Report of the Chief Engineer 
TO THE 
UPON A 
PUBLIC WATER SUPPLY 
AND A 
SYSTEM OF DRAINAGE 
FOR 
THE CITY OF MEMPHIS. 
SECOND EDITION. 
S. C. TOOK & CO., PRINTERS AND LITHOGRAPHERS. 
MEMPHIS. 
1885. BOARD OF COMMISSIONERS. 
W. RICHARDSON HUNT, Chairman. 
J. J. MURPHY, Treasurer. 
W. B. GREENLAW. 
CHARLES JONES. 
R. D. BAUGH. 
D. PANTE. 
J. OVERTON, jr. 
ENGINEERS, 
CHAS. HERMANY, Chief Engineer. 
E. S. CHESBROUGH, Consulting Engineer. REPORT. 
Louisville, July 15, 1868. 
W. RICHARDSON HUNT, Esq., Chairman of the Board of Water-Works and 
Sewerage Commissioners for the City of Memphis, Tennessee: 
Sir—One of the first and leading considerations in the 
selection of abiding places for man, whether it he the cave 
of the savage, the hut of the barbarian, the cottage of the 
peasant, the camp of the soldier, the residence of the man of 
wealth, or the site of a large city, is the supply of an ample 
quantity of pure and wholesome water. 
Self-evident is this fact, and should he so completely within 
the comprehension of all persons as to render it superfluous 
to attempt any elucidation of the subject. 
Nature, however liberal, does not always make ample pro- 
vision for supplying the wants of man, inasmuch as springs, 
brooks and rivers are not sufficiently numerous to furnish 
water of suitable quality everywhere where man chooses abid- 
ing places ; hence his ingenuity or constructive ability is 
called into action, and wells are formed by excavations in the 
earth, from which water is obtained for limited numbers in 
localities more or less remote from natural water courses. 
In cities where large populations dwell upon comparatively 
small areas of land, this mode of obtaining water fails, both 
as regards quantity and quality. Upon the sites of many 
towns and cities, wells wholly fail to furnish water of suit- 
able quality ; hence rain-water cisterns, constructed under 
ground, and located in streets, courts, alleys, yards, base- 
ments, etc., into which that portion of rain falling upon the 
roofs of the houses, and not evaporated or absorbed, is con- 
ducted and stored for use. These modes of water supply are 
very expensive, considering the limited quantity and deteri- 
orated quality furnished. 
Take, for instance, the city of Memphis, with a population 
of 50,000, within the reach of an efficient public water sup- 
ply ; within this limit the present mode of supply is by means 4 
REPORT ON THE MEMPHIS WATER-WORKS. 
of wells and rain-water cisterns, principally the latter ; the 
money invested in wells, cisterns, pumps, pipes and fixtures- 
with the attending annual repairs, at a very moderate esti, 
mate, cannot represent less capital than $300 for each and 
every house ; and estimating twelve persons as the average 
number to each house, the capital represented by the present 
water supply of Memphis would he $25 per capita, or $1,250,- 
000 for a population of 50,000 ; while the quantity furnished 
is limited to the minimum, and the quality in every respect 
inferior. 
The city is, in this respect, situated similarly to all the 
other principal cities of the United States prior to their being 
provided with public water supplies, the sources of which 
being pure and far beyond the reach of the contaminating 
influences incident to densely populated districts. These 
cities, like your own, in times of sickness or epidemics, had 
the prevailing diseases to much greater extent and much more 
aggravated cases, by virtue of the fact that limited quantities 
of indifferent or bad water aided climatic causes in develop- 
ing and prolonging epidemics. In the city of Hew York, as 
early as 1798, while the necessity of a supply of pure water 
was already severely felt, Dr. Brown, in a report upon the 
subject in the same year, “ exhibits circumstantially the con- 
sumption of water as of a very small quantity (on account 
of the difficulty of procuring it), and subordinate quality ; 
he considers this as the cause of a variety of diseases and 
contagious disorders, especially the yellow fever, which had 
recently made great ravages there. Further, he blames highly 
the preference given by the inhabitants to the water in the 
Collect* and some wells, which by its freshness and the inter- 
mixture of carbonic acid pleases the taste, although partak- 
ing of the filth of men and animals, which sinks into the 
ground in streets, yards and stables, and then drains through 
the cemeteries before it reaches the pond. Thus the water 
in the Collect, as also in the wells, was rendered in a high 
degree unwholesome, in spite of its agreeable taste. He also 
considers the state of health of a populous city as depending 
* A pond supplied by a fine (?) spring. REPORT ON THE MEMPHIS WATER-WORKS. 
5 
more upon the purity of its water than the quality of all the 
rest of its provisions together.” 
In the city of Philadelphia, as early as 1793 or 1794, Ben- 
jamin Franklin was, it is believed, the first who publicly 
called the attention of the citizens to the very important 
subject of watering the city from some other source than 
the wells then universally used ; urging that the afflictions 
from the ravages of contagious diseases rendered it necessary 
that a more copious supply of water should be procured, to 
insure the health, comfort and preservation of the citizens. 
This was just after the city had been visited by yellow fever. 
And in Franklin’s will, dated June 23, 1789, is the following 
clause : “ And having considered that the covering of the 
ground plot of the city with buildings and pavements which 
carry off most of the rain and prevent it soaking into the 
earth, and renewing and purifying the springs, whence the 
waters of the wells must gradually grow worse, and in time 
be unfit for use, as I find has happened in all old cities, I 
recommend that at the end of the first hundred years, if not 
done before, the corporation of the city employ a part of the 
hundred thousand pounds in bringing by pipes the water of 
Wissahiccon Creek into the town, so as to supply the inhab- 
itants.” 
Thus we perceive that the leading men of the cities of 
Hew York and Philadelphia (the latter now one of the 
healthiest cities on the face of the globe) were, three-quar- 
ters of a century ago, engaged upon the solution of problems 
exactly similar to the one now before the citizens of Mem 
phis, and long before the founder of Memphis had visited the 
Chickasaw Bluffs. And were the histories of other cities in 
this particular accessible to us, they would no doubt be simi- 
lar to the cases named. There are, however, many towns and 
cities in the United States which have not waited until dire 
necessity compelled the establishment of public water sup- 
plies ; but which, by a laudable enterprise, have established 
water-works as a means of enhancing their growth, offering 
inducements to capital, artisans and manufacttirers to locate 
in their midst, and thus secure an increase of permanent 6 
REPORT ON THE MEMPHIS WATER-WORKS. 
wealth and population by fostering habits of cleanliness, 
health, industry and enterprise. View the subject in any 
light you will, it is full of interest and importance, and one 
in which the citizens should take the deepest interest; and 
it must he also self-evident to every property owner that the 
introduction of an ample supply of pure and healthful water 
into Memphis will do more toward building up the town and 
enhancing the value of property than any other improve- 
ment now contemplated. 
To sum up all the advantages from a properly devised pub- 
lic water supply, would require a lengthy dissertation upon 
the subject; we will therefore briefly enumerate some of the 
principal ones only. 
1. It furnishes a better quality of water than is possible 
from wells and rain-water cisterns, and at a much cheaper 
rate for the same quantity than can be obtained by private 
or individual means of supply. 
2. It encourages a liberal use of wholesome water by all 
classes, and thereby induces habits of cleanliness and com- 
fort, diminishes sickness, and in times of epidemics it has 
proved by the experience of other cities to be the greatest 
protection to densely populated districts. 
3. By the constant command, at all hours of the day and 
night, of an unlimited quantity for protection against the 
ravages of tire, it reduces the risks for insurance companies, 
and with that the rates of insurance, and in this way perhaps 
more than in any other is a well-regulated public water sup- 
ply productive of pecuniary advantages, which annually 
amount to a very liberal percentage on the capital invested. 
4. It invites settlement, and encourages the investment 
of capital in manufacturing enterprises, which by fostering 
productive industry tends to buildup the city in the elements 
constituting permanent wealth and independence. 
As the congregation of large numbers of human beings 
upon comparatively small areas has been shown to defile the 
spring and well-water, as also the rain-water, by causing it to* 
absorb in its flail the noxious gases which constantly arise 
from populous cities, as well as from the washings of the REPORT ON THE MEMPHIS WATER-WORKS. 
7 
roofs, consisting of an almost endless catalogue of articles 
prejudicial to health, thereby compelling a supply being ob- 
tained from a source beyond the reach of city defilement, it 
must not be concluded that with the procurement of pure 
water the evil is remedied ; not by any means ; it is only one 
of the effects which is obviated, for the evil itself continues 
to grow with the increase of population, until the earth or 
subsoil of the city is so thoroughly permeated with human 
excreta as to render a removal an absolute necessity; to 
accomplish which end capital and industry, under the direc- 
tion of the civil engineer, have constructed systems of sew- 
ers, through which, with the water from public water sup- 
plies and rains as vehicles, the refuse, etc., from dense popu- 
lations is carried to running streams and rivers, to be diluted 
to an extent which makes it harmless. Hence a system of 
thorough drainage, through the medium of sewers, is next in 
importance to a public water supply for a city as a means of 
preserving the health of its inhabitants. Tins is a subject 
upon the investigation, development and perfection of which 
the ablest statesmen, scientists and engineers of Great Britain 
and the continent of Europe have been engaged for years ; 
and in the United States, also, much attention has been given 
to the subject, although the literature or written experience 
in relation to it is quite meager. In a late publication* upon 
this subject the author truthfully remarks : “ The general 
standard of public morals always corresponds with the state 
of public health, the latter depending again upon abundance 
of food combined with a pure atmosphere and an unlimited 
supply of undefiled water.” 
And further: “ In nothing is the superior wisdom of the 
present Emperor of the French so manifest as in the undi- 
vided attention he, like the founder of his dynasty, pays to 
the sanitary, agricultural, industrial and commercial interests 
of his people, which thus manifestly proves that true states- 
manship finds its best allies in agriculture and public health.” 
This much, as prefatory, lias been deemed pertinent to the 
subject under investigation; and the results of an extended 
* Krepp’s London Sewerage. 8 
REPORT ON THE MEMPHIS WATER-WORKS. 
survey and examination for a public water supply and a sys- 
tem of sewerage for the city of Memphis are herewith re- 
spectfully submitted. 
Upon the first visit to your city and its surrounding coun- 
try, ft was evident that a water-works and system of drain- 
age, comparing favorably with similar enterprises in neigh- 
boring cities, was neither a simple problem in engineering 
nor pecuniarily an insignificant undertaking for the city of 
Memphis, with its present population and wealth. Convinced 
in the outset of these facts, the duty of a thorough and 
extended investigation of the subject could not be confounded 
with hasty and ill-digested plans, however popular for the 
time being they might have proved. As to water-works, 
there are three general plans which present themselves as 
worthy of investigation and development. 
1. A supply from Wolf River, taken at the most avail- 
able point above the town of Raleigh. 
2. A supply from the Mississippi River, drawn at the first 
suitable point above the city. 
8. A supply from the Mississippi River, taken in the vicin- 
ity of Ilatchie Lake. 
These different plans will be described in the order in 
which they have been named, with accompanying estimates 
of cost. First, however, it is deemed necessary to briefly 
state what have been regarded as the governing points in pro- 
jecting a public water supply for a city. These were, first,, 
the quality of the water, depending, of course, upon the nat- 
ural facilities enjoyed by the city to be supplied; second, the 
quantity required in a given time, depending upon present 
population and the prospective growth of the city, modified 
by climate and the business pursuits of its inhabitants; and 
lastly, the projection of the works on a general plan which 
will admit of being commenced and carried out in such a 
manner as to steadily grow with the growth of the city, 
causing at no time an investment of capital greatly dispro- 
portionate to the wealth of the city ; nor containing any 
branch the functions of which are limited by any cause, 
except the durability of the materials of which it is com- REPORT ON THE MEMPHIS WATER-WORKS. 
9 
posed. The compliance with this latter condition (next in 
importance to the quality of the water) the interests of Mem- 
phis rigidly demand; for no new project, of as much impor- 
tance as a public water supply to a city, is worthy of consid- 
eration, unless it is so designed as to admit of a systematic 
development with the growth of the city, and this is partic- 
ularly the case in the present undertaking, where everything 
remains to be done ; and consequently there can be no excuse 
for commencing any scheme which the present state of hy- 
draulic engineering does not pronounce nearest perfection. 
In commencing the surveys, the center line of Front Street 
was taken as a base line, from which the surveys were ex- 
tended as represented upon the maps, the measurements being 
made with 100 foot chains, with that degree of accuracy prac- 
ticable by this manner of determining distances; and in bal- 
ancing the surveys, by calculation of latitudes and depart- 
ures, they were proven to have been carefully made. The 
angles were measured with the transit, checked by the needle.. 
For the levels, the plane of reference or datum line adopted 
is the same as the one established by the City Engineer De- 
partment of Memphis, and is an assumed plane, one hundred 
feet below high water in the Mississippi at this point. Refer- 
ring to this plane, the top of the stone water table at south- 
east corner of the rope-walk in Navy Yard, reads 111.85* 
feet; the top of the stone water table at south-west corner 
of Exchange Building, reads 148.65 feet; and the center of 
Court Square, in center of inclosure around Jackson’s monu- 
ment, reads 151.8 feet. To this plane all the figures repre- 
senting elevations or difference of level upon the maps and 
plans refer. The levels made ,use of in drawing the maps 
and making the calculations were proven by repeated tests to 
have been accurately taken; and the elevations given upon 
the maps and plans all read plus plane of reference, the expres- 
sion adopted for which is, plus P. R., and so used throughout 
this report. Court Square being a locality well fixed in the 
minds of all citizens, it has been assumed as a point of refer- 
ence in describing the different localities referred to in the 
following report. 
* Reads in Mississippi Delta Survey, 46.26 feet. 10 
REPORT ON THE MEMPHIS WATER - WORKS. 
Upon the commencement of these examinations, the opin- 
ion that the Mississippi River was the only source from which 
the city could obtain water of suitable quality was generally 
prevailing. Wolf River was looked upon by most of the 
citizens as being entirely out of the question, both as regards 
the quality and quantity of water available from that stream. 
To determine the question intelligently, specimens of water 
from these streams were taken in the months of June, July, 
August, September, and October, securing as great a varia- 
tion in these specimens as the changes in the rivers made 
practicable during this interval of time; also two specimens 
from Hatchie Lake, and one from a well in the longest settled 
portion of the city. These specimens were numbered from 
one up to ten, and, with these numbers as the only dis- 
tinguishing marks, sent to Prof. J. M. Locke, of Dayton, 0., 
who analyzed them, and whose able and lengthy report upon 
the analyses is herewith presented. 
REPORT OF THE ANALYSES OF CERTAIN SPECI- 
MENS OF WATER. 
Laboratory of the Western Military Institute, near Dayton, Ohio, I 
February 25, 1868. j 
To Charles Hermany, Esq., 
Chief Engineer of the Ciy Water-works, Memphis, Tenn.: 
Sir—Having had placed in our hands several specimens of 
water marked Xos. 1 to 10, inclusive, with the request that 
we analyze the same and report to yon the results; permit ns 
to submit the following report: 
Scientifically the analyses are important as showing the rela- 
tion between the waters of springs and rivers, and the geologi- 
cal strata through which It is evident that water 
taken from a river or other running stream will vary in its com- 
position according to the different stages of the stream from 
high to low water; but, as sometimes happens, one tributary 
will be locally in flood while the other streams are low, when it 
is evident that the composition of the water in the main stream 
will approximate that of the tributary furnishing the greater 
amount; but at the lowest stages of summer drought it may 
be assumed that the conditions are nearly uniform and con- 
stant, and that the results in different years will be nearly 
identical. Hence, when the work of analysis has been once REPORT ON THE MEMPHIS WATER-WORKS. 
11 
performed under these conditions, it can forever afterward he 
referred to as a standard of comparison. 
WATER AS A SOLVENT. 
We rarely think of water as an active chemical agent, while 
in fact its powers as a solvent are very extensive over all forms 
of matter, whether solid, liquid or gaseous. 
In some cases pure water dissolves a substance directly, as 
in the case of gypsum, while in other cases, in order to be- 
come a solvent, water must first combine with some other 
substance, as in the solution of limestone by first combining 
with carbonic acid. Pure water scarcely acts upon limestone, 
but that which has first absorbed fixed air (carbonic acid) will 
then dissolve one per cent, of limestone, and become what is 
called “ limestone water.” As heat will expel this absorbed 
carbonic acid, the limestone water when boiled loses one por- 
tion of its acid, and with it the power of any longer holding 
the lime in solution; it thus becomes milky, and the lime is 
deposited as a crust upon the inside of the vessel in which it 
is heated, as the tea-kettle or steam-boiler. As lime is a very 
common ingredient of waters in a limestone country, it be- 
comes an inquiry how the water acquires the carbonic acid 
by virtue of which it dissolves the lime of limestone ? It 
derives it in part from the atmosphere, but mostly from the 
soil, especially from the black mould formed by the rotting 
of leaves, wood, etc. Water passing through the decaying 
substance in the soil acquires carbonic acid, and then dissolves 
the first lime it meets with, holding it in solution as bicar- 
bonate of lime, or lime with a double portion of carbonic 
acid. Cold springs are often abundant in this dissolved lime- 
stone, but as soon as the water is discharged to the open air 
and becomes warm, as in the sun, bubbles of gas escape, and 
the water becomes milky by deposited lime. The streams in 
which this action goes on deposit a crust on the pebbles over 
which they run, and often cement the pebbles together. 
From the above it will be perceived that when the property 
called hardness of water is owing to the |»resence of bicarbon- 
ate of lime, it can be remedied by boiling the water, which 
dispels one-half of the carbonic acid, and the lime will then 
settle as a proto-carbonate of lime. When this hardness is 
owing to the presence of sulphate of lime (gypsum), an addi- 
tion of the carbonate of soda will precipitate the lime as a 
proto - carbonate of lime. The sulphuric acid, which was 
united with the lime, combines with the soda, whose carbonic 
acid has united with the lime. 
This property of water,to dissolve and become impregnated 
with various substances, giving to the natural waters of dif- 12 
REPORT ON THE MEMPHIS WATER-WORKS. 
ferent localities different and characteristic properties, is the 
foundation of the following 
CLASSIFICATION OF NATURAL WATERS. 
First—Aqua Atmospherica, or atmospheric water, including’ 
rain, hail, snow, dew and frost. These are the nearest pure 
forms in which natural waters can be obtained, still they often 
contain foreign matter, derived from the atmosphere and what- 
ever may he floating in it. 
Second—Aqua Fluviatalis, river-water. The impurities of 
this vary much, according to circumstances, especially by the 
nature of the soils and rocks whence it is derived. 
Third—Aqua Fontana, spring and wel 1 waters. These are 
the chief sources of rivers ; but as the waters are supplied to 
them immediately from the rocks, the clays, the sands, and 
the soils where they are located, they are less pure than river- 
waters ; for, in their course, the waters of rivers deposit much 
of the foreign matter which they receive at their fountains. 
Fourth—Aqua Medicinales, medicinal or mineral waters. 
This name is given to such waters as are charged with such 
ingredients, and to such an extent as to produce peculiar 
effects on the human system. Sometimes they have a tem- 
perature unusually elevated, when they are termed thermal 
waters. 
Mineral springs have ever attracted great attention, and 
their analyses have been studiously preserved; but authors 
are faulty in not recording more of the analyses of river- 
waters in common domestic use. 
Fifth—Aqua Oceanian, sea-water. As all the saline matter 
contained in springs and rivers is carried more or less to the 
ocean, whence the water is evaporated or distilled into the 
atmosphere, to be precipitated at the heads of rivers in a pure 
state, leaving always the saline matter behind, the ocean may 
be supposed to be continually becoming more and more saline 
and concentrated. In some small seas or lakes having no- 
outlet, and around the earth is charged with saline 
matter, the water becomes highly impregnated, even to sat- 
uration, as in the case of some lakes in Persia, the Dead Sea, 
and the Great Salt Lake of America. 
From this view it appears that the dry land of earth is un- 
dergoing a perpetual washing and freshening by atmospheric 
waters ; and the materials carried into the ocean mechanically 
and chemically are, according to the doctrines of geology,, 
settled and crystallized into strata, ultimately to be raised up 
by some force of nature unknown to ns, and to form, in their 
turn, dry and habitable land. REPORT ON THE MEMPHIS WATER - WORKS. 
13 
This land would, of course, emerge saturated with all the 
oceanic salts, which must he dissolved slowly away by the 
streams and rivers which must he formed. By this up- 
heaval of strata from the depths of the ocean it is that the 
continued contribution of the land to the sea is restored, and 
that action which seemed to tend constantly to an ultimate 
extreme becomes a revolution returning into itself, and pre- 
serving an equilibrium which would otherwise unbalance the 
present condition of things. We have not yet discovered the 
laws of this revolution as we have astronomical periods, but 
no doubt those laws exist. 
SOME SPECIAL CIRCUMSTANCES WHICH MODIFY WATERS. 
Well and spring-waters from large cities generally contain 
nitrates, which arise from the rapid oxidation of the nitro- 
genized organic matter. These nitrates in the water prevent 
the formation of any vegetable matter, the presence of which 
cannot be detected by the microscope, even after it has been 
long kept. 
According to Heinrich Bose, of Berlin, “the silicic acid 
(flint) which exists in water is probably, in most cases, one of 
the constituents of the organic substances, and it is partially 
owing to animalculae with silicious (flinty) coats (Bacillaroe 
and JVaviculce).” 
But some of the silica (flint) is most undoubtedly derived 
from the burning of vegetable matter on farms: the potassa 
and silica of the ash, fusing in combustion, become soluble, 
and are carried by rain-water precolating the soil into the 
springs, and thence into the rivers. 
In obtaining the results embodied in the following tables, 
the course pursued was to take a measured quantity of water 
(one quart) of each specimen, the solid matter held, mechan- 
ically suspended,was separated by filtration, dried and weighed, 
giving the amount of sediment to one quart. 
The clear filtered water was then carefully evaporated to 
dryness, leaving the mineral ingredients, which were collected 
and weighed, and reserved for future examination. In most 
of the cases separate portions of water were taken from which 
to determine the amount of some one ingredient, as one por- 
tion for the determination of the lime, another for the mag- 
nesia, a third for the sulphuric acid, etc. This course avoided 
any accumulative error which might arise from any slight 
impurities in one or more of the tests employed. 
This, in general, would have been the process most desirable 
to have employed in all cases, but a limited supply of several 
of the specimens required a different and more usual process 14 
REPORT ON THE MEMPHIS WATER - WORKS. 
to be pursued, that of determining several constituents from 
the same portion of water; but the system of checks and 
counter-checks employed we deem sufficient to prevent any 
erroneous results, the employment of these checks being as 
essential to the conscientious analyst as to those who make the 
results of his labors the foundation of their own. 
As most substances combine in known proportions only, it 
is unnecessary to separate them in analysis in order to know 
the quantity of each of the constituents, these last being ascer- 
tained by calculation. Thus, when we obtain a given weight 
of proto-carbonate of lime, we know that the carbonic acid 
and the lime exist in the proportion of 22 to 28, and whatever 
may be the weight obtained, we separate it into two quanti- 
ties by calculation, which shall have the above proportion,, 
calling one carbonic acid and the other lime. With regard 
to lime it is a little more than one-half of the compound from 
which we estimate it, or in the ratio of 0.562 to 1. 
Silica, or flint, we procure in a pure state. Alumina, or 
clay, we also procure free from all combination. The mag- 
nesia in these examinations was determined in a compound 
of which is formed about only a quarter; i. e., the magnesia 
was in proportion of 0.253 to 1. 
The chlorine from a compound of which is constituted less 
than one-fourth. 
The sulphuric acid was estimated from a precipitate of sul- 
phate of baryta, which is slightly over one-third sulphuric 
acid. 
From this view of the subject it is evident that we can de- 
termine accurately a result imperceptible by the most delicate 
balance; as in the case of magnesia, if the precipitate be 
the one-thousandth of a grain, which is weighable, then the 
pure magnesia which it contains will be in the proportion of 
1 to 0.253, or in the one-thousandth of a grain of precipitate 
there would be but twenty-live hundred-thousandths of a 
grain of magnesia, an amount not weighable. 
The balances employed by us were made by Robinson, of 
London, and the celebrated Oertling, of Berlin, both deli- 
cately suspended on jeweled suspensions and turning de- 
cidedly with the one-thousandth of a grain. To give some 
idea of the weight of this denomination, let a person take a 
fine human hair, cut off a piece an inch in length, and divide 
it into four pieces, each piece will weigh slightly less than 
the one-thousandth of a grain. 
ON THE USE OF LEAD FOR PIPES, CISTERNS, ETC. 
As the use of lead for pipes, cisterns, etc., in connection 
with water, is a subject of general interest, we beg leave to REPORT ON THE MEMPHIS WATER-WORKS. 
15 
introduce some remarks and practical suggestions upon the 
use of this metal. 
We find the use of lead for conducting water condemned 
by the Roman architect Vitruvius, who flourished in the age 
of Augustus, to whom his works on architecture were dedi- 
cated. Vitruvius says “ ceruse is formed, which is hurtful 
to the human body.” 
Galen also censures the use of lead pipes. There is hut 
little more than repetition of the above statements till the 
close of the last and the commencement of the present cen- 
tury, since which time science has unraveled the laws that 
regulate the actions of lead and water. 
Spring and river-waters which contain minute portions of 
neutral salts, form insoluble compounds with the lead, which 
would coat a cistern ; pure water dissolves the oxide of the 
metal which remains in solution until it is precipitated by 
the carbonic acid of the air as a carbonate of lead, but lead 
is not dissolved by pure water when the atmosphere is ex- 
cluded, as it furnishes the oxygen to form the lead into an 
oxide previous to the solution. 
The acetate of soda but imperfectly prevents the formation 
of the solution of the oxide of lead. When a hundredth 
part of the acetate of soda is dissolved in water, lead placed 
therein loses about one-fourth of what it would in distilled 
water in the same length of time. On the contrary, assenite 
of soda is a complete preservative when dissolved in the pro- 
portion of a twelve-thousandth part. Phosphate of soda and 
hydriodate of potassa are almost as effectual preservatives in 
the proportion of a thirty-thousandth part only of the water. 
It requires a two-thousandth of chloride of sodium (common 
salt) and a four-thousandth of sulphate of lime. Vitrate of 
potassa (nitre) is but little superior to the acetate of soda. 
When water contains a hundredth part of this nitrate, it 
almost entirely prevents any action; but if the quantity be 
reduced to a hundred-and-sixtieth, the loss sustained by the 
lead is fully a third of that dissolved in distilled water. 
Christison makes the statement that water, which contains 
a ten-thousandth or a twelve-thousandth of salts, may be 
safely conveyed in lead pipes, if the salts in the water be 
chiefly carbonate and sulphate ; that lead pipes cannot be 
safely used when it contains a four-thousandth of saline mat- 
ter, if this consists chiefly of muriates (chlorides). 
Water in leaden vessels is sometimes contaminated by the 
effects of the galvanic current, which generally requires the 
presence of two metals, viz., lead and the solder which is 16 
REPORT ON THE MEMPHIS WATER-WORKS. 
msec! to unite it. This is probably a source of galvanic action 
in cisterns; also, the iron, copper, and brass rods and wires 
'which are used therein. 
This electrical action may take place, even without the 
presence of another metal, by parts of the same pieces of 
lead, for example, being of a different quality, caused by 
more or less impurities, and thus acting as different metals. 
This will explain why sheet lead corrodes sometimes in spots 
when exposed to the air or water. Lead-lined cisterns, to 
contain water for culinary purposes, should always be filled 
nearly up to the top, and should not have lead covers; for 
the water is slowly evaporated and then condensed on the 
metal, thus covering it with distilled water, which dissolves 
the oxide, and, accumulating, drops into the cistern, carrying 
the dissolved lead with it. The equilibrium of the water can 
be easily maintained, where the cistern is supplied by a pipe, 
by using the common automatic ball and stop-cock. A re- 
markable instance of the above mode of poisoning is men- 
tioned by the Compte de Milly, in a paper read by him before 
the Academy of Sciences at Paris. About a year after having 
two leaden cisterns placed in his house to hold the water of 
the Seine for domestic purposes, he was attacked with severe 
and obstinate colic. This led him to examine his cisterns. 
He found that the sides, when they were occasionally left 
exposed by the subsidence of the water, and more especially 
the tops, were covered with a white liquid, which was con- 
stantly dropping into the water of the cistern, which gave 
decided evidences of lead. But the Seine contains such an 
amount of salts that it will not dissolve lead placed within it. 
Rain and snow-waters should never be retained in leaden 
cisterns, as such waters are of sufficient purity to dissolve 
the coating; nor should water collected from buildings cov- 
ered with lead be used for general domestic purposes. This 
was forcibly illustrated at Amsterdam, at the time such roofs 
were substituted for tiled ones in that city. The lead colic 
became general and committed great ravages. This was un- 
doubtedly caused by the water which was collected from the 
roofs for culinary purposes ; the same is mentioned as having 
occurred at Harlem. 
REMARKS ON THE SPECIMENS ANALYZED. 
As the various specimens previous to analysis were known 
to and distinguished by us only by the numbers attached to 
each package, we have so designated them in the various 
tables. 
bTo. 1.—This specimen of water contained a large amount 
of yellowish brown colored sediment, the greater portion of REPORT ON THE MEMPHIS WATER-WORKS. 
17 
which readily separated from the liquid by settling, but leav- 
ing the water of a yellowish tinge even after standing a long 
time. After filtration the water remained opalescent and of 
a yellowish green cast. The entire amount of sediment con- 
tained in one gallon, 20.31117 grains. 
No. 2.—This water contains a yellowish sediment amount- 
ing in a gallon to 3.55892 grains. After filtration it remains 
slightly opalescent. 
No. 3.—This specimen contained a gray sediment, a por- 
tion of which was very light and fiocculent, but readily sepa- 
rated by filtration; the water remained of a yellowish tinge, 
but perfectly clear. 
The sediment from this water was largely composed of 
alumina (clay), and the weight from one gallon=101.613 
grains troy weight. 
No. 4,—This specimen was clear, with a dark brown sedi- 
ment which was very fiocculent, filtered freely, the filtrate 
being clear, but of a decided yellowish tinge. The sediment 
was small in quantity, there being in a gallon hut 1.2602 
grains. 
No. 5.—Upon opening the package containing this specimen 
there was a decided odor of vegetable matter, which passed 
ofi‘ in a short time.* The water itself, however, was entirely 
free from all woody taste. When filtered, it was very clear 
and of a bluish tinge; the weight of sediment from one gal- 
lon=0.73633 grains. 
No. 6.—This specimen, on evaporation, yielded a residuum 
of a light brown color, readily darkening by a slight eleva- 
tion of temperature. The amount of sediment contained in 
one gallon=2.83214 grains. 
No. 7.—On opening the bottle containing this specimen 
there was a strong odor of sulphureted hydrogen, but after a 
short time all appearance of the presence of this substance 
disappeared. 
The water was very clear, containing but a small amount 
of sediment, there being but 0,1234 of grains to the gallon. 
After removing the sediment the water has a decided yellow- 
ish tinge. 
No. 8.—This specimen contained but enough sediment to 
render it slightly turbid, and is really made perfectly clear by 
filtering as it passes through the filter freely. The amount 
of sediment to the gallon being equal to 0.38893 grains. 
This specimen, it will be seen by reference to the tables, con- 
tains a smaller quantity of mineral or foreign matter than 
any other specimen examined, the amount not being greater, 18 
REPORT ON THE MEMPHIS WATER - WORKS. 
and the substances such as will be found constituting the im- 
purities of the contents of many rain-water cisterns. 
Ho. 9.—On opening the bottle containing this specimen 
there was a decided smell of woody or vegetable matter. It 
contains sufficient sediment to render it turbid. 
The sediment in one gallon=0.9877 grains was very min- 
utely divided, and easily suspended, giving a whitish gray 
appearance to the water. 
Ho. 10.—This specimen was very clear, having a peculiar 
brilliancy that to the eye of the inexperienced would have 
indicated it as the purest, brightest water of the entire series 
examined, while in fact it contained the greatest number of 
mineral substances of all the specimens. 
OF THE TABLES. 
For the convenience of reference and comparison we have 
presented the result of onr analysis in the form of the accom- 
panying tables. 
The table marked No. 1 contains the results of the analysis 
of one quart of water of each specimen expressed in the 
decimal weights of the French. These are the actual weights 
obtained. This table is the basis from which have been de- 
duced by calculation or combination Tables Nos. 2 and 3. 
Table No. 2, deduced by calculation from No. 1, presents 
the quantity in troy grains of each substance in one gallon 
of water. 
Table No. 3.—After having determined by analysis the 
number and quantity, or “ what and how much,” of the vari- 
ous ingredients are contained in a given specimen, the analyst 
has gone as far as he can with absolute positive certainty; but 
as these substances in many cases combine with one another, 
it becomes a question, in what manner are they combined in 
the natural water? In doing this, although the analyst can- 
not assert that he is positively correct, yet guided by the 
chemical affinities of the various substances his combinations 
will most probably be correct. In Table No. 3 we have pre- 
sented the substances combined according to the best author- 
ities, and our knowledge obtained during their examination. 
JOSEPH M. LOCKE, 
JOHN LOCKE, m.d. TABLE No. 1. 
Contains the weight of substances in Grammes (1 Gramme=15.43402 Troy Grains) Found in one American Quart (1593.05 
Grains) of each Specimen. 
REPORT ON THE MEMPHIS WATER-WORKS. 
Solid Matter 
1 
2 
3 
4 
5 
6 
7 
8 
9 ' 
10 
REMARKS. 
0.04500 
0.07100 
0.22950 
0.20003 
0.04370 
0.17650 
0.23035 
0.03875 
0.15640 
1.24260 
Lime 
0.00444 
0.00834 
0.05639 
0.04968 
0.00810 
0.05111 
0.09215 
0.00472 
0.02953 
0.02932 
No. 
1, Wolf River 
0.04230 
No. 
2, Wolf River 
0.00650 
0.00778 
0.00342 
0.14254 
No. 
3, Miss. River 
0.01822 
0.03540 
No. 
4, Hatchie Lake 
0.01645 
0.01663 
0.17559 
No. 
5, Wolf River 
Alumina 
0.01075 
0.02078 
0-00584 
0.00636 
0.00457 
0.00852 
0.00547 
0.00613 
0.00805 
0.04800 
No. 
6, Miss. River 
No. 
7, Hatchie Lake 
Silicic Acid (Flint).. 
0.02560 
0.03446 
0.03033 
0.01732 
0.01931 
0.00750 
0.01794 
0.01267 
0.00468 
0.03552 
No. 
8, Wolf River 
0.05497 
No. 
9, Miss. River 
Carbonic Acid 
0.00348 
0.00655 
0.05145 
0.04758 
0.00637 
0.05312 
0.07240 
0.00371 
0.05205 
0.14805 
No. 
10, Well in City 
0.02468 
0.02504 
0.34609 
Organic Matter 
0.02919 
0.02257 
0.00535 
0.03748 
0.04222 
0.01112 
0.02264 
0.21195 
Loss 
0.00083 
0.00087 
0.00867 
0.00707 
0.00055 
0.00017 
0.00040 
0.00063 
0.00857 
Total 
0.04500 
0.07100 
0.22950 
0.20003 
0.04370 
0.17650 
0.23035 
0.03876 
0.15640 
1.24260 
Analyzed by JOHN LOCKE, 
M.D. 20 
REPORT ON THE MEMPHIS WATER-WORKS. 
