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    <title>Transport Research International Documentation (TRID)</title>
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    <managingEditor>tris-trb@nas.edu (Bill McLeod)</managingEditor>
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      <title>Transport Research International Documentation (TRID)</title>
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      <title>A REVIEW OF GROUND MOVEMENTS DUE TO CIVIL AND MINING ENGINEERING OPERATIONS. ENGINEERING GEOLOGY OF UNDERGROUND MOVEMENTS. PROCEEDINGS OF THE 23RD ANNUAL CONFERENCE OF THE ENGINEERING GROUP OF THE GEOLOGICAL SOCIETY, NOTTINGHAM UNIVERSITY, SEPTEMBER 13-17, 1987</title>
      <link>https://trid.trb.org/View/316332</link>
      <description><![CDATA[Man's activity frequently causes ground movements which then may present him with problems.  The most notable examples of ground movements are provided by the mining industry in the form of subsidence.  Mining in the broad sense includes removal of material from the ground and that material may be solid, liquid or gas.  Indeed some of the largest subsidences recorded have been in association with the abstraction of oil and groundwater, instances having occurred where the ground surface has been lowered by several metres over large areas.  In Britain some of the most catastrophic ground movements have been attributable to the exploitation of brine in cheshire.  The construction industry is also responsible for generating ground movements, admittedly usually on a small scale.  For example, deep excavation causes a reduction in the vertical and horizontal pressure in the ground and thereby can induce heave of the base of the excavation, together with inward and vertical movements, both up and down, in the surrounding ground.  Significant movements can occur at an appreciable distance from an excavation and horizontal movements can be noticeably larger than vertical movements.  The most important factor which governs the magnitude of the movement is the type of ground involved.  Ground movements may develop as a result of tunnelling, particularly in soft ground, and may resemble those associated with longwall mining of coal.  Induced seismicity provides a further instance of man's action giving rise to ground movements. In this case, some of the most noteworthy examples have been provided by reservoir loading and the permeation of water into the ground.  Small scale seismic events also have been associated with mining activity.(a) for the covering abstract of the conference see IRRD 823385.]]></description>
      <pubDate>Sun, 30 Sep 1990 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/316332</guid>
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      <title>THE GEOLOGY OF THE NOTTINGHAM REGION: A REVIEW OF SOME ENGINEERING AND ENVIRONMENTAL ASPECTS. ENGINEERING GEOLOGY OF UNDERGROUND MOVEMENTS. PROCEEDINGS OF THE 23RD ANNUAL CONFERENCE OF THE ENGINEERING GROUP OF THE GEOLOGICAL SOCIETY, NOTTINGHAM UNIVERSITY, SEPTEMBER 13-17, 1987</title>
      <link>https://trid.trb.org/View/316333</link>
      <description><![CDATA[Of the several comprehensive geological reviews of the East Midlands, none makes more than a passing reference to the engineering or environmental geology.  This paper is thus the first to attempt such a review, although only a brief appraisal is possible here.  Earth tremors causing minor structural damage have occurred in the Nottingham region, although more damaging ground movements have usually resulted from natural subsidence, reactivation of Pleistocene landslips or collapse of old mines for lead ore and gangue minerals, limestone, coal and gypsum.  More controlled and predictable subsidence is characteristic of modern coal mining although anomalous subsidence does still occur, as do slope failures in the numerous cuttings, quarries, and opencast workings for road metal, limestone, fluorspar, calcite, barytes, coal and gypsum.  Mining, and to a lesser extent quarrying, has had profound effects on the underground movement of water, particularly in the peak district where the water table has been permanently lowered as a result of centuries of lead mining.  A similar lowering of the water table, now reversed, resulted from over pumping of the sherwood sandstones.  The management, including recharge and pollution control, of this aquifer is of major importance to Nottingham.  The wide range of foundation conditions reflects the range of rock types and problems vary from avoiding costly excavations for the m1 in hard Pre-Cambrian rocks to bridging the Trent over unconsolidated sands, gravels and peats.  The extent of periglacial weathering is crucial in determining the foundation characteristics of namurian, westphalian, mercia mudstones and Jurassic strata and, as demonstrated by case histories, cannot be neglected in other formations.  Throughout the region there are conflicting interests arising from exploitation of resources in areas of considerable amenity value.  Satisfactory solutions have been found for some of these problems, for example, with the nature reserves and water sports centre developed from gravel workings, but others, such as the proposals for disposing of nuclear waste, have attracted much attention, but though temporarily postponed, remain unsolved.(a) for the covering abstract of the conference see IRRD 823385.]]></description>
