The article discusses hydraulic carrying capacity design method for horizontal pipe drainage, consisting of separate corrugated plastic pipes, laid in the existing ones [1]. Calculations are carried out for pipes with diameters D=63, 75, 90, 110 mm, discharge characteristic K is estimated, K=f(D) relationship graph is drawn. Water section area, discharge characteristics, silting and actual velocity, water discharge as pipe filling function is calculated for the chosen diameter 110mm

Bakiev Masharif

Kahramon Babajanov

English

ZENODO

International Journal of Multidisciplinary Research and Publications  ISSN (Online): 2581-6187   1  Bakiev Masharif and Kahramon Babajanov, “Design Justification of the New Structure for Earth Fill Dam Horizontal Pipe Drainage,” International Journal of Multidisciplinary Research and Publications (IJMRAP), Volume 1, Issue 11, pp. 1-5, 2019. Design Justification of the New Structure for Earth Fill Dam Horizontal Pipe Drainage  Bakiev Masharif1, Kahramon Babajanov2  1TIIAME, Department of Hydraulic Construction and Engineering Structures, 39, Kary Niyaziy st, Tashkent, Uzbekistan 2Hydro Engineering Consulting” LTD., 21, Bobur st, Tashkent, Uzbekistan   Abstract— The article discusses hydraulic carrying capacity design method for horizontal pipe drainage, consisting of separate corrugated plastic pipes, laid in the existing ones [1]. Calculations are carried out for pipes with diameters D=63, 75, 90, 110 mm, discharge characteristic K is estimated, K=f(D) relationship graph is drawn. Water section area, discharge characteristics, silting and actual velocity, water discharge as pipe filling function is calculated for the chosen diameter 110mm.  Keywords— Discharge characteristics, pipe diameter, corrugated pipe, filling depth, velocity, discharge. I. INTRODUCTION  The main disadvantage of earth fill dams is the occurrence of filtration flow in their body and the problems, related with the installation of antifiltration and drainage systems [2, 3, 4, 5, 6, 7, 8, 9]. The first problems is solved by installing various antifiltration elements in the dam body: core, screen, apron, “wall in soil” from local and artificial materials [10, 11]. Full elimination of filtration in earth fill dams is impossible. Therefore in our works we mainly will deal with the issue of providing reliable operation of drainage and outflow systems in earth fill dams [12, 13]. The goal of hydraulic design is to check the carrying capacity of drainage pipes, which should provide outflow of filtraed water.  II. RESEARCH RESULTS Discharge characteristics are calculated as a function of pipe diameter. Standard size D=63, 75, 90, 110mm corrugated plastic pipes (Table 1) are used for the proposed drainage structure [14, 15, 16, 17, 18].  Larger size pipes may be used, if it is possible to put them into existing pipes. The calculation is carried out in table format (Table 2.) (Pic.1) [19].  Table 1. Technical characteristics of corrugated drainage pipes.  Exterior diameter, Dн mm Wall thickness РАЗМЕРЫ ГОФРА, ММ РАЗМЕРЫ ШЕЛЕЙ, ММ Water section area. m2/m Nominal tolerance Pitch height Trough width length width tolerance 63 0,25 ±0,1 6,9 3,4 2,9 5 1,5 ±0,3 31,7 75 0,3 ±0,1 7,5 3,9 3,1 8 1,5 ±0,3 35,1 90 0,3 ±0,1 3,6 4,4 3,5 7 1,5 ±0,3 36,0 110 0,3 ±0,1 10,0 5,0 3,9 16 4 D=1,0 ±0,6 ±0,8 28  Table 2. Discharge characteristics of pipe as a function of D.  