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1 See discussions, stats, and author profiles for this publication at: Analysis of Seepage Problem effects underneath Diyala Weir using 2-D model for the solutions. 1st int. conf. of water resources, Uni. of Technology, Iraq-2012 ARTICLE NOVEMBER 2012 DOWNLOADS 27 VIEWS 34 1 AUTHOR: Aqeel AL-Adili University of Technology, Iraq 33 PUBLICATIONS 9 CITATIONS SEE PROFILE Available from: Aqeel AL-Adili Retrieved on: 14 September 2015

2 Analysis of Seepage Problem Effects Underneath Diyala Weir using 2-D Numerical Model AQEEL Al-ADILI*, JAAFAR MATOOK*, and SAAD SHAWKET** *Building and Construction Engineering department, University of Technology, Baghdad, Iraq, ; * Building and Construction Engineering department, University of Technology, Baghdad, Iraq, ; ** Civil Engineering Department, University of Diyala, Diyala, Iraq Abstract This research aims to study of Diyala weir problems and proposes the treatment. For more efficiency, the 2-D F.E. model Geo-slope, has been used to analyze the effect of seepage of water underneath the Diyala weir foundation. The floor thickness and stability against uplift pressure were calculated in different locations, and the required thickness of the floor was found larger than that which exists for point A (the end point of the stilling basin). Also the safety against piping was calculated, and considered not enough. Thus, and due to unsuitability of the existing hydraulic performance weir structures. The results showed that if the sheet pile upstream is used at depth 7m it will reduce the uplift pressure at point (A) and the exit gradient about 17.6% and 17.3% respectively, while the downstream sheet pile increases the uplift pressure to ratio 27% and decreased the exit gradient to about 92%. In other hand, if the upstream blanket construct, will leads to reduce the uplift pressure at point (A), and reduces the exit gradient, while simulation of downstream blanket, increases the uplift pressure, and reduces the exit gradient. As another facility for increasing stability of weir, the analysis showed that the presence of filter trench at distance 22m from the beginning of the weir structure will reduces the uplift pressure to ratios of 97.5%, and reduces the exit gradient to ratios of 88%, which give the best solution for such problems and leads to acceptable safety factor. Key words; Seepage, Weir foundation, Filter trench, Blanket, Sheet piles, Modeling. 1

3 Introduction Weirs are one of the important hydraulic structures which are low-level dams constructed across a river to raise the river sufficiently and to divert the flow in full, or in part, into a supplying canal or conduit for the purposes of irrigation, power generation, flood control, domestic and industrial uses. Diversion structures usually provide a small storage capacity. Weirs (with or without gates) are also used to divert flash floods to the irrigated areas or for ground water recharging purposes. They are also sometimes used as flow measuring structures (Al-Ganaini,1984, Greshen, 1988; and Novak et. al., 2003). Weirs may either be founded on an impervious solid rock foundation or on pervious foundation, whenever such a weir is founded on pervious foundation, it is subjected to seepage of water beneath it. Any seepage problem involves three principal factors: the soil media, the type of flow, and the boundary conditions. Seepage of water is one of the major problems which effect on hydraulic structures. Therefore, the seepage under the hydraulic structures can be considered one of the most important objects in the hydraulic structures safety. Ninety percent of failure cases in Dams resulted from the failure of control on seepage in the right manner. The seepage usually occurs due to the variation in water level between upstream and downstream, (U.S.Army Corps, 1993) Seepage flowing below the foundation of hydraulic structures founded on permeable soils exerts pressure on the structure and tends to wash away soil under it. Excessive uplift pressure and piping are often the main causes of damage of the stability of the structure and may result of its failure. The aim of this paper is to examine and evaluate the above dominant causes of failure for Diyala weir foundation which was built upon permeable soils, by analyze the uplift pressure under the weir and exit gradient for this weir by using 2-D model, as well as examine and analyzing the presence of cutoffs, blankets, and filter trench and their effect on reduction the uplift pressure and exit gradient. Diyala weir description and basic data 2

