scholarly journals THE EVALUATION OF THE CAUSES OF RETAINING WALL STRUCTURE FAILURE AT A RIVER BASED ON SNI 2847:2013

2021 ◽  
Vol 14 (3) ◽  
Author(s):  
Tri Handayani ◽  
Sudarmadi Sudarmadi
Keyword(s):  
Visual Inspection ◽  
Water Pressure ◽  
Retaining Wall ◽  
Site Investigation ◽  
Wall Structure ◽  
Sheet Pile ◽  
Design Strength ◽  
Depth Measurement ◽  
Concrete Quality ◽  
Minimum Depth

In this paper, the application of SNI 2847:2013 in the evaluation of the caseof a retaining wall failure is presented. The method is the analyticalretaining wall evaluation, which consisted of visual inspection in the field,depth measurement of pile and sheet pile, and the quality test of concretematerial. The data were used as input in structure modeling using FiniteElement Method (FEM) software to calculate each structural member'srequired strength (Ru). The calculation was done to obtain the designstrength (ØRn) of the structural member. The retaining wall is consideredsafe if its design strength is greater than or equal to the required strengthor ØRn ? Ru. If this condition cannot be fulfilled, the retaining wall isconsidered failed, and then the causes of failure would be performed. Theresult showed that the depth of the pile and sheet pile is less than therequired minimum depth, and concrete quality is below the specificationmentioned in the as-built drawing data. According to structural analysis andcalculation of site investigation data, it could be known that the causes ofretaining wall failure are the design strength is smaller than the requiredstrength and the vertical moment due to its self-weight is much smaller thanthe horizontal moment due to soil and water pressure, so it causes thestructural sliding.

scholarly journals Stability analysis of concrete block retaining wall based on a scaled laboratory

2021 ◽  
Vol 331 ◽  
pp. 05013
Author(s):  
Deni Irda Mazni ◽  
Abdul Hakam ◽  
Jafril Tanjung ◽  
Febrin Anas Ismail
Keyword(s):  
Function Analysis ◽  
Water Pressure ◽  
Retaining Wall ◽  
Concrete Block ◽  
Failure Pattern ◽  
Wall Structure ◽  
Construction Costs ◽  
Third Order ◽  
Overall Stability ◽  
Sand Movement

A concrete block retaining wall is supported by its weight. This block retaining wall structure has some advantages, including lower construction costs, a water-permeable construction that produces less water pressure behind the wall, and a more flexible construction because it can follow the ground's contours. Rankine's theory is usually used to design this block retaining wall. According to this theory, the failure pattern behind the wall forms an angle of 450 + • /2 with the horizontal plane. The laboratory tests indicate that the pattern of failure or the pattern of sand movement behind the wall is similar to the letter S. From the sandy soil of failure pattern curve, look for a functional equation approximating the pattern. The equation of the function obtained is an equation of the third-order function. An analysis of the sliding, overturning, and overall stability block retaining wall is based on this equation of the cube function. Analysis for overall stability using the method of slices, dividing the failure area by several slices. These function equation order three is needed to get the area and length failure.

scholarly journals Investigation of Influencing Factors on the Deformation of Sheet Pile Wall with a Relieving Platform

2021 ◽  
Vol 2021 ◽  
pp. 1-16
Author(s):  
Ming Zhang ◽  
Wei Wang ◽  
Ronghua Hu ◽  
Ziyi Wang
Keyword(s):  
Influencing Factors ◽  
External Load ◽  
Retaining Wall ◽  
Design Parameters ◽  
Wall Structure ◽  
Sheet Pile ◽  
Maximum Deformation ◽  
Deformation Control ◽  
Test Models ◽  
Sheet Pile Wall

Owing to the complexity of the sheet pile wall with a relieving platform, there are a large number of factors that affect the mechanical and deformation characteristics of the wall structure. Moreover, studying the influencing factors on the deformation of the retaining wall is beneficial in the selection of design parameters and deformation control. 28 groups of test models of the retaining wall structure are designed to analyze the effect on the deformation of rib pillars and determine the reasonable width and buried depth of the unloading board in this paper. The tests are conducted with and without the unloading board, and different widths and buried depths of the unloading board are also considered. The findings show that, without the external load, the reasonable board width and buried depth are 0.70 times and 0.53 times the wall height. With the external load, the reasonable board width is 0.35 times the wall height, and the large board width cannot effectively reduce the deformation of rib pillars, and the reasonable board width is 0.60 times the wall height. When both the external load and board width are relatively small, the reasonable buried depth is 0.53 times the wall height. However, when the external load is large, the reasonable buried depth is 0.70 times the wall height. The results also show that the setting of the unloading board effectively suppresses the deformation of rib pillars and controls the maximum deformation within an allowable range of the specification.

scholarly journals Perkuatan Lereng pada Sempadan Sungai Jl. Sultan Agung Kabupaten Jember dengan Dinding Penahan Tanah Kantilever

