ORCID Profile
0000-0003-2446-1891
Current Organisation
Queen's University
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Publisher: American Society of Civil Engineers (ASCE)
Date: 03-2014
Publisher: SAGE Publications
Date: 2007
DOI: 10.3141/2028-22
Abstract: Axisymmetric finite element analysis is used to model the forward movement of the burst head along the pipe axis during static pipe bursting. The modeling procedures are described, including treatment of the mixed boundary condition at the interface between the bursting head and the surrounding material, along which radial displacements are imposed to match the cavity expansion as the rigid burst head displaces the surrounding ground, and friction is also modeled. Calculations are reported for the four pipe bursting configurations considered in an earlier laboratory study. Comparisons of calculated and measured values of pulling force reveal that the new finite element procedure provides effective measurements of the resistance of the burst head to forward progression and the total force required to pull the bursting head and new pipe through the old pipe system. The numerical procedure could be used in future studies to estimate pulling force requirements for specific projects, considering the burial depth, soil material, degree of pipe upsize, and specific geometry of the pipe bursting head.
Publisher: American Society of Civil Engineers (ASCE)
Date: 11-2006
Publisher: American Society of Mechanical Engineers
Date: 26-09-2016
Abstract: Buried pipelines are extensively used in onshore and offshore environments for transportation of hydrocarbons. On the other hand, buried anchors have been used for many years to stabilize various structures. In the development of design guidelines for pipelines, theoretical and experimental studies on buried anchors are sometimes used assuming that pipeline-soil and anchor-soil interaction are similar. In the present study, finite element (FE) modeling is performed to simulate the response of pipeline and anchor buried in dense sand subjected to lateral and uplift forces. The similarities and differences between the responses of these two types of structures are examined to justify the application of anchor theory to pipeline behaviour. The stress-strain behaviour of dense sand is modeled using a Modified Mohr-Coulomb (MMC) model, which considers the pre-peak hardening, post-peak softening, density and confining pressure dependent friction and dilation angles. A considerable difference is found between the lateral resistance of pipeline and vertical strip anchor of similar size. Progressive development of shear bands (shear strain concentrated zone) can explain the load-displacement behaviour for both lateral and upward loading.
Publisher: American Society of Civil Engineers (ASCE)
Date: 02-2014
Publisher: American Society of Civil Engineers (ASCE)
Date: 10-1994
Publisher: American Society of Civil Engineers (ASCE)
Date: 07-1991
Publisher: Canadian Science Publishing
Date: 02-2014
Abstract: Long-span metal culverts have been used for almost 50 years as an economical alternative to short-span bridges. Current design methods are based on two-dimensional finite element analysis using beam theory to represent the structure, or three-dimensional analysis employing orthotropic shell theory. However, neither analysis has been used to investigate the most critical position for trucks at the surface of long-span metal culverts. This paper shows results of three-dimensional finite element analysis, employing orthotropic shell theory and explicitly modeling the geometry of corrugated plates for a specific box culvert tested using a fully loaded dump truck. The analysis was then extended to study the effect of truck position on the response of long-span box and arch culverts. The finite element models, employing orthotropic shell theory and explicitly modeling the geometry of corrugated plates, successfully produced the behaviour of the culvert under truck loading for different truck positions. Culvert deformations were calculated within 7%–13% of the measured values at different locations. The bending moment at the crown was within 4%–17% of the values calculated using the measured strains. If three-dimensional finite element analysis is used to design these culverts, two design trucks should be considered (current design considers a single design truck). The highest moment or thrust is obtained when the truck tandem axles are located above the crown of the culvert.
Publisher: American Society of Civil Engineers (ASCE)
Date: 11-2019
Publisher: American Society of Civil Engineers (ASCE)
Date: 11-2009
Publisher: American Society of Civil Engineers (ASCE)
Date: 04-1990
Publisher: American Society of Civil Engineers (ASCE)
Date: 11-2020
Publisher: Thomas Telford Ltd.
Date: 12-2012
Publisher: American Society of Civil Engineers (ASCE)
Date: 02-2004
Publisher: American Society of Civil Engineers (ASCE)
Date: 04-2007
Publisher: American Society of Civil Engineers (ASCE)
Date: 03-1994
Publisher: Thomas Telford Ltd.
