14-Design of Beam (Steel Structural Design & Prof. Shehab Mourad)

•

6 likes•511 views

This document discusses bending stresses in beams and how the bending moment capacity of a beam is affected by its unbraced length. It contains the following key points: 1. Formulas are provided for yield moment (My) and plastic moment (Mp) in terms of yield stress (Fy) and section properties. 2. The unbraced length of a beam's compression flange (Lb) cannot exceed certain values or buckling may occur. Lp is the maximum unbraced length where Mp can be reached, and Lr is the maximum length before inelastic torsional buckling. 3. A beam's bending strength depends on the zone based on Lb. If L

1 Prepared by Prof. Shehab Mourad – Department of Civil Eng. - KSU
sDesign of Beam
Bending stresses in beams-1
My = Yield moment
= (C or T) yc.t
= Fy. S
where S : Elastic modulus
For rectangular section S = bd2
/6
Mp = Plastic moment
= (C or T ) yc.t
= Fy . Z
Where Z : Plastic modulus
For rectangular section Z = bd2
/4
Mp = Z for rectangular section Z = 1.5
My S S
For W shapes Z/S ≈ 1.10 → 1.15
M
Curvature Φ
1
2
3
4 5
M p
M y
Pu Plastic hingeW shape
Area of yielding
ε t
ε c
-
+Φ
Strain diagramBeam cross section
f < Fy
f < Fy
Fy
Fy Fy
Fy
Fy
Fy
Fy
Fy
+ + + + +
- - - - -
1 2 3 4 5

2 Prepared by Prof. Shehab Mourad – Department of Civil Eng. - KSU
2- Effect of beam unbraced length on its moment capacity
Buckling of the compression flange of the beam can occur if the unbraced
length of the compression flange ( Lb) exceeds certain values
Lp : Is the largest value of unbraced length that Mp can be reached
Lr : is the largest value of unbraced length that cause inelastic torsional
buckling

3 Prepared by Prof. Shehab Mourad – Department of Civil Eng. - KSU
3 - Beam bending strength
Resistance factor for flexural (Φ) = 0.90
(a) if Lb ≤ L p (Zone 1)
Φ Mn = least of Φ Mp
Φ 1.5 Fy . S
(b) if Lp < Lb ≤ Lr (Zone 2) (inelastic lateral torsional buckling)
Φ Mn = Φ Cb [ Mp – ( Mp – Mr) (Lb - Lp) ] ≤ Φ Mp
(Lr – Lp)
= Φ Cb [ Mp – BF (Lb - Lp) ] ≤ Φ Mp
Where, Lp, Lr, Mp, Mr, BF are obtained from LRFD tables
Cb : is a modification factor for non-uniform moment diagram
( c ) if Lb > Lr (Zone 3) ( Elastic lateral torsional buckling)
Φ Mn = Φ Cb Mcr
Where Mcr is the critical moment at which the beam will twist elastically
due to the elastic buckling of the compression flange, its values are obtained
from graphs

1. A steel beam with a 9m span is designed to support uniform loads. The lightest W-shape sections are selected for different cases of lateral support of the top flange. 2. For full lateral support, a W610x82 section is selected. For support at 2.25m intervals, the same section satisfies strength requirements. 3. A W610x92 section is required for support at mid-span. 4. A W460x128 section satisfies strength and deflection limits for no lateral support.

15-Bending Coefficient (Steel Structural Design & Prof. Shehab Mourad)

Hossam Shafiq II

This document discusses the bending coefficient Cb, which accounts for the effect of different moment gradients on lateral-torsional buckling. Cb is equal to 1.0 for a uniform moment diagram, representing the worst case for compression flange buckling. The document provides an equation to calculate Cb based on the maximum moment and moments at quarter, half, and three-quarter points of an unbraced beam segment. It also lists some typical Cb values for different support conditions and load types. Finally, it addresses beam shear strength, noting the shear resistance factor and requirement that factored shear strength exceeds factored shear load.

18-Beam Column Strength (Steel Structural Design & Prof. Shehab Mourad)

Hossam Shafiq II

1. The document discusses second order effects (P-Δ effects) on beam-column members subjected to axial forces and bending moments. It defines magnification factors B1 and B2 that account for P-Δ effects for braced and unbraced members, respectively. 2. Equations are provided for calculating the ultimate moment Mu for braced (Mu = B1*Mnt) and unbraced (Mu = B2*Mlt) members based on the primary moments and magnification factors. 3. Two strength equations are given for designing beam-column members based on the column and beam design strengths and accounting for P-Δ effects on the ultimate moments and axial load.

