Stability of circular vertical earth anchors

1987 ◽  
Vol 24 (3) ◽  
pp. 452-456 ◽  
Author(s):  
Hamed S. Saeedy
Keyword(s):  
Shear Strength ◽  
Functional Relationship ◽  
Load Capacity ◽  
Pressure Ratio ◽  
Relative Depth ◽  
Uplift Capacity ◽  
Angle Of Internal Friction ◽  
Uplift Resistance ◽  
Relationship Of ◽  
Range Of Values

This study aims to provide an extensive analytical approach for determining the uplift capacity of circular vertical earth anchors and to investigate the soil–anchor interaction. The solution is simplified by utilizing proper dimensionless parameters, in which controlling dimensionless factors [Formula: see text] are produced for a range of values of H/D and angle of internal friction. The factor [Formula: see text] is a pressure ratio representing gravitational and shear strength of the soil, and H/D signifies relative depth, which pertains to anchor geometry. The functional relationship of these parameters was previously studied for H/D ratios up to 6. The present work concludes that the greater the value of H/D the higher the uplift resistance, but with a decreasing rate until a constant value of uplift force is reached. The transitional value of depth, which defines the condition of failure, is a function of the shear strength of the burial soil. This transitional stage indicates the optimum possible value for uplift capacity for a given relative depth (H/D). Key words: tension foundation, uplift capacity, earth anchor load capacity, soil anchor interaction.

Uplift Resistance of Augered Footings in Fissured Clay

1971 ◽  
Vol 8 (3) ◽  
pp. 452-462 ◽  
Author(s):  
J. I. Adams ◽  
H. S. Radhakrishna
Keyword(s):  
Shear Strength ◽  
Failure Mechanism ◽  
Undrained Shear Strength ◽  
Full Scale ◽  
Uplift Capacity ◽  
Actual Strength ◽  
Uplift Resistance ◽  
Full Scale Tests ◽  
Undrained Shear

The ultimate uplift capacity of augered footings in relatively insensitive and intact clays is computed on the basis of the undrained shear strength of clay. Fissured clays, which may be the result of surface desiccation or preconsolidation, give different values of strength according to the type of test and size of specimen used. The actual strength mobilized in this type of clay under uplift loads was determined by a number of full-scale tests performed on both belled and straight-sided footings. These tests showed that the uplift strength mobilized in fissured clay was only one-third of its intact strength and very nearly equal to its undrained residual or fissured strength. Soil strains adjacent to the belled footings indicated a complex failure mechanism which varied with depth of the foundation. The uplift resistance of straight-sided footings was found to be largely the result of adhesion between the soil and the footing.

Functional Relationship of Polymerization Sites of Vertebrate Fibrinogens

1979 ◽  
Author(s):  
C Cierniewski ◽  
T Krajewski ◽  
E Janiak
Keyword(s):  
Gel Electrophoresis ◽  
Functional Relationship ◽  
Polyacrylamide Gel Electrophoresis ◽  
Polyacrylamide Gel ◽  
Functional Similarity ◽  
Fractionation Method ◽  
Relationship Of ◽  
Fibrin Monomers ◽  
Fibrinogen Molecule ◽  
Cold Ethanol Fractionation

Various studies on the interaction of immobilized mammalian fibrinogen and fibrin monomers with some fibrinogen derivatives demonstrated the presence of two sets of polymerization sites in the mammalian fibrinogen molecule. We obtained the same results while investigating the fibrinogen molecules of other classes of vertebrates /Pisces. Amphibia. Aves/. Despite significant differences among their subunit structures, all of them contain polymerization sites homologous to mammalian counterparts. Moreover, due to great functional similarity, fibrinogen or fibrin monomers of the analyzed species of Pisces. Amphibia. Aves and Mammalia interacted in a specific way with immobilized pig fibrin monomers or fibrinogen, respectively. Using these pig affinity adsorbents, fibrinogen and fibrin monomers of different vertebrates were isolated directly from plasma and analyzed by SDS polyacrylamide gel electrophoresis. Polypeptide compositions of eluted proteins were identical to those obtained for corresponding fibrinogen preparations isolated by cold-ethanol fractionation method. It appears to indicate that the nature of polymerization sites in vertebrate fibrinogens is alike.

