WA‘EER ELGW AN?) SEDEMENT lPJ‘FAKE 3N OWN TEE} ‘é‘étesis for firm 5139;?” c? M. S. MECHZGAN Si‘é‘i’i" 5&EVERSE‘E"? £02m WI Afia‘ink €963 THESiS (1'2; This is to certify that the thesis entitled MRMAESEDW nmxmmnmmm presented by John W. Addiuk has been accepted towards fulfillment of the requirements for l fldegree my. We Major professor I ”._ ‘ 7 _. - 6-169 ‘ ABSTRACT HATER FUN AND SEDDDIT INTAKE II DRAIN THE by John H. Addink Little ie have: about drain tile feiltn'ee on eteep elopee. Tile teilme ere costly end could be elinineted with proper deeign end in- etelletion beeed upon e note complete knowledge. Ieboretory teete were conducted on two oritieel eeotione of e tile line. Theee were: (1) pine end cede cheese eeotion, end (2) eteep grade eeotion. Soil vee pleoed erotnd open Joints of e Iodel tile line. Voter wee recirculated thrown the tile line for 8 to 12 home. Soil intake wee checked by: (l) measuring the concentretion of eoil in the vete: every hour, or neeeuring the turbidity of the veter, end (2) checking for holeeintheeoiletthe jointeettheendoteteetrun. ' Thereveelittle ifenyeoilinteb etthejointeintheeree ofehydreulic Jt-pvitheendyloeloreendycleylous When eoil inteke wee checked on eteep elopee it see i’otnd thet: (1) eoil inteke ie Inch creeter for full flow then hell-full flow, (2) e velocity of 6 feet per eeoond wee critioel in eendy lo- end eendy oley loan. (3) Iieelicn-nt increeeee .011 mun, end (i) eoil loee occur-e even with tile pushed end to end. um now an 3313mm him In DEAD! rm By John u. Addink A THESIS Suhitted to the College of Agriculture of Michicen Stete (hives-eity or Agricultm end Applied Science in pertiel fulfill-eat otpthe requirennte for the degree of MASTER or 30mm Depertmt of Agriculturel Engineering 1963 Approved by % ék ACKNWIEWTS The euthor eiehee to eXpreee hie einoere thenke to Proteeeor E. H. Kidder of the Agriculturel Engineering Ibpertnent for hie oomel end snidenoe ee Mejor Profeeeor during the ootree of thin etuiy. The eeeietenoe end edvioe of Dr. A. E. Eriokeon of the Soil Science Depertnent end 11-. H. 8. Henry end Dr. R. F. McGenley of the Civil Engineering Deperteent ie gretefnlly acknowledged. Sincere eppreoietion ie eleo expreeeed to Hichigen Vitrified Tile Conpeny for doneting the tile need in the experinent. 11 CCUTBITS ‘GWISe O O O O O O O O O O O O O O O 0 LIST G mes. C O O O O O O O O O O O O O O O Ghepter I. II. III. V. VI. VII. VIII. mmODwTIw O O O O O O O O~ O O O O O C 0 mm OF HERA?“ . . O O O O O O O O O fi-eeent deeign oriterie. . . . .1. . . Plot: oherecterietice of enter in-drein tile. EQUMT All) HELMET“.- PBOGEDM. . . hth 0 O O O O O O O Preeetn-eneeeure-nte......... “Hum“Ctimeeeeeeeee “11.00000000000000000 Soilintekeneeeurennt........ DISCUSSICICFESULTS........ Soil intehe releted to credo end eiee chaise O O O O 0 Soil inteke on eteep elopee. cmchmSOOOOOOOOOO SIBGBSTICNS FOR FU'I'IRB STUDIES. . . . . . WMTICIS FOR FllLD INSTALLATIQIS . WmSe O O O O O O C O O O O O O O O “mnne O O O O O O O O O O O O O O O 0 iii eee e ee e'e e e ee e ee eee ii iv 5151 '61 11515859 ~o mm x» w w s) LIST 0‘ FIGIRES Figure 1.Hodelendlineenpporte................ 2. marmam'ouWOOOOOOOOOOOOO 3e W‘tic dr‘m of D601 til. 11” e e e e e e e e e A. Soilleeeintoetilelineetp'edechenceineeendy clulouoofl................... '5 5. 6. 7. 8. 17. 18. Soilloeeintoetilelineetgredechengeineendy lon‘ouOOOOOOOOOOOOOOOOOOOO Soilintehe intoetilelineonelOperoentelope. Soilintekeintoetilelineonelflperoentelope, ”Wteeeeeeeeeeeeeeeee SoilinteheintoetilelineonelOperoentelope, ”Ojomtflmch‘eeeeeeeeeeeeeeee Soilinteheintoetilelineonefaperoentelope. Sailintekeintoetilelineoneoperoentelope, BOWteeeeeeeeeeeeeeeee Soilintebintoetilelineonebpercentelope, m:°nt.p‘CMeeeeeeeeeeeeeeee Soilintehe intoetilelineoneZper cent elope, W‘fmfIWeeeeeeeeeeeeeeeeee Soilintehe intoetilelineoneZperoentelope, "ubmfh'eeeeeeeeeeeeeeeee Soilinteh intoetilelineonelOperoentelepe. Hole in eoil illuetreting eoil inteke et tile joint: Soil which eettled to hotte- ot tenk illuetretee mmto:.0‘lmt‘heeeeeeeeeeeeee Boilintekeintoetilelineonelnperoentelope, urojointlpacln‘................ Soil inteke intoetile line onebper cent elope, “to jon‘ .mom‘. 0 O O O O O O O O O O O O O 0 iv 18 21 23 25 27 I 28 29 31 31 33 us: or mes (contintnd) Ham “3' l9. Soilintekeintoetilelineone6percentelope.. 35 20. SoilintekeintoetilelineoneZpercentelope, “rejointlpecln‘................. 