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JOCOH. 9 $784 Contents Foreword Discription of Red Cedar River Discription of Land under Consideration Aerial View of Section under Consideration Formulas Used for the Computations Channel Cross-section Detail Data and Values Used for the Computations Results of Computations Comparison of Flow Data in Present and Proposed Channels Snap-shots of Bends Cross-sections of Bends The PrOposed Channel Erosion Control in the New Channel Concrete Cataract for Velocity Control CompUtations Concrete Cataract Detail Proposed Channel Bends Estimated Cost Conclusion Page N QOECJ'Ibb-Cfl ll 16 1a 19 21 23 24 Forward The Red Cedar River, between Kalamazoo Street and the Pere Marquette Railroad bridge at the outskirts of Lansing, is so winding that more than a mile and a half of river is contained in somewhat more than a half mile of distance. During the spring flood time, this land is inundated to such an extent that the property is practically valueleso for agriculture or other purposes. In the past the city of Lansing has acquired sane of this property for the purpose of saneday converting it into a park with a river drive and picnic grounds. Before this can be done, however, some means must be pro- vided to take care of the excess water during flood time so that it would be pratical to build the drive. To enable the water of the Red Cedar to flow more directly and thus reduce the frequency of floods through this area, the proposed chan- nel has been designed. Description of the Red Cedar River The country bordering along the river is flat or moder- ately rolling, with much of the land marshy. is a small stream and sluggish at low stages bends. The river floods its banks there is an intense precipitation for a er period of several days. The drainade area of the Red above the Grand River. The length netely 40 miles, and the fall over feet. The average low water depth of the river at this stage is 50 feet. six feet deep, with a width of 150 The river, which _, makes numerous each spring and whenever short time or a long- Cedar is 526 square miles of the river is approxi- this length is about 115 is one foot, and the width lhe bankful state is feet. The depth of the river at the flood stage is eight feet or over. (1) Description of Land under Consideration The land through this section is very level and low, not varying in elevation more than three feet throughout the en- tire area. It is composed chiefly of a sandy loam which erodes easily, the main factor of the constant changing of the river's course. There are a few spots which tend to be marshy during heavy rains. The high water line extends back from the river distances varying from 50 to 1000 feet. During flood time the river rises up over the streets, causing much inconvenience and breatly hampering the 5POWth of this district as a residential section. On the east side of the river, the water floods the fields of the farmer and destroys productive value. (2) g§:; iflé“%§ ' ’ Aerial View of Section under Consideration (3) Eormulas Used for the Computations One of the most widely used formulas for computing the flow of water in channels is that derived by Manning. This has been used in computing the flow in the proposed channel for the Red Cedar River. The Manningébrmu a is as follows: _l.486 (r (s )c V' n V= velocity in feet per second rnehydraulic radius or area of cross-section divided by the wetted perimeter s: the slope or fall per foot na-a coefficient depending upon all the characteristics of a channel which cause retardation of flow, such as roughness of material in the bed and sides, irregular- ity in cross-section and profile, vegetation, obstruc- tions, etc. To computate the quantity of flow through the proposed channel, the discharge formula, which follows, was used. Discharge formula: Q=.AV Q: discharge in cubic feet per second A: cross-section area of a river in square feet V= velocity in feet per second (4) ..