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Numerical simulation to the effect of applying rationing system on the stability of the Earth canal: Birmana canal in Iraq as a case study

  • Alaa Hu. Danoosh EMAIL logo and Maysam Th. Al-Hadidi
Published/Copyright: September 9, 2022
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Journal of the Mechanical Behavior of Materials
From the journal Journal of the Mechanical Behavior of Materials Volume 31 Issue 1

Abstract

Extreme conditions will cause the water level of high fill canal segment to change suddenly, which will affect the velocity and pore pressure of the slope. A 9 km irrigation earth canal in the city of Alsyahy, 15 km away from Al-Hilla city, and branching off from the left side of Shatt Al-Hilla at 57 km, was studied. The aim of this work is to study and analyze the effect of rationing system on the Birmana earthen canal during rapid drawdown case. Finite element modeling with Geo-Studio software was used in the present study to analyze the combined seepage and slope stability for three cycles. The resulting minimum safety factor obtained from the analysis using the saturated and unsaturated soil model was found to be 1.161, 1.142, 1.159, and 1.2 from the Janbu, Bishop, Morgenstern-Price, and Spencer methods, respectively. The factor of safety (FOS) values in three cycles are less than the required value. Finally, the FOC decreased by 66% from its value before the rationing system was applied, the area of canal and slip surface increased by 77 and 14%, respectively, due to the applied rationing system. These changes led to an irregular water distribution along the canal, in addition to a reduction in road width.

Keywords: earth canal; seepage; rapid drawdown; slope stability; SEEP/W; SLOPE/W

1 Introduction

Water resources are an important guarantee for production agricultural and life in modern society. Water transfer project is a major strategic infrastructure to realize the optimal allocation of water resources, promote the sustainable development of economy and society, and ensure and improve people’s livelihood [1]. Extreme conditions will cause the water level of high fill canal segment to change suddenly, which will affect the velocity and pore pressure of the slope [2]. One of the most significant influences on the flow behavior in the soil is the change in the moisture content during the dry season and wet season [3]. The pressure exerted by the moving water on the canal banks increases the stability [4]. The canal’s construction was designed as part of a larger attempt to conserve water resources and lower future canal maintenance and operational costs. Furthermore, the canal may be subjected to a variety of unfavorable operational conditions throughout its entire life cycle. The canal should be able to withstand during empty condition at the end of the construction period. It should also continue to function if there is a steady seepage from the canal or if there is a sudden drawdown due to a sudden failure under unexplained conditions. The most severe condition for canal operation is estimated to the range when the canal water recedes rapidly (sudden crack), leaving pore water pressure in the side embankments (residual pore water pressure), potentially causing severe canal failure. Due to increased surcharge weights imposed by massive vehicles’ live loads, this unsound behavior could be intensified [5]. There are a lot of techniques for determining the stability of a soil slope. The slopes stability is assessed by determining the factor of safety (FOS) that is dependent on the properties of soil, which represent the strength to failure. Cohesion (C) and internal friction angle (ø) influence failure resistance. The resistance to failure depends on cohesion (C) and angle of internal friction (φ). When the ground surface is sloping, forces are generated. The important forces induced in the slopes [6]. The safety factor is chosen based on a thorough understanding of the material properties, the problem geometry, the analysis approach, and the failure consequences [7]. There are many additional investigations for the problem of slope issues using different methods, especially finite element method (FEM) [8].

2 Study site

In this research, the Birmana earthen canal, which is located in the city of Alsyahy, 15 km away from Al-Hilla city, and branching off from the left side of Shatt Al-Hilla at 57 km, was studied as shown in Figures 1 and 2. The length of the canal is 9 km and irrigates an area of 12,685 mshar. The number of outlets branching from the right side of this canal is 23, and from the left side is 20. The design discharge of this canal is 1.585 m3/s. Due to limited water supplies, different methods of managing water and reducing water usage and distribution have emerged, one of which is the implementation of a rationing system [9]. The passive earth thrust location is highly affected by the soil–wall friction angle, especially when the friction angle of the backfill material increases [10]. The standard penetration test (SPT) is one of the common field tests suggested for various soil types [11]. Shear strength parameter and values of permeability for the unlined canal, after and before applying rationing system are presented in Tables 1 and 2.

