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    <title>Transport Research International Documentation (TRID)</title>
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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>Transport Research International Documentation (TRID)</title>
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      <link>https://trid.trb.org/</link>
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    <item>
      <title>Abrasion and Scaling Resistance of Lightweight Self- Consolidating Concrete Containing Expanded Slate Aggregate</title>
      <link>https://trid.trb.org/View/1854309</link>
      <description><![CDATA[This study evaluated the abrasion resistance for a number of lightweight self-consolidating concrete (LWSCC) incorporating coarse and fine lightweight expanded slate aggregates (LC or LF, respectively). The study also investigated the abrasion resistance before and after exposure to freezing-and-thawing cycles in the presence of deicing salt. The investigated parameters included different volumes of LC and LF aggregates, three binder contents (500, 550, and 600 kg/m3 [31.2, 34.3, and 37.5 lb/ft3]), and different types of concrete (LWSCC, lightweight vibrated concrete, and normal-weight self-consolidating concrete). Increasing the percentage of expanded slate aggregate decreased the abrasion resistance. Mixtures with LF showed higher strength-per-weight ratio and higher abrasion and salt-scaling resistance compared to mixtures with LC. Samples exposed to abrasion before salt scaling had higher mass losses due to salt scaling with an average of 26.8% compared to non-abraded ones. Higher mass loss was also observed in mixtures exposed to abrasion after the exposure to salt scaling with an average of 26% and 43.3% in the rotating-cutter and sandblasting abrasion tests, respectively.]]></description>
      <pubDate>Wed, 30 Jun 2021 17:36:22 GMT</pubDate>
      <guid>https://trid.trb.org/View/1854309</guid>
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    <item>
      <title>Study on assessment of pozzolanic activity: Slate cutting waste</title>
      <link>https://trid.trb.org/View/1724259</link>
      <description><![CDATA[The mining industry is responsible for various environmental problems, including the extraction of natural resources and the generation of a significant volume of waste. The use of such residues in the construction industry as supplementary cementitious material (SCM) is one possible solution to minimize its disposal and a way for both industries to improve their eco-efficiency. This research aims to study the pozzolanic potential of the residue generated in slate cutting, as well as to compare the current standard methods applied to verify the pozzolanic activity (strength activity index) and direct methods based on calcium hydroxide consumption. A milling study in a planetary ball mill was carried out to evaluate the effects of particle size distribution on reactivity. The pozzolanic activity was investigated based on current standard methods (strength activity index) and analytical evaluations. The results of calcium hydroxide consumption were obtained from simultaneous thermal analysis (thermogravimetric and thermal differential analysis) and X-ray diffraction. Conflicting results between the current standard and direct methods were observed. The tested specimens with low or inexpressive calcium hydroxide consumption presented a high-strength activity index, while the specimens that presented a higher calcium hydroxide consumption showed a strength activity index below the minimum values required by the current standards. The results pointed to the potential use of slate cutting waste and contributes to the discussions about the phenomena neglected by the current strength activity index standard.]]></description>
      <pubDate>Thu, 27 Aug 2020 10:17:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/1724259</guid>
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    <item>
      <title>Stability of lightweight self-consolidating concrete containing coarse and fine expanded slate aggregates</title>
      <link>https://trid.trb.org/View/1724254</link>
