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J.G. de Gijt
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1
In this chapter we will discuss the practices and methods of responsible innovation in the hydraulic engineering sector, in which we investigate the values involved and how these values are dealt with. In particular, we will concentrate on the RAMSSHEEP concept – with RAMSSHEEP being an acronym for reliability, availability, maintainability, safety, security, health, environment, economics and politics. This is a concept from the hydraulic engineering sector, which was introduced as a risk-driven tool to optimise maintenance strategies. Although the RAMSSHEEP approach has shown its use for maintenance questions, the concept has so far not been applied to evaluate new innovations that are still in the design phase. The aim of this chapter is to explore whether the RAMSSHEEP framework can be used to structure conflicting values in the water sector. We do so on the basis of three short case studies. Dilemmas that emerge in these case studies, and the way these dilemmas are handled, are being addressed. We conclude that the RAMSSHEEP framework is a suitable (semi)quantitative tool to evaluate innovations in the hydraulic engineering domain, already in the design phase.
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In this chapter we will discuss the practices and methods of responsible innovation in the hydraulic engineering sector, in which we investigate the values involved and how these values are dealt with. In particular, we will concentrate on the RAMSSHEEP concept – with RAMSSHEEP being an acronym for reliability, availability, maintainability, safety, security, health, environment, economics and politics. This is a concept from the hydraulic engineering sector, which was introduced as a risk-driven tool to optimise maintenance strategies. Although the RAMSSHEEP approach has shown its use for maintenance questions, the concept has so far not been applied to evaluate new innovations that are still in the design phase. The aim of this chapter is to explore whether the RAMSSHEEP framework can be used to structure conflicting values in the water sector. We do so on the basis of three short case studies. Dilemmas that emerge in these case studies, and the way these dilemmas are handled, are being addressed. We conclude that the RAMSSHEEP framework is a suitable (semi)quantitative tool to evaluate innovations in the hydraulic engineering domain, already in the design phase.
Journal article
(2020)
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Ignatius Sriyana, J. G. de Gijt, Sri Kumala Parahyangsari, John Bosco Niyomukiza
In the current study, we examine the Indonesian government's watershed management program, which was established in 2001. In 2005, the Coordination Team for Rescue of Water Resources (CTRWR) was established to execute the program on a national level. However, at the time, field implementation was a sectoral interest due to the lack of program integration. To this end, the Indonesian government promoted integrated watershed management in 2009, which since then has been implemented by all stakeholders (in Top–Down management form), with application limited to preparing and planning documents. This is mainly driven by the stakeholders’ lack of understanding with regard to watershed systems as integrated management units. Field implementation results have not yet been realized, including the promotion of community-based watershed management (through Bottom–Up management). The purpose of our research was to determine the index numbers by measuring the level of cooperation between watershed management workers based on the Village Watershed Model (VWM) specifically surface water which includes six variables: planning, participation, institutional, fund sharing, gender, and management systems. The method used was an ordinal measure with the Likert scale. Our data showed successful watershed management, in which five of the six VWM variables—planning, participation, institutional, fund sharing, and management systems—were in the “good” category with indices ranging from 73.08 to 78.27. The gender variable index (69.12) was in the “medium” category.
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In the current study, we examine the Indonesian government's watershed management program, which was established in 2001. In 2005, the Coordination Team for Rescue of Water Resources (CTRWR) was established to execute the program on a national level. However, at the time, field implementation was a sectoral interest due to the lack of program integration. To this end, the Indonesian government promoted integrated watershed management in 2009, which since then has been implemented by all stakeholders (in Top–Down management form), with application limited to preparing and planning documents. This is mainly driven by the stakeholders’ lack of understanding with regard to watershed systems as integrated management units. Field implementation results have not yet been realized, including the promotion of community-based watershed management (through Bottom–Up management). The purpose of our research was to determine the index numbers by measuring the level of cooperation between watershed management workers based on the Village Watershed Model (VWM) specifically surface water which includes six variables: planning, participation, institutional, fund sharing, gender, and management systems. The method used was an ordinal measure with the Likert scale. Our data showed successful watershed management, in which five of the six VWM variables—planning, participation, institutional, fund sharing, and management systems—were in the “good” category with indices ranging from 73.08 to 78.27. The gender variable index (69.12) was in the “medium” category.
