• -■ A^ ;;'..v t^' 
 
 REPORT 
 
 o/ <A« 
 
 BOARD OF ENGINEERS 
 
 SEWAGE DISPOSAL 
 
 1o the 
 
 CITIES OF PASADENA, SOUTH 
 PASADENA AND ALHAMBRA 
 
 LOS ANGELES COUNTY, CALIFORNIA 
 
 SUBMITTfiB 
 
 MARCH 27, 1916
 
 REPORT 
 
 of the 
 
 Board of Engineers, Selvage Disposal 
 
 to the Cities of 
 
 Pasadena, South Pasadena and Alhambra 
 
 Los Angeles County, California 
 
 To the Commissioners of the Cities of Pasadena and Alhambra, and 
 the Board of Trustees of the City of South Pasadena : 
 
 Gentlemen : — 
 
 The undersigned members of the Board of Engineers appointed 
 by you in January, 1915, to study the se'wage disposal problem of 
 the three cities, and to render a comprehensive plan on the same, 
 with estimates of cost, herewith submit their report.
 
 
 INDEX 
 
 To the Report of Board of Engineers Sewage Disposal 
 
 Page 
 
 Introduction o 
 
 Selection of Process of Treatment ^ 
 
 Collection System 2 
 
 Preliminary Treatment - 
 
 I mhoff Tank 4 
 
 Absence of Odors ^ 
 
 Sludge and Its Disposal ^ 
 
 Purification Methods 6 
 
 Oxidation Methods £ 
 
 Broad Irrigation ^ 
 
 Intermittent Sand Filtration 9 
 
 Contact Beds ^^ 
 
 Sprinkling Filters - 11 
 
 Preliminary Treatment Required 1 1 
 
 Distribution of Sewage Over Filters 12 
 
 Under-Drainage 1^ 
 
 Ventilation of Beds - 13 
 
 Purification by Sprinkling Filters 14 
 
 F"inal Settling Basins 15 
 
 Disinfection Methods 15 
 
 Activated Sludge Process 16 
 
 Report 20-45 
 
 Outfall Sewer to Ocean 20 
 
 Discharge Into Rio Hondo River 25 
 
 Purification for Irrigation 25 
 
 Outfall Sewer to Plant 26 
 
 Design 27 
 
 Estimates 28 
 
 Comparison of Flows 31 
 
 Treatment Plant 32 
 
 Primary Imhofif Tanks H 
 
 Dosing Tanks 35 
 
 Sprinkling Filters 35 
 
 Secondary Imhoff Tank 38 
 
 Loss of Head 38 
 
 Sludge Beds 38 
 
 Estimates of Cost 39 
 
 Proportioning of Costs 41 
 
 Conclusions 44 
 
 Appendix 
 
 (1) Agreement Between the Cities 46-53 
 
 (2) Analyses of Pasadena's Sewage 54 
 
 (3) General Topographical Map of Plant 
 
 (4) Plan of Preliminary Imhoff Tanks 
 
 (5) Plan of Sprinkling Filter and Dosing Tank 
 
 (6) Plan of Secondary Settling Tank 
 
 (7) Plan of Sludge Beds 
 C8) Profile Outfall Sewer 
 (9) Population Curves 
 
 (10) U.S.G.S. Topographical Map 
 
 ni) Topographical Map and Profile Through Pass 
 
 (12) Sewer Map of Three Cities 
 
 (13) Compilation of Data
 
 INTRODUCTION 
 
 One of the most important functions of a populous com- 
 munity is the proper disposal of its wastes, and the disposal 
 of sewage by discharging it into flowing streams or into large 
 bodies of water, such as lakes or oceans, is the easiest and 
 most natural way of meeting the problem. But since streams 
 furnish water supplies for large communities, and lakes and 
 the ocean shores serve as sites for summer resorts and play- 
 grounds, this problem of disposal is made most difficult. 
 
 When the disposal of sewage by dilution is apt to contam- 
 inate the domestic water supply, the problem becomes one of 
 public health, as the excreta of man and animals is the prin- 
 cipal, original vehicle of infection and contagion. When such 
 contamination is in evidence, or where there is any danger of 
 such contamination, sewage treatment is needed. The dis- 
 posal of sewage wastes into lakes or into oceans is apt to 
 contaminate food supply, and in such instances, treatment is 
 necessary if such industries are to be continued. 
 
 Very often, the waters into which sewage wastes are 
 emptied, although not used for domestic water supplies, be- 
 come ofifensive to sight and smell, and the problem then be- 
 comes largely one of an aesthetic nature. It is to the aesthetic 
 side of the problem that the community at large gives it 
 greatest attention, and when foul odors arise, due to the sew- 
 age putrefying in conspicuous places, the problem receives 
 prompt attention. Very often, however, the cost of improve- 
 ment is begrudgingly met and then only as a result of litiga- 
 tion.
 
 SELECTION OF THE PROCESS OF TREAT- 
 MENT: — The selection of the proper process of treatment 
 depends wholly upon the degree of purification necessary. 
 Each community has its own conditions which must be met 
 that the problem may be solved intelligently. Under certain 
 favorable conditions, sewage may be turned into streams and 
 lakes without treatment. Again, simple tank treatment to re- 
 move the suspended solids may be entirely satisfactory. On 
 the other hand, when conditions are such that an absolute de- 
 gree of purification is necessary, complete oxidation of the 
 organic matter, as well as the removal of all harmful bacteria, 
 is needed. 
 
 COLLECTION SYSTEM :— It is essential, from the 
 standpoint of public health, that the waste of a community be 
 collected and carried to the point of disposal with as little 
 delay as possible. In the case of sewage purification, it is 
 advisable that the sewage reach the treatment plant in a fresh 
 state, that the clarification and oxidation may be carried on 
 without offensive odors. It is not always possible in large 
 cities, owing to insufficient grades and great distances of flow, 
 to accomplish this result, and very often, in such cases, sewage 
 is septic or foul before reaching the treatment plant. 
 
 PRELIMINARY TREATMENT:— The clarification or 
 partial removal of suspended solids in sewage by various de- 
 vices is called "the preliminary treatment." As already stated, 
 this is sometimes as far as the treatment goes, and attention is 
 hereby called to the incorrect usage of the term "purification 
 plant" as applied to this treatment. 
 
 The first treatment that sewage receives upon reaching 
 the plant is screening. When tank treatment is used and the 
 sewage is separate, i.e., purely domestic and not combined 
 with storm water, screens are sometimes omitted. If used, 
 they are usually coarse ones to remove only foreign sub- 
 stances, such as large sticks, roots of trees, paper and other 
 matter which would clog the channels or float through the tank 
 without being retained. Fine screens arc sometimes used in 
 place of tanks. They remove a large proportion of the solids 
 in suspension, and, in their proper place, give good results and 
 solve the problems for which they are designed.
 
 The sludge problem, probably the greatest one of sewage 
 treatment, is not satisfactorily solved by this method. The 
 screenings, if allowed to dry in the open air, give out noxious 
 odors ; incineration means continued expense for fuel, labor 
 and maintenance. 
 
 Clarification, or a removal of suspended solids in tanks, 
 is efifected by regulating the flow of sewage through the tanks 
 so that the velocity is such as to favor the deposition of the 
 coarser solids. This clarification is sometimes aided by the 
 use of chemicals and the process is then known as chemical 
 precipitation. The use of this method was very popular some 
 few years ago in England and in some of the New England 
 States, but today, owing to the cost and the difficulty of hand- 
 ling the sludge, is very rarely recommended. 
 
 Tank treatment usually efifects a removal of from 40% to 
 60% of the suspended solids by the ordinary laws of subsi- 
 dence. In the deposition of these solids, large numbers of bac- 
 teria are carried down and the harmful, polluting properties 
 of the sewage are, to a small extent, reduced. The solids, 
 which are deposited at the bottom of the tanks, are known as 
 "sludge," and are constantly being decomposed from a highly 
 organic matter, by the action of the living bacteria present, to 
 a harmless inorganic substance. The products of this decom- 
 position are liquid and gaseous in nature ; the liquids flow olT 
 with the out-flowing sewage and the gases escape into the air. 
 
 The volume of this deposited sludge is constantly reduced, 
 but there is, contrary to the popular idea that the sludge is 
 completely digested, an accumulation which must be removed 
 at intervals. The preliminary tank, therefore, has two func- 
 tions to perform, first, the removal of the suspended solids or 
 clarification of the sewage, and second, the storage of the sus- 
 pended matter or sludge and its decomposition or partial di- 
 gestion. 
 
 There are various tanks in use today to accomplish these 
 results, and there has been a great evolution in their design 
 since they were first put in use. First we had the plain set- 
 tling tank, where the main idea was to clarify the sewage by 
 the removal of suspended solids, but without retaining the 
 sludge until decomposition set in. Then came the septic tank 
 where ample storage capacity was provided and the sludge was
 
 allowed to decompose. Both of these tanks were shallow, from 
 four to twelve feet in depth. 
 
 Experience has taught that, in order to secure the best 
 results, the tanks should be deep ; and that the fresh sewage 
 is better kept separate from the putrefying or decomposing 
 sludge, as the rising gases of decomposition interfere with 
 the settling of the suspended solids. 
 
 IMHOFF TANK:— Dr. Imhofif, the noted German en- 
 gineer, after several years study, invented a tank which bears 
 his name. This tank overcame the difificulties of the plain 
 sedimentation and septic tank treatments, in that it separated 
 the incoming sewage from the decomposing sludge and its 
 gaseous products. This was accomplished by designing a tank 
 containing a sludge compartment, a sedimentation chamber 
 and a scum chamber, separated by partition walls, with open- 
 ings or slots left for the subsiding solids. 
 
 Gas or scum chambers are so arranged that the gases of 
 decomposition escape into the air, without interfering with 
 the fresh sewage within the sedimentation chamber. Particles 
 of sludge that may rise with the gases are also confined to this 
 chamber and do not come in contact with the fresh sewage, 
 nor are they allowed to escape with the effluent, as often oc- 
 curs in the plain sedimentation or septic tanks. 
 
 /^ - y^JfyPy^/Py^y^r^^? /fi^r^F/P y^/A!£
 
 ABSENCE OF ODORS, CHARACTERISTIC OF IM- 
 HOFF TANKS: — Preponderance of evidence from many 
 plants in this country, as well as in Europe, show that well- 
 designed and operated Imhoff tanks are free from odors. The 
 odor of hydrogen sulphide, so characteristic of the septic tank, 
 is not noticeable about the ImhofT tank, and, if it is produced 
 at all, it is absorbed in the lower compartments of the tank 
 and does not reach the surface. 
 
 SLUDGE AND ITS DISPOSAL:— Sludge is tlie solid 
 matter deposited when sewage is retained in a quiescent state 
 for sufficient time for the settling of the suspended matter. The 
 disposal of sludge has been the chief perplexity in the handling 
 of sewage problems, and is therefore the controlling factor in 
 the selection of a process of clarification. 
 
 As has been previously stated, screening sometimes re- 
 places sedimentation. In this process the solid matters re- 
 tained upon the screens must be disposed of by incineration, 
 burial or by dumping at sea. If incineration is resorted to, 
 the screenings are usually partially dried, either by pressing 
 or by centrifugal machines to remove the great bulk of water. 
 Often the screenings are mixed with saw-dust or other absor- 
 bent material before burning. 
 
 Screenings, if allowed to dry in the air, give ofif noxious 
 odors. The disposal by burial, where large cities are con- 
 cerned, requires large tracts of land and for this reason is 
 impractical. 
 
 Different types of settling tanks produce sludge of widely 
 varying characteristics. Plain sedimentation tank sludge is 
 gray in color, semi-liquid, and soon becomes offensive with 
 the production of much gas and foul odors. It can be dried by 
 spreading out in thin layers upon drying beds, but objection- 
 able odors result. 
 
 The volume of sludge from plain sedimentation is much 
 greater than in either the septic or the Imhofif tank treatment, 
 but less than that from chemical precipitation sludge. This is 
 accounted for by the large percentage of water content in the 
 sludge, which, under ordinary conditions, amounts to some 
 90% to 95%. 
 
 Chemical precipitation treatment produces the greatest 
 volume of sludge and greater weight of solid matter i)er 1,000,-
 
 000 gallons of sewage treated. This greater volume is ex- 
 plained by the more complete separation of the undissolved 
 matters by chemical treatment, as well as by the addition of 
 the precipitant itself. 
 
 Sludge from chemical precipitation is not so offensive as 
 regards odor as that from plain sedimentation, but it is very 
 difficult to dry, and owing to its great bulk and its low value 
 as a fertilizer, the process is being abandoned and is now sel- 
 dom recommended. 
 
 Septic tank sludge is black in color, and, if well digested, 
 gives off very little odor. Usually such decomposition is not 
 complete, and, in drying, offensive odors are produced, due 
 largely to the hydrogen sulphide gas present. The sludge can 
 be dried on porous beds, if spread out in thin layers, but drying- 
 is slow and not so easily accomplished as in the other methods. 
 The removal of sludge from septic tanks is a disagreeable 
 task, often necessitating the cutting out of the tank and the 
 withdrawal of the supernatant liquid. 
 
 Imhoff' tank sludge differs greatly in character from sludge 
 of any other tank treatment. It is black in color, of a gran- 
 ular nature, and contains great quantities of gas. Although 
 a larger proportion of solid matter is usually present than in 
 other sludges, it flows readily on account of the contained gas. 
 
 Imhoff tank sludge is not offensive, and. when drawn off' 
 upon porous drying beds in layers from six to twelve inches 
 in depth, dries within a few days to a spongy, earth-like mass, 
 free from odor. It has a value as a fertilizer, depending upon 
 the percentage of nitrogen and phosphoric acid contained. Its 
 spongy or porous nature renders additional value for use on 
 heavy soils. The sludge, owdng to the depth of the tanks, is 
 much more uniform and more completely decomposed than 
 sludge from other tank processes. The compartments are 
 usually designed for detention periods of from five to six 
 months, and, in that time, complete anerobic decomposition 
 results. 
 
 PURIFICATION METHODS:— The purification pro- 
 cesses may be divided into two divisions: First, that which 
 removes a substantial proportion of organic matter, both dis- 
 solved and suspended, and gives a stable effluent, or one where 
 only a moderate degree of further oxidation is necessarv to
 
 render the effluent wholly stalile. This may be called the oxi- 
 dation method. Second, there is that which destroys the bac- 
 teria, especially the pathogenic or disease-producinj^ bacteria, 
 but does not materially change the ph^'sical properties of the 
 sewage. This may be called the disinfection method. 
 
 When the effluent from the treatment is turned into bodies 
 of water that are not used for domestic consumption, the first 
 of these methods can be used without danger. It is only when 
 such effluent is apt to find its way into the systems of man or 
 animals that further precaution is necessary and disinfection 
 methods are used. These can be used on crude sewage or after 
 preliminary treatment, as well as after oxidation treatment. 
 The cost of such treatment, however, decreases with the de- 
 gree of preliminary purification. 
 
 OXIDATION METHODS:— The general purpose of 
 purifying sewage is to convert it into a stable state, by which 
 is meant that the sewage has lost its power of producing of- 
 fensive odors, or, when turned into a stream, will not cause 
 harmful pollution of the water. The degree of stability neces- 
 sary in any case will depend upon a number of conditions, as, 
 for instance, the volume of water into which the effluent is 
 turned compared to the volume of effluent added, or the 
 amount of dissolved oxygen present in the stream. Each 
 case has its own special problem, and it is not possible to make 
 fixed rules in regard to degree of stability, without first con- 
 sidering carefully the conditions of the streams where such 
 effluent is discharged. 
 
 Oxidation of organic matters in sewage is not a new idea, 
 although an understanding of the agents that bring about such 
 changes is a development of a comparatively few years. There 
 is still more to be learned in this connection. 
 
 BROAD IRRIGATION, A METHOD OF PURIFICA- 
 TION: — Broad irrigation, or the disposal of sewage by turn- 
 ing it on to the land, is the most natural method of sewage 
 disposal, where large bodies of water are not available. That 
 this is an excellent way of disposing of organic wastes, has 
 been known for centuries past. It is a well known fact that 
 the Chinese and Japanese have used this method for thousands 
 of years ; that the practice was started in Europe at a \-ery
 
 early date, and that today the sewage of Paris. Berlin, and 
 many other cities is treated in this manner. 
 
 It was early understood that oxidation of organic matter 
 resulted from filtration of sewage through soils, but that this 
 purification was brought about by biological agencies was not 
 understood until later. It is to the American investigators 
 that the world is indebted for its present knowledge of bac- 
 terial purification, for with the organization of the Massachu- 
 setts State Experiment Station at Lawrence in 1886. for the 
 first time in the history of science, engineers, chemists and bi- 
 ologists worked together toward a common end. 
 
 Experimental filters were constructed of dififerent ma- 
 terials and of dififerent size particles, and sewage from the city 
 was turned on to them. Those who witnessed the work prophe- 
 sied failure, for they said. "The filters are certain to clog in a 
 short time, for the process is only one of mechanical strain- 
 ing." But, to everyone's surprise, the filters did not clog but 
 continued in operation and gave forth a clear, and from chem- 
 ical and biological tests, stable and pure effluent. 
 
 Further studies revealed the fact that the solids of the 
 sewage were not held back by the filter material as would be 
 the case with a strainer, and that therefore the term, "filter 
 bed." was in reality a misnomer. How then was this purifica- 
 tion brought about? Simply by the aid of an army of living 
 micro-organisms or bacteria which attack the organic matter, 
 breaking it down into simpler forms which are oxidized by the 
 air into harmless, inorganic matters. 
 
 Under favorable soil and climatic conditions, farming 
 represents the highest type of purification known. The effluent 
 from such fields is literally "spring water," and is absolutely 
 pure and free from harmful properties. All soils, however, 
 are not adapted to sewage farming and the continued applica- 
 tion of sewage water to such soils, simply clogs them, and as 
 the sewage pools, it becomes foul and putrid. Broad irrigation 
 requires attention and continual attention, if a high state of 
 purification is to be obtained and nuisances prevented by the 
 pooling or ponding of sewage. 
 
 Quite often the raising of crops is made a primary consid- 
 eration to the disposal of the sewage, and, in such cases, sew- 
 age is apt to be bypassed, and in this way the pollution of 
 
 8
 
 streams often occurs. And again, where raw sewage, or sew- 
 age which contains harmful, pathogenic bacteria, is used for 
 irrigation, it is not advisable to raise vegetables which may 
 come in contact with the sewage. Although available evi- 
 dence does not show many instances of such contamination, 
 still it is best, for the interests of public health, to be on the 
 safe side. 
 