      <description><![CDATA[This study aimed to optimize the use of fine and coarse expanded slate lightweight aggregates in developing successful semilightweight self-consolidating concrete (SLWSCC) mixtures with densities ranging from 1850 to 2000 kg/m3 (115.5 to 124.9 lb/ft3) and strength of at least 50 MPa (7.25 ksi). All SLWSCC mixtures were developed by replacing either the fine or coarse normalweight aggregates with expanded slate aggregates. Two additional normalweight self-consolidating concrete mixtures were developed for comparison. The results indicated that due to the challenge in achieving acceptable self-consolidation, a minimum binder content of at least 500 kg/m3 (31.2 lb/ft3) and a minimum water-binder ratio (w/b) of 0.4 were required to develop successful SLWSCC with expanded slate. The use of metakaolin and fly ash were also found to be necessary to develop successful mixtures with optimized strength, flowability, and stability. The results also showed that SLWSCC mixtures made with expanded slate fine aggregate required more high-range water-reducing admixture than mixtures made with expanded slate coarse aggregate. However, at a given density, mixtures developed with expanded slate fine aggregate generally exhibited better fresh properties in terms of flowability and passing ability, as well as higher strength compared to mixtures developed with expanded slate coarse aggregate.]]></description>
      <pubDate>Thu, 27 Aug 2020 10:17:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/1724254</guid>
    </item>
    <item>
      <title>Cracking Tendency of Lightweight Aggregate Bridge Deck Concrete</title>
      <link>https://trid.trb.org/View/1305790</link>
      <description><![CDATA[Early-age cracking in bridge decks is a severe problem that may reduce the functional life of the structure. In this project, the effect of using lightweight aggregate on the cracking tendency of bridge deck concrete was evaluated using testing frames that restrain movement due to volume change effects from placement to cracking. Expanded shale, clay, and slate lightweight coarse and fine aggregates were used to produce internal curing, sand-lightweight, and all-lightweight concretes to compare their behavior relative to a normalweight concrete in bridge deck applications. Specimens were tested under temperature conditions that simulate summer and fall placement scenarios. Increasing the amount of pre-wetted lightweight aggregate in the concrete systematically decreased the density, modulus of elasticity, and coefficient of thermal expansion of the concrete. When compared to a normalweight concrete, the use of lightweight aggregates in concrete effectively delays the occurrence of early-age cracking in bridge deck applications.]]></description>
      <pubDate>Tue, 22 Apr 2014 16:07:34 GMT</pubDate>
      <guid>https://trid.trb.org/View/1305790</guid>
    </item>
    <item>
      <title>Predicting the Performance of Waste Slate as Unbound Subbase Aggregate</title>
      <link>https://trid.trb.org/View/842352</link>
      <description><![CDATA[Roofing slate has been mined in North Wales for at least the last 400 years. It has been exported around the world. There now exists substantial quantities of waste slate as a result of mining and its processing to make roofing slate. Although waste slate has been used locally for general fill and road building there is little experience of its use outside of North Wales. Highway engineers have traditionally been reluctant to use what is regarded as a sub-standard flaky aggregate. It has been assumed that the aggregate particles are not strong, that they are not durable and will not compact. However, to meet targets for sustainability, the United Kingdom construction industry has had to reduce consumption of raw materials, promote recycling and reduce the amount of waste disposed by landfill. The UK government introduced a levy on primary aggregates and a tax on landfill waste. Until the introduction of this Aggregate Tax, the cost of transporting slate from North Wales to English markets made it uncompetitive with primary quarried aggregate. However, slate has now become a commercially viable construction material despite its location. The research detailed in this paper aims to address these traditional fears of the aggregate being inferior. The paper considers the issue of predicting its performance as an unbound aggregate. It first details a laboratory investigation into assessing performance characteristics such as effect of moisture content, density, compaction and deformation resistance using a range of standard and non-standard test methods. The research has clearly shown that what was traditionally regarded as a former waste actually performs as well, if not better than conventional types of aggregate. The paper may also be used as a case study to show the problems associated with current inflexible recipe types of specification and test methods that may be restricting the greater use of materials such as flaky waste slate in construction]]></description>
