Normal ve aşırı konsilide killerin kırılmadaki davranışları
Başlık çevirisi mevcut değil.
- Tez No: 46327
- Danışmanlar: PROF.DR. ERGÜN TOĞROL
- Tez Türü: Yüksek Lisans
- Konular: İnşaat Mühendisliği, Civil Engineering
- Anahtar Kelimeler: Kil, Zemin direnci, Clay, Soil resistance
- Yıl: 1995
- Dil: Türkçe
- Üniversite: İstanbul Teknik Üniversitesi
- Enstitü: Fen Bilimleri Enstitüsü
- Ana Bilim Dalı: Belirtilmemiş.
- Bilim Dalı: Belirtilmemiş.
- Sayfa Sayısı: Belirtilmemiş.
Özet
while the drainage canals are open and close positions. There must be no difference between them. This means that the water in the sample has been dissipated. The saturation of the sample must be controlled by B control. B is mostly calculated 95% for these tests. The standard consolidated-undrained tests are performed on normally consolidated and over consolidated clays with the measurement of pore pressure. Both consolidation stage and undrained shear stage are represented in the triaxial cell. Throughout all tests in the standard triaxial apparatus it will be assumed that o*i is the stress on the end caps of the sample and 02 = 03 is the cell pressure. Triaxial test results are given in terms of water content ( w ), mean principal effective stress ( p ), and deviator stress ( q ). The parameters used are as follows; p = 1/3 (ci* + 2a3') P=l/3(01,-03,) + 03' q = <*! - 0-3 = a{ - a3' In consolidation stage, the independent parameter is p, the dependent parameter is w. In q = 0 plane, w-lnp plane is shown. In undrained test, the specimen remains at constant voids ratio. The independent parameter is q, the dependent parameter is p. The deviator stress is calculated from axial load increment which is divided by the average crossectional area of the specimen. The deviatoric loads and pore pressure values are performed due to the axial strain values, p and q are calculated from the values of a\, a3, u. The relationship q versus p, q versus e, u versus e are determined for normally consolidated and overconsolidated Bentler Kaolin. Normal consolidation line and critical state line are drawn and M, N, T, X soil parameters are found for Bentler Kaolin. The behaviour of normally consolidated and overconsolidated clay at failure is analyzed by isotropically consolidated undrained triaxial compression tests. After the attainment of maximum deviator stress at failure, the shapes of test paths do not represent a regular behaviour, probably due to the inadequacy of the testing apparatus; excess pore pressure transducer. Some of the specimens have not failed at the critical state line. They have failed before they reached the critical state line. We can say that when the consolidation pressure increases, the permeability of the specimen decreases. Therefore, relative increase of water content at the surrounding of the shear surface become in a thinner surface than specimen consolidated at low pressures. Furthermore, pore pressure and water content at shear surface cannot be measured as accurately. Thus, the loading paths do not reach critical state line. XV
Özet (Çeviri)
In tests on overconsolidated samples, the positive change in excess pore pressure is less than in test on normally consolidated samples. Isotropically consolidated undrained triaxial compression tests with pore water pressure measurements using back pressure technique are conducted on samples of SO mm. in diameter and 100 mm. in height. The triaxial apparatus used in this research consists of the triaxial cell, constant pressure application system, loading system, proving ring, pores filter stone, rubber membrane. The materials used in the tests have been brought from a kaolinite mine in Bentler (Büyükdere, Istanbul). In laboratory, the materials are sufficiently dried in the air not in the oven and then sieved from a No:40 sieved. The materials in dust form are stored in moisture room until they have been used in preparing the clay- water slurry. Index properties of Bentler Kaolin obtained from laboratory tests are given below: WL = 55% WP = 27% IP =23% Gs=2.65 The clay-water slurry is approximately prepared at the same water content. It must be mixed not less than 30 minutes. The oven is not used for drying the slurry, because crystal structure of kaolinite is damaged in oven. It is left in air so that the water can disperse trough the clay particles. In preparing triaxial specimens, a cylindrical steel ring and the piston which moves the specimen out of the ring are used. A piece of slurry is plastered in the cylindrical ring so that no air is settled. Then the triaxial specimen is completed by plastering the slurry into the ring. The prepared specimen is placed on a porous stone. A filter paper separates the soil and the stone so that the specimen will not clog the pores of the stone. The rubber membrane prevents the fluid permeating into the sample. After placing the specimen in the triaxial cell, the cell is filled with