This document provides definitions and formulas related to civil engineering topics including geotechnical engineering, structural analysis, reinforced concrete design, and standard reinforcing bars. Key concepts covered include soil properties, flow nets, structural influence lines, beam moment formulas, live load reduction, and reinforced concrete design principles from ACI 318-02. Formulas are provided for properties such as coefficient of permeability, bearing capacity, deflection, moment strength, and load factors.
This document contains a series of engineering problems and questions related to structural analysis. It includes calculation of stresses, required reinforcement, and loads on structural members.
The first problem calculates compressive stress in a circular pole. The second determines development length and total bar length for a reinforced concrete member. The third calculates design moment for a one-way slab.
Additional problems analyze stresses and reinforcement for a footing, and loads on a bridge truss member from moving wheel loads and a uniform load. Diagrams and equations are provided.
A group of 16 square piles extends 12 m into stiff clay soil, underlain by rock at 24 m depth. Pile dimensions are 0.3 m x 0.3 m. Undrained shear strength of clay increases linearly from 50 kPa at surface to 150 kPa at rock. Factor of safety for group capacity is 2.5. Determine group capacity and individual pile capacity.
The group capacity is calculated to be 1600 kN. The individual pile capacity is determined to be 100 kN. The factor of safety of 2.5 is then applied to determine the safe load capacity.
assignment 1 properties of fluids-Fluid mechanicsasghar123456
The document contains 6 physics questions regarding properties of fluids. Question 1 asks about pressure in a water pipe using a manometer. Question 2 involves using the ideal gas law to determine pressure and mass of air in a tire at different temperatures. Question 3 calculates residual pressure in a tank with two chambers connected by a sluice opening.
Solution manual for fundamentals of geotechnical engineering 4th edition br...Salehkhanovic
SOLUTION MANUAL FOR FUNDAMENTALS OF GEOTECHNICAL ENGINEERING – 4TH EDITION
AUTHOR(S) : BRAJA M. DAS
Solution Manual Fundamentals of Geotechnical Engineering 4th edition Braja Das
This solution manual is for 4th edition and include all chapters of textbook (chapter 2 to chapter 19)
The document provides 8 examples of calculating total stress, effective stress, and pore water pressure at different depths for various soil profiles. The examples solve for the stresses and pressures at specific points or depths by considering the layer thicknesses, soil unit weights, depth of water table, and degree of saturation. The effective stress is calculated by subtracting the pore water pressure from the total stress at each point.
This chapter discusses physical and index properties of soil. It defines key terms related to soil composition such as void ratio, porosity, degree of saturation, specific gravity, moisture content, unit weights. It presents the three phase system model of soil and relationships between various parameters. Particle size and shape are important as they influence soil properties. Grain size distribution is determined through sieve analysis and hydrometer analysis and presented through curves. Important properties like compressibility and strength are affected by the composition of a soil.
(1) The document presents several bending problems involving the determination of stress at various points on beams subjected to bending couples.
(2) Solutions are provided that calculate the stress based on the couple magnitude, beam geometry, and bending axis.
(3) Stresses are determined at points A, B, C, D, and E on different beams and range from -136 MPa to 91.7 MPa depending on the couple magnitude and distance from the beam's neutral axis.
This document discusses key concepts in geotechnical engineering including soil water, permeability, and shear strength. It defines different types of soil water, explains effective and total stress conditions, and explores stress diagrams under various saturated and unsaturated soil conditions. Darcy's law and factors affecting permeability are introduced. Shear strength is defined based on Mohr-Coulomb theory and different shear strength tests are described. Example problems are provided to calculate effective stresses at different depths and for a soil profile with a heave condition.
This document contains a series of engineering problems and questions related to structural analysis. It includes calculation of stresses, required reinforcement, and loads on structural members.
The first problem calculates compressive stress in a circular pole. The second determines development length and total bar length for a reinforced concrete member. The third calculates design moment for a one-way slab.
Additional problems analyze stresses and reinforcement for a footing, and loads on a bridge truss member from moving wheel loads and a uniform load. Diagrams and equations are provided.
A group of 16 square piles extends 12 m into stiff clay soil, underlain by rock at 24 m depth. Pile dimensions are 0.3 m x 0.3 m. Undrained shear strength of clay increases linearly from 50 kPa at surface to 150 kPa at rock. Factor of safety for group capacity is 2.5. Determine group capacity and individual pile capacity.
The group capacity is calculated to be 1600 kN. The individual pile capacity is determined to be 100 kN. The factor of safety of 2.5 is then applied to determine the safe load capacity.
assignment 1 properties of fluids-Fluid mechanicsasghar123456
The document contains 6 physics questions regarding properties of fluids. Question 1 asks about pressure in a water pipe using a manometer. Question 2 involves using the ideal gas law to determine pressure and mass of air in a tire at different temperatures. Question 3 calculates residual pressure in a tank with two chambers connected by a sluice opening.
Solution manual for fundamentals of geotechnical engineering 4th edition br...Salehkhanovic
SOLUTION MANUAL FOR FUNDAMENTALS OF GEOTECHNICAL ENGINEERING – 4TH EDITION
AUTHOR(S) : BRAJA M. DAS
Solution Manual Fundamentals of Geotechnical Engineering 4th edition Braja Das
This solution manual is for 4th edition and include all chapters of textbook (chapter 2 to chapter 19)
The document provides 8 examples of calculating total stress, effective stress, and pore water pressure at different depths for various soil profiles. The examples solve for the stresses and pressures at specific points or depths by considering the layer thicknesses, soil unit weights, depth of water table, and degree of saturation. The effective stress is calculated by subtracting the pore water pressure from the total stress at each point.
This chapter discusses physical and index properties of soil. It defines key terms related to soil composition such as void ratio, porosity, degree of saturation, specific gravity, moisture content, unit weights. It presents the three phase system model of soil and relationships between various parameters. Particle size and shape are important as they influence soil properties. Grain size distribution is determined through sieve analysis and hydrometer analysis and presented through curves. Important properties like compressibility and strength are affected by the composition of a soil.
