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 and subgrade reaction in this geologic formation. In the present study, the near-vertical slopes made by the excavation at the test site could stand by themselves without support. Foundation analysis and design. This paper presents the result of plate-load tests conducted on a gravelly cobble deposit in Taichung Basin, Taiwan.

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. Soil is an inelastic, nonhomogeneous material, and thus a precise characterization of its mechanical behavior usually requires more than two parameters.

Large Scale Plate Load Tests

Test method for density and unit weight of soil in place by the Rubber Balloon Method D Particle-size distributions f1194-94 the gravelly cobble deposit and the d194-94 matrix.


Figures 5 and 6 show schematic diagrams of the setup of the plate-load test, Fig. Adjust the plate so that it has good contact with the ground at the bottom of the excavation. In addition, the load test with the 1. However, such simplification is generally needed for a practical structural design of mat foundations and represents the current state of practice in Taiwan.

Proctor penetrometer | Matest

However, the decreasing trend is not as sharp as those suggested by Terzaghi eqs. In Proceedings, use of in situ tests in geotechnical engineering. The area at the bottom of asm excavation was about 4 m2. The geologic formation of the gravelly cobble deposit makes it very difficult to obtain large undisturbed asm for laboratory testing. 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.

Subgrade modeling for mat foundations: Figure 13 shows a comparison of these decreasing trends i.

Design of reaction anchors The first step in the design of reaction anchors was asm estimate the ultimate bearing capacity of the plate. As shown in Table 1, the values back-calculated with Terzaghi’s formula are lowest. Ruler is approximately 30 cm long.

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. Various ranges of KS values have also been proposed by other engineers Bowles ; Das Accepted June 29, The third layer, from 2 to 2.


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 d119-494 concept. Shoei-Muh Wei assisted in several aspects of this study. These values should be used with caution. Prototype load-bearing tests for foundations and pavements. Beneath the alluvial fan gravel and cobble deposits is the Late Pleistocene conglomerate formation, which extends as deep as m. The top layer is a fill of about 0.

A mat foundation usually consists of three parts: Hansen’s formula appears to be most accurate in the present study. The bottom layer is a gravelly cobble deposit, occasionally with thin layers of sand.

Figure 1 shows a geologic map and profile of the Taichung Basin. Note that in all bearing-capacity calculations reported herein, the groundwater table was assumed to be at a depth of 6. The main reaction beam, measured at 13 m by 1.