This document provides guidance on conducting a morphometric analysis of watersheds using QGIS and SAGA. It describes key morphometric characteristics to analyze, including watershed area, perimeter, stream order, length and frequency, bifurcation ratio, slope, and more. Calculation methods are provided for various indices that can help classify watershed shape and drainage density. The overall aim is to understand watershed characteristics that influence runoff volume and flow velocity.
Open channel flow refers to liquid flow with a free surface, such as in rivers, streams, canals, and culverts. It is relevant for both natural and engineered channels. Some key topics in open channel flow include uniform flow, channel transitions, critical flow, hydraulic jumps, and gradually varied flow. The flow can be classified based on whether it is steady or unsteady, uniform or nonuniform, and laminar or turbulent. Analyzing open channel flow involves the conservation of energy and momentum equations. The Manning equation and other relationships are commonly used to relate variables like flow depth, velocity, discharge, and channel properties. Critical flow occurs when the specific energy is minimized.
This document provides an overview of open channel hydraulics. It begins by outlining the key concepts that will be covered, including open channel flow, basic equations like Chezy's and Manning's equations, and the concept of most economical channel sections. The document then defines open channel flow and compares it to pipe flow. It discusses various channel types and flow types in open channels. Empirical formulas for determining coefficients in the open channel flow equations are presented. Examples of applying the Manning's equation to calculate flow rate and velocity are shown. The concept of the most economical channel section is explained for rectangular and trapezoidal channel shapes.
This document discusses open channel flow, including:
1) Key parameters like hydraulic radius, channel roughness, and types of flow profiles.
2) Empirical equations for open channel flow including Chezy and Manning's equations.
3) Concepts of critical flow including critical depth, specific energy, and the importance of the Froude number.
4) Measurement techniques for discharge like weirs and sluice gates.
5) Gradually and rapidly varied flow, water surface profiles, and hydraulic jumps.
This document presents the results of laboratory experiments conducted on thin-crested weirs and radial gates. The experiments measured discharge rates for various weir and gate configurations by varying parameters like upstream water depth, crest shape, and gate opening. Precise measurements of time, volume, and weight were recorded. Calculations determined theoretical discharge coefficients which were compared to experimental results. For thin-crested weirs, the average percentage error in discharge coefficient was 28%. For radial gates, the error ranged from 4-44% depending on the gate opening. In conclusion, the experiments provided valuable data on weir and gate hydraulics.
This document provides an overview of gradually varied flow (GVF) in open channels. It discusses the basic assumptions of GVF including steady flow, hydrostatic pressure distribution, small channel slopes, and constant conveyance. The dynamic equation for GVF is derived, relating the water surface slope, energy slope, and channel slope. Classification of water surface profiles is also presented, ranging from adverse to very steep slopes. Examples are provided to illustrate applying the concepts to practical problems of analyzing water surface profiles in open channels.
This document discusses open channel flow, which is the flow of liquid through a conduit with a free surface driven only by gravity. It compares open channel flow to pipe flow, describes different types of open channel flows, parameters used in analysis like hydraulic radius and Froude number, and formulas like Chezy's and Manning's equations used to analyze open channel flow characteristics. Examples are provided to demonstrate how to apply these concepts and formulas to calculate quantities like velocity, discharge, slope, and critical depth in open channel flow problems.
When water flows through a pipe, pressure drop occurs due to energy losses from friction along the pipe walls. The pressure drop can be determined using equations that account for factors like flow rate, pipe diameter and roughness, fluid properties, and pipe length. Common methods for calculating pressure losses include using the Darcy-Weisbach equation with the Moody chart or Colebrook-White equation to find the friction factor, or using the Hazen-Williams equation which relates head loss to flow rate, pipe diameter, and a roughness coefficient. Minor losses from components like valves and fittings are also considered.
The document discusses open channel flow and hydraulic machines. It covers key topics such as:
- The differences between open channel flow and pipe flow, as well as geometric parameters of channels.
- The continuity equation for steady and unsteady flow, critical depth, specific energy and force concepts, and their application to open channel phenomena.
- Flow through vertical and horizontal contractions in open channels.
Open channel flow refers to liquid flow with a free surface, such as in rivers, streams, canals, and culverts. It is relevant for both natural and engineered channels. Some key topics in open channel flow include uniform flow, channel transitions, critical flow, hydraulic jumps, and gradually varied flow. The flow can be classified based on whether it is steady or unsteady, uniform or nonuniform, and laminar or turbulent. Analyzing open channel flow involves the conservation of energy and momentum equations. The Manning equation and other relationships are commonly used to relate variables like flow depth, velocity, discharge, and channel properties. Critical flow occurs when the specific energy is minimized.
This document provides an overview of open channel hydraulics. It begins by outlining the key concepts that will be covered, including open channel flow, basic equations like Chezy's and Manning's equations, and the concept of most economical channel sections. The document then defines open channel flow and compares it to pipe flow. It discusses various channel types and flow types in open channels. Empirical formulas for determining coefficients in the open channel flow equations are presented. Examples of applying the Manning's equation to calculate flow rate and velocity are shown. The concept of the most economical channel section is explained for rectangular and trapezoidal channel shapes.
This document discusses open channel flow, including:
1) Key parameters like hydraulic radius, channel roughness, and types of flow profiles.
2) Empirical equations for open channel flow including Chezy and Manning's equations.
3) Concepts of critical flow including critical depth, specific energy, and the importance of the Froude number.
4) Measurement techniques for discharge like weirs and sluice gates.
5) Gradually and rapidly varied flow, water surface profiles, and hydraulic jumps.
This document presents the results of laboratory experiments conducted on thin-crested weirs and radial gates. The experiments measured discharge rates for various weir and gate configurations by varying parameters like upstream water depth, crest shape, and gate opening. Precise measurements of time, volume, and weight were recorded. Calculations determined theoretical discharge coefficients which were compared to experimental results. For thin-crested weirs, the average percentage error in discharge coefficient was 28%. For radial gates, the error ranged from 4-44% depending on the gate opening. In conclusion, the experiments provided valuable data on weir and gate hydraulics.
This document provides an overview of gradually varied flow (GVF) in open channels. It discusses the basic assumptions of GVF including steady flow, hydrostatic pressure distribution, small channel slopes, and constant conveyance. The dynamic equation for GVF is derived, relating the water surface slope, energy slope, and channel slope. Classification of water surface profiles is also presented, ranging from adverse to very steep slopes. Examples are provided to illustrate applying the concepts to practical problems of analyzing water surface profiles in open channels.
This document discusses open channel flow, which is the flow of liquid through a conduit with a free surface driven only by gravity. It compares open channel flow to pipe flow, describes different types of open channel flows, parameters used in analysis like hydraulic radius and Froude number, and formulas like Chezy's and Manning's equations used to analyze open channel flow characteristics. Examples are provided to demonstrate how to apply these concepts and formulas to calculate quantities like velocity, discharge, slope, and critical depth in open channel flow problems.
When water flows through a pipe, pressure drop occurs due to energy losses from friction along the pipe walls. The pressure drop can be determined using equations that account for factors like flow rate, pipe diameter and roughness, fluid properties, and pipe length. Common methods for calculating pressure losses include using the Darcy-Weisbach equation with the Moody chart or Colebrook-White equation to find the friction factor, or using the Hazen-Williams equation which relates head loss to flow rate, pipe diameter, and a roughness coefficient. Minor losses from components like valves and fittings are also considered.
The document discusses open channel flow and hydraulic machines. It covers key topics such as:
- The differences between open channel flow and pipe flow, as well as geometric parameters of channels.
- The continuity equation for steady and unsteady flow, critical depth, specific energy and force concepts, and their application to open channel phenomena.
- Flow through vertical and horizontal contractions in open channels.
- Open channel flow occurs in natural settings like rivers and streams as well as human-made channels. It is characterized by a free surface boundary.
- Flow can be uniform, gradually varied, or rapidly varied depending on changes in depth and velocity over distance. Uniform flow maintains constant depth and velocity.
- Important parameters include the Froude number, specific energy, and wave speed. Hydraulic jumps and critical flow occur when the Froude number is 1.
- Flow is controlled using underflow gates, overflow gates, and weirs. Measurement relies on critical flow assumptions at weirs.
Energy and momentum principles in open channel flowBinu Khadka
The document discusses principles of energy and momentum in open channel flow. It defines specific energy as the total energy of water at a cross-section, and critical depth as the depth corresponding to minimum specific energy for a given discharge. Critical flow occurs when the Froude number equals 1. For a rectangular channel, the critical depth can be calculated as a function of discharge. Flow can be subcritical or supercritical depending on whether the depth is more or less than critical depth. The concepts are applied to analyze flow over humps, through contractions, and over weirs.
1) The document discusses various equations and concepts in hydraulics including the continuity equation, Bernoulli's equation, conservation of momentum, uniform flow in open channels, and Manning's formula.
2) The continuity equation states that the mass of fluid passing per unit time through an area is equal to the product of the flow velocity and cross-sectional area.
3) Bernoulli's equation relates the total energy of flowing water through different cross-sections in terms of pressure, elevation, and velocity.
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.
The document discusses gradually varied flow in open channels. It covers the governing equations used to analyze flow profiles, methods for integrating the equations including analytical, graphical and numerical techniques, and flow classification including subcritical, supercritical and critical flows. It also addresses specific topics like flow in channels with non-linear alignments such as bends.
