A DESIGN FOR A “WAGE TREATMENT ”NT FOR THE TOWN OF ELK RAMOS, MICHIGAN M in: tho been. of I. S. MICHIGAN STATE COLLEGE Paul T. Spam-Raymond J. Koshch 1949 31.163351! . 3.3K??? .7... 1.. . ¢. .10” 3. ~u.‘ . r .- . a: . .. ‘ ,.. . ftxkkrnvrit.i3.,ra£..n;...,a. . q. t‘ :< H x | ' > I II I '1 ‘r' In I': I I I l'! H ‘ r l!| ‘1 ’ ' H” I ‘ 1’ 3. m i r m 11!.II'M!‘ :1: 1 ‘ O . . A ; PLACE IN RETURN BOX to remove this checkout from your record. To AVOID FINES return on or before date due. MAY BE RECALLED with earlier due date if requested. 6/07 pJClRC/DateDueJndd-pJ A Design for a Sewage Treatment Plant for the Town of Elk Rapids, Michigan A Thesis Submitted to The Faculty of RICHIGAN STATE COLLEGfi Of AGRICULTURE AND APPLIED SCIENCE by Paul T. Egglman Raymond J. Kostecke Candidates for the Degree of Bachelor of Science June 1949 THEbl$ C’I/ Acknowledgement The authors wish to express their appreciation for the helpful advice and assistance of; Professor Frank R. Theroux and Professor Alfred Harle Leigh. CONTENTS Introduction ........................................1-2 Preliminary Investigation..... . ...... ....... .......3-8 Manholes and Interceptor Lines..................5-4 Flow Diagram.................................... Secondary Settling ........................... . Aeration Tank 0 O O 0 O O O O O O O O O O O O O 0 03030501 Clorination Tank . . . . . . . . . . . . . . . . Wet Well . . . . . . . . .. . . . . . . . . . . 7 Primary Settling Tank . . . . . . . . . . . . . 7 Digestor . . . . . . . . . . . . . . . . . . . . 8 Sludge Drying Beds . . . . . . . . . . . . . . . 8 Design . . . . . . . . . . . . . . . . . . . . . . . 9-52 Main Tank Walls . . . . . . . . . . . . . . . . 9-11 Primary Tank . . . . . . . . . . . . . . . . . 12-15 Primary Influent Channel, , , , , , , , , , , 14 Primary Scum.Tr0u8h . . . . . . . . . . . . . . .15 Primary Effluent Channel, , , , , , , , , , . , , l6 Aerator and Clarifier. . . . . . . . . . . . . . .17 Aerator Support Beam . . . . . . . . . . . . . .18-19 Clorination Tank and Effluent Channel , , , , , 20-21 Digestor Tank Wall, Base and Roof , , , , , , , 22-29 Walk Ways . . . . . . . . . . . . . . . . . . . 50-51 Cantilever Wall for Wet Well and Comminutor. . 52 Conclusion . . . . . . . . . . . . . . . . . . 53 Illustrations found in folder on back cover. INTRODUCTION The village of Elk Rapids Michigan, located in Antrim county in the north east section of the lower peninsula, has been in need of a sewage treatment plant for many years. The present wastes emptying into the east arm of Grand Traverse Bay contaminate over 2 miles of public sandy beach. This condition has forced the village health authorities to aban- don the beautiful beach in front of the village pa rk. The public bathing beach had to be located well over a mile up the bay. The village is adverse to letting any industry, small or large, operate there. They would rather depend on tour- ist business for their livelihood.than rely on other means. The existance of a desire for their type of business and an existence of a contaminated public beach is an inconsistancy. The petty jealousy and strong desire to block progress on the part of the younger inhabitants tends to prevent the development of any industries. Therefore, to exist they need the tourists and to keep the tourists they need adequate sewage treatment. With this in mind we decided to undertake the