Date: 09-2023
Abstract: Although the structural response of pipelines has been studied in relation to different geohazards, few studies have focused on the behaviour of flexible pipeline joints. In this paper, the response of a bell-and-spigot joint in a 600 mm dia. lined-corrugated high-density polyethylene (HDPE) pipe was investigated under differential ground movements imposed using a facility that simulates a normal fault. Two experiments were undertaken in this facility. In the first experiment, the kinematic responses of the pipe joint (i.e. axial, shear displacements and rotational angles) were measured using particle image velocimetry and string potentiometers. Strains were also monitored using optical fibres. In the second experiment, the pipe was sealed and leakage of the joint was captured through monitoring the internal vacuum pressure of the pipe. The results show that axial shortening, rotational angle and shear displacement of the pipe joint increased with increasing fault offsets. The joint began to leak when axial shortening, rotational angle and shear displacement of the pipe joint were 0·65 mm, 0·44° and 3·40 mm, respectively, and the joint clearly lost its functionality when those values reached 0·85 mm, 0·58° and 4·32 mm.
Publisher: ASTM International
Date: 2011
DOI: 10.1520/JAI102911
Publisher: Wiley
Date: 06-1992
Publisher: Elsevier BV
Date: 12-2010
Publisher: American Society of Civil Engineers (ASCE)
Date: 03-1989
Publisher: American Society of Civil Engineers
Date: 13-11-2013
Publisher: American Society of Civil Engineers
Date: 10-2013
Publisher: American Society of Civil Engineers
Date: 10-2013
Publisher: Canadian Science Publishing
Date: 11-2015
Abstract: Centrifuge testing of reduced-scale models has been used to examine the kinematics of jointed pipelines crossing normal ground faults. The model pipeline was fabricated at 1/30th scale using segments of a semicircular cross section cut from an aluminum rod. Threaded rods were used to connect those segments and model a variety of joints having longitudinal bending stiffnesses from 3% to 47% of the bending stiffness of the pipe segments. The semicircular segments were placed against a glass sidewall of the test box and buried in sand. During testing under 30g, differential ground movements of up to 70% of the pipe diameter were imposed, and the pipe movements were monitored using particle image velocimetry. It is shown that maximum rotations occur at the joints when the shear zone generated by the ground fault passes across the joint rather than the pipe segment, and that joint stiffness has little impact on the pipe kinematics. A simplified kinematic model is introduced that permits straightforward, safe estimates of maximum joint rotation.
Publisher: Elsevier BV
Date: 05-2014
Publisher: American Society of Civil Engineers (ASCE)
Date: 02-2020
Publisher: American Society of Civil Engineers (ASCE)
Date: 02-2024
Publisher: American Society of Civil Engineers (ASCE)
Date: 04-1993
Publisher: American Society of Civil Engineers (ASCE)
Date: 04-2016
Publisher: American Society of Civil Engineers (ASCE)
Date: 05-2014
Publisher: Elsevier BV
Date: 2014
Publisher: Informa UK Limited
Date: 06-10-2017
Publisher: Canadian Science Publishing
Date: 03-2006
DOI: 10.1139/L05-108
Abstract: A finite-element solution is introduced for simulating the filling process of elevated concrete silos filled with saturated solids. An axisymmetric finite-element model is used to represent both the solids and the structure. The bulk solids are modeled using an elastoplastic model, whereas the structure is modeled using a linear elastic model. The interaction between the two materials is modeled using interface elements to permit relative movement. The filling process is idealized via a multistage numerical technique capable of representing both undrained and drained conditions. The effect of the filling process may be time-dependent. The excess pore-water pressure caused by the filling process may significantly influence the magnitudes of internal forces. Moreover, the design critical sections of the same silo element may correspond to different bulk solid conditions (undrained or drained). Practically, the ring beam stiffness may only influence hoop compressions in the silo elements at the wall–hopper junction. The results presented may be used to design tests to evaluate existing silos.Key words: elevated concrete silos, silo filling, finite-element analysis, elastoplastic model, consolidation, hopper, ring beam stiffness.
Publisher: American Concrete Institute
Date: 2016
DOI: 10.14359/51688059
Publisher: American Society of Civil Engineers (ASCE)
Date: 09-2006
Publisher: American Society of Civil Engineers (ASCE)
Date: 06-1988
Publisher: Canadian Science Publishing
Date: 05-2015
Abstract: Joint behaviour in reinforced concrete pipes when buried and subjected to service live loading needs to be assessed to define the expected response of these elements, as excessive rotation and (or) shear across the joint could generate structural damage or leakage and subsequent loss in soil support that can bring the system to its serviceability or resistance limits. Two reinforced concrete pipelines with bell and spigot joints, one 600 mm (24 in.) and the other 1200 mm (48 in.) in diameter, were buried and subjected to the maximum service live loading for a simulated wheel pair at three independent locations above the pipeline. The smaller specimen was also tested with the protruding bells placed directly on the stiff foundation. Each pipeline was then tested up to and beyond the fully factored load at shallow cover and with the load applied directly over the central joint. The response of a single joint within the pipe system can be conservatively evaluated considering two rigid pipes connected by a hinge, and considering a single wheel pair (not axle loads), the most severe surface load condition. Neglecting leakage that was not studied, the joint strength was controlled by the circumferential response of the bells.
