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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These field tests provide an opportunity to examine the applicability of existing theories on bearing capacity d1194-9 subgrade reaction in this geologic formation. Adjust the plate so that it has good contact with the ground at the bottom of the excavation. To accommodate larger size plates, it d1194-49 decided to use eight reaction anchors, each carrying an allowable load of up to kN t.

Sand- and siltsize particles fill the space not occupied by the gravel and cobbles.

The groundwater table was dd1194-94 at a depth of 5. A more economic design can be prescribed according to the results of the present study. A relationship between deformation modulus and SPT N for gravels. Standard testing methods as prescribed in ASTM b were followed. When in doubt, a parametric study should be conducted to evaluate the effect of the uncertainty of the KS values on the mat design.

Close-up of gravelly cobble deposits. The KS value may be determined by semiempirical methods such as that proposed by Vesic Design of reaction anchors The first step in the design of reaction anchors d1194-49 to estimate the ultimate bearing capacity of the plate.

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The secondary reaction beam, measured at 9 m by 1. The area at the bottom of the sstm was about 4 m2. However, the test results must be adjusted to compensate for differences in width, shape, and depth of the plate and the mat Coduto The geologic formation of the gravelly cobble deposit makes d194-94 very difficult to obtain large undisturbed samples for laboratory testing.

Figures 5 and 6 show schematic diagrams of the setup of the plate-load test, Fig. 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.

The groundwater table was maintained below the plate at a depth of about 6.

Proctor penetrometer | Matest

Since the voids within the gravelly cobble deposit at the test site are filled with sandy soils, the cohesion was assumed to be zero. Test method for density and unit weight of soil in place by the Rubber Balloon Method D Principles of foundation engineering.

Effect of plate diameter and soil type on the modulus of subgrade reaction.

Figure 13 shows a comparison of these decreasing trends i. A revisited and extended formula for bearing capacity.

Test method for bearing capacity of soil for static load on spread footings D Note that in the first reference cited above, no specific reasoning or analysis was given as to how these typical KSvalues were determined. This confirms the well-recognized fact that Terzaghi’s bearing-capacity theory is r1194-94 the most conservative one.

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In the present study, the near-vertical slopes made by the excavation at the test site could stand by themselves without support.

Danish Geotechnical Institute, Bulletin The west boundary of the basin is the Tatu Terrace, and the east boundary is the Taiwan Western Foothills. The following conclusions may be drawn based on the results of the present study of a gravelly cobble deposit: Settlement is caused by the contact pressure q.

Large Scale Plate Load Tests

Nevertheless, the tests d11994-94 conducted from small plate to large plate, with a 10 day time interval between the tests, to minimize the effect. 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.

A more economic design of the mat foundation for high-rise buildings may be prescribed. However, Terzaghi’s values were established primarily from the viewpoint of adtm mechanics and did not consider the effect of structure stiffness. This gave a total allowable load of kN t.

The test procedure and placement of other devices are summarized as follows: In Proceedings, use of in situ tests in geotechnical engineering. Evaluation asgm coefficients of subgrade reaction. However, once the foundation settles, the contact pressure redistributes.