REMOTE STORAGE DESIGN AND COST OF FISH PONDS ON THE MKHfGAN STATE COLLEGE RIVER. FARM Thai: for the Down of I. S. MICHIGAN STATE COLLEGE Wayne E. Lcshor 1948 -L E i? 3 f. .3}. I :7 C_/‘ ARV w SUPPLEMENAL REMOTE STORAGE 9‘3 F PLACE IN RETURN BOX to remove this checkout from your record. TO AVOID FINES return on or before date due. DATE DUE DATE DUE _ \J 7 DATE DUE Design and Cost of Fish Ponds on The Michigan State College River Farm A Thesis Submitted to The Faculty of MICHIGAN STATE COLLEGE of AGRICULTURE AND APPLIED SCIENCE By Wayne E. Lesher Candidate for the Degree of Bachelor of Science June 1948 {THESIS 0'! 3‘ 'r'v‘ ‘ . 1'1 3 " -‘ ~’. C [:3 4 .' '- 2,‘ _' g Eff-u, .1. 3 if" 3 L: i ‘ ‘5” 3’ a f f: : u 3 I 3" 13-313. it... 3311“? 7?. '- “t s ' _g A I . 3 :3. fa ‘r; w x; ‘ ‘1‘ng OF commn‘s gig 1333 m 2 ’3 33.3 ,3 «to 5:3: ‘QEm ‘2 E13 P Q A Q ‘ fl (:3 Q Q A Essa Introduction ' .......................... l Pond Location .......................... 3 Water Supply .......................... 6 Construction .......................... 9 Cost of Construction -------------------------- 22 1351439 '3 -1- INTRODUCTION In my planning of fish ponds on the Michigan State College River Farm, 1 have attempted to make use of some land, that now stands idle, at a reasonable price as possible. zhe department of Zoology would find this project invaluable as the ponds can be used for research and for student study. I have planned the ponds to be of different sizes mainly for experimental possibilities. The fish ponds are small artificial lakes with dirt bottoms and sides. They range in size from approximcntly one acre to one ninth of an acre in surface area. For good pond management and fish production a fish pond should probably be not larger than one acre nor less than one tenth of an acre in surface area. Fish ponds are built for various species of fish. the ponds here are for warm water fish-Primarily Bass and Bluegills. It is estimated that a one acre pond will produce from 150 to 450 pounds of pan-sized fish each year. It depends of course upon the type of management the pond is given. The cost of preducing fish will run only a few cents a pound excluding the initial cost of building the pond. Bluegills should not be planted alone, but a ratio of 1,000 bluegills to 100 bass has proven to be most satisfactory. If the pond is overstocked or over- populated, the results will be stunted fishes. If the pond is not harvested of fish either all at once or little by little, the results may bring about an over-population. It is important also to seep the correct balance between the bass and the bluegills or the production again sill be cut dovn. If all sizes of bluegills are to be found and there is an evident gradation from tze smaller to the larger sizes, the pond is in a healthy condition. However if certain sizes are missing or if all the fish are of about the same size, it is an indication that the pepulation is out of balance. The large mouth blacs bass iscannibalistic and is found very de- sirable to mix with bluegills. Bhey eat the young fish and keep the pond from becomming over-populated. Usually they do not exceed seven pounds. Bhe bluegill is an excellent fooo fish and is very hardy. It grows to be a pound or a pound and a half in weight. In a years time it will grow four or five ounces. It attains a length of twelve to fourteen inches. I have planned these ponds with an assumption that the proposed dam across the creek fed by springs and drainage water, will be built. -3- POND LOCATION In finding the location for the ponds there was not much choice in the area in which they could be built. There is no natural location for them outside of the large pond that would be formed from the backwater of the proposed dam. The ponds in this writing are in addition to this bacxwater. I ran a topographical survey of the area and plotted the map. From this I picked the location for the ponds. There are several factors that are essential for the location of an ideal pond. The most essential things are: A water supply that can be diverted into the ponds in the amount required, a pond button which will hold water, a location where the ponds can be built economically (In- cluding satisfactory and sufficient materials nearby), a location that is not subject to flooding, and in such a location that the ponds can be drained. With all these requirements in mind a location was picxed out which satisfied these to some degree. It was clear that the pond embankments must be built up to some extent and also the pond would have to be dug out