4 The construction of the present Diyala weir commenced in 1966 and was completed in This structure is located 7km downstream from the Hamren Dam, approximately 130Km northeast of Baghdad, near the town of Sidor as shown in Figure-1,( Al-Furat center,1989) Diyala weir is supplies the irrigation water to the areas commanded by the Diyala weir. The operation of this weir was being coordinated with the flows released from Hemren reservoir. The following data (Table-1) represents the important information which can be used to analyze the seepage problems underneath Diyala weir structure and will be the input data for the numerical model, (Macdonald, and partners, 1977, Al-Furat center 1989). Figure-2, illustrates the dimensions of Diyala weir structure with the three sheet piles locations. Problems of Diyala weir: From field observation to the weir location, the following remarks were recorded: 1- The river channel degrades at downstream. 2- Settlement of the downstream concrete blocks and damages to lip wall in front of weir as well as under sluices. 3- Damage of some of the downstream energy dissipation structures including chute blocks and baffle blocks in stilling basin. Therefore, any damage to these structures may cause scour problem at downstream of the weir because of reducing the energy dissipated in the stilling basin. 4- The existing of granule factories (which take the gravel and sand from the region of Diyala basin) within a distance of about (1.0) km or more from downstream of the weir may lead to push these materials from the vicinity region of the weir. Therefore, the scour process may occur on the downstream side of the weir. Analysis of the Problem The study tackles water seepage below Diyala weir structure (on the weir foundation), the quantity of seepage, pressure head and exit gradient were calculated, Diyala Weir taken as a case study to demonstrate the influence of seepage and seepage through porous media by using Geoslope-SEEP/W, Ver.5, program. This finite element software product can be used to model the fluid flow and pore-water pressure 3

5 distribution within porous materials such as soil and rock. Its comprehensive formulation makes it possible to analyze both simple and highly complex seepage problems. (Garamani, 2004; Geo-slope office manual, 2005). Numerical model: As a result of many difficulties that appear through analytical, empirical and experimental methods, it was resorted to numerical method in order to get required results with good accuracy and analysis the complex seepage problem. These results could be compared with analytical solution using various boundary conditions for simple problems, in addition to the development of computer systems. The discretization of this model into a finite element mesh is calculated as quadrilateral regions and drawn in the problem domain. Inside each region, any number of finite elements can automatically be generated. The four nodal quadrilateral elements were used to idealize the vertical cross section of permeable soil underneath Diyala weir with 358 elements and 425 nodes. Figure-3 shows the finite element mesh for Diyala weir pervious foundation. While, Figure-4 shows the pressure head distribution underneath Diyala weir floor in downstream. The value of quantity of total seepage (q) is 9.51E-6 m 3 /sec/m (0.82m 3 /day/m), and Figure-5, illustrates the seepage flow path underneath the weir foundation and the quantity of seepage. Boundary conditions: The maximum upstream water level was 69.0m a.s.l., for fully closed gates and the minimum downstream water level occurred at 61.5m a.s.l., for this situation, the maximum head difference is 7.5m. The nodal values of the upstream and downstream are considered as a boundary conditions. The points in the upstream and downstream take specified values of piezometric head equal to 7.5 m and 0.0m respectively. These boundary values were used to compute the piezometic head for the rest nodes of the flow domain. Soil profile: Soil profile is obtained from the individual bore holes to make a general idea about the continuity and stratification of different soil layers. The subsoil at an elevation of about meter above the sea level 4

6 (the depth of the soil is about 13.5m under the weir structure) consists of hard layer, medium and fine gravel with sand and occasionally with some boulders, silt and clay. From the grain size distribution of different boreholes in this layer the average percentage of the clay and silt was 4.5% (Iraq Engineering Company, 1967). Under the right bank, however, this gravelly layer is underlying by rock formations of sedimentary rocks consisting of clay stone and sandstone. This rock layer is found to be sloping towards the river. Soil foundation underneath the weir is saturated, isotropic homogenous soil. Uplift pressure; The results of calculations of floor thicknesses shows that the most existing thicknesses were less than those which resulted from using finite element analysis technique (Table-2), that is without a safety factor. Therefore, this case is not safe and it is probable that some cracks exist within the floor at the down bottom face and not seen at the upper face of the floor. The value of exit gradient was calculated and it's found equal to=0.37. This value was compared with safe exit gradient value. Also, to check the possibility of piping, the calculated value of the exit gradient compared with the critical exit gradient which has the value of unity. For such structures, the recommended values of safe exit gradient is range from 0.2 to 0.25 (i.e. the factor of safety equal 4 to 5). (Garg, 1978). With regards to comparison between the value of exit gradient (0.37) and the safe value of exit gradient 0.2 to 0.25, it is found that the structures (Diyala weir) is not safe enough, but it is safe against piping now. Therefore, it s requiring to treatment because the value of exit gradient may be increased in future and piping phenomena may occur. However, the effect of different seepage control devices on the uplift pressure and exit gradient were analyzed as follows: i. The Cutoffs A cut-off is a useful tool which can be used to reduce the seepage of water through the pervious foundation. In most hydraulic structures, cut-offs are used upstream and / or downstream structures. The action of the cut-off is similar to that of an obstruction in a pipe; the flow was reduced because of the loss of head due to the obstruction and increase in the vertical path of seepage. If a cut- 5

