The document compares the load combinations, design procedures, and equations used in the AISC Allowable Stress Design (ASD) and Load and Resistance Factor Design (LRFD) specifications. Some key differences include:
- LRFD uses higher load factors in its load combinations compared to ASD.
- ASD compares actual stresses to allowable values, while LRFD compares forces and moments to limiting capacity values.
- LRFD requires consideration of geometric nonlinear effects, while ASD allows linear-static analysis.
- Equations for determining allowable stresses in ASD differ from equations for determining limiting capacity values in LRFD. Factors like φ are applied differently.
Este documento descreve os estados limites de serviço e último, força cortante em lajes, dimensionamento de lajes à punção, detalhamento e um exemplo de projeto de lajes de acordo com a NBR 6118.
This document provides guidance on assessing the strength of members and connections for lattice towers and masts. It defines key terms and describes common structural configurations for lattice towers and masts. It also provides methods for determining the effective length and slenderness of members based on their end conditions and bracing patterns. Design strengths are determined using characteristic strengths and appropriate partial safety factors.
American Society of Civil Engineers
Minimum Design Loads for Buildings and Other Structures
2010
--------------------------
Te invito a que visites mis sitios en internet:
_*Canal en youtube de ingenieria civil_*
https://www.youtube.com/@IngenieriaEstructural7
_*Blog de ingenieria civil*_
https://thejamez-one.blogspot.com
Ring or circular rafts can be used for cylindrical structures such as chimneys, silos, storage tanks, TV-towers and other structures. In this case, ring or circular raft is the best suitable foundation to the natural geometry of such structures. The design of circular rafts is quite similar to that of other rafts.
O documento discute projeto e dimensionamento de muros de arrimo. Aborda conceitos como empuxos de terra em muros de contenção segundo as teorias de Rankine e Coulomb, estabilidade de muros quanto a deslizamento e tombamento, e projeto de muros de arrimo de gravidade, flexão e com contrafortes. Fornece detalhes sobre pré-dimensionamento, armaduras, tensões no solo e verificações de esforços.
Esta atividade resume os passos para calcular a carga por metro quadrado de uma laje para habitação comum. Primeiro, classifica a laje como armada em cruz por ter a relação entre os vãos menor que 2. Em seguida, calcula o coeficiente ψ2 por interpolação linear e determina a altura útil da laje. Por fim, lista as parcelas da carga total - sobrecarga, peso da pavimentação, peso próprio da laje.
The document provides a summary of the key differences between the AISC Load and Resistance Factor Design (LRFD) and Allowable Stress Design (ASD) specifications. Some of the major differences discussed include:
- LRFD uses load factors and resistance factors while ASD uses allowable stresses. LRFD results are based on forces/moments capacity while ASD is based on stresses.
- LRFD requires nonlinear analysis while static analysis is acceptable for ASD.
- LRFD has different load combinations that include higher load factors compared to ASD.
- Material grades, slenderness limits, and equations for determining member capacity differ between the two specifications.
- Comp
Este documento descreve os estados limites de serviço e último, força cortante em lajes, dimensionamento de lajes à punção, detalhamento e um exemplo de projeto de lajes de acordo com a NBR 6118.
This document provides guidance on assessing the strength of members and connections for lattice towers and masts. It defines key terms and describes common structural configurations for lattice towers and masts. It also provides methods for determining the effective length and slenderness of members based on their end conditions and bracing patterns. Design strengths are determined using characteristic strengths and appropriate partial safety factors.
American Society of Civil Engineers
Minimum Design Loads for Buildings and Other Structures
2010
--------------------------
Te invito a que visites mis sitios en internet:
_*Canal en youtube de ingenieria civil_*
https://www.youtube.com/@IngenieriaEstructural7
_*Blog de ingenieria civil*_
https://thejamez-one.blogspot.com
Ring or circular rafts can be used for cylindrical structures such as chimneys, silos, storage tanks, TV-towers and other structures. In this case, ring or circular raft is the best suitable foundation to the natural geometry of such structures. The design of circular rafts is quite similar to that of other rafts.
O documento discute projeto e dimensionamento de muros de arrimo. Aborda conceitos como empuxos de terra em muros de contenção segundo as teorias de Rankine e Coulomb, estabilidade de muros quanto a deslizamento e tombamento, e projeto de muros de arrimo de gravidade, flexão e com contrafortes. Fornece detalhes sobre pré-dimensionamento, armaduras, tensões no solo e verificações de esforços.
Esta atividade resume os passos para calcular a carga por metro quadrado de uma laje para habitação comum. Primeiro, classifica a laje como armada em cruz por ter a relação entre os vãos menor que 2. Em seguida, calcula o coeficiente ψ2 por interpolação linear e determina a altura útil da laje. Por fim, lista as parcelas da carga total - sobrecarga, peso da pavimentação, peso próprio da laje.
The document provides a summary of the key differences between the AISC Load and Resistance Factor Design (LRFD) and Allowable Stress Design (ASD) specifications. Some of the major differences discussed include:
- LRFD uses load factors and resistance factors while ASD uses allowable stresses. LRFD results are based on forces/moments capacity while ASD is based on stresses.
- LRFD requires nonlinear analysis while static analysis is acceptable for ASD.
- LRFD has different load combinations that include higher load factors compared to ASD.
- Material grades, slenderness limits, and equations for determining member capacity differ between the two specifications.
- Comp
This document provides an overview and reference for the SAP2000 structural analysis software. It describes SAP2000's capabilities for finite element analysis and design of structures. SAP2000 is a proprietary software developed by Computers and Structures, Inc. for analyzing and designing structures. The document covers topics such as modeling elements like frames and shells, defining properties, applying loads, performing static and dynamic analysis, and interpreting results. It is intended to help users understand the assumptions and proper use of the software.
CON 124 Session 3 - Concrete Durabilityalpenaccedu
This document discusses concrete durability issues related to sulfate attack and corrosion of steel. It describes the mechanisms of sulfate attack which involve sulfate ions reacting with hydration products and causing swelling that can destroy the cement matrix. Mitigation strategies for sulfate attack include using low water-cement ratio concrete, sulfate resistant cement, and supplementary cementitious materials. Corrosion of steel in concrete requires moisture, oxygen and chloride ions which can break down the protective oxide layer on the steel. Proper concrete mix design and construction practices help provide corrosion protection by limiting chloride ingress.
Este documento presenta una introducción al uso del programa SAP2000 para el análisis estructural. Explica que SAP2000 se adoptó en los cursos de ingeniería estructural para permitir el análisis de estructuras más complejas mediante el uso de computadoras. También advierte que aunque SAP2000 facilita el análisis, la experiencia del ingeniero es indispensable para crear modelos precisos y evaluar los resultados.
Este documento presenta el diseño de una cimentación y muro de contención. Incluye cálculos de estabilidad estática y dinámica considerando fuerzas desestabilizadoras como el empuje del terreno y fuerzas estabilizadoras como la fricción. También incluye verificaciones de deslizamiento, volteo y capacidad portante del suelo, así como resúmenes de combinaciones de cargas en la cimentación.
Sika®Rod es un respaldo de juntas preformado de espuma de polietileno que se coloca dentro de las juntas antes de aplicar el sellador para limitar la profundidad de la junta y evitar que el sellador se adhiera al fondo. Se usa para juntas de expansión y contracción en diversas construcciones. Sika®Rod no requiere mantenimiento, es resistente a agentes químicos, flexible y totalmente impermeable.
The document provides an overview of the ASCE 7 provisions for determining wind loads on structures. It discusses the three main design methods in ASCE 7: the simplified procedure, analytical procedure, and wind tunnel procedure. Key terms covered include basic wind speed, exposure categories, importance factor, velocity pressure coefficients, gust factor, and pressure coefficients. It also summarizes how to determine internal and external wind pressures on building components using equations and diagrams from ASCE 7.
Dirham Mujahid Al-Salah Est. is a general contracting company based in Saudi Arabia that provides services including general building construction, road construction, mechanical, electrical maintenance and operation works. The document appears to be a Saudi Arabian inspection checklist for a gas pipeline project prepared by Dirham Mujahid Al-Salah Est. in April 2016 for their Projects Division in Riyadh.
El documento presenta información sobre el sistema Metaldeck, un sistema estructural de losas compuesto por una lámina de acero preformada (tablero de acero) sobre la cual se vierte concreto. Se describen las ventajas del sistema, como su rapidez de instalación, resistencia y bajo peso. También se explican conceptos generales sobre el diseño y comportamiento del sistema, así como aspectos constructivos como la instalación del tablero de acero y el vaciado de concreto. El documento proporciona información técnica relevante para ingenieros
This document presents the seismic design project of a 12-story steel frame building in Stockton, California. The objectives are to analyze the building using equivalent lateral force (ELF), modal response spectrum, and modal time history analyses in SAP2000, and to compare the results to FEMA 451 examples. The building is irregular in plan and elevation, posing modeling challenges. The analyses determine member forces and drifts. ELF analysis results in story drifts up to 3.58 inches, within code allowables. Modal and time history analyses will provide more accurate force and deformation estimates for design.