Exterior diameter Dн mm Inner diameter Dв mm Inner radius Rвн mm Water section area W, m2 Wetted perimeter внdx  m Hydraulic radius  /R m Shezi coefficient YnRC /1 m Y  R  C R  RWCK   63 62,5 0,05125 0,003066 0,19625 0,015623 26,36 0,1930 0,12499 3,29474 0,0101017 75 74,4 0,0372 0,004345 0,233616 0,018595 27,003 0,13636 0,13636 3,68217 0,015999 90 89,4 0,0447 0,006274 0,280716 0,02235 27,997 0,1495 0,1495 4,18555 0,02626 110 109,4 0,0547 0,009395 0,343516 0,027349 29,13 0,16538 0,16538 4,8175 0,04526 Factor by Pavlovski  2,5 0,13 0,75 0,1Y n R n     or by Manning 16Y   International Journal of Multidisciplinary Research and Publications  ISSN (Online): 2581-6187   2  Bakiev Masharif and Kahramon Babajanov, “Design Justification of the New Structure for Earth Fill Dam Horizontal Pipe Drainage,” International Journal of Multidisciplinary Research and Publications (IJMRAP), Volume 1, Issue 11, pp. 1-5, 2019.  Picture 1. Discharge coefficient vs. pipe diameter relationship graph K=f(D).   Water section area and discharge coefficients are calculated as a function of filling of chosen pipe with diameter 110mm.  The calculation is carried out in a table form (Table 3).  Table 3. Calculation of water section area and discharge coefficient as a function of Dн=110 diameter pipe filling depth.  Central angle φ0 In radians h/R Filling depth, h,mm 2/ внW R Water section area, W m2 Wetted perimeter R   Hydraulic radius /R    1/61/C nR  K WC R  Sediment carrying velocity 0,250,3v R  Velocity iV C R   m/s 0,001i   Discharge Q=VW, m3/s 1 pipe 2 pipes 360 6,28 2 0,1094 3,14 0,099395 0,3435 0,02735 32,2882 0,050167 0,122 0,16886 0,0015864  355 6,196 1,999 0,109345 3,14 0,009395 0,3389 0,02772 32,3606 0,050619 0,1224 0,17038 0,0016007  350 6,109 1,996 0,10918 3,14 0,009395 0,3342 0,02811 32,436 0,051092 0,1228 0,17197 0,0016157 0,0032313 340 5,934 1,984 0,108525 3,14 0,009395 0,32459 0,02894 32,594 0,052094 0,1237 0,17534 0,0016473 0,0032946 330 5,76 1,966 0,10754 3,13 0,009359 0,31505 0,029706 32,736 0,052805 0,1245 0,1784 0,0016696 0,0033393 320 5,585 1,94 0,106118 3,11 0,009299 0,3055 0,030439 32,869 0,053326 0,1253 0,18134 0,0016863 0,003373 310 5,41 1,906 0,104258 3,09 0,009239 0,29595 0,031218 33,008 0,053882 0,1261 0,1844 0,0017037 0,0034074 300 5,236 1,864 0,10252 3,05 0,0091195 0,2864 0,031842 33,117 0,053892 0,1267 0,1869 0,0017044 0,0034089 290 5,06 1,819 0,101961 3,0 0,00897 0,2769 0,032394 33,212 0,053619 0,1273 0,18903 0,0016956 0,003391 280 4,887 1,766 0,096600 2,94 0,008791 0,267 0,032925 33,302 0,0531216 0,1278 0,19109 0,0016799 0,0033597 260 4,538 1,643 0,089872 2,76 0,008252 0,248 0,03327 33,360 0,0502125 0,128 0,19242 0,0015878 0,0031757 240 4,189 1,5 0,08205 2,53 0,007565 0,229 0,033035 33,3206 0,045815 0,1279 0,1915 0,0014487 0,0028974 220 3,84 1,342 0,073407 2,24 0,006698 0,21 0,031895 33,1262 00396258 0,1268 0,18708 0,001253 0,002506 200 3,49 1,174 0,064218 1,916 0,005729 0,191 0,029995 32,7888 0,032533 0,1249 0,17958 0,0010288 0,0026576 180 3,14 1 0,0547 1,571 0,004697 0,172 0,027308 32,2799 0,025055 0,12195 0,16869 0,0007923 0,0015847 160 2,79 0,826 0,045182 1,225 0,003663 0,153 0,02394 31,58 0,017898 0,118 0,1545 0,0005659 0,00113 140 2,444 0,658 0,035993 0,9 0,002422 0,1337 0,018115 30,1457 0,009827 0,110 0,1283 0,003107 0,0006215 120 2,09 0,5 0,02735 0,614 0,001836 0,1143 0,01606 29,5476 0,0068749 0,1068 0,1184 0,00021738 0,000435 110 1,92 0,426 0,02330 