A REPORT ON SEWAGE DISPOSAL FOR 
 CHAMPAIGN AND URBANA 
 
 BY 
 
 WILLARD MARTIN OLSON 
 
 B.S. University of Nebraska, 1921 
 
 THESIS 
 
 SUBMITTED IN PARTIAL FULFILLMENT OF THE REQUIREMENTS 
 FOR THE DEGREE OF MASTER OF SCIENCE IN 
 MUNICIPAL AND SANITARY ENGINEERING 
 IN THE GRADUATE SCHOOL OF THE 
 UNIVERSITY OF ILLINOIS, 1922 
 
 URBANA, ILLINOIS 
 
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 UNIVERSITY OF ILLINOIS 
 THE GRADUATE SCHOOL 
 
 Jjime 3, 192 - 2 - 
 
 1 HEREBY RECOxMMEND THAT THE THESIS PREPARED UNDER MY 
 SUPERVISION BY_ > Will a rd M artin Olson 
 
 ENTITLED 4-R0Tort OYL Sewage Disposa l for Champaign 
 
 a nd Urban e 
 
 BE ACCEPTED AS FULFILLING THIS PART OF THE REQUIREMENTS FOR 
 
 THE DEGREE OF Master of Science in Municipal and Sanitary 
 
 Engineering 
 
 
 
 ' In Ch arge of Thesis 
 
 
 
 f ■' Head of Department 
 
 Recommendation concurred in* 
 
 Committee 
 
 on 
 
 Final Examination* 
 
 •Required for doctor’s degree but not for master’s 
 
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 https://archive.org/details/reportonsewagediOOolso 
 
TABLE OF CONTENTS 
 
 Chapter I. 
 
 Introductory and Conclusions 1 
 
 Chapter II. 
 
 The Twin Cities 2 
 
 Chapter III, 
 
 The Present Sewerage System,* .4 
 
 Chapter IV, 
 
 The Sewage Disposal Problem ,6 
 
 Chapter V. 
 
 Quantity of Sev/age n 
 
 Chapter VI, 
 
 Discussion of Methods of Disposal,. 2o 
 
 Chapter VII. 
 
 The Adopted Method,. 28 
 
 T ables . 
 
 Plates. 
 
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ACKNOWLED GSivIENT . 
 
 Acknowledgement is due professor H.E. 
 Babbitt for advice and assistance freely given. 
 
 Mr. A.A.Brensky of the Illinois State Water Survey 
 supplied data collected by that organization. 
 
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A REPORT ON SEWAGE DISPOSAL FOR 
 CHAMPAIGN AND URBANA 
 
 Chapter 1 
 
 INTRODUCTORY AND CONCLUSIONS 
 
 Many people of Charipaign and Urbana appreciate the 
 fact that action mst be taken on local sewerage problems 
 and on the final disposal of the sewage collected from the two 
 cities. . This report deals only with the problem of sewage 
 disposal. Nuisances have been created by the inadequacy of 
 the present system for the collection of sewage. Personal in- 
 convenience suffered by citizens of the two cities has made 
 them Willing to give a hearing to people offended by the 
 present method of sewage disposal. The experiments with different 
 methods of sewage treatment carried on near Urbana by the 
 Illinois State Water Survey have attracted widespread interest. 
 
 In 1915 the city of Champaign sou^t the advice of a consulting 
 engineer, Mr. W.S. Shields of Chicago. In his report to the city 
 of Champaign Mr. Shields recommended the adoption of either the 
 activated sludge or the electrolytic process of sewage treatment. 
 In February 1922, the engineering firm of Pearse, Greeley and 
 Hansen of Chicago was selected by the trustees of the urbana 
 and Champaign Sanitary District to make a preliminary investi- 
 gation. This firm of engineers has been working on the problem 
 and has submitted progress reports to the Board of Trustees of 
 the Sanitary District. 
 
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In this report a careful study of the local problem 
 has been made. The results of this investigation justify the 
 following conclusions. 
 
 1. The Urbana septic tank should be abandoned. 
 
 2. The land ov^ned by the city of Champaign and. at 
 present used as a site for a septic tank should be used for the 
 new disposal works. 
 
 3. The sewage should be treated by medium screens, 
 Imhoff tanks, trickling filters and secondary settling tanks. 
 
 4. A competent operator should be placed in charge 
 ol the disposal plant. He should b.e paid by the year and 
 should be provided with a suitable residence at the disposal 
 site. He should be supplied with such assistants as may be 
 needed. 
 
 5. The estimated first cost of a sewage treatment 
 plant such as outlined above is t 410, 000. 
 
 6. Provision should be made to meet an annual 
 operating expense estimated at |13,000. 
 
 Chapter II. 
 
 THE TWIN CITIES. 
 
 The two cities of Champaign and Urbana are situated 
 in Champaign County, Illinois, about fifty miles northeast of 
 
 the geographical center of the state. They are about 130 miles 
 south of Chicago, 120 miles west of Indianapolis and 160 miles 
 northeast of St. Louis. The two cities form one community 
 which is best known as the home of the University of Illinois. 
 
 The greater pa.rt of the 240 acre campus of this institution lies 
 within the corporate limits of Urbana but a small part is included 
 
3 
 
 in Champaij^n. In 1920 the population of Champaign was 15,873 
 and of Urbana 10,230, making a joint population of 26,103. 
 
 There were registered in the Champaign and Urbana departments of 
 the University 7,839 students of whom by far the gxeater part 
 were non-residents and not included in the census of the two 
 cities. The cities cover an area of about 6.7 square miles. 
 
 A private water company supplies both cities with 
 water from wells about 150 feet deep. A typical chemical analysis 
 of the water is shown in table 1. Some other private enterprises 
 draw large supplies of water from the same ground water stratum. 
 
 Some important industries are located in Champaign. 
 
 The Cushman Company, Inc., manufactures tools. The Locomotive 
 Crane Co., makes a light self-propelled crane used on highway 
 work. The Burr Co., manufactures a railway dynamometer car, 
 mining machinery and metal products. Shops of the Big Four 
 Railroad are located at Urbana, which is a division point on that 
 road. Urbana is the county seat of Champaign County. 
 
 The topography of this area is comparatively flat with 
 just enough small stream channels to provide surface drainage. 
 
 There is a total difference in elevation of about sixty feet 
 over the settled area exclusive of the depth of small, stream 
 channels. The general direction of drainage is toward the east. 
 
 A very small portion of the extreme west area of the community 
 drains to the west and another small portion drains to the south, 
 Nearly seven per cent of the total area is covered by pavements 
 and the sidewalks beside the pavements. Closely built up business 
 and industrial areas cover about 2.2 per cent of the total area 
 
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 and most of the remaining area is used for residence purposes. 
 
 In these large residentail sections about 3G ^ of the ground 
 area is covered so as to be impervious to water. The soil 
 consists of from one to three feet of black loam underlain by 
 a jointed yellow clay subsoil. This soil drains very well. 
 
 Chapter III. 
 
 THE PRESENT SEWERAGE SYSTEM. 
 
 Both cities are sewered on the separate plan. Storm 
 Water is diverted along natural drainage lines to the Boneyard, 
 a small stream which flows in a southerly direction through 
 Champaign and in an easterly direction through Urbana. This 
 stream becomes at times very foul and undoubtedly'' receives 
 continuously a small amount of domestic sewage. Gagings of 
 Champaign’s sewage flow indicate that considerable ground water 
 finds its way into the sanitary sewers. Each city has its 
 own system for the collection of sewage. 
 
 Champaign's domestic sewage is co ncentra.ted in one 
 main outfall which crosses Urbana in an easterly direction. The 
 disposal site, owned by the city of Champaign, consists of I'd 
 acres of land located about two miles east by north of the point 
 where the main outfall crosses the east boundary of Champaign . 
 
 At present the Champaign sewage is discharged without any 
 
 treatment into the west branch of the Salt Fork of the Vermilion 
 River. The West Branch of the Salt Fork, hereafter referred 
 to as the Salt Fork, is a small stream which flows in an easterly 
 direction throu^ the disposal site. The stream has an estimated 
 dry weather flow of one-half million gallons daily during several 
 
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 consecutive months. 
 
 One of the first septic tanks built in the United, 
 
 States Was installed at the disposal site in 1897. Two years 
 later this tank was reported as operating in a "very satisfactory 
 manner" on a mean dry weather flow of 300,000 gallons daily. 
 
 In 1916 this tank was reconstructed for experimental work on 
 the activated sludge process of sewage treatment by the Illinois 
 State Water Survey. 
 
 Urbana's sewage is carried throu,^ two main outfall 
 sewers to a disposal site about a half mile northeast of the 
 main part of town. This disposal site consists of about 13 
 acres of land, a part of which is now used as a city dump. At 
 the disposal site the sewage passes through a septic tank of 
 about 115,000 gallons capacity. This tank has been in operation 
 since 1902 and has been operating in a fairly satisfactory 
 manner. The effluent from this tank is discharged into the 
 Boneyard about a quarter of a mile above its junction with the 
 Salt I’ork. The Champaign disposal site is somewhat more than 
 a quarter mile downstream from the point where the Salt Fork 
 receives the flow of the Boneyard together with the effluent 
 of Urbana septic tank. The effluent of the septic tank is in 
 a putrescible condition and causes some nuisance in the small 
 stream into which it is discharged. This fact, together with the 
 odors developed at the times v^hsn sludge is removed from the tank 
 have caused many Urbana citizens to believe that the septic 
 tank is a failure. In this report it is recognized that this 
 tank will not fit in well with a comprehensive plan of sewage 
 
6 
 
 sewage disposal for the community and therefore should be 
 abandoned. 
 
 It is to be noted that all of the sewage from the 
 buildings of the University of Illinois does not go into the 
 Urbana seWers. A large part of the sewage from the University 
 goes into the Champaign sewers. 
 
 The present sewage disposal site owned by Champaign 
 is suitable for a site for the sewage treatment works proposed 
 in this report. The land owned by Champaign is favorably 
 located being well to the east and north of present settled 
 areas. Ihe Urbana site is unsuitable, it is too near the main 
 part of u^hana. While the prevailing winds in summer are from 
 the southii^est yet it is probable that with most processes of 
 sewage treatment unpleasant odors would be noticeable at times 
 both at the Tuberculosis Sanitarium about a half mile north of 
 the Urbana site, and at the homes of those people living in the 
 built-up blocks immediately to the east. The Urbana site is also 
 insufficient in area, due in part to the fact that it is crossed 
 by the channels of both the Boneyard and the Salt Fark. 
 
 Chapter IV. 
 
 The Sewage Disposal Problem 
 The necessity for action to relieve conditions in the 
 Salt I'ork has for some time been recognized by many citizens of 
 the Twin Cities. The situation may be briefly described by 
 saying that the present methods of disposing of sewage have 
 caused the Salt Fork to become a nuisance for many miles below 
 
 the sev/er outlets. Farmers living several miles down stream in 
 
T. 
 
7 
 
 houses situated as much as a half mile from the water course, 
 complain of odors which become intolerable during the dry 
 months of the year and of odors which are noticeable at all 
 times. They say that they are put to the expense of providing 
 fences to prevent their livestock from drinking the polluted 
 water. While there has been much complaint from nearly all 
 property owners dov;nstream there have been no damage suits 
 filed against the cities and there has been no formal statement 
 of grievances to the governing bodies of the two cities. The 
 State Board of Health has suspended threatened action in order 
 to give the cities a reasonable time in which to take the 
 necessary measures for relief. About SO miles downstream at 
 the village of Homer (1920 pop. 978) there is a public bathing 
 pool supplied with water from the Salt Fork. It has been 
 suggested that cases of typhoid occurring among users of this 
 pool mi^t be directly chargeable to pollution from the Twin 
 Citi es. 
 
 Continuous gagings of flow in the Salt pork are not 
 available. On October 1, 1917 a measurement at low stage was 
 made below the Champaign sewer outlet by Hr. G. C. Haber meyer, the 
 engineer of the Illinois State Water Survey. The rate of flow 
 was found to be 3,000,000 gallons per day. The flow exclusive 
 of local sewage was estimated at half this amount. The stream 
 has not been known to run dry during the last twenty years but 
 during the dry summer months the flow is said to be very small. 
 An estimate of the rate of flow to be expected at the present 
 Champaign sewer outlet has been made based upon the drainage 
 
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 area and upon gagings of the Sangamon River near Monti cello 
 and of the Vermilion River near Danville as reported by the 
 United States Geological Survey in their Water Supply Papers. 
 
 The drainage area of the Salt Fork is estimated at 76 square 
 miles, from United States Geological Survey topographic sheets 
 for the Mahomet and Urbana quadrangles and from a Drainage 
 Reclamation Map on a scale of about 8 miles to the inch compiled 
 by the State Geological Survey Division in 1920, This drainage 
 area is small compared to that of the Sangamon River near 
 Monticello, 550 square miles, and that of the Vermilion near 
 Danville, 1280 square miles. Plate 2 shows the mean monthly 
 run-off in cubic feet per second per square mile at Monticello 
 from February 1908 to December 1912 and from July 1914 to 
 September 1918. It also shows the same for Danville over the 
 period from November 1914 to September 1917. Expressed as run-off 
 from an area of 76 square miles these values would indicate a 
 variation in mean monthly flow of from 319,000 gallons per day 
 to 322,000,000 gallons per day. The frequency curve in Plate 3 
 shows the per cent of the total time which a rate of flow of a 
 
 given amount, or greater, has occurred during the 109 months of 
 
 record. Tables 2 and 3 give the data from which this curve 
 was plotted. For example, a rate of flow of 30,000,000 gallons 
 daily, or more, occurred during 39 of the 109 months or 35. 8f^ 
 of the time covered by the available records. Conversely Plate 3 
 shows the minimra rate of flow which it is reasonable to expect 
 
 for a certain part of the time. For example, for 20fc of the time 
 
 a rate of flow of at least 53,000,000 gallons daily may be 
 expected. 
 
9 
 
 Table 1 gives the mean of tno analyses of water from 
 the Salt Fork. 
 
 There ai‘e seven villages of from 200 to 1000 population 
 along the forty miles of the Salt Fork between the present 
 Champaign sewer outlet and the junction of the Salt Fork with 
 the Vermilion River immediately below Danville. None of these 
 villages takes its water supply from the stream. As before 
 mentioned there is however, a public bathing place at Homer. 
 
 If the two cities so treat their sewage that no putrefaction can 
 take place in the Salt Fork between Urbana and Fithian (the 
 next village past Homer) they will have done all that can 
 reasonably be required of them. This report proposes to 
 recommend a method of treatment which will effect such a result. 
 
 To accomplish this the effluent of the treatment plant must be 
 such that at all times when mixed with the water flowing in the 
 Salt B'ork the dissolved oxygen content of the mixture will not 
 fall below 50% saturation in the 25 miles of stream immediately 
 belov\T the present sewer outlet. 
 
