THE 
PHILADELPHIA WATER SUPPLY. 
REPORT 
Oh THE 
Commission of 1878, 
SHOWING I HA T THE FAIRMOUNT WORKS REALIZE LESS THAN THIRTY 
PER CENT. OK THEIR PROPER EFFECT—AND EVEN THIS AFTER 
THE MACHINERY HAD BEEN PUT IN REPAIR FOR 
THE EXPERIMENTS OK THE COMMISSION. 
[PP. 94 AND I07.] 
EDITED BY JAMES HAWORTH. 
PHILADELPHIA, OCTOBER, 1880 
PUBLISHED BY THE AUTHOR 
1880. 
Sent Post-paid on receipt of 
PRICE, 50 CENTS THE 
Philadelphia Water Supply. 
REPORT 
OP THH 
Commission of 1878, 
SHOWINO THAT THE FAIRMOUNT WORKS REALIZE LESS THAN THIRTY 
PER CENT. OF THEIR PROPER EFFECT AND EVEN THIS AFTER 
THE MACHINERY HAD BEEN PUT IN REPAIR FOR 
THE EXPERIMENTS OF THE COMMISSION. 
[PP. 94 AND I07.] 
Edited ky James Haworth. 
PHILADELPHIA, OCTOBER, 1880. 
PHILADELPHIA: 
John P. Morphy, Railroad and Commercial Printing House, 
2 27 South Fifth Street. 
1880. ERRATA. 
Page 
Line from 
top bottom 
For 
Rend 
42 7 — Bryn Mawr Bryn Mawr Avenue. 
49 — 6 5,000,000 10,000,000 
63 18 —• formula 2. formula 4. 
65 — 10 Du. Dn. 
67 — 6 : lap flap 
75 5 — 25,000,000 30,000,000 
The column 1878, page 17, should be filled up with the following data: 
November 2.89 I 2.19 I 2.63 
December 4 87 ' 3.19 4.37 
Total 43.7 I 31.3 | 37.2 A NEW PLAN 
FOR THE 
Philadelphia Water Supply. 
As the offspring of the facts brought forth by the accompany- 
ing Report, the undersigned considers the following to be the 
most judicious mode of supplying Philadelphia with water: 
The City of Philadelphia can be furnished with 100,000,000 
gallons of pure water, every day in the year, by adding to the 
present volume of the Schuylkill an occasional supply from a 
large dam which could lx* constructed on the Perkiomen Creek. 
This supply, whenever required, could be run down its natural 
channel to the Flat Rock Dam, and from thence to a point nearly 
opjKwite Fairmount by a canal on the west side of the river. 
The combined head at this place of the two falls (Fairmount 
and Flat Rock) would be 36 feet, and the pumps would have 24 
feet less lift into the basins than at present from Fairmount Dam. 
This head would be so powerful that the little 7 feet turbine wheel, 
No. 1, now at Fairmount, would give a power of 1200 horse, and 
a daily pumpage (after deducting one-third for friction, etc.,) of 
10,000,000 gallons into the city basins. The present supply of 
Roxborough and Germantown from the Flat Rock Steam Works, 
which costs the City $00.00 per million gallons, could be de- 
rived f rom the Wissahickon, by water power, at $2.00 per million. 
The aggregate cost of coal for the steam pumpage of 1879 was 
$(>5,000, which would pay the interest on the entire plant of the 
plan here recommended, while, at the same time, this plan would 
obviate the expense of the very costly sewer from Flat Rock to 
tide-water, which would be indispensable under the present system. 
The cost of supplying water by the above plan, would only 
be about 50 cents per million gallons, as the works would re- 
quire but a small amount of machinery, and but few hands. 2 
At present there is over 191,000,000 gallons basin capacity, 
an<l yet it may he said that a little more than 100,000,000 gal- 
lons is ever stored. 
As will he seen, there is 90,000,000 gallons storage capacity 
never used, and this does not look as it the city was short of* 
basin room. 
When there is need of more storage capacity, there can he a 
natural basin built, on George’s Run that would hold from 
500,000,000 to 1,000,000,000 gallons at a cost not exceeding 
$30,000 
Being interested in the welfare of the citizens and taxpayers 
of Philadelphia, we believe it is our duty to hereby inform them 
of the deplorable corruptions that are being continually perpe- 
trated by the Water Department. 
Having kept a close eye on this department for many years, 
we have come to the conclusion that the Fairmount Water-Works 
have not been supplying more than one-sixth of the water that 
they could have done, any day, whether the river was high or 
low, for the following reasons: 
1. The pumps are only pumping one-third of the water that 
they register on account of their had condition. 
2. The turbine wheels are only run one-half of their proper 
speed, the department preferring to allow the water to run to 
waste over the Dam instead of through the wheels. 
3. The wheels are systematically run at high tide, and 
stopped at low tide; when at high tide they have only 108 horse- 
power, and at low tide 250 horse-power per each wheel. 
The above should be no secret, for any intelligent man can 
ascertain these facts, at any time, by going to the works with his 
eyes open. 
The Department have not at present any need of more basins, 
as those they have do not keep more than half full, on an aver- 
age, as will be seen by referring to pages Nos. 35, 3t> and 37 of 
the accompanying pamphlet. 
JAMES HAWORTH. PRHFACb. 
Oppressed with age and infirmity, the undersigned (through the accom- 
panying Report) takes final leave of a subject which has engaged his'attention 
for many years. 
The grave and long-continued errors, which have pervaded the adminis- 
tration of the Philadelphia Water Department, have made him feel it to he a 
duty to impart to the public the facts here sec forth. Amongst the reasons 
which most urgently induced him to assume the great expense and trouble 
attending this subject, may he mentioned the following:— 
1st. That the true condition of the Water-Works would scarcely be re- 
vealed by any Commission or investigation authorized by a political party ; for 
tlie reason, that the integrity of such a report would naturally be questioned. 
2d. That notwithstanding the expenditure of the City upon the Com- 
mission of Engineers of 1875, that Commission failed to bring to light the 
errors below detailed as urged and specified before them by the undersigned; 
and even reported (p. 23) that the Fairmount Works utilized sixty per cent, of 
their power, and ought to utilize eighty, whilst in point of fact, some of the 
wheels utilized hut from fourteen to twenty two per cent, and the others from 
twenty-two to twenty-eight per cent. only. 
3d. That for years an enormous volume of water has been observed to 
enter the Humes to the Fairmount wheels, whilst scarcely a perceptible current 
was visible where their pumps discharged into the basins, a fact ignored by the 
Commission of 1875. 
4th. That the Fairmount Water Works have pumped less water, since the 
introduction of the six largest pumps than before; their estimated capacity 
being 34,000,000 gallons; and their actual performance, less than 23,000,000 
per day. 
5th. That during the water famine of 1869, the water-level in the Fair- 
mount Dam was drawn down three feet below its breast; thereby cutting off 
a supply of water from the pumps, and also stopping the navigation. Damage* 4 
to the extent of a quarter of a million of dollars were thus entailed upon the 
City, together with the risk of a Chicago fire. 
6th. That during this water famine, the wheels were continually run at 
high tide and stopped at low tide, thus enormously diminishing their power and 
efficiency. 
7th. That the basins for long periods of time, were kept but half filled, 
and many citizens thus deprived of water ; and as a consequence, muddy water 
had to be used after every storm. 
8th. That neglecting to utilize the cheap water-power of the Schuylkill, 
expensive steam works were unnecessarily erected at Kensington, Frankford, 
Roxborougli, &c. 
9th. That for the ten years prior to 1874, the City not only received no 
revenue from the Water Department, but lost the sum of $400,000 over and 
above all its heavy appropriations during that period. 
The undersigned has long been of opinion (as is hereinafter demonstrated) 
that the water-power of the Schuylkill River (with the aid of proper impounding 
dams) can for nearly a century to come, furnish the entire supply of Phila- 
delphia, and at the same time endow its Treasury with an income of five hundred 
thousand dollars per annum. The pamphlet published early in this year (1878) 
entitled: “A discussion of the Economic Value and Engineering Misman- 
agement of the Fairmount Water-Works,” will give his views more in detail 
on these points. 
Under the existing system, the officials of the Water Department manifest 
no interest in the welfare of the City, nor does it appear in any way feasible to 
render their interests and those of the City identical, unless by consigning the 
Department to the control of a private company. Should the City thus be en- 
abled to realize an abundant, cheap and permanent water-supply, the most 
cherished hopes of the undersigned in this connection, will have been accom- 
plished. 
Philadelphia, December, 1878. 
JAMES HAWORTH. REPORT TO JAMES HAWORTH, ESQ., ON THE 
WATER-SUPPLY OF PHILADELPHIA. 
Sik:—The Commission appointed by you to investigate the 
Water-Supply of Philadelphia, has the honor to report that its 
labor is completed as far as the permission granted by the Water 
Committee of City Councils extended. 
The interrogatories given in your letter of July 22, 1878, as 
well as your application to the Water Committee tor permission 
to make experiments at Fairmount, did not include the steam 
water-works, which you afterwards desired to be investigated ; 
and which, although commenced, was not completed, because the 
Chief Engineer of the Water Department did not consider him- 
self authorized to allow it, as will be seen in the correspondence 
embodied in this Report. 
This is to be regretted, because the investigation of the water- 
supply cannot be rendered complete without that of the steam 
works. 
The water in the Schuylkill river has been very low during 
this whole summer, (1878,) which has occasioned delay in finish- 
ing the Report, as opportunity for experiment could be secured 
only from time to time according to the state of the river, when 
the works at Fairmount could be placed at the disposal of your 
Commission. 
The General Superintendent of the works, Mr. Robert 
McFadden, as well as the Engineers, Messrs. Joseph Moyer and 
A. C. Bonsall, are entitled to the thanks of your Commission for 
their unvarying kindness and courtesy in giving every facility 
for the accomplishment of its task. 6 
The Chief Engineer, Dr. MeFadden, was requested to appoint 
an Assistant Engineer of the Water Department to join your 
Commission and witness the experiments, which was declined, 
and no one connected with the water-works appeared to take the 
slightest interest in the same. Your questions are printed in 
black italic, and the Commission’s answers in Roman letters. 
In the organization of your Commission, it was solemnly 
agreed, according to your request, that no policy or etiquette 
should impair the integrity of its Report, whatsoever interest 
it might affect. 
In order to avoid confusion, it was further agreed, that 
in case of difference of opinion, each member of the Commission 
could append bis individual ideas signed by himself. The few 
differences that have arisen, however, have finally been harmo- 
niously reconciled, the result of which is, that the Commissioners 
have the pleasure and honor of submitting to yon herewith 
their unanimous Report. 
JOHN W. NYSTROM, 
W. BARNET LE VAN, 
WILLIAM I)EN NT SON, 
Commission. 
To James Haworth, Ek^., 
Philadelphia, Dec. 30, 1878. INDEX. 
A 
Agreement between the City and 
the Schuylkill Canal Co 47 
Aqueduct Pipe Bridge over Wissa- 
hickon 126 
B 
Bail drinking WHter in Kensing- 
ton : 51 
Belmont water works 110 
Berkinbine—Ana of Schuylkill 
watershed 10 
Berkinbine—Franklin Institute.. SO 
C 
Canal, Schuylkill 9, 22, 31, 45, 85 
Capacity of the water works...121, 123 
Chestnut Hill water-works 116 
Comb, Water flowing over the ... 34 
Committee on water 68, 89, 129 
Combustion of coal 114 
Commission of Engineers of 1875. 
Id, 22, 26, 43, 45, 52 
Construction of turbines Nos. 3, 4 
and 5 102 
Consumption of water in Phila- 
delphia. 121, 124 
Cost of Fairmount water-works 46 
Cost of water pumping, Increase 
of 83 
Cost of water and steam-power, 
48, 49, 76, 79, 83 
Correspondence with Water De- 
partment 87, 119 
Cramp’s 20,000,000 gallon engine 
115, 132 
D 
Delaware water works 118 
Duplex Automatic Adjustable tur- 
bine 68 
Duty experiments at Fairmount, 93, 99 
“ " Belmont 110 
Duty and Horse-power 101 
E 
Effect of Water-power.../. 30 
Experiments on duty at Fair- 
mount 93, 99 
Experiments on duty at Belmont 110 
“ leakage of pumps, 104-110 
F 
Fairmount dam, Water flowing 
over 35, 39 i 
Fairmount dam, Cost of 46 
“ drawn down 54 
“ Hydraulics of, 37, 40 
“ Water-works, 
31, 47, 86, 109 
Flowing water over comb 34 
Flash board at Fairmount 11, 12 
Flat Rock dam 31, 41 
Flow of the Schuylkill 12, 15 
Chief En- 
gineer Water Department 23,50 
Francis, Jos. B., Weir formula, 
22. 36, 53 
Frankford Water-Works 119 
(4 
Gallons to pump one into reser- 
voir 30, 96, 99 
Gates for turbines 127 
Georges Run Reservoir 42 
Geyelin’s Turbine 68, 103 
Graetf, Frederick 75 
II 
Haworth’s observations— Run- 
ing wheels at high tide 57, 60 
“ Commission of 1875 52, 54 
“ Interrogations on Thornton’s 
Proposition 131 
Remarks 126, 128 
Head of fall at Fairmount 25, 29 
Hydrography of Schuylkill Water- 
shed 19, 21 
Hydrography of Wissahiekon 
Water-Shed 124 8 
I 
Impounding Dams 43, 44 
Indifference of Commission of 
1875 52 
J 
Jonval (Geyelin) turbine 91 
K 
Kensington, bad drinking water .. 51 
Kensington or Delaware Water- 
Works 118 
L 
Log for measuring water 90 
Low water in the Schuylkill 74 
M 
Manayunk Mills 31 
“ Water-Works 41 
Maximum, average and mini- 
mum flow of the Schuyikill 10 
McAlpine, percentage of rain- 
fall 11 
McFadden, Dr. W. II., Chief En- 
gineer Water Department, 15, 23 
49, 68, 74, 84, 87, 118, 120, 129 
Minimum flow of the Schuylkill, 21 
Mount Airy Water-Supply 130 
P 
Packings of pump-pistons 128 
Perkiomen Impounding Dam .. 43, 45 
Permission of Water Committee .. 
90, 119 
Piston-rods for horizontal pumps, 128 
Pipe-Bridge (Aqueduct) over Wis- 
sahickon 126 
Power lost by running turbines 
at improper speeds 66 
Pumps and turbines, Proportions 
of 61 
R 
Rainfall, Schuylkill Basin 9, 12 
“ Philadelphia & Read- 
ing, 14,16, 55 
“ England 13 
“ Wissahickon basin 126 
" Monthly percentage . 11, 13 
Rainfall, Greatest monthly 18 
“ per square mile 18 
“ available at Fairmount, 19 
Recommendations for improving 
Fairmount Water-Works 134 
Revolutions of turbine, Proper.. 65, 99 
Reservoirs, Water low in 57 
Roxborougli Water-Works 116 
S 
Schuylkill Water-Shed 10 
“ Water-works 115 
Signal Service, United States, 9, 14, 46 
Small pumpage at Fairmount... 82 
Smith, James F., Chief Engineer 
Schuylkill Canal, 9, 22, 31, 45, 85 
T 
Thornton’s, Joseph D., proposition, 129 
Tide, influence of 24, 29 
Transferring the Water Depart- 
ment to a Company 127, 133 
Turbines stopping and water run- 
ning through 72 
V 
Velocity of turbines, Proper 65, 99 
W 
Water Committee of Councils, 68,89,129 
Water Department correspond- 
ence 87, 119 
Water Department transferred to 
a Company 127, 133 
Water-Works, Fairmount 86, 109 
“ Belmont 110 
“ Chestnut Mill 1J6 
“ “ Delaware 118 
“ l'rankford 119 
“ Roxborougli 116 
Schuylkill 115 
Water famine feared 84 
Water-pressure engines 71, 135 
Wheels run at high, stopped at 
low tide 57, 60 
Wissahickon Pipe-Bridge 126 
Wissahickon Water-power 124 
Wier measurement of water.22, 35, 53 
Worthington Duplex pumps.110, 117 REPORT 
—ON TUE— 
WATER-SUPPLY •» PHILADELPHIA 
RAINFALL AND (QUANTITY OF WATER IN THE 
SCHUYLKILL BASIN. 
$1. “What is the average, maximum and minimum daily 
/low of the Schuylkill Hirer at Fair mount, in gallons, 
deduced from the area of its watershed and from 
the annual rainfall ?” 
It is difficult to give precision to this interrogatory, on account 
of insufficient records of rainfall in the Schuylkill basin. 
The United States Signal Service has only three stations in 
Pennsylvania, namely, at Philadelphia, Pittsburg and Erie; 
neither of which is in the Schuylkill basin. 
Mr. James F. Smith, Chief Engineer of the Schuylkill canal, 
has kindly furnished your Commission with some data of rain- 
fall at Reading, Pa., from observations made by Dr. J. Heyl 
Raser, extending from July, 1869, to December, 1874 ; and 
others by Henry T. Kendall, City Engineer, from August, 1877, 
to the present time; which data are embodied in the table of 
rainfall below. 
In his Report on the Schuylkill canal, to the P. & R. R. R. 
Co., dated December 16, 1874, page 87, Mr. Smith says: “The 10 
“area of the valley embraces about 1800 square miles, which, at 
“ 42 inches of rainfall annually, and utilization of 18 inches, which 
“ is not excessive, will afford 75,271,680,000 cubic feet, equal 
“to 563,032,166,400 gallons per year, passing into tide-water at 
“Fairmount.” This would be on an average 1,541,140,200 
gallons per 24 hours, or 42.7 per cent, of the rainfall. 
Mr. Henry P. M. Berkinbine, ex-chief of the Water De- 
partment, in his paper read before the Franklin Institute, 
February 20, 1878, says: “The drainage area of the Schuylkill 
above Fairmount dam is as follows: 
Schuylkill County 324 square miles 
Berks “ 841 “ “ 
Lebanon “ 43 “ “ 
Lehigh “ 73 “ “ 
Montgomery “ 376 “ “ 
Bucks “ < 82 “ “ 
Chester “ 162 “ “ 
Philadelphia “ 22 “ “ 
Total 1943 “ “ 
Mr. Berkinbine assumes 50 per cent, of the rainfall to be avail- 
able at Fairmount, and estimates the average flow of the 
Schuylkill thus, 
Minimum daily average 200,000,000 gallons 
Mean daily average 650,000,000 “ 
Maximum daily average 1,665,000,000 “ 
The percentage of rainfall available at Fairmount is not con- 
stant but differs with the seasons of the year. In summer, 
more water is absorbed by vegetation and evaporation than in 
winter, which causes the scarcity of water in the summer months, 
notwithstanding that the average rainfall is then greatest. 
In the Report of the Commission of Engineers of 1875, page 11 
132, Mr. Wm. J. McAlpine estimates the percentage pf rainfall 
available in each month of the year, as follows: 
January, 90 
February, 80 
March, 70 
April, 60 
May, 50 
June, 40 
July, 30 
August, 20 
September, 40 
October, 60 
November, 80 
December, 90 
The average percentage for the year will accordingly be 59.2 
per cent. 
The quantity of water absorbed by vegetation and evaporation 
is probably nearly constant, for the respective months and sea- 
sons of the year, and is not a certain percentage of the rainfall. 
A very light rainfall in the summer may be all absorbed, whilst 
an exceedingly small portion of a heavy one would be taken up. 
Your ('ommission is therefore inclined to believe, that it would 
be more correct to allow a certain number of inches of rainfall 
in each month of the year, for vegetation and evaporation, and 
the balance counted upon to be due at Fairmount. The ques- 
tion, then will further arise, how much is actually absorbed each 
month. This question cannot be satisfactorily answered, from 
the data in possession of your Commission; as even the records 
of the water in the Fairmount Dam, made by the Water De- 
partment, are very incomplete and even unreliable. 
The flash-board at the Fairmount Dam is, generally, partially 
broken in the winter, by floating ice, &c., and no records are 
kept of the time or extent of this damage. 
In the spring, generally in the month of May, when the water 
is sufficiently low for workmen to pass on the crib, the flash- 
board is replaced; but no account of that time appears in the 
W. D. Reports, and the Chief Engineer says, that no such re- 
cords exist. This flash-board arrangement is but a specimen of 
make-shift engineering, and should be replaced by elevating the 
Comb of the Dam permanently to the same, or what would be 
better, to a greater height, and by providing a special outlet for 
flood-water. 12 
The flash-board can be counted upon to be in position five 
months in the year, namely ; in June, July, August, September, 
and October, for which time the daily average quantity of water 
passing into tide-water at Fairmount, is calculated for seven 
years, and is contained in the accompanying Table I, which also 
contains the total yearly rainfall, and the parts thereof available 
at Fairmount, as also the portion absorbed by vegetation and 
evaporation. 
TABLE I. 
Proportion of Pumpage, Waterflow and Rainfall 
f—» 1 * i»-l 1—1 |—1 _ 1—1 Hi 
ODQCOOQOCOGCOOK 
M M -J CJ O O b 
MLOhOcOOC-vI” 
CO CO M 00 M M to 
OOpiOi OS LOp> 
~co cc'co'Vt'o'b.-, V, ® 
GC H-1 05 00 Oj 1*0 
g 
05 O M CO to CO ffl 
■d Cl C5 o O O 00 
Water nominal- 
ly pumped per 
day by all the 
Schuylkill works 
Average. 
J— J-1 to J-1 J-* JO to 
•^)Ci-1OiCiCiit-- 
to 05 Cl to CO m 
G> os os to oo i—1 £ 
'aoT-i'Vr'o'ao'o'bo 2 
GoCCCnOOOOo 
?rP®PPPS 
05 0100000 
CO o o © o o © 
C5 o o o o o o 
Average daily flow 
through Schuylkill 
at Fairmount. 
INCIIKS 
61.19 
51.40 
48.86 
44.10 
47.82 
51.12 
58.28 
Schuylkill 
K 
Watershed H 
S* 
Available 5^ 
at Fairmount 
M M to 1- M lO to 
CC O W 05 p 05 5 
05 if* 05 O' C5 c ' 
oooototoootooo^ 
® M CO <t tC CO Oi 'x 
’-*7 J £n *-» 05 t o -/ 
Absorbed by lb 
Vegetation.Ac. 
OO 00 00 00 Cn 4- 
[<J 0o O -I 4a- OO 
bobbiHiffiffi 
— 
Percentage 
at Fairmount 
a-* 4a. W< 05 to CO CO S 
*4a. 05 !-> bo bl L» 05 5 
© 0*0 4a i—1 CO CO © ' 
Yearly mean 
temperature. 
This table was made up to the year 1877 inclusive, but after- 
wards it was considered that the data in the W. D. Report, since 
1873, were so unreliable as to render it advisable to reject 
them from Table I. 
The percentage available does not agree with the data of Mr. 
Me Alpine, whose average, for the five months from June to 
October, is 34 per cent., whilst our table gives an average of 
50.8 per cent. Your Commission therefore prefer to rearrange 
the monthly percentage of available rainfall, so as to make it 
conform with the calculation for Fairmount, namely as follows: 13 
January, 90 
February, 87 
March, 79 
April, 66 
May, 52 
June, 40 
July, 32 
August, 30 
September, 35 
October, 52 
November, 72 
December, 85 
The average for the year, of these percentages of rainfall 
available at Fairmount, will be 60 per cent., which agrees 
nearly with the sum total. 
It must evidently differ with the nature of* the ground and 
temperature of the air, and can, therefore, not be constant for 
every water-shed. Naked Mountains and clay absorb less water 
than soil covered with vegetation. 
The soil, vegetation and atmosphere are not the only agents 
of absorption, but a considerable portion of the rainfall pereo- 
lates the ground, forming subterranean currents, which are 
found in mines and artesian wells, 
file following table shows how much of the rain is realized 
in different localities in England. 
Ashton, 40 inches, .‘38.4 per cent. 
Belfast, .‘32 “ 52.2 utilized. 
Bolton, 50 “ 61.9 
Dublin, 45 “ 50.0 “ 
Glasgow, 60 “ 40.2 “ 
Greenock, 60 “ 60.2 “ 
Huddersfields, 33 “ 53.7 “ 
Liverpool, ' 55J “ 43.6 “ 
Macclesfield, 40 “ 52.6 “ 
Manchester, 37 “ 61.7 “ 
Oldham, 35 “ 41.5 “ 
Paisley, 564 “ 54.8 “ 
Average, 45A inches, 50.9 per cent. 
It is, however, to be remarked, that all the water was not 
measured or collected, in some of these basins. 14 
RAIN FALL. 
Table II contains the rainfall as observed at the Pennsylvania 
Hospital, and at the U. S. Signal Service Station in Philadelphia, 
and also by Raser and Kendall, at Reading. 
It will be observed that the Reports of the Penn. Hospital and 
Signal Service differ considerably, although the distance between 
the two rain-gauges in Philadelphia is only about 3000 feet. 
The greatest difference appears in 1877, when they were respec- 
tively 45.3 and 37.3, or 8 inches for the year. It will also be 
noticed that the rainfall in Philadelphia is not a relevant measure 
of that in the Schuylkill basin; which is particularly the case 
in the two months of July aud August, this year, L 878, namely: 
Philadelphia. Read inc/. 
July, - 5.31 inches. 1.63 inches. 
August, - 4.83 “ 1.84 “ 
Total, 10.14 “ 3.47 “ 
The rain in Philadelphia was nearly 3 times as •much as in 
Reading, whilst the averages in 10 years is nearly the same, 
namely, 46.8 and 47.6 inches, vide Table II. The U. S. Signal 
Service give only 4/3.1 inches for the same time. 
It may be considered doubtful if a rain-gauge is a correct 
measure of the average rain around any extended locality, for, 
as an illustration, we have often very heavy rain at Chestnut 
Hill, whilst not a drop falls in the centre of Philadelphia. 
It can readily be observed that when a heavy shower falls 
between a clear sky and the observer, the rain is divided into 
streams or columns, the system of which passes over a narrow 
strip on the ground ; now, if a rain-gauge should happen to be 
thereunder, it would indicate a very heavy rain for that locality, 
but, if the gauge were a few hundred feet from the rain strip, 
it would indicate, perhaps, no rain. 15 
On account of local showers, it is probable that more rain falls 
than is generally indicated by the rain-gauge; and it will be 
noticed in the table that the rain was— 
11.2 inches in July, 1872, 
12.3 “ “ August, 1873, 
whilst around those figures the rain is very small; whence, it 
may he assumed, that heavy showers happened to strike the 
gauge in these two eases, and thus increased the monthly average 
and yearly total. 
Table II gives the monthly average for each gauge in 10 
years; and also the monthly average of the three gauges in the 
same time. Their yearly average for 10 years is 46.5 inches. 
The ('hief Engineer of the* W ater Department, Dr. McFadden, 
from the Reports of the Pcnna. Hospital, assumes the average 
annual rain in Philadelphia to be 45 inches, and 3 per cent, 
more for every 100 feet elevation of the interior; that is, for an 
elevation of 500 feet the rainfall should be 45 (1 -f- 0.15) — 51.75 
inches. 16 
Months 
Philadelphia. 
09 
bC 
c3 
3 
Philadelphia. 
qbJ 
Reading. Q 
* 
Penna. Hospital. E 
KJ 
L871 
elphia 
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1872 
Philadelphia 
© 
© £ 
CO tub 
! g ■ 53 
S 5) ! ® 
ft- co W 
1873 
Philadelphia 
73 ' 
© 
1 fc 
Ph © hr 
co 2r 
c3 —• *3 
c : 2 
S a c« 
£ J .£p (S 
Ch CO w 
Philat 
73 
’a, 
o 
c3 
a 
a> 
cu 
187< 
elphia 
© 
*5 
*- 
© 
CO 
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bp 
CO 
it* 
Reading. 
January 
4.28 
4.07 3.97 
3.46 2.57 2.79 
1.27 0.95 1.96 
6.05 5.84 4.03 
4.22 
5.58 3.19 
February 
4.76 
— 
2.53 5.88 
3.09 3.12 5.83 
1.18 1.12 1.29 
5.61 4.75 5.23 
2.82 
2.464.56 
March 
5.30 
— 
4.06 4.61 
5.81 
5.81 6.25 
3.78 3.67 2.86 
2.24 2.04 2.29 
1.59 
2.164.00 
April 
2.12 
— 
5.60 6.46 
1.831.83 1.93 
2.50 2.60 3.66 
4.19 3.51 5.12 
7.51 
9.76 4.29 
May 
4.23 
— 
6.28 3.91 
3.38 3.38 4.10 
2.81 2.15 2.86 
4.78 5.83 5.58 
2.70 
2.75 4.11 
June 
5.59 
— 
2.89 5.69 
3.77 3.77 6.24 
4.22 4.29 3.45 
0.89 0.90 0.61 
2.66 
3.02 4.19 
July 
2.88 
2.20 
3.95 3.74 
6.81 6.81 5.13 
11.2 9.20 4.43 
5.55 5.00 8.32 
2.7612.25 3.96 
August 
1.28 
1.02 
5.11 
5.58 
5.97 
5.92 5.12 
8.32 7.81 6.30 
12.311.5 7.05 
6.53 5.65 5.14 
September 
3.25 
4.83 
1.71 
2.38 
1.77 1.77 2.34 
3.82 3.66 4.00 
4.043.586.65 
3.99 6.01 4.04 
October 
6.32 
9.49 
3.89 
3.00 
4.86 4.86 1.62 
5.36 5.20 3.07 
5.89 5.20 7.00 
1.65 2.81 4.84 
November 
3.72 
1.82 
2.10 
2.90 
4.29 4.09 3.94 
3.38 3.40 4.05 
5.00 5.10 5.09 
2.23 2.32 3.56 
December 
5.12 
5.44 
1.89 
2.39 
2.26 1.57 9.08 
3.66 2.74 3.31 
1.76 1.38 1.52 
2.25 2.18 2.73 
Total 
48.8 
24.8 
44.1 
50.5 
47.3 44.3 46.3 
51.1 47.841.2 
58.3 54.6 58.5 
40.9 46.3 48.6 
TABLE II. 