(1) The document presents several bending problems involving the determination of stress at various points on beams subjected to bending couples.
(2) Solutions are provided that calculate the stress based on the couple magnitude, beam geometry, and bending axis.
(3) Stresses are determined at points A, B, C, D, and E on different beams and range from -136 MPa to 91.7 MPa depending on the couple magnitude and distance from the beam's neutral axis.
This document discusses key concepts in geotechnical engineering including soil water, permeability, and shear strength. It defines different types of soil water, explains effective and total stress conditions, and explores stress diagrams under various saturated and unsaturated soil conditions. Darcy's law and factors affecting permeability are introduced. Shear strength is defined based on Mohr-Coulomb theory and different shear strength tests are described. Example problems are provided to calculate effective stresses at different depths and for a soil profile with a heave condition.
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.
Axial pile settlement can be estimated using simple methods, hyperbolic methods, empirical methods, or numerical analysis. Poulos and Davis (1974) presented a method where settlement is the sum of elastic soil compression and pile elastic shortening. Vesic's (1977) method calculates settlement as the sum of contributions from the pile toe, shaft skin friction, and along the pile length. The settlement of a pile group will be greater than a single pile due to the deeper stress influence zone of the group. Empirical methods use an amplification factor to estimate the group settlement from the single pile settlement.
1. The document contains example problems related to fluid statics involving calculations of pressure differences, fluid levels, densities, forces, and center of pressure locations using principles of fluid mechanics.
2. Problem 1 involves calculating the pressure difference between two points in a manometer containing water and oil.
3. Problem 2 calculates the height of oil in a tank containing immiscible water and oil layers.
4. Problem 3 determines the force and center of pressure on a submerged gate using fluid properties and gate geometry.
Principles of soil dynamics 3rd edition das solutions manualHuman2379
Full download: https://goo.gl/MyzREj
principles of soil dynamics pdf
soil dynamics and liquefaction
fundamentals of soil dynamics and earthquake engineering
principles of foundation engineering
Three point loads and a uniform contact pressure on a circular foundation are used to calculate the vertical stress increase at various points below the foundations. The solutions involve determining shape factors from charts and formulas to calculate the stress contribution from each loading area. The stress increases are then summed to find the total vertical stress increase at the point of interest, which ranges from 0-186 kN/m^2 depending on the example.
Geotechnical Engineering-II [Lec #24: Coulomb EP Theory]Muhammad Irfan
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.
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.
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 summarizes the results of a compaction test conducted on a soil sample. The test was performed at the CE building at Kasetsart University. Five trials were conducted to determine the water content of the soil, which ranged from 2.63% to 7.94%. Additional testing measured the wet and dry density of the soil at different water contents. The maximum dry density of 140.00 pcf occurred at the optimum water content of 7.00%.
- There are four main methods to measure the load carrying capacity of piles: static methods, dynamic formulas, in-situ penetration tests, and pile load tests.
- The ultimate load capacity (Qu) of an individual pile or pile group equals the sum of the point resistance (Qp) at the pile tip and the shaft resistance (Qs) developed along the pile shaft through friction between the soil and pile.
- Meyerhof's method is commonly used to calculate Qp in sand based on the effective vertical pressure at the pile tip multiplied by the bearing capacity factor Nq.
This document summarizes a standard Proctor compaction test conducted on a soil sample. The test involves compacting the soil at different moisture contents in layers using a standardized hammer and measuring the dry unit weight. The maximum dry unit weight of 1.74 g/cm3 was found at an optimum moisture content of 13.7% based on the graph, however one data point exceeded the theoretical zero-air void curve, invalidating the test. The test will need to be redone to get accurate and dependable results.
This document discusses the design of irrigation channels. It covers several key points:
1) The design of irrigation channels involves selecting the channel alignment, shape, size, bottom slope, and whether lining is needed. The design determines the cross-sectional area, depth, width, side slopes, and longitudinal slope.
2) Non-alluvial channels are excavated in soils with little silt, like clay or hard loam. They are designed based on maximum permissible velocity to prevent erosion. Manning's equation or Chezy's equation are used.
3) An example problem demonstrates designing a trapezoidal channel in non-erodible material to carry a discharge of 15 cubic meters per second with a
Darcy's law describes groundwater flow through porous media such as aquifers. It states that the flow rate of water is proportional to the hydraulic gradient, which is the change in head over the distance of flow. Specifically, the flow rate is equal to the hydraulic conductivity multiplied by the cross-sectional area available for flow and the hydraulic gradient. Darcy's law provides an accurate description of groundwater flow in most environments and conditions. It can be used to estimate flow velocity, flow rate, and travel time of groundwater through aquifers.
Numerical problem bearing capacity terzaghi , group pile capacity (usefulsear...Make Mannan
A 1m wide strip footing is located 0.8m below ground in a c-φ soil. The soil properties are given. Using Terzaghi's analysis with a factor of safety of 3, the safe bearing capacity is calculated to be 112.1 kN/m^2.
A 2m x 3m rectangular footing at a depth of 1.5m in a different c-φ soil is considered. Using Terzaghi's analysis, the safe bearing capacities are calculated to be 471.7 kN/m^2 based on net ultimate capacity and 453.7 kN/m^2 based on ultimate capacity, both with a factor of safety of 3.
The document provides equations to determine the elastic curve of beams under different loading and boundary conditions. It gives the equations of the elastic curve in terms of the slope and deflection at points along the beam. The maximum deflection is calculated to be wL4/1823EI between supports A and B for a beam with a constant distributed load w and of length L with both ends fixed.
Vector mechanics for engineers statics 7th chapter 5 Nahla Hazem
This problem involves locating the centroid of a plane area shown in multiple problems. The solution provides the area (A) of each section, the x and y coordinates, the moment of area about the x-axis (xA), and the moment of area about the y-axis (yA). It then calculates the x and y coordinates of the centroid by taking the sum of the xA and yA values, respectively, and dividing each by the total area.
