scholarly journals INFLUENCES OF SOIL FAILURE CRITERION ON HORIZONTAL SOIL RESISTANCE OF PILE GROUP

2017 ◽  
Vol 82 (736) ◽  
pp. 813-821 ◽  
Author(s):  
Chengyuan MA ◽  
Takaharu NAKANO ◽  
Yuji MIYAMOTO
Keyword(s):  
Failure Criterion ◽  
Pile Group ◽  
Soil Resistance ◽  
Soil Failure

scholarly journals Study on the Interaction between Soil and the Five-Claw Combination of a Mole Using the Discrete Element Method

2018 ◽  
Vol 2018 ◽  
pp. 1-11 ◽  
Author(s):  
Yuwan Yang ◽  
Mo Li ◽  
Jin Tong ◽  
Yunhai Ma
Keyword(s):  
Discrete Element Method ◽  
Discrete Element ◽  
Rake Angle ◽  
Soil Resistance ◽  
Distance Ratio ◽  
Soil Failure ◽  
Soil Cutting ◽  
Soil Bin ◽  
Rupture Distance ◽  
Element Method

A mole is a born digger spending its entire existence digging tunnels. The five claws of a mole’s hand are combinative to cut soil powerfully and efficiently. However, little was known in detail about the interaction between the soil and the five-claw combination. In this study, we simulated the soil cutting process of the five-claw combination using the discrete element method (DEM) as an attempt for the potential design of soil-engaging tools to reduce soil resistance. The five-claw combination moved horizontally in the soil bin. Soil forces (draught and vertical forces) and soil failure (soil rupture distance ratio) were measured at different rake angles and speeds. Results showed that the draught and vertical forces varied nonlinearly as the rake angle increased from 10 to 90°, and both changed linearly with the speed increasing from 1 to 5 m/s. The curve of the soil rupture distance ratio with rake angles could be better described using a quadric function, but the speed had little effect on the soil rupture distance ratio. Notably, the soil rupture distance ratio of the five-claw combination in simulation was on average 19.6% lower than the predicted ratio of simple blades at different rake angles indicating that the five-claw combination could make less soil failure and thereby produce lower soil resistance. Given the draught and vertical forces, the performance of the five-claw combination was optimized at the rake angle of 30°.

Studies on Soil Resistance to Pipelines Buried in Sand

2011 ◽  
Vol 243-249 ◽  
pp. 3151-3156 ◽  
Author(s):  
Run Liu ◽  
Lin Ping Guo ◽  
Shu Wang Yan ◽  
Yu Xu
Keyword(s):  
Failure Modes ◽  
Model Tests ◽  
Soil Resistance ◽  
Test Results ◽  
Buried Pipe ◽  
Pull Out ◽  
Soil Failure ◽  
Pipe Segment ◽  
Force Displacement ◽  
Peak Value

A series of model tests were carried out to investigate the soil resistance when the buried pipe segment moved in the sand. In the tests, the pipe segments were pulled out in vertical, lateral and axial directions and the pipe segments movement and soil resistance were recorded. Observed data show that the soil resistance depends on the pipe diameters and the depth of cover. According to the uplift test results, the force-displacement relationships with smaller depth of cover are greatly different from those with larger depth of cover. The results of the lateral sliding and axial pull out tests show that the soil resistance initially increases before a peak value is reached and then keeps the same level. For the same covered depth, the lateral soil resistance is more than twice that for uplift. According to the uplift test results, the soil failure modes with smaller depth of cover are greatly different from those with larger covered depth.

scholarly journals Comparison of static lateral behavior of three pile group configurations using three-dimensional finite element modeling

2018 ◽  
Vol 55 (1) ◽  
pp. 107-118 ◽  
Author(s):  
Murad Abu-Farsakh ◽  
Ahmad Souri ◽  
George Voyiadjis ◽  
Firouz Rosti
Keyword(s):  
Finite Element ◽  
Finite Element Modeling ◽  
Three Dimensional ◽  
Pile Group ◽  
Lateral Load ◽  
Material Behavior ◽  
Soil Resistance ◽  
Pile Groups ◽  
Element Modeling ◽  
Lateral Resistance

The lateral resistance of three pile group configurations was investigated using three dimensional (3-D) finite element modeling. The three pile groups considered in the study were a vertical pile group, a battered pile group, and a mix of vertical and battered piles in a group. The study was motivated by the full-scale static load test that was conducted on the M19 pier foundation in the I-10 twin span bridge in Louisiana. The static lateral resistance of the M19 battered pile group was investigated previously using a 3-D finite element simulation and verified with the aid of experimental results. In the present study, the M19 battered pile group model was used as the basis for the vertical and mixed pile groups for developing their 3-D finite element models. The nonlinear material behavior was accounted for using elastoplastic constitutive models such as the concrete damaged plasticity model and the anisotropic modified Cam clay model. The lateral resistance of the pile groups was investigated in terms of load–displacement, axial load, bending moment, pile damage, soil resistance, and p-multipliers. The results show that the battered pile group had the largest lateral resistance, followed by the mixed and vertical pile groups, respectively. The largest lateral load share was carried by the two middle rows in the battered pile group, while it was in the leading row in the vertical and mixed pile groups. The soil resistance profiles show that the vertical pile group mobilized greater soil resistance than the battered and mixed pile groups at the same lateral load. The back-calculated p-multipliers are the highest in the battered pile group case, followed by the mixed and vertical pile groups, respectively.

