This document discusses different types of wells and considerations for their construction and use. It covers extraction wells, recovery wells, monitoring wells, and wells for measuring hydraulic head or injecting water. It also discusses aquifer testing using wells to determine properties like hydraulic conductivity in situ, and the influence of pumping on drawdown including boundaries and intersecting cones of depression.
1) The document discusses groundwater flow to wells and pumping tests. It covers basic well hydraulics, assumptions of groundwater flow, and equations for confined, unconfined, and leaky aquifers.
2) The Theis and Jacob methods are presented for analyzing pumping test data from confined aquifers, while the Hantush and Walton methods are used for leaky aquifers.
3) Pumping tests are important to determine an aquifer's hydraulic properties and long-term well yield.
1) The document discusses groundwater flow to wells and the analysis of steady and unsteady flow in confined and unconfined aquifers. It describes how pumping from a well creates a cone of depression and drawdown in the water table or piezometric surface.
2) Approximate equations for steady flow to a well are presented which relate discharge, transmissivity, and drawdown. The document also discusses open wells, well loss, and how to determine an aquifer's properties through a recuperation test.
3) Overall the document provides an overview of key concepts regarding groundwater flow modeling and analysis as it relates to pumping from wells.
A pumping test was conducted to determine the permeability of an unconfined aquifer. Observations from the test included a discharge of 240 m3/hour from a well with a diameter of 20 cm. The original water surface level was 240.5 m, and dropped to 235.6 m at the pumping well. An observation well 50 m away recorded a water level of 239.8 m. Using these observations and equations for unconfined radial flow, the permeability was calculated to be 49.13 m/day. Assuming a radius of influence of 300 m instead led to an error of 9.1% in the calculated permeability. The actual radius of influence based on observations was 154 m.
- A spillway is a structure used to provide controlled release of water from a dam to prevent overtopping and potential dam failure.
- There are several common types of spillways including free overfall, ogee overflow, chute, and saddle spillways.
- The required spillway capacity should be equal to the maximum outflow determined from flood routing calculations considering reservoir inflow and storage capacity.
This document discusses various methods of drainage and dewatering in geotechnical engineering. It describes the location of groundwater tables and how to determine the water level using methods like borehole observation, rising water level method, and Hvorselev method. It then discusses different dewatering techniques like open excavation using ditches and sumps, well point systems, and electro-osmosis. Well point systems involve installing well points connected to a header pipe to create a partial vacuum and pump water out. Factors like well point spacing, capacity, and design considerations are also covered.
Design Principles that are involved in the Design of Flow over an Ogee Crest ...Venkataraju Badanapuri
The ogee-crested spillway’s ability to pass flows efficiently and safely, when properly designed and constructed, with
relatively good flow measuring capabilities, has enabled engineers to use it in a wide variety of situations as a water discharge structure
(USACE, 1988; USBR, 1973). The ogee-crested spillway’s performance attributes are due to its shape being derived from the lower surface of an aerated nappe flowing over a sharp-crested weir.
This document provides an overview of water influx and well testing. It discusses various water influx models including the Pot aquifer model, Schilthuis' steady-state model, Hurst's modified steady-state model, Van Everdingen-Hurst unsteady-state model, Carter-Tracy model, and Fetkovich's method. It also covers causes of water influx, classification of aquifers, and recognition of natural water drive. The document concludes with an introduction to well testing, covering objectives, the diffusivity equation, data used, and types of well tests.
This document discusses various structures used to regulate water flow in canal networks, including falls, regulators, and escapes. It describes the different types of falls (ogee, rapid, trapezoidal notch, vertical drop) needed when canal slopes change. Regulators like cross regulators and distributary head regulators control water flow between main and off-taking canals. Silt control devices like vanes, groyne walls, and skimming platforms aim to divert proportional amounts of sediment. Canal escapes allow excess water to be safely released during emergencies through weirs or gated sluices.
1) The document discusses groundwater flow to wells and pumping tests. It covers basic well hydraulics, assumptions of groundwater flow, and equations for confined, unconfined, and leaky aquifers.
2) The Theis and Jacob methods are presented for analyzing pumping test data from confined aquifers, while the Hantush and Walton methods are used for leaky aquifers.
3) Pumping tests are important to determine an aquifer's hydraulic properties and long-term well yield.
1) The document discusses groundwater flow to wells and the analysis of steady and unsteady flow in confined and unconfined aquifers. It describes how pumping from a well creates a cone of depression and drawdown in the water table or piezometric surface.
2) Approximate equations for steady flow to a well are presented which relate discharge, transmissivity, and drawdown. The document also discusses open wells, well loss, and how to determine an aquifer's properties through a recuperation test.
3) Overall the document provides an overview of key concepts regarding groundwater flow modeling and analysis as it relates to pumping from wells.
A pumping test was conducted to determine the permeability of an unconfined aquifer. Observations from the test included a discharge of 240 m3/hour from a well with a diameter of 20 cm. The original water surface level was 240.5 m, and dropped to 235.6 m at the pumping well. An observation well 50 m away recorded a water level of 239.8 m. Using these observations and equations for unconfined radial flow, the permeability was calculated to be 49.13 m/day. Assuming a radius of influence of 300 m instead led to an error of 9.1% in the calculated permeability. The actual radius of influence based on observations was 154 m.
- A spillway is a structure used to provide controlled release of water from a dam to prevent overtopping and potential dam failure.
- There are several common types of spillways including free overfall, ogee overflow, chute, and saddle spillways.