19-Examples for Beam Column (Steel Structural Design & Prof. Shehab Mourad)

Hossam Shafiq II

1. The document provides examples of checking the strength of beams and columns. 2. In the first example, the beam section W 310 x 97 is checked to resist ultimate loads and is found to be safe. 3. In the second example, the safety of column section W 360 x 72 is checked for a given load of 250 kN when laterally supported at mid-height. It is found to be unsafe by about 8% and requires a larger section.

12-Examples on Compression Members (Steel Structural Design & Prof. Shehab Mo...

Hossam Shafiq II

This document provides examples of calculating the factor resistance of steel columns and angles under axial compression loading. It determines the effective area considering local and global buckling effects. It calculates the critical buckling stress and compares it to design tables. For a double angle, it finds the factor resistance is 427 kN. For a W360x134 column with KLx=12m and KLy=6m, it calculates the factor resistance as 2654.6 kN.

05-Strength of Double Angle Bolted Tension Members (Steel Structural Design &...

Hossam Shafiq II

1. The document discusses the limit states and failure modes of bolted double angle tension members, including yielding of the gross section, fracture at the net section, and block shear failure. 2. It provides equations to calculate the effective net area considering shear lag effects, and the block shear strength considering both shear and tensile strengths. 3. An example calculation is shown to determine the tensile resistance of a double unequal angle member bolted at one leg, where fracture at the net section governs with a strength of 393.9 kN.

11-Introduction to Axially Compression Members (Steel Structural Design & Pro...

Hossam Shafiq II

This document discusses axially compressed members and their failure modes. Compression members can fail due to flexural buckling, local buckling of the cross section, or torsional buckling. Flexural buckling, also called Euler buckling, depends on the member's slenderness ratio and is analyzed using the Euler formula. Local buckling occurs when parts of the cross section are too thin. Torsional buckling happens in members with eccentric shear centers. The document also provides formulas to calculate the buckling load and capacity of compression members based on their cross section properties and dimensions.

10-Design of Tension Member with Bolted Connection (Steel Structural Design &...

Hossam Shafiq II

1. The document describes the design of a tension member with either a bolted or welded end connection. 2. For the bolted connection, the design uses 4 bolts with 20 mm diameter to connect two 102x89x6.4 mm angles based on checking slip resistance, bolt shear, bearing and member strength requirements. 3. For the welded connection, the design uses two 88.9x63.5x7.9 mm angles connected by 60 mm longitudinal and transversal welds, checking weld and member strength. The longitudinal weld length is increased to 70 mm to satisfy block shear requirements.

1. The document describes the design of a simple shear connection between a beam and column using bolts. It provides equations to check the shear strength of the bolts and bearing strength of the plate. 2. An example is presented to determine the number and size of bolts needed to resist an ultimate shear force of 1000 kN between two beams. It is determined that 7 bolts with 18 mm diameter and 98.5 mm spacing will suffice. 3. The document also checks the strength of double angles used in the connection to transfer the force and confirms the chosen angles are adequate.

06-Strength of Double Angle Welded Tension Members (Steel Structural Design &...

Hossam Shafiq II

1. The document discusses the strength of double angle welded tension members. It describes three failure modes: yielding of the gross area, fracture of the effective area, and block shear rupture in the angle. 2. Formulas are provided to calculate the nominal resistance (Rn) for each failure mode based on the yield strength, ultimate tensile strength, and dimensions of the angles. 3. An example problem is worked through to determine the governing strength of a specific welded double angle configuration based on the provided dimensions and material properties. The yielding of the gross area controls with a nominal resistance of 459 kN.

13-Effective Length of Columns (Steel Structural Design & Prof. Shehab Mourad)

Hossam Shafiq II

This document discusses the effective length of columns, which depends on: 1) The end conditions of the column (fixed, hinged, or free) represented by the factor K. 2) Whether the frame is braced or unbraced. 3) The relative stiffnesses of the column to beams at each end, represented by factors G1 and G2. Formulas and charts are provided to calculate the buckling length factor K based on these parameters. An example problem demonstrates calculating K for three columns in a two-story frame.

Shallow Foundations ( Combined, Strap, Raft foundation)

Mohammed Zakaria

22-Design of Four Bolt Extended Endplate Connection (Steel Structural Design ...

Hossam Shafiq II

This document provides design assumptions and procedures for a four-bolt unstiffened extended end-plate moment connection. It includes steps to size bolts, determine the required end plate thickness, and design fillet welds. An example is provided to demonstrate the design of a connection between a W460x74 beam and W360x147 column using A36 steel. The example calculates bolt sizes, selects an end plate thickness of 20mm, and determines required fillet weld sizes.

Crack Width

guestbcc3bd

The document discusses crack width calculations and limits for reinforced concrete structures according to BS5400-4. It provides equations to calculate the crack width based on factors like steel and concrete properties, bar location and diameter, moment, and concrete cover thickness. The calculated crack width should not exceed limits in the standard which depend on the structure's exposure environment, with more severe environments requiring narrower crack widths.

