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Should We Do? Management Division, Oklahoma Water Resources Board MORNING SESSION: RESILIENCY DISCUSSION AND POLICY PRESENTATIONS, EMPHASIZING THE BROAD POLICY BACKGROUND, REGULATORY FRAMEWORK, LEGAL ISSUES, AND FUTURE POLICY EVOLUTION TO ADDRESS INFRASTRUCTURE ASSESSMENT, MAINTENANCE, PROTECTION, RESILIENCY, ETC.
- North America > United States > Texas (1.00)
- North America > Canada (0.93)
- North America > United States > Oklahoma > Payne County (0.28)
- Geology > Structural Geology > Tectonics > Plate Tectonics > Earthquake (1.00)
- Geology > Rock Type > Sedimentary Rock (1.00)
- Geology > Geological Subdiscipline (1.00)
- Geology > Mineral (0.69)
- Geophysics > Seismic Surveying > Passive Seismic Surveying > Earthquake Seismology (1.00)
- Geophysics > Borehole Geophysics (0.93)
- Geophysics > Electromagnetic Surveying (0.67)
- Geophysics > Seismic Surveying > Seismic Processing (0.67)
- Water & Waste Management > Water Management (1.00)
- Materials > Construction Materials (1.00)
- Law (1.00)
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- North America > United States > Texas > Permian Basin > Yeso Formation (0.99)
- North America > United States > Texas > Permian Basin > Yates Formation (0.99)
- North America > United States > Texas > Permian Basin > Wolfcamp Formation (0.99)
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- Well Drilling (1.00)
- Well Completion (1.00)
- Reservoir Description and Dynamics > Reservoir Characterization > Seismic processing and interpretation (1.00)
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GPR is still not a standard solution for most geotechnical engineers, even though the use is constantly increasing. To further promote the use of GPR and other geophysical investigation techniques, we need to address concerns regarding the purpose and expectations of the method, uncertainty of results and the need of standards and tools for interpretation and visualization for geophysical investigations. It has been shown on several occasions that GPR can be a useful and efficient complement to traditional geotechnical investigations, especially when working with larger infrastructure projects as new roads, railways or utility lines, where design work today is done in 3D-modelling software, demanding an extensive number of datapoints. GPR is fast and can cover a large amount of ground, as e.g., when there are several suggested routes for planned infrastructure
- Europe > United Kingdom (0.29)
- North America > United States > Colorado (0.17)
- Construction & Engineering (0.68)
- Transportation > Ground (0.68)
- Energy > Oil & Gas > Upstream (0.31)
- Reservoir Description and Dynamics > Reservoir Characterization > Seismic processing and interpretation (1.00)
- Data Science & Engineering Analytics > Information Management and Systems (1.00)
Design for preventing or minimizing the effects of accidents is termed accidental limit states (ALS) design and is characterized by preventing/minimizing loss of life, environmental damage, and loss of the structure. Collision, grounding, dropped objects, explosion, and fire are traditional accident categories.
