126 959 RED CEDAR RIVER IMPROVEMENT Thai) for the Dem; o: a s.- MICHKSAN STATE COLLEGE Karmit A. Stevenson ' 1940 1111111! mnmnunmmmmm 311293 00994 PLACE IN RETURN BOX to remove this checkout from your record. TO AVOID FINES return on or before date due. .II D Jbllli1s.c. a ..F.HII.§LIFrI..'. ( an “of ,FS _ onwf.m.-f.l$?;. . _.. 9L1 . RED CEDAR RIVER IMPROVEMENT A Thesis Submitted to The Faculty of MICHIGAN STATE COLLEGE of AGRICULTURE AND APPLIED SCIENCE by \ .1 .." 3,. L ,_.v Kermit A; Stevenson m Candidate for the Degree of Bachelor of Science June 1940 THESIS III; ' . V i'. U ACKNOWLEDGEMENTS For inspiration and help necessary in the preparation of this thesis. the writer is particularly indebted to Professor C.M.Cade. Other members of the Civil Engin- eering Department who gave valuable assistance were Professor C.L.Allen. Professor F.R.Theroux. and Mr. '.J. McFarland.Jr. TABLE OF CONTENTS Introduction . . . . . . . . . . . . . . Description of Project . . . . . . . . . Object . . . . . . . . . . . . . . . . . Fieldwork and Data . . . . . . . . . . . Determination of Fall. . . . . . . . . . Elevation of Bottom of Upper End of New Channel . . . . . . . . . . . . . . . General Conditions . . . . . . . . . . . The New Channel Cross-section. . . . . . The New Profile of the River . . . . . . Effect of Cut-off on Flood Height. . . . Erosion and Silting . . . . . . . . . . Conclusion . . . . . . . . . . . . . . . Page 1 Page Page Page Page Page Page Page Page Page Page Page Page GOPUN 10 11 ll 12 15 flipji.’ 1 gill. z Li til.» 5.... v ‘ h v r . Mauiva ,1 INTRODUCTION Relief from floods along the lower reaches of the Red Cedar River has been desired for many years. Almost every spring the lands between Harrison Road in East Lansing and Pennsylvania Avenue in Lansing, Michigan, are flooded over a considerable area. Recreational facilities, parks, and small homes are affected. Usually, extent of damages is not very great, but development of this section, which is for the most part outside the city limits of the two cities, is re- tarded considerably. In 1938 plans were drawn by the Ingham County Road Com- missioners for the construction of a cut-off channel and a road capped dike between the Kalamazoo Street bridge and the Pere Marquette Railroad bridge. The cost is shared by the Ingham.County Board of Supervisors, who initiated the project, the Ingham County Road Commissioners, whose engineers were appointed to carry out the work, and the Federal Government. The purpose of the project is twofold; first, to provide a river drive and extend the county system of roads; and second, to secure protection against floods by means of dikes and a cut-off channel. One-half of the eighty foot width of the channel was ex- cavated below Kalamazoo Street to within one thousand twenty- tfla feet of the Pere Marquette Railroad bridge. In the latter distance the one-hundred foot wide channel was ex- cavated only down to the water-table. Page 2. The full width of the channel was excavated for a short distance below the Kalamazoo Street bridge before operations were discontinued for the winter. It was not untilafter the spring flood on March 30 and 31, 1940 had eroded the narrow channel banks that work was resumed. DESCRIPTION OF PROJECT Upper Channel: Length Top width Bottom width Average depth Profile lepe Lower Channel: Length Top width Bottom width Average depth Profile lepe Road Capped Dike: Top width- Riverside slope Landside slope Grade Connecting Bikes: Top width Riverside slope Landside slope 2660 80 40 10 0.111 1020 100 60 10 0.111 feet feet feet feet percent feet feet feet feet percent feet to l 2%,- to 1 Flat 10 3 2 Page 3 feet to l to 1 menfl—m*ve.- -...‘.-......- —- ...