2021 ◽  
Vol 9 (2) ◽  
pp. 115-128
Author(s):  
Luqman Hakim ◽  
Paksitya Purnama Putra ◽  
Dwi Nurtanto
Keyword(s):  
Disaster Management ◽  
River Flow ◽  
Retaining Wall ◽  
Wall Structure ◽  
Landslide Area ◽  
Concrete Quality ◽  
Bore Pile ◽  
The Stability ◽  
Safe Condition ◽  
Reinforcement Quality

The land collapsed on Jl. Sultan Agung, Jompo, Jember Regency was reported. A team from the Regional Disaster Management Agency (BPBD) found cracks in the ground under a shop since February 2019. This incident resulted in a landslide of a road with approximately 45 meters long and 10 meters wide that it blocked the river flow, and nine shophouses, which are the assets of the Jember Regency government, collapsed as deep as approximately 4 meters. The cantilever type retaining wall is designed in the landslide area as an effort to revitalize the banks of Jompo river on Jalan Sultan Agung. Cantilever wall design stability refers to SNI 8460: 2017 and was assisted by using the GEO 5 program. The stability of cantilever walls against overturning shows a safety factor value of 3.72 that greater than 2 (safe condition), whereas the stability of cantilever walls against sliding was 1.61 that greater than 1.5 (safe condition), and the stability of the bearing capacity was 8.18 that greater than 3 (safe condition). Cantilever wall structure using concrete quality (Fc ') 40 MPa, and reinforcement quality (Fy) 420 Mpa, with a diameter and a distance of 25 mm and 125 mm respectively. Additional reinforcement was given to the Cantilever Wall, i.e. a bore-pile with a diameter of 60 cm which was fixed to a depth of 6 meters.

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.

Anchor rod forces and maximum bending moments in sheet pile walls using the factored strength approach

1996 ◽  
Vol 33 (5) ◽  
pp. 815-821 ◽  
Author(s):  
A B Schriver ◽  
A J Valsangkar
Keyword(s):  
Water Pressure ◽  
Limit State ◽  
Bending Moment ◽  
Ultimate Limit State ◽  
Sheet Pile ◽  
Limit States ◽  
Working Stress ◽  
Geotechnical Design ◽  
Ultimate Limit State Design ◽  
Sheet Pile Wall

Recently, the limit states approach using factored strength has been recommended in geotechnical design. Some recent research has indicated that the application of limit states design using recommended load and strength factors leads to conservative designs compared with the conventional methods. In this study the influence of sheet pile wall geometry, type of water pressure distribution, and different methods of analysis on the maximum bending moment and achor rod force are presented. Recommendations are made to make the factored strength design compatible with conventional design. Key words: factored strength, working stress design, ultimate limit state design, anchored sheet pile wall, bending moment, anchor rod force.

scholarly journals Technical Note: Using wavelet analyses on water depth time series to detect glacial influence in high-mountain hydrosystems

2013 ◽  
Vol 10 (4) ◽  
pp. 4369-4395 ◽  
Author(s):  
S. Cauvy-Fraunié ◽  
T. Condom ◽  
A. Rabatel ◽  
M. Villacis ◽  
D. Jacobsen ◽  
...  
Keyword(s):  
Time Series ◽  
Water Depth ◽  
Water Pressure ◽  
Methodological Approach ◽  
Technical Note ◽  
High Mountain ◽  
Tropical Andes ◽  
Glacial Meltwater ◽  
Depth Measurement ◽  
Wavelet Analyses

Abstract. Worldwide, the rapid shrinking of glaciers in response to ongoing climate change is currently modifying the glacial meltwater contribution to hydrosystems in glacierized catchments. Assessing the contribution of glacier run-off to stream discharge is therefore of critical importance to evaluate potential impact of glacier retreat on water quality and aquatic biota. This task has challenged both glacier hydrologists and ecologists over the last 20 yr due to both structural and functional complexity of the glacier-stream system interface. Here we propose a new methodological approach based on wavelet analyses on water depth time series to determine the glacial influence in glacierized catchments. We performed water depth measurement using water pressure loggers over ten months in 15 stream sites in two glacier-fed catchments in the Ecuadorian Andes (> 4000 m). We determined the global wavelet spectrum of each time series and defined the Wavelet Glacier Signal (WGS) as the ratio between the global wavelet power spectrum value at a 24 h-scale and its corresponding significance value. To test the relevance of the WGS we compared it with the percentage of the glacier cover in the catchments, a metric of glacier influence often used in the literature. We then tested whether one month data could be sufficient to reliably determine the glacial influence. As expected we found that the WGS of glacier-fed streams decreased downstream with the increasing of non-glacial tributaries. We also found that the WGS and the percentage of the glacier cover in the catchment were significantly positively correlated and that one month data was sufficient to identify and compare the glacial influence between two sites, provided that the water level time series were acquired over the same period. Furthermore, we found that our method permits to detect glacial signal in supposedly non-glacial sites, thereby evidencing glacial meltwater infiltrations. While we specifically focused on the tropical Andes in this paper, our approach to determine glacier influence would be applicable to temperate and arctic glacierized catchments. The WGS therefore appears as a powerful and cost effective tool to better understand the hydrological links between glaciers and hydrosystems and assess the consequences of rapid glacier melting.

