g g E, 2:. g, 18$. 13H 17T .\ \I. . . ,. A v- v\ . s u Q ._.\K I . . . ~ .7, c . A ..; .1 ‘ . .. u \ .1 ..\ . ‘ ‘ . . \ . .... ~. ... .\ ck mwsw 1v .. . . "|l..'f1v'\?c1 \ wFT‘w‘Wvlvllllllplini .tl pl .{‘\ I1 . . . ( A. . 1 1 . .: . : i)......... $:..1:r:: "n I .yln.. . r... Kati _ 1.. v . ‘ , \‘V‘ v \1.l.!..u . v.1»... P. «z. ‘ r‘r‘rv“ LMHHU.... ‘ I. :f‘ I I . H F4 . P. V 3". wk «‘oJ... .. :ut o Luff. 3.1.1.17. .‘ DESIGN 03' 33:36:". 3:: BIBFOSAL PLAIN FOR T1315 CITY OF EAST Lz‘tIISIIIG. A Report Submitted to the Faculty of the MICHIGAN AGRICULTURAL COLLLGE. By . r; {x .f ; Q ,2...';’/ :2 0",; Howard 33 Ho onbaoh LaVorne J. Hendryx L Candidates for the: Degree of BACHELOH 03‘ 801113016. Juno, 192.4. IIW’li Oil-DC TICK 133163 01" 313311035 DISPOSJ‘L PI. TIT Howard F. 11011811th LnVorne J. Hondryx THFSKE IHTRODUC T101".r . Sanitary conditions at East Lansing are similar to those existing inunany other cities. The sewage at present is discharged into the Red Cedar River. and is saristactorily handled by the river. However, this state of affairs is not permanent. The Michigan Agricultural College expects to double its enrollment in a few years. East Lansing is attracting increasing anchors of residents, so that the time can be foreseen when sewage disposal will be more serious. A disposal plant would make the Red Cedar a potential source or water supply. not to mention the esthetic side of the question. Also hydro-electric develcpmontc by the college would be easier to obtain. the presentwoontaminaticn being a strong drawbacks The City of Lansing is considering installing a disposal plant for its sewage. When this happens it will be quite likely that strong pressure will be brought to hear on East Lansing to quit polluting the Cedar. and hence the Grand River. Phil IflINAliY C 0313 IDIZRATI 0113 e The present Best Lansing sewerage system has not been changed. There are too severe east or Bogue street. one across the college campus, one west of heel street, and the outlet from the collecting manholes at Harrison Avenue, that empty into the river. An interceptor will run from the Bogus street severe along the river to the manhole at Harrison and hichigen, where now the system empties into the river. A larger manhole will be put in here. and the interceptor run to the plant from here. . This permits tapping into the interceptor. or extending it on up the river. and practically cares for all territory east 01' Harrison Avenue. Should sub- divisions grow up to the west or Harrison Avenue, e systmn or severe coming from the west into the screen and grit chambers would be easy to install. Topographic considerations of themselves chose the site - no other land in necessary amount was available, and the low elevation of the inverts at the Harrison Avenue sewers made low land e necessity. This low head was also-responsible for the need of pmnps. By no system could the sewage he treated without pumping at some stage. A sanitary away“ of the Red Cedar river was made. The object was to gsin.scme idea or how badly the river was contaminated at present. Sample numbers 1 and 2 came from Farm.Lane bridge; numbers 3 and 4 fromsthe Railroad bridge; numbers 5 and e from.the athletic bridge: numbers 7 and 8 trom.the Harrison.Avenue‘bridge. The averages of these tests were as follows: gum acre, IIICUBATZW 24 nouns m 25°C. 3mm anemone. 