~SA

83218~ LAMINATED CLAY MADE STABLE WITH STONE New Civ Engr, N512, i~ Oct 1982, P26

The M65 motcrwa~ is to cross a series of very unstable clay slopes. This section is to be stabilised using stone 'piles' which are expec- ted to increase the soll shesr strength.

832185 APPRAISAL OF THE INFLUENCE OF A CURV~ FAILURE ENVELOPE ON SLOPE STABILITY. TECHNICAL NOTE

Charles, J A Geotechnique, V32j E~, Dec 1982, P389-3~

It is conclmded that where a stability ar~lysis is carried out by appraximating the actual curved failure envelope to a Mobr-Coulcmb linear envelope, care is needed to ensure that the approximation is made far a range of normal stresses aPlropriate to the problem urger ana~-ais.

8S~186 NO~LOCAt VARYATIONAL MK%'HOD IN STABILITY ANALYSIS Brabhakar Narayan, C G; ~atkar, V P;

R ~ , T J Geotech ~ Div ASCE, Vl0@, NGTll, Nov

1982, P14h.3 -lb-59

A mathematical technique is developed few ana- lyzing the stability analysis in terms of effec- tive stresses. The stability eqmatioms arc obtaim~ based on limiting equilibrium condi- tions. The factor of safety defining the stable state of equilibrium is derived with respect to shear stremgth and follows CoulomB-Mohr fail- ure criterion. The analysis considers the in- fluence of effective Inter-slice fc~'cesj add makes no a priori asst~nption regarding the shape of the slip surface, interrel stress distribution cr on the point of application of horizontal effective thrust line. The analysis is treated as a minimization l~oblem in the calculus of variations. Using the critical slip surface, the minimum factor of safety is obtained.

832187 SAFETY FACTORS FOR ~2OBABILISTIC SLOI~E DESIGN D'Anirea, R A; Sar~rey, D A J Geotech Emgng Div ASCE, VI08, ~Tg, Sept

I~2, PIIOI-III8

Presents a probabilistic method for determining a slope geometry possessing a Im~eseleeted desired failure probability under given soil conditions, using partial factors of safety. Sow~ces af bias on strength estimation and analysis technique are described and treated stochastically. Several parameter sensitivity studies are pre- sented and lead to the conclusion tha~ 1)las on strer~ estimation, as well as variation in spatial average strength, influence design most sigrdficantly. 42 refs.

832188 STABILITY OF SLOPES BY METHOD OF CHARACTERISTICS. TECHNICAL NOTE

Siva Reddy, A; Venkatakrishna Rao, K N J GeOtech EI~mg Div ASCE, Vl08, N~Tg, Sept

1982, PI182-I186

The method of characteristics with some simpli- fying assum~ioms (shear strer~ varying with dep~./uj t h e soil mass treated as a series Qf is~ers) is used in the stability smalysis of a straight slope. Factors of s a f e t y of a given slope at different heights are derived.

832189 INFLUENCES ON THE PROBABILITY OF FAILURES OF SLOPES

Farsterj W; Weber, ~ Proc 10th International Conference on Soll

Mechanics and Foundation Engineering, Stockholm~ 15-19 June 1981 , Vl, P127-130. Publ Rotterdam: A. A. Balkema, 1981

Using Frohlich's method, a stochastic variable is presented to express the static stability of slopes in terms of failure probsbilities. The cohesion and the coefficient of friction are treated as random variables. The influence of correlation between these var~able~ b snd of dif- ferent density functions for the variables are investigated.

Hydraulic structures

832190 STABILITY OF TRENCHES UND~ }~S~TONITE SUSPENSION Bertero, M; Marcellino, P Proc 10th Internatio~l Conference cn Soll

Mechanics anl Founlation Engineering, Stockholm, 15-19 June 1981, V1, P~1-46. Publ Rotterdam: A. A. Balkema, 1981

The stilly of the behaviour of large trenches is of importance due to the increased tendency to replace caissons and gravity walls with rein- forced dial~hragm walls in harbour wc~ks, espec- ially in the case of deep sea beds. The stab- il~ty (~ large T cross-section excavations under bentonite suspension is examined by measuring concrete sbsorption during pouring. Measurements are correlsted to the specific weight of the mud, tidal level and excavation modalities.

832191 COLLAPSIBLE SOIL FOUNDATION OF CANALS IN CENTRAL BRAZIL

Wolle, C M; Benvenutoj C; Carva]_ho, P A S Proc 10th Internationsl Conference on Soll

Mechanics and. Foundation Engineering, Stockholm, 15-19 June 1981 , V1, P277-280. Publ Rotterdam: A. A. Balkema, 1981

The occurrence of collapsible soils in the foundations of large irrigation canals in Brazil initiated lab tests, field tests and ponding of an experimental stretch of the main canal. The canals had been designed to be built with esrthfill and concrete linings and therefare settlement would result in severe ~roblems. Settlement predictions were established which were larger than observed during porzling. The solution adopted to prevent settlement was the replacement of the superficial layer of the foundation with a compacted fill.

Earth retaining structures

832192 COMPRESSION RINGS SUPIK)RT DEEP CUT Lalwani, C L Civ Engng, N Y, V52, N12, Dec 1982, I~0-51

Compression rings 8r~ sheet piles were used to brace a large open excavation during con- struction of the Cuymhoga Valley Lift Station, Ohio, USA, in order to protect adjoining buildings.