0,49 0,001465 0,105 0,01395 28,862 0,004994 0,103 0,1078 0,0001579 0,0003159 100 1,755 0,357 0,019528 0,38 0,001836 0,095 0,011958 28,1294 0,00349 0,099 0,097 0,0001102 0,0002204 90 1,57 0,293 0,016027 0,285 0,000852 0,0859 0,009919 27,26625 0,0023137 0,095 0,0859 0,000073 0,000146 80 1,396 0,234 0,012799 0,206 0,000616 0,0763 0,00806 26,341 0,001457 0,089 0,074 0,0000456 0,0000912 70 1,22 0,1808 0,009889 0,141 0,000422 0,0668 0,00632 25,29195 0,000848 0,0846 0,0636 0,0000268 0,0000537 60 1,047 0,134 0,007329 0,0906 0,000271 0,0573 0,004729 24,1002 0,000449 0,0788 0,0524 0,0000142 0,0000284 50 0,870 0,0037 0,005125 0,0533 0,000159 0,0477 0,00333 22,7351 0,0002085 0,0721 0,04149 0,0000066 0,000013 40 0,698 0,0603 0,003298 0,0477 0,000143 0,0382 0,00374 23,1791 0,000203 0,0742 0,0448 0,0000064 0,0000128 30 0,5236 0,0341 0,001865 0,0118 0,000035 0,0286 0,001224 19,2384 0,0000236 0,0561 0,0213 0,00000075 0,00000149 20 0,3491 0,0152 0,00083 0,00352 0,0000105 0,0191 0,0005497 16,83619 0,00004 0,0459 0,0125 0,00000013 0,00000026  Discharge characteristics, water section area, in-pipe velocity vs filling depth relationship graph is built according to the table data. (Pic. 2, 3, 4). International Journal of Multidisciplinary Research and Publications  ISSN (Online): 2581-6187   3  Bakiev Masharif and Kahramon Babajanov, “Design Justification of the New Structure for Earth Fill Dam Horizontal Pipe Drainage,” International Journal of Multidisciplinary Research and Publications (IJMRAP), Volume 1, Issue 11, pp. 1-5, 2019.  Picture 2.  K f h relationship graph   Picture 3.  f h  relationship graph  International Journal of Multidisciplinary Research and Publications  ISSN (Online): 2581-6187   4  Bakiev Masharif and Kahramon Babajanov, “Design Justification of the New Structure for Earth Fill Dam Horizontal Pipe Drainage,” International Journal of Multidisciplinary Research and Publications (IJMRAP), Volume 1, Issue 11, pp. 1-5, 2019.  Picture 4.  f h   relationship graph   As seen from table 3 and graphs (pic.2, 4), the maximal carrying capacity of one pipe is 0,0017044 m3/s for filling depth of 0,10252mm. Operability rehabilitation are [20, 21, 22] is located on catchment point III: well numbers 20 – 20а stationing: 57+80÷58+20 Distance between wells L=40 m slope i=0,001 Maksimal and observed discharges by outfows Q=26,38 l/s Maksimal observed specific filtration discharges at catchment point III q=7,12 m3/day Filtration discharge at point ПК57+80 – ПК58+20 0022,0864004012,786400qLQрасч  m3/s III. CONCLUSION  1. Carrying capacity of two pipes is Qпр=0,0034m3/s, i.e. Qпр>Qрасч are enough to drain filtrated water between stationing points 57+80 and 58+20. 2. 3 or more plastic pipe lines are needed for the rest of the length. From the condition of installing the plastic pipe in the existing asbestos-cement pipe, installation of plastic pipes of various diameters can be an option.  3. If the pipe is overfilled its carrying capacity will decrease up to 0,0031728 m3/s, however even in this case the drainage of filtrated water will continue. 4. 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Design Justification of the New Structure for Earth Fill Dam Horizontal Pipe Drainage

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Design Justification of the New Structure for Earth Fill Dam Horizontal Pipe Drainage

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