Stable no. 2. 
Showing the Quantity in Grains of the substances contained in an American Gallon (58,372 Grains) of each of the Specimens. 
Solid Matter 
1 
2 
3 
4 
5 
6 
7 
8 
9 
10 
REMARKS. 
2.778124 
4.383262 
14.168435 
12.349070 
2.697867 
10.896420 
14.220909 
2.392273 
9.655525 
7.671327 
Lime 
Calcium 
0.275108 
0.514879 
3.481299 
3.067049 
0.500062 
3.155332 
5.688981 
0.291394 
1.822894 
0.181010 
0.261144 
0.880000 
No. 1, Wolf River 
No. 2, Wolf River 
No. 3) Miss. River 
No. 4, Hatchie Lake 
No. 5, Wolf River 
No. 6, Miss. River 
No. 7, Hatchie Lake 
No. 8, Wolf River 
No. 9, Miss. River 
No. 10, Well in City 
Magnesia 
0.401285 
0.480307 
0.211165 
2.185254 
Soda 
1.124831 
Sodium 
1.015559 
0.360539 
Trace. 
1.872456 
Trace. 
3.176322 
1.523647 
1.802076 
0.535252 
1.026671 
0.392642 
Trace. 
1.069269 
1.084024 
0.296333 
Alumina 
Iron 
0.663663 
Trace. 
1.574271 
1.282876 
Trace. 
2.127426 
0.282134 
Trace. 
1.192124 
0.525991 
0.337697 
0.378442 
0.497067 
Silicic Acid (Flint).. 
0.463021 
1.107545 
0.782196 
0.288920 
0.217435 
0.339363 
0.913989 
2.136624 
1.308496 
0.052909 
Carbonic Acid 
0.214841 
0.404371 
2.937403 
1.545872 
1.393383 
0.436474 
0.393259 
3.279421 
4.469693 
0.229041 
3.213080 
Organic Matter 
Loss 
Total 
0.051241 
0.053710 
0.330288 
2.313869 
0.033955 
2.606497 
0.010496 
0.686505 
0.024695 
1.398001 
0.039144 
2.778124 
4.383262 
14.168435 
12.349070 
2.697867 10.893420' 14.220909 
2.392273 
9.655525 
7.671327 
Analyzed by JOHN LOCKE, m.d. REPORT ON THE MEMPHIS WATER-WORKS. 
TABLE No. 3. 
Showing the Quantity in Grains of the compound ingredients contained in an American Gallon (58,372 Grains) of each of the 
Specimens. 
1 
2 
3 
4 
5 
6 
7 
8 
9 
10 
REMARKS. 
Chloride of Sodium. 
Chloride Calcium.... 
2.539206 
2.572543 
2.757188 
0.724604 
0.439596 
0.121569 
No. 1, Wolf River 
No. 2, Wolf River 
No. 3, Miss. River 
No. 4, Hatchie Lake 
No. 5, Wolf River 
No. 6, Miss. River 
No. 7, Hatchie Lake 
No. 8, Wolf River 
No. 9, Miss. River 
No. 10, Well in City 
Trace. 
Sulphate Magnesia.. 
1.925063 
5.634521 
3.736055 
3.255215 
0.441123 
Carbonate of Lime.. 
Carbonate Magnesia 
Carbonate of Iron... 
Alumina (Clay) 
Silicic Acid (Flint).. 
0.488949 
0.919250 
6.216605 
0.842301 
Trace. 
0.360539 
1.872456 
1.802076 
0.535252 
5.476869 
1.007890 
Trace. 
0.392642 
1.069269 
1.393383 
0.436474 
0.893321 
10.158674 
0.520435 
1.753197 
Trace. 
0.663663 
1.574271 
Trace. 
1.282876 
2.127426 
Trace. 
0.282134 
1.192124 
0.330288 
0.525991 
0.463021 
2.313869 
0.033955 
0.337697 
1.107545 
2.606497 
0.010496 
0.378442 
0.782196 
0.686505 
0.024695 
0.497067 
0.288920 
1.398001 
0.031944 
0.296333 
0.217435 
1.308496 
0.052909 
Loss and Soda Salts. 
Total Solid Matter... 
0.051241 
0.053710 
2.778124 
4.383262 
14.168435 
12.349070 
2.697867 
10.896420 
14.220909 
2.392273 
9.655525 
7.671327 
Analyzed by JOHN LOCKE, m.d. 22 
REPORT ON THE MEMPHIS WATER-WORKS. 
The analyses have demonstrated the fact that the univer- 
sally prevailing opinion with reference to the superiority of 
the Mississippi water over that of Wolf River is fallacious; 
and that instead of the water from Wolf River being inferior 
in quality to that of the Mississippi, it is proved not only far 
superior to it, but equal in purity to any public water supply 
in the United States. 
The following table, taken from Mr. E. S. Chesbrough’s 
report to the water commissioners of Chicago in 1861 (to 
which the analyses of the Mississippi and Wolf River waters 
with several others are added), will show the relative purity 
of waters supplied to or proposed for different cities. The 
table gives the quantity of solid matter in a wine gallon 
(equal to the United States standard gallon) held chemically 
in solution by the respective waters, and shows that Wolf 
River watei* stands third in degree of purity, Lake Cochituate 
and the Long Island streams alone being superior; whilst the 
Mississippi water stands Ho. 16 in the order of purity, limit- 
ing the comparisons to the public water supplies in the United 
States. REPORT ON THE MEMPHIS WATER-WORKS. 
23 
Table No. 1. 
solid 
n one 
Hon 
’ n 
ANALYZED 
City Supplied 
Source 
Grains of 
matter i 
U. S. ga 
0 
u 
0 
'V 
O 
By Whom 
c 
A 
£ 
By Whom Repeated 
and 
Remarks 
1.85 
Jervis & Johnson. 
Jervis & Johnson. 
W. J. McAlpine. 
W. J. McAlpine. 
4.16 
i-97 
6 
1852 
1852 
8 
t 
14 
1 I"* 
S-8S 
t5-S9 
9 
1859 
Jacob Houghton. 
4.16 
• 
1859 
Jacob Houghton. 
1 77 
6-74 
6-75 
13 
1852 
1848 
Quebec, average.. 
St. Charles River 
Geo. R. Baldwin. 
10.60 
10.64 
Elbe 
WELLS 
IO4.OO 
Average of several others 
65.20 
20.32 
48.83 
56.80 
30.00 
116.46 
2-54 
8-33 
5-54 
79-23 
1.56 
21.14 
3.€2 
Cleveland, O 
Cleveland, O 
Lake Erie 
Lake Erie, near shore 
15 
W.W. Mather 
W.W. Mather 
W.W. Mather 
1852 
1852 
1852 
1852 
1852 
1852 
Supplies Cleveland. 
Cleveland, O 
Cleveland, O 
Cleveland, O 
Charlestown, Ms. 
Well near old Theatre 
Well on Euclid Street, ) 
(Prof Cassel) J 
Average of 4 city wells.... 
W.W. Mather 
W.W. Mather 
W.W. Mather 
1859 
1845 
5.00 
6.32 
I4.I7 
IO.9O 
Dr, Jackson... 
Cambridge, Mass. 
Memphis, Tenn... 
Memphis, Tenn... 
Memphis, Tenn... 
Memphis, Tenn... 
Memphis, Tenn... 
Memphis, Tenn... 
Memphis, Tenn... 
Memphis, Tenn... 
Memphis, Tenn... 
Memphis, Tenn... 
12 
J. M. Locke... 
J. M. Locke... 
1868 
) 
l6 
1869 
1868 
> Average if.58. 
12.35 
14.22 
2.78 
4-38 
2,70 
2.39 
7.67 
1868 
1868 
Wolf River 
J. M. Locke... 
J. M. Locke... 
J. M. Locke... 
1868 
1868 
f Average 3.06. 
Wolf River 
1868 
1868 
) 
Well 
J. M. Locke... 
1868 24 
REPORT ON THE MEMPHIS WATER-WORKS. 
It is thus manifest that in every particular the water from 
Wolf River is better and more suitable for the uses of a pub- 
lic water supply than that which could he obtained from the 
Mississippi. There is but one consideration which justifies a 
moment’s hesitation in making a choice from the two waters,, 
and that is the fact that the Mississippi water will arrive at 
a desirable degree of clearness by subsidence in two days, 
whilst that from Wolf River will require eight days, caused 
by the greater quantity of alumina in the latter, and the 
almost total absence of lime and salts ; which impurities in 
the Mississippi water, by chemical action, aid in producing a 
more speedy precipitation of its sediment. On this account 
a subsiding reservoir for clearing a given quantity of water 
from Wolf River, would have to be four times the capacity 
of one for clearing the same quantity of Mississippi water; 
making a difference in this particular in favor of the Missis- 
sippi water equal annually to the interest upon the difference 
in the costs of the respective reservoirs, which comparison 
will be rendered definite hereafter. To counterbalance this 
advantage possessed by the Mississippi water over that from 
Wolf River, we find, by referring to the analyses, that the 
maximum quantity of sediment per gallon contained in the 
Wolf River water is only 20 per cent, of the maximum quan- 
tity contained per gallon of the Mississippi water, and the 
average for the specimens taken 17 78-100 per cent. By 
sediment in the water is meant the impurities held median- 
ically in suspension independent of those held chemically in 
solution. The former can all be separated from the water 
before distributing it by subsidence or filtration, while the 
latter can never be disengaged from any water on a scale 
applicable to a public water supply, and must always go with 
the distribution and be consumed by the people. The anal- 
yses thus show that the average quantity of sedimentary 
matter contained by the Mississippi water is about six times 
the average quantity contained by the Wolf River water. 
The average quantity of sediment contained by the Missis- 
sippi water, as determined by these analyses, is 1-1661 of its 
own weight. REPORT ON THE MEMPHIS WATER-WORKS. 
25 
This quantity corresponds very closely with the observa- 
tions and deductions of the Mississippi Delta Survey, from 
which the following table is compiled, with the addition of 
the quantities determined by Prof. J. M. Locke and Col. 
Henry Fladd. 
WATER TO 
SEDIMENT 
River 
Authority 
• 
Measurements Made. 
By Weight as 
By Bulk as 
Miss, at Carrollton 
Miss. Delta Survey.. 
1,808 is to 1 
*3,435 is to 1 
For twelve months, 1851-1852. 
Miss, at Carrollton 
Miss. Delta Survey,. 
1,449 is to 1 
*2,753 is to 1 
For twelve pronths, 1852-1853. 
Miss, at Columbus 
Miss. Delta Survey.. 
1,321 is to 1 
*2,510 is to 1 
For nine months, 1858. 
Miss, at the mouth 
Mr. Meade 
1,256 is to 1 
For two months, 1838. 
For 1838. 
Miss, at the mouth 
Mr. Sidell 
*3,276 is to 1 
*2,366 is to 1 
Miss, at various places... 
Prof. Riddle 
1,245 is to 1 
For fourteen days, summer 1843. 
Miss, at New Orleans 
Prof. Riddle 
1,155 is to 1 
3,000 is to 1 
For thirty-five days, summer 1846. 
Mr. Brown 
528 is to 1 
At irregular dates, 1846 and 1848. 
For three and a half flood mos., ’49. 
Miss, at Memphis 
Lieut. Marr 
596 is to 1 
1,132 is to 1 
Lieut. Marr 
2,950 is to 1 
For twelve months, 1850-1851. 
1 Average of three specimens, taken 
\ July 15, Sep. 18, and Oct. 7, 1867. 
Miss, at Memphis. 
Water-works Survey 
1,661 is to 1 
*3,156 is to 1 
Wolf River, five miles'! 
above Memphis j 
Water-works Survey 
10,000 is to 1 
( Average of four specimens, taken 
j June 13, July 11, Sep. 18, and 
( Oct. 7, 1867. 
Miss, at St. Louis 
Water-works Survey 
368 is to 1 
In the condit 
ion of dried mud. 
Miss, at St. Louis 
Water-works Survey 
94 is to 1 
In the condit 
ion of soft mud. 
by assuming the specific gravity to be 1.9, which is nearly that of the natural deposit pf the 
Mississippi River. 
PROPORTION OF SEDIMENT IN RIVER WATER. 26 
REPORT ON THE MEMPHIS WATER-WORKS. 
On page 148 of Mississippi Delta Survey Gen. Humphreys 
observes ; UA comparison of these different results leads to 
the belief that no material error will result from assuming 
that the sediment of the Mississippi is to the water by weight 
nearly as 1 is to 1500, and by bulk nearly as 1 is to 2900, 
provided long periods of time be considered.” Therefore, in 
this comparison between the two waters, it is proper to esti- 
mate the annual average quantity of sediment in the water 
from the Mississippi at this point at 1-1500 of its own weight, 
and that contained by the water from Wolf River at 1-9000 
of its weight; and with these proportions, the deposits in 
the settling reservoirs, when the daily consumption reaches 
6,000,000 gallons, would be 15 34-100 tons of mud from the 
Mississippi and 2 55-100 tons from Wolf River daily, which 
would require to be removed from the settling reservoirs 
periodically; and the difference between the respective quan- 
tities- named (12 79-100 tons) is against the Mississippi water. 
The manner of removing these deposits from the settling 
reservoirs will have to be determined by experience as well 
as the expense attending the removal. At St. Louis it event- 
uated in the filling up of the old reservoirs, and the building 
of a temporary one from which to supply the city while the 
old ones were being cleaned. 
To determine the question of quantity available from Wolf 
River, the stream was carefully gauged in the month of Octo- 
ber, when it was at its lowest stage for the season, and reported 
by the oldest residents along its banks to be at its lowest 
annual fall stage. The gaugings were made October 9, 10, 
and 12, 1867, at a point 4 54-100 miles above the town of 
Raleigh, directly opposite Station 447 of conduit line (see 
water-works map) ; and the average discharge during the 
time of these observations was found to be 8,636,775 U. S. 
gallons per hour, being equal to nearly eight times the mini- 
mum discharge of the Croton River supplying the City of 
Hew York. The sources of Wolf River are reported to be 
about sixty-five miles south-eastwardly from Memphis, and 
composed of a comparatively small number of springs, dis- REPORT ON THE MEMPHIS WATER-WORKS. 
27 
charging great volumes of sandstone-water. These state- 
ments are corroborated by the fact that for three months last 
fall, during the driest weather, the stage of the river did not 
vary six inches ; and also, by the analyses, showing com- 
paratively a small quantity of lime and a large quantity of 
silicic acid held in solution by the water. 
In deciding upon the scale or magnitude of the works, it 
has been assumed that simultaneously with the construction 
of water-works the city will also be provided with a system 
of thorough drainage or sewerage works; that the water 
supply should be liberal in quantity, and the use of it general; 
and that the growth and progress of the city of Memphis in 
the near future will be equal to that indicated as having pre- 
vailed heretofore. With these considerations as a guide, it 
is estimated that by the time the works can be put in suc- 
cessful operation a population of 75,000 would be within the 
limits of an efficient distribution; that two-thirds of this 
number would avail themselves of the use of the water; and 
that in this latitude, with the long periods of dry weather, 
with sewers to convenienly dispose of the water after having 
subserved the many uses and abuses to which public water 
supplies are generally subject, it would require sixty gallons 
per capita per twenty-four hours. At this rate of consump- 
tion, it would require for a water-consuming population of 
50,000 inhabitants 3,000,000 gallons daily ; and to project the 
works upon a scale of twice this quantity, or 6,000,000 gallons 
daily, is not believed to be making any too liberal provisions 
for the future. In the following table is given the data per- 
taining to this point in other cities. It gives the average 
daily quantity per capita in the measure of the total quantity 
of water in gallons distributed for all uses—viz., domestic, 
manufacturing, fire protection, dust laying, etc.—divided by 
the total population, and also that portion of the population 
who obtain their supply of water from the public water supply 
exclusively. 28 
REPORT ON THE MEMPHIS WATER-WORKS. 
Year 
Cities 
Each inhabi- 
tant per day. 
Gallons. 
Each consu- 
mer per day. 
Gallons. 
1867 
Charlestown, Mass 
41.83 
54.33 
1867 
Brooklyn, N. Y 
*47.10 
1866 
Cleveland, Ohio 
22.35 
24.26 
1867 
Detroit, Mich 
48.46 
54.47 
Chicago, 111 
50.00 
Cincinnati, Ohio 
1864 
St. Louis, Mo 
* 54.1 
1866 
Louisville, Ky 
16.81 
73.96 
1864 
New York 
62.00 
* Approximate. 
Table No. 2. 
With the above named considerations, and the data from 
the statistics of other works above tabulated as guides, the 
supply for Memphis is designed of a capacity in the com- 
mencement of 6,000,000 gallons in twenty-four hours. 
Before describing any of the plans investigated, it will not 
be out of place to advert to the fact that a water supply for 
Memphis by means of artesian wells lias been suggested here- 
tofore, and found more or less favor with prominent men in 
the community. An artesian well, sending forth a constant 
stream of pure water, is a beautiful and interesting sight; 
and in the popular mind it is invested with a great degree of 
novelty. What is an artesian well ? Historically, it is so 
called from a mode practiced in Artois, a province in France, 
by boring for water. Technically, an artesian well is a mode 
for obtaining a spontaneous flow of water at or above the sur- 
face of the earth through the medium of a tube perforation 
of the earth’s crust, extending in depth until a body of water 
is reached, from which, by hydrostatic pressure, a portion 
is delivered through the tube at or above the surface of the 
earth. The most plausible theory explanatory of the flow ot 
water from artesian wells is their similarity to natural springs, 
there being in both contracted apertures from the surface of 
the earth to subterranean reservoirs full of water, and com- 
pressed by columns of this liquid. Through these apertures 
(natural Assures in the earth in the case of springs, and arti- REPORT ON THE MEMPHIS WATER-WORKS. 
29 
ficial borings in the case of artesian wells) the water escapes, 
seeking its level. 
The history of artesian wells, so far as they have been re- 
sorted to as a means of supplying towns and cities with 
water, is not at all encouraging, whatever may be their 
merits as means of obtaining limited quantities of water for 
private or special uses. The City of New York having for 
a period of sixty-three years endeavored to solve the prob- 
lem of procuring a public water supply, dating from July, 
1774, with the proposition of Christopher Codes, to the in- 
corporation of a fourth company in 1827, “called New 
York Yell Company/'* finally endeavored to obtain a sup- 
ply by means of artesian wells, “ The company made several 
attempts to procure water, but being satisfied by their experi- 
ments of the impracticability of the undertaking, the enter- 
prise was abandoned." 
“The hope next embraced was that of artesian wells. Mr. 
Levi Disbrow had about this time succeeded, by boring to a 
great depth through earth and rock, in procuring a copious/ 
supply of good water at the Manhattan Reservoir, corner of 
Bleecher and Mercer streets. The diameter of this perfora- 
tion is eight inches; its depth 442 feet. A tube extends 
from the top to near the bottom in order to exclude the 
springs that may be met with in the descent, and of which 
the quality might impair that of the main supply. Mr. Dis- 
brow made several other borings, varying from 72 to 250 
feet in depth. 
“ Encouraged by his success, Mr. Disbrow proposed to sup- 
ply the city by an artesian well and reservoir in each ward. 
But inasmuch as the product of these wells is limited, even 
supposing (what is by no means certain) that the multiplica- 
tion of them in different levels would not diminish the sup- 
ply and drain the sources of the more shallow to the deeper 
perforations, it seemed obvious that the cost of such an en- 
terprise, taken in connection with the uncertainty of the 
result as to the adequate supply, forbade the undertaking. 
Nevertheless, the corporation caused various perforations to 
®See King’s Memoir on the Croton Aqueduct. t2Q,ooo gallons in 24 hours REPORT ON THE MEMPHIS WATER-WORKS. 
be made in the public markets, and in Jacob Street in the- 
swamp. In this last, at the depth of 128 feet, a mineral 
spring was obtained, unfit for domestic purposes, but which 
for a time was supposed or represented to possess valuable 
medicinal qualities.’’ 
During the interval above referred to in the history of the 
New York water supply, nearly every available means was- 
resorted to, and all known mechanical expedients applied, all 
resulting, as did the artesian wells, in failing to meet the 
wants of the city; and it was not until a source of unques- 
tionable purity, guaranteeing an unlimited quantity, was 
chosen and made available by one of the most reliable engi- 
neering works, that the wants of the city were supplied. 
The City of Liverpool was supplied up to the completion of 
the Rivington Pike scheme, a gravitation water supply put 
in successful operation in 1856 by means of seven wells, 
furnishing in 1849 an aggregate quantity of 3,908,075 gallons 
per day, at an average cost of $11.13,* in the pumping de- 
partment alone, per million gallons elevated 100 feet; and in 
1854, from the same wells, the cost was $9.29 per million 
gallons raised 100 feet high; in these costs, attendance or 
labor, coal, oil, tallow, etc., only are included, no allowance 
being made for wear and tear, depreciation of machinery, or 
interest on capital invested. Reduced to similar measures, 
O', e., the annual average cost at the pumping station in at- 
tendance, labor, fuel, oil, tallow, etc., per million United 
States gallons of water raised 100 feet high), the cost of 
pumping water at some of the principal pumping works in 
the United States is given in the following 
*See Hughes’s Treatise on Water-works, pages 146 and 147. REPORT ON THE MEMPHIS WATER-WORKS. 
Table IsTo. 3. 
City 
•>* 
Power 
Different level betwe’n 
source and delivery 
WHAT 
OF PUM 
PACITY 
REQUIR 
s 
g 
s 
’ORTION 
PING CA- 
DAILY 
ED. 
<U 
b/D 
rt 
V 
> 
< 
Cost per million gal- 
lons elevated 100 feet 
Order of economy 
Cambridge, Massachusetts 
1866 
Steam. 
724 
$18 02 
10 
Charlestown, Massachusetts 
1865 
Steam. 
135 
0.228 
0.177 
14 97 
6 
Hartford, Connecticut 
1866 
Steam. 
120 
16 34 
8 
Brooklyn, New York 
1866 
Steam. 
161 
6.440 
0.380 
12 84 
4 
1866 
159 
0.285 
0-269 
9 63 
1 
Fairmount, Philadelphia, Penn 
1866 
Water 
1.000 
0.605 
2 00 
0 
Schuylkill, Philadelphia, Penn 
1866 
Steam. 
115 
0.414 
0.290 
13 00 
6 
Delaware, Philadelphia, Penn 
1866 
Steam. 
112 
1.000 
0.806 
22 00 
13 
24th Ward, Philadelphia, Penn 
1866 
Steam. 
1.000 
0.615 
9 91 
2 
Germantown, Philadelphia, Penn... 
1866 
Steam. 
0.272 
0.215 
23 10 
14 
Cleveland, Ohio 
1865 
Steam. 
158 
0.200 
0.154 
17 55 
9 
Cincinnati, Ohio 
1866 
Steam. 
165 
0.712 
0.546 
18 09 
11 
Louisville, Kentucky. 
1866 
Steam. 
144 
0.200 
0.123 
16 14 
7 
Chicago, Illinois 
1865 
125 
0.540 
0.354 
12 20 
3 
Detroit, Michigan 
1867 
75 
0.410 
0.360 
18 20 
12 
The results in this table are not given as being exact com- 
parisons between the cost of pumping water in the United 
States and the cost at the Liverpool wells, but simply as 
illustrative of the comparative cost between pumping water 
from wells and rivers or lakes. To make the comparison 
exact, there would .be required detailed knowledge of the 
cost of labor, fuel, etc., at each station, whereas the results 
in the table, as well as those for the wells, were calculated 
from annual aggregates. 
The city of Liverpool was supplied with good water from 
these seven wells for many years. They were located within 
a circle of three miles radius, but the quantity available from 
them, although they were frequently deepened by borings, 
was gradually decreasing ; and Mr. Stephenson, in a report 
in 1850 upon the Liverpool Water Supply, recommended an 
increase in the number of wells as the best means of perma- 
nently increasing the quantity. Notwithstanding Mr. Ste- 
phenson’s clear and able treatment of the question, the well 
system of Liverpool has been abandoned, and the city sup- 
plied with water by the Rivington Pike scheme, apparently 32 
REPORT ON THE MEMPHIS WATER-WORKS. 
for no other reason than the greater security against a failure 
in the supply enjoyed by the latter plan. 
In the following table are given the distinctive features of 
some of the most noted artesian wells : 
Cl 
hrj 
0 
OS 
o 
2 
> 
K 
13 
O 5 
P 
2 
rT 
ST* 
ft 
5T 
P 
rT 
w 
►T 
0) 
in' 
in 
2 
in 
4 
3 5 
S o 
£L z 
3 
in* 
*-* 
c/T 
o 
X 
> 
W 
T 
Crq 
2 
rT 
3 
a> 
r 
co 
CO 
> 
W 
O 
p 
P 
p 
IT. 
o 
i- 
2. 
P 
X* 
i-i 
sr 
in' 
O 
p 
? 
p 
o 
o 
p 
b 
o 
o 
p 
p 
to 
to 
H-l 
o 
on 
M 
to 
X 
5 
b Depth of Well 
a» 
© 
b 
00 
© 
r“f‘ 
p4 Diameter of Bore at 
CO 
CO 
ton 
CO 
© 
Bottom of Well 
s 
2 
Salt.. 
Salt.. 
’ F resh 
§ 
2 
Fresh 
Fresh 
Quantity of Water 
S- 
O 
73 
GO 
C5 
GO 
to 
ioim 
£1 Temp’ture of Water 
r—1 
Oi 
Length of Time in 
tc*-< 
f Boring Well 
3 
-c 
Elevation of Dis- 
charge plus or min. 
X 
3 
X 
in 
in 
S 
n 
O 
'CO 
o 
o 
Ot 
CO 
© 
© 
" Surface of Ground 
r 
to 
CO 
p 
p 
o 
GC 
b 
co 
p 
b 
co 
© 
b 
b 
i—1 
X 
5° 
a> 
h-i 
cn 
Discharge per 24 hours 
in U. S. gallons 
o 
b 
o 
5 
o 
5 
■P 
-te 
© 
p 
p 
to 
o 
b 
o 
b 
o 
b 
to 
05 
00 
Total Cost of Well 
o 
o 
b 
CO 
© 
o 
o 
s 
o 
o 
o 
o 
o 
© 
■te 
CO 
o 
CC 
Oi 
§5 
• 
CO 
o 
© 
First Cost in measures 
CO 
o 
h-‘ 
C5 
05 
p 
o 
of 1,000,000 gallons 
CO 
b 
00 
in 24 hours 
o 
H-t 
a 
o 
o 
CO 
00 
© 
o 
o 
Table No. 4, REPORT ON THE MEMPHIS WATER-WORKS. 
33 
This table illustrates the highly experimental nature of the 
process in obtaining water by means of artesian wells. Out 
of seven successful wells, four furnish water unsuitable for 
domestic use. As to cost, the statements concerning the 
costs of the wells named are too indefinite, and the number 
of wells too small, to form any comparison with ordinary 
pumping works. 
Below are given extracts from a report* of the commission 
constituted in accordance with the proposition of the Senator 
Prefect of the Seine, by a decree of his Excellency “ the 
Minister of Agriculture, Commerce, and Public Works,” 
many of the observations and conclusions in which are as 
applicable to Memphis as they are to the city of Paris: 
Dated October 29, 1861. 
Instructed to examine the question ‘whether it be possible 
and expedient to provide exclusively by means of artesian 
wells for the supply and distribution of water for all public 
and private uses in the city of Paris.’ 
Monsieur the Minister—The commission that you have insti- 
tuted to examine if it be possible and expedient to provide 
exclusively by means of artesian wells for the supply and 
distribution of water for all public and private uses in the 
city of Paris, after careful examination, reports to your Ex- 
cellency that such is not its opinion. 
The commission is unanimous. Among its members there 
are none who are unaware of the importance of artesian 
water drawn from the green sand for the use of Paris. But 
among those who base upon it the greatest expectations there 
are none who are of opinion that it would be advisable to 
exclude the employment of other resources that nature or art 
has placed at the disposal of the Parisian people 
CONCLUSIONS. 
In conclusion, for the following reasons, the commission is 
of opinion that it is not best to provide exclusively by means 
of artesian wells for the distribution of water for all public 
and private services in the city of Paris. 
1. The water-bearing stratum of green sand is not the 
exclusive property of the city of Paris. It can be operated 
upon at any distance or level by the proprietors of the soil. 
The works constructed by companies, associations, and indi- 
*A copy of which was furnished by E. S. Chesbrough, Esq. 34 
REPORT ON THE MEMPHIS WATER - WORKS. 
viduals, however great or indisputable may be the capabilities 
ot this source, could absorb them and render them of very 
doubtful application to the municipal wants. 
2. The phenomena and natural accidents, such as earth- 
quakes, that exercise little influence upon canals through 
which flow surface water, could, on the contrary, produce on 
channels for the passage of water at great depths a derange- 
ment of their course. 
Though such events may be rare, it is sufficient to know 
that once in twenty years their effect on the well of Grenelle 
has been observed, not to be willing to expose the city of 
Paris to receive suddenly and for entire months turbid water 
in all its reservoirs, or to submit to a diminution of one-half 
the product of its flowing wells, which, though it were but 
temporary, would not be the less serious. 
3. The art of boring is not yet advanced enough by ex- 
perience in tubing very deep wells of large diameter, especi- 
ally in what concerns the green sand basis ; tubes in iron do> 
not last; copper tubes even, lined with tin, might fill the 
people with anxiety in times of epidemic; wooden tubes are 
uncertain; and wells not provided with tubes have not been 
thoroughly experimented with. 
4. The water of the artesian source, which is of great 
purity, and which, so far as mineral substances are concerned, 
is better suited than all others for industrial and public use,, 
is very slightly aerated and tepid. It would be necessary, 
therefore, to cool and aerate it to render it useful for domestic 
purposes; and for this reason it would be regretted that it is- 
not a little richer in carbonic acid and carbonate of lime. 
5 
6. .... ...... 
7. In conclusion, when we talk of supplying 2,000,000 
inhabitants, it is prudent to assure ourselves of the simulta- 
neous use of bodies of water taken from various sources, in 
order to be always ready to quiet the complaints of the peo- 
ple. Water, as we have said, ought never to be suspected ; 
and, in case of the least doubt, the administration must be 
able to replace one water, though suspected without cause, by 
another which may possess the confidence of the consumers. 
Such, M. the Minister, are the reasons that have determined 
the commissioners to recommend to your Excellency not to 
adopt the plan of supplying Paris exclusively by artesian 
water. Your Excellency, before making a final decision, 
will agree, perhaps, with the commission that it is best to 
leave to time the solving of questions that are not sufficiently 
clear at present. REPORT ON THE MEMPHIS WATER-WORKS. 
35 
I have the honor of being, with respect, M. the Minister, 
your Excellency’s very devoted colleague, 
Y. DUMAS, 
Senator Member of the Academy of Science. 
It lias also been suggested, and considerable importance 
given to it, that, as a means of obtaining clear water, large 
impounding reservoirs be formed in the Mississippi or Wolf 
River bottoms, which are subject to overflow from these 
rivers during flood stages of the Mississippi; that these reser- 
voirs be made large enough to hold a year’s water supply for 
the city of Memphis ; and that they be annually filled during 
high water. It was further claimed that from these reser- 
voirs the city could be supplied with clear water by pumping 
machinery elevating the water but once, and that through less- 
height than by pumping directly from the Mississippi, from 
the fact that by the latter plan the actual lift would vary with 
the rise and fall in the river, whereas by the former plan the 
settling reservoirs would be filled at flood height, and conse- 
quently save an annual average lift of about twenty feet in 
elevating the water for distribution. 
To determine the merits of this plan in a pecuniary point 
of view, a survey was made of a natural basin between Wolf 
River and the Hew Raleigh Road, upon Mr. K. G. B. L. 
Wynn’s plantation, a location for which some natural advan- 
tages were justly claimed. The most economical plan for a 
settling reservoir upon this site is represented in outline on 
Details Ho. 7. It could be filled only during the highest 
stages of the Mississippi; occasionally, perhaps, from floods 
in Wolf River. When filled by backwater from the Missis- 
sippi it would be a mixture of Wolf River and Mississippi 
water. A reservoir containing a year’s supply of water for 
Memphis, when the consumption reached 6,000,000 gallons 
daily, would have to hold 2,190,000,000 gallons, without any 
allowance for leakage or evaporation. It would have a water 
surface of 386£ acres, and for which the earth-work alone in 
the locality surveyed would be— 
Mucking, 479,305 cubic yards at 20 cents $95,861 OO 
Excavation, 8,795,439 cubic yards at 20 cents 1,759,087 80 
$1,854,948 80 REPORT ON THE MEMPHIS WATER-WORKS. 
A sum quite out of proportion for a single branch of the pro- 
posed water-works; and that only for the earth-work, with- 
out any slope protection or influent and effluent chambers. 
Supposing the existence near Memphis of a locality—a level 
plain—for a reservoir of this capacity, built in the most eco- 
nomical form, circular, where the excavation would just make 
the embankment; it would require a water surface of 3811- 
acres, with 18 feet depth. The work in this conjectural case 
would be 
Real estate, 38 acres at $300 $114,360 00 
Mucking, 297,938 cubic yards at 20 cents 59,587 60 
Excavation carried in embankment, 667,000 cubic yards at 30 cents.. 200,100 00 
Slope paving, 19,000 cubic yards at $11 209,000 00 
Influent and effluent chambers 50,000 00 
$633>047 60 
It is thus manifest that pecuniarily a plan of this kind is in- 
admissible ; and were this not the case, in a sanitary point of 
view, it is doubtful whether it would be prudent to attempt 
in this latitude to store a year’s water supply in this manner ; 
but were all these objections overcome, or proved to be 
groundless, can the city of Memphis depend upon the Mis- 
sissippi’s rising annually to a height at which an impounding 
•reservoir of this kind could be filled ? Or, in the event of ac- 
cident to the reservoir, causing the water to escape (from 
which liability a reservoir in the Mississippi bottoms is not 
by any means exempt), where would then a supply of water 
be obtained, unless the pumping machinery is arranged for 
taking a supply directly from the river ? REPORT ON THE MEMPHIS WATER-WORKS. 
37 
WOLF RIVER PLAN. 
In looking to Wolf River as the source of supply, it is of 
course desirable to go beyond the backwater from the Mis- 
sissippi, in order to obtain the water from the live stream un- 
influenced by backwater. It is also important to avoid the 
impurities from the several branches of cypress and cane 
creeks, which drain an extent of territory of some 20,000 
acres, nearly all of which is under cultivation, much of which 
will soon be suburbs to the city, and the drainage from 
which during low stages of Wolf River, in the latter part of 
summer and in the fall, would, and does now, prejudicially 
and seriously, affect the quality of the water. For these rea- 
sons it is deemed inexpedient to take the water from a point 
nearer the mouth of Wolf River than the town of Raleigh. 
At this point the surface of the water at ordinary summer 
stages is one foot and a half above high water in the Missis- 
sippi, and fifty feet below Court Square in the city of Mem- 
phis. To take the water here would require it to be elevated 
by pumping machinery at the start, as no dam of sufficient 
elevation can at this point be successfully constructed to 
bring the water near the city for being elevated and dis- 
tributed. In fact, nowhere along Wolf River, from its mouth 
to a point two miles north-east of Ridgeway Station on the 
Memphis and Charleston Railroad, is it practicable to build 
a dam exceeding ten feet in height above low water, for the 
reason that a dam of greater elevation will bring the river 
out of its banks, and that the river with its bottom lands for 
eight miles above the town of Raleigh has a fall of only 
33 48-100 inches to the mile, taking the general direction of 
the valley and the stream (course south 45° east), and by the 
exact meanderings* of the river, a fall of 15 44-100 inches to 
the mile; hence a dam ot greater elevation than ten feet 
would have to extend entirely across the valley, which latter. 
