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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>Macro-meso mechanical response of ice-bearing glaciofluvial deposits under thaw–freeze–thaw cycles</title>
      <link>https://trid.trb.org/View/2659888</link>
      <description><![CDATA[Glaciofluvial deposits are widespread in the southeastern Xizang Plateau, and their stability has been increasingly threatened by climate warming and tunnel construction, leading to frequent landslides and debris flows. To overcome the challenge of quantifying the highly variable mechanical behavior of ice-bearing glaciofluvial deposits under coupled effects of initial ice content, confining pressure, and thaw–freeze–thaw (TFT) cycling, this study conducted low-temperature triaxial tests and X-ray CT scanning on remolded specimens. The experimental dataset was used to analyze stage-dependent stress–strain responses and the evolution patterns of shear strength and strength parameters, and to elucidate the governing mesostructural degradation mechanism. The results indicate that the initial deposits exhibit strain-softening behavior that becomes more pronounced with increasing initial ice content and confining pressure; during TFT cycling, thawed specimens consistently show strain softening, whereas frozen specimens exhibit strain hardening. Peak strength shows a nonlinear dependence on initial ice content: it decreases monotonically with initial ice content in the thawed state but reaches a maximum at ∼10% initial ice content in the frozen state; correspondingly, the internal friction angle decreases and cohesion increases with initial ice content in the thawed state, while the frozen state displays a higher friction angle and markedly greater cohesion than the initial state. Both friction angle and cohesion deteriorate with increasing TFT cycles in thawed and frozen states and tend to stabilize after about six cycles. CT results reveal a periodic mesostructural evolution characterized by cementation fracture and structural recementation, which governs the observed mechanical transitions. Based on the experimental data, a quantitative modulus–shear strength relationship and a nonlinear coupled model incorporating initial ice content and TFT cycles were developed. Across all datasets, all fits exceeded R2 of 0.90 and kept NRMSE under 9% with a 6.42% mean, supporting engineering-oriented prediction of key mechanical parameters.]]></description>
      <pubDate>Wed, 29 Apr 2026 09:10:30 GMT</pubDate>
      <guid>https://trid.trb.org/View/2659888</guid>
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      <title>Unit Weights of Glacial Soils by CPTu</title>
      <link>https://trid.trb.org/View/2516813</link>
      <description><![CDATA[Existing piezocone penetration test (CPTu) correlations for soil properties are generally accurate for common sands and clays but are less reliable for organic soils and the poorly sorted mixtures of gravel, sand, silt, and clay that are typical of glacial deposits. To address these concerns, unit weight correlations have been redeveloped for glacial soils throughout the state of Michigan, based on data collected by the Michigan Department of Transportation (MDOT). CPTu soundings were strategically performed alongside companion soil borings from which split-spoon and Shelby tube samples were recovered. The laboratory-measured unit weights were used to develop new regressions based on the functional forms suggested by previous researchers but adjusted to reduce the standard error for the Michigan data set. Correlations were evaluated separately for mineral soils and organic soils, and these updated regressions are expected to be applicable for site investigations in similar geologic environments in the upper midwestern United States.]]></description>
      <pubDate>Mon, 12 May 2025 17:09:36 GMT</pubDate>
      <guid>https://trid.trb.org/View/2516813</guid>
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    <item>
      <title>Modelling the Dynamics of Iceberg-Soil Interaction during Seabed Gouging</title>
      <link>https://trid.trb.org/View/1722791</link>
