Kyle Rollins - Academia.edu (original) (raw)
Papers by Kyle Rollins
Journal of Geotechnical Engineering, Jun 1, 1995
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Journal of Geotechnical and Geoenvironmental Engineering, 2010
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CRC Press eBooks, May 19, 2014
ABSTRACT This paper presents three dimensional finite element models of skew-angled bridge abutme... more ABSTRACT This paper presents three dimensional finite element models of skew-angled bridge abutments and their analyses under displacement-control, carried out using PLAXIS 3D software. The objective is to validate the said models against data from large-scale experiments performed at Brigham Young University, which produced direct measurements of load-deformation backbone curves for several skew angles. Validated finite element models are intended for parametric studies for obtaining broadly applicable load-deformation relationships (i.e., those for different wall heights and backfill soil types) that can be routinely used in the seismic design and analysis of skewed bridges. Experimental data as well as the numerical models indicate that the behavior of a skewed abutment is highly nonlinear; the force displacement response is nearly hyperbolic in shape; and there is a significant reduction in passive capacity as the skew angle increases.
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Journal of Bridge Engineering, Mar 1, 2011
For bridges supported by piles, acceptable system performance under seismic loading depends on ef... more For bridges supported by piles, acceptable system performance under seismic loading depends on effective pile-to-cap connections. A fixed pile-to-cap connection is often desirable to help control deflections during lateral loading when soft soils are present. While reinforcement bar cages that extend from the pile into the cap are effective in providing a fixed pile-to-cap connection, it is more economical to rely on pile embedment to provide fixity and moment resistance. This study investigated embedded pile-to-cap connections for concrete-filled pipe piles. Four full-scale specimens, each consisting of a cap with two piles, were investigated in the field under cyclic loading. The specimens had minimal reinforcement and varying amounts of pile embedment. Results show that the moment resistance of pile-to-cap connections can be significantly greater than what is typically calculated based on the flexural reinforcement and embedment bearing. Excess moment capacity may be explained by friction between the p...
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Journal of Geotechnical and Geoenvironmental Engineering, Mar 1, 2008
ABSTRACT A study to evaluate corrosion rates was conducted using pile foundations abandoned durin... more ABSTRACT A study to evaluate corrosion rates was conducted using pile foundations abandoned during the reconstruction of 1-15 through Salt Lake Valley, Utah. Corrosion rates were measured for 20 piles extracted from five sites after service lives of 34-38 years. Measurements were made of soil index properties, resistivity, pH, cation/anion concentrations, and water table elevation. The critical zone for corrosion was typically located within the groundwater fluctuation zone; but correlations with soil properties were generally poor. Despite low resistivity, average corrosion rates for pile caps in native soil were typically between 2 and 9 mu m/year with a maximum of 19 mu m/year and did not pose any structural integrity problems. Nevertheless, for abutment piles where chloride concentration was very high, the average pile corrosion rate increased to 13 mu m/year within the embankment and the maximum corrosion rate was 48 mu m/year in the underlying native soil. Based on data from this and previous studies, equations were developed to predict maximum corrosion loss for piles in nonaggressive soil as a function of time.
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Journal of Geotechnical Engineering, Mar 1, 1994
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Journal of Geotechnical and Geoenvironmental Engineering, Aug 1, 1998
The influence of moisture content on dynamic compaction efficiency was evaluated at six field tes... more The influence of moisture content on dynamic compaction efficiency was evaluated at six field test cells, each with a progressively higher average moisture content. The soil profile consisted of collapsible sandy silt, and average test cell moisture contents ranged from 6% to 20%. At each cell, compaction was performed with a 4.54 t weight dropped from a height of 24.3 m. Compaction efficiency was evaluated using (1) crater depth measurements, (2) cone penetration tests before and after compaction, and (3) undisturbed samples before and after compaction. Crater depth increased by a factor of 4 as moisture content increased. The degree of improvement increased up to a moisture content of about 17% and then decreased. The optimum moisture content and the maximum dry unit weight are similar to those predicted by laboratory Proctor testing using energy levels comparable to those employed in the field. Maximum dry unit weight decreased with depth, while optimum moisture content increased before the compactive ...