      <pubDate>Mon, 31 Dec 2007 07:37:29 GMT</pubDate>
      <guid>https://trid.trb.org/View/842352</guid>
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    <item>
      <title>ROCK JOINT COMPLIANCE TESTS FOR COMPRESSION AND SHEAR LOADS</title>
      <link>https://trid.trb.org/View/270211</link>
      <description><![CDATA[A series of compression and shear tests were conducted at large scale on joint surfaces in granite and slate specimens with special equipment being used to isolate the deformations of the joints from those of the rock material. The matrix of compliance components for a rock joint is discussed in relation to these standard tests and it is shown that one pair of compliance components can be determined from a compression test and a second pair from a shear test.  Any attempt to base predictions of rock mass behaviour on the combined use of these two pairs of components should take into account the different stress paths to which they relate.  The nature of the contacts between the asperities on adjacent joint surfaces is considered as a means of suggesting the form of the stress-deformation relations, both in compression and shear. This approach is shown to be of great assistance in helping to explain the test results and fit the observed compliance characteristics. For the compression tests, the test results indicate a pattern of decreasing compliance with load, an increase in compliance with initial aperture, and high levels of recoverability of deformation.  In the shear tests, the curves for the relative displacements indicate there are three zones of different behaviour, elastic, transition and sliding.  There appear to be links between the way in which forces are transferred at asperities and the typical patterns of observice compliance.  (Author/TRRL)]]></description>
      <pubDate>Fri, 27 Aug 2004 21:58:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/270211</guid>
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    <item>
      <title>ROCKFILL DAM OF PHYLLITE</title>
      <link>https://trid.trb.org/View/122516</link>
      <description><![CDATA[ON THE BASIS OF FIELD TESTS AND LABORATORY INVESTIGATIONS TUNNELSPOIL WAS USED BOTH AS CORE MATERIAL AND MATERIAL FOR THE SUPPORTING FILL AT SKJELINGAVATN DAM (PART OF THE VIKFALLI POWER SCHEME, VIK I SOGN, NORWAY). TUNNELS OF 5 SQUARE METERS AND 7.5 SQUARE METERS PROVIDED THE SPOIL CONSISTING OF PHYLLITE. THE PHYLLITE WAS PLACED IN 0.1 METER LAYERS IN THE CORE, COMPACTED AND CRUSHED BY 6 PASSES WITH A 14 TON TRACTOR. EACH LAYER WAS RIPPED AFTER 2 AND FOUR PASSES. THE SUPPORTING FILL WAS BUILT UP OF 1.0 METER LAYERS OF PHYLLITE, SLUICED AND PLACED WITHOUT ANY SPECIAL KIND OF COMPACTION. BESIDES ROUTINE TESTS IN THE SITE LABORATORY, IN SITU PERMEABILITY TESTS WERE PERFORMED. THE PERMEABILITY OF THE CORE WAS MEASURED TO APPROXIMATELY 6/1,000,000 CM/SEC. AND OF THE SUPPORTING FILL 3/1000 CM/SEC AFTER ONE YEAR OF OPERATION, THE DAM DOES NOT SHOW ANY TRACEABLE LEAKAGE. /NGI/]]></description>
      <pubDate>Sun, 15 Aug 2004 02:43:46 GMT</pubDate>
      <guid>https://trid.trb.org/View/122516</guid>
    </item>
    <item>
      <title>SQUEEZING ROCKS OF AKAMATSU TUNNEL</title>
      <link>https://trid.trb.org/View/118331</link>
      <description><![CDATA[AKAMATSU TUNNEL, 680 M IN LENGTH, WAS COMPLETED AT SANTARO PASS ON NATIONAL HIGHWAY NO. 3. THE SWELLING UNSOUND ROCKS AROUND THE TUNNEL CONSISTED OF ALTERNATIONS OF SHALE AND SLATE, AND CRUSHED FAULT ZONES OF SLATE. WHEN THESE ROCKS CONTRACTED AIR, THEY WERE WEATHERED AND THE EXCAVATED SURFACES WERE BROKEN DOWN LIKE SCALE FRACTIONS. THIS REPORT EXPLAINS THE WORKING PROCEDURES AGAINST THE SWELLING ROCKS THAT WERE ENCOUNTERED DURING THE WORK. VARIOUS MEASUREMENTS WERE CARRIED OUT IN ORDER TO CONSIDER THE COUNTER-MEASURES. /AUTHOR/]]></description>
      <pubDate>Sun, 15 Aug 2004 01:52:48 GMT</pubDate>
      <guid>https://trid.trb.org/View/118331</guid>
    </item>
    <item>
      <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>
      <guid>https://trid.trb.org/View/663341</guid>
    </item>
    <item>
      <title>GEOLOGY OF A HIGHWAY SLIDE AT GATLINBURG, TENNESSEE</title>
      <link>https://trid.trb.org/View/722872</link>
