Presentation of project in the course " Hydro-Geological Risks in Mountain Area (Hydraulic Assessment Part)" for M.Sc. "Civil Engineering for Risk Mitigation" at Politecnico di Milano.
Submitted by:
Maryam Izadifar, Alireza Babaee, Budiwan Adi Tirta, Ahmed Hassan El-Banna
Submitted to:
Professor Alessio Radice
Hazard Modelling and Risk Assessment for Urban Flood ScenarioMaryam Izadifar
Flood is the most frequent and costly natural hazard, affecting the majority of the world’s countries on a regular basis. Floods are categorized by river floods, flash floods, urban floods, and floods from the sea in coastal areas. Studies of past flood events show that the majority of losses arise in urban areas, due to impairment of structures, costs of business shut-down and failure of infrastructure. Due to climate change, the occurrence of urban flooding is predicted to increase.
This research is part of an integrated study for the hydro-geological risk evaluation in a mountain environment, where an urban area is crossed by a mountain torrent in its downstream course and is thus prone to flash floods. The urban area considered here is the town of Sondrio in Northern Italy. The scope of this Master’s thesis is twofold. First, hydraulic modelling has been conducted for the urban area and has been complemented with sensitivity analyses in order to cope with uncertainties. Second, damage assessment has been made for buildings located in the area flooded according to the hazard scenario.
Flood hazard is described by a flood scenario with assigned probability of exceedance, represented by a statistical return period. The scenario is characterized by spatial distributions of water depth and velocity. The propagation of a flood in urban area is strongly influenced by the geometric and topographic features of the area. An adequate two-dimensional description of the urban district is necessary for modelling. In this study, a finite-element model (implemented by the software package River2D) was used for the hydraulic computations. Validation of the modelling procedure was carried out reproducing laboratory test for a dam-break wave propagation in an ideal town. In order to consider uncertainties of modelling, sensitivity analyses were implemented for mesh size, groundwater parameters, and bed roughness. The same approach for sensitivity analysis was taken for the hazard modelling of the case study that led to generating the hazard map.
The risk level associated with the hydraulic scenario was defined as the expected flood damage. Although flood damage assessment is an essential part of flood risk management, it has not received as much scientific attention as flood hazard. In this study, after a comprehensive review of existing approaches to damage evaluation, damage assessment was carried out by the HAZUS-MH model. Buildings located in the flooded area were divided in four different categories based on typical factors determining the vulnerability of buildings, like the number of storeys and presence of basement. Finally, a damage rate was assigned according to building type and the level of hazard, represented by the water depth computed by the hydraulic model.
Hazard Modelling and Risk Assessment for Urban Flood ScenarioAlireza Babaee
This thesis examines flood hazard modelling and risk assessment for an urban area in Sondrio, Italy located near a mountain torrent. The scope includes hydraulic modelling of a flood scenario using a two-dimensional finite element model to generate hazard maps, and assessing damage to buildings located in the flooded area. Sensitivity analyses were conducted to account for uncertainties in modelling parameters. The flood hazard scenario was defined as having a 100-year return period. Spatial distributions of water depth and velocity from the hydraulic model were used to estimate probable flood damage according to building type and hazard level.
River hydraulic modelling for river Serio (Northern Italy), 2014Alireza Babaee
Presentation of project in the course "River Hydraulic for Flood Risk Evaluation" for M.Sc. "Civil Engineering for Risk Mitigation" at Politecnico di Milano.
Submitted by:
Alireza Babaee, Maryam Izadifar, Ahmed El-Banna, Budiwan Adi Tirta, Svilen Zlatev
Submitted to:
Professor Alessio Radice
DSD-INT 2014 - OpenMI Symposium - A selection of water-related applications o...Deltares
OpenMI is used to connect water-related models and applications across different domains and institutions. It allows for [1] coupling open channel flow models with mechanical engineering applications like pump station design, [2] connecting open channel and real-time control models, and [3] integrating surface and subsurface water models. OpenMI also bridges gaps between institutions by enabling coupling of models owned by different water authorities and nesting of large-scale regional models with finer-scale detail models. Studies demonstrate OpenMI provides accurate results while being more computationally efficient than implicit coupling methods.
DSD-INT 2017 The unsaturated zone MetaSWAP-package, recent developments - Van...Deltares
The document describes the MetaSWAP package, a method for simulating unsaturated zone processes in MODFLOW. MetaSWAP uses pre-generated steady-state soil moisture profiles to calculate water balances with computational boxes. This allows faster simulation than Richards equation models like SWAP. The document discusses coupling MetaSWAP to MODFLOW, the salinity model TRANSOL, and the crop model WOFOST. MetaSWAP is shown to simulate unsaturated zone flow and transport processes 10-50 times faster than SWAP with stable coupling to MODFLOW.
DSD-INT 2017 Delft3D FM hydrodynamic and morphological modelling, Waal River,...Deltares
Presentation by Roy van Weerdenburg, Royal HaskoningDHV, Netherlands, at the Delft3D - User Days (Day 1: Hydrodynamics), during Delft Software Days - Edition 2017. Monday, 30 October 2017, Delft.
Hazard Modelling and Risk Assessment for Urban Flood ScenarioMaryam Izadifar
Flood is the most frequent and costly natural hazard, affecting the majority of the world’s countries on a regular basis. Floods are categorized by river floods, flash floods, urban floods, and floods from the sea in coastal areas. Studies of past flood events show that the majority of losses arise in urban areas, due to impairment of structures, costs of business shut-down and failure of infrastructure. Due to climate change, the occurrence of urban flooding is predicted to increase.
This research is part of an integrated study for the hydro-geological risk evaluation in a mountain environment, where an urban area is crossed by a mountain torrent in its downstream course and is thus prone to flash floods. The urban area considered here is the town of Sondrio in Northern Italy. The scope of this Master’s thesis is twofold. First, hydraulic modelling has been conducted for the urban area and has been complemented with sensitivity analyses in order to cope with uncertainties. Second, damage assessment has been made for buildings located in the area flooded according to the hazard scenario.
Flood hazard is described by a flood scenario with assigned probability of exceedance, represented by a statistical return period. The scenario is characterized by spatial distributions of water depth and velocity. The propagation of a flood in urban area is strongly influenced by the geometric and topographic features of the area. An adequate two-dimensional description of the urban district is necessary for modelling. In this study, a finite-element model (implemented by the software package River2D) was used for the hydraulic computations. Validation of the modelling procedure was carried out reproducing laboratory test for a dam-break wave propagation in an ideal town. In order to consider uncertainties of modelling, sensitivity analyses were implemented for mesh size, groundwater parameters, and bed roughness. The same approach for sensitivity analysis was taken for the hazard modelling of the case study that led to generating the hazard map.
The risk level associated with the hydraulic scenario was defined as the expected flood damage. Although flood damage assessment is an essential part of flood risk management, it has not received as much scientific attention as flood hazard. In this study, after a comprehensive review of existing approaches to damage evaluation, damage assessment was carried out by the HAZUS-MH model. Buildings located in the flooded area were divided in four different categories based on typical factors determining the vulnerability of buildings, like the number of storeys and presence of basement. Finally, a damage rate was assigned according to building type and the level of hazard, represented by the water depth computed by the hydraulic model.