* The length of the river, measured upon its meanderings, which are confined 
with a strip of river bottom about 3350 feet in width, compared with the length 
measured upon the center line of said strip of land, is as 2xy7 is to 1. 38 
REPORT ON THE MEMPHIS WATER - WORKS. 
at the narrowest places, is three-quarters of a mile wide; and 
for every foot above ten feet such a dam would flood an area 
of 172 acres of timbered bottom lands densely filled with un- 
dergrowth, the clearing up of which for a suitable storing or 
settling reservoir, and the construction and preservation of a 
reliable dam of this extent would involve an expense wholly 
inadmissible. Consequently, in order to bring the water from 
Wolf River, it must either be elevated by pumping machine- 
ry at the source, or taken at a point sufficiently far up stream 
to secure an elevation which will permit its being brought by 
gravity to a suitable locality for constructing a subsiding res- 
ervoir. This latter plan is, under existing circumstances, the 
best and most economical. In deciding, however, upon this 
plan for obtaining a supply of water from Wolf River, the 
following general plan presented itself, viz: To locate the 
pumping station immediately upon the banks of Wolf River, 
at or near the site selected for the dam presently to be de- 
scribed; the settling reservoir on the high ground between 
this point and Ridgeway Station on the Memphis and 
Charleston Railroad ; and to bring the water from the set- 
tling reservoir to the distributing reservoir through a brick 
conduit, located upon the dividing ridge between Wolf River 
and the Aonconnah Creek, This project was abandoned, 
however, without an instrumental survey of the route, and 
for three principal reasons. First, because the ground along 
the ridge is much more broken than in the valley where it is 
proposed to locate the conduit, causing the line to be more 
sinuous and the work heavier and more costly than in the 
valley, although the ridge line might prove a mile and a half 
shorter. Secondly, because this plan would reduce the eleva- 
tion of the flow line in the distributing reservoir (not any too 
high, as it will hereafter be proposed) some twenty feet; for 
no conduit could be constructed at a reasonable cost which 
would admit of being submerged, as it were, to a depth of 
twenty feet below the flow lines of the settling and distri- 
buting reservoirs. Hence cast-iron pipes would have to be 
used, which, being of equal capacity with the proposed con- 
duit, would be much more costly. And thirdly, because the 
locating of the pumping station upward of two miles from REPORT ON THE MEMPHIS WATER-WORKS. 
39 
•either railroad or water communication would involve an an- 
nual and constantly increasing expense for the delivery of 
fuel at the pumping works. For these reasons it was not 
•deemed necessary to make surveys of this route, although 
several reconnoissances were made. 
Dam.—The first suitable location above the town of Raleigh 
upon the river, where a dam ten feet in height will enable 
the water to be taken at the proper elevation for conducting 
it to the nearest site to the city, possessing the necessary 
natural features for constructing a subsiding reservoir, so lo- 
cated as to permit hereafter, whenever deemed necessary, to 
combine filtration with subsidence for rendering the water 
clear, is a point 7 3-10 miles above Raleigh, almost due east 
(S. 88° 86' E.) from the center of Court Square in the city, 
and 11 87-100 miles distant from the latter point. At this 
point the river is seventy-six feet wide at extreme low water, 
and one hundred and twenty feet wide when hank-full. Upon 
its easterly bank the bottom land is, on an average, ten feet 
above low water, and upon its westerly bank the land is 
twenty feet feet above low water. The extreme fluctuation 
of the river, from low water to flood height, is fifteen feet at 
this point, as determined from the flood of July 28, 1867, 
which is reported by old residents along the river as having 
been the highest within their recollection. Here it is pro- 
posed to build a dam across Wolf River (being on the farm 
•of Mr. Massey), with an elevation at the crest of 131.39 feet 
plus P. R., being 10 21-100 feet above low water in Wolf 
River, 31 39-100 feet above high water in the Mississippi at 
Memphis, and 20 4-10 feet below Court Square. The mate- 
rial of the river banks is clay, containing considerable fine 
sand, specific gravity about 2.1, firm and capable of retaining 
water in its natural condition. The bed of the river is sand, 
•of a degree of coarseness suitable for mortar. The structure 
proposed is a dam with a weir or overfall of two hundred 
feet in length, composed of timber, concrete, and cut-stone 
masonry, built in the following manner : First, to drive four 
rows of piles transversely across the stream, the two outside 
rows to be squared sheet piles, and the inside rows round 
bearing piles. Upon these piles, as supports for the easterly 40 
REPORT ON THE MEMPHIS WATER-WORKS. 
portion of the dam, is to be placed a timber grillage, planked, 
for the commencement of the masonry, and for the wester- 
ly portion a timber crib, filled with concrete, upon which to 
commence the masonry of that portion of the dam facing 
the main channel of the river. The masonry is to commence 
six inches below low water, and he carried up to the eleva- 
tion named. Behind the crib and grillage, in order to secure 
the joint between them and the piling, is to be driven sheet 
piling; and behind the entire structure there is to he an earth 
embankment, to make the dam perfectly water-tight. (For 
particulars see Details No. 1, Figs. 1, 2, and 8, herewith sub- 
mitted.) Upon the easterly hank an embankment is to be 
raised four feet above extreme high water, and extending up 
and down stream, to prevent by-wash in times of high water. 
Above the dam the river banks are to he raised, wherever 
required, by levees, to compensate for the obstruction by the 
dam, and keep the river within its banks at all stages during 
which it now remains within banks. 
Gate-house.—Immediately above the dam, and upon the 
westerly bank of the river, is to he located the gate-house for 
admitting and regulating the flow of water into the conduit. 
(See Details No. 1, Figs. 4, 5, 6 and 7.) 
Conduit Line.—From this point, through a brick conduit, 
by the force of gravity, the water is to be brought from the 
river to the settling reservoir. The proposed line for the- 
conduit commences at the portal in the dam, thirty-seven 
feet up stream from the overfall, with a grade elevation at 
the flow line or soffit of arch of 131.39 feet plus P. B., being- 
on a level with the crest of the dam; thence S. 66|°, W, 111 
feet to a point in the center of the westerly front of the gate- 
house ; thence S. E. upon a curve of 380 feet radius, 339 feet 
to tangent; thence N. 62° 26', W. 3911 feet on a tangent to 
beginning of curve ; thence north-westerly, upon a curve to 
right of 5731.4 feet radius, 2000 feet to reverse curve, cross- 
ing Echols Creek 5251 feet from the beginning of conduit; 
thence north-westerly, upon a curve to left of 5731.4 feet 
radius, 3000 feet to reverse curve ; thence north-westerly, 
upon a curve to right 5731.4 feet radius, 4500 feet to reverse REPORT ON THE MEMPHIS WATER - WORKS. 
41 
curve ; thence north-westerly, upon a curve to left of 5731.4 
feet radius, 2500 feet to change of curvature near Mrs. Ham- 
let’s residence; thence north-westerly, upon a curve to left 
(extending to a south-westerly direction) of 28,014 feet radius, 
to tangent 27,945 feet, crossing Big Creek at 17,836 feet, 
Macon Road at 22,901 feet, Cane Creek at 30,576 feet, Old 
Raleigh Road at 36,371 feet, and the Memphis and Ohio Rail- 
road at 38,904 feet from the beginning of the conduit; thence 
S. 69°, 40' W., upon a tangent 9300 feet to beginning of curve, 
crossing the several branches of Cypress Creek as designated 
upon the maps and profiles submitted ; then south-westerly, 
upon a curve to the left of 7163 feet radius, to change of 
curvature, 3268 feet; thence south-westerly, upon a curve to 
the left of 1348 feet radius, to tangent, 1000 feet; thence due 
south 758 feet to the center of the north wall of influent 
gate-house to settling reservoir; making the total length of 
the conduit 58,632 feet, or 11 1-10 miles. The line thus de- 
scribed is the most eligible one of a number of lines surveyed, 
and from its commencement follows the contour of the ridges 
and depressions which extend north from the dividing ridge 
separating the rain-fall between Wolf River and Honconnah 
Creek, at such an elevation as to make the work of excava- 
tion and embankment very light. (See Profiles 27os. 1 and 2.) 
The material through which the excavations are to be made 
is principally a mixture of clay and sand in the upper strata, 
merging into fine sand in the deepest excavations; all very 
compact, and will readily stand at a slope of J horizontal to 
1 vertical in the excavations for the full length of time it 
would be required to stand for this purpose. The indications 
along the line are, that after the spring seasons little or no 
water would be encountered in the excavations. The prices 
in the estimates for the earth-work of the conduit are based 
upon the presumption that the excavations will be free from 
water. This presumption is justified by examinations of the 
wells along the line, in which the water-level was found below 
the line of the proposed work. The conduit is to be of 
brick, oval in section, 6 feet 3 inches in height and 5 feet in 
width. The lower portion is to be a semi-circle of 2| feet 
radius, and the upper portion a semi-ellipse of 7| feet major 42 
REPORT ON THE MEMPHIS WATER-WORKS. 
by 5 feet minor axis, inside measurements. The shell is to 
he of brick, 9 inches thick, laid in two rings with hydraulic 
cement. This size for the conduit was determined not so 
much by the present demand for water in the city as by the 
dimensions requisite for conveniently passing through it for 
inspection and repairs, which works of this kind frequently 
require, and for which there is generally but a brief space of 
time allotted. The conduit, where located in excavation of 
5 feet depth or greater, is to be built in the natural earth, 
excavated to conform to the exterior form of it. Wherever 
the excavation is less than 5 feet, the conduit is to be sup- 
ported laterally by brick-work, which, as the excavation 
diminishes, merges into a solid supporting wall, uniting under 
the conduit upon a bed of concrete as the conduit changes 
from excavation into embankment. Wherever the embank- 
ment exceeds 12 feet in height the supporting wall is changed 
from a solid to a cellular structure, consisting of inverted 
arches upon concrete, supporting brick piers thirteen inches 
thick, placed transversely with the conduit line and at inter- 
vals of 6 feet; these being again united by arches, upon 
which the conduit with its lateral supporting walls is to be 
built. (See Details Nos. 2 and 3.) 
The embankments are to be 8 feet wide on top, and to have 
slopes of 11 horizontal to 1 vertical; all the masonry to be 
of brick, and wherever exposed to be capped with stone 
coping. 
The sectional area of the proposed conduit is 24 7-10 
square feet; it is calculated for a fall of 1-2000 or 3 168-1000 
inches to the mile, with which area and inclination, when 
running full, it will deliver 12,398,000 United States gallons 
of water per twenty-four hours. The conduit is to be pro- 
vided with manholes, placed at intervals of half a mile, 
which are to facilitate inspection and repairs, and act as ven- 
tilators when needed ; it is to be provided with two waste 
weirs, one located at Cane Creek, the other in the influent 
gate-house at the settling reservoir, which is also to serve as 
an overflow to the reservoir. In addition to the waste weirs 
there are to be built in the invert of the conduit, as often as REPORT ON THE MEMPHIS WATER - WORKS. 
43 
■deemed necessary, or as often as the culverts and topography 
along the line will permit, cast-iron drains, to facilitate the 
removal of deposits which may accumulate in it. The creeks 
and branches are to he crossed upon culverts and arches. At 
the Memphis and Ohio Railroad, in order to preserve the bot- 
tom grade of the conduit, the crossing is to he effected by 
means of two lines of 48-inch cast-iron pipes, the flow line 
of the conduit or soffit of the arch being one foot above the 
grade of the road at this point. 
Settling Reservoir.—At the terminus of the conduit line, 
just described, the influent gate-house to the proposed set- 
tling reservoir is located ; the center of the house is IsT. 67° 
03', E. 12,423 feet, or 2 35-100 miles from the center of Court 
Square in the city. The gate-house is so arranged as to dis- 
charge the water from the conduit into either compartment 
of the reservoir, discharge directly into the pipe-vault on the 
west side of the reservoir through a branch conduit through 
the dividing embankment, or divert the water when required, 
through a waste culvert into a branch of Cypress Creek. 
.(See Retails Ao. 4, Figs. 2, 3, 4 and 6.) The settling reser- 
voir is located at the termination of the conduit line, upon 
the low ground on the westerly branch of Cypress Creek, 
between the Memphis and Ohio Railroad and the old Raleigh 
Road. The construction of it upon the site proposed is so 
arranged as adapt it to combining the process of filtration 
with that of subsidence, at any time hereafter at which the 
wants of the public will demand filtered water, and the means 
of the city enable it to furnish the same. For accomplishing 
this the elevation of the water surface, when the reservoir is 
full, has been fixed at 128£ feet plus P. R. (being 23.3 feet 
below Court Square), while the drainage through the chan- 
nel of Cypress Creek can lie secured at an elevation of 106 
feet plus P. R,, making a difference of 22| feet between the 
flow line of the settling reservoir and the drainage elevation 
of the filter-beds, in which difference of elevation, subsi- 
dence and filtration can be readily effected. For the present 
and near future wants of the city, the settling reservoir alone 
without filter-beds is proposed, and is to be used for storing 44 
REPORT ON THE MEMPHIS WATER-WORKS. 
and settling the water from which to supply the city by 
means of pumping machinery. 
It is to be an earthen embankment reservoir; the basins or 
compartments of it are to be two in number, and formed 
partly by excavations and partly by embankments ; that por- 
tion of the storage capacity obtained by excavation compared 
with that obtained by embankment being as 1 is to 2, and all 
the earth required is contained within the area of the site. 
The embankments are to be made of earth, deposited in suc- 
cessive layers of such depths as the nature of the material 
and its condition at the time of working shall determine to 
be best. All the embankments are to have puddle-walls in 
the center, commencing two feet below the natural surface 
of the ground, and extending to within four feet of the top 
of the embankment; to be six feet wide on top, and increas- 
ing one foot in width for every ten feet in depth. The slopes 
of the embankments, inside and outside, are to be 8 horizon- 
tal to 1 vertical, to be protected on the inside with brick 
paving and on the outside with Bermuda grass. The dimen- 
sions of the reservoir were determined by the length of time 
required by the water from Wolf River to become clear by 
subsidence, which is about eight days during the winter and 
spring months of the year. 
With a consumption of six million of gallons daily, there 
would be required a reservoir with two compartments of 
48,000,000 gallons each, the city being supplied from one 
while the water in the other is becoming clear for distribu- 
tion ; and as the water in a reservoir of this kind never is all 
available for distribution, the capacity of each compartment 
has been fixed in round numbers at 52,000,000 United States, 
gallons. 
Effluent Chamber.—In the division embankment, at its 
junction with the west embankment, is located the effluent 
chamber, to be built of stone, which is so designed as to per- 
mit the water to be drawn from the reservoir at any point 
from the surface to the bottom. From this chamber, by 
means of three 40-inch cast-iron pipes leading to the gate- 
house, to be located outside of the embankment, the water ■REPORT ON THE MEMPHIS WATER-WORKS. 
45 
is to be drawn. These three lines of pipe, with their stop- 
gates, are so disposed as to admit of one of the three being 
used for draining and cleaning one compartment of the res- 
ervoir while the other two supply the city from the other 
compartment, and vice versa. (See Details Xo. 4). 
Pumping Station.—From the gate-house on the west side 
of the reservoir, by the force of gravity through one line of 
36-inch pipe, the water is to be brought to the pumping sta- 
tion, which latter is located near the Memphis and Ohio 
Railroad, X. 69J°, E. 9,880 feet, or 1 87-100 miles from the 
center of Court Square. At this point it is proposed to erect 
the buildings necessary to accommodate the pumping ma- 
chinery, such as pump, engine, boiler, coal-houses, and chim- 
ney. The kind of pumping machinery recommended for 
this particular locality is Worthington’s Duplex Pumping 
Engine. 
This machine is strictly a steam pump, consisting of two 
steam cylinders and two water cylinders laid horizontally in 
pairs, the piston rod of each steam cylinder extending to its 
water cylinder and working a water displacement plunger ; 
the steam and water cylinders being separated a sufficient 
distance to permit the requisite mechanical devices to be at- 
tached to each connecting rod between the steam piston and 
water plunger, for working the steam valves and air pumps ; 
the connecting rod of the right hand engine working the 
steam valves and air pump of the left-hand engine, and vice 
versa. 
The machine is self-contained and does not require expen- 
sive masonry foundations; it works horizontally; has the 
smallest mass of inert matter in the moving parts, being just 
sufficient for the safe transmission of the power ; and thus, 
in conjunction with its moderate velocity, reduces its liability 
to accidents to a minimum. The valves are multiform vul- 
canized rubber disks, strengthened by perforated cast-iron 
disks, the rubber seating upon grated composition metal 
valve seats; the receiving and delivery valves are disposed in 
sets vertically one above the other, and rise and fall vertically. 
In the economical use of fuel this engine compares favor- 46 
REPORT ON THE MEMPHIS WATER-WORKS. 
ably with the best pumping engines in tbe country ; and in 
its daily performance it will give moderately good results* 
with perhaps less attention from skillful enginemen than any 
other kind of pumping engine now in use, being nearly auto- 
matic in its operation. It has been in use for a number of 
years, and there are at present in successful operation as fol- 
lows, to-wit: One pair at Harrisburg, Pennsylvania; one 
pair at Greenwood Cemetery, Long Island; two pairs at 
Cambridge, Massachusetts; two pairs at Charlestown, Mas- 
sachusetts; one pair now being erected at Salem, Massachu- 
setts ; and one pair at Newark, New Jersey ; the last four 
named being each capable of elevating 5,000,000 gallons 
water per twenty-four hours. 
Wherever this pumping engine has been in use, it has given 
entire satisfaction, and, with tbe exception of the Cornish 
pumping engine, it has been duplicated a greater number of 
times than any other engine for water-works purposes, de- 
spite its recent origin. 
The buildings proposed at the pumping station consists of 
one combined engine, and pump-room sufficiently large (58 
by 60 feet) to accommodate two pairs of engines; one boiler- 
house (53 by 60 feet) to accommodate two batteries of boilers;, 
one chimney equal in capacity to furnish draft for both bat- 
teries of boilers and coal-houses of dimensions suitable for 
the purpose. Two pairs of engines, forming two individual 
or separate ‘pumping machines, each capable of elevating 
250,000 gallons of water per hour, or 6,000,000 in twenty- 
four hours, are embraced in the estimates, and recommended 
for this locality. 
Pump Main.—From the pumping station, by the power of 
the engines through one line of 24-inch cast-iron pipe, the 
water is to be delivered into the distributing reservoir. The 
line deemed best and proposed for the pipe is as follows ; 
Commencing at the pumping station, thence southwardly to 
Winter Avenue, 308 feet; thence westwardly along Winter 
Avenue to Boundary Avenue, 5115 feet; thence westwardly 
along the line of Winter Avenue extended to its intersection 
with the Raleigh Road, 2015 feet; thence along the Raleigh REPORT ON THE MEMPHIS WATER - WORKS. 
47 
Road to its intersection with Third Street, 2129 feet; thence 
along Third Street to its intersection with Monroe Street,, 
3604 feet; thence along Monroe Street to its intersection with 
DeSoto Street, 606 feet; thence along DeSoto Street to its 
intersection with Elliott Street, 3508 feet; thence along Elliott 
Street to its intersection with the Hernando Road, 648 feet; 
thence along the Hernando Road to opposite the dividing 
embankment of the distributing reservoir, 8389 feet; thence 
into the reservoir, 125 feet; making a total distance of 26,447 
feet, or 5 1-100 miles for this line of pipe, which is to perform 
the combined functions of pump main, supply main, and dis- 
tributing main. As pump and supply main during the day,, 
while the pumping engines are at work ; as supply and dis- 
tributing main during such times as the engines are not at 
work ; or as pump and distributing and as supply and dis- 
tributing main at such times as the consumption of water in 
the city is greater than the capacity of the pumps. Under 
the first of these conditions, some of the water in the pipe 
passing through the city on its way to the distributing reser- 
voir is withdrawn by the branch or distributing pipes, and 
the city receives its supply direct from the pumps, whilst the 
remainder passes on to the reservoir; under the second con- 
dition, the engines being at rest, the current of water in the 
pipe is reversed, and the city draws its supply direct from the 
distributing reservoir ; and under the third condition, the 
city may, by the united capacity of all the branches from the 
main being in excess of that of the main itself, draw all the 
water delivered by the pumps as well as an additional quan- 
tity equal to the capacity of the reservoir end of the pipe ; 
having, in this particular case, the advantage of being sup- 
plied by two lines of pipe, which is an improvement incidental 
to this mode of distribution, arising from the pumping works 
being located on one side of the city while the distributing" 
reservoir is located on the other; and it thus fully compen- 
sates for what is at first sight considered a more expensive 
arrangement than the usual plans, viz.: pumping works and 
reservoirs being both on one side of the city. To make the 
maximum capacity of the pipe fully available, the lowest 
practicable route through the city has been selected for it. 48 
REPORT ON THE MEMPHIS WATER-WORKS. 
> 
Distributing Reservoir.—The site selected for the distri- 
buting reservoir is on the highest ground embraced within 
the limits of the surveys made, and will enable the main- 
tenance of a greater head upon the distributing pipe than 
any other natural elevation within reach of the city or avail- 
able for the purpose. (See record of elevations in Table No. 
— in Appendix.) It is located on the west side of the Her- 
nando Road, between McLemore and Richmond Avenues, S. 
E. 13,050 feet, or 2 47-100 miles from the center of 
Court Square. It is to be an earthen embankment structure 
in two compartments, the united storage capacity of which, 
when tilled 20 feet deep, is equal to 43,332,500 United States 
gallons, making available a seven day’s supply of water when 
the city’s consumption is 6,000,000 gallons daily. 
The flow line or water surface, when the reservoir is full, is 
220 feet plus P. R., and 68 2-10 feet above Court Square. 
The capacity of the basins is formed nearly entirely by the 
retaining embankments, but a small portion being obtained 
by excavation; and the material or earth to form the em- 
bankments is not contained within the area of the site, but 
must be obtained outside. The embankments are to be built 
up in horizontal layers of uniform thickness, the thickness of 
the several layers to be determined by the nature of the earth 
and its condition at the time of depositing it. All the em- 
bankments are to have puddle-walls in the center of them, to 
be protected on the inside slopes with stone slope paving, and 
on the outside with Bermuda grass. Within the intersection 
of the easterly and division embankments is located the pipe- 
vault, which communicates with the joint influent and efflu- 
ent chamber located in the division embankment. In this 
pipe-vault, by .means of a four-way branch pipe containing 
a check-valve, the pump main (which terminates here, and 
by reversing the current becomes a supply main) is made to 
discharge water automatically through the influent chamber 
at the level of the flow line into the reservoir, or draw water 
from it, through the intervention of the effluent chamber, 
from any level, for the supply of the city. (See Details No. 6.) 
The rhomboidal plan adopted for this reservoir, it will be 
perceived, is not the most favorable to obtaining a maximum Meirtpluis, Tertn,, September 1, 1885. 
Sir; 
The following has been prepared in consequence of the numerous letters of inquiry which have been received, as 
to the working of the Waring system of Sewers in Memphis; and, it is believed, contains answers to all questions hereto- 
fore asked. 
The city has a population of about 60,000, and occupies the summits and slopes on both sides of the valley, which 
is drained by a stream known as Bayou Gayoso. 
The main sewers are located on each side of the bayou, and as near to it as was found practicable. 
We have altogether about 40T9¥ miles of sewers, of which four miles are mains located along the bayou and dis- 
charging into the river by one outlet; the remainder are laterals draining into these mains, except about miles of 
sewers constructed before the present system was adopted, and discharging into the Mississippi by other outlets. 
The mains are ten, twelve, fifteen and twenty inches in diameter. Of the laterals, about 85 per cent, are six inches 
in diameter, and the remainder eight inches, except a few short lengths, which are ten inches. The mains for the most 
part are laid with a grade of two inches in one hundred feet, which is the minimum. 
The minimum grade of six inch laterals is six inches in one hundred feet. 
At the upper end of each lateral is located one of Rogers Field’s Automatic Flush Tanks, which discharges one 
hundred and twelve gallons in about forty seconds. This tank discharges its contents as often as it is filled, but it is 
believed once in twenty-four hours is sufficient. 
The system has man-holes, distributed on the mains. 
No surface or roof water is permitted to enter the sewers, the system being designed and proportioned for house 
sewerage only. 
The house drains are all four inches in diameter, and no trap is permitted on the main drain, each fixture being 
provided with a separate trap. The soil pipes are of cast iron, with lead joints, above the ground, and extend four inches 
in diameter above the roof. Each house drain is consequently a ventilator for the public sewer. 
For the purpose of removing the subsoil water, agricultural drain tiles are laid in the trench with each lateral, on 
the grade of the sewer, or below it, which discharge, not into the sewers, but into the bayou. Additional lines of tile 
have been laid in streets in which no sewer is located. 35T6T miles of subsoil drains. 
A large part of the trenching has been done by contract, but the pipes have been laid with hired labor. 
The prices last paid for excavating and back-filling are as follows: Trenches 6ij feet deep, 25c.; to 9 feet, 30c.; 
9 to 12 feet, 45c.; 12 to 15 feet, 75c., per lineal foot. 
The pipe laying, including laying drain tile in the same trench, also the cost of the cement, sand, oakum and tile 
paper, is estimated to cost 7T cents per foot. The flush tanks cost complete about $45.00 each, including $10,00 royalty. 
The six-inch pipes, although draining houses on both sides, in some cases for a distance of three thousand feet, have 
never been overcharged, and have seldom been found running half full. 
No trouble has been caused by sewer gas, and the sewers are believed to be comparatively free from it. 
Some of the six-inch pipes have occasionally been obstructed by sticks, bones, etc., becoming fixed across the 
diameter of the pipe, all of which have been promptly removed, at an average cost of $13.50 each. 
Some deposits have been found in the mains, which have been rapidly and inexpensively removed by the passage 
of hollow metal balls through them. These balls are about three inches less in diameter than the sewers, and being 
lighter than water are pressed against the top of the sewer, and are rolled along by the force of the current. The velocity 
of the ball is less than that of the water, which in passing it is deflected against the bottom and sides of the sewer so as to 
thoroughly cleanse it. 
A portion of the mains have been cleansed ten times since their construction; the laterals not at all. 
Pipe laying was commenced about 20th January, 1880, and on July 1st of that year about twenty miles had 
been laid. The first house connections were made about March 1st of the same year. 
Hourly observations in the twenty-inch main, on 30th April last, showed the greatest depth of flow, 12| inches at 
10 a. ra.; least depth, 8 inches at 2 a. m. On 13th of June greatest depth 14 inches at 11 a. m.; least depth, 10J inches 
at 4 a. m. 
Floats in the same sewer gave a surface velocity of 2T67 feet per second, the depth being inches. 
The following is a statement of the connections made with the system to date, but does not include those made 
with old sewers discharging by other outlets: 
Bath Tubs, ... . 472 
Wash Basins, .... 423 
Privy Sinks, .... 60 
Flush Tanks, .... 192 
Observation, 412 
The system of sewers appears to give entire satisfaction both to the city government and citizens generally. 
NILES MERIWETHEE, 
Engineer In Charge of Sewers. 
Water Closets, .... 5,834 
Sinks, 3,968 
Urinals, 424 
Cellar Drains, - - - - - 66 
Man-holes, 54 REPORT ON THE MEMPHIS WATER-WORKS. 
49 
storage capacity with the quantity of material in the em- 
bankments, the sides of it being made parallel with the streets 
between which it is located on account of the present and 
prospective value of the site. 
Distributing Pipe.—The principal line of distributing pipes 
proposed are as follows, viz.: One line of 16-inch pipe from 
the intersection of Third and Poplar Streets; along Poplar 
Street to its intersection with Front Row; thence along 
Front Row and Chickasaw Street, one line of 8-inch pipe, to 
the county jail; and along Front Row and Shelby Street to 
the intersection of Beale Street, one line of 12-inch pipe ; 
thence along Shelby street southwardly, one line of 10-inch 
pipe to near Butler Street. In addition to these principal 
lines, six (6) miles of 6-inch pipe and ten (10) miles of 4-inch 
pipe are proposed to be laid in such localities as will best ac- 
commodate the citizens. Also, one hundred (100) fire hy- 
drants, and fifty (50) of the street cisterns now in use, are to 
be connected with the distributing pipe for supplying the fire 
department with water. 
SUMMARY OF ESTIMATED COST OF WOLF RIVER PLAN. 
For real estate, right of way, and land damages; 
grubbing, clearing, pumping, and bailing for 
Wolf River dam and conduit line 
$18,400 00 
For Wolf River dam 
75,166 60 
For gate-house at the dam 
29,441 00 
For conduit line 
709,041 50 
For gate-house at end of conduit 
16,435 00 
For contingencies and omissions, 10 per cent 
84,848 41- 
- $933,332 51 
For settling reservoir (two basins) 
373,327 90 
For buildings at pumping station 
67,872 60 
For two pairs pumping engines 
100,000 00 
For pipe system 
505,886 60 
For distributing reservoir (two basins) 
349,009 10 
Total cost of Wolf River plan 
$2,329,428 71 
$287,424.50 of which need not immediately be pro- 
vided, as in the beginning of the works one 
basin in the settling and one in the distributing 
reservoir can be omitted 
287,424 50 
$2,042,004 21 50 
REPORT ON THE MEMPHIS WATER - WORKS. 
MISSISSIPPI RIVER PLAN. 
In taking water from the Mississippi, it has been assumed 
that it would be imprudent, unwise, and exhibiting great lack 
of forecast to propose taking water from the river below 
the city, where it is charged with the drainage from the 
latter and refuse from the steamboats at the landing, render- 
ing the water unfit to he supplied to the city. When it is re- 
membered that this evil must eventually, with the increase 
of population in the city, assume formidable proportions, it 
must become evident that no plan proposing to take water 
from the river below the city can be at all considered. Con- 
sequently, the examinations have been confined to the river 
above the city exclusively, and have resulted in proposing 
pumping works east of Wolf River, in the vicinity of the 
cotton factory, and to bring the water from the Mississippi 
by means of an inlet pipe, laid from the river through the 
alluvial deposits, and underneath Loosa Hatchie and Wolf 
Rivers, to the pumping station. 
Inlet Pipe.—In erecting and maintaining pumping works 
taking a supply of water from the Mississippi above the city, 
there are two physical conditions, the adaptation of the pump- 
works to which will be found very difficult. 
The first of these conditions is the remoteness from the 
river at which reliable foundations for pumping machinery 
can be obtained, requiring a long conduit or inlet pipe for the 
purpose of bringing the water from the river to the pump well 
at the pumping station; and the second we find in the unsta- 
ble nature of the material through which such conduit or 
inlet pipe will have to be built and maintained in position, as 
well as kept clear from the immense deposits left by the water 
from the Mississippi, whenever favorable conditions to this 
end prevail. To meet the last named condition, and obviate 
the many difficulties which present themselves the moment 
you study the subject, a great many schemes by different per- 
sons have been suggested, such as floating pumping works 
with flexible shore or land connection leading to reservoir or REPORT ON THE MEMPHIS WATER'-WORKS. 
51 
distribution, and thus obviate altogether the silting up or the 
constant removal by mechanical means of deposits to which 
an ordinary inlet pipe would be subject; to lay along the bed 
of Wolf Tiiver, from the Mississippi to the pumping station, 
a flexible conduit or inlet pipe, provided with a mouth or por- 
tal capable of being submerged or floated, and fitted with 
gates to exclude the water, for the purpose of removing at 
regular intervals the deposits constantly accumulating; or, 
having in view the constant changing of the river channel, 
and the cutting and caving of its banks, to construct a brick 
or stone masonry conduit which might, as it were, disinte- 
grate piecemeal as the banks are washed away, and not per- 
mit an entire stoppage of a supply of water; this plan omits 
making provision for the growth of the conduit in the event 
of bars forming at its mouth. Again, to sink at such point 
in the river channel as may be considered the least liable to 
change, by pneumatic process, an inlet tower of wrought iron, 
reaching a depth that will insure a reliable foundation; the 
tower to be filled with concrete from its base to a point near 
the line of low water in the river; above that point to be hol- 
low, and provided with gates at such intervals that will per- 
mit the water to be taken at all stages of the river near its 
surface. From the land side of this tower are to lead off two 
cast-iron inlet pipes, and extend through the alluvium to the 
pump wells at the pumping station, and to be fitted with al- 
ternate slip and flexible joints, so that, in the event of any of 
their supports being washed from under them, the pipes may 
adapt themselves to these changes by their flexibility and ex- 
tensibility, or to make the pipes continuous tubes of boiler 
plate between the inlet tower and the pumping station, sup- 
porting and securing them against lateral forces by means of 
piers formed of screw piles, and reaching to a depth not sub- 
ject to change by variations in the channel, and located at 
suitable intervals; the whole forming a double subaqueous 
conduit possessing a strength and stability capable of with- 
standing the current of the river in the event of the sur- 
rounding alluvium being washed away. To guard against the 
silting up of any of these pipes, it is proposed to secure a 
velocity of current through them while supplying the pump 52 
REPORT ON THE MEMPHIS WATER - WORKS. 
wells that will prevent deposits being made. In the case of 
the flexible and extensible pipes, it is to be obviated by mak- 
ing their diameters and the depths of the pump wells at the 
pumping station, at the lowest stage of the river, hold such 
relations one to the other as will permit a velocity of current 
at which no sediment can accumulate in the pipe. In the 
ease of the flxed pipes, it is proposed to give them an incli- 
nation from the inlet tower to the pump wells that will insure 
sufficient velocity at the lowest stage of the river to prevent 
deposits. To make either of these expedients an effectual 
remedy against the silting up of the pipes, it would he neces- 
sary to provide each line with a stop-gate at the inlet tower, 
which being closed at intervals varying in the duration with 
the quantity of sediment in the water, and the pipes being 
drained by the pumping machinery, by then opening the 
gates, and flushing the pipes from the inlet tower to the pump 
wells, the deposit would be removed, and this operation, be- 
ing frequently repeated, would keep the pipes free from sed- 
iment. 
It will he perceived that in all these schemes there is an 
effort made to make the structures proposed independent of 
the changing alluvium in which they must he executed and 
preserved; and whatever merit any or all of them may pos- 
sess as mechanical expedients, it is doubtful if any of them 
come within the province of practical engineering; at least 
they are here not so considered. 
At this stage of the investigation of the subject, this ques- 
tion naturally presents itself: Why not eliminate from the 
problem one of the difficulties—the silting up of the inlet 
pipe—by locating the pumping machinery immediately upon 
the bank of the river, and dispensing with an inlet pipe all 
but an inconsiderable length, which could be kept clean by 
flushing, or which would keep clean by the action of the 
pumps, as is the case at the St. Louis pumping works ? This 
plan is considered practicable upon the assumption that the 
unstable and ever-changing banks of the Mississippi can have 
stability imparted to them by artificial means, such as stone 
rip-rap. The question how far above and below the pump- NEW SEWES 
OLD 
FLUSH TANKS 
Construction or Sewers 
SHOWING 
S.C.Toof & Cu Lit! i Tylt'tnplaLs Term REPORT ON THE MEMPHIS WATER-WORKS. 