36 I. INTRODUCTIQJ Fifty nillion feet of drein tile ie inetelled in Michigan in en everege year. The Michigen Agricultural Stebilieetion end Conservation Co-ittee of the thited Stetee Depertnent of Agriculture reported die- pereenente of $1,951.,ml in 1961 to none 3,500 Michigen fer-ere for euietence in the inetelleticn of cloeed dreine on 50,000 ecree. The coet of e conplete tile dreinege eyeten rengee tron $75 to $150 per core. Five to 25 yeere of increeeed production ettrihuteble to tile dreinege is needed to pey for the inveetnent. With proper deeign, inetelletion, good quelity tile, end good neintenence, e tile dreinege eyeten ehould function properly ibr 1.0 to 50 yeere. The deeign criterie for tile dreinege ie lergely heeed on Judglent, pent experience, hehit, end rulee of that: heceuee of e limited wine of reeeerch knowledge. Tile dreinege feiltn‘ee cen he coetly. Many feiluree could have been prevented it nore conplete infer-etion were eveilehle for proper deeign end inetelletion. Hhenehilleide eeeporepringieelininetedthedreinfne- quently conducte the enter don e eteep hill. Tile nine ere eontinee of neceeeity pieced on eteep elopee to drein wet weterweye. Reoccurring feiluree nebe it deeirehle to conduct e hydreulic end eoil inveetigetion of theee eteep eectione both in the field and leboretory to develop new deeign criterie. Field teete ere difficult and coetly to conduct heceue of neny moontrollehle verieblee. -2- leboretory teete were conducted on two criticel eectione of e tile line. Theee were: (1) eiee end grede chenge eecticn, end (2) eteep grede eection. Soil me pleced ermnd eeverel open Jointe of e tile line. The etebility of the coil et theee open Jointe wee evelneted ee weter flowed through the tile. II. REVIEW or LITERATmE \ Few experinents heve been conducted in the leboretory with tile enbedded in soil. Present reconendetions ere neinly besed upon field experience and obesrvetions of dreinege engineers. - W Specificetions set forth by the Anericen Society of Agricul- turel Engineers Reconsndetion for Design end Construction of Tile Dreins in fluid Arees (l) ere es follows: “Section 8 Gredes e) W. The ninintn grede shell be es greet es possible on flet lends consistent with the topogrephy of the arse. Experience indicetes thet tile leid without grede or very little grede tend to fill up reedily. The grede of shell-sired dreins should be linited to the following: m W 1. inch 0.10 5 inch 0.07 saw mm In locetions where fine send or silt enters the tile Joints, e minim- grede to produce e velocity of 1.1. ft./sec. is recon-ended. This is equivelent to 0.3 ft./lOO ft. for 1. inch tile. b) M. Steep gredes causing high velocities of flow present e definite heserd to tile neins especielly when they ere flow- ing nserly full. Cere nust be exercised in laying of leterel drains on steep slopes. where precticel e designer should evoid placing neins on grades nuch over 2 per cent. However, there ere locations end con- ditions which require the use of steep gredee. The following special prsctices ere rcconended for tile dreins leid on steep gredes in different soil neteriels; however, eech individuel cese should be pro- vided for by one or more speciel prectices to nest the locel conditions. WW- ror condmona a»... ma gredes ere steeper .or the flow in tile exceeds lieits specified in -3- -1... paragraphs above an engineer should specify the nethod of protection required for the individual job. Such nethods may include one or nore of the following: Iey tile with a tight fit, wrap Joints with suitable laterial, blind tile with heavy-texttn-e soil firstly tanped around tile, encase tile in gravel: use tongm-end-groove, bevel or hell end pipe, seal drain tile with suitable cement naterial or use continuous pipe of fiber or natal. The necessity for a breather near the beginning of a steep section and a relief well at the point where the steep section changes to a flat section should he considered. This will be deternined by the velocities in the tile, the soil in which the tile is laid and the capacity of the tile below the steep section. If the capacity of the tile in the flat section is such that the hydraulic gradient will reach nearly to the surface of the ground for full tile flow, a relief well should be installed to prevent a 'blcwout'.‘ National Soil Conservation Service specifications (7) are about the sane as the ASAE specifications just given. Michigan Soil Conservation Service specifications (8) specify a nininu velocity of 1.1. feet per second in a tile line and specify the sane minim. grades as previously given. n- naxint- grade specified 1. 