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Lyn F0. 3.. .I . ..I IMF .1». ...W. . .I‘!‘! III, . An Hydraulic Survey of the Wolf Lake State Hatchery embodying An Experimental Study in the Use of A Weir for Stream Discharge Measurements A Theeie Submitted to The Faculty of MICHIGAN STATE COLLEGE of AGRICULTURE AND APPLIED SCIENCE B? F? J: Egg-wk s. a. (E’ftper Candidates for the Degree of 'Bachelor of Science June 1934. IHESIS Q/O‘Ft‘ I-ITRODUCTIOH . The hydraulic situation at the Wolf Lake State Hatchery is most interesting both‘because of the varied nature of the problems to be‘studied, and because of their complexity. Years of interesting study and research would be required to reach an adequate solution to all of the prcblems at hand, yet we will attempt, in the limited scope or this paper, to indicate at least the major problems in hydraulics, and to suggest methods in their solution. While the writers of this paper do not pretend to present a complete and exhaustive hydraulic survey of the Wolf Lake State Hatchery property, they have attempted to introduce into field conditions, laboratory exactness and precision in the readings and measurements taken. An earnest desire to study further into the mysteries of hydraulic phenomena and to apply to canditions in the field the results of scientific research prompted the undertaking of this problem. We wish to eXpress our sincere gratitude to Professor C. M. Cade of Michigan State College, to Mr. J. G. Marks of the State Conservation Department, and to the many others without whose valuable assistance this thesis could not hare been presented. 8. R. Silher April, 1934. F. J. Emerick. - £}45V?{3 HISTORY. The Wolf Lake State Hatchery is located about 14 miles west of the City of Kalamazoo on State Highway H-43. At present it is the largest fish hatchery in the State of Michigan and, when the present construction program has been completed, it will be the largest hatchery in the United States, if not in the world. Many visitors come to the Wolf Lake Hatchery every year to spend interesting hours, seeing the processes involved in rearing of, and caring for, the various species of game fish. Visitors are welcome at the hatchery at all times. Picnic grounds and other vacilities are available to all who care to stay. At present a large display pond and park are being completed, which will make the visitor's stay even more enjoyable than it has been in the past. Early in 1928 the State Conservation Department became interested in buying the site of the present hatch- ery. Local sportsman's clubs were very desirous of having the project carried out, and by October of the same year Henry Pierce, on behalf of the local Chapter of the Isaac Walton League, had raised through public subscription $8500 for the first payment on the land required for the hatchery. During the years 1929 and 1930 eleven ponds, con- taining in all thirteen acres of water surface, were developed at Almena, a few miles from Wolf Lake proper. The ponds at Almena are considered as part of the shit Lake Hatchery. -2- The fall of 1929 saw the first production of fish. Bass and bluegills were produced at this time totalling about 500,000 fish. In August of 1931 Mr. J. G. harks was transferred from Marquette, michigan to take charge of the hatchery. Under his capable supervision the production of fish has shown a phenomenal growth. From the output of 500,000 bass and bluegills in 1929, the production reached upwards of 5,000,000 fish in the fall of 1933, including 1,500,000 brook trout, 300,000 brown trout, 250,000 rainbow trout, 200,000 grayling, 3,500,000 bluegills, 560,000 bass, both large and small mouthed. The lakes and streams of eight counties are stocked from the production of this hatchery alone. Even the large production of 1933 did not satisfy the desires of the sportsmen of this locality, and the ever increasing demands called for a still larger production of game fish. As a result of the efforts of Mr. harks, toge- ther with other members of the Conservation Department, a C. W. A. project was located at the hatchery and many new developments were started. A new superintendant's house of colonial design was built, a four stall garage completed, and a covering for the outside battery of rearing troughs was built. Also, under the C. W. A., all of the old ponds were rehabilitated, bottoms and dikes repaired, and eighty-five acres of new ponds were deve10ped at Wolf Lake proper, and the acreage at Almena was increased