somewhat. Therefore both excavation and fill would be necessary. The ideal case is to have the amount of earth excavated equal to the amount of fill required. In most cases this will give the most economical cost. I have done this to about as close as i could plan, having 91 cu. yards of excavation greater than that of fill. I did not run soil borings test but borings have been taken in the immediate area (where the proposed dam is) and it was found that till clay is prevailent from one to five feet below the surface of the ground. Of course this is not a satisfactory test for the area in which the ponds are -4- located and soil test borings should be run about every 50 feet or so to determine accurately just where the clay is. If the borings that were made are indicative of what is in the entire area there will be an ample amount of clay soil available for the sealing of the pond sides and bottom. With.tomewhat of a limited supply of impervious soil available it would be advisable to construct the dikes or sides of the pond by puddling the water side and not by attempting to mate the dike out of the mixture of the soil. rhis would be all right if the soil were of an hmpervious, homogenious mass, but it isn't. In order to be able to drain the ponds a drainage system must be worked out. With the pond locations next to the river this presents no problem. However there is a limit to the height of the water in the pond and in order to mane the ponds of minimum depth it is necessary to sacri- fice some of the drainage qualities in order to have depth to the pond. From the bottom of the ponds to the river there is only a drop of one and one-half feet. During high water it would be impossible to drain the ponds by gravity,but if necessary,they could be pumped. rhere is no way in getting around this handicap using the water supply from the reservoir. There are two capped artesi‘n wells in an old foundation just a short distance from the ponds and what I recommend before any definite plans are decided upon, is that tests be taken on these wells to find there potentiafities as a water supply. It has been reported that the flow on the wells is several hundred gallons of water per minute and if this water supply were adequite it would offer a more desirable water system than the reservoir. The water head would be several feet highgr thgn the reservoirs, and would allow a better drainage of the ponds and also deeper ponds if so desired. it would be necessary to raise the height -5- of two of the dikes two or three feet higher but this could be done with no harm to the present layout and with very little additional work. It would require less piping and would in general be more convenient and more economiceal. whichever water supply is chosen the plans of the ponds here will work in either case. in order to build the ponds in this particular spot quite a lot of land has to be cleared of trees and brush as the pond sites lie in a wooded area. ihe woods are not thick but it does require an additional cost to clear the land. rrom the contour map it can be seen that a dike or strip of land Jets out from iear the old foundation. By utilizing this strip as dikes for two large ponds it helps (tat’the expense. it stands at a sufficient elevation so that no work need be done on it at all. WATER SUPPLY The water supply has been mentioned previously to a small extent. There are three sources of water; Springs, streams, and surface runoff. Ponds built just below spring heads are usually considered best. The flowing well has been mentioned with its possibilities and will not be elaborated upon any more. In the construction of ponds it is the water supply that has more to do with where and how the ponds will be built than perhaps any other single item. Flowing water is not essential for pond fishes. The most success- ful ponds, in general, are those which receive only enough water to maintain a constant level. An excess of water and too little water are both undesirable. The pond should just be kept full with no water run- ning out. The water should be clear and not contain any silt. These qualities are found in the water supply in this problem. There is a small creek that is lobated three hundred feet west of the old foundation. This creek is fed by drainage and by many small Springs. It runs through a wooded section and flows into the Red Cedar. There is a high bank on either side of the creek. An earthen dam has been proposed to be built near the outlet of the creek. This dam will cause the creek to back up to an elevation of 