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CT1 E 97 "* REV. a/88 PROGRESS REPORT engineering department organic chemicals division ENGINEERING DEPARTMENT GENERAL OFFICES JOB NUMBER EA No. 4-455 REPORT NUMBER 1 OATE November 27, .1963 RESEARCH ~\ OTHERS | | W.G. ADAMS I | J. D. KNOX I | J. P. BUFE I | M.P, LUX F. W. ENOCH I | J. W. MASHEK | | L. L. FELLINGER | | J. F. NEFF j%~] F. J. HOLZAPFEL I | R. L. SANDSTEDT R. E. HOWARD | | R. F. SEIFERT HBL, .Davis | | R. P. STEVENS GPCirc , Proj , MgrP R. E BILGER J. R. DURLAND H. A. HASHBARGER m D. B. HOSMER L. E. KLEIN P. E. mc intyre R. L. MILLER E H. U MINCKLER IS R. M. MORRIS N. L. SAMPLE R. S. WOBUS X J.T.Garrett I | O. DE garmo FARRAR h. W. FAUST h. L. HUBBARD t. M. PATRICK 'W. R. RICHARD T. P- SAN DS F. B. ZIENTY O I I J. E. SMITH - JFQ Pd J. A. MULLENDORE-WGK I I W. B. HINCHCLIFF-NITRC I I H. W. KILBOURNE-NITRO x R'.H. Spuering x P.B.Hodges x G.A.Hippe x R,,E,Soden x L.W.Spranael x W. Prastka _______________ V- * To Rocoivo Details Section TITLE: Long Range Sewer Plan - WGK Plant Part I 0 Storm Water Disposal PERSONN EL: J, W. Caskey, C. N. Stutz (R,, E. Howard) PROBLEM: To determine the most economical long range method for disposing of srorrn water In Monsanto Village. miiimhk CONCLUSIONS: 1. The present method of handling storm water by ponding and con trolled discharge to the river should be continued until more intensive use of the land in the Village makes this method un economical . 2,, When ponding is no longer desirable, the feasibility of using Dead Creek or an alternate route as an open channel to the river should be investigated, 3= If an open channel is not feasible, then a closed sewer should be built to carry storm water to the river via the most economical route, PAUL HODGES DEPOSITION May 31 - June 1, 1994 EXHIBIT NO. 10 rpo l13159 C . CONFIDENTIAL 82-CV-204-WDS HARTOLDMON0006684 EA No, 1.455 Report No. 1 November 27, 19c3 Page 2 Background The present Village sewer system provides drainage for about 250 acres. Report No. 5* EA No. 4-276 pointed out that the present sewers operating as a pressure system with two surge ponds, and numerous seepage_ponds, are adequate for a runoff of 1.0 cubic feet, per second (cfs) per acre from this area. Future development of the area could cause about 750 acres east of the Terminal railroad to be tributary to the Village sewers. Seepage ponds are an Important part of the present Village sewer system. The top layers of soil In the Village area are generally porous. A typical test well profile shown on page 3 indicates that the top layers of soil are silty sand or sandy clay with lenses of clay. Although local areas may contain enough clay in the top soil layers to make the ground almost impervious, most of the Village soil takes water readily. Lysimeter tests conducted on a five foot thick soil sample from the vicinity of the Village pump station indicated a seepage rate in excess of 75 Inches of water per year. Areas now being cultivated or that are covered with vegetation have little or no present runoff. Future development which closes seepage ponds will cause runoff from areas not now contributing wa ter. . Horner and Shifrin recommended Dead Creek as the ultimate outlet for storm water in their 1952 report on the Village sewer system. Area Drainage Pattern The map on page 9 Indicates that natural drainage in the Monsanto Village, East St. Louis and Cahokia areas is essentially parallel to the river. East St. Louis has Intercepted this drainage pattern and constructed two major sewers to the river, just north of Monsanto Village. The present Village sewer system also Intercepts this natural drainage. Cahokia has no storm sewer system, but uses Dead Creek and open ditches for drainage, which drain to a drainage ditch south of Cahokia, and then to the river. Dead Creek is the primary natural drainage facility in the Monsanto Village and north west Cahokia areas. Four principal Monsanto Village drainage areas are shown on the drainage pattern map, page Area A Is west of the main levee, and