about fifty per cent. -3- A part of this construction was the development of the hatch- ery park, which included the building of a big display pond and the remodeling of the old mill house which stood on the property. The old mill contained a 16' overshot wheel, one of the last to be found in the state. The wheel will be freed and put into running order for display purposes, and the mill house will be remodeled to resemble an old fashioned grist mdll. The building will be used as an ice house. Early this year, 1934, 140 additional acres were purchased bringing the total, land and.water, acreage to about 250. When all of the developments started under the C. W. A. have been completed, this hatchery will be, without question, the largest in the United States, and the one hav- ing the most widely diversified production. Six men are employed the year around to rear and care for the fish and the grounds. In the past the hatchery was supnorted from taxa- tion, but now it is self-supporting in a sense. Its only source of revenue is the fishing license fee which.puts the burden, where it belongs, on the sportsmen who catch the fish the hatchery rears and plants. THE. WEIR. The first step to be taken in making an hydraulic survey is, obviously, the accurate measurement of the quan- tity of flow in the various influent and effluent streams of the area under consideration. At the Wolf Lake State Hatchery the characteristics of the streams adapt them peculiarly to the use of a weir to make the measurements of the flow. The streams flow in relative narrow channels,' the bottoms are clean, the quantity of water is not excee- sive, and the velocities of the flow are not great. These conditions, together with others that will be suggested later, led us to the use of a weir in the measurements neces- sitated by this survey. As to definition, the term "Weir“ is used to desig- nate a notched opening made in the top edge of an upright wall through which water is allowed to flow for the purpose of measurement. As usually constructed, the notch or Open- ing of the weir is rectangular, trapezoidal, or triangular. In any case the edge over which the water flows is called the "Crest," its height above the channel the "Crest height," and the "Head,“ H, is the term given to the vertical distance between the crest and the elevation of the free water surface. The stream of water flowing over the crest is called the "Sheet" or the "Kappa" (from the French word meaning sheet.) The rectangular weir was more readily adaptable to our requirements, as will be demonstrated later, and was the type selected for our measurements. We will limit our discussion, for the most part, to this type of weir. In the rectangular weir the horizontal side alone is the crest. When the notch of the weir is far enough from the bottom and banks of the channel to permit the free aporoach of water, the nappe, as it issues from the crest and sides of the weir, is contracted on these three sides and we have what is known as a "contracted weir.“ If the sides of the notch are coincident with the banks of the channel, the side or end contractions will be suppressed. This weir is called a "suppressed weir.“ When in either the contracted weir or the suppressed weir the water level on the downstream face is raised above the crest height, we have what is known as a "submerged" or "drowned" weir. In all three cases the surface of the water directly above the weir and directly behind it is drawn down toward the crest forming the'surface contraction.‘I (See sketches, page'7 ) There are several factors which affect the quanti- ty of flow over a weir. Among them are the head, the crest length, friction, end contractions, velocity of approach, whether it is submerged, and the angle of inclination, from the vertical, of the weir face. Besides these factors are others of lesser importance, the discussion of which will be considered.beyond the scope of this paper. With an application of Bernoulli's Therem and the use of the calculus, it is readily demonstrated that the quantity of flow, Q, varies with the head, H, to the two— -5- SUP/3953350 WE/B CON fE’ACfED WE/Q SUB/WEB GED WE/Q 50254 CE W CON mm 0 now L CREST FE. -s.w- (34 A W .1 H5 IJH 19339 thirds power in the fundamental equation for the discharge from rectangular weirs: Q= 3—36.55 H}; (see C. E. Russell- “Hydraulics", Vol. III, page 122.) From this equation it is interesting to note the effect of an error in measure— ment of the head on the computed