      <description><![CDATA[Not only in the Arctic, but also well outside the Arctic, icebergs can be a danger to buried offshore pipelines due to seabed gouging. As it is not economically feasible to bury these pipelines at depths where soil deformations are small, these pipelines are buried at sub-gouge depths where the soil experiences significant plastic deformations. Before considering the sub-gouge soil deformations that are vital to determine optimal pipeline burial depths, a better understanding of dynamic iceberg-soil interaction during seabed gouging is required. In the past, several models have been developed to describe the interaction forces between an iceberg and the soil in front of the iceberg keel based on static soil failure theory or from experimental observations. These models do not fully account for the dynamic behaviour of the iceberg, nor do they consider the corresponding response of the sub-gouge soil. In fact, how the extent of sub-gouge deformations depends on the geotechnical parameters of the seabed is not at all well understood. Therefore, a three-dimensional physics-based model is being developed that describes the transient iceberg-soil interaction (i) based on plasticity theory, (ii) accounting for the dynamic response of the iceberg during gouging and (iii) including the hydrodynamics of the iceberg. This paper presents a two-dimensional version of the iceberg-soil interaction model assuming the iceberg keel to be rigid and plane-strain conditions for the soil. Model predictions are presented and compared for different seabed characteristics.]]></description>
      <pubDate>Thu, 30 Jul 2020 16:19:18 GMT</pubDate>
      <guid>https://trid.trb.org/View/1722791</guid>
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    <item>
      <title>Stödremsa :laboratoriestudie av täthet och bärighet</title>
      <link>https://trid.trb.org/View/1696264</link>
      <description><![CDATA[When the support strip is not supposed to carry traffic load is low permeability considered as a more important property than bearing capacity. That is why the conclusion of this study is that moraine is more suitable for the support strip than crushed rock. “Support strip”: means in this report the unbound material that protects the edge of the (top) asphalt layer along (rural) roads. The support strip is quite narrow, around 30 cm (1 ft) and it should not be considered as the road shoulder. Some of the functions of support strips is that they should be non-permeable and have some bearing capacity. There are more functions the support strip should fulfill but in this project the properties of permeability and bearing capacity as California Bearing Capacity, CBR, have been studied in laboratory. The first tested material has been a granite (crushed rock) with the gradings 0/8 mm with content of fines (material < 0,063 mm), f, 8%, 10%, 15% and 20%; grading 0/11 mm with f = 10% and grading 0/16 with f equals to 8%, 10% and 15%. The second material has been a moraine with gradings 0/16 mm with f equals to 8%, 10%, 15% and 20%.]]></description>
      <pubDate>Fri, 03 Apr 2020 15:48:34 GMT</pubDate>
      <guid>https://trid.trb.org/View/1696264</guid>
    </item>
    <item>
      <title>Geotechnical and Structural Challenges: New Seattle Multimodal Terminal at Colman Dock Project</title>
      <link>https://trid.trb.org/View/1650805</link>
      <description><![CDATA[Washington State Department of Transportation (WSDOT) and Washington State Ferries (WSF) are replacing the aging and seismically vulnerable parts of the Seattle Ferry Terminal at Colman Dock in Seattle to maintain its critical role as a regional multimodal transportation hub. The project includes new concrete trestles, terminal building, and other structures—all to be supported on driven pipe piles and drilled shafts. The project site is located in an active seismic zone. Coupled with high seismic demands, the offshore site is underlain by non-liquefiable soft silt, overlying liquefiable silt, and overlying glacial soils. The main geotechnical and structural challenge is lateral instability of the soils overlying the glacial soils and the consequential impact on the driven pipe piles and drilled shafts. Advanced soil-structure interaction (SSI) analyses using numerical modeling—rather than the conservative empirical approaches—were performed and peer-reviewed to optimize the design. The analyses overall resulted in shorter pile embedment into the glacial soils.]]></description>
