Research Paper PERFORMANCE OF STRIP FOOTING ON SANDY SOIL DUE TO TUNNELING S.Hariswaran 1, K.Premalatha 2, K.Raja 3
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1 Research Paper PERFORMANCE OF STRIP FOOTING ON SANDY SOIL DUE TO TUNNELING S.Hariswaran 1, K.Premalatha 2, K.Raja 3 Address for Correspondence 1 Assistant Professor, Department of Civil Engineering, Agni College of Technology, Chennai, India 2 Professor, Department of Civil Engineering, College of Engineering, Anna University, Guindy, Chennai, India 3 Assistant Professor, Department of Civil Engineering, NSN College of Engineering & Technology, Karur, India ABSTRACT With the increasing urbanization, underground tunnel become necessity for major cities. s are constructed to resolve transportation problems and it may pass under existing buildings. passage alters the performance of strip. Settlement characteristics and stress distribution get altered due to tunneling activity. Detailed experimental investigation was carried out to understand the influence of the parameters such as eccentricity of and placing depth of tunnels in the performance of strip. The differential settlement of strip during tunneling, final tilt of the strip and ground loss due to tunneling for different conditions were observed. The results of the test indicate that there is a critical region below the. When the tunnel crosses within that region, stability of got altered. Safe placing depth was arrived based on the maximum vertical settlement criteria and differential settlement criteria. For all the tested condition, the safe placing depth of tunnel beneath the based on the observed differential settlement is 10.5 times the breadth of (10.5). KEYWORDS: ing, Sandy Soil, Strip Footing, Settlement, safe Depth. INTRODUCTION Limited land of urban areas necessitates the engineer to adopt underground constructions. Number of utility lines and transportation lines are being constructed in metros. Execution of work below ground level will affect the performance of existing building and other facilities [1]. The performance of building depends on performance of foundations. Recently research is being under progress to study the influence of tunnelling in the behaviour of both shallow and deep foundation. Footings are also placed on deep cohesion less deposits such as sand. Understanding the effect of void on settlement of s is also equally important. Hence it is decided to study the effect of tunnel on the performance of shallow foundation. Studies on the stability of foundations above voids are scare in the available literature. Only few investigations related with this subject are available. Most of the studies related to silty clay [2][3]. The objective is to study the behavior of shallow foundation due to tunneling activities. This study carried out to i. Measure the maximum settlement of and tilt due to differential settlement through experimental investigation. ii. Determine the safe placing depth of tunnel based on experimental investigation The variation in settlement characteristics was studied for different cases by altering placing depth and eccentricity of tunnel. EXPERIMENTAL INVESTIGATION Tests were conducted in model tank by creating tunnels at different places to evaluate the settlements, ground losses and tilt of. In the experimental investigation, there is a difficulty to exactly replicate the procedure that followed in the field. It is assumed that the difference in the procedure in the field and laboratory will not have or have little effect in the failure pattern and failure mechanism. Facilities that are required to carry out the investigation are model tank, testing media, strip loading and tunnel element. Model Tank To conduct a detailed experimental investigation to study the effect of tunneling on the existing shallow foundation, typical field data are assumed and are detailed in table.1. For the present study, is placed at surface to record the maximum ground movement. To propose the size of the laboratory model, a scale of 1:60 was adopted [6]. As per the scale, the dimension of tunnel, thickness of sandy layer and dimension of are listed in the table 1. Figure 1 shows the view of the model tank. TABLE 1: FIELD AND EXPERIMENTAL DATA Data Considered Area Footing Depth of Breadth of Length of L/B Ratio Diameter of tunnel, D2 Lining thickness, T1 Medium Type of Soil Thickness Field Data 30x45x30 mm (L x B x D) Ground Surface 1.5 m 15 m m 0.24 m Sand 30 m Tank Size 500x750x 500 mm (L x B x D) Surface 25 mm 250 mm mm 5 mm Sand 500 mm Fig 1. Schematic Layout of Model Tank Testing Media Sand is selected as the testing medium. Laboratory tests were conducted on the representative sand samples for gradation, specific gravity, maximum and minimum dry unit weight and the angle of shearing resistance for specific density. The Index properties of the sand are presented in the Table 2. The angle of shearing resistance of sand at medium density are determined by conducting the direct shear tests as per relevant IS codes.
