Behavior of pressure-grouted anchors in gravel

2012 ◽  
Vol 49 (6) ◽  
pp. 719-728 ◽  
Author(s):  
Shih-Tsung Hsu
Keyword(s):  
Ultimate Load ◽  
Pressure Coefficient ◽  
Ground Surface ◽  
Field Tests ◽  
Earth Pressure ◽  
Free Length ◽  
Fixed Length ◽  
Normal Distribution Curve ◽  
Earth Pressure Coefficient ◽  
Deep Anchor

This study consisted of field tests conducted on nine vertical and three inclined low-pressure-grouted anchors to investigate their behavior in gravel. An anchor can be categorized as a deep anchor when the overburden depth (free length) Z exceeds 8D (D is the diameter of the anchor). The shape of the heave on the ground surface of a shallow anchor is similar to a normal distribution curve. The extended diameter of the heave was between 170 and 300 cm, which could be divided into two zones, primary and secondary, based on the failure mode of the ground. As the fixed length of a shallow anchor increased, the extended diameter also increased. The ultimate load on an anchor increased with the free length and, to a greater degree, with the fixed length of an anchor: a fixed length of only 3 m generated an ultimate load of over 1100 kN. However, the permissible load, determined from the creep coefficient, is inapplicable for short anchors in gravel. The earth pressure coefficient K of vertical anchors was approximately 29 and for an anchor shaft inclined at 25º it was approximately 17.7.

Field Performance of Ground Anchors in Taichung Basin

2013 ◽  
Vol 718-720 ◽  
pp. 1882-1887
Author(s):  
Shih Tsung Hsu ◽  
Wen Chi Hu
Keyword(s):  
Ultimate Load ◽  
Distribution Curve ◽  
Ground Surface ◽  
Field Tests ◽  
Field Performance ◽  
Free Length ◽  
Fixed Length ◽  
Normal Distribution Curve ◽  
Ground Anchors ◽  
Deep Anchor

This research carried out field tests on nine vertical anchors to investigate their behavior in gravel of Taichung Basin. An anchor can be categorized as a deep anchor when the free length Z exceeds 8D (D is the diameter of the anchor). The shape of the heave on the ground surface of a shallow anchor is similar to a normal distribution curve. The extended diameter of the heave was between 170 and 300 cm, which could be divided into two zones, primary and secondary, based on the failure mode of the ground. As the fixed length of a shallow anchor increased, the extended diameter also increased. The ultimate load of an anchor increased with the free length and, to a greater degree, with the fixed length of an anchor: a fixed length of only 3 m (D = 0.12 m) generated an ultimate load of over 1100 kN.

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 An accurate shock-capturing finite-difference method to solve the Savage-Hutter equations in avalanche dynamics

2001 ◽  
Vol 32 ◽  
pp. 263-267 ◽  
Author(s):  
Y. C. Tai ◽  
S. Noelle ◽  
J. M. N.T. Gray ◽  
K. Hutter
Keyword(s):  
Pressure Coefficient ◽  
Earth Pressure ◽  
Similarity Solutions ◽  
Free Surface Flows ◽  
Shock Capturing ◽  
Smooth Solutions ◽  
Front Tracking Method ◽  
Earth Pressure Coefficient ◽  
Bed Friction ◽  
Lagrangian Scheme

AbstractThe Savage-Hutter equations of granular avalanche flows are a hyperbolic system of equations for the distribution of depth and depth-averaged velocity components tangential to the sliding bed. They involve two phenomenological parameters, the internal and the bed friction angles, which together define the earth pressure coefficient which assumes different values depending upon whether the flow is either diverging or contracting. Because of the hyperbolicity of the equations, since velocities may be supercritical, shock waves are often formed in avalanche flows. Numerical schemes solving these free surface flows must cope with smooth as well as non-smooth solutions. In this paper the Savage-Hutter equations in conservative form are solved with a shock-capturing technique, including a front-tracking method. This method can perform for parabolic similarity solutions for which the Lagrangian scheme is excellent, and it is even better in other situations when the latter fails.

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