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    <copyright>Copyright © 2026. National Academy of Sciences. All rights reserved.</copyright>
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    <managingEditor>tris-trb@nas.edu (Bill McLeod)</managingEditor>
    <webMaster>tris-trb@nas.edu (Bill McLeod)</webMaster>
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    <item>
      <title>Numerical simulation of the influence of bored pile construction on adjacent existing pile foundation</title>
      <link>https://trid.trb.org/View/1309560</link>
      <description><![CDATA[]]></description>
      <pubDate>Mon, 19 May 2014 12:42:27 GMT</pubDate>
      <guid>https://trid.trb.org/View/1309560</guid>
    </item>
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      <title>Research on the factors affecting the stabilization of bored pile hole wall</title>
      <link>https://trid.trb.org/View/1238314</link>
      <description><![CDATA[]]></description>
      <pubDate>Fri, 18 Jan 2013 11:54:04 GMT</pubDate>
      <guid>https://trid.trb.org/View/1238314</guid>
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      <title>Lateral load tests on large bored piles, series 1</title>
      <link>https://trid.trb.org/View/1206558</link>
      <description><![CDATA[A report on the first series of lateral load tests performed on deep bored piles situated in South Melbourne near the Johnson Street Bridge across the Yarra river.  These piles will ultimately be incorporated in the west gate freeway (a).]]></description>
      <pubDate>Fri, 24 Aug 2012 21:50:40 GMT</pubDate>
      <guid>https://trid.trb.org/View/1206558</guid>
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    <item>
      <title>The design and performance of piles socketed into weak rock</title>
      <link>https://trid.trb.org/View/1206406</link>
      <description><![CDATA[The research described in this thesis has been undertaken to obtain an understanding of the behaviour of rock socketed piles in weak rock, viz, Melbourne mudstone, and to develop a practical and rational method of design for such piles.  The strength and compressibility properties of Melbourne mudstone have been considered through a programme of laboratory and field tests, with the emphasis being on the drained properties.  It has been possible to develop correlations of the drained strength and compressibility parameters with moisture content.  The results of the laboratory and field tests have been summarized in a set of design curves.  These curves and the concepts contained in them have been used to develop a design method which reflects the observed behaviour of rock socketed piles.  Particular attention has been given to the distribution of load between side and base resistance and to the non linear load settlement characteristics, including the peaking of the side resistance component and the work strengthening of the base resistance component.  The design method has been based on an initial linear elastic analysis, followed by the relaxation of stresses to allow for non linear effects.  It has thus been based on a combination of theoretical elastic solutions, laboratory tests and field tests, and includes the effects of construction practice.  The design method may be applied to designs for side or base resistance only piles, or to piles with side and base resistance acting together.  The design curves have been developed primarily for Melbourne mudstone, and it is suggested that further work is needed to develop the appropriate curves for other rocks. The main design concepts are considered to be applicable to a wide range of conditions.]]></description>
      <pubDate>Fri, 24 Aug 2012 21:38:40 GMT</pubDate>
      <guid>https://trid.trb.org/View/1206406</guid>
    </item>
    <item>
      <title>Rock socketed piles - design and construction aspects</title>
      <link>https://trid.trb.org/View/1206241</link>
      <description><![CDATA[This paper includes comments on techniques and developments relating to the construction of piles for Melbourne's west gate freeway.]]></description>
      <pubDate>Fri, 24 Aug 2012 21:33:07 GMT</pubDate>
      <guid>https://trid.trb.org/View/1206241</guid>
    </item>
    <item>
      <title>The design and performance of cast in situ piles in extensively jointed silurian mudstone</title>
      <link>https://trid.trb.org/View/1205941</link>
      <description><![CDATA[Reasonable methods exist for the design of piles socketed into rock which is massive or which has only a few tight joints, however, difficulties arise when the rock is extensively jointed.  Such difficulties were experienced during the construction of Melbourne's eastern freeway, which required twin bridges to be constructed over the Yarra river in an area known as the "studley park fault zone", where the silurian sedimentary rocks have undergone severe folding, faulting and fracturing.  The joints in the area were found to be slickensided, generally with thin clay coatings and with joint frequencies of 10 to 100 joints/m.  In order to confirm the practicability of economically constructing sockets in the faulted rock and in order to develop a design method, two test sockets were constructed.  An end bearing test was carried out in one and a side resistance test was carried out in the other.  During the subsequent bridge construction, eight of the service piles were proof loaded to reduce the expected high first loading settlements.  The work was supported by detailed geological logging of n size core and the rock sockets, triaxial tests on intact samples of rock, and pressuremeter tests.  The results of the pile tests and the pressuremeter tests have been related usefully to joint frequency (a).]]></description>