Hazard Modelling and Risk Assessment for Urban Flood ScenarioAlireza Babaee
This thesis examines flood hazard modelling and risk assessment for an urban area in Sondrio, Italy located near a mountain torrent. The scope includes hydraulic modelling of a flood scenario using a two-dimensional finite element model to generate hazard maps, and assessing damage to buildings located in the flooded area. Sensitivity analyses were conducted to account for uncertainties in modelling parameters. The flood hazard scenario was defined as having a 100-year return period. Spatial distributions of water depth and velocity from the hydraulic model were used to estimate probable flood damage according to building type and hazard level.
River hydraulic modelling for river Serio (Northern Italy), 2014Alireza Babaee
Presentation of project in the course "River Hydraulic for Flood Risk Evaluation" for M.Sc. "Civil Engineering for Risk Mitigation" at Politecnico di Milano.
Submitted by:
Alireza Babaee, Maryam Izadifar, Ahmed El-Banna, Budiwan Adi Tirta, Svilen Zlatev
Submitted to:
Professor Alessio Radice
DSD-INT 2014 - OpenMI Symposium - A selection of water-related applications o...Deltares
OpenMI is used to connect water-related models and applications across different domains and institutions. It allows for [1] coupling open channel flow models with mechanical engineering applications like pump station design, [2] connecting open channel and real-time control models, and [3] integrating surface and subsurface water models. OpenMI also bridges gaps between institutions by enabling coupling of models owned by different water authorities and nesting of large-scale regional models with finer-scale detail models. Studies demonstrate OpenMI provides accurate results while being more computationally efficient than implicit coupling methods.
DSD-INT 2017 The unsaturated zone MetaSWAP-package, recent developments - Van...Deltares
The document describes the MetaSWAP package, a method for simulating unsaturated zone processes in MODFLOW. MetaSWAP uses pre-generated steady-state soil moisture profiles to calculate water balances with computational boxes. This allows faster simulation than Richards equation models like SWAP. The document discusses coupling MetaSWAP to MODFLOW, the salinity model TRANSOL, and the crop model WOFOST. MetaSWAP is shown to simulate unsaturated zone flow and transport processes 10-50 times faster than SWAP with stable coupling to MODFLOW.
DSD-INT 2017 Delft3D FM hydrodynamic and morphological modelling, Waal River,...Deltares
Presentation by Roy van Weerdenburg, Royal HaskoningDHV, Netherlands, at the Delft3D - User Days (Day 1: Hydrodynamics), during Delft Software Days - Edition 2017. Monday, 30 October 2017, Delft.
Analytical modelling of groundwater wells and well systems: how to get it r...Anton Nikulenkov
Aquifer tests are probably the most widely used methods to obtain hydrogeological properties that are vital for any mine dewatering or environmental impact assessments. Numerous softwares and methods currently exist that provide quick and easy tests interpretation by fitting theoretical and measured drawdown curves. However, misinterpreting a-priory groundwater concepts and not accounting correctly for such factors as skin-effect, well storage or partial penetration may result in hydraulic conductivity errors by several hundred precents. As illustrated by case studies from WA, both numerical and analytical models generally suffer from non-uniqueness that can be overcome by understanding a-priory groundwater concepts and implementing them appropriately into the interpretation algorithms.
The presentation also discusses an analytical approach for well systems design. The methodology is presently incorporated in ANSDIMAT software package that is developed by the Russian Academy of Sciences. The method uses standard and research analytical solutions and it is based on the principle of superposition. Unlike numerical models, the method allows calculating drawdowns inside a pumping well and regional drawdowns, for example, on an open pit contour. A particle tracking component, incorporated into the methodology, provides a practical alternative to numerical models for simplified environmental impact assessments.
Lecture notes of Environmental Engineering-II as per Solapur university syllabus of TE CIVIL.
Prepared by
Prof S S Jahagirdar,
Associate Professor,
N K Orchid college of Engg and Technology,
Solapur
Flooding areas of Ofanto river using advanced topographic and hydraulic appro...Lia Romano
The Apulia Basin Authority is carrying out an advanced study to define flooding areas of the Ofanto River in southern Italy using modern technologies. Airborne laser scanning was used to create high-resolution digital terrain and surface models. A mixed 1D/2D hydraulic model was developed and roughness values were estimated using land use data from the laser scans. Simulation results showed peak flows exceeding channel capacity and inundation of agricultural and urban areas, highlighting the need for improved flood management.
DSD-INT 2017 Delft3D FM - validation of hydrodynamics (1D,2D,3D) - van DamDeltares
Presentation by Arthur van Dam, Deltares, Netherlands, at the Delft3D - User Days (Day 1: Hydrodynamics), during Delft Software Days - Edition 2017. Monday, 30 October 2017, Delft.
DSD-INT 2017 Use of RIBASIM in Lesotho - PasschierDeltares
Presentation by Ron Passchier (Deltares) at the River Basin Planning and Modelling symposium, during Delft Software Days - Edition 2017. Wednesday, 25 October 2017, Delft.
DSD-INT 2017 Introduction to computational frameworks Example Ganga Basin - ...Deltares
Presentation by Marnix van der Vat (Deltares) at the River Basin Planning and Modelling symposium, during Delft Software Days - Edition 2017. Wednesday, 25 October 2017, Delft.
DSD-INT 2017 Morphological river modelling in Ecuador, using Delft3D FM - BeckerDeltares
Presentation by Anke Becker, Deltares, Netherlands, at the Delft3D - User Days (Day 2: Sediment transport and morphology), during Delft Software Days - Edition 2017. Tuesday, 31 October 2017, Delft.
DSD-INT 2019 ShorelineS and future coastline modelling - RoelvinkDeltares
Presentation by Dano Roelvink, IHE Delft Institute for Water Education, The Netherlands, at the Delft3D and XBeach User Day: Coastal morphodynamics, during Delft Software Days - Edition 2019. Wednesday, 13 November 2019, Delft.
This document provides an overview of using analytical modeling with ANSDIMAT software to design well fields. It discusses how analytical models can accurately predict drawdowns using the superposition principle without the complexity of numerical models. The document demonstrates ANSDIMAT's capabilities like modeling various well system layouts, boundaries, heterogeneity, and animation. It also presents two case studies where ANSDIMAT was used to model drawdowns for a water supply well field in Russia from 1946-2006 and dewatering of an iron ore pit in Australia.
DSD-INT 2017 Vegetated Flow Simulation using Delft3D for a Large-scale Outdoo...Deltares
Presentation by Un Ji, Korea Institute of Civil Engineering and Building Technology (KICT), Korea, at the Delft3D - User Days (Day 1: Hydrodynamics), during Delft Software Days - Edition 2017. Monday, 30 October 2017, Delft.
Modellers guide – vejledning fra DHI
Berislav Tomicic, DHI
Det er i høj grad DHI’s modelleringsværktøjer, der bruges i DK til dimensionering af nye anlæg til afledning af regnvand. DHI har udarbejdet en vejledning til modellørerne, som vil blive præsenteret i dette indlæg.
DSD-INT 2016 Keynote Lecture 2016: From global to local: the latest developme...Deltares
Keynote Lecture by Martin Verlaan, Delft University of Technology & Deltares, The Netherlands at the joint Delft3D User Days and the OpenDA User Day, during Delft Software Days 2016 on Tuesday, 1 November 2016, Delft.