Publisher: American Society of Civil Engineers
Date: 28-07-2006
DOI: 10.1061/40854(211)87
Publisher: American Society of Civil Engineers (ASCE)
Date: 1990
Publisher: Canadian Science Publishing
Date: 04-2010
DOI: 10.1139/T09-118
Abstract: Three-dimensional ground surface displacements from 20 m long static pipe-bursting experiments are reported. These experiments were conducted with firm-to-stiff clay backfill in a trench with very stiff clay sidewalls at three different burial depths. Multiple digital cameras and image analysis were used to quantify the surface response as the expander progressed through the original pipe. The experiments quantified the upward surface movement as the expander approached, the effect of burial depth on maximum uplift, and the final amount of uplift after it decreased to a residual displacement. The experiments also quantified the axially forward ground surface movement as the expander approached, reaching maximum just ahead of the expander, and decreasing to almost zero after the expander had passed by. Lateral movements of the ground surface away from the centreline are also reported, which were essentially zero at the centre line, increasing to a maximum and then decreasing with distance from the centreline. The three different burial depths produced in effect the same width of vertical surface response with the displacements contained within 1.5 m on either side of the centreline, suggesting that the very stiff clay trench walls had a dominant influence on the measured displacements.
Publisher: Canadian Science Publishing
Date: 05-2015
Abstract: Solutions for expected shear force and rotation across joints connecting rigid pipes are formulated for use in the structural design of rigid pipe joints and possible inclusion in current pipe standards. The loading system is ided into live loading and earth loading, and these cases are treated separately. Exact algebraic solutions are derived using the beam-on-elastic-spring approximation for two rigid pipes connected by a moment-release joint, which is considered conservative. Additional discussions are also presented about the conservative nature of the “two-beam”-on-elastic-spring approximation compared to finite element solutions for beam-on-elastic-springs problems involving more pipe segments. A parametric study is then presented examining the key controlling factors. Vehicle load calculations assume live load spreading with depth approximated by a trapezoidal loading prism. Earth load calculations are derived for a change in the stiffness of soil support from one section of the pipeline to the next. Comparisons with experimental measurements indicate that the design equations reflect observed changes in joint response as burial depth or pipe diameter increases. Experimental variability is considerable however, and the design calculations are generally conservative.
Publisher: American Society of Civil Engineers (ASCE)
Date: 02-2016
Publisher: Elsevier BV
Date: 10-2012
Publisher: American Society of Civil Engineers (ASCE)
Date: 05-2010
Publisher: Springer Science and Business Media LLC
Date: 12-09-2021
Publisher: SAGE Publications
Date: 2008
DOI: 10.3141/2050-16
Abstract: The development and the use of finite element analyses in the 1970s and 1980s changed the nature of culvert assessment because they permitted consideration of the geometrical and material details of the burial condition, as well as the construction process, culvert geometry, and earth and vehicle loads. While these procedures have been used to study a wide range of new culvert and pipe structures, there has been little consideration of the structural deterioration that is precipitating most current infrastructure investments. This study therefore examines the influence of corrosion on the stability of corrugated steel culverts. Corrosion in the lower half of the structure is considered, including a range of losses in wall thickness and lateral extents. Changes in the factor of safety against yield are assessed as corrosion develops, as are changes in culvert resistance to buckling failure. For the five specific design cases considered, the governing design criterion was stability against yield, and the factor of safety against yield was found to decrease almost in proportion to wall thickness (when maximum wall thrust within the corroded zone was considered). This decrease occurred because the corroded metal culverts experienced little change in the distributions of thrust or moment as a result of local losses in wall thickness. While the results presented are purely theoretical, they provide a starting point for an appreciation of the influence of metal culvert deterioration and can guide future research, including physical test programs.
Publisher: American Society of Civil Engineers
Date: 23-10-2002
Publisher: Elsevier BV
Date: 05-2014
Publisher: Elsevier BV
Date: 08-1996
Publisher: Wiley
Date: 12-1994
Publisher: Elsevier BV
Date: 1990
Publisher: American Society of Civil Engineers (ASCE)
Date: 10-2013
Publisher: SAGE Publications
Date: 2010
DOI: 10.3141/2201-07
Abstract: Limit state design requires independent assessment of both load and resistance. Although much is known about the live and dead loads that may act on box culverts, there is no known measurement of the resistance (or capacity) at the ultimate limit state. The objective of this study is to present results from a full-scale experiment conducted on a buried, deep-corrugated, large-span box culvert under controlled laboratory conditions—the first conducted to its ultimate limit state. The box culvert had a 2.4-m rise and 10-m span (7.9 × 32.8 ft) and was fabricated from steel plate 6 mm thick with corrugations 150 mm deep at a 400-mm pitch (0.24 × 6 × 16 in.). The box culvert was backfilled to a minimum cover depth of 0.45 m (1.5 ft) with densely compacted well-graded sand and gravel. Tandem-axle loading was then applied by an actuator until an ultimate limit state was attained. The ultimate limit state of the box culvert involved the formation of plastic hinges at the crown and shoulders at a total applied force of 1,100 kN (250 kips). The force required to reach the ultimate limit state was 1.8 times larger than the factored design tandem-axle load from the AASHTO bridge design specifications. Similarly, the factored resistance at the ultimate limit state was 1.7 times larger than the factored CL-625-ONT tandem-axle load from the Canadian highway bridge design code.