7 off extends through the foundation down to the impervious material below, it is called a complete cutoff. If it penetrates only a part of the pervious foundation, it is known as partial cutoff. Figure-6 illustrates the location of sheet pile which is used. Figures-7 and 8, illustrate the effect of the using of sheet pile on uplift pressure with different depths (d) under the floor of the weir. It can be seen from these figures that for sheet pile located at the upstream (Figure7, the uplift pressure is decreased along the base of the floor, where the uplift pressure at point A (end point of stilling basin- Figure-9)) in original case is equal to 3.30m, while when the depth of sheet pile is increased 1m, the uplift pressure is decreased to 2.79m (i.e about 15.5%), when the depth of sheet pile is increased to 7m, the uplift pressure is decreased to 2.72m (i.e about 17.6%), (Table-2). This is because the cutoff causes an increase in the length of creep, which increases the head loss. Wherever sheet pile is located a drop in the uplift pressure at that location is observed as expected. However, as can be seen from figure -8 when the sheet pile is used at the downstream, the uplift pressure is increased along the base of the floor of weir (where the uplift pressure in point A is increased to 4.06m (i.e about 23%)). This is because the stream line could move toward the floor of the weir, leading to an increase in the uplift pressure.(al-musawi, 2001) Table-3 also illustrates the effect of sheet pile on the exit gradient. It is clear from this tables that the exit gradient at the exit point (point at the end of the structure it is consider dangerous point) decreases when the sheet pile is used at the upstream, ii. The Horizontal Blanket In the design of hydraulic structures which are built on pervious foundation, there is a tendency toward the control of seepage through the foundation by using an upstream blanket connected to the impervious section of the structure. (Figure-10) A blanket is usually used when the cutoff to bed rock or to an impervious layer is not practicable because of excessive depth, as well as, its use with partial cutoffs. (Gill, 1980) Figure-11, illustrates the effect of upstream horizontal blanket on the uplift pressure, it can be seen from this figure that when the upstream blanket is used, the uplift pressure decreases. 6

8 However, the uplift pressure decrease with increasing the upstream length of the blanket (where the uplift pressure value at point A is reduced from 3.30m to 2.23m (i.e. about 32.4%), when the horizontal blanket (b 1 )=8m is used, while, when the length of horizontal blanket increase to 16m and 32m, the uplift pressure value is reduced to 2.10m (i.e. about 36.4%) and 1.88m (i.e. about 43%) respectively, as shown in Table-4. This is an expected result because the blanket will increase the horizontal length of the path of seepage under the weir. Figure-12, illustrates the distribution of the uplift pressure under the floor of weir with different lengths of downstream blanket (b 2 ). This figure shows that the value of uplift pressure is greater in case of using a blanket than that without a blanket, (Table-4). This is attributed to the fact that the streamlines are directed more towards the floor of the weir, leading to an increase in the uplift pressure. The effect of the downstream blanket on exit gradient was revealed that the exit gradient decreases when the horizontal blanket at downstream is used. The exit gradient decreases with increases in the length of downstream blanket (b 2 ). The upstream blanket at length 4m with upstream sheet pile of 3m - depth. This treatment is showed in table-5. The value of the uplift pressure and the required thickness and the value of the exit gradient are equal to iii. The Filter Trench The filter trench is an open trench vertical or horizontal which penetrates the floor and relieves the uplift pressure in the underlying pervious soil. The filter trench is located anywhere in the downstream apron with certain width and depth. The filter trench should be designed in such away that all seeping water through the hydraulic structure is effectively drained off. The filter consists of more than one layer. (U.S.B.R., 1960). The piezometric head in the filter trench will be equal to the piezometric head in the downstream (Chawla, 1976). This means that pressure head equals zero. The best width of filter (B) is about 0.1 to 0.5m depth of sheet pile at upstream. (Ijam and Nassir, 1988). Therefore, the width and depth of the filter trench are taken to be m, the depth of the filter is taken equals to 7