DSD-INT 2017 Experiences and innovative approaches in the Delta Program - van...Deltares
Presentation by Jos van Alphen, Delta Program Commissioner & Meinte Blaas, Rijkswaterstaat, Netherlands, at the Symposium Knowledge and Innovation for Decision Making, during Delft Software Days - Edition 2017. Friday, 27 October 2017, Delft.
DSD-INT 2017 Integrated morphological modelling by coupling XBeach with Delft...Deltares
Presentation by Arjen Luijendijk (Deltares) at the XBeach X (10th Year Anniversary) Conference, during Delft Software Days - Edition 2017. Wednesday, 1 November 2017, Delft.
DSD-INT 2016 Delft3D Flexible Mesh Suite 2017 in a nutshell - MelgerDeltares
The document provides an overview of the new Delft3D Flexible Mesh Suite 2017 software. It includes updates to the D-Flow Flexible Mesh engine for 1D, 2D, and 3D hydrodynamic modeling. It also includes updates to modules for real-time control, waves, water quality, and morphology. The document outlines the beta testing process and plans for additional development of new features. Support services are also described such as training courses, modeling services, and software code support.
Alana Hassan is a recent graduate of the University of Madison-Wisconsin with a BA in Psychology and a GPA of 3.529. She has extensive work and internship experience in marketing, merchandising, sales, and community service. Her internships include positions at Beauty Brands and Golden Touch Imports where she assisted with marketing plans, analyzed data, and researched trends. She currently works as a Cutco sales representative where she has achieved multiple sales promotions and developed new client referrals. Throughout college, Alana volunteered with several charitable organizations focused on cancer research, helping children with special needs, and fundraising to prevent blindness.
Nhpc training report civil engineerimg_bit_mesra_ISHANT GAUTAMIshant Gautam.
This document provides an overview of the vocational training received by Ishant Gautam at the Chamera Hydroelectric Power Project Stage III, operated by NHPC Limited in Himachal Pradesh, India. The project includes construction of a 68-meter high concrete gravity dam on the Ravi River with three radial gates. Other structures discussed include a highway tunnel, diversion tunnel, coffer dam, intake structures, desilting chambers, and silt flushing tunnels. The training covered various aspects of construction and operation of the project.
Analytical modelling of groundwater wells and well systems: how to get it r...Anton Nikulenkov
Aquifer tests are probably the most widely used methods to obtain hydrogeological properties that are vital for any mine dewatering or environmental impact assessments. Numerous softwares and methods currently exist that provide quick and easy tests interpretation by fitting theoretical and measured drawdown curves. However, misinterpreting a-priory groundwater concepts and not accounting correctly for such factors as skin-effect, well storage or partial penetration may result in hydraulic conductivity errors by several hundred precents. As illustrated by case studies from WA, both numerical and analytical models generally suffer from non-uniqueness that can be overcome by understanding a-priory groundwater concepts and implementing them appropriately into the interpretation algorithms.
The presentation also discusses an analytical approach for well systems design. The methodology is presently incorporated in ANSDIMAT software package that is developed by the Russian Academy of Sciences. The method uses standard and research analytical solutions and it is based on the principle of superposition. Unlike numerical models, the method allows calculating drawdowns inside a pumping well and regional drawdowns, for example, on an open pit contour. A particle tracking component, incorporated into the methodology, provides a practical alternative to numerical models for simplified environmental impact assessments.
Lecture notes of Environmental Engineering-II as per Solapur university syllabus of TE CIVIL.
Prepared by
Prof S S Jahagirdar,
Associate Professor,
N K Orchid college of Engg and Technology,
Solapur
Flooding areas of Ofanto river using advanced topographic and hydraulic appro...Lia Romano
The Apulia Basin Authority is carrying out an advanced study to define flooding areas of the Ofanto River in southern Italy using modern technologies. Airborne laser scanning was used to create high-resolution digital terrain and surface models. A mixed 1D/2D hydraulic model was developed and roughness values were estimated using land use data from the laser scans. Simulation results showed peak flows exceeding channel capacity and inundation of agricultural and urban areas, highlighting the need for improved flood management.
DSD-INT 2017 Delft3D FM - validation of hydrodynamics (1D,2D,3D) - van DamDeltares
Presentation by Arthur van Dam, Deltares, Netherlands, at the Delft3D - User Days (Day 1: Hydrodynamics), during Delft Software Days - Edition 2017. Monday, 30 October 2017, Delft.
DSD-INT 2017 Use of RIBASIM in Lesotho - PasschierDeltares
Presentation by Ron Passchier (Deltares) at the River Basin Planning and Modelling symposium, during Delft Software Days - Edition 2017. Wednesday, 25 October 2017, Delft.
DSD-INT 2017 Introduction to computational frameworks Example Ganga Basin - ...Deltares
Presentation by Marnix van der Vat (Deltares) at the River Basin Planning and Modelling symposium, during Delft Software Days - Edition 2017. Wednesday, 25 October 2017, Delft.
DSD-INT 2017 Morphological river modelling in Ecuador, using Delft3D FM - BeckerDeltares
Presentation by Anke Becker, Deltares, Netherlands, at the Delft3D - User Days (Day 2: Sediment transport and morphology), during Delft Software Days - Edition 2017. Tuesday, 31 October 2017, Delft.
DSD-INT 2019 ShorelineS and future coastline modelling - RoelvinkDeltares
Presentation by Dano Roelvink, IHE Delft Institute for Water Education, The Netherlands, at the Delft3D and XBeach User Day: Coastal morphodynamics, during Delft Software Days - Edition 2019. Wednesday, 13 November 2019, Delft.
This document provides an overview of using analytical modeling with ANSDIMAT software to design well fields. It discusses how analytical models can accurately predict drawdowns using the superposition principle without the complexity of numerical models. The document demonstrates ANSDIMAT's capabilities like modeling various well system layouts, boundaries, heterogeneity, and animation. It also presents two case studies where ANSDIMAT was used to model drawdowns for a water supply well field in Russia from 1946-2006 and dewatering of an iron ore pit in Australia.
DSD-INT 2017 Vegetated Flow Simulation using Delft3D for a Large-scale Outdoo...Deltares
Presentation by Un Ji, Korea Institute of Civil Engineering and Building Technology (KICT), Korea, at the Delft3D - User Days (Day 1: Hydrodynamics), during Delft Software Days - Edition 2017. Monday, 30 October 2017, Delft.
Modellers guide – vejledning fra DHI
Berislav Tomicic, DHI
Det er i høj grad DHI’s modelleringsværktøjer, der bruges i DK til dimensionering af nye anlæg til afledning af regnvand. DHI har udarbejdet en vejledning til modellørerne, som vil blive præsenteret i dette indlæg.
DSD-INT 2016 Keynote Lecture 2016: From global to local: the latest developme...Deltares
Keynote Lecture by Martin Verlaan, Delft University of Technology & Deltares, The Netherlands at the joint Delft3D User Days and the OpenDA User Day, during Delft Software Days 2016 on Tuesday, 1 November 2016, Delft.
DSD-INT 2017 Experiences and innovative approaches in the Delta Program - van...Deltares
Presentation by Jos van Alphen, Delta Program Commissioner & Meinte Blaas, Rijkswaterstaat, Netherlands, at the Symposium Knowledge and Innovation for Decision Making, during Delft Software Days - Edition 2017. Friday, 27 October 2017, Delft.
