fi__——- ‘— I 1 ' .- I- — n ,1 x 3" - v a» - ? v~VoV~T- ...r~~.~. , '- |" n ' ..w ‘ . H. i. ‘ O l' > I ' '.,- . r‘” “09".“ W—v 0—- p M ’ T7011 LANSING TOWNSHIP '- - .. .. 1 Thou but. Dam of 3 5. _ o " . r - ‘ " . _ .,':, _ , 1}“ ‘ ~ . A '; L. .r- . I n I. :- ' . ' .‘ z' - - :. ‘ t I ‘ — e" I 'L I l .‘ ‘ ' , . 2 . .. . f I. . l , Z . t ‘ ‘ . . . o 2' . | . ' r ., . - . I I ‘ 1 :t V ‘. ‘ .' § - . : - I '1" > J. o". DESIGN OF A SEWAGE DISPOSAL PLANT FOR LANSING TOWNSHIP ATHESIS BY JAMES JACK SUEAITTED TO THE FACULTY OF MICHIGAN STATE COLLEGE 01" AGRICULTURE AND APPLIED SCIENCE FOR Tm DEM OF BACHELOR OF SCIENCE CIVIL ENGD‘IEERING DEPARTMENT 1941 THE—“2‘4 INTRODUCTION During the summer of 1940 I was employed by Henry E. Jones,who was the supervisor of Lansing Township, to make a study of the drainage and sewage problems through-out the township. It was my job to locate and map all the existing drains, both Open and closed, and to record the sizes and kind of pipe used. While making this Survey I discovered, much to my surprise, that the greater part of the township was badly in need of sewers. The sewers that were being used were mostly county drains and most of these emptied into Open ditches which created a hazard from the standpoint of public health. Host of the drains had been laid a number of years ago and for that reason they were similar to farm drains,that is , they were not laid out according to a definite plan as they are today, instead they wandered cross- country following the natural drainage channels. As the population of the township increased and more and more peeple began hooking into the drains the sizes of many of them became inadecuate to t‘ke care of the increase in sewage flow. As a result of this in the spring ,when the drains had an additional load due to surface water runoff, the peOple found that the drains were nut taking the sewage away. The sewage in some cases backed up into the basements causing a very unsanitary condition. The solution to this problem is of course the con- struction of a combined sewer system for the entire area. 132669 ..........4......... w” Flue. ‘.. rum-mug. a. 4.. . .3 Eynbgf ”his. INHIVIHHtLPIfid 51.1.- I 3!. DESIQI DATA Pomlation After studying the map of Michigan I discovered that Lansing Township is one of the few townships in the state that completely surrounds a large city such as Lansing. For this reason it was difficult to gather the data neces- sary for plotting a future population curve. However, the census reports of the last seventy years showed that Kalamazoo, Ann Arbor, Port Huron, Flint and Alpens Townships had increased at about the ease rate as Lansing Township, so for this reason I extended the line by the curvilinear method and arrived at a figure of about 35,000 for the year 1980. It is on this figure that the