Is limit state design a judgement killer?

149A equation which is solved numerically.

844245 Clay anchors - a Caribbean case history Jones, D A; Spencer, I M Ground Engng V17, NI, Jan 1984, P36-42

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An anchored sheet pile wall was constructed to provide temporary earth support for Trinidad and Tobago's £50 million financial complex. Nearly 400 temporary clay anchors were installed and this provided an opportunity to prove the efficiency of a recently developed post-grouting technique. 844246 Influence of vegetation on the swelling and shrinkage of clays Penman, A D M Ground Engng V17, N2, March 1984, P11-13

Report on the symposium organised by the British Geotechnical Society to discuss 7 papers on the subject of the influence of vegetation on the swelling and shrinkage of clays, published in Geotechnique, June 1983. 844247 Grimsby bridge pier plies provide eompesite foundation and support columns Ground Engag VI7, N2, March 1984, P18-21

The bridge piling job for a road bridge across Gdmsby's Alexandra Dock, Humberside, UK, has been completed. Fill was placed on the existing dock embankments to extend them ready for the building of a 3-span bridge. Abutment piles have been installed, founded in the underlying chalk stratum. The piles in the dock have been sunk - these act as a composite foundation and support column for the bridge. 844248 Slrr and foundation setthanents - recent developments Clayton, C R I; Dikran, S S; Milititsky, J Highway Engr V30, N6, June 1983, P2-7

In recent years attempts have been made to standardize the SPT apparatus and procedure. At the same time comparisons between observed and predicted settlements have led to the development of new methods of prediction. 29 refs. 844249 Forced flexural vibratiom of a Timmhenko ¢OJnmnsupported by an elastic hail-space Wada, H lat J Engag sea V22, NI, 1984, PI-12

On contact problems in u inlmmngemams half-spaee Fabrikant, V I; Sankar, T S lnt J Solids Struct V20, N2, 1984, P159-166 Asymmetric contact problems are considered for an inhomogeneous half space whose elastic modulus is a power function of the depth, and where the contact area is assumed to be a circle. An expression is derived for the displacements outside the contact region directly in terms of the known displacements inside the region. The case of arbitrary loading outside of a punch is used as an example. 844252 Analysis of the pile foundation system for a North Sea drilfing platform Clausen, C J F; Aas, P M; Almeland, I B Norw Geotech last Pabi N143, 1982, 7P

Presents the computed stresses in a North Sea steel platform and the supporting piles, for different assumptions related to key foundation parameters. The jacket-pile-soil interaction is analysed for equivalent static loads. The analyses indicate that a number of parameters needed to model the pile foundation system have a limited influence upon stresses in the piles and a negligible influence upon the stresses in the superstructure. Foundation parameters of some importance are the seabed scour assumption and soil modulus used to evaluate pile-soilpile effects. 844253 Review of foundation design principles for offshore gravity platforms Andersen, K H; Lacasse, S; Aas; P M; Andenaes, E Norw Geotech last Publ N143, 1982, 16P

Reviews some important aspects of current foundation design practice for gravity platforms: foundation stability analyses, determination of acceptable and expected platform displacements, magnitude of displacements caused by wave forces exceeding the ultimate capacity of the foundation, effect of design storm assumptions, and laboratory soil testing procedures. 844254 Reduction of pore water pressure beneath concrete gravity platforms Eide, O; Andresen, R; Jonsrud, R; Andenaes, E Norw Geotech last Puhi N143, 1982, 8P

The plane stress problem of forced flexural vibrations of an elastic column supported on an elastic half space and subjected to a sinusoidaUy varying force at the free end is investigated using Timoshenko's theory. Results are compared with those from the Bernouilli-Euler theory. It is concluded that for a structure that is moderately slender and with a soft foundation, the Bernouilli-Euler theory is sufficient where the first resonant frequency is important.

All 6 Condeep platforms in the North Sea so far have been equipped with steel skirts penetrating 3.5-5m into the sea bed. These skirts divide the platform base into compartments that can be drained separately. The drainage system carries out 3 functions: it speeds up consolidation settlement, water pressure can be adjusted in each compartment separately to make corrections for tilt, and it improves the stability of the foundation.

84425O Contact lm~dem of an orthotrople ~ half Mace Bakirtas, I lnt J Engag Sci V22, 314, 1984, P347-359

844255 Foundation engineering on permafrost on Svaibard (In Norwegian) Gregersen, 0 Norw Geateeh last l~bi N147, 1983, 6P

elastic

The problem of a rigid punch on an elastic half plane with orthotropic and non-homogeneous material is considered. The axes of orthotropy are chosen to be parallel and perpendicular to the edge of the half plane. Non-homogeneity is introduced along both these axes with exponentially varying elastic constants. The model is suitable for the idealization of a soil with inclined layers hardening with depth and strengthened by dense vertical piles. The Fourier Transform Technique is used to reduce the mixed boundary problem to a single integral R.M.M.S. 21/4--G

844256 Is limit Mate de~gl$ a ~lgemellt ]ciDer? Mortensen, K Norw Geotech lg~t l~bi N148, 1983, 16P

Text of the Sixth Laurits Bjerrum Memorial Lecture, 15 March 1982. The main principles for the application 0f limit state design in Denmark are considered. An analysis of foundation

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failures recorded by the Danish Geotechnical Institute is used to indicate the factors that control foundation safety. Examples from practice are used to demonstrate the ambiguity of the concepts of safety for real structures. 844257 Tank-farm construction - 1. Here are new approaches to tank farm construction