Fluid MechanicsLosses in pipes dynamics of viscous flowsMohsin Siddique
This document discusses fluid flow in pipes. It defines the Reynolds number and explains laminar and turbulent flow regimes. It also covers the Darcy-Weisbach equation for calculating head losses due to pipe friction. The friction factor is determined using Moody diagrams based on Reynolds number and relative pipe roughness. Examples are provided to calculate friction factor, head loss, and flow rate for different pipe flow conditions.
This document provides information about weirs and Parshall flumes. It discusses different types of weirs including sharp-crested weirs like rectangular and V-notch weirs, as well as broad-crested weirs. Formulas are provided for calculating flow rates over these structures. The document also introduces the Parshall flume, which can be used as an alternative to weirs for measuring flow rates while reducing head losses and sediment accumulation. Key features of the Parshall flume design and measurement principles are described.
It is very simple............................................................................................................................................................................................................................................ Just edit it and present it.
This document discusses gradually varied flow and water surface profiles. It contains 3 types of water surface profiles: mild slope profiles, steep slope profiles, and critical slope profiles. Each type has 3 sub-categories depending on the relationship between the normal depth, critical depth, and flow depth. The document also discusses computation methods for water surface profiles, including graphical integration, direct step method, and standard step method.
This document discusses open channel hydraulics and includes the following key points:
1. It defines open channel flow and distinguishes it from pipe flow, noting open channels have a free surface subject to atmospheric pressure.
2. It describes the fundamental equations of open channel flow including the continuity equation (conservation of mass), energy equation (conservation of energy), and momentum equation (conservation of momentum).
3. It outlines different types of open channel flow including uniform, gradually varied, rapidly varied, steady and unsteady flow and provides examples of where these occur.
This document discusses uniform flow in open channels. It defines an open channel as a stream that is not completely enclosed by solid boundaries and has a free surface exposed to atmospheric pressure. The document describes different types of open channels, types of flow, and geometric properties of channels. It also presents the Chezy and Manning formulas for calculating velocity and discharge under conditions of uniform flow in open channels.
OPEN CHANNEL FLOW AND HYDRAULIC MACHINERY
Open channel flow: Types of flows – Type of channels – Velocity distribution – Energy and momentum correction factors – Chezy’s, Manning’s; and Bazin formula for uniform flow – Most Economical sections. Critical flow: Specific energy-critical depth – computation of critical depth – critical sub-critical – super critical flows
Non-uniform flows –Dynamic equation for G.V.F., Mild, Critical, Steep, horizontal and adverse slopes-surface profiles-direct step method- Rapidly varied flow, hydraulic jump, energy dissipation
In this study the kinematic wave equation has been solved numerically using the modified Lax
explicit finite difference scheme (MLEFDS) and used for flood routing in a wide prismatic channel and a nonprismatic
channel. Two flood waves, one sinusoidal wave and one exponential wave, have been imposed at the
upstream boundary of the channel in which the flow is initially uniform. Six different schemes have been
introduced and used to compute the routing parameter, the wave celerity c. Two of these schemes are based on
constant depth and use constant celerity throughout the computation process. The rest of the schemes are based
on local depths and give celerity dependent on time and space. The effects of the routing parameter c on the
travel time of flood wave, the subsidence of the flood peak and the conservation flood flow volume have been
studied. The results seem to indicate that there is a minimal loss/gain of flow volume whatever the scheme is.
While it is confirmed that neither of the schemes is 100% volume conservative, it is found that the scheme
Kinematic Wave Model-2 (KWM-II) gives the most accurate result giving only 0.1% error in perspective of
volume conservation. The results obtained in this study are in good qualitative agreement with those obtained in
other similar studies.
This document provides definitions and concepts related to hydraulics engineering. It defines hydraulics as the study of water in motion or at rest. It then defines key terms like closed and open channels, free surface flow, pressurized flow, channel cross-section measurements, and classification of flows as steady/unsteady and uniform/non-uniform. Finally, it discusses specific energy, critical depth, alternate depths, subcritical and supercritical flows using specific energy diagrams.
This document provides information about gradually varied flow and rapidly varied flow in hydraulics. It discusses gradually varied flow, including definitions, equations, and classifications of profiles. It also briefly discusses rapidly varied flow and includes formulas and characteristics. The document contains an example problem involving a prismatic channel with three sections of varying slope, a sluice gate, and a horizontal transition. The problem involves determining flow conditions, critical depths, and water surface profiles for each section. The objectives are to analyze the problem, determine if the gate operates under free flow or submerged flow conditions, and calculate maximum transition length and head loss.
Characteristics of sharp weirs and the hydraulic jumpDickens Mimisa
This document summarizes experiments conducted on sharp crested weirs and the hydraulic jump. It includes an experiment on a V-notch weir that measured discharge rates and calculated coefficients. Graphs were plotted showing relationships between head and discharge. The experiment also examined a broad crested weir, measuring effects of width and step height on discharge coefficients. Procedures, results, and conclusions are discussed to analyze weir properties and flow characteristics.
Chapter 6 energy and momentum principlesBinu Karki
1) Open channel flow concepts such as specific energy, critical depth, Froude number, and their relationships are introduced. Critical depth corresponds to the minimum specific energy for a given discharge and occurs when the Froude number is 1. (2)
2) Flow over humps and through contractions is analyzed. For subcritical flow over a hump, the water surface lowers; above a critical hump height the water surface rises upstream in a "damming" effect called afflux. Through contractions, depth decreases for subcritical flow and increases for supercritical flow if losses are negligible. (3)
3) Broad crested weirs and Venturi flumes, which rely on critical flow principles, are commonly
The document summarizes an experiment on determining the state of open channel flow. It includes the background, objectives to determine flow state, critical depth, and Reynolds and Froude numbers. The experimental setup used a flume and point gauge to measure depth upstream and downstream of a weir. Flow was found to be subcritical transitional at section 1 and supercritical transitional at section 2, based on calculated Reynolds and Froude numbers. The critical depth was also calculated.
This document provides an overview of gradually varied flow and water surface profiles in open channels. It discusses the following key points in 3 sentences:
Uniform flow can be considered a control as it relates depth to discharge. Gradually varied flow occurs when controls pull flow away from uniform conditions, resulting in a transition between the two states. The water surface profile classification is based on the channel slope and how the flow depth compares to the normal and critical depths.
This document provides an overview of open channel flow and hydraulic machinery. It discusses various types of channels and flows, including steady/unsteady, uniform/non-uniform, laminar/turbulent, and subcritical/critical/supercritical flows. It also covers velocity distribution, discharge calculation methods like Chezy's formula and Manning's equation, specific energy and specific energy curves, hydraulic jump, and gradually varied flow. The document concludes with discussing most economical channel sections and example problems.
Open channel confluences are where rivers and canals meet. They are complex with variable flow patterns that can cause flooding, scouring, and sediment accumulation. The document presents a conceptual model of a 90-degree asymmetrical confluence with rectangular channels to systematically study key parameters like discharge ratio. Laboratory experiments are conducted using measurement techniques like ADV and LSSPIV to analyze velocities and turbulence. Numerical modeling is also used to efficiently study parameters and provide additional data for validation. The overall aim is to improve understanding of confluence hydrodynamics to help address engineering issues.
Flow Equations for sluice gate.Introduces different flow equations to students which are widely utilized for the design of sluice gates connected to open channel.This tutorial will help to understand and articulate the basic flow equation utilized by designers all over the world.
- Open channel flow occurs in natural settings like rivers and streams as well as human-made channels. It is characterized by a free surface boundary.
- Flow can be uniform, gradually varied, or rapidly varied depending on changes in depth and velocity over distance. Uniform flow maintains constant depth and velocity.
- Important parameters include the Froude number, specific energy, and wave speed. Hydraulic jumps and critical flow occur when the Froude number is 1.
- Flow is controlled using underflow gates, overflow gates, and weirs. Measurement relies on critical flow assumptions at weirs.
Energy and momentum principles in open channel flowBinu Khadka
The document discusses principles of energy and momentum in open channel flow. It defines specific energy as the total energy of water at a cross-section, and critical depth as the depth corresponding to minimum specific energy for a given discharge. Critical flow occurs when the Froude number equals 1. For a rectangular channel, the critical depth can be calculated as a function of discharge. Flow can be subcritical or supercritical depending on whether the depth is more or less than critical depth. The concepts are applied to analyze flow over humps, through contractions, and over weirs.
1) The document discusses various equations and concepts in hydraulics including the continuity equation, Bernoulli's equation, conservation of momentum, uniform flow in open channels, and Manning's formula.
2) The continuity equation states that the mass of fluid passing per unit time through an area is equal to the product of the flow velocity and cross-sectional area.
3) Bernoulli's equation relates the total energy of flowing water through different cross-sections in terms of pressure, elevation, and velocity.
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.
The document discusses gradually varied flow in open channels. It covers the governing equations used to analyze flow profiles, methods for integrating the equations including analytical, graphical and numerical techniques, and flow classification including subcritical, supercritical and critical flows. It also addresses specific topics like flow in channels with non-linear alignments such as bends.