discharge. If we let the constant terms in the fundamental equation equal K, we have Q=KH then d ._ t 3% _ 1.51m or dq: 1.5 K31 cm L and_d_q,__ .5 KH‘dH q " L‘V—x Q "’ H Which shows that a percentage change in H produces 1.5 times the same percentage change in Q, or an error of l per cent in the measured head will result in a 1.5 per cent error in the computed discharge. A similar mathematical demonstration with the fundamental equation for a triangular, or trapezoidal, weir will display one of the reasons for the choice of a rectangu- lar weir for our measurements. For either the triangular weir or the trapezoidal weir an error of 1% in the measured head will cause an error of 2.5% in the computed discharge which would, of course, magnify otherwise inconsiderable inaccuracies. Further inspection of the fundamental equation for the rectangular weir shows that the discharge varies directly with the width of the stream of water passing over .9; the crest. It is to be noted, however, that this value is slightly less than the crest length due to the effect of the end contraction. The frictional resistance to the flow of water over the weir crest varies considerably with the relative smoothness and thickness of the ends and crest of the weir. With a given smoothness, it is obvious that the effect of friction decreases as the thickness of the menbers touching the napps apgroaoh a knife edge. The effect of end contractions is to decrease the width of the stream passing over the crest. This decrease is doubtlessly due to the impact and eddying in the vicinity of the vertical shoulders of the weir. The effect of end contractions may, to some extent, be analyzed.mathematically, ‘but more generally adaptable results are to be found in the experiments of Francis. He found that the effect of the contractions was to reduce the crest length by one-tenth of the head for each contraction. However, the effect of the end contractions is not complete unless they are three or more times the head from the sides of channel. The velocity of the water as it approaches the crest affects the computed discharge in several ways. First of all, it obviously increases the discharge due to the kinetic energy of each particle. This value is not con- stant as the velocity of water varies both in depth and laterally with the flow. Secondly, the changes in the velocity of ap roach affect the contractions of the nappe. The extent of this effect is not generally known. A third effect of the velocity of approach is to draw down the water surface in the direction of its motion, or toward the crest. This effect makes it advisable to measure the head.by sub- tracting the elevation of the water surface several feet away from the crest from that of the crest. The effect of submergence of a weir is to decrease discharge by decreasing the effective head. Submergence, of course, has other effects such as forming a resistance to flow, doing away with the effective negative head under the nappe, and others. However, there have been too few experi— ments performed to give perfect and.complete knowledge of this condition. It has been demonstrated experimentally that the discharge over a submerged weir differs little from that of a similar free discharge weir as long as the down- stream head is less than half the upstream head. A sub- merged weir is seldom used in computing discharge. In computing stream discharge it is essential that the plane of the weir's upstream face he kept vertical. An upstream inclination reduces the discharge; a downstream inclination naturally increases it. A complete discussion of the effect of the various degrees of inclination is beyond the scope of this paper, but the reader may find a complete and thorough discussion of this subject in H. Bazin's book, ”Annalee des Ponts et Chaussees.’ Now that we are equipped with a knowledge of some of the basic fundamentals which govern the flow over weirs -10- in general, we shall continue with a discussion of the design and construction of the particular weir used to measure dis- charge in the hydraulic survey. After it had been decided to follow general laborer tory practice, insofar as it was possible, by measuring dis- charge with a carefully made and accurately standardized weir, there were several conditions and requirements to be met in the design of this instrument. Since the streams to ‘be measured vary considerably in size and quantity of flow, it was necessary to design the weir so that it could be adjusted by