MICHIGAN STATE COLLEGE . AGRICULTURE AND APPLIED SCIENCE . f THESIS 7“T “ ‘ HYDRAULICS OF THE COLUMBIA RIVER: T » SUBMITTED FOR CIVIL ENGINEER DEGREE 1926 EH, COLLINS THESIb aljlllusN'TEcnturw A —.- QIAHILAIDAIPJIHEIDF MICHIGAN STATE COLLEGE OF AGRICULTURE AND AVPLIED SCIENCE EEEEEE "HYDRAULICS OF THE COLUHBIA RIVER" SURTITIED FOR CIVIL ENGINEER DEGREE 1926 E. H. Collins f. THESIS P _ (”4“. I”. 'w W A T H E S I S , .hfl, . a -?.- . m," "'_.Yf,vI.I.DI.IL:s o TIE "I: I. Elva ———A‘ SUBMITTED FOR CIVIL ENGINEER DEGREE 1926 BY E. H. COLLINS. --ooOoo-- SYNOPSIS Recently, considerable experimental data concerning the flow of the Columbia River was obtained. These data were extensive and accurate enough to check up the constants commonly used in the various slope formulas to compute the flow of rivers. The experimental data consisted of the reading of several gages along apfroximately 25 miles of the river. The actual flows observed ranged from.25.000 c.f.s. to 345,000 c.f.s. Quite reliable data were also ob— tained from local residents concerning a flow of 700.000 c.f.s.. the largest flood known. Various cross-sections were sounded and contoured. The flow was measured at a standard U.S.G.S. stream gaging station having a well defined rat- ing curve. Having the values of flow. slope, hydraulic radius and area known. coefficients of standard slope formulas were computed and the results are discussed. FIELD DATA The Columbia River, above the point where these experiments were con- ducted, has a drainage area of about 35,000 square miles. The average flow at this point is greater than that of the Colorado and Yukon rivers, about equal to the Fraser. Missouri and Nile rivers and somewhat less than the Danube. St. llmrcnce and Ohio rivers. The path of the Columbia River parallels mountain ranges which are closely related to great folds and faults. The valley between these ranges varies in width from one-quarter to two miles in width. The river 94912 has cut a channel thru the valley with banks, in general. 50 to 75 feet above flooddwater. The range in stage from lowawater to floodawater is about 25 feet. There are no high falls in the river. The slope in general is gradual. Occasion- ally the banks are rock canyons about half the general width of the river. At . these places the river either falls over a rock dike or passes thru a very deep crevice. Between these points the width of the river. in general, is about 1500 feet. The bed is composed of waterdworn boulders which are fairly large. Dur- ing flood the river carries silt and alternately forms and washes out sand and gravel bars. At lowawater it appears it should be classed even lower than Torrential strean'by Kutter. while at highawater it would be classed as Earth having stones and weeds occasionally. Plate I shows the location of all gages and sections and the stream gaging station. RIVER GAGES River gages were placed at each section noted. These were staff gages made of pieces of 2' x 6' and fastened either to standing trees or cedar posts placed solidly in the ground. The gage boards were painted white. The foot mark elevations were stenciled with black paint and each tenth of a foot was marked with a saw out. A line of check levels was run the full length of the 25 miles of the river. Periodically. each foot in the slope gages and one mark on the vertical gages were checked.with an engineer's level from.a local B.M. placed near each gage. Fortunately no gages were found in error. These gages were all read once daily by the same observer. They were read from early spring thru the flood months and continued until late in the fall when the flow had reached close to the minimum. CROSS-SECTIONS The cross-sections were taken at low-water by sounding the river with a lead weight and taking topOgraphy of the bank with an engineer's transit. 3. GAGING STATION The gaging station is well located on a straight stretch of the river where the stream line flow is not disturbed except at extremely low water. The gagings were made from a cable stretched across the river. A small Price current meter was used to measure velocity. The meter had been rated by the U.S.G.S. at flashington. D. 0. Standard U.S.G.S. methods of stream gaging were used. Plate II is a copy of the rating curve. A staff gage at the rating station was read twice daily. It will be noted on Plate I that there is some inflow from the Kettle River between the gaging station and the gage sections. Previously, a rating station had been maintained on the Kettle River by the U.S.G.S. The gage at this station was still in existence. Readings of this gage were taken period- ically. The fIOW'Of the Kettle River was deducted from the flow of the Columbia River at the gaging station to obtain the flow of the Columbia River past the gages used in this discussion. COYTUTATIGNS All gage readings were plotted for each gage. Any blunders by the observers were thus discovered and discgrded. The sections were plotted to natural scale. The wetted perimeter was measured with a map measurer. The area was planimetered. Curves of both R and -A were plotted for each section. For the purpose of this discussion flows of 48.000; 100.000; 150.000; 200.000; 250.000; 300.000; 350.000 and 700.000 c.f.s. have been chosen. The profiles for these flows. as observed in the field, are plotted in Plate 111., The hydraulic characteristics of these sections for the flows mentioned above are shown in the appendix. Plate XVI in the appendix also shows some typical sections with their values of A and R. 4. Two methods were used in working up the data. As an example of these Inethods consider for the moment sections 16. 17 and 18. One method was tried 1Nhere the areas and hydraulic radii of sections 16 and 17 were averaged and the slope taken as observed between sections 16 and 17. However. it was found better -to take the area and hydraulic radius of section 17 and the average of the slopes 16 to 17 and 17 to 18. Vaules of roughness coefficient (n) both in Kutter's formula 41.6 + 1.811 , 0.00281 as n m 3 via 8 l+(4l.6§9:.9.§§52)£ ‘V R V and Farming ' s formula v . 