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    <title>Transport Research International Documentation (TRID)</title>
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    <atom:link href="https://trid.trb.org/Record/RSS?s=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" rel="self" type="application/rss+xml" />
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    <language>en-us</language>
    <copyright>Copyright © 2026. National Academy of Sciences. All rights reserved.</copyright>
    <docs>http://blogs.law.harvard.edu/tech/rss</docs>
    <managingEditor>tris-trb@nas.edu (Bill McLeod)</managingEditor>
    <webMaster>tris-trb@nas.edu (Bill McLeod)</webMaster>
    <image>
      <title>Transport Research International Documentation (TRID)</title>
      <url>https://trid.trb.org/Images/PageHeader-wTitle.jpg</url>
      <link>https://trid.trb.org/</link>
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    <item>
      <title>CALCULATION OF THE PROPERTIES OF ROCK BY ULTRASONIC MEASUREMENTS</title>
      <link>https://trid.trb.org/View/1049053</link>
      <description><![CDATA[TO SUPPLEMENT THE RESULTS OF PREVIOUS RESEARCH, MEASUREMENTS OF STRENGTH AND ELASTICITY AND ULTRASONIC MEASUREMENTS ARE TO BE UNDERTAKEN ON A SERIES OF DIFFERENT ROCKS, AND THE RESULTS CORRELATED.  EFFORTS ARE TO BE MADE TO DEVELOP SIMPLE FUNCTIONS FOR CALCULATING ROCK STRENGTH AND DEFORMABILITY IN ADVANCE.  APART FROM LABORATORY MEASUREMENTS, ULTRASONIC MEASUREMENTS  ARE TO BE MADE IN SITU TO TEST THEIR APPLICABILITY ON THE CONSTRUCTION SITE.  THESE MEASUREMENTS SHOULD SHOW WHETHER EXPENSIVE SAMPLING CAN BE ELIMINATED IN FUTURE.]]></description>
      <pubDate>Sun, 21 Nov 2010 01:01:38 GMT</pubDate>
      <guid>https://trid.trb.org/View/1049053</guid>
    </item>
    <item>
      <title>Introducing a new method for calculating the blocks volume caused by joints effect in tunnels</title>
      <link>https://trid.trb.org/View/789186</link>
      <description><![CDATA[Discontinuities within the rock mass can divide the rock into blocks with different sizes and shapes based on the geometrical parameters and pattern of existing joints. The volume of blocks created by cross-cutting of joints has a key role in underground works and selecting the proper supporting system. In this paper the possible shapes which a block can take as a result of the cross-cutting of the joints, as well as the general principles existing in block volume calculation methods are described, and a new method which concerns an especial focus on dip angel, strike, spacing and density of joints is proposed. By this method the block volume calculation is performed more accurately. The software used in this study is AutoCAD. This method proved an acceptable result on a case study performed on a part of horseshoe tunnel of Marvdasht railway having 8 (m) length and 5.35 (m) diameter. This tunnel has been drilled within limestone rock using blasting method. (A) This paper was presented at Safety in the underground space - Proceedings of the ITA-AITES 2006 World Tunnel Congress and the 32nd ITA General Assembly, Seoul, Korea, 22-27 April 2006. For the covering abstract see ITRD E129148. "Reprinted with permission from Elsevier".]]></description>
      <pubDate>Wed, 06 Sep 2006 13:58:24 GMT</pubDate>
      <guid>https://trid.trb.org/View/789186</guid>
    </item>
    <item>
      <title>Performance prediction of a jumbo drill in Pozanti-Ankara Motorway Tunnel (Turkey)</title>
      <link>https://trid.trb.org/View/789040</link>
      <description><![CDATA[In this study, the performance prediction of a jumbo drill used in Pozanti-Ankara Motorway Tunnel (Kirkgecit-1) was investigated. The performance of the drill was observed in once every 50 meters of the tunnel route. Rock blocks were collected from each observation points for the laboratory tests. In addition, joint count was performed on the tunnel face in each observation point. Schmidt hammer, Pwave velocity, impact strength and density values of the rock samples were determined in the laboratory. For each observation point, volumetric joint count (Jv), which is defined as the sum of the number of joints per meter for each joint set, was calculated from joint measurements. Penetration rates of the drill were firstly correlated with rock properties. It was found that there was no correlation between the penetration rate and intact rock properties. This is due to the fact