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

Large Scale Plate Load Tests

Ruler is approximately 30 cm long. The apparent specific gravity of the gravelly cobble deposit is 2. Introductory soil mechanics and foundations, The McMillan Co.

The KS value may be determined by semiempirical methods such as that proposed by Vesic A more economic design can be prescribed according to the results of the present study.

Modulus of subgrade reaction: According to the theory of elasticity, the response of an elastic body to a load may be characterized by at least two parameters, such as modulus of elasticity and Poisson’s ratio. These values should be used with caution. The groundwater table was initially at a depth of 5.

Ret-Ser Engineering Agency assisted in setting up field load test equipment, and Mr. This may be because the gravelly cobble deposit is much stiffer than the soils considered by Terzaghi. Accepted June 29, These field tests provide an opportunity to examine the applicability of existing theories on bearing capacity and subgrade reaction in this geologic formation. The groundwater astmm was maintained below the plate at a depth of about 6. The test r1194-94 and placement of other devices are summarized as follows: Sand- and siltsize particles fill the space not occupied by the gravel and cobbles.

Large Scale Plate Load Tests | Gulf Foundation FZE

A relationship between deformation modulus and D1194-944 N for gravels. 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. It can also be time dependent, since much of the settlement of mats on deep compressible soils is due to consolidation. However, in the present study of the gravelly cobble deposit, the relationship between the ultimate bearing capacity and the plate size is not exactly linear.

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Proctor penetrometer | Matest

The Western Foothills are mainly composed of Miocene to Pleistocene sandstone and shale strata. However, the simplest approach of doubling the KS value along the edges of the mat may not yield a satisfactory result Horvath 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 astmm in this regard.

Danish Geotechnical Institute, Bulletin 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 individual reaction anchor was designed according to Littlejohn’s formula. Design of reaction anchors The first step in the design of reaction anchors was to estimate the ultimate bearing capacity of the plate.

Schematic diagram for determination of the modulus of subgrade reaction. A mat foundation usually consists of three parts: Various ranges of KS values d1194-94 also been proposed by other engineers Bowles ; Das The particle-size distribution of the composite gravelly cobble deposit with sand matrix is shown in Fig.

Figure 13 shows a comparison of these decreasing trends i. The main reaction beam was capable of supporting a maximum load of 11 kN t. Shoei-Muh Wei assisted in several aspects of this study. In Proceedings, use of in situ tests in geotechnical engineering. This reinforces the observation about the astn between the modulus of subgrade reaction and the size of the plate in the case of the gravelly cobble deposit. The unified soil classification of the gravelly cobble deposit is GP. The Tatu Terrace is mainly composed of Pleistocene sandstone and mudstone.

The test site is located in the City of Taichung, Taiwan, which is in the Taichung Basin, a concave Neotectonic basin located in midwest Taiwan. Before applying the loads, the pressure gauge and the dial gauge were set to zero. BiTech Publishers, Vancouver, B.

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The geologic formation of the gravelly cobble deposit makes it very difficult to obtain large undisturbed samples for laboratory testing. A sophisticated subgrade reaction model for mat foundations has also been proposed by Horvath Figure 7 shows the complete setup for the plate-load test. Note that in all bearing-capacity calculations reported herein, the groundwater table was assumed to be at a depth of 6.

To interpret the results, the ultimate asstm capacity qu is defined herein as the load or most precisely, the pressure at the intersection of the tangent to the initial portion of the curve and the tangent to the last portion of the curve.

Theoretically, if the contact pressure q and the settlement can be estimated, the modulus of subgrade reaction KS can be determined. The values back-calculated with Terzaghi’s formula are the lowest.

These shear strength parameters along with a unit weight of A length of 12 m was used.

Hansen’s bearing-capacity theory is the most accurate one based on the limited plate-load tests conducted in the present study. The space between the top and base plates is backfilled with selected soils. 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.

It depends on several factors, such as the length and width of the foundation, the depth of embedment of the foundation, the type of structure, and the type of soil beneath the foundation. This simply confirms the well-recognized fact that Terzaghi’s bearing-capacity theory is usually the most conservative.

Relationship between ultimate bearing capacity and plate diameter.