. .5. W1mr~~wwv="wwwm-W: "‘3'?!"””me 1«WWW'MW~'"WW1'-I~1c'7'* ir"fizW‘*'vWWfim-%‘fifi—m 47:61:"; -.~, u . ‘ A I . ‘ . ‘ 7' ‘ - . . H . l: ‘ .,' I \ l ' ‘ I 1 . v .;. 'l .‘3 ' J DESlGN or A SEWAGE- TREATMENT PLANT FOR HOLT. momma Tim-is for the Desi-u of B. 8. MICHIGAN STATE COLLEGE William 1; SM» I947 6 ”IE"- l I nun. . .. .. .. . . . inluttuu; . . . . I {In}. (nil-visit. on . ”1...- 1.- ll. v'!nn l u .. 1.. .3; u. .. n... - - ...J. I .Hl... ”rt-n91. . . ... . u . a¢v - ..n.‘. ' I \ I .r ,o . s . i a . a I . \ r I s 1 . o l.« ‘. . ‘ .i a R ‘ E- K \ S . ' I O a \ : . c M L ’ I ‘ S . Design of e Sewage Treatment Plant for Holt. Michigan A Thesis Submitted to The Faculty of MICHIGAN STATE COLLEGE of AGRICULTURE AND APPLIED SOIERCE by William E. Saylee Candidate for the Degree of Bachelor of Science March, 1947 T015335 C. /‘ ' H x)‘ ‘1 *1) §* LQ> ”’/ A G KKK 0" L E'D G ”'33! T The author wishes to express his appreciation for the kind help and good advice given him by Br. frank R. Theroux, Mr. Chester L. Allen and Mr. John Fey, Delhi Township Clerk. PRELIMIBARY'IRVESTIGATIONS. Holt. Hichigan is a small agricultural town of about twenty three hundred, located six miles south of Lansing, Michigan, on‘U. S. 127. The town.was founded in Eighteen-hundred forty two and is not incorporated, thus it has no specific town government. It is, however, under the Jurisdiction of a township board made up of a super- visor, a township clerk, a treasurer and two Justices of the peace. It has no sewer system at present with.the ex- oeption of county drains. There are no industries of’any size in Holt. There are, however, two clothespin factories, five garages, repair and welding shops and the Holt Manufacturing Products Company, makers of machine parts. located there. Duo to the fact that a great percentage of the residents are factory workers to work in Lansing, it is not expected that other industries will spring up in Holt in the near future. Thus a negligible amount of industrial.wastes may be expected in sewage flow. Some grease, oil and sand, however. may be expected from the Holt Products Company and from the various garages located there. In order to properly design a treatment plant of any kind the primary consideration is that of estimating the quantity of sewage flow. This sewage flow must be pre- dicted and this prediction will be based on population data. Due to the fact that no population figures are obtainable on Holt a count of houses, multiplied by a factor of three and one half should give a fairly accurate estimate. The result of this house count is as follows - 690 Houses 690 x 3.5 8 2400 p0pulation for 1947 For estimates of'past population for Holt the method suggested by Mr. John ray, Delhi Township Clerk will be used. The past population figures for the township of Delhi will be multiplied by a factor of one-third, for in the past, the population of Holt has been determined to be approximately oneothird that of Delhi Township. Using this method as a check for accuracy of the house count and vise versa the fellowing results are obtained Population of Delhi Township for 1940 6723 Estimated papulation this date 7100 7100/3 c 2370 population of Holt for 1941. This checks very accurately with the figure arrived at from the house count. Thence in determination of past population figures for the town of Holt this method will be used. However, we must take into account one other item. The town of Holt is at present growing rapidly. This rapid growth may be attributed to the fact that Lansing is becoming rather filled up and that due to the short distance between Holt and Lansing workers may get from factory to home in Holt Just as easily as from factory to home in Lansing. Due to Holt's uncrowded condition, many factory workers are re- (K siding or building homes in Holt at present. To predict pOpulation with any degree of accuracy good Judgment must be exercised on the part of