The document contains 10 examples involving calculation of earth pressures on retaining structures using Rankine's and Coulomb's theories. Example 1 calculates active earth pressure on a retaining wall with and without groundwater. Example 2 determines thrust on a wall with the water table rising. Example 3 finds active pressure, point of zero pressure and center of pressure for a cohesive soil. The remaining examples involve calculating earth pressures considering various soil properties and conditions.
Este documento describe el proceso tecnológico para resolver problemas y desarrollar proyectos. El proceso tecnológico consta de 10 etapas: 1) identificar el problema, 2) analizar el problema, 3) proponer soluciones, 4) investigar, 5) diseñar, 6) dibujar planos, 7) planificar, 8) construir un prototipo, 9) evaluar el resultado, y 10) comercializar el producto final. El objetivo es aplicar un método sistemático para desarrollar soluciones tecnológicas a
A Primer On Military Vehicle Mobility Vintage 2003Jim Lutz
This document provides an overview of mobility concepts from the US military perspective. It defines key terms like mobility, trafficability, and maneuverability. It also distinguishes between strategic, operational, and tactical mobility. Strategic mobility refers to transporting forces over long distances, operational mobility is relocating forces within a theater, and tactical mobility is needed for direct combat situations. The document further categorizes military vehicles based on size and intended usage for combat, combat support, or combat service support roles.
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.
Axial pile settlement can be estimated using simple methods, hyperbolic methods, empirical methods, or numerical analysis. Poulos and Davis (1974) presented a method where settlement is the sum of elastic soil compression and pile elastic shortening. Vesic's (1977) method calculates settlement as the sum of contributions from the pile toe, shaft skin friction, and along the pile length. The settlement of a pile group will be greater than a single pile due to the deeper stress influence zone of the group. Empirical methods use an amplification factor to estimate the group settlement from the single pile settlement.
1. The document contains example problems related to fluid statics involving calculations of pressure differences, fluid levels, densities, forces, and center of pressure locations using principles of fluid mechanics.
2. Problem 1 involves calculating the pressure difference between two points in a manometer containing water and oil.
3. Problem 2 calculates the height of oil in a tank containing immiscible water and oil layers.
4. Problem 3 determines the force and center of pressure on a submerged gate using fluid properties and gate geometry.
Principles of soil dynamics 3rd edition das solutions manualHuman2379
Full download: https://goo.gl/MyzREj
principles of soil dynamics pdf
soil dynamics and liquefaction
fundamentals of soil dynamics and earthquake engineering
principles of foundation engineering
Three point loads and a uniform contact pressure on a circular foundation are used to calculate the vertical stress increase at various points below the foundations. The solutions involve determining shape factors from charts and formulas to calculate the stress contribution from each loading area. The stress increases are then summed to find the total vertical stress increase at the point of interest, which ranges from 0-186 kN/m^2 depending on the example.
Geotechnical Engineering-II [Lec #24: Coulomb EP Theory]Muhammad Irfan
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.
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.
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 summarizes the results of a compaction test conducted on a soil sample. The test was performed at the CE building at Kasetsart University. Five trials were conducted to determine the water content of the soil, which ranged from 2.63% to 7.94%. Additional testing measured the wet and dry density of the soil at different water contents. The maximum dry density of 140.00 pcf occurred at the optimum water content of 7.00%.
- There are four main methods to measure the load carrying capacity of piles: static methods, dynamic formulas, in-situ penetration tests, and pile load tests.
- The ultimate load capacity (Qu) of an individual pile or pile group equals the sum of the point resistance (Qp) at the pile tip and the shaft resistance (Qs) developed along the pile shaft through friction between the soil and pile.
- Meyerhof's method is commonly used to calculate Qp in sand based on the effective vertical pressure at the pile tip multiplied by the bearing capacity factor Nq.
This document summarizes a standard Proctor compaction test conducted on a soil sample. The test involves compacting the soil at different moisture contents in layers using a standardized hammer and measuring the dry unit weight. The maximum dry unit weight of 1.74 g/cm3 was found at an optimum moisture content of 13.7% based on the graph, however one data point exceeded the theoretical zero-air void curve, invalidating the test. The test will need to be redone to get accurate and dependable results.
This document discusses the design of irrigation channels. It covers several key points:
1) The design of irrigation channels involves selecting the channel alignment, shape, size, bottom slope, and whether lining is needed. The design determines the cross-sectional area, depth, width, side slopes, and longitudinal slope.
2) Non-alluvial channels are excavated in soils with little silt, like clay or hard loam. They are designed based on maximum permissible velocity to prevent erosion. Manning's equation or Chezy's equation are used.
3) An example problem demonstrates designing a trapezoidal channel in non-erodible material to carry a discharge of 15 cubic meters per second with a
Darcy's law describes groundwater flow through porous media such as aquifers. It states that the flow rate of water is proportional to the hydraulic gradient, which is the change in head over the distance of flow. Specifically, the flow rate is equal to the hydraulic conductivity multiplied by the cross-sectional area available for flow and the hydraulic gradient. Darcy's law provides an accurate description of groundwater flow in most environments and conditions. It can be used to estimate flow velocity, flow rate, and travel time of groundwater through aquifers.
Numerical problem bearing capacity terzaghi , group pile capacity (usefulsear...Make Mannan
A 1m wide strip footing is located 0.8m below ground in a c-φ soil. The soil properties are given. Using Terzaghi's analysis with a factor of safety of 3, the safe bearing capacity is calculated to be 112.1 kN/m^2.
A 2m x 3m rectangular footing at a depth of 1.5m in a different c-φ soil is considered. Using Terzaghi's analysis, the safe bearing capacities are calculated to be 471.7 kN/m^2 based on net ultimate capacity and 453.7 kN/m^2 based on ultimate capacity, both with a factor of safety of 3.
The document provides equations to determine the elastic curve of beams under different loading and boundary conditions. It gives the equations of the elastic curve in terms of the slope and deflection at points along the beam. The maximum deflection is calculated to be wL4/1823EI between supports A and B for a beam with a constant distributed load w and of length L with both ends fixed.