This paper present several cases in the Port of Rotterdam where both in the design and construction phase several different did not marched as expected. These cases are interesting for both the design as well the construction phase of a project. People will make mistakes however the mistakes describes in this paper have to be judged in time as not always everything was understood during the design and construction and the people of that time still these huge structures.
...
This paper present several cases in the Port of Rotterdam where both in the design and construction phase several different did not marched as expected. These cases are interesting for both the design as well the construction phase of a project. People will make mistakes however the mistakes describes in this paper have to be judged in time as not always everything was understood during the design and construction and the people of that time still these huge structures.
The design of new and assessment of existing quay walls is subject to large uncertainties. Dealing with these uncertainties is a crucial part of the engineering process. The way uncertainties are addressed has a large impact on construction and maintenance costs and on the reliability ultimately obtained. Especially in the assessment of existing structures the uncertainties can be large. An existing structure allows us to use actual performance information in the assessment, such as the structural response to loading. One way to obtain the structural response is test loading assisted by monitoring. In this research Bayesian updating is used to reduce uncertainties and to more effectively use the obtained measurement data. We present a case study of an existing quay structure along with fictitious measurement data to demonstrate the potential effects of test loading on the reliability of the structure. The results show that Bayesian updating successfully reduces the uncertainty (i.e. standard deviation) of the model prediction. Using monitoring data and Bayesian updating provides a more realistic model of the capacity of the existing quay structure and thus a more accurate reliability assessment. Which may lead to extension of the structure's lifetime or that higher loads can be accepted.
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The design of new and assessment of existing quay walls is subject to large uncertainties. Dealing with these uncertainties is a crucial part of the engineering process. The way uncertainties are addressed has a large impact on construction and maintenance costs and on the reliability ultimately obtained. Especially in the assessment of existing structures the uncertainties can be large. An existing structure allows us to use actual performance information in the assessment, such as the structural response to loading. One way to obtain the structural response is test loading assisted by monitoring. In this research Bayesian updating is used to reduce uncertainties and to more effectively use the obtained measurement data. We present a case study of an existing quay structure along with fictitious measurement data to demonstrate the potential effects of test loading on the reliability of the structure. The results show that Bayesian updating successfully reduces the uncertainty (i.e. standard deviation) of the model prediction. Using monitoring data and Bayesian updating provides a more realistic model of the capacity of the existing quay structure and thus a more accurate reliability assessment. Which may lead to extension of the structure's lifetime or that higher loads can be accepted.
Structures, such as quay walls, have to meet a particular level of safety. Consequently, in the Eurocode standards, three reliability classes are distinguished, each corresponding to a target reliability index and set of partial factors. In this study, more insight is acquired into the relationship between the quay wall's construction costs and the associated reliability index β. It appeared that the marginal costs of safety investments of quay walls are fairly low and in the same order of magnitude of the uncertainty of the estimate of the construction costs. Hence, it seems that the current reliability classes, as defined in the Eurocode standards, are non-efficient for quay walls. In addition, this study investigates the influence of the partial factors and three failure mechanisms on the construction costs and the reliability index. It was concluded that for the considered cases, the soil's angle of internal friction strongly influences the construction costs and the β of the quay wall. Furthermore, it follows that economic optimisation in the probabilistic design of quay walls is possible by increasing the target reliability index of the failure mechanism 'insufficient passive soil resistance' and decrease the target reliability index of 'yielding of sheet pile profile'.
...
