A SEWAGE mspouL PLANT FOR THE . 1 mum COUNTY INFIRMARY Thain for the Dag?" of B. 3. ' MICHIGAN STATE COLLEGE John P. Sekerka 1940 “llllllllllllllllllllllllllllllllllfllllllllllllllllllllllUlll 1’2‘F’T BWVLfifi SUDPLEMENTAR" sATc'iNAL , a BACK OF BOOK '3 .‘x’ .¢ LLLLLE LLSLL RETURN [GEL L:©3 LE LLLLLE LLLLE LLLELLGLLL LLLLLLL 3LL3LLL LLngLLLLdL TO A LLE ELLLES LELLLLLL @LL ©L DELLLLE LLELLLE; LLLLE LLLAL EE LEQALLEE LLLLLLL EELLLLEL LLLLL LLELLe LL LPQULESJLLflL —‘—.——.‘—vrmmr v w- L _ ' LLLL‘ mLQLELLLLELsLLLaLDLLLELMLLLL .J.‘c,.:;‘~' -‘7,- L L i? L A Sewame Disposal Plant for The Ingham County Infirmary A Thesis Submitted to The Faculty of ILLICIIIGAL‘L SWLTE COLLEGE of AGRICUL; LE AND APPLIED SCIENCE by T‘,. ‘ . 7 John P;LSekerka Candidate for the degree of Bachelor of Science December 19AO THF—‘SIS Sewage Flow at the Ingham County Infirmary *$* The sewage flow was measured at hourly intervals on October 18th and 19th,19L0. Measurement of the flow was made with the aid of a 90° notch weir.inserted into the effluent line from.the present septic tank. The following table gives the head in inches upon the v weir. Table I Time Head Time Head Time Head 7:00 P;M. 2,L8 3:oor,n; 1,90 11:00 AJM. 3. 68 8:00 " " 2,37 L:00P.M; 1,90 12:00.AgL. 2,62 9:00 " " 2,23 5:00" 3 2,00 1:00 P;M. 2,62 10:00 L L 2,16 6:00" " 2,00 2:00 " " 2,56 11:00 " " 2,00 7:00" " 2,43 3:00 " L 2,31 12:00 ","_ 1,90 8:00" " 3,06 Lzoo L " 2,37 1:00 A.M. 2,00 9:00” " 3.60 5:00 " " 2,37 2:00 " " 1.91 10:00" " 3.18 6:00 " " 2.43 The flow was computed from.the formula; 01 : 2.53 H5/2. Average flow: Head 3 2. 24 inches - 0.2.8 feet Q = 2. 53 x (0. 228)5 5/2 Q 0. 0628 cubic feet per second or 10,59“ gallOns per day. i l Hudsons Engineeringl.1anual 1 "132063 IMaximum flow occurs between 8 A4M. and 11 A;M. 0 (maximum) = 0.0958 c.f.s. Saintary Sewage Flow This flow is computed from the head obtained when the laundry is not in operation. I 0 = 2.53 (0.218)5/2 = 0.05617 c.f.s. = 36,280 g.p.d. Laundry Flow I Z;O,59[;. "’ 36,280 : l},311+ gopodo Strength of Sewagel (Values in p.p.m.) Item. 5 Day'Suspended Solids Loss 0n Ignition Setteable B00. 0 ' SOlidS Sample Average Sample Average ml/l Sanitary . 1-493 1-320 176 2-524 503 2-272 288 21 Sewage 3-A92 3-302 Laundry “ 1-233 1-191 344 2-372 283 2-172 177 18 Wastes 3-244 3-168 These values were obtained from composite samples. 1 . . Procedure- As outlined in "Water and Sewage l I Analysis" - TherouX,Eldridge,Mallman. Size of Units *a* Primary Sedementation Tank Average Rate of Flow h0,59h g.p.d. Detention Period _ 2.5 hrs. Required Volume is 40.594 X 2.5/2h, h,223 gallons or 565 cubic feet. Use a tank of the following dimensions: 6 X A x 2h feet Sludge Volume Storage Period 24 hrs. Moisture 91-, 96 Percent Removal of Suspended solids 65 % Sanitary Sewage 0.65 x 283 x”0.004314 x 