-... .. . . . C HANNEL I /939 l9lé> I827 PHOTO No. .3 (ton damn N’- ’4 RED CEDAR RIVER ' IMPROVEMENT NEW AND OLD CHANNELS "riniiiiii‘rii ~ 'SCALE m FEET iin-Soofi. The top of the road and connecting dikes are to have a height equal to the elevation reached by the 1918 flood, which was about 830 feet above sea level. The cut-off channel follows a straight course, except at each end, where a long radius bend is introduced to provide a smooth trans- ition to the old channel. The distance between the center- lines of the new channel and the dike alongside is 100 feet, which provides a berm ranging from 15 to 30 feet in width. The soil in the vicinity of the river is of sand. A small amount of gravel in the sand begins to appear at about 7 feet depth. A motor driven dragline excavator is being used to dig the channel. Plate I shows the meandering course of the old stream, and the location of the cut-off channel which is designed to take its place. OBJECT The plans call for a channel about ten feet deep, cross- sectional area of 600 square feet, and a fall of four feet in the 5680 feet of length. Computations revealed that for one-half to full capacity, mean velocities from.four and one- half to five and one-half feet per second would be obtained. These velocities would be prohibitive in the sandy soil, for excessive erosion would occur. The question, then, was: What is the actual fall be- tween Kalamazoo Street and the Pere Marquette Railroad? Page 4 ‘ . .';/m~'-\an-:n e. 1 _ _ “1.- _.... . .. "T' .....__ ._._ -_.... .r............... ._ -..._...._-._--....__ in“... -._,.._._.. . .. . D|KE - . N F LD CHANNEL /_,,V.5 BA K o o u _- -—-- \J , . 3‘: 9 33 " \\\“ U :33 3‘5 '. I \\\\\‘\\ 52.0 43/9" - 0‘ u 029 .I 326-0 I \m‘ {3' 0.: v 1 \\\\ 2.2 /l-‘ ' u“ 2.. E/ as \\ (a ' \ ~ # \\\ A :.g . 59/ T' - ~ I ’ \ \ \“\ ' 2173/ 53% ~\ ‘ ‘ ” \\\\\\ 'EK—th'xog 61 3-? O ' . ' \ “ : : -I— I ’ / I I I 3,: Or " no. 12. : No." 3o.o \ \ RED CEDAR \ \GOLF COURSE ‘ l ‘ I II I I I I H 1 \ 1 \ \ \ .. .. l 2.3:32..~:222.;\::;.;; /\ N~NN~N~'°""" ‘/’ awoken-”\oul‘ ‘. s O «90’ “$3333 u:::::“:\'1 «~33, -‘“‘\- M 3;;;wuoo4°°4d ‘1 O \D ,,_..-s=»°‘3.13~ ‘3‘“..wa -r"::‘ 0“: ,. 2w" 2 ,0 \ 00° . . . 9.093359“. O’pc‘f‘g 4 00? 23%“. I» ‘0'. 0) N E I M V’ \N A: "C In .1 i .I (~01 R " ‘3 I } “’3 w’, I I “6:? quuumuw ovIovaNNo W9“? . . ~ nflhmuuw" ”uses . - A» I f I I ’r I 6 I I , ’ I f. ) f r r A“ f f m I u ( '. ° \\\ g} / Q 1 t1 \ \ x§g 1.6 ,, :21 6-09 \\\\\ / v.) i I \ \ {:22 d” I; 1.: ‘3 2,; Ina NM L, w x .. I at; Ht 1,140 gzxx—Rig II IIIIIIIIIHIIHHI‘W‘ 4.1., . ___ -/—-—--—"'—,;5 WI r .. ‘I. 825 -. \ \. a... o o a 9 .7 My; ' / v ‘7‘. ‘ szez 325.2 [ff-3:335; 5:2" .- \ \ A 825.4 ‘ngsa vA—v 13;, 3230 {g} 825.2. «5;? 8245 8 R E D C E DAR RIVER Q. 33 \ \\ “33’ (of)? 9;. \‘ 53 N IMPROVEMENT .\ \ 821.6 < {2% . fl 5 JUNCTION OF r" ' < .J <[ x I V \. NEw AND OLD CHANNELS I -, \ I940 32cc 3.... fiSfrtrtrczazzzttggfzfi’fifi’fi81“»8398 .« ‘ 1 l0 5 o 1 2. 5 4 5 6 7 8 9 10 ' I , , / I I I / a . I....I....l I I I l I I ' I" I / (:53 1 I . SCALE IN FEET useo / / ,9 I I i 1‘ I . / / ' I NO“ Saundings Arwe Referred f0 Wafer Surface Elev. 520.0 Ff- ! I . / / /’ i I , . f/ . PLATE II I .— 1....-41i.--‘ II I ..I . . It .. I ....a:oi.?i...§illilli Field measurements were taken to determine this fall. It is the purpose of this paper to describe the work undertaken, and to consider the information obtained. FIELD WORK AND DATA The fall will depend on.the average cross-sectional area and the mean depth at either end of the project. Five cross-sections, one hundred feet apart, were taken Just above the Kalamazoo Street bridge in the old river channel. In a similar manner, cross-sections were taken be- low the Pere Mhrquette Railroad bridge. Soundings were taken two feet apart, and the location and elevation of the banks was found by the transit and stadia method. The elevation of the water surface was read on a gage at the time soundings were taken. The difference in elevation of the gage zeros above and below the bridges depend upon a carefully run line of common levels in each direction between existing benchmarks. The elevation of the benchmark "Brass Pin" on the southwest abut- ment of the Kalamazoo Street bridge was found to be too high by 0.53 feet. All elevations mentioned in this paper will de- pend on the benchmark N-S, on the