53 
ing station must tlie rip-rap protection extend then presents 
itself; which being satisfactorily answered, there is still ano- 
ther of no little importance to be answered, and that is the 
preservation of the pump mains through the alluvium be- 
tween the pumping station and the bluff. This latter diffi- 
culty must ever be regarded as practically an insurmountable 
one by any means at the command of the city, from the fact 
that the main channel of the river has been (within the rec- 
ollection of gentlemen now residing in Memphis) between 
the bluff and the line which forms the present river bank; 
and that this will he the case hereafter is not at all improba- 
ble, when it is remembered that opposite the southern termi- 
nus of the bluffs, upon the east bank of Hatchie Lake, the 
Mississippi is now only 1700 feet distant from said bluffs, and 
annually encroaching (reported at a rate of 100 yards per an- 
num), whilst at the head of Hatchie Lake it is only 700 feet 
distant (see water-works map), Hatchie Lake having formerly 
evidently been the main channel of the Mississippi, and from 
present indications there are reasons to believe that it will 
again be its channel at a day not very far in the future. In 
such an event, the Mississippi would take a portion of the 
present channels of Loosa Hatchie and Wolf Rivers; and 
these streams, instead of discharging their waters through the 
common mouth opposite Commerce Street in the city, would 
debouch into the Mississippi at points respectively and approx- 
imately two and four miles above the present discharge. This 
would inevitably result in destroying at least a portion of the 
pump main, and leave the pumping works severed from the 
city in a condition which at this date baffles conjecture. 
It is obvious, then, that any plan contemplating a supply 
of water from the Mississippi at this point must provide for 
the contingency which may arise from a partial or total de- 
struction of, or rendering inoperative, its inlet conduit. It 
is, therefore, proposed to locate the pumping works at a point 
which, in the event of the inlet pipe from the Mississippi be- 
coming obstructed from any cause, will permit a supply of 
water being drawn from Wolf River through an inlet espec- 
ially provided for this purpose in the erection of the pump- 54 
REPORT ON THE MEMPHIS WATER-WORKS. 
ing works; and in case the Mississippi should hereafter assume 
its former course, this special inlet would then permit a sup- 
ply being taken from it instead of from Wolf River. 
For the mouth of the inlet, a point N. 24°, W. 5525 feet, 
or 1.046 miles from the center of Court Square, has been 
selected, being upon the present low-water margin of the 
Mississippi. From this point the inlet will extend 48° 30', 
E. 3500 feet, through the alluvial deposits, and underneath 
Loosa Hatchie and Wolf Rivers, to the pumping station, 
located upon the blutf between the rolling-mill and cotton 
factory sites, being 1ST. 3° 45', E. 7475 feet, or 1.415 miles from 
the center of Court Square. The inlet pipe is to be a line of 
48-inch cast-iron pipe; the individual pipes forming the line 
to be plain cast-iron cylinders, 48 inches inside diameter, 50J 
inches outside diameter, 12 feet in length each, and to be jointed 
by means of cast-iron sleeves and lead packing; the sleeve 
joint in this place being preferred to the socket plan of joint, 
on account of the former rendering the pipe line more flexible. 
The grade elevation for the top of the pipe has been fixed 
at 59 feet plus P. R., being one foot below what is reported 
extreme low water, and 8| feet below the lowest water in 
1867. To guard against irregular settling of the pipe line, 
it is proposed to lay it upon a timber foundation, prepared by 
forming a platform 8 feet wide, composed of twelve 8 by 8- 
inch timbers, laid side by side lengthwise with the pipe line, 
and fastened to each other by drift bolts; this platform to be 
built as the excavation for, and the laying of, the pipe pro- 
gresses; upon the top of this platform, at intervals of five 
feet (making two to each pipe), are to be placed cross-timbers 
8 by 8 inches and 8 feet long; these are to support the pipe 
and distribute the load. (See Details hTo. 11.) 
At the mouth of the inlet pipe the river bank is to be gra- 
ded, so as to make the slope of that portion of the bank 
which is above low water the same as the bed slope of the 
river below low water surface; to extend this up and down 
stream 250 feet each way from the inlet pipe, and cover the 
whole surface with rip-rap 2 feet in depth, commencing on 
the crest of the slope and extend it 300 feet into the river. REPORT ON THE MEMPHIS WATER-WORKS. 
55 
Upon this rip-rap as a support, the river-end or month of the 
inlet pipe is to he placed, terminating with a quarter circle 
curve extending down stream, the lower end of this curve to 
constitute the mouth of the inlet, to he enlarged to 6 feet in 
diameter, and be fitted with suitable strainer, to be attached 
in such a manner as to permit its being removed for cleaning 
and replaced after cleaning. 
The inlet pipe is to he provided with two stop gates, one 
at the pumping station and the other near its mouth or river 
end; and at intervals of 100 feet throughout the entire line 
are to be placed T pipe, one end of which is to project verti- 
cally from the pipe, and he capped with suitable bonnets, 
containing each a manhole and cover ; and surrounding and 
over each one of these T pipe there is to he built a well 
extending above high water in the Mississippi. 
For the purpose of keeping the inlet pipe clear of deposits, 
it is proposed to connect it with the settling reservoirs, and, 
whenever found necessary, to flush it by sending a current of 
water hack through it into the river, and thus keep it clean. 
In the event of this plan either failing or being neglected, it 
is then proposed to remove the deposit through the T pipe 
communications with the line by manual labor. 
Against the closing up of the end of the inlet pipe by the 
formation of sand-bars there is of course no preventive ; for 
the rapidity with which bars are reported to form will 
defy any effort on the part of the city of Memphis to prevent 
them. Should the changes in the current of the river cause 
the formation of a sand-bar in front and over the mouth of 
an inlet pipe in use for supplying the city with water, the 
supply must of course in such a contingency fail. 
From the pumping station it is proposed to lay a second 
inlet pipe to Wolf River, for the reasons heretofore stated. 
The pipe is to be the same diameter, and laid in a similar 
manner through precisely the same material as the one to the 
Mississippi River; it will run due west from the pumping 
station 450 feet to Wolf River, and left in such condition as 
will enable it to he brought into service in case of accident 
to the one from the Mississippi. 56 
REPORT ON THE MEMPHIS WATER-WORKS. 
Pumping Engines.—The pumping machinery is to consist 
of two Cornish pumping engines, each of sufficient capacity 
to elevate 250,000 gallons of water into the subsiding reser- 
voirs and 250,000 gallons into the distributing reservoir per 
hour; each engine is to work two pumps, placed vertically 
one above the other, the plungers of which are to be sus- 
pended from the pump-end of the walking beam by one and 
the same connecting rod, so as to make the strokes of the 
two plungers simultaneous and of equal length. The lower 
pump is to take its supply from the pump well in the engine- 
house, which is fed directly from the Mississippi by the inlet- 
pipe, and is to deliver its water through the intervention of 
a stand pipe into the settling reservoir, whilst the upper 
pump is to draw its supply directly from the settling reser- 
voirs by means of a supply pipe, and is to discharge its water 
also through a stand pipe into the pump and distributing main, 
and thence to the distributing reservoir. The lower of the 
two pumps is to be larger in diameter than the upper by a 
percentage which will compensate for the loss of water inci- 
dental to subsidence and filtration. 
The stand pipe is to be a double standing column, i. e., one 
inside of the other, with properly disposed branches and stop- 
gates for receiving and delivering the water in the manner 
designed; the annular space formed between the inner and 
outer pipe is to accommodate the lower pump, and the inner 
pipe the upper pump; the outer and inner pipe corresponding 
in elevation with the heights of the settling and distributing- 
reservoirs respectively. This unusual design of pumps and 
stand pipes is proposed for the purpose of obviating the ex- 
pense of two separate and distinct pumping works, which are 
ordinarily provided wherever the water has to be elevated, 
first for purification and afterward for distribution, which 
occurs wherever there are no elevations available possessing 
the requisite height to admit of building the subsiding reser- 
voir, the filter-beds, and the distributing reservoir con- 
tiguously. This concentration of the pumping machine- 
ry at one pumping station admits of the whole being 
conveniently managed and supervised by one individual. REPORT ON THE MEMPHIS WATER-WORKS. 
greatly reduces the first cost, can he managed more economi- 
cally, it promises in every way the most satisfactory results,, 
and is confidently recommended as being preferable to the- 
ordinary plan of two separate pumping stations. 
Settling Reservoirs.—The settling reservoirs are located 
K 8° 45', E. 7,700 feet, or 1.458 miles from the center of Court 
Square, upon the high ground between the Big Creek Plank- 
road and the cotton factory; they are to be earthen embank- 
ment structures, comprising three equal and separate com- 
partments, united by a combined influent and effluent cham- 
ber; the capacity of each compartment is 13,126,000 United 
States gallons. 
The flow line, or water surface, when the reservoirs are fully 
is 146 feet plus P. R., and 5 8-10 feet below Court Square in 
the city; the capacity of the basins is formed by excavation 
and embankment, the material or earth for the latter being 
all found within the area of the site, and composed of clay 
containing a small percentage of sand. The earth excavated 
to form the lower part of the basins is to be carried into the 
embankments, which latter are to be built up in horizontal 
layers of uniform thickness. All the embankments are to* 
have puddle-walls within the center of them, and are to be 
protected on the inside slopes with stone slope paving and on 
the outside with Bermuda grass. The ichnographical dispo- 
sition of the compartments of these reservoirs forms two sides 
and one angle of a hollow square; this arrangement was in- 
duced by the topography of the site, and to enable the con- 
struction of an influent and effluent chamber, united with a 
pipe-vault, in the common center where the embankments of 
all the compartments unite. The design of this structure is 
such as will permit water from the Mississippi to be pumped 
into one compartment by the lower pumps; water to be drawn 
from another for supplying the upper pumps; whilst the third- 
compartment, by means of the drain pipes, may be undergo- 
ingtheprocess of cleaning ; all passing simultaneously through 
one and the same structure. The three compartments of the 
reservoir can thus successively be brought, with the proper 
pipe arrangement, in communication with the inlet pipe for 58 
REPORT ON THE MEMPHIS WATER-WORKS. 
the purpose of flushing it; with the lower or upper pumps 
for receiving or supplying water ; or with Wolf River for the 
purpose of disposing of the sediment accumulating from the 
water. (See Details Nos. 8 and 10.) 
The three basins jointly are designed to furnish 6,000,000 
gallons of clear water per twenty-four hours, hy being used 
in the following manner: numbering the compartments 1, 2 
and 3; then assuming that Nos. 1 and 2 are filled with water 
and No. 3 empty; and further, that the water in No. 1 has 
had time to become clear hy subsidence, whilst that in No. 2 
is undergoing subsidence ; the pumping machinery is then 
started, delivering water from the Mississippi into compart- 
ment No. 3, and drawing it from No. 1 to deliver it in the city 
or distributing reservoir, until No 3 is full and No. 1 empty. 
By this time the water in compartment No. 2 has become 
clear or fit for distribution, and communication between the 
pumping machinery and compartments Nos. 2 and 1 being 
now established, the previous process will be repeated con- 
tinually in maintaining a supply of water through the reser- 
voirs. The settling reservoir and pumping machinery are 
relatively so located that in the event of its becoming neces- 
sary hereafter to filter the water in its passage between the 
two, all that is required is to construct the filter-beds, a site for 
which is especially left unoccupied. 
Pump Main.—From the stand pipe at the pumping station, 
through a line of 24-inch pipe, the water is to be delivered 
into the distributing reservoir. The line proposed for the 
pipe is as follows: Commencing at the stand pipe; thence 
southwardly to Bickford Street, 230 feet; thence eastwardly 
to the center of Second Street, 1055 feet; thence southwardly 
along Second Street to its intersection with Concord Street, 
3515 feet; thence along Concord Street to its intersection 
with Third Street, 386 feet; thence along Third Street to its 
intersection with the Raleigh Road, 959 feet; thence the main 
and dist ributing pipes are to be the same as by the Wolf River 
plan. REPORT ON THE MEMPHIS WATER-WORKS. 
59 
HATCIIIE LAKE PLAN 
So called because it contemplates locating the pumping 
machinery near Hatchie Lake. 
The surveys and examinations made for this project were 
induced and completed in deference to the general belief that 
the Mississippi was the only suitable source from which water 
for the city could be obtained, and to ascertain whether or 
not an inlet conduit could here be constructed, subject to less 
danger and fewer contingencies than immediately above the 
city; also for the purpose of getting an accurate survey and 
map of the river above the city, so that hereafter any changes 
taking place upon the easterly bank of the Mississippi can 
be definitely determined. This is now practicable from Fort 
Pickering for nine miles due north from it, by the aid of the 
water-works map herewith presented. 
By this plan it is proposed to take the water from the Mis- 
sissippi at a point X. 18£°, W. 31,925 feet, or 6.046 miles from 
the center of Cohrt Square, and thence conduct it north-east- 
wardly 1840 feet through the Mississippi bottom and under- 
neath Hatchie Lake to the pumping station, to be located 
upon the easterly bank of Hatchie Lake. The banks and 
bottom land of the Mississippi at this point are the same as 
they are immediately above the city, with the exception of 
being covered with timber and dense undergrowth. The inlet 
conduit proposed for this locality is in every way similar to 
the one recommended for the Mississippi River plan, and is 
subject to the same dangers and contingencies as the latter, 
with the exception of its length, which, being less, it would 
be less expensive to remove deposits in the event of its hav- 
ing to be performed by manual labor. 
Pumping Station.—The site selected for the pumping sta- 
tion is X. 15J°, W. 31,580 feet, or 5.981 miles from Court 
Square, upon the easterly shore of Hatchie Lake and at the 
southerlv terminus of the third Chickasaw Bluff. 60 
REPORT ON THE MEMPHIS WATER-WORKS. 
The design and construction of the machinery and build- 
ings are in every way similar to those recommended for the 
pumping station near the cotton factory, with this exception : 
the machinery will have to be stronger, on account of the 
additional head due to the friction in 4.829 miles of pump 
main from the Hatchie Lake pumping station to where it 
meets the pump main from the pumping station of the Mis- 
sissippi River plan, which additional head, with a velocity of 
three feet per second, equals forty-six feet. 
Settling Reservoir.—The settling reservoirs are located in 
a valley, the sides of which form one-half of the retaining 
walls for the basins. They are 1ST. 13° 25', W. 38,000 feet, or 
miles from Court Square. 
Unlike the settling reservoirs near the cotton factory, it is 
proposed to construct these reservoirs in two compartments. 
The site favors this plan and permits the needed capacity for 
obtaining clear water more economically by the use of two 
compartments than by three, provided a number of years are 
considered. 
The flow line or water surface of these reservoirs, when 
full, is 138 feet plus P. R,, and 13t8q feet below Court Square 
in the city. The capacity of the basins is formed by three 
artificial embankments across the valley, the earth for the 
formation of which is to be taken from the side slopes forming 
the valley. The materials for and construction of embank- 
ments are similar to those for the reservoir proposed near the 
cotton factory. 
The influent and effluent chamber for these reservoirs is to 
be similar in design and construction to that of the reservoirs 
proposed near the cotton factory. 
The reservoirs are planned with a view to combining the 
process of filtration with subsidence whenever it may be de- 
sired. The united capacity of the basins is 144,000,000 gal- 
lons (see water-works map), which is large enough to furnish 
9,000,000 gallons water daily. 
Pump Main.—The pump main is to commence at the pump- 
ing station; thence in a southeasterly direction to the old REPORT ON THE MEMPHIS WATER-WORKS. 
61 
Randolph Road; thence along said road to its intersection 
with the Big Creek Plank-road; thence along the said plank- 
road to the intersection of Second and Bickford Streets in 
Chelsea, and thence to the city and the distributing reser- 
voir by the same line as proposed in the Mississippi River 
plan. 
The crossings at Loosa Hatchie and Wolf Rivers are to be 
made with inverted cast-iron syphons, supported on and se- 
cured to timber platforms sunk beneath the beds of the 
rivers. 
SUMMARY OF ESTIMATED COST. 
Inlet and river work $191,862 66 
Buildings at pumping station 230,135 20 
Pumping machinery 260,000 00 
Settling reservoir 310,016 41 
Pipe system 903,089 60 
Distributing reservoir 349,009 10 
$2,244,112 97 
SUMMARY OF THE ESTIMATED COST OF THE THREE DIFFERENT PLANS. 
. Branches of Work 
Wolf River 
Plan 
Miss. River 
Plan 
Hatchie Lake 
Plan 
Wolf River acqueduct 
$933,332 51 
$342,231 78 
230,135 20 
225,000 00 
280,533 00 
483,339 60 
349,009 10 
$191,862 66 
230,135 20 
260,000 00 
310,016 41 
903,089 60 
349,009 10 
Buildings at pumping station 
67,872 60 
100,000 00 
373,327 90 
505,886 60 
349,009 10 
Pumping machinery 
Settling reservoirs 
Pipe system 
Distributing reservoir 
Totals 
$2,329,428 71 
$1,910,248 68 
$2,244,112 97 
Cost of Wolf River plan equals 1 22-100 times the cost of 
the Mississippi River plan. 62 
REPORT ON THE MEMPHIS WATER-WORKS. 
CONCLUSION. 
In deciding upon the plan to recommend for adoption, the 
following comparisons between the different plans have been 
instituted: 
First. The quality of the water. 
Second. The facility with which the works, according to 
any of the plans, can be, from time to time, enlarged or ex- 
tended to meet the growth of the city. 
Third. The economy with which any of the works planned 
can be maintained and managed annually, in measures of an- 
nual interest upon cost, and of supervision, labor, repairs, 
fuel, and wear and tear. 
Fourth. The first cost of works according to the respective 
plans. 
With reference to the quality of the water, nearly all that 
is deemed necessary has been said in the forepart of this 
report. It is, however, proper to add that the water in the 
Mississippi will never be any purer than it is found at pres- 
ent; but on the contrary, the tendency is, with the settlement 
of the country, the growth of present and future cities upon 
its banks and upon those of its tributaries, the drainage and 
filth from all of which will be carried by it to the Gulf of 
Mexico, to continually render more and more impure its water; 
whereas, the supply proposed from Wolf River is at present 
pure to a degree eminently satisfactory, and is beyond the 
reach of any existing cause threatening to defile or render 
impure the water. The supply is proposed to be taken within 
fifty or sixty miles of the extreme limits of the catchment 
basin discharging its rain-falls through Wolf River, so that 
by the time future population in the counties or towns along 
its banks will cause the water to become impure, the popu- 
lation and wealth of Memphis will make it practicable pecu- 
niarily to extend the aqueduct to the head-waters of Wolf 
River, and be supplied from reservoirs receiving their water 
from small streams and gathering grounds so limited as to REPORT ON THE MEMPHIS WATER-WORKS. 
63 
enable tbe preservation of their waters at almost rain-water 
purity. 
This view of the subject may seem to look further toward 
providing for the future wants of Memphis than is at present 
necessary; but it is justified by the fact that all the natural 
water-courses in every country become more and more impure 
with the increase of population, and less suitable for distri- 
bution in densely populated cities ; and the best practice of hy- 
draulic engineering in its application to public water supplies, 
is to collect and store the water as near as practicable to the 
gathering grounds upon which it falls in the shape of snow 
and rain, and thence convey it artificially to the place of dis- 
tribution. The truthfulness of this is illustrated by the fol- 
lowing named examples of water supplies to towns and cities 
in the United States, where the water is collected and stored 
in reservoirs near the limits of the drainage areas supplying 
them, viz.: the Boston and Charlestown water supplies in 
Massachusetts; the Albany, Croton and Brooklyn water sup- 
plies in Yew York; and the Hartford, Ct., and Baltimore, 
Md., water supplies. The last two of these have changed 
within the last few years from taking their daily supplies from 
natural water-courses to storage reservoirs approaching the 
limits of the drainage areas supplying them with water. The 
Loch Katrine scheme, supplying the city of Glasgow ; the 
Rivingtown Pike scheme, supplying Liverpool; the Birming- 
ham water supply; and the contemplated change in the mode 
of supplying the city of London with water, are cases in point, 
and demonstrate the justice and propriety ofithis view of the 
subject. 
As to the facility with which the respective plans can be 
developed and extended to meet the growth of the city, there 
is not much difference between the Wolf River and Hatchie 
Lake plans. The Mississippi River plan, on account of the 
restricted area suitable and available for settling reservoirs 
and filter-beds, and because of the fact that these latter will 
soon be within a built-up portion of the city, this plan is less 
adapted for extension than the other plans, which are not 
subject to restricted areas suitable and available for this pur- 
pose. REPORT ON THE MEMPHIS WATER-WORKS. 
In economy of annual management there is considerable 
difference; the Wolf Elver plan being first in economy, the 
Mississippi River plan second, and the Ilatchie Lake plan 
third. 
The difference in the cost of carrying on works built accord- 
ing to the respective plans arises principally in the pumping 
department. The pumping machinery taking a supply from 
the Mississippi Eiver must be constructed to adapt itself to 
a variation of the water level in the pump wells of 40 feet, 
the extreme variation in the stages of the river. This requires 
costly foundations, and the machinery requires to be more 
massive on account of having to elevate the water on an av- 
erage 50 fifty feet higher than from the settling reservoirs of 
the Wolf Eiver plan; also because the water from the Missis- 
sippi Eiver will have to be elevated twice—first for purifica- 
tion, and second for distribution. 
This difference of cost in the pumping departments of the 
respective plans resolves itself into interest upon the dift'erenqe 
of capital invested in the pumping stations ; difference of 
annual repairs ; difference in attendance, labor, fuel, oil, etc., 
at the pumping stations; difference in the annual cost of 
removing the sediment left by the respective waters in the 
settling reservoirs, and the cost of elevating water for flush- 
ing the inlet pipes, which are approximately estimated as 
follows, based upon a daily consumption of 6,000,000 gallons: 
Wolf River 
Miss. River 
Hatchie Lake 
Annual interest upon cost of pump-1 
ing stations at 10 per cent j 
Annual repairs per cent, of cost... 
•Cost of elevating 6,000,000 gallons \ 
of water daily per annum / 
Cost of removing sediment 
Cost of elevating water for flushing... 
Annual interest upon cost of re-1 
mainder of works at 10 per cent. J 
$16,787 26 
419 68 
29,700 00 
765 00 
$45,513 52 
1,137 84 
43,772 83 
4,602 00 
500 00 
$49,013 52 
1,225 34 
57,081 60 
4,602 00 
500 00 
175,397 78 
216,155 61 
146,511 35 
Total an’al cost for maintaining works 
$263,827 55 
$242,037 54 
$287,820 24 
* In estimating the annual expenses in this branch of the projected works, the average cost 
for elevating water was determined from the data in Table No. 3, page 31 of this report. 
From this comparison of the costs for maintaining works 
projected according to the respective plans, it appears that REPORT ON THE MEMPHIS WATER-WORKS. 
65 
the Wolf River plan, although greatest in first cost, in the 
aggregate for maintaining it, it exceeds the Mississippi River 
plan only $22,000 annually, and in the pumping department 
it is much more economical. If to this difference in cost for 
maintaining the respective works the engineering difficulties 
in executing and preserving the inlet conduits of the plans 
contemplating a supply from the Mississippi, and the proba- 
bility of having to clean these conduits frequently by manual 
labor, are added, the result, in a pecuniary point of view, is 
in favor of the Wolf River plan. Were this not the fact, 
however, the present and prospective difference in the quality 
of the respctive waters would alone constrain the recom- 
mendation of the Wolf River plan ; and it is recommended 
as being in every way the best for the city of Memphis. 
Should the Mississippi River plan be deemed the best and 
be adopted, it is deemed proper to add here that before com- 
mencing the work examination by deep borings should be 
made, to ascertain whether a stratum of clay underlies the 
Mississippi River at this point, in which a work similar to 
the Chicago Lake Tunnel could be executed. If a stratum 
of clay were found, and a tunnel executed in it, such a work 
would be less liable to destruction than the inlet pipes, and 
would perhaps prove less costly; but would be more difficult 
to keep free from sediment either by flushing or by manual 
labor. 
Contracts for borings to determine the practicability of this 
project were made with several parties, but owing to the want 
of suitable fixtures and experience in this business the work 
was never performed. 
5 66 
REPORT ON THE MEMPHIS WATER-WORKS. 
SEWERAGE. 
The great diversity of opinion prevailing among eminent 
engineers, particularly among those who have made this 
branch of engineering a specialty, as to what constitutes a 
proper or the best system of drainage in given cases, must 
naturally cause considerable hesitancy before presenting a 
plan for artificially draining a city, the natural drainage of 
which is subject to such great variations and has become as 
objectionable as that of the city of Memphis. 
Any attempt at a system of drainage is always an effort to 
modify, improve, or supersede the natural drainage of the 
district to which it is proposed to apply it to such an extent 
as will, for the time being, subserve the wants or necessities 
of the people inhabiting the district. To what extent any 
system of drainage should be a modification, an improvement, 
or a supersedure of the natural drainage, must of course be 
determined separately for each individual case. The expres- 
sion natural drainage is here used in the following sense, viz.: 
the flowing off from the surface of a given district of urban 
and suburban territory by water carriage, available in natural 
streams of running water and occasional rain-falls flowing to 
these streams upon natural lines of outfall, a moderate por- 
tion of the constantly accumulating detritus, vegetable and 
animal matter, the refuse incident to population, and all cast- 
off matter whose specific gravity makes it practicable to 
rivers, lakes, bays, harbors, etc., where its offensiveness is 
mitigated by being mingled with large volumes of purer 
water. Hence it is manifest that as the topography, area, 
natural streams of running water, rain-fall, and population 
which obtain in different districts or cities vary, so should the 
system of drainage applied to them vary in the extent to 
which they are modifications, improvements, or supersedures 
of the natural drainage. The correctness of this principle is 
demonstrated in practice, inasmuch as the best existing sys- 
tems of artificial drainage give evidence of having arrived at 
whatever degree of perfection they now possess by passing REPORT ON THE MEMPHIS WATER-WORKS. 
67 
successively through the stages of modification, improve- 
ment, and at least partial supersedure of the originally exist- 
ing natural drainage. In some of the most densely populated 
cities the only traces visible of the existence of a former 
natural drainage are the lines of the main outfalls, which, to 
a greater or less degree, coincide with the natural lines of 
rain-water outfalls. Therefore, it is evident that the tendency 
of all systems of artificial drainage is inevitably in the direc- 
tion of the total supersedure of the natural drainage, in the 
sense in which the expression is here used; and whenever 
the design of a system of artificial drainage aims at or its 
development approaches a supersedure of the natural drain- 
age, it has applied to it the distinctive term of sewerage or 
system of sewers. 
As the topography of the sites of cities varies from almost 
unbroken plains to hills and valleys, so is the village or town 
population which forms the nucleus of the future city com- 
pelled to modify the natural drainage, in dedicating the land 
to public and private uses, by dividing it into lots, lanes, 
avenues, streets, and alleys. In this artificial division of 'the 
land, the controlling element is economy and the custom of 
endeavoring to make the figures of the lots, lanes, avenues, 
streets, or alleys similar to regular geometrical figures, which 
plan is generally applicable to limited areas only. This re- 
sults in fixing the general direction of streets, etc., favorably 
to a limited area without reference to drainage or the future 
extension of the plan over the adjoining land, and when addi- 
tions to the town are made, it is found pecuniarily impracti- 
cable to extend the plan first adopted. The additions are, 
therefore, laid out upon new plans, swung, as it were, from 
the salient hinging points of the original plan, and the ulti- 
mate plan of the city is systemless, in so far as it is applica- 
ble to an economical plan of sewerage. In the modifications 
of the natural drainage, by diverting the rain-fall from the 
roofs of the buildings and the lots into the lanes, streets, and 
alleys, and thence to the main lines of rain-water outfall or 
streams of running water, many of the smaller original lines 
of outfall are ignored and the water from rain-storms con- 68 
REPORT ON THE MEMPHIS WATER-WORKS. 
oentrated upon lines along which the water-way is inade- 
quate, or along which the improvements will not permit the 
storm-waters to he discharged on the surface. Consequently, 
improvements in these main channels are required, which 
consist generally of underground masonry conduits for the 
disposal of storm-waters, and constitute the beginning of 
what is now termed sewerage. At this period in the city’s 
growth or development, sanitary considerations render im- 
perative the removal of fecal matter by other means than the 
ordinary privy or dry well system, which latter process so 
completely saturates the subsoil of a city with human ex- 
creta as to be productive of alarming evils. The original 
purity of running streams and spring and well-water is de- 
stroyed ; and the joint or complicated questions of removing 
storm-water, fecal matter, house slops, and the refuse from 
manufactories, as well as the preventing of natural streams 
of water from becoming poisoned with these substances, are 
before the municipal government. At this juncture the 
problem is generally referred to scientific men for solution. 
The English solution of it thus far, as developed in their 
general systems of town drainage, and described in general 
terms, has been to construct underground, generally along 
the center lines of lanes, avenues, streets, and alleys travers- 
ing the districts to be relieved, conduits of stone or brick 
masonry; or lay stone-ware pipes, holding such relations to 
the areas to be drained and to one another in the elements of 
diameter and inclination as to form a regular system. Into 
these all excrement, house slops, refuse from manufactories, 
and all cast-off matter which can be floated, are conducted 
by means of house or branch drains and street gulleys, and 
by the aid of an ample public water supply and occa- 
sional rain-falls, through these conduits into natural water- 
courses, to be diluted so far as to be inoffensive. This man- 
ner of disposing of city sewerage is called the water-carriage 
system. It is, with some exceptions, the general practice in 
England; and, so far as sewerage works have been designed 
and constructed in the United States, the universal practice. 
The mixing of fecal matter with water, and disposing of it 
through the sewers, was originally an incident to the London REPORT ON THE MEMPHIS WATER-WORKS. 
69 
sewerage,* but has since become an important integral part 
of this as well as of other systems of sewerage. It finds, 
however, little favor in the cities on the continent of Europe, 
and is obliged to encounter much opposition from some of 
the ablest scientists and engineers in England. It is con- 
demned on account of polluting the natural water-courses and 
depriving agriculture of a valuable fertilizer. The interest 
in agriculture increasing with population, and the progress 
in science, unmistakably indicate the ultimate abandonment 
of mixing human excrement with town sewage, and will 
sooner or later compel its general utilization in agriculture. 
Thus the fact is evolved, that originally sewers were de- 
signed to carry off rain-water only, to which the contents of 
surcharged cess-pools (dry wellsf in the United States) were 
in time added ; and ultimately the refuse waters from dwell- 
ings and manufactories, as well as the contents of water- 
closets, which superseded privies, were discharged by direct 
and special branches into the sewers. At the present day, 
in densely populated cities, where ample public water supplies 
make the water-carriage system practicable without the aid 
of rain-water, the question of separating the sewage from 
the is being discussed. Able and experienced 
engineers advocate the adoption of separate systems of drain- 
* Mr. Bazalgette, in a paper read before the Institute of Civil Engineers, March 
14, 1865, gives the following statistics, page 28 : “ Up to the year 1815 it was 
penal to discharge sewage or other offensive matter into the sewers ; cess-pools 
were regarded as the proper receptacles for house drainage, and sewers as the 
legitimate channels for carrying off the surface waters only. Afterward it became 
permissive, and in the year 1847 the first act was obtained, making it compulsbry 
to drain houses into sewers. 
“As the population of London increased, the subsoil became thickly studded 
with cess-pools, improved household appliances were introduced, overflow drains 
from the cess-pools to the sewers were constructed ; thus the sewers became pol- 
luted, and covered brick channels were necessarily substituted for existing open 
streams.” 
t What are termed dry wells in the United States differ from the London cess- 
pools in this particular : they consist of excavated pits in the subsoil, sustained 
by pervious masonry lining, and are not intended to be cleaned out until the sur- 
rounding earth fails to absorb their contents; while the London cess-pools were 
constructed with impervious masonry linings, and were designed to be cleaned out 
at proper intervals. 
X See Mr. Bazalgette’s paper before referred to, page 34: “Is the rainfall to be 
mixed with the sewage ; in what manner and cpiantities does it flow into the sew- 
ers ; and is it also to be carried off in the intercepting sewers; or how is it to be 
provided for?” 70 
REPORT ON THE MEMPHIS WATER-WORKS. 
age for one and the same city; that is, one system for 
rain-water and the other for sewage. The transportation of 
sewage, at first the incidental function of artificial systems 
of drainage for towns, eventually, with the increase of popu- 
lation, seems to have become the principal function, and evi- 
dences that thus far most of the existing systems of artificial 
drainage, if long periods of time are considered, are result- 
ants between expediency measures and scientific application 
of mechanical devices, combined with the technical knowl- 
edge evolved by experience in this branch of engineering. 
Without deeming it necessary at this point to advert to the 
general development of the various plans now under trial for 
meeting the wants of densely populated cities in this partic- 
ular, and which are the subject of much earnest discussion 
in the scientific and engineer’s societies and journals of the 
day, we will endeavor to devise the best application of the 
water-carriage system practicable in the present case, not 
ignoring, however, the value of a portion of the sewage as a 
fertilizer, nor the pollution of natural water-courses with 
sewage as being a great evil. The fact that here the land 
for agricultural purposes is too cheap, abundant and fertile, 
and the scope of agriculture too limited, to permit the expen- 
sive application of fecal matter as manure; that the further 
pollution of the Mississippi by the addition of the sewage 
from another city is a contingency altogether too remote for 
serious consideration ; and that the water-carriage system is 
the only plan that has hitherto promptly relieved densely 
populated districts of a serious evil, constitute the principal 
reasons for deciding upon its application. It is hut following 
natural examples, inasmuch as it is the order of nature to 
constantly refresh, wash, and drain the surface of the earth 
with pure rain-water, which, after the consummation of its 
many offices, is discharged through the natural water-courses, 
filled with impurities which it is destined to deposit in the 
ocean, from whence the water is again evaporated and returns 
to the earth in the shape of rain. 
In the case before us, the drainage of the city of Memphis, 
there is an area of 5,033 acres, one-fifth of which may be con- REPORT ON THE MEMPHIS WATER-WORKS. 
71 
sidered urban and four-fifths suburban territory, for which a 
system of drainage is to be devised. The surface of this ter- 
ritory is undulating, varying in elevation from 75 feet plus 
P. R.,the lowest point in the discharge of its rainfall through 
the main natural outfall, to 210 feet plus P. R., its highest 
point along the ridge forming the boundary of the water-shed 
or area to be drained. The greatest length of this district 
north and south is 22,000 feet, and its greatest width from 
east to west is 18,500 feet. The main channels through which 
the rain-falls are now discharged are Bayou Gayoso, Bayou 
Quimby, and Bayou Be Soto, with their minor branches. All 
the main channels extend from the dividing ridge north- 
westerly in an opposite direction to the course of the Missis- 
sippi, and unite in one main channel at Concord Street; thence 
north-westerly to Wolf River. They serve for rain-water 
discharges principally, and during the longest droughts they 
become, it is reported, entirely dry ; they were nearly dry in 
1867. Ordinarily they discharge a small quantity of sipe and 
some spring-water, and are the receptacles of the entire drain- 
age of the city. They are, as may be expected, offensive dur- 
ing the greater portion of the summer, and are annually be- 
coming more so. In Bayou Gayoso the backwater from the 
Mississippi at its highest stage extends from its mouth at Wolf 
River up to Gayoso Street, and in Bayou Quimby from its 
junction with Bayou Gayoso up to Boundary Avenue—a dis- 
tance of 9,650 feet in the former, and 6,800 feet in the latter, 
measured along their meanderings. The average annual length 
of time during which the backwater from the Mississippi fills 
Bayou Gayoso as far as Concord Street to a depth of 6 feet 
is 130 days,* as determined from the stages of the river 
recorded in General Humphrey’s report. In 1867 it was 180 
days. The inclinations of the beds of the bayous, measured 
upon their meanderings, are 0.0024444 for Bayou Gayoso, and 
0.0025555 for Bayou Quimby. The total length of Bayou 
Gayoso, from Wolf River to its head, is 5 52-100 miles, with 
an inclination of 0.0056 to Gayoso Street, thence as above 
stated ; the length of Bayou Quimby from its junction with 
* In 1849, ir6days; in 1850, I39<iays; in 1858, 130; in 1859, 135. Average 130. 72 
REPORT ON THE MEMPHIS WATER-WORKS. 
