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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=PHNlYXJjaD48cGFyYW1zPjxwYXJhbSBuYW1lPSJkYXRlaW4iIHZhbHVlPSJhbGwiIC8+PHBhcmFtIG5hbWU9InN1YmplY3Rsb2dpYyIgdmFsdWU9Im9yIiAvPjxwYXJhbSBuYW1lPSJ0ZXJtc2xvZ2ljIiB2YWx1ZT0ib3IiIC8+PHBhcmFtIG5hbWU9ImxvY2F0aW9uIiB2YWx1ZT0iMCIgLz48L3BhcmFtcz48ZmlsdGVycz48ZmlsdGVyIGZpZWxkPSJpbmRleHRlcm1zIiB2YWx1ZT0iJnF1b3Q7U29pbCBjZW1lbnQgdGVzdHMmcXVvdDsiIG9yaWdpbmFsX3ZhbHVlPSImcXVvdDtTb2lsIGNlbWVudCB0ZXN0cyZxdW90OyIgLz48L2ZpbHRlcnM+PHJhbmdlcyAvPjxzb3J0cz48c29ydCBmaWVsZD0icHVibGlzaGVkIiBvcmRlcj0iZGVzYyIgLz48L3NvcnRzPjxwZXJzaXN0cz48cGVyc2lzdCBuYW1lPSJyYW5nZXR5cGUiIHZhbHVlPSJwdWJsaXNoZWRkYXRlIiAvPjwvcGVyc2lzdHM+PC9zZWFyY2g+" rel="self" type="application/rss+xml" />
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    <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>Volumetric Behavior of Cemented Sand Reinforced PVA Fiber under Shear Loading</title>
      <link>https://trid.trb.org/View/2549024</link>
      <description><![CDATA[This study presents the results of consolidated drained triaxial tests conducted to investigate the influence of various parameters on the volumetric change behavior of cemented sand reinforced with polyvinyl alcohol (PVA) fibers. The primary objective is to explore the interaction between fiber weight ratio, cement weight ratio, confining pressure, and relative density on the dilatation behavior of cemented sand reinforced with PVA fibers. PVA fibers were incorporated into dry sand-cement mixtures at weight ratios of 0.0%, 0.3%, and 0.6%. The specimens were prepared with cement content of 0%, 2%, and 4% by weight of dry sand and cured for 7 days. Two relative densities were used in specimen preparation, and triaxial compression tests were conducted under different confining pressures. The results reveal that decreasing relative density, increasing cement content, and adding fibers all contribute to a reduction in sample dilatation. Specifically, the peak dilation rate increases with higher relative density and cement content, while it decreases with higher fiber content and confining pressure. A notable aspect of this study is its investigation of how these parameters interact when combined, offering a deeper understanding of their collective effects on soil behavior.]]></description>
      <pubDate>Thu, 12 Jun 2025 16:00:29 GMT</pubDate>
      <guid>https://trid.trb.org/View/2549024</guid>
    </item>
    <item>
      <title>Prototype Test of Soil-Cement Shoring Walls for the Transbay Transit Center, San Francisco</title>
      <link>https://trid.trb.org/View/2172649</link>
      <description><![CDATA[The Cement Deep Soil Mixing (CDSM) method was selected to construct shoring walls for temporary support of deep excavations for the Transbay Transit Center in San Francisco. The CDSM method is also planned to be used for ground treatment to improve the strength characteristics of soils to depths up to 150 ft (45.7 m) to protect adjacent structures from the potential impacts of excavation-induced deformations. Because of the unprecedented depths of the anticipated CDSM treatment, a prototype test was undertaken to evaluate the feasibility of the CDSM method to achieve the intended depths of treatment while maintaining the required quality in terms of strength, permeability, and continuity. This paper presents the results of the field tests, including the variation of soil-cement strengths and permeability.]]></description>
      <pubDate>Tue, 20 Feb 2024 09:16:43 GMT</pubDate>
      <guid>https://trid.trb.org/View/2172649</guid>
    </item>
    <item>
      <title>Time Delay Effects on Compactability of Soil-Cement Materials during Proctor Testing</title>
      <link>https://trid.trb.org/View/1842200</link>