desigi of the plant is based. Location Since a sewer system for the township must be constructed first and since the engineer in charge of the design of such a system will have his own ideas as to the best location of the outlet, the site for this plant might have to be changed accord- ingly. However, the site that I have in mind is at the Junction of the Red Cedar River and the Sycamore Greek. This location is centrally si mated, as far as population is concerned, since most of the people in the township live in the South and East sides. now Data Using an estimated value of 110 miles or sewers necessary to accomodate me future population of 35,000, and taking 5000 gals. per mile as the amount of infiltration to be expected, the total flow due to infiltration is then 5000 x 110 a 550,000 gals. per mile per day. Since the dwellings in the township are in the moderate and lower price range, which usually means a lower consumption of water per capita, and since there are not very many manufacturing companies, I have tan a value of 80 gals. per capita per day as the probable water consumption. For a population of 35,000 this amounts to 2,800,000 gals. per day. Total 0 3 2,800,000 e 550,000 - 3,350,000 gals./day 3 3,3501000 - . 8 . . . 2416016017.48 ' 5 1 c t ' Buildigfi The building shall be large enough to include one large office, all necessary pumps, the grit chambers, a toilet, and a laboratory with all the apparatus necessary to make the regilar B.0.D. tests and to check bacteria and solids content. SIZE OF TANKS Grit Chamber In order that the grit will settle out and at the sane tine the sludge will remain in suspension, the velocity in the grit chamber must be kept between 0.5 and 1.0 ft. per sec. Q 3 5.18 Ger/Is Y . e5 f/Ie A-—%— . 9.25.5.3. . 10.36 sq. ft. Use two cranbers 2 1/8 x 2 = 10 sq. ft. vs+sifii s .52f/s 0.x. Allowing 1' in length for each inch of depth, the length of the two chambers is 12 x 8 s 24' Provide 1' freeboard 8 o 3 z 8 1/8 x 24' Prise}: Settligg Tank 1 two hour detention period is used in detemining the tank size. At the en! of two hours a 60% sludge re— moval is anticipated. Q I 3,350,000 8.13/“’ 3 5918 0.15.. Volume required 7 : 5.18 x 60 x 60 x s s 37,381 ou.ft. Use one tank with three sections-«sch section to be 9'120'x70' : 57,800 cu. ft. , Provide 1' freeboard 3 0 10' x 20' 1 I70". Hopper For Primary Tanks Using a value for medium strength sewage of 500 p.p.m. suspended solids, an anticipated removal of 60% and a 90% moisture content, the vellum of sludge to be expected at the end of 18 hours a 500 x 3.35 x .60 : 5035 531., e06 I 8 ‘ Y a 5085 7e48 I 672 me its Use a hopper 6' sense the top, 3' across the bottom, 236' deep and with side slopes of 60°. Volunn required s 678 cu. ft. VOJMI” ””1104 3 60 I 8.0 I 4e5 . 