DSD-INT 2017 Integrated morphological modelling by coupling XBeach with Delft...Deltares
Presentation by Arjen Luijendijk (Deltares) at the XBeach X (10th Year Anniversary) Conference, during Delft Software Days - Edition 2017. Wednesday, 1 November 2017, Delft.
DSD-INT 2016 Delft3D Flexible Mesh Suite 2017 in a nutshell - MelgerDeltares
The document provides an overview of the new Delft3D Flexible Mesh Suite 2017 software. It includes updates to the D-Flow Flexible Mesh engine for 1D, 2D, and 3D hydrodynamic modeling. It also includes updates to modules for real-time control, waves, water quality, and morphology. The document outlines the beta testing process and plans for additional development of new features. Support services are also described such as training courses, modeling services, and software code support.
Alana Hassan is a recent graduate of the University of Madison-Wisconsin with a BA in Psychology and a GPA of 3.529. She has extensive work and internship experience in marketing, merchandising, sales, and community service. Her internships include positions at Beauty Brands and Golden Touch Imports where she assisted with marketing plans, analyzed data, and researched trends. She currently works as a Cutco sales representative where she has achieved multiple sales promotions and developed new client referrals. Throughout college, Alana volunteered with several charitable organizations focused on cancer research, helping children with special needs, and fundraising to prevent blindness.
Nhpc training report civil engineerimg_bit_mesra_ISHANT GAUTAMIshant Gautam.
This document provides an overview of the vocational training received by Ishant Gautam at the Chamera Hydroelectric Power Project Stage III, operated by NHPC Limited in Himachal Pradesh, India. The project includes construction of a 68-meter high concrete gravity dam on the Ravi River with three radial gates. Other structures discussed include a highway tunnel, diversion tunnel, coffer dam, intake structures, desilting chambers, and silt flushing tunnels. The training covered various aspects of construction and operation of the project.
Development of avalanche hazard maps by ArcGIS for Alpine ItalyMaryam Izadifar
Presentation of project in the course "Fundamental of GIS" for M.Sc. "Civil Engineering for Risk Mitigation" at Politecnico di Milano.
Submitted by:
Maryam Izadifar, Alireza Babaee
Integrated hydro-geological risk for Mallero (Alpine Italy) – part 1: geologyMaryam Izadifar
Presentation of project in the course " Hydro-Geological Risks in Mountain Area (Geological Assessment Part)" for M.Sc. "Civil Engineering for Risk Mitigation" at Politecnico di Milano.
Submitted by:
Maryam Izadifar, Alireza Babaee
Submitted to:
Professor Laura Longoni
climate change : Why a 4°C Warmer World Must be AvoidedMaryam Izadifar
Final Project for Climate Change: I create a digital artifact (a resource) that conveys an action or program that a community, country or region can implement to respond to climate change. The artifact is accessible to viewers by a link and available to view openly without needing to create an account or password.
Development of a complete flood emergency plan for the city of Sondrio (Alpin...Maryam Izadifar
Presentation of project in the course "Laboratory for Emergency Plan" for M.Sc. "Civil Engineering for Risk Mitigation" at Politecnico di Milano.
Submitted by:
Maryam Izadifar, Alireza Babaee, Budiwan Adi Tirta, Ahmed Hassan El-Banna
Submitted to:
Professor Scira Menoni
Presentation of project in the course "River Hydraulic for Flood Risk Evaluation" for M.Sc. "Civil Engineering for Risk Mitigation" at Politecnico di Milano.
Submitted by:
Alireza Babaee, Maryam Izadifar, Ahmed El-Banna, Budiwan Adi Tirta, Svilen Zlatev
Submitted to:
Professor Alessio Radice
Geological characterization and hazard assessment of a selected unstable rock...Maryam Izadifar
This technical report summarizes a study of a rock mass in a valley south of Introbio, Valsassina, Northern Italy. The objectives were to characterize and describe discontinuities, represent joints stereographically, evaluate failure using Markland's tests, and evaluate block size. Hazard analysis considered potential instability mechanisms and rockfall run-out. Fieldwork was conducted on March 30, 2015 and involved measuring joint orientations, geometries, and strengths. Analysis indicated potential for planar, toppling, and wedge failures. Estimated block sizes ranged from 0.1 to 1 cubic meters. Potential rockfall paths and distances were also examined.
Vulnerability and risk assessment of the Istanbul City for a given earthquake...Maryam Izadifar
Presentation of project in the course "Tools for Risk Mitigation" for M.Sc. "Civil Engineering for Risk Mitigation" at Politecnico di Milano.
Submitted by:
Maryam Izadifar, Alireza Babaee, Iman Gharraie, Tohid Hejazi
Submitted to:
Professor Scira Menoni
This study report summarizes a flood simulation analysis conducted for Surabaya City using the Nays2D flood model. The objectives were to simulate past flood events to identify flood routing, inundation areas, and flooded velocity magnitudes. The analysis used a 2D flood model with topographic data, roughness coefficients, and observed discharge data as boundary conditions. The initial results showed limitations in representing flood routing along rivers. Adjusting the river data and roughness coefficients improved routing but larger domains may be needed. Future tasks include validating results against additional data and tributaries to reduce biases.
1. The document summarizes a study report on simulating past flood events in Surabaya City to derive probabilistic flood maps. It outlines flood modeling done for 3 events using hydrological and hydraulic models.
2. Key results presented include flood inundation maps, discharge and velocity outputs from the hydrological model, and evaluation of routing results comparing simulated and observed downstream hydrographs.
3. Next steps discussed are rating curve estimation, evaluating model parameters like roughness coefficients, and developing probabilistic flood maps and estimating damage.
International Journal of Engineering and Science Invention (IJESI) is an international journal intended for professionals and researchers in all fields of computer science and electronics. IJESI publishes research articles and reviews within the whole field Engineering Science and Technology, new teaching methods, assessment, validation and the impact of new technologies and it will continue to provide information on the latest trends and developments in this ever-expanding subject. The publications of papers are selected through double peer reviewed to ensure originality, relevance, and readability. The articles published in our journal can be accessed online.
1. This document discusses the design of pipe drainage systems, including determining layout, spacing, depth and diameters of pipes to ensure proper water evacuation.
2. It provides equations to calculate maximum pipe length and diameter based on factors like drainage rate, pipe slope and diameter, and drain spacing.
3. Both uniform and non-uniform flow equations are presented, along with considerations for pipe material (smooth vs. corrugated), increasing pipe diameters along collector lines, and safety factors.
Implementation of a Finite Element Model to Generate Synthetic data for Open ...IRJET Journal
This document describes the implementation of a finite element model to generate synthetic groundwater data for dewatering an open pit mine. The model considers different pumping scenarios with varying numbers of pumping wells. It includes details on the conceptual model of the pit geometry and aquifer properties. The model is discretized into finite elements and simulated using FEFLOW software. Four scenarios are modeled with 3, 6, 9, or 12 pumping wells operating over 5 months. Results show decreasing water levels in the pit lake with increasing numbers of wells, but flooding would still occur with only 6 wells after 5 months of pumping.
This study was competent studied earth dams and species and its history and the factors influencing them and the other part of a study of the most important risks that affect earth dams (seepage through earth dams) and how to calculate the leak and methods of their account and types the seepage and forms of cost and what are the ways process is treated with filters.