 INTERMITTENT SAND FILTRATION :— Intermit- 
 tent sand filtration, the outcome of the Massachusetts experi- 
 ments, differs from broad irrigation as a well regulated ma- 
 chine differs from the first invention. Instead of allowing the 
 sewage to flow over the land, specially prepared beds of sand 
 are carefully under-drained, permitting the sewage to perco- 
 late through thicknesses of from four to eight feet of aerated 
 sand. The beds are not in continuous operation, but are inter- 
 mittently dosed, or, in other words, sewage is run on the beds 
 for a time and then the beds are allowed to rest. During this 
 period of operation, the organic matters are absorbed by the 
 bacterial jelly which soon manifests itself on the small sand 
 grains. The period of rest allows the beds to be thoroughly 
 aerated, and the matters retained are oxidized as previously 
 stated. They are then carried out of the filter with the next 
 dose. 
 
 Sand filters are usually very highly efficient, both for bac- 
 terial removal and for stability of organic matter. Bacterial 
 removal in a well operated bed should be fully 99% ; the re- 
 moval of organic matter should be fully 95%, and is often as 
 high as 100%. 
 
 The rate of operation of these beds varies widely with 
 the strength of the sewage, the character and porosity of the 
 soil, etc., but in general it may be said that the rate lies be- 
 tween 50,000 gallons and 100,000 gallons per acre per day, 
 against a figure of from 5,000 to 10,000 gallons per acre per day 
 with broad irrigation. 
 
 In small towns or cities, where land can be had at reason- 
 able rates and bodies of sand are plentiful and cheap, this 
 means of purification of sewage is ideal. But, in large cities, 
 the extensive use of sand filters is out of the question and 
 some other means of treatment must be sought.
 
 New England cities have been using sand filters since 
 1887. and a number of large cities have extensive beds in opera- 
 tion at the present time. \\ orcester, Mass., with a population 
 of 166,000 is using seventy-four acres of sand filters. They 
 have exhausted their sand supply and land, and recent reports 
 indicate that they are about to install sprinkling filters. 
 
 CONTACT BEDS:— Man is ever on the alert for more 
 economical methods of accomplishing results, and necessity is 
 the greatest incentive to invention. The evolution or develop- 
 ment of sanitary science has been no exception to this rule, 
 and. when it was found that sand filters were impracticable in 
 certain cases, other methods that would allow greater rates of 
 application were experimented with and found satisfactory. 
 The contact bed. sprinkling filter and the new method now 
 under experimental process, activated sludge, may be said to 
 be a direct growth of the fundamental principles developed in 
 Lawrence, Mass.. i.e. that the purification of sewage is a pro- 
 cess of oxidation brought about by the aid of aerobic bacteria 
 in the presence of oxygen. 
 
 Briefly stated, a contact bed comprises a water-tight basin, 
 usually made of concrete, and is thoroughly under-drained. 
 The beds are usually four to five feet in depth, and are filled 
 with hard, durable rock of uniform size, the size depending 
 upon the particular case. These beds are allowed to fill with 
 sewage, usually taking from one to two hours ; then to stand 
 full for a short period, usually from two to three hours ; then 
 emptied and allowed to rest from four to six hours. 
 
 The principles of the contact bed are much more complex 
 than those of the sand filters, for physical, chemical and bio- 
 logical changes play an important part. The organic matters 
 of sewage, coming in contact with the bacterial jelly upon the 
 rock, are absorbed by the jelly, and during this period of rest 
 are oxidized by the oxygen in the air which is drawn into the 
 filter by the vacuum created by a depletion of the oxygen dur- 
 ing the full period. 
 
 Contact filters will handle between 400,000 and 600,000 
 gallons of sewage per acre daily, and give good, non-putresci- 
 ble or stable effluents. 
 
 10
 
 Where a high state of stability is required, it is customary 
 to provide double contact beds. i.e. two sets of contact filters, 
 the effluent from the first being further treated in the second. 
 
 Contact filters are admirably adapted to small towns, hos- 
 pitals and residential installations, but for large cities where 
 land and broken stone are considerations, this type of plant 
 does not appear to have a great field of usefulness. As to the 
 removal of bacterial content of sewage, contact beds are not 
 more efficient than other methods. 
 
 SPRINKLING FILTERS:— The most popular device at 
 the present time for treatment of large volumes of sewage is 
 the sprinkling filter. The merits of this treatment are the high 
 rates that are feasible with less area, and the lesser cost of 
 construction and maintenance. The rates at which sewage 
 can be treated and give a stable or non-putrescible effluent 
 range between 1,000,000 and 3,000,000 gallons per day. with a 
 probable average, under ordinary conditions, of 2,000,000 gal- 
 lons. 
 
 These filters consist of beds of hard, durable rock, of 
 uniform size, as in the case of contact beds. The size of the 
 beds, their depth, size of rock, all are variable quantities and 
 depend upon local conditions, as the strength of sewage, de- 
 gree of purification, etc. 
 
 In practice, the depth of beds ranges from four to twelve 
 feet. Experience seems to point to the fact that stable ef- 
 fluents can be produced at greater rates per unit volume of 
 material, as the depth of the filter increases, and therefore, in 
 most cases, when sufficient head is available, the cost of con- 
 struction per unit of volume decreases with the increase in 
 depth of the filter. 
 
 As a general rule, with purely domestic sewage, free from 
 detrimental, industrial wastes, a six foot filter bed gives stable, 
 non-putrescible effluents. 
 
 PRELIMINARY TREATMENT REQUIRED:— As in 
 the case of intermittent sand filtration and contact treatment, 
 some form of preparatory treatment, such as has already 
 been outlined, is necessary in order to prevent clogging of 
 filters and nozzles. Fine screens can be used, but experience 
 has proven that tank treatment or sedimentation removes sus- 
 pended solids more economically and efficiently. 
 
 11
 
 Septic tanks are often used for preliminary treatment be- 
 fore sprinkling filters, but their septic effluent gives off objec- 
 tionable odors. It has been proven beyond doubt in many 
 large plants in this country that when fresh sewage is applied 
 to sprinkling filters, odors are not noticeable, and authorities 
 seem to agree that it is more difficult to purify septic sewage 
 by bacterial agencies. 
 
 The ImhofT tank, for the above reasons, has proven to be 
 the best preliminary treatment process, where sprinkling filters 
 are resorted to for final treatment. Sewage, entering the puri- 
 fication works, is apt to be fresh, unless the plant is at a great 
 distance from the city. Since the detention period in Imhoff 
 tanks is short (one to three hours as against two to twenty- 
 four hours in the septic tanks), and as the sewage is kept sep- 
 arate from the putrefying sludge and septic sewage in the 
 lower compartment of the tank, conditions are favorable for 
 fresh sewage entering the filters. 
 
 DISTRIBUTION OF SEWAGE OVER FILTERS :— As 
 the name "sprinkling filter" implies, the sewage is sprinkled 
 over the rock by some form of sprinkling device. In America, 
 nozzles are generally used. The sewage is sprayed or sprinkled 
 over the beds in a thin sheet, vmder a varying head, usually 
 between two and ten feet. This varying head gives the sew- 
 age a chance to be distributed more evenly over the rock and 
 therefore a more uniform purification results. The variance in 
 head is accomplished in different ways. Usually a tank is 
 provided which allows a storage for a short time of the effluent 
 from the preliminary treatment. AMien the sewage in this 
 tank has reached a certain head, or has filled to the proper 
 depth, a siphon automatically discharges and allows the fluid 
 to flow out through the distribution system under the beds 
 and through the sprinkling nozzles. It is therefore apparent 
 that, as the level in the dosing tank recedes, the pressure or 
 head on the nozzle diminishes. With a high head, the spray 
 is thrown out to the maximum and gradually is drawn in as 
 the water level lowers. This variance of head is often accom- 
 plished by mechanical devices, which operate valves giving a 
 variable discharge. 
 
 As a result of throwing a fine spray and large volumes of 
 sewage into the air above the surface of sprinkling filters, it 
 
 12
 
 may seem to the layman that there would be danger of dis- 
 seminating harmful bacteria, and that conditions prejudicial 
 to health might result. Dr. John Robertson, medical ofiticer of 
 health of Birmingham, England, conducted a series of tests 
 which showed that during the summer, the number of bacteria 
 in the air passing through the sprays was greater before than 
 after such passage. He states that fifty yards away from the 
 bed on the lee side sometimes one-fourth the number of organ- 
 isms were obtained, as compared with the number on the 
 windward side, fifty or one hundred yards away. When the 
 wind was strong, he found that a certain number of organisms 
 were carried over the beds, the distance varying with the 
 strength of the wind. In no case, Avas he able, with the most 
 delicate tests, to detect sewage organisms at a greater distance 
 than one hundred yards from the beds. He came to the con- 
 clusion that any harm that might be done by such methods of 
 distribution was negligible. 
 
 Experience gained from the operation of sewage disposal 
 plants, and there are a large number in operation in America, 
 as well as in Europe, points to the fact that there is little dan- 
 ger of contagion or ill health from a well-operated plant. The 
 attendants at such plants very often live in close proximity 
 to the works and are as healthy and robust as the average per- 
 son pursuing other lines of industry. 
 
 UNDER DRAINAGE:— Sprinkling filters should be well 
 under-drained to assure a removal of the percolating fluids 
 with their suspended solids. The floor system is usually of 
 concrete, with sufficient gradient toward the main collectors 
 to insure proper carrying velocities. The filter is separated 
 from the floor by a false bottom of half tile drain or some simi- 
 lar scheme to insure proper capacity and to facilitate quick 
 removal. 
 
 VENTILATION OF BEDS :— For the proper working 
 of a sprinkling filter bed, there should be ready access of air, 
 that oxidation may be carried on without interference. Many 
 of the first filters constructed were provided with ventilators 
 and movable cowls which turned with the wind, and thus a 
 forced draft was created which was carried down into the filter. 
 But experience at large plants has clearly shown that with the 
 coarse rock that is used and with a free drainage system, suf- 
 
 13
 
 ficient air is drawn down in the filter by the percolating liquids, 
 and by the partial vacuum created within the filters, to prop- 
 erly supply the needed oxygen. Special ventilators are there- 
 fore not necessary. 
 
 PURIFICATION BY SPRINKLING FILTERS :— This 
 process is one wholly of oxidation in which absorption, bac- 
 terial action and the activities of larger organisms all perform 
 definite functions. The suspended solids not removed by the 
 preliminary treatment and the dissolved organic matters are 
 retained and absorbed by the bacterial jelly that is found 
 coated upon the broken rock of the sprinkling filter, as in the 
 contact beds. 
 
 This bacterial jelly coats the stone from top to bottom of 
 the bed when in a mature condition. The organic matters that 
 manage to pass the upper layers are caught by those beneath, 
 and, when the sewage reaches the under-drains, it has received 
 a high state of oxidation. 
 
 The process is similar to that of the contact bed, with the 
 exception that it is one completeh^ of oxidation, and not one 
 of reduction and oxidation. The oxygen of the air being pres- 
 ent within the sprinkling filter at all times, while in the con- 
 tact bed during the full state, anerobic decomposition is often 
 produced, which takes place only in the absence of oxygen. 
 
 The organic matters are broken down into humus-like 
 material ; carbon dioxide and other soluble and gaseous prod- 
 ucts are given ofif. Nitrogenous substances are oxidized with 
 the production of free ammonia, nitrites and nitrates. 
 
 Knowledge of all organisms and of the exact reactions 
 that take place is not yet complete, but it has been definitely 
 proven that bacteria play an important part, as well as higher 
 forms of life, such as worms, etc. That the process is one of 
 biological and not mechanical filtration can be proven in many 
 ways. In the first place, the filters are not mechanical strain- 
 ers ; they do not clog seriously and there is as much suspended 
 solid in the final effluent from the sprinkling filters as enters 
 the beds. During the winter months in the east, where the 
 thermometer usually falls below zero, bacterial life is at a very 
 low ebb. At these times filters retain considerable of their 
 humus matter : still there is a decided oxidation ot the effluent. 
 In the spring as the temperature rises and bacterial life be- 
 
 14
 
 comes more active, these filters commence to unload and in 
 the summer they are back to full capacity. 
 
 A<^ain, tests have been made by adding germicides to the 
 influent, and in sucli cases it has been found that the organic 
 matters remain unchanged in their passage through the filter. 
 This shows that bacterial life is essential to the process of 
 purification. 
 
 In California, where the climate is equable and extreme 
 differences in temperature are rare, bacterial activity is at its 
 l^est and should remain fairly constant throughout the year. 
 Purification plants of this nature should therefore, in this state, 
 give high efficiency, and in thickly settled communities where 
 high rates of operation are necessary, they should find a wide 
 field of usefulness. 
 
 FINAL SETTLING BASINS:— As the sprinkling bed is 
 not a mechanical strainer, and as the effluent from such a bed 
 contains practically the same amount of solids in suspension as 
 when it left the preliminary tanks, it is advisable in most cases 
 to provide final settling tanks. 
 
 W'hile the humus matter leaving the filter has been 
 changed, as has been stated, from a highly organic nature to 
 a more compact mineral matter, still it may contain some or- 
 ganic matter and many worms, which, if allowed to stand and 
 dry in the air, might produce a nuisance. 
 
 Sprinkling filter humus lends itself more readily to sedi- 
 mentation than do the solids in fresh sewage, and therefore 
 long periods of detention in the tanks are not necessary. 
 Usually an hour is sufficient to remove all solids capable of 
 subsiding. A tank of the Imhoff design is best adapted for 
 this, but shallow basins, when cleaned often, have given satis- 
 factory results. The sludge from such basins is not offensive, 
 and, when dried, closely resembles garden soil. 
 
 DISINFECTION METHODS:— The primary object of 
 sewage purification, as discussed above, is to change the or- 
 ganic matter in the sewage by oxidation methods to harmless, 
 inoffensive and therefore stable and non-putrescible substances. 
 
 Preliminary purification processes, as outlined, remove a 
 large percentage of the contained bacteria. Still, with the 
 
 15
 
 great number of bacteria present in sewage, often as high as 
 20,000,000 per cubic centimeter, a removal of 90% would not 
 insure safety, if the remaining 10% contained pathogenic spe- 
 cies and the effluent found its way into the domestic water 
 supply of a community. The object of disinfection and sterili- 
 zation processes is to reduce to a negligible or absolute degree 
 the pathogenic germs that may be present. 
 
 It is unusual for waters that receive sewage or sewage 
 effluents and are used for domestic supplies, to be used with- 
 out previous disinfection, and very often the State Board of 
 Health requires the sewage or sewage effluents to be similarly 
 treated. 
 
 Many and various sterilizing and disinfecting agents have 
 been employed. Among them are the following, acids, heat, 
 ozone, copper sulphate, chlorine and its compounds. Most of 
 them are both difficult and costly in application. Chlorine and 
 its compounds are the exception, and in general these are the 
 disinfectants used. The chemicals that have proven most prac- 
 tical are chlorine gas, liquid chlorine, calcium hypo-chlorate 
 or common bleaching powder, or chloride of lime, and sodium 
 hypo-chlorite. 
 
 Practical experience has demonstrated that the greater 
 number of pathogenic bacteria can be removed from crude 
 sewage or from effluents from purification works at a moder- 
 ate cost. It is also true that the greater the degree of prelim- 
 inary treatment, the less chemical disinfectant needed and 
 consequently a smaller cost per million gallons treated. 
 
 THE ACTIVATED SLUDGE PROCESS :— The so-called 
 ''new" method of sewage purification, known as the Activated 
 Sludge Process, has been given considerable attention during 
 the past year, and more enthusiasm has been manifested by its 
 development than any other process since the Imhoff tank. 
 
 The fundamental idea of the process is the same that un- 
 derlies any of the other processes of purification, i.e. that puri- 
 fication is an oxidation of the organic matters of sewage 
 brought about by the aid of biological agencies and in the 
 presence of oxygen. Purification by aeration is not a new 
 idea; it has been tried at various places in the past, but with 
 little success until 1913 when in Manchester, England, Ed- 
 ward Ardern and W. T. Lockett, under the inspiration of Pro- 
 
 16
 
 fessor Fowler of the University of Manchester, carried out a 
 set of experiments. These experiments gave startling results, 
 for it was found that it was possible in the laboratory to nitrify 
 completely the sewage of Manchester by aeration in tanks for 
 a period of five weeks. Many other investigators in the past 
 had been able to accomplish similar results, but this is as far as 
 the development went. They reasoned that a detention period 
 of such length was beyond the economic limit and therefore 
 impractical. 
 
 Manchester experimenters went one step further, for after 
 five weeks aeration of the sewage, they decanted, or drew ofif 
 the clear liquid, allowing the sludge to remain. They then 
 filled the tank and again aerated. It was found that the time 
 of complete purification or oxidation, after the second filling, 
 was much shorter. 
 
 It was thus first understood that the condition of the 
 sludge within the tank played a most important part in the 
 process, and that a simple injection of air into sewage was not 
 the only requisite for purification. An environment for the 
 growth and multiplication of nitrifying bacteria was necessary, 
 and the sludge, after becoming non-putrescible by the removal 
 of organic matter, oflfered the proper resting place for these 
 bacteria, (the same as the rock in the sprinkling filter or the 
 sand grain in the sand filter in other processes). 
 
 Instead of being called "Purification by aeration," the new 
 process was given the name of "Activated Sludge Process," 
 owing to the condition of the sludge and the important part it 
 played in the treatment. 
 
 Simultaneously with the experiments carried on in Man- 
 chester, experiments have been carried on in this country at 
 the Massachusetts State Experimental Station at Lawrence, 
 at the University of Illinois, in Milwaukee, in Baltimore, Md.. 
 and at the Hygienic Laboratory of the U. S. Public Health 
 Service. The first experiments were all carried out on the fill 
 and draw method, i.e. the tanks were filled and aerated, and 
 the purified liquid withdrawn, again filled and the process re- 
 peated. Experiments on a larger scale are now being con- 
 ducted at these stations on a continuous flow plan. Whether 
 or not this new process will supercede the methods now in use, 
 remains to be seen. 
 
 17
 
 It is certain that the first cost of installation will be much 
 lower, but there are several unsolved problems upon which 
 the future of the process depends. They are 
 
 (1) The winter problem. 
 
 (2) The plant supervision problem. 
 
 (3) The sludge problem. 
 
 (4) The cost problem 
 
 The winter problem, which would probably not have to 
 be met in the West or Southwest, may prove a decided stumb- 
 ling block in climates where low winter temperatures prevail. 
 Experiments have shown that purification is seriously hamp- 
 ered where the temperature reached 50° Fahrenheit. 
 
