-crd^
-
sssssssssssssss^^^^sssssssssssssssssssss
OOQOOQQOOinOOOOOQOgOOOOQgOQOOOOOOOOOQQOOQ
5o5cOOOOOOw^tococoroOf>OOO5o5oOO5oOOcoOco5oOOOOO
ininminmininTrwco OO w -tco^tco cocococoeococococooOOcoco^cocoO Oco*1--1-co
a
rt
Q
O W O co O
>-i -t M I-H M CO
f~*- o^ M int^criO^w co'J'ino l^-oo c> w Wcoso r-^ao
O >->MMMWWWNWWWWCW
" s * .
3 ,..- -..-- S .......
i > >
.i.><|iim\ [truss
r^ M u->\o f>CTi^t^mr^o^'-' d'l'O c*fl"ioo o c*
a*' o OOOOHI^ M M M w w N w dt'it^-r-T
o ooooooooooooo ooooo
COMPOSITION OF OHIO RIVER WATER.
a
\
d
u
u
s
o
X
o __
K I
H ~
<* ?
O v
u
hi
O
to
?>88 888 8 8 88888
3 2
WATER PURIFICATION AT LOUISVILLE.
second intermediate stage of the process in
nature by which organic matter is converted
to mineral matter.
Nitrogen as Nitrates. From these results
there is learned the amount of organic matter
which has been completely oxidized and
changed into the form of mineral matter.
Chlorine. Chlorine is usually supposed to
be present in water as common salt for the
most part. Some of it very likely comes from
mineral deposits on this watershed. Salt is
also present in sewage, and this is one of the
reasons why it is accurately determined.
The determination of chlorine is also of
value in studying the composition of a water
by virtue of the fact that it is not affected by
any ordinary conditions which waters meet in
nature. It is always soluble, and cannot be
oxidized or reduced. For this reason it does
not pass through a cycle of changes as does
nitrogen. A comparison of the nitrogen and
chlorine is therefore instructive.
Residue on Evaporation. The residue on
evaporation shows the total weight of the
solid matter which the water contained. In
the following tables the total residue is sub-
divided into suspended and dissolved residues
Attention is especially called to the sus-
pended residue on evaporation. This shows
the weight of the matters suspended in the
water, and gives a good general idea of what
the relative appearance of the water was on
the different days.
Fixed Residue after Ignition. After weigh-
ing the total residue of the water upon evapo-
ration it is the custom to heat the platinum
dish containing the residue to a dull red point
and again weigh it. By this means the fixed
residue is obtained.
Formerly it was supposed that this ignition
burnt off the organic matter, and the differ-
ence in weight of the contents of the dish
would give the amount of organic matter
present in the water. This is not true, how-
ever, because the ignition volatilizes certain
mineral constituents of the water, which would
be erroneously figured as organic matter.
Nevertheless, the fixed residue on evapora-
tion appeared to be of some value in studying
the comparative composition of the mineral
constituents of the water.
Alkalinity. This determination is one of
great importance in connection with the puri-
fication of water by the method under investi-
gation. These results show the amount of
carbonates and bicarbonates of calcium and
magnesium which were present in the water.
It is these compounds which decompose alum
or sulphate of aluminum, as is explained in
Chapter III.
The results are expressed in terms of cal-
cium carbonate (lime). They are somewhat
similar to the " temporary hardness " deter-
mination by the " soap method."
Dissolved Alumina. - - No appreciable
amount of dissolved alumina could be found
in the river water. The results of the tests
are recorded, however, as they are of value
in the study of the question as to the passage
of alum through the systems into the filtered
water.
Iron. The results of the determination of
iron are of value in showing variations in the
composition of the suspended matter in the
water. Practically all of the iron was con-
tained in the suspended matters.
Special Chemical Analyses.
There were several sanitary and technical
problems under consideration, which re-
ijuired special chemical analyses from time
to time, as follows:
1. Atmospheric oxygen dissolved in the
water.
2. Carbonic acid gas (carbon dioxide) dis-
solved in the water.
3. Those dissolved chemicals in the water
which give to the water its " permanent hard-
ness " and its power to produce incrustations
in steam-boilers.
The first set of these data was fairly com-
plete, from a practical point of view, during
1895-96, and the analyses were made less fre-
quently in 1897. With regard to the latter
sets of data, however, the evidence early in
1897 showed that these constituents were so
variable and of such importance that they
were included in the regular analyses. As a
matter of convenience, however, the results
are recorded here; but reference to the fore-
going tables will show their relation to other
constituents of the water. The significance
COMPOSITION OF OHIO RIVER WATER.
33
of these results is explained and discussed in
subsequent chapters.
Dissolved Oxygen in the River Water.
These results are of value in connection with
the preservation of the quality of the water
after purification, and for a comparison of the
water before and after treatment, especially
in the electrolytic process with iron elec-
trodes. The amount of atmospheric oxygen
which may be contained in the river water is
limited by the saturation of oxygen gas in the
water; and the saturation depends chiefly on
the temperature (and pressure), the amount
of oxygen necessary for saturation decreasing
as the temperature increases. In the adjoin-
ing table the amounts of oxygen gas dis-
solved in the river water are expressed in
parts by weight per million parts of water by
volume, and in percentages of the amounts
necessary for the saturation of the water at
the actual temperature at the time of col-
lection.
Carbonic Acid Gas Dissolved in the River
Water. As an aid in an investigation into
the influence of carbonic acid gas (carbon di-
oxide) upon the corrosive action of the river
water before and after purification by differ-
ent methods, the amount of this gas which
was naturally dissolved in the river water with
the formation of carbonic acid was deter-
mined with results given on page 34. It de-
veloped in the course of the tests that the
determinations of carbonic acid gas are of
more importance than was generally sup-
posed to be the case formerly, and, as stated
above, the analyses were made with more fre-
quency in 1897 than during the first part of
the work. In passing it may be noted that
at times the weight of carbonic acid gas dis-
solved in the river water equalled and even
exceeded the weight of all solid matters dis-
solved in the water.
Hardness of the Rircr Water. The hard-
ness of a water depends upon the presence of
dissolved salts of calcium (lime) and magne-
sium. These salts consist of the carbonates,
bicarbonates, sulphates, chlorides, and ni-
trates. The bicarbonates are carbonates
which are held in solution by carbonic acid.
For many years it has been the custom to
subdivide hardness into " temporary hard-
ness " and " permanent hardness." Tempo-
PARTS PER MILLION OF ATMOSPHERIC OXY-
GEN DISSOLVED IN THE OHIO RIVER
WATER, WITH PERCENTAGES SHOWING
THE RELATION BETWEEN THE AMOUNTS
FOUND AND THOSE NECESSARY FOR SAT-
URATION AT ACTUAL TEMPERATURES.
Date.
1895.
Tempera-
ture.
llc^rei-s
Dissolved Atmospheric Oxygen.
Parts per Million.
Percentages which the
Amounts Found were
of the Amounts
Required for
Saturation.
Satura-
tion.
Found.
Dec. 3
3-4
12.32
10.3
78
" 4
4-5
12.57
9-5
76
" 6
4-2
12.69
IO.2
so
" 9
4-1
12.88
II. 2 .
8?
1896
Jan. II
2.1
I3-52
II. 6
86
Feb. 10
5-9
12.19
"3
93
" IS
7.0
11.90
II. 6
97
" 26
3-4
13.01
13-0
IOO
Mar. 4
4.4
12. 6l
ii. 6
92
" II
6.5
12.01
10.8
90
" 19
5-2
12.38
12.4
IOO
Apr. 9
9-9
ii. 16
10.2
91
May 6
23.1
8.47
7.2
85
" 14
24.0
8.34
6.6
79
' 23
24-5
8.28
6.2
75
' 29
24.7
8.25
5-9
7i
June 5
24.2
8.32
6-3
76
" 10
24.7
8.25
66
80
" 18
25-3
8.20
6.4
78
" 24
26.8
8.02
6.4
80
July 9
25-5
8.17
5-9
72
" 18
25.6
8.15
5-8
71
1897
April 10
"3
10.81
IO. I
.93
" 20
II. 6
10.75
10. 1
94
" 29
16.3
9.61
8.5
88
June 4
20.9
8.81
8.7
99
" 5
21.8
8.65
8.7
IOO
' 17
26.7
8.04
7-4
92
" 18
29.1
7-73
6.6
85
" 25
26.0
8.H
6.7
82
" 27
25 3
8.20
6.9
84
" 28
25.3
8.20
6.6
81
" 30
26.2
8.09
8.0
99
July I
26.6
8.05
6.7
83
3
27.6
7-95
6.2
78
9
30.0
7-76
5-4
69
' '3
26.5
8.05
6.8
84
'4
27.2
7.98
7-0
88
10
26.1
8.10
8.0
99
' 20
26.8
8.02
8.0
IOO
' 21
27-5
7.96
8.0
IOO
' 23
27-7
7-94
6.5
82
' 27
26.2
8.09
4.6
57
rary hardness is caused by bicarbonates of
lime and magnesia which are precipitated
upon boiling, due to the expulsion of car-
bonic acid gas. The remaining salts of lime
and magnesia, as stated above, have been re-
garded as permanent hardness.
The practical significance of the above-
stated salts of lime and magnesia is twofold
in connection with these investigations,
namely:
34
WATER PURIFICATION AT LOUISVILLE.
AMOUNT OF CARBONIC ACID GAS (CARBON
DIOXIDE) DISSOLVED IN THE OHIO RIVER
WATER.
(Parts per Million.)
Date.
1896.
Car-
bonic
Acid
Gas.
Date.
1897.
Car-
bonic
Acid
Gas.
Date.
1897.
Car-
bonic
Acid
Gas.
June 18
30.8*
April 3
53-5
May 29
IOI.6
" 22
26.4*
" 7
79.6
June I
66.6
" 24
27-7*
" 8
46.0
" 2
90.5
' 27
29.7*
" 9
91.0
" 4
82.7
July 3
30.6*
' 10
80.0
7
89.0
" 8
21. I*
" 12
65.0
" 10
133.0
Nov. 28
83.0
" 13
44.0
" ii
107.6
Dec. 10
98.0
" 14
75-7
" 15
98.8
1897
" 15
88.3
" 16
103.3
Feb. 16
80.4
" 16
50.2
" 17
107.6
Mar. 2
63.4
" 21
41.2
" 18
82.7
" 3
59.0
" 22
42-7
" 19
106.3
4
67.8
" 23
43.0
' 20
100.3
" 5
49-3
' 25
55 o
" 21
100.3
" 6
47-6
' 27
94-9
" 22
100.3
7
51-4
' 2g
85-9
" 23
107.4
' ii
99-5
May 4
86.8
' 24
100.3
' 12
88.0
" 7
57-4
' 25
105.6
' 13
122.4
' 8
110.6
" 26
113.7
' 15
45-8
' 9
66.7
" 27
120.0
' 16
33-4
' 10
72.1
" 28
92.1
' 19
38.8
' 13
65.2
' 30
105-9
' 20
42.6
' M
76.6
July I
93-9
' 22
46.4
' 15
50.8
2
75-3
' 23
40.4
' 18
67.3
" 3
73.1
' 24
44-9
' 19
71.8
" 6
100.4
' 25
41.9
' 21
88.7
" 7
106. i
" 26
36.5
' 22
95-9
" 8
99-9
" 27
47.0
' 23
94-3
" 12
71.8
' 29
56.6
" 26
80.2
" 15
47.0
' 30
80.0
" 27
80.0
" 16
28.8
Apiil i
53-6
" 28
107-3
" 17
49-4
" 2
59-o
* The results of June and July, 1896, were obtained
by the Pettenkoffer method, without the Trillich modi-
fication, and are probably much too low.
1. It is the carbonates and bicarbonates of
lime and magnesia in the river water which
possess the power of decomposing such ap-
plied chemical products as alum and sulphate
of alumina, and thereby forming the gelati-
nous hydrate of aluminum that acts as a co-
agulant.
2. It is the remaining salts (sulphates,
chlorides, and nitrates) of lime and magnesia
which are connected with the formation of in-
crustations when the water is used in steam-
boilers.
By the old Clark method of getting the bi-
. carbonates, called temporary hardness, the
full power of the water to decompose the
commercial chemicals stated above is not re-
corded, because it does not include the car-
bonates. In practice it is found that the car-
bonates will decompose 3 grains or more of
sulphate of alumina per gallon. To use a
method which shows only the bicarbonates is,
therefore, inadmissible; and Hehner's method
was employed. This method furnished what
is required, that is, both the carbonates and
bicarbonates. For the sake of explicitness
these results are recorded as the alkalinity of
the water in the foregoing tables of analyses.
As the Ohio River possesses no carbonate
or bicarbonate of soda or potash, the full
alkalinity of the water is due to the carbon-
ates and bicarbonates of lime and magnesia.
By the old Clark method the carbonates of
lime and magnesia are recorded with the " in-
crusting constituents " or " permanent hard-
ness." The facts show that these two com-
pounds are permanent, but they form a
sludge, and not an incrustation, in steam-boil-
ers. By the Hehner method, which was em-
ployed in these investigations, the carbonates
are not included in the following table of re-
sults, which, in the absence of a better name,
are termed the " incrusting constituents " of
the water. These results, which are dis-
cussed in Chapter XV, are expressed accord-
ing to the conventional method in equivalent
parts of calcium carbonate. A further con-
sideration of the methods of analyses will be
found in the appendix.
The dissolved salts of lime and magnesia
are a'so of importance in connection with the
consumption of soap when the water is used
for washing purposes. This point is practi-
cally uninfluenced by the purification pro-
cesses under consideration, but the range of
variation in this soap-consuming ingredient
may be noted by taking the sum of the alka-
linity and incrusting ingredients. See first
table on page 35. These results approximate
the total hardness results obtained by the
Clark method.
Mineral Analyses of the Ohio River Water.
A record of the results of the determination
of the mineral constituents of the river water
is presented in the next table. Eight samples
were analyzed with as much completeness as
circumstances allowed; and the results show
very clearly the marked variations which the
COMPOSITION OF OHIO RIVER WATER.
35
INCRUSTING CONSTITUENTS OF THE OHIO
RIVER WATER.
(Parts per Million.)
Date.
'895.
Incrust-
ing
Constit-
uents.
Date.
1897.
Incrust-
ing
Constit-
uents.
Date
.897.
Incrust-
^ '"B.
Constit-
uents.
Dec. 9-11
43-9
Mar. 25
1O.O
May ig-2O
10.8
i8g6
" 26
13-9
21
Il.g
May 6
43.0
" 29
12.8
" 21-23
15.9
" 14
33-8
' 30
33-3
" 23-24
IO. 2
22
40.1
Apr. i
29.1
25
20. 2
" 29
41.1
" 2-3
IS.2
' 25-26
M-5
June ii
44-0
3-4
II.
27
I6. 7
" 18
30.0
5
29-9
' 27-28
19-3
July 30
35-0
6
23-4
4 28-2g
16.8
i8 9 7
" 6-7
30.0
3'
Feb. 17
18.7
8
19.8
June i
17.0
" . 22
24.7
9
14.2
2-3
I7 .6
" 23
17.2
' 9-10
13 3
4-5
23-5
' 24
21.2
' II
9.0
7-8
22.5
" 25
16 I
12
12.7
9-10
23.8
" 26
IO.O
" 13-14
16.0
11-12
28.8
" 27
S.o
" M-I5
20. o
21
28.8
Mar. i
15-8
" I5-I6
18.1
22
31.0
" 2
IO.O
" 2O-2I
15-5
23
31-8
3
8.0
" 21-22
17.5
24
27.8
4
12.0
" 22
12.
25
21.9
" 5
25.3
" 22-23
14.6
27
19.0
" 6
34-6
" 23-24
M.3
28
17-5
7
16.0
27
12.7
29-30
25-5
9
23-4
28
17.0
July 2
20. o
' to
17.9
29
32.0
6
20.9
1 it
30.0
" 29-30
21.7
7
47.0
' 12
33-0
30
I
g-io
II. O
' 15
14.0
May i
/ 20. o
' 12-13
12.8
' 16
20.5
4
23.0
' M-I5
14.8
' 17
24.6
5
17.0
16
14.0
' 18
36.0
" 6-7
'5-5
17-18
12.3
' 19
16.7
8-9
15.8
' ig-2O
24.2
' 20
22.
13
16.1
' 21-22
24.2
' 22
12.4
'4
23.2
' 23-24
43-8
' 23
9.0
15
11.3
- 24
10.8
" 17-19
9.0
composition of the river water possessed dur-
ing these investigations.
The sample which was collected on May 29
and 30, 1896, was analyzed both before and
after nitration through fine filter-paper. At
this time the water contained a large amount
of very finely divided particles; and it was
probably the most difficult water to purify
without subsidence that was encountered dur-
ing the whole work. The sample was col-
lected just after a heavy rain, following an
extended period of drought.
From March 23 to 29, inclusive, the sam-
ple for analysis was prepared by mixing equal
small portions of the river water collected
every six hours. During this time the sys-
tems of purification were in operation night
and day. By automatic devices samples of
filtered water were collected, representing the
entire period. The analyses of the filtered
water are presented in Chapter VII.
According to the general custom the re-
sults of the determination of the various ele-
ments in the water, both metallic and acid,
are expressed in the following table of
analyses in the form of oxides (except the
chlorine).
As would naturally be expected in the
water of a river, the watershed of which offers
such a wide range in the possibilities for dif-
ferent kinds of rock disintegration and sur-
face erosion, the relative amounts of the
mineral constituents are seen to vary widely.
This is shown very forcibly in the following
table, in the case of suspended matters, by a
comparison of the ratio existing between the
alumina and the oxide of iron.
RESULTS OF MINERAL ANALYSES OF THE OHIO RIVER WATER.
(Parts per Million.)
Periods of Collection.
1895
1896
Oct. 28
to
Nov. 14.
NOV. 22
to
NOV. 2Q.
Dec. 9
to
Dec. 20.
Jan. a
to
Jan. n.
Feb. 7
to
Feb. 27.
Feb. 28
to
Mar. 18.
Mar. 23
to
Mar. 29.
May 29 and 30.
Unfil-
tered.
Filtered.
Silica (SiOj)
II. 2
0.2
3-7
25.9
0-4
3-9
fo.3
58.2
17.1
28.4
3-7
7-3
1.4
49.0
13.8
10.5
37-1
39-9
5-0
29.8
24.3
Trace.
227.2
21.6
15-7
o,|
39-6
206.7
26.0
7O.O
42 6
6.4
5-9
299.5
39-4
76.6
2.2
I.I
31-7
14.0
8 5
325.3
32.8
I3I-4
3-4
2-9
69.2
28.1
9-3
0.6
O
o
Trace.
47-7
3-9
Oxide of iron (Fe 3 O 3 )
Oxide of nickel (NiO)
35-5
13.0
32.7
11.4
Soda (Na a O)
12-5
3-r
10.7
22.3
20.8
19.4
Trace.
Potash (KjO) . . ...
18.1
Chlorine (Cl)
65.4
3-1
44
39-9
4.8
43-o
iS.o
6.4
16.9
19-7
28.2
1.2
8.2
ii. 6
25-9
37-4
Trace.
5.6
14-7
21.3
23-3
1.6
10.4
3-3
38.7
18.1
3-7
10.4
33
38-7
18.3
Trace.
Nitric acid (NaOs)
Carbonic acid (combined) (CO 3 )
WATER PURIFICATION AT LOUISVILLE.
BIOLOGICAL CHARACTER OF THE OHIO
RIVER WATER.
Determinations of the number of bacteria
in the river water, and a study of their relation
to disease, occupied the gerater part of the at-
tention with regard to this portion of the work.
Microscopical examinations of the water,
however, were made from time to time to
learn the numbers and kinds of the larger
micro-organisms which were present.
Microscopical Examinations of the River Water.
In the next table (see p. 37) there are pre-
sented the results of the microscopical exam-
ination of the river water for the presence of
algae, diatoms, etc. As already stated, these
micro-organisms are much larger than the
bacteria, and may be classified by the aid of
low powers of the microscope.
It will be noted that the algae (cyanophyeae
and chlorophyceae) and diatoms, which are
usually abundant in surface water during hot
weather, were present in only very limited
numbers after the last of May, 1896. The
reason of this was, undoubtedly, that the large
amount of suspended matter in the water
prevented the sunlight, which is necessary for
their development, from reaching them.
In 1897 no microscopical examinations of
the river water were made during its muddy
condition. The single analysis on June n,
however, when the water was very clear, com-
paratively speaking, shows the range in num-
bers and kinds of organisms which may be
expected under such conditions.
Identification of Species of Bacteria in the River
Water, with special reference to their
Causation of Disease.
With regard to this portion of the biologi-
cal analyses attention was especially directed
to the detection of bacteria which are dan-
gerous or suspicious from a hygienic point of
view. It is to be stated that during the low
water in the river in November, 1895, and
again during the last part of April and early
part of May, 1896, when there had been a
drought for a month or more, there was found
in the river water B. coli communis. This
germ is the most prominent one in sewage,
and it is also the most abundant species in the
fecal discharges of man and certain domestic
animals. On May i, five days after the be-
ginning of the period when this germ was re-
peatedly found in the river water, an exam-
ination of the tap water in the city also
showed its presence there.
At high stages of the river and when the
water was very muddy the results of numer-
ous examinations for sewage bacteria were
negative in a great majority of cases.
Nevertheless, B. coli communis was found in
the river water on June 30, 1896, and closely
allied kinds of bacteria were noted from time
to time during the investigations. The evi-
dence indicates that with muddy water and
high stages of the river there are conditions
which aid in causing the disappearance to a
marked degree of those germs which appear
to come from the entrance of sewage into the
river above the pumping station.
The results of tests for the presence of the
germs of typhoid fever and other diseases
were negative in all cases. It is not to be
understood, however, that these negative re-
sults are adequate proof that disease germs
were entirely absent from the river water.
The reason of this lies in the natural limita-
tion of the most approved laboratory methods,
which at best allow an examination of only
a very small portion of the quantity of water
flowing in the stream. These comments are
especially true in view of the fact, as stated
above, that at times of low water there were
present intestinal bacteria.
In 1897 twelve tests for B. coli communis
were made between January 2 1 and February
4, with negative results in each case. From
April i to 9, nine more tests were made in
which this germ was found in three instances.
The question of the classification of the nu-
merous but harmless species of bacteria in the
water received as much attention as time al-
lowed. Owing to the fact that there were
several other lines of work which yielded re-
sults of greater importance from a practical
standpoint, this question was not made one of
constant study. Nevertheless, the investiga-
tions on the detection of dangerous or suspi-
cious species, and on the comparison of the
species of bacteria in the water before and
COMPOSITION OF OHIO RIVER WATER,
37
RESULTS OF MICROSCOPICAL ANALYSES OF THE OHIO RIVER WATER.
(Number of organisms per cubic centimeter.)
Date of Collection.
1896.
February.
March.
,896
April.
1896.
May.
1896.
June.
1896.
ufy.
1897.
une.
18
'9
26
4
ii
'9
=7
10
16
6
15
31 | 29
ii
18
7
8
711
it
Number of Sample. 277
28O 304
329
354
382
404
459
471
l
5 10 . 544
564
585
629
651
684
1001
340
120 120
16
14
42
S
114
16
72
40
60
2
18
38
112
44
6
24
2
2
659
"5
69
165
37
1 2O
06
14
14
40
16
28
8
60 8
8
9
16
5
40
8
6
16
2
2
12
3
I
80
I
173
1 6O
20
40
8
3
8
2
10
4
24
32
Cyclotella
20 8
2
8
8
40 - - -
2
2
8
2
g
g
I
I
17
8
8
289
2
2
20
o
8
2
I
8
2
2
8
26
352
20
4
16
2
O
g
22
88
g
2
g
26
352
20
4
2
20
143
2
13
g
O
60
60
20
8
8
2-
2
2
2
2
2
3
12
12
6
10
IO
8
8
16
2
2
O
o
2
2
o o
1
2
2
6
4
2
2
8 20
1
14
24
2
2
19
I
2
'3
2O
4
16
4
10
8
8
2
2
J-
2
2
4
g
8
Cilliata. ...
g
2
R
3
'4
4
2
2
2
o
2
O
o
8
o
16
g
O
O
Triarthra
I
13
I
I
3
2
I
2
g
40
O
8
2
2
I
I
2
2
3
O
O
12
4
241 8
16'
6
6
o
O
O
Ova
8
2
2
8 4
2
IO
44
7
2
72
10
400
6
Ver
2OO
5
v ab
168
8
ltld;i
28
IO
nt in
24
II
all c
70
13
ases
21
5
168
8
66
IO
496 96
gl 9
30
5
80
9
6
3
6
3
993
26
Amorphous matter...
after purification, necessarily involved a con-
siderable effort in this direction. Comparison
of the results of diagnostic tests used for the
identification of species of bacteria with the
available published descriptions of bacteria
indicated, so far as the similarity of labo-
ratory methods would allow, the presence
of several new species as well as a consider-
able number which have been found else-
where.
The following list of bacteria and yeasts,
together with the results of the microscopical
examinations already presented in this chap-
ter, indicate the nature of the microscopic
flora of the Ohio River water:
Bacillus arborescens (Frankland).
aurantiacus (Frankland).
coli communis (Escherich).
flavescens (Pohl).
' fluorescens liquefaciens (Fliigge).
fluorescens non-liquefaciens (Ei-
senberg).
fulvus (Zimmerman),
janthinus (Zopf).
lactis aerogenes (Escherich).
mesentericus ruber (Globig).
WATER PURIFICATION AT LOUISVILLE.
Bacillus nebulosus (Wright).
" prodigiosus (Ehrenberg).
" proteus vulgaris (Hauser).
" radiatus aquatilis (Zimmerman).
" ramosus (Frankland).
" rubidus (Eisenberg).
" subtilis (Ehrenberg).
" venenosus (Vaughan).
" violaceus (Frankland).
Cladothrix castrana (Cohn).
dichotoma (Cohn).
Micrococcus aquatilis (Bolton).
cremoides (Zimmerman).
Proteus fluorescens (Jager).
Sarcina lutea (Schroeter).
Saccharomyces cerevisse (Mayen).
Rosa Hefe.
COMPOSITION OF OHIO RIVER WATER.
39
Quantitative Bacterial Analyses of the River Water.
The average results for each day of the determination of the numbers of bacteria in the
river water are recorded in the following table:
AVERAGE RESULTS OF DAILY DETERMINATIONS OF THE NUMBER OF BACTERIA PER
CUBIC CENTIMETER IN THE OHIO RIVER WATER.
Date.
October.
November.
December.
January.
February.
March.
April.
May.
June.
21 3OO
39 600
<s 4OO
18 800
6 800
a-i /ioO
3 1 <x>o
13 800
-1C2
6 800
8 600
5 5
29 SOO
27 ooo
7 ooo
8 500
71 ooo
18 ooo
6 ooo
6
228
9900
5 ooo
30 800
12 200
18 700
5 ooo
4900
g
lfi7
J } 800
8 200
I 800
6^7
2 ^OO
19 800
, 7 700
13 OOO
7 ^oo
6 600
888
2 8()O
; QOO
6 ioo
I 9OO
14 800
1 1 OOO
Q 6OO
* 600
13 400
8OO
7 ^OO
6 500
180
16
223
I QOO
3 200
16 600
I 7OO
7 300
8 400
6 500
18
1 66
2 2OO
7 300
14 400
19 700
5 900
6600
10 600
184
6 400
17 400
46 7OO
4 8OO
4 800
10 500
148
TCS
4 800
6 ioo
8 ooo
118
3 600
8 300
7 2OO
1 6 200
46 ooo
8 100
I QOO
7 5
26
25 200
I 800
27
2 3OO
12 OOO
IO6OO
4 100
31 900
6 500
4 ioo
10 800
*J)
128
e 2OO
1 8 200
14 800
40 2OO
7 100
26 ioo
13 300
1 06
3
18-1
Date.
July.
August.
December.
February.
March.
April.
May.
June.
July.
2 2CC
3 300
3
25 ioo
Q7O
33 300
5 9
37 300
71O
6
39 800
22 IOO
3 -1-7O
77O
g
32 5OO
19 800
640
16 900
13 ioo
6 700
46 500
46 ooo
15 300
460
8 700
38 600
50 ooo
1 1 800
47O
30 500
44 400
31 ooo
5QO
14 Soo
8 900
*3
27 7OO
52 400
8 300
31 500
49 400
47O
s 600
16
1 1 800
Tl 5OO
<iir
t. 800
660
() 500
18
27 500
16 500
7 5OO
1 300
12 700
1 7OO
41 100
14 4OO
14 300
12 300
2 QOO
14 QOO
1 1 800
Q 2OO
1 7OO
7 800
26 500
14 too
10 800
7 4o
4 600
5Q QOO
17 600
12 5OO
16 700
7 300
5 200
25 200
II IOO
10 300
2O IOO
6 ioo
Q TOO
18 600
26
1 8 200
8 IOO
13 ooo
14 900
28
2O 7OO
7 200
7 600
17 4OO
7 7OO
12 6OO
8 600
6 800
2 560
WATER PURIFICATION AT LOUISVILLE..
CHAPTER II.
DESCRIPTION OF THE APPLICATION OF CHEMICALS TO THE
WATER BY THE SEVERAL SYSTEMS OF PURIFICATION.
OHIO RIVER
WITH the systems of purification examined
during the first portion of these tests, the ap-
plication of chemicals is a matter of funda-
mental importance for two reasons:
1. Chemicals are absolutely necessary un-
der normal conditions for successful filtration
of water through sand at the rapid rate em-
ployed in American filters.
2. The application of chemicals to facilitate
the subsidence of suspended matters, in such
muddy water as that of the Ohio River, and
to insure efficient filtration, makes their use
the principal item in the cost of purification
of this water by these systems.
The topics which are considered in this
chapter are as follows:
Kinds of chemicals used.
Composition of chemicals.
Effect of the application of alum, or sul-
phate of alumina, to the Ohio River
water.
Devices used by the respective systems for
the application of chemicals to the Ohio
River water.
Uniformity in the rate of application of
chemicals by the respective devices.
Strength of solutions of chemicals applied
to the river water by the respective sys-
tems.
Average daily amounts, in grains per gal-
lon, of sulphate of alumina applied to the
river water by the respective systems.
This chapter deals with the problem as it
stood on Aug. i, 1896.
KINDS OF CHEMICALS USED.
During these tests (1895-96) three kinds of
chemicals were used:
i. Sulphate of alumina (trade name, " basic
sulphate of alumina ").
2. Potash alum.
3. Lime.
Electrolytically formed chlorine and scrap-
iron were also used in an experimental way
with the Jewell System for a few hours on
each of several days.
Sulphate of alumina, of different lots and
brands, was used regularly in the Warren and
Jewell systems, except for a few hours on
Feb. 10 in the case of the Warren System,
when potash alum was employed. During
the time when the Western Company made
use of their first device for the application of
chemicals, potash alum was used instead of
sulphate of alumina, because the former was
less soluble in water, and therefore more
adaptable under the circumstances, as will be
shown beyond.
Potash alum was used by the Western Sys-
tem up to May 20, and from June 4 to 6,
inclusive. Sulphate of alumina was used dur-
ing the remainder of the test.
During a greater part of the time from
Feb. 8 to April i, inclusive, lime was added
to the river water with the sulphate of alu-
mina in the case of the Jewell System. The
object of this, apparently, was to improve the
effect of the application of the sulphate of
alumina, and to guard against the passage of
the latter through the system into the filtered
water.
Sulphate of alumina, known commercially
as basic sulphate of alumina, and potash alum
are approximately of equal cost. The former
contains no potash, less sulphuric acid and
water of crystallization, but more alumina, as
is shown in the table of analyses in the next
section. It is the available (soluble in water)
alumina in these two chemicals which give to
them their efficiency in connection with the
purification of such water as that of the Ohio
APPLICATION OF CHEMICALS TO THE OHIO RIVER WATER. 41
River. For this reason sulphate of alumina
is better and more economical to employ for
this purpose.
COMPOSITION OF CHEMICALS.
The average results of duplicate analyses
of potash alum crystals used in the Western
System, as stated above, are presented in the
following table. For the purpose of com-
parison the theoretical percentage composi-
tion of pure potash alum is also given.
PERCENTAGE COMPOSITION OF POTASH.
ALUM USED IN THE WESTERN SYSTEM.
Source of Sample.
Alum Used in
Western
System.
Pure Alum
(theoretical).
Matter insoluble in water ....
Available alumina (Al 9 Oi). -
Sulphuric acid (SO 3 )
O.02
IO.72
^4 .06
o.oo
10.77
3 1 .76
Water (H 9 O)
je . c i
Potash (K 3 O)
IO.OO
n.Q-i
Lime (CaO)
o
o
These results show that the potash alum
used in the Western System was absolutely
pure, practically speaking.
In the next table are presented results of
analyses of the sulphate of alumina used in
the several systems. In the Warren System
use was made of one brand obtained in three
principal lots. For the most part in the Jewell
System use was made of one brand, but a
different one from that of the Warren Sys-
tem, and also obtained in three principal lots.
The second brand (lot No. 4) was used in the
Jewell System alternately with the regular
brand from June 20 to 30, inclusive, and from
July 6 to II, inclusive. With the Western
System use was made of several lots, for the
most part of the same brand as that employed
in the Warren System.
In order to compare the composition of
these commercial products with that of the
theoretical sulphate of alumina, the percent-
age composition of the latter is given in the
following table:
PERCENTAGE COMPOSITION OF THE SEVERAL LOTS OF SULPHATE OF ALUMINA.
System.
Number
of
Lot.
Matter
Insoluble in
Water.
Available
Alumina
<At,0,).
Sulphuric
Acid (SO S ).
Water
(H,U).
Li me (CaO).
Oxide of Iron
(Fe a 8 ).
Warren
I
O.o6
17.88
39.87
41 .22
o.oo
O.JT
2
O. IO
17.90
38.61
42. 7=:
Trace
O. ^2
..
3
O.O2
17.86,
37.72
44.62
0.08
O.OO
Jewell
i
1.98
16.39
37.96
43.46
o.oo
O.2O
2
0.6-*
16. 19
17.87
45.28
Trace
O.OO
it
3
0.40
16. 12-
37-4S
46.08
Trace
O.OO
M
4
2. 17
18.62
42 . 20
36 .90
0.34
2
0.30
17.20
37.64
44 .02
O.O2
o. 24
O.OO
15-32
36.04
48.64
o.oo
o.oo
In connection with the above tables it is
to be noted that each lot of commercial
sulphate of alumina contained considerably
more available alumina than the theoretical
sulphate of alumina. It is this portion (avail-
able alumina) of these compounds that gives
to them their efficiency for this particular pur-
pose;' and, on an average, these commercial
products contained about 60 per cent, more
available alumina than the pure potash-alum
crystals, analyses of which are presented in a
foregoing table. Some of the sulphate of
alumina used in the Jewell System contained
more alumina than is indicated by the above
results. But as it was insoluble in water it
was of no value, and is recorded with other
matters as " matter insoluble in water."
These lots of sulphate of alumina differed in
part from the theoretical sulphate of alumina,
in that they contained less water of crystalliza-
tion owing to the process of their prepara-
tion. This fact alone caused the former to
be richer in available alumina than the latter.
The increase in the available alumina in the
commercial products above that in the theo-
retical sulphate of alumina was also greater
than the corresponding increase in sulphuric
acid. This point doubtless explains the
origin of the trade name, basic s.ulphate of
alumina. The ratio of the alumina (A1 2 O 3 )
to the acid (SO 3 ) in each lot is shown in the
following table, with the corresponding ratio
in the theoretical sulphate of alumina taken
as one:
WATER PURIFICATION AT LOUISVILLE.
System. Lot. Ratio.
Warren . . i i .05
" . . 2 1.09
" .-3 i.ii
Western. 2 1.07
System. Lot. Ratio.
Jewell. . . i 1.02
" ... 2 I.OI
... 3 i.oi
" ... 4 1.04
In all comparisons and tabulations
throughout this report the chemicals applied
to the river water for the purpose of coagula-
tion and sedimentation are expressed in terms
of sulphate of alumina. Wherever potash
alum was used the results are converted into
their respective equivalents of sulphate of
alumina, on the basis that 10 parts of the lat-
ter are equal, from a practical point of view,
to 1 6 parts of potash alum.
EFFECT OF THE APPLICATION OF ALUM OR
SULPHATE OF ALUMINA TO THE OHIO
RIVER WATER.
When alum or sulphate of alumina is ap-
plied to the Ohio River water, it is decom-
posed for the most part by the lime (calcium
carbonate and bicarbonate) dissolved in the
water, and there is formed a white, gelatinous
precipitate of aluminum hydrate. The mag-
nesium carbonate and bicarbonate in the
water also decompose the alum in the same
manner as does the lime. Carbonic acid gas
is liberated by the decomposition of the alum,
but remains dissolved in the water as- free
acid. The lime and magnesia which combine
with and decompose the alum pass into the
form of soluble neutral sulphates. The tiny,
sticky particles of aluminum hydrate group
themselves together; and around the infinite
number of centers of coagulation are gathered
together more or less completely the matters
suspended in the water, including the bac-
teria, thereby forming flakes of greater or less
size and weight. Neither before or after its
decomposition has the alum or sulphate of
alumina, in amounts which would be permis-
sible in the purification of municipal water
supplies, a germicidal effect on the bacteria,
but simply aids in their removal, through sub-
sidence and filtration, by their envelopment
in the gelatinous flakes. Several factors ex-
erted a marked influence upon the coagula-
tion, upon the subsequent sedimentation, and
finally upon the effect of the remaining co-
agula in the water as it was filtered at a rapid
rate through the sand.
The application of chemicals to the Ohio
River water where this system of purification
is employed is of fundamental importance, in-
fluencing both the efficiency and cost of the
system, and the whole subject in its different
phases will be discussed in detail beyond. At
this time it is the purpose simply to point to
the matter in a very general way, in order to
make plainer and to bring out the signifi-
cance of the following account of the devices
used in the initial step in the process of puri-
fication.
DEVICES USED IN THE RESPECTIVE SYSTEMS
FOR THE APPLICATION OF CHEMICALS
TO THE OHIO RIVER WATER.
In this section is given a brief description
of the principal features of the several devices
for the application of solutions of alum and
other chemicals. An account of the effi-
ciency with which this was accomplished will
be found in subsequent sections of this chap-
ter. In the following chapters are described
the decomposition and subsequent disposi-
tion of the applied alum or sulphate of alu-
mina, and also the effect which this
application produced in connection with the
purification of water.
Warren Device.
Sulphate of alumina was applied to the
water in the Warren System just after
the river water entered the settling basin.
The current of water in the inlet water-
pipe revolved a small propeller wheel lo-
cated in the mouth of the pipe. This wheel
turned, by means of two sets of beveled gears,
a specially designed pump, working in a
pump box on the floor above. This pump
box received the sulphate of alumina solution
from the mixing tanks, the flow from which
was regulated by a float valve. From the
pump the solution of sulphate of alumina
passed through a lead pipe discharging by
gravity into the water in the settling basin,
opposite the center and approximately 5
inches from the end of the inlet water-pipe.
Two white-pine mixing tanks were located
on the floor over the settling basin and ad-
APPLICATION OF CHEMICALS TO THE OHIO RIVER WATER.
43
jacent to the pump box. These tanks were
used alternately, solutions being made up in
one tank while the other was in service. Fil-
tered water pumped from the filtered-water
reservoir was used for dissolving the sulphate
of alumina; and stirring was done in all cases
by hand. The depth of the tanks was 4.5
feet and the diameter about 4 feet. Owing
to unsatisfactory working of the meter on the
pipe through which the chemicals entered the
water, and its final abandonment, glass
gauges were employed for measuring the
quantity of solution used. Calibrations of the
tanks showed an average capacity for each
o.i foot in depth of 1.24 and 1.18 cubic feet
in tanks A and B, respectively. Owing to the
distance which the outlet pipe was above the
floor of the tanks, the lower portion of the so-
lution in the tanks could not be used. The
quantity of solution left in the tanks each
time a new solution was prepared varied con-
siderably, but generally amounted to some-
thing less than 3 cubic feet.
Pump Box. The solution of sulphate of
alumina flowed into the pump box from the
mixing tanks, the flow being regulated by a
2-inch float valve of vulcanized rubber. The
pump box was about 2.9 feet long by 1.2 feet
wide. The depth of solution in the pump
box was capable of regulation by varying the
distance of the float from the center of the
valve, the float arm being adjustable in
length. This was intended as a means of
varying the rate of application of solution by
increasing or decreasing the depth of immer-
sion of the pump arms. In practice it was
not found successful, as the float valve was
too irregular to make such an adjustment
feasible. The maximum and minimum depths
of solution, at the overflow of the pump box
and the lowest level at which the device op-
erated, were 1 1 and 5 inches, respectively.
Propeller. The propeller wheel was a
small screw wheel of about 0.5 foot outside
diameter, set on a horizontal shaft directly
in the mouth of the inlet water-pipe. When
the Warren System was first installed a
5-blade wheel was tried, but this was taken
out and a 7-blade wheel substituted Nov. 25,
1895. This wheel was made of cast brass.
0.5 foot in diameter by 0.2 foot deep. There
were seven blades, each pitched so that the
circumferential distance between their edges
was 2 inches. Connections from this pro-
peller wheel to the shaft of the chemical pump
above were made by two sets of small beveled
gears and -a vertical shaft.
Pump. The pump was a patented device
constructed of vulcanized rubber. It was
made up of six hollow curved arms, each of
which lay in a plane perpendicular to the
horizontal shaft on which the pump revolved,
and which were connected respectively to six
tubes placed parallel to the same shaft. The
shape of the curved arms was approximately
that of two straight pipes 5 and 3 inches long,
respectively, making an angle of 45 and con-
nected by a circular curve of 3 inches radius.
The inside diameter of these arms and of the
horizontal tubes was 0.5 inch. In operation
the pump was revolved by the propeller
wheel just described. The shaft of the pump
was located upon the top of the pump box,
the solution filling the pump box ordinarily
to from I to 3 inches below the pump shaft.
As the pump revolved, each arm was filled
as it entered the solution, and as the end was
the first part to leave the solution it trapped
some of it, the amount varying with the
height of the solution in the box. As the
pump turned the liquid was dropped back into
the arm and emptied out of the horizontal
tube into a funnel at the side of the box. To
this funnel was connected a lead pipe through
which the solution flowed into the settling
basin, discharging opposite the mouth -of the
inlet water-pipe.
Manner of Control of the Application of
Chemicals. When the flow of river water,
into the settling chamber was not too low
(above 18 cubic feet per minute) the discharge
of the solution from the pump was supposed
to be proportional to the admission of river
water. The amount of solution pumped was
changed by the removal or insertion of rub-
ber stoppers into the ends of the hollow arms
of the pump. In some instances half-stop-
pers (halved lengthwise) were inserted.
Marked changes in the application of alum
called for new solutions of different strength.
Elevations. The relative elevations in feet
of the more important points, referred to the
bottom of the sand layer of the filter as the
datum plane, were as follows:
44
WATER PURIFICATION AT LOUISVILLE.
Maximum flow line in mixing tanks.. 14.80
Minimum flow line in mixing tanks. . . . 10.66
Center of chemical pump 10.60
Maximum flow line in pump box 10.58
Center of discharge in the settling basin . 1.03
Jewell Device.
The solution of sulphate of alumina was
pumped into the inlet water-pipe against a
pressure of about 60 pounds at a point about
xofeet inside the settling chamber. Before the
entrance to the settling chamber of the river
water containing the solution it passed through
a meter and two valves on the main inlet pipe.
Mixing Tanks. Sulphate of alumina solu-
tions were prepared alternately in two cypress
tanks 5.5 feet deep and 3.5 feet in average
diameter. Filtered water, taken from the
outlet pipe just as it left the filter, was used
for dissolving the commercial product after
it had been broken into small pieces. This
was facilitated at times by heating the water
with steam which was allowed to enter the
water-pipe just before it reached the tanks.
Pump. From *he tanks the solution was
pumped into the inlet pipe by a 3.5 by 4.5 by
6-inch single pump, the suction pipes of which
reached to within about i inch of the bottom
of the tanks. The ends of the suction pipes
were capped with screens. The steam supplied
to the pump was kept at practically a constant
pressure by means of a regulating valve.
Feed Pipe. The feed pipe from the pump
to the inlet pipe was a heavy lead pipe 0.75
inch in diameter. At first all fittings were of
wrought iron, but owing to corrosion by the
sulphate of alumina they repeatedly broke,
and at the close of the test practically all fit-
tings were of brass.
Manner of Control. At the outset it was
the custom to start the pump at a speed to
deliver the desired quantity of solution and
keep it under general control by means of a
float on the water above the sand layer. This
float was connected by a chain and pulley
with a valve regulating the flow of steam to
the pump. This was not a success, and the
float was abandoned during the latter part of
March, and the application controlled by fre-
quent regulations of the steam-valve, inspec-
tions of quantities from the meters and of the
speed of the pump being used as guides.
Ordinarily, changes in the speed of the pump
would allow the desired arrangement in the
application of sulphate of alumina, but in ex-
treme cases the strength of the solution was
altered.
Elevations. The relative elevations in feet
of the more important points, with the bot-
tom of the sand layer of the filter as the datum
plane, were as follows:
Maximum flow line in mixing tanks . - 6.90
Minimum flow line in mixing tanks. - 12.06
Center of discharge into inlet pipe. . - 11.13
Western Systems.
As only one settling chamber was used for
both the Western Pressure and Western
Gravity systems a single device for the appli-
cation of alum was sufficient. Two separate
and distinct devices, however, were used.
The first was used from the beginning of the
operation of these systems up to April 7, and
the second, following an extended period of
modifications and repairs, was in service from
May 7 till the close of the tests.
First Western Device.
On the main inlet water-pipe to the set-
tling chamber there was a 6-inch gate
valve which caused a difference in pres-
sure above and below it. From above this
valve a o.5-inch brass pipe led to the alum
tank, which was a cast-iron vertical cylinder
1 foot in inside diameter and approximately
2 feet deep. The alum tank had a top open-
ing with a cover constructed like a hand-hole
fitting. The diameter of the opening was
4.5 inches. The brass pipe above mentioned
connected with the alum tank at the top and
extended into it about i foot. From the top of
the alum tank a second o. 5-inch brass pipe led
to the inlet pipe below the valve above men-
tioned. Suitable valves cut off the flow in
both brass pipes; allowed access to the alum
tank; and aided in controlling the flow of alum
solution. A mercury column in a celluloid
tube was used to indicate the difference in
pressure in the two brass pipes. By this ar-
rangement the alum solution was applied to
the river water in the inlet pipe about 10 feet
from the settling chamber.
Operation. In use the alum tank was kept
filled to a greater or less depth with crystals
APPLICATION OF CHEMICALS TO THE OHIO RIVER WATER.
45
of potash alum put in through the hand-hole
at the top. Differences in pressure in the
inlet water-pipe before and after this by-pass
caused the flow of a small quantity of water
through the tank whereby" the alum was dis-
solved and carried over into the inlet water-
pipe. The only means of regulating the
quantity of alum solution applied was by dif-
ferences in the pressure of the water flowing
through this by-pass.
Second Western Device.
The entire device for the application of
chemicals was changed during April, the final
arrangement being as follows:
The separate pipe for the admission of river
water to the system, which was introduced
Feb. 29, was broken and a duplex pumping
engine inserted on the pipe line. To this du-
plex pump were attached auxiliary pumps by
which the solution of chemicals was forced
into the main inlet water-pipe beyond the
pumps and about 30 feet from the settling
chamber. The duplex water pump forced
the river water, containing the alum or sul-
phate of alumina solution, through the set-
tling chamber, and also through the pressure
filter, or into the top of the gravity filter.
Mixing Tanks. Two pine tanks each 4 feet
deep by 3 feet in diameter were used alter-
nately for the purpose of preparing the solu-
tions. The solutions were made with filtered
water taken from the outlet pipe near its exit
from the pressure filter, or with river water
when the pressure filter was not in operation.
Mam Water Pumps. The main pumping
engine was a Worthington single-expansion
duplex engine. The principal dimensions
were as follows:
Diameter of steam cylinder 9 inches
Diameter of water cylinder 8.5
Length of stroke 10
Steam was supplied by a i. 5-inch asbestos-
covered pipe. The exhaust, a 2-inch pipe,
was open to the atmosphere.
Auxiliary Chemical Pumps. The device
used for pumping the solution of alum or sul-
phate of alumina consisted of small plunger
extensions of the main piston-rods on the
water pumps above described. These
worked in pockets in which they caused al-
ternate suction and pressure. The valve sys-
tem was a pair of cup valves in the same
casting, one opening to allow flow from, and
the other to allow flow into, the plunger
pocket. These valves were located just out-
side of the plunger chamber.
Piping System. From the mixing tanks a
system of o.5-inch brass pipes led to the aux-
iliary pumps. The arrangement was such
that either tank could be used, and either
one or both of the auxiliary pumps op-
erated. From the pump the solution of
chemicals was forced through a system of
o.75-inch brass pipes into a glass tube. A 3-
inch brass air-chamber in the system equal-
ized the flow.
This glass tube was connected at the bot-
tom with a brass pipe which led into the in-
let water-pipe, discharging in the center of
the inlet pipe through a tee set with its long
arm with the current. The glass tube was
also connected at the top with the top of a
6-inch air-chamber in the inlet water-pipe.
A body of air was always maintained in ihis
chamber, and there was a corresponding ver-
tical air column in the glass tube, as the level
of the chamber and of the tube were the same.
By this arrangement the alum or sulphate of
alumina solution was discharged through an
air column, thus making the flow of the solu-
tion plainly visible.
Manner of Control. As the pumps dis-
charged a constant quantity, regulation of the
application of chemicals was obtained by re-
lief pipes and valves through which the excess
of solution was returned to the mixing tanks
and pumped over again.
Elevations. The relative elevations in feet,
with the bottom of the sand layer of the pres-
sure filter as the datum plane, were as follows:
Maximum flow level in mixing tanks. . .0.00
Minimum flow level in mixing tanks. -3.34
Center of pumps - 2.70
Center of discharge into inlet + 1.80
Jewell Device for Application of Lime.
The device used for adding lime to the
river water was modified a number of times
during its use. At first it consisted simply
of an ordinary barrel and suitable piping as
described below. The barrel was located on
the upper floor. Unslaked lime was put in
the barrel and a stream of water let in at the
WATER PURIFICATION AT LOUISVILLE.
bottom. The flow of water into the barrel
was regulated by a float valve. Near the top
of the barrel a pipe led to a connection with
the suction pipe from the sulphate of alumina
tanks. To the lower end of this pipe was at-
tached a glass cylinder in order to make
visible the rate of flow. The mixed milk of
lime and sulphate of alumina solutions were
forced into the main inlet water-pipe by the
same pump. At first the solution was stirred
by hand, but later an aspirator was intro-
duced.
When the use of lime was resumed on
March 21 the milk of lime solution was
pumped through a separate pipe into the
inlet water-pipe just outside the settling
chamber; and the entire lime system was
independent of the sulphate of alumina sys-
tem.
Elevations. The relative elevations in feet,
with the bottom of the sand layer as the da-
tum plane, were as follows:
Discharge level in the lime
barrel + 13.00 (approx.)
Center of modified dis-
charge into inlet pipe. . - 5.95
Jewell Device for the Application of Iron.
The device used for the application of iron
consisted of a cast-iron tank, approximately
i foot in diameter and 3 feet long, filled with
scrap-iron. The piping was so arranged that
the suction from the sulphate of alumina
tanks, the suction from the lime barrel, and
the force main from the sulphate of alumina
pump could be connected with this tank.
The iron could be thus introduced at any
desired point in the flow of chemicals.
It can hardly be said to have been in actual
service, but was tried on Feb. 10 and 12, and
again for 2.5 hours on Feb. 22. Its use was
discontinued on the latter date on account of
the very evident presence in the effluent of
dissolved iron.
Jeivell Device for the Application of Chlorine.
This device consisted of a set of small U-
shaped tubes, in which a common salt solution
was decomposed by an electric current. A
constant flow of water was maintained
through the tubes. The water dissolved the
hypochlorites and carried them with it to the
water in the top of the filter. The apparatus
was never used regularly, but was tried on
Jan. 21 and 22, and for very short periods
at later dates. On Jan. 22 available chlorine
was applied in this way during the morning
at the rate of o. i part per million by weight
of applied water.
UNIFORMITY IN THE RATE OF APPLICATION
OF CHEMICALS IN THE RESPECTIVE
SYSTEMS.
Owing to the marked and comparatively
sudden variations in the quality of the river
water, the rate of application of chemical so-
lution was varied by necessity from time to
time. But with regard to uniformity when
the quality of the river water was practically
the same the observations revealed several
points of an unsatisfactory nature. The
amount of attention which was given to the
devices for application of chemicals, further-
more, was found to be a very important fac-
tor in most instances.
Speaking in general terms, the application
of chemicals by the Warren device was fairly
satisfactory. Its chief merit lay in the fact
that it was automatic. It had a number of
shortcomings, however. The rate of appli-
cation of chemicals during short periods was
variable, due to varying heights of solution
in the pump box. When the river water en-
tered the settling chamber at a rate of 'ess
than about 18 cubic feet per minute the pro-
peller wheel could not be depended upon to
operate the pump regularly. So far as was
learned the propeller was reasonably uniform
in its action when the flow was greater than
that stated above. The manner of regulating
the operating area of the open arms of the
pump by means of rubber stoppers was crude,
and under some circumstances would limit
the serviceability of the device in purifying
such a water as that of the Ohio River.
The operations of the Jewell device showed
Nearly that its efficiency was closely depend-
ent upon the attention which it received.
During the latter part of the test it received
APPLICATION OF CHEMICALS TO THE OHIO RIVER WATER.
47
sufficient attention to make its operation
satisfactory. At. times during the first part
of the tests, however, the application of chem-
icals was very erratic. In some instances the
rate of application of sulphate of alumina
varied five or six hundred per cent, on the
same day when the quality of the water was
about the same.
Complications arose when lime and sul-
phate of alumina were both applied by the
same device in the Jewell System. At times
it appeared that the two chemicals entered
the water alternately.
With the first Western device control of
the application of alum was repeatedly lost,
even with a laborer spending the greater part
of his time watching it. The Western Com-
pany abandoned this device in April.
The second Western device gave fairly
satisfactory results, although it was necessary
to give close attention both to the stuffing
boxes between the water pumps and chemical
pumps, and to the relief valves on the pipes
through which the excess of solution was re-
turned to the mixing tanks.
This feature of the application of chemicals
is a very important one, both with regard to
the cost and the efficiency of purification, and
will be discussed in Chapter IX.
STREN'GTH OF SOLUTIONS OF CHEMICALS
APPLIED TO THE RIVER WATER IN THE
RESPECTIVE SYSTEMS.
Samples of the alum and sulphate of alu-
mina solutions used in the several systems
were collected at frequent but irregular inter-
vals for examination. The specific gravity
of the samples was determined by the aid
of a Sartorius balance, and these readings
were converted into percentages of applied
chemicals from tables of factors which were
checked from time to time. In all 1632 de-
terminations were made of the strength of
applied chemical solutions. In the next set
of tables there are given the daily averages
of the percentage strength of the solutions
used in each system. Before considering
these results there are several comments to
be made.
In the Jewell System the uniformity of
strength of the sulphate of alumina solutions
was very satisfactory, as a rule, during a
greater part of the test. During the first
portion, however, the variations in the
strength of the solution were quite confus-
ing.
For the most part the uniformity of
strength of the sulphate of alumina solutions
used in the Warren System was fairly satis-
factory. Small variations in the strength of
even consecutive solutions, however, were
repeatedly noted. This was due, apparently,
to the complicated system of preparation of
the solutions, which involved the considera-
tion of certain quantities of solution in each
tank when its use was stopped to prepare new
solutions, and to too much dependence upon
hydrometer readings.
With the first device used in the Western
System the variations in the strength of the
alum solutions were so great that this factor
placed the whole system at a great disadvan-
tage at times, in spite of the comparatively
close attention which it received.
This device, which consisted of allowing a
small stream of river water in the inlet pipe
to flow through a by-pass in which was placed
an iron cyclinder containing potash alum,
showed marked weaknesses, among which
were the following:
1. The solubility of potash alum crystals
varied with the temperature of the river water
in the alum tank.
2. The strength of the solution applied to
the river water varied with the period of time
that the river water remained in the alum
tank; that is, it varied inversely with the rate
of application of the alum solution.
3. The strength of the solution varied with
the amount of potash alum crystals in the
tank.
4. There were no ready means of knowing
how much alum was being applied to the
water; and in several instances the alum crys-
tals in the cylinder became exhausted, or very
nearly so.
On many days the strength of the solution
was quite uniform, especially during the latter
half of the period when this device was used,
and when, at times, a small gas flame was
placed beneath the inlet pipe leading to the
alum tank to increase the temperature of the
water. Similar results to the following were
4 8
WATER PURIFICATION AT LOUISVILLE.
frequently obtained, however, during the first
two months that the system was in operation.
Percent-
Percent-
Date.
1896.
Hour.
age of
Alum in
Applied
Solution.
Date.
1896.
Hour.
age of
Alum in
Applied
Solution.
Jan. 24.
10.28 A.M.
7.8
Frb. 2O.
11.25 A.M.
3-9
'*
11-35 "
5.0
1.20 P.M.
5-7
"
12.32 P.M.
6.2
3-30
3-3
"
I.3O
3-2
4.00
4.6
' '
3-7 "
5-1
4.30
5-2
5.00
5-2
5.30
5-1
The following results, obtained on Feb. 26,
are more representative of the last portion of
the period when more care was taken to pre-
vent the exhaustion of alum from the tank.
Hour.
Percentage of
Alum in Applied
Solution.
Hour.
Percentage of
Alum in Applied
Solution.
9.30 A.M.
5-9
2. 30 P.M.
6. 5
11.00 "
4-9
3-00 '
6.4
12.30 P.M.
5-9
3-30
6.5
I.OO "
6.1
4-00
5-7
1.30 "
6.2
4.30 '
6.6
2.OO '
5-9
5.00
6-5
With the second device for the application
of chemicals in the Western Systems, there
came an improvement in the uniformity of the
strength of solutions, but it was not thor-
oughly satisfactory. This was due in part to
mistakes in weighing out Jhe alum or sul-
phate of alumina, and in part to accidental
dilution of the solutions after their prepara-
tion. An important factor in these varying
strengths of solution, the effect of which is
difficult to estimate accurately, was the flow
of river water from the water pumps through
the stuffing boxes into the pumps containing
the solution of alum or sulphate of alumina.
This was repeatedly observed and guarded
against in part by frequent packing of the
stuffing boxes. The maximum leak noted
was about i gallon per hour for one of the
two pumps. Under the conditions on that
day, May 20, the dilution from this single
pump amounted to about 10 per cent, of the
full quantity of solution in one tank when full.
With more nearly normal rates of flow of
water and of alum solution this percentage
would be somewhat less, but on the other
hand the effect of the dilution from this
source became cumulative, owing to the pas-
sage through the pumps of an excess of the
solution, and its return through relief pipes
leading back to the mixing tanks. The last
portion of the solution from the tank was
thereby more diluted than the first.
DAILY AVERAGES OF THE PERCENTAGE STRENGTH OF THE SOLUTIONS OF SULPHATE OF
ALUMINA APPLIED TO THE RIVER WATER IN THE WARREN SYSTEM.
Day.
October.
November.
December.
January.
February.
March.
April.
May.
June.
' July.
2 80
2 . 7O
1 . 2O
2 . "JO
I .QO
I . "7O
2 .4.O
1 . 2O
2. 2O
I .90
2 -OO
2 .OO
2 .OO
2 .QO
2. 2O
2.OO
2.8O
2 . 2O
4
1 . 2O
2 .OO
5
5
2 - 2O
2 .OO
2 .OO
2. 2O
2. 2O
3-2O
1.50
2.OO
2.0O
2 .OO
7
2. 2O
2.6O
2 .40
2. 2O
9
I. 80
2 .60
2.40
2. 2O
I . ^O
I. 80
2 . IO
2 .60
I .OO
I.QO
2. IO
. ao
2. IO
I IO
2. 2O
. 50
2 . 2O
I -GO
2. 2O
I.IO
2. 2O
2.0O
.60
2. 2O
1 .00
1.90
2 . 2O
2.OO
1 .00
2. 2O
2.OO
16
. 50
2. 2O
2 .OO
I. IO
2. IO
2.OO
. 7O
2.OO
2.OO
] 7
18
I.7O
2-IO
2. IO
2.OO
I.IO
2.OO
2.0O
2 . IO
r 9
2. 2O
2.IO
2.IO
2.5O
.60
I.OO
2.IO
2.10
.60
1 .00
2. 2O
08
2 .QO
1 .00
I.gO
2. IO
80
1 .00
2 .OO
2.50
23
I. 80
2 .OO
2.8O
75
2.OO
3-00
06
7O
1 .00
2.OO
2.80
2 8O
1 . 20
2.6O
27
28
2- IO
2. 2O
2 .OO
2 3O
.60
1. 20
2.6O
3 -oo
29
2 .20
2 .4.O
2 -4.O
. 20
1. 60
2. 2O
2.20
2. 2O
3 1
APPLICATION OF CHEMICALS TO THE OHIO RIVER WATER.
49
DAILY AVERAGES OF THE PERCENTAGE STRENGTH OF THE SOLUTIONS OF SULPHATE OF
ALUMINA APPLIED TO THE RIVER WATER IN THE JEWELL SYSTEM.
Day.
October.
November.
December.
January.
February.
March.
April.
May.
June.
July. '
0.42
o 42
O ^1
o So
2
0.33
I . 2O
O 75
I 2O
0. 33
I . 2O
o 60
o. 40
O. ^Q
6
o 42
I 2O
7
0.60
0.42
o 85
O.6O
I . 2O
3
0.30
I . 2O
i 40
o. 32
o 42
I 2O
o 42
I 2O
i r
0.29
0.42
I . 2O
i 40
0. 1*,
o 60
12
o. 34
0.44
i 40
O ^O
0.31
o 44
o 8:;
14
0.28
0.44
0.60
i .20
O. ^O
O.6o
i 5
0.64
0.60
I -1C
O.6o
I 2O
16
o. 30
0.40
o 60
O. 5 1 *
55
I 7
o 44
o 60
18
0.30
0.44
0.60
1 .40
0.60
o. 50
I 2O
0.30
0.88
I 40
0.60
0.30
0.88
o 60
O 7O
O 55
21
o. 24
0.30
0.88
0.60
1 .00
O. 2O
0.65
I 2O
o 10
o 24
0.30
o. 71
o 60
.20
o 60
o 26
0.80
o 60
2O
o 58
O. 1Q
o 62
26
0.38
0.39
0.80
0.80
. 2O
o 60
O.^Q
0.80
o 65
o 45
2O
o 60
j So
28
0.80
o 67
o So
o 80
O ^Q
o 80
0.46
O-3Q
0.95
o. 70
O.6O
0.60
I 2O
i .60
o. 70
I 2O
DAILY AVERAGES OF THE PERCENTAGE STRENGTH OF THE SOLUTION OF ALUM AND OF
SULPHATE OF ALUMINA APPLIED TO THE RIVER WATER IN THE WESTERN SYSTEMS.
Day.
January.*
February.
March.
April.
May.
June.
July.
6
6 7
2 6
2
c . e
8.0
1 .4
2.4
3
6
7 O
7.4
i . 5
4.2
t g
7 O
e g
C
6 2
2 Q
6
4 . "\
6.1
7.Q
3.O
2.2
7
7.O
7- 2
o 8
2.2
8
2.O
6 6
a 2
2.O
10
e .2
5 7
6 7
3-2
I .5
1 1
5 . 7
5 Q
6 o
2.8
2.6
0.8
12
2 Q
2.6
6 2
6 Q
2.O
3 2
6 o
6 8
2 I
3.0
15
6.8
A 2
2.2
2.2
2.9
16
7 2
7 I
2.2
2.2
2.7
17
C g
4 6
6 6
2.2
2.O
18
C g
6 t,
I 2
O.Q
1.8
6 8
2. 5
20
I 7
c 6
0.6
2.8
2.2
21
e. 8
6 1
o. 5
I.q
22
O.6
2.O
1 .7
2-J
c 6
o 6
2.4
24
5 . 5
5-6
5 . 7
1. 9
2.7
25
A O
6 o
0.6
2. I
1 .9
26
6 i
6 o
o 8
I 7
27
6 o
6 o
7 O
2.5
2.O
28
6 Q
O.Q
2.3
6 8
i 4
3.0
1 .7
2 6
2.6
s
2.O
* The meter on the alum pipe was not attached till Jan. 10; and from Dec. 23 to that time the amount of alum applied
to the water was computed from the weight of alum put into the alum tank.
WATER PURIFICATION AT LOUISVILLE.
AVERAGE DAILY AMOUNTS, IN GRAINS PER
GALLON, OF SULPHATE OF ALUMINA
APPLIED TO THE OHIO RlVER WATER
IN THE RESPECTIVE SYSTEMS.
The daily average results of the determina-
tion of the amounts of sulphate of alumina
used in the respective systems (from October,
1895, to July, 1896, inclusive) are presented
in the following tables. In the case of the
Western Systems, when both filters were in
operation, the average results refer to the
filters in common.
As already explained alum was used during
a large portion of the time in the Western
Systems, and in all cases it is converted into
equivalent amounts of sulphate of alumina.
As a matter of convenience these results
are expressed in grains per gallon. They
may be changed to parts per million by mul-
tiplying by 17.1, and to pounds per million
gallons by multiplying by 143.
AVERAGE DAILY AMOUNTS, IN GRAINS PER GALLON, OF SULPHATE OF ALUMINA APPLIED TO
THE OHIO RIVER WATER IN THE WARREN SYSTEM.
Day.
October.
November.
December.
January.
February.
March.
April.
May.
June.
July.
I
88
3 07
6. SI
1.16
4.05
3.82
2
0.78
0.72
3 .60
2.45
5.85
1.03
5.19
5.03
I 11
1 26
3 eg
2 O^
*, 80
5.30
5- 10
o 83
I 66
4 18
i 61
2 ^8
i 8s
4 .40
O O1
I O1
4 IO
1 . 77
3.27
6
o. 70
0.68
3.86
4 O2
2 .62
4- 77
1.83
3.12
3.36
7
I 2$
O Q2
1 =16
1 12
2 11
I 86
I 28
}. IO
g
I 12
2 88
g
I. O8
O.7Q
3.87
2-44
1.89
1 . 59
4.78
2.73
IO
I .OO
4 O1
2 81
2 42
I 88
4.00
3.29
II
I Id
2 OO
2 12
2 .40
a .04
i 67
I S7
I 1
O O1
i !8
4 8l
i 81
1.78
3 18
r 4
I O2
a TC
c 76
i 66
2.43
15
1.28
i .60
3.49
2.87
16
I 11
a 22
4 48
i 80
2.68
2.83
17
I . 22
a en
411
4 1O
1.50
2.97
18
o 88
3 AC
i 02
2 . 32
2 . 76
20
O.Q4
2.88
4 OQ
c . CT
1.58
1.15
2.65
2.8O
21
O 52
o 61
-1 TQ
\ 82
o ST
I 14
3.IQ
22
0.44
1. .OI
1 OO
0.85
1.68
I .94
4-33
23
O.6o
1.58
6.37
0.77
3.64
2.15
6.45
24
O.44
I 16
2 l6
c 72
0.84
2.35
7.41
25
0.42
1-74
1.1O
2.52
5 3 1
0.62
0.66
2.38
7.40
26
i 64
27
I 28
2 08
I 6O
7. SO
28
O 71
a IQ
2 41
o 60
o 6^
2 17
7.03
2Q
o 85
T ^a
? s8
S . 2S
3
0.87
0.65
5.16
5.23
5-43
1.07
4.84
3.95
4.42
31
I . II
4 . 11
4. 08
E 78
4.17
APPLICATION OF CHEMICALS TO THE OHIO RIVER WATER.
AVERAGE DAILY AMOUNTS, IN GRAINS PER GALLON, OF SULPHATE OF ALUMINA APPLIED TO
THE OHIO RIVER WATER IN THE JEWELL SYSTEM.
Day.
October.
November.
December.
January.
February.
March.
April.
May.
June.
July.
o 85
4 68
o 80
t Q-
c 87
6 71
i
2 82
1 . 13
4 55
S. 04
6 33
271
O Q4
4.16
I 62
4 ii
o 84
2 64
S 06
6
o 76
2 63
3.56
O.o8
4.05
1.65
4-35
4 -67
7
o 88
i 46
1.18
2 . l6
1.64
4 06
8
2 68
3 41:
1 .06
I 61
6 36
o 81
I an
I O4
i 61
C QO
6 17
IO
I 12
2 08
I .OO
2.18
5 79
c .21
1 1
o 48
2 24
O 77
i . 72
1.61
4 7Q
C Q2
12
1 22
o 76
I 62
C cc
O 58
i 18
i 81
6 36
M
o 18
o 69
I 18
I 30
O.85
I . 40
l.6i
C ,QO
1 5
2 81
I 31
i. 60
4 7O
S.78
1 6
I 28
I IO
i 62
c 6d
4 24
17
o 80
1 .02
2.48
I -45
I .04
4.82
18
ig
0.17
0.99
O.()2
2 V 4I
i si
1. 60
I d7
0.94
1. 00
i 07
3.92
4 Q7
5.81
2O
O S3
1 . 20
2. 54
3.08
I.I3
i .52
2.85
5.02
21
o 86
06
I ^2
c 07
22
o 23
68
I .20
1.83
3 . 32
6. II
23
o.2g
o 42
0.80
4.52
1.25
2. 14
I -93
8.32
-4
I 27
I 4O
12 . 2<1
25
0.63
66
5 , CJ7
I . 32
O.q8
1.65
10.83
26
o 84
I 08
JO
1 83
I O3
2 .60
27
I 6s
I 22
I 48
-i r-i
8 7S
28
t:46
3 38
29
2 06
12
2. til
I . 3Q
4.83
6.24
7.58
3
0.41
0.41
4.38
i . 53
3- 24
I.4I
4.85
7-49
8.72
2 |
c O2
AVERAGE DAILY AMOUNTS, IN GRAINS PER GALLON, OF SULPHATE OF ALUMINA APPLIED
TO THE OHIO RIVER WATER IN THE WESTERN SYSTEMS.
Day.
January.
February.
March.
April.
May.
June.
July.
4 -10
4.38
4.87
2
o 63
4.OI
4.27
7.70
3
O 7Q
3 .4Q
4-54
9.02
2 81
3 3 2
4 . 26
6
O 8 1 *
4.28
4.02
i n
5.62
8
i. ii
4.61
0.80
6.32
5.30
o 66
7 . 24
3.16
i 13
5-77
1.48
I 22
5.86
13
o 89
O.79
4.25
5 9 1
14
15
1. 06
I 21
3-25
2 47
0.75
0.83
O.95
5.19
4.84
4.60
16
I 66
O.o7
I.OI
4.18
5.21
17
O 77
4 oo
3.36
18
O 8d
O.5I
1.52
3-66
IQ
0.51
4.35
2O
I 24
2 05
2.78
0.83
5.39
3-7O
o 87
I . II
3.93
22
1.58
3-29
4.46
1 83
7.08
j c6
3.64
8.31
1.63
4.42
5.20
26
3 78
O.QQ
3-73
37
i S8
I 16
2 87
1.57
5-38
6.01
28
2 2O
5.36
2Q
3 12
6.18
7.05
4.36
6.98
6.71
3.83
2 WATER PURIFICATION AT LOUISVILLE.
AMOUNTS OF LIME USED IN THE JEWELL SYSTEM.
DAILY AVERAGES OF PERCENTAGE STRENGTHS OF LIME SOLUTION USED IN THE JEWELL
SYSTEM.
Date.
I8q6.
Strength.
Date.
1896.
Strength.
Date.
1896.
Strength.
Date.
1896.
Strength.
February 8
0.52
February 18
0-55
February 27
0.49
March 7
0.44
10
0.52
IQ
0-55
28
0.49
21
0.19
ii
0.52
20
0.49
29
0-53
23
0.30
12
0.52
" 21
0.49
March 2
0.44
25
0.40
13
0.55
" 22
0.49
3
0.44
26
0.25
14
0.55
24
0.49
4
0.44
27
O.2I
15
0-55
25
0.52
5
0.44
31
0.25
'7
0-55
26
0.52
6
0.44
April I
0.30
The daily average results of the amounts of lime used in the Jewell System are pre-
sented in the following table:
AVERAGE DAILY AMOUNTS, IN GRAINS PER GALLON, OF LIME APPLIED TO THE OHIO RIVER
WATER IN THE JEWELL SYSTEM.
Date.
1896.
Amount.
Date.
1896.
Amount.
Date.
1896.
Amount.
Date.
1896.
Amount.
February 8
0.85
February 18
1.05
February 27
0.32
March 7
0.23
10
1.38
19
I.I?
28
0.03
21
0.28
ii
1.67
20
0.88
29
0.18
23
0.72
12
1.56
21
0.47
March 2
0.19
25
0.49
13
0.52
" 22
0.32
3
0.17
26
1.05
14
0.72
24
0.46
4
0.19
27
I.4I
15
0.92
25
0.38
5
0.18
31
2.17
17
0.82
" ' 26
0.53
6
0.13
April i
0.81
DECOMPOSITION AND SUBSEQUENT DISPOSAL OF THE ALUM.
S3
CHAPTER III.
DECOMPOSITION AND SUBSEQUENT DISPOSAL OF THE ALUM OR SULPHATE OF ALUMINA
APPLIED TO THE OHIO RlVER WATER.
IN some localities objections have been
raised to the use of alum and of sulphate of
alumina in the purification of public water
supplies. The ground for this has been that
some of the dissolved chemicals passed
through the filter, appeared in the filtered
water, and were liable to injure the health of
the water consumers. While this might be
true with some waters, it can be positively
stated that it should not, and need not, be the
case with the Ohio River water at Louisville.
The reasons for this are that there is dissolved
in the Ohio River water an ample supply of
lime and magnesia to combine with, and to
decompose, more sulphate of alumina than
would be necessary to apply under conditions
giving a satisfactory and economical purifi-
cation of the water by the general method
under consideration.
The lime and magnesia which are found in
the river water, in a form capable of decom-
posing sulphate of alumina, are present as
carbonates and bicarbonates. In the tables
of chemical analyses of the river water in
Chapter I the amounts of these constituents
are recorded as alkalinity. These compounds
which give to the water its alkalinity possess
the power of decomposing sulphate of alumina
and alum, by virtue of the fact that the sul-
phuric acid of the applied chemicals is much
stronger than the carbonic acid of the alkaline
compounds. The result is that the sulphuric
acid (the strong acid) combines with the lime
or 'magnesia (the strong bases); the alumina is
thus disengaged and, in the presence of the
water, forms aluminum hydrate, which soon
appears in the form of a white gelatinous solid
compound; and the carbonic acid (the weak
acid) remains in the water as free acid. Tak-
ing sulphate of alumina, the more efficient of
the two chemicals, as an example, and view-
ing the results of its application to the Ohio
River water in the light of the expressions
used in water analysis, we find that the follow-
ing principal changes occur:
1. The alkalinity is reduced by the displace-
ment of carbonic acid by sulphuric acid,
which, combining with the lime and mag-
nesia, forms neutral sulphates.
2. The alumina is freed from sulphuric
acid when the latter unites with the alkaline
constituents, and appears as the gelatinous,
solid aluminum hydrate, which possesses the
power of coagulating the suspended matters
in the water. In its solid form the aluminum
hydrate is removed subsequently by sedimen-
tation and filtration.
3. The incrusting constituents are in-
creased, due to the sulphuric acid uniting
with the lime and magnesia.
4. The free carbonic acid is increased on
account of the liberation of this acid when the
alkalinity is reduced, with a resulting increase
in the incrusting constituents. At the in-
stant of liberation it exists as a gas, but it im-
mediately takes up water and forms free car-
bonic acid.
It is noted above that these are the principal
changes. If the river contained no suspended
matter or dissolved organic matter, there
would be no other action ; and these changes,
furthermore, would be proportional to the
amount and composition of the applied sul-
phate of alumina. In practice it is found that
the particles of suspended matter, by an ab-
sorptive or mordanting action, dispose of
some of the sulphate of alumina, without the
above decomposition taking place. This
secondary action will be mentioned be-
yond.
Considering the primary decomposition
(in a water free from suspended matters and
54
WATER PURIFICATION AT LOUISVILLE.
dissolved organic matter), the reduction in
alkalinity in parts per million, for i grain per
gallon of each lot of the chemicals used in
these tests, would be proportional to the sul-
phuric acid, as follows:
REDUCTION OF ALKALINITY (LIME AND MAG-
NESIA) BY ONE GR'UN PER GALLON OF
EACH LOT OF COMMERCIAL SULPHATE
OF ALUMINA.
System.
Number of
Lot.
Percentage of
Sulphuric Acid.
Reduction in
Alka inity.
Parts per Million.
Warren
I
39 87
8-53
1
2
38.61
8.27
*
3
37-72
8.07
Jewell
I
37-96
8.12
*
2
37-87
8. II
3
37-46
8.02
'
4
42.20
9.04
Western
i
37-72
8.07
2
37.64
8.06
Under the above-mentioned conditions, the
increase in incrusting constituents, expressed
in the usual way in parts per million, would
be exactly proportional to the reduction in
alkalinity; and the increase in carbonic acid,
expressed in parts per million by weight of
carbon dioxide, would be 44 per cent, of the
reduction in alkalinity.
Independent of the absorptive and mor-
danting action with suspended matters and
certain dissolved organic matters, the changes
in the river water, upon the addition of I
grain per gallon of the first lot of sulphate of
alumina used with the Warren System, may
be illustrated as follows:
COMPARISON IN PARTS PER MILLION OF
IMPORTANT CONSTITUENTS OF THE OHIO
RIVER WATER BEFORE AND AFTER TREAT-
MENT WITH ONE GRAIN PER GALLON OF
SULPHATE OF ALUMINA.
Constituents.
Alkalinity
Incrusting constituents...
Carbonic acid (carbon
dioxide)
Before
Treatment.
60
25
60
After Treatment.
51.47 (decrease)
33.53 (increase)
6 3-75 (increase)
When suspended matter, especially clay, is
present in the water, there is a certain amount
of the sulphate of alumina absorbed without
its decomposition by the alkaline constitu-
ents. This causes the alkalinity to be reduced
in amounts less than that indicated above.
The degree of reduction, furthermore, varies
with the amount and character of the matter
in suspension. The Ohio River contains so
little dissolved organic matter that this factor
probably does not cause the actual reduction
in alkalinity to depart from the theoretical
more than about 5 per cent. But the varying
composition of the Ohio River water, with re-
gard to suspended matter, causes a variable
relation to exist between the theoretical re-
duction in alkalinity, due to complete decom-
position of the applied sulphate, and the
actual reduction after a portion of it has been
absorbed by the suspended matter. The
significance of this is shown in the following
table, where the average results of several de-
terminations are presented, in which the
amount of sulphate of alumina was sufficient
to produce complete coagulation.
PERCENTAGES WHICH THE ACTUAL REDUC-
TION OF ALKALINITY BY SULPHATE OF
ALUMINA WERE OF THE THEORETICAL,
WITH OHIO RIVER WATER CONTAINING
DIFFERENT AMOUNTS OF SUSPENDED
MATTER.
Suspended Matter in Partsjper
Million.
2OO
400
800
I2OO
Reductions.
35
80
75
65
Further information upon this point was
obtained in 1897, and the results are recorded
in Chapter XV.
Combining the above information con-
cerning the decomposition of sulphate of alu-
mina with the varying amounts of alkalinity
in the river water, as recorded in Chapter I,
it will be seen that the greatest amount of
sulphate of alumina which can be safely ap-
plied to the Ohio River water is about 4
grains per gallon for a minimum; the normal
ranges from 6 to 10 grains; and the maxi-
mum about 15 grains per gallon.
From the outset of these investigations, the
importance of determining accurately the
presence or absence of the applied alum or
sulphate of alumina in the filtered water was
clearly recognized. There are two methods
which can be utilized in the solution of this
problem. These methods, both of which were
carefully applied to samples of the filtered
water day by day, are as follows:
i. The determination of the alkalinity of
the effluents. This proved, if the effluents
DECOMPOSITION AND SUBSEQUENT DISPOSAL OF THE ALUM.
55
were alkaline, that no undecomposed sulphate
of alumina was present. If the effluent was
acid, however, the opposite of this was true.
2. The test for alumina in the effluent, ac-
cording to Richards' logwood and acetic
acid test.
In the following table are presented all re-
sults in which any trace of alumina (Al 2 O 3 )
was found in the filtered water, together
with the corresponding alkalinity or acidity
of each sample. The amount of sulphate of
alumina equivalent to each amount of
alumina is also recorded. It will be noted,
in those cases where the effluents were acid,
that the amounts of alumina and sulphate of
alumina were abnormally low. This may have
been due to changes in the sulphate of alu-
mina in passing through the filter, or to in-
accuracies of the logwood test in measuring
such small quantities of alumina, or both.
SUMMARY OF ALL RESULTS SHOWING ALUMINA BY THE LOGWOOD AND ACETIC ACID TEST,
WITH THE CORRESPONDING ALKALINITY IN THE EFFLUENT OF EACH SYSTEM.
Date.
1896.
Alkalinity.
Parts per Million.
Alumina.
Parts per Million.
Sulphate of
Alumina.
Grains per
Gallon.
Date.
1896.
Alkalinity.
Parts per Million.
Alumina.
Parts per
Million.
Sulphate of
Alumina.
Grains per
Gallon.
WARREN ]
.FFLUENT.
February 15
6. 5
O.2
0.07
JEWELL EFFLUENT.
20
17.0
O.
0.04
March 27
59-2
O.I
0.04
March 16
12.0
0.
0.04
" 28
31-9
O.I
0.04
' 20
I3-I
O.
0.04
April 2
5-5
0.3
0.17
21
IO. I
O.
0.04
3
1-3
0.2
0.07
23
4.9
0.
0.04
4
Acidity 4.7
0.7
O.25
24
4.0
0.
0.04
6
4.0
0.2
0.07
April 2
0.2
0.5
0.18
June 2
28.9
O.I
0.04
3
Acidity o.i
0-3
O.II
3
39-7
O.I
0.04
6
Acidity 3.1
0.8
0.27
10
22.5
o-3
O.II
7
3-5
0.5
0.18
16
24.0
O.I
0.04
1O.2
O. I
0.04
Juy I
Acidity 1.8
-3
O.II
2
Acidity 3.9
0.4
0.13
WESTERN GRAVITY EFFLUENT.
3
4-6
0.8
0.27
July 2
6.1
0.2
0.07
8
8.8
O. I
0.04
3
6.0
O.I
0.04
13
4-1
0.3
O.II
'4
Acidity i.o
0.3
O.II
WESTERN PRESSURE EFFLUENT.
15
2.5
0.2
0.07
April 3
3.0
0.2
0.07
17
IO.O
0.4
0.13
" 4
Acidity i.o
0.4
0.13
20
15.2
0.2
0.07
" 6
5-0
O.2
0.07
21
17.1
O.I
0.04
22
14.0
O. I
0.04
JEWELL EFFLUENT.
23
8.9
O. I
0.04
February 10
43.0
O.2
0.07
24
Acidity 2.1
0-3
O.II
" 20
14.9
0.2
0.07
25
Acidity 6.0
0-3
O.II
March 24
15-4
O.I
0.04
27
Acidity 3.8
0.3
O.II
26
5I-I
O.I
0.04
28
Acidity 1.9
0.2
0.07
The above results show that on 2, 8, o, and
i days, respectively, the Warren, Jewell,
Western Gravity, and Western Pressure
effluents were acid, and contained, therefore,
undecomposed sulphate of alumina. The
acidity on these several occasions was due,
of course, to the application of sulphate of
alumina in amounts exceeding that capable
of decomposition by the alkaline constituents
of the river water. On a practical basis of
operation, such applications would be inex-
cusable.
It will also be noted from the results in the
last table that on 10, 22, 2, and 2 days, respec-
tively, the Warren, Jewell, Western Gravity,
and Western Pressure effluents contained
slight traces of alumina, although the efflu-
ents were alkaline. In a majority of these
cases the effluents were sufficiently alkaline
to decompose several grains of sulphate of
alumina, and the passage of the latter through
the filter in an undecomposed form, under
these conditions, was an impossibility. So far
as we could learn, these slight traces of alu-
mina in alkaline effluents were due to the
passage through the filter of minute flakes of
the insoluble aluminum hydrate, and to their
subsequent solution by the reagents used in
the logwood and acetic acid test. So far as
their direct and inherent influence is con-
WATER PURIFICATION AT LOUISVILLE.
cerned, these slight traces of alumina in an
alkaline effluent cannot be regarded as objec-
tionable.
In conclusion it may be stated that the
experience obtained during these tests shows
clearly that the Ohio River water contains a
sufficient amount of alkaline compounds to
decompose adequate quantities of sulphate of
alumina; that the alumina appears as a solid
gelatinous body, which coagulates the mud
silt and clay, and subsequently is completely
removed, practically speaking, by sedimenta-
tion and nitration; and that the sulphuric acid
combines with lime and magnesia to form
| neutral sulphates of those bases, while an
equivalent amount of carbonic acid is formed,
and remains dissolved in the water. In a very
few instances very slight amounts of unde-
composed sulphate of alumina were found in
the effluent of these systems. This was due
to faults of construction of the systems, and
of their operation, which must be improved
as explained in Chapters IX and XV.
Under the conditions of efficient and eco-
nomical purification of this water, the pres-
ence of undecomposed sulphate of alumina in
the filtered water would be not only inadmis-
sible, but inexcusable.
COAGULATION AND SEDIMENTATION BY ALUM1N UM. HYDRATE.
57
CHAPTER IV.
COAGULATION AND SEDIMENTATION OF OHIO RIVER WATER BY ALUMINUM HYDRATE
FORMED BY THE DECOMPOSITION OF THE APPLIED ALUM OR
SULPHATE OF ALUMINA.
IT has been already shown in the preced-
ing chapters how the geiatmous precipitate
of aluminum hydrate is lormecl, and reference
has also been made to the disposal of the
alumina in this solid form by subsidence and
nitration through sand, in this chapter it is
the purpose to explain the nature of coagula-
tion and sedimentation, to describe the de-
vices in the several systems where the coagu-
lation and sedimentation were accomplished,
and to point out the practical results which
may be obtained by the aid of aluminum
hydrate in the purification of such water as
that of the Ohio River. Coagulation is the
term generally used to express the action
which is produced by the application of alum
to water, in general terms this action has al-
ready been described, but in detail it is as fol-
lows:
When the applied alum solution comes in
contact with the dissolved lime and magnesia
in the river water, the former is immediately
decomposed by the latter, which are present
in excess. At the instant of the decomposi-
tion of the alum it forms aluminum hydrate.
The latter is also dissolved in the water at the
time when the decomposition or reaction
takes place. The great bulk of aluminum hy-
drate passes very quickly into the form of
solid matter. To chemists a solid compound,
separating out by the action on each other of
two soluble chemical compounds, is known
as a precipitate. At first this precipitate of
aluminum hydrate is present as innumerable,
minute, white particles of a gelatinous and
sticky nature; and it is not until the alum has
been decomposed and converted into this
form that its application in the purification,
by this* system, of such water as that of the
Ohio River begins to be of practical value,
by its accomplishment of the initial step in
the purification, viz.:
COAGULATION.
The process of coagulation consists of a
gradual grouping together of the tiny parti-
cles of aluminum hydrate which surround,
and at the same time envelope, the mineral
matter, organic matter, bacteria, and other
organisms suspended in the river water.
Aluminum hydrate (or, perhaps, sulphate of
alumina) also combines with some of the dis-
solved organic matters, and adds them to the
mass of coagulated material. Coagulation of
muddy water by aluminum hydrate may be
more easily understood by comparing it to
the clarification of turbid coffee to which the
white of eggs has been added.
The completeness with which coagulation
takes place depends upon the relation of sev-
eral factors. But it may be stated that, disre-
garding the question of cost, it is possible
with sufficient coagulation followed by suf-
ficient sedimentation to render very muddy
water perfectly clear. In actual practice the
economical aspects must be considered, and
coagulation should be carried to such a de-
gree, and under such conditions, that sedi-
mentation will remove the most mud and
other suspended matter for the least money.
For efficient and economical filtration through
sand at a rapid rate," attention must be given
also to the coagulated masses in the water
as it reaches the filter.
The degree of coagulation is influenced
and controlled by several factors. Primarily
it is controlled by the amount of alum which
is applied and decomposed into aluminum hy-
drate. It is also influenced, among other
. WATER PURIFICATION AT LOUISVILLE.
things, to a marked degree by the amount
of suspended matter in the river water, the
relative character of the suspended particles,
and the period during which coagulation and
subsequent sedimentation may take place.
The last factor is of great economical im-
portance.
Coagulation by itself effects no purification
in the sense that it removes from the water
any objectionable matters. It is simply an
initial and very important step in the purifi-
cation of waters heavily charged with sus-
pended matters, by which the way is paved for
economical and efficient purification by means
of sedimentation and filtration through sand.
SEDIMENTATION.
Sedimentation consists solely of the sub-
sidence due to gravity of the suspended mat-
ters after coagulation. It is a process of
purification in that it removes from the water
objectionable matters. It occurs in part
simultaneously with coagulation in these sys-
tems, but the greater part of the sedimenta-
tion follows coagulation.
In the following pages are described the
portions of each system where the coagula-
tion and sedimentation took place. Beyond
this are given some results showing the puri-
fication effected by the coagulation and sedi-
mentation in the respective systems, and an
account of the relative value of the above-
named factors, together with the results of
some special experiments made with the view
to demonstrating more clearly the economi-
cal significance of these portions of this
method of purifying the Ohio River water.
These descriptions will be more clearly un-
derstood by reference to the accompanying
plates.
WARREN SETTLING BASIN.
The settling basin was rectangular in plan,
12. i feet by 12.0 feet, and 10.25 f eet deep.
It was constructed entirely of yellow pine.
The bottom was made of planks 2.5 inches
thick, and the sides for a distance of 5.1 feet
above the bottom were 2.5 inches thick: above
this height they were 5 inches thick. The
basin was strongly braced inside and out by
white-pine posts (6 by 8 inches), and the
foundation was made of timbers of the same
size. Iron rods 0.375 mcn m diameter ex-
tended across the basin to stay it. Two par-
titions or barrle-walls divided the basin into
three sections as shown on the plan. These
walls did not extend entirely across the basin,
but left an opening at -one end of 2.67 feet.
These partitions were made of i-inch
sheathing fastened to 1.75 by 6-inch posts.
The general arrangement of the basin is
shown on the plans, as are also the locations
of the inlet and outlet water-pipes.
Inlet Water-pipe. The river water entered
the basin through a 6-inch pipe, connecting
just inside the basin wall with a 6-inch bal-
anced valve controlled by a float. There was
from 45 to 65 pounds pressure on the inlet
water-pipe, which branched from the force
main leading to the Crescent Hill Reservoir.
A small propeller-wheel located in a 6-inch
nipple, which extended 5 inches from the
valve, drove the chemical pump as previously
described.
Outlet. The outlet was a box channel, 3.4
by i.i feet in section. Its crest was 8.7 feet
above the floor of the basin.
From the basin outlet an 8-inch cast-iron
pipe led to the filter, where it connected with
an 8-inch pipe, which in turn connected with
the central well. The passage of water from
the basin to the filter was controlled by an
8-inch valve in this pipe.
Elevations. The relative elevations in feet,
with the bottom of the sand layer as the da-
tum plane, were as follows:
Center of inlet water-pipe at basin. . . + 1.02
Floor of basin - 1.98
Top of basin + 8.52
Average maximum water level + 8.02
Crest of outlet (mudsill) +6.72
Center of pipe leading to the filter. . . . + 1.60
Depth. The depths of the chamber in feet
were as follows:
At level of mudsill 8.7
Average maximum water level 10.0
Total depth of chamber 10.5
Area. The areas of the chamber in square
feet were as follows:
COAGULATION AND SEDIMENTATION BY ALUMINUM HYDRATE. 59
At floor level J39-7
At level of mudsill ^43-6
At average maximum water level '47-9
Capacity. The capacities of the chamber
in cubic feet were as follows:
Below level of mudsill 1229
Below average maximum level of water. 1422
Total capacity J 459
These do not include the outlet channel,
the contents of which were 33.9 cubic feet.
Storage Period. Assuming complete dis-
placement, the length of time required for
water to pass through the basin at the con-
tract rate (250,000 gallons per 24 hours) was
61 minutes. The distance from the inlet to
the outlet along center lines was 36.6 feet.
Concentrated solutions of common salt and
of various aniline colors were added to the
water on several occasions as it entered the
basin, and careful observations made to learn
the time taken for passage through the basin.
It was found that the first water so charged
passed through to the outlet at the contract
rate of flow in about 15 minutes. The water
containing the greatest amount of these solu-
tions passed through in 58 minutes, but the
dilution was so great that it was just 2 hours
before the last traces of the substances dis-
appeared from the water as it left the settling
basin. In explanation of the short period
which elapsed before the first appearance of
the substances at the outlet it is to be stated
that in the baffle-wall opposite the mouth of
the main inlet water-pipe there was an open-
ing:, i to 2 square inches in area, through
which passed an iron rod 0.5 inch in diameter.
Drainage. A 4-inch flap valve located in
one corner of the settling basin was used as
a sludge outlet. No provision was made to
drain to this valve, the floor of the chamber
being level.
Cleaning. No special arrangements were
made for cleaning.
JEWELL SETTLING CHAMBER.
The settling chamber together with the
filter was included in one large circular
wooden tank, 14.0 feet high and 13.5 feet out-
side diameter.
The sides were made of 3 by g-inch cypress
staves, and the bottom of two layers of 3-inch
pine planks. The hoops were eleven in num-
ber; the first and sixth were 4.5 by o. 1 8 inches,
the second, third, fourth, and fifth were 4 by
o.i 2 inches, and the upper five were 3 by 0.12
inches. All of them were made of wrought
iron.
At a distance of 6.79 feet above the floor
of the tank was a second floor 3 inches thick,
which formed the lower floor of the filter
tank. It was supported on eight 8 by 8-inch
white-pine posts, four 8 by lo-inch timbers
forming the floor-beams.
The lower part of the tank was used as the
settling chamber; the floor and sides of the
tank forming the bottom and sides of the set-
tling chamber, respectively, while the bottom
floor of the filter formed the top of the set-
tling chamber. The general dimensions as
shown on the plan were: diameter, 13.0 feet,
and height, 6.89 feet.
Inlet Water-pipe. This pipe was of wrought
iron and was 5 inches in diameter. It was con-
nected to the side of the chamber by a flange
joint. The river water contained in it was
under from 45 to 65 pounds pressure, and was
taken from the force main leading to the dis-
tributing reservoir.
Inside the chamber there was a single-
seated valve operated by a float in the filter
above, and designed to control the flow into
the settling chamber.
Chamber Outlet. The outlet from the
chamber was in the center, through an 8-inch
central well passing un through the filter.
Elevations. The elevations in feet, with the
bottom of the sand laver as the datum plane.
"ere as follows:
Center of inlet water-pipe. . . -
Floor of chamber .......... - 7.61
Roof of chamber ........... - 0.82
Height. The total height of the chamber
was 6.70. feet, and the height under the beams
supporting the floor of the filter was 5.96 feet.
Area. The gross area of the settling cham-
ber was 132.7 square feet. The area deduct-
ing the supports for the filter floor was 129.2
square feet.
Cfl/v7r;7v. The total capacity of the cham-
ber was about 879 cubic feet,
00
WATER PURIFICATION AT LOUISVILLE.
Storage Period. Assuming complete dis-
placement of the water, the length of time re-
quired for the water to pass from the inlet
to the outlet pipe at the contract rate (250,-
ooo gallons per 24 hours) was 36 minutes.
The flow of water through the chamber was
traced by the application of salt and various
aniline colors in experiments similar to those
described in the case of the Warren System.
Under the above-stated contract rate of flow
the water charged with these substances ap-
peared at the outlet in about 8 minutes after
their application at the inlet; the period of
passage of the water containing the greatest
amount of these substances when it reached
the outlet was 22 minutes; and the last ap-
preciable trace of these substances in the
water as it left the outlet disappeared in 48
minutes after application at the inlet.
Inspection. A manhole was provided at
a convenient location to allow of inspection
of the settling chamber.
Drainage. An 8-inch valve was connected
to the side of the chamber at the bottom by
means of a flange joint. This valve discharged
into a barrel connected with the sewer. The
settling chamber could be drained completely
through this valve provided its contents were
quite liquid. The floor of the chamber was
level, however, so that mud and slime had to
be swept or shoveled out.
Cleaning. It was intended to flush out the
settling chamber by allowing waste wash-
water to flow over into the central well from
the filter above, and discharge into the set-
tling chamber. A curved half-pipe 4 inches
in diameter, which was fastened to and turned
with the agitator shaft, was used as a trough
to direct the flow to different parts of the
chamber. This did not prove effective, how-
ever, and the method of cleaning resorted to
was by hand, aided by occasional flushings
from the inlet water-pipe.
WESTERN SETTLING CHAMBER.
The Western Pressure Filter and the set-
tling chamber used by both filters were con-
tained in a large steel cylinder made of 0.62-
inch plates. It was 22.5 feet long and 8.0 feet
in inside diameter. The ends were dome-
shaped, curving outwards 1.25 feet. This
cylinder was divided in the center by two
curved partitions. The partition plates
touched at the center and were bolted to-
gether. The vertical joints were all lapped,
and the horizontal ones were all butt-joints
with two cover plates. Two lines of staggered
rivets 0.75 inch in diameter were used
throughout. The total weight of the empty
cylinder was said to be 27,000 pounds.
The west half of the cylinder was used for
the settling chamber, the east half for the
pressure filter. This chamber was 11.15 f eet
long in the center, 8.71 feet long on the sides,
and 8.0 feet in inside diameter.
Supply of River Water. The supply for the
Western Systems was at first furnished by the
same pipe which supplied the Warren and
Jewell systems with river water under from
45 to 65 pounds pressure from the force main
to the Crescent Hill Reservoir. The varia-
tions in pressure were due to the variations in
draft on the supply-pipe.
Objections were made to this by the West-
ern Filter Company on account of the varia-
tions in pressure caused by the operation of
the other systems. Therefore, on Feb. 29,
1896, a new 4-inch river-water pipe was laid
from the force main, to be used solely by the
Western Systems. After the change the
pressure was held very closely between 60 and
65 pounds.
Up to April 7 this pipe was connected di-
rectly with the settling chamber. Among
the changes made during the period from
April 7 to May 8 was the introduction of a
Worthington pump on this pipe. This was
done with the view to obtaining better equali-
zation of the pressure in the water-pipe, and
also to operate a pair of auxiliary plunger
pumps which were used for applying the
chemical solution as already described in
Chapter II.
Pumping Engine. The pumping engine
was of the the H. R. Worthington pattern.
The main dimensions were 9-inch steam-
cylinder, 8-5-inch water cylinder and lo-inch
stroke. It was a single-expansion duplex en-
gine. The steam was supplied by a i. 5-inch
covered pipe. The exhaust was a 2-inch pipe,
open to the atmosphere.
Inlet Water-pipe. As first used the inlet to
the settling chamber was a simple pipe with a
COAGULATION AND SEDIMENTATION BY ALUMINUM HYDRATE. 61
flange joint screwed on to the bottom of the
cylinder. With the other changes in April
this was modified, and a distributing pipe was
inserted in the chamber. This distributer was
formed by a 6-inch nipple 12 inches long
screwed into the upper side of the flange joint
above mentioned; a 6-inch tee with its long
arm horizontal, and two lengths of 6-inch
pipe each 2.5 feet long capped at the outer
end. On each side of the nipple and pipes
was a line of holes 1.5 inches in diameter.
There were two holes in the tee, four in each
nipple and one in the center of each cap. The
center of the holes was 1.30 feet above the
floor of the chamber.
Outlet. The outlet from the settling-cham-
ber was a simple 6-inch pipe connected to
the top of the cylinder by a flange joint.
This pipe led down to the front of the cyl-
inder and joined a tee, to the ends of which
were attached the pipes leading to the press-
ure and gravity filters, respectively.
Elevations. The principal elevations in
feet, with the bottom of the sand layer of the
pressure filter as the datum plane, were as
follows:
Center of inlet pipe - 0.80
Bottom of cylinder (inside) . . -2.15
Top of cylinder (inside) +5-85
Capacity. The capacity of the chamber
was 503 cubic feet.
Storage Period. Assuming complete dis-
placement in the chamber the storage interval
at the contract rate (250,000 gallons per 24
hours) was 22 minutes.
Experiments with salt and various aniline
colors, similar to those described in connec-
tion with the other systems, were made to
trace the flow of water through the settling
chamber. At the contract rate of flow, as
stated above, the water containing these ap-
plied substances first appeared at the outlet in
about 2 minutes after their application; the
water containing the largest proportion of
these substances passed through the chamber
in 9 minutes; and the last appreciable traces
of the salt and dyes disappeared from the
water at the outlet in 27 minutes after their
application to the water at the inlet.
With both filters in operation at the con-
tract rate, the storage period in this chamber
would be only one-half as long as stated
above.
Inspection. The settling chamber could be
inspected by removing a manhole placed
about in the center of the upper front quad-
rant. A hand-hole was also provided, occupy-
ing a similar position in the lower quadrant.
Drainage. The construction was such that
there was no convenient method of draining
the chamber. The inlet pipe at its lowest
point was, however, provided with a tee, one
arm of which was plugged. By removing this
plug the water could be drained out to the
level of the distributing pipe. As no arrange-
ments were made to carry off the water from
this plug it was used but little. The usual
method was by siphonage through the man-
hole in the upper part of the chamber.
Cleaning. Handwork was mainly relied
upon for cleaning. By a system of valves and
piping, connection was formed between the
wash-water and chamber outlet pipes so that
wash-water could be turned in from above to
aid in flushing the chamber.
PURIFICATION OF THE OHIO RIVER WATER
BY SEDIMENTATION IN THE
SEVERAL SYSTEMS.
As sedimentation is an intermediate step in
the complete purification by this system of the
Ohio River water, and as it varies widely ac-
cording to the existing conditions, this phase
of the tests was not made the subject of de-
tailed daily study. Attention was given to the
matter in a general way, however, with the
view to learning its practical significance.
Inspection showed very quickly that the de-
gree of purification of the Ohio River water
by sedimentation was a variable factor so far
as the removal of mud was concerned. With
the same river water sedimentation increased
with the amount of aluminum hydrate
formed from the decomposed alum or sul-
phate of alumina.
This would be naturally expected, of
course, because the greater the number of
minute gelatinous particles, forming centers
of coagulation, the greater would be the size
and weight of the coagulated masses or
flakes; and, in turn, the greater and heavier
62
WATER PURIFICATION AT LOUISVILLE.
these flakes the more quickly would they sub-
side by gravity to the bottom of the settling-
chambers.
At times the Ohio River water had sus-
pended in it large quantities of very fine silt
and clay, of which the individual particles
sometimes ranged as small as o.ooooi inch in
diameter. It was after heavy. rains following
a long period of drought that water of such
a character was found. With the same
amounts of aluminum hydrate in two samples
of river water, one of the character just de-
scribed, and the other a more nearly normal
water containing the same amount by weight
of larger suspended matter, the latter water
is far more purified by coagulation and sedi-
mentation in the same period of time than is
the former water. With plain sedimentation,
without coagulation, similar results would be
obtained; and the explanation of the results
just described is that the coagulation was
quite incomplete. With a water containing
an innumerable quantity of very finely divided
particles, the period necessary for coagulation
is unusually long; and it appears that, in some
cases at least, the bulk of the aluminum hy-
drate together with the larger suspended par-
ticles subside before a large portion of the
fine particles is coagulated.
Another factor which produces a marked
effect upon the degree of sedimentation is the
period of time during which the coagulation
and subsidence take place. The actual stor-
age periods under normal conditions for the
respective systems have already been pre-
sented in an earlier portion of this chapter.
These storage periods were complicated in a
good many cases by washing, repairing, and
modifying the filters and by delays occasioned
by the filters being out of service during the
night (except March 24-30 and April 27 to
June 6) and on Sundays.
During the six weeks' continuous run (Sun-
days excepted), from April 27 to June 6,
twenty-nine sets of bacterial analyses were
made of the river water before treatment, and
of the corresponding water after it has passed
through, under normal conditions, the War-
ren settling basin and the Jewell settling
chamber, respectively. At the outset the fa-
cilities for taking samples of the water after
passage through the Western settling cham-
ber were not wholly satisfactory. During the
latter part of the period (May 28 to June i)
eight samples were taken from this system.
The average results of these analyses are com-
pared with the corresponding ones from the
other two systems just after the next table.
In the next table are recorded the results of
the individual analyses with the percentages
of removal, in the full set of tests of the War-
ren and Jewell systems upon this point. The
average quantities of sulphate of alumina ap-
plied by each system on the different days
are given in Chapter II.
It will be noted that these results, which are
tabulated below, are quite variable with re-
gard to the percentages of removal. This was
due in part to the amount of applied sulphate
of alumina in relation to the quality of the
river water; and also to the fact that there
were in the water small flakes of coagulated
NUMBERS OF BACTERIA PER CUBIC CENTI-
METRE IN THE OHIO RIVER WATER
BEFORE AND AFTER PASSAGE THROUGH
THE WARREN SETTLING BASIN AND THE
JEWELL SETTLING CHAMBER. RESPECT-
IVELY, WITH THE PERCENTAGES OF
REMOVAL.
Date.
1896.
Bacteria per Cubic Centimeter
in Water fn m
Percentage Removal
River.
Warren
Settling
Basin.
J.-W<-11
Settling
Chamber.
Warren.
Jewell.
April 28
5 7o
5 800
4 300
O
25
29
7 loo
2 800
2 800
f)0
60
30
3 7o
2 300
T 7OO
38
54
May 2
5 f>oo
I 1OO
4 ioo
80
27
2
9000
2 800
7400
69
18
4
7 500
2 900
4700
61
37
5
9000
6OOO
4900
33
46
6
4900
I 800
4400
63
10
7
5 ooo
4 200
I 700
16
66
II
6 900
2 4OO
3 500
65
49
12
7 loo
700
4 coo
76
44
13
4 200
OOO
3400
76
19
M
5 800
500
3 ioo
74
47
15
7 5oo
300
I 500
3
So
16
10 900
800
2 400
83
78
18
9500
I 800
4600
81
52
19
7 800
5400
3400
26
53
20
4700
4400
2 300
06
51
21
5900
2 700
4300
54
27
22
4 600
I 8OO
2 400
61
48
28
14900 6800
II 900
54
20
29
33900
6800
21 200
80
37
29 23 f)OO
I 400
15 900
94
33
30
28 700
5 ioo
2O 3OO
82
29
30
21 800
5 ioo
15 200
77
30
June 3 18 900
2 200
4 ioo
88
78
' 5 9900
2 800
4 ioo
72
59
5 6200
2 4OO
3500
61
44
5 5000
I 600
3 ioo
68
38
Averages 10500
3 too
5 9o
61
43
COAGULATION AND SEDIMENTATION Y ALUMINUM HYDRATE. 63
material, containing bacteria enveloped within
and around them, and which were of necessity
broken up in an incomplete and irregular
manner as they were mixed with the culture
medium for bacterial analysis. That is to say,
it was practically impossible to get all the
bacteria in these Makes separated into single
cells so that each colony on the culture
medium should represent only one bacterium,
as the method of analysis called for.
During the period from May 28 to June i,
inclusive, when the river water contained the
greatest amount of very finely divided par-
ticles, and when it was most difficult to coagu-
late, the average results of bacterial purifica-
tion by coagulation and sedimentation in the
three systems were as follows:
System.
Number of Bacteria per
Cubic Centimeter.
Percentage Removal.
Warren
Jewell
Western
(River)
5000
16900
1 6 600
24600
80
31
32
On June 5 and 6 four samples of river
water before and after passage through the
Warren settling basin and the Jewell settling
chamber, respectively, were collected under
normal conditions and mixed together for
chemical analysis. The results of the analyses
showed that 59 and 18 per cent., respectively,
of the suspended matter in the river water
were removed in these two systems by coagu-
lation and sedimentation.
These results show very forcibly the great
economical importance of long storage peri-
ods in order to allow the coagulated material
to subside, especially as the removal in the
Warren System of more than three times that
in the Jewell System was effected with only
65 per cent, of the sulphate of alumina em-
ployed in the latter system.
The examinations of the removal of sus-
pended matter of the river water in the West-
ern settling chamber indicated that it was
more variable than in the case of the other
systems, but on an average about equal to
that by the Jewell settling chamber.
During June and July several sets of analy-
ses, both chemical and bacterial, were made
of the river water before and after it had re-
mained over night or over Sunday in the sev-
eral respective settling chambers. The re-
sults of the analyses bore out the / observations
as to the appearance of the water in the set-
tling chambers, showing in practically every
case a removal of more than 90 per cent, of
both bacteria and suspended mineral and
organic matter, while in several instances the
removal was more than 99 per cent.
These last data show, very conclusively the
great economical importance of coagulation
and sedimentation in the purification of such
muddy water as that of the Ohio River.
They also show the superiority in this re-
spect of the Warren over the other systems,
owing to a longer storage period in the set-
tling chamber, during which sedimentation
takes place. Furthermore, this evidence is
abundant proof that in all these systems the
storage period in the settling basin and cham-
bers is too short by far to allow full benefit
and economy to. be derived from sedimenta-
tion.
Owing to the great practical importance of
sedimentation, some special experiments were
made for the purpose of obtaining more in-
formation on this subject, as will be found in
the next section of this chapter. During 1897
additional experiments were made, and the re-
sults are recorded in Chapter XV.
SPECIAL INVESTIGATIONS UPON THE DEGREE
OF PURIFICATION OF THE OHIO RIVER
WATER BY SEDIMENTATION UNDER
VARYING CONDITIONS, BOTH WITH AND
WITHOUT COAGULATION BY ALUMINUM
HYDRATE, AND WITH SPECIAL REFER-
ENCE TO THE INFLUENCE OF THE PERIOD
OF SUBSIDENCE.
This set of experiments was made with the
aid of a settling pipe, 20 inches in diameter
and 24 feet deep, placed in the boiler house.
Suitable piping arrangements were made to
allow flushing, filling, and draining the pipe,
and at the sides of the pipe was placed a series
of pet cocks through which samples of water
could be drawn at stated distances from the
bottom.
The results of these experiments are given
in the following table. Except in those cases
where the regular samples (numbers in paren-
theses) for daily analyses of the river water
6 4
WATER PURIFICATION AT LOUISVILLE.
were used, special serial numbers were given
to samples collected for this purpose.
The distances from the bottom of the pipe
to the tap from which the sample was taken
are given under the heading, source of sample.
Analyses were made for the determination of
the total suspended solids (insoluble residue
on evaporation), and also of the number of
bacteria in the water. As explained above,
the latter determination was complicated by
the presence of masses of suspended matter
in the water which made it difficult to sepa-
rate the individual bacteria. Another factor
affecting the determination of the percentage
removal of the bacteria was the high and un-
equal temperature of the water in the pipe at
different heights and at different times during
the same experiment. The temperature
probably exerted a retarding influence upon
subsidence, but, on the other hand, the gen-
eral conditions of sedimentation in a small tank
are more favorable than in a large basin or
reservoir. In those cases where no coagulants
were applied it is probable that, under the
conditions of practice with longer periods of
subsidence, the variation in the amount of
suspended matter in the water at different
depths would be reduced materially.
COAGULATION AND SEDIMENTATION BY ALUMINUM HYDRATE, 65
RESULTS OF SEDIMENTATION EXPERIMENTS.
Experiment.
Applied
Sulphate of
Alumina.
Grains per
Gallon.
Sample.
Period of
Subsidence.
Hours.
Tempera-
ture.
Degrees C.
Suspended Solids.
Bacteria.
Number.
Date.
1896.
Number.
Source.
Parts per
Million.
Per Cent
Removed.
Per Cubic
Centimeter.
Per Cent
Removed.
I
2
3
4
5
6
7
8
9
10
ii
May 29
June I
June 2
June 4
June 6
June 10
June 10
June ii
June ii
June 12
June 12
O.O
0.0
O.O
O.O
O.O
4.0
O.O
3.0
2.0
2.0
3-0
I
2
3
4
5
6
7
8
9
10
ii
13
'4
15
16
18
19
20
22
23
24
25
27
28
29
31
32
33
34
36
37
38
40
41
(626)
50
51
52
53
54
57
58
59
60
61
62
63
64
66
67
69
70
71
72
73
74
75
77
78
79
80
(632)
81
83
84
86
87
88
River.
2 feet
4
"75 '
20
2
4
11.75 '
20
River
2 feet
11.75 "
20
River
2 feet
11.75 "
20
2
11.75 "
20
River
2 feet
11.75 "
20
2
11.75 "
20
River
2 feet
11.75 "
20
2 "
11.75 "
20
River
2 feet
6
11.75 "
20
2
20 "
11.75 "
River
2 feet
11.75 "
2O
River
2 feet
20 "
2 "
20 "
11.75 "
River
2 feet
11.75 "
20
2
20 '
11-75 '
"75
11.75 '
River
2 feet
20 "
2 "
20 "
River
2 feet
O
24
24
24
24
48
48
48
48
O
24
24
24
O
24
24
24
48
48
48
o
24
24
24
48
48
48
o
24
24
24
48
48
48
I
I
I
I
3
3
7
it
It
18
o
i
i
3
3
4-5
o
i
i
i
3
6
12
16
o
I
I
3
3
i
590
320
45-8
286
262
170
51-5
55.6
71.2
1 60
90
390
254
226
194
936
724
580
5M
504
338
228
320
220
9X8
150
186
122
92
220
I 4 6
130
118
114
88
80
4'3
17
'9
20
19
9
10
'5
298
256
198
152
296
'9
18
ii
ii
9
252
18
14
ii
4
3
3
2
2
234
'9
19
6
6
245
10
72.8
84.7
34-9
42.1
50.2
22.6
38.0
45-1
46.1
63.9
75-6
30.0
33-5
31.0
29.2
33-o.