design of a treatment plant. The winter population is but 700. Knowing the attitude of the town, we do not expect this number to grow, more probably it will decrease. The sum- mer population is 1500. This number has been increasing ever since 1920. This increase has not been uniform. There was a big spurt in 1929 and again in 1946. We estimate the probable maximum population for the next 20 years at 2500 in the summer months. In arriving at our design constants we looked into the water supply records. There is an average of 127,000 g.p.d. for the winter months. This would give about 180 gallons per capita per day. The piping in the system is old, so con- sidering the high wastage and leakage the figure isn't too far out of line. The summer water records are of no value. With lawn sprinkling, cemetary sprinkling and 200,000 gal- lons per day to the cannery we could arrive at no definite amount that would enter the sewage system. A value was assumed of 100 gallons per capita per day, or 250,000 gal. per day. To obtain B.O.D. values, samples taken from the pre- sent line would be of no value. The lines serve but 500 and the rate of infiltration more than equals the volume of the sewage. ( Town Engineer's statement). Since the remain- ing lines will be new we expect very little infiltration. We took an average value of B.O.D. from 70 cities having a system and whose lines were less than 5 years old. The value of 200 p.p.m. B.O.D. was reached in this manner. A value of 200 p.p.m. was taken. Allowance was made for the eventual introduction of a line from.the eastern section of the village. The depth of the wet well will allow a drop of 6 ft. from the east side to the plant. Transits pipe will be used to maintain a good velocity flow to the plant. Manholes and Interceptor Lines The total sewage coming into our plant will be 250,000 gallons per day ( G.P.D. ). The west side of the village has 75% of the existing population. We do not believe this will change. The west side will therefore contribute 75% of the sewage or .75 x 250,000 a 187,000 G.P.D.. The maximum flow expected will be 175% of the average because there are storm drains connected to the present sys- tem.and during canning season the cherry pit wastes will enter the plant. 1.75 x 187,000 - 528,000 G.P.D. maximum. 528,000 4 24 x 60 x 60 x 7.5 - .508 cu. ft. per sec. at max. flow. Refering to the map, we numbered the existing lines (1) to (5). No.0ne (1) being the westermost line and number three (5) being the line coming from the block in front of the plant. The old line running from the cannery is to re- main undisturbed. The cannery has ceased operating and will be removed soon. Line # 1 will carry 20% of the west side total flow, or .20 x .508 a .102 cu. ft. per sec.. Line # 2 will carry 75% of total west side flow or, .75 x .508 - .58 cu. ft. per sec.. Line # 5 will carry 5% of total flow or, .05 x .508 = .025 cu. ft. per sec.. These figures are based on assumed NO. of people to be served. At the present time all three lines empty directly into the river so special intercepter lines had to be installed to carry the sewer to the treatment plant. Intercept line one (1) 200 ft. southwest of its outlet. The invert elevation of the intersection will be 585 ft. The lead off pipe leaving manhole # 2 and going toward man- hole # 5 will be an 8 inch pipe. The velocity when flowing full at a slope of .006 