Fluid MechanicsLosses in pipes dynamics of viscous flowsMohsin Siddique
This document discusses fluid flow in pipes. It defines the Reynolds number and explains laminar and turbulent flow regimes. It also covers the Darcy-Weisbach equation for calculating head losses due to pipe friction. The friction factor is determined using Moody diagrams based on Reynolds number and relative pipe roughness. Examples are provided to calculate friction factor, head loss, and flow rate for different pipe flow conditions.
This document provides information about weirs and Parshall flumes. It discusses different types of weirs including sharp-crested weirs like rectangular and V-notch weirs, as well as broad-crested weirs. Formulas are provided for calculating flow rates over these structures. The document also introduces the Parshall flume, which can be used as an alternative to weirs for measuring flow rates while reducing head losses and sediment accumulation. Key features of the Parshall flume design and measurement principles are described.
It is very simple............................................................................................................................................................................................................................................ Just edit it and present it.
This document discusses gradually varied flow and water surface profiles. It contains 3 types of water surface profiles: mild slope profiles, steep slope profiles, and critical slope profiles. Each type has 3 sub-categories depending on the relationship between the normal depth, critical depth, and flow depth. The document also discusses computation methods for water surface profiles, including graphical integration, direct step method, and standard step method.
This document discusses open channel hydraulics and includes the following key points:
1. It defines open channel flow and distinguishes it from pipe flow, noting open channels have a free surface subject to atmospheric pressure.
2. It describes the fundamental equations of open channel flow including the continuity equation (conservation of mass), energy equation (conservation of energy), and momentum equation (conservation of momentum).
3. It outlines different types of open channel flow including uniform, gradually varied, rapidly varied, steady and unsteady flow and provides examples of where these occur.
This document discusses uniform flow in open channels. It defines an open channel as a stream that is not completely enclosed by solid boundaries and has a free surface exposed to atmospheric pressure. The document describes different types of open channels, types of flow, and geometric properties of channels. It also presents the Chezy and Manning formulas for calculating velocity and discharge under conditions of uniform flow in open channels.
OPEN CHANNEL FLOW AND HYDRAULIC MACHINERY
Open channel flow: Types of flows – Type of channels – Velocity distribution – Energy and momentum correction factors – Chezy’s, Manning’s; and Bazin formula for uniform flow – Most Economical sections. Critical flow: Specific energy-critical depth – computation of critical depth – critical sub-critical – super critical flows
Non-uniform flows –Dynamic equation for G.V.F., Mild, Critical, Steep, horizontal and adverse slopes-surface profiles-direct step method- Rapidly varied flow, hydraulic jump, energy dissipation
In this study the kinematic wave equation has been solved numerically using the modified Lax
explicit finite difference scheme (MLEFDS) and used for flood routing in a wide prismatic channel and a nonprismatic
channel. Two flood waves, one sinusoidal wave and one exponential wave, have been imposed at the
upstream boundary of the channel in which the flow is initially uniform. Six different schemes have been
introduced and used to compute the routing parameter, the wave celerity c. Two of these schemes are based on
constant depth and use constant celerity throughout the computation process. The rest of the schemes are based
on local depths and give celerity dependent on time and space. The effects of the routing parameter c on the
travel time of flood wave, the subsidence of the flood peak and the conservation flood flow volume have been
studied. The results seem to indicate that there is a minimal loss/gain of flow volume whatever the scheme is.
While it is confirmed that neither of the schemes is 100% volume conservative, it is found that the scheme
Kinematic Wave Model-2 (KWM-II) gives the most accurate result giving only 0.1% error in perspective of
volume conservation. The results obtained in this study are in good qualitative agreement with those obtained in
other similar studies.
This document provides definitions and concepts related to hydraulics engineering. It defines hydraulics as the study of water in motion or at rest. It then defines key terms like closed and open channels, free surface flow, pressurized flow, channel cross-section measurements, and classification of flows as steady/unsteady and uniform/non-uniform. Finally, it discusses specific energy, critical depth, alternate depths, subcritical and supercritical flows using specific energy diagrams.
This document provides information about gradually varied flow and rapidly varied flow in hydraulics. It discusses gradually varied flow, including definitions, equations, and classifications of profiles. It also briefly discusses rapidly varied flow and includes formulas and characteristics. The document contains an example problem involving a prismatic channel with three sections of varying slope, a sluice gate, and a horizontal transition. The problem involves determining flow conditions, critical depths, and water surface profiles for each section. The objectives are to analyze the problem, determine if the gate operates under free flow or submerged flow conditions, and calculate maximum transition length and head loss.
Characteristics of sharp weirs and the hydraulic jumpDickens Mimisa
This document summarizes experiments conducted on sharp crested weirs and the hydraulic jump. It includes an experiment on a V-notch weir that measured discharge rates and calculated coefficients. Graphs were plotted showing relationships between head and discharge. The experiment also examined a broad crested weir, measuring effects of width and step height on discharge coefficients. Procedures, results, and conclusions are discussed to analyze weir properties and flow characteristics.
Chapter 6 energy and momentum principlesBinu Karki
1) Open channel flow concepts such as specific energy, critical depth, Froude number, and their relationships are introduced. Critical depth corresponds to the minimum specific energy for a given discharge and occurs when the Froude number is 1. (2)
2) Flow over humps and through contractions is analyzed. For subcritical flow over a hump, the water surface lowers; above a critical hump height the water surface rises upstream in a "damming" effect called afflux. Through contractions, depth decreases for subcritical flow and increases for supercritical flow if losses are negligible. (3)
3) Broad crested weirs and Venturi flumes, which rely on critical flow principles, are commonly
The document summarizes an experiment on determining the state of open channel flow. It includes the background, objectives to determine flow state, critical depth, and Reynolds and Froude numbers. The experimental setup used a flume and point gauge to measure depth upstream and downstream of a weir. Flow was found to be subcritical transitional at section 1 and supercritical transitional at section 2, based on calculated Reynolds and Froude numbers. The critical depth was also calculated.
This document provides an overview of gradually varied flow and water surface profiles in open channels. It discusses the following key points in 3 sentences:
Uniform flow can be considered a control as it relates depth to discharge. Gradually varied flow occurs when controls pull flow away from uniform conditions, resulting in a transition between the two states. The water surface profile classification is based on the channel slope and how the flow depth compares to the normal and critical depths.
This document provides an overview of open channel flow and hydraulic machinery. It discusses various types of channels and flows, including steady/unsteady, uniform/non-uniform, laminar/turbulent, and subcritical/critical/supercritical flows. It also covers velocity distribution, discharge calculation methods like Chezy's formula and Manning's equation, specific energy and specific energy curves, hydraulic jump, and gradually varied flow. The document concludes with discussing most economical channel sections and example problems.
Open channel confluences are where rivers and canals meet. They are complex with variable flow patterns that can cause flooding, scouring, and sediment accumulation. The document presents a conceptual model of a 90-degree asymmetrical confluence with rectangular channels to systematically study key parameters like discharge ratio. Laboratory experiments are conducted using measurement techniques like ADV and LSSPIV to analyze velocities and turbulence. Numerical modeling is also used to efficiently study parameters and provide additional data for validation. The overall aim is to improve understanding of confluence hydrodynamics to help address engineering issues.
Flow Equations for sluice gate.Introduces different flow equations to students which are widely utilized for the design of sluice gates connected to open channel.This tutorial will help to understand and articulate the basic flow equation utilized by designers all over the world.
This document discusses methods for estimating peak or flood discharge in rivers. It describes 6 main approaches: 1) Using physical conditions from past floods, 2) Flood discharge formulae based on catchment area, 3) Flood frequency studies using probability concepts, 4) The unit hydrograph method, 5) The rational formula, and 6) The modified rational formula which includes a storage coefficient. Examples are provided for each method to illustrate how to estimate peak discharge values.
The document describes various parameters used to characterize the morphology and relief of a watershed. It provides the values for these parameters calculated for a specific watershed being analyzed. The key parameters described and their values for the watershed include:
1) The watershed area is 418.06 km2.
2) The average slope of the watershed is 3.07%, characterized as a gentle to moderately steep slope.
3) The altitude range of the watershed is 1359.01 meters, characterized by significant relief.
4) The hypsometric curve was constructed, showing that 2260 meters is the median altitude of the watershed.
Overbank Flow Condition in a River SectionIDES Editor
When the flows in natural or man made channel
sections exceed the main channel depth, the adjoining
floodplains become inundated and carry part of the river
discharge. Due to different hydraulic conditions prevailing in
the river and floodplain of a compound channel, the mean
velocity in the main channel and in the floodplain are different.
This leads to the transfer of momentum between the main
channel water and that of the floodplain making the flow
structure more complex. Results of some experiments
concerning the overbank flow distribution in a compound
channel are presented. Flow sharing in river channels is
strongly dependant on the interaction between flow in the
main channel and that in the floodplain. The influence of the
geometry on velocity and flow distribution and different
functional relationships are obtained. Dimensionless
parameters are used to form equations representing the over
bank flow sharing in the subsections. The equations agree
well with experimental discharge data and other published
data. Using the proposed method, the error between the
measured and calculated discharge distribution for the a
compound sections is found to be the minimum when compared
with that using other investigators.