Structures, such as quay walls, have to meet a particular level of safety. Consequently, in the Eurocode standards, three reliability classes are distinguished, each corresponding to a target reliability index and set of partial factors. In this study, more insight is acquired into the relationship between the quay wall's construction costs and the associated reliability index β. It appeared that the marginal costs of safety investments of quay walls are fairly low and in the same order of magnitude of the uncertainty of the estimate of the construction costs. Hence, it seems that the current reliability classes, as defined in the Eurocode standards, are non-efficient for quay walls. In addition, this study investigates the influence of the partial factors and three failure mechanisms on the construction costs and the reliability index. It was concluded that for the considered cases, the soil's angle of internal friction strongly influences the construction costs and the β of the quay wall. Furthermore, it follows that economic optimisation in the probabilistic design of quay walls is possible by increasing the target reliability index of the failure mechanism 'insufficient passive soil resistance' and decrease the target reliability index of 'yielding of sheet pile profile'.
Digital Elevation Model (DEM) is an important component in flood inundation modelling as a part of flood risk analysis. However, Digital Surface Model (DSM) which still contains noises of artefacts is more common to be available than DEM. Then DSM misleads the inundation extent. This study will evaluate a measure to obtain a bare-earth surface (DEM) by developing and applying a workflow to remove the noises from DSM using simple tools available in the GIS computer software. The output of the method will then be used as input for flood inundation modelling of Semarang City in Indonesia. In addition to the main data set of TerraSAR-X DSM provided by Indonesia Geospatial Information Agency (Badan Informasi Geospasial or BIG), two sets of open source digital elevation data from Shuttle Radar Topography Mission (SRTM) and Advanced Spaceborne Thermal Emission (ASTER) are included in this study. The three data sets are processed and quantitatively compared. The results show that the applied noise removal method must be traded off with the lower resolution. Hence, the level of detail of particular flood inundation modelling will determine the required DEM resolution. Different study purposes will lead to different appropriate DEM resolutions to be used.
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Digital Elevation Model (DEM) is an important component in flood inundation modelling as a part of flood risk analysis. However, Digital Surface Model (DSM) which still contains noises of artefacts is more common to be available than DEM. Then DSM misleads the inundation extent. This study will evaluate a measure to obtain a bare-earth surface (DEM) by developing and applying a workflow to remove the noises from DSM using simple tools available in the GIS computer software. The output of the method will then be used as input for flood inundation modelling of Semarang City in Indonesia. In addition to the main data set of TerraSAR-X DSM provided by Indonesia Geospatial Information Agency (Badan Informasi Geospasial or BIG), two sets of open source digital elevation data from Shuttle Radar Topography Mission (SRTM) and Advanced Spaceborne Thermal Emission (ASTER) are included in this study. The three data sets are processed and quantitatively compared. The results show that the applied noise removal method must be traded off with the lower resolution. Hence, the level of detail of particular flood inundation modelling will determine the required DEM resolution. Different study purposes will lead to different appropriate DEM resolutions to be used.
Voordat een kademuur daadwerkelijk wordt hersteld, kan er wel vijf jaar overheen gaan. Vooral door weerstand van belanghebbenden. Daarom is het nuttig die weerstand van tevoren te kunnen inschatten om tijdig hierop in te spelen. De Construct & Stakeholder-matrix voorziet hierin.
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Voordat een kademuur daadwerkelijk wordt hersteld, kan er wel vijf jaar overheen gaan. Vooral door weerstand van belanghebbenden. Daarom is het nuttig die weerstand van tevoren te kunnen inschatten om tijdig hierop in te spelen. De Construct & Stakeholder-matrix voorziet hierin.
Sluices have been built worldwide since in 984 when the first sluice was built in China to speed up the operations in the Grand canal. Since that time different types of sluices have been developed world wide both in size and material use and their own shipping and structural characteristics. One of the main drawbacks of the present sluice designs is the waiting time. This problem of the waiting time is in principle overcome by the design of the gelsluice (gellock). This paper describe the development of sluices construction in general and with the emphasis on the characteristics of the innovative gelsluice. A preliminary design of the gelsluice will be discussed and presented. Finally some recommendations are presented for further research to improve the design of the gelsluice.