Seepage Induced Soil Failure and its Mitigation During Suction Caisson Installation in Silt

2013 ◽  
Vol 136 (1) ◽  
Author(s):  
Lizhong Wang ◽  
Luqing Yu ◽  
Zhen Guo ◽  
Zhenyu Wang
Keyword(s):  
Pressure Effects ◽  
Offshore Wind ◽  
Soil Resistance ◽  
Clayey Soils ◽  
Test Results ◽  
Filtration Method ◽  
Suction Caisson ◽  
Soil Failure ◽  
Tip Resistance ◽  
Internal Side

Suction caisson is an advantaged foundation option for offshore wind turbines in sandy and clayey soils. In this work, a series of model tests were conducted to investigate the installation behavior of a suction caisson in silty soils. The test results showed that the total soil resistance to the caisson increased steadily with penetration depth in the beginning of the suction-assisted penetration (SP) process, but rose slowly or remained constant after reaching a certain depth with excessive soil heave. This failure mechanism, which was quite different from that identified in sandy or clayey soils, was caused by the seepage induced silt soil failure in the caisson, such as erosion, liquefaction or piping, with reducing internal side friction and tip resistance. To suppress this type of failure, a special filtration method was introduced to help caisson penetration. The test results showed that such filtration technique had the advantage of reducing the height of soil heave and prevent seepage induced soil failure in the silt, but also suppress the under pressure effects on reducing the soil resistance. Numerical simulations were also performed to aid in understanding the observed test results and mitigation mechanisms.

Study of static lateral behavior of battered pile group foundation at I-10 Twin Span Bridge using three-dimensional finite element modeling

2016 ◽  
Vol 53 (6) ◽  
pp. 962-973 ◽  
Author(s):  
Ahmad Souri ◽  
Murad Abu-Farsakh ◽  
George Voyiadjis
Keyword(s):  
Three Dimensional ◽  
Pile Group ◽  
Lateral Load ◽  
Load Test ◽  
Fe Model ◽  
Soil Resistance ◽  
Group Effect ◽  
Dimensional Finite Element ◽  
Lateral Behavior ◽  
Three Dimensional Finite Element

In this study, the static lateral behavior of a battered pile group foundation was investigated using three-dimensional finite element (FE) analysis. The FE model was used to simulate the static lateral load test that was performed during the construction of the I-10 Twin Span Bridge over Lake Pontchartrain, La., in which two adjacent bridge piers were pulled against each other. The pier of interest was supported by 24, 1:6 batter, 34 m long piles in a 6 × 4 row configuration. The FE model of the battered pile group was developed in Abaqus and verified using the results from the field test. The model utilized an advanced constitutive model for concrete, which allowed distinct behavior in tension and compression, and introduced damage to the concrete stiffness. The soil domain comprised of several layers in which the constitutive behavior of clay layers was modeled using the anisotropic modified Cam-clay (AMCC) model, and for sands using the elastic perfectly plastic Drucker–Prager (DP) model. FE results showed good agreement with the results of the lateral load test in terms of lateral deformations and bending moments. The results showed that the middle rows carried a larger share of lateral load than the first and the last rows. The pile group resisted a maximum lateral load of 2494 t at which the piles were damaged within a 6 m zone from the bottom of the pile cap. The edge piles carried larger internal forces and exhibited more damage compared to the inner piles. The soil resistance profiles showed that soil layering influenced the distribution of resistance between the soil layers. A series of p–y curves were extracted from the FE model, and then used to study the influence of the group effect on the soil resistance. The p–y curves showed that the group effect reduced the soil resistance in all rows, with the lowest resistance in the third row. Finally, the p-multipliers were calculated using the extracted p–y curves, and compared to the reported p-multipliers for vertical pile groups.

Lateral Response of Pile Group

2011 ◽  
Vol 1 (3) ◽  
pp. 13-17
Author(s):  
Jasim M Abbas
Keyword(s):  
Pile Group ◽  
Lateral Response

Effect of Pile and Load Inclination on the Pile Resistance In both Compression and Tension

2014 ◽  
Vol 2 (1) ◽  
pp. 11-29
Author(s):  
Ahmad Jabber Hussain ◽  
Alaa Dawood Salman ◽  
. Nazar Hassan Mohammad
Keyword(s):  
Bearing Capacity ◽  
Inclination Angle ◽  
Theoretical Study ◽  
Pile Installation ◽  
Soil Failure ◽  
Inclined Pile ◽  
Uplift Resistance ◽  
Lift Forces ◽  
Batter Piles ◽  
Pile Resistance

      According to this theoretical study which was about loading of piles under different condition of loading (compression and up-lift forces ) and for deferent pile installation (vertical and inclined pile ) by which it called (positive batter pile ) when the inclination of the load and pile is in the same direction and called (negative batter pile) when the inclination of load is opposite to the pile inclination, and from studying these cases the results of analysis can be summarize in the flowing points: 1-Variation of load inclination on piles effects on the bearing capacity and uplift resistance. It was found that bearing capacity of the piles increase with increasing of load inclination up to the inclination angle (37.5ͦ) which represents the maximum bearing capacity and then the bearing capacity decrease with increasing of load inclination. 2- Variation of batter pile affects the bearing capacity of the pile and up-lift resistance. by which equivalent angle will be used as result between the load and piles inclination and this angle will be used in calculation of piles resistance . 3- It was noticed the shape of soil failure is highly affected by the inclination of pile. The shape of failure for the soil which is in contact with pile and this include (vertical and batter piles) is highly affected by the angle of inclination.

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