northwest abutment of the Pere Marquette Railroad bridge, elevation 837.40, (1929 datum), given by the Lansing City Engineer Office. A check line of levels was run from B.M. N-S to B.M. Brass Pin, and then to B.M. K located on the Harrison Road Page 5 TABLE 1. DESCRIPTION AND ELEVATION CF BENCHMARKS B.M. Brass Pin is located on the southwest abutment of the Kalamazoo Street bridge across the Red Cedar River, being the top of one-half inch brass pin placed vertically into the concrete. Elevation - 827.38 feet. B.M. Tower is located on the transmission tower near the Kalamazoo Street bridge, being the head of the uppermost bolt on the south face of the southwest leg of the tower and one half foot below ground surface. Elevation - 825.94 feet. B.M. Bolt Head is located on the transmission tower just east of the intersection of Detroit and Harton Streets, being the head of the uppermost bolt on the south face of the southeast leg of the tower and one foot below ground surface. Elevation - 823.60 feet. B.M; N-3 is located on the north end of the west abutment, P.M.R.R. Bridge across +he Red Cedar R. 1.4 feet below rail and 7.0 feet north of north rail, being a two inch square cut in the concrete. Elevation - 837.40 feet. B.M. 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I , I_0|4I9II..I.w .V I. . - - W. . .V.I.7 . . .. PIL- rI-4I4-. .« .- .I-VIII .OII4 . ..... .. ..--.4- . . .. . j . . . . _ . _ . 1.4 0.. . f . I . . . -I«|IO|I -.|o-IVI LI+|4| .I fl 0 I . -.-I-IIIII. IIIII TAO I I ...-Q. -- I I .§.&_ ‘ I | . II? 4.0;. 531'? VIII-i I IILI..I|.!.I . _ I o I..|Iv. V 9|. _ .PII.-I|4 . . ALII4- 4 . +1! "Iqll.IIo-I“| .I I. bridge. The elevation of B.M. K, as determined from B.M. N-S, agreed very closely with the elevation given by the Civil Engineering Department of Michigan State College; thus showing that B.M. Brass Pin is too high by 0.53 feet. The elevation of the low steel as given on plans for the project is also too high by the same amount. Description and elevations of the benchmarks are given in table I. A new benchmark was established at the Kalamazoo Street bridge, and another 2500 feet below the same bridge. At the time of the Spring flood of march 50 and 31, 1940, and at times of normal water level before and after the flood, the water surface elevation was found at both bridges. This data is shown graphically on plate Ii. DETERMINATION OF FALL The cross-sections are plotted as shown on plates III, IV, V, and VI. The stages, average areas, and average mean depths are: Upper End Lower End Soundings referred to stage 820.0 ft. 818.0 ft. Assumed bankfull stage 825.0 ft. 822.0 ft. Average area 483 sq. ft. 562 sq. ft. Average mean depth 7.00 ft. 6.22 ft. From the above data, it is desired to compute the fall. Some assumptions will be necessary. The retardation effect is assumed the same at either end, since the bottom and sides Page 6 of the channel are nearly similar. For channels flowing full, but not overflowing, the discharges will be equal. It is also assumed that the lepe of the water surface is the same at either end. This is borne out by observations made by Stickle and Strouch in 1925 as shown on plate IA. Let Q1 = V1 A1 and V1 - Cl WffiifSEbe the equations for discharge and mean velocity at the upper end; and 02 = 72 A2 and V2 2 02 \[§;_§g be the equations at the lower end. Q, V, A, C, R, and S are the conventional symbols for dis- charge, mean velocity, area, discharge coefficient (retard- ation), mean depth, and slepe, respectively. Since Q1 3 Q2 A1 Cl .VR—l—é—l : A2 C2 \IRa S2 dropping the constant terms, the relation is A1_\j—R—1= A2 W substituting the values for a bankfull stage in Al \lRl and \le,we have 485 7.00 2 A2 “6.22 which gives A2 = 515 sq. ft. This value is less than the area 566 sq. ft. by 55 sq. ft. Therefore, the area, A2, and the mean depth, R2 must be adjusted to give comparable values at either end. For the average width of channel of 90 feet, this would reduce the mean depth by.