840.0 feet above sea level over approximately an acre and a half of land. There is enough flow in the stream to take care of evaporation and to keep the water level con- stant. It would be possible to raise the water level to 841.0 feet with- out any harm and would add about three fourths of an acre to the flood- ed area. I would recommend doing this in order to give more elevation with which to work with in the water system of the ponds. I have plan- ned the ponds, however, assuming the proposed elevation of 840.0 feet for the backwater of the dam. The supply pipe for the ponds will tap the reservoir twenty-five feet up from the dam and shall be three feet below the water surfaces. One of the most important conditions to study in the building of ponds is that of flood possibilities. In every locality the flood char- acteristics are different so it is rather hard to obtain accurate in- formation unless obscrved directly in that particular place. I feel my results of this particular area are the latest and most accurate found as to date. I have used two methods; one by direct observation and the other by calculation. The danger of flood comes from the Red Cedar River with a watershed area of some 355 square miles. The United States Geological Survey re- cords of flow of the Red Cedar River goes back to 1930. From that time to the present ( May 1948 ), the maximum flow was in the Springs of 1947. The measuring gage is located under the Farm Lane Bridge. Previously it had been located just a short distance upstream from the present locat- ion before the new bridge was put in. I found the elevation of the river at the M.S.C. River Farm and during the same day obtained the gage reading at the Farm Lane Bridge. Since the elevation of the river was at the top of the ice and the gage reading was at the.free water, I shall add .3 of a foot, to allow for the ice, to the gage reading of 3.50 feet giving 3.8 feet. IThe elev- ation of the river (top of ice) at the bridge was therefore the datum of the gage (824.39 feet) plus the gage reading of 3.8 feet or 828.2 feet above sea level. Since the elevation of the river at the M.S.C. River Farm at the same time was 832.6 feet there is a difference in the elev- ations of 4.4 feet. The gage reading during maximum flood in the 1947 was 11.58 feet or an elevation of 825.97 feet. Adding the difference of elevations of the two localities gives a maximum flood height of 840.4 feet at the M.S.C. River Farm. It must be remembered that the two points on the river are located some approximate five miles apart by river and that there can be a great difference in the flood characteristics due to obstructions in the river such as dams ( a small one at Okemos), bridges, and natural obstructions which act to differentiate in the behavior of the river. In 1921 a gage reading of 14.5 feet was recorded/the datum of the gage being 824.96 feet. There is great doubt as to the authenticity of this report. It appears in a publication of the'U. S. Geological Survey and the facts leading to the information are questionable. Supposing however, that this questionable information is considered. The height of the flood would have been at an elevation of 839.5 feet at East Lansing or at a height of 843.9 feet at the M.S.C. River Farm. Therefore by this method of calculating the maximum flood level, an elevation of 844.0 feet in building the dikes would be sufficient to hold back any floods that might occur. During the spring flood (1948) I took actual measurments at the pond locations. The water level at the time was 839.5 feet. The maximum flood level (1948) was 1.7 feet higher than this or an elevation of 841.2 feet at maximum height. The maximum gage reading in 1947 was 11.58 feet and in the Spring of 1948 (up to May) was 10.46 feet or a difference of 1.12 feet. Therefore the maximum flood level by this method was 839. 5 feet plus 1.7 feet plus 1.1 feet or 842.3 feet above sea level. By building the dikes at an elevation of 844.0 feet, they should keep back any flood as bad as what has been encountered before. CONSTRUCTION As the ponds are permanent structures which cost considerable to build, it is important that they be built prOperly. The construction is divided into clearing, excavation, dikes, inlet, and outlet. CLEARING AND GRUBING: Most of the land where the ponds will be located is wooded. There is approximately 95,000 square feet of land which mustbe cleared. The land is not thickly wooded and there is not much underbrush. The trees run up to about twenty-one inches in diameter. This land must