BIOGiEMICAL TREATMfliT or SEWAGE usma WASTE mm uquon Thesis in: me Degree of M. 5. MICWGAN STATE COLLEGE Norman R. Sedlander T951 TH E515 SU'PP’LEMEN'MW MATERIAL INBACKOFBOOK This is to certify that the thesis entitled BIOCHEMICAL TREATMFNT OF SEWAGE WASTE PICKLE LIQUOR presented by NOFJ‘MN R. SEDLANDER has been accepted towards fulfillment of the requirements for "’1 Q PTV‘I‘Y‘T 2"?” *—~'vf~«v degree in *" Major professor Dateflg 27 x95/ k BIOCHEMICAL TREATMENT or SEWAGE USING WASTE PICKLE LIQUOR By NORMAN R. SEDLANDER m A THESIS Submitted to the School of Graduate Studies of Michigan State College of Agriculture and Applied Science in partial fulfillment of the requirements for the degree of MASTER OF SCIENCE Department of Civil Engineering tribal/S t . I] TABLE OF CONTENTS Page Introduction . . . . . . . . . . . . . . . . . . . l ScOpe of the Problem . . . . . . . . . . . . . . . 3 History . . . . . . . . . . . . . . . . . . . . . . 7 Theory . . . . . . . . . . . . . . . . . . . . . . 12 Plant Operation . . . . . . . . . . . . . . . . . . 16 Methods of Injecting Waste Pickle Liquor (FeSO4) into Aeration Tank . . . . . . . . . 29 Data . . . . . . 2 . . . . . . . . . . . . . . . . 34 Graphs . . . . . . . . . . . . . . . . . . . . . . 47 Discussion . . . . . . . . . . . . . . . . . . . . 62 Summary . . . . . . . . . . . . . . . . . . . . . . 69 Bibliography . . . . . . . . . . . . . . . . . . . 71 Schematic Diagram . . . . . . . . . . . . . . . . .Folder flit-lit't't‘l ACKNOWLEDGMENT I wish to express my appreciation first to Professor Frank R. Theroux for giving me the Opportunity to work with him on a project which was most valuable and in- structive in the field of sanitary engineering. Also, I want to thank the City of East Lansing for their very fine and limitless cooperation given us during the entire length of the experiment. In this category, Mr. Maurice Richmond, manager of the treatment plant, along with his assistants Henry King, Gordon Stafford and Edward Johnson deserve much credit for the assistance they gave us. My thanks, too, to Mr. Nielson of the Guggenheim Brothers for his many trips here from New York and for showing such a keen interest and giving us such unlimited help in working out current problems. Along with.Mr. Nielson was Mr. Robert Theroux, son of Professor Theroux, whose job it was to start the experiment and see that everything was running smoothly from beginning to end. (Mr. Robert Theroux is a member of Moore Associates who are running similar projects in other cities throughout the mid-west for Guggenheim Brothers.) This project was run under the auspices of the Michi- gan State College Engineering Experiment Station with iii Dr. Clyde C. DeWitt as its director. I wish to thank him for his excellent c00peration and interest in the project. I am grateful, also, to the Oldsmobile Drop Forge of the General Motors Division for the interest and cooperation shown by them. I want to thank, especially, Mr. B. Robbins for his timely and helpful suggestions. I do not feel qualified to make any broad state- ments as to the value of this project at this time, but I hope that the limited amount of knowledge that we may have contributed will be of some value to those who find the field of sanitary engineering a challenge and a lifetime job. INTRODUCTION INTRODUCTION The East Lansing Sewage Plant was designed as an activated sludge treatment plant. The Guggenheim Brothers, a counterpart of the Guggenheim Foundation, have patents dealing with treatment of wastes by chem— icals to produce coagulation of suspended particles. In the activated sludge process the treatment is due to biological activities in the presence of large quanti- ties of atmospheric oxygen, without addition of any chemicals. The general idea of this project was to study the effects of adding iron to the activated sludge process. The unique system to be applied in this particular case was the use of iron in waste pickle liquor. In the project the waste pickle liquor was obtained from the Oldsmobile Drop Forge Division of General Motors. The pickle liquor, when first used, is a dilute solution of sulphuric acid which is used to clean iron metal before processing. The waste pickle liquor, having picked up iron particles chemically, contains iron in the form of ferrous sulphate. The factories using pickle liquor have a definite problem of disposal, so they were receptive to the idea of hauling away any amount that we wanted. At present, the Oldsmobile Drop I182; 58': tre Forge Plant has set up a small treatment plant