Harrisburg Telegraph from Harrisburg, Pennsylvania • Page 4

REPORT RELATIVE TO WATER WOBKS AT HuRRISBURG BY H. P. M. BIRKINBINE, ENGINEER. The commissioners stale fur the iofur .1 ki I.

XT bine was chosen engineer on the 16th of une, lsuu. uu the ninth oi August me commissioners resolved that the height of any basin or reservoir should be 210 jeet at Doitoin, aDove me iow water mark of 1803 in the Susquehanna river, and that the capacity of the supply to be afforded citizens and manufactories should be 0,000,000 gallons every twenty four hours. On the 30th of August this report was made, and for the purpose of giving full publicity, in matters oi such importance to the citizens of Harrisburg, it was or aerea to oe printea. Harrisburg, Sept. 10, 1869.

Messrs. William Colder, Boyd Hamilton, Charles F. Muknch DAVID S. HERB, JOHN J. SHOEMA KER, water Vommissioners Gentlemen In presenting a reDort upon a more adequate water supply for your city, a few statements in reference to tne present water works may be of in terest.

The water is taken from the Susnue hauna river at the foot of North street, a point well chosen, where the water is deep and the inlet pipe ia protected from silt and ice by a ledge of rocks immedi ately above it. The extension of the city and the dis charge of sewerage above the works is obiectionable. but the location of Inde pendence Island is such as to direct the current along the eastern shore of the river, confining the impurities and their contaminating influences within a short distance of land, never reaching the vicinity of the inlet pipe. The inlet nine is of cast iron. 30 inches in diameter, and extends 108 feet into toe river, une water irom the pipe passes through an arched conduit 5 feet by four feet, into the pump well in the engine nouse.

The pumping machinery consists of. first. A horizontal hieh Dressure steam engine, cylinder 12 inches in diameter, length of stroke 5 feet; driving by means of a crank on the opposite end of the fly wheel shaft, a doable actimr pump 8 inches in diameter, length of stroke 5 feet, placed nearly horizontal. The capacity of each single stroke of this pump is 12 callous, and the ordinary working velocity 25 revolutions per min uie; inus malting (wuu allowances) a pumping capacity in twelve hours of 400,000 gallons. This is a good engine, wen Dunt, ana coir.

pares favorably with others constructed about the same time. (1841). It is now as efficient as many of ue engines in use in water works. Tne. averace actual duty is 150 000 font pounds, that is with ono pound of coal it raises xsu.uuu pounds oi water one loot mgn.

Second. A Worthinctou's patent hor izontal duplex pumping low pressure, without fly wheel; one engine working the valves of the other. The steam cylinders are 18 inches in diame ter and the pumps 15 inches in diame ter, Estimated stroke 36 inches Actual average 34 inches. The oaDacitv of each single ntrnlcn in 25 gallons, and the working velocity 30 aouoie strokes per minute lor each pump, mua uiumug iwjui allowances; a capacity in 12 nours pumping or 1,000 000. A' This is a fair encine.

of the kind, but is not desirable where any considerable amount 01 water is to raised, as this class of engine requires more, fuel to perioral ine same work than most otber forms of pumping engines. The aver age actual duty Is foot pounds." j.nns engine may, at a small cost, De improved so as to work more economically. The water used for condensing the steam is taken from the ascandinir main under the pressure due to a 'bead? ff OO taat wlill.i htp on 1 pipe, takintr the water from the duuid well, it would be necessary to raise it but ubout 12 feet thus saving fully 500 pounds of coal per day. The steam. arums on the 1 boilers, and the steam pipes are exposed; the proper clothing of these will prevent a large loss of heat." and consequently produce a saving of fuel.

Steam for both engines is generated in a pair 01 nre oox tubular boilers (loco drive both engines at their regular speed. xne Doners are gooa ana emcient generators. 1 The machinery in the water house is in fair order, and is annarentlv well cared for it is, unfortunately, placed so iow as 10 De irequeniiy mterierea. with, and sometimes entirely slopped by freshets. The water is conveyed by means of.

al 10 Inch main from the duplex engine ana an inca main irom tne high pressure engine each 2.046 feet lone, into the reservoir, the top of which is 01 32 iuu ieet anove tne 10 water" mark on Maclay's rock. The average head to be overcome in pumpine (includinir fric tion) may. therefore, be considered as 90 feet. The reservoir at Ihe top of the em 1 Dankinent is loo ieet square; and contains 10 ieet 01 water, storing 1,500,000 gallons. It is well built and in good repair.

Indeed all the works, as originally designed, are highly creditable to the late Frederick the engineer who planned and executed them, and who also occupied a prominent place in: the construction of the Fairmount water works at Philadelphia. It is the habit of the engineer in 1 charire of yonr works to run hnth An. Eines at the same thus enabling im to keep up the supply of witnout nig lit work. It has, been impossible to determine positively the relative value of the engines But iium mo iwuie, (carefully prepared by T. Allen tjamil ton, Chairman of the Water Com mittee).

the cost of the pumping can be determined, and an approximate of the duty of each engine reached This table, is too elaborate for our columns. It Includes the operations Of the Works from Anril 1. 1S.7 to Marr .31,1869, to raise water ninety feet withA cienuy piain ior an unaerstanaing 01 It Is given by the engineers. The table shows the average dally supply to be 1,089,089 gallons. The smallest daily supply for any month was 862.987 eallons ner da v.

in 1867: and the creates! dailv aum.lv during August, 1868, when 1,324,174 gal Ion. VArA nnmniMl nm av 1 The average number of gallons raised into the: reservoir by a pound at coal in 173. The average duty performed is 129,817. The highest arerage duty in September, 1868, 147,000 loot pounds, c.uu ui mwm average uuty was in March, 1868, 107,250 pounds. The works are well managed by the Committee on Water of the City Councils.

The annual expenses are aSout they may vary some little from this, but not sufficiently to make any appreciable difference in the following mmiaivBi im uiuy mereiore De considered as the annual cost of pumping 1,000,000 gallons per day into the reservoir; or 21 31 100 cents per million galloon raised one foot high. The following labia cost of pumping water at your works, as compared with the various water works of Philadelphia pumping by steam. The duty and cost of the Philadelphia worka are averaged for the past live years, and of the Harrisburg works for the past two years. Lii'g or water Ckxtof raised ralsrg 1 foot i.ouu. hlKh 000 eai Der lb.

toes 1 ft high ox coal Phila. Hchny lk 111 works do Delaware worfa do iMth ward do Ocrfflantown 306.901 15.21cts 210,470 24.H 9 72 2U.72H 21.5 120,417 21.31 The principal loss in the Harrisburg Works IS nwinc ir laA fuel required to do the work. The above table shows the duty at your works to be lower than any of the others; and yet it costs more to raise the water at the Germantoyn and Delaware water works than at Harrisburg. This is accounted for by the difference in the cost of fuel in Harrisburg and Philadelphia. The works exhibiting the best results in the Twenty fourth ward works where all the work was done by Cornish engines, and the Schuylkill works where a large proportion of the work waa done by a Cornish engine.

The same amount of water could be pumped into your reservoir with about one fourth the amonnt of coal now consumed, by using properly constructed Cornish engines. When the works were construeted mains of larger capacity than generally used for like works were laid, thereby furnishing a liberal supply up to the present time. The distribution is care "jr proporuona, ana appears to be plugsaately furnlshed with "tops and fire The enlargement of the works will require the laying of several feeding mains this can most probably be done without disturbing the present pipes, except in cases where it is necessary to connect the new feeding mains to them. The total cost of your Works up to the present time is about $225,000 00. The following table, exhibits the income and comparative increase for ten years.