- The required spillway capacity should be equal to the maximum outflow determined from flood routing calculations considering reservoir inflow and storage capacity.
This document discusses various methods of drainage and dewatering in geotechnical engineering. It describes the location of groundwater tables and how to determine the water level using methods like borehole observation, rising water level method, and Hvorselev method. It then discusses different dewatering techniques like open excavation using ditches and sumps, well point systems, and electro-osmosis. Well point systems involve installing well points connected to a header pipe to create a partial vacuum and pump water out. Factors like well point spacing, capacity, and design considerations are also covered.
Design Principles that are involved in the Design of Flow over an Ogee Crest ...Venkataraju Badanapuri
The ogee-crested spillway’s ability to pass flows efficiently and safely, when properly designed and constructed, with
relatively good flow measuring capabilities, has enabled engineers to use it in a wide variety of situations as a water discharge structure
(USACE, 1988; USBR, 1973). The ogee-crested spillway’s performance attributes are due to its shape being derived from the lower surface of an aerated nappe flowing over a sharp-crested weir.
This document provides an overview of water influx and well testing. It discusses various water influx models including the Pot aquifer model, Schilthuis' steady-state model, Hurst's modified steady-state model, Van Everdingen-Hurst unsteady-state model, Carter-Tracy model, and Fetkovich's method. It also covers causes of water influx, classification of aquifers, and recognition of natural water drive. The document concludes with an introduction to well testing, covering objectives, the diffusivity equation, data used, and types of well tests.
This document discusses various structures used to regulate water flow in canal networks, including falls, regulators, and escapes. It describes the different types of falls (ogee, rapid, trapezoidal notch, vertical drop) needed when canal slopes change. Regulators like cross regulators and distributary head regulators control water flow between main and off-taking canals. Silt control devices like vanes, groyne walls, and skimming platforms aim to divert proportional amounts of sediment. Canal escapes allow excess water to be safely released during emergencies through weirs or gated sluices.
This document discusses methods for conducting and analyzing aquifer tests. It begins by listing objectives of aquifer tests such as measuring hydraulic parameters and determining aquifer properties. It then covers considerations for planning a test and equipment requirements. The document explains concepts such as drawdown, transmissivity, and storativity. It presents equations for analyzing confined and unconfined aquifers, including Theis, Cooper-Jacob, and Neuman models. Finally, it lists some common programs that can be used to analyze aquifer test data.
4 Spillway, Sluices and crest gates and how to construct itmv689093
1. The document discusses different types of spillways used in dam design, including ogee, chute, side channel, tunnel, shaft, and siphon spillways. It describes the key components and operating principles of each type.
2. Ogee spillways are the most commonly used and involve guiding water smoothly over a curved crest to glide over the downstream face without breaking contact. Chute spillways use an open channel to convey overflow water downstream. Shaft spillways involve water entering and dropping through a vertical or sloping shaft.
3. Factors in selecting a spillway type include site conditions, whether separate space is available, and capacity requirements. The location of a spillway depends
1) Water conveyance systems include open channels and pressure flow systems. Open channels include natural rivers and streams as well as artificial canals and flumes.
2) Intake structures are used to obtain water from sources like rivers, reservoirs, and lakes for hydroelectric power or irrigation. Intakes include trash racks, screens, and gates to control water flow.
3) Forebays are pools of water located before penstocks that distribute and store water for hydropower plants. They contain trash racks to prevent debris from entering the penstock.
This document provides procedures for conducting an instantaneous change in head (slug) test to determine the hydraulic conductivity of a water-bearing zone. Key steps include understanding test design and theory, determining well conditions, selecting appropriate equipment for inducing a slug and measuring water level changes, conducting the test, assessing results, and considering special situations like wells containing floating product or testing in karst aquifers. The goal is to obtain a quick measurement of hydraulic conductivity near the well while minimizing disposal of water.
Pumping Tests are conducted to examine the aquifer response, under controlled conditions, to the abstraction of water. Hydrogeologists determine the hydraulic characteristics of water-bearing formations, by conducting pumping tests. A pumping test is a practical, reliable method of estimating well performance, well yield, the zone of influence of the well and aquifer characteristics. There is a procedure for conducting pumping tests in wells. This lesson highlights the prevailing methods adopted while conducting pumping tests.
The document discusses various components of water conveyance systems for hydropower projects. It begins by defining an open channel as a conduit that transports water with a free surface. It then describes different types of open channels based on shape, natural vs artificial classification, changes in cross-section and slope, and boundary characteristics. The document also discusses intake structures, including their components, functions, types and locations. It concludes by briefly describing forebays, tunnel linings, and the purpose of surge tanks in dissipating pressure fluctuations within penstocks.
The document discusses various components of water conveyance systems for hydropower projects. It begins by defining an open channel as a conduit that transports water with a free surface. It then describes different types of open channels based on shape, natural vs artificial classification, changes in cross-section and slope, and boundary characteristics. The document also discusses intake structures, including their components, functions, types and locations. It concludes by briefly describing pressure flow systems such as tunnels, penstocks, surge tanks and their purposes in hydropower projects.
The document summarizes key information about spillways and irrigation pumps. It defines spillways as openings in dams that discharge excess water safely above normal pool levels. It describes the necessity of spillways to safely release water and protect dams from overtopping or erosion. Common spillway types include drop, ogee, siphon, and side channel spillways. The document also discusses factors for determining spillway discharge capacity and number. Finally, it outlines various types of irrigation pumps like reciprocating, centrifugal, turbine, and submersible pumps used to lift water for irrigation based on factors like water source characteristics and power availability.
