CO2 AND ENERGY FOOTPRINT OF DIFFERENT RETAINING WALLS SOLUTIONS. MASONRY RETAINING WALL vs. CANTILEVER RETAINING WALL

2015 ◽  
Vol 14 (6) ◽  
pp. 1323-1326
Author(s):  
Nicoleta Ilies ◽  
Vasile Farcas ◽  
Radu Cot
Keyword(s):  
Retaining Wall ◽  
Retaining Walls ◽  
Energy Footprint

Perencanaan dinding penahan tanah untuk menanggulangi kelongsoran pada kompleks peternakan ayam di Kecamatan Kandangan, Kediri, Jawa Timur

2018 ◽  
Vol 2 (2) ◽  
pp. 86
Author(s):  
Mila K. Wardani ◽  
Felicia T. Nuciferani ◽  
Mohamad F.N. Aulady
Keyword(s):  
Natural Disasters ◽  
Retaining Wall ◽  
Retaining Walls ◽  
Total Height ◽  
Safe Limit ◽  
Soil Retaining Walls

Landslide one of the natural disasters that caused many victims. Therefore, the landslide need a construction that can withstand landslide force. This study aims to plan retaining walls to prevent landslides in the farm area in Kandangan Subdistrict, Kediri Regency. The method used is to use slide analysis which is used to plan the retaining wall. In addition the planning of soil containment walls u ses several methods as a comparison. The results of this study indicate that the planning of ordinary soil retaining walls is still not enough to overcome slides. The minimum SF value that meets the safe limit of landslide prevention is 1.541 in the combination of 1/3 H terracing and the number of gabions as many as 7 with a total height of 2- 3 m .

scholarly journals Structural Behavior of Prefabricated Ecological Grid Retaining Walls and Application in a Highway in China

Symmetry ◽  
2021 ◽  
Vol 13 (5) ◽  
pp. 746
Author(s):  
Xinquan Wang ◽  
Cong Zhu ◽  
Hongguo Diao ◽  
Yingjie Ning
Keyword(s):  
Retaining Wall ◽  
Contact Point ◽  
Retaining Walls ◽  
Wall Structure ◽  
Soil Arching ◽  
Finite Element Software ◽  
Study Results ◽  
Stress And Deformation ◽  
Asymmetrical Condition ◽  
Construction Efficiency

The retaining wall is a common slope protection structure. To tackle the current lack of sustainable and highly prefabricated retaining walls, an environmentally friendly prefabricated ecological grid retaining wall with high construction efficiency has been developed. Due to the asymmetrical condition of the project considered in this paper, the designed prefabricated ecological grid retaining wall was divided into the excavation section and the filling section. By utilizing the ABAQUS finite element software, the stress and deformation characteristics of the retaining wall columns, soil, anchor rods, and inclined shelves in an excavation section, and the force and deformation relationships of the columns, rivets, and inclined shelves in three working conditions in a filling section were studied. The study results imply that the anchor rods may affect the columns in the excavation section and the stress at the column back changes in an M-shape with height. Moreover, the peak appears at the contact point between the column and the anchor rod. The displacement of the column increases slowly along with the height, and the column rotates at its bottom. In the excavation section, the stress of the anchor rod undergoes a change at the junction of the structure. The inclined shelf is an open structure and is very different from the retaining plate structure of traditional pile-slab retaining walls. Its stress distribution follows a repeated U-shaped curve, which is inconsistent with the trend of the traditional soil arching effect between piles, which increases first and then decreases. For the retaining wall structure in the filling section, the numerical simulated vehicle load gives essentially consistent results with the effects of the equivalent filling on the concrete column.

Prediction of Internal Stability for Geogrid-Reinforced Segmental Walls

2010 ◽  
Vol 163-167 ◽  
pp. 1854-1857
Author(s):  
Anuar Kasa ◽  
Zamri Chik ◽  
Taha Mohd Raihan
Keyword(s):  
Neural Networks ◽  
Artificial Neural Networks ◽  
Mathematical Models ◽  
Statistical Methods ◽  
Retaining Wall ◽  
Retaining Walls ◽  
Internal Stability ◽  
Residual Soil ◽  
Concrete Masonry ◽  
Artificial Neural

Prediction of internal stability for segmental retaining walls reinforced with geogrid and backfilled with residual soil was carried out using statistical methods and artificial neural networks (ANN). Prediction was based on data obtained from 234 segmental retaining wall designs using procedures developed by the National Concrete Masonry Association (NCMA). The study showed that prediction made using ANN was generally more accurate to the target compared with statistical methods using mathematical models of linear, pure quadratic, full quadratic and interactions.