Ahmed, S Off Gas J II82, N4. 23 Jan 1984, P55-59 Foundations for tank farms to store petroleum products require special consideration since they represent an abnormally high percentage of construction costs. Soil improvement of soft and compressible soils is one method of foundation construction. Several methods of static and dynamic soil improvement are outlined. First of a series of 3 articles. 844258

Tank-farm construction - 2. Tank-soil interaction in tank-farm construction Ahmed, S Oil Gas J I,'82, NS, 30 Jan 1984, P152-157 This paper surveys the interaction of tank and soil as the result of soil-improvement approaches. The soil improvement is time dependent. Tank-soil interaction should be monitored by using geotechnical instrumentation and evaluation methods to fulfill two underlying objectives: (1) the bearing capacity of the soil at any time during the soil improvement programme should be higher than the applied load, and (2) the magnitude and the rate of soil settlement should be such that it does not detrimentally affect the structural integrity of the tank. Second of a series of 3 articles. 844259 Tank-farm construction - 3. Here are performance evaluation methods for soil improvement and tank-farm construction

Ahmed, S Oil Gas J V82, N6, 6 Feb 1984, P127-131 Discusses the performance evaluation of soil and tank behaviour during a soil improvement programme for tank farms to store petroleum. The behaviour of the tank should be evaluated independently and concurrently for the 3 components of the tank: the shell, the bottom plate and the shell-bottom plate connection. Pore water pressure, vertical settlement and lateral displacement should be considered when evaluating the soil behaviour. Last of a series of 3 articles. 84426O

Determination of the deformation properties of bedrock under turbine foundations Hiltscher, R; Carlsson, A; Olsson, T Rock Meeh Rock Engug V17, NI, Jan-March 1984, P37-49 Presents an improved investigation technique for in situ determination of the deformation properties of foundation rock masses. The technique allows testing of a circular, lsq m area of rock. A new device that produces uniformly distributed loading of the rock surface is described. 844261

Design categories of slabs on an elastic Winlder foundation Fraifeld, E B Soil Mcch Found Eugng vIg, N5, Sept-Oct 1982, P208-210 A method of determining a design classification for slabs, as opposed to beams, on an elastic Winkler foundation is proposed. Three design categories are suggested: rigid, of average rigidity and flexible. The criterion chosen for assigning a slab to a category is the passive pressures resulting from a concentrated load at the slab centre. Graphs for establishing slab category based

upon (a) pressure under the slab corner and (b) pressure under the middle of the slab's sides are presented. 844262 Effect of inelastic soil deformations on forces in crossed-strip

foundations Obozov, V I Soil Mech Found Eagle VI9, NS, Sept-Oct 1982, P211-215 A method is proposed for calculating the forces in crossed-strip and slab foundations on slump-prone soils and undermined ground, taking into account nonlinear inelastic deformation of the soil. 844263

Calculation of the stability of noocohesive foundation beds under inclined loads

Dombrovskii, V N Soil Mech Found Emgng V19, N5, Sept-Oct 1982, P216-220 844264

Pre-fallare dilatoney and the stress di~ril~tion in a ~ y jointed rock mass

Pender, M J; Graham, C J; Gray, W J Proc 5th Congress of tke lntematimud Society for Rock Mechanics, Melbourne, 10-15 April 1983 111, PCt65-C171. Publ Rotterdam." A. A. Balkema, 1983 The results of some prefailure dilatancy studies using finite element analysis are presented for a rock mass beneath a footing and adjacent to the shaft of a socketed pile. In the former it is found that the vertical stress distribution for the dilatant case is nearly identical to that of the elastic case, but the other normal stress components are affected by the dilatancy. For the case of an embedded pile it is shown that tittle of the load is transferred to the pile base and that the most significant effect of the dilatant behaviour is the increased circumferential stress near the top of the pile. It is concluded that prefailure dilatancy can be expected to give a net improvement in the behaviour of a socketed pile. 844265

Horizontal behavionr of I~eX foundation on a soft rock Maeda, H Proc 5th Coqress of the imerMtioMi SociGty for Rock Meclumics, Melbourne, 10-15 April 1983 VI, PC181-C184. Publ Rotterdam: A. A. Balkema, 1983 Through in-situ horizontal loading tests on full-scale pier foundations constructed on a soft-rock slope, it was found that the behaviour of soil-pier systems could be explained by the beam theory on elasto-plastic foundations using the ground reaction, that is the displacement relationship obtained from the test at each point in the ground. Further it was established that the upper limits of ground reaction could be determined from a bearing capacity formula employing Coulomb's law ofshearing resistance. 844266 Improvemonts of k a r s ~ ground fomdation for a large hydraulic structure

da Costa Nunes, A J; Vasconcelos, E M; Santiago, W B; Couto de Souza, J L Proc 5th Coqeess of the lmer~liamM ,~¢icty for Rock Moc&udcs, M e ~ , 10-15 April 1983 111, PC185-C189. Publ Rotterdam: A. A. Balkema, 1983 The Jaiba irrigation project, Brazil, includes the construction of a large pumping station with a water discharge o f 80cu m/s. Three foundation types were suggested: l a r ~ diameter piles, small diameter piles and a shallow foundation set on ~ p r o v e d terrain. A test area, in the zone where boring indicated the most