that rock properties belonging to each observation point are approximately same. Then, penetration rates were correlated with Jv values and found strong correlation. Penetration rate linearly decreases with increasing Jv values. Concluding remark is that, if the intact rock properties are approximately same, drilling performance of jumbo drill depends largely on the discontinuities on the rock mass. (A) This paper was presented at Safety in the underground space - Proceedings of the ITA-AITES 2006 World Tunnel Congress and the 32nd ITA General Assembly, Seoul, Korea, 22-27 April 2006. For the covering abstract see ITRD E129148. "Reprinted with permission from Elsevier".]]></description>
      <pubDate>Wed, 06 Sep 2006 13:48:58 GMT</pubDate>
      <guid>https://trid.trb.org/View/789040</guid>
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    <item>
      <title>THE ROLE AND CREDIBILITY OF COMPUTATIONAL METHODS IN ENGINEERING ROCK MECHANICS</title>
      <link>https://trid.trb.org/View/270765</link>
      <description><![CDATA[Computational schemes for analysis of rock mass response to excavation, loading and other imposed changes, are employed pervasively in rock mechanics practice.  Applications range in complexity from determination of stress and displacement distributions around openings, to prediction of the thermo-hydromechanical behaviour of a saturated fissured mass.  While this may be taken as apparent sophistication in rock mechanics design activity, the indiscriminate use of computer methods may sometimes conceal inferior and inadequate engineering procedures.  These inadequacies may not always be recognized, due to the general uncertainties which are inherent in rock mechanics investigations.  This paper seeks to identify some common deficiencies in rock mechanics applications of computational schemes, and to propose ways of eliminating them.  It also indicates some specific developments and applications of computational procedures, which are required to address persistent design problems in geomechanics practice.  For the covering abstract of symposium see IRRD 284392.  (Author/TRRL)]]></description>
      <pubDate>Fri, 27 Aug 2004 21:59:30 GMT</pubDate>
      <guid>https://trid.trb.org/View/270765</guid>
    </item>
    <item>
      <title>AN EXPERIMENTAL INVESTIGATION CONCERNING THE COMPREHENSIVE FRACTURE TOUGHNESS OF SOME BRITTLE ROCKS</title>
      <link>https://trid.trb.org/View/217882</link>
      <description><![CDATA[This paper deals with an experimental investigation of comprehensive fracture toughness of syenite and basalt rocks by using a testing procedure which consists of three-point bending, asymmetric three-point bending and four-point shear tests.  The results obtained show that the curve of rock fracture toughness of various modes can be approximated by an empirical quadratic equation.  The experimental data may be correlated with acoustic velocity, as well as with other mechanical parameters such as uniaxial compressive and tensile strength, modulus of elasticity, and so on. The observations from the tests show that the various characteristics of rock fracture such as the critical stress intensity factors, notch displacement, fracture toughness ratio, and fracture angle are found to be dependent upon the petrological composition, grain size etc. Obvious decrease of fracture toughness for syenite rock with coarser grains implies that there is an influence of the mineral components, rock structure, the grain boundary cracks and intergranular cracks.  From this point of view, the relation between the fracture toughness and the physico-mechanical properties of rocks may be understood through the characteristics of the rock microstructure.  (TRRL)]]></description>
      <pubDate>Wed, 25 Aug 2004 02:39:15 GMT</pubDate>
      <guid>https://trid.trb.org/View/217882</guid>
    </item>
    <item>
      <title>GEOTECHNICAL DESCRIPTIONS OF ROCK AND ROCK MASSES</title>
      <link>https://trid.trb.org/View/214192</link>