scholarly journals Numerical Modelling of Structures Adjacent to Retaining Walls Subjected to Earthquake Loading

Geosciences ◽  
2020 ◽  
Vol 10 (12) ◽  
pp. 486
Author(s):  
Xiaoyu Guan ◽  
Gopal S. P. Madabhushi
Keyword(s):  
Finite Element ◽  
Dynamic Behaviour ◽  
Retaining Wall ◽  
Free Field ◽  
Retaining Walls ◽  
Earthquake Loading ◽  
Bending Moments ◽  
Sheet Pile ◽  
Novel Approach ◽  
Active Zones

In an urban environment, it is often necessary to locate structures close to existing retaining walls due to congestion in space. When such structures are in seismically active zones, the dynamic loading attracted by the retaining wall can increase. In a novel approach taken in this paper, finite element-based numerical analyses are presented for the case of a flexible, cantilever sheet pile wall with and without a structure on the backfill side. This enables a direct comparison of the influence exerted by the structure on the dynamic behaviour of the retaining wall. In this paper, the initial static bending moments and horizontal stresses prior to application of any earthquake loading are compared to Coulomb’s theory. The dynamic behaviour of the retaining wall is compared in terms of wall-top accelerations and bending moments for different earthquake loadings. The dynamic structural rotation induced by the differential settlements of the foundations is presented. The accelerations generated in the soil body are considered in three zones, i.e., the free field, the active and the passive zones. The differences caused by the presence of the structure are highlighted. Finally, the distribution of horizontal soil pressures generated by the earthquake loading behind the wall, and in front of the wall is compared to the traditional Mononobe-Okabe type analytical solutions.

The Imperial City Terrace Locality of the Shimao City Site in Shenmu County, Shaanxi Province

2018 ◽  
Vol 18 (1) ◽  
pp. 28-37 ◽  
Keyword(s):  
Inner City ◽  
Large Scale ◽  
Retaining Wall ◽  
Complex Structure ◽  
Retaining Walls ◽  
Shaanxi Province ◽  
The Core ◽  
Construction Techniques ◽  
Starting Point ◽  
High Terrace

Abstract The Imperial City Terrace (Huangchengtai), a high terrace clad with stone retaining walls on all sides, was the core area of the Shimao Archaic City Site enclosed by the inner city and outer city. In 2016, the gate remains and the upper part of the northern section of the eastern retaining wall, which was the best preserved part of the retaining walls of the Imperial City Terrace, were excavated. The gate remains of the Imperial City Terrace consisted of the square, the outer barbican, the bastions, and the inner barbican. The square was in front of the gate, and the gateway was paved with stone slabs. The entire gate has more complex structure, more magnificent scale and more elaborate construction techniques than that of the eastern gate of the Outer City. This excavation sets a new starting point for the exploration of the large-scale stone city settlement pattern of the Longshan Age.

Force and Compression Analysis for Rigid Retaining Walls with EPS Buffer

2011 ◽  
Vol 243-249 ◽  
pp. 959-962
Author(s):  
De Ling Wang ◽  
Li Guo
Keyword(s):  
Elastic Modulus ◽  
Retaining Wall ◽  
Retaining Walls ◽  
Great Promise ◽  
Static Loads ◽  
Physical Test ◽  
Eps Geofoam ◽  
Backfill Soil ◽  
Vibration Loads ◽  
Simulation Results

In this paper, the force against rigid retaining walls from backfill soil under static loads and vibration loads is analyzed within three cases. The first case is an ordinary retaining wall without expanded polystyrene (EPS) geofoam buffer. In the second and the third case, a layer of vertical EPS buffer with different density and elastic modulus is placed between a rigid retaining wall and backfill soil. Numerical simulation results show that the force against the same retaining wall in the treated cases is less than that in the untreated case, under both static loads and vibration loads. Moreover, the compression of different EPS buffer is studied. Under vibration excitation, when the density and elastic modulus of EPS buffer decreases, its compression increases and more wall force is mitigated. Simulation results accord with the physical shaking table test data. Numerical results and physical test demonstrate that EPS geofoam seismic buffers hold great promise to reduce loads against rigid retaining wall structures, especially earthquake-induced dynamic loads.