for the disposal of this waste. They add lime slurry, which is a waste product from the adjacent Fisher Body Plant, to neutralize the acid before transferring it to the city sewers. Therefore, it seems that any reduction in their treatment costs would seem worthwhile. The process of adding chemicals is not at all a new one. Many different chemicals have been used in the past such as iron salts, alum, etc. The use of waste pickle liquor, itself, seems to be of greater value because it only requires the cost of transfer from factory to treatment plant. Based on proven theories of adding chemicals, the problem was to prove not only that a higher settling rate could be obtained, but that pickle liquor could be used as a coagulent in the treatment of sewage and not be harmful. The pickle liquor is an acid and it was not known what effect this would have in the possible shock that could be incurred on the bio- logical status in the treatment of sewage. SCOPE OF WORK SCOPE OF THE PROBLEM The problem was to determine how much sewage could be treated efficiently in a limited tank capacity, and yet produce a sufficient reduction in the biochemical oxygen demand so that it would still be safe to dis- charge the effluent into the Red Cedar River. (80% reduction in B. O. D. from raw sewage to final effluent is considered sufficient.) From the diagram in the folder in the back of this paper one can see the layout of the East Lansing Sewage Plant. There are two distinct paths for treatment of sewage. Originally the plant consisted of two primary settlers, nine aeration compartments, and two final settling tanks. In 1948 an addition was made to the plant which consisted of two primary settlers, two aeration compartments (equivalent to sight as compared with the original aerators), and two final settlers (circular Dorr type). The original installation will be referred to as "No. 2” and the new addition as ”No. 1" in all data, curves, and discussion. This made an ideal situation for our experiment. It meant that we could compare the biochemical with straight activated sludge treatment. It was decided that the No. 1 installation would be Operated for this 5 experiment with the addition of the iron wastes and NO. 2 installation would be operated in the usual manner for activated sludge, without addition Of chemicals. Next came the problem of placement of apparatus to inject the liquor into the sewage. Due to the layout of the plant it was decided that the place most acces- sible was in the feed trough to the aeration tank (see diagram Of plant). After approximately a week's “build up” with waste pickle liquor, one primary, one aeration compartment, and one final settler of No. 1 side would be drained and inactivated. This, of course, would necessitate a much higher settling rate to produce the desired B. O. D. reduction. Finally, it was decided to start a flow through NO. 1 side at one million gallons per day; run that quantity for two weeks and then increase the flow to one and one-half million (1.5) gallons per day. After Operating at this capacity for two weeks, the flow would be increased to one and eight-tenths (1.8) million gallons per day for a period of two weeks. Finally, the flow would be increased to two million gallons per day for the final two-week period. The total period came to approximately nine weeks, so temporary methods of hauling and injecting the liquor presented a problem. This will be discussed in Plant operation. The amount of liquor to be injected was determined from charts that had been made up by the Guggenheim engineers. A one million gallon flow and a one hundred B. O. D. in the primary effluent called for two parts per million iron (Fe) and approximately two and one-half parts Fe for 1.5 M. G. D. At 1.8 M. G. D., three parts per million would be added, and finally four parts for 2 M. s. D. (2 million gallons per day flow). This covers the scope of the problem and from what has been said it would seem to be rather a practical problem based on proven theories. Data and curves will reveal how true this statement may be. Summarizing briefly, the sOOpe of this experiment consists of: I. Running two distinct flows through the orig- inal (NO. 2) and the new (NO. 1) sides of the plant. II. Observation of all representative chemical tests run on both sides for comparison during experiment. III. Consideration of practical applications from results of the experiment. HISTORY HISTORY Ancient Water purification by chemical agents is so ancient that its origin is completely obscured by the shadows of