35-8
32.8
34-8
36.0
31-3
31-9
53-1
41.9
61.9
71.2
6 loo
33.6
40.9
46.4
48.2
60.0
63.6
29.8
32.0
33-7
2 900
2 700
500
12 7OO
I 6OO
I OOO
I 300
4OO
52.4
55-7
91.8
95-9
95-4
95-1
95-4
97-8
97-7
95.1
87.4
92.1
89.8
96.9
9OO
92.9
14.1
33-6
45-6
8 500
700
400
93.6
93-9
96.3
96.3
97.0
91.8
95-3
92.8
94.4
95.6
98.4
98.8
98.8
99-2
99-2
4 100
500
300
91.9
91.9
97-4
97-4
87.8
92.7
95-9
66
WATER PURIFICATION AT LOUISVILLE.
RESULTS OF SEDIMENTATION EXPERIMENTS. Continued.
Experiment.
Applied
Sulphate of
Alumina,
Grains per
Gallon.
Sample.
Period of
Subsidence.
Hours.
Tempera-
ture.
Degrees C.
Suspended Solids.
Bacteria.
Number.
Date.
1896.
Number.
Source.
Parts per
Million.
Per Cent
Removed.
Per Cubic
Centimeter.
Per Cent
Removed.
II
12
13
'4
'5
16
17
18
19
20
21
22
23
June 12
June 13
June 15
June 16
June 17
June 17
June 18
June 18
June 19
3-0
I.O
I.O
0.5
I.O
0.5
i-5
0.25
0.25
0.75
2.O
I.O
O.O
90
9'
93
94
95
96
97
98
99
100
IOI
IO2
103
(6 4 2)
104
105
106
(646)
107
108
109
no
III
112
113
114
"5
116
H7
118
119
1 20
121
(651)
122
123
124
125
126
127
128
129
130
131
(655)
132
133
134
135
I 3 6
137
138
'39
140
141
(658)
142
'43
144
145
I 4 6
147
148
149
150
151
152
153
20 feet
2 "
20
River.
2 feet
11.75 "
20
2 "
11.75 "
2O
"75 "
11.75 '
"75 '
River.
2 feet
20 "
ti-75 "
River.
2 feet
20
2 "
20 "
River.
2 feet
20 "
2
20 "
River.
2 feet
20
2
20 "
11.75 "
River.
2 feet
20 "
2 "
20 "
River.
2 feet
20 "
2
20 "
11-75 "
River.
2 feet
20
2
20 "
River.
2 feet
20 "
2 "
20 "
11.75 "
River.
2 fee
20
2 "
20
River.
2 fee
20 "
2
20
River.
2 fee
n-75 "
I
3
3
o
i
i
i
3
3
3
6
27
5
o
3
3
19
o
i
i
3
3
o
i
i
3
3
o
i
I
3
3
18
i-5
i-5
3-5
3-5
o
i
i
3
3
20
o
i
i
3
3
i
i
3
3
20
o
i
I
3
3
o
i
i
3
3
o
22
22
8
10
2
2Og
5
45
43
41
37
25
25
ii
9
46
ii
6
4
220
57
5i
32
32
248
64
71
35
28
266
266
220
98
96
49
278
23
15
12
3
299
299
296
297
271
145
420
84
84
27
23
427
353
325
199
182
80
297
37
24
18
17
270
46
48
21
3
261
199
146
96.7
96.2
99-2
IO IOO
I 900
2 600
2 400
I 200
I OOO
I 000
800
900
71.2
74-3
76.2
88.1
90.1
90.1
92.1
91.1
78.0
80.3
81.2
83.0
84.6
89.6
89.6
95-4
96-3
14 ioo
500
IOO
97-4
98.6
99.0
96.6
99-3
8800
3 200
2 7OO
3 too
I 700
8 300
3800
4 ioo
I IOO
2 300
14 ioo
II 700
7 ioo
74-1
76.8
80.3
80.3
63.6
69.3
64.7
80.7
74-2
71.4
85-9
88.7
54.34
50.6
86.7
72.3
17.4
63.2
63-9
81.6
13-0
49.6
1 900
9600
800
I OOO
86.5
91.8
93-5
95-7
98.9
91.7
89.6
II 600
12 2OO
9 200
3000
6000
o
I.O
0.7
9.4
51.4
20.8
74-2
40.6
14900
3800
5400
I 500
80.0
80.0
93-5
94.6
74-5
63.8
90.0
6300
4600
5 ooo
June 20
June 20
June 2C
ig-3
23.9
53-5
57-4
81.3
27.0
20.7
4 ;o
28.6
II 400
I 2OO
I IOO
000
300
9700
3 500
2 500
2 20O
2 700
II 2OO
87-5
91.8
94.0
94-2
89.8
90.0
92.8
97-4
25-8
28.0
35-5
82.9
82.2
92.2
98.8
63.9
74-2
77-3
72.4
26.0
29.0
33-1
23.7
44.1
COAGULATION AND SEDIMENTATION^ BY ALUMINUM HYDRATE. 67
RESULTS OF SEDIMENTATION EXPERIMENTS. Continued.
Experiment.
Applied
Sulphate of
Alumina.
Grains per
Gallon.
Sample.
Period of
Subsidence.
Hours.
Tempera-
ture.
Degrees C.
Suspended Solids.
Bacteria.
Number.
Date.
1896.
Number.
Source.
Parts per
Million.
Per Cent
Removed.
Per Cubic
Centimeter.
Per Cent
Removed.
23
24
25
26
27
28
29
30
31
32
33
34
35
June 20
June 23
June 23
June 24
June 24
June 25
June 26
June 27
June 29
July I
July 2
July 6
July 6
O.O
3.0
I .O
2.0
0-75
0.75
0.75
0-75
O.O
O.O
I.O
2.O
0.75
154
155
156
157
(660)
158
159
1 60
161
162
163
164
165
1 66
(668)
167
1 63
169
170
171
172
173
174
175
176
(678)
177
178
179
1 80
181
(681)
182
183
184
185
186
(684)
187
188
189
190
191
192
(686)
193
194
195
196
(692)
202
203
204
205
206
207
208
209
(704)
210
211
212
213
214
215
216
217
218
20 feet
2 "
11.75 "
2O
River
2 feet
20 "
2 "
20 "
River
2 feet
20 "
2 "
2O "
River
2 feet
20 "
2 "
20 "
River
2 feet
20 "
2 "
20 "
11.75 "
River
2 feet
20 "
2 "
20 "
11-75 "
River
2 feet
20 "
2 "
20 "
11-75 "
River
2 feet
20 "
2 "
20
11.75 "
11-75 '
River
2 feet
20 "
2
20 "
River
2 feet
20 "
River
2 feet
20 "
2 "
20
11-75 "
River
2 feet
20
2 "
2O "
River
2 feet
20 "
2 . "
20 "
22
48
48
48
O
I
I
3
3
o
i
i
3
3
o
i
i
3
3
o
i
i
3
3
20
i
i
3
3
24
o
i
3
3
24
I
I
3
3
30
48
o
3
3
24
24
24
24
I
I
3
3
17
i
i
3
3
o
i
i
3
3
37.2
129
125
67
48
235
31
25
9
5
218
42
39
32
32
446
54
41
22
22
267
148
M7
58
58
19
321
121
109
46
35
28
296
193
114
52
48
24
358
358
232
too
88
32
18
55
493
465
276
193
856
435
336
636
I 552
1385
I 248
796
430
244
40
30
12
8
395
209
199
"5
103
52.6
52.1
74-3
81.6
390
900
900
9400
400
500
65.2
92.0
92.0
26.2
26.2
30.0
86.8
89-3
96.2
97-8
95-7
94-7
27.0
27.0
32.0
8OOO
4600
39
2 2OO
80.7
82 i
85-3
85-3
42.5
51-3
72.5
27-4
27.0
36-5
5 100
3 loo
8000
4400
4 200
13 800
8 too
II 200
7800
IO 2OO
2 800
5300
87.7
90.6
94-8
94.8
39-2
13-7
17.6
59-6
59-8
84.1
84.1
94-8
41.4
18.8
43-5
26.0
69.7
27-3
62.2
66.1
85.5
89.1
91.2
2400
2 OOO
3800
500
6000
2 400
2300
700
I 400
400
7900
6 100
7700
4300
54-7
56.6
28.2
90.6
34-8
58.2
82 4
83.7
92.0
60.0
61.6
88.3
76.6
93-3
26.5
27.0
36.0
0.
35-2
72.1
75-3
91.0
95-1
22.8
2.6
45-6
400
12 500
10900
9 200
3 ooo
4200
94-9
25-5
26.0
34-8
2-4
7-9
45-3
61.8
12.8
26.5
76.0
66.4
26.5
29.3
38.2
23.5
25.8
31-3
49-2
60.7
8 400
4 200
6 200
5-2
15-3
23.7
51-3
73-8
26.3
26.0
34-5
6 300
2 2OO
I 300
I IOO
600
9500
7 loo
7400
3 600
4 loo
83.6
87-7
95-1
96.7
65.0
79-4
82.5
90.5
47-1
49-5
70.9
73-9
25.2
22. O
62.1
56.8
68
WATER PURIFICATION AT LOUISVILLE.
RESULTS OF SEDIMENTATION EXPERIMENTS. Concluded.
Experiment.
Applied
Sample.
Sulphate of
Period of
Number.
Date.
1896.
Grains per
Gallon.
Number.
Source.
Hours.
35
July 6
0.75
219
11.75 feet
20
36
July 7
0.75
(707)
River
O
222
2 feet
3
223
20 "
3
224
Ji-75 "
24
225
H-75 '
48
226
"75 '
72
37
July 10
1-5
(720)
River
o
227
11.75 feet
24
38
July ii
0.75
(723)
River
230
2 feet
3
231
20 "
3
232
11-75 "
28
233
"75 '
46
234
n.75 "
70
39
July 14
i-5
(730)
River.
235
11.75 feet
24
40
July 18
o.o
(744)
River
248
11.75 feet
72
249
11-75 "
1 20
250
11-75 "
144
41
July 24
o.o
(767)
. River
o
25'
11.75 feet
24
252
H-75 '
144
Tempera-
ture.
Degrees C.
33-0
26.5
25-4
34-0
34-3
35-7
26.2
34-6
26.0
27.3
37-5
'34^0'
35-8
26.2
35-3
25-7
33-4
35-5
36-7
25-5
32-9
38-9
Suspended Solids.
Bacteria.
Parts per
Million.
Pet Cent
Removed.
Per Cubic
Centimeter.
Per Cent
Removed.
72
525
438
388
229
'77
'53
387
21
208
166
'54
74
61
42
402
28
637
202
142
131
3347
872
195
81.8
5400
3700
6400
3500
i :oo
2 400
8 200
I 300
6Soo
7 500
5 5oo
16.5
26.1
56-3
66.2
70.8
31-5
35-2
79-6
55-5
45-7
84.1
20.2
26.0
64.4
70-7
79-8
8.5
32-8
IO IOO
600
12 OOO
I COO
7 600
2 IOO
600
700
34 loo
5 too
10
93-o
91 .6
68.2
77-7
79-4
72-4
92.1
90.8
74-o
94-2
85.0
99-9
COAGULATION AND SEDIMENTATION BY ALUMINUM HYDRATE.
69
NUMBER OF BACTERIA PER CUBIC CENTI-
METER IN THE OHIO RIVER WATER
AFTER PASSAGE THROUGH THE DIS-
TRIBUTING RESERVOIR AND A PORTION
OF THE DISTRIBUTING PIPE OF THE
LOUISVILLE WATER COMPANY.
In the next table are recorded the results
of bacterial analyses of tap water collected
in the city of Louisville. In all cases the
water was allowed to run from the faucet for
some minutes before the sample was col-
lected. The place of collection was 419 West
Chestnut Street up to Feb. i, 1896, and at
820 South Second Street for the remainder of
the time.
On its way to the city the river water is
pumped to the Crescent Hill Reservoir, which
has a capacity of 100 million gallons, equiva-
lent to about six times the average daily con-
sumption of the city.
The chief value of these results is that they
show a removal by subsidence and passage
through the distributing pipes of about 80 per
cent, of the bacteria originally present in the
water as it was pumped from the river. In
this connection reference may be made to the
results of bacterial analyses of the river water
already presented in Chapter I.
NUMBER OF BACTERIA PER CUBIC CENTIMETER IN THE TAP-WATER OF THE CITY OF
LOUISVILLE, BY DAYS, IN 1895-96.
Days.
November.
December.
January.
February.
March.
April.
May.
June.
July.
128
I OOO
I 600
116
28d
I t;oo
4 600
I 2OO
I IOO
800
2 goo
i 900
800
132
'
2 OOO
I IOO
6
119
2 500
2<)00
6 700
2 OOO
6 900
I 500
I 3OO
900
i 800
3 200
8
T78
I 500
I SOO
8 ooo
I 700
2 OOO
7 800
3 800
I 900
10
TT Q
118
5
*3
104
I OOO
4OO
3 500
6 200
8 ooo
2 OOO
r 300
2 200
2300
2 2OO
116
400
I 80O
2 2OO
I 200
2 2OO
2 IOO
16
i6j
780
i 200
3 700
I 000
8OO
t SCO
IO OOO
6OO
2 600
I OOO
18
368
8OO
I 400
5 3
900
I 600
700
i 500
I 800
2O
321
1 16
I 300
I 400
4800
3300
800
4000
9700
2 7OO
2 IOO
I IOO
588
I 2OO
i 600
500
i ooo
700
I 2OO
2<C
288
4OO
6 "3OO
7 300
I IOO
400
I 7OO
2OOO
an
7OO
27
oft
456
700
I OOO
1 300
7 100
i 300
I 8OO
2000
3500
2Q
418
800
10 900
8 200
600
6OO
i goo
3900
-in
^20
2QO
7 ooo
2 OOO
I 600
goo
2 200
I 2OO
3 l
7 o
WATER PURIFICATION AT LOUISVILLE.
CHAPTER V.
DESCRIPTION OF THE FILTERS THROUGH WHICH THE RIVER WATER PASSED AFTER
COAGULATION BY ALUMINUM HYDRATE AND PARTIAL PURI-
FICATION BY SEDIMENTATION.
IT has already been explained in the intro-
duction that this method of purification con-
sisted of several parts, each of which, to quite
a degree, was distinct in its nature and in its
application. The last part of the process is
the passage of the water downward through
a layer of sand either by gravity or pressure,
in order to remove from the water the bac-
teria, aluminum hydrate, mud, clay, and other
suspended matters.
This final operation is properly called filtra-
tion. It is erroneous, however, to speak of
the entire process as filtration, or mechanical
filtration, because, so far as waters like the
Ohio River are concerned, filtration is only
one of several steps in a process of economical
purification.
This (American) type of filtration differs in
several respects from the older (English) type
of filtration which has been adopted and
studied in Europe and several places in this
country. There are two chief differences,
namely:
1. In American filters the aluminum hy-
drate remaining in the water as it flows from
the settling chamber to the filter, by virtue of
its gelatinous nature, enveloping the bacteria
and other suspended matters, makes it prac-
ticable to allow the water to pass through
the sand at a much more rapid rate than in
the case of English filters.
2. In American filters the accumulation of
matters which are removed from the water by
the sand (bacteria, aluminum hydrate, mud,
clay, and other suspended matters) is in turn
removed from the sand by the passage of a re-
verse current of water through the sand from
the bottom to the top, either with or without
accompanying agitation of the sand. The
corresponding accumulations in English fil-
ters of foreign matter from the water, located
for the most part at and near the surface of the
sand, are removed, practically speaking, by
scraping the surface of the sand layer with a
shovel or similar implement to a depth ordi-
narily of 0.5 inch or thereabouts.
By corresponding accumulations on the
sand in the English filters is meant, ordina-
rily, the various kinds of material noted, with
the exception of the aluminum hydrate; al-
though it is not to be forgotten that aluminum
hydrate, formed from the decomposition of
alum added to river water, was used for some
years in Holland in connection with the puri-
fication of public water supplies by English
filters.
The systems which were investigated dur-
ing these tests are included in the American
type of filtration and are all divided into three
main divisions. Each division includes the
devices used for carrying out one step of the
process, and it is to be noted that it was only
in the design and construction of these de-
vices that these systems differed. These di-
visions may be outlined as follows:
1. An arrangement for the preparation
and delivery of the chemicals. This included
preparation tanks; pumps or other devices for
delivering the solutions to the river water;
pipes and fittings: valves and other regulat-
ing devices; scales, gauges, hydrometers, etc.
2. A chamber or basin for the reception of
the treated water and in which coagulation
and sedimentation took place to a greater or
less degree. This included all the necessary
inlet, outlet, and drain pipes, and the devices
used for controlling the flow of water through
the basin.
DESCRIPTION Of FILTERS.
3. A filter and appurtenances. This division
included a tank which contained the sand
layer and water to be filtered; a system oi
strainers for removing the water trom the
sand; a system for uistributing the wash-
water beneath the sand layer; and, in the case
of the Warren and Jewell systems, a set of
rakes with operating mechanism for stirring
the sand. All piping, valves, and regulating
devices which pertained to the filter are in-
cluded in this division.
In Chapter li the devices included in the
first division have been described in consid-
erable detail. The second division has been
presented in Chapter IV, and it now remains
to present the third division, which is the sub-
ject of this chapter.
In the next chapter will be found a sum-
mary of the principal parts of which each
division of each system was composed, to-
gether with a record of the repairs, changes,
and delays noted during these tests.
The manner of operation of these systems
is given in Chapter VII, where a more com-
plete description of the special regulating de-
vices is also presented.
The filters of the respective systems are
described in the order which has been fol-
lowed heretofore.
All elevations used are in feet and refer to
the bottom of the respective sand layers as
the datum plane. The accompanying draw-
ings will facilitate an understanding of the
several filters and their respective appurte-
nances.
THE WARREN FILTER AND APPURTENANCES.
The filter was placed in a circular wooden
tank. About 1.5 feet from the bottom was
the strainer system, which was made of per-
forated copper plates with suitable wooden
supports. The layer of sand which was used
as a filtering medium was placed upon the
strainer system. Above the sand there was an
'open compartment which contained the water
to be filtered. During filtration the water
passed by gravity from the upper compart-
ment through the sand layer and strainer
system into a closed compartment situated
between the strainer system and the bottom
of the tank, from which a pipe connected with
the weir box, where the rate of filtration was
regulated. For washing, the water was re-
moved from the upper compartment and
wash-water admitted under pressure into the
lower chamber, from which it forced its way
up through the sand. After passage through
the sand the wash-water was removed from
the upper compartment by drain pipes. Dur-
ing washing the sand was stirred by rakes
which were supported at the top of the tank.
Plans and sections of the Warren System will
be found on Plates II and ill, respectively.
Filter Tank. The filter tank was made of
alternate cypress and pine staves, the bottom
being entirely of cypress. It was 10.6 feet in
diameter on the inside and 9.75 feet deep
inside. The staves were 2.62 inches thick and
6 inches wide. They were strongly bound
with iron hoops, six in number. The hoops
were 0.6 inch thick and 2 inches wide.
About 1.5 feet from the bottom of the tank
were wooden pieces which served as a support
for a copper strainer floor. In the open com-
partment above the perforated copper floor
was the layer of sand. The closed compart-
ment beneath the copper floor was the fil-
tered-water chamber, through which the fil-
tered water passed as it made its exit from the
filter. The filtered water used for washing
the filter also passed through this closed com-
partment as it was pumped upward through
the sand.
From the bottom of the tank a central well
4.33 feet in height extended through the fil-
tered-water chamber, strainer floor, and the
sand layer. For a distance of 1.17 feet from
the bottom the diameter of this well was 2.42
feet, and above this point 1.71 feet.
Across the top of the tank" lay two timbers,
one 12 by 12 inches and the other 6 by 12
inches, on which rested the bulk of the ap-
pliances for the operation of the agitator.
The main vertical shaft, to which the rakes
were fastened, was supported at the top by
these timbers and guided at the bottom by a
casting on the upper end of the central well.
The height of water above the sand during
filtration was normally about 5.75 feet. As
described beyond, the total available acting
head was 4.17 feet.
The above description in general terms
shows the relation to each other of the vari-
WATER PURIFICATION AT LOUISVILLE.
ous devices located in the filter tank. The de-
tails of these devices and their piping con-
nections are as follows:
Inlet Water-pipe. The main inlet water-
pipe was 8 inches in diameter and conducted
the water by gravity from the outlet of the
settling basin. This pipe led into and across
the bottom of the filtered-water chamber, at
the bottom of the filter tank, and connected
with the central well by a flange joint.
Arrangement for the Exit of the Filtered
Water. After passage through the sand the
water passed through the strainer system,
composed of perforated copper plates and
wooden supports; next through the filtered-
water chamber; and thence through an 8-
inch pipe to the weir box. From the weir
box the water passed through about 65
feet of 5-inch pipe to the filtered-water reser-
voir.
Strainer System. The original strainer sys-
tem consisted of punched copper plates sup-
ported by a network of radial and circum-
ferential wooden braces. Details of the ar-
rangement of these braces can best be under-
stood by an examination of the accompany-
ing drawings (Plates II, III, VIII).
The radial supports were 2.25 by 2.75
inches, with the long side set vertically. They
were supported at the center on a shoulder
made for that purpose in the central well, and
at the periphery on a ring made of short
wooden sections nailed to the inside of the
tank. They fitted tightly together at the cen-
tral well and were 7 inches apart at the pe-
riphery. On top of these supports was laid a
second set of ribs, each 1.37 by 0.75 inches,
with the long side set vertically. Between
this upper set of ribs were laid pieces 1.25 by
0.75 inches, set perpendicular to the radius at
their center.
These circumferential spacers were sup-
ported at each end by the main radial beams,
and were level on top with the upper radial
strips. The spacers were not accurately cir-
cumferential, but were really a series of short
chords.
The perforated copper plates were placed
on top of the ribs and spacers, and were fas-
tened to them. They were made in sections
of the size of the space subtended by the radial
ribs. The joints of the plates were over these
ribs and were protected by copper strips 1.12
inches wide.
Exit Area. The orifice area of the copper-
plate system was made up of about 681,900
punched holes. These holes averaged 0.043
inch (i.i millimeter) in diameter. They
averaged 10.5 per linear inch radially, and 7.5
per linear inch at right angles thereto.
The size and spacing varied considerably,
but the above figures are averages of numer-
ous determinations at different parts of the
strainer area. Using these figures as a basis
of computation, the total orifice area of the
copper-plate system, including all holes ex-
posed on the upper side, was 1032 square
inches. No possible method of determining
how much water passed through the holes
directly over the supports was found. It
seems probable, however, that the weight of
the sand would press the plates sufficiently
close to the supports to obstruct the passage
of water to a considerable extent. Deduct-
ing all such holes, the net area was 923 square
inches.
On April 12, 1896, a finer sand was put in
service, and it was found to be too fine to use
with the original perforated copper plates de-
scribed above. Accordingly an auxiliary
strainer device, consisting of a fine brass
gauze, was added. This gauze was laid di-
rectly over the copper plates, the same copper
strips being used to keep it in place. Owing
to inability to secure readily a sufficient quan-
tity of gauze of the desired size two sizes were
used. The first portion, which was used to
cover about 80 per cent, of the area, had 65
meshes to the linear inch. For the remaining
20 per cent, of the area a gauze which had
80 meshes per linear inch was used.
By the introduction of the brass gauze the
determination of the available exit area of the
strainer system was complicated. There were
two extreme areas which may be considered,
the true area utilized being somewhere be-
tween the two, apparently.
1 . The brass gauze may be assumed to have
reduced the exit area of the perforated copper
plates. In this case the gauze is assumed to
have allowed water to pass through only those
portions of it which were directly above the
holes in the copper plate.
2. It may be assumed that the entire exit
DESCRIPTION OF FILTERS.
73
area of the holes in the copper plates was
available, and that the water could in all cases
pass more or less freely between the gauze
and the copper plates.
The second supposition appears to be more
nearly correct, because, no matter how closely
the gauze was pressed upon the copper plate,
unless the wires were flattened, innumerable
channels must have existed through which
the water could flow more or less freely.
Filtered-water Chamber. Directly beneath
the strainer floor and forming the bottom of
the filter tank was a closed compartment
which was used as a collecting chamber for
the filtered water, and also as a distributing
chamber for the wash-water. It was simply
the space left in the construction of the tank,
no finishing being used.
The total depth of the chamber was 1.5 feet,
but the upper part was largely obstructed by
the braces of the strainer floor, below which
the depth was i.i feet.
The area of the base of this chamber was
somewhat less than that of the main tank, on
account of restrictions by the wooden rim
which supported the outer side of the strainer
floor and by the central well. The area was
70.6 square feet.
The total capacity of the chamber was 94.7
cubic feet, including the spaces between the
supports of the strainer floor.
The chamber could be drained through the
waste-water pipe to within 0.6 foot of the
bottom. No arrangements were made for
complete draining.
A small hand-hole was provided in one side
of the tank for the purpose of inspection.
The only method for cleaning was by forc-
ing filtered water into the chamber and allow-
ing it to flow out through the waste-water
pipe.
Weir Box. The weir box was an open,
rectangular compartment constructed at the
northwest corner of the settling basin, and
built in connection therewith of the same ma-
terial. It was connected with the filtered-
water chamber by an 8-inch pipe, 8 feet in
length.
It was 5.71 feet long by 2.75 feet wide, in-
side dimensions. The weir partition ran
across the short dimension, dividing the box
into an inlet and an outlet side. The inlet side
was 2.67 by 2.75 feet, and the outlet 3.04 by
2.75 feet. As first constructed the weir was
a fixed one with its crest approximately at an
elevation of 6.00 feet. On Nov. 25 it was
lowered to approximately 5.5 feet.
With other changes previous to Nov. 25
a movable weir was inserted. This weir was
made of an iron plate moving in guides at the
sides, its position being controlled by a worm
shaft operated by a wheel on the floor over
the settling basin. It had an available ver-
tical movement from an elevation of 3.85 to
the maximum water level (elev. 8.02), a dis-
tance of 4.17 feet. The nominal crest was 2.1
feet wide, but on account of leakage in the
guides its actual width was probably about 2.5
feet.
A 3-inch valve connecting the two sides was
put in the bottom of the weir box Feb. 12
to allow more complete draining of the filter
before washing. The center of this valve was
at elevation 1.13. From the weir box the
water flowed through about 65 feet of 5-inch
pipe to the filtered-water reservoir.
Outlet for Filtered Waste Water. At such
times as in the opinion of the operator the
filtered water was not of a satisfactory charac-
ter, a 3-inch pipe leading from the filtered-
water chamber to the sewer was used in place
of the main outlet through the weir box.
Sand . Layer.
During the test several changes were made
in the sand layer, the kind of sand, the thick-
ness of the layer, and the area of the surface,
all having been changed.
Kinds of Sand Used. At the opening of
the test the sand layer was composed of sand
No. I. This was removed Jan. 22, and sand
No. 2 put in place and used up to April 13.
On April 17 sand No. 3 was put in place.
This was used up to July 25, when 2 inches of
sand containing 23 parts of No. 3 and one
part of a very fine sand were added. No. I
was natural sand ; the other two were crushed
quartz. Mechanical analyses of these sands
gave results which are presented on the next
page.
Thickness of Sand Layer. The thickness
of the sand layer varied from three causes:
i. Addition of sand by the operators of the
filter.
74
WATER PURIFICATION AT LOUISVILLE.
MECHANICAL ANALYSES OF THE SANDS USED
IN THE WARREN FILTER.
No. i. No. 2. No. 3.
Per cent, by weight.
Finer than 2.04 millimeters 100. 100. loo.
" 0.93 100. 15.0 95.5
" . " 0.462 4.2 O.2 6.5
Effective
size
0.316
0.182
Ten per cent finer than )
diameter in millime
ters. .
0.3
O.I
0.9
0.56
0.51
2. Losses of some of- the finer portions of
the sand "during the process of washing.
3. Increased compactness of the sand layer.
At different places on the surface of the
sand layer the thickness varied owing to the
action of the rake-teeth of the agitator. As
the agitator revolved during washing a small
portion of the sand was moved from the cen-
tral part of the layer towards the periphery.
The effect of this action was cumulative. Ob-
servations made on Jan. 20, Feb. 14, April 13,
May 22, and July 17 showed differences in
the elevations of the surface of the layer at
the central well and at the periphery, ranging
from i to 4 inches.
On Nov. 25, 1895, the average thickness
of the sand layer was about 2.36 feet. This
thickness was increased on Jan. 3, 1896, by
the addition of 0.6 inch of new sand (No. i).
The average thickness of the layer of sand
No. 2 on Jan. 25 was 1.86 feet. On Feb. 12
this thickness was increased to 2.25 feet.
With the third lot of sand the thickness of
the layer when new, April 17, was 2.17 feet;
on May 22, 2.12 feet; and on July 17, 2.00
feet.
On July 25, 0.25 foot of mixed sand was
added.
The average thickness at the close of the
test was 2.25 feet.
Area. As first arranged the sand layer
extended to the wall of the filter tank and the
surface area of the sand was equal to the area
of the filter tank, excepting the central well.
1.8 feet in diameter. This area was approxi-
mately 85.70 square feet. Practically all of
the tests were made after the completion on
Nov. 25 of a new collecting gutter to carry
the wash-water to the sewer-pipe. This made
the diameter of the sand layer 10.1 feet includ-
ing the central well above noted.
Allowing 2 square inches for each of 16
teeth which extended into the sand bed dur-
ing filtration, the net area of the surface of the
sand was 77.36 square feet.
From April 17 to July 25 the rake-teeth
barely pierced the sand layer, thus increasing
the area to 77.50 square feet.
Device tor Cleaning the Sand Layer.
The device for cleaning the sand layer by
washing comprised the following principal
parts which are described in turn below:
1. Pipes through which filtered water was
pumped from the filtered-water reservoir into
the filtered-water chamber, and thence
through the strainer system into the bottom
of the sand layer.
2. Auxiliary slotted pipes, located at the
bottom of the sand layer just above the
strainer system, through which for a short
time part of the wash- water was pumped,
with the view to getting more uniform dis-
tribution.
3. A collecting gutter and pipes to carry
to the sewer the last portion of the water on
the sand layer just after draining the filter
prior to washing, and the wash-water after it
had passed through the sand layer.
4. An agitator with the necessary mechan-
ism for stirring the sand during the process
of washing.
5. An engine, with pulleys, belting, and
shafts, to operate the agitator.
Wash-water Supply Pipe. The wash-water
taken from the filtered-water reservoir was
pumped through an 8-inch pipe. This ar-
rangement was used by all the filters in com-
mon. From the pump to a point on this pipe
where a separate pipe branched to the Warren
System was about 100 feet; a 4-inch pipe 10
feet in length led from this point to the fil-
tered-water chamber beneath the sand. At
first a 3-inch valve was located on this pipe
just outside the filter tank.
With this 3-inch valve on the 4-inch pipe
the distribution of wash-water was not satis-
factory. The restriction in the pipe caused by
the small valve gave something of a nozzle
effect, so that the stream of water entered
the filtered-water chamber with sufficient
velocity to strike the outer wall of the central
well, and be deflected up through a compara-
tively small area of the strainer system and
DESCRIPTION OF FIL'lERS.
75
of the sand layer. To remedy this difficulty,
and to increase the loss of pressure in the
piping, the 3-inch valve was replaced on Feb.
12 by a 4-inch valve.
Auxiliary Slotted Pipes for the Distribution
of Wash-water. In addition to putting a
larger valve on the wash-water pipe on Feb.
12, there were also introduced at the same
time supplementary pipes to convey a portion
of the wash-water to different points at the
bottom of the sand layer.
A 2-inch brass pipe branched from the main
wash-water supply just outside the filter tank,
the flow being regulated by a 2-inch valve.
This pipe entered the tank above the perfo-
rated copper Moor on which the sand rested.
It connected directly with a ring of 2-inch iron
pipe made of tees and eighth bends.
The water was distributed by six i-inch
slotted tubes of brass and the inlet pipe noted
above, which was also slotted. The seven
pipes or tubes were laid radially, spaced
equally around the central well, and fitted into
the respective tees in the iron ring encircling
the central well.
Two rows of longitudinal slots 90 apart
extended the entire length of each tube.
They averaged 2 inches in length, 0.031 inch
in width, and were approximately 3 inches
apart. All of the tubes were capped at the
ends, and in the center of each cap was a hole
0.031 inch in diameter. The tubes were first
set with the slots on the under side, with the
center of the tube 2.25 inches above the per-
forated copper bottom at the inner end and
3 inches above at the outer end.
On Feb. 19 the tubes were reversed, bring-
ing the slots on the upper side. The entire
device was removed on Feb. 21.
Collecting Gutter and Central Well. The cir-
cular collecting gutter was constructed of
wood and galvanized sheet iron. A lining of
pine staves 0.25 foot thick, extending from
the strainer floor to 2.35 feet above it, was
placed inside the filter tank. On the side of
the lining towards the inner well a strip of
galvanized iron was tacked, its upper edge
extending 0.5 foot above the staves. The
space thus formed between the metal strip
and the main wall of the tank was used as a
gutter. The upper edge of the metal strip,
or, in other words, the discharge level, was at
elevation 2.85 feet. At three equidistant
points collections were made with this gut-
ter to a 3-inch pipe which partially encircled
the filter tank on the outside.
'Ibis 3-inch pipe connected by means of a
special casting with a branch from the inlet
pipe from the settling basin to the filter,
which in turn connected with the sewer.
By means of a tee and suitable valves on the
6-inch inlet pipe to the filter, this pipe was
connected with the sewer, thus allowing the
use of the central well (1.8 feet in diameter)
for the removal of unfiltered waste and wash
water.
During the tests the crest of the central
well was changed three times. When the
depth of the sand was increased on Feb. 12
the height of the well was also increased about
4 inches. It was lowered again on Feb. 14
to the original height in order to try the effect
on the sand of discharging all the water dur-
ing washing through the well. On Feb. 21
it was raised to the same level as the crest of
the collecting gutter.
Agitator. The agitator consisted essen-
tially of two horizontal rake-arms with eight
teeth each, and the necessary mechanism to
raise and lower the rakes, and to revolve them
as desired. Power was furnished by a small
engine, and transmitted by a 6-inch belt to a
counter-shaft, from which another belt 6
inches wide led to the driving pulley of the
mechanism. For simplicity in presentation a
general description of the operating mechan-
ism is given, referring to each of the parts by
serial numbers. Following this, the several
parts are tabulated, and their leading dimen-
sions given.
The rake-arms were hung on the main ver-
tical shaft, which was supported at the upper
end by the frame of the machine, and guided
at the lower end by a collar on the top of -the
inlet well. This shaft was turned around by
means of a large bevel gear (i), a lug on
which fitted into a vertical slot in the shaft.
By this arrangement the shaft could be raised
or lowered without interfering with the rotary
motion. To drive the : gear 4 a pinion (2) on
the shaft which carried the main driving pul-
ley drove a gear (3) on a lower parallel hori-
zontal shaft. At the end of this shaft was a
bevel pinion (4) which drove the rotating
7 6
WA1ER PURIFICATION AT LOUISVILLE.
gear. It will be noticed that this arrange-
ment necessitated rotation of the main verti-
cal shaft with its rakes whenever any part of
the mechanism was in operation. For raising
or lowering the main vertical shaft, power was
transferred by gearing from the horizontal
driving shaft to an upper parallel shaft, on
the end of which a bevel pinion (5) drove the
raising and lowering gears. For transferring
the power two duplicate sets of gears con-
nected the main driving shaft with the upper
shaft. Either of these sets could be used as
desired, or they could both be out of opera-
tion, hand levers controlling their position.
Each set consisted of the driving gear (6);
two idle gears (7) and (8), and the driven gear
(9); (6) and (9) were the same for both sets,
and (7) and (8) duplicates in each set. In the
original machine gear (8) was omitted, the in-
creased length of vertical motion of the modi-
fied machine, with its necessitated increase in
height of the frame, requiring the introduc-
tion of the second gear.
The raising and lowering gear proper con-
sisted of a large bevel gear (10), and a sleeve
on the main shaft. This sleeve was made of
babbitt metal cast on the main vertical shaft
in the following manner: In the upper end
of the main shaft (the lower end of which
held the rake-arms) were cut nine circular
slots, each I inch wide and 0.35 inch deep.
The first one was 1.5 inches from the top of
the shaft. Below this the slots were spaced
2.5 inches apart. On the shaft thus prepared
was cast a sleeve of babbitt metal 0.75 inch
thick and 25 inches long. In casting, a ver-
tical slot 1.5 inches wide and 0.5 inch deep
was left in this sleeve. This slot engaged a
lug on the framework of the machine, and
prevented rotation of the sleeve, the steel
core (main shaft) rotating within the sleeve.
On the face of the sleeve a helical thread was
cut, with three threads to the inch; this formed
the worm, which engaged and was driven by
a similar thread on the inside of the lifting
gear, that worked freely on a loose bearing
plate. As above described, a bevel pinion on
an upper horizontal shaft drove this gear.
For the purpose of stopping the vertical
motion of the main shaft automatically, lugs
were provided on the vertical shaft, which
at the limits of motion (top or bottom) oper-
ated sets of levers, which disengaged the set
of idle gears which were in operation, trans-
ferring power from the driving shaft to the
upper parallel shaft.
The main dimensions of the gears and pin-
ions numbered in the above description are as
follows:
1. Bevel gear, 35 inches in diameter with
72 teeth.
2. Pinion, 5.75 inches in diameter with 14
teeth.
3. Gear, 26 inches in diameter with 50
teeth.
4. Bevel pinion, with 13 teeth.
5. Bevel pinion, with 15 teeth.
6. Gear, 4.25 inches in diameter with 24
teeth.
7. Gear, 6.25 inches in diameter with 36
teeth.
8. Gear, 8.25 inches in diameter with 48
teeth.
9. Gear, 8.25 inches in diameter with 48
teeth.
10. Bevel gear, 16.5 inches in diameter
with 66 teeth.
Rakes. Attached by means of a collar and
socket bolts to the main vertical shaft were
the rake-arms. These were two in number
and were set 180 apart. Two shorter arms
on the other diameter carried tie-rods to
strengthen the rake-arms. The rake-teeth
were of cast iron. The original teeth were
27 inches long, but later a change was made,
and 35-inch teeth were inserted. There were
eight teeth on each arm. They were wedge-
shaped in section, the back being rounded.
On the original teeth a wedge-shaped
shoulder was cast 13.25 inches from the upper
part of the teeth. This was not used in the
longer teeth.
As first used, the rakes in the upper position
were clear of the sand, and in the lower posi-
tion they averaged 5 inches from the strainer
floor. On Feb. 21 they were lowered so that
they came within 2 inches of the floor, longer
rakes being introduced at the same time to
allow for this greater penetration. The lift
of the original machine was found to 'be too
small with this new arrangement to raise the
rake-teeth clear of the sand; and on April 13
a new machine was put in service as noted
above, giving approximately 8 inches greater
DESCRIPTION OF FILTERS.
77
lift of the rakes. At the close of the test with
the sand layer 27 inches thick, the rake-teeth
remained about i inch in the sand at the
upper position.
Engine and Belting. The engine was a
Carlisle single-cylinder, fly-wheel engine. The
size was 5.75 by 6 inches, with 77 per cent,
cut-off. The engine drove a 6-inch belt over
a 12-inch pulley 8.25 inches wide.
From the engine a 6-inch rubber belt drove
a 2o-inch pulley on a 2.5-inch counter-shaft.
Another 6-inch belt from a 1 6-inch pulley on
the counter-shaft drove an 1 8-inch pulley on
the agitator machinery.
Elevations.
The different elevations in feet, referred to
the bottom of the sand layer as the datum
plane, were as follows:
Bottom of sand layer (top of strainer
floor) o.oo
Floor of filtered- water chamber - 1.48
Sand surface (average, Aug. i, 1896). +2.27
Crest of central well and circular gut-
ter + 2.85
Lower end of rake-teeth (agitator up) . + 1.94
Top of filter tank + 8.27
Average maximum water level + 8.02
Lower floor (main-house floor) - 1.77
Center of inlet pipe at filter - 0.94
Center of outlet pipe at filter - 0.85
Center of wash- and waste-pipes at
filter -0.98
Lowest position of weir + 3.85
Highest position of weir (available as
outlet + 8.02
Crest of outlet channel from settling
basin (mudsill) + 6.72
THE JEWELL FILTER AND APPURTENANCES.
The layer of sand forming the filtering
medium was held in a wooden tank set in the
upper compartment of the main tank. The
roof of the settling chamber served as a sup-
port for a layer of bricks and cement which
covered the strainer manifold, and formed a
support for the sand layer. Between the inner
and outer tanks was a space which was used
as a collecting gutter for draining. A central
well connected the compartment above the
sand with the settling chamber. During fil-
tration the water passed downward through
the sand and the strainer system by gravity.
The total available acting head was about 14
feet, of which 5.5 feet were positive (above the
bottom of the sand layer), and 8.5 negative.
Plans and sections of this system are shown
on Plates IV and V, respectively. The rate
of filtration was regulated by valves on the
pipe from the strainer system. When the
filter required washing, the water in the com-
partment above the sand, about 2.5 feet deep,
was removed and wash-water admitted to the
strainer system under pressure. Wash-water
was then forced up through the sand and dis-
charged into the space between the two tanks,
from which it was removed to the sewer.
During washing the sand was stirred by a set
of rakes supported by beams at the top of the
main tank.
Filter Tank. The filter tank was of cypress,
12.15 feet in inside diameter, 5.0 feet high on
the outside, and 3.41 feet deep above the
strainer floor. It was made of 3-inch staves
and was strongly bound by three hoops, each 3
inches wide and 0.125 inch thick. At its bot-
tom, the space between the filter tank and the
main tank (about 0.3 foot wide) was filled by
a wooden ring 0.33 foot thick. This ring
served to brace the bottom of the staves, and
also prevented any lateral movement. There
was no floor in this tank, the staves resting
upon the roof of the settling chamber. The
spaces between the pipes of the strainer sys-
tem were filled with a layer of brick and
cement, supported by the roof of the settling
chamber. This brick and cement layer in
turn supported the sand.
The strainer system, consisting of a set of
pipes to collect the water from the cups, and
cups through which the water passed from
the sand layer, was laid on the roof of the
settling chamber, and covered by the layer of
bricks and cement, the face of which was flush
with the top of the strainer cups.
The set of parallel pipes were all connected
to a special cast-iron pipe which ran across
the filter tank. On one side this casting was
connected by a suitable joint with the outlet
pipe. This pipe conveyed the water to the
outside of the main tank, where it connected
t WA TER^ P URIFICA TION AT LO VIS VILLE.
with a cross, which was also connected to the
outlet pipe leading to the filtered-water res-
ervoir; to the waste-water pipe leading to the
sewer; and the wash-water supply pipe. A
central well extended from the settling cham-
ber through the strainer floor and the sand
layer to about 1.4 feet above the sand.
At the top of the main tank were two tim-
bers, on which rested the bulk of the appli-
ances for the operation of the agitator. These
timbers were supported at either end by suit-
able iron brackets fastened on the inside of
the wall of the main tank, the upper face of
the timbers being flush with the top of the
main tank. Ordinarily the water above the
sand layer partly submerged these timbers.
The main vertical shaft, to which were fast-
ened the rake-arms of the agitator, was sup-
ported at the top By these timbers, and guided
at the bottom by a ring on the inlet well.
The above description in general terms
shows the relation to each other of the various
devices located in the filter tank. The details
of these devices and the piping connections
were as follows:
Inlet Water-pipe. The inlet water-pipe was
a central well 0.67 foot in diameter and 4.5
feet high. It was made of cast iron.
Arrangements for the Exit of the Filtered
Water. After passage through the sand the
water passed through the strainer system,
consisting of 444 strainer cups and suitable
collecting pipes, to a connection with a 5-inch
pipe. This pipe connected with a cross out-
side the filter. From the cross there were
about 8 feet of 4-inch pipe leading to the au-
tomatic controller, from which about 65 feet
of 5-inch pipe led to the filtered-water reser-
voir.
Strainer System. The strainer system con-
sisted of brass strainer cups screwed into a set
of collecting pipes. The shape and size of
these cups, of which there were 444, is shown
on the drawings. The face of the cup was
covered with a punched aluminum bronze
plate, the plate being secured to the cup by a
ring which was riveted to the cup flange. The
strainer cups were screwed directly into the
collecting pipes, the arrangement of which is
shown on the drawings.
A central casting was fastened to the filter
floor by six o.75-inch studs. In general form
this casting was a hollow annular ring with
flange joints on two ends of one diameter.
To each of these flanges was attached a length
of 5-inch pipe, each length being made in
three sections 2 feet, i foot, and 2 feet long,
respectively. The central section in one side
was a nipple, and in the other a tee with the
short arm passing down through the filter
floor. The outlet pipe connected to this arm.
Running from the 5-inch pipes above de-
scribed, and also from the central casting, was
a system of i. 5-inch pipes, 23 on each side of
the large pipes. These pipes were of different
lengths to fit the inner circumference of the
filter tank. The shortest was 1.33 feet and
the longest 5.0 feet. They were spaced 0.5
foot from center to center. All of the pipes
were capped at the ends. The strainer cups
were screwed into the tops of the whole sys-
tem as above described; six in the central
casting, twenty in each of the large pipes, and
the remainder in the smaller pipes. These cups
were all spaced approximately 6 inches from
center to center except in the central casting.
The distribution was very uniform; the great-
est distance from any cup to the nearest other
cup, or from any point on the floor to the
nearest cup, was 6 inches. The shortest dis-
tance between any two cups (4 inches) was
at the central casting.
Exit Area. The diameter of the opening
of the strainer cups was 1.69 inches, and the
area 2.24 square inches. The aluminum bronze
plate was punched with twenty holes to the
linear inch, the holes averaging 0.028 inch
(0.70 millimeter) in diameter and 0.0006
square inch in area. The orifice area per single
strainer cup was therefore 0.54 square inch,
giving a total area for the entire system of
240 square inches.
The passage through the neck of the
strainer cup was 0.188 inch in diameter. The
total area of the whole system was 12.26
square inches, equivalent to a small fraction
less than that of a 4-inch pipe.
The major portion of the strainer system
was covered with cement, the space between
the pipes being filled with bricks. This
formed the filter floor. It was level in the
main, and flush with the top of the strainer
cups. Where the cups were set into the large
pipes and central casting they were 1.8 inches
DESCRIPTION OF FILTERS.
79
higher than where set into the small pipes.
There was no cement over the large pipes or
central casting.
Outlet Pipe. The outlet pipe was a 5-inch
cast-iron pipe connected to the short arm of
the tee in the main pipe of the strainer system.
It was made up of 6.2 feet of straight pipe set
vertically, a U trap and a length of 5-inch
horizontal pipe connecting with a 5-inch cross
outside the main tank. The whole length
was about 11.5 feet to the center of the
cross.
From the cross about 8 feet of 4-inch pipe
connected with the automatic controller.
The filterecl-water meter was located on this
pipe.
Automatic Controller. The automatic con-
troller consisted of a galvanized-iron tank, set
vertically, open at the top, and arranged with
a sharp-edge orifice at the bottom; an ar-
rangement of the outlet piping to discharge
into the top of this tank; a funnel under the
tank, on top of the pipe to the filtered-water
reservoir, to collect the discharge from the
orifice; a butterfly valve on the outlet pipe
above the tank; a balance arm, operating the
butterfly valve, one end of the arm supporting
a weight, the other a copper can; and a con-
nection from the base of the tank with an ad-
justable overflow which discharged into the
can on the balance arm. The device was de-
pendent on the rate of overflow into the can
on the balance arm, an increase in height of
water in the main tank increasing the over-
flow, thus increasing the amount of water in
the small can, which caused a movement of
the balance arm and a consequent closing of
the valve.
A 4-inch pipe connected with the outlet
pipe just before the latter reached the con-
troller. It was used when the necessary act-
ing head fell below that available with the
controller. This pipe emptied into the sewer.
From the controller the water flowed by
gravity through about 65 feet of 5-inch pipe,
emptying into the filtered-water reservoir in-
side the house for the wash-water pump.
Outlet for Filtered Waste Water. A 4-inch
pipe connected with the cross above men-
tioned and conveyed such water as, in the
opinion of the operator, was not of a satisfac-
tory character directly to the sewer.
Sand Layer.
During the test the sand was changed
twice. The area and thickness were modified
somewhat during the test by changes in the
tank itself, due to warping.
Kinds of Sand Used. At the beginning of
the test the sand layer was composed of sand
No. 4. On Feb. i this was removed and sand
No. 5 put in its place. This was used till
July 3. Sand No. 13 was put in service July
6 and used for the remainder of the test. Sand
No. 13 was a natural sand; the other two
were crushed quartz. Mechanical analyses of
these sands gave the following results:
MECHANICAL ANALYSES OF THE SANDS USED
IN THE JEWELL FILTER.
No. 4. No. 5. No. 13.
Percent, by weight.
IOO.O IOO.O IOO.O
74.2 91.0 95.5
19.5 II. o 16.6
1.4 1.4 1.4
0.42 0.45 0.43
Finer than 2.04 millimeters
" " 0.93 "
" " 0.462 " ....
" " 0.316 "
Effective ( Ten per cent ' finer ]
ize 1 than diameter in '
( millimeters
Thickness of Sand La\er. The thickness of
the sand layer varied slightly, due to increased
compactness during use and slight wastes
during washing. The nominal thickness was
34 inches. On Feb. 28 it averaged 34 inches.
On July 6 the new sand layer was reported as
34 inches thick, but a measurement on July
8 gave only 32 inches. The thickness at the
close of the test was 30.5 inches.
The sand layer was quite uniformly level,
only 0.25 inch difference having been re-
corded between the center and the periphery.
During reverse motion the rake-arms cut fur-
rows in the surface varying in depth from
0.25 to 0.75 inch. The impact of the water
over the crest of the inlet well also caused a
slight depression at about i foot from the
well. The rake-arms, during filtration, pene-
trated the surface of the sand layer from 3
to 5 inches.
Area. An average of several determina-
tions gave 1 15.8 square feet as the area of the
sand surface.
Device for Cleaning the Sand Layer.
The device for cleaning the sand by wash-
ing comprised the following principal parts,
which are described in turn below;
8o
WATER PURIFICATION AT LOUISVILLE.
1. Pipes through which filtered water was
pumped from the filtered-water reservoir into
the outlet piping system.
2. The strainer system already described,
which was used as a system for the distribu-
tion of the wash-water beneath the sand
layer.
3. A collecting channel to convey to the
sewer the wash-water after it had passed
through the sand.
4. An agitator with the necessary mechan-
ism for stirring the sand during washing.
5. An engine to drive the main shaft.
Wash-ivatcr Supply Pipe. The wash-water
taken from the filtered-water reservoir was
pumped through an 8-inch pipe. From the
pump to the point where a separate pipe
branched to the Jewell and Western systems
was about 60 feet. From this point 10 feet
of 5-inch pipe led to a point where a separate
pipe, made up of about 4 feet of 5-inch pipe,
a meter, and about 3 feet of 4-inch pipe, led
to a connection outside the main tank.
Device for Distributing the Wash-water under
the Sand Layer. The device used for dis-
tributing the water beneath the sand layer
comprised the outlet pipe, main casting, set
of parallel pipes, and strainer cups, employed
during filtration as the collecting strainer sys-
tem.
As this device has already been described,
it will not be repeated here. For the purpose
of breaking the nozzle effect of the neck of
the strainer cups, a small casting consisting
of a ring and four arms connecting at the
center was put in the cup when it was made.
(See Plate VIII.) The total area of the necks
of the strainer cups was equal to a 4.1 2-inch
pipe, or 68 per cent, of the wash-water supply
pipe.
Collecting Channel. The space between the
filter tank and the main tank was used as a
collecting channel, the water overflowing the
edge of the inner tank. This channel was
nominally 0.33 foot wide, but owing to warp-
ing and other displacements of the inner
tank it varied from 0.2 to 0.4 foot. A suitable
valve controlled the flow from this channel
to the sewer through an 8-inch pipe about 9
feet long.
Agitator. The agitating device consisted
of a set of four rake-arms hung from a vertical
shaft on the upper end of which was a hori-
zontal gear engaging a worm on a horizontal
shaft. This shaft was driven by a small en-
gine. These portions of the agitator are next
taken up and described in detail.
During the first part of the test (up to
June 2) a double-thread worm was used. On
this date a single-thread worm was installed.
The dimensions of this worm were; Outside
length, 4 inches; pitch, i inch; smallest
diameter, 2.75 inches; and largest diameter,
4 inches. Both worms were of steel.
The dimensions of the gear were: Outside
diameter, 16.5 inches; inside, 16. 188 inches;
and pitch, i inch. The ratio of revolutions of
the agitator shaft to revolutions of the main
driving shaft was i : 49. The central portion
of this gear was of iron, and the teeth were of
bronze metal.
The vertical shaft which carried the rake-
arms was i. 8 1 inches in diameter. The
weight of the shaft and rake-arms was sup-
ported by the bearing of the gear above men-
tioned, the whole system being hung from
this support. At the lower end a collar
working on the inlet pipe leading from the
settling chamber served as a guide.
Attached to the vertical shaft above men-
tioned was a casting, in which there were
sockets holding the rake-arms, four in num-
ber. The casting was fastened to the shaft
by two set-screws, and it was also sup-
ported by a collar 1.75 inches wide fastened to
the shaft by two set-screws.
The arms were steel rods 1.75 inches in
diameter. They were fastened into the sock-
ets by key bolts. There were two long and
two short arms, set alternately about 90
apart. One of the long arms was 4.67 feet
long, the other 4.33 feet long. The short
arms were 2.17 feet and 1.58 feet long, re-
spectively. The longest arm had seven teeth,
the next six teeth, and each of the short arms
three short teeth and chains. On the long
arms the teeth averaged 3.69 feet in length be-
low the center of the arms. Short teeth (2 feet
long) were used on the short arms, each hav-
ing 22 inches of o.44-inch chain attached.
The teeth were made of iron bars, 0.87 inch
square in section, set so that one diagonal was
tangent to the arc of movement. They were
attached to the arms by wrist-joints allowing
DESCRIPTION OF FILTERS.
81
them to turn freely in a left-hand direction,
but holding them vertically when the move-
ment of the agitator was left-handed, the teeth
turning in a right-handed direction on the
arms. By this device the teeth were made to
penetrate the sand to the full depth at
once.
When in their lowest position the distance
between the teeth and lowest portion of the
sand was about 0.25 foot.
Engine. The engine was a small, double-
cylinder, reversible, marine engine, with both
pistons connected directly to a single hori-
zontal shaft by crank arms set at 90. The
main dimensions of the engine were: Cylin-
ders, 3 inches in diameter; stroke, 4.125
inches; and cut-off at 85 per cent. On the
outer end of the shaft there was a fly-wheel
2 feet in diameter, having an approximate
weight of 90 pounds.
The driving shaft was 1.23 inches in diam-
eter. From the center of the engine to the
center of the worm the distance was 5.625
feet.
Elevations.
The different elevations in feet, referred to
the bottom of the sand layer as the datum
plane, were as follows:
Bottom of sand layer (top of strainer
floor) o.oo
Top of filter tank (wash-water over-
^ flow) +3.41
Sand surface (average Aug. i, 1896). . +2.54
Crest of central well + 3.68
Center of rake-arms + 3.93
Lower end of rake-teeth (during wash-
ing) + 0.24
Average maximum water level + 5.27
Lower floor (main-house floor) - 9.13
Center of supply pipe at settling basin. - 6.05
Center of outlet, wash and waste pipes
at cross - g.og
THE WESTERN GRAVITY FILTER AND
APPURTENANCES.
Water from the common settling chamber
used for both Western Systems passed
through this filter by gravity. The sand layer
was contained in a vertical wooden tank, and
the. open compartment in the tank above the
sand contained the water to be filtered.
During filtration the water passed down-
ward through the sand and was collected by
a manifold of slotted brass tubes into a single
outlet pipe, through which it flowed to the
sewer. There were two outlets on this pipe,
for use as a filtered-water outlet and a waste-
water outlet, respectively, as the operator
deemed advisable. When it seemed advisable
to wash the sand the supply of water from the
settling chamber was shut off, and the filter
allowed to drain more or less completely. The
water remaining above the sand was drawn
off by means of a circumferential gutter at the
periphery, an outlet from which connected
with the sewer. Wash-water was then intro-
duced into the wash-water distributing system
and forced up through the sand. The wash-
water after passing up through the sand over-
flowed into the collecting gutter, from which
it passed into the sewer.
The total available acting head was about
14 feet.
Before entering into a more detailed de-
scription of this filter, it is necessary to state
that under the name of the Western gravity
filter two essentially different filters were
examined.
The original filter (operated up to March
22) differed from the final filter (put in ser-
vice July 2) in the following points:
1. Location of the sand layer, the final filter
having its sand layer 7.0 feet higher than the
original one.
2. Washing device, the final filter having a
special arrangement for distributing the wash-
water, while in the original filter the strainer
manifold for the collection of filtered water
alone was used.
On account of the many modifications inci-
dental to the changes above noted, it seems
best to consider two filters, Western gravity
filter (A) and Western gravity filter (B).
What has already been said applies to both
filters. All elevations used are in feet and re-
fer to the level of the bottom of the sand
layer of the Western pressure filter as the
datum plane. The drawings (Plates VI and
VII) give a plan and section of Western
gravity filter (B), with reference lines to the
82
WATER PURIFICATION AT LOUISVILLE.
location of the sand layer and the strainer
floor of Western gravity filter (A).
Western Gravity Filter (A).
This filter was placed in a circular wooden
tank which was open at the top.
About one foot of the lower portion of the
tank was filled with a layer of broken stone,
concrete, and cement, by which the sand
layer was supported. A manifold of slotted
brass tubes which formed the strainer sys-
tem was half buried in the cement. The inlet
pipe entered the tank at the top and dis-
charged into a circumferential trough, the
crest of which was 1.69 feet above the sand
and 8.24 feet below the top of the tank. The
upper portion of the tank held the water to be
filtered, a column normally about 8 feet deep.
Filter Tank. -The filter tank was made of
pine staves 2.75 inches thick and 4 inches
wide. It was smaller at the top than at the
bottom, being 10.0 feet in inside diameter at
the base and 9.5 feet in inside diameter at the
top. The depth was 14.37 feet. It was bound
strongly by ten iron bands, each 0.25 inch
thick, and ranging from 3.5 inches in width
at the bottom to 2.5 inches in width at the
top.
Inlet Water-pipe. The supply pipe to the
filter connected with the outlet pipe from the
settling chamber, and passed up over the edge
of the tank and down on the inside, discharg-
ing into the circumferential trough. This
pipe, from its junction with the outlet from
the settling chamber, was 4 inches in diam-
eter. From the settling chamber to the point
where this pipe began there were about 10
feet of 6-inch pipe. The total length of pipe
from the settling chamber to the discharge
in the filter tank was about 41 feet. Flow
through this pipe was regulated by a hand-
valve and by a plug operated by a float on
the water in the filter tank.
Arrangements for the Exit of the Filtered
Water. After passing through the sand, the
water passed through the strainer system,
consisting of a manifold of slotted brass tubes;
a rectangle of iron pipes into which these
tubes were screwed, and which served as col-
lecting pipes; and an outlet pipe connecting
the rectangle with a branch where two dis-
charge pipes, the filtered-water and waste-
water pipe, respectively, connected with the
sewer.
Strainer System. The strainer system was
a manifold of slotted brass tubes screwed into
a rectangle 5 by 7 feet of 6-inch wrought-iron
pipe. The drawings show the arrangement
of these tubes in Western gravity filter (B).
They were arranged in almost the same man-
ner in Western gravity filter (A), except that
short lengths of tube were screwed into the
outside of the rectangle also.
The tubes were 1.5 inches in inside diame-
ter and laid in a bed of concrete, the surface
of the concrete being just above the center
of the tubes. The slots were circumferential,
five rows of slots in each section, two above
the cement floor and three below, the lower
ones of course being covered up with con-
crete. They were cut from the inside by a
circular saw making them wider and longer
on the inside of the tube than on the outside.
There was considerable variation in the length
of the slots, and the widths differed by nearly
50 per cent. An average of several deter-
minations gave a length of 0.719 inch and a
width of 0.024 inch. The slotted sections
were spaced 0.125 inch from center to center.
(See Plate VIII.)
Exit Area. The total length of cut tubing
was 727 inches. The exit area per linear inch
was 0.272 square inch, making the total orifice
area 198 square inches.
Outlet Pipe. The outlet was a 4-inch pipe
connecting with the strainer manifold in the
middle of one of the short sides of the
rectangle. From this point it led out through
the side of the tank and to the front of the
filter, a distance of about 8 feet, where it
branched into a filtered-water and a filtered
waste-water pipe, the two latter pipes con-
necting with the sewer 6 feet beyond.
Sand Layer.
The sand layer was the same throughout
the use of this filter. Sand No. 6, a natural
sand, was used. Mechanical analysis of this
sand gave results which are presented on the
next page.
Thickness of Sand Layer. The nominal
thickness of the sand layer was about 3 feet.
The thickness as determined January 16 was
DESCRIPTION OF FILTERS.
MECHANICAL ANALYSIS OF THE SAND USED
IN THE WESTERN GRAVITY FILTER (A).
Number 6.
Per cenl. by weight.
Finer than 2.04 millimeters 100.00
" " 0.93 gG.OO
" 0.46 *
" " 0.316 " .
" " 0.182 "
Effective ( Ten per cent, finer than (
size ( diameter in millimeters f "
ig.oo
3.60
o.oo
0.39
36 inches above the strainers. On March 20
about 2 inches were scraped off the surface
after the close of the day's operations. The
sand surface was level.
Area. The area of the sand surface was
that of an unbroken circle 9 feet 10 inches in
diameter, which is equal to 75.94 square feet.
Device tor Cleaning the Sand Layer.
The device for cleaning the sand comprised
the following principal parts, which are de-
scribed in turn below:
1. Pipes through which the filtered water
was pumped from the filtered-water reservoir
to the wash-water distributing pipes.
2. A system of piping to distribute the
water under the sand and thus cause its dis-
tribution through the sand layer during its
upward passage.
3. A collecting gutter and pipes to carry
to the sewer the water remaining above the
sand after draining, and the wash-water after
passage through the sand during washing.
Wash-water Supply Pipe. The wash-water,
taken from the filtered-water reservoir, was
pumped through 60 feet of 8-inch pipe and 55
feet of 5-inch pipe to a point of connection
with the outlet pipe.
Wash - water Distributing Pipes. The
strainer system of slotted brass tubes was
used as a wash-water distributing system.
Collecting Gutter. A circular wooden gut-
ter, 12 inches deep and made of o.375-inch
pine boards, was fastened to the inner wall
of the tank 0.6 foot above the sand. This was
used to carry off the wash-water after passage
through the sand, and a'pipe at the front with
a suitable valve connected it with the sewer.
Elevations.
The different elevations in feet, referred to
the bottom of the sand layer of the Western
pressure filter as the datum plane, were as
follows:
Bottom of sand layer (top of strainer
floor) - 0.78
Sand level (average March 22, 1896). + 2.22
Crest of collecting gutter + 3.91
Top of tank + 12.15
Average maximum water level + 1 1 .90
Lower floor (main-house floor) - 2.22
Center of outlet pipe at filter - 0.95
Western Gravity Filter ().
The second filter operated under the name
of the Western gravity filter differed from
the first one in the location of the sand layer
and the device for distributing the wash-
water. The manner of operation was practi-
cally the same, except that a special wash-
water distributing device was used. Connec-
tion was also made from the wash-water pipe
to the collecting strainer system, whereby the
latter could be used to distribute wash-water
if desired, and also in order to loosen the sand
around the strainers by forcing water through
them. The normal depth of water above the
sand during filtration was 3 feet.
Filter Tank. The tank used was the same
as that used by the Western gravity filter
(A).
Strainer Floor. The strainer floor was lo-
cated 8.37 feet above the house floor, or 7
feet higher than in the first filter. This was
accomplished by building a second flooring
of 3-inch pine planks supported by eight 4 by
6-inch pine posts. The lower part of the tank
was not used with this filter, but was kept
filled with water throughout the remainder
of the test. On the wooden floor was laid a
layer of broken stone and concrete faced with
cement. The wash-water system, consisting of
distributing pipes and ball nozzles, was buried
in this cement layer. The top of the cement
was flush with the face of the nozzles. The
strainer system, consisting of a manifold of
slotted brass tubes, was laid on top of the
cement floor.
The relation of the inlet, outlet, and waste-
water pipes to the sand layer was the same as
in the Western gravity filter (A).
Arrangements for the Exit of the Filtered
8 4
WATER PURIFICATION AT LOUISVILLE.
Water. After passage downward through
the sand the water flowed into the strainer
tubes, a manifold of which covered the bot-
tom of the filter tanks. From this manifold a
single pipe led to the filtered-water and waste-
water outlets as in Western gravity filter
(A), the main change being the insertion of 7
more feet of pipe necessitated by the increased
elevation of the sand layer.
Strainer System. The strainer system was
composed of slotted brass tubes set in a
rectangle of 6-inch wrought-iron pipes. It
was laid on top of the cement floor, however,
and not imbedded in it, the entire slotted area
of the tubes being utilized. Instead of con-
forming to the sides of the tank as in Western
Gravity Filter (A), the strainer tubes formed
a rectangle.
The strainer tubes were nominally spaced
12 inches from center to center, but, as will
be seen from the drawing (Plate VI), there
were several places on the floor of the filter
where the nearest tubes were more than i foot
apart. On the side of the rectangle at the
center, the distance to the nearest strainer
slot was approximately 15 inches, while at the
corners the distance was about 18 inches. In
general the arrangement covered the center
of the bed uniformly, but was not well ar-
ranged to drain the sand .at the periphery.
Exit Area. The total length of strainer
tubes used was 39.3 feet. The orifice area per
linear inch was 0.680 square inch, making the
total area about 320 square inches. (For de-
tails of the strainer system see Plate VIII.)
Sand Layer.
The sand layer was made up of a mixture
of sands in the following manner: Approxi-
mately 12 inches of a natural sand (No. 9)
were put into the filter and washed for six
minutes. One inch of fine material was then
scraped off the top and discarded. Sample
No. 10 was taken after this sand had been
washed and scraped. The sand which was
used in Western gravity filter (A), (No. 7),
was then screened through a No. 24 sieve,
and all of that which would pass through it
(about one-half) was discarded. About fwo
feet in depth of the screened sand were then
put in the filter and the coarse and fine washed
Finer than 3.90 mm
IOO
O
IOO
O IOO
o
IOO.O
IOO
o
2.04
100
O
95
5 loo
o
98.0
roo.o
-93 '
95
5
66
93
o
89.0
93
4
0.46
22
25
o 35
o
19.0
15
1
0.316 '
I
7
12
o 4
o
3.9
6
0.182 '
O
o
I
O
I
0.9
o
o
0.105 '
O
O
o
0.0
o
fTen per cental
Effective] finer than di- !
size | ameter in f
41
O
30 o
38
0.39
o
43
(_ millimeters J
together for ten minutes. Finally, on April
30, enough more of the screened sand was
added to make the layer three feet thick. It
was then thoroughly washed and ready for
service. Sample No. 1 1 \vl from the final
sand when ready for use. Sample No. 14 was
collected at the close of the test, Aug.. i, 1896.
Mechanical analyses of these sands gave the
following results:
MECHANICAL ANALYSES OF THE SANDS USED
IN THE WESTERN GRAVITY FILTER (H).
No. 7. No. 9. No. 10. No. ii. No. 14.
Per cent, by weight.
Thickness of Sand Layer. The nominal
thickness was 36 inches. On July 25, how-
ever, the thickness was found to be only 31
inches. The same thickness was found at the
close of the test, August i.
Area. On acount of the sloping sides of
the filter tank the area was less than in West-
ern gravity filter (A), being 72.78 square
feet.
Device for Cleaning the Sand Layer.
The device for cleaning the sand consisted
of the following principal parts, which are de-
scribed in turn below.
1. Pipes through which the wash-water
was supplied to the wash-water distributing
system.
2. A system of piping and ball nozzles used
to distribute the wash-water under the sand
layer.
3. A secondary system for the distribution
of the wash-water under the sand layer (com-
prising the strainer manifold).
4. A collecting gutter and pipes to carry
to the sewer the last portion of the water re-
maining on the sand after draining prepara-
tory to washing the filter, and also to carry
off the wash-water after its passage through
the sand.
Wash-water Supply Pipes. The same pip-
ing was used as in the Western gravity filter
DESCRIPTION OF FILTERS.
(A) to convey the filtered water to the con-
nection with the wash-water pipe at the filter.
During the test of this filter, however, un-
filtered wash-water was used, except on the
last clay, July 30.
For the use of unfiltered water a connec-
tion was made from the main inlet pipe to
the settling chamber with the wash-water
pipe at the meter, the filtered wash-water pipe
being disconnected.
Beyond the meter there were two branches
taken from the main wash-water supply pipe,
one of which was connected with a 6-inch
pipe which led to the washing device in the
filter tank, a distance of about 27 feet. On
this pipe was located a swing check valve
with a sand pocket. The other branch from
the main wash-water supply pipe was con-
nected to the outlet pipe from the strainer
system.
When filtered water was used the mnin
supply pipe was disconnected, and in its place
connection was made with the filtered-water
pipe used in the Western gravity filter (A).
Main Wash-water Distributing Device. The
main wash-water distributing device con-
sisted of a manifold of pipes, feeding eighty-
two ball nozzles distributed over the strainer
floor as shown in the drawing. The entire
system up to the face of the ball nozzles was
covered by the cement floor.
Sections of the nozzles are shown on the
drawings. The total orifice area at the neck
of the nozzles was made up of eighty-two 0.5-
inch pipes equaling a 5.1 88-inch pipe. All
of the balls were of solid rubber, and had a
diameter of 1.625 inches. The construction
allowed them a rise and fall of about 0.5 inch.
With the ball at full height the orifice area
was approximately 1.4 square inches for each
nozzle. The inner face of the nozzle was
ground to allow the ball to make a close fit
and so shut off the sand and water during
filtration.
Secondary Wash-looter Distributing S\stem.
A connection was made so that the strainer
tubes could be used as wash-water distribu-
ters, but the main washing was given through
the ball nozzles, the water being turned
through the strainers for the last minute
only.
Collecting Gutter. This was the same as was
used in the Western gravity filter (A), but
it was located 6.33 feet above its former
position.
Elevations.
The different elevations in feet, referred
to the bottom of the sand layer of the West-
ern pressure filter as the datum plane, were
as follows:
Bottom of sand layer (top of strainer
floor) + 6. 19
Sand surface (average Aug. i, 1896). + 8.78
Crest of collecting gutter + 10.24
Top of tank +12.15
Lower floor (main-house floor) - 2.22
Center of inlet pipe (highest point). . + 12.35
Center of outlet pipe at filter + 6.32
Center of outlet (lowest point) - 1.62
Center of outlet (discharge) - 1.62
THE WESTERN PRESSURE FILTER.
This was a portion of a continuous series
of pipes and compartments through which
the water passed in the process of purification.
There was no restriction of the pressure from
the beginning to the end (outlet) of the en-
tire system, except such as was caused by the
resistance of the piping, sand layer, and
strainer system.
The filtering medium was placed in one-
half of a closed steel cylinder, the other half
of which was used as a settling chamber. A
supply pipe for this filter connected with the
cylinder at the top by a flange joint. In the
lower part of the filter chamber was a layer
of broken stones, concrete and cement. The
strainer system, consisting of a set of slotted
brass tubes, was half buried in this concrete
layer, the surface of which formed the floor
for the sand layer.
During filtration the water was admitted
under a pressure of from 45 to 65 pounds into
the portion of the chamber above the sand
layer. After Feb. 29, 1896, the pressure was
kept quite uniformly between 60 and 65
pounds. The outlet from the strainer system
was then opened and the difference in pres-
sure caused the water to pass downward
through the sand layer, through the slots in
the strainer tubes and thence through the
collecting pipes and outlet to the sewer. The
86
WATER PURIFICATION AT LOUISVILLE.
average total available acting head was about
140 feet, as the full pressure in the supply pipe
was available, and the filtered water was dis-
charged into the sewer.
At such times as it seemed necessary or
advisable to wash the filter, a valve on the
supply pipe from the settling chamber was
closed. At the same time a valve on a "branch
from this pipe which led to the sewer was
opened. Wash-water was then let into the
outlet system through connections between
the two pipes, forced up through the sand
and out through the inlet pipe and branch
to the sewer.
Filter Chamber. The filter chamber was
cylindrical in section with dome-shaped ends.
The principal inside dimensions were: Length
in the center, 11.15 feet; length on the sides,
8.71 feet; diameter, 8.00 feet. The inlet pipe
entered the top of the chamber at the center
of the compartment. In the lower portion of
the compartment was placed a layer of broken
stones, concrete and cement, about 2.1 feet
thick in the center. The strainer system, con-
sisting of a frame of iron pipe and a set of
slotted brass tubes, was half buried in this
layer. On top of this floor was the sand layer,
and the upper portion of the compartment for
a space about 1.7 feet high contained the
water to be filtered. The inlet pipe and a
branch therefrom was used as an outlet for
waste water during washing.
Inlet Water-pipe. The inlet pipe was 6
inches in diameter and conducted the water
from the outlet of the settling chamber over
to and into the filter chamber at the top. It
was about 29 feet from the point where it con-
nected with the settling chamber to the con-
nection with the filter chamber. Connection
with the steel shell was made by a flange,
riveted to the shell. The pipe screwed into
this flange. At first there was no provision
for breaking the flow, but it was soon found
that the impact of the water caused consid-
erable disturbance in the sand surface, and a
6-inch nipple 4 inches long was screwed into
the flange from the inside. A 6-inch tee was
screwed on the nipple, the long arm of the tee
running parallel with the sides of the cham-
ber.
Arrangements for the Exit of the Filtered
Water. After passage through the sand, the
water was collected by a manifold of slotted
brass tubes set in a frame of iron pipe made
in the form of a letter H, 9.0 feet long and
3.5 feet wide. From the center of the cross-
piece of the H a single outlet pipe led down
through the shell of the cylinder and out in
front, where it rose above the floor, dividing
into two outlets, for the effluent and filtered
waste water, respectively, both of which con-
nected with the sewer.
Strainer System. The strainer system was
made of a manifold of slotted brass tubes
screwed into two lines of 6-inch pipe. The
arrangement is shown on the drawings. The
tubes were 1.5 inches in diameter. They were
partially imbedded in a concrete floor, the floor
line being just above the center of the tubes.
The slots were circumferential, five slots in
each section, two of them above the floor and
three below. The lower ones were of course
covered up. They were cut from the inside by
a circular saw, making the slot wider on the
inside than on the outside, or, in other words,
wedge-shaped. As the depth of cutting varied
considerably, the width and length of the slots
varied by quite a percentage. An average
of many determinations gave a width of 0.024
and a length of 0.719 inch. The slotted
sections were spaced 0.125 mcn from center
to center.
Exit Area. The area was made up of 731
linear inches of strainer tube, containing, per
linear inch, 16 slots of an area of .017 square
inch each, giving a total orifice area of 199
square inches.
Outlet Pipe. The strainer manifold as
above described connected by a tee in the
center to a 6-inch downcomer, which went
through the bottom of the filter and con-
nected with 'a pipe which passed out from
under the filter, and branched up above the
floor. The upward bend was made by a tee,
the long arm of which was horizontal. To
the outer end of the long arm the wash-water
pipe was joined. Just above the floor the outlet
pipe entered a cross. The opposite arm of
this cross connected to the inlet pipe. The
two horizontal arms connected to the outlet
and waste pipes, respectively. These two
pipes passed directly to the sewer. From the
strainer to the cross the distance was about
9.5 feet.
DESCRIPTION OF FILTERS.
Outlet and Waste Discharges. From the
opposite sides of the cross branched the out-
let and waste-water pipes, 4 inches in diam-
eter. They both led directly to the sewer, a
distance of about 4.5 feet.
Sand Layer.
Kinds of Sand Used. The character of the
sand was changed twice, a slight amount of
coarser material being added the first time and
some fine sand the second time. Up to April
8, the layer was composed of sand No. 6,
a natural quartz sand. Sand No. 8 was the
same sand after use, the sample having been
collected from the sand which was removed
April 8. The new sand layer put in service
May 8 was made up in the following manner:
Approximately 12 inches in depth of sand
No. 9, a natural sand, were put into the filter
and well washed. All of the old sand was
then put back, and on top of this 12 inches
of the original sand (No. 6) were added. The
sand layer was then washed for 10 minutes
under unusually high pressure, enough sand
being washed out, it was estimated, to lower
the level from 3 to 4 inches. On June 3 about
6 inches of the original sand (No. 6) were
added. Sample No. 15 was taken of the sand
in use at the close of the test. Mechanical
analyses of these sands gave the following
results:
MECHANICAL ANALYSES OF THE SANDS USED
IN THE WESTERN PRESSURE FILTER.
No.
6.
No.
8.
No. q.
No.
c
Per cent by weight.
Finer than
3.90 millimeters
IOO
.0
IOO.O
IOO.O
100
2.04
IOO
o
IOO
O
95-5
IOO
o
0.93
96.0
93
o
66.0
95
5
0.46
'9
.0
14
5
25.0
15
i
0.316
3
.6
i
o
12.
4
0.182
o
.0
I
i .0
o
o
0.105
o
.0
o
o
o.o
o
o
Effective \
size |
Ten percent finer )
than diameter in > o
millimeters. )
39
o
43
0.30
44
Thickness of Sand Layer. The thickness
of the sand layer was changed twice intention-
ally. On Jan. 13 it was 4.00 feet deep. Prac-
tically no change took place from that date
until April 8, when the sand was removed.
The new layer put in service May 8 was esti-
mated to be 4.85 feet thick before it was
washed. On June 3 the thickness was found
to be 4.27 feet or 7 inches less, of which it was
estimated that 4 inches was caused by settling
and 3 inches by removal in washing. On this
date ten sacks of sand (No. 6) were added.
The thickness as determined July 15 was 4.71
feet. After the close of the test, Aug. i,
1896, it was found to be 4.12 feet.
Sand Surface. The major portion of the
sand surface was level. In the center the im-
pact of the water from the inlet formed a de-
pression, about 3 feet in diameter and 3 inches
to 4 inches deep. The introduction of a tee on
the inlet pipe remedied this trouble.
Area. The determination of the available
filtration area of the sand layer was compli-
cated by the following facts:
The sides and ends of the layer were curves,
and every change in thickness changed the
area of the layer.
The sand surface did not form a sharp
junction with the side wall, but for a depth,
apparently, of from i to 2 inches the sand
curved away from the wall.
As the sides and ends of the sand layer were
curved, the upper surface was less in area than
a section at the center of the chamber.
Inasmuch as it is the surface of the sand
which removes the major portion of the sedi-
ment, and as it is customary in this connec-
tion to use the surface of the sand as a basis
of computation, it is deemed advisable to use
this as the filtration area. Further, as the
thickness varied considerably during the test
it was thought advisable to take the area as
first measured and use it in current work, cor-
recting at the close if necessary. The area
used was determined from measurements
taken Jan. 13, which were as follows: Length
at the side, 9.07 feet; length at the center,
10.35 f eet ; anc ' width, 6.67 feet. The laps
at the ends somewhat reduced the area, the
surface as determined being 66.22 square feet.
Redetermination after the close of the test
gave an area of 65.30 square feet, the change
being due to the increased depth caused by
adding more sand. This area was determined
from the following measurements:
Approximate radius of ends of sur-
face 8.92 feet.
Middle ordinate of curve 0.60 "
Length of rectangular portion of
surface 9-O3
Total length of surface at center .. 10.23 "
Width of surface at center 6.67 "
88
WATER PURIFICATION AT LOUISVILLE,
For the purpose of comparison the follow-
ing areas are presented:
*
Area of sand surface (Jan.
13, 1896) 66.2 square feet.
Area of sand surface (Aug.
i, 1896) 65.3 "
Area of surface of strainer
floor 72.8 "
Area of maximum hori-
zontal section of filter
chamber 83.3 "
The difference between the areas as deter-
mined Jan. 13 and Aug. i, 1896, is only 1.4
per cent., and inasmuch as the related obser-
vations were liable to a greater percentage
error, it has been thought best to use the orig-
inal area of 66.22 square feet in all computa-
tions. On May 8 the area was probably 10
per cent, less than this, but it increased
rapidly for three or four days, owing to loss of
sand during washing, and was probably not
over 2 or 3 per cent, less than this during
the balance of the test.
Device for Cleaning the Sand Layer.
The device used for cleaning the sand
layer by washing comprised the following
parts:
1. Pipes through which the wash-water was
conveyed to a connection with the distribut-
ing pipes.
2. Pipes for the distribution of the wash-
water under the sand layer during washing.
3. An exit pipe for the wash-water after it
had passed through the sand.
Wash-water Supply Pipe. During the
major portion of the test filtered water was
used as wash-water. From June 4 to July 27,
inclusive, unfiltered water was used.
The supply of filtered water was pumped
from the filtered-water reservoir, through
the same pipes as supplied the gravity filter,
to the wash-water meter, a distance of 115
feet. From this point a separate 6-inch pipe
led to a connection with the outlet pipe of
the pressure filter, a distance of about 18
feet. '
For the use of unfiltered wash-water the
connection with the. filtered-water supply pipe
at the meter was disconnected and replaced by
a connection with the main river-water pipe
leading to the settling chamber.
Pipes for the Distribution of Wash-water.
The outlet pipe conveyed the wash-water to
the strainer tubes, which were used to dis-
tribute the water under the sand layer during
washing.
Exit Pipe for Wash-water. The inlet or
supply pipe was used as an exit pipe for the
wash-water after its upward passage through
the sand. About 8 feet from the connection
of this pipe with the shell of the cylinder a
6-inch pipe branched over to the sewer, a dis-
tance of about 10 feet. Suitable valves were
provided on these pipes to allow their use as
desired.
Elevations.
The different elevations in feet, referred to
the bottom of the sand layer as the datum
plane, were as follows:
Bottom of sand layer (surface of
strainer floor) o.oo
Surface of sand layer (Aug. i, 1896). . +4.12
Inner side of cylinder at top + 5.84
Center of discharge tee on inlet pipe . . + 5.25
Lower floor (main-house floor) - 2.22
Center of outlet discharge at sewer. . . - 1.22
SUMMARY OF THE VARIOUS PARTS OF THE SYSTEMS.
89
CHAPTER VI.
SUMMARY OF THE VARIOUS PARTS OF THE RESPECTIVE SYSTEMS, AND A RECORD OF
REPAIRS, CHANGES AND DELAYS.
IT is stated in the introduction to this re-
port that each of the systems described in the
foregoing chapters represents the same
method of purification, and that they differed
only to a certain degree in the various devices
employed to put into practical use the same
fundamental principles. In this chapter it is
the purpose to present a list of all the parts
comprised in each of the divisions of the re-
spective systems employed in carrying out
this method of purification, which consists of
three steps, viz.:
1. Application of chemicals to the river
water.
2. Coagulation and sedimentation.
3. Filtration.
The schedules on the following pages
(Tables Nos. i, 2, and 3) show the various
parts comprising a system which in each case
was installed to purify 250,000 gallons of river
water per 24 hours, according to the contracts
with the Water Company. They are of value
not only as a matter of record, but also as an
indication of the attention necessary for their
satisfactory operation and maintenance. It
will be understood that these schedules refer
only to the systems and their immediate con-
nections.
In accordance with the contracts between
the several Filter Companies and the Water
Company the latter provided the following
portions of the experimental plant, in addi-
tion to the laboratory:
1. The houses in which the systems were
installed, and the necessary foundations on
which they rested.
2. All water and steam used by the systems
in their operation.
3. All steam and water pipes leading to and
from each system.
4. All meters for the measurement of the
water.
5. A reservoir of 142,000 gallons capacity
for storage of the filtered water for washing
the filters.
6. A pumping engine of 3,000,000 gallons
capacity per 24 hours to deliver filtered water
under pressure to the large filters for wash-
ing.
The general location of the chief portions
of the experimental plant, including the stor-
age reservoir and wash-water pump, is shown
on Plate I.
In Tables Nos. i, 2, and 3 are given lists of
the principal devices employed in the respec-
tive systems for carrying on the three steps
of this method of purification.
Table No. I includes all the principal de-
vices used in connection with the application
of the chemicals to the river water.
Table No. 2 contains a list of the prin-
cipal appurtenances of the settling cham-
bers.
Table No. 3 is a tabulation of the principal
devices and appurtenances of the filters.
In the tabulations under this head, only the
leading dimensions of the various devices are
given, and reference is made in all cases to
Chapters II, IV, and V, where descriptions
will be found, and to the drawings on which
these devices are shown. All devices which
were in design or construction peculiar to the
respective system in which they were used
are marked with a star (*). All other devices
are understood to be such as are in common
use.
9
WATER PURIFICATION AT LOUISVILLE.
TABLE No. 1.
DEVICES FOR THE APPLICATION OF THE CHEMICALS TO THE RIVER WATER BY THE
RESPECTIVE SYSTEMS.
Warren.
Jewell.
Western-Device No. i.
Western-Device No. 2.
Two circular white-pine
tanks, 3 feet in diameter,
4 feet deep.
Mixing
Tanks.
Pump
Boxes.
Propeller
Wheels.
Pumps.
Air
Chambers.
Air
Compressors
Gauges.
Glass Sight
Tubes.
Platform
Scales.
Steel Rods.
Gears.
Brass Pipes.
Brass
Fittings.
Brass
Valves.
Iron Pipes.
Iron Fittings.
Iron Valves.
Lead Pipes.
Rubber
Valves.
Two circular white-pine
tanks, 4 feet in diameter,
4.5 feet deep.
Two circular cypress tanks One vertical iron cylinder,
One rectangular wooden
box, 2.9 by 1.2 feet, by
i.o feet deep.
One seven-bladed screw-
wheel made of cast brass,
diameter 0.5 foot, depth
0.2 foot.*
One vulcanized-rubber Two
pump.*
3.5 feet in diameter, 5.5
feet deep.
One ordinary " half-bar-
rel "of oak, iron-bound.
single-acting steam
pumps. Size, 3.5 by 4.5
by 6.0 inches.
Two glass sight gauges,
i.o inch in diameter, 4
feet long, with brass fit
tings.
Two wooden depth gauges.
One 24O-pound platform
scale.
6 feet o. 5-inch steel rod.
Two i-inch steel bevel
gears.*
Two 4 inch steel bevel
gears.*
12 feet i. 5-inch brass pipe.
One o. 75-inch glass sight
tube, i.o foot long, with
brass fittings.
One 240-pound platform O
scale.
i foot in diameter, 2 feet
deep.*
One celluloid mercury
sight gauge with fittings;
diameter approximately
0.25 inch.
ne 24O-pound platform
scale.
One Worthington pumping
engine. Size 8.5 by 9
by 10 inches.
Two auxiliary pumps;
plunger extensions of the
piston-rods of the main
pump.
One cast-brass cylinder, 3
inches in diameter, 6
inches long.
One cast-iron cylinder, 6
inches in diameter, 2 feet
long-
One wrought-iron cylinder,
5 inches in diameter, 4
feet long, with fittings.
Two wooden depth gauges.
One o. 5-inch glass sight
tube, 1.5 feet long with
brass fillings.
One 2-io-pound platform
scale.
10 feet o. 5-inch brass pipe. 10 feet 0.5 inch brass pipe.
Twelve 1. 5-inch
fittings.
brass Five o.5-inch brass fittings
Two i. 5-inch brass plugs.
24 feet i. 5-inch iron pipe.
Five i. 5-inch iron fittings.
Two i. 5-inch iron valves.
7 feet i. 5-inch lead pipe.
3ne 1. 5-inch rubber float
valve.
Two o. 75-inch brass
valves.
Three o. 5-inch brass
valves.
One o. 5-inch brass check
valve.
95 feet o.75-inch iron pipe.
30 feet o. 5-inch iron pipe.
10 feet i.o-inch iron pipe.
Five i.o-inch iron fittings.
Fifteen o 75-inch iron fit-
tings.
Twenty o. 5-inch iron fit-
tings.
Five o. 75-inch iron valves.
Two o. 5-inch iron valves.
Three i.o-inch iron valves.
One i.o-inch iron steam
regulating valve.
25 feet o.75-inch lead pipe.
Eight o.s-inch brass fit-
tings.
Two o.s-inch brass valves.
10 feet o. 75-inch brass
pipe.
6 feet o.5-inch brass pipe.
Nine o. 75-inch brass fit-
tings.
Twenty-two o. 5-inch brass
fittings.
Twoo. 75-inch brassvalves.
Two cast-brass valve
chambers with valves.
Six o. 5-inch brass valves.
One o. 5-inch brass check
valve.
20 feet o.75-inch iron pipe.
12 feet o. 5-inch iron pipe.
Twelve o. 75-inch iron fit-
tings.
Eight o. 5-inch iron fittings.
Four o. 75-inch iron valves.
Two o. 5-inch iron valves.
One o. 5-inch iron check
valve.
SUMMARY OF THE VARIOUS PARTS OF THE SYSTEMS.
TABLE No. 2.
DEVICES FOR THE COAGULATION AND SEDIMENTATION OF THE RIVER WATER BY THE
RESPECTIVE SYSTEMS.
Warren.
Jewell.
Western Device No. i.
Western Device No. 2.
Settling
One open rectangular
The lower portion of a
The settling chamber
Same as device No. I.
Basins or
wooden basin, 12.1 feet
circular wooden tank,
lormed one half of a
Chambers.
by 12. o feet, by 10.25
13.5 feet in diameter,
steel cylinder, with
feet deep.
14.0 feet high.
dome-shaped ends, 8.0
Main dimensions of set-
feet in diameter, 22.5
tling chamber : Diam-
long-
eter, 13.0 feet ; depth,
Inside dimensions of the
6.89 feet.
settling chamber
Length in center, 11.15
feet; length on the side,
8.71 feet ; diameter, 8.0
feet.
Iron Rod.
48 feet o.375-inch iron
rod.
Iron
2 feet 6-inch iron pipe.
One quarter bend of
30 feet 8-inch iron pipe.
24 feet 6-inch iron pipe.
Pipes.
halved 4-inch iron pipe.
23 feet 4-inch iron pipe.
Two feet 8-inch iron
pipe.
3 feet 4-inch iron pipe.
0.5 foot 5-inch iron pipe.
Iron
Fittings.
Four 6-inch iron fittings.
Three 4-inch iron fittings.
Two 8-inch iron fittings.
Two 5-inch iron fittings.
Six 6-inch iron fittings.
Seven 6- inch iron fittings.
Six 4-inch iron fittings.
Six 4-inch iron fittings.
Iron
One 5-inch balanced iron
One 8-inch iron valve.
One 6-inch iron valve.
Dne 6-inch iron valve.
Body
valve operated by float.
One 5-inch single-seated
One 4-inch iron valve.
Valves
One } inch flap valve
valve operated by float.
Dne 5 inch iron valve.
TABLE No. 3.
DEVICES FOR THE FILTRATION OF THE COAGULATED AND PARTIALLY SUBSIDED WATER BY
THE RESPECTIVE SYSTEMS.
Warren.
Jewell.
Western Gravity
(A).
Western Gravity
(B).
Western Pressure.
Filter Tanks.
One open circular wooden
One open circular wooden
One open circu- Same as listec
One half of the
tank ; 10.6 feet in diam-
tank, 12.15 feet in diam-
lar wooden under Western
steel cylinder
eter, 9.75 feet deep.
eter, 5.0 feet deep.
tank, 9.5 feet gravity (A).
listed underset-
in diameter at
tlingchambers.
the top, 10.0
Size of filter
feet in diam-
compartment :
eter at the bot-
Length in cen-
tom, 14. 37 feet
ter, 11.15 feet;
deep.
length on sides,
8.71 feet ; di-
ameter, 8.00
feet.
Sand Layers.
Area, 77.36 square feet ;
Area, 115.8 square feet;
Area, 75.94
Area, 72-78
Area, 85.30
thickness, 2.25 feet ; vol-
thickness, 2.54 feet; vol-
square feet ;
square feet ;
square feet;
ume, 6.5 cubic yards.
ume, 10.9 cubic yards.
thickness, 3.0
thickness, 2.58
thickness, 4.12
88.25 square feet copper
feet ; volume,
feet ; volume,
feet ; volume,
plate, 0.031 inch thick.
8.4 cubic
7.0 cubic yards.
12.0 cubic
punched with 0.043 > nc h
yards.
yards.
holes, 78.6 to the square
inch.*
Strainer
Systems.
61.9 square feet brass gauze,
65 meshes to the linear
inch.
Seven iron castings for
strainer manifold.*
444 strainer cups.*
39.5 feet i.s-
inch slotted
brass pipe.*
38.0 feet 1.5-
inch slotted
brass pipe.*
61 feet 1. 5-inch
slotted brass
pipe.*
15.5 square feet brass gauze,
80 meshes to the linear
*
inch.
172.5 feet copper strips 1.12
inches wide.
Belts.
60 feet 6-inch rubber belt.
WATER PURIFICATION AT LOUISVILLE.
TABLE No. 3. Continued.
Warren.
Jewell.
Western Gravity
(A).
Western Gravity
(B).
Western Pressure.
Engines.
One vertical single-cylinder
One double-cylinder re-
engine.
versible marine engine.
Jiameter of cylinder, 5.75
Oiameter of cylinder, 3.0
inches ; stroke, 6.O
inches ; stroke, 4.125
inches.
inches.
Gears.
)ne ^^-inch iron (rear.*
One steel worm single
One 26-inch iron gear.*
thread : length, 4 inches;
One 16. 5-inch iron bevel
pitch, i inch ; smallest
gear.
diameter, 2.75 inches ;
'wo 8.25-inch iron gears.*
largest diameter, 4
One 6.25-inch iron gear.*
inches.*
One 6.o-inch iron bevel
One gear made of iron and
gear.*
bronze metal : outside
One 5.75-inch iron gear.*
diameter, 16.5 inches;
One 4.25-inch iron gear.*
pitch, i inch.*
One 3.o-inch iron bevel
gear.*
Pipes.
One length 8-inch iron pipe,
8 feet 4-inch iron pipe.
27 feet 4-inch
48 feet 1. 5-inch
3 feet 4-inch iron
4 feet long.*
2 feet 5-inch iron pipe.
iron pipe.
iron pipe.
pipe.
One length 8-inch iron pipe,
.8 feet 8-inch iron pipe.
8 feet 6-inch
25 feet 4-inch
62 feet 6-inch
3.75 feet long.*
iron pipe.
iron pipe.
pipe.
One iron central well :
feet 8 inch iron
60 feet 6- inch
height, 4.33 feet ; diam-
pipe.
iron pipe.
eter, 2.42 and 1.71 feet.*
9 feet 8-inch iron
One length 8-inch iron pipe.
pipe.
6.75 feet long.*
4 feet 2-inch brass pipe.
2 feet 3-inch iron pipe.
12 feet 3-inch iron pipe.*
L feet 4-inch iron pipe.
CV. nft-i'
bhatts.
i.o leet 2.5-mcn steel
shaft.
I leet i.oi-incn steci snan.
7.2 feet 1. 75-inch steel
1.81 feet i. 25-inch steel
shaft.
shaft.
8 feet i. 25-inch steel shaft.
2.21 feet i. 75-inch steel
shaft.
3.87 feet 2.25-inch steel
shaft.
Two sets shifting levers.*
Levers.
Rakes.
Two rake arms.*
One iron casting for sup-
Two stiffener arms.*
port of rake-shafts.*
Two tie-rods 0.75 inch in
Thirteen wrought-iron
diameter, 5.5 feet long.
teeth, 3.69 feet long, 0.87
Sixteen rake-teeth, 35 inches
inch square.
long.*
Six wrought-iron teeth, 2.00
feet long, 0.87 inch
square.
.
.
ii feet o.44-inch iron chain
Pulleys.
One 2o*incn pulley.
One i8-inch pulley.
One friction clutch for 18
inch pulley.
One i6-inch pulley.
One 12-inch pulley.
Special
Castings for
One babbitt-metal sleeve 01
vertical shaft, 25 inches
One bearing plate lor mair
gear and shaft.
Agitator.
long, 0.75 inch thick
Two cast-iron shaft sup-
cast with a helical thread
ports.
three threads to the inch."
Framework for agitato
machinery, with. bearing
plates.
Fittings.
Five 8 inch iron fittings.
Seven 4-inch iron fittings.
Three 8-inch iron fittings.
Four s-inch iron fittings.
Six 6-inch iron
fittings.
Two 8-inch iron
fittings.
Twenty-five 6-
inch iron fit-
Twelve 3-inch iron fittings
Eighteen 4-inch iron fit
Nine 4-inch iron
Six 6-inch iron
tings.
Four 2-inch brass fittings.
tings.
fittings.
fittings.
Four 4-inch iron
Sixteen 2-inch iron fittings
Five 4-inch iror
fittings.
One 8 by 6 by 3-inch tee.*
fittings.
Twelve i.s-incf
iron fittings.
SUMMARY OF THE VARIOUS PARTS OF THE SYSTEMS. 93
TABLE No. 3. Concluded.
Warren.
Jewell.
Western Gravity
(A).
Western Gravity
(B).
Western Pressure.
Brass and
Iron Body
Valves.
Special
Outlet
Regulating
Devices.
Broken Stone,
Brick and
Cement.
Special
Devices for
Distributing
Wash-water.
One 2-inch brass valve.
Two 8-inch iron valves.
One 6-inch iron valve.
One 4-inch iron valve.
One 3-inch iron valve.
One open rectangular
wooden box, 5.71 feet by
2.75 feet, by 10.25 feet
deep.
One iron plate, 2.25 feet
wide, 4.5 feet long.
One worm shaft and wheel
with stand.
One 8-inch iron valve.
Three 5-inch iron valves.
Two 4-inch iron valves.
One controller.
2.2 cubic yards brick and
cement.
One 8-inch iron
valve.
Four 4-inch iron
valves.
One 8-inch iron
valve.
Two 6-inch iron
valves.
Four 4-inch iron
valves.
One 4-inch brass
plug with float
and float arm.
Five 6-inch iron
valves.
Two 4-inch iron
valves.
2.9 cubic yards
broken stone
and concrete.
2.5 cubic yards
broken stone
and concrete.
Eighty two ball
nozzles ; brass
castings with
rubber balls.*
3.0 cubic yards
broken stone
and concrete.
30 feet i-inch slotted brass
pipe.*
4.5 feet 2-inch slotted brass
pipe.
RECORDS OF THE REPAIRS AND CHANGES OF
THE VARIOUS DEVICES OF THE RESPEC-
TIVE SYSTEMS.
The next two topics of this chapter, dealing
respectively with the repairs and changes
which were made during these investigations,
are closely allied to each other. The majority
of repairs were coincident with changes of
more or less importance. As a matter of con-
venience for reference the repairs and changes
are listed separately, so far as it is practicable
to do so, on the basis that repairs related to
work done on devices which had temporarily
failed to serve their purpose, and that changes
refer to the installment of new devices or por-
tions thereof where the old devices did not
give results satisfactory to the operators. The
repairs and changes, with the total periods
occupied, are listed in the next two tables.
The periods refer to 10 working hours per day
from the time that regular operations ceased
until they began again. Whenever possible
repairs and changes were made outside of the
regular hours of operation or during delays
due to other causes. When repairs were
made at such times the period occupied is es-
timated, and marked with a star (*).
In some instances the periods for repairs
and changes were caused in part by failure to
provide necessary materials promptly.
RECORDS OF THE PERIODS OCCUPIED IN RE-
PAIRS OF THE VARIOUS DEVICES OF THE
RESPECTIVE SYSTEMS.
Device Repaired.
Total Period Occupied.
Hours.
Warren.
0.
0.2
O.
25.9
O.
Jewell.
*8.o
*io.8
*I.O
*2. 7
2.8
0.2
*2.O
16.0
0*.8
Western.
1-3
I .0
*2O.O
Steam-pipes
0.
" 3 '.0
*IO.O
Inlet
0.
*IO.O
General
RECORDS OF THE PERIODS OCCUPIED IN
CHANGES OF THE VARIOUS DEVICES OF
THE RESPECTIVE SYSTEMS.
Warren.
1895,
Nov. 12 to 25. 93 hours 30 min-
utes. Mainly to change sand layer
and modify filter tank.
1896, Jan. 23 to 25. 20 hours 25 min-
utes. Mainly to change sand layer
and modify central well.
94
WATER PURIFICATION AT LOUISVILLE.
1896, Feb. ii to 13. 19 hours o minutes.
Mainly to introduce auxiliary wash-
water distributing system, add new
sand and raise central well.
Feb. 14. 48 minutes. Mainly to
change agitator teeth.
Feb. 15. 50 minutes. Mainly to
modify auxiliary wash-water distrib-
uting system.
Feb. 21. 3 hours 34 minutes. Mainly
to remove auxiliary wash-water dis-
tributing system, change rakes and
modify central well.
March 17. 10 minutes. Mainly to
change position of rake-arms.
April 13 to 20. 59 hours 30 minutes.
Mainly to change sand layer and
strainer system.
April 23. i hour 35 minutes. Mainly
to change agitating devices.
April 25. 3 hours o minutes. Mainly
to change agitating devices.
Jewell.
1896, Jan. 31 to Feb. 4. 26 hours 25 min-
utes. Mainly to change sand layer.
Feb. 14. 47 minutes. Mainly to
change outlet valves.
June 2. i hour. Mainly to change
worm gear of agitator.
July 3 to 5. 30 hours o minutes.
Mainly to change sand layer.
Other changes were made outside of the
regular hours of operation at various times.
These were mainly changes in chemical pump,
lime apparatus, other chemical devices, float
in main tank, chemical feed-pipe fittings, fas-
tenings for rake-arms; the total time so oc-
cupied was about 35 hours.
Western Gravity.
March 22 to July 2. 765 hours. During this
period the main changes made were
in the strainer floor, sand layer,
wash-water distributing systems, and
piping systems.
The changes in this filter were
complete on May 8, but the filter
was not put in official operation till
July 2.
Western Pressure.
April 7 to May 8. 221 hours 45 minutes.
During this period the main changes
were made in the devices for the ap-
plication of the chemicals, the supply,
and the distributing piping systems.
Records of the Delays of Operation during the
Tests.
In this section is presented a record of the
delays which were met with, and a summary
of the time occupied in various ways during
these investigations. After the work was
well begun it was arranged that the systems
should be operated as continuously as prac-
ticable from 9.00 A.M. to 5.30 P.M. on each
week day, unless the Water Company re-
quested otherwise. From March 24, 9.00
A.M., to March 30, 5.30 P.M., the operations
were requested to be continuous, as was the
case from 9.00 A.M on Monday to 4.00 P.M.
on Saturday for each of six weeks' begin-
ning April 27. A number of repairs and
changes by the operators of the several sys-
tems, and operations and observations by the
Water Company, reduced somewhat the
available period of operation as outlined
above. The chief factors which caused de-
lay were:
1. Repairs and Changes. These have al-
ready been referred to above. Some of the
principal ones necessarily extended into the
regular periods of operation. The minor
ones frequently were made outside the hours
of regular operations, as will be noted from '
the differences in total time consumed as
shown in the first two tables and in the final
summary.
2. Removal of Sediment which had Subsided
to the Bottom of the Settling Chambers. The
average time required by the respective sys-
tems for this operation was as follows: War-
ren, 3 hours; Jewell, 2 hours; Western, 6
hours. In a majority of cases the settling
chambers were cleaned at times of washing
or when other causes delayed the regular op-
eration of these devices. The delays at such
times were therefore less than the actual time
required to clean the chambers. Exclusive
of operations under prescribed conditions, the
SUMMARY OF THE VARIOUS PARTS OF THE SYSTEMS.
95
chambers were cleaned on the following
dates:
Warren System: December 19, 1895;
January 23, 1896; April 13, April 28, June 9,
July 2, July 23, and July 28.
Jewell System: December n, 1895; Feb-
ruary 28, 1896; April 25, July 3, and July 17.
Western System: December 31, 1895;
January 13, 1896; April 7, June 3, June 8,
June 24, and July 23.
3. Sterilization of the Sand La\cr. This
occurred three times in the case of the Jewell
System, on October 30, 1895; January 8,
1896; and February 28, 1896. About four
hours were required for the operation each
time, and the sand was allowed to cool over
night. Sterilization was not attempted in any
of the other systems.
4. Change of Water in Settling Cliambers.
This was occasioned in some instances by the
conditions prescribed by the Water Com-
pany during the period from May 18 to
June 6. The water was usually changed dur-
ing the time of washing the filters in order to
make the delay as small as possible. The
periods required for the operation depended
on the rate which was being maintained and
the size of the respective settling chambers.
The dates when these operations took place
were :
Warren System: May 18, 19, 20, 21, 25, 27,
28, and 29; June i, 2, and 4.
Jewell System: May 18, 19, 22, 26, 28, 29,
and 30; June 2, 4, and 5.
Western Pressure System: May 28, 29, and
June 4.
5. Observations and Operations by the
Water Company. These included inspection
of systems, collection of sand samples, special
tests, repairs of meters and pipes, and ex-
amination of various details. The total
periods of delay were: Warren, 33.2 hours;
Jewell, 56.2 hours; Western Gravity, 15.6
hours; Western Pressure, 22.6 hours.
The following table gives a summary of the
total periods available for operation of each
system, the periods during which the respec-
tive systems were in actual operation, and the
periods during which the above-mentioned
causes of delay interfered with the regular
operation of the systems.
It is to be noted that in this table the actual
total time used in operation is presented,
while in the final summary in Chapter IX
only the period occupied by operations in-
cluded in averages is given.
SUMMARY OF THE TIME OCCUPIED IN VARIOUS WAYS DURING THE TESTS IN DAYS OF
24 HOURS.
Warren.
Jewell.
Western
Gravity.
Pressure.
Date of official beginning of tests
Oct. 21, '95
Aug. I, '96
103.56
91.63
1 .09
8.40
O.2I
0-75
1.38
O.
o.
O.1O
Oct. 21, '95
Aug. 1/96
102.54
94.00
0.79
3.89
o. 16
0.52
2-34
0.50
0.
0-34
Dec. 23/95
Aug. I, '96
65-45
26.50
o.
31.88
0.05
Dec. 23, '95
Aug i, '96
79.46
66.05
O.IO
9.25
0.05
0.03
0.94
0.
2.12
0.92
Date of official close of tests ....
Period available for operation (by arrangement) ...
Period used for repairs
Period used for changes
Period used for cleaning settling chambers
0.65
0.
5-67
0.70
Period used for sterilizing sand layer
Periods when by request of Filter Company systems were out of service ....
9 6
WATER PURIFICATION AT LOUISVILLE.
CHAPTER VII.
THE MANNER OF OPERATION OF THE RESPECTIVE SYSTEMS OF PURIFICATION AND THE
AMOUNT OF ATTENTION GIVEN THERETO.
THE method of water purification investi-
gated in these tests, generally called up to this
time " mechanical nitration," has been held by
some to be so simple that practically no atten-
tion is required for its satisfactory operation.
To many, however, the name conveys a dif-
ferent impression, that of a mechanism or
combination of mechanical devices, for the
perfect working of which, like that of any
other appliance, careful and systematic su-
pervision must be maintained.
It is the purpose of this chapter to show
that the latter supposition is correct so far as
it relates to the purification of the unsettled
Ohio River water, because for the efficient
maintenance of the systems examined during
these tests constant care and regulation were
necessary; and, further, that without this, ir-
regularities, often highly detrimental both to
the character of the effluent and the cost of
treatment, were bound to occur.
The following topics will be presented in
this connection:
1. The general manner of operation of the
different systems.
2. The mechanical devices installed and
used to aid in the operation of the systems.
3. The attention given to the systems
throughout the tests.
Under section No. i will be presented a
general outline of the manner of operation of
the different parts of the respective systems.
Section No. 2 includes a detailed descrip-
tion of the special valves and other devices
used to regulate or control the different op-
erations. These have already been referred
to briefly under the different portions of
Chapters II, IV, and V.
Section No. 3 will include statements of the
number of men employed by each system
throughout the test.
THE GENERAL MANNER OF OPERATION OF
THE RESPECTIVE SYSTEMS.
The general manner of operation of all the
systems represented at these tests may be de-
scribed as follows:
1. The treatment of the river water with
alum or sulphate of alumina for the purpose
of obtaining coagulation and subsequent sedi-
mentation.
2. The filtration of the coagulated water,
partially purified by sedimentation, through a
layer of sand.
3. The washing of the filter (sand layer).
Nos. i and 2 were carried on simulta-
neously, but were quite separate in their
methods of control.
In the following pages these different op-
erations for the respective systems will be
described in order.
Operation of the Warren System.
Application of Sulphate of Alumina. The
river water was supplied under pressure to the
Warren System through a 5-inch pipe which
was enlarged to 6 inches at the settling basin.
The passage of the water through this pipe
was controlled by a 5-inch gate valve, and a
6-inch balanced valve on the mouth of the in-
let pipe, the balanced valve being operated by
a float in the settling basin. As has already
been described in Chapter II, the arrange-
ment used for the application of the sulphate
of alumina solution comprised a propeller
wheel in the mouth of the inlet pipe; a pump
on the upper floor operated by the propeller
wheel ; and a pair of tanks in which the solu-
tion was made, and from which it flowed by
gravity to the pump box.
The operation of the whole device was
MANNER OF OPERATION OF THE PURIFICATION SYSTEMS.
97
automatic, as the current of water upon enter-
ing the basin operated the propeller; and it in
turn drove the pump, to which the solution
flowed from the chemical tanks by gravity.
For the successful operation of this portion
of the system, regulation of the rate of inflow
of the river water was required. Control of
the strength solution was also required. The
amount of sulphate of alumina applied to the
water was regulated in two ways:
1. By varying the strength of solution.
2. By varying the number of arms on the
pump into which stoppers were inserted, to
prevent the entrance of the solution into the
arms. This is more fully described in Chap-
ter II.
It will be seen that the design of this por-
tion of the system called only for the initial
application and the regulation of the river
water into the settling basm, by hand; atten-
tion to the preparation of the sulphate of
alumina solution; and the adjustment of the
pump to deliver a suitable quantity of chemi-
cals. The balance of the work was automatic.
The special construction of the automatic de-
vices will be described in the next section.
From the settling basin the water passed
through a pipe to the central well of the filter,
and thence to the top of the sand.
Filtration. Starting with a clean sand layer
just after washing, the settling basin full of
chemically treated water, and all valves closed,
the first operation was to open a valve on the
inlet pipe from the settling basin to the filter,
allow the water to fill the central well, over-
flow on top of the sand and slowly rise in the
open compartment above the sand. It was
necessary to let the filter fill slowly to avoid
disturbance of the sand surface. From 8 to
15 minutes were occupied in filling the filter,
the average time being about 10 minutes. As
soon as the water reached within about 0.5
foot of the maximum level, a valve on the
waste pipe was opened slowly and filtration
begun. At the same time the valve on the in-
let pipe to the filter was opened wide. Dur-
ing the latter and greater portion of the tests
no water was wasted in this system following
a wash of the filter, and the filtered water was
turned immediately into the main outlet pipe
leading to the weir box. When wasting was
practiced the rate of flow of water was regu-
lated by hand by means of a 4-inch gate valve
on this pipe. When the water became satis-
factory in appearance, the valve in the waste
pipe was closed, and a valve on the main out-
let pipe, leading to the weir box, opened.
This valve was opened slowly, allowing the
filtered water to enter the weir box and rise
on the inlet side thereof. As soon as the
water began to flow over the crest of the weir,
the valve on the outlet pipe was opened wide,
and the rate of filtration regulated by means
of the weir. The entire system was then in
operation. The water was treated with sul-
phate of alumina as it entered the settling
basin through which it flowed on its way to
the sand layer. After it was filtered, it was
discharged over the weir.
The rate of flow of water through the en-
tire system was regulated solely by the mova-
ble weir, which was used only for this pur-
pose and not as a measuring device. The
height of this weir was adjusted at varying in-
tervals, depending largely on the amount of
suspended matter in the water flowing into
the filter. As a general rule, at intervals of
half or three quarters of an hour it was low-
ered an amount necessary to maintain the de-
sired rate of filtration, the meter on the pipe
from the weir chamber to the filtered-water
reservoir being used for the determination of
the actual rate.
During filtration the water passed freely
from the settling basin to the compartment at
the top of the filter, and stood at the same
level in each.
When it was considered necessary to waste
the filtered water during filtration, the valve
on the pipe connecting the filtered-water
chamber beneath the filter and weir box was
closed, and the valve on the waste pipe
opened, the rate of flow of water being regu-
lated by hand. When the effluent became
clear, the change was made to the main outlet
pipe as described above in starting filtration.
If the effluent did not become clear in a rea-
sonable length of time the filter was prepared
for washing in the manner described below.
Decision to Wash the Filter. This decision-
was one which required considerable judg-
ment. During the whole test no case was re-
corded where the Warren filter was washed
on account of the entire available head having
9 8
WATER PURIFICATION AT LOUISVILLE.
been used, and the rate falling below the de-
sired quantity. In fact, less than 60 per cent,
of the available head obtained with the weir
(4.17 feet) was ordinarily utilized. In general
it may be said that the only immediate guide
to the decision to wash the filter at any par-
ticular time was the appearance of the efflu-
ent.
In passing it may be stated, further, that
the decision as to washing was influenced in
a measure by several other features, the rela-
tive importance of which varied from time to
time. These features related largely to the
quality of the river water as it flowed from the
settling basin to the filter, and especially in
connection with the relative amount of
aluminum hydrate present in the water at that
point. The significance of these features will
be mentioned beyond.
Preparations for Washing the Filter. When
it was decided to wash the filter the valve on
the inlet pipe to the filter from the settling
basin was closed. The water above the sand
was then allowed to filter off through the
sand, the rate being carefully regulated to the
normal in order to maintain as good a charac-
ter of effluent as possible. This was continued
until the water was drained down as far as de-
sired. With the use of the weir alone, there
was left at least 2 feet of water above the
sand. By the introduction of the valve (Feb.
12) in the weir chamber further drainage was
made possible, only about 0.5 foot of water
being left above the sand when this valve was
used. During draining the settling basin was
allowed to fill till the float closed the valve on
the inlet pipe.
Washing of the Filter. During the drain-
ing of the filter, preparatory to washing, the
engine used for operating the agitator
machinery was " warmed up." As soon as
the filter was drained, the engine was started
at full speed and the friction-clutch of the agi-
tator engaged. This started the agitator,
which was allowed to turn a partial revolu-
tion before the lowering gear was engaged.