Publisher: American Society of Civil Engineers (ASCE)
Date: 02-2016
Publisher: American Society of Civil Engineers (ASCE)
Date: 05-2020
Publisher: American Society of Civil Engineers (ASCE)
Date: 11-2015
Publisher: American Society of Civil Engineers
Date: 29-05-2014
Publisher: American Society of Civil Engineers
Date: 28-07-2006
DOI: 10.1061/40854(211)95
Publisher: American Society of Civil Engineers (ASCE)
Date: 04-2012
Publisher: American Society of Civil Engineers
Date: 23-10-2002
Publisher: Elsevier BV
Date: 12-2010
Publisher: Elsevier BV
Date: 2016
Publisher: Elsevier BV
Date: 2015
Publisher: American Society of Civil Engineers (ASCE)
Date: 10-2012
Publisher: Wiley
Date: 07-2008
DOI: 10.1002/PEN.20975
Publisher: American Society of Civil Engineers (ASCE)
Date: 06-1997
Publisher: American Society of Civil Engineers (ASCE)
Date: 02-2014
Publisher: Springer Science and Business Media LLC
Date: 1987
DOI: 10.1007/BF01024644
Publisher: Elsevier BV
Date: 06-2015
Publisher: SAGE Publications
Date: 07-2004
DOI: 10.1260/136943304323213166
Abstract: Full-scale pipe tests were conducted to investigate local bending on profiles of different thermoplastic pipes. Five profiled pipes including two lined corrugated, one box and one tubular profile of HDPE material and one ribbed profile of PVC material were considered. The study demonstrates that a three-dimensional bending mechanism governs the strains on some components of the pipe profiles. The local bending was particularly significant in the lined corrugated and the tubular profiled pipes. The mechanism of the local bending at the crown and the springline was different for lined corrugated pipes under biaxial loading. Ratios of the circumferential strains on the liner to those at the inner wall were higher at the crown/invert than the ratios at the springline. The liner with longer span was found to undergo even lesser strain relative to the liner with shorter span. The local bending did not affect the strain on the other elements of the lined corrugated profile.
Publisher: Elsevier BV
Date: 04-2013
Publisher: American Society of Civil Engineers (ASCE)
Date: 02-2017
Publisher: American Society of Civil Engineers
Date: 23-10-2002
Publisher: American Society of Civil Engineers (ASCE)
Date: 02-2016
Publisher: American Society of Civil Engineers (ASCE)
Date: 08-2020
Publisher: American Society of Civil Engineers (ASCE)
Date: 10-2011
Publisher: Springer Science and Business Media LLC
Date: 04-2022
DOI: 10.1038/S41593-022-01042-4
Abstract: Human brain structure changes throughout the lifespan. Altered brain growth or rates of decline are implicated in a vast range of psychiatric, developmental and neurodegenerative diseases. In this study, we identified common genetic variants that affect rates of brain growth or atrophy in what is, to our knowledge, the first genome-wide association meta-analysis of changes in brain morphology across the lifespan. Longitudinal magnetic resonance imaging data from 15,640 in iduals were used to compute rates of change for 15 brain structures. The most robustly identified genes GPR139, DACH1 and APOE are associated with metabolic processes. We demonstrate global genetic overlap with depression, schizophrenia, cognitive functioning, insomnia, height, body mass index and smoking. Gene set findings implicate both early brain development and neurodegenerative processes in the rates of brain changes. Identifying variants involved in structural brain changes may help to determine biological pathways underlying optimal and dysfunctional brain development and aging.