- South America > Brazil (1.00)
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- Summary/Review (1.00)
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- Geology > Mineral (1.00)
- Geology > Geological Subdiscipline > Geomechanics (1.00)
- Geology > Sedimentary Geology > Depositional Environment (0.67)
- Geology > Structural Geology > Tectonics > Plate Tectonics (0.67)
- Transportation > Marine (1.00)
- Transportation > Infrastructure & Services (1.00)
- Transportation > Ground (1.00)
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- South America > Brazil > Campos Basin (0.99)
- North America > United States > Gulf of Mexico > Central GOM > East Gulf Coast Tertiary Basin > Viosca Knoll > Block 786 > Petronius Field (0.99)
- North America > United States > Gulf of Mexico > Central GOM > East Gulf Coast Tertiary Basin > Mississippi Canyon > Block 392 > Appomattox Field (0.99)
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Committee III.1: Ultimate Strength
Hess, Paul E. (_) | An, Chen (_) | Brubak, Lars (_) | Chen, Xiao (_) | Chiu, Jinn Tong (_) | Czujko, Jurek (_) | Darie, Ionel (_) | Feng, Guoqing (_) | Gaiotti, Marco (_) | Jang, Beom Seon (_) | Kefal, Adnan (_) | Makmun, Sukron (_) | Ringsberg, Jonas (_) | Romanoff, Jani (_) | Saad-Eldeen, Saad (_) | Schipperen, Ingrid (_) | Tabri, Kristjan (_) | Wang, Yikun (_) | Yanagihara, Daisuke (_)
Committee Mandate Concern for the collapse behaviour of ships and offshore structures and their structural components under ultimate conditions. Uncertainties in strength assessment shall be highlighted. Attention shall be given to the influence of response to load combinations including accidents; fabrication imperfections; life-cycle effects; and user approach. Consideration shall be given to the practical application of methods. Introduction Determining the ultimate strength of ship and offshore structures involves the ability to predict and measure component, sub-system, and system structural maximum capacity beyond which the capacity diminishes. The purpose of this committee is to present a summary of recent work published after the time period covered by the 2018 committee that addresses these goals within the guidance of the Committee Mandate. Effective consideration of these factors requires definition of terms and description of the use of ultimate strength calculations and measurements prior to directly addressing the objectives set forth in the Mandate. 1.1 Definitions The ultimate strength of a structure is defined as the maximum load carrying capability beyond which the load carrying capacity reduces. This may be viewed as the definition of failure for ultimate strength of any structure. This committee mainly focused on compressive buckling failure mechanisms vs tensile failure that would lead to fracture, which is addressed in Technical Committee III.2. The majority of marine structures are a type of thin-walled structure, where the maximum load carrying capability of one component might be reached prior to the system reaching its ultimate limit. Defining the boundaries of the structure whose strength is being assessed is important both to support the analysis process, but also to communicate this information for use in decision- making. For example, a stiffener-plate combination that reaches ultimate strength would not necessarily coincide with collapse of an entire grillage or hull girder cross-section. Both of these failure modes are used in limit state equations to support decision-making, but representing very different assessments of structural performance, reliability, or risk. 1.2 Report Structure The report is organized into 7 Chapters and an Appendix, with the primary technical chapters being Chapters 2 through 6, covering fundamentals, materials and life-cycle effects, and ship and offshore structures, culminating in a unique benchmark in Chapter 6 and the Appendix. Chapter 2 covers Fundamentals, introducing aleatory and epistemic uncertainty quantification and effects, elements of strength prediction tools with a focus on high fidelity numerical modeling and reduced order modeling, and experimentation. Material and life-cycle effects are addressed in Chapter 3, highlighting issues related to degradation such as corrosion and cracking, consideration of distortion, damage or repair effects, and residual stresses resulting from the manufacturing process.
- North America > United States (1.00)
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- Asia (1.00)
- Summary/Review (1.00)
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- Transportation > Marine (1.00)
- Transportation > Freight & Logistics Services > Shipping (1.00)
- Materials > Metals & Mining > Steel (1.00)
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- Well Completion > Well Integrity > Subsurface corrosion (tubing, casing, completion equipment, conductor) (1.00)
- Reservoir Description and Dynamics > Reservoir Simulation (1.00)
- Management > Risk Management and Decision-Making (1.00)
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"In offshore and coastal engineering, metocean refers to the syllabic abbreviation of meteorology and (physical) oceanography" (Wikipedia). Metocean research covers dynamics of the oceaninterface environments: the air-sea surface, atmospheric boundary layer, upper ocean, the sea bed within the wavelength proximity (~100 m for wind-generated waves), and coastal areas. Metocean disciplines broadly comprise maritime engineering, marine meteorology, wave forecast, operational oceanography, oceanic climate, sediment transport, coastal morphology, and specialised technological disciplines for in-situ and remote sensing observations. Metocean applications incorporate offshore, coastal and Arctic engineering; navigation, shipping and naval architecture; marine search and rescue; environmental instrumentation, among others. Often, both for design and operational purposes the ISSC community is interested in Metocean Extremes which include extreme conditions (such as extreme tropical or extra-tropical cyclones), extreme events (such as rogue waves) and extreme environments (such as Marginal Ice Zone, MIZ). Certain Metocean conditions appear extreme, depending on applications (e.g.