The agitator then slowly descended, revolving
at the same time. After about one revolution
the wash-water was admitted into the filtered-
water chamber at the bottom of the filter.
The pressure of the water forced it up through
the perforated bottom into and through the
sand layer, thus loosening the sand. The agi-
tator continued to descend until it reached the
full depth into the sand, when a system of
levers automatically disengaged the lowering
gears. At times these gears were thrown so
far that the raising gears were engaged, neces-
sitating adjustment by hand.
Washing was continued till the sand was,
in the opinion of the operator, cleansed suf-
ficiently. During this time the power given
to the agitator machinery was left constant,
and the amount of wash-water admitted was
regulated so as to maintain a regular rate of
revolution of the agitator, usually from six to
eight revolutions per minute. The rate of ad-
mission of wash-water was regulated by a valve
operated by hand. The maximum, minimum,
and average vertical velocities of the wash-
water used (estimating 45 per cent, of the sand
layer occupied by water) were 4.05, 0.86, and
1.79 linear feet per minute, respectively.
As soon as the bed was cleansed to the de-
sired degree, the lifting gears were engaged
and the rakes raised out of the sand. It was
customary at this time to supply a little more
steam to the engine and to admit a little extra
wash-water, as the greatest load came on the
agitating machinery when lifting the rakes.
The construction of the machinery was such
that the rakes could not be lifted vertically
out of the sand, but must continue to revolve
while rising. As the rakes approached their
highest position, steam was gradually shut off
from the engine. For some time it was cus-
tomary to shut off the wash-water when the
rakes were about three-fourths out of the
sand. In the early part of February, however,
it was found that by continuing the supply of
wash-water till the agitator was fully raised
and stopped, the ridges in the sand formed
by the rake-teeth were lessened. After this
date it was customary to shut off the wash-
water gradually as the rakes ascended, to stop
the agitator by disengaging the friction-
clutch as soon as the rakes were fully raised,
and then to shut off the wash-water entirely.
The engine was then stopped.
The filter was now ready for filling with
water from the settling basin preparatory to
filtration, as has been described.
MANNER OF OPERATION OF THE PURIFICATION SYSTEMS.
99
Operation of the Jewell System.
The same method of presentation of the
operation of this system will be followed as
was used with the Warren System.
Application of Sulphate of Alumina. The
river water was supplied to the Jewell System,
under a pressure of about 60 pounds, through
a 5-inch pipe. The pipe through which the
solution of sulphate of alumina was pumped
joined the inlet pipe at a point about 10 feet
from the entrance to the settling chamber.
The river water and chemical solution had to
pass through the inlet meter and two valves
before they reached the settling chamber.
Two valves (a hand valve and an automatic
valve) were used to control the flow through
the inlet pipe. The first was a simple globe
valve used to regulate the flow when starting
the system or to shut off the river water upon
stopping operations. The other valve was
situated in the mouth of the inlet pipe within
the settling chamber. It was controlled by a
float in the compartment above the sand in
the filter, and was relied upon to regulate
the rate of admission of the water into the
system as soon as the water rose high enough
to set the float in operation. Regulation of
the rate of admission of the water to the
settling chamber also controlled its passage
through the chamber and entrance to the fil-
ter.
The rate of application of the chemicals to
the river water was regulated solely by the
speed of the pump used for that purpose. For
large changes in the amount of chemicals ap-
plied to the water, the strength of the solu-
tion was varied. The speed of the pump was
adjusted by regulation of a steam throttle-
valve, the pressure of the steam being held
nearly constant by a regulating valve on the
main steam-pipe. During the early part of
the test, the throttle-valve on the pump for
the delivery of sulphate of alumina was con-
trolled by a float at the top of the filter. This
was found to be unsatisfactory and hand regu-
lation was relied upon throughout the balance
of the test. The rate of feeding the sulphate
of alumina solution for short intervals was de-
termined by counting the strokes of the
pump, the delivery of which was approxi-
mately 2.1 cubic inches per stroke. For
longer periods control was obtained by com-
parison of the readings of the meter used for
measuring the amount of solution and
the meter on the inlet water-pipe. To start or
stop the application of the sulphate of alumina
solution the throttle-valve was opened or
closed. The chemical pump was started just
before the valve on the inlet water-pipe was
opened, and stopped immediately after the
latter was closed. A check-valve on the
chemical feed pipe prevented the flow of
water through this pipe from the inlet water-
pipe when the pump was stopped.
It will be noted that the regulation of the
entrance of river water was automatic, but
that the regulation of the application of the
sulphate of alumina required adjustment by
hand of the throttle-valve of the pump.
The application of the mixed lime and sul-
phate of alumina was regulated at first in the
same manner as the application of sulphate
of alumina, one pump being used for the de-
livery of both solutions.
No adequate means were provided to regu-
late the relative quantities of the two solu-
tions. This was remedied in the latter part
of March by the use of an entirely separate
arrangement for delivering the lime, includ-
ing a separate pump and piping system.
Filtration. The water after passing through
the settling chamber rose up through the cen-
tral well and overflowed in the compartment
of the filter above the sand. Its flow was
regulated by the entrance of the river water
into the settling chamber, and this in turn
was controlled for the most part by the float
valve described above.
Starting with a clean sand layer just after
washing, the settling chamber filled with
chemically treated water, and all valves
closed, filtration was proceeded with as fol-
lows:
The valve on the inlet water-pipe leading
to the settling chamber was first opened and
the sulphate of alumina pump started. This
caused the water to rise in the central well
and overflow on top of the sand in the filter.
As soon as the water had reached its normal
height above the sand, the outlet was opened,
and filtration begun. This process of filling
the filter usually occupied about 6 minutes,
the time being dependent upon the rate used.
100
WATER PURIFICATION AT LOUISVILLE.
In filling the filter the rate of flow was regu-
lated by hand to the required amount, as the
float valve did not operate unless the water
was almost at its normal height in the filter.
As the main outlet pipe and the waste-water
pipe were simply different branches of the
same pipe leading from the manifold in which
the. filtered water was collected beneath the
sand, no special difference in the operation
occurred whether the main outlet pipe or
waste pipe was used. It was customary in
this system to turn the filtered water directly
into the main outlet pipe. This operation
will therefore be described next.
The flow through the main outlet pipe was
controlled by a valve operated by hand, which
was supplemented during the latter portion of
the test by an automatic controller. In start-
ing filtration this valve was opened and the
rate of flow regulated to the desired quantity.
This was the only means of regulating the rate
of filtration up to April 10, when the auto-
matic controller was introduced. This device,
which will be described in the next section,
was so arranged that a variation in the flow
through it closed a valve automatically, if the
flow increased, or opened it if the flow de-
creased. After the introduction of this de-
vice, it was customary to open wide the valve
on the main outlet pipe as soon as the con-
troller was in operation. Owing to the pres-
sure required to operate this controller, the
head available for filtration was reduced about
4 feet. To obviate this difficulty there was
placed on the main outlet pipe a by-pass
which cut out the controller. This by-pass
was used when the available head fell below
that necessary when the controller was in op-
eration. Under such circumstances the valve
on the main outlet pipe was used to regulate
the rate of filtration by hand.
Whenever it was considered necessary to
waste the filtered water, the valve on the main
outlet pipe was closed and the valve on the
waste pipe opened, the rate of flow being ad-
justed by hand.
Filtration was continued until one of the
two following conditions appeared: either
the resistance of the filter, due to accumula-
tions of matters removed from the water, be-
came so great that the desired rate could not
be maintained with the available head, or the
appearance of the effluent became unsatisfac-
tory in the opinion of the operator.
The determination of the course to be pur-
sued under these circumstances rested with
the judgment of the operator of the system.
At times it was found that the appearance of
the effluent might fail for a short period and
then improve. Wasting the effluent for a
short time was often tried under these condi-
tions. When the available head fell below
that necessary to maintain the desired rate of
flow, one of the two following operations was
adopted: either the filter was washed or the
surface of the sand agitated.
Surface agitation consisted in trailing the
agitator (generally by hand) in a reverse di-
rection for about one revolution. By this
means the surface of the sand was disturbed
by the rake-teeth which rested upon it, and
the layer of sediment on the top of the sand
was broken up more or less. During this op-
eration the passage of water through the sys-
tem was stopped, but the water above the
sand was never removed. Application and
filtration of the water were immediately re-
sumed, the whole operation occupying from
i to 3 minutes. Several times during the
early part of the test continuous agitation of
the surface of the sand during filtration was
tried. It cannot be said to have been a nor-
mal procedure, however.
In deciding whether to agitate the surface
of the sand or to wash the filter, many con-
siderations had to be borne in mind.
Decision to Agitate the Surface of the Sand.
With a decreasing rate of flow, owing to
increasing resistance of the filter, and a satis-
factory appearance of the filtered water, the
question as to whether it was better to agitate
the surface, or wash the filter, involved a con-
sideration by the operator of the following
factors:
1. Length of the last run and amount of
water filtered during the same.
2. Cause for last wash.
3. Success of surface agitation on last run,
if tried.
4. Length of present run and amount of
water filtered.
5. Appearance of the water flowing from
the settling chamber to the top of the
filter.
MANNER OF OPERATION OF THE PURIFICATION SYSTEMS.
101
It was found that under some conditions
two and sometimes three surface agitations
between washings were successful; while at
other times the disturbance of the surface
caused a deterioration in the character of the
effluent, which did not improve. The degree
of coagulation of the water as it entered the
sand layer seemed to be a controlling factor.
Decision to Wash the Filter. Several factors
influenced this decision, which was in general
only reached after a careful study of the vary-
ing conditions under which the system was
being operated. Unsatisfactory appearance
of the effluent and a utilization of the total
available head were the immediate guides to
washing. The quality of the river water be-
fore and after filtration, as shown by inspec-
tion and analytical results, was an important
factor.
Preparations for Washing the Filter. When
it was decided to wash the filter the valve on
the inlet water-pipe was closed, the chemical
pump stopped, and the water above the sand
allowed to filter off. When the water, in the
opinion of the operator, was seriously defi-
cient in quality it was drained out through
the waste pipe for filtered water or drawn off
from above the sand by means of the collect-
ing gutter which connected with a pipe lead-
ing to the sewer. As a rule, however, the
water while draining the filter was allowed
to pass into the main outlet pipe to the fil-
tered-water reservoir. During the draining
of the filter the engine used for driving the
agitator was " warmed up."
Washing the Filter. As soon as the water
above the satid was drained off, the engine
was started at full speed in reverse motion.
The wash-water was then turned into the out-
let pipe and allowed to force its way up
through the sand. As soon as it appeared
on the surface of the sand (generally about
i minute) the engine was reversed, and the
rake-teeth turning on the arms penetrated
the sand to their full available length. The
agitator was continued in operation, stirring
the sand throughout the wash. Up to May
I the rate of delivery of the wash-water was
regulated to maintain a certain pressure on
the sand. After this date the valve on the
wash-water pipe was left wide open during
washing. The agitator was operated nor-
mally at a speed of eight to nine revolutions
per minute.
Washing was continued until the sand layer
was cleansed sufficiently, in the opinion of the
operator, when the valve on the wash-water
pipe was closed. The agitator engine was
immediately reversed, and the rake-teeth were
thrown to the surface by the resistance of the
sand, which very quickly settled into place.
The engine was then stopped.
In washing this filter the wash-water was
passed upward through the sand layer (esti-
mating 45 per cent, of the layer as occupied by
water) at the following vertical velocities in
linear feet per minute: Maximum, 2.58;
minimum, 0.42; average, 1.37.
Operation of the Western Systems.
The arrangement of the Western Systems,
as has already been stated, was such that the
supply of river water, the apparatus for the
application of alum or sulphate of alumina,
and the settling chamber were used by both
filters in common. The first portion of the
description will therefore apply to both the
gravity and pressure systems.
Application of Alum Original Device. In
the original device the river water was sup-
plied under pressure through a 6-inch pipe
leading directly to the settling chamber. The
flow of water through this pipe was controlled
by a valve operated by hand. From this pipe,
on each side of the valve, a small brass pipe
led to the alum tank. The inlet pipe to the
tank, from the upper side of the valve, passed
through the cover of the tank, and projected
into it about I foot. The outlet pipe simply
passed through the cover of the alum tank
and entered the inlet water-pipe below the
valve. This tank was water-tight, and in it
were placed crystals of potash alum. After
the addition of the alum the cover was re-
turned, and the water from the main inlet
water-pipe was admitted to the alum tank
through the small brass inlet pipe. A valve
was placed on each of the brass pipes to regu-
late the flow through them.
To start the supply of river water and alum
solution to the settling chamber, the valve on
the inlet water-pipe was opened nearly wide,
but not completely so, thus leaving a differ-
IO2
WATER PURIFICATION AT LOUISVILLE.
ence in pressure on the two sides of the valve.
The valve on the brass pipe leading to the
alum tank was normally left open. When the
valve on the inlet water-pipe was opened, the
valve on the brass pipe leading from the alum
tank to the inlet water-pipe was also opened.
The difference in pressure caused a current of
water to pass from the inlet water-pipe
through the alum tank and back to the inlet
water-pipe. It was considered that this water
in passing through the alum tank formed a
saturated alum solution. The rate of flow of
this solution was regulated by hand, the valve
on the brass outlet pipe from the alum tank
being used for this purpose. The actual rate
of flow was observed by the aid of a small
meter. No regulation of the water entering
the settling chamber was attempted, as the
rate of entrance of water was controlled solely
by the rate of removal of water from the set-
tling chamber, which was kept constantly
filled and under nearly the full pressure. The
water passed through the settling chamber
and out at the top into the chamber outlet
pipe, which branched in front of the chamber
into a supply pipe for the gravity filter and
a supply pipe for the pressure filter.
Unless the whole system was taken out of
operation for a time no change was made in
the valves on the main inlet pipe at all, except
to regulate the rate of application of alum as
described above.
Application of Alum or Sulpliatc of Alumina
Second Device. As has been described in
Chapter II, the second device used in this
system for the treatment of the river water
with alum or sulphate of alumina consisted
mainly of two mixing tanks and a pair of small
pumps, together with suitable piping.
The arrangement of the inlet pipes was
changed but little so far as general operation
is concerned. Unless the system was to be
taken out of operation, the river water had
free passage into the settling chamber at all
times. The only change in this portion of
the system was the operation of the main
water pump. As soon as the valve on the
pipe leading from the settling chamber to
either filter was opened, and the water drawn
from the settling chamber, the pump was
started in operation by opening the steam
throttle-valve. This valve was opened to
a regular position and allowed to remain
there till the draft on the settling chamber
was stopped, when the pump slowed down
owing to the increased pressure to pump
against. The throttle-valve was then closed.
The device for the application of alum or
sulphate of alumina was put in operation
simultaneously with the main water pump,
as the chemical pumps were simple extensions
of the piston-rods of the water pumps. When
starting, the valves cutting off the supply of
chemical solution from the tanks to the pumps
were opened, the air in the pumps blown off
by means of petcocks, and the device was
then in operation.
The method of regulation of the chemical
application, as in the Warren and Jewell sys-
tems, was either by changes in the strength
of solutions, or by varying the rate of applica-
tion. Setting aside leakages, the discharge
from the chemical pumps was practically con-
stant. The method used to control the rate
of application was to regulate by hand the
rate of return from the pumps to the mixing
tanks of a portion of the solution. Suitable
piping with simple cocks was provided for
this purpose. Observations of the rate of flow
of the solution were made by the aid of a
meter. A glass tube forming part of the pip-
ing system made visible the flow of the chemi-
cal solution.
The operation of filtering the partially puri-
fied (settled) water by the gravity and pres-
sure filters, and the manner of washing these
filters, is next presented. The modification
in the former filter in April makes it advisable
to consider it as two separate filters, gravity
filters (A) and (B).
Operation of the Western Gravity Filter (A).
The water from the settling chamber flowed
through a 4-inch pipe into the open circum-
ferential gutter in the compartment above the
sand, from which it overflowed on top of the
sand layer. The flow through this pipe was
controlled by a 4-inch gate valve operated by
hand, and a 4-inch plug operated by a float
in the open compartment -referred to above.
Filtration. Starting with a clean sand layer
just after washing, and all valves closed, the
operation of filtration was proceeded with as
follows:
AtANNER OF OPERATION OF THE PURIFICATION SYSTEMS.
103
The gate valve on the inlet from the set-
tling chamber to the filter was opened and the
filter allowed to fill slowly to the desired
height. As a usual rule, filtration was begun
when the open compartment above the sand
was half to three-qarters full, and it was then
allowed to fill till the flow was stopped by
the plug operated by the float. This plug
was intended to regulate the rate of flow of
the water applied to the filter.
The valve on the filtered waste-water pipe
was next opened and the water allowed to
pass downward by gravity through the sand.
Filtration was usually begun at about half of
the normal rate or less. This rate was held
fairly constant, the regulation being by hand
adjustment of the valve, until the water began
to appear clear. The rate of filtration was
then slowly increased to the normal. As soon
as the water became clear at the normal rate
of flow, the valve on the waste-water pipe was
closed and the valve on the main outlet pipe
opened.
Filtration was continued, the valve on the
main outlet pipe being regulated by hand
from time to time to maintain the desired rate,
till it became necessary or desirable to
wash.
Decision to Wash the Filter. It may be
stated that the cause of washing this filter was
in practically all cases the exhaustion of the
full available head for filtration. When the
accumulations on and in the sand caused a
resistance so great that, with the outlet valve
wide open, the rate of filtration fell below that
which, in the opinion of the operator, it was
economical or desirable to maintain, the filter
was washed.
Preparation for Washing the Filter. When
it was decided to wash the filter, the valve
on the pipe from the settling chamber to the
filter was closed, and the water above the sand
was allowed to filter out. This was, of course,
done at a constantly decreasing rate, owing
to the increasing resistance and the decreas-
ing head. The time occupied in this operation
was often comparatively long, as high as i
hour and 40 minutes being recorded, while
intervals of from i to 1.5 hours were quite
common. The variations in the quantity of
unfiltered waste water (water remaining upon
the sand after draining prior to washing) are
interesting in this connection and will be pre-
sented in tables in Chapter VIII.
After having drained through the sand
layer as long as seemed desirable, the re-
mainder of the water above the sand was
drawn through the circumferential gutter and
pipe which led from it to the sewer.
Washing the Filter. The operation of
washing this filter consisted in opening the
valve on the wash-water pipe to its full extent
and letting the water under pressure into the
strainer system beneath the sand. From the
strainer system it forced its way up through
the sand, stirring it more or less by the cur-
rent of the water. This was continued till the
sand was sufficiently cleansed in the judgment
of the operator, when the wash-water was
shut off. The maximum, minimum, and aver-
age vertical velocities of the wash-water used
with this filter (estimating 45 per cent, of the
sand layer as occupied by water) were 3.42,
1.22, and 2.22 linear feet per minute, respec-
tively. The filter was then ready for filling
with water from the settling chamber prepara-
tory to filtration, as has been described.
Operation of the Western Gravity Filter (B).
Filtration. This operation was similar to
that followed in Western gravity filter (A),
as the methods of regulating the flow into
the filter, starting filtration and the regulation
of the rate of filtration were all the same as
in the original filter.
In this filter, however, washing was often
found advisable before the available head was
used up.
Decision to Wash the Filter. This question
was, as with the other systems, a matter of
judgment with the operator. Either the un-
satisfactory appearance of the effluent or'the
decrease in rate of filtration on account of re-
sistance of the filter were used as immediate
guides for the determination of the time of
washing. The general features of operation,
character of river water, amount and charac-
ter of water filtered, and several other allied
factors, however, were all considered, as a
rule.
Preparation for Washing the Filter. The
manner of preparing to wash the filter
was practically the same as in the original
WATER PURIFICATION AT LOUISVILLE.
filter. Owing to the small column of water
(only about 3 feet) maintained above the sand,
there was but little to drain out, and the op-
eration was performed quite rapidly, eight
minutes being the longest time recorded. As
a rule, however, no attempt was made to drain
the filter, the water above the sand being
drawn off through the gutter and drain-pipe
to the sewer, as far clown as the top of the col-
lecting gutter. The filter was then ready for
washing.
Washing the Filter. As soon as the filter
was drained, the valve controlling the supply
of wash-water was opened, and the water ad-
mitted freely into the ball-nozzle washing
system. The water was allowed to pass up
through the sand under full pressure, until
the sand was considered to be cleansed to the
desired degree. The wash-water was then
shut off from the ball-nozzle system, and
turned into the strainer system for a period
of about one minute. The valve on the wash-
water pipe was then closed, and the filter was
ready for filling with water from the settling
chamber preparatory to filtration, as has been
described.
In washing this filter an average vertical
velocity of the wash-water (estimating 45 p^er
cent, of the sand layer as occupied by water)
of 2.25 linear feet per minute was maintained,
and the range was from 1.64 to 2.81 linear
feet per minute.
Operation of the Western Pressure Filter.
The supply for this filter was taken from the
settling chamber through a 6-inch pipe, and
admitted to the filter under full pressure
(about 45 pounds to 65 pounds). The flow
through this pipe was cut off when desired
by a valve operated by hand.
Filtration. Starting with a clean sand
layer just after washing, and with all valves
closed, the operation was as follows:
Water from the settling chamber was ad-
mitted to the filter through the inlet pipe.
The valve on this pipe was opened wide by
hand. As the pressure filter in reality was
only one of several closed compartments
through which the water passed, there was
no filling or draining the tank such as took
place in the gravity filters.
As soon as the valve on the inlet water-
pipe was open, the valve on the waste-water
pipe was opened, and filtration begun. The
most distinctive point in the operation of this
filter was the pressure. As noted above, full
pressure was carried in the water above the
sand, and the valve on the outlet pipe was
opened only enough to cause a difference in
pressure sufficient to allow the desired amount
of water to pass through the filter. The
available head in this filter was approximately
115 feet for the ordinary minimum pres-
sure.
In starting filtration it was always cus-
tomary to waste the effluent for a short
period. As in the operation of the Western
gravity filter, the rate of wasting was usu-
ally about half of the normal rate until the
water began to be clear. The rate was then
increased up to the desired quantity; the
valve on the waste-water pipe was closed ; and
the valve on the outlet pipe was opened.
Filtration was continued until it was found
necessary or desirable to wash the filter. The
rate of filtration was regulated from time to
time by hand adjustment of the valve on the
outlet pipe.
Decision to Wash the Filter. In this filter
two factors were principally used as guides
to determine when to wash it. The one most
often relied upon was the appearance of the
filtered water. The other, which was used
mainly during the early part of the test, was
the loss of head due to the resistance of the
sand layer. As has been explained, the mini-
mum available head was about 115 feet. This
was never used entirely, however, as it was
deemed advisable to wash the filter when the
loss reached about 50 feet. In some cases
when the appearance of the filtered water was
unsatisfactory it was found that by reducing
the rate of flow for a short time the water
would again become clear. Under these con-
ditions it was customary to waste at a low rate
until the appearance of the water was again
satisfactory, when filtration was resumed.
Preparation for Washing the Filter. The
preparation for washing was to close the
valve on the main outlet pipe or waste-water
pipe (whichever was in use), close the valve
on the pipe leading from the settling chamber
to the filter, and then open the valve on the
MANNER OF OPERATION OF THE PURIFICATION SYSTEMS.
branch which led from the inlet pipe to the
sewer.
Washing the Filter. The operation of
washing the filter consisted of turning the
wash-water under full pressure into the
strainer system beneath the sand. The pres-
sure of the water forced it up through the
sand layer, from which it passed out through
the inlet pipe and its branch to the sewer.
Washing was continued until the operator,
judging from the appearance of the water dis-
charging into the sewer, thought the sand
was cleansed sufficiently. The valve on the
wash-water pipe was then closed, shutting off
the -supply of wash-water. The valve on the
sewer pipe was next closed and the filter was
at once ready for use.
On account of the curved sides of the filter
chamber the velocity of the wash-water varied
at different points in the sand layer. The
maximum, minimum, and average vertical
velocities in linear feet per minute were as
follows: At strainer floor, maximum 4.48,
minimum 1.40, average 2.68; at maximum
horizontal section of sand layer, maximum
4.52, minimum 1.23, average 2.33; at sand
surface, maximum 5.68, minimum 1.54, aver-
age 2.93.
It will be seen that no automatic devices
were employed in connection with the West-
ern Pressure System.
Filtered water was used for washing the
filter during the major portion of the tests,
but during the period from June 24 to July
27 unfiltered river water, admitted at the full
pressure in the main, was used for this pur-
pose.
THE MECHANICAL DEVICES INSTALLED AND
USED TO AID IN THE OPERATION OF THE
RESPECTIVE SYSTEMS.
Under this section the special devices used
by the several systems will be described in the
following order:
Devices to regulate the admission of river
water to the systems.
Devices to regulate the flow of water from
the settling basins or chambers to the filters.
Devices to regulate the admission of chemi-
cal solution.
Devices to regulate the rate of filtration.
Devices Used to Regulate the Admission of
River Water.
Warren System. The flow of river water
under pressure into the settling basin was
regulated by a 5-inch valve operated by hand,
and a common 6-inch balanced valve operated
by a float in the settling basin. The float was
a cylinder fixed on the end of an arm fastened
to the side of the basin. The arm was ap-
proximately 3 feet long. About 0.75 foot
from the fixed end of the arm a chain con-
nected to the valve stem. The relative motion
of the float and valve was therefore about 4
to i.
Jewell System. The flow of river water
under pressure into the settling chamber was
regulated by a 5-inch valve operated by hand
and a 5-inch single-seated valve operated by
a float in the open compartment of the filter
above the sand. The float was a metal cylin-
der attached to an arm 3.67 feet long, one end
of which was fastened to the beam supporting
the agitator machinery. From the other end
of the cylinder extended an arm to which was
attached a chain leading down through a
small vertical pipe to the valve mechanism on
the inlet water-pipe. The total length from
the fixed end of the float to the point where
the chain was fastened was 5.17 feet. The
chain was fastened on the long arm of a bell-
crank lever, the arms of which were 1.84 feet
and 0.21 foot long, respectively. The short
end was fastened by a wrist-pin to an arm 0.18
foot long, which in turn connected with the
valve plate by means of a wrist-pin. The
valve plate was connected with a fixed arm
hinged on one side of the frame. The dis-
tance from the wrist-pin on the valve plate to
the hinge about which the valve moved was
0.33 feet. This combination of levers caused
a motion of the valve, the relation of the
movement to that of the float depending upon
the position of the float. When the latter was
down, the valve was given its greatest pro-
portional movement. When the float ap-
proached its highest position, the short arm of
the bell-crank and the arm attached to the
valve approached a straight line, and the
movement of the valve became very small.
Western Systems. The supply for these
systems was regulated only by controlling
io6
WATER PURIFICATION AT LOUISVILLE.
the rate of flow to the filters as described be-
yond. The main water pump aided somewhat
in maintaining a uniform pressure of the
water, but cannot be said to have been used
as a device for regulating the flow of water.
Devices Used to Regulate the Flow of Water
from the Settling Chambers to the
Respective Filters.
Only one special device can be said to have
been used directly for this purpose, viz., the
plug operated by a float in the Western
gravity filter. In operation, however, the
device used by the Jewell System for regulat-
ing the admission of water to the settling
chamber acted as a controlling device in this
connection, as did also the similar mechanism
in the Warren System.
Devices Used to Control the Application of Alum
or Sulphate of Alumina.
Warren System. The sulphate of alumina
solution admitted to the pump box was regu-
lated by a valve operated by a float in the
pump box. The float arm was vertical, the
relation between the position of the valve and
the level of the solution being adjustable by
changing the length of the vertical arm. The
rate of discharge of solution by the pump for
each revolution was capable of variation by
means of the insertion of stoppers in the ends
of the pump arms.
This operation was, of course, performed
by hand. The pump itself was the main regu-
lating device, because it was operated by the
flow of the water in the main inlet water-pipe,
and its rate of revolution was designed to be
proportional to the flow of water through the
pipe.
Jewell System. During the first five
months of the test the movement of a float
at the top of the filter, as described above, was
relied upon to regulate the rate of application
of the solution of sulphate of alumina, by ad-
justing the throttle-valve on the chemical
pump. After this was abandoned, hand regu-
lation alone was used.
Western Systems. In the original device
used by these systems the method used for
regulating the application of alum solution
was by hand adjustment of the valve on the
alum pipe. The arrangement of the device
allowed adjustment by regulating the differ-
ence in pressure in the two alum pipes,
which was done by changing the position of
the valve on the main inlet water-pipe. This
was only used in starting operation, how-
ever.
In the second Western device the method
of adjusting the application of chemicals was
by hand regulation of the return or relief out-
let valves.
Devices Used for Regulating the Rate of
Filtration.
Warren System. The regulating device
used in this system was a movable weir. This
has already been fully described in Chapter
V. As a rule it was adjusted about every
half-hour. A valve operated by hand was
used for regulating the rate of wasting.
Jezvell System. As described in section i
of this chapter, the rate of filtration was regu-
lated by means of hand valves up to April 10,
1896. On this date a device called an " auto-
matic controller " was installed. The ar-
rangement of this device was as follows:
SBA\ J3}iy aq; luoaj adid japno uretu aijj,
raised up and the end turned down, so that it
discharged into a galvanized iron tank through
a 4-inch butterfly valve. Through this pipe
the flow was regulated by the valve, which in
turn was controlled by the position of a bal-
ance arm on the valve stem. The iron tank,
i foot in diameter, was hung from the outlet
pipe by four arms. Its upper end was open.
The outlet from this tank was a sharp-edged
orifice at the bottom, through which the
water was discharged into a galvanized iron
funnel, which led the water into the pipe con-
nected with the filtered-water reservoir.
The regulation of the flow was obtained by
the butterfly valve above mentioned, the posi-
tion of the valve been controlled by the level
in the tank in the following manner:
The balance arm of the valve held an iron
weight at one end and a copper cylinder at the
other. This copper cylinder had a discharge
port and funnel at the bottom. From the
bottom of the iron tank a flexible pipe, with
an overflow, fed into the small copper cylin-
MANNER OF OPERATION OF THE PURIFICATION SYSTEMS.
107
der above mentioned, and the water in the
cylinder flowed back into the funnel on the
pipe to the reservoir.
The small overflow pipe was adjustable to
any desired height so that it would cause the
desired rate of flow through the orifice in the
bottom of the iron tank. The parts were so
proportioned that if the water remained con-
stantly at the desired level, the overflow into
the small cylinder was just sufficient to keep
the water in this cylinder at a height neces-
sary to balance the weight on the other end
of the lever arm, thus keeping the valve open
the required amount. When the flow in-
creased or decreased, the overflow became
greater or smaller, and the level of the water
in the small cylinder therefore increased or
decreased. The balance arm moved corre-
spondingly, thus closing or opening the valve.
Western System. Hand valves alone were
used for regulating the rate of filtration in the
Western Systems.
THE ATTENTION GIVEN TO THE RESPECTIVE
SYSTEMS.
The general manner of operation of the
respective systems, and the special devices in-
stalled to aid the operators, have already been
presented. In this section, the number of
men which the several companies considered
necessary to employ to operate the respective
systems will be given. It is not the pur-
pose of this section to present any compara-
tive statements for the purpose of showing
the number of men necessary to operate any
modification or enlargement of these systems,
but to show clearly the amount and character
of supervision deemed necessary by the dif-
ferent filter companies for the operation of
their respective systems.
From March 24 to 29, inclusive, the sys-
tems were operated day and night. For six
weeks beginning April 27 the systems were
operated continuously from 9 A.M. on Mon-
day to 4 P.M. on Saturdays of each week.
The Number of Men Engaged in the Operation
of the Respective Systems.
Warren System. Throughout the test this
system was in charge of a trained engineer
who was also a chemist. He was assisted by
one regular helper. During the continuous
run in March, the system was operated at
night by a superintendent of the company.
During the six weeks' run the regular assist-
ant took charge at night, and a second helper
was employed during the day.
Jewell System. From the beginning of the
test till Nov. n, 1895, the system was oper-
ated by one man who was a chemist. After
Nov. 1 1 an officer of the company was in
charge. He was assisted till Nov. 18 by the
original man in charge. On that date an-
other chemist was employed in place of the
original chemist. This chemist was replaced
during the second week in December by a
mechanic. A boy was employed after the first
week in December. This force of two men
and a boy remained up to March 23, when a
chemist was employed. No change was made
in this force of three men and a boy through-
out the balance of the test except during the
continuous run in March.
During this continuous run the system was
operated during the day by an officer of the
company assisted by the chemist, and during
the night by another officer assisted by the
mechanic and the boy. During the six weeks'
continuous run the force of three men was
divided into three watches, the boy assisting
about the place during the day.
Western Systems. These systems were in
charge of a trained chemist throughout the
test. He was assisted in the routine operation
by one and sometimes two men. Up to
March 24 only one helper was employed. A
new man was employed to assist during the
day at the beginning of the first continuous
run, the original helper being on duty at
night. Two men were employed from this
time till the first week in July. A boy was
also employed to assist at night throughout
the six weeks' continuous run.
The influence on the results accomplished
by the systems of the attention received will
be considered further in Chapter IX.
io8
WATER PURIFICATION AT LOUISVILLE,
CHAPTER VIII.
COMPOSITION OF THE OHIO RIVER WATER AFTER TREATMENT BY THE RESPECTIVE
SYSTEMS OF PURIFICATION, AS SHOWN BY CHEMICAL, MICROSCOPICAL, AND BAC-
TERIAL ANALYSES; TOGETHER WITH A TABULATION OF THE MOST IMPORTANT DATA
ON THE OPERATION OF THE RESPECTIVE SYSTEMS.
IN this chapter is recorded the main bulk
of the detailed results of the observations and
examinations made during the investigations.
These results are presented in a series of
tables as follows:
Table No. i, results of regular chemical
analyses, indicating the sanitary and technical
characters of the water after purification.
Table No. 2, results of mineral analyses of
the water after purification.
Table No. 3, results of microscopical ex-
aminations of the water after purification.
Table No. 4, results of bacterial analyses of
the water after purification, and a record of
conditions under which each sample was col-
lected.
Table No. 5, records of the operation of the
respective systems, including a brief summary
of the analytical results and also the amount
of sulphate of alumina used during each run.
The next chapter, in which these results are
summarized and discussed, also contains some
analytical and other results which were ob-
tained in connection with special points which
are outlined in the discussion. This chapter
deals solely with the principal detailed rec-
ords. In the case of each table there are a
number of explanations and points to which
attention is called, as stated in the following
paragraphs. It may again be stated that
effluent refers to the water, after its passage
through one of the systems, which was passed
into the outlet provided for the finished prod-
uct. It is further to be noted that whenever
filtration or any related term is used, it refers
to effective filtration, i.e., the filtration of
water which was passed into the outlet pro-
vided for the finished effluent.
Table No. /.
Samples. The samples of the several
effluents, for regular chemical analysis, are
listed in serial numbers. The same series of
numbers was used for both the untreated river
water and the effluents. During the process
of analysis samples were designated by these
numbers only, and the source of the samples
was not known to the analysts. The condi-
tions under which the samples were collected
are presented as a matter of convenience by
reference to Table No. 5, which includes the
results of bacterial analyses of corresponding
samples. During a portion of the time
samples for chemical analysis were collected
continuously by an automatic device which is
briefly described in the appendix. In such
cases the period covered by the sample is re-
corded.
In cases where several portions of effluent
were mixed together for a single average
sample, the water was kept in an ice-box dur-
ing the period which intervened between the
times of collection and of analysis.
Methods of Analysis. Substantially the
same methods were employed for the analysis
of effluents as were used in the case of the
untreated river water. They are presented
briefly in Chapter I. The only point to be
mentioned is that in the present tabulations
there are included results indicating the ap-
pearance of the effluents. These results are
given under the heading, " Degree of Clear-
ness." They were obtained by careful inspec-
tion, aided by a diaphanometer such as is
briefly described in the appendix, where an
outline of the methods followed will be found.
COMPOSITION OF OHIO RIVER WATER AFTER PURIFICATION.
109
The significance of the five degrees of clear-
ness is substantially as follows:
Degree No. I, brilliant.
Degree No. 2, clear.
Degree No. 3, slightly turbid.
Degree No. 4, turbid.
Degree No. 5, very turbid.
These expressions relate to perfectly clear
water as a basis of comparison, and have
nothing to do with such expressions as might
be applied to the muddy river water. No ob-
jection could be raised by consumers with re-
gard to the appearance of the effluents when
it was represented by any of the first three
degrees of clearness; with the fourth, the
turbidity would probably be noticed by con-
sumers at times, but not uniformly.
Color. The color of the effluents, so far as
related to dissolved matters in the water, was
very slight, as is also true of the Ohio River
water before treatment. Some of the color re-
sults were unavoidably increased by minute
particles suspended in the water.
Carbonaceous Organic Matter Oxygen Con-
sumed. The carbonaceous organic matter in
the effluents, as indicated by the oxygen con-
sumed, was satisfactory, practically without
exception, and was less than that dissolved in
the river water.
Nitrogenous Organic Matter Albuminoid
Ammonia. The nitrogenous organic matter
in the effluents, as indicated by the nitrogen
in the form of albuminoid ammonia, was also
satisfactory as a rule, and less than that dis-
solved in the river water. Very little or no
organic matter was suspended in the effluents
ordinarily. In effluents which had either of
the first two degrees of clearness it is recorded
as zero. In the other three degrees of clear-
ness it was appreciable; but it was too small
for measurement in a satisfactory manner,
and accordingly blanks are inserted in the
tables under these conditions.
Nitrogen as Free Ammonia and Nitrites. As
a rule there was a slight reduction in the
effluents, as compared with the river water,
in these compounds, which represent inter-
mediate steps in the conversion of organic
matter in its crude form into completely
oxidized mineral matter.
Nitrogen as Nitrates. There was sub-
stantially no change in the water before and
after treatment with regard to the amount of
nitrogen in -the form of nitrates. This deter-
mination indicates the amount of organic
matter which is completely oxidized ; and
it is not to be expected that the amounts
would change after treatment of the water by
a process in which the organic matter is re-
moved mechanically not by oxidation and
nitrification.
Chlorine. The chlorine in the water was
not affected by the treatment.
Residue on Evaporation. The suspended
matter in the river water was completely re-
moved in a majority of cases by the treat-
ment, as well as some of the dissolved mat-
ters. Whenever the effluents had a degree
of clearness of No. 4 or No. 5, there was an
appreciable amount of mineral matter sus-
pended in it, but it could not be satisfactorily
measured.
Fixed Residue on Evaporation. These re-
sults are given as a matter of record for com-
parison with corresponding results of the
water before treatment.
Alkalimt\. The alkalinity of the effluents,
caused chiefly by lime (carbonate and bicar-
bonate of calcium), was less than that of the
river water by a quantity almost directly pro-
portional to the amount of sulphate of alu-
mina used in the treatment of the water. In
some instances the alkalinity was exhausted,
due to an excess of sulphate of alumina, and
the effluents were acid.
Dissolved Alumina. As a rule the analyses
indicated the effluents to be completely free
from dissolved alumina, although at times
mere traces were noted in the course of anal-
ysis.
The question of alkalinity and dissolved
alumina have already received careful consid-
eration in Chapter III.
Iron. With the possible exception of very
slight traces of dissolved iron, all of the iron
in the river water was removed except when
the effluents were quite turbid. In many cases
it appeared that iron was contained in the par-
ticles which made the effluents turbid.
Table No. 2.
In this table are recorded the results of
mineral analyses of the several effluents dur-
no
WATER PURIFICATION AT LOUISVILLE.
ing the period of continuous operation, from
March 23 to 29, inclusive. During this time
samples of the effluents were collected con-
tinuously by automatic devices. As a matter
of convenience for comparison, the mineral
analyses of the corresponding river samples
are also presented.
These results are of value in showing the
constituents which composed the mineral
matter in the water before and after treat-
ment.
Table No. 3.
This table contains the results of micro-
scopical analyses of the effluents for algae,
diatoms and such micro-organisms as may be
enumerated and classified with the aid of the
microscope, and without the aid of special
methods such as are necessary in the case of
the bacteria.
Practically speaking, the effluents were free
from this class of living organisms.
Table No. 4.
The results of the determinations of the
numbers of bacteria in the effluents are re-
corded in this table. The samples were
given a number in the series which included
also the samples of river water. In addition
to the hour of collection of the sample a rec-
ord is also given of the " run " during which
the collection was made. This facilitates a
detailed study of the entire records, including
those of the following table. A run was re-
garded during these investigations as com-
prising all the normal operations of the
respective systems, from the first opening of
the valve on the filtered-water pipe, following
a wash, to the next succeeding similar opera-
tion.
The rate of filtration, expressed in cubic
feet per minute and million gallons per acre
per 24 hours, and the loss of head at the time
of collection of the samples are also presented.
It will be noted that the loss-of-head observa-
tions were not made at the outset of the inves-
tigations. This was caused by unavoidable
delays in providing proper facilities for ob-
taining full sets of observations. The period
of time occupied in filtration, and the quan-
tity of water filtered, between the resumption
of filtration following the preceding washing
of the sand layer and the collection of the
samples, are each recorded. Under the re-
marks will be found comments upon special
features in the operation of the respective
systems in association with the sample ana-
lyzed. A series of letters will also be noted
under the column of remarks. They serve as
a guide in showing the basis upon which the
average bacterial efficiencies of the respective
systems were computed, as follows:
A. Those abnormal results which were ob-
tained at the extreme end of a run just prior
to washing, and which are not included in
averages.
B. The results of special samples collected
in special places, and of those taken after the
system had been out of operation for periods
of greater or less duration, both of which
were therefore not included in averages.
C. When two sets of bacterial samples
were collected, one set taken " all at once "
and the other collected by an automatic
sampler and covering a long period, only one
set of results were used for official averages.
Those results designated by the letter C were
used only as checks.
D. Those results were excluded which
were obtained at times when the operations
were under conditions known to be abnormal,
and which were in the majority of cases
caused by the Water Company.
E. Long series of results on certain runs,
when the automatic samplers were in use,
were excluded from the daily averages, but
were used exclusively in obtaining the aver-
ages for those particular runs.
Table No. 5.
This table contains the records of the
operation of the respective systems tabulated
in the form of runs. As stated above, all
normal operations of the respective systems
from the first opening of the valve on the fil-
tered-water pipe following a wash to the next
succeeding similar operation composed a run,
according to the system of records employed
in these investigations. The several head-
ings, under which the data upon each indi-
vidual run are grouped, are defined as fol-
lows:
COMPOSITION OF OHIO RIVER WATER AFTER PURIFICATION.
in
Period of Operation. This includes all the
time devoted to normal operation of the sys-
tem.
Period of Service. The time during which
water passed through the pipe provided for
the finished product, i.e., the period of effec-
tive filtration.
Period of Wash. The time occupied in
preparing the filter for filtration, comprising
the time occupied in washing the sand layer,
filling the filter, and wasting the filtered
water when considered necessary.
Period of Delay. The time which was not
used in normal operation of the system from
the beginning to the end of the run.
Quantities of Water. These are all ex-
pressed in cubic feet as actually recorded by
the meters, except the unfiltered waste water,
which was determined from gauge observa-
tions.
Applied Water. The total quantity of
river water treated by the system.
Filtered Water. The total quantity of fil-
tered water turned into the outlet provided
for the finished product.
Filtered Waste-water. The total quantity
of filtered water which was wasted.
Unfiltered Waste-water. The total quantity
of unfiltered water which was removed from
above the sand layer prior to washing.
The remaining headings are self-explana-
tory, but attention may be called to the sum-
maries for each run of the following data,
dealing with the efficiency and economy of
purification:
1. The amount of sulphate of alumina ap-
plied to the river water in grains per gallon.
2. The estimated amount of suspended
matter, in parts per million, in the river
water.
3. The average number of bacteria per
cubic centimeter in the river water and in the
effluents.
4. The maximum and minimum number of
bacteria per cubic centimeter found in the
effluents.
5. The average bacterial efficiency, which
was computed by taking the percentage
which the difference in the average numbers
of bacteria in the river water and in the
effluent was of the average number of bacteria
in the river water.
Special features are noted under " Remarks."
Those runs marked with a star (*) were made
under abnormal conditions and are excluded
from subsequent averages and summaries.
I 12
WATER PURIFICATION AT LOUISVILLE.
TABLE No. 1.
RESULTS OF CHEMICAL ANALYSES OF EFFLUENTS OF THE RESPECTIVE SYSTEMS.
Warren System.
(Parts per Million.)
'UOJJ
8 8'88 39*88888 8$ 9838188 85 ?fiff'SS:rsf ft
b
o.
s
g
t/J
ij
LJ
r3
bo
c
5
a
o
a,
(A
QJ
i-
(J
O
ooooooooooooooooooooooooooooooooooooo
.BU,u,n, VP 3 A1 oss, a
ooooooooooooooooooooooooooooooooooooc
A31U||E5HV
o O ir> * tnvo O ** ** n O I^T^O O o o -o N 1- o ^ O o co *fr $ o <- *ntnr^
N*-*r>c}Mr>e^nWNO-J-OOOr^cone*r>.-vOOc>W'-'ir'ONNOr--w
O O OOOOOOOOOOO OOO c/3 oo oo O O Oco f^i^l^irtinir)ifiw>minmini/iu^>n
Fixed Residue
after Ignition.
'P3A10SSIQ
,,.,
OOOOOOOOOOOOOO .-O. -O- -O
r- r^ O oo o o c* c^e^c^-j-Tt^-ao r^ i^so >-< 60 * w ...o.-oo*. . -r . .-i-
Residue on Evap-
oration.
p3A[OSSia
pspuadsns
OOOOOOQOOOOOOO.-O...O...O
,&& ; ; ; . _ ; - ;M . . .M
,u !JoiqD
SU'RSSS.Jjr&RSRSSSSfcSfcSS : : :&: :S: : ; 8 1 : : : : &
S35BJl|Ji{
SB
ooooooooooooooooooooo - -o -o -o -
S3 JH, !N
oooooooooooooooooooo o -o * *o -o
Eiuoaimv -i->i..i
c
^
Nitrog
as
Albuminoid Ammonia.
pA10SS|a
tmox
O C1OOOO -tO TfM -tOOcO OCO -tO QOOCOO O3 O O N -t N N O OCOOO W
cs m in ui r-*o O t>- co cOM*HhHt*"io*<H i TOwe"'N co coo O'WO O * cooo T~Q r^-o^ vi
p^nsuoou^o
O w co M to m t* in in co N Tt N ^"O co oo co O I^O oo Ooo oo O m in o HI !- N w i^ O to m
SS3UJB3O JO 3da93(J
--^ N ___ N ^.^,,^^^^
3 S33j3aa
: : : : : : : : : : iinccocoH.ocoH.^McocoomcotinM^M^. . . .
:::::::::: : - ^ oo ni-^^ NN ....
Collected.
Corresponding Bacterial
Numbers or Period of Collec-
tion by Automatic Sampler.
m in
* * "
in ui H
- O O HJ M -t OO f^-tOO OO OoOCO N OHI M t-i cojn^*-" - inoooo tn oo' r ^'^rtso\ Ov
^^ "
*> K
00
in
u
rt
Q
Tt 00
ooOMNCntunOMOi-N l^-O r^OmtO>OOOi-it^^- mO r^c>OOOOOO
O
"2 > J
i: :::;:::: o::::: :;;::: :^ :::::::::::
Ss Q
J9o,ain|<| [B;j3g
n r*. O coo O -^-O O r>. O co r^. O coo O w m r-. o coo pQ O w y ^Q ^ T" ^f^ co O w
NNwi-iNNC^Mcoco^t^-tnOOOOr^r-r^cocooo ooo -222222
COMPOSITION OF OHIO RIVER WATER AFTER PURIFICATION. 113
Warren System.
(Parts per Million.)
'UOJJ
o ' o ' o * o o -o o -000000666000000000060
. . . . . .
euituniv paAjossiQ
C OOOOOOOOOOOOOOOOOOOOOOOOOOOOOOWOOOOOOOO
c
*"""
-in- .Q : :*< -0 - 0* - "OON~wOC'OWnO > O oo O O O^
*8
papuadsng
-0 -0 OOOOOOOO - 'OOOOOOOO
wt
Residue on Evap-
oration.
papuodsng
o- . o o o oooooooo- -oooooooo
w.
,u,o ra
0* - r-- - - ; ; ; ? ; :"*;"? ; ;OqnO^OOo*ncoinenMno%or^
SB
O r* - ' oo - O O - ' - O r*
. . - - - - .cncn. ; n . - : M Mh . N Mcncn N N-
se
> -. o -^ -t-ii-iOOOO OOOOOOOOOOOOOO
-0 -0 - -00 . O -0 OOOOOOOOOOOOOOOOOOOOO
Biuoaimv saJJ
1
S ..o-'O'''OO'-O'O-' < oo'o r o"^ o" o 1 6* ? "o O 1 o 1 o"o > 3 ooooo?
...
Nitre
as
Albuminoid Ammonia.
.p aA ,o SS!a
~ -o -o o ooocoooo ' -oooooooo
.p,pu 3 dsn S
;;i;:;:;;i;;;;:8 3 ;;;
W
o ' : - : ->n: : :-^: : & : & '. :~<r n ~^~&a>^r~^>~v<x,*r>oxT-,
O " O O O 'O -OOOOOOOOOOOOOOOOOOOOO
patunsuo^ usSXxo
CO >n-aO^f|-0>000-0-mNuic^t<-.otoOOOO--0---(yO-cyo- r^co t^ r-
-.0,03
O -O " OONTf1--TCIC< -r-r-r-r t^ii^w-T-^o NN^tN W
o -o -oooooocjoooo -ooooooooooo -ooooooooo
~ojo~*a
* .-* W W ^. w -n^
3.^.
*> 000 * N ^coaoo oo N u,>nu, mo o oo ^-000< cnmo^O- -0 O r^o O O O
Collected.
Corresponding Bacterial
Numbers or Period of Collec-
tion by Automatic Sampler.
C^ r^- O^ m m 11 m M o co M r~ N n
t^ ^ "^ o" S ** ^ In *^ ^ rf *^ 8 Sf 5^8 ^ >QD " * ^
rt
Q
O O tn oo
en CO O H i N
1 1 1 1 1 1
y-,1^- enw ^l*vO rj-co G'Ooo M T^-tn-^- < f*-oo r^o^i-* tn^t->n\o r*-co O co-l-mr-oo O^O " w -i-m
^""5
Q i, [K^
' -I.HJUI!I\ P'l i'N
M w N cntn-t'^'^inmvO'O r* rococo O^O^O *-> """ """ w c* c* tn ci "^ ~^*o *o O r* r^oo oo oo s CT 1 O
114
WATER PURIFICATION AT LOUISVILLE.
Warren System.
(Parts per Million.)
, OJI
O mmuimOoo *^- ^- N \r>^-O w O ^j-w r*. r-. w> O *t O ^ c* r^-mo^^-r^oo r>> t M r- in m co
a.
o
J3
u
CS
5
*
d o* o" d d d d d d d d o* o" o" d d o" d d d d o* o* o* d d d d d d d d d o" d d o* d
Bu.mn.VP-.oss.a
OOOOOOOOOOOOOOOOMOOOwMMMOOOOOOOOOm cooo m O
* !OT
O F* r* O O OO^fO O woo O M Ooo O O C* O >- M O> O O M moo O ^O O m w M M m co
5 COO coco- 5. -co jnco.o Jg.jjo **M .no g. o - O _O JO COO
II
p3 A,oss, a
II
papuadsng
OOOOOO OOOOOOO O OOOOOO OOO OOOO
Km
[BlOX
oV'&Soo? g 1 o r M?3M < gS' r ,2 g.J^'g.g^S S^S 2"o.Roo
M MM
Residue on Evap-
oration.
"P3A[OSSIQ
p3pU3dsng
OOOOOO OOOOOOO OOOOOO- -OOO- --0000
1.00.
8JS!>8.ffR!faaSW5%a$R 1 ftaiR > SS5.S5;S;S;$S < S,a^|88S
, 0!Joro
uiinuioo uioo u^ON r^ rt-o coOcoOOvOO l^oo N oo O t~-O ui^oOOONTj-^
\n\n*r> in-d o o tiod >- ci d oo r^oo 6"O co -"j-couiod Tt-iAuivrnriOOvdxS cocococo
SB
se '
*j- co ^i u~> r-' ^ r^oo r^\o O & O ^ ^ 01 r^ yi >o co co ^t co *^ wi *^" ""> ^i ^i ^i *^> r^* cc o "^ ^ ^ ^
OOOQOOOOO'-O'-tOOOQOOOOOOOQOQQQOOQQQOQOQ
ooooooooooooooooooooooooooooooooooooo
muouiiu v 3 3J J[
c SB
V
ooSoSSooooooooooooo? cr" o?oooooooooooooo
Nitrog
as
Albuminoid Ammonia.
.p 3 A IOS s,a
OOOOOO OOOOOOO -O -OOOOOO -OOO OOOO
p3pu9dsns
l' : i ;: - ; ;; - :: ' ;
'I B3 X
oo f oo<?c?oooooS'oS'c?S > o l o 1 o'<?o > ooooooooooooooooo
pau-nsuoou^o
r^oo o>o r^o t^oo >no <>-o TI-O r-co r^oo oo a- o N oo r^ T> t^oo o t> o o> N r^ t^o o o oo
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*v
co^N N CONOO tnooooo m^-N mo*o *^-^-r>.^f*1-'fco o ^'O**O r^o c^ooco "1-f^\no^
OOOOOOOOOOOOOOOOOOOOOOOOMOOOOOOOOOOOOO
SS3UJE3O JO 33j3afJ
H, N ^M N C,COCOMCO^ t ,COCOCOCO
'0 S33J83Q
Ooo O^O^N Ooo O>O O MinwmOQO O^O M 0^*0000 N cooooo O O M Mr-.^^-o O^C^mM
Collected.
Corresponding Bacterial
Numbers or Period of Collec-
tion by Automatic Sampler.
7 S
5" g " "2 .5 <g g 5 5.5 ,S E" S 1 ?o" > R S> " " "T - " " - N ." N " " ."
^^^ S.SSSSiSS'l'S'" Er?K'rColi?l'i?-S > '< : : : A ~ ' ' < "
O COCOCOCOCOCOCOCOCOCOCOM COCO
O^OO OO OO *naO OOO^WWNNCT'NC*
v
&
mo r^oo o^ O
r^oo in l-< co r^oo co " t, " rCd M w T coo i'X
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Corresponding Bacterial
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WATER PURIFICATION AT LOUISVILLE.
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COMPOSITION OF OHIO RIVER WATER AFTER PURIFICATION. 117
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WATER PURIFICATION AT LOUISVILLE.
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COMPOSITION OF OHIO RIVER WATER AFTER PURIFICATION. 119
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WATER PURIFICATION AT LOUISVILLE.
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Corresponding Bacterial
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tion by Automatic Sampler
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COMPOSITION OF OHIO RIVER WATER AFTER PURIFICATION.
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o-
H
ffl
-S.
6666666666666666666666
papuadsng
t---'-i-i
SOOQQOCOOOO
oooooooooo
O~^f-oo -too 1-N\OO -tooo O O OOO WOcooo-O ^oo ~f O oo w oo O^3O^O CO W ~O~ vO~O O
tow mc w C^IIN e*i d -1- eo en t too owwwtnwcnwcn'-wwwwto'-iNtnNNN
oooooooooooooooooooooooooooooooooooooo
O -*O coooOOcoOcoooOO*t** -O -NOWCOWOWONOCIWO -*OO rf -TO o
tn tr>O >n ^t 1 ** u^ t t^o O r-> r>O O OO * O u">O O wiO O O O O I^>O r>. f~>O t^.oo O^ O^
OOOOOOOOOOOOOOOO -O -OOOOOOOOOOOOOOOOOO
O t-O cocooooo OWooooOO ^t
mno mT-tu'ir^.r-.oo r>.r^oo
ooooooooooooooo
OOWOWO N OMO *) T TO N 00
r^-inoo xnooooo r^-o r*.r^o l^-oo O^O^O
oooooooooooooooooooo
psransuo;) ua
wtn"-t>H n u-j en en n oo
O* M NH N T O^l- T~N O oo irtoo M
OOOOOO- OOO'-.OOOO'-
T O^ O^oo r~ O O^oo W O u">O wo OO
O Woo TO TTO^cnMoo Oco
-tnT-*Tu-irinr-r^o r^o
O w r- M
en
r-
f^en
">o5 ^O
- *- ." M
\O enO tnco
-E v d
*
il
i en m en's. ^ !
en
.*
M co n r- (
O
. enco w
t- tr> u->O
^ en en en '
i^ r^ _j. co _ co o* o o* <
enen^enO enenenen-
> en i
S oo co co O O i
W N M N W (
o m en 1-1 o* r-
o <
o c
1 O O w - " N
lenenenp^en^tn
' ^ M Sj in 2. M
eno O T
i en en en en tn
^S S'SJT*^""
~ *t ir> m o " " "*
^^mm ^ g
[ " " " O O O
^'m O>m en en en
en en en
* X" ~ (
^"S"
> OO N en C* N
en en en en en en en <
N en T mO
I I 1 I I I
O^w enTmooO
hHMWWMWM
oo X
o r^co o* O
N N N N en
I ino l^co 0^<
- W enmOco O* Q
cfl .
O TO M enr^ci ITIM moo tnco moo M Too Too ent^-O
r^r^r^cooooo o* & O O O w M N w enenenTTvnmooO
u^uixfiinmxnu^ir.ooO'O
122
WATER PURIFICATION AT LOUISVILLE.
i
o
5 ,
4 _ ^ ^
i
j * =
* m v
) q) X
r ^
,.
9
<!
H
-,,0,,
M M w ^CON Mc^r^c^r-r^-tw .n N r^ TO n- T N O m w I I r^ I I m * '
X
5
"o
ooooooooooooocooooooooooo o -o -o
..unu-mvp^a
O O O t^ rfco OOwOOt*^e^MO"l'W'-''-i-'t < ^cot*^WO O *O *O
Xliuips^lV
Fixed Residue
after Ignition.
-p 3A ,0 SS!U
papuadsns
,10 X
Residue on Evap-
oration.
- P ,A 1USS!a
*p^puadt>ns
oooo^ooocooooooooooo oooo o *I;**:;
^o
, U MO,,0
SSJCJUM
^0>00>0>00>0eoo> 0.00 0-0 xnr-ooOM-Oooo-r-r- o '. '. r~ ' ' <B ' '
oo"o6d6"66'66odo666oo"6666 N .-N..N-
ssiuiiN
SB
oooooooooooooooooooooooo o . . o O
F : : '
Hiuoaimy 99j^{
SB
NCIO NO OO TTWO TO -TOOcONcOOOOQO-f m O CO T
OOOOOOOOOOOOOOOOOOOOOOOO 0J O ..O'*O--
Nitroije
as
Albuminoid Ammonia.
'PA[OSSIQ
. m
pdpuadsns
(C
l,o X
ooooooooooooooooooooooooo * o -o -o
r> ......
pamnsuo;) usSXxQ
NO^Ot7NC>C> ^-co ^ C> 0- O^co c> O N c^ w ~ ~ e^co > ^ c^ocnOoo-Tr^a-
ioioo
( oooooooO"-o > oooooo'o'o r oooo > o > o > o' o"
SS3U4BO JO 33JS3Q
. NNNNNN - NNmNNNN J-^i
Sn^SSi
r~ 00 nT* M M Oooco' : 0-t^ mm M o m r- (. <^co O
"8 S"8'S'g - S v 8 NNNN 'g > S 1 g'S ??5? . " **-
a
u
Corresponding Bacterial
Numbers or Period of Collec-
tion by Automatic Sampler.
Ci o
^0>n r-c. ^"-^nma-^-^aON
~f Ci N ^- "^ "^ O *^- 'n O^ O" f^ O O ^- ^^ ** TJ-t/3 O^O OO rt co to
Q
U
1- Tj-
1
oo en
i 7 TII
j>u N< ">, . . .**."* . r . r ...... .* .. i?"^ = :::::::
^> ^ Q """
- qm n NlB! S
c^oo" 3. c> S 3 o o'^rs S"S mm S 2, S^o o fi?:f? 8< ^ SfTmP;^*??;
oooo *^ _T*. *^ r* ^ ^ ^
COMPOSITION OF OHIO RIVER WATER AFTER PURIFICATION. 123
Western Gravity System.
(Parts per Million.)
IKU]
I'ULIIUIIV [>.>A|<SS|( J
. .
do d -o o'oo'dooddddddqocdddddddo'dddddo'
OO -3 O -OOOOOOOOOOOOOOOOOOOOOOOOOOON-
...
x^v
: : :<?:./> : o o o o r^~ m <> <> o- T ^ m r~ c* o o ^o m^o< o - o
. '
ll
Pt.a
O" 1 O* "-" N . in -r i*} en w OO O OO-OC?>OOO MI -'N~OO O
....
p S p US d 8 n S
O O O O OOOOO OOOO OOOOOOOOOOOOOO O
.ox
&. '.z : 8 .(X'3?mm fr? ?- 8 - o"o- a.c?o o"o 2^ s - O"SN '<>
.... M
Residue on Evap-
oration.
iS^-::^:^ : ?8SS!C ^g^-a R g S-g 2 1 && S S^ R :^
....
Pi pu ad8ns
O O O * O OOOOO OOOO OOOOOOOOOOOOOO O
. .
cn^-. .r.o 'fWOcaor-.o*enN-oen-renSenw^enen2>rf>in-i-en O r moo "en
. M . . W . . W N ^
saiejl.M
'o : -'-r : co :^^o-oD^t^o,u,^o>^o>o^r,^o^ m ^^-ooo
SB
-MO *HI -*->oboogOo'oOQOQQQQQo'oQO$i-<OQOQOQ
OO -O -O OOOOOOOOOOOOOOOOO.OOOOOO>-iOOOOO
ciuomoiy "-i.fi
g
OO -w -O NNcoOOwaooooONOO-raoNO^'COI-aoOvOooOoOTj-oo
oo -o -o ooo'o'ooooooooooooooooooooooooo
Nitrog
as
Albuminoid Ammonia.
WP
COM -O 1 '-'-! U^CT'OWi*-' 1 r^inMi-i .OCOOOOMOOWWOO-fvONM >OO
M o o~ o" o 1 o J'S c? o'?o l o' oo > 5'?o 1 S'oSo'oo 1 o'o > o > -o
"
:::: : 8 : 8 ; j
. . . . . .
w
MO- -o -o oo^o r o t ^o^^?oo^o n o r o f o n o n ?oo n o T o n ?co 1 bo ) o 1 o 1 oo
p.iiunsuo > uaSAxQ
oo O en O O en *~ r^ ct n r^- W oo M *fenw>W MOO w -< O*O* O* O*oo O 4 O 1 O oo co r"* s O O en n c*
,0,03
ON-OO OOOO OOOOO^OOOOOOOOOOOCOOOOOOO'-OO
SS.1UJVJ] I JO .)JI^ >( [
35SSSx
090^tf>^OoooOOao^90<AOOa><>9-1-ui^int^cno-4-oo90 M a9i^-ro
w w fr-r-r-rt-ftn l ntntn-t^ti--TW w w ententn^-tnm-rrf^oo
Collected.
Corresponding Bacterial
Numbers or Period of Collec-
tion by Automatic Sampler.
u-- ' en
-r r*
O f"*
n to "-> u-i o^ "^ wo TCO ""oo ^ o* *> r- o*
SorTeic/rrCno^en o"*n-fu-i^?^otToo"ao"'oo _ao cT r^r^^^-O
^ O w m ""> O w uiao o *i* -inO'cnr* u^o oo mo o
M n H M ww wwcntn -t-r-Ti/. n oo *or^^r^>i
V
rt
Q
Ooo "TtnTO w r^-oo r*.i- en-t\no r^ O -* w cnu-tr-c* -rOco w *i-o o^ enooo O w en
a "
^~* f -i ^ r
WM.WP
O* T O* ^O i *TO*"1'O % en>o t^- uiQ mOoo wo O w* en *H O 4 1~- >^ enn CT*coo w en Ooo uo tn
ui O O ("* i^ oo oo o^ O* O O " w w tn en *t~ *r n r> \o r^ r^*oo OO^O - w enen^n\o 1^*0000 s O
124
WATER PURIFICATION AT LOUISVILLE.
1
.5
>
W u
2 *
H 2
'U04J
in inco t-
q q M M
o d d o*
BUftoniv P 3A I OSS !G
o o o o
A"jIU|[B3HV
o H q <>
oo en M in
en en en w
3
o o
p,o,a
mo en
CO CO CO
Fixed Res
after Ignit
p 3 pu 3dsns
O O
Toi
in O O en
oo oo enco
M
ue on Evap-
oration.
- p3A ,o S s !a
n Tfr o
Cl Cl M
papuadsng
O O O
1
a.
1W1
C? ct . M
M 1-1 M H
-wo
\O en t^> en
SE
o o' o o
SB '
lp.
Biuouiuiy 3 3 iA
SB
V
I- *J- N C*
o o o o
Nitrog
as
Albuminoid Ammonia.
, 3A1 o SS!a
OO **
papuadsncj
8
W x
co co -T
o o co r*
O O O O
p OT nsuo D u 35 xo
""*"
40103
-.
n, 3 ,o*a
*
5nSx
inco c* O
C* Cl Ct d
Collected.
Corresponding Bacterial
Numbers or Period of Collec-
tion by Automatic Sampler.
inco
# "'
ct ? **
inO
d
1
w co m
HI M M
A r- 4*-<
vo M IH C* en
CO _>
' .
a^mnNp^s
c* m r* O
Western Pressure System.
8
O
: :x : : g : : :8
1
in
en
1-
to
T
cn
en
0*
*
o o o o
. -0 -0 -OOOOOOOOOO
...
o
. . o o o o
. .O O 'OOOOOOOOOO
m
. n m . en N
<3- en co
< . rj- . \ft , r* r^ *T m mo m in CH W
in
t-i
: : : :<T : : : ^
: : s : 2 : : : ? S 1 ^ ? : : :22
. . o - O
. .0 o -oooo * .00
- -
Cl
in
t-.
O
- O N . O en
O
. . o o * o o
. -0 -0 - -OOOO - -00
CO
O Cl O en
QO * .Winrfi-irJ-OOcnClC^
o
N
. . ci . . w - en en
rr -. en . -f o co O HI c* mo r^
O
. . o O O "">
; : o ' o - -So
. -O *O -OOn encO r^ IH o m ^T
. .M *O -H.OOOO'-'OOO
. -o -0 .OOOOOOOOOO
. . . . .- . .
i
. . \O . . OO ' -NO
oo >n \o O
. - o O - O O
. ^- ff CO OO -T TO CO "t O oO O O
T O -co Ooo -t *T no O "<T m -f
-o *o -ooooooooooo
- -
CO
O
. . o I** O w
. .* - o - >- 2
O'OO'-OOOO- S"?
... . . .
. o -go
o o
O ' O O
: ..
1
o
- - Q\ . f*. ... Qs M
CO I-*. M O
. . o O M w
o .r^ooOcoooeninmr-.i^o-r-l-
. -5 .OOwinOOOOOOOOO -
M
^ ^ ^ ,: i.M ' d ~ - M M M J
?
I ^ * ' o *o HI o
oS > 5 1 ??o : o oo o o'" ~o o 1
. .
. .
t
M Q> O OO Cl TOO s O 1 O^ O" 1
^*ooo :^o^ovc.oo
M M C.** _--*,r<t.n
in
O
O
en
O
V)
en
Cl 00
co ci f^ O^oo i^ m CT> M O^oo
r* r^oo" *""* *^* ^co co co o co
en O -
r-. t^. m
O
CO
f G^ r^-O T O
H. w -TO IH en
-t m O co
Is" & ^s 1 ! K"5 5?^- 5 s
^ MHHIM^.^I-' '"'r-'"'
H. M M IH Cl d
O
en
1
m d O
O> C7
CO u CO
M Q M
O
MencCt 'coOOoOM
IH HI
c ,
m co
M C*
*T m rf O ci r-co oo r- w en -t mo r>> O M
_, HH C Cl Cl Cl C Cl MH.
S3 I T. C = . * - Z
' i
iS
CO
cnco enco N O O *^ O m O
W Cl en en -T rf in in<O O r^
mo "^Q^^Q r^otHoo co wo M ocn
COMPOSITION OF OHIO RIVER WATER AFTER PURIFICATION.
M ~ o" 8o'?8o'oooO'-'O > o > o'c<c*2oooo 1 o ! O'''>-i&o'oc9Sooo
ooooooooooooooooooooooooooooooooooooo
Eti.oiniv pSAiossiQ
ooooooooooooooooooooooooooooooc^-ooooo
1
OOr>0>0OM0u,M.M.00>0fl>00.-OOOOC..MO.
HURV3I1V
'S'S^^g>^'SS?SKSSS,S2?co^-S > 8^coc3;^'S?!2"4i ?^?.r^
v
CO ^^ *T W ^^ O N OO O C* \O HiQ*COC4* COinOCT**' r^O O CO W CO
1|
"5 'pnox
>
| -p 3 pu 3 dsn S
OOOO OOO OOOOOOOO' OOOO- -OOOO O O
o
8 . mol
0! x
O O O m O OO O OO coO O"^coO OW O OOoo O OO Tf M O O W Oco-tOO OOO oo
*r* *t T toco to w w cO co eo *nO O mcoxof-TTtiri -fo nO I-' r^oo O-^--OONtoco^J-W
O ^^ W m r>> co u^ m u"i 1^* O oo CO N mcO O HI O O cooo too ^ mo O HI M O N ^" ^ COO O C4
3UJJO[IQ
oo r-r>.to-tinin'<tninoooo Or^oooo t ^oo t-^-inininoOOO (Ocotow O HI - o
HI HI
X
Wlti
O^-wO OO*nrr^WO r*\o OM w M nr^w OHI o HI OO ^COTJ-O OOO Omco m
|5
'
<
SB
g* o" o" o" S* c9 o o "o * & 2 2 Q'Q'O^QO'O oo" <?* J o" o* S"o o > ?Q > oo'?Qo r Q
OOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOO
*-
'ClUOUIUiy 99JJ
oo 1 o > ooooooooooooooo > oo > oooooo'o 1 o 1 oo > oo > o 1 oooo > o
-
.tj 5 -p3A|OSSIQ
2 i
OOOOOOOO OOOOOOOO OOOO OOOO O O
B
<
,g fl -papiwdsns
'5
I?i:;:;;ii!;!;
c
S
r^ t^ COCO O rfO vOOOOOOCOOOOt-OOOWCOWNCOOOOCO'OCOCOOONO *toO
'H
a.
5 '1 E 1X
?ooooooooooooooooooooooooooooooooooooo
<
o
MOmomowcci-iooCT'r^tyi-'O'WW'j-CT'i-it^ooO'Oi-iwwO'O'OO'Oui-N'q-
M
pransuoo U38XHO
M1 H N -MO0000-OMM_00000000---M-
CO
JOTOT
S'o'o'o o So o o"o? o"o o"o ~ o 2 o o 1 "? o^S"- 222 o"o 2 S o "o 1
rt
*
SS3UJB3Q JO .1.1 lIT.u 1
3 malted
^ ^ * o w o o ; ^ 7 o s ow : o o o.q 7 o *
aanHMSduux
O .
jy u
^ J"s s s s. , , ^
L|
2 ^?r-.;T2"o't?i' n O~ xn l^eo H.r-.OOOOOOOOOOOOOOOOOOQo
41
o *? o" C?' o" SH'O" co i!? co co^S to to co to co to ^f oo odco'oocooo inoi eiw cJw O ooo O ^
C .. *J
3 IB!
co >rico O*T* - c*^ l "'tor^ H "<Q' ^J cu V
N N 'N CO CO ^ ^ " m >TJ "
W C
O ^ONWHiMt-iOOcOcOCOCOtOtOCOtOCOtOcOeOtOoOOOS
<3 1-
HI H.OCOCOCOCOCOO Ooo 0006000600 OWNW'CIN ci oo* Ooo*
V
i
O HITJ-OOO mOI^*ooOO wto^-m
N I-* M - M t-i NWWWMCO WtO^-Or-OHtWM.-(
i I tiiii i i i i i i iiiiiTii/i
w tOini-^OHi Tj-vooo l-O OOni rfo oco-^-mo l^ao OO HI M c* to^j-ooo HI M COTJ-
QS w * ^ c * co^ ^
M *; * *3 3*--.; *;;; ;;;.;* p.- -,..--'*
r^-w wo ^W Oooo t-w O mooo o^w^tooo cot^.^ motor^in tnocooo woo wir^N r*.
jsquinN iBiaas
cococomcocomconcococococo^Tr^^^^T^-^^^-9-^ir.^mtr..n
CO
>>
0)
o
5
126
WATER PURIFICATION AT LOUISVILLE
>>
CS * .2
J. sl
* fe
0) O.
' I. CO
* 1
fVl DH
5
t5 *
H
,,
I
boo-ooob-r-noo~oooo > o--c-ooo > o > oo
OOC = CCCCO3OOOOOOOOOO2OOOOOOC
-. !B ,n lV P>A, M|a
oooooooooooooooooooooooooo orj
-x^v
^ooO-OC N 00-00Oi-000"000-r^
s ? s KISS'S KR^SK , s S'&'g'S 2 s :r5>?
Fixed Residue
after Ignition.
paAjossiQ
ooo :o^~~ & : SR " !??; S,^ . ?&: S
.
papusdsns
ooo-oooo o-oo-oooooo- o o o o o
Ioj.
Residue on Evap.
oration.
'P3A[OSSIQ
$:<>*$ K ;^g :g-cgS8<? : SSIJR::!.
.
papuadtnc;
OOO -OOOO O O O O O O O O O OOOO O
-uo TO
-"NTOi'-'O'-'WONNN^ "t-O -T f> co cnoo m O r> m N >C C'O
SB
u>^o>o t-oo t-^^r-oo o-oo 1-ocoo.oo ooooo OM-OO r-oo
OOOOOOOOOOOOOOOOOOOOOMOOOOOO
S91UUM
SB
888888888:::::::::::-:::::.:
1TU10UUU V 331 A
c se
OOOOCOOOOO WCO N^OOO O eiQO OOO TO N ^O OOO O O N NO
OOOOOOOOOOOOOOOOOOOOOOOOOOOO
Nitrog
as
Albuminoid Ammonia.
- p3 . MOSS ,a
OMTj- NOCCO O ON NaO*O*TN^ Ot^TN OO
\rt moo r~ r- o r^ \o O *O o *o i~~- o o co ao *O *O O r^
OOO OOOO O OO OOOOOO OOOO O
papusdsng
. .
w
\O N -TN NOoOvO QO "TO N O WOOvO "f N -TOO M O T"TM NOO
booooooo^oooooooooooo o^o o o o o o"
P^HSUODU^XO
w O O *n r^ c* toco O eooow O *- co-^u^cn-t-tOO ~ -TO
JO| o D
?S M^oJo'o'S'g'S'g o2o?oooo2g''5'' -
SS3UJE3O JO 33J83Q
C, mNN M N ^U 1Nt H m NN NmmNN< SCN^ N
2n'SSS J .
toO^-coooi-f^mooco^-00-.Kn ,n.n N^-ooooi-
CtflClMMtl9OT<tft*4tftm9MW4l NN C4C4MNN
Collected.
Corresponding Bacterial
Numbers or Period of Collec-
tion by Automatic Sampler.
s s
r-. < p," * " "
OooonnriO r\ r\
OoOOOONoS) mcoOtnNeo-TTOintoO"T
^oo" S <^ ' vJ
.^r OOOOOOO 1 ^-!" 552 ""* ^* O O O m o .m o *n O
0- OOO^O'CTO-ON 0>I-lNtNmc^O>mOMMO-tn
D
\O OO'-'MOOO Mtncoooo> invo^tno
_",,""i'i < ?'i < ' |r ' " ^ f 1 "? 77T7T7 VfTTi??
O urO oo CT* O ^ N O CT* N (O *T m ^ N mco -TO O l"^ to m Q ** i^.
-x" *~ """>,
S - ^
'J3qilin\ |>'! K>S
<OON m O* ao O O3 OO O O>mm-t cooo O^Oco C* N f^-TO
a
*
o
N r
4J S
<
. o
o ?
s =
COMPOSITION OF OHIO RIVER WATER AFTER PURIFICATION.
127
RESULTS OF MINERAL ANALYSES
PURIFICATION
TABLE No. 2.
OF THE OHIO RIVER
BY THE RESPECTIVE
(Parts per Million.)
WATER BEFORE
SYSTEMS.
AND AFTER
Source of Sample.
Silica (SiO-j)
Oxide of iron (Fe,Os)
Alumina (AljOi)....
Oxide of manganese (MnO)
Oxide of nickel (NiO)
Lime (CaO)
Magnesia (MgO). . . ,.
Soda ( Na,O)
Potash (K a O)
Chlorine (Cl)
Nitric acid (NjOi)
Carbonic acid, combined . (CO a )
Sulphuric acid (SO S )
Phosphoric acid (PjO 5 )
River Water.
299.50
39-45
76-55
2.20
1. 09
31.70
I3-98
8.48
18.15
5-57
14.67
21. 23
23.28
0.79
Warren Effluent.
4-25
0.15
2.O5
none
less than i.o
30.60
7.03
5.02
8.19
5-54
14.67
7-75
35-71
0.98
Jewell Effluent.
4 OO
O.II
0.24
trace
less than I .
33-22
6.64
3.56
7.85
5-78
13.89
13.12
33-37
0.81
Western Pres. Eft*.
8.0O
0.13
0.62
trace
less than I.o
34.65
6.74
8.42
12.40
5-42
14.67
10.40
41-33
0-47
TABLE No. 3.
RESULTS OF MICROSCOPICAL ANALYSES OF THE EFFLUENTS OF THE RESPECTIVE SYSTEMS
(Number of Organisms per Cubic Centimeter.)*
Date of
Collection.
1896
Feb. IS
19
26
March 4
" II
19
26
April 10
May 6
21
29
June II
IS
Feb. 19
26
March 4
" it
19
26
April 10
16
May 6
15
" 21
June
July
29
ii
18
27
Feb. 26
March 4
II
"9
Feb. 16
March
May
June
July
4
ii
>9
26
21
29
18
Number of
Sample.
Organisms.
Total Number. Genera.
Effluent of the Warren System.
278 Diatomaceae: Synedra, S; Chlorophyceae: Protococcus, 2; Infusoria:
Parts of cases, 6 16
281 Diatomaceae; Navicula and Cymbclla pr pr.
305 No organisms present o
330 Diatomaceae. Synedra, pr; Fungi: Crenothrix, pr pr.
355 Diatomaceae: Synedra, 3 3
383 Diatomaceae: Meridion, pr; Miscellaneous: Anguillula, I i
405 Miscellaneous: Anguillula, pr pr.
460 No organisms present o
518 Chlorophyceae: Protococcus, I ; Miscellaneous: Vegetable Hairs, 23 24
545 Diatomaceae: Synedra, i; Cymbella, i; Chlorophyceae: Proto-
coccus, i 3
567 Chlorophyceae: Protococcus, pr; Infusoria: Trachelomonas, pr. . . pr.
588 Diatomaceae: Synedra and Cyclotella, pr pr.
630 Chlorophyceae: Conferva, pr pr.
652 Vermes: Ploima, 26; Miscellaneous: Zoospores, 16 42
Effluent of Jewell System.
282 Diatomaceae: Syr.edra. Navicula, pr pr.
306 Diatomaceae: Pleurosigma, Cymbella, pr; Chlorophyceae: Proto-
coccus, Scenedesmus, pr pr.
328 No organisms present o
353 No organisms present o
381 No organisms present o
406 Fungi: Mould hyphae, pr pr.
461 No organisms present. o
472 Chlorophyceae: Protococcus, pr pr.
517 Chlorophyceae: Protococcus, 16; Miscellaneous: Anguillula, I .... 17
546 Miscellaneous: Zoospores, pr pr.
566 Diatomaceae: Synedra, pr; Chlorophyceae: Protococcus, i; Scene-
desmus, 2; Miscellaneous: Zoospores, pr 3
587 Diatomaceae: Synedra, pr; Cyclotella, i; Chlorophyceae: Proto-
coccus, 2; Pandorina, pr; Endorina, pr; Vermes: Plorima, pr. . 3
63 1 Chlorophyceas: Protococcus, pr pr.
653 No organisms present o
685 Infusoria: Monas, 12; Miscellaneous: Zoospores, pr 12
709 No organisms present c
Effluent of Western Gravity System.
307 No organisms present o
331 No organisms present o
350 Chlorophyceae: Spyrogyra, I I
380 Chlorophyceae: Protococcus, pr pr.
Effluent of Western Pressure System.
308 No organisms present o
332 No organisms present o
350 No organisms present o
374 Chlorophyceae: Piotococcus, I I
407 No organisms present o
565 Chlorophyceae: Protococcus, 5 5
586 Diatomaceae: Cyclotella, pr pr.
654 No organisms present o
718 Chlorophyceae: Protococcus, pr pr.
* pr = present.
128
WATER PURIFICATION AT LOUISVILLE.
TABLE No. 4.
RESULTS OF BACTERIAL ANALYSES OF THE EFFLUENTS OF THE RESPECTIVE SYSTEMS.
Warren System.
Rate of
J
V
y
Collected.
Filtration.
V
V
c
fi
Period of
" lis
ij
Jj
Number
.
en u
|S._
-o
Service Since
Last
S.c S
Hi
3
Date.
Hour.
of
Run.
5
o a
ft-l
U
'o
Washing.
Hours and
Minutes.
MI
o. c
s!
20
Remarks.
t)
15
iSU
<fl
s
ij u
&
U
s
J
X
1895
5
Oct. 21
12.35 P-M.
I
. . . . .
. . .
2h. 35m.
47
6
" 21
3-40 '
I
5h. 4001.
34
10
" 22
11.51 A.M.
2
24 .O
TQ2
I5m.
88
1 1
" 22
I2.O7 P-M.
2
24 O
IM
3lm.
12
" 22
1. 10 "
2
_ t **
23-5
129
. . . .
ih. 34m.
54
16
" 22
3.50 "
2
4h. 1401.
64
21
" 23
IO.OO A.M.
2
21.
H5
4h. 24m.
36
23
" 23
11.13 "
2
22.
121
. * .
5h. 37m.
48
25
' 23
12.05 P-M.
2
21.0
"5
6h. 2gm.
44
27
' 23
1.25 "
2
22.
121
....
7h. 4gm.
34
29
' 23
2-33
2
22.
121
8h. 57m.
72
31
" 23
4-3 '
2
22.
121
loh. 54m.
72
35
" 24
9.56 A.M.
3
21.0
"5
....
i6m.
239
34
36
" 24
IO.II "
3
23.0
126
3ira.
518
99
37
1 24
10.51 "
3
23.0
126
ih. nm.
1 504
37
39
" 24
12.22 P.M.
3
22.0
121
....
2h. 42m.
3472
49
41
24
1.50 "
3
23-5
129
4h. lom.
5 5'5
196
43
1 24
3-05
3
24.O
132
....
5h. 25m.
7326
53
44
1 24
4.OI
3
25.0
137
....
6h. 2im.
8535
53
46
" 24
5.O6 "
3
7h. 26m.
10 ig7
23
50
" 25
9.58 A.M.
3
25.0
137
7h. 53m.
19787
* J
36
52
" 25
II. 12 "
3
25.0
137
....
gh. 0701.
12 60O
48
54
" 25
12.12 "
3
25.0
137
. . . .
loh. O7m.
I4II7
38
55
' 25
1.28 P.M.
3
25.0
137
....
nh. 23m.
I6OI6
34
57
" 25
2. 3 8 "
4
27.0
148
....
28m.
427
93
60
" 25
3-35
4
24.0
132
....
ih. 25m.
I 825
46
64
" 25
4-34
4
25.0
137
....
2h. 24m.
3274
33
66
" 26
10.56 A.M.
4
25.0
137
....
4h. 26m.
7205
65
69
" 26
1. 12 P.M.
4
24.0
132
....
6h. 42m.
9493
3 1
71
" 26
4.40 "
4
2O. O
no
....
loh. lom.
13 527
32
73
" 28
12.10 '
5
26.0
i43
....
45m-
I 127
61
74
" 28
1. 10 '
5
26.0
i43
. .
ih. 45m.
2 671
28
75
" 28
2.30 '
5
23-0
126
3h. 05111.
4554
28
76
28
3-23 '
5
25.0
138
....
3h. 58m.
5 802
3
79
' 29
12.33 '
6
27.0
148
ih. 33m.
2357
42
81
29
2.OO '
6
28.0
154
3h. com.
4676
20
82
1 29
3-25 "
6
26.0
M3
4h. 25m.
7023
18
85
" 30
9.55 A.M.
7
24.0
132
....
55m.
i 2go
46
86
' 30
10.18 '
7
27.0
148
ih. iSm.
i 866
58
87
' 30
10-37 '
7
26.0
143
. . .
ih. 37m.
2330
18
88
1 30
11.17
7
28.0
154
....
2h. I7in.
3385
15
89
" 30
I 2* 2*> I*M
7
27.0
148
. . .
3h. 25m.
5 118
10
90
" 30
1.40 "
7
24.0
132
4h. 4om.
7052
ii
93
' 30
3.22
7
28.0
154
....
6h. 22m.
S 629
16
97
" 30
4.30 "
7
7h. 30:11.
10 689
14
108
" 31
2.31
8
23.0
126
5h. 26m.
6 262
9
n;
Nov. i
12.07
8
25.0
i37
7h. I2m.
8014
13
115
i
3.15 "
8
loh. 2om.
12 238
14
Shut outlet 3.15 P.M.
118
i
4-03 "
9
22.0
121
....
3Sm.
I 062
16
1 20
i
4.33 '
9
22.0
121
ih. o8m.
I 732
II
12:
2
II.O7 A.M.
9
24.0
132
2h. 52m.
4ogg
15
126
2
12.31 P.M.
9
26.0
143
....
4h. l6m.
6232
14
128
2
1.26 "
9
24.0
132
....
5h. Iim.
7599
43
130
2
3-48 "
9
24.O
132
7h. 33m-
9344
19
134
4
2.32 "
10
26.0
143
....
ih. 25m.
1 802
42
135
4
3-37 "
10
27.0
148
2h. 3om.
3474
38
"37
5
9.23 A.M.
10
24.0
132
3h. oim.
4 160
20
139
5
9.46 "
10
26.O
143
. . .
3h. 24m.
4736
II
142
5
IO.O7 "
10
3h. 45m.
c 254
IO
143
5
10.32 "
10
25.0
137
...
4h. lom.
J * JH
5 820
12
150
5
11.30 "
10
24.0
132
5h. o8m.
7 210
14
COMPOSITION OF OHIO RIVER WATER AFTER PURIFICATION.
129
TABLE No. 4. Continued.
Warren System.
Rate of
J
V
U
Collected.
Filtration.
e
u
3
u
^
SS
Period of
u
3
(J .
.s
Number
a
a
T3
Service Since
~" "
u
I
of
Run.
^ " S
V
X
Last
Washing.
^!S|
13
a
Remarks.
X
Date.
Hour.
oi
1:1
"o
Hours and
Minutes.
|ji
rt fi
t c
.2
u
la
~ Q.
O
JL>
"y
1/5
u
S
E
B
1895
151
Nov. 5
12.50 P.M.
IO
24.0
132
6h. 28m.
9079
13
153
5
3-50 "
10
16.0
88
gh. 28m.
II 744
IO
158
" 6
10.30 A.M.
ii
....
ih. ism.
18
159
" 6
11.13 "
ii
24.0
132
ih. 58m.
2552
15
1 60
6
i.ig P.M.
ii
24.0
132
4h. O4m.
5661
17
161
6
2.55 "
ii
24.0
132
. . . .
5h. 4om.
7952
24
165
" 7
g.IOA.M.
ii
24.0
132
6h. 0301.
8489
138
1 66
7
9.27 '
ii
25.0
137
6h. 2om.
8940
82
167
7
9-49 '
II
24.0
132
6h. 42m.
9452
54
168
7
10.27
ii
24.0
132
7h. 2om.
10385
21
173
7
11.25 A.M.
ii
23.0
126
8h. iSm.
"725
30
175
7
12.24 P - M -
12
30.0
165
. . . .
02m.
26
196
176
7
12.30 "
12
27.0
148
o8m.
igi
54
177
" 7
12.50 '
12
28.0
154
28m.
75i
48
178
7
1.09 '
12
24.0
132
. . . .
47m.
1245
61
1 80
7
1-35 '
12
26.0
143
ih. 13111.
1938
46
189
7
2.27 '
12
25.0
137
2h. 05111.
3342
31
193
7
3.00 "
12
24.0
132
2h. 38m.
4 180
35
197
" 8
9.50 A.M.
12
24.0
132
3h. 43m.
5 "3
49
199
8
11.05 "
12
23.0
126
4h. 58m.
6813
42
202
" 8
12.37 P M.
12
24. c
6h. 3om,
8822
1C
206
" 8
2.13 "
13
24.0
132
....
07m.
152
180
208
8
2.27 '
13
23.0
126
2im.
542
70
2IO
" 8
2.50 "
13
6.0
33
44m.
i 050
26
214
" 9
11-33 A.M.
13
24.0
132
. . . .
ih. 22m.
2015
46
218
9
1.27 P.M.
13
25-0
137
. . . .
3h. l6m.
4802
50
221
9
2.30 "
13
24.0
132
4h. igm.
6328
58
227
ii
10.47 A.M.
13
25.0
137
7h. oim.
10215
224
230
" ii
II. 10 "
13
23.0
126
7h. 24m.
10745
136
2^1
" ii
2.32 "
2 , Q
j2
i 637
41
TO1
1 ' 25
JO. 2O "
T Z
35m
v j i
*T*
I 584
306
^ D
1 25
11.00 "
*J|
15
24.0
I 4 6
JD 111 *
ih. ism.
i 096
468
3"
1 25
12. 2O P.M.
15
20.0
121
2h. 35m.
2044
390
313
' 25
1.40 "
15
21. O
127
. . .
3h. 55m.
3673
414
315
1 25
3-30 "
15
25.0
152
5h. 45m.
5 732
294
" 26
9.28 A.M.
15
23.0
140
6h. i8m.
6745
49 6
322
' 26
IO. 2O "
15
21. O
127
. . . .
7h. igm.
7901
372
324
" 26
11.34 "
15
20. O
121
8h. 24m.
9437
328
326
" 26
2.OO P.M.
15
20.0
121
....
loh. 5om.
12445
344
332
" 27
9.27 A.M.
15
II. O
67
lib. 52m.
13667
680
335
1 27
IO.24 "
15
18.0
log
I2h. 49111.
14546
452
338
1 27
"S3 "
15
25.0
152
I3h. 42m.
15890
446
340
1 27
1.44 P.M.
15
23-5
M3
15(1. 33m.
18488
564
343
1 27
3-17 '
15
20.0
121
. . . .
I7h. o6m.
20310
512
347
29
9.52 A.M.
16
II.
67
. . . .
O2m.
31
i 302
348
1 29
10.03 "
16
IO.O
61
. . . .
I3m.
132
i i6g
349
1 29
IO.I4 "
16
IO.O
61
24m.
248
go8
350
29
IO.23 "
16
IO.O
61
. . . .
33m.
355
i 092
351
29
10.32 "
16
IO.O
61
42m.
507
876
352
1 29
10.43 "
16
21.0
127
. . . .
53m
762
760
354
1 29
10.54 '
16
20.0
121
ih. 04m
i 006
344
356
1 29
12. 06 P.M.
16
23-5
143
2h. i6m
2458
62^
358
1 29
1.58 "
16
23.0
140
4h. o8m
4968
448
368
' 30
10.41 A.M.
16
24.0
I 4 6
7h. I7m
9416
632
370
1 30
11.51 "
16
26.O
158
. . . .
8h. 27m
ii 43
840
372
' 30
1.39 P.M.
16
25.0
152
loh. ism
13 691
984
*
376
Dec. 2
9-47 A.M.
16
20.0
121
.
I2h. ism
16533
770
378
" 2
10.48
16
24.0
I 4 6
I3h. i6m
17949
945
38i
" 2
12.35 P.M.
16
23-5
143
. . . .
I5h. O3m
20462
875
383
" 2
2.38 "
16
23.0
140
. . . .
I7h. o6m
23 122
i 078
385
3
9 35 A.M.
16
25.0
152
i8h. o6m
24401
826
1 3 o
WATER PURIFICATION AT LOUISVILLE.
TABLE No. 4. Continued.
Warren System.
Rate of
~
B
Collected.
Filtration.
8
c
5> .
a
".5
1
Number
R
ss
_o a.
a
Period of
Service Since
Last
lit;
3
a
3
of
Run
?: U
t " "'
V
ffi
Washing.
is *[
at>
Remarks.
Date.
Hour.
<
Hours and
ft &
_rtj
"rt
o a
o ,_
!
Minutes.
Si re 3
S
k.
2 S
S a?
O
i-3 {J
C8 ^
in
o
S
_J
E
m
1895
387
Dec. 3
10.35 A.M.
16
25.0
152
igh. o6m.
25866
532
389
3
11.41 "
16
24.5
149
2oh. I2m.
27334
665
391
3
I. O2 P.M.
16
22. O
133
2ih. 33m.
29349
i 036
392
3
2.Og "
16
24.0
146
22h. 4om.
3og2g
i 169
Shut inlet 2.01 P.M., out
395
3
3-OO "
17
21.
127
I2m.
213
462
let 2.21 P.M.
396
" 3
3-io "
17
22.0
133
22m.
401
490
397
3
3-20 '
17
22.0
133
32m.
598
392
398
3
3-31
17
25.0
152
43m.
836
406
399
3
3-40 '
17
24.0
146
52m.
i 036
399
400
3
3-50 '
17
21.
127
. . . .
ih. O2m.
i 259
399
401
3
4-49 '
17
23.0
140
. . . .
2h. oim.
2498
334
403
4
10.40 A.M.
17
21. O
127
3h. 4gm.
4898
315
405
4
II. 06 "
17
2O.
121
. . . .
4h. I5m.
5481
378
406
4
11.26 "
17
21.
127
. . . .
4h. 35m.
5908
357
407
4
11-45 "
17
22.0
133
4h. 54m.
6 315
322
408
4
1. 12 P.M.
17
25-0
152
....
6h. 2im.
8281
5i8
409
4
2.52 "
17
21.0
127
8h. oim.
10591
594
412
4
4.19 '
18
24.0
146
....
nm.
321
548
413
4
4-2g '
18
22. O
133
2im.
533
470
415
4
4.42
18
24.0
I 4 6
....
34m.
886
320
416
4
4-5o '
18
23-0
140
42m.
956
396
417
4
5-oo '
18
2O. O
121
. . . .
52m.
I 136
254
418
4
5-II "
18
23.0
140
ih. 03111.
I 239
280
421
g.58 A.M.
18
2h. oom.
2 33'
260
*T* A
423
5
10.42 "
18
24-0
146
2h. 54m.
3468
1 80
426
' 5
11.52 "
18
24.0
146
3h. 54m-
5124
236
428
5
2.44 P.M.
18
24.0
146
6h. 4&m.
9 161
336
435
5
3-40 "
18
24.0
146
7h. 42m.
10464
472
439
' 6
II.O7 A.M.
18
22.0
133
loh. 38m.
13 123
386
44i
' 6
11.17 "
18
24.0
146
loh. 48m.
14727
690
444
" 6
I2.5O P.M.
19
18.0
109
I2m.
131
524
445
" 6
1. 00 "
19
18.0
log
22m.
295
476
446
6
1. 10 "
19
20.0
121
32m.
522
476
447
" 6
1 . 2O "
19
22.5
126
42m.
738
476
448
" 6
1-30 "
19
23-0
I4O
52m.
970
440
450
" 6
I.4O "
19
24.0
I 4 6
ih. 02m.
i 175
412
451
6
3-38 "
19
22.0
133
3h. oom.
3984
660
454
" 7
10.17 A.M.
19
23.0
140
5h. sim.
7932
450
456
7
12.27 P.M.
19
25.0
152
8h. oim.
11981
412
459
7
3-50 "
20
23.0
140
Mill.
182
254
462
9
10.10 A.M.
20
20.0
121
2h. igm.
3082
324
464
9
11.14 "
20
21.
127
3h 23111.
4445
250
466
9
12 17 P M
2O
24.0
I 4 6
4h. 26m.
5705
270
469
" 9
1-57 "
2O
24.0
I 4 6
6h. o6m.
8o6c
272
471
9
3-30 '
20
24.0
I 4 6
7h. sgm.
10371
324
475
10
9.17 A.M.
2O
23.0
I4O
gh. I3m.
12819
312
477
" 10
IO.2O "
20
23.0
I4O
loh. i6m.
14018
406
484
" 10
12.23 P - M -
21
22.0
133
2om.
325
288
485
' IO
12-33
21
21.
127
3om.
539
344
486
' 10
12-43
21
2O. O
121
4om.
779
330
487
' IO
12-53
21
22.
133
5om.
1032
324
488
' IO
1.03
21
24.0
146
ih. oom.
1247
246
489
' IO
1. 13 "
21
24.0
I 4 6
ih. lorn.
1494
188
491
1 10
2.IO '
21
24.0
146
2h. O7m.
2845
266
493
' IO
3.24 "-
21
24.0
146
3h. 2im.
4564
244
496
II
9.24 A.M.
21
24.0
146
5h. 3im.
7489
196
498
' II
II. II "
21
24.0
I 4 6
7h. i8m.
9994
210
500
502
" II
" II
12. 18 P.M.
1.18 "
21
21
23.0
20.0
I4O
121
8h. 25m.
gh. 25m.
II 561
12 923
196
202
Shut inlet 1.18 P.M., out
505
" II
2.58 "
22
21. O
127
54m.
i 137
146
let i. 21 P.M.
509
" 12
9.40 A.M.
22
24.0
146
4h. 07m.
5452
128
COMPOSITION OF OHIO RIVER WATER AFTER PURIFICATION.
TABLE No. 4. Continued.
Warren System.
Rate of
-
u
Collected.
Filtration.
1
c
t/5 .
J
-J
M
c fe
Period of
i_ &*
3
J
Numbe
0.
|5
o
ServiceSinc
u w
"b
a
3
of
Run.
V J
O u 1
u
X
Last
Washing.
>|d
if
Remarks.
55
Date.
tt, ^
-M
Hours anc
"5 -
"rt
*
u c
O U P
Minutes.
k. to *
2
V
Is
" U ,
~ a p
O
233
ts>
u
7,
J
E
o
1895
511
Dec. 12
12.04 P.M.
22
24. t
146
6h. 3im
885
22
513
" 12
3-05 "
23
22. (
133
ill. oim
i 27
19
518
" 13
IO.I6 A.M.
23
22. C
133
-\h . 4011
618
10
521
13
4.38 P.M.
24
22. C
133
52m
107
13
525
T 4
lO.Og A.M.
24
23. c
140
2h. 52m
38i
IO
527
M
12.59 P-M-
24
23. c
140
5h. 42m
767
13
531
14
3-33 '
25
20. C
121
i, (in
28
274
534
" 16
9.30 A.M.
25
21. C
127
2h. 25m
3 109
i6c
536
" 16
11.37 "
25
23-C
140
. . . .
4h. 32m
6 oc;
126
538
' 16
2.31 P.M.
25
21. C
127
7h. 26m
996
172
541
' 16
5.17 "
26
23-0
140
ih. o8m
149
I2C
543
' 17
9.30 A.M.
26
23.0
140
ih. som
243
II
546
17
12.58 P.M.
26
23.0
140
5h. i8m
715
170
548
17
3.21 "
27
23.0
140
ih. o6m
I 260
no
55i
17
4-37 "
27
22.
133
2h. 22m
3 oo
148
554
" IS
g.20 A.M.
27
22.0
133
3h. 4<>m
473
'97
556
" 18
10.41 "
27
23.0
140
. .
5h. oim
6 509
196
558
" 18
I.I6 "
27
22.0
133
7h. 36m
938
185
559
' 18
2.32 "
28
2.O
133
I3m
23
236
560
4 18
2.42 "
28
2.0
133
23m
444
294
56i
' 18
2.52 '
28
2.O
133
33m
658
274
562
' 18
3-O2 "
28
2.0
133
43m.
874
220
563
' 18
3-12 "
28
2.0
133
53m.
i 098
I 7 8
565
' 18
3.22 '
28
2.0
133
ih. 0301.
i 306
2 7 8
568
18
4-39 "
28
3.0
140
2h.:2om.
2964
158
570
" 19
9-25 '
28
3-0
140
3h. 3im.
447'
169
580
19
3.23 P.M.
28
4.0
146
7h. 39m.
IO 212
142
582
19
4.40 "
28
4.0
146
. . . .
8h. 56m.
II 987
165
587
20
10. 14 A.M.
29
I.O
127
I2m.
234
426
589
" 20
11-59 "
29
4.0
146
ih. 5701.
25-90
103
59 1
" 2O
2. 02 P.M.
29
3-0
140
4h. oom.
5397
188
594
" 2O
3-53 "
29
4.0
146
. . . .
5h. sim.
7902
720
597
21
9.19 A.M.
29
I.O
127
7h. 47m.
0460
344
600
" 21
4.OI "
30
2.0
133
3h. 3im.
4627
1.64
603
' 23
9.18 "
30
2.0
73
5h. 1401.
6551
260
606
23
10.39 "
30
g.O
"5
6h. 35m.
7754
ISO
612
23
12.34 P.M.
30
O-O
121
8h. 3om.
9932
132
616
23
3-33 '
30
8.0
49
nli. 2901.
3316
150
Shut inlet 3.20 P.M., out-
619
24
9.29A.M.
31
3.0
140
. . . .
in. 4gm.
2466
63
let 3.40 P.M.
627
24
12.48 P.M.
31
4.0
146
5h. o8m.
6433
' 78
628
24
3-07 "
31
I.O
127
7h. 27m.
9772
86
637
" 26
lO.Og A.M.
31
2.0
133
toh. 48m.
13578
95
638
26
11.49 "
32
2.O
133
32m.
688
59
639
' 26
12.O4 P.M.
32
3-0
140
47m.
994
60
644
' 26
3-49 "
32
2.0
133
4h. 32m.
6 134
244
651
' 27
10.07 A.M.
32
I.O
127
7h. ism.
9392
701
655
27
12.34 P-M.
32
II. O
127
<)h. 42m.
12757
530
660
27
2.57 "
n
1 2h. O5m.
15 815
924
Shut outlet 2.57 P.M.
665
' 27
3.42 "
33
!4.0
146
3om.
641
230
666
27
3-57 '
33
!2.0
133
45m.
978
128
671
27
4.55 '
33 :
!2.0
133
ih. 43m.
2 223
1 60
674
" 28
9.56 A.M.
33 :
!2.0
133
3h. nm.
4131
428
682
" 28
11.56 "
33 :
II. O
127
5h. nm.
6 77 6
728
683
" 28
3.06 P.M.
OT
8h. 2im.
1 1 OI I
350
shut inlet 3.04 P.M., out-
692
30
10.56 A.M.
JJ
34 :
2.O
133
2h. 3im.
2 884
402
let 3.24 P.M.
696
30
12.15 P-M.
35 :
I.O
127
, I4m.
179
474
697
30
12.44 "
35 :
2.O
133
43m.
804
2IO
701
30
1-59 '
35 :
4.0
146
ih. 58m.
2 56l
502
705
30
4-53 '
36 :
3-0
140
l8m.
378
210
707
30
5.16 "
36 :
2.O
133
4im.
959
170
7"
31
10.45 A.M.
36 ;
3-o
140
2h. 34m.
4708
406
132
WATER PURIFICATION AT LOUISVILLE.
TABLE No. 4. Continued.
Warren System.
Rate of
J
1*
Collected.
Filtration.
C
t/5 .
u
It
\j
w v
Period of
u M
D
V
Number
a
1 a
a
Service Since
Si'- .J
C
c
of
v .
^ 21 C
V
Last
> w
S.s
Remarks.
3
Run.
0^3
K
Washing.
te
c
Date.
Hour.
||
1*1
o
I
o
Hours and
Minutes.
ll|
a ^
y.
o
S"
J
""
m
1895
717
Dec. 31
1.39^ P.M.
37
17.0
103
....
I5m.
215
440
718
" 3 1
2.og "
37
23.0
140
....
45m.
835
278
1896
730
Jan. 2
10.56 A.M.
38
22.5
136
lorn.
130
784
731
" 2
11.26 "
38
25.0
152
4om.
6go
600
740
" 2
2.4O P.M.
38
18.0
109
....
3h. 5401.
5 260
i 400
743
2
4.06 "
39
20. o
121
I5m.
222
405
749
3
10.21 A.M.
39
21.0
127
3h. O7m.
3722
1 80
753
" 3
1.22 P.M.
40
20. o
121
1501.
1 86
220
754
3
I. 5 8 -
40
20.5
124
. . .
5lm.
956
97
765
4
11.55 A.M.
41
18.0
log
14111.
118
I/O
772
4
2.26 P.M.
41
21.5
130
2h. 45m.
2558
133
776
6
11.55 A.M.
42
17.0
103
3om.
415
102
780
6
3.27 P.M.
42
17.0
103
4h. o2m.
3891
112
785
7
12.24 '
43
14.0
85
4h. i()in.
4 159
43
789
" 7
3-52 "
44
12.
73
2h. 1701.
2 218
66
794
" 8
11.58 A.M.
45
16.0
97
55m.
858
as
799
8
2.28 P.M.
45
16.0
97
3h. 2sm.
3235
68
802
" 8
2.49 "
45
16.0
97
....
3h. 46111.
3529
84
809
" 9
IO.2I A.M.
46
18.0
109
....
2h. 25m.
2 316
10
814
9
1.26 P.M.
47
16.5
IOO
I5m.
210
53
816
9
1.47 "
47
15.0
gl
36m.
500
21
826
10
1.05 '
48
14.0
85
ogm.
119
152
827
" 10
1.42 "
48
15.0
91
4601.
699
36
836
" it
II. 21 A.M.
49
'7-5
1 06
....
2h. 53m.
2 630
3 6
843
J 3
12.30 P.M.
51
16.0
97
....
ism.
198
35
844
" 13
I.OO "
51
15.0
....
45m.
633
3'
846
13
2.OI "
51
16.0
97
....
ih. 4601.
I 60S
10
850
13
4-57 "
52
16.0
97
....
I5m.
2O7
78
856
14
11.56 A.M.
52
17.0
103
3h. 44in.
3516
M
859
14
1.57 P.M.
53
16.0
97
....
I5m.
1 86
31
863
14
2.27 "
53
17.0
103
4501.
7'4
32
867
14
3-25 "
53
17.0
103
ih. 43m.
I 606
25
871
15
10.40 A.M.
54
16.0
97
1501.
181
62
875
15
II. IO "
54
16.0
97
45m.
657
12
879
15
12.59 P.M.
54
16.0
97
2h. 34111.
2327
49
SSi
15
2.54 "
54
14.0
85
4h. 2gm.
4 124
77
886
" 16
10.43 A.M.
55
16.5
IOO
2h. 3401.
2356
78
89.
" 16
12.58 P.M.
55
14.0
85
4h. 4gm.
4486
94
896
" 16
2.17 "
56
16.0
97
15111.
203
73
897
" 16
2.47 '
56
16.5
IOO
45m.
663
60
898
" 16
2.59 '
56
16.0
97
....
57m.
853
58
915
" 17
11.37 A.M.
57
17.0
103
. .
176
126
g2o
17
I2.O7 P.M.
57
17.0
103
4501.
f'75
924
17
1.02 "
57
16.0
97
....
ih. .('MIL
' 515
65
93'
17
2.II "
57
15-0
91
2h. 4gm.
2615
171
935
" 17
3-53 "
58
'7-5
106
1 7m.
240
82
939
17
4.23 "
58
15.0
9<
. . .
47m.
660
76
941
17
4.58 '
58
16.0
97
....
ih. 22m.
I 205
68
948
11 18
IO.O8 A.M.
58
16.0
97
....
2h. 54m.
2 62O
38
952
" 18
I. CO P.M.
59
16.0
97
I5m.
217
67
95 6
" 18
I. 3 "
59
14.0
85
....
45m.
677
70
g6i
" 18
2.50 '
59
15-5
94
2h. 05111.
1887
64
968
" 20
10.38 A.M.
60
15.0
9'
2)1. iSm.
2 O40
102
971
" 2O
2.05 P.M.
61
16.0
97
....
1501.
176
1 08
973
" 2O
4.09 "
61
15-0
9 1
....
2h. igm.
2086
I 4 6
982
" 21
12. IO "
62
16.0
97
....
1 5m.
181
86
983
" 21
12.40 "
62
16.0
97
45m.
691
32
985
" 21
4-12 "
63
16.0
97
....
34m.
453
36
99'
" 22
g.2I A.M.
63
16.0
97
....
2h. I7m.
2073
33
997
" 22
2.12 P.M.
64
17.0
103
....
ih. asm.
1464
36
1028
25
2.27 "
65
19.0
2h. O3m.
2418
60
COMPOSITION OF OHIO RIVER WATER AFTER PURIFICATION.
133
TABLE No 4. Continued.
Warren System.
Rate of
j
V
Collected.
Filtration.
c
(/} fc*
w
X
Number
|
M
la
o
Period of
Service Since
l* Q
HJ
3
A
s
of
Run
? .;
rt ij
rt
V
X
Last
Washing.
rt !/> w
li
Remarks.
3
H
y o
Hours and
T3* y
rt.S
*
Date.
Hour.
*** 3
o
Minutes.
u SS.3
t! c
Is
11
Is.?
1
v rt 3
:SJU
IS
M
o
s
-*
U.
m
I8g5
1032
1037
Jan. 27
27
10.03 A.M.
11.22 "
65
66
16.0
16.0
97
97
5h. Sim.
ijm.
6 108
216
"3
39
1038
27
11.52 "
66
16.0
97
. . . .
45m.
666
177
1039
27
1.05 P.M.
66
16.0
97
ih. sSm.
1836
41
1044
" 27
4.06 "
66
15-0
9'
4h. sgm.
4636
412
1050
" 28
g.45 A.M.
67
I6. 5
100
ih. 2gm.
i 226
225
1057
" 28
3-33 P-M.
68
15-0
gl
ih. lom.
954
536
1058
" 28
4-2g '
68
16 o
97
2h. o6m.
1924
650
1065
29
10. og A.M.
68
16.0
97
. . . .
3h. sSm.
3504
327
1068
2g
1-55 P-M.
69
15-0
ih. 55m.
i 828
570
.
1071
2g
5.15 '
70
14.0
85
. . . .
I7m.
219
679
1074
30
10.56 A.M.
7
14.0
85
2h. 28m.
227g
79
1076
30
12.56 P.M.
70
14.0
85
4h. 28m.
4259
76
1079
30
2.54 "
71
t5-5
94
56m.
648
58
1083
31
10.42 A.M.
7'
IO.O
61
5h. 14111.
4788
l6g
A. Shut inlet 10.42 A.M.,
logo
31
2.42 P.M.
72
20. o
121
2h. osm.
i 998
59
outlet 10.56 A.M.
1092
31
3-43 "
72
16.0
97
. . . .
3h. o6m.
2948
55
logs
Feb. i
9-57 A.M.
72
16.0
97
5h. 46m.
5298
85
iog6
" i
12. II P.M.
73
16.0
97
. . . .
47m.
6gg
39
logg
" i
2.40 "
73
16.0
97
3h. l6m.
2959
6g
1103
" i
4-55 "
74
14.0
85
3om.
415
30
1107
3
IO.I2 A.M.
74
16.0
97
2h. 3om.
2295
174
IIIO
3
1. 10 P.M.
74
16.0
97
5h. ism.
4875
ig6
1116
3
4-55 "
75
17.0
103
. . . .
ih. i8m.
i 140
225
II2I
4
IO. 12 A.M.
75
15-5
94
3h. osm.
2 850
240
1124
4
"45 "
75
16.0
97
. . . .
4h. 38m.
4200
606
1127
4
2.25 P.M.
75
16.0
97
. . . .
7h. i8m.
6730
555
1131
4
5-13 "
76
16.0
97
ih. 24m.
I 273
4740
1136
5
lO.Og A.M.
76
18.0
109
2h. Sim.
2873
256
1140
5
n.45 "
76
18.0
log
4h. 27m.
4513
752
1144
5
3-02 P.M.
77
16.0
97
2h. 3om.
2570
510
H49
5
5-04 "
78
14.0
85
osm.
29
816
"55
6
10.05 A.M.
7
17.0
103
ih. 3&m.
I 339
232
1161
6
12. ig P.M.
78
17.0
103
. . . .
3h. 5om.
3519
173
1163
6
3.10 "
7g
17.0
103
34m.
431
207
1168
6
4.12 "
79
16.5
100
. . . .
ih. 3&m.
i 421
270
H73
7
10.1O A.M.
79
16.0
97
. . . .
4h. ogm.
3701
237
U77
7
1.25 P.M.
80
16.0
97
ih. 33m.
1646
338
1183
7
5.22 "
81
16.0
97
ih. com.
886
512
1187
8
10.27 A.M.
8!
16.0
97
2h. I7m.
2 O4g
556
1191
8
2.10 P.M.
82
16.0
97
43m.
677
194
U95
8
3.00 "
82
18.0
109
ih. 27m.
1417
1 80
1198
8
4.46 "
82
14.0
85
. . . .
3h. 13m.
3047
530
1203
" IO
10.12 A.M.
82
16.0
97
4h. 57m.
4797
275
1207
" 10
12.56 P.M.
83
16.0
97
54m.
800
no
121 I
" 10
3-JO "
83
14.0
85
3h. o8m.
2 980
384
Shut inlet 3. 03 P.M., Cut-
1215
" IO
4-57 '
84
17-0
103
57m.
862
348
let 3.23 P.M.
1258
13
2.34 '
85
20. O
121
....
23m.
468
182
1263
13
5-19 "
85
19.0
u 5
3h. o8m.
3588
678
D. Application of chemi-
1265
" 14
lO.Ig A.M.
85
19. o
115
4h. 23m.
4928
i 670
cals unsatisfactory;
I26g
" 14
1. 12 P.M.
86
21.
127
ih. 44m.
2047
57
chemical meter out
1273
" _ ,
3-14 "
86
19-5
118
. . . .