Figure 1 Birmana unlined canal (GIS).
Figure 1

Birmana unlined canal (GIS).

Figure 2 Birmana unlined canal.
Figure 2

Birmana unlined canal.

Table 1

Earth canal material properties after rationing system

No. Unit Model Unit weight ɣ Cohesion C Angle of internal friction φ Permeability K
– (kN/m³) (KPa) (°) (cm/s)
1 Mohr-Coulomb 19 15 2 6.25 × 10−3
2 17 12 5 6.25 × 10−3
Table 2

Earth canal material properties before rationing system

No. Unit Model Unit weight ɣ Cohesion C Angle of internal friction φ Permeability K
– (kN/m³) (KPa) (°) (cm/s)
1 Mohr-Coulomb 20.1 25 5 6.25 × 10−3
2 19 22 8 6.25 × 10−3

3 Research methods

3.1 Field monitoring

To study the influence of irrigation on surface soil and slope seepage in the Birmana canal, the water level in the canal was measured using a measuring ruler during the preparation period, where the water level in the canal was equal to 2 m for a period of 3 days, while the water level during the outage period was equal to 0.3 m according to the rationing system followed in this area as shown in Table 3. The water level in the canal changes from 2 to 0.3 m within a period of 4 h of interruption, and this is a phenomenon of rapid drawdown, which is considered as one of the most common scenarios of extreme loading conditions that the earth canal can be subjected to.

Table 3

The water level in the canal

No. of cycle Rationing system Irrigation interval (days) Water depth (m) Irrigation interval (days) Water depth (m)
Cycle 1 3 × 9 0–3  2 4–12 0.3
Cycle 2 13–16 2 17–25 0.3
Cycle 3 26–28 2 29–37 0.3

3.2 Numerical simulation

3.2.1 Seepage modeling using SEEP/W

Calculating the amount of seepage using laboratory experiments is expensive and takes time. While these calculations are easy and fast using the SEEP/w program. Also, many studies involve a complex mathematical calculation to solve difficult equations to compute seepage losses on canals. The software SEEP/W is a commercially available FEM package and it proves to be very efficient in carrying out seepage studies (SEEP/W manual 2007). SEEP/W has been popularly used in many areas of civil engineering study, analysis of stability, and several more [12,13]. In this study, a 2D canal was modeled in the SEEP/W as shown in Figures 3 and 4. Steady state analysis was performed, in which, the volume of water does not change with time. The steady state equation is independent of the time variable and does not consider volumetric water content function. The only input parameter required is the saturated coefficient of permeability (k sa). The output result will give the variation in sat pore water pressure, conductivity, etc., in the problem domain under specified boundary conditions. The boundary conditions used in the present study are,

  • Pressure head (H) of 2 m at the top.

  • Unit gradient boundary condition at the bottom of the canal.

  • No flow boundary conditions on both sides.

Figure 3 2D Canal model used in SEEP/W before applying rationing system.
Figure 3

2D Canal model used in SEEP/W before applying rationing system.

Figure 4 2D Canal model used in SEEP/W after applying rationing system.
Figure 4

2D Canal model used in SEEP/W after applying rationing system.

3.2.2 Stability analysis of slope

The factor of safety depended upon the balance of the forces resisting movement to the driving movement. According to the values of sand and clay soil embankment results of the relationship between factor of safety with the angle of internal friction and cohesion. Usually applied to the study of as a slip plane rotates in an embankment. The ratio of the resistance moment to the driving moment is the FOS in the assumption [14]. Today, a variety of computer-based geotechnical applications may be used to perform slope stability evaluations. For many years, software based on limit equilibrium (LE) formulations had been used. Finite element (FE) software, which is established on constitutive principles and soil models that are adequate, has also piqued the interest of both the professionals and researchers. In today’s geotechnical calculations for slope stability, both LE and FE software are commonly utilized. The working principle and methods of analysis of the software that is used in this study are briefly described. SLOPE/W, a software developed by GEO-studio (2018), is used for the analysis of slope stability. This application is based on the LE method’s theories and principles. SLOPE/W is a program that calculates FOS for various shear surfaces. The software analyzes the problem by many methods such as (Morgenstern-Price method, Spencer method, Bishop method, Janbu method, ordinary method, etc.). The shear strength of the soil layers’ components determines the embankment’s slope stability [15]. Pore water pressure is one of the causes of slope’s instability and failure. This behavior is common, especially in wet regions and in sites with saturated clay soils [16]. The stability of earthen canals depends on several factors such as the materials of slopes and banks and the characteristics of flow [17].