Research on Calculation Formula of Retaining Wall for Structural Reliability Program Design

2013 ◽  
Vol 275-277 ◽  
pp. 1154-1157
Author(s):  
Yun Lian Song ◽  
Si Li ◽  
Jian Ran Cao
Keyword(s):  
Safety Factor ◽  
Structural Reliability ◽  
Program Design ◽  
Retaining Wall ◽  
Earth Pressure ◽  
Retaining Walls ◽  
Wall Structure ◽  
Active Earth Pressure ◽  
Material Parameters ◽  
Simplified Formula

Stability problem of gravity retaining wall structure was researched, and a simplified formula of the active earth pressure Ea was turned out for the convenience of the program design. The anti-slide safety factor K0 and anti-overturning safety factor Kc were derived based on different positions of slip plane of retaining wall. This work is the basis of the reliability calculating and program design, for these formulas must be used in anti-slide and anti-overturning safety failure mode in program compiling. On the basis of the known parameters such as wall type, wall dimensions, material parameters, external load, and so on, the program can automatically calculate K0 and Kc, their corresponding failure probability Pf and reliability index β can easily be calculated in later analysis. The research content provide a convenient calculation method, which is used to calculate the Ea and K0 and Kc and Pf and β of the actual retaining walls engineering.

Calculation of Retaining Walls with Anchoring at Different Levels

2015 ◽  
Vol 725-726 ◽  
pp. 185-189
Author(s):  
Alexey Melentev ◽  
Vladimir Korovkin
Keyword(s):  
Lateral Pressure ◽  
Retaining Wall ◽  
Bending Moment ◽  
Retaining Walls ◽  
Neutral Axis ◽  
Plastic Yielding ◽  
Optimal Production ◽  
Upper Limit ◽  
Different Levels ◽  
Practical Recommendations

Shows the proposed method for the calculation of mirroring duhaney retaining wall. This method is through the use of multiple design schemes can more accurately determine the lateral pressure on the wall, given compliance supports. In this case, the bending moment diagram in the wall and supports efforts depend on the variable diagrams of lateral pressure on the wall associated with the position of the line relative to its elastic neutral axis. Given the uncertainty about the quantities displacement of supports, it is proposed to take into account the upper limit of the voltage equal to the appearance of the yield plateau in the anchor rod. In this case, the plastic yielding of the anchor rod to limit effort in it, due to the redistribution of stresses to the other rod. Practical recommendations for the optimal production of works in the construction of continuous dvuhankerny walls.

Program Design of Gravity Retaining Wall Structural Reliability with Engineering Materials Base on Matlab Software

2013 ◽  
Vol 648 ◽  
pp. 166-169
Author(s):  
Yun Lian Song ◽  
Jian Ran Cao ◽  
Si Li
Keyword(s):  
Probability Theory ◽  
Structural Reliability ◽  
Retaining Wall ◽  
Retaining Walls ◽  
Random Parameters ◽  
Reliability Indices ◽  
Material Parameters ◽  
Gravity Retaining Wall ◽  
Reliability Calculation ◽  
Engineering Materials

Reliability problem for gravity retaining wall constructed by new engineering materials is researched by using Monte Carlo probability theory, and the reliability program diagram of retaining wall is designed. Reliability calculation is programmed base on the anti-skid and anti-overturning safety failure mode of retaining wall. On the basis of known the probabilistic characteristics of the random parameters such as wall dimensions, material parameters, external load, and so on, and the program can automatically calculate the anti-sliding and anti-overturning failure probability and reliability indices. The research content and compiled program provide convenient reliability calculation method for the design of actual retaining walls constructed by new engineering materials.

Settlement Behavior of New Reinforced Earth Retaining Walls under Loading-Unloading Cycles

2012 ◽  
Vol 256-259 ◽  
pp. 215-219
Author(s):  
Yu Liang Lin ◽  
Yi He Fang
Keyword(s):  
Plastic Deformation ◽  
Elastic Deformation ◽  
Retaining Wall ◽  
Retaining Walls ◽  
Secant Modulus ◽  
Loading Level ◽  
Settlement Behavior ◽  
Reinforced Earth ◽  
Earth Structures ◽  
Elastic And Plastic Deformation

Three new types of reinforced earth structures were introduced including reinforced gabion retaining wall, green reinforced gabion retaining wall and flexible wall face geogrid reinforced earth retaining wall. In order to study settlement behavior of these three retaining walls, lab tests were carried out. Cyclic loading-unloading of different levels (0~50kPa, 0~100kPa, 0~150kPa, 0~200kPa, 0~250kPa, 0~300kPa, 0~350kPa) were imposed. The settlement behaviors of retaining walls were analyzed, and secant modulus when loading and unloading was obtained. Results show that retaining walls present great elastic and plastic deformation, and plastic deformation is greater than elastic deformation. Secant modulus decreases with the increase of loading-unloading cycles under the same loading level. Unloading secant modulus is bigger than loading secant modulus in the same cycle. With the increase of loading level, both elastic and plastic deformation increase, and plastic deformation increases more quickly than elastic deformation.

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