2h. s8m.
3457
40
of order.
1283
" 15
10.07 A.M.
86
21.0
127
....
4h. 2301.
5007
84
1287
15
1.25 P.M.
87
22.5
136
....
ih. lom.
1487
90
1291
15
2-57 "
87
20.0
121
2h. 42m.
3397
243
1295
15
5-24 "
88
19. o
115
ih. 32m.
1673
1302
17
10.06 A.M.
88
2O. O
121
2h. 54m.
4 173
log
1306
" '7
1.35 P.M.
89
ig.o
"5
33m.
521
125
1310
" 17
3-07 '
8g
20. o
121
....
2h. osm.
2311
87
1320
" 18
10.20 A.M.
go
18.0
109
....
3om.
550
20
1324
" 18
n-55 '
90
ig.o
H5
2h. osm.
2 260
56
WATER PURIFICATION AT LOUISVILLE.
TABLE No. 4. Continued.
Warren System.
Rate of
J
Collected.
Filtration.
V
_c
O
f^ .
3
-
v.
01 1-
I enod of
UJ ba
3
u
JS
Number
of
I
S V
led
1
Service Since
Last
Washing.
|1|
LJ .
D,^
Remarks.
1
Run.
fe. ^
o y ?
G
Hours and
T3 ^
rt B
Date.
Hour.
u c
Is
"o
Minutes.
S3
v c
13
iSU
i
25
5
VI
u
s
j
'.
m
1895
1328
Feb. 1 8
2. 2O P.M. Q
go
17.0
103
....
4h. 3001.
4790
198
1333
" 18
4-55 "
9'
18.0
109
....
ih. 3gm.
I 804
67
1337
" 18
5-05 '
91
18.0
109
....
ih. 4gm.
1 954
61
1343
" 19
10.12 A.M.
91
ig.o
H5
....
3h. ism
3434
39
1347
" 19
11.31 "
91
iS.o
log
4h. 34m.
4894
104
1351
19
3.04 P.M.
92
18.5
112
ih. 42m.
i 829
55
1358
" 19
5.10 "
9 2
iS.o
109
3h. 48m.
4069
382
1362
1 20
II .OO A.M.
92
18.0
109
....
5h. 43m.
6029
156
1366
" 20
I2.O3 P - M -
93
18.0
log
....
I5m.
209
116
1368
" 20
I2.I8 "
93
18.0
log
30m.
459
104
1369
" 20
12-33 "
93
18.0
log
45m.
739
287
1370
" 20
12.40 '
93
18.0
log
....
52m.
i oog
560
1371
" 20
I.O4 "
93
18.0
log
....
ih. l6m.
i 309
79
1375
" 20
2.06 "
93
18.0
log
....
2h. i MIL
2389
135
1377
" 20
3.08 "
93
17-0
103
3h. 2om.
3469
141
1382
" 20
4.08 "
93
17.0
103
. . .
4h. 2om.
4489
325
1387
" 20
5.15 '
94
17-5
106
....
o8m.
go
200
1390
" 21
g. 56A.M.
94
16.5
IOO
....
ih. 2om.
i 330
48
1394
" 21
12.42 P.M.
94
17.0
103
....
4h. o6m.
4 160
34
1404
" 21
5.09 "
95
"8.5
112
....
14111
227
M7
1408
" 22
10.20 A.M.
95
18.0
log
ih. 55m.
2077
88
1411
" 22
1.18 P.M.
95
18.0
log
....
4h. 53m.
5337
115
1412
" 22
3-01 "
95
ig.o
US
....
6h. 3601.
7177
528
1414
" 22
4-53 '
g6
i7-5
1 06
....
ih. i |in.
i 3'5
94
1422
" 24
10.27 A.M.
g6
17.5
1 06
. . . .
3h. i7m.
348o
79
1423
' 24
I.1O P.M.
g6
18.5
112
6h. oom.
6440
77
1431
' 24
5 .l6 "
97
18.5
112
. . . .
ih. 35m.
i 611
62
M37
' 25
1O.26 A.M.
97
20. o
121
. . . .
3h. i6m.
3631
40
1441
' 25
I.I4 P.M.
98
ig.o
115
....
48m.
734
52
1445
' 25
3.07 "
98
'7-5
106
....
2h. 41111.
2 824
64
;
1452
1 25
5.08 "
98
18.5
112
. . . .
.;li. 42m.
4994
127
1456
" 26
IO.26 A.M.
98
'7-5
1O6
....
6h. 3Om.
6904
122
1460
" 26
11-43 "
98
15.0
9t
. . . .
7h. 47m.
8 214
294
1464
" 26
3.04 P.M.
99
18.0
log
. . . .
ih. 47m.
i 823
68
1471
" 26
5.23 "
99
iS.o
log
. . . .
4h. obm.
4363
326
1478
" 27
10.36 A.M.
99
18.0
log
. . . .
5!]. 4gm.
6193
34
1479
1 27
I .43 P.M.
IOO
24-5
'49
44m.
923
30
M83
' 27
2. 5 8 "
IOO
24.0
146
ih. sgm.
2 773
53
1488
" 27
5-07 '
101
23.0
140
. . . .1 I7m.
341
142
1496
" 28
10.36 A.M.
101
25.0
152
....
2h. i6m.
33"
21
1502
" 28
3.23 P.M.
IO2
25.0
152
ih. 5&m.
i 241
33
1507
" 28
5.00 "
1 02
23-5
'43
....
3h. 3301.
4961
4'3
1512
" 29
IO.30 A.M.
103
25.0
152
....
ih. 29111.
2 326
138
1516
" 29
1.34 P.M.
104
24.0
146
24m.
494
176
1520
' 29
3-14 '
104
25.0
152
2h. 04 m.
3024
187
1528
" 29
5-15 '
105
24.0
146
. . . .
1 7m.
396
211
1531
Mar. 2
9. 33 A.M.
105
22.5
136
ih. 0301.
i 606
I 3
1536
" 2
10.21 '
105
25.0
152
ih. Sim.
2 766
33'
" 2
1 . 33 P.M.
1 06
24 5
ih. o7m.
I 'idQ
1544
" 2
3.12 "
1 06
23.0
140
....
2h. 46111.
* 3HV
3859
676
1549
" 2
5.06 "
107
25.0
152
....
22m.
457
333
1557
" 3
10.37A.M.
107
24.0
146
. . .
2h. 2301.
3547
155
1561
" 3
12. 15 P.M.
107
24.0
146
4h. oim.
5897
405
1565
3
3-10 "
1 08
25.0
152
ih. 27m.
2025
95
1570
3
5.10 "
108
24.0
146
. . . .
3h. 27m.
4845
553
1576
4
10.44 A.M.
1 08
21-5
130
. . . .
4h. 54m.
6999
605
1580
4
12.58 P.M.
log
23.0
140
. . . .
ih. 14111.
1747
80
1584
" 4
3-19 "
log
^4.0
146
. . . .
3h. 35m.
5093
i 3 go
1589
4
5 03 '
no
24.0
146
. . . .
ih. 05111.
I 452
116
1595
5
IO.3O A.M.
no
25.0
152
3h. O2m.
4442
187
1599
5
12.49 P - M -
in
23.0
140
43m.
930
93
1608
5
3.29 -
in
23.0
140
3h. 23m.
4650
590
COMPOSITION OF OHIO RIVER WATER AFTER PURIFICATION.
'35
TABLE No. 4. Continued.
Warren System.
Rate of
.
g
Collected.
Filtration.
V
a
u
Period of
In c
.0
3
h
= s
Number.
0.
5 a
a
service Since
-
^ u
JO
e
of
Run.
%
i;
I
Last
Washing.
&*
a
Remarks.
g
- ^ o
"
Hours and
*o^ o
rt.H
__
Date.
Hour.
C
O
Minutes.
u V H
4J C
S
la
=5 jiy
%
35
U(J
y>
u
S
a
E
pa
I8 9 5
1612
Mar. 5
5.18 P.M.
112
i6.o
158
lorn.
169
615
1616
6
10.32 A.M.
112
23.0
140
ih. 54m.
2 8ig
48
1621
6
12.38 P.M.
112
23.0
140
4h. oom.
5699
615
1625
" 6
3.16 "
113
26.0
158
ih. 5im.
2737
106
1633
6
5-25 "
114
24-5
149
37m.
808
59
I&37
7
10.40 A.M.
114
24.0
146
2h. 2om.
3468
39
1641
7
12.53 l'-M.
114
23.0
140
4h. 33m.
6 508
485
1644
7
3.IO "
115
24.0
146
ih. i6m.
I 750
40
1649
7
5.15 "
115
24.0
146
3h. 2im.
4710
154
1656
9
10.58 A.M.
H5
23-5
M3
5h. 33m.
7890
620
1661
9
I2.5O P.M.
116
24-5
149
. . . .
ih. i6m.
1738
40
1670
9
3-40 "
H7
24.0
146
36m.
837
35
1671
9
5.04 "
117
24.0
146
. . . .
2h. oom.
2757
64
1678
10
10.19 A.M.
"7
24.0
146
3h. 45m.
5357
139
1682
" 10
1.33 P.M.
118
25-0
152
. . . .
ih. 43m.
2344
68
1686
" 10
3.07 "
118
24-5
149
3h. I7m.
4605
935
1693
" 10
5-15 "
iig
25.0
152
. . . .
ih. 2gm.
2085
61
i6gg
' ii
IO.I8 A.M.
ng
25.0
152
. .. .
3h. O2m.
4375
300
1706
' ii
3.17 P.M.
121
20.0
121
ih. 34m.
I 872
310
.
1713
' ii
5-05 "
122
21-5
130
2gm.
562
60
1719
' 12
10.15 A.M.
122
19-5
118
2h. ogm.
2 622
89
1723
' 12
12.54 P.M.
123
ig.o
H5
ih. igm.
M39
26
1727
' 12
3.22 "
123
17-5
106
. ...
3h. 47m
4069
485
1732
' 12
5.08 "
124
20.0
121
ih. 07m
I3
Zi
1739
' 13
10.23 A.M.
124
18.5
112
2h. 55m
3 551
137
1743
13
i.og P.M.
125
19-5
118
ih. I7m
1389
26
174
13
3-io "
125
18.5
H2
. . . .
3h. i8m
3639
I OOO
1752
13
5.01 P.M.
126
ig.5
us
ih. I3m
1377
II
175
' 14
10.27 A.M.
126
I8.5
112
. . . .
3h. ogm
3827
137
1764
'4
I. O6 P.M.
127
ig.o
US
ih. 2im
I 480
37
.
1770
" 14
3-10 "
127
19.5
118
3h. 25m
3870
451
1778
H
4.50 "
128
20.0
121
ih. o6m
I 182
19
1784
" 16
10.22 A.M.
128
ig.o
IIJ
. . . .
3h. o8m
3642
40
1790
" 16
I.og P.M.
I2g
18.0
109
ih. 49m
2019
34
I7g6
" 16
3-12 "
I2g
17.0
103
3h. 52m
4 l6 9
172
1803
" 16
5.02 "
130
20. o
121
26m
443
60
1809
" 17
9.31 A.M.
130
20.
121
. . . .
ih. igm
I 533
8
1810
17
10.24 "
130
20.0
121
. . . .
2h. I2m.
2583
32
ISK
17
I. II P.M.
131
18.
112
iSm.
264
5Q
1822
17
3-15 "
131
20.0
121
2h. 22m.
2734
34
1834
' 18
9.31 A.M.
132
ig.o
log
3im.
551
23
1835
' 18
10.26 "
132
18.0
tog
ih. 26m.
I 611
31
1840
' 18
1. 06 "
132
20.0
121
4h. o6m.
4801
51
1846
' 18
2.O6 "
133
ig.
5
lorn.
203
90
1847
" 18
3.20 '
133
20.5
124
ih. 24m.
1*623
56
1852
" 18
4.21
133
19-5
118
2h. 25m.
2793
43
1853
" 18
4-59 '
133
20. o
121
3h. O3m.
3 523
50
185?
19
9.31 A.M.
133
20.0
121
3h. 55m.
4613
65
i86c
19
9-45
133
19.5
118
. . . .
4h. ogm.
4863
78
186]
' '9
9-55
133
20.0
121
. . . .
4h. igm.
5063
143
1862
' 19
10.44
134
20.0
121
lorn.
185
I5C
I8
19
10.56 '
134
20.
121
. . . .
22m
415
10;
186;
19
11.05 "
134
ig.S
118
. . . .
3im
585
91
187;
19
2.08 P.M.
135
20.5
124
. . . .
I3m
217
26;
187!
19
3.14 "
135
19-5
IlS
ih. igm
I 547
7^
l88<
" 20
g.3o A.M.
136
20.0
121
3om
610
43
188-
" 20
IO.2I "
136
2O. C
121
ih. 2im
I 580
14.
i8g:
" 2O
I.O3 P.M.
137
i8.c
log
58m
978
13;
I8g<
" 20
2.18 "
137
l8.c
log
. . .
2h. I3m
2318
in
igcx
" 20
3-27 "
138
16.5
IOO
30m
497
29?
I gOi
" 2O
4.10 '
138
18.5
113
ih. I3m
I 277
n(
136
WATER PURIFICATION AT LOUISVILLE.
TABLE No. 4. Continued.
Warren System.
Serial Number.
Collected.
Number
of
Run.
Rate of
Filtration.
Loss of Head. Feet.
Period of
Service Since
Last
Washing.
Hours and
Minutes.
Filtered Water Since,
Last Washing.
Cubic Feet.
Bacteria per Cubic
Centimeter.
Remarks.
Cubic Feet per
Minute.
Million Gallons
per Acre per
24 Hours.
Date.
Hour.
1906
1912
1916
1918
1925
1926
1927
1929
1934
1935
1939
1940
1945
1946
1951
1952
1958
1961
1965
1968
1972
1975
1976
1977
1978
1979
1980
1981
1984
1985
1986
I97
1988
1992
1997
2OOO
2OO4
2007
201 1
202O
2030
2034
2039
2042
2046
2049
2053
2056
2064
2075
2082
2098
2102
2105
2IOg
2112
2113
2114
2115
2116
2117
1896
Mar. 20
" 21
" 21
" 21
" 21
" 21
" 21
" 21
" 23
23
23
23
23
2 3
23
23
24
24
24
24
24
25
25
25
" 25
25
25
25
24-25
25
" 25
" 25
25
25
" 25
25
25
25
25
25-26
" 26
26
" 26
" 26
" 26
" 26
" 2(>
" 26-27
" 27
" 27
27
27
27
27
" 27
" 28
" 28
" 28
' 28
" 28
" 28
4.46 P.M.
10.40 A.M.
11.58 "
12.51 P.M.
3.37
4.03 '
4-33 '
5-03 '
9.37 A.M.
10. 2O '
11. IO "
11.58 "
I.OI P.M.
2.53 "
4.27
5.00 '
9 A.M. to 11.30 A.M.
II.3O " " 2.30 P.M.
2.30 P.M. " 5.30 "
5.30 " " 8.30 "
8.30 ' " H.30 '
12.21 A.M.
.04 "
.14 '
.24
39 "
54 '
2.24 "
II.3O P.M. to 2.30 A.M.
2.54 A.M.
3-54 "
4.12 '
2.30 A.M. to 5.30 A.M.
5.30 " " 8.30 "
8.30 ' " 11.30 "
II.3O " " 2.30 P.M.
2.30 P.M. " 5.30 "
5 30 " " 8.30 "
8.30 ' " 11.30 "
11.30 " " 2.30A.M.
2.30 A.M. " 5.30 "
5.30 " " 8.30 "
8.30 ' " 11.30 '
II.3O " " _2.30 P.M.
2.30 P.M. " 5.3O "
5.30 " " 8.30 "
8.30 ' " 11.30 "
II.3O " " 2.30A.M.
2.30 A.M. " 5.30 "
5.30 " " 8.30 "
8.30 ' " 11.30 "
II.3O " " 2.30 P.M.
2.30 P.M. " 5.30 "
5.30 " " 8.30 "
8.30 ' "11.30 '
I2.O3 A - M -
12.37 "
12.47
12.57
1. 12 '
1.27 "
I 3 8
139
139
140
141
141
141
141
142
142
142
142
143
143
144
144
144
144-145
145-146
146
146-147
147
148
148
148
148
148
148
147-148
148
148
148
148-149
149
150
150-151
151-152
152-153
153-154
154-155
155-156
156-157
157-158
158
159
1 60
160-161
161-162
162-163
163
163-164
164-165
165-166
166-167
167
167
168
168
168
168
I6S
18.5
18.5
18.0
19. o
18.0
19.0
18.0
18.0
15-5
iS.o
18.0
18.0
iS.o
18.0
19.5
18.5
17-7
16.4
16.3
19.3
18.4
17.0
17-5
18.0
20.
I8. 5
18.0
18.0
16.4
18.0
18.0
15-0
15-8
19.9
18.2
17.6
15.5
18.9
15.6
17-3
17-5
18.1
18.3
17.8
17-7
18.4
18.4
15.1
17.6
18.3
17.8
17.8
18.7
19.4
17.6
21.
18.0
18.0
18.0
18.0
18.0
112
112
109
"5
log
"5
109
log
94
109
109
109
109
109
118
112
107
99
99
H7
ill
103
106
109
121
112
log
log
99
109
log
91
96
1 20
no
103
94
114
95
105
106
log
in
108
107
in
in
9i
107
in
108
1 08
113
7
107
127
109
109
109
109
109
ih. 4gm.
ih. lorn.
2h. 28m.
i8m.
o6m.
32m.
ih. O2m.
ih. 32m.
07m.
5om.
ih. 4Om.
2h. 28m.
14m.
2h. o6m.
I3m.
46m.
1877
I 227
2647
266
97
507
1087
i 597
138
828
i 708
2558
183
2 153
215
8 45
Ill
138
148
220
820
229
116
150
147
51
60
60
440
50
435
73
25
21
127
66
61
286
'53
170
97
116
75
64
52
90
196
252
103
62
7i
85
201
81
865
74
87
121
2O5
142
228
89
69
59
2og
91
62
189
3og
no
i6g
207
535
no
97
59
ii5
C.
E.
E.
E.
E.
E.
E.
E.
E.
E.
D. Application of chemi-
cals unsatisfactory
on Run No. 154 ;
chemical meter out
of order.
C. Shut inlet 12.03 A.M.,
E. [outlet 12. II A.M.
E.
E.
E.
E.
3h. osm.
lorn.
2om.
3om.
45m.
ih. oom.
ih. 3om.
3373
131
311
481
75i
i 071
i 581
....
2h. oom.
3h. oom.
3h. i8m.
2 IOI
3241
3491
3h. 49m.
lorn.
2om.
3om.
45m.
ih. oom.
4050
124
324
504
784
I OO4
COMPOSITION OF OHIO RIVER WATER AFTER PURIFICATION.
'37
TABLE No. 4. Continued.
Warren System.
Serial Number.
Collected.
Number
of
Run.
Rate of
Filtration.
I)
1
O
I
Period of
ServiceSince
Last
Washing.
Hours and
Minutes,
Filtered Water Since
Last Washing.
Cubic Feet.
Bacteria per Cubic
Centimeter.
Remarks.
I
h
A 3
<> C
Is
u
ss
_o a
~a "
ob 5
c< o
=6=
i a "
Date.
Hour.
2118
2119
2120
2123
2124
2125
2126
2130
2135
2138
2142
2145
2154
2157
2160
2164
2168
2172
2181
2184
2188
2191
2195
2198
2202
2207
220g
2215
22lg
2223
2228
2233
2236
2241
2246
2249
2254
2258
2261
2266
2270
2275
2280
2285
2288
2293
2298
2301
2309
2312
2313
2314
2315
2316
2317
2318
2319
2321
2330
2333
2336
1896
Mar. 28
" 28
27-28
" 28
" 28
" 28
" 28
" 28
" 28
" 28
" 28
" 28
" 28
28-29
" 29
29
29
29
29
29
29
29-30
30
30
3
3<>
30
31
31
31
April I
" I
" I
" 2
" 2
" 2
3
3
3
4
4
4
6
6
6
7
7
7
8
8
8
8
8
8
8
8
8
8
8
9
9
1.57 A.M.
2.27 '
11.30 P.M. to 2.30 A.M.
3.27 A.M.
4.27 '
4-33 '
2.30 A.M. to 5.30 A.M.
5.30 " " 8.30 "
8.30 ' " 11.30 '
II.3O " " 2.30 P.M.
2.30 P.M. " 5.30 "
5.30 " " 8.30 "
8.30 ' " 11.30 '
II.3O " " 2.30 A.M.
2.30 A.M. " 5,30 "
5.30 " ' 8.30 '
8.30 " "11.30 "
II.3O " " 2.3O P.M.
2.30 P.M. " 5.30 "
5.30 " " 8.30 "
8.30 ' " 11.30 '
II.3O " " 2.30 A.M.
2.30A.M. " 5.30 "
5.30 ' " 8.30 '
8.30 ' " II.3O '
II.3O " " 2.30 P.M.
2.30 P.M. " 5.30 "
9-35 A.M. " 11.30 A.M.
11.30 " " 2.30 P.M.
2-30 P.M. " 5.30 "
q.IS A M. " 11.30 A.M.
11.30 " " 2.30 P.M.
2.30 P.M. " 5.30 "
9.15 A.M. " 11.30 A.M.
II.3O " " 2.30 P.M.
2.30 P.M. " 5.30 "
9.15 A.M. " 11.30 A.M.
II.3O " " 2.30 P.M.
2.30 P.M. " 5.30 "
9.15 A.M. " II.3O A.M.
II.3O " " 2.30 P.M.
2.30 P.M. " 5.30 "
Q.I5 A.M. " 11.30 A.M.
II.3O " " 2.30 P.M.
2.30 P.M. " 5.30 "
9.15 A.M. " II.3O A.M.
II.3O " " 2.30 P.M.
2.30P.M. " 5.30 "
9.30 A.M. " 11.30 A.M.
I2.IO P.M.
12.46 '
12.49 '
12.52 '
12.55 '
12.58 '
I-I3 '
1.28 '
11.30 A.M. to 2.30 P.M.
2.30 P.M. " 5.30 "
9.15 A.M. " 11.30 A.M.
11.32 A.M.
168
168
167 168
18.0
18.0
16.8
18.0
17-5
16.0
17.1
18.1
18.4
19. 1
18.5
18.3
18.0
17-3
17-3
17-9
17.8
16.2
18.9
17-5
17.2
17.9
19.0
17-3
17.1
17.4
17.9
17.8
17.2
17-5
17.8
17.4
16.6
17-8
17.6
17.4
18.4
17.2
18.0
17.0
18.0
18.2
18.2
16.6
18.0
17.0
17.0
18.5
17.2
14.0
18.0
19. o
18.5
18.0
18.0
18.0
18.0
17.4
17-5
17-3
18.0
109
109
102
109
106
97
104
no
in
116
112
III
IC.Q
105
105
109
1 08
98
115
106
104
1 08
H5
104
103
105
1 08
108
104
106
1 08
105
IOI
108
106
105
in
104
109
103
109
no
no
IOI
109
103
103
112
IO4
85
109
"5
112
109
log
IO9
109
105
I O6
104
I0g
ih. 3Om.
2h. oom.
I 494
2 104
107
134
126
1 60
221
2O6
83
77
114
155
169
187
135
21
40
67
46
125
300
69
1 80
52
92
E.
E.
E.
E.
E.
E.
Shut inlet 12.08 P.M.,
toulet 12.24 P-M.
C.
C.
C.
168
168
168
168-169
169
169-170
170-171
171
171-172
172-173
173
173-174
174-175
175
175-176
176
177
177-178
178
178-179
179
179-180
180-181
181
182
182-183
184-185
185
1 86
187 188
3h. oom.
4h. oom.
4h. o6m.
3184
4244
4354
145
113
7
'47
325
635
300
220
270
102
157
205
93
77
76
1 80
87
81
25
37
39
37
25
59
51
124
9'
127
117
93
81
33
53
37
70
1 88
188-189
189-190
190-191
191
192
193
193
194
194
194-195
195
195
195-196
196
196
196
197
197
197
'97
197
197
197
196-197
IQ7
197
197
8h. 04m.
03111.
o6m.
ogm.
I2m.
I5m.
3om.
45m.
8673
38
88
148
198
248
5i8
778
7h. igm.
7738
138
WATER PURIFICATION AT LOUISVILLE.
TABLE No. 4. Continued.
Warren System.
Rate of
V
o
Collected.
Filtration.
&
C
'tSi .
o
5
Number
&
gs.
a
Period of
Service Since
U ^
S
U .
.u
S
of
Run.
jj .
3
8
E
Last
Washing.
l
If
Remarks.
jr
fc *"*
Hours and
^ [> y
a B
"3
Date.
Hour.
.s
.2 ul
*o
Minutes.
SS'- 2
OJ rt 3
'C-
ii =
I
J s
i a
J
E
l u
1896
2337
April 9
11.47 A.M.
197
17.0
103
7h. 34m.
8008
126
2339
" 9
12. 02 P.M.
197
15.0
91
7h. 4gm.
8 198
158
Shut inlet 11.52 A.M.,
* * O
II.3O A.M. to 2.30 P.M.
197198
18 i
III
~. [outlet 12.08 P.M.
2ll
y
198
18.0
IOQ
126
2350
9
10
10.19 A - M -
198
18.0
109
. . . .
6h. 24m.
6798
44
2352
" IO
10.49 '
198
18.0
log
6h. 54m.
7298
51
2354
" 10
ii. ig '
198
18.0
109
7h. 24m.
7838
87
__ - g
* * IO
Q 2O A M to II *3O A.M.
198
17 I
ini
. _
^
2357
" 10
11-49 A.M.
198
*/ J
18.0
log
. . . .
7h. 54m.
8338
86
2359
" 10
13.31 P.M.
igg
18.0
log
0301.
19
32
2360
" 10
12.34 '
igg
18.5
112
o6m.
79
55
2361
" IO
12-37
igg
18.5
112
ogm.
139
47
2362
" 10
12.40 '
igg
18.5
112
I2m.
199
2g
2363
" IO
12-43 "
199
18.5
112
. . . .
I5m.
259
39
2364
" IO
12.58
199
18.0
log
. . . .
3om.
519
16
2365
" IO
I.I3 '
199
18.0
tog
45m.
789
15
2366
" IO
2. 2O '
199
18.0
log
. . . .
ih. 52m.
2 oog
23
"A-T
' ' IO
II.3O A.M. to 2.3O P.M.
I oSIOO
I 7 Q
ino
ift
C.
2370
" 10
3.2O P.M.
igg
* / y
18.0
log
2h. 52m.
3099
2g
2371
" IO
4.2O "
igg
17-5
106
. . . .
3h. 52m.
4149
30
2372
" 10
5.2O "
199
17.0
103
. . . .
4h. 52m.
5 229
44
2-77-2
" IO
2.3O P.M. to 5.3O P.M.
17 "7
IO7
A C
C.
*J 1 J
2377
" II
II.3O A.M.
199
1 / * /
18.0
1V -V
log
7h. 32m.
8 099
t J
" II
g.I5 A.M. to II.3O A.M.
17.8
108
16
C.
238l
" II
I2.OO M.
199
4 / U
18.0
109
8h. O2m.
8 629
16
2383
" II
I2.3O P.M.
igg
18.0
log
8h. 32m.
9119
13
2385
" II
I.OO "
igg
18.0
log
. . . .
gh. O2m.
9709
25
2387
" II
1.30 "
igg
18.0
109
. . . .
gh. 32m.
10 isg
12
rtorvA
14 II
11.30 A.M. to 2.30 P.M.
inn
17.2
TO 1
"
C.
2400
" II
3-45 P.M.
200
i / . *
16.0
97
03m.
10
65
2401
" II
3.48
200
18.0
log
o6m.
60
41
2402
" II
3-51
200
18.0
tog
ogm.
120
62
2403
" II
3-54 '
200
18.0
log
I2m.
170
53
2404
II
3-57
200
18.0
log
. . . .
I5m.
230
37
2406
" II
4.12 '
200
18.0
109
3om.
500
19
2407
" II
4.27
200
18.0
log
. . . .
45m.
770
20
2409
" II
4-57
200
18.0
log
ih. ism.
i 310
19
2411
" II
2.30 P.M. to 5.30 P.M.
200
17.1
104
28
C.
2452
" 20
IO.25 A.M.
20 1
l y . i
26.O
t58
ih. 23m.
2 O20
3
2455
" 20
11.58 "
20 1
26.O
158
. . . .
2h. s6m.
4400
24
2458
" 20
2.54 P.M.
201
27.0
164
. . . .
5h. 52111.
8 goo 48
2463
21
9.30 A.M.
2O2
22.5
136
3om.
622 46
2465
" 21
IO.22 "
2O2
23.O
140
. . . .
ih. 22m.
i 782 59
2468
" 21
12.35 P.M.
2O2
24.0
146
. . . .
3h. 35m.
4 832 64
2472
" 21
1.48 "
2O2
25-0
152
. . . .
.|h. 48m.
6472 96
2475
" 21
2-55 "
2O2
24.0
146
5h. 55m.
80021 147
2479
" 22
g-5i A.M.
2O3
23-0
140
. . . .
5im.
i 136 104
2481
" 22
10.45 "
203
23.0
140
. . . .
ih. 45m.
2356 igi
2484
" 22
12.32 P.M. .
203
23.0
140
. . . .
3h. 32m.
4796 174
2486
" 22
1.22 "
2O3
23-5
143
4h. 22m.
5 916 162
248g
" 22
2.56 "
2O3
22.
133
. . . .
5h. 56m.
8076; 198
2495
" 23
II. 18 A.M.
204
23.0
140
. . . .
33m.
680
53
2497
23
12.47 P.M.
2O4
24.0
146
2h. 02m.
2 760
73
2499
23
2.OO "
204
24.0
146
. . . .
3h. I5m.
4410
107
2502
23
3.02 "
2O4
24.0
146
4!'. I7m.
5830
167
2504
" 23
4-47 "
2O4
24.0
146
. . . .
6h. O2m.
8 240
151
2508
24
g.3i A.M.
2O4
24.0
146
. . . .
7h. i6m.
g 920
356
2510
24
"43 "
204
23.0
140
gh. 28m.
12 960
375
2513
" 24
i.og P.M.
2O4
21-5
130
loh. 54m.
14830
460
2516
24
2.44 "
2O5
23.0
140
4im.
882
220
2518
24
4.41 "
205
23-5
143
2h. 38m.
3572
330
COMPOSITION OF OHIO RIVER WATER AFTER PURIFICATION.
TABLE No. 4. Continued.
Warren System.
'39
Serial Number.
Collected.
Number
of
Run.
Rate of
Filtration
Loss of Head. Feet.
Period of
Service Sine
Last
Washing.
Hours and
Minutes.
Filtered Water Since
Last Washing.
Cubic Feet,
Bacteria per Cubic
Centimeter.
Remarks.
1 Cubic Feet per
Minute.
Million Gallons
per Acre per
Date.
Hour.
2522
2524
252(
2531
253-4
2537
2539
2543
2547
2550
2556
2560
2563
2588
2598
2602
2607
2609
2610
2611
2612
2613
2614
2615
2616
2617
2618
2619
2620
2621
2622
2623
2624
2625
2626
2627
2629
2631
2(332
2633
2634
2635
2637
2639
2641
2642
2643
2644
2645
2646
2650
2656
2659
2661
2663
2670
2693
2702
2712
2718
2721
1896
April 25
" 25
' 25
1 27
' 27
" 27-28
" 28
" 28
" 28
" 28-29
" 29
1 29
' 29
" 29-30
' 30
' 30
' 30
May
Apr. 3O-May I
May
i
' 2
2
' 2
' 2
4
4
' 4-5
5
5
5
10.15 A.M.
12.40 P.M.
1.44 "
9.30 A.M. to 3.30 P.M.
3.30 P.M. " 9.OO "
9.30 " " 3.00A.M.
3.00A.M. " 9.00 "
g.OO " " 3.00 I'.M.
3.OO P.M. " g.OO "
g.OO " " 3.00A.M.
3-OOA.M. " g.OO "
g.OO " " 3.00 I'.M.
3.OO P.M. " g.OO "
g.OO " " 3.OOA.M.
3.OO A.M. " g.OO "
g.OO " " 3.00 P.M.
3.OO P.M. " g.OO "
12.46 A.M.
I. 5 8 "
2.OO "
2.02 "
2.04 "
2.o6 "
2.08 "
2.IO "
2.12 "
2.14 "
2.16 "
2.18 "
2.20 "
2.22 "
2.24 "
2.26 "
2.31 "
2.41 '
2.56 "
g.OO P.M. to 3-00 A.M.
3.56 A.M.
4.56 "
5.56 "
6.56 "
7-56 "
8.56 "
3-OO A.M. to g.OO A.M.
9.56 A.M.
10.56 "
11.56 "
12.56 P.M.
1.56 "
2-43 "
g.OO '
3-45 A.M.
g.OO '
J2.4O P.M.
3.00 "
9.15 A.M. to 3.0O P.M.
3.00 P.M. " 9.00 "
g.OO " " 3.00A.M.
3. 00 A.M. " g.OO "
12.31 P.M.
g.oo A.M. to 3.00 P.M.
205
205
205
206
206-20;
207
207-208
209
209
210
2IO-2II
2II-2I2
212
212-213
213
2O. C
20.(
2O. C
21. :
21.2
20. t
22.3
21. c;
21.8
|20.5
20.5
21.3
23.0
20.3
20. 6
20.8
20.9
21.0
ig.O
24.0
20.0
2O. O
20.
2O. O
20.0
2O. O
21.0
21.
21.0
21.0
21.0
21.
21.0
21.
21.0
21.0
21.4
21.0
21.
21.
21.
21.
21.0
20. 6
20.5
2O.5
2O. O
21.
21.O
14.0
21.5
21.0
) 121
>| 121
> 121
129
128
125
134
133
132
124
124
I2g
I4O
123
125
126
126
127
H5
146
125
125
121
121
121
121
127
127
127
127
127
127
127
127
127
127
129
127
127
127
127
127
127
125
124
124
121
127
127
85
130
127
...
4h. 42m
7h. O7m
8h. nm
6 29:
917:
10465
23
37!
324
143
5oc
55?
Application of chemicals
unsatisfactory on run
No. 208 ; alum meter
out of order.
C.
This series of results on
run No. 215 used in
obtaining the average
bacteria for this run,
but not for the day.
Shut inlet 2.25 P.M., out-
let 2.48 p M.
"rom May 2-9, inclusive,
the results of both
single samples and
those collected by the
sampler were used to
obtain the average
bacteria for days and
for runs.
547
410
390
1057
172
146
95
1 20
76
90
193
187
243
170
199
123
144
144
7i
64
57
86
145
85
94
IOI
53
107
96
98
IOjj
45
53
87
1 08
83
in
132
140
166
158
191
77
95
140
149
183
72
56
43
51
66
214
214
215
215
215
215
215
215
215
215
215
215
215
215
215
215
215
215
215
215
214-215
215
215
215
215
215
215
215
215
215
215
215
215
215
216
217
217
217
217
217-218
218-219
219
219-220
2 2O
2 2O
....
loh. 34m.
O2m.
0401.
o6m.
oSm.
lorn.
I2m.
14111.
i6m.
i8m.
2om.
22m.
24171.
26m.
28m.
30m.
35m.
45m.
ih. oom.
13 136
12
52
92
132
182
222
262
302
352
392
432
472
512
552
602
802
I 012
I 322
2h. oom.
3h. oom.
4h. oom.
5h. oom.
6h. oom.
7h. oom.
2432
3692
4952
6 182
7442
8662
....
8h. oom.
gh. oom.
loh. oom.
nh. oom.
I2h. oom.
I2h. 47m.
5h. 44m.
i8m.
5h. 33m.
gh. I3m.
nh. 33m.
9902
n 162
12352
13652
14862
I57I2
7 188
364
6744
12374
14244
21.
21
21.7
20.5
20-3
20. 6
21.0
20.5
127
127
131
124
122
124
127
124
7h. 5om.
9769
140
WATER PURIFICATION AT LOUISVILLE.
TABLE No. 4. Continued.
Warren System.
Serial Number.
Collected.
Number
of
Run.
Rate of
Filtration.
6
u
fc
d
V
K
*o
J
Period of
Service Since
Last
Washing;.
Hours and
Minutes.
Filtered Water Since
Last Washing.
Cubic Feet.
Bacteria per Cubic
Centimeter.
Remarks.
1
If
ll
U
Million Gallons
per Acre per
24 Hours.
Date.
Hour.
2726
2728
2730
2732
2738
2740
2748
2751
2754
2757
2758
2762
2763
2770
2771
2777
2778
2783
2784
2789
2790
2797
2801
2802
2807
2812
2817
2823
2829
2832
2833
2834
2835
2836
2837
2838
2839
2840
2841
2842
2843
2844
2845
2846
2847
2848
2849
2850
2851
2853
2854
2855
2856
2859
2860
2861
2863
2864
2865
2870
2878
1896
May 5
" 6
" 6
6
" 6
" 6
6
" 6-7
7
7
7
7
7
7
7
'.' 7-8
8
" 8
8
" 8
" 8
8
" 8-9
9
9
9
9
ii
" ii
" ii
" ii
" ii
" ii
ii
ii
" ii
" ii
" ii
" ii
" ii
" ii
ii
" ii
" n
ii
ii
" ii
ii
ii
" 12
" 12
" 12
" 12
" 12
12
" 12
" 12
" 12
" 12
" 12
" 12
3.00 P.M. to g.OO P.M.
12.15 A.M.
g.OO P.M. to 3.OO A.M.
6.OO A.M.
12.20 P.M.
3.OO "
3.OO P.M. to g.OO P.M.
g.OO " " 3.OO A.M.
3.25 A.M.
3.OO A.M. to 9.00 A.M.
9 OO A.M.
3.0O P.M.
g.oo A.M. to 3.00 P.M.
3.OO P.M. " g.OO "
g.OO P.M.
g.oo P.M. to 3.00 A.M.
3.OO A.M.
3.OO A.M. to g.OO A.M.
g.oo A.M.
g.oo A.M. to 3.00 P.M.
3.OO P.M.
3.00 P.M. to g.oo P.M.
g.OO " " 3.OO A.M.
3-OO A.M.
3.OO A.M. to g.OO A.M.
g.oo A.M.
3.OO P.M.
3.OO P.M.
g.oo "
9.51 '
9-53 '
9-55
9 57
9-59 ".
IO.OI
10.03 "
10.04 "
10.05 "
10.07 "
10.09 "
IO.II "
10.13 "
10.15
10.17 "
10.19 "
10.24 "
10.34 '
io-4g '
11.49 '
I2.4g A.M.
1-49 "
2-49 '
3.00 '
3-49 '
4-49
5-49 '
6-49 '
7-49 '
8.45 "
12. OO M.
8.44 P.M.
22O-22I
221
221
222
222
222
222-223
223
224
224
224
224
224
224-225
225
225
225
225-226
226
226
227
227-228
228
228
228-229
229
229
230
230
231
231
231
231
231
231
231
231
231
231
231
231
231
231
231
231
231
231
231
231
231
231
231
231
231
231
231
231
231
231
232
233
21.
21.
21.
21.
21.0
20. 5
20.7
21.0
22.0
2O.g
21.
21.0
21.
21.2
21.
20.8
21.
20. 6
21.
20.
24.0
21.0
20.g
20.5
21.
20.5
20. o
21.0
21.
127
127
127
127
127
124
125
127
133
126
127
127
127
128
127
126
127
125
127
121
146
127
127
124
127
124
121
127
127
Application of chemicals
unsatisfactory on run
No. 227; alum meter
out of order.
Shut inlet 2.53 P.M., out-
let 3.13 P.M.
6h. 55m.
8 876
69
52m.
7h. I2tn.
gh. 52m.
I 076
8846
12 186
35
IOO
52
96
IOO
nm.
216
5h. 46m.
uh. 46m.
7 226
14790
30
....
4h. 3om.
5836
51
loh. 3om.
13 326
167
113
17
4h. 3gm.
5674
osm.
IOO
7h. 4im.
9545
58
5h. ogm.
uh. ogm.
6h. I2m.
I2h. I2m.
O2m.
04111.
o6m.
o8m.
lorn.
I2m
i.jiu
I5m
i6m
i8m
2om
22m
24m.
26m.
28m.
3om.
35m.
45m.
ih. oom.
2h. oom.
3h. oom.
4h. oom.
5h. oom.
$h. nm.
6h. oom.
7h. oom.
Sh. oom.
gh. oom.
loh. oom.
loh. 56m.
2h. urn.
lorn
6482
14 322
7958
15578
13
43
93
133
173
213
253
273
303
343
383
42;
473
513
553
603
713
963
I 243
2483
3733
4973
6283
6443
7503
8713
9913
ii 183
12433
13683
2790
l6<:
43
49
44
41
54
IOO
88
7i
49
49
48
30
33
55
23
32
47
25
33
27
33
36
27
76
48
29
32
31
32
36
41
43
42
73
123
47
21.5
22.0
22.
2O-5
21.
21.0
21.5
22.0
22.0
21-5
21.5
21.0
21.0
21.0
21.0
21.0
21.0
21. C
21. C
21. C
21. C
21. C
21. C
21. C
21. C
20.5
20.5
21. C
21. C
31X1
23. c
130
133
133
124
127
127
130
133
133
130
130
127
127
127
127
127
127
127
127
127
127
127
127
127
' 127
124
124
127
127
127
140
. . .
COMPOSITION OF OHIO RIVER WATER AFTER PURIFICATION.
141
TABLE No. 4. Continued.
Warren System.
Rate of
J
V
Collected.
Filtration.
v
C
i/i .
_y
i
Number
of
4
a
is.
d
(4
Period of
Service Sine*
Last
.;?__.
9 H
3
U u -
ti
1
D
Run.
u .
5 Q "
53
Washing.
> rt k
Remarks.
7.
Ii
Date.
Hour.
U C
=*!
o U E
Hours and
Minutes.
U?^
SSa
s S
y.
is
u
S"
1
-JU
E
m
1896
288c
May 13
2.00 A.M.
233
21. C
127
5h. 26m
6534
44
2884
13
S.oo "
234
21.0
127
3h. sgm
4961
31
2889
13
I.OO P.M.
234
21.0
127
8h. sgm.
u 231
13
2895
13
7.00 "
235
21.5
130
4h. O3m.
5 136
n
2899
14
3.OO A.M.
236
21.0
127
3h. I3m.
3899
10
290.
14
g.OO "
2 3 6
21.0
127
gh. I3m. ii 389
15
290*
14
2.OO P.M.
237
22.0
133
ih. 47m. 2330
18
*
2912
14
8.00 "
237
21.5
130
7h. 47m. g 940
24
2918
15
I.OO A.M.
2 3 8
21.0
127
56m.
i 139
52
2922
15
8.00 "
2 3 8
21.5
130
. . . .
7h. 56m.
9759
59
2926
15
11.00 "
2 3 8
21.5
130
loh. 56m. 13 609
47
2930
15
5.09 P.M.
239
21.0
127
....
4h. 5&m. 6 250
14
2960
15
II. OO "
239
20.0
121
loh. 47m. 13 580
16
2969
" 16
5.OO A.M.
240
21.0
127
3h. I3m.
3162
25
2980
" 16
IO OO "
240
22.5
136
8h. I3m.
9362
17
2991
" 16
3-OO P.M.
240
21. O
127
I3h. 1301.
15652
4
2997
" 18
12.00 M.
241
16.5
IOO
0.6
i6m.
212
103
3004
" 18
3.05 P.M.
241
18.0
109
I.O
3h. 2im.
3372
53
3007
" 18
6.00 "
241
16.5
IOO
1.2
6h. i6m.
6 212
ig2
D.
3012
" 18
9.11 "
242
16.0
97
0.6
I5m.
210
181
3. Application of chem-
3014
18
12. OO "
242
16.5
IOO
0.9
3h. 04m.
3040
152
). icals unsatisfactory
3017
19
3.00 A.M.
242
16.0
97
1.3
6h. <) (MI.
6 no
79
3. on runs Nos. 242
3020
19
4-57 "
243
16.5
IOO
0.6
osm.
33
"7
D. and 243; chemical
3021
19
5-07 '
243
16.5
IOO
0.6
I5m.
223
127
). meter out of order.
3023
19
6.00 '
243
16.5
IOO
0.7
ih. o8m.
i 183
118
D.
3026
19
8.30 "
243
17-5
106
I.O
3h. 38m.
3593
74
D.
3031
19
12. OO M.
243
16.5
IOO
1.5
7h. o8m.
7033
81
D.
3034
19
3.0O P.M.
243
16.5
IOO
2.0
loh. o8m.
9913
98
D.
3040
19
6.00 "
243
17-5
106
2.2
nh. O4m.
10 763
58
D.
3045
19
9-03 "
244
16.0
97
0-3
osm.
88
109
3046
19
9-13 '
244
16.0
97
0.6
I5m.
238
185
3048
19
12.00 '
244
16.5
IOO
0.8
3h. O2m.
3018
4i
3052
1 20
3-OO A.M.
244
17-5
106
1.5
6h. 02m.
6038
40
3056
' 20
6.OO "
244
18.0
109
i.g
8h. 42m.
8688
45
3059
' 20
8.30 "
244
17-5
106
2.2
nh. I2m.
II 148
75
3068
" 20
12.00 M.
244
15.5
94
2.6
I4h. 42m.
14508
116
3071
" 20
3.OO P.M.
244
16.5
IOO
3-6
I7h. 42m.
17348
13
3079
" 20
7-35 "
245
15.0
91
0.7
osm.
93
107
3080
' 2O
7-45
245
17.0
103
0.6
iSm.
243
78
3081
' 2O
g.oo '
245
16.5
IOO
0.8
ih. 3om.
i 533
47
3085
1 20
12.00 "
245
17-5
106
1.2
4h. 3om.
4563
66
3088
' 21
3.OO A.M.
245
18.0
log
1.4
7h. 3om.
7393
57
3092
' 21
6.00 "
245
17.0
103
loh. 3om.
10263
49
3097
1 21
8.30 "
245
17-5
106
2.7
I3h. oom.
12513
62
3103
' 21
12.32 P.M.
246
16.0
97
0.5
osm.
II
III
3104
' 21
12.41 "
246
16.0
97
0-5
1501.
161
2OI
3105
' 21
3.00 '
246
16.5
IOO
2h. 33m.
2491
52
3111
' 21
6.00 '
246
16.5
IOO
I.I
5h. 33m.
5431
42
3"4
' 21
9.00 "
246
17.0
103
1.5
8h. 33m.
10541
I O2
3120
1 22
1.48 A.M.
247
15-7
91
0.5
osm.
97
52
3121
' 22
1.58
247
18.0
log
0.5
I5m.
227
6 7
3122
' 22
3.00 '
247
7-5
106
0.7
ih. I7m.
I 227
17
3126
' 22
6.00 "
247
7-5
106
I.O
4h. 17111.
4127
27
3129
' 22
8.30 "
247
7-0
103
1-3
6h. 47m.
6577
33
3136
' 22
12. OO M.
247
6.5
IOO
1.6
loh. I7m.
10018
41
3139
' 22
2.50 P.M.
247
22.0
133
2.0
I3h. O7m.
12838
22
3144
' 22
3-47 "
248
6.0
97
0.5
o8m.
97
135
3145
' 22
3-52 '
248
6.0
97
0.5
I3m.
177
67
3147
' 22
6.00 '
248
6.0
97
0.6
2h. 2im.
2237
36
3150
' 22
9.00 "
248
7-o
103
0.8
5h. 2im.
5267
48
3154
' 22
12. OO "
248
6.5
IOO
1.2
8h. 2im.
S 127
52
I 4 2
WATER PURIFICATION AT LOUISVILLE.
TABLE No. 4. Continued.
Warren System.
Rate of
i
s
Collected.
Filtration.
E
.c
O
!5
I*
V.
tn i.
Period of
w ^
[j
1
Number
1
a
a
Service Since
Last
CD J3 u
u v
s
of
So!
^"l
v
X
Washing.
J> f. V
& s3
Remarks.
2
Date.
Hour.
Run.
|
y c
|<J
o
Hours and
Minutes.
8"
V C
'E
li
iS.?
o
p
u
S
_
E
s
1895
3157
May 23
3-OO A.M.
2 4 8
16.0
97
1.3
nh. 2im.
ii 017
44
3160
" 23
6.OO "
248
16.5
IOO
1.7
I4h. 2im.
13937
30
3162
23
8.30 "
248
16.0
97
i.g
i6h. 5im. 16 257
24
3174
1 25
12. OO M.
249
ig.5
118
. . . .
ih. 02m. ' i 443
49
3177
25
2.OO P.M.
249
19.5
118
i.i
3h. O2m.j 3 61;
21
3181
1 25
6.OO "
249
20. o
121
2.O
7h. O2m.! 8 46;
39
3184
' 25
8.00 "
249
20. o
121
2-5
gh. O2m.] g 74;
35
3188
: 25
12. OO "
249
20. o
121
3-5
I3h. 02m. 15 513
46
3191
26
2.OO A.M.
249
19.5
118
3-9
I5h. o2m. 17 83;
35
3194
' 26
4.36 "
250
20. o
121
0.6
osm. 107
46
3195
' 26
4.46 (
250
20. o
121
0.7
I5m
357
50
3197
" 26
6.00 "
250
20. o
121
o.g
ih. 2gm.
i 777
30
3202
" 26
8.30 "
250
20. O
121
1.5
3h. 5gm
4707
56
3208
" 26
10.00 "
250
20. O
121
2.2
5h. 2gm.
6557
3212
" 26
2 OO P.M.
250
19-5
118
3-o
gh. 2gm.
"347
29
3215
" 26
4-OO "
250"
20. o
121
3-7
lih. 2gm.
13727
33
3219
" 26
6.05 "
251
18.5
112
0.7
osm.
68
94
3220
" 26
6.15 "
251
ig.o
115
0.7
I5m.
228
37
3221
" 26
8 oo '
251
ig.o
"5
i.i
2h. oom.
2 288
3224
" 26
10.00 "
251
19.5
118
1-5
4h. oom.
4638
39
3228
" 27
2.00 A.M.
251
19.0
115
2.4
8h. oom.
gi88
26
3231
27
4.0O "
251
19.0
115
3-2
loh. oom.
li 488
28
3236
1 27
7.30 "
251
19-5
118
2.O
I3h. 3om.
I57I8
36
3240
1 27
11.51 "
252
19-5
118
0.7
osm.
37
912
3243
1 27
12. OI P.M.
252
20. o
121
0.7
iSm.
347
23
3245
27
3.OO "
252
ig-s
118
1.5
3h. I4m.
3727
19
3255
" 27
6.OO "
252
ig.5
118
2.1
6h. 1401.
7 297
36
3258
" 27
g.oo "
252
20.
121
3-0
gh. 1.4171.
10847
24
3264
" 27
12. OO P.M.
252
20.0
121
3-8
I2h. I4m.
14337
60
3269
" 28
3.09 A.M.
253
ig.o
U5
0.6
osm.
54
63
3270
' 28
3-ig '
253
19-5
118
0.7
ISm.
234
31
3272
28
6.00 '
253
'9-5
118
I.i
2h. 56m.
3374
45
3275
' 28
7-30 "
253
ig.5
118
1.3
4h. 26m.
5094
90
3279
28
IO.OO '
253
ig.5
nS
1.6
6h. 56m.
8174
62
3294
' 28
2.32 P.M.
254
20.0
121
0.7
ISm.
67
247
D.*
3295
' 28
2.32 "
254
2O. O
121
0.7
I5m.
77
207
B.* Collected from weir
8296
' 28
2.42 "
254
2O. O
121
0.7
25m.
267
328
D.* box.
3297
' 28
4.00 "
254
2O. O
121
0.8
ih. 43m.
i 827
340
D.*
3305
" 28
8.00 "
254
20.0
121
1.3
5h. 43m.
6577
185
D.*
3314
" 28
IO.20 "
255
20.
121
o-7
28m.
384
312
D.*
3315
28
12.33 A.M.
256
19.0
IIj
0.6
osm.
45
570
D.*
3324
2g
10.50 P.M.
255
20. o
121
0.8
S8m.
974
680
3.* Shut inlet 10. 48 P.M.,
3325
29
12.43 A.M.
256
ig-5
118
0.7
ISm.
235
325
D.* outlet 10.53 P-M.
3332
29
2.OO "
256
19.0
H5
0.8
ih. 32m.
i 735
220
D.*
3343
29
4-44 "
257
19-5
118
0.7
ISm.
200
157
3355
1 29
7-30 "
257
19.5
118
I.O
3h. oim.
3 520
88
3360
29
12. OO M.
258
20.0
121
o.g
2h. 3im.
2950
8g
3363
2g
2.00 P.M.
258
20. o
121
1.2
4h. 3im.
5 310
139
3367
2g
6.0O "
259
19-5
118
I.O
2h. 3210.
3070
181
3373
2g
8.00 "
259
19-5
118
1.2
4h. 32m.
5490
80
3378
2g
12.00 "
260
19-5
118
0.8
ih. igm.
i 505
293
3386
' 30
2.50 A.M.
261
ig-5
118
0.7
lira.
227
3389
1 30
6.55 "
262
20. o
121
0.8
i6m.
329
246
3399
' 30
IO. IO '
262
19-5
118
1.2
3h. 3im.
4219
92
3402
" 30
12.10 P.M.
263
20.0
121
o.g
07m.
112
93
3406
June i
I2.OO M.
263
21.
127
I.g
6h. 57m.
9322
35
3408
" i
3.OO P.M.
263
2O. O
121
2-5.
gh. 57m.
II952
64
3413
" i
6.OO "
264
23.0
I4O
o.g
3om.
666
31
3415
i
g.oo "
264
23.0
140
1-5
3h. 3om.
4806
5
3420
" i
I2.OO "
265
23-0
140
I.O
5gm.
I 34g
73
3422
" 2
4.00 A.M.
266
22.5
136
I.O
35m.
790
III
Prescribed amount of chemicals insufficient.
COMPOSITION OF OHIO RIVER WATER AFTER PURIFICATION.
TABLE No. 4. Continued.
Warren System.
Rate of
.
g
Collected.
Filtration.
S!
1
y
h
Period of
^c 1
'S
3
(I
h
tft
C I.
jj
Number
S.
d
Service Since
"" ~
i-fe
A
s
Date.
Hour.
of
Run.
SJ
""a
Ill
S
Last
Washing.
Hours and
Sj
SLJ
.s
Remarks.
*
C
JS h
(A
Minutes.
V rt 3
11
'C
Is
~ o. cT
-JU
u
U
s
J
E
n
1895
3425
June 2
6.45 A.M.
267
23.0
140
o.g
ogm.
260
64
3428
" 2
IO.2O "
268
23.0
140
4.0
ih. I2tn.
1656
67
3431
" 2
11.51 "
269
24.0
146
9-7
lorn.
1 80
181
3435
" 2
4.30 P.M.
271
23-5
143
I.O
22m.
568
121
3440
" 2
6.50 "
272
18.0
109
0.7
22m.
325
177
3444
" 2
10.47 "
273
18.0
109
0.7
27m.
414
49
3446
' 3
3.30 A.M.
274
17.0
103
0.7
37m.
529
81
3450
' 3
6.OO ''
274
16.5
IOO
o.g
3h. 0701.
2 849
57
3453
' 3
g.oo "
275
16.5
IOO
ih. 42m.
I 797
77
3457
" 3
12. OO M.
275
17-5
106
I.O
4(1. 42m.
4837
69
3459
" 3
2.OO P.M.
275
16.0
97
1.2
6h. 42m.
6797
71
3461
' 3
2.58 "
275
17.0
103
....
7h. 4om.
7897
61 Shut inlet 2.42 P.M., out-
3462
" 3
4.30 '
276
15-5
94
0.7
ih. oom.
944
36 let 3.00 P.M.
1J.67
' ' 1
6.00 '*
276
17 .O
TO1
1 .0
2n. 3om.
2 424
J*r" /
3471
" 3
g.oo "
A j\j
276
17.0
103
1.2
5h. 3om.
" t^t
5444
38
3475
' 3
10.50 "
276
18.5
112
1.2
7h. 2om.
7304
66
f
3477
1 3
12.00 "
277
16.5
IOO
0.5
osm.
41
28
3480
' 4
12. IO A.M.
277
17.0
103
0-7
I5m.
2OI
33
3481
' 4
3.OO "
277
16.5
IOO
I.O
3h. osm.
3 IOI
25
3486
' 4
6.00 "
277
16.5
IOO
1.2
6h. osm.
5921
26
1480
" 4
7.OO "
277
7h. o5m.
6 Q4I
57
JH V
34gi
*t
" 4
/ w
*/ /
278
ih. ogm.
v yf *
I 119
24
3494
" 4
10.35 "
278
18.0
log
I.O
2h. 44m.
2679
34
3503
" 4
3.52 P.M.
2 7 8
17.0
103
o-7
8h. oim.
8 289
36
3504
" 4
5.52 "
278
15-5
94
2.9
loh. oim."
10 189
39
3508
' 4
8-35 "
279
20. o
121
o.g
46m.
884
28
3534
' 4
12. OO '
279
20.0
121
1.5
4h. urn.
4924
16
3538
" 5
3.2O A.M.
280
19-5
118
0.6
urn.
201
43
3542
" 5
6.0O "
280
19.5
118
i.i
2h. 5im.
3251
33
3546
" 5
g.OO "
280
20.0
121
1-5
5h. 5im.
6 801
63
3553
' 5
4.OO P.M.
28l
23.0
140
1.8
5h. 33m.
7521
87
3558
" 5
IO.OO ''
282
23-0
I4O
1.8
5h. 55m.
6608
40
3585
" 6
2.27 A.M.
283
22.5
136
1-5
3h. 27m.
4522
21
3591
" 6
7.03 "
283
23.0
140
2.1
8h. 03m.
10642
4 6
3598
" 6
7-57 '
284
7-5
45
I.I
O2m.
15
31
3599
" 6
. 7. 57 "
284
O2m.
15
84
3600
" 6
i i ' j i
7-59 '
*"t
284
20. o
121
0.8
55
50
3601
" 6
8.01
284
20. o
121
0.8
o6m.
95 1 34
3602
" 6
8.01 "
284
20 o
121
0.8
o6m.
3603
" 6
8.03 "
284
20. o
121
0.8
o8m.
135
25
3604
" 6
8.05 "
284
20.0
121
o.g
lom.
175
27
3606
" 6
8.07 "
284
25-0
152
o.g
I2m.
225
19
3607
" 6
8.09 "
284
25.0
152
0.9
I4m.
275
14
3608
" 6
S.n "
284
23.0
140
0.9
i6m.
320
16
3609
6
8.13 "
284
23-0
I4O
o.g
i8m.
365
12
3610
" 6
8.15 "
284
25.0
152
o.g
2om.
9
3611
" 6
8.17 "
284
23.0
140
0.9
22m.
460
23
3612
" 6
8.19 "
284
23.0
I4O
o.g
24m.
505
II
3613
" 6
8.21 "
284
22.5
136
o.g
26m.
550
8
3614
" 6
8.23 "
284
22.C
136
0.9
28m.
595
II
3615
" 6
8.25 "
284
23-0
140
0.9
3om.
640
21
3616
" 6
8.27 "
284
23.0
I4O
0.9
32m.
685
14
3617
" 6
8.32 "
284
32-5
136
0.9
37m.
795
16
3618
" 6
8.42 "
284
23-0
I4O
0.9
47m.
i 025
16
3619
" 6
8.57 "
284
22.0
133
I.O
ih. 02m.
I 345
73
3622
" 6
9-55
28 4
23-0
I4O
1-3
2h. oom.
2645
14
3623
" 6
10-55 '
284
23.0
I4O
i.
3h. oom.
3995
27
3626
" 6
n-55 '
284
23.0
140
1.8
4h. oom.
5415
25
3627
" 6
12.55 P-M.
284
23.0
I4O
2.O
5h. oom.
6795
21
3628
" 6
1-55 "
284
23-5
143
2/2
6h. oom.
8 205
36
3631
" 6
2-55 "
284
23-5
143
2-4
7h. oom.
9595
12
144
WATER PURIFICATION AT LOUISVILLE.
TABLE No. 4. Continued.
Warren System.
Serial Number.
Collected.
Number
of
Run.
Rate of
Filtration.
Loss of Head. Feet.
Period of
Service Since
Last
Washing.
Hours and
Minutes.
Filtered Water Since
Last Washing.
Cubic Feet.
Bacteria per Cubic
Centimeter.
Remarks.
V .
*
u e
15 S
3 ^
O
(A u
C V
2 a
" u '
Ou
**
56*
gftl
Date.
Hour.
3634
3656
3659
3668
3671
3675
3681
3684
3687
3692
3697
3704
3711
3718
3W4
3730
3734
3735
3736
3740
3743
3747
3753
3759
3766
3767
3772
3776
378o
3783
3791
3796
3801
3809
3818
3824
3829
3845
3853
3856
3861
3862
3870
3874
3881
3882
3883
3887
3888
3893
3894
3898
3899
3902
3903
3912
3913
39M
3915
1895
June 6
" 9
9
10
" 10
" 10
" 11
" ii
" ii
" 12
" 12
" 13
13
13
13
15
' 15
15
' 15
15
' 15
15
1 16
' 16
16
16
' 17
' 17
' 17
17
" 18
" 18
" 18
' 19
19
19
19
1 20
' 20
' 2O
' 20
" 2O
" 20
" 22
" 22
" 22
" 22
' 22
' 22
' 22
' 22
' 22
' 22
' 22
' 23
1 23
' 23
' 23
3.17 P.M.
12.45 "
5.00 '
II.O7 A.M.
I.OO P.M.
3-30 "
IO.28 A.M.
I.OO P.M.
2.15 "
3.40 '
IO.I8 A.M.
2.40 P.M.
IO.II A.M.
12.58 P.M.
2.53 "
5-28 "
g.OO A.M.
g.OO "
g.OO "
IO.I2 "
12.20 PfM.
2.58 "
4-30 '
IO.22A.M. '
12.55 P-M.
3-25 "
4-30 '
IO.O5 A.M.
12.55 P-M.
2.51 "
4.2O "
IO.O8 A.M.
12.32 P.M.
2-44 "
9.58 "
12.40 '
2.57 "
4.26 '
9.26 A.M.
II. IO "
12.38 P.M.
12.38 "
3.22 "
4.36 "
g.OO A.M.
9.OO "
g.OO "
10.08 A.M.
10.08 "
1. 12 P.M.
1. 12 "
3.00 "
3.00 "
4-56 "
4.56
IO.03 A.M.
IO.O5 "
IO.O7 "
IO.O9 "
284
285
286
286
286
287
287
287
288
288
288
289
289
290
290
291
291
291
292
292
292
293
293
293
293
294
294
294
295
295
295
296
296
297
297
297
2Q8
298
268
298
298
299
299
299
299
299
299
299
299
299
299
299
299
20.
23.0
22. 5
22.0
21.5
22.5
21.5
22.5
22.0
22.5
22. 5
22.5
23.0
22. 5
23.0
23.0
121
140
136
133
130
136
130
I 3 6
133
136
136
I 3 6
140
136
140
I4O
1-3
0.8
1.2
1.6
0.9
I.-
1.8
0.8
I.O
1.4
0.8
1. 1
I.O
i.^
0.8
7h. 22m.
3h. nm.
lorn.
2h. 43m.
4h. 36m.
4401.
j'n. I2m.
6h. 44m.
26m.
ih. 5im.
4h. sgm.
33m.
4h. 34m.
ih. 48m.
3h. 43m.
28m.
10085
3871
186
3656
6316
I 015
5 705
9245
499
2439
6729
689
6 219
2417
5087
563
42
171
159
50
57
40
25
112
16
16
27
53
241
log
48
355
67
216
73
9i
356
4i
42
35
31
28
49
57
81
8g
71
177
43
22
6l
III
61
61
171
77
39
Shut inlet 3.10 P.M., out-
outlet 3.27 P.M.
B. From usual place.*
B. From weir box.*
B. From filtered - water
chamber.*
Shut inlet 12.24 P.M. .out-
let 12.41 P.M.
From filtered - water
chamber,
[chamber. f
B. From filtered - water
B. From weir box.f
B. From usual place. f
3. From filtered - water
chamber.
3. From filtered - water
chamber. [chamber.
3. From filtered - water
Shut inlet 10.03 A.M.
22.5
23.0
23.0
22.
24.0
22-5
23-0
23.0
23-5
22.5
22-5
23.0
23.5
23-5
23.0
22.5
136
I4O
140
133
146
136
I4O
140
143
I 3 6
136
I4O
143
143
I4O
I 3 6
0.9
1.4
O.I
I.;
1.4
0.8
i.'-
1.8
1.8
0.8
'1.2
1.6
0.9
1.2
i-7
0.9
ih. 42m.
3h. som.
5om.
2h. 22m.
4h. 44m.
24m.
2h. 54m.
3h. 59m.
6h. 04111.
32m.
2h. 28m.
3h. 57m.
ih. o8m.
3h. 32m.
$h. 44m.
ih. 23m.
4h. osm.
ih. som.
3h. igm.
4h. 4gm.
36m.
2h. 04m.
2 223
5203
I 130
3240
6 560
439
3969
5479
8449
674
3454
5414
1439
4399
7789
i 737
4662
2315
4495
6999
756
2746
23-0
23.0
I4O
140
I.I
1.3
23.0
24.0
I4O
I 4 6
0.9
1. 1
23-5
24.0
143
I 4 6
1-5
1.6
4h. 48m.
6h. 02m.
6536
8256
77
65
690
78
145
go
70
61
go
IO2
525
75
95
49
56
61
49
20.5
124
ih. o8m.
I 508
23.0
I4O
i-4
4h. I2m.
5738
23-5
143
1.8
6h. oom.
8268
23-5
143
2.O
7h. 56m.
10888
9h. 33m.
gh. 35m.
9h. 37m.
gh. 3gm.
13138
13 168
13 218
13258
15.0
25.0
2O. O
91
152
121
* Collected before the filter was in operation, and after period of rest of 39 hours 30 minutes.
| " < " " " " " ' 39 " 51 "
COMPOSITION OF OHIO RIVER WATER AFTER PURIFICATION.
'45
TABLE No. 4. Continued.
Warren System.
Serial Number.
Collected.
Number
of
Run.
Kate of
Filtration.
Loss of Head. Feet.
Period of
ServiceSinc
Last
Washing.
Hours and
Minutes.
Filtered Water Since
Last Washing.
Cubic Feet.
Bacteria per Cubic
Centimeter.
Remarks.
, s.
Il
C
'Z~
a*
O
'- y
_o 5.
^ u u
Ooa
ijl
!SLa
Date.
Hour.
3916
391;
3918
391?
392C
3921
3924
3926
3930
3935
3938
3942
3943
3947
3954
3964
3977
3973
407
408
408
408
408
4089
4090
409
4092
4093
4094
4095
4096
4097
4098
4099
4104
4ioc
4113
1896
June 23
" 23
" 23
' 23
' 23
1 23
1 23
1 23
23
1 23
' 24
" 24
; 24
24
1 24
; 24
" 25
1 25
' 30
' 3
' 30
' 30
' 3
' 30
' 3
' 3
' 3
' 3"
' 30
' 3
' 30
' 30
' 3
' 30
1 30
' 30
July I
I
" I
" 2
" 2
" 2
3
3
3
3
3
6
" 6
" 6
" 6
" 6
" 6
" 6
" 6
" 6
6
" 6
" 6
10.11 A.M.
10.13 "
IO.I5 "
10.17 "
10.19 "
10.21 "
II.O9 "
1.25 P.M.
3-15 "
5.00 "
IO.I4 A.M.
11.15 "
II. 2O "
12.36 "
3-20 "
4-45 '
9.40 '
9.40 '
9-30 '
9-30 '
11.27
11.29 "
11.32 "
"37 '
11.42 '
11.47 "
11.52 '
u-57 "
12.02 P.M.
I2.O7 "
12.12 "
12.17 "
12.22 "
12.38 "
2.47
4-25
10 22 A.M.
I.I5 P.M.
3-17 "
11.28 A.M.
12.33 P - M -
3-03 "
10.10 A.M.
II. 08 "
1.45 P.M.
3-45
4-52 '
9-00 A.M.
g.OO "
g.OO "
2.26 P.M.
2.31 "
2.36 '
241 "
2.46 '
2.51 "
2.56 '
3.OI "
3.06 "
299
299
299
299
299
299
300
300
300
300
300
300
300
301
301
301
301
301
301
302
302
302
302
302
302
302
302
302
302
302
302
302
302
303
303
304
304
306
306
37
308
308
39
310
310
3"
311
3"
3"
.3"
3n
311
3"
3"
20. (
20. C
20. C
20. C
20. C
20. C
22.=
23-:
23.C
23. c
23-5
121
121
121
121
121
121
I 3 6
143
I4O
I4O
143
0.8
1.2
1-7
I. g
1.9
gh. 4im
gh. 43m
gh. 45m
gh. 47m
gh. 4gm
gh. 5im
2om
2h. 36m
4h. 26m.
6h. nm.
7h- 55m.
8h. 56111.
1329!
I333i
1337:
1340!
1343*
1347:
495
SOS:
622 =
873S
10 895
12382
! 83
! 106
92
150
72
92
560
410
58
132
330
345
275
240
195
Shut outlet IO.22 A.M.
Shut outlet 11.15 A.M.
B. From filtered - water
chamber.
[outlet 9.54 A.M.
Shut inlet 9.37 A.M.,
{B. From filtered-water
chamber.
B. From filtered - water
chamber.
[chamber.*
i. From filtered water
3. From usual place.*
3. From weir box.*
23.0
23.0
23.0
140
I4O
140
0.8
1-3
1-5
38m.
3h. 22m.
4h. 47m.
6h. I2m.
713
4593
6493
8393
52
82
41
37
57
51
33
21
28
28
42
26
25
50
42
29
51
62
40
25-
155
0.8
osm.
57
26.0
26.0
23.0
23.0
23.0
23.0
24.0
22.0
23. c
23.0
23.0
23.0
23.0
23.0
23.0
23.0
23-5
23-5
24.0
23.0
23.0
23.0
23-5
22.5
23.0
158
158
140
140
I4O
140
146
133
140
140
I4O
I4O
140
I4O
I4O
140
143
143
I 4 6
140
140
140
143
136
140
0.8
0.8
0.9
0.9
o.c
0.9
o.c
o.c
o.c
o.c
0.9
0.9
i.i
0.8
i.i
0.6
i.i
0.9
I.O
i.i
i.i
I.O
0-7
0.8
lorn.
I5m.
2om.
25m.
3om.
35m.
4om.
45m
5om.
55m.
ih. oom.
ih. i6m.
3h. 25m.
37m.
3h. o6m.
43m.
2h. 45m.
nm.
ih. i6m.
ih. 28m.
2h. 32m.
3h. 30m
ih. 42m.
O7m.
ih. i |in.
217
347
497
617
727
837
897
967
1047
i 167
i 307
i 667
4657
788
4228
934
3774
159
i 699
1950
3493
4823
3443
"7
I 607
4122
4131
4M7
4151
4156
4164
4167
4186
4196
4'97
4202
4203
4204
4216
4217
4218
4219
4220
4221
4222
4223
4224
49
130
105
81
57
76
18
167
178
18
122
1 86
145
112 i
77
42
42
40
38
52
21.0
22.0
22.5
22-5
22. 5
22.5
22.5
22. 5
23.0
127
133
136
I 3 6
136
136 .
I 3 6
136
140
0.8
0.8
0.8
0.8
0.8
0.8
0.8;
0.9'
0.9
osm.
torn.
I5m.
2om.
25m.
30m.
35m.
4om.
45m.
55
135
255
355
465
565
705
8i5
945
* Collected before the filter was in operation, and after the period of rest of 63 hours and 30 minutes.
i 4 6
WATER PURIFICATION AT LOUISVILLE.
TABLE No. 4. Continued.
Warren System.
Rate of
S
O
Collected.
Filtration.
C
c/5 .
u
5
s
Number
i
JS.
o
Period of
ServiceSince
Last
if*
*j v
e
of
Run.
u
""
U
E
Washing.
^j
Remarks.
|
h. 2
^ ft
Hours and
1 .8
rt
Date.
Hour.
3
U C
i i
Minutes.
fee 1
c
Is
is.?
i:,j(j
0(J
u
I
pa
1896
4225
July 6
3.11 P.M.
3"
23.0
140
0.9
5om.
1065
63
4226
" 6
3.16 "
3"
23.0
140
I.O
55m.
1185
46
4227
6
3.21 "
311
22.5
136
I.O
ih. oom.
i 295
36
4228
" 6
3.26 "
3"
22.5
136
I.O
ih. O5m.
1405
31
4230
" 6
3-51 "
3"
23.0
140
I.I
ih. 3om.
2005
39
4233
" 6
4.21
23.0
140
I.I
2h. oom.
2705
26
4240
6
5-25 "
311
22.0
133
1.2
3h. 04111.
4175
54
4245
" 7
IO.OO A.M.
311
23.0
140
1.4
4h. ogm.
5685
55
4252
7
I.OO P.M.
312
22.5
136
0.8
i8m.
33
112
4255
7
3-00 "
312
23.0
140
i.i
2h. i8m.
3253
46
4259
7
5-13 "
313
23.O
140
0.8
lorn.
1 60
114
4266
" 8
IO.55 A.M.
313
23.0
140
i.i
2h. 22m.
3350
51
4267
" 8
12.35 P.M.
314
22.0
133
0.8
o6m.
88
118
4271
8
3-5 "
314
22.0
133
1. 1
3h. 2im.
4438
47
4274
" 8
5.00 '
315
22.
'33
0.8
14111.
232
62
4279
" 9
IO.20 A.M.
315
22.5
136
I.O
2h. 04m.
2 622
39
4282
9
12. II P.M.
315
22.0
133
1.3
3h. 55m.
5 232
52
4285
9
I.O9 "
316
lg-5
118
0.7
05m.
53
9
4286
9
1.14 "
316
21.5
130
0.7
torn.
143
20
4287
9
I.I9 "
316
22.
133
0.8
I5m.
263
55
4288
9
1.24 "
316
22.5
136
0.8
2om.
373
5i
4289
9
1.29 '
316
23.5
143
0.8
25m.
483
74
4290
9
1-34 '
316
22.5
136
0.8
3om.
603
46
4291
9
1-39
316
22.5
136
0.8
35m.
7'3
82
4292
9
1.44
316
23.0
140
0.9
4001.
823
58
4293
9
1-49 '
316
22.5
136
0.9
45m.
943
39
4294
9
1-54 '
316
23.O
140
0.9
5om.
053
58
4295
9
1-59 "
316
23.0
140
0.9
55m.
173
52
4296
9
2.04 '
316
23.0
140
I.O
ih. oom.
283
24
4297
9
2.09 "
316
23.0
140
I.O
ih. osm.
513
64
4298
9
2.24 '
316
23.5
143
I.I
ih. 2om.
773
42
4299
9
2-39 '
316
23.0
140
I.I
ih. 35m.
2 113
33
4300
9
2.54
316
23.0
140
I.I
ih. som.
2 553
37
9
3-og '
316
23.0
140
I.I
2h. osm.
2913
79
430ia
9
3-24 '
316
23.O
140
1.2
2h. 2om.
3163
45
4305
9
3-39 "
316
22.0
133
1.2
2h. 35m.
3 513
40
4306
4308
4314
9
9
10
3-54
4.09 '
11.07 A.M.
316
316
317
23.0
19. o
22.5
140
"5
136
1.2
1.2
2h. som.
3h. 0501.
2h. 49111.
3943
4183
3693
75
143
54
Shut inlet 4-O7P.M., out-
let 4.24 P.M.
4317
" 10
I.OI P.M.
317
22.0
133
1.6
4h. 43m.
6283
'37
4320
10
3-10 "
3i8
23.0
140
I.I
ih. igm.
i 708
25
4323
" IO
5-05 "
318
24.5
149
1-5
3h. 1401.
4378
69
4328
" II
IO.3I A.M.
318
22.5
136
1.8
5h. icm.
6988
41
4333
" II
12-59 P - M -
319
22-5
136
I.I
ih. oim.
i 469
36
4346
" II
3-12 "
319
23.0
140
1-5
3h. I4m.
4639
43
4367
" 13
IO. IO A.M.
320
22.5
136
O.I
ih. lorn.
i 508
53
4370
" 13
11.44 "
320
23.0
140
1.2
2h. 44m.
3658
20
4375
" 13
3.33 P.M.
321
23.0
140
0.8
3om.
639
42
4376
13
5-08 "
321
22-5
136
i.i
2h. osm.
2819
140
4396
14
IO.I8 A.M.
321
23.0
140
1.2
3h. 45m.
6h. 32m.
5 139
8 919
31
51
Shut outlet 1.05 P.M.
4409
4422
'4
14
I.O5 PM.
3-21 "
322
22.0
133
I.I
ih. 54m.
2538
17
4424
14
4.55 "
322
23.0
140
1.4
3h. 28m.
4728
4442
" 15
I. II
323
23.0
140
O.g
35m.
732
16
4443
15
2.04 '
323
23-5
143
I.O
ih. 28m.
1972
37
4448
15
3.12 "
323
23-0
140
1.2
2h. 36m.
3562
37
4456
" 16
9-35 A.M.
324
22-5
136
O.g
35m.
686
34
4459
16
11.04 '
324
23.0
140
I.I
2h. 04m.
2756
5726
15
4469
" 16
T.II P.M.
324
23.0
140
I . ^
4 n I I Hi .
[&\J
4477
" 16
2.54 "
325
22.5
136
0.8
jom.
184
17
4478
" 16
2.59 '
325
22.0
133
0.8
I 5 m.
273
32
COMPOSITION OF OHIO RIVER WATER AFTER PURIFICATION.
147
TABLE No. 4. Continued.
Warren System.
Rate of
u
u
Collected.
Filtration.
CL,
%
u
3
j
Number
s.
is.
g
Period of
Service Since
u **
3
U .
g
of
Run.
s .
EC
8
Last
Washing.
&^
sLs
Remarks.
fe. **
<J C
Hours and
"D * u
.a .
"3
Date.
Hour.
3
U C
fA
"
Minutes.
Ssl
o w
1
li
L>
a
2
E
m
1896
4479
July 16
3.04 P.M.
325
22.
133
0.8
20m.
374
69
4480
" 16
3.09 "
325
22.0
133
0.9
25m.
504
47
4481
" 16
3-14 '
325
23.0
140
o.c
3Om.
614
33
4482
" 16
3-19 '
325
23.0
140
o.c
35m.
724
38
4483
" 16
3.24
325
22.5
136
o.c
4Om.
844
30
4484
" 16
3-29 '
325
22.5
136
o.c
45m.
954
59
4485
" 16
3-34 '
325
23-5
143
I.O
5om.
1074
40
4486
" 16
3-39 '
325
23.0
140
I.O
55m.
I 184
18
4487
" 16
3-44
325
23.0
140
I.O
ih. oom.
1304
27
4488
" 16
3-59 '
325
23.0
140
I.O
ih. I5m.
1654
23
4489
" 16
4.14 '
325
23.0
140
I.I
ih. 3Om.
I 994
II
4490
" 16
4.29 '
325
23.0
140
I.I
ih. 45m.
2344
33
4493
" 16
4-44 '
325
23-0
140
1.2
2h. oom.
2694
17
4494
" 16
4-59 '
325
23.0
140
1.2
2h. ism.
3054
15
4497
" 16
5.14 '
325
23.0
140
1-3
2h. 3om.
3394
29
4498
" 16
5.29 '
325
23.0
140
2h. 45m.
3744
35
4503
" 17
2-37 '
325
23-5
'43
i-3
3h. 46m.
5 124
ii
4525
" 18
11.37 A.M.
326
22-5
I 3 6
O.g
3im.
708
23
4546
" 18
1.52 P.M.
326
23.0
140
1.2
2h. 4601.
3728
23
4563
" 18
5.12 "
327
23-5
143
I.I
ih. I7m.
1683
4570
" 20
11.07 A.M.
327
22-5
136
1-4
3h. 42m.
4983
22
4575
" 20
1.48 P.M.
328
23.0
143
0.8
l6m.
305
5
4576
" 20
3-24 "
328
23.0
143
i.i
ih. 52m.
2515
21
458i
" 2O
5.12 "
328
21.5
130
3-6
3h. 4om.
4955
48
4603
" 21
11.07 A.M.
328
23-5
143
1.8
6h. osm.
8195
93
4608
' 21
I.I4 P.M.
329
23-5
143
I.O
ih. urn.
I 562
57
4613
1 21
3.19 "
329
23.0
140
1-4
3h. i6m.
4512
86
4616
" 21
5-10 '
330
22.5
136
0.9
29111.
616
217
4619
" 22
II. O2 A.M.
330
23.0
140
i.i
2h. 38m.
3 626
383
4627
" 22
3-47 P.M.
332
23.0
140
o.g
55m.
I 236
818
4633
" 22
4.52 '
332
23.0
140
i.i
2h. oom.
2756
1055
4637
' 23
II. 16 A.M.
333
21.0
127
o.g
5om.
939
367
4643
' 23
12.54 P-M.
333
23.0
140
I.I
2h. 28m.
3 109
420
4645
' 2 3
3.09 "
334
23.0
140
I.O
44m.
875
916
4649
" 23
4-59 '
335
17.0
103
0.8
I5m.
143
68s
4682
' 24
1.32 '
336
15.5
94
0.6
2om.
225
288
4689
' 24
4.20 '
337
15.5
94
0.7
lom.
101
900
4690
' 24
4-30 "
337
16.0
97
0.7
2om.
361
1300
4691
' 24
4.40 '
337
16.0
97
0.8
3om.
421
2000
46913
' 24
4-50 '
337
6.0
97
0.8
4Om.
57i
25OO
4692
' 24
5.00 '
337
16.5
too
0.9
5om.
731
2200
4695
' 24
5.10 '
337
16.0
97
o.g
ih. oom.
891
392
4696
' 24
5-25 '
337
5-5
94
I.O
ih. ism.
i 131
1034
Shut inlet 5. 20 P.M., out-
1 ~O^
' 25
II.O5 A.M.
-, ., ^
7 O
ih. i MIL
i 086
let 5.30 P.M..
4710
" 25
I.I7 P.M.
338
/ w
15-0
9'
2.2
3h. 3om.
2906
4l6
4712
1 25
3-15 "
339
13-0
79
2.O
43m.
508
378
4715
' 25
4-43 '
339
4.0
85
4-0
2h. inn.
i 698
504
[chamber.*
4722
1 27
g.OO A.M.
I
3. From filtered-water
<+ / **
4723
" 27
g.OO "
g
i. From usual place.*
" 27
9.25 "
22
J. From filtered-water
4727
" 27
11.49 "
341
14-5
88
0.8
3gm.
533
26
chamber.
4732
" 27
2.II P.M.
341
16.0
97
0.7
3h. oim.
2?6 3
268
4733
" 27
3.02 "
341
ig.o
"5
0.9
3h. 52m.
3623
624
4753
" 28
9-45 A.M.
343
22.
133
0.9
I5m.
226
61
4754
" 28
9-50 '
343
23-5
143
I.O
2(1111.
336
394
4755
" 28
9-55
343
23-5
143
I.O
25m.
446
"3
4756
" 28
IO.OO '
343
23-5
143
I.O
30m.
566
36
4758
" 28
10.05 "
343
23-5
143
I.O
35m.
696
44
4759
" 28
IO. IO "
343
23-5
143
I.O
4om.
816
53
4760
" 28
10.15 "
343
23.0
140
I.O
45m.
916
60
* Collected before the filter was in operation, and after a period of rest of 40 hours and 7 minutes.
WATER PURIFICATION AT LOUISVILLE.
TABLE No. 4. Continued.
Warren System.
Rate of
.
u
Collected.
Filtration.
u
c
u
.
t-
Period of
< ci
3
u
V
Number
0.
o w
-d
Service Since
v - *j
U ^
1
of;
Run
X ,i
.
3
V
tC
Last
Washing.
IP
.
Remarks.
z
Date.
Hour.
$
c<! "
Hours and
a*
n 1
-r
u c
o X
"o
Minutes.
gs|
'Ee
jj
Is
= c.3
1
S T
|o
in
u
S
J
',"
1896
4761
July 28
10.20 A.M.
343
23.0
140
I.o
5om.
i 046
66
4762
" 28
10.25 "
343
23.0
140
I.O
55m.
i 156
78
4763
28
10.30 "
343
23.0
140
.0
ih. oom.
i 266
77
4765
" 28
10.45 "
343
23.0 140
.0
ih. ism.
1606
31
4766
" 28
11.00 '
343
22.5 136
.1
ih. 3001.
i 956
40
4769
" 28
u. 15 "
343
22.5 136
.0
ih. 45m.
2396
21
4771
" 28
11.30 '
343
22.5
136
.1
2h. oom.
2 636
59
4773
" 28
H-45 "
343
23-5
143
.2
zh. ism.
2986
29
4774
" 28
12. OO M.
343
23.5
143
-3
2h. 3om.
3336
27
4776
" 28
12.15 P.M.
343
23.0
140
-3
2h. 45m.
3686
53
4777
" 28
12.30 "
343
23.0
140
-3
3h. oom.
4046
52
4779
" 28
12.45
343
23.0
140
-4
3h. ism.
4376
61
4780
" 28
I.OO "
343
23.0
140
4
3h. 3om.
4746
25
4784
" 28
1. 15 "
343
23.0
140
-4
3h. 45m.
5096! 31
4785
" 28
1.30 '
343
22.5
136
. 5
4h. oom.
5416! 46
4787
" 28
2.OO "
343
23.0
140
.6
4h. 3om.
6146
14
4789
" 28
2.30 "
343
21.0
127
7
5h. oom.
6826
18
4792
" 28
3.00 "
343
21.0
127
7
5h. 30m.
7476
33
4795
" 28
5.02 "
344
21-5
130
t c
I7m.
254
18
4830
" 29
II. IO P.M.
344
22.5
136
.1
2h. 55m.
4024
51
4844
29
1.25 "
345
22.0
133
. i
ih. ism.
i 601
90
4852
29
2.56 "
345
22.0
133
.:
2h. 46m.
3661
IO
4862
29
5-05 "
345
23.0
140
.6
4h. 55m.
6581
58
4869
30
I.I9 '
346
23-5
143
.0
37m.
774
12
4870
30
3-43
346
23-5
M3
.;
3h. oim.
4134
15
4882
31
Il.Og A.M.
347
22.5
136
. 2
2h. ogm.
2874
25
4887
" 31
1.58 P.M.
347
22.
136
7
4h. 58m.
6764
7
4893
31
3-44 "
347
23-5
143
2.0
6h. 44m.
9274
66
Jewell System.
1895
2
Oct. 21
IO.47 A.M.
i
2C o
IOI
76
3
" 21
12^30 P.M.
2
my .v
27m.
/ w
C2
4
" 21
3.46 "
2
....
3h. 43m.
j*
38
8
" 22
9-45 A.M.
2
26.0
105
. . . .
4h. 28m.
6405
14
9
" 22
11.25 "
2
28.0
114
. . . .
oh. o8m.
8465
42
13
" 22
1-34 P.M.
2
22.
89
8h. I7m.
II 425
66
M
" 22
1.47
2
2.3-5
95
Sh. 3om.
11697
62
Agitated surface of sand
15
" 22
3-05
3
28.0
H4
i8m.
504
84
layer at 1.39 P.M.
'7
" 22
4.00 '
3
28.0
114
ih. I3m.
I IIO
49
20
" 2 3
9.28 A.M.
3
30.0
122
2h. O2m.
2782
no
22
23
10.57 "
3
3O.O
122
3h. 3im.
5319
55
24
23
11-53 '
3
29.0
118
....
4h. 27m.
7088
53
26
23
1.20 P.M.
3
29 o
118
. . . .
5h. 54tn.
9496
56
28
1 23
2.30 "
3
28.5
116
7h. O4m.
"475
42
30
23
4.17 "
3
29.0
118
....
8h. sim.
15 104
38
33
' 2 3
5.2O "
3
9h. 54m.
16 81; ;
an
3
24
12.12 "
J
3
29.0
118
....
loh. 52111.
1 u W D j
18423
JV
77
40
24
1.30 "
3
29.0
118
....
I2h. lom.
2O 710
67
45
24
4.06
3
29.0
118
....
I4h. 46m.
25097
52
47
24
5-12 i'
3
1 5h. 52111.
27 O22
AQ
49
" 25
9-53 A.M.
J
3
30.0
122
loh. 32m.
28 105
H\J
34
5i
1 25
11.07 "
3
29.0
118
I7h. 46m.
30324
24
53
25
12.05 P.M.
3
26.O
105
....
l8h. 44m.
31 908
28
56
' 25
1.32 "
3
23.0
93
2oh. nm.
33948
27
58
1 25
2.52
4
30.0
122
. . . .
25m.
786
28
59
1 25
3-30 '
4
30.0
122
....
ih. 03111.
1971
36
63
25
4-27
4
28.0
114
....
2h. oom.
3 ''38
29
65
" 26
10.52 A.M.
4
20. o
8l
....
4!]. 141)].
7 H5
10
68
" 26
1.03 P.M.
5
26.0
105
ih. I3m.
i 951
32
?o
" 26
4-35 "
5
25.0
IOI
4h. 4jm.
5785
12
COMPOSITION OF OHIO RIVER WATER AFTER PURIFICATION.
149
TABLE No. 4. Continued.
Jewell System.
1
E
55
"S
1
72
78
80
92
94
95
98
107
log
110
"4
"7
119
123
"5
127
129
'47
148
152
156
170
171
'79
184
1 86
187
190
192
194
'95
198
20 1
203
207
209
213
217
220
225
226
229
232
235
236
237
238
239
240
243
244
245
246
247
248
2513
2510
252
253
256
257
Collected.
Number
of
Run.
Rate of
Filtration.
S
ft,
S
V
S3
"3
_1
Period of
Service Since
Last
Washing-.
Hours and
Minutes.
Filtered Water Since
Last Washing.
Cubic Feet.
Bacteria per Cubic
Centimeter.
Remarks.
S.
l{
u e
|i
~j
= S!
&
i 2
2<J
U I
isu
Date.
Hour.
1895
Oct. 28
" 29
' 29
" 30
' 30
' 30
' 30
' 3i
' 31
' 31
Nov. I
" I
" I
" 2
" 2
" 2
" 2
;; 5
;; s
" 7
7
7
7
" 7
7
7
/
" 8
" 8
" 8
" 8
" 8
" 9
9
9
ii
II
" ii
" 11
" 12
" 12
" 12
" 12
" 12
" 12
" 13
13
' 13
1 13
13
1 13
1 14
14
14
M
1 '5
'5
10.54 A.M.
12.05 P - M >
1-55 "
3-'7 '
3-50 "
4.18 '
5-25 "
1-43 '
2.38 "
4.16 "
1.52 "
4.00 '
4-30 "
II. O2 A.M.
12.27 P.M
1.23 "
3-27 '
11.04 A.M.
11.24 "
12-54 P.M.
3-57 "
lO.JO A.M.
11.20 "
I.I3 P.M.
1.59 "
2.09 "
2.18 "
2.36 "
.2.50 "
3.09 "
3-32 '
II .OO A.M.
12.35 P - M -
I. 12 "
2.23 "
2.46 "
II .30 A.M.
I . l8 P.M.
2.27 "
9.17 A.M.
9.50 "
1 1 . 06 '
2.50 P.M.
IO-44 A.M
II.O5 "
11-35 "
12.00 M.
I.I5 P.M.
3.10 "
g.2O A.M.
9-50 "
IO.27 "
11.27 "
I. 18 P.M.
2.52 "
9.O2 A.M.
9.50 "
I2.OO M.
3.OO P.M.
IO.5O A.M.
12.55 P-M.
5
e
5
6
6
6
6
6
6
6
6
7
7
7
7
7
7
7
7
7
7
7
7
7
8
8
8
8
8
8
8
8
8
8
9
9
9
9
9
9
9
9
9
10
IO
10
10
10
10
IO
IO
IO
10
IO
IO
IO
10
10
II
II
II
I'll, i cjtn.
8h. 3gm
loh. 2gm.
8916
10507
12 776
772
I 585
1998
2926
6527
7 600
go6i
n 790
600
I35i
4906
7309
8 846
10547
14362
14874
17241
20531
22002
22 7&I
25432
59
334
549
I 012
1355
i 852
2439
4878
7077
7845
303
842
2534
5 244
6863
8469
9267
10772
15 681
43
640
1411
2040
4 212
6527
10308
10857
II 764
13 2go
15783
18 105
1950S
20482
23763
2390
8 167
11417
40
54
20
2
4
2
3
13
16
16
ii
27
14
17
28
23
38
520
'38
68
1 02
540
268
186
182
124
J 34
156
132
"33
178
192
222
193
107
226
128
128
'57
I 100
864
3gfc
igf
1356
178
308
283
260
244
106
136
106
104
74
140
172
116
82
68
92
Sterilized filter on this day.
Agitated surface of sand
layer at 2.38 P.M.
Agitated surface of sand
layer at 11.22 A.M.
Agitated surface of sand
layer from 10.42 A.M. to
1.56 P.M.
Agitated surface of sand
layer all day, Nov. n.
26.0
21.0
24.0
24.0
24.O
27.0
22.
16.0
14.0
21.0
28.0
28.0
32.O
3O.O
2&.0
27.0
27.O
27.O
27.O
28.0
26.O
24.0
22.
26.O
25.O
105
85
97
97
97
109
89
65
57
85
H4
114
130
122
105
109
109
109
log
114
105
97
8g
105
IOI
02m.
I 2111.
2im.
3gm.
53m.
ih. 12m.
Ih. 35m.
2h. 2im.
3h. 56m.
4h. 33m.
urn.
34i-
ih. 41111.
3h. 2gm.
4h. 38m.
5h. 5601.
6h. 2gm.
7h. 45m.
Illl. 2' IIIl.
O2m.
23m.
53m.
ih. i8m.
2h. 33m.
4h. 28m.
oh. 54m.
7h. 24m.
8h. oim.
gh. oim.
loh. 52tn.
I2h. 26m.
I3h. ism.
I4h. O3m.
i6h. I3m.
ih. 43m.
5h. 3gm.
7h. 44m.
24.0
24.0
24.0
25.0
27.0
2O.
21 .O
25.0
25.0
26.0
29.0
24.0
25.O
24.0
24.0
21.0
25.0
25.0
25.0
25.0
25.0
25-0
24.0
24.0
25-0
23.0
2O. O
24-5
97
97
97
IOI
109
81
85
IOI
IOI
105
118
97
IOI
97
97
85
IOI
IOI
IOI
IOI
IOI
IOI
97
97
IOI
93
81
99
...
25.0
24.0
25.0
24.O
23.O
IOI
97
IOI
97
93
'5
WATER PURIFICATION AT LOUISVILLE.
TABLE No. 4. Continued.
. Jewell System.
Rate of
4*
V
Q
Collected.
Filtration.
U
hi
Q
v> .
u
15
*
IJ
*-
f *.
Period of
h
a
X
Number
D.
1 -
a
Service Since
V ,;; .
U u
O
3
of
Run.
V .
- u
^ " f
o b 5
V
EC
Last
Washing.
rt u
> 2 u
>2\X.
SS
a s
Remarks.
z
Date.
Hour.
(L.S
O C
C< T
o ^.1
*o
Hours and
Minutes.
K^
j|.3
V S
1
li
= 5U
|
1-3(3
15
V
V)
u
z
iJ
X
CQ
1895
258
Nov. 15
3.29 P.M.
II
22.
89
loh. l8m
14961
86
261
" 16
IO.35 A. M.
1 1
; o
IOI
1 8 267
116
261
" 16
I2.OO M.
II
f, 3 . \j
2*, O
IOI
20 ^Sj.
112
*v^
ofij.
" 16
32-1 p M
II
*3*
IOI
f.\j 3<J^
146
V<|
oft?
" 18
. ft J *r . Hi .
9.4! A.M.
II
25 .O
IOI
28 IT?
276
* /
268
" 18
I I.OO *'
II
24.
07
* * j /
SO T2J
/**
1 68
260
" 18
12-35 P.M.
1 1
C| . w
24 O
y /
O7
JW 1 f.t\
32 ^2C
116
4uy
27O
" 18
3nc "
II
*t ' w
2^ O
y /
IOI
J* J^y
^6 118
08
*/**
27-3
" TQ
U D
9.30 A.M.
II
3**
24. 5
oo
j v * j 1 -'
27 271
y u
^18
*/ J
27/1
*y
41 IQ
10. 20 "
II
24. o
yy
Q7
j I ** / *
38 JOT
J AU
TfiS
mfq
277
x V
1 2O
12.31 P.M.
12
25.0
y /
IOI
2im
jw n v j -
412 304
278
" 2O
12.51 "
12
25-0
IOI
4im
984 294
279
" 20
1.05 "
12
25.0
IOI
...
55m
i 276
54
280
" 20
1. 2O '
12
25.0
IOI
ih. xom.
1 714
68
281
" 20
2.30 "
12
25.0
IOI
2h. 2om.
1 909
49
284
" 21
9-22 A.M.
12
24.5
99
....
4h. oim.
6 117
142
285
" 21
IO. IO "
12
24.0
97
4h. 49111.
7237
72
286
" 21
I2.O3 P-M.
12
25.0
IOI
6h. 42m.
10061
76
287
' 21
2.00 "
12
25.0
IOI
....
8h. 39m.
13072
50
290
' 22
2.22 "
12
24.0
97
lib. o6m.
16687
90
291
' 22
3-32 "
12
25.0
IOI
....
I2h. i6m.
18487
36
294
23
g.2I A.M.
12
26.0
105
....
I2h. 32m.
I933I
394
295
23
10.24 "
12
26.0
105
I3h. 35m.
21 046
44
296
23
I.I5 P.M.
12
24.0
97
. . . .
i6h. i8m.
24837
58
299
" 2 3
3-40 "
12
20.0
81
i8h. 26m.
27 4O2
77
301
" 25
9-45 A.M.
12
19- 5
79
....
l8h. 43m.
28 O02
378
35
25
IO.4O '
12
20.0
81
igh. 38m.
28 927
420
37
1 25
11.45 A.M.
13
25.0
IOI
O7m.
175
440
308
1 25
n-55 "
13
25.0
IOI
. . . .
I7m.
413
368
39
25
I2.O5 P-M.
13
24-5
99
. . . .
27m.
622
364
310
1 25
12.15 "
13
24.0
97
37m.
848
39
312
1 25
1-35 "
13
24.0
97
....
ih. 57m.
2605
366
3M
1 25
3.20 "
13
26.0
105
3h. 42m.
5356
484
320
26
g.22 A.M.
13
27.0
109
. . . .
4h. o8m.
6460
748
321
26
10.15 "
13
25.0
IOI
5h. oim.
7474
5"
323
26
11.27 "
13
24.0
97
6h. 13111.
9204
664
i
325
' 26
1.48 P.M.
13
24.0
97
8h 34m.
12 664
394
328
' 26
3-IS "
13
23.0
93
. . . .
loh. oim.
14633
386
33i
' 27
9-20 A.M.
13
25.0
IOI
loh. 3601.
15617
754
333
1 27
IO. 16 "
13
26.0
105
nh. 32m.
17078
875
337
1 27
"45 "
13
25.5
103
....
I3h. oim
19333
1358
339
1 27
1.33 P.M.
13
23.5
95
I4h. 49m.
22034
972
512
** 27
312 "
M
i6h. 28m.
2d 2^Q
7OJ
J'l*
345
* /
29
**
g.14 A.M.
* j
13
25.0
IOI
...
i6h. 48m.
*t *ov
24652
/ *T
2280
346
1 29
9-45 "
13
24.0
97
...
I7h. igm.
25407
665
Agitated surface of sand
353
1 29
10.51
13
21.0
85
...
i8h. 25m.
26945
343
layer from 9.28 A.M. to
355
29
I2.OI P.M.
13
22. O
89
. . .
igh. 35m.
28587
444
9.43 A.M.
357
29
1-47 "
13
24.0
97
...
2lh. 2im.
30880
328
362
30
9.48 A.M.
14
24.0
97
. . .
I2m.
217
700
363
3
9-58 "
14
24.0
97
. . -
22m.
5"
553
364
30
10.08
14
24-0
97
...
32m.
712
540
365
" 30
IO.I8 "
14
24.0
97
...
42m.
990
528
366
' 30
10.28 "
14
24.0
97
52m.
i 233
560
367
1 30
10.38 "
14
24.5
99
...
ih. 02m.
1368
546
369
' 30
n-43
M
26.0
105
2h. O7m.
3 H2
658
3?r
" 30
1.32 P.M.
14
24.0
97
3h. 56m.
5808] 834
375
Dec. 2
9.42 A.M.
14
25.0
IOI
8h. 3501.
12213
448
377
" 2
10.43 "
14
25.0
IOI
gh. 26m.
13684
322
380
" 2
12.29 P- M -
14
24.0
97
...
nh. I2tn.
16273
376
382
" 2
2.32 "
M
24.0
97
I3h. ism.
19 148
294
386
" 3
10.31 A.M.
14
25.0
IOI
I5h. osm.
21 9OI
392
COMPOSITION OF OHIO RIVER WATER AFTER PURIFICATION.
IS 1
TABLE No. 4. Continued.
Jewell System.
Rate of
8
Collected.
Filtration.
k.
c
O
3
l
u
1/1
Period of
u ^
3
K
Number
0.
J a
"2
Service Since
"15 ~
U
a
of
M
*S v *>
tt
Last
bS'" V
w S
Remarks.
3
Run.
V *
<U it
O u 3
ffi
Washing.
K?^
o. *>
IM
Hours and
O ^ y
~"
Date.
Hour.
C
5 I
O
Minutes.
w S
j C
fl
(fl
^ii
U
ist?
M
i
1*
1895
388
Dec. 3
11.37 A.M.
14
24.0
97
i6h. nm.
23537
350
390
" 3
12.55 P.M.
14
22.
89
I7h. 2gm.
25437
322
393
3
2.15 "
14
22. (
89
. . . .
i8h. 4gm.
27 206
385
Agitated surface of sand
411
4
3.07
14
25.0
IOI
. . . .
2oh. 02m.
2g 122
372
layer at 1.32 P.M.
414
" 4
4-37
14
23.0
93
. . . .
2ih. 32m.
31 35"
290
420
" 5
g.47 A.M.
'4
23.0
93
. . . .
23h. ogm.
33716
264
422
5
10.38 '
14
23.0
93
24h. oom.
34829
150
425
' 5
11.47 '
14
21.0
85
25h. ogm.
36313
232
Agitated surface of sand
427
' 5
2.40 P.M.
15
24.0
97
. . . .
lorn.
271
270
layer at 12.23 p .M-
429
5
2.5O "
15
24.0
97
. ...
2om.
502
244
430
5
3.OO "
15
25.0
IOI
3om.
761
192
43 r
' 5
3.10 "
15
26.O
105
4Om.
I 02j
298
432
5
3-2O "
15
24.0
97
5om.
I 248
280
433
5
3 30 "
15
24.0
97
ih. oom.
I 482
368
436
5
3.46
15
25.0
IOI
ih. i6m.
1856
156
438
6
IO 04 A.M.
15
26.0
105
...
ih. 43m.
2 692
240
442
' 6
11.27 "
15
24.0
IOI
3h o6m.
4827
194
449
6
1.36 P.M.
15
24.0
97
. . . .
5h. I5m.
8 029
296
452
' 6
3-45 "
15
22.
89
7h. 24m.
II 206
236
453
' 7
g.25 A.M.
15
25.0
IOI
. . . .
gh. 2gm.
14 124
274
455
7
12.24 P.M.
15
23.0
93
I2h. 28m.
18442
124
458
7
12.55 "
15
24.0
97
I4h. 4gm.
21438
864
Agitated surface of sand
461
9
10.05 A.M.
15
22.0
8g
i8h. nm.
26096
160
layer at 2.47 P.M.
465
9
II.I8 "
15
22.0
89
. . . .
igh. 22m.
27655
144
467
' 9
12. 2O P.M.
15
23.O
93
2Oh. ism.
28825
ig2
Agitated surface of sand
468
' 9
1.48 "
15
21. O
85
2lh. 43m.
30 683
164
layer at 11.47 A.M.
472
9
3.38 "
15
21.
85
. . . .
23h. 26m.
32836
172
Agitated surface of sand
478
10
10.40 A.M.
16
24.0
97
i.pn.
592
224
layer at 3.14 P.M.
479
' IO
10.50 "
16
24.0
97
24m.
796
176
480
' IO
II. OO '
16
24.0
97
. . . .
34m.
I 092
214
481
' IO
II. IO "
16
24.0
97
44m.
I 313
168
482
' IO
II. 2O "
16
24.0
97
I 543
304
483
' 10
11.30 "
16
24.0
97
. . . .
ih. O4m.
i 755
194
490
' 10
2.O7 P.M.
16
25.0
IOI
3h. 4im.
4498
268
494
' 10
3-30 "
16
24.0
97
5h. 04tn.
6 605
238
497
' II
II.08 A.M.
16
28.0
114
. . . .
7h. 35m.
10370
196
499
' II
12.14 P.M.
16
25.0
IOI
. . . .
8h. 4im.
12 157
224
503
II
1.24 "
16
25.0
IOI
gh. 5im.
13442
196
5.36
' II
3-n
16
24.0
97
Ilh. 38m.
16532
190
508
' 12
9.36 A.M.
16
24.0
97
. . . .
I4h. i6m.
20339
142
510
' 12
12.00 M.
16
23.0
93
i6h. 4om.
23 717
130
512
" 12
3.0O P.M.
16
22.0
8g
igh. 4om.
27717
176
Agitated surface of sand
517
" 13
10.52 A.M.
16
24.0
97
. . . .
22h. 40m.
31 749
135
layer at 4.28 P.M.
519
13
I.5O P.M.
16
2O. O
81
'26h. l8m.
36428
116
522
13
4.44 P.M.
17
24.0
97
. . . .
3om.
530
127
524
" M
10.05 A.M.
17
25.0
IOI
ih. 4201.
3 ooi
103
526
14
12.55 P-M.
17
21. O
85
. . . .
4h. 32m.
7195
136
529
14
3.08 "
17
24.O
97
6h. 45m.
10413
164
533
16
g.25 A.M.
17
25.0
IOI
gh. I4m.
14 128
148
535
' 16
11.32 "
17
25.0
IOI
. . . .
nh. 2lm.
17 561
150
539
' 16
2.40 P.M.
17
23.0
93
. . . .
I4h. 2gm.
22 125
1 86
.
510
16
5-15 "
17
21.
85
I7h. 04m.
25 508
90
544
' 17
g-48 A.M.
17
2O.
81
. . . .
I7h. 2gm.
26osg
93
545
' 17
12.52 P.M.
18
20.0
81
24m.
724
88
549
17
3-30 "
18
24.0
97
. . . .
3h. 02m.
4501
148
550
' 17
4.31
18
24.0
97
. . . .
4h. 03111.
6061
164
553
' 18
9.16 A.M.
18
25.0
IOI
5h. 07m.
7684
168
555
" 18
10.35 "
18
24.0
97
6h. 26m.
9650
1 68
557
" 18
1.05 P.M.
18
22.0
89
. . . .
8h. 56m.
13038
97
566
" 18
3-31
18
16.0
65
nh. 22m.
15928
130
567
" 18
4-34 '
18
18.0
73
I2h. 25m.
16933
go
WATER PURIFICATION AT LOUISVILLE.
TABLE No. 4. Continued.
Jewell System.
Rate of
1
V
Collected.
Filtration.
B
V
c
.H
.
(L,
Period of
?$
3
(J
w
V. b.
s
Number
s,
C a>
o a
-a
rt
Service Since
Last
1) c .
*: V
. u
4J V
a
of ' qj .
age
4>
Washing.
Q.S
Remarks.
1
Date.
Hour.
Run.
V V
fc-D
U C
o o 3
irl
^.I
EC
O
Hours and
Minutes.
fi*
CP- u
Ea
,s.i
ij a
rt
n
Is
v
~ CL tt
i
v re 3
iJU
13
y>
u
S
j
E
m
1895
571
Dec. 19
9.45 A.M.
18
18.0
73
I3h. 3001
18 114
116
Agitated surface of sand
572
" 19
11.48
18
18.0
73
I5h. 33
20 187
53
layer at g.is A.M.
573
" 19
I2.5O P.M.
19
25.0
101
lorn
257
46
574
19
I.OO "
19
25.0
IOI
. . . .
2om
508
35
575
" 19
1. 10 "
19
25.0
IOI
3om
646
45
576
" 19
1 . 20 "
19
25.0
IOI
4om
ggi
56
577
19
1.30 "
19
25.0
IOI
. . . .
5om
I33i
7i
578
19
1.40 '
19
25.0
IOI
ih. oom
M99
93
579
19
3.19 "
19
24.0
97
. . . .
2h. 3gm
3841
98
58i
" 19
4.32 '
19
24.0
97
. . . .
3h. 52m
5444
85
585
20
9.36 A.M.
19
25.0
IOI
. . . .
5h. 03m
7286
94
586
" 20
10.01 "
19
24.0
97
. . . .
5h. 28m
7887
85
590
" 20
12.02 P.M.
19
24.0
97
7h. 2gm
10 798
84
592
" 2O
2.O7 "
19
24.0
97
gh. 34m
13 628
144
595
" 2O
3-59 "
19
20.0
81
Ilh. 26m
16083
9'
598
" 21
9.26 A.M.
19
24.0
97
. . . .
I3h. ism
18234
124
Agitated surface of sand
599
" 21
3-57 P.M.
20
22.0
89
2h. 58m
4358
1 02
layer at 8.49 A.M.
604
21
9.24 A.M.
20
25.0
IOI
4h. 4om
7 oio
Si
605
" 21
IO.26 "
20
24.0
97
5h. 42m
8486
24
6n
" 21
12.30 P.M.
20
24.0
97
. . . .
7h. 46m
ii 366
62
615
" 21
3-28 "
2O
22.0
89
. . . .
loh. 44tn
15400
108
620
" 24
9.36 A.M.
2O |23.O
93
I3h. o8m.
18366
70
Agitated surface of sand
626
24
12.37 P.M.
20
20.
Si
. . . .
i6h. ogm
21 g8o
92
layer at 9.03 A.M.
630
24
3-l8 "
21
24.0
97
. . . .
ih. 42m.
2319
7
636
" 26
IO.O2 A.M.
21 [25.0
IOI
. . . .
4h. 45m.
6766
98
641
" 26
12.10 P.M.
21 23.0
93
6h. 41111
9 4S6
97
646
" 26
3-59 "
21
23.0
93
. . . .
loh. 3om.
14799
468
652
" 27
10.29 A.M.
21
2O. O
81
I3h. 25m.
18641
664
Agitated surface of sand
658
27
1.57 P.M.
22
24.O
97
i8m.
422
235
layer at 12.02 P.M.
659
.. 27
2 26 '
22
25.0
IOI
47m.
I 112
336
664
" 27
3-31 "
22
25.0
IOI
ih. 52m.
2737
346
670
" 27
4.52
22
25.0
IOI
....
3h. I3m.
4745
468
675
" 28
IO.O2 A.M.
22
25.0
IOI
....
4h. sgm.
73"
855
68 1
" 28
11.51 "
22
24.0
97
....
6h. 48m.
g go6
882
685
" 28
3.15 P.M.
22
21.0
85
9h. 53m-
13914
702
Agitated surface of sand
689
" 30
9-54 A.M.
23
25.0
IOI
I7m.
414
126
layer at 1.14 P.M.
690
: 30
10.24
23
23.O
93
. . . .
47m.
I 145 302
693
' 3
1 1 . 09 "
23
24.0
97
ih. 32m.
2 igl 880
698
1 3<>
1.48 P.M.
23
25.0
101
. . . .
.|ll. Mill-
6 020 144
704
1 3
4.48 "
23
23.0
93
. . . .
Til. 02m.
9601 102
Agitated surface of sand
712
1 31
10.54 A.M.
24
25-0
101
I5m.
380
83
layer at 4.04 P.M. and
715
' 31
1 1 . 24 "
24
25-5
IOI
45m.
2035
55
Dec. 31, 9.49 A.M.
719
" 31
2.IO P.M.
24
24.0
97
3h. 3rm.
4934
560
Agitated surface of sand
1896
layer at 2.38 P.M. and
724
Jan. 2
9.04 A.M.
25
24.0
97
22m.
280
140
Jan. I, 3.2610 3.34 P.M.
725
" 2
9.27 "
25
25.0
IOI
45m
825
152
733
" 2
II 33
25
25-0
IOI
2h. 47m.
3500
2go
Agitated surface of sand
739
" 2
2.35 P.M.
25
14-0 57
5h. 4gm.
7 280
560
layer at 11.16 A.M.
742
" 2
3-59 "
26
25.0
IOI
I5m.
273
184
744
2
4.14
26
23.0
93
3001.
713
240
750
" 3
10.30 A.M.
26
21.
85
3h. 25m.
4623
254
756
3
2 05 P.M.
26
22.0
89
6h. 48m
8803
432
Agitated surface of sand
761
4
10.57 A.M.
27
24.0
97
i8m.
425
364
layer at 12.02 p M.
764
4
11.48
27
23-5
95
ih. ogm.
i 547
368
771
4
2 22 P.M.
27
20.
81
3h. 43m.
4997
438
811
9
10.30 A.M.
28
25.O
IOI
ih. 2om.
2014
2IO
Sterilized filter Jan. 8.
817
9
1.56 P.M.
28
23-5
95
4h. 46m.
6914
248
[outlet 11.44 A.M.
822
10
11-35 A.M.
28
I6. 5
67
loh. 37m.
14050
152
Shut inlet 11.32 A.M.,
825
" 10
12.56 P.M.
29
25.0
IOI
46m.
I 000
1 66
[P.M.
829
" 10
1.52 "
29
25-0
IOI
ih. 42m.
2 420
288
[from 8.52 A.M. to 12.20
839
" II
11.35 A.M.
29
22.
89
7h. oim.
1 705
152
Agitated surface of S.L.
COMPOSITION OF OHIO RIVER WATER AFTER PURIFICATION.
'53
TABLE No. 4. Continued.
Jewel! System.
Rate of
j
u
Collected.
Filtration.
i!
c
U
t
Period of
f ti
15
3
-
If. V.
V
Number
0.
o a
o
ServiceSince
v .
u
1
of
Run.
