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""~~ ,_:r c. Structure No.5 at station 354+00 would convey interior drainage water under U.S. Highway 50. This culvert would consist of two 60- i nch-d i ameter 10-gage corrugated meta I pipes, each 72fee.f long. d. Structure No.6 at station 390+50 would convey interior dra I nage under the Arkansas Va Iley Branch line of the AT&SF. Th i s culvert would consist of three 60-Inch-diameter 10-gage corrugated metal pipes each 50 feet long. . e. Structure No.7 at station 458+00 would be the outlet structure through the levee for d i schargefrom the right bank dra in ditch and runoff from Area G (660 c.f.s.). This structure would con- sist of four 60-inch-diameter 10-gage corrugated metal pipes each 78.5 feet long. The lands i de ends of the pipes wou Id be equ ipped with cast- Iron sl ide gates with manual I ifts and the riverside ends with auto~tic flap gates. A pond i ng area of 60 acres with a capac ity of 60 acre-feet would be required, as shown on plate 3. f. Structure No.8 at station 37+50 would be the interior drainage outlet for the left bank levee. This structure" would consist of one 60- i nch-d i ameter 10-gage corrugated meta I pipe 68 feet long, equipped with a cast-iron slide gate with manual I if 'I' on the landside and automatic flap gate on the riverside. A ponding area would not be requ ired. 17. SEWAGE PUMPING STATION.- The Las Animas sewage treatment facility is located approximately one-half mile below the town on the right bank of the Arkansas River. The sewage is del ivered in a 10- . Inch forced main from a lift station In the city and treated iM3 open sewage lagoons. Each lagoon is 6-2/3 acres in size with a maximum depth of 8 feet, including 3 feet of freeboard. The lagoons discharge I nto the Arkansas River through open ditches wh ich wou I d 'be cut off by the right bank levee. It is proposed to provide a 10-inch pipe through the levee to accommodate gravity discharge from the lagoons during periods of low flow in the Arkansas River. During periods of high river f lows, the sewage discharge would be pumped over the levee.' Two 210-g.p.m. electric-powered weatherproof pumps would be instal led, one of which would serve as a standby unit. The capacity of one pump would be adequate to discharge the average flow at the sewage treatment lagoons. Hous i ng to protect the pump I ng p I ant wou I d not be requ I red. . 18. CONSTRUCTION MATERIALS.- Twelve auger holes were dri I led in the flood plain in the vicinity of Las Animas to determine suitabi lity of available materials for levee fill. Depths of the auger holes varied from 7.to 14 feet. Drilling depths were generally limited by the elevation of the ground water table at the time of the investigation. The locations of these holes are shown on plates 2 and 3, and graphic logs are shown on p I ate 2. The subsurface mater i a I s Ii loog the levee al ignment consist of a variable thickness of relatively impervious fine-grained soi I classifying as clay (CH or CL) and sandy clay (CL) A-5 RI/28/64