1 - 10 1 - 100' 1 - 1000 1 and s as e 1 s and e 53 5 o 6 and 6 400 ‘1 2 7 and 8 1:50 13 1 Figures are total number of colonies on a petri dish. LIME LACTOBE AGAR. ECUBATED 8‘ HOURS AT 57’ 0. SARPLE DILUTIOIB. 1-10 1~100 1-1000 1 and 8 (3) 88 (1) 15 l 3 and 4 (1) 20 (1) 10 0 5 and 6 (100) 214 (15) 34 3 'I and 8 (22) 61 (3) 4 1 Figures in parenthesis are B. Cell, count. Others, total count. GELATIH. grammar) 5 DAYS AT 1022 BOX mmmsmn. SWLE DILUTIOHS. 1 - 10 1 - 100 ,1 - 1000 l and 8 ' (7) 16 (2) 3 3 and 4 (6) 12 (O) 0 5 and 6 (12) 44 (3) 7 7 and 8 (13) 37 (0) 1 Figures in parenthesis are liquefiers. Others total count. yac'ro 3332mm Egz'catzrsmoa mas. mosses-x) PA nouns m 37°C. SAHL’LF. DILUTIOHS. 1-1000 1-1oo 1-10 1 10-31. 1 and s c 1/2 7 12 32 s and 4 o o 4 15 so s and e 5 15 31 45 so 7 end a e 15 13 as 77 Figures are 9’3 of. gas formed in tube. In analyzing the results the most semen indicator or usage pollution. B. Coli will be or most importance. Prescott e Winslo- state that it isolated in s large amber of cases from l 0.0. or water. serious pollutim is a warranted conclusion. The differential count as given by the lioness lactose agar shoes from 10 to 1000 B. Ooli per me. along the river. taking the results as a whole. it is noticeable that 3 and 4 shoe loser counts than 1 end 2. in the distance from Farm Lane to the Railroad bridge the river purities itself e little. numbers 5 and 6 were taken just below all the campus sewers and they show very high courts. indicating that the stream is pretw well saturated with savage. The counts for Harrison Avenue show a marked degree of purification in the space between the last two bridges. While these tests are only rough estimates, yet they show that the river is fairly well polluted, but not dangerously so. A stability test showed very nearly 10033. indicating that the river is having no trouble handling its sewage. . Available stream flow records were very same. complete data tor 1903 showed a flee in cu. ft. per second by months, averaged from daily readings. as follows: January «- 337. February - 671. March - 959. April ... 860. Hay ..-..-- 143, June .. 134, July ........ 132, August «- 172. September - 423. October .. 173. Hovas‘oer ~ 152. December - 103. The lowest new, 103 cu. ft. per second could handle approximately 10 cu. ft. per second of sewage. Plow at present is not greatly at variance with the 1903 records, so we might assume that 10 cu. ft. per second would be our highest sewage nor allowable. This is well ever present new, leaving dilution as a satisfactory means until conditions are ready for installing a plant. Having decided on our interceptor, all that remined before considering design was a rough topographical survey. The proposed site lies west of Harrison Avenue and south of Hiohigan Avenue. It is fairly level and at average flood water is submerged iron 1 to 3 feet generally. The soil is loam and clay and offers no problms. games on PLANT. considering present population, future growth and probable size at time of construction, it was felt that to design for 10,000 persons would be neat «manual and satisfactory in the end. The flow was estimated at 800 gallons per capita per day. This is ample for s purely residential district. such as East Lansing is. Heart came a decision as to what farm of treatment. Sprinhling filters were ruled out on account of the impossibility of isolation. Sand filters were not suitable ~ the low head obtainable, lack of suitable materials, large area