It is to be regretted that data could not be obtained so as to complete, the table with the income for each year the works have been in operation YEAR. IKCOME YBAK. INCOME 18 $4,385 5f 1857 05 1818..... 4,575 73 I860 9,651 00 1849 4,900 1861... 9,808 00 5,005 90 1862.

9,339 00 1855 6.616 51 1805 13,825 33 Estimated income for I860. 319.500. The income of 1848 shows an increase over that of 1843 of 5 per cent, in five The income of 1855 shows an increase over that of 1850 of 32 per cent, in live years. The income of 1860 shows an increase over that of 1855 of 45 per cent, in five years. The income of 1865 sbows an increase over that of 1860 of 431 per cent, in five years.

And the estimated income, of 1869 shows an increase over the income of 1865 of 41 per cent, jn four years. Were it possible to supply all parts of the city, the Income for this year would probably increase 90 per cent, above mat oi isoo, reaoning tne sum or $25,000, PLANS FOR NEW WORKS. In considering water supply of a city, the question of greatest importance is its quality. In this respect yonr city is most fortunately situated; for, any one of the sources examined would furnish better water than is supplied to a majority of cities in this country. The amount of water supplied to Harrisburg last year averaged gallons per day.

The largest daily average was in August, gallons ana tne smallest was in ADril. 1.019.013 srallons. Estimating the present population of narnsDurg to be thirty thousand (tuny one fourth of these have no supply now), a daily supply of 1,500,000 gallons will be necessary to give an average of 50 gallons per day to eacn inhabitant. The population of Harrisburg was in 1840, in 1850, 7,634, an increase in 10 years of 31 per in 1800, 13,405, increase in JO; per cent; at the present it is estimated at 30,000, an increase in 9 lyears of 101 per cent. Should the same ratio of increase con tinue, the census of 1880 will show a pod ulation of 75,000, and the census of 1890 a populatiouof 150,000.

This has been the history of many cities in this country possessing: fewer advantages than Harrisburg. Works. therefore, capable of supplying 2,000,000 gallons per aay wouia meet tne present requisements of the city, but looking to the future, works with a daily capacity of 6,008,000 gallons are recommended, with such arransements that it, can be worked to a capacity of 8,000,000 gallons; or, ine gravitation pian De auopiea, to 10,000,000 gallons. (This ameunt will be adequate for a city of 120,000 inhabitants.) The majority of cities have an insufficient water supply: very few have a surplus And when such a desirable state of affairs exists, this surplus is soon absorbed by manufactories, the location of which is induced by the consideration of an abundant and reliable water supply. A city so admirably situated, and with so many, facilities for manu will soon absorb an amount proDBDiy as great as tne largest capacity of the nronosed works.

When tne works now supplying your city wereoonsiructea, tne altitude of the reservoir: say uo feet above the river. was ample for all the requirements of a water supply, tsut since that time many lofty buildings have been erected and ground beyond the old city limits, which is more elevated than the present reservoir, is occupied: besides water is now required on most of the floors of Dutiaings. A good pressure bpon the street mains is of great importance in extinguishing fires, without the aid of eneines. There should be an. inexhaustible supply of waier, uuuer a siuuoieoi neau to reach the roofs of the highest buildings, always procurable; requiring no greater delay in bringing it to bear upon the flames than that necessary to procure and attach the hose.

This will give your works the three great essentials as a protection against tire. 1st. The short time required to throw water on the fire. 2d. The volume af water.

3d. A sufficient head or pressure to reach the highest buildings. The importance of considerations will be more apparent when the great danger from fire in cities is estimated; together with the heavy losses from this cause frequently sustained by cities in this country. Tho height of the reservoir to meet these requirements should be 200 feet above the river this would give an effective head in the densely populated portion of the city of 150 feet. The old street mains will no doubt sustain the additional pressure; if failures should occur they would be in a few defective pipe, and could be remedied at small cost.

Some ruptures no doubt occur in the plumbiDg in nouses but this would not be a serious matter, as the pipes are generally accessible. The reservoir now in use stores but 1,500,000 gallons this is small and allows no time for subsidence. In case of fen accident to the machinery the city would be out of water in one day. To meet the probable requirements a reservoir that will Btore from three to four dayssupply should be constructed, so that ample time could be had for necessary repairs, and for the water to subside when the. river is turbid, or so that 'the pumps could be stopped when the condition ot" the water in the river makes it desirable, To do this will require a reservoir wlth'a slprage capacity of 20,000,000 i All the estimates will be made unon furnishing an average of 6,000,000 gallons.

per aay, unaer a neaa ot zoo leer, with the permanent parts of the work ar ranged so that the capacity may be in creasea to or 10,000,000 gallons, as before recommended. By your direction the following sources and means" for obtaining a better water supply have been examined First, Locating the works on the west ern shore of the Susquehanna rlyerppo siie tne city; lorcing ine water from the river into a reservoir on Fort Washington hill, and conveying it across the river by pipes. i iji ri Second. Constructing a water power in the Susquehanna, in the neighborhood of Rookville, and forcing water from the, river into a reservoir constructed by damning up "Roberts' valley," or else locating the. reservoir on the southern slorie of the first mountain, at third.

Constructing a power in Susquehanna river, 1'Brushy rocK, so. Auisiers, ana conveying it by a canal to a point at or near the present, works, where It will be used by aultfihlA' water mntnra HrlTlnir'niimnH. for supplying the city. juuu. ujnveviDE me wsinni "or tun Yellow Breeches creek, in Cumberlana county, Dy gravitation, into, a reservoir located on Fort Washington hill, and carrying it in pipes across the river into fifth.

Convevinff the waters of Stonv. located upon the elevated ground east of me city, Known as jrrospect bill." Sixth. Conveying the waters of Mana da creek, by gravitation, into a reservoir located on "Prospect hill." Seventh. Pumping from the Susquehanna river, at ih Bite occupied by tbe! present works (or at a better one if it can be found), by means of improved steam machinery, and forcincr til A wator into a reservoir of sufficient altitude and capacity to meet the present and future wants of the The following remarks and estimates "upon the various projects for obtaining a better water supply, above enumerated, may enable you to arrive at a decis ion as to their relative merits. You iieeu nut on mmiiaea oi tne importance of the subject, nor the care that should' do exercised in selecting a source and mode of supplying a city as imrjortant as the one you and considering also its rapid and certain growth in 1.

LOCATINOWfimrsnwwrsTffiiM snAHD. OF SUBQOEHASNA. r. wh on uie western 7 "luouauua.iorcing tne wa wJfi? ri in to rese voir located on iort Washington hill nn.i by i rm. 6 uere is no an Pfent value in this proposed change the volume of water flowing in the channel between the island and" the western Bhore in Inw u.

western smal1 theriyerateuchrimes'beipFaf most a anrraaalnn A lill IIOOIR. In warm woih tki irar reservoir at sufficient altitude, and one could readily wnU I ki The PTHnnea rtt lanlnM 1. Tr, j'ipe across the rlyer, which at this point is about 4,000 feet wide, would reach 880,000 for a 30 inch main. This plan may, therefore, be dismissed without further examina tion. 2.