The Manual explains the concept of transferring the load from the super structure up to the soil throughout Piles, which has a capacity of (End bearing, and Skin friction). It illustrates the steps needed to produce a full and safe foundation for your Super Structure.
The origin of the word 'Glulam' comes from the words 'glue' and 'laminated'. Glulam is manufactured by gluing together layers of dimensional lumber or timber boards with structural adhesives to form a structural laminated beam or column. One structural advantage Glulam has over conventional solid timber is that it allows for the manufacture of larger and longer structural members than what could be produced from a single piece of solid timber. An example of a type of structural form that can be constructed from Glulam in buildings is glulam arches.
Muros de arrimo, dimensionamento e detalhamentorubensmax
O documento apresenta informações sobre projeto, dimensionamento e detalhamento de muros de arrimo de concreto armado. São descritos tipos de muros, ações atuantes, pré-dimensionamento, verificação de estabilidade, critérios de projeto e detalhamento.
Projeto e Construção de pontes integrais - Bridges Brazil 2013Fernando Sima
O documento discute pontes integrais, que são pontes sem juntas de dilatação ou aparelhos de apoio. Ele explica o que são pontes integrais, os motivos para sua construção, e as vantagens em relação a pontes convencionais. Além disso, apresenta considerações de projeto e estudos de caso de pontes integrais construídas internacionalmente.
This document discusses pushover analysis, which is an inelastic static analysis method used to evaluate seismic performance of structures. It begins by outlining the target performance levels dictated by codes, then provides an overview of current analysis methods and their limitations. Next, it describes the steps of a pushover analysis in detail, including defining member behavior, applying loads, specifying the load pattern, and incrementally forming plastic hinges. An example application to a 3-story frame structure is presented to demonstrate the process. The document concludes by emphasizing pushover analysis as a practical alternative to time history analysis for estimating seismic response.
Structural Mechanics: Shear stress in Beams (1st-Year)Alessandro Palmeri
- The document discusses shear stress in beams, specifically focusing on Jourawski's formula for calculating shear stress.
- Jourawski's formula provides an approximate solution for the shear stress distribution over a beam cross-section using simple equilibrium considerations.
- The formula can be applied to solid rectangular sections, giving a parabolic shear stress distribution, but provides inaccurate results for T-section and I-section flanges.
- For T-sections and I-sections, the formula can be applied to the web, where it accurately models the shear stress as parabolic. The maximum shear stress occurs at the neutral axis.
This document discusses static pushover analysis for seismic design performance assessment. It describes how to construct a pushover curve by defining a structural model and loads, and performing an analysis while controlling displacements. Two main methods are presented for using the pushover curve: the Capacity Spectrum Method (ATC-40) which constructs a capacity spectrum and determines a performance point, and the Displacement Coefficient Method (FEMA 273) which estimates a target displacement. The document also provides examples of modeling elements and their force-deformation properties for the pushover analysis.
Este documento establece las normas para calcular la acción del viento sobre construcciones en Chile. Define términos como presión básica del viento, velocidad media del viento y factor de ráfaga. Explica que la acción del viento se considera en los dos ejes principales de una construcción y puede producir presiones o succiones. Además, detalla cómo calcular la presión básica a partir de la velocidad máxima instantánea del viento y cómo establecer la presión a diferentes alturas.
1) O documento explica como representar graficamente o estado de tensões em um ponto de um corpo usando o Círculo de Mohr;
2) O Círculo de Mohr permite determinar as tensões principais máximas e mínimas no corpo e seus respectivos planos de ocorrência;
3) Como exemplo, são calculadas as tensões principais para um estado de tensão específico e representado graficamente no Círculo de Mohr.
1) O documento discute aspectos práticos da modelagem numérica da percolação em barragens de terra e enrocamento, incluindo fundamentos, métodos de estabelecimento de modelos, resultados e recomendações.
2) É apresentada a equação geral de fluxo de Darcy e métodos de solução como redes de fluxo, análise analógica e elementos finitos.
3) O documento fornece recomendações para modelagem numérica simplificada como utilizar poucos elementos e focar nas partes essenciais da estrut
This document summarizes a lecture on casing design practices. It discusses the different types of casing strings used in wells and their functions. It also covers specifications for casing pipes like size, grade of steel, threads and couplings. Formulas are provided for calculating properties of casing pipes like joint strength, burst pressure, collapse pressure, make up loss, weight of couplings and threading, and linear weight. Tables with specifications for API casing threads and couplings are also included.
The document discusses the components that make up an optimal MOSFET, including silicon, packaging, and gate drivers. It analyzes various losses associated with each component, such as conduction losses, dynamic losses, and parasitic effects. Distributed parameters, parasitic resistances and inductances are shown to affect current rise times, shoot-through, and reverse recovery losses. Thermal and packaging considerations like footprint and price are also covered. Integration and current density optimization are important to designing the perfect MOSFET.
This document provides an overview and reference for the SAP2000 structural analysis software. It describes SAP2000's capabilities for finite element analysis and design of structures. SAP2000 is a proprietary software developed by Computers and Structures, Inc. for analyzing and designing structures. The document covers topics such as modeling elements like frames and shells, defining properties, applying loads, performing static and dynamic analysis, and interpreting results. It is intended to help users understand the assumptions and proper use of the software.
CON 124 Session 3 - Concrete Durabilityalpenaccedu
This document discusses concrete durability issues related to sulfate attack and corrosion of steel. It describes the mechanisms of sulfate attack which involve sulfate ions reacting with hydration products and causing swelling that can destroy the cement matrix. Mitigation strategies for sulfate attack include using low water-cement ratio concrete, sulfate resistant cement, and supplementary cementitious materials. Corrosion of steel in concrete requires moisture, oxygen and chloride ions which can break down the protective oxide layer on the steel. Proper concrete mix design and construction practices help provide corrosion protection by limiting chloride ingress.
Este documento presenta una introducción al uso del programa SAP2000 para el análisis estructural. Explica que SAP2000 se adoptó en los cursos de ingeniería estructural para permitir el análisis de estructuras más complejas mediante el uso de computadoras. También advierte que aunque SAP2000 facilita el análisis, la experiencia del ingeniero es indispensable para crear modelos precisos y evaluar los resultados.
Este documento presenta el diseño de una cimentación y muro de contención. Incluye cálculos de estabilidad estática y dinámica considerando fuerzas desestabilizadoras como el empuje del terreno y fuerzas estabilizadoras como la fricción. También incluye verificaciones de deslizamiento, volteo y capacidad portante del suelo, así como resúmenes de combinaciones de cargas en la cimentación.
Sika®Rod es un respaldo de juntas preformado de espuma de polietileno que se coloca dentro de las juntas antes de aplicar el sellador para limitar la profundidad de la junta y evitar que el sellador se adhiera al fondo. Se usa para juntas de expansión y contracción en diversas construcciones. Sika®Rod no requiere mantenimiento, es resistente a agentes químicos, flexible y totalmente impermeable.
The document provides an overview of the ASCE 7 provisions for determining wind loads on structures. It discusses the three main design methods in ASCE 7: the simplified procedure, analytical procedure, and wind tunnel procedure. Key terms covered include basic wind speed, exposure categories, importance factor, velocity pressure coefficients, gust factor, and pressure coefficients. It also summarizes how to determine internal and external wind pressures on building components using equations and diagrams from ASCE 7.
Dirham Mujahid Al-Salah Est. is a general contracting company based in Saudi Arabia that provides services including general building construction, road construction, mechanical, electrical maintenance and operation works. The document appears to be a Saudi Arabian inspection checklist for a gas pipeline project prepared by Dirham Mujahid Al-Salah Est. in April 2016 for their Projects Division in Riyadh.
El documento presenta información sobre el sistema Metaldeck, un sistema estructural de losas compuesto por una lámina de acero preformada (tablero de acero) sobre la cual se vierte concreto. Se describen las ventajas del sistema, como su rapidez de instalación, resistencia y bajo peso. También se explican conceptos generales sobre el diseño y comportamiento del sistema, así como aspectos constructivos como la instalación del tablero de acero y el vaciado de concreto. El documento proporciona información técnica relevante para ingenieros
This document presents the seismic design project of a 12-story steel frame building in Stockton, California. The objectives are to analyze the building using equivalent lateral force (ELF), modal response spectrum, and modal time history analyses in SAP2000, and to compare the results to FEMA 451 examples. The building is irregular in plan and elevation, posing modeling challenges. The analyses determine member forces and drifts. ELF analysis results in story drifts up to 3.58 inches, within code allowables. Modal and time history analyses will provide more accurate force and deformation estimates for design.
The Manual explains the concept of transferring the load from the super structure up to the soil throughout Piles, which has a capacity of (End bearing, and Skin friction). It illustrates the steps needed to produce a full and safe foundation for your Super Structure.
The origin of the word 'Glulam' comes from the words 'glue' and 'laminated'. Glulam is manufactured by gluing together layers of dimensional lumber or timber boards with structural adhesives to form a structural laminated beam or column. One structural advantage Glulam has over conventional solid timber is that it allows for the manufacture of larger and longer structural members than what could be produced from a single piece of solid timber. An example of a type of structural form that can be constructed from Glulam in buildings is glulam arches.