1 per cent when installed in the nor-a1 nenner. For tile ‘dreins on grades exceeding 1 per cent a table of recon-ended protective neastn-es is given, (shots: in appendix). These protective neasures given are siniler to the special constriction features given in the ASAE and National 363 specifichtions. These include such practices as laying joints tight, wrapping Joints with tar impregnated paper of glass filter fabric, tenping fine textural soil aromd tile, and cenenting Joints or using sealed pipes. The Michigan 303 specifications onit two protective neestn'es noes-ended by the National 803 specifications. These are: l) to use only tile miforn in sire and shape with snooth ends; and 2) to lay the tile so as to secure the snuggest fit possible with the inside die-tor of one tile latching that of the adjoining tiles. -5- WWW fitnerotn stuiies have been nude on water flow in closed conduits. Drain tile flow seditious 111ch pert-full, elm, or full flow, subcritical, transient, or super-critical flow, and Iainly turbulent flow because of the open Joints. The factors affecting soil intake at the tile Joint area and possible failure by tile displace-ant include velocity of flow, align-set of individual tile, pressures in tile, and violence of energy dissipation in the hydraulic Jtnp. W lane and Kindsvater (6) studied the hydraulic Jup as it occurs inacircular conduitatagrede chengefronasteeptoagentle slope. Open channel flow conditions prevailed at low flows when the Jup did not fill the conduit. At higher discharge rates the hip filled the pipe and air was aired with the water by the turbulent action of the Jup and was carried domstreen as bubbles in the water. These bubbles rose to the top and Joined to fore an air pocket. In— nediately upetrean fro- the Jusp a negative pressure (below atnos- pheric pressure) developed when a supply of air was not provided. In this once the Jinp loved upstrean to fill the space. Kalinske and Robertson (5) made a detailed sttriy of air en- trainnnt of water flowing in a pipe. Their work incltxled determining the anount of air required by the hydraulic Jt-p and the behavior of the Jup when the conduit was placed on a slope. . For gentle slopes and low flows a series of large air bubbles noved downstreen fro- the Jtnp. A long air pocket extending to the -6— point where the air left tin pipe was formed when the water flow in the pocket area was at no‘rsel depth for the particular slope. Kalinshe and Robertson derived an enpirical equation for air outrun-ent- '33- . 0.0066 (r1 - 1)1-4 winre 0, is the rate of water flow, Qa is the rate of air entrained by a Jmp, F1 is tb initial Froude nt-ber. F1 a ,V1 where V1 is the velocity before the 8 y e ° Jtnp, g is the gravitational constant, and y. is the effective depth (water area ) (surface width) mm Honeyfield (2) ends a study of the effects of breathers and above the Jmp. relief wells on the flow characteristics in tile drains on steep slopes. The Iain advantages he cites for breathers are: 1) that for an increasing head a miforn increasing discharge is obtained; 2) that slug flow will not occur in the tile line; 3) that air pockets will not fora: for the air but will be relieved by the relief well for the higher flows; and I.) that negative presstn'es (partial vacutn) will not be created. The advantages of not using breathers are: l) greater discharges can be obtained for heads in the range between Open channel flow and pipe flow; 2) negative pressures will be created; and 3) air pockets will form. The advantage of the negative pressures would be that water is drawn into the tile line. The positive pressure in the air pockets would force air into the soil to help in aeration of the soil. Honeyfield concludes that breathers do not have their greatest usefulness as air vents but as location markets and inspection holes for the maintenance of the drainage systen. W W . Yarnell and Woodward (9) lads a detailed study of the rough- . ness coefficient of drain tile. The tests were conducted on full scale sections. A value of n = 0.0108 for Manning 's fornula was obtained. (V ' Lg 8.2/3 31/2 where V is velocity, R is hydraulic radius, and S is slope of the hydraulic grade line). Johnson (3) conducted nodel tests to deter-inc what effect niealignnent had on the capacity of drain tile flowing full. The capacity is reduced by as Inch as 20 per cent with a misalignnnt ratio D/x = 31.2 where D is the inside diameter of the tile and x is the nisalignlent. With