Chapter 8-deflections

ISET NABEUL

This document provides an overview of structural deflections and methods for calculating beam deflection. It discusses how deflections are an important part of structural analysis and excessive deflections can lead to failures. The deflection curve of a beam is described as the initially straight axis bending into a curve. Methods for determining the deflection curve including drawing shear and moment diagrams and identifying the concave upward and downward portions. Examples are provided to demonstrate calculating deflection curves for various beams. The double integration method for relating beam deflections to bending moments is described. Assumptions and limitations of the method are also stated. Further examples demonstrate applying the double integration and moment-area methods to calculate maximum deflections in beams.

23-Design of Column Base Plates (Steel Structural Design & Prof. Shehab Mourad)

Hossam Shafiq II

This document discusses the design of column base plates to resist both axial loads and bending moments. It provides equations to calculate stresses on the base plate and footing. It then gives an example of designing a base plate for a column supporting an axial load of 1735 kN and bending moment of 200 kN.m. The design process involves calculating eccentricity, base plate dimensions, stresses on the footing, required plate thickness, and checking bending in two directions. The example concludes by specifying a base plate of dimensions 750mm x 500mm x 40mm that satisfies all design requirements.

Isolated Footing

Sagnik Bhattacharjee

The document summarizes the design of an isolated square footing to support a 400x400mm reinforced concrete column with a vertical load of 50kN. It describes the 7 steps taken: 1) sizing the footing, 2) checking two-way shear, 3) designing flexure reinforcement, 4) checking one-way shear, 5) checking development length, 6) checking bearing stress, 7) distributing reinforcement. The final footing dimensions are 2x2m with a depth of 250mm. 12mm diameter bars are provided at 300mm spacing with 50mm clear cover and 740mm development length to satisfy design requirements.

Shear force and bending moment Solved Numerical

Royal University of Bhutan

This document provides guidance on calculating shear force and bending moment diagrams (SFD and BMD) for beams under different loading conditions. It begins by explaining the process for a sample problem, which involves a beam with uniform and point loads. The key steps are to determine support reactions, divide the beam into sections, then calculate the SFD and BMD for each section. Linear variation indicates a straight line SFD, while parabolic variation means a curved BMD. Interpretations are provided for different loading types and the shapes of the resulting diagrams. References for further reading are listed at the end.

crack control and crack width estimation

Kumar Anjneya

Chapter 4-internal loadings developed in structural members

ISET NABEUL

This document provides examples and explanations for determining internal forces like shear force and bending moment in structural members like beams and frames. It begins by introducing sign conventions and the procedure for analysis, which involves determining support reactions, drawing free body diagrams, and using equilibrium equations. Numerous step-by-step examples are then provided to demonstrate how to calculate and graph shear force and bending moment diagrams for beams and frames with different loading and support conditions.

311 Ch11

gaconnhome1987

1) Poisson's ratio describes the strain in the perpendicular direction due to loading. Under uniaxial loads, the perpendicular strain is proportional to the parallel strain multiplied by Poisson's ratio. Under biaxial loads, the strains are calculated considering the effects of both loads. 2) Thermal expansion causes materials to expand or contract with changes in temperature. Temperature changes can also induce thermal stresses if expansion is constrained. 3) Composite members made of different materials experience stress based on their relative moduli of elasticity. The stress in each material is proportional to the other by their modular ratio.

Statics and Strength of Materials Formula Sheet

yasinabolfate

This document provides formulas and concepts related to statics and strength of materials. It includes: 1) Basic definitions and equations for statics including free body diagrams, force and moment balance, and methods for analyzing trusses and frames. 2) Cross-section geometry formulas for area, moment of inertia, and centroid location for common shapes. 3) Stress, strain, and Hooke's law relationships as well as stress and deformation equations for common cases like tension, torsion, bending and pressure vessels. 4) Miscellaneous formulas including buckling, Mohr's circle, and power in a shaft.

08-Strength of Welded Connections (Steel Structural Design & Prof. Shehab Mou...

Hossam Shafiq II

The document discusses the strength of welded connections, including fillet and groove welds. It provides the equations to calculate the strength of fillet welds based on weld size and length. It also provides equations for calculating the strength of gusset plates based on yield strength, tensile strength, and area. An example calculation is shown for a welded connection with longitudinal and transverse welds. The strength is calculated for the welds, angles, and gusset plate. The governing strength is found to be the yielding of the gusset plate at 457.2 kN.

gaconnhome1987

Composites are made of two main components: fibers and a matrix. Fibers carry load and can be made of materials like glass, carbon, and Kevlar. Fibers come in various forms like strands, woven meshes, and chopped fibers. The matrix is a fluid that hardens and holds the fibers in place. It can be made of materials like plastic. Examples of composites include carbon fiber and plastic skis, Kevlar and fiberglass boats, and concrete reinforced with steel. The document then discusses stresses in beams including bending stresses, maximum bending stress, and shear stress.

