The densification of a loose granular fill by dynamic compaction is described. The effective dept... more The densification of a loose granular fill by dynamic compaction is described. The effective depth of compaction was found to be described by the relationship D approximately equal 1/2 (the square root of WH) when D and h are expressed in meters and W is expressed in metric tons. The degree of compaction achieved was found to correlate with the product of the energy per drop and the total energy applied per unit surface area. (Author)
THIS SESSION INCLUDES THE FOLLOWING PAPERS: SOIL REINFORCED WITH SYNTHETIC FABRIC (PUIG,J, BLIVET... more THIS SESSION INCLUDES THE FOLLOWING PAPERS: SOIL REINFORCED WITH SYNTHETIC FABRIC (PUIG,J, BLIVET,J AND PASQUET,P); CONSTRUCTION OF A DAM IN SOIL WITH A VERTICAL UPSTREAM FACE BY MEANS OF FABRIC BAGS (KERN,F); ANALYSIS OF STRESS AND STRAIN IN MULTI-LAYERED SOIL FOUNDATIONS REINFORCED WITH SYNTHETIC FABRICS (BARVASHOV,VA AND FEDOROVSKY,N); SOME ASPECTS OF THE DESIGN OF EARTH DAMS REINFORCED WITH FABRIC (CHRISTIE,IF AND ELHADI,KM); WALLS REINFORCED BY FABRICS - RESULTS OF MODEL TEST (SCHWAB,EF, PREGL,O AND BROMS,BB); WALLS REINFORCED BY FABRICS - RESULTS OF MODEL TESTS (HOLTZ,RD AND BROMS,BB); FIELD EXPERIMENT OF FABRIC REINFORCED EARTH WALL (AL HUSSAINI,MM); CONSTRUCTION AND OBSERVATIONS OF FABRIC RETAINED SOIL WALLS (BELL,JR AND STEWARD,JE); POLYESTER FABRIC AS REINFORCEMENT IN SOIL (BROMS,BB). FOR COVERING ABSTRACT SEE IRRD NO 107122.
This proceedings volume reviews the current state-of-the-art design and practice of grouting tech... more This proceedings volume reviews the current state-of-the-art design and practice of grouting techniques and materials, soil improvement technologies, geosynthetics engineering and ground modification for geo-environmental applications. Chapters include jet grouting, compaction grouting, ground treatment for tunnels, remedial grouting for dams, locks, and liquefaction control and reinforcement of foundation soils.
These guidelines have been condensed from the FHWA Geotextile Engineering Manual (1985) for use a... more These guidelines have been condensed from the FHWA Geotextile Engineering Manual (1985) for use as an implementationdocument for project managers and highway designers. It will also be useful as a design reference guide for pavement and geotechnical specialists. The guidelines when used in conjunction with the FHWA Geotextile Engineering Manual will enable the highway engineer to properly design, select, test, specify, and construct with geotextiles and related products such as geogrids and geocomposite drainage materials. Af ter a general introductory chapter, application chapters are presented on drainage, erosion control (permanent and temporary), roadways, pavement overlays, and reinforced embankments, slopes, and retaining walls and abutments. Each chapter presents step-by-step procedures for design, selection, and installation of geotextiles for these applications. For additional information, references are provided to supplement those given in the FHWA Geotextile Engineering ...
This article describes a series of one-eighth scale model pressuremeter holding tests which were ... more This article describes a series of one-eighth scale model pressuremeter holding tests which were performed on clay specimens in a calibration chamber. Different stress histories and degrees of disturbance were applied to the specimens in the tests. Pore pressures within the clay mass were measured and a finite difference program was used to interpret the holding test data, based on the measured initial pore pressure distribution. Reference oedometer tests were conducted on specimens taken in the vertical and horizontal directions from the chamber specimen. The results indicate that stress controlled holding tests provide horizontal coefficient of consolidation values comparable to those obtained from oedometer tests during virgin loading, provided that the final holding stress exceeds the horizontal preconsolidation stress. Improvements in the method used are suggested. (TRRL)
Limited data on pressures induced by waterdrop impact on soil surfaces restricts our understandin... more Limited data on pressures induced by waterdrop impact on soil surfaces restricts our understanding the mechanism of soil detachment due to raindrop impact. Impact pressures on rigid surfaces are known but their application to soil surfaces is questionable. This study was undertaken to measure vertical pressures of waterdrop impact on soil surfaces. A 1‐mm diam piezoelectric transducer was developed and measurements of impact pressures as a function of radial distance from drop center were made. Dickinson loam (coarse‐loamy, mixed, mesic Typic Hapludoll) and Ida silt loam (fine‐silty, mixed [calcareous] mesic Typic Udorthent) with bulk densities of 1.0 and 1.2 Mg/m3 and with matric potentials of −0.5 and −2.5 kPa were used. The waterdrop had a diameter of 5.6 mm and a fall height of 14 m. Average peak impact pressures were greatest at a distance of 1.8 to 2.3 mm from center of impact and of the order of 190 to 290 kPa. These stress levels are almost two orders of magnitude less than ...
