Design of Sewage Carrying System Network by Variable Diameter and Range of Slope Using Fork Join Algorithm

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(1)Design of Sewage Carrying System Network by Variable Diameter and Range of Slope Using Fork Join Algorithm Ms. Divya Agarwal P.G Student (Department of Civil Engineering, School of Engineering and Technology, Noida International University, India). Mr. Anurag Yadav P.G Student (Department of Civil Engineering, School of Engineering and Technology, Noida International University, India). Ms. Jyoti Singh Assistant Professor (Department of Civil Engineering, School of Engineering and Technology, Noida International University, India) ABSTRACT In this study, a branched gravity sewer system design problem is treated as a serial multi-stage multi-option system, composed of a series of sewer pipes and manholes. There are many algorithm already develop for selection of single diameter of pipe at a certain slope but if there is a single gravity system with in an area then these algorithm will definitely be very helpful. Now a day, separate system for drainage and sewerage system is laid. Even in drainage system two system are laid .One pipeline line carry the roof top runoff which is further connected to rain water harvesting for recharge the ground water and another pipeline carry the surface water. So there are three pipelines in an area which runs on gravity. So with single optimal diameter and slope may many times result in clashing of invert level of pipes. The main goal is to develop an algorithm which gives multiple option of diameter of pipe having minimum and maximum slope fulfilling all the design criteria.. Keywords – Programming, Sewerage network, variable diameter and range of slope I. INTRODUCTION There are many optimization based approaches addressing Sewage carrying system planning and design at area level. Sewage carrying system solutions are cos tly and very difficult to reverse, it is. 375 | P a g e. (2) important that they are planned &designed efficiently so that to give a cost -effective solution that minimizes capital investment at the same time as ensuring a good system performance under specific design criteria and achieving a better environmental performance. But sometimes due to site constraints, it is difficult to opt the economic pipe diameter then in that case different options must be there to solve the issue as per hydraulic laws and regulations given in the Manual on Sewer and Sewerage System by CPHEEO. For example -There is a fully developed site in which there is no space for Intermediate pumping station so in this case designing of sewerage system must be such that the depth of pipeline must be less than 6m.While designing this system main focus of the design will be minimum slope in spite of the optimum diameter of pipe. The purpose of this study will to develop a variable diameter and range of slope of a single discharge point so that solution may be opted as per site condition.. II. FORK JOIN ALGORITHM Fork join algorithm /Work stealing algorithm is used to apply parallelism for computation of various values of slope of pipe for multiple diameter which satisfies all the hydraulic laws and regulations given in the Manual on Sewer and Sewerage System by CPHEEO. In this paper we are focusing to solve the problem according to the necessity of the site so