%% , or 0.59 feet. R2 becomes 6.22-0.59, or 5.65 feet. With this new mean depth, (corres- ponding to A2 equal to 515 sq. ft.) another value for A2 is Page 7 obtained. By successive approximations in this manner, A2 becomes 529 sq. ft., and Hz, 5.81 feet. The bankfull stage for this area and mean depth must be reduced by the diff- erence between the original and derived mean depths, 6.22-5.6l, or 0.41 feet. This gives a bankfull stage of 818.00-0.4l, or 817.59 feet. The fall, then, is 822.00-817.59, or 2.41 feet. COMPUTATIONS FOR ELEVATION 0F BOTTOM OF UPPER END OF NEW CHANNEL The mean depth for bankfull stage in the new upper channel is 7.5 feet. It is desired to find the elevation of the bottom of this channel which will give a smooth con- nection to the old channel above. This condition practically would be met if the areas and mean depths were made equal. By successive approximations, made similar to those in the computation for the fall, the mean depth was found to be 6.55 feet. The depth of water in the new channel correspond- ing to bankfull stage in the old channel would be 10.00-(7.50-6.55), or 8.85 feet. The elevation of the bottom of the new channel would be less than.the bankfull stage of the old channel by 8.85 feet, i.e., 825.00-8.85, or 816.17 feet. If the bottom of the new channel is given a fall of four feet in its length, it will be too low at the other end by 4 - 2.41, or 1.59 feet. Page 8 GENERAL CONDITIONS The laws which govern the flow of water in Open channels are subject to ever, varying conditions from one place to an- other. An inspection of the profiles and the plot of river soundings reveal the wide fluctuation in cross-section and depth over a short distance. Bends and variation in the channel surface further complicate the flow. Therefore, only average values of area, mean depth, slope, and retard— ation coefficient (which varies with mean depth and 310pe and represents the friction and eddy current loss), should be used in any attempt to express these laws. Further, only relatively long stretches of river should be considered. Long study and observations are required in order to under- 'stand the behavior of any particular stream. In nature, the factors which govern the flow in a river are ever changing, butthe changes are slow. For any part- icular time a balance is struck between these factors. Some of the factors are the size and kind of material; the climate; amount, distribution, and concentration of rainfall; and type of vegetation. Thus, in a particular locality, a river will assume a certain length, lepe, and cross-section. Man may alter this balance by construction of cut-offs, dikes, piers, and so forth. When he does so, the river ad- justs itself to these new conditions either to his benefit or detriment, (floods and erosion). Page 9 Man's interference with the natural condition of the Red Cedar River can be seen on Plate I. First the two railway embankments and bridges were constructed across the wider portion of the river valley. Then the Harrison Road bridge. More recently, the Kalamazoo Street extension with bridge was made over low ground. Today, a straight channel, whose length is one half the length of the winding channel, is being dredged. Dikes have been placed along the Kalamazoo Street extension which will converge the flood flow to the entrance of the new channel. A road capped dike will keep flood waters from in- undating a large part of the old flood plain now built up with small homes. No doubt, the cut-off channel is the most drastic change to be made. THE NEW CHANNEL CROSS-SECTION It is important that the new channel be made to form a connection with the old channel as smoothly as possible. Hogle and Korney in 1955 measured five cross-sections in five different bends of the old river channel. A composite cross-section made up from these five cross-sections for a bankfull stage gave a depth of 9 feet, top width 72 feet, bottom width 45 feet, and area of 500 sq. feet. The new channel, depth 10 feet, top width 80 feet, bottom width 40 feet, and area of 600 sq. ft., is