      <description><![CDATA[Geotechnical descriptors for rock and rock mass are suggested for use in the field that can be readily understood by geotechnical engineers and contractors. Several rock and rock mass properties and descriptors were determined to be important in geotechnical applications, including tunnel support, slope and foundation stability, and rock excavation.  The descriptors are rock type, strength, discontinuity characterization, weathering, rock quality designation (RQD), ground-water conditions, and rock density.  The rock name or type should be retained in field description, but uncommon rock names should be accompanied by a brief definition to enable the user to relate to more common rock types.  Rock strength should be described quantitatively by the point load index test. Descriptions of discontinuities should include measurement and classification of aperture and a determination of whether the discontinuity is open or tight; filling thickness and composition; wall asperity or roughness; and orientation of individual discontinuities, sets and systems. The use of stereographic projection and unambiguous azimuthal notation to describe discontinuity orientation is recommended. Bieniawski's classification of rock weathering, which classifies degree of weathering and describes the appearance in the  field, is recommended.  The use of RQD in field descriptions as developed by Deere is suggested for certain applications.  Field recognition and   description of seepage and groundwater conditions along discontinuities based on simple observations of the amount of water present and estimates of discharge are recommended to precede and augment the design of more elaborate pore pressure and seepage analysis investigations.  Wet density of rock samples can be determined in the field on core specimens by the standard Rock Testing Handbook Methods.]]></description>
      <pubDate>Wed, 25 Aug 2004 01:28:32 GMT</pubDate>
      <guid>https://trid.trb.org/View/214192</guid>
    </item>
    <item>
      <title>ROCK PROPERTIES COMPUTED FROM RANDOM PORE SIZE DISTRIBUTION</title>
      <link>https://trid.trb.org/View/121081</link>
      <description><![CDATA[A MATHEMATICAL PROCEDURE HAS BEEN USED TO CALCULATE THE POROSITY AND PERMEABILITY OF A POROUS MATRIX. THE TECHNIQUE INVOLVES A SOLUTION OF POISSEUILLES AND DARCYS EQUATIONS ACROSS EACH PORE AND OPENING. THE PROCEDURE USES A DIGITAL COMPUTER, RANDOM NUMBER GENERATOR, AND AN APPROXIMATE RANGE OF PORE DIAMETERS. THE EFFECT OF USING SMALL SAMPLES IN DETERMINING ROCK PROPERTIES IS ALSO DISCUSSED. /AUTHOR/]]></description>
      <pubDate>Sun, 15 Aug 2004 02:37:58 GMT</pubDate>
      <guid>https://trid.trb.org/View/121081</guid>
    </item>
    <item>
      <title>ENGINEERING CLASSIFICATION AND INDEX PROPERTIES FOR INTACT ROCK</title>
      <link>https://trid.trb.org/View/119043</link>
      <description><![CDATA[PHYSICAL AND ELASTIC PROPERTIES OF NX-SIZE ROCK CORE FROM 27 LOCALITIES WERE INVESTIGATED IN ORDER TO DEVELOP AN ENGINEERING CLASSIFICATION SYSTEM FOR INTACT ROCK, AND ALSO TO DEVELOP INDEX PROPERTIES RELATED TO IMPORTANT PHYSICAL AND ENGINEERING CHARACTERISTICS. THIRTEEN ROCK TYPES ARE REPRESENTED. LABORATORY TESTS WERE CONDUCTED ON THESE ROCKS AS FOLLOWS' UNIT WEIGHT, SHORE SCLEROSCOPE HARDNESS, SCHMIDT HAMMER HARDNESS, ABRASION HARDNESS, ABSORPTION, SONIC- VELOCITY STRESS-STRAIN UNDER CYCLIC LOADING TO 5,000 PSI, UNIAXIAL STRESS-STRAIN TO FAILURE, AND POINT-LOAD TENSILE STRENGTH. A TOTAL OF 257 SPECIMENS WITH L/D RATIOS OF 2'1 WERE TESTED. STATISTICAL STUDIES WERE CONDUCTED WITH THE IBM 7094 COMPUTER TO DETERMINE CORRELATION AND REGRESSION RELATIONSHIPS FOR SELECTED PAIRS OF VARIABLES. A SYSTEM OF ENGINEERING CLASSIFICATION IS PROPOSED IN WHICH ROCKS ARE CLASSIFIED ON THE BASIS OF THEIR STRENGTH AND MODULUS PROPERTIES EITHER OBTAINED DIRECTLY FROM LABORATORY TESTS, OR APPROXIMATELY FROM INDEX PROPERTIES RECOMMENDED HEREIN. APPLICATON OF THE PROPOSED ENGINEERING CLASSIFICATION SYSTEM TO DATA OBTAINED BY OTHERS IS SHOWN BY INDIVIDUAL CHARTS FOR EACH OF SEVERAL DIFFERENT ROCK TYPES. FIVE CHARTS ARE PRESENTED FOR ESTIMATING THE STRENGTH OR MODULUS PROPERTIES FOR INTACT ROCK FROM THE NUMERICAL INDICES OBTAINED BY EITHER THE SCHMIDT HAMMER, THE SHORE SCLEROSCOPE, OR THE SONIC PULSE VELOCITY, ALL USED IN CONJUNCTION WITH THE UNIT WEIGHT OF THE ROCK. /AUTHOR/]]></description>
      <pubDate>Sun, 15 Aug 2004 02:10:51 GMT</pubDate>
      <guid>https://trid.trb.org/View/119043</guid>
    </item>
    <item>
      <title>REPRESENTATIVE GROUND PARAMETERS FOR STRUCTURAL ANALYSIS OF TUNNELS. VOLUME 1. RATIONAL APPROACH TO SITE INVESTIGATION</title>
      <link>https://trid.trb.org/View/170652</link>
