AN EXPERIMENTAL STUDY 0F A TRICKLING FILTER THESIS FUR THE DEGREE UP M. 8 Edward C. Schneider 1932 “"I'l‘_. ._ «oh-m“ '.. - " _—"" '3'. " f—'—-. ‘ ' " v . ,_- 4- .mm.—- -"~._. -.. g." - —-————————~— ———— — -—————— ———————-— “mm-1- —-—'Iu-—— IlllflflIflNlllllllfllMflllfllflllllflIlHlflIl Mill PLACE IN RETURN BOX to remove this checkout from your record. TO AVOID FINES return on or before date due. MAY BE RECALLED with earlier due date if requested. DATE DUE DATE DUE DATE DUE 6/07 p:ICIRC/DateDue.indd-p.1 AN EXPERIMENTAL STUDY OF A TRICKLING FILTER A Thesis Submitted to the Faculty of Michigan State College of Agriculture and Applied Science by Edward C. Sgggeider Candidate for the Degree of Master of Science June 1932 THESIS Table of Contents Acknowledgement Introduction Review of Literature Description of Plant Experimental Data Discussion Biochemical Oxygen Demand Filter Loading Temperature Alkalinity Dissolved Oxygen Guggen Consumed Ammonia Nitrogen Nitrite Witrogen Nitrate Nitrogen Correlations Solids Bacteria Conclusions Bibliography 1.035343 AC VN O‘i'IITD GT '7’!" " The author wishes to than“ the following: Drofessor Frank R. Theroux, for his advice and help; Hr. ?.F. Eldridge, for his assistance in technique; the Engineering Experiment Station, for furnishing the experirental nlant; and the City of East Lansing, for the use of the Sewage Treatment Plant which was needed to carry on the work. (‘0 INTRODUCTION The purpose of this study of an experimental trickling filter is to determine the relationships existing between certain chemical and physical factors which control the efficiency of plant operation. There will be found in this work a certain amount of duplication, i.e., of work done in different parts of the United States and Canada in the past. However, in this study many of the results do not check with the work done before, and a few new factors were determined. REVIEW OF LITERATURE Trickling filters are a natural outgrowth of the sand filters and contact beds for sewage. In 1894, English engineers conceived the idea of passing sewage through a gravel filter so that a small film of sewage would be in contact with the stones. The "percolating" method of sewage filtration, as it was then called, seemed to give a more stable effluent than the contact bed or an intermittent sand filter. H. W. Clark and Stephen DeM. Gage (1)1n 1910 found that the uneven distribution of sewage on a trickling filter bed resulted in poor stability of effluent. One portion of the bed would be overloaded while another 3 portion would be underloaded. By changing the type of dis- tribution from dash plates to a rotary arm, nitrification increased 40 per cent and the distribution on the bed became more even. (2) Aeration studies were made in Canada in 1899 to determine the amounts of air needed to oxidize the sewage as it passed through the filter bed. While no quantities were stated, it was found that the filter beds needed resting periods to restore the depleted air in the gravel. M. W. Davenport,(3)in a study of the organisms in a trickling filter found algae near the surface of the beds and a number of infusoria protozoa in the upper layers of the bed. In the lower layers of the filter, clean living organisms were found. A number of free living organisms were found in the effluent of the filter. The temperature, quantity of food, and rate of application were found to control the fauna of the filter. At low temperatures the fauna decreased, and at higher temperatures they increased. (4) H. F. Mills and H. W. Clark, found that the fil- tration of sewage that is highly colored, turbid, and con- tains a considerable amount of organic matter, as repre- sented by the albuminoid ammonia, may be accomplished by coagulation with sulphate of ammonia or ferrus sulphate combined with lime. 4 R. McGowan,(8)in 1920 studied the oxidation of ni- trogen compounds. He observed that the primary function of a trickling filter was the nitrification process. C. B. Hoover, (9)shows the normal characteristics of a sprinkling filter effluent to be the following: "1. From 10 to 20 per cent less total suspended matter than in the applied sewage. 2. From two to 10 times as much settleable suspended matter as in the applied sewage. 3. Oxidized nitrogen in the form of nitrites and nitrates to the extent of from one to 10 parts per million. 4. Reduction in the oxygen demand of the applied sewage of from 50 to 90 per cent. 5. A reduction in the total bac- terial count of the applied sewage from 40 to 70 per cent.“ J. A. Reddie, (12)found that the pH of the sewage as it passes through the filter decreases, due to the oxida- tion of carbonaceous and protein material in the sewage. W. Rudolfs,(16)in a study of an experimental trickling filter found that the reduction of ammonia-N corresponds with the reduction of oxygen consumed. W. D. Hatfield,(27) has shown that there is a rela- tionship between temperature and filter efficiency. As the temperature increases the efficiency also increases, and vice versa. 