also be grubbed. All tree roots and undergrowth must be removed, including, leaves, dead branches, and all vegetation. EXCAVATION: . I“ .. In order to have a pond of minim of six feet it is necessary to excavate. Since it is also necessary to build dikes I have tried to balance the amount of excavation and the amount of fill which of course helps to minimize the cost of construction. This had to be done by trial and error -— changing the size of the ponds and their location, until the desired results were obtained. I have made the ponds with the area of the six foot depth (max- mum depth) equal to approximately one-quarter of the surface area of that particular pond. This allows for an ample area of depth which is required in the winter months and also for the larger fish in the summer months. From this six foot depth I have maintained a uniform slope up to the top of the water. I have not made the slope the same all the way around the pond because of the more possibilities it would present to experimental purposes with varying slepes. -10- In order that the ponds can be drained it is necessary that the six foot depth be sloped slightly toward the outlet. The slepe need be just enough to keep the water flowing. It is better to have the water drain slowly from the six foot depth area in order to keep small fish from being caught on the drained area. To show how the pond sides slope I have drawn pond contours on the topographical map. The pond contours are the finished slepes. Actually the excavation is carried to a depth six inches to eight inches greater than the con- tours shown. If the bottom is of good clay material (impervious) a six inch back fill of top soil should be added to make the bottom and sides of the pond fertile. If the soil is found to be of pervious material a two inch layer of clay soil should be put on and than six inches of top soil added to that. Any extra clay that is excavated should be kept separated from the other soil in case the clay is needed to line the pond for imperviousness. If enough soil borings are run this could be determined beforehand. There will be about 100 cu. yards of excavation that will not be used for fill. This can be disposed of easily in the immediate area surrounding the ponds. BIKES: In this case the dikes are used to hold the pond water in and the flood water out. It is necessary to build the dikes to a elevation of 844.0 feet in order to keep out this flood water. Where the dikes sep- arate two ponds it is sufficient to build the dikes two feet higher than the pond water elevation. This would give an elevation necessary for the dikes of 842.0 feet between ponds. There is a dike at elevation 845.0 feet which runs out from the old foundation almost to the river, as can be seen on the contour map. I have utilized this by letting it act as a dike for both pond #1 and pond #2. The first and most important consideration in earth dam or dike construction is that they be made as nearly impervious to the action of water as possible. Seeping water is destructive in several ways: The saturation of the dikes imparts an effect of buoyancy which lessens the effect of gravity upon which in a large measure the stability of the dikes depend. The cohesion of the soil particles in the dike is des- troyed by this seeping water. Water acts as a lubricant upon which the soil particles will slide. Since on every dike the dike is subject to water pressure on both sides (either the flood water or the pond water), I have planned the sides fora alone of three to one on both sides. This will also cut down seepage of water through the dikes and it virtually eliminates the possibility of the dikes slipping and caving. In order to allow room for automobile and truck traffic and also to allow room for tractor eq- uipment in the building of the dike, I have planned a ten foot wide top to the dikes. This of course with a three to one side slope demands more earth than a dike of narrower width and steeper slopes. However the ponds have to be excavated to some extent anyway, and the earth might just as well be utilized as wasted and for very slight extra cost get a good wall put around the ponds. In other words it is eco- nomically desirable to build a ten foot wide top and lepes of three to one on the dikes. A three to one lepe also will not settle like a steeper slope. There are many causes of failure of earthen dams or dikes. Some Some of the major causes are: Inadequate spillway - Here Spillways are not needed at all since the amount of in- comming water is controllable. Foundation