      <description><![CDATA[The Proctor test method, as specified in AASHTO T134 and ASTM D558, continues to play a vital role in design and construction quality control for soil-cement materials. However, neither test method establishes a methodology or standardized protocols to characterize the effects of time delay between cement addition and compaction, also known as compaction delay. Compaction delay has been well documented to have a notably negative effect on compactability, compressive strength, and overall performance of soil-cement materials, but specification tools to address this behavior are not prevalent. This paper aims to demonstrate the extent of compaction delay effects on several soil-cement mixtures used in Mississippi and to present recommended new test method protocols for AASHTO T134 to characterize compaction delay effects. Data presented showed that not all soil-cement mixtures are sensitive to compaction delay, but some mixtures can be very sensitive and lead to a meaningful decrease in specimen dry density. Recommended test method protocols were presented for AASHTO T134 and commentary was presented to provide state Departments of Transportation and other specifying agencies a few examples of how the new compaction delay protocols could be implemented.]]></description>
      <pubDate>Fri, 26 Mar 2021 11:04:42 GMT</pubDate>
      <guid>https://trid.trb.org/View/1842200</guid>
    </item>
    <item>
      <title>Poisson’s Ratio Assessed from Ultrasonic versus Load Test</title>
      <link>https://trid.trb.org/View/1692597</link>
      <description><![CDATA[Fifty-three cored specimens from block samples of partially cemented soil (caliche), collected from the Las Vegas valley, were tested for their Unconfined Compressive Strength (UCS). Deformations of sixteen of these samples were recorded using a compressometer as well as Linear Variable Displacement Transducers (LVDTs). The compressometer, which is more commonly used on concrete cylinder samples, has the advantage in rock sample testing that lateral as well as axial deformation can be measured. Consequently, the equivalent linear secant Poisson’s ratio can be evaluated (μ = -εL / εa) with increasing stress level over the course of the UCS test. All samples were subjected to ultrasonic wave velocities determination prior to UCS tests. Compressional (V‫‫‫p) and shear (Vs) wave velocities were measured using a commercial Ultrasonic Pulse Wave Transducer. The lab velocities were obtained in order to compare with field values from geophysical tests on site. However, from these lab wave velocities, the Poisson’s ratio at zero strain/load were computed and compared with the variation in Poisson’s ratio with increasing stress level based on deformation measurements from the UCS test. Such comparison is the subject of this paper.]]></description>
      <pubDate>Thu, 02 Apr 2020 09:42:57 GMT</pubDate>
      <guid>https://trid.trb.org/View/1692597</guid>
    </item>
    <item>
      <title>Early Age Thermal Measurements of Soil-Cement Mixtures for Quality Control during Paving</title>
      <link>https://trid.trb.org/View/1607184</link>
      <description><![CDATA[Cementitiously stabilized soil (i.e., soil-cement) is popular among some state departments of transportation (DOTs) for subbase and base pavement layers, particularly, states with limited supplies of quality aggregates. When constructed properly, soil-cement has proven to be a well-performing and economically beneficial product for multiple DOTs; however, there is still a growing need to better characterize soil-cement properties in the laboratory and especially during construction. This need could partly be met with thermal profile measurements of hydrating soil-cement mixtures. The overall purpose of this article is to investigate the potential use of thermal measurements as a quality control tool for compacted soil-cement mixtures used in pavement layers. A compaction device, referred to as the Plastic Mold (PM) device, was central to the approach presented in this article to perform thermal measurement and unconfined compressive strength (UCS) testing on the same specimen. Based on data presented in this article, thermal profile measurements of soil-cement mixtures are feasible and have some merit as a quality control tool. Variability analysis under laboratory conditions showed measured thermal profile results were less variable or equally as variable as UCS measurements. Under field conditions, thermal profile testing was observed to be sensitive to initial material temperature, thermal device insulation, and surrounding environment temperatures. Implementation of thermal measurements into soil-cement quality control seems to be best suited as supporting information only for cases in which UCS measured by the PM device needs more explanation.]]></description>
      <pubDate>Thu, 27 Jun 2019 14:54:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/1607184</guid>
    </item>
    <item>
      <title>Strength Assessment of Soil Cement with the Dynamic Cone Penetrometer</title>
