Sliding stability and seismic design of retaining wall by pseudo-dynamic method for passive case

2007 ◽  
Vol 27 (6) ◽  
pp. 497-505 ◽  
Author(s):  
Sanjay Nimbalkar ◽  
Deepankar Choudhury
Keyword(s):  
Seismic Design ◽  
Dynamic Method ◽  
Retaining Wall ◽  
Sliding Stability

Study of Seismic Design Method for Slope Supporting Structure of Soil Nailing

2013 ◽  
Vol 353-356 ◽  
pp. 2073-2078
Author(s):  
Tian Zhong Ma ◽  
Yan Peng Zhu ◽  
Chun Jing Lai ◽  
De Ju Meng
Keyword(s):  
Seismic Design ◽  
Calculation Method ◽  
Retaining Wall ◽  
Earth Pressure ◽  
Calculation Model ◽  
Soil Nailing ◽  
Case Record ◽  
Analysis And Design ◽  
Supporting Structure ◽  
Earthquake Action

Slope anchorage structure of soil nail is a kind of economic and effective flexible slope supporting structure. This structure at present is widely used in China. The supporting structure belong to permanent slope anchorage structure, so the design must consider earthquake action. Its methods of dynamical analysis and seismic design can not be found for the time being. The seismic design theory and method of traditional rigidity retaining wall have not competent for this new type of flexible supporting structure analysis and design. Because the acceleration along the slope height has amplification effect under horizontal earthquake action, errors should be induced in calculating earthquake earth pressure using the constant acceleration along the slope height. Considering the linear change of the acceleration along the slope height and unstable soil with the fortification intensity the influence of the peak acceleration, the earthquake earth pressure calculation formula is deduced. The soil nailing slope anchorage structure seismic dynamic calculation model is established and the analytical solutions are obtained. The seismic design and calculation method are given. Finally this method is applied to a case record for illustration of its capability. The results show that soil nailing slope anchorage structure has good aseismic performance, the calculation method of soil nailing slope anchorage structure seismic design is simple, practical, effective. The calculation model provides theory basis for the soil nailing slope anchorage structure of seismic design. Key words: soil nailing; slope; earthquake action; seismic design;

PSEUDOSTATIC DESIGN FACTORS FOR STABILITY OF WATERFRONT-RETAINING WALL DURING EARTHQUAKE

2010 ◽  
Vol 04 (04) ◽  
pp. 387-400 ◽  
Author(s):  
DEEPANKAR CHOUDHURY ◽  
SYED MOHD AHMAD
Keyword(s):  
Retaining Wall ◽  
Pressure Ratio ◽  
Free Water ◽  
Hydrodynamic Pressure ◽  
Wall Friction ◽  
Sliding Stability ◽  
The Stability ◽  
Seismic Forces ◽  
Design Factors ◽  
Similar Kind

The paper presents a methodology for seismic design of rigid watferfront-retaining wall and proposes simple design factors for the sliding stability under seismic condition. Conventional pseudostatic approach has been used for the calculation of the seismic forces, while for the calculation of the hydrodynamic pressure, Westergaard's approach has been used. In addition, the hydrodynamic force has been considered from both the upstream and downstream sides of the waterfront-retaining wall under free water condition of the backfill. Simplified expression for the calculation of the equivalent weight of the wall which would be needed to maintain sliding stability is presented. It has been observed that the presence of water both on the upstream and downstream sides of the wall has serious destabilizing effect on the stability of the wall. It is noticed that as the height of the water inside the backfill increased from 0.00 to a height equal to the height of the wall itself, i.e., the backfill is fully submerged, the weight of the wall needed for the later case is around 3 times more than what would be needed for the former case. Similar observations were also made by varying other parameters like the horizontal and vertical seismic acceleration coefficients, height of the water on the upstream side of the wall, and soil and wall friction angles. The pore pressure ratio and the inclination of the ground, however, did not have significant effect on the results. Due to nonavailability of the results of similar kind in literature, an exact comparison for the present results could not be made. Only partial comparison of the present results is made with an already existing methodology for the dry backfill case only, in which no presence of water has been considered on the other side of the wall. This comparison shows a good agreement with the present results. The proposed pseudostatic design factors for the case of wet backfill with the presence of water on both sides of the wall are claimed to be unique.