Publisher: American Society of Civil Engineers (ASCE)
Date: 11-2015
Publisher: American Society of Civil Engineers (ASCE)
Date: 12-2010
Publisher: American Society of Civil Engineers (ASCE)
Date: 06-1992
Publisher: Wiley
Date: 02-1988
Publisher: Canadian Science Publishing
Date: 02-2005
DOI: 10.1139/T04-083
Abstract: Underground structures in shales or shaly rocks endure time-dependent swelling effects. Laboratory test results show that the swelling of these shales is dependent on three-dimensional stresses an external stress on a specimen in one principal direction reduces the swelling not only in that direction but also perpendicularly. The effectiveness of a time-dependent swelling model that considers the three-dimensional stress effect is presented in this paper. A finite element algorithm incorporating the new constitutive model is used for a numerical analysis. The finite element program is used to analyze two tunnels in southern Ontario: the Heart Lake storm sewer tunnel, and the Darlington cold-water intake tunnel. The predicted results agree well with the records of field performance of these tunnels. The comparison between present analyses and the existing closed-form solution shows that the existing solution overestimates the time-dependent swelling effects. The three-dimensional stress effects on swelling are not considered in the closed-form solutions and are the cause of this discrepancy. The pseudo-Poisson's effect is a key parameter for modelling the observed time-dependent swelling. The use of these solutions in design is discussed.Key words: time-dependent swelling, shale, modelling, three-dimensional stress effect, finite element method, tunnel.
Publisher: Elsevier BV
Date: 03-2015
Publisher: Thomas Telford Ltd.
Date: 04-2016
Abstract: Relative ground movement represents a severe seismic hazard to pipelines crossing faults, and the maximum expected pipeline strains are the primary design concern. Past research has documented how stiff steel pipelines respond to permanent ground deformation and has produced calibrated empirical models of pipeline response to strike-slip and normal faulting. However, what little data exist on flexible pipelines illustrate how ‘stiff pipeline’ soil reaction models significantly overestimate peak strains for flexible pipelines. Results for four centrifuge tests conducted on model pipelines are presented to quantify the flexural response of pipelines to normal faulting over a wide range of pipeline stiffness. Continuous functions of pipeline and soil displacement calculated using digital image correlation are used to assess pipeline curvature, soil reaction and relative displacement. Comparisons of peak measured curvatures to current design analysis methods confirm that empirical stiff pipeline soil reactions progressively overestimate maximum curvature as the pipeline's stiffness decreases. Two strategies to modify current empirical soil reactions to account for flexible pipelines were then investigated, with the strategy of reducing the stiffness of the empirical soil reaction (while maintaining the advantage of a simplified, abrupt, step-like fault) providing better outcomes than modification to account for more realistic ground displacement profiles.
Publisher: American Society of Civil Engineers (ASCE)
Date: 11-2009
Publisher: Elsevier BV
Date: 11-1994
Publisher: Canadian Science Publishing
Date: 08-2007
DOI: 10.1139/T07-036
Abstract: Measurements of vertical and horizontal pipe deflections are reported for a high-density polyethylene (HDPE) pipe experiencing an increase in vertical pressure after being pulled in place using pipe bursting techniques. Three tests were conducted to measure the diameter change of a 165 mm outside diameter HDPE pipe after replacing an intact clay pipe with an external diameter of 184 mm backfilled with a poorly graded dense sand. A fourth test measured the response of the HDPE pipe after replacing an intact clay pipe with an external diameter of 128 mm. Variable pipe deflections were measured in each test, which depended on the interactions among the broken clay pipe fragments surrounding the HDPE pipe. The orientation of the clay fragments controls whether the increase in vertical pressure is transferred immediately to the HDPE pipe. In some cases, the fractured clay pipe produced a structural ring encasing the HDPE pipe, thus providing additional hoop strength. Two of the replacement tests did not record diameter changes until 100 kPa because of the interaction amongst the clay fragments. The upsize test and one replacement test recorded diameter changes from a vertical pressure of 20 kPa, because there were no interactions observed among the clay fragments.
Publisher: American Society of Civil Engineers (ASCE)
Date: 02-2007
Publisher: American Society of Civil Engineers (ASCE)
Date: 02-2015
Publisher: Elsevier BV
Date: 1987
Publisher: Elsevier BV
Date: 09-2007
Publisher: Elsevier BV
Date: 06-2006
Publisher: Springer Science and Business Media LLC
Date: 1994
DOI: 10.1007/BF01020308
Publisher: Canadian Science Publishing
Date: 11-2009
DOI: 10.1139/T09-070
Abstract: An existing deteriorated or hydraulically undersized pipe can be replaced with a new pipe by static pipe bursting. Cavity expansion during pipe bursting induces ground movements, which may potentially damage nearby buried utilities if they are in close proximity to the pipe bursting operation. A large-scale pipe bursting experiment was performed in an 8 m long, 8 m wide, and 3 m deep test pit filled with a well-graded sand and gravel soil. A polyvinyl chloride (PVC) pipe, crossing transversely and 0.45 m above the existing pipe being replaced, was instrumented with strain gages to quantify the response of that transverse utility to the ground movements associated with pipe bursting. In this paper, the measured strain and corresponding deflection of the PVC pipe are examined and compared with measurements of surface uplift. The maximum longitudinal strain measured in the pipe was less than 0.1% and its vertical diameter decreased by only 0.5%, suggesting that ground displacements induced by pipe bursting did not jeopardize the transverse water pipe’s long-term performance, provided its joints were not damaged. A simplified design equation is introduced and shown to provide estimates of maximum longitudinal strain in the PVC pipe close to those measured during the laboratory experiment.