24 x 8.34 0.06 x_8{§h '53 197.66 gals. Laundry'Wastes 0.65 x 283 x 0.00L31L x 2L x 8.34 = 13.2L gals. 0.06_X 8.34, 22 Tetal 210.9 gals. or 28.2 cubic feet. Dosing Tank Dosing Cycle 20 minutes Maximum.Flow is total of maximum sewage flow and storm water run-off as computes from.the rational formula Q = IAC C 3 ratio of rate of run-off to rate of rain fall. I = c.f.s./acre (use inches per hr.) (0 I ‘ discharge in second feet A = area of contributing'water shed in acres 0 - l x 0.9 x h800/43.560 = 0.0992 c.f.s. Haximum.Flow I 0.0958 plus 0.0992 = 0.195 c.f.s. Effective Tank Volume Ft”: (2 "le17; Del/'4 9=£3§Ix 20 x 603 200 cubic feet. (/5 e I!“ Dana, 00);"! anq’ Use 18 x 11L feetf/ on Filter Ped Oxygen Demand of the Sewage Sanitary'Sewage 176 x 83h x 0.03628 - 53.25 lbs. Laundry Wastes 3LL x 834 x 0.005314 2 12.38 lbs. Total Oxygen demand of sewage = 65.63 lbs. per day. Volume of Filter Bed Reqfiired Use 1000 cu. ft.per 5.83 lbs. of oxygen demand. Volume required 65.63/5.83 x 1000 = 11:255 cubic feet. Depth = 6 feet. Diameter - 50 feet Allow 6 feet for inner circle. ( 77502 x 6) - (W62 x 6 ) = 11 ,781-170- - 11,661 17' 2: cu. ft. Final Sedementation Tank , , Detention Period 1% hrs. L0,594 x lL/zu 2 2620 gallons or 338 cu.ft. Use 6 x A x 1h ft. tank. Use the same size sludge hoppers as in the primary sedimentation tank. Chlorine Chamber Detention Period 8 15 minutes _ Volume Required = 15 x 40:594/24 x 60 i 433 gals or 57.8 cubic feet. _ , Use 4 x 3 x 5 - 60 cu.ft. Sludge Digestion Tank Primary Solids Removal , Sanitary 65% I 493 I 320,25, Laundry 65% x 233 = 151.45. Final Sedimentation Tank , , _ (493620.25) x 0,9 = 172.75 x 0,9 - ”5:575 15mm, (233451.45) x 0.9 = 81.55 x 0.9 = 73.395 p.p.m. Primary Solids Removal Per Day Sanitary 320 plus 156 =476-p.p.m. Laundry 152 plus, 73 -225 p.p.m4 Sanitary 476 x 361280 x 8.34 I 144 lbs.sludge. 1,000,000 Laundry 225 x 4.314 x 8.34 : 91bs.sludge. 1,000,000 Total Sludge - 144 plus 9 -= 153 lbs. daily. Allow 25% lost by liguifaction and gasification leaving 115 lbs.per day. Design for six months storage Assume moisture content 94% , Assume specific gravity of 1.01. Volume required 8 30'x6 x 115 ‘ = 40,900 gals. LXDE"§UITUI x 8.34 I or 5,470 cubic feet. By assuming 3 feet for supernatant liquid the required volume will be obtained with a depth of 18 feet and a diameter of 22 feet. Sludge Beds . 65.63 lbs. of Oxygen demand per day. 65.63/0.17 I 384 population equivalent.. Use 1 square ft. drying area per person. Drying area = 384 square feet. Use two beds 12 x 16 feet. Hydraulics *** Distance between buildings and bar rack is 40 feet. Use a 6 inch cast iron pipe. S - 0.0075 3:3 H 0.013 4 H II 2.30 . 