oil because of ite higher density. The pressure of oil acts uniformly on the soil sample. By definition, the cell fluid can not transmit shear stresses, and the rubber membrane, is also incapable of transmitting shear stresses. Therefore, only normal stresses are applied to all vertical surfaces of the soil. It can be assumed that all the vertical places are principal plane. The triaxial principle stresses acting on the specimen are each equal to the stress applied by the cell fluid-oil. This is the cell pressure and there is a back pressure also. The purpose of a back pressure is to saturate the specimen by dissolving any air present in die pore water. The consolidation process is started when a consolidation pressure which is the difference between cell pressure and back pressure is applied. This period occurs at least one week in this study. To understand whether it has finished or not, the values of pore pressure are measured by pore pressure transducer. This measurement is done XIVwhile the drainage canals are open and close positions. There must be no difference between them. This means that the water in the sample has been dissipated. The saturation of the sample must be controlled by B control. B is mostly calculated 95% for these tests. The standard consolidated-undrained tests are performed on normally consolidated and over consolidated clays with the measurement of pore pressure. Both consolidation stage and undrained shear stage are represented in the triaxial cell. Throughout all tests in the standard triaxial apparatus it will be assumed that o*i is the stress on the end caps of the sample and 02 = 03 is the cell pressure. Triaxial test results are given in terms of water content ( w ), mean principal effective stress ( p ), and deviator stress ( q ). The parameters used are as follows; p = 1/3 (ci* + 2a3') P=l/3(01,-03,) + 03' q = <*! - 0-3 = a{ - a3' In consolidation stage, the independent parameter is p, the dependent parameter is w. In q = 0 plane, w-lnp plane is shown. In undrained test, the specimen remains at constant voids ratio. The independent parameter is q, the dependent parameter is p. The deviator stress is calculated from axial load increment which is divided by the average crossectional area of the specimen. The deviatoric loads and pore pressure values are performed due to the axial strain values, p and q are calculated from the values of a\, a3, u. The relationship q versus p, q versus e, u versus e are determined for normally consolidated and overconsolidated Bentler Kaolin. Normal consolidation line and critical state line are drawn and M, N, T, X soil parameters are found for Bentler Kaolin. The behaviour of normally consolidated and overconsolidated clay at failure is analyzed by isotropically consolidated undrained triaxial compression tests. After the attainment of maximum deviator stress at failure, the shapes of test paths do not represent a regular behaviour, probably due to the inadequacy of the testing apparatus; excess pore pressure transducer. Some of the specimens have not failed at the critical state line. They have failed before they reached the critical state line. We can say that when the consolidation pressure increases, the permeability of the specimen decreases. Therefore, relative increase of water content at the surrounding of the shear surface become in a thinner surface than specimen consolidated at low pressures. Furthermore, pore pressure and water content at shear surface cannot be measured as accurately. Thus, the loading paths do not reach critical state line. XVIn tests on overconsolidated samples, the positive change in excess pore pressure is less than in test on normally consolidated samples. Isotropically consolidated undrained triaxial compression tests with pore water pressure measurements using back pressure technique are conducted on samples of SO mm. in diameter and 100 mm. in height. The triaxial apparatus used in this research consists of the triaxial cell, constant pressure application system, loading system, proving ring, pores filter stone, rubber membrane. The materials used in the tests have been brought from a kaolinite mine in Bentler (Büyükdere, Istanbul). In laboratory, the materials are sufficiently dried in the air not in the oven and then sieved from a No:40 sieved. The materials in dust form are stored in moisture room until they have been used in preparing the clay- water slurry. Index properties of Bentler Kaolin obtained from laboratory tests are given below: WL = 55% WP = 27% IP =23% Gs=2.65 The clay-water slurry is approximately prepared at the same water content. It must be mixed not less than 30 minutes. The oven is not used for drying the slurry, because crystal structure of kaolinite is damaged in oven. It is left in air so that the water can disperse trough the clay particles. In preparing triaxial specimens, a cylindrical steel ring and the piston which moves