An approach of seismic design for sheet pile retaining wall based on capacity spectrum method

2016 ◽  
Vol 11 (2) ◽  
pp. 309-323 ◽  
Author(s):  
Honglue Qu ◽  
Ruifeng Li ◽  
Huanguo Hu ◽  
Hongyu Jia ◽  
Jianjing Zhang
Keyword(s):  
Seismic Design ◽  
Retaining Wall ◽  
Sheet Pile ◽  
Capacity Spectrum Method ◽  
Spectrum Method ◽  
Capacity Spectrum

Finite Difference Study on Seismic Reinforcement Force of Geo-Grid Reinforced Soil Retaining Wall

2014 ◽  
Vol 488-489 ◽  
pp. 354-358
Author(s):  
Li Yan Wang ◽  
Xiao Lei Du ◽  
Fu Xing Zhang ◽  
Rong Qiu Xue
Keyword(s):  
Finite Difference ◽  
Seismic Design ◽  
Retaining Wall ◽  
Reinforced Soil ◽  
Design Parameters ◽  
Soil Stiffness ◽  
Backfill Soil ◽  
Reinforced Retaining Wall ◽  
Grid Reinforcement ◽  
Sensitive Parameters

For the geo-grid reinforced retaining wall, the reinforcement mechanism of seismic behavior is unclear, and there is no reasonable standard for seismic design. A non-linear finite difference method which is based on Lagrange method was applied to analyze internal reinforcement force of geo-grid under different design parameters. The elastic-plastic model is simulated to backfill soil and foundation, and the coupled elastic parameters are used to describe the interaction of soil and geo-grid. The design parameters include geo-grid reinforcement spacing, reinforcement length, backfill soil stiffness, and thickness of panel. Some distribution characters and sensitive parameters to the internal reinforcement force of geo-grid were achieved, which will be helpful to the seismic design of geo-grid reinforced soil retaining wall with integral panel.

scholarly journals Sliding failure analysis of a gabion retaining wall at km 31+800 of Lubuk Selasih – Padang city border highway, Indonesia

2020 ◽  
Vol 156 ◽  
pp. 02005
Author(s):  
Hanafi ◽  
Hendri Gusti Putra ◽  
Andriani
Keyword(s):  
Stability Analysis ◽  
Contact Area ◽  
Retaining Wall ◽  
Field Investigation ◽  
Wire Mesh ◽  
Soil Parameters ◽  
Road Section ◽  
Sliding Stability ◽  
The Stability ◽  
National Road

In August 2010, there was a landslide on the down-slope of national road section at Km 31+800 Lubuk Selasih – Padang City Border. In order to prevent further damage, it was necessary to make an immediate repair by constructing a gabion retaining wall. Since this repair was so urgent, physical and mechanical soil parameters for the stability analysis were determined from literature data. The stability analysis considered dangers of overturning, sliding, and soil bearing capacity. For the sliding stability analysis, the value for friction considered only the interaction between the soil and the base of the retaining wall, with the assumption that the contact area was equal to the total area of the entire base of the retaining wall. After the construction was completed, sliding failure occured due to pressure from the backfill embankment. This research performs a reanalysis of the retaining wall stability using soil and gabion parameters determined from field investigation and laboratory testing. In this reanalysis the friction contact area was assumed to be between the soil and the wire mesh of retaining wall. With these parameters and assumption, the main cause of sliding failure became clear, indicating that this approach increased the accuracy of stability analysis for gabion retaining walls.

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