Rectangular Foundations Research Articles

Stresses and Displacements Due to Rigid Rectangular Foundation on a Layer of Finite Thickness

In the paper are shown the expressions for calculating stresses and displacements beneath the rigid rectangular foundation resting on an elastic isotropic layer of finite thickness, underlain by a rigid base. The contact between the compressible layer and rigid base is assumed to be perfectly rough. Using Fourier’s series, stresses and displacements have been determined for the ratio H / B = 1.0; 2.0; 3.0 and 5.0 (where H is the thickness of the compressible layer), for the ratio L / B = 1.0; 2.0 and 5.0 (where L and B are the dimensions of the foundation) and. for the Poisson’s ratio μ = 0.15; 0.30 and 0.45.

Transient Response of a Buried Foundation to Antiplane Shear Waves

A rigid rectangular foundation, embedded at an arbitrary depth below the surface of an elastic half space is subjected to a plane, transient SH-wave. The Laplace and Kantorovich-Lebedev transforms are applied to derive the equation of motion for the foundation during the initial time period required for an SH-wave to traverse the base width. The peak impulse response is found to occur during this time and the response there-after appears to be valid based on a comparison with the known, long-time limit. Consequently, the results presented here can be convolved with an earthquake accelerogram to yield an accurate foundation earthquake response.

Discussion: Estimation of the dynamic surface modulus of a generalized Gibson soil from the rocking frequency of rectangular foundations

Discussion: Estimation of the dynamic surface modulus of a generalized Gibson soil from the rocking frequency of rectangular foundations

Estimation of the dynamic surface modulus of a generalized Gibson soil from the rocking frequency of rectangular foundations

Estimation of the dynamic surface modulus of a generalized Gibson soil from the rocking frequency of rectangular foundations

Approximate determination of the settlement of a rigid rectangular deep foundation by their corner point method

Approximate determination of the settlement of a rigid rectangular deep foundation by their corner point method

Settlement of Rectangular Foundation on Soil Layer

The settlement of the surface of a finite layer of soil due to a concentrated vertical load has been determined by Taylor as mentioned by Poulos. This technical note presents the results of a numerical integration that has given the average settlement over the whole rectangular area instead of the corner of a uniformly loaded rectangular area. The results apply with a good approximation to rigid rectangular foundations.

Algorithm and program for design of rectangular foundation slabs under a group of columns

Algorithm and program for design of rectangular foundation slabs under a group of columns

Stresses and Displacements Due to Rectangular Load on a Layer of Finite Thickness

In this study are shown the expressions for calculating stresses and displacements beneath the rectangular flexible foundation resting on an elastic isotropic layer of limited thickness, underlain by a rigid base. The solution is given for the vertical and horizontal load. The contact between the compressible layer and rigid base has been assumed to be perfectly rough. Stresses and displacements have been calculated for the ratio H/B = 1.0; 2.0; 3.0 and 5.0 (where H is the thickness of the compressible layer and B is the width of the foundation), for L/B = 1.0; 2.0 and 5.0 (where L and B are the dimensions of the foundation) and for the Poisson’s ratio μ. = 0.15; 0.30 and 0.45.

Weight Minimization Of Dynamically Loaded 3-DFoundation On Layered Medium

Minimum-weight design of a machine foundation on an inhomogeneous soil is considered. The soil model under the base of block corresponds to a layer with linearly varying properties overlying a uniform half-space. Furthermore, the block may be surrounded by a backfill. The optimal designs of dynamically loaded rectangular machine foundation, including coupled sliding-rocking vibrations, are found for a number of realistic inhomogeneous supporting media. The results obtained in the case of the layered soil are compared with those for a uniform half-space. It illustrates the problem of adequate modelling of the nature of the soil profile providing an insight into the action of the soilfoundation-machine system from the point of view of performance and safety.

Angular deflection of rigid rectangular foundations on soil layer of finite thickness

Angular deflection of rigid rectangular foundations on soil layer of finite thickness

2011 弾性地盤上の矩形基礎のGround Compliance (ロッキングの場合)

2011 弾性地盤上の矩形基礎のGround Compliance (ロッキングの場合)

Experimental investigation of the work of single-block reinforced concrete foundations under a column

In an effort to establish the comparative breaking strength and scheme of foundation failure in jacking and to elucidate the character of foundation failure in bending, three series of single-block reinforced concrete foundations were planned and subjected to failure in the laboratory. The geometric dimensions of the foundations of the experimental series, their reinforcement, and the strength characteristics of the materials used are tabulated. The foundations of all 3 series were tested on a 120 t hydraulic press by the same method. The foundations were loaded in steps of 2000-5000 kg each. Horizontal cracks appeared in the stepped foundation along the contour of contact of the upper and lower steps up until the exhaustion of the jacking bearing capacity. With further increase of the load there was a partial or complete shearing of the upper step of the foundation. Complete failure of the stepped foundations occurred from jacking of the upper pyramid through the body of the lower step. The scheme of failure of rectangular foundations corresponded to that in the norms. The angle of the slope of the face of the pyramids to the vertical in all experimental foundations varied within 45-60 deg. The different jacking capacity of foundations caused a difference in the scheme of failures of the different foundations series. Observations are made with regard to the relative strength of stepped foundations, the calculated value of the jacking strength of experimental foundations, the formation of cracks and character failure, and compression strains. The character of failure from jacking of stepped foundations differs appreciably from that of rectangular foundations. Shearing of the step, which occurs in a stepped foundation and precedes failure from jacking or bending, lowers its bearing capacity.

Dynamical Compliance of Rectangular Foundations on an Elastic Half-Space

Equation for the compliance of the ground, considered as an elastic half-space under a rectangular foundation slab, is developed for harmonic forces normal to the ground. Displacement of the center of the slab for several rectangular shapes is evaluated numerically and plotted as a function of the frequency. A closed-form solution for the limiting case of zero frequency is shown to agree exactly with the static problem of Love [7].

Closure to “Linearly Variable Load Distribution on s Rectangular Foundation”

Closure to “Linearly Variable Load Distribution on s Rectangular Foundation”