3^
3b|
8
K
Last
Washing.
Hours and
IJf
% 3
Remarks.
2
Date.
Hour.
3
O C
is
*o
Minutes.
" *
'u ^
*
Is
i 8.?
i
5d5
la
</!
u
s
3
tL.
m
1896
84 1
Jan. 13
9.59 A.M.
30
24.0
97
I5m.
344
104
Agitated surface of sand
842
13
10.38 "
30
25.0
101
54m.
I 318
I 7 6
layer from 9.44 A.M. to
845
13
1.58 P.M.
30
25.0
101
4 ti 14m.
6236
290
5.40 P.M.
848
13
4.IO "
30
25.0
101
6h. 26m.
94"
204
855
14
11.52 A.M.
30
23.0
93
. . . .
loh. 57m. 15 722
160
Agitated surface of sand
860
14
2.05 P.M.
30
23.0 93
13)1. lom. 18 8ig
168
layer from 8.54 A.M. to
866
14
3.16 "
30
19-0 77
....
I4h. 2im. 20 364
140
9-57 A.M.
868
" 15
g.49 A.M.
31
24.0 97
I5m.
346
148
86g
15
10. ig '
31
24-0 g7
45m.
987
116
872
15
10.44 "
31
24.0 97
....
ih. lom.
I 574
168
878
15
12.56 P.M.
31
24.0 g7
....
3h. 22m.
4671
226
882
15
3.07 "
31
24.0 97
....
5h. 33m.
7658
124
888
" 16
10.52 A.M.
31
24.0 97
....
gh. 43m.
13 626
I2O
893
" 16
I.O5 P.M.
31
24.0 97
lib. 56m.
16746
194
goo
" 16
3-05 "
31
23.0 93
....
I3h. 56m.
19626
230
Agitated surface of sand
912
" 17
11.23 A.M.
32
21.0 85
0501.
102
430
layer Jan. 17, 10.03
913
17
11.28 "
32
24.0 97
lotn.
222
218
A.M.
916
17
11.38 "
32
25.0 101
2om.
462
174
917
17
".48 "
32
23-5 95
....
3om.
672
240
918
17
".58 "
32
24.0 97
....
4Om.
9O2
292
921
17
12 08 P.M.
32
23-5; 95
....
5om.
I 172
194
922
17
I2.I8 "
32
23-5 95
ih. oom.
1372
272
925
17
1. 06 "
32
23.0 9 3
....
ih. 48m.
2 532
290
930
17
2.07 "
32
24.0 g7
2h. 4gm.
3952
332
932
17
3.00 '
32
23.0 93
3h. 42m.
5 192
*i86
936
17
4.OO "
32
24.0 97
4)1. 42m.
6 602
232
942
17
5-03 "
32
24.0 97
5h. 45m.
8 142
298
949
" 18
10.12 A.M.
32
23.0 93
7h. 3gm.
IOg22
188
953
" 18
i.ig P.M.
32
23-5
95
loh. 46m.
15342
180
g6o
11 18
2.44 "
32
24.5
99
I2h. urn.
17342
198
9 6 3
" 20
g-45 A.M.
33
22.5
91
07m.
1 60
306
9 6 4
" 20
IO.OO '
33
25.0
101
22m.
470
286
9 6 5
" 20
10.23 "
33
24.0
97
4501.
1 OIO
282
974
" 20
4.18 P.M.
33
24.0
97
6h. 4om.
g48o
44
[layer at 1.39 P.M.
979
" 21
11.32 A.M.
33
23.0
93
. . . .
loh. 24m.
14 830
168
Agitated surface of sand
g86
" 21
4.2O P.M.
33
23-5
95
I5h. I2m.
21 580
173
Agitated surface of sand
992
" 22
g.26 A.M.
33
23-5
95
i6h. 58m.
24052
103
layer at 4.30 P.M.
998
" 22 .
2.21 P.M.
33
23.5
95
2ih. 5301.
30 700
106
1002
" 23
10. II A.M.
34
23-5
95
36m.
824
88
1008
' 23
3-45 P-M.
34
24.0
97
6h. lom.
8724
318
IOI3
' 24
10.15 A.M.
34
23-5
95
gh. 14m.
I2gg4
1 60
1015
24
1.47 P.M.
34
23-5
95
I2h. 46m.
18027
124
1022
' 25
9.58 A.M.
34
23.0
93
I7h. lom.
24097
128 Agitated surface of sand
1025
' 25
2.15 P.M.
35
25.0
101
25m.
266
106
layer at 9.00 A.M., and
1034
' 27
IO. IO A.M.
35
25.0
101
4h. 5im.
7186
688
from 9.07 A.M. to 11.32
1040
27
I.og P.M.
35
25.0
101
7h. sorn.
II 266
i 196
A.M.
1045
27
4.15 "
35
23.0
93
loh. 52m.
15426
952
Agitated surface of sand
1051
" 28
9.15 A.M.
35
23.0
93
. . . .
I3h. lom.
18906
500
layer at 3.10 P.M.
1054
" 28
I.OO P.M.
36
23.0
93
ih. I2tn.
I 7'3
2 500
[layer at 3.42 P.M.
1060
" 28
4-35 "
36
24.0
97
4h. 34m.
6463
i 600 Agitated surface of sand
1066
" 2g
10.14 A.M.
36
23-5
95
6h. oim.
8583
3 016 Agitated surface of sand
1069
" 29
2.O4 P.M.
37
23.0
93
in. 24m.
2024
i 620
layer at 11.43 A.M.
1070
29
5.04 "
37
23-5
95
4h. 24m.
6 174
675
1075
' 30
11.03 A.M.
37
24.0
97
7h. 1301.
10194
876
Agitated surface of sand
1077
' 30
I.O5 P.M.
37
23-5
95
gh. ism.
13094
780
layer at lo.og A.M.
1 080
' 30
2.56 "
37
21.0
85
. . . .
Iih. o6m.
15534
804
1084
' 31
10.55 A.M.
38
24.0
97
3h. 3om.| 5 ooi
811
Agitated surface of sand
1089
' 31
2.36 P.M.
38
2O. O
Si
. . . .
7h. nm.' 10031
gio
layer at 11.29 A.M.
"37
Feb. 5
10.22 A.M.
39
25.0
101
27m.
834
612
1141
" 5
II-50 "
39
24.0
97
. . . .
ih. 55m.
2924
468
"45
" 5
3.O8 P.M.
39
22 To
89
5h. I3m. 7 534
600
'54
WATER PURIFICATION AT LOUISVILLE.
TABLE No. 4. Continued.
Jewel! System.
Rate of
j
u
Collected.
Filtration.
V
c
o
i;
5
in u
Period of
*- cf
D
V
Number
0.
c a
a
serviceSince
2i'S j
u
E
3
of
Run.
Sj
? gz:
X
I-ast
Washing.
&P
V ^
Remarks.
jfcS
< 3
Hours and
"S -H
..
Date.
Hour.
y c
o U E
*o
Minutes.
s s
"C
1*
U
|SU
j
fa
o
1896
1150
Feb. 5
5.08 P M.
39
22.0
89
7h. 1301.
10 144
892
1156
6
IO.I3 A.M.
39
25-0
IOI
8h. 04m.
II 324
i 620
1160
" 6
12.14 1" M -
39
23-5
95
roh. O5m.
M 174
2 1*5
Agitated surface of sand
1164
6
3-13 "
40
24.5
99
4Om.
I 014
I 282
layer at 1.54 P.M.
1169
6
4-15
40
25.0
IOI
ih. 42m.
2 394
i 196
H7-1
7
IO.I8 A.M.
40
24-0
97
4h. o8m.
5814
238
[layer' at 11.17 A.M.
1178
7
1.32 P.M.
40
23.0
93
7h. l8m.
I03U
480
Agitated surface of sand
1184
7
5.28 "
41
23-5
95
ih. 2om.
1814
i 200
Agitated surface of sand
1190
8
10 49 A.M.
41
25-0
IOI
ih. 43m.
2337
I 785
layer from 4.08 P.M. to
1192
" 8
2. 2O P.M.
41
ig.o
77
5h. 1401.
6 727
500
5.18 P.M.
1196
" 8
3.11 '
41
22.
89
6h. 0501.
7827
i 900
1204
" 10
10.22 A.M.
42
25.0
IOI
39 m -
908
675
1208
" 10
I.OI P.M.
42
22.0
89
3h. 1401.
4278
616
Agitated surface of sand
1212
1217
" 10
" 10
3.l6 "
5-02 "
42
42
19.0
22.0
77
89
5h. 2gm.
7h. iim.
7 138
9328
516
I 155
layer at 11.47 A.M.
Agitated surface of sand
1222
" II
lO.Og A.M.
43
24-5
99
. . . .
24m
578
415
layer at 3.20 P.M.
1225
II
I2.5O P.M.
43
24.0
97
3h. oim
3978
73
Agitated surface of sand
1228
" II
3-13 "
43
23.O
93
5h. 24m
7 108
567
layer at 12.40 P.M.
1232
" II
5-12 "
43
24.0
97
7h. torn
9578
2 36
Agitated surface of sand
1241
" 12
3-18 "
45
18.0
73
ih. 4im
2 2O
2 420
layer at 4.00 P.M.
1242
" 12
3-40 '
45
26.0
105
2h. 03m
2 69
2 360
1243
" 12
4-45
45
18.5
75
3h. o8m
4 2I
324
1249
" 13
9.48 A.M.
45
23.0
93
4h. 3&m
611
2Og
1252
1255
13
" 13
12.24 P-M-
2.18 "
45
45
22.5
25.0
91
IOI
7h. I2m
gh. 02m.
967
12 igs
31
740
Agitated surface of sand
I26l
13
4-50 "
45
23.0
93
nh. 34m.
15615
930
layer at i.oi P.M.
1266
1270
14
14
IO.24 A.M.
I.I7 P.M.
46
46
23.0
23.0
93
93
5om.
3h. 38m.
i 178
5013
234
I no
Agitated surface of sand
1274
14
3-19 "
46
23-5
95
4h. 53m-
6738
I IIO
layer at 12.59 r - M -
1278
" 14
4.46 '
46
24.0
97
6h. 2om.
8818
940
1284' " 15
10.15 A.M.
46
23.0
93
Sh. igm.
ii 468
790
1288
15
I.2g P.M.
46
23.0
93
iih. 28m.
15688
i 097
Shut inlet 2.56 P.M., out-
1292
15
3-02 "
46
18.0 73
I3h. oim.
17788
845
let 3.09 p.M.
1297
" 15
5-20 "
47
24.0
97
ih. 46m.
2353
319
1303 17
1307 17
IO.I2 A.M.
1.40 P.M.
47
47
24.0
24.0
97
97
3h. o8m.
6h. 3im.
8783
I IOO
I 285
Agitated surface of sand
1311
17
3.IO "
47
23.0
93
. . . .
8h. oim.
10833
I 362
layer at 11.42 A.M.
1317
" 17
5.18 "
48
25.0
IOI
i8m.
394
569
1321
" 18
10.27 A.M.
48
22.5
91
ih. 57m.
2 7M
1885
1325
1329
" 18
" 18
11.58 "
2.23 P.M.
' 48
48
23.0
22.0
93
89
3(1. 26m.
5h. 5im.
4794
7994
I 250
1645
Agitated surface of sand
1332
" 18
4-52 '
48
13.0
52
8h. 2om.
ii 3M
I 270
layer at 1.56 P.M.
1340
" 18
5-14
48
23.0
93
8h. 42m.
ii 804
1855
1344
1348
" 19
19
IO.I8 A.M.
ii-35 "
48
48
16.0
22.0
65
89
ion. oim.
iih. l6m.
13414
15 974
760
5C
Agitated surface of sand
1352
19
3.08 P.M.
49
22.5
91
2om.
421
695
layer at 11.43 A.M.
1357
'9
5.03 "
49
26.0
105
2h. ism.
3011
2 I7C
1363
" 20
II.O4 A.M.
49
24.0
97
3h. 05m.
4151
28
1367
1372
" 20
" 2O
12.05 I'-M.
I. Og "
49
49
23.0
23. c
93
93
4h. o6m.
5h. 07m.
5 59i
6851
88
43
Agitated surface of sand
1376
" 2O
2.IO "
49
23. c
93
6h. oSm.l 8 321
55
layer at 12.46 P.M.
1378
" 20
3 12 "
49
24. c
97
7h. lorn.
9771
2OC
1381
" 2O
4-05 "
49
25. c
IOI
8h. 03m.
10031
575
1385
" 20
5-io '
49
24. c
97
gh. oSm.
12 641
i 39C
1393
" 21
II.O4 A.M.
49
25. c
IOI
loh. 24m.
I438I
10
1395
1398
1401
" 21
" 21
" 21
12.45 P.M.
3-09 "
4-55
49
49
49
21. C
23.C
22.;
85
93
91
I2h. O5m.
I4h. 26m.
l6h. I2m.
ig62l
22 Oil
I2C
490
5 6c
[layer at 1.22 P.M.
Agitated surface of sand
Agitated surface of sand
1409
" 22
10.24 A.M.
50
25. c
101
58m.
1 331
6!
layer at 5.10 P.M.
I4ic
1413
" 22
" 22
1. 08 P.M.
3-05
50
50
21. C
24. c
85
97*
....
3h. 42m.
5h. 46111
5071
7781
7M
I IIC
[layer at 1.28 P.M.
> Agitated surface of sand
COMPOSITION OF OHIO RIVKR WATER AFTER PURIFICATION.
'55
TABLE No. 4. Continued.
Jewell System.
Serial Number.
Collected.
Number
of
Run.
Rate of
Filtration.
V
o
V
"o
J
Period of
Service Since
Last
Washing.
Hours and
Minutes.
Filtered Wa'er Since
Last Washing.
Cubic Feet.
Bacteria per Cubic
Centimeter.
Remarks.
I
id
f-5
|l
O
!&
V W
ebs
c< o
. ul
58.?
Dale.
Hour.
1416
1421
1424
1427
1432
1438
1442
1446
1451
1457
1461
I4<>7
1470
1477
1480
1484
1489
1495
1497
1500
IS"
1513
1517
1521
1524
1527
1532
1533
1537
I54i
1545
1550
1553
I55S
1564
1566
1568
1571
1577
1581
1585
1590
1596
1600
1603
1604
1605
i'n i
1617
1620
1622
1626
1627
1632
1638
1642
1647
1648
1651
1657
1662
1896
Feb. 22
" 24
24
24
24
25
25
25
25
' 26
26
' 26
" 26
" 27
27
27
27
" 28
" 28
" 28
" 29
29
29
29
29
29
Mar. 2
" 2
2
2
' 2
' 2
' 2-3
3
3
3
3-4
3
4
4
4
4
5
5
4-5
" 5-6
5
5
" 6
6
6
' 6
' 6-7
' 6
" 7
7
7
7-9
7
9
9
4.58 P.M.
10.24 A- M -
1. 2O P.M.
3-26 "
5-19 "
10.30 A.M.
I.I8 P.M.
3-12 "
5-02 "
IO.2Q A.M.
I2.O8 P.M.
3-15 "
5.18 "
10-32 A.M.
1.45 P.M.
3-O2 "
5-12 "
9.2O A.M. to 12.15 P.M.
10.42 A.M.
11.50 "
9.58 A.M. to 3.18 P.M.
10.39 A - M -
I.3 P.M.
3.18 "
3.38 "
5-II
9-35 A.M. to 3.15 P.M.
9.42 A.M.
1O.25 "
1.36 P.M.
3-19 "
5-10 '
3.18 P.M. to 3.20 P.M.
IO.42 A.M.
12. 5$ P.M.
3-13 "
3-20 P.M. to 3.20 P.M.
5-13 P.M.
10.48 A.M.
1. 00 P.M.
3.20 "
5 05 "
10.39 A.M.
12.53 I'-M.
3.2O P M. to 3.20 P.M.
3.20 " " 3.20 "
3-20 P.M.
5-14 "
10.35 A.M.
II. 17 "
12.41 P.M.
3.20 "
3.20 P.M. to 3.20 P.M.
5.22 P.M.
10.44 A.M.
12.54 P.M.
3.20 "
3 2O P.M. to 3.20 P.M.
5.19 P.M.
11.00 A.M.
12.52 P.M.
50
50
50
50
50
50
5i
51
51
51
51
51
51
51
52
52
52
52
52
52
53
53
53
53
53
53
53
53
53
53
53
53
53
53
53
53
53-54
53
54
54
54
54
54
54
54
54-55
54
54
54
55
55
55
55
55
55
55
55
55-56
55
56
56
23.0
23.0
22.5
24-5
23.0
23.0
23.5
22.5
23-5
25.0
23.0
24.5
20.5
24.0
26.0
30.0
25.5
30.5
29-5
33-5
25-9
27.0
21-5
27.0
27.0
27.0
25.9
26.0
26.0
25-5
25.0
25.0
23.2
23.0
21.0
22.5
2 5 .8
21-5
27-5
28.0
28.5
28.0
28.0
27-5
27.8
30-3
28.0
25.0
23.0
38.0
38.0
36.0
28.7
34-5
25.0
25.0
25.0
23-5
22-5
25.O
25-5
93
93
91
99
93
93
95
9i
95
101
93
99
83
97
105
112
103
124
120
136
122
109
87
log
log
109
105
105
105
103
101
101
93
93
85
9i
104
85
ill
114
116
114
114
III
112
I2 3
114
101
93
154
154
146
116
140
101
101
IOI
95
91
IOI
103
7h. 49m.
gh. 25m.
I2h. 2im.
I4h. 24m.
loh. 17111.
I7h. 58m.
i6m.
2h. lorn.
4h. oom.
5h. 47m.
7h. 26m.
loh. 33m.
I2h. 36m.
I3h. i6m.
27m.
th. 4401.
3h. 54m.
10 441
13225
17235
20 115
22844
25 195
335
2965
5 515
7755
10 115
14625
J7495
18415
670
2 810
6430
700
I 605
404
665
6og
960
785
610
450
420
295
I 770
3 280
191
695
970
I 215
Agitated surface of sand
layer at 2.15 P.M.
Agitated surface of sand
layer at 9.32 A.M. and
12. 18 P.M.
C. Sterilized filter, Feb.
28.
C.
[layer at 2.09 P.M.
Agitated surface of sand
C.
C.
C.
Shut inlet 10.33 A.M.,
outlet 10.41 P.M.
C.
C.
5h. 54m.
7h. 02m.
9950
12050
I 330
I 820
I 070
197
2555
I gio
2 170
i 175
i 965
3455
4im.
3h. O2m.
4h. 42m.
5h. O2m.
6h. 35m.
1 195
4885
7495
8035
10465
7h. 36m.
8h. igm.
nh. 3om.
ijh. I3m.
I5h. 03m.
12085
13 185
18 165
20785
23 575
i 545
i 445
t 570
900
I 210
i 300
i 465
i 885
610
880
I 320
595
885
298
815
650
965
725
206
81
86
570
17(1. i6m.
igh. 22m.
2ih. 3im.
26485
29515
32395
....
23h. 3im.
ih. 3om.
3h. 42111.
6h. O2m.
7h. 4701.
gh. sim.
I2h. osm.
34935
2393
6003
9853
12783
16253
19893
I4h. 32m.
i6h. 26m.
iSh. I7m.
iSm.
ih. 42m.
4h. 2im.
24013
27063
29743
536
3656
9526
6h. 23tn.
Sh. ism.
loh. 25m.
I2h. 5im.
13(06
17 206
20 426
24 046
550
128
150
197
. . . .
I4h. 5om.
ih. 3501
3h. 2701.
26936
2427
5347
1 08
58
61
WATER PURIFICATION AT LOUISVILLE.
TABLE No. 4. Continued.
Jewell System.
Collected.
Number
of
Run.
Rate of
"iltration.
Loss of Head. Feet.
Period of
ervice Since
Last
Washing.
Hours and
Minutes.
Filtered Water Since
Last Washing.
Cubic Feet.
Bacteria per Cubic
Centimeter.
Remarks.
. OJ
3
c
is
If U
8.
?"
J u p
i*:
l> -.
l & "
t>
a
3
*rt
y,
1668
1669
1673
1679
1683
1687
1688
1694
1700
1703
1707
1711
1714
1720
1724
1728
1729
1734
1740
174
174
175
175
i 7 6
i 7 6
i 7 6
177
177
'77
'77
178
178
179
'79
179
179
180
1811
iSis
181;
i8iS
182;
i8a
i8sc
183!
184
184-
184!
1841
185
1 86
1 86
i87<
187
187
187
188
188
188
188
189
Date.
Hour.
1896
Mar. 9
" g-IO
" 9
IO
" 10
" IO
" IO-II
" 10
II
: II
" II
" 11-12
" II
" 12
" 12
" 12
" 12-13
" 12
" '3
13
13
13
14
'4
14
'4
M
14
'4
'4
11 16
" 16
" ie
" 16
" 16
" 16
" 16
" 17
17
17
" i?
1 17
\ " n
> ' 17
) " 18
" 18
i " 18
! " 18
, " 18
, " 18
! '9
5 " 19
3 '9
19
>9
i 19
[ 19
- '9
' 20
) "20
1 " 2O
3.30 P.M.
3.30 P.M. to 3.10 P.M.
5.07 P.M.
10.23 A.M.
1-35 P-M.
3.10 '
3.IO P.M. to 3.2O P.M.
5.17 P.M.
IO.23 A.M.
1.30 P.M.
3.20 "
3.2O P.M. 10 3.26 P.M.
5-II P.M.
10. 18 A M.
12-57 P M.
3-26 "
3.26 P.M. to 3.15 P.M.
5.13 P.M.
10.32 A.M.
1.12 P M.
3-15 "
5-03 '
9.30 A.M. to IO.30A.M
IO.3O A.M.
IO.3O A.M. to I .08 P.M
I .08 P.M.
I. O8 P.M. to 3.15 P.M.
3.15 P.M.
4-02 '
4-52 "
g.OO A.M. to 10.28 A.M
IO.28 A.M.
IO.28 A.M. to I. 12 P.M.
I. 12 P.M.
I. 1 2 P.M. to 3.15 P.M.
3.15 P.M.
5-05 "
9. 2O A.M. to IO.27AM.
10.27 A.M.
IO.27 A.M. to 1.14 P.M
I. 14 P.M.
I .14 P.M. to 3.16 P.M.
3.18 P.M.
5-13 "
IO.28 A M.
10.28 A.M. to I. O8 P.M
1. 08 P.M.
1. 08 P.M. to 3.24 P.M.
3.24 P.M.
5-02 "
g.OO AM. to 10.45 A.M
II.O8 A.M.
12.27 P.M.
10.45 A.M. to 12.27 P - M
3.O2 P.M.
12.27 P.M. to 3-02 P.M
5.O2 P.M.
3.O2 P.M. to 5-O2 P.M.
g.OO A.M. " 10.25 A - M
IO.25 A.M
IO.25 A.M. to 1. 08 P.M
56
57
56
56
57
57
57
57
57
57
57
57-5
57
58
58
58
58-59
58
59
59
59
59
59
59
59-6o
60
60
60
60
60
60
60
60-61
61
61
61
61
61
61
61-62
62
62
62
62
63
63
63
63
63
63
63
64
64
64
64
64
64
64
64-6
65
65-6
5.0
4.4
4-5
3-0
4-5
5.0
5-5
5-0
4.0
6.0
4.0
5-4
3-5
5.0
25.0
25.0
24.8
24.0
21-5
25.0
24-5
24.0
23.6
23.6
23-5
25.0
24.6
24-5
25-0
25.0
24.8
23-0
24.0
25.0
24.7
24.0
24.0
23-3
23-5
24.4
24. c
24.1
24.5
23. c
24. c
24. -
24.;
23. c
24.!
24.!
23. (
24. c
24. (
24.
24.
24. (
19. <
22.'
24.
24. (
22.
IOI
99
99
93
99
IOI
103
IOI
97
105
97
103
95
101
IOI
101
100
97
87
IOI
99
97
95
95
95
IOI
99
99
IOI
IOI
100
93
97
IOI
IOO
97
97
94
95
99
97
97
99
93
97
99
99
1 97
99
99
> 95
) 97
> 97
97
i 99
> 97
> 77
i go
1 100
> 97
i 92
6h. osm.
9367
35
95
1 10
82
in
58
166
295
79
134
165
325
i5
155
560
165
370
121
700
742
325
42O
230
320
410
510
131
. 6 4
49
72
39
169
147
98
188
261
161
156
128
95
89
53
67
60
17
22
41
47
3
4;
13:
> 26c
> I 2OC
53C
) i 15;
I 2OC
) 22J
I OOC
58;
) 8oc
8oc
".
C.
c.
c.
c.
c.
c.
c.
c.
c.
c.
c.
c.
>c.
c.
)
)C.
...
7h. 42111.
gh. 28m.
zh. oom.
3h. 35"i.
II 739
14307
2 980
5400
...
5h. 42m.
7h. i8m.
loh. O2m.
uh. 52m.
8670
ii 080
15290
18060
I3h. 43.
53m.
3h. 32m.
6h. oim.
20690
i 303
5 2'3
8903
7h. 48m.
04 m.
2h. 44m.
4h. 47m.
6h. 35m.
" 543
104
4274
7234
9854
Sh. 32tn.
12664
...
58m
I 428
....
3h. 05 m
3h. 52m
4h. 42m
4 546
5706
6916
6h. 24111
9 466
53m
1393
2h. 56m
4)1. 4601
4433
7023
6h. 38m.
9673
...
2h. 0401.
3054
....
4h. oSm.
6h. 03m.
49m.
6l34
8784
i 197
3h. 29111.
5197
5h. 45m
7h. 23m.
844;
1077:
ogm
ih. 28m
2IC
2 I2C
...
4h. 04111
584C
...
6h. 03111
8 5 ic
4Sm
I 22C
COMPOSITION OF OHIO RIVER WATER AFTER PURIFICATION.
'57
TABLE No. 4. Continued.
Jewell System.
1
ji
3
fc
"rt
V
(/)
1895
1901
1902
1907
1908
1913
1914
1919
1920
1922
1923
'931
1936
1937
1941
1942
1947
1948
1954
1955
J959
1962
1964
ig6c
IQ7T
Collected.
Number
of
Run.
Rate of
Filtration.
E
\)
hi
1
V
"o
J
Period of
icrvice Since
Last
Washing.
Hours and
Minutes.
Filtered Water Since
Last Washing.
Cubic Feet.
Bacteria per Cubic
Centimeter.
Remarks.
I
$v
h.
=
'is
u
get
m
&
SSL?
7,
Date.
Hour.
1896
Mar. 20
" 20
11 20
' 20
' 20
' 21
' 21
' 21
" 21
" 21
" 21
" 21
" 23
23
" 23
23
23
23
23
' 23
24
24
24
24
24
24-25
25
25
' 25
25
' 25
25
' 25
26
' 26
" 26
" 26
" 26
" 26
" 25-26
" 26
" 26
26
" 26
26
" 26
" 26
" 26
" 26
" 26
' 26
' 26
26
' 26
' 26-27
' 27
27
27
27
27
27
27
' 27-28
I. OS P.M.
1. 08 P.M. to 3.33 P.M.
3 33P-M.
4-53 '
3.33 P.M. to 5.30 P.M.
g.OO A.M. " IO-45 A.M.
IO.45 A.M.
12.58 P.M.
IO.45 A.M. to 12.58 P.M.
12.58 p.M. " 3.20 "
3.2O P.M.
3-2O P.M. to 5.OO P.M.
g.OO A.M. " 10.25 A.M.
IO.25 A.M.
10.25 A.M. to 12 M.
12. OO M.
12. OO M. to 3.0O P.M.
3.00 P.M.
5.16, "
3.00 P.M. to 5.30 P.M.
g.OO A.M. " II.3O A.M.
11.30 " " 2.30 P.M.
2.30 P.M. " 4.42 "
442 " " 8.30 "
8.30 .". " II 30 "
11.30 " ' 2.30A.M.
2.30 A.M. to 5.30 A.M.
5.30 " " 8.30 "
8.30 ' " 11.30 '
II.3O " " 2.30 P.M.
2.30 P.M. " 5.30 "
5.30 " " 8.30 "
8.30 " " 11.30 "
I.OO A.M.
1. 08 "
1.18 "
1.33 "
1.48 "
2.18 "
II.3O P.M. to 2.30 A.M.
2.48 A.M.
3-48 "
4.14 '
4.48
5-15 "
5-3 '
2.30 A.M. to 5.30 A.M.
5-49 A.M.
5.30 A.M. to 8.30 A.M
8.30 " ' 11.30 "
II.3O " ' 2.30 P.M
2.30 P.M. ' 5.30 "
5.30 " ' 8.30 "
8.30 ' ' 11.30 '
II.3O " ' 2.30 A.M
2.30A.M. " 5.30 "
5.30 ' ' 8.30 '
8.30 " " II.3O "
II.3O " " 2.30 P.M
2.30 P.M. " 5.30 "
5.30 " " 8.30 "
8.30 ' " 11.30 '
11.30 " " 2. 30 A.M
66
66-67
67
67
67
67-68
68
68
68
68-69
69
69
70
70
70
70
70-71
71
72
71-72
72
72-73
73
73-74
74
74-75
75
75-76
76
76-77
77
77-78
78
79
79
79
79
79
79
78-79
79
79
79
79
79
79
79
79
79-80
80-8 1
81-82
82-83
83
84
84
84-85
85
86
86
87
87-88
88
88-89
24.0
23.1
23.0
23.5
24.3
23-2
24.0
21.0
22.6
22.8
24.0
22.0
23 6
21.0
21.2
25.0
23-3
24.0
24-5
24.9
25-5
23.7
21...
25-;
22.6
23.4
23.2
2 3 .8
24.9
25-8
24-3
25.6
24.2
25.O
25.0
25.0
25.0
25.0
25.0
22.8
25.0
24-5
24.5
24.5
25-5
24.5
23.6
23.0
23.0
26.5
23-3
24.!
21. 1
24.7
20.1
23.2
2 3 .6
2 4 .0
2 3 .8
21.5
24.2
23.5
23. S
97
93
93
95
98
94
97
85
91
92
97
89
95
85
86
101
94
97
99
IOI
103
95
86
102
91
94
94
96
IOI
104
98
103
98
IOI
IOI
IOI
IOI
IOI
IOI
92
IOI
99
99
99
103
99
95
93
93
107
94
97
89
IOO
89
94
96
97
96
87
98
95
95
24m.
593
600
I OOO
I OOO
IOOO
I 2OO
495
415
465
860
895
i 905
785
440
405
700
i 250
800
475
i 245
i 230
179
80
270
132
74
306
1030
495
48
158
405
178
107
156
"3
171
229
420
345
215
600
435
460
415
232
221
482
124
171
355
700
520
805
330
477
485
575
415
128
i 650
150
117
540
c.
c,
c.
[layer at 11.25 A.M.
Agitated surface of sand
C.
C. Agitated surface of
sand layer at 3.05 P.M.
C.
C.
C. Agitated surface of
sand layer at 10.29 A.M.
C.
Agitated surface of sand
layer at 3.30 P.M.
C. [layer at 10.36 A.M.
Agitated surface of sand
[layer at 3.54 P.M.
Agitated surface of sand
[layer at 9.30 P.M.
Agitated surface of sand
[layer at 3.41 A.M.
Agitated surface of sand
[layer at 11.05 A.M.
Agitated surface of sand
[layer at 3.51 P.M.
Agitated surface of sand
[layer at 10.36 P.M.
Agitated surface of sand
This series of results on
run No. 79 was used-
in obtaining the aver-
age bacteria for this
run, but not for the
day.
Agitated surface of sand
layer at 4.07 A.M.
[layer at 7.47 P.M.
Agitated surface of sand
[at ii. 54P-M. & 2. II A.M.
Agitated surface of S.L.
[layer at 6.15 A.M.
Agitated surface of sand
[layer at 11.33 A.M.
Agitated surface of sand
[layer at 5.55 P.M.
Agitated surface of sand
Agitated surface of sand
layer at 10.08 P.M.
...
O5m.
ih. 25m.
H3
2053
45m.
2h. 55m.
I 085
4095
ih. 4im.
2371
ih. 47m.
2514
....
3h. 2om.
5874
.. .
ih. 4001.
46m.
2 421
I 071
1983
1989
1993
I 99 8
2001
2005
2008
2OI2
2014
2015
2016
2017
2018
2OI9
2O2I
2023
2024
2025
2026
2O27
2028
2029
2033
2035
2040
2043
2047
2050
2054
2057
2065
2076
2083
20 9 q
2103
2106
2IIC
2121
....
'i2m
2om
3om
45m
ih. oom
ih. 3Om
419
579
829
I 179
i 579
2339
....
2h. oom
3h. oom
3h. 23m
3h. 57m
4h. 25m
4h. 3901
3049
4529
5049
5789
6429
6789
4h. 58m
7159
158
WATER PURIFICATION AT LOUISVILLE.
TABLE No. 4. Continued.
Jewell System.
Serial Number.
Collected.
Number
of
Run.
Rate of
Filtration.
Loss of Head. Feet.
Period of
ServiceSince
Last
Washing.
Hours and
Minutes.
Filtered Water Since
Last Washing.
Cubic Feet.
Bacteria per Cubic
Centimeter.
Remarks.
s.
V
V V
fc-B
a c
'is
u
Js.
"a v *
055
c< o
v.1
=jr
s
Date.
Hour.
2127
2131
2136
2139
2143
2146
2148
2149
2150
2151
2152
2155
2158
2161
2165
2169
2173
2182
2185
2189
2192
2196
2199
2203
2206
221O
2216
222O
2224
2229
2234
2237
2242
2247
2250
2255
2262
2267
2271
2276
2281
2286
2289
2294
2299
2302
2306
2307
2308
2310
2322
2323
2324
2325
2326
2327
2328
2329
2331
2334
2338
2340
2^41
1896
Mar. 28
" 28
" 28
" 28
" 28
" 28
" 28
" 28
" 28
" 28
" 28
" 28
" 28-29
" 29
29
29
29
29
1 29
29
" 29-30
30
30
' 30
1 30
1 30
' 31
1 31
1 31
April I
" I
" I
" 2
" 2
" 2
" 3
3
4
4
4
6
" 6
" 6
7
7
7
" 8
8
" 8
" 8
8
8
" 8
" 8
8
" 8
" 8
8
" 8
" 9
9
9
" 9
2.30 A.M. to 5.30 A.M.
5.30 " " 8.30 "
8.30 A.M. " II.3O "
11.30 " " 2.30 P.M.
2.3fe P.M. " 5.30 "
5.30 " " 8.30 "
10.25 P.M.
10.35 "
10.45
10.55
11.05
8.30 P.M. to II.3O P.M.
11.30 " " 230A.M.
2.30A.M. " 5.30 "
5.30 ' ' 8.30 "
8.30 ' " 11.30 "
II.3O " " 2.30 P.M.
2.30 P.M. " 5.30 "
5.30 " " 8.30 "
8.30 ' " 11.30 '
II.3O " " 2.30A.M.
2.30 A.M. " 5.30 "
5.30 " " 8.30 "
8.30 ' " 11.30 '
11.30 " " 2.30 P.M.
2.30 P.M. " 5.30 "
g.IS A.M. " 11.30 A.M.
11.30 " " 2.30 "
2.30 P.M. " 5.30 P.M.
9.15 A.M. " II. 30 A.M.
II.3O " " 2.30 P.M.
2.30 P.M. " 5 30 "
9.30 A.M. " 11.30 A.M.
11.30 " " 2.30 P.M.
2.30 P.M. " 5.30 "
g.20 A.M. " 11.30 A.M.
2.30 P.M. " 5.30 P.M.
9.30 A.M. " 11.30 A.M.
IJ.3O " " 2.30 P.M.
2.30 P.M. " 5.30 "
g.20 A.M. " 11.30 A.M.
11.30 " " 2.30 P.M.
2.30 P.M. " 5.30 "
9.25 A.M. " II.3O A.M.
11.30 " " 2.30 P.M.
2.30 " " 5.30 "
11.00 A.M.
II. 10 "
II. 2O "
9.2O A.M. to II.3O A.M.
II.3O " " 2.30 P.M.
3.32 P.M.
3-35 "
3.38 "
3-41 "
3-44
3-59 '
4.14
2.30 P.M. to 5.30 P.M.
9 2O A.M. " II.3O A.M.
11.57 A.M.
12.32 P.M.
1.02 "
89
89-90
9
90-91
9 1
91-92
92
92
92
92
92
92
92
93
93
93-94
94
94
94-95
95
95-96
96
96
96-97
97
98
98
99-100
IOO-IOI
102-103
104
104
105
105-106
106
106-107
108
108-109
109
109-110
no
no-iii
in
112
112
112-113
U3
"3
"3
H3
"3
114
114
114
114
114
114
114
113-114
114
114
114
"4
23.8
24.8
23-9
22.9
24.5
24.2
25.0
25.0
24-5
24-5
24-5
23-4
22-5
24-1
24.1
23-9
23-9
25-1
23-5
27-5
22.7
24-6
23-8
23-7
24-4
25-1
24-2
23-3
24-0
23-7
23-2
23-1
24-0
24-0
24 3
24-7
24-3
23-7
25 8
23-2
23-9
25-2
22-9
24-8
24-4
24-3
25-5
24-5
24-0
24-3
24-7
22.
24.0
25-0
25.0
25-0
25-0
25.O
23-4
24.0
24.0
24.0
24.1)
9 6
100
97
93
99
98
101
101
99
99
99
95
91
98
98
97
97
1OI
95
in
92
99
96
95
99
IOI
97
94
97
95
93
93
97
97
98
too
98
96
104
94
97
IOI
93
100
98
97
103
99
97
98
IOO
89
97
IOI
IOI
IOI
IOI
IOI
95
97
97
97
97
407
321
238
62
119
174
261
186
313
221
2J3
193
119
234
177
294
580
595
240
465
125
256
476
58i
785
672
650
39
1495
845
545
525
240
224
205
92
310
60
62
90
30
36
27
30
44
118
53
82
88
76
65
201
186
125
104
194
185
75
63
72
157
182
152
Agitated surface of sand
layer at 3.41 A.M.
Agitated surface of sand
layer at 9.26 A.M.
Agitated surface of sand
layer at 4.11 P.M.
C. Agitated surf, of sand
C. layer at 10. n P.M.
C.
C.
C.
Agitated surface of sand
layer at 6.17 A.M.
Agitated surface of sand
layer at 2.14 P.M.
Agitated surface of sand
layer at 9.31 P.M.
Agitated surface of sand
layer at 5.58 A.M.
Agitated surface of sand
layer at 2.01 P.M.
Agitated surface of sand
layer at 10.01 A.M.
Agitated surface of sand
layer at 3.05 P.M.
[layer at 2.39 P.M.
Agitated surface of sand
[layer at 11.25 >'-M.
Agitated surface of sand
[layer at 11.54 A.M.
Agitated surface of sand
Agitated surface of sand
layer at 4.27 P.M.
Agitated surface of sand
layer at 1.09 P.M.
Agitated surface of sand
layer at 9.00 A.M.
Agitated surface of sand
layer at 2.09 P.M.
Agitated surface of sand
layer at 12.07 P - M -
Agitated surface of sand
layer at 11.42 A.M.
C.
C.
c.
C. Agitated surf, of sand
layer at 10.17 A.M.
2h. 42m.
2h. 52m.
3h. O2m.
3h. I3m.
3h. 22m.
3826
4 126
4376
4556
4804
....
....
3h. 26m.
3h. 3601.
3h. 4601.
5014
5 244
5494
03m.
( 6m.
ogm.
12m.
I5m.
3om.
45m.
61
131
211
291
361
711
I IOI
....
4h. 56m.
5h. 31111.
6h. oim.
7 121
7961
8621
COMPOSITION OF OHIO RIVER WATER AFTER PURIFICATION.
'59
TABLE NO. 4. Continued.
Jewell System.
| Rate of
S
S
Collected.
Filtration.
C
t/5 -
U
'
V
_o
Number
I
|cl
a
Period of
Service Since
_ M
4J.5 .
n^ tl
5 V ;
of
_
" v
ri
V
Last
> rt *
SS
Remarks.
a
Run.
u .
V l>
603
Washing.
fc
& s
SB
d. -
_.< o
Hours and
C 5
.2-2
Date.
Hour.
3
o c
^X
"o
Minutes.
ZV.'2
v c
c
V
is
= &?
i
*
v ci a
= JO
" V
u
in
u
s
K
m
1896
April Q
1 1 TO A M to 2 ^O P M
1 I A I T C
21 \
QC
1 02
C.
2344
* ()
2 ^O P M ' ' 5 OO ' '
114 115
Tie
-J' 4
21 6
V3
QC
106
C. Agitated surf, of sand
2346
2349
V
10
IO.I5 A.M.
L A j
"5
4 J< W
24.0
V-*
97
3h. 3im.
4983
62
layer at 4.32 P.M.
2351
" IO
10.45 "
"5
24.0
97
....
4h. oim.
5683
33
2353
" 10
11.15
"5
24.0
97
....
4h. 3im.
6313
28
2356
" IO
11-45
"5
25.0
101
5h. oim.
6973
39
>-(.-;
' ' IO
1 1 ^O A M to 2 ^O P M
T T e
rjT
AC
C.
<f JUO
9T7 1
' ' IO
2 TO P M ' ' *> IO ' '
1 1 .)
116
^J- L
Ol T
y.s
Q7
'fj
12^
C.
0/4
^180
' * II
Q 2O AM ' * 1 1 "?O A M
116
~4* *
O4 C
y /
OQ
** j
2C
C. Afjitatcd surf, of sand
*JO(J
2382
" II
12.05 P.M.
116
4- 5
24.0
yv
97
6h. oim.
8765
* j
42
layer at 9.00 A.M.
2384
" II
12.35 "
116
24.0
97
6h. 3im.
9454
23
2386
" II
1.05
116
23-5
95
....
7h. oim.
10 118
31
2 3 ss
" II
1-35
116
23.0
95
7h. 3im.
10 905
30
Shut inlet 1.34 P.M.,
2389
" II
2.OI
"7
24.0
97
....
03m.
43
78
outlet 1.45 P.M.
239'^
" II
2.04 '
"7
25.0
101
o6m.
123
80
2391
" II
2.07 "
i'7
25.0
101
. . . .
ogm.
193
57
2392
" II
2.IO "
"7
24.0
97
....
I2m.
263
32
2393
" II
2.13 "
"7
24.0
97
....
I5m.
343
38
2394
" II
2.28 '
"7
24.0
97
3om.
73
31
2395
" II
2-43 "
"7
24.0
97
45m.
1093
37
21(1 "7
" II
II.3O P.M. to 2.3O P.M.
i i 6 117
21 o
Q7
47
C.
A Jyt
2399
" II
3.13 P.M.
117
**f u
24.0
y /
97
....
ih. ism.
2793
4*
27
2405
" II
3.58 "
"7
24.0
97
2h. oom.
2903
24
2408
" 11
4.28
"7
24.0
97
2h. 3om.
3633
43
2410
" II
4.58 "
"7
24.0
97
....
3h. oom.
4363
38
241 2
'* II
2.30 P.M. tO 5.3O P.M.
117
2.1 O
07
18
C.
2 1 T C
*' 11
Q.2O A.M. '* II.3O A.M.
/
118
^4. u
21 o
y /
07
Q2
C.
*-f i 3
2 1 T *7
* J
" 11
1 1 *^O * * ' ' 2 ^O P M
118
^4. u
21 1
v/
08
J*
83
C. AiTttslcd surf, of S3.nd
-^41 /
2419
1 .7
" 13
4-55 P.M.
118
^4-3
23.0
90
93
6h. 4im.
9640
u J
Si
layer at 11.53 A.M.
2422
" M
11.30 A.M.
118
22.0
89
8h. 03m.
II 617
13
2424
' 14
2.56 P.M.
Ilg
22.0
89
2h. 24m.
3401
4 1
[layer at 4.51 P.M.
2425
" M
5.00 "
Ilg
22.0
89
4h. 26m.
6 173
29
Agitated surface of sand
2428
" 15
10.45 A.M.
119
25.0
101
....
6h. 4im.
7630
20
[layer at 1.26 P.M.
2429
" 15
2.43 P.M.
Ilg
25.0
101
loh. 38m.
13409
20
Agitated surface of sand
2431
" 15
4- 54 "
Ilg
25-0
101
....
I2h. 47m.
ib 160
20
Ag. surf. S. L. 4.53 P.M.
2434
" 16
10.40 A.M.
119
23.0
93
....
I5h. 03m.
19 960
15
Shut inl. 10.30, outl. 10.49 A.M.
2435
" 16
3.05 P.M.
120
25.0
101
4h. oom.
5884
14
Agitated surface of sand
2437
" 16
5.00 "
120
25.0
101
5h. 56m.
8714
5
layer at 2.36 P.M.
2440
" 17
10.40 A.M.
120
24-5
99
....
8h. osm.
II 898
ii
2441
" 17
2.41 P.M.
I2(
24-5
99
ih. o6m.
I 621
44
2443
" 17
4.40 "
121
24-5
99
3h. osm.
4501
44
2 44 t,
" 18
10.35 A.M.
121
24-5
99
5h. 38m.
7991
152
Agitated surface of sand
2 447
" 18
2.40 P.M.
121
25.0
101
....
gh. 33m.
14071
96
layer at 10.33 A.M.
2 449
" 18
5.15 "
121
25.0
101
....
I2h. o6m.
17941
53
Agitated surface of sand
2453
" 20
10.30 A.M.
122
25.0
101
....
ih. 07m.
i 676
4
layer at 3.58 P.M.
2 454
" 20
11.55 "
122
25-0
101
....
2h. 32m.
3736
8
2 459
" 20
2.55 P.M.
122
25.0
101
....
5h. i8m.
76g6
6
Agitated surface of sand
2460
" 2O
5.16 "
122
25.0
101
....
7h. 3gm.
II 186
6
layer at 2.04 P.M.
2464
" 21
9-34 A.M.
122
25.0
101
....
8h. 27m.
12 396
6
2 4 66
" 21
10.25
122
25.0
IOI
gh. i8m.
13 666
19
2469
" 21
12.41 P.M.
123
25-0
101
....
nm.
247
24
2473
" 21
1.50 "
123
25.0
IOI
ih. 2om.
1967
670
2 47 6
" 21
2.59 '
123
25.0
IOI
2h. 2gm.
3667
17
2477
" 21
5."
123
24.0
97
4h. 4om.
6857
21
Agitated surface of sand
2480
" 22
9-54 A.M.
123
25.0
IOI
5h. 53m.
8657
24
layer at 4.39 P.M.
2482
" 22
10.48
123
25.0
IOI
6h. 47m.
9987
19
2485
" 22
12.39 P - M -
I2 3
25.0
IOI
Sh. 38m.
12727
II
2487
" 22
1.24 "
123
25.0
IOI
gh. 23m.
13807
8
2490
" 22
3.00 "
123
24.0
97
loh. sgm.
16 187
17
Agitated surface of sand
2 493
" 23
9.42 A.M.
123
24.0
97
I3h. oom.
20857 21
layer at 3.58 P.M.
2494
' 23
IO.23 "
123
24.0
97
....
I4h. som.
21 887 20
Agitated surface of sand
2498
' 23
12.53 P.M.
124
25.0
IOI
28m.
675 32
layer' at 10.46 A.M.
25OO
" 23
2.O3 "
I2 4
24.0
97
ih. 38m. 1 2405 14
1 60
WATER PURIFICATION AT LOUISVILLE.
TABLE No. 4. Continued.
Jewell System.
Serial Number.
Collected.
Number
of
Run.
Cubic Feet per T]
Minute. ~73
MillionGallons' c."
per Acre per j 2, 2,
24 Hours.
Loss of Head. Feet.
Period of
ServiceSince
Last
Washing.
Hours and
Minutes.
Filtered Water Since
Last Washing.
Cubic Feet.
Bacteria per Cubic
Centimeter.
Remarks.
Date.
Hour.
2503
2505
2509
2511
2514
2517
2519
2525
2527
2532
2536
2540
2544
2548
2551
2557
2561
2565
2566
2567
2568.
257
2571
2572
2573
2574
2575
2576
2577
2579
2580
2581
2582
25833
2584
2585
2586
2589
2590
2591
2592
2593
2594
2595
2599
2600
2604
2608
2630
2640
2647
2651
2653
2660
2666
2672
2674
2675
2676
2677
2678
1896
Apr. 23
" 23
" 24
' 24
1 24
" 24
1 24
" 25
' 25
: 27
" 27-28
" 28
" 28
" 28
" 28-29
" 29
1 29
1 2g
' 2g
'. 2f)
" 2g
' 29
29
" 29
' 29
" 29
;; 29
11 29
1 29
29
1 29
1 29
r 30
' 30
1 30
" 29-30
" 30
- 30
1 30
1 30
30
r 30
30
3 o
' 30
30
Apr. 3O-May i
May i
" i
, " 1-2
" 2
" 2
" 4
4
4
" 4
" 4
" 4 '
3.06 P.M.
4-50 "
9-37 A.M.
II 46 '
I.I4 P.M.
[2.49 '
4-44 '
12.45 '
2-57 '
3.20 P.M. to g.OO P.M.
g.oo " " 3.00 A.M.
3-OOA.M. " g.oo "
g.OO " " 3.00 P.M.
3.00 P.M. " g.oo "
g.oo " " 3.00 A.M.
3.00 A.M. " g.OJ "
g.OO " " 3-OO P.M.
3.00 P.M. " g.oo "
io.3g P.M.
11.05 "
11.07 "
II. og "
II. II "
11.13 "
11.15 '
11.17 '
it. ig "
II. 21 "
11.23 "
11.25 "
11.27 "
11.29 "
11.31 "
11.33 "
11.38 '
11.48 "
I2.O3 A.M.
1.03 "
2.03 "
g.oo P.M. to 3.00 A.M.
3.03 A.M.
4-03 "
5-03 '
6 . 03 "
7.03 "
8.03 "
3.OO A.M. to g.OO A.M.
12.57 P.M.
g.OO A.M. to 3.OO P.M.
3.00 P.M. " g.oo "
g.OO " " 3.OOA.M.
3.00 A.M. " g.oo "
g.oo " " 3.00 P.M.
3.00 P.M. " g.oo "
g.oo " " 3.OOA.M.
3.00 A.M. " g.oo "
g.OO " " 3.45 P.M.
9-15 " " 3-15 ."^
7 . 30 P.M.
17-32 "
7-34 '
'7-36 "
(7-38 "
124
124
124
124
124
124
124
125
125
126
126-127
127
127
127-128
128
128
!28-i2g
I2g
I2g
130
130
130
130
130
130
130
130
130
130
130
130
130
130
130
130
130
130
130
130
129-130
130
130
130
130
130
130
130
130
130-131
131
131
132
132
132
132-133
133
133
34
'34
"34
134
134
25.0
24.0
25.0
25-0
25-0
25.0
25.0
25.0
25.0
24.9
24-7
25-6
25.4
25-4
24-9
2 5 .6
25-3
24.6
22.0
28.0
26.O
26.0
26.0
26.O
26.O
26.O
26.O
26.5
26.5
26.5
27.0
27.0
27.0
27-5
27.0
26.5
26.0
26.O
25-6
26.0
26.0
26.0
26.0
26.0
26.0
26.0
22.5
25.0
2 5 .6
26.O
24.7
27.0
26.6
25-4
25-4
26.0
28.1
25.0
25.0
25.0
25.0
25.0
IOI
97
IOI
IOI
IOI
IOI
10;
101
IOI
101
100
104
102
IO2
100
103
102
99
89
114
105
109
105
105
105
105
105
105
107
107
107
109
log
log
in
109
107
105
105
103
105
'05
105
105
105
105
9'
IOI
103
105
IOO
log
107
103
103
105
114
IOI
IOI
IOI
IOI
IOI
....
2h. 4im.
4h. 25m.
5h. 42m.
7h. 4 9 m.
gh. I7m.
loh. 42m.
I2h. 47m.
ih. 07m.
3h. igm.
3985
6515
8 865
U585
'3 795
16235
I9I55
i 773
5047
24
28
67
41
32
37
52
56
41
42
47
97
Agitated surface of sand
layer at 10.06 A.M.
[layer at 7.46 P.M.
Agitated surface of sand
[layer at 4.19 A.M.
Agitated surface of sand
Ag surf of s 1 ati2 i6p M
1 60
[layer at 12.21 A.M.
Agitated surface of sand
Ag. surf. of s. 1. at 6.54A.M.
86
102
'39
86
86
70
49
58
38
36
39
24
44
33
113
26
30
38
29
26
26
24
74
52
23
27
53
89
34
34
23
43
46
34
65
52
67
78
46
78
37
116
M9
132
61
65
Agitated surf, of sand layer
Shut inl. 10.30, outl. 10.46 P.M.
The series of results on
run No. 130 was used
in obtaining the aver-
age bacteria for the run
but not for this day.
Agitated surface of sand
layer at 4.44 A.M.
[layer at 8.46 P.M.
Agitated surface of sand
[at 5.05 and 8.03 A.M.
Agitated surf, of sand layer
[layer at 4.11 P.M.
Agitated surface of sand
Ag. surf. of s.l. at 1.14 A.M.
[layer at 3 07 P.M.
Agitated surface of sand
Ag.surf.s.l.at 3.10 and 6.07 P.M.
r rom May 2-9, inclusive, the
results of both single sam-
ples and those collected by
the sampler were used to
obtain the bacterial aver-
ages for days and for runs.
...
I2h. 3om.
02m.
0401.
o6m.
o8m.
lorn.
I2tn.
I4tn.
i6m.
i8m.
2om.
22tn.
24m.
26m.
28m.
3Om.
35m.
45m-
ih. oom.
2h. oom.
3h. oom.
18788
56
1 06
156
216
266
316
366
426
476
526
576
636
686
736
796
g26
I 186
I sg6
3 "6
4676
4h. oom.
5h. oom.
5h. 58m.
6h. 58m.
7h. 58m.
8h. 5801.
6 206
7786
g 226
10816
12346
13956
I3h. 52m.
21 406
02m.
oom.
o8m.
lorn.
53
113
183
223
263
COMPOSITION OF OHIO RIVER WATER AFTER PURIFICATION.
161
TABLE No. 4. Continued.
Jewell System.
Serial Number.
Collected.
Number
of
Run.
Rate of
Fillration.
Loss of Head. Feet.
Period of
Service Sine
Last
Washing.
Hours and
Minutes.
Filtered Water Since
Last Washing.
Cubic Feet.
1 Bacteria per Cubic
Centimeter.
Remarks.
&
I|
u c
is
u
h
~a tJiC
U "
c<$
U 3=
58.3
Date.
Hour.
2679
2630
2681
2682
2683
2684
268.;
2686
2687
2688
2689
2690
2691
2694
2695
2696
2697
2698
2699
2700
2703
2704
2703
2706
2707
2708
2709
27'3
2714
2715
2716
2717
2719
2723
2727
273'
2733
2736
2743
2744
2746
2749
2752
2753
2759
2760
2765
2773
2774
2779
2780
2785
2786
2792
2793
2798
2803
2804
2808
2813
2818
2825
2830
1896
May 4
4
4
4
4
' 4
4
4
' 4
4
4
' 4
' 4
" 4
4
4
4
' 5
' 5
4-5
5
5
5
5
5
5
5
' 5
5
5
5
5
5
: 1.6
' 6
' 6
' 6
' 6
' 6
1 6
' 6-7
7
7
7
7
7
" 7-8
" 8
" 8
" 8
" 8
" S
' 8
' -9
' f9
9
9
9
' II
" II
7.40 P.M.
7.42 '
7-44 '
7.46 '
7.48 "
7-50 "
7-52 "
7-54 '
7.56 "
7.58 "
8.03 "
8.13 "
8.28 "
3.15 P.M. to g.oo P.M.
9.28 P.M.
10 28 "
11.28 "'
12.28 A.M.
1.28 "
2.28 "
g.OO P.M. to 3.00 A.M.
3.28 A.M.
4.28 "
5.28 "
6.28 "
7.00 "
8. OQ. "
3.OO A.M. to g.OO A.M.
9.28 A.M.
10.28 "
11.28 "
12.28 P.M.
1.28 "
g.oo A.M. to 3.00 P.M.
3.00 P.M. " g oo "
g.OO " " 3.00 A M.
3.00 A.M. " g.oo "
9-35 A.M.
g.oo A.M. to 3.00 P.M.
g.oo " " 3.00 "
3 oo I'M.
3.00 P.M. to g.oo P.M.
g.OO " " 3.00A.M.
3.0O A.M.
3 OO A.M. to g OO A.M.
g.oo A.M.
g.oo A.M. to 3.00 P.M.
3.00 P.M. " g oo "
g.oo P.M.
g.oo P.M. to 3.00 A.M.
3.OO A.M.
3.0O A.M. tog OO A.M.
g.oo A.M.
g.oo A.M. to 3.00 P.M.
3.OO P.M.
3.00 P.M. to g.oo P.M.
g.oo " " 3.00 A.M.
3-OO A.M.
3.00 A.M. to g.OO A.M.
g.oo A.M.
3.00 "
3.00 "
g.oo "
134
134
134
134
134
134
"34
134
134
134
134
134
134
I33-J34
134
134
134
134
134
134
134
134
134
134
134
134
134
134
134
134
134
134
134
134-135
'35
135
135-136
136
136
136
136
136
136-137
137
137
137
'37
37
138
138
138
138
138
138
138
138-139
139
139
'39
139
140
MI
141
26. c
26. c
26. c
26. c
26.0
27.0
27.0
27.0
26.5
27.0
27.0
27.0
27.0
25.0
27.0
27.0
2/.0
27.0
27.0
27.0
26.5
27.0
27.0
26.5
26.5
26.5
27.0
26.9
26.5
26.5
26.0
26.5
24-5
26.1
27-3
23.8
25-8
6.5
6.4
6.4
7.0
26.7
25-5
27.0
26. g
27.0
26.8
27.0
26.5
26.9
27.0
26.5
27.0
27.8
25.0
27.0
26.0
27.0
27.0
26.5
28.0
27.0
27.0
105
105
105
105
105
log
log
log
107
log
log
tog
log
IOI
109
log
109
109
log
log
107
log
log
107
107
107
109
log
107
107
105
107
99
105
MO
9 6
I0 3
107
107
107
log
107
103
log
log
log
log
log
107
log
log
107
log
113
IOI
log
105
log
109
107
114
log
109
...
12111
14111
I6m
i8m
2om
22m
24m
26m
28m
3om
35"i
45m
ih. oom
31
36
42
47
52
eS
63
68
743
793
923
1 193
1593
33
43
44
32
29
33
28
30
42
42
26
39
29
46
37
33
49
47
38
go
49
96
86
6g
28
29
29
37
24
58
37
56
46
40
Agitated surface of sand
layer at 5.12 A.M.
Agitated surface of sand
layer at n.ig A.M.
Agitated surface of sand
layer at 1.07 P.M.
Agitated surface of sand
layer at 4.11 P.M.
Agitated surface of sand
layer at 6.35 A.M.
Agitated surface of sand
layer at 2.48 P.M.
Agitated surface of sand
layer at 10.21 P.M. and
1 .08 A.M.
[layer at 12.34 P -M.
Agitated surface of sand
Agitated surface of sand
layer at 6.08 and 8.25
P.M.
Agitated surface of sand
layer at S. ig A.M.
Agitated surface of sand
layer at 3.04 P.M.
Agitated surface of sand
layer at 1.45 A.M.
Agitated surface of sand
layer at g. 31 A.M.
[layer at 4.30 P.M.
Agitated surface of sanj
2h. oom
3h. oom
4h. oom
5h. oom
6h. oom
7h. oom
3203
4 823
6453
8053
g6&3
II 23;
8h. oom
gh. oom.
gh. s8m.
loh. 58m.
nh. s8m.
I2h. 58m.
12 893
M473
15923
17653
ig 163
20773
....
I3h. 5801.
14(1. s8m.
I5h. 56m.
l6h. 56m.
I7h. 54m-
22483
24 143
25 633
27 '53
28543
56
....
ih. 4om.
2763
25
....
7h. 03m.
I 213
16
85
80
...
igm.
5'9
...
6h. igm.
o i8g
32
38
46
57
....
o8m.
192
6h. o8m.
gSsz
26
32
8
18
19
nli. 41111.
8732
....
I7h. 4im.
26732
....
gh. 56m.
15907
12
....
I5h. 56m.
4h. 1 6m.
5h. 42m.
Iih. 4Om.
25 697
7 212
8955
1 8 2QO
21
39
28
22
162
WATER PURIFICATION AT LOUISVILLK.
TABLE No. 4. Continued.
Jewell System.
Rate of
V
o
Collected.
Filtration.
s
c
S
fee
P ' d f
y5 * ^
3 ^
u
D
in u
Service Since
J.E V
^^
.Q
Number
M
o
rt
Last
***9
o. S
of
t>
Ji "
u
Washing.
^ rt .y
Remarks.
15
Date.
Hour.
Run.
'-' '"
* 3
y c
O 3
X
o
Hours and
Minutes.
v ^ CJ
13
'g
Is
O.?
i
J
&
tn
u
Z
S.
1896
2857
May 12
3.00 A.M.
I 4 2
27.0
log
ih. 33m.
2 566
25
2867
" 12
g.OO "
142
27.0
109
7h. 33m.
12 196
54
2873
" 12
12. OO M.
142
27.0
log
. . .
loh. 3im.
1 6 796
22
Agitated surface of sand
2877
" 12
8.30 P.M.
M3
23.0
93
4h. jom.
6 711
19
layer at 10.26 A.M.
2881
" 13
2.00 A*I.
M3
27.0
.109.
f
,rjh. 3801.
1 5' 301-
Agitated surface of sand
2885
13
*fc. v od ''
M3;.
26.*
107.
15(1. 3Sm.
25031,
12
layer at 1.38 A.M.
2891
13
L.OQ P.-M.
MT
2Jf.B
,cVj
V- '*
3h. asm.
n
2896
13
! 7.O(i f *
144.;.
27.9
. . .
gh. 2im.
14^913,
'3
Agitated surface of sand
2900
M
4 3-oQ A.M.
145
27.0
109
, .
48m.
i 258
JO
layer at 5.15 P.M.
2905
" M
- ~9";oo i L
MS-
27.0
109
6h. 48m.
10818
4
2909
M
2.o8 P.M.
MS
26.0
105
ilh. 54m.
ig 1 18
37
Agitated surface of sand
2914
M
8.00 "
MS
27.0
109
i/h. 46m.
28748
80
layer at 2.02 P.M.
2919
'5
I.OO A.M.
146
27.0
log
4h. O2m.
6430
16
2923
" IS
8.00 "
146
27.0
log
i ih. O2m.
17 640
16
2927
IS
11.00 "
146
27.0
log
I4h. oom.
23 340
52 Agitated surface of sand
2932
" 15
5.15 P.M.
M7
26.5
107
3h. I4m.
5 1 20
M
layer at 9.09 A.M.
2961
'5
II. OO '
M7
27.0
log
8h. 5gm.
14 280
'IS
2970
" 16
5.OO A.M.
M7
26.5
107
....
I4h. 57m.
24 020
28
Agitated surface of sand
2981
" 16
1O.OO "
148
25.0
101
58111.
i 700
19
layer at 4.35 A.M.
2991
" 16
3.OO P.M.
148
26.0
105
5h. 5801.
g 610
15
2999
" 18
1. 17 "
149
25.0
IOI
1-4
0501.
215
1 08
3000
" 18
1.27
M9
25.0
IOI
i . 5
1 5m.
435
40
3002
" 18
3.oo '
149
24.8
100
i. g
ih. 48m.
2805
9 1
3008
" 18
6.05 "
149
24.5
99
3-o
4 h. 53m.
7355
192
30IO
" 18
9.00 "
14Q
25 .0
IOI
2 -1
7h. 4801.
II 695
3015
" 18
12. OO "
149
25.0
IOI
J ' V
4.0
loh. 48m.
16 145
34
3018
" 19
3.OO A.M.
M9
25.0
IOI
5.4
13(1. 48m.
20655
57
3024
19
6.0O "
149
25.0
IOI
6.0
loh. 4Sm.
25 155
5'
3027
19
8.30 "
M9
25.0
IOI
7.0
igh. I3m.
28 845
26
3032
" 19
12. OO M.
M9
24.5
99
8.8
22h. 48m.
34085
65
[layer at 2.22 P.M.
3036
19
3.OO P.M.
149
25.0
IOI
6.0
25(1. 45m.
38355
43
Agitated surface of sand
3041
19
6.OO "
M9
25.0
IOI
8.2
28h. 45m.
42885
37
[layer at 10.38 P.M.
3044
19
g.OO "
M9
25.5
103
9.2
2ih. 45m.
47345
3'5
Agitated surface of sand
3050
' 20
I.OO A.M.
150
26.0
105
. . . .
osm.
112
192
D. Application of chemi-
3051
" 20
I.IO "
150
25.0
IOI
1.3
15m.
372
99
D. cals unsatisfactory on
3053
" 20
3.OO "
'SO
25.0
IOI
I .C
2h. osm.
3082
79
D. run No. 150; chem-
3057
" 20
6.0O "
151
25.0
IOI
1 .7
3im.
770
65
ical feed-pipe broken.
3060
" 20
8.30 "
151
25.0
IOI
2. I
3h. oim.
4480
32
3069
" 20
12.00 M.
25.0
101
3-3
6h. 3im.
973
57
3072
" 20
3.OO P.M.
151
25.0
IOI
5-4
gh. 3im.
M T 5
30
3077
" 20
6.00 "
'5i
25.0
101
6.1
I2h. 3im.
18 620
56
3082
" 2O
g.OO "
'Si
25.0
101
8-3
15!!. 3im.
23050
41
[layer at II. II P.M.
3o8(
" 20
12. OO "
151
25.0
IOI
5-9
i8h. 2gm.
27 260
48
Agitated surface of sand
3089
" 21
3.0O A.M.
"Si
24.0
97
9-3
2ih. 29m.
31 760
62
Agitated surf.S.L.,4.3iA.M.
393
" 21
6.00 "
J 5I
23-5
95
9.6
24!!. 27m.
35940
73
Agitated surface of sand
3095
" 21
7-54 "
152
25.5
103
2.3
osm.
log
231
layer at 6. 16 A.M.
3096
" 21
8.04
152
25.5
103
1.6
ism.
379
118
309?
" 21
8.30 "
152
25.5
103
1.6
4im.
939
60
3101
" 21
12.00 M.
152
25.0
IOI
2.7
4h. um.
628g
65
3108
" 21
3.OO P.M.
I 5 2
24.5
99
7h. um.
10889
6g
3112
" 21
6.0O "
152
25.0
IOI
4-3
loh. um.
15 319
69
3H5
" 21
g.OO "
152
25.0
IOI
6.1
I3h. um.
19759
47
3118
" 21
12. OO "
152
25.0
IOI
8.1
i6h. um.
24 229
73
3"3
" 22
3.OO "
152
23.5
T95
9.6
Igh. urn.
28 639
72
[layer at 3.21 A.M.
312-
" 22
6.0O "
152
25.0
IOI
g.c
22h. ogm.
32989
98
Agitated surface of sand
3I3C
" 22
8.30 "
152
24.0
97
9.8
24h. 37m.
36 559
88
Agitated surface of sand
313:
" 22
10.24 "
53
25.0
IOI
1.6
osm.
130
87
layer at 7.2i^A.M.
3'34
" 22
11.34 "
153
24.0
97
1.7
I5m.
370
99
3'3;
" 22
I2.0O M.
'53
25.0
IOI
2.O
ih. 4101.
2 580
66
3M!
" 22
3.OO P.M.
153
24.5
99
3-o
ih. -| mi.
7030
39
3M*
" 22
6.OO "
153
25.5
103
4-3
7h. 4im.
II 560
6t
3151
" 22
9.OO "
153
25.0
IOI
6-5
loh. 4im. 15 970
41
[layer at 11.54 P.M.
315 C
" 22
12.00 "
'53
25.0
IOI
4.2
I3h. 3gm. 20 340
98
Agitated surface of sand
COMPOSITION OF OHIO RIVER WATER AFTER PURIFICATION.
163
TABLE No. 4. Continued.
Jewell System.
Rate of
1)
u
o
Collected.
Filtration.
1
g
(75 .
o
IB
1
Number
1
in i_
c u
_o a.
o
Period of
ServiceSince
t.c .
3
u u .
E
o!
Run.
s
3
X
Last
Washing.
M^
O.U
Remarks.
2;
Ei. ~
< 3
Hours and
v* u
.2.1
3
Date.
Hour.
u c
.1 v.S
m
Minutes.
V C
1
5
~ o. ?
2
F
1896
3164
May 23
g.l8 A.M.
154
55-0
222
6.0
o8m.
487
35
D. Run No. 154 was a
3165! 23
9.28 "
154
55-o
222
6.0
iSm
957
23
D. special run at the
3166
23
9-38 "
154
55-0
222
6.0
28m.
M47
26
1). request of Filter
3167
23
10. 08
154
2I 4
6.0
58m.
2977
31
D. Company.
3168
23
10.38 "
154
50.0
2O 2
6.1
ill. 28m.
6617
27
D.
3175
25
12.00 M.
'55
29.5
I 2O
2.7
ih. 4gm.
3322
74
3178
25
2.00 P.M.
'55
29.0
118
4.0
3h. 4gm.
6832
43
3182
25
6.OO "
155
30.0
122
5-1
7h. 4gm.
14 132
28
3185
" 25
8.00 "
155
30.0
122
6-5
gh. 4gm.
17932
21
3189
" 25
12. OO "
155
30.0
122
5-1
I3h. 47m
24842
34
Agitated surface of sand
3192
" 26
2.OO A.M.
155
30.0
122
6.5
I5h. 47m.
28 362
34
layer at 11.09 p M.
3148
" 26
6.00 "
155
29.0
IIS
4-'
igh. 45m.
35 172
35
Agitated surface of sand
3200
" 26
7-39 "
156
29.0
118
1.8
osm.
133
114
layer at 5.06 A.M.
3201
" 26
7-49 '
156
30-0
122
I. g
15m.
413
76
3203
" 26
8.30 '
156
30.0
122
2.1
56m.
I&43
134
3209
" 26
10.00 "
156
30.0
122
2.8
2h 26m.
4313
25
3213
" 26
2.OO P.M.
156
30.0
122
5.0
6h. 26m.
u 533
34
3216
" 26
4.OO "
156
30.0
122
6-5
8h. 26m.
15203
46
3222
" 26
8.00 "
156
30.0
122
5-5
I2h. 24m.
22543
. 50
Agitated surface of sand
3225
" 26
10.00 "
156
30.0
122
7.0
I4h. 24m.
26143
52
layer at 6.20 P.M.
3229
" 27
2.OO A.M.
I5 6
30.0
122
7-5
i8h. 22m.
32883
46
Agitated surface of sand
3233
27
5.io "
157
25.0
101
1.8
nm.
130
81
layer at 11.58 P.M.
3234
" 27
5.20 '
157
30.0
122
2.1
2im.
490
73
3237
27
7.30 "
157
30.0
122
3. I
2h. 3im.
4480
46
3241
27
12. OO M.
'57
30.0
122
6.0
7h. otm.
12 670
135
[layer at 2.14 P.M.
3246
27
3.00 P.M.
'57
2g.o
118
5-1
gh. 5gm.
I77IO
30
Agitated surface of sand
3256
27
6.OO "
157
30.0
122
6.9
I2h. sgm.
22 980
34
Agitated surface of sand
3261
27
g.20 "
,58
30.0
122
2.O
05 m.
182
206
layer at 7.13 P.M.
3262
27
9-30 "
158
30.0
122
2.0
I5m.
422
152
3265
27
12.00 '
158
30.o
122
3-3
2h. 45m.
4982
57
3267
" 28
3.OO A.M.
158
30.0
122
7-1
5h. 45m.
10342
51
Agitated surface of sand
3273
" 28
6.00 "
T5S
30.0
122
5-9
8h. 43m.
15 702
47
layer at 3.11 A.M.
3276 " 28
7.30 "
158
30.0
122
7-3
loh. 13111.
18362
43
Agitated surface of sand
3280 28
10.00 '
158
2g.5
1 2O
7-0
I2h. 4im.
22 4O2
54
layer at 7.51 A.M.
3283 ' 28
1 I.OO "
159
2g-5
1 2O
1.9
05 m.
157
246
3284
28
11.20 "
159
29. o
I 2O
2.0
I5m.
447
158
3295
" 28
2.00 P.M.
"59
30.0
122
2-9
2h. 55111.
5177
162
3298
" 28
4.00 "
159
30.0
122
4.2
4h. 55m.
8737
300
3306
" 28
8.00 '
1 60
30.0
122
2.7
2h. 3001.
4497
423
D.I
3310
" 28
9-35 "
161
30.0
122
2.0
05111.
193
668
D.
33"
." 28
9-45
161
30.0
122
2.O
I5m.
443
560
X
3312
" 28
9-58 '
161
30.0
122
2.O
28m.
833
650
). Prescribed amount
3316
" 28
11.05
162
30.0
122
I. 9
osm.
157
460
3. } of chemicals in-
3320
" 28
11.25 "
162
30.0
122
2.0
13111.
337
345
3. sufficient.
3326
" 29
12.56 A.M.
163
30.0
122
2.0
05111.
165
715
3.
3330
29
1. 06 "
163
30.0
122
2.1
15m.
435
394
D.
3333
29
2.00 "
163
30.0
122
2-3
ill. ogm.
2065
510
D.J
3340
29
4.OO "
163
30.0
122
4 .8
3h. ogm.
5625
363
3342
29
4-35 "
163
30.0
122
5-7
3h. 44m.
6635
275
3346
29
5-59 '
164
28.0
114
2.1
osm.
293
151
3348
29
6.09
164
24.0
97
2.2
ISm.
473
149
3356
" 29
7-3 "
164
25.0
tor
2.2
ih. 3601.
2523
80
3361
29
12.05 P.M.
165
29.5
1 20
2-5
45m.
875
212
3364
29
2.00 "
1 66
29-5
1 20
3-1
ih. oom.
I 888
I2 9
3368
29
6.00 "
169
30.0
122
2.O
28m.
954
465
3375
29
8.19 "
171
30.0
122
2.1
I5m.
493
118
3380
30
12.27 A.M.
174
20. o
81
I.I
1501.
344
128
3384
30
2.00 "
174
20. o
81
1-5
ill. 48m.
2 184
222
3388
30
6.26 "
175
29.5
120
2.1
26m.
720
415
3394
30
8.00 "
176
29.5
1 20
2.1
1401.
402
275
3400
30
10.15 "
177
30.0
122
2.2
3Om.
93
475
3401
" 30
I2.OO M.
178
30.0
122
2.1
28m.
863
169
Agitated surface of sand
3434
June 2
3.50 P.M.
179
34.0
138
3-3
2gm.
I ooil 289
layer at 3.27 P.M.
164
WATER PURIFICATION AT LOUISVILLE.
TABLE No. 4. Continued.
Jewell System.
Rale of
j
S
Collected.
Filtration.
C
c/5 .
O
x
*
^
c v
Period of
u c **
1
Number
a
Jo.
ServiceSince
^le **
u u -
3
of
Run.
Si
usJ3
V
X
Last
Washing.
^fe
Remarks.
K
Date.
Hour.
c< o
Hours and
*9 .H
--I
u c
ul
Minutes.
C
!
^
U
4J ^
~ C- N
1
-25
S
I8g6
3436
June 2
4-37 P.M.
'79
34-5
140
4.0
ih. i6m.
2 7OI
620
343g
" 2
6. 20 "
181
20.5
83
2.1
15111-
410' igi
3442
" 2
10.37 "
182
27.0
log
5-1
2h. 25m.
3989 22
3447
3
3.30 A.M.
183
25.0
IOI
3.1
2h. 56m.
4448
36
3451
3
6 00 "
184
25.0
IOI
2.7
3im.
745
44
3454
3
9. co "
184
25.0
IOI
3h. 3im.
5 345
26
3458
3
12.00 M.
184
25.0
IOI
6.7
6h. 26m.
434
25
3460
3
2.OO P.M.
184
20.0
81
9-5
8h. 1301.
2 145
50
Agitated surface of sand
3464
3
4.30 "
185
24-5
99
2.5
2h. torn.
3356
70
layer at I 06 P.M.
3468
3
6. oo "
185
25.0
IOI
3-4
3!]. 4001.
5 526
144
3472
3
g oo '
1 86
25.O
IOI
2.O
ih. 2im.
2 061
16
3478
3
12. OO "
1 86
25.0
IOI
4.6
4(1. 2im.
6451
36
[layer at 1.41 A.M.
3482
4
3.00 A.M.
186
25.O
IOI
8. 5
7h. 1401.
10741
Agitated surface of sand
3484
4
3.30
1 86
21 .0
85
7h. 44m.
H45I
64
Shut inlet 3.27 P.M., out-
3487
4
6.00 "
187
25.0
IOI
2.1
2h. 0701.
3198
43
let 3.38 P.M.
3492
4
g oo "
187
- jj o7m
7 588
4-3
3496
" 4
10.37 "
187
25-5
103
7.0
6h. 44111.
9948
+ j
54
3498
4
12.O2 P.M.
187
23.0
93
9-7
Sh. ogm.
u 978
38
3501
4
3-43 "
189
25.0
IOI
1-7
2im
851
24
3506
4
6.05 "
189
25.0
IOI
2.4
2h. 53111.
4611
116
3509
" 4
8.40 "
igo
25.O
IOI
2.1
2h. I2m.
3422
61
3511
" 4
9-55 "
I go
25.0
IOI
3-2
3h. 27m.
5442
7'
Shut inlet g.53 P.M., out-
3512
" 4
10.22
191
25.O
IOI
1-7
O2m.
5
78
let IO.OI P.M.
3513
4
10.24 "
igi
25.0
IOI
1-7
04111.
loo
44
3514
4
10.26 "
igi
27-5
in
1-7
o6m.
155
35
3515
4
10.28 "
191 27.5
i u
1-7
oSm.
2IO
33
3516
4
10.30 "
igi
25.0
IOI
lom.
260
22
3517
4
10.32 "
igi
25.0
101
1-7
I2m.
310
29
351*
4
10.34 "
igi
27.O
icg
1-7
14111.
365
33
3519
4
10.36 "
igi
25.O
IOI
17
i6m.
4"5
23
3520
4
10.38 "
191
27.0
log
i8m.
47
27
3521
4
10.40 "
191
25.0
IOI
1-7
2om.
520
43
3522
4
10.42 "
igi
27-0
tog
1-7
22m.
575
10
3523
4
10.44 "
igi
27.O
log
1.7
24m.
630
15
3524
4
10.46 "
191
25.0
IOI
I "
26m.
680
87
3525
4
10.48 "
igi
25 .O
101
1-7
28m.
730
99
3526
4
10.50 "
191
25.0
IOI
1.7
30in.
780
1 1
352-
4
1O.52 "
igi
25.0
10;
1-7
32m.
830
114
3528
4
10.55 "
igi
25.0
IOI
1-7
35m.
910
"7
3529
4
11.05
igi
25.0
IOI
1-7
45m.
I 160
16
3530
4
1 1. 2O "
191
25.0
IOI
i.S
ill. oom.
I 540
25
3531
4
11.50 "
igi
25-0
IOI
2.O
ih. 3om.
2350
52
3535
5
12. 2O A.M.
191
25.0
IOI
2.1
2h. oom.
3 ioo
27
3536
5
12.50 "
191
25.0
IOI
2.1
2h. 3om.
3870
46
3537
5
1. 2O "
igi
25.0
101
2.2
3h. oom.
4 620
33
3539
5
3.22 "
Ig2
30.O
122
2-3
ih. O2m
I 848
18
3543
5
6,co "
192
29.5
I 2O
3-9
3h. 4Om.
6528
94
3556
5
4-55 P.M.
197
35-0
142
2-5
35m.
" 134
Si
3559
5
10.00 "
200
30.0
132
2.1
5om.
I 519
7
3586
6
2.30 A M.
201
25.0
IOI
2.1
2h. I2m.
3386
9
359 6
6
7.48 "
2O3
25.0
IOI
1-7
53m.
I 312
14
3624
6
10.55 "
203
25.0
IOI
2.6
4h oom.
5992
29
3629
" 6
1.55 P.M.
2O4
34-5
140
2.9
ih. 03m.
2 016
14
3632
" 6
3.OO "
2O4
33-5
136
3-1
2h. oSm.
4 116
12
3657
9
12.50 "
2O5
25 .0
IOI
2.1
ih. 54m.
2854
170
3660
9
5-OO "
2O6
25.0
IOI
I. g
ih. 22m.
2074
39
3669
1 10
11.15 A.M.
207
25.0
IOI
1.6
56m.
I 415
ii
Agitated sutface of sand
3672
" 10
I.OO P.M.
207
25.0
IOI
2.6
2h. 4im.
4045
9
layer at 10.06 A.M.
3676
" 10
3.30 "
207
25.0
IOI
5.2
4h. nm.
13
3682
" ii
10.32 A.M.
207
25.0
IOI
5-7
8h. 4im.
12945
M
3685
" ii
I.OO P M.
208
25.0
IOI
25m.
644
7
3693
" ii
3.42 "
208
25.0
IOI
2.6
3h. 07m.
4804
ib
3699
" 12
11. II A M.
2Og
2S-0
IOI
1-7
3im.
704
9
COMPOSITION OF OHIO RIVER WATER AFTER PURIFICATION.
TABLE No. 4. Continued.
Jewell System.
Rate of
flj
t>
Q
Collected.
Filtration.
V
tk
C
(7) .
Js
t*
v. m u
Period of
V. ff
9
i
Number
s.
o a
*d
Service Since
u u -
Last
s
a
of
Run.
S ;
rt ii Z
V
re
Washing.
%
at
Remarks.
r.
Date.
Hour.
S.I
C
1^1
o
Hours and
Minutes.
|*|
V C
!
U
5 a?
S
J
4* a 3
H
1896
-
3703
June 12
1.38 P.M.
209
25.0
IOI
2.;
2h. sSm.
4474
12
3706
" 12
2.48 "
209
25.0
IOI
2.1
4h. ogm.
6184
12
3713
44 13
11.02 A.M.
2IO
25.0
IOI
1 .5
22m.
485
23
3719
13
I.OO P.M.
210
25.0
IOI
2.1
2h. 2om.
3585
15
3725
13
2-55 "
2IO
25.0
IOI
2.7
4h. ism.
6465
51
3728
13
5-02 '
210
25.0
IOI
4-3
6h. I2m.
9335
71
3737
" 15
g.OO "
2IO
6h. 4om.
IO 1 2
B. Collected before the
3741
" 15
10.15 A.M.
211
25.0
IOI
1.7
5om.
I 248
10
filter was in opera-
3744
15
12.23 P.M.
211
25.0
IOI
2.7
2h. sSm.
4484
25
tion and after pe-
3748
15
3.02 "
212
25.0
IOI
1.7
37m.
I 005
19
riod of rest of 39
3754
15
4.31 "
212
25 o
IOI
2.1
2h. o6m.
3355
II
hours 30 minutes.
3760
" 16
10.25 A.M.
213
38.0
154
3-7
38m.
1429
9
3764
" 16
12.38 P.M.
214
38.0
154
32m
i 276
5
3797
" 18
10.10 A.M.
216
25.0
IOI
1.7
ih. 07m
1718
28
3802
" 18
12.34 P-M.
216
25.0
IOI
3-1
3h. 3im
5398
15
3810
" 18
2.49 '
216
25.0
IOI
5-0
5h. 46111
8678
8
3815
" 18
4.55
216
25.0
IOI
7-4
7h. 47m
ii 678
28
[layer at 11.23 A M.
3819
19
10.00 A.M.
216
25.0
IOI
7-9
gh. 22m
14 118
39
Agitated surface of sand
"gOE
'* IQ
12.56 P.M.
216
i '' h i sin
1 8 i j6
J.O
Shut outlet 12.56 P.M.
3830
* V
19
2.59 "
217
25.0
IOI
1.8
45m.
1072
q.\J
6g
3846
19
4-32 '
217
25.0
IOI
1.8
2h. i8m.
3422
64
3860
' 20
11.33 A.M.
218
25.0
IOI
1.6
38m.
976
67
3863
" 20
12.43 P-M.
218
25.5
103
1.7
ih. 48m.
2 716
6g
3872
44 20
3-42 "
219
25.0
101
1.6
25m.
6 3 8
88
3875
14 20
4.38 "
219
25.0
IOI
1.6
ih. 2im.
2038
IOI
3884
3889
" 22
" 22
9.00 A.M.
10.15 44
219
219
69
74
B. Coll. before filterwas in oper-
ation and after rest of 3gh.3om.
25.0
IOI
2.0
3h. 28m.
5258
3891
44 22
12.25 P.M.
2IQ
^h. 38m.
8 538
300
A. Shut inlet 12.21 P.M.,
3895
44 22
1.18 "
22O
25.0
IOI
1.6
23m.
u DJ IJ
533
j""
96
outlet 12.31 P.M.
3900
" 22
3.01 "
220
25.0
IOI
2.1
2h. o6m.
3213
79
3904
44 22
5.00 "
22O
25.0
IOI
2.6
4h. osm.
6.243
97
3910
44 23
9.52 A.M.
220
5h. 25m.
8*275
Shut outlet 9.52 A.M.
3925
' 23
II. 12 "
221
25.0
IOI
1.8
58m.
M38
216
2027
" "2"\
I. 30 P.M.
221
2S O
IOI
2 1
*"iti i&m
A O I ?
3V '
3931
^ J
' 23
3-20 "
221
25.0
IOI
5h. o6m.
4 y io
7688
62
riQ'l |
* * 2""l
4.42 "
221
6h. 28m.
n 7Cn
77 "shut ruitlpf A At P M
3939
44 24
10.17 A.M.
222
25.0
IOI
1.8
ih. 33m.
2389
/ /
840
3948
1 24
12.39 P.M.
222
j. cern
C QJ.6
47
Shut outlet 12.39 P.M.
3951
" 24
1.34 "
223
25.0
IOI
1.6
38m.
j y-t"
793
385
3955
24
3-24
223
25.0
IOI
1.8
2h. 28m.
3643
355
39 6 5
24
4-51
223
25-9
IOI
2. I
3h. 55m.
5753
215
3979
' 25
9.50 A.M.
224
25.0
101
1.4
O3m.
93
45
3980
' 25
9-55 "
224
25.0
IOI
1-4
o8m.
223
. . . .
3981
44 25
IO.OO "
22 A
26.0
IO5
I . J
i im
JV
3982
44 25
10.05 4I
224
25.0
IOI
i-4
i8m.
483
57
3983
' 25
IO. IO "
224
25 o
IOI
23m.
613
215
3984
' 25
10.15 "
224
25.0
IOI
i. 5
28m.
733
515
3985
1 25
IO.2O "
224
25.0
IOI
1.6
33m.
863
i 750
3987
' 25
10.25 "
22 4
25.0
IOI
1.6
38m.
983
362
3988
' 25
10.30 "
224
25.0
IOI
1.6
43m.
i 103
i 780
399 i
1 25
10.35 "
224
25.0
IOI
1.6
48m.
1233
215
3992
' 25
10.40 '
224
25.0
IOI
1.6
53m.
1353
445
3993
' 25
10.45 44
224
25.0
IOI
1.6
58m.
M73
950
3994
1 25
10.50 '
22 4
26.0
105
1-7
ih. O3m.
i 613
249
3995
' 25
11.05 44
224
25.0
IOI
1.7
ih. i8m.
1983
420
3996
' 25
11.20 "
22 4
25.0
IOI
'7
ih. 33m.
2373
990
3997
1 25
"35 "
224
25.0
IOI
1.7
ih. 48m.
2753
395
3998
' 25
11.50 '
224
25.0
IOI
1.9
2h. 0301.
3 ID 3
900
3999
' 25
12.05 P-M.
224
25.0
IOI
1.9
2h. i8rn-
3523
365
4002
' 25
1. 15 "
225
25.0
IOI
46m.
i 166
510
4005
" 25
2.31 "
225
''li O2m>
3 060
250
Shut outlet 2.31 P.M.
4006
44 25
3.J6 41
" j
226
25.0
IOI
1.4
236
600
4009
44 25
4-25 "
226
ih. 22m-
2091
173'Shut outlet 4.25 P.M.
1 66
WATER PURIFICATION AT LOUISVILLE.
TABLE No. 4.- Continued.
Jewell System.
Serial Number.
Collected.
Number
of
Run.
Rate of
Filtration.
1
i
d
E
*H
O
\
Period of
Service Since
Last
Washing.
Hours and
Minutes.
Filtered Water Since
Last Washing.
Cubic Feet.
Bacteria per Cubic
Centimeter.
Remarks.
I
u -
t> '-
fcg
y C
Ii
o
1*
"5 u
obs
n <
u x
= &?
s
Date.
Hour.
4013
4024
4028
4031
4034
4035
4037
4042
4044
4048
4052
4055
4056
4062
4064
4068
4070
4073
4082
4100
4105
4108
4114
4116
4117
4118
4119
4120
4121
4123
4"5
4126
4127
4128
4129
4130
4135
4144
4148
4149
4152
4153
4157
4165
4170
4173
4174
4175
4176
4177
4179
4180
4181
4182
4183
4184
4185
4188
4189
4190
4191
4192
4193
1896
June 25
" 26
" 26
" 26
" 26
" 26
" 26
" 27
' 27
' 27
' 27
" 27
1 27
' 29
' 29
29
29
1 29
' 30
' 30
' 30
" 30
July
>t
" 2
" 2
" 2
" 2
2
" 2
" 3
3
3
3
3
3
3
3
3
3
3
3
3
3
" I
* * "\
" 3
3
" 3
5.OO P.M.
10.27 A.M.
11.40 "
1.14 P.M.
2.35 "
3-3 '
4-50 '
9.2O A.M.
IO.26 "
12.10 P.M.
1.58 "
3.20 ' f
4.46 '
IO. l6 A.M.
11.49 "
1.28 P.M.
3-38 "
5.13
10.14 A.M.
12.45 P.M.
2.52 "
4-31 "
10.25 A.M.
11.25 "
11.28 "
11.31 "
"34 '
"37
11.40 '
I.I7 P.M.
2.08 "
2.14 ".
2.l6
2.18 "
2.22 "
2.27 "
4-34 "
10.29 A.M.
II-30 "
12. OO M.
12.35 P.M.
I.O4 "
3-05 "
IO.I4 A.M.
12.15 P.M.
12.50 "
12.55 "
.00 '
.05 "
.10 "
.15 "
.20 '
.25 "
.30 '
35
1.40 '
1-45 "
2.OO '
2.15 "
2.30 '
2.45 "
3-oo '
3-15 "
227
227
227
228
228
229
229
229
230
230
231
232
232
233
233
233
233
233
234
234
234
234
234
234
234
234
234
234
234
234
234
234
234
234
234
234
235
235
235
235
236
236
237
237
237
238
238
238
238
238
238
238
238
- 238
238
238
238
238
238
238
238
238
238
25.0
25.0
101
101
i-5
1.8
i8m.
2h. I4m.
3h. 27m.
ih. i6m.
2h. 37m.
4om.
2h. oom.
465
3235
5204
I 921
4 026
I 005
2945
347
23
61
19
79
9
29
143
44
94
315
39
41
4
6
9
ii
9
7
5
3
^4
Shut inlet 11.37 A.M.,
outlet 11.47 A.M.
Outlet closed for wash.
[wasting at end of run.
Waste. Collected after
Shut inlet 12.06 P.M.,
outlet 12.16 P.M.
Agitated surface of sand
layer at 9.00 A.M.
[layer at 11.20 A.M.
Agitated surface of sand
Wasting I min., locu.ft.
4 " 100 "
7 "' 150 "
Opening outlet.
[layer at 2.11 P.M.
Agitated surface of sand
Starting to waste.
Wasting 2 min., 45 cu.ft.
4 " 95 "
8 ' 155
Opening outlet.
Shut outlet 12. oo M.
Shut outlet 12.15 P.M.
25.0
IOI
1. 9
25.0
25.0
101
IOI
2.0
1.8
25.0
IOI
1-7
32m.
2h. i6m.
ih. 29111.
1501.
ih. 4im.
36m.
2h. ogm.
3h. 48m.
5h. sSm.
7h. 33m.
23m.
2h. 54m.
5h. oim.
6h. 3im.
8h. 53m.
gh. som.
gh. som.
gh. 5001.
gh. som.
gh. 53in.
gh. 55m.
Ilh. 32m.
I2h. 23m.
I2h. 27m.
I2h. 27m.
I2h. 27m.
I2h. 27m.
I2h. 27m.
39m.
3h. oim.
4h. O2m.
4h. 32m.
nm.
4om.
5om.
4h. 2gm.
3om.
osm.
lorn.
I5m.
2om.
25m.
3om.
35m.
4om.
45m.
5om.
55m.
ih. oom.
ih. ism.
ih. 3Om.
ih. 45m-
2h. oom.
2h. I5m.
2h. 3orr>.
839
3425
2 194
441
2551
937
3577
5787
9067
ii 267
630
4270
7 290
9338
12730
13 942
13942
13942
i3g42
14 oio
14060
16080
16 890
16937
16937
16937
16 937
16 937
951
4231
5 701
6406
325
965
H55
6 295
8965
114
244
344
454
594
724
834
954
064
194
214
344
794
2 164
2504
2864
3204
3574
25.0
25-0
25.0
25.0
25.0
25.0
25.0
25.0
25.0
23.5
23.5
23-5
23.5
21. O
21.0
21.0
21.0
22.0
23-5
23.0
15.0
15-0
16.0
18.0
18.0
17.0
23-5
23-5
23-5
101
IOI
IOI
101
IOI
IOI
IOI
IOI
IOI
95
95
95
95
85
85
85
85
89
95
93
61
61
65
73
73
69
95
95
95
1.9
1-5
1-5
i-7
2.1
2.2
6.6
9.6
1.8
2.6
6.1
4.1
9.0
1.4
1.4
1-4
1.4
1.4
1-5
10.7
II. 2
8.7
9.0
9-5
9-5
9.6
1.2
2. I
49
3
H5
144
III
9
o
2
6
IO
I
8
15
10
13
8
7
13
6
ii
ii
125
8
6
24
14
23-5
23-5
23.5
23-5
95
95
95
95
I.I
1.2
1.6
6.2
23-5
23.0
20.0
22.
24.0
25-0
23.0
24.0
23-5
24.0
23-5
23-5
23.0
23-
23-
2 3 .
23-
2'3-
95
93
81
89
97
IOI
93
97
95
97
95
95
93
95
95
95
95
95
.2
.2
3
4
4
4
-5
.6
.6
7
.8
.8
.8
.8
.8
9
2.O
2.1
The bacterial results of July I were lost through melting of the culture medium.
COMPOSITION OF OHIO RIVER WATER AFTER PURIFICATION.
167
TABLE No. 4. Continued.
Jewell System.
Rate of
.J
g
Remarks.
Collected.
Filtration.
I
c
u
u
i
Number
s.
in u
JS.
i
Period of
service Since
Last
U G .
3
u .
u u
s
of
Run.
u .
"S " 2
V
X
Washing.
^
U w
,3
i, w
c< o
Hours and
-a^ u
.s.
2
Date.
Hour.
C
"o
Minutes.
ii 3!5
'J C
"rt
li
^ ex cT
y.
v re 3
o **
V
t/5
u
3
1896
4194
July 3
3.30 P.M.
2 3 8
23-5
95
2.2
2h. 45m.
3924
16
6
3-27 "
239
23-5
95
37m.
960
281
42333
4234
" 6
" 6
4-25
5.00 '
239
239
24.0
25.0
97
IOI
6.8
2-3
ih. 35m.
2h. oSm.
2 380
3 13
223
357
Agitsted surface of
sand
42343
" 6
5-03 '
239
25.0
IOI
2-5
2h. iim.
3 210
362
layer at 4.53 P.M.
4235
" 6
5.06 '
239
25.0
IOI
2.;
2h. I4m.
3 280
372
4236
" 6
5-09 "
239
25.0
IOT
2.7
2h. 1 7m.
3340
399
4237
" 6
5.12 '
239
25.0
IOI
2-7
2h. 2Om.
3420
393
4238
" 6
5-15 "
239
25.0
IOI
2.8
2h. 23111.
3 5o
435
4246
4253
4257
" 7
7
7
IO.OO A.M.
1. 00 P.M.
2.43 "
239
239
239
25.0
24.5
25.0
IOI
99
IOI
5.0
7-6
2.0
3h. 38m.
7h. 3601.
8h. 1701.
5 680
IOO2O
12 870
997
341
336
[layer at 12.24 P - M -
Agitsted surface of sand
Agitated surface of sand
4258
" 7
4-59 '
240
23-5
95
3-3
ih. 34m.
2 364
247
layer at 2. 12 P.M.
4275
" 8
5.10 '
241
23-5
95
2.9
54m.
I 360
99
4280
" 9
IO.25 A.M.
242
24.0
97
2.1
22m.
522
15
4283
9
1 2. 2O P.M.
242
23.0
93
4-7
2h. i/m.
3 192
o
4302
9
3-25 "
242
25.0
IOI
6.3
5h. 2om.
7562
'4
Agitated surface of sand
layer
4315
4318
10
" 10
11.15 A.M.
1. 09 P.M.
243
243
25.0
21 .5
87
4-9
9.6
2h. urn
4h. 05m.
4292
5982
38
50
at 2.15 V.M. and 4.35 P.M.
Agitated 'surface of sand
4321
" 10
3-14 "
2.44
25.0
IOI
2.3
50m.
I 281
29
layer at 1.27 P.M.
4325
" 10
5.29 '
245
25.0
IOI
2.0
22m.
534
44
4329
" II
10.37 A.M.
245
24.5
99
4-1
2h. oom.
2934
39
4334
" II
1. 08 P.M.
246
25.0
IOI
2.1
38m.
920
3
4347
" II
3.14 "
247
23.5
95
i-9
1701.
394
3
4362
" II
5.08 "
247
19.5
79
2h. urn
344
52
4369
" 13
10.30 A.M.
248
25-0
IOI
i -9
1301.
33
22
4371
13
11.51 "
248
24-5
99
3.6
ih. 3401
2383
25
4373
13
3.OO P M.
248
25.0
IOI
5-1
4h. 43m
6973
73
4378
13
5-15 "
2 49
25.0
IOI
1-7
04 m
1 80
58
4397
14
IO.2I A.M.
249
25-0
IOI
4-2
ih. 4om
2 O4O
5
[layer at 12.16 P.M.
4410
" 14
1.27 P.M.
249
25.0
IOI
5-1
4h. 44m
7O2O
7
Agitated surface of
sand
4423
" 14
3.29 "
249
25.0
IOI
5.8
6h. 44m
gglO
9
Agitated surface of
sand
4426
14
5-21 "
250
25.0
IOI
1.9
1401
423
2
layer at 3.21 P.M.
4430
15
10.31 A.M.
250
25.0
IOI
2.8
ih. 55m
4203
6
4431
" 15
11.32 "
250
25.0
IOI
2.8
2h. 55m
4228
23
Agitated surface of
sand
4432
15
11.33 "
250
25.0
IOI
2.8
2h. 56m
4253
5
layer at 11.28 A.M.
4433
15
11-34 '
250
25.0
101
2.8
2h. 57 m
4278
2
4434
: 15
11.35
250
25.0
IOI
2.8
2h. 58m
4293
5
4435
15
11.36 '
250
25-
103
2.8
2h. 5gm
43'8
4
4436
15
"37 "
250
26.0
105
2.8
3(1. oom
4348
9
4437
ID
11.38 "
250
25.0
IOI
2.8
3h. oim
4373
ii
.
4438
1 15
"39 "
250
25-0
IOI
2.8
3h. 02m
4398
6
4439
15
11.40 '
250
25-0
101
2.8
3h. 03m
4423
15
4440
15
".57 "
250
25.0
IOI
3-0
3h. 2om
5833
9
4441
15
12.58 P.M.
250
25-
103
5.0
4h. 2im
6393
3
4444
15
2.II "
250
25-
IOI
7-7
5h. 34m
7233
3
4449
" 15
3-26
250
26.
105
6.8
6h. 47m
9973
16
Agitated surface of
sand
4453
" 15
5-20 '
251
25-
IOI
2.2
2701
706
12
layer at 3.04 P.M.
4457
" 16
9.42 A.M.
251
25-
IOI
2.<j
ih. igm
I 846
9
4460
" 16
1 1. 06 "
251
25.
IOI
5-7
2h. 43m
3936
8
4470
' 16
I.I4 P.M.
251
25-
IOI
4.c
4h. 44tn
6906
5
Agitated surface of
sand
4474
" 16
2-45 "
251
25-
IOI
7-i
oh. ism
9 136
31
layer at 12.42 P.M.
4496
" 16
5-03
252
25-
IOI
2.1
2gm
582
2
4504
" 17
2.45
252
25-
IOI
3-5
2h. o6m
3052
5
45"
" 18
10. 19 A.M.
253
25.
IOI
2.C
05111
146
32
4512
" 18
IO.24 "
253
24.=
99
2.C
lorn
2 5 e
19
4513
" 18
10.29 "
253
25-C
IOI
2.1
I5m
386
4514
" 18
10.34 "
253
25-c
IOI
2.2
2om
5 of
4515
" 18
10.39 '
253
25. c
IOI
2.;
25111
6 3 e
12
" 18
10.44 '
253
25-C
1 IOI
a. 4
30tn
766
IO
4517
" 18
10.49 '
253
25. c
> IOI
2.J
35m
oof
5
4518
" 18
10.54 '
253
25-<
> IOI
2.;
4Om
I OOf
8
45J3
" 18
10.59 " 253
25- c
> IOI
2.'
45m
i 136 8
1 68
WATER PURIFICATION AT LOUISVILLE.
TABLE No 4. Continued.
Jewell System.
Rate of
J
i
Collected.
Filtration.
E
c
_O
.
fr.
Period of
w ti
u c
a
r
Number
fi
-II.
~6
Service Since
u
e
of
Run
u
"rt j
Ok. ;:
t
Last
Washing.
$
Q.U
Remarks.
5
ft. 3
o 3
*
Hours and
ay
rt .
Is
Date.
Hour.
J^ 1
o
Minutes.
i rt 3
C
1
u
go.*
O
-JU
h
1
1896
4520
July 18
II.O4 A.M.
253
25.0
IOI
2.7
50m.
I 276
5
4521
" 18
11.09 "
253
25.0
IOI
2.8
55m.
1386
235
4522
" 18
11.14 "
253
25.0
IOI
3-o
ih. oom.
1526
83
" 18
1 1 2Q * *
3T
i h i ^ TO
2 OO^
4526
" 18
11.44 "
253
253
25.0
IOI
* l
4-1
ih. 3om.
2286
8
4531
" 18
11.59 "
253
25.0
IOI
4-7
ih. 45m.
2676
5
4532
" 18
12.14 P -M.
253
25.0
IOI
5-5
2h. oom.
3056
5
4533
" 18
12.44 "
253
25.0
IOI
7-4
2h. 3om.
3886
8
4534
" 18
I.I4
253
23.0
93
9.1
3h. oom.
4516
4
4535
" 18
1. 21 "
253
24.0
97
3-5
3h. 05111.
4616
4
Agitated surface of sand
4536
" 18
1.22 "
253
23 5
95
3-5
3h. o6m.
4659
97
layer at 1.19 P.M.
4537
" 18
1.23 "
253
15-0
61
3-5
3h. 07m.
4659
182
4538
" 18
1.24
253
18.0
73
3-6
3h. 07m.
4659
62
Wasting i min., 2OCU. ft.
4539
" 18
1-25
253
18.0
73
3-6
3h. O7m.
4659
30
" 2 " 40 "
4540
" 18
1.26 '
253
22.5
91
3-7
3h. 07m,
4659
27
" 3 " 65 "
454"
" 18
1.27 "
253
21.5
87
3-7
3h. 0701.
4659
17
Opening outlet.
4542
18
1.28 "
253
22.5
9 1
3-8
3h. o8m.
4691
12
4543
1 8
1.29 "
253
23.0
93
3-8
3h. ogm.
4721
14
4544
" 18
1.30 "
253
23-5
95
3-8
3h. lom.
4746
6
4545
" 18
1.44 '
253
25-5
103
4.6
3h. 24m.
5 196
17
4553
" 18
2.14
253
25-5
103
6.6
3h. 54m
5846
5
4554
" 18
2.44 '
253
25.0
IOI
8.2
4h. 24m.
6596
4
[layer at 3.19 P.M.
4556
" 18
3-14
253
25.0
IOI
9-7
4h. 54m.
7286
9
Agitated surface of sand
4557
" 18
3.24 "
4h ^Qm
7 206
157
Wasting 2 min., 45 cu. ft.
4559
" 18
3-44 "
253
25.0
IOI
7-7
5h. ism.
/ *"7"
7776
10
4560
" 18
4.14
253
22.
89
9-3
5h. 45m.
8496
. 42
4565
18
5-21
254
25.0
IOI
2.0
2im.
530
5
457J
" 20
11.15 A.M.
254
25.0
IOI
5-o
2h. 44m.
4 160
10
4573
" 20
1.32 P.M.
254
25.0
IOI
4-1
4h. 59 m -
7430
12
Agitated surface of sand
4578
" 20
3-52 "
255
26.5
107
2.1
i6m.
421
3
layer at 1.20 P.M.
4580
" 20
5.09 '
255
25-0
IOI
3-6
ih. 33m.
2 36l
II
4606
" 21
12.00 M.
256
25-5
103
3.8
47m.
I 180
18
[layer at 1.08 P.M.
4609
" 21
1. 21 P.M.
256
25.0
IOI
2-7
2n. osm.
3070
26
Agitated surface of sand
4612
21
3-12 "
256
24.0
97
5-8
3h. 56m.
5850
44
[layer at 4.36 P.M.
4615
21
5-07 "
256
24.0
97
7-2
5h. 49m.
8620
101
Agitated surface of sand
4620
" 22
Il.Og A.M.
257
25-0
IOI
45m.
1495
M3
Shut inlet and outlet i i.io A.M.
4622
" 22
1 1 "iQ "
31171.
87
Shut outlet 11.59 A.M.
4623
" 22
12.33 I'-M.
259
34-0
138
3-4
I2m.
354
32
4625
" 22
2.18 "
260
22.0
89
4.8
54m.
1441
248
Agitated surface of sand
4631
" 22
4-45 "
261
25.0
IOI
2.8
33m.
858
745
layer at 2.45 P.M.
4638
" 23
11.23 A.M.
263
21 .O
85
3-0
44m.
979
5'
4644
23
1.02 P.M.
263
22.
8y
2.0
2h. 2im.
2 969
124
Agitated surface of sand
4646
23
3-45 "
264
20.0
Si
2.1
39m.
877
96
layer at 12.16 P.M.
4647
23
4-54 '
264
20.
81
9-9
2h. i8m.
2877
141
4679
24
1.03 '
266
2O. O
Si
6.0
ih. 32m.
i 737
60
4687
" 24
2.46 "
266
20-5
83
4-5
3h. I3m.
3537
27
Agitated surface of sand
4688
24
3.18 "
266
22.0
89
8.0
3h. 45m.
4 197
126
layer at 1.54 P.M.
4693
24
5.02 "
267
2O-5
83 .
1.8
3301.
657
[layer at 10.23 A.M.
4706
25
11.14 A.M.
267
22.
89
. . . .
3h. I3in.
3947
52
\gitated surface of sand
4709
" 25
1.07 P.M.
268
21-5
87
1.6
I2m.
264
40
[layer at 1.56 P.M.
4713
" 25
3-21 "
268
20-5
83
5-4
2h. ism.
2 824
Agitated surface of sand
47i8
25
5-03 "
268
21.
85
5-o
3h. 46m.
4614
70
Agitated surface of sand
4724
27
g.OO A.M.
268
32
layer at 4.10 P.M.
4728
27
11.48 "
269
20.5
83
2.2
2h. I7m.
2778
7
Agitated surface of sand
4731
27
2. 02 P.M.
269
?O.O
81
7-3
4h. 3im.
3424
38
layer at 11.05 A.M.
4735
27
3.16 "
269
21.
85
4-1
5h. 43m.
7038
14
Agitated surface of sand
4737
27
5-02 "
269
21 .O
85
8-7
7h. 22m.
9078
12
layer at 2.47 P.M.
4770
28
11.26 A.M.
270
25.0
IOI
2-3
2im.
525
4
4782
" 28
1. 06 P.M.
270
23-5
95
2.8
ih. s8m.
2 765
8
Agitated surface of sand
4810
29
9-37 A.M.
271
24.0
97
1.7
O4m.
110
9
layer at 12.46 P.M.
4811
29
9.42 '
271
24.0
97
i-7
ogm.
250
6
4814
29
9-47 '
271
24.0
97
I4m.
350
3
4815
" 29
9-52 "
271
24.0
97
i.i
igm.
470
17
COMPOSITION Of OHIO RIVER WATER AFTER PURIFICATION.
TABLE No. 4. Continued.
Jewell System.
169
Rate of
j
a
Collected.
Filtration.
V
p
c
.H
Period of
X
V
Number
0.
Is..
c
Service Since
SS .
o .
3
of
Run.
a v
S
33
Last
Washing.
^
S.S
Remarks.
Date.
Hour.
t S
c<!
Hours and
a* y
2-i
"rt
u =
.2 u^
o
Minutes.
g ts>0
S
1
la
u
~ Q. ?
3
m U
. 1896
4816
July 29
9-57 A.M.
271
23- 5 ! 95
2.0
24m.
590
IO
4817
" 29
10. 02
271
23-5 95
2.1
29m.
700
4
4820
29
10.07 "
271
23-5
95
2.2
34m.
820
3
4821
29
10.12 "
271
23.5
95
2.3
39m.
930
3
4822
29
10.17 "
271
23-5
95
2.6
44m.
I 060
6
4823
29
10.22 "
271
23-5
95
2.8
4gm.
1 160
12
4824
29
IO.27 "
271
23-5
95
3.1
54m.
I 2go
10
4825
29
10.32 "
271
23-5
95
3.5
59m.
I 400
5
4827
29
10.47 "
271
24.0
97
5-1
ih. i IMI.
I 760
IO
4828
29
11.02
271
22.5
91
7-0
ih. 2gm.
2 120
IO
4832
' ' 2Q
11.17 "
271
22. 5
QI
Q 2
ih. 44m.
2 110
4833
y
1 1.32 ' '
* / A
271
y
y'
ih. 57m.
t, -t>t"
2 700
70
... , , ,
435
4836
" 29
29
11.47 "
12.02 P.M.
<F f
271
271
23.0
23-5
93
95
2.3
2.5
2h. o6m.
2h. 2im.
2 g?o
2 310
/y
/i^itateu suriace 01 sand
layer at 11.27 A.M.
13
4838
29
12.17 "
271
23.0
93
2.7
2h. 3601.
3680
n
4839
29
12.32 "
271
23-0
93
3-0
2h. 5im.
4040
8
4841
29
12.47 "
271
24.0
97
3-5
3h. o6m.
4370
I
4842
29
1.02 '
271
24-5
99
3-8
3h. 2im.
4730
21
4845
29
1-34 "
271
23-5
95
5.o
3h. 53m.
5 530
25
4848
29
2.02 "
271
23 5
95
5-7
4h. 2im.
6 160
10
4850
29
2.32 "
271
22.5
91
6.8
4h. 5im.
6 840
IO
4853
29
302 "
271
23-0
93
8.1
5h. 2im.
7 520
12
4859
29
3-34 '
271
22.0
89
9-2
5h. 53111.
8 2go
71
Agitated surface of sand
4864
29
5-3 "
272
24.O
97
1-7
I5m.
343
14
layer at 3.49 P.M.
Western Gravity System.
1895
608
Dec. 23
11.37 A.M.
I
IO.O
61
. . . .
ih. o2m.
547
495
610
" 23
12.27 P-M.
I
10 O
6t
ih. 52m.
i 018
544
614
23
3.22 "
I
IO.O
61
4h. 47m.
2698
328
622
24
9-55 A.M.
2
10.
61
. . . .
13111.
166
910
623
24
10.25
2
IO.O
61
4301.
475
5io
625
24
12.34 I'-M.
2
IO.O
61
2h. 52m.
i 700
220
632
24
3-25 "
2
IO.O
61
5h. 43m.
3506
168
635
" 26
9-57 A.M.
2
IO.O
61
. . . .
8h. 32m.
5 281
580
643
" 26
12.21 P.M.
2
IO.O
61
loh. 56m.
6812
580
648
" 26
4.12 "
2
IO.O
61
. . . .
I4h. 47m.
9 '93
288
653
" 27
10.35 A.M.
2
IO.O
61
. . . .
I7h. 3om.
10822
570
657
" 27
12.53 P -M.
2
IO.O
61
igh. 48m.
11857
540
662
27
3.18 "
2
5-o
3
22h. I3m.
12 582
324
667
27
4.28
3
18.0
no
15m.
232
592
668
27
4-44 "
3
18.0
no
3im.
544
480
677
" 28
IO.II A.M.
3
17.0
103
. . . .
2h. I2m.
2 309
873
680
" 28
11.47 "
3
8.0
49
....
3h. 48m.
3329
708
687
" 28
3.27 P.M.
3
3-o
18
7h. 28m.
4245
i 260
694
" 30
11.17 A.M.
4
6.0
36
....
3h. 55m.
2 652
332
699
30
1.52 P.M.
5
14.0
85
....
r6m.
203
726
702
" 3
4.38 "
5
II.
67
3h. 02m.
2456
528
709
3'
9. ^J. A M.
6
I5m.
172
276
713
" 31
j *f 1T1
11.05
6
23.0
140
ih. 26m.
* / *
I 140
224
720
3i
2.18 P.M.
6
6.0
36
....
4h. 24m.
3 'So
260
1896
726
Jan. 2
IO.O4 A.M.
7
9.0
55
I5m.
150
200
728
" 2
10-34 "
7
8.5
52
45m.
425
192
734
" 2
11.36 "
7
II. O
67
ih. 47m.
i 050
136
736
" 2
; 1.51 P.M.
8
IO.O
61
I5m.
122
392
737
" 2
2.21 "
8
12.
73
45m.
472
34
746
" 3
9.51 A.M.
9
7-5
46
1 5m.
93
250
751
3
10.41 "
9
9.0
55
ih. osm.
55
20
757
3
2.O8 P.M.
IO
8.0
49
1301.
