bluuebunny/crossref_metadata_2025_split huggingface dataset:
Application of aquifer testing to deep shaft investigations
Authors: Daw G. P. 
Published: November 2007

Summary
Deep lying aquifers are a major hazard in shaft sinking and it is essential to obtain prior knowledge of their location, transmissivity, pressure and nature of porosity in order to assess the potential inflow to the excavated shaft. This helps to determine the most appropriate means of ground treatment to minimize water inflow during the subsequent construction.
Aquifer test methods based on the measurement of the recovery of pressure in a single borehole following a period of controlled flow, such as the petroleum industry ‘drill-stem test’, are generally the most appropriate techniques. Several modifications of the standard drill-stem test are described including a new type of probe-hole test carried out during shaft construction from the advancing excavation face. This test has also been used to assess the effectiveness of a cover grouting operation.
Discussion on ‘Engineering geomorphological investigations of a possible landslide, Killiecrankie Pass, Scotland’ by Robert Chaplow
Authors: Chaplow R. 
Published: November 2007

Sir Alexander Gibb & Partners was appointed by the Scottish Development Department in September 1972 to carry out a feasibility study of the possible routes for the Killiecrankie to north of Calvine section of the Perth Inverness Trunk Road Improvements. The original brief only extended to the north end of Killiecrankie Pass but this was extended to cover the section through the Pass in June 1973. The results of the geotechnical study carried out by Allen Gordon & Co., to which Allen refers, were made available to Gibb for use in their report.
Although, as Allen states, the landslide had been identified as part of a much larger feature in 1973, the interpretation was based upon very limited subsurface information. A single rotary borehole had been drilled into the landslide from which no recovery had been obtained down to 4.00 m depth and only partial recovery below this level to the base of the overburden at 9.00 m depth. This borehole had been supplemented by four nearby hand auger holes. The supplementary investigations carried out in 1981 included a series of deep trial pits and trenches into the suspected landslide. These provided data on the nature, structure and geotechnical properties of the soils necessary to arrive at the interpretation presented in the paper.
Design of the road proceeded on the basis that the embankment and cutting solution would be adopted where possible. In general this solution was adopted and the majority of the road including the section across.
In the
Boundary Element Methods in Solid Mechanics by S. L. Crouch and A. M. Starfield CrouchS. L.StarfieldA. M.Boundary Element Methods in Solid MechanicsGeorge Allen & UnwinLondon3220 04 620010 X£20.00 hardback
Authors: Priest S. D 
Published: November 2007

Many engineers are familiar with the finite element method, which involves the analysis of the forces and displacements in a network of discrete elements that are designed to represent the mechanical and geometrical properties of the structure being studied. The last decade has seen the emergence of an alternative method; a method that represents a structure not by discrete elements within the material but by elements on the boundary of the material. The acceptance and ultimate popularity of this latter boundary element method depends to a large extent upon the lucidity of texts that seek to explain the method and also upon the availability of computer programs that apply the method. This book, in my opinion, makes an important contribution in both areas.
The authors, who are Professors in the Department of Civil and Mineral Engineering at the University of Minnesota, are well known in the fields of mining engineering and rock mechanics for their papers on the application of boundary element methods in the analysis of stresses and displacements around under-ground excavations. In particular, Professor Crouch has been responsible, perhaps more than anyone else, for the development and application of the displacement discontinuity method.
The first chapter provides a non-mathematical introduction to the boundary element method and gives an explanation of some of the terms used. Chapter 2, which is a review of linear elasticity, contains material that can be found in many standard texts on the theory of elasticity. The inclusion of this material here does serve to
Introduction
Authors: Baxter K. M 
Published: November 2007

The International Drinking Water Supply and Sanita-tion Decade has focused the attention of governments and financial donors on meeting the decade targets of providing potable water and adequate sanitation facilities for all by 1990. However, although these issues have received much attention from both engineers and economists, it is still estimated that about 1500 million people do not have access to potable water or basic sanitation. This one-day conference was aimed at re-viewing the level of groundwater development in the Third World and suggesting ways of meeting the decade targets.
The first contribution was from Mr S. M. Niaz of the Agriculture and Rural Development Department of the World Bank in Washington. Mr Niaz was the ‘link-man’ between the financial and technical facets of groundwater development. He outlined the Bank's cycle of project identification, preparation, negotiation, implementation, completion and evaluation. Generally, in World Bank schemes only proven technology is used, although a limited amount of new technology may be included on a trial basis.
Consideration was given next to the difficulties of groundwater assessment in the volcanic-sedimentary environment of Central Java by Dr J. W. Lloyd (University of Birmingham, UK) and others. Lithological inhomogeneity does not allow easy aquifer delineation and also makes the construction of dams to retain the high rainfall difficult. Only major dewatering schemes can substantially add to the groundwater resources of the area and then only after careful long-term planning.
The difficulties of locating groundwater resources in the basement complex areas of Africa were outlined by
International funding of groundwater development schemes
Authors: Niaz Sadiq M. 
Published: November 2007