 The sewage from Champaign and Urbana is a domestic 
 sewage of about average strength. It contains practically no 
 industrial wastes. The largest local producer of liquid waste is 
 the gas plant and this establishment has within the past few 
 years adopted a system whereby the liquid ordinarily wasted can 
 after some treatment be used over and over again. None of it 
 reaches the sanitary sewers. The Champaign sewage reaches the 
 outlet while yet fresh. This is shown by the high nitrite and 
 nitrate content. 
 

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 Th© Stats Watsr Survsy has made a great mimbsr of 
 analyses of Champaio-n‘8 sewage. of these analyses, those used 
 in this report were made upon sewage which had been screened 
 by passage through a Dorrco screen with openings consisting of 
 slots 1/2 inch by 1/16 inch. The v/eight of dry screenings 
 removed from the sewage amounted to 4.1 to 12,2 parts per million. 
 This amount of screenings is less than one per cent of the 
 remaining total residue, in this study no attempt is made to 
 correct analyses for the amount of solid matter removed by the 
 screen. Table 4 shows the average of analyses of 234 sewage 
 samples. Due to infiltration into the sewers there are marked 
 variations in quality. In Table 5 average analyses are given for 
 fifteen groups each representing from six to nineteen daily 
 sevvage samples. Altogether these groups represent 168 samples. 
 
 In order to meet this sewage disposal probelm a sanitary 
 district has been organized v/ith boundaries as shown in Plate 1. 
 
 It will be noted that the district includes all of Urbana, most 
 of Champaign, and some outlying territory. The part of Champaign 
 not included in the sanitary district is that portion of the 
 city which is not in the drainage area of the Salt Fork, and which 
 cannot be economically served by sewers having an outlet on the 
 Salt 5ork. The sanitary district is a nevir municipal corporation 
 with taxing and bonding powers. This sanitary district was 
 organized in the spring of 1921 under the provisions of the Illinois 
 law of 1917 relating to the creation of sanitary districts. The 
 corporation may acquire, by condemnation if necessary, any 
 property required to serve the purpose of the district. Upon 
 
 5 
 
11 
 
 vote of the electorate It may issue bonds in amount up to 
 of the assessed valuation of property in the district. The 
 governing body of the sanitary district may levy a tax up to 
 l/3^c annually on this assessed valuation and with the approval 
 of the voters of the district may increase this tax levy to 
 2/3'^. In 1921 the combined assessed valuation of the two 
 cities Was f 11, 310,000. A small part of this is not included 
 within the bounds of the district but the rural territory included 
 in the district is probably sufficient to bring the assessed 
 valuation of the sanitary district well above the fi.gure quoted 
 for Champaign and Urbana. Works for the betterment of present 
 conditions need not be held up for lack of funds if the voting- 
 sentiment is in favor of the issue of the necessary bonds. 
 
 Chapter V. 
 
 QUANTITY OF SE?>rAGE 
 
 Works constructed for the treatment of sewage should be 
 of a size sufficient to meet conditions reasonably to be expected 
 at some future date. It is difficult to state arbitrarily 
 the length of time for which provision should be made. The art 
 of sewage treatment has made much progress in the past thirty 
 years and there is every reason to think that progress in the 
 next three decades will be no less. For this reason it is well 
 to consider the possibility that works constructed tody may in 
 a f ew short years become obsolescent if not obsolete. On the 
 other hand works constructed for municipal purposes when once 
 completed are commonly thought of as^done" and new construction 
 is improbable v/ithin a considerable period of years. In this 
 
12 
 
 report definite recommendations will be made to meet estimated 
 conditions fifteen years hence (193S) v/ith provisions for 
 possible extensions to meet conditions twenty-five years hence 
 (1946) . When speaking of "present" conditions reference is 
 made to the year 1921, in which much of the data used here 
 were obtained. 
 
 plate 4 shows the combined population of Champaign 
 and Urbana since 1860. It also shows the way in which the 
 population of some other Illinois and Indiana cities has 
 increased. The curve is projected into the future at a slope 
 which gives about equal weight to the past growth of the Tv/in 
 Cities and to the growth of the other cities shown. The 
 registration in Champaign and Urbana departments of the 
 University of Illinois is also shown. This last quantity 
 has shown an average annual increase of about life. It is im- 
 probable that that rate of increase can long continue and 
 therefore the curve is not projected into the future. An 
 estimate made in the office of the Supervising Architect of 
 the University of Illinois sets the 1940 registration in 
 Champa^n and Urbana departments at about 20,000. This value 
 has been taken as the most reasonable one. Tables 7 and 8 
 give the data from which Plate 4 was prepared. The 1936 
 population of the Twin Cities is estimated to be 41,600 and 
 of the University 19,000. I? or 1946 the corresponding figures 
 are 51,200 and 21^00. 
 
 The Illinois State Water Survey made hourly gagings 
 of Champai,gn's sewage flow during the greater part of the 
 
 year 1921. The sewage measured at the sewer outlet included 
 

 
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11 
 
 that from the population of Champaign, that from a large part 
 of the transient student population, infiltration and some 
 storm water, and a large part of the water supply of the 
 University of Illinois, Plate 5 and Table 9 show the observed 
 hourly variations in flow. for typical days. Plate 6 and Table 11 
 show daily variations during typical weeks. Plate 7. and Table 12 s 
 the calculated average rate of flow in million gallons daily for 
 each week of the time of record, it also shows the accumulated 
 rainfall for each week. 
 
 The flow about 6 A.M. on a dry summer's day is mostly 
 ground water and this occurs at the rate of 400,000 gallons 
 per day, a rate equal to 30% of the mean rate of flow for the 
 year. The gagings for typical dry weeks indicate that during 
 the summer about 830,000 gallons per day, a rate equal to 61% 
 of the mean for the year, is the normal rate of flow of domestic 
 sewage. Mean weekly rates greater than this are indicative of 
 infiltration or of storm water. During the winter months 
 1,110,000 gallons per day is about the normal rate for domestic 
 sewage. . This normal rate during the winter months is 82% of 
 the mean for the year. During by far the greater part of the 
 year there will be some infiltration to be taken care of. This 
 infiltration will, however, not be an excessively large per cent 
 of the normal flow if the mean rate for as long a time as one 
 v/eek is considered. The maximum recorded rate of flow during 
 any one week is 2,237,000 gallons daily or 201% of the normal 
 rate of flow. The effect of the infiltration is to dilute the 
 sewage and to add tothe ainount of liquid to be treated. At times 
 
 of greatest storm flow the dilute sewage cam be passed through 
 

 
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14 
 
 the treatment plant at an increased rate but in general it 
 would be unwise to attempt to treat a flow of 3,000,000 gallons 
 daily of dilute sewage with the same units designed for 1,000,000 
 gallons daily. 
 
 The mean rate of flow for the 306 days of record is 
 1,354,000 gallons per day, equivalent to 66 gallons per capita 
 daily based on a tributary population of 20,610. This approxi- 
 mation neglects entirely any complications due to the effect of 
 the University of Illinois pumpage or to the absence of the 
 student population over a part of the year. 
 
 In making the estimate of probable sewage flow in 
 1936 attention must be given to the fact that a part o f the I 
 
 water used by the University of Illinois goes into the Champaign 
 sewers and is included in the gagings reported by the Illinois 
 State Water Survey, Since the average daily use of v/ater at 
 the University is 444,CX)0 gallons the increment in flow due to 
 a part of this, is worthy of especial consideration. In order 
 to make clear the effect of the large use of water at the University 
 it is necessary to segregate this item from the rest of the 
 Champaign sewage flow. The Superintendent of Buildings at the 
 University supplied meter readings showing the amount of water 
 pumped by the University plant during 1921. The water d.istr ibutior 
 system of the University is connected through a valve v/ith the 
 distribution system of the Champaign and Urbana water company. 
 
 Each pumping plant can increase the supply of the other in time 
 of need and considerable water has been interchanged in this way. 
 
 The meter readings previously mentioned were corrected by the 
 
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15 
 
 amount of water thus interchanged in order to give the true 
 amount of the use of water at the University. Table 13 shows 
 the amount of water given and received by the University 
 pumping plant. Tables 11, 14 and 16 shoVv' the corrected figures 
 for the use of water at the University. Some of the buildings 
 on the University campus are connected to the Champaign sewers 
 and the rest are connected to the Urbana sewers. The Super- 
 intendent of Buildings ordered the measurement of the water 
 used by each building in order to enable an estimate to be 
 made of the probable distribution of the water supply between 
 the two sewer systems. Table 17 shows for each building the 
 observed rates of flow and also the per cent of the mean total 
 rate of flow for the tliree weeks of record. Meters at a few 
 of the buildings were not read and the percentages for these 
 buildings were estimated. The results of this study show that 
 of the total water supply of the University 4-6 . reaches the 
 Chairpaign sewers, 39.3fo reaches the Urbana sewers, and 14.7 
 is not returned to the sanitary sewers. That part of the 
 water supply not returned to the sanitary sewers includes boiler 
 make-up water, which is evaporated, water used in the swimming 
 pools and water supplied to those drinking fountains which 
 axe connected to the storm sewers. The University campus is 
 '•veil underdrained by storm sewers. During the year of 1921, 
 however, very little water was used for sprinkling the campus. 
 
 In this study it is assumed that the university 
 students are distributed between Champaign and Urbana in 
 proportion to the 1920 census population 61:39. 
 
 It is also 
 

 
 
 
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16 
 
 assumed that infiltration of ground water into the sewers will 
 be proportional to the population, that the rate of sewage flow 
 will be proportional to population and that the use of water 
 at the University will increase in proportion to the estimated 
 
 enrollment. To estimate the rate of sewage flow in the future 
 first the recorded rate of flow for Champaign must be corrected 
 by subtracting 46.0fc of the use of water at the University for 
 the saine period. Then to this corrected rate of flow a factor 
 based on the present population of Champaign and the future 
 population of the district must be applied and to this product 
 the estimated future use of water at the University must be 
 added. By the use of the proper factors this rr.ethod will give 
 figures for any particular future date. The method may be made 
 more clear by the following sample calculation. 
 
 To determine the mean daily rate of flow for the year 
 
 1936. The rate for 1921 was 1.354 million gallons daily from 
 
 Champaign with a contributing population of 20,600. Forty-six 
 
 per cent of .444 (the mean daily use of water at the University^ 
 
 is .205 million gallons daily. The corrected rate of flow from 
 
 Champaign is 1. 354-. 205 or 1.149 million gallons daily. yor 1936 
 
 the rate from the whole area of the sanitary district, exclusive 
 
 of that from the University will be 60.fi00 (i.i49) or 3.38 million 
 
 20 , 600 
 
 gallons daily, and from the University will be 19.000 ( 8‘=^3)( 444) 
 
 8,000 
 
 or 0.90 million gallons daily, making a total rate of flow from 
 the area within the sanitary district of 3.38 + 0.90 or, 4.28 
 million gallons daily. The factor .853 is the proportion of the 
 total pumpage going into the sanitary sewers. 
 
it- 
 
17 
 
 Table 18 has been calculated to show estimated mean 
 rates of flow for most of the weeks of 1946. Since fluctuations 
 in xlow will undoubtedly not occur on the same dates as those 
 observed in 1921 these data are not shown in graphical form 
 but are tabulated to give some idea of variations reasonably 
 to be expected. For example, during the dry part of the summer 
 a flow as low as 2.5 million gallons daily may be expected while 
 a wet week in spring may show a mean rate ox flow of 6.6 million 
 gallons daily. Sixty one per cent of the mean for the year 
 or 2.6 million gallons daily appears to be a reasonable value for 
 the normal rate of flow during dry weeks in the summer, and for 
 similar conditions in the winter 82% or 3.5 million gallons 
 daily is the normal rate of flow for domestic sewage only. 
 
 *^^^Te 19 nas been calculated to show variations in 
 flow during the week for different conditions. Results are shown 
 gpraphically in Plate 6, It is to be noted that the greatest 
 
 flow is to be expected on Tuesday unless a heavy rain occurs on 
 some other day. 
 
 In estimating variations in flow throughout the day 
 at the sewer outlet separate estimates of flow for Champaign, 
 Urbana and the University were made. It was assumed that 2.0 
 hours are required for sewage to flow from the main part of 
 Champaign to the sewer outlet; that sewage from the University 
 reaches the plant 0.4 hours sooner than that from Champaign, and 
 that sewage from Urbana arrives 1.1 hours sooner than that from 
 Champaign. Table 20 shows the data prepared. To make the 
 
 estimate, ciirves were plotted for the sewage flow from each of 
 
- I V .._ !l» 
 
 
 • I- . Ki_, ’^p 
 
 
 w V ' ^ ® - ^ ■ ^:^ S ' ■: V ‘ ■' 
 
 
 ii. ;, j ■ jkiil w.uC' • ^ 1 t^<i 3 'X't' 4 f^'^.i*-** ■» «< ’ '-^^*L“f’- 
 
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 ♦ f»S 
 
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 ‘. . ' ■ '■' '■-'' ' "' 'i^'* ’ '’ 'J "' •' 
 
 I '"' '£<*> :. 'M/Ol '"' iT’ . i, i- >* ’^ 1 ?^ 
 
 ■* “i i * ' id ^ ' . * I 
 
 
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 f-b 
 
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 . '.-^s / |;-Nr%^Jf4l'^, :tl . 
 
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 “-V j _ . ", ji'T : a. , SSL ' 
 
 ■ -'iiir. t 
 
 'juipk.. voci.^J tfn^s.tp^v :,c\n 
 
 I 
 
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 ,^:ii 
 
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 sflcaes 
 
 
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18 
 
 the three sources and then combined by graphical addition as 
 shown, for a dry winter’s day in Plate 5. The effect of thus 
 combining the curves is to flatten out the hourly variations in 
 flow to be expected. The two other curves showing the 1936 
 estimate on Plate 5 were gotten in the same manner but the three 
 original curves are omitted to avoid crowding the sheet. The 
 results 01 this study of quantity of sev^age showing observed 
 conditions in 1921 and estimated conditions for 1936 and 1946 are 
 shown immediately below. 
 
 Year 
 
 Popul at ion 
 U. S. Census 
 
 Student 
 
 Total 
 
 A V. Rate of Flow 
 Gal .per capita 
 daily. 
 
 1921 
 
 16,220 
 
 4, 390 
 
 20 , 610 
 
 65,7 
 
 1936 
 
 41,60C 
 
 19,000 
 
 60,600 
 
 70.7 
 
 1946 
 
 51,200 
 
 21,000 
 
 72,200 
 
 69.6 
 
 Rate of 
 
 Iv'Iill ion 
 
 Flow 
 Gallons Daily 
 
 Per Cent of 
 
 
 Minimum 
 
 Average 
 
 Maximum 
 
 Mininum 
 
 Average 
 
 Maxi 
 
 1921 
 
 .300 
 
 1.354 
 
 2.930 
 
 22.2 
 
 100 
 
 217 
 
 1936 
 
 1.03 
 
 4.28 
 
 8.41 
 
 24.1 
 
 100 
 
 197 
 
 1946 
 
 1.26 
 
 5,02 
 
 9.50 
 
 25.1 
 
 ICO 
 
 189 
 
 The minimum and maximum rates are for one hour only, 
 i* or 1936 the absolute values for the maximum and minimum rates of 
 xlow Were estimated from the curves showing daily variations 
 (Plate 5). The maxirmm being taken as that shown for a wet day 
 and the mininum as three fourths that shown for a typical dry 
 summer’s day. From these absolute values the ratios to the average 
 were calculated, por 1946 the ratios of maximum to average and 
 average to mininum were calculated from those of 1936 on the 
 assumption that these ratios would change in inverse proportion 
 

 /*ri" ' ' Tihistf Jmi j 
 
19 
 
 to the fifth root of the tributary population in thousands. 
 (Sewerage and Sewage Treatn:ent by H. E. Babbitt, 1922, p.36), 
 i*'rora these ratios the absolute values for maximum and minimum 
 were calculated. 
 