      <pubDate>Tue, 24 Mar 2020 10:51:36 GMT</pubDate>
      <guid>https://trid.trb.org/View/1650805</guid>
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    <item>
      <title>Geotechnical Challenges for Bridge Foundation &amp; Roadway Embankment Design in Peats and Deep Glacial Lake Deposits</title>
      <link>https://trid.trb.org/View/1650220</link>
      <description><![CDATA[Design of bridge foundations and roadway embankments in the NJ Hackensack Meadowlands is complicated by low strength compressible organic silts and clays, peats, and glacial lake clays, which result in low lateral resistances, global stability concerns, and significant consolidation and secondary settlements. This paper will describe experiences from five projects in this region, but mainly the most recent, design of a roughly $300 million two-mile long new highway, in this challenging setting. This paper will include description of the estimation of soil properties for peats and glacial lake clays in this region and the benefits that Cone Penetration Testing with pore water dissipation testing and shear wave velocity testing can provide in similar deposits. A discussion is also provided of ground improvement alternatives considered and those selected for roadway embankment, including lightweight soil aggregate, expanded polystyrene (EPS), cellular concrete, surcharge with prefabricated vertical drains (PVD), and timber pile supported embankment relief platforms. Accelerated Bridge Construction (ABC) techniques were used to replace two 100+ year-old rail bridges with limited track outage time using tied back micropile and lagging walls and temporary jump span bridges. This paper will also describe on the benefits of vibration and displacement monitoring to reduce risks associated with impacting adjacent facilities.]]></description>
      <pubDate>Fri, 11 Oct 2019 14:56:23 GMT</pubDate>
      <guid>https://trid.trb.org/View/1650220</guid>
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    <item>
      <title>Springtime failure of a cold-climate geotextile riprap slope</title>
      <link>https://trid.trb.org/View/1595630</link>
      <description><![CDATA[Geotextiles contribute to geotechnical projects by acting as a separator and filter in drainage and erosion control applications. In this article, the authors examine the construction of a road through a glacial soil slope in which the contractor uses a rip rap with a geotextile separator to protect against erosion. The slope, which was designed to access Michigan Highway M-203 on Michigan's Keweenaw Peninsula, failed in the Spring following the construction. The authors explore the possible causes of the slope failure and conclude that the geotextile acted as a barrier to the Springtime groundwater flow, which led to the failure.]]></description>
      <pubDate>Mon, 01 Apr 2019 10:14:26 GMT</pubDate>
      <guid>https://trid.trb.org/View/1595630</guid>
    </item>
    <item>
      <title>Use of High-Strain Dynamic Testing to Efficiently Design and Construct Bridge Foundations in Glacial Soils</title>
      <link>https://trid.trb.org/View/1557171</link>
      <description><![CDATA[The design of driven piles in glacial tills and outwash soils is frequently conservative in regards to pile length and foundation cost and ineffective in accurately characterizing the soil-pile interaction. Technology such as high-strain dynamic testing can be utilized to more efficiently and sustainably design and construct deep foundation systems. High-strain dynamic testing was utilized in a design-build project in the Minneapolis/St. Paul metropolitan area to characterize the properties of the soil-pile interaction and more economically construct the substructure foundations. At each substructure, initial drive and restrike tests were performed on 12 ¾-inch outside-diameter, steel, closed-ended pipe piles driven into glacial soils. The unit side resistances and unit end bearing resistances were determined from wave matching analyses using CAPWAP on restrike and/or initial drive data. The differences in the predicted and measured unit side resistance and unit end bearing resistance in glacial till and outwash soils for driven pile are discussed. For the seven structures currently completed, the actual driven pile lengths varied from 24.9 percent greater to 50.7 percent less than the expected lengths and the driven pile lengths were shortened on average by approximately 3.9 percent corresponding to an overall cost savings of approximately $98,000.]]></description>