a snaller D/x ratio or larger nisalignnent tile capacities could be further reduced. Johnson 's study did not include the effect of nisalignnnt on soil intake. W Jones (1.) ends a study on the effect of crack width at tile Joints on soil novenent into the tile. He concluded that: l) The soil and water will not drip fro. the tap of the tile but will flow around the Joint and enter below the air-water interface; 2) Soil moved into the Joints as a result of energy supplied by drainage water loving into the Joints; 3) A Joint itself disturbs flow very little and the disturbance has little effect on soil love-ant. The effect of water flowing past a Joint is to renove soil particles as they are pushed in; I.) To prevent a large soil aovenent into the Joint -8— but not to prevent water inflow into the tile: a) a 1/16 inch crack between tile is recon-ended for silt loan; and b) a 1/8 inch crack is reconnended for silty clay loan; 5) 50 per cent acre soil was taken in at the Joints when the outlet was submerged than when the outlet was not subrged. His conclusions are based on nodal studies. The third conclusion is based on a velocity of approxinately one foot per second. III. EQUIPHDIT AND EXPERIMENTAL PROCEDURE mm A model tile line was set up in the Agricultural Engineering Building. Twenty-one feet of 3-inch drain tile nede up the steep section and 21 feet of 5-inch drain tile was used for the flatter section. The tile line was supported at approximately five foot intervals by wood stilts as shown in Figure l. The grade of the line was changed by relocating the supports. Water was recirculated as shown in Figure 3. The water flowed from the tile into a lower tank. The lower tank included a stilling basin, a hook gage, a wier, a second stilling basin and an outlet in this sequence. Water was puped fro- the lower tank to the upper tank entry box. Three baffles were placed in the upper tank to prevent-or bop air entrainment die to turbulence to a ninimtn. A stone baffle stilled tin water before it entered the tile line. A hooded inlet was placed at the entrance to the tile line to‘ keep the entry head loss low and prevent vortices. A stone baffle in the lower tank stilled the water before it reached the wier. A second stone baffle prevented air (entrained in the overfell fron the wier) fron being forced into the pup inlet. in anti-swirl baffle was placed at the lower end of the tank to limit vortices and consequent air intake into the pup. -9- -lO- FIGIRE l NOEL THE LINE AID SUPPGITS FIGURE 2 “(DEER BOARD AND SOIL BOX erase For ensue. aaeon 3033 boson sear mags cramps wees For can: mean»... the.“ fi fi fiL h. I? U. III. I ended. vex m8... Ear * . FRUIWIITWH rue « _ w I IIIIIIHL“ i er I I I II . Re. wow 2- V I # I II- «56 3.0a Mung w mogeHo Eta!“ Q. Scan. .35 En -12.. Vitrified clay drain tile and lucite pipe were used for the tile line. On the steep section every fifth one-foot length was lucite pipe. The 3-inch lucite pipe had a l/8—inch wall thickness and the 3-inch drain tile had a 13/32-inch wall thickness. The flatter section consisted of 13 feet of 5-inch drain tile and 8 feet of lucite pipe intermixed. The 5-inch lucite pipe had a l/A-inch wall thickness and the 5—inch drain tile had a 9/16-inch wall thickness. Approximately l/8-inch Joint opening was left between each tile which was not in the soil box. The roughness coefficient may have been slightly less than if only tile had been used. The tile were externally connected with a 3 - 1. inch section of automotive tire inner tube. TheohengefflmaB-inchtoaS—inchtileatthepadechange was acconplished by connecting a 2.5-inch section of 5-inch dis-star lucite pipe to a 12-inch section of 3-inch disaster lucite pipe. A gate was placed at the outlet of the tile line to control the location of the hydraulic Jmp. The gate was constructed of lucite and connected to a 2.5-inch section of 5-inch diameter lucite pip- . W Piesomsters were installed at approximately 5-foot intervals along the tile line. The connections in the steep section were nde in the lucite pipe. The connections in the flatter section were lads through perforations in the perforated tile. Corks were inserted in the unused perforations and were made flush with the inside. -13- Figure 2 shows the nanometer board. Glass tubes with a 0.030 inch inside diameter were.used.tomeesure the pressure in the line. These tubes make up the piesometers mentioned above. A piescmeter was connected to the upper tank to measure the water level. Mano-asters