Bayou Gayoso to its head is 4 41-100 miles, with an inclina- 
tion of 0.00704 to Boundary Avenue. Bayou Be Soto, from 
its junction with Bayou Gayoso to its head, is 2 84-100 miles,, 
with an inclination of 0.007266. (See water-works map.) 
These are the average inclinations of the respective bayous, 
rated by their lengths, measured upon the lines of their mean- 
derings, and they afford a prompt and efficient natural drain- 
age for the rain, spring, and sipe-water from all portions of 
the area above named, except those portions subject to back- 
water from the Mississippi. Excepting the pond of stagnant 
water south of Beale Street, between Main and Shelby Streets, 
which is caused by artificial obstructions to the natural drain- 
age, there is not an acre of ground in the city which is not 
perfectly drained whenever the Mississippi is down to within 
18 feet of low water. But despite this efficient and harmless 
removal of the rain-falls during part of the year, this system 
of drainage does no longer meet the wants of Memphis, for 
the reason that with the present population, the great quantity 
of vegetable and animal matter which finds its way into the 
bayous while full of backwater from the Mississippi, is grad- 
ually deposited upon the borders as the water recedes, and 
being thus exposed to the action of the atmosphere which, 
with the hot sun, produces rapid decomposition, becomes an- 
nually a fruitful source of sickness. 
During the summer season, when there is little or no water 
in the bayous, the excrementitious matter, which, with other 
refuses, finds its way into them, there being no current of 
water to remove it, is collected in stagnant pools, reeking 
with deathly vapors. In addition to all this, the numerous 
privies in the city, all built in a perfectly retentive subsoil, 
during the summer season disseminate their poison among 
the population day and night, and call loudly for abolishment 
and sanitary reform. 
The improvements needed in the drainage of Memphis,, 
then, seem to divide themselves into two departments, viz. : 
the purification of the bayous, and the providing of expedi- 
ents for the removal of house drainage and fecal matter. The 
plan which naturally presents itself first for accomplishing REPORT ON THE MEMPHIS WATER-WORKS. 
73 
these objects, is to unite the two into one improvement by 
converting the different bayous into arched masonry conduits, 
and make them the main outfall sewers for the discharge of 
all sewage and water from rain-storms jointly ; at the same 
time tilling up with earth those meandering portions of the 
bayous which can not be occupied by the sewers. 
In the consideration of this plan, the first question to be 
solved is the size of the sewers ; to determine which three 
elements are indispensable : the areas to be drained, the incli- 
nation of the sewers, and the maximum quantity of sewage 
and rain-water discharged in a given time from said areas. 
The first two of these elements only are known; the latter 
remains to be determined, and is composed, in cities enjoying 
a public water supply, in connection with a general use of 
water-closets, of the refuse water after having subserved the 
uses of the population holding in suspension its excrement,., 
and the rain-fall discharge. The former is found, in densely 
populated cities, to vary but inappreciably from the water 
supply in bulk ; one-half of which, according to observations 
on the London sewers, finds its way to the sewer in six hours, 
and the other half in the eighteen remaining hours out of 
the twenty-four. Then, taking the water supply at 60 gallons 
or 8.0214 cubic feet per twenty-four hours per capita, and the 
resulting sewage as the same in bulk, one-half of which being 
discharged in six hours, and rating the ultimate population 
at seventy-eight persons to the acre, equivalent to fifty thous- 
and per square mile, there will result 0.0144 cubic feet as the 
sewage per acre per second (equivalent to a rainfall 0.0143 
inches in depth per hour), rated according to population and 
water supply, to which the maximum discharge from rain- 
storms is to be added. 
This latter quantity depends upon the depth of rain falling 
in a given time, and the condition of the surface upon which 
it falls, whether dry, wet, frozen, paved, built over, or culti- 
vated; modified by the declivity of the slopes along which 
the discharge takes place. For the territory under considera- 
tion, the determination of this quantity is at present an im- 
possibility ; first, because the proportion between the paved,, 74 
REPORT ON THE MEMPHIS WATER-WORKS. 
"built-over, and cultivated areas is continually varying ; sec- 
ond, because maximum rain-falls take place only at long inter- 
vals of time; third, because maximum rain-falls, under con- 
ditions favorable to a maximum surface discharge, take place 
at still longer intervals of time ; and fourth, because a great 
number of observations, under the named conditions, would 
be necessary to establish reliably the maximum rain-water 
discharge for this locality.* It would require a much longer 
* See Mr. Bazalgette’s paper on the London Main Drainage, page —: “ Careful 
observations of the quantity of rain falling on the metropolis, within short peri- 
ods of time, have been made by the author for many years. Taking an average 
of several years, it has been ascertained that there are about one hundred and 
fifty-five days per annum upon which rain falls ; of these there are only about 
twenty-five upon which the quantity amounts to y of an inch in depth in twenty- 
four hours, or the part of an inch per hour if spread over an entire day. Of 
such rain-falls a large portion is evaporated or absorbed, and either does not pass 
through the sewers, or does not reach them until long after the rain has ceased. 
In the report of Messrs. Bidder and Hawksley and the author, in 1858, on this 
subject, it is stated that continuous observations, and, as far as practicable, pro- 
tected from disturbing influences, had been taken at the close of the preceding 
year, and that these observations, which are recorded in the Appendix to the 
above Report, had enabled them to arrive at some reliable conclusions, and that 
* the results of these observations distinctly established the fact that the quantity 
of rain which flowed off by the sewers was, in all cases, much less than the quan- 
tity which fell on the ground; and although the variations of atmospheric phe- 
nomena are far too great to allow any philosophical proportions to be established 
"between the rain-fall and the sewer-flow, yet we feel warranted in concluding, as 
a rule of averages, that y of an inch of rain-fall will not contribute more than 
Y/% of an inch to the sewers, nor a fall of -fa of an inch more than y of an inch. 
Indeed, we have recently observed rain-falls of very sensible amounts failing to 
contribute any distinguishable quantity to the sewers.’ But there are in almost 
every year exceptional cases of heavy and violent rain-storms, and these have 
measured 1 inch and sometimes even 2 inches in an hour. 
“The observations of Mr. Bidder and Mr. Hawksley, in 1857, upon the Savoy 
Street sewer, showed that of a rain-fall of 2.90 inches in twenty-six hours, only 
per cent, was delivered into the sewers, all the rest being absorbed or evap- 
orated. In the Radcliffe Highway sewer they found on the same occasion (which 
was an unusual rain-fall, it having rained, he believes, for twenty-six hours, with- 
out ceasing) that 52 per cent, of the total quantity only was discharged into the 
sewers. It so happened that, without any co-operation with the gentlemen named, 
be was at the same time engaged in gauging the flow of the London Bridge sewer, 
which drained 2250 acres, partly urban and partly suburban ; it was necessary 
that this should be known, as the character of the surface much affected the quan- 
tity delivered into sewers in time of storms. Now, with the same rain-fall, or 
irather a fall of 2.75 inches instead of 2.90 inches, being the amount recorded by REPORT ON THE MEMPHIS WATER-WORKS. 
75 
period of time than can he devoted to the present examina- 
tion. 
For the only record of rain-gauge observations made at 
Memphis, that could be found, we are indebted to Dr. R. W. 
Mitchell, who kindly furnished his rain-gauge observations, 
which are tabulated below. They are serviceable as a guide, 
but extend over too limited a period of time to he made the 
basis of proportioning works which are to meet the require- 
ments of the city for the future. 
RECORD OF RAIN-FALL OBSERVATIONS MADE BY DR. R. W. MITCHELL, 
MEMPHIS, TENNESSEE. 
Month 
1857 
1858 
1859 
1860 
January 
4.91 inches 
3.25 inches 
4.75 inches 
3.15 inches 
7.56 inches 
5.00 inches 
9.64 inches 
3.37 inches 
1.40 inches 
1.92 inches 
3.14 inches 
5.46 inches 
4.05 inches 
7.10 inches 
6-41 inches 
6-40 inches 
J4.03 inches 
J5.30 inches 
1.75 inches 
4.48 inches 
4.76 inches 
1.48 inches 
3.77 inches 
3.47 inches 
7.20 inches 
5.46 inches 
1.00 inches 
3.62 inches 
0.50 inches 
5-60 inches 
*2.27 inches 
1.09 inches 
2.95 inches 
3.52 inches 
4.15 inches 
J4.61 inches 
February 
March 
April 
May 
Tune 
July 
August 
September 
October 
November 
December 
Total 
1.47 inches 
4.82 inches 
4.91 inches 
11.20 inches 
53.55 inches 
53-00 inches 
41.97 inches 
* Of this quantity two inches is reported to have fallen, during an interval of one hour, on 
the 30th of the month, 
f Interpolated. 
From the extracts given from Mr. Bazalgette’s paper, it 
appears that in the case of the London sewers, so far as ob- 
servations have been made, the augmentation of sewage flow 
attributable to rain-storms varies from an imperceptible quan- 
Mr. Glaisher on the occasion referred to, he found that in the London Bridge sewer 
53 per cent, of the total quantity only ran off. On one occasion, in April, 1858, 
he had gaugings taken of the same sewer, when 0.24 of an inch of rain fell in an 
hour and a half; he there found that 74 per cent, of the total quantity ran off, 
leaving 26 per cent, absorbed and evaporated. Of a rain-storm of 0.54 of an inch 
in five hours, in June, 1858, there was delivered into the Irongate sewer, which 
drains an area entirely paved and built over, as much as 94per cent, of the 
total rain-fall, and that, of all the storm gaugings he had made was the greatest 
percentage of rain-fall he ever knew to be discharged by a sewer. In August, 
1858, with a rain-fall of 0.48 of an inch in one hour and two-thirds, he found only 
78 per cent, of the total quantity discharged into the Irongate sewer.” 76 
REPORT ON THE MEMPHIS WATER-WORKS. 
tity to 94J per cent, of the total rainfall; hut these results 
are only applicable to the cases for which the observations 
were made, and can by no means be made generally applica- 
ble in determining the sizes of main sewers. 
Therefore, for the sake pf determining the practicability of 
the plan under consideration, it is assumed that the maximum 
flow in the main sewers, which can result in extreme cases 
from rain-storms and ordinary sewage jointly, is equal to a dis- 
charge of two inches of rain per hour. Then, with the areas 
to be drained and the inclinations practicable, there would be 
required as main outfall sewers the lines and sizes given in 
the following table, which also includes the sizes required to 
carry oft' sewage equal in bulk to one inch and one-half inch 
rain-water per hour, respectively. REPORT ON THE MEMPHIS WATER-WORKS. 
77 
<D 
> 
.s 
c 
o 
Diameters of 
Sewers discharg- 
ing Sewage equal 
in volume to 
> 
G Areas drained 
re 
C/J 
£ 
<U 
cn 
o 
rg 
bJD 
<U 
Feet 
s 
<U 
13 
<u 
d 
u 
o 
pIllS P. R. 
Inclination 
In 
F rom 
T Two inches 
« rain per hour 
d 
u 
Jh 
o 3 
rj O 
2 
6 S. 
Feet 
T One-half inch 
n rain per hour 
5,033 
i 
75.2 
Bayou Gayoso... 
Bayou Gayoso... 
Bayou Gayoso... 
Bayou Gayoso... 
Bayou Gayoso... 
Bayou Gayoso... 
Bayou Gayoso... 
Bayou Gayoso.. 
Bayou Gayoso... 
Bayou Gayoso... 
Bayou Gayoso... 
Bayou Gayoso... 
Bayou Gayoso... 
Bayou DeSoto.. 
Bayou De Soto.. 
Lit. Betty Bayou 
Lit. Betty Bayou 
Bayou Quimby. 
Bayou Quimby. 
Wolf River to 
31.1 
23.6 
18.0 
4,767 
3,522 
9,380 
84.0 
84.0 
.00244 
Bayou Quimby 
Bayou Quimby to 
30.5 
27.0 
23.0 
20.5 
17.4 
15.5 
3',259 
2,922 
1,792 
716 
i 
92.1 
98.4 
i 98.4 
100.1 
.00244 
Adams Street to 
20 feet N. of Gayoso St 
20 feet N. of Gayoso St. to... 
Gayoso Street Bridge 
26.2 20.0 
25.0 19.0 
20.615.6 
20.0 15.0 
16.0 
14.4 
11.8 
11.8 
1,792 
3,050 
i 100.1 
110.2 
.00335 
Gayoso Street Bridge to 
Elliott Street 
19.3 
19.3 
14.6 
14.6 
11.0 
11.0 
1,039 
550 
i 110.2 
.00782 
Elliott Street to 
13.1 
9.9 
7.5 
114.5 
South Street (-West) 
13.1 
9.9 
7.5 
603 
712 
110.2 
[ 113.4 
.0045 
Elliott Street to 
11.8 
11.8 
8.9 
8.9 
6.7 
6.7 
1,130 
2,966 
98.4 
113.2 
.005 
20 feet N. of Gayoso St. to... 
Wellington Street 
13.0 
13.0 
10.0 
10.0 
7.5 
7.5 
302 
1,500 
i 99.8 
f 114.8 
.01 
Bayou Desoto at Gayoso St. to 
Lauderdale Street 
7.6 
7.6 
5.8 
5.8 
4.4 
4.4 
1,245 
3,380 
I 84.0 
.0045 
Bayou Gayoso to 
16.0 
12.0 
9.0 
f 99.2 
Boundary Avenue 
16.0 
12.0 
9.0 
Table No. 5. 
SUMMARY OF ESTIMATED COST. 
Two inches 
Rain 
One inch 
Rain 
One-half inch 
Rain 
Bayou Gayoso from Wolf River to 
South Street ( 
Bayou DeSoto from Bayou Gayoso f 
to Wellington Street / 
Little Betty Bayou from Bayou De- f 
Soto to Lauderdale Street / 
Bayou Quimby from Bayou Gayoso f 
to Boundary Avenue 1 
$1,953,507 77 
104,859 54 
25,741 59 
172,561 84 
$1,295,373 86 
68,300 98 
14,899 11 
106,031 97 
$1,000,071 44 
54,759 60 
12,151 98 
63,591 17 
$2,256,670 74 
$1,484,605 92 
$1,130,574 19 78 
REPORT ON THE MEMPHIS WATER-WORKS. 
The estimates for this plan include the tilling up of the- 
main channel of Bayou Gayoso so far as it is tilled with back- 
water from the Mississippi, and those portions of Bayou 
Quimby where its channel and the proposed sewer coincide,, 
but in neither case the adjacent private lots. 
This plan could be modified so as to have two main outfall 
sewers, both discharging their contents into the Mississippi 
instead of Wolf River, and the cost of it considerably reduced. 
Taking the center line of Adams Street as a dividing line, 
the territory lying north of it could be drained by one sewer, 
commencing near the intersection of Bayou Quimby and 
Boundary Avenue; thence westwardly through the valley of 
Bayou Quimby to the intersection of the center line of Con- 
cord Street produced, with Bayou Gayoso; thence westwardly 
along the center line of Concord Street, produced to a point 
in the old Navy Yard, 400 feet west of the east line of Chick- 
asaw Street; thence upon a curve to left of 500 feet radius, 
340 feet to a tangent; thence south-westerly upon said tan- 
gent to the Mississippi River, 
The territory south of Adams Street could be drained by the 
sewers in the different bayous all uniting in one outfall lead- 
ing into the Mississippi. The best route for this main outfall 
sewer is Gayoso Street, which has been selected, and in whichy 
at its intersection with Bayon Gayoso, all the principal sew- 
ers south of Adams Street are to unite; thence through Gay- 
oso Street, partly by an open cut and partly by tunneling, 
the main outfall sewer is to lead to the Mississippi. 
With this subdivision of the areas to be drained, and the 
inclinations available, the lines of the main sewers required 
are given in the following table, with the diameters requisite 
for discharging sewage, equal in bulk to two inches, one inch, 
and one-half inch rain respectively per hour. REPORT ON THE MEMPHIS WATER-WORKS. 
79 
Table No. 6. 
Diameters of 
£ 
Se w e r s 
d i s- 
T3 
% 
0 
ch’rging 
Sew- 
V 
age equal in 
*ci 
> 
volume to 
Q 
0 
w 
O 
In 
From 
cS 
rC 
Sc 
■Sg 
s 
c 
*3 3 
*3 3 
£ 0 
iS 
<u 
2 a 
*0 
C £ 
d u 
< 
1-1 
G 
H 
Acres 
Feet 
pluSP.R. 
Ft. 
Ft. 
Ft. 
i,774 
150 
f 60.O 
0.0747 
Old Navy Yard 
Mississippi River to * 
103 
*7 •8 
*5 • 9 
1 71 -4 
150 ft. north-east of same * 
103 
*7.8 
*5-9 
i,774 
i,3°° 
J 71.4 
0.0082 
(( 
150 ft. north-east of Mississippi to 
160 
12.2 
9-2S 
9-25 
14.0 
14.0 
9.0 
9.0 
4.2 
1,508 
1,985 
f 83.3 
1 84.8 
J 84.8 
.00076 
ft 
243 
243 
1,248 
3,380 
Bayou Quimby. 
0.0045 
132 
3,I25 
j 84.8 
1 92.4 
J 60.0 
.OO244 
Bayou Gayoso... 
70 ft. north of Adams Street to 
72 
72 
116 
5.5 
2,922 
IOO 
.OII40 
Gayoso Street... 
Mississippi River to * 
*8.8 
*6.7 
j, 71 -4 
700 ft. w. of e. line of Front St... * 
Il6 
*8.8 
*6. t 
2,922 
200 
f 71 -4 
0.0874 
700 ft. w. of e. line of Front St. to... 
108 
14-7 
II.I 
1 94-7 
“ 
500 ft. w. of e. line of Front St 
198 
14.7 
II . I 
2,922 
1,400 
i 94-7 
0.0038 
(,tu’nel | 
500 ft. w. of e. line of Front St to.. 
230 
17.4 
13.2 
1 08.1 
900 ft. e. of e. line of Front St 
230 
*7-4 
13.2 
2,922 
500 
i 98.1 
1 100.0 
0.0038 
900 ft. e. of e. line of Front St. to. 
230 
230 
J7"4 
!7"4 
13.2: 
0.0038 
157 
157 
58 
58 
193 
r93 
131 
*3* 
Il8 
1,13° 
900 
X io3*4 
J 107.8 
1 101.4 
ft 
9.0 
3-4 
3-4 
2,640 
Bayou Gayoso... 
77 
.OO244 
it 
14.6 
14.6 
9.9 
9.9 
1,792 
3,050 
•00335 
ft 
.00782 
ft 
1,039 
SSo 
1 H4-5 
ft 
7.S 
603 
ft 
712 
X ii3-4 
J io3-4 
X 113.2 
J 103.4 
O.OO45 
ft 
Il8 
2,690 
Bayou DeSoto... 
140 
140 
80 
10.5 
1,130 
O.2050 
302 
1,500 
.OO772 
Lit. Bet. Bayou 
Gayoso St. at Bayou DeSoto to 
6.0 
4.6 
I iiS-o 
Lauderdale Street 
SO 
6.0 
4.6. 
* Or its equivalent in lines of cast-iron pipe with flexible joints. 
In 
From 
2 in. Rain 
1 in. Rain 
in. Rain 
Concord Street 
Bayou Quimby ... 
Bayou Gayoso 
Gayoso Street 
Bayou Gayoso 
Bayou Gayoso 
Bayou DeSoto 
Little Betty Bayou... 
Bayou Fill from Con 
Mississippi to Bayou Gayoso 
Bayou Gayoso to Boundary Ave. 
Adams Street to Concord Street. 
Misssissippi to Bayou DeSoto 
Adams Street to Gayoso Street... 
Gayoso Street to South Street 
Gayoso Street to Wellington St... 
Bayou DeSoto to Lauderdale St. 
cord Street to Wolf River 
$298,347 50 
172,655 34 
96,110 08 
367,589 31 
40,658 75 
226,870 44 
99,279 84 
25,895 60 
180,248 64 
$203,334 01 
106,125 47 
75,820 36 
261,141 70 
36,651 45 
147,*74 61 
62,678 44 
14,443 00 
180,248 64 
$131,237 97 
63,684 67 
72,150 76 
160,295 14 
32,904 19, 
98,149 64 
50,713 13 
11,897 66 
180,248 64 
$1,507,655 50 
$1,087,617 68 
$801,181 80 
SUMMARY OP ESTIMATED COST. 80 
REPORT ON THE MEMPHIS WATER - WORKS. 
This latter plan is the preferable one, both on account of 
its being cheaper and because it provides for discharging all 
the sewage into the Mississippi instead of Wolf River. By 
discharging directly into the Mississippi, the sewage would 
be carried away as soon as it reached the river, and not become 
■offensive; whereas, if it was discharged into Wolf River, it 
would, at certain seasons of the year, become very objection- 
able. 
The branch sewers for Plan No. 2 are designed to he capa- 
ble of discharging sewage equal in volume to one-half inch 
rain per hour. This is considered ample capacity, particu- 
larly with the great inclinations of the street grades toward 
the bayous, by means of which any excess of storm-water 
not passing through the sewers can harmlessly flow off on 
the surface. With the inclinations available, and the areas 
which they are to drain, none larger than 2 feet in diameter 
are required, which size it is proposed to build of brick 4J 
inches or one ring in thickness. Wherever smaller sizes will 
answer it is proposed to use stone-ware pipe. 
All along the lines of branch sewers, at or near the inter- 
sections of the streets, are to be built catch-basins, by means 
of which the surface water in the gutters is admitted into the 
sewers. The catch-basins are to be located under the line of 
the curb-stone, partly under the gutter and partly under the 
sidewalk. They are to be oval in plan, 4 by 6* feet in diam- 
eter, 5J feet below the gutter, built of brick, have trapped 
connections with the sewers, and are to be provided with 
movable cast-iron covers. The catch-basins are to perform 
the oftice of retaining all the heavier detritus from the streets, 
and prevent the entrance into the sewers of all matter that 
may cause obstructions and the formation of deposits in the 
branch and main sewers. They fill up rapidly and require 
frequent cleaning by hand unless the streets are kept very 
clean. 
At all the junctions of the catch-basin discharges with the 
branch sewers, and at all changes in their alignments, there 
are to be constructed manholes, located in the center of the 
streets, and covered with cast-iron curbs, fitted with perfor- REPORT ON THE MEMPHIS WATER-WORKS. 
81 
ated covers. These manholes are to facilitate inspection, and 
the removal of deposits in the event of its forming; also as 
ventilators to the sewers. The experience upon the subject 
of ventilating sewers favors the plan of allowing the gases to 
escape through the perforated manhole covers at the inter- 
sections of the streets, wherever the streets are paved and 
kept sufficiently clean to prevent the perforations in the man- 
hole covers from becoming clogged with mud. In Memphis, 
where many of the streets are unpaved, this mode of venti- 
lation will be ineffectual, and it is therefore proposed to make 
a sufficient number of untrapped connections between the 
sewers and the rain-water pipes from the roofs, by which plan, 
if the pipes are kept in proper repair, the foul gases from 
the sewers are discharged above the roofs of the houses. 
Intermediate of the manholes just described, at intervals 
of 100 feet, there are to be built manholes in every way sim- 
ilar, except that they are to terminate a foot or eighteen 
inches under the surface of the street, and are to be covered 
with stone flags or cast-iron covers, not subject to the wear 
and tear of street traffic, and can therefore be made cheaper. 
These latter manholes will be required only occasionally for 
determining the exact location and removal of obstructions, 
while the former are required for frequent inspection of the 
sewers and constant ventilation. 
Summary of Cost for Branch Sewers—Plan jSTo. 2. 
35,378 feet 15-inch sewers in unpaved streets, at *$3.309 
15,572 feet 15-inch sewers in streets partly paved, at $4.003 
13,05 5 feet 2-feet sewers in unpaved streets, at $4.043 
20,265 feet 2-feet sewers in streets partly paved, at $4-593 
... $117,053 92 
.... 62,338 27 
• ••■ 52,787 35 
93,081 62 
84,270 Total 
... $325, 
, 261 
16 
However desirable it may be to unite the two improve- 
ments into one—viz., the purification and the maintaining 
inoffensive of the bayous, and providing conduits for remov- 
ing house soil-water and fecal matter jointly—the plans de- 
scribed and estimated for are regarded as being in many 
respects objectionable, and they are presented principally to 
* Cost per running foot, including all labor, cost of material, etc. Ratio of 
unpaved to paved streets, estimated approximately. See detailed estimate. 
6 82 
REPORT ON THE MEMPHIS WATER-WORKS. 
demonstrate that the generally prevailing public desire to 
have these unsightly bayous obliterated cannot be gratified 
except at great cost and risk. 
The plans are considered objectionable for the following 
reasons : First, in a financial point of view; second, as engi- 
neering works; and third, as sanitary measures. 
Financially, it is believed that the attempt to construct the 
main sewers upon this principle—i. e., obliterating the bayous 
or main rain-water channels, and converting them into sewers 
of sufficient capacity to carry off all sewage and the maxi- 
mum discharge from rain-storms jointly—will involve the 
expenditure of a sum of money entirely disproportionate to 
the present population and wealth of Memphis. 
As engineeringworks,they must be regarded as being with- 
out precedent, inasmuch as they have to be, beyond a doubt, 
of sufficient capacity to meet the requirements of the districts 
for discharging the greatest flow from rain-storms which may 
hereafter take place; involving the anticipation of possible 
future conditions brought about by natural and artificial 
causes to an extent that would be marvelous; also for the 
reason that no city has heretofore attempted to dispose of the 
greatest flows from rain-storms by means of underground 
conduits alone; the best practice being to take care of a 
moderate quantity and allow the balance to flow off on the 
surface, except for very Hat or limited districts. 
The possibility of a failure in one or the other of the main 
outfall sewers, during a heavy rain-storm, after all the natural 
outlets arc filled up and probably built over, is fraught with 
such dire consequences to a great portion of the city as to 
properly cause much hesitation before undertaking an im- 
improvement upon such a scale*. 
As sanitary measures, large sewers are very objectionable, 
for the reason that the ordinary flow of sewage spreading 
upon the inverts of large sewers has not sufficient volume 
and scouring efficiency to remove promptly the heavier par- 
July 24, 1868. 
*The disastrous flooding of Jones’ Falls Valley and a great portion of the 
city of Baltimore (two days after writing the above) fully illustrates the futility of 
attempting to constrain the flow from occasional extraordinary rain-storms. REPORT ON THE MEMPHIS WATER - WORKS. 
83 
tides of undecomposed animal and vegetable matter con- 
stantly finding their way into them. The constant accumu- 
lation of such matter during the dry season of each year, 
when the flow of sewage does not keep the main sewers clean, 
would convert them, as it were, into “elongated” cess-pools, 
and thus originate or aid in prolonging epidemics to a fearful 
extent. To keep sewers of this magnitude clean, by flushing 
them with water from the public water supply, would involve 
an expense for elevating water for this purpose alone, which 
at present can not be estimated. 
It is therefore concluded that the preferable plan would be 
to separate the two improvements, and devise a plan of sew- 
age which will carry all sewage into the Mississippi, and take 
in addition but a small quantity of rain-water. This would, 
with proper sanitary regulations, keep offensive matter out of 
the bayous, and permit them to perform their natural office, 
viz.: the discharge of rain-water. Then, with proper State legis- 
lation defining the bounds of the bayous as channels for dis- 
charging rain-falls, and removing the encroachments upon 
said channels, the maximum rainfalls could be harmlessly dis- 
charged into Wolf River. The unsightliness of the bayous 
would be remedied by straightening and slope-paving them, 
from time to time, with the improvements along them and 
the increase of wealth in the city; and should the back-water 
from the Mississippi in Bayous Gayoso and Quimby be at any 
time in the future considered insufferable, it could be removed 
by building a dam and lock in Bayou Gayoso near its junc- 
tion with Wolf River, and erecting suitable pumping machin- 
ery. This, during times of high water in the Mississippi, 
would enable the perfect draining of these bayous at a very 
moderate cost, by closing the lock-gates and operating the 
pumping machinery. The pumping machinery for this pur- 
pose need not be of greater capacity than equal to remove 
the ordinary flow in the bayous, since no sewage, under this 
arrangement, would be permitted to enter them; the occa- 
sional storm-water discharges would inconvenience no one, 
since they would occupy the channels of the bayous for short 
periods of time only. Or, should it be hereafter decided to 84 
REPORT ON THE MEMPHIS WATER-WORKS. 
obliterate the bayous, by converting them into masonry con- 
duits for the discharge of rain-water, it would be at a time 
when, pecuniarily at least, the problem would be less difficult 
of solution. 
The sewerage by this plan would consist in locating the 
main lines generally in the valleys of the bayous, and as near 
to them as practicable, with the lowest grade elevation of 
their inverts above ordinary high-water in the Mississippi. 
Where practicable, the main sewers are to be located above 
the flood lines of rain-water discharges in the bayous, so as 
to provide them with waste weirs, connecting with the bayous, 
to relieve the sewers of surplus water during excessive rain- 
falls. The main sewers in this case are designed of a capac- 
ity, when running full, equal to discharge three times the 
maximum quantity of sewage independent of rain-water, or 
three times 0.0144 cubic feet per acre per second, as hereto- 
fore determined; i. e., the sewers are made sufficiently large 
to carry into the river sewage equal in volume to a discharge 
of one inch of rain in twenty-four hours. 
The minimum inclination of the main sewers is to be 
3 168-1000 feet per mile, which, in the case of a 3-foot sewer, 
when running half full, will produce a velocity of current 
equal to 2 6-10 feet per second, or 1 4-10 miles per hour, cal- 
culated by Prony’s formula. The actual velocity, however, 
in a sewer of this size and inclination, when half filled, is 
greater from the fact that at every junction with its branches 
(provided the junctions are properly made) the volume of 
sewage flowing in the main sewer receives an increment of 
velocity arising from the greater inclinations of the branch 
sewers, and consequent greater velocity with which they dis- 
charge their contents into the mains; and in the city of Mem- 
phis, where all the branches will have great inclinations, this 
will be especially favorable to the main sewers in maintaining 
a self-cleansing velocity of flow. This plan divides the dis- 
trict to be drained into three principal divisions, viz.: into a 
northern, middle and southern division. The northern divi- 
sion consists of Chelsea, the valley of Bayou Quimby, and 
that portion of the valley of Bayou Gayoso which is too low REPORT ON THE MEMPHIS WATER-WORKS. 
85 
to be drained by the main sewers of the middle and southern 
divisions. The main sewer for the northern division is to 
commence at the Mississippi River opposite Winchester Street; 
thence north-eastwardly through the old Yavy Yard to the 
intersection of the alley north of Auction Street with Prom- 
enade Street; thence eastwardly along the alley north of Auc- 
tion Street to the alley between Fourth and Fifth Streets in 
Chelsea; thence sonth-eastwardly through the valley of Bayou 
Qnimby to the intersection of the old Raleigh Road with 
Winter Avenue extended westwardly from Boundary Avenue; 
thence along Winter Avenue extended to Boundary Avenue. 
The main sewer, draining the middle and southern divisions, is 
to be located in Beale Street, commencing at the Mississippi 
River; thence, partly by an open cut and partly by a tunnel, 
along Beale Street to Causey Street, where its principal branch 
is to extend southwardly along Causey Street. From Causey 
and Beale Streets eastwardly along Beale Street to DeSoto 
Street, at which point the main sewer is to be divided into 
two principal branches, one extending southwardly along 
Bayou DeSoto, as far as Wellington Street at present, and 
the other northwardly in the valley of Bayou Gayoso to the 
intersection of Concord Street with the alley between Main 
and Second Streets. 
The branches in the valleys of Bayou Gayoso and Little 
Betty Bayou are to drain what is called the middle division, 
and those in Causey Street and the valley of Bayou DeSoto, 
the southern division. 
In the following table will be found designated the loca- 
tions, areas to be drained, diameters and inclinations of the 
main sewers required by this plan. They are of sufficient 
capacity to remove a quantity of sewage equal in volume to 
a discharge of one inch depth of rain from the areas per twenty- 
four hours. 86 
REPORT ON THE MEMPHIS WATER-WORKS. 
Table No. 7. 
rd 
(h 
(U 
■s 
0 
c 
cn 
rt 
> 
flj 
C$ 
o 
Uh 
0 
O u 
rt 0 
W > 
.0 
O 
S) 
<V t—i 
T3 r- 
.5 
In 
From 
U 
< 
<u 
u O 
O 
c 
O 
f= 
Acres 
Feet 
plus P.R. 
5 
( „ 
3.522 
300 
I 96.3 
0.121 
542 ft. west of east line of Front St 
3-o 
242 
( 96-3 
0.0006 
542 ft. west of east line of Front St. to 
7-75 
1 96.4 
“ 
300 ft. west of east line of Front St 
7-75 
3.522 
1,400 
| 96-4 
X 97-3 
0.0006 
,, Tunnel| 
300 ft. west of east line of Front St. to 
1,100 ft. east of east line of Front St... 
7-75 
7-75 
308 
| 97-3 
0.0006 
1,100 ft. east of east line of Front St. to 
7-75 
7-75 
5-75 
5-75 
4-5 
4-5 
3-75 
3-75 
3-o 
3-o 
666 
i 97-5 
1 97-9 
j 97-9 
0.0006 
1,73° 
a 
516 
0.0006 
910 
600 
j” 98.2 
0.0006 
f DeSoto, Madison, and ) 
3.354 
3>644 
r 100.2 
0.0006 
f Poplar, New, Market,') 
< alley e. Third St., Win- > 
f Chester, alley e. Main J 
■j 
(_ 102.4 
820 
| 97-9 
0.0006 
4-25 
4-25 
320 
820 
■j 98.! 
0.384 
* 3i 
820 
( ,m n 
0.0036 
it 
3-o 
3.0 
2,330 
i 118.5 
1 98.2 
\ 109.0 
f 109.0 
it 
0.348 
302 
31 
0.0046 
it it 
302 
1,925 
tt tt 
0.0046 
tt tt 
302 
700 
tt tt 
| 97-5 
1,792 
3i 
0.435 
tt 
3-o 
1,792 
2,705 
1 1x6.5 
0.002 
tt 
1,611 
150 
1 75-o 
j 7S-o 
1 97-o 
0.1 
1,611 
0.01116 
tt 
3-o 
3-o 
1,970 
“ 
Promenade St. & alley n. of Auction St. 
1,611 
1 97-o 
Alley north of Auction St. 
4-75 
4-75 
4-75 
4-75 
2,010 
0.00149 
Valley of Bayou Quimhy. 
1,245 
1,227 
\ IOI.I 
0.0009 
Old Raleigh Road and Winter Av. ext 
Winter Avenue extended 
4-75 
4-75 
1,245 
2,020 
( 102.9 
0.0009 
Or its equivalent in cast-iron pipe 
with flexible joints. 
Table No. 8.—Summary of Estimated Cost—Plan No. 3. 