optimum diameter for a pipeline will be only one but in some situations we cannot use the optimum diam eter for designing of sewerage line. So for different situation many conditions are applied during programming .There are three input files .First file will tell all the available range of diameter of pipe and its minimum d/D and maximum d/D value. Second input file will tell all the corresponding value of d/D & v/V with respect to q/Q .Third input file will give discharge value of different pipeline with requirement of minimum and maximum velocity. With the help of fork join algorithm, given input diameter and assuming slope 1 to 100000 all the value of Q and V is calculated and stored in an array further are the design criteria are checked and filtered from this array and finally minimum and maximum value of slope for the input diameter is stored in the output file. By this method we can also give different situation to input file and get multiple solution to the problem.. III. GENERAL DETAILS ABOUT THE DESIGN OF SEWER For the hydraulic design of the pipe, Manning’s equation is used, which is given as V = (1/n) R2/3 S 1/2 Where, V = Design velocity in m/s. 376 | P a g e. (3) n = Manning’s roughness coefficient R = Hydraulic radius in m S = Hydraulic slope With the help of fork join algorithm, we will have the variable diameter and range of slope for a particular discharge fulfilling all the design constraints like maximum and minimum velocity, maximum and minimum depth of flow Further Program is made using Microsoft Excel to design of sewer network. The design process includes numbering of the nodes and likes, assignment of f lows based on population at different nodes. All the nodes will have variable diameter of pipe and minimum and maximum slope fulfilling all the hydraulic laws and regulations given in the Manual on Sewer and Sewerage System by CPHEEO. Among all the range o ne diameter and slope is selected as per site condition for which maximum permissible ratio of depth of flow in pipe (d) to the diameter of pipe (D), determination of velocities and depths of flows in the line, checking of the minimum cover depth is done. Also the U/S and D/S ground elevations, invert elevations/levels calculated and accordingly excavation depth for each line is calculated. In respect of nodes the total excavation depth and the difference in elevation of the highest invert entering the node and that of leaving the node is calculated.. IV. SAMPLE CALCULATION Consider, one pipeline line of sewer network Data: Population (P) = 2666, Peak Factor (PF) = 3, Wastewater Quantity =80%*135 = 108 lpcd And Design Flow Qs = 2666*3*108=864000 lpcd Or .864 MLD or Qs = 0.01 cum/sec.. With the help of Fork join Algorithm we can see that for having discharge Qs = 0.01 cum/sec and for achieving self-leaning velocity of 0.8 m/sec, following diameter and range of slope can be used for fulfilling all the hydraulic laws and regulations given in the Manual on Sewer and Sewerage System by CPHEEO. Table 1multiple diameter of pipe and range of slope for self cleaning velocity 0.8 m/sec. Diameter. Slope 1 in N. of pipe Maximum. Minimum. slope. slope. 200. 6. 201. 250. 6. 194. 377 | P a g e. (4) 300. 6. 177. 350. 6. 163. 400. 6. 144. 450. 8. 140. 500. 8. 143. 600. 10. 155. 700. 12. 175. 800. 15. 200. 900. 18. 224. 1000. 18. 254. 1100. 20. 283. 1200. 30. 313. 1400. 30. 377. 1600. 40. 