      <link>https://trid.trb.org/View/1495206</link>
      <description><![CDATA[Soil cement is a mixture of soil, portland cement, and water that can be compacted and cured to form a pavement support layer. The Alabama Department of Transportation (ALDOT) requires seven-day compressive strengths of cores extracted from soil cement base to be from 250 to 600 psi (1.7 to 4.1 MPa) before the contractor can receive full payment. Due to high variability in core strength results, the need developed to find an alternative method to assess the in-place strength of soil cement base. The objectives of this paper are to determine if the dynamic cone penetrometer (DCP) can be used to assess the strength of soil cement, and to establish the correlation between the DCP and the unconfined compressive strength of soil cement. Laboratory testing was performed to evaluate the suitability of the DCP, and to establish the relationship between DCP and unconfined compressive strength results over a strength range appropriate for soil cement base. The DCP was able to efficiently penetrate soil cement with strengths less than 800 psi (5.5 MPa). The recommended DCP test depth is 3 in. (75 mm), because at this depth strong correlation to compressive strength is achieved without excessive technician effort. A logarithmic function is recommended to relate the DCP results to the unconfined compressive strength of soil cement and this function is recommended for use over strengths ranging from 100 to 800 psi (0.7 and 5.5 MPa).]]></description>
      <pubDate>Mon, 26 Feb 2018 13:44:10 GMT</pubDate>
      <guid>https://trid.trb.org/View/1495206</guid>
    </item>
    <item>
      <title>Effects of Thermal Conductivity of Soil on Temperature Development and Cracking in Mass Concrete Footings</title>
      <link>https://trid.trb.org/View/1378510</link>
      <description><![CDATA[This paper presents the findings of an investigation on thermal behavior of mass concrete footings placed directly on soil using finite element analysis. A three-dimensional finite element model was developed to predict temperatures in a mass concrete footing–soil system and to assess cracking potential of the concrete at early age. Two bridge pier footings constructed in Florida were monitored for temperature development, and the measured temperatures were compared with the computed temperatures from the finite element model. The results show that the temperatures predicted by the model closely agree with those measured in the field. Several soils with varying thermal resistances were modeled in this study in order to find out which soils can be used as an insulator for mass concrete footings so that an insulation layer would not be needed at the bottom of the footings. The results suggest that dry sand and dry clay provide good insulation at the bottom of mass concrete footings, and soil with an R-value of 0.072 per m or greater (or thermal conductivity of 0.35?W/m-K or lower) would provide adequate insulation at the bottom of concrete footings to prevent early-age cracking in the concrete.]]></description>
      <pubDate>Wed, 30 Dec 2015 09:02:26 GMT</pubDate>
      <guid>https://trid.trb.org/View/1378510</guid>
    </item>
    <item>
      <title>Design and Construction Control Guidance for Chemically Stabilized Pavement Base Layers</title>
      <link>https://trid.trb.org/View/1308713</link>
      <description><![CDATA[A laboratory and field study was conducted related to chemically stabilized pavement layers, which is also  referred to as soil-cement. Soil-cement practices within Mississippi Department of Transportation (MDOT) related to Class 9C soils used for base layers were evaluated in this report. The overall objective was to provide draft design and quality control guidance that could be incorporated and/or specified to improve performance of soil-cement base layers. A total of 2,101 tests were performed to evaluate a variety of parameters. Testing included strength versus time, strength variability, compaction, elastic modulus, wheel tracking, and thermal profile measurement. One key component of the research was development of economical thermal profile equipment to evaluate compacted soil-cement during the first few hours of hydration. The primary intention of this equipment is a quality control tool. Another key component of the research was development of equipment that allowed soil-cement to be compacted inside a plastic mold that could be used for laboratory mix design, specimen preparation for pavement layer thickness design, and for quality control. Results indicated the plastic mold compaction approach has many advantages and should be implemented into design and quality control operations. At the present time, widespread use of thermal profiles for quality control is not recommended. Additional study, however, could result in effective implementation of thermal profiles into soil-cement construction projects on a more frequent basis.]]></description>