Vector mechanics for engineers statics 7th chapter 5 Nahla Hazem
This problem involves locating the centroid of a plane area shown in multiple problems. The solution provides the area (A) of each section, the x and y coordinates, the moment of area about the x-axis (xA), and the moment of area about the y-axis (yA). It then calculates the x and y coordinates of the centroid by taking the sum of the xA and yA values, respectively, and dividing each by the total area.
The document contains 10 examples involving calculation of earth pressures on retaining structures using Rankine's and Coulomb's theories. Example 1 calculates active earth pressure on a retaining wall with and without groundwater. Example 2 determines thrust on a wall with the water table rising. Example 3 finds active pressure, point of zero pressure and center of pressure for a cohesive soil. The remaining examples involve calculating earth pressures considering various soil properties and conditions.
Este documento describe el proceso tecnológico para resolver problemas y desarrollar proyectos. El proceso tecnológico consta de 10 etapas: 1) identificar el problema, 2) analizar el problema, 3) proponer soluciones, 4) investigar, 5) diseñar, 6) dibujar planos, 7) planificar, 8) construir un prototipo, 9) evaluar el resultado, y 10) comercializar el producto final. El objetivo es aplicar un método sistemático para desarrollar soluciones tecnológicas a
A Primer On Military Vehicle Mobility Vintage 2003Jim Lutz
This document provides an overview of mobility concepts from the US military perspective. It defines key terms like mobility, trafficability, and maneuverability. It also distinguishes between strategic, operational, and tactical mobility. Strategic mobility refers to transporting forces over long distances, operational mobility is relocating forces within a theater, and tactical mobility is needed for direct combat situations. The document further categorizes military vehicles based on size and intended usage for combat, combat support, or combat service support roles.
El documento describe la carrera de Técnico en Construcción. El técnico está capacitado para desempeñarse en todas las etapas de una obra de construcción, como la ejecución, administración, programación y control de faenas. La malla curricular incluye materias orientadas a la adquisición de competencias laborales y el uso de herramientas informáticas. Los técnicos pueden trabajar en empresas constructoras u obtener su propio título al final del programa para desarrollar proyectos menores.
This document provides an overview and analysis of torsion in structural steel members. It discusses torsional fundamentals such as shear centers and resistance to torsional moments. It also covers general torsional theory, analysis of torsional stresses, specification provisions, and design examples. Appendices include tables of torsional properties, graphs of torsional functions, and supporting information on torsional analysis.
Nec2011 cap4-estructuras de hormigon armado-2013Leonardo Kaos
Este documento presenta los requisitos estructurales para el diseño de estructuras de hormigón armado según la Norma Ecuatoriana de la Construcción (NEC). Se describen los requisitos generales, las propiedades de los materiales, el diseño de elementos sometidos a flexión y flexo-compresión, conexiones viga-columna, muros estructurales y elementos de pórticos arriostrados. También se incluyen secciones sobre requisitos de capacidad en cortante, juntas de construcción, cimentaciones y control de cal
1) El documento describe el proceso de diseño estructural, incluyendo el análisis, dimensionamiento y verificación de estados límite.
2) Explica que el diseño estructural busca equilibrar las fuerzas a las que estará sometida la estructura para resistir sin colapsar o deformarse de más.
3) También cubre conceptos como las acciones a las que están sujetas las estructuras, la relación entre fuerza y deformación, y el cálculo de resistencias y factores de seguridad.
Este documento presenta un resumen de la tesis de J. Jesús García Arenas para obtener el título de Ingeniero Civil en el Instituto Politécnico Nacional. La tesis se enfoca en sistematizar los procesos de construcción de obras de ingeniería civil. En el Capítulo 1 discute la planificación de una obra desde los puntos de vista social, técnico y económico. En el Capítulo 2 analiza la ejecución de la obra. Y en el Capítulo 3 examina el control económico de la construcción. El documento provee una gu
Este documento presenta un curso sobre columnas de hormigón armado según el Código CIRSOC 201-2005. El curso cubre temas como columnas normales y zunchadas, diagramas de interacción, análisis de segundo orden, sistemas desplazables e indesplazables, y ejemplos de aplicación. El objetivo es enseñar los métodos de diseño y análisis de columnas de hormigón armado según la normativa actualizada.
This document discusses the analysis and design of one-way and two-way concrete slabs. It describes how one-way slabs transfer loads in one direction while two-way slabs transfer loads in two perpendicular directions. The coefficient method is presented for analyzing bending moments in two-way slabs using moment coefficients from tables based on support conditions and span ratios. An example is provided to calculate moment coefficients and design a two-way slab using working stress and ultimate strength design methods.
Este documento presenta el primer tomo de la obra "Estructuras de Hormigón Armado" de Fritz Leonhardt y Eduard Monnig. El tomo se divide en seis partes que cubren temas como las propiedades del hormigón, del acero para hormigón, la resistencia del hormigón endurecido y la deformación del hormigón. El prólogo destaca la importancia de la obra para comprender las bases teóricas y experimentales del dimensionado de estructuras de hormigón armado.
Este documento trata sobre cimentaciones superficiales. Explica que existen cimentaciones superficiales y profundas, y describe brevemente los tipos de cimentaciones superficiales como zapatas, losas y encepados. También describe conceptos como la rigidez estructural, la teoría general de la flexión compuesta, y el núcleo central de inercia para el análisis de cimentaciones sometidas a flexión compuesta.
Este documento presenta un libro sobre el cálculo de estructuras de cimentación. El autor explica que la bibliografía sobre geotecnia y cimientos es abundante, pero que algunos problemas prácticos están poco tratados. El objetivo del libro es proporcionar una visión completa de los cimientos como estructuras, sus métodos de cálculo y detalles constructivos, ceñido principalmente a la Instrucción EH-80. El autor agradece a varias personas e instituciones su ayuda en la elaboración de este libro.