Inches of Rainfall in Philadelphia and Reading, Pa. 17 
Months. 
1K7<1 
Philadelphia 
*3 
*5 © 
M U 
s £ 
= g 
g a 
- 7 
be 
3 
2 
1S7<> 
Philadelphia 
73 
.ti ® 
Su © 
* ’> 
■ 1 
s *3 
£ | 
00 
i* 
■1 
1S77 
Philadelphia 
_• 
*5. © 
5 1 ~ 
~ 3 
OS — 
Z. 55 
c 5* 
© .5? 
cn 
bC 
1 
1 
Philai 
g 
ftn 
Signal Service. "H. 
S' St 
bC 
'D 
AVERAGE. 
Philadelphia 
2 
“ 4 Sf 
S , 1 s 
o 5 2 
ft* 3 
Total Average. 
January 
2.36 2.83 
2.02 1.52 
2.89 2.62 
4.67 
3.94 
5.01 
3.53 3.17 3.49 
3.39 
February 
3.28 3.20 
—_ 
3.68 5.03 
— 
1.55 0.84 
— 
2.17 
1.64 2.43 
3.07 2.77 4.20 
3.35 
March 
3.93 3.03 
— 
5.60 6.71 
— 
6.103.40 
— 
3.64 
2.89 3.44 
4.11 3.71 3.91 
3.91 
April 
1.36 2.80 
— 
2.002.16 
— 
2.96 2.66 
— 
2.54 
2.55 
2.75 
3.26 3.48 4.03 
3.59 
May 
1.57 1.36 
— 
5.19 4.45 
— 
1.22 1.10 
— 
4.33 
3.29 
3.48 
3.65 3.04 4.01 
3.57 
June 
2.26 4.13 
— 
2.21 2.29 
— 
5.56 5.22 
— 
4.75 
3.662.73 
3.48 3.41 3.78 
3.56 
July 
4.17 3.63 
— 
6.22 6.71 
— 
6.20 5.53 
— 
5.31 4.35 1.63 
5.50 5.31 4.20 
5.00 
August 
6.58 6.42 
— 
1.21 0.98 
— 
1.03 0.66 
2.15 
4.83:3.83 1.84 
5.32 5.55 4.28 
5.05 
September 
3.03 
2.53 
— 
7.78 8.77 
— 
3.88 2.74 
4.34 
1.42 
0.96 
3.18 
3.70 4.15 4.08 
3.97 
October 
1.83 
1.42 
— 
1.21 1.06 
— 
6.96 6.52 
7.16 
2.30 
2.04 
3.71 
3.88 3.87 5.17 
4.31 
November 
5.54 
5.40 
— 
9.03 7.31 
— 
6.51 5.14 
5.77 
— 
— 
— 
4.64 4.68 3.88 
4.40 
December 
2.92 
3.37 
— 
3.17 1.40 
— 
1.36 0.83 1.46 
— 
— 
— 
2.71 
1.93 2.55 
2.39 
Total 
41.8 
40.2 
49.3 47.4 
45.3 37.3 
20.9 
46.8 45.1 47.6 
46.5 
Inches of Rainfall in Philadelphia and Reading, Pa. 
TABLE LL 18 
Professor Selden J. Coffin has observed the rainfall for five 
years, 1856 to 61, at Easton, Pa., which gave an average of 
45.56 inches. At Nazareth, 7 miles N. W. of Easton, twenty- 
eight months’ observation, gave 45.32 inches, annual average. 
At Gettysburg, Pa., 17 years’ observations, 1839 to 55, gave an 
average of 38.78 inches. 
The greatest monthly rainfalls known in the United States, 
are as follows: 
Location. 
Year. 
Month. 
Inches. 
Charleston, S. C. 
1841 
August 
16.9 
Port Columbus, N. Y. 
1843 
August 
15.26 
Key West, Florida, 
1853 
June 
18.53 
Philadelphia, Pa. 
1867 
August 
15.82 
The average annual rainfall in Philadelphia has been grad- 
ually increasing from its minimum in 1819 of 23 inches, to its 
maximum 61.19 inches in 1867, and is now decreasing again. 
RAINFALL PER SQUARE MILE. 
One mile = 5280 feet, and one square mile = 52802 = 
27,878,400 square feet X 144 = 4,014,489,600 square inches, 
which divided by 231 cubic inches, the contents of a gallon, 
gives 17,378,742.85 gallons per square mile, per inch of rainfall. 
Mr. Henry P. M. Berkinbine, reports the Schuylkill water-shed, 
by actual measurement, to be 1942 square miles, which multiplied 
by 17,378,742.85, gives 33,749,518,628 gallons per inch of rain- 
fall in the Schuylkill basin. 
Assuming the average annual rainfall to be 46.5 inches, the 
total yearly quantity will be 
33,749,518,628 X 46.5 = 1,569,352,616,224 gallons, 
which divided by 365.25 days gives an average of 4,296,653,29$ 
gallons per 24 hours. 19 
WATER AVAILABLE AT FAIRMOUNT FROM THE 
RAIN IN THE SCHUYLKILL BASIN. 
The average available percentage of the total rainfall in the 
Schuylkill basin may be assumed to be, at Fairmount, 60 per 
cent, in years of uniform weather, unmarked by floods or 
droughts; 60 per cent, of 4(5.5 gives 27.0, say 28, inches avail- 
able at Fairmount. 
The total quantity of water due at Fairmount will then be 
33,749,518,628 X 28 =. - 944,986,521,584 gallons per year, or 
an average of 2,600,000,000 gallons per 24 hours. With the aid 
of impounding dams and adequate machinery at Fairmount and 
Flat Rock, for utilizing the power of all this water, it would pump 
173,000,000 -f 300,000,000 =- 473,000,000 gallons, 100 feet 
high, per 24 hours. 
The minimum daily How in a dry season, like that in the 
year 1869, may be reduced to only 15 per cent, of the average 
or to 390,000,000 gallons. 
Tit find the percentage of the rainfall in the Schuylkill 
Basin ara'Uable at Fairmount. 
G -- monthly average gallons of water passing through at 
Fairmount per 24 hours. 
r = inches of rain in the same month G is estimated. 
*lo — percentage of rainfall available at Fairmount. 
G 
Percentage, % = 11088)110 r’ . 1 
Gallons, G = % X 11,088,110 r, 2 
* G 
Monthly ruin, r % x n 088|lu,' 20 
Q = total number of gallons passed through at Fairmount in 
1 year. 
R = total inches of rainfall in the same year. 
Percentage, % = 337^95;^' 4 
Gallons, G = c/c x 337,495,186 R, 5 
G 
Yearly rainfall, It = 33; x « 
The following Table III, shows the average hydrography of 
the Schuylkill water-shed, supposing that the monthly rainfall 
is as in the table, and no flood or drought interferes. It is not 
to be expected that such strict uniformity of weather will often 
occur, but the Table gives the maximum capability of the river 
at Fairmount, with the average flow of water. The percentages 
of available and absorbed water will not hold good when the 
monthly rainfall is irregular, as will be seen in Table IT, is 
often the case, because the absorption takes out its share first, 
and whatever is left, if any, works its way to the river by gravi- 
tation. No allowance has been made for the time occupied 
by the rain-water from its fall to the time it reaches Fairmount; 
your Commission has no reliable data for that allowance. 21 
Average Hydrography of the Schuylkill Basin. 
TABLE III. 
ST o • 2 < t c" ® 
2- 3 2 c X-; ; ’ « ’—2--§ 
op E- 5 E £. “ £ 
Months. 
«4 
_ ,. . hej 
vv 41 W. I “• 1 I V> vjl wC wv VV p 
XCOtCCOMCCCCSOatOO S- 
•-* 
Mean Temperature. 
±r &* 
F5 oc 
Oi —I 
JO CCCC4-'4--4-4-'4-4-'4^CCCv 
Cri 4- tv 0C •'l O* Cv O* -V- 
Yearly Rainfall. 
1 c; QC M O' W w W 4* C 35 M QC O v_ 
1 o O' to tv ci c tc c to r. c 'i c 
1 
Percentage. 
tc tC tv tC tv tv CC CC tv 
r1 CO H-* '—■ "-I 4- 4- Cn bo CO be ’>-> © 2- 
CC 10, tc Ci -1 ~l 4- O 4- 4- 4- Ci 4- 
v> 
cr 
Fairmount. JT ! 
GC >V “ fcO >V Cl “■ l C. O'. 4- Ci to j 
O Oi»OocnC3cCac4*MMO 1 
> 
[Percentage. s 
"1 
—* C C >~~l tv Cv tv tv '~~* C C C H“ 
b* CO be b -I CO iso — 4- be cn Co ° 
ct X4-C0C0C: r. a c. 4* 
Vegetation, Ac. j 
Gallons. 
3,270,000,000 
4,185,000,000 
4,350,000,000 
4,840,000,000 
4,900,000,000 
5,180,000,000 
5,120,<)()<),<)( )0 
5,230,000,000 
4,720, ()(>0,0< >0 
3,700,0< m ),( k )0 
3,375,000,000 
2,720,01 )0,000 
4,285,000,000 
Average pe 
Total in the 
Schuylkill Hnsin. 
1C l C l C J-C 1C jCC JIC CC tv 
C» CC 4— CC Ct C/4 Ct O C* •“-* 4— ct eo 
—* I ‘ 1C tC C» wl Cv J 4—■ w CC 4- 4-* 
tC CC 4— tC eC OC tC 00 4- w* CC 2,“ 
ir 24 hours. 
Due at Fairmount. 
MINIMUM FLOW OF THE SCHUYLKILL AT 
FAIRMOUNT. 
The minimum flow at the Fairmount Dam, may lie taken to 
l>e that in the months of August and September, 18G9, when the 
dam was drawn down 3 feet below the comb, by which naviga- 
tion on the Canal was stopped. 
The height to which the water is pumped, into the Corinthian 
Reservoir, is 115 feet; and 90 feet into that of the Fairmount; 
the average of which is about 100 feet when the water is low in 
the basins. 22 
The average height of fall when the dam was drawn down 
as above stated, was say 7 feet, and at the same time the wheels 
run at high tide, and stopped at low tide. The number of gal- 
lons required for pumping one into the reservoirs, must then 
have been 100: 7 — 14 gallons theoretically and at least 80 per 
cent, more, say 25 gallons. 
The minimum quantity of water pumped in August and Sep- 
tember, 18G9, was, according to W. D. Report, 16,447,000 gal- 
lons; average per 24 hours, say 16,000,000. From these data 
we have the minimum flow of the Schuylkill to be 400,000,000 
per 24 hours. 
Mr. Birkinbine has estimated the minimum flow of the 
Schuylkill to be 200,000,000 gallons per day. 
Mr. James F. Smith, Chief Engineer of the Schuylkill 
Canal, in his report to President Gowen of the P. & R. R. R* 
Co., says 245,000,000 gallons is the minimum flow. 
The Schuylkill Canal Company has several times measured 
the minimum flow at the lowest state of the river, namely : 
In August 1816, 500,000,000. 
1825, 440,000,000. 
Later, 400,000,000. 
The annual rainfall was gradually increasing during those 
years. 
These minimum flows were measured by the cross-section and 
velocity of the water, in a regular portion of the Canal above 
Manayunk, when the river was lowest, and are probably the 
most correct measurements on record. 
The minimum flow given by Mr. James F. Smith, was obtained 
by weir measurement at the different mills at Manayunk, and 
calculated by the Francis formula. 
The Francis formula is, no doubt, very correct for a constant 
head over the weir, but when the head fluctuates, it will not be 
correct to take the mean head h, but the mean of li j//i. 
The average of h\/h can be obtained only by an indicator 
diagram of h, or its equivalent, which Mr. Smith and the Com- 
mission of Engineers, 1875, did not use. 23 
Your Commission inclines to believe, that the minimum flow 
of the Schuylkill at Fairmount, within the last 62 years, has 
not been much less than 400,000,000 gallons per 24 hours. 
There would be no difficulty in determining correctly the mini- 
mum flow of the Schuylkill, if proper and reliable records were 
kept by the Water Department. 
FLOW OF THE RIVER SCHUYLKILL, BY THE 
CHIEF ENGINEER OF THE WATER 
DEPARTMENT. 
i 2. “ In Report for 1876, the Chief Engineer says on page 
8, that he has given a table of the daily flow of the Itiver 
Schuylkill and its volume. On what page is this table?9* 
Your Commission finds the statement referred to on page 8, 
but cannot find the mentioned table in the Report, and we are 
convinced that the Chief Engineer cannot give such a table, for 
the reason that the records kept for that purpose in the Water 
Department, are inadequate. A table is given on page 122, 
giving the height of water over the comb, and also that over 
and under the flash-board, but there is nothing said about the 
time and extent of breaking down of the flash-board ; other data 
bearing upon the same subject are also wanting. 
In the Water Department Report for 1874, a table is given of 
the height of water over the weir at Fairmount, for the years 
1867 to 187 1, which is called Average Monthly overflow at Fair- 
mount Dam. This table gives the average overflow for the 
months of August and September, 1869, at 3.11 and 5.93 inches 
whilst the fact is that not a drop of water flowed over the dam 
in those two months, but the average height of water was 3.11 and 
5.93 inches below the comb. 24 
INFLUENCE OF TIDE ON THE WATER-POWER 
AT FAIRMOUNT. 
$ 3. “ What is the relative effect of the Tides, Ebb and Flood, 
on the Water-Power at Fairmount ?” 
The ebb and flood of tide-water is caused by the difference of 
attractions on opposite sides of the earth’s surface of the sun and 
moon, the philosophy of which is not necessary to enter into here, 
except as far as regards its effect upon the water-power at Fair- 
mount, where the average difference of tide is 6 feet, maximum, 8, 
and minimum, 5 feet. The variation of difference of tide is caused 
by the relative positions of the sun and moon in reference to the 
earth. This variation is also affected by the direction of winds, 
which may increase or diminish the maximum and minimum. 
Although the sun’s attraction on the earth is 195 times 
greater than that of the moon, but his difference of attraction, on 
opposite sides of the earth, is only one-half of that of the moon, 
and as it is these differences which cause the tide, we must calcu- 
late its effect by the motion of the moon only. 
The moon passes the meridian at intervals of 24 hours, 48 
minutes and 50 seconds, in which time there are two ebbs and 
two floods, of 12 h. 24 m. and 25 s. each; that is, 6 h. 12 m. 
and 12.5 s. of ebb or flood between the times of each mean-tide. 
The above are the average times; the actual times are rendered 
variable by the eccentricity of the moon’s orbit. 
The question before us bears directly upon the economy of 
running the wheels at Fairmount at high and low tides, in 
answer to which it is necessary to determine the average height 
of tide above and below the mean-tide. 
v — double the difference of angle generated by the rotation of 
the earth and moon, around the earth’s centre, omitting the 
earth’s rotation around the sun. 
t = time from that of mean-tide to the moment when the height 
or depth of water-surface, above or below mean-tide, is 
required. 25 
T = time between mean-tide and high or low water. Tand t,, 
can be expressed by any unit of time, as hours, minutes, or 
seconds. 
k = height or depth in feet of the water-surface, above or below 
mean-tide, at the time t. 
h = height or depth in feet of water-surface, above or below 
mean-tide, at high or low water. 
II = mean height of dam over mean-tide. 
IV = actual head of fall at the time t. 
Reference being had to the accompanying illustration, in 
which the letters correspond to these notations. 
90 t 
Moon s angle, v — —m * 1 
High, k — h sin.v, 2 
Height, IV — 11 -|- h sin.a, 3 
The average head of fall between mean-tides, at low water, 
will be 
Head, IV = 11 -f ji A, 4 
The average head of fall l>ctwcen mean-tides, at high water, 
will he 
Head, IV = 11— l h, 5 
In tlie application of these formulas to the operation at Fair- 
mount, we have given the height of the flash-board 12.4 feet 
above mean-tide, and suppose the water in the dam to be kept, 
on an average, 4.8 inches below the plank, as has been done this 
summer, 1878, we have 11 = 12 feet, the height of fall abQve 
mean-tide. 26 
Assuming the difference of tide at Fairmount to be 6 feet, we 
have h = 3 feet above and below mean-tide. 
The average head of fall between mean-tides at low water will 
then be formula 4. 
Head, H' — 12 -J- £ X 3 = 14 feet, 
The average head of fall between mean-tides at high water 
will be formula 5. 
Head, H' = 12 — £ X 3 = 10 feet. 
Now, we have the proportion of economy in running the 
wheels at high and low tides to be as 14 : 10, which is 40 per 
cent, in, favor of running the wheels at low tide. It is therefore 
evident that all the wheels should be running at low tide, and 
stopped at high tide, when it is necessary to economize the 
water-power; that is, when the supply of water is scarce. 
The head of fall at low tide is 15 feet, and at high tide 9 feet, 
15:9 = 1.66. The power for pumping at high tide is to that 
at low tide as 1 : 1.66, or 66 per cent, in favor of low tide; but 
this percentage is only momentary, and cannot be counted upon 
as an average. 
The Commission of Engineers, 1875, says (page 20 in their 
report): “The depth of 16 inches over the area of the Fair- 
mount dam, (480 acres,) becomes a storage reservoir, in which 
the water is retained, and permits the wheels to be stopped at 
and near high tide, when the power is least, and started at and 
near low tide, when the power is greatest. This is the proper 
manner of running the wheels at low stages of the water; by 
pursuing it, more water is pumped, than if the wheels are run 
constantly.” 
That Commission thus gives its opinion, that it is best to run 
the wheels at low tide and stop them at high tide, but gives no 
data or facts as to what is the value of the difference. 
This is the doctrine you, (Mr. James Haworth,) have been 
advocating for the last nine years—the fruit of which begins to 
ripen at Fairmount. 27 
The accompanying illustration represents the head of fall at 
Fairmount, at any time between mean-tides, during two convolu- 
tions of high and low tides, which occur in average periods of 
12 hours 24 minutes and 25 seconds each. 
This time, as represented by the illustration, is divided by 
ordinates into 4 equal parts, between mean-tide and high or low 
water, making 16 divisions for each convolution. 
The time T, from mean-tide to high or low water, is at 
Fairmount, on an average, as follows: 
From low tide to mean-tide, T = 2 h. 36 m. 
From mean-tide to high tide, T= 2 h. 36 m. 
From high to mean-tide, T = 3 h. 36 m. 
From mean-tide to low tide, T = 3 h. 36 m. 
When the tide is rising, T= 156 m. 
When the tide is setting, T = 216 m. 
The following illustration is constructed with ordinates, at 
intervals of 39 minutes, when the tide is rising, and 54 minutes 
when setting: 
Example. Required, the height of water above mean-tide at 
39 minutes after the time of mean-tide. 
90 X 39 
Formula 2. v = —= 22° 30' 
Formula 2. k = 3 X Bin.22° 30' = 1.148 feet, the height 
required. 
At 39 minutes after mean-tide, k = 1.148 feet. 
At 1 hour 18 minutes “ “ k = 2.121 “ 
At 1 “ 57 “ “ “ k =-- 2.771 “ 
At 2 “ 36 “ “ “ h = 3 feet. 28 
Surface of Fairmount Dam. 
It is readily perceived at the first glance at the above illus- 
tration, that the water-wheels ought to run only at low tide, and 
stop at high tide, when water is scarce in the river, the result of 
which will be 40 per cent, more water pumped into the 
reservoirs, with an equal amount of water passing through 
the wheels. 
The following Table IV, corresponding with the formulas 
and illustration, shows the height of tide and head of fall at each 
division or ordinate. The average head for high and low water 
is represented by the dotted lines in the illustration, which occur 
25 minutes before or after mean-tide, when the tide is rising, 
and 18 minutes before or after mean-tide, when the tide is setting. 29 
TABLE IV. 
Effect of Tide Water at Fairmount. 
1 
« 
c 
o 
Time of 
Tide*. 
Angle. 
Sine for 
Angle. 
Heights, 
k and A. 
Heights, 
J/and W 
Remarks. 
N 
h. 
771 
v° 
Sin.r. 
Feet. 
Feet. 
I 
0 
0 
0 
00 
0.000 
0.000 
12 
Mean-tide rising. 
1 
0 
39 
221 
.3827 
— 1.148 
10.85 
2 
1 
18 
45 
.7071 
— 2.121 
9.88 
Mean high tide. 
3 
1 
57 
071 
.9239 
2.772 
9.23 
1 
4 
2 
30 
90 
1.000 
— 3.000 
9.000 
High tide. 
5 
3 
30 
1121 
.9239 
— 2.772 
9.23 
6 
4 
24 
136 
.7071 
— 2.121 
9.88 
Mean high tide. 
7 
ft 
18 
1501 
.3827 
— 1.148 
10.85 
8 
0 
12 
180 
0.000 
0.000 
12.00 
Mean tide setting. 
9 
7 
0 
2021 
.3827 
+ 1.148 
13.15 
t 
10 
» 
0 
225 
.7071 
+ 2.121 
14.12 
Mean low tide. 
11 
8 
54 
2471 
.9239 
+ 2.772 
14.77 
1 2 
9 
48 
270 
1.000 
• 3.000 
15.00 
Low tide. 
13 
10 
27 
2921 
.9239 
+ 2.772 
14.77 
j 
14 
11 
0 
315 
.7071 
+ 2.121 
14.12 
Mean low tide. 
1ft 
11 
45 
337J 
.3827 
+ 1.148 
13.15 
10 
12 
24 
300 
0.000 
0.000 
12.00 
Mean-tide rising. 
17 
1 
3 
221 
.3827 
— 1.148 
10.85 
18 
1 
42 
45 
.7071 
— 2.121 
9.88 
Mean high tide. 
19 
2 
21 
571 
.9239 
— 2.772 
9.23 
20 
3 
0 
90 
1.000 
— 3.000 
9.00 
High tide. 
21 
3 
54 
112} 
.9239 
— 2.772 
9.23 
22 
4 
48 
135 
.7071 
— 2.121 
9.88 
Mean high tide. 
23 
5 
42 
1501 
.3827 
— 1.148 
10.85 
24 
0 
30 
180 
0.000 
0.000 
12.00 
Mean-tide setting. 
25 
7 
30 
2021 
.3827 + 1.148 
13.15 
20 
8 
24 
225 
.7071 
+ 2.121 
14.12 
Mean low tide. 
27 
9 
18 
247} 
.9239 
+ 2.772 
14.77 
28 
10 
12 
270 
1.000 
+ 3.000 
15.00 
Low tide. 
29 
10 
51 
2921 
.9239 + 2.772 
14.77 
30111 
30 
315 
.7071 
+ 2.121 
14.12 
Mean low tide. 
31 
12 
10 
3371 
.3827 
-f 1.148 
13.15 
32 12 
49 
300 
0.000 
I 0.000 
12.00 
Mean-tide rising. 30 
THEORETICAL AND PRACTICAL EFFECT OF 
PUMPING WATER. 
$4. “ Sow many gallons of water are required (both prac- 
tically and theoretically,) for pumping one gallon JOS 
feet high, both at Fairmount and Flat Hock Dams? ” 
Divide the height to which the water is to be raised by the 
height of the waterfall, and the product will be the number 
of gallons required to lift one gallon the given height theo- 
retically. 
For example: The average fall of the Fairmount dam is 12 
feet, which divided into the height, 105 feet, gives the theoretical 
amount of 8.75 gallons to pump one into the reservoir. 
The waterfall at Flat Rock is about 24 feet, which divided 
into 105, gives, theoretically, 4.44 gallons for pumping one gal- 
lon to the same height. 
The number of gallons practically required, depends upon 
the construction of the motor, which generally utilizes from 50 
to 80 per cent, of the natural effect. 
Assuming that 60 per cent, of the power is utilized, the prac- 
tical results will be 
. 105 
At Fainnonnt, , .vctti n — 14.6 gallons. 
1ZX u.b ° 
105 
At Flat Rock, = 7.3 gallons. 
This does not include leakage of .pump-pistons and valves, 
which further increases the number of gallons to an unlimited 
extent, depending upon the condition of the packing, <fco., (fee. 
Nor does it include the diameter and length of the main pipe and 
the angles through which it runs, which may double the amount; 31 
WATER-POWER AT FLAT ROOK AND FAIRMOUNT. 
$5. “IVhat is the water-power of the Schuylkill River at 
Flat, Rock and Fairmount Dams? What portions of 
that power are consumed by the Canal and Mills at 
Manayunk ? A ml how much of it is available for 
pumpaye at both places? 
*' Also, to what extent can that power be increased, when 
necessary in the dry season, by impounding darns?” 
The water-power of the Sehuylkill river varies with the seasons 
of the year, and the amount of rainfall. 
In the summer months, water rarely flows over the dams at 
Flat Rock and Fairmount, but the water-surfaces are generally 
several inches below the flash-boards, and all the power of the 
Schuylkill is consumed by the mills and canal at Manayunk, and 
by the water-works and canal at Fairmount. 
FA 1RMOUNT WATER-WORKS. 
The maximum pumping capacity of the present Fairmount 
water-works is 35,000,000 gallons i>cr 24 hours; which require, 
at least, 700,000,000 gallons for motive power, or 1500 horses. 
About one-half of this supply, or 17,500,000 gallons pumped by 
350,000,000 of 750 horse-power, may be relied upon at times 
of minimum flow of the river. Therefore, to accomplish the full 
operation of the Fairmount water-works in times of drought, 
350,000,000 gallons must be supplied per day, from impounding 
dams, for, say 60 days. Hence, 21,000,000,000 gallons will 
be the required capacity of impounding dams; and in like pro- 
portion fora longer or shorter time of drought. 
MANAYUNK MILLS. 
In the year 1874, Mr. James F. Smith measured the water 
consumed by each mill in Manayunk during the period of ex- 
treme low water, from the 2d to the 16th of September, when 
it was necessary to stop some mills part of each 24 hours, iu 
order to keep the water sufficiently high for navigation. 32 
It is also customary at Manayunk, when the river is very low, 
to use the water only by day, and let it collect by night; thereby 
there is no water supply to the Fairmount dam at night, except 
from the Wissahickon and other streams, or the leakages of the 
canal and Flat Rock dam. The flash-board on the Flat Rock 
dam is for the purpose of collecting water at night. 
The following is the consumption of the mills, as measured 
by Mr. Smith, in cubic feet, per 24 hours:— 
Cubic feet. 
No. 1. Dexter Mills, .... 624,720 
2. Economy Mills, . . . 537,000 
3. Schuylkill Mills, . . . 2,749,000 
4. Inquirer Paper Mills, . . 3,452,400 
5. Ripka Mills, .... 4,686,300 
6. Eagle Mills—not in operation. 
7. Areola Mills, . . . 1,397,220 
8. Wabash Mills, .... 294,000 
9. Brown Roofing Paper Mills, . 826,200 
10. Schofield Mills, . . . 756,000 
11. Mount Vernon Flour Mills, . 457,000 
12. Flat Rock Paper Mills, . . 6,167,340 
13. ’American Wood Pulp Works, . 4,972,500 
Total, .... 26,919,880 
Cancel for 18 lockages, . 875,460 
Lockage from Flat Rock and canal, 5,020,000 
Total minimum flow of the river, 32,815,340 
These quantities converted into gallons of 7.48 per cubic foot 
will be as follows :— 
For all the Mills in Manayunk, . . . 201,360,692 
For leakage in Canal, . . . 4,548,440 
Lockage, ..... 67,549,600 
Total gallons per 24 hours, . 265,448,732 33 
The only data attainable for finding the actual water-power of 
the Schuylkill at Fairmount, is by the amount of water pumped 
into the reservoir, and by the height of water flowing over the 
dam. 
Allowing 15 gallons of water for pumping one into the reser- 
voir, we obtain the volume of water passed through the works 
bv multiplying the pumpage by 15. 
Your Commission, however, had reason to believe that much 
more water passed through the works. 
The gauge is placed in the forebav, which level differs from 
that in the dam, depending upon the number of turbines running. 
The Chief Engineer of the Water Department informs your 
Commission that, “ The tables in the Reports are made from the 
average of three daily readings of the gauge in the forebay, with 
no corrections.” 
For the last three years tables are given for the average height 
of water flowing over the dam for every day of the year, which 
is an important improvement; but, unfortunately, the explanation 
accompanying these tables makes their correctness doubtful. 
In the table for 1875 the height of the dam is given above 
the new comb, and not by the gauge in the forebay. The new 
comb is 1) inches above the old comb; and the flash-board 11 
inches above the new, and 20 inches above the old comb. 
In the table for 1878, the height of the dam is given above 
the old comb, which is said to be 20 inches below the top of the 
flash-board. 
In the table for 1877, the height of the dam is given above 
the old comb, which is the same as the reading of the gauge in 
the forebav ; but it is stated that the flash-board is now 22 inches 
above the comb. 
The flash-board is the same height over the comb now as it 
has been for many years. 
The zero on the gauge in the forebay is on the level of the 
old comb. 
Your Commission has observed the difference of height be- 
tween the flash-board and zero of the gauge as follows: when the water stood 15i inches on the gauge it was 3| below the flash- 
board, making a difference of 19 inches; but the water-surface 
in the forebay is 1 inch lower than that of the dam, which makes 
the difference 20 inches and not 22, as stated in the Report for 
1877, but it is only 19 inches as read from the gauge. 
Table V7 is deduced from the Water Department Reports, and 
it will be observed that the flow over the Fairmount dam has 
been reduced in the Reports from 11.68 inches in 1870 to 2.82 
in 1877, whilst the rainfalls for these two years are nearly alike, 
or a little more for the year 1877. The fact is that there is no 
such reduction in the flow of the Schuylkill, but the records of 
the Water Department are evidently wrong. 