In Beale Street, from Mississippi River to Causey Street 
$691623 
51 
In Beale Street, from Causey Street to DeSoto Street 
04 
In DeSoto Street, from Beale Street to Gayoso Street 
l6 
In DeSoto Street, etc., from Gayoso Street to Poplar Street 
39.17° 
12 
In Poplar Street, etc., from Fourth Street to Concord Street 
04 
In Beale Street, from Desoto Street to 320 feet east of same 
60 
Along Bayou DeSoto from Beale Street to Wellington Street 
16,595 
48 
In Causey Street, from Beale Street to South Street 
19.467 
80 
Along Little Betty Bayou from DeSoto Street to Beale Street 
13.153 
80 
Sewer draining northern district from Mississippi River to Boundary Avenue 
96 
.8 
On 
O 
00 
fee- 
41 REPORT ON THE MEMPHIS WATER - WORKS. 
87 
The outfall portions of all main sewers, for at least one 
hundred feet in length from the Mississippi, are to he cast- 
iron pipes with flexible joints. This will allow of a limited 
adaptation of the sewer lines to the changes constantly tak- 
ing place at the shore. 
The branch sewers to be used in Plan No. 3 are to be 36 
inches, 27 inches, 24 inches, 18 inches, and 15 inches in diam- 
eter, and of the same drainage capacity as those proposed for 
Plan No. 2, with catch-basins and manholes of similar con- 
struction and arrangement. 
For the branch sewers no table of locations, diameters, 
inclinations, etc., is given, for the reason that the construc- 
tion of branch sewers is generally a piece-meal process, in 
which it is often the case that a much greater area is drained 
by a given line of sewer than if the entire plan was carried 
out at the beginning ; and therefore any table of dimensions 
applicable to the whole system would, in all probability, lead 
to bad results, unless all the different sewers were built simul- 
taneously, or at least approximately so. The dimensions of 
the branch sewers for the different subdistricts, being deter- 
mined partly by the manner of carrying out the system, is 
therefore left for decision at the time of construction. Upon 
the sewerage map herewith submitted is drawn a general plan 
of the system devised, showing the location and direction of 
the main and branch sewers of Plan No. 3. 
2 
025 lineal feet 36-inch 
sewers 
in 
paved streets, at *$6.852 
• • $13,875 
88 
3 
278 lineal feet 36-inch 
sewers 
in 
unpaved streets, at $5.693 
.. 18 
662 
10 
1 
999 lineal feet 27-inch 
sewers 
in 
unpaved streets, at $5.108 
210 
07 
7 
522 lineal feet 24-inch 
sewers 
in 
unpaved streets, at $4.695 
•• 35 
317 
54 
8,355 lineal feet x8-inch 
sewers 
in 
paved streets, at $4.128 
.. 34,485 72 
18 
754 lineal feet 18-inch 
sewers 
in 
unpaved streets, at $3.835 
.. 71 
920 70 
12 
366 lineal feet 15-inch 
sewers 
in 
paved streets, at $3.802 
.. 47 
013 
12 
33 
821 lineal feet 15-inch 
sewers 
in 
unpaved streets, at $3.601 
.. 121 
802 
18 
88 
120 Totals 
•• $353,287 31 
* See detailed estimate 
in Appendix for mode of determining cost per lineal foot. 
Summary of Cost for Branch Sewers—Plan No. 3. 
By this plan it is proposed not to connect the street gutters 
generally with the branch sewers, but only in the paved 88 
REPORT ON THE MEMPHIS WATER-WORKS. 
streets, and in such other localities where the accumulation 
of storm-water is too great to be readily discharged upon the 
surface. This will reduce the first cost by dispensing with 
many catch-basins, as well as the cost of keeping them clean; 
for so long as the streets are unpaved the catch-basins will he 
found very troublesome. The catch-basins thus omitted can 
he built as fast as the streets become paved. The inclinations 
of the streets of Memphis toward the respective bayous into 
which they drain are, as a general rule, so great as to promptly 
and harmlessly convey the water from rain-storms into the 
bayous; and there seems to be no good reason why this mode 
of disposing of the rain-water upon unpaved streets should 
not be continued for the present, particularly when it is ac- 
complished so economically. The crossings of the bayous 
with the branch sewers is to be effected with cast-iron inverted 
syphons. 
The plan, then, recommended for adoption is No. 3, the 
main outfall sewers of which are large enough to discharge 
sewage equal in volume to a discharge of one inch rain per 
twenty-four hours, and the branch sewers to a discharge equal 
in volume to one-half inch of rain per hour. 
The main sewers are designed to carry off all sewage and 
sufficient rain-vrater to occasionally flush them, and the branch 
sewers all sewage, and as much storm-water as is necessary to 
relieve the streets from surface water. 
Ordinarily the branch sewers are to discharge all their con- 
tents into the main sewers, and during heavy rain-storms 
partly into the main sewers, and the excess by means of over- 
flows or waste weirs into the bayous. The duration of ex- 
cessive rain-storms is generally very short, and the contents 
of the sewers nearly all rain-water, so that there can not be 
any harm in discharging the excess, which the main sewers 
can not pass, into the bayous and thence to Wolf River. 
Below is given a resume of the estimated costs of the respec- 
tive plans described. REPORT ON THE MEMPHIS WATER-WORKS. 
89 
Table isTo. 9. 
DISCHARGING SEWAGE EQUAL IN VOLUME TO 
Plans 
Class 
2 in. rain per 
hour 
1 in. rain per 
hour 
]/■£ in. rain per 
hour 
1 in. rain per 
24 hours 
No. 1.. 
Main Sewers 
$2,256,670 74 
$1,484,605 92 
$1,130,574 19 
No. 1.. 
* Branch Sewers 
No. 2.. 
Main Sewers.... 
1,507,655 50 
1,087,617 68 
801,281 80 
325,261 16 
No. 2.. 
Branch Sewers.. 
No. 3.. 
Main Sewers 
$280,960 41 
No. 3.. 
Branch Sewers- 
353,287 31 
* None estimated. 
In order to determine the nature of the material in which 
the main sewers will have to be built, borings were made, 
which indicate that the excavations will he mostly in clay 
and loam, the greater portion of which was found dry and 
easily worked. The depth at which the tunnel proposed will 
have to be executed, indicates sand and water, perhaps quick- 
sand in some localities. But in the construction of the tun- 
nel (in Beale Street) the water and excavated material can 
both be removed by the force of gravity, and therefore more 
economically than if they had to he elevated. 
The grade elevation of the inverts of the branch sewers is 
lixed at twelve feet below the door-sills or lirst doors of the 
houses. This will enable the drainage of all cellars of ordi- 
nary depth, excepting such as may he located near the bayou 
lines; these, if connected with the sewers, will be subject to 
dooding from backwater during heavy rain-storms, such as 
will dll the bayous to dood height. But the subsoil drainage 
incidental to a general system of sewers, will, it is believed, 
make it superduous to make sewer connections to the cellars 
in Memphis ; and wherever it is not absolutely necessary, the 
cellars had better remain unconnected with the sewers, for 
the most carefully designed and conducted plans of sewerage 
occasionally dood cellars if connected with the sewers. 
The plan recommended for adoption is one of minimum 
dimensions, and therefore the least in drst cost. By minimum 
dimensions is meant the dimensions which the latest experi- 
ence has demonstrated to be ample, provided sewers are re- 90 
REPORT ON THE MEMPHIS WATER-WORKS. 
garded (as artificial works must ever be regarded) as only 
approximately automatic in their functions, requiring con- 
stant inspection and the frequent removal of the many sub- 
stances improperly endeavored to be passed through them. 
In Great Britain and on the continent of Europe, experi- 
ence has demonstrated that improper substances admitted 
into sewers will obstruct them, no matter what may be their 
dimensions, and must be removed by manual labor. To effect- 
ually meet this evil, the earlier practice was to make all the 
sewers large enough to conveniently admit men, and pass 
through them, removing matter which should never have 
found its way into them. Sewers constructed upon this plan 
are costly to build and keep clean; they induce the admission 
of refuse which can not be removed by water, but which 
could generally be carted away much more economically from 
the surface at the points of accumulation than by being first 
unwisely forced into sewers, thence exhumed by the tedious 
and life-destructive labor of the sewer-scavenger, and then 
carted away ; calling into requisition a “ description of labor 
which it is improper for human beings to perform, and which 
ought to be forbidden, as being false in principle, and belong- 
ing to a low state of art, and as being ignorant or interested 
excuses for the avoidance of the trouble and expense of prac- 
ticable and efficient substitutes.” 
The later practice is founded upon the principle that it is 
more economical to 'prevent the admission of improper sub- 
stances (such as will not pass by water-carriage) into the 
sewers, by the intervention of catch-basins and police regu- 
lations, by keeping clean streets, alleys, courts, yards, etc., 
and by carting away the refuse as fast as it accumulates, than 
to admit and force everything into large sewers until they 
are full, and then remove it by the same ignorant and de- 
based service by which it was forced into the sewers. 
The recorded experience of the English hnd American 
engineers upon this subject, during the last ten years, demon- 
strates the correctness and greater economy of the later 
practice in this branch of engineering. REPORT ON THE MEMPHIS WATER-WORKS. 
91 
In the Appendix are given detailed estimates of cost for 
the different plans for water-works and sewerage investigated. 
In conclusion, it is just and proper—indeed, a pleasure^— 
to state that to the assistant engineers, a list of whose names 
is hereto appended, the citizens of Memphis and the under- 
signed are greatly indebted for the efficient and faithful per- 
formance'of their respective duties. 
The undersigned also takes pleasure in acknowledging val- 
uable aid from a number of public-spirited citizens, promi- 
nent among which were Wm. O. Lolland, Esq., Captain G. 
W. Grader, James B. Cook, Esq., Colonel Minor Meriwether, 
Colonel J. L. Meigs, Colonel M. B. Prichard, Francis Foster, 
Esq., J. H. Humphreys, Esq., Major B. Wintter, and others 
whose names do not at present recur to memory. 
Respectfully submitted, CHAS. HERMAYY, 
Chief Engineer. 
OFFICE OF THE BOARD OF PUBLIC WORKS, \ 
Chicago, September i, 1868. / 
■COL. W. RICHARDSON HUNT, 
Chairman of the Board of Water- Works and Sewerage Commissioners for the 
City of Memphis, Tenn.: 
Sir—Having, by visits to Memphis and Louisville, and by 
much personal conversation and correspondence with Mr. 
Hermany, made myself familiar with what he has done from 
before the commencement of the surveys for your water and 
sewerage works to the preparation of his plans and estimates, 
I fully concur with him in the conclusions at which he has 
arrived and the recommendations he has made in the forego- 
ing report. 
Respectfully submitted, E. S. Ciiesbrougii, 
Consulting Engineer. 92 
REPORT ON THE MEMPHIS WATER-WORKS. 
ENGINEER CORPS. 
WATER-WORKS SURVEY. 
A. W. GLOSTER, In charge of Party. 
F. DE FUNIAK, Assistant. 
J. M. WRIGHT, Assistant. 
H. L. McCLUNG, Assistant. 
J. M. COTTON, Rodman. 
SEWERAGE SURVEY. 
NILES MERIWETHER, In charge of Party. 
A. J. MURRAY, In charge of Party. 
H. N. PHARR, In charge of Party. 
W. H. McCLINTOCK, Assistant. 
W. R. POWELL, Assistant. 
ED. FREEMAN, Rodman. 
R. FREEMAN, Rodman. 
L. C. GORDON Rodman. 
OFFICE SERVICE. 
F. DE FUNIAK, Draftsman. 
A. J. MURRAY, Draftsman. 
J. R. STUART, . • Draftsman. 
W. H. McCLINTOCK, Principal Calculator. 
J. M. WRIGHT, Assistant Calculator. 
CHAS. HERMANY, Chief Engineer. 
B. S. CHESBROUGH, Consulting Engineer. APPENDIX. 
WATER-WORKS. 
ESTIMATE OF COST FOR WOLF RIVER PLAN. 
Wolf River Dam. 
15.000 c. y. excavation carried into embankment, 25c $3,750 00 
50.000 c. y. levee embankment on Wolf River above dam, 15c 7,500 00 
$11,250 00 
840 lineal feet i2-inch piles, temporary dam, 20c $168 00 
2,560 lineal feet 3 by 12-inch sheet-piles, temporary dam, 15c 384 00 
160 lineal feet 10 by 10-inch stringers, temporary dam, 20c 32 00 
2.500 feet stays (B. M.), temporary dam, 3c 75 00 
Labor, temporary dam 500 00 
1,159 00 
Permanent Dam. 
5,400 lineal feet i2-inch oak piles, 20c $1,080 00 
3,600 lineal feet 12 by i2-inch oak sheet-piles, 30c 1,080 00 
10,864 lineal feet 3 by 12-inch oak sheet-piles, 15c 1,629 6° 
5,048 lineal feet 12 by 12-inch oak timber, squared, 35c 1,766 80 
2,706 lineal feet 6 by 12-inch oak timber, squared, 20c 541 20 
52.000 feet (B. M.) oak lumber, 3c 1,560 00 
10.000 pounds drift and screw bolts and spikes, 15c 1,500 00 
1,300 c. y. stone masonry, $30 39,000 00 
400 c. y. concrete, $12 4,800 00 
750 c. y. stone rip-rap, $8 6,000 00 
200 c. y. rubble-stone paving, $9 1,800 00 
Carpenter’s work and labor on wood-work 2,000 00 
62,757 60 
Gate-house. 
2.500 c. y. excavation, 30c $750 00 
1,760 lineal feet 12-inch piles, 20c 352 00 
12.000 feet (B. M.) plank and stringers, 3c 360 00 
50 c. y. concrete, $12 600 00 
550 c. y. stone masonry, $30 16,500 00 
6 metal sliding gates 5,000 00 
1 set copper-wire screens 1,000 00 
144 lineal feet 12-inch cast-iron drain-pipe, $3.50 504 00 
3 twelve-inch stop-gates, $125 375 00 
Superstructure of gate-house 4,000 00 
29,441 00 
Conduit Line—Earthwork. 
154,200 c. y. conduit excavation, 25c $38,550 00 
88.200 c. y. conduit back-filling, 20c 17)640 00 
5,000 c. y. supporting wall excavation, 25c 1,250 00 
116,600 c. y. embankment, 35c 40,810 00 
98,250 00 
Masonry, Brick, etc. 
2.500 c. y. concrete under conduit, $10 $25,000 00 
13.200 c. y. conduit supporting wall, $12 158,400 00 
32,900 c. y. conduit wall, $12 394,800 00 
Carried forward, $578,200 00 202,857 60 94 
APPENDIX. 
Brought forward, $578,200 00 $202,857 60 
250 lineal feet 48-inch pipe to cross railroad, $24 $6,000 00 
37 c. y. ventilator or manhole walls, $12 444 00 
365 c. f. stone coping and covers, $1.50 t 547 50 
190 c. y. concrete for culverts, etc., $10 1,900 00 
1,750 c. y- brick-work for culverts, etc., $12 21,000 00 
1.800 c. f. stone coping for culverts, etc., $1.50 2,700 00 
610,791 50 
Gate-house and Influent Chamber at Settling Reservoir, 
n6 c. y. concrete, $10 $1,160 00 
329 c. y. stone masonry, $23 7*567 00 
59 c. y. brick masonry, $12 708 00 
g metal gates, frames, gearing, and setting, $500 4,500 00 
1 gate-house superstructure 2,500 00 
16,435 00 
Sundries. 
24 acres grubbing and clearing, $100 $2,400 00 
60 acres real estate, right of way, and land damages 10,000 00 
Pumping and bailing. 6,000 00 
18,400 00 
, $848,484 10 
Contingencies and omissions, 10 per cent 84,848 41 
Total cost of dam and aqueduct $933,332 51 
Settling Reservoir—Estimate for Two Basins. 
40 acres real estate, $300 $12,000 00 
25,800 c. y. mucking, 20c $5,160 00 
31.600 c. y. excavation carried into spoil bank, 20c 6,320 00 
147,100 c. y. reservoir embankment in 6-inch layers and rolled, 30c 44,130 00 
18,100 c. y. puddle-wall, 80c 14,480 00 
28.600 sq. y. soiling and seeding slopes, 10c 2,860 co 
4.800 sq. y. brick walks, 65c 3,120 00 
500 c. y. sand under same, $2.50 1,250 00 
7.200 c. y. inner slope dressing, 40c 2,881 00 
7.200 c. y. inner slope paving (brick), $11 79,200 00 
11,700 c. y. concrete bottom-lining, 0.3 feet in depth, $10 117,000 00 
5,600 lineal feet common board fencing, 50c 2,800 00 
16,300 c. y. ditching, 15c 2,445 00 
281,645 00 
Effluent Chamber Pipes and Stop-gates. 
208 c. y. concrete, $10 $2,080 00 
929 c. y. stone masonry, $23 21,367 00 
423 lineal feet 40-inch effluent pipe, $23 9,729 00 
3 forty-inch stop-gates, $1,500 4,500 00 
2 twelve-inch stop-gates, $125 250 00 
32 lineal feet 12-inch drain-pipe, $3.50 112 00 
107 c. y. brick masonry, $10 I,°7° 00 
16 c. y. concrete, $10 160 00 
Gate-house superstructure 1,200 00 
40,468 00 
Conduit through Middle Embankment. 
338 c. y. brick masonry, $12 $4,056 00 
1,300 c. y. extra puddle-wall, 80c 1,040 00 
900 c. y. excavation, 20c 180 00 
5,276 00 
$339,389 00 
Contingencies and omissions, 10 per cent 33,938 90 
Total , $373,327 9° APPENDIX. 
95 
Settling Reservoir—Estimates for One Basin. 
40 acres real estate, $300 $12,000 00. 
13,900 c. y. mucking, 20c $2,780 00 
90,000 c. y. reservoir embankments in 6-inch layers and rolled, 30c 27,000 00 
11,200 c. y. puddle-wall in embankment, 80c 8,960 00 
19,300 sq. y. soiling and seeding outer slopes and top of embankment, 10c 1,930 00 
3.600 c. y. inner slope-dressing, 40c 1,440 00 
3.600 c. y. inner slope-lining (brick), $11 39,600 00 
5,850 c. y. concrete bottom-lining, 0.3 feet deep, $10 58,500 00 
2.600 sq. y. brick walks, 65c 1,690 00 
2.700 c. y. sand under same, $2.50 6,750 00 
3.700 lineal feet common fence, 50c 1,850 00 
14,700 c. y. ditching, 20c 2,940 00 
iS3>440 00 
Effluent chamber, pipe, and stop-gates, same as for reservoir, 
with two compartments 40,468 00 
$205,908 00 
Contingencies and omissions, 10 per cent 20,590 80 
Total $226,498 80 
Pumping Station-Engine-house Foundation, etc. 
3,000 c. y. earth excavated and carried into embankment, 30c $900 00 
79 c. y. concrete in pump well and engine foundations, $10 790 00 
679 c. y. pump well masonry, $23 15,617 00 
129 c. y. engine foundation, $19 2,451 00 
74 c. y. boiler-house foundation, $19 1,406 00 
160 c. y. boiler-supporting walls, $19 3,040 00 
40 c. y. concrete walls, $10 400 00 
400 c. y. brick masonry, $12 4,800 00 
908 c. f. water-table and coping, $1.50 1,362 00 
43 c. y. concrete in chimney foundation, $10 430 00 
90 c. y. stone foundation, $19 1,7x0 00 
344 c. y. brick masonry in shaft, $15 5,160 00 
$38,066 00 
Contingencies and omissions, 10 per cent 3,806 6o- 
$41,872 60 
Engine-house superstructure and coal-houses 26,000 00 
$67,872 60 
Two pairs Worthington’s duplex steam expansive and condens- 
ing pumping engines, with boilers and all fittings complete; 
and capacity 3,000,000 United States gallons water, elevated 
by each pair in twelve hours, at $50,000 per pair $100,000 oo- 
Pipe System. 
1,023 lineal feet 36-inch supply main from settling reservoir to pump- 
ing station, at $16 per foot $16,368 00 
10,892 lineal feet 24-inch supply main from pumping station to the in- 
tersection of Third and Poplar Streets in the city, at $12 per 
foot 130,704 OO 
Carried forward, $147,072 00 96 
APPENDIX. 
Brought forward, $147,072 00 
7,041 lineal feet 24-inch supply and distributing main from the inter- 
section of Third and Poplar Streets to the intersection of 
Elliott Street and Hernando Road, at $12 per foot 84,492 00 
8,389 lineal feet 24-inch supply and distributing main from the inter- 
section of Elliott Street and Hernando Road to the distrib- 
uting reservoir, at $9.40 78,856 60 
$3x0,420 60 
1,185 lineal feet x6-inch supply main from intersection of Third and 
Poplar Streets to intersection of Front Row and Poplar 
Street, at $6.20 per foot 7,347 00 
3,760 lineal feet of 12-inch distributing pipe from intersection of Pop- 
lar Street and Front Row to intersection of Shelby and Beale 
Streets, at $4.10 15,4x6 00 
2,500 lineal feet 10-inch distributing pipe from intersection of Beale 
and Shelby southwardly on Shelby Street, at $3 7,500 00 
2,800 lineal feet 8-inch distributing pipe from the intersection of 
Front Row and Poplar Street northwardly on Front Row and 
Chickasaw Street, at $2.75 7,700 00 
31,680 lineal feet (six miles) 6-inch pipe for general distribution, at $1.80 57,024 00 
52,800 lineal feet (ten miles) 4-inch pipe for general distribution, at$x.2S 66,000 00 
160,987 00 
8 twenty-four-inch stop-gates put to place, at $450 3,600 00 
2 sixteen-inch stop-gates put to place, at $260 520 00 
12 twelve-inch stop-gates put to place, at $125 1,500 00 
6 ten-inch stop-gates put to place, at $90 450 00 
9 eight-inch stop-gates put to place, at $75 675 00 
110 six-inch stop-gates put to place, at $50 5,Soo 00 
145 four-inch stop-gates put to place, at $32 4,640 00 
292 brick key vaults with cast-iron covers, at $12 3,504 00 
—-— 20,479 00 
100 four-inch fire-hydrants complete, at$100 10,000 00 
50 foui-inch fire-cistern supplies, at $80 4,000 00 
Total for pipe system $505,886 60 
Hernando Road Distributing- Reservoir—Estimate for Two Basins. 
24 acres real estate, $1,000 $24,000 00 
10.800 c. y. mucking, 20c $2,160 00 
45,600 c. y. excavation carried into embankment, 20c 9,120 00 
29.800 c. y. embankment, 40c 11,920 00 
130,300 c. y. reservoir embankment in 6-inch layers and rolled, 45c 58,635 00 
26,000 c. y. puddle-wall in embankment, 80c 20,800 00 
2.200 c. y. inner slope-dressing, 40c 880 00 
4,600 c. y. rubble-stone slope-lining,0.85 feet deep, laid in cement, $14 64,400 00 
3,500 c. y. broken stone under slope-lining, 0.65 feet deep, $8 28,000 00 
5,900 c. y. puddle in bottom of reservoir, 0.65 feet deep, 80c 4,720 00 
3.200 c. y. concrete in bottom of reservoir, 0.35 feet deep, $10 32,000 00 
3.734 lineal feet stone-coping (0.75 by 3 inches) on top of slope-paving, 
$2.50 9,335 00 
3.734 lineal feet iron fence on top of embankments, $2.50 9,335 00 
Carried forward, $251,305 00 24,000 00 APPENDIX. 
97 
Brought forward, $251,305 00 $24,000 00 
287 c. y. concrete under walks, $10 2,870 00 
2,900 sq. y. brick paving, 65c 1,885 00 
3,360 lineal feet common fencing, 50c 1,680 00 
21.300 sq. y. slope-soiling and seeding, 10c 2,130 00 
259,870 00 
Influent and Effluent Chamber. 
245 c. y. concrete, $10 2,450 00 
689 c. y. stone masonry, $23 15,847 00 
537 c- Y- brick masonry, $12 6,444 00 
1,424 c. f. coping and flagging, $1.25 1,700 00 
26,521 00 
75 lineal feet 40-inch effluent and influent pipe, $23 1,725 00 
45 lineal feet 24-inch effluent and influent pipe, $11 495 00 
45 lineal feet 32-inch effluent and influent pipe, $16 720 00 
1 forty-inch stop-gate . 1,500 00 
, 1 twenty-four-inch stop-gate 750 00 
1 thirty-two-inch stop-gate 1,200 00 
1 forty-inch check-valve 500 00— 6,890 00 
$317,281 00 
Contingencies and omissions, 10 per cent 31,728 10 
$349,009 10 
Hernando Road Distributing- Reservoir—Estimate for One Basin. 
15 acres real estate, $1,000 $15,000 00 
6,500 c. y. mucking, 20c ; $1,300 00 
27.300 c. y. excavation carried into embankment, 20c 5,460 00 
17,900 c. y. embankment, 40c 7,160 00 
78,200 c. y. reservoir embankments in 6-inch layers and rolled, 45c 35,190 00 
15,600 c. y. puddle-wall in embankments, 80c 12,480 00 
1,100 c. y. inner slope-dressing, 40c 440 00 
2,300 c. y. rubble-stone slope-lining, 0.85 feet deep, laid in cement, $14.. 32,200 00 
1,750 c. y. broken stone under slope-lining, 0.65 feet deep, 80c 2,360 00 
1,600 c. y. concrete in bottom of reservoir, 0.35 feet deep, $10 16,000 00 
1.867 lineal feet stone coping (0.75 by 3 inches) on top of slope-lining, 
$2.50 4,667 50 
1.867 lineal feet iron fence on top of embankments, $2.50 4,667 50 
1,740 sq. y. brick paving, 65c 1,131 00 
172 c. y. concrete under same, $10 1,720 00 
12,800 sq. y. slope-soiling and seeding, 10c 1,280 00 
2,000 lineal feet common fence, 50c 1,000 00 
152,696 00 
Influent and effluent chamber, pipes, and stop-gates, same as for 
two compartments '. 33,4n °° 
$201,107 00 
Contingencies and omissions, 10 per cent 20,110 70 
$221,217 7° 
RECAPITULATION OF ESTIMATED COST. 
For real estate, right of way, and land damages; grubbing, clearing,pump- 
ing and bailing for Wolf River dam and conduit line $18,400 00 
For Wolf river dam 75,166 60 
For gate-house at dam 29,441 00 
For conduit line 709,041 50 
For gate-house at end of conduit !6,435 00 
For contingencies and omissions 84,848 41 
Carried forward, $933,332 St 
7 98 
APPENDIX. 
Brought forward, $933,332 51 
For settling reservoir (two basins) 373,327 90 
For buildings at pumping station 67,872 60 
For two pairs pumping engines 100,000 00 
Pipe system 505,886 60 
Distributing reservoir (two basins) 349,009 10 
Total cost of Wolf River plan 2,329,428 71 
$274,620.50 of which need not immediately be provided, as, in the beginning of the 
works, one basin in the settling and one in the distributing reservoir can be 
omitted 274,620 50 
$2,054,808 21 
ESTIMATE OF COST FOR MISSISSIPPI RIVER PLAN. 
River Work and Inlet Pipe from Mississippi. 
Real estate and right of way $10,000 00 
xo,ooo c. y. river slope grading, 20c $2,000 00 
11,200 c. y. stone rip-rap, $5 56,000 00 
58.600 c. y. pipe trench excavation, $1 58,6:0 00 
58.600 c. y. pipe trench back-filling, 20c 11,720 00 
3.500 feet cast-iron 48-inch pipe, weighing 2,117,500 lbs,, at 4c 84,700 00 
292 cast-iron sleeves, weighing 153,300 lbs., at 4c 6,132 00 
35 cast-iron bonnets for tee-pipes, with manholes, 51,625 lbs.,at 6c.. 3,097 50 
46,880 lbs. lead for joints, 10c 4,688 00 
252,000 feet (B. M.) lumber for bedding pipe, at $25 per $1,000 6,300 00 
25,550 lbs. wrought-iron drift bolts for pipe platform, 15c 3,832 50 
i cast-iron quarter circle bend and mouth-piece to inlet pipe, 20,- 
000 lbs., at 6c 1,200 00 
1 movable strainer 400 00 
35 brick wells, 6 feet in diameter, 1,437 c- y-, at $13 18,681 00 
974 c. f. stone coping for same, $1.20 1,168 80 
35 covers for wells, of cast-iron, 40,000 lbs., at 6c 2,400 00 
150 days’ pumping and bailing, at $40 per day 6,000 00 
266,919 80 
Inlet Pipe to Wolf River, 
450 lineal feet, at the same rate per foot as the inlet to the Missis- 
sippi, $76 34,200 00 
#311,119 80 
Contingencies and omissions, 10 per cent 31,111 98 
$342,231 78 
Pumping Station. 
10,500 c. y. earth excavation for engine-house foundation, 50c $5,250 00 
400 c. y. concrete, $8 3,200 00 
5.600 c. y. stone masonry, $20 112,000 00 
2,050 c. f. stone coping, $1.20...., 2,460 00 
$122,910 00 
9.500 c. y. earth excavation for boiler-house, 20c $1,900 00 
I3S c- Y- concrete, $8 x,o8o 00 
385 c. y. stone foundation, $18.... 6,930 00 
840 c. f. stone coping, $1.20 1,008 00 
10,918 00 
Carried forward, $133,828 00 APPENDIX. 
Brought forward, $133,828 00 
140 c. y. earth excavation for chimney foundation, 20c $28 00 
70 c. y. concrete, $8 560 00 
120 c. y. stone foundation, $18 2,160 00 
256 c. f. stone coping, $1 256 00 
3,004 00 
350 c. y. brick masonry in chimney-stack, $12 4,200 00 
$141,032 00 
Contingencies and omissions, 10 per cent i4,io3 20 
|i55,i35 2o 
Engine-house superstructure, and boiler and coal-houses 75,0°° 00 
$23°,I35 2o 
Pumping machinery, embracing two engines, four pumps, one 
double stand' pipe, two batteries of boilers, and all needful 
appendages —• $225,000 00 
Settling Reservoir Near Cotton Factory. 
31 acres real estate, $1,000 Is1,000 00 
10,700 c. y. mucking, 20c $2,140 00 
3.600 c. y. surplus excavation, 20c 72° °° 
84.400 c. y. excavation carried into embankment in 6-inch layers and 
rolled, 30c 25,32° 00 
15,600 c. y. puddle-wall in embankments, 60c 9,360 00 
14.400 sq. y. slope soiling and seeding, 10c t,44° °° 
1.500 c. y. inner slope dressing, 40c 600 00 
4.600 c. y. puddle in basins, 60c 2,760 00 
2.600 c. y. concrete in basins, $8 20,800 00 
5,coo c. y. rubble-stone slope lining (0.85'), $12 60,000 00 
3.900 c. y. broken stone under same {0.65'), $6 23,400 00 
3.900 lineal feet coping, $2.50 9>75° °° 
3.900 lineal feet iron fence, $2.50 9>7S° 00 
3.000 sq. y. brick paving, 65c 1,95° °° 
300 c. y. concrete under same, $8 2,400 00 
4.000 lineal feet common fence, 50c 2,000 00 
$172,390 00 
Influent and Effluent Chamber. 
2.500 c. y. excavation, 20c 5°° °° 
165 c. y. concrete, $8 t)32:> 00 
600 c, y. brick masonry, $12 7>2°° 00 
goo c. y. stone masonry, $20 18,000 00 
5.900 c. ft. stone coping, $1.20 7,080 00 
Superstructure 2,500 00 
36,600 00 
no lineal feet 40-inch effluent pipe, $25 2,750 00 
3 forty-inch stop-gates, $1,500 4.5°o °° 
55 lineal feet 20-inch drain-pipe, $12 660 00 
3 twenty-inch stop-gates, $360 1,080 00 
x,2io lineal feet 3-feet brick drain conduit to Wolf River, $5 6,050 00 
15,040 00 
$255,030 00 
Contingencies and omissions, 10 per cent 25,503 00 
$280,533 °° 100 
APPENDIX. 
Pipe System. 
730 lineal feet 36-inch pump main from lower pumps to settling 
reservoir, $20.50 $14,965 00 
780 lineal feet 40-inch pump main from settling reservoir to upper 
pumps, $24 18,720 00 
100 lineal feet 40-inch pump main from upper pump main to inlet 
pipe, $24 2,400 00 
7,370 lineal feet 24-inch pump and supply main from pumping station 
to the intersection of Third Street with Poplar Street, $12... 88,440 00 
Balance of pipe system, same as by Wolf River plan 358,814 60 
— $483,339 60 
Distributing reservoir, same as by Wolf River plan (two basins).. $349,009 10 
RECAPITULATION OF MISSISSIPPI RIVER PLAN. 
River work and Inlet pipe $342,231 78 
Buildings at pumping station 230,135 20 
Pumping machinery 225,000 00 
Settling reservoirs 280,533 00 
Pipe system 483,339 60 
Distributing reservoir 349,009 10 
$1,910,248 68 
ESTIMATE OF COST FOR HATCHIE LAKE PLAN. 
River Work and Inlet Pipe. 
Real estate and right of way $6,00c 00 
acres clearing and grubbing, $50 $112 50 
10,000 c. y. river slope grading, 20c 2,000 00 
u,2oo c. y. stone rip-rap, $5 56,000 00 
30.800 c. y. pipe trench excavation, $1 30,800 00 
30.800 c. y. pipe trench back-filling, 20c 6,160 00 
1,840 lineal feet 48-inch cast-iron pipe, weighing 1,113,200 lbs., 4c 44,528 00 
154 cast-iron sleeves, weighing 80,850 lbs., 4c 3,234 00 
18 cast-iron bonnets, with manholes for tee-pipe, 26,550 lbs., 6c i,593 00 
24,640 lbs. lead for joints, 10c 2,464 00 
132,500 feet (B. M.) lumber for pipe platform, $25 per 1,000 3,312 50 
13,432 lbs. wrought-iron drift bolts for pipe platform, 15c 2,014 80 
1 cast-iron quarter circle bend and mouth-piece to inlet pipe, 20,- 
000 lbs., 6c 1,200 00 
1 movable strainer 400 00 
18 brick wells, 6 feet in diameter, 739 c. y., $13 9,607 00 
504 c. ft. stone coping for same, $1.20 604 80 
18 cast-iron covers for wells, 20,500 lbs., at 6c 1,230 00 
79 days’ pumping and bailing, $40 per day 3,160 00 
168,420 60 
$174,420 60 
Contingencies and omissions, 10 per cent 17,442 06 
Total, river and inlet pipe $191,862 66 
Building at pumping station same as for Mississippi River plan.. $230,135 20 
Pumping machinery $260,000 00 APPENDIX. 
101 
Settling Reservoir. 
29 acres real estate, $50 $I.45° 00 
34,603 c. y. mucking, 20c $6,920 60 
6.000 c. y. excavation carried into spoil bank, 20c 1,200 00 
184,408 c. y. excavation carried into embankment in 6-inch layers and 
rolled, 30c 55,332 4° 
17,346 c. y. puddle-wall in embankments, 60c 10,407 do 
6,968 c. y. brick slope lining, $11 76,648 00 
9,109 c. y. concrete in basins, $8 72,872 00 
12,125 sq. Y- slope soiling and seeding, xoc 1,2x2 50 
5.000 lineal feet board fence, 50c 2,500 00 
227,083 10 
Influent and Effluent Chamber. 