WATEB FOWEK AfEOCKVILLE. 1 "Constructing a water power in the Susquehanna river, in the neighborhood of Rockvillo, and forcing water from the river into a reservoir constructed by damming up Roberts' or else locating the reservoir on the southern slope of the first mountain." There WOUIU D6 no uimuuifcjr IU uitMttiug nower in the river at this point, and ono sufficient to pump 6,000,000 gallons 200 feet high. This would require 2oo horse nower. working for 24 hours. To ascertain the value of tho water power, it should be compared with the The water wheel, gearing pumps, head arches, gates, tail race, will cost.

about as much as an emcient steam pumping engine to do the same work. with the additional attendance required for steam, machinery, will represent the value" of water power. Using Cornish engines, of fair average con struction, would require 9 tons of coal per day which at $3 50 per ton, is an expense or 31 50. Ad ditional expenses will swell this to say 35 per day, or $12,775 per annum. This at 8 per cent, (which is about what municipal loaus are negotiated at, in cluding all will represent a capital of $159,687 50.

This would not be sufficient to construct the necessary i wing dam and head race of the strength. and permanence required by the loca i tion. To produce the requisite power with at available tan oi iz ieet, win re i a aire 250 cubic feet of water per second necessitating a head race with a clear water area of 150 square feet." Say 30 feet wide at surface of water, 20 feet at the bottom, and 6 feet deep. However substantially the works may be constructed, accidents of great or small importance may be expected irom ireshets which are becomiDK more fre quent and violent as the forests are being cleared in the drainage area of the river. I It is difficult to estimate the character of the work which will withstand all the pressure of a river of the power and maenitude of the Susquehanna.

The val uable records of Dr. John Heisley, of Harrisburg, contain tne measurements i of three remarkable freshets in the Sus i quebanna, viz I May 15, 1833, the i water rose 17 feet; March 15, 1846, the i water rose 20 ieet; Alarcn 17, lsbo, the i water rose 234 feet. As the mountain sides and valleys are denuded of the for este, a decreased minimum flow of the river, and an augmentation of the vol i umes and number of freshets may be ex I pec ted. In using water power a large reservoir would be required, so that the 1 machinery could be stopped durinc frrshets, without depriving the city of water. To construct works at this point will require about 5 miles additional of 30 incn main; costing aoout $270,000 to convey tne water into tne city.

The location of a reservoir in "Rob erts' valley" would possess advantages 1 in regard to the roost' of construction, and in the water C5OO.OO0 eallons) which could be collected each day from the mountain sides, tnereDy saving the ex pense and trouble of raising this amount. In using water power this saving is small; as the works would have to be of sufficient capacity to furnish the full supply daring the seasons when but lit tie rain falls. ihe mere stoppine them for a few daysf during the continuance of rain, would be or little advantage. The location of a reservoir on the southern slope of the first mountain, would give no superiority over many other sites nearer the city. The additional length of main required will more than compensate for all the apparent ad vaut aces of either of these sites.

After sev eral visits to these localities, and a care ful consideration 01 all peculiarities, I am not prepared to recommend them as a source from which to furnish water to you city. 3. WATJBK POWER AT "Constructing" jr; water power 1n the Susquehanna river, at 'Brushy near M'Allister's, rand conveying it by canal to a point at or near the present works, where it will be used by suitable water motors, driving pumps for supplying the city." 1 This is no new project. It was thoroughly examined before the old works were constructed and surveys and esti mates were made lor carrying it out. Atone time it was proposed to.

con struct an extensive water power vipon this plan, for the purpose of propelling the machinery in mills. factories, believing that the industrial interests of this city would thus be greatly promoted. What its effects might have been it is impossible to state But the low price at wmcn iuei can De procuea in iiarris burg is more valuable in this: particular than a water power using the entire the riverf particulajly as the cost 'of running a good1 steam engine is less than cents 10 a day. per horse power. In the processes of.

making refining iron, and of working wood, the waste heat, or the shavings and sawdust, are utilized in generating" steam besides steam is es sential in so many operations, and is so generally used lor heating in few manufactories can be managed advantageously without it. Taking into consideration the unreliability of water power, the difficulties incident to fresh ets, droughts, ice, the liability to heavy damages therefrom, particularly on large and rapid streams and the large investments necessary to construct works of sufficient permanency its economy is donbtful, where fuel is at a higher price than it is at Harrisburg. Some of the larce and important water powers in the Eastern States, where the price of fuel is high, on account of tne aistance necessary to transport It, have found the use of steam less expensive than water: and were it not for the permanent investments made tn dams, edly be abandoned, and steam engines substituted. In that hive of industry, Rochester, N. where coal is much dearer than at Harrisburg, much of the water power produced by the Genessee falls is not utilized.

Even the Fairmount water nower. used for numninor water for the city of Philadelphia, has thus far not been a nnanciai success For, ir to the interest bn the first' cost of the dam, the expense of repairs and renewals be added, it will ju oduco sum which would have purchased more than enough coal to have pumped as much water by steam as has been raised by this water power and to have paid other necessary A'water power at "Brushy rock" is subject to the same objections as No. 2, excepting the length of the main; but this will be equalized by the necessity of and maintaining a longer head race. From these, considerations tho con struction of the proposed water power is not recommenoea. 4.

GRAVITATION SUPPEY FROM YELLOW BREECHES CREEK. i'Conyeying the waters of Yellow Breeches Jn Cumberland county, by gravitation into a reservoir on 'Fort Washington and carrying it in flTOO rciU99 Hit! 11VC1 1UIU Lilt) City. The Yellow Breeches creek is a large stream, and drains a considerable area of country It rises in the South mountain, and enters the Susquehanna river from the west, about three miles below Harrisburg. The. quality, of the water is ana the quantity amply sufficient for the 'purpose desired.

It was surveyed to Hurst's mill, six miles above its confluence with the Susquehanna river, and the comb of the dam at this mill was found to be only 46J feet above low water at Maclay's rook. The character of the country drained bv the lower muw6 is uroKou ana inuy, through uiuu iue Biremn nas cut a 01 eon channel; there is therefore little fall in it. From this and other causes you considered further examination nnnncpssnri; ni the survey was prosecuted no further. A mure tnorouirn ozAniitni mn inntr yelop advantages not now apparent; but aio curiainiy as good, 11 not better and more accessible sources, on the eastern side of the river. 5.

GRAVITATION SUPPLY FROM STONY CREEK. "Conveying the waters'of Stony creek, by gravitation, into a reservoir situated on the high ground east of tho city known as 'Prospect This creek rises in Lebanon county drains the valley between the Second or Kittatmny and the Third or bbarp mountains, entering tho Susquehanna from the east, at Dauphiu. This mi.r has been surveyed and examined. Water could be brought into the citv livmn. structing a dam about 8 miles up tho stream, where more than tho rennisiti.

quantity could be obtained, at ele vatlon that it would How into a reservoir of the desired height. There would be little difficulty in con veying the waters of this creek bv annu el net along the northern slope of the Kittatinny mountains to near the river but from this noint DiDO would be thn cheapest conduit, as the points of the mountains are sharp, precipitous and rugcred, and the country between llmm and Harrisburg is hilly and undulatiDg, and it would be necessary to cross the valleys of Fishing Creek, Roberts' run and Paxton creek, to reach the proposed reservoir site. By tunnelling through rock at the western end of the mountains, and following the hills 'the length of aqueduct would bo increased and that of a pipe diminished but no actual saving could be effected. The quality of the water is good, but it is somewhat colored by swamp drain age. Should the coal mines located in this valley at any time be worked, the drainage from them would no doubt af feet the character oi the water, and may unfit it for use, ThiP is the only drain i age which will ever, probably, deleteri ously affect the water, as there is no ara ble land above the proposed dam, and i no inhabitants, except at the railroad stations; but the possibility of injury i should have its weight in making such large investments as would be necessary to convey this water to Harrisburg.