will be 2.6 ft. per sec.. The vol. when full is .9 cu. ft. per sec.. At .102 cu. ft. per sec. the velocity is 1.5 ft. per sec.. Distance to line # 2 is 515 ft. and the invert drop is 1.88 ft. Bearing from man- hole # 2 to manhole # 3 is 77° 50' In. The 8 inch pipe enters manhole # 5 at an invert clev- ation of 585.11 ft.. The exit elevation of a 10 inch pipe is 585.01 ft.. The 10 inch pipe will have a slope of .008, a capacity of 1.9 cu. ft. per sec., velocity of 5.7 ft. per sec.. With a flow of .58 cu. ft. per sec., the velocity will be 2.75 ft. per sec.. Invert drop to diversion man- hole is 5.2 ft. Distance to manhole # 4 is 400 ft.. Bearing is N 52° 15' E. Manhole # 4, entering invert 579.81 ft. and exit invert 579.81ft. A special shut-off valve will be employed in manhole # 4 to divert the flow into the bay in case of a break down at the disposal plant. Distance from manhole # 4 to wet well is 250 ft.. A 10-inch pipe will be used with a slope of .008. The vel. of a .815 cu. ft. per sec. flow is 2.8 ft. per sec. Invert at comminutor is 576.76 ft. A Chicago pump comminutor and by-pass bar screen is to be used before wet well. ( See drawing of flow diagram on following page ). watt 9 FQAKQ ‘ ......M_ :60 a a. $1.. on "New. .93.?“ t... x... 1.... \U 0 flk c M. R0 $9.. I “Ugh. 00.1“; R. r.» flux 0 m T\Q \X SW 3 sludge. Figuring a draw off of twice a day we have 25 gal. of raw sludge. 25 gal. @ 95 % water a 500 gal.. 500 e 7.5 : 65.7 cu. ft. Area of sludge hoppers ( detailed in primary section ) is 84.5 cu..ft.. This will allow twice a day draw off during summer and once a day during the winter months. Secondary Settling Secondary settling is accomplished in the aeration tank. The accompanying bulleten of the Chicago Pump Co goes into detail concerning their features. Aeration Tank After checking various types of aeration tanks we dec- ided to use a Chicago Combination Aerator-Clarifier. This combination has been proven to be the most economical and efficient, with B.O.D. reductions as high as 98 w. This efficiency was of prime concern because the efflaent from the clarifier is emptied into the bay on which is located a public bathing beach. Two concrete tanks 25 ft. wide by 25 ft. long by 15 ft. 6 inches deep will be used as specified in "Bulletin 128-k1 Chicago Pump Co." ( Copy of the bulletin is attached ) The maximum allowable flow rate through each clarifier in one day is 255,000 gal. Clorination Tank The volume of the Clorination tank was found by a 20 minute detention period; V = .508 x 60 x 20 = 666 cu. ft. A tank 10 ft. long by 7 ft. wide by 11 ft. 9 inches deep. Wet Well Average flow = 10,400 gal. per hr.. Max. - 18,250 gal. per hr.. 8 min. flow = 18,2505x 8 e 7.5 x 60 = 524 cu. ft.. The wet well will be pumped every 8 min. at a maximum flow. The volume of the wet well will be 18,250 x 8 e 7.5 x 60 = 524 cu. ft.. The pumps are to pump for 10 min. and will pump a total of 750 cu. ft.. or 75 cu. ft. per min., or 550 gal. per min. against a head of 17 ft.. Two Yeomans 6MS4 ® 5 H.P. each will be used alternately to pump the sewer from the wet well. Six-inch cast iron pipes may be used to primary and 4-inch pipes for the rest of the system. Dimension of Wet Well . r——e——-1 I. \ e l " 3 H :4 a: 1 }\ 619%. g o e o I I: xe’ :4 Primary Settling Tank Suspended solids = 200 P.P.M. Detention period of 1.5 hours for average daily flow. 250,000 x 1.5 4 24 x 