Muros de arrimo, dimensionamento e detalhamentorubensmax
O documento apresenta informações sobre projeto, dimensionamento e detalhamento de muros de arrimo de concreto armado. São descritos tipos de muros, ações atuantes, pré-dimensionamento, verificação de estabilidade, critérios de projeto e detalhamento.
Projeto e Construção de pontes integrais - Bridges Brazil 2013Fernando Sima
O documento discute pontes integrais, que são pontes sem juntas de dilatação ou aparelhos de apoio. Ele explica o que são pontes integrais, os motivos para sua construção, e as vantagens em relação a pontes convencionais. Além disso, apresenta considerações de projeto e estudos de caso de pontes integrais construídas internacionalmente.
This document discusses pushover analysis, which is an inelastic static analysis method used to evaluate seismic performance of structures. It begins by outlining the target performance levels dictated by codes, then provides an overview of current analysis methods and their limitations. Next, it describes the steps of a pushover analysis in detail, including defining member behavior, applying loads, specifying the load pattern, and incrementally forming plastic hinges. An example application to a 3-story frame structure is presented to demonstrate the process. The document concludes by emphasizing pushover analysis as a practical alternative to time history analysis for estimating seismic response.
Structural Mechanics: Shear stress in Beams (1st-Year)Alessandro Palmeri
- The document discusses shear stress in beams, specifically focusing on Jourawski's formula for calculating shear stress.
- Jourawski's formula provides an approximate solution for the shear stress distribution over a beam cross-section using simple equilibrium considerations.
- The formula can be applied to solid rectangular sections, giving a parabolic shear stress distribution, but provides inaccurate results for T-section and I-section flanges.
- For T-sections and I-sections, the formula can be applied to the web, where it accurately models the shear stress as parabolic. The maximum shear stress occurs at the neutral axis.
This document discusses static pushover analysis for seismic design performance assessment. It describes how to construct a pushover curve by defining a structural model and loads, and performing an analysis while controlling displacements. Two main methods are presented for using the pushover curve: the Capacity Spectrum Method (ATC-40) which constructs a capacity spectrum and determines a performance point, and the Displacement Coefficient Method (FEMA 273) which estimates a target displacement. The document also provides examples of modeling elements and their force-deformation properties for the pushover analysis.
Este documento establece las normas para calcular la acción del viento sobre construcciones en Chile. Define términos como presión básica del viento, velocidad media del viento y factor de ráfaga. Explica que la acción del viento se considera en los dos ejes principales de una construcción y puede producir presiones o succiones. Además, detalla cómo calcular la presión básica a partir de la velocidad máxima instantánea del viento y cómo establecer la presión a diferentes alturas.
1) O documento explica como representar graficamente o estado de tensões em um ponto de um corpo usando o Círculo de Mohr;
2) O Círculo de Mohr permite determinar as tensões principais máximas e mínimas no corpo e seus respectivos planos de ocorrência;
3) Como exemplo, são calculadas as tensões principais para um estado de tensão específico e representado graficamente no Círculo de Mohr.
1) O documento discute aspectos práticos da modelagem numérica da percolação em barragens de terra e enrocamento, incluindo fundamentos, métodos de estabelecimento de modelos, resultados e recomendações.
2) É apresentada a equação geral de fluxo de Darcy e métodos de solução como redes de fluxo, análise analógica e elementos finitos.
3) O documento fornece recomendações para modelagem numérica simplificada como utilizar poucos elementos e focar nas partes essenciais da estrut
This document summarizes a lecture on casing design practices. It discusses the different types of casing strings used in wells and their functions. It also covers specifications for casing pipes like size, grade of steel, threads and couplings. Formulas are provided for calculating properties of casing pipes like joint strength, burst pressure, collapse pressure, make up loss, weight of couplings and threading, and linear weight. Tables with specifications for API casing threads and couplings are also included.
The document discusses the components that make up an optimal MOSFET, including silicon, packaging, and gate drivers. It analyzes various losses associated with each component, such as conduction losses, dynamic losses, and parasitic effects. Distributed parameters, parasitic resistances and inductances are shown to affect current rise times, shoot-through, and reverse recovery losses. Thermal and packaging considerations like footprint and price are also covered. Integration and current density optimization are important to designing the perfect MOSFET.
This document provides structural analysis data for a building frame, including:
- Node coordinates and supports
- Beam properties and materials
- Load cases such as self-weight, pumps, cables, pipes, and wind
- Load values applied to nodes and beams
- Combinations of load cases for analysis
- Results such as reactions, displacements, forces, and stresses
The document contains detailed input data for linear static analysis of the frame.
This document contains worked examples and solutions related to threaded fasteners and screw theory. It includes calculations of thread dimensions, torque required to raise or lower loads, efficiency of screws, stresses in bolted joints, and spring rates and deflections of bolted connections. Key equations from the chapter are applied to example problems involving vise screws, bolted connections in presses, and determining preload in bolts. The document also discusses relationships between the turn-of-nut method and torque wrench method for preloading bolts.
This document summarizes the modeling and analysis of a W-shape tension member example from the AISC steel design manual in Femap and SDC Verifier software. The results of the tensile yielding and slenderness limit calculations from SDC Verifier are compared to the example in the AISC manual and match closely. This demonstrates the validity of SDC Verifier for performing structural steel design calculations according to the AISC specification.
This document summarizes specifications for SN5414, SN54LS14, SN7414, and SN74LS14 hex Schmitt-trigger inverters. It includes:
- Electrical characteristics such as input/output voltage thresholds, propagation delays, output current limits.
- Recommended operating conditions such as supply voltage and temperature ranges.
- Package options and dimensions, pinout diagrams, logic diagrams, and schematics.
- Ordering information, production and quality control data, and measurement procedure notes.
This document provides specifications and service information for Pioneer stereo tuners models F-294L, F-294, F-2570L, and F-2570. It includes:
1. Specifications for the FM, MW, and LW tuner sections, including frequency ranges, sensitivities, signal-to-noise ratios, and dimensions.
2. Exploded views of the exterior parts and packing materials, along with a parts list.
3. A schematic diagram of the tuner circuitry showing components like transistors, capacitors, and resistors.
4. Diagrams of the printed circuit board connections for the main and display assemblies.
1) USING ELASTIC DESIGN , SELECT ANADEQUATE WIDE FLANGE FOR .docxSONU61709
1) USING ELASTIC DESIGN , SELECT AN
ADEQUATE WIDE FLANGE FOR ALL THE
HIGHLIGHTED (IN RED) MEMBERS. WRITE
YOUR SELECTION RIGHT OVER THE MEMBER
(LIKE ON THE BEAMS ALONG GRID 1)
-USE ASD OR LRFD, YOUR CHOICE.
REMEMBER THAT LRFD IS LESS
CONSERVATIVE.
-SEE NOTES FROM THE PROJECT MANAGER
IN THE NEXT PAGE.
-SHOW YOUR CALCS FOR EVERY BEAM.
-EXTRA CREDITS (HW_pointsx1.2):
DESIGN THE ENTIRE FRAMING PLAN.
Assignment 05
Structural Steel Design NAME & STUDENT ID
Remember that after you make sure that your beam is safe, you should check that your
deflections stays below L/360 under live load and below L/240 under total load, at minimum.
NOTE: Do not factor the loads when you compute deflection.
NOTES FROM PROJECT MANAGER:
GENERAL NOTE:
WE HAVE HEIGHT RESTRICTIONS ON THE FLOOR BELOW, PLEASE KEEP THE BEAMS DEPTH AS SHALLOW
AS POSSIBLE AND STRICTLY UNDER 16.1 INCHES . ALSO MIND AT BUDGET AND ALWAYS TRY TO
CHOSE THE MOST ECONOMICAL SHAPE.
NOTE A:
PLEASE LIMIT THE SIZE OF THIS BEAM TO W10, W12 MAX; ALSO, WE ARE ATTACHING A FANCY FACADE
TO THIS BEAM, THE MANUFACTURER TOLD ME THAT THIS BEAM CANNOT DEFLECT MORE THAN 1/2"
OR THE FACADE WILL CRACK.
NOTE B:
PLEASE MIND THAT I AM TRYING TO HIDE THIS BEAM
IN THE PARTITION WALL (7 1/2" THICK). SEE SKETCH
Assignment 05
Structural Steel Design NAME & STUDENT ID
SEE NOTE A
SEE NOTE B
PARTITION WALL
7.5"
Assignment 05
Structural Steel Design NAME & STUDENT ID
- Use this page to write your calculations (you can print this page multiple times)
- No messy calcs. Don't forget dimensions.
Assignment 05
Structural Steel Design NAME & STUDENT ID
2) Look at note A, without the height restriction, what would be the most efficient shape to use in this
case? Write a note to your project manager, explaining why you had to select a heavy wide flange,
explain what stiffness is, and the role of the moment of inertia in this selection (your project manager
did not take a steel design class).
3) Look at note B, use both ASD and LRFD to select this shape. Do you feel LRFD helps you better
meeting all the restrictions? Why?