 The problem of plant supervision promises to be one of 
 great importance, for in no process thus far used do so many 
 determining factors enter. The sludge tends to lose its acti- 
 vated properties very easily, and the neglect of any one of a 
 number of factors such as air supply, basicity or alkalinity of 
 the sewage, percentage of sludge present, detention period in- 
 timate mixture of activated sludge and sewage, and the distri- 
 bution of the air through the sewage, would hamper the pro- 
 cess. 
 
 The sludge problem is not as yet solved; there are many 
 advantages claimed for it over sludge from other processes. 
 It contains three times as much nitrogen, twice as much phos- 
 phoric acid and one-half as much fatty matter as ordinary tank 
 sludge : if these results can be obtained on a practical engineer- 
 ing scale, the sludge would have added value as a fertilizer. 
 The percentage of moisture, however, is high, some 95%, and 
 the cost of realizing this fertilizer value would depend upon 
 the cost of removing this moisture. 
 
 THE COST PROBLEM: — It seems certain that the first 
 cost, or the cost of construction, will be less in this process 
 than in the sprinkling filter process, for the entire treatment 
 is concentrated in one plant, while in the filter process, prelim- 
 inary clarification tanksmustbe considered as well as the filters. 
 
 The cost of operation in the Activated Sludge Process 
 promises to be exceedingly high. This is due to the cost of 
 producing compressed air and the amount of air necessary to 
 produce the required purification. This high cost of operation 
 
 18
 
 and the difficulties of the sludge problem may be found to 
 entirely offset the advantages gained by the differences in first 
 cost between this process and the sprinkling filter process. 
 But, until such time as these points are more definitely deter- 
 mined, the Sprinkling Filter Process holds first place.' 
 
 19 ,
 
 REPORT 
 
 In January, 1915, a contract was entered into by the Cities 
 of Pasadena, South Pasadena and Alhambra, a copy of which 
 accompanies this report. Under this contract the City En- 
 gineers of the three cities were constituted a Board of Engi- 
 neers to investigate all available sites for disposal works, and 
 to prepare plans for a complete purification plant capable of 
 treating the sewage of the three named cities. 
 
 The Board was duly organized with R. V. Orbison of Pas- 
 adena as President, Charles E. Hewes of Alhambra as Secre- 
 tary, and John MacMillan of South Pasadena as third member 
 of the Board. Immediately upon organization, the following 
 methods of sewage disposal were outlined for investigation : — 
 
 (1) An outfall sewer to the ocean. 
 
 (2) A suitable site and the construction of a purification 
 
 plant and disposal of the effluent of same into the 
 Rio Hondo River. 
 
 (3) A location suitably situated, a treatment plant and 
 sufficient land for irrigation by utiUzation of the 
 
 plant's effluent. 
 
 AN OUTFALL SEWER TO THE OCEAN :— The nat- 
 ural drainage of the three cities is down the Rio Hondo River 
 to the Los Angeles River, thence through the Dominguez 
 Ranch to the Long Beach Harbor. The San Gabriel River 
 flows through level land north of El Monte, and while it 
 sometimes flows down the Rio Hondo into Long Beach harbor, 
 it usually flows through another channel near Whittier and 
 out through Alamitos Bay. 
 
 The ocean shore between San Pedro and Alamitos Bay 
 is well built up for the entire distance, and any attempt to 
 establish an outfall site and treatment plant along this stretch 
 would be vigorously contested by the cities and the property 
 owners in that section. The City of Los Angeles owns a strip 
 a mile in length along the coast at their outfall site. Yet, with 
 this added protection, the State Board of Health constantly 
 receives complaints from adjacent cities. 
 
 This Board believes that, with existing conditions along 
 the coast today, to establish an outfall sewer to the sea, a site 
 
 20
 
 would have to be chosen east of x\lamitos Bay, and therefore 
 in Orange County. To turn raw sewage into the ocean at any 
 point on the coast in this vicinity is certainly out of the ques- 
 tion. Los Angeles City, with its outfall in a more isolated 
 place than any site we might obtain, has been forced by the 
 State to take measures for clarification. It means, therefore, 
 that even with an outfall to the sea, some process of clarifica- 
 tion, such as screen or tank treatment, must be resorted to. 
 
 It is impossible to give an accurate estimate of the cost of 
 an outfall to the sea. without extensive field work, but from 
 a study of the topographical map, we have been able to reach 
 the following conclusion and approximate estimate. 
 
 Supposing it possible to obtain a site suitable for a treat- 
 ment plant in the vicinity of Alamitos Bay — the distance from 
 the southern boundary of Alhambra, for an outfall sewer fol- 
 lowing county highways as closely as possible, is approximate- 
 ly twenty-six miles. Such an outfall would be expensive to con- 
 struct, as well as to maintain, for it would be necessary to cross 
 two very erratic rivers which seemingly change their course 
 at will, sometimes flowing in one channel and sometimes in 
 another. The country in the vicinity of Alamitos Bay and 
 for three or four miles inland, is marshy and therefore level. 
 Ground water would be encountered which would increase 
 construction cost, and the flatness of the land for such dis- 
 tances would add difficulties in the way of proper gradients. 
 
 Conditions Along Line of Outfall 
 
 First 5.5 miles, drop in feet 196. a gradient of 67% 
 
 2nd 7.5 miles, drop in feet 100. a gradient of 25% 
 
 3rd 6.5 miles, drop in feet 7S, a gradient of 22% 
 
 4th 6.5 miles, drop in feet 25. a gradient of 07% 
 
 An outfall of such length should be designed for a future 
 of at least fifty years, and from a close study of past growth 
 and an estimate as to probable future growth, a population of 
 at least 300,000 may be expected to be served by such a sewer. 
 At the present time, the population of the three cities is close 
 to 60,000; figuring 125 gallons per capita per day as a max- 
 
 211
 
 imum and safe figure, the quantity of sewage to be carried 
 by such a sewer at present and fifty years hence would be as 
 follows : — 
 
 Present Capacity Required 
 
 60,000 population at 125 gallons per capita daily would be 
 equal to 7.500,000 gallons per day. Figuring an eighteen hour 
 period as the time in which the volume would be discharged, 
 (the remaining six hours of the twenty-four having practically 
 a negligible flow), this would equal a flow of 15.47 second feet, 
 or, at 50 miner's inches to the second foot, 773.50 miner's 
 inches. 
 
 Future Capacity Required 
 
 300.000 population at 125 gallons per capita daily would 
 be equal to 37,500,000 gallons per day, or 77 .Z7 second feet, or 
 3,868.50 miner's inches. 
 
 Estimates of size and cost for future population of 300.000 
 
 Size of Velocity I>iii ft. Cost \vx 
 
 Grade Pipe of Flow of Pipe Foot Total Cost 
 
 .67% 45" 7.5' 29,040 425 $123,420 
 
 .25% 54" 5.4' 39,600 5.65 223,740 
 
 .22% 54" 5.0' 34,320 5.65 193,908 
 
 .07% 66" 2,.}; 34,320 7.75 265,980 
 
 $807,048 
 
 Man holes, 200 at $50. ■- ■ 10,000 
 
 1,000 feet cast iron pipe, 36", and 800 feet of protection 
 
 piling at outlet. $30 per ft. 30,000 
 
 $847,048 
 Plus 10% engineering, inspection, incidentals 84,704 
 
 $931,752 
 Clarification plant, Imhoff design, to care for 60,000 people 75,000 
 
 Total $1,006,752 
 
 This estimate is exclusive of right-of-way or cost of land 
 for outfall site and disposal plant. It is based upon ideal con- 
 ditions of construction, assuming that no difficulties would 
 be encountered during construction such as, ground water, 
 quick sand, heavy ground, etc., and that extensive shoring 
 would not be necessary. 
 
 In crossing the two river channels, long inverted cast 
 iron siphons, no doubt, would be needed to insure permanent 
 
 22
 
 construction. The encountering- of heavy soils and ground 
 water, with the approach to the ocean shore, would add ma- 
 terially to construction cost. It is therefore safe to say an 
 estimate of 20 % to 50% in excess of the one given would 
 represent more nearly the cost of such an outfall. 
 
 In designing sewers, it is necessary that the velocities of 
 flow be sufficient to carry the suspended solids ; otherwise, de- 
 posits will form which, if they do not hamper the flow, give 
 rise to obnoxious odors due to the putrefaction of the organic 
 matters. Economic considerations usually demand that an 
 outfall sewer be designed for a period of years in the future, 
 and, in such cases, it is necessary to consider the actual con- 
 ditions of operation likely to occur under minimum flow dur- 
 ing the first few years after construction. 
 
 If velocities are not sufficient, under minimum flow, to 
 cleanse the sewer, sufficient water must be added at such times 
 to raise the velocities, or a smaller sewer should be designed. 
 The construction of a large sewer for a long period ahead 
 would not be warranted if the cost of operation of such sewer 
 would exceed the cost of construction of a smaller sewer for 
 a short future and then building a second sewer when the 
 growth of the community warranted. 
 
 The normal, or average, daily flow of the three cities today 
 is 50 gallons per capita, or a flow of 6.19 second feet. The min- 
 imum flow for a few hours each day may drop to one or two 
 second feet. 
 
 Considering the sewer as designed for a future of fifty 
 years and the average daily flow of the present, the conditions 
 of flow would be as follows : — 
 
 1966 1916 Normal Flow 
 
 Quantity Capacity Velocity .Xverace Deptli Velm-ity 
 
 Grade of Size of of Sewage of Sewage of Flow ft. Daily of of 
 
 Sewer Pipe sec ft. Flowing Full iier se<-. Flow Flow Flow 
 
 .67% 45" TJ 82.8 7.5 6.19 8.1" 3.98 
 
 .25% 54" n 85.9 5.4 6.19 9.7" 2.86 
 
 .22% 54" n 79.5 5.0 6.19 9.7" 2.65 
 
 .07% 66" n 78.4 Z.Z 6.19 11.9" 1.75 
 
 The velocities in the case of normal flow are sufficient for 
 estimate purposes, although the 1.75 feet per second is some- 
 what below what is deemed good practice, and during some 
 hours of the day, when the flow drops under the normal, flush- 
 ing would have to be resorted to. 
 
 23
 
 Your Board of Engineers believes that, with the develop- 
 ment of the country at the present time, where large tracts of 
 land are still available sufficiently remote from built-up sec- 
 tions, where the water problem is such a vital consideration to 
 such land and worth anywhere from one to live cents per inch 
 per hour for irrigation purposes, and where the problem is be- 
 coming more vital with each year's growth, to waste sewage 
 water when it is possible to purify it for irrigation purposes 
 in such a manner as to cause no nuisance from odors or en- 
 danger public health, is a willful waste and should not be 
 tolerated. 
 
 In the City of Alhambra. a city of 3,800 acres and at pres- 
 ent largely an orchard city, water for irrigation purposes sells 
 for $.50 per 1,000 cu. ft. This is equivalent to a rate of $ .036 
 per inch per hour. With a population of 60.000 and a normal 
 sewage flow of 50 gallons per capita daily, the daily discharge 
 is 3,000,000 gallons, or equivalent to a constant flow of approx- 
 imately 310 inches. Consider that no storage is provided, and 
 that it is possible to sell water for only twelve hours per day 
 two hundred days per year, and that such water is worth, for 
 irrigation purposes, three cents per inch per hour 
 
 310 inches per hour at 3c $ 9.30 per hour 
 
 12 hours at $9.30 111.60 
 
 200 days at $111.60 22,320 
 
 Avhich is equivalent to an investment of $446,400 at 5%, which 
 is a little more interest than the three cities will have to pay 
 for forty year bonds for a treatment plant. 
 
 In ten years, with a probable population of 100,000 in the 
 three cities, the average daily flow will be equal to 5,000,000 
 gallons per day. Using an eighteen hour period of flow, this 
 is equal to 10.32 second feet, or a constant flow of 516 inches. 
 
 516 inches per hour at 3c $ 15.48 per hour 
 
 12 hours at $15.48 185.76 
 
 200 days at $185.76 37,152.00 
 
 which at 5% is equal to interest on an investment of $743,040. 
 
 It has been said that a municipality should not allow com- 
 mercialism to enter into its affairs. In some instances this may 
 be true, but we see no logic in any argument that would de- 
 mand the waste of so valuable an asset, when such asset can 
 be utilized without interfering with the rights of others. 
 
 24
 
 THE CONSTRUCTION OF A PURIFICATION PLANT 
 AND THE DISCHARGE OF THE EFFLUENT FROM 
 THE SAME INTO THE RIO HONDO RIVER. 
 
 The Board investigated this phase of the problem, and 
 found that undoubtedly land could be obtained to the south- 
 east of Alhambra along the Rio Hondo River. The discharg- 
 ing of effluent from a purification plant into this river, which 
 is a small stream the greater part of the year, would necessitate 
 the constant maintenance of a very high state of stability, and. 
 as is the case in an outfall to the sea, the effluent from such 
 a plant would be wasted. 
 
 We are not aware that this stream is used directly for 
 domestic water supply, but the stream feeds the underground 
 gravels of the coastal plain, the water from which is pumped 
 and used by cities to the south. 
 
 The river is also used for bathing and its banks as a sum- 
 mer resort at certain times of the year. Hence, any pollution 
 of this stream would be out of the question. 
 
 PURIFICATION PLANT AND UTILIZATION OF EF- 
 FLUENT FOR IRRIGATION. 
 
 A thorough examination of all available land in the vicin- 
 ity of Alhambra for the purpose of the construction of a mod- 
 ern purification works and the use of its purified effluent for 
 irrigation, reveals the following facts: 
 
 On the west of Alhambra there is a range of hills sepa- 
 rating the same from the city of Los Angeles, but to find suit- 
 able land for such purpose in this direction is out of the ques- 
 tion. To the east and southeast of Alhambra is the Rio Hondo 
 River, a small stream during the larger part of the year, but 
 a raging torrent at times during the winter. The territory be- 
 tween the river and Alhambra is flat for some distance back 
 of the river, and the water plane is within a few feet of the 
 surface. This territory is under cultivation, water for irriga- 
 tion purposes being pumped from wells on the ground or 
 brought in from the Rio Hondo in ditches. Water is not a prob- 
 lem in this section, and the disposal of effluent from a purifi- 
 cation works is not feasible from an economic standpoint. 
 
 25
 
 To the south of Alhambra, and separated by a long range 
 of hills, is a tract of several thousand acres of tillable land for 
 which, at the present time, water is unavailable. Here is an 
 ideal spot for a purification works, with more than sufficient 
 adjacent land to utilize the effluent from such works for some 
 years to come. The range of hills completely shuts ofif the 
 populated sections to the north and to the east, and to the 
 south and west there are no residences to speak of within 
 three miles. 
 
 \\ e notified your Honorable Bodies as to our selection, 
 and after careful investigations, proceedings were started to 
 acquire sufficient territory for a plant and for a farm. We 
 advocated the purchase of one thousand acres, for the reason 
 that with the combined population of 60,000, we would have 
 sufficient water to amply care for that amount of land. Owing 
 to circumstances, however, you were able to purchase only six 
 hundred acres, but it is probable that, in the near future, ad- 
 ditional land can and will be obtained. 
 
 The location of the new farm is shown on the government 
 topographical map accompanying this report and contains 
 nearly six hundred acres of hilly, rolling and level land. The 
 northern boundary of the farm is one and one-half miles from 
 the southerly line of the City of Alhambra. 
 
 The site of the proposed purification works is admirably 
 situated on the southern slope of the roughest part of the farm, 
 approximately one-half mile south of its northern line, and on 
 the eastern side of a pass which extends in a northerly and 
 northeasterly direction through the hills. The topographical 
 features of the proposed purification works site and of the 
 north central part of the farm act as a barrier to any nuisance 
 which might arise from odors passing over into the country 
 to the north. 
 
 A portion of the farm lying north of the proposed plant 
 is too high for irrigation by gravity flow, and we would there- 
 fore recommend that at least a portion of this high land be 
 planted to eucalyptus trees. 
 
 OUTFALL SEWER:— The new outfall sewer, a plan 
 and profile of which accompanies this report, will divert the 
 sewage of Pasadena, South Pasadena and a portion of Alham- 
 bra's, at the northwest corner of Pasadena's present farm, 
 
 26
 
 thence south along; the west Hne of the farm to HeHman Ave- 
 nue, thence west on HeUman Avenue to Garfield Avenue, in- 
 tercepting- the major portion of Alhambra's sewerage system ; 
 thence south on Garfield Avenue to Newmark Avenue, thence 
 west on Newmark Avenue to Ramona Avenue, thence south 
 on Ramona Avenue to the south line of Tract Number 786; 
 thence in a general southwesterly direction through an un- 
 named pass to the purification works. The total length of 
 the sewer is 18,400 feet, or 3.48 miles. The grade from the be- 
 ginning to the south line of Tract 786 is 0.286% and from that 
 point to the plant is 0.33%. 
 
 DESIGN OF THE OUTFALL SEWER:— For a deter- 
 mination of the proper size of sewer to design, it is necessary 
 that the following facts be known as nearly as possible : — 
 
 (1) Is the sewage separate or combined? 
 
 (2) Population designed for. 
 
 (3) Quantity of sewage to be taken care of. 
 
 Separate or combined sewage means whether it is strictly 
 domestic, or combined with storm water. In this case, the 
 sewage is strictly domestic in character. 
 
 The second feature to be considered, "Population de- 
 signed for," is a very important factor and one incapable of 
 exact determination. However, in order to design a sewer 
 for a period in the future, it is necessary to make some sort of 
 an estimate of probable future growth. Accompanying this 
 report is a series of curves, showing the past growth of the 
 three cities separately and a curve showing the combined 
 growth to date. From a study of the past growth and the 
 growth of other cities in the United States, we have extended 
 these curves and have reached the conclusions given. 
 
 "Quantity of sewage to be taken care of" is also a factor 
 indeterminate for a long period ahead, but experience has 
 taught that with the growth of cities, unless some exceptional 
 changes take place in character of population or industries, 
 the water consumption per capita increases rather than de- 
 creases. 
 
 In April, 1915, in order to determine the sewage flow^ of 
 Pasadena, two Stevens recording gauges were installed, one 
 at the outlet of the Garfield sewer and one at the outlet of the 
 
 27
 
 Allen Avenue sewer. After a period of one hundred and fifty 
 days, by averaging the daily flow, it was found that the aver- 
 age was 2,000,000 gallons per day. Upon a basis of a popu- 
 lation of 40,000, this gives an average flow of 50 gallons per 
 capita per day. The maximum rate, according to these gauges 
 is approximately one hundred and thirteen gallons per capita 
 daily, and in our design we have used 150% of the average, or 
 one hundred and twenty-five gallons per capita daily as being 
 a safe figure. 
 