7.5 = 2080 cu. ft.. Tank size = 19 ft. long x 10 ft. wide x 11 ft. deep = 2090 cu. ft.. Detention time for maximum flow 2 .86 hours. Volume of raw sludge @ 200 P.P.M. = 50 gal. raw Digestor To make the appearance of the sewer treatment plant symetrical, and to utilize the west side of the digestor as one wall of the proposed fire house, we decided to design a rectangular shaped digestor. Many problems were encoun- tered in the design of the digester tank walls. However, after experimenting with various methods of design, we de- cided that the most economical would be to design the walls as Cantilever walls. The tank was designed for capacity of 6 cu. ft. per capita. The tanks size is 26 ft. long by 25 ft. wide by 25 ft. deep giving a total volume of 15,000 cu. ft.. This is exactly what is needed to supply 6 cu. ft. per capita. 2500 x 6 - 15,000 cu. ft.. Sludge Drying Beds The minimum area required per person for the sludge drying beds is about .5 sq. ft. per capita. ( Hater Supply and Sewage by Steel ) We decided to be on the safe side and use an area of 1.5 sq. ft.per capita. The area needed will be, 2500 x 1.5 : 5500 sq. ft.. The size of the drying beds will be 55 ft. by 62 ft. giving us a total area of 5420 sq. ft.. Dimension of Sludge Drying Beds T m N\ MAIN TANK WALLS Sheet W-l Hi» 1'. .1. . ll ‘7r empo 2 @ 12 f0 3 1800 psi. K s 359 s I , J = .842 ‘0 a \I ' a) + .\ V I) / Temp. .i— ., + 4' ——4 1 Steel I in I I 0 be 4: 8—0 —~l Internal Pressure 15°52”: 52-4 x 15.5 = 5,700 # M = 5,700 x 15.5 x 12 = 506,000 in-lbs. 5 d = 506 000 = 8.4 " say 9 " 559 x 12 20,000 x .842 x 9 Use 1" ¢ @ 4" c/c As - 2.57 - 9.4 in. 1" 0 @ , 4” c/c v = 5,700 I 62.5 60 Reduce tq u = 5,700 - so < 150 o.k. 1" gs @ e" 9.4 x 9 x .842 0/0 6I from Check u 10'1from.top. SS = 5120 # top 11 = 5120 - as <150 o.k. 417 x 9 x .842 Check u 8' from the top 33 -.1950 # u = 1950 ‘ _ Reduce to 2.35. x—9 x .842 .. 110 < 150 o.k. 1.. 0 @ 16 4' from top MAIN TANK WALLS Sheet W-ll External Steel P' = 15.5 x 100 x .28 x 15.5 = 2560 # 2 P" = 62.4 x 5 x 5 : 780 # . 2 ‘ Sheer = 5,540 # M = ( 5,540 x 15.5 + 780 x 1.67 ) 12 = 195,600 in. lbs. As 3 195,600 - 1.29 sq. in. 20,000 x 9 x .842 Use 5/4" o @ 4" o/o As = 1.52 ‘3 = 7.1 5/4" a D u 4 c/c u = 195,600 3 57 (150 o.k. 7.1 x 9 x .842 Check u 11 ft. from.the top. u = 1895 J- 70 o.k. 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Hook into sidewalls, 11; extend up into wall by waste sludge pit and ben. down under wall by Clorination chamber. Walls to have steel the same as all main walls. This steel is used to resist internal and external pressure. Provide sludge and scum removing mechanism. Provide pop off valve set to let go 300 lbs. per sq. ft.. Detention period of 1.5 hrs. of average daily flow. 2502000 = 2080 cu. ft. x l 24 7 .5 .5 Tank size: 19 ft. long by 10 ft. wide by PRIMARY TANK Sheet W-ll V Elev. 576.95' I I’ I’ , ., , 0 ' :3 r ; O +/ / —>-l/ ,I,. H / I’ P?" Sludge Hepper - Draw off to be regulated by operator. l4 PRIMARY INFLUENT CHANNEL Sheet W—l Data /0’ +4 [a’h— 8 Q2 NBI ~b-J/E‘M— I. a + .L 1 V '. ' “in I I I i n i l I A F L l __i'.~2':" ( ~53: 6.“ (61‘4“ ? m «:55 13%“ +5 /r3’-*16r*- [placefi 3* V- 5“ +- E i M - 15.5 x 4800 - 4 x 1600 - 200 x 13.52x'12 _§_— = 482,400 in. lbs. Assume b . 12 d . ( 482,400 g 266 x 12 )2 . 15" v : 4800 a 15 x 12 x .866 : 56 o.k. 2.14 s . in. AS 3 4821400 Use 6-5 4" 0 As = 2.14 20,000 x 13*x .866 ,I _,1414__ u :6 4800 = 50 + 14.1 x 13'x .866 o.k 1__ T 1:4- p Q] ‘0 \ i- ... 