needed, all counted against them. Contact beds were decided upon because of clean operation, hood results. mall space and simplicity. Screen and grit chasbers were of course included, and separate sludge digestion was selected for initial treatment. rIlhis is simpler than an Imhoff tank and results being obtained by recent installations highly recommended than. Sludge beds were provided. and from the contact beds the effluentran into the river. The designers started their interceptor from the collecting manhole at Harrison and Hichigan Avenues. with invert elevation 827.50. All to linking up the system of stream. that is properly a Job for the East Lansing City Engineer. There are no sewer elevations, no street elevations, to work by. moreover, to forecast by guess where to place an intercepting sewer 6 or 10 years hence, with no idea where all connections will be, was considered useless. Using. then, an 18" interceptor laid on an .004 grade and 1000‘ to the grit chamber entrance, a maximum capacity of flow of 3,550,000 gallons per day was secured. with a velocity of 3.2' per second flaming full. 10 3012332138. The interceptor discharged into the screen and grit chambers. Screens were provided in duplicate. i swinging gate at the head of the partition allows either channel to be used. or both, if the flow is heavy. The screens are to be cleared by raking. A wooden platform 4 ft. wide and stretching across the channels and by passes can be laid back of the screens for footing when removing debris. GRIT cmamnas. At the head of each of the two partitions in the grit chambers are swinging gates, allowing the . flow froneither channel to take either of the two chambers in its course. Using Begin's 1m Formula, for a channel 5' wide. grade .008, depth of flow l/s', V - 8.66' which gives Q - 5.6 cu. ft. per second. which is the discharge of the interceptor running full. Using the same femula, for a 3 n.g.d. flow the velocity would be 8.24'. For a l m.g.d. flow the velocity would be 2.33'. Since 1' per second is the minimum velocity to prevent deposition of solids, there is no danger of this even with low flow. Drainage of the beds is effected by a channel across the bottom covered with an iron plate as shown, a drain pipe from each chamber going to the centrifugal pump outside. The plate is lifted when draining a chamber and the valve in the pmp pit opened. The water and what grit comes with it is pumped into the by pass, when the chamber is thm cleaned by hand. with a flow of 8 cu. ft. per second, there is a 84 minute storage volme in the amp and one channel up to the mouth of the interceptor. With a 8 m.g.d. flow. 12 e. 13 minute storage to the same level. hith interceptor flaming full. s 9 minute storage period to same level. and a 14 minute period to top of chamber. Two pumps are installed. such of 8 s.g.d. capacity. The discharge pipe connects with the by- pass st one end and the sludge digestion tanks at the other. Included in the pump house is an air compression for the sludge sir lifts. 13 SEPAIMTE SL030; DIGESTIOI‘ T521113. The tanks number 12 - 6 separating and 6 sludge. Diagonal pairs are connected. The retention period is 2 hours. The tmks have a liquid capacity of 31,000 gallons up to the flow line. ‘iiith a 2 hour retention period. 