1. INTRODUCTION TO SEEPAGE THROGH EARTH DAM
2.METHODS CALCULATION SEEPAGE THROGH EARTH
DAM
3. ENTRANCE, DISCHARGE, AND TRANSFARE
CONDITIONSOF LINE OF SEEPAGE
4.SIMULATE THE PRESSURE ON THE EARTH DAM USING SAP 2000 PROGRAM
5.DESIGN FILTER TO CONTROLED THE SPAAGE IN EARTH DAM
Hydro-structural analysis of Northern Termination of Maiellakaisar ahmat
This document summarizes a master's thesis on the hydro-structural analysis of the northern termination of the Maiella anticline in Abruzzo, Italy. The thesis uses modeling techniques to better understand the aquifer rock properties and subsurface fluid migration patterns in this important fractured carbonate aquifer system. The conceptual model includes different hydrogeological units. A numerical model was developed using FEFLOW software and calibrated based on observed spring discharge and hydraulic head data. The results from the initial model showed good agreement with observations. Including a normal fault at one spring location improved the model fit. Overall, the modeling approach was found suitable for simulating regional groundwater flow in carbonate aquifers.
The document discusses components of runoff including direct runoff and base flow. It describes factors affecting runoff such as precipitation characteristics, land use, topography, and catchment size and storage. Methods for computing runoff are described including the Rational Method, infiltration indices method, SCS Curve Number method, and hydrograph analysis. The Rational Method uses a runoff coefficient and rainfall intensity to estimate peak flow. The SCS Curve Number method relates rainfall to runoff based on soil and land use characteristics. Hydrograph analysis involves plotting stream discharge over time to analyze watershed response to rainfall. Examples are provided to illustrate applying these runoff computation methods.
Study of Dynamic Analysis for Immersed Tube Tunnelijceronline
The main aim of the project is to connect the two coats of the Dharamtar creek i.e. Rewas in Alibaug and Karanja in Uran by an immersed tunnel. The construction of proposed immersed tunnel will reduce the travel time from Mumbai to Alibaug from 3 hours to 1 hour. But this reduction in time includes the consideration of the sea-link from Sewri to Nhava Seva (Uran).Which was proposed by government and is already under construction. Thus construction of this immersed tunnel will ease the transportation of the city. In this study, a preliminary analysis of IZMIR immersed tube is carried out for validating purpose. The static analysis of the tunnel was made in finite element program. The vertical displacement of the tube unit under static loads was calculated. Afterwards, the seismic analysis was made to investigate stresses developed due to both racking and axial deformation of the tunnel during an earthquake. It was found that, maximum stress due to axial deformation is longer than compressive strength of the concrete. The high stresses in the tube occur, because of the tube stiffness.
The document describes a physical model facility constructed to study coastal inlets. The facility includes a 46-m by 99-m concrete basin with adjustable bathymetry. Sensors measure waves, currents and water levels. Studies examine how changes to channel alignment or structures impact flows. The facility can model specific inlets or perform generic studies, and has been used to examine issues like bank erosion or spit development. It aims to efficiently study inlet hydraulics and sedimentation.
The document describes an integrated groundwater and surface water modelling study conducted for York Region, Ontario, Canada. Key aspects of the study included:
1) Developing a fully integrated groundwater/surface water model using GSFLOW to simulate the complex hydrogeologic setting and assess wellfield sustainability under future development and drought scenarios.
2) Updating the conceptual geologic model and refining the model layers based on new data.
3) Calibrating the hydrology component (PRMS) to water levels, climate data, and the groundwater component (MODFLOW) to estimated baseflows.
4) Applying the integrated model to assess vulnerable areas and the impacts of future pumping and land use
This document discusses sediment aggradation in reservoirs and the use of sediment bypass tunnels as an engineered solution. It provides background on why reservoirs accumulate sediment and the consequences. It then summarizes the empirical area increment method for predicting sediment deposition patterns in reservoirs based on factors like reservoir shape, sediment grain size, and operation. Finally, it discusses design considerations for sediment bypass tunnels, using the example of Mud Mountain Dam, and limitations of modeling these systems in HEC-RAS.
This document discusses critical flow in hydraulic engineering. It defines critical flow criteria as when specific energy is minimum, discharge is maximum, and the Froude number equals 1. Critical flow is unstable, and the critical depth is calculated using the section factor formula. The section factor relates water area, hydraulic depth, discharge, and gravitational acceleration. Hydraulic exponent is also discussed as it relates the section factor and critical depth for different channel geometries. Methods for calculating critical depth include algebraic, graphical, and using design charts. The document concludes by defining flow control and characteristics of subcritical, critical, and supercritical flow in a channel.
Use of MIKE 21/3 in the Hydraulic Analysis for the Dublin Port ABR Project - ...Stephen Flood
2015 DHI UK & Ireland Symposium
KEYNOTE: Use of MIKE 21/3 in the Hydraulic Analysis for the Dublin Port ABR Project
Adrian Bell (RPS),
Tuesday 21 April 2015 at 10:30 - 11:00
This project essentially looked at the stability of a deepened approach channel and examined the impact of the dredging and disposal for the scheme in support of a public planning hearing. The modelling used coupled MIKE 21 FM HD-SW-ST models as well as well as MIKE 21 and MIKE 3 FM HD and MT models.
Experimental conceptualisation of the Flow Net system construction inside the...Dr.Costas Sachpazis
ABSTRACT
By means of a drainage and seepage tank, an experimental flow net system inside the body of a homogeneous earth embankment dam model, formed from Leighton Buzzard Silica sand, was developed and studied in this experimental research paper.
Water flow through dams is one of the basic problems for geotechnical engineers. Seepage analysis in an important factor to be considered in the proper design of many civil engineering structures. Seepage can occur in both through the structure itself as the case of earth dams and under foundations of an engineering structure. Successful seepage analysis is achieved on the proper and accurate construction of a flow net.
Amongst the various existing methods of seepage analysis, the “Finite Element Method” and the method of “Experimental Flow Nets” are the most widely used ones.
Construction of a flow net is mainly used for solving water flow problems through porous media where the geometry makes sometimes analytical solutions impractical. This method is usually used in soil mechanics, geotechnical or civil engineering as an initial check for problems of water flow under hydraulic structures like embankments or dams. As such, a grid obtained by drawing a series of equipotential lines and stream or flow lines is called a flow net. In this procedure the Laplace equation principles must be satisfied.
Hence, the construction of a flow net is an important tool in analysing two-dimensional irrotational flow problems and provides an approximate solution to the flow problem by following simple rules, as initially set out by Forchheimer, 1900, and later refined by Casagrande,1937. It can also be very useful tool even for problems with complex geometries, as proven in this experimental research paper.
The objectives of this experimental research paper are:
• To determine the position and shape of the flow line representing the uppermost free water surface inside the body of a dam by using a drainage and seepage tank,
• To conceptualise the flow lines system and to demonstrate that each flow line starts perpendicular to the upstream slope of the dam and that that slope is a boundary equipotential line,
• To construct an experimental flow net and subsequently to verify and analyse it by the FEA method,
• To calculate the rate of seepage through the dam body, and
• To summarise the calculations and experimental findings in a concise and readable format.
In order to achieve these objectives, an experimental flow net system inside the body of a homogeneous earth embankment dam model was formulated by using a drainage and seepage tank.