4) In your own words, describe the behavior of the cross section below when subjected to a point load
as shown. Make sure to indicate tension and compression, explain the stress distribution and don't
forget to mention the role of the moment of inertia. Feel free to get aided by formulas, sketches and
diagrams.
Cross section
P
L1 L2
APPENDIX 44.A
Elastic Beam Deflection Equations
(w is the load per unit length.)
(y is positive downward.)
Case 1: Cantilever with End Load Case 2: Cantilever with Uniform Load
–
–
L
x
V
Mmax
yx
P reactions:
Rl ¼ 0
Rr ¼ P
shear:
V ¼ �P ðconstantÞ
moments:
Mx ¼ �Px
Mmax ¼ �PL
end slope:
�l ¼ þ PL
2
2EI
�r ¼ 0
deflection:
yx ¼ P
6EI
� �
� ð2L3 � 3L2x þ x3Þ
ymax ¼ PL
3
3EI
at x ¼ 0
–
–
L
x
Vr
Mr
yx
w reactions:
Rl ¼ 0
Rr ¼ wL
shear:
V x ¼ �wx
V max ¼ �wL ¼ V r
moments:
Mx ¼ � wx
2
2
Mmax ¼ � wL
2
2
¼ Mr
end slope:
�l ¼ þ wL
3
6EI ...
This document provides technical design guidelines for steel fiber reinforced concrete floors. It discusses three types of steel fibers and their material properties. It describes EN 14651 beam testing of steel fiber concrete and design values. The document outlines basic design principles for ultimate limit states (ULS) and serviceability limit states (SLS). It discusses resisting and acting forces for ULS. Methods are presented for calculating bending moment and shear force design values from applied loads. Design approaches are given for center point loads and edge loads, including consideration of soil resistance.
This document provides technical design guidelines for steel fiber reinforced concrete floors. It discusses three types of steel fibers and their material properties. It describes EN 14651 beam testing of steel fiber concrete and design values. The document outlines basic design principles for ultimate limit states (ULS) and serviceability limit states (SLS). It discusses resisting and acting forces for ULS. Methods are presented for calculating bending moment and shear from factored loads for various load cases including center point loads and edge loads. Design of soil resistance for punching shear is also covered.
Analysis and design of 15 storey office andMasroor Alam
This project involves the analysis and design of a 15-story office and commercial building using ETABS software. Key aspects of the project include modeling the building geometrically and with materials, running various load combinations and analysis types, designing structural elements like beams, columns, slabs, and shear walls, and evaluating serviceability requirements. The project demonstrates the modeling, analysis, and design process according to applicable codes.
Analysis and design of 15 storey office andMasroor Alam
This project involves the analysis and design of a 15-story office and commercial building using ETABS software. Key aspects of the project include modeling the building geometrically and with materials, running various load combinations and analysis types, designing structural elements like beams, columns, slabs, and shear walls, and evaluating serviceability requirements. The results presented include deflections, story drifts, reinforcement details for representative columns, beams, slabs, and shear walls that meet design code specifications.
Original MOSFET N-CHANNEL STF5NK52ZD 5NK52ZD 5NK52 5A 520V NewAUTHELECTRONIC
Original MOSFET N-CHANNEL STF5NK52ZD 5NK52ZD 5NK52 5A 520V New
https://authelectronic.com/original-mosfet-n-channel-stf5nk52zd-5nk52zd-5nk52-5a-520v-new
This document describes the structural model and analysis of a concrete masonry unit (CMU) structure. It includes details of the model such as 24 nodes defined by their coordinates, 22 beam elements defined by their connecting nodes and cross-sectional properties, material properties defined for steel, and various load cases applied including self-weight, a concentrated vertical force on one beam, and wind loads applied as trapezoidal distributions to different beam elements. The document provides the input data for performing structural analysis of the CMU structure using the Autodesk Robot Structural Analysis software.
The document compares several pressure vessel codes and how they differ in calculating allowable stresses and vessel wall thicknesses. It finds that ASME Section VIII Division 1 is the most conservative with the highest safety factor, while the other codes allow for slightly higher stresses near the material's yield point. The codes also sometimes borrow procedures from one another, like using similar formulas for vessel heads. Overall, the document aims to explain the approaches in codes like ASME, EN, and PD5500 and how they both differ and align in designing pressure vessels.
The document compares several pressure vessel codes: ASME Section VIII Divisions 1 and 2, PD 5500, and EN 13445 Part 3. It discusses allowable stress calculations, which are based on a material's ultimate tensile strength and yield point. The codes differ somewhat in their allowable stress values and calculation methods. For example, ASME Division 1 is more conservative with a higher safety factor, while the other codes allow thinner materials but with stresses closer to the yield point. Some procedures, like flange and opening analyses, have been adopted between codes over time. The document provides examples of calculations for cylindrical shells and ellipsoidal heads using the various code methods.
reference notes/455647_1_EE460-Project-131.pdf
King Fahd University of Petroleum and Minerals
Department of Electrical Engineering
EE Power Electronics Project
Design of a DC Chopper
I. Design of an AC/DC converter with the following the specifications:
AC supply voltage VS = 230 V (rms), 60 Hz.
The DC output voltage V01(dc) = 48 V.
The ripple factor of the output voltage RFV 5%.
II. Design of step-down DC chopper with the following specifications:
Switching (or chopping) frequency, fs = 20 kHz.
Dc input supply voltage VS = 48 V dc, where as the source available is an ac with 230 V
(rms).
Load resistance R = 5 .
The DC output voltage V02(dc) = 12 V.
The peak-to-peak output ripple voltage, VC 2.5%.
The peak-to-peak inductor ripples current, IL 5%.
III. Calculation for both circuits:
(a) Determine the values of Le and Ce for the output LC-filter.
(b) Determine the (peak and rms) voltage ratings and the (average, rms, and the peak) current for
all components and devices.
(c) Verify your design calculation by using Pspice simulation.
Design AC/DC
Circuit
Design DC-DC
Chopper Circuit
AC 5
Output Load
The project will be due on Sunday December 22, 2013.
reference notes/455647_2_DC-20Converters-Design (1).pdf
....-ju"ncv
O.
214 Chapter 5 Dc-Dc Converters
Example 5.10
A buck converter is shown in Figure 5.29. The input voltage is V, == 110 V, the average load
age is Va == 60 V, and the average load current is la == 20 A. The chopping u
1 == 20 kHz. The peak-to-peak ripples are 2.5% for load voltage, 5% for load current, and
for filter Le current. (a) Determine the values of L" L, and Ceo Use PSpice (b) to verify the
suits by plotting the instantaneous capacitor voltage vc, and instantaneous load current iL ;
(c) to calculate the Fourier coefficients and the input current is. The SPICE model pax'ameters
the transistor are IS == 6.734f, BF = 416.4, BR == 0.7371, CJC == 3.638P, CJE::
TR == 239.5N, TF = 30L2P, and that ofthe diode are IS :: 2.2E-15, BV = 1800V, IT ==
Solution
V, = 110 V, va = 60 V, I. == 20 A.
ay: == 0.025 x Va = 0.025 x 60 = 1.5 V
Va 60
R==-=-=311
10 20
From Eq. (5.48),
Va 60
k = - = - = 05455
V, 110 .
From Eq. (5.49),
Is = kla = 0.5455 x 20 == 10.91 A
alL = 0.05 x I. :: 0.05 x 20 == 1 A
M = 0.1 x 10 == 0.1 x 20 == 2 A
8. From Eq. (5.51), we get the value of L.:
VaWs - Va) 60 X (110 - 60)
Le = MIV, = 2 x 20 kHz x 110 = 681.82 ~H
From Eq. (5.53) we get the value of Ce:
2c == ,11
e ,lV, X 81 1.5 x 8 X 20 kHz == 8.33 ~F
L4
+
+
Vs 110 V
FIGURE 5.29
o~-----------+----------~--------~Buck converter.
5.12 Chopper Circuit Design 215
Vs
L
8
v, OV
O~----------------------------*-------~~------~
(a) Circuit
Vgj
2ov~______________1~________-L____--'
o 27.28 IlS SOIlS
(b) Control voltage
FIGURE 5.30
Buck chopper for PSpice simulation.
Assuming a linear rise of load current i ...
EE301 Lesson 06 Series Parallel Circuits.pptMICHELLETIMBOL
This document discusses analyzing series-parallel circuits. It defines key terms like branches, nodes, and topology. The document explains how to identify series and parallel elements and use various rules to simplify the circuit. It provides examples of reducing complex circuits by combining series and parallel elements. The steps of the "reduce and return" method are outlined. Common mistakes with voltage divider rule calculations are reviewed. Finally, the document discusses calculating power dissipated in each element and verifying the total power.
Formul me-3074683 Erdi Karaçal Mechanical Engineer University of GaziantepErdi Karaçal
1. The document discusses various topics related to stress analysis and design including moment of inertias, stresses, deflection analysis, design for static strength, fatigue design, tolerances and fits, power screws, and bolted joints.
2. Formulas are provided for calculating stresses and strains under different loading conditions as well as determining critical loads, deflections, endurance limits, and stresses in various mechanical elements.
