scholarly journals Soil-Structure Interaction of Flexible Temporary Trench Box: Parametric Studies Using 3D FE Modelling

2021 ◽  
Vol 2021 ◽  
pp. 1-17
Author(s):  
Miah Alam ◽  
Omar Chaallal ◽  
Bertrand Galy
Keyword(s):  
Finite Element ◽  
Plate Thickness ◽  
Earth Pressure ◽  
Material Model ◽  
Computer Code ◽  
Soil Pressure ◽  
Fe Modelling ◽  
Deep Trench ◽  
Constitutive Material Model ◽  
Sensitive Clay

This paper presents the results of two parametric finite-element studies that were carried out using the PLAXIS-3D finite element (FE) computer code. The following objectives and corresponding parameters were considered: (i) to evaluate the soil pressure on the steel trench box shield; the parameters studied were related to soil type and material, and the study considered till, dry sand, wet sand, and sensitive clay soil; (ii) to assess the effect of trench box material and geometry on earth pressure; the parameters studied were related to trench box material (steel versus aluminum) as well as geometry (plate thickness and strut diameter). These studies included simulation of two steel (or aluminum) trench box shields stacked upon each other to cover the total 6 m (20 ft) deep trench. A Mohr-Coulomb (MC) constitutive material model was chosen for FE analysis (FEA). The FEA results were compared to empirical apparent earth pressure diagrams for a sensitive clay. Comparisons showed that the parameters related to the soil and the trench box have a significant influence on earth pressures.

scholarly journals Flexible Temporary Shield in Soft and Sensitive Clay: 3D FE Modelling of Experimental Field Test

2021 ◽  
Vol 2021 ◽  
pp. 1-15
Author(s):  
Miah Alam ◽  
Omar Chaallal ◽  
Bertrand Galy
Keyword(s):  
Field Test ◽  
Numerical Study ◽  
Earth Pressure ◽  
Maximum Load ◽  
Reduction Factor ◽  
Fe Analysis ◽  
Soil Pressure ◽  
Fe Modelling ◽  
Flexible Wall ◽  
Sensitive Clay

A finite-element (FE) numerical study using PLAXIS-3D software was carried out to reproduce and validate a full-scale experimental in situ test and to investigate the earth pressure on a flexible temporary trench box shield in soft and sensitive clay soil. The excavation trench model was 6 m (20 ft) deep and was considered as nonlinear and anisotropic clay. A 45 kPa (0.94 ksf) surface overload on top of the soil near the trench box was also simulated to produce a maximum load case on the flexible wall of the shield. Both Mohr-Coulomb (MC) and hardening soil (HS) constitutive soil models were considered for FE analysis. Different values of the modulus reduction factor (MRF) and the coefficient of earth pressure at rest ( K 0 ) were considered to validate the model. For a specific shear strength profile, FE analysis with a linear elastoplastic soil model showed relatively small differences in soil pressure with the field test results along the depth of the trench. Results were also compared with the predictions of well-established analytical formulae.

Nonlinear Finite Element Analysis for Stress and Deformation of CFRD

2015 ◽  
Vol 744-746 ◽  
pp. 536-539
Author(s):  
Shu Yun Ding ◽  
Zhi Quan Huang ◽  
Shi Ming Yu
Keyword(s):  
Finite Element ◽  
Shear Failure ◽  
Material Model ◽  
Small Range ◽  
Element Analysis ◽  
Dam Foundation ◽  
Constitutive Material Model ◽  
Calculation Results ◽  
The Face ◽  
Stress And Deformation

Based on Duncan-Chang’s E-B constitutive material model, the finite element calculating model for a CFRD was established, and has obtained the stress-strain distribution and variety rule at the dam and the face slab in construction period and water store period. The calculation results show that: the stress-deformation behavior of the dam is normal, the deformation values within the acceptable range; the shear failure for the dam is almost impossible; stress concentration and tensile loading on small principal stress was exist on small range of the dam foundation covered by toe slab; the substantially change of water level has great effect on the deformation and camber of the face slabs; the faults structures in dam foundation only has affect the stress distribution of the foundation, but has weak impact of the stress and deformation of the dam body.

scholarly journals NUMERICAL SIMULATION OF THE BLAST-RESISTANT RESPONSE OF ULTRAHIGH-PERFORMANCE CONCRETE STRUCTURAL MEMBERS

2019 ◽  
Vol 25 (6) ◽  
pp. 587-598 ◽  
Author(s):  
Hor Yin ◽  
Kazutaka Shirai ◽  
Wee Teo
Keyword(s):  
Damage Model ◽  
High Strength ◽  
Material Model ◽  
Experimental Results ◽  
Fe Model ◽  
Structural Members ◽  
Fe Modelling ◽  
Constitutive Material Model ◽  
Concrete Damage ◽  
Explicit Solver

This paper presents the blast responses of ultrahigh-performance concrete (UHPC) structural members obtained using finite element (FE) modelling. The FE model was developed using LS-DYNA with an explicit solver. In the FE simulation, the concrete damage model, which is a plasticity-based constitutive material model, was employed for the concrete material. The simulation results were verified against previous experimental results available in the literature and were shown to be in good agreement with the experimental results. In addition, the developed FE model was implemented in a parametric study by varying the blast weight charges. The numerical results for UHPC members were compared with those for conventional reinforced concrete (RC) members. The numerical responses, such as the maximum deflections, deflected shapes, and damage patterns, of the UHPC members subjected to blast loading were significantly better performance than those of the RC members as a result of the high strength and ductile capacity of UHPC.