- Europe > United Kingdom > England (1.00)
- Asia > Middle East > Saudi Arabia (1.00)
- Asia > Japan (1.00)
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- Geology > Geological Subdiscipline > Geomechanics (1.00)
- Geology > Sedimentary Geology > Depositional Environment (0.67)
- Geophysics > Electromagnetic Surveying (0.65)
- Geophysics > Seismic Surveying > Seismic Modeling (0.45)
- Transportation > Passenger (1.00)
- Transportation > Marine (1.00)
- Transportation > Infrastructure & Services (1.00)
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- Europe > Denmark > North Sea > Danish Sector > Central Graben > Block 5504/12 > Tyra Field (0.99)
- Europe > Denmark > North Sea > Danish Sector > Central Graben > Block 5504/11 > Tyra Field (0.99)
- North America > United States > Colorado > Ice Field (0.98)
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- Well Drilling > Well Planning > Trajectory design (1.00)
- Well Drilling > Drillstring Design > Drill pipe selection (1.00)
- Well Drilling > Drilling Operations (1.00)
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Committee II.1: Quasi-Static Response
Underwood, James (_) | Alley, Erick (_) | Andric, Jerolim (_) | Boote, Dario (_) | Gao, Zhen (_) | Van Hoeve, Ad (_) | Jelovica, Jasmin (_) | Kawamura, Yasumi (_) | Kim, Yooil (_) | Liu, Jianhu (_) | Malenica, Sime (_) | Remes, Heikki (_) | Samanta, Asokendu (_) | Woloszyk, Krzysztof (_) | Yang, Deqing (_)
Committee Mandate Concern for the quasi-static response of ship and offshore structures, as required for safety and serviceability assessments. Attention shall be given to uncertainty quantification of quasi-static load and response analysis approaches, and their limitations, including exact and approximate methods for derivation of different acceptance criteria. Introduction In the design of ship and offshore structures, Naval Architects and Structural Engineers require access to a wide range of analysis methods to successfully progress from concept brief through to a production ready design, that will safely operate for the duration of its service life. Significant development in computational analysis techniques have occurred over the preceding decades, coupled with increased availability of high-performance computing; however, computationally intensive methods regularly do not fit the requirements of a design team, particularly in the early design phases. Whilst some quasi-static methods may have arisen at times of lesser computational capabilities, quasi-static analysis methods remain relevant, providing an appropriate balance between accuracy and speed, often having an ability to provide a quick result based on minimal input data, facilitating rapid design iteration. In ship and offshore structures, the loading, whether local or global, is predominantly caused by a dynamic motion that is cyclic or oscillating, for example the wave loading of a ship hull girder in a seaway, the sloshing loading due to the motions of fluid in a tank, the loading on a deck or equipment foundation, etc. True dynamic analysis of such scenarios is complex and time consuming to undertake, and often can’t be successfully completed until the structural design details are in a progressed state. Therefore, quasi-static methods implementing a simplified approach that resembles the scenario, whether through a defined loading or to induce a seemingly equivalent structural response, have been developed. Not all loading scenarios can be suitably represented by quasi-static methods, particularly where loading is complex or structural response of the individual parts of the system may interact. However, where a quasi-static method can be implemented to develop a structure with sufficient reserve to facilitate safe operation, the benefits to the design process can be significant. In structural response analysis, a method may be considered to be quasi-static where the effects of structural dynamics (structural inertia and damping) may be neglected. In this regards the time component, or time derivatives, may be neglected. To adopt a quasi-static method, the true time dependant loading must be sufficiently slow in relation to the structural response not to coincide with resonant response frequencies. Due to this ‘slow’ progression, during analysis the system may be considered to be in static equilibrium at all time instances. These points are true for many quasi-static analyses, where loading may be through incremental application of force or displacement to a structure, and static equilibrium of the system is achieved before the next increment is applied. Therefore, time associated with the loading is only implied and not explicitly included in the assessment. In other words, the structural responses at any time instant will be only determined by the loads at that time instant, and the structural responses have no memory effect. Whilst the applied loading may be incremental, it need not be entirely linear, and in the same regard the structural response also need not be linear. For example, the loading and response could be coupled, such that as the structure deforms the load is iterated to reflect the new state of the system. However, in the application of quasi-static methods, the relative accuracy and therefore suitability of the method should always be considered. Quasi-static analysis covers a broad spectrum of methods from hand calculations to finite element analysis (FEA) and may even combine methods such as computational fluid dynamics (CFD). The methods may be used directly for structural assessment, or as part of broader method, such as the input to a reliability analysis or optimisation routine, or to derive a peak stress or stress sequence for fatigue assessment. For this reason, there may be perceived overlap between this and other ISSC committees. However, this committee has specifically focussed the presented report around methods that are quasi-static in nature, including where the topics, such as fatigue, ultimate and accidental limit states, that are covered in depth from a different perspective by other ISSC Technical Committees.