34 
TABLE V. 
Average Monthly and Yearly Height, in Inches, 
of Water Flowing Over tiie Flash-Board or 
Dam at Fairmount. 
1867 
1868 
1869 
1870 
1871 1872 
1873 
~ 1 
1874 1875 1876 
1^77 
Jan. 
— 
8.54 
17.50 
19.56 
6.37; 4.68 
6.72 
11.69 0.64 5.00 
3.40 
Feb. 
— 
4.46 
17.83 
17.16 
11,96 3.35 
2.08 
7.57 5.78j 9.10 
5,54 
March 
— 
18.00 
13.03 
15.60 
17.48: 6.19 
12.26 
9.32 4.26 11.90 
5.35 
April 
— 
13.53 
11.30 
18.80 
6.36 11.16 
14.95 
14.07 5.20 7.70 
0.23 
May 
11.5 
113.88 
9.62 
9.30 
9.291 5.32 
12.98 
9.91 0.00 0.43 
0.45 
June 
8.8 
11.23 
9.00 
10.80 
10.43 4 25 
0.56 
— 0.10 0.90 
1.60 
July 
7.0 
8.88 
4.55 
10.28 
9.97 3.92 
1.98 
4.67 0.10 0.16 
1.80 
Aug. 
18.8 
7.50 
—3.11 
9.85 
9.20 10.06 15.29 
2.52J 9.00 0.06 
0.40 
Sept. 
8.6 
13.42 
—5.93 
4.92 
13.59 11.75 
5.56 
— 0.13 4.00 
0.53 
Oct. 
12.1 
11.73 
19.00 
7.35 
I0.37i 9.96 14.39 
3.32: 0.45 1.10 
3.50 
Nov. 
10.5 
16.48 
14.60 
7.11 
14.83 16.66 
9.73 
1.26 4.53 5.70 
8.65 
Dec. 
8.7 
11.93 
19.68 
9.41 
7.19 4.42 
9.50 
9.01 6.55 1.26 
2.40 
Aver. 
10.7.5 
11.63 
10.58 11.68 
10.59 7.64 
8.83 
6.11 3.04 3.94 
2.82 
Rainfall 
61.19 
51.40 
48.8644.10 
47 32 51.12s58.28 40.91 41.84 49.32 
45.15 
Temper. 
59.60 
53.19 
52.59:50.81 
55.14,54 63 51.40 50.26 50.91 52.70|50.26 35 
Your Commission attempted to calculate from data in the 
W. D. Reports for 1875-70 and ’77, the percentage of the rain- 
fall in the Schuylkill basin available at Fairmount, which cal- 
culation gave, the discouraging result of only 18 per cent. The 
average flow over the Fairmount Dam, in 1877, is the smallest 
on record, but the pumpage is the largest on record, and very 
near up to the theoretical capacity of the works. 
WATER FLOWING OVER FAIRMOUNT DAM. 
The quantity of water flowing over the dam, is determined as 
follows: 
It height of water in feet over the weir. 
Jj = width of the weir in feet. 
r — mean velocity in feet per second of the water over the weir. 
Q — cubic feet of water passing over the weir per second. 
a area in square feet, of the cross-section of the water over 
the weir, measured under tlie level surface. 
From the law of gravity, we have the velocity of a falling body 
to be 
Velocity, V — 8 y h, 1 
The area of cross-sect ion, a = L h. 2 
Differential area, to =* L oh, 3 
Quantity of water, Q — a V} 4 
, Insert the formulas 1 and 3 for 1”and a in formula 4, and 
the differential quantity of water will be 
tQ = L bh 8 \'h = 8 L h"‘ oh, 5 
Quantity water, Q =J 8 L hH Ui 36 
This should be the quantity of water, in cubic feet, passing 
over the weir per second, if there was no contraction of the vein; 
but the overflow is contracted on at least two sides, namely : on 
the top and bottom, and it may also be contracted on the edges 
of the vein. The sinking of the upper surface over the weir, 
is caused by the lower strata having a greater velocity than the 
upper one, the result of which is, that the lower layer increases 
the velocity of the next upper one by cohesion, and there is not 
head enough at the upper part of the vein to supply water for 
the increased velocity. 
The coefficient of contraction lor an ordinary vein contracted 
on four sides is 0.G4, or ten per cent, on each side; but a vein 
flowing over a weir is contracted on only three sides, for which 
the coefficient is 0.72, and the surface over the weir sinks 0.17 
leaving the coefficient 0.72 — 0.17 == 0.55 for the overflow. 
Therefore, the true quantity of water, in cubic feet, flowing over 
the weir per second will be 
q 0.55 X*L hy/h, 7 
V “ 1.5 
Quantity of water, Q = 2.93 L h\/h, 8 
This formula applied to the weir at Fairmount Dam, should 
be transformed to gallons (of 231 cubic inches) flowing over the 
weir per 24 hours, and the height h converted into inches. 
L = 1112 feet, width of the weir at Fairmount. 
Conversion hy/h =12 j/12 = 41.5G92. 
Coeffi’t ----- 1112 X (5° x 60 X 24 X 1728 X 2.98 _ 50 657,779. 
231 X 41.5692 
This is the coefficient for It is a little smaller than 
that of Mr. Jos. B. Francis, of Lowell, Mass., who, by experi- 
ments, obtained 50,928,819, which is only one per cent. more. 
The coefficient derived from the formula of Box, which is pre- 
ferred by the Water Department, is 51,305,011, or for English 
gallons 23 per cent, greater. 37 
Your Commission has decided to use 50,000,000 as coefficient 
for the water flowing over the Fairmount Dam. 
G = gallons of water passing over the Fairmount Dam per 
24 hours. 
h = height in inches of dam over the flash-board. 
G = 50,000,000 hv h 9 
The formula for the water flowing over the old lock at the 
(•anal, is 
g = 600,000 hi/h, 10 
The value of h\/h is calculated in table VI for different 
heights, h in inches and tenths of an inch, which, multiplied 
by 50,000,000, gives the gallons of water flowing over Fairmount 
Dam per 24 hours. 
The tabular number multiplied by 2.93//, gives the cubic feet 
of water flowing over any weir of width L. 
Table VII shows the number of millions of gallons flowing 
over the Fairmount dam per 24 hours, at different heights of 
water, in inches over the weir. 
Example. Suppose the height h over the weir is 12.3 inches, 
for which the tabular number is 2157.2, which means 
2,157,200,000 gallons flowing over the dam per 24 hours. 
HYDRAULICS AT FAIRMOUNT. 
The hydraulics of the Fairmount Dam and Water Works, 
are represented in Table VIII, for the year 1877. A similar 
table had l>een calculated for each year from 1867, or for eleven 
years, but on account of uncertainty of the data in the W. D. 
Report, these tables are not considered sufficiently correct for this 
report, for which reason only one of them, accompanies it as a 
sample. 38 
The second column in table VI El, contains the average height 
in inches of water flowing over the dam, but not as given in the 
W. D. Report, but two inches has been added, and your Com- 
mission has even considered the propriety of adding 3 inches, 
allowing one inch difference of level of the dam and the 
forebay. 
The next column contains the average gallons of water flowng 
over the dam per 24 hours, calculated for the average of h\/h. 
It will be noticed, that the quantity of water does not corres- 
pond with that due to the height h table VII. For instance, 
in the months of August and September, the average height 
on the dam was one inch, which corresponds to 50,000,000 gal- 
lons, Table VII, but here is given 98,000,000 and 85,000,000 
This difference is obtained by the average of h-y/h. 
The column giving the total quantity of water passing 
through the Schuylkill at Fairmount includes: 
1. The water flowing over the dam. 
2. The water consumed for the pumpage, 20 gallons for 
each gallon pumped. 
3. All the water pumped into the reservoirs by all the 
Works, except the Delaware. 
4. The water consumed by lockage in the canal, averaging 
6,000,000 gallons per day for 9 months.. 
5. Leakage of the dam and flow over the old lock, 6,000,000 
gallons per day. With all this, only 65 per cent of the water 
flowing in the Schuylkill is accounted for; a great part of the 
remaining 35 per cent, no doubt flows through the water works, 
whilst the wheels are standing still, and the rest through the 
broken down flash-boards. 
The percentage of rainfall available at Fairmount, as given 
in the next to the last column, is not expected to be correct, but 
it only demonstrates the incompleteness of the records in the 
W. D. Reports. 
The horse-power column means the natural effect of the water- 
fall, and not that transmitted by the turbines. 39 
TABLE VI.—Value of h y/h for Weir Measurements. 
h 
0 
1 
2 
Tenths o 
3 
/ an inct 
4 
leiyht h. 
6 
7 
8 
9 
0 
0. 
0.03161 0.0894 
0.1643 
0.2530 
0.3536 
0.4647 
0.5858 0.7155 
0.8531 
1 
1. 
1.1537 
1.3145 
1.4830 
1.6565 
1.8371 
2.0238 
2.2164 
2.4149 
2.6189 
‘> 
2.8281 
3.0432 
3.2631 
3.4882 
3.7180 
3.9526 
4.1927 
4.4365 
4.6868 
4.9385 
3 
5.1901 
5.4581 
5.7243 
5.9917 
0 2992 
6.547!' 
6.8306 
7.1171 
7.4074 
7.7020 
4 
8.0000 
8.3018 8.6074 
8.9166 
9.2285 
9.5459 
9.8658 
10.189 
10.516 
10.846 
5 
11.180 
11.520 11.858 
12.196 
12.550 
12.8U7 
13.258 
13.610 
13.975 
14.331 
6 
14.697 
15.065 
15.437 
15.812 
16.192 
16.575 
18.966 
17.3 43 
17.734 
18.120 
7 
18.522 
18 934 
19.324 
19.724 
20.133 
20.540 
20.950 
21.367 
21.875 
22.210 
8 
22.624 
23.056 
23.488 
23.910 
24.350 
21.7 s 1 
25.222 
25.663 
26.156 
26.558 
9 
27.000 
27.455 
27.910 
28.361 
28.820 
29.282 
29.747 
30.211 
36.678 
31.151 
10 
31.623 
32.111 
32.570 
33.060 
33.538 
34.027 
34.513 
35.000 
35.495 
35.985 
U 
36.483 
36.985 
37.483 
37.999 
38.494 
39.000 
3!).500 
40.018 
40.548 
41.040 
12 
41.569 
42.090 
42.010 
43.145 
43.675 
1 1.192 
44.725 
45.255 
45.800 
46.333 
13 
46.872 
47.418 
47.958 
48.500 
49.055 
49.600 
49.934 
50.707 
51.266 
51.824 
14 
52.383 
52.944 
53.508 
54.075 
54.644 
55.219 
55.786 
56.368 
56.936 
57.514 
15 
68.064 
58.676 
59.262 
59.846 
60.439 
61.022 
61.614 
62.206 
62.803 
63.400 
116 
64.000 
64.600 
65.200 
65.809 
66.413 
67.024 
67.632 
68.245 
68.853 
69.473 
in 
70.092 
70.714 
71.333 
71.954 
72.584 
73.210 
73.835 
74.463 
75.095 
75.730 
i18 
76.367 
77.005 
77.643 
78.284 
78.930 
79.570 
80.216 
80.865 
81.514 
82.169 
119 
82.819 
83.472 
84.130 
84.789 
85.450 
86.110 
86.772 
87.440 
87.970 
88.771 
'20 
89.442 
90.114 
90.790 
91.463 
92.140 
92.819 
93.496 
94.180 
94.862 
95.548 
'21 
90.234 
96.922 
97.614 
98.303 
99.000 
99.690 
100.39 
101.09 
101.79 
102.49 
22 
103.19 
103.89 
104.60 
105 30 
106.00 
106.70 
107.41 
108.15 
108.85 
109.59 
23 
110.30 
111.04 
111.73 
112.48 
113.19 
113.90 
114.63 115.38 
116.12 
116.80 
24 
117.67 
1 is 35 
119.00 
119.79 
1 2' > 51 
121.25 
122 001 122.75 
123.50 
121.25 
TABLE VII.—No. of Millions of Gallons flowing over Kairmount Dam. 
i a 
0 
1 
2 
Tenths < 
3 
/ an incJ 
4 
(f the lit iyht h. 
5 | 6 
7 
8 
9 
0 
0.0000 
1.5800 
4.4700 
8.2150 
12.650 
17.680 23.235 
29.290 
35.775 
42.655 
1 
50.000 
57.685 
65.725 
74.150 
82.825 
91.855 
101.19 
110.82 
120.79 
130.99 
2 
141.42 
152.16 
163.15 
174.41 
185.90 
197.63 
209.63 
221.82 
234.34 
246.92 
3 
259.81 
272.91 
286.21 
299.73 
313.46 
327.39 
341.53 
355.85 
370.37 
385.10 
! 4 
400.00 
415.09 
430.37 
145.83 
161.42 
477.30 
493.29 
509.45 
525.80 
542.30 
5 
559.00 
678.00 
592.90 
609.80 
627.50 
644.85 
662.90 
680.50 
698.75 
716.55 
6 
734.85 
753.25 
771.85 
790.60 
809.60 
828.75 
847.75 
867.15 
886 ?•' 
906.00 
h* 
i 
926.10 
948.20 
966.20 
986.20 
|m x;.<; 
1027.0 
1047.5 
1068.4 
1093.7 
1110.5 
8 
1131.2 
1152.8 
1174.4 
1195.5 
1217.5 
1239.5 
1261.1 
1283.2 
1307.8 
1327.9 
9 
1350.0 
1372.7 
1395.5 
1418.1 
1441.0 
1464.1 
1487.3 
1510.5 
1533.9 
1557.5 
10 
1581.2 
1605.5 
162S 5 
1653.0 
1676.9 
1701.3 
1725.6 
1750.0 
1774.7 
1799.2 
11 
1821.2 
1849.2 
1874.2 
1899.9 
1924.7 
1950.0 
1975.0 
2000.9 
2027.4 
2052.0 
12 
2078.4 
2104.5 
2130.5 
2157.2 
2188.7 
2209.6 
2236.2 
2262.7 
2290.0 
2316.6 
13 
2343.6 
2370.9 
2397.9 
2425.3 
2452.7 
2480.0 
2496.7 
2535.3 
2563.3 
2591.2 
14 
2619 1 
2617 2 
2875.4 
27' >3.7 
2732.2 
2760.9 
2789.3 
2818.4 
2846.8 
2875.7 
15 
2001.7 
2933.8 
2963.1 
2992.3 
3021.9 
3051.1 
3<>m>.7 
3110.3 
3140.1 
3170.0 
10 
3200.0 
3230.0 
3260.0 
3290.4 
3320.6 
3351.2 
3381.6 
3412.3 
3442.6 
3473.6 
17 
:;5oi.t. 
3535.7 
3566.6 
3597.7 
3629.2 
3660.5 
3691.7 
3723.1 3754.7 
3786.5 
18 
3818.3 
3850.2 
3882 1 
391 1.2 
3946.5 
3978.5 
4010.8 
4043.2 
4075.7 
4108.4 
19 
1140.0 
1173.6 
4206.5 
4239.4 
4272.5 
1305 5 
1338.6 
4372.0 
4398.5 
4438.5 
20 
4472.1 
4505,7 
4539.5 
4573.1 
4607.0 
4640.9 
4674.8 
4709.0 
4743.1 
4777.4 
21 
4811.7 
1846.1 
4880.7 
4915.1 
4950.0 
4984.5 
5001.9 
5054.5 
5089.5 
5124.5 
22 
5159.5 
5194 5 
5230.0 
5265.0 
5300.0 
5335.0 
5370.5 
5407.5 
5447.5 
5479.5 
23 
5515.0 
5552.0 
5586.5 
5624.0 
5659.5 
5695.0 
5731.5 
5769.0 
5806.0 
5840.0 
24 
5878.5 
5917.5 
5953.0 
5989.5 
6026.5 
6062.5 
6100.0 
6137.5 
6175.0 
6212.5 40 
T 
i 
Year 1877, 
and Months 
Height of Water over 
;Dam. 
FA1RMC 
Average flow 
over Dam 
per 24 hours. 
a 
Horse-Power of overflow 
t-j 
I o 
j! Head of fall in feet. 
Water that 
could have 
been pumped 
by the over- 
flow. 
FAIRMOl 
Water nom- 
inally pump 
ed into the 
reservoir 
per 24 hours 
2 
Horse-power utilized. H 
3 
AT 
6 
Sf 
A 
A 
3 
os 
c 
J 
S 
0> 
g 
S* 
ER-WORKS. 
Water con- 
sumed per 24 
hours by the 
actual 
pumping. 
TOTAL AT FA 
Water passing 
into tide-water 
per 24 hours. 
Horse-power of the W 
Schuylkill. C 
Percentage horse-power. 
PUMPAGE 
By all the 
water-works 
Perc tage steam pumping ft 
24 HOURS. 
By Steam 
alone. 
Actual in Philadelphia, td 
> 
2 
Available at Fairmount. 
Percentage available at tr1 
Fairmount. 
Mean temperature in 
Philadelphia. 
h 
Gallons. 
IP 
H 
Gallons. 
Gallons. 
IP 
% 
Gallons. 
Gallons. 
IP 
% 
Gallons. 
% 
Gallons. 
Inch. 
Trn 
% 
Fahr 
{January 
4.55 
684,000,000 
1540 
12.7 
34,200,000 
25,099,480 
1130 
24 
501,989,600 
1,233,010,000 
3000 
37.7 
41,017,940 
38.8 
15,918,460 
2.89 
1.1 
38.2 
28.61 
{February 
6.72 
1,216,868,000 
2780 
12.9 
60,843,400 
26,092,839 
1212 
23 
521,856,780 
1,786,454,600 
4080 
29.8 
41,729,790 
37.5 
15,636,951 
1.55 
1.6 
10.3 
37.39' 
I March 
7.16 
1,210,300,000 
2760 
12.9 
60,515,000 
26,398,251 
1205 
20 
527,965,020 
1,786,285,000 
4080 
29.5 
42,017,135 
37.1 
15,618,884 
6.00 
1.6 
26.7 
39.94; 
j April 
0.6 
58,361,000 
128 
12.4 
2,918,000 
28,484,122 
1272 
12 
569,682,440 
679,000,000 
1510 
74.3 
44,912,621 
36.6 
16,428,499 
2.96 
0.6 
20.3 
51.77 
May 
1.1 
102,602,000 
220 
12.1 
5,130,100 
25,954,103 
1115 
22 
519,082,060 
677,274,000 
1450 
77.0 
49,589,585 
47.6 
23,635,482 
1.21 
0.59 
49.0 
62.81 
June 
2.63 
365,000,000 
808 
12.5 
18,250,000 
28,029,731 
1265 
16 
560,594,620 
984,770,000 
2180 
58.0 
53,174,665 
47.3 
25,144,934 
5.55 
0.87 
15.7 
74.13 
July 
3.00 
404,305,000 
904 
12.6 
20,215,000 
23,261,246 
1036 
28 
465,224,920 
929,150,000 
2070 
50.0 
53,618,117 
56.6 
30,356,871 
6.19 
0.82 
13.3 
78.86 
j August 
1.00 
98,789,000 
217 
12.4 
4,939,400 
19,972,951 
876 
29 
399,459,020 
560,285,000 
1230 
71.1 
56,036,267 
64.3 
36,063,316 
1.00 
0.38 
37.8 
78.35 
ISeptember 
1.00 
85,056,000 
187 
12.4 
4,252,800 
20,704,177 
836 
36 
414,083,540 
560,177,000 
1230 
68.0 
55,037,169 
62.4 
34,332,992 
3.88 
0.52 
13.3 
69.76 
[October 
4.32 
857,460,000 
1925 
12.7 
42,873,000 
28,267,436 
1271 
11 
565,348,720 
1,481,948,000 
3333 
38.1 
53,138,403 
46.8 
24,870,967 
6.96 
1.31 
19.0 
58.71 
1 November 
10.26 
3,070,718,000 
7175 
13.2 
153,500,000 
30,030,682 
1300 
7 
600,613,640 
3,727,651,000 
8320 
15.6 
50,318,939 
40.3 
20,288,257 
6.50 
3.34 
51.4 
47.05 
December 
3.45 
489,015,000 
1095 
12.6 
24,450,000 
29,896,805 
1335 
7 
597,936,100 
939,635,000 
2100 
63.5 
46,683,018 36.0 
16,786,213 
1.36 
1.00 
74.4 
40.71 
| Average 
3.06 
720,706,000 
1536 
12.6 357,357,000 
1 
26,015,985 
1155 
20 
520,178,000 
1,280,000,000 
2860 
40.3 
48,983,958 47 
22,967,973 
46.07 
17.7 
38.5 
55.67 
TABLE VIII—Hydraulics of the Fairmount Dam and Water-Works. 41 
WATER-POWER AT THE FLAT HOCK DAM, OR 
MANAYUNK. 
The surplus water flowing over Flat Rock Dam, above that 
consumed by the mills and canal, is about equal to the overflow 
at Fairmount, because the Water-Works consume about as 
much more water than the mills, as the supply from the Wissa- 
hickon; and the water-power at Flat Rock ought to be utilized 
for supplying the City with pure water. 
All investigators of the water in the Fairmount Dam, in a 
sanitary point of view, agree, that the impurities thrown into 
the river at Manayunk, are very injurious. This serious evil 
can be avoided by pumping water from the Flat Rock Dam, for 
the City supply. There is an excellent location for Water- 
Works, between the canal and the river, a few hundred 
feet below the falls, or near the second lock. 
If arrangement could be made between the City and the 
Reading Railroad Company, for a lease of that ground and 
water-power, it would make the best water-works in Philadel- 
phia. 
The head of fall at Flat Rock is about double that at Fair- 
mount, and free from tide-water. 
The dam between the guard lock and the second lock, would 
answer for the water-works, and could easily be enlarged, if 
necessary. In ease all the water-power now used at Manayunk 
could be rented for these water-works, one or two mains of not 
less than five feet in diameter, should be laid along the river to 
any storage reservoir provided therefor. 
The plan you have suggested, namely, to raise and widen the 
tanal, from Flat Rock, and erect water-works at the lower part 
of Manayunk, deserves consideration. 
Thus Flat Rock and Fairmount Water-Works would be 
suflicient to supply Philadelphia with plenty of water, for a 
great many years to come, without the aid of steam-pumping, as 
you have suggested. 42 
RESERVOIR ON GEORGES RUN. 
\ 6. “Could not the Valley of Georges Run at some suitable 
point, be utilized for a storage reservoir ? ” 
Your Commission has examined the location referred to, and 
thinks it feasible to build a retaining wall or embankment 
across Georges Run, at some point near the crossing of the pro- 
posed N. 50th and Dauphin Streets, or above Bryn Mawr. 
The ground appears to be favorable for retaining water, but 
your Commission has made no survey of the place, and can 
therefore not estimate the cost and capacity of such a reservoir. 
Mr. James F. Smith, Chief Engineer of Schuylkill Canal, 
proposes to build Water-Works on the west side of the Schuyl- 
kill below Flat Rock Dam, and lead the water to some storage 
reservoir on the hills, so elevated as to permit the water to be 
carried to Belmont, or any other reservoir on the west side of 
the river. 
This proposition is similar to that previously made by your- 
self, namely, to build a retaining bank over Georges Run, to 
form a natural basin for a storage reservoir. 
There are several other locations on the west side of the river, 
where, as you have suggested, natural basins could be constructed 
high enough to supply Philadelphia with water, pumped by 
water-power either from Flat Rock, or from Fairmount Dam. 
The plan you have suggested, namely, to raise the Delaware 
and Corinthian reservoirs, for supplying Frankford with 
Schuylkill water, by water-power, would, no doubt, answer. 
Frankford could be supplied direct from the East Park reser- 
voir, and, still better, from the proposed Cambria reservoir, 
which would be at least 20 feet higher. 
The location of the proposed Cambria reservoir is marked 
with red ink, east of Laurel Hill, on the Distributing Map made 
by the Water Department, and presented to your Commission. 43 
PERKIOMEN IMPOUNDING DAM. 
i 7. “To what extent could an impoundimj dam on the Ter- 
kiomen he relied upon for water-power at Flat Hock 
and Fairmount, during the dry season ? ” 
The Commission of Engineers of 1875, estimated the capacity 
of an impounding dam on the Perkiomen, for the purpose of 
supplying Philadelphia with water by gravitation, and proposed 
to fix the water-rise at 70 feet, with 25 feet to be drawn out, 
which would furnish 10,000,000,000 gallons of available water, 
exclusive of two feet in depth allowed for evaporation. 
'Phe total capacity of this reservoir would probably be 
20,000,000,000 gallons. 
The water-shed of the Perkiomen is estimated at 220 square 
miles above the proposed dam, and the annual rainfall 48 inches 
at 00 per cent, will be 28 inches available, or 109,000,000,000 
gallons per annum, which is a daily average of 300,000,000, 
gallons. The proposed dam is, therefore, much too small for its 
water-shed, but could be increased to, perhaps, double that 
capacity or more, by raising the dam sufficiently high to hold 
at least three-quarters of the annual rainfall, or say 80,000,000,000 
gallons. 
The height of 70 feet proposed by said Commission, was 
intended only for a dam to supply water direct by gravitation, 
to the East Park Reservoir, and not for water-power at Fair- 
mount. 
The maximum capacity of the present water-works at Fair- 
mount is 35,000,000 gallons per day, with full water in the 
river ; and the minimum capacity in the dry season is 16,000,000. 
Then, for the full capacity of said work in the dry season 
35—16—19,000,000 gallons per day must be pumped by store- 
water from impounding dams. With the present extravagant 
waste of water-power at Fairmount, 37 gallons for pumping one, 
would require 37x19=703,000,000 gallons per day from 
impounding dams, and 80,000 : 703=113 days supply from the 
Perkiomen. With properly proportioned pumps and turbines 
at Fairmount, and with the aid of the Perkiomen dam, the City 44 
could be supplied with at least 80,000,000 gallons of water per 
day, the whole year round. 
With adequate water-works at Flat Rock, this amount would 
again be more than doubled, or 180,000,000 gallons could be 
pumped per day, by water-power alone. In the Commissioners’ 
Report, (1875,) pages 121 to 126, Mr. James F. Smith gives an 
account of existing and proposed impounding dams in the 
Schuylkill Basin, namely, as follows: 
Existing Reservoirs. 
Silver Creek, 320,000,000 gallons. 
No. 1, Tumbling Run, 191,000,000 “ 
No. 2, “ 810,000,000 
Proposed Reservoirs. 
No. 3, 196,000,000 gallons. 
No. 4, 218,000,000 “ 
No. 5, 525,000,000 “ 939,000,000 
Other dams proposed by Mr. Smith, 20,806,000,000 
Total, 21,745,000,000 
Perkiomen proposed dam, 80,000,000,000 
Total, 101,745,000,000 
Daily average through the year, 2,780,000,000 
Your Commission believes, that the cheapest way of supply- 
ing Philadelphia with water in the future, would be to build 
water-works at Flat Rock, and an impounding dam on the Per- 
kiomen, which, together with the present, would be sufficient 
until the end of this century. In the year 1900, mains from 
the Perkiomen to Philadelphia, will be required lor supplying 
water by gravitation, 200,000,000 gallons daily. 45 
COS'!'OF PERKIOMEN DAM AND GRAVITATION 
SUPPLY. 
i 8. “ What trill be the cost of building an impounding dam 
on theFerkiotnen, and what will be the cost of laying 
mains therefrom, to sujtjtfy the City with water by 
gravitation V” 
The Commission of Engineers of 1875, estimated the cost of 
an impounding dam on the Perkiomen, raised 70 feet, at 
$780,000. A dam to hold three-quarters of the annual rainfall 
would cost perhaps $1,000,000. It is, however, impossible to 
estimate the cost currently, without making a survey of the same. 
The same Commission estimated the cost of the gravitation 
plan at $10,000,000 for a daily supply of 100,000,000 gallons, 
and at $12,000,000, for 200,000,000 gallons daily. 
COMMENTS BY JAMES F. SMITH ON NYSTROM’S 
CALCULATION OF WATER IN THE 
SCHUYLKILL. 
$y ** In the Report on Witter Supply, made by the Co tu- 
rn ission of Engineers, 1H73, pages 127 <t- 12S, it is 
stated, that ** the, calculation of the hydraulics of Fair- 
mount l)utn, made by ./. W. Nystrom, for flatties 
llaworth, is wrong,” or over-estimates the quantity 
of water. Can this be explained?” 
The calculations referred to were based upon data given in 
Water Department Reports; namely, the height of water flowing 
over the weir or dam at Fairmount. The formula used for 
these calculations rather under-estimates the quantity of water, as 
will be seen in the W. D. Reports for 1874, page 108, in which 
comparison is made from Nystrom’s, Francis’, and Box’s for- 
mulas. 
Mr. Nystrom says, that he purposely made the formula to 
under-estimate the quantity of water, so as to be on the safe side 
for water-power at Fairmount. Mr. Smith assumes the average 
yearly rainfall to be only 42 inches in the Schuylkill Basin; 46 
whilst the data of rainfall show an average of over 46| inches in 
Philadelphia and Reading. Mr. Smith also assumes the area of 
the Schuylkill Basin to be only 1800 square miles, whilst Mr. 
Berkinbine, who has surveyed that basin, says it is 1942 square 
miles. 
Mr. Smith estimates the average annual quantity of water 
passing through the Schuylkill at Fairmount, at 563,000,000,000 
gallons, which will be a daily average of 1,550,000,000 gallons. 
From Nystrom’s calculation, we obtain 1,905,000,000 gallons, 
which is 23 per cent, more than given by Mr. Smith. 
Although the weir measurement of water is not very correct, 
it is evidently more correct than to guess at the percentage of 
rainfall available at Fairmount. 