although natural drainage is parallel to the river, the probable best route for future drainage would be direct to the river. The natural drainage for Area B is south to the Cahokia slough. This . area is now reserved primarily for waste treatment purposes. Should drainage facilities be necessary in the future, they may be connected to the existing system. CER 1131.60 CONFIDENTIAL 2-CV-204-WDS HARTOLDMONOOQ6685 TY^/AA/ A6>// AASA/6 A 3 d/o --------436 9A> 'L/ t-**4lS 64fi/) 6C9Y 490 3#A/D/ 6/6/ Si 396 -------------- -- S/77/ 5AAYO K 61,9/ STfi/A.t/ 5 399 X N X 336 $ '<* 3CM 6/67/ V V? 330 ----------- ------ 1 | ----- . X X X 3 96 A.W . &4A/0 373 3To 6 60AX6/ 66MD asaswms/ - rs*r Mmc ` TM~~ TATTS 1/4676 AmA CER 113161 CONFIDENTIAL 2-CV-204-WDS HARTOLDMONOOO6686 EA No, E-U55 Report No 1 Novemher 27, Page 4 1963 Area C is the major area on the map, and encompasses in excess of 700 acres between its north boundary and Judith Lane. This area i.s naturally tributary to Dead Creek. Area D includes the north WGK plants and is drained naturally toward the north. The pattern of natural drainage for this area should be maintained if possible. Alternate Drainage Systems Pour alternate methods of handling future storm runoff from Area C were considered as follows; I. Continue the present system of surge ponds and seepage ponds, adding capacity as required. II. Construct box sewers to carry all storm water to the river via a route essentially perpendicular to the river. III. Use Dead Creek in its present location or along an alternate route as an open channel to carry storm water to the river, IV. Construct box sewers in the present Dead Creek channel and use it as an enclosed sewer to the river. The future drainage for area D should Involve ponding in the existing ponds until the pond areas are to be developed. At that time, a storm water sewer can be connected to the East St. Louis system, Basic Features of Area C Alternates Alternate I maintains the present concept of ponding. As such, it is an intermediate* rather than a long range method of storm water disposal. It requires no major sewer construction, but will eventually require additional pond capacity. The Dead Creek and 1.9th St. surge ponds will be used until it becomes necessary to abandon them. When sufficient pond capacity can no longer be made available* a different method of storm water disposal must be used. Alternates II, Til, and IV involve eliminationcf the present ponds shown, on page 21 The primary ponds now in use, their approximate drainage areas, their type, and possible methods for their elimination are as follows; Pond. No, l) The Dead Creek surge pond drains about 202 acres, which includes 45 acres from south WGK. The future drainage area, in cluding ponds #3, #4, and #5, could be about 403 acres, while CER 113162 CONFIDENTIAL i2-CV-204-WDS HARTOLDMONOOQ6687 EA No, U-U55 Report No, 1 November 27, 1963 Page 5 inclusion of Pond # 2 would increase the drainage to about 525 acres The surge pond may be eliminated by methods shown on pages 12 and : 7 Pond Nc..2) The 19th St, surge pond drains about 117 acres from Socony and tax lot A. Elimination of the pond would reqtiire a sewer to MH # 2 or to Dead Creek as shown on pages 14 and 15. Ponds No, 3) Midwest Rubber and Darling Fertilizer seepage ponds have a tributary acreage of about 40 acres of which 3 acres are in tax lot F. The shortest route for elimination would be a sewer to Dead Creek, Ponds No, 4) T. J. Moss seepage ponds serve about 68 acres, and are also used for sanitary and process waste. A sewer to Dead Creek would eliminate the ponds. Pond No, 5) A seepage pond on the northeast end of Queeny Ave, serves about 63 acres. A sewer to Dead Creek would eliminate the pond. All four alternates for draining area C require use of the existing sewer system, and construction of a new United States Corps of Engineers (USCE) pump station near the Monsanto Village pumping station. The new pump station must at least be capable of handling dry weather flow and some storm water. Under alternate I, storm