changing the crest length to meet the varying discharge conditions. Then, the streams to be measured were at considerable distances apart, and the weir would bare to be carried.by hand from one setup to another. It was, therefore, desirable to make the weir as light in weight as the limits of stability and accuracy would allow. To meet these requirements, it was decided to make the weir of wood with the crest and edges of steel. To insure ease of handling and flexibility of use, the weir was made in three separate parts which oould.be assembled at the location of the measurement with any crest opening desired. The three parts of the weir consist of a'base board and two tap boards. The base board forms the crest, the top boards the ends of their weir. The top boards are grooved and Jointed to fit the base‘board and may be moved independently to any posi- tion along the length of the base board. (See sketch on the following page.) -11- we? imam... excom. oak ll! kofimxfi. was. swearsoxm cmzeaflc. is.» .3 \..o\tQ .o y .QMWN .\u.;..m.\t0m. Mal W. 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QO\Q\ Fl. l nnnnnnnnn ruddy] Wm add uuuuuuuu Ii 7. as The edges and crest of the weir were made of cold rolled steel one-eighth of an inch in thickness, the body of the weir of Canadian jack pine planks 2' 1 10* because of its lightness and water resisting qualities. To insure accurate measurements and uniform conditions of flow, the steel for the notch was beveled at exactly 45 on the down- stream face. The bevel was cut with a standard milling machine which left the edges of the steel both straight and knifelike in sharpness. The wooden parts of the weir were jointed carefully to add support to the assembled weir and to prevent the leakage of water. After the plates had been fastened to the wood.by means of screws, the assembled weir was treated with an asphaltic emulsion to prevent the entrance of water, and ultimately warping, and then painted with two coats of a good outside paint. The knife edges were left free from paint. To determine how the weir would behave in the field and to find the value of the weir coefficient, (“0“ in the modified Francis formula Q=O (L40.le) (H; ), the weir was put through a series of tests in the hydraulic laboratory of .this college. A sufficient number of trial runs were made, with different crest lengths and heads, to determine the range of the weir coefficient, and consequently the discharge, for all conditions likely to be met in the field. The results of these trials are shown on the following pages. We believe, if properly used, the weir we have made as described and shown is a highly accurate instrument for the determination of the quantity of flow of water. -13- MICHIGAN STATE COLLEGE 4 4 <4 4 14< 114.44 4 1 l 4 4. . 1 4 4 4 II 1 I <11 1 I 1 .2... ......TJ .. .. .. ....I.-.I«. Maude -.....tifla. . $7.... salt... uteri.“ ....HZC IF. . ... ... WTCHIHAPT IN. Li... Y?" I... . . .eII .... .._.IL_~v.. ....~.. ..vI.. .wlfllfiweVIoIaviII1H7.m.. ....9«$ fiIIIc to. 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I OI .I..H.I .2 . 7. . . ..fl .. IW'. . e '11 i ..JIXIllwllIl Hihfllll w I . I v P F . 4 4 0 0 w. ..‘Lti .. _.. as . ..IH .... I. 9.0} vI .7 ._ _. H c 7.. W* e pH .1 IIIII .. _Itiv .r a . . ‘4 H _.....II .QIIL. -....I...n_.u-__.._ «.3 fit I... uILIeI I... fir. ..o. .._..A...._. #4491 II o £01.. nr 0 IO. .r “.0 .I o 7 ‘ >fi I .eI ALIII e. V? r . ..._. .....w7O Ho. . fl ster. .Tw ..Ire..T# Alf... H+ +e+..LfiLIH rffi. .1. IA). 5.3 finish. .._... -..“...LIIII .... .... 2 . .. ..III - . . - s- - alien? I ---... CL. 11+ ll .1. O- 1‘15}. I'D-'IIUI. 4 L I .. A IIILIITIIII! II 1111111 LIIIIIII MICHIGAN STATE COLLEGE LIUITIIIII T ‘H ILTT l OI. _ . d “.1 1..I II. . . 71...... .. IJL.TAI_1I‘IA ..._. . ...... 4 ' v \ \ - 1 1111 IIIH ..I II. IlOiIIIIII .c._ _ 1". . 0+ «III.HL. ¢ - .... ...4" I? _r -. I’... +r 1 7-9{ 1'» F ¥4IL> r...“ I -o 1 ,L_ I ..II o I I ._ I... . I L I 1 I ._. t 1 I. IuL 1 115.1 E. _ . 1 . . . 1 I In. I __ .. . .In .| I . _ _ I I. .. I . _ I. I. I _1 I 1 . _1 .I. . _ _ . .. ._II_ I I o 1 I . ..Y b x. I . I 4‘ 4 . I . I IL . II. II. , 1 .. I . _ . . 9 cl“. .3 . _I 7 I 1 _ .. . s I_. . . . L. L I r O 7 _ . a: I II I. I II I l Iéut. . A IIIlr iIOI ..AHILVJJII :1 I I. .. ...tII.. . DEPART M INT 0' MATHEMATIC- IT- I ...III . . if ._ 14+ Y .- IF I L...... --., . L II». 