leakage - It is necessary to be sure there is a good bond between the dike and the ground. It is important that the entire side area be impervious or excess percolation of water through the foundation will cause a failure. The danger of this is less- .ened by using side slopes of three to one. Seepage along outlet and inlet conduits - Concrete collars or cutoff walls are built around the con- duits thus keeping water from seeping along the conduit and gradually enlarging the space until a failure results. Unsuitable soil material - It is a good idea to run a mechanical analysis of the soil to determine the suitability of the soil for imperviousness. A thin layer of clay (which is found in the excavation) should be placed on the sIOpes. Again a three to one slepe cuts down the possibility of a failure due to a pervious soil. Inadequate compaction - The dikes must be compacted thoroughly. Best results can be obtained when the soil is at its optimum.moisture content. There should be a good bond between the ground and the dikes. To obtain this (after the land has been cleared and grabbed) the top soil should be removed. 'This is approximately a one foot excavation. Where the center of the dike comes, a trench two feet deep by five feet wide -13- should be dug. The ground should be scarified and loosened along the bottom of the dike. The dirt for the dikes should be put on in twelve inch layers and each layer compacted, preferably with a sheepsfoot roller. By compacting this way it helps to make the dike watertight and also there will be very little settlement. The dikes should be seeded or sodded with vegetation to protect the sides from erosion. The side of the dikes toward the ponds should be sodded down to the water line or the side will wash due to wave action. The pond side of the dike should have a two inch layer of clay cov- ered with a six inch layer of good top soil. The object of the top soil on the pond sides and bottom is for the growth of aquatic plants, upon which fish food depends. I Earthwork for dikes was computed by the end area method. That is the proposed dike was layed off in stations depending upon the contours and the end area of each station computed. The end areas of two succ- essive stations were averaged and the results multiplied by the dis- tance between stations. It may be necessary to put rip rap on the north side of ponds numbers 1, 2, and 4, to keep the dikes from washing during floods. This can be found only by trial,However, if a good growth of vegetation is on the slopes’that may be sufficient to keep the sides from wash- ing. POND EARTHWORK: The earth~work of each pond includes the excavation and the building of the dikes, both of which has been discussed. The follow- ing are the quantities of cut and fill required for each pond. I have allowed'15% extra for earth in the building of the dikes to allow for compaction, loss, and shrinkage of the earth. I! POND #1 Pond Pond Pond POND #2 Pond Pond Pond Surface area ............ Area of 6ft. depth ______ Bottom; Total Excavation -------- Total fill .............. Dikes: Fill .................... Total fill .............. Totals: Surface Area ............ Area of 6ft. depth ------ Bottom: Total Excavation ........ Total fill .............. Dikes: Fill g ................... + 15% ................. Total fill .............. Totals: 17,612 sq. ft. 4,198 SQ. ft. 740 cu. yds. 180 cu. yds. 3,606 541 4,147 740 4,327 43,460 10,480 4,695 4,595 1,659 cu. cu. cu. cu. cu. sq. sq. cu. cu. CU. cu. 011. cu. yds. yds. yds. yds. yds. ft. ft. yds. yds. yds. yds. yds. yds. . yds. POND #3 Pond Pond Pond POND #4 Pond Pond Pond Surface Area ............ Area of 6ft. depth —————— Bottom: Total Excavation -------- Total fill ______________ Dikes: Fill .................... +15% .................. Total fill .............. Totals: Surface Area ............ Area of 6ft. depth ------ Bottom: Total Excavation -------- Total fill .............. Dikes: Fill .................... 47157;, ................... Total fill .............. Totals: 12,576 2,976 2,072 1,301 195 1,496 2,072 1,496 4,944 1,216 931 770 115 885 931 885 Sq. sq. CU. cu. cu. ft. ft. yds. yds. yds. cu yds. cu. cu. cu. sq. sq. 011. CD.