702 on. rte Effluent Channel For Prim Tanks Q 3 3,350,000 gals/day I 5e18 Befele Area necessary 5.18 sq. ft. Use a channel 8' deep and 2-5/4' wide with an adjustable weir. ma supplied s 2 x 2 5/4 8 5.5 sq. ft. nation Tanks ‘4 six hour detention period is used in determining the tank size. Q. s 5,550,000 gals/day. :- 5.18 c.f.s. Volume required I 5.18 x 60 x 60 x 5 a 111,903 cu. ft. Use 4 tanks - 14 x 45 x 45 a 115,400 cu. ft. Provide 1" freeboard - 4 0 15 x 45 x 45 r Sett Tanks 1 two hour detention period is used in determining the tank .1:.e q 3 5,550,000 gals/day s 5.18 c.f.s. Volume required - U s 5.18 x 60 x 60 x 8 a 57,321 cu. ft. Use 8 circular tanks - 18' deep, 40' diameter a 58,578 cu. ft. Provide 1' freeboard - 8 o 19' x 40'. 81 e D cation Tanks Assure an average sewage with 500 p.p.m. of suspended solids 9616 removal in the primry and secondary tanks and a moisture content of 04%. The volume of raw sludge and activated sludge is then 300 1 503‘5 1 094 : 25,600 gala/day. Assme a 5 months storage with complete digestion in 60 days. Assume a 85% loss in volume through digestion and a moisture content of 90%. The solids entering the tank per day : 300 I 3.35 I 8.34 x .94 . 7873;74/m. The sludge entering the tank during the first 50 days will be completely digested at the end of 90 days and will =7875 x 50 x .75 s 177 ,145#. The sludge entering during the second 50 days will be 75% digested g 7875 x 30 x l-(.25175) 19l,314#. The sludge entering during the last 50 days will be 25% digested a 2829 x 50 x l-(.25x.25) 229,019#. Total sludge in the digestor : 597470#. volume required = 597475 = 695,000 gals. : 95,400 cu. ft. .1018.“ x 1.03 Volume/Capita 8 moi—.— = 2.65 c.f./capita 0.K. 35000 I 7.48 Close to ideal value of 5 c.f./capita. PRIMARY SETTLING TANKS 1. PRIMARY SETTIING TKNES. DESIGN OF KILLS w“ ' Temp Steel 8 Ev: 750 3.. m.%.10_ x .30 . 1500#/ft. of length 9, 10, E 3 150° - 1500 sin 30° - 750i/ft. ”PW ‘ 1 311' 130° Eh . 1300 cos 30° - 1500#/ft. I 335E Moment at the Base - Tm M - 1300 x g. x 12 s 512000" lbs. Use r, . 16,000#/sq. in. x . 146 d 43% =.’%% . 5.4.3" Use - 6" Use Minimumt : 12v Shear at the Base v = If}! . 3h 3 130° 3 20.635/ sq. in. Allowable .-. 0.02:; '53:- 12 x 775 ‘ 5 : 40H sq.in. Area 0; Steel 3 M 53000 .. .52 sq. in. " T13. ' 1600' 027" 7816 " Use 3/4." 9 rods spaced at 8". Area supplied = .55 'Q- in. Bond 11 n V . 1500 s 70.0flsq.in. Allowable u . 0.05% O 2 e I 7 8 '2" 3a 1 /8 x 8 6 x 7 x 6 . 100#/qu in. deformed bars 22123.93... 40D 3 4013/4 I 30" 2. Length of Steel Bars Cut off 5 bars out of 4 a” Area remaining a 1/4 x .52 = .155 h I! 6'-6" e anchorage - 40d - 30" h . 4' Cut off 1/2 the ranaining bars Area ranaining e l/2x .155 a .0775 h a 5' -l" sanchorage-«iOd : 50" - h I 2'-7" Wrath” Steel A! I pbd . e0025 I 12 I 6 . e180 BQe in. p I .0025 Use 1/2" 9 bars spaced at 12" Area supplied I .19 sq. in. Maxims: Moment at the Base Tank Full water pressure - 62o5 I 92 = asszg 2 . u = 2552 x 9/3 . 