Nec2011 cap.1-cargas y materiales-021412Anthony Tene
Este documento presenta el capítulo 1 de la Norma Ecuatoriana de la Construcción NEC-11, el cual trata sobre cargas y materiales. En la primera sección se definen las cargas permanentes y sobrecargas de uso a considerar en el diseño estructural. La segunda sección establece los requisitos y normas que deben cumplir los diferentes materiales de construcción como el hormigón, acero de refuerzo, mampostería, entre otros. Finalmente, se presentan tablas con valores de pesos unitarios de materiales y sobrecargas mínimas para
La Norma Ecuatoriana de la Construcción tiene como objetivo actualizar el código de construcción ecuatoriano de 2001 para regular los procesos de construcción y así cumplir con estándares básicos de seguridad y calidad. La norma establece parámetros para la seguridad, control, diseño, eficiencia energética y habitabilidad. Sus requisitos son obligatorios a nivel nacional para todos los involucrados en la construcción.
El documento describe diferentes elementos estructurales de concreto como columnas, vigas, losas nervadas, losas aligeradas y losas macizas. Explica que las columnas son elementos verticales que soportan la carga de la edificación, mientras que las vigas son elementos lineales que trabajan principalmente a flexión. Las losas incluyen losas nervadas, losas aligeradas y losas macizas, que cumplen funciones de soporte en pisos y techos.
1. El documento presenta la biografía y experiencia profesional de Álvaro García Meseguer, autor del libro "Estructuras de Hormigón Armado". García Meseguer es doctor ingeniero, profesor e investigador con una amplia experiencia en el campo del hormigón.
2. El libro consta de 13 temas sobre diferentes elementos estructurales de hormigón armado como vigas, soportes, placas, cimentaciones y otros. Cada tema incluye conceptos teóricos, ejemplos y ejercicios de autocomp
Este documento describe el diseño de columnas sometidas a compresión axial y flexión. Explica los principios de diseño, los requisitos de las secciones transversales, el uso de ligaduras y zunchos, y presenta un método basado en tablas para dimensionar columnas rectangulares sometidas a flexo-compresión.
El documento describe los diferentes tipos de moldes o encofrados utilizados en las estructuras de hormigón armado, incluyendo moldes de vigas, losas, pilares, muros y elementos metálicos. Explica que los moldes deben ser resistentes, precisos, estancos e inmóviles para dar forma al hormigón mientras fragua y resistir su peso y presión.
Las columnas de hormigón armado soportan principalmente cargas axiales y, en algunos casos, flexión. Se diseñan para resistir la carga axial y la excentricidad mínima esperada. El código ACI especifica reducciones del 20% y 15% de la carga axial para columnas con amarres o espirales respectivamente. Las columnas con espirales confinan mejor el hormigón y advierten sobre una falla inminente una vez se desprende el recubrimiento. El diseño de la espiral se basa en mantener la resistencia justo por encima de
Este manual presenta información sobre el análisis y diseño estructural utilizando los programas SAP 2000 y SAFE. Incluye tablas con cargas vivas y muertas estándar, parámetros de diseño sismo resistente, y propiedades mecánicas del acero estructural y cables. El autor es Raúl J. C. Ramos y fue publicado por Editorial Grupo Universitario.
1) The document presents Von Karman 3D procedures as a generalization of Westergaard 2D formulae for estimating hydrodynamic forces on dams during earthquakes.
2) Westergaard's 2D formulae have limitations and can produce singularities, while Von Karman's approach is non-periodic and non-singular with easier generalization to 3D.
3) Numerical examples show that accounting for 3D effects through Von Karman procedures can increase estimated overturning moments on dams by up to 7% compared to 2D Westergaard formulae.
This document presents the basic flow equations, including the Navier-Stokes equation and Euler's equations for frictionless flow. It also introduces several dimensionless numbers that are used to characterize different types of fluid flow and heat and mass transfer, such as the Reynolds number, Prandtl number, Schmidt number, and more. These equations and numbers provide a theoretical framework for analyzing fluid flow, while practical applications require further assumptions and simplifications.
Tp3 siphonic roof drainage systems gutters(dr)Marc Buitenhuis
The document describes the theory behind flow in gutters used for roof drainage systems. It presents equations that model the mass and momentum continuity of water flowing through a gutter. The equations account for forces like friction, hydrostatic pressure, gravity, and falling water. They define the depth profile of water along the length of the gutter. The theory neglects the suction effect of siphonic drainage systems, making the equations predict a worst-case water level scenario.
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Here are the key steps to solve this problem:
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2. Write the energy balance equation:
Rate of heat transfer into the water = Rate of increase of thermal energy of water
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Atmospheric dispersion im Muhammad Fahad Ansari 12IEEM14fahadansari131
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The webinar may also give some examples on how nonprofits can best leverage Walmart Business+.
The event will cover the following::
Walmart Business + (https://business.walmart.com/plus) is a new shopping experience for nonprofits, schools, and local business customers that connects an exclusive online shopping experience to stores. Benefits include free delivery and shipping, a 'Spend Analytics” feature, special discounts, deals and tax-exempt shopping.
Special TechSoup offer for a free 180 days membership, and up to $150 in discounts on eligible orders.
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Answers about how you can do more with Walmart!"
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Chapter wise All Notes of First year Basic Civil Engineering.pptxDenish Jangid
Chapter wise All Notes of First year Basic Civil Engineering
Syllabus
Chapter-1
Introduction to objective, scope and outcome the subject
Chapter 2
Introduction: Scope and Specialization of Civil Engineering, Role of civil Engineer in Society, Impact of infrastructural development on economy of country.
Chapter 3
Surveying: Object Principles & Types of Surveying; Site Plans, Plans & Maps; Scales & Unit of different Measurements.
Linear Measurements: Instruments used. Linear Measurement by Tape, Ranging out Survey Lines and overcoming Obstructions; Measurements on sloping ground; Tape corrections, conventional symbols. Angular Measurements: Instruments used; Introduction to Compass Surveying, Bearings and Longitude & Latitude of a Line, Introduction to total station.