3. Design considerations for different materials, loading types, and failure theories are outlined for static and fatigue strength analysis. Guidelines for screw thread stresses, efficiency, and joint stiffness are also summarized.
The document outlines 8 steps for designing the structure of a building: 1) selecting a building plan, 2) drawing the plan in AutoCAD, 3) calculating loads, 4) creating a STAAD model, 5) sizing columns and beams, 6) entering loads, 7) selecting materials, and 8) designing structural elements. It then provides details on load calculations, beam sizes and reinforcement, and column sizes for a sample college building design.
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Use PyCharm for remote debugging of WSL on a Windo cf5c162d672e4e58b4dde5d797...shadow0702a
This document serves as a comprehensive step-by-step guide on how to effectively use PyCharm for remote debugging of the Windows Subsystem for Linux (WSL) on a local Windows machine. It meticulously outlines several critical steps in the process, starting with the crucial task of enabling permissions, followed by the installation and configuration of WSL.
The guide then proceeds to explain how to set up the SSH service within the WSL environment, an integral part of the process. Alongside this, it also provides detailed instructions on how to modify the inbound rules of the Windows firewall to facilitate the process, ensuring that there are no connectivity issues that could potentially hinder the debugging process.
The document further emphasizes on the importance of checking the connection between the Windows and WSL environments, providing instructions on how to ensure that the connection is optimal and ready for remote debugging.
It also offers an in-depth guide on how to configure the WSL interpreter and files within the PyCharm environment. This is essential for ensuring that the debugging process is set up correctly and that the program can be run effectively within the WSL terminal.
Additionally, the document provides guidance on how to set up breakpoints for debugging, a fundamental aspect of the debugging process which allows the developer to stop the execution of their code at certain points and inspect their program at those stages.
Finally, the document concludes by providing a link to a reference blog. This blog offers additional information and guidance on configuring the remote Python interpreter in PyCharm, providing the reader with a well-rounded understanding of the process.
Software Engineering and Project Management - Introduction, Modeling Concepts...Prakhyath Rai
Introduction, Modeling Concepts and Class Modeling: What is Object orientation? What is OO development? OO Themes; Evidence for usefulness of OO development; OO modeling history. Modeling
as Design technique: Modeling, abstraction, The Three models. Class Modeling: Object and Class Concept, Link and associations concepts, Generalization and Inheritance, A sample class model, Navigation of class models, and UML diagrams
Building the Analysis Models: Requirement Analysis, Analysis Model Approaches, Data modeling Concepts, Object Oriented Analysis, Scenario-Based Modeling, Flow-Oriented Modeling, class Based Modeling, Creating a Behavioral Model.
artificial intelligence and data science contents.pptxGauravCar
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Electric vehicle and photovoltaic advanced roles in enhancing the financial p...IJECEIAES
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2. 2
AISC ASD and LRFD
• AISC = American Institute of Steel
Construction
• ASD = Allowable Stress Design
AISC Ninth Edition
• LRFD = Load and Resistance Factor Design
AISC Third Edition
4. 4
ASD and LRFD
Major Differences
• Load Combinations and load factors
• ASD results are based on the stresses and
LRFD results are based on the forces and
moments capacity
• Static analysis is acceptable for ASD but
nonlinear geometric analysis is required for
LRFD
• Beams and flexural members
• Cb computation
5. 5
ASD Load Combinations
• 1.0D + 1.0L
• 0.75D + 0.75L + 0.75W
• 0.75D + 0.75L + 0.75E
D = dead load
L = live load
W = wind load
E = earthquake load
6. 6
ASD Load Combinations
Or you can use following load combinations with the
parameter ALSTRINC to account for the 1/3 allowable
increase for the wind and seismic load
1. 1.0D + 1.0L
2. 1.0D + 1.0L + 1.0W
3. 1.0D + 1.0L + 1.0E
• PARAMETER$ ALSTRINC based on the % increase
• ALSTRINC 33.333 LOADINGS 2 3
7. 7
LRFD Load Combinations
• 1.4D
• 1.2D + 1.6L
• 1.2D + 1.6W + 0.5L
• 1.2D ± 1.0E + 0.5L
• 0.9D ± (1.6W or 1.0E)
D = dead load
L = live load
W = wind load
E = earthquake load
8. 8
Deflection Load Combinations
for ASD and LRFD
• 1.0D + 1.0L
• 1.0D + 1.0L + 1.0W
• 1.0D + 1.0L + 1.0E
D = dead load
L = live load
W = wind load
E = earthquake load
9. 9
Forces and Stresses
• ASD = actual stress values are
compared to the AISC
allowable stress values
• LRFD = actual forces and moments
are compared to the AISC
limiting forces and moments
capacity
10. 10
ASTM Steel Grade
• Comparison is between Table 1 of the AISC ASD 9th Edition on
Page 1-7 versus Table 2-1 of the AISC LRFD 3rd Edition on
Page 2-24
• A529 Gr. 42 of ASD, not available in LRFD
• A529 Gr. 50 and 55 are new in LRFD
• A441 not available in LRFD
• A572 Gr. 55 is new in LRFD
• A618 Gr. I, II, & III are new in LRFD
• A913 Gr. 50, 60, 65, & 70 are new in LRFD
• A992 (Fy = 50, Fu = 65) is new in LRFD (new standard)
• A847 is new in LRFD
12. 12
Tension Members
• Check L/r ratio
• Check Tensile Strength based on the cross-
section’s Gross Area
• Check Tensile Strength based on the cross-
section’s Net Area
13. 13
Tension Members
ASD
ft = FX/Ag ≤ Ft Gross Area
ft = FX/Ae ≤ Ft Net Area
LRFD
Pu = FX ≤ ϕt Pn = ϕt Ag Fy ϕt = 0.9 for Gross Area
Pu = FX ≤ ϕt Pn = ϕt Ae Fu ϕt = 0.75 for Net Area
14. 14
Tension Members
ASD (ASD Section D1)
Gross Area Ft = 0.6Fy
Net Area Ft = 0.5Fu
LRFD (LRFD Section D1)
Gross Area ϕt Pn = ϕt Fy Ag ϕt = 0.9
Net Area ϕt Pn = ϕt Fu Ae ϕt = 0.75
17. 17
Tension Members
• Member is 15 feet long
• Fixed at the top of the member and free at the bottom
• Loadings are:
• Self weight
• 400 kips tension force at the free end
• Load combinations based on the ASD and LRFD
codes
• Steel grade is A992
• Design based on the ASD and LRFD codes
19. 19
Tension Members
ASD
W18x46 Area = 13.5 in.2
FX = 400.688 kips Ratio = 0.989
LRFD
W10x49 Area = 14.4 in.2
FX = 640.881 kips Ratio = 0.989
20. 20
Tension Members
Load Factor difference between LRFD and ASD
640.881 / 400.688 = 1.599
Equation Factor difference between LRFD and ASD
LRFD = (1.5) × ASD
Estimate required cross-sectional area for LRFD
LRFD W10x49 Area = 14.4 in.2
A r e a f o r L R F D = × × × =
1 3 5
6 4 0 8 8 1
4 0 0 6 8 8
1 0
1 5
0 9 8 9
0 9 8 9
1 4 3 9 5
.
.
.
.
.
.
.
.
21. 21
Tension Members
Code Check based on the ASD9 and using W10x49
FX = 400.734 kips Ratio = 0.928
Load Factor difference between LRFD and ASD
640.881 / 400.734 = 1.599
LRFD W10x49 Ratio = 0.989
L R F D R a t i o c o m p u t e d f r o m A S D = × × =
0 9 2 8
6 4 0 8 8 1
4 0 0 7 3 4
1 0
1 5
0 9 8 9
.
.
.
.
.
.
22. 22
Tension Members
ASD
Example # 1
Live Load = 400 kips
W18x46 Actual/Allowable Ratio = 0.989
LRFD
Example # 1
Live Load = 400 kips
W10x49 Actual/Limiting Ratio = 0.989
Example # 2
Dead Load = 200 kips
Live Load = 200 kips
W14x43 Actual/Limiting Ratio = 0.989
Code check W14x43 based on the ASD9
W14x43 Actual/Allowable Ratio = 1.06
23. 23
Compression Members
• Check KL/r ratio
• Compute Flexural-Torsional Buckling and
Equivalent (KL/r)e
• Find Maximum of KL/r and (KL/r)e
• Compute Qs and Qa based on the b/t and h/tw
ratios
• Based on the KL/r ratio, compute allowable
stress in ASD or limiting force in LRFD
26. 26
Limiting Width-Thickness Ratios
for Compression Elements
Assume E = 29000 ksi
ASD
b/t = h/tw =
LRFD
b/t = h/tw =
9 5 / F y
9 5 3 6
. / F y
2 5 3 / F y
2 5 3 7 4
. / F y
27. 27
Compression Members
ASD KL/r ≤ C′c (ASD E2-1 or A-B5-11)
LRFD (LRFD A-E3-2)
( )
( ) ( )
F
Q
K L r
C
F
K L r
C
K L r
C
a
c
y
c c
=
−
′
+
′
−
′
1
2
5
3
3
8 8
2
2
3
3
/
/ /
( )
F Q F
c r
Q
y
c
= 0 6 5 8
2
. λ
W h e r e ′ =
C
E
Q F
c
y
2 2
π
W h e r e λ
π
c
y
K L
r
F
E
=
λ c Q ≤ 1 5
.