0.031 10 H—lEu—MN-S/é" O bars bend up top 2 5' from wall. carry over and hook over support wall Data 6-5/4" 6-5/4" 0 bars )1 as I C O 0 2-6" 0 \ 0 -L-Q—A-a—ou— - up .a AERATOR SUPPORT BEAM Sheet W-ll Concret slab in center to of 1000 lbs. support a 10 2600 ft. lbs a: n 1000 x 2 + 300 x 16 4- ‘8' )‘2‘ ( 2600 x 12 4 236 x 40 D; II = 2.1 261000 x 12 = .45 sq. 20,000 x .866 x 4 Use %" 0 bars spaced at 6" 2-rows both ways. v : 800 = 8 psi. o.k. 40 x .866 x 4 u = 800 3 55 p51. 00k. 9.6 x .866 x 4 Bearing Pressure on walls caused by the two beams = 4800 : .12 x 712 55 psi. say ad 4" in. 0/0 from each end. o.k. Data side of hole hook those going into beam CLORINATION TANK * EFFLUENT CHANNEL She 6t W-l ter. (7, , Beam to support grating use 173-0 4 X 8" beam. *— FI—L—fi.) "v ’J " p “‘“L' Dead wt. : 54 lbs. (0 Grate : 175 " - L.L. : 50 " Total : 159 lbs./ft. Effluent weir to be the same as in primary tank. 8 t The exit opening will be in the center of the back wall. Trough will slope from.sedes to cen- t_." 441+ M = 1/8 WL2 = 159 x 122 x 12 = 64,400 in. # 8 AS = 54,400 a .53 sq. in. 20,000 x .866 x 6 v = 1910 = 46 psi. o.k. .866 x 6 x 42 u = 1910 = 59 p31. Oak. —2 x .866 x 6 x 5.1 Final effluent shall drop into a 16" x 16" well. The sides of the well will have steel plates projecting 7" out apaced at 16". The well walls shall be concrete blocks. Anchors will be pro- vided in concrete wall. The Clorination by pass shall consist of 2 pipes the same size as the clarifier effluent pipe. Both shall lead directly to the effluent well and shall be connected to the clarifier effluent pepé by a B.F. Goodrich flexible rubber connector. " The pipes in the Clorination tank shall be coated with a acid resistant material. 5" down 8E nd drop 5 per side 0 16" £14: liqid elei 590.0' 2——;;" 0 bars @ 1%" c/c (T ‘I CLORINATION TANK Sheet W-ll The Clorination tank was designed.for a 20 mil detention. The size of the tank is: 250 000 X .35 x 1.55 = 620 cu. ft. “—2?— 775 Make the tank 12' wide x 9' long x 11' deep. In all walls use main wall steel. All walls are 12" thick. Base is 12" thick. Place steel same as aerat clarifier except keep the 5/4" a 6" 0/0 , 5" from top of slab. The steel is to run all the way across. Take steel resisting external pressure and run half way across tank to steel from opposite wall. Add sufficient ste to resist wall moments in top and bottom of slab. 31' 5/4" 0 @ 6" c/c bend dmwn every other bar w 1...: DESIGN OF WALLS FOR DIGESTION TANK Sheet W l 1 Q Degign data: —1lrr‘ Data f O 2 5000 p81 *1 fc = 1550 psi l Vc I 60 p81 rs = 18,000 psi 12' u a 150 p81 K - 248 Soil P. n 5000 psf 7"A’ I 16500 ‘7— 7.66‘ ” t I t F"1;5 113 flr.____1416" 4 , Tank Full 2 P - 62;4 x 83 = 16500 lbs. 2— M I 16500 X 7. 66 X 12 = 1, 516,000 in. # d . 1,516,0002 a 22. 6 in. say 24 in. ' 248 x 12 V . 16500 - = 65 psi o.k. 12 x".875 x 24 AS . 1.516.000 . 