2 Table 2: Index Property of Sand Parameter Value Specific gravity G s 2.65 Coarse sand % Medium sand % Fine sand % Effective grain size D mm Co-efficient of uniformity C u 4.55 Co-efficient of curvature C c 0.90 State of Compaction Medium Dense Density of Sand ρ 1.56 g/cc Relative Density I D 65 % Friction Angle Ø 39 BIS Classification SP Poorly Graded Strip Loading Strip load was applied through Mild Steel block. The dimensions of the block was arrived based on the safe bearing capacity of model on medium dense sand using Terzaghi s Bearing Capacity theory equation and the safe bearing capacity is 7.20kN/m 2. The size of loading block is 250 x 25 x 101 mm. Process of ing The size of rectangular tank is 750x500x 500mm. All sides were connected rigidly. The two end sides were made up of mild steel plate and the other two sides were made by Acrylic material. The side which was used for driving tunnel was provided with a hole along closing lid. The size of hole is 112mm. The size of the tunnel is 110mm. 2mm additional diameter of the hole was provided to facilitate the tunneling process without any difficulty. The view of tank is showed in figure 2. Sand was filled in the tank for a density of 1.56 g/cm 3. This density was achieved by compacting sand layer by layer [9][10]. For every 50 mm height, 28.43kg sand was poured in tank and then compacted with 4.6 kg rammer with 36 blows to achieve the dry density of 1.56 g/cm 3. Figure 3 shows compaction of sand using rammer. Number of blows was decided by trial and error. provision on top of the Mica sheet to remove it from the tank before starting the tunnel process. After filling the sand in the tank, top surface was leveled using sprit level. Then the strip load is placed on the tank as per required test condition. The centric placement of the on the tank is shown in figure 5. Figure 4. Mica Sheet Placing Figure 5. Placing of Strip The position of Strip load was checked from all sides for the correct placement. Then dial gauges were fixed at top of the loading as shown in the figure 6. Dial gauge 1 was placed at one end of the and dial gauge 2 was placed at another end of to observe the movements of during tunneling. Dial gauge 3 and 4 were placed at 100mm distance from end faces. The ground movements due to tunneling were observed through the above dial gauges. To start the tunneling process, the front face lid was released as shown in figure 7. Figure 2. View of Tank Figure 6. Dial Gauge Fixing Figure 3. Sand Compaction While compact the sand, a mica sheet was kept behind the front face hole of Acrylic sheet as shown in figure 4. This sheet covers the full area of the hole in the acrylic sheet. Placing of this sheet is essential for further compaction of sand. There was a Figure 7. Releasing of Lid
3 The mica sheet retains the soil as it was compacted. The tunnel was placed on the front face opening as shown in figure 8. ing is initiated by removing mica sheet outside. While sheet was pulled out, surrounding soil was kept undisturbed as shown in figure 9. Immediately initial reading was observed in dial gauges as shown in figure 10. was driven manually with a constant speed. For 360 degree rotation 1cm penetration is maintained. For every 5cm penetration, readings observed in dial gauges. Penetration length was conformed through markings as shown in figure 11. Dial gauge readings observed for every 5cm penetration as shown in figure 12. Sand present inside the tunnel element is collected outside as shown in figure 13 for finding the ground loss. The tunnel was penetrated till the tunnel front was seen in the other side of the tank and is shown in figure 14. Then final readings were observed in respective dial gauges as shown in figure 15. Figure 8. Placing of Figure 9. Mica Sheet Removal Figure 10. Initial Observation Figure 11. Penetration Figure 12. Observation of Ground Movement Figure 13. Collection of Sand from tunnel Figure 14. View of from Rear side Figure 15. Final Observation
4 Testing Program Different sets of tests were conducted in model tank. Test conditions are varied based on placing depth of tunnel and eccentricity of tunnel with respect to [4][5]. Different test conditions are represented in terms of C and are listed in table 3. of Table 3 Testing Program below C-1 C-2 C-3 below C-4 C-5 C-6 below C-7 C-8 C-9 below C-10 C-11 C-12 below C-13 C-14 C-15 Axis (Eccentricity, e) OBSERVATION The schematic diagram of model tank with all details for an eccentric loading condition is shown in figure 16. Vertical settlement of and ground were observed through the dial gauges. Dial gauge readings were taken for every 50mm penetration of the tunnel. Maximum Settlement is observed in dial gauge D1 and minimum settlement is observed in dial gauge D2. Maximum settlement of was observed in dial gauge D1 and the final D1 reading for all conditions are tabulated in table 4. Minimum settlement of was observed in dial gauge D2 and the final D2 readings for all conditions are tabulated in table 5. The maximum and minimum vertical settlements due to tunneling are also shown in figure 17 and 18. By considering the final D1 and D2 settlements, tilt for all conditions are calculated and are listed in table 5. Table 4: Maximum Settlement of Footing for all of Failed Failed Failed Table 5: Minimum Settlement of Footing for Different of Failed Failed Failed Table 6: Ground Loss due to ing for Different of Failed Failed Failed Table 7: Tilt due to ing for Different Placing Depth of Failed Failed Failed Fig 17. Maximum Settlement of Footing for all conditions