COST OF FAIRMOUNT WATER-WORKS AND 
DAM. 
§10.“What are the liabilities of the City, and to what 
extent in actual outlay, for the construction and main- 
tenance of the Fairmount Dam, as also the aggregate 
cost of plant at Fairmount ? ” 
The building of the Fairmount Dam was commenced in the 
year 1817, by Messrs. Josiah White and Joseph Gillingham, 
and was finished in the year 1821, by Ariel Coolv. The Dam 
has since been twice rebuilt, namely, in 1843 and 1872. 
1818 To Messrs. White and Gillingham, for build- 
ding dam, the City paid $150,000 
1821 To Captain Ariel Cooly, for building and com- 
pleting the dam, 150,000 
1824 To the Schuylkill Navigation Company, for 
the use (apparently) of the whole water-power at 
Fairmount, 26,000 
1843 lff>r rebuilding the dam, 56,000 
1872 For rebuilding the dam, 195,640 
Expenses for repairing to date, about 50,000 
Total for the dam, 627,640 
COST OF BUILDING FAIRMOUNT DAM. 47 
COST OF FAIRMOUNT WATER-WORKS 
Mr. Berkinbine says, that the interest on the cost of works 
and water-power at Fairmount, is $30,000, which is 6 per cent, 
interest on $000,000. (See W. D. Report for 1804.) Up to 
that time, the cost of the dam was $382,000, leaving $218,000 
for the cost of the works. 
AGREEMENT BETWEEN THE CITY OF PHILA- 
DELPHIA AND THE SCHUYLKILL NAVIGATION 
COMPANY, DATED JUNE 3, 1819. 
It is hereby mutually understood and agreed, between the 
said parties: That the said President, Managers and Company 
of the Schuylkill Navigation Co. shall and may, at all 
times, draw off from the said dam as much water as they 
may deem necessary for the purpose of navigation, and that 
the said Mayor, Alderman and Citizens shall and may 
enjoy all the remainder of the said river for the purposes herein- 
after mentioned : Provided, They do not at any time reduce the 
same, or keep the same reduced, below the level of the surface 
or top of said dam,* it being the design and meaning of the par- 
ties, that the said Mayor, Alderman and Citizens shall only have 
such use of the water as, with the use thereof by the said 
President, Managers and Company, will not reduce it below the 
said surface, or top of the darn,* or keep it so reduced. 
And the said dam is to be kept up, and in good and sufficient 
repair, at all times and forever by the said Mayor, Alderman 
and Citizens of Philadelphia, and their successors, at their own 
proper expense and charges. 
And it is further agreed between said parties, that a tail-race 
or canal, to accommodate the navigation of said river at the said 
dam, is to be completed and finished, in good order, by the 
Mayor, Alderman and Citizens of Philadelphia, and their succes- 
sors, and, as soon as finished, delivered and secured to the said 
Navigation Company, and their successors forever. 
* Top of the old comb, which is 4 feet 9 inches above City datum. 48 
And the said Mayor, Alderman and Citizens of Philadelphia, 
and their successors, shall build one good and sufficient guard- 
lock, and two chamber-locks, each to be eighty feet long and 
seventeen feet wide, as required by the Act of Incorporation of 
the said Navigation Company, the said lock to be so deep as to 
admit the water of the said river, at the lowest time of the said 
water, to the depth of three feet on the ribbon of the gateways of 
the said lock or locks, so as to make a safe and convenient passage 
for boats, and other things which may pass through them. 
RELATIVE COST OF STEAM AND WATER-POWER. 
211. “ What is the relative cost of Pumping the City Water 
Supply by Steam, (as now practised,) or by Water- 
Power, at Pair mount, and Flat Pock ; both with and 
without interest on plant?” 
The cost of raising 1,000,000 gallons 100 feet high, at Fair- 
mount, was $1.74 by the old breast-wheels, and averages $2.00 
by the turbines. With interest on plant, the cost will be $11.70 
for the water-wheels, and about $14 for the turbines. 
The cost of raising water by steam, depends much upon the 
construction of the engines and boilers, and particularly upon 
the grade of expansion of the steam. The cost varies between 
$6 and $21 per 1,000,000 gallons raised 100 feet high, for run- 
ning expenses. 
With interest on plant, the cost of steam-power varies between 
$15 and $30 per 1,000,000 gallons raised 100 feet high. 
In comparing the cost of steam-power and water-power for 
pumping, it will not be correct to base the calculation on running 
expenses and on interest on plant alone, because a steam engine 
does not last as long as a water-wheel. 
The Fairmount breast-wheels lasted from 1822 to 1862, or 
40 years. In this time, many steam engines have broken down, 
were condemned, and new ones substituted ; and there are now 
several steam engines standing idle, either unfit for use or too 
expensive to run. • • 
In view of all these considerations, your Commission thinks 
that steam-power costs 10 times as much as water-power. 49 
COST OF STEAM AND WATER-POWER; BY CHIEF 
ENGINEER DR. McFADDEN. 
\ 12. “The Chief Rvyinecr, Dr. Me Fail den, says, in his Report 
for the near tSfd, tThat Steam-Power is eheaper than 
Water-PowerOn pane /.T, in the stone Report, he 
says, ‘ Sfeam-Ptaeer costs nine times as notch as Water- 
Power.9 How tloes he arrive at such opposite state- 
ments?” 
The Chief* Engineer has evidently arrived at these statements 
by adding the interest on plant in one ease, and considering only 
the running expenses in the other. If all the expenses of the 
Fairmount M ater-Works be added, from the year 1822 to 187G 
inclusive, it will amount to $1,781,000; the interest on which 
will be $106,860, at 6 per cent. ; and, if added to the running 
expenses of the water-power, it will appear very expensive 
pumping. 
If the interest on only the cost of the steam engine is added 
to its running expenses, the steam-power may appear cheaper 
than water-power. If all the expenses of all the steam works be 
added from the time of’ the first steam pump to the same year, 
1876, and the interest added to the steam running expenses, it 
will probably reverse the case again. Water-power is evidently 
the cheapest; and whilst the plant at Fairmount is already made, 
the addition of a few more wheels or turbines would cost less 
than an additional steam engine for the same pumping. 
Mr. C. H. Gallagher, Chief Engineer of the Wilmington 
W ater-Works, recommends water-power as being much cheaper 
than steam-power. , 
The Whiter Department has been particularly unfortunate this 
year, (1878,) in breaking down of steam pumping machinery. 
The new 5,000,000 gallon engine at Frankford (Lardner’s 
Point) broke down in July, after a short run, and is yet (Nov. 
13) under repair. 
The new 20,000,000 gallon engine, at the Schuylkill Works, 
met with the same fate, and is yet standing in the condition it 
was when it broke. 50 
Only two of the four engines at the Schuylkill Works are in 
running order (Nov. 13, 1878). 
Only one of the two engines at Roxborough is running. The 
Cornish engine there ran only 467 hours in 1865, and 726 hours 
in 1867; since which time it has pumped very little water. 
One engine at the Delaware Works stopped running Nov. 13, 
and is under repair. 
At the same time, several boilers at the Belmont Works are 
being scaled and cleaned; so that only one of its three engines is 
running, and supplies the east side of the river; whilst no water 
is pumped into the George’s Hill basin. 
The water in the reservoirs supplied by steam-power are all 
very low, and the Chief Engineer says: “ The supply will be 
short,” and he recommends economy in the use of water. 
These inconveniences establish the fact that water-power is 
not only the cheapest, but also the most reliable for supplying 
the City with an abundance of water. 
In calculating the expense of steam pumping, the interest on 
plant of all the steam works, whether running or not, should be 
included for a fair comparison with the expense of water-power. 
ADDENDUM TO § 2, PAGE 23. 
On page 2 1, W. D. Report for 1876, is given a statement 
under the head “ Flow of the Schuylkill and Rainfall/’which 
says the daily average flow for 45 days, was only 230,788,888 
gallons, including the water used by the Canal. The average 
daily pumjiage in the same time, was about 16,000,000 gallons. 
It requires at least 25 gallons to pump one into the reservoir, 
which would make the average daily flow of the Schuylkill at 
least 400,000,000 gallons, without the leakage, and that consumed 
by the Canal. 51 
BAD WATER IX KENSINGTON. 
2 13. “ The water in Kensington is pronounced nnjit to drink, 
and injurious to health. Cannot the Schuylkill supply 
Kensington and Frankford from the Corinthian basin, 
a ltd thus dispense with Steam Pn taping on the Dela- 
ware ? ” 
The daily capacity of all the steam engines on the Schuylkill, 
is as follows: 
Water- Works. Engines. Gallons. 
Old Cornish, 5,287,G80 
Side Lever, 7,598,880 
Com. H.G. Morris 10,132,416 
Comp’nd, Cramp’s 20,000,000 
Schuylkill, 
Belmont—Three Worthingtons, 19,749,720 
Roxborough—Two Engines, 0,803,073 
Fiiirmount—Worthington, 2,304,249 
Four Works—Ten Engines, 71,990,024 
This capacity is more than the maximum pumpage of all the 
works; but it is only the Schuylkill Water-Works which pump 
directly into the Schuylkill and Corinthian basins, from which 
it must flow to the Delaware basin, in order to supply Kensing- 
ton with water. 
The capacity of the Schuylkill Works alone, is 43,018,976 
gallons daily, but its actual maximum pumpage has been only 
18,000,000 per day; leaving 25,000,000 that could be pumped 
for Kensington, which is over three times the maximum daily 
pumpage of the Delaware Works. 
The present main connecting the Corinthian and Delaware 
basins is only 30 inches in diameter, and the head of fall only 
6 feet, in a distance of nearly three miles between these basins, 
through which only 5,000,000 gallons can flow per 24 hours ; but 
if a main of suitable size were laid, the requisite amount of water 
could be delivered by it. 52 
INDIFFERENCE OF THE COMMISSION OF ENGI- 
NEERS, 1875. 
‘4 14. “Can yon assign a technical reason why the Commission 
of Engineers of 1875 should decline to consider my 
proposition, to show how a daily additionalpumpage of 
20,000,000 gallons could be effected at Fairmonnt, 
without any extra cost to the City?” 
Your Commission does not understand why such an important 
proposition was rejected by the Water Supply Commission of 
1875; particularly, as it bore directly upon the subject those 
engineers were invited to investigate. 
FUMPS AT FAIRMOUNT RUNNING WITHOUT 
PUMPING. 
\ 15. ‘'‘The pumps of the wheels Nos. I and II had been run- 
ning for gears without pumping any water; which, 
when told the Commission of 1875, they ashed, ‘how 
I knew that?* I answered, that by examination and 
by absence of agitation on the surface of the basin. 
Is not that always occasioned by inflowing currents ? ” 
The influx from the pumps to the reservoir must be exceed- 
ingly weak, or amount to nothing, if no disturbance is observable 
on the surface of the water over the inlet. The influx from the 
stand-pipe creates much disturbance on the water-surface; and 
the same ought to be the case with that from the pumps men- 
tioned. 
One member of your Commission says, that he observed the 
leakage of the pump-piston of wheel II, some twelve years ago, 
by placing his ear close to the pump, the passage of water through 
the packing could thus be distinctly heard. 53 
MODES OF MEASURING THE LEAKAGE OF TIIE 
PUMPS. 
\\(\.**Thc (Jo mm ins ion of asked me how I would 
measure the water lost by leakage. To which l replied, 
by noting the number of strokes made per minute of 
the pinups, without delivering water into the basin, 
whilst the pipe is kept full to nearly the overflow 
Ifow would that method answer compared with the 
weir measurement ? 
Your Commission thinks that the method proposed by you 
is a very good one, and is, evidently, better and more correct 
than weir measurement. 
Your method could be readily applied to those pumps from 
which the water is discharged near the surface of the basins, as 
is the case both at the Fairmount and Corinthian basins. 
One member of your Commission happened to be present at 
the Corinthian basin when the weir experiments were made by 
the Commission, (1875,) and his conviction was that the result 
would give a very uncertain approximation to the truth, because 
the engineers were not provided with the necessary means for 
attaining accuracy. 
The volume of water flowing over the weir was calculated by 
Francis’ formula, which is no doubt very correct for a constant 
head, but when the head varies irregularly, as was the case at 
the Corinthian basin, a precaution must be taken for obtaining 
accuracy, which was omitted by the Commission, namely, to take 
the average of h y'h, and not li only, as they did. 
The Commission ought to have adopted the method proposed 
by you for measuring the leakage of the pumps. 54 
THE COMMISSION COULD NOT MEASURE THE 
WATER. 
\ 17. In their Report, the Commission declare their inability 
to measure the water. “ Can not the water be mea- 
sured as I proposed ? ” 
The declaration quoted is probably derived from a statement 
on page 23, as follows: “It was impossible to measure 
the actual quantity used by the wheels, on account of the tide 
and low archways of the tail-race, without a very considerable 
expenditure; but, from a consideration of their openings, the 
observations we could make, and the best data obtainable, we 
are satisfied that the wheels do not exceed the duty of 60 per 
cent.” 
The volume of water pumped into the reservoir can be meas- 
ured by the method you proposed, but not the volume used by 
the wheels. 
' Your Commission is surprised to learn that engineers of so 
high standing, should declare it impossible to measure the actual 
quantity of water used by the wheels; which is indeed a very 
simple engineering problem, that can be solved with much 
greater precision than by weir experiments, and at an insignifi- 
cant expense. 
THE FAIRMOUNT DAM DRAWN DOWN AND 
NAVIGATION STOPPED. 
I 18.“Are there any engineering reasons to justify reducing 
the level of the Fairmount Dam 30 inches below its 
breast, in ISOi), whereby the Navigation and the 
Water- Works were both arrested ? Can a statement 
of the minimum performance of the pumps at that 
time be supplied ? ” 
The total rainfall in Philadelphia for the four months, June, 
July, August and September, 1869, was only 11.86 inehes, which 55 
is the smallest rainfall, in the same months, since the dry year, 
1819, excepting the year 1854, when the fall was only 10.054. 
From the tables of rainfall, pages 16 and 17, it will be seen that 
it rained less in Reading than in Philadelphia, during the two 
months of July and August, 1869, namely: 
1869. Philadelphia. Reading. 
July, - 2.885 2.20 
August, - 1.280 1.02 
Total, - 4.165 in. 3.22 in. 
The rainfall at Reading may be considered the average in the 
Schuylkill water-shed, and it was smallest about the time the 
navigation was stopped. 
It appears, also, that, at the date mentioned, the dam was un- 
necessarily drawn down by running the wheels at high tide, and 
stopping them at low tide. If the dam had been kept full, and 
the wheels run only at low tide, much more water could have 
been pumped, without stopping the navigation, provided the 
diameter of the wheels and pumps are of such proportion, as to 
utilize the best effect at low tide. [This subject of proper pro- 
portion of the wheels and pumps, is treated in another chapter.] 
The total rainfall during the year 1869, was 48.84 inches, 
which is up to, and rather above the average for the last 50 
years. In the month of October, the same year, a heavy freshet 
raised the dam at Fairmount, 11 feet 5 inches above the comb. 
Your Commission has no means of finding out the minimum 
performance of the pumps at Fairmount during the drought in 
1869, except by the Water Department Report, which gives the 
average daily pumpage 16,447,743 gallons, in the month of 
August, which is the minimum for that year. This Report does 
not say that the pumps were arrested; but if the level of the 
dam was drawn down three feet below the comb, it was probably 
below the top of the suction pipe, and the pumps, consequently, 
pumped air instead of water. 56 
The greatest difference of rainfall at Philadelphia and Read- 
ing, up to this time, is, perhaps, this summer, 1878, namely: 
1878. Philadelphia. Reading, 
June, - 4.750 2.73 
July, - 5.313 1.63 
August, - 4.833 1.84 
Total, - 14.896 in. 6.20 in. 
This accounts for the scarcity of water at Fairraount this sum- 
mer, although there was plenty of rain in Philadelphia, but the 
daiii has, nevertheless, been kept constantly full, to within a few 
inches of the top of the flash-board, by stopping some wheels 
during high tide; the probable result of your efforts in behalf 
of the interest of the Water Department. 
Your plan of economizing the water-power at Fairmount, 
namely, to run all the wheels at low tide, and stop them during 
high tide, has not been fully carried out, as the wheels Nos. 3 
and 4 have been running almost constantly during high tide. 
Much power has also been wasted by allowing the water to run 
free'y through the turbines Nos. 8 and 9, whilst standing still. 
On August 27, 1878, at 10 h. 15 m. A.M., your Commission 
was standing on the abutment at Fairmount Dam, and counted 
the number of wheels running, by noticing the strong current of 
water issuing from them, and your Commission thought that 
the wheels Nos. 3, 4, 8 and 9 were running: but, upon entering 
the new wheel-house, the wheels 8 and 9 were found standing still. 
Your Commission, satisfied that those wheels could not possibly 
have been stopped i;i so short a time, observed the current from 
the doorway between the wheels, and found it to be nearly as 
strong as when the turbines were running. This is a careless 
waste of water-power. 57 
Your Commission can see no engineering reason for drawing 
down the dam in the manner stated, but conclusive reason for 
keeping it filled to the comb. 
“On the 17th of September, 187l», both the Spring 
Garden and Corinthian reservoirs were down 6 feet, 
whilst only one of the engines at the Schuylkill Steam 
Works was in operation. Is it not an extravagant 
waste of power to stop the wheels at low tide, the 
time when the power is greatest, and particularly 
when the water is low in the reservoirs? ” 
To run the wheels at high tide, and stop them at low tide, is 
certainly a waste of power. There are, however, circumstances 
involved in all kinds of operations, which are not generally 
apparent to transient observers, one of which may be mentioned 
in regard to the Fairmount Water-Works. 
In his address to the Franklin Institute, Mr. Berkinbine said, 
il that the pumps are run to full working speed when the tide 
is in, and, on account of defective arrangements of parts, the 
piston speed cannot be increased.” 
The machinery at Fairmount is, evidently, wrongly propor- 
tioned for the duty it is to perform. 
The principal advantage of turbines over breast-wheels, at 
Fairmount, should be that the turbines utilize the whole head 
at different heights of tide, which the breast-wheels cannot do; 
but, under the actual circumstances, the turbines are worse than 
the breast-wheels. When the tide is low, the circular gate is 
let down, to prevent the wheels from running too fast, and thus 
the discharge is choked, so as to impair the full action of the 
water on the wheel. 
REMARKS. 
Example—Wheel No. I was stopped daring the year 1875 for 
6470 hours, or over 275 days! Wheel No.II was stopped the 
same year 8165 hours, or over 341 days! 
Six other wheels mentioned were stopped, collectively, 8680 hours, 
or over 361 days, or 60 days for each wheel. The reason assigned 
for the stoppage being, that the reservoirs were full.—(filled 'ry 
steam-power, of course.) J. II. 58 
STOPPING THE WHEELS AT LOW TIDE. 
I 20. “/ have visited Fairmount, the Corinthian and other 
Reservoirs, with the following results 
Sept. 3, Corinthian Avenue basin down 10 feet; 3 wheels stopped 
at low tide. 
“ 7, Fairmount basin down 6 feet; 3 wheels running at low tide. 
“ 8, “ “ “ 6 “ 4 “ Jwgr/i. tide. 
“ 9j u « “ 6 “ 5 “ 
“ 10, “ “ “ 7 “ 5 “ 
“ 11, “ “ “ 7 “ 5 “ 
“ 12, “ • “ “ 7 “ 6 “ “ “ 
“ 13, “ “ “ 7 “ 2 “ stopped at low tide. 
“ 15, “ “ “ 7 “ 5 u running at high tide. 
“ 18, “ “ a 7 “ 3 “ stopped at low tide. 
“ 21, “ u u 7 “ 2 “ " « 
“ 22, “ “ “ 7 “ 6 “ running at high tide. 
U 24 “ “ 41 IJ li 9 44 U 44 
44 27? “ « ‘4 7 44 0 4 4 4 4 4 4 
.4 28? “ “ it 7 It 0 44 
I, also, further visited said basins and water-works in the year 
1871, with the result as stated in the following Table: 
Aug. 6, 3 wheels stopped at low tide, the rest running at half speed. 
44 2 “ “ tt 
“ 22, 6 “ running at high tide. 
Sept. 4, 6 “ “ “ 
44 £ 44 44 44 
In the Year 1870. 
It must be remembered that the water in the river was very low 
all this time, not running over the dam, thus showing that the wheels 
were running at high tide when the water had the least power, and 
stopping at low tide, when, if the pumps were in good condition, 
they had three times the power, but in proportion as they were out 
of condition, the power would decline. 59 
Continuation of the above statements for the Years 1875 and 
1876: 
1875, June 14, 6 wheels stopped at low tide, 
u << 27 {i « a 
“ July 8, 5 “ “ “ 
(« « 9 4 “ « << 
« « jo « « u 
“ “ 15, 4 “ “ “ 
“ “ 19, 4 “ “ “ 
“ Any. 20, fee water 3 feet deep over dam breast. 
“ “ 20, 2 wheels stopped, steam engines running. 
“ 24, 3 “ “ a£ few fe'Je. 
“ “ 28, 4 “ “ “ 
1876, Mar. 24, 2 “ “ “ 
1877, Sept. 2, 4 “ “ 
“ « 28, 3 “ “ “ 
They always had pumping capacity enough to keep the basins 
full, if the pumping machinery at Fairmount was in even a mod- 
erate condition, or if they had pumped one-half of their full 
capacity. 
Below is given the height of the water in the basins at the 
respective dates: 
1875, June 24, Corinthian basin down 10 feet. 
“ July 11, “ “ “12 “ 
“ “ 12, Kensington “ “ 7 “ 
“ Aug. 18, “ “ “ 7 “ 
“ “ 20, Corinthian “ “ 10 “ 4 inches. 
“ Sept. 17, “ “ “ 6 “ 8 “ 
“ “ 30, Kensington “ “ 6 “ 
“ Oct. 19, Corinthian “ “ 12 “ 
1876, Mar. 1, “ “ “ 5 “3 “ 
“ April 10, “ “ “ 6 “ 6 “ 
“ “ 11, Kensington “ “ 9 “ 
“ “ 11, one-half of the pumps stopped. 
“ “ 12, Corinthian basin down 7 feet. 
“ “ 22, “ “ “ 5 “ 6 inches. 60 
1876, May 4, Corinthian basin doivn 5 feet. 
1877, Sept. 2, 4 wheels stopped at low tide. 
“ “ 22 3 “ “ “ 
The above statements go to show that they could not have stopped 
the pumps while the muddy water passed down, as might have 
readily been done if the basins had been kept full, so as to contain 
a few days’ supply. 
Year 1878. No. of wheels stopped. Corinthian Basin down. 
July 13, 2 4% feet. 
“ 17, . . - . . . 4 “ 
"21, . ’ - • . . 5f “ 
“ 24, . . 4 . . . 6| “ 
“29, . 3 . . — “ 
Aug. 2, 2 . . 4| “ 
“15, . 2 . . 4£ « 
“ 17, . . 2 . . . 5 “ 
u 20, . 3 . . “ 
" 22, . . 3 . . . 5i “ 
“ 27, . 4 5£ “ 
“ 29, . . 4 . . . 6i “ 
vS'ept. 2, 4 . . 6| “ 
“ 4, . . 3 . . . 6 “ 
“9, . 3 . . 4i “ 
“ 14, . . 2 . . . 5i “ 
“18, . 3 . 6 “ 
“ 22, . . 2 . . . 4i “ 
“24, . 6 . . 6 “ 
" 26, . . 3 . . . 7 “ 
J. H. 
Your Commission has already commented upon the error of 
running the wheels at high tide, and stopping them at low tide. 61 
MUDDY DRINKING WATER. 
§21“ If the reservoirs should be kept full, and the wheels 
stopped when the river is muddy, could not the City 
be generally supplied with clear water?” 
The capacity of all the reservoirs (except the East Park) is 
191,778,000 gallons, and, if the city require 50,000,000 regis- 
tered gallons per day, which is, perhaps, not more than 
30,000,000 actual gallons, the required number of days will be 
191,778,000 : 30,000,000 = 5.3 days, in which time the muddy 
water might pass. This, however, implies that all the water 
should be drawn out from the basins, which is not advisable, 
but 3 days might be allowed for stopping the pumps. With 
the aid of the East Park reservoir of 750,000,000 gallons, added 
to the other reservoirs, there would be 941,778,000 gallons; 
which could supply the city with water for 10 days, without 
pumping. 
TURBINES AND PUMPS.—PROPER PROPORTION 
OF DIAMETERS. 
} 22. “Arc the Pumps at Falrmount rightly jtropoi-tioned to 
the wheels ami head of fall'.*’' 
This simple question, which the Commission answers in the 
negative, involves an important problem in hydraulics; namely, 
to prove mathematically: First. What is the proper velocity of 
the water-wheel, or turbine, for utilizing the greatest effect of a 
given head of fall ? Secondly. What sized pumps will make the 
motor run with the most effectual velocity? In order to utilize 
the greatest possible effect of a waterfall, the velocity of the circle 
of percussion of the turbine, or water-wheel, must bear a definite 
proportion to the velocity due to the head of fall. 62 
H — head of fall in feet. 
V — velocity, in feet, per seeond, due to the head of fall. 
v — velocity of the circle of percussion in the turbine. 
D = diameter of the circle of percussion, in feet; this diameter 
will afterward be converted into the diameter of the turbine. 
n — revolutions per minute of the turbine. 
F — motive force in the circle of percussion. 
P — power of the turbine in the circle of percussion. 
The force acting on a body moving in water, or water mov- 
ing against a body, is as the square of the velocity of motion. 
In the case of the water striking the buckets of a turbine-wheel, 
the velocity of impact is equal to the difference between the 
velocity V and velocity v, or V-—v, and, consequently, 
Force, F — (V—vf, 1 
Power is the product of force and velocity, or 
Power, P — F v> 2 
Insert for F, its value, formula 1. 
Power, P — v (V— v)\ 3 
Power, P = v (V3 — 2 V v + r*) 
Power, P — F2 v — 2Vv2 -f v3, 4 63 
MAXIMUM AND MINIMUM POWER OF TURBINES. 
( 1st. Suppose the turbine to be allowed to spin around as fast 
as the water can drive it, without doing any work, the water 
will then flow freely through the wheel without any power being 
realized from it, and is, therefore, a minimum. 
2d. Suppose the work of resistance to be so great, that the 
water cannot overcome it, but the turbine stands still, and the 
water run through it without any power being realized, we have 
another minimum of the wheel. 
?5£In both these cases the power of the waterfall is lost; but 
when the turbine runs with a moderate velocity, and overcomes 
resistance, power is realized, and there is evidently some action 
between the first and second case which is a maximum. The 
power of the turbine, formula 3, depends mainly upon the vel- 
ocities Fand v. 
Idle problem before us is to find the proportion of F and v} 
when the power P is a maximum ; that is, when tP : tv= 0. 
Differentiate the formula 2, and we have 
cP = F* tv — 4 V v tv + 3 v3 tv. 
tP = Qv(V3 — 4 Vv + 3v!). 
tP 
~u~= V3 — 4 F v + 3 rs = 0 
tv 
3 t>’ — 4 Fc = — V3 
4 T, F* 
,.._T Vo = —3 
4 4 4 F* 
f*+Tf,*Ff,-8 
2 t/_ /4~7“ F* F 
” 3 \ 9 1 1 3 ~ 3 64 
2 V V 
Velocity, v — -g- V—-g- = -g- 5 
That is to say, the velocity of the circle of percussion, in the 
turbine, should be only one-third of the velocity due to the head 
of fall if. 
?r D n 
Velocity of circle, perc. v = —^—> 6 
Velocity due to fall, V — 8 \/H, 7 
nDn. 8 / TJ 
60 3 
D n= l//f = 60*9296 Vs* 8 
This formula must be corrected for the angle of the guiding 
buckets, about 15° to the wheel. 
50.9296 
Cos.215° ~ 54'58’ 
The width of the buckets in turbine-wheels, is generally made 
one-sixth of the diameter, and, if we call D — diameter, in feet, 
of the wheel, measured over the outside of the buckets, the co- 
efficient will be 
54.58 X li = 65.5 
This coefficient, inserted in formula 8, should give the proper 
proportion of the revolutions of the turbine to the head of fall, or 
This, however, implies that the turbine works only with im- 
pact, and without reaction, which is rarely the case; but the area 
of discharge in the wheel is made smaller than that in the guides. 
The turbine will then work with both impact and reaction, and 
Dn = 65.5 x///, 9 65 
the proper revolutions for utilizing the maximum duty will be 
higher, depending upon the proportion of these areas of discharge. 
In the construction of the turbines at Fairmount, Mr. Geyclin 
has been consulted about these areas, but lie could not give the re- 
quired information, and your Commission is, therefore, unable 
to determine witli precision the proper revolutions in proportion 
to the head of fall. 
In carefully constructed turbines the proportions of these areas 
varies between 3 to 4, and 8 to 9. Assume the proportion to be 
as 35 to 45, in the wheels at Fairmount, the coefficient in for- 
mula 9 will then be increased 19 per cent., or G5.5 X 1-19 = 
77.945, say 78. Then we have the proportions 
I) n = 78 }/!!, 10 
78 
Revolutions, n = ~[) 11 
78 
Diameter, D — —i/H, 12 
’ n v ’ 
Head of fall, II = (*73“), 13 
These formulas are expected to give a close approximation to 
the proper proportions of the diameter and revolution of turbines 
to the head of fall, for utilizing the maximum duty of the water- 
fall. 
Observations were made, September 17, 1878, on the turbines 
Nos. 3 and 4, making N = 24 revolutions under a fall 11 — 14 
feet. The diameter of the wheels are D = 10.25 feet. Required 
the proper revolutions. 