STATISTICAL ANALYSES ARE CONDUCTED ON TWENTY SETS OF LABORATORY AND FIELD DATA TO DEMONSTRATE A T... more STATISTICAL ANALYSES ARE CONDUCTED ON TWENTY SETS OF LABORATORY AND FIELD DATA TO DEMONSTRATE A TECHNIQUE FOR RAPID EVALUATION OF DATA, TO INVESTIGATE THE STATISTICAL SIGNIFICANCE AND ASSOCIATION OF COMMON TEST PARAMETERS, AND TO EXAMINE THE DEVELOPMENT OF PREDICTOR EQUATIONS FOR ENGINEERING PROPERTIES IN TERMS OF CLASSIFICATION PARAMETERS ALONE. BECAUSE OF VACANCIES IN THE DATA MATRIX, MANY DATA ARE FOUND TO BE UNUSABLE FOR CORRELATION AND REGRESSION ANALYSIS; IF ANY ADVANCE IN THE APPLICATION OF THESE STATISTICAL PROCEDURES, AS WELL AS MANY OTHERS, IS TO BE MADE, GREATER EFFORT MUST BE DIRECTED TOWARD MEASURING ALL VARIABLES ON ALL SAMPLES. ALTHOUGH MANY OF THE DATA ARE FOUND TO FOLLOW ESSENTIALLY A NORAML DISTRIBUTION, SOME DEVIATIONS DO EXIST. MOST OF THE INTUITIVE CORRELATIONS BETWEEN VARIOUS SOIL PROPERTIES AND CHARACTERISTICS ARE VERIFIED STATISTICALLY, BUT SEVERAL UNEXPECTED DISCREPANCIES ARE FOUND. QUITE OFTEN, THE APPARENTLY UNUSUAL RELATIONSHIP BETWEEN TWO VARIABLES IS EXPLAINED WHEN SEVERAL ADDITIONAL VARIABLES ARE CONSIDERED AT A TIME. IN GENERAL, THE REGRESSION ANALYSES CONDUCTED DO NOT LEAD TO VERY SATISFACTORY PREDICTION EQUATIONS FOR ENGINEERING PROPERTIES IN TERMS OF CLASSIFICATION TEST PARAMETERS. /TRRL/
ABSTRACT In order to consider the influence of geotextile anchorage and modulus on the soil-geote... more ABSTRACT In order to consider the influence of geotextile anchorage and modulus on the soil-geotextile interaction and interface response, a critical examination was made of some large-scale model tests of geotextile-reinforced unpaved roads on peat. It was found that soil-geotextile interaction is strongly non-linear and full anchorage of the geotextile is not a necessary condition of the reinforcement mechanism.
To evaluate the effects of back pressure on the measurements of geotextile in-plane transmissivit... more To evaluate the effects of back pressure on the measurements of geotextile in-plane transmissivity, a new test device has been developed. A series of transmissivity tests were performed under back pressures ranging from 6.9 to 414 kPa. Results show that the influence of back pressure is significantly less than that caused by the variability among different specimens. However, to obtain repeatable results and to conduct the tests efficiently, it is strongly recommended using deaired water and to flush the specimen before testing.
Full Scale Field Test of Prefabricated Vertical Drain(PVD) on Soft Bangkok Clay and Subsiding Env... more Full Scale Field Test of Prefabricated Vertical Drain(PVD) on Soft Bangkok Clay and Subsiding Environment. DT Bergado, AS Balasubramaniam, RJ Fannin, LR Anderson, RD Holtz Ground Improvement, Ground Reinforcement ...
The contents of this report reflect the views of the authors, who are responsible for the facts a... more The contents of this report reflect the views of the authors, who are responsible for the facts and the accuracy of the data presented herein. The contents do not necessarily reflect the official views or policies of the Washington State Transportation Commission, Department of Transportation, or the Federal Highway Administration. This report does not constitute a standard, specification, or regulation.