119
,|10
759
3
2.40 "
10
9-5
58
45m.
429
432
762
4
11.29 A.M.
ii
9.0
55
....
igm.
165
95
767
4
I2.O4 P.M.
ii
9 o
55
54m.
437
25
770
4
2 18 "
ii
8j
52
3h. o8m.
i 587
122
170
WA TEK P URIFICA TION AT LO UIS VILLE.
TABLE No. 4. Continued.
Western Gravity System.
Rate of
J
1 "
Collected.
Filtration.
W
a
a
.
ta
Period of
f&i
Z
3
u
c w
1
Number
E
o.
o a
o
Service Since
*j2 35
!
s
of
Run.
v .
|g
s
Last
Washing.
III
sS
a n
Remarks.
5
u
&H -
c < o
H-.
Hours and
O^ o
.2-2
M
Date.
Hour.
O C
o EC
o
Minutes.
v c
rt
4J Tf
en
V rt 3
o w
i
u
s a '
.3
E
n
1896
777
Jan. 6
12. IO P.M.
12
14.0
85
. . . .
ih. 27m.
I 103
416
781
" 6
3-33 "
12
8.0
49
. . . .
4h. 5om.
2 2g7
320
784
" 7
I2.I8
12
9.0
55
. . . .
gh. 25m.
5 193
98
788
7
3-49 "
13
II. O
67
I5m.
172
92
792
" 7
4.19 '
13
II. O
67
. . . .
45m.
552
88
797
" 8
12.09 '
13
IO.O
61
. . . .
5h. ism.
3 512
134
800
" 8
2-33 "
13
IO.O
61
7h. 3gm.
5 002
128
804
" 8
3.04 '
13
IO.O
61
8h. lorn.
5 288
i go
808
" 9 .
IO.O9 A.M.
14
IO.O
61
. . . .
I4m.
123
76
813
9
10.39 "
14
ii. 5
70
. . . .
44m.
443
52
818
9
2.03 P.M.
8-5
52
4h. o8m.
2 593
172
823
10
11.45 A.M.
15
12.0
73
. . . .
3h. I7m.
2275
97
830
" 10
1.56 P.M.
15
12.
73
5h. 28m.
3935
1 20
833
" ii
IO.54 A.M.
16
12.5
76
2gm.
419
53
837
" ii
11.28 "
16
13-5
82
. . . .
ih. O3m.
849
135
8523
" M
II.O7 "
17
II.
67
I5m.
154
57
853
' 14
"37 "
17
II.
67
45m.
518
33
861
14
2.12 P.M.
17
12.
73
. . . .
3h. 2om.
2 321
94
864
14
3-09 "
17
II. O
67
. . . .
4h. I7m.
2954
60
873
15
10.47 A.M.
17
I4.O
85
7h. 55m.
5554
130
877
15
12.52 P.M.
17
13.0
79
. . . .
loh. oom.
7 222
90
883
15
3-14 "
17
8.0
49
I2h. 22m.
8793
164
889
' 16
IO.58 A.M.
18
14.0
85
. . . .
lorn.
89
48
894
" 16
I. Og P.M.
18
20.0
122
2h. 2om.
2679
192
901
" 16
3-08 "
18
18.0
HO
|li. 2om
4979
150
904
" 17
9-59 A.M.
19
15.0
91
o6m.
70
176
905
17
10.03 "
19
15.0
9 1
lorn
130
124
906
17
10.13
19
24.0
146
. . . .
2om
320
132
907
17
10.23 "
19
25.0
152
. . . .
30m
550
141
908
17
IO-33 "
19
25.0
152
4om
520
1 02
909
" 17
10.43 "
19
25.0
152
. . . .
5om
i 080
132
gio
" 17
10.53
19
25.0
152
ih. oom
1376
1 02
926
" 17
I. II P.M.
19
2O.
122
3h. i8m
4500
240
929
i?
2.O4 "
19
19.0
116
.)li. i ini
5 500
140
933
17
3.04 "
19
18.0
HO
5h. urn
6630
238
937
i?
4.04 '
19
16.0
97
6h. urn
7620
188
943
' 17
5-08 "
19
7-5
46
7h. I5m.
8380
198
946
' 18
9.56 A.M.
20
25.0
152
I7m.
460
144
95i
' 18
IO.2O "
20
26.0
158
4im.
940
258
954
" 18
1.23 P.M.
20
27.0
164
3h. 44m.
5860
256
959
" 18
2.41 "
2O
24.0
146
5h. O2m.
7869
256
967
" 20
IO-34 A.M.
21
22.0
134
i6m.
276
192
975
" 20
4.25 P.M.
21
21.
128
6h. 07m.
8 226
246
981
" 21
11.42 A.M.
22
25.0
152
2h. osm.
3007
147
987
" 21
4.25 P.M.
22
16.0
97
6h. 48m.
8857
202
994
" 22
9-35 A.M.
23
25.0
152
I5m.
265
136
995
" 22
IO.O5
23
27.0! 164
. . .
45m.
i 155
174
999
" 22
2 28 P.M.
23
25.0
152
5h. oSm.
7955
266
1003
" 23
IO.I6 A.M.
24
28.0
170
5om.
i 345
73
1007
; 23
3-43 P.M.
24
21.
128
6h. I7m.
9655
64
1012
1 24
10.08 A.M.
25
25.O
152
igm.
409
49
1017
' 24
2.0O P.M.
25
25.0
152
4h. urn.
6649
145
1 020
" 25
9.41 A.M.
26
28.5
173
I5m.
397
75
1023
" 25
IO.O7 "
26
25.0
152
. . . .
ih. oim.
2467
65
1027
" 25
2.23 P.M.
26
2O.
122
4h. 57m.
6509
165
1031
1 27
9-44 A.M.
27
23.O
I4O
I5m.
322! 612
1035
" 27
IO.I4
27
23.0
140
. . . .
45m.
I IO2
554
1041
" 27
I.I3 P.M.
27
13.0
79
3h. 44m.
4 112
934
1046
1 27
4-25 "
28
21.
128
. . . .
34m.
689
504
1055
" 28
1. 08
29
14.0
85
5om.
I 015
I 586
1085
' 31
II. OO A.M.
30
20.
122
. . . .
5om.
870
278
1088
' 31
2.33 P.M.
31
13-0
79
ih. o6m.
I IOI
820
1097
Feb. i
I2.I8 "
32
g.O
55
2h. i8m.
1 644! 326'
COMPOSITION OF OHIO RIVER WATER AFTER PURIFICATION.
171
TABLE No. 4. Continued.
Western Gravity System.
Rate of
;
V
u
Collected.
Filtration.
&
c
c/5 .
3.
!S
^
V.
r. u
Period of
s =
3
U
Number
a
oa
ri
ServiceSince
4> C .
W .
3
of
Run.
!
r1 E
O u 3
V
ffi
Last
Washing.
lp
S2
S
Remarks.
2;
Date.
Hour
fc-3
^S
V-
Hours and
o^ o
4J ._,
*C ' "
"rt
'
w a
.2 v-E
O
Minutes.
V- if. 1
6 3 a
o c
1
5
u
s& a
23d
IS
a
1896
IIOO
Feb. i
2.45 P.M.
33
i8.c
no
4Om.
621
137
IIO.)
" i
5.03 "
33
7-c
43
2h. 58m.
2 8ll
118
1108
" 3
10.35 A.M.
34
17. c
103
3im.
442
240
till
3
I.l6 P.M.
34
12.0
73
3h. I2m.
3132
632
1113
3
3-23 "
34
22.0
134
5h. igm.
5362
560
1117
3
5-00 '
34
6.0
36
6h. 56m.
6742
i 124
1122
4
10.22 A.M.
35
26.0
158
. . . .
32m.
780
421
1125
4
11.49 "
35
ig.O
116
. . . .
ih. 5gm.
2 810
720
1128
4
2.31 P.M.
35
3-5
21
4h. 4im.
4430
908
1132
4
5.18 "
36
12.0
73
. . . .
ih. sim.
I 926
900
1138
5
IO.26 A.M.
36
14.0
85
3h. 2gm.
3466
600
1142
" 5
11.53 "
36
4.0
25
4h. 5601.
4 168
960
1146
" 5
3.14 P.M.
37
6.0
36
2h. 4901.
2732
324
II5I
" 5
5.09 '
38
15-5
94
4im.
694
308
"57
" 6
10.22 A.M.
38
16.0
97
2h. 2401.
2544
828
1162
" 6
12.24 P-M.
39
20.0
122
....
0401.
58
i 276
1165
" 6
3-18 "
39
12.0
73
2h. 58m.
3 M6
655
1170
" 6
4.19 '
39
8.0
49
3h. 59m.
3718
460
"75
7
10.22 A.M.
40
18.0
no
5gm.
I 252
800
"79
7
1.37 P.M.
41
17.0
103
. . . .
ih. I2m.
1639
i 600
IiSS
" 8
10.37 A.M.
42
7.0
43
3h. i6m.
2 061
321
"93
8
2.27 P.M.
44
16.0
97
. . . .
32m.
641
825
"99
" 8
4-53 "
45
4.0
25
ih. osm.
403
860
1206
" 10
10.35 A.M.
46
20. o
122
. . - .
osm.
82
252
1209
" 10
1.58 P.M.
47
6.0
36
ih. 33m.
1 266
272
1213
" 10
3-24 "
48
20.0
122
26m.
493
290
1218
" 10
5-07
48
13-0
79
2h. ogm.
1 573
672
1223
" II
IO.I8 A.M.
49
g.O
55
57m.
926
25'
1226
" II
12.57 P.M.
50
g.O
55
ih. 4om.
M58
461
122Q
" II
3.19 "
51
8.0
49
5&m.
983
298
1233
" II
5-15 "
-5/
6.0
36
28m.
378
950
1238
" 12
10.26 A.M.
52
8.0
49
. . .
2h. ogm.
i 118
250
Shut outlet 10.26 A.M.
1244
" 12
4-53 P.M.;
56
10.5
64
ih. 22m.
i 197
605
1250
" 13
9-54 A.M.
57
19.0
116
33m.
632
1 06
1253
13
I2..10 P.M.
58
23.0
140
2im.
458
235
1256
13
2.25 "
58
4.0
25
2h. i6m.
2 158
i 045
1259
13
4.41 "
59
8-5
52
ih. 4im.
I g8l
425
1267
M
10.30 A.M.
60
18.0
no
ih. osm.
I 348
209
127]
1 M
1.22 P.M.
60
7.0
43
3l>- 57m.
3148
37'
1275
M
3.30 "
61
20.0
122
45m.
g46
372
I27Q
M
4 52
61
6.0
36
2h. 07m
2 246
408
1285
" 15
IO 2O A.M.
f)2
18.0
710
ih. 01 m.
I 500
39
1289 " 15
1-33 I'-M.
63
17.0
103
o6m.
104
5'7
1293
15
3-13 "
63
16.0
97
ih. 46m.
2 134
i 975
I2g8
15
5-24
63
9.0
55
3h. 57m-
3424
919
1304
' 17
10.19 A.M.
64
22. O
134
ih. oom.
I 474
865
1308
17
1.45 P.M.
65
23.0
140
3Om.
6og
650
1312
" 17
3.13 "
65
l6.O
97
ih. sSm.
24og
732
*,
1313
"7
3-28 "
65
13-5
82
2h. 13111.
2659
i 097
1316
' 17
5.14
65
6.0
36
3h. 59>n.
3389
602
I32i
" 18
10.32 A.M.
66
20.5
135
ih. o6m.
I 3 g6
i 220
1326
" IS
12 05 P M.
66
7.0
43
2h. 3gm.
2766
8co
1330
" 18
2.30 "
67
22.0
134
4im.
788
465
'335
" 18
. 5-00 "
67
9.0
55
3h. um.
3068
133
1338
" 18
5.08
67
7.0
43
3h. igm.
3 128
616
1345
" 19
10.24 A.M.
68
20. o
122
ih. o8m.
I 308
I5S
13(9
'9
11.40 "
68
8.5
52
2h. 24m.
2498
221
1353
'9
3.11 r M.
69
3.5
"3
ih. 42m.
2 310
1305
1355
19
4-55 "
69
5-o
3
3h. 26m.
3310
184
1364
1 20
I I. Og A.M.
70
27.0
164
1501.
385
118
1373
" 20
I. ig P.M.
70
6.0
36
. . . .
2h. 25m.
2405
240
379
" 2O
3.22 "
7'
25.0
152
. . . .
3&m.
828
435
1383
" 20
5-05 "
7'
8.0
49
2h. Igm.
2328 371!
172
WATER PURIFICATION AT LOUISVILLE.
TABLE No. 4. Continued.
Western Gravity System.
Rale of
j
u
Collected.
Kiltralion.
u
c
3i .
'I
h
In
ffl V-
Period of
u ^
u
Number
0.
Jo.
d
ServiceSince
~le *^
V. ^
8
of
*j
"T! U -f
rt
Last
>5 ^ V
K ^
Remarks.
3
Run.
V ij
3||
X
Washing.
Hours and
D^u
x e
^
Dale.
Hour.
C
O v,X
'o
Minutes.
fc S 'l
''=
!
li
u
S3 5 *
_&a
i
V tt 3
E
r
1896
1391
Feb. 21
10.03 A.M.
72
24.0
146
3Om.
613
Sg
1396
" 21
12.49 P - M -
72
4.0
25
....
3h. i6m.
2513
49
1399
" 21
3.12 "
73
14.0
85
ih. 42m.
2085
310
1402
" 21
5.00 "
73
4.0
25
3h. 35111.
2805
308
1419
" 24
lO.ig A.M.
74
23.0
140
ih. oim.
i 310
212
1425
' 24
1.25 P.M.
74
4.0
25
4h. 07m.
4170
262
1428
' 24
3.30 "
75
15.0
9 1
ih. 4gm.
2 282
2cg
1433
; 24
5-21
75
4.0
25
3h. 40111.
3250
2f.O
1439
" 25
10.35 A.M.
76
22.0
134
ih. i6m.
1749
I 495
1443
1 25
1. 21 P.M.
76
9-0
55
4h. O2m.
5 "9
680
1447
' 25
3-15 "
77
25.0
152
42m.
949
605
1450
" 25
4-55
77
5.0
30
2h. 22m.
2 543
i 270
1458
" 26
10.32 A.M.
78
2O. O
122
o6m.
91
475
1462
" 26
12.15 P-M.
78
21.5
131
ih. 4gm.
2471
480
1466
" 26
3.12 "
78
15-0
9 T
4h. 46m.
5971
700
1468
" 26
5-II
78
2.0
12
....
6h. 45m.
6801
962
1476
" 27
I0.3O A.M.
79
25.0
152
ih. 2om.
i 829
455
1481
1 27
1.48 P.M.
79
6.0
36
4h. 38m.
5 519
630
1485
; 27
3.06 "
80
27-5
167
48m.
i 177
337
1490
: 27
5-15 "
80
8.0
49
2h. 5?m.
4037
480
1498
" 28
10.46 A.M.
80
12.0
73
4h. 58m.
5937
129
1503
" 28
3.26 P.M.
81
24.0
146
3h. 14111.
4864
445
1505
" 28
4-57 "
81
I4.O
85
4h. 45m.
6774
485
1515
" 29
10.40 A.M.
81
4.0
25
6h. i6m.
7524
235
1518
' 29
1.40 P.M.
82
25.0
152
2h. 48m.
3880
35"
1522
1 29
3-23 "
82
23.0
140
4h. 3im.
6330
905
1525
1 29
5-05
82
12.0
73
6h. I3m.
8550
i 115
1534
Mar. 2
9.46 A.M.
82
24.0
146
7h. 24m.
9500
357
1538
" 2
IO.27 "
82
22.0
134
Sh. osm.
10400
1542
" 2
1.39 P.M.
83
27.O
164
26m.
620
i 685
1546
" 2
3-21 "
83
22.
'34
2h. o8m.
2850
4 ooo
!55i
" 2
5-13
83
15.0
91
4h. oom.
538o
i 735
1559
" 3
10.45 A.M.
83
25.0
152
6h. O2m.
7 720
i 280
1563
3
12.55 P.M.
83
2O. O
122
8h. I2m.
10659
i 005
.
1572
3
5.16 "
84
16.0
97
ih. 57m.
2 512
gcx)
1578
4
10.51 A.M.
84
23.0
140
4h. 02m.
5 202
i 175
1582
4
I. O2 P.M.
84
23.0
140
6h. I3m.
8212
610
1586
4
3-23 "
' 84
20. o
122
....
8h. 34m.
II 122
328
1591
4
5-07
84
7.0
43
loh. i8m.
12 8g2
660
1597
5
10.42 A.M.
85
19.0
116
37m.
759
795
1601
5
12.57 P-M.
85
23-5
M3
2h. 52m.
3769
1085
1606
5
3-24
85
23.0
140
. . . .
5h. igm.
7 129
745
1610
5
5-ii
85
17.0
103
....
7h. o6m.
9459
565
1618
6
10.38 A.M.
85
ig.o
116
gh. O3m.
11499
39
1623
6
12.44 P.M.
85
7-o
43
nh. ogm.
13449
237
1628
6
3-24 "
86
25.0
152
2h. I4m.
2 gog
500
1631
" 6
5-19
86
23.0
140
4h. ogm.
5619
245
1639
" 7
I0.5O A.M.
86
20. o
122
6h. lorn.
8 159
17-1
I&45
7
3.14 P.M.
87
25.0
152
ih. 4im.
2 256
477
1652
7
5.22
87
12.0
73
3h. 4gm.
5 196
345
1658
7
II. 06 A.M.
87
12.
73
6h. 03m.
7456
194
1663
9
12.55 P.M.
88
21.
128
56m.
i 204
401
1667
9
3-27 "
88
24.0
146
3h. 28m.
4634
525
1674
9
5-10 '
88
8.0
49
5h. nm.
6414
515
1680
10
IO.26 A.M.
89
22.5
r 37
ih. 07m.
i 509
265
1684
" 10
1.38 P.M.
89
23.0
140
4h. igm.
5649
168
1689
" 10
3-12 "
89
ig.o
116
5h. 53m.
768g
157
1695
" 10
5-19 '
Sg
4-0
25
. . . .
8h. oom.
9179
210
1702
" ii
11.25 A.M.
90
25-0
152
ih. I4m.
i 629
1 86
1704
" ii
1.33 P.M.
go
23.0
140
3h. 22m.
4399
141
1708
" ii
3-25 "
go
20. ci
122
5h. I4m.
6829
234
1715
" ii
5-16 "
go
8.0
49
7h. osm.
8789
161
1721
" 12
IO.22 A.M.
91
23.0
140
ih. 07m.
1584
250
COMPOSITION OF OHIO RIVER WATER AFTER PURIFICATION.
TABLE No. 4. Continued.
Western Gravity System.
Rate of
S
u
Collected.
Filtration.
C
_p
u
.
Period of
(73 .
v. bo
15
3
L.
01 J
1
Number
^
J &
^ Service Since
ii-r .J
Uj!
I
of
*rj U v>
u
l.HSt
M flj
1-
Remarks.
3
Run.
1) .
33
Washing.
& tu
O. 4J
fc. **
f <I O
Hours and
T3^ o
_
__
Date.
Hour.
C
5 U K
o
Minutes.
KS2
0) C
1
1*
U
" a "
J
S23
E
if
1896
1725
Mar. 12
1. 00 P.M.
91
24.0
146
. . . .j 3h. 45m.
5 "4
140
1730
" 12
3-31 "
91
20.
122
. . . .', 6h. l6m.
8 404
146
1735
" 12
5-17
91
S-O
3
. .. .j 8h. O2m.
10014
112
1741
13
IO.29 A.M.
92
23-5
143
i ih. 07m.
1479
440
1745
13
I.I5 P.M.
92
22.5
137
... 3h. 53m.
5317
213
1749
13
3.19 '
92
19. o
116
5b. 57m.
7927
129
1754
13
5.04
92
8.0
49
.... 7h. 42m.
957
152
1761
14
10.36 A.M.
93
23-0
140
' ih. 24m.
i 926
127
1767
14
I. II P.M.
93
22.
134
.... 3h. 59m.
5 426
128
J773
14
3.16 "
93
16.0
97
. . . J 6h. 04111.
7856
149
1780
14
4-54 "
93
6.0
36
. . . .; 7h. 42m.
9056
158
1787
" 16
IO.33 A.M.
94
22.
134
ih. I4m.
i 736
131
1793
" 16
1.07 P.M.
94
2O- O
122
... J 3h. 58m.
5326
490
1799
" 16
3.2O "
94
4.0
25
6h. oim.
7096
200
1805
" 16
5.07 "
95
22-O
134
ih. 2Om.
i 824
187
1813
" 17
10.32 A.M.
95
20.
122
3h. ism.
4354
228
1819
17
I.I7 P.M.
96
24.0
146
4om.
953
157
1825
17
3-23
96
22-5
137
....
2h. 46m.
3803
445
1829
17
5.09 '
96
8.0
49
4h. 32m.
5673
380
1837
" 18
10.32 A.M.
97
22.0
134
ih. igm.
1879
730
1843
" 18
I.l6 P.M.
97
II. O
67
4h. O3m.
5 269
230
1850
" 18
3-27
98
23.0
140
Ih. 03m.
1414
585
1856
18
5-05
98
22.
134
2h. 4im.
3544
535
1864
" '9
I0.5O A.M.
99
19. o
116
....
I2m.
179
440
1872
!! Ig
1.22 P.M.
IOO
21 .O
128
I5m.
265
800
1876
3.05 "
100
6.0
3.6
ih. 58m.
1985
580
1890
" 20
10.30 A.M.
101
24.0
146
....
2im.
468
I 000
1896
" 2O
1. 12 P.M.
103
I.O
6
5im.
659
700
1898
" 20
1.46 "
104
20. o
122
o6m.
137
500;
4M5
July 2
10.32 A.M.
107
14-5
88
55m.
756
130!
4146
' ' 2
11.14 "
107
ih. 37m.
I 2^Q
68 Shut outlet M.I.J A.M.
4 1 c j
' ' 2
2.24 P.M.
ih. l6m.
I O29
I *\OO A Shut nntlpf "7 VA p M
^ * J4
4158
" 2
3.07 "
no
14.0
85
i8m.
225
* 3^v*
52
4166
3
IO.I8 A.M.
112
14.0
85
3 8
ih. O2m.
899
Q
41 ?8
1. 12 P.M.
112
3h. 5601.
3 253 TO
Shut outlet 1.14 P.M.
4187
3
"3
15-0
91
iim.
1 66
50
4195
3
3.42 "
114
15.0
91
3-o
lorn.
142
77
4199
3
5-00 '
114
14.0
85
7.8
ih. 28m.
I 142
62
10
11.22 A.M.
"5
15.0
91
ih. som.
1682
46
4319
" 10
1.22 P.M.
"5
20. o
122
3-5
3h. som.
3632
131
4322
" 10
3.18 "
"5
15.0
91
6.8
5h. 46m.
5 242
152
4330
" n
10.47 A.M.
116
13.5
82
3-3
ih. 32m.
1437
118
4335
" n
I.I5 P.M.
116
16.0
97
4-4
4h. oom.
3739
199
*
4338
" ii
2-35 "
116
12.0
73
2.1
5000
Wast. 3 min., 52 cu. ft.
4339
" ii
2.40 '
116
14.5
88
2.1
o
o
3000
" 7 " 112 "
4340
" ii
2-45
116
14.5
88
2.2
o
o
i 300
" 12 " 182
4341
" n
2.50 '
116
14.5
88
2.2
o
o
3<>4
" 17 " 252 "
4342
" n
2.55 "
116
14.5
82
2.2
392
" 22 312
4343
" n
3.00 '
"7
18.0
no
I.I
oom.
o
387
Opened outlet 3.00 P.M.
4344
" ii
3-5 "
"7
15-5
94
1-5
05 m.
56
234
4345
" ii
3.10 '
"7
15-5
94
1-5
lorn.
146
213
4348
" ii
3.15
"7
16.0
97
2-5
I5m.
236
204
4349
" ii
3.20 '
117
15-5
94
2.5
2om.
326
157
4350
" n
3-25 "
117
15-5
94
2.5
25m.
396
142
4351
" n
3.30 '
117
16.0
97
2.6
3om.
476
169
4352
" n
3-35
"7
16.0
97
2.6
35m.
546
235
4353
" n
3-40 '
"7
16.0
97
2.6
4om.
616
216
4354
" ii
3-45
"7
16.0
97
2.7
45m.
696
199
4355
" ii
3-50 '
"7
16.0
97
2-7
5om.
776
229
4356
" n
3-55
117
16.0
97
2.7
55m.
856
207
4357
" n
4.00 '
117
16.0
97
2.7
ih. oom.
936
4358
" n
4.15 "
"7
16.0
97
3-2
ih. 1501.
i 176
'186
4358a
" ii
4.30 "
117
16.0
97
3-6
ih. 3om.
i 416
271
* Wasting.
174
WATER PURIFICATION AT LOUISVILLE.
TABLE No. 4 Continued.
Western Gravity System.
Rate of
J
S
Collected.
Filtration.
V
C
u
fe
IS
^
u
(A V.
I enod ot
ho
3
a
Number
of
I
SI
I*.
rt
V
Service Since
Last
Washing.
PI
O. 4J
Remarks.
Run.
*!
O JJ 3
S
Hours and
n ^
a B
Date.
Hour.
u c
o X
"3
Minutes.
u 3
Si
u
la?
8
"2 3
3
U
s
j
E
ca
1896
. _ _ _
Till V T T
A A C P M
_ T _
je . c
_ .
3Q
ih. 451x1.
I 646
4360
juiy i
II
5.00 "
H7
15.0
9 r
V
4.0
2h. oom.
1 876
" II
f Q- 1 <
117
sh. 0501 .
I Q^
176
4505
" 17
2-52 "
* A /
118
15.0
91
4.1
54m.
86 1
33
4524
" 18
11.34 A.M.
118
16.0
97
6h. o6m.
5723
46
4547
" 18
1.57 P.M.
iig
16.0
97
2-5
22m.
340
36
4555
" 18
3.12 '
iig
16.0
97
ih. 37m.
i 540
61
4660
" 24
I0.5O A.M.
1 20
IO.O
61
2.1
o
o
320
Wasting 33 min. , 334 cu. ft.
4661
" 24
II. OO "
121
16.0
97
2-5
0501.
61
158
4662
24
11.05 '
121
15-0
91
2.6
lorn.
141
168
4663
" 24
II. IO "
121
15.0
91
2.6
15111.
211
4664
" 24
11.15 "
121
15.0
91
2.6
2om.
28l
315
4665
" 24
11.20 '
-121
13.0
79
2.1
25m.
351
63
4666
" 24
IT.25 "
121 .
13.0
79
2.2
3om.
421
268
4667
II.3O "
121
T -3 n
7O
2 . 1
-icm
^\j\j f
4668
" 24
n.35 "
121
i j . \j
13.0
/v
79
2.2
jo 1 "'
4Om.
561
161
4669
" 24
11.40 '
121
14.0
85
2.5
45m.
611
352
4670
24
".45 "
121
14.0
85
2.4
5om.
691
202
4671
24
11.50 '
121
14.0
85
2.4
55m.
751
446
4 6 73
24
11.55 "
121
14.0
85
2.5
ih. oom.
821
157
4674
24
12. IO P.M.
121
14.0
85
2.6
ih. ism.
051
214
4675
24
12.25 "
121
14.0
85
2.6
ih. 3Om.
261
165
4676
24
12.40 "
121
14.0
85
2.6
ih. 45111.
481
178
4677
" 24
12-55 "
121
14.0
85
2.9
2h. oom.
7"
112
4680
24
I.IO '
121
14-5
88
2.9
2h. 1 5m.
gn
275
4681
24
1.25 "
121
15.0
9 1
2.9
2h. 3om.
2 III
'77
4683
24
1.40 '
121
15.0
91
3-0
2h. 45111.
2321
237
4684
24
1-55 "
121
15-0
91
3-o
3h. oom.
2541
299
4686
4702
24
25
2. IO '
IO. IO A.M.
121
122
15.0
12. O
73
3-1
3h. 15111.
2 761
O
498
Wasting 70 min., 763 cu. ft.
4703
25
10.38 "
122
13-5
82
....
23m.
3OO
80
4707
25
11.29 "
122
13.0
79
6.7
in. I4m.
980
304
4708
25
1. 01 "
122
13.0
79
7.2
2h. 46m.
2 130
240
4714
" 25
4.38 "
123
12.5
76
2.8
4Sm.
5'4
5
4883
" 31
11.20 "
124
14.0
85
3-5
2ll. I5D1.
I 88g
450
4888
31
2.04 P.M.
124 JI4.O
85
5.1
4h. sgm.
4 3'9
104
4889
" 3 1
2.O7 "
124
14.0
85
6.0
5h. O2m.
5 189
1 66
4892
" 3'
3.38 "
124
13-5
82
5-7
6h. 33m.
5 639
136
Western Pressure System.
1895
607
Dec. 23
II. 33A.M.
18.0
128
58m.
I 070
171
609
" 23
12.24 P - M -
20. o
142
....
ih. 4901.
1934
260
623
23
3.19 "
24.0
I7O
....
4h. 44m.
55So
172
621
24
9.50 A.M.
22.0
156
....
7h. 13111.
9318
295
624
24
12.31 P.M.
21 .O
M9
....
gh. 54tn.
12 960
80
631
24
3-22 "
21.0
149
....
I2h. 45m.
16568
go
634
' 26
9.51 A.M.
2O. O
142
....
I5h. 26m.
1 9 839
860
642
' 26
12.17 P - M -
17-0
120
....
I7h. 52m.
22 596
130
647
' 26
4.09 "
28.0
199
....
2lh. 44m.
28571
242
654
' 27
10.42 A.M.
28.0
199
24h. 37m.
33 23g
360
656
27
I2-5O P.M.
28.0
199
26h. 45m.
36582
480
663
27
3-25 "
22.0
156
...
2gh. 2Om.
40 150
268
669
27
4-47 '
20.
142
3oh. 42m.
41 631
324
676
' 28
10.09 A.M.
19-5
138
....
3ih. 5601.
43336
494
678
' 28
11.15 "
2
25.0
177
....
igm.
588
810
679
' 28
11.45 '
2
28.0
199
....
4gm.
I 460
I 170
686
' 28
3.25 P.M.
2
22.0
I 5 6
4h. 2gm.
6384
I 1 16
695
' 30
11.22 A.M.
3
2O. O
142
55m.
984
246
700
' 30
1.55 P.M.
3
21.
149
3h. 28m.
4 280
460
703
30
4-43 '
3
23.0
163
....
6h. 1 6m.
8067
520
710
31
IO.05 A.M.
4
21.0
149
I5m.
303
380
714
31
II. TO "
4
23-5
1 66
....
ih. 2om.
2705
143
721
' 31
2. 2O P.M.
4
22.5
1 60
4h. 3Otn.
5 228
280
COMPOSITION OF OHIO RIVER WATER AFTER PURIFICATION.
75
TABLE No. 4. Continued.
Western Pressure System.
Rate of
4*
S
Collected.
Filtration.
C
-
tm
Number
a
CO U
a
Period of
Service Since
. ti
w S .
*H r: -
3
U^.
a
3
Date.
Hour.
of
Run.
V .
~
u a
Obg
<3
U
E
o
Last
Washing.
Hours and
Minutes.
*ll
S3
a
'11
Remarks.
1
V
in
Is
u
S"
j
u rt 3
E
"
1896
727
Jan. a
IO.I8 A.M.
5
15-5
no
I5m.
192
236
729
" 2
10.48 "
5
15-5
IIO
. . . .
45m.
672
121
735
" 2
11-39 "
5
ig-5
138
ih. 36m.
I 632
I3O
738
" 2
2.28 P.M.
5
16.0
"3
4h. 25m.
4752
546
.
747
" 3
IO.O4 A.M.
6
21.
149
I5m.
216
1 60
752
3
10.46 "
6
20.0
142
57m.
I 046
I4O
758
3
2.13 P.M.
6
18.0
128
. . . .
4h. 24m.
4876
208
763
4
II.3O A.M.
7
12.
85
I5m.
194
65
768
4
I2.O7 P.M.
7
16.0
113
52m.
721
116
769
4
2.15 "
7
14.5
102
. . . .
3h. oom.
2 671
1 20
778
6
12.14
7
14.0
99
....
gh. 5im.
8671
1 86
782
" 6
3.36 "
7
16.0
I3h. I3tn.
II 812
228
787
" 7
3-35 '
8
20. o
142
....
I5m.
349
82
791
" 7
4.05
8
20. o
142
45m.
936
76
796
8
12.05
8
20. o
142
5h. 25m.
6860
2IO
801
" 8
2.36 '
8
18.0
128
7h. 5601
8584
188
805
" 8
3.10 "
8
18.0
128
8h. 3om.
9176
314
807
" 9
10.05 A.M.
9
17.0
120
2im
312
73
812
9
10-35 "
9
21.
149
5im
902
22
819
9
2.06 P.M.
9
2O. O
142
4h. 22m
5 152
140
824.
" 10
1 1.48 A.M.
loh. ogm
n 602
118
W^Bf
831
" 10
2.0O P.M.
9
18-5
132
I2h. iim
X * \J^J4t
I4I52
834
" n
10.56 A.M.
10
ig.t
I 3 8
28m
. 457
130
838
" n
11.32 "
10
20.0
142
. . . .
ih. 04m
I 137
177
852D
" 14
II.I8 "
n 22.5
1 6O
I5m
283
42
854
14
11.48 "
n
21.
149
45m
883
148
862
' 14
2.18 P.M.
n
20.
142
.. . .
3h. ism
3578
62
.
865
' 14
3.12 "
n
19. o
135
. . . .
4h. ogm
4582
IOO
874
15
io.4g A.M.
n
22.
156
. . . .
7h. 56m
9013
136
876
15
12.50 P.M.
n
22.
156
gh. 57m
II 732
140
884
' 15
3.20 "
n
24.0
170
I2h. 27m
14973
166
890
' 16
II. O2 A.M.
n
21.
149
i6h. o8m
19993
ii
895
' 16
I.I4 P.M.
n
29.0
206
i8h. 2om
23543
\Oi
902
' 16
3.II A.M.
n
27.0
igi
2oh. I7m
26923
248
911
' 17
11.02 '
12
23.0
163
I5m
375
170
QI4
T7
1 1.32 "
12
28.O
TOO
A Cm
I IO7
y *it
927
1 1
17
I.l6 P.M.
12
27-0
191
. . .
2h. 2gm
3827
156
_
928
17
2.02 "
12
26.O
184
3h. ism
5067
198
934
17
3-17 "
12
28.0
199
. . .
4h. 3om
7177
236
"*"
938
17
4.06 '
12
27.0
igi
. . .
5h. igm
8597
211.
944
' 17
5-13 "
12
25.0
177
6h. 26m
10 197
340
950
" 18
IO.I6 A.M.
12
30.0
213
7h. 2gm
ii 897
igo
955
' 18
1.28 P.M.
12
33-5
224
loh. 4im
17997
268
958
1 18
2.39 "
12
30.0
213
...
nh. 52m
20347
274
g66
' 20
10.32 A.M.
12
23.0
163
I5h. 42m
27057
1 80
970
' 20
1.53 P-M.
13
27.0
191
3om
630
212
976
' 2O
4.28
13
29.0
206
3h. osm
4g6o
260
980
' 21
11.37 A.M.
13
28.0
199
...
6h. 24m
10340
177
988
' 21
4.30 P.M.
13
28.0
199
nh. I7m
18 700
211
\
993
' 22
g.2g A.M.
13
24.0
170
I2h. i8m
20600
IOO
IOOO
' 22
2.33 P.M.
13
30.0
213
I7h. 22m
2g78o
140
1004
' 23
lo.ig A.M.
13
29.0
206
2ih. I4m
36250
222
1006
' 23
3.4O P.M.
13
20. o
142
26h. 35m
45 loo
130
ion
' 24
10.05 A.M.
14
25.0
177
I7m
351
59
1016
' 24
1.55 P.M.
14
30.0
213
4h. O7m
7091
128
IO2I
' 25
9.52 A.M.
14
25.0
177
8h. 03m
14041
103
1026
' 25
2. 2O P.M.
14
24.0
170
I2h. 3im
20411
170
1036
' 27
IO.I7 A.M.
14
26.0
184
I5h. ogm
24151
635
1042
' 27
I.l6 P.M.
14
23. c
163
i8h. o8m
28531
8 3 6
1047
" 27
4.30 "
15
25. c
177
39m
957
770
1052
" 28
9.58 A.M.
15
26. c
184
2h. O4m
3017
1448
1056
" 28
3.2O P.M.
15
i6.c
113
6h. 4om
8277
736
io6ia
" 28
4.40 "
15
14.0
99
8h. oom
9497
444
WATER PURIFICATION AT LOUISVILLE.
TABLE No. 4. Continued.
Western Pressure System.
Rate of
j
8
Collected.
Filtration.
V
fc.
c
O
.c
Number
i
S5
o d ; -o
Period of
Service Since
be
5-fj
5
S
of
Run.
id
~ i! J
O S a K
Last
Washing.
rt "7JJ w
al
Remarks.
55
ii* *^
c < O ' v.
Hours and
O"* u
..
M
Date.
Hour.
C
Minutes.
gtt|
S
c
la
IN i
V ci B
-JU
!/!
o
s
J
E
SB
1896
io6ib
Jan. 28
4.41 P.M.
-
4 080
A.
1062
" 28
4-45 "
15
14.0
99
. .
8h. 05m.
g6o4
5 ooo
A!
1086
" 3I
II. 06 A.M.
16
20.5
146
58m.
i 2ig
336
1087
2.29 P.M.
16
14.0
99
4h. 2im.
482g
613
1098
Feb. i
12.24 "
17
20.0
142
. . . .
2h. o8m.
2848
326
IIOI
" i
2. 4 8 "
17
13-0
92
4h. 32m.
5 508
102
1105
" i
5-07
17
16.0
113
6h. 5im.
7528
135
1109
" 3
10.38 A.M.
18
25.0
177
. . . .
38m.
874
477
1112
3
1.20 P.M.
18
24.5
174
3h. 2om.
4774
607
III4
3
3.26 "
18
25.0
177
5h. 26m.
7824
492
1118
3
5.O2 "
18
21-5
152
....
7h. 02m.
10024
600
II2T
' A
IO. 25 A.M.
TO
24. o
I7O
*?om
880
J
1126
*T
4
11.52 "
19
25.0
1 j u
177
....
2h. o6m-
2920
i 200
1129
4
2.36 P.M.
19
14.0
99
. . .
4h. 5om.
6640
990
H33
4
5 22 "
19
14.0
99
7h. 36m.
9 640
255
1 139
5
10.34 A.M.
20
22.0
156
O2m.
33
404
"43
5
11.58 "
2O
26.0
. 184
....
ih. 26m.
2 143
522
1147
" 5
3.17 P.M.
20
18.5
132
4h. 45m.
6553
1376
1152
5
5-12 "
20
II.5
82
....
6h. 4Om.
8393
442
1158
6
IO.29 A.M.
21
29.0
206
. . .
57m.
i 619
980
H59
" 6
12. 06 P.M.
21
20.0
142
....
2h. 34m.
3969
i 024
1166
" 6
3-21 "
21
23-5
166
....
5h. 4gm.
8 619
2 040
1171
" 6
4. 2O "
21
22.0
156
....
6h. 48m.
9959
I 800
1176
" 7
10.25 A.M.
22
26.0
184
....
53m.
i 340
600
1180
7
I.4O P.M.
22
23.0
163
4h. o8m.
5360
I 6OO
1181
" 7
3-37 "
22
23.0
163
* ...
6h. osm.
7650
700
1189
. " 8
10.45 A.M.
23
22.0
156
....
ih. 2ym.
2054
....
1194
" 8
2.31 P.M.
24
25.0
177
....
2gm.
744
7 68
1197
" 8
4.56 "
24
2O. O
142
....
2h. 54m.
3524
660
1205
" 10
10.27 A.M.
25
18.0
128
ih. O3m.
1336
166
1210
" IO
2.O2 P.M.
26
20.0
142
ih. 32m.
2005 200
1214
" IO
3.26 "
26
12.0
85
....
2h. s6m.
3 575 491
1219
" 10
5.H "
27
19.0
135
i h. i)ii).
i 510 i 250
1224
" II
IO.24 AM.
27
20. o
142
3h. oim.
2 540 376
1227
" II
I.O3 P.M.
28
2O.
142
ih. 5im.
2653
151
1230
" II
3.22 "
29
22.
156
. . . .
56m.
I 365
605
1234
" II
5.18- "
29
6.0
42
. . . .
2h. 52m.
3595
39
1237
" 12
IO.23 A.M.
3
23.0
163
ih. osm.
1 426 62
1239
" 12
1. 2O P.M.
30
4.0
99
4h. 02m.
4 976 635
1240
" 12
3-13 "
24.5
174
. . . .
ih. ogm.
i 522 252
1245
" 12
4-57
31
21.
149
2h. 53m.
3802
498
1251
" 13
9.58 A.M.
32
21.
149
. . . .
23m.
532
56
1254
13
12-35 P.M.
32
23.0
163
. . . .
3h. oom.
4 212
"7
1257
13
2.29 "
S 2
22.0
156
. . . .
4h. 54m.
6782
505
1260
13
4-45 "
32
8.0
128
. . . .
7h. lorn.
9652
957
1268
14
10.35 A.M.
33
22. O
156
. . . .
ih. I5m.
1668
227
1272
14
1.26 P.M.
33
21. O
149
. . . .
4h, o6m.
5 288 132
1276
14
3-33 "
33
9-0
135
6h. I3m.
6 898 209
1278
14
4.56 "
33
8-5
132
7h. 36m.
8 488 2g6
1286
15
10.24 A.M.
34
7-0
191
55m.
i 402'
580
1290
15
1.38 P.M.
35
4-0
170
o6m.
93
i 085
1294
15
3.16 "
35
4.0
99
ih. 44m.
2273
i 290
1299
15
5.27
35
g.o
135
3h. 55m.
4683
446
I35
'7
10.24 A.M.
36
5-0
177
5om.
i 130
925
1309
17
1.48 P.M.
36
3-
163
4h. I4m.
5910
i 025
1 3 1 4
17
3-35 "
37
4.0
170
o6m.
155
441
I3 T 5
17
5. ii "
37
2.5
1 60
ih. 42m.
2355
161
1323
" 18
10.38 A.M.
37
I.O
149
3h. 3gm.
49 6 5
i 160
1327
" 18
I2.O7 P-M.
37
0.5
146
5h. o8m.
6925
695
1331
" 18
2.34 "
38
4.0
170
...
3'm.
734
730
1334
" 18
4-59 '
38
I.O
149
2h. 56m.
4084
848
1339
" 18
5.II "
38
I.O
149
3h. o8m.
4314
119
1346 i " 19
10.27 A.M.
38
2.0
151
4h. 54m.
6444
604
COMPOSITION OF OHIO RIVER WATER AFTER PURIFICATION.
'77
TAHLK No. 4. Continued.
Western Pressure System.
Rate of
j
V
D
Collected.
Filtration.
o
12
t/5
b
o
c u
renoa ol
Service Since
V C .
u
.0
Number
a
_o o.
(Q
Last
^ ~ o
fe fe
s
of
t .
"
O
X
Washing.
:.<'
a u
Remarks.
Run.
Hours and
.2.
"3
Date.
Hour.
u G
u 1
"o
Minutes.
fcSS
5 ^
IS
5 3 *
~ a. w
i
^JO
CJ
f
</!
u
s
fc.
09
i8g6
1350
Feb. ig
11.43 A.M.
38
20.
142
....
6h. lorn.
8804
51300
A.
1354
" 19
3.13 P.M.
39
23-5
166
....
2h. 49111.
398o
595
1356
19
4-59 '
39
24.0
170
4h. 35m.
6540
442
1365
20
11.15 A.M.
40
25-0
177
. . . .
I3m.
258
97
1374
" 20
1.23 P.M.
40
24.0
170
....
2h. 2im.
3498
305
1380
" 20
3-25 "
40
22.5
1 60
4h. 23m.
6278
745
1384
" 2O
5.08 "
40
ig.o
135
....
6h. o6m.
8 298
881
1392
" 21
10.07 A.M.
41
20.5
146
....
38m.
1658
77
1397
" 21
12.52 P.M.
41
23-0
163
3h. 23m.
4388
145
1400
" 21
3.13 "
41
18.5
132
5h. 44m.
7 208
401
1403
" 21
5-01
42
25-5
180
ih. 24m.
2 IO3
53
1420
" 24
IO.22 A.M.
42
23.0
163
....
3h. ism.
4490
187
1426
24
I.3O P.M.
42
22.0
156
6h. 23111.
9 030
848
1429
24
331 "
43
24-5
174
....
56m.
i 316
338
M34
24
5-24
43
23-0
163
....
2h. 49m.
3956
615
1440
25
10.38 A.M.
43
25.0
177
4h. 33m.
6266
i 205
1444
25
1.23 P.M.
43
22.0
156
7h. iSm.
10066
i 510
1448
25
3.18 "
43
21.5
152
....
gh. I3m.
12556
720
1449
" 25
4-53 "
43
16.0
....
loh. 48m.
14456
368
1459
" 26
10.34 A.M.
44
21.
149
ih. I2m.
i 602
205
1463
" 26
12. 2O P.M.
44
25.0
177 |. ..
2h. 58m.
4272
595
1465
" 26
3.II "
44
25.0
177
....
5h. 49111.
8512
650
1469
'* 26
5-15
44
25.0
1 80
....
7h. 53m.
it 602
645
1475
" 27
IO.28 A.M.
44
24-5
174
gh. 25m.
13702
887
1482
27
1.50 P.M.
44
16.0
I2h. 47m.
17 812
618
1486
27
3-t-9 "
45
32.0
227
5gm.
1493
990
1491
27
5-25
45
26.0
184
3h. ism.
5 213
212
1499
" 28
10.48 A.M.
45
30.0
213
5h. o8m.
8033
305
1504
28
3 29 P.M.
45
24.0
170
gh. 4gm.
15 123
710
1506
" 28
5.00 "
45
20. o
142
nh. 2om.
17243
583
1514
" 29
10.40 A.M.
- 45
25.5
180
I2h. 48m.
'9433
443
1519
29
1.42 P.M.
45
23.0
163
I5h. som.
23713
i 700
1523
29
3-25 "
45
21-5
152
I7h. 33m.
25953
i 140
1526
29
5.08 "
45
21.0
149
igh. i6m.
28043
330
1535
Mar. 2
9.50 A.M.
46
25.0
177
22m.
492
810
1539
" 2
10.30 "
46
25-5
1 80
....
ih. 02m.
I 502
1543
2
I 42 P.M.
46
27.0
191
4h. I4m.
6 162
M75
1547
" 2
3.22 "
46
24-5
174
5h. 54m.
8 722
6000
1552
" 2
5.16 "
46
25.0
7h. 48m.
II 462
720
1560
3
10.48 A.M.
46
25-5
1 80
gh. som.
14342
i 600
1562
3
12.52 P.M.
46
25-5
1 80
nh. 54m.
17452
740
1567
3
3.l6 "
46
20.0
142
I4h. i8m.
20 982
410
1573
3
5.19 "
46
22.5
1 60
loh. 2im.
23 922
442
1579
4
10.53 A.M.
46
20. o
142
i8h. 25m.
26772
940
1583
4
1.04 P.M.
46
22.5
1 60
2oh. 36m.
29722
683
1587
4
3.24 "
47
24.5
174
3gm.
970
222
1592
4
5.08
47
24-5
'74
2h. 23m.
4 260
60 5
1598
5
10.44 A.M.
47
27.0 191
4h. 2gm.
6 180
I O40
1602
5
12.59 P -M.
47
25.0
177
. . . .
6h. 44m.
9520
705
1607
5
3.26 '
47
23.0
163
gh. nm.
12 980
345
1609
5
5-07 "
47
25.0
177
loh. 52m.
15420
37
1619
6
10.40 A.M.
47
23.0
163
I2h. 55m.
18 140
231
1624
6
12.45 P-M.
47
23.5
166
I5h. oom.
20 960
105
i&2g
6
3.26 "
47
26.0
184
I7h. 4im.
24 620
585
1630
6
5-19 "
47
26.0
184
igh. 34m.
27460
385
1640
7
10.52 A.M.
48
28.0
199
. . . .
52m.
I 230
845
1643
7
12. 5g P.M.
48
25.0
177
2h. 5gm.
4530
280
1646
7
3.16 ".
48
25-5
1 80
5h. i6m.
7 6.00
435
if'53
7
5-25 "
48
24.0
170
7h. 25m.
10760
320
1659
9
it. og A.M.
48
22.5
1 60
gh. 3gm.
13930
212
1660
** Q
Q CO AM tOS2'}I > M.
1 ft
_ ,,
I fll
1664
y
9
12.58 P.M.
48
25.5
1 80
nh. 28m.
16310
235
166?
Q
1.21; "
48
24.0
170
I3h. 55m.
19710
335
178
WATER PURIFICATION AT LOUISVILLE.
TABLE No. 4. Continued.
Western Pressure System.
Serial Number.
Collected.
Number
of
Run.
Ra-
FiUr
B
a
t"3
.S.E
gs
u
Million Gallons ::.
per Acre per g ~*
24 Hours.
Loss of Head. Feet.
Period of
ServiceSince
Last
Washing.
Hours and
Minutes.
Filtered Water Since
Last Washing.
Cubic Feet.
Bacteria per Cubic
Centimeter.
Remarks.
Date.
Hour.
1675
1681
1685
1690
1696
1701
1705
1709
1666
1716
1722
1726
1731
1736
1742
1746
1750
1755
1762
1763
1768
1769
1774
1775
1781
1788
1789
1794
1795
1800
1801
1806
1814
1815
1820
1821
1826
1827
1828
1838
1839
1844
1845
1851
1865
1869
1877
1883
1891
1897
1903
igcx
1915
1921
1924
1930
1938
1943
1949
1950
1960
1963
1966
1896
Mar. 9
" 10
" 10
" 10
" 10
" II
" II
" II
"9-11
II
" 12
" 12
" 12
" 12
" 13
13
13
." 13
14
14
14
M
14
14
" M
" 16
" 16
" 16
" 16
' 16
" 16
" 16
" 17
17
I-
17
'7
J7
17
" 18
" 18
" 18
" 18
" 18
" 19
'9
19
" 19
20
" 2O
" 2O
" 20
" 21
" 21
" 21
" 21
" 23
23
23
23
24
24
" 24
5.12 P.M.
10.28 A.M.
I.4O P.M.
3.16 "
5.20 "
10.25 A.M.
1.36 P.M.
3-27 "
3.25 P.M. to 3.27 P.M.
5.19 P.M.
IO.25 A.M.
I. O2 P.M.
3-33 "
5.20 '
10.31 A.M.
I.I7 P.M.
3.21 "
5.06 "
I0.4O A.M.
9.31 A.M. to 10.40 A.M.
I.I3 P.M.
10.40 A.M. to I.I3 P.M.
1.43 P.M. " 3.18 "
3.18 P.M.
4-55 "
9-00 A.M.
10-37 "
10.37 A.M. to 1.20 P.M.
1.20 P.M.
1. 2O P.M. to 3-22 P.M.
3.22 P.M.
5-09 "
9 22 P.M. to IO 35 A.M.
10.35 A M.
10.35 A.M. to 1. 2O P.M.
1.20 P.M.
1.20 P.M. to 3.25 P.M.
3.25 P.M.
5.07 "
10.34 A.M.
9.25 A.M. to 10.34 A.M.
I. ig P.M.
10.34 A.M. to I. ig P.M.
1. 19 r.M. " 3.30 "
9.30 A.M. " 10.53 A.M
IO-53 " " 12.20 P.M
12.20 P.M. " 3.11 "
3-II " ' 5.30 "
9.0O A.M. " IO-35 A.M
IO-35 " " I.I5 P.M
I.I5 P.M. " 3.37 "
3-37 ' 5-30 "
10.48 A.M.
1.28 P.M.
3.27 "
5.07
9-OO A.M. to IO.3O A.M.
IO.3O " " I2.O5 P M.
12.05 P-M. " 3.05 "
3.05 ' 4.00 "
9-00 A.M. " 11.30 A.M.
II.3O ' " 2.30 P.M.
2.30 P.M. " 5.30 "
48
49
49
49
49
49
49
49
49
49
49
49
49
49
50
50
50
50
50
50 -
50
50
50
50
50
50
50
50
50
50
50
50
5i
5i
51
51
51
5i
51
51
51
5i
51
51
52
52
52
52
52-53
53-54
54
55
56
57
57
57
58
58
58-59
59
60
60-61
61
24.0
22.5
24.0
25.0
24.0
25.5
23.5
23.0
22.9
24.0
25.0
24.0
22.
22.0
24.0
23.0
24.0
22.0
23-5
22.5
23.0
23.0
23.2
24.0
24.0
21.6
23.0
23.3
23.0
23-7
24.0
23.0
23-4
23-5
23-2
23.0
23-2
22.5
22.5
22.0
22 6
23.0
22.6
21.0
25.0
21.2
21.8
I S . S
19.3
16.5
16.3
19-5
18.0
18.5
13-5
II.
18.4
17.0
16.8
19-3
21.4
19.7
t 3 .8
170
1 60
170
177
170
1 80
166
163
162
170
177
I5h. 42m.
ih. I2m.
4h. 24m.
6h. oom.
8h. O4m.
gh. 3gm.
I2h. I2m.
I4h. 03m.
22 ogo
I 618
6 3 g8
8 788
11778
13 868
17 438
19938
175
330
125
204
225
igg
165
182
C.
c.
c.
c.
c.
c.
c.
c.
c.
I5h. 55m.
I7h. 35m.
2oh. o8m.
22h. 3gm.
24h. 26m.
ih. urn.
3h. 57m.
6h. oim.
7h. 46m.
gh. 5Om.
22 518
24738
28418
32058
345SS
1693
5603
8423
10863
13631
129
43
2g8
565
195
181
194
163
no
177
225
139
205
98
187
132
274
3f'5
38i
322
395
305
480
505
685
500
I go
118
185
420
765
425
280
250
325
450
97C
780
I 000
500
400
500
800
890
980
i 050
1430
I 115
I 105
780
740
297
500
5 8c
156
156
170
163
170
156
166
1 60
163
164
164
170
170
131
163
165
163
168
170
163
1 66
1 66
164
163
164
1 60
. 160
156
1 60
163
156
149
177
149
155
134
137
116
"5
138
128
132
96
78
131
1 20
119
137
152
140
98
....
I2h. 23m.
17 173
I4h. 28m.
i6h. osm.
20083
22333
iSh. 17111.
25243
2ih. oom.
29 043
23h. O2m.
24h. 4gm.
3i 933
34223
ih, igm.
1843
4h. O4m.
5663
6h. ogm.
7h. 5im.
gh. 48m.
8563
10853
13 543
I2h. 33m.
17263
ih. 28m.
i8m.
2h. I7m.
3h. 57m-
I 580
335
2085
3275
COMPOSITION OF OHIO RIVER WATER AFTER PURIFICATION.
179
TABLE No. 4. Continued.
Western Pressure System.
1
a
1
!s
X
1970
1974
1982
1990
1994
1999
2002
2006
2009
2OI3
2O22
2031
2036
2O4I
2044
2048
2051
2055
2058
2059
2060
2061
2062
2063
2066
2068
2069
2070
2071
2072
2073
2074
2077
2079
2080
2084
2085
2086
2087
2088
2089
2090
2091
2092
2093
2094
2095
2096
2097
2IOO
2104
2107
2III
2122
2128
2132
2137
2140
2144
2147
2156
2159
2162
Collected.
Number
of
Run.
Rate of
Filtration.
Lossof Head. Feet.
Period of
ServiceSince
Last
Washing.
Hours and
Minutes.
Filtered Water Since
Last Washing.
Cubic Feet.
Bacteria per Cubic
Centimeter.
Remarks.
!L
V .
|
^5
3^
u
Million Gallons
per Acre per
24 Hours.
Date.
Hour.
1896
Mar. 24
" 24
24-25
" 25
25
25
25
" 25
25
" 25
25-26
" 26
" 26
" 26
" 26
" 26
" 26
" 26
" 26-27
" 27
27
27
27
27
27
27
27
27
27
27
27
27
27
' 27
27
27
27
" 27
" 27
27
27
27
27
27
27
27
27
27
" 27
27
27
27
" 27
" 27-28
" 28
" 28
" 28
" 28
" 28
" 28
" 28
28-29
29
5.3O P.M. to 8.30 P.M.
8.30 " " 11.30 "
II.3O " 2. 30A.M.
2.30 A.M. " 5.30 "
5.30 " : 8.30 "
8.30 " " 11.30 "
11.30 " " 2.30 P.M.
2.30 P.M. " 5.30 "
5.30 " " 8.30 "
8.30 " " II.3O "
II.3O " " 2.3O A.M.
2.30 A.M. " 5.30 "
53 ' ' 8.30 "
8.30 ' " 11.30 "
II.3O " " 2.30 P.M.
2.30 P.M. " 5.30 "
5.30 " " 8.30 "
8.30 " " 11.30 "
11.30 " " 2.30 A.M.
2.30 A.M.
2-45 '
2-59 '
3.20 '
3-30 "
2.30 A.M. tO 5.30 A.M.
5.40 A.M.
5-50 "
6.00 '
6.10 "
6.50 "
7.20 "
8.20 "
5.30 A.M. to 8.30A.M.
9-20 A.M.
IO.20 "
8.30A.M. to II. 30 A.M.
11.30 A.M.
12.10 P.M.
12.20 "
I2.3O "
12.40 "
I2.5O "
1. 00 "
I. 10 "
1.20 "
1.30 "
I.4O '
1.50 "
2.OO '
II. 3O A.M. to 2.30 P.M.
2.30 P.M. " 5.30 "
5.30 ' " 8.30 "
8.30 ' " 11.30 "
11.30 " ' 2.30A.M.
2.30 A.M. " 5.30 "
5.30 ' ' 8.30 "
8.30 ' " 11.30 "
II.3O " " 2.3O P.M.
2.3O P.M. " 5.30 "
5.30 " " 8.30 "
8.30 ' " II.3O "
11.30 " " 2.30 A.M.
2.30 A.M. " 5.30 "
61-62
62
63
63-64
6 4
64-65
65-66
66
66
67
67
67-68
68
68-69
69
69-70
70
70-71
71
71
71
71
72
72
71-72
72
72
72
72
72
72
72
72
72
72
72
72
72
72
72
72
72
72
72
72
72
72
72
72
72-73
73
73
73-74
74
74
74-75
75
75
75-76
76
76-77
77
77-7*
15-4
12.6
16.0
16.0
17.4
17.5
15.0
14.8
15.1
17-5
14.7
17-4
16.5
17.9
14.8
15.4
r6. 3
14-3
16.0
17.0
17.0
16.5
17.0
17.0
16.3
log
89
113
"3
123
124
1 06
105
107
124
104
124
116
127
105
109
H5
101
"3
1 20
120
116
120
1 2O
"5
208
283
395
355
325
177
214
825
310
675
330
340
360
270
195
190
220
254
158
290
300
400
425
189
395
249
189
295
470
190
185
260
225
305
405
2(j2
342
302
257
3'7
266
305
370
408
360
270
39
285
345
365
685
148
166
98
291
34
170
215
199
1955
fjf>
2f>
732
E.
E.
E.
The series of results on
run No. 72 was used in
obtaining the average
bacteria for this run,
but not for the day.
5h. lorn.
5h. 25m.
5h. 39m.
O2m.
I2m.
5 2O2
5452
5662
37
217
23m.
33m.
43m.
53m.
ih. 33m.
2h. O3m.
3h. 03m.
447
687
807
987
1667
2 217
3187
19-5
19.0
18.5
17-5
17-5
16.5
17-7
17.0
16.0
16.6
16.0
16.0
15-5
15-5
15-5
15-5
15-5
15-5
15.5
15.0
15.0
15.0
15.0
15.8
17.0
17-7
16.6
17.8
17.0
17.1
18.1
17.2
16.9
16.2
15-4
14.9
15-0
I 3 8
135
132
124
124
116
126
1 20
113
"7
113
113
no
no
no
no
no
IIO
IIO
106
106
106
1 06
112
121
126
117
127
1 2O
121
I2g
121
119
114
109
105
112
....
4h. 03111.
5h. 03m.
4237
5 151
6h. I3m.
6h. 53m.
7h. 03m.
7h. I3m.
7h. 23m.
7h. 33m.
7h. 43m.
7h. 53m.
8h. O3m.
8h. I3m.
8h. 23m.
8h. 33m.
8h. 43m.
6417
6897
7057
7217
7367
7517
7681
7837
7987
8 147
8297
8447
8607
1
1 80
WATER PURIFICATION AT LOUISVILLE.
TABLE No. 4. Continued.
Western Pressure System.
Serial Number.
Collected.
Number
of
Run.
Rate of
Filtration.
1
a
1
*o
1
Period of
ServiceSince
Last
Washing.
Hours and
Minutes.
Filtered Water Since
Last Washing.
Cubic Feet.
Bacteria per Cubic
Centimeter.
Remarks.
I
V .
ej
C
S 5
= s
o a
!=
?x
= 5L?
Date.
Hour.
2166
2170
2174
2175
2176
2177
2178
2179
2i8->
2186
2190
2193
2197
22OO
2'jnj
220!
2211
2217
2221
2225
2230
2235
2238
224;
224*
2251
2256
2259
1896
IMar. 29
" 29
29
29
29
29
" 29
29
29
29
29
29-30
30
30
" 30
30
30
3i
3i
31
April i
" I
I
' 2
' 2
' 2
3
3
3
4
4
' 4
6
6
6
7
7
7
May 7
" 7
8
8
8
8
" 8-g
9
9
9
9
9
n
' n
ii
' 12
' 12
' 12
" 12
13
13
13
13
14
" 14
5.30 A.M. to 8. 30 A.M.
8.30 " " II.3O "
11.30 " " 2.30 P.M.
3.26 P.M.
3-32 "
3-42
3-57
4.12
2.3O P.M. to 5.30 P.M.
5.30 " " 8.30 "
8.30 ' " IL3O '
II.3O " " 2.30 A.M.
2. 30 A.M. " 5.30 "
5.30 " ' 8.30 '
8.30 ' " II.3O '
II.3O " " 2.30 P.M.
2.30 P.M. " 5.30 "
g. 3O A.M. " II. 30 A.M.
II.3O " " 2.30 P.M.
2.30 P.M. " 5.30 "
9.30 A.M. " II.3O A.M.
11.30 " " 2.30 P.M.
2.30 P.M. " 5.30 "
9.40 " " II.3O A.M.
11.30 A.M. " 2.30 P.M.
2.30 P.M. " 5.30 "
9.30 " " 11.30 A.M.
11.30 A.M. " 2.30 P.M.
2.30 P.M. " 5.30 "
g.30 " " 11.30 A.M
II.3O A.M. " 2.30 P.M
2.30 P.M. " 5.30 "
g.3O " " 11.30 A.M
II.3O A.M. " 2.30 P.M
2.30 P.M. " 5.30 "
9.30 " " 11.30 A.M
II.3O A.M. " 2.30 P.M.
2.30 P.M. " 5.30 "
3-2O P.M.
9-2O "
3-05 A.M.
g.oo "
g.oo A.M. to 3.30 P.M.
3.0O P.M. " g.OO "
g.oo " " 3.00 "
3.OO A.M.
3.OO A.M. to 8.30 A.M.
g.oo A.M.
1.20 P.M.
3-27 "
IO.OO A.M. to 1.55 P.M.
3.OO P.M.
g.oo "
3.OO A.M.
g.oo "
12. OO M.
8.30 P.M.
2.00 A.M.
8.00 "
I.OO P.M.
7.OO P.M.
3.00A.M.
g.oo "
78
78-79
79
80
80
80
80
80
80
80
80-81
81
81-82
82
82-83
83
83
84
84
85
86
86-87
87
88
88-8g
8g
go
go
9i
91
91-92
92
93
93
93
94
94
94
95
96
96
96
96-97
97
97
97
97-98
98
98
98
99
99
99
IOO
IOO
IOI
101
1 02
1 02
1 02
103
103
104
15-3
16.4
16.4
21.0
2O. O
17.0
I6. 5
16.0
16.9
15-7
i6.g
17.1
17-3
15.6
14.1
14.7
14-3
15. g
13.0
11.7
17.0
16.1
15-5
15-3
I5-I
14.7
17.0
13.0
15-8
16.0
16.0
14.6
ig.2
18.4
16.6
18.9
18.8
17-7
23-5
23-5
24.0
22.0
22.6
22.2
22.2
23.0
23-3
22.5
23.5
23.0
23-4
23-5
22.
24.0
24.0
23-0
22.
24.0
23-5
23.0
24.0
23.5
23-5
109
116
116
149
142
1 20
116
113
119
in
119
121
122
III
99
103
IOO
"3
92
83
120
"3
IIO
108
107
104
1 20
92
112
H3
H3
103
I 3 6
131
"7
134
137
125
166
166
170
156
161
156
156
163
164
1 60
166
163
165
166
156
170
170
163
156
170
166
163
170
1 66
166
323
I 686
I 315
635
1055
355
95
109
2475
715
i 056
2985
5950
1585
2 725
I 265
i 145
885
i 455
2545
I IIO
965
i 025
630
I IIO
525
i 185
I 160
475
175
198
182
57
85
130
64
7i
94
From May 7-9 inclu-
sive, the results of both
single samples and
those collected by the
sampler were used to
obtain the average
bacteria for days and
for runs.
C.
C.
I4m.
2Om.
3Om.
45m.
ih. oom.
304
404
564
804
1054
2263
2268
2272
2278
2282
2287
2290
2295
2300
230;
2768
2775
2 7 8
2787
279
2799
280
2806
28oq
2814
28l
28l
282
282
283
285
286
2874
287
2882
2886
2893
2897
2901
2906
6h. 2om
0701
5h. 52m
nh. 47m
8870
128
7988
16378
289
126
20
H3
9 1
I5h. osm
2OO23
253
I7i
346
225
230
363
287
1 80
219
242
278
219
93
H5
171
152
156
132
. . . .
4h. 56m
gh. l6m
nh. 23m
6973
13033
15943
5h. 2im
nh. 2im
5h. 03m
nh. osm
ih. 5gm
loh. 2gm
3h. 36m
gh. 36m
I4h. 36m
3h. 57m
nh. 57m.
4h. 3om
7497
5637
7010
15 280
2683
14 154
5001
13 121
I973I
5 5oi
16425
6443
COMPOSITION OF OHIO RIVER WATER AFTER PURIFICATION.
181
TABLE No. 4. Continued.
Western Pressure System.
Rate of
-
S
Collected.
Filtration.
1
C
U
3
V
Number
V
o.
\\
a
Period of
Service Since
V C
a
S
3
of
Run.
Ic
G v 3
u
E
Last
Washing.
*|1
ts
S"s
Remarks.
5
Date.
Hour.
fe3
C
c <o
.2 v. 1
"o
Hours and
Minutes.
O-^ u
SiSS
rt =
11
u a 3
~> V
"u
"2 S
Ha?
S
.=^0
"->
J
u
S
j
E
1896
2910
May 14
2.0O P.M.
104
23-0
163
. . . .
gh. 3om.
13813
131
2916
" 14
8.00 "
105
24.0
170
3h. 34m.
5 190
136
2920
" 15
1. 00 A.M.
105
23-5
166
8h. 34m.
12 380
181
2924
15
8.00 "
106
23.0
163
. . . .
3h. 4om.
4978
222
2928
" 15
11.00 "
106
26.0
184
6h. 4om.
9268
237
2934
15
5.21 P.M.
106
18.0
128
I2h. i8m.
17 705
7oo|Wasting 2 min., 66 cu. ft.
2935
15
5.24 "
106
19.0
135
. . . .
I2h. i8m.
17705
705
5 ' 106
2936
15
5.27
106
22.0
156
I2h. i8m.
17705
216
8 " 166 "
2937
15
5.31
107
19-5
138
. . . .
O2tn.
53
115
2938
15
5.33 '
107
24.0
179
. . . .
O4m.
"3
151
2939
15
5.35
107
24.0
170
o6m.
153
170
2940
15
5.37 '
107
24.0
170
o8m.
203
134
2941
15
5.39 '
107
24.0
170
lorn.
253
122
2942
15
5.41
107
24.0
170
. . . .
I2m.
293
102
2943
15
5.43
107
24.0
170
I4m.
333
71
2944
15
5.45
107
24.0
170
....
i6m.
383
54
2945
15
5.47
107
24.0
170
. . * .
i8m.
443
105
2946
15
5.49 '
107
24-5
174
. . . .
2om.
493
70
2947
15
5.51
107
24-5
174
22m.
523
68
2948
15
5.53 '
107
24-5
174
....
24m.
573
82
2949
15
5.55 '
107
24-5
174
26m.
623
70
2950
15
5-57
107
24-5
174
28m.
673
82
2951
15
5-59 '
107
24-5
174
3om.
703
56
2952
15
6.04 '
107
24.5
174
. . . .
35m.
843
66
2954
' 15
6.14 "
107
24.5
174
....
45m.
1093
74
2955
15
6.29 "
107
24-5
174
ih. oom.
M33
81
2956
15
7.29 "
107
24-5
174
....
2h. oom.
2863
65
2957
15
8.29 '
107
24-5
174
3h. oom.
4303
85
2958
15
9.29 "
107
24.0
174
4h. oom.
5733
99
2959
15
10.29 '
107
24-5
174
. . . .
5h. oom.
7H3
90
2962
15
11.00 "
- 107
25-0
177
....
5h. 3im.
7873
142
2964
' 16
12.29 A.M.
107
24.0
170
....
7h. oom.
10033
65
2965
' 16
1.29 "
107
24-5
174
....
8h. oom.
n 623
400
2966
' 16
2.29 "
107
23-5
166
....
gh. oom.
12913
129
2967
' 16
3.29 "
107
24.0
170
loh. oom.
14293
71
2968
' 16
4 2Q "
IO7
nh. oom.
15 813
200
2971
' 16
t- "y
5.00 '
*.\j j
107
24.0
170
nh. 3im.
16703
**Tf
122
2972
' 16
5.29 "
107
24.0
170
I2h. oom.
17 263
109
2974
' 16
6.29 "
107
23-5
166
13(1. oom.
18753
108
2975
' 16
7-29 "
107
24.0
170 ....
14(1. oom.
20 133
90
2976
" 16
8.29 '
107
24.0
170
I5h. oom.
21 523
90
2979
" 16
9.29 '
107
22.5
1 60
i6h. oom.
22983
81
2982
" 16
IO.OO '
107
23.0
163
....
i6h. 3im.
23693
91
2983
" 16
10.29 "
107
23.0
163
....
I7h. oom.
24363
63
2984
" 16
11.29 "
107
23-5
166
....
i8h. oom.
25753
98
2985
" 16
12.29 P - M -
107
23.0
163
....
igh. oom.
27173
161
2986
" 16
1.29 "
107
23.0
163
2oh. oom.
28573
136
2987
" 16
2.29 "
107
23.0
163
....
2ih. oom.
29933
127
2993
" 16
3.00 "
107
22.5
1 60
2ih. 3im.
30673
151
2994
1 16
3.29 "
107
23.0
163
....
22h. oom.
31403
142
2998
' 18
12.00 M.
108
14-5
IO2
2-3
2h. 45m.
2 406
I 120
3001
' 18
2.48 P.M.
108
14.0
99
4.6
5h. 33m.
4826
429
3009
' 18
6.07 "
108
15.0
106
7.0
6h. 57m.
6086
265
3011
' 18
g.OO "
108
15.0
106
4-7
gh. som.
8706
3 ooo
3016
1 18
12.00 "
108
15-5
no
7-0
I2h. 5Om.
II 466
198
3019
' 19
3.OO A.M.
108
14.5
102
14.7
I5h. 5Om.
14096
185
3025
19
6.OO "
108
15-5
no
12.3
i8h. som.
16786
215
3028
19
8.30 "
108
16.0
113
IO.O
2ih. 2om.
I8gi6
195
3033
19
1 2.08 P.M.
108
14-5
102
20. E
24h. 58m.
22046
208
3038
19
3-05 "
1 08
15-0
106
20. 8
27h. 55m.
24606
300
3042
" 19
6.00 "
108
14.0
99
18.5
3oh. som.
27086
539
3043
19
9.00 "
108
14.0
99
18.5
33h. som.
29586
420
3049
" 19
12.00 "
108
14.0
99
30.0
3&h. som.
32073
582
WATER PURIFICATION AT LOUISVILLE.
TABLE No. 4. Continued,
Western Pressure System.
Rate of
u
Collected.
Filtration.
V
c
c/5 .
U
u
Number
8.
c v
o
Period of
ServiceSince
;.= _.
w-"
E
. of
Run.
.
"Sue
ti 3
V
ffi
Last
Washing.
S
R5
Remarks.
f
< O
Hours and
0^
.5--
Date.
Hour.
u c
c w
.1
"o
Minutes.
V *-i'~
**
**" e
1
oS
= Rs
1
=33
|(j
c/5
U
2
3
1896
3054
May 20
3.OO A.M.
1 08
15.0
1 06
27.7
3gh. som.
34726
68
3058
" 20
6.OO "
108
14.0
99
27.7 42h. som. 37246 235
3O6l
" 20
8.30 "
1 08
14.0
99
30.0
45h. 2om. 139266 242
3063
" 20
9-43 "
log
15.0
106
2-3
o6m.
73
340
3065
" 20
9-53
109
14-5
102
2-3
i6m.
233
165
3070
" 20
12. OO M.
log
14.0
99
10.3
2h. 23m.
2 103 310
3073
" 20
3.0O P.M.
log
14.5
IO2
4-7
5h. 23m.
4813
190
3078
' 20
6.OO "
log
14-5
102
7.0
8h. 23m.
7353
159
3083
" 20
g.oo "
log
14.5
I O2
7.0
nh. 23m.
9883
146
3087
" 20
12.00 "
log
14.0
99 II . 6
14(1. 23m.
12 193
M4
3090
" 21
3.OO A.M.
log
14.0
99
16.3
I7h. 23m.
14693
"3
3094
" 21
6.00 "
log
14.0
99
18.5
2oh. 23m.
17093
139
3ogg
" 21
8.30 "
log
13-5
88
19.6
22h. 53m.
I9I33
135
3102
" 21
I2.OO M.
109
14.0
99
23.1
26h. 23m.
22 083
162
3log
" . 21
3.06 P.M.
109
14.5
1 02
27.8
2gh. 2gm.
24733
183
3113
" 21
6.OO "
log
14-5
102
32-4
32h. 23m.
27 223
99
3116
" 21
g.oo "
log
14.0
99
37-o
35h. 23m.
29763
89
3"9
" 21
12. OO "
log
14.0
99
41.6
38h. ism.
32253
141
3124
" 22
3-OO A.M.
log
14.0
99
55-4
4ih. I5rn.
34793
105
3128
" 22
6.00 "
log
14.0
99
53-0
44h. ism.
37243
146
3131
" 22
8.30 "
109
14.0
99
55-4
4&h. 45m.
39293
67
3138
" 22
12. OO M.
no
14-5
IO2
4-7
2h. 4om.
2 270
71
3143
" 22
3-OO P.M.
IIO
14-5
102
7-o
5h. 4om.
4 840
101
3149
" 22
6.00 "
IIO
14.0
99
7-o
8h. 4om.
7390
92
3152
" 22
g.oo "
IIO
14.0
99
9-3
nh. 4om.
9860
69
3156
" 22
12. OO "
IIO
14.0
99
7-o
I4h. 4Om.
12 390
45
3158
" 23
3-OO A.M.
IIO
13.5
96
9-3
I7h. 4om.
14940
39
3161
' 23
6.00 "
IIO
14.0
99
13-9
2oh. 4om.
17430
33
3163
i 23
8.30 "
IIO
13-5
96
16.2
23h. lorn.
19420
34
3170
" 23
12. OO M.
IIO
14-5
1 02
16.2
26h. 4001.
22 330
72
3171
' 23
3.OO P.M.
no
14.0
99
18.5
2gh. 4om.
24 goo
45
3176
" 25
I2.O5 "
no
14.5
1 02
18.5
33h. 45m.
28 260
91
3179
" 25
2.OO "
IIO
14-5
102
20.8
35h. 4om.
2g g4O
64
3183
25
6.00 "
IIO
14.0
99
30.1
3gh. 4om.
32 242
63
3186
1 25
8.00 "
IIO
14.0
99
25.5
4ih. 4om.
33990
55
3190
." 25
I2.OO "
IIO
14.0
99
32.4
45h- 4om.
38410
45
3193
" 26
2.OO A.M.
IIO
14.0
99
32.4
47h. 4om.
40090
33
3199
" 26
6.00 "
IIO
14.0
99
39-3
5lh. 4om.
43340
32
3204
" 26
8.30 "
IIO
14.0
99
41.6
54h. lorn.
45 360
3 6 9
3206
' 26
g.28 "
III
18.0
128
2-3
iim.
198
153
3207
" 26
fg.32 "
III
18.0
128
2.3
I5m.
278
138
3210
" 26
IO.OO
III
17.0
I2O
2-3
43m.
758
138
3214
26
2.OO P.M.
III
17.0
1 2O
n. 6
4h. <|3m.
4988
57
3217
" 26
4.0O "
III
17-5
124
11. 6
oh. 43m.
7088
59
3223
' 26
8.00 "
in
J7-5
124
20.8
loh. 43m.
n 208
48
3226
" 26
IO.OO "
in
17-5
124
20.8
I2h. 43m.
13 308
68
3230
" 27
2. on A.M.
in
17.0
120
27.8
i6h. 43m.
17488
62
3232
" 27
4.OO "
in
17-5
124
30. 1
l8h. 43m.
ig 608
27
3238
1 27
7-30 "
in
17-5
124
32.4
22h. I3m.
23268
66
3244
1 27
I2.O5 P-M.
in
J7-5
124
39-3
26h. 48m.
27:878
165
3247
" 27
3.00 "
in
17.0
1 2O
43-9
2gh. 43m.
30)818
36
3248
: 27
3-12 "
in
20.0
142
4-7
o
o
goo
Wasting 2 min., 33 cu.ft.
3249
1 27
3.14 '
in
25.0
177
4-7
o
o
265
4 " 63
3250
' 27
3-16 "
in
20.0
142
4-7
210
6 ' 103
3251
" 27
3-18 "
112
15-0
106
4-7
oim.
17
igO
3252
" 27
3.22 '
112
17.0
1 20
4-7
osm.
87
I4O
3253
1 27
3.32 "
112
18.0
128
7-0
I5m.
267
119
3257
" 27
6.00 '
112
17-5
124
7-o
2h. 43m.
2gi7
37
3259
' 27
g.oo "
112
17.5
124
9-3
5h. 43m.
6027
32
3266
1 27
12.00 "
112
17-5
124
18.5
8h. 43m.
9 J 47
25
3268
" 28
3.00 A.M.
112
17-5
124
23-4
nh. 43m.
12 227
30
3274
" 28
6.00 "
112
17.0
120
30.1
I4h. 43m.
15 537
39
3277
" 28
7-3o "
112
17-";
124
37-o
i6h. I3m.
17077
!OO
COMPOSITION OF OHIO RIVER WATER AFTER PURIFICATION.
183
TABLE No. 4. Continued.
Western Pressure System.
Rate of
^j
V
Collected.
Filtration.
u
V
c
io
.
u
* i_
Period of
k. ^*
tj
1
Number
I
a
a
rt
Service Since
Last
"in jj
E
of
S .
"3 S!
8
X
Washing.
o.S
Remarks.
Z
~a
Date.
Hour.
Run.
a!
J?l
"o
Hours and
Minutes.
c?
Sss
j n 3
C "
- n
3 ^
ic.?
o
^J'J
rt^
in
U
s
J
E
05
I8g6
328l
May 28
IO.O5 A.M.
112
17.0
120
41.6
iSh. 4Sm.
ig8g7
74
3286
" 28
12.14 P.M.
112
24.0
170
4-7
o
o
430
Wasting 2 min., 48011. ft.
3287
" 28 12.16 "
112
20. o
142
4-7
300
4 " 88 "
3288
" 28
I2.I8
112
20. O
142
4-7
o
o
282
6 " 108 "
3289
" 28
12. 2O "
113
15.0
106
4-7
02m.
41
330
3290
" 28
12.22 "
113
15-0
10(1
4-7
0401.
71
235
3291
' 28
I2.3O "
113
17-5
124
4-7
I '-Mil
211
267
3293
' 28 2.00 "
ig.o
135
4-7
ih. 42m.
I 871
256
3299
1 28
4-OO '
113
iS.o
128
9-3
3h. 42m.
4021
153
337
' 28
8.00 "
"3
17-5
124
7-o
7h. 42m.
8 ogi
165
3313
' 28
10.00 "
U3
18.0
128
9-3
gh. 42m.
10311
156
3335
" 2g
2.35 A.M.
114
16.0
113
lorn.
122
152
3336
' 2g
2.45
114
17-5
124
9-3
2om.
302
127
3341
' 29
4.00 '
114
17.0
120
9-3
ih. 35m.
I6 5 2
705
3344
1 29
5-47 '
H5
17-5
124
4-7
osm.
77
325
3345
1 29
5-57 '
115
17-5
124
4-7
I5m.
247
410
3357
29
7.30 '
115
17-5
124
4-7
ih. 48m.
i 847
2g7
3362
29
12.07 P.M.
116
17.0
1 20
7-0
5gm.
915
78
3365
1 29
2.03 "
116
15-0
1 06
7.0
2h. 55m.
2 765
6g
3369
1 2g
6.00 "
118
15-5
no
4-7
igm.
439
168
3374
1 2g
8.00 "
118
15-0
106
4-7
2h. igm.
2 26g
34
0-376
" 2Q
11.23 "
I IQ
2h. 57m.
2 QI7
86
jji
3379
7
' 30
12.24 A.M.
1 A 4
120
17.0
1 20
4-7
28m.
* V 1 /
468
280
3385
' 30
2.29 "
121
17-5
124
4-7
i8m.
2g8
369
3392
30
7.20 "
I2 3
17.0
1 20
2.3
4om.
658
III
3403
' 30
12.24 P.M.
127
17.0
120
7-o
ogm.
87
57
3407
June i
12. OO M.
I2 9
17.0
120
7-0
2h. 54m.
671
34io
" i
3.OO P.M.
I2g
17.0
120
4-7
5h. 54m.
5893
81
34M
" i
6.OO "
I2g
17.0
120
13-9
8h. 54m.
9213
171
3416
' i
g.OO "
132
20.0
142
4-7
0401.
207
27
3421
' i
12.00 "
-134
20.0
142
4-7
2gm.
746
201
3423
' 2
4.OO A.M.
136
19-5
I 3 8
2-3
2301.
700
42O
3426
' 2
6.45 "
138
20. O
142
4-7
i6m.
361
I8 7
3429
1 2
10.25
140
II.
78
13-9
3om.
492
3900
A.
343"
2
11.04 "
141
16.0
"3
2-3
oim.
61
68
3433
' 2
12. OO M.
141
12.0
85
4-7
57m.
831
310
3437
' 2
4-39 P-M.
143
12.
85
2-3
ih. i6m.
1034
5 loo
A.
3441
2
6.55 "
145
14.0
99
4-7
. i8m.
225
42
3443
' 2
10 40 '
148
14.0
99
4-7
35m.
56l
41
3448
3
3.30 A.M.
153
14.0
99
4-7
O4m.
263
41
3452
3
6. 2O "
156
14.0
99
n. 6
I5m.
237
54
3469
3
6.OO P.M.
158
I4.O
99
4-7
4im.
620
79
3473
3
g.oo "
159
14.0
99
4-7
ih. 48m.
i 518
73
3474
3
9-37 "
159
14.0
99
4-7
2h. 25m.
2038
i ooo
A.
3479
3
12. OO '
161
14.0
99
4-7
ogm.
144
20
3483
4
3.OO A.M.
162
14.0
99
ih. o6m.
890
29
3488
4
6.OO "
162
14.0
99
2-3
4h. o6m.
3 260
184
349
4
7-05 "
163
14.0
99
2.3
36m.
456
2C
-140-:
' 4
g.oo "
164
d7m
670
ai
J*f yJ
3497
4
10.40 "
tw*|
164
14.0
99
2-3
*T / til.
2h. 27m.
v/y y
2059
IS
3500
4
I.IO P.M.
164
13-5
96
4-7
4h. 57m.
4079
87!
3502
4
3-46 "
165
17-5
124
2-3
ih. 46m.
1875
23!
3507
4
6.28 "
165
17.0
120
2-3
4h. 28m.
468 =
97
3510
4
8.45
1 66
17.0
1 2O
4-7
ih. 4gm.
I 809
'9
3533
4
12. OO '
167
17.0
120
2-3
2h. O7m.
2197
174
3540
5
3.25 A.M.
168
17.0
I2O
2-3
2h. 57m.
2g&5
72
3544
5
6.00 "
169
I6. 5
116
2-3
2h. i6m.
2 2g4
325
3545
5
6.32 "
i6g
16.5 116
2-3
2h. 48m.
2 7M
i 700 A.
3547
5
g.OO "
171
17.0 120
2-3
4&m.
647
21
3554
5
4.05 P.M.
175
21.0 I4g
4-7
ih. oom.
I 248
89
3555
5
4-42 '
176
20. (1 142
2-3
igm.
340
25
35&c
" 5
IO.OO '
177
20.0 142
4-7
3h. i8m.
3857
49
3564
" 6
12.30 A.M.
177 120.0 142
4-5
o
300 Wasting 3min., 7ocu. ft.
i8 4
WATER PURIFICATION AT LOUISVILLE.
TABLE No. 4. Continued.
Western Pressure System.
Rate of
.
Collected.
Filtration.
6
V
^c
_O
t
w
1
Number
1
if. u
JS.
a
1 encKi 01
Service Sine
be
S- S -
U u
i- V
1
K
"c3
Date.
Hour.
of
Run.
I|
o c
"rt W
o b 3
=
3
X
Last
Washing.
Hours and
Minutes.
w
*j
li
v- inJi
p. v
rt S
"5s
Remarks.
Is
SS.3
1
f rt 3
=-iu
y>
O
s
d
E
H
1896
3665
June 6
12.23 A.M.
177
22. C
156
4-7
O
400
Wasting 6 min., 135 cu. ft.
3566
" 6
12-35 "
I 7 8
20.
142
4-7
O2m.
31
37
3567
" 6
12.37
I 7 8
20.0
142
4-7
04m.
81
43
3568
" 6
12.39 '
I 7 8
18.0
128
4-7
o6m.
116
33
3569
" 6
12.41
1 7 8
20.
142
4-7
o8m
156
5'
3570
" 6
12.43 "
I 7 8
20. o
142
4-7
lorn.
196
22
357'
" 6
12.45
I 7 8
20. o
142
4-7
12111.
236
18
3572
" 6
12.47
178
20.
142
4-7
I4m.
276
51
3573
" 6
12.49 '
178
18.0
128
4-7
l6m.
3U
37
3574
" 6
12.51
I 7 8
20. o
142
4-7
i8m.
351
19
3575
" 6
12-53 '
I 7 8
20. o
142
4-7
2om.
39'
28
3576
" 6
12.55
I 7 8
20. o
142
4-7
22111.
431
25
3577
" 6
12.57
178
2O.
142
4-7
24m.
47'
21
3578
" 6
12.59 '
I 7 8
21. o| 149
4-7
26m.
516
14
3579
" 6
.01
I 7 8
21.0
149
4-7
2Sm.
561
67
358o
6
.03 "
I 7 8
21.
149
4-7
3om.
601
27
358i
" 6
.08 "
I 7 8
20.
142
4-7
35m.
701
25
3582
" 6
.18 "
I 7 8
20.
142
4-7
45111.
9.1
39
3583
6
33 "
I 7 8
20.
142
4-7
ih. oom.
I 211
47
T;8<i
" 6
43
178
ih. I'Mii.
1 J26
800
J J W *T
3587
" 6
2-33 "
'79
O.O
142
2.3
35m.
-T * w
665
26
3597
" 6
7.51
'79
O.O
142
4-7
5h. 53m.
6815
....
3625
6
10.58
'79
0.0
142
4-7
5h. 4om.
8 5
31
3630
6
1.55 P.M.
183
O.O
142
2-3
o6m.
273
69
3633
6
3-04
183
9-5
138
4-7
ih. ism.
I 503
31
3658
" 9
1.30 '
1 86
O.O
142
2-3
igm.
375
121
3670
10
11.20 A.M.
189
7-5
124
4-7
2h. 14111.
I 374
2 9
3673
" 10
I.OO P M.
189
8.0
128
4-7
3h. 54m.
4184
104
3677
" IO
3-30 "
191
7-5
124
2-3
38m.
806
29
3683
" II
10.40 A.M.
193
8.0
128
2-3
ih. 1 5m.
1463
9
3686
" II
I. 2O P.M.
194
7-5
124
4-7
I2m.
198
'9
3694
" II
3-45 "
195
7.0
1 20
2-3
igm.
366
4
3698
" 12
IO.2O A.M.
'95
8.0
128
2-3
3h. 24m.
3596
12
3705
" 12
2.42 P.M.
196
7-5
124
4-7
35m.
631
17
37"
13
10. 14 A M.
197
O.O
142
4-7
ih. nm.
I 470
16
3720
13
1.25 P.M.
198
O.O
142
2-3
24m.
501
17
3726
13
2.57 "
198
20. o
142
7-o
ih. 50111.
2 311
320
3729
13
5-03 '
199
18.0
128
2.3
ih. 43m.
I 858
18
3738
15
g.OO A.M.
199
118
3742
" 15
IO.I8 "
199
18.0
128
2-3
3h. 28m.
3778
23
3745
15
12.25 P.M.
199
17-5
124
7-o
5h. 35m.
6 108
16
3749
15
3-05 "
2CO
18.0
128
4-7
5Om.
933
41
3755
15
4-33
20 1
17.0
120
2-3
43"i.
790
27
3761
" 16
10.29 A.M.
2OI
18.0
128
4-7
3h. ogm.
3330
16
3765
" 16
12.40 P.M.
201
18.0
128
4-7
5(1. 2O111.
5 600
52
3768
" 16
3-29 "
2O2
18.0
128
2-3
2h. ogm.
2387
46
3773
" 16
4-32 '
203
.8.5
132
2-3
27m.
482
17
3777
" 17
10.08 A.M.
203
18.5
132
4-7
2h. 33m.
2882
24
3779
17
12.52 "
203
18.0
128
4-7
5h. I7m.
5 792
21
3784
17
2.55 P.M.
2O4
17-5
124
2.3
56m.
I III
37
3792
17
4.22 "
2O4
18.0
128
2.3
2h. 23m.
2 701
37
379 8
" 18
10.12 A.M.
205
18.0
128
4-7
ih. osm.
I 273
212
3803
" 18
12.37 P-M.
2O5
18.0
128
4-7
3h. 3om.
3923
103
3Su
" 18
2.52 "
205
18.0
128
4-7
5h. 45m.
6303
169
3820
'9
10.04 A.M.
2O6
18.0
128
4-7
58m.
I 129
26
383'
'9
3.07 P.M.
208
18.0
128
4-7
42m.
7O2
53
3847
19
4.25 "
208
2h. oom.
2 161
1 1
3857
" 20
II. 18 A.M.
209
18.0
128
2-3
2h. urn.
2341
103
3864
" 20
12.46 P.M.
209
18.0
128
4-7
3h. 4om.
3941
43
3871
" 20
3-25 "
2IO
18.0
128
2-3
ih. 3&m.
I 683
54
3876
" 20
4.40 "
211
18.0
128
2-3
o6m.
103
93
3885
" 22
10.22 A.M.
211
18.5
132
2h. 14111.
2503
41
3890
" 22
1.23 P.M.
211
18.5
132
5h. igm.
5923
9'
COMPOSITION OF OHIO RIVER WATER AFTER PURIFICATION.
TABLE No. 4. Continued.
Western Pressure System.
'85
Rate of
J
5
Collected.
Filtration.
1
c
y
PI
c/}
'2
1
Number
f
I
JS.
J
Period of
ServiceSince
Last
||j
3
1
ot
Run.
.
~m <r.
V
X
Washing.
ji j*si
O.U
Remarks.
Hours and
2
Date.
Hour.
3
u c
O
"o
Minutes.
V *j'jQ
jg
3
630
1
1*
^ a ?
o
S-iu
C
r
1896
3896
Tune 23
2.22 P.M.
211
6h. l8m.
7 44
n j
3956
" 24
3.26 '
212
20.5
125
2-3
ih. 36m.
1919
185
3966
24
4-54 "
212
20. o
142
3h. O4m.
3699
250
3985
25
IO.I6 A.M.
212
18.0
128
4-7
4h. 56m.
5949
360
4003
25
I.l8 P.M.
212
20. o
142
7-o
7h. 5801.
9469
35
4OO4
I HA "
212
8h. 34m.
10 175
69
Ifuutf
4007
" 2?
3>l8 "
ih. 0401.
i 300
V
I OOO
4014
" 25
5.00 "
214
18.0
128
4-7
ih. igm.
1354
63
4025
" 26
10.29 A.M.
214
18.0
128
4-7
3h. l8m.
3444
12
4032
" 26
I.I7 P.M.
214
18.0
128
7.0
6h. o6m.
6384
42
4033
" 26
1. 22 "
6h. i im.
6481
59
4036
" 26
3-3 "
215
18.0
128
4-7
ih. 3im.
I 643
81
4038
" 26
4-54 '
216
18.0
128
4-7
I2m.
174
59
4045
" 27
10.30 A.M.
216
18.0
128
2.3
2h. l6m.
2434
127
" 0-7
216
18 o
128
5 058
"V?
27
I .OO P. M.
2C\1 ' '
2n
18.0
128
20
42m.
746
4054
" 27
03
3-15
* L J
218
iS.o
128
J
ogm.
fqn*
157
37
4057
27
4-51
218
18.0
128
2-3
ih. 45m.
1857
4063
29
IO.I8 A.M.
219
18.0
128
2-3
ih. nm.
1 327
12
4065
2g
I2.3O P.M.
220
18.0
128
7-o
ogm.
156
29
4069
29
1.32 "
2 2O
18.0
128
2.3
ih. iim.
1 306
63
4071
2g
3.40 '
221
18.0
128
2-3
3om.
529
6 9
4083
" 30
IO. l6 A.M.
222
18.0
128
4-7
ih. O7m.
I 220
32
4101
30
12.47 P.M.
223
18.0
128
4-7
22m.
356
34
4106
" 30
2-55 "
224
18.0
128
4-7
24m.
395
32
4115
July I
10.27 A.M.
225
18.0
128
4-7
ih. 2701.
1464
2^26
T fi r
2*3
630
4132
I
" I
i . iy i . .M .
3.19 "
227
10.5
'7-5
124
J
2-3
48111.
830
4136
" I
4-37 '
228
18.0
128
2-3
38m.
655
4206
6
10.30 A.M.
229
17.0
1 20
7.0
ih. i8m.
i 284
13
4211
6
12.43 P-M-
~22g .
17.0
120
7-0
3h. 3im.
3 574
24
4239
6
5.19 '
229
17-5
124
4-7
8h. O7m.
8334
108
4247
7
10.00 A.M.
230
21.5
152
7-0
4gm.
i 265
22
4254
7
I.OO P.M.
231
19. o
135
7.0
25m.
868
49
4256
7
3-00 "
232
18.0
128
23m.
567
19
4265
8
10.55 A.M.
233
18.0
128
4-7
ih. 4801.
2 184
II
4268
8
12.45 P.M.
233
18.0
128
3h. 38m.
3984
33
4272
" 8
3C i * '
2h. oom.
868
20
4281
9
D*
10.30 A.M.
235
17.0
120
4-7
ih. 25m.
375
6
4284
9
12,28 P.M.
235
17.0
1 2O
9-3
3h. 23m.
345
IO
A'\r\ f i
' ' o
327 '*
2^6
ih. 5im.
885
112
4310
y
9
/
5-i3 '
*JV*
237
16.5
116
7.0
ih. I3m.
205
112
4368
13
10.19 '
238
17.0
120
7-o
ih. o8m.
074
25
4372
13
12. OO '
238
17.0
1 2O
4-7
2h. 4gm.
2784
98
4374
438o
13
14
14
3-05 "
9.04 A.M.
9.07 "
239
239
239
17.0
II. O
16.0
1 2O
78
113
4-7
ogm.
o
1 20
o
o
no
249
446
Wasting 4min., 55 cu. ft.
Wasting 7 min., 78 cu. ft.
4382
14
9.12 '
240
16.5
116
2-3
05m.
82
186
4383
14
9.17 "
240
16.5
116
2.3
lorn.
172
7 1
4384
14
g.22 '
240
!6. 5
116
2-3
I5m.
262
59
4385
14
9-27 "
240
16.5
116
2-3
2om.
342
32
4387
14
9.32
240
17.0
120
2-3
25m.
442
45
4389
14
9-37
240
17-5
124
2.3
3Om.
532
37
4390
14
9.42 '
240
17-5
124
2-3
35m.
622
33
4391
14
9-47
240
17-5
124
2.3
40111.
702
14
4392
14
9-52 '
240
17.0
1 20
2.3
45m.
782
13
4393
14
9-57
240
17-5
124
2.3
5om.
872
15
4394
14
IO.O2
240
17-5
124
2.3
55m.
952
7
4395
14
10.07 "
240
17.0
120
2-3
ih. oom.
I 032
13
4398
14
IO.22 "
246
17.0
1 2O
2-3
ih. ism
I 282
5
4399
14
10-37
240
17.0
120
2.3
ih. 30111.
1 532
2
4400
14
10.52 '
240
17.0
1 2O
2-3
ih. 45m.
1 782
7
4401
14
11.07 "
240
17.0
1 2O
2-3
2h. oom.
2 032 IO8
i86
WATER PURIFICATION AT LOUISVILLE.
TABLE No. 4. Concluded.
Western Pressure System.
Rate of
1)
S
Collected.
Filtration.
c
<7i .
U
15
.8
Number
u
B
o.
gs.
o
Period of
ServiceSince
t c .
o c
S
of
Run.
V
5s"'
rt
V
X
Last
Washing.
8.S
Remarks.
jj
&H ~
r-<
Hours and
a^ o
".
"rt
Date.
Hour.
3
u ~
^
^ U HH
"o
Minutes.
4) cfl 3
ss
C
B
IS
U
~ O. cf
S
J
E
s<5
m
1896
4402
July 14
11.22 A.M.
240
17.0
1 20
2-3
2h. ism.
2 292
4
4403
" M
11.37 "
240
17.0
1 20
4-7
2h. 3om.
2 562
8
4404
14
11.52
240
17-0
1 20
4-7
2h. 45m.
2 802
2
4405
" 14
12.07 P.M.
24O'
17.0
1 20
4-7
3h. oom.
3042
7
4406
14
12.22 "
240
17.0
1 20
7-0
3h. ism.
3 292
9
4407
14
12-37 "
240
17.0
1 20
9-3
3h. 3om.
3542
2
4408
14
12.52
240
I6. 5
116
9-3
3h. 45m.
3792
3
4413
" 14
1.07 "
240
I6. 5
116
9-3
4h. oom.
4042
I
4414
14
1.22
240
17.0
1 20
7.0
4h. ism.
4302
n
1
4415
" 14
1-37 "
240
17-0
120
7.0
4h. 3om.
4562
4
4416
14
1.52
24O
17.0
1 20
9-3
4h. 45m.
4812
6
4417
14
2.07
240
17-0
1 20
9-3
5h. oom.
5072
I
4418
14
2.22 "
24O
17.0
120
9-3
5h. ism.
5322
6
4419
M
2.37 "
240
17.0
12O
11. 6
5h. 3om.
5 572
IO
4420
14
2.52 '
24O
17.0
120
9-3
5h. 45m.
5 822
n
4421
" 14
3.07 "
240
17.0
120
6h. oom.
6082
54
4445
15
2.ig
241
16.0
113
7.0
ih. o8m.
I 076
7
4450
15
3-t9 "
241
16.5
116
7.0
2h. o8m.
2 096
n
4451
15
4-49 '
241
17.0
1 20
7-o
3h. 3Sm.
3 606
15
4458
" 16
9.47 A.M.
242
17.0
I2O
4-7
39m.
680
18
4461
" 16
11.08
2 4 2
17-5
I2 4
7-o
2h. oom.
2080
6
4471
" 16
1.16 P.M.
243
17.0
1 2O
4.6
22m.
380
31
4572
'' 20
II. 21 A.M.
245
17.0
1 2O
7-o
2h. I7m.
2307
16
4574
" 20
1.37 P.M.
245
17.0
1 2O
5-9
4h. 33m.
4607
31
4577
" 2O
3-31 "
245
17.0
120
9-3
6h. 27m.
6517
20
4579
" 2O
5-06 "
245
17.0
1 2O
9-3
8h. O2m.
8 117
23
4585
" 21
9.05 A.M.
245
14.0
99
9-3
o
820
Wasting 5 min., 78 cu. ft.
4586
" 21
9-IO "
246
17.0
1 20
9-3
05m.
65
192
4587
" 21
9.15 "
246
17.0
1 20
13-9
lorn.
145
82
4588
" 21
9.2O '
246
17.0
120
7-o
I5m.
235
72
4589
" 21
9.25 "
246
17.0
1 2O
7-0
2om.
315
41
459
" 21
9.30 '
246
17.0
120
7-0
25m.
405
32
4592
" 21
9-35
246
17.0
120
7-0
3om.
485
190
4593
" 21
9.40 '
246
16.5
116
7-0
35m.
575
2O7
4594
" 21
9-45
246
16.5
116
7-0
4om.
645
193
4595
" 21
9-50 '
246
16.5
116
7-o
45m.
735
171
4596
" 21
9-55
246
16.5
116
7.0
5om.
815
225
4597
" 21
10.00 '
246
16.5
116
4-7
55m.
895
I6 9
4598
" 21
10.15 "
246
18.0
128
7-o
ih. lorn.
i 155
195
4599
" 21
10.30 "
246
18.0
128
7.0
ih. 25m.
1425
2O3
4600
" 21
10.45 "
246
18.0
128
9-3
ih. 4Om.
1685
133
4601
" 21
11.00 '
246
18.0
128
7.0
ih. 55m.
1965
154
460^
" 21
II. 02 "
246
18.0
128
7.0
ih. 57m.
1995
137
4604
" 21
11.30 "
246
18.0
128
4-7
2h. 25m.
2485
509
4605
" 21
12. OO "
246
18.0
128
4-7
2h. 55m.
3035
498
4607
" 21
12.30 P.M.
246
18.0
128
7.0
3h. 25m.
3555
299
4610
" 21
1.26 "
247
17.0
120
4-7
23m.
370
357
4611
" 21
3-05 "
248
16.0
"3
7.0
I5m.
227
292
4614
" 21
5-05
248
16.0
"3
7.0
2h. I5m.
2077
158
4621
" 22
11.14 A.M.
249
15-5
no
7-o
2h. ogm.
2 OOI
646
4626
" 22
2.44 P.M.
251
14.5
102
7-0
46 m.
6 7 2
37
4630
" 22
4.03 "
251
14.0
99
16.2
2h. osm.
I 792
I 186
4729
" 27
11.58 A.M.
254
14.5
IO2
7-o
44m.
644
'45
473
: 27
1.56 P.M.
254
14.0
99
11. 6
2h. 32m.
2364
170
4734
1 27
3-IO "
254
14.0
99
18.5
3h. 46m.
3424
138
4768
" 28
II. 06 A.M.
255
15.0
1 06
5om.
723
207
4783
" 28
I.IO P.M.
255
14.5
102
2h. 54m.
2543
105
A ln r -
" 28
* O7 "
T 1 C
1 02
T5m.
189
4831
" 29
J' 1
11.17 A.M.
257
14, ^
15.0
106
....
2h. i.pn.
1973
4847
29
I.4I P.M.
259
I4.O
99
2gm.
399
IOI
4855
1 29
3.16 "
260
14.0
99
37m.
517
173
COMPOSITION OF OHIO RIVER
187
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Bacteria per Cubic
Centimeter.
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O *T co O i^- r-* en w O O -} c/o OM -T M en M M M enr-oo en r^ r^nio MOenn^N in
^ininxntnN w H< w w Tj-mo^J"W mnn r^co o "no ^fwoo en O M m r- oo n r>> o O
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Periods of Time. Hours and Minutes.
I 1
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188
WATER PURIFICATION AT LOUISVILLE.
Warren System.
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Bacteria per Cubic
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33 *A V
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Quantities of Water. Cubic Feet
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Periods of Time. Hours and Minutes.
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E E S E S E E E E^E E E E E E E S E E E E S E E ; E E E| S E S
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COMPOSITION OF OHIO RIVER WATER AFTER PURIFICATION.
189
5
ft
10 c
o fc
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Bacteria per Cubic
Centimeter
*-
O "T COO *t O t^-'Jj C/j T ITi I~-!X) CO O O ONO MtCOOCJQ ^'ONCO'-* W CO^" M COCO M Tj-O CO
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Periods of Time. Hours and Minutes.
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Ended.
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WATER PURIFICATION AT LOUISVILLE.
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i^-i^O r^r^r^r-r^so t^-r^i-xi^r^r-r*.i^r*.r*-r*.tr)wo r^-cor>.r--r^
Q *"* O QO N COM OM O to N -TOO O ""> N
in-Tni'-J-*T*T < 'T-T V -T'T*T*T*TT-T*T'T ; -t-*T <
-* OO co r^ O ci
- -T -T -t-T '
M M N MM O' co N M coocomO coco N M r*- oo coo o o 00 co co r- N M o M o o m co M
u"> n O oo O M ooo m t^ in co oo r" >/>CON o^" N 'T^T r^. OO NO *T-TCJO Ococo NO Or^
r>.O MCO O-TC^IM comco Oco Oco tococo r-M w N Oco coco-TON incoco r*-M O OO
r^.inO*nmTfr-.co rfO 'T'TN cocO'T'TcOTf'T'T^n'T'TinmcococON N N N N coco-t
OO ^O*~* t O t^-M otOOc^f^c^iw^co OO N or^co *tH> coOOOO r->O T
H, N HIO Oco OC toi^-cocooo t^-N HI i-^-to c* ocooo N -tN ct tnutr^-
MCO coowtniri'Tinr^.O | - 1 O w O"">O o OCO^I-COHI o u"*r^o HI -^-r-Hi O
co inoOO ^J-r^co
c* NCO
COCOM N coco-t
8
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a
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a
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OOOeoO N -Tl^-M Ococo OCOHI OI~-"TM M mON -TOO O MO OON O OOO N
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.1
.
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EEEEESEEEEEESEEEEEEEEE
co-Tf^ 1 -Tco-T-Tu^minoOco r^O -TO r-OOO -TNOCO HI c^uiO cococo Or^-^-co
mM comcow coo Nm*T^TN ^TN M WinN mO M co-TminN mO mO O mN M Nm
C
^^^Xj2^:j=xx:j:^:x:j=j:j=j=jn-cx:-cj2x:x:x^:jc^:j2x:j=j2^:jsj3j=x:j=
m-T*TTTcoinO CO-^-COCON N CO-T'TcO'TcO'T'n'T'^T-T-TcococON COCON N cocOT
ss ssssss, ssssssss. ssssss, s s- s s. .
o
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^T oo o co in oo -T *T *T O O N co o in M w co m "TOO f*~i C O *T w> O in r* O co ** O f^* -T r^
m
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M cOC*mH.-^-MM COM COMM rfM Tf-MCOMCOM TN OM Q ** ONN ON COON n~N
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*T *T ""> O O N *T *n co O *^> *T O -T co co O ""* "T *T -T N cO m O m CO m O O 'D co co co f") -T HI
M M CONinM ^fni MCOM COM M-j-M TfM COM COM rf w OM O'M ONN ONCOON -T
|
a
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co^^-tninoo r**ooo O HI M M N N coco^^'OO rococo ooo O O M M M cococo
Q
unjj ;o jsquinM
co OO MN co^Tino r~-co OO MM co*TmoraO OO MM to-T'DOr^co OO MM co*T
OOMMMMMMH.HHMMMNNMNNMNNMCOCOCOCOCOCOCOCOCOCO-T
COMPOSITION OF OHIO RIVER WATER AFTER PURIFICATION. 191
tua^sAs uejJB/w
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ggggigsgoSSo^o^^oS^sSoSSSSSoissSo;?;??;?;?;
Bacteria per Cubic
Centimeter.
"""v
i-^O m r^ r^> t^ M N oo o r**- O O *n wcoo *^O O inin^r^co too O ^ m m N M r- N w
C
M M
W
CHNO>nOooOOOOcoNOO COOC OcoOO'OinMu-icococoowOcocOTj-^j-
MM NM NCOCO MNN WWMCOCOMinMMMMM MtOMMMM
II
888888888888888888888888888888||8
co r- oocococo "t^O too O OOcoo m *f O *t" to mom n moo w O'l'^^O woo m
uoiiHW JadsiiKj uaieM
J9Ai}i ui spijog papuadsng
jo lunouiy 33BJ3Ay paiKimjsg
in in m m m m m in m m min*^'^^t"Ti-^T} > '^-co to to to to co ^ ^ ^ ^ "J" to to to too r^-
UOH^Q jsd SUIKJQ
'Buimniy jo 3]Kqd|ns
psijddy jo junouiy alJEjaAy
tow N -^--tmr-if/j-yj cor^mM w -ftoO t-^co O O tON * w \O mO OvO too M co>nco
mmminmtnTfN OOt~>minrfTfcOtotOeocOTtTtfO'*tOtOfOtotocomtON tocom
v a 'SJnoH * z J^d 3J3y
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jo uinc; aq; ipiqM a3Biua3J3<J
tooco r-TOOO3 wco r^co r^or^mmmr>.r^intoco-J- T 1-tow tocomM M M M in
Quantities of Water. Cubic Feet.
O O O OO I^-OOCOOOOOOOOOOO O OOOOOOOOOO O OOOO O
M^^^MMMMNMMMMMMMMMMMMMMMMMMMMMMMMMMM
M
oooooooooooooooooooooooooooooooooooo
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**
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w O mw tnOco OWco mcoco r-^w OO"1~oo M OO r^O coo OOOO OnO ^tm^t
^ to totototocotow to to cotow totototocototo^t'^^^*t^""^^^mvnin *n *$
pai|ddy
co o O O co *i~co Tt"O r^ao rf O O M m too co co r~*> M tn m i~>- m M o *" O *"* O O to m in
I-^M tOOO OO Omo M mincoO'OO O coco mtocOMCOOO toOcomoo moo Oco
mO r^r^cocoo-O N O Tj-mO mM \nco M o Ocoo too to^J-r-co xnr^Mcovoco OM
^- 1- CO CO CO CO CO CO M CO CO ^ CO CO CO CO * Tl- rf __J_[__! ^" ** "*
Periods of Time. Hours and Minutes.
~-
Q
gOOQWOOOQwOi-'Tl-mmr^OOQOOOQO'-'OQOOOQOOOO
OOOOOOOOOM5MOOMOOOOOOOOOM500OOOOOOO
w -__
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SESEEESEEEEEEEESEEESESEE6EESEEEEEEEE
M m -mt.--fO^OMNO.nOcn^ t -, mN -^MU 1 ^0 N >r>0wu,
* mfi m* "Si m^N m m m f> m m mf> mm^- mm^-4^- ** SS *
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t-t co co O MO l~* Omw OO Oin-tN iA w 1/1 M <O OO to M ^ao M mo w OOOco ^O
rt-mtomo -^-tomw M wrorfW mw -^-O mO *tw M COM O COtocoO cow N mO
^^^^^^j=j=x^^^=^:j=J=xj:j2j:rf:j:^:j:j3j:j3Xj=j=^j=x:^:j3^j3
Ended.
3
O
S3 , S , . S , . . . S . - S , . 5 . . S . - S . - S . . S . - S . S - S
coo ^^tmtoO Otoinr-cotow MCO O -fOO^C rfr^.D N M wr^N *i-coOu-icor^o
uiOM Tfco W rj-co O^cor^NinOM nco ^> N TJ-OM mOcot^MinO ^O
W
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tOM MUITT-I-COM o -1- m N O O cotoO O OmQ ^ M wmMcomd M-^inwnW M
m -too N -too OMcor^MNmOMmcOM TJ-OO ^OMinOtof-MinO ^O
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WWNNWWNNNNNNNWWWWNWWNNNNWWNWWWWWNNtOcO
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mo r^oo OO M w co'Vmo r^co OO M N to Th u->o r^-co OO M w cotmo r^co OO
WATER PURIFICATION AT LOUISVILLE.
Warren System.
un^o^nN
HI N en ^ m o r-oo O O HI N en ^t m O i^* oo o o HI w co "t m o r^oo o O M N en ~*t m o
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\fi N *" o N ^" *t t"* N -t oo r^-o r- GO t** *^t m co r^ en o O en -t N o en N m r> M u j t o
Bacteria per Cubic
Centimeter.
aSEjaAy
r- m m m O O O N M o r* o co m m *-> O t^* en o *t N o oo m M o* 1 oo tn u > o O w* o i~ -
MMcnoenNNMMHi M MNNento ti^.O MW ^
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3A|Ji ui spi[o$ papuadsng
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oe t>.m>o< oo mr<.t>.co <n<a v>vio >nt>.ie mcoiAt>.o>i^ixint>i
M ^' M M-MMMC,C.C <NN NC.NC< NN C.C.
jajE^ pai[ddy J s !
?SS > S-2 > 3'?! > e?; > 2^2 > S2 cocococo ^ < S* 1 " OTl -^ t:| - >0 : r| - x "^** ' t *
Quantities of Water. Cubic Feet.
O oo o r^.o ooooooooooooooo N -TO N i^-r^r>. . rt-^-M TTN o HI ^t
m
oooooooooooooooooooooooooooooooooooo
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too o en en n *S" N ino HI o o N o o o N N en o u"> r* ui o O N o -t *t o ^t 1 r^- en r^*
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pailddy
r^- o o en ^ t^ N r^ o o N ^H o r 1 '*S? '*""' ** Si ^ eo N oo ^to o oo O M M r^.o en oo o o o
r- iro\o ** ""> ^ O en -t O M o ("* ^" O HI en m M r^-oo cno O o "t HI eno m oo oo O oo N
O co N en N mo oo ooo o M O mmo^r^OHiooo M en Ooo ui o N -t N m xn OO ^~
CON N N enN N enN enenenoococooooo HI N M o HI mo enni cn^M ON minmTt
Periods of Time. Houts and Minutes.