5 W. Rudolfs and N. Chamberlain<33)observed from exper— imental filters containing crushed stone, slag, gravel, and wire mesh a loss of ammonia-N which could not be accounted for by oxidation to nitrites and nitrates or by microbial reassimilation. The quantities of ammonia-N lost were not uniform for the different levels of the various filters. The time of contact of sewage with the different media did not seem to be of much importance. The per cent loss of ammonia-N varied with the temperature. A small portion of ammonia-N is lost in the air, another portion assimilated by the flora and fauna in the filter, and another portion oxidized to nitrites and nitrates. C. C. Homman,(22)in reporting operating results at Canton, Ohio, describes two methods of preventing clogging and pooling of trickling filter beds: (1) drying and (2) chlorination. At Canton the drying of beds has proved a successful method. The building up of nitrates was noted during the drying period. J. A. Childs and G. J. Schroepfer,(25)in a survey of 15 trickling filter plants report that "(1) the per cent reduction in oxygen demand of any particular trickling filter plant is not, within reasonable limits, materially influenced by quite wide variations in strengths of sewage or rates of application; (2) the oxygen demand of the filter effluent is directly proportional to the strength of the filter influent." W. E. Stanley(35)states that the primary function of a trickling filter is to satisfy the oxygen demand of the sewage. The determinations of the changes from the less stable to the more stable nitrogen compounds are useful in measuring the amount of work done by the filter. Stanley advocates more studies of the relationship between the size and gradation of stone and the loading on a filter bed. From 1908 to 1920 the studies of trickling filters were mostly for the improvement of mechanical equipment. During this period nozzles were improved for more even distribution of sewage; and the rotating arm was also im- proved during this time. There are much data from which to draw information. The above reviews are listed to indicate a part of the studies of trickling filters. In the discussion of results of this study comparisons will be made with additional previous work. Q. ‘1. H u- “ > '5‘ l \ ‘ ‘J‘ ' -:. ‘ ‘ I fiIII'? ‘t r . ' .‘ l. ‘ ‘ _. - ' _ s..' «:7: ’ t "‘ ." _' . ‘ ‘ ._ x. Fig. 1 1. Pump house, East Lansing Sewage Treatment Plant. 2. Imhoff Tanks, " " " ' " 3. 2' take off line for Experimental Plant. 4. Not a part of this study. 5. Orifice box and dosing tank. 6. Trickling Filter. DESCRIPTION OF EXPERIMENTAL PLANT The first step in any research problem is to pro- vide adequate material with which to carry on an investigation. With this in mind the Engineering EXper- imental Station financed the construction of a small experimental trickling filter plant; consisting of a dosing tank, trickling filter bed, and a final sedimen- tation chamber. The influent of the filter is the effluent of the Imhoff tanks of the East Lansing Sewage Treatment Plant. This effluent is taken (Fig. 1) from the Imhoff tanks by tapping the effluent channel. The effluent is then pumped to an orifice box (Fig. 2) through which the rate of application to the filter bed is controlled. Orifice plates of various sizes are attached to the box for dif- ferent rates of application. An overflow pipe in the orifice box permits the maintenance of a constant head for a constant discharge through the orifice plates. The overflow pipe leads back to the Imhoff tanks. The ori- fice box is placed directly over the dosing tank. The dosing tank (Fig. 2) is in the shape of a frustrated cone. This shape allows some flexibility in dosing period. The dosing apparatus in the tank consists of a float attached to a plunger valve. The float can be raised or lowered as desired. The flexibility of the dosing rates, however, is controlled by certain limits in Fig. 2. Sewage inlet pins to orifice box. Overflow pipe to Imhoff tanks. Dosing tank. Revolving arm for distribution of sewage on filter. 10 Fig. 3 l. Trickling Filter bed. 2. Eavestroughs for collecting samples. ' 3. Final sedimentation chamber. 11 the rate of application to the filter bed. The sewage flows by gravity from the dosing tank to the filter bed. The dosing is intermittent to allow rest periods. The filter bed (Fig. 3) is 10 feet in diameter and nine feet deep. The filter medium is washed gravel varying in size from 1% inches to 2% inches. Wire mesh is used for holding the gravel in place. Channel tiles placed on a concrete base are used for underdrainage and aeration. Eavestroughs are placed at each foot depth for sampling. The effluent of the filter passes through a final sedimentation chamber (Fig. 3) which is designed for a retention period of two hours. The effluent of the final settling chamber then discharges into the Red Cedar River. The sewage is distributed over the filter bed by means of a revolving arm (Fig. 4). This arm is made of one—inch pipe with three sixteenth-inch diameter holes spaced to give even distribution over the entire bed. The arm revolves on a pivot and makes 20 revolutions per minute when distributing sewage. The minimum head on the arm is six inches. The top of the bed is one foot below the bottom of the dosing tank. EXPERIMENTAL DATA The following analyses were made of the influent to the filter bed (Imhoff tank effluent) and for each foot of depth filter: temperature, pH, five day bio-chemical oxygen demand, dissolved oxygen, oxygen consumed, ammonia-N, nitrite-N, nitrate-N, total solids, organic solids, sus- - pended solids. The determinations were made by the stan- dard methods of the United States Public Health Association. The following rates of application to the filter were studied: 1.48, 2.15, 3.71, and 4.66 million gallons per acre per day. As the filter is nine feet deep the following rates in gallons per day per acre foot correspond to the rates given above: 164,000; 240,000; 410,000; and 520,000. The rates of application per acre foot of depth 'in use in this country range from 200,000 to 300,000. The construction of the experimental unit was completed December 2, 1931, and immediately placed in Oper- ation. The rate of 4.66 m.g.a.d. was applied to mature the bed, and relative stability tests made every few days for each foot of depth to observe the progress in maturing. On January 6, 1932, the effluent from the six foot depth of the filter showed a 10-day stability at room temperature (20° C.) or a relative stability of 90 per cent. It is 13 interesting to note the rapidity with which the bed matured. This is probably due to the heavy rate of appli- cation on the filter bed and the mild weather which prevail- ed during the maturing period. A series of tests were made for each rate of application as soon as the bed matured. STATE COLLEGE MICHIGAN ‘i’ilz‘llrf ‘III1‘IIII" 4 a 44 1" IN 144 I 4 . JII 1J1II n 4 41I4I A I I I. I ......1Ivno. . ....n . . ..I . ... . I . . I... ...... ..