bluuebunny/crossref_metadata_2025_split huggingface dataset:
Some aspects of the Triassic aquifer in east Devon and west Somerset
Authors: Sherrell Frederick William 
Published: November 2007

Summary
The paper reviews the geology of the Triassic in east Devon and west Somerset, presenting new information relating to aquifer thickness and the changes in particle size, which takes place latitudinally. These factors, together with the degree of cementation of the strata, are shown to have a great influence on infiltration, storage and yield. The chemistry of the ground-water is described, and the combined influences of the geology and ground-water chemistry are considered, in relation to the future development of the aquifer.
Some geotechnical and sedimentary aspects of ballclays from Devon
Authors: Best Robert , Fookes Peter George 
Published: November 2007

Summary
Some geotechnical properties of the ballclays of Devon have been related to their mineralogical composition, sedimentary depositional environment and tectonic setting. Small scale sedimentological structures of these predominantly disordered' kaolinitic clays indicate shallow water deposition in a fluvio-lacustrine environment which existed during Oligocene times in the Lustleigh-Sticklepath fault zone. The two principal types of ballclay, the stoneware and whiteware ceramic varieties, have consistently different negative liquidity indices which imply different degrees of overconsolidation. The differences of consistency between the stoneware and whiteware ballclays are considered to have arisen as a result of variations in the intensity of desiccation to which the individual beds of ballclay were subjected shortly after deposition, when receding flood waters allowed drying of the fresh sediment.
The stoneware ballclays are typically stiff to hard, apparently 'intact' clays found inter-bedded with silts and sands, whilst the whiteware clays are hard or very hard, highly fissured and slickensided slightly lignitic clays which occur in close association with lignite seams and in many respects resemble underclays from coal-bearing sequences. Overconsolidation is considered to result principally from desiccation of the individual beds of clay, hence estimates of the former maximum thickness of the ballclay deposits within the Lustleigh-Sticklepath fault zone from one-dimensional consolidation tests using undisturbed and remoulded specimens are precluded.
Engineering problems caused by fossil permafrost features in the English Midlands
Authors: Morgan Alan Vivian 
Published: November 2007

Summary
Trench sections excavated for a gas pipe-line north of Wolverhampton were observed to collapse because of sand infilled wedges intersecting them. The wedges form the remnants of fossil ice-wedge casts which developed in the West Midlands following the retreat of the last ice. Selected examples of collapse features are illustrated and remedial action suggested.
Engineering geology and soil mechanics in project evaluation
Authors: Subramaniam A. Siva 
Published: November 2007

A
spects of project evaluation
which come within the ambit of engineering geologists and soils engineers arise from the physical setting of the project. They are, firstly, concerned to observe and infer the distribution of soil and rocks and the ground water regime, secondly, to assess their implications for the construction of foundations for the structures which comprise the project. The first is geology and the second is foundation engineering. Foundation engineering is a subtle combination of geology and soil mechanics with the intuitive art of judgement and innovation where experience plays an important role. The role of the engineering geologist and the soils engineer is to ensure that the appropriate combination of geology and soil mechanics is used in the assessment of foundation engineering problems.

In the early days, theoretical methods of soil mechanics combined with improved techniques of exploration promised to eliminate the necessity for depending on geological information. For a period engineers felt that it was only a question of time until all the problems in the field of sub-surface engineering, like those in steel and concrete design, could be solved by theoretical methods using values determined by laboratory tests. However, the practical application of soil mechanics, coupled with field observation of performance, often showed large discrepancies between the forecast and the actual events. Re-assessment of case histories invariably showed that such discrepancies were essentially dependent on the geological characteristics of the soils and rocks.
Blind exploration of sites gave way to planned site investigations based on the
The development of the water resources of Northern Ireland progress towards integration
Authors: Manning Peter Inglett 
Published: November 2007

Summary
The paper presents a comprehensive account of the occurrence and distribution of groundwater in Northern Ireland, relating location of potential groundwater sources to the position of the aquifers in the stratigraphical column. Future developments in the management field are reviewed and an appendix provides a discussion of the past legislative history in Northern Ireland with regard to the control of water resources.
Reservoirs for pumped storage
Authors: Anderson J. G. C. 
Published: November 2007