440. 1800. 40. 515. 2000. 50. 582. 2200. 50. 661. 2400. 60. 743. 2600. 60. 826. Figure 1 graph showing multiple diameter of pipe and range of slope(values between these two lines will. satisfy all the design criteria of manual for discharge=0.01 cumecs, self cleaning velocity 0.8 m/sec). 378 | P a g e. (5) From the above graph we can pick any value of slope between two lines all the value will fulfilling all the hydraulic laws and regulations given in the Manual on Sewer and Sewerage System by CPHEEO. After getting the result from this Fork join Algorithm further p rogram is made using Microsoft Excel to design of sewer network. Table 2 For Discharge =0.01 cum/sec and self-cleaning velocity =0.8 m/sec taking variable diameter of pipe and minimum slope value.. Dia of Pipe. mm. Slope of pipe. 1in……. Discharg. Velocity. Correspo. Actual. Correspo. Ratio. e for full. for full. nding. Velocity. nding. flow. flow. cumecs. m/sec. (Qf). (Vf). Vs/Vf. (Vs). Ds/Df. Qs/Qf. m/sec. 200. 201. 0.03. 0.87. 0.92. 0.80. 0.42. 0.37. 250. 194. 0.05. 1.03. 0.78. 0.80. 0.30. 0.20. 300. 177. 0.09. 1.22. 0.66. 0.80. 0.23. 0.12. 350. 163. 0.13. 1.40. 0.57. 0.80. 0.18. 0.08. 400. 144. 0.20. 1.63. 0.49. 0.80. 0.14. 0.05. 450. 140. 0.28. 1.79. 0.45. 0.80. 0.12. 0.04. 500. 143. 0.37. 1.90. 0.42. 0.80. 0.11. 0.03. 600. 155. 0.58. 2.06. 0.39. 0.81. 0.10. 0.02. 700. 175. 0.83. 2.15. 0.38. 0.81. 0.09. 0.01. 800. 200. 1.10. 2.20. 0.36. 0.80. 0.08. 0.01. 900. 224. 1.43. 2.25. 0.36. 0.80. 0.08. 0.01. 1000. 254. 1.78. 2.26. 0.35. 0.80. 0.08. 0.01. 1100. 283. 2.17. 2.29. 0.35. 0.80. 0.08. 0.01. 1200. 313. 2.60. 2.30. 0.35. 0.80. 0.08. 0.00. 1400. 377. 3.58. 2.33. 0.34. 0.80. 0.07. 0.00. 1600. 440. 4.73. 2.35. 0.34. 0.81. 0.07. 0.00. 1800. 515. 5.98. 2.35. 0.34. 0.80. 0.07. 0.00. 2000. 582. 7.45. 2.37. 0.34. 0.81. 0.07. 0.00. 2200. 661. 9.02. 2.37. 0.34. 0.81. 0.07. 0.00. 2400. 743. 10.73. 2.37. 0.34. 0.80. 0.07. 0.00. 2600. 826. 12.60. 2.37. 0.34. 0.80. 0.07. 0.00. 379 | P a g e. (6) Table 3 For Discharge =0.01 Cum/Sec And Minimum Self Cleaning Velocity =0.8 M/Sec And Maximum Self Cleaning Velocity <3m/Sec Taking Variable Diameter Of Pipe And Minimum Slope Value. Dia of. Slope of. Discharg. Velocity. Correspo. Actual. Correspo. Pipe. pipe. e for full. for full. nding. Velocity. nding. flow. flow. cumecs. m/sec. (Qf). (Vf). Vs/Vf. (Vs). Ds/Df. Qs/Qf. mm. 1in……. Ratio. m/sec. 200. 6. 0.16. 5.04. 0.54. 2.71. 0.16. 0.06. 250. 6. 0.29. 5.85. 0.45. 2.61. 0.12. 0.04. 300. 6. 0.47. 6.60. 0.40. 2.67. 0.10. 0.02. 350. 6. 0.70. 7.31. 0.38. 2.79. 0.09. 0.02. 400. 6. 1.00. 8.00. 0.36. 2.90. 0.08. 0.01. 450. 8. 1.19. 7.49. 0.36. 2.72. 0.08. 0.01. 500. 8. 1.58. 8.04. 0.36. 2.86. 0.08. 0.01. 600. 10. 2.29. 8.12. 0.35. 2.84. 0.08. 0.01. 700. 12. 3.16. 8.21. 0.35. 2.85. 0.08. 0.00. 800. 15. 4.03. 8.03. 0.34. 2.76. 0.07. 0.00. 900. 18. 5.04. 7.93. 0.34. 2.70. 0.07. 0.00. 1000. 18. 6.68. 8.50. 0.34. 2.89. 0.07. 0.00. 1100. 20. 8.17. 8.60. 0.34. 2.92. 0.07. 0.00. 1200. 30. 8.41. 7.44. 0.34. 2.53. 0.07. 0.00. 1400. 30. 12.68. 8.24. 0.34. 2.78. 0.07. 0.00. 1600. 40. 15.68. 7.80. 0.34. 2.63. 0.07. 0.00. 1800. 40. 21.47. 8.44. 0.34. 2.84. 0.07. 0.00. 2000. 50. 25.43. 8.10. 0.34. 2.73. 0.07. 0.00. 2200. 50. 32.79. 8.63. 0.34. 2.91. 0.07. 0.00. 2400. 60. 37.75. 8.35. 0.34. 2.81. 0.07. 0.00. 2600. 60. 46.73. 8.81. 0.34. 2.97. 0.07. 