‘ ... . I... . . . . ... I. . . . .. . -. . .m . o . . I I .. . . . .. . . I .. .. . ...o_ w.. . .. .... -... . . . . s .... e I ... . .. . . ... . .I u .. I. ... . . . I I. . . .... . I. 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I. .. . . .. . .. ttllthurvlrIl u's‘T'LIIILILb PrkrhrIrph Ir» by?» >>LriF>bb>>>>>wP>>> IF _F|IL Ipr h IFIILb b LI.>_¥.L rII—I If> I I» L QIIIIIDIIIIIEIH IIIII ) P I k .4 “IAIIL NT OF MA'I ME DEPARTMI DISCUSSION Biochemical Oxygen Demand. ‘ There are many variables in the Operation of a trickling filter which affect its efficiency. The vari- ables which are most significant are those which are physiological in nature. As an example, bacteria must have certain quantities and Concentrations of food. On the filter this may be represented by the amount of bio- chemical oxygen demand loading. Optimum amounts and concentrations of food depend on the kind of sewage treated. The quality of food or kind of organic matter present controls the kind of organisms developed in the filter. At the beginning of this study the sewage was applied at the rate of 4.66 million gallons per acre per day. The weather was mild and considerable precipitation occurred during this time. As the East Lansing sewerage system is of the combined type, the sanitary sewage was greatly diluted. The average B. O. D. of the influent to the filter for this period was 33.5 p.p.m. The max- imum reduction of B. O. D. occurred at the eight-foot depth. At this depth there was a reduction of 78 per cent. T l .. _._¢-$o .»_..o v o o-O- .w—Q-Q—Od—‘V4-‘~——o -‘ . DEPARTMENT OF MATH EMATICS 17 .pg 0 . mcum mnlbaum mwlwlm mpwm mwmnm>¢ mnnbmua mmnomua mnnnana mmuoua opwm 18 O 0 o 0 o O O LOIOb'KDO-zflto 03*:flv—{r—‘l mcnquo<fiOCD O .p ‘H O} H 0504mm. H O O N CO‘FCDQON 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.000 0000000 «.00 0.00 m.m0 0.00 0.00 0.00 0.00 0.00 0.00 «0.0.0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.000 00-0-0 0.3 0.0.0 0.0.0. 0.00 0.00 0.00 0.00 0.00 0.00.0 0.0.00-0 0.0m --- 0.0 0.0 0.00 0.0 0. 00 0.00 0.00 «0.00.0 0.0 0.0 0.00 0.0 0.00 0.00 0.00 0.00 0.00 00:00-0 0.0 0.0 0.00 0.00 0.00 0.00 0.00 0.00 0.000 00:00-0 .00 0 .00 0 .00 0 .00 0 H00 0 .00 0 .00 m .00 a .000H 0000 00000000 000 000000 .000 000 0000 000 .000 000.000.0 "00000000000 00 0000 Unwamm :mmbxo Hmofifimnoofim >0 00000 0.0 0.0 0.00 0.0 0.00 0.00 0.00 0.00 0.00 0000000 0.0 0.0 0.0 0.0 0 m 0.00 0.00 0.00 0.0 mnu0au0 0.00 0.00 0.00 0.0 0. 00 0.00 0.00 0.00 0.00 00:00-0 0.0 0.0 0.0 0. 00 0. 00 0.00 0.00 0.00 0.00 00-0u0 0.0 0.00 0.00 0. 00 0. mm 0.00 0. 0 0.00 0.00 00-0-0 .00 m .00 0 .00 0 .00 0 - 00 0 .00 n .00 m .00 0 .H0uH 0000 ”SOHHHH: amp mpnmp V .000 009 0000 you .Hmm ooo.oma.m "mowpwoflammd mo mpwm onwamm cwwhxo HmoflammOOHm HHH QHQwB 19 00 mm mm 0m mm mm om 00 fim mm H@ mm mm ww wb 00 #0 am mm mm s: «a Hm no .00 o .00 m .00 0 .00 o .00 m .00 w .00 w .00 m .000 00g @000 009 .Hau ooo.oww.a “cowpmofiammd mo 000m .m .o .m 00000200m puma new HP mHDwH m0 m0 on m0 no mm mm 00 wm mm 00 00 mm mm M0 on mm m0 Hm om mm av mw av mm mm 00 mm 00 m0 mu om 00 av H0 ma #0 mm mm m0 .0“ o . w m .pm 0 .00 o .00 m .00 ¢ .0% n .00 m .000 00% 0000 00m .Hmm ooo.ooo.w ”2000000Hmmd 00 0005 .m .o .m noaposumm 0:00 pom b mfinwh q c on n6 5H .00 H mmwam>¢ mnubanm mmumnm mpmm mmmno>d mnnbmua manomna mannaua mmlwld 0003 mm mm 05 om H0 H0 #0 .00 m 55 wk mo no Ob H@ mm .00 m S 2. 8 on um R) CO .00 b $5 mm Hm mm mm on #5 .00 w .00 H5 fin mm mw mm Hm mm m Hm om mm 6% «m m0 mm .00 v 3 .3. mm mm 8 b0 .00 m mm mm mm mm m om wb .00 m .hmu mom whom 0mm .0mm ooo.oob.n ":000woflamm¢ 00 m0mm .m c000ozoom 0nmo 0mm mm mm mm Hm mm .00 m 00 mm mm no mo .00 m .9 .o .00 b HHHP mHnt db mm mm #0 5m .00 o .00 mm mm mm b@ $@ m mm mm be mm mm .00 w Ho ab mm mm Ob .00 m 00 mm mm mm 3 N._ .00 m .mwo pom whoa 00m .me ooo.omH.m "q000m00Hmmd mo m0wm .Q .0 .m EOHPOSCOW PGQU Hep HHb mHan bw wH mw an we H5 .00 H Ho Hm mm m¢ oo .00 H owwnmpd mmumnm mwn¢um mnnmmnw mnabmafi mnuHmn¢ mmlomafl m0wm oww0m>¢ mmn¢Hn¢ mmnnHu¢ manouw mn-mnm o0wa 21 The next rate of application of sewage to the filter was 1.48 million gallons per acre per day. The average influent B. 0. D. for this period was consider- ably higher than for the previous run, being 81.0 p.p.m. The maximum average reduction for this period was 89 per cent and occurred at the four-foot level. From this depth on down to the nine-foot depth the B. 0. D. grad- ually increased until the reduction was only 79 per cent. The filter was then operated at a rate of 2.15 million gallons per acre per day. The average B.O.D. for this run was 75.1 p.p.m., and the average maximum reduction was 89 per cent and occurred at the five-foot level. The last rate of application to the filter was 3.70 million gallons per acre per day. After this rate was started the weather began to warm up and the filter immediately began sloughing off. During this period the average influent B. 0. D. to the filter was 101.0 p.p.m. Because of the unloading of the filter the max- imum per cent reduction of B. 0. D. in the filter was 86 per cent and