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Kieft M Candidate for the Degre of (D Bachelor of Science June 1941 .- 77*, n“ P: L; a kill. This thesis has bee written primarily to bring up to date the analysis and recommendations for extension of the East Lansing Water Supply. An attempt has been made to briefly summarize previous reports on this subject, and to recommend with reasonable consideration, the present and future needs for expansion of the water supply in this fast growing residential city. In the past few years new'me tIods of analvs sis of flov in water mains and circuits have been develooed, of which one of the more recent publications in 1956 by Hardy Cross, Frofessor of Structural Engineering at the'University of Illinois, has been of great value to the author in this analysis. Attention is called to the fact that this treatise on the subject is mainly analytical rather tlw factual. The necessary facts of ane 13 are included, but the main attention is devoted to the future needs of the water sunply. Sincere appreciation is eYtende d to “rofe s :or E. R. Iherour, the City ?ngineerina Teo.r rt we nt of East Lane ing and all those who assisted in tke pre-ser nteiion of this thesis. 3A3? 1211:9113, HI CIII JAN June 1941 1360') 3 "7;"; 731-3 CF 001? I‘ETLICD C“ AITIIYSIS ? DATA - ~ - ~ — — COITPUTAIICI-IS - ADVISED 071933933 072 TEETS ADDITICHS L.) l 11 ...—l I\') 1‘0 (N O (N CO CT! ...: AELLYSTS of FLCH in the " m’TW CV“- .- '"1 A“ -_rd'11mr oA;-fl 914-9I.brlnh 3E4--n of ‘“ e ""1 .‘Ffi’fi‘r’nfi “-23. JJ. IILLI‘J...LI 7 I (I) Durin» tne past thirty years th East Lansing water 0 suioly and distribution system has been analyzed, or I. .I. investigated in part by three other parties. The first occuring in 191C when J. I. Knecht and P. G. McKenna wrote, "in Tnvestigation of the Water 9Upnly of fast lensing, Hichigan." The second time in 1923 by L. H. VanNOppen entitled, "An Analysis of ‘ast Lansing's Water Qupply System and Recommendations for Enlargement." The third time in 92;, "East Iansing's Fire ‘rotection," written by O. H. Miller and P. H. Slack. Another analysis of the distribution system at this time is seemingly apprcpriate to the existing conditions. Since the last analysis vas made sixteen years ago many changes have taken place in the growth of the city, demand for water and the city’s Water supply has also increased much in size. One important factor that has been lacking in this oeriod of time is the growth of the distribution system as will be pointed out later. The purpose is to show the existing conditions of the distribution system with regards to maximum flow for 2 domestic use and fire fighting facilities. The rapid growth of the city has heavily taxed the distribution system at times of maximum use in mid—summer when a great deal of water is used for Sprinkling lawns. Many of the old wo- inch mains are still in use, and many of the changes that were recomnended in 1925 are not to be found in the system as yet. This city is located in an area where no reasonably clean surface water supply, such as a large lake or non- polluted river is available. The only practical source of supply that would not require extensive treatment is from deep wells. The first city water supply consisted of a 6-inch bored well L62 feet deep that was constructed some time before 1910 when the city was still very small. * "The city obtains its supply of water from a bored well, 6-inches in diameter and I62 feet in depth. It is located near the western end of the city and at the edge of a marshy area." This location is now known as the old pump house located on the northwest corner of the Central "'3 rark, near the corner of hillcreet and Cakhill Recreations streets. The area which was previously marshy has been drained and dereloped into a recreational field in the m onimate center of the city. The city has grcwn from PPT about EEC pOpulation in 1910 to 5,839 in 1940. The first 1 * ‘ .. r, 1 -- ‘ From thesis of J. J. finecht and P. e. Mcfienne, 1210 water was draWn from that well on October 20, lECE and after a few months service the pump was producing an . Distribution mains (I) average of 63.11 gallons per minut served 90 houses, 60 of which were metered in orded to cut down the amount of waste and to provide a basis for charge of service. The pOpulation prediction of 1210 proved fairly accurate for the city although that prediction as to the college population was greatly in error. He gave the I pepulation of the citv as 100 in 1900 and £50 in 1910, 94 H) an rom his curve of the pOpulation he predicted the following: * "This would give an estimated pOpulation of seventeen hundred in 1918. We have every reason to believe that the college attendance will not increate much over 2,000 and at this figure it will probably remain almost constant." The pOpulation of the city was very near seventeen hundred in 1918, but as we know the college attendance had grown to 6,850 by 1940. Considering the short period of time for which records were kept previous to 1910, the predictions of Knecht and McKenna were very reliable. ?efore 1925 the city's supply was increased by the construction of a 12—inch well 430 feet deep at the old pumping station near the corner of Hillcrest and Cakhill *From thesis of J. H. Knecht and ?. G. Mcxenna, 1910 Streets. mhe population of the city in 1927 was about ,500 and at that time it was predicted to rise to 7,000 by 1940 and 10,000 by 1955. Water drawn from this depth is very like y to be undesireable to the user because of hardness. In order to enable the water to reach the well it probably travels through a broad area of aquifier that has its outcrOp many miles away. In this lcng underground travel of the water it will probably pick up a very heavy load of mineral matter which will make it hard, corrosive, or undesireable in other safe. That it one of the difficulties found in East lensing, and as far back as 1925 the lime- soda method of softening was discussed as a possibility for the improvement and expansion of the city water supply. About in the year 1€24 another new well was drilled on the east