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1
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oo O O O O O oo !"- o ^^ O f"^ co O O O !"* O O oo ^ *t u^ oo O en HI N i-i O *r> \o O oo ^
MMMMWHiMMMNNH-MHiHiHiHiMNMNNNNNNN -NNNNNNNN
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enN NN N N N enN enmNUIOOOCO I^.OO HI MCOGOOO MOO M ON OOf^-ON M N M
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N r-.co enoo -t-tenooo N ^t-t-tor^N en'toooo TI-^CO M MO " O O mO N -^tO HI
NTj-MNHen i *t'3-m^-"tOmNMenMcn^-ONencntOcnen*M i *TmenO^'NM
enN N N enN N enN enenentnooococooo M NCOOOOO M QIM o O or-o COM enc*
Ended.
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N en ^ *t o "^ N M *t ^~ O -to ""> *t en ^NN-TCOO^OO en O m o -t -t M M ir, M
N ONNmMNmNenHi N ON N N N w N rnoooo N oooo o OO'N M N M en
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MMWHtMMHIHtMMMHIHtMMMHlH.HlNNNNNNNNNNNNNNNNN
COMPOSITION Of OHIO RIVER WATER AFTER PURIFICATION.
193
Warren System.
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"o o o &%" os" o^ *> o o o"o ooooooo o o'o o'o o* o o"o 5 o
Bacteria per Cubic
Centimeter.
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t^O-OO ^->n -j-ui Tt m ^ ui r^o UI^-PTTO r- t^ r^o cnui*>nuMnvnM
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joinns-Hp tpiqM 33inuo:u^j
**^**K,o*^,.^t.-,** 3 .<^.r.^ s o.o.e>**
Quantities of Water. Cubic Feet.
,1 -p..sn
^;ttO t^-^l-Tt-TO n-tTj-Tt^Tr-j-mO t^O -*HIO O "^O O rJ-Q ^ T^
M HI HI HI HI
S -p3J3>l!d
ooooooooooooooooooooooooooooooooooo
MS.M
TCO O r* N 1/ltOiDN "tO O OO O^ Ht lOCO O HI CO O N CC ^* M N C* N CO CO CO O O O O
u, u^cxj ^.CO CO ^ t- .no 00 00 t^co OCO 0) t-co 00. n 0^0 M
^
m ^ N ^-O 1 " " r( "'" m ''' >ri mo < * 1 >O 0> M 0" ONI^n"1m TO M
^O^'^^^^S^^O^SSm^S'^^^^S.oS^^o'SiT^r^O*^
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Periods of Time. Hours and Minutes.
1
OOOOOOQOOOOO-OOQQOOOOOOOw^OO^coOOQOQcOHi
OOOOOOOOOOOOO'^OOOOOOOOOHiOOOOOOOeoOOH,
J3 JS J2 J3 J3 J3 J= J5
HI O N HI HI CO HI
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W NN CON CONWW N N CON -^d COcONCON CON N N N N COCON N COCOON
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u-)w TO N Tj-N T^-N O OO N COHi i-iinNNmN COO HI TCOCO"ON -^"N HI O O O
<too r^NioOWHiQ Too HiNHiOOOcOHii-ii-ieo TOO r*- co O O HI coco r coo
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N COO CO'T'-i iDHiincON cninQ O TN inUlN mO COTHi \D O W U^M U1TCON CO
N -S -5 * f ^-5 -5 " o f. o 5 * ^^of.^-'S o fi "
Ended.
o
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tncorfN O N HI toe* u-)i-i inTt^tcoO u^tM O HI T*tw^"^ u "rON TcouicoO "t
HI HIHtMHIHI HI HI HI
Q
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t^ O T HI O OO co *t O - u^ o HI o O O T Ht r^ r^> co T to !"" "to N oo O t* co Ooo ^^ O
Nu"ico*toiO N IH CON *r> *H u^ T ^ *t to O inT" O HI TTIO vt ID co N T co ""> co O
CO >H QO T *D D T CO T ^ N t~ COcOOOtO'tNHi NNN ^^ MOO TOO I s * N HI CO O ^"O
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tfl
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rxoo o O ^ N co T IDO t^-oo o O HI w to ^ IDO t*^ao O O t ~ > ^ co ^ w>O 1^*00 O O HI
a s
'94
WATER PURIFICATION AT LOUISVILLE.
5:
R
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C 5
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'un^j jo JPquinji^
* * 5e *"" o o ~ - - ~
* Application of chemical unsatisfactory. Chemical meter out of order. t Prescribed amount of chemical insufficient.
N en "rr to o r^ oo oo H< N en *t too r-co o o HI N en *t mo i~-uo o* o HI M in *fl"
"AOU31DUI5J IBIJ9JDKH Sjtnj.JAy
gg^igggggggggggggggiggggggggiggg;
) gr., rate 120 mil. L
>Kr.. rate 100 mil. f
Bacteria per Cubic
Centimeter.
V
s"s?Rss&ff8$^ R H^?2 ? s ?5SRa *"* R<8
,
O^HitoNOcoOO N to HI r- H. o u-> ^o en - HI oo
HitncoHiNcooooo * o en m mo en N N *- en *
11
i*
8888S88888888888888888888888888
cals 2.0 gr., rate 120 mil. gals. 3 Prescribed chemicals 3.0 gr., rate 120 mil. gals. Prescribed chemicals 5.1
cals 3.0 gr., rate 140 mil. gals.t 7 Prescribed chemicals 4.0 gr., rate 140 mil. gals.t * Prescribed chemicals 4.
cals 4.0 gr., rate 120 mil. gals. ' ' Prescribed chemicals 4.0 gr., rate 140 mil. gals.
^t O -t TJ- N r- m r^oo ui o Ooo GOOD M NO O m t e* Oco -l-cnC-r^O r^mm^r
JSAI>{ iii spijog papuadsng
;o junouiy aJSejaAy pajBOinsg
^ IR Sasaa|aRRRRfHHH S5ltR|s*^
pai|ddy jo umoiuy aJSejaAy
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ooo 'to OOO -! -tcoo r^r-Ttni cnoo M m HI c~ocnvnenr-w HI o^entno
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sanoH *z Jad ajoy
> 22 1 i"C'82 1 2 > 3'2 1 S5 v ?>"?,SSS^-S : ;oS8o8a;o2'S^Sm
jad jaa.,1 Diqn3
c^c^lci^cic>cxi^d-di-:NN^ci>cu ; ,orioo^d.CT.c;N
uajBAVpanddyjosi
jo tuns *Ml iPW* aSBjuaojacj
IA p* en HI en en en en toco eno OO encno H* oco enr^-oo oo O ("* co o o oo r^>
Quantities of Water. Cubic Feet.
$ -P-MSUA
en en N M
1
OOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOO
qM
O O O en r* ^ O w O r^ oo ^ en r^ r^ wo HI o uo *to *tooDO o co HI in w i ** ^"
r^ ^ CN en M co oo t^O co CO HI -f M in oo en O "tco w> O *r> HI nmo doco *tnico
pajaina
en !"* en O w^ O O m ** u^ r^ o r^ o O ^ O *r t^ en HI XD N en m N u i in O en o r- m
O r* ooo w oo r*. u^ N o ^^ co NenO'-iO'"" ^^O eno r^ en "to^ni c* w o NO
O^r-OO OM N mr^oco r-r-*-oo mooo *tcnw MCOOO o^r^" mo oenu^ow
pal|ddy
cnenOM M r>co menace O Oi^-uiO O HI - inco O NO r^-trico Oco OOOoa
:2 >o N -TO<o^^ 2 co^c,^ NNNN c<u im ^^r.oor,ccr,oo
Periods of Time. Hours and Minutes.
A
O
SBISEEEEEEEISIEEEEEEE^EEEEE^EEEEI^
^ o
1
SEEEEESEEEEEEEEEESEEEEEEEEEESEEES
en mo en ^O O N *t M ^j- N t^ *t HI o O O u~>oo to o O to HI ON n o co ^ t** ^
cncH w c enenenenenencnenenM N c* enw tnci c N cnenenenw cnw N N w en
I
EEEEEEEEEEEEEEEEEEEEEEEEEEEEESEEE
u^ oo co >< ^~< *O s cooo vo co O C^ O^ 'J' f^ r^oo O O 1^-00 n w O u^ *r c^oo *r HH o
^ -rf o O " N M f^ >-< N 1^1 "^ t/v ^ i/> O *^> ^ ^ ^" OOu^^u^NC^f4w(*^c^(*l
j3j3XJ3j:'j:j:j=rf:j:jsj:xj:j:j:j3J=J=^=J=J=J=J3J=J=J=J=-cj3' c -c- I =
1 Prescribed chemicals 1.5 gr., rate 120 mil. gals. Prescribed chem
5 Prescribed chemicals 40 gr., rate 120 mil. gals.t Prescribed chem
9 Prescribed chemicals 6.0 gr., rate 100 mil. gals. lw Prescribed chem
^oociTi-uimmto^toN ^
C
O
I
EEEEESEEESEEEEEEEEEESEEEEEEEEEEEd
CO en ^ ^ N O "^ en O O ^ *t *^ O co ^ en r O *^ to en >o N tn o en O ' r-->o
OHIO HI N tooo en^-tf)Hi tortw M N c* N N d t-tcoco r^-O r r*-o tococo
Ended.
1
aa- a. ; M ; a : a : c a : : : a : : c s : s : sss ; s : a".
^t^NoO O*Oco HI OOenO H tDOOO HICOCOCO O enoo O IOHI o^OtntoQ tr>^-
O M toM w N N'tenenO enO NenO ^tu-)ON NU->HI entom-tON OOtrien
en O>N -toend NO" NIOHI eno o M M -to 6 N r^-enni r-.t^.en6 tn HI r^o^
I
d
3
O
a- s- a-- a- a . a - - a - - - a - - - s- a - sss : a : a
O ^tr^Noo ooco HI c^oeno HI moco HICOCOCO O mco O ton. o^C'enuiO ""
'tOnirnNN N tenenO enOw eno *t"^O N NIOH^ ^"^"^T .^ . . "?
HI enci ON ^O'-enO* CNO* Nmnl eno O HI HH -ttO O* N r^cnni f>.r-cnO tnnir^
HI HI 5 M M HI HI HI HIM
Q
o .^
un^aomnK
*** . 0=> ~ = ;
N en ^ too r*>*co o* O M N en ^ too t**co O O M N en ^ wiyj l^ix) O' O M ^* **> ^
C1WNNNWNNNWNNNNNNNNNWNWNNWNNNNNNNN
COMPOSITION OF OHIO RIVER WATER AFTER PURIFICATION.
Warren System.
U n HJ o J; , qra n N
mo t oo OO "- 1 N to *t mo r-co OO M N co^J-mO r-co OO M tO^mO f co OO M
N N N N N N M N W N N N N COtOCOCOCOCOCOCOCOtOCOCOCOCOCOCOtOCOtOCOCOCO
tMWVWBrtvV
m M N r-. m rf M o m to N Tf^t^-O co r- r r-. f-O O eo ^ O MO r-oo ^f- -^ M o O inco
%<;<, g;<&g;g;g;g;gg;g;g:S;g;g g g g g g g; <,<,<, g g g g g g g
Bacteria per Cubic
Centimeter.
33E "A V
rtof S> 8 5'S.' m 'S-oo oo oo 'O'O'OT *> K 5- of c?o"R c>>o SWOT Ir> S ! $ S^m!
p
i
as?'8SSaS3K3S,38?tt!iS S 5 B*'*aS8 0> S3? > a8A
IPfff^^IS^MP & s ssSss^ssssf
II
JfiJfHSHSIIIJFi !!!!!!!:!!!!!i!!E!
JSAiy til spijoc; papuadsns
o lunouiy a^EjaAy paiEuiusg
^im^s^Riaisaisg^m^H^oRRRI^l
Euituniv 10 3)Ki|d|tis
P3|lddy J" junouiy s^EaaAy
^w2%rnS^No3oM 1 3RNO f o^
COTfrONMWcOCONMWCONCO^COCOOinmTfinCOmNNNCOMtON
V
V ~
I '""dTuo^ou'o!,^
^ ^ ft colo R'ft S 3- R ^^> c^^^^ to m'co^ 5- S'co'coS S coS^c^^^Pi^
41 rt O
> 3
<3
t
O r-i^o momoo OO t^-o mr-toco mr^. oco ocowcocooooooo COM mcom r^-oo
NNNNNNNNNNN^NNNMNNNNNN^NNW
aaiEjvv P^M^dy ) s \
jo oing aqj qD|i(A\ aSBiuaiuaj
Oco r^rocococooooo MCO r-^^frinr-o O woo O M ^M r--M N coo -tooooooo r-
Quantities of Watei . Cubic Feet.
, :P-mn
to co
rt
ooooooooooooooooooooooooooooooooooooo
USH M
O *n co to O O to wi O *n ^ O co to H- oo O TfO *o toco l-oo O O I s * *J" O O co co O co r- m
O m o O m i/"i m m m m in m in m m in in in in O ^* rn vn m in O *o in m o m in m in m in in
,^ M
O M O O N ^ CO M in in N N OCO CO N O O ^ O O O l~^ O O N W CO N O O O m O N O M
TJ- o O r** oo ^ OOO t** ^t 1 ^n O O ^ N O m inO O m oo N co mo M co M o moo M N O C
Oco OOO r-.r-.co OO O moco CONGO mo mw W N in-^-dco m-^-mmri-oco r*-r>-oo
pai[ddy
mr-coO NCO OO MOD mi-o ON M t r-O 1 - 1 tomM CON cow N O M -fmOM o^nco
OrinOco coomcoo W inoooo coo ininTj-intOOco M cocoo MCO MOO -fO O O mr-
vO OOOO t-^Ooo OO O mo co to N co mo m N ^ N in ^ N OO m ^ m m ^o co r* r-*co
Periods of Time. Hours and Minutes.
X
_rt
Q
oo-tOi^O JOOOQ >or-OootOO O f> -OQcoQ"">OOOQOQOOOOO
O COCOTj-COO COCOtOM O COTj-N CO'tCON COO W O O COO COW COO COO COCOCOO CO
ininmm mmmin mmOminco *rt m m oon m in mtno m
a
rt
tGGSESSEE
C4NNNNMNN
d
'>
1
EEEEESEEEEEEEEESEEEEEEEEEEEEEEEEEEEEE
O ^OOO t^.^-cococo OO M mNOO TfcoO Ococooo N w -to N coco O OCOM o N
M m o *r> O N MMmmtoOM co u^ in N O ^" O N m O ^t* ** ""* NmtoinNWOOM^t'co
m m t~^ t- m in mO l** ^ r>> ^ inO OOO O *^^^"^^ M N COCOMO to to co ^ co ino u^ inO
o*
o
i
V
o.
O
ESEEBBBSSESEBEESEEEEESSSSEESSEBEBEEEE
CO N COCOCOOCO TfNOOinNOO OOM MO ^"OO COCO CON inco M tHO r-^CO -tO M N CO **
O w cococomco^w M o cocomM eimw M wmM CON coMinMinM ^-^1010100*0
r-O r--oo inmmOoo moo ^mo O OO ^J- m rf M N N ^cowo ^co-'S-rt-tomO moo
M
Ended.
3
O
s sv ^5J"s sss y y
OO Of^O Oco M coo m r*> ^- O Oco woo N Q r-mca coco Tfw cooo ^J-co MOO Q cot
m^-TtOMM o COCJO O OtoO^mO ^tOOMtOOO cow ^ON^O Tj-minOOW
4NMciMinNNNO"^ | - ( O' OO'MMtOMmM M TJ-NCON NmM rj-W^MMOCOW
MM M
rt
Q
OO w N cocomo r-ooco OO co^tO O M M M cotOO r-.t-oooo OOO M cotO't
*& ^
M s*
1
3
a a- , - a a- . - a a, s,,-- a- - ss a- s
^-OO Of O 5 M ^O "^ t "3" Q OCO NOO M O tu^co coco M M eoOO *tf-oo MOO O ff 1
o4 Mc4MineiM o^iMO odMMcowmwM4N coMcimN'tM ^MMOCO
I
I
OOO M N cocomo 1-.COOO oo w corj-o O M M N w N tocoo r-.r-.cooo ooo M coco
%U X
co^-----. ";--.---.- 3. -. ....-*.......
'uny jo jsquinjsj
mo l-oo OOM N tOTj-mo r-oo OO M M co^t-mO t--oo OO M N tO'tmO t-co OO w
9v ff Vf vf n Cf Ci A v( A fv 9 fi vl vl to to c^i co co co co to to co to co co co co co co co to co to co
196
WATER PURIFICATION AT LOUISVILLE.
TABLE No. 5. Continued.
Warren System.
any )0 jsqoinN
N C?N S"S cT ??,? ; J?)?!SM^S'?>S^-^" "5^^-^T 7, ^^-Tno'KaD
o
I
*
*
V
"c.
S
i
o
CJ
d
Xou^uja.Ea^a^y
oo o o i-oo oo r^o o o N m r- o 1^0 monoooco^o-ui ouimwo o- "i
s s s s s ; o o> si> v & < a. ; s & s~ % ? ; s ^RSi?ss *
Bacteria per Cubic
Centimeter.
93EJ3AV
M
c
_ ^- i C4 m t^ n vO * O* I^ N t-^MMM M CM M M ^HClO
w co en en en
1X3
en*O^J - * in-inOen M inN
.si
8OOOOOOOOOOOOOOOOOOOOOOQQO OQ ^ ^O TJ- co ^- -" d ^^
OOOOOOOOOOOOOQQOOOOOOQOQO Tnwuio<mennO
uorinW -> d s U B d 'Ja^M
jaAiji ui spi]o$ papuadsng
o lunouiy SJ3AV paiEunisg
^ ^ ^" ^t~o ^* ^f *^ O M Tt" "^ M fcH en eno O en en en *t O !> f^* co
'UOt[B) J3d SUIBJf)
)3i|ddv jb lunouiy sSujSAv
So^JtS R 5-^ S* 5, 55 o^^-S-S'S-^w^Co' ' :o-K: : :5-5
w NW NN Nwentnenmr>-tn o^oo 1^*0 r*- o^o co r^^m^' O O O -MM
" ^ I.xl SUO1|BQ UO!|[IJ^
enenen^'tenencn*tenenencno v o^ c*co ooc^^o^enenenen^- OMO -OC*
. . .
S"j "" fl
re - i
i
r-oo oo O eno enoo M Tt r>-co i~^> en ^J-o e>i M t->. c>co t-^o enco M . ot cc co oo C 1
WMNClNMWNNNNMNMMMMMi-iI^l^WNNWN 1 'NMN -CIW
jaje^Y psfiddy jo si
o umt; sqi ipiq.w aS^]u93J9,j
oovojyg-^oggjjMg.jg^jjgi^og.o | | >o > j j j*
Quantities of Water. Cubic Feet.
g -p-H 9 ua
en tnenen^j-M M. *NM w
S 'P3J3J|IJ
ooooooooooooooooooooooooo -oooooooo
qSEjw
IMHffMIIIIIII^fMlfl : iSRRRSIffl
' prjoi[i J
|||f||||||||f|f^||HS^lK . :!ai!:R
"5 :*
"psuddy
If ?g if 5 SR5 1 SS I S 51 111 1 If! ?^ R I ': R si 1 : i S II
_ ^ : : : N
Periods of Time. Hours and Minutes.
JS
V
Q
S E E jj E i| E S^ E^ E E E d !5 B S S_ B E S E E S_ E ; E B E | ; ; E S
encnO | - > OenenO' r tOcnOMC<nrj-oenOOMOen^-ciO*i\ 'MC^HH | |-tm
J3J3 JS JSJS JS JS -C JS JS JS J^JSJS -JSJSJS*-*JSJS
i
- *
EEEEeESESEEEEEEE : !
WWMNNMMNWWWWcncNenNWWeNen Weni-N .M M
e
BBS 88888 S'B'S'B' B8 8^ B8gB |iisa ES_E ; ; : EE
J3 J3 J= = J= J3 J3 J3 J3 J5 J3 X J3 J3 J5 JS J3 X J3 J5 J5 J= J= j: X X J= J3 X
M . M
e
_o
1
Jts 8 ia^sjia'igaa 1^88888^8 BjBg EJE : : ;EE
J=jjj3j3x:j3j:j:j=j3j3j=j=j=j:j=j3j:j3j:j:j=j:j3j3 j=j=j: . . . 43 jo
r^ c^\c t O ^ in _ ui
Ended.
u*
3
O
so
sssss s s . . . sss. s s a . . ss s.. as... s
2 o>coMC,^ 2N o^*o- N C7>M m o Tf22 ^^ c; NN M mm c,o
I
^MMMMMnn^ieinnetflicinMevncfevncinfrxnm tn woic?N'" H
S X ? *i ^
S. O2
1
v
3
O
S
a . asss as'... ass. a a a , . a a a . . a a . . .
Mcjo>Mmc.,*. : ;oc ) *^t>o ;: ^o-Tfo> o-rjc^^M N
ti
&
^inoococo o M M N Wencnen^-Tfvninr>.i^r>.oooo OO M MM NW>O ^MI^-CO
2, O "z
' un H J J3qtnn[i
enenenenenenenenenenencncnencncncnencnenenenencncncn
COMPOSITION OF OHIO RIVER WATER AFTER PURIFICATION. 197
TABLE No. 5. Continued.
Jewell System.
una jojaqiunx
O~*-NtotnOf oo G 1 O M N to -t in O r- OO G* O <-* N tOt*no t^oo G^O w w to *t
1 Available data incomplete. _ 9 Application of chemicals un isfactory. Chemical feed pipe choked.
.^pu^,^^-
Omtou"iO"OONncooOON to G* u"ico oo ^t" 1 s " coo co r-* O oo O O M r> G 4 Gv
Bacteria per Cubic
Centimeter.
o^v
HS!3HSE 5R FH s&III?IHflpI|lpl
c
3
^ 00 *O oo O "to O fl "^ *t O **~> M m O ^t'^W N *tO ^^coO O UIMCO oo O O u*
pllHHIffllll PWll'fUlfflffllfl
II
"^!!!!!!!!!tl! ||!!?!!!!!!!!!!||!|!
uoi[i!W Jd sued U31KM
joiunouiy 33EJ3Ay pamunsg
O C) O mOm*tcominOOOOQ OOOOOOO*"OOOOOOOOOOOO
tio[te) aad SUIEJ-Q
paijddv J lunouiy sSeJSAy
u
rt c
'^TuoV.^u'o^w
s. o&sss-s^&s-^ss.g- 5<s i <s i ^8>s;^ss5;s;ss;So;c5-ss,s.
jsd waj ojqno 1
to OOOOr^.mm mcq_O O MinOOW^tr>-O'tONTOO^inO'tnco
J S'^^S'S^S?!?!?!?????! SSSS?!S > S > ?!?S > ?35 1 5 > S > S 1 SS?!?J
;o ums aqi qoiqjw a3uiu33j3j
M M M t^-
fe
u
2
3
u
o
1
*o
9
c
rt
a
P3 ,| 9 un
w w
|
OOOOOOOOOOOOG-coO OOOOOOOwOOOOOONOcoOOcn
O^tO n O Minwo
Ht^ttO W (O tONHN-*t O
n
qsM
g,RS!i5J?SSSSSaR5S SKS^5lslfSllfIll
P-.U
, W
m G>eOcovnOG^MMinMG' ^coO-tcotomtNmOOMOMOtOMOO-t-
Periods of Time. Hours and Minutes.
03
1
B B&BSatjJjaSSB EBE^SSEdSEdiiisdEEEE
ul-MTU1NmN-*'tmN u->^> * u-) N M N M M t^l O ^1 N in to * f>
t^ eo-1-c/3C^co'-'u^inmnoo OO"^ T t'O'- ( "1'CiOt < ^ u ^ l '>"^wOmvOrt*'i
x:
s
EEEEEEEEEEEEESE EEESEEEEEESESEEBEEEB
o o '-' O O r~"* o^oo o Q 1 c*^ o^ c^i w i-( r^- w o f w -t r 1-1 o o* *' O r^ O o r~*> N N t^ N
M
1
G E E E E E E E E E E' E E^ E E E J E E d E B E_ B B S E B S S S B E E
S. o m5'S5'&'5,oo'5>M55 5 M x o *5 " "5-5 "S 5 ^s
d
o
1
O
B ESESBSESSESSE SEEEEEEEEEEESEEEESEE
O OnOtoO u "> v OtOMQOG l F'- |->i oo OO o Ocoooco i/icoco m f^- "t too co in O c*^ G 1
Ended.
3
a. s. ass,. . a. s, a as. as, _ ,, aas. as, s., s
2-c^o ^ 2 2 - MC *o oooo<oo<- 2 o*oo>o<
Q
1-1 fi n CO MMMMC1C4MtOtOG> MMMMMC4C1C4C4CO MMMM
in . " .O .
O a ^>. , , o- .-.- - -- . N co r ' c - - ---- -- --- ,^, .
"z o 1, M ^ &
I
u
U
8
E
a ~" " 2 ; ^ --- ^ . v- ^- _ ^ ^
N r^OcoO OO ^co O G-O O^I s -G> w TfG'O r*- T t--tcoco u"> _ oo O G*mtooo tomtn
^M M tOtOCOW M TTmtOtOtOtO TTftOt- O ^TtOM tOCOg *t*t*tu^fOO rf*ft^
o S M^o-*cj22"" (> 2 ""Oocj^o-ovos^-i^^^N^aocr
1
MTfOmOu^Otor^G'- T tr>.O'-' N^tG*O^*'>t^OtoincoGO>nor*O'-'N
in O
c g v >.-.. J go -
"^ & "A
una jo qum N
198
WATER PURIFICATION AT LOUISVILLE.
uny jo ;.K|uin\
uio r^ao<*OMOf>Tu->or-cooM3Nm-*i'->o i-oo o-Oml-^,or^ooo-o
1-1- ft^J-uiin n in in in mo OOOOOOOOO c
^"Prai.M.^^.AV
OTCO t-l^O Tfl-.O-CT'OOOOOaO MO * O O N m>O O -3- f-O t^O I-^tO tO O>
O* CT 1 O* O^ C* O* O* 0* ^\^C V C*0*0'C > O S C N 0'C~'^^ V C N &'O^C^^O*CT 1 O*O N 1 Q S O* O* O* O*oo
Bacteria per Cubic
Centimeter.
* V
^ r~> "^ o o "~> o o 'f N f^ M **^ tf> o r^ o r^- c r i^-ooO't'Ow i"** o ** fi o ^f^o OWN
C
i
IfpfSfffffiSSfpSFS'l ff |K5SRpS&?RS
a
N ^H o oo r** O oo N in N r* O OO ^t" M o co t O O m r^ rf r^* O en O O M o m o
^ >-i enoo ^^ O N co ^ en m en N in J^~ m N N ^ N ^t N N en O ^t" ^i" N O en r-
Sh
II
88|88|88888|888888888888888888|8|8|
' u Hl!W J3 d suej 'J31BAV
j3Af>j[' iii spijog pspuadsns
to lunouiy aS^jaAy paieomsg
ooooooooooooooooooooooooooooooooooooo
cntnM cnmO TfN t^inmr^r^o mmmo O *-> OOOcooo cnO ind N N N ci N N o r^
N ^ ^ en en NMM ^iNOOONN t^- O 1/1 m n m in m in in m ^
M MM
eutuinfv jo alluding
paqddy jo lunouiy sSeJ3Ay
O mW OtnMOO enOO N cn-TuiO O N eninoo O^OO ennN M rfOO O N ON O
Of^oo fenO N cnO O Oenco i^-O ON mininoo Oco "I'M enM N r-^oO ^^tenO I^-M
N N ^N enN N MM M o M o O O O M M M M N cnenmm-3-u")^-entnen'<3-enen^fcncn
u ^ c S jr^^ u ?tr\ uofmitf
M N M Q M !- enco Q O N O M o Oco oo oo oo m ^ mo IOMO rnr>.mr^o M m r*.o N
O O O O O m O M o M N O O O O O O O O O O O O O OOOOOOOO O O O O O
!F| a,d,rsj&>
$-oo *"* cnO O M o r^ N M oo M in m en en N en ^ N ^oo ^~o oo o m o O O^oo M o oco w
N N N N N -fenO'-ti^-o '-f-m-r^t-r-t-i--tcnenenenenN enenen-tenen'3-mentnenm
NNNNNMCINNNenNNNNCNNNCNNNNNNNNNNNNNNNNNNN
'JlBj\\ paijddv jo si
jo tung aqj qajqM aSEiusojaj
men^t-rj-N *t en !" w N N cncncn*^u^lnm^oooo enDM o N i^-ooco mr^rjo t^>oo N o
MMMMMMMN M
V
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u
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1
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3
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5 -P-WIU
coOO'tOOOOi^OOOOOOOOOOOOOOONOmOOOOOOOOOO
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tn M M
W
nHHHH?^HsEHII 1 lSH5l > SSS3ss$S^
Mi
co or-o ooo ON OTj-^tmi^u^o cn^-coooco eno^t-enN t^-r^o r-*o rnN TJ-O o
, 3!1 dd V
O r^ enoo moo ^f N M mo oo O N O M OO N O vnoo m r*- m M^ en *tO CO N ^^ rf N M ^ M
O N oo M r^ N eno N >* en Th O en N n O I""- in O >noo oo en r* N O en O ^ ui co co OO oo ^
r^o I--comenN en-^-MO M O~t p "t*r>N enr^t^-co Noo *3-N O O^itntnen^Nd O "i 1 !-^
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M oo M M o eno enOOOOcnOO"TOO'~ | '1'QOOOOOOOOO "tO O ui O O O
M M ^ t-i - o ^t" ^ ^^ o N cn N en tn m en en *! *o O O en O O en O en o O O en O N o o O
en M en en ^ m en en r** en m M en M M en M M M M M en M
JZ
I
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QJ
a
en
too eni^en^O r"*-oo enO mO enfco mO MCO t-^enO P^M MCO OOO OM N Ooo M rfO
N enoeno O tor^cnoo mO ^OOl^-r^O OO N N N encn^N mmmo mmmmenen
c
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COMPOSITION OF OHIO RIVER WATER AFTER PURIFICATION. 199
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WATER PURIFICATION AT LOUISVILLE.
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COMPOSITION OF OHIO RIVER WATER AFTER PURIFICATION. 201
TABLE No. 5. Continued.
Jewell System.
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Prescribed chemicals 3.5 gr., rate 120 rait
Prescribed chemicals 5.0 gr., rate 80 mil.
Prescribed chemicals 4.0 gr., rate 140 mil.
Bacteria per Cubic
Centimeter.
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Periods of Time. Hours and Minutes.
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.
WATER PURIFICATION AT LOUISVILLE.
TABLE No. 5. Continued.
Jewell System.
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} Prescribed chemicals
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gr., ioo mil. gals. s Prescribed chemicals 4.0 gr., 120 mil. gals.
3 gr ., 120 mil. gals. * Prescribed chemicals 4.0 gr., ioo mil. gals.
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Quantities of Water. Cubic Feet.
B
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paqddy
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w> co co in O M co r^ O r>O TOOTCOO mo N TOcO to O O co O cO oo O N T " f^
Periods of Time. Hours and Minutes.
1
B S 8 8 B 8' B B g S S B 8 B' E E S 6 S S E E S E S S E E E e E E B B 8
OOOOOOOOQi^OOt^OOO u " 1 TONNOcoOOOOOco tOO O "^ W O
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8 Prescribed chemicals 6.0 gr., 140 m
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COMPOSITION OF OHIO RIVER WATER AFTER PURIFICATION.
203
uny ju J3qmn\
N en t n o r*- co oo " M en t u" o t^-co oo M N tn-tu^o r^-co oo M w tn t "> o co o
N Cl N C Cl N N C* N N N M N Ct N C) M N Cl N N C) Ct N N N N N N N C 1 ! Ct Cl W W N PI W
XouapujM ,HU^ U oS^AV | ^o^^gg;ggggggg;g;g;4j,C;g;g.g;g;g ; gg;O;g;g ; g ; g;O;g;g,g ; c;
Bacteria per Cubic
Centimeter.
-, 8 c*y
HHt^-^'^" l "'S. l s" fv 2|^8;??S > ^SZZ* 5?""8"*!J3R
C
R^^S.KE?^ '? g;'*" m ^ "^ > 0< ^ g; m ui ^> -*moo ; ;
9
Hpls 5 " 5 ^"s^ss "- 5 aRaffR-ssss j j j
||
8OQOOQOOCQOOQOOOOOOOOOOOOOQQQOOQCOOOOO
COOOOOOOOOOOOOOOOOOOQCOOOOOOOOOOOOOOO
JSAItf
jo juno
in spi|0 papu^dsn^
OQOQQQOOOOOOQQOQQOOOOOOOOOOOOOOOOOOOOC
r^ O O O O OcocoOOO en OO C O enwo r-->noM or~~*Ocooo TIH o 0^*000 O
LUy 33BJaAV pajEUNVd
pa ,,d
' 11O I1 B D JJ( ^ SUIKJ'J
Tinuiniv J ^I'^l'M'iS
ily j junoiuy sStfJSAV
^"*2ri.;^*it^^2^^^44^^!;;
v * ti
w Mcn>-i enc3 tncn> 'Ci cnOn<io r^ en o i^- o o m co co co w> tn o ooooco M M oo wo
l|| d?n&>
5'S > S > i?S > ?S > S 1 S > S > S > n'?!S ) SS > S > ^3'?S > ?3'S'5 > ???S'n'????S > ??>?, < S
Majujtt pai|ddv jo si
M N r>-MO M -tOcoo o O u">o M r^oooo -to eni^-oococo NCO ooco CHM r--ooo enoen
jo umg aUJ iptqM aJteiuaojaj
Quantities of Water. Cubic Feet.
OOOOOOOOOOOOOOOOOOOOOOt^COOCOOOOOOOOoocoO
O CO O O
s -P-
3 O HI en r*. co -tO O enoo NMM*t NO J^M
cien N wr- M^tcnM M
va
SS ^<S 5 a S So S g 1 3> S S 8 ? S 2 K S S SS .. S R R 8 R^^ S S 5
iu
O O i*** O HI ^to O u^ en 't t~* OO O *< "T O -too O M r* rt O HI en t~* r^ -t O O O M in i^ O en
-to M\O OO NO -tenO enoOO f*. O Ooo co N -t "t O *T O -too >-coOc)N>nON eno
OOco O O N O O ui-tr^OO rtoo ON enOoo N enO O O"">""iO t-tO OOO r^^toen
paijddv
r-O OO Oco cnooo oenoo enNO en-tr^-o ON M o *noi^-ooco ocoo r-^r>.enM en
enO O MCO O -tenr^O Oi^-oo r^-O Tt en r* -t H co enM enoooo too OO ON M M uiuiO /i
inr-enenNtnenTtencncnMcoo N otwenN oo <nmntOM-.wMio O ^ O MMM
HI M HI
Periods of Time. Hours and Minutes.
Q
tN O NenO enmOcoO enoO ? O -tr--OooenMO O O r^O ~ O O N O O>ON tO O
entO O O enO O O O -t*nO enO enotno 'tO enM enO enO enenenM o enenenO M O
\r> ID n o wi ino f> 1/1 O w^ N tnO *^> "* *^ ""> ""> *O O *o u*>
P
xn-tN O *tc* N OcnN -tooo r^-mo -t *t M N r^-o M w N -tc w r--O cnco wo intN ui
i
BSEEEEEEEEESEEEBBEBEEEEEESESEEEEE6EEEE
vn tn O N N -t r^ O c* O u^ O ONO O r~*-*tO r-* M cnO MUION OO Mt^co to tO MCO
u">enenO N cnentN M cuiO enN enmenenM enN O enO HI entO u->O O ttM tent
entN N M enNN NN cir^entMO NCO N MO t CHN enO i^co r^ to o en r^-
d
o
rt
I
o
SEEEESSSSEEEEEEEEEESSESSEEEEEEESEEEEEE
M O tcnent-i'"">enN t - wiu^mo HI iru">u")uitN mw t>oN M M entO O cnO *tO
t^N * ^N "S 'S'ScS^t'S'S.'e^cS'S MO ta'e^N'e^OcScScS'to'S.'tf.M M
Ended.
3
O
X
ass,, ssss, s, s s, s-.. as.,, a a, s., s.
pi < pi < ai -< &i < &i i pi < pi < pi <" pi
O i~" O en doo O tO^O H< vnt ui u^ o *oo en t *t r^* O r^r^^^o enttOO tn t co IH t
intNO tuimu-)N O t"">u"N M tu^N M O O N O enmM MOioenM o enMN N N N
NOcicntMci oNenooenNciN N entO ON U->N NO u^u^t*tO^enMO M N M
MM M M HIM M MHI Hi M M M M
V
t ' u ~> "> *^ u^ O O t* J^ !* O O M N N en O !" co O OOOHiMencntu^OooooOMNNNN
o
M 3 .H.
H-^
c
t
3
O
X
s\ a* a - . a s s a . a" . s a , a ... as.,, a" s , s , , a
NO r^OcnNco O tOnO M mtmmO >oO entti^O t^ t^ M o enttOO entco HI
inN ON entM N ON enooenci N N Ncnto' ON U->N N o mmtto menM o M N
Q
entuiuiinmoo t^r^r-OO M N N eno r^-oo OO O O HI M cnentu^Ococo O M N N N
O
^ jb
uny jo jaquinx
N entmo t^-co oo HI N cntwiO r->co oo M c* entmo t^-oo oo w N cntmo r^.co o
N N N N N N N N cncntntnenencnenenenttttttttttu-)u-ioininw-)>nir>tnu-)
2
a
s
* P
<o a>
in
o m
d ^
^ 5
S
M
<
H
204
WATER PURIFICATION AT LOUISVILLE.
1
ss
r ~ 0)
^J -4J
O
>,
.x <n
o
^ 1
w >
u
<
H
un>| (o j
HHIHt-tMCIWWW
M
Bacteria prr Cu
Centimeter.
* UO !U!W J3< 1 S 1 J1 M '
o lutioujy ,>MI: i.i.\\ pa
r-^oo 00 r*> o Oco o cowocoi--HiototHicoinor-owe-i oo oo w o
Or-OOOOOOOOOOO co mr-^r^teocoorcoco en o t t O mmr^-oo t w
OOOOOOOOOOO'OO O O OOOOOOOOOOOOOOOOOOOOO
coinOr^comi-.or-coO>i"it OOtOwr^toOcoO'-'i-iccOOcotOOO co~o t w
C* 1^ W W Hi ttr-.rOOH,COCyt >_ H. "^^NwlT^
co M t tnwMtowt
888888888888 8888888888888888888888
i-i - i >-^-" * "--
'UO[[RJ 49(1 S11LKJ0
'Euiuin[v J aiHu_d|ns
p3j|ddy J lunouiy aSeaaAy
JSIEM pjtiddy )o si
J31KM 31SK.M pu i|s"M W
jo uing aiji ipufM 33i:]uaDJ3 ( [
Fee
Q
y
CQ
n^ jo j
Ococo ni-i O -i coco
8888888888888
WNWwu^-ri-Mt^-^- -t3 r^
ooa>cocoloo* n nww
O ininco OOW w o co O r^ co
I I h-
TO CO HI t tO W t
?^co oo co r-cQ co co
r^-c/jcc ton c*^u-)>ou^-tOco Occ to O !-*
Oc
O
- O >- ~t co N /i
i^-oo HI w tow m co r*- w o H>
m to to M O Oco O O O co co w
HI cocooo m o O oo r-*. w or-Ntoto trow H.CO H. r-
OOOco HicocococococO r^-OOO O - i^-co HI 1-1 o t
OOOOOOOOOOOOOO
OOOOOOOOOcomOO
. O to tnoo r coco
^ o to r* O co O . tn n HI cr-O w w ino
OOcoOOOl^ o>ottIno ll 2to ( W < 2
co w m tn w O w tco O
M fT M M M M MHH
O W OO t co m m O HI
cottco t-1'inconin
s
EEEEEJEJEJEEE || j ^ H 8 J 1 1 8 * & I S ^ fi ' 8 " I |S
O co O HI co O O co mOOOw C OWtwcocoOtOw^OHtc^OintnOOcoO* roO
. , .... .*- . ....
in m inof~~oco* J **^ n m o f> O n co OO HI f^. t t O moo inO
M W HI CO HI I-H M <D MtftlHCQHIt HI t-tCOMCQ O CO HI M t M HI M
- <D
agasseaMasaaaglgaaaa'aaaaaalBBaaaaaaa
&>EtlJirol^cilo ISSIIS&I^S^IS&SS^SIIlJ^
ja js j=j= js ^i j j= x j= j3 iBJ3&AjBjaji3MJ3JBjaMiaMMjajajajajajajQ
WHI coco tttftot^-w r^cjrmti^tocot'-iooc;Ou^or''COOt^-coor^-r^
E E E E E E E E E E E E E E E E E E E E E E E E E E S
oo t to o >n t HI oo o HI i * w o r^* co co o r^ t o to t HI tr^-o r^o N w ott>-*
w w coti-i tttco tr^co rcot-^o tr-cot*twcow OO O r^-cor^cocoi^-coco
a s . a a . s . sj . . a z s s . . a . a s a z - a a a a : ...... ; .
ft.^< 0"^ ~ ti ^"<I flJC- <J &^P*^ ft^CU<J
WO OO w HI Onco m co m r^ w co r^O O OO O vnO cot'nw >nw co co Oco r^> o O
HI tcntON coWmw O COHI co tHiincocotcocomH- tcninw Wmtu-icot-. cow W
w co co co t ^ *t *n r*co O OO t^coOniowcocotO r^ O O M to r^-co o HI w to
WWWWWWWWWWWWCO WWWCOCOO , HiMHi-iHiWWWW
o m
O >, O J f
CO .,_,,,,.,, OOqj---- c ' --,-.,-..-*.,.
*~* A *
s . a . s a . a . a , . a a : s - : a , a a a a , a a s s . - : , , , ,
pj" ^* c ^"'<'* &-*" <'" &' <" ni < Cu<i< fc^CU^
two OO HI HI c^mco mcnm mw ror^o OOOO mQ tot"^w mwco coOcor^-O
w M tcncow cow nw O COHI cot>-i >ncocotcOcOvnt-. tcomww "ntmcOM cow
e* w eo to co t t~t n r^oo o O co t r^co O O co^co to- >-. o OH. tor^oo O HC w
WWWWWWWWWWWWW WWWWtOCOO Htn.Mi-.t-.NMW
O in " -
OOOOOOOOOOt^r^r^ -I^HH.HIHII--I-IHIHIWWWW
WWWWWWWWWWWWW
COMPOSITION OF OHIO RIVER WATER AFTER PURIFICATION. 205
Western Gravity System.
- iin}[ jo laquinx
-f- in o r^. eo OO HI 01 en -J- m \O t oo OO HI ci (n rf in o f>. oo OO M C* en -?f ui o l^-co OO M
w Ci W w CN N t^cncnenenenenencne^rtTj-rtTf^-Ttrt-rt-r^^-ioinu-iinininioinininoo
A^PBH iii=.a a*v
co i - \tj ~^- u tfjj <jj fit/,- r< O" 1 uu O 1 u~i uj !"- tjj r^-u^c^r^-mcooo r^co 1^*00 t~ r^ o r^ o O m r-- r^ o
OOOC^C^C^OCTOOOOOOOOC^OOOOOOOOOOOOOOOOOOO O O-
Bacteria per Cubic
Centimeter.
a
M M
= -mnuimsw
cnmm<*- r^-t-ooo-ooo N '-O m MOO
r*. -i-o en cnMOO-wr^. r>> m rj- r>.o
oS
88888888888888888888888888888888S8888
two N *T-Tr^O O en V W O O O woo M OO N Tj-H- -rj-TtONoo Tfr^O O O -too oo oo or^
fJ-eni^-enN ^-mw wr-^ei tnt-i MO O Mininr-* M rf -i-co O O O enco oo oo o TJ- rj-oo M M
UOl|[| W jad SUB ( I -J3JBAV
j3Aiy in spqog papuddgng
jo}imouiy aSiujAy paiKiuusy
OOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOO
KUiujrt[y jo 3iKijd[ng
paf[dJy jo junouiy 3tM9.\y
Z " 5 1 & S? >S M S ?>S ?! S S : : : : : : : : : S S S 5 " 5, R R.
^i .2 J90< SU( MI K O UO !N!W
M M M M
j aad 133^ ai'qn^
cneno *1~ en O HI M O "t'n-^-f-jen-Ti-cn-'l-fO N mmcnM c* W M c^co i^-inoo N M -^-mw m
MMM M MMWWM
jo uing 3i[} ipiq.u s3i;iu3oja f j
MMNenmw e^iw M M N M M cnenc* -3--tO r fT*tenenenincn^t-oo intntnN M N*
M
S
ht.
2
3
U
rt
"o
u
c
a
T-Msun
^^^8o88o8mm8o8oo8oo828o8oo88oooo8^<gS
-P-MU
O o in M Tf t- O cnO Ooo M o O^w r~ OGO N OOoo HI o r^ o "TOOwo Onmw u~<
O"^"tn*^*Tc/D O O^o OO ^ M OO t~*^- w O *^t" N r~ r^en^o en M w enr^no ^to O w o
M-M
Tj-uiCM O't-eneno O *t M w -feneno O enw M OO nmmw cntnmo OO OT-N M cnH*
pDJSlJIjJ
O ci inen-t-mor^enoo rte^i^oo enco M ooo MO f)rconineo OOtnm-1-r^.cnMO
N "1" ~t" r^ M c*^O hH C*~H<OO r^c^cc tno N ^^^enin'O H M o f^ OM o r^-o r^-ooo ow r>
MOO^c^mc, r^u.^-^co^^c, t. NNm
*p3i[ddy
OMWTj-mcOHit-HOMOOencn*1'*^'en r^> mOO t ~t m vn t^. t i O ~t ^ in M QO cnO r^-ino
enminu->uir*r-*.*J-enN O t^-mrfO'^'OencncnOW r^ocn-fc* OO M N OOM M -j-mo
Periods of Time. Hours and Minutes.
3
Q
SEEEEESSEESaaaSSaSEEEEEESSSESSSSSSSPFP
HlM-1-MOMrl-MMMM M* 'H? M M* M^^?
d
8
EEaEESEEEESEEEEEESEESEEEHSSaEeEESSEEEE
c^ir^oo r^cooooo r^-ooo w mt~*o r^o r^ r^o OO ^000000 woo ^Ooo ncn m w d ^co oo
j
u
C/)
asaaaaasaaaaasassaaBSfasssaasaaaessBHa
rr~*u~'mco -I-OQOO O N w HI r uoo *rt r> *.<t i> ^h r^ ^i.w rfoo O OO mo OO OO mm
TCi OmOm^ w en^t t-* -rf O M *^- O cnc 1 ! en 'I- en M mrj-^l-M o ** HI M u-)tnenenw ^f
E." o'-s.'S.-s ^-^^^S'S^-^-s-g s-s-s-s-g-s-g-s-s-s -s -s -s -g -s ^.-g
g
B
a
c
5.
O
B B E s e e E E d a s a s s s s s s s s s s s e s s s B e s s s e e e e a s
r^Tj-t^No w r^-minco -Tr^-co enw OM -to ^fcnoo menOOO -ro-to O*^oo M -tenen
1/1 O -TCI ^^ d M cnTt'^me'iN O CN O) O N in-^-mo mcnmmO w d O rnenM Tj-inTt - '^-O
^cSoo4m^^^f i ^f>m^^m^^^^^'S'S'S'S'M^'S-S-g -S 'g'S 1 g 1 .'g 1
Ended.
3
O
s :: s - s s s s s - s--- as- s s . ss^ s . s- ss-- ss- s s s
OO O HI co O r- O w^*^O r-*-inoo O eninOM mco O m co M r- e*^ t^-O oo N >-> >^ O O m in o
wm>-i M w M O OmNWNMW c^ *^-M m-^-enw mw WN rJ-TtminenM O OCM "t *-<
HI M MM M
dj
S
Q
o c " X
B
a
V
a
a : : - a . a s a s a - s--- a a - a a - a' a - a- a - a a' - - a a - s's
O OO O M oo O r^o m-fO r^inco O en m o w moo O moo M l^-cnr^ooo w M M OO mtn
ooooenw o HI oci o oenw TJ-N ON cnniMtno*NM OHI w-^-dc* McnocicnocJ
MM M
aj
rt
Q
B^CS*-**-*.**^!**. .*>-*
h
*un^ jo j.T(]uii5s^
^mo r^oo OO HI N en-^fmo r^-oo OO HI w c^^t-mo r^co OO HI w cn-i-mo r*-oo OO HI
2O6
WATER PURIFICATION AT LOUISVILLE.
-un a;OJ3qUJ n N
N c*~> -t- w> o I-- co OO M c* co -t w> o r-^co OO M N co^tino r^oo OO "- N co-tmo r^-oo
Aouopsr,, ,.,. rf^y
H>5"o- % S g% o r c- o S'&'S- 5 o % SS & S S S S%1^ & S < . C S. C . C & S S
Hacteria per Cubic
Centimeter.
"alfuj.TA v
ilg^lHl^i^lfffffslsHilRH^illlWfflll
c
uniuiiui i\-
E" 08 S'Si^'E P. ?*o -5<o'Kcfm?. g"S SitJo S^-2 5 !-7 Pi'S 1 In ?, S
>_ tOV 1 O
' ui n ui i x i. w
y 4J
.> s
r-. c^ N^"CiO T ^"t^^3 | ~ l ^o^cr' r~- o c*^ OD co * o r^- co o l^ wo c*^ n -T in o w T f < '/";
l-i l-l t H HtM M-^H-IM
ooo^~b"o"ooc;cc:ccococoocooo"oQ o^o "o" o c o o c c
oooooogooooooc^ooooooooooocoooooooooo
uoiinw uad suua '*w.\\
j3Ai>i u; spijos papuadsng
jo lunonry aJ9vo&v paiEiniisg
OOOOOOOOOO^OOOOOOOOOOOOOOOOOOOOinopOOOO
* NNtnro
vuiuiniv jo aiiMidmc
^^ & ? ^^ ^-.2 cS S S ?, o ? c S 2 1 :S 5 KSc^SSSoo^^S^SSc?
Average
Actual Rate
of
Filtration
5?3l,,
^ OD *O ^ M N sO O OD N N f~i ~^ Q' u~> w^ c^) 'Xi to "TO Wl IH ^" O^ O c*^ O ^ >^> N *^ f^ N t*^ O U")
jad laaj Di'qro
rj -fu1t<1c-><1-Cl -TCJ -tM "vO -tco m-O OM^OOOOOO-^ O>co O O O>co C> O> OCO OO
jajBAV palely josi
jo lung aqi ipii[A\ a^uiuaojaj
M r~ t^ CO vo co r^- O O O O* co c'l cicoco C^w c*^coco >n o *O co O O I^* CT* O f^- co O" 1 f*"l ~T w^ C^
Quantities of Water. Cubic Feet.
(j " iy ii
QOQOOOOOOOOOOOOOOO-OQOOOOOOOOOOOOOOOOO
O o co ^n co "^ co \O m co m N \o co C CO O m OOco^wor^"^' m ^c C co co co N 1-1
NMM N HHIHI-ll-lCII-IIHI-lNHMHm
5 -W.*
^\oo*n\cHeort-'^-ir))-iw*twN-i-coccocooNi-icoof)i-tHi-ir^nr^cor^co>-tr^
q-M
M M o ^ w CON -^-co^ o c^o tnco o r^t^co con^-co r^\o r^cooco cot^w -< vnr^o
Ml
O NH rt-COQO OCO u"ir^u~ICO I-ICO fl O CO N W CO 1^1 ^ CO CO Q CO W m O ""> ^^ " Q N >~l Tf /l u>
JS5*JSSH**s*5**gms|?SMsS
. P3!1 ddv
r^-tco uir^oooo N r^wo ONO Ttr-oo "-co ino -too ocoo O Ooooooo r^-oo N o **
-tcoo ONN-tO-" OO OcOO -to r^- O i^ co O O O OO ^oo Ooocc O N Or^O
eocococococococoN N N co^tcomcoo w>o r^cON cocoOooo OOO OOr*-oo mm
Periods of Time. Hours and Minutes.
i
V
Q
a a M s a s s B B a a | B s B e B B e a a s a a a s a e s a d B a a
8MO OcOOOr^tcoO coO"^Q cno OONOO OOO Ooo i--tOi-"inO -t OO
coo coo coo O O uic coo coo co-tO cow cocoo cococococoN -rcoeoo tcoo co
& f. -S-.-S "S>S "o m -S -& m-So S'S* -SS
I
EEEEEEEEEEEEE
u-ioo uir^coo -* r^N O O wi-tTtr-cooO ON Ooocoooo m i-< CN CON w *^-N cow -j-u->
'>
1
COCOM u^r^M N MO -1 Ninoor-r^oQ e) r>o woooo i^r~-M M minooooo cocor^o
M W M
c
o
V
S
E E E E E'E E E E E E E E E E E E E E
co wo N O t^-cooooo -tN O coeo-tO *tco "too MOO uicoo N cncc I-^ONOQO w^w "t
O nco T>M w -tu^mw w o w N O O N Nmco3-cow>u->-tNCON w CON o O w -t
^^^*ja^J^^^^^^J3J3^US^J343J3J3U3J3J3.fljO^^aj5jOXlrf3j3jajaja
W M W W
Ended.
h
3
O
a
SSS?,SSS2SSSSSSSS. S\ SS- S S . S S. 2SS
r>-o>^o oo o-to cow>oo M ocoo Ooo N N coomo cooo^cotnw N or^t~^co-too
C>MC>HC>MOC>MC>MC>C.OC>0COOMC>C>a-0-OvC>CONO>NO
OJ
re
Q
Iinr^r^oooo OOO O w M -t^tmuio t-^r^co ON eotno r-^OO M N to^too rococo c>
M S
c"
!
u
3
o
s s x s s s s s s s s s s s s s s . s . as. as', s" a . a .
<jP-i<lCH^cIi<iii"<0H<jfr<j;c-<;p-i<!; ~ <JCLI *. ^ < CM <!
O r""- O >n O OO OrtO co>nco M O coo O oo N N to O m O cO O O co 10 N N O !"" I s * co *
Ow OM OM Ow O N OM OM ON O OMN O M COO w w i-t OOOOOOCON ON
M ^< W M M W M
4)
rt
Q
tnmi->.r^coQO OOO O w IH ^rt^ino r>.r>-co ON conO t^-OO w N eo-rtOO rococo
O
2 a> - - - - --------------.- -rt---------------
un>{ jo jaquin^
N co-t>no r^-co oo w w co-tmo r-oo OO M N co-tno r^oo OQM N co-tmo i^oo
a
s
a
j
P3
<;
H
COMPOSITION OF OHIO RIVER WATER AFTER PURIFICATION. 207
w i.
I
< tn
H <D
5
unajoaaqmnN
g858o > ?o"0 < 8S > 2S2:?;r:?'e::'2 > 8S85'3- M Nt n* .not-co
. AnmmHWB u M . v
||||f|I^ilIlllliiI15|i|| Uil SiiS
Bacteria per Cubic
Centimeter.
. 33EJMV
O OO O O Q v n u ">O > iOMOi 10 O> O C" 1 O oo O O*co u^ *t-co >H^ WNCOCO coO^cO'^ 1
rrO O co r^ m >o in MM MMCN MNNirio* cOO^fW WMMM
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jaiEM psfiddy jo si
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3
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_ _ _ ,_( CO CO CO N d Cl C4 M CO M to C4 M C4 COO CO MM t-t M M M
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NWHI M M COMM*O*^MOMMWW O ^? CO s CT 1 CO t^ O CO M
0} rt~ M M
, 3! ,d dv
oo w meocsoo to incow O'-r^M r-^OO N coiooooo t"*-^-^ -.co O^coO coo >oio
tO -t MM
0)
Periods of Time. Hours and Minutes.
Q
BBaasg*sa|aag||^|fias^aa| 2 J E_ J E B ^ a a
co r^ iri to o co u^ co r* M co L. r^- o^ u^ M *n co O M
en
BaasaasaaaHfaaasaaaaagsga g E E a a a a a" a
mOcOT)oOW>^io'-'ioO-tM-tOONr^\oOOTfO*1' J O CO ^ N COOMM
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SESESEEBEEEEEEEEEESSSEEEEE EEEE SESE
3 o m 2. 8 S m t v > 2 5> 5. 5? ? S o"8 8 * m o" S S NMN>T, <^omN
m M H-
c
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u
Q.
O
E E E S E E E S E E E S S S S S E E E E E E E S E |EE EEEE
J3 JB J= J3 J= J= J= J= J3 J= J2 J= .C J3 J3 J= J= X: J= J3 JS J3 J3 JS JS J= J3 J3 J= J3 X
CO MM
Ended.
3
SSS S ~ ~. 7. ^ ~, ~, ~ . - 7.7. ~ 7. 7.
|g^-g%Vl l 5;$IV25AR"!f8^RSSS&5D o^ om a-^S*
MOMC,M^<^MM N ^0a.O^MM^OO^^- OOOO ^MCOO^
rt
Q
MCMWWNNW MMMMMMNNCMCOCO WCOCOCT'
O jrt - O
t C - " - rV- - ..-..Oj^W^g.,
"A A Q ^"^
c
M
n
3
O
I
sss. s.. s.. s.. s s. s. s... s. ss s s
i&waiiiiswVssSssiVsiVBaffaJ ksra 5-?^
M o MM O.OMM^ ,OM ^O-tJ-^M M ^00 0> OOOO OOM^
1
o o
O V ^ \r> . Q^ .
A A MQ ^A
uny jo jaqmn^r
zo8
WATER PURIFICATION AT LOUISVILLE.
un HJ o q ton N
O O M M o -"t in o t^-co O O M N o t in O r^ oo O O M N o -t m O r- co OO M CM o-tm
MMMMMMMMMMCMCMNWNNNWNOOOOOOOOOO-t-t-t*t*t-t
x^paHn.HWfi.ftu.Av
O O O co UIM o* r^-M M m O ow Oco OO co CM rj-co r-*. N NO omM mO O M MO moo
~f O u~i O m n OO O Oco O mco co r^co r^ mor^-coco r^oo -tM inoo i^^Ooo f^*-tO *~
O
3
a 'Z
i
^v
r--OO C^M w O-tco *tmo M r^-O ~tO mow r-co mOO C O n t m co Noo OOOO
M
m
N O TO O O ^tO r^.inTOO -O -OO ONNOW omMOwr^r-. cnco m N
O M m o m "too r^ in O co O O * O r- OO in m tn rj- N O H> -f O !" in o O M
M MM ^tOM-'a-N'f OO -O'NO O d M -1-OMMTtM ONC4
t r*^ co O OOoo oo r^o O OO -co M o mmco t^O O m O oo >n I-H t-i co O I s * O
MMNONCOTj-OtnONOOO -t-*. ^N OO^ON NOMCOmcOtcomcor^
.t
888888 8888888888888S8888888888888888
co m o O O O ~t o en N o Oco o N -t^t-tmco -to Oco ococcco r^-O N -tr*o r^ot"^
j3Ai>j ui spuog papuddsng
jo junoiu'v ajnuaAY pajKumsg
SOOmOQ OOO *^Oco "to ^t -t t^- i^* O O Ooo co O OO OMQOOOOOOOOO
O T TN N O r^N *T~t-nm\c3 en O OOO -tO O M M CM ococo OT r** O O o O -t o co
"uoiiB*) jad SUIEJ*")
'Euiuiniy jo ajyudiny
p.'lld.l v jo lunouiy a^Kj^Ay
or-rtl--coOo-3-o-i--tOcQO>-i oOcoocomo-tMNt^. -mor-
oooNcooomoinocoor^Owr^. MOr^NcoomNOOi^-- MQO
jf^'S Ja su llt UO H1!W
w Oco McoO r^-mcoco OO O - O OMOCO O **OO r^r^-o M *f w moooo N r*tM
jad 133.il 3|qn3
moot O-m Tt -t O r*. N O O O t-*O TMIAM ON Mi^.oOW mry; -fin OCO M N
CO co N co 1^. in OO CO O M O rt O O Oco OO H.oOMWOoOOMMWNONO-r
M M M a m ot M M M A n n n M M*M M M ci n a et ft M M M a i n a n c n d
J3 ' B M 31SB^ put qs^M gqi
[o tung 31 q^iqw aJSujuaoja^
t cocn oo w o r^r^or^otr^MO mo r^o-rtco ooc* N o Ococo MOO m-t
M MMM MMNMMl-lMMM M M M M M
Quantities of Water. Cubic Feet.
ooooooooooooooooooooooooooooooooooooo
00 1 co" v R o?" c?o^co MCO co oo'So'^to P- o?o M JtP. w t oco w m^-c?
WM
M o oco ot^o NO OM oo r^ N oo o n N o co N tn N o m M co 1 1"** M w -t r^ N r^ao
nt^O 0-0 vO 1^0-0 ulrHnOvO ulrtui^-^ui-l-TtnOO m rf>o r^-O 00-0 **> r^co
-P~, M
>n ^t O t~* O *t co M f -t r^ *^t OO O CO M in r^co O t O tO O en m M ^ N O m T -t O ^ -
^t co o -t O O O en O m o N r~- o in r^ co N in N oo O I s * O m co M O co m o N en HI M 1-4
in CM o M o OO ^1* O r~- coo 'tmN O OO Oco r^MO TM enco r** r^ O N r~- o r^- *-> co m
M mm*m "*2 MN
p3T[ddy
g.O;o m t^TO O N r^mo M M r^ m too o OO O r~ w N to tOMnninmo r^O
|'S^Ha*goSf f*n5fS"|Sl^^SSS"f.^
Periods of Time. Hours and Minutes.
>,
rt
v
Q
SEEESSEEESEESeggESSSEESggSBSESSEeEEeE
TO'TO mcM enM min-t-tOOO cno O N o OO oow O OO omorf-O OO *t~<
OO t mO OmMCnMMMMM M M M MMM O M IH W M OOMTf
1
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lslIIII!IIIIIIIIIIo E IIIIIIIIIillllllI
XJ=J=Xj=j=j=j=j:j=j:xij=x:j=j=^:j=x:xij=j:j:j=x:j:j:j=j=j=J=-cJ=J=J5J=J=
I
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EESEEEEEEEeSBeEESEEEEESEEEEeEESEEEEEE
OO^^Ntt^t"iOOMttONtMNmO-TONtnONO'0-ONtOO
J=XJ3J2J=J3XJ=j:^J3-CJ=J2J=x:j=J=.c.J=J=J=.CJSJ=J=J=.C.e.E.C.C.C.G
Ended.
3
O
s.. ssss sss. sssss.. s a s, . s. s, sss
?!?j?s^8^RRR2S JRKSB j^g s~ ?>?;??? ?ssa 2 -s
OMOMOr 1 oooo-oo-^ov N o^a. N c>o.OMO-c; :: <>ao
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3
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a ?sss s^sss'ss's as a' ss'ss's
tco or^oco MCOO O 1 ^ w CM co CM -to r--NOeo -tmO ON -tocn-tN o'^mN o
O O HI O M O en OOO O O O O O N O N OM N ON OOOM O O N N M O en N O N
MMM Mi-iMM MM MM
4J
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OM ^-i-vO 'tr^.M M otmo rococo O O C w w w c^ tn ^ m m r>. r>oo OO M M *to r^
a *
2, fa
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O O M N en TJ- inO t^co O O ** N O t inO t^* CO O O *-i N O *t *nO r^co O O >~ N en T m
* -5
s >>
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SJ
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tO 01
w c
ffl
COMPOSITION OF OHIO RIVER WATER AFTER PURIFICATION.
209
" un H jo j
w \rt
r^oo
o O
O
ia per C
ntimeter
Bac
e
H
oo
w tnQ u^cn^ noo O
>- O cno eno M nr^
M w enencnw M *- ">
O
co
O O I s "* Q
-
encnwooo cnw w
<U !H!W J3< *
J3Aiy III Spl|
jo ninuuiy 3 ^
os papurxtsng
iM3A y psjunius
\rt M -i-mrt n
-
"> N O m O ^n en tnoo O O n *" "* l - 1 MOOOO
^ o m r-> M ooor^r^oo N N w N w M M M M
Ct OOON WOO inmuiminininintn
^MMMMOOOONNNO in
& c a ass 2.fia a '?> ^
rcncn't'tTf^-cnenenen
v a
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a
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n
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S-5 o 2
> a ^
JO
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Tim
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SHJW pun IISKM aqj
l[I l(.'H[A\ 3^E1U3DJ3 C
cnmrnenN w OO r->or^eno r^om-tni^-nininr^ninoo r^r^r^-o ininoooo
ooooooooooooooooooooooooooooooooooooo
rj-enocoo
M M t-*.o N or~
M o m ^ M cnw*o w O N ten<nNoo ^moo en
o^no OO ui*ti-H -t-cno M MCC ot^o N Ooo xn
c* O Nino N *HVO MenmO Q O tn-tMMC4r^coO cnONmOr-O Ocor^-co Ommen
-tco -tcoo 'tO "tr^-O inm^to M Ooo NOD -to Oco N enOO OO Oo entnooo
O MO vnr^-r -t-tco I-.GO moenco O Oco r-^Tf-tOOooo r^oor^-oo M UIM 'j-co -to
r-*O inO r^mn-inO N r-O mM *-. OOMCO rj-Oco t^-w cnO inr^OOO cnmO mOO
EEEEHESEESEEBSSEEeSSEEeSESeSSSSSSESE-E
QOQ3>-<QMCOOOOOOOOOOOMQOOnQOQOOOOOQNQOOO
OcnOOenoenONtnOenOOOOOOOOOOOOOOinOOOOOOOOOO
N OO O moo m -t O O OO O r-^O r^-Or^OOcooo ocococo r^r*r^.co r^-tw *nm-
ESESEEESSSSSEEESSSEEEEEEEEESEESEEEEE
tnmQOO -to O en m o O >-O O en mco M cnO ^tN t-enO -to N en m N M -t r-o
mw o enM -to N -t -t en N (N o mw w N -^ -t M M ^tcn'tttcn-t't^t-t-t't-t-t
SESEEEEEESEEEEEEEEEEEEEEEEEEScEEaESE
r^moo mmo tr^'oo OM o r^cnN r-oo wo N oo MOO N moO cnomo N M
M T)-M u-)N o m-tO O mcn-tN -t T t r t-t | nO N enO mQ >nO <nmO O minmO O
cnN cn-tenm't*t i r}--t*t>nOOO
mOoo
mnm>oo
moo OO OO N
2 S S S ! S S : : S : S : S : S - 3S 53 ; S S - S - S : 55 :
^fe^fc'^fe *^' fc*^"cC"^pJ"^C4" ^ (X ^
i O O OQ O t--O N Oco OOco enOOco ON r-r^O OO N *tm-
N O OOOOON enoM o--
M -foNco' enoenOenN Mr^tnOenOenoeno
j -tr^-Oenr^ooOOMM
l^tS';-; ;;:--;--
^SS ::;:: S : SSSSSS :: S : S - 55 : S - 5S 55 : SS : S : S ;
oo mOO OO OO NinO O OQ O r* O Oco OOao cnoOco ow r-r^O OO
C^fOMMMMOl-HtC4MMO(NOincnMMC ; -tMC4MMMMMMMNMMM
ON O OOOOON enOM O*M ONO M -TONCO enocnocne* M renomocnOen
-tr>-O enr^OO O O M M enen*t^J'Tf-tininininOOOO
OOOOO
'
ny jo j
2IO
WATER PURIFICATION AT LOUISVILLE.
un H ,o Jaqt un N
co T **"> O I s * co O^ O w N co T *o \o r- co O^O wMcoT*nor--co s O "" o* co T *n o r~-
tn* en
jrapanu.um.a.x^v
i'i
g g
"rt rt
u u
w u
q o
Bacteria per Cubic
Cenlimeter.
' 3 v
r^ M m O O*-co r-* M w M MMMNWNWMMMMWrHinM MWCOCO M
M M W M M
a
3 * *
I
:oo &SK<g K-o 8 5-< 2"SS, "?,8 JOO^INN N S5"
a
n to O *o O O w> *nco O T 0" 1 co O !"* w co M \o NMr^OOOO^wiOO *f> O co
u -_'
Is
8OOQQQOOOOOOOOOOOOOOOOOOQOOOOOOOQOQ
OOOOOOQOOOOQCOOOOOOOOOOCOOOOOOOOOO
gals. 4 Prescribed chemical
gals. * Prescribed chemicals
TABLE No. 5. Continued.
Western Pressure System.
jaAiy' ui spijos papuadsng
jo Vunouiy S^BJ^AV painiuiisjj
TO O co co co coo TNco *n r>.cc M M co co O u-> co T T w w r- T O m vn O OO n in
M M
"euiumiv J 35 B Md[ng
pai[ddv J lunouiy aiftJaAy
S 5 ' S." - - : 5 S & M S" S " S> " So 5-co" 2 "5
Average
Actual Rate
of
Filtration.
''Sdl^u'Snw
^ M CO U"l w O T N W S?*CO CM *^ T r* 1 * T W COQO O WVH O^OcOWC? 1 O N W ui ^- t^. 1^. M W
jad J33J Diqn3
t->.cor-"'Ti"*w^*-*"CQ O^TO uiei M VH woo O comO^Noo O i~^TO O coo mr*>l^O O>
^ ^ M vO iDtnTtoiniooocc COCON CON cow w N TcoTcoTTTr-.r-.l-.oo u-m
3 Prescribed chemicals 2.0 gr.. rate.ioo mil
7 Prescribed chemicals 3.0 gr., rate 120 mil
jajB^VV P 3 !lddy J s !
jo uing 3ij) ipii(M aSEjuaDasj
CON O " m O r^-O fOO^O^O TTTO xnTu^TO Tu^O COW N W coTcow O Tec
\
u
3
s
u
L!
u
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M
U
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1
9
Ol
^ -PMyun
OOOOOOOOOOOOOOOOOOOOCOOOOO.OOOOOOOOO
|
oo M TuiO OO TCO COM N Wcoo r>->nr>N ITIMCO O^coO W N TM OO u^oo r*-O
U.SUM
O^TW COOO coTN minO COO^t^O *nM coTM M MO wr-COOccco vnoo COcocO
too l~^r^O r>r-TW ** OM r>.u-tw mO^O NOD O*co TCOW coco co n T co tr w N O 1
,,,n,
O O W W Tcoco O*w Tncow trOO r^O COO N CON tnr^cocow MO O'U^Wcoco
vQ r^O M r*oo O> ^ O *n r^ T *^ co O f^O O*<OF^ mo mO O coO tnTco too C^wco
r^ ^- N co co to co TO T co co O O^^OOOO w t^-oo r*M o^ O 1 n O ^ co M u"> co CJ
,3 !ldOV
^ ir> t~^ COO CO co O W mO O ^ in 1^* s *^ OO co co O" 1 O*O O^ T CO CO O TO T M ir> O CC
W W O CO CO O O u"> ^" O^ T O 1 w CO M T vn T M M T co T !" O 1 *n co co W T *n M O 1 c*"
N COCOO-OCO M rO COt^M M C>W TTO O*CO r^O TvoTWCO M COTTCOCO COCO
rTN cocococoTO TCOCO M o NOOO in r-^o r^o M o*O *oo M cowo cow
1
Periods of Time. Hours and Minutes.
Q
O Q r^- r- T O >-> r^> O "* O O co O *n OQOOOOQcOMu^coOOC^O^'OTC
2 Prescribed chemicals 1.5 gr., rate 100 mil. eals
' Prescribed chemicals 2.0 gr., rate 120 mil. gals
1
BEeEEEEeeeE^SSESESE^eSSaESE^Ee^ESIE
**
1
EEEEEEEEEEEEEeEESEESSEEEEEEEEESEEEE
O CT*O Ni^.TOOWOTMWOOONnOWCO r-O co w utmoOco Q N TCOT
M intnuiTO COTW UIM comw uiinO TO W O COCOM N UIM TTcoO TO COW
C
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1
I
O
EEEEESEESEEeEEEEEEEEEEEEESEEEEEESEE
M o^r^-co t-^o r^-o^o u->cooo COTCT-OOO Tcoo-r-o TO mr-.inr^o w r--o oco M
COWM OO w TO coO w TH coO w M O w cowmmcocoN comO^O Ow TT
co incoTTTconO mco r^-N TO N W N WO COM M N WO I--TO O TCOu^coW
Ended.
3
O
ssssssss. s,. s s. . ass. sssss... s. s. . s.
utTco coTOco TOO *rO comTO^r^'-' TeoOO O O^mr-O r-r^co mwco O M
&&
s'i
88
O^W O^M O'N O^N W O^O^CT'O^M TC>O^O O COTTT'OO'>O^O'O^CON W OM COin
V
1
M M M M N N coeoTO i^r-i""cc o^-* w w N COTT">U->QQ o wo r^co o^o^O'O^O'
>,
co rt ,'C_ ^-.-,- rt , ..,,,.. .,.-,.,.-
V V
1 Prescribed chemicals i.o gr.,
4 Prescribed chemicals 1.5 gr.,
c
be
V
g
s. ssassss, s,, a a, , sss, sasaa... s- a-, s
T *n TCO co T O co TOO TO CO *n T C^ r^ >^ T co O O O O^ *n r* O l"* r^>co m w co C
OO-N ON- ON 0> M (j. rf * O> jj * **tf g ^.-* 4 ^ **<** Ag *
d
1
Q M M M M w N cocoTO r*-r>r*co s - M N w coTT^omoo O wo r-*co o^O^O^C
O 1 C ^
M s- ^ s
unajo^qtunN
coTuiO r-oo O^O - M COT^OO r^co O^Q *^ W cOTmO I^*co O^O ** w coTu*>O r
f> V> a
COMPOSITION OF OHIO RIVER WATER AFTER PURIFICATION. 211
*'
a
10
o
^
w
Ml
M
<!
H
Western Pressure System.
' tin M J J->quinx
co ^ O M w co *^t" "") O r~- 00 CT^O M w co 4 m o r^-co o^O M N co ^ m o P* Op O^ O M
>. * Prescribed chemical 3.0 gr., rate 140 mil. gals.
5.
A^mmMmAuMv
r*-r^O m O *t-*^^ - t i '"t r*-''i - *^^o*nCT*u"ao O O O O comminr-r^f-^r-r-*.r-*.o
ggg^gggggggggggg^&S^ggigiggggggggggg
Bacteria per Cubic
Centimeter.
c
oinuiiuiiv
MO O O^ O co OO m i"** in o m in r--> i/~) M o O O r~*> OO C"> in ui O W OO MUIU->O
O^coONMWWu^ininOM^wa^Ol^wr^cowwcocOcoTi-Tt-j-rtcocou-
E
S :::::::::: P. ::::.:::::: 2 ': ::::;.;;;
I|
888888888888888888888888888888
OOCCUIMOO-OOSCT-O-O-O-CT- 0-00 OOOOOOOOOOWN-OOO-OUITl-TfTfNNM
j3Ai}j UL spijog papuadsng
SSK K S S JHHSSSSSSSSSSS ^S^SSSSSSSSS'^
uom;r) jod sunu-Q
"euituniv J 3li:ild|ntj
p3i|ddy jo lunoiuy aSuaaAv
m t** O !"* *^ ^o (7* OOO r""O O to wo s w w coo ^J" r^ w GO t~* M w r** ^t" w o o co
co w oo o O"> Tt~ o o r- vr> *^ M iir> w oo ^ co o o owcow ^j"Ow MO ^COCOMWCJ
M
Average
Actual Rate
of
'^slo^^W
2 ,
J J3d JD3J ojqiO
m4moomi^m^o^r;d6da^om^^mt;4co4cow4com4
* Prescribed chemical 4.0 gr., rate 120 mil. gal
7 Prescribed chemical 6.ogr., rate 100 mil. gal
' J3 ' e M P 3 !lddv J s !
jo uing sip ipiqM sSKiuao-iaj
w w
Quantities of Water. Cubic Feet.
p-'3ii9 u n
w ,
OOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOO
i~^co O r^ w o *n H" "^ r--o r^oooocoo O O o^>-^ Oco o^ i^ o r w r^-oo O o O M oo
M-M
co Ooo M Tj-coO^r-^M -rj-o cow cocow O O u">oo u->o mr^ioo^'1-r^M Tfr^w T^ r-
,., M
co O^ r~* O O r^> W r^ 1^- M O co O co O co O i"*- O^O o w v> coo >~> O t^ ui 100 ^O oo
pgijddv
r^O*OO ^co cowco *^IDCO r^oo M t~ ^~ t^co M ^^fOOOO mco o^co coo^w r^
in u"i ^~ co u"^ ^f m co O w w O O m ^ r* M ID N WO co w co OOO *n "^ coo co co u^
coc^co M wco rococo N M coO't-Mco MOO O r-o too Tj-r^.w r>oo r-^o r-*-mt--c>
Periods of Time. Hours and Minutes.
X
"oJ
q
E B E S S B B B B B B B B E E B E E E E S E S E B E B E S E E E E B
5 O 7 CO *j* O O 00 M O n V r^ O m tn i-< O *n W u^ uio ^coo M w xn \no Tf ^"oo
en Jin
I a
8 8
V V
2 S
1
ESSEEEEBeEESSSSSEEEEEEEEEESSSEEEEE
\ft ^ in co u^co O\ Q^ O ^* *^J" co ^"M O^M O N coOW in M eo ^ ^ w to W to M M w M
4*
u
1
EESESEESEEEeESESEEEEESSSSSEESEESEE
. gals. 3 Prescribed chemical 7.
, gals. * Prescribed chemical 4.
riM >"0 Tt-uiH T)-*M C m uiTt^^)->nm N C^^M -i-m^-nTt-n^in
MC^IMMMHIM WMO^ IH HI MM MMM
1
3
B
0.
O
EEEEESSSSSEESEEEEEEEESEEEEEEEEEEES
in o M r~^ m oo 1/100 f> tf 10 M r*. ^^CON'^'-INC'IHM /> NCO inh^o CT-t^O ^ CO M c
*^~ C^ M M U^ O C4 ^1 ^1 NMN^fNO'^OOMTj-T^C'l W> Tj* O ^" i/1 O "^ *^> *^1 ^ O O
J3 J= J3 J3 J3 ^3 X! J5 J5 J= J3 J3 J2 J3 J3 J3 .a J3 J3 J5 J3 J= J3
W
Ended.
u!
3
O
S. S S, JS S. . . . S S S
OO M MOoo coOi tn O^O M xno ^f^o r*. ^ o^ n m co m co O r^-oo O in O t- w O^
OOMNCOOcoOMWNO^O t^- OOOMWcO^OCOCriMWCO \fi OOO Q^o'^< M MW
M MMM MMM MM MMM
rate 120 mi
rate 140 mi
oJ
1
^Q\OOOOOOOOMMMMMMWWWWWWWWWNWWWWWWCOCO
N W COCOCOCOCOCOCOCO
M l ^
1 Prescribed chemical 5.0 gr.,
6 Prescribed chemical 4.ogr.,
i
be
m
3
O
ac
s . . s s . s s . . . , s s s
M O O M M o co co O^ m O^O M mo *^ M o *"* ^t* Q 1 in m co in co O !>>co O *n O t^- W
^- w in M ^^J'Tj-M I-H M too cow in O cO ^~ co \n N MI/IO mw i-^ coo MO MinO
inco M W COO co O M w W CT'O r-*>oo O w W CO *J"O oo O M w co mO oo C* O M i-i M
e
a
W W W COCOCOCOCOCOCOCO
"S -
un H , OJ , q u,n N
MMNWWNWWNWWW CO COCOCOCOtOCOCOCOCO'^ - '^t"^t''^'* r 1"'^l"'^'^t"*TTt'min
212
WATER PURIFICATION AT LOUISVILLE.
Western Pressure System.
un a ,oqmn N
d c"~j -t w> O r~> co OO HI ci c*i -t vn o r--co OO -' w co -f in o r^ co OO HI o co *t >n
t
-.ou^an^a^v
OO *t to CO *t 'to I^-OWCOO CM co -t W -tOco r> w Oco m t-i -t in in -t to w O O
gggggggggggggggS; g*g g g g g^ gggggggggg
Bacteria per Cubic
Centimeter
Mrii;j.>.\ y
S.lSZZZZKZ^oSZSSZ^ZZ&ZSXZ^^ZZ?
uinmiui [\;
E
sS
8OOOOOOOOOOOOQOOOOOQOOOOOOOOOOOOOO
oooooo^oo^ojoooop^ooo^ooooooooooooooo
hemical 4.0 gr., rate 100 mil. gals. a Prescribed chemical 6.0 gr., rate 100 mil. gals. 8 Prescribed chemical 4.0 gr., rate 120 m
hemical 4.0 gr.. rate 140 mil. gals. s Prescribed chemical 6.0 gr., rate 140 mil. gals.
uo !U i W jpd SJJK ( I MJMKAY
c c* ci c ct ci u-)u-u-)irinuio cocOc^tocotniNai^ococococococooooococo
UOIIKQ J^d SUJKJO
psilddy jo lunoiuy aSnjaAy
-tco r^-H" l^-irt-tHico HI\O t^tocoo "^ r^-co Oco u~> ci o -t m co m co i ci co u-, to o
co O O t~" o o u^ co *t o co co o -t ci iDh-i -tco Qcoo O r^- 10 HI eo't'Hi oco cj i~-o
4- m nn 4 m t^m m n n nnm t( 4 4 4-W> w n>AN 4 444t^
|| | "S?U*O'TO"^ K
Ifj
J3d , 3 ;r^o
co O o t^- 1^- -to O tow O or---r->.wo c*co oc o -to -t M -ttowcoco w r^-co
-t-l--ttoto-t'^-t-t-tc^totor^o r^-oo r-noo oo ooo oo^o ooo o
jo tiing aqi qDjqM aSniuaDJ3 ( i
OHI o w C r^-coo Ocooo TttO"tuic>co N HI COOHT r^cooooo ci i-^o -tOco
i i
Quantities of Water. Cubic Feet.
, -P-x.uun
oooooooooooooooooooooooooooooooooo
r^o oo uirj-coHi mco 'toco HI r^nico HI Hicoocor>.r^.ocoNcooco o w oco
1-M
lllllM5HlIIflllf5llIffIISIfIII
P^ M
r^ *t -too U^M M too-tTj-r^- -to WNHiM'OwOco ooo coo o u"j o oco in w HI
in -to "t N co u"i \Q co O "^ O HI O r^-O O to O O *f~> O I"*- HI \o i^ CM HI r- co >o coo O
.
pailddy
cot-.oc^O O O^"N MO NOOO i^-ci IM w>i~i rococo w mi-i i-^o^Ow wo moo
too -tcor^toco occ r^tooo -t-tc*co OOO wooco -t^^cocN -tco ci wo r^
oo r^ ino co w HI M *t *t -t ci r^ o t^- *t o r^> *t r^ co Oco cocow">ino o oo o o -t
Periods of Time. Hours and Minutes.
rt
Q
^O -tO Qr-*-w>OO w "^O rfcot-tO OO -tmvnO OminQ O OO Oinw
OOOOOwOWOHiOOHi.-iOOOOOOOOOOOOOOOOOOHiH.
^3 JS
co O
i
EESEEESEEEEEEEEEEEESESEEeSEEEEEEEE
O -tO CO*tM -tW -tW C4W C4 COCO-tiOWO CI OO O -ttO-tO t^-O CI Hiinn. Q
u
EESEESEEEEEESEEEEEESEEEEEEEEEESEEE
coo CI O O w "t r^ r^- Oco O HI O Ot^Hi OtoOOO O -tr^-ci O u~>co co O M O O
mTtco^-O W M w cotOM w O CO^tM o -tHi -^-comcoO lotOM O "t^ni "tc^iO
J2 J= J3 X J3 JS J= J3 ^3 X J= J3 X J3 X J^ -C J2 X3 XI J3 XI J= J= X! J= J3
1
rt
t
a
O
EEEEEEEEEEEEEEEEEEEEEE
coOW to-tfOco OH. HI Oco cneotOHiO M O>-<co o cico OO O wco mOO M O
.C 4= X: J3 JZ J3 X 42 JT .C X! J3 45 JI J3 -C J= X J3 JS J3 J2 J= J= X J3 X! X! J= J2
Ended,
3
O
X
S5 5^5 5 5 "^ S S
OO W mOOW O HI -tOfOOO toco -t u^ -t H. coco ui co w toco O co co O in HI HI
eo*tmo rOO HI wOcowO OW cooco MW HI co-tO w M OO W HI OHtHi
1 Prescribed
4 Prescribed t
1
O u
-s,
c
I
s si. .. ss. - s. . s. - - - a. - - - a. . . si. s.
OOO W UlOOCI M *t O CO O O tOCO -tUl-^-Hi COCO nCON COCO OCO COOu">Hi
W cortmOf^mO O HI H>\OCOW\O OW tooco MW M tO*tOW HI OOW M OHI
MH> M MM M- M H H
<u"
2
un>i jo jaqiunu
N co*tino r-co OO M w cn-t'no l^-co OO HI w co -t "^ O i-*co OO M w co-tm
COMPOSITION OF OHIO RIVER WATER AFTER PURIFICATION.
213
Western Pressure System.
unfl jo jsqcunN
o l-oo OO MN eo -t in O I"" oo OQ>-co-tnO r-oo OO M N eo -t >n O r-- co OO M w to
i-.M.-.MMMMMMMMMMMNNWWWWWWNNWWWWNNNNNNWWWN
x,p arai . M8 ,a 8 *Av
CO OOOOOOOOOO Ooo O O O O O Oco O O O O O O I^-co Oco COCO t-*-OO"tOC
Bacteria per Cubic
Centimeter.
-tMCOWOWOONt
C
U3
W. '.'
** cS
0-
SQOQOOQOOOOOQOQQQgOOQQQQQQOOOQOOOOOQOQ
OOOOOOOOOOOOOOOOOOOOQOOOOOOOQOOOOOOOO
M o>00 Oco coo coo CO tot-t too co M M -tco M O Ol^coor-Or-Ococo-tN co
jsAiji ui spin's papusdsng
joiunouiy aJJnjjAy p,>ji:uins',i
NNC-iOOOOr-.r-OOOOOQOOOOOOOOOOOOQOOOOOOOOOO
CO CO CO O O O O T N O W Cl in O I"-- C1 N M r* CO CO COO O Cl ~t"O OcO "tO O flcOCOOO
U)|pM) .1.5(1 SUIIUf)
-Ruioiniv jo ar:u.<l| n S
p3il<Jdy jo iimoiuy dJnjaAV
i-* r r> O i~~- co M t^- o i"** N *^t t"* co oo r* r o co co N N i** N r^ co *"$ r- *t N o N M co oo co in oo co
N to M O to *t to t^ inoo O O *ti/>M coOOM mw N O "t oo Tf H-" o oo u~iOi Cl cO"tO OO m
V
V ft
fcj
j -sinn^ Vz jad aaoy
CO-ttONN NNtOtOW N Tf-tMNOl COCOCOP4 COCOW NtO-ttWWNtONMtOW NM
O O to t^ O M ci O o o o *t r** M N o to too w oo oo o O *o o oo to *o H r^. tooo r *t r^ M t~.
OMCO rococo t^-oco r-^r^o Oooco r^-cooococooooococo i^-co OO rco r^-oo r^r^-co 1^*000
JSIE^\\ pa|[ddy jo si
;o umg aqi qaiqM aaeiusojaj
r^ t^O "to N COM M mO "teo*tM N M O ^noor^O coo ON r** ** N O to M m O r* tn w O
Quantities of Water. Cubic Feet.
0!
oooooooooooooooooooooooooooooooooooooo
& -P^JL.J
wo ON ci M -tNOco O~oo mmoo toco OIONO MCOCO to*ttoQ M r>-O cnO toOr>-o
M W N N
1-AV
oo tn -to oot^.MnMr^N M o^oo m r- o O to w oo -too O tn in r- OO w coco co to M & M tn
^tnco^tOTt^tcO-t-ttntnrMn^o^iotntototnOOOOtotnOtoOO^^^^^O
*-*
oo HI ro oo O woo *t r- moo oo N i^ N O O in mo O t T tr^Ooo O to M 100 too O *o
ro r- co eo M r^oo ON o w Trcomcoooo t r--N M r^-tno M to-t-to mcoooo oo
, 3!lddV
mr^.|-^o cocoo cor^N OO or-*.r^M -tmoo ON t^-O r--o M o n oo -t co M c-ioco >-* -t
-tr^.*t-i-cNco OO COM cotn^-o ^tO r^-O TJ-NCO CONCOO O M -to mNO mi-i r-*oo Woo
M
Periods of Time. Hours and Minutes.
rt
&
nil i iiiiiii^iiiiiii u t
1
SEESEEEEEEEEEEEEEESEEEEEEESEESEEEEEESE
O N CONO N -tOO "O NN -tCO-tN NO N N COfiOO CON O COI^O M M O-imOtnr^
y
X
EEEEEEEEEEEEEEESESEEEEEEEEEESEEEEEEESE
co-ttoOOCOc/D OO *tt*^O^^ O tneOoo to OO *^-O to *t co ^T^M t*iO CON to *t M -< O
M M-*M mo c^mo ^M .n ^^r-^M N ^NOOO o f~ N N M N
|
EEEEEESESEEEEEEEEEEEEEEEEESSEEEEEEESES
cnocooo M O woo O fic^w t^*i-oooco O oi-i N O Mc^l^o 'I'r^co r^r^mi-i w C^OOO
N "TW -* N in O e<ii-i TJ-M in M H Cl mc^M t-i TJ-C^N HI -f<*}co*nw c*^cnO ^e^JT^-mi-t o
4: J3j=j=j=j=j=j=.cx:j=^j=j=j=ij3j=xj=j=j:j=j3j=j3j3j3j=j=j=.c.e.c.c.e,e
-0 N CO N tn
Ended.
1
s . s a . . as., s s s . a' . a s a s . a' a .
~ < <jp4 <J C^ ^ < 4tJOrf<4j&<
co oo o O N t^- tn co o r^> tn M o to o O "~> O f~* O *t in o O*tO *t M ON M o ("*- ^^ O O tn M
Tj-^OeOin-tw ON O O OMininN OmO O -two 'teotOM ^tn-tN O O N M o Ntn
W COOM w' 'tOM tON OM COW eOiH TJ-M OON N OM rj-M N COM ^-w tOOW COOW W
V
OOO O O O M M M w cotoeommOO r-oo OOOO O O -tminOO r^-r^OOOO O O
o u
M 3
c
bo
o
CC
o
a , - as., a a - - a a a , a - a a a* a - a a
(x, <;o, ^& <*.' ^oi-^eu <j cu j fc
M cocoo O N r^-tnooo r~-mM o mO O mor-^O -tmO O'tO "tM ON M\O r^-M o Om
M N CO O M M *tOM tnci OM CO N CO^^ rf^n OON N OM T^-MW CO M ^tM COON COOW
OJ
&
OOOO O O O M M M M cotocoinmoo r*-co OOOO O O tmtnoo r^r-oooo O
M 3
>)
*" "-*"
o r-^co oo M w totmo r-^co oo "-< ci co-fmo i^-co oo -i w co-^-mo r>-oo oo M N to
cococooo OOOOOOOOOOOOO O O O OO O O M IM w I-IMMI-I MM MWWNW
1
*Si
S
>o
o
H
2I 4
WATER PURIFICATION AT LOUISVILLE.
Western Pressure System.
uny jo j.quin\
w d d N d d o* ci d N d ci d ci ci d c-i ci ci ct ci ci ci ci a ci ci ci ci d ci d ci ci ci d ci d
Bacteria per Cubic I >.
Centimeter.
C
,, ua lK! ve H AMV
co t O M -- 1^1. o Oco o '"' O m o co tmr^-co o M K- M M in OMtONOOd .
o . . . ooooooocoooocor-*oooooi^r^ococO''.ocr>oooooococo
o . * . oooooooooooooooooooc^oooooo o o o o o o
ci codOOciCcowciMOmHHC'*' in ci m r- in o <xi *- d in o m o m M en
j
E
'
3 *
8- . . OQQOQOOOOCOOQQOOQOOQOOOOOOOQOOOOO
-oo^opoooO^o^oo^oO^oo^ooo^oo^p^oo^o^c^o^o^o^S^
en " * * " I-*- m m m o inco OOO r-> O co o ui m r*-co r-* in M O d Mr^-r^ttOOOOO
** \ . , \ Ht MdMCIMddMCIW
J.IAIJI ui spijog [ ^puadsng
jo junouiy aiiKjaAV psieuinsy
ooooooooooooooooooooooooccoooooooooooo
MCO cococo w inw>int^--<tttt^-tnttt-TMininin^ ~ M .-. ^- -rttr^t^r^t-r-
' uo ll i; O J9C 1 suni-iy
p9;iddy jo lunotuy a^ujaAy
mmtO nOO O ten*-. c~enMd mco mi/iMOOO d tmci tOO O t-*OO ci d r^i-i
co t^. -ru^cntr^mt^t to t i^ t t t u-, >r, en d MO ^ * *r> r* OO in en uj M m en t
U 2 e - ,*" d*V
tuca o J3d suoiiuy i""!|ilV
- ci OO O Cl Mtd C O l~-C tO I--OO ci c-i enOMOOO M M -. tentO u^ Oco O rf
MC*t-.d dtddtnt--i~dcid-'--cidci'-ci'- u H i- o O OOOOOOOOO
l|1
i
M dco O OCi ci icici MOO O mOO Omd d -3-co tco t^nO tH MO I-*MCO O OO*^-
r- i-o t--0 r- o i" r-co mo r- r- r-o O O r- i- r^o r-o mu-)int*nentttttM-^-t
jo uins aqi ipiqM aSnuaojaj
^^^^S^^^^^^S^^'^^^^^^^^^^^^?'^^^^^^S3^^:
Quantities of Water. Cubic Feet.
oj p *iy ii
oooooooooooooooooooooooooooooooooooooo
& -pamiij
mr^o tCTOMcoco ^ind d tMco to O l~cnco M o N Mmco ci M ti^OO or-*
Mddd MdM d d d en NW CIM dM Mt-^
K-AV
oo otno d ci MO or^-Mt^Ococoo M CT-O MOO t~~* o tMtoo>-< t^ mcoco oo
' P-'.l^l[l_.l
M tOinM or^^. MMOOQ O M rtcoOO O d M d ineno eno wO O HI rtocoo dr-M
M c f ; d OO enmO OOco Oco d Mtd M MmMtnO MdOco Mcoo mo d Oco OO O
'pai[dd y
I- MO M r- M m r^o M O w co r^o r-d Md Ocoocooo ~co o-n^- .fiinr-r-ot^r-.
M m m d Mnr^Odco d O HI intt^-eno mcoO tl~-mmr^t-i\o OO d r- M O co OO O
(ft
u
p
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^2 2 *2 "2 OO'^MH? M? M" ^g'S'S :
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1
ESEEEEEEEEEEEEEEEEEEEEESESESEEEESEEES
td MMMdco r^*td mr-MO M OOco M mr^inco mo doco dooo MO ci t M
S :
1
^
|EiEE^|^E^|iEdiEEid|dj|EdEieieEE||6ses
M (-, M MOOdMMfdMMMinMOtMMdCOMMdd dd rfdMdMM M
1
1
o
EEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEE:
en^t-^-d d d O M tni d d Tt^tt-d tmMMmttw MO -3-O w d -<tM-i Min m
^&^jzjzj3j2ji:jzji^jzj2j2jzjzj2j2jzj2jzjijz*:j:&jzj2j2-zj:ji:jiji
Ended.
3
o
E
S M g ^^^^ ^^'S^^S 5 5 35 S 35 5
2*- S- *- A22^- Si^^i^^^- ^;- ^- A A - * J " J *^C *"
<JP -^ P^ -^ ^. -^ 1_ ^H<?py|<JH -^. C-" <JP-I < P-l ^ P-l
8-^- M O d M in r^- r-* t m O O M o i^* HI oo t O t m M O *^ 1"** oo O N ^t O CI M O CJ O en d
tenmM McncnOmo MO M mO M o m-tO O O mOd inOmni M n o *n M Mt*M
O d d en O O N d O *^ O HI t O C* O HI O d d O O M d O NMO>-HHiOdOMMdMin
M M M MMMMM
oj
i
o ^*
1
j
a
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X
V4MW ~ - f, ** ^* IT, ^, ^- _ i^- _ -- 33 *S S5wS*
tn o t 1 - 1 Od M inr^|-^tnO O MO I^-MCO tO"tw^enO mr^coO d tO d MO d OM
ci Odd tnOOcJd OM OH. tOd OHI OcJd OOHiN Od M OM M O N'OM MdM
y
1
^^ * ??M H?^ M M ddd d NdW C?C?d*d^cfd"d N cTd S
M ^"
.un HJ o J3 <, m n N
"tmO f^-CO OO M d Mt^nO I --co OO HI d M^tmO r-co OO HI Cl MtmO r-^eo OO HI
ddd d Cl dMMMMMMMMMMtt^-t-1-"t^--1--1--T^ in ^' r > tr)ir> ^^J n J n ^ 1 ^
dddddddddddddddWdddddddddddddddddddd
SUMMARY AND DISCUSSION OF DATA OF 1895-96.
CHAPTER IX.
SUMMARY OF THE PRINCIPAL DATA UPON THE EFFICIENCY AND ELEMENTS OF COST
OF PURIFICATION, BY THE RESPECTIVE SYSTEMS, OF THE OHIO RIVER WATER, DI-
VIDED INTO TWENTY PERIODS, ACCORDING TO THE CHARACTER OF THE UNPURIFIED
WATER ; TOGETHER WITH A DISCUSSION OF SOME OF THE MORE IMPORTANT
FEATURES.
BEFORE the presentation of a summary of
the principal data obtained during 1895-6
upon the efficiency and the elements of
cost of the purification of the Ohio River
water, in twenty periods, according to
the character of the unpurified water, there
will be given as a matter of record some tabu-
lations showing the character of the purified
water by days. For a detailed account of the
composition of the Ohio River water by days,
and of the amount of sulphate of alumina ap-
plied to the river water, reference is made to
Chapters I and II, respectively. The ques-
tion of the decomposition of the sulphate of
alumina and its removal from the water was
discussed carefully in Chapter III.
Table No. I.
The first set ot tables in this chapter con-
tains a daily statement of the appearance of
the water after purification by the respective
systems. As already explained the appear-
ance of the filtered water is designated by five
degrees of clearness, which may be described
briefly as follows:
Degree No. i signifies a brilliant water.
Degree No. 2 signifies a clear water.
Degree No. 3 signifies a slightly turbid
water.
Degree No. 4 signifies a turbid water.
Degree No. 5 signifies a very turbid water.
The first three degrees of clearness refer in
each case to an appearance of the water
which is satisfactory. It is doubtful if the con-
sumers would distinguish between these three
degrees of clearness unless their attention
were directed to the matter. Degrees Nos. 4
and 5 would be noted by the consumers, but
it is to be stated that the adjectives used
above have only a comparative value in rela-
tion to a brilliant water.
In both cases the turbidity would be very
slight when compared with the river water
before purification.
Degree No. 4 refers to an appearance
which would not be unsatisfactory for short
periods if the water were of a proper charac-
ter in all other particulars. Degree No. 5
was objectionable both in its direct and in-
direct bearings, and was seldom noted for
periods of long duration.
Table No. 2.
In the second set of tables are recorded the
percentages of removal from the river water,
by the respective systems, of the carbon-
aceous and nitrogenous organic matter, as
indicated by the oxygen consumed and the
nitrogen in the form of albuminoid ammonia,
respectively. As a matter of convenience the
total amount of nitrogen in the form of al-
buminoid ammonia in the river water, and
the percentage of the total amount which was
found to be undissolved in the water, are
given. It will be obsereved that the total
amount of nitrogeneous organic matter in
the filtered water was less than the amount
dissolved in the river water before purification.
Table No. j.
The third set of tables contains a record of
the daily average number of bacteria per cubic
2l6
WATER PURIFICATION AT LOUISVILLE.
centimeter in the Ohio River water before
and after purification by the respective sys-
tems, and also the daily average bacterial
efficiency of each system. Bacterial efficiency
means the percentage which the difference in
the numbers of bacteria in the water before
and after purification is of the number of bac-
teria originally present in the river water.
Table No. 4.
In the next set of tables are presented the
principal data obtained during the investiga-
tions with regard to the efficiency and cost of
purification by this method. As stated at the
outset of this chapter the results are divided
into twenty periods, according to the charac-
ter of the unpurified river water. This was
necessitated by the marked variations in the
composition of the river water, affecting both
the efficiency and the cost of purification; and
also by the varying conditions under which
the respective systems were operated.
The official investigations of the several
systems of purification by the method in ques-
tion began on Oct. 21, 1895. For a number
of weeks after that time the investigations
were less exhaustive than they were during
the later portion of the period when the
laboratory work had been more fully planned
to meet the requirements of the problem.
The Warren System began operations during
the latter half of September. On October 21
the operators of this system contemplated
some modifications in its construction. Ow-
ing to the remarkably low stage of the river
at that time it was desirable for the Water
Company to obtain data with this character
of water.
Accordingly they were officially requested
to postpone their changes for a short time and
operate the system with varied amounts of
sulphate of alumina from day to day. This
they consented to do, but protested against
the merits of their system being judged from
operations preceding their contemplated
changes.
Operation of the Jewell System began
early in July, 1895, and was said to have been
continued nearly every day up to October 21,
the commencement of the official tests.
The installation of the Western Systems
did not begin until early in November, and it
was not until December 23 that they were
ready for regular official inspection. Explana-
tion has already been given of the lengthy
delays in these systems after about April I.
From March 24 to 30 and April 27 to June
6 all systems were requested by the Water
Company to be operated twenty-four hours
per day, excepting Sundays during the latter
period. Otherwise the systems were operated
about 8.5 hours per day (irom 9 A.M. until
5.30 P.M.).
A brief account is next given of the several
periods into which the investigations are di-
vided according to the grade of the river
water and other conditions of operation.
Outline of the Periods into which the Investiga-
tions are Divided.
Period No. i. This period extended from
Oct. 21 to Nov. 25, 1895. It represents the
last portion of the most severe and extended
drought which had been noted for many
years. With the low stage of the river there
was an absence, comparatively speaking, of
suspended organic and mineral matters in the
river water; the amounts of dissolved organic
and mineral matter were abnormally high;
and the bacteria, while comparatively few in
number, contained an unusually large propor-
tion of species coming from the sewage of
cities situated farther up in the valley.
The Jewell System was the only one that
was in service during the full period. The
Warren System was in service for a consider-
able portion of the time, but under the con-
ditions stated above; while the installation of
the Western Systems was not completed.
Period No. 2. This period extended from
Nov. 25 to Dec. 24. During this time light
rains fell. The water varied somewhat in
character. At times the indications of sewage
pollution were more marked than during the
first period. The water became more muddy,
and the chlorine and alkalinity decreased in
a marked degree toward the end, although
this did not follow in the case of the other
soluble constituents. In fact there was an
increase in some of them, notably in the ni-
trogen as free ammonia. With the rains the
number of bacteria increased considerably.
The Warren and Jewell systems were in
SUMMARY AND DISCUSSION OF DATA OF i8 9i - 9 6.
217
regular service during this period, but the
Western Systems did not begin operation un-
til it was practically ended.
Period No. j. This period extended from
Dec. 24, 1895, to Jan. 13, 1896. It repre-
sents the rising, maximum and falling stage
of the river after the first heavy storm of the
season. From this time to the close of the
tests the chief variation in the river water was
the amount of suspended matter which it con-
tained. These amounts will be noted in the
tables.
All four systems were in service.
Period No. 4. This period extended from
Jan. 13 to 27, 1896. It represents a fairly
uniform grade of the river water from the fall
of the preceding rise to the beginning of the
next subsequent one.
All four systems were in service during the
greater part of the time. The sand layer of
the Warren System was changed on Jan. 23.
Period No. 5. This period extended from
Jan. 27 to Feb. 6, and represents a rising
stage of the river and increasing amounts of
suspended matter in the river water.
For unavoidable reasons the Western
Systems were out of service on Jan. 29 and
30.
On Feb. i the scope of the investigations
was enlarged. The sand layer of the Jewell
System was changed on this date.
Period No. 6. This period extended from
Feb. 6 to 13, and represents the height of a
rise in the river when of course the suspended
matter in the water was unusually high in
amount.
From Feb. 8 until about April i lime was
applied to the river water in the case of the
Jewell System.
All four systems were in service, but the
Warren System was delayed from time to
time by changes in the devices for the intro-
duction of wash-water beneath the sand layer.
Period No. 7. This period extended from
Feb. 13 to 27, and represents a falling stage
of the river with decreasing amounts of sus-
pended matter in the river water.
The most noteworthy features in the op-
eration of the several systems, speaking in
general terms, were the irregular results
along several lines, particularly those of bac-
terial efficiency and application of chemicals.
Period No-. 8. This period extended from
Feb. 27 to March 20, and represents com-
paratively clear water between successive rises.
All of the systems were quite regularly in
service. On March 16 the operators of the
respective systems were officially asked to
comply with certain requests, leading to more
regular and more efficient results of purifica-
tion. On Feb. 29 a new and separate pipe
for the supply of river water was connected
with the Western Systems.
Period No. p. This period included March
20 and 21, and represents very muddy water
at the beginning of an extended freshet.
The Western Gravity System went out of
service owing to its failure to purify enough
water to serve for washing its own sand
layer. ;
Period No. 10. This period extended from
March 23 to 30, and represents a muddy con-
dition of the water and a high stage of the
river. The suspended matter for the most
part had a red color, however, and was much
coarser than was noted under other condi-
tions.
From March 24, 9.00 A.M., to March 30,
5.30 P.M., the systems were operated con-
tinuously, with the exception of the Western
Gravity System, which was not operated at all.
Period No. II. This period extended from
March 30 to April 7, and represents a muddy
water and falling stage of the river. Rains
caused the water to vary considerably in char-
acter.
. All systems except the Western Gravity
System were in service.
On April 3 the representatives of the re-
spective systems were officially requested to
get in readiness to operate, upon 48 hours'
notice, their systems night and day for such
periods as the Water Company deemed ad-
visable.
Period No. 12. This period extended from
April 7 to 27, and represents a falling stage of
the river and comparatively clear water. The
end of this period marked the beginning of
a six weeks' period of continuous operation
during each week from 9.00 A.M. on Monday
to 4 P.M. on Saturday.
This period was chiefly characterized by re-
pairs, following the official communications
of March 16 and April 3, as noted above.
2l8
WATER PURIFICATION AT LOUISVILLE.
In the Warren System the sand layer was
changed. This caused a delay from April 13
to 20. The Jewell System was in regular ser-
vice. Neither of the Western Systems was
operated at all during this period.
Period No. zj. This period extended from
April 27 to May 18, and represents a period
of comparatively clear water in the middle of
a protracted drought. It also represents the
first half of the six weeks' period of continu-
ous operation.
The Warren and Jewell systems were regu-
larly in service. From May 7 until the close
of the period the Western Pressure System was
in regular operation. At about the same date
the repairs of the Western Gravity System
were also completed. It was operated un-
officially on several occasions, but it was not
put in official operation until after the Water
Company requested an official explanation of
the reason of its withdrawal from the tests.
This request was made during the last week
in June. During the intervening period this
system was left out of consideration by all
parties so far as active operations were con-
cerned.
Period No. 14. This period extended from
May-i8 to 28, during the time of continuous
operation, and represented the last portion of
the comparatively clear water, before the end
of the long drought. During this period the
conditions of operation, with regard to rate
of filtration and amount of applied sulphate of
alumina, were prescribed by the Water Com-
pany as shown in table No. 4 of the last chap-
ter.
No unusual delays occurred in the case of
the Warren, Jewell, and Western Pressure
systems, except as occasioned by the pre-
scribed conditions.
Period No. 75. This period extended from
May 28 to June 3, and represents a rapidly
rising stage of river when the suspended mat-
ter was in part exceedingly fine, as noted in
Chapter I.
Great difficulty in securing coagula-
tion, even with large amounts of sulphate of
alumina, was experienced.. Conditions of
continuous operations, as above outlined,
were prescribed by the Water Company so
far as it was practicable.
Period No. 16. This period extended from
June 3 to 9, and represents the last of the con-
tinuous operations for 24 hours per day; and
also the last of the prescribed conditions.
The water was muddy but rather variable in
character.
The Warren, Jewell, and Western Pressure
systems were in operation without any seri-
ous delays.
Period No. //. This period extended from
June 9 to July i, and represents three con-
secutive minor rises of the river. The period
closed with the beginning of a marked rise
which caused the water to become very
muddy.
The Warren, Jewell,- and Western Pressure
systems were regularly in operation with the
exception of three days in the case of the
Warren System. This delay was caused by
repairs of a break in the agitator machinery.
Period No. 18. This period extended from
July i to 6, and represents very rapidly rising
and falling stages of the river. Heavy rains
fell on the local watershed and the water be-
came very muddy. The rise quickly subsided,
and the period ended at the beginning of a
minor rise.
During this period the remodeled Western
Gravity System was put in operation accord-
ing to a proposition offered by the Western
Filter Company. It was agreed that for the
balance of the investigations the pressure sys-
tem was to be operated on the first four days
of each week, and the gravity on the last two
days. This proposition was made in reply to
a request from the Water Company for an
official explanation of the fact that at that
time the Western Gravity System had been
withdrawn from the tests for a period of more
than three months. The communication re-
ceived from the Western Filter Company,
under date of June 26, 1896, is as follows:
' The difficulties experienced in the earlier
part of the filter tests occasioned by running
both our filters on the same main with the
other filters, which we hoped to remedy by
the changes made in April, have been but par-
tially removed. We find now after several
unofficial trial runs that, owing to wide varia-
tions in the pressure due to changes in ve-
locity in a 4-inch main, brought about by
opening and closing either outlet, it is liable
to impair seriously the results of our work to
SUMMARY AND DISCUSSION OF DATA OF 1895-96.
219
run both filters at the same time. We have
therefore continued the service of our pres-
sure filter, beliving that we obtained better
results, at least mechanically, from that por-
tion of our plant.
" \\ e are prepared, however, if it be desir-
able for the information of the Water Com-
pany, to run our gravity filter at such inter-
vals and for such periods as may be deemed
advisable, discontinuing the service of our
pressure filter during such periods."
Operations of all systems were suspended
on July 4, and on July 4 and 5 the sand layer
of the Jewell System was changed.
Period No. iy. This period extended from
July 6 to 22, and represents a fairly uniform
stage of the river with comparatively muddy
water. Occasional rains on the local water-
shed caused several minor rises, but none of
any large amount or extended duration.
The Jewell System was operated with
higher amounts of sulphate of alumina than
the condition of the water warranted, and
consequently the effluent of this system was
frequently acid.
The Warren System was in regular opera-
tion, and the Western Systems were operated
under the arrangement outlined above.
Period No. 20. This period extended from .
July 22 to the close of the investigations on
Aug. i. It represents the most marked rise
noted during the investigations, and through-
out this period the river water contained sus-
pended solids ranging from 805 to 3347 parts
per million.
Great difficulty was experienced by all the
systems in handling this water, owing to the
frequent washings of the sand layer necessi-
tated by the large amounts of mud in the
water after the short subsidence and before
filtration. Relatively high amounts of sul-
phate of alumina were used with the view of
securing satisfactory coagulation.
During this period the operation of the sys-
tems was delayed in a number of instances in
order that the Water Company might make a
number of tests and observations of an engin-
eering nature. A very slight excess of sul-
phate of alumina above the amount capable
of decomposition by the river water was ap-
plied during the majority of the period in the
case of the Jewell System. Complications of
a greater or less degree arose in the case of
the Warren System, beginning about July 22,
from the passage of sludge from the settling
basin on to the filter. This was remedied on
July 27 by cleaning the settling basin.
Just how far this complication affected the
results of this system is difficult to say. But
it doubtless caused the sand layer to be
washed at abnormally frequent intervals and
caused a greater or less increase in the
amount of applied sulphate of alumina, and
something of a decrease in bacterial ''effi-
ciency.
Explanation of the Data presented in Table
No. 4, and of the Methods of
Commutation thereof.
This table comprises all the qantitative and
the leading qualitative data, arranged and
compiled for each of the twenty periods into
which, as has already been explained, the re-
sults of the investigations are divided. Maxi-
mum and minimum results during the periods
were obtained by inspection of the records
presented in Table No. 5 of Chapter VIII.
The exact significance of all expressions
not explained here was presented in Chapter
VIII. The data presented in this table, and
the methods of averaging employed, are as
follows:
Periods of Time. The average length of
time per run included in the periods of
" operation," " service," and " wash " are ex-
pressed in hours and hundredths of hours.
These results were obtained in each case
by dividing the total respective times by the
number of runs included in the period.
Quantities of Water. The average quanti-
ties of water per run are given in cubic feet.
These were all computed by dividing the re-
spective total quantities for the period by the
number of runs included in the period. In all
computations for this table the actual quanti-
ties registered by the meters were used.
Percentage which the Sum of the Wash and
Waste Water ivas of the Applied Water.
These results were obtained by dividing the
total quantity of wash and waste water for the
period by the total quantity of applied water.
Aetna! Rate of Filtration. The average
actual rate of filtration in cubic feet per min-
220
WATER PURIFICATION AT LOUJSV1LLE.
ute was determined by dividing the total
quantity of water registered by the filtered-
water meter by the total period of service.
These results are also given in million gal-
lons per acre per twenty-four hours by multi-
plication of the rates in cubic feet per minute
by the proper constants.
Average Net Rate of Filtration. These re-
sults were obtained by dividing the difference
between the quantity of applied water and the
quantity of wash and waste water by the
period of operation, using in all cases the
totals for the period. The rates in million
gallons per acre per twenty-four hours were
obtained from these rates by the use of the
proper constants.
Net Quantity of Filtered Water per Run in
Million Gallons per Acre. These results were
obtained by deducting the quantity of wash
and waste water from the quantity of the ap-
plied water, and multiplying the results by the
proper constant value of i cubic foot in mil-
lion gallons per acre. Averages were ob-
tained by using total quantities for the period.
Estimated Suspended Solids in River Water.