Publisher: Wiley
Date: 15-09-1993
Publisher: American Society of Civil Engineers (ASCE)
Date: 07-1987
Publisher: Elsevier BV
Date: 11-2021
Publisher: American Society of Civil Engineers (ASCE)
Date: 07-1985
Publisher: American Society of Civil Engineers (ASCE)
Date: 05-1995
Publisher: Elsevier BV
Date: 1990
Publisher: Wiley
Date: 13-01-2010
Publisher: Informa UK Limited
Date: 10-06-2010
Publisher: Canadian Science Publishing
Date: 08-2004
DOI: 10.1139/T03-090
Abstract: Installation loads during 19 commercial horizontal directional drilling (HDD) installations were monitored using new in-hole monitoring cell technology. Fifteen of these installations were part of an 8.3 km section of 203 mm diameter by 4 mm wall thickness steel gas distribution line. The predominant soil type was silty clay, and similar construction practices were employed for all installations. The resistance to pipe advancement within the bore was found to increase in an approximately linear manner, varying from 0.20 to 0.31 kN/m, with a mean of 0.26 kN/m and standard deviation σ x = 0.03 kN/m. Local peaks caused by borehole curvature or borehole anomalies were found to dissipate, usually within 10 m, before the underlying linear trend resumed. The remaining four installations were evaluated to determine the relationship between measured pull head load and borehole pressure. The correlation observed provides new insight into the factors that contribute to pulling forces during HDD installations. Based on the findings, a conceptual framework is proposed for an improved HDD design model. The framework outlines two development stages: stage 1, based on tabulated measurements of pulling force per length of pipe inserted and stage 2, involving significant modifications to an existing prediction model to better represent field conditions.Key words: pipelines, tensile loads, mud pressure, directional drilling, load monitoring, pressure monitoring.
Publisher: SAGE Publications
Date: 2013
DOI: 10.3141/2332-04
Abstract: Failures in joints are among the most common sources of problems in buried gravity flow pipelines. Poor performance of these elements can cause infiltration and exfiltration, which lead to soil erosion and eventually to serviceability or strength limit states for the system. To prevent poor performance, joints should be designed to adequately accommodate the demands generated under normal loading conditions. Such demands are not clearly understood, however, because joint behavior has received scant attention. The goal of this research was to examine the response of gasketed bell and spigot joints in two, common, thermoplastic pipelines employed in gravity flow applications when subjected to live loading. The specimens examined were a high-density polyethylene pipeline, 1,500 mm in diameter, and a polyvinyl chloride (PVC) pipeline, 900 mm in diameter. Two burial depths and three loading locations were examined for each pipeline buried according to AASHTO guidelines. Moreover, two installations not specified by AASHTO were examined for the PVC specimen, which featured voids in the bedding under the joint. Subsequently, each specimen was loaded directly over the joint up to and beyond fully factored loads under recommended burial conditions to observe the joint performance and the final failure mode of the pipelines. The test measurements provide guidance on the key demands that develop at the joints and how they are influenced by the burial and loading condition. Finally, recommendations are made on the development of structural design procedures.
Publisher: Elsevier BV
Date: 04-1992
Publisher: Elsevier BV
Date: 1985
Publisher: American Society of Civil Engineers (ASCE)
Date: 03-2017
Publisher: SAGE Publications
Date: 2015
DOI: 10.3141/2522-14
Abstract: Two deteriorated corrugated steel pipelines were buried in the west test pit at Queen's University and then repaired with spray-on cementitious liners with target liner thicknesses of 3 in. (76 mm) and 2 in. (51 mm), respectively. After service load testing described elsewhere, tandem axle loading was applied at the ground surface over each of the rehabilitated culverts forces up to and beyond fully factored loads were used that brought the culverts to their ultimate limit states, evident by the development of both longitudinal cracks along the crown and invert of each structure, as well as circumferential (ring) fractures at various locations. The repaired pipes were then exhumed and measurements made to characterize the actual (as opposed to nominal) liner thicknesses achieved by the repairs. The level of composite interaction between the liners and steel pipes was also examined. Ultimate load testing at cover depth of 4 ft (1.2 m) induced the first signs of liner cracking at tandem loads of 180 kips (800 kN) and 145 kips (650 kN) for Pipelines 1 and 2, respectively. Circumferential cracks were observed under the wheel pairs and near the midpoint of the axle. Mean liner thicknesses were found to be 2.5 in. (64 mm) for Pipeline 1 (84% of the target thickness) and 1.7 in. (44 mm) for Pipeline 2 (87% of the target). Higher thicknesses were observed at the pipe crowns, and lower thicknesses were seen at the invert. Assessment of composite interaction during flexure of the lined steel pipes indicated that although full interaction was observed at some locations, only partial interaction occurred at other positions. Therefore, liner design should not rely on an assumption of a bond between the two components.