The following is an approximate esti mate of the cost of the works necessary to convey the waters of Stony creek into a reservoir on t'rospect nm: i Dam on Stony f0 8 miles of ....256,00) CO 8 miles ef 30 inch cast iron pipe 450,00) 00 711,000 00 This does not include land damasres. or changing the grade of the Schuylkill ana Husqueuanna rauroaa, wmcn may be necessary. It is probable that the en tire cost oi uie wont win exceea 6. GRAVITATION SUPPLY FROM MANADA CREEK. "Conveying the waters of Manada creek into a reservoir situated on the I elevated ground east of the city, known i as 'Prospect hill.7 by gravitation." This creek rises in Fishing Creek val i ley, Detween tne Jfrrstor siue, and the oecuuu ur uouDuuns, xt nas I two branches; one rising in Lebanon county and flowing west, the other risiner in Dauphin county near the head wa i tersoi msning creek, flowing east; these unite and the creek passes through the "gap" in the First mountain, and forms a confluence with the Swatara creek at Manada ville; its length is from 15 to 20 miles.

A line of approximate levels was run from the water bouse, foot of iNonn street, to tne abandoned water i power, above Barley's mill (beloncins to the proprietors of the Manada furn ace), ana near the confluence ef the east ana west lorks of the creek in the "cap." This point was found to be 260 feet above uatam, 1. e. iow water on Maclay's rock. "The entire area drained by the creek above this point is of white and new red sandstones; the water, is therefore, very free from mineral salts, etc. The greater part or tne sunace is coverea wita forest and will probably remain so: should any change be made the amount of forest will be There is now a large amount of land abandoned which was once cultivated, and the day is not lar distant when it will be found advan tageous to plant much of the mountain country in There is some cultivated land above the abandoned water power, but not sufficient to produce unfavorable results from the drainage, except in the case of several barn yards which are so situated as to drain all their wastries immedi ately into the creek; it will probably oniy ue necessary to convince tne farmers of the great waste of that which their naturally light soli needs, to induce them to make provisions for utilizing Washings.

be no difficulty in procuring the necessary legislation to prevent obnoxious and there is little probability of the area drained ever be ing occupied Dy manufactories on account of the means of access to it, and its distance from available markets. The ground is rolling and tho water shed slopes will, there tore, do no trouDie, irom stagnant pools. During storms the" washings of the soil make the water turbid, but this diffi culty be easily met," and pellucid water ueuverau iu uie city at ail times. It may be advisable for the city to pur cnase a large tracroT iana ana Keep it in forests, 'ibis could be done at a compar atively small cost, and the timber ftom it would no doubt nay a fair interest No chemical analysis of the waters of manacia creek nave been made Indeed it is of little value in determining the potaDieness oi water it ascertains tue amount of. mineral salts, but this may vary greatly without affecting the value of water; for drinking That which is most objectionable is most diffi cult to examine viz Organic1 matter, huu ua uuuuiuuu more man ns quantity, affectn'thn water f.hitn nrcrnnin mnltar in the process of decay, or the deleterious results of such decomposition in small amounts, are more injurious than living organisms in much larger quantities.

The only test to which the Waters of tue Manada nave been subjected is that Known as uiarK's soap test, which is used to determine the hardness of water, and indicates its value for household or manufacturing purposes in which soap or alkalies are used. The result of such test exhibited the Manada water to be 1.02 degrees of hardness. A comparison of the relative values of the water of several streams, includine Manada creek, will be found under the head of I'umpiPK by Steam (Quality of Water). where the Manada water is shown "to be advantageous on account of its softness. The area of the catchment basin of the Manada, above the "Gap," is about 14 square inues, ana tne aam is located at Barley's mill, the eap and the small 1 valloy coming in from the east would add about 2 square miles to and a number of strong springs would 'be utilized.

The estimates, to be safe, are based upon a drainage area of 14 square mues. xo ascertain tne now ot the Manada at the 'Gap," by gauging alone, would require a great number of made at different seasons, ex tending oyer a term of yean. The. stream was gauged at a point near the commence oi tne two Drancnes. were made August 10, 1869, at 6:30 p.

after a very warm day, when the flow was 2,600,000 gallons per day and August 11, at 6:30 a. when the flow of the stream was 2.750.000 eal lons per day. This may be considered as ine minimum now or the creek, as there had been no rain since Ancrust 4. when but 0.365 of an inch fell. A num 1 i.

1 vat ul guuu springs' enter tne creek oe Inoan thn nntnf 1. piyjtnjamM 011,17 lut IU13 tlliril. iUU difference'; between the two measurements was owing to the greater evaporation during the day. The flow of the creek may be more readily ascertained by the rain fall and the drainage area. The following table, exhibits the maximums, minimuras and means of rain fall within the past fifteen years, for each month, season and year.

It is compiled from careful observations made ,111,1 111. I mt and recorded by Dr. John Heisley, ex t. icuuiug uyw pvriuu 01 I'j years. ui 15 years' data was used in this table, owing to the earlier years being incomplete in regard to rain fall.

The estimates are based upon this table, which, for the upper "Manada drainage, would be increased fully 25 per owing to the amount of forests and the elevation of the land they may, therefore, be considered as minimum estimates Means and extremes of rain all at Har risburg, At. MAXIMUMS. HIM HUMS. M'ns In ln'hs In'hsiDate. In'hsiDate.

January 6,591 6.0 6 6,417 1862 0,930 0.400 0,736 1,682 1855 17 1861 1869 1859 3,101 2.233 3 443 8,773 4 890 4 904 4,102 4.075 8,335 2,911 2,481 3,110 12,108 reonary 1865 18 9 May 186 1861 1.408 11.901 J7 18631 1,625 1,828 1861 July AUUSt 13 679 14,167 12,395 1860 1862 1856; 1868 1867 1861 18 168 1863 0,376 0,323 0.596 September. i.60i 0,80 186 1861 December Year 6 814 16.S90 20,876 16,697 14,687 1,100 27,122 7.459 4266 1861 5 1851 5 18 6 186i Bprlue 1865 Bummer 185 1861 I8j4 r.i Autunn. Winter 1867 9,261 8.454 2,850 1858 9 Monthly averaee fall. 3.574 inches, uailv tvjrage fall, 0,117 Inches. From actual measurements, in connection with the rain fall upon country sim ilar to that under it has been found that from 10 to 20 per eent.

is lost by evaporation and absorption. and the remainder flows nflThv the Rtream draining the catchment basin. In the estimates, therefore, 80 per cent, of the' rain fall will bo calculated as the flow of Manada creek. By reference to the table it will be seen that the least amount of rain fell in September. 1856.

which was 0.323 inches. This would give from the surface drainage above the gap alone, a daily average supply of 2,005,654 gallons to this must be added the amount flowing from springs. The superintendent of the Manada furnace (whioh is driven by this creek) states that the furnace has never had to stop for want of water power. By com I'Miug a numoerot measurements oi tne water flowing in the penstock, the mean amonnt required was 2,500,000 gallons per day allowiDtr for leakacre of dam. this amount will reach 3,000,000 gallons.