From the constructed flow net in the present experimental research paper, an attempt has been made to analyze, determine and present the following parameters:
The pressure drop from one side of the embankment to the other,
The seepage flow rate in each flow “channel”,
The total seepage flow rate, and
The pore pressure ratio, ru, for the embankment.
The document discusses canal design and presents several examples of calculations using the HCANAL software. It begins with introductions to canals and the HCANAL software. Then, it covers theoretical concepts of canal design including design of rectangular and trapezoidal canal sections. Finally, it presents 7 sample problems demonstrating calculations for discharge, velocity, dimensions and other hydraulic elements using the software. The problems cover a range of canal shapes, materials, slopes and flow conditions.
IRJET - Effect of Local Scour on Foundation of Hydraulic StructureIRJET Journal
This document summarizes research on the effect of local scour on the foundations of hydraulic structures like bridge piers and abutments. It discusses factors that influence local scour depth around pile groups, including pile shape, spacing between piles, and arrangement. Laboratory experiments were conducted using a flume to model local scour at circular and square pile groups with varying spacings. The Florida Department of Transportation (FDOT) bridge scour evaluation program was also used to estimate scour depths. Results showed that scour depth decreases as pile spacing increases and is less for circular piles compared to square piles. The research highlights the importance of considering local scour effects in foundation design of hydraulic structures.
Similar to Integrated hydro-geological risk for Mallero basin (Alpine Italy) – part 2: hydraulic (20)
Literature Review Basics and Understanding Reference Management.pptxDr Ramhari Poudyal
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International Conference on NLP, Artificial Intelligence, Machine Learning an...gerogepatton
International Conference on NLP, Artificial Intelligence, Machine Learning and Applications (NLAIM 2024) offers a premier global platform for exchanging insights and findings in the theory, methodology, and applications of NLP, Artificial Intelligence, Machine Learning, and their applications. The conference seeks substantial contributions across all key domains of NLP, Artificial Intelligence, Machine Learning, and their practical applications, aiming to foster both theoretical advancements and real-world implementations. With a focus on facilitating collaboration between researchers and practitioners from academia and industry, the conference serves as a nexus for sharing the latest developments in the field.
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### Types of TDM
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ISPM 15 Heat Treated Wood Stamps and why your shipping must have one
Integrated hydro-geological risk for Mallero basin (Alpine Italy) – part 2: hydraulic
1. Maryam Izadifar, Alireza Babaee,
Budiwan Adi Tirta, Ahmed Hassan El-Banna
Hydro-Geological Risks in
Mountain Area
Team Members:
Feb. 2015
Hydraulic Assessment
Professor:
Alessio Radice
2. Table of Contents
1- Introduction
2- River Modeling
2-1- Input Data
2-2- HEC-RAS model
2-3- BASEMENT model
3- City Modeling
3-1- Input Data
3-2- Previous Studies
3-3- Mesh Sensitivity
3-4- Steady Model
3-5- Transient Model
4- Results for Emergency Plan
3. 1- Introduction
Area of interest
• The total area Mallero river basin is about
322 km2
• Length of the main river is 20 km
• Length of minor rivers is 36 km
• The hydraulic model starts from last 5 km
of the Sondrio’s reach
4. 4
Flash Flood
• Flash flood event in mountains is related to the transportation of large
amounts of sediment.
• As a consequence, significant morphological changes may occur in rivers
during a single, short‐duration event, which has significant effect on the
water elevation.
1- Introduction
5. 5
1- Introduction
Flood 1987
• A major flash flood occurred in the Mallero basin in July 1987
• The town of Sondrio was almost flooded
• Records of the event remark that a significant component of the flood
was represented by sediments which deposited along the in-town reach
due to relatively low slope
• The peak discharge of the event was estimated as almost 500 m3/s
• The sediment volume mobilized throughout the catchments was 3 × E6
m3, with 7 × E5 m3 supplied to the Mallero upstream of its last 5 km.
• Around 2 × E5 m3 of sediments were deposited in the in-town reach,
with aggradation depths of up to 5 m at the Garibaldi bridge and more
than 2 m at the Eiffel bridge.
8. 2- River Modeling
2-1- Input Data
• Input Data:
- Geometric Data (HEC-RAS and BASEMENT Input)
- Flood Hydrograph (HEC-RAS and BASEMENT Input)
- Sediment Graph (BASEMENT Input)
• Hydraulic modelling comprises two part:
1- define some critical sections along the town reach by
means of HEC-RAS
2- evaluate morphological evolution in the reach by means
of Basement
9. 2- River Modeling
2-1- Input Data
• Flood Hydrograph (HEC-RAS and BASEMENT Input)
• Sediment Graph (BASEMENT Input)
Hydrograph Event 1987 Sediment graph (1987)
Area below sediment graph = 700,000 m3
12. 2- River Modeling
2-2- HEC-RAS Model
• A preliminary analysis was carried out using HEC-RAS
considering steady analysis with peak flow of 495 m3/s.
• From the result it was observed that along the 5 km of
the reach, three different type of water conveyances
were defined based on their capacity.
13. HEC-RAS (Steady analysis with peak flow Qp=495 m^3/s)
First Section (Upstream)
High Conveyance Capacity
Last Section (Downstream)
Medium Conveyance Capacity
2- River Modeling
2-2- HEC-RAS Model
(Basement: Sec 91, HEC: Sec 1 )
(Basement: Sec 37, HEC: Sec 55 )
15. HEC-RAS (Steady analysis with
peak flow Qp=495 m^3/s)
2- River Modeling
2-2- HEC-RAS Model
Critical Sections
Low Conveyance Capacity
16. Critical Sections (Looking Upstream)
2- River Modeling
2-2- HEC-RAS Model
Critical Sections (Looking Downstream)
17. Basement Modeling
2- River Modeling
2-3- BASEMENT Model
• Basement is a software created with the purpose to evaluate morphological
evolution in a water stream, developed by the Hydraulic Department of the
Swiss Federal Institute of Technology ETH Zürich
• As an upstream boundary condition, a flow hydrograph is required. As a
downstream boundary condition, a normal depth with a slope value is
necessary for the model
18. 18
• upstream boundary, a sediment discharge was selected in order to
simulate sediment feed upstream.
• The downstream boundary selected (IODown) guarantees that all
sediment entering the last computational cell will leave the cell over
the downstream boundary.
• Since this boundary condition requires that the elevation of the bed in
the downstream section remain unchanged, which is obviously not
realistic, an artificial reach is attached after the last section for 2 km in
order to minimize the adverse effect of the boundary condition
Basement Modeling
2- River Modeling
2-3- BASEMENT Model
19. 19
In downstream (city) the bank elevations are considerably lower than upstream part . So, in
the case of bed aggradation in this part, bed elevation might be higher than bank elevation.
Avoiding crash in Basement calculation we have to use elevated banks in this part of river.
2- River Modeling
2-3- BASEMENT Model
Basement Modeling- Geometry
20. 20
• Initial condition: Dry
• Upstream BC: constant hydrograph of 20 m3/s
• Strikler Coefficient * ,Ks = 25 m1/3/s (Ks=1/n=1/0.04)
• Upstream slope=0.032
• Downstream slope= 0.001
2- River Modeling
2-3- BASEMENT Model
Basement Modeling- First Run Input data
NOTE: Ks strickler = 1/n manning. The coefficient Ks strickler varies from 20 (rough stone and
rough surface) to 80 m1/3/s (smooth concrete and cast iron).