3.2.3 Transient analysis

Commercial finite element analysis systems perform transient seepage analyses that are independent of changes in overall stress. These programs only predict changes in pore pressures as a result of improvements in hydraulic boundary conditions; total stress boundary loads have no effect on pore pressures. The porosity (or void ratio) of the soil can change with time as a function of variations in effective stress in most solutions to the transient seepage equation. variation in total stress is considerably neglected in order to make the solution just a function of the change in the head with time. The change in effective stress, and thus the change in porosity, is then only a consequence of pore pressure change [18]. The differential equation for 2D transient water flows is utilized in the SEEP/W model. The slope stability was calculated using the changes in pore water pressure obtained from the transient seepage study with SEEP/W [19]. In order to simulate the drawdown behavior of a slope, a transient seepage analysis is first carried out to get free pore pressures and seepage-induced pore pressures of groundwater-surface for various drawdown rates and drawdown ratios [20].

4 Results of analysis and discussion

The result includes the variation in water head pressure with a FOS of the canal without the application of the liner.

4.1 Steady state seepage analysis

According to Tables 1 and 2, the earth canal section is modeled with and without a rationing system. These 2 sections are simulated for water pressure head (2 m) for 2 cases at steady state seepage GEO-STUDIO (SEEP/W). The SEEP/W analysis was first run in the steady state with a steady level of water of 2 m for the canal before and after applying the rationing system as shown in Figures 5 and 6.

Figure 5 Steady state seepage (SEEP/W) before applying rationing system.
Figure 5

Steady state seepage (SEEP/W) before applying rationing system.

Figure 6 Steady state seepage (SEEP/W) after applying rationing system.
Figure 6

Steady state seepage (SEEP/W) after applying rationing system.

4.2 Slope stability analysis

For the same section and according to data from Tables 1 and 2, stability analyses for the two cases were performed via GEO-STUDIO (SLOPE/W) software based on strength reduction FEM with water pressure head = 2 m. The results of the analyses by using Bishop’s method of slices are shown in Figures 7 and 8.

Figure 7 Slope stability before applying rationing system.
Figure 7

Slope stability before applying rationing system.

Figure 8 Slope stability after applying rationing system.
Figure 8

Slope stability after applying rationing system.

4.3 Transient seepage analysis for rapid drawdown

In this case, for the same steady state seepage but the section is simulated for variation water pressure head due to the rationing system followed in this canal, as shown in Table 3. In this analysis, three cycles of rationing were used, as shown in Figures 9–11.

Figure 9 Slope stability for one cycle of applying rationing system.
Figure 9

Slope stability for one cycle of applying rationing system.

Figure 10 Slope stability for two cycles of applying rationing system.
Figure 10

Slope stability for two cycles of applying rationing system.

Figure 11 Slope stability for three cycles of applying rationing system.
Figure 11

Slope stability for three cycles of applying rationing system.

Table 4 shows that the value of safety factor obtained for scenarios (cycle 1, cycle 2, and cycle 3) using the four methods (Janbu, Bishop, Morgenstern, and spencer) are very close (Table 5).

Table 4

Value of minimum FOS for many scenarios

Scenario Min. FOS Janbu Min. FOS Bishop Min. FOS Morgenstern-Price Min. FOS Spencer
Cycle one 1.164 1.149 1.162 1.204
Cycle two 1.162 1.145 1.159 1.201
Cycle three 1.161 1.142 1.159 1.2
Table 5

A minimum FOS in rapid drawdown

Analysis method Earth canal slope
USACE, 2003 1.2
Janbu 1.16
Bishop 1.14
Morgenstern-Price 1.15
Spencer 1.2

From Figures 9–11, the following are the effects of rationing system on the safety factor:

  • It was noticed that after the application of the rationing system, the FOS decreased by 66% from its value before the rationing system was applied.