0.06 Ratio of Q's = 0i19g(f111ed)- 0.42 0+ Ratio2 of depth of flow to total depth on section 3 0.06 Depth of flow 3 6 x 0.46 I 2.76 inches Ratio of velocity in filled section to velocity in full section 3 0.94. _ . Velocity in filled section 3 0.94 X 2.3 = 2.16 ft. liead losses from.the building to the bar rack chamber. Velocity head = 1?: 2.162/62.h - 0.073 feet. 2g . Loss due to 42 feet of pipe. . Hf : r L'Vz I 0102 x 0.073 x 12 0113 D'2g 075' . Discharge loss 0.073 One standard 90° bend 0.037 Drop due to slope 0.30 Total 0.537 Sewage elevation in bar rack chamber = 842 -O.5h = 801.06 lpage 37A "Water Supply and Sewage" - Steel 2 page 379 n n n n n Head losses from.bar rack to primary sedimentation tank. Drop due to slope for ten feet of pipe 0.075 Loss due to bar rack 0.500 Loss due to teh feet of pipe 0.030 Entrance loss 0.037 Discharge loss 0.073 Two 90° bends 0.073 Total head loss 0.788 Sewage elevation in primary tank 8h9.670 Effluent Channel Depths of 1% and § inches. Width of 6 inches Velocity of lower end = 0.195 ,j' . 3.12 ft.per second. 0 X lo 5 12 Slope of channel water as computed from the Manning formula 130.027 ft/ft. . . Fallin channel 3 6 x 0.027 = 0.162 ft. Assume 3 inch loss due to weir plate . Total loss in channel =0.hl. CHead losses from.primary tank to the dosing tank. . Drop due to slope_ 0.130 Loss due to 16 ft. of pipe 0.0L? One 900 bend 0.037 Entrance loss 0.037 Discharge loss 0.073 Channel loss 0.010 22132.1. 1088 0.731 Sewage surface elevation in dosing tank I 839.90. Head losses from.dosing tank to filter bed. 0 - 0.195 c.f.s. 0 inch cast iron pipe v . 2.22 ft/sec. V—2 - 0.0755 feet. “2" .. L§ss due to 19 feet of pipe 0.2220 Entrance loss 0.03770 Two 90° bends 0.0755 One "T" 0.0075 Tgtal loss 0.3427 Net head upon rotating arm squeals 0.66 feet. This head is sdfficient to operate the arm. The total head loss due to the filter bed ( 6 ft. gravel, 5 inch drain block,l%inch slope) is 6.5h feet. Total head loss due to distance from dosing tank to the effluent line of the filter bed is 9.04 feet.. IHead losses from the filter bed to the final tank. Loss due to ten feet of pipe 0.0053 Discharge loss 0.0755 Entrance loss 0.0377 Loss due to slope 0.0755 Two 900 bends 0.0755 Totg1_Loss 0.3095 Sewage surface elevation in the final tank 3830.90 Channel loss Chlorine chamber loss Surface elevation of effluent 10 0.1.1 0.50 829.99 Concrete Design *** I The pressure against the walls of the bar rack,dosing tank,and the sludge drying beds is very small. For that reason the units were designed as shown in the blue prints. The primary and final sedimentation tanks. Wall size F = 18,000 -‘ These values taken from F = 750. 