side of the city on Orchard Stree . That location is now known as the last Treatment Plant. This well was 12-inch diameter, about 480 feet deep, and capable of an cutout of 250 gallons per minute. The next and probably the most needed step in the develOpment of the water supply was taken in the Spring of 1935 when the peOple of the city voted in favor of the construction of a water softening and iron removal plant. At about the same time another 22-inch well was drilled on the intersection of Orchard and beech Streets, which is about 400 feet north of the treatment plant. The plant is U" equiped with five cylindrical softening tanks, each seven feet in diameter and eleven feet high. Eash tank contains 200 cubic feet of green-sand zeolite capable of removing 2,800 grains of hardness per cfibic foot, or a total of 560,000 grains hardness removed per tank between regenerat- ion periods. The plant was built with two iron removal tanks of the same size but one of these tanks has been changed to a softening tank so now it has only one iron removal tank and six softening tanks. A 100,000 gallon elevated storage tank is a part of the plant. In 1939 another new well of 12-inch diameter and approximately 400 feet in depth was drilled near the west end of the city on Saginaw street. The Heat Treatment Plant was constructed on this prOperty and started regular Operation on January 3, 1940. This plant is equiped with three softening tanks, one iron removal tank and a 200,000 gallon elevated storage tank located about 1,400 feet norfi: of the plant. The first two wells located on the Central Recreation Park and used for some time, were discontinued from service over ten years ago but the exact time f discontinuation is not known. "he city water supply is independent of the college supply except for a two-way metered eycnange box that is very seldom USER. any fine tht tfe city water 91 H "d )J *4 “ '1 H- (D interrupted it can due enter from the college supply, or the city could help supply the college in case their supply is interrupted. jhenever water is exchanged in either direction it is metered and paid for by he reciever at a service rate. Owing to the fact that the city has three wells with two treatment plants and the college has many wells, about the only way that either supply could be interrupted for any appreciable length of time would be by complete disruption of electric power. The college owns and operates its own power plant and the city obtains its power from a different source so it would be practically impossible to have both supplies disrupted at the same time. HZWHOD 0? ANALYSIS he data and information required in order to carry out a complete analysis of a water system of such a size as his probably requires more assumptions than the use of actual data. Therefore familiarity with the system and rechecking of data are 06 great importance to the obtaining of reliable results. Maps of the system must be available with the sizes and length of all mains given. It would be advisable to make a tracing of the system and than assemble the required data as to size, length and coefficient of resistance directly on this tracing in order to compact the main data in a convenient form for computations. The coefficient of resistance is determined by the size, length and roughness of the pipe, and is solely dependent on these factors. Records of the output of the plant over a period of two or three years should be available and thoroughly studied as an assistance in determining the probable maximum needs of the city. To this maximum need for domestic use an additional amount of flow must be added to provide for fire fighting use. An analysis of the distribution system is carried out to determine wether the system is capable of taking care of a maximum flow without unnecessary loss of head in distribution to the desired point. Therefore we analyze with maximum flow. might be taken (I) A fair assumption for maximum domestic us at three times the average use, and as will be seen later this assumption was found to be very near correct in our work. The method of analysis used was first develOped by Hardy Cross, Professor of Structural Engineering at the University of Illinois, and was published by him in 1956. Since that time there have been many variations of this method, but investigation of these relates back to the basic principles set up by Cross. To summarize, the method consists of assembling the data on the diagrams of the system in convenient form; assuming any flew distribution throughout the entire system; calculation of flow corrections due to erronous assumptions; application of these computed corrections and repeating the procedure until the head loss, by any path of travel between two points, is balanced. The Hazen-Jilliams formula for loss of head in pipes is expressed as h 2 rQn. In this equation h is the _— head loss, 3 is the coefficient of resistance, .8 is the Quantity of water flowing in the pipe and E is a constant depending on factors of roughness of the pipe. In determining the value of '3 .ccount must he made of the roughness of the pipe, which is greatly dependent upon the length of time that the pipe has een in servise. Thus in obtaining r we must revert back to another coefficient C which gives the roughness in grades. Values of 9 run from 140 for extremely smooth pipe down to 60 for old pipe that is very rough. One of the most common values for cast iron pipe that has been in use for some years is 100. the coefficient Then r for any size and length of pipe can be _ computed from Table 1. TABLE 1. d—in. c = 90 4 340 6 - 47.1 8 11.1 10 3.7 12 1.6 14 0.72 16 0.38 18 0.21 20 0.13 24 0.052 30 0.017 Values of r Williams formula. c = 100 c : 110 c = 120 246 206 176 34.1 28.6 24.3 8.4 7.0 6.0 2.8 2.3 2.0 1.2 1.0 0.85 0.55 0.46 0.39 0.29 0.24 0.21 0.16 0.13 0.11 0.10 0.08 0.07 0.04 0.03 0.03 0.013 0.011 0.009 for 1000 ft 0; A- 21.0 5.2 1.7 0.74 0.54 0.18 0.10 0.06 0.02 0.008 .ipe based on Hazen- 1.5 0.65 0.30 0.15 0.09 0.05 0.02 0.007 "The flow correction is calculated by dividing the error"~ in the head loss in each circuit by 1252er85 for that circuit. First calculate the loss which are clockwise in direction. The error in the head loss is determined as follows: of head due to the assumed flows fiext, calculate the loss of head due to assumed flows which are countereclockwise. 