Pumped storage projects involve major civil engineering works costing tens of millions of pounds but are nevertheless an efficient way of storing energy and economically a better method of meeting peak loads than building bigger generating stations. Because they require special environments, reservoirs for pumped storage raise difficult problems in engineering geology.
Such schemes operate with maximum efficiency with heads of the order of 1000 ft and relatively short hydraulic systems. There is no need for natural catchment at the upper reservoir, since water is pumped, but for the same reason the engineering geologist must ensure that minimum leakage will occur. As high-level, small corrie/cwm basins are likely to be used, the upper reservoir site may need to be topographically and geologically suitable for the high dam required to gain capacity.
The limitations of very brief starting time and high output impose severe limits on the lengths of tunnels, etc. and on the position of the power station in the system. The geologist, therefore, has not the same freedom to suggest geologically better tunnel routes and power station sites, and has to give an opinion whether the rocks present are suitable for large tunnels and underground power station chambers.
At the lower reservoir site, unless there is a considerable natural inflow, leakage must again be reduced to a minimum. Moreover, as the lower reservoir is often in developed areas, very careful account must be taken of possible alterations to the water table and of the results of large and frequent
Embankments on soft alluvial ground
Authors: Rowe P.W. 
Published: November 2007

Summary
Following a brief statement of the normal engineering solutions, soil mechanics design procedures are discussed in relation to site investigation, sampling, testing techniques and analysis.
The arrangement of the geological features of a soft deposit dominates all stages of design. Soil specimens have to be representative of the strata in location, quality and size for adequate prediction of the strength and the consolidation of alluvial deposits. Permeable fabric normally allows the foundations of small embankments (5 m) to consolidate rapidly but larger embankments may require a limited number of sand drains to avoid serious pos-construction settlement.
Centrifuge studies allow a check on design provided the strata and their fabric are properly represented in the model.
The role of The Geological Survey of Northern Ireland in highway construction problems
Authors: Manning Peter Inglett 
Published: November 2007

Summary
The relevance of geological factors in the selection of routes, and at later stages in feasibility studies and in construction of highways, is shown by reference to case histories dealt with by The Geological Survey of Northern Ireland. Specific examples include the Ml and M2 (Northern Ireland), Belfast Urban Motorway (Phase 1) and Belfast Outer Ring Road.
The stability of a rock slope containing a wedge resting on two intersecting discontinuities
Authors: Hoek E. , Bray J. W. , Boyd J. M. 
Published: November 2007

Summary
The problem of the stability of a rock slope containing a three-dimensional wedge resting on two intersecting discontinuities is analyzed by means of engineering graphics, using spherical projections and analytically. The effects of an obliquely inclined upper slope surface, a tension crack behind the slope face, water within the tension crack and on the sliding surfaces and an external force, due for example to a cable anchor, are included in the analysis. Resistance to sliding results from both friction and cohesion on the sliding surfaces.
A worked example, using all three methods, is given.
An investigation of the stability of a proposed hotel in the Avon Gorge, Bristol
Authors: Larnach William J. , Bradshaw Reginald 
Published: November 2007

Summary

The proposed multi-storey building was to be located on a site which slopes steeply towards the River Avon. The site was close to one, at a lower level, which had shown evidence of local instability, and which formed the subject of an investigation by
Skempton & Henkel (1959)
. The previous work showed that it was possible for material lying above a clay layer to slide obliquely outwards towards the Avon Gorge. A new site investigation was therefore undertaken to discover the nature, extent and frequency of other clay layers which might be present, to assess the condition of the limestones, and to discover the site groundwater conditions. Stability analyses were made using the sliding model postulated by Skempton & Henkel. Since porewater pressure is zero or nearly so the results of these analyses can be simply presented.

It was concluded that high level foundations were not suitable for this building on this site, and that the foundation loads should be transmitted by means of piers of variable lengths up to a maximum of 140 ft, through the interbedded clay layers to sound limestone. The same basic analysis was used to investigate the stability of the excavated faces (about 30 ft deep) at the rear of the site.
A Regional Engineering Geological Study of the London Clay in the London and Hampshire Basins
Authors: Burnett Alister D. , Fookes Peter G. 
Published: November 2007

Summary
The study was devised to investigate certain regional relationships between geological and engineering index properties of the London Clay. Geological data including lithology, bed thickness and structural contours and an important new sedimentological and palaeontological zonation system of the London Clay were related to the detailed mineralogy of the clay. The mineralogical and lithological characteristics (mainly grading) were found to have a fairly close relationship to engineering index properties of the clay and from this various geological and geotechnical properties were linked.
Geological data were mainly gathered from published information and geotechnical data from several Firms and Organizations working in the London and Hampshire Basin areas. Mineralogical data were obtained by analysis of over 300 samples from 22 field sections of the London Clay.
Examples on a regional scale of computer and manual plots of clay zones are given as well as maps showing palaeogeography, mineralogy and engineering property distributions. Examples of the geological and geotechnical depth profiles which were used to establish relations between lithology, zonation, mineralogy and geotechnical properties are also given.
The results of some laboratory experiments to study the processes and effects of sediment deposition, erosion and weathering are discussed and related to the field work.
Although the work can only be considered as a pilot study the results in the form of maps, sections and general conclusions indicate that future development of the techniques should be of geological and geotechnical interest and value in predicting the general engineering conditions in new sites within the area.
Collapsing behaviour of some loess soils from Normandy
Authors: Audric T. , Bouquier L. 
Published: November 2007