The document discusses the components of a hydropower water conveyance system. It describes the different types of intakes used for run-of-river and reservoir projects. It also discusses the main components of the water conducting system, including open channels, tunnels, penstocks, and surge tanks. Design considerations for these components aim to minimize head loss and sediment entry while preserving water energy throughout the system.
This document discusses aquifer testing, which involves pumping a well and measuring the water level response over time. This allows evaluation of the well and aquifer properties, including productivity, efficiency and hydraulic characteristics. A typical test involves constant pumping for 1-30 days while measuring water level changes. Test results indicate aquifer transmissivity and storage, and whether the aquifer can support the intended water demand. Factors like test duration, measurement accuracy, and avoiding interference, are important for properly analyzing results and understanding the aquifer boundaries and properties.
This document summarizes information about aquifer tests, which involve pumping wells and measuring water level responses to determine aquifer properties and well capacity. Key points:
- Aquifer tests typically involve constant rate pumping of a well for 1-30 days while measuring water level changes to evaluate hydraulic properties.
- Tests can determine if there is sufficient groundwater for a proposed use, with important metrics being drawdown and how water levels vary over time and with distance from the pumped well.
- Test results indicate aquifer characteristics like transmissivity and storage, and can reveal the presence of boundaries like impermeable rock that distort the cone of depression.
This document discusses water resources engineering and earthen dams. It defines an earthen dam as a dam built with highly compacted earth. It describes the typical structure of a dam including the crest, spillway, abutments, and gallery. It discusses different types of earthen dams including rolled fill dams, hydraulic fill dams, homogeneous dams, zoned dams, and diaphragm dams. It also covers design considerations like slopes, core, and drainage systems. Potential failure modes like hydraulic, seepage, structural, and earthquake failures are summarized. Finally, it discusses seepage control measures through drains, filters and cutoffs.
The document summarizes a student presentation on observing hydraulic jumps in underground drainage systems. The student's objectives were to observe the behavior of flows and resulting hydraulic jumps inside closed conduits, and to compare this to classical hydraulic jumps. The methodology involved setting up experiments in a glass flume and using pressure sensors to measure velocities and pressures as hydraulic jumps formed. Results showed classical hydraulic jumps could be generated and compared to theoretical equations.
The document discusses various components of water passages in hydropower engineering, including intakes, headrace canals/tunnels, and penstocks. Intakes are structures that control water flow and prevent debris from entering conveyance passages. Headrace canals and tunnels transport water from the intake to structures like surge tanks and forebays. Canal design considerations include carrying capacity, velocity, roughness, slopes, and cross-sectional profiles. Tunnels provide direct routing of water but require specialized construction techniques.
This document discusses various types of canal regulation works including cross regulators, head regulators, canal escapes, silt control devices, canal outlet works, and flow meters.
It defines cross regulators and head regulators as structures used to control water flow from a main canal to an off-taking channel. It also describes different types of canal escapes used to discharge surplus water. Finally, it discusses canal outlet works and how flow meters like Parshall flumes are used to measure water flow in irrigation channels.
Class notes of Geotechnical Engineering course I used to teach at UET Lahore. Feel free to download the slide show.
Anyone looking to modify these files and use them for their own teaching purposes can contact me directly to get hold of editable version.
This document discusses three main types of high-head power plant developments: 1) Diversion canal type plants, which include a weir, canal intake, head race, headpond, penstock, powerhouse, and tailrace. 2) Plants fed by a pressure tunnel, which include a dam, intake, pressure tunnel, surge tank, penstock, powerhouse, and tailrace. 3) Plants with concentrated fall, where the powerhouse is located close to or within a high dam, with an intake, pressure conduit, and powerhouse as the main parts. Intake design is also discussed, including the importance of settling basins to prevent wear from sediment, and locating intakes in river bends to take
This document discusses the hydraulic design of culverts and bridges. It begins by defining culverts and bridges, noting that culverts are designed to allow submergence while bridges are not. It then covers culvert shapes, materials, end treatments, and key terminology. The remainder of the document discusses culvert hydraulic design considerations and approaches, including inlet control, outlet control, and formulas for calculating flow under various conditions. Design procedures are outlined, noting the iterative nature of selecting a culvert size that meets design constraints.
This document provides an outline and learning objectives for a chapter on populations, communities, and species interactions. It covers topics such as how species diversity arises, why species live in different locations, how species interact and affect one another's fate and community structure. It discusses concepts such as population growth, carrying capacity, competition, predation, symbiosis, adaptation, speciation, and community properties like productivity, diversity, complexity, and stability. Examples are provided to illustrate key points and terms.
This document discusses methods for conducting and analyzing aquifer tests. It begins by listing objectives of aquifer tests such as measuring hydraulic parameters and determining aquifer properties. It then covers considerations for planning a test and equipment requirements. The document explains concepts such as drawdown, transmissivity, and storativity. It presents equations for analyzing confined and unconfined aquifers, including Theis, Cooper-Jacob, and Neuman models. Finally, it lists some common programs that can be used to analyze aquifer test data.
4 Spillway, Sluices and crest gates and how to construct itmv689093
1. The document discusses different types of spillways used in dam design, including ogee, chute, side channel, tunnel, shaft, and siphon spillways. It describes the key components and operating principles of each type.
2. Ogee spillways are the most commonly used and involve guiding water smoothly over a curved crest to glide over the downstream face without breaking contact. Chute spillways use an open channel to convey overflow water downstream. Shaft spillways involve water entering and dropping through a vertical or sloping shaft.