 Ground Water Entering The Sewer : — The possibility of 
 any ground water entering the sewer, thus increasing the vol- 
 ume of water to be cared for, can be neglected. The three 
 cities are sufificiently high, and the water plane so far beneath 
 the surface, that any trouble from this source is negligible. 
 
 Storm Water Entering The Sewer : — The only access that 
 storm water has to the sewer is through the man-hole covers ; 
 any great quantity from this source is not to be expected, and 
 this phase has therefore been neglected. 
 
 CONSIDERING THE SIZE, CONDITIONS OF FLOW, 
 AND COST OF CONSTRUCTION OF A SEWER FOR 
 TWENTY, THIRTY AND FORTY YEAR FUTURE. 
 
 Twenty Year Future, or the Year 1936 
 
 Probable combined population, 1936 146,000 
 
 Probable population of Alhambra, 1936 28,000 
 
 All the sewage of Pasadena and South Pasadena, and ap- 
 proximately one-third of the sewage of Alhambra, would 
 enter the outfall above the intersection of Hellman and Gar- 
 field Avenues. The remaining two-thirds of Alhambra's sew- 
 age w^ould enter at this point. 
 
 Gals, per day 
 Total maximum flow to be expected with a popula- 
 tion of 146,000 18,250.000 
 
 Total maximum flow to be expected with a popula- 
 tion of 28,000 3,500,000 
 
 % X 3,500,000 = 2,333,333 gallons per day entering sewer at 
 Hellman and Garfield Avenues. 
 
 28
 
 Sewer above Garfield and Hellman Ave., therefore designed 
 for 18.250,000 — 2.333.333 or 15.016,666 gallons per day, or 
 32.84 second feet. 
 
 Sewer below Garfield Avenue and Hellman Avenue there- 
 fore designed for 18.250.000 gallons per day, or 37.65 second 
 feet. Using brick sewer and N = .015 (cocfiicient of rough- 
 ness). 
 
 (Computations by Slide Rule and Di.scliarge Diagrams) 
 
 CJiado 
 
 0.286% 
 0.286% 
 0.33% 
 
 Lin. ft. .sig.'ied for 
 Vipe See. ft. 
 
 7100 32.84 
 4800 37.65 
 6500 37.65 
 
 % engineering. 
 
 Sine of of Pipe 
 Pipe See. ft. 
 
 36" 32.0 
 
 39" 37.5 
 39" 41.1 
 
 inspection and 
 
 FlowiuR Unit Cost 
 Full 
 
 4.4 $2.85 
 4.7 3.30* 
 5.0 3.05 
 
 incidentals 
 
 Total (.'ost 
 
 $20,235,00 
 15,840.00 
 19.825.00 
 
 Plus 10 
 
 $55,900.00 
 5,590.00 
 
 
 $61,490.00 
 
 ^Includes repaying. 
 
 Thirty Year Future, or Year 1946 
 
 F'robable combined population. 1946 196,000 
 
 Probable population of Alhambra. 1946 38,000 
 
 All the sewage of Pasadena and South Pasadena and ap- 
 proximately one-third of the sewage of Alhambra would enter 
 the outfall above the intersection of Hellman and Garfield 
 Avenues. The remaining two-thirds of Alhambra's sewage 
 would enter at this point. 
 
 Gals, per day 
 Total maximum fiow to be expected with a popula- 
 tion of 196,000 24.500,000 
 
 Total maximum flow to be expected with a popula- 
 tion of 38,000 4.750,000 
 
 ^ X 4,750,000 = 3.166,666 gals, per day entering at Hellman 
 and Garfield Avenues. 
 
 Sewer above Garfield and Hellman Avenue therefore designed 
 for 24,500,000 — 3.166.666 = 21,333.333 gals, per day or 44 
 second feet. 
 
 Sewer below Garfield and Hellman Avenues designed for 24,- 
 500,000 gallons per day or 55.55 sec. feet. Using brick 
 sewer and N = .015 (coefficient or roughness). 
 
 29
 
 Computations by Slide Rule and Discharge Diagrams^ 
 
 Lin. ft. 
 Grade Pipe 
 
 0.286% 7100 
 0.286% 4800 
 0.33% 6500 
 
 Quantity De- Capacity 
 
 signed for Size of of Pipe 
 
 Sec. ft. Pipe Sec. ft. 
 
 44 42" 47.5 
 50.55 45" 57.0 
 50.55 45" 61.0 
 
 neering, inspection and 
 
 Velocity 
 
 Flowing 
 Full 
 
 4.9 
 
 5.1 
 
 5.5 
 
 incideni 
 
 Unit Cnsl 
 
 $3.85 
 4.35* 
 4.10 
 
 tals 
 
 Total Cost 
 
 $27,335.00 
 20,880,00 
 26,650.00 
 
 Plus 10% engii 
 
 $74,865.00 
 7,486.00 
 
 *Including repaying. 
 
 $82,351.00 
 
 Forty Year Future, or Year 1956 
 
 Probable combined population. 1956 250,000 
 
 Probable population of Alhambra, 1956 50,000 
 
 All the sewage of Pasadena and South Pasadena and ap- 
 proximately one-third of the sewage of Alhambra would enter 
 the outfall above the intersection of Hellman and Garfield 
 Avenues. The remaining two-thirds of Alhambra's sewage 
 would enter at this point. 
 
 Gals, per day 
 Total maximum flow to be expected with a popula- 
 tion of 250,000 - 31.250.000 
 
 Total maximum flow to be expected from a popula- 
 tion of 50,000 6.250,000 
 
 Yz X 6,250,000 = 4.166.666 gals, per day entering sewer at Hell- 
 man and Garfield. 
 Sewer above Garfield and Hellman Avenues designed for 31.- 
 250,000 — 4,166,666 or 27,083,334 gallons per day or 55.88 
 second feet. 
 Sewer below Garfield and Hellman Ave., designed for 31.250,- 
 000 gallons per day. or 64.47 second feet. Using brick 
 sewer and N = .015 (coefificient of roughness). 
 
 (Computation by Slide Rule and Discharge Diagrams) 
 
 0.286% 
 0.286% 
 0.33% 
 
 Lin. ft. 
 Pipe 
 
 Quantity De- 
 signed for 
 Sec. ft. 
 
 Size of 
 Pipe 
 
 Capacity 
 
 of Pijie 
 Sec. ft. 
 
 Velocity 
 
 Flowing 
 
 Full 
 
 Unit Cost 
 
 Tilt J 1 Cost 
 
 7100 
 4800 
 6500 
 
 55.88 
 
 64.47 
 64.47 
 
 45" 
 48" 
 48" 
 
 57 
 
 68 
 72 
 
 5.1 
 
 5.4 
 5.7 
 
 $4.10 
 4.60* 
 4.30 
 
 $29,110.00 
 22,080.00 
 27,950.00 
 
 $79,140.00 
 Plus 10% engineering, inspection and incidentals 7.914.00 
 
 *Including repaying. $87,054.00 
 
 30
 
 Comparisons of Flow in 1916, 1936, 1946 and 1956 
 Future Twenty Years 
 
 
 
 (Juautity 
 
 
 
 KlottiiiR Kvill 
 
 i!):'.(i 
 
 Xnniial Flow 
 1916 
 
 
 I'OI. 
 
 ulatkiii 
 
 Sewage in 
 
 
 r^ 
 
 
 Velocity 
 
 Di.s- 
 
 Depth 
 
 Veloc- 
 
 Tri 
 
 butaiy 
 
 Secouil ft. 
 
 
 (Irade 
 
 ('ai)ac 
 
 ft. 
 
 cliarge 
 
 of 
 
 ity ft. 
 
 1910 
 
 1936 
 
 1916 1936 
 
 Dia. 
 
 
 Sec. ft. 
 
 per Sec. 
 
 Sec. ft. 
 
 Sewer 
 
 per Sec. 
 
 54.000 
 
 127,334 
 
 13.93 32.84 
 
 36" 
 
 0.286 
 
 32.0 
 
 4.4 
 
 5.57 
 
 10.08" 
 
 3.04 
 
 60.000 
 
 146,000 
 
 15.47 37.65 
 
 39" 
 
 0.286 
 
 37.5 
 
 4.7 
 
 6.19 
 
 10.92" 
 
 3.24 
 
 60.000 
 
 146,000 
 
 15.47 37.65 
 Future 
 
 39" 
 Thirty 
 
 0.33 
 Years 
 
 41.1 
 
 5.0 
 
 6.19 
 
 10.14" 
 
 3.30 
 
 54,000 
 
 170,692 
 
 13.93 44.01 
 
 42" 
 
 0.286 
 
 47.5 
 
 4.9 
 
 5.57 
 
 9.66" 
 
 2.99 
 
 60,000 
 
 196,000 
 
 15.47 50.55 
 
 45" 
 
 0.286 
 
 57.0 
 
 5.1 
 
 6.19 
 
 9.90" 
 
 3.00 
 
 60,000 
 
 196,000 
 
 15.47 50.55 
 Future 
 
 45" 
 Forty 
 
 0.33 
 Years 
 
 61.0 
 
 5.5 
 
 6.19 
 
 9.45" 
 
 3.19 
 
 54,000 
 
 216,667 
 
 13.93 55.88 
 
 45" 
 
 0.286 
 
 57.0 
 
 5.1 
 
 5.57 
 
 9.45" 
 
 2.96 
 
 60,000 
 
 250,000 
 
 15.47 64.47 
 
 48" 
 
 0.286 
 
 68.0 
 
 5.4 
 
 6.19 
 
 9.60" 
 
 3.02 
 
 60,000 
 
 250,000 
 
 15.47 64.47 
 
 48" 
 
 0.33 
 
 72.0 
 
 5.7 
 
 6.19 
 
 9.60" 
 
 3.19 
 
 From the above figures, it is seen that a circular sewer 
 designed for a forty year future, according to conditions as- 
 sumed, would have sufficient velocity during times of normal 
 flow, during the first few years of its life. During several 
 hours of the day the flow would drop considerably below the 
 normal, and. at these times, the velocities would probably drop 
 below the critical point. At such times, however, the sewage 
 flow is mostly water, containing a very small percentage of 
 suspended solids. Any depositing of solids, therefore, would 
 not be serious and would be flushed away within a few hours, 
 with the approach to normal flow. 
 
 Economic considerations generally require the construc- 
 tion of a main or outfall sewer to meet future rather than pres- 
 ent needs. The first cost of a large sewer is much less in pro- 
 portion to the capacities than a smaller sewer, but the con- 
 struction of a sewer adequate to meet the needs of a popula- 
 tion at long periods in the future, often becomes too great a 
 burden upon the present population. In such cases a smaller 
 sewer is advisable. From the preceding figures it is seen that 
 the difference in first cost between a sewer to serve for twenty 
 years and one to serve for forty years is $25,564. and between 
 thirty and forty years, $4,703. 
 
 Considering then the conditions of growth, as we have 
 estimated them and a sewer constructed for a twenty 3'ear 
 future : — During the first few years of the life of this pipe the 
 annual charges, interest and sinking fund would be less than 
 
 31
 
 in the cost of a forty year sewer, but, at the end of twenty 
 years, such a sewer would be inadequate and would either have 
 to be abandoned and a larger sewer l^uilt, or a duplication 
 made. 
 
 If a duplication, the capacity of the two sewers would be 
 doubled and twice the population, or 292,000 people could be 
 served. AMth the larger pipe the capacity is 72 second feet and 
 at one hundred and twenty-five gallons per capita, 279,190 
 people could be served. The first cost of the two smaller pipes 
 to serve 292,000 would be $122,980, while the first cost of the 
 larger pipe, which would have practically the same life, would 
 be $87,054. There would, however, be a saving made in favor 
 of the smaller pipe in the interest earnings during the first 
 twenty years. 
 
 The difTerence in first cost between the smaller sewer and 
 the larger sewer is $25,564, which would earn in twenty years 
 at 4.5% compound interest, $36,086. The first cost then, in the 
 case of the two small sewers would be $86,894 against $87,054 
 for the larger sewer. These figures, however, do not take into 
 account the addition in unit cost due to the tearing up of pave- 
 ments and their replacement, which would no doubt have to 
 be met twenty years hence in the construction of a duplicate 
 sewer. 
 
 After a careful consideration of the above figures, we 
 believe it advisable to construct the larger sewer, and would 
 recommend this course to your Honorable Bodies. 
 
 TREATMENT PLANT:— In the selection of the most 
 suitable method of purification adaptable to the needs of the 
 three cities, the following two factors were considered : — 
 
 ( 1 ) The degree of purification necessary. 
 
 (2) A plant to give the desired purification at the least 
 
 cost. 
 Degree of Purification Necessary. — We believe that the 
 land purchased for farming and disposal of the sewage effluent 
 thereon is sufficiently remote, at the present time, from resi- 
 dential property that clarified sewage effluent could be used 
 for irrigation, without creating any nuisance whatever. And, 
 if the cities owned sufficient land to use such effluent at all 
 times for irrigation purposes, no further purification would 
 
 32
 
 be necessary. There will be times, however, when the cities 
 will be unable to use the effluent to advantage, or to sell it to 
 near-by ranchers, and at such times it will be necessary to turn 
 the effluent into the natural drainage channels and thence into 
 the river. If this is to be done a high state of stability would 
 be required, that no nuisance from odors or the pollution of 
 the streams result. 
 
 It is necessary that a modern purification plant be in con- 
 tinual operation, if results are to be obtained, for it requires 
 some time (a few days to a few weeks) for a filter to ripen and 
 the growth of the proper bacterial jelly to form. Therefore, if 
 at times sewage must be turned into the streams and stability 
 is necessary, a purification plant must be provided and be kept 
 in continual operation. 
 
 A Plant to Give the Desired Purification at the Least Cost. 
 
 We would recommend to your Honorable Bodies that the 
 following treatment plant be constructed : — 
 
 Imhofif clarification tanks, followed by sprinkling filter 
 beds, secondary Imhoff sedimentation tank and sludge drying 
 beds. 
 
 We recommend this type of plant for the reason that to- 
 day it is the most efficient, proven plant, and will, under proper 
 management and design, give non-putrescible and therefore 
 stable effluent at least cost. A description of a plant of this 
 kind follows, together with a set of complete plans. 
 
 Before entering the treatment plant, the sewage will pass 
 through a coarse bar screen of 3^"x2" iron bars, spaced 2" 
 center to center and inclined 45° to the horizontal. This screen 
 will catch any large matter that may find its way into the 
 sewer and cause trouble in the throat of the X'enturi meter. 
 The screen can be cleaned once or twice a day by hand. From 
 the screen, the sewage will pass through a 30" x 8" Venturi 
 meter, which will be connected with an indicator and record- 
 ing disk in the office of the laboratory adjoining. This will 
 register automatically the flow of sewage at all times. 
 
 CLARIFICATION— IMHOFF DESIGN :— These tanks 
 are six in number, each containing three sludge comjjartments. 
 Each tank is designed to serve 10,000 inhabitants with a deten- 
 
 33
 
 tion period of three hours. Combined, the tanks will serve 
 for a period of five years. Inasmuch as it is poor policy to 
 construct new tanks every year, this five year period was 
 adopted by this Board. There is sulTficient room to extend 
 these tanks, when the future growth exceeds the present de- 
 signed capacity. The detention period calculated for the pres- 
 ent time can easily be shortened, if found necessary, by regu- 
 lating the gates in the influent channel. The following figures 
 show how this detention period was calculated : 
 
 Sectional area of sedimentation chamber = 182.52 square 
 feet. Length— 62 ft. 62 ft. x 182.52 sq. ft. = 1 1,316.24 cu. ft. = 
 capacity of each tank. Normal flow 3,000,000 in eighteen hours 
 
 3,000,000 „.Qi^, ,, , r • , 1 
 
 :r^ — Z ,rs =22,281.64 cu. It. per hour for six tanks or 
 
 18x/.48 ^ 
 
 99 981 64 - - - - ^ . . 
 
 '" ' — cu. ft. = 3,/ 13.61 cu. ft. for each tank. Capacitv ot 
 6 
 
 tank = J~. -'" -^3.047 hours detention period or flowing- 
 3,713.61 
 
 through time. \Mth a maximum flow of 7,500,000 gallons for 
 eighteen hours, using the above formula gives 1.22 hours de- 
 tention period. The velocity in the tanks under these condi- 
 tions is about twenty feet per hour for normal flow and forty 
 feet per hour for maximum flow. 
 
 The sludge compartments for each tank are designed with 
 a storage capacity of five months, based upon 0.00525 cu. ft. 
 of sludge per capita per day. The scum chambers will have 
 an area equal to 20% of the total area of the tank. 
 
 Inlet channels are to be constructed which will permit 
 reversing the flow of sewage through the tanks. If the sewage 
 were to enter the tank at one end only, there would be a 
 greater deposit of solids in the sludge chamber at this point 
 and would decrease as it approached the opposite end of the 
 tank. Consequently, by reversing the flow every two or three 
 weeks, a more even distribution of the settling solids will be 
 obtained. 
 
 These inlet channels will have a semi-circular bottom and 
 will be constructed without covers. This will facilitate the 
 work in cleaning out any sediment which may collect in them. 
 
 The sludge will be drawn ofT by means of 8" cast iron 
 pipes laid beneath the tanks, and connecting the sludge com- 
 
 34
 
 partments of each tank to a man-hole. This method will allow 
 the cleaning out of any tank, without resorting to pumps. A 
 perforated water pipe will be placed within the tanks. If any 
 difificulty is found in removing the sludge, in that a cone might 
 be formed through wdiich water instead of sludge might pass, 
 by forcing water through the perforated pipes, the sludge 
 Avould be agitated and the trouble remedied. 
 
 As the solids accumulate in the sludge chamber, they un- 
 dergo a biolytic disintegration and physical consolidation, de- 
 creasing the volume and water content. 
 
 The main walls of the tanks are designed as reinforced 
 concrete walls, inner partition walls of cement plaster on Hy- 
 rib metal lath, supported by a frame-work of steel angles. All 
 metal to be covered with concrete. 
 
 PURIFICATION PLANT 
 
 Dosing Tanks. From the Imhoff tanks, the clarified ef- 
 fluent will flow in an open channel to the dosing tanks, two in 
 number, of 18,000 gallons capacity each. Stop gates and ad- 
 justable weirs are provided, so that the flow to either tank can 
 be regulated. The tanks are reinforced concrete (see plan 
 No. 3) and designed as taper tanks ; this diminishing of volume 
 with the diminishing of head, gives a better distribution of 
 the sewage over the filter rock. Each tank is provided with 
 a 30" automatic Miller siphon, with provision for raising or 
 lowering both the high and low heads. The normal head will 
 be eight and one-half feet above the nozzle dome, and normal 
 minimum, two and one-half feet. 
 