were installed at several locations to directly measure the excess water or air pressures or negative pressures. . A 14 (wide) x 32 (long) x.24 inches high soil box was used to contain the soil around two Joints in the tile line. .Esil_lniska_§esiisns Two sections of the tile line were covered with soil to evalu- ate soil intake at the tile Joints. A soil box was placed at the first and second Joint below the grade change at ths location of the hydraulic Jimp. later the soil box was placed at the fifth and sixth Joint above the grade change. The flat section was kept at 0.5 per- cent grade. The steep section was set at 2.0, 6.0, and 10.0 per cent grade. .finill Two types of soil were placed around the tile. One was a sandy clay loam consisting of 57.5 per cent sand, 22.0 per cent silt, and 20.5 per cent clay. The second was a sandy loam consisting of 65.4 per cent sand, 19.0 per cent silt, and 15.6 per cent clay. The soil in this soil box was removed following each test to check for holes that had developed at the Joints. The tile was re— placed, realigned and the soil replaced around the tile. -11u- The soil under the tile was compacted to simulate the bottom of a trench and the other soil was placed with only enough compaction to prevent voids over l/lwinch from remaining. Care as taken in placing the soil around the Joints to simulate field conditions. The soil was placed to a depth of six inches over the tile and saturated with about 10 gallons of water. Additional water was not added after the test began. W W Pom- pint sanples were taken from A places in the lower tank at intervals of l to 1.5 hours. Each bottle and sample was weighed. Five ml of 0.1 :11 concen- tration of A1013.6 H20 (alm) were added to each bottle. The bottles were shaken and the soil was allowed to coagulate and settle to the bottom. The clear water was drained off and the remaining mixture poured into a moisure box. Tb water was boiled off and the weight of the dried soil determined. The concentration of the soil in the water could be calculated . The average concentration of four points were determined. W A hellige Agua Analyser Photoelectric Calorimeter Model So. 950 A measured the difference in light absorption between distilled water and a sample in per cent transmission. up per cent trsn-ission was converted to turbidity in parts per million 8:102 by referring to a precalibrated graph. ~15- Che sample takenevery two hours was found to be sufficient. An automatic sampler was constructed to take the samples at two hour intervals for twelve hours. The turbidity test was much more rapid and gave much better results than the alt- test. Better results were also obtained when the water was changed and the lower tank cleaned between tests than when this as not done. W When 200 grams or more of soil was taken in throwh the Joints during a test holes were visible at the Joints when the top soil we removed. Tim heavier particles of soil settled out in the lower tank dining a test. This indication of soil intake was choked after the water was drained out. IV. DISCUSSIQI CF RESULTS W Theflatsectionofthelinehada0.5percentgredeandthe steep section had a 6.0 per cent grade, Q (rate of flow) was 0.255 cfs, V (velocity) of the steep section was 5.2 fps. The soil box was placed at the first and second Joint below the grade change. A l/8-inch Joint spacing was used between the tile. Soil intake was checked by the elm method. The widely scattered points are shove) in Figures I. and 5. Tests were rm with known quantities of soil added. The Ill. method gave little indication of soil being added. It was concluded that the alt. method was incon- clusive because of the bum errors involved or because of the -thod itself. When the soil was removed after a test, no evidence of soil intake into the tile Joints was fond. It was concluded that grade andsisechangeareasinatilelinedonotfaildtmtoscilbeing taken into the Joints. W Turbidity tests were used to determine soil loss at tile Joints on steep slopes. Whenever the turbidity increased to 50 p;- plus during a test, 1/2 inch diameter or larger holes were fomd in the soil at the Joints, therefore, a turbidity valm of 50 p13 was considered critical and indicated a failure occurring. —l6- PER CWT CGNCH‘TRATIOI -17. .0? Test No. Q l D 2 Q 5 7 Joint Spacing - l/8»inch ~06 o = 0.25%. V (6.0 per cent slope) = 5.2 fps V (0.5 per cent slope) = 1.85 fps .05? a o ‘ 04’ A i : A A .03“ i ‘ A X " x a: x .02“; x n“ ‘1 a 9 n 0 C) Q a -01) 0 2 l. 6 8 10 