      <pubDate>Fri, 24 Aug 2012 21:23:31 GMT</pubDate>
      <guid>https://trid.trb.org/View/1205941</guid>
    </item>
    <item>
      <title>The testing of large diameter pile rock sockets with a retrievable test rig</title>
      <link>https://trid.trb.org/View/1205935</link>
      <description><![CDATA[This paper describes the design, construction and use of a retrievable test rig for evaluating the performance characteristics of large diameter pile rock sockets.  The test rig is prefabricated at ground level, lowered into a contract socket, and concreted into position.  Large flat jacks react against the base of the socket to force a concrete annulus, representing a section of the pile shaft, upwards eventually to failure. The side shear resistance characteristics to failure and the base resistance characteristics well in excess of design load may be determined. After testing, by use of special design features, the rig and concrete may be rapidly removed from the socket to allow the contract pile to be completed.  The results of two such tests conducted in a contract socket of a major construction project in Melbourne are reported to demonstrate the effectiveness of the technique (a).]]></description>
      <pubDate>Fri, 24 Aug 2012 21:23:22 GMT</pubDate>
      <guid>https://trid.trb.org/View/1205935</guid>
    </item>
    <item>
      <title>Estimation of the bearing capacity of large bored piles in cohesive soils using statistical methods</title>
      <link>https://trid.trb.org/View/1205854</link>
      <description><![CDATA[The main aim of this paper is to find a simple formula, based on statistical methods, to estimate the bearing capacity of large bored piles. The results of about 100 pile load tests have been published in the last decade.  However, it was not possible to consider all results due to the different soil conditions and the insufficient data.  Using the data of pile load tests executed in similar cohesive soil, such as the well known results in london clay, it was possible to find a satisfactory solution, based on statistics.]]></description>
      <pubDate>Fri, 24 Aug 2012 21:20:41 GMT</pubDate>
      <guid>https://trid.trb.org/View/1205854</guid>
    </item>
    <item>
      <title>The design of socketed piles in weak rock</title>
      <link>https://trid.trb.org/View/1205791</link>
      <description><![CDATA[The design method described in this paper was developed for high load capacity foundations in the city of Melbourne, where the bedrock is silurian mudstone, henceforth called Melbourne mudstone, occurring at depths varying from zero to at least 50 m.  On the basis of a wide range of theoretical, laboratory and field investigations, a method for the design of piles socketed into weak rock has been proposed.  The method presented differs from existing methods in that it satisfies both allowable settlement and strength criteria, and that it accommodates the general non linear load deformation characteristics observed for such piles.  The proposed method allows for the design of socketed piles to support load by side resistance or base resistance only, or, by consideration of the contribution of the two components through relative interaction and mobilization, by both side and base resistance acting together.  The application of the design method is discussed on the basis of rock parameters and construction practice, and examples are given.  While the proposed method has been developed for piles socketed into the Melbourne mudstone, it is considered that the concepts presented may also apply to a wide range of other rock types.]]></description>
      <pubDate>Fri, 24 Aug 2012 21:18:55 GMT</pubDate>
      <guid>https://trid.trb.org/View/1205791</guid>
    </item>
    <item>
      <title>The capacity of piers drilled into rock</title>
      <link>https://trid.trb.org/View/1205790</link>
      <description><![CDATA[This paper describes the results of a series of tests on socketted bored piles in strong shale at westmead, near Sydney.  The effect of rock defects is discussed and the results are compared with other data.  The question of allowable defects and the field control of socket lengths is discussed (a).]]></description>
      <pubDate>Fri, 24 Aug 2012 21:18:54 GMT</pubDate>
      <guid>https://trid.trb.org/View/1205790</guid>
    </item>
    <item>
      <title>An experimental investigation into side shear for socketed piles in sandstone</title>
      <link>https://trid.trb.org/View/1205789</link>
      <description><![CDATA[The work described in this paper represents one facet of an investigation into the design of bored piles socketed into sandstone.  It is concluded that: (i) the degree of roughness of the socket sidewalls is of major importance in ensuring that the load displacement behaviour will be "plastic" or "work hardening".  (Ii) the degree to which the socket sidewalls are cleaned after or during drilling has an important bearing on the peak average shear strength, particularly for smooth sockets.  (Iii) the few tests done on sockets cast using tremie concrete placed under bentonite indicate that for moderately smooth sidewalls the bentonite significantly reduces the average side resistance.  (Iv) for clean sidewalls and in situations where clay seams and highly weathered zones comprise less than about 5 per cent of the socket length the peak average shear strength is directly related to the unconfined strength of the sandstone.  (V) within the scatter of the results obtained in the field and in the laboratory there appeared to be no length to diameter effect on the peak average side resistance up to l/d values of about 6.  (Vi) the laboratory tests indicated that the degree of confinement of a socket afforded by the surrounding rock has an important bearing on the peak and residual side shear resistance.]]></description>
