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CONTROL STRUCTURE LITTLE SIOUX RIVER, IOWA Hydraulic Model Investigation By

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CONTROL STRUCTURE LITTLE SIOUX RIVER, IOWA Hydraulic Model Investigation By TECHNICAL REPORT NO. 2-762 CONTROL STRUCTURE LITTLE SIOUX RIVER, IOWA Hydraulic Model Investigation by T. E. Murphy February 1967 Sponsored by U. S. Army Engineer District Omaha Conducted by U. S. Army Engineer Waterways Experiment Station CORPS OF ENGINEERS TECHNICAL REPORT NO. 2-762 CONTROL STRUCTURE LITTLE SIOUX RIVER, IOWA Hydraulic Model Investigation by T. 2. Murphy February 1967 Sponsored by U. S. Army Engineer District Omaha Conducted by U. S. Army Engineer Waterways Experiment Station CORPS OF ENGINEERS Destroy this report when no longer needed. Do not return it to the originator. The findings in this report are not to be construed as an official Department of the Army position unless so designated by other authorized documents. FOREWORD Model investigation of the control structure for Little Sioux River was authorized by the Office, Chief of Engineers on 25 May 1962, at the request of the U. S. Army Engineer District, Omaha. The study was conducted in the Hydraulics Division of the Waterways Experiment Station during the period July to December 1962. The investigation was conducted under the general supervision of Mr. E. P. Fortson, Jr., Chief of the Hydraulics Division, and Mr. F. R. Brown, Chief of the Hydrodynamics Branch, and under the direct supervision of Mr. T. E. Murphy, Chief of the Structures Section. The engineer in immediate charge of the model was Mr. E. S. Melsheimer, who was assisted by Mr. B. P. Fletcher. This report was prepared by Mr. Murphy. During the course of the investigation Messrs. E. R. Bloomquist, W. M. Linder, H. E. Hormann, and V. S. Horihan of the Omaha District and Mr. D. C. Bondurant of the Missouri River Division visited the Waterways Experiment Station to discuss model results and to correlate these results with design studies. Director of the Waterways Experiment Station during the testing program was Colonel Alex G. Sutton, Jr., CE. Director during preparation of this report was Colonel John R. Oswalt, Jr., CE. Technical Director was Mr. J. B. Tiffany. iii CONTNTS FOREWORD 0 0.. ... , ii i CONVERSION FACTORS, BRITISH TO METRIC UNITS OF MEASUREMVENT ... .... vii PART I: INTRODUCTION ...... ..... ... ... .. ..... 1 Pertinent Features of the Project ...... .... ...... 1 The Control Structure.......... .... ....... 1 Purpose of Model Study........................2 PART II: THE MODYEL.... ...... ................ 3 Description.... ... .... ................ 3 Model Apparatus... ....... ............ Scale Relations. ........................... 4 PART III: TESTS AND RESUJLTS. ................. 5 Preliminary Tests. ................. ....... 5 Riprap Requirements. ................. .. .... 5 Approach Channel Roughness.....................7 Recommended Structure ........................ 7 PART IV: DISCUSSION ............................ 9 PHOTOGRAPHS l-4~ PLATES 1-5 V CONVERSION FACTORS, BRI TI SH TO METRIC UNITS OF MEASUREMENYT British units of measurement used in this report can be converted to metric units as follows: Multiply y To Obtain inches 25.)+ millimeters feet 30.148 centimeters miles 1.609344 kilometers pounds 0.45359237 kilograms pounds per cubic foot 16 .0185 kilograms per cubic centimeter cubic feet per second 0.028317 cubic meters per second vii SUMMARY The control structure in the Little Sioux River in Monona County, Iowa, was designed to provide nonscouring velocities upstream in the channel and on the channel berms between the levees. The structure consists of a rectangular concrete drop in the central channel flanked by rock sills on the berms. Tests on a 1:30-scale hydraulic model were concerned with ca- pacity of the structure, effectiveness of the concrete drop, and adequacy of the rock protection for the sills, channel, and berms. Model tests verified the adequacy of the concrete drop and the over- all capacity of the structure. Modification of the riprap plan was re- quired in certain areas to prevent failure and was recommended in other areas in the interest of economy. ix -N-I VICINITY MAP MONONA COUNTY HARRISON COUNTY SCALE IN MILES 2 0 2 4 Fig. 1. Location map CONTROL STRUCTURE, LITTLE SIOUX RIVER, IOWA Hydraulic Model Investigation PART I: INTRODUCTION Pertinent Features of the Project 1. The Little Sioux Project is located in Woodbury, Monona, and Harrison Counties, Iowa, along both banks of the Little Sioux River from Smithland, Iowa, to the mouth (fig. 1). The plan of improvement consists of remedial work on the channel and three existing sills at the mouth of the river, and the construction of a channel control structure about 5.75 miles* above the mouth. 