Publisher: American Society of Civil Engineers (ASCE)
Date: 05-2015
Publisher: American Society of Civil Engineers
Date: 07-2001
Publisher: American Society of Civil Engineers (ASCE)
Date: 11-2013
Publisher: Informa UK Limited
Date: 29-09-2016
Publisher: Elsevier BV
Date: 1988
Publisher: Canadian Science Publishing
Date: 04-2006
DOI: 10.1139/T06-012
Abstract: An evaluation of the standard installation direct design (SIDD) prediction method has been undertaken by constructing and monitoring full-scale test beds installed according to SIDD Type IV specifications at four test sites across southern Ontario, Canada. Stresses around the test beds were monitored over a period of 20 months. The internal diameter of the test pipe segments varied from 600 mm to 900 mm in situ soil conditions ranged from organic clay to sand, and burial depths varied from 1.5 to 3 times the diameter of the installed pipe. All test sections were subjected to frequent heavy traffic loads, representing a worse case loading scenario. Measurements from the 20 month monitoring period were compared with predictions from Ontario Provincial Standards and SIDD specifications. It was concluded that the SIDD method reasonably predicts the stress envelope around a buried rigid pipe installed using the cut-and-cover construction method. The indirect design method currently used by the Ontario Provincial Standards was found to provide an overly conservative prediction of soil stresses at the invert of the pipe. Field measurements also suggest that the value of the horizontal arching factor (HAF) currently recommended by SIDD for Type IV installations is overly conservative and can be increased while maintaining a conservative design approach.Key words: soil, pipe, interaction, rigid, SIDD, monitoring.
Publisher: American Society of Civil Engineers (ASCE)
Date: 12-2000
Publisher: American Society of Civil Engineers (ASCE)
Date: 03-1997
Publisher: The Royal Society
Date: 07-2019
DOI: 10.1098/RSOS.181550
Abstract: This paper presents simplified finite-element analysis procedures based on geometrical nonlinearity and ductile Mohr–Coulomb–Davis plasticity for analysis of bending behaviour of steel pipes subjected to lateral soil loading. A simple, and easy to implement, user-defined subroutine to represent soil stiffness using the Janbu model is also presented and discussed. The development of a three-dimensional (3D) finite-element model is presented, and its evaluation against experimental measurements is discussed. Data are presented for different burial depths of the pipe, including soil loading on the pipe as well as 3D responses, longitudinal bending deflections and pressure distribution along the pipe. It was shown that numerical analyses which include soil modulus dependency on confining pressure lead to effective 3D calculations of pulling forces, bending moments along the pipeline and flexural deformations, based on measured soil parameters. The 3D analysis model requires the use of lower order (linear displacement) elements, which overestimated peak mobilized load. However, those 3D calculations effectively provided the progress of both the load–deflection and longitudinal bending response of the steel pipe at embedment ratios up to 5 where most energy pipelines are buried.
Publisher: American Society of Civil Engineers (ASCE)
Date: 04-1990
Publisher: Thomas Telford Ltd.
Date: 03-2011
DOI: 10.1680/IJPMG.2011.11.1.23
Abstract: It is a well-established argument that side-wall interface friction can influence the behaviour of soil located at the boundary of physical model test chambers. This effect has a potentially significant influence on measurement techniques such as particle image velocimetry that often rely on images captured at vertical transparent boundaries. However, it is hypothesised that under kinematically controlled boundary conditions, particle image velocimetry can yield not only qualitative but highly accurate quantitative measurements of deformation. In this paper, this hypothesis is tested for the specific soil–structure interaction problem of pipelines being subject to vertical faulting. In the middle of the model, a circular model pipeline was heavily instrumented with 32 pairs of strain gauges. At the same elevation but at the window of the test chamber, an identical model pipeline was split in half axially along its centreline to give a semi-circular cross-section, and placed against the visible window. Three digital cameras were used to record deformations of the pipe and the surrounding soil during the test. After image processing and filtering, measurements of peak curvature obtained from digital image analysis on the half pipeline section are shown to be within 5% of the results obtained from strain gauges.