mm m 335mm: or TEST, nouns FIGURE 1. SOIL LOSS INTO A TILE m AT GRADE CHANGE IN A SAND! CLAY LOAD! SOIL PER CENT C(NCHTRATIW o18- 008' Test No. 0 6 u D 7 A 9 G 10 '06 b Joint Spacing - 1/8 inch 0 m 0.255 cfs V (6.0 per cent slope) 8 5.2 fps V (0.5 per cent slope) 3 1.85 fps .05 P .01. h .03 h «r G) x 5. e02 P O G x8 0 x A A D All [3 A g a A u If. A A x x ‘x " e01 X x X a L l I 1 0 2 I. 6 8 10 TIME F804 BEGINNING 01“ TEST, HOURS FIGURE 5 SOIL IDSS INTO A TIIE LIFE AT GRADE CHANGE IN SANDY LOAD! SOIL -l9- Known quantities of soil were added at the tile inlet and the turbidity measured to find the correlation between grams of soil.inp take and ppm turbidity. For sandy clay loam approximately 100 grams of soil intake produced a turbidity change of 18.5 pm in 26 cubic feet of water. For sandy loan, 100 grams of soil intake corresponded to 14.5 ppm turbidity in 26 cubic feet of water. ‘ Other aspects of soil intake to consider while looking over the results are: 1) No water was entering the tile line at the Joints. Hater seepage into the Joints would increase soil loss. 2) There were no negative pressures in the tile line at the soil box. .Negative pressures would increase soil losses. It is debatable whether negative pressures exist in a field drain.tile installation. 3) It is difficult to imagine open Jointed tile being laid without occassional misalign- mente of l/8-inch or greater. 1.) Many of the holes in the soil at the Joint occurred behind the Joint as shown‘here which indicates soil intake may occur because of turbulence and negative pressures developed because of the turbulence. 5) In.test with serc inch Joints the tile J_JT’ Direction of «f jl—— flow hole were pushed.end to end, however, there was space for soil to enter because tile are not exactly square nor straight on the ends. 6) Soil is a non-honogenous material and a level of significance of 70 to 80 per cent may be considered acceptable with soil experiments. Ten per cent slope, Q of 0.30 cfs, flow depth—2.5 inches, average velocity at the soil box - 6.9 fps. WW. Four tests were run with 1/8 to 3/8-inch misalignments. Rapid failure occurred during tests 11 and 13. Figure 6. Very little soil loss occurred in tests 12 and 11.. Five tests were run without misalignment. (lily test 17 failed, Figure 7. ‘ W. Six tests were conducted with 1/8 to 3/8 inch niealignnents. Tests 22 and 25 with 3/16 and 3/8-inch misalignnents rapidly failed, Figure 8. Very little soil loss occurred in tests 20, 22, 23, and 24. Six per cent slope, Q of 0.265 cfs, flow depth — 2.6 inches, ‘ average velocity 5.8 fps. MW. Eight tests with 1/16 to 5/16-1nch aisalignaents were made. Five of the 9 indicated failures, tests 26, 27, 28, 30, and 32, Figure 9. Tests 26, 27, and 32 failed rapidly. These had misalignments of 1/8, 1/4, and 5/16-inch. Seven tests were run with no nisalignment. Tests 28 and 30 were slow failures, Figm'e 10. A comparison of the misaligned and non-aisaligned tests in- dicates that misalignment may cause many tile failures. It is diffi- cult to prevent all nisalignmnt in tile laying. Special tile to prevent misalignment would be blpful. We Four “at! were run with 1/3 to 1/2- inch misalignments. Test 1.1 indicated sou soil loss; however, the SOIL INTAKE, ppm § 200 V FIGURE 6 -21. Test lo. Hisalignment ‘9 i: if: I: x 13 1/1. A 11. 1/8 Soil Type - Sandy Loam Joint Spacing - 1/8 inch Plow Depth - 2.5 inches Q = 0.30 cfs V = 6.9 fps * ‘ O 0 0 A A A A k a w... 41.-.“. 1L 4 6 8 10 mm mow momma or 1331‘, norms son. INTAKE mo 1 ms use on 110 PER cm SLOPE 53' ! SOIL INTAKE § Test lo. 15 16 17 18 19 89>“: 0 Soil Type - Sandy Loam Joint Spacing - 1/8 inch Flow Depth - 2.5 inches Q=O.30 cfs 7:6.9 fps FIGURE 7 ma non momma or 1231', nouns SOIL INTAKE INTO A TILE LIKE (I! A 10 PER GRIT SIDPE, N0 MISALIWT SOIL INTAKE, pp EJOF Test lo. Mimi“. o 20 1/8 a 21 3/16 700 ' x 22 1/8 A 23 3/16 s 21. M. g 25 3/8 600 " Soil up. - Sandy loam Flow Depth - 2.5 inches Q80.3O cfs 786.9pr m a 40° ' 130 P m/ C] m ,. / “/— 8 Q 3 i_-’——'——_——_' _——__-—-—-—g 0 2 A 6 '8 10 rm FRO! BEDDING-(F TEST, HOWS 1130338 301me DITOATIIELDIEONAlOPERCDITSIDPE zsao JOINT SPAOING SOIL INTAKE Soil Type - Sandy loan D Flow Depth - 2.6 inches 700 L Q = 0.265 cfs u v_= 5.8 fps /v § S 9 Pp 400 ' D m h- Test lo. Joint S ing Misalignment G 26 8 1/8 a 27 l/8 1/1. x 28 1/8 1/16 . 200 L A 29 3/32 1/8 (lowest line) a a 30 1/8 5/16 . m 31 1/8 1/8 (lowest line) v 32 3/16 5/16 9 33 3/16 1/8 (lowest line) 100 L G x — fi-e x /¥ _/—f//0/ ®/® .