78 
Formula 11, revolutions, n= ' i/14 = 28.4 per minute. 
’ ’ 10.25 1 F 66 
This is about four revolutions more than actually made ; but 
the circular gate was partly down, so that the wheel did not run 
with the full head of pressure. With the gate wide open, the 
revolutions would probably have far exceeded 28 per minute, 
which indicates that the pumps are too small for these turbines. 
The turbines in the new wheel-house, Nos. 7, 8 and 9, are 9 
feet in diameter, and made 38 revolutions per minute, under a 
fall of 14 feet, with the circular gate partly closed. Required 
the proper revolutions per minute. 
78 
Formula 11, revolutions, n = -g-|/14 = 32.4 per minute, 
This is 6 revolutions less than actually made by the turbine 
with the gate partly closed, and your Commission is, therefore, 
convinced that the pumps are too small. This is probably one 
of the reasons why the present turbines at Fairmount do not 
pump more water than the old breast-wheels. 
PERCENTAGE OF POWER LOST BY RUNNING 
TURBINES AT IMPROPER SPEEDS. 
n = proper revolution of the turbine, calculated from formula 
10; that is, for the maximum effect. 
1V=»- or < w, or any number of revolutions of the turbine greater 
or less than n. 
<p = the fraction of the maximum effect available with N revo- 
lutions per minute. 
°/o = percentage of power lost by improper speed of the turbine. 
9 = T7T* (3 n — N)\ 13 
% = 100 (1 — r), 14 67 
Applying these formulas to the turbine No. 7, at Fairmount, 
we have given n = 32.4 revolutions, and suppose it to make 
N = 60 revolutions when the circular gate is wide open, and the 
head of fall is, say, 14 feet. 
r = 4 x 32.4*X :i2-‘t H0)’ = °'62 
Loss of power, % — 100 (1 — 0.62) =38 per cent. 
This loss of power is not the percentage of the natural effect 
of the waterfall, but of the duty the turbine would make with 
the proper revolutions, sav 60 per cent. Then, 60 X 0.62 = 
37.2 per cent., the actual duty of the turbine under the assumed 
conditions. 
Your Commission inclines to believe that the turbines at 
Fairmount do not exceed this duty. 
\\ hen the circular gate is closed down to reduce the revolu- 
tions to 38, as is actually made, the loss of duty will be much 
greater than when run with full water. 
The proportion of the turbine and pumps should be made 
right at first, for otherwise the power will be wasted by operating 
the circular gate. 
Your Commission is of opinion that the pumps at the 
Fairmount Water-Works are much too small. The branch 
pipes leading from the pumps to the main are rather small, 
and the suction lap-valve ought to be made circular, like the 
deli very-valve. 
flic branch-pipe leading from each pump should be of the 
same diameter as that of the main; because when the two pumps 
are connected at right angles to one driving shaft, the velocity 
of one pumj) is greatest when the other stands still. 68 
§ 23. 
DUPLEX ADJUSTABLE TURBINE. 
Philadelphia, September 18, 1878. 
Dear Sir:— 
Enclosed is an article from the “ Inquirer,” em- 
bodying a proposal of Mr. Emil Geyelin to the Philadelphia 
Water Department, to introduce at Fairmount a Duplex 
Adjustable Turbine. 
Will you have the goodness to call the attention of your 
Commission on Water Supply to this Duplex Turbine, for 
a criticism of tite same in your Deport now in progress? 
I am, Yours Respectfully, 
John W. Nystrom, Esq. 
JA MES HA WOlt Til. 
[The Philadelphia Inquirer, Wednesday September 18, 1878.] 
MORE WATER. 
Improving the Fairmount Works. 
A meeting of the sub-committee of the Committee on Finance 
and Water, of City Councils, was held yesterday afternoon. 
The Chief presented and read the contract entered into with 
Mr. Emil Geyelin for certain improvements at the Fairmount 
Water-Works. It is as follows : 
I hereby propose to construct and deliver at the Fairmount 
Water-Works, and erect an additional superstructure for wheel 
No. 5, as shown in plan, whereby the new work will be entirely 
disconnected from the wall of the building, and will sustain the 
gearing without vibration ; also a movable and a guide wheel of 
the duplex pattern, of 10 feet diameter; also a short cylinder, 
to serve as a seat in the 10 feet diameter cylinder. 
The wheel is to be provided with a hood and gate, which gate 
shall be fitted with automatic motion, secured partly in the 
upper part of the existing inlet chamber, so as to assist in the 
opening and closing of the said gate by the fall and rise of the 69 
tide. First. The ability to run the turbine so as to give twelve 
strokes to the pumps per minute when the tide is out, whereas 
now they run so as to give the pumps but eight strokes per 
minute. Second. That by means of the automatic gates acting 
upon the inner division of the duplex wheel, one-third of the 
issue of discharge will be retained. Whenever the tide is out, 
a consequent saving of water will result therefrom, which will 
become available for pumping purposes. 
What I would, therefore, hereby guarantee, as the advantage 
to be desired by the City of Philadelphia, is an increased capac- 
ity for pumping at the Fairmount Works over the greatest 
amount pumped at present, equal to one and one-half million 
gallons per day, with the machine at full work, showing no 
vibrations. The cost of the alterations will be four thousand 
dollars, and the cost of the erection will be three hundred and 
sixty dollars. The contractor is to be paid one-fourth of the 
amount upon the delivery of the material, and one-half the total 
amount additional upon the starting of the wheels, and the re- 
mainder upon the satisfactory performance of the machine, in 
accordance with the guarantees, after being tested by the Chief 
Engineer, who is to be the sole judge, both as regards quality of 
the improvements and the performance of the machine. 
The failure of the Chief to disapprove of any part of the 
machine prior to the test, is not to be considered as an acceptance 
of the same. The Chief Engineer is to be the sole judge in all 
eases of dispute. If after the test it is found that the guaranteed 
improvements have not been made, the contractor must place 
the machinery in its present condition, to the satisfaction of the 
Chief Engineer, and refund the money advanced. 
On motion of General W agner, the Committee decided that 
the alteration was a proper one to be made. 70 
REMARKS UPON THE FOREGOING. 
The Duplex Adjustable Turbine, invented and patented by 
Mr. Emil Geyelin, consists of two concentric wheels on one shaft, 
with separate guiding buckets to each wheel; so arranged with 
circular gates, that water is admitted to either one or both the 
wheels, for accommodating variable motive power, and power of 
resistance. 
By this arrangement, three different powers can be transmitted 
by the turbine for each constant head of fall. For different 
heads, the power may be equalized or varied ad libitum, within 
certain limits. 
The circular gates regulate the admittance of water to the 
guides, and are proposed to be operated automatically by rise and 
fall of the tide-water. 
This duplex turbine will, no doubt, be very good for cases 
where the power of resistance is variable. At Fairmount the 
power of resistance is constant, or nearly so, for which this 
duplex turbine is of little utility, as far as regards economy of 
the water-power. 
It is explained that the duplex turbine is suitable tor variable 
head of fall, namely: tor a high fall, or when the tide is out, 
only the inner wheel is used for motive power; for an average 
head of fall, that is, at mean-tide, the outer wheel is used; and 
for the minimum fall, that is, when the tide is in, both the 
wheels are used for motive power. 
This will, no doubt, work well for maintaining a nearly uni- 
form velocity of the wheel and pumps, without regard to economy 
of the water-power. 
The second advantage claimed for the Duplex Adjustable 
Turbine is, “ that by means of the automatic gates acting on the 
inner division of the duplex wheel, one-third of the issue of dis- 
charge will be retained. Whenever the tide is out, a consequent 
saving of water will result therefrom, which will become avail- 
able for pumping purposes,” when the tide is in, of course. 
The philosophy of this, is as follows : To save the water at 
low tide, when it has the greatest power, so as to be able to spend 71 
more of it at high tide, when its power is smallest. This is 
the saving doctrine which has been in operation at Fairmount 
since the year 18(10, of which you have been complaining for 
the last nine years. 
It has been explained (formula 10, page 50) that in order 
to utilize the greatest percentage of a water-power, the turbines 
must run with a certain velocity, proportionate to the height of 
fall. 
If the duplex turbine is so constructed as to utilize the best 
effect with full water on both wheels at high tide, then it will 
waste water when running at low tide, the time when the power 
ought to be best utilized. A turbine so constructed will be a 
repetition of the blunders of 1860 and 1870. 
The Duplex Adjustable Turbine, with automatic motion of 
the circular gates, will answer very well at Fairmount when 
there is plenty of water in the river; but will not answer for 
economizing the water-power in the dry season. 
The operation of gates for regulating the motion of turbines, 
is generally accompanied with a loss of power, and conspicuously 
so in the present case. 
Your Commission believes that the best arrangement for util- 
izing the maximum power in the dry season, is to construct the 
turbines and pumps so as to run with its greatest effect at the 
time of mean low tide; that is, for a fall of 14 feet, with the gates 
wide open. 
At Flat Rock dam, where the head of fall is nearly constant, 
there will be no trouble of constructing turbines for the max- 
imum effect; and no need of the Duplex Adjustable Turbine. 
§ 24. WATER-PRESSURE ENGINES. 
Your Commission, however, believes that water-pressure en- 
gines would be much better at Flat Rock than turbines. 
W ater-pressure engines cost much less than turbines, are less 
liable to get out of order, simpler in construction, take up less 
room, less expensive to run, and utilize a much higher percent- 
age of the natural effect of the waterfall. 72 
§ 25. MINIMUM FALL ON TURBINES, 
Philadelphia, October 1, 1878. 
Mr. John W.Nystrom: 
Dear Sir:— 
I have read with interest that part of the lie- 
port of the Water Commission which treats of the proper 
velocity of turbines, and the criticism on Geyelin’s Duplex 
Turbine; in which it appears that turbines for Fairmount 
Water-Works should be constructed for mean loiv tide, or 
14 feet fall. How will a turbine so constructed run at high 
tide ? And what head of fall will just balance the pumping 
resistance, so that the turbine-wheel will not turn tvhilst 
the water runs? 
Respectfully Yours, 
JAMES 1IA WORTH. 
In answer to your letter of October 1, your Commission 
submits the following explanation : 
II = head of fall for which the turbine is constructed. 
V = velocity due to the head II. 
h = head of fall at high tide, or when the turbine stops, or can- 
not run. 
V' = velocity due to the head h. 
v = proper velocity of the circle of percussion of the turbine, 
produced by the fall II. 
v' = velocity of the circle of percussion, produced by the head 
of fall h. 
F = motive force acting in the circle of percussion to turn the 
turbine. 
% 73 
The weight of the column of water elevated into the reservoir, 
is practically the same for different speeds of the turbine, for the 
small difference of head, caused by variable velocity, can, without 
detriment, be omitted in this particular case. The force F must 
balance this head of water. 
From formula 1, § 22 we have: 
F=(V—v)2 = (V' — v')\ or, V — v = V' — v'. 
Formula 5, same paragraph, gives: 
V V 
V= 3 v, or, v — then, V — v = V — -g- = f V. 
§V= V'— v', and v' = V' — f F. 1 
Velocity, V = 3y/H, and V' = S^/h. 
Velocity of Turbine, v' = 8 (i/h — 2 
The formula 2 will answer your first question : “ How will 
the turbines run at high tide?” 
For high tide, the head of fall is, h = 9 feet. 
For mean low tide, . . 11= 14 “ 
Velocity, v' = 8 (y/9 — §y/14) = 4.376 feet per second. 
ir D n 
v ~ 60 
60 v' 
n = rT* 
* D 
The diameter of the circle of percussion in the turbines Nos. 
7, 8 and 9, is D = 7.5 feet. 
60 X*4.376 
Revolutions of turbine, n = 3 14 7 5 ~ min. 74 
The second question will also be answered by formula 2, in 
which vf = 0. 
8 y'h = f X 81/H. 
24 i/h = lQi/H. 
3 -\/h —- 2p/.Z5T. 
d h = 4 H. 
Head of fall, h — $ H. 3 
“ h = $ X !4 = 6.22 feet. 
That is to say, when the dam is drawn down so as to make 
the head of fall only 6.22 feet, the turbine will stop and the 
water run through it. 
When the turbine is constructed to run with its greatest effect 
at high tide, or head of fall, H = 9 feet; it will stop running 
with a head /i = | X 9 = 4 feet. 
§ 26. 
LOW WATER IN THE SCHUYLKILL 
Philadelphia, October .7, 1878. 
Mr. John W. Nystrom, 
Chairman of Water Commission. 
Sir:—The Chief Engineer of the Water Depart- 
ment has written a letter to Hon. Mayor Stokley, stating 
that the water is so low in the river that he can run only 
the small turbines half the time, for which extraordinary 
saving of water is required in the city. 
I desire your Confmission to examine this. 
Respectfully, 
JAMES HA WORTH. 75 
The water was up to the top of, and even running over the 
Hash-board, on the 5th of October. The true difficulty about 
supplying sufficient water is, that two of the largest new steam- 
pumping engines have broken down, and are, consequently, not 
working. The capacity of these two engines is over 25,000,000 
gallons per 24 hours. 
THE OLD BREAST-WHEELS PREFERRED. 
i 27 “/ approve of the breast-wheels in place of the turbines. 
I would put the wheels two feet lower, and make them 
smaller than the old wheels, with two pumps at right 
angles on each wheel. To run only 7 hours and stop 
hours in each tide. A small water-motor for oper- 
ating the gates. Would not this be expedient? ” 
A breast-wheel, like the old ones at Fairmount, transmits 
about GO per cent, of the natural effect of the waterfall. 
A well-constructed turbine transmits about 70 percent, of the 
natural effect. 
At Fairmount the turbine has the advantage over the water- 
wheel, that it utilizes the whole head of the fall at different 
heights of the tide, which the breast-wheel does not. 
However well a turbine may be constructed, if not properly 
proportioned to the height of the waterfall, and to the power of 
resistance, it may utilize a much smaller percentage of the natural 
effect than does a breast-wheel; which is actually the case at 
Fairmount, as has been heretofore explained. 
The cost and repair of turbines, such as used at Fairmount, 
are about 30 per cent, greater than those of breast-wheels. One 
great disadvantage with the breast-wheels was their interruption 
by ice in the winter time; and the turbines were preferred for 
that express reason. 
The water-works at Fairmount were* built in 1820-22, by 
Frederick Graff, father of the late Chief Engineer Graff, and is 
yet a masterpiece of engineering skill; only one of the old 
breast-wheels remains, the others being replaced by turbines. 76 
The old breast-wheels had each only one double-acting pump, 
of 16 inches in diameter, and 54 inches stroke, making about 14 
revolutions per minute. 
Two pumps coupled at right angles to each wheel, would 
have increased the pumpage about 41 per cent., with the same 
water-power. 
When the water is low in the river, it is no doubt best to run 
the wheels about 7 hours during low tide, and stop them 5 hours 
during high tide. 
A small water-motor, for operating the gates, would no doubt 
be very good. The present gates, operated by hand, require 
three men, for about half an hour, to open them. 
COST OF STEAM PUMPING. 
§ 28. “How much money has been expended on Steam Pump- 
in y up to this time, when water-power could have 
been employed without any cost?” 
The first steam engine erected on the Schuylkill, about the 
year 1800, cost $6000 per year in running expenses. The centre- 
square engine raised the annual expenses for steam pumping to 
$13,807 ; from which time the running expenses increased, on 
an average, $670 per year, until the year 1860, when the yearly 
running expenses were $40,550.06. The whole amount expended 
up to that time, was $1,448,950, for running expenses only. 
From the 1st of January, 1860, to the 1st of January, 1878, 
$1,618,634.23 has been spent in running the steam-power. 
The 24th Ward Steam Pumping Works, started in 1855, and 
abandoned in 1870, cost $360,000. 77 
Expenses for Steam and Water-Power. 
TABLE IX. 
For 18 
years. 
COST OK STEAM-POWER. 
Average Water 
Yearly Running 
Pumped per 
Ex pe nses. 
24 hours. 
COST OK WATER-POWER. 
Average Water 
Yearly running1 
1 Pumped per 
Expenses. 
24 hours. 
Years. 
1860 
1861 
1862 
1863 
1864 
1865 
1866 
1867 
1868 
I860 
1870 
1871 
1872 
1873 
1674 
1875 
1876 
1877 
Dollars. 
40,552.96 
41,712.07 
50,868.26 
57,103.47 
87,818.51 
04,846.04 
82,413.58 
57,900.05 
67,016.00 
02,017.40 
00,086.00 
88,600.87 
106,082.49 
102,033.70 
127,268.75 
139,224.09' 
155,894.63 
127,784.20 
Gallons. 
10,514,688 
10,587,009 
11,967,565 
10,717,980 
9,136,516 
10,878,228 
10,510,209 
11,847,505 
11,235,835 
13,648,596 
16,160,029 
13,433,097 
10,685,812 
16,199,155 
20,606,094 
26,628,017 
24,842,213 
22,967,073 
Dollars. 
6,295.66 
6,207.98 
7,620.03 
9,079.18 
14,797.86 
16,660.65 
15,541.54 
17,572.82 
15,072.83 
16,487.56 
15,775.06 
12,220.06 
13,870.90 
17,543.01 
17,305.45 
15,081.05 
17,505.36 
26,234.00 
Gallons. 
9,867,378 
10,224,070 
9,766,360 
15,306,060 
16,358,360! 
10,402,701 
21,155,664 
21,951,694' 
21,929,053 
20,519,482 
22,253,242 
24,195,782 
10,802,776 
24,077,029; 
21,504,736 
21,013,724 
22,899,066 
26,015,985 
18yr. 
1,618,634.23 
271,574,581 
261,880.60 
348,353,211 
Steam-power cost $16.30, and water-power $2.06 per million 
gallons pumped. Allowing for 55 per cent greater height pumped 
by the steam, the proportion will be $10.50 : $2.06 = 5.1, that 
is, steam-power cost 5.1 times as much as water-power. 
The question l)efore us, however, implies the cost of that 
much of steam pumping which could have been accomplished 
with the water-power at Fairmount utilized to its full capacity. 
It is not definitely known how many gallons are consumed at 
Fairmount for pumping one into the reservoir, but under the 
present condition of the pumps, 22i gallons are probably re- 
quired. With proper proportions of the pumps and wheels, 13 
gallons ought to be sufficient. 78 
The average height to which the steam-power pumps the water, 
is 55 per cent, greater than that at Fairmount. The full capacity 
of the Fairmount Water-Works is 35,000,000 gallons daily, and 
allowing for one turbine to be continually under repair, the 
maximum capacity may be set down at 30,000,000. In the W. 
D. Report for 1877, it appears that an average of 30,000,000 
was pumped in October, and the average for the whole year is 
26,000,000 gallons pumped per day. If this Report is correct, 
a very small portion of the steam pumping could have been 
accomplished with the present water-power at Fairmount. When 
the dam is low, the turbines should run only at low tide, for 
economizing the water, when only 66 per cent, of the maximum 
capacity can be relied upon. From Table VIII we find that the 
water-works are stopped about 20 per cent, of the time, and also 
that they are stopped during the times of plenty of water in the 
river, when the full water-power ought to have been used. The 
reason given for the stoppage is, “For high or low water, or 
full reservoir.” It is not stated whether the “ high or low water” 
means in the dam or of tide-water, but, in either case, the works 
should not stop for high water on the dam, nor for low tide- 
water, which are the circumstances under which the works are 
most powerful. 
To stop the pumping by reason of the reservoir being full, would 
indicate that the works are too large for the demand; but there is 
a main, 30 inches diameter and 6 feet head, connecting the Cor- 
inthian and Delaware basins, through which Kensington could 
be supplied with purer water by the surplus power at Fairmount, 
and thus save much of the expensive steam pumping. 
Table X shows the average daily pumpage, by water and 
steam, for each month in four years; and, it will be observed, 
that in the winter, when the river is full, the minimum quantity 
of water has been pumped by the Fairmount Water-Works; 
whilst in the summer, when the river is lowest, the maximum 
quantity has been pumped. 
If the works had been run with their full capacity the whole 
year, it would have saved a great deal of money to the city, ex- 
pended on unnecessary steam pumping. 79 
In the last two years, 1876 and 77, the Fairmount Water- 
Works have been run with some better regard for economy. 
Your Commission cannot ascertain, with correctness, the whole 
amount of money uselessly wasted on steam pumping. 
Average daily pumpage by water and steam for each month in 4 years 
1H 
WATER 
POWER. 
60. 
STEAM 
POWER. 
18 
WATER 
POWER. 
65. 
STEAM 
POWER. 
18 
WATER 
POWER. 
70. 
STEAM 
POWER. 
18 
WATER 
POWER. 
75. 
STEAM 
POWER. 
Gallons. 
Gallons. 
Gallons. 
Gallons. 
Gallons. 
Gallons. 
Gallons. 
Gallons. 
January 
8,171,185 
8,364,060 
13,508,602 
4,395,541 
15,087,023 
11,542,169 
18,984,114 
13,742,282 
February 
7,930,578 
7,290,276 
17.094,818 
4,425,218 
17,804,775 
11,573,200 
21,426,336 
14,784,240 
March 
8,95] ,307 
9,126,612 
18,385,808 
6,233,679 
15,444,033 
13,232,483 
21,316,976 
16,036,848 
April 
10,481,658 
9,991,546 
20,139,024 
6,015,531 
23,238,604 
13,216,256 
23,018,286 
15,484,924 
May 
8,926,005 
10,281,283 
19,363,967 
9,417,051 
23,735,175 
13,710,193 
24,396,026 
23,366,171 
June 
11,189,517 
11,535,779 
23,593,453 
15,792,891 
24,417,463 
16,252,278 
20,650,366 
30,599,551 
July 
12,446,775 
14,718,875 
20,798,382 
16,000,223 
26,191,619 
19,817,116 
14,326,853 
35,582,484 
August 
11,786,307 
13,975,347 
23,923,115 
15,203,729 
27,206,145 
16,457,042 
25,909,418 
24,684,301 
September 
11,419,237 
12,726,510 
21,988,214 
15,901,787 
16,062,014 
25,043,293 
17,160,412 
28,164,174 
October 
10,650,200 
11,072,303 
21,514,862 
13,716,072 
25,454,561 
15,390,982 
18,363,695 
27,329,328 
November 
8,724,030 
9,878,690 
19,683,975 
10,336,413 
26,088,477 
13,792,512 
23,742,940 
19,604,593 
December 
7,731,735 
7,674,985 
13,907,223 
12,560,732 
26,306,015 
8,729,186 
22,925,877 
14,500,803 
Average 
9,867,378 
10,514,688 
19,402,791 
10,892,741 
22,253,242 
14,996,143 
21,013,724 
26,626,017 
TABLE X. 80 
EX-CHTEF ENGINEER BERKINBINE; AND HIS 
PAPER READ BEFORE THE FRANKLIN 
INSTITUTE. 
I 29. “ In a paper read before the Franklin Institute, 
May 15, 1878, by Henry P. M. Berkinbine, (late Chief 
Engineer of the Wajber Department,) it is stated that the 
minimum daily average flow of the Schuylkill river is 
nearly 1,665,000,000 gallons. This amount is nearly 
I, less than the actual average flow. 
About the year 1865, Mr. Berkinbine, being then in 
office, made a survey of the Schuylkill watershed, and found 
it contained 1912 square miles. The average rainfall for 
the last twenty years, has been found to be about 45 inches. 
This rainfall woidd amount to, within a small fraction, 
800,000,000 gallons on every square mile ; of ivhieh 60 
per cent, can be utilized. This amount of rainfall on 1912 
square miles, would yield a daily average flow of the Schuyl- 
kill river, throughout the year, of 2,500,000,000 gallons, 
which could be utilized for water-power; and this amount, 
as above stated, is only 60 per cent, of the rainfall.” 
In his Report for the year 1865, Mr. Berkinbine says: 
“ In the old wheel-house there are eight double-acting 
pumps, sixteen inches in diameter, propelled by breast- 
wheels, and one by a turbine-wheel. In the new wheel-house 
there are six double-acting pumps, eighteen inches in diam- 
eter, propelled by turbines. The full capacity of both these 
tvorks, at ordinary stages of the river, is 28,000,000 
gallons per day.” 
In the table of Operation at Fairmount Works during 
1865, we find the number of gallons (by register) pumped 
per day ran down to the amount of only 13,508,602 gallons 
in January; and to 13,907,223 in December, when the 
river ivas full. 
Why did not Mr. Berkinbine pump the 28,000,000 
gallons during the remaining eight months, when the river 
was full, instead of employing steam-power to pump 
II, gallons, at a cost of $20per 1,000,000 gal- 
lons, when it could have been pumped by water-power for 
nothing ? ” 81 
Your Commission cannot answer that question; but by ex- 
amining the W. D. Reports, it is found that steam-power is 
invariably employed, whilst water-power is wasted, at Fairmount. 
The average daily pumpage by Mr. Berkinbine was about 
15,000,000 gallons, with the three turbines in the new wheel- 
house, the old breast-wheels and the small turbine, the theoretical 
capacity of which was 28,636,000 gallons. The same has oc- 
curred both before and since, as appears by table X. 
\ 30. Mr. Berkinbine says, “ The arrangement of the ma- 
chinery of 1870, is simply a repetition of the defects 
of the apparatus of 1860.” 
“ Was not the defective apparatus of 1860, approved by, 
and erected at Fairmount under the supervision and 
knowledge of Mr. Berkinbine ? ” 
Yes, that appears to be the case, because he was Chief 
Engineer of the Water Department at that time. In the same 
address, Mr. Berkinbine says, “The turbine wheels and pumps, 
figs. 1 and 2, put in the works in 1860, were under my own 
supervision, but are not now satisfactory to me.” 
These are the turbines Nos. 7, 8 and 9 in the new wheel- 
house at Fairmount, and correspond illustrations given 
bolow. 
i 31. Mr. Berkinbine says, “ With properly arranged and 
managed machinery, a daily average of .‘ia,000,000 
gallons could be pumped at Fairmount.” 
“ Why did he not pump that proportionate amount when he 
had the management of the machinery he had himself 
approved ? Iloiv can he accomplish that pumping 
now ? ” 
Mr. Berkinbine did not say in his address to the Franklin 
Institute, why he did not accomplish what he said could be done; 
nor did he give any data for elucidating or removing the alleged 
defects. 82 
Your Commission believes that 35,000,000 gallons or more, 
can be pumped per day with the present turbines at Fairmount, 
if the pumps were made larger or the gearing reduced, so as to 
make the present pumps run faster in proportion to the wheels. 
\ 32. Mr. Berkinbine says, “ The wheels now in these ivorks 
can absorb more than the average flow of the river. 
Little can, therefore, be gained by increasing the 
number of wheels.” Can that be so? 
No. Mr. Berkinbine underestimates considerably the flow of 
the Schuylkill River. 
Two new turbines for Nos. 2 and 6, and by altering the pumps 
in Nos. 3, 4, 5, 7, 8 and 9, would probably double the actual 
pumping capacity at Fairmount. 
INCREASE OF COST OF PUMPING WITH WATER- 
POWER. 
2 33. “In the W. D. Report for 1877, it appears that the 
pumpage at Fairmount has exceeded that of any 
other year, but the expense per million gallons is 
greater than that in any other year. Should not an 
increased pumjtoige cause a decrease in cost per million 
gallons pumped ? ” 
The cost per million gallons pumped at Fairmount should 
certainly decrease with the increase of pumpage, and vice versa, 
when only the running expenses are considered. 
SMALL PUMPAGE AT FAIRMOUNT. 
? 34. “ The average pumpage per day at Fairmount in 
1872, was only 19,898,776 gallons, the last three new 
tvheels and sioc of the largest pumps having just been 
put in; and all at work in perfect order. Why was that 
pumpage so small ? ” 
Your Commission cannot answer that question. 83 
GX4ST OF STEAM AND WATER-POWER. 
\ 35. Mr. Berkinblne sags, “ That steam-power is cheaper 
than water-power.**' Is that so ? 
No; water-power is cheaper than steam-power, which is a 
well-known fact. 
The Manufacturers at Manayunk who pay $43,100 rent for 
1000 horse-power of water annually, find it cheaper than steam- 
power. 
The less water pumped at Fairmount, the more expensive 
will it be per million gallons, because the interest on plant and 
running expenses are nearly the same, or independent of the 
quantity pumped. The extravagant misuse of the water-power 
at Fairmount more than doubles the expense of its pumpage. 
TWENTY-FOURTH WARD STEAM PUMPING 
WORKS. 
36. “What was the cost /ter million gallons pum/ted into 
the standpipe Itg the abandoned Twenty-fourth Ward 
Works, with and without interest on plant. How long 
were these works in operation? ** 
The Twenty-fourth Ward Steam Works were first started in 
the year 1855, and abandoned in the ye^l870. 
When started, they cost $360,000, and, according to the 
W. I). Report of 1860, 283,646,000 gallons were pumped 
with $6,086.87 running expenses that year, which makes the 
cost of'pumping $21.46 per million gallons. Six per cent, in- 
terest on $360,000 is $21,600; with which the cost of pumping 
will be $97.60 per million gallons. 
These works had been in operation only fifteen years when 
abandoned. 
Original cost of the Works, . . $360,000 
Six per cent, interest for fifteen years, 324,000 
Running expenses “ . 91,303 
$ " 
Total, $775,303 84 
During the fifteen years operation, these works pumped 
4,254,791,000 gallons into the standpipe, which makes the cost 
$182.22 per million gallons pumped-. 
In calculating the expenses of supplying West Philadelphia 
with water, the cost of the first Twenty-fourth Ward Works 
should be added to that of the Belmont Works, in order to make 
a fair comparison with the cost of water-power at Fairmount. 
§ 37. WATER FAMINE. 
Philadelphia, Now Hi, 1878. 
John IV. Nystrom. Esq. 