7596 x 12 - 91152"; Difference in Moments : 91,152 - 52000 . 39,152,,” Ukb 146 x 12 Area of Steel is a 43152 = .60 sq. in. 16000 x 7/8 x 5 Use 5/4" 9 Rods spaced at 8" Area supplied : .66 sq. in. Deng of Bass Slab Drainage - 7' deep Assume t I 10" Check tank for floating Upward water pressure : 11-7 8 4' head P = 9345 X4 : 25l#/ sq. ft. Total P s 251 x 64' Force up 11,200£ Slab Wt. . .12,x 1 x 1 x 150 - 125#/' Total Wt. - 125 x 64 a 8.000# 12 Wt. of Wells = 10 x 150 x 1 . 1500#/' Total Wt. - 1500 x14 . 6,000 Force down 14 000 w - 251 - 125 : 126#/Ft. Maximum Momepl 2 M : g . 126120 112 . 75600”#. 4 = "’7 : I"13600 ,, _ E5 14-53—12 3 5.5 t I 6.545.5 .. 1011 0K Use t I 12" minimum Area of Steel AS 3 J11- . 75600 = .85 s . in. find 16000x778x6.5 q Use 5/4" 0 rods spaced at 6" Area supplied = .88 sq. in. Run steel in boih directions. Temperature Steel As I pbd I .0025 x 12 x 6.5 a .195 sq. in. Use 3/3" 9 bars spaced at 6-1/2" Area supplied 8 .20 sq. in. Run in both directions. HOPPER FOB PRIMARY SEI'TLIIIG TANK 6 e11 Volunn remired . 675 snort. " supplied a 702 cu.ft. 3 3.— 332.1.3 , 8 ‘ —’.~—J : 100 x 18.58 .5 = 8580’. ;n . 2580 Cos 00° :- 11901}. Maximum Moment at the Base - Hopper mm M = 1190 2%.: 12 e 1500 x (l§.+ 2.5) x 12 - 14,220 4 92,450 g 105,710~#. M g "106 710 - n a d s E ----—-l——146x12 - 7.8 Used 38.0 t: 18 Use 12" for both walls a bottom of hopper. tree of Steel ‘3 = 106 710 '15000 x"'7'7 s"'x"s.o 3 '95 'q‘ 1" Use 5/4' 0 rods spaced at 5-1/2" . Area supplied I .96 sq. in. Run in both directions. Anchorage 40:1 . 4015/4" = 50- Maximm Moment at the Base - Hopper Full; later Presmre Ph 2 6&5 1 711-6? g 4.200,} Pv ,_. 52.5 g 1.5 (95 2.5 ) : 9555‘. Prossure Center I 1.34' M : 4200 x 2:9. 1: 12 a 95.5 x 1.34' x 12 s 195000 5 15,500 3 a 810,500"! Difference in Moments 2 210,500? :3 105,790"f. d: 12:1922:7.7- Use 0.8 1:212 gs of Steel Ag 8 103790 3 e93 OQe in. ' 146 x 7/8 x 8 Use 5/4" 0 bars spaced at 5--1/2". Area supplied a .96 sq. in. Run in both directions. Anchorage - 40 d I 401'/4 = 30" mm W FOR PRIMARY TANK Nels-”'r—T ‘N . Make the stem and base 7" thick < ' wt. of stun . 7/12 2'2-7/12 x 150 s 225% L we. of slab s 7/12 x 2-3/4 x 150 : 2415. Maximum Moment M s 225 x 55.5 4 241 x 55 . 8850 O 7950 = 16.33005!I d 8 m s 3.02.. Use d I 3.5“ t I '7“ 146 x 12 Area ofStee; A3 I 16000 f 8 033 BQe ins 16000 x 7/8 x 5.5 Use 1/2' bars spaced at 7" Area supplied a .54 sq. in. Tamperflre Stee:_l_ A. - pbd I .0025 x 12 x 5.5 = .105 sq. in. Use 5/8' 9 bars spaced at 12" Area supplied :- .11 sq. in. AERATIOI" TANKS AERLTION TANIS man 01' 1:11.13 whz E 3 T— X e13 2 = $03.23.}?— a 5575;!/ft. r, . 5525 Sin 30° - uses/rt. In . 