1.486 336 n l Sflé were next computed. PROBLEM The title of this thesis "deraulics of the Columbia River" Hus taken be- cause apparently there is little data available on this subject. Data were discussed with members of the United States Geological Survey. They had some scattered data on a few large rivers. However. none of it seemed to show any definite laws such as are shown in this discussion. A large amount of data have 'been presented on small streams and small artifical canals but none on large rivers or canals. Also. some fifty so-called slope formulae have been presented to calculate the flow of streams. etc. Most of these formulae are rather comp plicated and. strange to say. Kutter's formula. which is probably used more ex- tensively than any other. is the most complicated. It is believed that so~call- ed “nature" does her work in the simplest way. .The problem then is to present the hydraulic characteristics of flow in large rivers with particular reference to the flow of the Columbia River and discuss their relations as set forth in what are commonly called slope formulae. 5. ’DiISCUS‘IION As the experimental data obtained on the Columbia River appears to be the best it will be discussed first. On Plate IV values of Kutter's and IJanning's coef’icient "n" have been plotted for all sections for flows of 48.000 c.f.s. and 100.000 c.f.s. Values at higher flows were not plotted because there was very little variation. It can be seen from these results that Lianning's coefficient is not so sensitive as Kutter's when other than stream line flow exists. In other words. bends. rapids or other disturbances in the stream do not effect Manning's formula as much as it does Kutter's. In general the two values follow closely except where there were rapids in the river as at sections 19-22 and 26. Above sec- tion 26 there is a narrow deep gorge. The wide variation at this section is undoubtedly due to whirls. boils and eddies from the stream above. On Plates V to XIII. the variation of the roughness coefficient "a" for each section is shown for all stages. Seven of the twelve sections show fairly consistent variations. The other sections (13-14-20-21-23) are erratic. The reason for this is. that in the vicinity of these sections were either bends. rapids or other disturbances which broke the slope of the stream between points of observation. In most cases several intermediate sections would have been necessary to isolate each change in slope. Had these observations been taken it is believed that the curves for all sections would be similar. It may be noted that both Manning's and Kutter's coefficients check closely especially at the higher flows. or the sections showing consistent variations. section 16 is probably the best section. All the physical characteristics of the river from section 15 thru section 16 to section 17 were favorable to expect good results from a slope formula. The various characteristics of this section are “plotted in de- tail on Plate XIV. On this plate flow in c.f.s. has been plotted as abscissae and V. R. R. S. n. C and K as ordinates. The experimental data plots in 6. smooth curves that warrant some study. It may be seen.from these curves that the general laws as stated by Kutter in 1885. are substantiated. These general laws are stated as follows: C INCREAST‘S 1. With the increase of hydraulic radius R and most rapidly when r is small. 2. With the decrease of resistance to flow (coefficient of roughness n). 3. Eith a decrease of slope S. It appears that Items 1 and 2 might be called axiomatic. Item 3. how- ever. has been much discussed. In Kutter's original discussion he found conflict- ing results from.the experiments he discussed. It might be stated that in these experiments the slope was small as conpared to the slopes in the Columbia River data. Plate XV shows some similar data regarding the hississippi River above Carrollten. Louisiana taken from Table 9 in 'Calculation of Flow in Open Channelsu by Ivan E. Houk of the Hiami Conservancy District. ‘These curves show an increase and decrease of C with an increase of S. The slope in general is about one- tenth that of the Columbia River data. The value K.shown in both plates XIV and XV. was derived as follows: Starting with the well known assumption of a solid of water sliding down a trough of uniform slope and moving with a constant velocity. use (F) for force due to friction tending to retard this solid; (W) weight of solid; (A) cross- scctional area; (L) length; (w) weight per unit volume; (K) is coefficient of fluid friction; (p) is the wetted perimeter; (V) is velocity; (R) is the hydraulic radius; (8) is slope and (g) is force of gravity. Then W3 LAw and F a K P L W'Vz 2s 7. Then the energy over-coming the friction is equal to L A'w'h ‘1? or L A's h a K p L‘NLEE I 2g Via-W K p L Sinces . 2‘. andR A p 'we may with V url’fiiaglji or v a 8.025 31.8. t" Chezy's formula is V a C ’43 S Then in other words 0 a 8.025‘d.% It should be noted that this value (K).as shown on the above curves. shows practically the same variations as the coefficient of roughness friction (n) . cone LUSIONS It appears that all slope formulae are empirical. Kutter has spent more time and used more experimental data in developing his formula. hence it has had more weight with engineers in general and rightly so. It is probable that the accuracy of the experimental data used by flutter was poor. This combined with the fact that his data on large canals and rivers was meagre led him to some wrong conclusions regarding slope. 0n the Columbia River with practically ten times the slope Chesy's coefficients(c) are practically equal. The correction Kutter introduced for slope was undoubtedly'absorved'by a slight change of his values of (n). Manning's formula appears to be just as good as Kutter's under ideal conditions and better under poor conditions. It is believed that the 8. value K.which has been discussed. would have given as accurate results as any formula. It is the simplest form of constant that could be used. {utter's form- ula has given good results when checked up for local conditions as any formula would. but when used in one locality with constants derived by comparison with a supposedly similar locality has been erratic. It is like the case of esti- mating the runoff of one drainage area by comparison with another which seldom can be relied on except for a very rough estimate. \\ COLUMBIA RIVER GAGES moment sun m TIESB HYDRAULIC! OF cow-m awn E. H. COlllIt i926 57.27% 770m a5. 6, .5. H75 #80 A s 200 000 FLOW 6155. /£;____ [0/ 5011009 400 000 RATING CURVE COL UMBIA RI VER PZA TE 2'. 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