10 The arithmetic difference of these totals gives the error in head loss. The value of ZEIQO°85 is computed for the entire circuit being studied and the Summation is made without reference to sign." A typical problem will greatly aid in explanation of the process used although there are some necessary changes in any actual problem. Figure 1 shows a simplified layout of a distribution system giving size, length and coefficients .E as well as the amount of water drawn at each point. Values of the 0.85 powers of numbers from C to 99 are given in Table 2. Figures 2, 3 and 4 show the successive corrections for the circuits of the example shown in Figure 1. It will be noted that there are three flow figures on pipes common to two circuits. This is caused by the use of corrected flows of one circuit for computation of the correction in adjacent circuits. "The arrows placed at the right of the calculations and pointing from the smaller to the larger values of the head loss, _2, indicate the direction of the flow correctimi in each circuit. The flow correction is added to or subtracted from the assumed flow depending upon wether its direction is the same or Opposite to that of the assumed flow. The corrected flow is then placed on a new diagram and the procedure is repeated until the head loss, for clockwise and counter—clockwise flow, is balanced Within any 11 desired limit of error. It is rarely necessary in water works problems to apply more than three corrections." TABLE 2. Values of the 0.85 power of numbers. N O 1 2 5 4 5 6 7 8 9 O 0 1.0 1.8 2.5 5.2 5.9 4.6 5.2 5.9 6.5 50 18.0 18.5 19.0 19.5 20.0 20.5 21.0 21.5 22.0 22.5 40 25.0 25.4 5.9 24.5 24.8 25.5 25.8 26.5 26.8 27.5 50 27.8 28.2 28.7 29. 29. 60 52.4 52.9 55.5 55.8 254. 6 70 57.0 57.4 57.9 58.5 58.7 59.1 59.6 40.0 40.5 41.0 80 41.5 42.0 42.4 42.8 45.5 45.7 44.1 44.5 45.0 45.4 90 45.8 46.5 46.7 47.1 47.6 48.0 48.4 48.8 49.2 49. FIGURE 1. Sketch of pipe layout. 100 D 2 lo H 1'} 10" 1:0 6" 7 L: 2 4 1 r: 506 11.2 3401 . 8n 4" 2; 2 16.8 292 1c" 8" 4 4 6" 11.2 3117.6 1‘5 1 ‘‘10 34.1 8" - 8" 8" 2 11 2 t 2 . 5 16.8 8 16.8 10 16.8 “0 1.2 l--‘ (3 O 01 10 7 60 45 9 I I l 4). .Q o q 11 32.9. 5.. e§.7 b 4 £52 19- 20.7 B- 5 03 12,9 .— 54.4 8 10 H H m 01 O <1 C.) U1 “I l Ed 0 ()1 ..q “'1 Q (‘0 C, O C O (N TD Lb - . bl . ' o 10 4o C.“ Underlined figures show assumed flow distribution with corrected figures below. Main Circuit 5.6 x 52.5 = 182 X 6C 2 10900 1102. 3: 25.: Euler: 4L 1:- lECCC H (,1 . O & KO >4 “n C3 “I 0“ (— (’3 16.8 X (>4 to Q) N") ”J 16.8 X 8.8 148 X 15 1€20 11.2 X 25. 958 Y 40 1050C 16.8 X 20.5 344 Y 55 12050 16.8 X 21." 561 X 57 5550 16.8 X 16.5 277 x 27 7430 45180 (Y) ...—J {\D 4}. 10550 : 1.85 x 2124 Correct 2. 34.1 X 6.6 : 222 X 9 — 1395 492 X 1.8 885 X 2 1770 -3763 16.8 X 17.4 2‘2 X 28.7 8390 1600 6235 _ 2 2.10 Correct 2.1 1.86 X 1600 Cross pipe 5.6 X 3.6 Z 188 X 62.7 311800 33.6 X’ 7.1 238 X 10 2380 141803L 11.2 X ,1.7 243 X 37.3 9070 16.8 X 19.2 322 X 32.3 10400 19470 991 5290 Correct 2.9 1.55 X 991 _ d°b8 FIGU23 3. Second correction. 100 5 10 7 1 h 65-6 2.... 1.1. 64.9 47.0 10.7 "I: ”'4 26.7 g 26.0 5-7 26.5 5 54.4 12-9 6.3 55.1 15.4 {5 \10 34.6 15.7 15.0 29.4 30.1 34.3 24.3 29.6 33.0 26.0 ‘ i 6 8 10 40 ()1 0.85 '31 o 0‘5 N 11.2 x . 16.8 X 16.8 X 1102 X 16.8 X 16.8 X 16.8 X 15.1 Correct 0.7 Main Circuit 14 34.1 X 7.7 492 X 3.2 16.8 X 15.9 3401 X 406 Correct 0.3 11.2 X 20.6 1508 X 15.1 a q-.2,,A n r uOll'va L.k.4: rQC°85 Q h : 196 X 66.6 = 12800 299 X 47.7 14300 274 X 26.7 7310 175 x 15.7 2740 37150; 236 7 34.4 7790 298 v 29.4 8750 339 X 34.4 11640 254 X 24.3 6160 34340 2* 1 281 207C 1.85 x 2070 = 0'73 Side Circuit e 263 x 11 = 2890 1575 X 4 6300 919C; 267 X 26 6950 ) 157 X 6 940 7090 2262 1500 : 0.51 1.85X 2232 Cross Pipe 3 194 X 64.9 = 12600 $99 x 12.9 JT£C 101903L 231 X 33.1 8100 304 X 30.1 __91?C 17250 “1026 1060 . 1.6:; 1020 2 0'59 15 ‘ H . . . . * fifter the circuits are be ence' to within an allowable 1 error the loss of heed in feet between any two points may be 1.5V 6 calculated by multiplyi_g the sum of the h values oetween 0. the points by if 01 X total flow in gallons per minute)is divided by 100,000 h “' o 150‘0T0'X (gallons per minute' \sJ”,. This equation makes it a relatively simple matter to construct a pressure contour map of the system." The above statement could not be verified in computation. The final corrected values shown in Figure 4 are computed in terms of percentage of flow with 1006 entering at one point and the percent of total flow in any pipe is shown by he final corrected value. From the known value of gallons per minute as t0ta1.flow, each required percentage can be restated in terms of gallons per minute flowing and the loss in head computed between any two points in the circuit. * "Multiple sources of supply and elevated storage may also be included in the study by this method. The circuits may be calculated in any order desired and any direction of flow may be assumed. If the later is in error the counter balancing flow or flow correction will correct it. The flow correction will also eliminate accidental error in calculation provided they are not persistently made. ". ’- ‘7 ‘ . *J. J. Doland, Simplified Analysis of Flow in Jater 7. Distributibn Systems., Eng. dews Record Vol. 117 FIGURE 4. Solution. 16 100 5 10 7 L 65.4 47.0 10.7 26.3 3.7 1 4 6.3 34.6 3.. 5 \\10 15.0 29.6 55.0 25.0 . . f 5 8 ' 10 40 Main Otrcuit 5.6 X 34.. 3 196 X 65.4 = 12800 11.2 X .3 294 X 47.0 13850 16.8 X 16.1 270 X 26.5 7100 16.8 X 10.0 168 X 16.0 _ 2520 36279L 11.2 X 20.3 228 X 34.6 7860 .16.8 X 17.8 299 X 29.6 8850 16.8 X 20.5 544 X 55.0 12050 16.8 X 15.4 258 X 25.0 ...2460 35220 2057 1050 ...,n_______ = 0.27 No Correction 1'65 X 2057 17 Side Circuit 34.1 x 7.5 = 256 x 10.7 2 2740 492 x 5.0 1475 x 5.7 5450 8190“ 16.6 X16.l 270 x 26.5 7100 54.1 x 4.8 .__164_X 6.3 1050 8130 ' 2155 . 