The history, education, and professional practice of civil engineering in Sweden are briefly revi... more The history, education, and professional practice of civil engineering in Sweden are briefly reviewed. The services and function of the Swedish Society of Civil Engineers and the National Civil Engineers Union are described, and it is noted that younger civil engineers are heavily involved in the decision-making boards and councils of these organizations. The technical abilities and professional ideals of Swedish civil engineers who belong to the Union are contrasted with North American civil engineers. It is concluded that in general, union membership in no way compromises their professionalism, technical competence, ethical ideals, or attitudes toward public service. It is suggested that ASCE should seriously consider Swedish experience in developing its own programs of service to members.
The densification of a loose granular fill by dynamic compaction is described. The effective dept... more The densification of a loose granular fill by dynamic compaction is described. The effective depth of compaction was found to be described by the relationship D approximately equal 1/2 (the square root of WH) when D and h are expressed in meters and W is expressed in metric tons. The degree of compaction achieved was found to correlate with the product of the energy per drop and the total energy applied per unit surface area. (Author)
THIS SESSION INCLUDES THE FOLLOWING PAPERS: SOIL REINFORCED WITH SYNTHETIC FABRIC (PUIG,J, BLIVET... more THIS SESSION INCLUDES THE FOLLOWING PAPERS: SOIL REINFORCED WITH SYNTHETIC FABRIC (PUIG,J, BLIVET,J AND PASQUET,P); CONSTRUCTION OF A DAM IN SOIL WITH A VERTICAL UPSTREAM FACE BY MEANS OF FABRIC BAGS (KERN,F); ANALYSIS OF STRESS AND STRAIN IN MULTI-LAYERED SOIL FOUNDATIONS REINFORCED WITH SYNTHETIC FABRICS (BARVASHOV,VA AND FEDOROVSKY,N); SOME ASPECTS OF THE DESIGN OF EARTH DAMS REINFORCED WITH FABRIC (CHRISTIE,IF AND ELHADI,KM); WALLS REINFORCED BY FABRICS - RESULTS OF MODEL TEST (SCHWAB,EF, PREGL,O AND BROMS,BB); WALLS REINFORCED BY FABRICS - RESULTS OF MODEL TESTS (HOLTZ,RD AND BROMS,BB); FIELD EXPERIMENT OF FABRIC REINFORCED EARTH WALL (AL HUSSAINI,MM); CONSTRUCTION AND OBSERVATIONS OF FABRIC RETAINED SOIL WALLS (BELL,JR AND STEWARD,JE); POLYESTER FABRIC AS REINFORCEMENT IN SOIL (BROMS,BB). FOR COVERING ABSTRACT SEE IRRD NO 107122.
This proceedings volume reviews the current state-of-the-art design and practice of grouting tech... more This proceedings volume reviews the current state-of-the-art design and practice of grouting techniques and materials, soil improvement technologies, geosynthetics engineering and ground modification for geo-environmental applications. Chapters include jet grouting, compaction grouting, ground treatment for tunnels, remedial grouting for dams, locks, and liquefaction control and reinforcement of foundation soils.
These guidelines have been condensed from the FHWA Geotextile Engineering Manual (1985) for use a... more These guidelines have been condensed from the FHWA Geotextile Engineering Manual (1985) for use as an implementationdocument for project managers and highway designers. It will also be useful as a design reference guide for pavement and geotechnical specialists. The guidelines when used in conjunction with the FHWA Geotextile Engineering Manual will enable the highway engineer to properly design, select, test, specify, and construct with geotextiles and related products such as geogrids and geocomposite drainage materials. Af ter a general introductory chapter, application chapters are presented on drainage, erosion control (permanent and temporary), roadways, pavement overlays, and reinforced embankments, slopes, and retaining walls and abutments. Each chapter presents step-by-step procedures for design, selection, and installation of geotextiles for these applications. For additional information, references are provided to supplement those given in the FHWA Geotextile Engineering ...