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Sluices have been built worldwide since in 984 when the first sluice was built in China to speed up the operations in the Grand canal. Since that time different types of sluices have been developed world wide both in size and material use and their own shipping and structural characteristics. One of the main drawbacks of the present sluice designs is the waiting time. This problem of the waiting time is in principle overcome by the design of the gelsluice (gellock). This paper describe the development of sluices construction in general and with the emphasis on the characteristics of the innovative gelsluice. A preliminary design of the gelsluice will be discussed and presented. Finally some recommendations are presented for further research to improve the design of the gelsluice.
Conference paper
(2017)
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Nadevah K.N. Mourillon, Jarit De Gijt, Klaas Jan Bakker, Henk Brassinga, Erik Broos
The stability of any structure is an important aspect in civil engineering. This aspect is the subject of the researched quay wall at the Amazonehaven, port of Rotterdam. The quay wall with a relieving platform structure had in various section, over the entire 900m length of the quay, large deformations at the toe of the combined wall. The purpose was to analyse and quantify the influence of the deformed combined wall on the stability of the quay wall, its service lifetime. To obtain a better insight into the concept of stability, analytical methods based on the Blum theory, beam on elastic foundation method and finite element method using Plaxis 3D were applied and compared. The finite element method, Plaxis 3D, proved to be a better method to investigate the quay wall. Plaxis 3D takes into account the 3-dimensional effects of the quay wall and considers the actual soil behaviour during calculation which is a sophisticated manner of modelling a quay wall. A calibration model (which is the actual designed quay wall) and a series of models with various penetration depth of the combined wall are modelled. Also, a safety analysis of the soil parameters were applied to the various models.
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The stability of any structure is an important aspect in civil engineering. This aspect is the subject of the researched quay wall at the Amazonehaven, port of Rotterdam. The quay wall with a relieving platform structure had in various section, over the entire 900m length of the quay, large deformations at the toe of the combined wall. The purpose was to analyse and quantify the influence of the deformed combined wall on the stability of the quay wall, its service lifetime. To obtain a better insight into the concept of stability, analytical methods based on the Blum theory, beam on elastic foundation method and finite element method using Plaxis 3D were applied and compared. The finite element method, Plaxis 3D, proved to be a better method to investigate the quay wall. Plaxis 3D takes into account the 3-dimensional effects of the quay wall and considers the actual soil behaviour during calculation which is a sophisticated manner of modelling a quay wall. A calibration model (which is the actual designed quay wall) and a series of models with various penetration depth of the combined wall are modelled. Also, a safety analysis of the soil parameters were applied to the various models.
Specifying risk management standard for flood risk assessment
A framework for resources allocation
General risk management standard, e.g. ISO 31000:2009, approaches risk as a coin with a pair of two sides, i.e. the threat and the opportunity. However, it is hardly the case of flood events which mainly come as threats. Despite the contrary, this study explores the potential applicability of the available risk management standards specifically for flood. It then also synthesizes the components to result a framework for allocating resources among various strategies to result the optimum flood risk reduction. In order to review its applicability, the framework is then reviewed using several historic flood risk reduction cases. Its results are qualitatively discussed and summarized including the possible improvement of the framework for further applications.
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General risk management standard, e.g. ISO 31000:2009, approaches risk as a coin with a pair of two sides, i.e. the threat and the opportunity. However, it is hardly the case of flood events which mainly come as threats. Despite the contrary, this study explores the potential applicability of the available risk management standards specifically for flood. It then also synthesizes the components to result a framework for allocating resources among various strategies to result the optimum flood risk reduction. In order to review its applicability, the framework is then reviewed using several historic flood risk reduction cases. Its results are qualitatively discussed and summarized including the possible improvement of the framework for further applications.