3. Factors in selecting a spillway type include site conditions, whether separate space is available, and capacity requirements. The location of a spillway depends
1) Water conveyance systems include open channels and pressure flow systems. Open channels include natural rivers and streams as well as artificial canals and flumes.
2) Intake structures are used to obtain water from sources like rivers, reservoirs, and lakes for hydroelectric power or irrigation. Intakes include trash racks, screens, and gates to control water flow.
3) Forebays are pools of water located before penstocks that distribute and store water for hydropower plants. They contain trash racks to prevent debris from entering the penstock.
This document provides procedures for conducting an instantaneous change in head (slug) test to determine the hydraulic conductivity of a water-bearing zone. Key steps include understanding test design and theory, determining well conditions, selecting appropriate equipment for inducing a slug and measuring water level changes, conducting the test, assessing results, and considering special situations like wells containing floating product or testing in karst aquifers. The goal is to obtain a quick measurement of hydraulic conductivity near the well while minimizing disposal of water.
Pumping Tests are conducted to examine the aquifer response, under controlled conditions, to the abstraction of water. Hydrogeologists determine the hydraulic characteristics of water-bearing formations, by conducting pumping tests. A pumping test is a practical, reliable method of estimating well performance, well yield, the zone of influence of the well and aquifer characteristics. There is a procedure for conducting pumping tests in wells. This lesson highlights the prevailing methods adopted while conducting pumping tests.
The document discusses various components of water conveyance systems for hydropower projects. It begins by defining an open channel as a conduit that transports water with a free surface. It then describes different types of open channels based on shape, natural vs artificial classification, changes in cross-section and slope, and boundary characteristics. The document also discusses intake structures, including their components, functions, types and locations. It concludes by briefly describing forebays, tunnel linings, and the purpose of surge tanks in dissipating pressure fluctuations within penstocks.
The document discusses various components of water conveyance systems for hydropower projects. It begins by defining an open channel as a conduit that transports water with a free surface. It then describes different types of open channels based on shape, natural vs artificial classification, changes in cross-section and slope, and boundary characteristics. The document also discusses intake structures, including their components, functions, types and locations. It concludes by briefly describing pressure flow systems such as tunnels, penstocks, surge tanks and their purposes in hydropower projects.
The document summarizes key information about spillways and irrigation pumps. It defines spillways as openings in dams that discharge excess water safely above normal pool levels. It describes the necessity of spillways to safely release water and protect dams from overtopping or erosion. Common spillway types include drop, ogee, siphon, and side channel spillways. The document also discusses factors for determining spillway discharge capacity and number. Finally, it outlines various types of irrigation pumps like reciprocating, centrifugal, turbine, and submersible pumps used to lift water for irrigation based on factors like water source characteristics and power availability.
The document discusses the components of a hydropower water conveyance system. It describes the different types of intakes used for run-of-river and reservoir projects. It also discusses the main components of the water conducting system, including open channels, tunnels, penstocks, and surge tanks. Design considerations for these components aim to minimize head loss and sediment entry while preserving water energy throughout the system.
This document discusses aquifer testing, which involves pumping a well and measuring the water level response over time. This allows evaluation of the well and aquifer properties, including productivity, efficiency and hydraulic characteristics. A typical test involves constant pumping for 1-30 days while measuring water level changes. Test results indicate aquifer transmissivity and storage, and whether the aquifer can support the intended water demand. Factors like test duration, measurement accuracy, and avoiding interference, are important for properly analyzing results and understanding the aquifer boundaries and properties.
This document summarizes information about aquifer tests, which involve pumping wells and measuring water level responses to determine aquifer properties and well capacity. Key points:
- Aquifer tests typically involve constant rate pumping of a well for 1-30 days while measuring water level changes to evaluate hydraulic properties.
- Tests can determine if there is sufficient groundwater for a proposed use, with important metrics being drawdown and how water levels vary over time and with distance from the pumped well.
- Test results indicate aquifer characteristics like transmissivity and storage, and can reveal the presence of boundaries like impermeable rock that distort the cone of depression.
This document discusses water resources engineering and earthen dams. It defines an earthen dam as a dam built with highly compacted earth. It describes the typical structure of a dam including the crest, spillway, abutments, and gallery. It discusses different types of earthen dams including rolled fill dams, hydraulic fill dams, homogeneous dams, zoned dams, and diaphragm dams. It also covers design considerations like slopes, core, and drainage systems. Potential failure modes like hydraulic, seepage, structural, and earthquake failures are summarized. Finally, it discusses seepage control measures through drains, filters and cutoffs.
The document summarizes a student presentation on observing hydraulic jumps in underground drainage systems. The student's objectives were to observe the behavior of flows and resulting hydraulic jumps inside closed conduits, and to compare this to classical hydraulic jumps. The methodology involved setting up experiments in a glass flume and using pressure sensors to measure velocities and pressures as hydraulic jumps formed. Results showed classical hydraulic jumps could be generated and compared to theoretical equations.
The document discusses various components of water passages in hydropower engineering, including intakes, headrace canals/tunnels, and penstocks. Intakes are structures that control water flow and prevent debris from entering conveyance passages. Headrace canals and tunnels transport water from the intake to structures like surge tanks and forebays. Canal design considerations include carrying capacity, velocity, roughness, slopes, and cross-sectional profiles. Tunnels provide direct routing of water but require specialized construction techniques.
This document discusses various types of canal regulation works including cross regulators, head regulators, canal escapes, silt control devices, canal outlet works, and flow meters.