      <pubDate>Sun, 30 Sep 1990 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/316333</guid>
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    <item>
      <title>AN OVERVIEW OF SITE INVESTIGATION AND LONG-TERM TUNNELLING - INDUCED SETTLEMENT IN SOIL. ENGINEERING GEOLOGY OF UNDERGROUND MOVEMENTS. PROCEEDINGS OF THE 23RD ANNUAL CONFERENCE OF THE ENGINEERING GROUP OF THE GEOLOGICAL SOCIETY, NOTTINGHAM UNIVERSITY, SEPTEMBER 13-17, 1987</title>
      <link>https://trid.trb.org/View/316334</link>
      <description><![CDATA[Ground settlement amplitudes and distributions in clay soils depend both on ground losses at the tunnel and on longer-term consolidation effects.  In granular soils there is a dependency on an initial density state.  The problem of the degree of ground movement transfer into structures, building foundations and buried pipelines, can be examined both analytically (winkler-style modelling) and numerically (finite element modelling).  Finally, it is noted that published damage criteria for buildings are not accurately applicable to tunnelling-induced damage.(a) for the covering abstract of the conference see IRRD 823385.]]></description>
      <pubDate>Sun, 30 Sep 1990 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/316334</guid>
    </item>
    <item>
      <title>GROUND MOVEMENTS DUE TO TUNNELLING IN HARD ROCKS. ENGINEERING GEOLOGY OF UNDERGROUND MOVEMENTS. PROCEEDINGS OF THE 23RD ANNUAL CONFERENCE OF THE ENGINEERING GROUP OF THE GEOLOGICAL SOCIETY, NOTTINGHAM UNIVERSITY, SEPTEMBER 13-17, 1987</title>
      <link>https://trid.trb.org/View/316335</link>
      <description><![CDATA[Movements caused by tunnel construction in continuous and discontinuous hard rock are discussed briefly and generally in relation to typical topographic and effective ground stress conditions.  Larger displacements are found in open-jointed rocks at shallow depth, and adjacent to tunnels built too close to steep valley walls where stress conditions are adverse.  In deep tunnels, where the ground stresses are sufficiently adverse to cause local rock failure, convergence controlled by supports allows the rock to dilate locally and attenuates the movements away from the tunnel.  Reference is made to a special form of upward collapse in unsupported tunnels at moderate depth, which may migrate to the surface in discontinuous rocks with near-vertical joint sets and thin, near-horizontal and weak bedding, in the long-term.  Two case records are given of water at high pressure in adjoining strata causing bursting of intervening rock into tunnels, one from above the tunnel and one from below.(a) for the covering abstract of the conference see IRRD 823385.]]></description>
      <pubDate>Sun, 30 Sep 1990 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/316335</guid>
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    <item>
      <title>SURFACE MOVEMENTS CAUSED BY TUNNELLING IN TWO-LAYER SOIL. ENGINEERING GEOLOGY OF UNDERGROUND MOVEMENTS. PROCEEDINGS OF THE 23RD ANNUAL CONFERENCE OF THE ENGINEERING GROUP OF THE GEOLOGICAL SOCIETY, NOTTINGHAM UNIVERSITY, SEPTEMBER 13-17, 1987</title>
      <link>https://trid.trb.org/View/316336</link>
      <description><![CDATA[Empirical equations suitably defining surface movements caused by tunnelling in uniform soils are now well-established.  Settlements transverse to the tunnel line are usually and conveniently described by a normal probability equation in terms of ground loss, v (m3/m) and of distance to the point of inflection, 1(m).  V is dominantly a function of tunnelling method, and i has been expressed explicitly as a function of depth, but dependent upon whether the soil type is granular or cohesive.  Little attention, however, has been given to the estimation of ground movements caused by tunnelling through a granular soil overlain by a cohesive stratum, and vice versa.  The problem is addressed both by a simple extension to the expressions leading to the normal distribution settlemenmt profile and the consequent transverse inward movements, and also by a linear elastic finite element model.  Two well-documented case histories are assessed by the two methods of analysis and both give acceptable estimates of ground movement.(a) for the covering abstract of the conference see IRRD 823385.]]></description>
      <pubDate>Sun, 30 Sep 1990 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/316336</guid>
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    <item>
      <title>GROUND MOVEMENTS RESULTING FROM URBAN TUNNELLING: PREDICTIONS AND EFFECTS. ENGINEERING GEOLOGY OF UNDERGROUND MOVEMENTS. PROCEEDINGS OF THE 23RD ANNUAL CONFERENCE OF THE ENGINEERING GROUP OF THE GEOLOGICAL SOCIETY, NOTTINGHAM UNIVERSITY, SEPTEMBER 13-17, 1987</title>