      <pubDate>Wed, 28 May 2014 15:26:38 GMT</pubDate>
      <guid>https://trid.trb.org/View/1308713</guid>
    </item>
    <item>
      <title>Comparison of Type I and Type III Portland Cements for Soil Stabilization</title>
      <link>https://trid.trb.org/View/1285267</link>
      <description><![CDATA[No abstract]]></description>
      <pubDate>Mon, 27 Jan 2014 10:14:48 GMT</pubDate>
      <guid>https://trid.trb.org/View/1285267</guid>
    </item>
    <item>
      <title>Experimental Soil-Cement Road in Wisconsin</title>
      <link>https://trid.trb.org/View/1260515</link>
      <description><![CDATA[No abstract.]]></description>
      <pubDate>Mon, 16 Sep 2013 08:06:54 GMT</pubDate>
      <guid>https://trid.trb.org/View/1260515</guid>
    </item>
    <item>
      <title>Research on the Physical Relations of Soil and Soil-Cement Mixtures</title>
      <link>https://trid.trb.org/View/1260521</link>
      <description><![CDATA[No abstract.]]></description>
      <pubDate>Mon, 16 Sep 2013 08:03:03 GMT</pubDate>
      <guid>https://trid.trb.org/View/1260521</guid>
    </item>
    <item>
      <title>Performance Assessment of Cementitiously Stabilized Subgrade Soils</title>
      <link>https://trid.trb.org/View/880603</link>
      <description><![CDATA[A laboratory study was undertaken to evaluate the performance of two cementitiously stabilized subgrade clays from Oklahoma. Three different percentages of locally used and economically available stabilizers in Oklahoma, namely, hydrated lime, class C fly ash (CFA), and cement kiln dust (CKD) were used. Cylindrical specimens were prepared with different percentages of stabilizers and cured for 28 days at a constant temperature and controlled humidity. Following the curing period, specimens were tested for unconfined compressive strength (UCS), representing short-term behavior. Long-term performance was assessed in terms of moisture susceptibility (tube suction test) and three-dimensional (3-D) swell during 60 days of capillary soaking. Results showed that specimens prepared with 15% CKD exhibited the highest improvement in UCS values of both clays. Lime- and CFA-stabilization helped by reducing moisture susceptibility and swelling potential of specimens; however, CKD increased the moisture susceptibility and swelling.]]></description>
      <pubDate>Thu, 19 Feb 2009 14:43:44 GMT</pubDate>
      <guid>https://trid.trb.org/View/880603</guid>
    </item>
    <item>
      <title>Key Parameters for Strength Control of Artificially Cemented Soils</title>
      <link>https://trid.trb.org/View/798945</link>
      <description><![CDATA[Often, the use of traditional techniques in geotechnical engineering faces obstacles of economical and environmental nature. The addition of cement becomes an attractive technique when the project requires improvement of the local soil. The treatment of soils with cement finds application, for instance, in the construction of pavement base layers, in slope protection of earth dams, and as a support layer for shallow foundations. However, there are no dosage methodologies based on rational criteria as exist in the case of the concrete technology, where the water/cement ratio plays a fundamental role in the assessment of the target strength. This study therefore aims to quantify the influence of the amount of cement, the porosity and the moisture content on the strength of a sandy soil artificially cemented, as well as to evaluate the use of a water/cement ratio and a voids/cement ratio to assess its unconfined compression strength. A number of unconfined compression tests, triaxial compression tests, and measurements of matric suction were carried out. The results show that the unconfined compression strength increased linearly with the increase in the cement content and exponentially with