Summary
The susceptibility to collapse of loess soils from Normandy was examined in the triaxal apparatus both at natural moisture content (UU test), and after saturation (CU test). In order to prevent the sample from collapsing before the CU test, the lateral stress was applied before the samples were saturated.
Saturated loess soils show two very different types of behaviour depending on the void ratio. At high void ratios the stress path shows a collapsing structure which does not occur at low void ratios. The behaviour at natural unsaturated moisture content seems to depend on the clay content.

After a comparison with some results obtained on loess soils from the Paris area, the following conclusions are established:

that there is an analogy between the behaviour of collapsing loess soils and that of sensitive clays,

that the Feda criterion may be used to predict the collapse of a sample
(Feda 1966)
, and

that there are difficulties in using this criterion for practical problems due to the
in situ
variation of void ratio.
Engineering properties, groundwater conditions, and the nature of soil movement on a solifluction slope in North Norway
Authors: Harris Charles 
Published: November 2007

Summary
Solifluction during the spring thaw was observed on a till slope of between 5° and 14° in the Okstindan Mountains, Norway. Stability analysis suggested that on the lower slope angles considerable artesian pore pressures would be necessary for failure by sliding to occur, but that on the 14° slope pore pressures only slightly higher than hydrostatic could generate shearing within the soil. However, excavation of a buried plastic tube in the 14° slope section revealed that over a five-year period no shear planes had developed in the soil, soil displacement decreasing gradually with depth and dying out at a depth of 500 mm below the surface. A total surface movement of 82 mm had occurred over the five year period. It was concluded that movement took place as a result of frost creep enhanced by short-term localized liquefaction at the thaw plane as the water-saturated soil resettled to fill the voids left by melting ice lenses. With the clearance of ground ice from the slope, drainage was no longer impeded, and the soil became freely draining and stable.
Investigating old dams
Authors: Little A. L 
Published: November 2007

Summary
Examples are given of three dams, two rather old, water impounding dams, the other, more recently constructed, for retaining industrial waste. All three dams suffered some degree of failure and, as a result, were investigated more fully than would otherwise have been the case.
At Lluest Wen, following emergency grouting and other work, a detailed examination disclosed so many imperfections in the puddle core that a new slurry trench cut off was provided. A 20 ft diameter shaft at the draw-off works was partly investigatory, partly for remedial works.
The industrial waste dam developed alarming symptoms during its construction and suffered a partial failure. Following investigations, remedial works were put in hand. Even during the progress of these, there were further untoward events but finally, the dam was stabilized.
Tittesworth dam suffered a downstream slide during works to raise the impounding level. The original site investigation failed to find foundation weaknesses which were not fully disclosed until excavations were made during the course of the reconstruction. A search of the owner's records showed that the slope had slipped during the original construction.
Discussion by D. H. L. Keeble
Authors: Keeble D. H. L. 
Published: November 2007

There are a number of factors to be considered when deciding the position of a road, such as:

(a)
The position of towns and villages

(b)
The positions of rivers

(c)
The positions of passes in mountains

(d)
The positions of flood plains

(e)
The position of material required for the construc ion of the road.

(f)
The position of materials likely to give future rouble, such as highly expansive clays, collapsing ands, deleterious salts, wind blown sand belts.

Faced with all these factors it is a problem to decide exactly where the road ought to go. As far as Saudi Arabia is concerned, the main factors are:

(i)
The positions of towns and villages

(ii)
The position of sand dune belts-these vary very much in width and height and if possible the narrowest and least high should be chosen so that the road can pass over the sand dunes at the specified grade without having to cut into them or disturb them unduly.

(iii)
Mountain passes and escarpments.

(iv)
Flood plains which may contain deleterious salts.

(v)
The position of construction materials, particularly rock which can be crushed either for concrete or for use as a base material with or without bitumen.