 The variation in the values for the rate of flow in 
 gallons per capita daily is due to dealing with the University 
 pumpage separately. 
 
 The estimates of infiltration of ground water and 
 storm water to be provided for as developed here may be looked 
 on as conservative. The city of Champaign is now planning a 
 comprehensive system of storm sewers which will take a part 
 of the storm water load from the present system of sanitary 
 sewers in Champaign. 
 
 Quantity of sewage as here estimated is an important 
 factor in the determination of the kind and extent of sewage 
 treatment to be provided. The rate of flow however must be 
 considered in relation to the quality of the sewage as well. 
 
 The critical condition with regard to dissolved oxygen 
 content dovmstream in the Salt Fork occurs when a period of lov; 
 flow in the Salt pork coincides with the discharge of a large 
 volume of strong sewage at the sewer outlet. An attempt is 
 here made to bring out any relation existing between the rate of 
 sewage flow and the strength of the sewage. The strength of the 
 sewage is expressed by an abstract number which is the strength 
 index. For any particular sewage it is calculated from the 
 chemical analysis of that sewage. The strength index is the 
 product of four quantities, namely, the results of the tests for 
 

 
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 ■ i,<h 
 
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 f 
 
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 ',‘5 
 
 I'l* ■ - 
 
 >^"^<*'■■1* ‘ '‘ '. -■■■ .V. '" ''v-- V'-''’ ’* '''■ ■• V . \V'v' ''* ' vM' ,' ■I'j < 
 
 f ' v ^ -■•- t‘V.. 7 •!• ''f a 4 - 
 
 ^,'7 
 
 (' r- -i 
 
 r ■, iWi’SM'j 
 
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 fr' -B._ . /r .^‘^- W^_ 
 
 ■ ■"'>-i'*,]^,vaai( . I-' Li'yi 
 
 
 ■la 
 
 
 
 
 
 aswasE 
 
20 
 
 oxygen consumed, total residue, chloride and the sum of the 
 results of the tests for amconia nitrogen and organic nitrogen. 
 
 In Table 5 column 6 gives the strength index for each of the 
 fifteen groups of sewage analyses. Plate 8 shows this strength 
 index plotted against the rate of flow expressed as a percentage 
 of the mean for the year. In general some sort of relation 
 seems to exist between the rate of sewage flow and the strength 
 of the sew'age. 
 
 This study of the quantity of sewage indicates that 
 in 1936 an average rate of flow of 4.28 million gallons daily 
 is to be expected. This average rate of flow is the equivalent of 
 70.7 gallons per capita daily from a population of 60,600. The 
 rate of flov/ bears some relation to the difficulty with which 
 the sewage can be treated, < 
 
 Chapter VI. 
 
 DISCUSSION OF METHODS OF DISPOSE. L 
 
 The method of disposal to be adopted for this 
 community should be the one which will produce the desired 
 result with the lowest total cost. Both the required degree of 
 treatment and its total cost depend upon local conditions. In 
 Chapter IV it was stated that no putrefaction should be 
 
 permitted to take place in the Salt Fork for 25 miles below 
 the sewer outlet. There are a number of methods or combinations 
 of methods of sewage disposal which can be relied on with a 
 
 reasonable degree of certainty, to give this result. Of these 
 different methods of disposal three different combinations have 
 
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21 
 
 been found in practice to give satisfactory results under 
 conditions similar to those obtained here. These combinations 
 of methods have been chosen for special consideration and are: 
 
 (1) medium screening and activated sludge; (2) medium screening, 
 imhoff tanks, trickling filters and secondary sedimentation; 
 
 (3) coarse screening, fine screening, trickling filters and 
 secondary sedimentation. 
 
 The degree and duration of treatment required have 
 been studied on the basis of dilution requirements. Hazen* s 
 formula represents the degree of dilution required to oxidize 
 sewage and prevent nuisance. The formula is usually expressed 
 as 
 
 D 
 
 0 
 
 in which 0 is the amount of dissolved oxygen in the water in 
 parts per million, m is the result of the oxygen consumed test, 
 expressed in parts per million, and F is a factor depending 
 upon the method used for determining the oxygen consumed and 
 which is approximately 2.0 for the 30 minute test used by the 
 State VJater Survey, 
 
 plate 9 shows estimated variations by months in the 
 water temperature in Salt Fork, the dissolved oxygen content 
 (70fc saturation), the rate of flow, and the rate of flow of 
 diluting water required. 
 
 Table 22 has been prepared to show variations in 
 
 dilution requirements by months. ’‘‘Efficient sedimentation will re- 
 duce the dilution requirement of a sewage by 30f . 
 
 * Report on Sewage Works Operation to the Sanitary Engineering 
 Section of the American Public Health Association, Oct . 1919 . 
 
22 
 
 fine screening should remove 30^ of the suspended 
 solids in a sevyage.^ Since about half of the organic matter 
 in ordinary sewage is in suspension, fine screening should 
 remove 15% of the total organic matter. Fine screening should, 
 therefore, reduce dilution requirements by 15%. In general the 
 results of the application of Hazen* s formula in the development 
 of Table 22 appear entirely reasonable. The table shows that for 
 one month each year no treatment is necessary. Proper sedimenta- 
 tion will give an effluent 'Which can be cared for by the stream 
 four months each year. Effective screening on the other hand 
 vyill not add materially to the time during the year when no 
 further treatment is required. The treatment to follow either 
 of these preliminary processes must be capable of changing a 
 daily sewage flow of 4,000,000 gallons of strength index 230, 
 to a stable effluent. The supplementary treatment, following 
 either of the two preliminary processes, will be working nearly 
 to capacity during August, September and October. If preliminary 
 sedimentation is used, the additional treatment will operate on 
 an average at 70% of full rated load for the eight months each 
 year when further treatment is required, if preliminary screening 
 is used the supplementary treatment v;ill operate on an average 
 at 58% 01 full rated load for the eleven months each year when 
 it is required. 
 
 The activated sludge process when operating with St 
 sewage vyhich has been subjected to medium screening with no 
 
 ’ C.H.Hurd in Engineering News-Record, Vol.88,p.484,1922. 
 
 Kenneth Allen in Transactions of the American Society of Civil 
 
 Engineers, Vol. 78, p.950, 1915. 
 
23 
 
 appreciable reduction in oxygen demand would operate on an 
 average at 65 per cent of full rated load for the eleven months 
 of the year when it is required. 
 
 The activated sludge process is one of the newer 
 processes of sewage treatment ^vhich has attracted considerable 
 attention. It is essentially an aeration process depending 
 upon the continuous bubbling of air through the sewage while it 
 is carrying a proportion of biologically active sludge in 
 suspension. Domestic sewage should be passed through a medium 
 screen before treatment by this process, in order to remove 
 coarse suspended matter. This method of sevjage treatment will 
 produce a clear , sparkling, non-putrescible effluent. If desired 
 ho'vTever a lesser degree of purification may be effected in order 
 to make use of available diluting water, A point which may assume 
 considerable importance is that this process conserves the 
 nitrogen in the sewage. At the present time the sludge formed 
 has some value. A properly operated plant is entirely free from 
 unpleasant odors. ,Thls fact is not of great importance in connect- 
 ion with the problem under consideration on account of the 
 isolated location of the proposed treatment site. But little 
 head is lost in the passage of sewage through an activated 
 sludge plant. The head available at the proposed treatment site 
 is more than sufficient for an activated sludge installation 
 and the sewage could be treated without pumping. The experimental 
 work done by the Illinois State Water Survey has demonstrated 
 conclusively ths.t Champaig'n' s sewage caii be treated successfully 
 by the activated sludge process. Perhaps the greatest disadvantage 
 
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 of this process, especially from the point of view of the small 
 plant is that it is complicated and requires expert management. 
 The sludge formed must be disposed of soon after removal from 
 the tank or a nuisance will result. The reduction of this sludge 
 to a marketable condition is difficult and disposal by simpler 
 methods requires considerable land area. In general the instal- 
 lation cost of an activated sludgje plant is low and the cost of 
 operation is high. 
 
 The use of Imhoff tanks and trickling filters is the 
 second method considered. Sedimentation in imhoff tanks is a 
 common means of removing part of the solid matter suspended in 
 sewage. The removal of a part of this suspended matter is a 
 necessary precedent to satisfactory treatment by a trickling 
 filter. An imhoff tank when properly operating removes a large 
 part of the settleable matter from sewage in a relatively short 
 time, and delivers an effluent which is comparatively fresh. The 
 sludge accumulating in the lower compartment of the tank is 
 given ample time fcr digestion, is reduced considerably in 
 volume, and when well ripened is not particularly difficult 
 of disposal, imhoff tanks are commonly built with a total depth 
 of from 25 to 35 feet. The greater depths give a sludge which 
 is easier to handle and dries more rapidly. The difficulty and 
 expense of construction are important factors in determining the 
 depth adopted. For this installation deep tanks would be 
 desirable in order to lighten the difficulty of sludge disposal 
 due to the damp climate and comparatively light soil. Imhoff 
 tank treatment effects a considerable reduction in the oxygen 
 demand of the applied sewage. It was brought out in connection 
 
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25 
 
 with Table 22 that this treatment alone would suffice for four 
 months out of the year. This means that by the use of Imhoff 
 tanks the sewage can be treated without pumping for one third of 
 the time, imhoff tanks when properly operating require very 
 little attention. It is desirable, however, that an attendent 
 should inspect them at least twice a day in order to prevent 
 too much scum from clogging the gas vents and to keep the slots 
 open to the sludge chamber. 
 
 The third method of treatment considered involves the 
 use of fine screening instead of sedimentation in Imhoff tanks. 
 Fine screening is another means of removing solid matter from 
 sewage. This is a method of treatment which appeals to the 
 popular mind and it alone might be sufficient to stop temporarily 
 all complaiEits from land owners below the sewer outlet. Fine 
 screening is usually adopted as an alternative to sedimentation 
 where land values are high or where the excavation for tanks 
 is expensive , Neither of these considerations obtains here. 
 
 A fine screen plant would require constant attention and power 
 for operation. It would be necessary to provide for prompt 
 disposal of the screenings. At a small plant such as the one 
 under consideration this would mean that small quantities of 
 screenings would be demanding attention at frequent intervals. 
 
 For satisfactory treatment, as previously outlined it would be 
 necessary to pump the sewage from the screens to further treatment 
 during eleven months of the year. 
 
 The trickling filter as a means of final treatment 
 should be entirely satisfactory for this installation, from 
 

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26 
 
 every point of view except that of cost. The cost due to the price 
 of material will be especially high here. This method of 
 treatment Involves a large loss of head through the plant. This 
 loss of head is considerably more than the head available at 
 the proposed treatment site and therefore all of the sewage 
 treated on the trickling filter would have to be pumped. Among 
 minor disadvantages may be noted nuisances due to odors and to 
 flies which swarm about the filters in hot weather. The sewage 
 from Champaign and Urbana will reach the point of disposal in 
 such fresh condition that markedly bad odors are not to be 
 expected. This method of treatment requires much less land 
 area than other methods of oxidation involving filtration. An 
 acre of trickling filter will treat about as much sewage as 70 
 acres of intermittent sand filter. It is worth noting that the 
 effluent of the trickling filter is inferior in quality to 
 that of the sand filter. For the case under consideration the 
 sand filter ‘would give an effluent of an unnecessarily high degree 
 of purity. The trickling filter is an old and tried method of 
 sewage treatment and is entirely reliable. When followed by 
 secondary sedimentation it is able to give an effluent which ‘will 
 require no dilution.* The cost of pumping will be the chief 
 operating cost. The choice between the adoption of the trickling 
 filter and the activated sludge process must be made entirely 
 
 from a consideration of relative costs. 
 
 The use of fine screening as a preliminary treatment 
 
 has been dropped from consideration in the comparison of costs 
 
 which follows. As brought out in a previous paragraph fine 
 
 News Record, Oct, 191S,Vol. 84, p. 1161. Report on Sewage VJorks 
 Operation. American Public Health Association. 
 

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27 
 
 soreenino’ is particulaxly adapted to certain definite conditions 
 which do not obtain here. The adoption of fine screening as a 
 preliminary to filtration would increase the period of pumping 
 from 8 to 11 months yearly and thus add unnecessarily to the 
 cost of operation. 
 
 Table 23 has been prepared to show the estimated cost 
 of sewage treatment by Irnhoff tanks and sprinkling filters, and 
 the cost of treatment by the activated sludge process. This 
 table is based largely on data given by Mr. Hc-P.Eddy in the 
 Engineering Record, Vol.74, p.557, 1916. His data are listed 
 in the lower part of the table. He estimated power for the 
 activated sludge process to cost lj6 per kilowatt hour. In this 
 study power has been estimated at 5/6 per kilov/att hour. This 
 is a probable minimum figure for the vicinity of Champaign and 
 Urbana. In estimating activated sludge power coats it was 
 assumed that 1.5 cubic feet of air at a pressure of 7 1/2 pounds 
 per square inch would be required for complete treatment of one 
 gallon of sewage. Since sufficient diluting water is available 
 to make complete treatment unnecessary during the greater part 
 of the year, 65 per cent of 1.5 gallons or .98 gallon was 
 taken as the average amount of air to be required per gallon 
 during eleven months of the year when the plant is to be in 
 operation. See column 11, Table 22, 
 
 If Irnhoff tanks and trickling filters are installed 
 the tanks alone will be expected to give the sewage sufficient 
 treatment during three months of heavy sewage flow. During the 
 months when the trickling fiters will be most needed the rate 
 of sewage flow win be less than during the months when consider- 
 

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28 
 
 able diluting water is available, For this reason the laihoff 
 tanks should be designed for a greater rate of flow than the 
 sprinkling filters. This requires that in the comparative cost 
 estimate a distribution of cost must be made between the Imhoff 
 tanks and the trickling filters. The distribution of first cost 
 was made from cost data on the Fitchburg, Mass, plant, given 
 in American Sewerage Tractive, Vol 3, p.6l9. The distribution 
 of operating cost was made roughly from cost data on a vertical 
 flov/ sedimentation and trickling filter installation at Glovers- 
 ville, N.Y.*- Power for pumping was estimated at bfi per kilowatt 
 hour. 
 