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Journal of Geotechnical and Geoenvironmental Engineering, Sep 1, 2006
Passive Earth Pressure Mobilization during Cyclic Loading. [Journal of Geotechnical and Geoenviro... more Passive Earth Pressure Mobilization during Cyclic Loading. [Journal of Geotechnical and Geoenvironmental Engineering 132, 1154 (2006)]. Ryan T. Cole, Kyle M. Rollins. Abstract. The passive resistance measured in a series ...
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Journal of Geotechnical Engineering, Sep 1, 1994
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Journal of Geotechnical and Geoenvironmental Engineering, 2005
... Because of the high cost of conducting lateral load tests on pile groups, relatively few full... more ... Because of the high cost of conducting lateral load tests on pile groups, relatively few full-scaleload test results are available that show the distribution of load within pile groups in sand. ... SinglePile Lateral Load Test Results and Analysis. Test Layout and Instrumentation. ...
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Journal of Geotechnical and Geoenvironmental Engineering, Sep 1, 2006
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Transportation Research Record, 1992
The Manning Canyon shale formation underlies many of the slopes adjacent to the Wasatch mountain ... more The Manning Canyon shale formation underlies many of the slopes adjacent to the Wasatch mountain range near Provo, Utah. The climate in Utah is relatively dry, so the strength of the shale is normally sufficient to prevent slope instability. During wet periods, however, the shale exhibits a significant decrease in strength that has led to a number of landslides. One method that has been employed to stabilize some of the slopes is the installation of closely spaced drilled shafts. Successful application of this stabilization procedure requires (a) accurate evaluations of the geometry and strength of the materials composing the slope, (b) reasonable evaluations of the location of potential failure surfaces, (c) estimations of the horizontal force required to increase the factor of safety against sliding to a suitable value, and (d) design and construction of drilled shafts capable of resisting the required horizontal force. The application of the method is illustrated with the use of several case histories for slopes on which slides have developed. Continued sliding threatened homes upslope and closed roadways to traffic. The success of the stabilization technique was recently proved in one of the cases in which the slope behind the drilled-shaft wall became wet. Although a slide developed in the slope immediately adjacent to the wall, the slope behind the wall has remained stable. Damage to the homes and roadways because of the movement of the slides has been arrested since the walls were constructed.
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This proceedings, In-Situ Deep Soil Improvement , contains papers presented at sessions sponsored... more This proceedings, In-Situ Deep Soil Improvement , contains papers presented at sessions sponsored by the Geotechnical Engineering Division of ASCE in conjunction with the ASCE National Convention in Atlanta, Georgia, October 9-13, 1994. They mainly discuss the use of deep dynamic compaction for densification of collapsible soils, liquefiable soils and waste materials, and provide a practical summary of what has been learned regarding the potential for improvement in these materials. In addition to the topic of dynamic compaction, other methods for in-situ soil improvement, such as stone columns, deep soil mixing, and vacuum consolidation, are presented.
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The effectiveness of dynamic compaction for improving collapsible soils was evaluated under field... more The effectiveness of dynamic compaction for improving collapsible soils was evaluated under field conditions using full scale load tests performed on 1.5 m square footings. Tests were performed on untreated soil and soil stabilized by dynamic compaction at the natural moisture content and after pre-wetting. Particle velocity attenuation was measured. Soil improvement was evaluated using double oedometer testing on 'undisturbed' samples as well as CPT and PMT testing. Settlements were predicted by lab testing and actual settlement was monitored as a function of moisture penetration. Dynamic compaction decreased settlement from 400 mm to less than 30 mm. Pre-wetting showed promise for more effective compaction.