60 - . ~~ : 0.015 £0_Correction 1.85 X 2155 Cross Pipe 5.6 x 54.9 : 196 x 65.4 =3 12800 453.6 x 9.1 506 x 15.4 _ 4100 16900 11.2 x 20.5 228 x 34.6 7860 16.8 x 17,8 299_x 29.6 8850__l6710 102 "190 . . =—~— = 0.10 E0 Correction 1.85 X 1029 It is quite important that the total assumed inflow and outflow at any junction be balanced. Hinor losses of head have been neglected in the solution presented." The following computation indicetes the change taken place when the flow is changed from percent to actual flow in gallons per minute or cubic feet per second. Assume the 100 percent flow equals 1,000 gallons per minute. Then for simplicity the other indicated percents multiplied by 10 become flows in gallons per minute. The head at the entrance equals 50 pounds per square inch. ”hat is the head loss and the p essure at the eXit where 18 40 gallons ger minute is taken off at the far corner of the circuit? The following method of approach was used in finding the actual loss 05 head in feet for the circuit. Theémountj of flow in gallons per minute were changed over to cubic feet per second. Then knowing the quantity of flow and the size of the pipe, the loss per thousand feet of length could be determined from the, "Friction Loss of Head” diagram, Figure 132 on page 266,"Hydreulics by Schoder and Dawson. Main Circuit - Clockwise 0(gpm) ;(cfs) Diam. h/lOOOft L feet h 654 1.46 10" 5.0 2000 6.0 470 1.05 10" 1.6 4000 6.4 265 .58 8" 1.5 2000 5.0 150 .55 8" 0.6 2000 1.2 16.6 Counter-clockwise 346 .77 10” 0.9 4CCO 3.6 296 .66 8" 2.1 2000 4.2 350 .78 8" 2.6 20C0 5.6 250 .56 8" 1.5 2000 3.0 16.2 Side Circuit - Clockwise 107 .24 6" 1.4 1000 1.4 57 ,06 4" 1.5 2000 2.6 4.0 Counter-clockwise 263 .58 8" 1.5 2000 3.0 63 .14 6” 0.5 1000 0.5 3.5 Cross Pipe Clockwise 654 1.45 10" 5.0 2000 6.0 154 .50 8” 0.5 4000 2.0 8.0 Counter-clockwise :46 .77 10" 0.9 4000 5.6 296 .66 8" 2.1 2000 _4.2 7.6 how the head on the outlet in the sample problem can be computed. Head at entrance - - - - - 50 lbs./ square inch F4: ('7' o I gead loss in feet - - - - l 6 ClOCkWiSE - - - - 16.2 ft. - counter-clockwise - - — — 15.4 ft. - average 2.31 it head I ...: pound _ - %§%% : 7.1 lbs./ square inch Read at outlet - - - - - - 42.9 lbs./ square inch 4 Head loss in pounds As will be noted a discrepancy of 0. ft. could be possible in errors caused by droping off part of decimals in computation and in reading tables, so the average of the two is used. In trying to find a simpler method of computing t* actual head less the author noted that the ratio that should exist between the comparative value of h and tie actual pronortion in th eliminate all computing the a 6v-J A C actual. form of a COMputations of head establishing that pronortion. h (comparative) h ( 12800 13850 7100 1030 12800 4100 7860 8850 75 "q. loss. could constant 1e following table of computations -ctual} 1 he and figure. "*0nV’Er5310318 h (couperative) converted proves L. 1.0 8 S ll‘ple 7‘1 0 5.0.13 would _- h (actual) 2130 (Y) OJ 0 ‘0 O D‘) 7", T ) C) (r. O (‘0 in O I‘D (\3 e4 is e4 +4 H . <3 \‘3 to l1-J (‘3 ()5 H c0 03 O O3 O} O C ‘ O (\7 O (D O O [\3 ...: {A O 21 These figures mostly lie a little above 2100 and the average was found to be 2140. Now this value of 2140 can be used with comparative accuracy to find the actual head loss in any single pipe or circuit, without any reference to the size or quantity of flow. This constant will change with each problem worked, but the constant for any problem can be determined with only a small amount of computation. 22 DATA The most useful data of value in computation would be the data on the maximum use of water in each block in the city. Such data would give definite values as to the amount of water used in any section and the total use. In 1939 the city water supply department made a survey of their records to determine the number of families, in each of three sections of the city, that used a Specified amount of water over a three month period. Table 3 gives these values in consecutive order ranging from O to 10,000 gallons for the first interval and goes up to 100,000 gallons for the last interval, and lists the number of families using within the range of each interval. Two of the three sections are also divided into two parts. Table 4 gives the most important pumping data for the year of 1940. .he total monthly amount of water metered from the plant to the distribution mains is of importance in determining the months of the year when the plants are Operating at a miXimum rate. Another important factor is the present and future expected pepulation of the city. In an expanding city an allowance must be made in design for deve10pment of the water supply system. The city of East Lansing will probably develops to more than double its present population within the next twenty or thirty years for many reasons. TABLE 3. Gallons of water used per connection (thousand) nun O — 10 10 - 20 ()1 C) I 40 75 a 100 Over 100 Humber df families using Water and the number of gallons used per connection over a three month period. District city 1 2 - 1 2 - 2 3 — 1 3 — 2 Total Humber of Connections 75 64 49 89 62 339 175 179 104 131 119 708 70 55 40 49 38 252 21 15 10 19 17 82 9 7 7 7 7 37 10 9 10 10 4 43 3 3 2 7 2 17 7 3 4 7 4 25 1503 0’) CH TABLE 4. Month January Perbuary March April Ma y June Ju1y August to m *0 m 3 U" m H w-m 1. Data on Last Treatment Plant Supply'Department. Volumes in gallon: TDump ed into treatment plant 3,310,000 7,406,000 4,500,000 4,540,000 <1 I-J CC C) C) C) O (I) ...: CC 0 O ’) ’3 Metered from treatment plant 2,811,000 6,290,000 3,660,000 6,10C,000 13,320,000 10,510,000 0‘) o 4} ca 0 Q r) r) ’"1 7,670,000 Average daily into plant 107,000 255,000 151,000 251,0(0 - 1940 Taken from records of the mast lensing Water a Aver dail from lie I h 0’ 4 (- plant 91,000 118,0(0 128,000 197,000 TABIE 4. (continued) Data on West Pumped into treatment Month plant January 15,420,000 February 11,260,000 March 13,000,000 April 15,470,0C0 May 11,290,000 June 9,990,000 July 12,820,000 August 13,800,000 September 11,760,000 October 12,700,000 November 11,790,000 December' 11,160,000 Treatment Plant — 1940 Metered from treatment