Comment on "Use of the ranking distance as an index for assessing the accuracy and precision of equations for the bearing capacity of piles and at-rest earth pressure coefficient"

2005 ◽  
Vol 42 (6) ◽  
pp. 1718-1719
Author(s):  
J B Burland ◽  
A Federico
Keyword(s):  
Bearing Capacity ◽  
Pressure Coefficient ◽  
Earth Pressure ◽  
Accuracy And Precision ◽  
Earth Pressure Coefficient ◽  
Ranking Distance

Use of the ranking distance as an index for assessing the accuracy and precision of equations for the bearing capacity of piles and at-rest earth pressure coefficient

2003 ◽  
Vol 40 (6) ◽  
pp. 1200-1207 ◽  
Author(s):  
T LL Orr ◽  
C Cherubini
Keyword(s):  
Bearing Capacity ◽  
Pressure Coefficient ◽  
Probabilistic Approach ◽  
Statistical Parameter ◽  
Earth Pressure ◽  
Central Tendency ◽  
Accuracy And Precision ◽  
Bias Factor ◽  
Earth Pressure Coefficient ◽  
Ranking Distance

In many geotechnical design situations, a number of different calculation models have been developed to predict the value of a particular quantity required for use in design calculations, for example, the bearing capacities of driven and root piles, and K0, the at-rest earth pressure coefficient. In this paper the authors show how the dependability of different calculation methods can be compared and assessed using a synthetic probabilistic approach and the ranking distance (RD) index. Measured values, Qmeas, are compared with calculated values, Qcalc, using the "bias factor," defined as the ratio Qmeas/Qcalc. The bias factor values obtained using a particular calculation method are processed to evaluate the "accuracy" and "precision" by calculating a central tendency and a variability statistical parameter, respectively, from the values. The RD index is a comprehensive statistical parameter for assessing the dependability of a particular calculation method and is based on the central tendency and variability. Using the ratios between calculated and measured bearing capacity and earth pressures values, the RD index is used to assess the accuracy and precision of the most frequently used pile driving formulae, two equations for the bearing capacity of root piles, and seven equations for the at-rest earth pressure coefficient.Key words: accuracy, precision, probabilistic approach, ranking distance.

scholarly journals An attempt to apply the kinematic method of rigid solids in the study of bearing capacity of shallow foundations

2021 ◽  
Vol 16 (2) ◽  
pp. 175-187
Author(s):  
Messaouda Boutahir Born Bencheikh ◽  
Assia Aidoud ◽  
Benamara Fatima Zohra ◽  
Belabed Lazhar ◽  
Dorbani Meriem
Keyword(s):  
Bearing Capacity ◽  
Pressure Coefficient ◽  
Earth Pressure ◽  
Shallow Foundations ◽  
Passive Earth Pressure ◽  
Load Pressure ◽  
Mechanical Constraints ◽  
Kinematic Method ◽  
Earth Pressure Coefficient ◽  
The Stability

Abstract In the geotechnical engineering field, shallow foundations are frequently needed to ensure good fieldwork stability. They are also intended to permanently and uniformly transmit all load pressure on the seating floor. However, numerous mechanical constraints, such as bearing capacity of foundations, durability, stability, design of shallow foundations, lead, unfortunately, to a serious realization challenge. Finding an adequate solution presents the main goal and effort of both scholars and professionals. Indeed, the corresponding drawback is observed through the high number of reported damages that occurred in the structure of foundations and the punching failure. The failure mechanisms of shallow foundations, verified in full size or on scale models, show “sliding surfaces” and rigid (solid) blocks, which can be described with the kinematic method of rigid solids. The main objective of this study is the application of the kinematic method of rigid solids in the study of the stability of shallow foundations with respect to punching, the purpose of which is to determine the bearing capacity factors Nc, N γ, and the passive earth pressure coefficient Kp of foundations. In this context, two mechanical models have been proposed with 5 and 7 rigid solids, and a program developed via the MathCAD environment is applied to check the validity of the two previous models. The kinematic method of rigid solids gives results very close and comparable with that of Caquot/Kerisel for the factors of the bearing capacity and passive earth pressure coefficient - the ratio Kp - according to the five- and seven-solid model.