time. Records indicate that the practice was well known in China and India thousands of years ago. Ancient Chinese and Egyptians put alum in their water tubs for clarification purposes (2). From the diligently prepared medical lore of the Sanskrit, methods of purification employing the use of sunlight, charcoal filters, and treatment with OOpper are set forth in great detail. Also in the Bible, water purification by adding salt is mentioned (5). English Experience The peculiar combination of circumstances, such as Lord Lister‘s momentous work with disinfectants and Koch's remarkable discovery of pathogens and their presence in water and sewage, together with the concentration of pOpulation served to arouse English public Opinion to the necessity of reform in public sanitation. A re- port from the Royal Sewage Commission in 1865-recommended land treatment and stated that chemicals could not render 9 sewage non-putrescible, although they could make it clear. The Second Royal Commission on Rivers Pollution in 1870 ranked in order, filtration, irrigation, and chemical processes in the removal of suspended organic matter, but pointed out that land treatment removed twice as much dissolved organic matter. Plain sedimentation was used for most treatment, but in some cases chemical methods were recommended, lime being most frequently mentioned as a coagulant. In 1870 and "A, B, C" process using alum, blood, charcoal, and clay was boomed because of the high fertilizer content of the sludge. The effluent, while clear, was still putrescible and fertilizer value of the sludge was lost due to the high costs of drying. Because of aroused public sentiment, a chemical pre- cipitation plant was built in London. The solids re— moved by this method were hauled to the sea and dumped. Although not entirely satisfactory, this method was used until WOrld War I. It was abaondoned at this time because of the high cost and lack of chemicals. Glasgow with its free acid and iron wastes from wire mills found an alum-lime system worked well. Many English cities had chemical treatment plants, but the partial failure of sedimentation blasted hOpes of financial gain of sludge recovery. This led the Second 10 Royal Commission in 1908 to limit the use of chemical processes to strong sewages and those containing trade wastes. By 1910 most plants were converted to biologi- cal and settling processes. France The experiences were much the same as those in England. Germany In 1870 Germany adopted chemical methods in several plants. At Leipzig, an iron salt was employed which gave better results than at Glasgow or London because Of the nature of the sewage. Unlike the French and English, the Germans took to mechanical methods such as mechanical screening and sedimentation when chemical methods were found to be unsatisfactory. America The first chemical precipitation plant to be used in the United States was completed in 1886 and several plants were installed in the next ten years. WOrchester, Massachusetts, was the first American city to treat sewage before it was discharged into streams. This particular sewage contained iron trade wastes, making 11 it ideal for lime treatment. The process was used from 1890 until 1925, when Imhoff tanks and trickling filters were adopted. The first alum plant was built at Somer— ville, New Jersey, in 1887, and that same year Alpheus Hyatt was granted a U. 8. Patent for the alum process. Providence, Rhode Island, built the largest chemical coagulation plant in the United States. This plant remained in use for thirty years until 1951, at which time it was remodeled to an activated sludge system. Some of the other American cities that have used chem- ical precipitation at one time or another are East Orange, New Jersey, Long Branch, Mystic Valley, White Plains, New York, Canton, Ohio, Chatauqua, and the Chicago Fair of 1895. Due to the rapid development of biological methods chemical treatment never has gained much favor in this country (4). Recent During the recent years because of improved methods of handling and decreased costs, chemical methods have been more widely used (5). It has been found, too, that‘ the use of chemical coagulants is imperative at many water supply and sewage disposal plants during certain annual critical periods in order to remain within pre- scribed limits (6). THEORY 12 13 THE COLLOIDAL NATURE OF SEWAGE A review of literature reveals a great number of investigations which indicate the colloidal nature of sewage. Blitz and Krohnke held that sewage particles are negatively charged, while