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Journal of Geotechnical Engineering, Jun 1, 1995
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Journal of Geotechnical and Geoenvironmental Engineering, 2010
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CRC Press eBooks, May 19, 2014
ABSTRACT This paper presents three dimensional finite element models of skew-angled bridge abutme... more ABSTRACT This paper presents three dimensional finite element models of skew-angled bridge abutments and their analyses under displacement-control, carried out using PLAXIS 3D software. The objective is to validate the said models against data from large-scale experiments performed at Brigham Young University, which produced direct measurements of load-deformation backbone curves for several skew angles. Validated finite element models are intended for parametric studies for obtaining broadly applicable load-deformation relationships (i.e., those for different wall heights and backfill soil types) that can be routinely used in the seismic design and analysis of skewed bridges. Experimental data as well as the numerical models indicate that the behavior of a skewed abutment is highly nonlinear; the force displacement response is nearly hyperbolic in shape; and there is a significant reduction in passive capacity as the skew angle increases.
Bookmarks Related papers MentionsView impact
Bookmarks Related papers MentionsView impact
Journal of Bridge Engineering, Mar 1, 2011
For bridges supported by piles, acceptable system performance under seismic loading depends on ef... more For bridges supported by piles, acceptable system performance under seismic loading depends on effective pile-to-cap connections. A fixed pile-to-cap connection is often desirable to help control deflections during lateral loading when soft soils are present. While reinforcement bar cages that extend from the pile into the cap are effective in providing a fixed pile-to-cap connection, it is more economical to rely on pile embedment to provide fixity and moment resistance. This study investigated embedded pile-to-cap connections for concrete-filled pipe piles. Four full-scale specimens, each consisting of a cap with two piles, were investigated in the field under cyclic loading. The specimens had minimal reinforcement and varying amounts of pile embedment. Results show that the moment resistance of pile-to-cap connections can be significantly greater than what is typically calculated based on the flexural reinforcement and embedment bearing. Excess moment capacity may be explained by friction between the p...
Bookmarks Related papers MentionsView impact
Journal of Geotechnical and Geoenvironmental Engineering, Mar 1, 2008
ABSTRACT A study to evaluate corrosion rates was conducted using pile foundations abandoned durin... more ABSTRACT A study to evaluate corrosion rates was conducted using pile foundations abandoned during the reconstruction of 1-15 through Salt Lake Valley, Utah. Corrosion rates were measured for 20 piles extracted from five sites after service lives of 34-38 years. Measurements were made of soil index properties, resistivity, pH, cation/anion concentrations, and water table elevation. The critical zone for corrosion was typically located within the groundwater fluctuation zone; but correlations with soil properties were generally poor. Despite low resistivity, average corrosion rates for pile caps in native soil were typically between 2 and 9 mu m/year with a maximum of 19 mu m/year and did not pose any structural integrity problems. Nevertheless, for abutment piles where chloride concentration was very high, the average pile corrosion rate increased to 13 mu m/year within the embankment and the maximum corrosion rate was 48 mu m/year in the underlying native soil. Based on data from this and previous studies, equations were developed to predict maximum corrosion loss for piles in nonaggressive soil as a function of time.
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Journal of Geotechnical Engineering, Mar 1, 1994
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Journal of Geotechnical and Geoenvironmental Engineering, Aug 1, 1998
The influence of moisture content on dynamic compaction efficiency was evaluated at six field tes... more The influence of moisture content on dynamic compaction efficiency was evaluated at six field test cells, each with a progressively higher average moisture content. The soil profile consisted of collapsible sandy silt, and average test cell moisture contents ranged from 6% to 20%. At each cell, compaction was performed with a 4.54 t weight dropped from a height of 24.3 m. Compaction efficiency was evaluated using (1) crater depth measurements, (2) cone penetration tests before and after compaction, and (3) undisturbed samples before and after compaction. Crater depth increased by a factor of 4 as moisture content increased. The degree of improvement increased up to a moisture content of about 17% and then decreased. The optimum moisture content and the maximum dry unit weight are similar to those predicted by laboratory Proctor testing using energy levels comparable to those employed in the field. Maximum dry unit weight decreased with depth, while optimum moisture content increased before the compactive ...
