Construction phases were modelled as it was mentioned above, please refer to clause 3. Sur- Table 1. Construction phases were modelled, clause 3. Surface surcharge was activated in the first construction phase. Design values of actions, design values of soil parameters and subgrade reaction modulus values are given it Table 2, for each DA respectively.
In the DA2 partial safety factor for reduction of soil Figure 2. Second example case — anchored diaphragm wall. In terms of actions: characteristic surcharge behind the wall - 10 kPa was considered as permanent load and the surcharge of 50 kPa as variable load.
The ground- water level was at depth of 4,0 m below ground surface behind the wall and 6,0 below ground surface in front of the wall.
Surface surcharges — permanent and variable - were activated in the first construction phase. Third example case — strutted diaphragm wall.
The geometry of the case is element method. Construction phases were modelled, given on Figure 3. Surface surcharges — permanent and vari- The stability of the excavation walls was provided able - were activated in the first construction phase. Design values of actions, design values of soil Following construction stages were considered: parameters and subgrade reaction modulus values are given it Table 3, for each DA respectively.
Design values of actions and soil parameters — 6,0 m b. Results of calculations. First example case. The results of the analysis of example and geotechnical conditions. That gave authors an cases are presented below, in the tables: 4, 5 and 6 opportunity to compare properly different design respectively. Table 5. Second example case. Table 6. Third example case. The results may be unfavorable dependent pressures method and finite elements in terms of construction safety.
Lateral diaphragm wall displace- Chadeisson, R. Paris, Dunod, Vol. Mitew-Czajewska M. Eurocode 7 - DA2 are comparable both in terms of EN Eurocode 7: Geotechnical design - Part 1: Gen- bending moments and lateral wall displacements. Static calculation and design. Basis of structural design. GEO 5 Users manual. Prague Balkema Pular no carrossel. Anterior no carrossel. Explorar E-books. Os mais vendidos Escolhas dos editores Todos os e-books.
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Enviado por qu Denunciar este documento. Fazer o download agora mesmo. Pesquisar no documento. Toddy Samuel. Chandra Prakash Khatri. Ganesh Prabu. Fairiey Izwan Azazi. Devendra Sharma. Subbarao Kakumanu. Akshay Kumar Sahoo. Chhoeurn Vissoth. It is a force which causes an excavation to be preserved even without a retaining element. The cohesion acts in the direction opposite to the displacement of a retaining element, thus reducing the action of the soil on a wall.
A value of pressure due to cohesion is constant for a given soil and equals:. Where c denotes soil cohesion and coefficient Kc equals:.
Cohesion is considered only for cohesive soils. Calculations are performed according to the Coulomb failure wedge theory. Soil pressures The following 3 characteristic limit modes of soil actions pressures on a retaining structure can be distinguished: Static pressure Po - If a retaining element has not been displaced Active pressure Pa - If a retaining element has been displaced, because of the action of external forces, in the direction compatible with the pressure caused by soil Passive pressure Pp - If a retaining element has been displaced because of the action of external forces, in the direction opposite to the pressure caused by soil The pressure is directly related to the displacement of a retaining structure.
Pressures induced by loads applied to soil surface It is assumed, that the pressure resulting from loads applied to soil is obtained by multiplying P' z pressure by the appropriate K coefficient Ko, Ka, Kp or their combination , analogously as for soil pressure. Depending on the code selected, the following methods and factors of load distribution are used: Uniform.
Evenly distributed. Soil cohesion Forces of soil cohesion are ignored when calculating soil pressure.
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