such coagulants as ferric chloride are positivelycharged. Dunbar, Jones, and Travis ascribe the phenomena of coagulation to surface attractions. Harrison points out that color in water is due to colloidal solutions of organic matter such as humic acids, galletes, tannates, or salicylates, or in many cases due to the alkalinity and high iron con— tent. He also states that these colloidal materials may be either positively Or negatively charged (7). Seville also Obtained similar results from his work (8). Upon investigation of the humic acid type of coloring matter in water, Miller found that it was due to negatively charged colloids (9). Spencer's theory is that to render particles mutually attractive is to end their colloidal state. As soon as mutual attraction arises, agglomaration takes place and the colloidal solution becomes a full floc that steadily shrinks by packing together and precipitates because the mutual attraction of the particles 2m Du, 14 in the floc is so great that their "gluey" or stabilizing properties vanish. He points out that particles in colloidal solutions have electrical charges either posi- tive or negative, but mutually repellent; if they are positive, they can be precipitated with aniens, and if negative with cathions (10). Babbitt and Deland suggest that the addition of chemicals to water form an insoluble precipitate which absorbs and entrains suspended colloidal matter (1). From summaries of previous studies of classification, Norgard concludes that coagulation with FeClg is the reduction Of the charge upon the suspended particles by colloidal ferric oxide, which has a positive charge due to absorption of ferric ions; the mutual neutraliza- tion of the charges causes coagulation (11). Eldridge points out that the Object of chemical coagulation of sewage is to remove colloidal material by floculation. Upon addition to water, various ferric oxide hydrates are formed which carry a positive charge in acid and a negative charge in alkaline sewage medium (12). From the foregoing considerations, there can be little doubt as to the colloidal nature of the clarifi- cation processes employed in the treatment of water and sewage. Therefore it can be assumed that this experiment at the East Lansing Sewage Plant fell into a particular 15 pattern. The sewage which was almost entirely domestic, carried negative ions. The pickle liquor (FeSO4) was positively charged, thus a mutual attraction producing a floc which caused a higher rate of settling of those particles in colloidal suspension. PLANT OPERATION 16 x 3‘ 6-. Q o L- ‘ . , 'J- p ‘- '“;-..~--c‘.'.' EAST LANS ING SI'I‘J'IAG-E TREATMENT PLANT i. .. - -- - ~.-_. d-‘ -_d_ _.__i ~..-.-_._.... - 9 rs»...‘.__._---, -.—.—L——‘—h—H.r—~——4-‘ ' WT— _. -. vs PRIMARY SE‘I'I‘LING TANK l9 MECHANICAL AERATOR tf‘) .‘lll FINAL SETTL ING TANK 21 EJECTOR FOR INJECTING PICKLE LIQUOR 22 PLANT OPERATION The first problem to be solved was to arrange for hauling of the pickle liquor from the factory to the sewage plant. Due to the fact that acid does not affect wood, wooden barrels were used to transport the liquor from the factory to the East Lansing treatment plant. It was found that old, used fifty gallon milk (whey) barrels were very inexpensive and would serve the pur— pose. During the first part of the experiment the East Lansing Treatment Plant truck was large enough to haul the required amount of liquor, but as the flow was in- creased a larger truck was needed. A truck was then rented from the college for transport. Next came the method of injection into the aeration tank. The first method devised was shown in diagram "A" page (51). By using a head box with a constant head, it was expected that the quantity needed could be properly controlled. It was found after a short period of Operation, that particles of wood from the barrels, dirt, etc., that floated on the surface of the pickle _liquor, would clog up the screen and valve below. Solids also clogged up the two control valves of the feed line and return line from the pump which was used 25 for pumping the liquor from the barrels to the head box. Also, it was found that the scale in the liquor inter- fered with the Operation of the pump. It would score the pump housing (brass) as well as the rubber impeller. After a period Of Operation the pump could not pump from the feed barrel which was about six feet below the level of the head box. It was decided to change the structure of the ap- paratus as shown in method "B” page (52). The valves were removed from the feed and return line to