Dear Sir: 
Enclosed is an article cut f ront to-day’s “ Record,” 
which indicates fears of a water famine. 
I bey you to submit this article to the consideration of 
your Water Commission, for a criticism on the same in 
your Report now in progress. 
I am, Yours Respectfully, 
JAMES HAWORTH. 
[From the Public Record.] 
FEARS OF A WATER FAMINE. 
TWO PUMPING ENGINES DISABLED, AND THE SCHUYLKILf, 
VERY LOW. 
Chief Engineer Dr. McFadden, of the Water Department, 
was not in his best humor yesterday. The cause of this was 
that there promises to be a scarcity of water next summer. 
The six million gallon Worthington engine at the Delaware 
works broke down on Tuesday, and on Thursday the ten million 
gallon Simpson engine at the Spring Garden works was dis- 
abled. Thus a pumping capacity of 16,000,000 gallons per 
day suddenly ceased in the course «of one week. Added to this, 
the water in the Schuylkill has become unprecedentedly low. 85 
“Lower, in fact,” said Dr. McFaddcn, “than has ever been 
known at this season of the year. On Thursday I telegraphed 
to Mr. Smith, the consulting engineer of the Philadelphia and 
Reading Railroad, who has charge of the Schuylkill canal, 
asking him to open some of the locks and allow the water to 
come down the river, as we feared that our supply would run 
short. To-day I received his reply, which does not give much 
consolation : 
We have no surplus in any of our darns. Our flash-boards 
were all displaced in October. Our trade is heavy, and we 
have hardly water enough to accommodate it. Our reservoir is 
only half full, and we are drawing on it to supply the upper 
river. The river at Flat Rock is not far from a double minimum 
flow. If I notice by our reports to-morrow that Fairmount is 
falling 1 will try to fill it up so far as I can with safety/” 
“Now, the trouble is just here,” said Chief Engineer McFad- 
den ; “there has not been a soaking rain since the 15th of May, 
and consequently the river is running dry. We are just holding 
our own. I cannot tell when the engine at the Delaware River 
Works will be ready. For the present, the people in that section 
recei ve their supply from the Corinthian basin. The constant strain 
upon the machinery has resulted in its breaking down. AVe 
have not had time to clean or repair our* machinery for a year. 
It is fortunate this did not occur in the summer. When I asked 
Councils foran extra appropriation for boilers at Belmont, theory 
was raised, ‘ Job, job! ’ If an accident should occur there at 
the present time, the people would have it brought home to 
them that something else should have been done than to raise 
such a foolish cry.” 
REMARKS ON THE ABOVE. 
Your Commission visited tlie Delaware and Schuylkill Water- 
Works to examine the extent of breakage of the pumping 
engines, and found that the Worthington engine at Kensington 
had not broken down, but, as we were informed, the slide-valve 
seat had worn so as to leak, and the engine stopped on that ac- 
count. It is possible that the valve-seat had been thus injured 86 
for want of proper lubrication. The slide-valve was, however, 
soon made tight, and the engine started. 
After concluding the experiment at Belmont, November 16, 
your Commission went to the Schuylkill or Spring Garden 
Works, to examine the supposed broken-down Simpson engine, 
and, to their surprise, found it working at full speed. They 
were informed the engine was stopped a few hours the day before, 
to tighten up a key, and started the same day at 5 o’clock P.M. 
Your Commission can see no indication of a water famine. 
ACTUAL PERFORMANCE AT FAIRMOUNT. 
2 38. “ What is the number of gallons actually employed at 
Fairmount by the old wheels, and by the present tur- 
bines, respectively, for pumping one gallon 1 OH feet 
high; also, the relative cost of plant and repairs ? ” 
For the solution of this problem, application was made to the 
Chief Engineer of the Water Department, for permission to 
measure the quantity of water consumed by the wheels, and 
pumped thereby into the reservoir, viz: 
1010 Spruce Street, 
Philadelphia, August 22, 1878. 
Dr. William H. McFadden, 
Chief Engineer Water Department. 
Sir :—Mr. James Haworth has engaged two associates 
and myself to investigate the water-supply of Philadelphia, in 
view of its future improvement. 
The Commission desires to make some measurements at the 
Fairmount Water-Works, for determining its actual efficiency, 
and ask your permission to do so without interfering with the 
operation of said works. 
I would also ask if you will be kind enough to appoint one 
of your Assistant Engineers to join the Commission. 
Yours Respectfully, 
JOHN W. NA7STROM. 87 
Water Department, 
Philadelphia, September 4, 1878. 
John W. Nystrom. 
Dear Sir :—It is customary for gentlemen seeking the 
courtesy of the Department to make the request in writing, 
and state the purpose and object. 
If you, as the agent, will furnish the request, and the pur- 
pose of your authority, I will submit it to the Committee, and 
recommend their approval. While my Assistant at your request 
would accompany you, there would be a delicacy in receiving 
pay for such services. I have, however, consulted Mr. E. Gey- 
elin, who will accompany and give all the facts which he, as the 
builder, constructor and engineer of the machinery, is fully 
capable of doing. 
At our earliest convenience we will send you the map, and a 
copy of the Report for 1877. 
Yours Respectfully, 
W. H. McFADDEN. 
Philadelphia, September 5, 1878. 
Dr. William H. McFadden, 
Chief Engineer Water Department. 
Sir :—Your favor of yesterday is received with thanks. 
The object of the Commission appointed by Mr. James 
Haworth to examine the water-supply of Philadelphia, is to find 
out, if possible, if any improvements can be made therein. With 
that object in view, Mr. Haworth has propounded some questions, 
the mast important of which is, “ How many gallons of water 
are actually consumed at Fairmount .for pumping one into the 
reservoirs? ” 
With your permission to make some measurements and ex- 
periments, without interfering with the operation of the water- 
works, the Commission can answer that question correctly. 
In case the required permission is granted, you are hereby 
respectfully requested to appoint an Assistant Engineer of the 88 
Water Department to witness the measurements and experiments, 
on condition that said Engineer shall receive no pay therefor, or 
favor whatever, over his regular salary in the Water Department. 
Your early answer, with the required permission, is earnestly 
craved. 
Very Respectfully, 
JOHN W. NYSTROM. 
Philadelphia, September 30, 1878. 
Dr. William H. McFadden, 
Chief Engineer Water Department. 
Sir :—Your attention is respectfully invited to the 
consideration of my letter to you, dated September 5, asking 
permission to make some measurements, &c., at Fairmount, 
which letter yet remains unanswered. 
Very Respectfully, 
JOHN W. NYSTROM. 
Water Department. 
Philadelphia, September 30, 1878. 
John W. Nystrom. 
My Dear Sir:—Yours of 30th to hand, and will be sub- 
mitted to the Committee on to-morrow afternoon, at 3 o’clock, 
when I would be pleased to have your Committee present with 
a letter of request from your authority, Mr. Haworth, stating 
your object and purpose, as per my answer to yours of September 
5, 1878. 
Yours, Very Respectfully, 
WM. H. McFADDEN, 
Chief Engineer Water Department. 89 
The Committee on Water.—A meeting of the Committee on 
Water, of Councils, was held Tuesday, October 1, 1878; Mr. 
Charles Thompson Jones, chairman, presiding. 
The following letter was read by the clerk : 
Philadelphia, October 1, 1H7&. 
To Dr. Win. II. Me Pad den, 
Chief Pnyineer: 
Dear Sir:—The bearer of this, Mr. John W. Nystrom, 
is chairman of a Commission appointed by me for the pur- 
pose of investigating the water-supply of Philadelphia, the 
object of which has been explained in his application for 
permission to make some measurements and experiments 
at Pairmount. The Commission consists of John W. Nys- 
trom, If. It. Le Van and William Dennison. I respectfully 
request that you will permit the necessary facilities to the 
Commission for the accomplishment of its important pur- 
pose. 
liespecifully Yours, 
JA MPS IIA WOP Til. 
Mr. Bardsley moved that the permission asked for be granted, 
under such restrictions as the Chief Engineer may deem proper. 
M r. Jones, Chairman, desired to know whether tlie proposed 
investigation would be made in the interest of an organization 
which are trying to obtain the passage of measures looking to a 
utilization of the water of the Schuylkill river above Fairmount 
dam. 
Mr. Nystrora replied, that he knew nothing of such an or- 
ganization ; but the proposed investigation was simply scientific 
in its character. 
Question.—What benefit would such an investigation be to 
the city, and to the Water Department? 
Mr. Nystrom answered, that it would reveal the actual oper- 
ation of the works, and that there has never been a thorough 
scientific and technical investigation made of the present water- 
works at Fairmount. 90 
Mr. Jones asked: “ How do you know that such an investiga- 
tion has never been made ?” To which Mr. Nystrom replied, 
that there is nothing of the kind on record in the W. D. Reports. 
The Chief Engineer, McFadden, maintained that the Com- 
mission of Engineers of 1875 made an exhaustive investigation 
of the Fairmount works; and, after a long argument in relation 
to the different systems into which the water-supply of Phila- 
delphia is divided, Mr. Bardsley’s motion was finally agreed to* 
The Chief Engineer then offered to give all facility and aid 
in his power to your Commission, and he gave orders to that 
effect to the Superintendent and Engineers at the Fairmount 
works; which orders were kindly and cheerfully complied with. 
All information required about the works was promptly and 
sincerely given. 
THE LOG, FOR MEASURING THE WATER AND 
DUTY OF THE TURBINES. 
This instrument is constructed upon the same principle as the 
marine log, only that the propeller is much larger in diameter,, 
and the clock-work geared to indicate feet instead of miles. 
The accompanying illustration represents the log, consisting 
principally of a propeller, which is set in rotation by the current 
of water in which it is immersed. 
An endless screw, on the end of the propeller shaft, sets the 
clock-work in motion in the casing, and the number of feet of 
current passing the propeller is indicated by hands on the dials. 
The log has four dials, decimally divided, so that each division 
on the first dial from the propeller represents 10 feet, on the 
second 100, on the third 1000, and on the fourth 10,000 feet. 
Thus, with the four dials, 100,000 feet can be indicated. 
A sleeve covers the dials when the log is operating, to prevent 
solid matter in the water from interfering with the hands and 
settling in the instrument. 91 
Two of these instruments were constructed expressly for 
measuring the water at Fairmount, and other water-works, by 
your Commission. 
Scale, 2 inches to the Foot 
The number read on the dials, multiplied by 1.14, is the space 
in feet, which multiplied by the area of cross-section in square 
feet of the current, gives the cubic feet of water that has passed 
the log. Both instruments have propellers of equal pitch, 
and the same proportion of gearing in the clock-works. 
Both were tried in the same current of water, and the coeffi- 
cient, 1.14, established by experiment®. 
JONVAL TURBINE AT FAIRMOUNT. 
The following illustrations, figures 1 and 2, represent a 
side elevation and cross-section of the Jonval turbine, as con- 
structed by Emil Geyelin, and erected in the new wheel-house 
at Fairmount. 
The flume, leading from the forebay to the turbine, is made of 
wrought iron, and is elliptical, 7' by 12' 9" diameters. For the 
larger turbine, in the old wheel-house, the cross-section of the 
flume is rectangular. 
In the experiments made by your Commission on these tur- 
bines, the log was placed in the flume, a little on one side, and 
also above the middle, where the mean velocity of the current 
was expected to be. 92 
§£ln the years 1859 and 1860, experiments’ with different kinds 
of turbines were made by the Water Department, under the 
supervision of Mr. Berkinbine, then Chief Engineer, 
The duty obtained by these experiments varied between 53 
and 87 per cent.; the highest being given by the Jonval turbines, 
namely, the Geyelin Jonval 82, and Stevenson Jonval 87, and 
the lowest only 53 per cent., by the Monroe and Bartlett turbine. 
Although the Geyelin turbine was the second best in duty, it 
was considered to have many practical advantages over the others, 
and was therefore adopted for the Fairrnount Water-Works. 
Fig. 1. 
Section of Pump-House with Wheel-case, 
Gearing Pump and Flume 
in place. 
The illustrations are kindly furnished by Mr. Berkinbine. 
The most important feature of a turbine is its duty percentage, 
but it appears that no such feature was required by the contract 
for building said turbines; nor was any experiment made to 
find out the same. Also, in his late proposition to the City 
Councils to furnish a duplex turbine, Mr. Geyelin does not bind 
himself to any percentage duty of the same. 93 
PRELIMINARY DUTY EXPERIMENT. 
The Commission met at Fairmount, October 17, 1878, at 9 
o’clock A.M., fully prepared for making experiments on all 
the wheels; but the Chief Engineer of the Water Department 
would not allow the turbines in the old wheel-house to run, on 
account of scarcity of water in the dam. Only the two wheel* 
Nos. 8 and 9, which are the most economical, were running; the 
wheels Nos. 3, 4 and 5 being too extravagant on water. 
Fig. 2. 
Transverse .Section of Tump-House, with Turbine. Gearing and Pumps. Tbe 
lower part of Wheel-Case shown in Section, exhibiting 
Guide-Cams, Wheel and Gate. 
Experiments were made by the wheel No. 9, which was found 
to use 720,408 cubic feet of water per hour, and pumped 25,570 
cubic feet, in the same time, into the Corinthian basin, 115 feet 
high, which is 28 to 1, or, in other words, it required 28 gallons 
to pump 1 into that reservoir. 94 
/ 
In this experiment, the log was placed outside the grating in 
the archway leading from the forebay to the turbine, by which 
only the water used for motive-power was measured. 
The pumpage was taken from the register, which showed a 
difference of 716 revolutions during the hour of experiment, and 
leakage assumed to be 20 per cent. 
The pumps made 12 double strokes, and the turbine 33.3 
revolutions per minute. The natural effect was 307, and the 
realized, 92.7 horse-power, or 30.3 per cent, of the natural effect. 
The head of fall was 13.5 feet average, and the circular gate 
partly down to prevent the wheel running too fast. 
N. B.— In the above calculation, it is assumed that the leak- 
age was only 20 per cent.; but subsequent experiment proved it 
to be 25 per cent., as will appear hereafter. 
duty experimp:nts at the fairmount 
WATER-WORKS, OCTOBER 24, 1878. 
The first regular experiment was made with turbine No. 4, by 
placing one log in the flume leading to the turbine, where the 
section area was 82.58 square feet; and the other log in the outlet 
of the main into the basin, 3 feet in diameter, or 7.068 square 
feet section. 
The wheel was started at 11 o’clock, and observations taken 
for every 10 minutes, as shown in the following Table XI. 
Stopped at 12 o’clock, when the register showed a difference 
of 555 revolutions for one hour; the log in the basin showed 
3395, and that in the flume 11,169. The proportion of water 
used by the turbine to that pumped into the basin, will then be 
11,169 X 82.58 : 3395 X 7.068 = 38.6 : 1. 
That is, the turbine requires 38.0 gallons for each gallon 
pumped into the reservoir 90 feet high, or 45 gallons to pump 
to a height of 105 feet, and utilizes *22.5 per cent of the 
natural effect. 
For the second experiment, Table XII, the log in the basin 
gave 3135, and that in the flume 9911, from which the propor- 
tion will be 
9911 x 82.58 : 3135 X 7.068 = 37 : 1. 95 
That is, the turbine requires 37 gallons for each gallon pumped 
into the reservoir. 
It will be noticed that it requires 38.6 gallons at high tide, 
and 37 at low tide, to pump one gallon into the reservoir. The 
head of fall at high and low titles is, respectively, 10.45 and 
16.92 feet, and the lift into the reservoir is 90 feet. 90 : 10.42 
= 8.6 gallons, and 90 : 16.92 5.3 gallons, the theoretical 
value of' pumping one gallon into the reservoir. 
The theoretical capacity of the two pumps, 22 inches diameter 
anti 72 inches stroke, with 5 inch piston-rod, is 61.718 cubic 
feet for each double stroke or revolution, which is equal to 
461.68 gallons. 
When the pumps make 9.25 double strokes per minute, the 
leakage is 20 per cent., or 12.34 cubic feet for each revolution, 
or 114 cubic feet per minute. The pumps will then deliver 
49.37 cubic feet of water into the reservoir for each revolution. 
The duty realized by the turbine No. 4, is only 22.5 per cent, 
at high tide, and 14.2 per cent, at low tide, of the natural effect. 
The reason why the turbine gives the the smallest percentage at 
the highest head of fall, is that it is constructed to run with the 
greatest advantage at high tide. 
At low tide, the discharge is contracted by the circular gate, 
to prevent the turbine from running too fast, and the water thus 
passes under the gate with a force and velocity many times 
greater than the power utilized by the turbine. 
As regards economy of water-power, it makes very little 
difference if the turbines Nos. 3, 4 and 5, run at high or low 
tide. 
DUTY EXPERIMENTS WITH TURBINE NO. 7, 
OCT. 26, 1878. 
The turbine No. 7 is in the new wheel-house, and is smaller 
than those* in the old house; its pumpage can be led either into 
the Fairmount or the Corinthian basin, with that of the turbines 
Nos. 5, 8 and 0, but cannot be led alone into them whilst the 
others are running. The delivery into the Corinthian basin 
could not, therefore, be measured by the log for one turbine sep- 96 
arately, except by stopping the others, which your Commission 
then had no authority to do. 
The water consumed by the turbine was measured by a log in 
the flume, which gave 14,491 X 78 square feet X 1.14 = 
1,174,539.72 cubic feet, which pumped 30,446.64 cubic feet into 
the reservoirs, by 882 revolutions in two hours. This is a con- 
sumption of 38.6 gallons for pumping one into the reservoir. 
It was expected that the water pumped by this experiment 
was to go into the Corinthian basin, and, after having run for 
half an hour, it was found that the revolution had suddenly in- 
creased, and by inquiring for the cause of the same, your 
Commission learned that the stop-valve to the Fairmount basin 
had been opened, which operation was not in the programme. 
It, however, turned out to the advantage of showing that the 
turbine gives a higher duty by pumping into the Corinthian 
basin, as seen in Table X,IH. 
The theoretical capacity of the two pumps, 18 inches diameter 
and 6 feet stroke, for one revolution is, . 43.15 cubic feet. 
Pumpage'for each revolution, . . . 34.52 “ 
Leakage, assumed to be 20 per cent., . 8.63 “ 
The programme of this experiment was to start at high tide, 
and observe how the revolutions increase with the fall of tide, 
and how the duty is affected thereby; the result of which reveals 
wdiat has been anticipated, namely, that the turbines at Fair- 
mount are very extravagent on motive-power. 
The Commission of Engineers (1875) assumed the duty of the 
Fairmount turbines to be 60 per cent, of the natural effect, and 
says: “ Under favorable circumstances 80 per cent, can be re- 
alized, and 75 per cent, ought to be obtained, when flash-boards 
can be used on the dam, and the wheels run only when the tide 
is below mean height.” 
The raising of the dam by flash-boards increases the water- 
power, and will pump more water, but decreases the duty 
percentage with the present turbines. 
The same Commission recommended to alter the large turbines, 
so as to operate more economically; but do not say what altera- 
tion should be made. 97 
Your Commission believes that, apart from the pumps being too 
■mall, the wheels and guides are not properly constructed or 
proportioned for economy, but cannot say positively what are 
the errors, if any, without examining the details when the tur- 
bines are taken apart. 
A well-known law of hydraulics is, that the higher the head of fallr 
the greater is the power of equal quantities of water; which law 
is infringed upon by the present turbines at Fairmount. The 
complaints naturally made that the turbines have been run at high 
tide, and stopped at low tide, under these unwarranted circum- 
stances, have not been wholly justified; but the engineers have not 
defended themselves, by exposing the true condition of the 
motors, as they ought to have done. 
The exceedingly low percentage of duty given by the turbine, 
particularly in the second experiment, is not wholly due to faults 
of the turbine, but more by running it too slow. 
Your Commission regulated the speed of the turbine to run 
the same as <1 id the other two, Nos. 3 and 5, which were running 
at the same time. 
The quantity of water running through the turbine is almost 
independent of the number of revolutions per minute; that is, 
nearly the same quantity of water will run through the turbine, 
if kept stationary, and the gates wide open, as when it ran faster 
or slower. 
Mr. Berkinbine’s statement, § 32, page 82, that “the wheels 
now in these works can absorb more than the average flow of 
the river/’ is not so much wrong after all; but if he had said 
that the power of the average flow at Fairmount is realized by 
the present turbines, he would have been very far from right. 
With the average flow, at least double the quantity of water could 
b« pumped by properly constructed turbines. 98 
Experiments with Turbine No. 4, Oct. 24, 1878, one 
HOUR, FROM 11 TO 12 O’CLOCK, DURING HlGH TlDE. 
TABLE XI. 
1 h’r. 
CD 
k—4 
O 
© 
o 
o 
8 50 
8 40 
8 30 
8 20 
00 
►—4 
o 
1 h’r. 
12 00 
11 50 
11 40 
11 30 
11 20 
b. m. 
11 00 
11 10 
Time of Observation. 
Diff. 528 
650,692 
650,604 
650,514 
650,425 
650,337; 
650,250 
650,164 
GO 
> 
£ 
a 
H 
d 
u 
p 
Ci 
C1 
Cl 
629,928 
629,829 
CD 
to 
JD 
'-<T 
co 
4- 
629,645 
629,550 
629,372 
629,460 
Re gister 
of double 
Pump 
Strokes. 
oo 
0C 
88 
90 
89 
oo 
00 
87 
86 
CD 
to 
99 
95 
CD 
to 
«o 
CD 
O 
88 
Revolutions per 
10 Minutes. 
to 
to 
o 
to 
o 
to 
to 
2.11 
1 11 
to 
£ 
OO 
4^ 
8 0 
8 3 
8 5 
00 
© 
8 7 
00 oo 
© 
Tide Gauge. 
bj 
>—1 
H—4 
CD 
mm 
t—4 
K 
y 
CD 
CD 
oo 
00 
OO 
1 8 
1 8 
K-4 H-4 
00 00 X 
Forebay Gauge. 
CO 
o 
CD 
CD 
CD 
o 
o 
d 
h-4 
t— 
H—4 
H-4 
l—4 
M4 M4 
t—4 
p 
p 
►—4 
h-4 
I—4 
P 
t—4 
p 
h-4 
P 
s 
5 
w 
k-H 
4^ 
to 
Cl 
oo 
Cl 
00 
4^ 
CO 
oo 
to 
Ci 
to CO 
Ci CO 
Head of Fall. 
s 
o 
OO 
O 
to 
CO 
d 
- 9 
CD 
co 
co 
o 
co 
t—4 
Ci 
Oi 
4^ 
-0T 
h-*■ 
Oi 
Ci 
4>* 
Oi 
Oi 
Oi 
4^ 
4^ 
Cl 
Cl 
4*- 
CO 
Cl 
pi 
4^ 
l—4 
Cl 
Cl 
4^ 
o 
F 
o 
3 
H 
M 
o 
to 
oo 
"CD 
CD 
CO 
*^4 
4* 
oo 
►—4 
4^ 
4^ 
171,445 
171,443 
171,441 
171,439 
ibic Feet 
per 10 m 
Jsed by 
Tirbine. 
co 
o 
CD 
o> 
to 
CD 
i_j 
»—i 
to 
O' 
to 
4** 
'to 
4»- 
'co 
4* 
to 
Qi 
4^ 
'to 
a 
4* 
GO 
d 
S.H 
j—i 
j-4 
'co 
Cl 
Cl 
4,880 
4,692 
4,531 
4,482 
4,435 
4* 
'co 
CO 
Ci 
’ Water 
lutes. 
umped 
nto re- 
ervoir. 
o 
o 
O 
o 
Cubic Feet required 
to pump one. 
CO 
CO 
CO 
Oi 
co 
p 
CO 
co 
co 
p 
C 
Q 
Cl 
to 
P 
CD 
OO 
© 
oo 
4^ 
00 
bo 
CD 
CD 
© 
o 
1—* 
a> 
o 
4^ 
bo 
to 
to 
Rev. per minute of 
turbine. 
to 
pi 
to 
pi 
to 
p 
to 
pi 
to 
Cl 
25. 
to 
Cl 
t© 
p 
oo 
oo 
Cl 
p 
Gj 
P 
co 
© 
© 
5.5 
OI 
d 
*—4 
bo 
Cl 
to 
o 
CO 
CO 
CO 
CO 
cr 
4^ 
CD 
4^ 
CD 
4* 
CD 
CD 
Cl 
o 
4*> 
CD 
CD 
496 
494 
OO 
CO 
oo 
Gi 
4^ 
co 
o 
4^ 
CO 
© 
CO 
oo 
O 
CO 
Cl 
Cl 
CO 
to 
ci 
CO 
to 
ci 
3 
Natural effect. 
05 
43 
71.6 
71.5 
-4 
CO 
to 
to 
to 
Cl 
•C4 
O 
70.0 
-4 
OC 
p 
Cl 
oo 
co 
© 
79.7 
77.0 
76.1 
75.3 
-4 
CO 
Ci 
Realized. % 
14.4 
14.6 
4* 
4* 
4^ 
4^ 
CO 
4^ 
bo 
4^ 
to 
23.0 
24.2 
23.3 
22.8 
22.6 
to 
to 
22.1 
Duty Per Cent. 
* The counter or register must evidently have slipped in the 
ten minutes between 2 h. 20 m. and 2 h. 30 m., making 
it read 10 too much. Mr. Le Van of your Commission says that 
he saw the counter slip on other occasions. 
NOTE TO TABLE XIII. 99 
Experiments with Turbine No. 7, Oct. 26, 1878, two 
HOURS, FROM 1 TO 3 P.M, during High Tide. 
TABLE XIII. 
to 
t>i) to to to to to ‘ H- 
O Cn 05 to P Cn 4*. CO to *—» 3 
Pc © © © o oooooo? 
Time of Observation 
g 
5* 
oc 
GO 
IG 
I 181,10(5 
181,162 
181,218 
181,281 
181,346 
181,412 
181,480 
181,560 
181,622 
181,707 
181,795 
181,888 
181,988 
Register of double 
pump strokes. 
-I 
’ .W 
— X3O30~T~J3133333iaiO3 
3 w 3o c># tooocoiatwcisi 
Revolutions of 
pumps. 
| CD 
, to 
| oc 
~ioo3cooxxxxx xxxx 
-^COClO^COOiOlOl^JOcoo^? 
k»- »- ►»- 
Tide Gauge. 
•4 CD 
T-J-4k>-OoOOCCXC50 x 
Forebay Gauge. 
CO 
di 
© © © X SO x p X X x X X X 
-I 31 31 30 31 cn 4 bo to to LO to 4 
10 ~T Cl O to CO x X Ot (-* Ol 
Head of Fall. 
I © 
00 ©xxxxxxxxx 
_oo to p p _co -.1 -j _oi at at 4*. -t* 
—■ 0 10 1*3 -<*- bo "u * Vo os 7—• 
tOOOt003300tWOO.U4k.~JtO 
000000000000 
<r 0 
o Q 
p 3 c 
c » c" 
-i C — 
O* 3 - 0 
4* 3 3 
si =r“ 
r» CL 3 n 
!o 
4* 
4* 
-T 
CC 
to 
1 o 
*? 
03 1*3 C*3 to to to to to to to 
■u to O 0 •**■ 4*. "1*3 "to to 7-* “x 
173 O tO 03 0C 13 4* 00 *1* ~4 4. 03 
OiOtOOt©OaoOtWOowOt 
5 2.' f .!•£ 
1; 1 ; 
. Pllhip rpnnirnrl 
‘toiocooojo I 1 uoicieei required 
O O to O bo ct b w 05 oc be bo 1 to pump one. 
tO tO tO ts> tO I RpYoIntirtnti nf 
-4 p • "©▼oiuuon* 01 
be bo bt © © Ot io >U —* bn '31 '31 1 turbine. 
IP 
163.5 
165.0 
167.0 
168.0 
170.0 
172.6 
175.6 
179.5 
185.1 
199.0 
204.6 
210.0 
D“ 
Natural effect ® 
m 
O 
4* 
4- 
Ci 
to 
Cl 
OtotO'4*.4~4».wwc*3W4».4k.l_ 
00 .u •— x to ►— x _oo 00 -1 to to j~Tl 
’31 -e- to be 0 o bc 0 O 7- 0 
O 
Realized. J 
-< 
to to to to to to to to to to to to 
OO 31 W W <W 1*3 to to to 03 at 
0 33 oo 0 at at "0 30 b.j to bn ij 
Duty per cent. 
The following Table gives the 
proper speed of the turbines and 
pumps for different heads of fall. 
1 
a 
2 
o 
■ 
i 
a 
Nos. 3, 
Gearinj 
Double 
stroke of 
pumps. 
TURB 
4 and 5. 
1 : 2.9 
Revolu- 
tion of tur- 
bine per 
minute. 
INES. 
Nos. 7, 8 and 9. 
Gearing 1 : 2.78. 
Revolu- 
Double onoftur- 
stroke of bine per 
pumps minute. 
9 
7.86 
22.8 
9.38 
26.0 
10 
8.26 
24.0 
9.88 
27.4 
11 
8.68 
25.2 
10.4 
28.8 
12 
9.03 
26.3 
10.8 
30.0 
13 
9.45 
27.4 
12.5 
31.2 
14 
9.78 
28.4 
12.9 
32.5 
15 
10.1 
29.4 
13.2 
33.6 
16 
10.6 
30.4 
11.2 
34.7 
17 
10.8 
31.3 
11.7 
35.8 
18 
11.1 
32.2 
12.1 
36.8 
Diarn. 10.25 ft. 
Diam. 
9 feet. 
TABLE XIV. 100 
It is not to be understood by Table XIV, that the maximum 
duty will be realized simply by regulating the revolutions by the 
gate to suit the height of fall, for it means that the gate should 
be wide open; but then the turbines will make a great many 
more revolutions at low tide than required by the maximum duty. 