311 Ch15

gaconnhome1987

The document discusses the design of compact steel beams. It defines a compact beam as having an unbraced length less than Lc, the maximum length for a given W-section beam to be considered compact. It provides a 6 step method for compact beam design: 1) determine loads, 2) calculate shear and moment diagrams, 3) calculate required section modulus, 4) select lightest beam meeting requirements, 5) check for added moment from self-weight, and 6) check shear stress.

311 Ch13

gaconnhome1987

The document discusses the concepts of shear and bending moment in beams. It describes how to determine the reaction forces at supports using free body diagrams and equilibrium equations. It then explains how to calculate the internal shear and bending moment at different points along a beam by cutting sections and applying equilibrium. Finally, it provides a step-by-step process for constructing shear and bending moment diagrams, including determining slopes and the locations of maximum values.

311 C H18

gaconnhome1987

The document discusses allowable axial compressive loads on structural members. It describes key factors that influence a member's capacity including length, cross-sectional area, material properties, and end fixity. The column buckling formula developed by Euler is presented, as well as the American Institute of Steel Construction (AISC) approach for analyzing and designing columns based on the slenderness ratio.

Chapter 5-cables and arches

ISET NABEUL

This document discusses structural analysis of cables and arches. It provides examples of determining tensions in cables subjected to concentrated and uniform loads. It also discusses the analysis procedure for cables under uniform loads. Examples are given for calculating tensions at different points of cables supporting bridges. Methods for analyzing fixed and hinged arches are demonstrated through examples finding internal forces at various arch sections.

Lec 7-flexural analysis and design of beamns

MUST,Mirpur AJK,Pakistan

Lec 7-flexural analysis and design of beamns

Civil Zone

1. The minimum steel reinforcement is provided to avoid sudden failure when concrete cracks and loads are transferred to steel. 2. The minimum depth of a beam section is determined to satisfy concrete capacity and avoid concrete failure under bending. 3. The "k" value used to calculate neutral axis depth can be determined by simultaneous steel and concrete stresses or by assuming a steel ratio. 4. The effective moment of inertia accounts for cracking and reduced stiffness, allowing more accurate deflection calculations. 5. Long-term deflection due to creep and shrinkage is accounted for using a multiplier applied to instantaneous deflection.

What's hot

21-Design of Simple Shear Connections (Steel Structural Design & Prof. Shehab...

Hossam Shafiq II

06-Strength of Double Angle Welded Tension Members (Steel Structural Design &...

Hossam Shafiq II

13-Effective Length of Columns (Steel Structural Design & Prof. Shehab Mourad)

Hossam Shafiq II

Shallow Foundations ( Combined, Strap, Raft foundation)

Mohammed Zakaria

22-Design of Four Bolt Extended Endplate Connection (Steel Structural Design ...

Hossam Shafiq II

Crack Width

guestbcc3bd

Chapter 8-deflections

ISET NABEUL

23-Design of Column Base Plates (Steel Structural Design & Prof. Shehab Mourad)

Hossam Shafiq II

Isolated Footing

Sagnik Bhattacharjee

Shear force and bending moment Solved Numerical

Royal University of Bhutan

crack control and crack width estimation

Kumar Anjneya

Chapter 4-internal loadings developed in structural members

ISET NABEUL

311 Ch11

gaconnhome1987

Statics and Strength of Materials Formula Sheet

yasinabolfate

08-Strength of Welded Connections (Steel Structural Design & Prof. Shehab Mou...

311 Ch15

311 Ch13

311 C H18

Chapter 5-cables and arches

ISET NABEUL

What's hot (20)

21-Design of Simple Shear Connections (Steel Structural Design & Prof. Shehab...

06-Strength of Double Angle Welded Tension Members (Steel Structural Design &...

13-Effective Length of Columns (Steel Structural Design & Prof. Shehab Mourad)

Shallow Foundations ( Combined, Strap, Raft foundation)

22-Design of Four Bolt Extended Endplate Connection (Steel Structural Design ...

Crack Width

Chapter 8-deflections

23-Design of Column Base Plates (Steel Structural Design & Prof. Shehab Mourad)

Isolated Footing

Shear force and bending moment Solved Numerical

crack control and crack width estimation

Chapter 4-internal loadings developed in structural members

311 Ch11

Statics and Strength of Materials Formula Sheet

08-Strength of Welded Connections (Steel Structural Design & Prof. Shehab Mou...