 Sprinkling Filters. From the dosing tanks, the effluent 
 passes through a distributing system, as shown, to two units 
 of sprinkling filters, one and one-half acres each, or a total of 
 three acres. The distributing system is assigned to cut the 
 loss of head to a minimum, and in our plans is shown as cast 
 iron. It is possible to use concrete or vitrified pipe encased 
 in concrete for the construction, and a considerable saving 
 would be made if this type were used. Such construction, how- 
 ever, has not proven satisfactory. Leaks occur frequently 
 which are difBcult and costly to repair, owing to the fact that 
 some six or seven feet of filter rock have to be moved. We 
 
 35
 
 would therefore recommend the additional first cost of cast 
 iron construction. 
 
 The main distributors are of 36" and 30" cast iron ; the lat- 
 eral distributors, which feed the sewage to the sprinkling noz- 
 zles, are 6" and 12" cast iron pipe laid on the floor of the filter 
 with cast iron tees to receive the risers. The risers are of 3" 
 cast iron pipe with bells at the top to receive the nozzles. Noz- 
 zles are spaced fifteen feet center to center in triangle arrange- 
 ment, and are designed to throw circular sprays. The varia- 
 tion of the head at the dosing tanks (already mentioned) will 
 vary the spray proportionately. 
 
 The filters will have an average depth of 6.75 feet from 
 the surface of the rock to the floor, and an average depth of 
 6.25 feet above the under-drainage system. The filter ma- 
 terial will be of 1^" to 2" broken stone, character not yet de- 
 termined. The floors of the filters are of 3" reinforced con- 
 crete, with a ridge at the center of each bed, the floor dropping 
 3^-foot from the center to the collectors at the sides. The col- 
 lectors are in the form of concrete channels with circular in- 
 verts, and are one foot deep at the upper ends and two feet 
 deep at the lower, thus giving a fall of one foot in three hun- 
 dred and ten feet, or a gradient of 0.32%. The crushed stone 
 will rest on a false floor system of 6" vitrified half tile drain 
 laid on the cement floor before it is set. This should give am- 
 ple drainage capacity and insure rapid removal of the effluent. 
 
 The channels are covered with reinforced concrete slabs, 
 spaced with open joints. At the upper ends of the channels, 
 8" cast iron pipe extends up through the filter rock, thus giving 
 a means of flushing out the channels if found necessary. 
 
 The sprinkling filters are favorably located from a stand- 
 point of construction cost, the north and south lines being en- 
 tirely within excavation, while the center of the beds is ap- 
 proximately upon the present ground surface. 
 
 The east and west lines of the beds are in fill, but there 
 will be sufficient earth excavation to more than make this fill 
 and embankment. The outside partition walls are shown as 
 constructed of 2" cement plaster on rib-metal lath. The cost 
 of this construction will be much less than either a gravity 
 wall or a reinforced type of wall, and will answer the purpose 
 as well. The wall will not be subjected to lateral pressure in 
 
 Z6
 
 any way, as these forces will be counterbalanced by earth em- 
 bankment on the one side against rock filUng^ on the other. 
 
 Throug^h the center of the beds and separating one from 
 the other, we have allowed for a gallery to contain the main 
 distributing pipes and gate vales. The rock of the filter is re- 
 tained by reinforced cantilever walls the full length of the beds. 
 
 Means have been provided, if it is necessary at any time to 
 cut out the beds, by passing the untreated sewage directly to 
 the main collectors, by shutting the lateral gate valves and 
 opening 24" sluice gates. 
 
 The effluent, after having passed through the filter, will 
 be collected by a main collector of 24" and 36" concrete pipe 
 laid on a grade of 0.3% and thence to the secondary settling- 
 tank, yisiu holes are provided for a ready inspection of the 
 collection system and the cleaning of same if found necessary. 
 
 The filters are designed for a population of 60,000. each 
 acre serving a population of 20,000. Under normal flow, this 
 will give a rate of 1,000,000 gallons per acre daily. \\'ith do- 
 mestic sewage, rates as high as 2,000,000 gallons per acre daily 
 can be handled by such filters, giving good, non-putrescible 
 effluents. On a basis of fifty gallons per capita daily, the 
 average at the present time, three acres of sprinkling filters, 
 at a rate of 2,000,000 gallons per acre daily, would handle 
 6,000.000 gallons per day, or a population of 120,000 could be 
 cared for. 
 
 These filters, therefore, based upon our prediction of fu- 
 ture growth, should meet the requirements for a period of 
 fourteen years before additional beds would be required. With 
 the present agreement between Pasadena. South Pasadena and 
 Alhambra, Pasadena will have three years in which to discon- 
 tinue the use of sewage on her present farm. Alhambra, with 
 no internal sewerage system at present, would probably need 
 some two or three years before all of her sewage would reach 
 the plant. In consideration of these facts, we would advise 
 that bonds be voted by those cities for which the voting of 
 bonds will be necessary, for the entire three acres as planned, 
 but at present only one unit or one and one-half acres would 
 be constructed. Bonds for the remaining portion could be 
 held and sold at such times as the additional unit would be 
 needed. 
 
 27
 
 SECONDARY CLARIFICATION TANK:— In plan- 
 ning for a secondary tank treatment, we have designed one of 
 the Imhofif type, in order to overcome the objectionable feat- 
 ures of the plain sedimentation tank. This is accomplished by 
 allowing the sludge to accumulate for a period of one hundred 
 and sixty days, thus providing ample time for its ripening and 
 complete decomposition. The capacity of this tank will be 
 31,769.60 cubic feet or 237,636.61 gallons. With a normal flow 
 of 3,000,000 gallons in eighteen hours this gives 166,666 gallons 
 
 Der hour 7 -^ v^^ = l--^3 hours which is the detention period. 
 ^ ■ loo ,666 
 
 For a maximum flow of 7,500,000 gallons, or two and one-half 
 times the normal flow gives 0.57 hours detention. The sludge 
 compartment contains 12,506 cubic feet, and, assuming that 
 the amount of sludge formed in the secondary tank is one- 
 fourth the amount formed in the preliminary tanks, gives a 
 detention period of one hundred and sixty days. The with- 
 drawal of the sludge and the arrangement of the perforated 
 water pipes is the same as in the preliminary tanks. 
 
 Loss of Head in Plant. ,,,^^^,.„„ „,!-«, 
 
 in feet in feet 
 
 Elevation normal flow line Imhoff Primarj' tanks 341.00 
 
 Elev-ation normal high-water level dosing tanks 337.00 4 
 
 Elevation normal nozzle dome sprinkling filter 328.41 8.59' 
 
 Elevation average flow, sprinkling iilters 321.25 7.16' 
 
 Elevation flow line secondary settling tanks 317.64 3.61' 
 
 Total Loss Head 23.36' 
 
 SLUDGE DRYING BEDS :— A drying area of 350 square 
 feet for every 1000 persons tributary to the disposal works is 
 the general practice, the frequency of removal being one of 
 the controlling factors in determining the area required. In 
 California, with our warm, dry climate and the infrequency of 
 rain, drying of sludge from an Imhofif tank has proven to be a 
 simple matter. Rain has practically no retarding efifect on 
 drying, except that there would be the additional time required 
 to drain oflf the rain water. The dried result has the same 
 characteristics as that which has been dried in fine weather. 
 
 In the plans submitted we have provided for a drying 
 area of 21,000 square feet. This drying bed will consist of 
 sand and gravel one foot deep, under-drained with three-inch 
 
 38
 
 tile leading to a six-inch tile collector. There will be twenty 
 separate drying beds, each fifty feet in length by twenty-one 
 feet in width, separated by two-inch redwood partitions. 
 Through the center of the bed there will be a twelve-inch 
 concrete partition wall. Running into each bed will be a 
 twenty-four-inch gauge track, with twelve pound steel rails on 
 steel ties. Cars can then be run directly onto the beds and 
 the sludge loaded and removed for future disposal. By di- 
 viding the drying area into smaller units by means of the 
 redwood partitions, the small beds can be filled and emptied 
 independently, and thus all the stages of the draining can be 
 in operation at once. 
 
 The sludge is drained from the bottom of the hopper- 
 shaped compartments in the Imhoff tanks by opening valves 
 and permitting the sludge to flow through the discharge pipe. 
 The pressure of the liquid above the sludge compartment 
 greatly facilitates the withdrawal. Care must be taken that 
 the sludge is not withdrawn too rapidly, as fresh sludge would 
 then be drawn ofif with the fully decomposed sludge. 
 
 Sufficient fall has been provided in the design and location 
 of the drainage beds in order that the sludge will readily flow^ 
 from the tanks to the beds. There it will be spread in layers 
 from eight to twelve inches in depth, regulated according to 
 the requirements. The withdrawal, draining and drying and 
 final disposition of the sludge from this type of tank is so re- 
 markably simple and satisfactory that it is one of the chief 
 characteristics of this method of treatment. 
 
 ESTIMATES OF COST 
 
 Cost includes contractor's profit and Workmen's Compen- 
 sation insurance, but does not include engineering, inspection, 
 legal and general expenses. 
 
 Outfall Sewer 
 
 7,1 (X) lin. ft. 45" brick circular sewer $28,400.00 
 
 11,300 lin. ft. 48" brick circular sewer 49,917.00 
 
 Total 18,400 lin. ft. brick circular sewer $78,317.00 
 
 40 Man-holes, average depth 12' 2,400.00 
 
 Venturi Meter 30" x 8" complete 1,500.00 
 
 Bar screen and chamber 100.00 
 
 Total $82,317.00 
 
 39
 
 Imhoff Tanks 
 
 Excavation, 8,800 cu. yards $ 6,600.00 
 
 Concrete, 1,935 cu. yards 22,475.00 
 
 Inner partition walls, Hy-rib cement plaster 3,550.00 
 
 Sludge pipe and fittings, valves, gates, etc. 3,100.00 
 
 6 brick man-holes 300.00 
 
 Water system 900.00 
 
 Total $36,925.00 
 
 Springling Filter 
 
 Excavation 18,180 cu. yards $ 6,364.40 
 
 Exterior walls— 10,241 sq. ft. 1,740.97 
 
 Reinforced concrete walls 3,210.00 
 
 Floor system 31,620.00 
 
 Channels 476.00 
 
 Man holes 300.00 
 
 Effluent collectors 1,081.20 
 
 Distribution system 22,848.00 
 
 48, 12" hub end gate vales 1,680.00 
 
 2—24" shear gates 276.00 
 
 Sprinkling nozzles, 648 1,101.60 
 
 Crushed rock, 31,868 yds. 71,703.00 
 
 Total $142,401.17 
 
 Final Settling Basins — Imhoff Type 
 
 Excavation, 2,571 cu. yds. - $ 1,928.00 
 
 Concrete, 584 yds. 6,583.00 
 
 Influent pipe, 36" concrete 448.20 
 
 Inner partition walls, Hy-rib cement plaster 1,520.05 
 
 Effluent pipe 36" -concrete 422.00 
 
 7 man-holes - 350.00 
 
 Cast iron pipe and iittings, gate valves 385.00 
 
 10" vitrified pipe 90.00 
 
 Water system 250.00 
 
 Total $1 1 ,976.25 
 
 Sludge Beds 
 
 Excavation, 1,000 cu. yds. $ 300.00 
 
 Concrete walls (plain) 825.00 
 
 Wooden partition walls 165.00 
 
 Under drainage system 500.00 
 
 Track, switches and two cars 2,181.00 
 
 Sludge pipe and valves 458.00 
 
 Sand 133 yards 200.00 
 
 Rock 652 yards 1,304.00 
 
 Total $ 5,933.00 
 
 Cost — Miscellaneous Items 
 
 Sludge pipe, tanks to beds $ 640.00 
 
 Water pipe and fittings about plant 635.00 
 
 Water main south line tract No. 786 to plant 2,310.00 
 
 Open channel from Imhoff tanks to dosing tank 1,050.00 
 
 Total $ 4,635.00 
 
 40
 
 Dosing Tank 
 
 2—30" Miller siphons complete $ 2,500.00 
 
 Excavation 710 yards 355.00 
 
 Concrete, 109 yards 886.00 
 
 $ 3,741.00 
 
 Laboratory building 1,000.00 
 
 Equipment 500.00 
 
 Total $ 5,241 .00 
 
 Total cost of entire plant and outfall sewer, 
 
 exclusive of land $289,428.42 
 
 Plus 10% engineering, inspection, miscellaneous.— 28,942.84 
 
 Total 318,371.26 
 
 Proportioning the costs and maintenance of the outfall sewer 
 and purification works, and the maintenance and revenue of 
 the farm. 
 
 The outfall sewer and the purification works are desis^ned 
 to provide for the disposal of the sewage from a given pop- 
 ulation, consequently the proportioning of the costs and main- 
 tenance should be on a population basis. A careful study of 
 the population chart accompanying this report reveals the fol- 
 lowing facts, viz : That the combined population of the three 
 cities, their respective population and percentage of the com- 
 bined population are as follows : 
 
 Year 
 
 Amt. 
 
 Pasadena 
 
 'I'l 
 
 S. I'a.sadiMui 
 
 
 Alhambra 
 
 % 
 
 1916 
 
 60,000 
 
 42.000 
 
 70 
 
 8,000 
 
 13.3 
 
 10.000 
 
 16.6 
 
 1921 
 
 80,000 
 
 54,000 
 
 67.5 
 
 12,000 
 
 15 
 
 14,000 
 
 17.5 
 
 1931 
 
 123,000 
 
 82,000 
 
 66.6 
 
 18,000 
 
 14.7 
 
 23,000 
 
 18.7 
 
 1941 
 
 170,000 
 
 1 1 1 ,000 
 
 65.3 
 
 26,000 
 
 15.3 
 
 33,000 
 
 19.4 
 
 1951 
 
 220,000 
 
 142.000 
 
 64.5 
 
 34,000 
 
 15.5 
 
 44.000 
 
 20 
 
 1956 
 
 250,000 
 
 160,000 
 
 64 
 
 40.000 
 
 16 
 
 50.000 
 
 20 
 
 and the average of the percentage of each city is ; Pasadena 
 66.3% ; South Pasadena 15%. and Alhambra 18.7%. 
 
 If we consider the proposition that each of the three cities 
 were to build a separate outfall sewer to the new farm, we 
 find that it would cost Pasadena $77,924 ; South Pasadena $38.- 
 244, and Alhambra $38,640, the total of which is nearly twice 
 the cost of a joint outfall sewer. 
 
 Pasadena now owns two-thirds of the new farm. South 
 Pasadena one-sixth and Alhambra one-sixth, and the estimated 
 proportions to each city, according to popidation, are approx- 
 imately two-thirds, one-sixth, and one-sixth. 
 
 41
 
 The estimated cost of a joint outfall sewer on the basis 
 of two-thirds to Pasadena, one-sixth each to South Pasadena 
 and Alhambra, is as follows : — 
 
 Pasadena, two-thirds of $87,054 $58,036.00 
 
 South Pasadena, one-sixth of 87,054 14,509.00 
 
 Alhambra, one-sixth of 87,054 14,509.00 
 
 Total $87,054.00 
 
 From these figures the saving in favor of a joint outfall, 
 to each city, would be ; 
 
 Pasadena $19,888.00 
 
 South Pasadena 23,735.00 
 
 Alhambra 24,131.00 
 
 \\'e would therefore recommend that the outfall sewer be 
 proportioned on the basis of Pasadena, two-thirds. South Pasa- 
 dena, one-sixth and Alhambra, one-sixth. 
 
 \\'e realize the fact that any attempt to make an adjust- 
 ment at stated intervals, as when the United States census 
 would be available, would be a very difficult proposition. As 
 the United States census is only taken every ten years, the 
 three cities would have to agree on allowing any radical change 
 which might occur during a ten year period, to be ignored, or 
 else, numerous and costly meters would have to be installed 
 and maintained, the cost of which, we believe, would more 
 than offset the saving between meters and the adoption of 
 the percentage basis. Even though Pasadena would have 80% 
 of the combined population at the end of forty years, and 
 South Pasadena and Alhambra 10% each, the cost of separate 
 outfalls to these cities would still amount to more than their 
 portion of a joint outfall. Considering all of this, w^e believe 
 our recommendation to be absolutely fair to each of the three 
 cities. 
 
 Any maintenance on the outfall sewer would be paid on 
 the above basis. 
 
 PURIFICATION WORKS :— The capacity of the purifi- 
 cation works depends solely upon the quantity of sewage con- 
 tributed by the three cities, and, in turn, this amount depends 
 upon a number of factors, which, at the present time, are im- 
 possible of determination, such as ; first, the character of and 
 growth of the cities in question, whether along residential or 
 
 42
 
 industrial lines ; second, the increase in population with an 
 increase or decrease in water consumption. With this in 
 mind, the Board of Eng'ineers do not believe it advisable to 
 make any fixed rule for proportioning- the cost of future exten- 
 sions to the plant. We would recommend that the first cost of 
 construction be met by the three cities in the proportion as 
 used in determining the proportion of cost in the outfall sewer, 
 such proportionings based upon present percentages of popu- 
 lation. If. at any time in the future, it is found that extensions 
 are necessary, a survey can then be made to determine the pro- 
 portionate costs. 
 
 The estimated cost of outfall sewer and the purification 
 plant, exclusive of land, is $318,371.26 and proportioned to the 
 three cities on the basis of two-thirds to Pasadena, one-sixth 
 each to South Pasadena and Alhaml)ra, would be as follows : — 
 
 Pasadena $212,247.50 
 
 South Pasadena 52,961.88 
 
 Alhambra 52,961.88 
 
 Total $318,271.26 
 
 In addition to the first cost to the cities of South Pasadena 
 and Alhambra. there is a royalty for the use of the Patented 
 Imhofif tank. Such charge to Pasadena has already been paid 
 to Dr. ImhofT, based on a population of 60,000. The amount 
 of royalty to each of the cities of South Pasadena and Alham- 
 bra will be $468.00 for South Pasadena and $533.00 for Alham- 
 bra, which will make the total cost to the three cities as fol- 
 fows : — 
 
 Pasadena $212,247.50 
 
 South Pasadena 53,429.88 
 
 Alhambra 53,494.88 
 
 OPERATION AND MAINTENANCE:— Costs of oper- 
 ation and maintenance should be proportioned to the three 
 cities according to their share as represented by their owner- 
 ship in the plant. Pasadena, with a two-thirds interest, to pay 
 two-thirds of the cost and South Pasadena and Alhambra, 
 each with a one, sixth interest, should pay in proportion. 
 