the reduction in porosity of the compacted mixture. The change in moisture content also has a marked effect on the unconfined compression strength of mixtures compacted at the same dry density. It was shown that, for the soil-cement mixture in an unsaturated state (which is usual for compacted fills), the water/cement ratio is not a good parameter for the assessment of unconfined compression strength. In contrast, the voids/cement ratio, defined as the ratio between the porosity of the compacted mixture and the volumetric cement content, is demonstrated to be the most appropriate parameter to assess the unconfined compression strength of the soil-cement mixture studied.]]></description>
      <pubDate>Thu, 01 Mar 2007 08:41:04 GMT</pubDate>
      <guid>https://trid.trb.org/View/798945</guid>
    </item>
    <item>
      <title>Non-Destructive Evaluation of Cement-Mixed Soil</title>
      <link>https://trid.trb.org/View/751183</link>
      <description><![CDATA[This paper describes how electrical resistivity (ER) and time-domain reflectometry (TDR) were used to determine the electromagnetic (EM) properties, electrical resistivity (p) and apparent dielectric constant (Ka), of soil-cement mixtures. Laboratory tests simulating cement-mixed soil were performed on large-size specimens (286-mm diameter and 305mm height) of different soil, cement, and water proportions at regular time intervals up to 56-days. Soil, cement, and water have measurably different EM properties, and as cement consumes water during hydration and bond formation continues during hardening the EM properties change over time. Water content and unconfined compressive strength (UCS) were also measured at 7-, 14-, 28-, and 56-days. For soil-cement samples Ka decreased and ñ increased with time.  Electrical resistivity (p) was found to be directly related to strength gain. Increasing cement content increased strength but decreased electrical resistivity.]]></description>
      <pubDate>Wed, 11 May 2005 07:41:38 GMT</pubDate>
      <guid>https://trid.trb.org/View/751183</guid>
    </item>
    <item>
      <title>SOIL-CEMENT TEST-DATA CORRELATION IN DETERMINING CEMENT FACTORS FOR SANDY SOILS</title>
      <link>https://trid.trb.org/View/122620</link>
      <description><![CDATA[TO PROVIDE QUICK AND SIMPLE PROCEDURES FOR DETERMINING CEMENT FACTORS FOR SOIL-CEMENT CONSTRUCTION AND TO RELIEVE THE PRESSURE ON LABORATORY PERSONNEL AND FACILITIES, THE PORTLAND CEMENT ASSOCIATION IS CORRELATING DATA OBTAINED FROM TESTING MORE THAN 6,000 SOILS, REPRESENTING MANY DIFFERENT SOIL TYPES, TEXTURES, AND MIXTURES. THIS PAPER PRESENTS AND DISCUSSES THE RESULTS OF A CORRELATION OF SOIL AND SOIL-CEMENT LABORATORY DATA OBTAINED BY TESTING 2,229 SANDY SOILS FOLLOWING ASTM OR AASHO STANDARD TEST PROCEDURES. BY USE OF THE CORRELATION, METHODS OF QUICKLY DETERMINING CEMENT FACTORS FOR MOST SANDY SOILS ENCOUNTERED IN SOIL-CEMENT CONSTRUCTION WERE DEVELOPED. THE 2,229 SOILS WERE PLACED INTO THREE GROUPS, TWO OF WHICH ARE BASED ON TEXTURAL CLASSIFICATION. THE THIRD GROUP INCLUDES SPECIAL OR MISCELLANEOUS GRANULAR MATERIALS. THE METHODS INVOLVED ARE PRESENTED AS STEP-BY-STEP PROCEDURES AND INCLUDE THE USE OF CHARTS BASED ON RELATIONSHIPS BETWEEN MAXIMUM DENSITY, COMBINED SILT, AND CLAY CONTENT AND THE CEMENT REQUIREMENT FOR ADEQUATELY HARDENING THE SOIL. MINIMUM COMPRESSIVE STRENGTHS ALSO ARE REQUIRED. THE PROCEDURES REQUIRE CONSIDERABLY LESS LABORATORY WORK AND TIME THAN IS NEEDED FOR MAKING COMPLETE ASTM OR AASHO SOIL-CEMENT TESTS, AND IN ADDITION, SMALLER SOIL SAMPLES CAN BE USED. THE DEPENDABILITY OF THE TEST METHODS WHEN CHECKED AGAINST THE SANDY SOILS PREVIOUSLY TESTED BY THE STANDARD ASTM-AASHO TESTS IS DISCUSSED. THE STEP-BY-STEP TESTING PROCEDURES PROVIDED RELIABLE METHODS FOR ESTABLISHING SAFE CEMENT FACTORS FOR 2,201 (OR 98.7 PERCENT) OF THE 2,229 SOILS. WHILE THE CEMENT FACTORS OBTAINED WERE PRACTICAL, THEY WERE NOT ALWAYS THE MINIMUM OR MOST ECONOMICAL THAT COULD BE USED TO HARDEN THE SOIL. THE PAPER SUGGESTS ADOPTION OF THE TEST METHODS DEVELOPED. IT FURTHER SUGGESTS THAT THE CHARTS BE USED IN THE FORM SHOWN UNTIL LOCAL DATA AND EXPERIENCE ARE OBTAINED THAT WILL PERMIT REVISION TO CONFORM MORE CLOSELY TO LOCAL CONDITIONS. /AUTHOR/]]></description>
      <pubDate>Sun, 15 Aug 2004 02:44:12 GMT</pubDate>
      <guid>https://trid.trb.org/View/122620</guid>
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