2' of sous and about 11' of sludge. average conditions. one tank could care for 286,000 gallons of sewage per day. The sludge pipe leading to the sludge tank has a valve outside. Operated from the deck. ()1 opening this, the hydrostatic pressure forces the sludge thru the pipe. in extension projects up thru the wall and ends in a gate valve. This is to permit rodding out the sludge pipe should it get clogged. The sludge is taken out with an air life and flows by gravity down a concrete channel to the sludge beds. The separating tanks have radial flow thru a 12 inch pipe tapped from the 18 inch main from the pumps. Scum wires are placed between adjacent tanks allowing the scum to be drawn off into the sludge tanks. The longitudinal and cross docks give access to every tank, and valves are all controlled from here. 1‘ SLUDGE BfiDS. Sludge beds in area to the extent of 2 1/4 sq. ft. per capita are provided. Stop boards control influent. The effluent is collected by the underdrains and flows into the river. Track is laid on the bed for removal of sludge. this being the quickest and most satisfactory method. Vitrified tile laid with open Joints furnish the best type of underdrainsge ‘ for this work and so are used here. The top of the sludge beds is at elevation 830. This is about ordinary high water or a little higher. rill from the grit and sludge chamber excavations could be used to bring the beds to this height. Should it prove necessary. an.additicn to the walls could be made, but it is the designer's belief that unless proven necessary, higher walls are not advisable. 16 CGHTACT BEDS. In studying contact beds as various authorities dealt with them it was a concensus of Opinion that double contact beds were less likely to clog. handled more sewage per area and often gave better effluents. Filling from underneath was also approved as reducing the nuisance and liability of clogging. For these reasons double contact bede filled from below were chosen. A frequent soapleint of contact beds operating in the past has been that too fine material was used. The designers specify for the primary beds, crushed stone of good grade. between 1 inch and 2 inches in site, and for secondary beds. crushed stone betseen 1/4 inch and 1 inch in size. These sizes are believed to give as great freedom from clogging as can be determined with present knowledge. Inderdrains are provided by half round 6 inch tile laid with open Joints on a slope of 1.6 to 100. Channels around the lower sides help collect the water and serve as runways for the pipe exits. The pipes thru the wall are covered on the in- side end by step boards Operated from the top of the wall. The object of putting exits so close ie,first. to drain the bed quickly,and second, to reduce to a 16 minimum the piping system in the bed, as the sewage standing in pipes wd drains does not get well purified. With drawing of the step boards the primary bed discharges into the concrete chamber between it and the secondary bed. Here four siphons are arranged to discharge when the chamber and bed are half full. he the siphons operate. the level in bath bed and.ohamber falls and a continuous flow is maintained until the bed is emptied. Each aiphon.runs direct to the underdrains of the secondary bed. which in.distributicn and collection of sewage is identical with.the first. The effluent from the secondary bed runs into the river thru a concrete‘bbannel. It.will be seen that particular attention has beenkpaid to underdrainage, filling and emptying. With the underdrains as here designed, it is believed any accumulation.of sludge or slime on the bottom of the beds will be prevented, a big step in itself towards keeping the beds Open. Using larger sizes of rock quicker drainage and filling times can be obtained. Should the beds empty too fast. the stop boards.cr the inlet pipes permit throttling the flow. Quick filling. while not a vital point, is desirable when possible. 