 In figuring fixed charges the interest rate was taken 
 as 5 per cent and the useful life of the plant as 17 years. The 
 annual rate of depreciation corresponding to this interest rate 
 and plant life is about 4 per cent, making the total fixed 
 charges on capital equal to 9 per cent annually. 
 
 This cost comparison shows clearly that the activated 
 sludge process is financially inferior to an Imhoff tank and 
 trickling filter installation for sewage treatment at Champaign 
 and Urbana. 
 
 Chapter VIT. 
 
 THE ADOPTED IvIETHOD 
 
 In the previous chapter it was shown that sewage 
 treatment by coarse screening, Imhoff tanks and trickling filters 
 was particularly adapted to local conditions. In this chapter 
 
 * American Sewerage Practice. Vol -3, p.624, 1916. 
 
I 
 
29 
 
 a preliminary design of such a plant will be developed. General 
 design data for 1936 conditions are as follows: 
 
 (1) Population (including 19,000 student s) ... .60,600 
 
 (2) Sewage Flow, million gallons daily 
 
 Average 4.28 
 
 Maximum. 8,41 
 
 Minimum 1.05 
 
 Maximum Dry weather ,5.00 
 
 (5) Topography Flat 
 
 (4) Soil at Plant 
 
 Ordinary Glacial Till 10? 
 
 Water Bearing Gravel 1,' 
 
 Compact Yellow Clay 8? 
 
 (5) Elevations to 111. State Water Survey Datum 
 
 General Ground Surface 95.0 
 
 Salt Fork. . 
 
 Normal Low Water 86,5 
 
 High Water 97. o 
 
 Sewer at Inlet to Plant* ....... .95, 0 
 
 (6) Diameter of Inlet Sewer 27" 
 
 For 1946 the rate of sewage flov/ is estimated to be 
 5,02 million gsllons daily or 117 per cent of the average for 
 1956, 
 
 Plate 10 shows a map of the adopted disposal site and 
 also shows the general layout suggested for the sewage treatment 
 plant. 
 
 The raw seweige upon entering the plant is to pass 
 through a bar screen. The maximum velocity in the screen chamber 
 is to be 1,5 feet per second. At the screen chamber provision 
 should be made for by -passing all of the influent sewage. 
 
 After screening the sewage is to go to the Imhoff 
 tanks. Since the tank treatment is to be the only treatment 
 provided during three months of the year the tanks should be 
 

10 
 
 designed for the greatest average rate of flow for one of 
 those months or 6.1 million gallons daily. Four tanks are 
 designed, each to have a capacity of 1.525 million gallons 
 daily, A retention period of 2.5 hours is used. The required 
 capacity of the sedimentation chamber is 159,000 gallons. The 
 Imhoff tanks are to be rectangular, longitudinal flow tanks, 
 
 90 feet long. The average velocity of flow will be 0.60 feet 
 per minute. At times of maximum flow the velocity will be 
 0,8b feet per minute. The sedimentation capacity is to be 
 provided by three flowing through channels, each 9.2 feet wide 
 with a depth at the side of 5.1 feet and with the inclined 
 sides of the bottom sloping 1.5 vertical to l horizontal. 
 
 Two scum chambers, 2.7 feet wide, are to be provided between the 
 flowing through channels. The total horizontal area of these 
 scum chambers is to be made equal to one quarter of the area 
 of the sludge digestion chamber. Sludge digestion space is to 
 be provided in three hoppers. In transverse section, these 
 hoppers are to be 20.8 feet wide at the top, 0.8 feet wide at 
 the bottom, and -with sides sloping 1 vertical to 1 horiz^ontal. 
 The sludge storage volume is to extend upward 1 foot above 
 the sloping sides of the hopper. This will allovir 18 inches 
 vertical clearance between the lip of the slot in the flowing 
 
 through channel and the top of the sludge storage space. The 
 volume thus provided will be equal to 8b20 cubic feet. This 
 will provide storage for 157 days at the rate of .0035 cubic 
 feet of sludge per capita daily. 
 
 The total inside depth of each sedimentation chamber 
 
31 
 
 is to be 12.0 feet and the total inside depth of the 'tank is to 
 be 26,0 feet. The normal water surface is to be at elevation 95,0 
 About a foot freeboard should be allowed above this. The influent 
 sewage is to enter through submerged gates, one at the end of 
 each flowing through channel and the effluent is to pass over 
 weirs the width of the flowing through channels. If the tops of 
 the tank walls are set at elevation 96.0 the tanks will probably 
 be flooded by the Salt Fork occasionally. In the general layout 
 space is to be left for one more tank to provide for enlargement 
 to meet 1946 conditions. Sludge is to be pumped from the ta nks 
 through an 8 inch pipe by the use of an air lift. If the sludge 
 is lifted to a distribution tower 7,5 feet above normal v;ater 
 level in the tank it can be directed by gravity to any part of 
 the sludge drying beds. 
 
 The sludge drying beds are designed on the basis 
 of 350 square feet of surface per thousand population contribut- 
 ing for Imhoff sludge and on the basis of 100 square feet per 
 thousand population for secondary tank sludge. It is thought 
 best to build the sludge beds large enough to meet 1946 condi- 
 tions since a large part of the work is earthwork best done 
 while the major job is in progress and since the allowances made 
 for sludge drying area are uncertain at best. An area of 31,400 
 square feet or 0.72 acres is to be provided. The beds are to 
 consist of 6 inches of 1 inch crushed stone overlain by 10 inches 
 of fine gravel. The sludge drying beds are to be underdrained by 
 8 inch tiles laid in rov/s 10 feet apart. 
 
 The surface of the beds is to be at elevation 96.3* 
 
 They are to be surrounded by an ear them embankment two feet 
 
 wide at the top (,elev.38.0) with side slopes 2 horizontal to 
 
C'.J 
 
32 
 
 1 vertical. The effluent of the sludge drying beds is to be passed 
 through the secondary sedimentation tanks. 
 
 The effluent of the Imhoff tanks must be pumped 
 before it can be treated on the trickling filter. Since the 
 greatest rates of sevJage flow occur only after a rain a portion 
 of these greatest sewage flows may be by-passed to the Salt 
 Fork after sedimentation, without the necessity for further 
 treatment. An overflo?? weir about 20 feet long will be placed 
 between the effluent channel of the Imhoff tanks and the 
 suction well. This overflow should be set to by-pass any excess 
 over 5.2 million gallons daily. The maximum dry weather flow is 
 estimated to be 5,0 million gallons daily. On account of the 
 use of the overflow, the amount of settled sewage pumped and 
 treated will be less than the average for the months considered. 
 
 Of greater importance is the fact that by the use of the overflow 
 weir a less flexible pumping plant may be installed than if the 
 pumps were required to handle the greatest rates of flow occurr- 
 ing, and that the trickling filter may be operated at a more 
 nearly uniform rate. 
 
 The partially treated sewage flowing below the crest 
 of the overflow weir will go to the suction well. This wet 
 well will be 7 feet deep below the high water level at elevation 
 94.50. In plan the well is to be 12 feet by 17 feet with a 
 capacity of 7650 gallons. The ends of the suction pipes are to 
 be set 2 feet above the floor of the suction well. The suction 
 well is to be the basement of part of a building housing an 
 office and laboratory, and the room containing the pumping 
 machinery. The room for office and laboratory purposes is to be 
 
i 
 
 .1 
 
 ■| 
 
53 
 
 12 feet by 17 feet with its floor at elevation 98,00. The -p\mp 
 room v/iii be 17 feet by 25 feet. The floor of the pump room 
 is to be at elevation 93,00 which w'ill permit the pumos to be 
 self-priming. 
 
 There will be four 8 inch centrifugal pumps, each 
 direct connected to a 10 horse povier alternating current motor. 
 Each unit is to run at 1150 R.P.M. with a rated capacity of 
 1200 gallons per minute. The combined capacity of 3 of these 
 units is to be 5,2 million gallons daily. All 4 units will have 
 a combined capacity of 6.9 million gallons daily. The pumps are 
 to work against a total head of 20.5 feet. The actual vertical 
 lift will be 13,5 feet. 
 
 Four dosing tanks will be used. Since all the 
 sewage to be treated on the trickling filter must first be 
 passed through the dosing tanks the same rate of flow is assumed 
 in the design of both the filter and the tanks. The trickling 
 filter will be operating at full load for only a part of the 
 time and therefore need be designed only for the average monthly 
 rate occurring when the available dilution v/ill probably be the 
 lowest - that is in September or October. Therefore a rate of 
 4,0 million gallons daily is used in the design both of the 
 
 trickling filter and of the dosing tanks. The maximum rate of 
 ilow will be 5,2 million gallons daily. The dosing tanks are to 
 be right truncated pyramids whose elements make a 45 degree 
 angle with the base. At the bottom the tanks are to be square, 
 8.2 feet on a side, and at the top they are to be 18.2 feet on 
 a side. There is to be 5.0 feet of water in the tanks when full 
 

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54 
 
 giving each tank a capacity of 6950 gallons. The bottono of each 
 dosing tank is to be set at an elevation 3.0 feet higher 
 than the sprinkling nozzles. These tanks are designed for five 
 minutes dosing and ten minutes resting. The rate of flow to 
 each tank will be 1,55 cubic feet per second. Each tank is to 
 be emptied through a 12 inch intermittent siphon. These dosing 
 tanks are to be grouped together under the same roof. Space 
 should be left for the construction of two more such tanks. 
 
 The pumps v;ill raise the settled sewage to the 
 dosing thinks, from which the sewage will be discharged inter- 
 mittently to the trickling filter. The trickling filter is to 
 be of 1 inch crushed rock placed 6,0 feet deep over a porous 
 false floor. The filter is designed to operate at a rate of 
 1,200,000 gallons per acre per day. This rate is the equivalent 
 of 124 gallons per cubic yard per day or of 3,070 persons per 
 acre per foot in depth, 145,200 square feet (5,55 acres) will 
 be required to treat 4 million gallons daily. This area is to be 
 arranged in a rectangular shape. The sewage is to be applied 
 intermittently to this filter through Taylor circular spray 
 sprinkling nozzles. The head on the nozzles is to vary from 5.0 
 feet to aero. In laying out the shape of the trickling filter 
 bed provision was made for the use of half nozzles in the 
 marginal rows and for a margin of two feet betv/een these rows 
 of half nozzles and the edge of the filter. If 15 rows of 44 
 whole nozzles and 2 rows of 44 half nozzles are used an area 
 of 145,000. square feet will be served. Six hundred sixty whole 
 nozzles will be required. These nozzles are to be set 6 inches 
 above the surface of the filter. 
 
Each dosing tank applies sev/age to a paxticular 
 quarter of the trickling filter area. The layout of the 
 distribution system is shown on Plate 11. 
 
 The effluent is removed from the trickling filter 
 through three main underdrains running lengthwise of the 
 filter on a slope of 0,2 per cent. The short lateral drains 
 
 are built on a slope of 1 per cent. The floor of the filter is 
 divided into 168 small drainage areas each served by a short 
 lateral drain. The layout of the collection system is shown 
 in Plate 11. The head lost through the collection system is 
 5,90 feet. 
 
 On the general plan an area 174 feet by 217 feet 
 is reserved for a future addition to the sprinkling filter 
 installation. 
 
 The effluent from the trickling filters is to be 
 passed through two secondary sedimentation tanks operated in 
 parallel. These tanks are designed for an average rate of flo 7 / 
 of four million gallons daily and a retention period of three 
 hours. Six thousand cubic feet of sludge storage is provided 
 for. This gives approximately six v/eeks sludge storage at a 
 rate of accui?5ul at ion of 55 feet of sludge per million gallons 
 of filter effluent. The tanks are to be 8,0 feet deep exclusive 
 
 of sludge storage which is provided for in the bottom 'Which 
 
 slopes to a central sump. The tanks are 46 feet wide, 31 feet 
 long and are each divided by one longitudinal baffle. The 
 
 average velocity of flo;v is .68 feet per minute. On the general 
 plan room is left for a tank 25 feet v;ide to be installed when 
 
 needed. 
 
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36 
 
 The effluent from the secondary sedimentation 
 tanks should be of a (quality such as to reqidre no diluting 
 water . 
 
 Elevations at the plant are : 
 
 
 El. 
 
 Head lost 
 
 Invert at Screen Chamber 
 
 95.00 
 
 
 High Water Line at Screen Chamber 
 
 97.25 
 
 2.25 
 
 Imhoff Tank 
 
 95.00 
 
 0.50 
 
 Suction W'ell 
 
 94.50 
 
 -16 . 50 
 
 Dosing Tank (full) 
 
 111.00 
 
 8.00 
 
 Nozzles of Trickling Filter 
 
 103.00 
 
 10.50 
 
 Flow Line Jjfain Under-Drain 
 
 92.50 
 
 .50 
 
 " Secondary Tank 
 
 92.00 
 
 
 Salt Fork 
 
 
 
 Normal Low Water 
 
 b6 . 3 
 
 
 High Water 
 
 97.0 
 
 
 Surface ofSludge Drying Beds 
 
 96. 3 
 
 
 II « Trickling Filter 
 
 102.5 
 
 
 PuiTip Room Floor 
 
 93.0 
 
 
 Floor of Suction Well 
 
 67.5 
 
 
 Office Floor 
 
 98.0 
 
 
 The secondary tanks will be flooded at intervals 
 and the Imhoff tanks will be flooded more rarely. 
 
 Plate 10 shows the general layout of the treatment 
 plant. Plate 12 shows a plan of the Imhoff tanks, pumphouse 
 and dosing tanks and shows a section through this part of the 
 plant. Plate 13 shows part of the sludge drying beds and 
 shows the secondary tanks. Plate 11 shows the distribution 
 system and the collection system of the trickling filter. 
 
 Plate 14 shows a section of a portion of the trickling filter. 
 
 It is planned to provide a residence at the plant 
 for the operator in charge. Somewhat more than on acre of 
 ground is left for this purpose. 
 
 The following is an estimate of the probable cost 
 
 of a sewage treatment plant such as has been described. An 
 
27 
 
 attempt has been made to bring published unit construction 
 costs up to date by the use of index numbers. An index number 
 of 115 has been taken for the first part of 1916,* Engineering- 
 ond Contracting gives 153 as the index to the same base, for 
 March 1933. An estimating prices from 1916 figures a ratio 
 of 1, 32 has been used. Most of the unit prices given below 
 have been estimated from data in "American Sewerage Practice". 
 Vol.III. Prices on pumping machinery were estimated from 
 data furnished by the manufacturers, . 
 
 FIRST COST OF PLANT. 
 
 Imhoff Tanks: 6.1 million gallons daily capacity 
 
 at $13,500 $8 2,000. 
 
 Pumping Equipment: Four 1200 gallon per minute, 
 
 10-horsepov/er units at $lfeO.. 5,800* 
 
 Sprinkling Filters: 32 , 300 cubic yards at $6.00 
 
 (or at $58 , 200 per acre)...., 194,000- 
 
 Secondary Sedimentation Tanks, 51,000 cubicfeet 
 
 at .390..., 19,400* 
 
 Sludge-drying Beds (1946) .72 acre at $4,570.... 3,300. 
 