Shear strength-suction relationship of compacted Ankara clay

2010 ◽  
Vol 49 (4) ◽  
pp. 400-404 ◽  
Author(s):  
Erdal Çokça ◽  
Hüseyin P. Tilgen
Keyword(s):  
Shear Strength ◽  
Ankara Clay ◽  
Relationship Of

Parametric study of multi-story, perforated, partially grouted masonry walls subjected to in-plane cyclic actions

2020 ◽  
Author(s):  
Klaus Medeiros ◽  
Kyle Chavez ◽  
Fernando S. Fonseca ◽  
Guilherme Parsekian ◽  
Nigel G. Shrive
Keyword(s):  
Experimental Data ◽  
Shear Strength ◽  
Aspect Ratio ◽  
Load Capacity ◽  
Axial Stress ◽  
Reinforcement Ratio ◽  
Masonry Walls ◽  
Finite Element Models ◽  
Initial Stiffness ◽  
Vertical Reinforcement

Finite element models were developed to assess the influence of several parameters on the load capacity, deflection, and initial stiffness of multi-story, partially grouted masonry walls with openings. The base model was validated with experimental data from three walls. The analyses indicated that the load capacity of masonry walls was considerably sensitive to the ungrouted and grouted masonry strengths and mortar shear strength; moderately sensitive to the vertical reinforcement ratio and aspect ratio; slightly sensitive to the axial stress; and almost insensitive to the opening size, reinforcement spacing, and horizontal reinforcement ratio. The deflection of the walls had well-defined correlations with the masonry strength, vertical reinforcement, axial stress and aspect ratio. The initial stiffness was especially sensitive to the axial stress and the aspect ratio, but weakly correlated with the opening size, and the spacing and size of the reinforcement.

Seismic uplift capacity of inclined strip anchors

2005 ◽  
Vol 42 (1) ◽  
pp. 263-271 ◽  
Author(s):  
Deepankar Choudhury ◽  
K S Subba Rao
Keyword(s):  
Limit Equilibrium ◽  
Ground Surface ◽  
Failure Surface ◽  
Friction Angle ◽  
Uplift Capacity ◽  
Principle Of Superposition ◽  
Seismic Acceleration ◽  
Acceleration Coefficient ◽  
Angle Of Internal Friction ◽  
Seismic Forces

Uplift capacities of inclined strip anchors in soil with a horizontal ground surface are obtained under seismic conditions. Limit equilibrium approaches with a logarithm-spiral failure surface and pseudostatic seismic forces are adopted in the analysis. The results are presented in the form of seismic uplift capacity factors as functions of anchor inclination, embedment ratio, angle of internal friction of the soil, and horizontal and vertical seismic acceleration coefficients. The uplift capacity factors are worked out separately for cohesion, surcharge, and density components. Use of the principle of superposition for calculating anchor uplift capacity is validated. The vertical seismic acceleration coefficient always reduces the uplift capacity, whereas the horizontal seismic acceleration coefficient reduces the uplift capacity in most cases. The roles of anchor embedment ratio, soil friction angle, and anchor inclination in determination of the seismic uplift capacity are also discussed. Comparisons of the proposed method with available theories in the seismic case are also presented. The present study gives the minimum seismic uplift capacity factors compared with the existing theory.Key words: seismic uplift capacity factors, inclined strip anchors, limit equilibrium, pseudostatic, c–ϕ soil.

scholarly journals Shear strength characteristics of Jerash expansive soil

2021 ◽  
Vol 3 (2) ◽  
pp. 74-80
Author(s):  
Talal Masoud
Keyword(s):  
Shear Strength ◽  
Internal Friction ◽  
Water Content ◽  
Direct Shear Test ◽  
Shear Test ◽  
Expansive Soil ◽  
Content Increase ◽  
Direct Shear ◽  
Initial Water ◽  
Angle Of Internal Friction

The results of the direct shear test on Jerash expansive soil show the effect of the initial water content on the cohesion (c) and on the angel of internal friction ( ) [shear strength parameters].it show that, as the initial water increase, the cohesion (c) of Jerash expansive soil also increase up to the shrinkage limit, after that increase of water even small amount, decrease the cohesion of the soil. On the other hand, the results of direct shear test show also  that as the water content increase, the angle of internal friction ( )remain unchanged up to shrinkage limit , any increase of water cause a large decrease on the angle of internal friction of Jerash expansive soil.

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