4? IIIIIIIIIHII v A I“. . ‘iI I '..;‘ '-. . .IEI-I, - ,—090'»— v v—rf ..JIII4chIIN. Y LL. 11111 11 II XXIII I1 IIIlLIIJ _1R_ II I ‘1111 I ‘IIXIITI restmg Set-Up 11) Hydraulic maratory -15a- THE HYDRAULIC SURVEY. The ponds at Wolf Lake preper are located on land that slopes from hills on the east and southeast to the lake on the northwest. The ponds are fed entirely by seepage water from the hills. There are no surface streams feed- ing any of the ponds now in operation. The main source of supply is the head pond, an artificial reservoir inclosed in a natural gully by an earth dam along its western border. The head pond is fed by numerous springs that bubble up along its banks and bottom. The feed water taken from the ‘head pond can be readily measured; but in addition to this ‘flow are numerous springs that'bubble up in the bottoms and along the edges of the roaring ponds. This latter flow is difficult to measure accurately, and it was necessary for us to determine it indirectly. Two conduits lead away from the head pond. One supplies the rearing ponds; the other the rearing troughs in the two hatchery buildings. The two conduits are filled by the water flowing over weirs. The ponds are supplied by a wood-stave pipe system that operates by gravity. Not all of the ponds have a separate feeding conduit. In some cases the effluent from one pond is the influent for another. Howb ever, any one pond.may be drawn down individually without affecting the others. All of the effluent water, both of the ponds and of the hatchery buildings, is conducted to wolf Lake throLgh three streams. The effluent water was measured accurately by means of our portable weir. -16 — The method of measuring the quantity of flow in the effluent streams will now be described in some detail because we believe the method used is unique with us and an improve- ment over the older methods of weir measurements. The location for the measurement was chosen with considerable care. The places finally used were ones where the banks were comparatively steep, the channel rather narrow, the bottom clean, and the stream flowing without excessive turbulence. Two two-by-fours were driven in the stream‘ben, the line through them being perpendicular to the direction of stream flow, and a good deal of care was taken to drive them vertically. The stream bottom was then leveled and notches were cut into the banks of the stream in line with the upstream face of the twoeby-fours. The base board of the weir was then placed in the notches of the bank and against the uprights with much care to have it vertical. The next operation was to pack sod around the bottom and ends of the base board to prevent any water escaping. Than side boards of the weir were put in place. As the water rose there was a constant vigil kept to make sure that no 'water was escaping through the weir joints, around the ends, or under the base‘board. When sure that there was no leak- age end that the water had reached a constant head, the position of the Jaws of the weir were varied until the crest length was Just twice the height of the water passing over the weir. When the water had again reached a.constant ‘head, a stake was driven in the stream had some twenty feet -17- 2‘3 Q at? Y 22 lu u“ I “Q Q 2113 03a bl E 3 £33 QC» ob “an 20 M E; to [“13 3 ES Q8 é a; «h --.\\ \ RE. mug-:94 above the weir and in a sheltered place. The stake was driven below the water surface and a nail driven into the top of the stake just flush with the water surface. Then a level was set up equi-distant from the stake and weir crest and a series of readings taken on the stake and on different places along the weir crest. The difference between the arithmetic means of the readings on the nail head and on the weir crest gave the head of water passing over the weir. The length of the weir crest was carefully measured. The weir coefficient having been determined e1perimentally, we now had the values necessary to substi- tute into the Francis formula Q=0 (Lele) H‘gto determine the quantity of flow in cubic feet per second. It was impossible to use the portable weir to measure the influent flow from the head pond due to the size and shape of the weir boxes. The weir create in the weir boxes were made of tongue-grooved planks. The dimen- sions of these planks were taken and similar boards were tested in the hydraulic laboratory to determine their co- efficients as weir crests. After the range of coeffic- ients had been determined, the procedure in finding the quantities of flow was somewhat similar to that described above. The head of water on the weirs was determined by repeated shots on the water surface and on the weir crests with a level. The length of the weir crests were measured and the values found were substituted into formulae. The formula used for the weir conducting water to the ponds -19- 'Jr IOI..;".., _. h.