It is, however, better to regulate the proper revolution by 
the gate than to run the turbines too slowly, as is generally done 
in the old w'heel-house. 
The turbines Nos. 7, 8 and 9 run too slowly at high tide, and 
much too fast at low tide, when the gates are wide open. 
The turbines Nos. 3, 4 and 5 run just right, with the gate 
wide open, at high tide, that is, with a fall of 9 feet, but as the 
tide sets, they run much too fast, showing that the pumps are 
too small for that proportion of turbines and head of fall. 
Your Commission asked permission to run the turbine No. 7 
from the time of high tide, with the gate wide open, until its 
revolutions increased to the maximum it can run with safety, in 
order to find by that means the point at which the pumps are 
the proper size for the wheel and head of fall; but the engineer 
replied, that it is not allowed to run faster than 10 double strokes 
per minute, which it made in the experiment, fable XI. 
It was remarked, that “ there is nothing gained by running 
the turbines fast, because they will then soon get out of order, 
and must be stopped so much longer for repairs.” This state- 
ment corresponds with the condition of the turbines Nos. 3, 4 
and 5, in the old wheel-house, which appear to be more delicate 
in their movements; but the pumps No. 7, 8 and 9, in the new 
wheel-house, generally make 12 double strokes per minute, and 
often 13 or 14, and even run as high as 15, without any apparent 
inconvenience. In his address to the Franklin Institute, Mr. 
Berkinbine says, “ At mean-tide, the pumps make 29 single 
strokes, and when the tide is out, they make 35 strokes per 
minute,” which is double strokes. The faster the turbine 
runs, the more water will it pump; but the consumption of water 
driving the turbine will not be in the same proportion when 
the speed is regulated by the gate. 101 
The higher the head of fall is, the greater will be the power 
of an equal quantity of falling water ; but that law does not im- 
ply that the increased power is unconditionally utilized for 
pumping. The experiments made with turbine No. 4, and re- 
corded by Tables XI and XII, show that a higher per cent, of 
duty was obtained with 10 feet than with 17 feet fall, the reason 
of which was that the turbine ran much too slowly, by not letting 
on sufficient water at low tide, and that the pumps are too small 
for that turbine and 17 feet fall. 
§ 39. HORSE POWER AND DUTY. 
The natural effect of the waterfall and available duty thereof, 
are simply expressed in the following formulas, in which letters 
denote : 
II = height of fall in feet. 
C = cubic feet of water passing through the motor per minute. 
A = height, in feet, to which the water is pumped, 
c = cubic feet of water actually pumped and delivered into the 
reservoir per minute. 
IP = horse-power of the waterfall, or natural effect. 
IP1 = “ realized by the pumpage. 
% = duty percentage. 
H C 
Natural effect, IP = 1 
Realized effect, IP' = 2 
, 100 Ac 
Duty percentage, % = H (J * 
These are the formulas by which the horse-power is calculated 
in Tables XI, XII and XIII. 102 
$ 40. CONSTRUCTION OF THE FAIRMOUNT TUR- 
BINES. 
Philadelphia, November 12, 1878. 
John W. Nystrom, Esq. 
My Dear Sir:—In your pending Report on duty per- 
formance of the turbines at Fairmount, it is stated that the 
construction of the wheels cannot be examined without 
taking them apart. 
The very small duty percentage obtained in your ex- 
periments, particularly with turbine No. I, justifies strong 
efforts in ascertaining the construction of those wheels, so 
as to demonstrate any possible defects. 
I am Yours Respectfully, 
JAMES HAWOllTII. 
The turbine No. 4 is now (Nov. 25th) being taken apart for 
alteration to the duplex adjustable pattern, so that your Com- 
mission has an excellent opportunity to examine it, and produce 
the accompanying illustration, representing a cylindrical section 
through the centre of the buckets, laid out flat. 
The illustration was first drawn on a large scale, from which 
it was reduced by photo-electrotype, so as to represent the true 
construction of the motive portion of the turbine. 
The width of the buckets, both in the guides and wheel, is 
20f inches in the direction of the radius; and the areas of dis- 
charge from the guides and wheels are 2116.5 and 2763.25 square 
inches, or in proportion as 32 : 42; which is the same pro- 
portion as that in the Stevenson’s turbine, which gave the highest 
duty, 0.8777, in the competitive experiments at Fairmount, 1860. 
Geyelin’s turbine, which then gave the next highest duty, 0.821, 
had the proportion of these areas as 37.7 : 44.6. 
The principal reasons why the turbines Nos. 3, 4 and 5, now 
at Fairmount, give so very low duty are: First, That the wheels 
are much too deep, being 17 inches, or the same as the guides; 
Secondly, That the form of the buckets makes a very easy 
passage for the water to slip through without doing much duty, 
as can be readily perceived by a glance at the illustration. 103 
The turbines Nos. 7, 8 and 9, in the new wheel-house are 
evidently better constructed, as proven bv experiments made by 
your Commission. From notations by Mr. Berkinbine, of the 
construction of these wheels, it appears that the areas of discharge 
in the guides and wheels are both alike, or 2000 square inches. 
In his paper, read before the Franklin Institute, Mr. Berkin- 
bine said the area of discharge in the wheel is 1700 square inches. 
In Mr. Geyelin’s first experimental wheel, of 1800, these areas 
were nearly alike, or 42 and 42.6 square inches. 
The velocity of discharge from wheel No. 4, in the experiment at 
high tide, October 24, 1878, by your Commission, was 19.5 feet 
per second, which corresponds with a head of fall 5.9 feet, whilst 
the actual head was 10.42 feet. Tlu» velocity of the circle of 
jiercnssion was about 13.5 feet per second, which makes the actual 
velocity of discharge into the tail-water, about 19.5 — 13.5 = 
6 feet per second. 
In the second experiment with the same wheel, at low tide, 
October 26, the velocity of discharge was 17.7 feet per second, 
which corresponds to a head of fall 4.87 feet, whilst the actual 
fall was 16.92 feet. 104 
FIRST EXPERIMENT ON LEAKAGE OF THE 
PUMPS. 
141. “ What is the leakage of the Pumps at Fairmount, 
determined by the method I proposed to the Commis- 
sion of 1875?” 
On Monday morning, October 28, the Fairmount basin was 
drawn down three feet, for the purpose of finding the leakage of 
the pumps by running the turbine No. 4 at so slow a speed that 
the leakage would be equal to the pumpage, that is, when the 
main is kept full, but no water enters the reservoir. 
The turbine was run so slowly that it barely went over the 
centre, and it was found then to make one double stroke or 
revolution in 28 seconds, but some water still flowed from the 
main into the basin. The speed of 28 seconds for one revolution 
makes 2.15 revolutions per minute, which, divided by the reg- 
ular speed 8, makes the leakage 26.9 per cent. Not being able 
to run the turbine any slower without stopping, the leakage was 
approximated to 20 per cent., which is the same as found by 
weir measurement, made by the Commission of 1875, for the 
pumps Nos. 7, 8 and 9. 
With a speed of 9.25 double strokes per minute, as made 
in the experiment Oct. 24, (see Table XI,) the leakage will be 
only 23 per cent. 
SECOND EXPERIMENT ON LEAKAGE OF THE 
PUMPS. 
It lias been supposed that the pumps for wheels Nos. 1 and 2 
have leaked so badly as not to pump a drop of water for many 
years, (see § 15, page 56.) 
On the 26th of October, the wheel No. 1 was running, and 
your Commission went up to the reservoir to see if any disturb- 
ance on the surface of the water over the outlet could be observed. 
The wind was perfectly calm, and the surface of the basin as 
smooth as a looking-glass, but not the slightest indication of 
disturbance could be seen over the outlet, which is in the middle 
basin. Your Commission then suspected the pump to leak so 
badly as to pump no water. 105 
On Monday, the 28tli of October, the front pump-head was 
taken off, and the leakages examined by letting on the full water 
pressure on the back side of the piston, but no leakage of much 
account conld be seen, except through the delivery-valve, which 
leaked considerably. It was supposed that the back delivery- 
valve leaked sufficiently for admitting water pressure on the 
back of the piston, which it actually did. This examination 
was, however, not considered satisfactory, and on Thursday, Oct. 
31, another inspection was made, as follows: 
On account of the back head of the pump being cast solid, 
that side of the piston could not be examined like the front side. 
The stop-valve in the basin was closed, and the main emptied 
from below until filled with air; the stop-valve opened, and the 
main refilled with water by gravitation, forcing the air out into 
the basin, to indicate the exact spot of the discharge, which was 
before not definitely known. The turbine (No. 1) was started 
to run very fast, (12 revolutions per minute,) but no disturbance 
could be seen on the surface of the water over the discharge. It 
was then considered that the discharge, being 11 feet under the 
surface, and entering horizontally into the basin, would make very 
little disturbance, if any, on the surface. Light bodies, such as 
leaves and paper, were thrown on the water over the discharge, 
and found to move slowly in the direction of the discharge, about 
two feet per minute, which your Commission thought would in- 
dicate that water entered the basin from the main. Although 
the piston did not leak very much, the valves leaked considerably, 
and your Commission is, therefore, not satisfied that the pump 
works well. 
In answer to the question, “ By what .means is the condition 
of the packing, or leakage of the piston, ascertained ? ” They 
said, by noticing the turbine running very fast, and also by the 
hemp of the packing stopping up the holes in the strainer of 
the pipe leading to the step (pivot). These two answers are of 
great importance, and deserve particular attention. 
1st. The condition of the packing, or leakage of the piston, 
is ascertained by noticing the turbine running unusually fast, 
that is, when the 1 akage is so great as to nearly equalize the 106 
pressure on both sides of the piston, and when that happens, the 
pump may have run for months without pumping a drop of 
water, but merely balancing the column of water to the reservoir. 
If the looseness of the piston was known, it would be easy to 
calculate the amount of leakage, but we may call 
a = area in square inches of the leakage around the piston ; to* 
which must be added that of the valves, if any. 
h = head of pressure in feet. 
g = gallons of water leaked through the piston and valves per 
24 hours. Then, 
Leakage, g = 36,410 a j/7i, 1 
Example 1. Suppose the area of leakage is a = 3 square 
inches of the piston and valves, and the head h = 90 feet. Required 
the leakage per 24 hours. 
Leakage, g = 3b,410 X 3 X i/90 = 1,026,756 gallons, 
This leakage is one-half of the pumpage of turbine No. L 
A leakage of a = 6 square inches, which is equal to a circle of 
2£ inches diameter, would be equal to the pumpage, or 12 double 
strokes per minute, would just balance the column to the reser- 
voir, without pumping any water. When the leakage is greater 
than 6 inches, the turbine will run faster, which must have been 
the case at Fairmount. 
2d. The “ pivot ” is the most delicate part of the turbine, and 
if deprived of water, it may get ruined in a few minutes. The 
wearing out of the packing and the hemp, covering the strainer, 
may prevent the water from entering the pipe to the pivot. 
Only the pistons for Nos. 1 and 2 are packed with hemp, the 
others are solid brass pistons, which appear to wear very well. 
Arrangements could easily be made for measuring correctly 
the leakage of pistons and valves at any desired moment. 107 
THIRL) EXPERIMENT ON LEAKAGE, NOV. 29, 1878. 
When preparing fur duty experiments with turbine No. 7, 
October 2<i, the water in the flume was drawn out for inserting: 
the log, and it was then found that the valves leaked consider- 
ably; that is, water entered from the main through the suction 
passage into the flume. After concluding the duty experiment, 
your Commission asked permission to make experiments on 
leakage of* these pumps, which was declined, on the ground that 
the water was very low in the dam, and that all the power was 
required for supplying the city; but permission was promised 
as soon as the water in the dayi permitted. Meantime, the en- 
gineer of the works found that the valves of other turbines also 
leaked, whereupon it was decided to repair all the valves before 
the leakage experiments should be made. 
On the 29th of November, there were 27 inches of water on the 
dam, and the permission was then granted. 
The turbines Nos. 5, 7, 8 and 9, pump water directly into 
the Corinthian basin through a 48 inch main, which discharges 
above the surface of the reservoir, where the flow could be eor- 
reetlv observed. 
Four signal stations were established between the basin and 
the works, for regulating the speed of the pumps according to 
your method of measuring leakage, as before described. 
The results of' these leakage experiments are given in Table 
XV. 
The proportionate leakage of the valves and piston could not 
be determined by these experiments. If the valves are tight, 
the whole leakage will be in the piston only when the pumps 
are working; but if the valves leak, they will do so whether 
the pumps are working or not; therefore, part of the leakage 
charged to each pump in operation, may have leaked through the 
valves of the pumps at rest, and, consequently, the total leakage 
of the four pumps, as given in Table XV, may be too high. 108 
TABLE XV 
Experiments on Leakage, Noy. 29, 1878. 
Numbers of 
Time of 
Revo. 
Leakage per 
’ Remarks on Flow 
Turbines. 
Observation. 
per in. 
Minute. 
at the Basin. 
IT. M. S. 
Gallons. 
f 12 30 00 
8 
Started, good |ow. 
No 5 < 
12 33 00 
2 
Flow nearly stopped. 
n 
865 
Leakage speed. 
L 12 35 10 
H 
The water receded. 
r 
12 36 00 
8 
Started, good flow. 
n 
12 40 00 
3 
Flow very slow. 
1\ 0. i... < 
2 f 
890.8 
Leakage speed. 
L 12 43 15 
The water receded. 
\ 12 44 00 
8 
Started, good flow. 
No. 8.. . < 
1030.9 
Leakage speed. 
[ 12 48 10 
3 
The water receded. 
r 
12 49 00 
9 
Started, good flow. 
No 
12 51 00 
3 
Flow hardly perceptible. 
2| 
937.8 
Leakage speed. 
12 52 32 
2f 
The water receded. 
Leakage of the 4 Turbines, 
3724.5 
Gallons per minute. 
a 
a a 
5,363,280 
“ ]ht 24 hours. 
If the valves were tight, as your Commission expected them to 
be, on account of having been lately repaired, all the leakage 
must evidently have been through the piston, as shown in the 
Table. This leakage is, on an average, 25 per cent.; but it 
must be remembered that the valves were prepared for the ex- 
periments, otherwise the leakage would probably have exceeded 
30 per cent. 109 
§41. FOURTH EXPERIMENT ON LEAKAGE OF 
THE PUMPS. 
Philadelphia, Nov, 20, 1S78. 
John TV. Nystrom, Esq. 
My Dear SirFrom the experiment made, Oct. 2S, by 
your Commission on pumps No. 4, the leuhage is assumed 
to be only 20 per cent. 1 have many times seen these pumps 
run very slowly at high tide, about (i double strokes per initi- 
ate, and not a drop of water entered from the main into 
the reservoir. Is your Commission aware that there is a 
connection between 1h<it main and the standpipe, through 
which water might have passed, and deceived your obser- 
vations ? 
There is no water connection between the standpipe and 
main of No. 3 pumps, with which 1 expect your Commis- 
sion to make experiment on leakage. 
c Respectfully Yours, 
JAMES HA IVOR TIE 
Your Commission was aware that there is a water connection 
between the standpipe and the main of No. 4 pumps, and was 
informed by the engineer and men of the works, that the valve 
of that connection had not been opened for years, and that it was 
closed during the experiment. It is possible, but not likely, that, 
this valve was opened. 
On December 4, experiment was made on leakage of No. 3. 
pumps, which were found to make one double stroke in 34 
seconds, or 1.77 revolutions per minute when the flow stopped, 
which, at the regular speed of 8 revolutions, makes the leakage 
22 per cent. 
Leakage of No. 3, 810 gallons jx'r minute, or 1,175,000 
gallons per 24 hours. 
Leakage of No. 4, 902 gallons per minute, or 1,325,000 
gallons per 24 hours. 
Leakage of No. 5, 805.5 gallons per minute, or 1,240,536 
gallons per 24 hours. 110 
§42. 
BELMONT WATER-WORKS AND GEORGES 
HILL RESERVOIR. 
In obedience to your request to examine the Steam Works, 
on the 16th of November, an experiment was made with the 
pumpage of engine No. 1, Belmont, which was the only one 
pumping water into the Georges Hill reservoir. 
The accompanying Table XVI shows the results cfl* the ex- 
periment. 
The log was placed in the low standpipe, from which the water 
enters into the reservoir, during one hour, and the revolutions 
and other data were taken from the engine, at the same time. 
Tlie outlet at which the log was placed, is 30§ inches diameter, 
•making the area of cross-section 5.028 square feet. The log showed 
3157 in one hour’s run, which made the delivery 136,405 gallons 
in the same time. The water displaced by the two double-acting 
plungers, during the same hour, was 224,187 gallons, which 
makes the delivery 61 per cent., and the leakage 39 per cent, 
of the pumpage. 
This great amount of leakage surprised your Commission, as 
it was expected to find these pumps in good order. Without 
knowing the result of the experiment, the engineer in charge 
said that the engine had been running the whole summer, and 
on account of low water in tlje Schuylkill all the time, it could 
not be stopped long enough for examining the plungers and 
valves, which he expected would leak considerably. 
The engineer also said, that at this season of the year, the 
pumps draw in leaves and other matter, which settles in the 
valves and makes them leak. 
This experiment was made without any previous notice to any 
one in the Water Department, the object of which was, to find 
out the regular everyday operation of the works. Your Com- 
mission went first to the Georges Hill reservoir, and prepared 
for the insertion of the log, after which one of them went to the 
works at Belmont, to observe the running of the engines; which 
was the first information the engineer had of the experiment then 
in operation. 111 
TABLE XVI. 
Dynamics of Steam-Pump No. 1, at Belmont. 
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The engineer, evidently anxious to have his engine perform 
well, got up higher steam, and the revolutions increased, as seen 
in the accompanying Table XVI. 
The experts of 1872 found, by weir measurement, the leakage 
to be'only 3.8 per cent., which is only one-tenth of that found 
by your Commission. 
But it must be remembered that the engines and pumps wero 
put in the best possible condition, and were run during these ex- 
periments by Worthington’s own engineers. 
The water-gauge showed a pressure of 84 pounds to the square 
inch, which corresponds to a column of water 194.12 feet high. 
The water in the reservoir was 1G feet 8 inches, which is 8 feet 
4 inches less than when full. 
The head of suction, from pump-well to centre of engine, was 
17 feet G inches, and the total head, from well to the surface of 
discharge, was about 212 feet. 112 
A report of experts and engineers upon the performance of 
engine No. 2 at Belmont, will be found in W. D. Report for 
the year 1872. 
The engine No. 2 was not running, on account of some boilers 
being scaled and cleaned. The engineer remarked, that the 
water pumped into the boilers at Belmont forms a great deal of 
scale, and gives more trouble in cleaning than any other boilers 
in the Water Department. 
The largest engine, No. 3, was running, and pumped water 
to the east side of the Schuylkill. 
STEAM BOILERS AT BELMONT WATER-WORKS. 
The boilers at the Belmont Works are of the French pattern, 
and known as elephant boilers. 
According to the Report of the Commission of Experts of 1872, 
these boilers evaporated about 30 pounds of water per hour per 
horse-power, with a consumption of about four pounds of coal, 
and steam pressure 49 pounds to the square inch—working a com- 
pound engine, for which two pounds of coal per hour per 
horse-power ought to be sufficient. 
The boilers arc encased in brick work, so that but little more 
than one-half of the boiler-shell comes in contact with the 
products of combustion, which enters the chimney at a tempera- 
ture of over 900 degrees Fahrenheit, against 297 degrees of 
temperature of the steam. Allowing 150 degrees difference in 
temperature of the steam and of the gases entering the chimney, 
we have 900 — (297 -j- 150) = 453 degrees lost by these boilers. 
The manner in which the products of combustion arc conducted 
under these boilers, makes the heating surface of the mud drums 
of very little utility for making steam. 
By resetting these boilers, so as to return the products of com- 
bustion over their top, as is now generally done in factories, a 
saving of from 25 to 50 per cent, of fuel would be attained. 113 
These boilers are used at all the Philadelphia steam water- 
works, and are very extravagant on fuel. 
The accompanying illustration represents these boilers, which 
at Belmont are 14 in number, set two over each fire-grate, mak- 
ing 7 sets. 
Dimensions of each Boiler. 
Length of shell, .... 30.83 feet. 
Diameter of shell, . . 54 inches. 
Length of mud drums, . . .22 feet. 
Diameter of nntd drums, ... 28 inches. 
Number of “ ... 2 
“ of necks, . . . 10 
Length of “ . . . .12 inches. 
Heating surface of shell, . . . 254 square ft. 
“ of mud drums, . . 308 “ 
Total heating surface, . . . 562 “ 
Length of grate bars, . . .60 inches. 
Width of grate bars, . . . 52 “ 
Area of grate surface, . . .22 square ft. 
Ratio of heating surface to grate, . . 26 : 1 
The horse-power developed l)y six of these boilers was 252, 
by indicator cards, of which 204 horse-power was realized by 
the pumpage, which makes the duty 81 per cent., as reported by 
the Commission of 1872. • 114 
§ 43. COMBUSTION OF COAL. 
The size of coal used at the water-works is entirely too large 
for economical firing, as the fire must be kept so thick on the 
grate as to prevent perfect combustion. The thickness of the 
fire on the grate, as observed by your Commission, varied 
between 12 and 15 inches, whilst 9 or 10 inches would be suffi- 
cient, and more economical, even for that size of coal. Your 
Commission examined the boilers, coal and firing in different 
factories, in order to compare the same with those at the water- 
works, and found the boilers better set, small coal used, known 
as egg and chestnut, and the thickness of fire varying between 4 
and 8 inches. 
The philosophy of combustion of coal is better known than 
respected by engineers. 
Combustion is the rapid combination of oxygen in the air with 
the carbon in the coal, or fire, which forms two distinct gases, 
namely, carbonic acid and carbonic oxide. 
1. One pound of carbon, burned to carbonic acid, generates 
14.500 units of heat. 
2. One pound of carbon, burned to carbonic oxide, generates 
4.500 units of heat. 
In the first case, which is perfect combustion, the combination 
generates over three times as much heat as in the latter, which 
is imperfect combustion. When air enters from under the grate 
into the fire, carbonic acid is first formed, which, when rising 
through a thick layer of fire, another atom of carbon is taken up, 
by which carbonic oxide is formed. 
The economy in combustion consists in burning all the carbon 
to carbonic acid, which is accomplished by having the fire so 
thin that the acid has no time or chance to take up another atom 
of carbon before it rises above the fire. The perfect combustion 
in a thin fire c;wi be better accomplished and regulated by small 
than by large coal. All this is well known by engineers and 
firemen, and the principal reason why it is not more generally 
attended to is, that it requires more care and skill, but less work, 
in keeping the fire thin on the grate. The most economical 
firing in the Water Department, is at the Works of Chestnut Hill. 115 
§44. SCHUYLKILL WORKS. 
On the 13th of Noveml>er, only two of the pumping engines 
nt the Schuylkill Works were running, namely, the compound 
engine built by Henry G. Morris, and the side-lever engine 
built by Merrick & Sons. 
The old Cornish engine built by I. 1\ Morris Co., was 
undergoing repairs, and started November 15. 
The 20,OIK),000 gallon compound engine built by Cramp & 
Sons, broke down on the 2(5th of September, and was still stand- 
ing in that condition. 
The pumpage delivered into the Schuylkill reservoir could 
not be measured by the log, on account of the mains entering at 
the bottom. Your Commission was at first informed that the 
main from the side-lever engine entered above the surface of the 
reservoir, whereupon experiments were started with the log in 
that main, but whilst in operation, one of the engineers came and 
stated that most of the pumpage of- that engine went into the 
standpipe, and entered at the bottom of the reservoir. In half 
an hour’s operation, the log showed a delivery of 2717 cubic 
feet, which would make only 975,511 gallons per 24 hours, in- 
stead of 5,1 10,000 gallons, w liieh ought to have been the delivery. 
Your (Commission then asked the engineer to let all the pump- 
age of that engine go into the main entering the reservoir above 
the surface1, which he declined to do, on account, he said, of “ the 
plunger being single-acting, the water column would then re- 
bound too .severely, and likely start the joints of the main and 
pump to leaking.” Your Commission accepted this objection, 
and considered it unsafe to try the experiment, as there is only a 
small air-vessel on the pump for taking the rebound of the 
column. 
For the actual performance of the Schuylkill Works, your 
Commission has assumed 25 per cent, leakage of the pumps, the 
result of which is given in Table XVIII. 116 
§ 45. 
CHESTNUT HILL WATER-WORKS. 
These works consist of a horizontal steam engine and pump of 
a capacity of 374,400 gallons per 24 hours, and also a Knowles* 
Donkey pump which is kept in reserve. The water is pumped 
from an artesian well into a tower of very small capacity, from 
which Chestnut Hill is supplied; and the present demand being 
smaller than the capacity of the pumps, the engine is run only 
half the time or every other hour. The surplus power of this 
engine could be used for supplying that part of Mt. Airy which 
has as yet no water facilities. 
In the dry season, when the artesian well gives out, water is 
supplied to it by a main from Mt. Airy reservoir. 
§ 46. ROXBOROUGH WATER-WORKS. 
On November 22 your Commission visited the Roxborough 
Steam Pumping Works, with the intention to inquire into the 
feasibility of making experiments on the actual pumpage and 
delivery into the reservoir; and also, in obedience to your in- 
struction, to examine the steam boilers and their economy in fuel. 
On explaining to the engineer of the works our object and 
desire, he replied that he knew that such investigations were 
going on at the different water-works, but had no official notice 
to that effect from the Chief. The engineer, evidently expecting 
our object to be sanctioned by the Chief, promised to let us make 
the experiment of the pumpage the next day. 
Your Commission then made a preliminary examination of 
the boilers, which are of French pattern known as Elephant 
boilers, similar to those at Belmont, which are described and 
illustrated on page 113. 
A pyrometer was inserted in the flue leading from the boilers 
to the chimney, and in less than one minute it rose to 900 degrees 
Fahrenheit, which was the highest reading on the scale, but 
evidently not high enough for the temperature in the flue. The 
steam pressure varied between 45 and 50 pounds to the square 
inch, which corresponds to a temperature of 292.58 degrees and 117 
297.84 degrees, making at least 450 degrees lost through the 
chimney. As at Belmont, we found the fire much too thick on 
the grate, varying between 12 and 15 inches, and very largo 
coal used. 
The Worthington engine only was running, making 13 double 
strokes per minute, which makes the pumpage about 5,890,000 
gallons per 24 hours without leakage. 
The water pressure gauge showed 150 pounds to the square 
inch, which corresponds to a column of water 34G.GG feet high. 
According to previous agreement, your Commission, with men 
and instruments, arrived at the Roxborough Water-Works at 
10 o’clock, November 23, and was informed by the engineer of 
the works, that he had received ordeis “not to allow any exper- 
iments to be made without special permission fiotn the Chief.” 
Your Commission thereupon returned with the next train to 
Philadelphia. 
At noon the same day, one member of your Commission called 
on the Chief Engineer at the Water Department, to ask per- 
mission to make the experiment at Roxborough, which was 
declined. 
Your Commission expected that the Chief had given orders 
at the different water-works in regard to their investigations, 
and after having made experiments at Belmont and Schuylkill 
Works, and preliminary examinations at the Delaware Works; 
one member of your Commission related the same to the Chief 
in his office at Fairmount, when he seemed pleased with our 
labor, and asked how we were treated at the different works. 
The answer was, that we had been treated with great kindness 
at all the works without exception. Your Commission then 
felt confident that the examination went on harmoniously with 
the Water Department, and therefore avoided troubling the 
Chief by asking special permission for each act. Now, your 
Commission suspects that it has committed an error, and owes 
apology to the Chief Engineer for not having asked permission 
in every instance. 118 
§47. 
DELAWARE WATER-WORKS. 
The Delaware Works and Reservoir were visited on the 15th 
of November, for preliminary examination and preparation for 
experiments on the pumpage, delivery and leakage. 
The water was very low in the reservoir, and very little water 
entered from the 36 inch inlet. There are only two mains from 
the works to the reservoir, one 18 inch, which is tapped on 
the way for supplying the lower part of Kensington, and also 
Bridesburg. This main enters the reservoir, in two branches, at 
the bottom. The other is a 36 inch main, entering the reservoir 
through a standpipe projecting over the surface of the water. 
The delivery from this standpipe can be measured with great 
precision by the log. 
On the 10th of December, one of the plunger heads of the 
Worthington engine at the Delaware Works broke, and disabled 
. its working. 
LETTER TO THE CHIEF ENGINEER. 
Philadelphia, Nov. 20, 1878. 
Dr. Wm. H. McFadden, 
Chief Engineer Water Department. 
Sir :—I would respectfully ask permission to measure 
the pumpage of the Delaware Works into the reservoir, by 
placing a log in the inlet of the 36 inch main. 
For this measurement, it would be necessary to let all the 
pumpage into the 36 inch main, and stop the 18 inch main at 
the standpipe. 
The supply for distribution from the 18 inch main would then 
be taken from the reservoir, by opening the valves* at the upper 
stop-house. 
The experiment will not last more than one hour, at any time 
convenient to you and for the operation of the works. 
Awaiting your favorable reply, I remain 
Yours Respectfully, 
JOHN W. NYSTROM. 
* On the 23d of November, the Chief said that these valves are always open, 
but his assistant had previously declared they were closed. 119 
REPLY FROM THE WATER DEPARTMENT 
Received November 22. 
Water Department. 
Philadelphia, Nov. 22, 1878. 
John W. Nystrom, C. E. 
My Dear Sir:—Yours of the 20th inst. is at hand. The 
Chief directs me to say that your request can be complied with. 
Yours, Ac., 
CHARLES G. DARRACH, 
Assistant Engineer W. D. 
A SECOND THOUGHT. 
Received Nov. 23. 
Water Department. 
Philadelphia, Nov. 22, 1878. 