- Asia (1.00)
- Europe > United Kingdom (0.67)
- North America > United States > Texas (0.28)
- Research Report > New Finding (1.00)
- Research Report > Experimental Study (1.00)
- Overview > Innovation (0.92)
- Summary/Review (0.67)
- Transportation > Marine (1.00)
- Shipbuilding (1.00)
- Materials > Construction Materials (1.00)
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- North America > United States > Colorado > Ice Field (0.98)
- Europe > United Kingdom > England > London Basin (0.91)
- Well Completion > Well Integrity > Subsurface corrosion (tubing, casing, completion equipment, conductor) (1.00)
- Reservoir Description and Dynamics > Reservoir Fluid Dynamics (1.00)
- Management > Risk Management and Decision-Making > Risk, uncertainty, and risk assessment (1.00)
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Abstract Urban planning and civil engineering are the main actors of progress in civilization, starting from the ancient times until today. Since, civilization means modifying the nature and Geotechnical engineering is a branch of civil engineering concerned with engineering behavior of earth materials, it may also be defined as one of the major branches connecting and fitting «construction elements» to «Nature». Geotechnology plays a key role in all civil engineering projects built on or in ground, and it is vital for the assessment of natural hazards such as earthquakes, liquefaction, sinkholes, rock falls and landslides according to “«EJGE», The Electronic Journal of Geotechnical Engineering defines Geotechnical Engineering”. Nowadays, when the main aspect of engineering evolves to Computerized modeling and relying on results which are obtained from these complex software’s, role of Geotechnical Engineer is even greater to feel and understand the correctness of obtained results due to its engineering experience. According to Prof. Dr. Heinz Brandl’s recommendations that he wrote back in 2004, in last decades level of geotechnics has increased regarding numerical methods. Young engineers think that everything can be calculated, even to an accuracy of several decimal places. A so-called "point-and-click generation" of "white collar engineers" without sufficient site experience is emerging. Nevertheless, engineering judgment will remain essential in the whole field of civil engineering, especially in geotechnics. But, engineering judgment can be gained only by combining theory and practice. This paper describes the role of Geotechnical Engineering in some of the Urban Environment and Infrastructure construction projects and gives also examples why especially Geotechnical engineering cannot rely only on outcomes of numerical modelling without the touch of a Geotechnical expert. As to remember, there is no agreement that nature will behave according to the forecasted mathematical formula. From this point on, each Geotechnical problem is unique, and solutions are “tailor made”.