Conference paper
(2017)
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Tomas Weeda, Jarit De Gijt, Klaas Jan Bakker, Rene Braam, Eric Broos, Bas Jonkman
As a result of the persistent increase of container vessel dimensions, future problems regarding navigation draught in the presence of tunnels are becoming more likely to occur. Hence, possible solutions to this problem have been investigated for the Beneluxtunnel. Several design options have been elaborated to determine the technical and economic feasibility of a possible lowering of the tunnel. Important subjects involved are the consequences of increasing the slopes, the cross-sectional concrete capacity, the use of joint rotations, the construction methods and the costs. This initial exploration of the subject shows lowering the Beneluxtunnel seems to be possible and is expected to be economically attractive. However, further research into certain boundary conditions and risky aspects of construction is required to ascertain this statement.
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As a result of the persistent increase of container vessel dimensions, future problems regarding navigation draught in the presence of tunnels are becoming more likely to occur. Hence, possible solutions to this problem have been investigated for the Beneluxtunnel. Several design options have been elaborated to determine the technical and economic feasibility of a possible lowering of the tunnel. Important subjects involved are the consequences of increasing the slopes, the cross-sectional concrete capacity, the use of joint rotations, the construction methods and the costs. This initial exploration of the subject shows lowering the Beneluxtunnel seems to be possible and is expected to be economically attractive. However, further research into certain boundary conditions and risky aspects of construction is required to ascertain this statement.
The rapid development in containership dimensions creates a huge challenge for ports. But for one port basin in Rotterdam this challenge was too big. The nautical restrictions for the Amazonehaven would start at such moderate conditions that the basin would be closed for Ultra Large Container Ships (ULCS) about a 100 days a year. As this basin contains more than 60 percent of the deep sea quay length at ECT, Europe’s largest container terminal, the Port of Rotterdam Authority decided to widen the basin by demolishing the opposite iron ore bulk quay wall. In this way vessels up to 18.000 TEU have access up to 6 Beaufort wind speed. This quay wall, with a length of 950 meters and a retaining height of 32 meters, was con-structed between 1988 and 1990 with an inclined steel combi wall, concrete pre stressed bear-ing piles, MV piles and a massive concrete superstructure. It is the first ever demolished quay wall on this scale in Rotterdam and, as far as the authors know, even globally. Before the demolition could start, a new quay wall, with a length of 2500 meters was con-structed and over 3 million cubic meters of sand had to be removed. All works are executed without interrupting the process at the ECT terminal. The paper describes the necessity of the widening project and focusses on the demolishing process and especially the lessons learned from this project. Most important items are unex-pected heavy pile damage probably due to heavy pile driving during construction and the drill and blast operation in an operational port basin.
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The rapid development in containership dimensions creates a huge challenge for ports. But for one port basin in Rotterdam this challenge was too big. The nautical restrictions for the Amazonehaven would start at such moderate conditions that the basin would be closed for Ultra Large Container Ships (ULCS) about a 100 days a year. As this basin contains more than 60 percent of the deep sea quay length at ECT, Europe’s largest container terminal, the Port of Rotterdam Authority decided to widen the basin by demolishing the opposite iron ore bulk quay wall. In this way vessels up to 18.000 TEU have access up to 6 Beaufort wind speed. This quay wall, with a length of 950 meters and a retaining height of 32 meters, was con-structed between 1988 and 1990 with an inclined steel combi wall, concrete pre stressed bear-ing piles, MV piles and a massive concrete superstructure. It is the first ever demolished quay wall on this scale in Rotterdam and, as far as the authors know, even globally. Before the demolition could start, a new quay wall, with a length of 2500 meters was con-structed and over 3 million cubic meters of sand had to be removed. All works are executed without interrupting the process at the ECT terminal. The paper describes the necessity of the widening project and focusses on the demolishing process and especially the lessons learned from this project. Most important items are unex-pected heavy pile damage probably due to heavy pile driving during construction and the drill and blast operation in an operational port basin.