Levelling: Instrument used Object of levelling, Methods of levelling in brief, and Contour maps.
Chapter 4
Buildings: Selection of site for Buildings, Layout of Building Plan, Types of buildings, Plinth area, carpet area, floor space index, Introduction to building byelaws, concept of sun light & ventilation. Components of Buildings & their functions, Basic concept of R.C.C., Introduction to types of foundation
Chapter 5
Transportation: Introduction to Transportation Engineering; Traffic and Road Safety: Types and Characteristics of Various Modes of Transportation; Various Road Traffic Signs, Causes of Accidents and Road Safety Measures.
Chapter 6
Environmental Engineering: Environmental Pollution, Environmental Acts and Regulations, Functional Concepts of Ecology, Basics of Species, Biodiversity, Ecosystem, Hydrological Cycle; Chemical Cycles: Carbon, Nitrogen & Phosphorus; Energy Flow in Ecosystems.
Water Pollution: Water Quality standards, Introduction to Treatment & Disposal of Waste Water. Reuse and Saving of Water, Rain Water Harvesting. Solid Waste Management: Classification of Solid Waste, Collection, Transportation and Disposal of Solid. Recycling of Solid Waste: Energy Recovery, Sanitary Landfill, On-Site Sanitation. Air & Noise Pollution: Primary and Secondary air pollutants, Harmful effects of Air Pollution, Control of Air Pollution. . Noise Pollution Harmful Effects of noise pollution, control of noise pollution, Global warming & Climate Change, Ozone depletion, Greenhouse effect
Text Books:
1. Palancharmy, Basic Civil Engineering, McGraw Hill publishers.
2. Satheesh Gopi, Basic Civil Engineering, Pearson Publishers.
3. Ketki Rangwala Dalal, Essentials of Civil Engineering, Charotar Publishing House.
4. BCP, Surveying volume 1
This presentation was provided by Steph Pollock of The American Psychological Association’s Journals Program, and Damita Snow, of The American Society of Civil Engineers (ASCE), for the initial session of NISO's 2024 Training Series "DEIA in the Scholarly Landscape." Session One: 'Setting Expectations: a DEIA Primer,' was held June 6, 2024.
Main Java[All of the Base Concepts}.docxadhitya5119
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Healing is the body’s response to injury in an attempt to restore normal structure and functions.
Healing can occur in two ways: Regeneration and Repair
There are 4 phases of wound healing: hemostasis, inflammation, proliferation, and remodeling. This document also describes the mechanism of wound healing. Factors that affect healing include infection, uncontrolled diabetes, poor nutrition, age, anemia, the presence of foreign bodies, etc.
Complications of wound healing like infection, hyperpigmentation of scar, contractures, and keloid formation.
LAND USE LAND COVER AND NDVI OF MIRZAPUR DISTRICT, UPRAHUL
This Dissertation explores the particular circumstances of Mirzapur, a region located in the
core of India. Mirzapur, with its varied terrains and abundant biodiversity, offers an optimal
environment for investigating the changes in vegetation cover dynamics. Our study utilizes
advanced technologies such as GIS (Geographic Information Systems) and Remote sensing to
analyze the transformations that have taken place over the course of a decade.
The complex relationship between human activities and the environment has been the focus
of extensive research and worry. As the global community grapples with swift urbanization,
population expansion, and economic progress, the effects on natural ecosystems are becoming
more evident. A crucial element of this impact is the alteration of vegetation cover, which plays a
significant role in maintaining the ecological equilibrium of our planet.Land serves as the foundation for all human activities and provides the necessary materials for
these activities. As the most crucial natural resource, its utilization by humans results in different
'Land uses,' which are determined by both human activities and the physical characteristics of the
land.
The utilization of land is impacted by human needs and environmental factors. In countries
like India, rapid population growth and the emphasis on extensive resource exploitation can lead
to significant land degradation, adversely affecting the region's land cover.
Therefore, human intervention has significantly influenced land use patterns over many
centuries, evolving its structure over time and space. In the present era, these changes have
accelerated due to factors such as agriculture and urbanization. Information regarding land use and
cover is essential for various planning and management tasks related to the Earth's surface,
providing crucial environmental data for scientific, resource management, policy purposes, and
diverse human activities.
Accurate understanding of land use and cover is imperative for the development planning
of any area. Consequently, a wide range of professionals, including earth system scientists, land
and water managers, and urban planners, are interested in obtaining data on land use and cover
changes, conversion trends, and other related patterns. The spatial dimensions of land use and
cover support policymakers and scientists in making well-informed decisions, as alterations in
these patterns indicate shifts in economic and social conditions. Monitoring such changes with the
help of Advanced technologies like Remote Sensing and Geographic Information Systems is
crucial for coordinated efforts across different administrative levels. Advanced technologies like
Remote Sensing and Geographic Information Systems
9
Changes in vegetation cover refer to variations in the distribution, composition, and overall
structure of plant communities across different temporal and spatial scales. These changes can
occur natural.
How to Make a Field Mandatory in Odoo 17Celine George
In Odoo, making a field required can be done through both Python code and XML views. When you set the required attribute to True in Python code, it makes the field required across all views where it's used. Conversely, when you set the required attribute in XML views, it makes the field required only in the context of that particular view.
This presentation includes basic of PCOS their pathology and treatment and also Ayurveda correlation of PCOS and Ayurvedic line of treatment mentioned in classics.
How to Setup Warehouse & Location in Odoo 17 InventoryCeline George
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How to Fix the Import Error in the Odoo 17Celine George
An import error occurs when a program fails to import a module or library, disrupting its execution. In languages like Python, this issue arises when the specified module cannot be found or accessed, hindering the program's functionality. Resolving import errors is crucial for maintaining smooth software operation and uninterrupted development processes.