0 ~ "Reinforced Concrete Structures" by K : 12507 ’ “ " ' j Peabody,page A73- Bending moment on the wall is 915 ft. lbs. d from.the formula (12 = MZKb 3 2.32 ; Use d = 3 inches. _ Steel area required = pbd = 0.008 x 12 x 3 = 0.228 inches sq? Check for shear v =g§d = 500/12 x 3x0.875 = 15.86 lbs/sq.inch. Allowable = 2% of 28 day strength 3 0.02 x 2500 = 50 lbs. per square inch. Check for bond 2 5V = 500/l.l8 x 12' x 3 3 53 1bs./sq.inch. (ESTJd 2:3 Allowable for plain bars = lOOlbs./sq.inch. U. Slab size Check for shear V i325 x h ) f,(l33 x h ) - (168 x h ) = 96 lbs/sq.inch. 3.05 lbs./sq.inch ; Safe V 11 ; ‘Ivi 1,!i‘lll ‘I'tl'!“l'.".. . .... . p. f. .. l. .1. \ x m . a a r V." 1*. 'O‘ i 1 v w . LI 0 O A l . \. II _’ 7 I v. \- r ‘ \ .. i \ . , . :1; .-£_ L I J, ' A . l I ‘ I‘d-'1'!!! Il' l‘lt'l! . 1 .I III: if; _ . p 1 \II'II‘I." III.“ III] 7, we 4 .0“, .4. ,fi 4 - a . . . ‘1 p g . . b V 1. . . i. I. f. .. 1.)} , . t I . l J 11 e 14’. g _ I. .l. \ l. l . 1‘04]: - .. l . .A . I“ I 4 I. .. $ _. w. . .. o a . _. a . m f 2. _ 1 . ., p w L ... . - t I .. ‘ AI. 1 ‘ I _. x . I P r 2.. 2 1 x a i , . .1 ,4 \I I u . . L 4.- r. . . ,. . a e . . ,_ . fl .1 . —" k t q f I 4-- 1.1.3.1!) 3 V. .. ._ ‘ , I. '~_ . . . . :1" a .L y . w . m . . .r . . . .J . ,, 1., 2: I . . .... , ml. I u . I . .1]. _ . . . a ,... . . .. ,. 1 a L“ . / 7... .. A A, x e a l J . _ v c . i, l n .. .7 . , I / e h _ .. .. «Iv 1‘ W. n l- 1’ a u!. n 1 . .l 3'1 . / n .. m. NI. . vs / ., ~ 1.! Y . - n .- - .- .. - / . I. me 3%. \1 / I 7 . I H. 7 0‘ ‘I'I‘II r 101'! n or i I I _, / d /, . IA .7/ Tension Steel Required for Sludge Tank ' s "l x 0% 1“ Depth Total hoop Steel Area Depth Total hoop Steel Area (ft.) Tension Required (ft.) Tension Required 1 621 0.035 10 6:860 0.381 2 1:372 0.076 11 7,550 0.119 3 2:060 0.110 12 8,230 0.157 1 2,712 0.153 13 8:930 0.196 3 3,530 0.196 11 9.600 0.533 6 1,125 0.229 15 10,300 0.572 7 1,700 0.261 16 10,990 0.610 8 5,500 0.306 17 11,680 0.618 9 6,180 0.313 18 12.350 0.685 faI 18,000 lbs. per square inch. J 12 Check for Bond u 3 10.1 lbs./sq.in. ; Safe. Platform above effluent channels. Assume concentrated loads I 300 lbs. Dead load 25 lbs. Moment due to concentrated load 300 ft.lbs. Homent due to dead load a wiZ- 25 ft.lbs. Total bending moment 27' _ 325 ft.1bs. "d" from.the formula dgs'n/Kn = 1.64 ; Use 2 inches. Steel area required = 0.008 X 12 z 2 I 0.192 sq.in. The sludge digestion tank. H00p tension T I (p)(v) lbs. per inch of height. The hoop tension was computed for a 12 inch section at one foot intervals over the entire depth. Sample Computation: . T I 18 x 62.4 x 11 x 12 x 12/144 -.12,350 lbs. Tension steel required = 12,350/18,000 i 0.685 sq.in. Vertical steel = 0.2% of the concrete area. Wall thickness =nl2 inches. .,. Steel required -0.002 r 12 x 12 x 18 = 5.18 sq.in. USe 1% inch square bars- 7 inch c.c.'Two rows. Fixed Reof of the Sludge Digestion Tank. Design as a two wav slab. Assume a 6 inch slab. I Us = (l - .5) ;‘l is greater than 1.5. therefore short b b ‘ span carries all the load. Bending moment = w12/12 13 Live load equals 130 lbs. per square foot. Slab equals 75 lbs. per square foot. Bending moment equals 24,800 inch lbs. d from the formula (’12 equals M/Kb = 3.13 inches. Use protective covering of 1.75 inches. 