a fairly close approx- imation. The computations above for elevation of bottom of upper end of new channel show that the old and new Page 10 are nearly of the same cross-section. The width of the new channel at the lower end is 100 feet. This joins well with the 90 feet wide lower channel. The effect of the 200 sq. ft. increase in area probably will be offset by the high natural river bottom at that end. THE NEW PROFILE OF THE RIVER The new channel introduces an abrupt change in the river profile at each end of the project. It is generally known that after a period of time the upper end of the channel will become deeper and the lower end will become shallower. Schoklitsch in "Hydraulic Structures" states that the new lepe of the river beginning at the control (river mouth) will be the same as the old slope beginning at a distance above the control equal to the length of the cut-off. The crOSSosections taken at the upper end of the new channel, numbers 8, 9, 10, 11, and 12, indicate that the new channel was not excavated to the project depth (bottom elevation 816.0 feet). This will delay the deepening tend- ency, but may not be desired for reasons which will be dis- cussed under the subject of erosion. EFFECT OF CUT-OFF 0N FLOOD HEIGHTS There is some disagreement among river engineers in regard to effect of the cut-off on flood heights at the lower end of a project. Some believe that the river channel below the cut-off must be improved by deepening and straightening, Page 11 if conditions as bad or worse than those existing originally are to be avoided. Others believe that some lowering of the flood heights will occur in any case. It should be mentioned here that the backwater from the North Lansing Dam, located below the mouth of the Red Cedar River in the Grand River, may have considerable effect on discharges during flood time. Because of the lack of data on old flood flows in this part of the river, the amount of lowering of the flood heights can only be a rough estimate, once the new channel is seen in Operation. The properties above the Kalamazoo Bridge will undoubtedly receive a great amount of benefit. As for the prOperties below the other end of the project, little concern is felt, since this area is flooded each year without part- icular harm. However, in view of success of the lowering of flood heights by means of cut—offs as demonstrated on the lower Mississippi River, it probably would be well worth.the City of Lansing Taxpayer's money to extend the present project to the mouth of the river. Straightening and deepening could be done at a fraction of the cost of the present project. EROSION.AND SILTING Since the areas of the new and old channels are pract- ically the same, the steeper slepe of the new channel will insure sufficient capacity, but velocities will be increased. Based on the fall of 2.4 feet, the average mean velocity in the cut-off channel will be between 5% and 4% feet per second Page 12. for half to full capacity. The mean velocity probably will be somewhat greater at the upper end of the channel because of the steep bottom slepe. In the old river channel, velocities were between 2% and 5% feet per second, which is enough to cause considerable erosion of the river banks. Many of the banks at the bends are protected with stone block facing. W. W. Robey in the U. S. Geological Survey Professional Paper 189E, states that in a stream free to pick up much sand and gravel, as itsvelocity is increased, the unit width load will vary roughly as the third power of the bed velocity. So it can be expected that the rate of eroding of the river channel will be increased two to three times over that of the old channel. It should be realized that the duration of these des- tructive velocities is limited to a few days per year (mod- erate velocities, about four days per year, and high velocities about one day per year). Yet it takes only a few years for the river to shift its course widely in the water-deposited sandy morraine as indicated by the