the engineer. He should know the history of the town, its location as to markets and its transporta- tional facilities. ‘After considering all these factors affecting future pOpulation a method of predicting future population.which‘best suits the town in question must be selected. We choose the graphical comparison method as the one which best suits a prediction of future popula- tion for Holt for the following reasons. The towns with which Holt will be compared are all located in the vicin- ity of Lansing and have all undergone a normal increase in growth rate. They have all had, in the near past, populations similar to that of Holt and thus baring ab- normal future oonditions, their pOpulation growth char- acteristics, may be assumed to apply in the prediction of future population for Holt. POPULATION FIGURES GRAND LEDGE - 1940 - 3899 1930 - 3572 1920 - 3043 1910 - 2893 1900 - 2161 HOWELL - 1940 - 5740 1930 - 5615 1920 0 2951 1910 - 2338 1900 - 2518 ZEELEID - 1940 - 3007 1930 - 2860 1920 o 2275 1910 ~ 1982 1900 - 1326 Figures on past population for Delhi Township - 1940 - 6723 1950 - 4507 1920 - 1729 1910 - 1412 1900 o 1467 These figures multiplied by a factor of one~third give the following approximate population figures for Holt, Michigan - 1940 - 5723/3 a 2240 1930 - 4501/3 1500 1920 - 1729/3 e 575 1910 - 1412/3 a 470 1900 1467/3 - ass xx who Lemme $115: 0 .. a x. a 4 abhe\m "Ex.“ "Snexm “0N9\u «992"... «Q A10 / l 5/7an4 As a check, however, and to further’assure ourselves that the foregoing method is accurate, we have predicted future population by the geometric method. The results obtained by employing this method (3690) compares most favorably with those obtained from the graphical comparison method (3600). The estimated population for 1970 allowing 5 per cent deviation then will be 3600. Due to the fact that Holt is unmetered it will be impossible to check it accurately for water consumption. A value of one hundred gallons per capita per day is a figure often used and a check of similar Michigan agricultural towns of about Holt's size and location show it to be an average one. Cass City - 57 Gallons percapita per day Cassapolis-ll? " u w n w Clare - 167 v n n n w Decatur - 53 n w w 5.. n Trankfcrt- 102 " " " " " average value I 101.3 Gallons per capita per day The average sewage flow for Holt in 1970 will then be - 100 I 1.00 I 3500 fl 3 .556 0.1!.8. 7.48160160120 ’ Infiltration has been assumed to be 10,000 gallons per mile per day. If a sewer‘were laid in every street in Holt there would be 16.6 miles of sewer line there. Hence - , I ' . J .l I ~ . . V I a '. K a . , J - A . . r I . 1 . a . ‘ ' . . . e . u 1 u- .. I O' l - v — ' l — . .4 P - e i . t e ‘. . n g e- w e ‘ ' ' ‘ — «- an...- ————- 16.6 x 10,000 = 166,000 gallons per day for infiltration, or .248 c.f.s. 1 ,u The total average flow will then be equal to v‘fi+ (3 0248 + .566 or a 802 as teas ,.. S\%IAOO fiT“ ”$.05 0 //.."/ I’ *0 .802 c.f.s. ! 520,000 gallons per day. skgggy The maximum rate of flow will be assumed to be 9: 43*, one hundred and seventy five per cent of the average flow. ,XSO . v‘ 0 Hence a value of - ¢/’ V.§N _g? \"Q {I ‘9), 100 x 1.75 x 3600 8 .975 c.f.s. “ 0* . l__..__ e 7.43 x 60 x 60 x as $011,»? 0 ‘ 53/.” . 4’00)""‘3 57"}. q“ 'v The total maximum flow will be - ,figdh \a?70 av? .1 ‘ " L, .976 +.248 3’ 1.23 c.f.s. V or 775,000 gallons per day. The minimum flow will be assumed as fifty per cent of the average flow. 100 I 050 I 3609‘ .276 Oe fees 7.48x60x60 x 24 The total minimum flow is - .278 +. 248 3 .526 0.1. s. or 340,000 gallons per day. J Due to the fact that it will be impossible, due to the non-existence of sewers in Holt, to actually deter- mine the physical characteristics of the sewage by actual test, a table of average values for physical characteristics for a small town of this size has been compiled by Metcalf b Eddy, and thdse values will be used. They are as follows: 5 Day B.0.D. - ----- -~------ 143 P.P.M. Chloridss ----------~------ 47 " Total Solids -.