      <link>https://trid.trb.org/View/316337</link>
      <description><![CDATA[This paper provides practical guidance for estimating the effects of 'soft ground' tunnelling in urban areas upon existing structures and services.  Various empirical approaches to the definition of the surface settlement zone are summarized and the assessment of the magnitude and distribution of surface movements is compared with case history data.  A tentative risk classification related to settlement and maximum slope criteria is proposed, which will allow rapid optimization of route adjustments and thereby identification of those buildings particularly at risk and requiring a more detailed assessment.  For the covering abstract of the conference see IRRD 823385.]]></description>
      <pubDate>Sun, 30 Sep 1990 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/316337</guid>
    </item>
    <item>
      <title>A CASE STUDY OF TWO TUNNELS DRIVEN IN THE SINGAPORE 'BOULDER BED' AND IN GROUTED CORAL SANDS. ENGINEERING GEOLOGY OF UNDERGROUND MOVEMENTS. PROCEEDINGS OF THE 23RD ANNUAL CONFERENCE OF THE ENGINEERING GROUP OF THE GEOLOGICAL SOCIETY, NOTTINGHAM UNIVERSITY, SEPTEMBER 13-17, 1987</title>
      <link>https://trid.trb.org/View/316338</link>
      <description><![CDATA[This article describes the construction of two tunnels in the Singapore 'boulder bed' and in grouted coral sands. These tunnels are part of the construction of the Singapore mass rapid transit, run from a shaft to raffles place station.  Each drive was approximately 170 m long and was mostly in the Singapore 'boulder bed'.  This formation underlies much of the central business district of Singapore, and is thought to be a colluvial deposit comprising sandstone boulders in a stiff clay matrix.  The first 60 m of the upper tunnel had a mixed face with an old coral reef above axis and the boulder bed below it.  The corals and sands of the reef were highly permeable and had to be injected with chemical grout before tunnelling commenced.  The raffles place area is in the commercial heart of Singapore and the tunnels passed close to two high-rise buildings.  One of these buildings had an underground car park within 5 m of the upper tunnel.  Shield drives in the boulder bed had recorded high surface settlements, and there was concern about the underground car park which was known to be sensitive to settlement.  It was proposed to drive the tunnels using the new Austrian tunnelling method, and one of the justifications for choosing the technique was that the resulting soil movements could be minimized.  In order to check this claim surface settlement arrays, inclinometers and extensometers were installed to monitor movements caused by the tunnelling. Records of ground movements measured are presented, and compared with the movements recorded above shield driven tunnels in the same deposit.  Methods of grouting and testing used in the coral and sands are also reported.  For the covering abstract of the conference see IRRD 823385.]]></description>
      <pubDate>Sun, 30 Sep 1990 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/316338</guid>
    </item>
    <item>
      <title>TUNNELLING THROUGH FROZEN GROUND: A CASE HISTORY AT IVER, BUCKINGHAMSHIRE. ENGINEERING GEOLOGY OF UNDERGROUND MOVEMENTS. PROCEEDINGS OF THE 23RD ANNUAL CONFERENCE OF THE ENGINEERING GROUP OF THE GEOLOGICAL SOCIETY, NOTTINGHAM UNIVERSITY, SEPTEMBER 13-17, 1987</title>
      <link>https://trid.trb.org/View/316339</link>
      <description><![CDATA[As part of the three valleys water scheme a 6 km long 2.54 M internal diameter tunnel was driven from iver treatment works (bucks) to wraysbury reservoir.  The general geology of the area consisted of 2-3 m of river terrace gravels overlying London clay and woolwich and reading beds.  During investigations carried out in advance of the tunnel face anomalous ground conditions were detected.  A deep gravel filled scour hollow was located which cut down 30 m into the London clay onto the proposed tunnel line.  In addition the underlying clay and water bearing sands (under artesian pressure) of the woolwich and reading beds had been folded upwards.  Extensive ground treatment was carried out consisting of an initial programme of claquage and gel grouting followed by ground freezing.  Measurements of tunnel and lining movements were carried out initially in the wedge block line section and through the frozen section. Measurements indicated that ground treatment had been successful with negligible ground movement towards the tunnel face and with little lining deformation.(a) for the covering abstract of the conference see IRRD 823385.]]></description>
      <pubDate>Sun, 30 Sep 1990 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/316339</guid>
    </item>
    <item>
      <title>GROUND MOVEMENTS AND DEFLECTIONS OF AN ANCHORED SHEET PILE WALL IN GRANULAR SOIL. ENGINEERING GEOLOGY OF UNDERGROUND MOVEMENTS. PROCEEDINGS OF THE 23RD ANNUAL CONFERENCE OF THE ENGINEERING GROUP OF THE GEOLOGICAL SOCIETY, NOTTINGHAM UNIVERSITY, SEPTEMBER 13-17, 1987</title>