 REVENUE: — Any revenue derived from the plant from 
 selling of water for irrigation or other uses, or the disposal of 
 •sludge shall be apportioned as in the case of cost of operation 
 and maintenance. 
 
 43
 
 MAINTENANCE OF PURIFICATION WORKS:— It 
 
 is absolutely essential that efficient supervision be constantly 
 maintained at the disposal works. The three cities have pledged 
 themselves to the public to maintain a highly efficient purifica- 
 tion works, and without efficient supervision this would be im- 
 possible. It will be necessary, at all times, to determine 
 whether or not sufficient or insufficient quantities of sewage 
 are passing through the Imhoff tank and whether the sprink- 
 ling filter beds are working successfully. The recording 
 gauges, the dosing apparatus and sprinkling nozzles, and the 
 secondary tanks, must all be intelligently inspected and kept 
 in perfect order. In fact, there are numerous details which 
 will have to receive daily attention. There is only one solution 
 for this and that is the employment of a chemist and bacteriol- 
 ogist, one who is absolutely familiar with a purification works 
 such as we have designed. The entire disposal works with 
 the nessary help and attendants will be in his charge, and the 
 responsibility for the successful operation of the plant Avill be 
 entirely in his hands, ^^'^e would therefore recommend that 
 such a man be employed at a salary of not less than $150 per 
 month. 
 
 A\'e estimate the cost of operation as follows: — 
 
 Chemist and bacteriologist $1,800 
 
 Three attendants (eight hour shifts) 2.700 
 
 One additional day man..... 900 
 
 Estimated total cost per year $5,400 
 
 FARM : — Pasadena has a two-thirds undivided interest in 
 the farm. South Pasadena one-sixth and Alhambra one-sixth. 
 We do not advise any adjustment in this matter. Any subse- 
 quent purchases that might be made can readily be propor- 
 tioned between the three cities by the same method used in the 
 ])urchase of the new farm. The maintenance of the farm and 
 all revenues should be jiroportioned according to the interest 
 each city has in the farm. 
 
 CONCLUSION: — In conclusion we wish to express our 
 appreciation for the sup])ort you have given us in making this 
 report. 
 
 44
 
 W Iiilc out work has covered a period of over one year, we 
 feci that tliis coukl not be avoided owing- to the duties which 
 our respective offices demanded of us. (lur report would not 
 be as complete as it is, if we had not been allowed a free hand 
 in slathering data, making- field surveys, maps, etc. While at 
 times, the work has been arduous, it has been a pleasure to 
 serve your Honorable Bodies, and the people of the three cities 
 in what we l)elieve to be one of the most important problems 
 now confronting" the people of this country. 
 
 We wish to express our thanks and a])preciation to City 
 and State officials and other authorities on sewage disposal, 
 who have lieen so courteous in furnishing- us with information 
 and data, much of which could have been obtained from no 
 other source. 
 
 Respecfully submitted, 
 
 R. V. ORBISON, 
 CHARLES E. HEWES, 
 JOHN AfacAHLLAN. 
 
 45
 
 SEWER CONTRACT BETWEEN PASADENA, SOUTH 
 PASADENA AND ALHAMBRA. 
 
 MEMORANDUM OF AGREEMENT made and entered 
 into this 4th day of December, 1914, by and between the CITY 
 OF PASADENA party of the first part, hereinafter called 
 "Pasadena," the CITY OF SOUTH PASADENA, party of 
 the second part, hereinafter called "South Pasadena," and the 
 CITY OF ALHAMBRA. party of the third part, hereinafter 
 called "Alhambra." 
 
 \MTNESSETH that 
 
 \\'HEREAS the parties hereto are municipal corporations 
 of Los Angeles County. State of California, and adjoin each 
 other ; and 
 
 \\'HEREAS, Pasadena has a practically complete interior 
 sewer system by which its sewage is discharged through the 
 several outfall sewers to the tract of land which it owns and 
 which is known as the "Pasadena City Farm." situated to the 
 south and east of the City of Alhambra. and disposed of on the 
 aforesaid City Farm by means of sejitic tanks, and one (1) of 
 its outfall mains, designated as the Garfield Avenue main, 
 passes through South Pasadena and Alham1:)ra; and 
 
 A\'II I'^REAS. by reason of the to])ograpliical conditions in 
 Pasadena it is ncccssar}- for said City to puni]) a part of its 
 sewage which is collected over territory lying along the bank 
 of the Arroyo Seco in order to discharge said sewage to any 
 of its outfalls ; and 
 
 \\TIFREAS. South Pasadena has recently incurred a 
 bonded indebtedness in the sum of Two Hundred Thousand 
 Dollars ($200,000.00) for the acciuisition and construction of 
 an interior sewer system and the necessary means of disposal 
 of the sewage collected in such interior system, and has act- 
 ually constructed a considerable portion of such interior sys- 
 tem, and desires, as speedily as jjossibie. to construct or ac- 
 quire the use of an outfall sewer including some method of 
 disposing of the sewage without a delay ; and 
 
 W'l I i'". K EAS. tlie Garfield A\enue main of the Pasadena 
 sewer is so constructed and of sufficient capacity that it can 
 carry ofif the sewage of South Pasadena and Alhambra, as 
 
 46
 
 hereinafter provided, and the cHsposal works of Pasadena are 
 available for use in the handling of such additional sewage ; 
 and 
 
 WHEREAS, good engineering dictates that South Pasa- 
 dena should connect its interior system with said Garfield 
 Avenue main and through its interior system also collect cer- 
 tain sewage of Pasadena, which is now being pumped, and 
 which will be a distinct advantage to Pasadena ; and 
 
 WHEREAS, the parties hereto desire to enter into a con- 
 tract for the construction and maintenance of sewers and ac- 
 quisition of a site for sewage disposal works including the 
 construction of an outfall sewer to connect said Garfield Ave- 
 nue main with said works, for the joint use and benefit of the 
 parties hereto, said contract to be entered into pursuant to an 
 Act of the Legislature of the State of California, entitled : "An 
 Act Authorizing Municipal Corporations to Permit Other Mu- 
 nicipal Corporations to Construct and Maintain Sewers, 
 A^^ater-Mains and other Conduits Therein, also to Construct 
 and Maintain Sewers. Water-Mains and other Conduits for 
 the joint Benefit, and at their Joint Expense, and to make and 
 Enter into Contracts for said Purposes." Approved March 22, 
 1909, as amended by amendment approved March 7th, 1911, 
 and pursuant to the general powers of said Cities as expressed 
 in the general laws or their charters. 
 
 NOW THEREFORE, for and in consideration of the 
 mutual covenants and agreements herein contained, and other 
 good and valuable considerations, mutually given, the receipt 
 of which is hereby acknowdedged, the parties hereto do hereby 
 agree as follows : 
 
 EIRST: Alhambra hereby grants to South Pasadena the 
 right to construct and maintain, at its own expense, a sewer 
 main in and along Alhambra Road from Huntington Drive to 
 Fremont Avenue to be constructed of ten (10) inch vitrified, 
 salt glazed sewer pipe, or standard, glazed, machine-made, ce- 
 ment pipe, together with necessary laterals to property line of 
 abutting property ; and also in and along Alhambra Road from 
 Fremont Avenue to Marengo Avenue in South Pasadena, a 
 fourteen (14) inch main of the kind and under the conditions 
 recited above ; and along Alhambra Road from said Marengo 
 
 47
 
 Avenue to a point approximately three hundred and seventy- 
 five (375) feet east of said Marengo Avenue, a twenty-one (21) 
 inch pipe of the kind and under the conditions recited above ; 
 and along Alhambra Road from -a point approximately three 
 hundred and seventy-five {375) feet east of said Alarengo Ave- 
 nue to Garfield Avenue ; thence south on Garfield Avenue to a 
 point approximately seventy (70) feet south of the intersection 
 of Grand Avenue and Garfield Avenue, to there connect with 
 the Pasadena Garfield Avenue main, a twenty-seven (27) inch 
 brick or reinforced concrete sewer under the conditions above 
 recited. 
 
 This permission is granted SUBJECT to the following 
 conditions : 
 
 (a) The owners of property in Alhambra abutting on 
 said sewer shall have the right to connect their premises there- 
 with, without the payment of any charge or fee imposed by 
 South Pasadena ; 
 
 (b) Alhambra shall have the right to construct sewers 
 and connect them, without cost as in subdivision (a) next 
 above, with said sewer main, as far as necessary to serve the 
 territory naturally tributary to said main : 
 
 ( c) South Pasadena, in constructing said main, shall be 
 subject to the general police ordinance of Alhambra in respect 
 to making excavations in its streets and the refilling of same ; 
 
 (d) The City of Alham1)ra shall have the right to deter- 
 mine the depth and location of said main ; 
 
 (e) Any litigation arising out of the construction or oper- 
 ation of said main by South Pasadena shall be conducted by 
 said City of South Pasadena, and the expense thereof shall 
 be borne entirely by it. 
 
 Pasadena hereby grants to Alhambra the right to use the 
 Garfield Avenue main for all property along the line of said 
 main for a distance of four hundred (400) feet on either side 
 of said Avenue, which Alhambra may desire to connect, or 
 cause or permit to be connected with said Garfield Avenue 
 main, without any charge therefor. 
 
 The City of Alhambra shall have, and is hereby granted 
 the right to connect its interior sewer system when con- 
 structed, or any portion thereof when constructed, with the 
 
 48
 
 outfall sewer to be constructed in accordance with this agree- 
 ment, and to use said outfall sewer and the disposal works 
 connected therewith for treatment and care of sewage in ac- 
 cordance with the terms of this agreement. 
 
 South Pasadena may connect its sewer main constructed 
 as above provided, with the Pasadena Garfield Avenue main 
 at the place there specified, for which permission is hereby 
 granted by Pasadena and may discharge sewage collected by 
 its interior sewer system and the sewage of Pasadena re- 
 ceived in said interior s}'stem as described in the recitals 
 hereof, and the Alhambra sewage discharged into its main as 
 above provided, in subdivisions (a) and (h) aforesaid, into said 
 Garfield Avenue main. Sewage thus discharged, and other- 
 wise discharged by Alhambra, as in paragraph next above 
 provided, will be treated and cared for by the City of Pasadena, 
 together with its sewage in a sanitary manner, so as not to 
 constitute a menace to public health, until the ])resent sewer 
 farm is abandoned as hereinafter provided. 
 
 SECOND: The use by Pasadena of the interior sewer 
 system of South Pasadena, the right to use which is hereby 
 granted, shall be deemed to compensate Pasadena for allowing 
 the use of its Garfield Avenue main as provided in the first 
 paragraph hereof. 
 
 THIRD : It is anticipated that during certain months of 
 the year Pasadena will be put to additional expense in caring 
 for sewage discharged on its farm by South Pasadena and Al- 
 hambra through the Garfield Avenue main, by reason of the 
 additional amount of sewage discharged from said main as 
 a result of the arrangement provided for by this contract. 
 South Pasadena will, on demand, compensate Pasadena for 
 any such additional expense. 
 
 FOURTH : The City Engineers of AlhamlM-a, South 
 Pasadena and Pasadena, are hereby appointed, by virtue of 
 their office and during their incumbency, a BOARD OF EN- 
 GINEERS, with the right in each of said cities at any time 
 to appoint an engineer to act temporarily or permanently on 
 said Board in place of its City Engineer. In the event that 
 there is a change made in the office of City Engineer of either 
 of the cities, then the successor in office shall become a niem- 
 
 49
 
 ber of said Board of Engineers in place of his predecessor, or, 
 if any of the cities shall have appointed an engineer on said 
 Board of Engineers in place of their City Engineer, then, if 
 said Engineer so appointed fails, or refuses to act on said 
 Board for a period of more than ten (10) days, or if there is a 
 vacancy in the office of City Engineer of either city for a period 
 of more than ten (10) days, and no one is appointed to act on 
 said Board to fill said vacancy, or if any City Engineer fails, 
 or refuses to act for a period of more than ten (10) days, then 
 the remaining member or members of said Board may proceed 
 with the business of the Board without the presence or vote 
 of said member, or members so absent. Said Board shall act 
 only by unanimous vote, subject to the provisions of paragraph 
 "SIXTH" hereof. 
 
 Said Board of Engineers shall forthwith proceed to pre- 
 pare plans and specifications for an outfall sewer and disposal 
 works complete, said outfall sewer to connect with said Gar- 
 field Avenue main, and shall make a report, as soon as possible, 
 showing the available locations for disposal w^orks. Copies of 
 said plans and specifications and report shall be filed in the 
 office of the City Clerk of each of the parties hereto. 
 
 FIFTH : Upon the preparation of said plans and speci- 
 fications and presentation of said report showing various avail- 
 able locations for disposal works, and the filing thereof as 
 above provided, and on the filing of the findings as to the 
 apportionment of the cost thereof, as hereinafter provided, 
 all of which must be done within six (6) months after the 
 execution of this agreement, the legislative body of the City of 
 Alhambra shall select one (1) of said available sites and shall, 
 as soon as practicable, propose a bond issue to the people of 
 said City for the purpose of raising sufficient funds to pay 
 said City's share of the cost of said outfall sewer and disposal 
 works, and of the site so selected, and shall forthwith proceed 
 to call and hold a special election for the purpose of author- 
 izing said issue of bonds, PROV^IDED, that failure to hold 
 said election at an early date, or the failure of said bond elec- 
 tion to carry, shall not in any wise afifect the validity of this 
 contract, and as soon as funds are available in the treasury 
 of Alhambra for the purpose of paying its share of the cost of 
 acquiring said site, and necessary rights of way, and con- 
 
 50
 
 structing said outfall sewer and disposal works, then the City 
 of Alhambra shall acquire, by purchase or condemnation (the 
 expense to be borne as hereinafter provided), the site selected 
 as aforesaid, and shall advertise for bids for the construction 
 and installation of said outfall sewer and disposal works, and 
 shall proceed to let said contract and construct said work, all 
 under and in accordance with the terms of an Act of the Legis- 
 lature of the State of California, entitled : '"An Act Author- 
 izing Municipal Corporations to permit other Municipal Corp- 
 orations to construct and maintain Sewers, Water-Mains and 
 other Conduits therein, also to construct and maintain Sewers. 
 ^^'ater-Mains and other Conduits for their joint benefit, and 
 at their joint expense, and to make and enter into Contracts 
 for said purposes." approved Alarch 22nd. 1909. as amended 
 by amendment approved March 7th. 1911, and as now in force, 
 and Alhambra is hereby designated as the City to do said 
 things. 
 
 SIXTH : If at any time any disagreement should arise 
 between the parties hereto in regard to the interpretation of 
 this contract, or in the doing of any of the things provided 
 therein to be done, then the Board of Engineers, or the govern- 
 ing bodies, of the parties thereto, as the case may be. shall, if 
 they are unable to agree, each appoint an arbitrator and the 
 United States Engineer at San Pedro, and the Consulting En- 
 gineer of the State Board of Health shall, with the three (3) 
 so appointed, act as a BOARD OF ARBITRATION ; but in 
 the event that either of the two officers above designated shall 
 refuse, or be unable to act, their place or places on the said 
 Board shall be filled by Engineers to be appointed by the 
 Senior Judge of the United States District Court for the 
 Southern District of California, Southern Division. The de- 
 cision of said Board of Arbitration, or a majority thereof, sliall 
 be final and binding. 
 
 SEVENTH : All payments of every description to be 
 made under this contract, or under any contract entered into 
 pursuant hereto, or pursuant to any judgment, decree or order 
 of court, or Board of Arbitration, or reference or cost and ex- 
 pense of litigation arising hereunder, shall, except as herein 
 otherwise expressly provided, be made in a proportion to be 
 determined upon by the Board of engineers according to the 
 
 51
 
 benefits to be derived by the parties from the use of the said 
 outfall sewer and disposal works, and the findings of said 
 Board in the -matter shall be filed in writing with the City 
 Clerk of each of the parties hereto, and shall include a definite 
 scheme or plan by which at certain stated intervals the pro- 
 portionate share of all sums needed for the operation, repair, 
 renewal or maintenance of said work provided herein to be 
 done, shall be adjusted according to the benefits derived by 
 the parties hereto at said stated times, and each city shall be 
 liable only for the proportion provided to be paid by it, and 
 each city hereby obligates itself to pay said proportion 
 promptly. 
 
 EIGHTH : The parties shall, until a different scheme of 
 sewage disposal than that recited herein is agreed upon by 
 them, keep and maintain said outfall sewer and disposal works 
 to be constructed under the system proposed hereunder, in 
 good order and repair, and shall cause the same to be oper- 
 ated for the disposal of sewage of the parties hereto, and such 
 other parties as may be able to agree with the parties hereto, 
 upon terms for the use of same. 
 
 XIXTH: Pasadena further agrees to discontinue en- 
 tirely the use of its City Farm for sew'age disposal as soon as 
 practicable after the outfall sewer and disposal works pro- 
 vided for herein shall be constructed and already for use, and 
 further agrees to divert at once, upon the completion of said 
 outfall sewer and disposal works, at least one-third (Ys) of 
 the sewage then discharged on said Farm to said outfall sew^er, 
 and to divert without one ( 1 ) year thereafter, one-half of the 
 remaining two-thirds (%) of the said sewage, and to divert 
 within one (T) year thereafter the entire remainder of said 
 sewage to said outfall sewer and works, due allowance to be 
 made for the time during which Pasadena may be prevented 
 by injunction or other causes not its owai fault, from using 
 said outfall sewer after the commencing of said period, PRO- 
 \"IDED that the delayed user of said sewer shall not afifect 
 the payment of the proportionate shares, but said payments 
 shall be made in the same amount as if Pasadena and South 
 Pasadena were to divert their entire amount of sewage to 
 said sewer as soon as said sewer was completed. 
 
 52
 
 TX WITNESS WHEREOF, the City of Pasadena has 
 caused this contract to be executed in triplicate on the 18th 
 day of December. 1914, by the Chairman of its Commission, 
 and its corporate seal to be affixed by its City Clerk, both 
 thereunto duly authorized by Resolution No. 3657 of said City ; 
 and the 
 
 City of South Pasadena has caused this contract to 1),' 
 executed in triplicate on the 14th day of December, 1914, by 
 the President of its Board of Trustees, and its corporate sea! 
 to be affixed by its City Clerk, both thereunto duly authorized 
 by Resolution No. 771 of said City; and the 
 
 City of Alhambra has caused this contract to be executed 
 in triplicate on the 14th day of January, 1915, by the President 
 of its Board of Trustees, and its corporate seal to be affixed 
 by its City Clerk, both thereunto duly authorized by C)rdi- 
 nance No. 838 of said City. 
 