------------ 603 " Total Volatile Solids ----- 393 " Total Fixed Solids -------- 210 " Total Suspended Solids ---- 342 " Volatile Suspended Solids - 82 V Total Disolved Solids ----- 261 " Volatile Disolved Solids .- 128 ” Fixed Disolved Solids ----; 133 c Total Tats - Indeterminate. Next the method of treatment must be decided on. One common method of primary treatment is the plain sedi- mentation method. Using this method we may expect a sixty per cent reduction in suspended solids and a thirty per cent reduction in 3.0.D. The cost of this foul of treat- ment is approximately §our dollars per million.gallons treated. methods of additional treatment are; (l) Filtra- tion using the intermittent sand filter, (2) the trickling filter, or (5) the activated sludge process. The sand filter being outmoded will not be considered. The trickling filter does deserve to be cmsidered and weighed carefully. It, however, requires a higher initial cost than does the activated sludge process. It requires high head and odors may be expected to arise during spraying. The activated sludge process is moderately econom- ical. However, it does form a plant which is difficult to operate and requires an operator with some degree of skill. Recent data has disproven the theory that the activated sludge process is not applicable to small cities of‘Holt's size. Employing the activated sludge process, we may expect a reduction of 90 - 100 per cent in B.0.D. and a reduction of 96 per cent in suspended solids. Considering and weighing carefully the factors discussed above, we choose the activated sludge process because of its high efficiency and its cheaper initial cost. SERVICE BUILDING: The service building should be of pleasing architectural appearance and at the same time be very functional. The building should have two basements. A sub-basement: containing a wet well, sewage pumps, a sump pump to provide drainage and a ventilator. .A basement; containing a screen room, heating plant and sludge pumps. The main floor should contain a laboratory, a chlorination room, an office, a lavatory and a store ‘ room. Walls should be built of brick.and a tee inch glazed tile wall interior provided. An electric control panel should be provided to control operations of the plant and safety features for the chlorination room. The chlorination room should be sell ventilated and a mechanical ventilator should be provided as a safety measure. Gas masks should be provided. As the operator of the plant may knee little or nothing about the technical side of operation, the laboratory should be equipped only to run certain basic tests such as five day B.O.D., suspended solids, settle- able solids, volatile solids, etc. GRIT CHAMBER - Due to the fact that this plant is being designed to receive sewage from a separate system of sewers, the grit chamber is non-essential. However, a rough design follows should this unit ever be deaned necessary. Use a velocity of one foot per second and a detention period of one minute. Maximum Q 3 775,000 gallons per day. or 1.23 c.f.s. Assumed Removal - 4 ft5 per million.gallons treated. 715,000 3 540 gallons per minute. 24160 volume Required - 640/7.48 a 72 ft3 Use one channel 30' long 1' - 6"wide and 3' - 6" deep, composed of l' freeboard, 2' water depth and 6‘ for grit storage. The grit will be removed with a mechanical type remover and will be used intermittent- ly so that it is necessary to provide space for grit storage. In the event that repair‘workmwill have to be done on either, the mechanical remover or the tank itself a bypass conduit will be provided. This conduit to be one foot wide, two feet deep and thirty feet long. PRIMARY SETTLING TLIK'- A 60 per cent removal of total suspended solids is anticipated. A 2 hour detention period will be used. Average Q = .802 c.f.s. I 520,000 gallons per day. Volume required - .802 2 so I so 1 2 . 