      <description><![CDATA[A landslide during construction of a section of Tennessee State Highway 73 east of Gatlinburg made necessary the removal of about 50,000 cubic yards of material in excess of planned excavation. Removal of this material resulted in a cut 170 feet high. Stabilizing this cut and finding areas on which to put the excess fill presented unexpected problems for the construction company and the highway engineers in charge.  Later investigation of the slide area revealed unusual geological conditions from which these difficulties could have been predicted.  The excavation was made in a slope of 50 to 70% grade, underlain by friable, deeply weathered sandstone overlying less easily weathered slate and siltstone.   These beds, dipping about 15 degrees toward the center line, are cut by a high-angle thrust fault, on which a slice of slate and siltstone was brought in vertical attitude against the sandstone near the base of the slope.  The natural retaining wall formed by this slice of relatively sound rock was removed in excavating the new grade, releasing the more weathered sandstone above. Movement of the weathered material was avoided by separation along steep joint surfaces in the sandstone and by slipping on surfaces of bedding and salty cleavage in the underlying slate and siltstone.]]></description>
      <pubDate>Thu, 08 Aug 2002 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/722872</guid>
    </item>
    <item>
      <title>SCALE EFFECTS IN THE CREEP PARAMETERS OF FRACTURED ROCK MASSES</title>
      <link>https://trid.trb.org/View/686166</link>
      <description><![CDATA[The influence of scale effects on the creep parameters of fractured rock masses are investigated through a series of in-situ and laboratory creep tests on slate and claystone.  An in-situ creep test on slate indicates that deformation is highly heterogeneous, and that his resulting heterogeneous differential flow deformation is the primary cause for the failure.  Creep tests on claystone define the magnitude of scale effects on the resulting creep parameters, including initial creep stress, long-term strength, deformation modulus, and viscosity, and also on the mode of ultimate failure.  These parameters are correlated against specimen size, as indexed through the number of component blocks in the test specimens.  These resulting empirical relations provide a defensible method for upscaling to field scale.]]></description>
      <pubDate>Wed, 20 Jun 2001 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/686166</guid>
    </item>
    <item>
      <title>EXPANDED SHALE, CLAY, AND SLATE REFERENCE MANUAL FOR ASPHALT PAVEMENT SYSTEMS. SECOND EDITION</title>
      <link>https://trid.trb.org/View/474094</link>
      <description><![CDATA[This manual serves to educate and guide designers, engineers, students, government agencies, and contractors on the advantages, applications, and performance of expanded shale, clay, and slate (ESCS) aggregate.  It is presented in the following sections:  (1) Introduction; (2) ESCS Aggregate Industry Overview; (3) ESCS Aggregate in the Asphalt Pavement Market; (4) The Benefits and Physical Properties of ESCS Asphalt Pavements; (5) General Design and Construction Information; (6) Chip Seal Asphalt-Aggregate Surface Treatment; (7) Open-Graded Wearing Surfaces (Plant-Mix Seal); (8) Hot-Mix Asphalt (HMA) Surface Course; (9) Thin Hot-Mix Asphalt (HMA) Overlays; (10) Maintenance and Pothole Material (Plant-Mixed); (11) Asphalt-Stabilized Bases with ESCS; (12) Micro-Surfacing and Slurry Seal; (13) Stabilized Aggregate Bases (made with ESCS and local soil binder), and ESCS Geotechnical Fills; and (14) Asphalt-Rubber Pavement.  The appendices contain additional material, such as sections of state specifications, Strategic Highway Research Program (SHRP) standard practice, and international specifications.]]></description>
      <pubDate>Tue, 24 Mar 1998 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/474094</guid>
    </item>
    <item>
      <title>BEHAVIOR OF SOME PAVEMENT FOUNDATION MATERIALS UNDER REPEATED LOADING</title>
      <link>https://trid.trb.org/View/577381</link>