Masonry same as by Mississippi River plan 36,600 00 
80 lineal feet 40-inch effluent pipe, $25 2,000 00 
2 forty-inch stop-gates, $1,500 3,000 00 
40 lineal feet 20-inch drain pipe, $12 480 00 
2 twenty-inch stop-gates, $360 . 720 00 
1,400 lineal feet 3-inch brick drain conduit to Bear Creek, $7.50 10,500 00 
53.3oo 00 
$281,833 10 
Contingencies and omissions, 10 per cent 28,183 31 
Total settling reservoir $310,016 41 
Pipe System. 
1,860 lineal feet 36-inch pump main from lower pumps to settling reser- 
voir, $20.50 $38,13000 
1,910 lineal feet 40-inch pump main from settling reservoir to upper 
pumps, $24 1 45.840 00 
100 lineal feet 40-inch main from upper pump main to inlet pipe, $24.. 24,000 00 
24,800 lineal feet 24-inch pump main from pumping station to the inter- 
section of Second and Bickford Streets, $13.50 334,800 00 
700 lineal feet cast-iron inverted syphons for crossing Loosa Hatchie 
and Wolf Rivers, $20 14,000 00 
Balance of pipe system same as by Mississippi River plan 467,919 60 
$903,089 60 
Distributing reservoir as heretofore estimated $349,009 10 
RECAPITULATION OF ESTIMATED COST OP HATCHIE LAKE PLAN. 
River work and inlet pipe $191,862 66 
Buildings at pumping station 230,135 20 
Pumping machinery 260,1x10 00 
Settling reservoir 310,0x6 41 
Pipe system 903,089 60 
Distributing reservoir 349,009 10 
$2,224,112 97 102 
APPENDIX. 
ESTIMATE OF COST FOR MAIN SEWERS. 
PLAN No. 1. 
Discharging1 Sewage Equal in Volume to Two Inches Rain per Hour. 
In Bayou Gayoso, from Wolf River to a point 20 feet N. of Gayoso Street: 
37,128 c. y. excavation, at 35c $12,994 80 
6,067 c. y. concrete, at $10 60,670 00 
51,696 c. y. supporting wall, at $10 516,960 00 
64,971 c. y. sewer wall, at $12 779,652 00 
47 manholes, at $35 *>645 00 
383,975 c. y. bayou fill, at 40c t53>590 00 
1,525,511 80 
Contingencies and omissions, 10 per cent 152,551 18 
$1,678,062 98 
In Bayou Gayoso, from a point 20 feet N. of Gayoso Street to South Street: 
43,326 c. y. excavation, at 35c $15,164 10 
19,158 c. y. sewer wall, at $12 229,896 00 
25 manholes, at $35 875 00 
6,872 c. y. back fill, at 25c 1,718 00 
11,005 c. y. bayou fill, at 25c 2,751 25 
250,404 35 
Contingencies and omissions, 10 per cent 25,040 44 
275,444 79 
In Bayou DeSoto, from a point 20 feet N. of Gayoso St. to Wellington St.: 
21,931 c. y. excavation, at 35c $7,675 85 
6,954 c- y• sewer wall, at $12 83,448 00 
15 manholes, at $35 525 00 
7,354 c- Y- back fill, at 25c <,838 50 
7,358 c. y. bayou fill, at 25c I>839 50 
95,326 85 
Contingencies and omissions, 10 per cent 9,S32 69 
104,859 54 
In Little Betty Bayou, from Bayou DeSoto at Gayoso St. to Lauderdale St.: 
5,637 c. y. excavation, at 35c $1,972 95 
1,667 c- y- sewer wall, at $12 20,004 00 
8 manholes, at $35 280 00 
2,989 c. y. back fill, at 25c 747 25 
1,589 c. y. bayou fill, at 25c 397 25 
23,401 45 
Contingencies and omissions, 10 per cent 2,340 14 
25,741 59 
In Bayou Quimby, from Bayou Gayoso to Boundary Avenue: 
18,174 c- y- excavation, at 35c $6,360 90 
12,215 c. y. sewer wall, $12 146,580 00 
17 manholes, at $35 595 00 
13,354 c. y. fill, at 25c 3,338 50 
156,874 40 
Contingencies and omissions, 10 per cent 15,687 44 
172,561 84 
$2,256,670 74 APPENDIX. 
103 
Discharging Sewage Equal in Volume to One Inch Rain per Hour. 
In Bayou Gayoso, from Wolf River to a point 20 feet N. of Gayoso Street: 
29,606 c. y. excavation, at 35c $10,362 10 
4,902 c. y. concrete, at $10 49,020 00 
36,917 c. y. supporting wall, at $10 369,170 00 
34,948 c. y. sewer wall, at $12 419,376 00 
47 manholes, at $35 1,645 00 
416,246 c. y. bayou fill, at 40c 166,498 40 
1,016,071 50 
Contingencies and omissions, 10 per cent 101,607 15 
$1,117,678 65 
In Bayou Gayoso, from a point 20 feet N. of Gayoso Street to South Street: 
31,991 c. y. excavation, at 35c $11,196 85 
11,883 c. y. sewer wall, at $12 142,596 00 
25 manholes, at $35 875 00 
8,305 c. y. back fill, at 25c 2,076 25 
19,188 c. y. bayou fill, at 25c 4,797 00 
161,541 10 
Contingencies and omissions, 10 per cent 16,154 11 
177,69s 21 
In Bayou DeSoto, from a point 20 feet N. of Gayoso Street to Wellington Street: 
18,393 c. y. excavation, at 35c $6,437 SS 
4,214 c. y. sewer wall, at $12 S°,S68 00 
15 manholes, at $35 525 00 
8,846 c. y. back fill, at 25c 2,211 50 
9,399 c. y. bayou fill, at 25c 2,349 75 
62,091 80 
Contingencies and omissions, 10 per cent 6,209 18 
68,300 98 
In kittle Betty Bayou, from Bayou DeSoto at Gayoso Street to Lauderdale Street: 
4,789 c. y. excavation, at 35c $1,676 15 
861 c. y. sewer wall, at $12 10,332 00 
8 manholes, at $35... a8o 00 
3,082 c. y. back fill, at 25c 77° 5° 
1,944 c. y. bayou fill, at 25c 486 00 
13,544 65 
Contingencies and omissions, 10 per cent *,354 46 
14,899 11 
In Bayou Quimby, from Bayou Gayoso to Boundary Avenue: 
15,057 c- V- excavation, at 35c fs,269 95 
7,373 c. y. sewer wall, at $12 88,476 00 
17 manholes, at $35 595 00 
8,207 c. y. fill, at 25c 2,°Si 75 
96,392 70 
Contingencies and omissions, xo per cent 9,639 27 
106,031 97 
$1,484,605 9z 104 
APPENDIX. 
Discharging Sewage Equal in Volume to One-half Inch Rain per Hour. 
In Bayou Gayoso, from Wolf River to a point 20 feet N. of Gayoso Street: 
22,226 c. y. excavation, at 35c $7,779 10 
3,995 c. y. concrete, at $10 39,95° °° 
25,189 c. y. supporting wall, at $10 ; 251,890 00 
26,628 c. y. sewer wall, at $12 3*9,336 °° 
47 manholes, at $35 1,645 00 
448,580 c. y. bayou fill, at 40c 179,432 00 
800,232 00 
Contingencies and omissions, 10 per cent 80,023 20 
$880,255 20 
In Bayou Gayoso, from a point 20 feet N. of Gayoso Street to South Street: 
24,291 c. y. excavation, at 35c $8,501 85 
7,576 c. y. sewer wall, at $12 9°,912 °° 
25 manholes, at $35 875 00 
9,831 c. y. back fill, at 25c ? 2,457 75 
24,709 c. y. bayou fill, at 25c 6,177 25 
108,923 85 
Contingencies and omissions, 10 per cent 10,892 39 
119,816 24 
In Bayou DeSoto, from a point 20 feet N. of Gayoso Street to Wellington Street: 
14,262 c. y. excavation, at 35c $4,99* 7° 
3,262 c. y. sewer wall, at $12 39,*44 °° 
15 manholes, at $35 525 00 
8,911 c. y. back fill, at 25c 2,227 75 
11,572 c. y. bayou fill, at 25c 2,893 00 
49,78i 45 
Contingencies and omissions, 10 per cent 4,978 15 
54,759 60 
In Little Betty Bayou, from Bayou DeSoto at Gayoso Street to Lauderdale Street: 
4,045 c. y. excavation, at 33c $1,.415 75 
673 c- y- sewer wall, at $12 8,076 00 
8 manholes, at $35 280 00 
2,933 C. y. back fill, at 25c 733 50 
2,168 c. y. bayou fill, at 25c 542 00 
11,047 25 
Contingencies and omissions, 10 per cent 1,104 73 
12,151 
In Bayou Quimby, from Bayou Gayoso to Boundary Avenue; 
10,354 c. y. excavation, at 35c $3,623 90 
4,369 c. y. sewer wall, at $12 52,428 00 
17 manholes, at $35 ; 595 00 
4,653 c. y. fill, at 25c 1,163 25 
57,810 15 
Contingencies and omissions, 10 per cent 5,781 02 
63,591 1 7 
$I,I3°,574 19 APPENDIX. 
105 
PLAN No. 2. 
Discharging- Sewage Equal in Volume to Two Inches Rain per Hour- 
In Concord St. and Bayou Quimby, from Miss. River to Boundary Avenue: 
900 feet cast-iron pipe, at $56 $50,400 00 
86,030 c. y. excavation, at 40c 34,412 00 
25,223 c. y. sewer wall, at $14 327,899 00 
33 manholes, at $40 1,320 00 
47,178 c. y. fill, at 30c 14,153 40 
428,184 40 
Contingencies and omissions, 10 per cent 42,818 44 
$471,002 84 
In Bayou Gayoso, from Adams Street to Concord Street: 
3,322 c. y. sewer wall, at $12 $39,864 00 
16 manholes, at $40 640 00 
117,172 c. y. bayou fill, at 40c 46,868 80 
87,372 80 
Contingencies and omissions, 10 per cent 8,737 28 
96,110 08 
In Gayoso Street, from Mississippi River to Bayou DeSoto; 
800 feet cast-iron pipe, at $56 $44,800 00 
27,509 c. y. excavation, at 40c 11,003 90 
5,026 c. y. sewer wall, at $13 65,338 00 
7,050 c. y. ''sewer wall, at $18 126,900 00 
691 c. y. fsewer wall, at $30 20,730 00 
15 manholes, at $40 600 00 
31,488 c. y. tunneling, at $1.75 55,104 00 
6,781 c. y. back fill, at 25c 1,695 25 
4,299 c. y. *back fill, at $1.75 7,523 25 
1,195 c. y. bayou fill, at 40c .■ 478 00 
334,172 10 
Contingencies and omissions, 10 per cent 33,4t7 21 
367,589 31 
In Bayou Gayoso, from Adams Street to Gayoso Street: 
2,870 c. y. excavation, at 35c , $',004 50 
1,509 c. y. sewer wall, at $12 18,108 00 
13 manholes, at $40 520 oc 
43,325 c. y. bayou fill, at 40c 17,330 00 
36,962 50 
Contingencies and omissions, 10 per cent 3,696 25 
40,658 75 
In Bayou Gayoso, from Gayoso Street to South Street: 
32,461 c. y. excavation, at 35c $11,361 35 
15,899 c. y. sewer wall, at $12 190,668 00 
22 manholes, at $40 880 00 
3,070 c. y. back fill, at 25c 767 50 
10,276 c. y. bayou fill, at 25c 2,569 00 
206,245 85 
Contingencies and omissions, 10 per cent 20,624 59 
— 226,870 44 
Carried forward, $1,202,231 42 
* In tunnel. 
fOf stone. 
8 106 
APPENDIX. 
Brought forward, $1,202,231 42 
In Bayou DeSoto, from Gayoso Street to Wellington Street: 
16,819 c. y. excavation, at 33c $5,886 65 
6,745 c. y. sewer wall, at $12 80,940 00 
13 manholes, at $40 520 00 ( 
4,144 c. y. back fill, at 25c „.. 1,036 00 
7,487 c. y. bayou fill, at 25c 1,871 75 
90,254 40 
Contingencies and omissions, io per cent 9,025 44 
99,279 84 
In Little Betty Bayou, from Gayoso St. at Bayou DeSoto to Lauderdale St.: 
4,402 c. y. excavation, at 35c $1,540 70 
1,744 c. y- sewer wall, at $12 20,928 00 
8 manholes, at $40 320 00. 
1,513 c. y. back fill, at 25c 378 25 
1,498 c. y. bayou fill, at 25c 374 50 
23>54i 45 
Contingencies and omissions, 10 per cent 2,354 15 
25,895 60 
1,327,406 86 
From Concord Street to Wolf River; 
409,656 c. y. bayou fill, at 44c 180,248 64 
$1,507,655 50 
Discharging- Sewage Equal in Volume to One Inch Rain per Hour. 
hi Concord St. and Bayou Quimby, from Miss. River to Boundary Avenue; 
450 feet cast-iron pipe, at $56 $25,200 00 
69,676 c. y. excavation, at 40c 27,870 40 
16,655 c. y- sewer wall, at $13 216,515 00 
33 manholes, at $40 1,320 00 
34,738 c. y. fill, at 30c 10,421 40 
281,326 80 
Contingencies and omissions, 10 per cent 28,132 68 
$3C9>459 4® 
In Bayou Gayoso, from Adams Street to Concord Street: 
1,704 c. y. sewer wall, at $12 $20,448 00 
16 manholes, at $40 640 00 
119,599 c. y. bayou fill, at 40c 47,839 60 
68,927 60 
Contingencies and omissions, 10 per cent 6,892 76 
— 75,820 36 
In Gayoso Street, from Mississippi River to Bayou DeSoto: 
400 feet cast-iron pipe, at $56 $22,400 00 
22,476 c. y. excavation, at 40c 8,990 40 
3,913 c. y. sewer wall, at $13 50,869 00 
5,460 c. y. *sewer wall, at $18 .'. 98,280 00 
444 c. y. fsewer wall, at $30 13,320 00 
Carried forward, $193,859 40 
* In tunnel. 
fOf stone. APPENDIX. 
107 
Brought forward, 8193,859 40 
15 manholes, at $40 600 00 
*9,735 c. y. tunneling, at $1.75 34,536 25 
9,463 c. y. back fill, at 25c 2,365 75 
3,121 c. y. *back fill, at $1.75 5,461 75 
1,446 c. y. bayou fill, at 40c 578 40 
237,401 55 
Contingencies and omissions, 10 per cent 23,740 15 
$261,141 70 
In Bayou Gayoso, from Adams Street to Gayoso Street: 
1,914 c. y. excavation, at 35c... $669 90 
1,186 c. y. sewer wall, at $12 14,232 00 
13 manholes, at $40 520 00 
44,744 c. y. bayou fill, at 40c 17,897 60 
33,3*9 50 
Contingencies and omissions, 10 per cent 3,331 95 
36,651 45 
In Bayou Gayoso, from Gayoso Street to South Street: 
23,431 c. y. excavation, at 35c $8,200 85 
9,899 c. y. sewer wall, at $12 118,788 00 
22 manholes, at $40 880 00 
5,652 c. y. back fill, at 25c 1,4*3 °9 
18,053 c- V- bayou fill, at 25c 4,5*3 25 
*33,795 10 
Contingencies and omissions, 10 per cent *3,379 5* 
6* 
In Bayou DeSoto, from Gayoso Street to Wellington Street: 
13,794 c. y. excavation, at 30c $4,827 90 
3,994 c. y. sewer wall, at $12 47,928 00 
13 manholes, at $40 520 00 
5,161 c. y. back fill, at 25c 1,290 25 
9,657 c. y. bayou fill, at 25c 2,414 25 
56,980 40 
Contingencies and omissions, io per cent 5,698 04 
62,678 44 
In Little Betty Bayou, from Gayoso St, at Bayou DeSoto to Lauderdale St.: 
3,645 c. y. excavation, at 35c $*,275 75 
883 c. y. sewer wall, at $12 *0,596 00 
8 manholes, at $40 320 00 
1,844 c- Y- back fill, at 25c 461 00 
1,909 c. y. bayou fill, at 25c 477 23 
13,130 00 
Contingencies and omissions, 10 per cent *,3*3 00 
*4,443 00 
907,369 04 
From Concord Street to Wolf River: 
409,656 c. y. bayou fill, at 44c 180,248 64 
$1,087,617 68 
* In tunnel 108 
APPENDIX. 
Discharging Sewage Equal in Volume to One-half Inch Rain per Hour. 
In Concord Street and Bayou Quimby, from Miss. River to Boundary Avenue: 
300 feet cast-iron pip*/, at $47 $14,100 00 
53,363 c. y. excavation, at 40c 21,345 20 
9,928 c. y. sewer wall, at 813 129,064 00 
33 manholes, at $40 1,320 00 
28,433 c. V- Ah, at 30c 11,373 20 
177,202 40 
Contingencies and omissions, xo per cent 17,720 24 
$194,922 64 
In Bayou Gayoso, from Adams Street to Concord Street; 
1,351 c- y- sewer wall, at $12 $16,212 00 
16 manholes, at $40 640 00 
121,099 c’ y- bayou fill, at 40c 48,739 60 
65,591 60 
Contingencies and omissions, 10 per cent 6,559 *6 
72,150 76 
In Gayoso Street, from Mississippi River to Bayou DeSoto: 
200 feet cast-iron pipe, at $56 $11,200 00 
17,340 c. y. excavation, at 40c 6,936 00 
2,354 c. y. sewer wall, at $13 30,602 00 
3,334 c- y- ’•‘sewer wall, at $18 60,012 00 
282 c. y. fsewer wall, at $30 8,460 00 
15 manholes, at $40 600 00 
11,936 c. y. tunneling, at $1.75 20,888 00 
9,925 c. y. back fill, at 25c 2,481 25 
c. y. *back fill, at $1.75 3,892 00 
1,629 c. y. bayou fill, at 40c 651 60 
145,722 85 
Contingencies and omissions, 10 per cent 14,572 29 
160,295 14 
In Bayou Gayoso, from Adams Street to Gayoso Street: 
1,382 c. y. excavation, at 35c $483 70 
890 c. y. sewer wall, at $12 10,680 00 
13 manholes, at $40 520 00 
45,573 c. y. bayou fill, at 40c 18,229 20 
29,912 90 
Contingencies and omissions, 10 per cent 2,991 29 
32,9°4 19 
In Bayou Gayoso, from Gayoso Street to South Street: 
17,627 c. y. excavation, at 35c $6,172 45 
6,038 c. y. sewer wall, at $12 72,456 00 
22 manholes, at $40 880 00 
6,317 c. y. back fill, at 25c 1,579 *5 
23,255 c. y. bayou fill, at 35c 8,139 25 
89,226 95 
Contingencies and omissions, 10 per cent 8,922 69 
98,149 64 
Carried forward, $558,422 37 
* In tunnel. 
tOf stone. APPENDIX. 
109 
Brought forward, $558,422 37 
In Bayou DeSoto, from Gayoso Street to Wellington Street: 
10,696 c. y. excavation, at 35c $3,743 6° 
3,128 c. y. sewer wall at $12 37,536 00 
13 manholes, at $40 520 00 
5,864 c. y. back fill, at 25c 1,466 00 
11,349 c. y bayou fill, at 25c -. 2,837 25 
46,102 85 
Contingencies and omissions, 10 per cent 4,610 28 
50,713 
In Little Betty Bayou, from Gayoso St. at Bayou DeSoto to Lauderdale St.: 
3,098 c. y. excavation, at 35c $1,084 3° 
700 c. y. sewer wall, at $12 8,400 00 
8 manholes, at $40 320 00 
1,908 c. y. back fill, at 25c 477 00 
2,139 c- y- bayou fill, at 25c 534 75 
10,816 05 
Contingencies and omissions, 10 per cent 1,081 61 
11,897 66 
From Concord Street to Wolf River: 621,023 *6 
409,656 c. y. bayou fill, 31440 180,248 64 
$801,281 80 
BRANCH SEWERS- PLAN No. 2. 
Fifteen-inch Sewers in unpaved streets; 
34.300 c. y. excavation, at 30c $10,290 00 
35,378 lineal feet 15-inch stone-ware pipe, at 90c 31,840 20 
118 manholes at street crossings, $50 5,900 00 
249 manholes along squares, at $35 , 8,715 00 
238 curve junctions, at $1.50 357 00 
34.300 c. y. back filling, at 30c 10,290 00 
4.700 c. y. excavation, at 30c 1,4x0 00 
8,093 lineal feet 12-inch stone-ware pipe, at 65c 5,260 45 
4.700 c. y. back filling, at 30c 1,410 00 
238 catch basins, at $130 30,940 00 
106,412 65 
Contingencies and omissions, 10 per cent 10,641 27 
Equal to $3,309 per lineal foot. $117,053 92 
Fifteen-inch Sewers in streets partly paved : 
13.500 c. y. excavation, at 30c 4,050,00 
15,572 lineal feet xs-inch stone-ware pipe, at 90c 14,014 80 
74 maSholes at street Crossings, at $50 3,700 00 
92 manholes along squares, at $35 , 3,220 00 
148 curved junctions, at $1.50 , 222 00 
13.500 c. y. back filling, at 30c 4,050 00 
3.318 c. y. excavation, at 30c 995 40 
5,392 lineal feet 12-inch stone-ware pipe, at 65c 3,504 80 
3.318 c. y. back filling, at 30c 995 40 
148 catch basins, at $130 19,240 00 
2,143 SQ- y. repaving, at $1.25 2,678 75 
56,071 15 
Contingencies and omissions, 10 per cent ■. 5,667 12 
Equal to $4,003 per lineal foot. $62,338 27 APPENDIX. 
Two-feet Sewers in unpaved streets: 
16.491 c. y. excavation, at 30c $4,947 30 
13,055 lineal feet sewer wall, at $1.50 19,582 50 
866 stone-ware slants, at 75c 649 50 
41 manholes at street crossings, at $50 2,050 00 
101 manholes along squares, at $35 3,535 00 
75 curved junctions, at $1.50.., 112 50 
16.491 c. y. back filling, at 30c 4,947 3° 
1,424 c. y. excavation, at 30c 427 20 
2,400 lineal feet 12-inch stone-ware pipe, at 65c 1,560 00 
1,424 c. y. back filling, at 30c 427 20 
75 catch basins, at $130 ; 9,75° 00 
47,988 50 
Contingencies and omissions, 10 per cent 4,798 85 
Equal to $4,043 per lineal foot. $52,787 35 
Two-feet Sewers in streets partly paved: 
25.367 c. y. excavation, at 30c $7,610 10 
20,265 lineal feet sewer wall, at $1.50 3°,397 5° 
1,348 stone-ware slants, at 75c 1,011 00 
75 manholes at street crossings, at $50 3,7So 00 
138 manholes along squares, at $35 4,830 00 
149 curved junctions, at $1.50 223 50 
25.367 c. y. back filling, at 30c 7,610 10 
2.916 c. y. excavation, at 30c 874 80 
5,364 lineal feet 12-inch stone-ware pipe, at 65c 3,486 60 
2.916 c. y. back filling at 30c 874 80 
149 catch basins, at $130 19,370 00 
3,665 sq. y. repaving, at $125 4,581 25 
84,619 65 
Contingencies and omissions, 10 per cent 8,461 97 
Equal to $4,593 per lineal foot. $93,081 62 
MAIN SEWERS PLAN No. 3. 
Discharging Sewage equal in volume to One Inch Rain per Twenty- 
four Hours. 
In Beale Street, from Mississippi River to center of Causey Street; 
300 feet 36-inch cast-iron pipe, at $20.50 $7,150 00 
6,329 c. y. excavation, at 40c 2,531 60 
537 sq- y. paving torn up and replaced, at $2 1,074 00 
5,470 c. y. tunneling, at $1.75 9,572 50 
623 c. y. sewer wall, at $13 8,099 00 
1,585 c. y. *sewer wall, at $19 30,115 00 
10 manholes, at $55 55<j 00 
4,735 c- y- back filling, at 25c 1,183 75 
1,439 c- V- *back filling, at $1.75 2,518 25 
r waste weir or overflow 500 00 
63,294 10 
Contingencies and omissions, 10 per. cent 6,329 41 
$69,623 51 
In Beale Street, from Causey Street to DeSoto Street: 
7,87s c. y. excavation, at 40c $3,150 00 
1,029 sq. y. paving torn up and replaced, at $2 2,058 00 
Carried forward, $5,208 00 $69,623 51 
* In Tunnel. APPENDIX. 
Brought forward, $5,208 00 $69,623 00 
377 c. y. sewer wall, at $13 , 4,901 00 
3 manholes, at $55 163 00 
6,875 c. y. back fill, at 20c 1,371 40 
11,645 40 
Contingencies and omissions, 10 per cent 1,164 54 
12,809 94 
In DeSoto Street, from Beale Street to Gayoso Street: 
5,451 c. y. excavation, at 40c $2,180 40 
725 sq. y. paving torn up and replaced, at $2 1,450 00 
236 c. y. sewer wall, at $13 3,068 00 * 
3 manholes, at $55 165 00 
4,911 c. y. back fill, at 20c 982 20 
1 waste weir or overflow , 500 00 
8,34s 60 
Contingencies and omissions, 10 per cent 834 56 
9,180 16 
In DeSoto, Madison, and Fourth Streets, from Gayoso Street to Poplar Street: 
22,825 c- Y- excavation, at 40c $9,130 00 
1,698 sq, y, paving torn up and replaced, at $2 3,396 00 
1,317 c. y. sewer wall, at $13 17,121 00 
17 manholes, at $55 935 00 
20,136 c. y. back fill, at 20c 4,027 20 
2 waste weirs or overflows, at $500 i,coo 00 
35,609 20 
Contingencies and omissions, 10 per cent 3,560 92 
39,170 12 
In Poplar Street across to Market, in Market Street, etc., from Fourth and Poplar 
to Concord and Alley E. of Main Street: 
18,586 c. y. excavation, at 40c $7,434 40 
1,188 c. y. sewer wall, at $13 15,444 00 
18 manholes, at $55 990 00 
16,440 c. y. back fill, at 20c 3,288 00 
27,156 40 
Contingencies and omissions, 10 per cent 2,715 64 
29,872 04 
In Beale Street, from DeSoto Street to 320 feet E. of same; 
3,596 c. y. excavation, at 40c $1,438 40 
140 c. y. sewer wall, at $13 1,820 00 
2 manholes, at $55 no 00 
3,2*8 c. y, back fill, at 20c 657 60 
1 waste weir or overflow 500 00 
4,526 00 
Contingencies and omissions, 10 per cent 452 60 
4,978 60 
Along Bayou DeSoto, from Beale Street to Wellington Street: 
7,076 c. y. excavation, at 40c $2,830 40 
766 c. y. sewer wall, at $13 9,958 00 
12 manholes, at $55 660 00 
5,692 c. y. back fill, at 20 1,138 40 
1 waste weir or overflow 500 00 
15,086 80 
Contingencies and omissions, 10 per cent 1,508 68— 16,595 48 
Carried forward, $182,229 34 112 
APPENDIX. 
Brought forward, $182,229 34 
In Causey Street, from BealeStreet to South Street: 
8,675 c. y. excavation, at 40c .. $3,470 00 
888 c. y. sewer wall, at $13 . 11,544 00 
14 manholes, at $55 770 00 
7,070 c. y. back fill, at 20c 1,414 00 
1 waste weir or overflow 50000 
17,698 00 
Contingencies and omissions, 10 per cent 1,769 80 
19,467 80 
Along Little Betty Bayou, from DeSoto Street to Beale Street: 
4,461 c. y. excavation, at 40c $1,784 40 
635 c. y. sewer wall, at $13 8,255 00 
13 manholes, at $55 715 00 
3,518 c. y. back fill, at 20c 703 60 
1 waste weir or overflow 500 00 
11,958 00 
Contingencies and omissions, 10 per cent 1,195 80 
I3»I53 80 
In Navy Yard Alley, N. of Auction Street, Valley of Bayou Quimby and Winter 
Avenue, extended from Mississippi River to Boundary Avenue: 
150 feet 24-inch cast-iron pipe, at $12 $1,800 00 
17,057 c. y. excavation, at 40c . 6,822 8o 
3,092 c. y. sewer wall, at $13 40,196 00 
550 c. y. supporting wall, at $10..... 5,500 00 
36 manholes, at $55 1,980 00 
10,188 c. y. back fill, at $25 2,547 00 
3,013 c. y. embankment, at 25c 753 25 
1 waste weir or overflow ■. 500 00 
60,099 05 
Contingencies and omissions, 10 per cent 6,oog 91 
66,108 96 
$280,960 41 
BRANCH SEWERS-PLAN No. 3. 
Thirty-six inch Sewers in paved streets: 
3.112 c. y. excavation, at 30c $933 6o. 
1,847 lineal feet sewer wall, at $2.02 3,730 94 
123 stone-ware slants, at 75c 92 25 
6 manholes at street crossings, at $50 . 300 00 
19 manholes along squares, at $35 665 00 
12 curved junctions, at $1.50 18 00 
3.112 c. y. back filling, at 30c 923 69 
230 c. y. excavation, at 30c 69 00 
432 lineal feet 12-inch stone-ware pipe, at 65c 280 So, 
230 c. y. back filling, at 30c 6g 00 
178 lineal feet cast-iron inverted syphon, at $12 2,136 00 
2 waste weirs, at $400 800 00 
12 catch-basins, at $130 1,560 00 
821 sq. y. repaving, at $1.25 1,026 25 
12,614 44 
Contingencies and omissions, 10 per cent 1,261 44 
Equal to $6,852 per lineal foot. $13,875 88 APPENDIX. 
Thirty-six inch Sewers in unpaved streets; 
5.384 c. y. excavation, at 30c $1,615 20 
3,195 lineal feet sewer wall, at $2.02 6,453 90 
213 stone-ware slants, at 75c 159 75 
11 manholes at street crossings, at $50 550 00 
29 manholes along squares, at $35 1,015 00 
25 curved junctions, at $1.50 37 50 
5.384 c. y. back filling, at 30c 1,61.5 20 
480 c. y. excavation, at 30c 144 00 
900 lineal feet 12-inch stone-ware pipe, at 65c 585 00 
480 c. y. back filling, at 30c 144 00 
83 lineal feet cast-iron inverted syphon, at $12 996 00 
1 waste weir 400 00* 
25 catch-basins, at $130 3,250 00 
t6,96s 55 
Contingencies and omissions, io per cent 1,696 55 
Equal to $5,693 per lineal foot. $18,662 10 
Twenty-seven inch Sewers in unpaved streets; 
2,650 c. y. excavation, at 30c $795 <o 
1,916 lineal feet sewer wall, at $1.63 3.123 08 
128 stone-ware slants, at 75c 96 00 
7 manholes at street crossings, at $50 350 oo- 
13 manholes along squares, at $35 455 00 
14 curved junctions, at $1.50 21 00 
2,649 c- Y- back filling, at 30c 795 00 
237 c. y. excavation, at 30c 71 10 
444 lineal feet 12-inch stone-ware pipe, at 65c 288 60 
237 c. y. back filling, at 30c 71 10. 
83 lineal feet cast-iron inverted syphons, at $12 996 00 
1 waste weir 400 00 
14 catch-basins, at $130 1,820 00 
9,281 88 
Contingencies and omissions, 10 per cent 928 19 
Equal to $5,108 per lineal foot. $10,210 07 
Twenty-four inch Sewers in unpaved streets: 
9.264 c. y. excavation, at 30c $2,779 20 
7,235 lineal feet sewer wall, at $1.50... 10,852 50 
484 stone-ware slants, at 75c 363 00 
20 manholes at street crossings, at $50 1,000 00 
59 manholes along squares, at $35 2,065 00 
44 curved junctions, at $1.50 66 00 
9.264 c. y. back filling, at 30c 2,779 2°" 
790 c. y. excavation, at 30c 237 00 
1,483 lineal feet 12-inch stone-ware pipe, at 65c 963 95. 
790 c. y. back filling, at 30c 237 00 
287 lineal feet cast-iron inverted syphon, at $12 3,444 00 
4 waste weirs, at $400 1,600 00 
44 catch-basins, at $130 5,720 50. 
32,106 85 
Contingencies and omissions, 10 per cent 3,120 69' 
Equal to $4,695 per lineal foot. $35,3*7 54 114 
APPENDIX. 
Eighteen-inch Sewers in paved streets: 
8.885 c. y- excavation, at 30c $2,665 5° 
8,270 lineal feet 18-inch stone-ware pipe, at $1.15 9,510 50 
27 manholes at street crossings, at $50 1,35° 00 
68 manholes along squares, at $35 2,380 00 
51 curved junctions, at $1.50 76 50 
8.885 c. y. back filling, at 30c 2,665 5° 
980 c. y. excavation, at 30c 294 00 
1,836 lineal feet 12-inch stone-ware pipe, at 65c I>193 4° 
980 c. y. back filling, at 30c 294 00 
85 lineal feet cast-iron inverted syphon, at$ 12 1,020 00 
1 waste weir 400 00 
51 catch-basins, at $130 6,630 00 
2,297 sq. y. repaving, at $1.25 2,871 25 
3r,35o 65 
Contingencies and omissions 10 per cent 3.r35 07 
Equal to $4,128 per lineal foot. $34,485 72 
Eighteen-inch Sewers in unpaved streets ; 
19.934 c. y. excavation, at 30c $5,980 20 
18,547 lineal feet 18-inch stone-ware pipe, at.'$i.is 21,329 05 
65 manholes at street crossings, at $50 3,250 00 
150 manholes along squares, at $35 ; 5,250 00 
121 curved junctions, at $1.50 181 50 
19.934 c. y. back filling, at 30c 5,980 20 
2.197 c. y. excavation, at 30c > 659 10 
4,122 lineal feet 12-inch stone-ware pipe, at 65c 2,679 30 
2.197 c. y. back filling, at 30c 659 10- 
207 lineal feet cast-iron inverted syphon, at $12 2,484 00 
3 waste weirs, at $400 1,200 00 
121 catch-basins, at $130 15,730 00 
65.382 45 
Contingencies and omissions, 10 per cent 6,538 25 
Equal to $3,835 per lineal foot. $71,920 70 
JFifteen-inch Sewers in paved streets; 
11.950 c. y. excavation, at 30c $3,585 00 
12,286 lineal feet 15-inch stone-ware pipe, at 90c 11,057 40 
47 manholes at street crossings, at $50 2,350 00 
90 manholes along squares, at $35 3,150 00 
84 curved junctions, at $1.50 12600 
11.950 c. y. back filling, at 30c 3,585 00 
1.520 c. y. excavation, at 30c 456 00 
2,852 lineal feet 12-inch stone-ware pipe, at 65c 1,853 80 
1.520 c. y. back filling, at 30c 456 00 
80 lineal feet cast-iron inverted syphon, at $12 960 00 
1 waste weir 400 oo 
84 catch-basins, at $130 10,920 00 
.3,072 sq. y. repaving, at $1.25 3,840 00 
42,739 20 
Contingencies and omissions, 10 per cent 4,273 92 
Equal to $3,802 per lineal foot. $47,013 12 APPENDIX. 
