Study of Interlocking Effect by the Push Test

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1 Study of Interlocking Effect by the Push Test M. Matys Comenius University, Faculty of Natural Sciences, Bratislava, Slovak Republic R. Baslik Tectum Geosynthetic, Bratislava, Slovak Republic ABSTRACT: A modified cone push tests were carried out to investigate the influence of geogrid stiffness to the interlocking effect. The paper presents the experimental results obtained when using the model of the reinforced unbound layer placed onto the soft clayed subsoil. To date tests have been conducted on two different geogrids. The results illustrate a marked difference between the performance of stiff and flexible geogrids. 1 INTRODUCTION Geogrids with open structure are usually used as an reinforcement of thin sub-bases on soft sensitive subgrades. When granular soil particles are compacted over these geogrids, they partially penetrate through the apertures to create a strong interlock. Confining effect occurs together with interlocking. Therefore the soil increases its strength. These mechanisms are characterized by increase in bearing capacity onto sub-base surface and reduction in its vertical deformations. There is a common question if geogrids in variety of sizes, polymers, stiffness and structures work in the same way. Some of geogrids cannot generate the same very efficient interaction and confinement of the aggregate. Jewell (1992) presented that transverse geogrid members can only mobilise bearing resistance if they have a sufficient structural capacity and bending stiffness to support envisaged loading. Two-dimensional small model tests were performed to clarify a mobilized confining effect (Yasufuku et al., 2001). Experimental verification of confinement effect was carried out to introduce this into a design method (Kawamura et al., 2000). In order to quantify confinement to index properties of geosynthetics, both standard tests as well as the newly developed confinement test were done (Sprague & Kern, 2001). McGown et al. (1998) presented both static interlock mechanism based on the soil particles being locked into geogrids due to static load and dynamic interlocking developed by repeated loading in soil containing stiff geogrid with integral junctions. 2 TEST PROGRAMME 2.1 Test concept Both interaction mechanisms interlocking and confinement between soil particles and biaxial geogrid surface areas are mobilized in zone with a certain thickness. If geogrid ribs and its junctions have sufficient height and stiffness, the soil particle can prop against them. Strength is then transferred directly into the rib (Figure 1). An idealized soil particle can be represented by a standard cone with diameter D cone = 25,2 mm, which translates a static force into surrounding soil particles. Cone diameter is identical to coarse particle, d 70, of granular fill material (crushed rock) 100% passing a 75 mm sieve. This material is recommended for geogrids with apertures around 40 x 40 mm. In order to clarify the interlocking effect between biaxial geogrids and the aggregates particles in unbound layer, a set of model laboratory push tests was carried out. A cone penetration resistance was verified in a zone, where interaction mechanisms are mobilised. 341

2 Figure 1. Force distribution within the soil mass on ribs of stiff biaxial geogrid 2.2 Test equipment Materials were placed in a steel container with inner diameter of 260 mm. After placing high plasticity clay to 60 mm of container depth, geogrid with free ends was placed over clay. The layer of crushed stone (115 mm thick) filled up the container. Materials were placed into container in layers of approximately equal depth of 30 mm. Each layer was statically compacted with a same energy. During preparations for push test, the cone was pushed 60 mm deep into the crushed stone layer. It was the starting cone position. Figure 1 shows the schematic layout of the test apparatus. Figure 2. Push test arrangement 342

3 2.2 Material used Two types of soils were used for this experimental works. High plasticity clay was chosen as an optimal cohesive sub-grade soil. Physical characteristics of the clay (C) were: moisture content: % density: 1584 kg.m -3 plastic limit: 29 % liquidity index 0,72 0,93 classified as high plasticity clay (CH). Physical properties of the crushed stone (CS) were: particle size: 2/32 mean particle size, D 50 : 10 mm classified as gravel poorly graded (GP). The geogrids usually produced are either stiff or flexible. These two were also selected for the performance tests. Physical properties of these geogrids are given in Table 1. Table 1. Properties of soils Property Unit Biaxial geogrid Stiff Flexible Material type PP PET Tensile strength longitudinal transverse kn/m 30,0 30,0 22,0 30,0 Load at 2% strain, longitudinal kn/m 10,5 8,5 Rib shape rectangular with square edges rectangular with square edges Mesh size mm 39 x x 35 Grid opening area % Product integral extruded woven 2.3 Procedure The vertical load has been applied through a standard cone with diameter of 25,2 mm. The cone was laid in the center of container. As shown in Figure 2 a position of the cone at the test start was 55 mm above geogrid. The vertical displacement rate of cone has been equal to 8,6 mm/min for all tests. All tests have been performed, until the cone intersected a potential initial geogrid plane or the sub-base/sub-grade line. A vertical load had been recorded during the tests. After the cone movement stopped, the sub-base soil was removed carefully and the deformations of geogrid were recorded. 3 RESULTS AND DISCUSSION The program involved 50 tests. Table 2 summarizes only those tests that were realized with materials presented in section 2.2. Besides that, only those tests were analyzed, when cone was at the end the test in the opening, or leaned against tensile element or rib, connection. Figure 3 shows an area of the biaxial geogrid s opening, that was considered for cone position like in the opening at the end of the test. 343