4.0 sq. infft. g :3 -' 18,000 x .875 x 24 070 M = 62.4 x 173x 12 = 615,000 in # I1 K— As : 615,000 : 2.16 sq. in/ft. 7/8¢ 18,000 x .875 x 18 in. 3 c/c Mr? 62.4 x 12 x 12 = 216,000 in. # .. €— As : 216,000 g 1.14 sq. in/ft. 5/8 0 18,000 x .875 x 12 5 in. n 2 0/0 M4: 62.4 x 6 x 12 a 27,000 in. # AS : 27,000 : .145 sq. in ft. 1 4 18,000 x .8752x 12 / 5/in? 0/3 1). = 16,500 = 50 o.k. 16 x .875 x‘24 DESIGN OF WALLS FOR DIGESTOR TANK Sheet W-II TANK EMPTY: Data: pl = Earth Pressure (Rankine) water Pressure(External) . p2 P1 = .28 x 100 x 103 = 1400 # 75 62.4 x‘gz = 780 # "U [0 ll M1 = 1400 x 5.55 x 12 = 56,000 in. lbs. M2 : 780 x 1.67 x 12 - 15,600 " Total = 71,600 in 16s. As : 71 600. z .190 sq in/ft. 4 p @ W, x .866—2: 24 10" 0/0 v = 2180 I 10 psi. o.k. 12 x .866 x 24 u = 2180 u 52 psi. o.k. 1.9 x .866 x 24 Embedment: L = 18 000 : 50 in. 4 x I50 (Hook Bottom & Top) Temperature Steel: .002 x 12 x 18 a .44 sq. in. Front: 0 @ 9" 0/0 = .27 sq. in. NEH Back : o @ 12" 0/0 = .20 sq. in. Total = .47 sq. in. o.k. 10314 Cut off steel as shown on sheets W- III and W- IV. 4 .1 . 1 6 . 4 . . . 6 . . . 6 . . . . 6 . 61 | 6 — . . 6 1 . . .1 I1|.r 6 v . 6 _ 6 . . 6 . . . 1 . .1 6 . . fi . . . . 6 . . . 1 6 6 . 6 6 . . . . 6 y . . . 1 . 1 . . _ 1 1 . . . . 6 . . . . 6 . . I1. 6 . . . . . . . . . 6 v . . . . 6 . . .1 . 6 . . 6 . .6. . r . . . . . 1 . . . . . . . 6 1. 161l. . 1 . 1. . . . . 1 . 6 . .1. .1. 16 1 11 1 1 1 1 . . .. . . . . . . . . 6 .1- 1. . 6 . . . 6 I. . .1.1 . 61.. . .11. . - . . . 6 . . 11 . . . . .. . . . . .11. II.-611I I.. . . 1 . . . . . . .I . .1 . .-. 1 _ 1 1 . . 6 . . . 6. . 6 6 . 6 . 6 1 1 1 . 6 . . . . 6 . 6 . . . 6 61 . + 6 6 61 6 . 6 6 . 6 6 6 6 6. + .1 . . 6 a 6 6 6 . 6 . . . . 6 6 6 . 6 6 16 6 6 1 1 1 . . 1 . 1 1 . 1 1 1 6 . . . f 6 1II.II1I Y ‘1 1I.1 11I61 v I 61 II IIIIII.’ 19L 6| 6 .61 161 M. till IOIT 6|OI11I'1 611*.I1'OII1IT6111I16IIIl 111|6|1161 6 1_ I 1 r 61 LI 6 ? I 1161.6 1 _ ~ 1 _ _ _ _ 1 1 _ 1 . 6 1 6 F 6 1 6 6 6 o 6 6 6 . 6 6 6 6 6 6 6 1v 6 6 ..6 6 6 6 + 61 Y 6 6 6 .1 6 6 + 6 6 . 6 6 16 6 . 6 6 61 o 6 4 . 6 6 6 o . . 1 . b 6 . 6 6 6 6 6 6 w 6 16 6 6 1 I “ M _ _ _ 1 1 _ _ 6 6 6 v . 6 . 6 6 6 6 6 . 1 6 4 6 6 1 . 6 6 6 6 6 I6| .1 v 6 6 6 . 6 6 61 6116 6. 6 6 6 6 6 6 6 1 O 6 I 6 6|6. 6 6 y 6 6 6 6 v 6 6 6 + 6 6 6 6 6 6 6 6 116. 16 6 6 n I 1 1 _ 1 1 1 1 . 1 . . . 6 p 6 . 6 . 6 6 . 6 . 6 v . 6 . 6 6 1 6 6 6 6 6 o 6 . 4 6 1 6 6 6 6 6 6| 6 6116 6 6. e 6 . . 6 . 61 6 16 6 6. 616 6 ,6 ~ . 6 6 6 h 6 6 6 6 F 6 6 6 6 6 6 6 6 116 .6 6 6 _ _ _ . _ _ - _ 1 w 1 1 _ _ 1 i . 6. . 1 . . 1 6 . 6 6 6 . 6 . . 6 6 6 6 6 6 6 6 6 v 6 . . 6 6 6 .6 6 6 6 6 6 6 + . 6 6 6 6 6 6| 6 611.6 6 6 6 6 o 6 6 6 6 6 . 6 . 6 . 6 6 . . . 6 6.1 6 6. . 6 1 '1 _ 1 _ _ . _ 1 1 .l . . 1 Tlft 1 .1 0 lIIl'li. til I W 4 F1 6 y r L47 II F b r 1 v F + .b 1. 6 1 1 _ _ H 1. _ . . . f 6 . 1 . 6 6 6 . 1 6 v 1 6 . 6 . 6 61 . 6 . h 6 1 6 6 6 6 6 6| 61 V 6 6 v 6 6 6 I6 6 6 6. «11 6| 6I|6 I6 6 I 6 6 6 + 6 . . 6 6 v 16 6 6 6. 6 6 6 6 6 6 6 6 I6 4 6 AI 6 6 . . . . t 1 1 1 _ 1. _ 1 . o 6 Y 6 6 6 6 6 1 6 6 101 161 . 6 6 . . 6 6 r v 6 1 6 6 6 . O F 6 6 6 Q 61 6 6 9 6 .1 6 o 6 u 6 I 6 61 w||6 16 6 6 6 6 6 6 6 + 6 0 6 6 F 6 II I . 6 . 6 6 6 6 V 6116.16 * 6 6 6 6 e _ 1 _ _ _ _ _ _ _ 9 O 6 6 I6 . 6 6 16. 16 v 6 6 6 6 1 6 6 * 6 6 . . + 6 v. 6 v 6 .. 6 6 6 6 6 6 6 6 6 6 6 6 6 6 6 61I 61 61 6 6 6 6 6 6 6 6 6 w 6 6 17.|16. 6 6 6 +— 6 6 6 6 61 6 6 6 6 a 6 6 O 6 6 v 6 av _ _ . 1 . _ _ . h . ~ . 1 . 1 . . . 6 . 1 . . . 6 . 6 6 6| 6 6 6 6 1 6 . 6 61 61 6 6 w 6 6 6 . v 6 61 - . 6 1 6 6 6 61 . 61 6 6 . . . k . 6 1 11 6 1 . 6 6 6 1 . I6 . 6 6 _ _ _ 1 1 p v . . 6 V . 1 6|lv| 611 1r» 6 I 6 6 + 1O||I11h| 111191161161 Fl Alt 6||.4.1 1&1. .OIIO 6 1 . 61 6 6 I 6|.+ IOII6|O| .IOI I191 . L4 1611 6 S _ _ _ . 1 _ . 1 v 6 6 6 . . 6 r 1 O 6 6 6 . a 6 6 6 6 v I 61. 6| . 6 1 6| 7 16 u 6 6 6 6 6 6 6 v F II 6 9 6 6 6 6 6 6 o 6 1. 6 .V .+ 6 6 .6 6 6 6 6 6 6 16.1 . 6 6 6 6 6 . _ . 0| 1 _ . 