This article describes a series of one-eighth scale model pressuremeter holding tests which were ... more This article describes a series of one-eighth scale model pressuremeter holding tests which were performed on clay specimens in a calibration chamber. Different stress histories and degrees of disturbance were applied to the specimens in the tests. Pore pressures within the clay mass were measured and a finite difference program was used to interpret the holding test data, based on the measured initial pore pressure distribution. Reference oedometer tests were conducted on specimens taken in the vertical and horizontal directions from the chamber specimen. The results indicate that stress controlled holding tests provide horizontal coefficient of consolidation values comparable to those obtained from oedometer tests during virgin loading, provided that the final holding stress exceeds the horizontal preconsolidation stress. Improvements in the method used are suggested. (TRRL)
Limited data on pressures induced by waterdrop impact on soil surfaces restricts our understandin... more Limited data on pressures induced by waterdrop impact on soil surfaces restricts our understanding the mechanism of soil detachment due to raindrop impact. Impact pressures on rigid surfaces are known but their application to soil surfaces is questionable. This study was undertaken to measure vertical pressures of waterdrop impact on soil surfaces. A 1‐mm diam piezoelectric transducer was developed and measurements of impact pressures as a function of radial distance from drop center were made. Dickinson loam (coarse‐loamy, mixed, mesic Typic Hapludoll) and Ida silt loam (fine‐silty, mixed [calcareous] mesic Typic Udorthent) with bulk densities of 1.0 and 1.2 Mg/m3 and with matric potentials of −0.5 and −2.5 kPa were used. The waterdrop had a diameter of 5.6 mm and a fall height of 14 m. Average peak impact pressures were greatest at a distance of 1.8 to 2.3 mm from center of impact and of the order of 190 to 290 kPa. These stress levels are almost two orders of magnitude less than ...
STATISTICAL ANALYSES ARE CONDUCTED ON TWENTY SETS OF LABORATORY AND FIELD DATA TO DEMONSTRATE A T... more STATISTICAL ANALYSES ARE CONDUCTED ON TWENTY SETS OF LABORATORY AND FIELD DATA TO DEMONSTRATE A TECHNIQUE FOR RAPID EVALUATION OF DATA, TO INVESTIGATE THE STATISTICAL SIGNIFICANCE AND ASSOCIATION OF COMMON TEST PARAMETERS, AND TO EXAMINE THE DEVELOPMENT OF PREDICTOR EQUATIONS FOR ENGINEERING PROPERTIES IN TERMS OF CLASSIFICATION PARAMETERS ALONE. BECAUSE OF VACANCIES IN THE DATA MATRIX, MANY DATA ARE FOUND TO BE UNUSABLE FOR CORRELATION AND REGRESSION ANALYSIS; IF ANY ADVANCE IN THE APPLICATION OF THESE STATISTICAL PROCEDURES, AS WELL AS MANY OTHERS, IS TO BE MADE, GREATER EFFORT MUST BE DIRECTED TOWARD MEASURING ALL VARIABLES ON ALL SAMPLES. ALTHOUGH MANY OF THE DATA ARE FOUND TO FOLLOW ESSENTIALLY A NORAML DISTRIBUTION, SOME DEVIATIONS DO EXIST. MOST OF THE INTUITIVE CORRELATIONS BETWEEN VARIOUS SOIL PROPERTIES AND CHARACTERISTICS ARE VERIFIED STATISTICALLY, BUT SEVERAL UNEXPECTED DISCREPANCIES ARE FOUND. QUITE OFTEN, THE APPARENTLY UNUSUAL RELATIONSHIP BETWEEN TWO VARIABLES IS EXPLAINED WHEN SEVERAL ADDITIONAL VARIABLES ARE CONSIDERED AT A TIME. IN GENERAL, THE REGRESSION ANALYSES CONDUCTED DO NOT LEAD TO VERY SATISFACTORY PREDICTION EQUATIONS FOR ENGINEERING PROPERTIES IN TERMS OF CLASSIFICATION TEST PARAMETERS. /TRRL/
ABSTRACT In order to consider the influence of geotextile anchorage and modulus on the soil-geote... more ABSTRACT In order to consider the influence of geotextile anchorage and modulus on the soil-geotextile interaction and interface response, a critical examination was made of some large-scale model tests of geotextile-reinforced unpaved roads on peat. It was found that soil-geotextile interaction is strongly non-linear and full anchorage of the geotextile is not a necessary condition of the reinforcement mechanism.
To evaluate the effects of back pressure on the measurements of geotextile in-plane transmissivit... more To evaluate the effects of back pressure on the measurements of geotextile in-plane transmissivity, a new test device has been developed. A series of transmissivity tests were performed under back pressures ranging from 6.9 to 414 kPa. Results show that the influence of back pressure is significantly less than that caused by the variability among different specimens. However, to obtain repeatable results and to conduct the tests efficiently, it is strongly recommended using deaired water and to flush the specimen before testing.
Full Scale Field Test of Prefabricated Vertical Drain(PVD) on Soft Bangkok Clay and Subsiding Env... more Full Scale Field Test of Prefabricated Vertical Drain(PVD) on Soft Bangkok Clay and Subsiding Environment. DT Bergado, AS Balasubramaniam, RJ Fannin, LR Anderson, RD Holtz Ground Improvement, Ground Reinforcement ...