4 Table 2. Summary of tests Geogrid type Cone position Number of tests Moisture (%) without Flexible leaned Flexible in the opening Stiff leaned Stiff in the opening Figure 3. The aperture of biaxial geogrid Figure 4 shows observed results of the push tests. It provides an example of typical curves obtained for three test configuration, when cone is in the opening static puncture force (10 x 10-3 kn) time (sec.) wgg, w=36% GGf, w=42% GGs, w=39% Figure 4. Variation of pushing force with time for three typical test records The pushing force variation during pushing of the cone through the crushed stone layer is evident in Figure 4. Every time, when cone touches the large soil particle and its releasing, it has immediate response in pushing force value. Line wgg has the different shape in comparison with GGf line and GGs line, respectively. The 344

5 application of stiff geogrid appears to have effect on pushing force. The differences between GGf and GGs tests are visibly marked. GGs tests show considerably higher pushing force values than GGf tests. Increments of the pushing force are result of increasing resistance during the cone through the arching zone created over the stiff bearing ribs and junctions. As can be seen in Figure 5, the maximum pushing force during last 120 sec. of the test decreases considerably with increasing the moisture of clay. There is one exception, which will be assessed separately. This clearly indicates the effect of subsoil moisture and consistency of pushing force value. The pushing force is dependent on the clay s moisture. For wgg test, the maximum pushing force of 90 N was measured at w = 35%. For GGf (in the opening) and GGf (leaned), at w = 35%, the respective maximum pushing forces of 295 N and 400 N were recorded. Moreover, for GGf (in the opening), at w = 40 %, the pushing force of 160 N was recorded. The reduction of pushing force was about 46%. Very surprising fact is, that the pushing force does not change for GGs (in the opening), in spite of clay s moisture increase from 35% to 40%. This may be a result of an interlocking effect. It means that stiff geogrid structure (ribs and junctions) supports the soil particles that are not being pushed into the sub-grade. Increasing moisture of clay does not have any influence on pushing force. Because of this finding, it is even more questionable whether moisture of sub-grade has any real influence on interlocking effect of stiff integral geogrids. 70 max. pushing force during last 120 sec. o the test (10x10-3 kn) GGs, in the opening GGf, in the opening wgg moisture of clay, w (%) GGs, leaned GGf, leaned Figure 5. Relation between max.t and moisture of clay average curves In this figure, it may also be observed that for both GGs and GGf (leaned) tests the slope of curve is approximately similar. With respect to these test results, it has to be assumed that membrane effect of both geogrids is dependent on moisture of sub-grade. Figure 6 shows the average pushing forces for five tests (measured at the end of the tests). It illustrates the reinforcing behavior of two geogrids. Position of the curves corresponds to stiffness of geogrids. Stiff geogrid presents the higher values of pushing force T 380 than flexible geogrid. For GGs (leaned) is T 380 = 490 N, as T 380 = 380 N is for GGf (leaned). For GGs (in the opening) is T 380 = 290 N, as T 380 = 260 N is for GGf (in the opening). Position of the cone after 380 seconds from the start of the test is situated approximately on a surface of improved thin layer. This thin layer consists of fill particles interlocked into stiff geogrid structure. The results obtained in this phase of research are summarized in Figure 7 and Table