1 1 6 6 6 . v 6 . I . 1 6 6 6 6 w 6 v 6 161 6 6 . 6 6 . . 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V | 1 6 ..C r r . 6 6 .6 1 | 6 I 1 1.;~\ ‘ 6 6 . .30 . . 1 . 6 . 1 6 6- -6 I i. 6 6 1 u - 6 6 6 6 6 6 6 ‘__.__+ _...._... .11 v 6 6 6 6 6 6 t 6 I . f _ . 6 6 6 6 6 t . 6 L o 6 6 6 61 6 . . 16 6 6 1 6 Av 6 6 I6 6 6 1 'l _ 1 1 1 .5 o 6 . 7 . 6 6 a 6 N 6 v 1 6 6 6 6 6 |6||6 1 6 .6 6 6 4 6 16 I16I 11 o 6 6 6 6 6 6 6 6 1+ 6 6 61 6. 6 6 A v 6 6 6 6 1 6 v 6 6 1 _ .6 1 . 1 I 6 6 6 f v 6 0 II .6. e I IQI.161‘.O. ‘ 1II II! 5 I 1 1 _ . 1 6 ... o . 6 6 6 6 6 61 v 6! 1 6 6 6 6 . .61. 6 6 6 6 6 I 6 6 6 v 6 6 6 6 . 6 1 6 6 6 6 6 1 , 1 6 r-.. +—-6 .4..- 6 v ' I I 6 6 6 ' | I 6 -0 P 6 6 ' 6 | 6 6 6 6 6 4 6 6— I 6 I ‘1 6 6 L 6 6 O I | 6 | . . x . 1 “$1 0 . 6 1 2% ~11 .1 :I i I 1' Steel P. | .1 66—4-- 6 6 I 41 ‘ f . 6 o 1 O 6 6 6 6 v 1 I 6 6 d 6 6 6 6 6 6 O 6 1 or F 6 2% 88 t Tank -.—-—1I—-+ —6-—6 + + -6—-6—~— ~O—1 6 6 . T . 7f ' 9 1 N 6 6 6 6 1 v 1 I 1 k 1 I 9 6 6 h d T 6 1 .— . 6 6 . 6 6 [66 _ 6.|6|IOI .9 O 4. I IOI 6 6 6 6 6 6 ~ 6 u 6 6. 1'6 6 6 6 .S 11.. v . 1O. 1601|Ill.l6|||6||1+|l!/.6I|66 V1 2 / f 6 6 6.16 I JP / 4 A. A. AA. ./1/ In. I J _ 1.. F 1 . 6 q . 61 . 6 . 6 v1 / a 6 6 6 6 6‘6 11 6 C 6 6 v11 6 6 V 6 6 1‘6 6 . 16. 6 6 6 6 6 4 6 v 6 6. 7. 6 6 6 6 6 6 . 6 . \ P 6 6 6 .f .1 1 1 z 1 f 1 _ . f _ . r. . .0. . 1 . . . 6 61 f 1 Tfil .1 V o 1 16 6 6 6| .0 T 6 v v 6.. 6 .91 6 1 6 6 6 6 V 6 6 6 6 6 76 6 6 6 . 6 . 6 . 6 o I6|6 1 . . ¢ . . O . +1 6 . v k [H 6 . .\ 6 6 61 6 6 . 6 . . 6.1. . 6 1 171161.6|+I+ 6 61 6 . 16 6 6 116 6 614.6 6| 6| 6 7 1 6 6 o 1 1 . . '9 6 t . no. 6 1 6 z/[r/I/ 6 6 6 . I6 1 6 6 6 . HO 6 60U 1Y|IY‘V1 6| 6|. 6 y 6 6 v 6 6 6 6 6 6 M 61 6. 6 6 7 6 6 . S . 11 . . 11 I, 9 1- 6| 7/7fr v 6 10.1o||*.6lv O|IO 6 6 6 t Tk1v1IIII6|t t‘t’i’ | i ; L O—‘ u I Dig I l o 6 ing 6 _6_1.._.¢ 1--.-- 6 6 I I I 1 | 1 . 71P—- I 1 6 6.6[TI§|1 61T616 6 6 6 -6 —+—o—re — 6 6 6 6 6 6 6 6 6 1’0. . . TI Ii ; I , w I : , .1? “f ILL. rII I fix /' 6 l . 6 O . . . 1.1.1_._.1_.1- .V | a for 'I -+ 6 — I —¢ -—6—-—+—-6— I I T O Y '1 11- ._1 111111-13 1 . - ‘ I . 111 . 6 0 I .—+— 6 f l 6 I 9 i F 6 1 1' 1., i | 6 6 6 0 6 . . Butt 6 6 | I 1 -—+ —6—--i—+— I-—6—6—6-6 -6— +- 6—6—+——46-L—6 1+ +-+ -‘6- J 6.6 . . _ _ r I I / / F . . . + . 1 6 6 16 . . 6 6 . . 1 . 16 . 6 6 6. . 6 6 61 I 1 0 I 61. 6 6 V 6 I 1 r . T111 6 6 +6..61-#1. 6 6 6i? I.. .616 6 6- v . l . 6 . . . -6 6 .6 16. 1 . 6 6 6 .16 1 6 6 6 6. 6 1 _ H _ 1 _ _ 1 1 . I _ _ . _ . a . Y1 . . .16] 6 .6 6 . . 6 6 6 r . 6 v 6 .6 6 6 6 . 6 6 v 6 4 6 6 6 6 v 6 16 6 v t 6 6 9 61 6 6+6 6 I6. l6 6 . +1 61.6 1&1'6.I6|J61|Ir 1. 1+1". 1+. ,6 o 16 6||6I1 1.6 6 6 6 + 6 6 6 . 6 1.6 16 6 .6 6 _ 1 _ _ _ r1 1 _ 6 D . Y 6 6 6 + 16 . 6 . 6 . I 6 6 6 . . h 6 6 v 6 6 6 6 6 v 6 6 6 6 6 6 O 6 6 6 6 1 v 1' l6 1l6 6 6 6 6 6 .11 1.61 6 IVI1 OI +1 7.6. 6 11,4 .0 91+ F 6 '6! 6 116 6 O 6 a 6 6 16 6 1 6 r.oh 6* 6 6 _ _ 1 _ 1 1 _ . . . . T . . 611I6 6 . 6 . 6 6 6 1,6 . .6 + . . 6 6 6 6 6 «1 1 6 6 6 61 6 6 .1 611I6 6 6 6 6 6 * 1. 6 6 16 1r -6 61 6 .6 .6 II 6 6 7. . 6 . 6 6 1 6 6.1 I6 6 v 6 6 6 6 6 6 . .6. v 6 A . 1 _ _ D Ell 0| . HI / I 6 L . I 6 I P I PII I H h 6 I 6111 .I . | l G 4 .14 1 6 4I . 1 _ 1 1 _ . e . 6 .11. 6 . .6 I. 6 . 6 O. 6 a 6 6'6 118 . . . . 6 . 6 . 1 ,,.6|161...5 . 6 6 6 .1 6 6 6|; 16.6116'6. ? 6 6 6 6 6 .61 161.1I 6 6 6 6 6 6 6 +1II6|6 1. 6 6 6 6 + 6 6 6 16 - 16111.? 16 1 _ 1 .. _ 1 _ m 6 6 6 A 6 6 6 6 6 6 61 6 F 6 6 6 6 6 9‘6 6 6 6 6 > . 