comparison of the present channel with that of 1916 - see Plate I. Attention is called to the photographs which show the river at normal and flood stages. The locations of the photo- graphs are indicated on Plates I and II. According to plans, the old river channels will not be altered. Already their entries from the new channel are being Page 15. closed off by the deposition of sand and gravel. The last two photographs show how these deposits are formed. It is feared that these bends, after once being closed off, will fill up at flood time and remain stagnant. It is interesting to note how'the thread of the stream shifts from one side of the channel to the other. Plate II shows a marked transition just below the Kalamazoo Street bridge. Already a new bend is in the making. In view of these facts it is certain that banks will have to be protected, especially at the upper end, if'the berm and dikes are to be safe. I The sudden enlargement of the contracted opening under the bridge into the wide portion causedaadecrease in velocity with the result that sand and gravel deposited as shown at points A and B on Plate II. The cross section just above the bridge forms a "crossing" which is a shoal section formed midway between two bends, the points A.and B forming the lower bend. That this crossing should occur where converging flood waters will enter the new channel, and so near the bridge, which does not have any too much clearance, elevation 827.47, is unfortunate. Dredging of the crossing probably would bring temporary relief. However, building of shore protection works and dredging at another location may shift the crossing to a less critical section of the river. At point C is shown a small peninsula pointing downsteam. Page 14 This is caused by a small log which became enlodged in the river bottom. Such obstructions greatly effect the flow during flood times. CONCLUSION If the information about the Red Cedar River contained in this paper makes an addition to that already on file, a worthwhile purpose will have been achieved. The field oper- ations resulted in the discovery that velocities in the new channel would not be as great as first anticipated, and that the elevations given for the benchmark and the underclearance of the Kalamazoo Street bridge are in error. Further study of the cross—sections, watersurface elev- ations, and soundings may yield interesting conclusions in addition to those expressed in paragraphs above. There is much that could be done in investigating some of the Red Cedar River problems which were only touched upon .in this article.. When the project is completed, observations of slope of the watersurface could be made, thus getting some idea of the effectiveness of the cut-off channel. Also, silt samples could be taken for estimating the actual load carried. The backwater effect Of the North Lansing Dam might be studied. If full benefit of the improvement is to be realized, it is believed that provision for maintenance should be made. Occasional dredging, removal of obstructions, and repair of the embankments will have to be carried out. Planting and land— scaping can be made to serve the double purpose of prevention Page 15. of soil erosion and beautification of the river. A River Improvement Commission might be formed to carry out a coordinated program.fbr the entire river. Page 16 — ‘ \ I d ‘ ' ' ‘ uh ..§ , " ‘wq ‘\ ' u ‘ t #5 rm: .‘x ~ ‘ I _' t _- ... V J" x l V ',- -'i I n .. ,l ’ y ‘ :3 ' - ' '. T3 , .K. .. _ i "h } ‘ . '7‘ ‘- . I . \ V“: | y ’ Hg. kfi“ ' s’JI \ " i I '3" w." ‘. ‘ I ' . a. n ‘ --' . ‘_ t. b i J: i? 3. I ‘- '. . r "'r v / . U l ' f {ll - '~ (I . __‘ ‘ ~ I ".> k I ‘ ‘ -~. fl 1"? "\ P ‘ ‘ , 0 W‘s-”I & A " l '1‘. .4 . ‘ . B I .-._ I V . (2‘. ‘2:‘ ' ' ‘ r- - -,-..._.;-,.--:, - .‘. ' ' : ... i,- . " ~ & A ”ix . .. ‘ I" l 4, ‘ ‘ J . 7 y .' v I‘ . . /_ ‘l ’ . a: -_ ‘ 1‘an \ u - v _f.." - . - ..r .» z . . vav _.. J ‘ ' "/1 9/ f o , ' - ’ - . v ‘ , “f 1r I ' i“ ' ‘l i. i - K v’.",. 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