Performance of large-diameter honeycomb-design HDPE pipe under a highway embankment

2000 ◽  
Vol 37 (5) ◽  
pp. 1099-1108 ◽  
Author(s):  
Shad M Sargand ◽  
Teruhisa Masada
Keyword(s):  
Finite Element ◽  
Large Diameter ◽  
Earth Pressure ◽  
Field Performance ◽  
Computer Code ◽  
Short Wave ◽  
Pipe Material ◽  
Linear Variable Displacement Transducer ◽  
Hdpe Pipe ◽  
Highway Embankment

This paper presents field performance data on a 1.07 m (42 in.) diameter, honeycomb (HC) design HDPE pipe which is buried under 15.85 m (52 ft) of fill at a highway construction site in Ohio. The pipe was instrumented with six biaxial strain gages to monitor strains during initial backfilling and earth-pressure cells for measuring load for about 1 year. A portable linear variable displacement transducer device was used to detect changes in vertical and horizontal diameters at mid-length sections. The pipe performance has been monitored for 386 days. The vertical and horizontal deflections of the test pipe stabilized at –10% and +3%, respectively. The pipe exhibited localized short-wave deformations and inner wall tearing at springline due to combined actions from bending and ring compression. Elastic solutions of Burns and Richard and a finite element computer code CANDE-89 were applied with long-term moduli specified for the pipe material to evaluate their analytical results in relation to the measured field pipe performance.Key words: field performance, plastic pipe, highway embankment, deep burial, finite element.

Numerical Analysis of Soil Pressure inside the Sunken Large Diameter Cylindrical Structure Based on ABAQUS

2013 ◽  
Vol 353-356 ◽  
pp. 392-397 ◽  
Author(s):  
Jin Song Gui ◽  
Bo Zhang ◽  
Zhi Qi Gao ◽  
Yu Fu
Keyword(s):  
Experimental Data ◽  
Finite Element ◽  
Large Scale ◽  
Large Diameter ◽  
Earth Pressure ◽  
Pressure Change ◽  
Soil Pressure ◽  
Cylindrical Structure ◽  
Finite Element Software ◽  
Pressure Calculation

The filling earth pressure calculation inside the Sunken Large Diameter Cylindrical Structure is very complex. This paper used large-scale finite element software ABAQUS to establish numerical model, and validated it by the experimental data, then analyze the main cause of earth pressure change inside the cylinder.

Evaluation of Permanent Deformation Models in Asphalt Mixture Overlays for Hot Climates

2013 ◽  
Vol 723 ◽  
pp. 737-744
Author(s):  
Aaron D. Mwanza ◽  
Pei Wen Hao ◽  
Xiao Ming Dong
Keyword(s):  
Finite Element ◽  
Prediction Models ◽  
Simulation Analysis ◽  
Permanent Deformation ◽  
Asphalt Mixture ◽  
Three Dimensional ◽  
Material Model ◽  
Element Analysis ◽  
Constitutive Material Model ◽  
Falling Weight

Results from a third mobile load simulator (MLS3) experiment indicates that in-situ determination of the under laying pavement material elastic modulus properties using the back calculation method from falling weight deflection measurements provide reliable material model inputs for finite element analysis. In this study, finite element (FE) prediction models available in abaqus were implemented to simulate the rutting performance of asphalt mixture overlays under accelerated loading. A unified, three dimensional pavement section was proposed as a constitutive material model for the rutting prediction of various pavement section combinations in FE analysis. The asphalt overlay mix was treated as an elastic material and its corresponding material properties were determined from laboratory tests while falling weight deflection tests were conducted to determine the underlaying layer moduli. In general, the FE creep and elasto-viscoplastic models predicted that rutting developments match well with the MLS3 measured results. However, to perform an effective evaluation of the FE simulation analysis and obtain reliable prediction results from an MLS3 experiment, some special techniques to obtain and characterize material input parameters are deemed necessary.

scholarly journals Large-deformation finite-element modelling of earthquake-induced landslides considering strain-softening behaviour of sensitive clay

2019 ◽  
Vol 56 (7) ◽  
pp. 1003-1018 ◽  
Author(s):  
Naveel Islam ◽  
Bipul Hawlader ◽  
Chen Wang ◽  
Kenichi Soga
Keyword(s):  
Finite Element ◽  
Large Deformation ◽  
Large Scale ◽  
Slope Failure ◽  
Strain Softening ◽  
Limit Equilibrium ◽  
Fe Analysis ◽  
Plastic Shear ◽  
Fe Modelling ◽  
Sensitive Clay

Large-scale landslides in sensitive clays cannot be explained properly using the traditional limit equilibrium or Lagrangian-based finite-element (FE) methods. In the present study, dynamic FE analysis of sensitive clay slope failures triggered by an earthquake is performed using a large-deformation FE modelling technique. A model for post-peak degradation of undrained shear strength as a function of accumulated plastic shear strain (strain-softening) is implemented in FE analysis. The progressive development of “shear bands” (the zone of high plastic shear strains) that causes the failure of a number of soil blocks is simulated successfully. Failure of a slope could occur during an earthquake and also at the post-quake stage until the failed soil masses come to a new static equilibrium. Upslope retrogression and downslope runout of the failed soil blocks are examined for varying geometries and soil properties. The present FE simulations can explain some of the conditions required for different types of seismic slope failure (e.g., spread, flowslide or monolithic slides) to be triggered, as observed in the field.

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