28. 28
Compression Members
ASD KL/r > C′c (ASD E2-2)
LRFD (LRFD A-E3-3)
( )
F
E
K L r
a =
1 2
2 3
2
2
π
/
W h e r e ′ =
C
E
Q F
c
y
2 2
π
λ c Q > 1 5
.
F F
c r
c
y
=
0 8 7 7
2
.
λ
W h e r e λ
π
c
y
K L
r
F
E
=
29. 29
Compression Members
LRFD
F F
c r
c
y
=
0 8 7 7
2
.
λ
W h e r e λ
π
c
y
K L
r
F
E
=
F
K L
r
F
E
F
c r
y
y
=
0 8 7 7
2
.
π
( )
F
E
K L r
c r =
0 8 7 7 2
2
.
/
π
( )
F
E
K L r
c r =
2 0 1 7 1
2 3
2
2
.
/
π
30. 30
Compression Members
ASD LRFD
Fcr / Fa = 1.681
LRFD Fcr = ASD Fa × 1.681
( )
F
E
K L r
a =
1 2
2 3
2
2
π
/ ( )
F
E
K L r
c r =
2 0 1 7 1
2 3
2
2
.
/
π
31. 31
Compression Members
ASD
(ASD C-E2-2)
LRFD
λc = Maximum of ( λcy , λcz , λe )
K L r
K L
r
K L
r
K L
r
y Y
y
z z
z e
/ , ,
=
W h e r e
K L
r
E
F
e e
= π
34. 34
Qs Computation
ASD
LRFD
W h e n 9 5 1 9 5
/ / / / /
F k b t F k
y c y c
< <
Q b t F k
s y c
= −
1 2 9 3 0 0 0 3 0 9
. . ( / ) /
W h e n 0 5 6 1 0 3
. / / . /
E F b t E F
y y
< <
Q b t F E
s y
= −
1 4 1 5 0 7 4
. . ( / ) /
( )
k
h t
h t k
c c
= > =
4 0 5
7 0 1 0
0 .4 6
.
/
/ , .
i f o t h e r w i s e
35. 35
Qs Computation
Assume E = 29000 ksi
ASD
LRFD
W h e n 9 5 1 9 5
/ / / / /
F k b t F k
y c y c
< <
Q b t F k
s y c
= −
1 2 9 3 0 0 0 3 0 9
. . ( / ) /
W h e n 9 5 3 6 1 7 5 4
. / / . /
F b t F
y y
< <
Q b t F
s y
= −
1 4 1 5 0 0 0 4 3 4 5
. . ( / )
36. 36
Qs Computation
ASD
LRFD
W h e n b t F k
y c
/ / /
≥ 1 9 5
( )
[ ]
Q k F b t
s c y
= 2 6 2 0 0
2
/ /
W h e n b t E F y
/ . /
≥ 1 0 3
( )
[ ]
Q E F b t
s y
= 0 6 9
2
. / /
37. 37
Qs Computation
Assume E = 29000 ksi
ASD
LRFD
W h e n b t F k
y c
/ / /
≥ 1 9 5
( )
[ ]
Q k F b t
s c y
= 2 6 2 0 0
2
/ /
W h e n b t F y
/ . /
≥ 1 7 5 4
( )
[ ]
Q F b t
s y
= 2 0 0 1 0
2
/ /
38. 38
Qa Computation
ASD
LRFD
b
t
f b t f
b
e = −
≤
2 5 3
1
4 4 3
.
( / )
b t
E
f b t
E
f
b
e = −
≤
1 9 1 1
0 3 4
.
.
( / )
A ssu m e k si
E b
t
f b t f
e
= = −
2 9 0 0 0
3 2 5 2 6
1
5 7 9
,
. .
( / )
40. 40
Compression Members
• Member is 15 feet long
• Fixed at the bottom of the column and free at the top
• Loadings are:
• Self weight
• 100 kips compression force at the free end
• Load combinations based on the ASD and LRFD
codes
• Steel grade is A992
• Design based on the ASD and LRFD codes
43. 43
Compression Members
Load Factor difference between LRFD and ASD
160.967 / 100.734 = 1.598
Equation Factor difference between LRFD and ASD
LRFD Fcr = (1.681) × ASD Fa
Estimate required cross-sectional area for LRFD
LRFD W10x54 Area = 15.8 inch
A r e a f o r L R F D = × × × × =
1 4 4
1 6 0 9 6 7
1 0 0 7 3 4
1 0
1 6 8 1
1 0
0 8 5
0 9 4 1
0 9 4 4
1 6 0 5
.
.
.
.
.
.
.
.
.
.
44. 44
Compression Members
Code Check based on the ASD9 and use W10x54
FX = 100.806 kips Ratio = 0.845
Load Factor difference between LRFD and ASD
160.967 / 100.806 = 1.597
LRFD W10x54 Ratio = 0.944
L R F D R a t i o c o m p u t e d f r o m A S D = × × × =
0 8 4 5
1 6 0 9 6 7
1 0 0 8 0 6
1 0
1 6 8 1
1 0
0 8 5
0 9 4 4
.
.
.
.
.
.
.
.
45. 45
Compression Members
ASD
Example # 1
Live Load = 100 kips
W10x49 Actual/Allowable Ratio = 0.941
LRFD
Example # 1
Live Load = 100 kips
W10x54 Actual/Limiting Ratio = 0.944
Example # 2
Dead Load = 50 kips
Live Load = 50 kips
W10x49 Actual/Limiting Ratio = 0.921
Code check W10x49 based on the ASD9
W10x49 Actual/Allowable Ratio = 0.941
46. 46
Flexural Members
• Based on the b/t and h/tw ratios determine the compactness of
the cross-section
• Classify flexural members as Compact, Noncompact, or Slender
• When noncompact section in ASD, allowable stress Fb is
computed based on the l/rt ratio. l is the laterally unbraced
length of the compression flange. Also, Cb has to be computed
• When noncompact or slender section in LRFD, LTB, FLB, and
WLB are checked
• LTB for noncompact or slender sections is computed using Lb
and Cb. Lb is the laterally unbraced length of the compression
flange
48. 48
Limiting Width-Thickness Ratios
for Compression Elements
ASD
LRFD
Assume E = 29000 ksi
d t F
w y
/ /
≤ 6 4 0
b t E F y
/ . /
≤ 0 3 8 h t E F
w y
/ . /
≤ 3 7 6
b t F y
/ /
≤ 6 5
b t F y
/ . /
≤ 6 4 7 h t F
w y
/ . /
≤ 6 4 0 3
51. 51
Flexural Members
Compact Section
• Member is 12 feet long
• Fixed at both ends of the member
• Loadings are:
• Self weight
• 15 kips/ft uniform load
• Load combinations based on the ASD and LRFD
codes
• Steel grade is A992
• Braced at the 1/3 Points
• Design based on the ASD and LRFD codes
54. 54
Flexural Members
Compact Section
Load Factor difference between LRFD and ASD
3462.933 / 2165.777 = 1.5989
Equation Factor difference between LRFD and ASD
LRFD = (0.66Sz)(1.5989) / (0.9Zz) × ASD
Zz
LRFD W18x40 Zz = 78.4 in.3
f o r L R F D = × × × =
6 8 4
3 4 6 2 9 3 3
2 1 6 5 7 7 7
0 6 6
0 9
0 9 5 9
0 9 8 2
7 8 3
.
.
.
.
.
.
.
.
55. 55
Flexural Members
Compact Section
Code Check based on the ASD9, Profile W18x40
MZ = 2165.777 inch-kips Ratio = 0.959
Load Factor difference between LRFD and ASD
3462.933 / 2165.777 = 1.5989
LRFD W18x40 Ratio = 0.982
L R F D R a t i o c o m p u t e d f r o m A S D = × × × =
0 9 5 9
3 4 6 2 9 3 3
2 1 6 5 7 7 7
0 6 6
0 9
6 8 4
7 8 4
0 9 8 1
.
.
.
.
.
.
.
.
56. 56
Flexural Members
Compact Section
ASD
Example # 1
Live Load = 15 kips/ft
W18x40 Actual/Allowable Ratio = 0.959
LRFD
Example # 1
Live Load = 15 kips/ft
W18x40 Actual/Limiting Ratio = 0.982
Example # 2
Dead Load = 7.5 kips/ft
Live Load = 7.5 kips/ft
W18x40 Actual/Limiting Ratio = 0.859
Code check W18x40 based on the ASD9
W18x40 Actual/Allowable Ratio = 0.959
57. 57
Flexural Members
Noncompact Section
ASD
• Based on b/t, d/tw and h/tw determine if the section is
noncompact
• Compute Cb
• Compute Qs
• Based on the l/rt ratio, compute allowable stress Fb
• Laterally unbraced length of the compression flange (l)
has a direct effect on the equations of the noncompact
section
59. 59
Limiting Width-Thickness Ratios
for Compression Elements
ASD
LRFD
6 5 9 5
F b t F
y y
< ≤
d t F
w y
> 6 4 0
0 3 8 0 8 3
. / .