—-==- ' a 4L 14L 0 2 lo 6 8 10 T1143 FRCM BEGINNING 01' TEST, HOURS FIGURE 9 SOIL DTAKE INTO A TILE LINE m A 6 PER GET SLOPE -25- SOOF Test lo. 0 34 o 35 700 ‘ x 36 A 37 Q 38 m 39 v 40 $0 - Soil Type - Sandy Loam Joint Spacing - 1/8 inch Plow Depth - 2.6 inches 500 _ Q I 0.265 cfs V = 5.8 fps 1P1. go.- all H 8 300‘ 200' 100' A—‘fl—A A! x a x 13 fl“_-———Y"n #:W'U __ ‘- __ O 0 0 2 l. 6 8 10 TIME ERG! BEGINNING 01‘ TEST, HOURS FIGURE 10 SOIL INTAKE INTO A TIIE LINE (3 A 6 PER GET SLOPE, NO HWT -26- .soil loss is small, Figure 11. This is apparently a safe velocity with zero inch Joint spacing and some misalignment. Two per cent slope, Q of 0.100 cfs, flow depth 2.4 inches, average velocity 4.3 fps. Five tests were run with 3/16-inch Joint spacing and 3/8 to 1/2-inch nisalignments. There was neglible soil loss, Figure 1.2. Two per cent slope, Q of 0.195 cfs, flow depth 2.5 incbs, average velocity 4.6 fps. Five tests were rm with a 3/16-inch Joint spacing and 1/8 to l/2-inch misalignments. Failures occurred in three of the five tests; tests 52, 53, and 51., Figure 13. This is a critical region if tile are not carefully installed. Tests were not rm at this grade with a sero inch Joint spec- ing because a neglible soil loss was recorded with a serc inch Joint spacing on the 6.0 per cent slope. Comparison of the results ‘of the half and full flow tests gives support to present specifications which reconend cverdesigning by 50 per cent in critical areas. W Ten per cent slope, Q of 0.30 cfs, flow depth 2.5 inches, average velocity 6.9 fps. W. Three tests were rm with 1/8-inch Joint spacing and with aisalignments of 0, 1/16, and 1/8 inch. Rapid failure was observed in each test, Figure 11.. Figwe 15 illustrates the sise of hole which can develop at a -27- mOr Test no. Misalignaent O 1.1 1/8 700_ a 1.2 3/16 (lower line) x 43 1/8 (lower line) A 44 3/8 - 1/2 (lower line) 600* Soil Type - Sandy loam Flow Dapth - 2.6 inches 0 2 0.265 cfs v s 5.8 fps SOUL glee“ H a A _H 8 300- 200' 100‘ . o c c (9/ fl 4 ;._____ .=. n— ;m___ 4 6 8 10 o 2 mm m Brownie or us'r, nouns FIGURE 11 SOIL INTAKE INTO A TILE LEE 0] A 6 PER GRIT SLOPE, ZERO JOET SPACES -28- ”T Test No. Hisalign-nt o 45 3/8 700 r o 1.6 (lower line) 3/8 x 1.7 (lower line 3/8 A 1.8 (lower line 1/2 0 49 (lower line) 1/2 L 600 3011 Type - Sandy loam Joint Spacing - 3/16 inch Flow Depth - 1.9 inches Q 8 0.100 cfs V = 4.3 fps m a gm L a A H 8 m u- 200 ‘ 100 ‘ A—Wfiqfl— O 2 4 6 8 10 TIME FROM SEEKING OF TEST, HOURS From 12 3011. mm mm A we LEE on A 2 PER our: SLOPE, menu. new son. mun, pp. 800' Test No. Rieslignment o 50 (lowest line) 1/l. L. n 51 (lowst lino) 7/16 700 x 52 3/8 A 53 1/2 c 54 3/8 600* Soil Type - Sandy loin Joint Spacing - 3/16 inch Flow Depth - 2.5 inches Q 8 0.195 cfs V 8 4.6 {pg m )— TDE FRQ! SEEKING 01" TEST, HOURS FIGURE 13 SOIL ETAKE ETO A TIIE LEE (II A 2 PER CERT SLOPE, NEARLY FULL FLOW mo .- Test No. Misslignmsnt o 55 0 a 56 1/8 700 ‘ x 57 1/16 Soil Type - Sandy Clay loam Joint Spacing - 1/8 inch 600 ’ Flow Depth - 2.5 inches Q - 0.x cfs v.8 6.9 fps 5m .- i H 8 / 200* 0 x 100L 0 0\0 o 2 I. 6 8 10 mm mm nmmnmc or TEST, nouns FIGURE 1!. son. INTAKE mm A ms min on A 10-PER cm SIDPE FIG” 15 HOT! II SOIL IUJBTRATEG SOIL ETAII AT TIE JOETS FIG!“ 16 SOIL WHICH STTIED TO BOTTO! (I TANK ILLUSTRABS AHOET CI SOIL ETAKE -32- Joint. Figure 16 shows the quantity of soil which settles out during a test and indicates the amount of soil taken in through the Joints during a test. The soil shown in this picture represents approximately 2/3 of the soil which settled out during test 57. Figure 16 was taken Just above the wier in the large tank where most of the soil settled out. W. Five tests were rm with the tile placed tight end to end and with O to 1/8-inch misalign-nts. Test 59 with a l/8-inch misalignnnt indicates a failure occurring, Figure 17. Tests 61 and 62 with no misalignments also indicated failures. The soil was not tamped into place except below the tile. Temp; ing the soil around the Joints may prevent failures such as have occurred in these tests. Six per cent slope, Q of 0.265 cfs, flow depth 2.6 inches average velocity 5.8 fps. WW. Five tests were rm with 3/16 to 3/8-inch misalignments. Three tests, 66, 67, 69, indicated failures, Figure 18. W. Three tests were rm with 1/16 and 3/16—inch misalignment. Failtn'es occurred in all tests, Figure 19. Two per cent slope, Q of 0.195 cfs, flow depth 2.5 incbs, average velocity 4.6 fps. Four tests were run with zero Joint spacing and 1/8 to 3/16— inch misalignments. These tests were run because there was a noticea- ble soil loss with sero Joint spacing on the 6.0 per cent slope. h‘egligible soil loss occurred during these tests, Figure 20. ' PP- SOIL E TAKE S §. § ‘ FIGURE 17 Test N0 . Minglignufit o 58 0 o 59 1/8 x 60 O A» 61 0 5’ 62 0 Soil Type - Sandy Clay Loam Flow Depth - 2.5 inches Q 8 0.30 cfs V = 6.9 fps A A A ‘ a —_f #_ ‘>———.