1. CIVIL ENGINEERING
GEOTECHNICAL Q = KH(Nf /Nd) (for flow nets, Q per unit width),
Definitions where
K = coefficient permeability,
c = cohesion
H = total hydraulic head (potential),
cc = coefficient of curvature or gradation
Nf = number of flow tubes, and
= (D30)2/[(D60)(D10)], where
Nd = number of potential drops.
D10, D30, D60 = particle diameter corresponding to 10%,
30%, and 60% finer on grain-size curve. γ = total unit weight of soil = W/V
cu = uniformity coefficient = D60 /D10 γd = dry unit weight of soil = Ws /V
e = void ratio = Vv /Vs, where = Gγw /(1 + e) = γ /(1 + w), where
Vv = volume of voids, and Gw = Se
Vs = volume of the solids. γs = unit weight of solid = Ws / Vs
K = coefficient of permeability = hydraulic conductivity n = porosity = Vv /V = e/(1 + e)
= Q/(iA) (from Darcy's equation), where τ = general shear strength = c + σtan φ, where
Q = discharge rate φ = angle of internal friction,
i = hydraulic gradient = dH/dx, σ = normal stress = P/A,
H = hydraulic head, P = force, and
A = cross-sectional area. A = area.
qu = unconfined compressive strength = 2c
Ka = coefficient of active earth pressure
w = water content (%) = (Ww /Ws) ×100, where
Ww = weight of water, and = tan2(45 – φ/2)
Ws = weight of solids. Kp = coefficient of passive earth pressure
= tan2(45 + φ/2)
Cc = compression index = ∆e/∆log p Pa = active resultant force = 0.5γH 2Ka, where
= (e1 – e2)/(log p2 – log p1), where H = height of wall.
e1 and e2 = void ratio, and
p1 and p2 = pressure. qult = bearing capacity equation
= cNc + γDf Nq + 0.5γBNγ , where
Dr = relative density (%) Nc, Nq, and Nγ = bearing capacity factors
= [(emax – e)/(emax – emin)] ×100 B = width of strip footing, and
= [(1/γmin – 1/γd) /(1/γmin – 1/γmax)] × 100, where Df = depth of footing below surface.
emax and emin = maximum and minimum void ratio, and
γmax and γmin = maximum and minimum unit dry weight. FS = factor of safety (slope stability)
cL + Wcosα tanφ
= , where
Gs = specific gravity = Ws /(Vsγw), where W sinα
γw = unit weight of water (62.4 lb/ft3 or 1,000 kg/m3). L = length of slip plane,
∆H = settlement = H [Cc /(1 + ei)] log [(pi + ∆p)/pi] α = slope of slip plane,
= H∆e/(1 + ei), where φ = angle of friction, and
H = thickness of soil layer W = total weight of soil above slip plane.
∆e = change in void ratio, and Cv = coefficient of consolidation = TH 2/t, where
p = pressure. T = time factor,
PI = plasticity index = LL – PL, where t = consolidation time.
LL = liquid limit, and Hdr = length of drainage path
PL = plasticity limit. n = number of drainage layers
Cc = compression index for normally consolidated clay
S = degree of saturation (%) = (Vw /Vv) × 100, where
Vw = volume of water, = 0.009 (LL – 10)
Vv = volume of voids. σ′ = effective stress = σ – u, where
σ = normal stress, and
u = pore water pressure.
93
2. CIVIL ENGINEERING (continued)
UNIFIED SOIL CLASSIFICATION SYSTEM (ASTM D-2487)
Group
Major Divisions Typical Names Laboratory Classification Criteria
Symbols
D 60
(More than half of coarse fraction is larger than No.
Depending on percentage of fines (fraction smaller than No. 200 sieve size), coarse-grained soils are
Clean gravels (Little or no
cu = greater than 4;
D10
Well-graded gravels, gravel-sand
GW
mixtures, little or no fines
(D ) 2
fines)
cc =
30
between 1 and 3
D 10 × D 60
Determine percentages of sand and gravel from grain-size curve.
4 sieve size)
(More than half of material is larger than No. 200 sieve size)
Gravels
Poorly-graded gravels, gravel-sand
GP Not meeting all gradiation requirements for GW
mixtures, little or no fines
d
Gravels with fines
GMa Above "A" line
amount of fines)
Silty gravels, gravel-sand-silt mixtures Atterberg limits below "A"
(Appreciable
u with PI between 4
line or PI less than 4
and 7 are
classified as follows:
Coarse-grained soils
borderline cases
5 to 12 percent: Borderline cases requiring dual symbolsb
Clayey gravels, gravel-sand-clay requiring use of
GC Atterberg limits above "A"
mixtures dual symbols
line with PI greater than 7
D 60
(More than half of coarse fraction is smaller
Clean sands (Little or no
cu = greater than 6;
More than 12 percent: GM, GC, SM, SC
D10
Well-graded sands, gravelly sands, little
Less than 5 percent: GW, GP, SW, SP
SW
or no fines
(D )2
fines)
than No. 4 sieve size)
cc =
30
between 1 and 3
D 10 × D 60
Sands
Poorly graded sand, gravelly sands, little
SP Not meeting all gradation requirements for SW
or no fines
d Limits plotting in
Atterberg limits below "A"
(Appreciable
SMa Silty sands, sand-silt mixtures hatched zone with
Sands with
amount of
u line or PI less than 4
fines)
PI between 4 and 7
fines
are borderline
Atterberg limits above "A" cases requiring use
SC Clayey sands, sand-clay mixtures
line with PI greater than 7 of dual symbols
Inorganic silts and very fine sands, rock
ML flour, silty or clayey fine sands, or
(Liquid limit less
Silts and clays
clayey silts with slight plasticity
(More than half material is smaller than No. 200 sieve)
than 50)
Inorganic clays of low to medium
CL plasticity, gravelly clays, sandy clays,
silty clays, lean clays
Organic silts and organic silty clays of
OL
low plasticity
Inorganic silts, micaceous or
Fine-grained soils
greater than 50)
MH diatomaceous fine sandy or silty soils,
Silts and clays
(Liquid limit
elastic silts
Inorganic clays of high plasticity, fat
CH
clays
Organic clays of medium to high
OH
plasticity, organic silts
Highly organic
Peat and other highly organic soils
soils
Pt
a
Division of GM and SM groups into subdivisions of d and u are for roads and airfields only. Subdivision is based on
Atterberg limits; suffix d used when LL is 28 or less and the PI is 6 or less; the suffix u used when LL is greater than 28.
b
Borderline classification, used for soils possessing characteristics of two groups, are designated by combinations of group
symbols. For example GW-GC, well-graded gravel-sand mixture with clay binder.