E F b t E F
y L
< ≤
3 7 6 5 7
. .
E F h t E F
y w y
< ≤
h t F
w b
≤ 7 6 0
60. 60
Limiting Width-Thickness Ratios
for Compression Elements
Assume E = 29000 ksi
ASD
LRFD
6 5 9 5
F b t F
y y
< ≤
d t F
w y
> 6 4 0
6 4 7 1 4 1 3
. / / . /
F b t F
y L
< ≤
6 4 0 3 9 7 0 7
. / . /
F h t F
y w y
< ≤
h t F
w b
≤ 7 6 0
61. 61
Flexural Members
Noncompact Section
ASD
(ASD F1-3)
(ASD F1-2)
ASD Equations F1-6, F1-7, and F1-8 must to be checked.
F F
b
t
F
b y
f
f
y
= −
0 7 9 0 0 0 2
2
. .
( )
I f m i n i m u m o r
L L
b
F d A F
b c
f
y f y
> =
7 6 2 0 0 0 0
66. 66
Flexural Members
Noncompact Section
LRFD
– LTB
• Compute Cb
• Based on the Lb, compute limiting moment capacity. Lb is
the lateral unbraced length of the compression flange,
λ = Lb/ry
• Lb has a direct effect on the LTB equations for noncompact
and slender sections
– FLB
• Compute limiting moment capacity based on the b/t ratio of
the flange, λ = b/t
– WLB
• Compute limiting moment capacity based on the h/tw ratio
of the web, λ = h/tw
67. 67
Flexural Members
Noncompact Section
LRFD LTB (Table A-F1.1)
For λp < λ ≤ λr
(LRFD A-F1-2)
Where:
Mp = Fy Zz ≤ 1.5Fy Sz
Mr = FLSz FL = Smaller of (Fyf − Fr) or Fyw
λ = Lb/ry
λp =
( )
M C M M M M
n b p p r
p
r p
p
= − −
−
−
≤
λ λ
λ λ
1 7 6
. E F y f
69. 69
Flexural Members
Noncompact Section
LRFD FLB (Table A-F1.1)
For λp < λ ≤ λr
(LRFD A-F1-3)
Where:
Mp = Fy Zz ≤ 1.5Fy Sz
Mr = FLSz FL = Smaller of (Fyf − Fr) or Fyw
λ = b/t
λp =
λr =
( )
M M M M
n p p r
p
r p
= − −
−
−
λ λ
λ λ
0 3 8
. E F y
0 8 3
. E F L
70. 70
Flexural Members
Noncompact Section
LRFD WLB (Table A-F1.1)
For λp < λ ≤ λr
(LRFD A-F1-3)
Where:
Mp = Fy Zz ≤ 1.5Fy Sz
Mr = Re Fy Sz
Re = 1.0 for non-hybrid girder
( )
M M M M
n p p r
p
r p
= − −
−
−
λ λ
λ λ
72. 72
Flexural Members
Noncompact Section
ASD
LRFD
( ) ( )
C M M M M
M M
M M M C
b
b
= + + ≤
<
=
1 7 5 1 0 5 0 3 2 3
1 0
1 2 1 2
2
1 2
1 2
. . . .
, .
m a x
I f b e t w e e n a n d
C
M
M M M M
M
M
M
b
A B C
A
B
C
=
+ + +
=
=
= −
1 2 5
2 5 3 4 3
.
.
m a x
m a x
a b s o l u t e v a l u e o f m o m e n t a t q u a r t e r p o i n t
a b s o l u t e v a l u e o f m o m e n t a t c e n t e r l i n e
a b s o l u t e v a l u e o f m o m e n t a t t h r e e q u a r t e r p o i n t
74. 74
Flexural Members
Noncompact Section
• Member is 12 feet long
• Pin at the start of the member
• Roller at the end of the member
• Cross-section is W12x65
• Loadings are:
• Self weight
• 12 kips/ft uniform load
• Load combinations based on the ASD and LRFD codes
• Steel grade is A992
• Check code based on the ASD and LRFD codes
75. 75
Flexural Members
Noncompact Section
ASD
W12x65 Cb = 1.0
Actual/Allowable Ratio = 0.988
LRFD
W12x65 Cb = 1.136
Actual/Limiting Ratio = 0.971
Code check is controlled by FLB.
Cb = 1.0 Actual/Limiting Ratio = 0.973
76. 76
Flexural Members
Noncompact Section
ASD
Example # 1
Live Load = 12 kips/ft
W12x65 Actual/Allowable Ratio = 0.988
LRFD
Example # 1
Live Load = 12 kips/ft
W12x65 Actual/Limiting Ratio = 0.971
Example # 2
Dead Load = 6 kips/ft
Live Load = 6 kips/ft
W12x65 Actual/Limiting Ratio = 0.85
Code check W12x65 based on the ASD9
W12x65 Actual/Allowable Ratio = 0.988
77. 77
Design for Shear
ASD
fv = FY/Aw ≤ Fv = 0.4Fy (ASD F4-1)
LRFD
Vu = FY ≤ ϕvVn = ϕv0.6Fyw Aw (LRFD F2-1)
Where ϕv = 0.9
h t F
w y
/ ≤ 3 8 0
h t E F
w y w
/ . /
≤ 2 4 5
78. 78
Design for Shear
Assume E = 29000 ksi
ASD
fv = FY/Aw ≤ Fv = 0.4Fy (ASD F4-1)
LRFD
Vu = FY ≤ ϕvVn = ϕv0.6Fyw Aw (LRFD F2-1)
Where ϕv = 0.9
h t F
w y
/ ≤ 3 8 0
h t F
w y w
/ . /
≤ 4 1 7 2
79. 79
Design for Shear
ASD
fv = FY/Ay ≤ (ASD F4-2)
LRFD
Vu = FY ≤ ϕvVn = ϕv (LRFD F2-2)
Where ϕv = 0.9
h t F
w y
/ > 3 8 0
2 4 5 3 0 7
. / / . /
E F h t E F
y w w y w
< ≤
( )
F
F
C F
v
y
v y
= ≤
2 8 9
0 4
.
.
0 6
2 4 5
.
. /
/
F A
E F
h t
y w w
y w
w
80. 80
Design for Shear
LRFD
Vu = FY ≤ ϕvVn = ϕv (LRFD F2-3)
Where ϕv = 0.9
3 0 7 2 6 0
. / /
E F h t
y w w
< ≤
( )
A
E
h t
w
w
4 5 2
2
.
/
82. 82
Design for Shear
• Same as example # 3 which is used for design of flexural
member with compact section
• Member is 12 feet long
• Fixed at both ends of the member
• Loadings are:
• Self weight
• 15 kips/ft uniform load
• Load combinations based on the ASD and LRFD codes
• Steel grade is A992
• Braced at the 1/3 Points
• Design based on the ASD and LRFD codes
83. 83
Design for Shear
ASD (Check shear at the end of the member, equation “F4-1 Y”)
W18x40 Actual/Allowable Ratio = 0.8
LRFD (Check shear at the end of the member, equation “A-F2-1 Y”)
W18x40 Actual/Limiting Ratio = 0.948
84. 84
Design for Shear
ASD
W18x40 Ay = 5.638 in.2
FY = 90.241 kips Ratio = 0.8
LRFD
W18x40 Ay = 5.638 in.2
FY = 144.289 kips Ratio = 0.948
85. 85
Design for Shear
Code Check based on the ASD9, Profile W18x40
FY = 90.241 kips Ratio = 0.8
Load Factor difference between LRFD and ASD
144.289 / 90.241 = 1.5989
Equation Factor difference between LRFD and ASD
LRFD = (0.4)(1.5989) /(0.6)(0.9) × ASD
LRFD W18x40 Ratio = 0.948
L R F D R a t i o c o m p u t e d f r o m A S D = × × × =
0 8
1 4 4 2 8 9
9 0 2 4 1
0 4
0 6
1 0
0 9
0 9 4 8
.
.
.
.
.
.
.
.
86. 86
Design for Shear
ASD
Example # 1
Live Load = 15 kips/ft
W18x40 Actual/Allowable Ratio = 0.8
LRFD
Example # 1
Live Load = 15 kips/ft
W18x40 Actual/Limiting Ratio = 0.948
Example # 2
Dead Load = 7.5 kips/ft
Live Load = 7.5 kips/ft
W18x40 Actual/Limiting Ratio = 0.83
Code check W18x40 based on the ASD9
W18x40 Actual/Allowable Ratio = 0.8
87. 87
Combined Forces
ASD fa /Fa > 0.15
(ASD H1-1)
(ASD H1-2)
LRFD Pu /ϕPn ≥ 0.2
(LRFD H1-1a)
f
F
C f
f
F
F
C f
f
F
a
a
m y b y
a
e y
b y
m z b z
a
e z
+
−
+
−
≤
1 1
1 0
.
f
F
f
F
f
F
a
y
b y
b y
b z
b z
0 6
1 0
.