      <pubDate>Wed, 12 Dec 2018 09:10:36 GMT</pubDate>
      <guid>https://trid.trb.org/View/1557171</guid>
    </item>
    <item>
      <title>Qualitaetsbaustoffe aus Alpine Moraene: Leitfaden der Fachgruppe Sand und Kies des ISTE</title>
      <link>https://trid.trb.org/View/1370605</link>
      <description><![CDATA[Der Leitfaden beschreibt die Qualitaetsbaustoffe aus Alpine Moraene Kiese und Sande (rund oder gebrochen sowie als Gesteinskoernung oder Baustoffgemisch) und die Verwendungsmoeglichkeiten in der Verkehrsinfrastruktur, in Ingenieurbauten (zum Beispiel Wohnungs- und Industriebau) sowie in sonstigen Verwendungsbereichen. Der Leitfaden gibt einen Ueberblick ueber die Entstehung der Alpine Moraene in Baden-Wuerttemberg und ueber die Ablaeufe der Produktherstellung (Gewinnung und Aufbereitung) sowie ueber die unterschiedlichen Baustoffprodukte aus Alpine Moraene. Der Veredelungsprozess bei der Aufbereitung, welcher eine Reihe aufwendiger Verfahrensschritte beinhaltet, ist beschrieben worden. Anhand eines Beispiels wird gezeigt, wie durch gezielt hintereinander geschaltete Brechanlagen das Material fuer spezielle Anwendungen in Form gebracht wird. Die Reinigungsprozesse, die Klassierung der Gesteinskoernungen und die praezise Einstellung der Korngroessenverteilung mit modernen Steuerungsmechanismen werden aufgezeigt. (A)]]></description>
      <pubDate>Tue, 29 Sep 2015 10:09:23 GMT</pubDate>
      <guid>https://trid.trb.org/View/1370605</guid>
    </item>
    <item>
      <title>Small Diameter Driven Pipe Piles in Seattle: Summary of Recent Research and Test Results</title>
      <link>https://trid.trb.org/View/1272080</link>
      <description><![CDATA[Small diameter pipe piles called pin-piles are often used in the Seattle area for underpinning small structures, especially at sites where access is difficult or constrained. Pin-piles are most commonly 60 mm [50 mm nominal] diameter and 89 mm [75 mm nominal] schedule 80 black iron pipe driven with a 41 kg jack hammer or a 68 kg Rhino hammer. In the dense glacial soils often found in the Seattle area, piles are frequently damaged during driving to the specified one minute driving criterion. Furthermore, only very small if any settlement is observed under working loads, and even load tests carried out to twice the allowable load often show settlements of only a very few millimeters. The paper begins with a brief history of the development of pin-piles and the basis for driving criterion and the limitations on allowable loads currently imposed by municipalities in the Seattle area. Then the results of three research projects carried out at the University of Washington in cooperation with local consultants and contractors are summarized. It was found from both static load tests and limited dynamic testing that ultimate load capacity is often 3.5 to 5 times greater than maximum loads allowable without a static load test. Finally, the authors show the results of thirteen production static load tests on 152 mm diameter pin-piles loaded to 180 kN. The deflections were very small and the results tend to support the authors' contention that the presently allowable load capacities are conservative. Recommendations for future research and local foundation design and construction practice are given.]]></description>
      <pubDate>Tue, 01 Jul 2014 17:28:21 GMT</pubDate>
      <guid>https://trid.trb.org/View/1272080</guid>
    </item>
    <item>
      <title>Jet Grouting for the Mitigation of Excavation Wall Movements in Glacial Silts</title>
      <link>https://trid.trb.org/View/1310126</link>
      <description><![CDATA[This paper describes the innovative application of jet grouting to improve the stability of a bottom-up construction in sensitive glacial silts. The construction involved a 51- to 69.5-ft-deep excavation supported by internally-braced secant pile walls adjacent to existing fragile buildings which needed to be protected. The excavation design was complicated by the large difference in subgrade levels within the excavation. An integrated grout slab and gravity wall was pre-formed in situ prior to excavation using jet grouting to enhance excavation support. Numerical modeling was used to study the behavior of the jet grout elements for controlling deep-seated inward wall movement. The results of quality control testing on cored samples taken through the grouted glacial silts are discussed. Inclinometers installed in the secant pile walls confirmed that wall deflections achieved during excavation were less than 1.2 in. (or 0.15% of excavation depth).]]></description>