plant 14,024,000 11,821,000 12,122,000 10,161,000 9,078,000 11,666,000 12,566,000 10,693,000 11,576,000 9,263,000 10,154,000 Volume in Gallons Average daily into plant 498,000 368,000 364,000 333,000 414,000 446,000 392,000 410,600 393,000 360,000 Averag- daily from plant 453,000 382,000 403,000 328,000 302,000 376,000 405,000 356,000 575,000 307,000 TABLE 4. Month January February March April May June July August September October November December (continued) Volume in Galbons Pumped into treatment plant 18,730,000 18,660,000 17,300,060 18,010,000 18,470,000 18,170,000 28,490,000 26,160,001 19,710,000 22,700,000 22,880,001 20,420,000 Metered from treatment plant 16,835,000 16,535,000 15,481,000 16,261,000 16,028,000 24,986,000 23,066,000" 17,453,000 20,076,000 18,693,000 18,024,000 Total Treatment Data on Plants - 1940 Average daily into plant 605,000 643,000 844,060 677,000 733,000 762,000 658,000 Average daily from plant 544,000 570,000 510,000 531,000 526,000 561,000 647,000 621,000 581,000 East Lansing is located in an area Where it has many factors of growth affecting it. Hichigan State Zollege borders tEe city along the south limits, and is only three miles from Lansing W-ere the state capitol and state offices are located. The city is also aided in its growth by the fact that no industries are allowed to Operate here, thus making tke 01 y a strictly uncommeroialized, resident— ial city. There is still great room for ezpens ion of the city as it is now becoming a high class reS1dential 8: 22. L1 “ , “ ‘9 ~. 'P ~ ' ‘r'f‘ J- "! A «A T probeoly 045 ”our msrn isotors sf chinb 412 5‘ ( Cl) ( CD To H (I) growth of tie city. TAIL“ 5. POPulation Tata of ?ast lensing, Vichigsn. Veer U. 3. Census Tichigan Total of State VOpuletion L“) O H H ('1 (19 (D H m 10 O “O .0 '0 1900 *100 465 ? 1910 *85“ 1,174 2 1920 1,882 1,411 m «o C )J O O 1970 4,389 3,211 7,500 1°40 F,o¢£ 6,630 12,609 Lnoonfirmed ecord t24en from thesis of J. U. Knecht 2nd 1‘ 0' 2' 7"“ ‘ '. o 14'. 1-0.4:. 5:: (Ina , ‘12.! 1 l O D1 '0 ..- nest Iansin 1 nee been Quite unusual to c" ‘4 w 1 i ‘ “\ ' 1A 0‘ '0 -\ r (1 rs ‘ - - - L'\ i x 4- . x +- w " ‘0, '0 in three of tn se sour uECfl~tS .ne 90yu15LlCfl a. the end or the decade was way over 10C percent of the population at the beginning 0? the deceie. We have reason to believe thet ti“ city wi 1 continue to grON at 0 time to come. The exp (D cted pogulation of the city in 197 will be about 10,700. This figure mey he found to be very small if the college continues to grow at its present rate although it is expected that the college pogulstion will drob next year in effect of the present selective service law, and the possibilities of this country entering into the European war may also affect the college growth. The colle e p0pulation increased only a few rundred in the decade K 0 from 191C to 192C, and will probably regeat this procedure during the next ten years. Then both the city and college Will grow at about the same rate as they have done in the past. 30 CCHBUTATIOEB The preliminary computations with assumptions for the analysis of flow in thz distribution system do not include very much work. The only necessary information to be determined is the maxumum output of the treatment plant, and the approximate amount of water drawn off at each outlet. The capacities of the two treatment plants in the city are not known exactly for any period of time and vary greatly with any change in efficiency. The new plant on.t}e west side of the city has only one well and is capable Of an output of 580,000 gallons per day. This is equal to 402 gallons per minute. The treatment plant on the east side of the city has two wells, but does not have enough softening tanks to Operate on full capacity of both pumps. Therefore when it is necessary to operate both pumps, one of both of them are partially shut down to prevent over—run of the soften- ing tank capacities. This plant Operates on an automatic time cycle so if the pumping is to great the softening capacity of the tanks may be over—run before the regenerat- ion cycle is complete. Vhen the plant is Operating at its normal rate of 50 minute time cycle the plant is capable of an output of 866 gallons per minute. In case of a great emergency the two pumps could be put into maximum Operation and by-psss the treatment plant. Under this 51 condition the pumps could produce 1,000 gallons per minute, but it would be highly undesireable to by-pa.ss t‘ce treatment process under any condition. The maximum combined capacity of the two plants is then established at 1,268 gallons per minute. From the data of use of water in 1939 shown on page 23 it could easily be supposed by inspection of the figures that the values in the first five range intervals would represent the usage of water in private homes. The next two intervals would rent th1e use in large rooming houses, fraternity houses and sorority houses, and the last interval re p nts the largest users such as the apertxeit and restauran s. It is desirous, from those figures, to determine the average amount of :ater use” per connection 14 each of the _three classes of size. Average use in houses. ZUQ 310 708 X 50 252 X 50 82 X 70 87 X 90 ___.. _ ..-- ... + .. ._ A ...... ...“... _._._._..._ 8 2 2 P 2 C8+ 2.1P-t 82't3 6, 300-T'2,870-t 1, 665 A = 1,000 X 1,418 A : 1,000 x 45 r connection oer-three months . I. A = 16,520 gallons -u (D In COTPUtEtiCD tLe averaee use per connection was raised up to 20,000 gallons per three months. C)?! m 20,000 -—————— = 222 gallons per day per connection 90 days 222 1440 : 0,166 gallons per minute per connection Averave use in roomina houses, fraternitv houses and C C) e, sorority houses. used 43 X (50 75) 17 x (75 10C) 2 *— 2 A-= 1,000 X 45-+ 17 2,687 +—1,488 A : 1,CCC X 60 4,175 A-= 1,000 x 60 A1: 69,580 gallens per connection per three months In computation the average use per connection was as 70,000 gallons per three months. 70,000 .______ _ ‘ a . 