2. The provision of a control structure on the Little Sioux is an essential hydraulic design feature of the project. Prior to the construc- tion of the three control sills (1959), channel degradation had progressed upstream approximately 3.5 miles from the mouth. Between 1959 and the present, degradation advanced another 2.5 miles or a total of 6 miles. This erosion and degradation have now advanced so far upstream that it is no longer practical to attempt to control its advance by increasing the stage at the mouth through the use of additional sills at that location. The proposed method of stopping the degradation is the construction of a control structure just downstream of the upper limits of serious erosion. The Control Structure 3. The control structure consists of a rectangular drop in the central channel with a width of 50 ft flanked by rock sills on 158-ft-wide berms extending to the levees. The channel has bottom widths of 40 and 60 ft upstream and downstream from the structure. Channel side slopes are 1 On 2-1/2 and the bed is approximately at elevation 1013.** The weir of * A table of factors for converting British units of measurement to metric units is presented on page vii. ** Elevations are in feet above mean sea level. 1 the rectangular drop (see plate 1) is at elevation 1020, and the berms at elevation 1032 are surmounted by rock sills at elevation 1034. Rock protection is provided upstream and downstream from the structure. The design discharge is 35,000 cfs. Purpose of Model Study 4. The purpose of the model study was to check the overall feasi- bility of this type of structure. Specifically, tests were conducted to: a. Provide data for the adjustment of the concrete crest width, the transverse length of the rock sills on the berms, or the height of the rock sills to produce headwater curves for both present and future tailwater conditions that fall within a specified zone. b. Verify the adequacy of the stilling basin for the concrete drop structure. c. Assure adequate riprap placement to protect the structure and obtain the most economical use of the rock. 2 PART II: THE MODEL Description 5. The model (fig. 2) was constructed to an undistorted scale of 1:30 and reproduced about 700 ft of the channel and berms upstream of the structure, the drop structure, and about 1300 ft of the channel and berms downstream of the structure. Portions of the levees containing the struc- ture were reproduced adjacent to the berms. The approach channel and berms were initially molded in sand; later these areas were molded of cement mortar to sheet-metal templates. Prototype roughness was simulated by expanded metal mesh (7/8 in.) placed on the upstream berms. The con- crete portion of the drop structure was fabricated of plastic-coated plywood. Fig. 2. The model looking downstream Model Apparatus 6. Discharge in the model was measured with venturi meters. Water- surface profiles were obtained with a point gage and velocities were measured with a pitot tube. Scour measurements below the structure were made with a portable sounding rod. Tailwater elevations in the lower end of the model were regulated by an adjustable flapgate. Scale Relations 7. The accepted equations of hydraulic similitude, based on the Froudian relation, which assumes gravity to be the predominant factor of flow, were used to express mathematical relations between dimensions and hydraulic quantities of model and prototype. General relations for transference of model data to prototype equivalents are as follows: Dimension Ratio Scale Relation Length Lr =L 1:30 r Area A = L2 1:900 r r Weight L = L3 1:27,000 r r Velocity V = VI / 2 r r 1:5.477 Discharge Qr = L5,r1:4929 Roughness n = Ll/ 6 1:1.762 r r 8. Quantitative transfer of measurements of discharge, water-surface elevation, and velocity from model to prototype dimensions by these scale relations is considered reliable. Experimental data also indicate that the prototype-to-model scale ratio is valid for scaling riprap in the sizes used in this study. However, scour tendencies in the sand bed of the model are valid only for purposes of comparison and to indicate critical scour areas. PART III: TESTS AND RESULTS Preliminary Tests 9. Design of the rectangular drop structure (plate 1) was based on results of model tests on similar structures for the Gering Valley Project.* In the present tests, observations revealed the desired types of flow condi- tions in the rectangular drop and this was considered verification of the adequacy of this element of the control structure. Also, preliminary mea- surements indicated the capacity of the structures to be about as antic- ipated. Thus, calibration was deferred pending development of a recom- mended riprap plan. Riprap Requirements 10. Tested at various locations in the model were three sizes of riprap with individual rock sizes as follows: a. Derrick stone. Maximum size 2000 lb, minimum size 800 lb. b. 250-lb riprap. A graded mixture with 250-1b rocks as the median and 650-lb rocks as the maximum. c. 80-1b riprap. A graded mixture with 80-1b rocks as the median and 250-1b rocks as the maximum. The rock used in the model to simulate the riprap described above was a limestone with a specific gravity of 2.63 (164 pcf).
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