9 the width of filter. Figure-13, shows the location of the filter trench. The exit gradient at exit point was reduced by using filter trench at different locations in the floor (Table- 6). The filter can reduce the uplift pressure under the floors and reduce the exit gradient. Different locations of filter were examined. The best size and location of a filter trench was selected at (L=17m). The value of the uplift pressure and the required thickness is showed in table-7, and the value of the exit gradient is reduced to 0.0. Moreover, Figure-14 shows the finite element results for the uplift pressure distribution along the floor with different locations of filter trench. This figure illustrate that the maximum reduction in uplift pressure is encountered in the location of the filter, while the effect of the filter is less on uplift pressure in the floor far from filter trench. The analysis show that the uplift pressure decreases on the downstream side of the filter trench and increases on the upstream side when the filter is moved toward the downstream of the structures. From the analysis, it's noted that the exit gradient is decreased when the filter exists, also the exit gradient was decreased when the filter is moving toward the downstream part of the structures. Conclusions From the results obtained in this research, the following conclusions can be summarized as follow:- 1- The present study demonstrates a successful application of GEO- SLOPE in such problems of seepage flowing below the foundation of hydraulic structures founded on permeable soils. 2- In some locations of the Diyala weir (like end point of stilling basin), the existing thicknesses of the floor and the safety against piping are less than the required thicknesses with ratio of about 18% and 39% respectively. 3- Using of upstream sheet pile could decreases the uplift pressure at point A (end point of stilling basin) at ratios of % and the exit gradient to ratios of %, while using the downstream sheet pile increases the uplift pressure to ratios of 23-27% and decreases 8

10 the exit gradient to ratios of %, so the analysis showed that the sheet piles at downstream are more effective than the upstream cutoff in reducing the exit gradient. 4- Also, the present study revealed Alwhen the upstream blanket existing, then decreases the uplift pressure and exit gradient at ratios of % and respectively, while using the downstream blanket increases the uplift pressure under the floor to ratios of %, and decreases the exit gradient to ratios of %. 5- The study showed that the filter trench is the best treatment to reduce the uplift pressure and exit gradient by decreases the uplift pressure under the floor and exit gradient to ratios of %, and 88 92%, respectively, and makes the required thicknesses be less than the exiting thicknesses, as well as makes the factor of safety against piping being acceptable. References; AL-Furat center for Studies and Designs of Irrigation Projects (FCSDIP), Diyala weir project, study and Design Report, pp 1-18, March AL-Ganaini, M.A., Hydraulic Structure, Beirut,pp47-60, 1984 (In Arabic). Al-Musawi, W.H.H., Optimum Design of Control Devices for Seepage under Hydraulic Structures, M.Sc.Thesis, College of Engineering, University of Babylon, Chawla,S.A., Effect of Drains on Pressure below Structures, Jor. of the Geotechinical Engineering Division, ASCE, Vol.102,No.GTI,1967. Garamani, S., Application Computer Programs on Stability of Dams, Diploma Thesis, College of Engineering, University of Damascus, and P.P:22-43, 2004,(In Arabic). Garg, S.K., Irrigation Engineering and Hydraulic Structures, Knanna Publishers, P:67-70, 1978 Geo slope International Ltd,GEO SLOPE Office Manual, Greshen, M., Hydraulic Structures, Mer, Moscow, Vol.1, pp.307, 1988 (In Arabic). Ijam, A.Z., and Nassir, H.A.A., Seepage Below Hydraulic Structures with Two Cut off, Journal of 9

