ASTM D1194-94 PDF

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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The following conclusions may be drawn based on the results of the present study of a gravelly cobble deposit: Beneath the alluvial fan gravel and cobble deposits is the Late Pleistocene conglomerate formation, which extends as deep as m. A note on the modulus of subgrade reaction for raft foundation design. Particle-size distributions of the gravelly cobble deposit and the sand matrix. The values back-calculated with Terzaghi’s formula are the lowest. The Taichung Basin is mainly composed of alluvial fan deposits and there is no evidence of uplift.

Use of a single parameter such as the modulus of subgrade reaction to characterize the response of a soil to an applied load is thus an oversimplified concept. Xstm length of the basin from north to south is about 48 km and the maximum width from east to west is about 14 km.

However, the test results must be adjusted to compensate for differences in width, shape, and depth of the plate and the mat D11994-94 Test method for density and unit weight of soil in place by the Rubber Balloon Method D Nevertheless, the tests were conducted from small plate to large plate, with a 10 day time interval between the tests, to minimize the effect.

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It can also be time dependent, since much of the settlement of mats on deep compressible soils is due to consolidation.

The journal reviewers are thanked for their constructive comments that helped sharpen this paper. Exposure of gravelly cobble deposits from an excavation at the test site. 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. The space between the top and base plates is backfilled with selected soils.

The third layer, from 2 to 2. A more economic design can be prescribed according to the results of the present study.

Soil samples taken from the test pit were sieved through a set of sieves ranging in size from Figure 13 shows a comparison of these decreasing trends i.

Figure 10 shows a plot of the measured ultimate bearing capacity versus the size of the plate used in the load test. These values should be used with caution.

In this calculation, a reduction factor of 0. The values of in Table 1 are practically constant regardless of the d119494 of the plate in the present study.

Standard adtm methods as prescribed in ASTM b were followed. Subgrade reaction in mat foundation design. These field tests provide an opportunity to examine the applicability of existing theories on bearing capacity and subgrade reaction in this geologic formation.

Large Scale Plate Load Tests | Gulf Foundation FZE

Their assistance is greatly appreciated. John Wiley and Sons, New York. Danish D194-94 Institute, Bulletin The experimental program consisted of laboratory and field tests. Relationship between modulus of subgrade reaction and plate diameter.

Based on Hansen’s formula, the ultimate bearing capacity was about kN t.

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However, Terzaghi’s values were established primarily from the viewpoint of soil mechanics and did not consider the effect of structure stiffness. A mat foundation usually consists of three parts: The west boundary of the basin is the Tatu Terrace, and the east boundary is the Taiwan Western Foothills.

However, the decreasing trend is not as sharp as those suggested by Terzaghi eqs. Geologic map of Taichung Basin. Each reaction anchor consisted of 12 steel bars. Thus, while the plates were seated at different locations beneath the main reaction beam, the ASTM distance specification was not followed.

In addition, the load test with the 1.

Large Scale Plate Load Tests

On the other hand, Hseih and Cherng’s KS values were established mostly based on finite-element analyses and field measurements of a number of high-rise e1194-94 supported by mat foundations. A simpler, empirical equation has been proposed by Scott for sandy soils, which relates KS to standard penetration resistance N. These shear strength parameters along astn a unit weight of 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.

In the second stage, the load increment is measured by the pressure gauge of the d11949-4 jack system. Note that in all bearing-capacity calculations reported herein, the groundwater table was assumed to be at a depth of 6.

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