      <description><![CDATA[This report is the first in a series reporting the results of the above titled study. This document is principally concerned with the thought processes and considerations related to the planning and implementation programs for tunnel design and construction. Considered herein are discussions of (1) geotechnical problems peculiar to tunneling, (2) settings for specific tunneling problems, (3) approaches to exploration for identifying problems, and (4) specific procedures for site investigations and their evaluation. It is intended that this document will provide guidance to those engineers responsible for the planning and implementation of site investigation programs related to tunnel design and construction. This report will also be of value to owners, contractors and others in the underground construction community.]]></description>
      <pubDate>Sun, 23 Nov 2003 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/170652</guid>
    </item>
    <item>
      <title>REPRESENTATIVE GROUND PARAMETERS FOR STRUCTURAL ANALYSIS OF TUNNELS. VOLUME III. TUNNEL DESIGN AND CONSTRUCTION</title>
      <link>https://trid.trb.org/View/170653</link>
      <description><![CDATA[This report is the third in a series reporting the results of the above titled study. This document, Volume 3, is principally concerned with summarization of currently used analytical design procedures, ascertaining the geotechnical parameters required as input into these design procedures, and assessing the significance of these geotechnical parameters. Volume 2 is principally concerned with in situ site investigation techniques but also considers the preliminary phases of a site investigation program, classification and correlation systems applicable to underground design and construction, and large scale field testing procedures. Volume 1 is concerned with the thought processes and considerations related to the planning and supplementation of site investigation programs for tunnel design and construction. It is intended that these documents will provide guidance to those engineers responsible for the planning and implementation of site investigation programs related to tunnel design and construction. This report also will be of value to owners, contractors, and others in the underground construction community. Volume 4 will summarize published case studies on tunnel design and construction with a view toward highlighting lessons learned and benefits received from a rigorous subsurface investigation for tunnel design and construction.]]></description>
      <pubDate>Sun, 23 Nov 2003 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/170653</guid>
    </item>
    <item>
      <title>A ROCK DRILLABILITY INDEX</title>
      <link>https://trid.trb.org/View/124021</link>
      <description><![CDATA[MANY SYSTEMS HAVE PREVIOUSLY BEEN PROPOSED FOR DETERMINING THE "DRILLABILITY" OF ROCK. THESE SYSTEMS HAVE CONSIDERED ONLY ONE METHOD, AND SOME SYSTEMS HAVE A LIMITED OF ROCK HARDNESS. THE ROCK DRILLABILITY INDEX PROPOSED INCORPORATES THE THREE MAJOR DRILLING SYSTEMS-ROTARY, PERCUSSIVE, AND ROTARY-PERCUSSIVE-AND CONSIDERS THE COMPLETE RANGE OF ROCK TYPES FROM THE VERY SOFT, HIGHLY ALTERED ROCKS TO THE EXTREMELEY HARD TACONITES. THE DRILLABILITY INDEX IS BASED ON THE PENETRATION RATE ACHIEVED BY A 3/4-INCH DIAMETER BIT DRILLING A HOLE 4 INCHES DEEP. A ROCK ABRASIVE INDEX IS ALSO PROPOSED, AND IS BASED ON THE CHANGE IN AREA OF THE BIT CUTTING-EDGE PROFILE. DRILLABILITY AND ABRASIVE INDICES HAVE BEEN DETERMINED FOR 98 ROCK TYPES. PHYSICAL PROPERTIES OF THESE TYPES HAVE BEEN OBTAINED IN ORDER TO ASCERTAIN ANY CORRELATIONS BETWEEN THE DRILLABILITY INDICES AND THESE PROPERTIES. /AUTHOR/]]></description>
      <pubDate>Mon, 29 Sep 2003 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/124021</guid>
    </item>
    <item>
      <title>NATURAL STONE SURFACING - GOOD PRACTICE GUIDE</title>
      <link>https://trid.trb.org/View/673237</link>