  • The area of cross-section increased by 43%. Canal transition refers to a change in the canal cross-section, such as a change in canal width or bottom slope. A geometrical change might occur over a long distance or it can occur suddenly. As y increases, the value of V drops to pass the same amount of q, lowering the velocity head. As a result, as shown in Figure 12, the curve’s upper limb approaches the straight line, E = y, as the velocity head gets very tiny for very large values of y [21]. This change leads to irregular water distribution along the canal.

  • The area of slip surface is equal to 9.93 and 11.3 m2 before and after rationing, respectively. This change reduced the width of the road on both sides of the canal from 7 to 4 m, and it continues to decrease with successive rationing cycles until it reaches complete failure, as shown in (Figure 13).

Figure 12 Specific energy for a given unit discharge.
Figure 12

Specific energy for a given unit discharge.

Figure 13 Birmana earth canal (case study).
Figure 13

Birmana earth canal (case study).

4.4 The effect of the rapid drawdown on the safety factor

In terms of relation between drawdown time and the FOS for transient case, it is apparent from Figure 14 that the FOS and the drawdown time have an inverse relationship. The FOS reduced with a rising number of cycles. The cause for this behavior observed in the analysis is the effect of different water levels in the canal because of applying the rationing system.

Figure 14 Effect of rationing system on the FOS.
Figure 14

Effect of rationing system on the FOS.

5 Conclusion

This study investigates the behavior of the earth canal during the application of the rationing system. The following was found:

  1. One of the most critical criteria that control the safety factor is the drawdown case. The drawdown time and the safety factor have an inverse relation.

  2. One of the most major factors that influence the behavior of the soil is the change in the moisture content during the dry season and wet season.

  3. The safety factor is directly proportional to the soil shear strength parameters (C, ø).

  4. The change in the water level resulting from the rationing process is one of the most important reasons that change the properties of the soil.

  5. The FOS decreased by 66% from its value before the rationing system applied, and the area of cross-section increased by 77%. In addition the area of slip surface increased by 14% due to the applied rationing system. These changes lead to irregular water distribution along the canal, in addition to a reduction in road width.

From all of the above, it has been proved that applying rationing system in the earthen canal will not be safe.

  1. Funding information: The authors state no funding involved.

  2. Author contributions: All authors have accepted responsibility for the entire content of this manuscript and approved its submission.

  3. Conflict of interest: The authors state no conflict of interest.

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Received: 2022-03-22
Revised: 2022-04-28
Accepted: 2022-05-08
Published Online: 2022-09-09

© 2022 Alaa Hu. Danoosh and Maysam Th. Al-Hadidi, published by De Gruyter

This work is licensed under the Creative Commons Attribution 4.0 International License.