6,800 ft? Two identical units will be provided for continuity of operation in case of break down. .1 tank 10 feet deep will be assumed; this 10 feet to be composed of 2 feet of freeboard and 8' actual depth. Use two tanks 10 x 10 x 60, a ratio of 6 - 1 length to width was assumed. Volume required I 5800 ft? Velume provided per tank a 6000 ft? A skimming trough to carry away the scam is provided. This trough to be 1' wide, 8" deep and to have a concrete apron inclined 30 degrees up which emmn may be raked into the trough. Sludge removal equipment provided in the sedi- mentation tanks is of the drag-chain.wood-flight type. The returning flights act as skimmers. The flights move the sludge to a collecting hopper located at the inlet end of the tanks. A 3 per cent bottom slope in.tanks will be used. n HOPPER FOR PRIMARY TARK - Using a value of 342 P.P.U. for suspended solids, as suggested by Metcalf a Eddy, for a town of this size, an anticipated removal of 60 per cent and a 90 per cent moisture content the volume of sludge to be expected at the end of a twelve hour period is - 342 x 3.35 x 60 t 5730 gallons .06 x 2 5730/7.4s 2 765 ft3 A hopper six feet across the top, three feet across the bottom and three feet deep with side slepes of 60 per cent will be used. ‘ Volume supplied 8 60 x s x 4.5 x 810 its Volume required 3 765 ft5 IILET - The inlet will consist of an eight inch pipe discharging horizontally into a channel one foot wide and eighteen inches in depth running perpendicular to the inlet and across the width of‘the tank. This channel to have openings at various intervals on its discharge side. A baffle will be provided across the width of the tank and in front of these openings or perforations. This baffle to extend at least one foot below said openings or perforations in the channel. OUTLET - Q - 1.23 c.f.s. or 775,000 gallons per day. For velocity of one foot 1 second -.Area required - 1.23 ft2 ‘ J e a ' . ‘ L... l .— - l a .1 ’ l v J _ - ' I , t J r ‘ O I - l I O a l r ' C Use a channel of reinforced concrete 1 foot deep and one and one half feet wide with an adjustable weir. ‘Area supplied 3 l x 1.5 I 1.5 ft2 Area required 8 1.23 ft2 DIGESTION TANK - Assume - 340 P.P.M. Suspended Solids 90 per cent removal 90 per cent moisture content 30 per cent digestion 75 per cent volitale solids (Susp.) 3' allowed for supernatent 1.02 8 Specific gravity in primary tank 1.005 8 Specific gravity in final tank 540 2.9 3 296 P.P.M. Removal Average Q 3 .802 c.f.s. or 520,000 gallons per day. .62 x 8.34 x 296 8 1280 pounds per day. 296 - 296 (.3) (.75) s 228 PT! new each day. Volume required t 228 x .802 x 8.34 x 120- 28 '00 {ta ‘ . , 1.03 x 62.4 x 1 28,700 8 8 ft? per capita 3600 An eight cubic foot space per capita will be provided in the digestion tank. This figure is well above the minimum value of five cubic feet per capita set up by The Michigan State Health Department. 28,700 ft? required Use a depth of 16 ft 9 h 23,700 = a2 h 28,700 = 3.14 x 16 x d2 a2 . 570 d 8 25 feet Use one tank 16 feet in height and 25 feet in diameter. Volume Required 3 28,700 rtz Volume Provided I (25)2 11613.14 8 31,400 ft? Thus a total volume of 31,400 ft? will be pro- vided for sludge storage. A three foot depth will be pro- vided for the supernatent liquor. This gives a total of 19 ft. at the side of the tank. The tank is two and one- half feet deeper at the center. Pipes will.be provided fhr withdrawing the supernatant at three different levels. Hot water coils will be provided on the inside of the tank walls in order to keep the temperature constant at 70 degreesF. Assuming a gas production of one cubic foot per capita per day - 3600 x l ' 3600 ft? of storage space needed for gas. .1 floating cover will'be provided for the storage of this gas. The gas produced will be used to heat the pump station building and the digestion tank. The sludge tank