5375 Cos 50° - snag/rt. Maximum Mount at the Base - Tank 11-89251ng - 175400 011% - $3.3. r 10.0 Usedle' tI14" Shear at the Base Y I 3h “'8 : V 111 2933 9 m a . W s 27.9#/sq.in. Allowable s 0.0M,3 s 40#/sq. in. Area of Stag; a, :_Ji_. 3 175400 ,7. 1.25 sq. 12. fs .10 13555277231 ""0 Use 1" 0 bars spaced at 7-1/2" Ares supplied 1.26 sq. in. Bond 5 a .1". 8 "35 m : 66.5#/sq. in. 1115:5515 = .05 r; 25-” 9-i- x 3.14 x 7/2 x 10 705 : 100#/Iq. 1n. AnchoM 40]) s 4011 ' 40" AERATION TANKS - CONTINUED Length of Steel Bag Ont off 3 bars out of 4 Area remaining . 1/4 x 1.25 I .312 sq. in. .h 3 9'5" 0 anchorage 40d 8 40" h = 6' 1" Cut off 1/2 the remaining bare Area remaining a 1/2 x .312 8 .156 sq. in. h_: 'I' 6" e anchorage 400. s 400 h 3 4' 2n Tuperainre steel p : .0025 A. a pbd . .0025112 :10 - .30 sq. in. Uee 1/210 . rode spaced at 7-1/2" Area supplied : .31 sq. in. Maximum Momgt at the Base - Tank full I Water mam - £255.16. . 5125;. n: 6120 I}; a 28,550 x 12 - 343.000”!!- 3 Difference in Moments 8 343,000”! - 175,400,} a 167,600'7. d s‘E— e 167 a 9.78 the d s 10" t I 14" kb 146 x 12 Area of Steel 1,. 3 157630 a 1.19 sq. in. 16000 x 778 x 10 6 Use 1* 0 bar- spaced at 7-1/2" ma supplied . 1.25 sq.in. Design of Base Slab Drainage - 10 deep Leann. t : 18" Clack tank for floating aha empty Upward eater pressure a 16 - 10 e 6" head. P = 62.5 x 5 s 375#/sq.ft. Total P 575 z 45 a Force up a 15 850;? Slab Wt- - .. x 1 x 1 x 150 238#/ft. Total Wt. : 255145 . 10,750 It. of 5.111515 15 x 1;. x 150 . 2625#/ft. Total Wt. . 25:35:22 8 5,250 12 Force down a 15, 980# Wt. of mechanical equipment sill make up force difference an, nan 1HHRIJJ- AERATION TANKS - CONTINUED Maximum Mbment 2 5 M8 1 - 137‘“ x12 .-.- 415,ooo-#. T " 8 d I g 3 416 000 a 1504s ‘5 : 15,5 9 3.5 8 19" kb ”4:6: x: :15 Aged of Steel h I L . 4161000 3 1.95 age ins fejd 16000 x 778 x 15.4 ‘03. 1' 0 bars epaced at 4-1/2" .Area supplied a 209 eq.in. Run steel in both directions Temperature Steel A, s p b d = .0025 x 12 x 15.5 I .465 03° 1/3' 0 bars spaced at 5” Area supplied a .47 sq.in. SLUDGE DIG EnTION TANKS SLUDGE DIGESTION TANK DESIGN OF WALLS The h00p tension in a section 1 ft. high at the bottom of the tank :1? P = pr1 9 = 1.05x62.5x20 = 1288#/ sq.1n. P : 1288 x 30 x l : 38640# St = :13. A (03> 'fid 8 AS =2— : 3.8.3.6142. 2.41 sq.in. of steel st 1X15000 necessary to take tension. At 20' use 1" 0 bars Spaced at 3-1/2" Area Supplied 2.69 sq. in. fl '1 n n 15' n n n n n 5" ; 1.88 sq. in. n 107 n n n n H W 7-1/2" ” " : 1.26 sq. in. " 5' " 1/7" 0 bars Spaced at 12" " " : .60 sq. in. 2 E : Wh x .30 q 2 Eve 3000 100 2 3 3 a 5.6000“ - ...