3.13 plus 1.75 I 4.88 ; Use 6 inch slab. Commercial d - 6.00 - 1.75 = 4.25 inches. . _ Positive Steel I H/fjd = 2A; 900/18,000 x 42.5 x 0.875 8 0.371 sq.in. ; Use % inch round steel bars - 6 in.c.c. 3nd Quarters. Bending moment = l2,/3= 0 inch lls. H4 1 II 12,400/12 x 4.252 = 57.3 0.00375 460 0.905 15 J I L P j 11 12 ,400/18, 000 x 0. 905 x 1.32 = 0.179 sq.in. AS - Negative steel - Us e 3/8 inch round bars - 7% in.c.c. Maximum Shear . . . =ll25/l2 x 0. X1..25 I 25. 21 313. per sq. in. Allowable equals 120 lbs. per sq. in. ; Safe. Check for Bond. = 0.15 x 1125/1.57 r 2.4.25 . 0.875 38.5 lbs. per sq. inch. Allowable equals 100 lbs. per so. in. ; Safe. .1- "I" Beamsl Slab area equals 380 square feet. Assume one-half of the load will be carried by each beam. 1 Load upon each beam I 190 x 75 = 14.25 Kips. Use two "I" beams(l2 x 4) -21 feet long. Filterded Assume that the gravel is inundated. Hoop tension T = (p)(v) lbs. per square inch of heicht. The heap tension was computed for a 12 inch section at one foot intervals over the entire depth. Weight per cubic foot of the inundated gravel with a specific gravity of 2.67 is 126 lbs.. D J‘wé/e x 62.4 a loo/2.67 x 62.4 I0.6 _ D is the ratio of the solid volume to the bulk volume. 'U6 is the weight per cubic foot of material. 'Weight of water per cubic foot of inundated gravel I 62.4 (1 - 0.6) = 25.96. Sample Computation: T I 6(126/144) 25 x 12 x 12 I 18,900 lbs. As I 18,900/182000 I 1.05 square inches. 'Vertical Steel - 0.2% of concrete area a 0.002 x 6.54 x 12 x 8 a 1.255 sq. in. USe 3/4 inch round bars 4in.c.c. l"Steel Uonstructi:n"- American Institute of Steel Construction" Page 198. 15 Tension Steel for filter Bed. —.. Ieight in feet 6 5 Tension in lbs. 18,900 15,750 12,600 Steel area in 1.05 0.875 sq.in. Steel for Inner Circle. Height in feet 6 5 Force in lbs. 2,772 2,310 Steel area in 0.203 0.173 sq.in. 16 h 3 2 1 ”9,150 6,300 3,150 0.700 0.525 0.350 0.175 A 3 2 l 1,8t8 1,306 92A 162 0.138 0.100 0.0691 0.175 Sludge Wet'Well Static head from.the ‘wet well to the digestion tank I 837. 65- 7.15 I 10. 60 feet. Size of the pipe is A inches. Rate of flow is 50.9 p m. or 0.1112 c.f.s. Velocity is 1.27 feet per second. v2/2g = 0711122 / 0.0078 3 0.0258 feet. Head Loss due to Friction. Entrance Two 900 bends Three Valves Pump One 25° bend 23 feet of pipe (2 in.) Total Loss . Total Head" - 10.10 plus 0.19= 10. 59. 0 0.0258 0.0258 0.0772 0.0258 0.0033 0.1911 Use a horizontal.Fairbanks,:ose & Co. pump. Head equals 15 feet. The difference in elevation of the sludge disbharge pipe at the drying beds,and the supernatant liquid surface n the digestion tank is 3.07 . This head is sufficient to run sludge upon the drying beds. 17 Rack Box Drying Beds diet ‘=.