- Asia (0.69)
- Europe > Russia (0.47)
- North America > United States (0.46)
- Data Science & Engineering Analytics > Information Management and Systems (1.00)
- Health, Safety, Environment & Sustainability > Environment (0.93)
- Reservoir Description and Dynamics > Reservoir Characterization > Seismic processing and interpretation (0.47)
- Health, Safety, Environment & Sustainability > Sustainability/Social Responsibility > Sustainable development (0.46)
Analysis and Research on Local Scouring of Caisson by River Bed Excavation
Han, Pengpeng (CCCC Second Harbor Engineering Company LTD / Key Laboratory of Large-span Bridge Construction Technology / CCCC Highway Bridge Construction National Engineering Research Center Co. LTD / R&D Center of Transport Industry of Intelligent Manufacturing Technologies of Transport Infrastructure) | Feng, Xiandao (CCCC Second Harbor Engineering Company LTD / Key Laboratory of Large-span Bridge Construction Technology / CCCC Highway Bridge Construction National Engineering Research Center Co. LTD / R&D Center of Transport Industry of Intelligent Manufacturing Technologies of Transport Infrastructure) | Wu, Qihe (CCCC Second Harbor Engineering Company LTD / Key Laboratory of Large-span Bridge Construction Technology / CCCC Highway Bridge Construction National Engineering Research Center Co. LTD / R&D Center of Transport Industry of Intelligent Manufacturing Technologies of Transport Infrastructure)
ABSTRACT In order to study the scour morphology of super large caisson foundation under the river flow, the scour topography was analyzed under different water depth, flow velocity and flow Angle. Taking the caisson foundation of Changtai Yangtze River Bridge as an example, the maximum scour plane position of caisson and the relationship of scour morphology with time were studied. The results show that the scour depth increases with the increase of flow. When the water depth is greater than 20m, the scour depth does not change with the increase of water depth. When there is a certain angle between water flow and caisson, the maximum scour depth moves to the end of caisson facing surface. Because the scour pit formed at the front of the caisson causes the caisson to sink and tilt, the foundation groove excavated in advance is beneficial to the leveling of the river bed. For large caisson foundation, the calculation formula of scour depth at home and abroad does not consider the scour influence factors completely, and can only be used under certain conditions multiplied by the coefficient. INTRODUCTION Caisson landing on the river bed is an important risk in the construction of bridge deep water foundation. When the caisson is in bed, the water flow is blocked by the caisson form the descending vortex. the scour pit is formed in the front of the caisson, which will have caused the safety accident because of the caisson tilting. Local scour of pier is the result of the interaction of water flow, sediment and pier, and there are many problems such as three-dimensional and unsteady state in the process of study. Many scholars have made great efforts to study the law of scour. Ji(2010)and Pasiok R(2010) obtained the flow field distribution around the cylinder by numerical simulation, which can be divided into descending flow at the front, compression flow at the middle and eddy current at the tail, providing important reference for riverbed scour calculation and protection design. Liu (2012) studied the flow field distribution of caisson under different flow rates and directions through numerical simulation, and made a comparative analysis of scour results in model experiment, which showed a good coincidence. Based on the actual project, Liang (2016) analyzed the influence of square and circular caisson structures on scour depth and the dynamic evolution of scour, and the results showed that scour depth increased with the increase of caisson diameter. Through normal model experiments, Gao (2015) have studied the change of scour depth caused by the change of distance from the bottom of circular and square caissons to the bed surface. As the bottom of caissons approaches the bed surface, scour depth is locally strengthened. Chen (2008) established a mathematical model suitable for scour simulation by considering sediment initiation and transport through the combined force of sediment particle gravity and shear force of flow. Wang(2017) established a prediction model for scour depth of bridge pier through theoretical analysis and CFD program development, which could realize dynamic visualization of scour and proposed the optimal section shape under the same working condition. Hu(2015) made a comparative analysis of numerical simulation and flume experiment results, who found that round-end caissons have the lowest flow resistance and the lowest scour depth under the same width section.
