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.

scholarly journals Review on “Assessment of the effect of lateral dynamic forces on rcc cantilever l-shaped and t-shaped retaining wall with height variations”

2021 ◽  
Vol 1197 (1) ◽  
pp. 012030
Author(s):  
Jayesh Harode ◽  
Kuldeep Dabhekar ◽  
P.Y. Pawade ◽  
Isha Khedikar
Keyword(s):  
Retaining Wall ◽  
Earth Pressure ◽  
Bending Moment ◽  
Retaining Walls ◽  
Wall Material ◽  
Dynamic Forces ◽  
Present Design ◽  
Cantilever Retaining Walls ◽  
The Stability ◽  
Manual Calculation

Abstract It is now becoming very essential to analyse the behaviour of retaining structures due to their wide infrastructural applications. The important factors which are affecting the stability of the retaining wall are the distribution of earth pressure on the wall, material of backfill & its reaction against earth pressure. There are several types of retaining walls, out of them the cantilever retaining wall is adopted for present design and study. In this paper, the study of literature based on the design of the cantilever retaining walls under seismic or dynamic conditions is studied. From the studied literature, many authors performed their calculations in Excel sheets by a manual method. Then the Results obtained from the manual calculation are then validated in STAAD pro. Several authors show the calculated quantity of steel and concrete required for various heights of walls. It is also concluded from the study that the design of cantilever retaining wall is suitable, safe, and economical up to a height of 6m, after that banding moment at toe increases. Some authors have also shown the calculated factor of safety for different height conditions. From the study of mentioned literature, we can recommended to also show the graph of bending moment with height variation. Both the designs are done for various heights ranging from 3 m to 6 m.

scholarly journals Structural Analysis of Cantilever Retaining Wall using STAAD PRO and Compare with Manual Calculations

2021 ◽  
Vol 9 (VII) ◽  
pp. 582-588
Author(s):  
Nikhil Nimkarde
Keyword(s):  
Reinforced Concrete ◽  
Structural Analysis ◽  
Safety Factor ◽  
Lateral Pressure ◽  
Retaining Wall ◽  
Base Plate ◽  
Retaining Walls ◽  
Higher Moments ◽  
Seismic Zones ◽  
Different Types

Reinforced concrete retaining walls have a vertical or sloping stem cast by the base plate. They are considered suitable for a height of 6 m. It resists lateral pressure on the ground by the cantilever action of the stem, plate on the legs and heel plate. The tendency of the wall to slide forward due to lateral pressure on the ground should be investigated, and a safety factor of 1.5 should be provided against slipping. Consolidated retaining walls are best at a height of 6 m. For a greater height, the pressure on the ground due to the preserved filling will be higher due to the effect of the lever arm, the base produces higher moments, which leads to a higher section for designing stability, as well as to the design structures of the structure. In this paper, structural analysis should be performed in the case of wall retention with different types of joints and span. The cantilever retaining wall and the buttress retaining wall are modeled for different seismic zones.

scholarly journals Design of Free Cantilever, Counter fort and T-flanged Cantilever Type Retaining Wall

2019 ◽  
Vol 8 (6) ◽  
pp. 3875-3877
Keyword(s):  
Retaining Wall ◽  
Water Storage ◽  
Earth Pressure ◽  
Bending Moment ◽  
Retaining Walls ◽  
Project Work ◽  
Passive Earth Pressure ◽  
Soil Pressure ◽  
Steel Bars ◽  
Wing Walls

Retaining walls are widely used as permanent structures for retaining soils at different levels.Type of the wall depends on the soil pressure, such as active or passive earth pressure and earth pressure at rest and drainage conditions. Types of walls generally used are gravity walls, RCC walls, counterfort walls and buttress retaining walls. Retaining walls behavior depends on the wall height and retention heights of the soil at its backfill. Retaining walls are used with tying with more than one wall at perpendicular joints to retain liquids, water storage and materials storages such as dyke walls and tanks. Retaining walls excessively used in culverts and as well as in the bridges for construction of abutment wing walls supposed to resist soil pressures laterally applied perpendicular to the axis of the walls.Based on the present scenario used in retaining structures within the civil industries there requirements of height of walls are being increased due to lake of land and cost of sub structures being incurred in the project work, higher height of walls develops huge bending moment at the base because of the cantilever action of the walls, thus resulting in higher sections at the base which deploys into a uneconomical zone so different wall systems are required in different arrangements so as to transfer the loads with limited sections. In the present study retaining walls of height 6m, 9m and 12m are considered for study and the length of the walls considered as 30m and the material properties considered are M20 and Fe415 steel bars and the supports considered to be fixed at the base

Reinforced earth retaining walls under strip load

1980 ◽  
Vol 17 (3) ◽  
pp. 382-394 ◽  
Author(s):  
John B. Kennedy ◽  
Jan T. Laba ◽  
Mostafa A. Mossaad
Keyword(s):  
Lateral Pressure ◽  
Retaining Wall ◽  
Traction Force ◽  
Retaining Walls ◽  
Wall Model ◽  
Worked Example ◽  
Reinforced Earth ◽  
Theoretical Results

An analysis is presented to estimate the forces mobilized in reinforced earth retaining walls when subjected to a surcharge strip load. An estimate of the maximum traction force in a rein forcing element is deduced by a modification of Terzaghi’s formula for the computation of the lateral pressure against a conventional rigid retaining wall. Furthermore, a simple distribution is proposed for the traction force in a reinforcing element, and in consequence, the force transmitted to the facing of the wall. Tests on a wall model substantiate and verify the theoretical results. A worked example on the analysis of a reinforced earth retaining wall subjected to a surcharge strip load is given.

scholarly journals A Review of the Methods Calculating the Horizontal Displacement for Modular Reinforced Soil Retaining Walls

2021 ◽  
Vol 11 (18) ◽  
pp. 8681
Author(s):  
Xiaoguang Cai ◽  
Shaoqiu Zhang ◽  
Sihan Li ◽  
Honglu Xu ◽  
Xin Huang ◽  
...  
Keyword(s):  
Retaining Wall ◽  
Retaining Walls ◽  
Model Tests ◽  
Reinforced Soil ◽  
Peak Acceleration ◽  
Permanent Displacement ◽  
Displacement Prediction ◽  
Upper Limit ◽  
Yield Acceleration ◽  
Soil Retaining Walls

Most of the damage to reinforced retaining walls is caused by excessive deformation; however, there is no calculation method for deformation under static and dynamic loads in the design codes of reinforced soil retaining walls. In this paper, by collecting the measured displacement data from four actual projects, four indoor prototype tests and two indoor model tests under a total of 10 static load conditions, and comparing the calculation results with seven theoretical methods, the results show that the FHWA method is more applicable to the permanent displacement prediction of indoor prototype tests and that the CTI method is more applicable to the permanent displacement prediction of actual projects and indoor model tests. Two yield acceleration calculation methods and four permanent displacement calculation formulas were selected to calculate the displacement response of two reinforced soil test models under seismic loads and compared with the measured values, and the results showed that the Ausilio yield acceleration solution method was better. When the input peak acceleration ranges from 0.1 to 0.6 g, the Richards and Elms upper limit method is used, and when the input peak acceleration is 0.6–1.0 g, the Newmark upper limit method can predict the permanent displacement of the retaining wall more accurately.

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.

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