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https://doi.org/10.1515/jmbm-2022-0216
Keywords for this article
earth canal; seepage; rapid drawdown; slope stability; SEEP/W; SLOPE/W
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  26. Review Article
  27. An overview of cold spray coating in additive manufacturing, component repairing and other engineering applications
  28. Special Issue: Sustainability and Development in Civil Engineering - Part I
  29. Risk assessment process for the Iraqi petroleum sector
  30. Evaluation of a fire safety risk prediction model for an existing building
  31. The slenderness ratio effect on the response of closed-end pipe piles in liquefied and non-liquefied soil layers under coupled static-seismic loading
  32. Experimental and numerical study of the bulb's location effect on the behavior of under-reamed pile in expansive soil
  33. Procurement challenges analysis of Iraqi construction projects
  34. Deformability of non-prismatic prestressed concrete beams with multiple openings of different configurations
  35. Response of composite steel-concrete cellular beams of different concrete deck types under harmonic loads
  36. The effect of using different fibres on the impact-resistance of slurry infiltrated fibrous concrete (SIFCON)
  37. Effect of microbial-induced calcite precipitation (MICP) on the strength of soil contaminated with lead nitrate
  38. The effect of using polyolefin fiber on some properties of slurry-infiltrated fibrous concrete
  39. Typical strength of asphalt mixtures compacted by gyratory compactor
  40. Modeling and simulation sedimentation process using finite difference method
  41. Residual strength and strengthening capacity of reinforced concrete columns subjected to fire exposure by numerical analysis
  42. Effect of magnetization of saline irrigation water of Almasab Alam on some physical properties of soil
  43. Behavior of reactive powder concrete containing recycled glass powder reinforced by steel fiber
  44. Reducing settlement of soft clay using different grouting materials
  45. Sustainability in the design of liquefied petroleum gas systems used in buildings
  46. Utilization of serial tendering to reduce the value project
  47. Time and finance optimization model for multiple construction projects using genetic algorithm
  48. Identification of the main causes of risks in engineering procurement construction projects
  49. Identifying the selection criteria of design consultant for Iraqi construction projects
  50. Calibration and analysis of the potable water network in the Al-Yarmouk region employing WaterGEMS and GIS
  51. Enhancing gypseous soil behavior using casein from milk wastes
  52. Structural behavior of tree-like steel columns subjected to combined axial and lateral loads
  53. Prospect of using geotextile reinforcement within flexible pavement layers to reduce the effects of rutting in the middle and southern parts of Iraq
  54. Ultimate bearing capacity of eccentrically loaded square footing over geogrid-reinforced cohesive soil
  55. Influence of water-absorbent polymer balls on the structural performance of reinforced concrete beam: An experimental investigation
  56. A spherical fuzzy AHP model for contractor assessment during project life cycle
  57. Performance of reinforced concrete non-prismatic beams having multiple openings configurations
  58. Finite element analysis of the soil and foundations of the Al-Kufa Mosque
  59. Flexural behavior of concrete beams with horizontal and vertical openings reinforced by glass-fiber-reinforced polymer (GFRP) bars
  60. Studying the effect of shear stud distribution on the behavior of steel–reactive powder concrete composite beams using ABAQUS software
  61. The behavior of piled rafts in soft clay: Numerical investigation
  62. The impact of evaluation and qualification criteria on Iraqi electromechanical power plants in construction contracts
  63. Performance of concrete thrust block at several burial conditions under the influence of thrust forces generated in the water distribution networks
  64. Geotechnical characterization of sustainable geopolymer improved soil
  65. Effect of the covariance matrix type on the CPT based soil stratification utilizing the Gaussian mixture model
  66. Impact of eccentricity and depth-to-breadth ratio on the behavior of skirt foundation rested on dry gypseous soil
  67. Concrete strength development by using magnetized water in normal and self-compacted concrete
  68. The effect of dosage nanosilica and the particle size of porcelanite aggregate concrete on mechanical and microstructure properties
  69. Comparison of time extension provisions between the Joint Contracts Tribunal and Iraqi Standard Bidding Document
  70. Numerical modeling of single closed and open-ended pipe pile embedded in dry soil layers under coupled static and dynamic loadings
  71. Mechanical properties of sustainable reactive powder concrete made with low cement content and high amount of fly ash and silica fume
  72. Deformation of unsaturated collapsible soils under suction control
  73. Mitigation of collapse characteristics of gypseous soils by activated carbon, sodium metasilicate, and cement dust: An experimental study
  74. Behavior of group piles under combined loadings after improvement of liquefiable soil with nanomaterials
  75. Using papyrus fiber ash as a sustainable filler modifier in preparing low moisture sensitivity HMA mixtures
  76. Study of some properties of colored geopolymer concrete consisting of slag
  77. GIS implementation and statistical analysis for significant characteristics of Kirkuk soil
  78. Improving the flexural behavior of RC beams strengthening by near-surface mounting
  79. The effect of materials and curing system on the behavior of self-compacting geopolymer concrete
  80. The temporal rhythm of scenes and the safety in educational space
  81. Numerical simulation to the effect of applying rationing system on the stability of the Earth canal: Birmana canal in Iraq as a case study
  82. Assessing the vibration response of foundation embedment in gypseous soil
  83. Analysis of concrete beams reinforced by GFRP bars with varying parameters
  84. One dimensional normal consolidation line equation
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