 Screen Chamber 700. 
 
 Dosing Tanks and Apparatus, 4 million gallon daily 
 
 average capacity at $1,940 7,800. 
 
 Pump House 2,000. 
 
 Pipe Lines 6,200. 
 
 Supts. Residence 4,500. 
 
 Contingencies 10.6 per cent of total 43,600. 
 
 Administration 10 per cent of total 40 , 700. 
 
 $410,000 
 
 ♦"Sewerage and gewage Disposal", Metcalf 
 
 and Eddy, p.VII. 
 
"\ 
 
58 
 
 ANl'TUAL OPERATING COST. 
 Pumping 976 million gallons at $5.40 for 
 
 electricity alone $5,270. 
 
 Superintendent, 12 months at $155.35 1,600, 
 
 Laborers at $100.00;one for 8 mojone for lOmo. . 1,800. 
 
 Extra labor, 120 man-days at $5.50 430, 
 
 Maintenance of buildings and grounds 1,000. 
 
 LiS'hting,heat ing aid water supply. 250. 
 
 Plant supplies (oil, etc.,) 500. 
 
 Plant maintenance 900, 
 
 Contingencies 9.7 per cent of total 1 . 280 . 
 
 $13,000 
 
 A sewage treatment plant as outlined in a preliminary 
 way in this chapter would solve the sevirage disposal problem 
 for the cities of Champaign and Urbana. While the cost of the 
 proposed structure is not low it is well belov^ the limit of the 
 sum which the voters of the community axe able to authorize the 
 Urbana and Champaign Sanitary District to spend. When the 
 question of a bond issue for the construction of sewage treatment 
 works comes up, the real question at issue will be not whether 
 such disposal works are to be constructed, but rather, whether 
 such disposal works ai-e to be constructed now or a few years 
 in the future under the compulsion of some higher governmental 
 authority. 
 

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 4 
 
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TABLES. 
 
 Number 
 
 Typical Analyses of Water I 
 
 Stream Run-off at Monticello and Danville II 
 
 Frequency of Run-off in Salt Fork. ITT 
 
 Average Sewage Analyses. IV 
 
 Grouped Sewage Analyses V 
 
 Analyses of Day vs. Night Sewage ...VI 
 
 Population of Cities, VII 
 
 Attendance at University.,,. ..VIII 
 
 Hourly Sewage Flow on TypiCcd Days. IX 
 
 Weekly Averages of Hourly Sewage Flow X 
 
 Sewage Flow and Corrected University Pumpage 
 
 for Typical Weeks XI 
 
 Weekly Selvage Flow for 47 weeks... ,XII 
 
 Water Exchanged between City and University .XIII 
 
 Corrected Hourly Pumpage at University XIV 
 
 Weekly Puinpage at University .XV 
 
 Corrected Weekly Pumpage at University XVI 
 
 Distribution of University Pumpage, XVII 
 
 Weekly Sewage Flovv. Estimate for 1956 XVIII 
 
 Daily « n ” XIX 
 
 Hourly " ” " « XX 
 
 Mean Monthly Air Temperatiires. XXI 
 
 Variation in Dilution Requirements... .XXII 
 
 Cost Comparison XXIII 
 
’ < i t- > 
 
PLATES. 
 
 Number 
 
 Map of Urbana and Champaign Sanitary District 
 
 (Frontispiece) T I 
 
 Mean Monthly Run-off II 
 
 Frequency Curve for Salt Fori Ill 
 
 Population - Estimate ...IV 
 
 Hourly Rate of Sev^age Flow for Typical Days V 
 
 Daily Rate of Sewage Flow for Typical Weeks VI 
 
 Sewage and Water Mean Weekly Rate of Flow, 1921 VII 
 
 Relation of Rate of Flow to Strength of Sewage VIII 
 
 Conditions in Salt Fork IX 
 
 Sewage Disposal Site X 
 
 Trickling Filter Plan XI 
 
 I rah off Tanks, Pump House and Dosing Tanks XII 
 
 Sludge Drying Beds and Secondary Sedimentation 
 
 Tanks. XIII 
 
 Trickling Filter Section. XIV 
 
39 
 
 TABLE I. 
 
 TYPICAL ANALYSER OF WATER. 
 
 Tap Water 
 
 p.p, m. 
 
 Turbidity 13, 
 
 Color 15. 
 
 Residue on evaporation 40C. 
 
 Chlorine in Chlorides 1, 
 
 Oxygen Consumed 4,9 
 
 NH3 Nitrogen 2,8 
 
 Albuminoid Nitrogen ,12 
 
 Nitrite « ,02 
 
 Alkalinity Methyl Orange 362. 
 
 Dissolved Oxygen 
 
 per Gent Saturation 
 
 Relative Stability - Per Cent 
 
 ( 2 ) 
 
 Salt Fork 
 p. p. m. 
 
 518. 
 
 8 , 
 
 4.3 
 
 .080 
 
 .192 
 
 .022 
 
 246. 
 
 6.46 
 
 70. 
 
 84. 
 
 (1) As supplied by the Champaign and Urbana Water Co. The 
 University supoly is of practically the same quality as 
 that for Champaign and Urbana except for an added iron 
 content of about 2 p.p.m. 
 
 (2) Mean of analyses of two samples taken on Oct. 1,1917 
 
 at two different stations above junction with the Boneyard. 
 Estimated flow (exclusive of sewage) belovj Champaign sewer 
 outlet Was 1,500,000 gallons per day. From report on 
 "Condition of Salt Fork in the vicinity of Urbana" . Oct. 1917, 
 0. C.Habermeyer , vno-ineer of the State Water f^rvey. 
 
 Temp 68 ®F' 
 
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 40 
 
 
 
 
 
 TABLE II. 
 
 
 
 
 
 STREAM RUNOFF. 
 
 
 
 Month 
 
 Sanganion 
 
 Vermilion 
 
 Estimate 
 
 for Salt Fork 
 
 
 near 
 
 near 
 
 at Sewer 
 
 Outlet 
 
 
 Monticello 
 
 Danville 
 
 
 
 
 U) 
 
 (2) 
 
 (3) 
 
 (4) 
 
 
 Second -feet 
 
 per square mile 
 
 
 Thousand 
 
 Gallons 
 
 Daily 
 
 Feb. 1908 
 
 3.44 
 
 
 
 169,000 
 
 Mar. 
 
 2.51 
 
 
 
 123,400 
 
 Apr, . 
 
 2.04 
 
 
 
 100,200 
 
 May 
 
 6.56 
 
 
 
 322,000 
 
 June 
 
 .473 
 
 
 
 23,300 
 
 July 
 
 .106 
 
 
 
 5,210 
 
 Aug, 
 
 .024 
 
 
 
 1,178 
 
 Sept. 
 
 ,ol2 
 
 
 
 589 
 
 Oct. 
 
 .013 
 
 
 
 638 
 
 Nov. 
 
 ,024 
 
 
 
 1,178 
 
 Dec. 
 
 .026 
 
 
 
 1,277 
 
 Jan. 1909 
 
 ,031 
 
 
 
 1,523 
 
 Feb. 
 
 1.69 
 
 
 
 83,000 
 
 Max. 
 
 .815 
 
 
 
 40,000 
 
 Apr, 
 
 2.20 
 
 
 
 108,000 
 
 May 
 
 1,34 
 
 
 
 65,800 
 
 June 
 
 1.01 
 
 
 
 49,600 
 
 July 
 
 1,73 
 
 
 
 85,000 
 
 Aug. 
 
 .074 
 
 
 
 3,630 
 
 Sept. 
 
 .029 
 
 
 
 1,424 
 
 Oct. 
 
 .032 
 
 
 
 1,571 
 
 Nov, 
 
 .198 
 
 
 
 9,720 
 
 Dec, 
 
 .184 
 
 
 
 9,030 
 
 Jan. 1910 
 
 1.32 
 
 
 
 64,800 
 
 Feb. 
 
 ,600 
 
 
 
 29,500 
 
 Mar. 
 
 .671 
 
 
 
 32,900 
 
 Apr. . 
 
 ,169 
 
 
 
 8,300 
 
 May 
 
 .705 
 
 
 
 34,600 
 
 June 
 
 .331 
 
 
 
 16,240 
 
 July 
 
 .112 
 
 
 
 5,500 
 
 Aug, 
 
 .039 
 
 
 
 1,914 
 
 Sept. 
 
 .163 
 
 
 
 8,000 
 
 Oct. 
 
 .078 
 
 
 
 3,830 
 
 Nov. 
 
 .0 39 
 
 
 
 1,914 
 
 Dec. 
 
 .157 
 
 
 
 7,710 
 
il 
 
 TABLE II. CONT 
 
 STREAM RUNOFF. 
 
 Month 
 
 Sangamon 
 
 Vermilion 
 
 Estimate 
 
 for Salt Fork 
 
 
 near 
 
 near 
 
 at Sewer 
 
 Outlet. 
 
 
 Monticello 
 
 Danville 
 
 
 
 
 (1) 
 
 (2) 
 
 (3) 
 
 (4) 
 
 
 Second-feet 
 
 per square mile 
 
 
 Thousand 
 
 Gallons 
 
 Daily 
 
 Apr. 1915 
 
 .161 
 
 .148 
 
 .154 
 
 7,550 
 
 May 
 
 .156 
 
 .188 
 
 .172 
 
 8,450 
 
 June 
 
 .‘^9 
 
 .484 
 
 ,346 
 
 17,000 
 
 July 
 
 .416 
 
 .712 
 
 .564 
 
 27,700 
 
 Aug, 
 
 2.56 
 
 1.97 
 
 2 . 26 
 
 111,000 
 
 Sept. 
 
 1.03 
 
 ,496 
 
 .763 
 
 37,500 
 
 Oct, 
 
 ,260 
 
 . 256 
 
 .258 
 
 12,670 
 
 Nov, 
 
 .119 
 
 .118 
 
 .118 
 
 5,790 
 
 Dec. 
 
 .155 
 
 .192 
 
 .173 
 
 8,500 
 
 Jan. 1916 
 
 S.60 
 
 3,12 
 
 2.86 
 
 140,400 
 
 Feb. 
 
 2.11 
 
 1.36 
 
 1.73 
 
 84,900 
 
 Mar. 
 
 .967 
 
 .497 
 
 .742 
 
 36,400 
 
 Apr. 
 
 .685 
 
 .645 
 
 . 665 
 
 32,700 
 
 May 
 
 ,516 
 
 .930 
 
 .723 
 
 35,500 
 
 June 
 
 .416 
 
 .659 
 
 .537 
 
 26,300 
 
 July 
 
 .081 
 
 .119 
 
 .100 
 
 4,920 
 
 Aug, 
 
 .022 
 
 ,021 
 
 .021 
 
 1,032 
 
 Sept, 
 
 .014 
 
 .020 
 
 .017 
 
 835 
 
 Oct. 
 
 .021 
 
 .030 
 
 .025 
 
 1 , 227 
 
 Nov. 
 
 .027 
 
 .033 
 
 ,030 
 
 1,473 
 
 Dec. 
 
 .029 
 
 .106 
 
 .067 
 
 3,290 
 
 Jan. 1917 
 
 .034 
 
 .153 
 
 .093 
 
 4,570 
 
 Feb. 
 
 .037 
 
 .044 
 
 .040 
 
 1,964 
 
 Mar. 
 
 .691 
 
 .984 
 
 .837 
 
 41,200 
 
 Apr. 
 
 .582 
 
 .672 
 
 .627 
 
 30,700 
 
 May 
 
 .354 
 
 .938 
 
 . 646 
 
 31,700 
 
 June 
 
 1.96 
 
 2.38 
 
 2 .17 
 
 106,600 
 
 July 
 
 .273 
 
 .372 
 
 ,322 
 
 15,800 
 
 Aug. 
 
 .276 
 
 .137 
 
 ,206 
 
 10,120 
 
 Sept, 
 
 .103 
 
 .098 
 
 .100 
 
 4,920 
 
 Oct. 
 
 .029 
 
 
 
 1,423 
 
 Nov. 
 
 ,048 
 
 
 
 2,350 
 
 Dec, 
 
 .035 
 
 
 
 1,720 
 
il 
 
 TABLE II. CONT. 
 
 STREAM RUNOFF. 
 
 Month 
 
 Sangamon 
 
 Vermilion 
 
 Estimate 
 
 for Salt Fork 
 
 
 near 
 
 near 
 
 at Sewer 
 
 Outlet. 
 
 
 Monticello 
 
 Danville 
 
 
 
 
 (1) 
 
 (2) 
 
 (3) 
 
 (4) 
 
 
 Second-feet 
 
 per square mile 
 
 
 Thousand 
 
 
 
 
 
 Gallons 
 
 
 
 
 
 Daily 
 
 Jan. 1911 
 
 1,00 
 
 
 
 49,200 
 
 Feb. 
 
 .584 
 
 
 
 28,700 
 
 Mar. 
 
 .484 
 
 
 
 23,800 
 
 Apr. 
 
 1.22 
 
 
 
 59,900 
 
 May 
 
 .322 ' 
 
 
 
 15,800 
 
 June 
 
 .054 
 
 
 
 2,650 
 
 July 
 
 ,014 
 
 
 
 687 
 
 Aug. 
 
 .0088 
 
 
 
 432 
 
 Sept. 
 
 .589 
 
 
 
 28,900 
 
 Oct. 
 
 .951 
 
 
 
 46, 700 
 
 Nov. 
 
 1.33 
 
 
 
 65,300 
 
 Dec. 
 
 .909 
 
 
 
 44,700 
 
 Jan. 1912 
 
 .564 
 
 
 
 27,700 
 
 Feb. 
 
 .840 
 
 
 
 41,200 
 
 Mar, . 
 
 3.89 
 
 
 
 191,000 
 
 Apr . . 
 
 2.35 
 
 
 
 115,400 
 
 May 
 
 1.93 
 
 
 
 94,800 
 
 June 
 
 .264 
 
 
 
 12,960 
 
 July 
 
 .575 
 
 
 
 28,300 
 
 Aug. 
 
 .139 
 
 
 
 6,920 
 
 Sept. 
 
 .037 
 
 
 
 1,817 
 
 Oct. 
 
 — — — 
 
 
 
 
 Nov, 
 
 ,320 
 
 
 
 15,700 
 
 Deo. 
 
 .104 
 
 
 
 5,110 
 
 July 1914 
 
 ,014 
 
 
 
 687 
 
 Aug. 
 
 .0065 
 
 
 
 319 
 
 Sept. 
 
 ,012 
 
 
 
 589 
 
 Oct. 
 
 .0080 
 
 
 
 393 
 
 Nov. 
 
 .010 
 
 .015 
 
 .012 
 
 589 
 
 Dec. 
 