The settlement of soil layers on embedded anchor rods may lead to an increased axial load in the rod. The common method of evaluating stresses in anchor rods, according to the Dutch Sheet Piling handbook, better known as CUR 166, implicitly assumes a number of simplifications and assumptions that may in practice lead to a too simplified approach, that is too conservative. Within the context of study for an MSc degree, the main author of this paper has looked into the possibilities to improve the method of evaluation that complies with al codes and is less conservative. The study both looks into drained and undrained conditions for settling clay. Further, the settlement is more explicitly defined as a function of local position at the anchor rod. The method is verified with FEM analysis using Embedded beams, which gave a good corroboration. The method enables to perform an improved design.
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The settlement of soil layers on embedded anchor rods may lead to an increased axial load in the rod. The common method of evaluating stresses in anchor rods, according to the Dutch Sheet Piling handbook, better known as CUR 166, implicitly assumes a number of simplifications and assumptions that may in practice lead to a too simplified approach, that is too conservative. Within the context of study for an MSc degree, the main author of this paper has looked into the possibilities to improve the method of evaluation that complies with al codes and is less conservative. The study both looks into drained and undrained conditions for settling clay. Further, the settlement is more explicitly defined as a function of local position at the anchor rod. The method is verified with FEM analysis using Embedded beams, which gave a good corroboration. The method enables to perform an improved design.
...
Conference paper
(2017)
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Willem van Elsäcker, F. Besseling, Arny Lengkeek, Ronald Brinkgreve, Jarit de Gijt, Bas Jonkman
Liquefaction induced by earthquakes has shown to have potential devastating influence on seismic performance of anchored quay walls. Therefore, measures to mitigate liquefaction are commonly part of the design of quay walls in
seismically active regions. Such mitigation measures are costly. Moreover, these measures are difficult to implement for existing structures in operation. For these reasons, proper tools that can accurately predict the effects of liquefaction on anchored quay walls are valuable for engineering purposes. Numerical tools like finite element analysis can potentially replace simplified code based methods, such as the Mononobe-Okabe method. However, performance of numerical models that account for liquefaction and pore pressure accumulation is crucial towards the use of numerical tools for this purpose. Initial stress states influence both the liquefaction resistance of the soil as well as the performance of the constitutive model. This study proposed a new calibration procedure in order to deal with the influence of static shear and overburden stress in the model. Zones around the structure with specific corresponding stress states are defined for which the stress state dependent constitutive model behaviour is calibrated based on laboratory results and literature.This study evaluates the performance of finite element calculations with the UBC3D-PLM soil constitutive
model based on a reported case study of two quay walls in Akita Port, Japan for the 1983 Nihonkai Chubu earthquake. It also evaluates to what extent Mononobe-Okabe calculations with code-based corrections for liquefaction effects could reproduce the observed performance of the Akita Port quay walls. The results shown by the analysis employing the new developed calibration procedure indicate good correspondence with observations in the field. On the other hand, Mononobe-Okabe methods including corrections for liquefaction effects give a poor fit to the observed behaviour. The response indicates that dynamic analysis with the UBC3D-PLM model using the proposed calibration procedure is capable to give insight in effects of excess pore pressures on the seismic performance of an anchored quay wall. This study mainly only focussed on liquefaction triggering as a function of stress state and the post-liquefaction stress-strain behaviour predicted by UBC3D-PLM was only evaluated at a basic level. ...