supernatant liquor will be returned to the inlet of the aeration tank.and the digested sludge will be drawn off on to underdrained drying beds. SLUDGE DRIING BEDS: The design of the sludge drying beds will be based on the figure of one and one quarter square feet per capita. .Lrea required ' 3600 x 1.25 3 4500 ft? Use six beds 40 feet long and 20 feet wide, spaced thusly - 40’ 4o This gives a total of 4800 ft? or about 1.33 ft? per capita. The sludge drying beds will consist of 9" of coarse sand underlain with layers of graded gravel ranging in size from 1/8” to 1/4” at the tap to 3/4" to 1%” at the bottmn, with a total thickness of about 1'. The bottom is of natural earth graded slightly to the underdrains. The underdrains will be of 4 inch open Joint drain tile placed in trenches. The divisions between beds will consist of batter board placed end to end and Joined by short pieces of board driven into the ground. Planks dropping into grooves in order to permit easy entrance of trucks for removal of the dried sludge will be provided. ‘IRT HEEL « Average flow will be the basis for design. Average Q - .802 c.f.s. Provide a ten minute storage. 10 x 60 x .802 8 480 ft? needed. or 3700 gallons capacity. Using a 14' Tank. I 4 9’ ~— /4’ A 12.5 x 5/2 14 x 4 = 90.5 it? Using a 5' width of tank - 540.5 ft? are provided. Allow 6" for safety and a 6" freeboard to bottom of screen room floor. ' - PUMPS - Three pumps will be used for flexability of Operation as well as safety. A pump must empty'the wet well plus the amount of sewage running in, in a given time. This unit will be provided along with others to be used in case of breakdown. Non Clog Centrifugal Pumps will be used. 3700 gallon tank _ Flow 3 .802 c.f.s. or 360 gallons per minute. Time required to empty tank is:. 5700/500 5700/500 x 550 = 9.7 minutes. USE - One 600 Q.P.M. Sewage Pump One 400 G.P.M. Sewage Pump One 200 G.P.M. Sewage Pump This array of pumps will permit flexability of Operation. One of the smaller pumps will suffice for minimum sewage flow. Reserve capacity has been provided should breakdown occur. The pumps will be arranged to start and st0p as the sewage level in the wet well flucuates. SBUDGE PUMP . A 75 G.P.M. sludge pump, single plunger, belt driven, 4” auction and discharge, 75>G.P.M. capacity against a total dynamic head of 20', l H.P. motor pump will be used. Air chambers will be provided on both the suction and discharge side of the pump. These air chambers to be 6" in diameter and 52" long. Gate valves will be installed on both sides with a check valve on the discharge side. lERATION TANKS - 8 hour detention period. An updraft type aerator will be used. One cubic foot of air will be used per gallon of sewage treated. Q 3 .802 c.f.s. or 520,000 gallons per day. Allowing 30 per cent for returned activated sludge. .802 x 1.30 3 1.04 c.f.s. 8 x 60 x 60 x 1.04 8 30,000 ft? of tank must be provided. Surface area to be served by one aerator should be approximately 25 feet in diameter. Assume tanks 12 ft. deep and 21 ft wide. L 3 30,000 8 119 ft. 12 x 21 Use five tanks 21 feet wide and 12 feet deep. This arrangement fulfills all requirements. The bottom edges of these tanks will be rounded to aid circulation. Ah- updraft aerator which.carries the manufactur- er's guarantee to furnish at least 28,000 ft? of air per hour will be used. The assumption has been made that one ft? of air will be used for each gallon of sewage treated. INLET - The inlet will consist of an eight inch pipe discharging vertically into a box provided as shown on the following page. If/‘Wf/m/ TA Mk 5 I l flfflflf/oA/ TANK OUTLET - Use a simple weir adjustable to :e 0.1' and emptying into a channel. Use a .15' fall from end to end of channel. RACKS e SOREEIS - Using a value of 12 square feet per million gallons per day as suggested by Mr. Frank R. Thercux - 2 .802 x 12 = 9.5 ft. of rack area is required. A two foot rack will be used with 5 inches of clearance provided above the sewage surface. Assume the use of bars one and one-half feet long and 2" x 3/8” in cross section. wt. of bar . axe/321.5x12x 1 2490 = 3.85pounds 172 applied at the center of gravity or 3.85 2. 