 .015 
 
 .021 
 
 .018 
 
 884 
 
 Jan. 1915 
 
 .014 
 
 ,023 
 
 .018 
 
 884 
 
 Feb, 
 
 .842 
 
 .702 
 
 .772 
 
 37,900 
 
 Mar , 
 
 .161 
 
 .255 
 
 .208 
 
 10,220 
 

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 1 
 
 I 
 
 I 
 
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 f 
 
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 'j. 
 
 
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 u 
 
 r 
 
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 r 
 
 f; 
 
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 V ■■ 
 
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 I 
 
 S • 'A 
 
 u 
 
 ■i 
 
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 i| 
 
 7T 
 
 ■j 
 
 I 
 
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43 
 
 TABLE II. CONT, 
 
 STREAM RUNOFF. 
 
 Month Sangamon Vermilion Estimate for Salt Fork 
 
 near near at Sewer Outlet. 
 
 
 Monticello Da nville 
 
 U) (2) (3) 
 
 Second-feet per square mile 
 
 (4) 
 
 Thousand 
 
 Gallons 
 
 Daily 
 
 Jan. 
 
 1918 .017 
 
 835 
 
 Feb. 
 
 ^.16 
 
 106,000 
 
 Mar. 
 
 .275 
 
 13,500 
 
 Apr . 
 
 1.13 
 
 55,500 
 
 May 
 
 1.14 
 
 56,000 
 
 June 
 
 .667 
 
 32,700 
 
 July 
 
 .778 
 
 38,200 
 
 Aug. 
 
 .055 
 
 2,700 
 
 Sept. 
 
 .431 
 
 (1) Mean monthly discharge -from U. S. 
 
 21,100 
 G. S. water 
 
 supply papers 265, 285, 305, 325, 405, 435, 455, 475* 
 Drainage area 550 sq. mi. 
 
 (2) Water supply papers 403, 433, 453. 
 Dr a inage area 1280 sq. mi. 
 
 (3) The a verage of (l) and (2). 
 
 (4) Based on drainage area 76 sq. mi. 
 
44 
 
 TABIiHl III. 
 
 ESTIIvL-.TS OF MIKII'aUI’vl FLOV/ III SALT FORK 
 Based on 109 Months of Record. 
 
 Thousand 
 
 i;i onths 
 
 Per Cent 
 
 Gallons 
 
 Daily 
 
 Occur ring 
 
 of Time 
 
 300 
 
 109 
 
 100.0 
 
 350 
 
 108 
 
 99.2 
 
 400 
 
 107 
 
 98.2 
 
 450 
 
 1C 6 
 
 97.3 
 
 500 
 
 106 
 
 97.3 
 
 550 
 
 106 
 
 97.3 
 
 600 
 
 103 
 
 94.5 
 
 650 
 
 102 
 
 93.6 
 
 700 
 
 100 
 
 91.8 
 
 750 
 
 100 
 
 91.8 
 
 800 
 
 100 
 
 91.8 
 
 850 
 
 98 
 
 89.9 
 
 5,000 
 
 72 
 
 66.1 
 
 10,000 
 
 58 
 
 53.2 
 
 20,000 
 
 49 
 
 45.0 
 
 30,000 
 
 39 
 
 35.8 
 
 60,000 
 
 18 
 
 16.5 
 
 90,000 
 
 12 
 
 11.0 
 
 120,000 
 
 5 
 
 4.6 
 
 150,000 
 
 3 
 
 2.8 
 
 180,000 
 
 2 
 
 1.8 
 
 210,000 
 
 1 
 
 .9 
 
 24j ,000 
 
 1 
 
 .9 
 
 270,000 
 
 1 
 
 . 9 
 
 300,000 
 
 1 
 
 .9 
 
lO 
 
 tn 
 
 PI 
 
 Bi 
 
 CO 
 
 trt 
 
 :X2 
 
 m 
 
 o 
 
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49 
 
 TABLE VII. 
 POPULATION. 
 
 Year 
 
 Champai gn 
 & Urbana 
 
 Rockford 
 
 S, Bend 
 Indiana 
 
 P eoria 
 
 Decatur 
 
 Dan- 
 
 ville 
 
 Univ. 
 
 of 
 
 111. 
 
 1860 
 
 3,765 
 
 6,979 
 
 3,803 
 
 14,045 
 
 3,839 
 
 1,632 
 
 
 1870 
 
 6,902 
 
 11,049 
 
 7,206 
 
 22 ,849 
 
 7,161 
 
 4,751 
 
 
 1880 
 
 8,045 
 
 13,129 
 
 13,280 
 
 29,259 
 
 9,547 
 
 7,733 
 
 
 1890 
 
 9,350 
 
 23,584 
 
 21,819 
 
 41,024 
 
 16,841 
 
 11,491 
 
 
 1900 
 
 14,826 
 
 31,051 
 
 35,999 
 
 56,100 
 
 20,75 4 
 
 16,354 
 
 
 1910 
 
 20 , 66o 
 
 45,401 
 
 53,684 
 
 66,950 
 
 31,140 
 
 27,871 
 
 
 1980 
 
 26,103 
 
 65,651 
 
 70,983 
 
 76,121 
 
 43,818 
 
 33,750 
 
 7,839 
 
 1936 
 
 41,600 
 
 
 
 
 
 
 19,000 
 
 1946 
 
 51,200 
 
 
 
 
 
 
 21,000 
 
 1950 
 
 55,100 
 
 
 
 
 
 
 
 1850 
 
 
 2,093 
 
 1,652 
 
 5,095 
 
 
 736 
 
 
 Year when 
 population^: 
 26,103 1920 
 
 1893 
 
 1893 
 
 1875 
 
 1905 
 
 1908 
 
 
 (Estimated annual increase in population = 967 for Ohampaign and 
 Urbana. ) 
 
50 
 
 TABLE VIII. 
 
 Net Attendance for Each Academic Tear in the Champaig;n 
 and Urbana Departments of the University. From a 
 Tabulation in the Office of the Supervising Architect. 
 
 Year 
 
 Attendance 
 
 Y ear 
 
 A tte 
 
 1869-70 
 
 ISO 
 
 1897 
 
 699 
 
 71 
 
 277 
 
 98 
 
 8 35 
 
 72 
 
 434 
 
 99 
 
 973 
 
 73 
 
 4-00 
 
 1899-1900 
 
 1156 
 
 74 
 
 405 
 
 01 
 
 1341 
 
 75 
 
 373 
 
 02 
 
 1549 
 
 76 
 
 383 
 
 03 
 
 18 36 
 
 77 
 
 274 
 
 04 
 
 2188 
 
 78 
 
 256 
 
 05 
 
 2376 
 
 79 
 
 276 
 
 06 
 
 2616 
 
 80 
 
 303 
 
 07 
 
 2866 
 
 81 
 
 302 
 
 08 
 
 3223 
 
 82 
 
 281 
 
 09 
 
 3463 
 
 83 
 
 282 
 
 1910 
 
 3676 
 
 84 
 
 245 
 
 11 
 
 3793 
 
 95 
 
 273 
 
 12 
 
 3983 
 
 86 
 
 2’^6 
 
 13 
 
 4002 
 
 87 
 
 252 
 
 14 
 
 4338 
 
 88 
 
 274 
 
 15 
 
 4928 
 
 89 
 
 296 
 
 16' 
 
 5270 
 
 90 
 
 356 
 
 17 
 
 5610 
 
 91 
 
 387 
 
 18 
 
 4504 
 
 92 
 
 420 
 
 19 
 
 6123 
 
 93 
 
 518 
 
 20 
 
 7839 
 
 94 
 
 552 
 
 1920-1921 
 
 7989 
 
 95 
 
 633 
 
 1921-1922 
 
 8714 
 
 96 
 
 682 
 
 
 
51 
 
 TABLE IX. 
 
 Champaign Sewage 
 
 Rate of Flow at the Plant on Typical Days 
 in Thousand Gallons per Day. 
 
 Time 
 
 A.M. 
 
 S 
 
 
 W 
 
 M 
 
 8: 30-9: 30 
 
 972, 
 
 
 120 3 
 
 875 
 
 9: 30-10: 30 
 
 1080. 
 
 
 1320 
 
 1110 
 
 10: 30=11: 30 
 
 1110 
 
 
 1330 
 
 1170 
 
 11: 30-12: 30 
 
 1040 
 
 
 1260 
 
 1140 
 
 P. M. 
 
 12: k)-l: 30 
 
 372 
 
 
 1230 
 
 1100 
 
 1- 30-2* 30 
 
 1010 
 
 
 1230 
 
 945 
 
 2: 30-3: 30 
 
 372 
 
 
 1330 
 
 952 
 
 3: 30-4: 30 
 
 1040 
 
 
 1200 
 
 1070 
 
 4: 30-5 : 30 
 
 1010 
 
 
 1200 
 
 1080 
 
 5: 30-6: 30 
 
 1110 
 
 
 1200 
 
 914 
 
 6: 30-7: 30 
 
 1110 
 
 
 1200 
 
 833 
 
 7: 30-8: 30 
 
 972 
 
 
 1200 
 
 828 
 
 8 : 30-g : 30 
 
 310 
 
 
 1140 
 
 770 
 
 3: 30-10: 30 
 
 850 
 
 
 1140 
 
 740 
 
 10: 30-11: 30 
 
 702 
 
 
 800 
 
 742 
 
 11: 30-12: 30 
 
 730 
 
 
 890 
 
 643 
 
 A H 
 
 12:'.30-1: 30 
 
 702 
 
 
 360 
 
 640 
 
 1*30-2* 30 
 
 340 
 
 
 740 
 
 643 
 
 2: 30-3: 30 
 
 438 
 
 
 620 
 
 677 
 
 3. 30-4* 30 
 
 438 
 
 
 570 
 
 1190 
 
 4* 30-5: 30' 
 
 475 
 
 
 570 
 
 1440 
 
 5: 30-6* 30 
 6* 30-7* 30 
 
 402 
 
 452 
 
 
 l?8 
 
 1730 
 
 2330 
 
 ?: 30-sJ 30 
 
 610 
 
 
 8 30 
 
 2930 
 
 
 
 
 
 2620 
 
 Mean 
 
 828 
 
 
 1015 
 
 1166 
 
 0 = Typical 
 
 summer day. 
 
 Wed. July 13,1921 
 
 
 
 winter, ” 
 
 ” jan. 
 
 .12,1920 , 
 
 
 il - Sept. 2, 
 
 1321. Shows 
 
 effect of 
 
 rain. Only 
 
 a tr 
 
 rain was recorded, for the day. 
 
 of 
 
 NOTE: 
 
 The miniimn recorded 
 300,000 gallons per 
 recorded hourly rate 
 
 rate of flow for one hour = 
 
 day on August 6, 1921. The maximum 
 is shown under M. 
 
r* ' 
 
 I 
 
 / 
 
 » 
 
 •S 
 
 ( 
 
 \ 
 
 4 
 
 
 ( 
 
 I 
 
 f 
 
 
 0 
 
 
 i 
 
 ^ . r 
 
 f • 
 
 
 1 \ 
 
 {■ 'n 
 
 "’I 
 
 Vi 
 
 i 
 
 J’ 
 
 • j 
 
 Ci 
 
 
 
 
 
 ^ r • 
 
 
 
 
 i, 
 
 V 
 
 « 
 
 i: i 
 
s 
 
 TABLE X. 
 
 WEEKLY AVERAGES OF HOURLY FLOW IN THE CPIA?/!PAIGN SEWER. 
 Unit Rate given in 1000-Gal. per hour. 
 
 Cay 
 
 Saturday 
 
 Saturday 
 
 Monday 
 
 Mo nday 
 
 Monday 
 
 Saturday 
 
 Date 
 
 J an . 1 
 
 eb . 19 
 
 Mar . 21 
 
 May 16 
 
 June c 
 
 June 25 
 
 
 to 
 
 to 
 
 to 
 
 to 
 
 to 
 
 to 
 
 Period 
 
 J an . 7 
 
 Feb. 26 
 
 Mar . 28 
 
 May 23 
 
 June 13 
 
 July 2 
 
 All 8:30-9:30 
 
 49.0 
 
 52,5 
 
 80 . 5 
 
 62.5 
 
 67.5 
 
 43.5 
 
 9: 30-10: 30 
 
 58.5 
 
 59.5 
 
 83.0 
 
 70.5 
 
 72,5 
 
 50.0 
 
 10: 30-11-30 
 
 58.5 
 
 60,0 
 
 84.0 
 
 70,0 
 
 73.5 
 
 50.0 
 
 11: 30-12: 30 
 
 59.0 
 
 58.5 
 
 84.0 
 
 68.0 
 
 74.0 
 
 50.0 
 
 PHI 2: 30-1: 30 
 
 57.0 
 
 58.0 
 
 83.0 
 
 67.0 
 
 75.5 
 
 49.0 
 
 1: 30-2: 30 
 
 56.0 
 
 55.5 
 
 83.5 
 
 64.0 
 
 70.5 
 
 44.5 
 
 2: 30-3: 30 
 
 58.0 
 
 57.5 
 
 82.5 
 
 64.5 
 
 71.0 
 
 43.5 
 
 3:30-4: 30 
 
 56.5 
 
 56,0 
 
 81.5 
 
 64. 5 
 
 70.0 
 
 49.0 
 
 4:30-5:30 
 
 56.5 
 
 54.0 
 
 81,5 
 
 62.5 
 
 67.0 
 
 48.0 
 
 5: 30-6: 30 
 
 55.0 
 
 53.0 
 
 81.5 
 
 60.0 
 
 64,0 
 
 45.0 
 
 6:30-7: 30 
 
 54.0 
 
 53.0 
 
 81.0 
 
 62.0 
 
 63.0 
 
 43.0 
 
 7:30-8:30 
 
 53.0 
 
 51.0 
 
 77.5 
 
 58.0 
 
 59,5 
 
 43.0 
 
 8:30-9: 30 
 
 53.0 
 
 47.5 
 
 76.5 
 
 56.5 
 
 57.0 
 
 37.5 
 
 9: 30-10: 30 
 
 51.5 
 
 46.5 
 
 75.5 
 
 53.0 
 
 53.5 
 
 37.5 
 
 10: 30-11: 30 
 
 46.0 
 
 44.0 
 
 74.5 
 
 46.0 
 
 51.6 
 
 34.0 
 
 AMll: 30-12: 30 
 
 44.0 
 
 43.0 
 
 73.5 
 
 45.0 
 
 51.0 
 
 33.0 
 
 12: 30-1: 30 
 
 42.5 
 
 41.0 
 
 73.5 
 
 36.0 
 
 49.5 
 
 30.5 
 
 1:30-2:30 
 
 36.0 
 
 37.0 
 
 71.5 
 
 33.0 
 
 46.5 
 
 27.5 
 
 2: 30—3: 30 
 
 32.5 
 
 33.0 
 
 70,0 
 
 33.0 
 
 43.5 
 
 25 . 5 
 
 3:30 -4:30 
 
 30.0 
 
 29.0 
 
 70.0 
 
 29.0 
 
 42.5 
 
 25,0 
 
 4: 3^'-5: 30 
 
 29.5 
 
 28.5 
 
 69.5 
 
 33.0 
 
 40.5 
 
 22.0 
 
 5: 30-6:30 
 
 29.0 
 
 28.5 
 
 74.5 
 
 37.5 
 
 40.0 
 
 21.0 
 
 6:30-7: 30 
 
 31.0 
 
 31.0 
 
 74.5 
 
 36.5 
 
 42.0 
 
 26.5 
 
 7: 30-8: 30 
 
 32.0 
 
 39.0 
 
 78.0 
 
 41.0 
 
 51.0 
 
 33.5 
 
1 
 
TABLE X. Cont. 
 