Start with a fixed-bed model with initially dry bed, allowing enough time for a
steady condition to develop, to obtain the initial condition for the morphologic
model (second run)
21. 21
• Initial condition is guaranteed by a constant hydrograph of 20 m3/s in the
whole length of the channel (first run)
• Upstream BC: 1987 event hydrograph
• Sediment Graph
• Strikler Coefficient * ,Ks = 25 m1/3/s (Ks=1/n=1/0.04)
• Upstream slope=0.032
• Downstream slope= 0.001
• Porosity: 0.35
• Particle Density: 2600 kg/m^3
2- River Modeling
2-3- BASEMENT Model
Basement Modeling- Second Run Input data
NOTE: Ks strickler = 1/n manning. The coefficient Ks strickler varies from 20 (rough stone and
rough surface) to 80 m1/3/s (smooth concrete and cast iron).
22. 22
• Three different sediment size combination was used for sensitivity analysis:
Combination 1: 50mm for bed and feeding
Combination 2: 100mm for bed and feeding
Combination 3: mix 1 : 50mm (90%) and 150mm (10%) for the bed
mix 2 : 50mm (30%) and 150mm (70%) for the feeding
• Bed-load Transport Formula: mpmh (Meyer-Peter-Mueller and Hunziker)
for multiple grain classes
2- River Modeling
2-3- BASEMENT Model
Basement Modeling- Second Run Input data (continue)
Località Pendenza
S [%]
d50
[cm]
Cassandre 10 – 15 11-54
Sondrio 1 – 1.5 4-7
23. 23
280
290
300
310
320
330
340
2000 2500 3000 3500 4000 4500
Elevation
Distance From Upstream (m)
Bed Morphology + Water Level (Peak time t=110000)
Bed Original
d=50&150
Observed Bed
Evolution
d=50mm
d=100mm
Bed aggradations in case of 50mm, 100mm and combination between (50&150mm)
at peak time of hydrograph. 50&150mm combination represents more similarity to
the observed bed evolution considering the critical sections.
2- River Modeling
2-3- BASEMENT Model
Basement Modeling- Sediment Size Sensitivity Analysis
24. 24
As expected, the deposition of sediment is significant exactly from
section 68 to section 74 due to the decreasing slope.
295
297
299
301
303
305
307
309
311
313
315
317
319
321
323
325
327
329
2550 2650 2750 2850 2950
Elevation
Distance From Upstream (m)
Bed Morphology + Water Level (time t=130000) Sections 68 to 74
Bed Original
Left Bank
Corrected
New Bed
Water Level
Observed Bed
Evolution
2- River Modeling
2-3- BASEMENT Model
Basement Modeling- Bed Aggradation Analysis
25. 25
295
297
299
301
303
305
307
309
311
313
315
317
319
321
323
325
327
329
2600 2620 2640 2660 2680 2700 2720 2740 2760 2780 2800
Elevation
Distance From Upstream (m)
Bed Morphology + Water Level (time t=130000) Outflow
Bed Original
Left Bank
Corrected
New Bed
Water Level
Observed Bed
Evolution
Bed aggradations and observed bed in critical section (70).
2- River Modeling
2-3- BASEMENT Model
Basement Modeling- Bed Aggradation Analysis
26. 26
2- River Modeling
2-3- BASEMENT Model
Basement Modeling- Calculating Outflow
Q=C*A*sqrt(2*g*h)
C=0.3 (weir Coefficient)
Q=18.53 m3/s
27. 27
2- River Modeling
2-3- BASEMENT Model
Basement Modeling- Calculating Outflow
Q=C*A*sqrt(2*g*h)
C=0.3 (weir Coefficient)
Q=52.41 m3/s
28. 28
2- River Modeling
2-3- BASEMENT Model
Basement Modeling- Calculating Outflow
Q=C*A*sqrt(2*g*h)
C=0.3 (weir Coefficient)
Q=118 m3/s
29. 29
2- River Modeling
2-3- BASEMENT Model
Basement Modeling- Calculating Outflow
Q=C*A*sqrt(2*g*h)
C=0.3 (weir Coefficient)
Q=63.85 m3/s
30. 30
2- River Modeling
2-3- BASEMENT Model
Basement Modeling- Calculating Outflow
Q=C*A*sqrt(2*g*h)
C=0.3 (weir Coefficient)
Q=55.47 m3/s
31. 31
312
313
314
315
316
317
2630 2640 2650 2660 2670 2680 2690 2700 2710 2720 2730
Elevation
Distance From Upstream (m)
Bed evolution & Water Level Out flow
CS70
Left Bank Corrected wes t=90000 wes t=110000
wes t=130000 wes t=150000 talweg t=130000
talweg t=150000
19
52
118
64
55
36
20
0
20
40
60
80
100
120
140
20 30 40 50 60
Discharge(m3/s)
Time (Hr)
Outflow Hydrograph (Section CS70)
2- River Modeling
2-3- BASEMENT Model
Basement Modeling- Outflow result
Q=C*A*sqrt(2*g*h)
C=0.3 (weir Coefficient)
32. 32
• Peak = 118 m3/s
• Peak time = 36 hours (8 hours after the peak of inflow)
• Duration = about 40 hours
495
118
0
50
100
150
200
250
300
350
400
450
500
0 5 10 15 20 25 30 35 40 45 50 55 60
Discharge(m3/s)
Time (Hr)
Inflow and Outflow Hydrographs
Outflow in section 70
2- River Modeling
2-3- BASEMENT Model
Basement Modeling- Outflow result
33. 2- River Modeling
2-3- BASEMENT Model
Basement Modeling- Bed and Water level Analysis in CS 70
34. 2- River Modeling
2-3- BASEMENT Model
Basement Modeling- outflow in east part of city from section 70 or to both
sides of the city in Garibaldi bridge (section 74)
35. 3- City Modeling
3-1- Input Data
River2D input data:
• Bed geometry
• Inflow discharge:
Steady model: 118 m^3/s
Transient model: 4-hour hydrograph
• Inlet position:
Case 1: Pedestrian bridge (section 70)
Case 2: Garibaldi bridge (section 74)
• Inflow depth = average 1 m higher than levee
• Outflow depth = 50 m lower than earth surface in order to have dry initial condition
• Groundwater Transmissivity = 0.1 (by low values actual ground water discharge is
negligible)
• Groundwater Storativity = 0.1 (Storativity is a measure of volume of water the ground will
release. The default value is 1 but for accurate transient analysis this value should be
reduced)
36. 3- City Modeling
3-2- Previous Studies
Scenario 1:
Q left = 50 m3/sec
Q right = 50 m3/sec
Our calculation:
Q max = 118 m3/sec
Q left = west side of the city
Q right = east side of the city
37. 3- City Modeling
3-2- Previous Studies
Scenario 2:
Q left = 100 m3/sec
Q right = 195 m3/sec
Our calculation:
Q max = 118 m3/sec
Q left = west side of the city
Q right = east side of the city
38. 3- City Modeling
3-2- Previous Studies
Scenario 3:
Q left = 125 m3/sec
Q right = 355 m3/sec
Our calculation:
Q max = 118 m3/sec
Q left = west side of the city
Q right = east side of the city
39. 3- City Modeling
3-2- Previous Studies
Scenario 3:
Q left = 125 m3/sec
Q right = 355 m3/sec
Our calculation:
Q max = 118 m3/sec
Q left = west side of the city
Q right = east side of the city
40. 3- City Modeling
3-3- Mesh Sensitivity
Model 1:
Mesh size: 20 m
