ASTM D1194-94 PDF

May 26 2020

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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This gave a total allowable load of kN t. The space between the top and base plates is backfilled with selected soils. For each plate-load test, a contact pressure of about However, Terzaghi’s values were established primarily from the viewpoint of soil mechanics and did not consider the effect of structure stiffness.

The particle-size distribution of the composite gravelly cobble deposit with sand matrix is shown in Fig. However, such simplification is generally needed for a practical d1194–94 design of mat foundations and represents the current state of practice in Taiwan. It was decided to lower the water table, by pumping, to below the depth of the plate during the test to provide a desirable working environment. This reinforces the observation about the relationship between the modulus of subgrade reaction and the size of the plate in the case of the gravelly cobble deposit.

It can also be time dependent, since much of the settlement of mats on deep compressible soils is due asym consolidation. Thus, results from the three plate-load tests were readily comparable.


Soil profile of the test site. The bottom layer is a gravelly cobble deposit, occasionally with thin layers of sand. Modulus of subgrade reaction: Their assistance is greatly appreciated.

Canadian foundation engineering manual. Schematic diagram of the plate-load test setup: Standard d194-94 methods as prescribed in ASTM b were followed.

Hansen’s formula appears to be most accurate d119-494 the present study. The field portion of the study included a test pit exploration and plate-load tests. Thus, they are generally too conservative for the design of mat foundations. Thus, it was concluded that the total pull-out resistance of the eight reaction anchors would be 14 kN tmuch greater than the required total allowable load of kN t.

To accommodate larger size plates, it was decided to use eight reaction anchors, each carrying an allowable load of up to kN t. In Proceedings, use of in situ tests in geotechnical engineering.

Exposure of gravelly cobble deposits from an excavation at the test site. This simply confirms the well-recognized fact that Terzaghi’s bearing-capacity theory is usually the ast, conservative.

The west boundary of the basin is the Tatu Terrace, and the east boundary is the Taiwan Western Foothills. The area at the bottom of the excavation was about 4 m2.

Sstm of coefficients of subgrade reaction. 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.

Large Scale Plate Load Tests

Soil samples taken from the test pit were sieved through a set of sieves ranging in size from Although the extrapolation from a small plate to a mat may induce a significant amount of uncertainty, it may be the only feasible choice when dealing with an unusual soil formation without prior experience.


Introductory soil mechanics and foundations, The McMillan Co. In the present study, the near-vertical slopes made by the excavation at the test site could stand by themselves without support.

The modulus of subgrade reaction is of particular importance in the local practice of designing high-rise buildings on mat foundations. Principles of foundation engineering.

Proctor penetrometer | Matest

When in doubt, a parametric study should be conducted to evaluate the effect of the uncertainty of the KS values on the mat design. Figures 5 and 6 show d1194-4 diagrams of the setup of the plate-load test, Fig.

Concrete International, 13 4: 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 soil profile of the test site is shown in Fig. Study of field direct shear tests in terrace deposits and Toukoshan conglomerate formation. Figure 7 shows the complete setup for the plate-load test. In this calculation, a reduction factor of 0.