 Day- 
 
 Wednesday 
 
 Tuesday 
 
 Tuesday 
 
 Friday 
 
 S aturd ay 
 
 Wednes- 
 
 Date 
 
 July 20 
 
 Aug. 3 
 
 Aug. 16 
 
 Sept. 2 
 
 Nov. 17 
 
 day, De 
 
 
 to 
 
 to 
 
 to 
 
 to 
 
 to 
 
 Dec. 7t( 
 
 Period 
 
 July 27 
 
 Au g. 10 
 
 Aug. 23 
 
 Sept, 9 
 
 Nov. 23 
 
 Dec. 14 
 
 AM 8 : 30-9 : 30 
 
 36.5 
 
 37.0 
 
 35.0 
 
 62.5 
 
 88.0 
 
 73.0 
 
 9: 30-10: 30 
 
 44.0 
 
 40.0 
 
 45.5 
 
 62.5 
 
 91.5 
 
 79.0 
 
 10: 30rll: 30 
 
 46.0 
 
 49.0 
 
 49.0 
 
 62.5 
 
 91.0 
 
 82.5 
 
 11:30-12: 30 
 
 45.0 
 
 46.5 
 
 46.0 
 
 60.0 
 
 90.5 
 
 82.0 
 
 PM12: 30-1: 30 
 
 44.5 
 
 43.5 
 
 43.0 
 
 57.5 
 
 89.0 
 
 81,0 
 
 1:30-2: 30 
 
 42.0 
 
 43,0 
 
 ^0 . 0 
 
 57.0 
 
 87.5 
 
 82.0 
 
 2:30-3:30 
 
 44.0 
 
 42.0 
 
 39.0 
 
 56.0 
 
 87.0 
 
 82 . 5 
 
 3: 30-4: 30 
 
 45.0 
 
 42.0 
 
 38.5 
 
 54.5 
 
 86.0 
 
 81.5 
 
 4: 30-5 : 30 
 
 44.0 
 
 41.5 
 
 38,0 
 
 53.0 
 
 85.5 
 
 79.0 
 
 5: 30-6: 30 
 
 41.0 
 
 41.0 
 
 37.5 
 
 51.0 
 
 85.0 
 
 79.5 
 
 S: 30-7: 30 
 
 39.5 
 
 39 . 0 
 
 34.5 
 
 49.0 
 
 83,5 
 
 SO.O 
 
 7: 30-8: 30 
 
 36.0 
 
 38.0 
 
 31.0 
 
 48.0 
 
 32.0 
 
 SO.O 
 
 8: 30-9: 30 
 
 34.0 
 
 36.0 
 
 29.5 
 
 46.5 
 
 . 82.0 
 
 79.5 
 
 9: 30-10: 30 
 
 33.5 
 
 34.0 
 
 28.0 
 
 45.5 
 
 82.5 
 
 78.0 
 
 10: 30-11: 30 
 
 30.0 
 
 31.0 
 
 26.0 
 
 42.0 
 
 82.5 
 
 76.5 
 
 AHll: 30-12: 30 
 
 27.5 
 
 28. 5 
 
 24.5 
 
 40.5 
 
 82.5 
 
 76.0 
 
 1: 30-2: 30 
 
 24.0 
 
 27.0 
 
 22.0 
 
 38.5 
 
 81.0 
 
 75.0 
 
 2: 30-3: 30 
 
 23.5 
 
 24.0 
 
 20.0 
 
 37,5 
 
 80,5 
 
 71,0 
 
 3:30-4: 30 
 
 21.5 
 
 21.5 
 
 19.5 
 
 36,5 
 
 80.0 
 
 38. 5 
 
 4: 3'^-5: 30 
 
 20.5 
 
 2C.0 
 
 19.0 
 
 38.5 
 
 79.0 
 
 65.5 
 
 5:30-6:30 
 
 19.5 
 
 19.0 
 
 20.5 
 
 44.5 
 
 79,0 
 
 33.0 
 
 6: 30-7: 30 
 
 18.5 
 
 21.5 
 
 24.5 
 
 46.0 
 
 79,0 
 
 58.0 
 
 7: 30-8; 30 
 
 18.0 
 
 24.0 
 
 26.0 
 
 48.0 
 
 82.0 
 
 53.5 
 
 8 : 30-9 ; 30 
 
 24.5 
 
 27.0 
 
 28.0 
 
 56,0 
 
 84,5 
 
 60.5 
 
N 
 
 ■I. 
 
 I 
 
 I: 
 
 
M. 
 
 TABLE XI, 
 
 I:IEAN RATE OF FLOW IN THOUSAND GALLON UNITS DAILY FOR 
 
 TYPICAL WEEKS. 
 
 Champaign's Sewage 
 
 Day 
 
 July 
 
 Rfl. Feb. Rfl. 
 
 May 
 
 25-31 
 
 
 10-16 
 
 20-26 
 
 
 inc. 
 
 inc. 
 
 inc . 
 
 Sun. 
 Mon. 
 Tues, 
 Vi ed. 
 
 
 
 2150 
 
 Thurs. 
 
 
 
 2544 
 
 Fri. 
 
 
 , 26 
 
 2453 
 
 Sat. 
 
 
 
 2185 
 
 bun. 
 
 755 
 
 1038 
 
 2082 
 
 Mon. 
 
 865 
 
 1151 
 
 2117 
 
 Tues. 
 
 856 
 
 1162 .01 
 
 2130 
 
 Wed. 
 
 827 
 
 1138 
 
 
 Thurs. 
 
 877 
 
 1113 
 
 
 i>r i. 
 
 790 
 
 1104 
 
 
 Sat. 
 
 844 
 
 1096 
 
 
 Mean 
 
 831 
 
 1115 
 
 2237 
 
 
 Corrected 
 
 Univers 
 
 ity Pumnau 5 
 
 Rfl. 
 
 Jan, 
 
 Feb. 
 
 May 
 
 
 10-16 
 
 20-26 
 
 25-31 
 
 1.10 
 
 
 
 473 
 
 3.60 
 
 
 
 293 
 
 .06 
 
 
 
 460 
 
 .01 
 
 
 
 448 
 
 
 337 
 
 461 
 
 381 
 
 
 546 
 
 319 
 
 352 
 
 
 798 
 
 531 
 
 709 
 
 
 490 
 
 450 
 
 
 
 525 
 
 361 
 
 
 
 291 
 
 466 
 
 
 
 783 
 
 471 
 
 
 Ril = Rainfall during day. 
 
TABLE XII 
 
 D5 
 
 Champaign 19B1 
 
 
 MEAN V®EKLY SE?JA 
 
 GE FLOWS 
 
 IN TROUSANR 
 
 GALLONS 
 
 DAILY, 
 
 We©}f 
 
 Flow 
 
 Rainfall 
 
 Week 
 
 Flov; 
 
 Rainfall 
 
 Ending 
 
 
 
 Ending 
 
 
 
 Jan. 1 
 
 1315 
 
 .02 
 
 July 2 
 
 910 
 
 rzr> 
 
 » 8 
 
 1102 
 
 .17 
 
 ” 9 
 
 922 
 
 .26 
 
 •• 15 
 
 1012 
 
 .13 
 
 " 16 
 
 827 
 
 
 ” 22 
 
 1025 
 
 .50 
 
 ” 23 
 
 862 
 
 .92 
 
 ” 39 
 
 1076 
 
 .22 
 
 ” 30 
 
 917 
 
 1.28 
 
 Feb. 5 
 
 1183 
 
 .71 
 
 Aug. 6 
 
 853 
 
 1.20 
 
 ” 12 
 
 1260 
 
 . 33 
 
 " 13 
 
 962 
 
 1,94 
 
 " 19 
 
 1147 
 
 
 ” 20 
 
 778 
 
 .14 
 
 " 26 
 
 1114 
 
 .01 
 
 " 27 
 
 877 
 
 .98 
 
 Max . 5 
 
 1112 
 
 .35 
 
 Sept. 3 
 
 991 
 
 1,17 
 
 ” 12 
 
 1614 
 
 ^ 
 
 " 10 
 
 1060 
 
 1,74 
 
 ” 19 
 
 1925 
 
 .10 
 
 " 17 
 
 978 
 
 .88 
 
 ” 26 
 
 1816 
 
 1.92 
 
 " 24 
 
 1120 
 
 .59 
 
 Apr. 2 
 
 1887 
 
 1.32 
 
 Oct. ]. 
 
 1130 
 
 1,23 
 
 ” 9 
 
 1904 
 
 .23 
 
 " 8 
 
 1290 
 
 .78 
 
 ” 13 
 
 
 1.37 
 
 " 15 
 
 1100 
 
 
 ” 23 
 
 
 1.35 
 
 ” 22 
 
 1280 
 
 .33 
 
 " 30 
 
 
 1.57 
 
 ” 29 
 
 1140 
 
 1.05 
 
 May 7 
 
 2121 
 
 .10 
 
 Nov. 5 
 
 1090 
 
 .074 
 
 I. 14 
 
 1650 
 
 . 39 
 
 12 
 
 
 0.69 
 
 " 21 
 
 1285 
 
 
 ” 19 
 
 2040 
 
 4.0? 
 
 “ 28 
 
 1857 
 
 4.77 
 
 "26 
 
 2070 
 
 . 15 
 
 June 4 
 
 2030 
 
 .42 
 
 Dec. 3 
 
 2090 
 
 .31 
 
 ” 11 
 
 1460 
 
 .36 
 
 " 10 
 
 1820 
 
 .01 
 
 " 18 
 
 1110 
 
 . 69 
 
 " 17 
 
 1410 
 
 ,71 
 
 » 25 
 
 1020 
 
 .57 
 
 " 24 
 
 
 
 
 
 
 ” 31 
 
 
 

56 
 
 TABLE XIII, 
 
 WATER EXCHANGED BETWEEN THE CHAiiPAIGN AIT3 tjrbANA 
 water company and THE UNIVERSITY OF ILLINOIS. 
 
 (Part a) 
 
 Puinped by City to University 
 
 Date 
 
 June 24,1320 
 August 15 
 October 10 
 November 7 
 January 2,1921 
 March 13 
 
 Thousand 
 
 Gallons 
 
 54 
 
 208 
 
 242 
 
 242 
 
 215 
 
 201 
 
 (Part b) 
 
 Pumped by University to City 
 
 May 
 
 18,1921 
 
 195 
 
 tt 
 
 19 
 
 255 
 
 «i 
 
 20 
 
 242 
 
 It 
 
 21 
 
 255 
 
 tt 
 
 22 
 
 275 
 
 tt 
 
 24 
 
 215 
 
 It 
 
 25 
 
 248 
 
 ?i 
 
 26 
 
 269 
 
 June 1 
 
 262 
 
 It 
 
 2 
 
 262 
 
 tt 
 
 4 
 
 382 
 
 tt 
 
 8 
 
 242 
 
 It 
 
 9 
 
 289 
 
 Tt 
 
 10 
 
 248 
 
 n 
 
 14 
 
 255 
 
 ft 
 
 15 
 
 269 
 
 It 
 
 18 
 
 295 
 
 n 
 
 21 
 
 242 
 
 It 
 
 24 
 
 295 
 
 tt 
 
 
 235 
 
 ti 
 
 28 
 
 242 
 
 Jdly 
 
 • 1 
 
 248 
 
 H 
 
 2 
 
 221 
 
 II 
 
 3 
 
 242 
 
 II 
 
 6 
 
 242 
 
 ft 
 
 7 
 
 215 
 
 l« 
 
 13 
 
 295 
 
 li 
 
 14 
 
 261 
 
 U 
 
 15 
 
 295 
 
 n 
 
 17 
 
 282 
 
 it 
 
 20 
 
 261 
 
 II 
 
 26 
 
 269 
 
 ti 
 
 28 
 
 255 
 
 II 
 
 29 
 
 269 
 
5T 
 
 TABLE XIII. Cont. 
 
 (Part b.Cont.} 
 
 Pumped by University to City. 
 
 Thousand 
 
 Gallons 
 
 Sept 
 
 ..27,1921 
 
 255 
 
 t! 
 
 29 
 
 369 
 
 ii 
 
 30 
 
 235 
 
 Oct. 
 
 1 
 
 282 
 
 ti 
 
 5 
 
 275 
 
 n 
 
 7 
 
 242 
 
 t» 
 
 9 
 
 295 
 
 It 
 
 13 
 
 161 
 
 II 
 
 25 
 
 269 
 
 14 
 
 28 
 
 259 
 
 Nol^. 
 
 2 
 
 269 
 
 II 
 
 4 
 
 248 
 
 n 
 
 5 
 
 242 
 
 11 
 
 11 
 
 295 
 
 II 
 
 14 
 
 289 
 
 It 
 
 15 
 
 269 
 
 11 
 
 22 
 
 208 
 
 Ii 
 
 30 
 
 175 
 
 Dec. 
 
 3 
 
 269 
 
 n 
 
 5 
 
 235 
 
 II 
 
 7 
 
 221 
 
 II 
 
 10 
 
 248 
 
 11 
 
 13 
 
 201 
 
 11 
 
 16 
 
 224 
 
 II 
 
 17 
 
 221 
 
 Ii 
 
 18 
 
 201 
 
 II 
 
 22 
 
 255 
 
 Jan. 
 
 3,1922 
 
 295 
 
 II 
 
 6 
 
 287 
 
 II 
 
 7 
 
 228 
 
 II 
 
 9 
 
 302 
 
 n 
 
 10 
 
 375 
 
 n 
 
 11 
 
 215 
 
 II 
 
 12 
 
 228 
 
 n 
 
 13 
 
 248 
 
 II 
 
 14 
 
 215 
 
58 
 
 TABLE XIV. 
 
 CORKECTE-n RATE OF HOURLY PUMP AGE AT UNIVERSITY OF ILLINOIS 
 
 ON TODITESDAYS. 
 
 1921. 
 
 March 9 August 3 
 
 Thousand Gallons Thousand Gallons 
 
 
 Daily. 
 
 Daily. 
 
 6 to 7 A.M. 
 