90 days 777 gallons per daJ per connection 777 3 0.54 gallons per minute per connection 1440 "here are twenty five establishments using over 100,000 gallons per three month period. The use in these places runs anywhere from 100,000 up to 1,000,050 gallons in the three months with the average probably nearer the lower bracket. Let us assume that the average use for these would be about 250,000 gallons per three months. 250,000 ——————— a 2,780 gallons per day per_connection 90 days 2,780 1,440 : 1.95 gallons per minute per connection Hillcrest village uses over 1,000,000 gallons per three month period. 1,ooc,ooo 3 11,100 gallons per day 90 days 11,100 --—--—-2 7.8 gallons per minute 1,440 At this time the city maps were consulted to determine the number of houses drawing water from each of 124 outlets tentatiVely evenly distributed throughout the city. From these figures a much more accurate distributioncould be assumed than by arbitrary distribution and flow assumption of the outlets. Combination of sets of these outlets are shown in figure 7 as they were later combined into 51 outlets ranging in size from 0.5 percent to 5.0 percent of the total flow, and two outlets of 22.0 percent and “5.5 percent at the two hydrants down-town where it is assumed this amount is required for fighting fire. In order to compute such a problem we must assume the domestic use is at a maximum, and that we have a fire raging hat may need 4 to o hose lines to combat or to CD control such fire. Then the distribution system 1 operating under the worst possible condition of heavy flow. 34 At peak use of water in the later part of July and the first part of August in 1940 the treatment plants were ‘operating at a peak capacity with the fest Plant running as much as 24 hours a day, and the East Plant had one pump running 24 hours a day while the other pump was in Operation from 4 to 8 hours on those days. she West Plant can supply 402 gallons per minute and 1? has a storage capacity of 200,000 gallons. The East Plant can supply 866 gallons per minute and has an elevated storage tank of 100,000 gallons capacity. Then we can assume that the peak load in mid-summer of 1940 was 1,268 gallons per minute. In order to fight a disastrous fire at that time the water uséd in fighting the fire would have to,come from the storage tanks. If we were to depend on four fire streams at 250 gallons per minute, or six fire streams at 165 gallons per minute we would be drawing at a rate of 1,000 gallons per minute for fire flow. This seems to be a reasonable amount to eXpect for fire fight- w ing. The toatal demand would then be 2,2”8 gallons per minute which is the basis for 100% flow in the mains. T4813 6. Various percents of total flow stated in gallons per minute 2ercent Gallons per minute 100 - - - — — - - — — 2,268 50 — - - — - — - - - 1,154 40 — - — - - — — - - gov (continued) WA 3L? 6. 70 — - — - - - - — - - 681 567 25 - — — — — — - - — - " ' ‘ ‘ ' ' - - - - 500 22 so - — - - — - - - - - 454 - - - — - - — - - - 340 15 14 — — - - — 5 O 2 O 7. 4. 1 0;. 6 3 1 C r 7d 4 1 OJ 7 4 7 a . 2 C 6 E 5 1 O . 5 A Z 1 1 2 2 2 on . 1 1 1 1 _ . _ _ _ _ _ _ _ _ _ _ . . _ _ . . _ _ _ . _ _ . _ _ _ _ _ _ _ _ _ . _ _ _ _ _ _ _ _ _ _ _ _ _ . _ _ . _ _ . . _ _ _ . . _ _ . . . . _ _ _ _ _ . _ . _ _ . _ . _ _ . _ _ . . _ _ _. _ . . _ _ . _ _ _ . _ _ _ . _ . _ . . _ _ _ _ _ . _ _ _ _ _ _ _ _ _ . _ _ _ _ _ _ _ _ . _ _ _ . _ _ _ _ _ _ _ _ _ _ _ . _ _ . _ _ _ _ . . . _ _ _ _ _ 6 5 4 z 1 2 O O O O O 2 1 0 Co 8 7 5 5 4 3 2 1 C O O C mu 1 1 1 mulete ‘1 O The procedure of the problem was to make a c series of corrections ovepthe entire system from the assumed flows. These corrections were made on the drawings, and then another compete series of correctiéns was made from the results of the first correction. After the second correction it was noted that the main circuits in the system were in error more than the side branches and smaller lines. The only way to correct this is by Special computation and transfer from one treatment plant circuit to the other treatment plant circuit. The third correction was made on only portions of the distribution system. Five different paths of flow were taken from each plant to the location of the assumed fire, and corrections were made in only those circuits necessary. The fourth correction was made on only these ten paths of flow. The results of the fourth correction are used as final results of the problem. It is true that another complete correction series over the entire system would make some changes, but another correction would probably be so small that there would be only a little change in the results of the fourth series 0 of corrections. These results are accurate enough to show the needs of the city. owers of numbers. J_.) Values of the 0.85 .8 .7 .6 l0 .4 .3 .0 .1 umber N 0.25 0.56 0.46 .56 0.65 0.74 0.83 0.92 0.14 1.09 1.17 1.25 1.3 1.41 1.49 1.57 1.65 1.72 1.00 1 L\_ (A. DJ 2.10 2.18 2.25 2.53 2.05 to 1.9 1.88 1.80 ..18 3.10 3.04 U) 90 ..‘ “.1 2.76 03 (O N 2.61 «(1* I13 3 Q) L\ b'.‘ 1(3- L( 3 C0 [0 (.\2 Lu L0 <11 4.39 Cd [0 u I) (N 4.12 4.18 4.06 C) L) LO KI) Li) 5.C4 5.1C 4.98 C.) Q ‘0 ‘9 0&1‘4 4 (C) Li) t O 0} ll.1 .80 LC) Li.) L\ Ltd 5.67 (O l!) [(23 LL.) [Q Li J r{ 3 10 6.28 (J‘ 113 5.91 LC 3 (D LC) (A3 7.? «9 Q: (J C '3 LO 6.64 6.78 L‘\ {O 6.66 '- (J) O) 1") 10 7.14 7 008 10 8.20 8.14 8.07 7.80 7.77 7.70 11 L!) L“ l :1 8. 8.65 44 8. 38 .9. 25 8. 12 (11 re computed as need D v 1" H 12 27 h -*25 28 29 9.: CITY OF EAST LANSING we v fl - .-agram oi the distribution system of the city 5 i 63 6+ 6‘. SuO‘lmE only mains 0f 4’in°h 812° and over. ’ * :r63 124 outlets to id 68 v a in assumption of flow in 7’ n;‘ sections 0? the city, 113 lag3 -_~—_ .—_—u—. .q' Eh.".._ ._..___ MT’T'KI ’ f ”'3'“ 7' h "T x , ~ _ L - , _ , .. . 13L - ‘ I" T1"3¥7h of distrfizr: 1 ? Ovstefizru «a: cashinati h; outlets. ., ? ‘ P9“1.;’1€.’ l5 “IGURE 8. a? e um vavw CIT! of silk 7k‘ ‘ 9:0 " 'r-‘-' " (“w-<4 4 ~ .- " A diasram of distribution s,scem giving tne Sizes of all mains of é-inch size or greater. Al f less than 4-inch diameter have been mains o i diagrams because they are of b. . » ' r - w ‘I r 't'.‘ + :- vslre in transporainx PS; QMFDtitY c- “a~vr 9" f' A ‘ .i 1.0%? .3609d. | , . V AAAAAA ~ncfixr',“ " .J..-1,_~&—' ". ' I . . J ‘- +2 C_Y(3)A1 t Lg U\ *1 3,“ t? 1.