      <pubDate>Mon, 30 Jun 2014 09:44:38 GMT</pubDate>
      <guid>https://trid.trb.org/View/1310126</guid>
    </item>
    <item>
      <title>Pile Capacity Setup in Fine-Grained Glacial Deposits at the South Brooklyn Marine Terminal</title>
      <link>https://trid.trb.org/View/1302909</link>
      <description><![CDATA[In June of 2009, the design and construction of a materials recycling facility (MRF) owned by the City of New York and to be built and operated by Sims Municipal Recycling of New York (SIMS) at the 30th Street Pier of the South Brooklyn Marine Terminal (SBMT) was undertaken. The new facility was to be constructed on the approximately 11-acre (4.5 ha) site as part of the SBMT renovations undertaken by the NYC Economic Development Corporation. A new 850-ft-long (259.1-m) bulkhead and docking facility was constructed along the southern perimeter of the pier to facilitate the reception of barges. A wharf with an enclosed over-water shed structure was also constructed in addition to other upland structures. The site was underlain by, in descending order: fill, organic silt, sand, glacial lake deposit (sand/silt/clay), and glacial till. Bedrock was not encountered within the upper 175 ft (53.3 m). Foundations for the new structures consisted of open-end steel "friction" piles founded in the underlying Glacial Lake Stratum. The required pile resistance varied by structure from 272 kips (1209.9 kN) to 460 kips (2046.2 kN). The selected pile section consisted of 24-in (610-mm) diameter steel pipes with 1/2-in (13-mm) wall thickness. The marine pile testing and installation program was challenged by large "freeze" factors in the clay and silt and a fish breeding moratorium on in-water work. Pile Driving Analyzer (PDA) testing and Case Pile Wave Analysis Program (CAPWAP) were used extensively during initial drive of piles to the anticipated tip elevation. The results of this analysis and observed pile resistances during driving indicated in-place capacities less than predicted due to development of excess pore water pressure and soil remolding. Driven piles were restruck at varying setup times (up to 4 months) to determine the rate and percentage of capacity development. An extensive PDA restrike program found significant pile capacity increase with setup time. The ultimate capacities were verified through static load testing. This paper presents the measured affects of setup time.]]></description>
      <pubDate>Mon, 16 Jun 2014 09:54:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/1302909</guid>
    </item>
    <item>
      <title>Cement Requirements of Selected Soil Series in Iowa</title>
      <link>https://trid.trb.org/View/1285266</link>
      <description><![CDATA[PREVIOUS WORK HAS SHOWN GOOD CORRELATION BETWEEN CEMENT REQUIREMENTS FOR SOIL-CEMENT AND SPECIFIC HORIZONS IN 43 AGRICULTURAL SOIL SERIES IN SEVERAL GREAT PLAINS STATES, WASHINGTON, AND IDAHO. TO CHECK THE VALIDITY OF SUCH CORRELATIONS FURTHER AND TO EXPAND THE RESULTS TO IOWA, A NUMBER OF LOESS, SAND AND GLACIAL TILL SOIL SERIES WERE SAMPLED IN VARIOUS HORIZONS AND TESTED. INSTEAD OF SELECTING MODAL SAMPLES FROM A SERIES, MANY SERIES ARE REPRESENTED BY MODAL SAMPLES AND BY EXTREMES TO PROVIDES A MORE RIGOROUS TEST. ZONAL GREAT SOIL GROUPS REPRESENTED ARE BRUNIZEM AND GRAY-BROWN PODZOLIC. THE DOMINANT CLAY MINERAL IS MONTMORILLONITE. CEMENT REQUIREMENT CORRELATIONS RANGED FROM GOOD TO POOR. REASONS FOR POOR CORRELATIONS ARE THAT CEMENT REQUIREMENTS FOR SOME FINE-GRAINED IOWA SOILS WERE ABNORMALLY HIGH DUE TO FREEZE-THAW SENSITIVITY, AND THAT SOME SERIES ARE TOO BROADLY DEFINED TO DISTINGUISH ADEQUATELY THE SENSITIVE FROM NON-SENSITIVE SOIL. MAJOR DIFFERENCES RELATING TO GREAT SOIL GROUP AND B HORIZON STRUCTURE WERE ALSO FOUND. INVESTIGATIONS OF IOWA FINE SANDS SHOWED GOOD CORRELATION OF CEMENT REQUIREMENTS WITH GEOLOGIC ORIGIN, WHICH IS NOT REFLECTED IN THE SOIL SERIES DESIGNATIONS ON PUBLISHED SOIL MAPS. THE SANDS ARE A VALUABLE RESOURCE FOR USE IN SOIL-CEMENT.]]></description>