‘ J; a: V‘ v v. _ lllml'. .._r. 1"— VO , Te- II}! V ijrwfi "iv-M- MICHIGAN STATE COLLEGE r, H . w T ._ .9. fl. ., , .. . . . . . . — n . . I.V.|;|.. .”_ 4.1600... . ... ....1 J1. .II. a? a . 1.0 ‘h a Q ... o w {.1 fllclue . .12. r. F103: 14: g. 1‘ cc. s e c » We 0 9 u e e at, o . <01. .... wH .”_, aTHe-vI.frm11 t? 57 . ’ h . {PM} v : Am..- 5. v " L. . ..,. , ., .0 «.Luus . a._ r j. “a 111..-»; final | |.r.. r . v o. . _ ,_‘. I .4 [_IJ n..|.L. JVI,II.JKJI.HI A J T. til? .‘I, .T +3n , H .4 1y L . .. , .fl._ 4.. A - ,_... _ u? e ...-t tfilsi..l1 .‘ A n I I Y” .. r 1 .” |a~96L vlbh L. . , 5.; IL Illl I . It. o. All. 6; c u D ' > A brlihr was Q=CLH% (there were no contractions in either of the head pond weirs.) The weir conducting water to the rear- ing troughs was submerged so,in addition to the readings previously described, a set of shots were taken on the down- stream water surface and the values substituted into the formula Q==0 L (H—hfE . The solution of the two formulae gave the flows from the head pond in cubic feet per second. The flow contributed by springs in the bottoms and edges of the rearing ponds was determined indirectly. The contributed water equals the effluent water minus the influent water plus the water losses. The water losses considered in this calculation are those from the rearing ponds, troughs, and effluent streams above the points where , the measurements were taken. The water losses are chiefly due to evaporation. There is no noticeable loss due to percolation. The bottoms of the ponds are heavily silted so little water escapes through them. Most of the water that does escape through percolation is intercepted in the effluent streams above the points where the measurements ‘were taken and does not, therefore, escape measurement. The loss due to consumption by aquatic plants is slight. If the example of Kuichling is followed, 10% of the loss due to evaporation should be a110wed for aquatic plant consump- tion (Bee Mernman and Wiggin, 5th Edition, page 157?.) All (other losses of water will be assumed to be too small to affect this calculation. To determine the quantity of water lost through -21- evaporation, and ultimately to calculate the quantity of water contributed by unmeasured springs, it was necessary to average the results found from measurements taken.by others at distant places where climatic conditions are similar to those at Wolf Lake. Admitting and regretting the inaccuracy thus involved, we feel that it is the best we can do in the time allotted to us and with the facili— ties at our disposal. It is unfortunate that we were not equipped to measure the evaporation accurately by the float- ing pan method or by some similar method. The value used in this paper is the average of the mean monthly evapora- tion from water areas measured in hassachusetts, Maine, and New York for the month of April. (See Barrows "Water Power Engineering," table 30.) The figure thus found was 2.32 inches per month. From.this quantity, and knowing the acreage of the water exposed, the loss due to evaporation ‘was estimated. The following table gives the results of the hydraulic survey thus far: Influent water: Head Pond. Weir to ponds 526 g'p m ' to troughs 843 Secondary springs 180.22 Total lnfluent Water 1549.22 g p m. Effluent water: East effluent stream 1121 g p m Center ' ' 242 West ' ' 176 Total Effluent Water 1537 g p m ‘30 —f / - Water Losses: Evaporation 11.11 g p m Aquatic plants and miscellaneous 1.11 Total water losses, 12.22 g'p m. SOUTH SPRINGS. At the time of this writing the only ponds in cperap - tion are the head pond, the park pond, and ponds l to 11, in- clusive. Ponds 12 to 16 were started under the c. w. A. and were not completed under that administration by the time of its closure, March 31, 1934. It is planned, however, to complete these ponds and put them in operation under new agencies. While the supply of water from the head pond, together with that of the secondary springs, has been ade- quate for the ponds now in operation, it is certain that for the proper functioning of all the ponds, including those yet to be finished, a larger supply of water will be needed. ‘To meet this requirement, it has been decided to utilize the . flow from two springs which are located on the prOperty recently acquired. Both of these springs lie to the south of ponds in Operation now, and are close to and at a higher elevation than the new ponds. The spring farthest south will be called here "South Spring No. l,” the other "South Spring No. 2." As these springs are a future source of water ‘ for the Wolf Lahe State Hatchery, the measurement of their flow naturally falls within the scope of this survey. The -23- -8"-‘l'}t e; Views of West Effluent Stream Set-Up -24.. “t- (V- f. “1:49 ‘ 4 :1 m. \‘\¥“‘\v~fiv_\\."’