 341 
 
 485 
 
 n 
 
 t 
 
 468 
 
 377 
 
 8 
 
 701 
 
 485 
 
 9 
 
 754 
 
 485 
 
 10 
 
 898 
 
 609 
 
 11 
 
 701 
 
 665 
 
 12 M 
 
 540 
 
 432 
 
 1 P.M. 
 
 521 
 
 432 
 
 2 
 
 521 
 
 557 
 
 3 
 
 573 
 
 503 
 
 4 
 
 573 
 
 485 
 
 5 
 
 665 
 
 485 
 
 6 
 
 521 
 
 360 
 
 7 
 
 412 
 
 485 
 
 c 
 
 432 
 
 468 
 
 9 
 
 396 
 
 485 
 
 10 
 
 341 
 
 432 
 
 11 
 
 341 
 
 283 
 
 12 M. N. 
 
 360 
 
 216 
 
 1 A.M. 
 
 324 
 
 252 
 
 2 
 
 324 
 
 252 
 
 3 
 
 341 
 
 252 
 
 4 
 
 341 
 
 233 
 
 5 
 
 324 
 
 233 
 

 
 59 
 
 
 
 
 
 TABLE XV. 
 
 
 
 
 UNIVERSITY OF ILLINOIS 
 
 
 
 MEAN 
 
 WEEKLY PUMPIGE IN 
 
 THOUSAI'ID 
 
 
 
 
 GALLO l^TS DAILY. 
 
 
 
 
 Week Ending 
 
 Rate of 
 
 Week Finding 
 
 Rate of 
 
 
 
 Flow 
 
 
 Flow 
 
 
 January 1 
 
 326 
 
 July 2 
 
 628 
 
 
 » 8 
 
 410 
 
 " 9 
 
 585 
 
 
 " 15 
 
 430 
 
 " 16 
 
 660 
 
 
 22 
 
 424 
 
 " 23 
 
 525 
 
 
 " 29 
 
 422 
 
 " 30 
 
 592 
 
 
 February 5 
 
 414 
 
 August 6 
 
 424 
 
 
 " 12 
 
 423 
 
 ” 13 
 
 428 
 
 
 " 19 
 
 380 
 
 " 20 
 
 366 
 
 
 ” 26 
 
 440 
 
 ” 27 
 
 381 
 
 
 March 5 
 
 474 
 
 September 3 
 
 416 
 
 
 " 12 
 
 472 
 
 " 10 
 
 357 
 
 
 " 19 
 
 472 
 
 ” 17 
 
 395 
 
 
 " 26 
 
 444 
 
 It 24 
 
 437 
 
 
 April 2 
 
 453 
 
 October 1 
 
 572 
 
 
 « 9 
 
 493 
 
 ” 8 
 
 5 37 
 
 
 '* 16 
 
 481 
 
 ” 15 
 
 533 
 
 
 " 23 
 
 487 
 
 ” 22 
 
 472 
 
 
 •' 30 
 
 482* 
 
 ” 29 
 
 523 
 
 
 May 7 
 
 463* 
 
 November 5 
 
 566 
 
 - 
 
 ”14 
 
 516* 
 
 " 12 
 
 515 
 
 
 ”21 
 
 620* 
 
 " 19 
 
 552 
 
 
 "28 
 
 554 
 
 " 26 
 
 477 
 
 
 June 4 
 
 529 
 
 December 3 
 
 565 
 
 
 " 11 
 
 503 
 
 ” 10 
 
 570 
 
 
 " 12 
 
 554 
 
 ,1 17 
 
 577 
 
 
 " 25 
 
 536 
 
 " 24 
 
 452 
 
 
 II 
 
 
 " 31 
 
 343 
 
 
 
 
 1922 
 
 
 
 
 
 January 7 
 
 546 
 
 
 
 
 " 14 
 
 642 
 
 
 
 
 ” 21 
 
 636 
 
 
 
 
 " 28 
 
 635 
 
 
 Mean for year = 493, 
 
 
 
 
 Mean per student = ol,6 gallons daily 
 
 
 
 * Calculated 
 
 from pumpage from 
 
 well No. 6 at the 
 
 rate of 
 
 
 32,600 gallons per hour .. 
 
 
 
'A • • !T » 'll 
 
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 TABLE XVI 
 
 MEAN WEEKLY USE OF WATER BY UNIVERSITY OF ILLINOIS 
 
 THE UNIVERSITY PU'.TAGE CORRECTED FOR THE FLOW OF WATER 
 TO AND FROM THE MAINS OF TFIE CHAA'IPAiaN AND URBANA 
 WATER COMPANY. 
 
 Week 
 
 
 Thousand Gallons 
 
 Week 
 
 Thousand Gallon 
 
 Endi: 
 
 ng 
 
 Per Bay 
 
 Endi ng 
 
 Per Day 
 
 Jan, 
 
 1 
 
 326 
 
 July 
 
 1 
 
 492 
 
 n 
 
 8 
 
 471 
 
 It 
 
 9 
 
 443 
 
 1) 
 
 15 
 
 430 
 
 11 
 
 16 
 
 581 
 
 
 22 
 
 424 
 
 II 
 
 23 
 
 446 
 
 
 29 
 
 422 
 
 ii 
 
 30 
 
 477 
 
 Feb . 
 
 5 
 
 414 
 
 Aug. 
 
 6 
 
 424 
 
 f) 
 
 12 
 
 428 
 
 It 
 
 13 
 
 428 
 
 n 
 
 19 
 
 380 
 
 It 
 
 20 
 
 366 
 
 ?i 
 
 26 
 
 440 
 
 II 
 
 27 
 
 381 
 
 Mar, 
 
 5 
 
 474 
 
 Sept, 
 
 .3 
 
 416 
 
 ?i 
 
 12 
 
 472 
 
 tf 
 
 10 
 
 357 
 
 n 
 
 19 
 
 501 
 
 li 
 
 17 
 
 395 
 
 It 
 
 26 
 
 444 
 
 t) 
 
 24 
 
 437 
 
 April 2 
 
 453 
 
 Oct. 
 
 1 
 
 408 
 
 It 
 
 9 
 
 493 
 
 ft 
 
 8 
 
 464 
 
 It 
 
 16 
 
 481 
 
 n 
 
 15 
 
 468 
 
 It 
 
 23 
 
 487 
 
 if 
 
 22 
 
 472 
 
 li 
 
 30 
 
 482 
 
 n 
 
 29 
 
 448 
 
 May 7 
 
 
 463 
 
 Nov. 
 
 5 
 
 457 
 
 It 
 
 14 
 
 516 
 
 II 
 
 12 
 
 473 
 
 n 
 
 21 
 
 484 
 
 ti 
 
 19 
 
 472 
 
 It 
 
 28 
 
 411 
 
 tt 
 
 26 
 
 448 
 
 June 
 
 4 
 
 414 
 
 Dec. 
 
 3 
 
 501 
 
 It 
 
 11 
 
 391 
 
 11 
 
 10 
 
 469 
 
 it 
 
 18 
 
 438 
 
 II 
 
 17 
 
 485 
 
 It 
 
 25 
 
 459 
 
 •1 
 
 24 
 
 388 
 
 
 
 
 11 
 
 31 
 
 343 
 
 
 
 
 1922 
 
 
 
 
 
 Jan. 
 
 7 
 
 463 
 
 
 
 
 f1 
 
 14 
 
 429 
 
 Mean = 444. Thousand gallons dally. 
 
SI 
 
 TABLE XVII. 
 
 DISTRIBUTION OF UNIVERSITY PUMPAGE. 
 
 
 University Buildings Connected to Champaign Sanitary Sev;er. 
 
 
 r 
 
 Rate (1) 
 
 Vivarium 
 
 Y.W. C.A. 
 
 .95 
 
 33.5 
 
 Union (part) 
 
 l.OOe 
 
 
 Armory 
 
 6. 00 e 
 
 
 Hor ticul ture 
 
 .03 
 
 1.0 
 
 isolation Hospital 
 
 ,50e 
 
 
 Beef Cattle Buildings 
 
 3.00e 
 
 
 Mumford’s House 
 
 ,54 
 
 18.8 
 
 Stock Judging Pavilion 
 Dairy Barn & Milk-house 
 
 6.00 e 
 
 
 Gymnasium 
 
 5.87 
 
 206.6 
 
 Gym Annex 
 
 e 
 
 
 Education 
 
 2.59 
 
 91.3 
 
 Botany Green House 
 
 1.17 
 
 41.3 
 
 Wood Shop 
 Metal Shop 
 
 .01 
 
 ,4 
 
 Electrical Engineering Lab, 
 
 .07 
 
 2.4 
 
 Power House 
 
 
 63.1 (2) 
 
 Locomotive Test Lab. 
 Ceramics 
 
 1.56 
 
 54.8 
 
 Mining Lab. 
 
 .17 
 
 5.5 
 
 Transportation 
 
 12.50 
 
 439.6 
 
 M e ch an i c al E n gi ne ar i n g L ab . 
 
 .04 
 
 1.3 
 
 Unaccounted For 
 
 3.96 
 
 
 Total 
 
 45.96 
 
 
 Buildings Connected to Ur b ana Sewers. 
 
 
 Health Service 
 A.M. Lab, 
 
 Engineering Hall 
 
 ,70 
 
 24.6 
 
 Physics 
 
 1,47 
 
 51.9 
 
 Library 
 
 e 
 
 
 Administration 
 
 .94 
 
 33.1 
 
 University Hall 
 
 .93 
 
 32,9 
 
 Law 
 
 Natural History 
 
 1.32 
 
 43.6 
 
 Chemistry 
 
 12.80 
 
 455 . 5 
 
 Woman's Bldr. 
 
 3. 38 
 
 118.6 
 
 Lincoln 
 
 n O 
 
 • O 
 
 34.5 
 
 Auditorium 
 
 e 
 
 
 Agriculture 
 
 7.70. 
 
 270.8 
 
 A gricul tur al Gr een Hous e 
 
 .07 
 
 2.3 
 
 Smith Music 
 
 ,82 
 
 28.9 
 
 Horse Barn 
 
 l.OOe 
 
 Imp. Barn 
 
 11 00 e 
 
 
 Genetics 
 
 .07 
 
 2.5 
 
62 
 
 table XVII. Cont. 
 
 DISTRIBUTION OF UNIVERSITY PUMPAaE 
 University Buildings connected to Urbana Sanitary Sewers. 
 
 
 
 Rate 
 
 Farm Meoiianics 
 
 ,22 
 
 7.9 
 
 Agronomy 
 
 .05 
 
 1,7 
 
 Flow er Green-nous e 
 
 ,16 
 
 5.5 
 
 Horticulture Green-House 
 Unaccounted For 
 
 2.33 
 
 3,39 
 
 81.9 
 
 Total 3S.33 
 
 The Totals are as Follows: 
 
 Per Cent 
 
 Received by Champaign SevVers 45.36 
 
 ” " urbana « 3S.33 
 
 Not received by Sanitary " 14. 70 
 
 99.99 
 
 vl) The mean rate of flow for the three weeks Feb. 18, 
 to March 11, expressed in thousand gallons per 
 v/eek. 
 
 (2) Boiler make-up. 
 
 e Percenta.ge estimated (meter readings not available). 
 * The per cent of the total average. 
 
f 
 
 
 
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§5 
 
 TABLE XIX. 
 
 CHA^'IPATGN AW UREANA 1936 ESTIMATE 
 ilEAN DAILY SEWAGE FLOW FOR TYPICAL WEEKS. 
 
 MILLION GALLONS DAILY. 
 
 Day 
 
 1931 
 
 4:6. Ofa 
 
 Use 
 
 Corrected 
 
 294$ 
 
 20 3< 
 
 1936 
 
 
 C, Flow 
 
 at U. of I . 
 
 C . Flow 
 
 Correcti^ 
 
 Use at 
 
 Estimate 
 
 
 
 
 
 
 C. Flow 
 
 U.of I. 
 
 
 
 
 
 Dry 
 
 Summer Week 
 
 
 
 
 Sun. 
 
 .76 
 
 .16 
 
 
 .60 
 
 1.76 
 
 ,68 
 
 2.44 
 
 Mon. 
 
 .87 
 
 .25 
 
 
 .62 
 
 1.82 
 
 1.11 
 
 2.93 
 
 Tues. 
 
 .86 
 
 .37 
 
 
 .49 
 
 1.44 
 
 1.62 
 
 3,06 
 
 Wed. 
 
 .83 
 
 .22 
 
 
 , 61 
 
 1.79 
 
 .99 
 
 2.78 
 
 Thur s . 
 
 .88 
 
 .24 
 
 
 .64 
 
 1.88 
 
 1,07 
 
 2.95 
 
 I‘r i. 
 
 .79 
 
 ,13 
 
 
 .66 
 
 1.94 
 
 .59 
 
 2.53 
 
 Sat. 
 
 .84 
 
 .36 
 
 
 .48 
 
 1.41 
 
 1.59 
 
 3,00 
 
 Mean 
 
 .83 
 
 
 
 
 
 
 2.31 
 
 
 
 
 Dry 
 
 Winter Week 
 
 
 
 
 Sun. 
 
 1.04 
 
 .21 
 
 
 ,83 
 
 2.44 
 
 .94 
 
 3.38 
 
 Mon. 
 
 1.15 
 
 .15 
 
 
 1.00 
 
 2.94 
 
 .65 
 
 3.59 
 
 Tues. 
 
 1.16 
 
 . 24 
 
 
 .92 
 
 2.71 
 
 1.C8 
 
 3,79 
 
 Wed. 
 
 1.14 
 
 .21 
 
 
 .93 
 
 2.73 
 
 .91 
 
 3.64 
 
 Thur s . 
 
 1.11 
 
 .18 
 
 
 .93 
 
 2.73 
 
 .77 
 
 3,50 
 
 Fri, . 
 
 1.10 
 
 .21 
 
 
 .89 
 
 2. 32 
 
 .95 
 
 3.57 
 
 Sat . 
 
 1.10 
 
 ,22 
 
 
 .88 
 
 2.59 
 
 ,96 
 
 3,55 
 
 Mean 
 
 1.13 
 
 
 
 
 
 
 3,57 
 
 
 
 
 Wet Spring Week 
 
 
 
 
 Wed, 
 
 2.15 
 
 .22 
 
 
 1.93 
 
 5,67 
 
 .96 
 
 6.63 
 
 Thur 8 . 
 
 2.54 
 
 .13 
 
 
 2.41 
 
 7.08 
 
 .59 
 
 7.67 
 
 Fr3 . 
 
 2,45 
 
 .21 
 
 
 2,24 
 
 6.58 
 
 .93 
 
 7.51 
 
 Sat. 
 
 2.19 
 
 . 31 
 
 
 1.98 
 
 5.82 
 
 ,91 
 
 6.73 
 
 Sun. 
 
 2. 08 
 
 .13 
 
 
 1.90 
 
 5.58 
 
 ,77 
 
 6.35 
 
 Mon. 
 
 
 .16 
 
 
 1.96 
 
 5.76 
 
 .72 
 
 6.48 
 
 Tues. 
 
 2.13 
 
 .33 
 
 
 1.80 
 
 5.29 
 
 1,43 
 
 6.72 
 
 Mean 
 
 2.24 
 
 
 
 
 
 
 6.86 
 
 C = Charapaign 
 
 U. of I, = University 
 
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