The furnace has an effective head and fall of 18 feat, narnl nnnn an over shot water wheel 16 feet in diameter, making 2j revolutions per minute, and operating two blowing tubs 6 feet 3 inches in diameter, 3 feet stroke, under a pressure of 2J pounds, requiring eight horse power. Three million gallons may, therefore, be taken as the smallest daily flow of the creek. The least rain'' fall in any one season was during the winter of 1858 9, which was 2.85 of an inch. This would produce a daily discharge froni the surface drain i age above the gap, of 6,163,685 gallons i to this should be added the spring water. Taking the lowest annual precipita tion, which was in the year commencing June 1, 1854, and ending May 31, 1855, when 27 122 inches fell.

This produced a daily average flow of 14,466,065 gallons. Thus it will be seen that during the dryest month there would not be sufficient flow of water, and during the dryest season a flow merely sufficient to supply the city. But during the year of the least annual precipitation, the city could draw an average of 6,000,000 gal and allow 3,000.000 gallons to drive the furnace, and still a large amount would run to waste. Table will exhibit more fully the 1 amount of water which is the average daily flow from the drainage area of the i Manada above the gap, and the amount of precipitation, in inches, for the minimum and average" amounts of rain fall. 1 The table is based upon the same rain fall as at Harrisburg, upon 14 square miles.

As the area is probably larger, and the country elevated and wooded, these figures will be increased in practice 25 per cent. To utilize the water it is simply necessary to erect a dam or reservoir capable of impounding a sufficient quantity to supply ihe occilations produced by the unequal fall of rain. To store water enough to furnish six million gallons per day to the city, and the compensation of three miilioa gallons for the furnace, would require a reservoir with a capacity of 200,000,000 gallons for the month of last rain fall, and for the season of last precipitation, a reservoir with a capacity of 275,000,000 gallons. As the season of least rain fall was in winter, when the smallest amount of water i. used, a reservoir of 200,000,000 gallons would probably be sufficient; but to provide against any possible contingency, it should have a capacity of three bundred million gallons.

To impound this amount of water in a rese voir, with an average depth of 20 feet, will require an area of 60 acres. There would be little difficulty in constructing one or more reservoirs to contain the necessary amount of water, as there are several eligible sites in the gap. Omitting the compensation provided for the furnace and mills below it, a much smaller reservoir will need to be con stracted. Daily flow of Manado Creek at "Qap," calculated from the rain fall on basin. Balm fall ia Dally average flow In gallons.

ln'hs Driest month In Driest Driest Driest autamndo Driest winter Drlst Duly av. for 15 year (3,479,1. Monthly do fprlng. do Summer Autumn Yearly 0,323 2,095.654 15,645,459 15,857.016 9,124,685 6,163,635 14.466.035 7.495 4,266 2.8 '0 27,122 0.117 22,773,128 3,574 12,106 I3.06S 22,773,128 25,012,440 27,616,062 19,815,062 13,170,483 22,773,128 9.261 8,454 12,801 There are a number of points in the where dams can readily be constructed. A site was examined and sur veyed immediately above Earley's mill.

Here foundations and abutments of solid rock' can be had, making it possible to build a dam that cannot in any event be "destroyed. The estimates are for a dam which will raise the water 31 feet above the creek at that point, to be built of stone, earth and clay, as follows: The entire" surface covered by the dam to be excavated, the top and loose earth removed, the selected material and puddle wall to be started upon the Bolid rock, the foot or lower slope to be of stone and rough material, the centre of selected material with pud die wall of clay. Well tamped in it, the upper portion to be of rough material to be covered with jstone pitching, and have an inclination of 3 to l. The top is 20 feet wide and the lower slope has an inclination of 2 to 1. The top and lower slope to be covered with stone pitching.

The over fall will be four feet below the top of the dam. The construction of the dam will be better illustrated by the accompanying drawing marked The by wash, drain pipe, stops and effluent gates are not shown, as these will of necessity be placed, when the location, etc, of the dam is decided upon, in the most advantageous positions. The estimate will also be somewhat modified when working plans and drawings are prepared. The dam will be arranged so that the water may be drawn down 20 feet when necessary. On each of the tributaries of the creek above this point supplementary dams will have to be constructed to receive the mud and other material brought down in times of fresh ets.

The large amount of water im 1 pounded in this reservoir, and its great depth, will give abundant opportunities for all impurities held in mechanical suspension to subside, and also for any organic matter to become oxidized and dissipated. The supply for Harrisburg will then be drawn from a mountain "lake, fed by pure mountain streams and i springs. i The cost of the dam, if constructed as described, wilt.be vln this estimate the stone and rough embankment is taken at 30 cents per cubic vard the selected material at 45 cents per cubic yard the puddle yard at $2 per cubic yam, ana tne stone pitcning on slopes at 50 cents per superficial a. A dam can be constructed at this at much less costy but no structure im pounding sncb a large volume of water snouia De toieratea on a stream iikethis, Wherethere is the least possibility of an accident which, may result in so destruction of property, and perhaps" of life, well as the stoppage of a supply ui waier ciiy ui tug importance OI Jn the estimates 3,000,000 gallous per "day are allowed as compensation to the; water powers on tne creek; as in such cases damages i are generally difficult to settle, and of ten amount to more than the actual value of the nronertv. Th impounding of the 3,000,000 gallons for compensation will in no way damage the mill powers, for their suddIv will then not be intermittent but amply sufli uieut uuring tne.

most severe arouguts. There are ten water powers on the Manada creek below this point they are, seven grist and saw mills, one saw mill, one furnace and one fulling mill. It will therefore be found much cheaper to construct a large impounding reser voir, than to pay the damages to mill owners As several years must elapse, before the amount provided, 6,000,000 gallons, will be required by the city, a smaller "reservoir could be constructed at firstk and another When the wants of the city demand it. To the amount of, water estimated may be added a conaid erable volume from the head waters of the Walnut and Beaver, creeks, which could be utilized, should it be found necessary at anytime to do bo. i.

To brinar the water from Manada rn into a reservoir constructed upon an; nvauauie sue wm require about 15 miles of conduits. From a careful examination of the topography of the country, about 11 miles of aqueduct and 4 miles of iron pipes will be required. The aqueduct could be constructed through the along the southern slope of the first mountain, until the drainage of Walnut" ereek 4s reached. The valleys of the Walnut and Beaver creeks could be crossed by a pipe to the high ground south of Liingelstown, from whence the acqueduct could be continued to the reservoir, following nearly the direction of the Jonestown road. A more thorough examination would doubtless suggest some modification to this route, but the above is a feasible one.

The aqueduct to be constructed of brick. A section of the interior may be described as follows: Upon a horizontal diameter, with a radius of 2 feet 3 inches, construct a half circle, and from the middle point of this semi circumference, with a radius equal to the chord of half this arc, construct another arc connect ing the extremes of tho horizontal diameter. This form will ensure strength and stability, and can be constructed at a moderate cost. FrOm the topography of the ground and its geological formation, it is estimated that one half the length of the aqueduct will pass through loose earth the remainder through shale and sandstone, cr In constructing the aqueduct, the excavations will be 8 feet 9 inches wide at the bottom, and the embankments 21 feet wide where the masonry of the aqueduct commences, which will be designated as the "top." In the bottom of the excavations and on the top of the embankments, a base of rubble masonry laid in lime mortar will be constructed. In this bed of cement mortar 11 inches thick will be placed to receive the inverted arch of brick 41 inches thick, which supported the perpendicular arch of brick (also 41 inches thick), the two forming the cut vert.