6 55 45 static pushing force (10 x 10-3 kn) Table 3. The test results Geogrid type Cone position Type of test time (sec.) without GG GGf, leaned GGf, in the opening GGs, leaned GGs, in the opening Figure 6. The pushing force at the end of the test Pushing force T 480, if T 380 = 0 (N) without wgg Flexible leaned - 16 Flexible in the opening GGf - 46 Stiff leaned 82 Stiff in the opening GGs 175 Straight lines express the average static pushing forces. It can be noted that the pushing force decreases in the system without reinforcement (wgg) and in the system with flexible geogrid (GGf) as well. In terms of interlocking, the effect of flexible geogrid is negligible in this case. The line, which represents GGf (leaned) is above the GGf (in the opening) line. It means, that the main interaction mechanism for flexible geogrid is a membrane effect. In a system with stiff geogrid onto sub-grade, the pushing force is increasing at the end of the test. If the cone is close to geogrid and in the opening, an interlocking effect will probably occur. Resistance to the penetration of cone is increased. There is a significant increase in the pushing force associated with the use of stiff geogrid. The line of GGs (in the opening) is above the GGs (leaned) line. It means that the main interaction mechanism for stiff geogrid is the interlocking effect. 346

7 20 average static pushing force if T 380 = 0 (10x10-3 kn) interlocking is high than membrane effect, interlocking is the main mechanism membrane effect is the main mechanism performance of flexible geogrid performance of stiff geogrid -15 time (sec.) Figure without 7. Relationship GG between cone GGf, position leaned and average pushing force at the end of the test. GGf, in the opening GGs, leaned GGs, in the opening Figure 7. Average pushing forces expressed by straight lines It should be remarked that the performance of stiff geogrid is approximately three times higher in comparison with the performance of flexible geogrid (Figure 7). Figure 8 shows the scheme of pushing forces over one geogrid aperture. For GGf and GGs tests the average static pushing forces, T 480, on the ribs (stiff geogrid) and tensile elements (flexible geogrid) and in the opening are presented. For wgg test the T 480, = 0. The pushing force on flexible geogrid connections and tensile elements is higher than the pushing force in the opening. It can be assumed that interlocking effect is missing in this case. The pushing force in the opening of stiff geogrid is higher than the pushing force on ribs and junctions. It can be assumed that undisputed interlocking effect is present in this case. In soil layer on geogrids the pushing forces on the ribs and in the opening are averaged. In so far that performance of geogrids can be expressed by using a dash-line (Figure 8). The difference between performance of flexible and stiff geogrids is evident. 4 CONCLUSIONS A push tests were designed to evaluate the geogrid stiffness to the interlocking effect. The test results can be summarized as follows: The push test used to verify the interlocking effect provides suitable results for studying this phenomena. If the cone is in the stiff geogrid s opening, there is no influence of the increased sub-grade moisture on the pushing force. The stiff geogrid structure (ribs and junctions) supports all soil particles, so, both interlocking and confinement mechanism are developed. The effect of stiff geogrid in improving cone resistance was confirmed. The value of static pushing force significantly increased when cone penetrated the arching zone over the aperture of stiff geogrid. The test results showed the difference in effectiveness of stiff geogrid in comparison with flexible geogrid. If the cone penetrates the zone close to stiff geogrid surface the pushing force is increased but when the flexible geogrid is used the pushing force is decreased. In soil masses, the main interaction mechanism for flexible geogrids is the membrane effect. 347

8 Figure 8. The performance of geogrids The main interaction mechanism for stiff geogrids is the interlocking effect. The results confirmed the importance of geogrid stiffness on its performance when used as a reinforcement in granular materials on soft sub-grade soils. The stiff geogrid structure (ribs and junctions) creates stable supporting points for soil particles. REFERENCES Jewell, R.A., Strength and deformation in reinforced soil design, Proc. of 4 th Int. Conf. on Geotextiles, geomembranes and related products, The Hague, Vol. 3, pp (1990). McGown, A., Andrawes, K.Z., Pradhan, S., Khan, A.J., Limit state design of geosynthetic reinforced soil structures, Proc. of 6 th Int. Conf. on Geosynthetics, Atlanta, Vol. 1, pp (1998). Kawamura, T., Umezaki, T., Ochiai, H., Yasufuku, N. & Hirai, T., Confining effect of geogrid-reinforced soil: Introduction into design method, Proc. of 2 nd European Geosynthetics Conf., Bologna, Vol.1, pp (2001). Sprague, C.J., Kern, C., Measuring confinement The principle component of base reinforcement, Proc. of Geosynthetics Conference 2001, Portland, pp (2001). Yasufuku, N, Ochiai, H, Ninomiya, Y, Omine, K., Nakashima, M., Kawamura, T., Evaluation of confining effect in geogrid-reinforced retaining wall based on two-dimensional model test, Proc.of Int. Symp. on Earth Reinforcement, Fukuoka, Vol. 1, pp (2001). 348

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