17 The dosing tanks. located between the two sets of beds. are two in number. The effluent from the sludge digestion tanks flows into the circular pan and thru the Opening in it to one tank. shot: the tank reaches a pro-determined height of fill. an electric motor starts the pan revolving, being stopped after 180' revolution. Thus the two chambers are filled alternately. Siphons discharge into the primary bed underdrains in a manner similar to those of the secondary bed. A gear and shaft connection with the revolving pan also turns the siphon outlet 180° with each half revolution of the pun. so the beds on either side of the chamber are dosed alternately with successive fillings of the same chamber. Should it be desired, an electrical time clock system could be installed for emptying the primary and secondary beds, and the entire plant could be automatic in operation. The designers recommend that 50 minutes after the bed is full. emptying be ensconced. This might be lengthened to 45 minutes in case the secondary beds are necessary. The contact beds as here designed form a unit capable of handling from 2 m.g.d. to 3 m.g.d. 18 Hcrecver, additional beds of same design can be added with perfect harmony. The design permits or expansion to any degree. The cost or such a plant is indefinite for 6 years ahead. In general. about $35,000 per acre for contact beds or: this type may be allowed. Figuring $10 pee: on. yd. for concrete work on sludge beds. screen and grit chambers. and $15 per cu. yd. for the sludge digestion tanks. the concrete will cost about $122,000. allowing $215,000 for piping. and $13,000 for pumps. compressor and valve fittings. the total. including sludge beds. is $440,000. A $450,000 bond issue should cover the cost of the plant. The cost computations were based on authoritative estimates and engineering - News Record Quotations. Under flood conditions. two courses are open. Use the plant. uniting screen and grit chamber walls above the eater, and pumping the effluent from the secondary tanks, or running the sewage into the river and giving the plant a rest. The designers advocate the latter. First, the expense of. Operating the plant during high water is considerable. Second, the river will have several times its normal volume and can very easily dispose of all the sewage emptied in. The 1903 records show a 6 to 8 fold 19 increase at flood tame. Moreover, the river is muddy at such a time and the sewage would not be much of a contamination. A short by pass tram the collecting manhold at Harrison.Avenue to the river. controlled by gate valve. is all that is needed. 