} (I; \ I / 2’. is: wife 0" the distribution o 'r [5+ 05‘ * $0.5 CITY OF EAST LARSIEG FIGURE 11. First correction over the entire distribution system. n (J?) o .1 J ' bl; L; "f _,. ‘ o ‘ .‘Q J . .. '.‘. I I .- as. ‘qallliv..l'|tnl “71“ T'fivfi i) I: .L‘ITJLI' 100 .— “ -|~ INN Q ~ “1‘va ._. A 5" ——-.. . .. I - 7cu3ti nor: 7', C arablem. tie ,Il'iE-l ... --.4 -..- ('9) C") o PTTUITT In all reference to such a problem as this one there were no problems found in which the amount of water drawn from the treatment plant had to be assumed and corrected, In all others where more than one source of supplywwas used a definite amount of water was taken from each plant. Hany difficulties arise in having to assume the amount of water flowing from each plant, and make corrections by the method used in this problem. A change of only one percent of the flow from one plant to the other may easily effect the distribution in the entire system. These difficulties have been overcome satisfactorily, and therefore the final results can be given with justifyable accuracy. The head losses in the two main paths of flow from the plants to the fire are corrected in the following computatdons. Tzie relative head losses ar first found as (I) in all computations, and then the method of transfer from relative head loss to actual head loss is calculated as in the example problem. Then the actual head loss is determined. Line from Ba 8 Plant t I €0.55 r;0° .55 a h 22 x 76 214 X 14.6 QC 5.1 X 16.1 8H x 26.4 P 1350 H )1 >4 \1 O (.0 ‘3 H *4 S: F1 ...J O :B 11.6 11.8 21.2 15. CO 0 Q a: e4 +4 [x .q U1 0: H 0“ v4 X 1C.8 9? X 13.4 1FC5 X 9.05 154 X 13.4 CF60 X 6.10 St X 8.4 743 X 9.?“ 111 X 14.u 1580 Line from West Plant X 10.8 g 127 X 16.4 : ECEO X 8.52 181 X 12.4 2240 X -.49 71 X 7.4 F78 X 6.10 52 X 8.4 435 X ”.60 44 X 7.9 344 X 8.20 64 X 11.9 760 X 6.41 54 X 8.9 460 X 5.97 65 X 8.2 533 X 6.28 60 X 8.7 520 X t.67 62 X 7.7 47rd X 6.59 63 X 9.2 ’75 X 7.08 8? X 10 8€O X 8.?5 26 X l? 307 X {.49 103 X 7.4 75? X 5.80 85 X 7.9 672 X 9.80 147 X 14.7 2130 X 7.80 304 X 11.2 3400 2771 59 I (“1 r dis correction i so no correction will be be taken as an average following com utations ser 1 I loss, and to check the head loss. r" «i I! :72 152/ {D 572/ .EQ‘,7;’ J" 281 .aaa P" Q} (T) O l 1 \ N ~ '1 "0.3 ‘0 1 a m H H H 0 4 q 0 “ t-J 0 KO 0 . ' O O O a G» 4 .m L;\ O 9.") {\7 <1 ’3 O) 1 3 a 3 a H CS ”.71 O :5 ,_.| b-J O“: . 1H "1! 197 O A ,1 0 pr- r7."‘- nv 11,5: cube; 0' m m I") 3 a L0 0 O m 14>- 6 m pm ‘1 m 0) In -J m O (D 0 ‘ fl 0‘ H \‘1 O O "J; Q '3 (3') Ca 33 v] .5 O —J as. [‘0 c: o) <: The relativ of the two totals m r31 0 m m ’3 EV) ._. vJ A {O ('31 \ n '3 J .Q 0) (W 'b C”) in (‘11 C)! \N P” 1‘0 C) L15 q ()1 LL). “.3 0‘ a 51>- CJ 0") l. ." (D the C) 9.9 C) Q») 0 q as (31 CD .5 G") O IIx tb UT 43 I?) ~‘I Ii\ 5 '3'“ k) ..p. m (TI .13 (1) O: 44o~- 3.08 0] (fit; 03 (D - 71 f-J F‘ o 0 U) IV) l—J U) 7\3 O3 (D H’ C <1 0 o n O *9 41 O ‘\ Q n o .1). CB J) H th ’3 J}. C); \1 5"2 .736 6" 12.0 :9, 6507' 7.80 3 so 462 Etfi 1.3” 6" 3:. let’ 4.~o 2170 452 25$ .575 6” 6.6 440" 2.86 1350 472 a?“ .“27 6" 13.6 25‘” 3.40 1605 44” ea4 .764 6” 6.4 soc 3.?r 2060 644 .rx. 0 O Lb C! O 4 H O ' ’3 {‘0 1 43- \;1 \JJ ‘1 n" O H a“ O O 1 ._ TO “‘3 \1 730 x ( LS4 to vi If). 0 K .b o K) lb. ...1 "T! ”3 ’3 J] 725 '3" 11 o r- O 40.55 11761 11761 26 7e find the actual head loss in the circuits '7 f‘ U (0 .41 feet or 17.1 pounds pressure loss. The pressure at the pumping plants is usually about 50 pounds per square .L (I) ;ead due to differeac H inch. There wil A - -1- . ° be some gnsnee in of tTe cit" ’J. :3 (D H '\ A W \‘5 (1. b—J- O :3 "'2 (.5. " J n. f '1'. 'r': (T ..0 D ( OJ (-4 r+ cf (I) }.J ’13 .3 H- L? (O 0 w 0*: r1- (1; } J. H r- "a t r) e 3 ) d I (D (b H (T) <3 0') H- L I :3 0 Lb J H 9-4 t O H. k ._) + U) 13‘ 1 2 f‘qp “rpm; ("non +1.2 vl-‘r-Qf‘q . pa. rt 7“ :2 1 ~ {1 tawntq v; - :0 v 444.».- v. ...u U.¢.' L‘»~).« ..M Ob U; o- C V.- AAs .A-VU i J." .2 n 1 . r. ' 'L ~11 ' A tie ire In 32.. pctnds pez aruare 100-. .10 se;rs to b: w- r .-\ fr. '- ‘ r- A“ ,--. ‘~ ‘5' -, A h ‘v A -\ an antremelv @1786 less 0; pressure, tut it must he hctt in mind that this problem has hegn computed on the basis he eXpected at any tine. Under of’rnerinuun fln'v than: coulJi ordinary conditions tLE flov would not he greater than one—rourth the maXimum flow required for domestic use and ‘ U fire fi=lting purnoses. 71th the normal flow of only one— 42 fourth the merimun possible flow, tlze loss of leed between r+ the plant and tne downtown district, or probably tle nos d to (D k 1 C.) (h (l ,1; be ezoect (I) distant outlet in the city, would no two pounds per souare inch. At this point We can now determiné the loss of heed in any main in the city from the information we have available. The constant ratio betv vnen the relative head loss and the actuel head loss in this problem is 452 to 1 as will be noted from the previous computetion. .e 54 ed in t (I) For example if we Wish to find the less of n length of 8-incn pig= e on Beach 1treet runnin; from Crcnard F Street to eilgy Street, From Tigure 15, 01 finel correct— Cd ions we find that 18,2 De L '1 C (D nt of the total flow is passing through that main. The loss of heed in any nein can be expressed in an equation for either loss in feet of head, or loss in pounds as follows; Head loss in feet Problem-Constant Head lose in pounds rQl.85 h = .1 2.31 x nroblem Constant In these equations, r is the vamue of resistance coefficient for the pipe as shown in Figure 9, g is the quantity of water flowing in the main expressed in percent of ti e total flow, and the problem 0039 tent of this problem was determined at 452. lossin length of pipe on Eeech Street running from Crchard Qtreet to Bailey Street. '1 4'. r. d '\ 9.4 x 18.21-85 452 5‘ II 452 h = 1.94 pounds per square inch loss This again checks with computation of the head loss from the friction loss diagram shown on page 266 in "Hydraulics" by Schoder and Dawson. It has here been shown that the water distribution system is inadequate to needs of maximquflow, but no mention has been made as to the availability of the water. If the two