The perpendicular arch Is covered with cement mortar. 1 inches thick. The rubble masonry extends as high as the water line in the aqnednct Finally the excavation is to be filled up, or the embankment con tinned until the top of the aqueduct is covered to the depth of 30 inob.es, The excavation in the shale and sandstone will be of sufficient width to accommodate a bed of concrete 4 inches thick, to receive the inverted arch ef the cul vert. The top of the culvert and the sides to be protected with 4 inches of con crete, the excavation filled up, so that the top of the aqueduct will be covered with 30 inches of earth. 3 The inside of the aqueduct will be plastered with cement mortar inch thick.

At such points as may be deelg nated, five man holes and ventilating shafts to be constructed in the top of the I aqueduct, and also three drains gates, to be arranged so as to empty the aqueduct when necessary. When discharging gallons per day, the water will fill the aqueduct to within 8 inches of the top. The construction of the aqueduct will be better understood by referring to drawings 'C" and Where the contour requires, tWo lines of 21 inch pipes will be laid, one at pros ent, and the other when 5,000,000 more per day are required byHarrisr burg. i .1 The fall from the dam to reservpir be 40 feet 6 inches, the fall in the aque duct will be .000284 to 1, and in the pipe .00113 to 1. This includes all allowances, for interference with the flow by means of curves, etc The aqueduct will cost per mile To construct in loose" 1 $30,910 80' Extra grading and tilling 9,019 20 i 836,960 00 To construct In 22,545 60 Extra grading and filling, 6,019 85 765 40 In these estimates earth work is taken at 30 cents per cubic yard.

Rubble paa sonry at $3 50 per perch of22 feetc Ce ment grout at 19 cents per cubic foot1 Excavation in rock. $1 per cubic yard. Concrete 17 cents per cubic foot, and brick laid in cement $16 per 1,000. The 24 inch cast iron pipes would cost, laid in the ground, $43,560 00 per mile. In this estimate the cost of iron is taken at 34 cents per pound lead at 10 cents per.

pound; skilled laborers at $2 60 per day, and navvies at $1 75 per day. There are also the necessary allowances made for freight, hauling, packing, eto The entire cost of this conduit," including damages, will therefore be $518, ooo oo The annual expense will be: Interest on cost at 8 per eent lit, 440 CO Repairs and 3,00000 43,44000 The aqueduct contemplated the above estimate would oeof the most du rable and permanent and, would be of ample dimensions to furnish 10,000,000 gallons per day. While it is the duty of the engineer to recommend the best and most reliable means of accomplishing an obiecry yet ii this: country, where so much is reqnired of enr comparatively small imieans, he mMr'fte excused for presenting, plana older countries, where labor money is plenty, would improper. Water may be brought from the Manada by a much cheaper but hotlsd riable a method as the aqueduct. The "city Rochester, N.

is about conveying water from a stream about as far from 1 that city as the dam proposed in the' 'Gap' is Harrisburg i for this purpose a wooden pipe, made Of staves and hooped with iron, is being con structed. The pipe is 24 inches in dlam 1 eter. i. ini i.t;:. mo A line of wooden pipe several miXes' long, made in, a similar manner, has been in use for a number of years, feeding the Union canal.

r. To convey 4,000,000 gallons per day in to the proposed reservoir with a head ot ieet incnes (tne amerence Of level of the proposed dam "and reservoirs wilt inquire pipe ou incnes n. aiameter," made of 21 inch planking. The number and strength of the hootri Wilt Jeoenrl upon the pressure upon the pipee, and win vary accoraingiy.r xne ime of this pipe will be abou a mile shorter than tue aqueaucu it wouia cost, laid in the ground, about $12,500 00 a mile: Win this' estimate: the lumber is taken, at Uo nu 1,000 feet, the useof machinery for work uui. awvoa iv a nay iroD' HOQP8.

12i centa per pound skilled labor, $2 6fr per day, and navvies, $1 75 per day, aa wi This pipe, well covered, will last about; 15 years repairs would undoubtedly be required, particularly in hoops giving i way, but in estimating its value it will be, considered as worthless, after that time. It would most probably be "too small to meet the demands of the city 15! years hence, if renewal was not neces sary. r. It is generally true economy to" con Btruct all public works, and especially those connected with the water supply of a city, in the most substantial end per manent manaerw The better policy is,) therefore, to make: all improvements of a permanent character. even if.

the cost should at first be SSft6 nrtle. PC swooaen lpe at 'L 1 1 Hand damages and all incl tlental a. i.4u ifvptJ ui. This will make the annual expenses: Anmial 12.000 Repairs and a 000 28,401 7.TDMPlifO Pumping i the' Susquehanna river, at the site occupied bv the present nuna iuini ueuier ono ir it can DO found), by' meansJ of improved steam machinery, and forcing the water into a reservoir of suilicieet altitude and ca pacity to meet the present, and future wants of to oaia nsswJsd Quamj of sutquehanna WaUsri. tiu'.

The only object ion to which 'rhe pres ent location of the water works is Open," is that of the towjfc sewerage discharged above it. This is at present. nuvApcon siderabla amount di iaiptlampsllx confined near the platned. But thd appearances3ojeo tiondble," and the; mere possihUhy ot sewerage i mixing with should Im avoided. saweri stiticted3tintei'oeptthisdrainag4nd convey it below the water works, where it.

cuuiu ds aiscnargea MfQ. iae JVtWf will obviate this obJeaUhwa.wVaVd'.97i The water of the SusquehaimaisY markablo for its fine potable qualities which is a characteristic of the waters of large streams generally. There is very iittleobjectionable drain age flowing into the river, as the towns are scattered at Jong intervals, and, with a few exceptions, are The only deleterious drainage which conld in any way affect" the water Ja thai from the mining districts upon the tributariesi but this is se far so small compared with the volume of the river, as to be unappreciable." The rapid fall the mouth of the Juniata toHarrisberg, would of itself purify the water, even If it were objectionable above the conflu ence ot that tributary. It is so thoroughly agitated and aerated by flowing between or over rocky ledges, that any organic matter would be destroyed, and the water made pure. Analysis would probably demonstrate that there is not a well in the city in which the water Is as pure and as free from, objectionable matter as that in the river.

Compared with other waters, that from the Susquehanna will rank among the best, except where hardness is considered. From an approximate test made by Clark's soap the hardness of Susquehanna water was found to be 3.91 degrees; that is, a gallon of water con tains 3.91 grains of salts. The presence i of lime in water, though not generally objectionable for drinking purposes, materially anects Its value; for, cUrinary, washing and manufacturing purposes. Table exhibits the relative value, for purposes requiring the use of soaps or alkalies of the water supplied to Phll adelphia from the Schuylkill to Camden, N. front the Delaware river; to Harrisburg from the Susquehanna river, and that which ean be obtained irom me manaaa creek, ana also peel i mens taken from the Tulpehooken and vuieiaunee creexs.

i tt HB3 rss aa St SB 8bb a Schuylkill river Delaware Susquehanna Manada creek Tulpehocken Ontelaunee creek 6.5 i 122.275 I 162 87,890 I 616 005 i 3.9: 31.26 l.Hfl l.0f1 12.37 98.96 12.13 V7M, The Tulpehocken and Ontelaunee i creeks are introduced to exhibit the com 1 parison with streams flowing through a limestone country. Chemically pure soap is the basis of calculation in the table. A little reflection will demonstrate the. great advantage of using soft When soap is used the amounts above stated will have to be expended before I the material under treatment is in any way affected. For making tea, coffee and other de coctions, cooking vegetables, generating steam, bleaching, dyeing, and many processes, soft water possesses above that which is 1 The relative value of different waters on account of their hardness is difficult to determine, and" therefore it has not entered into the estimates in this report.