311 Ch15

311 Ch13

311 C H18

Chapter 5-cables and arches

Similar to 14-Design of Beam (Steel Structural Design & Prof. Shehab Mourad)

Lec 7-flexural analysis and design of beamns

MUST,Mirpur AJK,Pakistan

Lec 7-flexural analysis and design of beamns

Civil Zone

Lec 7

ZainulAbidien2

1. The minimum steel reinforcement is provided to avoid sudden failure when concrete cracks and loads are transferred to steel. 2. The minimum depth of a beam section is determined to satisfy concrete capacity and avoid concrete failure under bending. 3. The "k" value used to calculate concrete stress under bending can be determined by simultaneous steel and concrete stresses or by assuming a steel ratio. 4. The effective moment of inertia accounts for cracking and reduced stiffness, allowing more accurate deflection calculations. 5. Long-term deflection due to creep and shrinkage is accounted for using a multiplier applied to instantaneous deflection calculations.

Prestress loss due to friction & anchorage take up

Ayaz Malik

CMOS, FET Amplifier

VARUN KUMAR

This document discusses FET amplifiers and biasing. It begins with an introduction to CMOS transistors and how they reduce power dissipation compared to other technologies. It then describes common source and common drain amplifier configurations, which are analogous to bipolar CE and CC amplifiers. The document provides equations for small signal analysis of these FET amplifiers. Finally, it briefly introduces FET biasing and factors that influence selection of an operating point such as output swing, distortion, power, gain, and current drift.

636883main fdr talk_niac_2012_final

Clifford Stone

This document discusses a fusion-driven rocket (FDR) concept for rapid interplanetary travel. It summarizes the FDR approach, which uses magneto-inertial fusion to directly convert fusion energy into propulsive energy through a thick metal blanket and magnetic nozzle. Initial mission studies show the FDR could enable 30-day and 90-day missions to Mars, with the 30-day option providing the fastest transit but lower payload mass fraction, while the 90-day option allows higher payload but a longer trip. Further development is needed to advance the FDR concept to a technology readiness level of 5 through experiments and additional mission analysis.

Paper id 252014119

IJRAT

This document summarizes the design of an optimal discrete Fourier transform (DFT) modulated filter bank with a sharp transition band. It formulates the filter bank design as a non-linear optimization problem. To reduce complexity, it develops a frequency response masking (FRM) technique. The FRM technique uses an interpolated base linear phase filter and masking filters to provide a narrow transition band for the prototype filter while reducing the complexity and filter length. The document presents different cases for applying the FRM technique and analyzes how the filter lengths and number of coefficients are affected based on the transition width and other filter parameters.

Pure-bending of curved bar

Pratish Sardar

This document discusses pure bending of curved bars. It presents the assumptions made in analyzing curved members under bending, including that plane cross sections remain plane after bending. It defines key parameters like the radii of the inner and outer fibers. The stress function is introduced and expressions are given for radial, tangential, and shear stresses. Boundary conditions are described and the standard relations derived, with the stress function defined in terms of bending moment and geometric properties. Radial and circumferential stresses are expressed in terms of the stress function parameters. Numerical examples are referenced to demonstrate application.

Bending stresses and shear stresses

sumitt6_25730773

The document provides information about bending stresses and shear stresses in beams. It includes definitions of key terms like bending moment, shear force, radius of gyration, moment of inertia. It describes the assumptions in simple bending theory and concepts of neutral layer and neutral axis. Flexural formulas for pure bending and stress distribution diagrams are presented. Formulas for moment of inertia of various cross sections and moment of resistance are provided. Two example problems are included, one calculating moment of inertia for a rectangular lamina and another finding maximum stress induced in a beam with a non-uniform cross section.

Pure bending of curved bar (polar coordinate)

Pratish Sardar

This document discusses pure bending of curved bars. It presents the assumptions made in analyzing curved members under bending, including that plane cross sections remain plane after bending. It defines key parameters like the radii of the inner and outer fibers. The stress function is introduced and the equations for radial and tangential stresses are given. The boundary conditions for a curved bar under pure bending are described. Standard relations are presented for determining the coefficients of the stress function based on the boundary conditions. Radial and circumferential stress equations are provided in terms of these coefficients. Finally, the document indicates it will provide numerical examples.

PhD work on Graphene Transistor

Southern University and A&M College - Baton Rouge

The driving engine for the exponential growth of digital information processing systems is scaling down the transistor dimensions. For decades, this has enhanced the device performance and density. However, the International Technology Roadmap for Semiconductors (ITRS) states the end of Moore’s law in the next decade due to the scaling challenges of silicon-based CMOS electronics, e.g. extremely high power density. The forward-looking solutions are the utilization of emerging materials and devices for integrated circuits, e.g. carbon-based materials. The presentation of my Ph.D. work focuses on graphene, one atomic layer of carbon sheet, experimentally discovered in 2004. Since fabrication technology of emerging materials is still in early stages, transistor modeling has been playing an important role for evaluating futuristic graphene-based devices and circuits. The device has been simulated by solving a quantum transport model based on non-equilibrium Green’s function (NEGF) approach, which fully treats short channel-length electrostatic effects and the quantum tunneling effects, leading to the technology exploration of graphene nanoribbon field effect transistors (GNR FETs) for the future. This research presents a comprehensive study of the width-dependence performance of the GNR FETs and the scaling of its channel length down to 2.5 nanometer, investigating its potential use beyond-CMOS emerging technology.

