Conclusions
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1.
Kananyan’s calculation scheme and Eq. (1) for determining the bearing capacity of deep anchor foundations (λ ≥ 5) give a substantial overestimation when changing from model to actual conditions, and therefore require refinements.
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2.
To adapt the indicated calculation scheme to the actual working conditions of anchor foundations it is necessary to reduce greatly the design depth of the upward yielding funnel hcr and to take not more than 4–5d for sands and sandy loams.
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3.
Equation (1) should be brought into correspondence with the actual working conditions of the soil in the case of upward yielding, so that it takes into consideration the distribution of the soil’s weight that is involved in friction and the part that is transmitted directly to the anchor foundation during upward yielding.
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Literature Cited
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L. N. Dzhioev, “Experimental investigations of anchorages in cohesionless sands and clays of different water content,” Izvestiya TNISGÉI im A. V. Vintner, Gosénergoizdat,14, 1962.
V. G. Berezantsev and V. A. Yaroshenko, “Strength of sand foundations,” Transportnoe Stroitel’stvo, No. 4 (1956).
M. I. Gorbunov-Posadov, “Consideration of the existence of a soil wedge in sand support soil when determining the critical load on a rigid foundation,” Osnovaniya i Fundamenty-Nauchno-Tekhnicheskii Byulleten’, Nos. 18–19 (1957).
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Additional information
Translated from Gidrotekhnicheskoe Stroitel’stvo, No. 10, pp. 19–21, October, 1970.
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Dzhioev, L.N. Method of determining the bearing capacity of anchor foundations in rockfree soils. Hydrotechnical Construction 4, 924–927 (1970). https://doi.org/10.1007/BF02435056
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DOI: https://doi.org/10.1007/BF02435056