water is drained from the surge ponds at a controlled rate, but must go through the pump station. Under alternate II, the USCE pump station to be built near the present Village pump station may be given added capacity and the sewers constructed along the present route, or an entirely new sewer system and pump station may be built for storm flows. Alternate III requires enlargement of the Levee District pump station if the route is along Dead Creek, If an alternate open channel route is taken, a new pump station is required. Alternate IV requires enlargement of the Levee District pump station on the south end of Dead Creek. Basis of Calculations Calculations are based on the conditions described in Report No, 5, EA No. 4=276. On a five year frequency, a storm of 2.5 inches per hour for 4p minutes, and 1.0 inches per hour for three hours may be expected. The 2.5 inch per hour storm and 40$ runoff causes a Cl = 1.0 cfs per acre while the 1.0 inch per hour storm and 50$ runoff cause a Cl = 0.5 cfs per acre. Although alternate I proposes maintaining the present system of ponds, some added capacity would eventually be necessary. As pointed out In the previous report, the storm duration affects pond capacity more than does intensity. CER 113163 CONFIDENTIAL 92-CV-204-WDS HARTOLDMONOOO6688 E, A, No ^ -"-53 Report No i November 27, 1963 Page 6 The 19th Street surge poni now serves Socony and north WGK,, Under alternate I, north WGK ponds north of the plant,, leaving rhe 19th Street pond for Socony and Lot A, The present pond is large enough to handle a Cl = 1.0 for 45 minutes from lot A and Socony. For storms of longer duration, more pond capacity would be required to prevent exceeding elevation 407.0 at MH#9. An earlier section stated that Dead Creek drains about 202 acres including 45 acres from south WGK. This acreage encompasses ail land adjacent to the creek on the east and west, between Judith Lane and the Alton and Southern Railroad. Report #5, EA 4-276 con sidered only 43 acres along the creek as presentlycontrxDuting drainage, plus a back flow from MH#24 of 54 cfs at Cl = 1.0. As the area along the. creek is developed, more water will reach the creek., In the future, therefore, it may be necessary to Increase the ponding capacity. For alternate I then, the hydraulic grade line (HGL) would be elevation 407.0 at MH#9, elevation 402.8 at the north end of Dead Creek and elevation 394.0 at the pump station with a Cl = 0.5 cfs per acre for three hours, which would cause a fourfoot depth of water in the ponds. In alternates II, III, and IV, the HGL Is elevation 407.0 at MH#9v elevation 402.4 at the north end of Dead. Creek and elevation 394.0 at the pump station used for each particular alternate. The elevation 407.0 at MH#9 allows 0.5 feet free board on the Socony API separators. The 402,4 and 3Q4.Q elevations are consistent with elevations shown In Report y5, FA # 4-276 for Cl = .1 .0 cfs per acre. The 394.0 elevation 13 tnc '.uoAimum HGL at the present 1) lage pump station consistent with maximum capacity of the present sewer system. All calculations assume adequate pump capacity. Cost of Alternates for Draining Area C Alternate I Continue the present system of ponding, adding capacity as required. Pond sizes a 'e those required in the future to handle a Cl = 0.5 f or three ho irs . Aid capacity to 19th Street pond to handle 117 acres Aid capacity to Dead Creek pond to handle 408 acres I lpe overflow from MH#26 to Dead Creek $ 60,0C0 200,000 1.00,000 4 jt-al basic ost of Alternate I $360,000 Alternate II Construct sewers to carry all storm water to the river. In a. path essentially perpendicular to the river, CER 113164 CONFIDENTIAL 92-CV-204-WDS HARTOLDMONOOQ6689 E,A,, Mo. 4-455 Report No. 1 November 27, 1965 Page 7 Sewers from Dead Creek to the river (see p. Sewer from MH#9 to Dead Creek ^see p, 15,1 Pipe overflow from MH#26 to sewer from MH#9 Total basic cost of Alternate II $3,870,000 450,000 50,000 &4,370,000 Alternate III # Use Dead Creek or an alternate route as an open channel to drain all storm water