Bookmarks Related papers MentionsView impact
Journal of Geotechnical and Geoenvironmental Engineering, Sep 1, 2006
Passive Earth Pressure Mobilization during Cyclic Loading. [Journal of Geotechnical and Geoenviro... more Passive Earth Pressure Mobilization during Cyclic Loading. [Journal of Geotechnical and Geoenvironmental Engineering 132, 1154 (2006)]. Ryan T. Cole, Kyle M. Rollins. Abstract. The passive resistance measured in a series ...
Bookmarks Related papers MentionsView impact
Journal of Geotechnical Engineering, Sep 1, 1994
Bookmarks Related papers MentionsView impact
Journal of Geotechnical and Geoenvironmental Engineering, 2005
... Because of the high cost of conducting lateral load tests on pile groups, relatively few full... more ... Because of the high cost of conducting lateral load tests on pile groups, relatively few full-scaleload test results are available that show the distribution of load within pile groups in sand. ... SinglePile Lateral Load Test Results and Analysis. Test Layout and Instrumentation. ...
Bookmarks Related papers MentionsView impact
Bookmarks Related papers MentionsView impact
Journal of Geotechnical and Geoenvironmental Engineering, Sep 1, 2006
Bookmarks Related papers MentionsView impact
Transportation Research Record, 1992
The Manning Canyon shale formation underlies many of the slopes adjacent to the Wasatch mountain ... more The Manning Canyon shale formation underlies many of the slopes adjacent to the Wasatch mountain range near Provo, Utah. The climate in Utah is relatively dry, so the strength of the shale is normally sufficient to prevent slope instability. During wet periods, however, the shale exhibits a significant decrease in strength that has led to a number of landslides. One method that has been employed to stabilize some of the slopes is the installation of closely spaced drilled shafts. Successful application of this stabilization procedure requires (a) accurate evaluations of the geometry and strength of the materials composing the slope, (b) reasonable evaluations of the location of potential failure surfaces, (c) estimations of the horizontal force required to increase the factor of safety against sliding to a suitable value, and (d) design and construction of drilled shafts capable of resisting the required horizontal force. The application of the method is illustrated with the use of several case histories for slopes on which slides have developed. Continued sliding threatened homes upslope and closed roadways to traffic. The success of the stabilization technique was recently proved in one of the cases in which the slope behind the drilled-shaft wall became wet. Although a slide developed in the slope immediately adjacent to the wall, the slope behind the wall has remained stable. Damage to the homes and roadways because of the movement of the slides has been arrested since the walls were constructed.
Bookmarks Related papers MentionsView impact
This proceedings, In-Situ Deep Soil Improvement , contains papers presented at sessions sponsored... more This proceedings, In-Situ Deep Soil Improvement , contains papers presented at sessions sponsored by the Geotechnical Engineering Division of ASCE in conjunction with the ASCE National Convention in Atlanta, Georgia, October 9-13, 1994. They mainly discuss the use of deep dynamic compaction for densification of collapsible soils, liquefiable soils and waste materials, and provide a practical summary of what has been learned regarding the potential for improvement in these materials. In addition to the topic of dynamic compaction, other methods for in-situ soil improvement, such as stone columns, deep soil mixing, and vacuum consolidation, are presented.
Bookmarks Related papers MentionsView impact
The effectiveness of dynamic compaction for improving collapsible soils was evaluated under field... more The effectiveness of dynamic compaction for improving collapsible soils was evaluated under field conditions using full scale load tests performed on 1.5 m square footings. Tests were performed on untreated soil and soil stabilized by dynamic compaction at the natural moisture content and after pre-wetting. Particle velocity attenuation was measured. Soil improvement was evaluated using double oedometer testing on 'undisturbed' samples as well as CPT and PMT testing. Settlements were predicted by lab testing and actual settlement was monitored as a function of moisture penetration. Dynamic compaction decreased settlement from 400 mm to less than 30 mm. Pre-wetting showed promise for more effective compaction.
Bookmarks Related papers MentionsView impact