%..Q. I .30 : 6000#. u ‘- - 20 Eu'5|96 EV = 6000 Sin. 50° = 5000# Eh = 6000 Cos. 50° : 5196# I ‘a ‘ [4’ Maximum Moment at the East - Tank Enptx M : 5196 x .293. x 12 : 465,680"# dZ'FE- 465680 _ n _ -0. Area of Steel As = 465680 2.02 sq. in. 16000 x 7/8 x 16.5 Use 1" 0 bars spaced at 4-1/2" Area Supplied : 2.09 sq. in. Shear at the Base V: y 5196 ,, fl 3 = r . fl e g 4 l- S . . bjd 12x7/8x16.5 ‘9 96/ bq In Allowable = 0r/ q In Bond V 5196 7- 455-0278(1- in. Allowable : lOO#/so. in. u: -f_ojd 3 12 O 7 .5 4.5 13 14x /8X16 Anchorage : 40d : 40x1 3 40" Length of Steel Bars Cut off 3 bars out of 4 Area remaining 8 1/4 x 2.02 = .505 sq. in. h : 15' - 1" t anchorage 40d 3 40" h : 9' — 9” Cut off 1/2 the remaining bars. Area remaining a 1/2 x .505 = 253 sq. in. h : lO' - 6" e anchorage 40d = 40" h s 7' - 2" IMaximum Moment at the Base - Tank Full Water Pressure = 62.5 x 1.03 x 192 2 M’: 11680 x .é2.x 12 = 887,680"#- 3 11680# Difference in Moments 887680 - 465680 = 422000"#. d : {422000 126—;fl2 a 15.6 Used : 16.0 t = 20" Area of Steel - 422000 , ’ l6000x7/8x16 3 1'38 Sq' 13° Use 1" 0 bars Spaced at 4-1/2" Area Supplied 8 2,09 sq.in. Temperature Steel As 8 p b d = 0025 x 12 x 16 . .48 sq. in. Use 3/4" 0 bars Spaced at 11" Area Supplied - .48 sq. in. Run steel horizontally. Anchorage 40d = 40 x l : 40" Design of Top Slab -- B38133 Try a 4—1/2" slab with steel I beams Spaced 4' centerline to centerline, and a live load of 40#/ft. Dead load exclusive of I beam 8.3;§_.x 1 x 150 = 5 .2 Live Load 12 50 The total load exclusive of the I beam = 4 x 106.2 a 424.8#/lin.ft. Try a 21" x 9" I beam with a weight of 56fi/ft. The total load = 424.8 . 96 . 520.8fi/lin.ft. , 2 2 M-= 12.. : 520-8 x 54 = 266,650 ft. lbs. 8 8 M. S : c - 266,650 x 12 x 10.5 - » T - 2088.9 .. l6,080fir/sq.in. 0.1:. Use 21" I beams at 2', 6' and 10' from the center diameter. At 14' from the center, the beam.is 57.6' long. Try a 20" x 7" I beam.with a weight of 95fi/ft. Load 2 424.8 + 90 a 519.8"/lin.ft. 2 Mi= 23.. 3 519-8 X 57-6 : 215200 ft. lbs. 8 8 S = M _ 215200 x 12 x 10 _ o“ c _ 1599.7 - 16,I5 /sq.m. Use 20" beams at 14' and 18' from.center diameter. At 22' from the center the beam.is 46.5' long. Try an 18' x 6" I beam with a weight of 547fi/ft. Load = 424.8 + 54.7 = 479.52/lin- ft. - 2 n _ W1 4 . . a M - .75- . ‘79 5 x 46 5 .-. 129,500 ft.1bs. 8 s : Mc - 179500xl2x8 15,650§/sq.in. I ‘ 795. Use 18" beams at 22' and 26' from.center dianeter. At 50' from the center the beam is 22.2' long. Try a 10" x 5-3/4" I beam with a weight of 21.0#/ft. Load : 424.8 . 21,0 : 445.8fi/lin. ft. 2 02 M = W]. : 4:45.88X 220C. : 27,500 , M: S 8 C - 27 500x12x5 . ~— - —L = 5 [I o o- o O I 106.3 15, SOF/sq 1n 0 K CONCRETE DESIGN Maximum.Moment :M = W12 - 424.8 x 42 x 12 8 ’ 8 d = VI = 10195 kb 146 x 12 Area of Steel : 10,195"#. 2.42 e t : 4.5 Asl= 10195 .29 sq. in. 16000 x 7/8 I 2.5 Use 1/2 0 bars Spaced at 8" Area Supplied = .29 sq. in. Run steel in both directions. FINiL SETTLIN TAPS"? FINAL SETTLING TANKS DESIGN OF WALLS H00p Tension in a section 1' Paprl At 15' use 1" 0 bars spaced at 8" " 10' " 5/4" 9 bars Spaced at 7” n 57 71 1/211" 71 n n 6" E : th 2 2 ZMaxnmum.Moment at the Base - Tank EmEtz M = 4670 x 12. x 12 = 555000"#- 3 d.8 VEE = "3§§§00 kb 146 x 12 Shear at the Base 14.2 1:: V 34670 bjd l2x778x14.5 3 ”'55 As .. 