.
+ + ≤
P
P
M
M
M
M
u
n
u y
b n y
u z
b n z
φ φ φ
+ +
≤
8
9
1 0
.
88. 88
Combined Forces
ASD fa /Fa ≤ 0.15
(ASD H1-1)
LRFD Pu /ϕPn < 0.2
(LRFD H1-1a)
f
F
f
F
f
F
a
a
b y
b y
b z
b z
+ + ≤ 1 0
.
P
P
M
M
M
M
u
n
u y
b n y
u z
b n z
2
1 0
φ φ φ
+ +
≤ .
90. 90
Combined Forces
• 3D Simple Frame
• 3 Bays in X direction 3 @ 15 ft
• 2 Bays in Z direction 2 @ 30 ft
• 2 Floors in Y direction 2 @ 15 ft
• Loadings
• Self weight of the Steel
• Self weight of the Slab 62.5 psf
• Other dead loads 15.0 psf
• Live load on second floor 50.0 psf
• Live load on roof 20.0 psf
• Wind load in the X direction 20.0 psf
• Wind load in the Z direction 20.0 psf
91. 91
Combined Forces
ASD
<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>
< Active Units Weight Unit = KIP Length Unit = INCH >
< >
< Steel Take Off Itemize Based on the PROFILE >
< Total Length, Volume, Weight, and Number of Members >
< >
< Profile Names Total Length Total Volume Total Weight # of Members >
< W10x33 2.1600E+03 2.0974E+04 5.9418E+00 12 >
< W12x58 1.4400E+03 2.4480E+04 6.9352E+00 4 >
< W12x65 1.4400E+03 2.7504E+04 7.7919E+00 4 >
< W12x72 2.1600E+03 4.5576E+04 1.2912E+01 12 >
< W6x9 3.2400E+03 8.6832E+03 2.4600E+00 18 >
< W8x40 1.4400E+03 1.6848E+04 4.7730E+00 4 >
< W8x48 1.4400E+03 2.0304E+04 5.7521E+00 4 >
<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>
<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>
< ACTIVE UNITS WEIGHT KIP LENGTH INCH >
< >
< TOTAL LENGTH, WEIGHT AND VOLUME FOR SPECIFIED MEMBERS >
< >
< LENGTH = 1.3320E+04 WEIGHT = 4.6566E+01 VOLUME = 1.6437E+05 >
<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>
92. 92
Combined Forces
LRFD
<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>
< Active Units Weight Unit = KIP Length Unit = INCH >
< >
< Steel Take Off Itemize Based on the PROFILE >
< Total Length, Volume, Weight, and Number of Members >
< >
< Profile Names Total Length Total Volume Total Weight # of Members >
< W10x33 3.6000E+03 3.4956E+04 9.9030E+00 16 >
< W10x39 1.4400E+03 1.6560E+04 4.6914E+00 4 >
< W10x49 7.2000E+02 1.0368E+04 2.9373E+00 4 >
< W12x45 1.4400E+03 1.9008E+04 5.3850E+00 4 >
< W6x9 3.2400E+03 8.6832E+03 2.4600E+00 18 >
< W8x31 1.4400E+03 1.3147E+04 3.7246E+00 4 >
< W8x40 1.4400E+03 1.6848E+04 4.7730E+00 8 >
< >
<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>
<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>
< ACTIVE UNITS WEIGHT KIP LENGTH INCH >
< >
< TOTAL LENGTH, WEIGHT AND VOLUME FOR SPECIFIED MEMBERS >
< >
< LENGTH = 1.3320E+04 WEIGHT = 3.3874E+01 VOLUME = 1.1957E+05 >
<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>
97. 97
Compare Design without and with
Deflection Design
ASD
Without Deflection Design WEIGHT = 46.566 kips
With Deflection Design WEIGHT = 46.933 kips
LRFD
Without Deflection Design WEIGHT = 33.874 kips
With Deflection Design WEIGHT = 38.345 kips
98. 98
Design same example based on
Cb = 1.0
Code and deflection design with Cb = 1.0
ASD
Compute Cb WEIGHT = 46.933 kips
Specify Cb = 1.0 WEIGHT = 51.752 kips
LRFD
Compute Cb WEIGHT = 38.345 kips
Specify Cb = 1.0 WEIGHT = 48.421 kips
99. 99
Design Similar example based on
Cb = 1.0 and LL×5
• Code and deflection design with Cb = 1.0 and increase the live
load by a factor of 5.
• Area loads are distributed using two way option instead of one
way
• Also change the 2 bays in the Z direction from 30 ft to 15 ft.
ASD WEIGHT = 25.677 kips
LRFD WEIGHT = 22.636 kips
Difference = 3.041 kips
100. 100
Design Similar example based on
Cb = 1.0 and LL×10
• Code and deflection design with Cb = 1.0 and increase the live
load by a factor of 10.
• Area loads are distributed using two way option instead of one
way
• Also change the 2 bays in the Z direction from 30 ft to 15 ft.
ASD WEIGHT = 31.022 kips
LRFD WEIGHT = 29.051 kips
Difference = 1.971 kips
101. 101
Stiffness Analysis
versus
Nonlinear Analysis
• Stiffness Analysis – Load Combinations or Form
Loads can be used.
• Nonlinear Analysis – Form Loads must be used. Load
Combinations are not valid.
• Nonlinear Analysis – Specify type of Nonlinearity.
• Nonlinear Analysis – Specify Maximum Number of
Cycles.
• Nonlinear Analysis – Specify Convergence Tolerance.
102. 102
Nonlinear Analysis
Commands
• NONLINEAR EFFECT
• TENSION ONLY
• COMPRESSION ONLY
• GEOMETRY AXIAL
• MAXIMUM NUMBER OF CYCLES
• CONVERGENCE TOLERANCE
• NONLINEAR ANALYSIS
103. 103
Design using Nonlinear Analysis
Input File # 1
1. Geometry, Material Type, Properties,
2. Loading ‘SW’, ‘LL’, and ‘WL’
3. FORM LOAD ‘A’ FROM ‘SW’ 1.4
4. FORM LOAD ‘B’ FROM ‘SW’ 1.2 ‘LL’ 1.6
5. FORM LOAD ‘C’ FROM ‘SW’ 1.2 ‘WL’ 1.6 ‘LL’ 0.5
6. FORM LOAD ‘D’ FROM ‘SW’ 0.9 ‘WL’ 1.6
7. DEFINE PHYSICAL MEMBERS
8. PARAMETERS
9. MEMBER CONSTRAINTS
10. LOAD LIST ‘A’ ‘B’ ‘C’ ‘D’ $ Activate only the FORM loads
11. STIFFNESS ANALYSIS
12. SAVE
104. 104
Design using Nonlinear Analysis
Input File # 2
1. RESTORE
2. LOAD LIST ‘A’ ‘B’ ‘C’ ‘D’
3. SELECT MEMBERS
4. SMOOTH PHYSICAL MEMBERS
5. DELETE LOADINGS ‘A’ ‘B’ ‘C’ ‘D’
6. SELF WEIGHT LOADING RECOMPUTE
7. FORM LOAD ‘A’ FROM ‘SW’ 1.4
8. FORM LOAD ‘B’ FROM ‘SW’ 1.2 ‘LL’ 1.6
9. FORM LOAD ‘C’ FROM ‘SW’ 1.2 ‘WL’ 1.6 ‘LL’ 0.5
10. FORM LOAD ‘D’ FROM ‘SW’ 0.9 ‘WL’ 1.6
11. LOAD LIST ‘A’ ‘B’ ‘C’ ‘D’
12. STIFFNESS ANALYSIS
13. CHECK MEMBERS
14. STEEL TAKE OFF
15. SAVE
105. 105
Design using Nonlinear Analysis
Input File # 3
1. RESTORE
2. LOAD LIST ‘A’ ‘B’ ‘C’ ‘D’
3. SELECT MEMBERS
4. SMOOTH PHYSICAL MEMBERS
5. DELETE LOADINGS ‘A’ ‘B’ ‘C’ ‘D’
6. SELF WEIGHT LOADING RECOMPUTE
7. FORM LOAD ‘A’ FROM ‘SW’ 1.4
8. FORM LOAD ‘B’ FROM ‘SW’ 1.2 ‘LL’ 1.6
9. FORM LOAD ‘C’ FROM ‘SW’ 1.2 ‘WL’ 1.6 ‘LL’ 0.5
10. FORM LOAD ‘D’ FROM ‘SW’ 0.9 ‘WL’ 1.6
106. 106
Design using Nonlinear Analysis
Input File # 3 (continue)
1. NONLINEAR EFFECT
2. GEOMETRY ALL MEMBERS
3. MAXIMUM NUMBER OF CYCLES
4. CONVERGENCE TOLERANCE DISPLACEMENT
5. LOAD LIST ‘A’ ‘B’ ‘C’ ‘D’
6. NONLINEAR ANALYSIS
7. CHECK MEMBERS
8. STEEL TAKE OFF
9. SAVE