It defines cross regulators and head regulators as structures used to control water flow from a main canal to an off-taking channel. It also describes different types of canal escapes used to discharge surplus water. Finally, it discusses canal outlet works and how flow meters like Parshall flumes are used to measure water flow in irrigation channels.
Class notes of Geotechnical Engineering course I used to teach at UET Lahore. Feel free to download the slide show.
Anyone looking to modify these files and use them for their own teaching purposes can contact me directly to get hold of editable version.
This document discusses three main types of high-head power plant developments: 1) Diversion canal type plants, which include a weir, canal intake, head race, headpond, penstock, powerhouse, and tailrace. 2) Plants fed by a pressure tunnel, which include a dam, intake, pressure tunnel, surge tank, penstock, powerhouse, and tailrace. 3) Plants with concentrated fall, where the powerhouse is located close to or within a high dam, with an intake, pressure conduit, and powerhouse as the main parts. Intake design is also discussed, including the importance of settling basins to prevent wear from sediment, and locating intakes in river bends to take
This document discusses the hydraulic design of culverts and bridges. It begins by defining culverts and bridges, noting that culverts are designed to allow submergence while bridges are not. It then covers culvert shapes, materials, end treatments, and key terminology. The remainder of the document discusses culvert hydraulic design considerations and approaches, including inlet control, outlet control, and formulas for calculating flow under various conditions. Design procedures are outlined, noting the iterative nature of selecting a culvert size that meets design constraints.
This document provides an outline and learning objectives for a chapter on populations, communities, and species interactions. It covers topics such as how species diversity arises, why species live in different locations, how species interact and affect one another's fate and community structure. It discusses concepts such as population growth, carrying capacity, competition, predation, symbiosis, adaptation, speciation, and community properties like productivity, diversity, complexity, and stability. Examples are provided to illustrate key points and terms.
Cities have used various land use tools to manage flood risks, with varying degrees of success. Spatial plans provide guidance on flood risk-based land use and may be prepared at different administrative levels. Traditionally, cities have used regulatory tools like zoning and building codes, but enforcing compliance has been difficult. More recently, economic instruments like land-based financing and incentives have been experimented with. Influencing community behavior through risk communication and participation is also important. The planning process must be supported by participatory risk assessment and communication. Different land use tools must be combined for effective implementation. Integrating flood risk into land use planning can be challenging and requires coordination among stakeholders and decision makers. In developing countries, challenges include informal settlements, unclear
This document provides an overview of Module 4 of the ESS 454 Hydrogeology course on flow to wells. It discusses the following key points in 3 paragraphs:
1) It introduces radial flow and well function, non-dimensional variables, Theis type curves, and the Cooper-Jacob method for analyzing confined aquifers. It also mentions aquifer boundaries and recharge.
2) It lists the learning objectives of understanding how to use the Hantush-Jacob formula to model leaky confined aquifers and use type curves to determine transmissivity, storativity, and boundary effects.
3) It provides an overview of modeling unconfined aquifers using the Neuman
This document provides guidance on water sampling methods for laboratory analysis. It discusses the importance of proper sampling to obtain representative samples and accurate water quality results. Key points covered include common water sampling techniques like grab, composite, and integrated sampling. Requirements for sampling equipment, sample containers, and sample preservation techniques are also outlined. The document aims to help ensure samples are collected and handled correctly according to standard procedures.
This study analyzed samples from 258 groundwater sources in Jordan to establish baseline levels of the gasoline additive MTBE and petroleum derivatives BTEX. The study aimed to investigate potential contamination and inform monitoring programs. Most samples showed MTBE and BTEX levels below standards. However, two wells near gas stations exhibited temporary MTBE contamination, indicating vulnerability. The study recommends continuous monitoring, soil sampling near fuel tanks, and gas station regulations to prevent pollution of this vital water resource. The two-year study was funded by the Scientific Research Fund and informed the need for ongoing assessment of Jordan's water resources.
Lecture 2a Concepts of IWRM 2016 -2017.pptxAli Al-naqa
The document provides an overview of Integrated Water Resources Management (IWRM), including:
- Defining IWRM as "a process that promotes the coordinated development and management of water, land and related resources, in order to maximize the resultant economic and social welfare in an equitable manner without compromising the sustainability of vital ecosystems."
- Discussing the key principles of IWRM from the Dublin Statement and Rio Declaration, including treating water as an economic good, participatory approaches, and recognizing the finite nature of freshwater resources.
- Emphasizing the need for an integrated approach to water management given challenges of population growth, increasing demand, water pollution, and climate change impacts.
Partially penetrating wells tap into aquifers that are too thick for a fully penetrating well. This document discusses various methods for correcting drawdown measurements from partially penetrating wells in confined, leaky, and unconfined aquifers. The Huisman, Hantush, Weeks, Streltsova, and Neuman methods provide modifications to conventional analysis techniques to account for partial penetration under different aquifer conditions and flow regimes. Assumptions about aquifer properties and flow must be considered when applying these correction methods.
This document provides instructions on how to calculate the volume of a well. It discusses that the dimensions needed are the well diameter, total depth, and water depth. An example calculation is shown for a hand dug well that is 3 feet in diameter and 45 feet deep with 10 feet of water. The volume is calculated using the formula of pi times the diameter squared times the depth. Alternative methods for calculating plugging material needs are also described, such as using a table that lists the amount of cement or bentonite needed based on the well diameter.