0.00. With the help of Fork join Algorithm we can see that for having discharg e Qs = 0.01 cum/sec and for achieving self-leaning velocity of 0.6m/sec, following diameter and range of slope can be used for fulfilling all the hydraulic laws and regulations given in the Manual on Sewer and Sewerage System by CPHEEO. From the above result we can check all the hydraulic laws and regulations given in the Manual on Sewer and Sewerage System by CPHEEO. 380 | P a g e. (7) Table 4 Multiple Diameter Of Pipe And Range Of Slope For Self Cleaning Velocity 0.6 M/Sec. Diameter. Slope 1 in N. of pipe. Max. Min. 200. 6. 437. 250. 6. 425. 300. 6. 405. 350. 6. 380. 400. 6. 359. 450. 8. 316. 500. 8. 301. 600. 10. 310. 700. 12. 339. 800. 15. 372. 900. 18. 414. 1000. 18. 466. 1100. 20. 512. 1200. 30. 565. 1400. 30. 682. 1600. 40. 801. 1800. 40. 916. 2000. 50. 1054. 2200. 50. 1175. 2400. 60. 1320. 2600. 60. 1468. Figure 2 graph showing multiple diameter of pipe and range of slope(values between these two lines will satisfy all the. design criteria of manual for discharge=0.01 cumecs, self cleaning velocity 0.6 m/sec). 381 | P a g e. (8) Table 5 For Discharge =0.01 cum/sec and minimum self cleaning velocity =0.6 m/sec and maximum self cleaning velocity <3m/sec taking variable diameter of pipe and minimum slope value. Dia of. Slope of. Discharg. Velocity. Correspo. Actual. Correspo. Pipe. pipe. e for full. for full. nding. Velocity. nding. flow. flow. cumecs. m/sec. (Qf). (Vf). Vs/Vf. (Vs). Ds/Df. Qs/Qf. mm. 1in……. Ratio. m/sec. 200. 437. 0.02. 0.59. 1.02. 0.60. 0.52. 0.54. 250. 425. 0.03. 0.69. 0.86. 0.60. 0.37. 0.29. 300. 405. 0.06. 0.80. 0.75. 0.60. 0.28. 0.18. 350. 380. 0.09. 0.92. 0.65. 0.60. 0.22. 0.11. 400. 359. 0.13. 1.03. 0.58. 0.60. 0.19. 0.08. 450. 316. 0.19. 1.19. 0.50. 0.60. 0.15. 0.05. 500. 301. 0.26. 1.31. 0.46. 0.60. 0.13. 0.04. 600. 310. 0.41. 1.46. 0.41. 0.60. 0.11. 0.03. 700. 339. 0.59. 1.54. 0.39. 0.60. 0.09. 0.02. 800. 372. 0.81. 1.61. 0.38. 0.60. 0.09. 0.01. 900. 414. 1.05. 1.65. 0.36. 0.60. 0.08. 0.01. 1000. 466. 1.31. 1.67. 0.36. 0.60. 0.08. 0.01. 1100. 512. 1.61. 1.70. 0.36. 0.60. 0.08. 0.01. 1200. 565. 1.94. 1.71. 0.35. 0.61. 0.08. 0.01. 1400. 682. 2.66. 1.73. 0.35. 0.60. 0.08. 0.00. 1600. 801. 3.50. 1.74. 0.34. 0.60. 0.07. 0.00. 1800. 916. 4.49. 1.76. 0.34. 0.61. 0.07. 0.00. 2000. 1054. 5.54. 1.76. 0.34. 0.60. 0.07. 0.00. 2200. 1175. 6.76. 1.78. 0.34. 0.61. 0.07. 0.00. 2400. 1320. 8.05. 1.78. 0.34. 0.61. 0.07. 0.00. 2600. 1468. 9.45. 1.78. 0.34. 0.61. 0.07. 0.00. V. CONCLUSION By using Fork join Algorithm we can get the variable diameter and range of slope for a particular discharge which can fulfill all the hydraulic laws and regulations given in the Manual on Sewer and Sewerage System by CPHEEO. Among all these range optimum value will be one bu t may be cannot be used as per site conditions. So in this situation we have multiple options for the remedies.. 382 | P a g e. (9) REFERENCES [1]. CPHEEO ―Manual on Sewer and Sewerage System‖ , Ministry of Urban Development, Government of India, New Delhi.. [2]. Garg, S.K., ―Sewage disposal and air pollution engineering‖ , Khanna publishers, New Delhi.. [3]. Ilaboya I.R., Atikpo E., Ekoh G.O., Ezugwu M.O. and Umukoro L. (2011), ―Application of Dynamic Programming to Solving Reservoir Operational Problems‖ , Journal of Applied Technology in Environmental Sanitation, Vol. 1, 251-262.. [4]. João Joanaz de Melo and António S. 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