 CITY OF PASADENA. 
 By R. L. Metcalf. 
 (SEAL) Chairman of its Commission. 
 
 ATTEST: 
 
 Heman Dyer, 
 Clerk of the City of Pasadena. 
 
 CITY OF SOUTH PASADENA. 
 By Ernest V. Sutton, 
 (SEAL) President of its Board of Trustees. 
 
 ATTEST : 
 
 B. V. Garwood, 
 Clerk of the City of South Pasadena. 
 
 CITY OF ALHAMBRA, 
 By J. B. Sexton. 
 (SEAL) President of its Board of Trustees. 
 
 ATTEST: 
 
 Walter M. Eddy, 
 Clerk of the City of Alhambra. 
 
 Approved as to form : 
 
 John Munger, 
 City Attorney of the City of Pasadena. 
 
 53
 
 ANALYSES OF PASADENA'S SEWAGE 
 (Parts Per Million) 
 
 From July 22, 1915, to October 7, 1915 
 
 
 
 
 
 Solids 
 
 Solids 
 
 Nitro- Flow Xitro- 
 
 Nitrogen 
 
 Nitrogen as 
 
 
 
 
 
 Total 
 
 in 
 
 in Sus- 
 
 gen as in cu.ft. gen as 
 
 as Free 
 
 Albunimoid 
 
 Chlor- 
 
 Date 
 
 Time 
 
 Solids 
 
 Solution 
 
 pension 
 
 Nitrates per Hr. Nitrates 
 
 Ammonia 
 
 Amnion 
 
 ine 
 
 10-7-15 
 
 1 
 
 a.m. 
 
 720 
 
 548 
 
 172 
 
 None 1000 None 
 
 37.5 
 
 6.25 
 
 109.92 
 
 10-7-15 
 
 1 
 
 a.m. 
 
 644 
 
 510 
 
 134 
 
 
 37.5 
 
 5.00 
 
 88.65 
 
 10-7-15 
 
 2 
 
 a.m. 
 
 544 
 
 474 
 
 70 
 
 780 
 
 37.5 
 
 4.00 
 
 52.19 
 
 10-7-15 
 
 2 
 
 a.m. 
 
 656 
 
 554 
 
 102 
 
 
 37.5 
 
 5.00 
 
 127.65 
 
 9.23-15 
 
 3 
 
 a.m. 
 
 460 
 
 426 
 
 34 
 
 640 
 
 30.0 
 
 2.00 
 
 180.84 
 
 9-23-15 
 
 3 
 
 a.m. 
 
 670 
 
 590 
 
 80 
 
 
 40.0 
 
 7.40 
 
 248.22 
 
 9-23-15 
 
 4 
 
 a.m. 
 
 420 
 
 378 
 
 42 
 
 610 
 
 62.5 
 
 2.40 
 
 159.57 
 
 9-23-15 
 
 4 
 
 a.m. 
 
 596 
 
 542 
 
 54 
 
 
 40.4 
 
 5.40 
 
 265.95 
 
 9-16-15 
 
 5 
 
 a.m. 
 
 1024 
 
 390 
 
 634 
 
 720 
 
 20.0 
 
 18.00 
 
 42.56 
 
 9-16-15 
 
 5 
 
 a.m. 
 
 600 
 
 520 
 
 80 
 
 
 30.0 
 
 2.40 
 
 120.56 
 
 9-16-15 
 
 6 
 
 a.m. 
 
 400 
 
 350 
 
 50 
 
 620 
 
 22.5 
 
 2.20 
 
 42.56 
 
 9-16-15 
 
 6 
 
 a.m. 
 
 510 
 
 480 
 
 30 
 
 •' 
 
 25.0 
 
 2.00 
 
 106.38 
 
 8-26-15 
 
 7 
 
 a.m. 
 
 424 
 
 390 
 
 34 
 
 1520 
 
 20.0 
 
 2.20 
 
 67.37 
 
 8-26-15 
 
 7 
 
 a.m 
 
 526 
 
 524 
 
 2 
 
 
 30.0 
 
 2.00 
 
 112.05 
 
 8-26-15 
 
 8 
 
 a.m. 
 
 382 
 
 372 
 
 10 
 
 1400 
 
 20.0 
 
 1.40 
 
 53.89 
 
 8-26-15 
 
 8 
 
 a.m. 
 
 478 
 
 470 
 
 8 
 
 " 
 
 25.0 
 
 2.00 
 
 97.16 
 
 7-29-15 
 
 9 
 
 a.m. 
 
 460 
 
 364 
 
 96 
 
 1300 
 
 20.0 
 
 6.00 
 
 60.20 
 
 7-29-15 
 
 9 
 
 a.m. 
 
 480 
 
 450 
 
 30 
 
 " 
 
 20.0 
 
 3.00 
 
 106.38 
 
 7-22-15 
 
 10 
 
 a.m. 
 
 1390 
 
 612 
 
 778 
 
 1260 
 
 50.0 
 
 16.00 
 
 151.90 
 
 7-22-15 
 
 10 
 
 a.m. 
 
 714 
 
 578 
 
 136 
 
 
 50.0 
 
 10.00 
 
 106.38 
 
 8-19-15 
 
 11 
 
 a.m. 
 
 1156 
 
 824 
 
 332 
 
 1070 
 
 00.0_ 
 
 69.00 
 
 230.49 
 
 8-19-15 
 
 11 
 
 a.m. 
 
 872 
 
 654 
 
 218 
 
 
 56.25 
 
 9.50 
 
 145.39 
 
 9-2-15 
 
 Noon 
 
 1042 
 
 336 
 
 706 
 
 1480 
 
 00.0 
 
 50.00 
 
 217.72 
 
 9-2-15 
 
 Noon 
 
 766 
 
 630 
 
 136 
 
 
 00.0 
 
 49.00 
 
 129.07 
 
 9-2-15 
 
 1 
 
 p.m. 
 
 920 
 
 606 
 
 314 
 
 1150 
 
 22.5 
 
 12.00 
 
 80.84 
 
 9-2-15 
 
 1 
 
 p.m. 
 
 844 
 
 738 
 
 106 
 
 " 
 
 34.37 
 
 6.00 
 
 154.60 
 
 9-16-15 
 
 2 
 
 p.m. 
 
 964 
 
 630 
 
 334 
 
 1260 
 
 12.50 
 
 7.00 
 
 138.29 
 
 9-16-15 
 
 2 
 
 p.m. 
 
 780 
 
 626 
 
 154 
 
 " " 
 
 31.25 
 
 5.00 
 
 95.74 
 
 10-7-15 
 
 3 
 
 p.m. 
 
 676 
 
 546 
 
 130 
 
 1400 
 
 7.50 
 
 40.00 
 
 106.38 
 
 10-7-15 
 
 3 
 
 p.m. 
 
 720 
 
 604 
 
 116 
 
 
 28.125 
 
 3.75 
 
 106.38 
 
 8-19-15 
 
 4 
 
 p.m. 
 
 896 
 
 530 
 
 366 
 
 1040 
 
 25.0 
 
 9.40 
 
 79.40 
 
 8-19-15 
 
 4 
 
 p.m. 
 
 680 
 
 604 
 
 76 
 
 
 25.0 
 
 4.50 
 
 97.80 
 
 8-12-15 
 
 5 
 
 p.m. 
 
 570 
 
 376 
 
 194 
 
 1070 
 
 00.0 
 
 5.0 
 
 35.40 
 
 8-12-15 
 
 5 
 
 p.m. 
 
 518 
 
 418 
 
 100 
 
 " " 
 
 25.0 
 
 3.50 
 
 53.19 
 
 8-12-15 
 
 6 
 
 p.m. 
 
 462 
 
 334 
 
 128 
 
 960 
 
 10.0 
 
 3.0 
 
 46.09 
 
 8-12-15 
 
 6 
 
 p.m. 
 
 492 
 
 400 
 
 92 
 
 " 
 
 12.5 
 
 3.0 
 
 42.55 
 
 8-19-15 
 
 7 
 
 p.m. 
 
 2010 
 
 526 
 
 1484 
 
 900 
 
 25.0 
 
 25.0 
 
 74.46 
 
 8-19-15 
 
 7 
 
 p.m. 
 
 610 
 
 544 
 
 66 
 
 •' " 
 
 25.0 
 
 4.5 
 
 78.01 
 
 8-19-15 
 
 8 
 
 p.m. 
 
 552 
 
 434 
 
 118 
 
 970 
 
 18.75 
 
 5.5 
 
 63.83 
 
 8-19-15 
 
 8 
 
 p.m. 
 
 554 
 
 526 
 
 28 
 
 " 
 
 25.00 
 
 3.0 
 
 70.92 
 
 8-26-15 
 
 9 
 
 p.m. 
 
 644 
 
 426 
 
 218 
 
 990 64 
 
 13.75 
 
 6.0 
 
 55.34 
 
 8-26-15 
 
 9 
 
 p.m. 
 
 578 
 
 490 
 
 88 
 
 4. 
 
 21.875 
 
 3.0 
 
 75.88 
 
 8-26-15 
 
 10 
 
 p.m. 
 
 574 
 
 426 
 
 148 
 
 990 None 
 
 20.0 
 
 5.0 
 
 56.73 
 
 8-26-15 
 
 10 
 
 p.m. 
 
 536 
 
 
 
 " 
 
 18.75 
 
 3.5 
 
 67.37 
 
 9-2-15 
 
 11 
 
 p.m. 
 
 880 
 
 482 
 
 398 
 
 1330 
 
 00.0 
 
 49.0 
 
 87.23 
 
 9-2-15 
 
 11 
 
 p.m. 
 
 570 
 
 530 
 
 40 
 
 ■' 
 
 00.0 
 
 31.2 
 
 85.10 
 
 9-2-15 
 
 Midnight 
 
 1632 
 
 626 
 
 1006 
 
 1220 
 
 22.5 
 
 27.5 
 
 75.88 
 
 9-2-15 
 
 Midnight 
 
 586 
 
 566 
 
 20 
 
 " " 
 
 25.0 
 
 3.6 
 
 90.06 
 
 FRANK E. MARKS, 
 
 City Chemist, Pasadena, Calif. 
 
 54
 
 y\. 
 
 p ^ 
 
 
 
 
 
 
 
 1 
 
 ; 
 
 
 1 
 
 iKiKt*!ic. 

 
 m 
 
 O
 
 xJuL 
 
 ■^'•^ 
 
 \'^"^S .Oi'h'?,
 
 -;. *• 
 
 H 
 
 
 / 

 
 '^
 
 v-v- 
 
 J L 
 
 \(^:^ ^.-^T , \Uv/\r V ■7^\'^v\^ \ 
 
 =(-r;}, 
 
 ■^'Jt 
 
 •9«*t^^. ■«v"-^*'- -ii«xx» 
 
 T^ 
 
 'j i* — -# 
 
 -7 cx-x \'?>At.';
 
 i^j 
 
 ^>*>w» 
 
 t^=^
 
 1 
 
 
 y 
 
 L 
 
 1 
 
 
 
 
 
 
 
 
 
 
 
 
 
 LU-t-UJi4- 
 
 1*-^ \ 
 
 m^nnrm-^TmrnT-zn-T^TriTTTi^i^T 
 
 
 n-nmt -^mi 
 
 
 Mi-i ' I -UJi-LiiiiU-ii; 
 
 ! ^^liV 
 
 *i: r-tr- i-r 
 
 
 
 
 
 
 
 
 
 
 
 
 
 ^A, 
 
 ;ll 

 
 :i 
 
 tt 
 
 v^^^3-T5r- 
 
 %
 
 t^^-^ 
 
 
 
 ^n- 
 
 II a 
 
 T
 
 
 CALIFORNIA 
 
 ; jS ANGELES CO.) 
 !.-VDENA SHEET
 
 /
 
 0/" i?i/rf-^u. S£'M'£/P/iAf/) iffiT/ir/a/v o/^/if\a/vJS£> /^/?//yc^7yt^ ivofiAy 
 
 „ 
 
 
 
 ^ 
 
 , 
 
 , 
 
 
 
 
 , 
 
 
 
 
 
 
 
 
 
 
 
 ! 
 
 
 t! 
 
 
 S 
 
 ^^ 
 
 J 
 
 J 
 
 t 
 
 
 
 
 B 
 
 
 > 
 
 
 R 5; 
 
 
 
 
 
 
 ^^ 
 
 
 
 
 
 — = 
 
 
 
 
 
 
 
 
 — - 
 
 - 
 
 
 
 
 
 
 -- 
 
 
 
 
 
 
 _^ 
 
 \ 
 
 - 
 
 
 
 
 
 
 
 
 
 seiff,' 
 
 
 
 
 t 
 
 i 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 * 
 
 ac/p--y^^'u jiSKf 
 
 <!^y •/ < w«af 
 
 
 
 
 
 V 
 
 
 
 
 = 
 
 t 
 
 
 ^ 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 

 
 Ji-o/iZ/a./Of//
 
 — IE 
 U 
 
 ? 
 U 
 
 m 
 
 < 
 
 z 
 
 IJ 
 
 111 in ID 
 < i<< 
 
 D 
 
 in 
 
 
 hop 
 
 1 if 
 
 < 5 n 
 
 B^
 
 COMPILATION OF DATA 
 
 W 
 
 li 
 
 
 1^ 
 
 W 
 
 i 
 
 — — f^' ' 
 
 rv35 ^^ — 7 
 
 i 
 
 p 
 
 i 
 
 1 
 
 1 
 
 i 
 
 s 
 
 ^ 
 
 li 
 
 li 
 
 I 
 
 II 
 
 1 
 
 1 
 
 // 
 
 1 
 
 lul! 
 
 
 A*2 ^ - ^ 
 
 
 ''In 
 
 1 - 
 
 Hi 
 
 F 
 
 ft 
 1 
 
 3 
 
 1 
 
 i 
 
 /P£MA/?/<S 
 
 
 ^ 
 
 ^ 
 
 j^ 
 
 1 
 
 
 t'!' 
 
 ^- 
 
 ^ 
 
 ^ 
 
 ^ 
 
 i-'H 
 
 -^ 
 
 ts 
 
 ^s^_ 
 
 - 
 
 ' 
 
 - 
 
 
 ^ 
 
 - 
 
 ^ 
 
 - 
 
 
 
 = 
 
 z 
 
 E 
 
 J:: 
 
 :-: 
 
 ^Z' 
 
 ?-S" 
 
 ^•^ 
 
 
 - 
 
 Z 
 
 ^ 
 
 z 
 
 ~z 
 
 ^ 
 
 -■ 
 
 «- 
 
 :: 
 
 ^r* 
 
 - 
 
 es-^. 
 
 f 
 
 T" 
 
 ^ 
 
 ^ 
 
 J- 
 
 r 
 
 — 
 
 L« •^--'^ " 
 
 - 
 
 
 ^ 
 
 
 ~ 
 
 — 
 
 " 
 
 
 
 ~ 
 
 ~ 
 
 - 
 
 -- 
 
 — 
 
 z 
 
 _„_ 
 
 
 ~'± 
 
 ~i-^i' S"' 
 
 «^ 
 
 - — 
 
 K 
 
 - 
 
 z 
 
 'ZZZZ 
 
 ^ 
 
 ^ 
 
 
 rf*-« 
 
 - - - iiZI 
 
 ofT^ 
 
 z 
 
 r 
 
 * 
 
 r~ 
 
 « 
 
 1^2 
 
 ;^ 
 
 „ 
 
 ' 
 
 *Cf ';?*S!!J)?^'*3?' >■ 
 
 - 
 
 ' 
 
 "- 
 
 
 ': 
 
 ^ 
 
 ~~ 
 
 _ 
 
 
 - 
 
 ~ 
 
 - 
 
 ~ 
 
 - 
 
 - 
 
 — 
 
 __' 
 
 \__ : 
 
 -'" - 
 
 p- 
 
 — 
 
 
 
 — 
 
 
 z 
 
 zz_ 
 
 — 
 
 -- 
 
 - 
 
 ^ 
 
 5^gjj^^?— -■"^^'^ggs* 
 
 
 , 
 
 -«« 
 
 -r- 
 
 ^.;;r 
 
 -s-_„ni.'"- 
 
 
 . 
 
 ** 
 
 » 
 
 ^ 
 
 ^ 
 
 -1 
 
 
 
 
 
 " 
 
 
 ^ 
 
 ^ 
 
 ^ 
 
 
 
 
 "~ 
 
 ^ 
 
 ~ 
 
 
 ~ 
 
 ~ 
 
 "" 
 
 
 
 « 
 
 7 ti ss r4 
 
 
 
 
 
 — 
 
 -- 
 
 
 
 
 
 
 ««- 
 
 ' \f 
 
 
 » 
 
 -«- 
 
 SSl 
 
 '-- 
 
 ssst— 
 
 ^^ 
 
 <™_ 
 
 ^ 
 
 
 
 _ 
 
 _ 
 
 — 
 
 ^ 
 
 
 , 
 
 -- 
 
 
 - 
 
 
 
 
 
 — 
 
 
 
 _ 
 
 _ 
 
 _ 
 
 — 
 
 
 
 ' - 
 
 ^ f— s? 
 
 -5^ 
 
 ■~ 
 
 _-• _ .- 
 
 2^sr 
 
 * 
 
 _ 
 
 
 
 
 
 
 ^^°" 
 
 :sr 
 
 T^r- 
 
 S^ 
 
 
 
 -^ 
 
 SJ 
 
 i^ 
 
 - 
 
 ^ 
 
 ::;^ 
 
 T 
 
 % 
 
 
 - 
 
 
 ^- 
 
 
 — 
 
 
 
 
 
 - 
 
 
 
 — 
 
 — 
 
 — 
 
 -~- 
 
 
 
 
 . 
 
 
 'Z' 
 
 
 "" 
 
 - 
 
 
 
 ~ 
 
 
 
 L,. 
 
 *^ 
 
 ••r 
 
 
 *»- 
 
 r-*— 
 
 SSm^WHI^So^Sw 
 
 J« 
 
 r-x 
 
 
 
 
 io' 
 
 n*. 
 
 ^«» 
 
 « /-- 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 «.. 
 
 — 
 
 
 *<■ 
 
 
 JK* 
 
 
 ■'*!Si^^iw 
 
 <ir 
 
 [#« 
 
 ■h 
 
 
 
 K- 
 
 *• 
 
 
 
 m*u/iA7t0VA^r 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 <w 
 
 fst 
 
 nv 
 
 MV*> 
 
 ■-"'JSI^S^, / 
 
 „■ 
 
 r*m 
 
 
 MT 
 
 ^ 
 
 <^ 
 
 - 
 
 
 
 ^S^ii^mnm 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 Xi 
 
 
 ;^' 
 
 
 
 
 T//. 
 