      <pubDate>Mon, 27 Jan 2014 10:14:48 GMT</pubDate>
      <guid>https://trid.trb.org/View/1285266</guid>
    </item>
    <item>
      <title>Anwendung genormter Felduntersuchungen in heterogenen (alpinen) Lockergesteinen</title>
      <link>https://trid.trb.org/View/1244045</link>
      <description><![CDATA[Bauwerke, insbesondere auch Verkehrsbauten, liegen oft in und auf weichen Boeden. Die ausreichende Kenntnis der vorhandenen, zwar nicht besonders guten, bodenmechanischen Eigenschaften (Verformung und Festigkeit) fuehrt zu sicheren, wirtschaftlicheren und nachhaltigeren Bauvorgaengen und Bauten. Mit geringen Mehrkosten der Untersuchung laesst sich oft der 10 bis 20fache Betrag an Baukosten sparen. Die Anwendung von Feldversuchen in glazialen (heterogenen) Boeden setzt besondere Kenntnisse voraus, um zuverlaessige Resultate zu erhalten, diese sind in Normen und Lehrbuechern nicht enthalten. In weichen Boeden hat sich der kombinierte Einsatz des Flachdilatometers DMT (CEN/ISO TS 22476-10) oft kombiniert mit der elektrischen Drucksonde mit Porenwasserdruckmessung CPTU (EN-ISO 22476-1) oder der mechanischen Drucksonde CPTM (EN-ISO 22476-12) bewaehrt. Unterschiedlich gelagerte Schichten bedingen den Einsatz von Vorbohrungen, um grobkoernige Schichten zu queren. Bei der Interpretation wird meist von idealen Verhaeltnissen ausgegangen, entweder von drainiertem Verhalten in Sand oder undrainiertem (Ton) Verhalten des Bodens in Ton. Dazwischen liegende Boeden (Silt) weisen oft ein teilweise drainiertes Verhalten auf, und verlangen angepasste Interpretationen und Auswertungen. Die Antragsteller verfuegen ueber viele Daten von Baugrunduntersuchungen, die als Einzelfall ausgewertet wurden. Aus einer gemeinsamen Analyse und Synthese lassen sich weitergehende Schluesse ziehen. Die Erfahrungen sollen zusammengetragen werden und daraus Anweisungen entwickelt werden, welche die zuverlaessigere Durchfuehrung von Feldversuchen erlauben und deren Potenzial voll ausnutzen. Oft ist auch eine Kombination mit Laborversuchen zweckmaessig. Ein mehrsprachiges Handbuch soll die wichtigen Punkte zusammenfassen und dem Geotechniker und dem Ausfuehrenden der Sondierungen als Empfehlungen zur Verfuegung stellen. (A) Titel in Englisch: Application of standardized field tests in heterogeneous (alpine) terrain.]]></description>
      <pubDate>Tue, 19 Feb 2013 10:32:26 GMT</pubDate>
      <guid>https://trid.trb.org/View/1244045</guid>
    </item>
    <item>
      <title>Statistical Analysis of Soil Variability</title>
      <link>https://trid.trb.org/View/1219331</link>
      <description><![CDATA[Engineers have always assumed that soils derived from the same parent material and under the same environmental conditions would have similar engineering properties. To ascertain the extent to which this is true a study was conducted on two soils. These soils were obtained from Madison and Tipton Counties, Indiana, and would be pedologically classified as Brookston and Crosby. Twenty borings were obtained from each county - ten from Brookston soils and ten from Crosby soils. Samples of these soils were subjected to the following tests and the results analyzed statistically: 1) Atterberg Limits; 2) Standard AASHO Compaction Test; 3) Hveem Stabilometer and Swelling Pressure Tests; 4) California Bearing Ratio Test; 5) Grain Size Distribution Test, and 6) Unconfined Compression Test. It should also be noted that x-ray diffraction tests were conducted on eight samples - four from the rises and four from the depressions. From the statistical analysis, utilizing analysis of variance techniques, it was found that soil variability is a function of the property being measured. The variability of the soils, as defined by the parameters of these tests, was very large. The consequences of such variation as it pertains to pavement design were considered. Diagrams are presented which relate the number of borings required to predict the mean value, of a given test parameter, to a desired degree of precision.]]></description>
      <pubDate>Mon, 19 Nov 2012 10:08:15 GMT</pubDate>
      <guid>https://trid.trb.org/View/1219331</guid>
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