Field measurement of anchor forces, ground temperatures, and pore-water pressures behind a retaining structure in northwestern Ontario

1992 ◽  
Vol 29 (1) ◽  
pp. 112-116
Author(s):  
K. D. Eigenbrod ◽  
J. P. Burak
Keyword(s):  
Pore Water ◽  
Pore Water Pressure ◽  
Water Pressure ◽  
Retaining Wall ◽  
Field Measurements ◽  
Strain Gauges ◽  
Ground Temperatures ◽  
Northwestern Ontario ◽  
Pore Water Pressures ◽  
Load Increase

Anchor forces, ground temperatures, and piezometric pressures were measured at a retaining wall in northwestern Ontario over a period of 2 years. The anchor forces were measured with strain gauges attached in pairs directly to the anchor rods. This method appeared practical in the field for time periods of less than 2 years as long as the strain gauges were carefully protected against moisture. The anchor forces increased from an average of 5 kN initially up to values of 50 kN during the winter periods and dropped during the summer periods back to the same values measured initially. The anchor forces were largely independent of pore-water pressure variations behind the wall. Rapid drawdown conditions, however, which were experienced during the second summer, were reflected in a load increase that was equivalent to the associated unloading effect in front of the wall. The pore-water pressures behind the wall were not noticeably affected by rapid drawdown, possibly due to the restraining effect of the anchors and the high rigidity of the low sheet pile wall. Ground temperatures at or below the groundwater table never dropped below 0 °C thus restricting the depth of frost penetration. Key words : anchor loads, freezing pressure, retaining walls, pore-water pressures, ground temperatures, field measurements.

Coefficients of active earth pressure with seepage effect

2012 ◽  
Vol 49 (6) ◽  
pp. 651-658 ◽  
Author(s):  
Pérsio L.A. Barros ◽  
Petrucio J. Santos
Keyword(s):  
Pore Water Pressure ◽  
Water Pressure ◽  
Retaining Wall ◽  
Drainage System ◽  
Numerical Procedure ◽  
Ground Surface ◽  
Earth Pressure ◽  
Friction Angle ◽  
Active Earth Pressure ◽  
Plane Failure

A calculation method for the active earth pressure on the possibly inclined face of a retaining wall provided with a drainage system along the soil–structure interface is presented. The soil is cohesionless and fully saturated to the ground surface. This situation may arise during heavy rainstorms. To solve the problem, the water seepage through the soil is first analyzed using a numerical procedure based on the boundary element method. Then, the obtained pore-water pressure is used in a Coulomb-type formulation, which supposes a plane failure surface inside the backfill when the wall movement is enough to put the soil mass in the active state. The formulation provides coefficients of active pressure with seepage effect which can be used to evaluate the active earth thrust on walls of any height. A series of charts with values of the coefficients of active earth pressure with seepage calculated for selected values of the soil internal friction angle, the wall–soil friction angle, and the wall face inclination is presented.

scholarly journals Analysis of Dynamic Coupling Characteristics of the Slope Reinforced by Sheet Pile Wall

2017 ◽  
Vol 2017 ◽  
pp. 1-10 ◽  
Author(s):  
H. L. Qu ◽  
H. Luo ◽  
L. Liu ◽  
Y. Liu
Keyword(s):  
Slip Surface ◽  
Retaining Wall ◽  
Time History ◽  
Interaction Force ◽  
Body Parts ◽  
Sheet Pile ◽  
Stabilizing Piles ◽  
The Difference ◽  
Coupling Characteristics ◽  
Sheet Pile Wall

Large deformation of slope caused by earthquake can lead to the loss of stability of slope and its retaining structures. At present, there have been some research achievements about the slope reinforcement of stabilizing piles. However, due to the complexity of the structural system, the coupling relationship between soil and pile is still not well understood. Hence it is of great necessity to study its dynamic characteristics further. In view of this, a numerical model was established by FLAC3D in this paper, and the deformation and stress nephogram of sheet pile wall in peak ground motion acceleration (PGA) at 0.1 g, 0.2 g, and 0.4 g were obtained. Through the analysis, some conclusions were obtained. Firstly, based on the nephogram of motion characteristics and the positions of the slip surface and the retaining wall, the reinforced slope can be divided into 6 sections approximatively, namely, the sliding body parts of A, B, C, D, and E and the bedrock part F. Secondly, the deformation and stress distributions of slope reinforced by sheet pile wall were carefully studied. Based on the results of deformation calculation from time history analysis, the interaction force between structure and soil can be estimated by the difference of peak horizontal displacements, and the structure-soil coupling law under earthquake can be studied by this approach.

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