Designation: D – AMERICAN SOCIETY FOR TESTING AND MATERIALS Barr Harbor Dr., West Conshohocken, PA Reprinted from the. Buy ASTM D TEST METHOD FOR BEARING CAPACITY OF SOIL FOR STATIC LOAD AND SPREAD FOOTINGS from SAI Global. ASTM: D AASHTO: T Apparatus. Loading platform of sufficient size and strength to supply the estimated load. Hydraulic or mechanical.
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A more economic design of the mat foundation for high-rise buildings may be prescribed. Summary of plate-load tests. However, once the foundation settles, the contact pressure redistributes.
A mat foundation usually consists of three parts: A simpler, empirical equation has been proposed by Atsm for sandy soils, which relates KS to standard penetration resistance N. To accommodate larger size plates, it was decided to use eight reaction anchors, each carrying an allowable load of up to kN t.
Prototype load-bearing tests for foundations and pavements. For foundations on clays, the following relationship is generally accepted: However, Terzaghi’s values were established primarily from the viewpoint of soil mechanics and did not consider the effect of structure stiffness.
In this regard, xstm is an important issue to select an appropriate equivalent KS value in the structural design of mat foundations. These methods, however, require knowledge of other soil parameters that are also difficult to estimate, such as the modulus of elasticity and Poisson’s ratio.
Plate-load test results and analysis Three different sizes axtm plates, 0. This confirms d1149-94 well-recognized fact that Terzaghi’s bearing-capacity theory is usually the most conservative one. For a preliminary analysis, ranges of KS values suggested by Terzaghi for different soils might be used as a basis to select an equivalent KS value. It can also be time dependent, since much of the settlement of mats on deep compressible soils is due to consolidation.
Obviously, the soil in the present study is a rather complicated, nonhomogeneous deposit.
Large Scale Plate Load Tests | Gulf Foundation FZE
Evaluation of coefficients of subgrade reaction. The Western Foothills are mainly composed r1194-94 Miocene to Pleistocene sandstone and shale strata. Foundation analysis and design. Hansen’s bearing-capacity theory is the most accurate one based on the limited plate-load tests conducted in the present study.
Figure 1 shows a geologic map and profile of the Taichung Basin. Application of the results to other geologic settings, however, must be exercised with caution.
Subgrade reaction in mat foundation design. d11944-94
Note also that in the characterization of gravels for important projects, a thorough assessment of the engineering geology is perhaps more important than one in situ test.
Relationship between ultimate bearing capacity and plate diameter. Physical properties of soils The in-place unit weight of the gravelly cobble deposit is Study of field direct shear tests in terrace deposits and Toukoshan conglomerate formation. Subgrade modeling for mat foundations: However, the load tests did result in an important finding: On the other hand, Hseih and D11949-4 KS values were established mostly based on finite-element analyses and field measurements of a number of high-rise buildings supported by mat foundations.
Test method for bearing capacity of soil for static load on spread footings D Figure 10 shows a plot of the measured ultimate bearing capacity versus the size of the plate used in the load test.
Proctor penetrometer | Matest
Note that reseating of each plate before loading was necessary, as the three plates were placed at different locations. Soil is an inelastic, nonhomogeneous material, and thus a precise characterization of its mechanical behavior usually requires more than two astk. Careful evaluation of the magnitude and variation of the KS value across a mat for a given project, using the bearing-capacity theories and the discrete-area method, is warranted in this regard.
Effect of plate diameter and soil type on the modulus astn subgrade reaction. Note that in all bearing-capacity calculations reported herein, the groundwater table was assumed to be at a depth of 6. Awtm test site is located in the City of Taichung, Taiwan, which is in the Taichung Basin, a concave Neotectonic basin located in midwest Taiwan.
When in doubt, a parametric study should be conducted to evaluate asrm effect of the uncertainty of the KS values on the mat design. The geologic formation of the gravelly cobble deposit makes it very difficult to obtain large undisturbed samples for laboratory testing. The KS value may be determined by semiempirical methods such as that proposed by Vesic The qu values of the 0.
Large Scale Plate Load Tests
In local practice for structural design of mat foundations, structural engineers prefer to model the soil mass as a series of elastic springs, known as the Winkler foundation. A relationship between deformation modulus and SPT N for gravels. This may be because the gravelly cobble deposit is much stiffer than clayey and sandy soils.
Figure 13 shows a comparison of these decreasing trends i.