(vi)
The availability of potable water for use in concrete. n considering all these factors aerial photographs are of immense importance, but they are not always available at the reconnaissance phase, so that the selection of alternative routes for detailed consideration
Geotechnical properties and behaviour of some stabilized Nigerian lateritic soils
Authors: Ola S. A. 
Published: November 2007

Summary
This paper is the final of a series concerned with work conducted at the Ahmadu Bello University on lateritic soils. It summarizes the properties of cement, lime and bitumen stabilized lateritic soils and makes recommendations for field trials. For road construction, the recommended percentages of cement are 3 percent for A1 and A2 soils; 5 percent for A4 soils and 7 percent for A6 and A7 soils. Only A2 soils are recommended for stabilization with lime as base materials and a minimum of 6 percent lime should be utilized for field trial. Bituminous stabilization should be used for the sub-base course only on lightly trafficked roads. The recommended soils are A1, A2 and A3; and 2 to 4 percent of bitumen is recommended for field trial in the first instance.
Soil cement stabilization for low cost one storey buildings is advocated. 5 percent cement content is recommended in the first instance but this could be reduced depending on laboratory results. Reasons for the better success of cement stabilization with lateritic soils are discussed.
Discussion on ‘Threshold Slopes in south Wales’ by W. C. Rouse & Y. I. Farhan
Authors: Gray R. A. , Gardner G. D. 
Published: November 2007

The authors present an interesting account of the role of rapid mass movements in the slope morphology of South Wales. They attribute much of the slope form to mass movements during periglacial conditions, with more recent movements only superficially modifying that form. A similar conclusion regarding the role of periglacial conditions was made for colluvial masses in the Appalachian Plateau province of the United States (Gray
et al
. 1978, D'Appolonia
et al
. 1967, Philbrick 1961). However, large-scale movement of the type previously assigned to periglacial conditions recently occurred in a colluvial mass in that region, indicating that such movements may not be strictly related to past climatic conditions.

Detailed study indicated that movements may have been triggered by a period of abnormally high precipitation that was preceded by at least 30 years of low precipitation (Gray & Gardner 1977). Large-scale movements are thought to occur infrequently and long intervals may occur where only smaller scale, superficial mass movements occur, such as those now observed in South Wales. Intervals between large-scale movements are marked by continued build-up of colluvium and decreased equilibrium in portions of the larger mass. Eventually, some triggering mechanism (e.g. high precipitation) initiates large-scale movements that continue until the mass reaches equilibrium.
We suggest that a similar mechanism should be investigated for slope development in South Wales. This possibility seems to be supported by the authors' statement that ‘rapid mass movements may be on the increase’.
The engineering petrography of a weathered granite in Cornwall, England
Authors: Irfan T. Y. , Dearman W. R. 
Published: November 2007

Summary

Five stages and three substages of weathering of rock material have been recognized in the granite from Hingston Down, east Cornwall, England. Changes involved in the seven stages have been characterized quantitatively by petrographic modal analysis of thin slices of the rock and determination of a micropetrographic index

I
p

. A second quantitative index is the microfracture index,

I
ft

.

Mass weathering grades may be characterized in terms of petrological changes in granite materials comprising each grade, and may be quantified in terms of the various micro-petrographical indices.
Large landslides in London Clay at Herne Bay, Kent
Authors: Bromhead E. N. 
Published: November 2007

Summary
Stability analyses of three large coastal landslides in the London Clay cliffs east of Herne Bay in Kent are presented together with summarised accounts of the investigations which made them possible. The results of these analyses are then compared with the results from other field and laboratory studies of residual strength and slope stability in London Clay.
Economic design of wells
Authors: Stoner R. F. , Milne D. M. , Lund P. J. 
Published: November 2007

Summary
The cost of water from a well depends upon the capital invested and the annual recurring costs. A large part of the recurring element derives from the cost of pumping. Capital costs and pumping costs are interdependent to the degree that the design of the well affects the drawdown and thus the pumping cost. For example, a short screen section will produce a larger drawdown than a long screen for a given discharge. Thus saving in capital is offset by increased pumping costs. Similarly a screen of small diameter produces large entry and upflow losses and again increased recurring costs. For each chosen design parameter there is an optimum solution for least cost. This paper is concerned with the determination of such least cost solutions.
The principle of the analysis is to produce an equation representing the total cost in terms of a single design parameter and to apply a discounted cash flow procedure to calculate the present value. Differentiation of the present value expression with respect to the chosen design parameter leads to the determination of the optimum value of that parameter for minimum cost.
The analysis depends on certain theoretical or empirical correlations between the parameters involved. These are presented in the paper. A simplified case involving screen length and well depth is discussed in some detail to illustrate the approach. This is followed by a discussion of more complex problems that require analysis by computer.
Determination of the optimum diameter of a well is reviewed in relation to the different components causing well losses. Well losses in very deep wells are examined together with the optimum discharge and diameter of such wells.