18000 16000 Area Supplied . O 11-4670 Ev = 5400 Sin 50 Eh -.- 5400 Cos 50° high at the bottom.of the tank. P = 62.5 18 : 1125 P n 1125 I 16 I l = 18000# : 1.13 Sq. In. of steel necessary to take tension 1.18 sq. in. .76 sq. in. .59 sq. in. fl 9' x .30 . -.- 100 x 193 x .50 = 5400.1. 2700# 4670#. Used 8 d = 14.5 t : 18" Allowable = 40#/sq.in. Area of Steel 355000 : 1.75 sq. in. 16000x7/8x14.5 As : Use 1" 0 bars Spaced at 5" Bond UL : y : 4670 tojd _l_2_ 3:13.14 xv/s 114.5 5 Anchorage = 40d z 40" Length of Steel Bars Cut off 5 bars out of 4 Area remaining = 1/4 x 1.75 : Area Supplied - 1.88 sq.in. : 48.9#/sq. in. Allowable lOOfi/sq.in. .457 sq. in. h -.- n'-u' + anchorage - 400 = 40" h . 8'-7" Cut off 1/2 the remaining bars Area remaining : 1/2 x .487 a .218 sq. in. . OI I u h = 9‘2 1' anchorage - 40d : 40" h = 5 ~10 Maximum.Moment at the Base - Tank Full . . - 2 . Water Pressure - 62.: x 18 2 10120# M = 10,120 I 715.5. I 12 ' 728000"# Difference in moments : 728000 - 355000 = 575,000"#. d = "375,000 ___ . = - 146 x 12 14 6 Use d 15 t _ 18 Area of Steel As s 375000 : 1.77 sq. in. 16000 x 7/8 x 15 Use 1" 0 bars 858080 at 5" - Area Supplied : 1.88 sq.in. Design_of Base Slab. Design as a flat slab. This will allow a factor of safety as the slab is actually cone shaped, inclined at 50° with the horizontal which would help to prevent buckling when tank is empty. Assume a slab 50" thick and test for floating. Drainage to 10 ft. Head on bottom a 19 +.%%. - 10 = 11.50. P : 62.5 x 11.50 : 718#/ft. Total P : 718 x 43 : Force up = 30,800#. Slab height : .%%-x 1 x 1 x 150 = 375fi/ft. Total Wt.: 875x40 = 150,000# ‘1 Wt. of walls I (19 t 19%) x l x .12. x 150 = 485075;" Total Vtt.= C; 4850 x 2 : 9,700§_ Force down = 24, 700k Weight of:mechanical equipment will make up the difference in forces. w : 718 - 575 . 345#/ft. Maximum.Moment ML: W12 - 545 x 402 — 8 x - 823 200 - n - , 2 .7" ‘ 22" . t g 2 3,5 - 25.5 “146 x 12 21 ‘qu 2 ' Use t = 30" to prevent floating. 12 = 825,200 O. u a> N13: 0' Area of Steel As 3 82.71, 2.00 16000 x 7/8 x 22 Use 1" G rods Spaced at 3-1/2" Area Supplied = 2-69 SQ- in. 2.67 sq. in. Temperature Steel As = p b d = .0025 x 12 x 22 = .66 sq. in. Use 1/2" 0 rods Spaced at 3—1/2" Area Supplied : .67 sq. in. Anchorage - 40d = 40". GRI T CHAMBER DESIGN OF WALLS E = W22 . .3 - _ 2 . = 199.2322. 3; .5 = 1555i - 155 x Cos 50° - 117#. ['11 D‘ I - 155 x Sin 50° 67.5# A“ Maximum.Moment at the Base - Tank.Empty M 117 I-g— x 12 = 1405514 v%§%£i§. 