5 Fig 18. Minimum Settlement of Footing for all conditions The observation made from Table 5 to 7 and Figure 17 to 18 is discussed in the following. Minimum Settlement The was failed when the tunnel is placed at 4B depth from the base of the. For 6B to 12B placing depth there is no failure of but there was a settlement. The settlement decreased to 1.38 mm from 2.49 mm when increases the placing depth of tunnel from 6B to 12B in case of no eccentricity between tunnel and axis (e=0). For eccentricity of 50 mm between the tunnel and the strip, the minimum settlement for placing depth 12B is 1.29 and for 6B is For eccentricity of 75 mm between the tunnel and the strip, the minimum settlement for placing depth 12B is 1.25 and for 6B is Ground Loss The was failed when the tunnel is placed at 4B depth from the base of the. For 6B to 12B placing depth there is no failure of but there was a ground loss. The ground loss increased from 7.59 to when the placing depth increased from 6B to 12B in case of no eccentricity. For eccentricity of 50 mm, ground loss from 8.12 to when placing depth increased from 6B to 12B. For eccentricity of 75 mm, ground loss from 8.56 to when placing depth increased from 6B to 12B. In general, when increasing placing depth and tunnel eccentricity, ground loss increases. Tilt The was failed when the tunnel is placed at 4B depth from the base of the. For 6B to 12B placing depth there is no failure of but there was a tilt in. The tilt decreased from 1 in 189 to 253, when the placing depth increased from 6B to 12B in case of no eccentricity. For eccentricity of 50 mm, ground loss from 248 to 1 in 510, when placing depth increased from 6B to 12B. For eccentricity of 75 mm, ground loss from 1 in 321 to 597, when placing depth increased from 6B to 12B. In general, when increasing placing depth and tunnel eccentricity, tilt decreases. DISCUSSION Using the data from Table 5 to Table 7, the relationship between settlement and H/B ratio is obtained and is shown in Figure 17 & 18. And from figure, it is observed that minimal variation of settlement when placing tunnel below 10.5B depth for centric and eccentric conditions. Table 7 shows that tilt of the decreases when increasing the placing depth of tunnel. When eccentricity of increases, tilt of got reduced. CONCLUSIONS To understand the influence of tunneling in cohesionless deposits, this study was carried out. The observations made from this study are i) Increasing in placing depth of tunnel and increase in the eccentricity between tunnel and Strip Footing decreased the tilt. ii) For all tested condition, the safe placing depth of tunnel beneath the based on the observed differential settlement is 10.5 times the breadth of (10.5B). REFERENCES 1. Antonio Bobet. (2001), Analytical solutions for shallow tunnels in saturated ground, Journal of Engineering Mechanics 127, Badie A. and Wang M.C. (1984), Stability of spread above void in Clay, Journal of Geotechnical Engineering, Vol 110, No.11, November Baus R.L. and Wang M.C. (1988), Bearing Capacity of Strip Footing above void, Foundation Engineering Journal, ASCE, Vol. II, pp Kyung-Ho Park. (2005), Analytical solution for tunnelling-induced ground movement in clays, ling and Underground Space Technology 20, pp Loganathan N and Poulos H.G. (2004), Analytical Prediction for ing- Induced Ground Movements in Clay, ASCE Vol. II, pp Moghaddas Tafreshi S.N., Khalaj O. and Halvaee M. (1996), Experimental study on effect of void on Bearing capacity of Shallow foundation, Foundation Engineering Journal, ASCE, pp Nabil M Nagy (2009), Numerical Investigations of width influence on the surface - Interaction Analysis, 13 th International Conference on Aerospace Sciences and Aviation Technology, ASAT- 13, May 2009, pp Petr Prochazka and Jirina Trckova (2008), Stress and deformation states in underground structures using Coupled Modelling, Acta Geodyn. Geomater., Vol. 5, No. 4(152), pp Rowe R.K., Lo K.Y. and Kack G.J. (1983), A method of estimating surface settlement above tunnels constructed in soft ground,can. Geotech. J., 20, pp Wang M.C. and Hsieh C.W. (2007), Collapse Load of Strip Footing above circular void, Civil Engineering Dimension, Vol. 9, No. 2, pp , September 2007 ISSN
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