occurred at the nine-foot depth. It will be noted from these results that for dif- ferent rates of application varying depths of filter will be necessary to treat the sewage. Low rates of applica- tion will require shallower depths of filters than will 22 higher rates of application. It will also be noted from Figures 4 and 5 that there is a pronounced lag in the central portion of the filter. This lag will be dis- cussed later with correlations. Filter Loading. The per cent reduction of the biochemical oxygen demand can hardly be called the measurement of efficiency of a trickling filter, because the per cent reduction is not a measure of the work done. Take for example two sewages, one containing 1,000 p.p.m. B. 0. D., and the other containing 100 p.p.m. B. 0. D. If the per cent reduction through two filters is 90 per cent, the final effluent of one filter will contain 100 p.p.m. B. 0. D., and the other will contain 10 p.p.m. B. 0. D. The filter with the effluent containing 100 p.p.m. B. 0. D. will have removed 900 p.p.m., while the second filter which has an effluent B. 0. D. of 10 p.p.m. will have removed only 90 p.p.m. B. 0. D. The work done by the first filter is more than that done by the second filter and is, therefore, more efficient; but the per cent reduction in B. 0. D. does not indicate which filter does the most work. The rate of application of sewage to a filter is another factor to be considered in measuring the efficiency of the trickling filter. The work done .pc 0 e sow .pc m o wow .E w e mew .pc m e mus .000...“er newposcmm adfiflxwh OLOIIQ O bt‘le 9., c 00.0 .mmw mom meow ans .Hsu owom coma omw OHOH ‘ . boaom m.wnd I .U 0 m.m o.e m.m m.e o.w o.m m.o o.m o.e o.m o.s m.s .pm 0 .pm m .pw e .p@ n AnOOH NH pm .0 0v manpwsmmsme NH mHDwB oma.m. ooo.oae . omn.H. ooo.oem . oooafi. ooo.on . oon.H. ooo.osm . o a has .ame\.cc mnos\.amm \mpom\.mna mcflcmoq .a.o.m aonmaoacem ens msnesoq nmpaaa ¢ HHHb mHQwH OLOEQ o 0353'? .ph m ooo.omfi.m "nonsmoaamaa no spam ooo.ooa.m ooo.oma.m ooo.oms.H ooo.omo.e .hmw\mnow\.aww scapmenaama no spam 0010 m .b o H m H mn-.m ass 0p om mna.ea mn-.aH . a mnl bu .nms 0p m .nma on a .qsm 0p o m.m mwmnm>4 o.m mnunauw o.HH mnlou¢ HMQH ovum .am¢ .Hma .Qmm .gmh mpmm 24 should, therefore, be expressed as the amount of B. 0. D. removed per unit of filter surface. The results of this study indicate that the measurement of efficiency is best expressed as B. 0. D. in pounds per acre per day removed by the filter. The reason for expressing the loading and efficiency in this manner is that the major portion of the B. 0. D. is reduced in the first foot of the filter. By placing the loading expression on the area basis the depth of the filter has little bearing on the efficiency of the plant. In Table VIII A is shown the loading on the filter for the different rates of application. The filter is least efficient during the lowest rate of application and most efficient during the rate of 3.7 m.g.a.d. The reason for the first foot of the filter removing more B. 0. D. than any other equal portion may be due to three things: (1) it may act as a mechanical strainer, (2) it may be due to bioprecipitation, and (3) it may be due to the flora and fauna of the filter which is influenced by the high concentration of food in this portion. Temperature. Figure 8 shows the correlation between per cent reduction B. 0. D. and temperature. There is a marked r). 2 ®.0H 0.0H 0.0a 0.0 0.m 0.0a .um 0 [CNLOYI‘ O O L\L\L\L\ 4.: cM CO 0.0H 0.6M 0.0a m.b 0.m 0.HH .pm 0 IDE’DLOK'H O L\C\L\L\ q... .p b 9-4 d‘b’DL’D'd' O. bbhb .p 0 Dbbb 6. mo. Ah]... m. m LO p .pc s mmww O DC>D~D .pe m L\L\L\L\ d. w. #0 mo. 9 .p H .hmw Hem macs mom .Hmm ooo.omH.m “moflpmowammd mo mpwm H.HH 0.0a m.HH 0.5 0.m 0.HH .pw b .v b.0H 0.wH 0.0a m.m 0.0H o.HH .p% 0 mc>Hw> mm HM mapr 0.0H b.0H 0.0a 0.wH 0.0 0.HH 0.0 .0 m.HH 0.wH 0.0a m.0H p0 0 .p@ w m.0H o.mH o.oa 0.0 o.m o.m .pm a O mxoaDmnocv OOOOOCC O r-Ir—l r—lr—lr—I .p 4-4 A .baw mom chow and .Hmm ooo.oos.n ":oHpQOHHmmm 00 "zoom ma pm .0 H mflpmh 00 may nammfloe O L\L\L\L\ (DLQOId' .HMSH m.mH 0.¢H 0.0H 0.0a 0.0 0.m .HmcH mwmnm>4 mmnwane mwlwanw Nancie open mwmpm>m mnufinm mwummuw mmasmnw mwuamlw mnaomnw opwm 26 relationship between these factors. As pointed out by Hatfield<27)the higher the temperature of the sewage the greater the per cent reduction B. 0. D. This was not found to be the case in this study. When the temperature of the influent was 14° C. the per cent reduction was 86, and when the temperature of the influent was 120 C. the per cent reduction was 94. The effluent temperatures of the filter were proportional to the temperatures of the influents. The above comparisons were made for the same rate of application. There is a relationship, however, between the B. 0. D. reduction and the internal temperature of the filter. Alkalinity. The pH values, Tables XI and XII, of the sewage as it passes through the filter are somewhat inconsistent. At the rate of 2.15 m.g.a.d. the average pH through the filter was constant, 7.40. The pH through the filter at the rate of 3.70 m.g.a.d. increased from 7.2 in the in- fluent to 7.7 in the effluent. Dissolved Oxygen. The dissolved oxygen of the sewage as it passes through the filter increases quite uniformly in the upper layers and then follows the same lag in the central por- tion of the filter as does the B. 0. D. During the rate 27 0.00 0.0 0.0 0.0 0.0 w.m 0.0 0.0 m.0 0.0 omenm>< 0.c 0.0 «.0 0.0 0.0a 0.0a 0.00 0.0H 0.0 0.0 mnu5mua 0.0 v.0a 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 manomna 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.5 mannaua 0.00 0.00 0.0 0.0a 0.00 0.0 0.0 0.0 0.0 0.0 mnn0ua .00 0 .00 0 .00 5 .00 0 .00 0 .00 w .00 0 .00 m .00 H .H0CH 0000 00000000 0mm mpnsmv .000 000 0000 000 .000 000. 