Thin cylinder

senthamarai kannan

Tính tần số riêng của dầm

Chieu Hua

1) The document provides formulas for the fundamental bending frequencies of various beam configurations including cantilever beams, simply supported beams, free-free beams, fixed-fixed beams, and beams with end masses. 2) Appendices A through K derive the formulas for different beam configurations using principles of mechanics and vibration analysis. Approximate and exact solutions are provided depending on assumptions about the beam mass. 3) Examples are given for common structures like steel pipes and rocket vehicles to demonstrate application of the frequency formulas for engineering design and analysis.

COMPARATIVE STUDY ON BENDING LOSS BETWEEN DIFFERENT S-SHAPED WAVEGUIDE BENDS ...

cscpconf

Bending loss in the waveguide as well as the leakage losses and absorption losses along with a comparative study among different types of S-shaped bend structures has been computed with the help of a simple matrix method.This method needs simple 2×2 matrix multiplication. The effective-index profile of the bended waveguide is then transformed to an equivalent straight waveguide with the help of a suitable mapping technique and is partitioned into large number of thin sections of different refractive indices. The transfer matrix of the two adjacent layers will be a 2×2 matrix relating the field components in adjacent layers. The total transfer matrix is obtained through multiplication of all these transfer matrices. The excitation efficiency of the wave in the guiding layer shows a Lorentzian profile. The power attenuation coefficient of the bent waveguide is the full-width-half-maximum (FWHM) of this peak .Now the transition losses and pure bending losses can be computed from these FWHM datas.The computation technique is quite fast and it is applicable for any waveguide having different parameters and wavelength of light for both polarizations(TE and TM)

10346 07 08 examination paper

Eddy Ching

This document provides instructions and questions for a structural design exam. It consists of 4 questions. Students must answer question 1 and any other two questions. Question 1 involves calculating bending moments, designing reinforcement, and determining shear capacity for concrete beams. Question 2 involves checking the adequacy of steel sections and designing a bolt connection. Question 3 uses force methods to determine reactions and draws shear and bending moment diagrams. Question 4 analyzes a frame under vertical and lateral loads to determine reactions and internal forces at specific points. The document also includes relevant design formulas and appendices on load combinations, bending moment coefficients, and steel design strengths.

Dynamic response to harmonic excitation

University of Glasgow

This document summarizes the key concepts around harmonic excitation of undamped and damped systems from Chapter 2. It introduces the important concept of resonance that occurs when the driving frequency matches the natural frequency of the system. For an undamped system under harmonic excitation, the response is the sum of the homogeneous and particular solutions. The particular solution assumes the form of the driving force. When the driving frequency approaches the natural frequency, the amplitude of the response increases dramatically. For a damped system, the particular solution includes a phase shift.

Stress Analysis & Pressure Vessels

Hugo Méndez

This document provides an overview of stress analysis and pressure vessels. It discusses key topics including: - Common pressure vessel shapes like cylinders and spheres and the stresses they experience - Failure modes from compressive and tensile stresses like buckling and cracking - Hooke's law and relating stresses and strains for 3D analysis - Defining and calculating important strains like hoop, longitudinal, and volumetric strains - Material properties like Young's modulus, Poisson's ratio, bulk and shear moduli It also provides an ongoing example calculation to illustrate applying the concepts to analyzing stresses and strains in a cylindrical pressure vessel.

mos unit -3.pptx

leelagracegp

1. The document discusses flexural and shear stresses in beams. It covers the theory of simple bending, assumptions made, derivation of the bending equation, neutral axis, and determination of bending stresses. 2. Formulas are derived for shear stress distribution in beams with different cross sections like rectangular, circular, triangular, I-sections, and T-sections. 3. Examples are provided to calculate stresses induced in beams under different loading conditions using the bending stress formula and section modulus concept. The maximum stress is calculated for beams with various cross-sections subjected to point loads, uniformly distributed loads, and combinations of loads.