Summary
Groundwater is an important source of water for irrigation and as its exploitation has increased tremendously over the last two decades, both through public and private sectors, a number of development schemes have been assisted financially by several international donors, including the World Bank. It has been estimated that the Bank has lent about US $1.4 billion for groundwater development of which about US $450 million has been for projects in the public sector with the remainder going to schemes in the private sector through agricultural credit.
The Bank's project cycle consists of the identification of a scheme, its detailed preparation, its appraisal, an assessment of its economic and financial viability and a review of the institutions involved. Finally, the Bank's Executive Directors will approve the loan subject to the recommendations of the appraisal mission.
The Bank has gained considerable experience in ground-water development schemes through lending, and in countries where suitable resources and institutions exist, the Bank has successfully supported work in both the private and public sectors. In the design of new schemes no undue risks are taken and only proven technology is used; new technology must first be tested on a smaller scale.
Before development of communal schemes it is often vital that a Water Users Group is formed to correctly administer the scheme. In many countries it may also be necessary to establish a legal framework for groundwater use, although it is recognized that there are considerable difficulties in enforcing such laws.
Groundwater schemes financed by credit require careful monitoring and technical support as some borrowers do not fully complete their commitment due to technical or other difficulties. In addition, there should also be some mechanism to assist those borrowers whose investments end in failure. Increased attention should also be given to the operation and maintenance (O&M) of schemes; in particular, borrower governments should be urged to budget for O&M.
The expanding role of the hydrogeologist in the provision of village water supplies: an African perspective
Authors: Grey D. R. C. , Chilton P. J. , Smith-Carington A. K. , Wright E. P. 
Published: November 2007

Summary
It has generally been assumed that little attention need be given to the design and construction of rural water supply wells as the yield requirements are small and the construction costs low. A different view is presented in this paper, illustrated by examples from several African countries. New thinking is required if limited financial and trained manpower resources are to be used effectively in providing reasonably low-cost but adequate and reliable groundwater supplies. The argument that a substantial hydrogeological input will be expensive is countered by demonstrating that neglect of hydrogeological principles and practices can result in very much higher costs. The need for hydrogeologists and water engineers to be aware of the social and institutional aspects of rural water supply work is stressed.
The problems of groundwater assessment in the volcanic-sedimentary environment of Central Java
Authors: Lloyd J. W. , Pim R. H. , Watkins M. D. , Suwara A. 
Published: November 2007

Summary
The geology of Central Java can be defined in terms of distance from volcanic centres located along the spine of the island. Coarse ejecta are reworked on the upper volcanic slopes to form a scree, and coarse to medium grade fluviatile sequences slope downwards. At the base, shallow marine sedimentation along a rapidly retreating coast line has created a clay-sand sequence. This variety of depositional facies has produced a lithological inhomogeneity that poses problems of aquifer delineation, and makes the cuttings from direct-flush rotary drilling difficult to interpret. Geophysical logging of the volcanic sediments also presents difficulties as gamma logs lack features because of high background counts so that resistivity logs have to be used to locate well screens.
Unconfined conditions exist on the upper and intermediate slopes of the volcanoes while beneath the lower slopes and coastal plains is an upper unconfined aquifer overlying lower, confined aquifers. Despite geological and hydrogeological inhomogeneity, approximate groundwater head distributions can be reasonably determined in the unconfined areas; multilayering makes this difficult in the confined areas.
Groundwater development for irrigation is seen as a long-term aim in the unconfined areas of the intermediate slopes of the volcanoes. Further groundwater development, by manipulating the aquifers' specific yield and its high potential recharge currently lost to flood flow, appears to be feasible. Accurate assessment of the potential development is difficult due to the complex hydrogeology and extensive existing groundwater use. Development will therefore be slow and require careful planning.
Development of public tubewell designs in Pakistan
Authors: Bakiewicz W. , Milne D. M. , Pattle A. D. 
Published: November 2007

Summary
Much of Pakistan's 13 million ha of irrigated land is underlain by the Indus River System alluvial complex, which forms a highly transmissive aquifer, often saturated to within a few metres of ground surface. Since the 1960s, public well fields have been installed in this aquifer for water table control and for providing supplementary irrigation water. The early well designs utilized unprotected mild steel components, screens with saw-cut slots and filter packs of ‘pea gravel’. These suffered from a number of drawbacks, including sand pumping and rapid specific capacity deterioration, attributed at the time to corrosion and associated incrustation of the well screens. Design modifications, introducing finer, graded gravel, a more suitable slot size and corrosion resistant materials, resulted in an almost immediate solution of the short-term problems. However, long-term performance monitoring has disclosed slow but serious well deterioration, the causes of which are still not understood. Circumstantial evidence suggests that this deterioration is at least partly due to some chemical mechanism, probably affecting the formation/gravel filter interface. Systematic studies and rehabilitation trials are urgently required to establish effective remedial measures for existing wells and modifications of design for future wells.
The interpretation of slug tests in fissured rocks
Authors: Black John H. 
Published: November 2007

Summary

Slug tests in fissured low-permeability rocks using small-diameter tubing and straddle packers were analysed according to the conventional homogeneous porous medium analysis of

Cooper
et al.