reduce the head, and the valve was removed from the underside of the head box. The pump was slowed down by a pulley belt system. A glass tube, which was stretched out over flame (trial and error) to get a prOper opening, was inserted under the head box in a rubber tube. By doing this it was found that the glass tube did not clog up nearly as much as the small valve, but would occasionally clog if a larger particle did get through the screen. The pumping head on the pump was reduced, but it was still found that the waste pickle liquor was wearing the surfaces on the pump housing and impeller. After a period of Operation this became unsatisfactory. One man's time was required almost continuously to Operate the injection system. 24 The method shown in diagram "C", page (55) was tried. The fifty gallon barrel was filled and then run out slowly by means of the valve on the bottom of the barrel. The head was large enough so that the valve was prevented from clogging. This also meant intermittent running of the pump. The area the screen occupied was also in a clean solution of pickle liquor. The scale settled to the bottom and the scum floated on t0p, so a clear, green liquor would normally pass through the outlet. Trouble with the pump still persisted so it was de- cided to make an ejector as shown in diagram "D" page (54). This method proved most effective of all. With the help of the plant Operators an ejector was made from a piece Of one-inch cogper-tube and a three eighths inch copper-tube with a hose connection on the end. A re- ducer was placed in the water main and hooked up with a three-quarter inch garden hose. A three-eighths inch rubber tube ran from the supply barrel to a sediment bulb (made from an old auto carbureter) and then to the ejector. Much to our dismay, the acid ate the metal top in two days. It was found that the pickle liquor was very corrosive on most metals -- and wearing apparel also. A cover was then made of one-fourth inch OOpper plate and OOpper-tubing inserted through holes 25 drilled in the top. A brass needle valve was inserted on the discharge side. This worked quite well, but an occasional clogging of the needle valVe resulted from particles that had managed to pass through. Generally, though, the high velocity through the needle valve kept it free and clear. To overcome the clogging of the float system in the supply barrel was devised as shown in the diagram. From then on the injection system functioned satisfactorily, The time period of injection of the pickle liquor could be extended at lower rates to get a more even distribution of iron (Fe) into the aeration. tank. The amount injected each day sometimes became a difficult problem. A rainstorm or increase in flow would demand an increase in Fe, so it became a matter of estimating such things as "wash day,” rain, etc. An attempt was made to estimate the day's flow and then put in a prOper amount of iron (Fe). The following day, after a check on the total flow, it was often found that either too much or too little had been added. It ‘was then a matter of making up or deleting, whatever the case would be. By this method the proper amount of Fe was entered into the tank. It was found that a Ilimited overdose or underdose did not affect the plant 26 Operation noticeably. Due to recirculation of return sludge, much or the iron is maintained in the system. As stated previously, one M. G. D. was the first flow to be run through No. 1. This was accomplished by resetting the weirs in the weir box (see schematic. diagram of plant). During the period of this flow no trouble was encountered. The amount of iron required was 2 ppm. 1 M. G. D. flow 8.54# Fe/M. G. D. = 1 ppm 2 x 8.54 equals 16.68# iron required Example: 0n the average it was found that approximately 10 pounds of iron was available from a 50 gallon barrel of iron pickle liquor. Usually, then, two barrels was sufficient per day. The flow was increased to 1.5 M. G. D. and at this flow operation was accomplished without too much diffi- culty. However, when the flow was increased to 1.8 M. G. D. it was found that more trips were necessary to haul the liquor. At this stage a larger truck was used carrying 10 barrels per load. Sometime later in the week it was found the liquor at the factory was very low in iron content. This made it difficult to inaintain sufficient Fe for the flow., Monday was usually a good day because the factory dumped their waste pickle liquor over the weekend. 