The contents of this report reflect the views of the authors, who are responsible for the facts a... more The contents of this report reflect the views of the authors, who are responsible for the facts and the accuracy of the data presented herein. The contents do not necessarily reflect the official views or policies of the Washington State Transportation Commission, Department of Transportation, or the Federal Highway Administration. This report does not constitute a standard, specification, or regulation.
The history, education, and professional practice of civil engineering in Sweden are briefly revi... more The history, education, and professional practice of civil engineering in Sweden are briefly reviewed. The services and function of the Swedish Society of Civil Engineers and the National Civil Engineers Union are described, and it is noted that younger civil engineers are heavily involved in the decision-making boards and councils of these organizations. The technical abilities and professional ideals of Swedish civil engineers who belong to the Union are contrasted with North American civil engineers. It is concluded that in general, union membership in no way compromises their professionalism, technical competence, ethical ideals, or attitudes toward public service. It is suggested that ASCE should seriously consider Swedish experience in developing its own programs of service to members.
This paper presents the performance of a full-scale test embankment constructed on soft Bangkok c... more This paper presents the performance of a full-scale test embankment constructed on soft Bangkok clay with prefabricated vertical drains (PVDs) at the site of the new Bangkok International Airport in Thailand. The embankment was square in plan with a maximum height of 4.2 m, 3H:1V side slopes, and base dimensions of 40 m by 40 m. The piezometric level with depth is characterized by negative drawdown starting at around 8–10 m depth caused by excessive withdrawal of groundwater. Instrumentation was provided to monitor both horizontal and vertical movements of the test embankment. The measured increases in undrained shear strengths with depth are in agreement with the values calculated from the SHANSEP technique. The secondary compression ratio, C α , was 0.018, or within the normal values for marine clays. The coefficient of horizontal consolidation measured in the field, C h(field) , was higher for soil at 4 and 10 m depths than for the weakest soil at 6 m depth. The back-calculated C h(field) values range from 3 to 8 m 2 /year, and the ratio of C h(field) to C h(lab) ranges from 4 to 5, where C h(lab) is the coefficient of horizontal consolidation measured in the laboratory. The degree of consolidation estimated from the pore-pressure dissipation measurements agreed with those obtained from settlement measurements. The water-content reductions from field measurements were also in good agreement with the values computed from the consolidation settlements. The full-scale study confirmed that the magnitudes of consolidation settlements increased with the corresponding decrease of PVD spacing at a particular time period. Lastly, the results of the full-scale study have proven the effectiveness of PVDs for the improvement of soft Bangkok clay. Résumé : Cet article décrit le comportement d'un remblai d'essai grandeur nature construit sur l'argile molle de Bang-kok avec des drains verticaux préfabriqués (PVD) sur le site du New Bangkok International Airport (NBIA) en Thaï-lande. Le remblai était de forme carrée en plan avec un hauteur maximale de 4,2 m, des pentes de 3:1 et des dimensions de 40 m × 40 m à la base. Le niveau piézométrique en fonction de la profondeur est caractérisé par un gradient négatif vers le bas commençant à environ 8 m à 10 m de profondeur à cause d'un prélèvement excessif de l'eau souterraine. L'instrumentation fournie permettait de mesurer les mouvements tant horizontaux que verticaux du remblai d'essai. Les augmentations mesurées de la résistance au cisaillement non drainé en fonction de la profondeur concordaient avec les valeurs calculées au moyen de la technique SHANSEP. On a trouvé que le rapport de compression secondaire C " était de 0,018, soit à l'intérieur des valeurs normales pour les argiles marines. Les valeurs de C h (chantier) à des profondeurs de 4 m et 10 m sont plus élevées que dans le sol le plus mou à la profondeur de 6 m. Les valeurs de C h (chantier) calculées à rebours varient de 3 à 8 m 2 /année et le rapport C h (chantier) /C h (lab) varient de 4 à 5. Le degré de consolidation estimé en partant des mesures de dissipation de la pression interstitielle concorde avec ceux ob-tenus par les mesures de tassement. Les réductions de teneur en eau d'après les mesures de chantier étaient aussi en bonne concordance avec les valeurs calculées par les tassement en consolidation. L'étude à l'échelle grandeur nature a confirmé que les amplitudes des tassements de consolidation augmentaient avec la diminution correspondante de l'espacement des PVD pour une période de temps donnée. Finalement, les résultats de l'étude grandeur nature a prouvé l'efficacité des PVD pour l'amélioration de l'argile de Bangkok. Mots clés : argile molle, consolidation, drain vertical préfabriqué, préchargement, remblai d'essai. [Traduit par la Rédaction] Bergado et al. 315 304
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