Publisher: SAGE Publications
Date: 2009
DOI: 10.3141/2131-11
Abstract: Poor performance of pipe joints can contribute significantly to reduction of the overall performance of pipe systems. The most common problems attributed to joint defects are infiltration, exfiltration, and erosion of the soil surrounding the pipe, which can ultimately produce pipe failure. Thus, modeling of joints in pipelines is a critical issue influencing both the short- and long-term performance of these systems. Although joints may often be the weakest points along the pipe and can have a significant influence on pipe performance, little research has been conducted with regard to joint design. Even joint response to simple loading conditions is largely unknown because of the complexity of interactions between the pipes and the gasket. A three-dimensional, finite element analysis of a Rieber-type rubber-gasketed polyvinyl chloride (PVC) water pipe joint was carried out to investigate the influence of gasket modulus, rubber–PVC friction, insertion length, and joint rotation on the overall performance of the pipe joint system. The numerical analyses were performed with ABAQUS.
Publisher: American Society of Civil Engineers
Date: 23-10-2002
Publisher: Elsevier BV
Date: 1985
Publisher: Canadian Science Publishing
Date: 03-2016
Abstract: Finite element (FE) analyses of pipeline–soil interaction for pipelines buried in dense sand subjected to lateral ground displacements are presented in this paper. Analysis is performed — using the Arbitrary Lagrangian–Eulerian (ALE) method available in Abaqus/Explicit FE software — in the plane strain condition using the Mohr–Coulomb (MC) and modified Mohr–Coulomb (MMC) models. The MMC model considers a number of important features and properties of stress–strain and volume change behaviour of dense sand including the nonlinear pre- and post-peak behaviour with a smooth transition and the variation of the angle of internal friction and dilation angle with plastic shear strain, loading conditions (triaxial or plane strain), density, and mean effective stress. Comparing FE and experimental results, it is shown that the MMC model can better simulate the force–displacement response for a wide range of lateral displacements of the pipe for different burial depths, although the peak force on the pipe could be matched using the MC model. Examining the progressive development of zones of large inelastic shear deformation (shear bands), it is shown that the mobilized angle of internal friction and dilation angle vary along the length of the shear band however, constant values are used in the MC model. A comprehensive parametric study is also performed to investigate the effects of pipeline diameter, burial depth, and soil properties. Many important aspects in the force–displacement curves and failure mechanisms are explained using the present FE analyses.
Publisher: American Society of Civil Engineers (ASCE)
Date: 2012
Publisher: American Society of Mechanical Engineers
Date: 24-09-2012
Abstract: The flexural behavior of flexible buried pipelines subjected to lateral earth movements is investigated. Two types of pipeline materials, steel and then glass-fiber reinforced polymers (GFRP), are examined. Bending tests are conducted, where two parallel cables attached to a hydraulic actuator load the buried pipe. The study investigated three burial depth-to-diameter ratios (H/D = 3, 5, and 7) representing shallow to deep burial depths commonly used in energy pipeline construction. A three dimensional finite element model for this loading case has also been developed. Data from the numerical simulations are presented and compared to the experimental measurements. This paper provides an overview of the outcomes for this project. For ex le, while soil resistance was very similar for the two pipe types, the GFRP pipes demonstrated superior flexibility in longitudinal bending compared to the steel pipe. Furthermore, the finite element analyses were able to depict both this similarity in soil resistance, and the significant difference in flexural behavior of the two different pipe materials, the same phenomena observed during testing.
Publisher: American Society of Civil Engineers (ASCE)
Date: 12-2005
Publisher: Wiley
Date: 07-1988
Publisher: Thomas Telford Ltd.
Date: 09-2011
DOI: 10.1680/GEOT.8.P.048
Abstract: An understanding of the stress distributions that act on buried pipes plays a key role in the development and use of design methods for these structures. The radial stresses that develop on buried flexible pipes have been investigated by a number of researchers through experimental, analytical and numerical methods. However, direct measurements of soil contact stresses acting on small-diameter pipes have not been possible, since commercial earth pressure cells are large, and the stiffness of the cell relative to the soil material is known to influence the measured stresses. A new technique is described for measuring the radial contact stresses acting on buried pipes, and experimental studies are reported that demonstrate the effectiveness of this new technique for measuring contact pressures for both loose and compacted sand backfills. Comparison of the measurements with computations from elastic soil–pipe interaction theory reveals significant discrepancies in the magnitude and distribution of radial pressure around the circumference of the pipe for both loose and compacted backfill conditions. The new measurement technology provides direct support for pressure distributions inferred in earlier studies from measurements of circumferential strains around the pipe circumference.
Location: Canada
Start Date: 2001
End Date: 2009
Funder: Canada Foundation for Innovation
View Funded ActivityStart Date: 2007
End Date: 1999
Funder: Canada Foundation for Innovation
View Funded ActivityStart Date: 2012
End Date: 1999
Funder: Canada Foundation for Innovation
View Funded Activity