24 t 1.73 pounds applied as shown. (P 1) Pa Pd 62.4 .751.76 Water ressure = ____.x 3 a 1 3 P 12 / _ 55 # applied 1/3 of the distance to the tOp of the span as shown (P 2) Shear decrease - 1.15 pounds per foot. .97 : 'TTIK“ Area 2 .97/2 x .84 x 12 = 4.9 X 3 .84 ft. from right end S ' lg.- - 4.911 r I 7805 # p0! .qe Inche l/12x3/812 which is small for steel. .a hose with a powerful nozzle will be used at various intervals of tiae for breaking up screen- ings collected on the screm and forcing then through. This will naturally reduce the volume of screenings whidh must be removed. Containers, however, will be provided with adequate scans for their removal from the building; such as, hoists, trap doors, etc. A common figure used in estimating amounts of screenings is five feet3 per million gallons of sewage; however, this figure will be much reduced with flhe use of the aforementioned hose arrangement. GELOBIIAJTCI 3181! - A detention period of twenty minutes will be used for normal sewage flow. Q a .802 c.f.s. or 520,000 gallons per day. Volume Required 8 20 1 520,000 8 7,200 cal. 24 x 60 7200 -—-— : 953 it? 7.43 Use a baffle basin 7 feet deep. 12 feet square and with a 2 foot freeboard. The baffles will be placed at 3 ft. intervals with a 3 foot clearance around end. A bypass around this basin will be provided. A direct feed chlorinator will be used. It will be housed in a special, well-ventilated room on the ground floor of the pnlp station and provided with a tube connection to the diffuser in the chlori- nation basin. SDUDGE DIVISION 301 - This box must be so designed as to distri- bute the sludge from the final tank to either the wet well, aerator or primary tank in most any desired portion. Details of design will be found in the detailed drawings. IIILL It]! - A two and one-half hour detention period will be used in determining the tank size. .802 c.f.s. 520,000 gallons per day. Qav. .802 x 1.30 3 1.04 c.f.s. 520,000 x 1.30 - 680,000 gallons per day Volume required - p 680,000 /24 = 28.400 gallons per hour. 28,400 x 2.5 I 7,000 gallons per 2.5 hours. 71.000 /7.48 = 9,500 ft? Try one tank,circular in shape,14 feet deep and 30 feet in diameter. V = 14 x (30) x 3.14 4 3 a 9,900 ft. Volume required a 9,500 ft? Volume provided a 9,900 ft? Use one tank. circular in shape, 14 ft. deep and 30 ft. in diameter. IILET - The Inlet will consist of a pipe in the center discharging vertically and surrounded by a perforated baffle extending 4 feet below the water surface. A one foot freeboard will be provided for wind current protection. ., a.” 5-2.1. \ ‘5 .9‘ xi ‘4': .',_=4 C. Ha. ’4 -' ; I a w 4 ‘14 5'1; ” .. « - ' .‘ . 7 .0] er; a _ I l Vo...1€' ‘_-‘ 1‘ . .' .‘Jfi‘ .4.’~'_4.‘ ‘4 - . .. .- ' aftZL ‘. ' '— ' 0 d F, "-4. It“ . OUTLET - ILIIIUI Q 3 1.23 0.1.8. 1.23 3 d2 d I 1.07 ft - 13 sq. inches The effluent velocity will be 1.5 feet per second. Required cross section 3 169 sq. inches. 13 x 13 = 169— Use a depth of 19 inches and a width of 9 inches. Cross section provided 3 19 x 9 = 171 sq. inches. The outlet will consist of an adjustable metal weir around the circumference of the tank. The effluent will be collected in this channel of uniform size. HEAD LOSSES - 2 Entrance Losses = 2 ' 2‘3" Pipe Friction = Slope (decimal) 2 length. '2 8 a one and one-half foot head loss will be Loss in 90 degree turn a allowed in pumps and piping to the grit chamber. GRIT ORLIBRR - Slope = .19' per 1000 Length = 30' Road Less = .008' .Allow a .05 ft head loss through the grit chamber and to the entrance of the primary tank. PRIMARY T111 - Velocity 3 1':2 x 1“ 3 2.5. ft. per sec. 1 9 Read loss over weir = h 2/3 : Q 3.35 h h .10 Q = 1.22 c.f.s. n 2/3 = 1"” = .0557 33.3 