Under this head are given the maximum and
the minimum average amounts of suspended
solids estimated for the different runs, and
the average amount for the entire period.
The averages were obtained by multiplying
the average solids for each run by the quan-
tity of applied water on that run, and dividing
the sum of these products by the total quan-
tity of applied water for the period.
Grains of Applied Sulphate of Alumina per
Gallon of Applied Water. The maximum and
minimum amounts averaged for any run
during the period are given, and also the
weighted averages for the period. The latter
were obtained in the same manner as the
average suspended solids.
Average Grains of Applied Sulphate of
Alumina per Gallon of Net Filtered Water.
These results were obtained by dividing the
amounts of sulphate of alumina per gallon
of applied water by the percentages which the
net filtered water was of the applied water,
using in both cases averages for the period.
Degree of Clearness. The maximum, mini-
mum and average degrees of clearness are
given. The average degree given in each
case is the sum of degrees recorded as aver-
ages for each run divided by the number of
runs.
Bacteria per Cubic Centimeter in River
ITatcr. The maximum and minimum aver-
age numbers per run, and the average
number for the period, of the bacteria in
the river water are given. The averages were
obtained in the same manner as the average
amounts of suspended solids.
Average, Ma.riiniiui and J linimum Numbers of
Bacteria per Cubic Centimeter in the Filtered
Il'aier. These results are actual averages of
the observations recorded as maximum and
minimum numbers of bacteria for the several
runs. Where the number of observations was
less than one half of the number of runs for
the period no average is given.
Average Numbers of Bacteria per Cubic Cen-
timeter in Filtered Water. The averages per
run which were the maximum and minimum
during the period are given, and also the
average number for the periods. The aver-
ages were obtained by multiplying the aver-
age for each run by the quantity of filtered
Water on that run, and dividing the sum of
these products by the total quantity of fil-
tered water for the period.
Average Bacterial Efficiencies. The average
efficiencies per run, which were the maximum
and minimum for the period, are given, and
also the averages for the periods. The latter
were obtained by dividing the difference be-
tween the average numbers of bacteria in the
river water and in the effluent by the average
numbrr in the river water, these averages
having been determined as described above.
Table No. 5.
In this table are presented the total periods
of time devoted to operations-service and pre-
paring the filters for filtration; the total quan-
tities of water recorded by the meters; and
averages of each of these periods and quan-
tities per run, obtained by dividing the respec-
tive total amounts by the number of runs.
The records of the runs not included in aver-
ages are omitted from this as well as all other
tables. There are presented also in this table
the following averages:
Average Actual Rate of Filtration. These
results were obtained by dividing the total
SUMMARY AND DISCUSSION OF DATA OF 1895-96.
quantities of filtered water by the total
periods of operation, rates in cubic feet per
minute being- transferred into million gallons
per acre per twenty-four hours by the use of
the proper constants.
Average Grains of Sulpliatc of Alumina.
The average amounts of sulphate of alumina
per gallon of filtered water were obtained in
each case by multiplying the average amount
for each run by the total quantity of applied
water on that run, and dividing the sum of
these products by the total quantity of ap-
plied water. The average amounts per gal-
lon of net filtered water were obtained by di-
viding the respective amounts per gallon of
applied water by the percentages which the
net filtered water were of the applied water.
Average Bacterial Efficiencies. These re-
sults were obtained in the same manner as
were the average amounts of sulphate of alu-
mina used per gallon of applied water.
Table No. 6.
In this table are given summaries of the
leading results obtained from the entire in-
vestigation and from certain portions thereof.
Summary No. i includes the data obtained
during the entire investigation (excluding
those runs not included in averages).
Summary No. 2 includes all the data given
in Summary No. i, except those obtained
during the periods when the operations were
under conditions prescribed by the Water
Company in regard to rates of filtration and
amounts of sulphate of alumina applied
(Periods 14, 15 and 16).
Summary No. 3 includes all the data used
in Summary No. 2 except those obtained
during Period No. i, when the operations of
the Warren System were under protest of the
Cumberland Manufacturing Company, but
were continued at the request of the Water
Company.
Summary No. 4 includes the data from all
the periods when the Warren, Jewell and
Western Pressure systems were in service, ex-
cept those when the conditions of operation
were prescribed as noted above.
Summary No. 5 includes those periods
when all of the systems were in operation, ex-
cept Periods 14, 15 and 16.
In this table the same expressions which
have been used throughout are employed, and
reference is made to the explanation of Table
No. 5 of Chapter VIII, where the exact
significance of the several expressions is ex-
plained.
The data presented and the methods of
computation employed are as follows:
The periods of service and of wash are ex-
pressed in percentages of the period of opera-
tion.
The quantities of water used for washing,
the quantities of filtered water wasted, the
quantities of unfiltered water wasted, and the
quantities of effluent are, respectively, ex-
pressed in percentages which they were of
the corresponding quantities of water applied
to the respective systems. It is to be noted
that in all cases in this table the quantity of
filtered water (effluent) is the difference be-
tween the applied water and the waste water,
and not the quantity measured by the
meter.
Average actual rates are given, the rates
in cubic feet per minute being obtained by
dividing the total quantity of effluent by the
total period of service. The rates in million
gallons per acre per twenty-four hours were
obtained by the usual method of transference
from comparative tables.
The average net rates were obtained in the
same manner as the actual rates, except that
the net filtered water and net period of opera-
tion were used.
The average amounts of sulphate of alu-
mina per gallon of applied water were ob-
tained in each case by multiplying the average
amounts per run by the quantity of applied
water on that run, and dividing the sum of the
products by the total quantity of applied
water. The amounts per gallon of net filtered
water were obtained by dividing the amounts
per gallon of applied water by the per-
centages which the net filtered water was of
the applied water.
The average bacterial efficiencies were cal-
culated in the usual manner of obtaining
efficiencies, using for average numbers of
bacteria results obtained in the same manner
as the average amounts of sulphate of alu-
mina.
222 WATER PURIFICATION AT LOUISVILLE.
TABLE No. 1.'
SUMMARY BY DAYS OF THE APPEARANCE OF THE EFFLUENTS OF THE RESPECTIVE SYSTEMS,
Expressed in Degrees of Clearness.
Day of Month.
i
2
3 : 4
5
t
7
1
'.'
IU
IT 12
'3
M
15
16
'7
18
19 2O 21
n
3
24
25
at
27
rf
g
:>"
3'
1895
October
November
December
1896
January
February
March
April
May
June
July
I
I
I
I
I
]
2
I
2
2
2
3
2
2
I
I
1
2
i
2
2
Jewell
Western Pressure .
Warren
Jewell
i
2
,
I
2
|
I
2
4
3
3
i
, .
1 . .
j
T
1
Western Gravity . .
Western Pressure .
I
3
4
4
i
7
7
1
|
1
2
2
I
2
2
2
2
t
?
"
3
?
7
2
Warren
4
I
I
5
5
i
2
3
4
3
I
2
4
2
2
I
2
4
2
2
2
2
2
2
2
I
1
I
2
2
2
2
2
2
2
3
I
I
2
I
2
2
2
3
3
i
i
2
I
2
2
1
2
2
I
I
5
i
i
2
I
3
2
2
2
3
2
I
I
2
3
I
)
4
2
2
3
2
1
3
3
1
1
2 . .
2
?
2
-|
3
5
Jewell
f
2 . .
Western Gravity . .
Western Pressure .
t
2
3
2
3
2
2
I
1
2
4
2
3
2
2
1
2
2
2
I
2
3
3
i
2
I
2
2
2
I
2
1
T
4
3
1
2
2
4
2
4
2
2
2
2
2
2
2 . .
5
2
2
2
3
I
3
2
2
I
3
2
2
1
. .
Jewell
Western Gravity . .
Western Pressure .
2
I
2
2
2
2
3
3
I
I
2
3
3
3
2
1
3
3
2
2
2
2
2
I
I
1
2
3
2
I
I
2
I
I
2
I
I
2
2
5
2
2
2
2
2
2
4
3
2
I
2
2
3
2
4
2
3
3
5
2
i
3
3
2
2
3
2
2
3
2
2
3
3
3
3
Jewell
3
1
Western Gravity . .
Western Pressure .
2
2
3
i
^
I
4
2
I
4
2
2
2
2
3
2
2
2
2
2
2
2
4
2
1
3
Jewell
I
'
I
2
I
I
Western Pressure .
I
2
2
4
2
I
5
2
2
2
2
I
2
2
2
2
2
2
2
2
2
2
2
I
2
I
2
I
I
1
:
2
2
f
I
I
2
2
2
I
2
I
i
2
I
2
I
2
2
I
I
2
2
2
4
2
I
Jewll
Western Pressure .
2
2
2
2
I
I
4
2
2
2
2
I
3
2
I
2
2
2
2
I
I
I
I
2
2
I
3
I
I
2
2
1
2
I
I
2
I
2
2
2
I
2
2
I
2
I
2
5
i
2
2
2
2
2
2
2
4
2
2
2
2
8
2
I
I
Western Gravity . .
Western Pressure .
2
I
2
-
3
3
3
3
2
2
I
2
2
3
3
a
I
2
I
2
I
2
4
i
2
2
I
2
2
2
2
2
2
2
2
2
2
2
2
2
2
2
2
2
2
2
2
2
2
2
2
2
2
2
2
2
2
5
3
4
2
4
2
4
2
2
3
2
2
2
2
2
2
3
2
2
2
2
2
Jewell
Western Gravity..
Western Pressure.
3
3
2
2
2
2
2
2
2
2
3 3
2
2
2
SUMMARY AND DISCUSSION OF DATA OF 1895-96.
TABLE No. 2.
223
DAILY RESULTS OF THE DETERMINATION OF ORGANIC MATTER IN THE OHIO RIVER
WATER, EXPRESSED IN PARTS PER MILLION OF NITROGEN AS ALBUMINOID AMMONIA,
AND OF OXYGEN CONSUMED, RESPECTIVELY, TOGETHER WITH THE PERCENTAGES OF
REMOVAL OF ORGANIC MATTER BY THE RESPECTIVE SYSTEMS OF PURIFICATION.
Date.
Nitrogen as Albuminoid
Ammonia in River
Water
Percentage Removal by the Respective Systems
of Organic Matter Expressed as Nitrogen in the
Form of Albuminoid Ammonia.
Total
Oxygen
Consumed
in River
Water.
Percentage Removal by the Respective
Systems ofOrganic Matter Expressed as
Oxygen Consumed.
Total.
Percentage
which was
in
Suspension
Warren.
Jewell.
Western
Gravity.
Western'
Pressure.
Warren.
Jewell.
Western
Gravity.
Western
Pressure.
1895
Oct. 18
" 19
' 20
" 21
" 22
" 23
' 24
" 25
" 26
" 27
" 28
" 29
' 30
' 31
Nov. I
" 2
" 3
4
5
" 6
" 7
8
" 9
10
" ii
" 12
" '3
M
15
16
" 17
18
" 19
1 20
" 21
" 22
" 23
: 24
' 25
" 26
" 27
" 28
' 29
' 30
Dec. I
" 2
" 3
4
5
6
" 7
8
9
10
; ii
" 12
13
.356
322
3
38
66
53
59
55
3-2
3-2
37
3i
28
31
.236
.288
.244
.212
.290
.316
41
53
42
37
53
55
34
46
27
23
32
45
42
41
35
7
52
49
2-9
2-7
2.6
2-3
2.6
2.4
21
22
II
35
35
37
31
II
II
30
46
33
.216
33
39
35
2.1
29
24
.222
.198
.252
.204
34
31
46
33
40
36
3i -
62
37
2.2
41
41
26
43
21
54
43
2-3
1.9
48
26
.2O6
31
43
37
2.1
43
47
.202
24
154
12
22
i 8
ii
14
.212
28
18
19
.220
244
18
26
35
27
234
.246
.232
23
21
II
2 f>
47
45
40
26
2.8
2-7
50
41
43
15
.2OO
36
43
43
2-5
28
24
.216
.230
.216
12
17
17
35
13
42
36
43
44
2.6
2.8
2.6
31
18
23
15
25
31
.246
24
48
59
2.8
43
50
234
.184
.192
4 6
39
40
63
56
65
67
42
42
3-0
3-0
3-1
40
37
42
40
20
42
.158
24
50
48
3-2
37
41
224
WATER PURIFICATION AT LOUISVILLE.
TABLE No. 2. Continued.
Date.
1895
Dec. 14
" 15
" 16
" 17
" 18
" .19
" 20
" 21
" 22
" 23
24
" 25
" 26
" 28
" 29
Av. 27-30
Dec. 31
1896
Jan. i
" 2
3
4
5
Av. 4&6
Jan. 7
Av. 8,9,10
Jan. II
" 12
" 13
Av. 14, 15
Jan. 16
" 17
" 18
19
1 20
" 21
" 22
" 23
; 24
' 25
" 26
Av. 27, 28
Jan. 29
" 3
1 31
Feb. i
" 2
" 3
4
5
" 6
" 7
" 8
" "" 9
" 10
" II
" 12
" 13
14
15
Nitrogen as Albuminoid
Ammonia in River
Water.
^ercentage Removal by the Respective Systems
of Organic Matter Expressed as Nitrogen in the
Form of Albuminoid Ammonia.
Total
Oxygen
onsumed
in River
Water.
Percentage Removal by the Respective
Systems of Organic Matter Expressed as
Oxygen Consumed.
Total.
Percentage
which was
in
Suspension
Warren.
1
Jewell.
Western
Gravity.
Western
Pressure.
Warren.
Jewell.
Western
Gravity.
Western
Pressure.
174
36
41
37
3-5
28
34
.188
.2IO
.192
17
22
10
40
37
24
37
3-9
4.0
3-9
51
48
31
44
35
41
.228
!9
53
60
4-2
4 8
50
.388
6l
75
79
79
79
6.0
70
77
77
73
1.187
1.187
8 3
83
89
89
89
89
93
93
92
92
12.3
II. 8
9.0
So
88
87
84
84
79
89
87
89
86
90
86
653
76
90
82
88
88
7.8
83
77
82
1 -423
.261
48
45
74
72
68
63
73
65
72
61
6.5
5-4
5-8
5-3
S3
65
83
81
74
65
69
75
74
67
72
74
67
72
72
| -209
12
86
62
62
54
4-1
4-1
61
73
76
63
76
61
66
58
3-i
61
52
52
55
135
7
56
50
47
47
3-i
61
55
45
52
| -369
439
70
84
81
83
70
73
74
76
5-5
6.6
7-i
78
77
82
69
64
70
78
68
75
74
365
77
90
85
89
6.6
85
82
80
245
.279
439
.417
593
.639
67
70
81
81
87
83
83
85
86
88
93
95
80
82
85
83
90
79
82
84
82
90
4-7
5-7
8-4
8.2
II- 4
13.0
83
84
82
88
91
92
83
81
83
84
87
83
Bl
83
80
87
84
86
93
89
86
84
90
85
577
437
391
.215
3ii
353
88
79
76
60
78
78
94
92
90
79
80
84
84
94
92
92
76
93
90
88
78
12.8
8.9
9.1
4.6
7-6
8-7
91
88
84
74
70
79
84
91
88
9'
74
9i
87
88
78
83
89
91
78
85
87
87
. 85
87
85
SUMMARY AND DISCUSSION OF DATA OF 1895-96.
225
TABLE No. 2. Continued.
Date.
Nitrogen as Albuminoic
Ammonia ill River
Water.
Percentage Removal by the Respective System 1 ;
of Organic Matter Expressed as Nitrogen in the
Form of Albuminoid Ammonia.
Total
Oxygen
Cnnsumec
in River
Water.
Percentage Removal by the Respective
Systems of 'Organic Matter Expressed as
Oxygen Consumed.
Total.
Percentage
which was
in
iSuspensiot
Warren.
Jewell.
Western
Gravity.
Western
Pressure.
Warren.
Jewell.
Western
Gravity.
Western
Pressure.
1896
Feb. 16
" '7
" 18
" ig
' 20
" 21
" 22
" 23
' 24
" 25
" 26
" 27
" 28
" 29
Mar. I
" 2
3
4
5
" 6
7
8
" 9
10
" ii
" 12
" 13
M
15
" 16
" 17
18
19
1 20
" 21
" 22
' 2 3
' 24
' 25
' 26
" 27
1 28
" 29
' 3
" 31
April I
" 2
" 3
4
5
" 6
7
8
" 9
10
" ii
" 12
" 13
14
15
" 16
" 17
18
" '9
.292
.366
.484
.232
.256
.288
75
91
88
72
81
76
86
95
95
84
92
87
82
go
94
86
86
82
84
84
7-5
g.i
II. 2
6.3
7-2
6.0
88
go
92
86
90
7
83
85
91
89
go
So
88
87
92
84
92
79
85
87
87
86
.162
.152
.146
.200
.IO2
.088
69
64
71
70
35
43
79
71
82
79
57
73
74
67
73
78
51
55
78
78
4-3
3-8
3-3
4-5
3.0
2.8
84
82
79
82
70
64
74
63
64
82
57
54
79
72
78
75
76
76
| 62
j 68
I 69
| 62
.084
.118
.088
. too
.184
.102
50
53
57
48
36
46
64
68
61
74
76
78
5
68
50
60
45
71
52
52
2.6
3-2
2.5
2. I
1.8
2.5
73
81
72
62
72
76
42
63
44
52
56
68
65
62
64
66
Co
64
j 66
j 68
I 63
js
.076
.090
.og6
.116
094
.108
53
51
46
38
49
54
68
62
73
74
68
f'5
68
69
65
69
64
67
63
66
| 4 8
I 62
2-3
2.2
1-9
2.1
2. I
2.3
61
73
79
7i
67
65
70
68
63
62
52
65
65
70
f*
J:
65
63
|i
t
. no
.130
.132
.238
.700
1.046
42
58
50
73
90
94
75
77
74
79
95
97
60
68
74
77
93
95
53
67
i<
| 9 6
2-5
2-9
3-0
5-0
14.2
17.8
72
72
73
82
94
93
60
62
73
80
89
93
60
64
f.
| 93"
1"
95
{
91
.580
.476
.414
.462
344
-454
374
.852
932
1.032
.g6o
1.080
.620
86
86
86
85
78
84
79
87
90
91
93
93
84
94
92
90
90
87
88
S5
95
95
96
97
96
94
92
92
93
Sg
83
go
82
93
93
96
96
96
94
88
92
91
9i
86
89
86
92
92
95
95
95
94
13.2
9-3
9. 1
8.9
7-5
8.3
7-4
12.
13-9
15-8
15-6
18.4
13.0
94
92
84
90
89
89
88
93
94
92
96
96
95
92
go
go
89
84
90
88
92
93
93
95
96
95
89
90
88
92
88
89
88
92
92
92
92
95
95
.500
.380
370
.380
.312
.286
83
81
75
79
74
72
go
go
85
88
85
78
go
90
85
88
82
82
go
90
8.6
7-5
6.7
7-7
6-3
6.5
93
92
88
go
86
83
93
93
88
go
84
86
93
92
.270
.166
.208
.164
.172
.206
68
53
62
5
51
52
74
66
69
66
f>3
64
80
69
78
69
72
73
) 6
226
WATER PURIFICATION AT LOUISVILLE.
TABLE No. 2. Continued.
Date.
Nitrogen as Albuminoid
Ammonia in River
Water.
Percentage Removal by the Respective Systems
of Organic Matter Expressed as Nitrogen in
the Form of Albuminoid Ammonia.
Total
Oxygen
Consumed
in River
Water.
Percentage Removal by the Respective
Systems of Organic Matter Expressed
as Oxvgen Consumed.
Total.
Perec nt:ic
which was
in
Suspension
Warren.
Jewell.
Western
Gravity.
Western
Pressure.
Warren.
Jewell.
Western
Gravity.
Western
3 ressure
1896
April 20
" 21
" 22
" 23
24
25
26
' 27
28
29
' 30
May I
" 2
" 3
4
- 5
" 6
" 7
" 8
' 9
10
' ii
' 12
' 13
14
15
16
' 17
18
' 19
20
' 21
' 22
' 23
24
' 25
26
' 27
28
29
1 30
1 31
June i
2
" 4
" 5
" 6
" 7
" 8
" 9
" 10
" n
" 12
" 13
" M
" 15
- 16
" 17
" 18
" '9
" 20
.198
.188
.160
.138
.146
.152
59
59
56
51
47
53
71
66
6l
59
63
54
72
66
74
65
73
58
3-7
3-4
3-1
2.3
2.8
2.3
81
79
77
65
7i
70
84
82
Si
74
75
74
.172
.172
.170
.160
.174
.168
51
49
59
55
50
48
55
63
64
64
65
67
68
67
68
58
60
68
3-1
30
2-9
2.4
3-1
2-9
68
70
72
67
74
69
74
73
72
67
71
72
.188
.196
.188
.164
.206
.194
51
51
54
41
52
58
69
65
68
55
62
73
67
7i
69
61
54
74
3-6
3-6
3-4
3-5
4-3
4.1
75
69
68
54
65
68
72
72
68
63
60
7i
61
6 3
.286
.226
.202
.200
.182
.190
66
65
59
65
60
60
84
72
?o
70
76
69
81
71
7i
76
75
7i
78
73
63
66
69
73
4-7
3-9
3-5
3-7
3-6
4.0
83
72
74
73
75
68
79
72
74
78
75
73
68
72
66
62
67
75
-174
.158
.228
.214
.228
43
43
62
58
61
57
59
73
71
70
55
56
73
68
66
52
48
68
65
3-3
3-i
4-0
3-8
4-9
58
61
68
71
75
52
35
63
55
61
68
66
7i
65
68
.166
.158
.186
.566
.602
.502
51
52
58
79
78
76
53
58
69
86
87
86
58
58
66
85
87
88
2.7
2.9
3-3
8.4
9-4
7.8
52
59
67
83
83
85
56
59
67
83
83
87
F
83
\
81
.446
.576
364
.324
-274
.192
76
77
67
69
54
48
84
89
86
80
74
73
86f
85
83
81
i
7.0
8.0
5-8
5-2
4-2
3-0
83
88
84
83
76
70
86f
84
84
83
1*
87
35
81
75
73
86
84
83
81
67
.404
340
.282
.250
.232
80
72
68
65
63
83
81
75
70
72
85
82
77
75
74
P
6.8
6.1
4.2
4-1
4-2
ii
80
71
68
67
84
84
76
76
74
P
76*
76*
364
.248
.260
.288
.392
.268
74
64
65
67
72
66
79
69
69
72
83
74
So
75
5-6
4-2
4.6
5-o
5-9
4-3
75
67
65
64
78
60
77
74
7i
1"
73
b
76
81
75
78
75
65
'Average for 22, 23, and 25.
t Average May 30 and June
Average 16, 17, and 18.
| Average 12, 13, and 15.
SUMMARY AND DISCUSSION Of DATA OF 1895-96.
TABLE No. 2. Concluded.
Date.
Nitrogen as Albuminoid
Ammonia in River
Water.
Percentage Removal by the Respective Systems
of Organic Matter Expressed as Nitrogen in
the Form of Albuminoid Ammonia.
Total
Oxygen
Consumer
in River
Water.
Percentage Remova by the Respective
Systems of Organic Matter Expressed
as Oxygen Consumed.
Total.
Percentage
which was
in
Suspension
Warren.
Jewell.
Western
Gravity.
Western
Pressure.
Warren.
Jewell.
Western
Gravity.
Western
Pressure
1896
June 21
" 22
" 23
1 24
" 25
" 26
" 27
" 28
" 29
" 30
July i
2
" 3
4
5
6
" 7
" 8
9
10
" ii
" 12
13
M
15
" 16
" 17
" 18
" r 9
' 20
" 21
" 22
" 23
' 24
" 25
" 26
" 27
" 28
" 29
' 30
' 3i
.222
.224
.460
.326
304
374
53
55
77
65
62
67
67
65
80
67
62
79
72
78
80
4.0
3-7
5-1
6.0
5-i
5-5
63
70
73
67
65
71
70
7i
78
j to
i"
j
j 80
.442
.356
.628
.964
.640
7i
72
82
89
83 -
84
82
9i
93
90
7-4
5-6
10.7
15-0
12. 1
86
80
9i
9i
90
79
88
92
89
73
88
91
89
86*
83*,
92
89
90
90
.258
.398
432
378
346
.224
57
74
75
72
63
52
69
83
83
80
79
73
74
83
H
81
73
i*
1 80
4.8
7.0
6.8
6.6
5-8
4- .4
73
84
82
83
79
77
81
84
1"
88
82
| 7 6
I 87
1"
i*
.382
.310
.420
378
394
.504
72
66
70
76
79
81
80
77
81
84
i"
84
82
84
84
js,
j,i
J8 4
7.0
6.6
8.3
7-0
7.0
8.7
83
82
84
86
j s
87
86
89
87
i*
jn
| 86
| 86
{'
318
494
.824
1.360
2.400
1.320
70
78
89
90
95
9i
81
85
90
9i
96
93
84
87
92
94
97
96
jfi
j.
6.5
7-7
14.9
24.8
35.8
22.6
82
84
90
93
96
92
86
87
92
95
97
95
j.s
i
'{
\
1. 200
I. I2O
.880
I.2OO
.470
89
89
85
90
75
93
94
92
i"
95
94
92
{.
21.7
I 7 .8
19.7
23-4
13.6
93
92
91
l
95
93
91
j,-
84
90
* Average June 30, July I.
228
WATER PURIFICATION AT LOUISVILLE.
TABLE No. 3.
AVERAGE DAILY NUMBER OF BACTERIA PER CUBIC CENTIMETER, IN THE OHIO RIVER
WATER AND IN THE SEVERAL EFFLUENTS, TOGETHER WITH THE AVERAGE BACTERIAL
EFFICIENCY OF THE RESPECTIVE SYSTEMS OF PURIFICATION.
Date.
Bacteria per Cubic Centimeter.
Bacterial Efficiency of the Respective Systems.
River Water.
Effluents of the Respective Systems.
Warren.
Jewell.
Western
Gravity.
Western
Pressure.
Warren.
Jewell.
Western
Gravity.
Western
Pressure.
1895
Oct. 21
" 22
" 23
: 24
' 25
" 26
" 27
" 28
" 29
1 30
1 31
Nov. i
" 2
3
4
5
6
7
" 8
" 9
10
" ii
" 12
13
14
15
" 16
" 17
" 18
19
1 20
" 21
" 22
" 23
24
" 25
" 26
" 27
" 28
" 29
' 30
Dec I
" 2
" 3
4
" 5
" 6
" 7
" 8
9
10
" ii
" 12
" 13
M
15
" 16
" 17
18
" 19
' 20
" 21
" 22
" 23
24
" 25
" 26
148
158
127
118
137
142
40
59
51
50
47
43
55
53
56
59
29
18
73-o
62.7
60.0
57-6
65.7
69.7
62.8
66.5
55-9
50.0
78.8
87.3
114
128
106
183
no
125
37
27
23
9
13
23
40
37
3
15
17
26
67.5
78.9
78.3
95-1
88.2
81.6
64.8
71.1
97-2
91.8
840
79-2
352
126
228
135
187
274
40
13
18
66
83
52
88. 6
89.7
92. 1
51- 1
55-6
81.0
203
188
138
- 33-5
- -5 .
49.6
637
888
292
112
1 80
223
134
639
438
114
123
82
125
79.0
o
51.0
61.0
8 Q
54-4
43-9
166
184
190
74
99
192
165
243
154
85
63
. M3
o
18.9
36.4
25-5
5 600
3400
2300
630
385
. 53 1
400
540
934
88.7
88.7
76.9
92.9
84.1
59-4
5 200
6 500
836
819
812
615
83-9
87.4
84.4
90-5
6800
IO 2OO
6800
4900
990O
9900
917
592
396
297
504
372
360
362
331
245
241
421
86.5
94-2
94-2
93-9
94.9
96.2
94-7
96.5
95-1
95.0
97.6
95-7
8 200
7 200
2 900
2 800
2 2OO
2400
288
295
190
182
122
172
166
223
20 1
'49
126
134
96-5
95-9
93-4
93-5
94-5
92.8
98.0
96.9
93-1
94-7
94-3
94-4
I 90O
2 OOO
2 200
2 OOO
3 200
2 200
M7
135
221
T 59
359
254
143
123
131
70
IOO
3
92.3
92.2
90.0
92.1
88.8
88.5
92.5
93-8
94-0
96-5
96.9
94-9
3700
3400
173
76
69
77
456
452
2OI
155
95-3
97-8
98.1
97-7
87.7
86.7
94.6
95-4
5 200
114
221
483
411
97-9
95-8
90.9
92.2
SUMMARY AND DISCUSSION OF DATA OF 1895-96.
TABLE No. 3. Continued.
229
Date.
Bacteria per Cubic Centimeter.
Bacterial Efficiency of the Respective Systems.
River Water.
Effluents of the Respective Systems.
Warren.
Jewell.
Western
Gravity.
Western
Pressure.
Warren.
Jewell.
Western
Gravity.
Western
Pressure.
1895
Dec. 27
" 28
" 29
1 30
1 31
1896
Jan. i
" 2
" 3
4
5
6
7
8
' 9
10
' ii
' 12
' 13
M
15
" 16
" 17
18
" 19
' 20
" 21
" 22
" 23
24
25
" 26
" 27
" 28
" 29
' 30
' 31
Feb. i
" 2
3
4
5
6
7
8
' 9
10
' ii
' 12
'3
M
15
' 16
' 17
' 18
' 19
1 20
' 21
' 22
' 23
2 4
' 25
" 26
" 27
' 28
- 29
Mar. i
" 2
3
4
5
" 6
" 7
12 OOO
35700
779
i 169
410
813
501
947
358
897
93-5
76.7
96.6
97-7
95-8
97-3
97-0
97-5
12 000
13 ooo
328
375
311
233
529
253
409
268
97-3
97-1
97-4
98.2
95-6
98.1
96.6
97-9
10 700
14 3OO
8600
797
166
151
26l
343
39
245
325
81
258
169
IOO
92.6
98.8
98.2
97.6
97.6
95-5
97-7
97-7
99-i
97.6
98.8
98.8
5 ooo
4 200
4 100
i goo
i 800
2 500
107
54
59
28
94
36
368
93
151
IOO
108
94
207
79
237
78
151
153
97-9
98.7
98.6
98.5
94.8
g8.6
92.6
97-8
96.3
94-7
94-0
96.2
95-9
98.1
94-2
95-9
91.6
93-9
229
202
152
87.9
88.8
93-9
i goo
800
3 ooo
3 200
6 500
7300
38
25
50
73
98
60
193
156
156
181
262
i8g
g8.o
96. g
98.3
97-7
98.5
99.2
89.8
80.5
94-8
94-3
96.0
97.4
61
128
130
159
228
88
147
122
2ig
244
92.4
95-7
95-9
97-6
96.9
89.0
95-1
96.2
96.6
96.6
6400
3 ooo
2600
4 800
3600
7 200
119
51
34
229
170
104
203
142
H7
219
174
192
68
96
1 02
218
194
1 2O
I 7 6
93
136
98.1
98.3
98.7
96.4
94-3
96.0
95-8
96.1
98.4
96.6
94-2
92.6
98.6
97-3
98.6
96.6
93-5
95-4
96-3
97-4
98.1
60
99.2
10600
14700
1 8 200
23400
14 300
21 300
156
470
525
72
57
56
945
i 533
i 770
820
860
651
1586
747
876
98.5
96.8
97-1
99-5
99.6
99-7
91.1
89.6
90.3
93-9
94.0
93-9
89.2
93-0
94-0
549
194
475
188
96.2
99.1
96.7
99.1
62 2OO
55000
71 ooo
30800
55 ooo
29 800
197
i 535
583
220
362
365
639
737
548
805
I 200
669
544
815
686
i 461
967
714
99-7
97-2
99-2
99-3
99-3
98.8
99.0
98.7
99-2
97-4
97-8
97-8
99-1
98-5
99.0
95-3
98.2
97.6
643
i 563
639
1395
99-1
94-9
98.8
95-3
14400
19800
28000
14 800
ii goo
10 800
279
740
i 020
i 701
549
848
763
371
490
427
453
340
950
527
380
362
4og
216
850
98.1
94-9
94-9
93-9
g6.g
92.9
92.9
97-4
97-5
98-5
96.9
97.1
91.2
9 6 -3
98.1
98.7
97-2
98.2
92.1
430
589
139
97-1
95-1
98.7
21 80O
14400
20 700
17400
10 700
20 OOO
107
80
145
2IO
76
206
1079
i 581
919
341
3i8
647
78g
647
467
291
i8g
638
710
547
532
169
99-5
99-4
99-3
98.8
99-3
99.0
95-1
89.1
95.6
98.0
97.0
97.8
96.4
95-5
97-7
98-3
98.2
97-i
95-i
97-4
96.9
98-4
15 ooo
16 200
25 200
4 100
4500
14 800
73
71
202
65
156
I 7 8
821
1451
1941
768
i 575
i 601
236
I OI2
654
476
353
651
497
951
574
676
533
903
99-5
99.6
99-2
98.4
96-5
98.8
94-5
91.0
92-3
81.3
65.0
89.2
98.4
93-8
97-4
88.4
92.2
95.6
96.7
94.1
97-7
83-5
88.2
93-9
44600
33400
29 800
18000
12 2OO
10 500
367
302
548
37i
207
180
2 148
1324
851
718
299
146
i g44
i 062
6g3
797
343
332
2 251
798
612
615
326
470
99-2
gg.i
g8.2
97-9
98.3
98.3
95-2
96.0
97-2
96.0
97.6
98.6
95-6
96.8
97-7
95-6
97-2
96.8
95-o
97.6
97-9
96.6
97-3
95-5
230
WATER PURIFICATION AT LOUISVILLE.
TABLE No. 3. Continued.
Date.
Bacteria per Cuhic Centimeter.
Bacterial Efficiency of the Respective Systems.
River Water.
Effluents of the Respective Systems.
Warren.
Jewell.
Western
Gravity.
Western
Pressure.
Warren.
Jewell.
Western
Gravity.
Western
Pressure.
1896
Mar. 8
" 9
10
" ii
L" 12
13
14
" 15
" 16
" 17
" 18
19
' 20
" 21
" 22
" 23
24
25
" 26
" 27
: 28
" 2 9
' 30
1 31
April i
2
3
4
5
6
" 7
8
9
10
" ii
" 12
13
14
15
16
" 17
IS
" 19
20
" 21
" 22
" 23
24
25
1 26
" 27
" 28
.. " 29
' 30
May i
" 2
3
4
' 5
6
' 7
' 8
9
10
' ii
12
" J 3
14
15
16
" 17
" 18
19
I4OOO
II 500
7700
II 300
II OOO
12 IOO
190
301
223
156
293
161
133
137
121
251
547
203
409
200
1 80
162
233
I4O
239
221
169
372
162
159
98.6
97-4
97-i
98.6
97-3
98-7
99-o
98.8
98.4
97-8
95-0
98-3
97-1
98-3
97-7
98.6
97-9
98.8
98.3
98.1
97.8
96.7
98.5
98.7
16 600
16300
19 700
34400
46 700
57200
76
31
49
122
137
26o
172
86
35
710
850
928
252
302
52O
606
733
349
370
441
800
550
i 087
99-5
99-8
99-8
99.6
99-7
99-5
99-o
99-5
99-8
97-9
98.2
98.4
98-5
98.1
97-4
98.2
98.4
97-9
97-7
97-8
97-7
98.8
98.1
30500
37300
46000
47900
31 900
34 ioo
49 200
25 700
26 700
39 600
27500
31 ooo
27 ooo
I6 4
64
103
136
141
III
123
125
369
263
155
82
116
844
321
182
531
466
164
379
679
845
638
223
20 1
7i
935
368
404
256
294
537
2 221
I 712
I 628
I 023
755
940
185
99-5
99.8
99-8
99-7
99-6
99-7
99-8
99-5
98.6
99-3
99-4
99-7
99.6
97.2
99 i
99 .6
98.9
98-5
99-5
99-2
97-4
96.8
98.4
99-2
99-3
99-7
96.9
99.0
99.1
99-5
99.1
98.4
95-5
93-3
93-9
97-4
97-3
97-o
99-3
1 8 700
18 500
13 800
21 OOO
7300
13 ooo
34
40
105
118
42
25
31
64
129
164
40
4i
9i
76
99.8
99-8
99-2
99-4
99-4
99.8
99-8
99-7
99.1
99-2
96-5
99-7
99-5
99.6
1
9600
7500
3700
I 700
3000
5900
81
28
20
II
33
IOO
99.2
99.6
99-5
99-7
98-9
98.3
4 800
4000
5 500
4400
7700
8 300
34
82
166
no
348
309
6
126
16
23
46
48
99-3
98.0
97.0
97-5
95-5
96-3
99-9
99-7
99-7
99-5
99.4
99-4
6500
6 ioo
7 ioo
4 ioo
5400
7 too
401
605
138
94
104
157
62
1 60
64-
42
61
78
93-8
90.1
98.1
97-7
98.1
97.8
99-
97-4
99.1
99-o
98-9
98.9
7 ooo
6000
5 ooo
5 200
4000
5900
55
57
87
76
50
49
52
45
48
34
17
39
99.2
99.1
98.3
98-5-
98.8
99.2
99-3
99.2
99-o
99-3
99-6
99-3
145
20 1
227
97-2
95-o
96.2
7300
5900
3 600
6500
6400
7 300
44
61
12
37
25
10
32
16
10
37
27
17
232
176
153
167
in
H7
99-4
99.0
99-7
99.4
99-6
99-9
99-6
99-7
99-7
99-4
99.6
99-8
96.8
97-o
95-8
97 -4
98-3
98.4
6 600
4300
1 20
81
75
93
701
324
98.2
98.1
98.9
97-8
89.4
92-5
SUMMARY AND >JSCUSSWN OF DATA OF 1895-96.
23'
TABLE No. 3. Concluded.
Date.
Bacteria per Cubic Centimeter.
Bacterial Efficiency of the Respective Systems.
River Water.
Effluents of the Respective Systems
Warren.
Jewell.
Western
Gravity.
Western
Pressure.
Warren.
Jewell. !
Western
Gravity.
Western
Pressure.
1896
May 20
21
" 22
" 23
1 24
' 25
" 26
" 27
1 28
29
1 30
' 31
June i
" 2
" 3
4
5
" 6
" 7
8
" 9
" 10
" ii
" 12
" 13
14
" 15
" 16
" 17
" 18
" 19
' 20
" 21
" 22
" 23
' 24
" 25
" 26
" 27
11 28
" 29
' 30
July I
" 2
" 3
4
5
" 6
" 7
" 8
" 9
10
" ii
" 12
13
14
15
16
" 17
18
19
1 20
" 21
" 22
1 2 3
' 24
' 25
" 26
" 27
" 28
1 29
' 3
' 31
4800
6 100
5 100
6 100
66
70
50
78
73
70
28
184
124
60
59
98.6
98.9
99-0
98.4
gS.S
98.6
99-5
96.2
gS.O
98.8
99.0
I goo
I 800
4 100
23400
26 100
19700
41
39
130
102
179
92
59
50
84
194
245
322
94
82
ng
261
150
57
97-8
97-8
96.8
99.6
99-3
99-5
96.9
97.2
gS.o
99.2
99.1
98.4
95.1
95-4
97.1
98.9
99-4
99-7
18 800
15 500
13 800
8 500
6400
4900
61
101
45
36
28
25
165
93
60
93
36
44
99-7
99-3
99-7
gg.6
gg.6
99-5
99.1
99-4
99.6
98.9
99-4
99.1
208
53
45
28
18
98.7
99.6
99-5
99.6
99.6
ii 300
10 700
6 600
6 too
13400
if>5
49
42
40
188
104
II
10
ii
40
121
54
II
14
93
98.5
99-5
99-4
99-3
gS.6
99-2
99-9
99-8
gg.S
99-7
98.9
99-5
99.8
99.8
99-3
13500
8 400
ii ooo
10600
1 8 ooo
10500
132
36
74
81
73
86
16
7
27
33
30
161
30
73
99-0
99.6
99-3
99-2
gg.6
99-2
99-9
99-9
99.8
99.6
99-7
98.5
gg.S
99-3
20
53
Si
99-8
99-7
99-2
7700
8000
8300
75oo
6 ooo
10 800
So
141
234
52
86
118
453
550
37
107
56
98.9
98.2
97-2
99-3
98.9
98.5
94-5
92.7
99-4
99.0
99-3
218
* 305
5i
248
97-4
95-9
gg.2
97-7
13300
10 goo
8
5
43
33
99-9
99-9
99-7
99-7
37
99-7
24 200
12 OOO
95
80
72
16
83
42
99.6
99-3
99-7
99-9
99-7
99.6
7400
5 5oo
6 700
g 200
IOOOO
g 600
64
82
69
53
7i
40
353
480
99
10
40
24
48
30
21
60
99.1
98.5
99.0
99-4
99-3
99.6
95-1
91-3
98.5
99-9
99.6
99-7
99-3
99-4
99-7
99-4
110
208
98.9
97-8
7 7f3
10 too
8300
5500
5 7oo
9900
64
33
30
31
ii
23
44
6
8
ii
5
34
78
25
II
IS
99-2
99-7
99.6
99-4
gg.8
99-8
99-4
99-9
99-9
gg.S
99-9
99-7
gg.o
98.2
99-9
99-7
33
48
99-4
99-5
7 ooo
17 100
33 800
27 zoo
31 ooo
17300
24
"3
752
597
I 327
433
9
47
251
103
71
54
22
2O4
623
99-7
99-3
97.8
97-8
95-7
97-5
99-9
99-7
'99-3
99.6
99.8
99-7
99-7
98.8
98.2
234
284
gg.2
98.4
17 800
24 500
9500
12000
6800
306
60
52
12
33
19
6
15
151
156 ,
137
98.3
99-8
99-5
99-9
99-5
99-9
gg-Q
99.8
99-9
99.2
99-4
98.6
214
96.9
2 3 2
WATER PURIFICATION AT LOUISVILLE.
TABLE
SUMMARIES OF
Warren
1
2
3
4
5
6
7
8
Began.. . . \ R ate
Oct. 2 1, '95
IO.OOA.M.
*Iov.25,'95
9-45 A.M.
. '-M
12.08
4.83
8.87
11.83
4.53
8.58
0.42
0.17
0.28
16 970
7599
II 816
16640
7359
"457
741
283
360
o
o
400
250
312
IO
4
6
26.8
19.8
22.3
147
109
122
2O.9
U5
68
3
46
22
4
13
1-34
0.48
0.84
0.89
2
I
1-4
37
106
168
96
20
99
12
42
91-7
60.9
75-0
Nov. 25
9.45 A.M.
Dec. 26
I.I7A.M.
15-31
23.32
6.58
11.22
22.87
6.03
IO.72
0.78
0.15
0.50
32 102
8791
14944
31048
8126
14007
540
297
376
469
O
221
450
180
2O6
10
2
6
25-5
I 9 .2
21.8
155
116
132
20. o
121
131
33
. 59
50
15
27
1-77
o.75
1. 17
1.25
4
I
2.5
9 200
2 COO
4700
479
183
851
80
349
98.2
86.2
92.6
Dec. 26
I.I7A.M.
an. 13, '96
2.15 P.M.;
32-50
12.33
3.60
5.98
12.08
3.28
5.50
1.03
0.25
0.48
16480
3597
6685
15853
3 139
6 215
723
271
374
453
o
M4
300
1 80
198
22
4
II
23.6
I 4 .6
18.9
144
8 9
114
16.6
IOI
66
12
26
870
IOO
230
5-25
1.91
3-79
4.26
5
2
3-3
27700
I 8OO
IO IOO
559
157
928
10
328
99-9
91-3
96.8
fan. 13. '96
12.15 P.M.
Jan. 27
II. 07 A.M.
51-65
7.18
3.62
5-10
6-33
3.07
4-50
o.73
0.53
0.60
7704
3285
4749
6472
2798
4165
479
244
298
440
198
258
400
1 80
218
26
13
16
17.1
M.7
15.4
104
89
93
13-0
79
27
ii
17
IOO
20
410
6.08
3.05
3.6l
4-31
2
2
2.O
to 300
800
4600
84
46
127
25
72
99.2
94.2
98.4
Jan. 27
1 1. 07 A.M.
Feb. 6
2.36 P.M.
66-78
8.70
3-iS
5.82
8.03
2.62
5.15
0.92
o.57
0.67
8011
2771
537
7487
2092
4 745
586
432
497
466
219
253
250
i So
197
3i
12
18
16.8
13-3
15-4
1 02
Si
93
12.5
76
29
8
18
461
200
320
6.83
2. So
3-99
4.87
3
i
2.O
81 ooo
10600
34400
474
136
570
54
290
99.8
96.9
99.1
Feb. 6
2.36 I'.M.
Feb. 13
2. II P.M.
79-84
6.78
3-97
5.27
5.80
3-35
4-59
0.98
0.58
0.68
6082
3683
4788
54(>7
3258
4286
572
437
485
407
234
278
250
180
220
24
17
21
16.3
15-1
15.6
99
92
95
12.
73
21
12
16
967
550
730
4.87
2. 2O
3.70
4.69
3
i
' 2.O
55000
14400
33800
432
252
534
238
350
99-4
98.3
99-0
Feb. 13
2.1 I I'.M.
Feb. 27
4.50P.M.
85-100
8.35
3-45
5.72
8.07
2.87
5-25
0.68
0.28
0.47
8719
3842
6 119
8491
36.M
5735
56i
295
446
493
o
145
300
1 80
219
26
9
13
23.2
16.8
18.2
141
102
110
15.5
94
3i
12
22
486
136
290
6.90
2.19
3-66
4.21
4
i
2.2
21 8OO
4 IOO
I600O
2 3 8
55
219
4i
121
99-7
98.5
99.2
Feb. 27
4.50P.M.
Mar. 20
9.00 A.M.
IOI-I35
6.O7
2-43
4.32
5.78
2.15
3-97
o.55
O.22
o-35
8401
3063
5379
8 182
2885
5 171
i 286
421
509
202
o
10
300
167
181
32
S
13"
25.0
17.6
21.7
152
107
131
18.1
no
32
10
20
2IO
22
40
5.40
I.9I
3.36
3-87
3
i
i-9
44000
45oo
17900
365
59
735
29
224
99.8
95-0
98.8
j Hour
Ended.. ..]B ate
( Hour
C Maximum
Period of operation. (Hours. ) -! Minimum
( Average
( Maximum
Period of service. (Hours.). . ? Minimum
( Average
I Maximum
Period of wash. (Hours.) . . . -! Minimum
( Average
Quantity of applied water. ( Maximum
(Cubic feet.) . . ] M>' mum
( Average
r\ i-i r cii. j ( Maximum
Quantity of filtered water. \ Minimum
(Cubic feet i
( Average
Quantity of wash water. ( Maximum
(Cubic feet.) j Minimum
( Average
Quantity of filtered waste j Maximum
water. (Cubic feet.) . . . j Ml lmum
( Average
Quantity of unfiltered waste \ Maximum
water. (Cubic feet. ).. . . 1 Mlmmum
( Average
Percentage which wash and I Maximum
waste water was of applied -| Minimum
water ( Average
I Maximum
Actual Cubic feet per mill. < Minimum
rate of ( Average
filtra- ,.. i Maximum
tion Mll -^\P eracre ) Minimum
per 24 hours. ..| Ayerage
Ave. net rate j Cubic feet per minute
of nitration, j Mil. gals, per acre per 24 hr.
Net quantity of filtered water I Maximum
per run, in mil. gals. perJ Minimum
Average estimated suspended ( Maximum
solids in river water. (Parts J Minimum
per million.) r Average
Grains of applied sulphate of ( Maximum
alumina per gallon of ap- -J Minimum
plied water f Average
Average grains of applied sulphate of alu-
mina per gallon of net filtered water . . .
Degree of clearness of fil- ( Maximum
tired water. . J Minimum
( Average
Bacteria per cubic centimeter j Maximum
in river water j Mimmum
(. Average
Average maximum number of bacteria per
Average minimum number of bacteria per
cubic centimeter in filtered water
Bacteria per cubic centimeter ( Maximum
in filtered water. . ] Mlnlmum
( Average
( Maximum
Average bacterial efficiency... ] Minimum
( Average
SUMMARY AND DISCUSSION OF DATA OF 1895-96.
233
NO. 4.
RESULTS BY PERIODS.
System.
9
10
11
12
13
14
15
16
17
18
19
20
Mar. 20
Mar. 23
Mar. 30
Apr. 7
Apr. 27
May 18
May 28
June 3
June 9
June 30
July 6
July 21
9.00 A.M.
9.30 A.M.
4.23 P.M.
12.37 P.M.
9. 00 A.M.
II.I4A.M.
2.17 P.M.
3.30P.M.
9- 34 A.M.
3.48 P.M.
2.21 P.M.
4.41 P.M.
Mar. 23
Mar. 30
Apr. 7
Apr. 27
May 18
May 28
June 3
June 9
June 30
July 6
July 21
July 31
9.30 A.M.
4.23 P.M.
12.37 P.M.
g.OO A.M.
II.I4A.M.
2.17 P.M.
3.30P.M.
9.34A.M.
3.48P.M.
2.21 P.M.
4.41 P.M.
g.OOA.M.
136-141
142-178
179-195
196-205
206-240
241-253
254-275
276-284
285-302
303-310
3"-329
330-346
3.08
5.60
8.32
11.80
15-38
21.40
11.23
10.88
10 32
5-23
7.63
7-25
2.48
2.42
2.3O
2.13
7-45
9.20
2.08
5-92
4-43
2.30
3-73
1.22
2.92
4.02
3-95
8.57
11.27
15-15
4-47
7.91
6.77
3-33
5.46
3 71
2.77
5.28
8.00
11.40
14.92
20.90
10.67
10.40
9.87
4.80
7.22
6.90
1.98
2.08
2.03
1.83
6.88
8.78
1.67
5-52
4.07
1.48
3-33
0.65
2-53
3-7
3-65
8.20
10.80
14.67
3-97
7-43
6-34
2.90
5.08
3-28
0.50
0.55
o.35
0.47
0.68
0.60
0.60
0.58
0.62
0-57
o.47
0.55
0.30
0.25
0.27
0.28
0-35
0.35
0-35
0.40
0-33
0-37
0-33
o.35
0.37
0.32
' 0.30
0.37
0.47
0.48
0.50
0.48
0-43
0.43
0.38
0.43
3426
5889
8515
15366
18 164
21 296
12 607
10865
13326
6 496
10629
9273
2569
2 256
2 266
2 118
8240
IOO&O
2085
7 154
5518
2337
4451
1471
2991
4 112
4 016
10015
13394
16044
5049
8737
8617
4188
6876
398i
3248
5740
8086
15378
18283
20485
12 786
10927
13473
6594
9826
9382
2 129
2 028
2 117
I 959
8343
8622
2 131
7292
5549
2030
4500
617
2737
3952
3857
10016
13485
15 540
4672
8726
8590
3966
68go
3871
517
556
521
650
1073
1389
884
728
683
670
646
878
429
353
400
421
463
611
557
617
506
473
515
424
468
440
450
518
684
985
707
672
569
563
572
622
o
o
o
o
o
o
o
o
o
b
o
o
o
o
o
o
o
o
o
o
431
228
430
176
404
150
298
44
61
386
44
412
158
167
158
44
35
44
35
44
35
44
26
44
239
177
189
118
61
70
68
44
44
127
43
158
37
28
27
28
II
9
33
10
II
41
* 15
79
18
II
8
4
4
4
6
6
4
10
6
8
24
15
16
6
6
7
16
8
7
17
9
19
19-5
18.9
18.4
25.0
21.8
19.7
23.2
22.7
23.0
23.3
23-3
23.1
17-3
16.2
16.8
17.4
19.7
16.1
15.6
16.4
21.
22.2
22.1
13.1
17.9
17.8
17.6
20.6
20.8
17-7
19.7
19.6
22.6
22-7
22.6
19.7'
118
114
in
152
132
Iig
141
137
140
142
142
141
105
98
1 02
105
119
98
95
99
127
134
134
80
108
1 08
107
125
126
107
119
119
137
137
137
119
13.0
12.7
14.2
18.3
!8. 5
17.1
15-9
16.9
19.7
17-4
I 9 . 1
14-3
79
77
86
III
112
104
96
I O2
119
105
116
87
12
22
33
61
73
84
49
43
53
24
34
35
6
7
7
6
31
35
6
27
20
7
16
5
10
15
14
39
52
52
18
31
33
15
26
13
I 276
660
I 131
370
1 80
200
829
459
582
1674
637
3347
993
338
400
70
57
38
540
1 60
210
720
igo
I 050
i 130
450
800
180
100
90
680
290
295
i 090
440
I 740
6.60
9.08
6.72
1.92
2.68
1. 80
5.90
5-33
4.67
6.07
5-75
g.62
5-21
2.78
3.25
0.73
0-49
0.83
3-16
2.32
I.IO
3-37
2.29
3-36
5-97
4-43
5.07
1.33
1.41
1-33
4-52
4-03
2.64
4.61
3.02
6.27
7-85
5-22
6.03
1.42
1.50
i-43
5-50
4-38
2.84
5-55
3-32
7-75
2
5
3
3
3
2
2
2
2
3
4
5
2
2
2
i
i
I
2
I
I
i
2
2
2.0
2.8
2.6
2.O
2.1
1.6
2.0
1-7
1.7
2.0
2.2
3-1
60 loo
55400
42700
17 800
7400
10 500
28 7OO
14000
13900
24 2OO
17 loo
34 loo
41 600
25 700
19 200
4 ooo
3 700
i 500
8 20O
4 goo
6 500
9500
5 500
95oo
54600
40300
27700
9500
5 600
4500
20 IOO
8600
9500
15000
8 900
22 IOO
^00
211
2O1
l6e
T JO
1 12
C
16*3
80
604
J^V
IO.1
78
*VJ
III
ivg
62
LI|M
7-7
2O
DO
23
***j
M
U\J
IQ
22^
ll-f
329
/"
245
635
295
/ J
1075
*y
116
293
*J
87
^ D
298
105
J"
95
^^3
i 475
93
50
35
23
II
32
40
22
20
40
i?
13
181
1 2O
145
113
137
57
106
40
106
70
47
354
99.8
99-9
99.8
99.8
99.8
99-4
99.8
998
99-7
99-7
99-8
99-9
99.4
95-4
99-7
96.3
85.5
97-4
98.7
99.8
95-3
99.0
98.6
94-7
99-7
99-7
99-5
98.8
97-5
98.7
99-5
99'5
98.9
99-5
99-5
98.4
234
WATER PURIFICATION AT LOUISVILLE.
TABLE No
SUMMARIES OF RESULTS
Jewel
1
2
3
4
5
6
7
8
Began... . . -I ate
Dct.2i,'95
12.03 p -M-
S T ov 21/95
II. 38 A.M.
I-I2
21. IO
5.20
I3-I7
20.78
4.85
12.82
0.50
O.27
0-35
36355
7896
19889
34677
7781
19363
731
259
519
O
o
235
32
104
8
2
3
27.8
22.9
25-3
112
93
1 02
24.4
99
99
20
54
25
7
16
2.41
0.40
0.68
0.70
3
i
1.6
675
126
371
473
56
367
26
154
83.1
o.o
59-o
Nov. 21
[1.38 A.M.
Dec. 24
1-36 P.M.
13-20
28.83
16.60
21.97
26.10
15.93
21.40
0-95
0.33
o 57
40391
21 730
30524
38352
20488
29701
856
534
676
o
o
214
32
IOO
3
2
3
24-5
21.5
23.1
99
87
93
22.5
105
59
82
35
15
26
1.26
0.48
0.87
0.90
3
i
1.6
8 700
2 IOO
4400
611
"5
659
77
271
97-3
83.5
93-8
Dec. 24 .
1.36 P.M.
fan. 13, '96
9.44 A.M.
21-29
16.30
6-97
II. OO
15-65
6.57
10.38
1.03
037
0.62
21 089
7932
13673
21 335
7947
13643
I 025
467
665
443
o
122
32
32
32
II
3
6
23.1
20. i
21.9
93
81
89
19-5
79
57
20
36
850
80
345
4.42
1.25
2-35
2.50
5
2
3-2
27 6OO
I 8OO
9700
550
162
546
202
297
98.2
88.8
96.9
"an. 13, '96
9.44 A.M.
Jan. 25
2.OO P.M.
30-34
23-55
16.08
18.80
23.12
15-57
18.38
o 52
0.32
0.42
354io
22 289
2(> 464
34946
22351
26442
458
432
443
301
60
32
32
32
4
i
2
25.2
23.4
24.0
IO2
95
97
24.1
97
97
60
73
60
20
35
1. 12
0.83
0.96
0.98
3
2
2.6
6800
I 300
3 800
315
105
248
164
1 86
96-3
86.4
95-1
Jan. 25
2.OO P.M.
Feb. 6
2.33 P.M.
35-39
14.58
8.55
H-35
14-23
8.22
10.87
0.83
0-33
0.48
2O6O7
II074
15299
20433
10715
15 O62
6l 7
383
447
310
o
136
32
32
32
9
2
4
24.0
21.2
23.1
97
86
93
21.6
87
56
28
41
460
250
320
2.32
1. 21
1.72
1. 80
5
2
3-7
54 loo
10 900
22 900
i 779
912
2372
688
1088
98.0
86.0
95-3
Feb. 6
2.33 P.M.
Feb. ii
9.45 A.M.
40-42
9-63
8-33
9.02
9-35
7.80
8.45
0.87
0.28
0.57
13 280
10225
ii 509
13 127
10 22O
11319
538
49
517
403
134
32
32
32
9
4
6
23-4
21.5
23-3
95
87
94
22.5
91
35
27
30
970
580
730
2-39
2.16
2.25
2.40
4
2
3-o
41 200
14 400
33 loo
1446
418
1346
740
960
981
94-9
97.1
Feb. ii
3 45A.M.
Feb. 29
3.58 A.M.
43-52
20 55
7-95
13-52
20.07
7-45
12.95
0.83
0.37
o.57
22575
to 224
16 523
22 950
10237
16770
810
505
579
308
66
32
32
'?
2
4
29.0
14.0
21.6
118
57
87
19.6
79
62
27
44
430
1 20
290
4.82
1.36
2.78
2.90
5
2
2.9
21 800
4700
15 6OO
2OO2
245
I 6OO
504
I OI5
97-4
90.6
93 5
Feb. 29
3.58 A.M.
Mar. 20
3. 37 A.M.
53-64
24.17
6.73
11.84
23.80
6.30
11.54
0-43
0.25
0.30
35421
S 790
17404
35 292
8 840
17634
844
442
559
97
8
214
31
10
2
3
30.1
23-4
25-5
122
95
103
24-5
99
96
22
47
2IO
50
70
1-55
0.65
1.06
i. ii
5
2
34400
9400
18 500
779
124
1645
35
533
99-6
94-7
97-i
( Hour
Ended . . J R ate
( Hour
Runs included in period
I Maximum
Period of operation. (Hours.) 1 Minimum
( Average
C Maximum
Period of service. (Hours.). . 1 Minimum
( Average
( Maximum
Period of wash. (Hours.). . . . -J Minimum
( Average
Quantity of applied water. Maximum
(Cubic feet. ).. 3 Minimum
( Average
Quantity of filtered water. j M' '
( Average
Quantity of wash water. ] Maximum
(Cubic feet.) ] Minimum
( Average
Quantity of filtered waste ] Maximum
water. (Cubic feetj. 1 Minimum
( Average
Percentage which wash and j Maximum
waste water was of applied -j Minimum
f ( Maximum
Actual Cubic feet per min. 1 Minimum
rate of I ( Average
filtra- i .,.1 , ( Maximum
tion Mil. gals per acre i Minimum
[ P er2 * hours ---( Average
Ave. net rate j Cubic feet per minute
of filtration j Mil. gals, per acre per 24 hr.
Net quantity of filtered waste] Maximum
.per run, mil. gals, per acre j M '' mum
( Average
Average estimated suspended I Maximum
solids in river water. (Parts -J Minimum
per million) ( Average
Grains of applied sulphate I Maximum
of alumina per gallon of-| Minimum
applied water r Average
Average grains of applied sulphate of
alumina per gallon of net filtered water.
Degree of clearness of filtered ( Maximum
water ] Minimum
( Average
Bacteria per cubic centimeter j Maximum
in river water,. {Minimum
( Average
Average maximum number of bacteria per
cubic centimeter in filtered water
Average minimum number of bacteria per
cubic centimeter in filtered water
Bacteria per cubic centimeter] Maximum
in filtered water. . . . 1 Minimum
( Average
I Maximum
Average bacterial efficiency. . < Minimum
( Average
SUMMARY AND DISCUSSION OF DATA OF 1895-96.
235
4. Continued.
BY PERIODS.
System.
9
10
11
12
13
14
15
16
17
18
19
20
Mar. 20
Mar. 21
Mar. 30
Apr. 7
Apr. 27
May 18
May 28
June 3
June 9
July i
July 6
July 22
9-37 A.M.
5. 08 P.M.
10. 30A.M.
9.23 A.M.
9.25 A.M.
1. 12 P.M.
II.O5 A.M.
2. 2O P.M.
10.56 A.M.
3-55 P.M.
2. 2O P.M.
1 0.24 A.M.
Mar. 21
Mar. 30
Apr. 7
Apr. 27
May 18
May 28
June 3
June g
July i
July 6
July 22
July 30
5.08 P.M.
10.30 A.M.
9.23 A.M.
9.25 A.M.
1. 12 P.M.
11.05 A.M.
2. 2O P.M.
10.56 A.M.
3-55 P-M.
2. 2O P.M.
IO. 24A.M.
ii. 37 A.M.
65-69
70-96
97-1 i i
112-125
126-148
149-158
159-184
185-204
205-234
235-238
239-256
257-272
3-58
8.83
6. 02
16.92
21. OO
34-77
8.55
8.68
13-68
7.0O
8.97
8.52
2-73
3-17
i. 08
S.go
5-57
13-77
0.93
1. 08
1-43
1.85
1.98
0.72
3.20
5.65
3.86
9-79
16.90
21.63
2.65
3-55
5.02
4-25
5-55
3-48
3-18
8.53
5-77
16.62
20.70
34-48
8.30
8.45
I3-I5
6.5O
8-57
7.98
2.38
2.63
0.15
3.67
5.40
13-50
0.63
0.82
1.18
1-43
1.28
0.52
2.85
5-35
3-53
9.52
16.62
21.35
2-43
3-30
4.70
3-85
5-13
3.10
0.43
0.70
0-93
0.32
0.48
o.35
0.30
0-35
0.77
0.50
0.38
0.60
0.27
0.18
0.23
0.2O
0.17
0.20
0.17
O.2O
O.2O
0.23
0.27
O.20
0-35
0.30
0-33
O.27
0.28
0.28
O.22
0.25
0.32
0.40
0.42
0.38
4437
12 l8l
7814
23 952
3I3I9
51 286
12533
12540
18448
9046
12274
12 274
3283
3903
776
5158
8 623
21 OI2
I 032
2637
2380
2062
2316
858
3948
7427
5050
13641
25565
33604
4 220
5627
7 !29
5553
7699
4024
4434
12513
8015
24483
32 264
51483
12 22g
12463
17699
8971
12396
9903
335
3770
183
5 286
8817
20795
i 041
I 806
2 091
1 860
i 888
855
3989
7659
5094
13927
26 225
34174
3904
5443
7105
5 360
7497
4038
625
617
745
1073
874
732
799
801
1996
M43
I 105
I 078
469
395
464
427
. 398
508
469
486
515
958
582
376
555
510
598
636
580
606
59 1
587
756
I 151
860
772
12
245
592
o
176
93
206
107
763
81
417
"3
o
o
o
o
o
o '
2
17
75
o
9
12
15
19
78
43
73
10
114
o
274
O
o
o
214
o
187
198 :
O
o
O
o
o
o
o
23
o
15
o
o
o
7
o
20
37
18
22
142
8
6
3
47
20
31
51
50
63
ii
5
7
3
i
I
6
5
5
16
6
IO
15
7
13
5
2
2
15
ii
12
21
12
20
23.8
25.2
24.9
25.3
27.2
29.6
34-5
35-2
37-0
23.8
25.0
30.9
22.6
22.7
20.3
23.2
25.1
24.4
20.5
24-5
22.4
21.6
23.1
18.2
23-3
23-8
24.0
24.4
26.3
26.7
26.8
27-5
25.2
23.2
24.2
21.8
96
IO2
IOI
1 02
no
1 20
140
143
ISO
96
IOI
126
91
92
82
94
IOI
99
83
99
91
87
93
74
94
96
97
99
106
108
108
in
102
94
98
88
17-5
20. 2
19.0
22.2
24.6
25-4
22.6
23-5
20.7
17.1
20. i
15-5
71
82
77
90
IOO
103
91
95
8 4
69
81
63
105
32
20
65
86
141
32
33
45
21
3i
24
7
8
o
13
22
57
2
5
5
3
3
I
9
19
12
3 6
70
9i
IO
14
i?
12
19
9
I 280
73
I 130
350
190
130
830
460
590
I 7OO
690
3400
990
340
490
70
60
40
4OO
160
1 80
I OOO
190
i 200
I 130
450
850
160
IOO
80
640
300
340
I 310
450
i 860
5.40
5-23
6.32
2.23
3.66
1.84
6.92
7-70
7.61
7-45
7.17
12.62
2.88
2.39
3-10
0.96
I-I3
0.56
1.46
3.52
1.29
5.30
4.26
5.76
4.17
3-44
4-36
1-34
1.76
1.26
4.76
4.96
4-29
6.35
5.65
8.58
4.91
3-70
5.O2
1.41
1. 80
1.29
5.60
5-58
5.00
8.14
6.58
10.72
3
4
3
2
2
2
4
2
2
3
2
3
3
2
2
I
I
I
i
I
I
I
I
2
3.0
2.6
2.6
1-4
1.2
1.4
2.7
1.8
1-3
i-7
1.6
1.2
60 100
53000
42 7OO
19000
8300
6 200
32500
16 700
18000
24 200
17 ioo
37300
41 600
25 900
I94OO
3 ioo
3700
i 800
8 200
4300
6000
12 200
5 ioo
9500
55 300
40 ioo
28 ioo
8000
5700
4300
19 300
8 800
9300
ISOOO
9300
22 IOO
581
110
12^
684
rcg
2IQ
98
122
3>J *.
2/11
t^TP
264
if -j
27
oe
* O u
o -2
* 7
68
V
2Q
26
1905
*>l\-\
I 250
1495
^ /
164
*D
1 6O
JJ
92
475
107
655
*v
127
409
745
440
103
32
8
12
38
22
7
5
4
3
6
968
416
522
50
4 8
73
IgO
47
9i
43
62
86
99-3
99-7
99.8
99-8
99-7
98.8
99-8
99-9
99-9
99-9
99-9
99-9
96.6
97-7
95.0
98.2
97.6
94.9
97.6
98.9
91.0
99-5
94.1
97-8
98-3
99-o
98.1
99-4
99-2
98.3
99.0
99-5
99.0
99.8
99-3
99.6
236
WATER PURIFICATION AT LOUISVILLE.
TABLE
SUMMARIES OF
Western Gravity
1
2
3
i
4
6 6
7
8
( Date
)ec.24,'95j
9.42A.M.
an. 14, '96
0.52A.M.
2-16
23.13
2.38
8.C2
22.75
1.88
7.70
0.50
0.17
0.32
13 036
i 564
4544
12 679
982
4267
616
162
419
242
37
IOI
400
50
169
48
5
15
n.6
7-9
9.2
72
48
57
8.0
49
51
4
17
870
80
290
an. 14, "96
0.52A.M.
Jan. 27
9.29 A.M.
17-26
13-93
6.72
8.37
13-40
6.42
8.07
0-53
O.20
O.3O
II 766
73"
9969
II 534
6989
9632
864
350
448
215
74
129
347
o
208
12
7
8
24-7
II. 4
19.9
152
70
123
18.3
"3
45
28
39
50
17
27
1.65
0.71
1.07
1.16
2
I
1.6
7300
i 900
4 800
195
- 98
228
68
148
98.6
92.6
96.9
Jan. 27
9.2gA.M.
Feb. 7
9.23 A.M.
27-39
7.90
3.28
4.95
7.70
2.98
4.67
0.32
O.2O
0.28
7098
2305
4058
6982
2 009
375
839
269
466
174
40
103
6OO
50
25O
50
7
20
I5.I
10.7
13.2
94
64
81
II.
68
28
6
14
460
200
320
2.79
1.23
1.86
3-32
4
I
2.2
8l OCO
I200O
37 600
880
386
1586
127
679
99.0
92.7
98.2
Feb. 7
3.23 A.M. i
Feb. II
9.21 A.M.
40-48
3.83
1.88
2.82
3-57
1.62
2.52
0.40
0.27
0.30
3375
i 240
2257
2748
951
i 805
503
256
404
227
109
151
400
IOO
301
66
23
3S
15-9
5.8
ii. 7
98
36
72
8.3
51
10
2
6
970
640
780
Feb. ii
g.21 A.M.
Feb. 28
2.12 P.M.
49-80
7.07
0.50
3.68
6.80
0.25
3-43
0.38
0.17
0.25
6967
258
3 206
6812
79
2951
620
97
425
179
3i
104
730
o
154
146
9
21
19.2
5-3
14.4
118
33
89
ii. 5
71
27
ii
560
no
280
9-33
0.78
i-94
2.46
3
i
1-5
28 ooo
4 loo
16 200
652
3"
i 137
69
541
99-5
93.0
96.7
Feb. 28
2.12 P.M.
Mar. 20
O.Og A.M.
81-100
11.77
2.48
7-30
11.47
2.23
7.07
0.32
0.18
0.23
13798
2 552
S 502
13 50
2087
8236
613
4O2
527
218
41
98
420
70
178
42
5
9
20.3
13.9
19-5
126
85
121
17.7
IOg
56
6
33
2IO
40
67
1.42
0.59
0.78'
0.86
2
I
1-5
39700
7700
22 OOO
735
285
1941
140
520
98-9
95-1
97-6
Be & an JHour
FnrfeH i Date
Ended ' ' ' ' \ Hour
( Maximum
Period of operation. (Hours. )x Minimum
( Average
( Maximum
Period of service. (Hours.). . \ Minimum
( Average
( Maximum
Period of wash. (Hours.). . . -1 Minimum
( Average
( Maximum
Quantity of applied water. I Minimum
(Cubic feet.) (Average
r r ,^ , ( Maximum
Quantity of filtered water. \ Minimum
(Cubic feet ) . .
( Average
._. ... , , ( Maximum
Q rCubcfeen Minimum
eet -> (Average
.,..,, i Maximum
Quantity of filtered waste \ Minimum
water. (Cubic feet.) } Average
( Maximum
Quantity of unfi tered waste \ Mjnimum
water. (Cubic feet.) ^ Average
Percentage which wash and ( Maximum
waste water was of applied J. Minimum
water ( Average
I Maximum
Actual Cubic feet per min. -J Minimum
rate of ( Average
filtra- i Maximum
Son. Mil. gals per acre \ Minimum
per 24 hours... -| Average
Ave net rate j Cubic feet per minute
of filtration, j Mil. gals, per acre per 24 hr
Net quantity of filtered waste j Maximum
per run, in mil. gals, per-! Minimum
acre 1 Average
Average estimated suspended ( Maximum
solids in river water. (Parts -j Minimum
per million.) ( Average
Grains of applied sulphate of ( Maximum
alumina per gallon of ap- ! Minimum
plied water ( Average
2.67
3.14
3
i
i-7
32400
i 800
8 200
396
214
783
81
302
98.8
93-2
9-3
3.22
5.20
3
I
2.0
55000
14400
34500
Average grains of applied sulphate of alu-
mina per gallon of net filtered water . . .
, ,-, ( Maximum
Degree of clearness of fil- \ Minimum
tered water J Average
Bacteria per cubic centimeter Maximum
in river water (Average
Average maximum number of bacteria pei
Average minimum number of bacteria pei
cubic centimeter in filtered water ....
Bacteria per cubic centimeter^
m filtered water { Average
( Maximum
Average bacterial efficiency. . < Minimum
( Average
I 600
252
679
99-3
95-9
98.0
SUMMARY AND DISCUSSION OF DATA OF 1895-96.
237
No. 4. Continued.
RESULTS BY PERIODS.
System.
9
10
11
12
13
14
15
16
17
18
19
20
Mar. 20
July 2
July 10
July 24
10 09 p M.
9 37 A.M.
9.32 A.M.
IO.55 A.M
Tulv 2
Tulv 10
Tulv 24.
Tulv **i
9.37 A.M.
9.32 A.M.
IO.55 A.M.
5.17 P.M.
IOI-IO6
107-114
II5-I2O
I2I-I23
1.23
4.48
8.12
6.23
0.78
1.25
1.78
1.25
I.O7
2.O5
4.70
3.75
I.OO
3.97
7-37
3-3
0.53
0.80
1.13
I.OI
0.79
i 57
4 08
2 S,^
0.58
0.60
0.75
2.73
0.17
0.40
0.43
0.23
0.28
0.48
,0.62
1.22
I 133
3 537
7023
4788
616
935
I 248
I OI4
996
I 564
4067
2 920
I 081
3 2 53
6 753
2981
280
613
i 005
715
580
i 262
3 760
2 O27
784
892
qio
I 208
45
47O
727
631
H68
6O I
806
9OI
322
36O
393
I 672
59
I7Q
1 06
61
129
261
284
688
660
IOO
240
240
4
o
o
130
287
52
IO2
200
119
Q-l
5
QI
13
3-7
10
46
99
58
20
61
19.3
TA T
m 7
14 2
8.8
12 8
id 8
12.5
I -a c
1C -3
I a -3
119
80
IOI
55
B
06
77
87
86
1.6
10
6c
2
26
g
o
6
o
6
I 3OO
QQO
I IIO
C Sn
c iR
8 58
4
4
13.4
6*3 ^OO
41 600
51 800
I OOO
500
736
65
QQ.2
97.6
08 i
98.6
08 o
1
WATER PURIFICATION AT LOUISVILLE.
TABLE No.
SUMMARIES OF
Western Pressure
1
2
3
4
5
Jan. 27
3-51 P.M.
Feb. 7.
9.32 A M.
15-21
8.73
7-25
8.00
8.27
6.97
7.63
047
0.28
0-37
II 660
7656
9 609
11479
7431
9395
790
471
626
-280
1 66
214
o
o
12
7
9
24.0
16.4
20.5
170
Ji5
146
18.3
130
53
33
42
464
244
340
2.64
i-39
2.04
2.24
5
i
2.4
71 ooo
12 4OO
39OOO
I 087
428
I 461
188
76O
99.1
93-2
98.1
6
7
8
Feb. 27
2.IOP.M.
Mar. 20
9. 2O A.M.
45-52
25.42
8.50
19.40
25.17
8.00
19.05
0.50
0.25
0-35
35056
10445
26859
34825
IOOOI
26 642
898
606
749
444
101
218
o
o
12
2
4
24.2
20.8
23.3
171
148
165
22.2
157
166
44
125
210
40
70
1-44
0.69
0.84
0.86
3
i
1.8
37500
8 700
17 800
i 549
221
I 382
233
556
98.2
91.8
96.9
Beaan 1 Date
Dec.23,'95
IO.35 A. M
Jan. 1 4, '96
11.03 A. M
I-IO
32.72
6-55
12 02
32.38
6.1 3
II.&7
0.42
0.22
0.35
43978
6 906
13 690
43 703
"745
13 550
760
493
653
185
81
143
o
o
12
2
6
22.5
14.8
19-4
160
105
138
17.9
127
209
32
62
870
100
320
Jan. 14, '96
II. 03A.M.
Jan. 27
3 51 I-.M.
11-14
28.47
18.55
22.92
iS.08
18.25
22.54
0.55
0.30
0.38
47 172
31 213
35382
46939
31 M7
35 156
683
638
663
309
176
225
o
o
3
2
2
28.4
22-3
27.8
202
158
197
25.2
I 7 8
225
142
168
IOO
20
42
1.37
0.87
1. 06
1. 08
2
I
I.I
7 ooo
2 300
4 800
421
82
322
116
206
96.8
95.0
95-7
Feb. 7
9.32 A.M.
Feb. ii
11.32 A.M
22-27
8.27
2.72
4-35
7-97
2.55
4.07
0.32
0.27
0.28
9722
3263
5 128
953*
3081
4938
662
43i
520
269
141
190
o
o
21
9
14
26.5
18.4
20. 2
188
131
143
16.9
119
43
13
21
967
636
750
3.08
0.71
3-22
3-75
3
i
2.0
55000
14400
32500
i 027
459
967
166
68 1
98.9
95-8
97-9
Feb. ii
11.32 A.M.
Feb. 27
2. IO P.M.
28-44
13.13
3-23
6.55
12.78
3.02
6.25
0.38
O.22
0.30
17 997
3896
8368
17819
3739
8 219
832
375
602
271
68
149
o
o
17
5
9
23-5
19.9
21.9
166
141
155
19.4
138
83
16
39
500
126
290
4-23
i. 06
2.25
2.48
5
I
2.4
28000
10700
16 600
829
257
975
151
544
99-2
91-3
96.7
Began \ Hour
Ended.. .J ate
j Hour
Runs included in period
(' Maximum
Period of operation. (Hours.) \ Minimum
( Average
(Maximum
Minimum
Average
( Maximum
Period of wash. (Hours.) . . . -J Minimum
( Average
Quantity of applied water. Maximum
iCnhir frpt ^ 1 Minimum
( Average
Quantity of filtered water. (Maximum
(Cubic feet.) j Minimum
( Average
Quantity of wash water. j Maximum
iCiMr fret > 1 Minimum
( Average
Quantity of filtered waste j Maximu
^Qfpv (PnH.v feef \ "i Minimum
( Average
Quantity of unfiltered waste ( Maximum
m i.- r i \ X Minimum
water. (Cubic feet.)
( Average
Percentage which wash and I Maximum
waste water was of applied < Minimum
water ( Average
( Maximum
Actual Cubic feet per min. ) Minimum
rate of , ( Average
arl-.jje-JSs
^ ( Average
Ave. net rate j Cubic feet per minute
of filtration j Mil. gals per acre per 24 hr.
Net quantity of filtered waste ( Maximum
per in, ini.il. gals, per acre jJJEjJ 1
Average estimated suspended ( Maximum
solids in river water. (Parts 1 Minimum
per million. ) ( Average
Grains of applied sulphate ("Maximum
of alumina per gallon of ! Minimum
applied water (^ Average
2.67
2.84
2
I
1.6
35 7oo
I 800
9 200
459
183
I 032
107
287
98.8
93-9
96.9
Average grains of applied sulphate of alu-
mina per gallon of net filtered water. . . .
Degree of clearness of filtered j Maximum
water ) Mlmmum
' ( Average
Bacteria per cubic centimeter ( Maximum
vpr water 1 Minimum
( Average
Average maximum number of bacteria per
cubic centimeter in filtered water
Average minimum number of bacteria per
cubic centimeter in filtered water
Bacteria per cubic centimeter ( Maximum
in river water 1 Minimum
( Average
i Maximum
Average bacterial efficiency. . . ) Minimum
( Average
SUMMARY AND DISCUSSION OF DATA OF 1895-96.
4. Concluded.
RESULTS BY PERIODS.
System.
9
10
11
12
13
14
15
16
17
18
19
20
Mav 7
May 18
May 28
Tulv i
Tulv 6
g.2O A.M.
9.19 A M.
9.14 A.M.
9-OO A.M.
May 1 8
9.15 A.M.
Mav 28
12. l8 P.M
June 3
5.19 P.M.
9.45 A.M.
July i
g.OO A.M.
lulv 6
9.12 A.M.
Tulv 22
9. 05 A.M.
9.19 A.M.
9. 14 A.M.
58 82
g.OO A.M.
8 7 Q.1
9.15 A.M.
12. 18 P.M.
5.19 P.M.
TT1-IC7
945 A.M.
158 183
g.oo A.M.
9.12 A.M.
225-228
9.05A.M.
3-43 P.M.
8 52
22.58
54 -6 2
14. 12
7 17
8.QO
3.73
8.52
2 08
7 28
II QO
20 87
O 7O
o 80
O 77
I .41
I 48
3.28
4-33
5.95
8.73
5-55
8.27
13-94
22.37
n . 60
39-97
54.67
20 63
2.O9
13.00
O. ^2
2.62
7.08
o 6^
3.32
8.57
O 57
2.IO
3.12
O.Q2
3-77
8.27
I 22
2-43
4-lS
O 71
c 67
c 27
13 62
1.82
I 60
1 17
0.38
o 40
o. 53
1 .40
O 51
0.45
O.55
O.6O
I IO
O 21
O 22
O 21
o. 15
o it;
O 15
0.38
O 21
O 17
o 28
o 28
O 12
O 12
O 27
O 27
O. 5O
1 787
8 7Q7
8 746
8 224
1 511
8551
2 1O7
16 048
21 446
C-IQ
821
7Q7
I 251
I 578
647
c r66
ae 4O7
1 458
3 688
8 87=;
8215
8 1?Q
1684
2043
2 871
3070
2062
16053
18 883
21 786
je c6l
464
I 764
750
713
1 l6o
935
I 6l5
I 281
6, 7
I 777
763
621;
962
625
764
656
791
481
783
6lO
I 257
1IO
857
180
794
124
79 8
735
936
564
831
d8.i
696
617
671
187
577
766
658
204
IQI
245
27O
12Q
I 255
286
253
206
374
742
128
c8
86
68
IO7
44
AC.
53
7Q
C-5
27
1^6
168
165
rii
IOO
I2T
214
175
o
o
o
o
o
o
o
o
o
o
o
o
o
o
o
o
o
o
o
o
o
AA
ai
40
6
4
2l8
61
84
81
54
I5O
22
IO
3
2
8
6
7
30
IO
17
2O
1 5
17
4
2
^8
24
20
12
25
18 5
24.2
17 6
20 8
17.2
2O 2
15 6
I a e
ij 6
1 1 . 7
22 . I
14 .0
12 .6
11 O
16.7
16.8
15 . 4
111
16 2
16 4
ICQ
23. I
16 2
18 4
17 .0
17. 1
14 6
lafi
I 12
171
125
148
122
141
06
IO1
83
157
QQ
8q
O2
118
IIQ
IOQ
III
n5
1 12
164
1 06
1 14
ill
1 2O
121
H i
I 2 5
22 I
14 5
O "\
7. ^
12 2
7 6
70
Q4
88
157
1O2
67
88
08
51
86
51
1A
08
58
148
215
c.7
17
45
12
11
6
7
7-7
IO4
o
I
2
1 1
21
2O
89
168
6
IO
13
4
13
I
i 276
660
I 131
185
ICQ
820
582
870
56O
2 170
118
152
7O
EQ
4OO
2OO
870
22O
780
6OO
28O
870
4 06
5.16
I 07
1.87
10. 70
7 48
8.58
5.58
7. 55
I q6
2 .40
o 68
o 51
I QI
1 . 52
4-53
2 6l
a 16
i 06
i 16
4 4
4 .01
4 62
3 80
4 J 7
I IO
I . IQ
7,11
c -ac
5 . 12
10.20
6.18
4
5
a
rt
a
2
2
2
2
a
2 O
3
3-2
2. 2
2 .O
4 O
2 1
2. I
i.o
2.O
55 400
1Q 6OO
.
7 QOO
6 800
21 2OO
25 4OO
1 8 500
c6 1OO
40 600
26 ooo
5 800
1 QOO
21 QOO
8 300
10 400
8 100
810
i 168
067
248
875
no
CQ'l
4IQ
614
Ije
44
27
I 151
1 276
2 545
267
ci2
448
I OOO
157
646
76
8
g
7ft
778
726
776
1 80
76
ci
QQ 1
QQ.6
08.1
08 1
98 o
QI .4
QO ^
98 I
98 6
98 2
07 .O
98 6
2 4 o WATER PURIFICATION AT LOUISVILLE.
TABLE No. 5.
GRAND TOTALS AND AVERAGES FOR THE ENTIRE INVESTIGATIONS.
Warren
System.
Jewell System.
Western
Gravity
System.
Western
Pressure
System.
Total peri
of 24 hot
Total num
Total num
Total qu
water b
cubic fee
Average ,
per run
Average a
Average g
phate of
Average b
89.76
83.76
6.00
347
334
2473518
2 404 357
176285
17 292
49 611
6h. 27m.
6h. oim.
26m.
745
7124
528
51
149
19.9
114
2.70
3.00
96.7
90.40
86.68
3.72
272
260
3 061 073
3077341
162 997
9739
4387
8h. 2im.
8h. oom.
2im.
II 808
it 831
627
37
18
24.7
. IOO
2-49
2.65
96.0 I
25.81
24.15
1.66
124
122
565 207
526 112
60771
17442
22 422
5h. osm.
4h 45m.
2om.
4633
4312
498
143
188
15-1
92
2.90
3-53
97-4
65.99
62.72
3-27
261
260
i 773 994
i 739 628
164658
38371
6h. 0501.
5h. 47tn.
iSm.
6823
6691
633
148
o
21.7
154
2.41
2.72
97-3
ods , days g 0n ' ' "
"s (wash
Periods of I gJ
time . . . . ] Wash
Filtered. .
Quantities ^
of water F n t S ered waste
(_ Unhltered waste
" ( Million gallons per acre per 24 hours .
SUMMARY AND DISCUSSION OF DATA OF 1895-96.
TABLE No. 6.
SUMMARIES OF LEADING RESULTS.
Rig
III"
!** O *t CO . Pl O ^ + co O 't 't *n ^ ^ ^ O f** to M
ssss;.ss;&& ss&& <&sss ^&&
Average Grains of
Applied Sulphate of
Alumina.
rials'
tif||
O"^fOW.ooooeom -tCic^jiD r^-^-t^jm UIM cOvO
CONtONjMNCnN C^NtOM COmmW ^J-f^mM
i
"rt u i-
O ^
^ O. 3
O^O^'g,^^ a^O^ ^0 R ^00 ?
H et H N'N'NN Mcicici cowwci CONWN
1 j
i
A
R
4>
.2 " 3
SO 0,"^
*n O O O "O co O ^" 'too O ^t N f^\O ^ co COO CO
"-H 1H.M MM MM M M
iP*!
t^xn^;ooOinO r-iDO O^O^O NOmt-
r^. M ci vd f* M*- ti r^. M w r^. o M n r^. o" d oo
Average Actual Rates
of Filtration.
gc **
ss^s.ss;^ s&^5 gs^&? i^s,
s^. a x
5fe"
1
I|l
a
c
w
5
s s
N* d to d d co d d to d N d co d en d co d
Percentages which the Filters
Filtered and Unfiltered Wast
respectively, were of the Appll
* i
0)
O N co O M 'too O t~-o co O co -too O Tf O co r^.
r-f)O>H cocnOO cofiOO QO'tOO omoo^
OOCON ! OO(OM OOCOM dOCON MQCOM
1
SSRsiffffR* ^S-K^ Sf^ SZZS
M : IH M X M
4J
&ScS ?S8 S?S8 <S?c?8 SaSo
SSS.S .S:g:&^ 'S-SS.'S SSS-^ SRS.^.
Percentages which
the Periods of
Service and Wash
were of the Period of
Operation.
J2
-ri
O
SS38 : *;f3S -?5S! KS?S R?58.
ThO * TfO ^ t^^-0^ r-Tl-ot CMDVO Tf
4 8
>
b
C/l
mSSo 1 'S'RKo' MMSo" S^So" vSSSS
ssss^sss s-sss s-^ss asss;
t*tn '^wj ^tn *t>w ^tn
aju ; rt i> rtu -ajflJ 2 W
OGC O^^ Orr"^ O^ *^t O ^ W
^t ^* rt ^* S w ^3^ ^i3^ >-i3tn
g*OJ g.Din g_4J-f g.^in g.UQ
co lc/3 co cn w
242
WATER PURIFICATION AT LOUISVILLE.
OUTLINE OF THE METHODS FOLLOW KD IN
THE DISCUSSION OF THE RESULTS OF
THE INVESTIGATIONS.
At the outset of this discussion the fact is
to be recorded that the amount of strictly
comparable data forms only a small propor-
tion of those presented in the foregoing
tables. This was due to conditions which
unavoidably caused results to be influenced
by more than one varying factor at the same
time. To keep conditions parallel with re-
gard to certain important factors was imprac-
ticable, owing to the arrangements under
which the tests were conducted. Neverthe-
less, considerable light was obtained upon
those laws which appear to control, practi-
cally speaking, the efficiency and elements of
cost of purification by this method. This is
especially true of the laws when taken as a
whole. When single laws or principles are
considered, it will be found that in many
cases they are intimately associated with
others, and the data lead to valuable and
practical suggestions, rather than to well-de-
fined and specific conclusions. This was not
true in all cases, however, as much definite
information of practical significance was ob-
tained.
The discussion is presented under five main
sections, as follows:
1. The quality of the Ohio River water
after purification, with reference to the re-
spective systems.
2. Prominent factors, which influenced the
qualitative efficiency of purification in the
case of the respective systems.
3. Prominent factors which influenced the
elements of cost of purification in the case of
the respective systems.
4. Comparison of the elements of cost of
purification, by the respective systems, of
twenty-five million gallons of Ohio River
water daily, based on the foregoing results.
5. General conclusions.
The discussions and conclusions in this
chapter relate solely to the information ob-
tained up to August i, 1896. In 1897 addi-
tional light was obtained on a number of
important points connected with this general
method of purification, as is stated in Chap-
ter XV. For a complete understanding of
the practical significance of these tests it is
necessary to study, together, both Chap-
ters IX and XV, but it must be borne in mind
that tliey refer to distinctly separate data,
which were obtained under different condi-
tions.
SECTION No. i.
THE QUALITY OF THE OHIO RIVER WATER
AFTER PURIFICATION, WITH REFERENCE
TO THE EFFICIENCY OF THE RESPECTIVE
SYSTEMS.
For the sake of explicitness the quality of
the water after purification is discussed with
the following points in view:
A. Physical character.
B. Chemical character.
C. Biological character.
It will be remembered that this method was
followed in Chapter 1, where the composition
of the Ohio River water before purification
was described; and reference is made here to
that chapter for detailed data for comparison
with those presented in this chapter and the
preceding one.
Physical Character of the Effluents.
Apfearancc. As a rule the appearance of
the effluents of the respective systems was
satisfactory with regard to freedom from
turbidity. Each of the effluents was turbid
at times, but the operation of the systems was
usually modified promptly, so as to correct a
failure in appearance.
In the case of the Western Systems, but
not in the Warren or Jewell systems, the
effluents were usually turbid immediately
after washing the filters, and it was the cus-
tom to waste the effluent until it became clear.
In the Warren and Western Pressure systems,
the effluent usually became turbid after the
loss of head had reached a certain but varying
amount, and in these systems it was the tur-
bidity of the effluent which determined the
time of washing the filter. This was true in
a great many instances of the Jewell System,
but by no means uniformly so. The com-
position of the river water with its minute
particles of clay, and the degree of coagula-
SUMMARY AND DISCUSSION OF DATA OF 1895-96.
243
tion of the river water with reference to the
actual conditions of filtration, were important
factors associated with the appearance of the
effluent, as will be evident from the following
portions of this chapter.
The foregoing summary of the data on the
appearance of the several effluents, in Table
No. i, shows that the effluent of the Jewell
System was the most satisfactory in this re-
spect.
Color. As the river water itself, inde-
pendent of its suspended matters, is practi-
cally colorless all of the effluents were
naturally satisfactory with regard to color.
Whenever they showed a noticeable color it
was not due to dissolved coloring matter in
the filtered water, but to a turbidity which
has been referred to under " Appearance."
Taste. The taste of the several effluents
was satisfactory, although it differed some-
what from that of the river water, owing to
the varying amounts and kinds of suspended
matters in the latter.
Odor. The slight musty, aromatic or
vegetable odor of the river water was sub-
stantially unchanged by the purification of the
water by this method. In practically no case
was the odor objectionable, or more in-
tense than would be expected from a surface
water.
Chemical Character of the Effluents.
Organic Matter. With the possible excep-
tion of those abnormal conditions when the
appearance of the effluent failed to be satis-
factory, the organic matter in the river water
was reduced to a satisfactory degree by each
of the systems of purification. The summary
of the data upon this point, presented in Table
No. 2 of this chapter, shows the percentages
of removal. It will be noted that practically
all of the suspended organic matter, and a cer-
tain amount of dissolved organic matter
which was dependent upon the quantity of
applied sulphate of alumina, were removed
from the water in the case of each of the re-
spective systems of purification.
Dissolved Oxygen. The amount of free at-
mospheric oxygen dissolved in the water was
substantially unchanged by treatment by the
Jewell and Western Gravity systems. There
was a slight increase as a rule in the case of
the Warren System, due to passage of the
effluent over the weir by which the rate of
filtration was regulated. In the Western
Pressure System there was apparently no
change until the warm weather of June and
July, when there was a reduction in the
amount of oxygen dissolved in the water.
The results of determinations of the amounts
of oxygen dissolved in the river water and in
the effluents of the respective systems of puri-
fication are given in the following table:
PERCENTAGES WHICH THE FREE OXYGEN
DISSOLVED IN THE OHIO RIVER WATER,
AND IN THE EFFLUENTS OF THE RESPEC-
TIVE SYSTEMS OF PURIFICATION, WAS OF
THAT NECESSARY FOR SATURATION AT
THE ACTUAL TEMPERATURE.
Date.
Temper- River
ature Water.
Ueg. C.
Effluents.
Warren.
Jewell.
Western Western
Gravity. Pressure.
1895
Dec. 3
" 4
" 6
" 9
1896
Jan. II
" 17
Feb. 10
" 15
" 26
Mar. 4
" II
" 19
April 9
May 6
14
1 23
1 29
June 5
" 10
" 18
" 24
July 9
" 18
5-4
4-5
4.2
4-1
2.1
2.4
5-9
7.0
3-4
4-4
6.5
5-2
9-9
23.1
24.0
24-5
24.7
24.2
24.7
25-3
26.8
25-5
25.6
78
76
80
87
86
98
93
97
100
92
90
IOO
91
85
79
75
7i
76
So
78
So
72
71
Si
So
82
86
93
IOO
97
IOO
IOO
92
90
IOO
93
96
83
78
79
-8
82
88
97
9i
84
97
92
95
99
92
90
98
92
92
88
100
91
85
79
75
71
73
70
68
67
60
87
85
88
87
91
78
83
71
87
80
78
85
76
77
76
Undccomposcd Sulphate of Alumina. The
question of the passage of undecomposed sul-
phate of alumina was presented and discussed
with care in Chapter III. It may be again
stated that with the skill and care requisite
for the efficient and economical operation of
a system of purification by this method there
is no occasion for the passage into the efflu-
ent of undecomposed chemical, applied for
the purpose of coagulation, so far as can be
judged from the quality of the Ohio River
water met with during these investigations.
The only instance where the effluent was acid,
due to an excess of sulphate of a'umina, for
244
WATER PURIFICATION AT LOUISVILLE.
several days in succession was in the case of
the Jewell System during July.
This was due solely to carelessness on the
part af the operators of the system. In all of
the systems the lack of adequate provisions
for subsidence made the possibilities of this
occurrence much greater than should be per-
mitted in practice.
Carbon Dioxide. From a practical point of
View the amount of carbon dioxide, more
familiarly known as carbonic acid gas and dis-
solved in water in the form of free carbonic
acid, is of considerable significance by virtue
of the part which it plays in the corrosion of
"iron pipe, tanks and boilers. Corrosion of
uncoated iron receptacles for water by the
joint action of carbonic acid and free at-
mospheric oxygen gas dissolved in the water
is substantially as follows:
Carbonic acid attacks the iron, when in-
completely protected by paint or other prep-
arations, and forms what appears to be the
ferrous carbonate of iron.
The oxygen in the water changes this com-
pound, formed by the action of the carbonic
acid, into the insoluble ferric hydrate of iron,
and at the same time liberates carbonic acid
gas. This carbonic acid attacks more iron
and the action goes on by a repetition of this
process, aided by such additional amounts of
carbonic acid and oxygen as the water brings
to the attacked surface. The rate at which
the iron surface is corroded depends upon a
series of factors, the relative importance of
which is not accurately known. There is no
conclusive proof, however, so far as is known,
that the'SCtion is a self-limited one in the case
of pipes and tanks. In boilers the high tem-
perature drives off these gases, and corrosion
.appears to be' more irregular and less marked,
and would be located at the water line.
By means of this process there is formed
in the iron'a depression of greater or less size,
according to the period of exposure and other
conditions. In this depression, and reaching
out. from it, is a formation which is called a
tubercle. These tubercles have been found to
consist principally of iron hydrate or oxide,
together with a little silica, lime, magnesia'
and carbonic acid, and such compounds from
the water as are coagulated by the iron hy-
drate. It will be noted that this action is an
illustration of the principles employed in the
preliminary treatment of water by the Ander-
son process of purification, with which you
are familiar in a general way.
This corroding action is possessed by the
Ohio River water before purification, by
virtue of the carbonic acid and oxygen dis-
solved in it. Whether or not the other sub-
stances in the river water influence to an ap-
preciable degree (practically speaking) the
corrosion of iron is not now accurately
known. But concerning such ingredients, if
any are present they are in solution and there
are strong reasons for the belief that they
would be substantially unaffected by the treat-
ment in question. The corrosion of iron by
the river water was shown by an inspection
of the water-pipes at the laboratory and
pumping station. In the Ohio River water
after purification by this method, this corrod-
ing action is apparently increased, practically
speaking, by an amount proportional to the
composition and quantity of alum or sulphate
of alumina added to the water to effect
coagulation. This increased corroding action
is indicated by the following experiment:
On July 8, 1896, two glass flasks contain-
ing a considerable quantity of cast-iron bor-
ings were filled with river water and Jewell
effluent, respectively. The amount of oxy-
gen dissolved in the water of the two flasks
was practically the same about 75 per cent,
of that necessary for saturation. The effluent
of course contained more carbonic acid, due
to the decomposition of the applied sulphate
of alumina, which on that day averaged 4.67
grains per gallon. The flasks and their con-
tents were allowed to stand forty-eight hours
with occasional stirring. Analyses were then
made with the following results:
PARTS PER MILLION.
Sample.
Carbonic Acid
Before
Treatment.
Dissolved Iron
After
Treatment.
21. 1
8.70
Jewell effluent
40. 9
21.30
The above experiment was repeated with
like results, and serves to show the increased
corroding action of the water after purifica-
tion. These results, however, must hot be
taken as a basis for computation of the rate of
corrosion in actual practice, because the vari-
SUMMARY AND DISCUSSION OF DATA OF 1895-96.
ous conditions affecting this action were not
sufficiently parallel to yield data for any other
purpose than that for which the experiment
was made.
To what extent steam boilers, and cast iron,
wrought iron or other metal used for dis-
tributing and service pipes or fittings, in the
case of this water, are, or may be, effectually
protected from corrosion by a suitable sur-
face coating, is a matter which the writer has
not investigated, and upon which he has no
opinion to express at this time.
In Chapter I it was shown that during
June and July, 1896, the Ohio River water
contained from 21.1 to 30.8 parts per million
of carbonic acid gas by weight. At some
seasons of the year the water doubtless con-
tains much more than the above quantity of
carbonic acid. The evidence indicates that in
Nov., 1895, it was at least 75 parts. A con-
siderable portion of the carbonic acid, and at
times perhaps all of it, is engaged in holding
the carbonates of calcium and magnesium in
solution in the form of bicarbonates. The
bicarbonates are not stable compounds, rel-
atively speaking, and there .is substantial
proof that they give up their carbonic acid to
facilitate the corroding action in question.
With regard to the relative rates of corroding
action by free carbonic acid gas and partially
engaged carbonic acid in the form of bicar-
bonates, there are no available data to lead
to a satisfactory expression of opinion.
The amount of carbonic acid gas liberated
by the decomposition of alum or sulphate of
alumina, is capable of both approximate deter-
mination and estimation. The latter requires, ;
however, an exact knowledge of the amount .
and composition of the applied alum or sul-
phate of alumina. From the data presented
in Chapters I and II the amount of carbonic j
acid liberated in the water by the decomposi- [
tion of the applied chemical during these
tests may be estimated with sufficient close-
ness for practical purposes.
The amount of liberated carbonic acid gas
per unit quantity of applied chemical varied
somewhat in the several lots which were used,
owing- to the different percentages of sul-
phuric acid. But taking a chemical of average
composition, and assuming that the chemical
united wholly with the alkaline compounds, .
and not with organic or suspended matters,
the amount of liberated carbonic acid gas
may be adequately shown as follows:
In the case of the potash alum used by the
Western Company each grain per gallon
would liberate about 2.5 parts per million of
carbonic acid gas by weight.
With the several different lots of sulphate
of alumina, the parts per million by weight of
liberated carbonic acid gas would range from
3.6 to 4.0, and average about 3.7, for each
grain per gallon of applied chemicals. These
figures refer solely to the liberation of chemi-
cally combined carbonic acid gas. In addi-
tion thereto, in the case of bicarbonates an
equal amount of carbonic acid, partly en-
gaged by holding calcium carbonate in solu-
tion, would also be set free-. It is very ques-
tionable, however, whether this last action
would affect corrosion appreciably, if at all.
From the above statements, together with
the foregoing tabulations in detail of the
amounts of chemical applied by the respec-
tive systems, correct information may be ob7
tained as to the averag,e quantity of carbonic
acid gas liberated in each case, for runs, days
or periods.
Some observations worthy of mention
were made upon the wrought-iron reservoir
used for the storage of filtered water for use
in washing the filters. Throughout the in-
vestigations, this iron reservoir, which was
not protected on its inner surface by a coating
of paint, tar or other material, was practically
filled with filtered water. In fact its use for
this purpose began early in July, 1895. From
the close of the tests on Aug. i, 1896, the
reservoir remained full of filtered water, in an
undisturbed condition, until Oct. 17, when
one of the systems was operated for a few
hours. It then remained undisturbed for
another month, when it was drained. Several
days after draining, the inner surface of the
iron was examined and found to be corroded
to a considerable degree. Tubercles were
found ranging in size from that of "a pin-head
to about 0.4 inch in height, and i inch in di-
ameter as a maximum. Their size was very
variable. It is of course certain that the cor-
roding action was increased somewhat by
the acid effluent of the Jewell System during
a number of successive days in July. This
WATER PURIFICATION AT LOUISVILLE.
inexcusable acidity was perhaps not the chief
factor, however, as the effluents regularly had
considerable corroding action, as was shown
by the iron in the effluents which stood over
Sunday in the iron outlet pipes.
A more exhaustive study of this subject
was made in 1897, an( l m passing it may be
noted, the corroding action of the undecom-
posed chemical in the effluent even at rare
intervals was of great significance, as it ac-
celerated the action of the carbonic acid. The
suspended matter in the river water forms a
partial protective coating to the metal, and
this explains for the most part the results of
the experiment on July 8, 1896. Further-
more, the more extended data of 1897 showed
that the evidence obtained in 1896 indicated
an abnormally high percentage increase of
carbonic acid after purification. Additional
information upon this subject is given in
Chapter XV.
Analysis of one of the tubercles mentioned
above showed it to be composed very largely
of iron in the ferric oxide state, with a small
amount of calcium carbonate (lime).
The percentage composition was found to
be as follows:
Water 1 1.42
Silica (SiO 2 ) 0.19
Oxide of iron (Fe 2 O 3 ), by difference. . . 85.11
Alumina (A1 2 O 3 ) Trace
Lime (CaO) 1.77
Magnesia (MgO) 0.03
Sulphuric acid (SO 3 ) 0.08
Carbonic acid (CO 2 ), by estimation. . . 1.40
Organic matter Trace
In concluding this account of the increased
corroding action of the water after purifica-
tion, due to increased amounts of carbonic
acid gas proportional to the quantity of alum
or sulphate of alumina added to the water, it
may be stated that the adoption of this
method of purification would call for especial
care in coating the inner surface of pipes, and
for all feasible means of keeping the amount
of applied sulphate of alumina at a minimum.
So far as experience teaches us, the corrod-
ing action of this water before and after puri-
fication, on lead, would not give trouble, be-
cause it quickly forms a coating by itself
which protects the lead from further action.
It may also be added, that the carbonic
acid gas may be removed from water by lime
water or caustic soda, with subsequent sub-
sidence or filtration. It is not probable, how-
ever, that such steps would ever be necessary.
Passage of Lime from the Form of Carbon-
ates to that of Sulphate. It has been explained
iy Chapter III that the alkalinity of this water
was produced, for the most part, if not
wholly, by the carbonates and bicarbonates
of lime and magnesia, respectively, and
that it was reduced by an amount approxi-
mately proportional to the quantity of alum
or sulphate of alumina added to it. With
sulphate of alumina of average composition
the alkalinity has been found by actual tests to
be reduced about 8.1 parts per million for
i grain of this chemical added to i gallon of
ordinary river water. This means practi-
cally, since the evidence indicates that the lime
is more abundant than magnesia, that this
amount of lime and magnesia, but principally
lime, is converted from the form of carbonate
or bicarbonate to that of sulphate. That is
to say, the permanent hardness or incrusting
constituents is increased by about 8.1 parts
per million, according to the conventional
method of expressing permanent hardness in
terms of calcium carbonate. The actual
weight of the compounds increasing the in-
crusting constituents would be more than
this, because calcium sulphate weighs 1.37
times as much as an equivalent amount of
calcium carbonate.
With potash alum, such as was used by the
Western Company, the application of i grain
per gallon was found to reduce the alkalinity,
and increase the incrusting constituents
about 4.5 parts per million.
The data presented in Chapter I show that
the incrusting constituents of the Ohio River
water ranged from 30 to 51 parts per million,
when tested during this period. With the
above data on the increase of incrusting con-
stituents due to the application of alum or sul-
phate of alumina, and the foregoing records
of the amounts of these chemicals employed
by the respective systems, a correct idea may
be obtained as to the increased incrusting
constituents of the several effluents.
It is the amount of incrusting constituents
of a water, due to the chlorides, nitrates and
SUMMARY AND DISCUSSION OF DATA OF 1895-96.
247
sulphates of lime and magnesia, which chiefly
determines its fitness for boiler use. When
proper care is taken of boilers, it appears that
the Ohio River water does not give serious
trouble except during low water in the fall,
by the formation of boiler scale; although the
suspended matter in the water forms a sludge,
which requires frequent flushing of the boil-
ers, and occasional removal by manual labor.
\\ ith the probable exception of magnesium
chloride, due to its tendency to decomposi-
tion and formation of hydrochloric acid, there
is no more objectionable ingredient of water
for boilers than sulphate of lime. This com-
pound, which is formed by the addition of
alum or sulphate alumina to water, as ex-
plained above, and which is soluble at ordi-
nary temperature, produces at boiler tempera-
tures a fine hard scale, in which practically
all of the suspended matters of the water be-
come embodied, when those matters consist
of fine clay. In the case of heavy mud, these
incrustations are attached to the sludge.
Unless removed, the scale formed in this man-
ner eventually causes a marked waste in the
consumption of fuel by retarding the trans-
mission of heat to the water; and it is com-
pletely removed with great difficulty.
Such a scale was found in Boiler No. 3 at
the pumping station of this Company, as you
have been advised.
This boiler was said to have been filled with
the effluent of the Warren and Jewell systems
on July 7. During the next run of five weeks,
muddy river water was introduced to replace
the steam which was not condensed and re-
turned from the engine to the boiler. The
boiler was carefully examined after one sub-
sequent run to this one was made, without
cleaning during the interval of rest. On ex-
amination the tubes and plates were found to
be covered with a hard rough incrustation
such as above described. This was especially
noticeable on the iron plates around the fire-
box. In places there were evidences of cor-
rosion. A portion of this incrustation was
removed and analyzed, with results which
show the following percentage composition:
Water, with organic and volatile mat-
ters 16.52
Silica (SiO 2 ) !9-65
Oxide of iron (Fe 2 O 3 ) 4.30
Alumina (A1 2 O 3 ) 9.66
Lime (CaO) '; 37-97
Magnesia (MgO) 0.60
Soda (Na 2 O) Undetermined
Potash (K 2 O) Undetermined
Chlorine (Cl) Trace
Nitric acid (N 2 O 5 ) Trace
Carbonic acid (CO 2 ) Trace
Sulphuric acid (SO 3 ) 1 1.87
The alumina which was found in the in-
crustation came from the silicates (clay) of
the river water subsequently added to the
boiler, and not from the chemical applied
in the course of purification.
At the time when the boiler was said to
have been filled with the effluent, there were
about four grains per gallon of sulphate of
alumina being added to the river water on an
average. This practically doubled the in-
crusting constituents of the water, and added
to the effluent about 44 parts per million of
calcium sulphate by weight. This sulphate
was soluble as it entered the boiler, but the
high temperature caused it to be insoluble,
with the result that a very hard scale was
formed, which included a large portion of the
suspended matter of the water subsequently
added to the boiler.
In fact the analyses show that less than 20
per cent, of the incrustation was composed of
sulphate of lime.
The above experience shows that all rea-
sonable steps should be taken to keep the
amount of applied sulphate of alumina to a
minimum. In this connection, however, it is
to be stated that the amount of sulphate of
alumina added to the river water on the date
when the boiler was said to have been filled,
was about 50 per cent, greater than the aver-
age amount employed during these tests.
Furthermore, the mud, silt and clay in the
water subsequently put into the boiler, added
very materially to the incrustation, as shown
by the results of the chemical analyses.
By the use of soda, it is possible to remove
the sulphates of lime and magnesia from the
water; and trisodium phosphate will also
serve this purpose, should manufacturing -es-
tablishments choose to remove these ingredi-
ents before the water enters the boilers.
248
WATER PURIFICATION AT LOUISVILLE.
Further discussions of the incrusting power
of the Ohio River water, before and after puri-
fication, with additional data, will be found in
Chapter XV. At this point, it may be briefly
noted that when the river water is muddy
and requires the largest quantities of coagu-
lant, the incrusting constituents naturally
present in the water are so low in amount
that the total incrusting power of the efflu-
ent would be much less than that of the
natural river water during the fall months.
Biological Character of the Effluents.
Microscopical Organisms. The tables in
Chapter VIII show that practically no
diatoms, algae or other microorganisms,
which may be readily recognized by the aid
of the microscope, were present in the efflu-
ents. This would be naturally expected un-
der the circumstances, owing to their greater
size when compared with the bacteria. It is
to be noted, however, that very few organ-
isms of this nature were found in the river
water, owing to unfavorable natural condi-
tions existing there.
In this connection there arises a question
of much practical significance, as was pointed
out in a communication addressed to you
on July 11, 1896; that is, the conditions un-
der which the growth of microorganisms,
notably algae, in the effluents could be pre-
vented during the period when the water is
stored prior to distribution. In the case of all
the effluents the conditions for growth of
algae would be favorable in the presence of
sunlight; and should these forms once be-
come established in the distributing reservoir
the probability of the production of objec-
tionable tastes and odors in the effluent, no
matter how satisfactory was its character as
it left the filters, would be a very serious state
of affairs.
There are no specific data to offer upon this
subject.
Bacteria. The removal of bacteria from a
water which at times shows such marked
proof of sewage pollution as is the case
with the Ohio River, is a very important
matter. This is particularly so in view of the
rapidly increasing population in the Ohio
River valley, and the set of data upon this
point was made as complete as practicable.
Comprehensive summaries of these data have
already been presented in this chapter. The
bacterial efficiency of the respective systems,
as shown by the total averages, was as fol-
lows :
System.
Bacterial Efficiency.
nfi 7
Jewell
Western Pressure
97-3
The above results are not directly compara-
ble, because the length of service and the
condition of the river water during service
were quite unlike, as shown by the data of
each of the twenty periods of different grades
of river water.
Excluding the Western Gravity System on
the grounds of failure to purify enough water,
when the river water was in a muddy condi-
tion, to wash its own sand layer, and taking
the averages of all those periods in which the
remaining systems were in operation without
any prescriptions from this Company, the fol-
lowing bacterial efficiencies are obtained:
System.
Bacterial Efficiency.
Warren
08.=;
Western Pressure
97-4
The above figures show the relative effi-
ciency which the systems possessed in the re-
moval of bacteria from the river water. Dur-
ing the early part of the tests the bacterial
efficiency was irregular and unsatisfactory at
times in the case of all the systems, but least
so in the case of the Warren. This was due
in part to limitations of the devices em-
ployed in the respective systems, and in
part to a lack of care and skill in adapting
the operation of the system to meet the re-
quirements of the rapidly varying character
of the river water. In February and March
the bacterial efficiencies of the systems, speak-
ing in general terms, were so unsatisfactory
that an official communication was addressed
on March 16 to the operators of the systems.
The request was made among others that they
should keep the bacterial efficiency of their
systems above 97 at all times when the num-
ber of bacteria per cubic centimeter in the
SUMMARY AND DISCUSSION OF DATA OF 1895-96.
249
river water exceeded 7000, and when the
bacteria in the river water were less than this
number there should not be more than 200
per cubic centimeter in the effluents.
Following' this official request for greater
uniformity in bacterial efficiency, the applica-
tion of chemicals and the rate of filtration, a
number of changes and improvements were
made in the systems.
As a rule the removal of bacteria from that
time to the close of the test was satisfactory,
provided we disregard the amount of chemi-
cals employed to effect the purification.
There was one prominent point of much
practical value learned in connection with the
bacterial efficiency of the systems. The
opinion has generally prevailed that the qual-
ity of the effluent of a filter of the type em-
ployed in these tests would not be satisfactory
immediately after washing the sand layer, and
for some minutes it would be necessary to
waste the filtered water. The satisfactory
bacterial results obtained from the Warren
and Jewell systems, in which the sand layer
'was quite thoroughly washed as a rule, show
clearly that the unsatisfactory quality of the
filtered water just after washing is not an in-
herent feature of this type of filters under the
existing conditions, but a consequential one,
arising from incomplete washing of the sand
layer, and other factors.
Inspection of the results showing the aver-
age bacterial efficiency of the systems indi-
cates them to be fairly satisfactory when com-
pared with available data upon the efficiency
of filters of the English type. Such compari-
sons of data, however, require the careful con-
sideration of several facts. In the first place,
the growths of harmless bacteria generally
recognized to prevail to a greater or less de-
gree in the underdrains and lower portions
of filters of the English type, did not become
established to any marked degree in the cor-
responding portions of these filters of the
American type, owing evidently to the wash-
ing of the sand layer at frequent intervals.
This was especially true of the filters of the 
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