This document discusses various methods for measuring water flow. It begins by explaining why water measurement is important for determining irrigation amounts, field experiments, well testing, and planning conservation measures. Common units of measurement are then outlined for both stationary and flowing water. The fundamental equations of continuity and Bernoulli's principle are described. Methods for measuring open channel flow include indirect methods like float methods, current meters, dilution techniques, electromagnetic, and ultrasonic methods. Direct methods involve structures like orifices, weirs, flumes, and the slope-area method. Orifices and flow through large orifices are then explained in detail.
The document provides an introduction to open channel flow. It defines open channel flow and distinguishes it from pipe flow. Open channels are exposed to atmospheric pressure and have a cross-sectional area that varies depending on flow parameters, while pipe flow is enclosed and has a constant cross-sectional area. The document discusses different types of channel flows including steady/unsteady and uniform/non-uniform flow. It also defines geometric elements of open channel sections such as depth, width, wetted perimeter, and hydraulic radius. Critical depth is introduced as the depth where specific energy is minimum. Specific energy, defined as the total energy per unit weight of flow above the channel bottom, is also summarized.
This document discusses open channel flow equations and concepts. It introduces the continuity equation, energy equation, and Manning's equation for calculating velocity in uniform open channel flow. It provides sample calculations using Manning's equation and discusses computing a weighted Manning's coefficient for channels with varying roughness.
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.
This document evaluates methods for estimating the time of concentration (Tc), which is the time for water to travel from the most remote point in a watershed to the outlet, in order to determine peak runoff flows from small basins. It compares the NRCS segmental method, which divides flow into sheet flow, shallow concentrated flow, and open channel flow, to empirical Tc equations. Graphs show boundaries for Tc for varying basin slopes and percent impervious surfaces. Tables normalize coefficients like runoff curve number (CN), Rational C value, Manning's n, and the Kirpich Tc adjustment factor according to percent imperviousness to help establish commonly used Tc values in watershed modeling.
This document contains lecture notes on open channel hydraulics. It discusses various topics including classifications of open channel flow, basic principles of hydraulics applied to open channels, flow computation formulas, gradually and rapidly varied flow, unsteady flow, sediment transport, and channel geometry. The objectives of the course are to present principles of hydraulics and apply them to problems in civil, hydraulic, and irrigation engineering. After completing the course, students should understand how to apply hydraulic principles and be able to perform uniform and non-uniform, steady and unsteady flow computations in engineering problems.
The document discusses morphometric analysis of drainage basins. It describes how drainage basins can be analyzed based on their linear, aerial, and relief aspects. Linear aspects include stream order, length, and bifurcation ratio. Aerial aspects include basin area, shape, and drainage density. Relief aspects examine the relationship between area, altitude, and slope. Morphometric analysis of drainage basin parameters provides insight into the physical characteristics and evolution of the landforms.
The document summarizes an analysis of an ozone contactor tank using computational fluid dynamics (CFD) modeling. The team's objectives were to develop a 3D two-phase CFD model of the tank to analyze flow characteristics, maximize contact time, and compare simulations to tracer test results. They modeled different air flow rates and observed their effects on phase distribution, velocity profiles, and particle residence times. The CFD model provided insight into improving mixing and reducing dead zones to enhance disinfection performance.
This document provides a 3-paragraph summary of a course on hydraulics:
The course is titled "Hydraulics II" with course number CEng2152. It is a 5 ECTS credit degree program course focusing on open channel flow. Open channel flow occurs when water flows with a free surface exposed to the atmosphere, such as in rivers, culverts and spillways. Engineering structures for open channel flow are designed and analyzed using open channel hydraulics.
The document covers different types of open channel flow including steady and unsteady, uniform and non-uniform flow. It also discusses the geometric elements of open channel cross-sections including depth, width, area and hydraulic radius. Uniform flow
Pseudoperiodic waveguides with selection of spatial harmonics and modesVictor Solntsev
A principle of selection of modes and their spatial harmonics in periodic waveguides and, in particular, in spatially developed slowing systems for multibeam traveling-wave tubes (TWTs) is elaborated. The essence of the principle is in the following: varying along the length of the system its period and at least one more parameter that determines the phase shift per period, one can provide constant phase velocity of one spatial harmonic and destroy other spatial harmonics, i.e., reduce their amplitudes substantially. In this case, variations of the period may be significant, and the slowing system becomes nonuniform, or pseudoperiodic; namely, one of the spatial harmonics remains the same as in the initial periodic structure. Relationships are derived for the amplitudes of the spatial-wave harmonics, interaction coefficient, and coupling impedance of the pseudoperiodic system. The possibility of the mode selection in pseudoperiodic slowing systems when the synchronism condition is satisfied for the spatial harmonic of one mode is investigated. The efficiency of suppressing spurious spatial harmonics and modes for linear and abrupt variation of spacing is estimated. The elaborated principle of selection of spatial harmonics and modes is illustrated by an example of a two-section helical-waveguide slowing system.
This document provides sample problems for computational fluid dynamics (CFD) simulations in Abaqus/CFD, including:
1. Oscillatory laminar plane Poiseuille flow in a channel to validate velocity profiles against an analytical solution.
2. Shear-driven cavity flows of different shapes to compare velocity profiles to literature results.
3. Buoyancy-driven flows in square and cubical cavities with differential heating to validate temperature and velocity fields.
4. Turbulent flow in a rectangular channel using the Spalart-Allmaras turbulence model validated against DNS and experiments.
5. Unsteady laminar flow over a circular cylinder to simulate vortex shedding and
DETERMINACIÓN EXPERIMENTAL DE ONDAS SUPERFICIALES EN EL AGUA A TRAVES DE LA C...Daniel A. Lopez Ch.
This document summarizes an experiment to determine the propagation speed of surface waves in water using a wave tank. The experiment measured the frequency, period, and wavelength of waves at different frequencies. The measured propagation speed was 0.211 m/s, with a 1.4% error compared to the theoretical value. A graph of wavelength versus period was also linear, yielding a propagation speed of 0.1843 m/s with a 12.79% error. The results provide an experimental understanding of surface wave properties and speed in water.
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.
The document provides information about the unit II of the course CE6303 - Mechanics of Fluids. It includes topics like fluid statics and kinematics, Pascal's law, hydrostatic equation, buoyancy, meta centre, pressure measurement, fluid mass under relative equilibrium, fluid kinematics, stream, streak and path lines, classification of flows, continuity equation, stream and potential functions, flow nets, and velocity measurement techniques. It also lists 2 marks and 16 marks questions with answers related to these topics at the end.
This document provides short questions and answers related to gas dynamics and jet propulsion for a 6th semester mechanical engineering course. It covers topics like basic concepts of compressible flow, stagnation properties, flow through nozzles and diffusers, and flow through ducts. The questions define key terms, derive important equations, and ask students to analyze example problems involving isentropic flow of air through nozzles and ducts. The document aims to test students' understanding of fundamental compressible flow concepts and their ability to apply equations of compressible flow to practical problems.
This document provides instructions on installing Quantum GIS (QGIS) software on Windows systems. It explains that QGIS downloads are available from the QGIS website and include both long term and latest releases in 32-bit and 64-bit versions. The document also gives a brief overview of additional geospatial analysis applications that can be installed with QGIS like SAGA and GRASS for advanced geoprocessing tasks. It notes that SAGA and GRASS algorithms can be run from within QGIS once those applications are properly installed and configured. Finally, it states that QGIS is an intuitive program and one of the most popular free and open-source GIS software options for learning about geographic data processing.
El documento presenta un tutorial de Quantum GIS para realizar un análisis de zonas inundables. Explica cómo unir una tabla de atributos de uso de suelo con los datos espaciales correspondientes, disolver los polígonos para agruparlos por categoría de uso y calcular el área de cada categoría. Luego, muestra cómo seleccionar solo las áreas residenciales, intersectarlas con la capa de zonas inundables para identificar viviendas en riesgo y calcular el área y número de hogares afectados. Finalmente, propone un aná
This document provides a tutorial for using QGIS to analyze geospatial raster data. It demonstrates how to:
1) Interpolate soil pH point sample data to create a raster layer showing pH distribution across a farm field. Contour lines are then generated from the raster to identify high and low pH areas requiring treatment.
2) Analyze customer point data to identify high density areas and calculate customer spending densities, in order to determine optimal locations for a new coffee shop considering proximity to competitors and customer traffic patterns.
3) Overlay the different analyses to identify areas over 3.3 miles from existing stores that have high customer spending densities, as potential sites for a new coffee shop. The tutorial shows how spatial analysis
Este documento discute los métodos dinámicos y estadísticos para reducir la escala de los modelos climáticos globales y aplicarlos al clima regional, la variabilidad climática y el cambio climático. Explica los elementos del sistema climático, incluido el clima, la variabilidad climática y el cambio climático. También describe los escenarios climáticos regionales, los métodos de reducción de escala dinámica y estadística, y las aplicaciones de estos métodos al tiempo atmosférico y clima regional
Este documento analiza la variabilidad climática y posibles escenarios de cambio climático futuro en la cuenca del río Cauto en Cuba. Los autores utilizaron datos meteorológicos de 1961 a 2010 de nueve estaciones para diagnosticar la variabilidad climática en dos períodos. Luego usaron salidas de modelos climáticos para proyectar el clima futuro bajo dos escenarios hasta 2100. Encontraron que la temperatura media aumentó 0.3°C en 1991-2010 y que ambos escenarios proyectan mayores aumentos de temperatura, con valores más
Capítulo 3 2 variabilidad climática y teleconexionesWalter Bardales
Este documento presenta una revisión bibliográfica sobre la variabilidad climática, teleconexiones y cambio climático en el estado de Veracruz, México. Explica que el clima varía en diferentes escalas de tiempo, desde estacional hasta milenios, y que la variabilidad climática se refiere a cambios en las condiciones climáticas promedio con el tiempo. También describe algunos patrones climáticos estacionales clave en Veracruz, como las lluvias invernales, lluvias de verano y la sequía de mediados de
El documento habla sobre la selección de puntos de aforo, el monitoreo de la calidad del agua en Japón y Guatemala, y la morfología fluvial en varias regiones de Guatemala, incluyendo la medición del caudal en nacimientos de ríos en los departamentos de Quetzaltenango, Suchitepéquez e Ilom. El documento proporciona información sobre el monitoreo y medición de cuerpos de agua en diferentes lugares.