- cu. cu. cu. 011. cu. yds. yds. yds. ft. ft. yds. yds. yds. yds. yds. yds. yds. -15- PONDS #1, #2, #3, #4: Grand Total: Cut ------------- 8,438 cu yds. Fill ------------ 8,347 cu. yds. ItflndrS: The inlets are arranged so each pond has its separate inlet pipe with a gate valve, allowing for complete control of the inconning water in each pond. The valve controls are located on the edges of the dikes to give easier access to controlability. The inlet pipes branch off from the main supply pipe. Each Open— ing of the inlet pipe should be on a fairly flat slepe so the inconning water will not flow to rapidly and wash a gully in the pond bottom. Stone or rip rap of some type should be put directly below the Opening of the pipe to keep the bottom from washing from the falling water. It is a good idea to have at the end of the pipe, a one-quarter Bend (or 90°) section of pipe to shoot the water upward instead of outward. Care should be taken to see that the tOp elevation of the one quarter Bend piece below enough to keep a high enough head so water will flow rapidly ‘through the pipe. A three foot head or an elevation of 837.0 feet would work out all right. As the water reaches the top of the inlet pipe outlet, the head will decrease and the water will flow more slowly until it will barely be flowing as the water level nears 840.0 feet. A six inch cast iron pipe is used on the inlet pipes as on the main supply pipe. The valves are also six inch. The cost of a six inch valve hardly warrants for putting in a four inch valve with the very little money that it would save. The largest pond (the one acre one) can be completely filled in less than three days with a six inch pipe with an elevation of outlet at 837.0 feet. The cost of pipe above six inch diameter increases rather rapidly. The inlet pipe to pond #4 is 233 feet from the main pipe. The in- let piping for this one pond will cost about $700 at present day prices. By connecting a pipe between pond #3 and pond #4 through the common dike, the cost would be about $100, a savings of $600. A valve could be placed in this pipe and it would allow fairly good control of water in pond #4, but not as an extensive control as the way as shown on the map. I have planned it with the use of the separate pipe system but with a slight alteration of plans the less costly system could be used. It de- pends upon the extent of water control desired in pond #4 and the fin- ancial resources available as to which plan is desired. Cut off walls should be placed along the inlet pipe to prevent see- page of water along the line of contact between the soil and the pipe. They should be placed about ten feet apart. These walls consist of square collars built around the pipe and are made of thin slabs of con- crete six inches thick and from a one foot to two feet wider than the pipe. Two collars per pipe should be sufficient on ponds #1, #2, and #3. 0n pond #4 three collars should be used. The outlet of the pipes should be covered with a fine screen to keep fish out. The screen should be welded to the pipe or the pressure of the water when filling will force the screen off. If there is seepage in any pond the intake valve can be left Open to maintain the water level. The main supply pipe is 360 feet long, and the connectors to the ponds are as follows: . Pond #1 ---------- 30 ft. Pond #2 ---------- 57 ft. -18- Pond #3 ---------- 39 ft. Pond #4 ---------- 233 Ft. PIPING: The piping consists of the main supply pipe, the inlet pipes,and the outlet pipes. The main and inlet pipes are six inch, cast iron pipe. The outlet pipes are ten inch vitrified clay pipe. The main pipe starts in the dammed up creek twenty-five feet above the dam. The top of the inlet is 3 feet below the surface of the water or a elevation of 837.0 feet. The inlet must be covered with a fine screen in order to keep fish and debris from entering the pipe. The main and inlet pipes do not have to follow the hydraulic grade line, but should stay below it. Otherwise the pipes would have to act as syphons and trouble could result. It is necessary that the pipe be layed below the frost line. The maximum depth of trench necessary is 15 feet for about 25 feet distance. The average cut for trench is around 7 feet to 8 feet. The outlet and inlet pipes should be layed before the dikes are built to save excavating the trench through the dikes. OUTLETS: The outlet consist of that portion of piping and materials that have to do with the draining of the ponds. They are located at the sides of the ponds nearest the river. The outlet from the ponds are as shown in detail in the accompanying drawing. This type of outlet allows the pond to be lowered to any elevation desired and also to maintain a constant water elevation even if water is entering the pond from the inlet pipe. The base of the stand pipe is —18A- Kl CA A/F/[L 0 "1. " 04/74: 7‘ 6; K5 7'74: EMBA/V/f/t/E/VT 70,0 or 509ng (REA/10 VA 81. 