From careful estimates made in Glasgow, Scotland, of the saving to the inhabitants of that city, effected by "the useof the soft water of Loch Katrine, 0.6 degrees of hardness, in place of the hard water of the river Clyde, 6.T degrees. It was found that the economy in the use Of soap, would pay the en tire interest of the cost of the new works. The experience Of this city has been that the demand, for manufacturing purposes, etc, of water of such superior softness is rapidly absorbing the capacity of its extensive aqueduct. roe water oi icn natrine is out one degree softer than the water of Manada creek. The Susquehanna is sometimes turbid, but with works of ample capacity and a reservoir of sufficient size, this need oc casion no annoyance as the impurities can have time to subside or the works may be stopped during the time of ob 1 jectional discoloration, and the water from the hydrants can at all times be pellucid.

The river Is ah inexhaustible source, and only requires power to raise any amount of water which may be necessary. If pumping works are to be con structed, the position of the old works would be the site most suitable for the pnrpose." When but a small amount of water is' to be lifted to a moderate height, that is, when the amount of work to be done is small, then the question of the kind oi flumping engine tb be used is of little mportance that which costs least and is most easily managed being generally selected. But when the problem of raising 6,000,000. gallons of water 200 feet high is to be solved, then character of machinery to be used is of great importance. Indeed there are many pumping engines in use which you could not afford to accept as a gift, even if put up ready for operation.

The following table will exhibit the economy of using the various forms of engines. c. Coal is calculated as costing $3 50 per ton. Ten feet in height is added to the lift, to allow for friction on ascending main. Out of raising 6,000,000 gallons 2.10 feet o.i t.

high. Duty Lbs of, Co it infoH coal I of lbs. o'ns'd coal. DnDlex enelnn Worth lnton twtn't) In wk's. 125,000 High pressure engine in 150,000 25 70,000 109 37 r'juia oi inp a oonatract'n.

(fly wheel) 200,608 Low pres. fly wheel en. 350,000 OorniBh 550,000 52.500 82 04 46 09 29 65 30,0001 It would, therefore, be to your advantage to oonstr lict entirely new machinery, even iOt.werejiot necessary to do so oa account of jthe superior eleva tion of. the' proposed An experience of fifteen years design ing, l' constructing and managing the1 COrnlsh engines (in connection with 'many other forms of pumping engines) leads the nnbesitatingly to recommend thorn as the best machines, where any considerable amount of work is done, for they are equally as economical in other respects as in' fuel. They require very careful handling which is the case 'with all large engines.

Another consideration in favor of 'the Cornish engine, and one of considerable importance, is that no essential part of tnem coverea by patents, ana the sometimes exorbitant demands for roy alties therefore a voided. You are free to receive bids fronx all competent machinists; r. Two "Bull Cornish engines" are recommended to ho erected at the present works. In these engines the cylinder is inverted and piaoed immediately over the punip, the piston of the steam cylinder being connected directly with the plunger of the ppmPi. they are r.

.) The engines each to have" a steam cylinder 60 inches in diameter, and pump 21 inches in diameter. Length of stroke 10 feet. These with safety, be worked at a speed of 16 strokes per minute. The capacity being 235 gallons per stroke," each engine can be estimated as 'lifting an average, of 4,000,000 gallons per. or 6,000,000 gallons together.

i Two additional boilers, of, the same capacity as those uow in use, will be required, but probably not for several years, as the present boilers would generate steam enough to run one of the engines, which is all that will be required 1, i i A. stand pipe 220 feet high and 5 feet in diameter, made of heavy plate iron, se cured to a cast iron base, to be placed in the works, In connection with the engines, is recommended. The advantages of usiag a stand pipe are, 1. The water flows" from it at a uni 1 form speed, all the Waves produced by the strokes of the pumps being lost in it. 2.

There te no danger of ruptures in the mains bv the vibrations, shocks or any undue pressure produced by the pumps. 3. The city could be supplied during the construction or repair of the reservoir directly through the mains. 4. The pumping main could be used for distributing the water, by attach log it to the street mains, until the works are taxed to near their fall capacity, thus savin it the of laying a re turn pipe from the reser voir at present, nowever, oetne oest poucy to complete the works at once, if the burden Tje not too great as a return main pos 1 many and is always worth full what it costs' nartiitnlarlv "pumpea.in eiHroiaconaiuon.

i1' TO Mte'botte'ntrihrig to be worked to their maximum capacity will require a 30 inch main from the pumps to the res rvoir.i TO reach an eligible site, will 10,000 feet of accommodate a pair of engines of the kind above described, will require a building 40 feet square and 65 feet high in the clear of the, most substantial character. The cost will be controlled by the of material and style of pmraing. A gooa suosmnuai structure stoae; base and cut stone i dnesihes. will cost if the site of i works "is adopted, a portion of the present Duuaing can probably roe used Jor, the new machinery. Estimate for nmpingWOrks iungina nouse ao a mason for engines, J.

S25 )0 00 .3 Bull eneines tpatup) vw 0 Ptand 7,500 to Water and steam connec 1,50 1 00 I 2 boilers (In place). 5,100 00 99.000 00 I Tj The most desirable location for a reser voir appears to be on Prospect hill, along the lane which joins the Jonestown road, near the new city line. The reservoir to be 5871 feet by 2371 feet at the water sur face when full, the depth of water to be 25 feet, and the content 20,000,000 gallons.1 lb reservoir to De arviaea Dy a partition 12 feet hiarh. bo that the water can I be taken to' or out either compartment, i Mne emoaiiKinenis to oe maaeoi earth; vell compacted (the material for the in i Jnr poUSoiu selected); 20 feet wide on top miuiB Hicw aioping, iu tne ratio or lj, lioriiKJntal to 1 perpendicular. i reservoir to be lined with a clay puddle.

18 inches thick on bottom, and. on the sides from 12 thick at the top, Inn wwvug iu xo incnes tnicK at tne Dottom.l layer of sand, 8 inches thick, to be laid nrjon'the nuddle. nnnn whioh ia. 'Maeed allhingof brick; The brick to uoniunMin tne ooiiom, ana on edcre 1 hfrTt 1...: 1. 1.

extenoVS feet above the full water line. outer "Slope or the embankments! lo bo covered with "top and sowed with' grass or sodded. The stops for controlling the influent! and effluent water to be placed in suit i able chambers constructed in the em TaankpienU." Drawings will more reaauy juustrate this construction of the reservoir. The' sizes and proportions of the reservoir I may De somewnat moaineu wnen tne working" plans are made and trial pits i sunk. The estimated cost is $78,540, say: $80,000...