27 It was also found that the level in the aeration tanks was too high for efficient aeration on days of high sewage flow. The high flow of sewage decreased the detention time in the final settlers to obtain good settling results. This, of course, could be remedied in the design of new plants by the use of larger sizes. When the flow was increased to two M. G. D. it was found that the higher resulting level in the aeration tank further interfered with efficient aeration. The aerators were run at 100% capacity, but were not fully efficient. A new design could help by being able to raise the aerators up to the prOper level. The veloci- ties were too high in the primary tank and final settler, so both primaries and final settlers were then used to Obtain proper settling. Only one side of the aeration tank was kept in Operation, although it was not Operating at maximum efficiency. This relieved the "murky" effluent over the cascades. During the experiment, all regular sewage plant data was recorded. For the entire nine week period, the ij never at any time ran below 7.0. Besides this, one separate test was run on dissolved oxygen at the entrance and discharge and of the aeration tank daily to determine the efficiency of the aerators. This test was run once in the morning and again in the afternoon. As stated before, at high flows, the aerators 28 were not Operating at a maximum. This experiment revealed that at low flow maximum aeration did not occur, but at a medium flow a maximum percent of aeration resulted. 0n the data sheets, weekly averages were kept{ Read down for the No. 1 side and read up on the No. 2 side to get the weekly averages. It is pointed out that at no time did the total % B. 0. D. reduction go below the minimum of 80% as required. 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M H o ...)-A bl. - . a- .4 z “.0 mid 624.45% . ,. . 4 . 4 . 4 4 M . _ m . . - . . .. . . . .. , --.n -41] 1-11- -,T-t Ol-r-i- aI-rtl 11-»..- I- - I.--... 4..-1:4 -- .313.- -- I . _ owns-V44. . . 4 . 4 .- 4 4 _ 4:4 _ ... 4 4, 414,40 ..- . _ 4 . . . _ .4 4 4 . . O _ H 1.. .- t . u .. V o .1 p -* II: t . J I -*- 4 ..“l .4 w‘ . ..w - . .HH . 4 . .. m u . . .. 4 . 4 . 4 4 . w 4 .4 .-. -4 - I-.-.4. .4 ...--....- . _ - . .._ -. 4 .- -.Ll - - .- 4..- .4-. . ,- “4- ..9 . , . . 4... . .4.. .. . 4o {tr-:11- !I I- - ft!- ----.rv-olll.|la 3).- - . L L L r? m 3. 4 4 .- . H _ FIGURE 7 COMPARISON OF SETTLING RATE OF RETURN SLUDGE WITH SUSPENDED SOLIDS IN RETURN SLUDGE o '01 c .- --.-cl I . . J 1 6 -La ca - ‘0“ I I I. T..- .- O. o J 4.AA1 a‘OV , a ~ 0 q ._ . . .-{h 9~o . . . ’ ‘ . -4.~o4 -44- 1‘ o u - -.~' 5‘ . ,. ‘1 I. ,J 7‘. O 0 -1 . O. 4.1;. L- t .J _ . A 0'0. v.a.. . . .0. 1 ...,- IO.VQ .. I... 4.7% I V... t9: . . v. - — >0~4>~o-- . . c A . ..... - pa.-. . o ' V I l own ... ! o... 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Li'it- +._.r . .. .I H n .. v -. 1“.“ b .L. 1 I ‘ O F.. . .0. . A _ .-r;‘4w ." . ... . v . ' I I N L' , 3 ¢ apo-F. f . F. b . -"9. . . I ... . i f I L I l O ... . -?-r—.b—.._J 1... ..l 1<4s< t o .4.—..- L. ;.. " I \ ‘. f‘ T‘A-'4.~—o—Jv .. . . . V-. H~ -- a- w ‘ ‘ p..-¥.-—. +- ea 1.. i u|’¢‘ ‘I . ..v . .. I. ..- ML . 4 4 c' o n ..r .1! .. ....‘r. . .. a. f 54—9 ‘.J.. H- 4‘! A 6-4.“.— O Y' b~§ O. .A— .. ..’._’ p ~01ng— a 4 J n D &V._. .. T L . o, .1 I r--H. “‘f-GH ._."r;; I qul I I ‘ v-. _. . . , . . Or on .I. o o o I“ 0 § 0 {if .I - “1..-”! . ..c ”‘3'. I ”- O 'l . u ‘1 on ‘14 ‘ l I .. .w; .. .. J ”Jib. ..w .n ...b . 0.. . . .. ‘*1. COOP 'fl°l l -nnfi nnu-unn IOIIIOIQI\ DISCUSSION ‘33 DISCUSSION OF CURVES As was stated earlier, the problem to be investi- gated was the effect of use of iron in the activated sludge process. It was expected that this would result in increase in resulting plant capacity by reducing the detention time required in the aeration tanks and by the reduction of the amount of air required. The curves resulting from the date kept during the summer prove the success of the experiment. The first comparison in Fig. 1 page 50 is that of hours of retention with one thousand pounds of B. 0. D. removed from the primary effluent to the final effluent. The striking difference definitely establishes the prime purpose of our experiment. B. 0. D. removal in 1000 lbs. units = (Mil. Gal. per Day) I: 8.34 x (s. o. D. Prim. Eff.