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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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      <title>Estimation of Cambridge Argillite Strength Based on Drilling Parameters</title>
      <link>https://trid.trb.org/View/1469544</link>
      <description><![CDATA[This paper presents the results from extensive laboratory strength testing of bedrock samples from the Boston, Massachusetts area, and provides correlations to drilling parameters recorded during the coring process. Results from unconfined compressive strength testing, splitting tensile strength testing (using the Brazilian test), and the point load test method were compared to the recorded drilling parameters and calculated compound parameters such as the Somerton Index and the Drilling Energy. The rocks tested were mostly Cambridge argillite with some diabase, basalt, and sandstone. The objective of this paper is to demonstrate that measurements while drilling (MWD) can provide designers of deep foundations with a better approximation of the strength of the bedrock matrix by correlating drilling parameters to more conventional laboratory test methods, and field measurements such as rock quality designation, with potential for more efficient, reliable, and cost-effective foundation designs.]]></description>
      <pubDate>Wed, 21 Jun 2017 17:16:13 GMT</pubDate>
      <guid>https://trid.trb.org/View/1469544</guid>
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      <title>RUBY CREEK ROCK SLOPE STABILIZATION</title>
      <link>https://trid.trb.org/View/663341</link>
      <description><![CDATA[Located on State Route 97 near Blewett Pass in the Cascade Mountains of Washington State, the Ruby Creek Site consists of a 200-ft high rock cut originally constructed in 1959.  The complex geologic setting for the project site includes slates or argillites, tectonically emplaced greenstone blocks and basalt. As part of its Unstable Slope Management Program, the Washington State Department of Transportation had rated this site as a high priority based upon the hazard to the highway and the potential economic impacts if a slope failure were to occur.  The significant hazards included a 5,000-cu yd mass of rock susceptible to a planar mode of failure, an 11,500-cu yd rock mass susceptible to a wedge mode of failure and numerous small-scale features contributing to rockfall.  Site investigations included aerial reconnaissance, detailed surveying of the location of major fault structures, joint population mapping including multiple traverses down the slope face on ropes, shear strength testing of fault gouge material and testing for intact rock strength.  Stereographic analyses and computerized stability analyses led to the conclusions that the planar mass should be removed by controlled blasting and that the wedge mass should be stabilized through reinforcement. Design criteria and specifications were provided for blasting and scaling, high capacity rock bolts, low capacity rock bolts, untensioned dowels and shear pens.  Shotcrete and extensive application of cable netting were recommended to control ongoing rockfall.  The blasting portion of the project was subject to stringent timing constraints to accommodate summer holiday traffic and to safeguard biological resources in the area. These constraints required the consideration of multiple blasting strategies to remove the 5,000-cu yd planar block.  The adopted plan consisted of a single shot drilled from the top of the block.  The results of the blast provided valuable lessons and specific data on the issues of access for drilling, hole deviations in 160-ft long angled blast holes, muck pile run out, flyrock trajectories, blast cleanup methodology, and traffic interruption.  The scaling, bolting and cable net installations also yielded practical information on the challenges of converting design intention to construction reality.]]></description>
      <pubDate>Fri, 08 Aug 2003 00:00:00 GMT</pubDate>
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      <title>EVALUATION OF METHODS FOR PREDICTING DURABILITY CHARACTERISTICS OF ARGILLACEOUS CARBONATE ROCK</title>
      <link>https://trid.trb.org/View/182538</link>
      <description><![CDATA[Argillaceous carbonate aggregates are particularly prone to freeze-thaw failures, yet standard acceptance tests commonly do not prevent their use.  Recently several Indiana highways have experienced such extensive pitting and popouts of highly argillaceous carbonates that resurfacing was required within one year.  Coarse aggregate from three quarries and from pavement cores were studied to determine petrography, insoluble residue and clay contents, and pore size distribution.  Results indicate the poorly performing ledges are highly argillaceous, fine grained, dolomites and dolomitic limestones with insoluble residues ranging from 20-50% consisting of low plasticity silts to medium plasticity silty clays.  Illite is the predominant clay mineral (by x-ray diffraction).  Aggregates with poorest performance are not necessarily those with the greatest insoluble residue percentage; the nature and mode of insolubles control extremes of deterioration.  Rocks with more clay as insolubles, evenly distributed throughout the rock, are less durable than those with greater total insolubles consisting of silty concentrations of streaks and laminations.  Insoluble residue content of silt and clay size and pore characteristics, as measured by the mercury intrusion or the Iowa pore index test, are the most reliable indicators of freeze-thaw durability.  Nondurable aggregates have a residue content in excess o 20%, a large pore volume with small pore diameters, most being less than 0.1 microns, and an Iowa pore index value more than 50 ml. Additional tests including sulphate soundness, unconfined freeze-thaw, and absorption-adsorption tests were conducted and their results compared with percent residue, mercury porosimeter data, and pore index values.  Sulphate soundness and freeze-thaw tests are found to pass some unsound aggregates and reject some sound ones.  Also, the criteria based on D-cracking are found to be more stringent than those required to prevent pitting and popouts.  Use of D-cracking criteria will exclude many aggregates which can be safely used in bituminous pavements.  The purpose of this research is to develop a simpler, more economical test to exclude nondurable argillaceous carbonate aggregates. (Author)]]></description>