20 C 0303031 We This system for the disposal of sewage; represents the combined recomcndaticns cf the fore. most authorities in sanitary lines. «- Hetcali’. Eddy, Fuller. Engineering Bess Record articles and others. Credit is due the Hiohigan Department of Health for the splendid help given. under Rich, fir. Hearn, iir. Sheppard and an unlmcwn young engineer rendered very practical and welcome assistance. The point of chief concern is the contact beds. In these. the designers aimed for non-clogging. good under draimge, a long lite, simple operation as quickly carried out as possible. They believe that this plant will operate as designed, but in view of the very unsettled state of knowledge on sanitary disposal in general. an actual test is the only means of determination. BIBLIOGRAPHY. Rotating Dosing Device for Sewage Filter Bed ....................... New Sedimentation & Coagulating Basins at Toledo ........................ Imhoff Tank & Sprinkling Filter being planned for Akron ---------------- Activated Sludge Process in Ontario -------- Studies of Outlet Crepe on Sewage Irrigated Areas ------------------ Operating Results of Baltimore Sewage Works- Creamsry Waste Purification by Means of Activated Sludge ----------------- Imhoff Tank Operating Prodedure ............ Alum in Activated Sludge Filtration -------- (Chicago District Methods & Procedure) Alum Shortens Drying Period of Imhoff Tank Sludge - --------------------- Imhoff Tank & Trickling Filter at Worcester, Massachusetts --------- Proceedings of the American Society of Civil Engineers ------------------ Engineering News Record, March, 1924 71 11 :\ £10 1‘. O 1.1. March 15, 1924. E. K. IJIarCh 5, 1924e wq ‘Y .1 be 1‘. e .80 February 28, 1924. E. H. R. February,l4, 1924. 7‘ n ~ be M. Lie February 7, 1924. Be IIe fie January 24, 1924. E. N. R. January 10, 1924. E. N. 3. December 20, 1925. E. N. R. November 29, 1925. Be II. He November ‘ BIBLIOGRAPHY. Present Status of Sanitary Engineering Suggestions for objects & aims ------- H. P. Eddy, Vol. L No. 1. Sewage Distribution Tests with Butterfly Valve Control ------------------------ E. N. R. October 11, 1923 Utilization of Methane Gas from Imhoff Tanks --- E. N. R. 'Sept. 27, 1925. Mechanical Agitation of Scum in Vent Chamber of Imhoff Tank ----------------------- E. N. R. Aug. 25, 1925. Design Features of Active Sludge Plant at Indianapolis ------------------------- B. N. 3. August 16, 1925. Air Pressure Losses in Piping of Active Sludge Plant ------------------------ E. N. B. August 2, 1925. Importance of Oxygen & Shortage for Active Sludge Growth ----------------------- E. N. R. May 10, 1925. Imhoff Tanks & Sprinkling Filter at Plainfield- E. N. R. Lmy'S, 1925. Economics of the Active Sludge Process ------ -- E. N. R. March 22, 1925. Fixation of Atmos. Nitrogen by Active Sludge ---E. N. R. march 15, 1925. Cost of Romedying Deficient Sewers ------------ E. N. R. March 5, 1925. Converting Columbia Slough into sewage outlet, Disposal by Dilution ---------------- E. N. R. March 1, 1925. BIBLIOGRAPHY. Making Sewer Joints with the Pipe Partly under Water --------------- E. N. R. February 22, 1925. Present Status of Sewage Treatment in England -- ------------------------ E. N. R. February 8, 1925. Milwaukee Act. Sludge Plant use Vacuum Exp. on Formation of Floc. for Sedimentation -------------------- E. N. 3. February 1, 1925. Present Status Sewage Treatment in England-- E. N. R. January 25, 1925. Imhoff Tanks & Sprinkling Filters for Champaign and urbane ------------- E. N. R. January 18, 1925. Microbilogy & Theory of Activated Sludge --- E. N. R. January 18, 1925. . .--...‘—....