89A

Various numerical techniques now exist to predict the performance of rock-socketed piles. These have generally ignored the influence of socket wall ro~janess on the pile capacity because no technique was available to include this effect. The paper examines the application of a simple model, which accounts for socket w~ll roughness and provides a shearing mechanism at the pile- rock interface, to Iredict the performance of side-resistance-only piles socketed in weak rock. Good agreement was obtained between the predicted load-settlement response using the proposed tech- nique and the actual results of i0 pile tests. Auth.

833218 A~F/q-INJECTED PILES Young, F E Inst Civ Engr Proc, V7~, Feb 1983, P157-160

Report of a discussion on auger-injected piles: the technique, advantages, disadvantages, strength and technical specifications, l0 refs.

833219 LOAD TP~.NSFF'/q t.~CHANISMS IN PILES AND PILE GROUPS

O'Neill, M W; Hawkins, R A; Mahar, L J Geotech Engng Div ASCE, V108, NGTI2, Dee 1982..

P1605-1623

This paper describes patterns of ~easured load transfer in a full-sized, instrumented pile group, subgroups within the main group, ard in single control piles loaded in compression. The effects of residual stresses anl uplift loading on load transfer are also described. Unl% load transfer relationships are presented that are related to the observed properties of the soil, which was a saturated, overeonsolldated clay. 3imilarlties and differences between load trans- fer in single piles and load transfer in a pile group are also emphasized. Auth.

833220 CYCLIC Lt_V~R~L LOAD ON MODEL PILE IN A CENTRIFUGE Hoadley, P J; Barton, Y O; Parry, R H G Proc 1Oth Internatio~ml Conference on Soil

Mechanics and Foundation Engineering, Stockholm, 15-19 June 1981, Vl, P621-625. Publ Rotterdam: A. A. Balkema, 1981

Instrumented ~r~odel piles embedded in a saturated fine s~nd h~ve been subjected to cyclic lateral loads whilst undergoing centrifugal accelerations. The lo~ding equipment and instrUmentation is described and the accuracy of measurements at the model scale is estsblished. The changes in behaviour of the model pile with increasing centrifugal acceleration is discussed ard some trends in the behaviour of the pile-soil system under cyclic loading are indicated. Cmumonly used methods of predicting the load-displacement response of e pile are compared with observed behaviour at both model scale and at prototype scale. Nonlinear load-dlsplacements were evident and soil stiffness in the centrifuge appeared tO sc~le with the square-root of centrifugal acceleration, uth.

Slopes

~ee ~iso: 8332~0

833221 :!ODEL FOR CRLICP~ ING FLGg IN LANDSLIDES "avr~ge, t¢ Z; Chlebor~i, A F Bull ssoc Engng Geol, V19, N4, Nov 1982, P333-

338

833222

833223

833224

833225

A viscoplastic model for velocity profiles found at depth in creeping, plarer landslides is deve- loped using a three-dimenslonal generalised Coulanb failure criterion. Results are co~pared with velocity profiles found in landslides on the Black Sea Coast of the Caucasus, in south- ern California and in Wyoming. It is found in each case that the measured velocity profile is parabolic and reasonably well predicted by the viscoplastic model.

EFFECT OF CORRKIATION ON ROCK sLOPE c-T%2ILITY ANALYSE S

Glyrm, E F; Ghosh, S Proc 23rd Symposium on Rock Mechanics, Berkeley,

25-27 August 1982, P95-I03. Publ Ne~ York: A]~, 1982

The ~4onte Carlo method, used to calculate the probability of failure of rock slopes, assumes that the distribution functions of the input parameters (random variables) are independent of each other. The paper investigates the case where two ~erameters (in this case, Joint fric- tion angle and Joint attitude) correlate. It is concluded that the probability of failure is greatly overestimated when no correlation is assumed compared with the case where there is correlation.

FOURIER ANALYSIS FOR ESTI'tiTING PROBL]~ILITY OF ~LIDING FOR T}~ PLJ~NE SHEAR FAILURE MODE

Ffiller, S V Proc 23rd Symposi~n on Rock k'echardcs, Berkeley,

25-27 August 1982 , P12~-131. PuB1 New Yc~k: A]],~, 1962

In the stability analysis of fractured, rock slopes, random variables in the two-dimensional plane shear analysis of a specified structural discontinuity include the shear strength and waviness angle of the discontinuity and, in some cases, the rock mass density. Estimated probability density functions that describe these random variables are combined by Fourier analysis to produce an estimate of the safety factor probability density function, which appears to approximate a ganmR distribution. The probability that sliding will occur along the specified structure is equal to the area under this density function where the safety factor is less than one.

CAF~E o~fUDIES OF ROCK sLOPE REINFORCEMENT Calder, P N Prom 23rd Symposium on Rock Vechanlcs, Berkeley,

25-27 August 1982, P899-911. Publ New York: AIME~ 1982

Three case studies for the reinforcement of steep, igneous rock slopes at 3 open pit iron are mines in Car~da. The first case involved the reinforce- cent of a rock wedge created by 2 intersecting dykes. This was accomplished using 20cm diameter steel bales installed in vertical holes, and a cement-sand grout. The second case involved a steep dyke that was constantly failing - only the face of the dyke was reinforced with rock bolts, steel straps and wlre mesh. The thlrd case was the reinforc~nent of a berm with steel bales 3 rods and cement grout.

ROCK SUPPORT AT PINE FLAT, A CASE HI~TORY Cogsn, J; Gomez, P M Proc 23rd Symposium on Rock Mech.~nics, Berkeley,

25-27 August 1982, P912-923. Publ New York: AIr..~, 1982