x 10 h 3 .005. .20' Loss through channel _ a 2.5 ft. head loss will be allowed from outlet of primary tank through aeration tank.and to the final tank inlet. SEGOIDARY TAIX - L = 21' Q = 1.23 _ 2/3 h ‘ (————-l&§§————-) = .005 head loss over weir. ( 3.33 x 81 ) Allow a .1' head loss through.the outlet channel. Loss in 100' of 8” pipe = .25' Loss in 2 90 degree elbows = .20' Loss in inlet channel = .20' The losses over outlet weirs are so small that adjustment provided in the weir will take care of any variation which may arise. Allowing a .05' loss through the channel and a .08' loss through the chlorinator the total head loss through the entire plant is then - 5.018' C moms or A win. - 23mm emnmc mm. surname Macao]: - ' ' ' F_' MI. __ 2 1 E" I R a 1001(10) 1.3 =1500 # per ft. \ V 2 Q) ‘ . \ ,., ' D) ’2 Ev . 15001 sin 30 degrees 8 750 ’I EH ‘ Per foot. m: = 15001cos so degrees . 1300 # V V ’ Per foot. [ a?” Maximum lament at sea. (Tank up”) . . 1 a a isoono/sxiz a 52,000 pounds Use fs I 16,000 pounds. per sq. inch. K = 146 1/2 1/2 a s 3 52 000 - 5.45 inches. ‘5 ’ tuonz’ ' Use d = 6 inches minimum t 8 12 inches. Shear at Base ~ 7 a V = 1300 . *b 3 3 12177815 Allowable a 40 pounds per stiuare inch 20.63 pounds per sq. inch Area of Steel - 3 52000 3 : = " f 6 I’d Iacooiv7azt' '53 sq‘ ‘“°h Use 3/4" round bars at 8" spacing. Area supplied = .66 sq. inches. BGID - ___._:___. 3 1500 a 70.0} per sq in. 2° 1 ‘ 12/818. 3517/815 Allowable - 100! per sq. in. Length of Steel Bars - 3 of everyd bars will be cut off. Remaining area then is 1/4 x .62 8 .155 sq. in. h = 6' - 6" anchorage. Anchorage - 40D34013/d=30" nze'-o~-so=v One-half remaining bars will be cut off. 1/2 x .155 . .0775 h I 5' - 1" - 3” ' 2' - 7" laximum Moment at Base (Tank.ru11) 2 later Pressure = 58'5 ‘ ‘19) = 3100! 8 I = 5100 1: 10/3 = 103.000 Difference in losents - 103.000 - 52,000 = 51.000 5 g / I a / 51'000 = 5.40 use d = 6" E“E 146212 6 = 1‘ 1.46 x12 R - 43,000' pounds. Area of Steel - - 43.000 2 e615 15.000 x7/8 x s LB Use 3/4" round rods spaced at 8" Area supplied = .66 sq. in. Design of Base Slab - 1F“"'1 "'1 ~ L akoauwAmenac.bmnE Q l '\ -|_,_fi E... Drainage - d'fdgzp’a;s:;e t = 10" Upward pressure = 10 - 6 = " h“d P 3 68.4 x 4 I 250 f It Total P ' 250 x 64 = 11,200 # Slab It ‘_%%_x 1 x l x 150 = 125# per foot Total 8w 3 125 x 60 3 7,500 i It. of walls 8 10 x 150 a 1 = 1500 # per ft. Total I. = 1500 x q a 6.000 # Iorce up = 11,200 Torce down = 14.000 w 8 250 - 125 t 125 pounds per foot. loment laximum - 2 _ w 1 I- d 3 38.000 : 3. 3n \/ 146112 t .-. 12" minimum Area of Steel - 2 z 125 x (10) x 18 = 38 000” § .-_T-_- 0 a 38,000 = I 8 . g . . A“ f 3 3 ‘ 16.000 x 7/8 x 6.5 ‘8 q in Use 3/4" round rods spaced at 12" Area supplied = .44 sq. in. Steel rim in both directions BIBLIOGRAPHY. Hetcalf a Eddy - "Sewage Design" Steele - "later Supply and Sewage” Schcder a Dawson 3 "Hydraulics" Professor Drank R. Theron: - Lecture Hotes 5 Interview Chicago Pump 00. ~ Bulletin 195 - "Chicago Plunger Sludge Pumps" American Concrete Institute - "Reinforced Concrete Design.HandbooR' / /‘~,I." / . I 11/ ) J /. I V - . p... ..i.. -- ‘- L. . K 1 I ‘ _ » - ,V _ . - _‘~~k >4.- \ . A . . " ." ‘ . \ ' v - ‘ " M 11/)» '7 4*;U-A/9fi ’7' .r’ ;' ' ~ r — ‘ .‘ ‘. . ~‘ ‘ . _ - _ ' -._._.__.._L__L.,,_L .. .,_,A_+_.+__.._ . .._ .r l . .- _I -I1_., , .. L .. L _ .- . . H. .. -. a . _ . . ) . . A. - f. .. . _ __. ._ m _. . . . ., _ w . _. L. . ., v r. A L . . . L L .. , H ._ .. .. g u. . . _.. N.” , A _ _ . . _. w L L L _ . w w _ . . w _. .u , L , W M n _ L . _m . r _. .v . «L .. L“ _._ . ... _ 7. ._ __.- 1 : i. A 5m ,L .. L._ .4 W ,A- ., ,. .. \ .A .W . .- _., _ ... _. _.. _ _ L. . H_ . r P“ .H h .- .. u _ u . u w_ . . _. _ , _. .L 4 w. I _ . L. t. _; .L 5.1. .4. _ M. - _. . _ . ,_ 7 ; ... i .L 514 A... . . -._ r v _ .- HM . : H .4 . . N_ . L.- m L . .u. I Y Z .- .... v T. L .. fl .. ; . . x . 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