\ Views of Center Effluent Stream Set-Up Views of East Effluent Stream Set-Up (Second Set-Up) East Effluent Stream Set-Up (First Set-Up) South Spring #2 Set-Up .I’ II n’. D ‘FrT. l‘ L.‘I‘.I w l, afreb». :’ :nl Views of South Spring #1 Set-Up -23- 1. I?' fit). ...” ,5 w er .- 3 4‘ I .0 e 'e . \ ’-_ ~ ’ ‘05 v" Outlet Weir Box for Display Pond -29- portable weir was carried to the sites of the springs and set up and the quantity of flow carefully measured follow- ing the method previously described. South Spring No. l was found to have a flow of 249 g p m, and South.Spring No. 2 72.9 g p m. THE BIKES. The rearing ponds of the hatchery are inclosed ' with artificial banks called dikes. If one looks at the map, in the back cover of this book, called."Pond.Lay—out,' he will notice that the dikes for the interior ponds form the boundary for two ponds of different elevation. The outside dikes, of course, inclose water on but one side. As the dikes are constructed they are, in effect, earth dams. The exterior dikes are like ordinary earth dams; the interior dikes like earth dams which have a considerable downstream head. In this discussion the dikes will be considered as earth dams and will be criti- cized from that viewpoint. The dikes were built in trapezoidal cross-section with a t0p width varying between ten and twenty feet, side slopes 1%:1 on the water side and 1:1 on the dry side. The dikes are constructed entirely of earth with no provision for a core wall of any nature. Upon an investigation of the hydraulic qualities we found that the dikes were not built in accordance with the dictates of good practice in many respects. Of course, 450- it is recognized that there would be no loss of life, and only a slight loss in preperty in case of a failure in any dike. If this were not true, the dikes as constructed would be condemned at once. We are not prepared, at this writing, to state with authority whether or not the practice followed in this construction is economically sound. Howb ever, as a result of our own work, the history of the place, and the word of authorities in hydraulic work, we are forced to state that the construction is unsound from an engineer- ing point of view. To determine the hydraulic gradient of the dikes borings were made at regular intervals along the cross sec- tion, and the various depths to the water table were recorded. The borings were made with an ordinary earth auger with a two inch bit. The sketch on the following page shows the results of one of the trials. The particular trial shown is typical of the cross sections tested. Some dikes showed a better hydraulic gradient, others far worse. If the reader will turn to the next sketch he may see the comparison'between a good hydraulic grade line and a poor one. The safety of a dike with a poor hydraulic gradient is endangered because of the tendency for the slope to wash away at the point where the water table nears the surface. When this takes place the water is likely to carry along fine material and eventup ally undermine the dike and cause failure by piping. It is very probable that the danger would have been avoided if some sort of an impervious core wall had been built in the dikes. -31.. 5". that SENN b Vase. about bmthofl \\vx .. b\o>\ «Qt oh; \bu xxx 9. a e s a“ ~\ “\00% \BXQDka OI ..Wm .W\ .M W \Oan‘ %B\Q\Q\Q .026 m... bQoQ tutikmfl .mC\\Q kc MQNKQW‘Q xv.“ >1; & ax %k\< SQTWG b\ Vb YQonQ ‘NSQ . t unlnntnnllllllllllllll IIIIIIIII hxlmmnmfieemfill V. I x a. 4x. 1.» / v, \ .., , C . /. . . ea a K t. .../.2 .. 3., a .\ _\ .....xifixtt awoaxkammbhi? J..