115 
Fifteen-inch Sewers in unpaved streets; 
32.422 c. y. excavation, at 30c $9,726 60 
33,332 lineal feet is-inch stone-ware pipe, at 90c 29,998 80 
115 manholes at street crossings, at $50 5.75° 00 
243 manholes along squares, at $35 8,505 00 
233 curved junctions, at $1.50 349 50 
32.422 c. y. back filling, at 30c 9,726 60 
4.240 c. y. excavation, at 30c 1.272 00 
7,955 lineal feet 12-inch stone-ware pipe, at 65c 5,170 75 
4.240 c. y. back filling, at 30c 1.272 00 
489 lineal feet cast-iron inverted syphon, at $12 5,868 00 
7 waste weirs, at $400 2,800 00 
233 catch-basins, at $130 30,290 00 
110,729 25 
Contingencies and omissions, 10 per cent 11,072 93 
Equal to $3,601 per lineal foot. $121,802 x8 
SUMMARY OF COST FOR BRANCH SEWERS-PLAN No. 3. 
2,025 lineal feet 36-inch sewers in paved streets, at $6.852 $13,875 88 
3,278 lineal feet 36-inch sewers in unpaved streets, at $5,693 18,662 10 
1,999 lineal feet 27-inch sewers in unpaved streets, at $5.108 10,210 07 
7,522 lineal feet 24-inch sewers in unpaved streets, at $4.695 35.3t7 54 
8,355 lineal feet 18-inch sewers in paved streets, at $4.128 34,485 72 
18,754 lineal feet 18-inch sewers in unpaved streets, at $3.835 71,920 70 
12,366 lineal feet t5-inch sewers in paved streets, at $3.802 47,013 12 
33,821 lineal feet 15-inch sewers in unpaved streets, At $3.601. 121,802 18 
88,120 Totals... $353,287 31 116 
APPENDIX. 
TABLE OF ELEVATIONS OF THE PRINCIPAL POINTS 
—IN— 
Memphis Water-Works and Sewerage Surveys. 
Locality 
Plane of Refer- 
! ence. 
Court 
Square 
Flow Line Dis- 
trib. Reservoir 
Plus 
Plus 
Min. 
Min. 
Front Street and Mill Street 
102.8 
49.0 
49.3 
48.3 
117.2 
117.5 
116.5 
Front Street and alley south of Mill Street 
Front Street and Sycamore Street 
102.5 
108.5 
Front Street and alley south of Sycamore Street 
108.7 
43.1 
109.3 
Front Street and Auction Street 
114.5 
37.3 
105.5 
Front Street and alley south of Auction Street 
118.5 
33.3 
101.5 
Front Street and Concord Street 
122.4 
29.4 
24.9 
97.6 
93.1 
Front Street and alley south of Concord Street 
126.9 
Front Street and Overton Street 
131.2 
20.6 
17.3 
88.8 
85.5 
Front Street and alley south of Overton Street 
134.5 
Front Street and Jackson Street 
139.1 
12.7 
80.9 
80.0’ 
Front Street and Commerce Street 
140.0 
11.8 
Front Street and Winchester Street 
141.0 
10.8 
11.7 
79.0 
79.9 
81.1 
76.8 
73.7 
Front Street and alley south of Winchester Street 
140.1 
Front Street and Market Street 
138.9 
12.9 
8.6 
5.5 
Front Street and alley south of Market Street 
143.2 
Front Street and Exchange Street 
146,3 
Front Street and Poplar Street 
145.7 
6.1 
74.8 
80.4 
Front Street and alley south of Poplar Street 
139.6 
12.2 
Front Street and Washington Street 
136.3 
15.5 
8.8 
83.7 
77.0 
Front Street and alley south of Washington Street 
143.0 
Front Street and Adams Street 
5.1 
73.3 
70.0 
Front Street and alley south of Adams Street 
150.0 
1.8 
Front Street and Jefferson Street 
155.1 
152.5 
3.3 
64,9 
67.5 
68.7 
Front Street and alley south of Jefferson Street 
0.7 
Front Street and Court Street 
151.3 
0.5 
Front Street and alley south of Court Street 
153.5 
153.9 
1.7 
66.5 
66.1 
69.8 
72.8 
70.2 
67.8 
66.0 
60.6 
57.6 
61.4 
77.6 
72.8 
61.6 
Front Street and Madison Street 
2.1 
Front Street and alley south of Madison Street 
150.2 
1.6 
4.6 
2.0 
• 
Front Street and Monroe Street 
147.2 
Front Street and alley south of Monroe Street 
149,8 
Front Street and Union Street 
152.2 
0.4 
2.2 
Front Street and alley south of Union Street 
154.0 
Front Street and Gayoso Street 
159.4 
7.6 
10.5 
6.8 
Front Street and Hotel Street 
162.4 
158.6 
Front Street and McCall Street 
Front Street and Beale Street 
142.4 
9.4 
4.6 
Front Street and Linden Street 
147.2 
Front Street and Pontotoc Street 
158.4 
6.6 APPENDIX. 
117 
Locality 
Plane of Refer- 
1 ence 
Court 
Square 
Flow Line Dis- 
trib. Reservoir 
Plus 
Plus 
Min. 
Min. 
Front Street and Vance Street 
164.4 
12.6 
Front Street and Talbot Street 
161.9 
10.1 
58.1 
158.4 
6.6 
61 6 
Front Street and Trezevant Street 
149.5 
2.3 
70.5 
Front Street and Butler Street 
150.5 
1.3 
69.5 
Front Street and South Street 
153.5 
1.7 
Alley east of Front Street and Mill Street 
97,6 
54.2 
122.4 
Alley east of Front Street and alley south of Mill Street. 
99.0 
52.8 
121.0 
Alley east of Front Street and Sycamore Street 
100.8 
51.0 
119.2 
Alley east of Front Street and alley south of Sycamore St. 
110.3 
41.5 
109.7 
Alley east of Front Street and Auction Street 
115.4 
36.4 
104.6 
Alley east of Front Street and alley south of Auction St. 
115.8 
36.0 
104.2 
120.0 
31.81 inn n 
Alley east of Front Street and alley south of Concord St. 
124.0 
27.8 
96.0 
129.1 
22.7 
90.9 
Alley east of Front Street and alley south of Overton St. 
130.7 
21.1 
89.3 
Alley east of Front Street and Jackson Street 
141.4 
10.4 
78.6 
Alley east of Front Street and Commerce Street 
144.0 
7.8 
76.0 
Aliev east of Front Street and Winchester Street 
147.2 
4.6 
7->,8 
Alley east of Front St. and alley south of Winchester St. 
146.4 
5.4 
73.6 
142.6 
9.2 
77.4 
Alley east of Front Street and alley south of Market St. 
147.6 
4.2 
72.4 
1.8 
70.0 
Alley east of Front St. and alley south of Exchange St. 
149.4 
2.4 
70.6 
Alley east of Front Street and Poplar Street 
149.0 
2.8 
71.0 
Alley east of Front Street and alley south of Poplar St. 
142.7 
9.1 
77.3 
141.0 
10.8 
79.0 
Alley east of Front St. and alley south of Washington St. 
146.6 
5.2 
73.4 
151.2 
0.6 
68.8 
Alley east of Front Street and alley south of Adams St. 
153.0 
1.2 
67.0 
2.7 
Alley east of Front St. and alley south of Jefferson St... 
152.6 
0.8 
67.4 
Alley east of Front Street and Court Street 
150.6 
1.2 
69.4 
Alley east of Front Street and alley south of Court St... 
154.3 
2.5 
65.7 
Alley east of Front Street and Madison Street 
156.3 
4.5 
Alley east of Front St. and alley south of Madison St... 
152.5 
0.7 
67.5 
149.2 
2.6 
70.8 
Alley east of Front St. and alley south of Monroe St 
147.4 
4.4 
72.6 
Alley east of Front Street and Union Street 
149.7 
2.1 
70.3 
96.7 
123.3 
Main Street and alley south of Mill Street 
100.8 
51.0 
119.2 
Main Street and Sycamore Street 
103.3 
48.5 
116.7 
110.0 
41,8 
110.0 
Main Street and Auction Street 
112.2 
39.6 
107.8 
Main Street and alley south of Auction Street 
115.0 
36.8 
105.0 
119.8 
32.0 
100.2 
Main Street and alley south of Concord Street 
123.2 
28.6 
96.8 
Main Street and Overton Street 
127.5 
24.3 
92.5 
132.5 
19.3 
87.5 
Main Street and Jackson Street 
137.1 
14.7 
82.9 
Main Street and Commerce Street 
141.5 
10.3 
78.5 118 
APPENDIX. 
Locality 
U 
V 
o 
£ 
c3 C 
Plus 
Court 
Square 
Flow Line Dis- 
trib. Reservoir 
Plus 
Min. 
Min. 
Main Street and Winchester Street 
14.1 n 
6.8 
Main Street and alley south of Winchester Street 
14(i S 
5.0 
73.2 
1 4.0 4 
6.4 
74.fi, 
Main Street and alley south of Market Street 
14 b 7 
6.1 
74.3- 
14b 0 
3.8 
72 0 
147 R 
4.0 
72 2 
Main Street and Poplar Street 
147 0 
4.8 
73.0' 
Main Street and alley south of Poplar Street 
147 1 
4.7 
72.9 
4.1 
72,3 
Main Street and alley south of Washington Street 
149 4 
2.4 
70.6 
Main Street and Adams Street 
152 1 
0.3 
67.9 
151 1 
0.7 
68 9 
150 0 
1.8 
70.0 
Main Street and alley south of Jefferson Street 
148 6 
3.2 
71.4 
Main Street and North Court Street 
148.6 
3.2 
71.4 
Main Street and Court Street 
149.7 
2.1 
70.3. 
Main Street and South Court Street 
152.1 
0.3 
67.9 
Main Street and alley south of Court Street 
152.1 
0.3 
67.9 
Main Street and Madison Street 
154.4 
2.6 
Main Street and alley south of Madison Street 
159.5 
0.7 
67.5- 
Main Street and Monroe Street 
149.6 
9 9 
70.4 
Main Street and alley south of Monroe Street 
146.4 
73.6 
Main Street and Union Street 
144.1 
7.7 
Main Street and alley south of Union Street 
145.1 
6.7 
74.9 
Main Street and Gayoso Street 
147.0 
4,8 
73.0 
Main Street and McCall Street 
149.6 
9 9 
70.4 
Main Street and Beale Street 
148.1 
3.7 
71.9 
Main Street and Linden Street 
142.7 
9.1 
77.3 
Main Street and Pontotoc Street 
142.8 
9,0 
77.2 
Main Street and Vance Street 
145.0 
6.8 
Main Street and Talbot Street 
145.3 
Main Street and Pluling Street 
148.3 
71.7 
Main Street and Trezevant Street 
154.2 
2.4 
Main Street and Butler Street 
154.2 
9 4 
151.8 
68.2 
Main Street and South Street 
139.7 
12.1 
80.3 
107.9 
43.9 
112.1 
Alley east of Main Street and alley south of Auction St. 
109.4 
42.4 
110.6 
Alley east of Main Street and Concord Street 
110.9 
40.9 
109.1 
Alley east of Main Street and alley south of Concord St. 
116.5 
35.3 
103.5 
Alley east of Main Street and Overton Street 
121.5 
30.3 
98.5 
Alley east of Main Street and alley south of Overton St. 
124.2 
27.6 
95.8 
131.4 
20.4 
88.6 
Alley east of Main Street and Commerce Street 
135.2 
16.6 
84.8 
Alley east of Main Street and Winchester Street 
143.6 
8.2 
76.4 
Alley east of Main St. and alley south of Winchester St. 
144.2 
7.6 
75.8- 
Alley east of Main Street and Market Street 
144.3 
7.5 
Alley east of Main Street and alley south of Market St. 
139.6 
12.2 
80.4 
Alley east of Main Street and Exchange Street 
143.5 
8.3 
76. b 
Alley east of Main St. and alley south of Exchange St... 
148.7 
3.1 
71.3 
Alley east of Main Street and Poplar Street 
145.4 
6.4 
74.6- APPENDIX. 
Locality 
Plane of Refer- 
ence 
Court 
Square 
s ° 
u. 
<u 
.S a> 
h-3 
o rtr 
Plus 
Plus 
Min. 
Min. 
Alley east of Main Street and alley south of Poplar St... 
144.8 
7.0 
75.2. 
Alley east of Main Street and Washington Street 
Alley east of Main St. and alley south of Washington St. 
141.7 
147.8 
10.1 
4.0 
78.3 
72.2 
149.5 
147.5 
2.3 
70.5- 
72.5 
Alley east of Main Street and alley south of Adams St.. 
4.3 
Alley east of Main Street and Jefferson Street 
i Alley east of Main Street and North Court Street 
142.7 
145.1 
9.1 
6,7 
77.3 
74.9- 
Alley east of Main Street and Court Square 
151.8 
147.8 
148.3 
4.0 
68.2 
75 5 
Alley east of Main Street and Madison Street 
3.5 
71.7 
Alley east of Main Street and alley south of Madison St. 
146.2 
5.6 
73.8. 
Alley east of Main Street and Monroe Street 
144.3 
7.5 
75.7 
Alley east of Main Street and alley south of Monroe St. 
138.6 
13.2 
81.4 
136.9 
105.3 
110.0 
108.2 
14.9 
83.1 
114.7 
46.5 
41.8 
110.0 
111.8 
Second Street and Concord Street 
43.6 
110.4 
113.9 
118.0 
124.0 
128.6 
136.2 
139.3 
41.4 
109.6- 
106.1 
102.O' 
96.0' 
91.4 
37.9 
33.8 
Second Street and Jackson Street 
27.8 
23.2 
15.6 
83.8 
Second Street and alley south of Winchester street 
12.5 
80.7 
142.3 
9.5 
77.7 
82.0 
138.0 
140.2 
145.1 
144.4 
13.8 
Second Street and Exchange Street 
Second Street and alley south of Exchange Street 
11.6 
6.7 
7.4 
79.8 
74.9 
139.0 
137.8 
142.2 
12.8 
81.0 
Second Street and Washington Street 
Second Street and alley south of Washington Sti'eet 
14.0 
9.6 
82.2 
77.8- 
147.5 
4,3 
142.6 
9.2 
77.4 
138.5 
1 G €» 
81.5 
Second Street and alley south of Jefferson Street 
142.4 
142.4 
9.4 
9.4 
77.6. 
77.6- 
148.7 
3.1 
71.3 
146.1 
5.7 
73.9' 
Second Street and alley south of Court Street 
146.1 
5.7 
73.9 
143.6 
8.2 
76.4 
139.5 
12.3 
80.5 
137.4 
14.4 
82.6- 
135.2 
16.6 
84.8 
132.1 
19.7 
87.9 
135.2 
16.6 
84.8 
Second Street and Gayoso Street 
138.7 
13.1 
81.3 
136.6 
15.2 
83.4 
104.3 
47.5 
115.7 
Alley east of Second St. and alley south of Auction St. 
108.8 
43.0 
111,2 
Alley east of Second Street and Concord Street 
100.0 
51.8 
120.0 120 
APPENDIX. 
Locality 
Plane of Refer- 
ence 
Court 
Square 
1. 
§ Flow Line Dis- 
? | trib. Reservoir 
Plus 
Plus 
Mil 
Alley east of Second St. and alley south of Concord St. 
105 
0 
46 
8 
115 
0 
Alley east of Second Street and Overton Street 
107 
8 
44 
0 
112 
O 
Alley east of Second St. and alley south of Overton St. 
110 
0 
41 
8 
110 
0 
6 
Alley east of Second Street and Jackson Street 
116 
4 
35 
4 
103 
Alley east of Second Street and Commerce Street 
119 
3 
32 
5 
100 
7 
Alley east of Second Street and Winchester Street 
132 
6 
19 
2 
87 
4 
Alley east of Second St. and alley south of Winchester St. 
137 
6 
14 
2 
82 
4 
Alley east of Second Street and Market Street 
138 
9 
12 
9 
81 
1 
Wiley east of Second Street and alley south of Market St. 
138 
5 
18 
b 
86 
5 
Alley east of Second Street and Exchange Street 
138 
0 
13 
8 
82 
0 
Alley east of Second St. and alley south of Exchange St. 
142 
5 
9 
O 
77 
5 
Alley east of Second Street and Poplar Street 
140 
7 
11 
1 
79 
3 
Alley east of Second Street and alley south of Poplar St. 
135 
5 
16 
b 
84 
5 
Alley east of Second Street and Washington Street 
134 
6 
17 
85 
4 
Alley east of Second St. and alley south of Washington St. 
138 
9 
12 
9 
81 
1 
Alley east of Second Street and Adams Street 
141 
2 
10 
6 
78 
8 
Alley east of Second St. and alley south of Adams St... 
138 
i 
13 
7 
81 
9 
Alley east of Second Street and Jefferson Street 
135 
9 
15 
9 
84 
1 
Alley east of Second St. and alley south of Jefferson M. 
141 
b 
10 
5 
78 
7 
Alley east of Second Street and Court Street 
146 
4 
5 
4 
6 
Alley east of Second St. and alley south of Court St 
149 
0 
2 
8 
71 
0 
Alley east of Second Street and Madison Street 
141 
5 
10 
• > 
78 
5 
Alley east of Second St. and alley south of Madison St. 
133 
5 
18 
3 
86 
5 
Alley east of Second Street and Monroe Street 
131 
5 
20 
b 
88 
5 
Alley east of Second St. and alley south of Monroe St... 
131 
0 
20 
<s 
89 
0 
Alley east of Second Street and Union Street 
128 
O 
92 
5 
91 
7 
Third Street and Auction Street 
103 
0 
48 
8 
147 
0 
Third Street and alley south of Auction Street 
109 
42 
6 
110 
8 
Third Street and Concord Street 
102 
0 
49 
8 
118 
0 
Third Street and alley south of Concord Street 
102 
5 
49 
b 
117 
5 
Third Street and Overton Street 
103 
48 
0 
116 
7 
Third Street and alley south of Overton Street 
106 
0 
45 
8 
114 
0 
Third Street and Jackson Street 
109 
6 
42 
9 
no 
4 
Third Street and Commerce Street 
115 
6 
35 
2 
104 
4 
Third Street and Winchester Street 
127 
0 
24 
8 
93 
0 
Third Street and alley south of Winchester Street 
131 
8 
20 
0 
88 
2 
Third .Street and Market Street 
134 
0 
17 
8 
86 
0 
Third Street and alley south of Market Street 
133 
4 
18 
4 
86 
6 
Third Street and Exchange Street 
134 
5 
17 
b 
85 
5 
Third Street and alley south of Exchange Street 
138 
1 
13 
7 
81 
9 
Third Street and Poplar Street 
137 
6 
14 
2 
82 
4 
Third Street and alley south of Poplar Street 
135 
2 
16 
6 
84 
8 
'third Street and Washington Street 
133 
0 
18 
8 
87 
0 
Third Street and alley south of Washington Street 
134 
8 
17 
0 
85 
2 
Third Street and Adams Street 
139 
2 
12 
6 
80 
8 
Third Street and alley south of Adams Street 
135 
6 
16 
2 
84 
4 
Third Street and Jefferson Street 
134 
1 
17 
7 
85 
9 
Third Street and alley south of Jefferson Street. . 
137 
8 
14 
0 
82 
2 
Third Street and Court Street 
142 
8 
9 
0 
77 
2 
Third Street and alley south of Court Street 
145 
2 
6 
6 
74 
8 
Third Street and Madison Street 
140 
0 
11 
8 
80 
0 APPENDIX. 
121 
Locality 
Plane of Refer- 
ence 
Court 
Square 
Flow Line Dis- 
trib. Reservoir 
Plus 
Plus 
Min. 
Min. 
132.0 
126.8 
127.1 
126.0 
101.6 
108.2 
19.8 
25.0 
24.7 
25.8 
50.2 
43.6 
88.0 
93.2 
92.9 
94.0 
118.4 
111.8 
Alley east of Third Street and alley south of Auction St. 
Alley east of Third Street and Concord Street 
96.1 
55.7 
123.9 
Alley east of Third St. and alley south of Concord St... 
99.4 
52.4 
120.6 
Alley east of Third Street and Overton Street 
100.2 
100.7 
51.6 
51.1 
119.8 
Alley east of Third St. and alley south of Overton St.... 
119.3 
Alley east of Third Street and Jackson Street 
105.8 
46.0 
114.2 
Alley east of Third Street and Commerce Street 
108.8 
113.6 
121.2 
43.0 
38.2 
30.6 
111 .2 
Alley east of Third Street and Winchester Street 
106.4 
98.8 
Alley east of Third St. and alley south of Winchester St. 
Alley east of Third Street and Market Street 
129.0 
22.8 
91.0 
Alley east of Third Street and alley south of Market St. 
128.5 
23.3 
91.5 
Alley east of Third Street and Exchange Street 
123.9 
27.9 
96.1 
Alley east of Third St. and alley south of Exchange St.. 
130.5 
21.3 
89.5 
Alley east of Third Street and Poplar Street 
130.6 
133.6 
21.2 
89.4 
Alley east of Third Street and alley south of Poplar St... 
18.2 
86.4 
Alley east of Third Street and Washington Street 
130.7 
21.1 
89.3 
Alley east of Third St. and alley south of Washington St. 
132.1 
19.7 
87.9 
135.1 
132.5 
16.7 
84.9 
Alley east of Third Street and alley south of Adams St.. 
19.3 
•87.5 
130.3 
133.3 
21.5 
89.7 
Alley east of Third St. and alley south of Jefferson St... 
18.5 
86.7 
134.2 
139.2 
17.6 
85.8 
Alley east of Third Street and alley south of Court St... 
12.6 
80.8 
Alley east of Third Street and Madison Street 
134.5 
129.3 
17.3 
Alley east of Third St. and alley south of Madison St... 
22.5 
90.7 
123.4 
122.0 
28.4 
96.6 
Alley east of Third Street and alley south of Monroe St. 
29.8 
98.0 
Alley east of Third Street and Union Street 
123.0 
104.6 
105.6 
28.8 
97.0 
47.2 
115.4 
Fourth Street and Exchange Street 
46.2 
114.4 
Fourth Street and alley south of Exchange Street 
108.4 
43.4 
111.9 
Fourth Street and Poplar Street 
111.8 
40.0 
108.2 
Fourth Street and alley south of Poplar Street 
115.1 
36.7 
104.9 
Fourth Street and Washington Street 
118.8 
33.0 
101.2 
Fourth Street and alley south of Washington Street 
120.4 
31.4 
99.6 
126.6 
25.2 
93.4 
126.4 
24.4 
93.6 
Fourth Street and Jefferson Street 
120.7 
31.1 
99.3 
Fourth Street and alley south of Jefferson Street 
121.2 
30.6 
98.8 
Fourth Street and Court Street 
118.5 
33.3 
101.5 
163.2 
11.4 
56.8 
147.3 
4.5 
72.7 
Chester Street and Butler Street 
159.4 
7.6 
60.6 
Tennessee Street and Linden Street 
144.5 
7.3 
75.5 
Tennessee Street and Pontotoc Street 
154.4 
2.6 
65.6 
Tennessee Street and Vance Street 
160.3 
8.5 
59.7 
9 122 
APPENDIX. 
Locallity 
3 Plane of Refer- 
S ence 
Cc 
Sq 
Plus 
urt 
uare 
Min. 
§ 1 Flow Line Dis- 
? ] trib. Reservoir 
Tennessee Street and Talbot Street 
167.9 
16.1 
52.1 
Tennessee Street and Huling: Street 
104 0 
12.2 
Tennessee Street and Trezevant Street 
148 n 
3 8 
72 0 
Tennessee Street and Butler Street 
151.2 
157.1 
0.6 
68 8 
Tennessee Street and South Street. 
5.3 
62.9 
Clinton Street and Beale Street 
127 4 
24 4 
92 6 
Clinton Street and Linden Street 
142.9 
8.9 
77.1 
Clinton Street and Pontotoc Street 
149 7 
2.1 
70 3 
Clinton Street and Vance Street 
161 6 
9 5 
58 7 
Clinton Street and Talbot Street 
166 4 
14 0 
Clinton Street and Hiding: Street 
3/4 
64 8 
Clinton Street and Trezevant Street 
147 1 
4 7 
72 Q 
Clinton Street and Butler Street 
150 9 
0 9 
69 1 
Mulberry Street and Beale Street 
141 0 
10 8 
79 0 
Mulberry Street and Linden Street 
133.0 
18.8 
87.0 
Mulberry Street and Pontotoc Street 
130 7 
15 1 
83 3 
Mulberry Street and Vance Street 
134 0 
17 8 
86 0 
Mulberry Street and Talbot Street 
141 5 
10 3 
78 5 
Mulberry Street and Huling Street 
139.3 
12.5 
80.7 
St. Martin Street and Beale Street 
133 7 
18 1 
86 3 
St. Martin Street and Linden Street 
128.4 
23.4 
91.6 
St. Martin Street and Pontotoc Street 
131 8 
90 0 
88 9 
St. Martin Street and Vance Street 
128.6 
93 9 
91.4 
St. Martin Street and Talbot Street 
122 6 
28,9 
97 4 
St. Martin Street and Huling Street 
126.2 
24.6 
93.8 
St. Martin Street and Elliott Street 
16 0 
84 2 
Causey Street and Beale Street 
124.5 
26.3 
95! 5 
Causey .Street and Linden Street 
122 7 
29 1 
97 3 
Causey Street and Pontotoc Street 
122 4 
29 4 
97 6 
Causey Street and Vance Street 
127 1 
94 7 
92 q 
Causey Street and Elliott Street 
127 5 
94 3 
92 5 
Causey Street and South Street 
129 5 
92 3 
99 5 
Hernando Street and Beale Street 
123.2 
28 6 
96 8 
Hernando Street and Linden Street ; 
136 5 
15 3 
83 5 
Plernando Street and Pontotoc Street 
138.0 
13.8 
82.0 
Hernando Street and Vance Street 
136 5 
15 3 
Hernando Street and Elliott Street 
142 2 
77 8 
Hernando Street and South Street 
141 5 
10 3 
78 5 
DeSoto Street and Madison Street, 
121 9 
•->9 Q 
q8 1 
DeSoto Street and alley south of Madison Street 
120.2 
31.6 
99.8 
DeSoto Street and Monroe Street 
117 0 
33 q 
102 1 
DeSoto Street and alley south of Monroe Street 
115.7 
36.1 
104.3 
*North DeSoto Street and Union Street 
117.5 
34 3 
102 5 
fSouth DeSoto Street and Union Street 
117.6 
34 2 
109 4 
DeSoto Street and Gayoso Street 
120 8 
31 0 
qq 9 
DeSoto Street and Beale Street.. 
128 8 
23 0 
91 9 
DeSoto Street and Linden Street 
129.5 
22 3 
90 5 
DeSoto Street and Pontotoc Street 
135 0 
10 8 
85-0 
DeSoto Street and Vance Street 
133.5 
18 3 
86 5 
DeSoto Street and Elliott Street 
140 5 
11 3 
79 5 
DeSoto Street and South Street 
142.0 
9^8 
78!o 
'••DeSoto Street north of Union Street. ■)■ DeSoto Street south of Union Street. APPENDIX. 
123 
Locality. 
I Plane of Refer- 
i ence 
Court 
Square 
Flow Line Dis- 
trib. Reservoir 
Plus 
Plus 
Min. 
Min. 
130.4 
21.4 
89.6 
84.0 
92 5 
130.0 
15.8 
24.3 
127.5 
134.1 
17.7 
14.7 
85.9 
82.9 
83.9 
71.2 
108.5 
103.9 
96.4 
94.7 
96.6 
89.8 
81.6 
83.2 
137.1 
136.1 
15.7 
148.8 
3.0 
111.5 
40.3 
116.1 
123.6 
28.2 
125.3 
25.5 
28.4 
21.6 
13.4 
South Wellington Street and New Madison Street 
Wellington Street and alley south of Madison Street 
123.4 
130.2 
138.4 
136.8 
15.0 
132.0 
19.8 
88.0 
131.0 
20.8 
89.0 
83.9 
87.6 
Wellington Street and Pontotoc Street 
136.1 
132.4 
15.7 
19.4 
156.2 
4.4 
63.8 
122.8 
29.0 
97.2 
Turley Street and Linden Street 
124.2 
126.8 
27.6 
25.0 
95.8 
93.2 
151.5 
0.3 
133.5 
18.3 
Lauderdale Street and alley south of Adams Street 
131.4 
129.0 
20.4 
22.8 
88.6 
91.0 
121.5 
30.3 
98.5 
149.8 
2.0 
70.2 
131.9 
19.9 
88,1 
142.8 
9.0 
77.2 
Lauderdale Street and Linden Street 
150.6 
140.4 
1.2 
11.4 
69.4 
79.6 
148.9 
2.9 
71.1 
142,0 
9.8 
78.0 
146.8 
5.0 
73.2 
150.3 
1.5 
69.7 
132.2 
19.6 
87.8 
139.6 
12.2 
80.4 
157.3 
5.5 
62.7 
139.4 
12.4 
80.6 
143.0 
8.8 
77.0 
148.5 
2.3 
71.5 
152.9 
1,1 
67.1 
152.2 
0.4 
67.8 
138.0 
13.8 
82.0 
105.9 
45.9 
114.1 
117.2 
34.6 
102.8 
116.8 
35.0 
103.2 
125.2 
26.6 
94.8 
Charleston Avenue and Old Madison Street 
126.9 
24.9 
93.1 124 
APPENDIX. 
Locality 
Plane of Refer- 
ence 
Court 
Square 
Flow Line Dis- 
trib. Reservoir 
Plus 
Plus 
Min. 
Min. 
Charleston Avenue and New Madison Street 
140.5 
11.3 
79.5 
High Street and Poplar Street 
122.2 
29.6 
97.8 
High Street and Washington Street 
119.4 
32.4 
100.6 
High Street and Adams Street 
121.4 
30.4 
98.6 
Hull Run Street and Market Street.. 
122.3 
29.5 
97.7 
Bull Run Street and Exchange t>t. extended 
120.7 
31.1 
99.3 
Bull Run Street and Poplar Street 
121.8 
30.0 
98.2 
Bull Run Street and Alabama Street 
126.0 
25.8 
94.0 
Auction Street and Raleigh Road 
126.8 
25.0 
93.2 
Quimby Street and Alabama Street 
117.5 
34.3 102.5 
Quimby Street and Robeson Street 
122.9 
28.9 
97.1 
Hill Street and Alabama Street 
121.4 
30.4 
98.6 
Hill Street and Mosby Street 
123.0 
28.8 
97.0 
Hill Street and Robeson Street 
115.5 
36.3 
104.5 
Winchester Avenue and Alabama Street 
126.2 
25.6 
93.8 
Winchester Avenue and Mosby Street 
129.3 
22.5 
90.7 
Winchester Avenue and East Robeson Street 
127.9 
23.9 
92.1 
Winchester Avenue and West Robeson Street 
125.8 
26.0 
94.2 
Winchester Avenue and Bradford Street 
126.3 
25.5 
93.7 
Jones Avenue and Alabama Street 
146.3 
5.5 
73.7 
Jones Avenue and Hawley Street 
140.8 
11.0 
79.2 
Jones Avenue and Mosby Street 
144.7 
7.1 
75.3 
Jones Avenue and Robeson Street 
147.0 
4.8 
73.0 
Jones Avenue and Bradford Street 
148.1 
3.7 
71.9 
Boundary Avenue and Raleigh Road 
129.1 
22.7 
90.9 
Boundary Avenue and Bradford Street 
120.7 
31.1 
99.3 
Boundary Avenue and Robeson Street 
128.5 
23.3 
91.5 
Boundary Avenue and Hawley Street 
142.8 
9.0 
77.2 
Boundary Avenue and Poplar Street 
152.1 
0.3 
5.4 
67.9 
62.8 
Boundary Avenue and Adams Street 
157.2 
Boundary Avenue and Court Street 
143.1 
8.7 
76.9 
Boundary Avenue and Pigeon Roost Road 
160.2 
8.4 
59.8 
Kerr Avenue and Hernando Road 
180.7 
179.5 
194.8 
28.9 
27.7 
43.0 
59.1 
39.3 
40.5 
25 2 
Kerr Avenue and Horn Lake Road 
Highest Point on Kerr Avenue 
Highest point on sight of distributing reservoir 
210.9 
9.1 
Flow line of settling reservoir of Wolf River plan 
128.5 
23.3 
91.5 
Flow line of settling reservoir of Mississippi River plan. 
146.0 
5.8 
74.0 
Flow line of settling reservoir of Hatchie Lake plan.... 
138.0 
13.8 
82.0 
Highest point on bluff near Hatchie Lake 
195.2 
43.4 
24.8 
23.5 
Memphis and Charleston R. R. track at White’s Station. 
196.5 
44.7 
On water table N. W. cor. of Court-house in Raleigh 
200.6 
48.8 
19.4 
Highest point between White’s Station and Wolf River. 
216.5 
64.7 
3.5 
Low water in Wolf River, in 1867, at Talley’s Ferry 
Low water in Wolf River at Ferry below Wynn’s 
71.5 
80.3 
148.5 
77.5 
74.3 
142.5 
Low water in Wolf River at New Raleigh Road 
92.9 
58.9 
127.1 
Low water in Wolf River at Raleigh Ferry 
101.5 
50.3 
118.5 
Low water in Wolf River at Macon Bridge 
110.2 
41.6 
109.8 
Low water in Wolf River where gaugings were made... 
Low water in Wolf River at Brooks’ Mill 
113.5 
38.3 
106.5 
117.9 
33.9 
102.1 
Low water in Wolf River at proposed dam 
121.2 
30.6 
98.8 APPENDIX. 
125 
Locality 
Plane of Refer- 
ence 
Court 
Square 
Flow Line Dis- 
trib. Reservoir 
Plus 
Plus 
Min. 
Min. 
Crest of proposed dam across Wolf River at beginning | 
of aqueduct f 
13139 
20.41 
88.61 
Tops of Mounds at Fort Pickering \ 
Waldran Avenue and State line road 
185.5 
186.8 
157.6 
177.3 
33.7 
35.0 
5.8 
25.5 
34.5 
33.2 
62.4 
42.7 
Summit of highest hill beyond Big Spring on State | 
line road j 
Highest point on Survey out State line road, across to t 
Union Avenue, and through Union Avenue to Bonn- l 
dary Avenue j 
Bickford Street and Randolph Road 
184.2 
139.1 
142.0 
135.2 
32.4 
12.7 
9.8 
16.6 
13.4 
7.7 
35.8 
80.9 
78.0 
84.8 
81.6 
75.9 
54.8 
53.0 
45.3 
17.1 
9?. 9 
Randolph Road and New Raleigh Road 
Ridge line at crossing of Old Raleigh Road... 
Ridge line at crossing of M. & O. iTailroad 
Ridge line at crossing of Brinkley’s Avenue 
Ridge line at crossing of Bass Avenue 
Ridge line at crossing of Madison Street, extended 
Ridge line at crossing of Union Avenue 
Ridge line at crossing of Bayou Quimby line 
Ridge line at crossing of Pigeon Roost Road .. 
138.4 
144.1 
165.2 
167.0 
174.7 
202.9 
196.8; 
198.9 
•>n.o 7 
13.4 
15.2 
22.9 
51.1 
45.0 
47.1 
*3 O 
Ridge line at crossing of M. & C. R. R 
Ridge line at crossing of Hernando Road 
21.1 
14.3 
30.6 
27.7 
46.9 
48.4 
51.3 
53.7 
Ridge line at first crossing of Kerr Avenue 
189.4 37.6 
192.3 40.5 
173.1 21.3 
171.6 19.8 
168.7 16.9 
166.3 14.5 
Ridge line at second crossing of Kerr Avenue 
Ridge line at crossing of M. & T. R. R. 
Ridge line on entering Horn Lake Road 
Ridge line at Echivan Avenue 
Ridge line at west end of South Street  
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COST OF MEMPHIS SEWER SYSTEM, 1883.