832193 NEW START IN BRITAIN FOR REINFORCED EARTH Parklnson, J New Civ Engrj N512, 14 Oct 1982, P16-17

56A

Describes the 'reinforced earth' technique. The inventor, Her~i Vid~i, has recently won several patent infringement actions in Britain, leaving the way clear for future British projects using 'reinforced earth'.

832194 COLLAPSE L~<IT ?TATEs OF REINFORCED EARTH RETAINT NG !JS~S

Bolton, M D; Pang, P L R Geotechnlque, V32, N4, Dec 1982, P349-367

Investigates-whether or not methods of design for reinforced earth systems represent valid pre- dictior~ of realistic limit states. To clarify the nature of appropriate collapse criteria, 80 centrifngal model tests of simple reinforced earth retaining walls were carried out. These show that it is necessary to revise the defini- tion of the tensile limit state in reinforced earth structures: the important factor being the first approach of a reinforcing element to its ultimate tensile strength.

832195 CONSTRUCTION OF A REINFORCED EAPTH ABUTMENT AND WALL AT }I~RYHTLL

Smith, R J H Ground Engng, VIS, N6, Sept 1982, P33-38

Case study of the construction of the first British bridge abutment and associated retaining wall at the Maryhill shopping centre, Glasgow. These structures were also the first in the UK to use ribbed reinforcing strips.

832196 FAILURE OF AN ANCHORED BULKHEAD Daniel, D E; OIson, R E J Geotech Engng Div ASCE, V108, NGTI0, Oct

1962, P1318-1327

A 240m long anchored bulkhead with a height of 20m was designed more or less in accord with published recon~nendations by several acknow- ledged experts. Nevertheless, the wall failed. Post-failure analysis indicated that the source of error was a lack of understanding of soll behavlour under conditions involving significant excavation near the bulkhead. The design was adequate for undrained conditions but was In- adequate for fully drained conditions. Auth.

832197 CENTRIFUGE MODELING OF LATERAL EARTH SUPPORT Shen, C K; Kim, Y S; Bang, S J Geotech Engng Div ASCE, VI08, NGTg, Sept

1982, PI150-1164

Using the centrifuge modelling technique, a series of reinforced lateral earth support model tests were perfc~med to identify the possible failure mechanism, and to verify a limit equilibrium method of analysis for the stability of the system. The results of the model stilly show good agreement with theoretical predictions based on a plasticity solution for- mulated for analyzing the reinforced lateral earth system. The results indicate that cent- rifuge model testing is a useful tool for in- vestigating the stability of earth structures particularly in the absence of prototype failure records.

832198 CONSTRUCTION OF A PILE WAI~L IN A ROCKFIII DAM Bredenberg, H; Adding, L; SJokvist, K Proc 10th International Conference on Soil

~<echanlcs and Foundation Engineering, Stockholm, 15-19 June 1981, Vl, P57-64. Publ Rotterdam: A. A. Balkema, 1981

832199

832200

832201

With the expansion of the Harsprangets power station in Sweden, a large pert of a 20m high rock-fill dam had to be excavated and removed while, at the same time, the level of water up- stream of the dam could not be lowered. ?Lter a number of alternative plans had been consid- ered, it was decided that the excavation work would be carried out within pile -~lls, con- sisting of drilled-in, reinforced tubular steel piles. The gaps between the piles were sealed with shotcrete and the walls were anchored in the rock by prestressed tiebacks. A compre- hensive control progr~mr~e ~s prescribed. Only small movements of about 2cm occurred in the dam during the construction period.

FIELD PERFO~VANCE OF A LATER~ KaI~T~{~ SUPPORT SYSTEM

S~en, C K; De Natale, J S; Bang, S Proc 10th International Cor~erence on Soll

Mechanics and Foundation Engineering, Stockholm, 15-19 June 198! , V!, P2~3-246. Publ Rotterdam: A. A. Balkema, 1981

Describes the construction of a new lateral earth support system fer a 10m deep excavation, based on the concept of soil reinforcement. The system is composed of an array of reinforcing anchors grouted into the soil mass, a wire mesh reinfc~ced shotcrete panel facing, and rows of rebars forming horizontal wales. Field perform- ance was monltc~ed and observations compared with finite element predictions.

Base courses and pavements

See also: 832018, 832023, 832129

ANALYSIS OF RIGID PAVEMENT ON VISCOELASTIC FOUNDATIONS SUBJECTED TO MOVING LOADS

Bandyopadhyay, S S Int J Nt~n Anal Meth Geomech, V6, N$, Oct-Dec

1982, P393-h07

The dynsmdc behaviour of a road structure has been analysed by idealizing the subgrade with different viscoelastic models having three and four elements. The complex Fourier transform- ation has been used to solve the resulting dif- ferential equations. The results are presented in non-dlmensional farm. A detailed study has been made to determine the effect of different parameters on the deflection and moment of the pavement. Also, the relative implications of idealizing the subgrade with different visco- elastic models have been studied. A metrical example has been solved.

ROAD TO DETOUR LAKE ADVANCEs Cave, D; Wilson, R Can Min J, VI03, NI0, Oct 1982 , P28-32

The use of geotextiles in road construction across muskeg and swamp in northern Canada is described, together with case histaries. The road structure is sustained in two ways: (1) the geotextile separates the road base from the soft subgrade, and (2) less granular fill is needed to provide a strorg road. Settle- ment is initially rapid and further consolida- tion negligible.