to the river. Open cnannel to River (see p,, 13) Pipe overflow from MH#26 to 3ewer from MH#9 Sewer from MH#9 to Dead Creek (see p. 15) $1,300,000 50,000 450,000 Total basic cost of Alternate III $1,800,000 Alternate TV Use Dead Creek as an enclosed sewer to drain all 3torm water to the river. Enclosed sewer along Dead Creek to River (see p.12l$13,000,000 Pipe overflow .from MH#26 to sewer from MH#9 50,000 Sewer from MH#9 to Dead Creek (see p. 15' 450,000 Total basic cost of Alternate IV $13,500,000 Discussion of Alternates for draining Area C CER 113165 The total basic cost figures show costs for equivalent drainage ability for each alternate, but do not include allowances for pump stations or lateral sewers. Alternate I would require pump station capacity of about 200 cfs while II, III, and IV would require about 750 cfs capacity. Alternate I requires the least number of lateral sewers and II, III, and IV each require essentially the same laterals. Under any alternate It will be necessary to use the portion of Dead Creek between Queeny Avenue and the Alton and Southern Rail road as a sewer. The creek may be open or enclosed, as long as adequate capacity is provided. Alternate I appears to be the most economical method of handling storm water, followed by III, II, and IV. As long as land is available for ponds, alternate I is the most economical. Should it be desirable to close the ponds, alternate III would be the next most economical method. . Dead Creek provides a natural route for an open channel to the river. The cost of an alternate open channel route from Dead Creek west to the river, is of the same order of magnitude CONFIDENTIAL 92-CV-204-WDS HARTOLDMONOOQ6690 E.A. No. 4-^55 Report No. 1 November 27 . 19-53 Page 8 Lf it is not feasible to use an open channel to the river, then alternate II is more economical than alternate IV. The best location for a sewer to the river Is probably just south of the south Village limits. This location would allow maximum use of natural drainage. Dead Greek would act as an Interceptor and the main sewer would run from Dead Greek west to the river. The cost of a sewer along this route would be of the same order of magnitude as the cost developed for a sewer paralleling the present VLllage sewers. Discussion of Methods of Eliminating Dead Greek Pond The discussion for Area G alternates includes all pertinent comments on the Dead Creek pond. Discussion of Sewers for Elimination of 19th Street- Pond Costs for eliminating the pond by two sewer routes are shown. There Is no present hydraulic advantage over either route, nor is any hydraulic advantage gained by eliminating the 19th Street pond. If, the 19th Street pond should be eliminated, the most economical route is to Dead Creek. This route, also, fits Into the scheme to use Dead Creek as an open channel to the river or to use the creek as an Interceptor for a sewer direct to the river Discussion for Alternates for Area D Natural drainage for area D is toward the north. A portion of this area Is now drained by the Village sewers which Intercept the natural drainage. The Village sewers are not adequate t0 provide drainage for the entire area D. Future storm drainage facilities should take advantage of natural drainage and use the seepage ponds along the Illinois Central Railroad. Industrial waste water should still be taken to the village system. If and when, It becomes necessary to eliminate the ponds, they can be drained to the East St. Louis sewers. Conclusions CER 113166 L. The present method of handling storm water by ponding and controlled discharge to the river should be continued until more Intensive use of the land in the Village makes this method uneconomical. 2. When ponding is no longer desirable, the feasibility of using Dead Greek or an alternate route as an open channel to the river should be investigated. 3. If an open channel is not feasible, then a closed sewer should be built to carry storm water to the river via the most economical route. J. W. 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