\\La\fl.e,.,w. .. . . ..._ . _. .. The slepes of the dikes are excessive on all of the ponds now in Operation and are unstable because of this fact. It is to be noted that the dikes under construction are being built with less steep sIOpes and will probably'be more satisfactory. It is obvious that the side slopes should be stable under all conditions, and it is evident that this requires that the slopes be less than the angle of repose of the material from which the dikes are made. As an evidence of the fact that the slepes of the dikes are excessive; it is to be noted that the banks on the water side of practically every dike has sloughed off. This condition, if not remedied, will eventually cause failure by overtOpping. To insure the stability of the dikes, the side slopes should be at least 3 to l on the water side and 2 to l on the other side. There are no emergency spillways on any of the ponds, not even on the head pond. With the exception of the head pond, it is probable that none are needed as storm conditions affect them very little. However, if one of the dikes at the higher elevations failed suddenly, it is probable that the men oould.be hard put to save the ponds below. A free board of about two feet is kept on all dikes which renders them safe for all normal condi- tions. As the head pond is situated in a gully, it is seriously affected by excessive precipitation. As it is now, the men employed at the hatchery are required to keep -74- a constant, day and night, vigilance to keep the weirs open,to prevent overtopping of the earth dam which con- fines the head pond, during heavy rainfall. Professor 0. n. ends, of this college, recognized the need of an emergency spillway at this location and designed the one which is now being constructed. 30m (1an CONCLUSIONS OF THE HYDRAULIC SURVEY We feel that some general remarks concerning the strength and weaknesses of the various phases ch this hydraulic survey are now in order. It is obvious that the quantity of influent wetsr.and consequently the quantity of effluent water.will not remain constant the year around. A series of readingsminilar to those we have taken. should have to be taken in all seasons for several years before dependable averages could be reached. Therefore the readim we have node are only accurate for the particular day on which the measurements were taken. Since the influent water finds its source in sprinss the choose will be gradual.but its existence can not be denied. This fectme believe.does not render our calculations vsluelsss. Many vital and interesting conclusions may be drawn from the results we have found. For exampls.let it be granted that the flow conditions we have found represent discharges very near the maxim since the mam-onto were ads in the Spring of the year. Then we may draw conclusions regarding the adequacy of the supply of water. While the supply of water is sufficient for the ponds new in opersticn.it is doubtful that the total supply will be adequate to most perfect running requirements when all sixteen ponds are in operation. A more detailed study would be necessary to completely Justify this statement. however it appears to be true from the investigation we have made. It is very likely that some sort of a pumping station at Wolf Lake will be necessary to meet future demands. With our computations as s basis the operators of the hatchery could make valuable decisions regarding economical draw-down rates. advisable water distribution. and other conclusions subject to their Judgement. In these and many other says the results of our survey could be put to use in a prscticsl newer. Among’the most valuable lessons to be gained from this survey are those taught in the use of the weir for stream discharge measurements. The adjustable weir proved to be very satisfactory in every regard. We believe the method of stream discharge determination employed in this survey to be unexcelled both in simplicity and accuracy. With the hope that it will form a contribution. however small. to the profession of engineering; this thesis is respectfully submitted. ..3 7- - . _ e a . VWLF .14: AK: ‘ 1 - 5273;" 7C... " . ~*:}~_T.Nn;$r .7 .1 IN. _>»_____: . _- ,i, t | .s ' .-, '1 . A . . _-." . - . ‘ V ' ‘— - "7’7”" ' V " '7 Q 4' I.‘ —~ . .._. O WEff/uwr J'f‘n’am w ; a . . . - ‘ . ' are“ .. - . I74 yfl”? . i- . . “fife!” ff/f/ansfrrrem " - " , 4 ;m. ‘ WI". ~ ' ,- -, j.:'.~ '."‘l.‘"";'\" "‘ ‘ 9"." vqmfivwfih‘d £1?sz .w w "J - H = '.-=‘-"-‘**~ ~-\ “ é a AEGIS/v _ ; ‘ ——-——~ 22 M; :_’"* “ - 2:” Pipe? 1 ——————/6 pm; n A . i. ‘J ': ‘3” e I” kw?” firm" a :wNW/J WM _e c answered by ,_ , ' "W 3 0nd? ' ' ‘ .. “'7' .- ”I r .7 _ 4‘1 / m a 0 75 I 'Cflfyé’an ‘ ‘ , . - ‘ 57/7477: ' I . I. L" 7'le PI. ATE , - '."' 'w‘ .,,/ ' 9M1; ‘ A r x," L ""lf new? K1; ‘3; >. \. skL‘gx rr A -l ,,V‘r'.,,- ‘.~ .. 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