Paper sanjay tiwari

Sanjay Tiwari

This document summarizes a study on the nonlinear response of composite steel-concrete box girder bridges. A 3D finite element model was developed incorporating shear connector slip. Parametric analyses were performed on prototype 2-lane and 4-lane bridges with varying geometry under IRC loading conditions. Load distribution factors were proposed as a simplified design method based on results from the finite element analyses. The model was validated against published experimental data on a composite beam test specimen.

edited_VLSI DESIGN U2-1.pdf

AcademicICECE

MOS and CMOS circuit design involves several key concepts: 1. Circuits are formed from diffusion, polysilicon, and metal layers isolated by silicon dioxide. Transistors form where polysilicon crosses diffusion regions. 2. Stick diagrams use colors to represent layers and convey topology. Layout diagrams translate stick diagrams into mask patterns matching silicon topology. 3. Design rules parameterized by λ ensure mask layouts produce working circuits across fabrication processes by specifying minimum widths, separations, and extensions in units of λ.

Similar to 14-Design of Beam (Steel Structural Design & Prof. Shehab Mourad) (20)

Lec 7-flexural analysis and design of beamns

Lec 7

Prestress loss due to friction & anchorage take up

CMOS, FET Amplifier

636883main fdr talk_niac_2012_final

Paper id 252014119

Pure-bending of curved bar

Bending stresses and shear stresses

Pure bending of curved bar (polar coordinate)

PhD work on Graphene Transistor

Thin cylinder

Tính tần số riêng của dầm

COMPARATIVE STUDY ON BENDING LOSS BETWEEN DIFFERENT S-SHAPED WAVEGUIDE BENDS ...

10346 07 08 examination paper

Dynamic response to harmonic excitation

Stress Analysis & Pressure Vessels

mos unit -3.pptx

Paper sanjay tiwari

edited_VLSI DESIGN U2-1.pdf

More from Hossam Shafiq II

Basics of Foundation Engineering هندسة الأساسات & Eng. Ahmed S. Al-Agha

Hossam Shafiq II

Basics of Foundation Engineering هندسة الأساسات & Eng. Ahmed S. Al-Agha ------------------------------------------------------------------------------------ Chapter (2) Subsoil Exploration Chapter (3) Ultimate Bearing Capacity of Shallow Foundations Chapter (4) Ultimate Bearing Capacity of Shallow Foundations (Special Cases) Chapter (5) Allowable Bearing Capacity and Settlement Chapter (6) Geometric Design of Shallow Foundations Chapter (7) Lateral Earth Pressure Chapter (8) Retaining Walls Chapter (9) Sheet Pile Walls Chapter (11) Pile Foundations

Ch8 Truss Bridges (Steel Bridges تصميم الكباري المعدنية & Prof. Dr. Metwally ...

Hossam Shafiq II

This chapter discusses truss bridges. It begins by defining a truss as a triangulated assembly of straight members that can be used to replace girders. The main advantages of truss bridges are that primary member forces are axial loads and the open web system allows for greater depth. The chapter then describes the typical components of a through truss bridge and the most common truss forms including Pratt, Warren, curved chord, subdivided, and K-trusses. Design considerations like truss depth, economic spans, cross section shapes, and wind bracing are covered. The chapter concludes with sections on determining member forces, design principles, and specific design procedures.

Ch7 Box Girder Bridges (Steel Bridges تصميم الكباري المعدنية & Prof. Dr. Metw...

Hossam Shafiq II

1. Box girder bridges have two key advantages over plate girder bridges: they possess torsional stiffness and can have much wider flanges. 2. For medium span bridges between 45-100 meters, box girder bridges offer an attractive form of construction as they maintain simplicity while allowing larger span-to-depth ratios compared to plate girders. 3. Advances in welding and cutting techniques have expanded the structural possibilities for box girders, allowing for more economical designs of large welded units.

Ch6 Composite Plate Girder Bridges (Steel Bridges تصميم الكباري المعدنية & Pr...

Hossam Shafiq II

Ch5 Plate Girder Bridges (Steel Bridges تصميم الكباري المعدنية & Prof. Dr. Me...

Hossam Shafiq II

Plate girders are commonly used as main girders for short and medium span bridges. They are fabricated by welding together steel plates to form an I-shape cross-section, unlike hot-rolled I-beams. Plate girders offer more design flexibility than rolled sections as the plates can be optimized for strength and economy. However, their thin plates are more susceptible to various buckling modes which control the design. Buckling considerations of the compression flange, web in shear and bending must be evaluated to determine the plate girder's load capacity.

Ch4 Bridge Floors (Steel Bridges تصميم الكباري المعدنية & Prof. Dr. Metwally ...

Hossam Shafiq II

This chapter discusses bridge floors for roadway and railway bridges. It describes three main types of structural systems for roadway bridge floors: slab, beam-slab, and orthotropic plate. For railway bridges, the two main types are open timber floors and ballasted floors. The chapter then covers design considerations for allowable stresses, stringer and cross girder cross sections, and provides an example design for the floor of a roadway bridge with I-beam stringers and cross girders.