This document discusses well development and efficiency. It covers well drilling methods like augers, cable tool, and rotary mud drilling. It also discusses well completion in unconsolidated and consolidated formations using well screens and gravel packs. The document outlines methods for well development including measuring well drawdown, losses, specific capacity using step drawdown tests, and determining well efficiency.
The document discusses the water-energy nexus and the simultaneous challenges of meeting increasing global energy and water demands by 2030. It outlines seven interconnections between water and energy systems and proposes solutions that address both challenges together through distributed and advanced technology solutions, reducing consumption, replenishing reservoirs, reusing water, and establishing long-term national policies. The key message is that water and energy challenges must be solved simultaneously through an integrated approach.
3.1 CLEWS Country - Presentation 1.pptxAli Al-naqa
This document discusses the food-energy-water nexus and sustainable development. It outlines development challenges related to food, water, and energy security and environmental concerns. It describes the interlinkages between these sectors, such as water use for agriculture and energy production, land use for bioenergy, and energy use across the food supply chain. The document argues for an integrated approach to policymaking that considers these interdependencies using quantitative models.
This document provides information on wells, including how they can optimize local water systems, different types of wells, design and construction principles, operation and maintenance, applicability, and advantages and disadvantages. It discusses dug wells and drilled wells. Dug wells are excavated by hand, can serve communities, but risk contamination. Drilled wells use drilling techniques, require pumps, but are less susceptible to contamination. Proper siting, lining, casing, and protection are important to well design and safety. Ongoing maintenance is also needed to ensure safe water supply.
This document discusses different methods for constructing water wells. Shallow wells less than 15 meters deep can be dug, bored, driven or jetted. Deeper wells are typically drilled using cable tool, rotary, air rotary, or rotary-percussion methods. After drilling, wells need to be completed by adding casing, cementing, screens, and sometimes gravel packs. Finally, wells are developed to increase their water yield and service life.
This document discusses optimizing well design to minimize losses. It outlines the components of well losses, including laminar losses from flow convergence and turbulent losses related to velocity. Step-drawdown tests are used to calculate coefficients to quantify losses from the aquifer and wellbore. Larger diameter wells have higher construction costs but lower operating costs due to greater efficiency. A modeling approach uses equations to simulate losses at different stages and optimize designs through sensitivity analysis of parameters like screen size and placement. Future improvements could incorporate more complex aquifer conditions and well deterioration over time.
A SYSTEMATIC RISK ASSESSMENT APPROACH FOR SECURING THE SMART IRRIGATION SYSTEMSIJNSA Journal
The smart irrigation system represents an innovative approach to optimize water usage in agricultural and landscaping practices. The integration of cutting-edge technologies, including sensors, actuators, and data analysis, empowers this system to provide accurate monitoring and control of irrigation processes by leveraging real-time environmental conditions. The main objective of a smart irrigation system is to optimize water efficiency, minimize expenses, and foster the adoption of sustainable water management methods. This paper conducts a systematic risk assessment by exploring the key components/assets and their functionalities in the smart irrigation system. The crucial role of sensors in gathering data on soil moisture, weather patterns, and plant well-being is emphasized in this system. These sensors enable intelligent decision-making in irrigation scheduling and water distribution, leading to enhanced water efficiency and sustainable water management practices. Actuators enable automated control of irrigation devices, ensuring precise and targeted water delivery to plants. Additionally, the paper addresses the potential threat and vulnerabilities associated with smart irrigation systems. It discusses limitations of the system, such as power constraints and computational capabilities, and calculates the potential security risks. The paper suggests possible risk treatment methods for effective secure system operation. In conclusion, the paper emphasizes the significant benefits of implementing smart irrigation systems, including improved water conservation, increased crop yield, and reduced environmental impact. Additionally, based on the security analysis conducted, the paper recommends the implementation of countermeasures and security approaches to address vulnerabilities and ensure the integrity and reliability of the system. By incorporating these measures, smart irrigation technology can revolutionize water management practices in agriculture, promoting sustainability, resource efficiency, and safeguarding against potential security threats.
Understanding Inductive Bias in Machine LearningSUTEJAS
This presentation explores the concept of inductive bias in machine learning. It explains how algorithms come with built-in assumptions and preferences that guide the learning process. You'll learn about the different types of inductive bias and how they can impact the performance and generalizability of machine learning models.
The presentation also covers the positive and negative aspects of inductive bias, along with strategies for mitigating potential drawbacks. We'll explore examples of how bias manifests in algorithms like neural networks and decision trees.
By understanding inductive bias, you can gain valuable insights into how machine learning models work and make informed decisions when building and deploying them.
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wells purposes.ppt
1. Wells
- Wells have many different functions and need to be
constructed to fit the function
- many different types of wells have to be dug, driven or
drilled
2.
3. 1. Extraction well
-
- provides water for domestic, industrial, or agricultural uses
- can also be installed for dewatering (e.g. construction sites)
- location of extraction wells with regards to property lines, septic systems, etc. are
usually regulated
- before drilling, need to study local geology, and nearby well logs
- if no logs are available nearby, test borings may be necessary
4. -sedimentary formations your best bet
- even in regions with poor aquifers it may be possible to intersect several
layers of higher permeability
-
- fracture traces are surface expressions of fractures thinly covered with
sediment (could be a zone of different coloured vegetation , shallow ditch or
dip, or zone of wetter soil
- fracture traces often linear and aligned with local structural features
- fracture traces can sometimes be easier to detect on a air photograph than
on the ground
- don’t confuse with buried pipelines/utilities
- ground truth
5. 2. Recovery wells
- recovers contaminants or contaminated water from the groundwater (e.g.
gasoline that has leaked from an underground storage container)
- many of the considerations fro extraction wells apply here, except that:
a. instead of going for the biggest water yield, the target is the specific
formation that holds the contaminant.