<8 X R X J" 2 4 6 8 10 TIME ram nmnmmo or TEST, nouns SOIL INTAKE INTO A TIIE LEE ON A 10 PER GRIT SLOPE, ZERO JOINT SPACEG SOIL INTAKE 9 PF 800 r” Test No. Hisslign-nt O 63 3/16 700 . a 6" 1/16 8011 Type - Sandy Clay loam 600“ Flow Dapth - 2.6 inches Q 8 0.265 cfs V 8 5.8 fps 500 ’ 400 ‘ 300 t 200 " 100 " “"F e 0* e o _, ‘nf o n #0 Q n “9:"? T 0 2 4 6 8 10 TIME FROM REGEHEG OF TEST, HOURS FIGURE 18 SOIL mun INTO A TILE LINE (N A 6 PER CERT SLOPE, ZERO JOET SPACES. 800' Test No. Risalignment o 66 1/4 700* n 67 3/16 x 68 3/16 A 69 3/8 8 70 O 600* Soil Type - Sandy Clay Loam Joint Spacing - 1/8 inch Flow Depth - 2.6 inches Q a 0.265 cfs V = 5.8 fps 500L 5 g , 5 400 .4 H O U) 300’ 200* .._.—————'~ 3 ‘3 8/57 11/ 100* 0 x/X—i K7 #x x O 2 6 8 10 This new nmmmo or TEST, nouns nouns 19 3011. nuns INTO A ms ems on A 6 PER can SIDPE soo ' Test No. Hisalignnent o 71 151. .. n 72 l 1. 70° x 73 3/16 A 74 1/8 600 .. Soil Type - Sandy 01.: Loan Flow Depth - 2.5 inches Q . 0.195 cfs v = 4.6 fps 500 ’ é Eng _ 5 on] H o m 300 ' 200 " 100 " o 2 . . I. 6 8 10 This FROM nonnative or TEST, nouns FIGURE 20 SOIL ETAKE INTO A TILE LEE Q! A 2 PER ONT SLOPE, ZERO JOET SPACEC V. CONCLUSICNS 1. A misalignment of the tile Joints of l/8-inch or greater results in increased soil intake at that point. 2. Minim- (sero) drain tile Joint spacing reduces soil intake but does not eliminate it. I 3. A velocity of 6.0 feet per second in a 3 inch drain tile line is criticalinsandyloamandsandyclayloamsoil withthe tile ' at mininun Joint spacing. This is based on the assuption that misa- ' lignments of 1/8-inch or greater will occasionally occur. 4. Soil intake at the Joints is greater for full flow than half full flow when neither negative nor excess positive pressures occur in the tile line. VI. SIBGESTIONS FOR PUTIEE STUDIES 1. Conduct field stiflies of drain tile hydraulics and pres- sures in several soils. 2. Conduct tests on soil intake into drain tile using soils with high clay and silt contents. 3. Conduct soil intake tests with 12 to 16 inch drain tile flowing full. VII. REGOIMENDATIQIS FOR FIELD DISTALLATIONS 1. Joint spacing should be kept to a ninimm on steep slopes. -37. -38— 2. Tile misalignments should always be kept to a minimn. 3. Present specifications should be followed to avoid occas- sional failtires. 1. 3. 4. 5. 7. 8. 9. ASAE (1957) "Design and construction of tile drains in buid areas,” ASA! Recon-bendations, Agricultural Engineering Ieerbock 1957, , pp. 127— . Roneyfield, 11.3., (1957) I'Effects of breatlmrs on flow character- istics in tile drains laid on steep slopes,“ 14.8. Thesis, Purdm VIII. REFERENCES Ihiversity, 1957. Jolnsm, B.P., (1960) “Effect of misalignment on capacity of tile flowing full,” Paper presented at 1960 ASAE hinual Winter Heating. Jones, 3.1. (1958) "A stuiy of the effect of crack width at tile Joints on soil movemt into drain tile lines," Ph.D. nesis, university of Kalinske, A.A. and Robertson, J.M., (1943) "Air entrainment in closed conduit flow,” A303 Transactions, Vol. 108, 191.3, Illinois, 1958. ppe 1, 513.1, 5160 lane, EJI. and Kindsvater, C.E., (1938) "Hydraulic Jimp in enclosed conduits,” Engineering News Record, Vol. 121, Dec. 29, 1938, pp. 815.817. Soil Conservation Service USDA (1960) lk'ainage Sec. 16, Retinal W. Mar: 1960. Soil Conservation Service USDA (1962) Michigan Engineering Standards and Specifications for Tile Drains, Sec. IV-A, Hem. Sec. 5, July 21, 1963. Iarnell, D.L. and Hoodward, 8.11. (1920) "T1! flow of water in drain tile." USDA Bulletin No. 854. 1920, 50 pp. ,0 ti... F1 (wheat. Lurks .338 an: «o .3. £3 83 can .3 83 23:8... .8 356" noon-.86 .3 .6 3.3 do 5888 7.8.6 8.3.6.5 8:8 .35 .m 3.3 Rose Ensues Roan clan. .m semen 31593! as» new: 350.. an“: .m 333 seen: eeauu es: is .333 35c“ 3 .H w H o m human}: 6 Save «use was of a a la .28 All 0 an 93.. H N vs 30 A: o a: o: a .3 inc 9m...” NS n no N3 and a .4 i. o new...“ «and n no as a m A: 6 Sad a no «3 e. o and Al o 83 n .3 on H m 5.3 32m A: o Sad m .3 c: a .8 7. o Suva 9TH NS .3 e e e w A: 6 and c: .3 o o a . A: 6 Sad «S 43 o o and $3.0. . 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