Levelised Cost of Hydrogen (LCOH) Calculator ManualMassimo Talia
The aim of this manual is to explain the
methodology behind the Levelized Cost of
Hydrogen (LCOH) calculator. Moreover, this
manual also demonstrates how the calculator
can be used for estimating the expenses associated with hydrogen production in Europe
using low-temperature electrolysis considering different sources of electricity
Impartiality as per ISO /IEC 17025:2017 StandardMuhammadJazib15
This document provides basic guidelines for imparitallity requirement of ISO 17025. It defines in detial how it is met and wiudhwdih jdhsjdhwudjwkdbjwkdddddddddddkkkkkkkkkkkkkkkkkkkkkkkwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwioiiiiiiiiiiiii uwwwwwwwwwwwwwwwwhe wiqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqq gbbbbbbbbbbbbb owdjjjjjjjjjjjjjjjjjjjj widhi owqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqq uwdhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhwqiiiiiiiiiiiiiiiiiiiiiiiiiiiiw0pooooojjjjjjjjjjjjjjjjjjjjjjjjjjjjjjjjjjjjjjjjjjjjjjjjjjjjjj whhhhhhhhhhh wheeeeeeee wihieiiiiii wihe
e qqqqqqqqqqeuwiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiqw dddddddddd cccccccccccccccv s w c r
cdf cb bicbsad ishd d qwkbdwiur e wetwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwww w
dddddddddddddddddddddddddddddddddddddddddddddddddddddddddddddddddddddddddddddddddddddddddddddddddddddddddddfffffffffffffffffffffffffffffffffffffffffffffffffffffffffffffffffffffffffffffffffffffffffffffffffffffffffffffffffffffffffffffffffffffffffffffffffffffffffffffffffffffffffffffffffffffffffffffffffffffffffffffffffffffw
uuuuhhhhhhhhhhhhhhhhhhhhhhhhe qiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiii iqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqq eeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeee qqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqccccccccccccccccccccccccccccccccccccccccccccccccccccccccccccc ccccccccccccccccccccccccccccccccccc bbbbbbbbbbbbbbbbbbbbbbbbbbbbbbbbbbbbbbbbbbbbbbbbbbbbbbbbbbbbbbbbbbbbbbbbbbbbbbbbu uuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuum
m
m mmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmm m i
g i dijsd sjdnsjd ndjajsdnnsa adjdnawddddddddddddd uw
Open Channel Flow: fluid flow with a free surfaceIndrajeet sahu
Open Channel Flow: This topic focuses on fluid flow with a free surface, such as in rivers, canals, and drainage ditches. Key concepts include the classification of flow types (steady vs. unsteady, uniform vs. non-uniform), hydraulic radius, flow resistance, Manning's equation, critical flow conditions, and energy and momentum principles. It also covers flow measurement techniques, gradually varied flow analysis, and the design of open channels. Understanding these principles is vital for effective water resource management and engineering applications.
Prediction of Electrical Energy Efficiency Using Information on Consumer's Ac...PriyankaKilaniya
Energy efficiency has been important since the latter part of the last century. The main object of this survey is to determine the energy efficiency knowledge among consumers. Two separate districts in Bangladesh are selected to conduct the survey on households and showrooms about the energy and seller also. The survey uses the data to find some regression equations from which it is easy to predict energy efficiency knowledge. The data is analyzed and calculated based on five important criteria. The initial target was to find some factors that help predict a person's energy efficiency knowledge. From the survey, it is found that the energy efficiency awareness among the people of our country is very low. Relationships between household energy use behaviors are estimated using a unique dataset of about 40 households and 20 showrooms in Bangladesh's Chapainawabganj and Bagerhat districts. Knowledge of energy consumption and energy efficiency technology options is found to be associated with household use of energy conservation practices. Household characteristics also influence household energy use behavior. Younger household cohorts are more likely to adopt energy-efficient technologies and energy conservation practices and place primary importance on energy saving for environmental reasons. Education also influences attitudes toward energy conservation in Bangladesh. Low-education households indicate they primarily save electricity for the environment while high-education households indicate they are motivated by environmental concerns.
Blood finder application project report (1).pdfKamal Acharya
Blood Finder is an emergency time app where a user can search for the blood banks as
well as the registered blood donors around Mumbai. This application also provide an
opportunity for the user of this application to become a registered donor for this user have
to enroll for the donor request from the application itself. If the admin wish to make user
a registered donor, with some of the formalities with the organization it can be done.
Specialization of this application is that the user will not have to register on sign-in for
searching the blood banks and blood donors it can be just done by installing the
application to the mobile.
The purpose of making this application is to save the user’s time for searching blood of
needed blood group during the time of the emergency.
This is an android application developed in Java and XML with the connectivity of
SQLite database. This application will provide most of basic functionality required for an
emergency time application. All the details of Blood banks and Blood donors are stored
in the database i.e. SQLite.
This application allowed the user to get all the information regarding blood banks and
blood donors such as Name, Number, Address, Blood Group, rather than searching it on
the different websites and wasting the precious time. This application is effective and
user friendly.
DEEP LEARNING FOR SMART GRID INTRUSION DETECTION: A HYBRID CNN-LSTM-BASED MODELijaia
As digital technology becomes more deeply embedded in power systems, protecting the communication
networks of Smart Grids (SG) has emerged as a critical concern. Distributed Network Protocol 3 (DNP3)
represents a multi-tiered application layer protocol extensively utilized in Supervisory Control and Data
Acquisition (SCADA)-based smart grids to facilitate real-time data gathering and control functionalities.
Robust Intrusion Detection Systems (IDS) are necessary for early threat detection and mitigation because
of the interconnection of these networks, which makes them vulnerable to a variety of cyberattacks. To
solve this issue, this paper develops a hybrid Deep Learning (DL) model specifically designed for intrusion
detection in smart grids. The proposed approach is a combination of the Convolutional Neural Network
(CNN) and the Long-Short-Term Memory algorithms (LSTM). We employed a recent intrusion detection
dataset (DNP3), which focuses on unauthorized commands and Denial of Service (DoS) cyberattacks, to
train and test our model. The results of our experiments show that our CNN-LSTM method is much better
at finding smart grid intrusions than other deep learning algorithms used for classification. In addition,
our proposed approach improves accuracy, precision, recall, and F1 score, achieving a high detection
accuracy rate of 99.50%.
Build the Next Generation of Apps with the Einstein 1 Platform.
Rejoignez Philippe Ozil pour une session de workshops qui vous guidera à travers les détails de la plateforme Einstein 1, l'importance des données pour la création d'applications d'intelligence artificielle et les différents outils et technologies que Salesforce propose pour vous apporter tous les bénéfices de l'IA.
Null Bangalore | Pentesters Approach to AWS IAMDivyanshu
#Abstract:
- Learn more about the real-world methods for auditing AWS IAM (Identity and Access Management) as a pentester. So let us proceed with a brief discussion of IAM as well as some typical misconfigurations and their potential exploits in order to reinforce the understanding of IAM security best practices.
- Gain actionable insights into AWS IAM policies and roles, using hands on approach.
#Prerequisites:
- Basic understanding of AWS services and architecture
- Familiarity with cloud security concepts
- Experience using the AWS Management Console or AWS CLI.
- For hands on lab create account on [killercoda.com](https://killercoda.com/cloudsecurity-scenario/)
# Scenario Covered:
- Basics of IAM in AWS
- Implementing IAM Policies with Least Privilege to Manage S3 Bucket
- Objective: Create an S3 bucket with least privilege IAM policy and validate access.
- Steps:
- Create S3 bucket.
- Attach least privilege policy to IAM user.
- Validate access.
- Exploiting IAM PassRole Misconfiguration
-Allows a user to pass a specific IAM role to an AWS service (ec2), typically used for service access delegation. Then exploit PassRole Misconfiguration granting unauthorized access to sensitive resources.
- Objective: Demonstrate how a PassRole misconfiguration can grant unauthorized access.
- Steps:
- Allow user to pass IAM role to EC2.
- Exploit misconfiguration for unauthorized access.
- Access sensitive resources.
- Exploiting IAM AssumeRole Misconfiguration with Overly Permissive Role
- An overly permissive IAM role configuration can lead to privilege escalation by creating a role with administrative privileges and allow a user to assume this role.
- Objective: Show how overly permissive IAM roles can lead to privilege escalation.