 
 
 
 
 
 
 ,... 
 
 — ^ 
 
 
 « 
 
 iiZ' 
 
 
 
 ■r.rmM-' ■™«^ 
 
 
 
 
 
 
 
 
 
 
 
 
 
 « 
 
 ^ 
 
 M 
 
 *«■ 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 - 
 
 
 
 *■#*== 
 
 
 
 ja^ 
 
 SSI 
 
 "~S;^&, . 
 
 ft 
 
 
 
 «• 
 
 KS 
 
 -c* 
 
 — 
 
 
 
 <w«»**™,* «^r 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 1^ 
 
 
 
 1 
 
 
 
 
 1 
 
 ^ 
 
 i 
 
 - 
 
 g 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 — 
 
 ~ 
 
 J,.M^,„ 
 
 - 
 
 ^ 
 
 y 
 
 
 
 - 
 
 
 - 
 
 ~ 
 
 
 - 
 
 - 
 
 - 
 
 -- 
 
 
 
 
 
 — 
 
 
 
 
 -^ 
 
 
 — 
 
 — 
 
 
 
 t - — 
 
 
 — 
 
 
 -^^ 
 
 
 ^^' 
 
 r J 
 
 — 
 
 
 - 
 
 ag 
 
 £^ 
 
 ^. 
 
 ^."5 
 
 
 iL9w-^ki^j«Mfr.<w 
 
 - 
 
 - 
 
 
 - 
 
 
 
 
 
 
 
 - 
 
 
 
 - 
 
 - 
 
 - 
 
 — 
 
 
 u, 
 
 
 ■^ss 
 
 -: 
 
 ds 
 
 S? 
 
 ^ 
 
 
 — 
 
 
 — _ 
 
 rs."^ 
 
 
 
 5S_ 
 
 i^ 
 
 M~ 
 
 ["SSsL, ' 
 
 _5 
 
 fr? 
 
 
 ?; 
 
 ^ 
 
 , 
 
 — 
 
 ?^ 
 
 ;-~ 
 
 ^ss^s^issi;.. 
 
 _ 
 
 _ 
 
 
 
 
 — 
 
 
 
 
 
 — 
 
 „ 
 
 
 _ 
 
 _ 
 
 _ 
 
 __ 
 
 
 
 
 
 , 
 
 — ^ 
 
 
 
 y%«i~ 
 
 ^ 
 
 
 ^t^ 
 
 
 ^^,„.,»-™:„ 
 
 -1- 
 
 
 
 ^ 
 
 «r 
 
 :^ 
 
 „ 
 
 -- 
 
 — 
 
 ^^Sg^^-*^^ 
 
 ,7 
 
 — 
 
 
 
 
 — 
 
 
 
 
 
 — 
 
 
 
 — 
 
 - 
 
 - 
 
 -- 
 
 
 
 ---f 
 
 
 p 
 
 ~- 
 
 
 U- 
 
 — 
 
 
 
 
 
 
 '" .";'" 
 
 ^fS^yf^ 
 
 fr 
 
 TJT- 
 
 ^■ 
 
 ■'. 
 
 - 
 
 Kf 
 
 — 
 
 ;^ 
 
 «» 
 
 ;~» 
 
 .tfiw.aanwy.ORA' 
 
 i?- 
 
 - 
 
 
 L 
 
 
 - 
 
 
 
 
 
 - 
 
 J 
 
 
 - 
 
 - 
 
 - 
 
 — 
 
 
 
 
 
 — 
 
 -- 
 
 -j~ 
 
 
 
 -h 
 
 
 
 /Ma 
 
 ?^ 
 
 
 ^ 
 
 r.3 
 
 SKi^iSU. 
 
 «: 
 
 
 ^ 
 
 F 
 
 S 
 «* 
 
 s^ 
 
 
 ™ 
 
 ^ 
 
 
 ^ 
 
 - 
 
 -»^i,' 
 
 F 
 
 I 
 
 s; 
 
 -=^ 
 
 ^ 
 
 r 
 
 
 r 
 
 _ 
 
 
 — 
 
 - 
 
 - 
 
 II 
 
 
 ,,. 
 
 <r-s;S 
 
 ^ 
 
 t; 
 
 s5L 
 
 
 3 
 
 
 - 
 
 — 
 
 — 
 
 ,^|^^_^^«w-- 
 
 fci^js-; 
 
 jf^_ 
 
 f5- 
 
 ^^ 
 
 i^r 
 
 e«ra*;«2g»w 
 
 :l 
 
 S 
 
 V 
 
 1 
 
 £ 
 
 ^ 
 
 «■■■ 
 
 
 
 ^^te^ 
 
 — 
 
 — 
 
 
 
 
 — 
 
 
 
 
 
 
 
 
 — 
 
 - 
 
 - 
 
 -- 
 
 
 
 
 :~ 
 
 — 
 
 -^ 
 
 TZ 
 
 
 :: 
 
 z^- 
 
 I 
 
 
 ,», 
 
 
 K^vJ 
 
 £ 
 
 **w 
 
 :^ 
 
 
 
 -- 
 
 ^ 
 
 z 
 
 
 
 — 
 
 
 r- 
 
 
 
 ^ 
 
 — 
 
 
 — 
 
 
 — 
 
 
 
 
 
 - 
 
 
 
 — 
 
 — 
 
 - 
 
 -^ 
 
 
 , Jf 
 
 <«i-!Sf 
 
 
 — 
 
 ^ 
 
 i«- 
 
 
 ~] 
 
 
 
 ,.. 
 
 ., .,. .....^. ^«., .... 
 
 
 ^ 
 
 _^!r_ 
 
 ^^ 
 
 *r= 
 
 "^S^^^- 
 
 -^ 
 
 
 It 
 
 
 ^ 
 
 — 
 
 
 - 
 
 £^ 
 
 
 - 
 
 — 
 
 
 i— 
 
 
 — 
 
 
 
 
 
 - 
 
 - 
 
 
 — 
 
 — 
 
 - 
 
 _- 
 
 
 
 
 
 — 
 
 
 -- 
 
 
 - 
 
 
 
 
 
 
 
 . ,.j^^.^. 
 
 -«=•-' 
 
 ■^ 
 
 7;^ 
 
 ^^ 
 
 
 '^'SSSm^^^'i 
 
 "7 
 
 ;:; 
 
 :i. 
 
 ™ 
 
 — 
 
 
 
 h" 
 
 ^i;;;^ 
 
 
 ^ 
 
 ~ 
 
 
 ^ 
 
 
 — 
 
 
 
 - 
 
 
 ~ 
 
 
 
 —^ 
 
 ^ 
 
 — 
 
 -- 
 
 
 
 
 
 — 
 
 — 
 
 -^ 
 
 
 
 
 
 
 ^ 
 
 - 
 
 
 
 a.,^„ 
 
 /^K- 
 
 *•*- 
 
 S'" 
 
 
 
 
 
 
 
 
 
 
 _ 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 ^ 
 
 •^ 
 
 SSS.^^ 
 
 .» 
 
 /*« 
 
 J^ 
 
 «.— 
 
 
 
 
 a. 
 
 ^-w 
 
 *«» 
 
 »«'•* 
 
 «- 
 
 
 
 
 
 
 
 *■ 
 
 
 
 
 
 ^ 
 
 / 
 
 
 ^ 
 
 
 
 M 
 
 ^ 
 
 
 ?s 
 
 
 
 
 
 
 
 bit 
 
 SSi. 
 
 *fT 
 
 ''*'^ 
 
 '*• 
 
 ^« 
 
 JW 
 
 A*" 
 
 
 ^' 
 
 A« 
 
 
 
 a» 
 
 ^- 
 
 >B. 
 
 
 '*'*^^«:^^''""™ 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 1 
 
 - 
 
 
 "A^" 
 
 /»* 
 
 *w 
 
 .»>- 
 
 JH>M 
 
 r-'ss,^ • 
 
 ,»■ 
 
 
 j» 
 
 
 «■* 
 
 ^■ 
 
 5 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 ' 
 
 tfc^^il.H, 
 
 .Jf 
 
 A,f. 
 
 ,*I5- 
 
 *«- 
 
 "^gapsis" t 
 
 «/ 
 
 
 
 
 1ES 
 
 ^■ 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 - 
 
 
 '< 
 
 '^i-"'^' 
 
 M 
 
 inr'^ 
 
 J-^^ 
 
 ^j7 
 
 Kfjts^nr/fftvmKr ^ 
 
 -!! 
 
 
 
 
 
 
 
 
 
 iSsS?5iS^"*- 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 t f-u 
 
 ' «""■ 
 
 fsa 
 
 aw 
 
 
 
 SSS 
 
 ^ 
 
 
 
 ^ 
 
 
 f^ 
 
 ^^ 
 
 — SSP^ ^ 
 
 j!^ 
 
 
 £ 
 
 
 '*■ 
 
 J- 
 
 ~ 
 
 
 
 _ 
 
 _ 
 
 
 - 
 
 
 _ 
 
 
 
 
 _^ 
 
 _ 
 
 - 
 
 
 _ 
 
 _ 
 
 _ 
 
 
 
 
 
 _ _ _- 
 
 
 
 
 __ 
 
 ___ 
 
 
 
 
 
 _ 
 
 _ 
 
 
 ""Sfc-^ 
 
 ii^ 
 
 «^ 
 
 :^^ 
 
 (^ 
 
 ^^ — s3^ 
 
 
 — 
 
 
 — 
 
 — 
 
 — 
 
 — ' 
 
 be; 
 
 
 
 — 
 
 — 
 
 -SSSK? 
 
 — 
 
 
 s? 
 
 
 *»»tw 
 
 
 
 - 
 
 - 
 
 
 — 
 
 — 
 
 
 -^ 
 
 
 
 
 
 
 — 
 
 — 
 
 — - 
 
 — 
 
 — 
 
 ^ 
 
 ^ 
 
 - 
 
 
 
 ~, 
 
 z 
 
 •**^ 
 
 /*f 
 
 -f— 
 
 jos* 
 
 W" 
 
 f**53BS^iS''*" ' 
 
 /7 
 
 
 
 «f 
 
 'IBJ. 
 
 
 -^' 
 
 ,^'' 
 
 ^>72aMAE«'.>7a*)>'v%««7- 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 'SX, 
 
 ^ar 
 
 OM 
 
 as- 
 
 JiM 
 
 
 Tj^.'^'-" 
 
 
 
 
 
 
 
 
 
 «/» 
 
 "'/^^m^iwJW^ 
 
 
 
 
 
 ^ 
 
 ^M' 
 
 
 ^M«- 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 ■ 
 
 
 
 
 ^ 
 
 
 JW. 
 
 
 SSiSSSSS^' 
 
 «l 
 
 r 
 
 r 
 
 w 
 
 ,MM 
 
 
 «r=^ 
 
 s; 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 - 
 
 S- 
 
 
 "g" « 
 
 «Sf 
 
 JV!- 
 
 
 i^iiSif jM^jCMrjw / 
 
 ^ 
 
 
 
 
 l"l"" 
 
 ^ 
 
 
 /»n* 
 
 .«««*/*»' 
 
 rfy 
 
 
 ^SKBK> 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 a>f 
 
 
 -W 
 
 
 luiai m»~,atM^ ^ 
 
 *- 
 
 
 f- 
 
 
 
 <V9- 
 
 -»« 
 
 ?" 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 u^ 
 
 ''iSK.-!!S^S»^1BS*^'*J»*s*^ 
 
 ^"ss:;;' 
 
 /*«■ 
 
 ?»;■ 
 
 JW» 
 
 *«-f« 
 
 
 / 
 
 f-« 
 
 
 «'. 
 
 ^A«« 
 
 
 
 fsra. 
 
 
 
 
 
 
 
 
 
 
 AO 
 
 c^ 
 
 V 
 
 
 
 Mr 
 
 <M« 
 
 n 
 
 t ^ 
 
 t 
 
 >»w 
 
 
 
 
 
 
 
 
 « 
 
 \- 
 
 
 
 
 
 ■'•'■(!«'"' 
 
 
 -»» 
 
 Ji^ 
 
 
 ^^^j^j^-wr 
 
 
 ^i»s 
 
 
 
 
 
 
 
 
 /X»Atr7*v 
 
 w 
 
 
 ars^^tp 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 ,*K«r7*.^ 
 
 J..- 
 
 ^«- 
 
 sfj- 
 
 /•.n« 
 
 ■'^'^jwS^tf 
 
 i* 
 
 
 
 ^J 
 
 
 
 *•■- 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 - 
 
 - 
 
 
 - 
 
 ,«..», ^i,;. ' -'^ 
 
 S>!^^^^^ 
 
 *■■ 
 
 
 />w 
 
 f'H" 
 
 *'^JSS?j!S»'' 
 
 ■•.! 
 
 fll3 
 
 f 
 
 
 W- 
 
 ^ 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 "*^'^' 
 
 ^« 
 
 «**" 
 
 ia*v 
 
 
 iSS^f'ISS^JuS^ 
 
 /•w 
 
 ^,*1« 
 
 if 
 
 ^ 
 
 *; 
 
 ^z?- 
 
 ^*« 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 ■ 
 
 - 
 
 *^- 
 
 
 •s^ 
 
 <M« 
 
 J^m> 
 
 Mw*i£ili^'Mjr^ 
 
 
 £M 
 
 
 
 
 
 
 
 
 .mm m^ff 
 
 
 
 
 
 
 
 
 Ss. 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 />M^ 
 
 v»r 
 
 jr^ 
 
 
 '^S'^tMr^M 
 
 -* 
 
 
 
 
 
 
 
 •»j 
 
 «W5 
 
 ^S^S^'SiSS' 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 T 3 
 
 «^g 
 
 
 
 .) J- 
 
 n«M 
 
 
 i^^- 
 
 
 srs: 
 
 »-■ 
 
 A'3 
 
 '^it/xf;'''' 
 
 / 
 
 
 
 
 
 
 
 
 
 
 
 
 
 tB 
 
 'H 
 
 r^ 
 
 • /4 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 **^ 
 
 "•" 
 
 rt«« 
 
 
 ^^^^^^/ 
 
 _i_ 
 
 ^ 
 
 
 
 32j 
 
 jii 
 
 ff^ 
 
 
 
 '™*"'"' ''■'"'' 
 
 _ 
 
 _ 
 
 
 
 
 
 
 
 
 
 
 _ 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 _ 
 
 
 
 
 
 
 •V* 
 
 
 ^~ 
 
 
 S^S^ 
 
 S= 
 
 *^^ss^£sr^ 
 
 -» 
 
 i;^ 
 
 » 
 
 « 
 
 ^ 
 
 :;? 
 
 r 
 
 
 
 j^jsrs/iRS!;^ 
 
 ^ 
 
 — 
 
 
 — 
 
 - 
 
 — 
 
 
 
 
 - 
 
 — 
 
 — 
 
 - 
 
 — 
 
 — 
 
 — 
 
 - 
 
 — 
 
 
 -^^ 
 
 
 - — 
 
 ~ 
 
 
 — 
 
 
 - 
 
 - 
 
 
 — 
 
 
 «^ 
 
 
 a* 
 
 71^ 
 
 j«- 
 
 '"— 
 
 "'^^SBKriaS'"* 
 
 r/ 
 
 i-** 
 
 
 
 a» 
 
 v-* 
 
 "- 
 
 -J 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 <*" 
 
 7 _ 
 
 »/ 
 
 -z** 
 
 /»-• 
 
 W 
 
 SSfJ^miS^rai^^ 
 
 a» 
 
 
 I 
 
 
 •^ 
 
 ^^ 
 
 
 -PWWz*rr^,2S*j- 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 - 
 
 
 iSBS;S 
 
 -' 
 
 i« 
 
 
 
 '-'jssr^ 
 
 *• 
 
 «w 
 
 
 
 ■£. 
 
 
 V' 
 
 
 
 
 ' 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 »-^ 
 
 
 - 
 
 ^» 
 
 '—SSS^ig"^ 
 
 ■^ 
 
 iw 
 
 <h 
 
 «^ 
 
 
 *- 
 
 ^ 
 
 
 
 "JSSS^SSISS^ 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 JV" 
 
 '^S^ 
 
 *L- 
 
 
 ^ 
 
 
 
 ^« 
 
 L« 
 
 ^ 
 
 *■/ 
 
 S5 
 
 »» 
 
 f*' 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 '«- 
 
 ^ ^^,^ - 
 
 .±- 
 
 ii^ 
 
 "^ 
 
 u- 
 
 ist^^^isr 
 
 -!^ 
 
 i^ 
 
 :!l 
 
 ^ 
 
 &. 
 
 ad 
 
 _ 
 
 51 
 
 ««* 
 
 jomnr^iirr 
 
 _ 
 
 _ 
 
 
 _ 
 
 
 _ 
 
 
 
 ._ 
 
 _ 
 
 _ 
 
 _ 
 
 __ 
 
 _ 
 
 _ 
 
 
 
 
 
 
 
 
 
 _ 
 
 
 
 
 . 
 
 
 
 
 !%^ 
 
 £ 
 
 ^ 
 
 iH 
 
 
 "^^ 
 
 ^' 
 
 ..^ 
 
 
 
 
 
 z 
 
 ^ 
 
 ^ 
 
 
 = 
 
 ~ 
 
 ^W 
 
 i 
 
 ^ 
 
 5 
 
 Ji " 
 
 ^ 
 
 
 = 
 
 - 
 
 - 
 
 ^ 
 
 — 
 
 z 
 
 z 
 
 i: 
 
 iZZ. 
 
 J— :,-i 
 
 />" ss 
 
 ?^-: 
 
 -- 
 
 ZZ 
 
 
 - 
 
 m 
 
 - 
 
 ~ 
 
 -- 
 
 — 
 
 
 
 ^ 
 
 r. .' 
 
 »' I'-^^iKSis^^l'i^to'-l-M''" 
 
 ~ 
 
 ? 
 
 i- 
 
 gsgs?;^^"-* 
 
 ~ 
 
 E 
 
 
 
 « 
 
 z 
 
 
 E 
 
 = 
 
 : 
 
 z 
 
 z 
 
 r 
 
 - 
 
 ^ 
 
 \ 
 
 p 
 
 r: 
 
 i__ 
 
 '^z: 
 
 7-4 
 
 
 1. 1 
 
 Li 
 
 i ^ . 
 
 L_ 
 
 - 
 
 ■i^ 
 
 
 r 

 
 .*/>::;■ ^^.--S^ 
 
 m^. 
 
 llSlSiinill'lllllll 1^^'°^'^^ '■'^"^'^^ FACILITY 
 
 AA 001072 088 6 
 
 ^