      <link>https://trid.trb.org/View/316340</link>
      <description><![CDATA[For road construction and improvement schemes in urban areas, the restricted space available has led to an increase in the use of earth retaining structures.  The effect of ground movements caused by the retaining wall construction, on adjacent roads, buildings and buried services, is frequently a prime concern in design.  The complexity of the construction sequence and the effect of soil-structure interaction generally precludes accurate predictions of ground movement, although an assessment of their upper and lower bounds can be obtained from previous field measurements.  This paper describes the pattern of ground movements and deflections of an anchored sheet pile wall forming part of the temporary works for the a1(m) improvement scheme at hatfield, hertfordshire.  This scheme involved the construction of an 1150 m long cut and cover tunnel together with a 350 m length of retained cutting for the tunnel approach.  The ground conditions over the tunnel depth consisted of glaciofluvial sands and gravels (westmill upper gravel) overlying a lodgement till deposit (ware till).  Approximately 2 km of anchored sheet pile walls were used on the scheme to retain the ground during construction of the permanent works.  A section of the temporary sheet pile wall was extensively instrumented and observations made both during its construction and over the ten month period when the wall was in service.  Measurements of ground movement and wall deflection formed part of a wider research study at the site designed to investigate the behaviour of the sheet pile wall and of the prestressed ground anchors.(a) for the covering abstract of the conference see IRRD 823385.]]></description>
      <pubDate>Sun, 30 Sep 1990 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/316340</guid>
    </item>
    <item>
      <title>MODEL STUDIES OF SOIL DEFORMATIONS OVER A MOVING BASEMENT. ENGINEERING GEOLOGY OF UNDERGROUND MOVEMENTS. PROCEEDINGS OF THE 23RD ANNUAL CONFERENCE OF THE ENGINEERING GROUP OF THE GEOLOGICAL SOCIETY, NOTTINGHAM UNIVERSITY, SEPTEMBER 13-17, 1987</title>
      <link>https://trid.trb.org/View/316341</link>
      <description><![CDATA[Centrifuge and single gravity model tests have been performed to study the deformations that occur in a layer of soil as a result of vertical movements of an underlying stiff basement which produce discontinuities of slope but not of displacement.  The modes of deformation that have been observed are relevant to the ground movements that occur in areas of deep subsidence caused by extraction of minerals or hydrocarbons.  Plane soil models were tested on the centrifuge at 100 gravities in a strong box having a perspex window through which deformations of the soil could be observed while in flight.  Single gravity tests have also been performed in which the same boundary movements were imposed.  Results are reported from tests on layers of dense sand of two different gradings, and of soft clay.  The clay was prepared in such a way that it was as nearly as possible normally consolidated throughout its depth.  In all cases some faulting of the soil occurred when the underlying basement was lowered -even though the basement did not contain a displacement discontinuity.  In soft clay, normal faults extended from the ground surface at a steep angle behind the break in slope.  In sand models, internal ruptures formed but these did not break through to the ground surface.  The different patterns can be linked with the different strength and dilatancy characteristics of the two types of soil.(a) for the covering abstract of the conference see IRRD 823385.]]></description>
      <pubDate>Sun, 30 Sep 1990 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/316341</guid>
    </item>
    <item>
      <title>INDUCED SUBSURFACE MOVEMENTS ASSOCIATED WITH THE PRESENCE OF NATURAL AND ARTIFICIAL UNDERGROUND OPENINGS IN AREAS UNDERLAIN BY CRETACEOUS CHALK. ENGINEERING GEOLOGY OF UNDERGROUND MOVEMENTS. PROCEEDINGS OF THE 23RD ANNUAL CONFERENCE OF THE ENGINEERING GROUP OF THE GEOLOGICAL SOCIETY, NOTTINGHAM UNIVERSITY, SEPTEMBER 13-17, 1987</title>
      <link>https://trid.trb.org/View/316342</link>
      <description><![CDATA[Induced subsurface ground movements in areas of pre-existing metastable ground conditions associated with natural solution features and underground mining in the chalk, commonly produce dolines (sinkholes) and crown holes (subsidence pits) at the surface, respectively.  Although the nature of underground movements differs between natural and artificial sources, the range of subsidence triggers is generally the same.  Man's activities via urban development can increase the incidence of subsidence, and, therefore, subsurface movements too.  Considerable damage to buildings, and even loss of life, can result from induced subsurface movements.  New hazard mapping techniques are available to predict zones where the subsidence hazard due to these movements is greatest, hence ground investigations, foundations and drainage measures can be purpose-designed to take account of possible ground movements.  This approach greatly improves the engineering geological understanding of ground movements at chalkland sites and gives confidence that the most critical zones of ground have been both accurately delineated and correctly assessed.(a) for the covering abstract of the conference see IRRD 823385.]]></description>