- Steps:
- Create role with administrative privileges.
- Allow user to assume the role.
- Perform administrative actions.
- Differentiation between PassRole vs AssumeRole
Try at [killercoda.com](https://killercoda.com/cloudsecurity-scenario/)
Tools & Techniques for Commissioning and Maintaining PV Systems W-Animations ...Transcat
Join us for this solutions-based webinar on the tools and techniques for commissioning and maintaining PV Systems. In this session, we'll review the process of building and maintaining a solar array, starting with installation and commissioning, then reviewing operations and maintenance of the system. This course will review insulation resistance testing, I-V curve testing, earth-bond continuity, ground resistance testing, performance tests, visual inspections, ground and arc fault testing procedures, and power quality analysis.
Fluke Solar Application Specialist Will White is presenting on this engaging topic:
Will has worked in the renewable energy industry since 2005, first as an installer for a small east coast solar integrator before adding sales, design, and project management to his skillset. In 2022, Will joined Fluke as a solar application specialist, where he supports their renewable energy testing equipment like IV-curve tracers, electrical meters, and thermal imaging cameras. Experienced in wind power, solar thermal, energy storage, and all scales of PV, Will has primarily focused on residential and small commercial systems. He is passionate about implementing high-quality, code-compliant installation techniques.
Tools & Techniques for Commissioning and Maintaining PV Systems W-Animations ...
Tutorial 10 qgis_3.4_fiusac
1. Tutorial Quantum GIS, 3.4.4
1
Taller de Sistemas de Información Geográfica - Ingeniería Ambiental - Facultad de Ingeniería - USAC
Universidad de San Carlos de
Guatemala
Facultad de Ingeniería
Escuela de Química
Carrera de Ingeniería Ambiental
Estudio de caso
9: Análisis
morfométrico de
cuencas
2. Tutorial Quantum GIS, 3.4.4
2
Taller de Sistemas de Información Geográfica - Ingeniería Ambiental - Facultad de Ingeniería - USAC
Estudio de caso 9: Análisis morfométrico de cuencas usando
SAGA
Características morfológicas o morfométricas de la cuenca
Según Aparicio (2005), las características morfológicas o morfométricas se
clasifican en dos tipos: las que condicionan el volumen de escurrimiento, como el
área de la cuenca y el tipo de suelo, y las que condicionan la velocidad de respuesta,
como son el orden de corrientes, pendiente de la cuenca y los cauces, etc.
La cantidad de índices o características morfométricas a calcular está en
función de la metodología a emplear para calcular el caudal máximo. Sin embargo,
el estudio debe contemplar como mínimo los siguientes:
Área de la cuenca (Ak)
El área de la cuenca consiste en aquella que se encuentra encerrada dentro
del parteaguas delimitado por los puntos más altos de la cuenca, estará dada en
Kilómetros cuadrados.
Perímetro de la cuenca
Consiste en la longitud del parteaguas que rodea la cuenca, este parámetro
se dará en kilómetros.
Identificación y longitud del cauce principal (Lc)
Se le llama cauce principal a aquel que pasa por la salida o punto de control
de la cuenca, generalmente tiene su origen en un manantial que se ubica en la parte
alta. Este se determina mediante un análisis espacial utilizando un sistema de
información geográfica, el cual, se calcula con la rejilla (raster) de dirección de flujo
y el flujo acumulado, determinando el cauce más largo dentro de una cuenca o sub-
cuenca. La información estará dada en kilómetros.
Forma de la cuenca
La forma de la cuenca está relacionada con la rapidez con la cual la cuenca
drena la escorrentía superficial producto de los eventos de precipitación o lluvia, a
su vez esto se encuentra relacionado con el tiempo de concentración de la cuenca.
La forma de la cuenca, se puede determinar por medio de índices, los cuales
establecen cuan circular es; mientras más se acerque la forma de la cuenca a un
círculo mayor será su capacidad de drenaje dado que la escorrentía superficial
llegará más rápidamente hacia el punto de control o de salida de la cuenca, dando
como resultado, caudales mayores si se comparan con los de una cuenca de igual
área, pero cuya forma sea más alargada.
3. Tutorial Quantum GIS, 3.4.4
3
Taller de Sistemas de Información Geográfica - Ingeniería Ambiental - Facultad de Ingeniería - USAC
Los coeficientes a utilizar para determinar la forma de la cuenca serán: La
relación de forma, la relación circular y el índice de compacidad.
a. Relación de forma (Rf)
Horton definió la relación de forma, como la relación entre el área de la
cuenca y el cuadrado de la longitud del cauce principal se determina por medio de
la siguiente ecuación:
𝑅𝑓 =
𝐴𝑘
𝐿𝑐
2 Ec. 1
Donde:
Ak = Área de la cuenca (Km^2)
Lc = Longitud del cauce principal (Km)
Dependiendo de los valores de la relación o coeficiente de forma la cuenca puede
clasificarse según se muestra en el cuadro 2.
Tabla 4
Clasificación de la forma de la cuenca en función del coeficiente.
Rf Forma
0.73 Circular
1.00 Cuadrada con salida en el punto medio de los lados
0.50 Cuadrada con salida en una esquina
0.40 < Rf < 0.50 Ovalada
Rf < 0.30 Cuenca alargada
Fuente: Herrera, I. (1995). Manual de hidrología. Facultad de Agronomía, Universidad de San Carlos
de Guatemala. Guatemala.
b. Relación circular (Rc)
Es el cociente del área de la cuenca entre el área de un círculo cuyo perímetro
sea igual al de la misma; si el valor del coeficiente es cercano a uno la forma de la
cuenca es circular y si su valor es 0.785 se dice que la cuenca tiene una forma
cuadrada. Esta relación se expresa de la siguiente forma:
𝑅𝑐 =
𝐴𝑘
𝐴𝑐
=
4∙𝜋∙𝐴𝑘
𝑃2 Ec. 2
Donde:
Ak = Área de la cuenca (Km^2)
Ac = Área de un círculo de perímetro igual al de la cuenca (Km^2)
P = perímetro de la cuenca (Km)
4. Tutorial Quantum GIS, 3.4.4
4
Taller de Sistemas de Información Geográfica - Ingeniería Ambiental - Facultad de Ingeniería - USAC
c. Índice de compacidad o de Gravelius (Kc)
Es la relación entre el perímetro de la cuenca y el perímetro de un círculo con
igual área que la de la cuenca. La clasificación de la forma de la cuenca de acuerdo
a este índice se muestra en el siguiente cuadro, el índice puede tener además
valores en el orden de 3 cuando se trata de cuencas muy alargadas.
Tabla 5
Forma de la cuenca de acuerdo al índice de compacidad.
Kc Forma
Kc 1.00 Circular
1.00 < Kc < 1.25 Casi redonda a oval redonda
1.25 < Kc < 1.50 Oval redonda a oval oblonga
1.50 < Kc < 1.75 Oval oblonga a rectangular
Fuente: Herrera, I. (1995). Manual de hidrología. Facultad de Agronomía, Universidad de San Carlos
de Guatemala. Guatemala.
La expresión para determinar el valor del índice de compacidad de una cuenca es
la siguiente:
𝐾𝑐 =
𝑃𝑘
𝑃𝑐
=
𝑃𝑘
√2∙𝜋∙𝐴𝑘
Ec. 3
Donde:
Pk = perímetro de la cuenca (Km)
Ak = área de la cuenca (Km^2)
Pc = perímetro de un círculo con un área igual al área de la cuenca (Km)
Identificación de cauces
Se deberá identificar los cauces permanentes, intermitentes y efímeros, así
como, la cantidad correspondiente a cada tipo de cauce identificado. Según Herrera
(1995), los cauces permanentes son aquellos que conducen agua todo el tiempo
(Tienen aporte de las aguas subterráneas y están conectados con los acuíferos),
los intermitentes aquellos que lo hacen durante determinado tiempo (Durante la
época lluviosa debido a que el nivel freático sube) y los efímeros (Aquellos que
conducen agua inmediatamente después de eventos de lluvia).
Orden de las corrientes (u)
El orden de las corrientes determina cuán ramificados son los cauces de una
cuenca, para determinar el orden de la cuenca en estudio se deberá utilizar el
método de Horton - Strahler por ser uno de los más utilizados en Guatemala y
presentar mayor facilidad respecto a otras metodologías.
5. Tutorial Quantum GIS, 3.4.4
5
Taller de Sistemas de Información Geográfica - Ingeniería Ambiental - Facultad de Ingeniería - USAC
Según Ven Te Chow (1994), el método funciona de la siguiente forma: a los
cauces que no tienen tributarios se les asigna un orden de corriente uno
(generalmente, es un cauce efímero), cuando dos cauces de orden 1 se unen
forman un cauce de orden 2 aguas debajo de la unión (generalmente, son cauces
intermitentes); en general, cuando dos canales de orden i se unen, resulta un canal
de orden i + 1. Cuando un canal de orden bajo se une con un canal de orden mayor,
el canal resultante hacia aguas abajo retiene el mayor de los dos órdenes. El orden
de la cuenca de drenaje es el mismo del río a su salida, el mayor orden en la cuenca.