5) Alt/(H01? 4 JECT/O/V THROU6H C“ 0 KETTLE 8106?! j . T SEC 7'/0/\/ THROUGH A-'B , _ , . ”7,113 0.11 - -. . - ‘ . . fifiMJ‘T" ’25?“ .mmm ,1 ,. -19... attached to the drain pipe by a loosely threaded elbow. Graphite can be used on the threads. By swinging the upright pipe at an angle and hold- ing it in place by a chain attachment to the stanchion, the height of the water in the pond can be regulated. The height of the stand pipe should be so that its maximum elevation will reach 844 feet in order to keep flood waters from backing up into the pond. A fine screen must cover the top of the standpipe to keep fish from draining out with the water. A walk has to be built out to the pipe in order to make the pipe accessible for control. The kettle should be placed so it is slightly lower than the bottom of the pond. This will give complete drainage of the pond. It is ad- visable to have shallow channels six inches deep by fifteen inches wide, extending radially outwards from the kettle. The fish have a tendency to follow these channels and can be seined out more readily when draining the pond. The drain pipe is ten inch vitrified clay sewer tile. It has a long life and is economical. It will break easiyif there is a settlement of the ground but in this case the drain is below the dikes so there is no danger of breaking due to settlement. Concrete collars should be placed every ten feet around the outlet pipe. They are like the ones for the inlet pipe. Since on pond #3 the outlet pipe runs below #4, it is a good idea to put the collars all along the pipe at intervals of twenty feet except for two ten inch in— terval collars to begin with. On pond #1, two ten foot interval collars and one twenty foot interval collar is sufficient. Pond #2 and #4 drain into the outlet of pond #3 and two fifteen foot interval collars on pond #2 will work all right. The outlet of the drainage pipe is into the Red Cedar River at an elevation of 832.5 feet. During periods -20- of high water the ponds will not be able to be drained completely. With the river normal there is no trouble in completely draining the ponds if so desired. A concrete collar should be built around the pipe where it comes out of the bank of the river. The length of the outlet pipes for the various ponds are as follows: Pond #1 -------- '78 ft . Pond #2 -------- 45 ft. Pond #3 -------- 162 ft. Pond #4 -------- 10 ft. The maximum excavation for pipe laying would be eight feet or an average of about six feet. The ponds will drain under a pressure head varying from 7.5 feet to 0 feet. The pipe has to follow the hydraulic grade line or bGIOW'in or- der to completely drain the pond. By setting the bottom of the kettle at an elevation of 833.0 feet and the bottom of the outlet pipe at 832.5 feet the lepe is .64% and by Kutter'sformula for pipes flowing full, using N as .015, the quantity of flow ( with no pressure head) is equal to 1.3 cu. feet per second, and the velocity of flOW'iS 2.5 feet per second. This flow is sufficient. For pond #2 the bottom of the kettle can be set at an elevation of 833.3 feet. This pond is dependent upon pond #3 and has the same flow characteristics. For pond #3 the elevation of the bottom of the kettle is 833.5 ft. and the elevation of the bottom of the pipe outlet in the river is 832.5 feet giving a slope of .62%. By.Kutter's formula for a ten inch diameter pipe using N as .015 the velocity is 2.45 per second, and the quantity of flow is 1.3 cu. feet per second. For pond #4 the flow is the same as pond #3 since it is dependent upon pond #3'8 outlet. The bottom of the kettle can be set at an elevation of 833.1 feet. COST OF CONSTRUCTION (Estimation of prices as of May 1948) Items Qpantity Unit Cost Total Clearing & 2.18 acres $300.00 $654.00 Grubbing Excavation 8,438 cu. yds. .50¢ $4,219.00 Fill 8,347 cu. yds. Labor 600 hrs. $1.00 $600,00 6" 0.1. pipe 939 ft. $3.00 $2,817.00 10" V.C. S.S. pipe 295 ft. $2.50 $737.50 6" 001. Gate \ ‘ Valve & Box 4 $70.00 $280.00 Canfield "L" Outlet & Kettle 4 $100.00 $400.00 Total Cost $9,707.50 As can be seen there is no charge for the fill. The excavation (since that is the most) is what is paid for. This price also includes seeding the dikes when finished. It is necessary to have hand labor to fix the corners, help direct machinery, etc,. N “itm‘fimlrrfifiu‘tiufilgtflfl V m if T 3 1293 149 358 M'WllifilfflflvflflifllfilflfiiilltflflfliiflhfllfllflWVs ERSH'V' LFBPA‘AV‘EE‘ H H \‘ ‘1 :1“‘« W” I l I“ ‘7‘ 45 3891 fullC'r-HLEAH STDTE UNIV 7 \ yw w ll |+||* ~ 3 1293‘031 3' , M'JL‘X‘B‘i io‘fi‘ur no l’~ 1.“ 'Wummme .Sw