      <description><![CDATA[A wide range of alternative materials for pavement construction were studied, and assessment techniques to enable and increase their use were developed.  Five secondary materials and a conventional crushed granite were considered for use in an unbound form or lightly treated with various binders (including primary and secondary binders) in a total of 11 road pavement subbase materials.  The secondary materials studied were minestone, china clay sand, slate waste, fly ash, and furnace bottom ash.  The laboratory program set up for this research essentially was based on repeated-load triaxial tests, and the techniques used for specimen preparation, conditioning, and testing for resilient behavior are described.  In particular, the modifications of the procedures recommended by the European Committee for Standardization necessary for testing secondary materials are identified and described.  The analysis of the resilient behavior of the materials studied led to the identification of two groups with identical characteristics: unbound type of behavior (which included lightly treated mixtures), and treated type of behavior.  A definition of boundaries for those groups was attempted.  The mechanical properties of these materials necessary for use in analytical methods of pavement design are also presented, and the implications of treatment in terms of triaxial strength and resilient modulus are discussed.]]></description>
      <pubDate>Fri, 17 Oct 1997 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/577381</guid>
    </item>
    <item>
      <title>OBSERVATIONS ON THE USE OF FOLIATED ROCKS FOR COARSE AGGREGATE IN PAVING CONCRETE</title>
      <link>https://trid.trb.org/View/98613</link>
      <description><![CDATA[THE APPLICATION OF PETROGRAPHY IS ILLUSTRATED IN INTERPRETING THE MODE OF DISTRESS OF CERTAIN PLATY ROCKS IN CONCRETE PAVEMENT AND BRIDGE DECKS AND IN GUIDING THE SELECTION OF OSTENSIBLY SIMILAR STONE FOR USE AS CONCRETE AGGREGATE. AN INVESTIGATION OF FLECKING OF A CONCRETE PAVEMENT LED TO THE CONCLUSION THAT THE STONE WHICH WAS USED EXERCISED A CRITICAL CONTROL OVER THE FLECKING BY LOCALIZING STRESSES ACTING IN THE PAVEMENT ALONG THE INTERFACE OF APPROPRIATELY ORIENTED PLATY PARTICLES AND THEIR MORTAR COVER. THE STONE, NOMINALLY A GRANITE GNEISS, WAS INVESTIGATED IN PLACE AND FOUND TO BE LOCALLY STRONGLY FOLIATED AND TO GRADE INTO WHAT MAY BE CALLED PHYLLITE. THE MECHANISM OF THE FLECKING, WHICH MANIFESTS ITSELF AS AN APPARENT BOND FAILURE, IS DEPENDENT ON THE ORIENTATION AND THE ARRANGEMENT OF THE MICAS IN THE ROCK AND THE LIKELIHOOD THAT THE MICA TO MICA BOND IN THE ROCK IS WEAKER THAN THE MICA TO MORTAR BOND IN THE PAVEMENT. MECHANICAL OR FREEZE-THAW ACTION ALONG AN AGGREGATE-MORTAR INTERFACE, WHICH HAS BEEN INITIALLY SEPARATED, LEADS TO ULTIMATE FLECKING OF THE MORTAR COVER OVER THE PLATY PARTICLE. A SLATE, WHICH IS SIMILAR IN ITS GROSS MINERALOGY AND FABRIC TO THE OTHER ROCK WAS RECOMMENDED FOR TRIAL USE AS A CONCRETE AGGREGATE. THE ANTICIPATED RESISTANCE OF THE SLATE TO THE SAME MECHANISM THAT PRODUCED THE APPARENT BOND FAILURE IN THE FIRST ROCK IS BASED ON PETROGRAPHIC WORK SHOWING THAT THE FABRIC OF THE ROCK IS DIFFERENT IN IMPORTANT RESPECTS FROM THE OTHER.]]></description>
      <pubDate>Tue, 12 Jul 1994 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/98613</guid>
    </item>
    <item>
      <title>DRYING SHRINKAGE OF CONCRETE AS AFFECTED BY MANY FACTORS</title>
      <link>https://trid.trb.org/View/95702</link>
      <description><![CDATA[AMONG THE RESULTS PRESENTED, IT IS SHOWN THAT FOR A COMMON GLACIAL GRAVEL AND A STANDARD CEMENT, NEITHER CEMENT CONTENT, NOR GRADATION OF AGGREGATE, NOR DURATION OF PRELIMINARY MOIST CURING HAS MUCH EFFECT ON SHRINKAGE. IT IS INDICATED THAT INVISIBLE CRACKING OF MORTAR BETWEEN AGGREGATE PARTICLES IS COMMON IN CONCRETE SUBJECTED TO DRYING. DIFFERENCES IN EXTENT OF CRACKING OFTEN MAY BE THE DISTINGUISHING FEATURE BETWEEN CONCRETES OF HIGH AND LOW SHRINKAGE. TO TEST THIS HYPOTHESIS, ATTEMPTS WERE MADE TO REDUCE THE TENSILE STRENGTH OF THE MOTAR IN CONCRETE. SMALL AMOUNTS OF GROUND MICA WERE ADDED TO CONCRETE MIXES. SUBSTANTIAL REDUCTIONS IN SHRINKAGE WERE OBTAINED. TYPE OF AGGREGATE IS SHOWN TO HAVE A LARGE EFFECT ON CONCRETE SHRINKAGE. AMONG THE PURE-MINERAL AGGREGATES, DENSE GRADES OF QUARTZ, FELDSPAR, DOLOMITE, AND LIMESTONE ARE OUTSTANDING IN PRODUCING LOW SHRINKAGE. HORNBLENDE AND PYROXENE, WHICH ARE FERROMAGNESIUM SILICATES, PRODUCE CONCRETE OF HIGH SHRINKAGE. AMONG THE AGGREGATES OF MIXED COMPOSITION, SLATE AND SANDSTONE PRODUCE CONCRETE OF VERY HIGH SHRINKAGE. GRANITE FALLS INTERMEDIATE BETWEEN AGGREGATES PRODUCING HIGH AND LOW SHRINKAGE IN ACCORDANCE WITH ITS VARIED CONSTITUENTS. FROM INCOMPLETE STUDIES TO DATE, IT APPEARS THAT THE RIGIDITY, OR MODULUS OF ELASTICITY, OF THE AGGREGATE LARGELY DETERMINES WHETHER OR NOT IT WILL PRODUCE CONCRETE OF HIGH OR LOW SHRINKAGE. /AUTHOR/]]></description>
      <pubDate>Fri, 08 Jul 1994 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/95702</guid>
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