Para la cuenca, sub-cuenca o microcuenca en estudio se indicará en un
cuadro resumen el orden de la corriente principal, la cantidad de cauces
correspondientes a cada orden (Nu), para cada orden de corrientes se presentará
la longitud total (Lu) en kilómetros, la cual se obtendrá sumando la longitud de todas
las corrientes de igual orden.
Longitud media de corrientes (𝑳𝒖
̅̅̅̅)
La longitud media de corrientes es aquella longitud que en promedio tienen
las corrientes dependiendo de su orden. Se obtendrá dividiendo la longitud total de
corrientes de determinado orden entre la cantidad de corrientes; la expresión con la
que se determinó su valor es la siguiente:
𝐿𝑢
̅̅̅
̅ =
∑ 𝐿𝑢𝑖
𝑁𝑢
Ec. 4
Donde:
Lu = Longitud de corriente (Km)
Nu = Número de corrientes de orden u (adimensional)
Longitud acumulada de corrientes
Es la longitud que se obtuvo al sumar todas las longitudes de los diferentes
órdenes de corrientes, también puede obtenerse como se muestra en la siguiente
expresión:
𝐿𝑎 = ∑ 𝐿𝑢
̅̅̅
̅ ∗ 𝑁𝑢 Ec. 5
Donde:
𝐿𝑢
̅̅
̅̅ = Longitud media de corriente (Km)
Nu = Número de orden de corriente (adimensional)
Radio de bifurcación medio (Rb)
6. Tutorial Quantum GIS, 3.4.4
6
Taller de Sistemas de Información Geográfica - Ingeniería Ambiental - Facultad de Ingeniería - USAC
Es la relación entre el número de corrientes de un orden dado (u) y el del
orden superior siguiente (u+1), la ecuación para determinar el radio de bifurcación
entre órdenes de corrientes es la siguiente:
𝑅𝑏𝑖 =
𝑁𝑢
𝑁(𝑢+1)
Ec. 6
Donde:
Nu = Número de corrientes de orden u (adimensional)
N (u+1) = Número de corrientes de orden superior (adimensional)
Al promedio de radio de bifurcación se le denomina radio de bifurcación
medio y se calculó con la siguiente expresión:
𝑅𝑏 =
∑ 𝑅𝑏𝑖
𝑛
Ec. 7
Radio de Longitud media (𝑹𝑰
̅̅
̅̅)
Es el promedio de la relación entre la longitud de corrientes de orden superior
(u) y la de orden inferior (u-1), la ecuación con la que se determinó, es la siguiente:
𝑅𝑙
̅̅̅ =
∑
𝐿𝑢
𝐿(𝑢−1)
𝑛
Ec. 8
Donde:
Lu = Longitud de corriente (Km)
L (u-1) = Longitud de corriente de orden inferior (Km)
Frecuencia o densidad de corrientes (Fc)
Es la cantidad de corrientes o cauces que existen en la cuenca por unidad de
área, en el caso de la cuenca en estudio se utilizará como unidad de área el
kilómetro cuadrado.
Herrara (1995) indica que una cuenca con densidad de corrientes mayor
tendrá una respuesta rápida ante eventos de lluvia debido a que por tener mayor
concentración de cauces por unidad de área, la escorrentía superficial llegará más
rápido al punto de control y por lo tanto tendrá caudales pico o de crecida mayores
que si dicha cuenca tuviera una densidad de corrientes.
Densidad de drenaje (D)
7. Tutorial Quantum GIS, 3.4.4
7
Taller de Sistemas de Información Geográfica - Ingeniería Ambiental - Facultad de Ingeniería - USAC
Son los kilómetros de cauce o corriente que hay en la cuenca por unidad de
área; al igual que la densidad de corrientes, las cuencas con densidad de drenaje
bajas tendrán caudales de crecida menores si se comparan con cuencas similares;
pero con mayor densidad de drenaje. La ecuación que se utilizara para calcular la
densidad de drenaje de una cuenca es la siguiente:
𝐷 =
𝐿𝑎
𝐴𝑘
Ec. 9
Donde:
La = Longitud acumulada de corrientes (Km)
Ak = Área de la cuenca (Km^2)
Pendiente media de la cuenca
Es la pendiente que en promedio la superficie de la cuenca tiene, de acuerdo
a la pendiente media de la cuenca el terreno se clasificará con la tabla 6.
𝑃𝑚 =
𝐷∗∑ 𝐿𝑐𝑛
𝑛
𝑖=1
𝐴𝑘
∗ 100 Ec. 10
Donde:
Pm = Pendiente media de la cuenca (%)
Ak = Área de la cuenca (Km^2)
D = Intervalo de las curvas de nivel en (Km)
Lcn =Longitud de las curvas de nivel en la cuenca (Km)
Tabla 6
Clasificación de la pendiente en las cuencas hidrográficas.
Pendiente (%) Tipo de terreno
2 Plano
5 Suave
10 Accidentado medio
15 Accidentado
25 Fuertemente accidentado
50 Escarpado
> 50 Muy escarpado
Fuente: Herrera, I. (1995). Manual de hidrología. Facultad de Agronomía, Universidad de San Carlos
de Guatemala. Guatemala.
Pendiente media del cauce principal (Scp)
Por medio de sistemas de información geográfica, se calculará la pendiente
existente entre tramos uniformes del cauce principal de la cuenca, posterior a ello
se calculará el promedio de las pendientes entre tramos dando como resultado una
pendiente media del cauce principal. También, se deberá de realizar el perfil
8. Tutorial Quantum GIS, 3.4.4
8
Taller de Sistemas de Información Geográfica - Ingeniería Ambiental - Facultad de Ingeniería - USAC
hidráulico del cauce principal, este perfil sirve para identificar procesos de erosión,
transporte y deposición de material.
𝑆𝑐 =
𝐻𝑚𝑎𝑥−𝐻𝑚𝑖𝑛
𝐿𝑐
∗ 100 Ec. 11
Donde:
Sc = Pendiente medio del cauce principal (%)
Lc = Longitud del cauce principal (Km)
Hmax = Elevación máxima del cauce principal (Km)
Hmin = Elevación mínima del cauce principal (Km)
Elevación máxima, media y mínima de la cuenca
Se trata de las principales alturas en la cuenca, para la cuenca en estudio las
alturas mínima y máxima se deberán relacionar con el perfil del cauce principal del
inciso previo. La altura media de la cuenca representa la elevación en la cual el área
aguas arriba de dicho punto es la misma área que la que se ubica aguas abajo (50
% del área de la cuenca).
Para poder obtener la elevación máxima, media y mínima de la cuenca, se
recomienda realizar un análisis de frecuencias altimétricas, en donde en el eje de
ordenadas se coloque las clases de la elevación y en el eje de las abscisas el
porcentaje del área que estas ocupan.
Curva hipsométrica
La curva hipsométrica representa el porcentaje de área de la cuenca que se
ubica aguas arriba de cada altura o elevación. La curva hipsométrica también es de
utilidad para determinar el valor de la altura media del inciso anterior a traves de la
mediana, al ubicar la coordenada vertical correspondiente al 50 % del área. Otra de
sus funciones es también determinar el comportamiento del cauce en cuanto a la
deposición de sedimentos y la erosión de la cuenca; como se observa en la
siguiente figura donde se clasifica el comportamiento de la cuenca en función de la
forma de la curva (Cuencas jóvenes con gran capacidad erosiva, cuencas en fase
de madurez o de equilibrio y cuencas en etapa de vejez, las cuales se denominan
también cuencas sedimentarias).
9. Tutorial Quantum GIS, 3.4.4
9
Taller de Sistemas de Información Geográfica - Ingeniería Ambiental - Facultad de Ingeniería - USAC
Figura6. Clasificacióndel estadode lacuencasegúnlaformade la curva hipsométrica, tomado de
River Morphology. Garde. R. J. (2006). New Age International (P) Ltd. Publishers, Dryaganj, New
Delhi.
Coeficiente de relieve (Rh)
Determina cuan accidentado es el terreno. La ecuación para su cálculo es la
siguiente:
𝑅ℎ =
∆ℎ
1000∗𝐿𝑡𝑐
Ec. 12
Donde:
∆ℎ = Diferencia de elevación entre el punto más alto y el punto de aforo de la cuenca
(m)
Ltc = Longitud total de las curvas de nivel dentro de la cuenca (m)
Coeficiente de robustez (Rr)
Este coeficiente sirve para determinar el grado de relieve de la cuenca.
𝑅𝑟 =
∆ℎ∗𝐷
1000
Ec. 13
Donde:
∆ℎ = Diferencia de elevación entre el punto más alto y el punto de aforo de la cuenca
(m)
D = Intervalo entre curvas de nivel (m)
Tiempo de concentración
10. Tutorial Quantum GIS, 3.4.4
10
Taller de Sistemas de Información Geográfica - Ingeniería Ambiental - Facultad de Ingeniería - USAC
Se refiere al tiempo que tarda una gota que cae en la parte más alejada de
la cuenca hasta llegar el punto de control. Este parámetro es indispensable al
momento de realizar estudios de crecidas e inundaciones, y a partir de este modelo
se pueden establecer sistemas de alerta temprana ante inundaciones.
Tc =
3.9888∗𝐿0.77
𝑆0.385 Ec. 14
Donde:
Tc = Tiempo de concentración (minutos)
L = Longitud del cauce principal (Km)
S = pendiente medio del cauce principal (m/m)
Tiempo de retardo
Es el tiempo que transcurre desde que se alcanza el centro de gravedad del
hietograma de precipitación neta (escorrentía) hasta que ocurre el valor máximo de
caudal en el hidrograma.