\NN NQQK. n "I _ {\AZVX/éyXé/ivfééx,v/xv<\\,A////v<\x////v.\\%///,V\%///V\ /@y\,\//////L\ ‘: —~-o."‘ I we Mme. . \ nus/Sb \QNJK. 1%qu h \ \SQ 4%? sex kawvris IE9 NS 6 .DN%\.N.\ Sb Shem. .NK eh has Q L6 Whisk \beedmb begwfi. 4.3K Skhwh. «mosh he anwW 4\ EWQ. SRQNH. ”QR“ NW>§§ gxnwfi. \\8\ 8\ _ seemsmseew \ Data and Values Used for the Computations Length of river --------------------------- BBOU feet Fall in above distance ---------------------- 3.96 feet Length after the proposed improvements--- 5400 feet Proposed channel ------- Width of bottom ------------------------- 50 feet Depth ----------------------------------- 10 feet Slope of banks -------------------------- 2% to l Cross-section area -------------------- 750 sq. ft. The velocities of flow will vary from a few tenths to four feet per second, depending upon the discharge. R. E. Horton's value of n=’0.02 in Manning's formula will be assumed for the uniform earth channel. Greatest maximum discharge: 5000 c.f.s., March 15, 1916 Average maximum discharge: 2000 to 3000 c.f.s. Minimum discharge: 6.1 c.f.s., July 25 & 26, 1953 (6) Results of Computations Assumed coefficient of roughness n =.02 Assumed maximum velocity 4 ft./ sec. 2.- 8 fl(’ iat ~(: 4" 02) = .00021 1.466(r ) 466(7. 2); With n and s as constants, new values for V and Q were con- puted for various depths of flow. Depths Hydraulic Velocity Area Discharge Ft. radius Et./sec. Sq. rt. 0.5.8. 10 7.2 4.0 750.0 5000 9 6.6 5.5 652.5 2480 8 6.0 5.5 560.0 1960 7 5.4 5.5 472.5 1560 6 4.8 5.0 550.0 1170 5 4.1 2.5 512.5 550 4 5.5 “.4 240.0 576 5 2.6 2.0 172.) 545 r 2.1 1.8 125 0 225 l 0.95 1.1 52 5 57.6 0 75 0.75 0.91 53 0 55.5 0.5 0.49 0.66 26.0 17.2 ('7) Comparison of Flow Data in Present and Proposed Channels Location Velocity Quantity Area Ft./sec. 0.3.3. Sq. rt. Bend 1 1.17 108 92.5 Bend 5 0.402 106 269.0 Bend 6 0.620 106 174.0 Bend 8 0.580 108 ldb.0 Bend 16 0.610 106 175.5 Proposed 1.58 112 60.6 Channel The present river channel is so irregular in size and shape of cross-section and contains such obstructions as snags, logs, sand-bars, and growths of various kinds that there is a considerable variation in the velocity of the river at different points. A comparison of the quantity flow in the present course with the flow in the proposed channel, whose depth would be 1.5 feet, was made. It was found that the quantity flow was four cubic feet per second more in the proposed channel, ani that the velocity of the latter was also much greater than in the present channel for a quantity flow approximately equal to that of the present. (8) B— 0 —¢ 1 1“ L I /; '3 .. A , . I." 3w. ‘5‘. ‘la 'I'A- .. ~.-—q turn-a “-".~..—-——- .-- View of River Showing First Bend View of River Showing Fifth Bend (9) View of River Showing Eighth Bend View of River Showing Sixteenth Bend (10) \NnK “EDS s0\w._\ 5.9% JUNQVUK; fiknhikbbumx 6K0 .mG\ N m\>\erV Kvx «\XQNK bxo XKAN§V§G kka. «1.3.-.. swam»? >\Q\KU:NWI WWOQU VNINHWIRNKVRV fill; 3§~0§§on .m .. z .7 a a new 7.. 9w. 01 0/ 0’ I I I a, g, _ H h _ H H It at + $ / 03% 2 / 1 he. m a, $3 {6669: no «3%: /L W m 1:3;4144 1 \m‘h\\\le|W\a ‘ qu: \ ‘QQK lam $0.0 .nbk Nov .0 uxbuo Ex WK. U m0\ u 20 Ni \0 \CR >>§O Kxux Gm: QMQOVI. Vxflmuxw .Xu .Nan .9wa 3S. 9333 cu. I“: szm RT Eek MN“: WWQQU 3]] ._‘___’?-, ‘r—y‘e ,0» A? \ Ki - 5mg \0\ \ -mxot t $350 .wbk 3 9.. \K 80 E: .,n K .0 m9 ..\:ON..