Lateral Earth Pressure Coefficient of Soils Subjected to Freeze–Thaw

2017 ◽  
Vol 140 (2) ◽  
Author(s):  
Xiaodong Zhao ◽  
Guoqing Zhou ◽  
Bo Wang ◽  
Wei Jiao ◽  
Jing Yu
Keyword(s):  
Pressure Coefficient ◽  
Earth Pressure ◽  
Retaining Walls ◽  
Saturated Soil ◽  
Frozen Soils ◽  
Freeze Thaw ◽  
Lateral Earth Pressure ◽  
Soil Deposits ◽  
Earth Pressure Coefficient ◽  
Water Saturated

Artificial frozen soils (AFS) have been used widely as temporary retaining walls in strata with soft and water-saturated soil deposits. After excavations, frozen soils thaw, and the lateral earth pressure penetrates through the soils subjected to freeze–thaw, and acts on man-made facilities. Therefore, it is important to investigate the lateral pressure (coefficient) responses of soils subjected to freeze–thaw to perform structure calculations and stability assessments of man-made facilities. A cubical testing apparatus was developed, and tests were performed on susceptible soils under conditions of freezing to a stable thermal gradient and then thawing with a uniform temperature (Fnonuni–Tuni). The experimental results indicated a lack of notable anisotropy for the maximum lateral preconsolidated pressures induced by the specimen’s compaction and freeze–thaw. However, the freeze–thaw led to a decrement of lateral earth pressure coefficient  K0, and  K0 decrement under the horizontal Fnonuni–Tuni was greater than that under the vertical Fnonuni–Tuni. The measured  K0 for normally consolidated and over-consolidated soil specimens exhibited anisotropic characteristics under the vertical Fnonuni–Tuni and horizontal Fnonuni–Tuni treatments. The anisotropies of  K0 under the horizontal Fnonuni–Tuni were greater than that under the vertical Fnonuni–Tuni, and the anisotropies were more noticeable in the unloading path than that in the loading path. These observations have potential significances to the economical and practical design of permanent retaining walls in soft and water-saturated soil deposits.

scholarly journals Experimental Study on At-rest Lateral Earth Pressure Coefficient of Cemented Clay

2019 ◽  
Vol 304 ◽  
pp. 042014
Author(s):  
Zhiqiang Wu ◽  
Zhengyin Cai ◽  
Kai Xu ◽  
Yunfei Guan ◽  
Yinghao Huang ◽  
...  
Keyword(s):  
Experimental Study ◽  
Pressure Coefficient ◽  
Earth Pressure ◽  
Lateral Earth Pressure ◽  
Earth Pressure Coefficient

“Nonlinear” characteristics of the static earth pressure coefficient in thick alluvium

2009 ◽  
Vol 19 (1) ◽  
pp. 129-132 ◽  
Author(s):  
Zhi-wei XU ◽  
Kai-hua ZENG ◽  
Zhou WEI ◽  
Zhi-qiang LIU ◽  
Xiao-dong ZHAO ◽  
...  
Keyword(s):  
Pressure Coefficient ◽  
Earth Pressure ◽  
Nonlinear Characteristics ◽  
Earth Pressure Coefficient

Earth pressure coefficient at rest during secondary compression

2011 ◽  
Vol 18 (6) ◽  
pp. 2115-2121 ◽  
Author(s):  
Xiao-dong Zhao ◽  
Guo-qing Zhou ◽  
Xiang-yu Shang ◽  
Guo-zhou Chen
Keyword(s):  
Pressure Coefficient ◽  
Earth Pressure ◽  
Secondary Compression ◽  
Earth Pressure Coefficient

At-Rest Earth Pressure Coefficient from Hypoelastic Model

2011 ◽  
Vol 243-249 ◽  
pp. 2726-2731 ◽  
Author(s):  
Xiang Yu Shang ◽  
Guo Qing Zhou
Keyword(s):  
Finite Element Analysis ◽  
Pressure Coefficient ◽  
Earth Pressure ◽  
Fem Analysis ◽  
Model Parameters ◽  
Test Results ◽  
Element Analysis ◽  
Hypoelastic Model ◽  
Earth Pressure Coefficient ◽  
Chang Model

At-rest earth pressure codfficient,K0,is very important in geotechnical engineering design and finite element analysis. At present, it’s treated as a constant usually for given soil in FEM analysis. However recent test results indicate that K0of both clay and sand varies with pressure increasing nonlinearly. It’s shown that Duncan-Chang model, a kind of hypoelastic model widely used, can reproduce K0varying with pressure. The calculating procedure of K0derived from Duncan-Chang’s E-B model is proposed, and then influence of model parameters on calculated K0is explored. Studies show that cohesionless soil’s calculated K0decreases with pressure increasing, while cohesive soil’s calculated K0increases with pressure increasing. Three of the seven model parameters, m, Kband Rf, have a positive correlation with calculated K0, and there is a negative correlation between the residual parameters and calculated K0.The influence of seven model parameters on the calculated K0decreases gradually in the following order: m ,n, Rf, φ, c, K, Kb.

scholarly journals Effect of Lateral Earth Pressure Coefficient on Pressure Controlled Compaction Grouting in Triaxial Condition

2010 ◽  
Vol 50 (3) ◽  
pp. 441-445 ◽  
Author(s):  
S.Y. Wang ◽  
D.H. Chan ◽  
K.C. Lam ◽  
S.K.A. Au
Keyword(s):  
Pressure Coefficient ◽  
Earth Pressure ◽  
Compaction Grouting ◽  
Lateral Earth Pressure ◽  
Earth Pressure Coefficient ◽  
Pressure Controlled
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