Tlag =0.6 ∗ 𝑇𝑐 Ec. 15
Donde:
Tlag = Tiempo de retardo (minutos)
Tc = Tiempo de concentración (minutos)
Tiempo de crecida o pico
Es el tiempo que transcurre desde que inicia la escorrentía o precipitación
neta hasta que ocurre el valor máximo de caudal en el hidrograma.
𝑇𝑝 = 𝑇𝑙𝑎𝑔 +
𝑇𝑝𝑟𝑒𝑐
2
Ec. 16
Donde:
Tp = Tiempo de concentración (minutos)
Tlag = Tiempo de retardo (minutos)
Tprec = Duración de la precipitación neta o escorrentía (minutos)
Tiempo base
Es el tiempo que dura el hidrograma de crecida, desde que inicia el ascenso
de caudal o nivel hasta que alcanza nuevamente su caudal o nivel normal.
𝑇𝑏 = 𝑇𝑝𝑟𝑒𝑐 + 𝑇𝑐 Ec. 17
Donde:
Tb = Tiempo base (minutos)
Tprec = Duración de la precipitación neta o escorrentía (minutos)
Tc = Tiempo de concentración (minutos)
11. Tutorial Quantum GIS, 3.4.4
11
Taller de Sistemas de Información Geográfica - Ingeniería Ambiental - Facultad de Ingeniería - USAC
Figura 7. Esquema de un hietograma e hidrograma
Resultados de la caracterización morfométrica de la subcuenca San Francisco
La sub-cuenca San Francisco tiene un área de 30.02 Km2 y un perímetro de
60.6 Km, el cauce principal tiene una longitud de 30.02 Km y es de tercer orden, la
longitud media de corrientes es de 4.3 Km, el radio de bifurcación media indica que
por cada 2 ó 3 corrientes hay una corriente de orden superior, el radio de longitud
media es de 0.33 indicando que a cada 1.4 Km (4.3 Km * 0.33) de longitud existe
una bifurcación, la longitud acumulada de corrientes es de 40.52 Km y en total
existen 9 corrientes con un área mínima de flujo acumulado de 1 Km2.
La relación de la forma es menor de 0.3, indicando que la sub-cuenca
presenta una forma alargada, la relación de forma circular indica que la cuenca no
tiene forma cuadrada o circular, y el índice de compacidad indica que es una cuenca
alargada al igual que el índice de elongación. La densidad de drenaje indica que
por cada kilómetro cuadrado de área hay 1.35 km de longitud de cauce, y a su vez
indica que la sub-cuenca presenta un buen drenaje, la frecuencia o densidad de
corrientes es baja. El índice de torrencialidad de la sub-cuenca es bajo, por lo que
la respuesta a una crecida está dada por el tiempo de concentración, siendo este
de 101.4 minutos, mientras el tiempo de retardo es de 60.6 minutos.
12. Tutorial Quantum GIS, 3.4.4
12
Taller de Sistemas de Información Geográfica - Ingeniería Ambiental - Facultad de Ingeniería - USAC
El coeficiente orográfico, relieve y robustez indican que la sub-cuenca es
fuertemente accidentada a escarpada, y el coeficiente de masividad indica que es
una sub-cuenca moderadamente montañosa. La pendiente media de la cuenca la
clasifican como accidentado. Estas características favorecen la formación de
derrumbes, erosión hídrica y escorrentía, las cuales pueden ser limitadas o
potencializadas por la geología, tipos de suelo, cobertura del suelo y la lluvia.
La sub-cuenca se encuentra entre los 147 m.s.n.m y 1272 m.s.n.m, la altura
media es de 490 m.s.n.m, la amplitud de elevación es de 1125 m. Esta sub-cuenca
se localiza en la parte media de la cuenca.
Figura 1. Resumen de los aspectos morfométricos de la sub-cuenca San Francisco
Figura 2. Curva hipsométrica de la sub-cuenca San Francisco.
a. Perímetro 60.6 Km a. Coeficiente orográfico (Co) 0.01 Adimensional
b. Orden de corrientes 3 Adimensional b. Coeficiente de relieve (Rh) 0.006441 Adimensional
c. Longitud media de corrientes (Lu) 4.3 Km c. Coeficiente de robustez (Rr) 22.5 Adimensional
d. Radio de bifurcación medio (Rb) 2.5 Adimensional d. Coeficiente de masividad (Km) 16.3 Adimensional
e. Radio de Longitud media (Rl) 0.33 Adimensional e. Tiempo de concentración de Kirpich 101.4 Minutos
f. Longitud acumulada de corriente (La) 40.52 Km f. Pendiente media de la cuenca (Sc)
g. Longitud del cauce principal (Lcp) 24.56 Km (i) Mínimo 0 %
(ii) Máximo 100.2 %
(iii) Promedio 10.3 %
a. Área de la cuenca (Ak) 30.02 Km^2 (iv) Desviación estándar 8.6 %
b. Forma de la cuenca: g. Pendiente del cauce principal (Scp)
(i) Relación de la forma (Rf) 0.05 Adimensional (i) Mínimo 0 %
(ii) Relación de la forma circular (Rc) 0.103 Adimensional (ii) Máximo 85 %
(iii) Índice de compacidad o de Gravelius (Kc) 3.12 Adimensional (iii) Promedio 13.4 %
c. Radio de elongación (Re) 1.98 Adimensional (iv) Desviación estándar 12.9 %
d. Densidad de drenaje (D) 1.35 Km/Km^2 h. Elevación media (Elev)
e. Frecuencia o densidad de corrientes (Fc) 0.3 Corrientes/Km^2 (i) Mínimo 147 m.s.n.m.
f. Coeficiente de torrencialidad (Ct) 0.2 Corrientes (1) /Km^2 (ii) Máximo 1272 m.s.n.m.
(iii) Rango 1125 m.s.n.m.
(iv) Promedio 490 m.s.n.m.
(v) Desviación estándar 215.7 m.s.n.m.
Aspectos lineales Aspectos de relieve
Aspectos de área
13. Tutorial Quantum GIS, 3.4.4
13
Taller de Sistemas de Información Geográfica - Ingeniería Ambiental - Facultad de Ingeniería - USAC
El cauce principal presenta una pendiente media de 28.7 %, la pendiente
mínima es de 0 % y la máxima es de 166.2 %. Al observar el perfil hidráulico del río
San Francisco en la sub-cuenca, en los primeros 15000 m tiene alta pendiente,
conforme va disminuyendo la elevación las pendientes son menores. Este cauce
va a tener degradación en las partes altas, el lecho del río serán rocas, a medida
que desciende depositará piedras o cantos rodados y arenas.
Figura 3. Perfil hidráulico del cauce principal de la sub-cuenca San Francisco.
Poblados
Según los datos del INE (2002), la sub-cuenca San Francisco tiene 4
poblados que pertenecen a Río Bravo (Suchitepéquez), siendo estos: La Capital, La
Cortina, San Antonio Las Flores y Santa Elena. Y 6 poblados que pertenecen a
Santa Bárbara (Suchitepéquez), siendo estos: El Tesoro, La Distracción, Ofelia, San
Joaquín, San José El Carmen y San Rafael Panán, estos se localizan a en las
márgenes de la red fluvial.
14. Tutorial Quantum GIS, 3.4.4
14
Taller de Sistemas de Información Geográfica - Ingeniería Ambiental - Facultad de Ingeniería - USAC
Figura 4. Mapa de municipios y poblados en la sub-cuenca de San Francisco
Usos de la Tierra
Según el MAGA (2015), el uso del suelo en la sub-cuenca, es el siguiente: El
bosque latifoliado ocupa el 9.7 % de la superficie de la sub-cuenca (2.91 Km2), el
cultivo de café con el 5.86 % (1.76 Km2), el cultivo de macadamia con el 3.53 %
(1.06 Km2), el cultivo de cítricos con el 1.2 % (0.36 Km2), el cultivo de caña de azúcar
con el 33.69 % (10.11 Km2), el cultivo de hule con el 28.02 % (8.41 Km2), Huertos
con el 1.93 % (0.58 Km2), pastos cultivados con el 12.03 % (3.61 Km2), zona de río
con el 0.77 % (0.23 Km2), el tejido urbano continuo el 1.83 % (0.55 Km2) y la
vegetación arbustiva baja (matorral y/o guamil) el 1.43% (0.43 Km2).
15. Tutorial Quantum GIS, 3.4.4
15
Taller de Sistemas de Información Geográfica - Ingeniería Ambiental - Facultad de Ingeniería - USAC
Textura del suelo
Según MAGA (2013) y Simons et. Al. (1959), la sub-cuenca presenta 3 clases
texturales; siendo: La textura franco-arcillo-arenoso con un área de 0.55 Km2 que
representa el 1.82 % de la sub-cuenca, la textura franco-arenoso con 25.61 Km2
(85.3 %) y la textura franco-limoso con 3.86 Km2 (12.87%). Estos suelos presentan
una velocidad de drenaje interno que los clasifica de moderado a muy rápidos, la
profundidad efectiva es mayor a 50 cm., y son buenos a regulares retenedores de
humedad.