the specimen out of the ring are used. A piece of slurry is plastered in the cylindrical ring so that no air is settled. Then the triaxial specimen is completed by plastering the slurry into the ring. The prepared specimen is placed on a porous stone. A filter paper separates the soil and the stone so that the specimen will not clog the pores of the stone. The rubber membrane prevents the fluid permeating into the sample. After placing the specimen in the triaxial cell, the cell is filled with oil because of ite higher density. The pressure of oil acts uniformly on the soil sample. By definition, the cell fluid can not transmit shear stresses, and the rubber membrane, is also incapable of transmitting shear stresses. Therefore, only normal stresses are applied to all vertical surfaces of the soil. It can be assumed that all the vertical places are principal plane. The triaxial principle stresses acting on the specimen are each equal to the stress applied by the cell fluid-oil. This is the cell pressure and there is a back pressure also. The purpose of a back pressure is to saturate the specimen by dissolving any air present in die pore water. The consolidation process is started when a consolidation pressure which is the difference between cell pressure and back pressure is applied. This period occurs at least one week in this study. To understand whether it has finished or not, the values of pore pressure are measured by pore pressure transducer. This measurement is done XIVwhile the drainage canals are open and close positions. There must be no difference between them. This means that the water in the sample has been dissipated. The saturation of the sample must be controlled by B control. B is mostly calculated 95% for these tests. The standard consolidated-undrained tests are performed on normally consolidated and over consolidated clays with the measurement of pore pressure. Both consolidation stage and undrained shear stage are represented in the triaxial cell. Throughout all tests in the standard triaxial apparatus it will be assumed that o*i is the stress on the end caps of the sample and 02 = 03 is the cell pressure. Triaxial test results are given in terms of water content ( w ), mean principal effective stress ( p ), and deviator stress ( q ). The parameters used are as follows; p = 1/3 (ci* + 2a3') P=l/3(01,-03,) + 03' q = <*! - 0-3 = a{ - a3' In consolidation stage, the independent parameter is p, the dependent parameter is w. In q = 0 plane, w-lnp plane is shown. In undrained test, the specimen remains at constant voids ratio. The independent parameter is q, the dependent parameter is p. The deviator stress is calculated from axial load increment which is divided by the average crossectional area of the specimen. The deviatoric loads and pore pressure values are performed due to the axial strain values, p and q are calculated from the values of a\, a3, u. The relationship q versus p, q versus e, u versus e are determined for normally consolidated and overconsolidated Bentler Kaolin. Normal consolidation line and critical state line are drawn and M, N, T, X soil parameters are found for Bentler Kaolin. The behaviour of normally consolidated and overconsolidated clay at failure is analyzed by isotropically consolidated undrained triaxial compression tests. After the attainment of maximum deviator stress at failure, the shapes of test paths do not represent a regular behaviour, probably due to the inadequacy of the testing apparatus; excess pore pressure transducer. Some of the specimens have not failed at the critical state line. They have failed before they reached the critical state line. We can say that when the consolidation pressure increases, the permeability of the specimen decreases. Therefore, relative increase of water content at the surrounding of the shear surface become in a thinner surface than specimen consolidated at low pressures. Furthermore, pore pressure and water content at shear surface cannot be measured as accurately. Thus, the loading paths do not reach critical state line. XVSometimes normally consolidated specimens which are subjected to shear behave like over consolidated. This means that the consolidation pressure is greater than that they have been subjected since remolding. For normally consolidated and lightly overconsolidated specimens develop positive excess pore pressure at failure. For heavily overconsolidated specimens, the tendency towards volume expansion exists out to large strains. As it can be seen from the test results; there may be a test path which has zero excess pore pressure. This path represents an indecisive behaviour between normally and lightly overconsolidated soils and heavily overconsolidated soils. For this reason; a path, where zero excess pore pressure will be zero, should be found out for different overconsolidation ratio values. XVI
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