000. 0 .0000000chs 0o 000m 0000 0H0 00>H0m000 HHHM @0009 5.5 0.5 0.5 0. 5 0.5 0.5 0.5 0.5 0.5 0.5 mwmhm>4 5.5 0.5 0.5 0. 5 0.5 0.5 0.5 0.5 H.5 0.5 mnuwum 0.5 0.5 0.5 0. 5 0.5 0.5 0.5 0.5 0.5 0.5 mmnamn¢ 0.5 0.5 5.5 5. 5 5.5 0.5 0.5 0.5 0.5 0.5 mnnomn¢ .00 0 .00 0 .00 5 .00 0 .00 0 .00 0 .00 0 .00 m .00 H .H0uH 0000 .000 000 @000 000 .Hmu 000 :005 0 "0000woaannd 0o 000m mc>Hw> ma HHH mfime 8 On 0.0H 0.0 0.0H 0.0H 0.0H .00 0 H0m000 0% 0H908 m.HH 0.0H 0.0 0.0 0.0 0.0 0.5 H.¢ 0.mH 0.HH ¢.0H m.0H m.H $.0H 0.0 0.0 $.0H «.0H 0.0 0.0 0.0 0.0 0.0 0.0 0.HH 0.0 0.0 0.0 0.0 0.0 0.0 0.0 .00 0 .00 5 .00 0 .00 m .00 w .00 n .00 N .00 H 0000000: pom mppwmv .000 000 @000 000 .Hmm 000.00¢.H "mofi0m00H000 0c 0000 nmwmxo 00>HommHQ PHX mHnme 03¢ mnI¢HI¢ mnunHrw mna0u¢ 0010-0 0000 mmwpm>d mnl5Hum 00:0Hum mmlmlm @000 2 +3 m.ma .mH o.¢H m.mH m.nH O O. O O3 CDLObfi'LOth 4-4 V‘OYCOKOOCOCD ¢.¢H m.ma w.mH m.mH ¢.mH m.mH 5.0H b.ma H.¢H m.nH b.¢a m.oH m.mH m.mH H.mH m.mH O.mH n.@H ®.©H o.mH m.mH $.0H p.mH m.oa ¢.@H m.©H 0.0H ©.@H m.nH b.mH n.0H b.¢H m.mH m.mH o.mH .00 w .00 b .00 0 .p0 0 .p0 ¢ .00 m .00 m 0:00HH00 0mg mppamv .hww 0mm mnow 0mm .Hum ooo.ooo.¢ "mofiprHHmmm 0o wpwm uoadmmoo cmmmxo HHbN mewB m.@ 0.0 0.0 0.0 m.© ®.m m.¢ m.® 0.9 0.0 ¢.m m.® m.b o.w w.© m.m o.m O.m 0.0 m.n ¢.m ®.© O.m m.m 0.0 ©.m ©.m m.m 0.0 o.m ®.b o.® ®.o m.® m.© 0.0 m.o o.m m.m m.m m.¢ $.m w.® 0.0 ¢.o ¢.w 0.0 ©.@ 0.0 .00 m .00 b .00 0 .p0 m- .p0 w .00 n .00 m AGOHHHHH 0mm mpnmmv .hww mom mnow 0mm .me ooo.oob.w uqumeHHma¢ 0o 000m nmmmxo wmbaommaa A mHQmB b.bH m.mH $.ma 0.5H n.5H .00 H NOUJCDOOH (ONLONHQHB‘) O 4;, ‘H H 00000070 (3000000 .H0SH mmwpm>¢ mmabmsa mnnomna mmnwaua mnumna mpwm mmmnm>¢ mnnmnm mnnwnm mnnmml¢ mnubmnw mnuawuw mnuomnw mpwm 30 of application of 4.66 m.g.a.d. the average dissolved oxygen of the influent was 3.5 p.p.m. and increased to a maximum of 10.2 p.p.m. in the effluent. During this time the B. O. D. of the effluent was quite low and the high dissolved oxygen in the influent may be due to the large amount of storm water in the sewage. During the rate of application of 3.70 m.g.a.d. the average dissolved oxygen in the influent of the filter was less than 0.1 p.p.m. The dissolved oxygen in the influent during this rate was 6.8 p.p.m. Oxygen Consumed. The oxygen consuming capacity of the sewage de- creases quite rapidly in the upper layers of the filter. This is probably due to the oxidation of carbonaceous material in the sewage. As the carbonaceous material is quite readily oxidized, greater reduction will take place in the upper layers of the filter due to the fact that the most oxygen is available in this portion of the filter. There is also a lag in the reduction of oxygen consumed in the central portion of the filter. The oxygen consumed value in the influent of the filter was never greater than 22.6 p.p.m. This value occurred when the strength of the sewage was low. As the strength of the sewage increased the oxygen consumed of n.mH m.eH m.ea m.ma n.ea m.ma s.ma m.mH m.mH n.mm mmssmps a.mH m.sH m.mH m.ma m.©H e.@H H.ma a.mH m.ma H.0H mmueaue m.mH m.¢a n.ma o.mH H.ea e.ma a.nm m.sH m.ma H.mH mmumate m.mH m.o m.mH o.eH m.ma n.mH n.ma a.nm m.am m.em mn-mne m.m m.m m.m a.ma a.mH m.ma s.nH m.wH H.mH m.aH mnumnm .p0 a .00 m .p0 a .00 0 .p0 m .00 e .p0 n .00 m .p0 H .H0sH mama AmoHHHHa sea speedy .mmw 0mm whom 0mm .wa ooo.oma.m "qOHPsOHHmmm 00 spam wmazmuoo mmmhwo MHM magma n.0H m.mH m.ea o.mH H.sa .mH m.ma o.mH s.sH m.om mmanmps o.nH w.m m.oa a.ea m.oa m.HH o.ma n.mfl m.na o.eH mmuaanm. e.sm m.ma m.ma 0.0m m.Hm m.mH m.ma e.ma m.ma o.ma mnuoaum o.ma s.mH m.na H.mH e.mm m.ma o.eH H.mH e.aa s.bm mnnnum .00 m .p0 m .00 a .p0 0 .s0 m .p0 e .p0 n .00 m .00 H .H0qH spam Asoaaaaz pom mpasmv .mwc mom whom 000 .Hmm ooo.omw.a “qofipmoaammd 0o mpwm UmESmuoo zmmmxo HHHbM manme 3? m.m o.n m.v m.e H.m @.m m.w m.s m.s e.m ommnmpa m.m m.e H.m H.m m.m m.© m.s m.a m.m m.m mm-amua b.m m.m n.s m.m n.e a.e a.m m.s H.a m.m mn-omua «.0 s.a o.m m.w m.m m.e m.e e.s m.a m.a mnumaua m.w m.n s.e m.m m.m H.m m.m s.e 5.0 m.a manosa .p0 a .p0 m .p0 0 .p0 o .00 m .p0 e .00 n .00 m .p0 H .H0sH open AQOHHHHM Hem mpammv .mww pom chow pom .Hmu ooo.ooo.w "aoapmoaammm 00 spam nmmoapaz|w0uoafid Hm magma m.ma m.mH a.na m.eH m.nH m.ea m.eH o.ma o.mH o.mH mmsnmps H.®H o.HH m.m w.mH m.mH m.HH ©.mH H.6H m.wH n.ma mmlmlm b.wm ®.mH m.mH m.HH m.m m.HH o.¢H m.bm 0.5H m.wH mnofitm m.>H ©.mH 0.0H O.mH m.m w.mH n.mH m.mH b.bH b.0H matmmlfi o.mH m.mH b.MH H.0H m.¢H H.5H .m H.¢H H.0H 0.5H mnlumlfl m.bH m.m o.mH m.mH m.wH m.mH m.mH O.Hm m.om w.¢m mmtamuw m.mH H.mH m.na m.mH m.na m.w m.¢H m.¢H $.0H m.om mnlomlw .00 0 .p0 m .00 b .90 o .00 m .00 w .00 m .00 m .00 H .H0nH mpwm AsoHHHHn Hog schema .hww 060 mpow 0mm .me 000.00b.w “nowpmofiammd 00 spam deadmcoo umtho HM macaw ft ft ft. acre per day. 7 per 6 ft. LII illion) 5 ft. :0 . 1,480,000 gal. Table Ammonia-Nitrogen “pplication (Parts per h ft. 4 ft. £1 ate of '( ;L h Infl Date (DOM—10> o... cowow mama} Coo. b’DtOOb’) COCUHW lDtOOxfi CDCDO r—IC“t~r4b r! {DCOOxf'O-I bmmr-iCD r-i 1000003 0 o o o 0 01503030) r-I 5 [OBFDFDLQ 0 0240000016 0 OCDqMAr40r4 .00 m 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 .00 0 .00 s .00 0 .00 m .00 0 .00 n 0000000: 000 0000mv .000 000 0000 000 .H0m 000.000.0 "£000000H000 cmmongZsmpprfiz >MH 0HQQP b.¢ m.m o.m 0.0 m.m 0.0 O.m O.m 0.6 0.0 0.0 O.® 0.6 0.0 O.¢ 0.0 0.0 O.NH 0.0H 0.0 O.n 0.0H O.mH O.HH 0.0H O.m 0.0 0.0H O.MH 0.0H O.H 0.0 0.0 0.0 O.m 0.0 0.0 o.m 0.0 0.0 0.0 o.m .00 w .00 0 .p0 0 .00 m .p0 d .00 m .000 000 0000 000 .H0w 000.000.0 "0000000H000 ammoapamn0fimoafl< >HMH manwe OOOOOOD CoOr-lt—{r—{tOCfi r-{Hr-lr-i .00 m 00 0000 4.) c... bjdHDGDQ 0 O O H OOOOO O.HH 0.0H o.m o.m o.mH 0.0H 0.0H .00 H 02000.40! 