—..; ... ".mr- _‘ AXE/k1 o E rn‘ (iamber, E E $9 5 ape/vie S/Wé 04735170” 754/6 EAST LANSING MICHIGAN Aémcum/RAL COLLEGE SEW/165 0520541. PLANT TOPOGRAPHY t LAYOUT TAESIs Fox 5PRIN5 72m H-F. Hour/vuo/I [92.4 LJ. Hawaii 1 x SCALE - I”: 50’ -~>)> Li (9"4 . MVP my l /5’ J . “c 1 Nate: 6" , ' [LL1- WALLS _6_" 1’ ”a It», 241%; remand s 6 a away,“ ! Art. FLO0K5 2“ MM 1'77 ”'9’ 2"] ‘4 /«/omza4/my (1’ ; F e ‘ 35 l I? m $7: 9:! é/T 7.1””: - - —- — __ J _ _ __ _ _ — _ _ _--- ‘ » 'iw'k; if // 1 $7,?! 1;; I 1 v1] / I [8” c 310“ / E ( u ‘ i P —_? 1:9 .s: e— ——:E — ‘r . 1‘ L ‘l jfl’ * I _ l I 320" _ _ — ' 1 : 8,40" '150" [3"9 V J: r y . _, . I $ _ ' 0" ° 3—" f 19‘ ‘ J ‘-o" :— ‘1‘-0" ll"!‘—' I i; ' ., I d! 1 L "D 9 " O _ _ __ __ /Z”c:r Pipe 3L0" , 5‘0’- 0" — - "J'LH' ' ‘ ' g, / g 1 _ /0.?-—~ a SCREEN AND QR/r CHAMBER fiat-[”1' ' '_ +5 1 27.82510 F— 7'- 0'29] /5”Mfl fl flu/ER 51313.0 - ' ~— .— —— — ._ - -—T—'- --——— — .— —— 2.; : . 'E/o HII- 31 I ' £1579.” ' é” . - ‘ .I . u ______ __ _ "-— _ 5 [I - _ - - c. -—1 .2 5'1 ”W ' 5/3/57 1' __S_E_CT10N A-A Scam I”: 9’ SECT’ION B -8 50%: /":Z" ' ‘1 7 5/ ,4 - ’92} flizw / J l— 0 \ 2' /,__,I_ era—.A—y 0— __./ ._,_,.____‘, 72;; ,l -- a? y 2 ¢ ¢ .4 *3 §£cno~ C ”3 5 6 % é 1" ‘ ' 5 ~/”=/’ IZ” / / / / \ GALE .~ / ¢ / i a 2.5 SLUDGE 24m ° 2 / / / 5‘ « - ‘0'. g 5/52/42 / / A“ j v _ ._ __ _ _. __ _ _ _, __ __ __ _ _ _ __ __ _.__ _ ‘ LJ 1 I/ é é \. 24°) \ ér‘ / é _______________ / , | / :ffy \A/M/été'm gm— —————— g :r a 2 2 ~> , ' é / __ EAST LANSING % é MICHIGAN AGRICULTURAL COLLEGE L? 5/. 3/4. -a / .12. 5EWAéE DISPOSAL FHA/r .1. , 7E ////////////////////////// / +\L SCREEN $GRITC/MMBERS I " ‘ £15515 Fall SPAM/6 TIE/m Hf #aLLEN/S/ICH M 20/3 r; 0 A [7924 LJ. HENonx SCALES A5 5 How/v /—® _ _ a ,_ 1 _ ~_1 “a . i 47 _ _ _‘ \ A “- \ ~ \ ‘ ‘v. - V,» ‘\‘K I: \ \_v—,-\_ a \‘ A ‘xfi‘ \_ ‘5‘ _ A w "F a. \I‘NR‘F‘ -3‘ oK‘ ~»\K\\t K _,, . y: w at \w‘« /8VP7'7?VR ma/ 3. \ W”: \\\\ 2 K7,, 5/: =1 ‘ \\\\\\\\\\\\\§ ' . ' ' 1 . = ' I x:x\l\\\\\\\\\1\\ h.» I s 3 I \l \ \ //' é ? ° é é ? / MQKV/ \ \\ \\\\\\ \\ \ /\ Q» T . ' . \ I 16' § §, Sgt—Xi ”3| ‘ s. 11: \ 13622240. g " 2L0u§ - ‘ . :1 s ~L \ 3 k \ ’ “:1 I \ N 1 \ ~ 1 ,4' § \ _ f\ X i; _\ A A. 3/7510 ' __ ' 1 _ ___:': ___ \\ _ I ’ \ . k T \ Pump . i f Compm’ . \\ 1 ' til \ I ‘I ' w ,3 ,, . \ ' ‘ 5 ¢ ’ 4 7 1- 9 —::,—-%<*—- - .' \r' 2&\\‘\\\\\m\\\\\\j \ K\\\\\\\\\\\\\\\f ~ \\\\\_\\\\\ \K ~ _ - ' Tkfil\\\\\\\\ \]\_\Y{Y 81e— ‘ I * ‘ “\x , \\ I k ' " , R J SJECTION B-B ' \ \ ‘ N \ » \ \ ZMHG‘D H _ A 1r \ : ' g i 2 Pumps , , 4, (ompressor k \\\\\\\\\\\\\K , \ , \\ J';\\\\X\\\\ \ E ASTLANS we MICHIGAN AGRICULTURAL COLLEGE 5 E WAGE D IS PoSAL PLANr SECTION A-A PUMP HOUSE 774/5515 FoR Spams TERM 4.]. HENDRYX [924 Hf HOLLENBACH SCALt-/”:3’ _ //////// :. I 5 N 7- ’S -/—5 ' CI P;fl¢v 3 1’0” Gr‘fl’l’ P/affof—m\ £PHRHT’ 6 AN“; |\ :1 \ ’7 __ J/ IA‘ . \ £5 ‘— 75 00.5121 C Ann-16: ’- 3 6 T , \\ \c \ i’ , I \ i ' l _ \L\ _ _ (cl L KW 3"IRM Pmi. EMA/Mr ' ‘ . (”V‘”"‘ F"“” "(32:12! 3 Iron Graf/flvg P/af/afx-n / K0113 l l ' . 1’ .' -( a . \’\ ' ' (/7 E 3'Ir0n grains WII'A , L *1: 4’] 3‘Hana/ Rat/7 \/ . 0 51.0065 ' \Q \ TANKS - ' - .. - I U 7-. 52.29.: 5.4. .4 a I I a a ' d , ’ a) . I u I ILL /a_e'~‘ ’12 In " /8_a- . Ii - l n t /at‘ u... .. mm 2.. 2.1. SEPARATE 511/055 D/G-E57'l0/V 77mm Reznfflrce m‘"7‘: H: v. Bil-J J 437-6 23~o 35-0 I lz—o Q [I '31? ¢ La. ’15 C 0’7 (cafe/'6, Mi)": Va/vc7 I n O I - . "' r. l I t] o o ‘ ‘ .‘ I ' .- ‘ l ; -‘ a... I . .' n.‘ 1" :5 . e. ' K" 'I 9* ,' Q‘. I“ '| fi’ _, I. ‘.‘- I C R ‘ '. 5 '~ }3 .‘;..-..‘ L? 6 I o- n. .' ’0‘ if: . \' '.\ . I \ y ' .‘-: u" I” I Is . ~ I221. F4334 ,, ' ,fi-ll ‘ . 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