Ch3 Design Considerations (Steel Bridges تصميم الكباري المعدنية & Prof. Dr. M...

Hossam Shafiq II

This chapter discusses design considerations for steel bridges. It outlines two main design philosophies: working stress design and limit states design. The chapter then focuses on the working stress design method, which is based on the Egyptian Code of Practice for Steel Constructions and Bridges. It provides allowable stress values for various steel grades and loading conditions, including stresses due to axial, shear, bending, compression and tension loads. Design of sections is classified based on compact and slender criteria. The chapter also addresses stresses from repeated, erection and secondary loads.

Ch2 Design Loads on Bridges (Steel Bridges تصميم الكباري المعدنية & Prof. Dr....

Hossam Shafiq II

This document discusses design loads on bridges. It describes various types of loads that bridges must be designed to resist, including dead loads from the bridge structure itself, live loads from traffic, and environmental loads such as wind, temperature, and earthquakes. It provides specifics on how to calculate loads from road and rail traffic according to Egyptian design codes, including truck and train configurations, impact factors, braking and centrifugal forces, and load distributions. Other loads like wind, thermal effects, and concrete shrinkage are also summarized.

Ch1 Introduction (Steel Bridges تصميم الكباري المعدنية & Prof. Dr. Metwally A...

Hossam Shafiq II

This document provides an introduction to steel bridges, including: 1. It discusses the history and evolution of bridge engineering and the key components of bridge structures. 2. It describes different classifications of bridges according to materials, usage, position, and structural forms. The structural forms include beam bridges, frame bridges, arch bridges, cable-stayed bridges, and suspension bridges. 3. It provides examples of different types of bridges and explains the basic structural systems used in bridges, including simply supported, cantilever, and continuous beams as well as rigid frames.

Lec05 STRUCTURE SYSTEMS to resist EARTHQUAKE (Earthquake Engineering هندسة ال...

Hossam Shafiq II

Lec04 Earthquake Force Using Response Specturum Method (2) (Earthquake Engine...

Hossam Shafiq II

Lec03 Earthquake Force Using Response Specturum Method (1) (Earthquake Engine...

Hossam Shafiq II

Lec02 Earthquake Damage to Concrete Structure (Earthquake Engineering هندسة ا...

Hossam Shafiq II

Lec01 Design of RC Structures under lateral load (Earthquake Engineering هندس...

Hossam Shafiq II

Lec13 Continuous Beams and One Way Slabs(3) Footings (Reinforced Concrete Des...

Hossam Shafiq II

Lec12 Continuous Beams and One Way Slabs(2) Columns (Reinforced Concrete Desi...

Hossam Shafiq II

Lec11 Continuous Beams and One Way Slabs(1) (Reinforced Concrete Design I & P...

Hossam Shafiq II

The document discusses reinforced concrete continuity and analysis methods for continuous beams and one-way slabs. It describes how steel reinforcement must extend through members to provide structural continuity. The ACI/SBC coefficient method of analysis is summarized, which uses coefficient tables to determine maximum shear forces and bending moments for continuous beams and one-way slabs under various loading conditions in a simplified manner compared to elastic analysis. Requirements for applying the coefficient method include having multiple spans with ratios less than 1.2, prismatic member sections, and live loads less than 3 times dead loads.

Lec10 Bond and Development Length (Reinforced Concrete Design I & Prof. Abdel...

Hossam Shafiq II

This document discusses bond and development length in reinforced concrete. It defines bond as the adhesion between concrete and steel reinforcement, which is necessary to develop their composite action. Bond is achieved through chemical adhesion, friction from deformed bar ribs, and bearing. Development length refers to the minimum embedment length of a reinforcement bar needed to develop its yield strength by bonding to the surrounding concrete. The development length depends on factors like bar size, concrete strength, bar location, and transverse reinforcement. It also provides equations from design codes to calculate the development length for tension bars, compression bars, bundled bars, and welded wire fabric. Hooked bars can be used when full development length is not available, and the document discusses requirements for standard hook geome

Lec09 Shear in RC Beams (Reinforced Concrete Design I & Prof. Abdelhamid Charif)

Hossam Shafiq II

This document discusses shear in reinforced concrete beams. It covers shear stress and failure modes, shear strength provided by concrete and steel stirrups, design according to code provisions, and critical shear sections. Key points include: transverse loads induce shear stress perpendicular to bending stresses; shear failure is brittle and must be designed to exceed flexural strength; nominal shear strength comes from concrete and steel stirrups according to code equations; design requires checking section adequacy and providing minimum steel area and maximum stirrup spacing. Critical shear sections for design are located a distance d from supports.

Lec07 Analysis and Design of Doubly Reinforced Beam (Reinforced Concrete Desi...

Hossam Shafiq II

More from Hossam Shafiq II (20)