- Research Report > New Finding (1.00)
- Research Report > Experimental Study (0.67)
- Reservoir Description and Dynamics > Reservoir Simulation (0.75)
- Data Science & Engineering Analytics > Information Management and Systems (0.75)
Abstract Wandoo B is a concrete Gravity Base Structure (GBS) and is the main production facility for the Wandoo field offshore NW Australia. It was installed in 1997 with a design life of 20 years. The structural assessments discussed in this paper are part of a comprehensive life extension project encompassing wells, subsea systems, marine and safety systems, topsides facilities and structures to demonstrate fitness for service through the end of field life (EOFL). The challenge was to demonstrate compliance efficiently and effectively for a large structure with a range of materials (steel, reinforced concrete (RC)) and operations supported (oil storage, drilling, production) under increased loading criteria compared to the original design. There is comprehensive industry guidance for assessing existing steel jacket structures, but far less for a concrete GBS such as Wandoo B. Demonstrating compliance required a combination of computer model results, project-specific tools to check reinforced concrete sections, and engineering judgement to define how much damage constitutes failure. A number of global and local structural models were developed to assess the linear and nonlinear performance of the reinforced concrete and steel structure. A phased approach was employed using basic, conservative approaches in initial phases to demonstrate code compliance, and progressing to more advanced, less conservative approaches for those components under higher stress. Developing models that more accurately simulate the behavior of the different structural components and materials was a large part of the project scope, particularly for the nonlinear behavior of the reinforced concrete and the interface connections between the steel and reinforced concrete structures. It was inefficient to develop a detailed steel and reinforced concrete solid model of the large GBS shafts and base, so an equivalent shell model was developed and tested to determine the global behavior and onset of damage. This equivalent model aimed to predict behavior accurately for metocean and seismic loads under material tension and compression. Local detailed models were then developed including a constitutive model of reinforced concrete and used to define the extent of the damage and predict where failure would occur.
- Materials > Construction Materials (1.00)
- Energy > Oil & Gas > Upstream (1.00)
- Construction & Engineering (1.00)
- Oceania > Australia > Western Australia > North West Shelf > Carnarvon Basin > Dampier Basin > WA-14-L > Wandoo Field (0.99)
- Oceania > Australia > Western Australia > North West Shelf > Carnarvon Basin > Dampier Basin > Block WA-202-P > Wandoo Field (0.99)
- Health, Safety, Environment & Sustainability > Safety (0.89)
- Data Science & Engineering Analytics > Information Management and Systems (0.66)
- Facilities Design, Construction and Operation > Offshore Facilities and Subsea Systems (0.55)
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ABSTRACT: The underground construction demand is rising driven by social, technological, economical, and sustainable issues and opportunities. A tunnel boring machine (TBMs) can be considered as an efficient method of tunneling because of its higher productivity and applicability in a variety of subsurface conditions. Geotechnical variability along a tunnel alignment often impacts the overall performance of TBM. Considerable work has been done to establish correlations between penetration rate and geology. However, very few models are available that account for the estimation of geologic impact on machine utilization that can strongly affect advance rate and completion time of a tunneling project. Geotechnical variability impacts on many tunneling activities including cutter change, support installation, and muck disposal. This paper examines the sensitivity of tunneling activities and machine utilization under variable geological conditions. The variability is manifested in terms of different ground related issues like raveling, water inflow, clay clogging, highly fractured ground, highly abrasive ground, and gas. Arena©, a discrete event simulation (DES) software package, is used in the study to assess the effect of the ground variability on the overall performance of TBM operation. The research verifies the reliability of a DES approach in the estimation of utilization, and in assessing the sensitivity of various tunneling activities and production rates to spatial geological variability. 1. Introduction The increasing demand for underground infrastructure in recent decades has resulted in a significant technological development in its construction related methodology. The demand for tunneling is expected to increase in future responsive to the growing need to serve various aspects of modern living. The existing performance prediction models include the Colorado School of Mines or CSM model by Sharp and Ozdemir (1991), Norwegian University of Science and Technology or NTNU model by Bruland (1998) later updated by Macias (2016), the QTBM model by Barton (2000), the rock mass excavatability index (RME) by Bieniawski et al. (2007) and an empirical model by Farrokh (2012). None of these models, however, incorporates all the tunneling activities required to accurately estimate the machine utilization and therefore some inaccuracies in the estimation is expected. Use of discrete event simulation (DES) by Abd Al-Jalil (1998) and Frough et al. (2019) have shown the capability of this approach to incorporate the complexities involved in the estimation of machine utilization. The present study uses this approach for analysis of the impact of various rockmass parameters on tunneling activities and its overall influence on the utilization estimation.
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