Page - 1414 - in Book of Full Papers - Symposium Hydro Engineering

gauge has been dislocated and in the repeated test, only 2 cycles of the 3 have been performed in the test. In this regard and as far as possible, the loading is carried out in a way that implementing the loading capacity causes it to enter or get near to the plastic ambience of the rock mass and in other words loading is carried out up to near its loading capacity, so as to distinguish the capacity of the bed affected materials. The test results are provided as pressure-displacement curves or the soil behavior curve and then analysis of the elasto-plastic ambience and analysis of the behavior curve of the mass is carried out with variations in C, φ and γ parameters and finally, the strength parameters can be estimated from the obtained results. 5.2. CONSIDERING TEST RESULTS OF PRESSURE METER TESTING In the Glevard dam spillway channel area, due to the deep excavation in soil, a total of 21 pressure meter tests have been carried out in the exploration boreholes drilled in the right abutment, including BH-22, BH-23 and BH-24 (totally 12 cases) and in the left abutment, including BH-25 and BH-26 (totally 9 cases), 3- m paces, from 3 to 30 m, in sedimentary materials, fine-grained sub-surface layers (clayey — silty to marly clayey or clayey sandy) and coarse-grained materials (sand, gravel and marlstone) and in dry and saturated states. Mainly, these tests have been carried out in two parts of alluvial surface and silty layer and the middle marlstone layers. These tests have been detailed in table 2. 5.3. CONSIDERING TEST RESULTS OF PLATE LOAD TESTS Plate loading test has been carried out in totally five locations in the spillway channel slope area and location. They include PLT-1 and PLT-2 locations at the right abutment and PLT-3 and PLT-4 locations at the left abutment and PLT-5 location in the middle of the bed, tending to the right abutment wall. Plate Loading tests have been carried out in saturated state in locations PLT-1, PLT-2 and PLT- 3. Test results have been provided in pertaining tables and diagrams in the attachment to the report. In these tables and diagrams, beside determining the tested location, test cycles (1, 2 & 3), maximum load, maximum stress, total settlement (St), elastic settlement (Se), difference between the total and elastic settlements (St-Se) and modulus of elasticity and Poisson ratio have been provided in table 3. Summary results of loading tests have been provided in table 3 and actually the modulus of elasticity in dry state is almost 2 to 2.5 times as the saturated state. Summing up the obtained results indicates relatively reasonable values for the steady pressure coefficient of the soil with regard to the type of materials and sediments of the right abutment, which are mainly coarse grained, and of the left abutment, which are mainly fine grained. In this regard, calculating the values of 1414