plants are cunning at maximum capacity as they were in the later part of July and the first part of August in 1940 in order to supply the domestic need, all flow for fire fighting at that time would have to come from the elevated storage tanas. Assuming tie fire fled of 1,0KZ £9110n9 per ninute and the maximum capacity of the store 300,090 gallons, we could obtain £10? from them ’39 cf tanks for a total of three hundred minutes of flow or equal to a. This would be considered to be a short period of time in the case of a conflagretion. During this time a very serious loss of pressure would occur at the pumping plants, thus causing a more serious shortage of water. At the dry season in 194C some drOp of pressure was noted. The question may arise as to wether the assumed fire flow of 1,000 gallons per minute is to large to expect for a city of thes size. This and other questions concerning fire flow are best answered in quotations by the Hetional Board of hire Underwriters. dhat constitutes a good fire stream? * " Some years 83: this was defined as one of 250 gallons 8 minute discharge. ”he bests of this was the experience with hose lines in the mills of New England, where normal pressure on the systems ranged from 60 to 100 pounds, and streams were taken direct from hydrants. Vor inside lines to be handled by one of 7° two men this size of stream is about correct, and or the usual type of residential or small store occupancy it 18 reasonable to base requirements on the number of EEO—gallon streams which may be needed. Actually, present and future practice will be to use more and smaller streams in fire fighting in this class of occupan v EffectiV9 Ede bOth on U. * Eational board of Fire Underwriters, Bulletin P0. 116 January 15, 1941. the fire and to protect exposures, inch hose lines ”he introduction of the automobile service has broubht about a materia 1 increase demand upon water Nyed from Es—inch feeder works aderuacy. A good lfi-inch r"“Eld‘fi With 1 13L" pumper in fire in fir (l) stream, such as would be used as an outside line Where a lar 56 building was involved, runs from 310 gallons at a 45—pound nozzle pres ure, which gives a reach of about 70 feet es a solid stream, to 550 gallons WfiTER the nozzle pressure '3 GO pound" and the reach is about 80 feet. The autordbile nrrpir engine, thanks to the aid of the Ya‘io_€l ”card of "ire Jndervrite ers to t :e manufacturers, is capetle of irmp ing its full capacity continuously and at a good presure, therefore it'is not inreasor able for the fire dew rtment to exp t the water s. stem to have an adequacy such that full use can be made these laryer streams. There is tddav a growing at and use of streams too stronJ to he h and portable turret or monitor no {"1 equipment in even mall departnents. in their almost daily contending with by bombing, that ladde pipes are one means of preventing the another. These various devices for no further to the demands of adequacy. ready means for the use of the full capacity :preciation of the andled zzles are glee-5.311 119 conflagrations of the most e value by hand. Fixed becoming standani h are fi riding caused ffective fire from one building to werful streams add They provide more JPJ—‘L... o; a-e pumping 46 engines in the fire derartment. Through tne se of S—innh u hose and of siamesed lines of 2E~inch hose, 1%-incn and larger nozzles can be used effectively. These give discharg— es ranging from 500 gallons to over 1,000 gallons a minute. Even where great congestion of buildings is not present it appears reasonable to expect at least two fixed powerful streams to be used on a fire which is threatening to Spread to other buildings. These would be in addition to eight or ten hand lines. Using as an average, 600 gallons from the is ixed nozzles and 300 from the hand lines we get 3,000 to DJ ,600 gallons a minute as a minimum requirement. the Hational board of Fire Underwriters, in its Grading Schedule, has set up requirements for adequacy of the water system based upon average conditions found in comnunities of various sizes. These are as follows: Required Eire Flow, Gallons TOpulation per Minute for Average City 1,000 1,000 2,000 1,500 4,000 2,000 6,000 2,500 10,000 3,000 13,000 3,500 17,000 ,000 4 22,000 4,500 47 28,010 5,000 40,010 6,000 60,000 7,000 30,000 8,000 100,000 9,000 125,000 10,000 150,000 11,000 200,000 12,000 Over 200, 000 pOp ulation 12, CCO gallons a minute with 2,000 to 8, 000 gallons aM itional for a second f1re. ’ Some of the quantities #lVEH above may appear rater large , esseeially where the fire department has not been added to as the community grew. In this connection it is worthvlile to consider the oth 'er fe ture of the modern motor pumper, which is, its ability to cover long distances at a good rate of Speed. water supply systems must be designed on the basis of possible on side aid. In all of the recent large fires, including those in cities as 01g as Chic ago, aid has been used, either at the fire or to care for other fires, It is of importance for every fire department to know the ultimate capacity of its water “"“t m. This is partic- ilarly trte 0f the smaller ‘A-w 48 be._._wmm>_23 whH_wmm>_23 whH_wmm>_23 w._.<.rw 2.40.192 , “€522 Efizmémdmam a {w @- :m :Nw a(E_>_.‘__w_:_:>_z___§_w_g__.__o_. refifiwsn 5. 0.5 vax J I30 \0 § la? 9 I43 0h“; 9*.” ‘11". .l a :1. .y‘o‘.‘ \Iul‘lll,‘ I! hmmw mnomo mam—E m ‘ : ___ : _ _ “:4 :fzwfidaaw m. H v. v ,n T A, f w T . ,\~ .a a. , w ¢ fl .4 7. i fl v ‘ . 1/ i D. ...VW \le. v. 6 . I 0.”. w 5 c o o. P3 V. M $ s ...q \ ON W O. or 1.1.x 5 5 ‘bd m Awe 0‘ $39.0 fl" l5 ' momw whomo ...”va m . £2 é:.,P_,wmm>_z_d.m_g_m.,__dfi__r_o_z ,éawéa a “I“ 1. 5 I: T.‘ 7 . ...:1 ..-.24 ".1. DU 1 L013; ' ... \ '.L .A. x) \.- -. V4. arr I ;131’”- ‘a t 1. gruff- n“: ) a O 'h/ A = 3 T ”L4 L .LL f— 1 3n J- [.514— : A). (1 OVCI‘ ‘94— 6.5?- innN .3» .m. n'r‘t L: ..\ . ’ 41c 1.5.0 ’W T (“147' ’J .J. m 1.- +2.2 . .‘J ' 2‘: “1‘3”: ..._. I I. I III 31293 03075 8373 I I MICHIGAN STATE UNIVERSITY LIBRARIES f3; 5?? Y ‘“x{ . SUPPLEMENT * M "*C‘D I {I i rwmw mnomo mmmr m m “an: .2 _ ____ _ _ ___ _ igzmfidaam mmE:wmm>_z:m:»wz