94
7. CIVIL ENGINEERING (continued)
SHORT COLUMNS:
Reinforcement limits: Concentrically-loaded short columns: φPn ≥ Pu
A M1 = M2 = 0
ρ g = st
Ag KL
≤ 22
0.01 ≤ ρg ≤ 0.08 r
Design column strength, spiral columns: φ = 0.70
Definition of a short column: φPn = 0.85φ [ 0.85 fc' ( Ag − Ast ) + Ast fy ]
KL 12 M 1
≤ 34 −
r M2 Design column strength, tied columns: φ = 0.65
where: KL = Lcol clear height of column φPn = 0.80φ [ 0.85 fc' ( Ag − Ast ) + Ast fy ]
[assume K = 1.0]
Short columns with end moments:
r = 0.288h rectangular column, h is side length Mu = M2 or Mu = Pu e
perpendicular to buckling axis ( i.e., Use Load-moment strength interaction diagram to:
side length in the plane of buckling ) 1. Obtain φPn at applied moment Mu
r = 0.25h circular column, h = diameter 2. Obtain φPn at eccentricity e
3. Select As for Pu , Mu
M1 = smaller end moment
M2 = larger end moment
M1
M2
LONG COLUMNS − Braced (non-sway) frames
Definition of a long column: Long columns with end moments:
KL 12 M 1 M1 = smaller end moment
> 34 −
r M2 M2 = larger end moment
M1
Critical load: positive if M1 , M2 produce single curvature
M2
π2 E I π2 E I
Pc = = 0 .4 M 1
( KL ) 2 ( Lcol ) 2 C m = 0.6 + ≥ 0.4
M2
where: EI = 0.25 Ec Ig
Cm M 2
Mc = ≥ M2
Pu
Concentrically-loaded long columns: 1−
0.75 Pc
emin = (0.6 + 0.03h) minimum eccentricity
Use Load-moment strength interaction diagram
M1 = M2 = Pu emin (positive curvature)
to design/analyze column for Pu , Mu
KL
> 22
r
M2
Mc =
Pu
1−
0.75 Pc
Use Load-moment strength interaction diagram
to design/analyze column for Pu , Mu
99
8. CIVIL ENGINEERING (continued)
GRAPH A.11
Column strength interaction diagram for rectangular section with bars on end faces and γ = 0.80 (for instructional use only).
Design of Concrete Structures, 13th Edition (2004), Nilson, Darwin, Dolan
McGraw-Hill ISBN 0-07-248305-9 GRAPH A.11, Page 762
Used by permission
100
9. CIVIL ENGINEERING (continued)
GRAPH A.15
Column strength interaction diagram for circular section γ = 0.80 (for instructional use only).
Design of Concrete Structures, 13th Edition (2004), Nilson, Darwin, Dolan
McGraw-Hill ISBN 0-07-248305-9 GRAPH A.15, Page 766
Used by permission
101
10. CIVIL ENGINEERING (continued)
STEEL STRUCTURES References: AISC LRFD Manual, 3rd Edition
AISC ASD Manual, 9th Edition
LOAD COMBINATIONS (LRFD)
Floor systems: 1.4D Roof systems: 1.2D + 1.6(Lr or S or R) + 0.8W
1.2D + 1.6L 1.2D + 0.5(Lr or S or R) + 1.3W
0.9D ± 1.3W
where: D = dead load due to the weight of the structure and permanent features
L = live load due to occupancy and moveable equipment
L r = roof live load
S = snow load
R = load due to initial rainwater (excluding ponding) or ice
W = wind load
TENSION MEMBERS: flat plates, angles (bolted or welded)
Gross area: Ag = bg t (use tabulated value for angles)
s2
Net area: An = (bg − ΣDh + ) t across critical chain of holes
4g
where: bg = gross width
t = thickness
s = longitudinal center-to-center spacing (pitch) of two consecutive holes
g = transverse center-to-center spacing (gage) between fastener gage lines
Dh = bolt-hole diameter
Effective area (bolted members): Effective area (welded members):
U = 1.0 (flat bars) U = 1.0 (flat bars, L ≥ 2w)
Ae = UAn U = 0.85 (angles with ≥ 3 bolts in line) Ae = UAg U = 0.87 (flat bars, 2w > L ≥ 1.5w)
U = 0.75 (angles with 2 bolts in line) U = 0.75 (flat bars, 1.5w > L ≥ w)
U = 0.85 (angles)
LRFD
Yielding: φTn = φy Ag Fy = 0.9 Ag Fy ASD
Fracture: φTn = φf Ae Fu = 0.75 Ae Fu Yielding: Ta = Ag Ft = Ag (0.6 Fy)
Block shear rupture (bolted tension members): Fracture: Ta = Ae Ft = Ae (0.5 Fu)
Agt =gross tension area
Agv =gross shear area Block shear rupture (bolted tension members):
Ant =net tension area Ta = (0.30 Fu) Anv + (0.5 Fu) Ant
Anv=net shear area
Ant = net tension area
When FuAnt ≥ 0.6 FuAnv:
Anv = net shear area
0.75 [0.6 Fy Agv + Fu Ant]
φRn =
smaller 0.75 [0.6 Fu Anv + Fu Ant]
When FuAnt < 0.6 FuAnv:
0.75 [0.6 Fu Anv + Fy Agt]
φRn =
smaller 0.75 [0.6 Fu Anv + Fu Ant]
0
102