- this may be a low K aquifer requiring larger well diamter and/or longer
well intakes
b.
- fluid properties may be very different from water
- need to consider not only hydrogeology but also contaminant source,
chemcial and physical properties, and transport mechanisms
- can make for complex designs
6. 3. Monitoring wells
- for obtaining chemically representative water
samples
- in some situations can yield useful water level
data as “well”
- often want to know character of water flowing
into, and out of a site, so:
a.
- placed in locations that allow them to intercept
water flowing into a site
- obviously need to determine direction of flow in
formation first (local water table maps,
piezometers, flow net, computer models such as
modflow).
- sometimes impossible to site an upgradient well
(e.g. if site overlies a recharge zone
- in these cases need to settle for a “background”
well
7. b)
- sample water leaving site
- number of downgradient wells may be regulated depending on complexity of
hydrogeology
- may intercept contaminant plume, or be installed prior to construction at a
site to monitor ground water quality
- as with upgradient wells, flow directions must be determined to a high
degree of certainty
- however contaminants may not flow like water and the physcial and
chemical properties of the contaminant need to be considered
8.
9. 4.
- Well with short intake installed for the purpose of
measuring hydraulic head, pressure head
- location depends on data needed and purpose
10. 5.
- installed to provide conduit for the injection of water into a formation
-
- pump-and-treat systems pump contaminated water from aquifer, treat and
reinject
- purpose is to use aquifer to assist in remediation
- reduces cost of transporting, treating, and disposing large volumes off-site
- oilfield brine injection
- oil pumping generates brine waste fluid
- inject brine waste into deep aquifers that hold nonpotable water
- injection is also used to intentionally change hydraulic gradient
- change direction of contaminant plume by injecting water in its path
- some experimentation in injection of water to lubricate faults to relieve stress
- well networks can be constructed to provide water supply more effectively,
deliniate contaminant plumes, capture contaminants, or determine flow
conditions throughout an area
11. Flow to wells
- pumping from wells has two implications:
1. if the aquifer properties are known, we can calculate the amount and extent of
drawdown (and aquifer compaction) associated with the pumping
2. If the aquifer properties are not known, we can determine them in situ
by pumping and making observations at surrounding well locations
Start with 1.
-
- pumping causes drawdown in a cone around the well
- cone of depression or pumping cone
See assumptions of all following calculations in Fetter section 5.2
12.
13. The following several pages describes how to calculate drawdown from
pumping from:
1.
2. A confined aquifer where leakage occurs, but no release of water from the
confining layer from compaction
3. A confined aquifer where leakage occurs, with addition realease fo water
from compaction
4. an unconfined aquifer
14. 1. Flow in a completely Confined Aquifer
Theis Equation
can replace integral in Theis equation with infinite series:
where Q is constant pumping rate
h is head at some point r after pumping
h0 is head before pumping
h0-h is the drawdown
T is transmissivity (e.g. m2/day)
t is time since pumping began (e.g. days)
r is radial dist from well (e.g. m)
S is storativity (dimensionless)
h h
Q
T
e
u
du
o
u
u
4
h h
Q
T
u u
u u
o
4
05772
2 2 3 3
2 3
. ln
! !
.......
15. where b is the saturated thickness of the aquifer
and Ss is the specific storage, amount of water per unit volume that is stored or
expelled from storage due to compressibility of the aquifer and water per unit
change in head
The infinate series in the above equation is termed the well function and is
sometimes just noted as W(u). It can easily be evaluated on a spreadsheet, but
there are also tables available of W(u) for a given u
18. 2. case where no water drains from confining layer (see fetter ch 5 for myriad of
assumptions)
All water flowing to well is either from the aquifer or flows across the confining layer
from a source bed above (unconfined aquifer)
two key assumptions:
a) The water table in the source bed does not fall during pumping
the assumption is valid if either of the following is true:
or
where t is the time since pumping began
S’ is the aquitard storativity
S is the storativity of the confined aquifer
b’ is the thickness of the aquitard
b is the thickness of the confined aquifer
b” is the thickness of the water table aquifer
K’ is the vertical hydraulic conductivity of the aquitard
K” is the hydraulic conductivity of the water table aquifer
K is the hydraulic conductivity of the confined auifer
t
S b
bK
'( )
'
'
2
10
19. b) no water from elastic storage (compaction) of confining layer
test this by
where S’ is the storativity of the aquitard
b’ is the thickness of the aquitard
K’ is the hydraulic conductivity of the aquitard
if this is true can use (if not true see next section):
Hantush-Jacob formula
where Q is pumping rate
h0-h is the drawdown in the confined aquifer
W(u, r/B) is the leaky artesian well function (gotten from tables)
r is distance from pumping well to obs well
t is time since pumping began
B is a leakage factor
b’ is the thickness of the confining layer
K’ is the hydraulic conductivity of the aquitard
h h
Q
T
W u r B
o
4
( , / )
u
r S
Tt
2
4
20. when
all water will be coming from leakage across the confining layer and the
drawdown can be found by:
where Ko is a function found in tables
h h
Q
T
K r B
o o
2
( / )
21. 4. pumping from unconfined aquifers - – see Fetter
3. Case where some water comes from elastic storage in confining layer –
see Fetter
22. Aquifer testing using wells
1.