-B. o. D. Final Effluent) 1000 Hours Retention in Aeration Tank : T nk Volume in Gals. x 24 Sewage Flow 7 Return Sludge in G. P. M. Figure 1 shows the B. O. D. removal for No. 2 side ranges from 240 pounds to 1,240 lbs. with aeration time of ap- ;proximately seven hours. Figure 1 also shows the B. O. D. 64 removal for No. 2 side (iron waste liquor used) ranges from 800 pounds to 1,530 lbs. with an approximate three hour average retention. Curve No. 1 of Fig. l is shown as a straight line. The three points ”0” above and to the right occurred at the beginning of the "run" when the build up of iron was taking place. Comparison of curves 1 and 2 of figure 1 gives the most obvious picture as to what actually happened. Other comparisons help to support the picture given in Figure No. 1. From the curves shown on Figure No. 2 page 52 it can be seen that the solids in the mixed liquor settle at a much higher rate in No. 1 side than the solids in the mixed liquor in the No. 2 side. Note also the retention periods. Here again the average retention for No. 1 side is approximately three and one-half hours. Mixed liquor settleable solids are measured at the East Lansing plant by taking a 1,000 milliliter sample and letting it settle for a period of thirty minutes. The answer for settling then is milliliters per liter and the range for the No. 1 side is lower than that of the No. 2 side, resulting in a much greater compactness. This would bear out theories of others as given in the section on theory. The iron with its positive charges 65 is attracted by the colloidal sewage particles which are negatively charged. This combination of negatively and positively charged particles forms heavier particles which in turn tend to "drag down" other suspended materials along in its descent. If more time was available to experiment so as to dry different amounts of iron and different flows a point of maximum efficiency could be found. From the results obtained, it may be concluded that the iron definitely increases the settling rate. As a comparison to the curves of Figure No. 2, a comparison was made in Figure 5, page 5h, of the reten- tion in the aeration tank and the per cent reduction in B. O. D. from primary to final effluent. The results revealed what happened at the beginning of the "run" while the iron was being built up. Generally, after the first three points on the No. 1 curve, you can de— tect almost a straight line variation occurring. The difference in the retention periods remains about the occurring. The difference in the retention periods remains about the same as that on the curves of Figure 2. It is interesting to note that the per cent of re- duction for No. 1 side did not go below 90%. The addition of iron then in beneficial. This also indi- cates that Uhe acid did not "shock" the plant. In order to get such a good B. 0. D. reduction it was 66 necessary to have good efficiency in the biological status of the plant also.~ If the bacteria had been killed by the acid, the plant could not Operate on an iron injec- tion alone. The last three curve sheets tend to bear out the fact that an equally efficient system can be Operated with a much lower retention period using iron. One might think then that the power costs on the ' aeration would be lower. Glancing at the data sheets, it might seem that way, too, but this is not so. When it came time to figure actual KWH output per thousand pounds of B. O. D. removed, it was found that the output was nearly the same. Noting this factor on Figure 4, page 56, one can readily wee that the KWH output is not nearly as divergent as with other factors brought up in previous curve sheets. The data sheets tend to be a little misleading. The power factor output for the motors on the No. 1 side is 4.5 KW While on the No. 2 side it is only 5.0 KW. It looked promising to see only four aerators in Operation on No. 1 side against 9 aerators on the No. 2 side. After multiplying the number of aerators by their power factor and then the per cent on, the difference was not nearly as great as expected. The points are spread out over a wide range so averages had to be taken to get the straight line shown. It would 67 be much more conclusive and a better curve could be ob- tained by running the experiment a much longer period of time. The points shown are weekly averages whereas most normal sewage plant averages are monthly ones. It would take many months to get a true picture of the KWH comparison. Another means of comparison for KWH output was calculated, but here again, the spread of points is a little confusing. The curve for No. 2 side in Figure 5, page 57, is fairly consistent, so when drawing the curve for No. 1 side, it was assumed the curve to run in approximately the same direction. This cannot be verified; it is only an assumption, and it is felt that much further study would have to be made before any definite conclusions could be made. If the above curves were fairly accurate, and the KWH output is nearly the same, the added cost of hauling the pickle liquor, storing, and feeding it into the system would tend to make the total cost the same. 0n Figure 6, page 59, the mixed liquor settable solids was compared with the suspended solids in the mixed liquor to see if there was any definite relation- ship. Noting that the No. 1 has almost a straight line relationship, whereas the NO. 2 side shows a rather different picture. The definite change of lepe in No. 2 side would indicate a floc that is much more "fluffy." 