Because the results cast doubt on the applicability of this conventional slug test analysis, a new fissured porous medium analysis has been devised. Conventional analysis forms a special case of the new analysis. In practice, the new four-parameter (compared to the previous two) analysis is unwieldy and it is considered likely that conventional analysis will continue to be misapplied to fissured rocks.

The new analysis has been used to estimate the errors resulting from the misapplication of the conventional analysis. It is concluded that errors in the values of derived transmissivity are unlikely to exceed a factor of two. In contrast errors in the value of derived specific storage vary from underestimates of 1 × 10
-6
to overestimates of 1 × 10
6
. The new analysis has also been used to reinterpret the original data from tests on fissured low-permeability rocks and a more self-consistent set of results was obtained. A facet of tests in fissured rocks is the common occurrence of interpretations yielding exceptionally low values of specific storage. A table of values to construct type curves to match this sort of test involving very low values of α, a function of groundwater storage, is given as an Appendix.

It is concluded that in slug test analysis it is essential to know what values to expect, especially of specific storage, in order to make correct interpretations.
Some landslipping encountered during construction of the A40 near Monmouth
Authors: Early K. R. , Jordan P. G. 
Published: November 2007

Summary
The A40 is a trunk road constructed in 1964 on sidelong ground beside the River Wye, about 1.54 km, north of Monmouth. The sidelong ground comprised a dip slope of 30-35° dip in the Brownstones of the Devonian which consist of sandstones with subordinate mudstones. On investigation it was found that three ancient landslips existed which the road had to cross. One, at Chapel Farm, was estimated to be probably first active in post-glacial times; another at Whipping Green, was estimated to have occurred at about Roman times; and the third, at Vaga, was estimated to have occurred sometime betweeen the other two. Conventional engineering had not succeeded in crossing the sidelong ground without re-activating these slides. Total failure had occurred at Chapel Farm Slip and the inter-carriageway slopes had failed where the road crossed Whipping Cross Slip. After a full investigation the road was re-designed more or less on its original route using light-weight fill for embanking and a massive berm at Chapel Farm, and chiefly by using replacement counterforts on the cut slopes at Whipping Green Slip. Sand drains were used through the Wye alluvium below the berm where it was founded over the alluvium. There was also a large area of ‘partly slipped rock’ which although it did not constitute a landslide, threatened the road from above and was far too large and complex a mosaic for treatment or removal. It was decided to build a rock fill revetment at the toe of this mass and then to monitor it for movement on the assumption that only one or possibly two parts of the mosaic could move at any one time. During the investigation a fairly exhaustive laboratory testing programme was carried out and a detailed study was made of the behaviour of groundwater. It is now 1984, some 20 years after construction of this section of road and there has been no trouble of any kind.
The control of wind blown sand and moving dunes: a review of the methods of sand control in deserts, with observations from Saudi Arabia
Authors: Watson A. 
Published: November 2007

Summary

In desert regions where unconsolidated surface sediments are mobilized by the wind, problems of controlling drifting sand and moving dunes can be severe. In the Eastern Province of Saudi Arabia drift rates reach 30m
3
m width annually and barchan dunes, up to 25 m in height, have an average rate of movement of nearly 15 m per annum.

The problems caused by wind blown sand can be tackled in four ways: (1) by enhancing its deposition, using ditches, fences or tree belts; (2) by enhancing its transport, using streamlining techniques, creating a smooth texture over the land surface, or by erecting panels to deflect the air flow; (3) by reducing the supply of sand upwind, using surface stabilizing techniques, fences or vegetation; (4) by deflecting the moving sand using fences or tree belts.
Moving dunes can be dealt with in three ways: (1) by removing them mechanically; (2) by dissipating them using reshaping, trenching or surface stabilization techniques; (3) by immobilizing them through altering their aerodynamic form, by surface stabilization or by using fences. In Saudi Arabia stabilization of 2.0 m wide strips, laid perpendicular to the direction of dune movement, using oil-based materials, is being widely adopted.
Mire morphology and the properties and behaviour of some British and foreign peats
Authors: Hobbs N. B. 
Published: November 2007

