Settlement of raft foundations

66A

842222 Friction circle stability analyses for gravity dams Hamel, J V Proc 24th US Symposium on Rock Mechanics, College Station, Texas, 20-23 June 1983 P205-216 Publ AEG, 1983 The fnctmn circle method is a two-dimensional hmltmg eqmhbnum techmque of stability analys~s which reqmres a potentml failure mass to be m moment eqmhbnum as well as force eqmhbrlum and gives a safety factor based on shear strength A generahzed procedure for friction cxrcle analyses of foundauon shdmg stabd~ty of gravity dams ~s outhned then apphed to an xdeahzed mangular dam and two actual gravity dams

Foundations See abo 842008, 842129, 842153, 842300, 842302, 842303 842223 Foundation engineering for difficult subsoil conditions. Second edition Zeevaert, L New York Van Nostrand Reinhold Company, 1983, 676P Includes chapters on the mechamcal properues of softs, the sohd and hqmd phases of sods, surface subsidence, compensated foundauons, ultimate loading capacity of pdes, pile foundation design and earthquake problems of budding foundatmns

842224 Calculation of a cnst-in-situ screwed pile in a plastic day (In French) Bustamante, M, Gmneselh, L, Cambler, J C Bull Liaison Lab Ponts C&~ssees N127, Sept-Oct 1983. P53-66 A loading test was corned out on a cast-m-sltu screwed pile m Flemish clay to (1) estabhsh the real beanng capacity of th~s type of pile and (2) esumate the values of the different calculation parameters to work out a calculatmn method based upon the interpretation of the pressuremeter and penetrometer tests Results showed that the overall bearing capaoty was high despite its small embedded length and dmmeter and that the pdmg techmque was well stated to the plastic clays of northern France

842225 Cone penetration test and pile bearing capacity prediction (In French) Bustamante, M, Gmneselh, L Bull Liaison Lab Ponts Cha#ssees N127, Sept-Oct 1983, P73-80 The results of full scale loading tests were used to verify the vahdlty of ptle beanng capacity predlctmn methods based on the interpretatmn of the cone penetratmn test and point resistance Piles tested were" (1) cast-m-sltu pdes - simple bored pdes, cased pdes and bentomte bored piles, (2) driven plies - Htype steel pdes and closed base tubes, and (3) injected pdes It was concluded that the proposed bearing factor should be reduced to avoid overesumatlon of the point resistance and the influence of the pile lnstallatmn procedure must be considered The new predlctmn rules proposed are based on an original soft classtficatmn according to the cone resistance

842226 Dynamic response of an embedded rectangular foundation to antiplano shear waves Meade, K P; Keer, L M Int J Solids Struct VI8, N3, 1982, P249-261

The steady state response of a deep, narrow, rectangular loundatmn to ant~plane shear waves ~s studxed Consideration ~s given first to the dynamic response of a single ng~d hne mclustun This result is used to model a rectangular foundation Because the problem is antlplane, the results arrived at for the deep, narrow, rectangular foundation also apply to a shallow w~de, rectangular foundation

842227 Bending of a free beam on an elastic foundation. Technical note Gallagher, A P J Appl Mech (Tvans ASME, Set E) V50, N2, June 1983, P463-465 A method for the analysis of a beam resting on a foundation, subjected to a concentrated load at its centre, ~s presented The foundatmn ~s treated as a two-dimensional, fnctmnless, elastic half space

842228 Side load transfer in driven and drilled plies O'Nedl, M W J Geotech Engng Div ASCE VI09, NGTIO. Oct 1983, P12591266 Driven and drilled piles transfer comparable umt loads to overconsolidated clays, yet the stresses to which they subject the soil are different. Full scale load tests of pdes of both types m the overconsohdated Beaumont clay of Houston, Texas are rewewed, and the measured load transfer relatmnsh~ps are compared The drilled piles transfer more load to the soil at shallow depths, whde the driven pdes transfer more load at depths exceeding about 20ft. The differences are explained by consldenng the different stress paths followed by the soft adjacent to the piles Auth

842229 Dynamic lateral pile-group effect Kagawa, T J Geotech Engng Div ASCE 1/109, NGTIO. Oct 1983. P12671285 Presents the results of a parametric study of dynamic lateral pde group effects. A pale-supported structure ~s represented by an ldeahzed, hnearly elasUc soil-pxle system. Pile group responses are affected primarily by the spacing ratio, the d~mensmnless frequency, and the directional angle between 2 pdes Sprmg and damping coefficients are frequency dependent The results are used to develop a procedure to study dynamic pile-group effects, based upon a beam-on-Wmkler foundation model, for a layered soil

842230 Design font~g area with biaxiul bending. Technical note Jarqmo, R, Jarquio, V J Geotech £ q q Div ASCE VI09, NGTIO, Oct 1983. P13371341 A s~mple method of dlmenslomng a rectangular footing area subject to bending m both the X and Y axes is presented The method is based upon the apphcabdlty of the combined direct stress and flexure formula, le the whole footing area must be m full compression

842231 Settlement of raft foundations Kay, J N, Cavagnaro, R L J Geotech Eqmg Div ASCE VI09, Nil. Not 1983. P13671382