John W. Nystrom, C. E. 
Dear Sir:—The request embraced in the communication 
presented by you to the Committee on Water-Works, Oct. 15, 
1878, was to make some measurements and experiments at Fair- 
mount. 
If you desire to extend your experiments beyond that point, 
permission must first be obtained from the Committee. 
Yours Truly, 
L. T. HICKMAN, 
Assistant Clerk. 
§48. REMARKS. 
Up to the time this notice was received, your Commission lias 
made preliminary examinations of all the City Steam Works, 
except those at Frankford, where only a Worthington 2,000,000 
gallon engine is working; the Cramp’s 10,000,000gallon engine 
being under repair. 120 
Now your Commission will not be able to carry out your in- 
struction about the steam pumping machinery, for want of 
permission from the Water Committee of City Councils. 
The condition upon which the Chief Engineer requires an 
application for permission to be made is of such a nature, that 
the Water Committee could not be expected to grant the same. 
Philadelphia, Dec. 5, 1878. 
Dr. William H. McFadden, 
Chief Engineer Water Department: 
Sir:—The Commission appointed by James Haworth, Esq., 
which was authorized by the Water Committee of Councils, and 
yourself, to make measurements and experiments at the Fair- 
mount Water-Works, has concluded the same, and returns to you 
• and to the engineers at the Works, the most sincere thanks for 
the exceptional kindness realized in that connection. 
In default of a like permission of the Water Committee, the 
- City Steam Works have not been examined as desired. 
Mr. Haworth is indisposed to make to the Committee such 
an application as you required, namely, to “assume all responsi- 
bility for injuries that might befall the machinery experimented 
upon,” on the ground that it would undoubtedly impress the 
Committee with the erroneous idea that there would be some 
probable or possible risk. 
The Water Committee would not be likely to grant the re- 
quired permission upon an application couched in such terms. 
Copies of the Report of our investigation shall be sent to you 
as soon as ready for distribution. 
I have the honor to be, 
Your Obedient Servant, 
JOHN W. NYSTROM. 121 
CAPACITY OF THE WATER-WORKS. 
5 49. “ What is the theoretical and practical capacity of each 
and of all the Water-Works in Philadelphia? ” 
The following two tables represent the theoretical and practi- 
cal capacity of each and of all the Works. 
The leakage of the pumps at Fairmount averages 25 percent, 
at the regular speed of the turbines, which amount has been 
deducted from the theoretical capacity, and the remainder 
assumed to be the practical capacity of the pumps. 
At Belmont, the leakage was found by the log to be 39 per 
cent. 
At the other Works, the leakage has not been measured, but 
assumed to be 25 per cent. 
Theoretical capacity of all the Works, 127,042,288 gallons per 
24 hours. 
Practical capacity “ “ 90,504,000 gallons per 
24 hours. 
ACTUAL CONSUMPTION OF WATER IN PHILA- 
DELPHIA. 
{50. “ ft'fiat is the actual average daily consumption of 
Water in Philadelphia?” 
Deduct 30 per cent, from the average daily pumpage as given 
in the W. D. Report, and the remainder will be a close approx- 
imation to the actual consumption. 
Table XIX, page 124, gives the average daily consumption 
of water in Philadelphia for every month in four years. 
Assuming the population of Philadelphia to be 820,000, con- 
suming, on an average, 34,300,000 gallons per day, will make 
42 gallons, or one barrel per head. 122 
• 
Number assigned 
co 
GO 
mi 
05 
CA 
4^ 
CO 
to 
h-4 
o 
to each wheel. 
Turbine 
Turbine 
Turbine 
W 
n> 
g 
o 
** 
a> 
Turbine 
Turbine 
Turbine 
Breast 
Turbine 
g 
a* 
Oi 
Sr 
—_j 
co 
CO 
co 
i—i 
o 
to 
Or 
i—i 
© 
to 
Oi 
i—i 
o 
to 
07 
C5 
MI 
Feet. 
S 
ct> 
Diameter. 5 
o’ 
a 
k—4 
CS 
h-4 
c* 
h-4 
O 
to 
o 
iHw 
to 
o 
iHm 
to 
o 
t—i 
GO 
O 
Width of o 
buckets. ;s 
B" 
11700 
1700 
1700 
2116 
i 
to 
k—A 
h-4 
to 
h-4 
h-4 
sq.in. 
CD 
CD 
Area of 5T 
discharge. 
h-4 
cc 
h-4 
co 
k—A 
2° 
22 
22 
to 
to 
91 
h-4 
hH 
0 
*2. J5- « M 
■M CD {-* O 
i—» 
GO 
oc(co 
i—i 
00 
(CM 
i—i 
GO 
oc(co 
to 
to 
22 
to 
to 
• 
1 
hH 
P 
o _ 3 g 
3 2. • © 
a 
-I 
tO 
MI 
to 
-I 
to 
Ml 
to 
to 
MI 
to 
07 
4M 
to 
HH 
p 
Stroke of g 
piston. o 
to 
05 
mi 
to 
05 
05 
to 
05 
05 
CO 
GO 
O 
CO 
GO 
O 
CO 
00 
o 
to 
O 
i—i 
to 
o 
t—1 
U1 
pumps 
Area 
pistol 
CO 
o 
o 
GO 
o 
GO 
1—4 
CO 
h-4 
CO 
(—1 
CO 
b 
05 
b 
05 
£ 
r o 
4^ 
►H 
4^ 
Cn 
07 
07 
CO 
txSlt—i 
CO 
ado 
HH 
3 
Diameter of 
piston-rod. 
326.19 
323.90 
323.90 
461.68 
461.68 
461.68 
91.75 
121.11 
Gallons. 
Capacity of 
pumps per 
revolution. 
1—4 
k—A 
I—1 
H-4 
h-4 
GO 
GO 
GO 
h-4 
4h. 
h-4 
to 
No. 
Revolutions H 
per minute. « 
34,880,821 
xP1 
7—i 
05 
J35 
735 
CO 
O 
Or 
i—i 
CO 
JO 
Ot 
05 
JOi 
7-i 
CO 
JO 
Cn 
05 
Oi 
"co 
1—1 
J» 
Or 
07 
CO 
5,318,553 
5,318,553 
1,387,260 
JO 
l—l 
1—1 
o 
"o 
05 
o 
Gallons. 
retical capacity. 
Per 
24 hours. 
to 
12 
12 
GO 
GO 
GO 
000 
h^ 
bO 
O 
Revolutions 
per minute. S- 
26,200,000 
1 4,200,000 
4,200,000 
jH 
To 
o 
o 
To 
o 
o 
4,000,000 
4,000,000 
4,000,000 
1,600,000 
Gallons. 
il performance. 
Per 
24 hours. 
TABLE XVII.—Fairmouxt Water-Works. 123 
Dimensions of Pumps 
Theoretical 
Actual Performance 
Number 
o I o 
o'? 
Capacity 
Capacity 
Works 
Engines 
Manufacturers 
*r c fr S 
£ o S S> 
°_g 
of pump 
• c 
c'.S 
/ 
® u 
bf.Z 
- c 
n ~ 
3 br 
3 c 
aS 
2 * ® g 
.5 *0, 
q a 
o.I 
l~ - 
.E .2 
per Revo- 
lution 
w z 
~i 
per 24 hours 
O ~ 
0* *- 
o 
P. 
per 24 hours 
No. 
No. 
In. In. 
In. 
In. 
Gallons 
No. 
Gallons 
No. 
Gnllons 
( 
Old Cornish 
T. P. Morris 
1 
# 
. . 30 
120 
376.2 
10 
5,287,680 
101 
4,170,000 
n huylkill •' 
Side-Lever 
Merrick 
1 
• 
. . 3G 
120 
528.7 
10 
7,598,880 
9 
5,140,000 
Compound 
H. G. Morris 
. 
2 
28* • 
182 
502.6 
14 
10,132,416 
10 
5,440,000 
l 
Compound 
Cramp 
• 
2 
. . 30 
72 
8 
850 
16 
20,000,000 
16 
15,000,000 
f 
No. l.Comp. 
Worthington 
2 
* • 22t^ 
48 
4 
307.53 
12 
5,400,000 
12 
3,270,000 
Belmont < 
“ 2. “ 
U 
. 
2 
• • 221 
48 
4 
325.67 
12 
5,620,147 
12 
3,270,000 
1 
“ 3. “ 
a 
2 
. . 28 
48 
4* 
505.14 
12 
8,729,579 
11 
6,000,000 
( Compound 
Worthington 
2 
. . 24 
48 
3* 
372.01 
12 
6,428,229 
11 
4,810,000 
Delaware < 
Beam Eng. 
Xeaffie A Levy 
1 
19| . 
72 
4.1 
181.2 
• 
4,696,807 
14 
3,520,000 
{ 
Horzt. Eng. 
Brock A Andrew 
• 
1 
18 . 
72 
H 
152.8 
• 
3,960,887 
10 
2,970,000 
Boxbor’h 
Cornisli 
Compound 
Mathew* Moore 
Worthington 
1 
2 
. . 20* 
. . 22 
120 
48 
4* 
167.3 
309.25 
10 
10 
2,409,120 
4,454,553 
13 
1,800,000 
3,336,000 
Frankford | 
Compound 
Cramp 
# 
2 
. . 21 
60 
5* 
350 
20 
10,000,000 
• • •! 
7,500,000 
Compound i 
Worthington 
• 
2 
. . 16 
24 
3 
82.08 
20 
2,364,249 
. . . 
1,770,000 
| Chest. Hill < 
Donkey 
Horzt. h. p. 
Knowles 
• 
1 
1 
7 . . . 
40 
2 
13 
20 
150,000 
374,400 
*20 ’ 
112,000 
280,000 
Total, 
197,586,947 
68,128,000 
TABLE XVTTI.—Steam Pumping Water-Works of Philadelphia. 124 
TABLE XIX. 
Actual Daily Average Consumption in Gallons. 
Years. 
1874 
1875 
1876 
1877 
January 
25,000,000 
23,000,000 
25,750,000 
28,700,000 
February 
24,900,000 
25,300,000 
25,400,000 
29,200,000 
March 
24,600,000 
26,200,000 
26,250,000 
30,000,000 
April 
26,500,000 
27,000,000 
30,250,000 
31,500,000 
May 
31,200,000 
33,500,000 
34,700,000 
34,700,000 
June 
35,250,000 
36,000,000 
39,000,000 
37,300,000 
July 
38,000,000 
35,000,000 
40,000,000 
37,600,000 
A ugust 
33,750,000 
35,400,000 
40,000,000 
39,200,000 
September 
32,200,000 
31,700,000 
39,000,000 
38,500,000 
October 
29,200,000 
32,000,000 
38,000,000 
37,200,000 
November 
28,000,000 
30,700,000 
34,000,000 
35,200,000 
December 
25,200,000 
28.200,000 
29,000,000 
32,700,000 
Average 
29,500,000 
33,350,000 
43,400,000 
34,300,000 
HYDROGRAPHY OF THE WISSAHICKON. 
{51. “To what extent can the Wissahickon he depended npon 
for supplying Hoxboronyh and Germantown with 
Water by Watcr-Potver ? ” 
The Report of the Water Department for 186G, page 12, in 
the Appendix, says: that “Water for supplying the city could 
be obtained at sufficient elevation ten miles above the mouth 
of the creek, and thirteen miles north of Broad and Market 
-Streets.” “Above this point, the creek has a surface drainage 
of forty-four square miles.” 
The drainage area above Bisehoff’s mill, six miles from the 
Schuylkill, is about 55 square miles, and with an annual rainfall 
of 46.5 inches, which, at 60 per cent, available, say 28 inches, 
will make 26,873,259,600 gallons per annum, there would be a 
daily average of 73,766,000 gallons. 
Suppose the Wissahickon to be dammed up to a 25 feet fall 
at Bischoff’s mill, which is 114 feet above city datum, the dam 125 
would then be 131 feet above the water-works erected here for 
supplying Mount Airy and Roxborough reservoirs, which are, on 
an average, 364 feet above city datum, or 233 feet above the 
proposed dam ; there would then be required, theoretically, 233 
: 25 — 9.32 gallons of water to pump one into the reservoir ; and 
suppose the duty of the water-works to be 52 per cent., then 13 
gallons would pump one into the reservoir, practically. 
Suppose the monthly percentage of available rainfall to be as- 
given on page 13, the hydraulics at Bisciioff’s mill would be,, 
on an average, as in the following Table. 
TABLE XX. 
Hy duaulics of Wissahickon at Bisciioff’s Mill, with 
25 Feet Fall. 
Average per 21 hours. 
i 
Average dailj 
.Months 
Flow of the 
I’umpago Into 
pnmpage at 
Roxho. Work.- 
Creek. 
Reservoir. 
1877. 
Gallons 
Gallons. 
ip 
Gallons. 
January 
111,000,000 
6,160.000 
521 
2,205.312 
February 
107,000,000 
5,930,000 
503 
2,210,790 
March 
97,000,000 
5,390,000 
457 
2,095,053 
April 
81,000,000 
4,500,000 
382 
2,091,914 
May 
(51,000,000 
3,550,000 
302 
2,474,669 
June 
49.100,000 
3,725,080 
231 
3,128,848 
Julv 
39,300,000 
2,185,000 
185 
2,488,376 
August 
36,900,000 
2,050,000 
173 
3,131,805 
September 
43,000,000 
2,390,000 
202 
3,222,196 
l < )etober 
6 l.oi lo.ooo 
3,555,000 
302 
2,961,925 
November 
88,400,000 
4,890,000 
417 
2,830,132 
Dcoember 
104,500,000 
5,780,000 
493 
2,905,096 
Average 
73,766,000 
4,175,400 
347 
2,648,010 
The above Table approximates the average hydraulics of the 
Wissahickon, without allowance for droughts, which would em- 
barrass these works like those at Fairmount; but by the aid 126 
of impounding dams and a storage reservoir, their supply could 
be made more reliable. 
The water pumped at the Roxborough Works, as given in 
the last column, also supplies Manayunk, which, if deducted 
from that column, will bring the power of the Wissahickon up 
to the requirements of Germantown and Roxborough in the 
summer months. 
The plan suggested by you, namely, to build temporary water- 
works on the Wissahickon, above the pipe aqueduct, and connect 
them with the inverted syphon -leading to Roxborough and 
Germantown, deserves consideration. 
WISSAHICKON RIPE BRIDGE. 
I 52. “ When the cost of Steam Vamping here is $4#, and that 
of Water-Power only $2 per million gallons, would it 
not have been better to have constructed water-works 
on the Wissahickon with the money wasted on the 
Pipe Bridge?** 
The cost of replacing the injured pipe at that bridge is 
estimated, by the Commission of 1875, at $40,000.** 
The pipe aqueduct across the Wissahickon was completed in 
the year 1870, and cost about $75,495.31, (see Report for 1870, 
pages 72 and 73,) and is not now used, but the water passes through 
an inverted syphon. The money expended on this pipe aqueduct 
would have paid the greatest portion of the cost of water-works 
on the Wissahickon. 
REMARKS. 
I have the authority of the late John Agnew, jive engine builder, 
Vine Street, Philadelphia, as to the method, of supplying 
water to New Brunswick. That city is supplied by one water- 
wheel and pumps, which are attended by one man. It is self- 
lubricating, and only requires his brief attention in the morning 
and evening. I cite this as an example of what could be done on 
the Wissahickon and at Manayunk. 127 
Whenever the city wishes to utilize all the water in the Wissa- 
hickon, these worlcs should be removed to a point six miles above 
the mouth of the Wissahickon, and after supplying Germantown 
■and Roxborough by water-power, the water used as power, after 
passing over the wheels, could be brought down to the city by grav- 
itation. By these means the Wissahickon could supply GO,000,000 
<j<dlons per day, which is about twice as much as the city is con- 
suming at the present time (1878). J. 11. 
GATES FOR ADMITTING WATER TO THE TUR- 
BINES. 
•2 53. “ These outside gates have been kept too low, and thus 
not admitted a full supply of water to the wheels. Does 
not this diminish the acting head of fall and, con- 
sequently, the motive jmtver ? ” 
It makes very little difference if the speed of the turbines is 
regulated by the outside gates or by the circular gate under 
them. If these gates are left wide open, the wheels will run too 
fast, except at high tide. 
The error is in the construction of the turbines and size of 
the pumps. It is true that much power is lost by not admitting 
the full head of fall on the wheels at all tides. 
TRANSFERRING THE WATER DEPARTMENT TO 
A COMPANY. 
■2 54. 
“ Would it not be best to give the Water Department 
in charge of a Company ? 
Your Commission cannot answer that question. 128 
REMARKS. 
Hy the general policy I have recommended, 300,000,000 
gallons of water could be brought into the City per day, 
by the employment of water-power at $2 per million, in- 
cluding interest on future plant, and by a proper admin- 
istration of the Department, 50,000,000 gallons per day 
could and should be used for flushing the gutters and seivers 
of the City, and promoting the public Health. 
The surplus over the City’s consumption could be rented 
for motive power, to the marked advantage of the City 
Treasury. 
J. H. 
METALLIC SPRING PACKING OF PUMP-PISTONS. 
i 55. “ Solid brass pistons without packing, but simply fitted 
in the pumps, are now used at Fairmount, which must 
evidently wear on the under side by scraping in the mud, 
until they leak so badly as to pump no water. Would 
not a metallic spring packing be better, and keep the 
piston permanently tight ? ” 
A metallic spring packing may possibly be devised, that 
would keep the piston tighter than does the present solid one. In 
the Worthington pump, a long plunger is fitted in the pump- 
cylinder without any packing; it is not known, however, how 
tight that plunger is, but it must inevitably wear, and finally 
leak very much. 
Your Commission believes that a metallic spring packing- 
could be devised that would keep the piston practically tight,, 
and which would be much preferable to the solid piston which 
can never be rendered so, even when it is first put in. 
PISTON POD OF HORIZONTAL PUMPS. 
2 56. “ The piston in horizontal pumps, must evidently tvear 
on the under side, by its oivn weight on the lower side of 
the pump. Would it not be advisable to run the jnston 
rod through at both ends, so as to guide the piston con- 
centrically with the pump.” 129 
It is a very old idea to run the piston rod through both ends 
of horizontal pumps or cylinders, for the purpose you mention, 
but experience has proved it to l>e of little or no value. Hori- 
zontal blowing machines have been so constructed, and found 
to wear out the stuffing-box to greater inconvenience than the- 
wearing of the piston. 
The philosophy of the case is as follows: 
The weight of the piston has a much greater surface to lay on 
in the cylinder than in the stu(Iing-l)ox; and therefore, if depend- 
ing upon the latter, it will sooner wear to leak. To overcome 
this difficulty, various arrangements have been made in the 
6tuffing-box for bearing the weight of the piston and rod, and 
also, by constructing special guides for bearing the end of the 
projecting piston rod. Attempts have also been made to bear 
the piston by part of the pressure acting upon it, all of which 
have been abandoned, and they now depend upon the wearing of 
the piston in its cylinder. 
The best method your Commission can suggest, for the present, 
is to make a hollow and tight plunger of equal weight to that of 
the water it displaces, and pack it in the middle of the pump by 
a metallic spring packing, which may be arranged so as to tighten 
it from the outside, whilst the pump is working. 
FROM THE PHILADELPHIA PAPERS, OF DECEM- 
BER 4, 1878. 
A PLAN UPON WHICH ClIIEF McFADDEN SMILES APPROVINGLY. 
OUR DEFECTIVE WATER-SUPPLY. 
The Council Committee on Water pricked up its ears yesterday 
when the clerk read the proposition of Mr. Joseph I). Thornton 
to furnish the city with a supply of fourteen millions of gallons 
of water per day, at a cost of $7.93 per million gallons for each 
one hundred feet high. Mr. Thornton proposes to erect a pump- 
ing engine at any of the water-works of the city, place in all the 
necessary machinery, and take a contract for six years. At the 
expiration of that time, the whole of his apparatus reverts to the 
city. 130 
“The proposition is a fair one,” said Chief Engineer McFad- 
den, when his views were asked. “So far as the rate is concerned, 
it cost in 1876, at Belmont, which is onr cheapest pumping 
station, $7.14 to raise water 100 feet high.” 
At this juncture, the doctor went into an elaborate explanation 
of the different systems into which the water-supply of the city is 
divided. He makes it a point, at each meeting of the Committee, 
to say something on this subject, fearing that some members might 
forget it. When the Chief drifted back to the matter before the 
Committee, it was learned that it now costs but $6.05 to pump 
1,000,000 gallons 100 feet high at Belmont; but the average 
cost for pumping that amount of water the distance named, was 
$8.52. The subject was referred to a sub-committee, who, at 
Mr. Bardsley’s suggestion, will ascertain whether Mr. Thornton’s 
plan is meritorious or not, and make a speedy report. 
Should the proposition be accepted by the city, it is proposed 
to utilize the machinery of Mr. Thornton for the purpose of sup- 
plying the north-western section of the city, including the 
Fifteenth, Twenty-ninth and Twenty-eighth Wards, where the 
residents suffer from a paucity of water. 
On behalf of the residents of Mount Airy, Mr. Gowen asked 
for water facilities, which are now wanting in that locality, al- 
though they are compelled to pay for the maintenance of the 
system, and the interest on the water loans. 
Chief McFadden stated, that for $10,000 he could erect the 
necessary pumping station and standpipe to supply that locality. 
The department would receive $2000 per year income, in the 
way of rents, which he considered a fair investment for the money. 
He was instructed to incorporate that item in his appropriation 
for 1879. The Committee then adjourned. 131 
Philadelphia, December 4, 1S7S. 
Gentlemen: 
Herewith you wilt receive an article from the papers 
of to-day, reporting a proposition to Councils to enlarge 
the city water-supply by steam pumpage. 
Be pleased to state in your Report now in progress: 
1st. Whether the aggregate capacity of the steam works 
has not been estimated, both by the W. D. Reports and that 
of the Commission of 1875, at nearly 100,000,000 gallons 
per day? 
2d. Whether one-half of that amount has ever been 
pumped by steam ? 
lid. Whether the habitual waste of coal at the steam 
works is not such as to enable a thrifty contractor to pump 
water much cheaper than at present, merely by the dimi- 
nished consumption of coal? 
4th. Whether the new 20,000,000 gallon engine now 
standing idle at the Schuylkill Works, will not answer as 
well as that proposed by Mr. Thornton ? What are the 
particularities of this engine? 
itth. Whether the control of the Register by the contrac- 
tor, would not expose the City to imminent risk as to the 
estimated pumpage ? 
<>th. Wh4$her $7,011 per hundred feet of elevation does 
not mean $t(> at Belmont, $0 at Schuylkill, and $20 at 
Roxborough, per million ? 
7th. W hether, if expedient to contract for a portion of 
the water-supply—it would not be far more so, to lease the 
whole City supply to a private Company? 
I am, Yours Respectfully, 
JAMES HA WORTH. 
Messrs. Nystrom, etc., 
Water Com m ission. 132 
§57. ANSWERS TO THE ABOVE QUESTIONS. 
1st. In the W. I). Report for the year 1874, page 97, the theo- 
retical capacity of all the steam works is estimated at 07,082,547 
gallons per 2 4 hours. Since then, the two Cramp’s engines, of 
30,000,000 gallons, have been added, making 97,082,547 gallons, 
their present capacity. The Commission of 1875 made the same 
estimate, or copied that in the W. I). Report. 
Yonr Commission also has estimated the theoretical capacity 
of the steam works at 97,007,047, and the practical at 08,128,000 
gallons per 24 hours. (See Table XVIII, page 123.) 
2d. Table IX, page 77, gives the average daily pumpage by 
steam-power for 18 years. Table X, page 79, gives the average 
daily pumpage by steam for every month in four years. 
The maximum daily pumpage bv all the steam works, as far 
as your Commission has been able to ascertain, was reached on 
one or two occasions in 1870, when it amounted to about 
40,000,000 gallons, which is below one-half their estimate. 
3d. Mr. Thornton is no doubt aware of the extravagant use 
of coal at the water-works, the saving of which would alone 
make his contract very profitable. 
4th. There appears to be some mystery about this engine, not 
known outside of the Water Department. The (fhief Engineer 
advocates increase of steam-power, and fears a water famine, 
whilst this new 20,000,000 gallon engine has been standing idle 
since it broke, in September last. From the outside of the 
engine no breakage can be seen, but it appears to be as sound as 
when first started, Dec. 20, 1876. The engineer of the works, 
who speaks well of the engine, says there is only a crack in the 
casting in the valve-chamber, and that he does not know why it 
is not repaired. This engine cost the Water Department about 
$90,000, and was to pump 20,000,000 gallons into the Schuyl- 
kill reservoir per 24 hours. The contract price for this engine 
was $67,000, and the foundation for it cost $20,000. 
The dynamic duty of the engine was to be 75,000,000 foot- 
pounds of work per 100 pounds of coal consumed, provided 
the boilers evaporated at least pounds of water per pound of coal. 133 
The perfect combustion of one pound of carbon generates 
14,500 units of heat; and 772 (Joule) foot-pounds per unit of 
heat, would make 11,104,000 foot-pounds of work per pound of 
carbon consumed. Allowing 74 per cent, of carbon in the coal, 
the duty now required of the engine is only 9 per cent, of the nat- 
ural effect of'the coal consumed, according to Joule’s equivalent. 
A forty-eight hours’ trial of this engine was made, commen- 
cing Dec. 20, 1876, the results of which are partly tabulated in 
the VV. D. Report for that year, without giving the pumpage, 
or any detailed description of the experiment, nor signature of 
the experimenters, who are unknown to the public. 
Their tabulated data indicate that the experiments must evi- 
dently have been made by inexperienced men. 
Your Commission does not know what kind of engine Mr. 
Thornton proposes to introduce at the water-works, and can not 
therefore compare it with that of Mr. Cramp. There are various 
conflicting opinions given on the Cramp engine by parties who 
pretend to know, but none that could be accepted for this Report. 
Your Commission has seen the engine in operation, and it 
appeared to work very well, but cannot give a definite opinion 
on the same without a thorough examination, which could not 
be made, for want of permission from the Water Department. 
5th. The control of the Register (or Counter) by the contractor, 
would possibly, or probably, not protect the interest of the city. 
{See * page 98.) 
0th. Mr. Thornton’s proposition is very clear on this point, 
namely, $7.93 per million gallons pumped 100 feet high, which 
makes $10.81 at Belmont, $9.12 at Schuylkill, $29 at Roxbor- 
ougli, and $9.07 at the Delaware reservoirs. 
7th. Mr. Thornton’s proposition appears to be that he runs 
only the engine furnished by himself, whilst the other engines 
in the same works are run by the Water Department, which 
arrangement would undoubtedly open very serious objections; 
but if Mr. T. leases the whole works, it may be advantageous to 
the city, and so, also, the lease of all the water-works, to a private 
and responsible company. 134 
RECOMMENDATIONS BY YOUR COMMISSION FOR 
IMPROVING THE FAIRMOUNT 
WATER-WORKS. 
The examination of the Fairmount Water-Works, as described 
in this report, has made your Commission so conversant with its 
operations as to be able and justified in recommending the follow- 
ing improvements for increasing the capacity of the same. 
First. To alter the form of the buckets in the guides and 
wheel of turbines Nos. 3 and 5, (No. 4 is now being altered to 
the Duplex Automatic Adjustable pattern,) so as to utilize the 
maximum effect of the water-fall at mean low tide. 
Second. To enlarge the pumps to suit the alteration first 
recommended : 
N. B. The first recommendation can be accomplished with- 
out the second, that is, the buckets in the guides and wheel can 
be so constructed as to utilize the best effect with the present 
pumps; but then it will take only half the quantity of water 
now used for the same pumpage; but as the demand for water 
is now increasing, it is better to enlarge the pumps, and construct 
the guides and wheel accordingly. 
Third. To connect all the pumps, by mains, with both the 
Fairmount and Corinthian reservoirs, so as to throw all the 
pumpage into the higher level during low tide, and to the lower 
level at high tide. 
Fourth. To construct such valves for leading the pumpage 
to the different reservoirs, that they could be opened or closed 
in a minute or less; which can easily be accomplished. 
The present valves require about half an hour to open or 
close. 135 
Fifth. To raise the Corinthian reservoir 12 feet, so as to 
make the proportion of lift into the two reservoirs equal to the 
proportion of head of fall at mean high and low tides. 
Head of fall at mean high tide, 10 feet. 
“ “ “ low “ - - - 14 “ 
Lift into the Fairmount reservoir, - - 90 “ 
10 : 14 = 90 : x. z = 12G feet. 
The lift into the Corinthian reservoir should he 126 feet. 
The raising of the Corinthian reservoir about 12 feet, would 
accomplish two important advantages, namely: 
1. It would enable the Fairmount Works to utilize the 
maximume tfect of the water-fall at any height of tide, and thus 
increase its pumping capacity. 
2. It would enable the Corinthian reservoir to distribute its 
water to that much higher levels, and to supply more water to 
Kensington, and even to Frankford. 
The sjze of the pumps, and construction of the buckets, should 
be so proportioned as to utilize the maximum effect of the water- 
fall both at mean low and mean high tides. 
Sixth. To erect a Water-Pressure Engine in the vacant space 
No. 6, connected so as to pump into the Corinthian at low tide, 
and into the Fairmount reservoir at high tide. 
After the first water-pressure engine has proven a success, a 
second one should be erected for No. 2. 
In ease the above recommendations are carried out, it may be 
found expedient to alter also the wheels and pumps in the new 
wheel-house, and the capacity of the Fairmount Water-Works 
would thus be more than doubled, and the running expenses per 
million gallons pumped, would be decreased in the same pro- 
portion. 
JOHN W. NYSTROM, 
W. BARNET EE VAN, 
WILLIAM DENNISON, 
Philadelphia, Dee. 30, 1878.