3 .9" Use t : 12" Minimum Thickness Area of Steel (1 A = 1407 : 112 sq. in. s 16000x7/8x.9 Use 5/8" 0 bars Spaced at 11" Area Supplied = .12 sq. in. Shear at Base 1! = - ' ._]£——- - 117 : 12.4fi/sq.in. Allowable : 40#/sq. in. bjd 12x7 8x.9 Bond U - Md z 1:17 = ll.6#/sq. in. Allowable = 100;§"/sq.1n. 03 fix 1.17 x 7/8 x .9 Anchorage = 40d : 40 x 5/8 = 15". Maximum Moment at the Base - Tank Full Water Pressure = 62.52x 2‘ = 125# M = 125 x.§.x 12 = 1000"# Close to 1405"§. Use the same steel as when tank is empty. PLANT OPERATION The sewage enters the plant from.an 18" pipe at the rate of 5.18 c.f.s. and with a velocity of 3 ft/s. Upon entering the grit chamber the velocity is reduced to between .5 &,1 ft/s this this allows the heavier grit particles to settle out but is still enough velocity to prevent the sewage sludge from settling out. .aoeeea. from the grit chamber the sewage passes through an 18" conduit to the primary settling tank where it is distributed into the three chambers through 12" pipes. The detention period is 2 hours, and a 60% sludge removal is anticipated. The sludge is continually scraped into the sludge hOpper by means of a link belt sludge collector and is pumped out every 12 hours. Scum.is removed by hand into the scum trough. The water level is maintained by an adjustable weir on the outlet channel. The effluent leaves through an 18" pipe and is distributed to the four aeration tanks through 10" pipes. The sewage is aggetated by means of a mechanical aerator for 6 hours, and then it is pumped into the two final settling tanks through 15" pipes. After a detention period of 2 hours the effluent overflows and drains into the Red Cedar River. 90% sludge removal is anticipated. The sludge frmm the primary and secondary settling tanks is pumped through 8" pepes into the sludge digestion tank. The digested sludge is dried on a vacuum filter and removed in trucks. d AREA OF STEEL FOR 10' 12' 14' 16' 18' 20' 14.5" n! 47 6' 8' 10' 12' 14' 15' 18' 19' AS = .002 .014 7 .05 .12 .25 .59 .62 .92 1.51 2.02 As = .002 .016 .06 .13 .26 .44 .70 1.05 1.49 1.75 DIFFERENT VALUES OF h sq.in. sq.in. sq.in. sq.in. sq.in. sq.in. sq.in. sq.in. sq.in. sq.in. sq.in. sq.in. sq.in. sq.in. sq.in. sq.in. sq.in. sq.in. sq.in. sq.in. d 10" 2' 47 5' 8' 10' 12' 14' 15' 6" 29 47 6' 8' 10' A : .005 sq.in. .024 sq.in. U) .08 sq.in. .19 sq.in. .37 sq.in. .64 sq.in. 1.01 sq.in. 1.25 sq.in. As = .004 sq.in. .04 sq. in. .15 sq.in. .32 sq.in. .62 sq.in. III. illll I Illlll IIE'L 1 1,111.11 111 - Ill-'11 1' 31‘1"- 1.. 111- -. . . v 5 [31,111 L 11 .L11. I Wish to thank Mr. Allen «b Mr. Theroux 'For ,‘their +1171: apen‘l' m checking +1115 +thIS. M" 1 ' 011V. O.|I li'o‘411‘1W0 1 11- 11"...“l‘lfli-Dl' '14 7| 1 1 .. I 71.1.. 1 . - | WWerr-wmc“; “£3”V 4., .-~1~vv-v - ~ , ~‘~ "u MICHIGAN STAYE UNIVERSITY LlBRAR-tS .1111 1| 1 ‘ ;‘ I111 03 11 .- 11:1 '3 1293 064195 . . ‘ U‘ o 0‘."‘ . ._ .. _ - AA... _ __. m.“ua-‘* ‘ —’ .—-