\ KO \C t 235 Kk Gm, Q .Vk\ t «QR? VMI NPWI....U.K TQ 9'? r“ Aux/mum RT {Ohnouflmil 900an \WIA k—IQF b—Ps‘w r——-,9'* ~— ’3', «4%.ka RN ~05 d——£/ ,5."~ {LEV—,9» .39. ,0? A7 \Nu\\uKQ.W\_ \ °\nu\\\.l QOk’PwIVQUh h NEW“, .anC. CO NM) \ WKUWQ mw szm R T dfifififi 55%.303 «var NH! .. 1%ka ] x3§tuflt \H\\\| QQII MQV‘UMI \\u MkWMwWOMQukvvoqu; W\ szm [N Y "EQNUQQ \CkESG >\Q\K UNMJ I WWOQU -mkxwm: Inlrnak\l YWQY VMIIN‘HM: .nuhNNV‘Q wijJwJ] 3§Ao)(s.75)"= 703.15 v.1= 149935423? (3.25) (150): less wt: 10.25(o.5)(15c)= 770 WE: 770+1235= 2053 770(5.15)+ 1285(1.48)~ 2055xR2 o KR? 2.85 feet (19) Factor of safety from overturning L§9§§)14_°5_t2° 8§_)— 3 25 3/ (705) (1025 5-). = . _,.’J Factor of safety from sliding Coefficient CC.05“\/ // (2053)(o. 051§= 1 47 703 Pressure on soil 2053 2200 pounds per square foot 710. 25) (17 x , ‘2 \_ ‘ 4‘ (so) v'v “"““"".-.. Ere/‘Boffom :0, ,, /, ~ 93 [2% XffiW/[S‘ \b / n /Z 5-6 .. . :0 . _-Q—>-."';’;-," ///(\\\\\\’/ZC:(\\\< 5’00“” 1 J 46/57/5_69 00 6’a/VC’E’E7'E 614 MPACT F272 VIZ 00/77 cow 720‘- JcALE /”=2 ’ ¢/(//VE /, A937“ J6 HOy/é Z/ 4J/KOP/7 6y Bend A: Bend B: Bend C: Bend D: froposed Channel Bends Degree Radius Length Degree Radius Length Degree Radius Length Degree Radius Length of of of of of of of of curve bend curve bend CUI‘VG bend curve bend (22) 16° 559.26 feet 575 feet 7° 15' '790.81 feet 550 feet "18° ‘519.62 feet 400 feet ldo '519.62 feet '550 feet Estimated Cost Excavation, b5,550 cu. yds. @ a0.35/cu. yd. w29,872.50 Concrete cataract, 30.4 cu. yds. @ @15/cu. yd. 456.00 Extending sewer 270 feet @ sl5/linear foot 4,050.00 Stonework or concrete, 70 sq. yds. 300.00 Sod, 12,240 sq. yds. @ $0.08/sq. yds, 979.20 Labor, 20 men for 12 weeks 40 hour week @ $0.50 per hour 4,§O0.00 ¢40,457.70 Engineering and contingencies, 10% 4,045.77 Total e44,505.47 Property owners are willing to grant right]. way without cost for the benefits that they would derive from the new channel. Conclusion The completed channel would take care of tLree thousand cubic feet of water per second at the bankful stage. Ploods over three thousand cubic feet per second have occurred a- bout once every six years for the past twenty years, and in each case these have been of less than a day's duration. Such periods of high water, since they are so short, would cause no severe damage. The river in its present condition floods every spring, the length of these floods varying from two weeks to a month. The high water period usually occurs during the spring planting season so that the fields which are below the water line are useless to their owners. lhis condition affects a- bout a mile and a half of land along one bank of the river. On the other side of the river the value of the property to home owners is about one half what it would be if this flood- ing could be eliminated. If the channel were constructed, it would undoubtedly be possible to convert the city owned pro- perty into a park as well as turning this section bordering the river into a fine residential district. building the chan- nel would result in an increase in value of the surrounding property. City of East Lansing uses the Red Cedar River for sewage -* / I disposal purposes, and because of this the river at high ,[3;5M& water constitutes a health menace to the residents of this district. The sewage ladened water rises into the streets and in many cases enters the basements of the homes. When the (24) river recedes, pools of water are left which quickly become stagnant and afford a breeding place for mosquitoes. This condition would likewise be eliminated. These are the points which must be considered in deter- mining the advisability of the new channel. 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