11 Engineering, Baghdad, Vol.5,No.3,p.p.:23,1988. Macdonald,S.M., and partners, Diyala weir, Report on survey of Damage and proposals for remedial works, pp.3-22, Novak, P., Moffat, A.L., Nalluri, C., and Narayanan, R., Hydraulic Structures, sponpress,3 rd Edition, pp , U.S. Army Corps of Engineers, Seepage Analysis and Control for Dams, Manual No , Washington D.C., April, U.S.B.R (United States Bureau of Reclamation), Earth Manual, Washington, D.C.,1960. Table-1: The basic data for Diyala weir. Weir crest elevation 66.5m Upstream bed level (B.L) 61.5m Downstream weir foundation elevation 61.5m Total length of a weir foundation with the downstream floor 24.5m Maximum water level at upstream (m.w.l) 68m Depth of 1 st row of sheet piles (upstream sheet pile) 4.5m Depth of 2 nd row of sheet piles (middle sheet pile) 2.5m Depth of impervious layer below Diyala weir foundation from the bed 11m level (B.L). Depth of 3 rd row of sheet piles (downstream sheet pile) 3.5m Unit weight of the soil( w ) underneath Diyala weir structure 18 kn/ m 2 Permeability for clay soil underneath Diyala weir structure 1E-5 m/s River-Bed Slope Upstream of the weir the river-bed slope 2 m / km Downstream slop it rapidly becomes more flat 0.1 m / km. Ultimate Canal Discharges Right bank: Left bank: Elevations of Weir crest el., Scour sluice invert el. Canal head regulator invert el. 120m 3 /sec 75m 3 /sec 66.50m a.s.l m a.s.l 64.00m a.s.l 10

12 Fig.-1: Satellite image shows the location of Diyala Weir. M.W.L.= 69.0m 66.5m 61.5m 61.5m 59m 59.5m 60.3m 57m 59m 56m 60.5m 60m 4m 9m 6m 5.5m 10.5m Fig.-2: Dimensions of Diyala weir structure. 11

13 Pressure Head (m) m Fig.-3: Finite element mesh for Diyala Weir resting on pervious soil foundation Distance along D/S floor(m) Figure-4: Pressure Head Distribution underneath Diyala Weir floor in D/S M.W.L=68 m B.L=61.5 m 24.5m Figure-5: Seepage of water m underneath Diyala Weir foundation 12

14 Table -2; Required thickness for downstream floor of Diyala Weir. Item Node No. Distance Along Downstream Floor (m) Uplift Pressure Below The Floor (m) Required Thickness (m) Exist Thickness (m) A. d2 d 1 Figure-6; Location of sheet pile at U/S and D/S of the weir 13

15 Figure-7; Uplift pressure distribution under weir floor with various depths of U/S sheet pile. Figure-8; Uplift pressure distribution under weir floor with various depths of D/S sheet pile. 14

16 H=7.5m A.. Exit Point 5m 8m 6m 5.5m 10.5m Figure-9; Location of point (A) and exit point Table-3: Effective of Sheet pile on the uplift pressure at point (A) and exit gradient values. Case U.P. Values Percentage of reduction in U.P Exit Gradient Value (G E ) Percentage of reduction in G E Original 3.30m Upstream d 1 = 1m 2.79m Sheet pile d 1 =7m 2.72m Downstream Sheet pile d 2 = 1m 4.06m d 2 =7m 4.19m b 1 A. b 2 Figure-10; Location of the horizontal blanket at U/S and D/S of the weir 15

17 Pressure Head (m) H=7.5m b m 8m Distance along downstream floor (m) 6m 5.5m 10.5m Original Case b1 = 8m b1 = 16m b1 = 32m Figure-11: Uplift pressure distribution under weir floor with various lengths of U/S blanket. Figure-12: Uplift pressure distribution under weir floor with various lengths of D/S blanket. 16

18 Table-4: Effective of horizontal blanket on the uplift pressure at point (A) and exit gradient values. Case U.P. Values Percentage of reduction in U.P Exit Gradient Value (G E ) Percentage of reduction in G E Original 3.30m Upstream b 1 = 8m 2.23m Blanket (b 1 ) b 1 =16m 2.10m b 1 =32m 1.88m Downstream Blanket (b 2 ) b 2 = 8m 3.63m b 2 =16m 3.92m b 2 =32m 4.38m Table-5: Comparison between the required thickness and the existing thickness with using u/s blanket (b 1 =4m) and u/s sheet pile at elevation (54.0)m a.s.l. Item Node No. Distance Uplift pressure (m) Require Thickness (m) Exist Thickness (m)

19 L A. Filter trench Figure-13; Locations of the filter trench (different locations) Figure-14; Uplift pressure distribution under weir floor with various locations of filter. Table-6: Effect of the filter on the uplift pressure at point (A) and on exit gradient values. Case U.P. Value Percentage of reduction in U.P. Exit Gradient Value Percentage of reduction in G E Original Filter at 16m Filter at 19m Filter at 22m

20 Table-7: Comparison between the required thickness and the existing thickness with filter at (L=17m) Item Node No. Distance Uplift pressure (m) Require Thickness (m) Exist Thickness (m)

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