seismically active regions. Such mitigation measures are costly. Moreover, these measures are difficult to implement for existing structures in operation. For these reasons, proper tools that can accurately predict the effects of liquefaction on anchored quay walls are valuable for engineering purposes. Numerical tools like finite element analysis can potentially replace simplified code based methods, such as the Mononobe-Okabe method. However, performance of numerical models that account for liquefaction and pore pressure accumulation is crucial towards the use of numerical tools for this purpose. Initial stress states influence both the liquefaction resistance of the soil as well as the performance of the constitutive model. This study proposed a new calibration procedure in order to deal with the influence of static shear and overburden stress in the model. Zones around the structure with specific corresponding stress states are defined for which the stress state dependent constitutive model behaviour is calibrated based on laboratory results and literature.This study evaluates the performance of finite element calculations with the UBC3D-PLM soil constitutive
model based on a reported case study of two quay walls in Akita Port, Japan for the 1983 Nihonkai Chubu earthquake. It also evaluates to what extent Mononobe-Okabe calculations with code-based corrections for liquefaction effects could reproduce the observed performance of the Akita Port quay walls. The results shown by the analysis employing the new developed calibration procedure indicate good correspondence with observations in the field. On the other hand, Mononobe-Okabe methods including corrections for liquefaction effects give a poor fit to the observed behaviour. The response indicates that dynamic analysis with the UBC3D-PLM model using the proposed calibration procedure is capable to give insight in effects of excess pore pressures on the seismic performance of an anchored quay wall. This study mainly only focussed on liquefaction triggering as a function of stress state and the post-liquefaction stress-strain behaviour predicted by UBC3D-PLM was only evaluated at a basic level. ...
Liquefaction induced by earthquakes has shown to have potential devastating influence on seismic performance of anchored quay walls. Therefore, measures to mitigate liquefaction are commonly part of the design of quay walls in
seismically active regions. Such mitigation measures are costly. Moreover, these measures are difficult to implement for existing structures in operation. For these reasons, proper tools that can accurately predict the effects of liquefaction on anchored quay walls are valuable for engineering purposes. Numerical tools like finite element analysis can potentially replace simplified code based methods, such as the Mononobe-Okabe method. However, performance of numerical models that account for liquefaction and pore pressure accumulation is crucial towards the use of numerical tools for this purpose. Initial stress states influence both the liquefaction resistance of the soil as well as the performance of the constitutive model. This study proposed a new calibration procedure in order to deal with the influence of static shear and overburden stress in the model. Zones around the structure with specific corresponding stress states are defined for which the stress state dependent constitutive model behaviour is calibrated based on laboratory results and literature.This study evaluates the performance of finite element calculations with the UBC3D-PLM soil constitutive
model based on a reported case study of two quay walls in Akita Port, Japan for the 1983 Nihonkai Chubu earthquake. It also evaluates to what extent Mononobe-Okabe calculations with code-based corrections for liquefaction effects could reproduce the observed performance of the Akita Port quay walls. The results shown by the analysis employing the new developed calibration procedure indicate good correspondence with observations in the field. On the other hand, Mononobe-Okabe methods including corrections for liquefaction effects give a poor fit to the observed behaviour. The response indicates that dynamic analysis with the UBC3D-PLM model using the proposed calibration procedure is capable to give insight in effects of excess pore pressures on the seismic performance of an anchored quay wall. This study mainly only focussed on liquefaction triggering as a function of stress state and the post-liquefaction stress-strain behaviour predicted by UBC3D-PLM was only evaluated at a basic level.