0 00000 .H0SH o.HH o.m 0.0H o.mH o.mH o.m o.ma .H0CH 00000>d mmsbmua mnnomua mnnnaua mnnoua 0000 00000>4 mnumum mnumnm 00:00-0 mmnbmuw mnuamu0 00:0010 0000 MICHIGAN STATE COLLEGE .-J4~-o—$o- - . "H aquu .. -.. on. 4 '4‘ DEPARTM fiNT OF MATHEMATICS 36 i the influent decreased. This is rather surprising as the opposite would be expected. Ammonia Nitrogen. The reduction of ammonia nitrogen(Fig. 6) is quite uniform throughout the filter. During the low rate of application the ammonia nitrogen was highest in the in- fluent, being 18.6 p.p.m. During the high rate of application the ammonia nitrogen was low, being 8.4 p.p.m. The effluent of the filter contained very little ammonia nitrogen. In some cases it was reduced to 0.4 p.p.m. While the decrease in ammonia nitrogen does not parallel the increase in nitrate nitrogen there is a relationship between them. There is always a possi- bility of losing some ammonia in the air as the sewage is broken into fine particles as it is distributed on to the filter bed. Nitrite-Nitrogen. Nitrite-N is an intermediate product between the ammonia and nitrate nitrogen. It is an unstable product and is not found to any great extent in sewage effluent. This compound is readily exidized to the nitrate form. The amounts of nitrites found in this study never exceeded 1.3 p.p.m. 37 r—ICDLD . 03 OOO 9H 9—1 OHr—‘If—‘I O 03 0000 .o H.o 0.0 0.0 0.0 0.H 0.H 0.0 H.o 00000>0 .0 0.0 0.0 0.0 0.0 0.0 m.m 0.0 0.0 mnnmnw .0 H.0 0.0 0.0 0.0 0.0 H.0 H.0 0.0 mnnmum 0 .00 b .00 0 .00 m .00 0 .00 0 .00 w .00 H .H0cH 000m A- no:HHHH 009 000000 .000 009 0000 00m .H0m. 000.00H.m "0000000Hmmm 0o 000m 500 00: 000002 HH>NH 0Hn00 H.o 0.0 0.0 0.0 0.0 00000»0 7. 0.0 n.0 0.0 0.0 mmuanm H.0 0.0 m.0 0.0 H.0 mnIOHnm H.0 0.0 0.0 0.0 H.0 mmnnnm .00 0 0 m .00 0 .00 n 0 H 0009 AQOHHH. L 000 000000 .000 000 0000 H00 .H00 000.000.H “00H0000Hmmd 00 0000 :0woa00230000002 HPHH mHnme XXVIII 3,700,000 J a‘l Nitrite—Nitro¢en of Applicatidn ate 1": IL ft ft 94 p- 2 ft. 5 ft. 1 Infl. Date dic7OOOLDO OOr—{r—IC r-{r—I CTWC‘OCDOB o o o o o o o OOOOOHO HO’CQCDOd‘lD o o o o o o OOOOHOO mcocnouvmao L‘Jr—{LOd'KDLOKO .0 0 0 O O O 0(Dr—IC)OOO 10 ornor4mu> Oy.‘ coo OE— '00000 [O °tQtOr—h—ic\2 of... o o o o o ODOOOOO mcuozm m U)ntov)mcnha I ll IHDE)0 Or4bwD ll 0 mc002N<$U)® llllll> ¢<$dh$uvmll.l|.‘1tlllvcl|lltll 4 A w 4 1 4 1 A q 4. . a < .i 1 4 4 I < A‘ HI. . . H . . .. ..-»....... . ......... . .. .. .. o .._ .. . o . .. . .. .. . . .. . 1. .-.. . . ....... ....0. .. .... .... . . . .. a. .. . . .. . ... ... . . . .... . . . _ . . . . .. . 1 . .. . ... .. . . 1 . . ....1... ~.. ...... .....9.. 9 .. . v... w. . . 1. . . . a . . ._ . .... ... . ...... —..99. ... .«.9_9.+”.fi . . Q ..... . +.9..r. . . .. 1 .. . . . .. . . . . .1 . . . 4. .. .. . 7 . .. ... a . n A. 1 I. . u ...A .4 .v .. . . . .. .. 1. .. 99. ..9 ....~.991v4.v¢ ..........¢ ....o... a . . _..,bo . M ..9 w _ . a . . . . . . . . . . .... u . ....9.... .9.. ..... ....,.. ... v.9....... .. .. — . .... . 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' In 0* ..o. .9 u I 1 I O ..A. c 0.6-.vDOA . . . . . . ... . . . . . .. . .. . . . . . . .. ....H. ..I.h.o.... .. ......... .9..w ..... ..L . .- .- . . . . . ... ....... . . n3 _ . - .1 .1 1.... +I-..:... ..-. ..- .... .1 . . . . 1 11- -.. . .. .. o .... . ......w.199...149.. .9 ......+ .c 9.. o u . ... ........o.... .... . . k.-. .. ... -... 1 .. ... .. . . I ? I . I ...-..I: \ 1 9 9|. 1. - IA IIIQT. ..I... I . ..I!- 9.1 7. 9| II. n .l' .1 . . 9 .9 9|! . . A .. i”'| F '11 '4'; I” . . . .. ..1 . .911 1... ........H.9... .... . . .. . .. .. . . . . .... 1 .9. . ”.....9... . 9...... 4.-...9. .. o. . ... . . ...... oA . . . . ...... 0999.... .9.9199..%9.... o9. .. . . ... . o . .9...L .. . ..... . . . . . . . o .. . . .1 $.9....9.9 .o...v9..~-.4.-o.> . . . o . . ..... ....... . . . . . . _ .... .. . 1. . . . . . -... ... 419+-Y19L.fi..,.919119fv9.9 ...... . ... ....91 -. y . A . co... .4 . .... . .Q....... ..9.91I *Y999T19 v ..9.o..9. 9‘. .499. . H 1 .... 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H. ... 4.....0.. H0 0.... HH_~ .4. ..a ... P. 4 7 .H . . {t F} > b h Etrtl Ll! ..h.‘rfflrrlbi_ ErkbrkLrL 7} 0H?» L Fri}? -r FFFpr ¥»>?kr> >r>,>>rr> ?LFV.LLI. P 0 >>¥F0 ,0» r. P Ly L » FF} MATHLMATILL— DEPARTMENT OF 4O Nitrate—Nitrogen. The formation of nitrates in the filter are divided into three groups: (1) the nitrification in the upper layers, (2) the nitrification in the middle por- tion of the filter, and (3) the nitrification in the lower layers of the filter. The production of nitrates in the upper layers of the filter is slow. Usually no nitrates were found until the sewage reached the depth of two feet. During the sloughing period the formation of nitrates did not take place until the sewage reached the depth of four feet. Denitrification occurred at in- tervals in the filter. It was most pronounced, however, during the beginning of the sloughing period. In the central portion of the filter there was a pronounced lag in the production of nitrates. In the lower depths of the filter the nitrate production increased rapidly. Nitrates as high as 21.0 p.p.m. were recorded during the lower rates of application. During the sloughing period the nitrates in the effluent dropped to as low as nine p.p.m. Correlations. Correlations were made between the dissolved oxygen, oxygen consumed, nitrate nitrogen, and the per cent reduction of B. O. D. to determine the cause of the MICHIGAN STATE COLLEGE q Jill 4+1! I 4. 4 T 4 a 11A A A1 < 1| 1 4|1 .Illl{|!IA[[JI 41 A 4 A1 .4 {ll . . A. . . A...*o. .. ...4.. ..A... ......uvv I ...A_ . I A . ... . c: A A _ A A . 