Number of nodes: 4362
Number of elements: 7353
QI = 0.078
Model 2:
Mesh size: 40 m
Number of nodes: 1565
Number of elements: 2372
QI = 0.073
41. 3- City Modeling
3-3- Mesh Sensitivity
Model 1: (run for 10 min flood)
Calculation time: 90 min
Lowest water depth
T = 10 min T = 10 min
Q steady = 118 m3/s
Model 2: (run for 10 min flood)
Calculation time: 6 min
42. 3- City Modeling
3-3- Mesh Sensitivity
Model 1: (run for 10 min flood)
Calculation time: 90 min
T = 10 min T = 10 min
Q steady = 118 m3/s
Model 2: (run for 10 min flood)
Calculation time: 6 min
43. 3- City Modeling
3-3- Mesh Sensitivity
Model 3:
Mesh size: 80 m
Number of nodes: 711
Number of elements: 959
QI = 0.048
Model 4:
Mesh size: 120 m
Number of nodes: 498
Number of elements: 640
QI = 0.003
44. 3- City Modeling
3-3- Mesh Sensitivity
T = 10 min
Model 4: (run for 10 min flood)
Calculation time: 1 min
T = 10 min
Q steady = 118 m3/s
Model 3: (run for 10 min flood)
Calculation time: 2 min
45. 3- City Modeling
3-3- Mesh Sensitivity
Model 3: (run for 10 min flood)
Calculation time: 2 min
T = 10 min T = 10 min
Q steady = 118 m3/s
Model 4: (run for 10 min flood)
Calculation time: 1 min
46. 3- City Modeling
3-3- Mesh Sensitivity
T = 60 min
Model 4: (run for 60 min flood)
Mesh size: 120 m
T = 60 min
Q steady = 118 m3/s
Model 2: (run for 60 min flood)
Mesh size: 40 m
Almost the same extension of water
47. 3- City Modeling
3-3- Mesh Sensitivity
Mesh Sensitivity results
• The finer the mesh, the higher the calculation time (mesh size 20 m is very time
consuming. But mesh size 40 m has reasonable time for simulation)
• The result in terms of water extension is similar (considering all four models for 10
min run and two models for 60 min run)
• The result for water depth is different. In coarse meshes, water depth is higher.
Therefore results in very coarse meshes are overestimation.
• The result for velocity also shows significant differences. Results in small meshes
are more accurate.
• To have a decent trade-off between calculation time and accuracy, the mesh
size 40 m is recommended. This mesh size is used for next part of the study.
48. 3- City Modeling
3-4- Steady Model
Q = 118 m3/s
T = 10 min T = 20 min
Steady Model (Water depth evolution)
Inlet in the Pedestrian bridge (critical section 70)
49. 3- City Modeling
3-4- Steady Model
Q = 118 m3/s
T = 30 min T = 60 min
Steady Model (Water depth evolution)
Inlet in the Pedestrian bridge (critical section 70)
50. 3- City Modeling
3-4- Steady Model
Q = 118 m3/s
T = 2 hr T = 3 hr
Steady Model (Water depth evolution)
Inlet in the Pedestrian bridge (critical section 70)
51. 3- City Modeling
3-4- Steady Model
Q = 118 m3/s
T = 4 hr T = 6 hr
Steady Model (Water depth evolution)
Inlet in the Pedestrian bridge (critical section 70)
52. 3- City Modeling
3-4- Steady Model
Q = 118 m3/s
T = 8 hr
Steady Model (Water depth evolution)
Inlet in the Pedestrian bridge (critical section 70)
53. 3- City Modeling
3-4- Steady Model
Q = 118 m3/s
T = 8 hr
Steady Model (Velocity)
Inlet in the Pedestrian bridge (critical section 70)
54. 3- City Modeling
3-4- Steady Model
Steady Model (Water depth evolution)
Inlet in the Garibaldi bridge position (section 74)
Q = 118 m3/s
T = 5 min T = 10 min
55. 3- City Modeling
3-4- Steady Model
Q = 118 m3/s
T = 20 min T = 30 min
Steady Model (Water depth evolution)
Inlet in the Garibaldi bridge position (section 74)
56. 3- City Modeling
3-4- Steady Model
Q = 118 m3/s
T = 40 min T = 50 min
Steady Model (Water depth evolution)
Inlet in the Garibaldi bridge position (section 74)
57. 3- City Modeling
3-4- Steady Model
Q = 118 m3/s
T = 60 min
Steady Model (Water depth evolution)
Inlet in the Garibaldi bridge position (section 74)
58. 3- City Modeling
3-4- Steady Model
Steady Model (Velocity)
Inlet in the Garibaldi bridge position
Q = 118 m3/s
T = 60 min
59. 3- City Modeling
3-4- Steady Model
Summary
In the case of inlet in section 70 (pedestrian bridge) half of the city will not be
inundated and results in terms of water extension is not compatible with previous
studies.
Considering the inlet position in Garibaldi bridge (Section 74), the extension of water
are more similar to previous studies.
Both cases are probable. In order to have a comparison between our study and old
versions, inlet position in Garibaldi bridge was simulated in the transient model.
60. 3- City Modeling
3-5- Transient Model
Transient Model
Using 4 hours of river out-flow hydrograph
4 hours hydrograph
61. 3- City Modeling
3-5- Transient Model
Transient Model (Water depth)
T = 0 min T = 5 min
62. 3- City Modeling
3-5- Transient Model
Transient Model (Water depth)
T = 10 min T = 20 min
63. 3- City Modeling
3-5- Transient Model
Transient Model (Water depth)
T = 30 min T = 40 min
64. 3- City Modeling
3-5- Transient Model
Transient Model (Water depth)
T = 50 min T = 60 min (1 hour)
65. 3- City Modeling
3-5- Transient Model
Transient Model (Water depth)
T = 120 min (2 hour)T = 90 min (1:30)
Peak discharge
66. 3- City Modeling
3-5- Transient Model
Transient Model (Water depth)
T = 240 min (4 hour)T = 180 min (3 hours)
67. 3- City Modeling
3-5- Transient Model
Transient Model (Velocity)
T = 240 min (4 hour)
68. 4- Results for Emergency Plan
Two scenarios are considering for the Emergency Plan
1- scenario number 3 (extreme case) with Qr = 355 m^3/s from previous studies
2- transient simulation with inlet in Garibaldi bridge with Qpeak = 118 m^3/s
• Two scenarios have significant differences in terms of water extension and depth.
• Max water depth in first scenario is 2.5 m while in the second scenario is limited to 1.5 m.
• Max velocity in first scenario is 4 m/s while in the second scenario is 3.5 m.
• Since our model has only east part of the city, the result for the west part was concluded
from second scenario of the previous studies (Qleft = 100).
69. Combining water depth results from River2D on the city map
T = 240 min (4 hours)
Transient model
Qpeak = 118 m^3/s
4- Results for Emergency Plan
70. 4- Results for Emergency Plan
Scenario 3 in previous studies (Qr=355) Our scenario (Qr=118)