      <pubDate>Mon, 31 Jan 1983 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/182538</guid>
    </item>
    <item>
      <title>ROCKSLIDES AND AVALANCHES. VOLUME 2 ENGINEERING SITES</title>
      <link>https://trid.trb.org/View/173112</link>
      <description><![CDATA[(Continued from TRIS 341910) Landslides in argillaceous rock, Prairie Provinces, Canada (Thomson, S and Morgenstern, NR); Rock slope failure at Hell's Gate, British Columbia, Canada (Piteau, DR, McLeod, BC, Parks, DR and Lou, JK); Acoustic emission techniques applied to slope stability problems (Stateham, RM and Merrill, RH); Slope failure of 1967-1969, Chuguicamaton Mine, Chile (Voight, B and Kennedy, BA); Pima mine slope failure, Arizona, USA (Hamel, JV); Twin buttes fit slope failure, Arizona, USA (Seegmiller, BL); Pit slope performance in Shale, Wyoming, USA (Clough, GW, West, LJ and Murdock, LT); Hogarth pit slope failure, Ontario, Canada (Brawner, CO and Stacey, PF); Canadian experience in simulating pit slopes by the finite element method (Yu, Ys and Coates, DF). (TRRL)]]></description>
      <pubDate>Tue, 22 Dec 1981 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/173112</guid>
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      <title>PERMEABILITY OF CRYSTALLINE AND ARGILLACEOUS ROCKS</title>
      <link>https://trid.trb.org/View/166378</link>
      <description><![CDATA[Readily available laboratory, in situ and inferred values of permeability, k, of crystalline and argillaceous rocks have been compared.  For crystalline rocks, in situ k ranged from about 1 mu D to 100 Md: for argillaceous rocks it was about 0.01 to 1 mu D.  No systematic decrease of k with depth was evident: over some interval at nearly every well, k was 1 to 100 Md: these highly conductive intervals were as deep as 2-3 km.  In situ permeability has been inferred from earthquake precursors, anomalous pore pressure, leakage from aquifers or other large-scale phenomena.  Where crystalline rocks are involved, k was about 0.1 to 10 Md, and thus about the same as the more permeable zones in wells: this is close to the permeability of many sandstones and is about 1000 times greater than laboratory measurements for intact crystalline rocks.  For argillaceous rocks, laboratory, in situ, and inferred values all agreed within about a factor of 10. Laboratory study of artificial fractures suggest that in situ values for crystalline rocks are high because of natural fractures; fractures may be sealed or absent in shale.  Based on observed variation in wells, k at particular sites in crystalline rock is not predictable within a factor of 100000. For crystalline rocks, laboratory values provide little more than the minimum in situ k; for argillaceous rocks they may provide a good estimate of in situ k.  Because of the great sensitivity of k to the effective stress, measurement or estimation of k must be tailored to the particular stress state of the application. If, as tentatively suggested by in situ and inferred values of k, average crustal k is about 10 Md, pore pressure much greater than hydrostatic seems ruled out in terrains of outcropping crystalline rocks.  Apart from hot pluton environments, anomalously high pore pressures seem to require everywhere a thick blanket of clay-rich rocks, as originally suggested for sedimentary basins. (a) (TRRL)]]></description>
      <pubDate>Thu, 21 May 1981 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/166378</guid>
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      <title>HYDROCHEMICAL DEGRADATION OF GREYWACKE ROAD AGGREGATE</title>
      <link>https://trid.trb.org/View/147347</link>
      <description><![CDATA[This paper was presented at Session 15 - Pavement Materials. Greywackes and argillites, used as road aggregates in the north island of New Zealand have been metamorphosed up to prehnite-pumpellyite metagreywacke facies.  Small amounts of kaolin and montmorillonite group minerals detected in all metagreywackes result from post-metamorphic alteration and weathering.  Aggregate fines consistently contain more montmorillonite than do the rock chips; 1-25 per cent montmorillonite has been detected in the - 200 mesh fines. Clays are concentrated in the fines by physical breakdown of the rock but some aggregates also readily alter yielding clay minerals.  Simple hydrochemical alteration experiments on rock powders have shown that reactions yielding montmorillonite appear to be affected by ph and grainsize of the starting material.  The montmorillonite is believed to form from the hydrochemical alteration of albite - a mineral which is a major constituent of the north island greywackes and argillites.  A 'clay index' of a road aggregate is proposed and defined as the millilitres of 4.5 gll methylene-blue solution absorbed by one gram of the - 200 mesh fines of an aggregate sample.  The 'clay index' may be useful for quality control of road aggregates because it represents the quantity of swelling clays - montmorillonite, swelling chlorite and various interlayered clays - in the fines. /TRRL/]]></description>
      <pubDate>Tue, 22 Apr 1980 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/147347</guid>
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    <item>
      <title>EXPANDED LIGHTWEIGHT AGGREGATE FOR STRUCTURAL CONCRETE</title>
      <link>https://trid.trb.org/View/108415</link>
      <description><![CDATA[THE ADEQUACY, LOCATION AND PROPERTIES OF RAW MATERIALS SUITABLE FOR LIGHTWEIGHT AGGREGATE MANUFACTURE IN NEW ZEALAND ARE REVIEWED. THE ECONOMIES OF TRANSPORT AND THE EFFECTS OF COMPETITION WITH PUMICE AND SCORIA ARE BRIEFLY DISCUSSED. RESULTS OF TESTS ON LIGHTWEIGHT CONCRETE MADE WITH THREE EXPANDED ARGILLITES INDICATE THAT THESE MATERIALS ARE SUITABLE FOR PRODUCTION OF STRUCTURAL LIGHTWEIGHT CONCRETE. /RRL(A)/]]></description>
      <pubDate>Wed, 26 May 1971 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/108415</guid>
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