I In this estimate the excavation and embankment has been taken at 30 cents a cubic yard; clay puddle at $3 a cubic yard; sand at $2 per cubic yard, and brick pavement at $121 per thousand. 1 It would be possible to force 10.000.000' gallons per day through a 24 inch pipe Connecting the PumD and the reservoir but this would ocoasion a sacrifice of power. equal to lifting the volume of water 40 foot higher than it is at the res ervoir, 'It will, therefore, be true econ omy to lay a larger pumping main, say ou incnes in a ia meter, mis will cost about $2 a foot more than the 24 inch and will discharge twice as much water under the same head. In pumping the maximum amount, the head necessary to overcome the frio "nina30lnohmain will belSfeet. A ao inch main Is, therefore, recommended; it will cost (including stop valves, connections, etc.) $95,000.

In this estimate the cost of iron pipe is taken at 3ft cents, special castings 4 cents and lead 10 cents per pound, Skilled labor $2 50, and navvies $1 75. Freight and handling $5 per ton, and the necessary incidental ex penses added. This main can be attached to the 'city distribution and used as before described, but it would not be so satisfactory an arrangement as to lay a separate feeding main from the reservoir to the centre of distribution. This will enable the works to be used to their fall capacity, and allow all the water to pass through the reservoir, where it will be rendered much more desirable at times When the river is turbid. The feeding main should be 30 inches in diameter; this will make an additional expense of $50,000, end Increase the total amount of pipe to 13,800 feet, and the total cost to $145,000.

There are two of the seven plans examined which appear to present merits above the others. These are the "Gravitation supply from Manada creek," and "Pumping by steam from the Susquehanna river." There is no donbt but the water of Manada is as pure as that of the Susquehanna, so far as organic matter is concerned, and that it Is much superior in respect to softness. The question will therefore be decided upon Uie comparative expense of the two projects. You are again reminded that these plans and estimates will probably be somewhat modified and changed when actual working drawings and estimates are made; but for the present purpose, that of enabling you to select a plan, they may be relied upon as correct Estimate for supplifing 6,000,000 gallons per day by aqueduct from Manada creek. i Impounding reservoir or ...435.000 00.

Aqueduct and cast iron pipe 08 Reservoir 81.000 00 Distributing mala (30 inch diameter) 60,000 0 1663.009 00 Say, including incidentals, engineering and all other expenses, $750,000. Annual Expenses. Interest on $750,001, at 8 5 per cent $60,030 Repairs, watchmen, 8,000 To increase the supply to 10,000,000 gallons per day. will only require the laying of an additional pipe 'across the drainage of the Walnut and Beaver creeks. This would add making the total cost $925,000.

Annual Expenses. an Interest oh $023,000, at 8 i $74,000 Repairs, watchmen, 8,000 v' oo 'Estimate for supplying 4,000,000 gallons per day Wooden Conduit from Manada Creek. Impounding reservoir or aam $35 000 180,000 80,000 41,000 $338,00000 Weeden conduit Reservoir Distributing mala (V4 in. diameter) i Annual Expenses. Interest: on t338JXi.t,8 JT per 827,010 Depreciation in 12,000 i Repairs and atteadanee.

8,000 i 842.040 00 The only advantage in this project Jis in the immediate outlay of money; it is therefore not recommended, Estimate for Supplying 6,000,000 Gallons per Day by Pumpiny by Steam from the Susquehannati. i x.t.j jsngines. Doners, stand 1 i nli pipe, connections and finiiHA 'kinniivi w. Thirty Inch Damping w.ww 93.0CO Thirty inch dlstrlbutlBK 50,010 80,00 Vl' 3 Zjj 1" I. Bay, Including incidentals, engl neerlng and all other axpenaes.

13:0,000 00 Annual Expenses. i r. Intereat of 8350,000, at 8 per d. h. i 828.000 00 3,000 tons coal, at 83 0.

10,509 00 Two engineers, at 1850 $1,700 Two firemen at JoOO l.O'.'O One watclimaii, at $450 459 '3150 00 i' 3 60 :i.t Oil, packing, tallow, eto, 760 00 I i 7 $43,900 00 1 I t' VU.JrfJ 1 III IB II I Annual expense of supplying x'fiObfiOO' gallons per day. Aqueduct Irom Manada 0,000,008 per Aqueduct Irom Manada, per day) 7.700 CO wooden pipe from Manada, (4.UXI 001 per day) 00 Pumping by steam, (6,010,000 per day) 7316 00 Thus, it is evident that by bo, means can you procure a supply of gallons per day cheaper than by pumping it by steam from the river. This amount will supply 120,000 inhabitants' with 50 gallons of water per day, and will produce a revenue of, $100,000 per To all Of these estimates it will be nec essary to add $50,000 for laying additional feeding mains through the city. By the time the improved works are completed and put into operation, (two years), the" amount of water required to supply the city will be 8,000, 000 gallons, and the revenue; $45,000 00 perannum. ri The annual expense of furnishing this amount would be By Aqueduct from Manada Creek, Interest on 8750,000, at 8 per cent Repairs, watctunea, Ac 3,000 $63000 00 Woo Wi.WO.OCP gUons.

rf iBy Pumping with Steam. Interest an at :8 per $28,000 1,600 tens coal, at $3 50. 550 Engineers, flrenjan and k. watchman. 2,651 Repairs 759 Oil, tallow, packing, fcc.

375 or $12,341 67 per 1,000,000. i i i no xne vaiue or. tne present works tuts not been considered in these estimates they cost, originally $225,000, nd will be worth, in connection, with im proved works, about $175,000. 'l'. need be apprehension that the proposed new works will be a burden upon the tax payers.

The revenue, when the works are completed, will more than pay interest and all expenses; and if twenty years' bonds are issued, the profits of the works will undoubtedly pay the entire indebtedness before maturity. Very HENKY P. M. BIRKINBINE' 152 South Foubth Street, 1 Philadelphia, August 1860. 'i STEAMER TO AND FROM OLAS OOW CALUKO at.

MO VILLE, LONDONDERRY! To Land and Embark Passengers. THE ANCHOR LINE Favorite Clyde Fassenser Bteamer sail every fainrday irom Pier 20, North River, at 12 o'clock noon. BTEAUESS.L COLUMBIA, INDIA," EUROPA, i CALEDONIA, ACADIa, SCANDINAVIA, BR1IANIA. CAMBRIA. Rates of passage payable In currency Cabins riverpool, Qlasgow or Derry.

$90 and $76 Excursion Uokets, good for twelve months, 8 16 Steerage to or Derry, 830 Intermediate, 835; Prepaid certificates from these ports, PaseeDKers booked to and from any Tall. way stattsn In Ireland io tft writ sf the United States and Also, to And from Hamburg, Havre. Rotterdam, etc" Drafts issued, payable at any tank la Britain and Ireland, 4 For fnrtlier Information apply. attheCo's offlire. No.

6 Bowling Green, New Yrk. to HENbERBON BROS.or D. K.KAHTiS,Am. at Mlddletown. Pa.

mtaliiJm EIPHER'S DAILY: LINK BKTWSBH" r.f Philadelphia, Lock Eaten Jersey Bhort Watsontown, Milton, LewMurg Northumberland, Bunbury, Treverton, Georgetown, burg, Halifax, Dauphin, A. 1ST 3D HAIItii3HjXritCarl The Philadelphia depot being enurally located, tke drayage will be at the lowest rates. The conductor goes tnrongh with each train to at tend to the safe aolivery of all good entrusted to the line. Goods delivered ovine depot of WM. E.

BURK, 812 Market street, Philadelphia, by Ave o'clock p. will be delivered In Harrisburg the next morning. Freight always as Low as by any other 1 MONTGOMERY 4 Philadelphia and Heading Depot," Foot of Market street, HaxrUborg, nov28.