4 .. ... .A . . A A. A . ... ..A....IIA‘...AI¢¢.9§ VA... ..A A. AA... w A. . AA A A . A A... . A a. A. A A .. . A A . . IA... . A AA . . AA. . AA.A.~ .....a..*o.«woo. . ... . . A A ”A . A 9 ...Y A . . A A. .. A. I. . A A. . A. A A AA... .. . A I... ...; A AA . A . A. . AA. A. A...IAA....A..AA . ....AAA .. A A A ..A. . A. .. . .. .... ... ..A.. A A A A A. . A A ..A..A .AA. A . y A o ..A. 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IO v.9 ‘o.oLl .h ‘. ... ... .5. ..v .9. 4.4 V1. .7. . .. ... ..v. .‘. .. v .. ..A u. .r .. p . .. 1A .o ... -4 a. I.» . 4A ... v.v fi.. —, 199 *.7 .«‘ ‘ '90 _ #9 Or. ..o.9 #1; a . $.. 444..., A..«». A». .o to. .9 OKOVLV‘V ... .. r» L 4 ..‘ .¢ 6... 9,. w..r+o, w.. .‘ .. ?., r.o Vo vo. .. r.. v. _ .r. .< r r 1 1 kv.A+$ a.» v. or. m. M‘.‘.t$ .. .. F; .. F.. .q T. .. ... . .COOA' L... a _ ...-5.. .wr. .... ‘..‘¢o ‘3. . .m vu ..I... .f p L! . ... ‘ . A L ,~ m >— .~ __._g h—a—— ‘fl-fi- - - . p pr t '10 » . o . .-." ..A“... ~-._, )— .‘,¢< _~_. . . a . .v . . . . .m ... . . w . 4. . II :7 . o. .. . .. . .0». . 4«.«§4 ~ v-.. ,. cflOdhommH ‘05.!0... . . . .‘ . .‘ . v n. .g Q . . . ;.—... . ..“w . E { c ‘.._,_._.-'... o I v . § . DEPARTM NT OF MATHLMA'IILE 46 lag in efficiency in the central portions of the filter. The influence of these four factors was taken as most representative of the work done by a trickling filter. It is observed from this correlation that each of the four factors is related to the other. The lag of each of the factors occurring in the center of the filter is identical with the other three. It, therefore, appears that the center of the filter is not receiving as much air as the upper and lower layers. The reason for this deduction is that each of the factors used in this cor- relation needs air or oxygen to carry on the stabilizing process. There are many things which would correct this condition of lag in the center of the filter, a few of which are: shallower filter, larger stones with more voids, preaeration, different underdrainage, and using larger stones in the bottom of the filter and decreasing the size of the stones as the filter is built up. The maintenance of a higher temperature in the center of the filter would also aid in the efficiency of this portion. The sag in the temperature curve indicates that the organisms which aid in the work of the filter are made less active by the sudden dr0p in temperature. The rate of application has no effect on this lag in efficiency as is shown in Figures 9, 10, 11, and 12. 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M v.. . . . . . o . .i...'s ,. .i....A ...4. ...». .wofi»v7vr. .vov~+.++ . ¢- .. .Aq. .. ..w ......A... A....vr.. .. ... . A . . . . . . .. . . . . . I.I {It}- .L::LLLA.AA.L ESE: HECCH .H.I_.AA..§. L. g a. ...-7; .5. HA MATMLMATILb DEPARTMENT OF Solids. In general, there is a marked reduction of total solids in the first foot of the filter; but as the sewage passes through the filter more solids accumulate so that there are more solids in the effluent of the filter, in some cases, than in the influent. This con- dition seems to indicate that the filter is continually sloughing off toa certain extent in the lower depths. The organic solids through the filter parallel the total solids. Approximately 60 per cent of the solids in effluents of the filter are organic. The average amounts of total solids in the influent average between 750 and 900 p.p.m. The amount of solids in effluent will aver- age between 50 p.p.m. less and 50 p.p.m. more than that found in the influent. This same condition holds true for the organic solids. The reduction of suspended solids in the filter is maximum at the four-foot depth. Approximately 90 per cent of the suspended matter is removed at this depth. As the sewage passes on through the filter, the amount of suspended solids builds up until there is only a reduction of about 50 per cent in the effluent. The average value of suspended solids in the influent was around 175 p.p.m. 0mm me mmo 0mm oww .9“ m bova comm obaa wwb .pw 0 wow wmm wbw mnw wow .pM m own mow mam Own owm .p@ b wbn 1... 3 C0 wwm 0mm O@H .pm 0 mmw Ohm 0mm mmn omH .pM m mow 06¢ owm own 1...? am .pg ¢ HEOHHHHZ Ham mphwmv www omw own man mom .9“ m mwfi 0H6 mow omw oma .pm N maw omw mam mum mmm .pw H .hmw pmm whom Hmm .Hmt ooo.omw.¢ "dofipwofiammd mo mpmm GOHpHmmH Mo mmoq nwan 005m omon womm .pw w owed 00mm mam wow .up 5 \l. Wnu OC mama OHHH «mm .pw 0 HH>HHH mHQwH ombH omam ommH wm .pm m 0mm QQOH omHH 069 .pm w “sofiafifiz “mg mppwmv Han ommm 000 3.4)... co .pw n mum mwmfl owo mmm .p% m mob own 0&0 wan .pm H .hww man whom 9mg .wa ooo.oo>.n "moapwofiamgd no mpwm mUHHom Hmpoe EU)” 0H awe wow wow wow mwfi 00w .HmmH Own omb mob fimw .HMHH mmwnmbd mnabmna mnuomna mnumaaa mmnona mama ommnm>4 mmawun mnnbmufi manomuw mpwm Hmw omw mom 0mm ¢m¢ .pM o mH¢ 0mm 00¢ mmw .pm a mom mo¢ owm own 00¢ .pm m .zmc “mm mnow Hmm .Hmm ooo.omH.m "moaponHmmm we mpwm uofipflqu mo vmw mmm on owe .u% w .hww Hmm whom 9mm .Hmm ooo.omw.H “coameHHmm« go mpwm qofipflcmH go 0H6 mmm mmw won 00% .p% b bb¢ wwm 05w mow .pm 5 own own man «wm wow .p% 9 how awn mmw mmm mmw .pw m mum wan man OHM www .pg w AuOHHHHu awn mpnmmv mmoA NHHHH mHQwB Hmw bm¢ mnw mmn mum mam com mm¢ wow ohm oaw on# .pm 0 .pm m .pm w AGOHHHHH 9mm mpmwmv mmoq HHH>MNH mHan mam mmn 0mm 00m wmm .ph n man mmm wwm an .pm a man can 0mm mom can .pw m Hmfi . Wmm wmb mom .ph m How can mam wan mm .pm H nmm 0mm mum .ph H mam mmn mom 00¢ ¢H¢ .HgmH Nmm 00¢ 0mm owm .H%QH mwmnm>4 mmnfiHs¢ mnannw mmnmuw mmumnn opwm wwwnmpd mnanum mnIOHnm mannnm mpwm .53 av do mo OH .ph O mow OOHH flmm Obn .pm 0 mm mm mm mm .pM m mm 6n mH OH .pm 5 mm w NW 00 .pH O Anofififlfim nmm mpummv #m b m w on OH Ow w .pw m .pm 6 mm O mm mm .p% w mm N m me .pm m fin O NO OOH .99 H .mmu pmm whom you . mm ooo.oma.m ”SOHPGOHHmmd mo mpwm muHHom cmwsmmwdm bwm OHm OomH mmv .p% m me mmm mmm 000 .pM b 60m O¢b OHo lwald O .0 .pM w HAM mHDwB bmm mom mam Own wmw Oom wan Omm .pg m - .pw H AcOHHHHu Hop mpnmmv 0mm mow 00¢ Nmm .pw m mmw OHm mow Om: .ph m OOw Ofln mmm mmm .pm H .hmc mom whom 9mm . mm ooo.OOb.m uqoflpmoHHmm4 ho mpmm noflpflmmH no mmoq HM mewH mm NJ. 0 ed wdH .HwEH wwm OOw mmw Own .HmmH mmwno>¢ mwlen¢ mmnanw mnsmu¢ opwm mwmnmbd mmlwum mnnbmn¢ manomnfi mpwm ¢mm wmnm mom on .pm 0 momH mmmH Ome wHOm .p% w 5mm Obw omH ow .p% b ¢o¢ OmOH mom mm .uTH o ASOHHHHW nmm mphwmv mOOH mow mom wwm Ome 000 OowH woo OO® mom 06 0% wk ON mH mm .p% m .p@ w .9“ m .p% m .p\ .hww Hmm whom gem .Hmm mcfiHom HHHH onwB 00m.00§.m ”cofipmofiammm go mpwm vmwmmnmsm Ofim OmH 09¢ OwH HOQH mmmnm>4 mnuwnm mmummuw mmaomnfi mpwm Bacteria. A few tests were made to determine the numbers of total bacteria and E. Cell in the influent and effluent of the filter. These few tests indicated that there is an increase in the number of total bacteria and a reduction of about 75 per cent in the B. 0011. 56 CONCLUSIONS In drawing conclusions for a study of this kind it must be borne in mind that local conditions are largely a controlling factor in the results obtained. The results obtained on this experimental unit would indicate the following conclusions: (1) The maximum B. O. D. reduction per foot of depth takes place in the first foot of the filter. (2) The efficiency of a trickling filter is best measured by the reduction of B. O. D. loading eXpressed as pounds per acre per day. (3) The reduction in B. O. D. varies with the internal temperature of the sewage in the filter. (4) There is a tendency for an increase in alkalin- ity of the sewage as it passes through the filter. (5) The carbonaceous material oxidizes more readily in the upper layers of the filter. (6) The reduction in ammonia-N is proportional to the increase in nitrate-N. (7) The production of nitrate-N does not as a rule take place in the upper layers of the filter. (8) There is a relationship in the filter between the dissolved oxygen, oxygen consumed, nitrate—N, and B. O. D. reduction. 57 (9) There is no appreciable reduction of total or organic solids in this filter. (10) Suspended solids in the effluent of this filter are reduced to 50 per cent of those in the influent. 10. 11. 12. 13- BIBLIOGRAPHY "The Effect of Uniformity on Distribution in Sewage Filters." H. W. Clark and S. DeM. Gage; Eng. Rec; 653 PP. 121; 1910. "Aeration of Percolating Filters." Anon.; The Surveyor; 37; pp. 289; 1900. "Studies of the Physiological Control of Filters at New Britton, Conn." M. W. Davenport; Eng. News; 60; pp. 117; 1908. "Experimental Treatment of Effluents of Sprinkling Filters." Anon.; Eng. Record; 58; pp. 615; 1909. "A New Revolving Sewage Sprinkler." E. A. Letts; Eng. News; 58; pp. 450; 1909. "Ice Forms but Sprinkling Filters Go On." M. A. Bantrell; Eng. News-Record; 79; pp. 506; 1917. "Insect Life on Sewage Filters." W. H. Parkingson; Munic. Eng. and San. Rec.; 63; 1919. "The Nitroign in Sewage." R. McGowan; The Surveyor; "Sewage Effluents for Disposal with and without Dilution." C. B. Hoover, et a1; Eng. News-Record; 84; pp. 1161; 1920. "The Biology of the Sprinkling Sewage Filter." J. W. Thomson; Eng. and Contracting; 57; Pp. 40; 1922. "Nitrogen Loading“ as an Aid in Design of Sprinkling Filter Loading. 8. A. Greeley; Eng. and Contr.; 59; pp. 123; 1923. "Production of Alkalinity (in Filter) by Bacteria as Registered by Different Indicators." J. A. Reddie; Jour. Soc. Chem. Ind.; 42; pp. 326:1925. "Chemical Changes Occurring in a Sprinkling Filter." F. L. Cam bell and W. Rudolfs; Am. Jour. Public Health; 1 ; pp. 398;1924. 14. 15. I ..J O‘\ O 17. 18. 19. 20. 21. 22. 23. 24. 25. 26. 27. 59 "Sprinkling Filter Bed Studies." J. B. Lackey; N. J. . Expt. Sta. Annual Report, Sewage Sub. Sta.; pp.4l; 1925- "The Depth of Sewage Filters and the Degree of Purification." S. I. Strickland, with A. M. Buswell; 111. State Water Survey Bulletin No. 26; p. 5; 1928. ”Notes on Stabilization in a Sprinkling Filter."' W- Rudolfs: N- J. Agr. Expt. Sta. Bull. 502; pp. 37; 19 28" 29 0 "Investigation of Crushed Blast Furnace Slag as a Medium in Sewage Trickling Filters." C. C. Homman; National Slag Association, Cleveland, Ohio. "The Fauna of an Experimental Trickling Filter." W. W. Frye, et a1; Sewage Works Journal; 1; pp. 286; 1929. "Trickling Filter Dosing." Anon.; Munic. News and Water Works; 76; pp. 244; 1929. "How to Keep Sewage Filters in Operating Order." C. H. Currie; Water Works and Sewerage; 76; pp. 463; 1929. "Design of Sprinkling Filter Distribution System." A. F. Dapport and W. H. Wisely; Munic. News and Water Works; 76; pp. 266; 1929. "Operating Sewage Filters to Remove Organic Growth." C. C.Homman; Civil Engineering; pp. 116; 1930. "Trickling Filters." John R. Downes; Water Works and Sewerage; 77; pp. 313; 1930. "Sewage Filter Media and Loadings." W. E. Stanley; Sewage Works Jour. 2; pp. 486; 1930. "Trickling Filter Loadings." Childs and Schroepfer; Civil Engineering; pp. 1391; 1931. "Gravel as a Trickling Filter Medium." Anon.; Civil Engineering; pp. 11; 1931. "Trickling Filter Loading." W. D. Hoffield; Sewage Works Jour. 3; pp. 175; 1931. 28. 29- 30. 31. 32. 33- 6O "Trickling Filter Loading." B. F. Hatch; Water Works and Sewerage; 78; pp. 327; 1931. "Slag as a Medium in Sewage Trickling Filters." Anon.° Water Works and Sewerage; 78; p. 42; 1931. "Distributing Sewage on Coarse Grained Filters." A. E. Kimberley; Water Works and Sewerage; 78; pp. 67; 1931. "Controlling Filter Bed Growths with Chlorinated Lime." W. A. 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