‘.’e11 Primary Tank .Final Tank Filter Bod Dosing Talk Chlorine Chamber Sludge Hoppers Total Volume of Concrete Cost per cubic yard is $30.00 5,907/27 cu.yd. = 217 cu.yd. Total Cost of Concrete = 217 X 830.00 3 8 Filter Bed Drain Blocks USe Armcre drain blocks @ $1.60 each. Area of bed is 1513 sq. ft. Area of each block is 1.1lsq.ft. Number of Blocks is 1390 ) Volume of 03“0“00° . \J ‘1 .4 “J cu.ft.h 8.00 279.82 162.75 262.00 197.00 2,527.28 230.00 53.00 4 2,125.00 5,907.25 cu.ft. 6,510 l Total Cost of Blocks = 1390 x S .60 = $2,221 Gravel Gravel 0 $4.00 per cu.yd. 18 I Filter Bed 11,261 0u.ft. Drving Bed . 234 0u.ft. 11,485/27 3 425 cu.yd. gravela Cost of Gravel = 425 x 4 = $1,700 Sand Sand @ $4.00 per cu.yd. . _ Drying beds _ _ 7.11 cu.yd. Cost of Sand I 7.11 x 4 = $28.44 Equipment . _ Number Unit Cost Total Cost 6 inch C.I. pipe 67 ft. $0.87 $58.29 1 inch " " " 463 ft. $0.54 $250.02 4 inch Gate Valve 10 818.50 185.00 4 inch Check Valve 1 $21.00 21.00 40434 inch "T" 3 8.00 24.00 4.4.3 inch "r" l 9.00 9.00 6 inch QOOstamdard elbow 2 8.90 17.80 4 n " " " 6 5.00 33.00 6 inch long ridus elbOW' 2 14.60 29.20 4 " " " " 8 9.00 72.00 4 " straight flare 5 11.00 55.00 4 " 90° flare 1 15.00 15.00 4 ' drain tile 56 ft. .12 6.72 4 " lateral 1 18.00 18.00 4 " 450 bend 4 6.00 24.00 4 " 2250 bond 2 13.50 27.00 Total Cost of Equipment 3843 .23 19 Total Cost Item Concrete Drain Flocks Gravel Sand Equipment Total Cost* Total Cost £6,510.00 2,224.0 1,700.00 843.23 $11,405.67 3 4 * O n J-‘ O This does not include the cost 01 the sludge pump,31phon, I rotating arm.mechanism,sludge stirring mechanismland the scrajing equipment for sedimentation tanks. v-9. _ 3..., _ -_ ' 450 3. .Ci 17-?3.) .' .JTJ’ and .L 1118.]. Table of Contents \ a, u ,1- '.§ I ‘ measurements of Sewag Flow . Hydraulics of Flow . . . Concrete Design . . . . Sllldge W813 7.1761]. o o o 0 Estimate of Cost . . . . N 11 17 18 {CW/67‘) 7507!: 6 ”C.I. fife. 54/6798,” 12/ )eo /'/0// 9' 9" 9' 9‘ 9'9 7' 9" 4 CI. Scum Line 0 ..—-~ .“‘n--~ .. .o . --n- S/uo’ye We 1‘ We // far/Mary Seal/men/d/Iah Tam? / _ 5'! 47 From Bar" Rock 7 I //’-6 " 1 3. ,» E - g¢—*Z«C.c. A// Wall: {P'PeL-u '.‘I ". 0‘41... ‘ { kgf '1 2"? 111W W..- -.. ~u'.\-L;L‘w'vlw , l Iql 1?" ‘ld 30.1% “‘3‘ , ‘ I. 'v,. ‘. . . .5” ' n a" .‘ . ‘ 0 I ' g: . . .fl, ,. . V ‘0'. I, ‘- .'.. 'Q\‘ #WM u t p ‘ I i. ‘ ’ “5.25; ‘1‘“ ’C ’ I ,, , 2M“ ' ¢'§¢“’cocl. * W" . 6’ M L’éu Sludge From final / J, ’ . . I 7510/5 .: Joes=£ $44-5}? C.c. 1 ' 0 no” m‘mmmm-n m WWMm-uwu-Mu mm ‘ 2m: ‘0 If. IO '.00 lb fat .°.0L . r. . r «flan-Leah}; “a 1132‘ ~ €71 ' a“. :i :5 ' l ( . dec/‘WJ-A-A 75 D/YEJ/Yan *7 , fink .1 //v 9f/AM Ca UNT)’ Jew/A45 DuPdJAL FL A M 7’ “a- PENN? 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