- way of measuring in situ values for K
- only gives value of K immediately around well
- instantaneous change in water level caused in a well, and rate t which the head
returns to original level is measured
- faster rebound, higher K
23. - “slug” may be:
a)
b) a bailer (open slug filled with clean water on entry)
- can act as a solid slug if filled with water at the surface, or bail water to drop
head
c) a slug of clean water
-problems with this are time it takes to pore water, only falling head test can be
performed, alteration of water chemistry in the well
d) pneumatic slug
- use enforced pressure change to change head
-no introduction of foreign materials
24. - two types of slug test:
a)
- instantaneous rise in level and record
to return
- raise head with slug instantaneously
and record highest level and record
drop over time
- depending on material recovery could
take days to months
-in high K material, use of a transducer
and datalogger will be essential
b)
- instantaneous drop in level and record
return
- often conducted right after a falling-
head test
- same principals
25. -
h0 is the difference between the pretest level and level after initial rise or fall
caused by slug
h is the difference after some time t
- find t0 which is “basic time lag” = time for h/h0 to reach 0.37
calculate K by (Hvorslev method):
where:
r is radius of well or piezometer casing
R is the radius of the screen
Le is the length of the well screen
T37 = time for water to rise or fall 37% of intitial change
K
r L R
L t
2
2
ln( / )
e
37
e
26. 2.
- used for in situ assessment of transmissivity and storativity and K
- water pumped out at known rate over hours or days
- water levels monitored in nearby observation wells, and in pumping well
- wells are pumped preferably until the water levels reach a state of equilibrium
- i.e. no further drawdown over time
- during pumping, cone of depression grows until it reaches a recharge
boundary. At this point we have steady state
27. Steady Flow Tests (i.e. pumping for a long time)
- generally more accurate in determination
- more limited in scope of aquifer properties acquired because no drawdown
occurring over time
For a situation where you have:
1. Steady flow (e.g. long pumping rates)
2. A pumping well screened through the entire sat. thickness
3. two obs wells at distances r1 and r2
4. totally confined
28. which can be rearranged into the Theim equation for an confined aquifer:
can not be used to determine storativity since there is no change in head over
time at steady state so nothing coming from storage
Theim equation for an unconfined aquifer is:
all as above but now a water table aquifer
K
Q
h h
r
r
( )
ln
2
2
1
2
2
1
29. Nonequilibrium Tests
- pump well at a constant rate for a period of time
- measure drawdown in one or a number of obs wells
- get drawdown over time
-Plot data (do not connect points) and compare to plot at same on same log
paper of W(u) vs 1/u (Theis type curve)
- on type curve paper select a match point doesn’t have to be on the line (often
W(u)=1, 1/u = 1)
- find h0-h and t corresponding to match point
take obtained values at match point and put in below equations:
30.
31.
32. Theis equation can be re-written as:
Equation for u in Theis approach can also be re-written as:
These equations are only valid at the match point
Doing this at several obs wells can tell about homogeneity
T
Q
h h
W u
4 0
( )
( )
33. Jacob-Straight-line Method
If u<0.05, higher powers of u in inifinate series can be ignored and the Theis
equation can be rewritten as:
or rewritten as a base 10 equation:
this equation should plot on a straight line if u is truely small (occurs when t gets
big or r is small).
T
Q
h h
r S
Tt
o
4
05772
4
2
( )
. ln
T
Q
h h
Tt
r S
23
4
225
0
2
.
( )
log
.
34. 1. Plot drawdown vs time on semilog paper
2. Draw straight line through data and extent it to the zero drawdown line.
This time at this value (x-intercept) will be positive and be denoted t0.
3. calculate the drawdown per log cycle, Δ(ho-h), which is the slope of the
line
and
T
Q
h h
23
4 0
.
( )
35. Leaky Aquifers
- type curve methods have been developed for different leaky aquifer
situations
- approached same way as in the Theis graphical method described above,
just using different sets of curves
- Fetter Ch 5 has excellent discussion of different techniques, and examples
- essentially what you do is plot drawdown vs time for your aquifer in the
same way, and find the appropriate curve that fits from a series a type
curves for different leakage conditions
- type curves can be made for W(u, r/B) vs 1/u where lines are plotted for
various r/B values (for no storage)
-
36.
37. Intersecting pumping cones
- often several pumps are used in the same aquifer
- e.g. many property owners tapping the same regional aquifer
- results in intersecting pumping cones
-
- for unconfined aquifers, if drawdown is significant compared to saturated
thickness, calculated linear composite drawdown will under-estimate actual
drawdown
- Interference needs to be considered in locating wells. Will affect well design (e.g.
horsepower required for pump).
38.
39. Pumping and Boundaries
- pumping cones extend until they reach a point where vertical recharge
supplies the flow, or a hydrogeologic boundary is reached
- boundaries are either recharge or barrier boundaries
- region where aquifer is replenished
Barrier boundary - termination point of aquifer by thinning, hitting a low-
permeability formation, or erosion
- effect of a recharge boundary is to the rate of drawdown
-effect of a barrier boundary is to the drawdown rate
-for confined aquifers pumping cone behavior can be predicted using method
of images
40. - real bounded system is replaced by
imaginary system of infinite areal extent
and
h h
Q
T
W u W u
o r i
4
[ ( ) ( )]
u
r S
Tt
r
r
2
4
41. Similar approach can be used for
a confined aquifer in the vicintity
of a contant head boundary
- in this case there is a
discharging real well, and
recharging image well
h h
Q
T
W u W u
r i
0
4
[ ( ) ( )]