      <pubDate>Sun, 30 Sep 1990 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/316342</guid>
    </item>
    <item>
      <title>SUBSIDENCE PREDICTION BY THE USE OF INFLUENCE FUNCTIONS. ENGINEERING GEOLOGY OF UNDERGROUND MOVEMENTS. PROCEEDINGS OF THE 23RD ANNUAL CONFERENCE OF THE ENGINEERING GROUP OF THE GEOLOGICAL SOCIETY, NOTTINGHAM UNIVERSITY, SEPTEMBER 13-17, 1987</title>
      <link>https://trid.trb.org/View/316343</link>
      <description><![CDATA[Surface subsidence occurs as a result of extraction of a mineral resource at some depth below the surface.  Most coal is mined in this way in the United Kingdom and such coal workings are responsible for the great majority of subsidence and associated damage that occurs.  Hence it has become necessary to develop methods of predicting the amount of subsidence likely to develop due to coal mining.  Many methods have been advanced, dating back to the latter part of the last century.  However, they can be separated into three groups, namely, the theoretical, the empirical and the semi-empirical methods.  A number of these methods were reviewed with the object of selecting one which lent itself to the development of a relatively simple computer program that could be used on a microcomputer.  The complementary influence function method was chosen and, although by no means a perfect method, a program was developed to predict a complete subsidence profile for a given set of circumstances.  The concept of complementary influence functions considers not only the influence of the extracted elements on a surface point but also the influence of the material remaining after extraction.  The subsidence of a surface point then is found by integrating the response of every element in the area of influence, whether mined or not.  The mined region is divided into a number of mined and unmined elements.  Summing the influence of all the elements on a particular point yields a picture of subsidence at that point.  If this is done for a number of points across the proposed extraction area, then a complete picture of the subsidence over the area can be obtained.(a) for the covering abstract of the conference see IRRD 823385.]]></description>
      <pubDate>Sun, 30 Sep 1990 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/316343</guid>
    </item>
    <item>
      <title>THE MONITORING OF OPEN UNDERGROUND MINE WORKINGS BENEATH A MAJOR ROAD CONSTRUCTION. ENGINEERING GEOLOGY OF UNDERGROUND MOVEMENTS. PROCEEDINGS OF THE 23RD ANNUAL CONFERENCE OF THE ENGINEERING GROUP OF THE GEOLOGICAL SOCIETY, NOTTINGHAM UNIVERSITY, SEPTEMBER 13-17, 1987</title>
      <link>https://trid.trb.org/View/316344</link>
      <description><![CDATA[The a1 Edinburgh to London trunk road has been diverted in the vicinity of the blue circle cement works near dunbar, in order to free an area of land for opencast extraction of limestone.  Limestone has been extracted in the past in this area both by opencast and underground mining techniques.  A section of the new a1 route passes directly over an area of shallow underground workings which were abandoned in 1959. In 1979 lothian regional council appointed consulting engineers thorburn associates to examine the condition of the abandoned workings in order to assess their long term stability in the light of the new alignment of the a1, and to determine whether any additional safety measures might be required.  Room and pillar extraction techniques were employed in the mine.  The limestone pillars and roof appear to be in good condition and a convergence gauge monitoring system was introduced into the mine in 1977 to determine the extent of any movements.  The potential for roof collapse required careful consideration, and, therefore, a ground investigation was carried out and additional support measures were considered to reduce the probability of failure.  The paper outlines the background history of the mine, the results of the ground investigation and laboratory testing, and the remedial safety measures considered, together wih details of the monitoring system employed. Conclusions are drawn concerning the monitoring results and their implications with regard to stability and the need for continued monitoring.  In addition, the usefulness of such a monitoring exercise for this type of problem is assessed, and compared with the immediate implementation of structural/stabilization works.(a) for the covering abstract of the conference see IRRD 823385.]]></description>
      <pubDate>Sun, 30 Sep 1990 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/316344</guid>
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