Summary
The morphology, succession and flora of British mires is briefly outlined and the influence of these factors on the index and mechanical properties of the associated peat is discussed.
Peat, in view of its exceptionally high water content, is an extraordinary material, yet in many respects it may be regarded as ordinary in as much as the correlations between its various properties and behavioural parameters are little different from those of clay soils except in regard to strength. The cation exchange ability of peat is extremely high and exerts an important influence on its properties. The properties and parameters of some UK bog and fen peats are compared with peats from Canada and other countries.
It is shown that under constrained deformation the so-called secondary compression is the dominant and fundamental process; the consolidation phase is properly regarded as but a temporary aberration. It follows from this that the so-called preconsolidation pressure is a function of the test procedure and thickness of the peat, sample or layer. A fundamental preconsolidation pressure, both time and load induced, does exist but its determination is difficult. Current testing procedures are examined and the errors involved in conventional methods of predicting settlements are explored and evaluated.
The shear strength of peat and the stability of works over mires are not discussed.
Weathering and slope stability on Upper Carboniferous mudrocks in south-west England
Authors: Grainger P. , Harris J. 
Published: November 2007

Summary

Natural landslides are a common occurrence on inland slopes of Upper Carboniferous strata in south-west England. They range from shallow, translational slides to earthflows, and usually involve soils above and belonging to the zone of completely weathered mudrock. Solifluction was more active in periglacial conditions (due to softening by excess surface water) and formed widespread clayey head deposits found mainly on lower slopes. Translational sliding is more characteristic of temperate environments and locally may be initiated by artesian groundwater pressures on the base of silty clay soils of low permeability where these overlie pervious weathered rock. These slides may develop downslope into earthflows when seepage of groundwater produces softening. The clay soils do not have a high activity or plasticity on the whole, due to the high diagenetic grade of the underlying mudrocks whose non-swelling clay mineralogy they inherit. Measurements of the residual shear strength of the slipped soil at one site shows a curved strength envelope with ϕ′
r
falling to about 15° at high normal effective stress, but with values up to 30° at low stresses. The significance of the variation with normal stress of ϕ′
r
and c′
r
in the analysis of the stability of very shallow landslides makes it important to determine accurately both the laboratory strength and in situ effective stress at low overburden stresses. The direct observation of unstable or susceptible areas before the main ground investigation may be aided by electrical resistivity surveying. Stabilization can usually be achieved by drainage measures, but complete removal of unstable soils is sometimes necessary.
Borehole cements and the downhole environment—a review
Authors: Robins N. S. , Milodowski A. E. 
Published: November 2007

Summary
A wide range of cements and cement additives are available for borehole construction purposes. The mechanics of cement placement dictate the required properties of the cement slurry, but the borehole environment dictates the cement type. The overall borehole environment is created by the interaction of physical, chemical and biological factors, each of which contribute to cement reactivity and cement durability. Evaluation of borehole cements can be undertaken either using downhole geophysics, or through the investigation of laboratory prepared samples, but neither method usually pays sufficient regard to the borehole environment.
Foundation problems on limestone: A case history from the Carboniferous Limestone at Chepstow, Gwent
Authors: Statham I. , Baker M. 
Published: November 2007

Summary
Sediment filled bedrock depressions in the Carboniferous Limestone were revealed during construction of a supermarket in Chepstow. They were interpreted as swallets.
An initial site investigation did not reveal the features, which were less than 10 m across and about 8 m deep. They were not suspected at the desk study stage since the site was on a valleyside location and did not lie on an obvious abandoned drainage route.
The features were investigated in less than one week and the investigation and redesign of foundations did not incur any delay to the contract.
An observation on Mohs' Scale of Hardness
Authors: West G. 
Published: November 2007

Mohs' scale of hardness, devised by the Austrian generations of geologists. It is a hardness scale for mineralogist F. Mohs in 1824, is familiar to many minerals based on the ability of a harder mineral to scratch a softer one. The scale is as follows:
It has been generally accepted that the scale is one of rank order only and that the steps between the various minerals are not equal. For example, one noted mineralogical textbook (B6rner 1962) says: 'The figures 1 to 10 on the scale merely denote an order of hardness, and have no quantitative significance, and the difference in hardness between successive grades is in fact very variable'. Another (Milner 1962) tells us: 'It is important to realize that Mohs' scale is quite arbitrary and the numbers do not represent any regular mathematical ratio as between one and another'. Indeed, the author himself has repeated this view (West 1981). The purpose of the present note is to present new experimental evidence that shows this belief may have to be reassessed.
During the course of recent research into the wear of tunnelling machine tools, an apparatus was made to determine quantitatively the abrasiveness of rocks. In the apparatus a sharp steel conical point of cone angle 90° is applied to the plane surface of a rock specimen under a total load of 70 N. The rock is then slowly displaced by 10 mm. The abrasiveness of the rock is obtained by measuring the diameter of the resulting wear