seismically active regions. Such mitigation measures are costly. Moreover, these measures are difficult to implement for existing structures in operation. For these reasons, proper tools that can accurately predict the effects of liquefaction on anchored quay walls are valuable for engineering purposes. Numerical tools like finite element analysis can potentially replace simplified code based methods, such as the Mononobe-Okabe method. However, performance of numerical models that account for liquefaction and pore pressure accumulation is crucial towards the use of numerical tools for this purpose. Initial stress states influence both the liquefaction resistance of the soil as well as the performance of the constitutive model. This study proposed a new calibration procedure in order to deal with the influence of static shear and overburden stress in the model. Zones around the structure with specific corresponding stress states are defined for which the stress state dependent constitutive model behaviour is calibrated based on laboratory results and literature.This study evaluates the performance of finite element calculations with the UBC3D-PLM soil constitutive
model based on a reported case study of two quay walls in Akita Port, Japan for the 1983 Nihonkai Chubu earthquake. It also evaluates to what extent Mononobe-Okabe calculations with code-based corrections for liquefaction effects could reproduce the observed performance of the Akita Port quay walls. The results shown by the analysis employing the new developed calibration procedure indicate good correspondence with observations in the field. On the other hand, Mononobe-Okabe methods including corrections for liquefaction effects give a poor fit to the observed behaviour. The response indicates that dynamic analysis with the UBC3D-PLM model using the proposed calibration procedure is capable to give insight in effects of excess pore pressures on the seismic performance of an anchored quay wall. This study mainly only focussed on liquefaction triggering as a function of stress state and the post-liquefaction stress-strain behaviour predicted by UBC3D-PLM was only evaluated at a basic level.
Journal article
(2016)
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C.J.W. Habets, Dirk Jan Peters, Jarit de Gijt, Andrei Metrikine, Bas Jonkman
Conventional seismic designs of quay walls in ports are mostly based on pseudo-static analysis. A more advanced alternative is the Performance-Based Design (PBD) method, which evaluates permanent deformations and amounts of (repairable) damage under seismic loading. The aim of this study is to investigate the suitability of this method for anchored sheet pile quay walls that were not purposely designed for seismic loads. A research methodology is developed in which pseudo-static, permanentdisplacement and finite element analysis are employed, calibrated with an experimental reference case that considers a typical anchored sheet pile wall. A reduction factor that accounts for deformation behaviour is determined for pseudo-static analysis. A model to apply traditional permanent displacement analysis on anchored sheet pile walls is proposed. Dynamic analysis is successfully carried out. From the research it is concluded that PBD evaluation can effectively be used for seismic analysis and design of this type of structure.
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Conventional seismic designs of quay walls in ports are mostly based on pseudo-static analysis. A more advanced alternative is the Performance-Based Design (PBD) method, which evaluates permanent deformations and amounts of (repairable) damage under seismic loading. The aim of this study is to investigate the suitability of this method for anchored sheet pile quay walls that were not purposely designed for seismic loads. A research methodology is developed in which pseudo-static, permanentdisplacement and finite element analysis are employed, calibrated with an experimental reference case that considers a typical anchored sheet pile wall. A reduction factor that accounts for deformation behaviour is determined for pseudo-static analysis. A model to apply traditional permanent displacement analysis on anchored sheet pile walls is proposed. Dynamic analysis is successfully carried out. From the research it is concluded that PBD evaluation can effectively be used for seismic analysis and design of this type of structure.
The rapid development in containership dimensions creates a huge challenge for ports. But for one port basin in Rotterdam this challenge was too big. The nautical restrictions for the Amazonehaven would start at such moderate conditions that the basin would be closed for ultra large container ships (ULCS) about a 100 days a year. As this basin contains more than 60 percent of the deep sea quay length at ECT Delta Terminal, Europe's largest container terminal, the Port of Rotterdam Authority decided to widen the basin by demolishing the opposite bulk quay wall. In this way vessels up to 18,000 TEU (twenty foot equivalent unit) have access up to 6 Beaufort wind speed.
...
The rapid development in containership dimensions creates a huge challenge for ports. But for one port basin in Rotterdam this challenge was too big. The nautical restrictions for the Amazonehaven would start at such moderate conditions that the basin would be closed for ultra large container ships (ULCS) about a 100 days a year. As this basin contains more than 60 percent of the deep sea quay length at ECT Delta Terminal, Europe's largest container terminal, the Port of Rotterdam Authority decided to widen the basin by demolishing the opposite bulk quay wall. In this way vessels up to 18,000 TEU (twenty foot equivalent unit) have access up to 6 Beaufort wind speed.