6 0.. .6 6 6 6r 6 6 6 O 6 r A .Y. 6|6..I116 T «I f 9 61 r 6 16 6 | 1".1‘6 16.6 6 6 6 6 6 6 It 6 1+ Y 6. 6 1 L . 6 6 6 I» 1* 6 16 6 6 6. It *1 o 6 _ . 1 _ _ . 1 1 6d _ 1 A” v 6 t6 6 al 6 6 6 6 .6 6 6| 6 + 6 v 6 6 v 6. 61 16| 9. r 6 v 6 6 6. 6 O1 b_1|61 1V. .6. 6 6 6| 6 6 6 .6'6' 6|! 1 6 .0 6 6 I V 6 I6I161 1 0 1*II6I1 6 + .7 6 6 o 9 6| 6 6 F 6 16 6 6 k 6 6 61 + I6 .6. 6 6 .6 6 O 16 .d . _ . _ $ . S. 6 q. 6 .1 6 6 v 6 6 6 6 o 6 6 6 6 6 161 6 6 f . 6 6 6 6 6| 6 6 r 6 .6 . 6 H 6 6 6 6 6 19.16I1. LY 6 6 6 6 h 6 16 61-6 .6 .61 6 .6 p 6 6 . 6 6I6 6 6 + . 6 6 6 6 6 6 6 p 6 6 6 6 6 16. 6 6 6 .6 . . , . _ — 1 6.6.16 6 6 6 P 6 II IIFIV L III 6 61 PI 6 6|) k» F >1L1 rF P F P I . >IL1||F » P 1r I » 6 r I+~ 6 1P w P 61 w 6 b 6 PI) » I r 1» 6 6 w w PIM 1 PF I H .W 1 4 1 .1 _ 1 1 _ _ 1 . . 6 6 6 6 6 I r 6 +6 6 6 v 6 a 6 6 6 61A 6 6 I6 I 6 6 O 6. v 6 6 6 * 6 v 6 T 6 I61 6 O 0 6 6 6111 6 6| 6 [6 + 6 O 6 6 a 16|l6 16.16 f 10 .6 61 6 A O 6 6 ' + 6'- ll 6 61 6 6 6 ¢ 6 Q 6 6 fl 9 6 .6 6 .4 1 1 _ _ , H 6 6 4 6 6 V 6 6 6 6 6 v 6 6 6 61 r 6 6 6 v 6 6 6 6 V 6 6 66 r o o. 6 O b V 61 6 6 6 6I|161L116I 611.61. 6 + V11 6 I6 6 v 61||6||6|1611fl .0'16 61 6 .1. O 6 6 11161 6 6 I61 6 9 6 o 6 6 6 6 6 6 6 + 6 6 6 6 1 1 . 1 6 6 66 6 6 6 6 6 6 6 6 6 6 1 6 6 L 6 6 I 611 I 6 . 6 6 6 6 6 6 F 6l16|1 6 6 6 O 6 16 A1 6 01 0| 611 1 61116 6. 6 + 6 61 6 7 O 16 .vl 6| F1 ‘1 6 6 6 A 6 6 6 6 F 6 Q 6 .9 H 16. 6 O 6 + 6 91 ‘1 .1 1H1|6|16 6 6 6 1 _ _ . 1 _ _ . . o 6 6 61 6 1 6 6 .v 6 6 6 6 6 6 6| 6| 6 6 6 6 6 6 6 I I6 6 F.6 6 6 V 1 6 6 I616 6. 6. .1 vl 6 1116 6 *1 YI6I|O 61; 6| 6 161 6| 41 6 6 6 6 .AY 61.6 6 I6 H. VIo. O 6 H o .6 v 6 + 6 6 6 6 I61 .6 6 6 6 _ _ 6 1 6 1 I 6 > r . » > I b 6 I s I I . 1 I > I 6 - I 6 L I » “V .21. Design of Base for Digeator Tank Sheet 1111-1 10'. 601.5 ‘ ;i I ’ | I' 318'. 57:3p5‘ IA -156” 1 910'. 575.5! 1.313156852315113 330- 1“ sq. bars 3’.‘ 0/6. 433"“ from top of slab. Cut steel to 1‘! sq. bars 6" 3/6 6 ft. frm oaeh corner. BRIO 3.8 to be 2 ft6 131111311: at the camera, 1" a . 613 5" c o L and will taper off to 1 ft... 3 ft.. from Reduce t 1” a a 6} th. corner“ 6" G 6 6' from Book steal an sham each comr. 3" from bottom of base use £6" ’ ban 6: 10" 076 6 DIGESTOR ROOF Sheet W-l Datat h: i, + I 57.... T _'J . a. ¥_}5 ‘\‘ ‘II’ E" Q; Q\ {r , I1.— gé:o~___. Slab 5" a 62.5 #/sq. ft. Snow = 25 " L.L. = 50 " total 107.5 " Moments using 4" slab. End span: Negative = D L L.L 62.5 x 81 x .04 : 202 75 x 81 x .04 = 245 M I 445 445 x 12 : 5550 in. lbs. M Positive: D.L. = 62.5 x 81 X .085 = 450 L.L. : 75 X 81 x .105 = 638 M = 1068 x 12 = 12,800 in. lbs. Mid span: lst. support: D.L.: 62.5 x 81 x.10 I 505 L.L.: 75 x 81 x .120 = 750 Neg. M = 1255 x 12 : 14,800 in. lbs. DIGESTOR ROOF Sheet W—ll Positive Moment Mid-span: D.L. : 62.5 x 81 x .05 = 152 L.L. - 75 X 81 X .08 = 485 M = 657 x 12 = 7650 in. lbs. Steel Slab B: A3 = 7650 = .177 sq. in. 20,000 x .866 x 2.5 - AS = 14,800 = .542 sq. in. 20:000 x .866’x*2.5 v n 617 = 24 psi. o.k. 12 x 2.53: .866 2.5 x .866 XSKI Slab A and C: 20, x . x 2.5 20,000 x .866 x 2.5 v o.k. u = 617 . 92 00k. 2.5 x .866 x 351 - ~-~.._._.. Data .12.." ¢ @ 8H1 bend.up every oth er 1'-10" from sup~ port.carry neg. mom. 2' beyond deflectiqn pt. 4" ¢ @ 16'" over supq port 1 ,._._!l K ¢@8" c/c é." ¢ @ 35"L c/c bend up every other 1'-10" from the support hook all end bars DIGESTOR ROOF Sheet W-lll T - Beams to support roof. r." 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