      <description><![CDATA[The use of natural stone in pavements has not been without problems and many of the pavements have not performed as expected resulting in a loss of confidence in the use of stone.  Recognising this problem SCOTS (Society of Chief Transportation Officers in Scotland) in conjunction with the Scottish Enterprise Network and the Scottish Executive have promoted a programme to study, research, evaluate and understand the issues inherent in the use of natural stone in pavements.  This document is one outcome of that programme and gives guidance to practitioners working in this field.  The studies have drawn together UK and European knowledge of the various issues and new research has been carried out.  This has led to the development of an understanding of the fundamental design issues controlling how natural stone pavements resist traffic loading coupled with the need for good workmanship and aftercare.  Natural stone pavements depend on good workmanship and the finished product is highly dependent upon the skill and experience of the labour force.  Because natural stone pavements have been out of favour in the UK for more than 70 years we have lost the necessary skills and experience which now need to be re-acquired.  This document is intended to assist in ensuring the integrity of natural stone streetscapes and to encourage their ongoing use.  (A)]]></description>
      <pubDate>Wed, 04 Apr 2001 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/673237</guid>
    </item>
    <item>
      <title>THE INFLUENCE OF JOINT PROPERTIES IN MODELLING JOINTED ROCK MASSES</title>
      <link>https://trid.trb.org/View/492375</link>
      <description><![CDATA[Prediction of likely response to excavation, and production of final designs for the rock reinforcement, require realistic descriptions of the components of rock mass behaviour.  This article explores some of the methods that have proved reasonably successful in describing and modelling rock joints and rock masses, despite the complexities involved.  Index testing of rock joints and rock mass characterisation, including geophysical methods, are the essential activities in preparation for two- and three-dimensional distinct element modelling.  Recent improvements are described.  (A)]]></description>
      <pubDate>Thu, 04 Nov 1999 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/492375</guid>
    </item>
    <item>
      <title>A COMPREHENSIVE STUDY OF WEATHERED BASALT FOR LOW-VOLUME TRAFFIC ROADS PAVING</title>
      <link>https://trid.trb.org/View/476504</link>
      <description><![CDATA[Rio Grande do Sul State presents more than 120,000 km (74,580 mi) of low-volume traffic roads; most of them unpaved.  The Civil Engineering Postgraduate Course of Federal University of Rio Grande do Sul and Roads Department of Rio Grande do Sul have been developing since 1992 a comprehensive study of weathered basalt, a non-conventional material, whose use may reduce paving costs. This study includes laboratory tests of ten weathered basalt deposits and the construction of an equipment for traffic simulation on experimental sections.  This paper presents the main results of laboratory study.  Characterization and standard rock durability test results are discussed and an index relating the soaked and dry mineral skeleton strengths is proposed as an acceptance criterion for weathered basalts.  Experimental results obtained in test sections where weathered basalts were used as subbase or base layers, are also discussed.]]></description>
      <pubDate>Tue, 03 Mar 1998 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/476504</guid>
    </item>
    <item>
      <title>SWELLING WEAK ROCKS: SCANNING ELECTRON MICROSCOPY AND MICROPROBE ANALYSIS</title>
      <link>https://trid.trb.org/View/476493</link>
      <description><![CDATA[Roads, foundation, slope stability and underground works are affected by swelling and breakdown processes.  These problems often occur in the regions constituted by clayed and silty sedimentary rocks.  The swelling process depends on attributes such as: texture, structure, clay mineral, chemicaal composition of porous water and presence of the specific minerals such as pyrite and pyrrhotite.  This study presents the swelling behavior of some weak sedimentary rocks in terms of their chemical and physical properties and mineralogical composition. The mineralogy and texture were studied by X-ray Diffractometry and Scanning Electron Microscopy (SEM).  The comparative analysis of the results obtained for samples before and after swelling test permitted to evaluate the influence of the microtexture and microstructure.  The association between microprobe analysis and SEM was fundamental in the identification of the clay minerals and alteration of the minerals.  In this study the influence of the factors as texture, alteration of the pyrite and mmoisture was observed.]]></description>
      <pubDate>Tue, 03 Mar 1998 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/476493</guid>
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