      <pubDate>Fri, 24 Aug 2012 21:18:51 GMT</pubDate>
      <guid>https://trid.trb.org/View/1205789</guid>
    </item>
    <item>
      <title>Properties of soft rock relevant to socketed pile design</title>
      <link>https://trid.trb.org/View/1205786</link>
      <description><![CDATA[An extensive programme of laboratory testing on specimens of mudstone obtained from a number of locations in the Melbourne area has examined the influence of a number of factors on its modulus and shear strength.  It has been confirmed that both modulus and shear strength are highly dependent on weathering.  The weathering environment can also have a considerable influence on the measured values of modulus, with the highly weathered oxidized form having moduli significantly greater than the reduced mudstone with the same moisture content.  However, from the limited data examined, it appeared that the weathering environment did not have the same marked effect on the shear strength parameters.  Confining pressures applied to the specimens prior to the application of a deviator stress also had an influence on the performance of the mudstone but was very much more pronounced with regard to shear strength than modulus.  Furthermore, it was found that the measured values of modulus, when related to weathering as defined by moisture content, produced a unique correlation between modulus and moisture content after initial consolidation.  It is considered that for modulus, a confining pressure merely reduces the moisture content of the mudstone to give a modulus value characteristic of the new moisture content.  It is shown that for moduli, an excellent correlation was obtained between laboratory and field results. However, for shear strength, such a correlation cannot be examined until a more complete understanding of failure criteria, mechanisms and analysis is obtained.]]></description>
      <pubDate>Fri, 24 Aug 2012 21:18:46 GMT</pubDate>
      <guid>https://trid.trb.org/View/1205786</guid>
    </item>
    <item>
      <title>Theoretical analyses of rock socketed piles</title>
      <link>https://trid.trb.org/View/1205782</link>
      <description><![CDATA[Theoretical analyses of pile socket behaviour have been used to illustrate the effects of various assumptions frequently made in socket design.  The most important assumption is that of the nature of pore water drainage during loading, and phi = 0 behaviour is significantly different from c - phi or c-phi joint behaviour.  Elastic solutions have been extended for a new design method, and expanded to include the important two layer case.  Some computational difficulties remain, particularly regarding stresses at the pile extremities, and further work - including non linear elastic analyses for economy and more accurate parameter modelling - is in progress.  Correct simulation of joint behaviour is also a complex laboratory and computational problem, but interim results are promising. In spite of these difficulties, it should be added that the programme has been used with great success in aiding decision making for a wide range of practical problems, including piles in layered rocks with weak zones beneath the base, piles in thin, jointed rock layers overlying clay and field tests for rock parameter determination.]]></description>
      <pubDate>Fri, 24 Aug 2012 21:18:39 GMT</pubDate>
      <guid>https://trid.trb.org/View/1205782</guid>
    </item>
    <item>
      <title>Lateral load tests on some bored piles in Singapore</title>
      <link>https://trid.trb.org/View/1198079</link>
      <description><![CDATA[Large diameter bored piles are being used extensively in Singapore as foundations to support axial and lateral loads.  While the axial capacity of these bored piles have been investigated extensively, little is known about the actual performance of these piles under lateral loading.  In this paper, the results of a number of lateral load tests on large diameter bored piles are presented.  At this site, the soil consists of a Pleistocene deposit of Old Alluvium comprising mainly of clayey to silty coarse sand with some lenses of silty clay.  Overlying the Old Alluvium formation are the more recent deposits of marine clay and peaty clay.  The piles are designed to socket into the Old Alluvium formation.  Numerical back analysis using the p-y curve method were also carried out and the results are discussed and compared with the field data (A).]]></description>
      <pubDate>Fri, 24 Aug 2012 15:53:06 GMT</pubDate>
      <guid>https://trid.trb.org/View/1198079</guid>
    </item>
    <item>
      <title>Static and cyclic behaviour of concrete sandstone interfaces</title>
      <link>https://trid.trb.org/View/1198051</link>
      <description><![CDATA[Presented in this paper are some results obtained from static and cyclic, direct shear testing of concrete sandstone interfaces under conditions of constant normal stiffness.  "Smooth" and "rough" interfaces and intact sandstone have been tested.  Peak and residual strength envelopes have been identified for the three types of interface.  An elastoplastic constitutive model, capable of matching well the observed behaviour, has also been presented.  The model may be of use in understanding the fundamental behaviour of these interfaces and for predicting the behaviour of rock socketed foundations (A).]]></description>
      <pubDate>Fri, 24 Aug 2012 15:52:20 GMT</pubDate>
      <guid>https://trid.trb.org/View/1198051</guid>
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