68 The straight line variation of No. 1 side indicates that the iron has a definite effect on the settling qualities of the mixed liquor. This would indicate that the addi- tion of iron would make the plant operation more stable and would tend to eliminate the problem of changing the _ amount of return sludge and wastage to a certain degree. A longer period of experimentation should be carried out to fully varify the previous statement. After comparing the mixed liquor settable and sus- pended solids, a comparison of the return sludge settable and suspended solids might help confirm those comparisons made with mixed liquor suspended and settable solids, Figure 7, page 61. The No. 2 side curve tends to be fairly accurate, but because of the great divergence of points on the NO. 1 side curve, it had to be estimated to a great extent. If the uppermost point on the left for curve NO. 1 side had been eliminated, it would have changed the characteristics a great deal. More study and longer experimentation would tend to clarify this situa~ tion. g. .ih rig. [£47] 0 u .1. SUMMARY 59 70 SUMMARY Summarizing the results of the data collected, it was found that the addition of pickle liquor did: (1) increase the settling rate of suspended solids (2) not affect the biological status of the acti- vated sludge due to its acid content (pH was always above 7.0) (5) decrease the KWH output cost slightly Parts (1) and (2) were proved definitely. More time and study would be required on part (5). I do not think the curves dealing with the KWH output of the aerators give a clear picture of what has happened. Looking at the results from a practical viewpoint, it would seem that the use of pickle liquor would be a profitable venture in either (1) the building of a new sewage treatment plant with approximately half the required tank capacity of an activated sludge plant. (2) the increasing of the capacity of an existing plant without increasing the tank capacity. During the nine weeks which the experiment was run, only the basic theories mentioned above were proved. The limited time this experiment was run bears out the fact that further investigation over longer period of 71 time would be to the best interests of everyone con- cerned. I sincerely hope that whatever construceive knowledge that has been imparted will be of some value to those who may again be confronted with the problem of further experiment, design, and construction of treat~ ment plants. (1) (2) (5) (4) (5) (6) (7) (9) (10) (11) BIBLIOGRAPHY "Water Supply Engineering" - Text pp. 568-71, Babbitt & Deland. “Water Supply Engineering" - Text pp. 561—64, Babbitt & Deland. “Bible" - 11 Kings 2:19-22 "History of Chemical Precipitation of Sewage." Sew. Wks. Journal 15:595-9, Leon B. Reynolds - Prof. San. Eng., Stanford Univ., Palo Alto, Calif. "Notes on Ferric Chloride Coagulation of Sewage" - Water Wks. and Sewerage S. 1955, E. F. Eldridge - Eng. Expt. Sta., E. Lansing, Mich. "A Study of Ferric Chloride Treatment of Sewage at Grand Rapids“ - Water Wks. and Sewerage 80:207—10 (1955), E. F. Eldridge and N. G. Damoose. "Coagulation and Color Removal" - A paper. Louis B. Harrison - Supt. of Filt., Bay City, Mich. "Color in Natural Waters" - J. N. E. W. W. A. 51:79 (1917), Seville. "Clarification of Colored Waters" - Public Health Repts. 40:1472 (1925), L. B. Miller - U. s. P. H. 3. "Properties and Uses of Colloidal Aluminum Hydrox- ide" - Chem. Age 52:51 (1924), H. M. Spencer - Dir. of Research Lab., Seydel Chem. Co. "A Study of Flocculation With Ferric Chloride" - Thesisfbr B. S. Degree from M. S. C., J. T. Norgaard. ml» (III! 1 ( lllIIlIllQYl-(l 11"; l (ll) \li).l.t.(lnl,(-3L, m l .m i, _ _ t (.11).. . ,l na.‘ I. ( . ,, ....-.» ~Mx..M ()ill‘ (IA-(.I'AVflIll (cpl). I. . ; ' ' ‘ ' ' . L._~-__...__._., ...—-10.. ' SURPLEMENTARY 1‘85 A ”pf“: '- ,. ;' ._ _ .i . v. .2 =2 __:_:: .. mw_mdmm_... >.—_wmw>.23 wkdkw 2.40.1022 IIHIHIUIHHIIIUIUHIIIIIllllHllHIHIIIIHHIIIHIIHIHI 31293 02546 9259