COLUMNS: BUCKLING (DIFFERENT ENDS)
|
|
|
- Steven Park
- 7 years ago
- Views:
Transcription
1 LECTURE Third Edition COLUMNS: BUCKLING (DIERENT ENDS) A. J. Clark School of Engineering Department of Civil and Environmental Engineering 7 Chapter 10.4 by Dr. Ibrahim A. Assakkaf SPRING 003 ENES 0 Mechanics of Materials Department of Civil and Environmental Engineering University of Maryland, College Park LECTURE 7. COLUMNS: BUCKLING (DIERENT ENDS) (10.4) Slide No. 1 Buckling of Long Straight Columns Example 4 ENES 0 Assakkaf A simple pin-connected truss is loaded and supported as shown in ig. 1. All members of the truss are WT10 43 sections made of structural steel with a modulus of elasticity of 00 GPa and a yield strength of 50 MPa. Determine (a) the factor of safety with respect to failure by slip, and (b) the factor of safety with respect to failure by buckling.
2 LECTURE 7. COLUMNS: BUCKLING (DIERENT ENDS) (10.4) Slide No. Buckling of Long Straight Columns Example 4 (cont d) igure 1 ENES 0 Assakkaf D E 3 m A B C 4 m 4 m 15 kn 30 kn LECTURE 7. COLUMNS: BUCKLING (DIERENT ENDS) (10.4) Slide No. 3 Buckling of Long Straight Columns Example 4 (cont d) ree-body diagram: D E R E ENES 0 Assakkaf 3 m A θ 4 m B 4 m C θ R Cy R Cx 15 kn 30 kn
3 LECTURE 7. COLUMNS: BUCKLING (DIERENT ENDS) (10.4) Slide No. 4 Buckling of Long Straight Columns Example 4 (cont d) ind the reactions R E and R C : M M y C E ; R ( ) + 30( 4) RE ( 3) () + 30() 4 + R () 3 Cy Note that, Cx ; R DE R E 80 kn (T) θ tan ; R 0; R Cy E Cx 45 kn 80 kn 80 kn ENES 0 Assakkaf LECTURE 7. COLUMNS: BUCKLING (DIERENT ENDS) (10.4) Slide No. 5 Buckling of Long Straight Columns Example 4 (cont d) At pin C: + + y 0; x BC DC BC sin DC 0; BC 75 kn 75 kn (C) DC DC BC ( 75)( 0.8) cos kn 0 kn (C) 45 C ENES 0 Assakkaf 80
4 LECTURE 7. COLUMNS: BUCKLING (DIERENT ENDS) (10.4) Slide No. 6 Buckling of Long Straight Columns Example 4 (cont d) At joint B: DB 30 kn 0 kn 0 kn (C) At Joint A: AD y AD 0; sin kn (T) DB B 0 30 A ENES 0 Assakkaf AD 0 LECTURE 7. COLUMNS: BUCKLING (DIERENT ENDS) (10.4) Slide No. 7 Buckling of Long Straight Columns Example 4 (cont d) ENES 0 Assakkaf Thus, the forces in the truss are as follows: D E 80 kn (T) 3 m A 5 kn (T) 30 kn (T) B 75 kn (C) 0 kn (C) 0 kn (C) 4 m 4 m C 15 kn 30 kn
5 LECTURE 7. COLUMNS: BUCKLING (DIERENT ENDS) (10.4) Slide No. 8 Buckling of Long Straight Columns Example 4 (cont d) ENES 0 Assakkaf (a) actor of safety with respect to slip: or WT10 43, A 5515 mm (Appendix B) or member DE, the critical member that gives the largest force: P σ A ( ) N 1379 kn max yield P S max DE LECTURE 7. COLUMNS: BUCKLING (DIERENT ENDS) (10.4) Slide No. 9 Buckling of Long Straight Columns Example 4 (cont d) ENES 0 Assakkaf (b) actor of safety with respect to failure by buckling: or WT10 43, r min 6. mm (Appendix B) or member DC, the critical member that gives the largest compressive force: L 5, (slender) r 6. P min cr π EA ( L / r ) P S cr DC min π 9 6 ( )( ) ( ) kn
6 LECTURE 7. COLUMNS: BUCKLING (DIERENT ENDS) (10.4) Slide No. 10 ENES 0 Assakkaf General Notes On Column Buckling 1. Boundary conditions other than simplysupported will result in different critical loads and mode shapes.. The buckling mode shape is valid only for small deflections, where the material is still within its elastic limit. 3. The critical load will cause buckling for slender, long columns. In contrast, failure will occur in short columns when the strength of material is exceeded. Between the long and short column LECTURE 7. COLUMNS: BUCKLING (DIERENT ENDS) (10.4) Slide No. 11 ENES 0 Assakkaf General Notes On Column Buckling limits, there is a region where buckling occurs after the stress exceeds the proportional limit but is still below the ultimate strength. These columns are classified as intermediate and their failure is called inelastic buckling. 4. Whether a column is short, intermediate, or long depends on its geometry as well as the stiffness and strength of its material. This concept is addressed in the columns introduction page.
7 LECTURE 7. COLUMNS: BUCKLING (DIERENT ENDS) (10.4) Slide No. 1 The Concept of Effective Length ENES 0 Assakkaf The Euler buckling formula, namely Eqs. 9 or 1 was derived for a column with pivoted ends. The Euler equation changes for columns with different end conditions, such as the four common ones found in igs.13 and 14. While it is possible to set up the differential equation with appropriate boundary LECTURE 7. COLUMNS: BUCKLING (DIERENT ENDS) (10.4) Slide No. 13 ENES 0 Assakkaf igure 13
8 LECTURE 7. COLUMNS: BUCKLING (DIERENT ENDS) (10.4) Slide No. 14 igure 14 ENES 0 Assakkaf (Beer and Johnston 199) LECTURE 7. COLUMNS: BUCKLING (DIERENT ENDS) (10.4) Slide No. 15 The Effective Length Concept ENES 0 Assakkaf Conditions to determine the Euler buckling formula for each case, a more common approach makes use of the concept of an effective length. The pivoted ended column, by definition, has zero bending moments at each end. The length L in the Euler equation, therefore, is the distance between
9 LECTURE 7. COLUMNS: BUCKLING (DIERENT ENDS) (10.4) Slide No. 16 The Effective Length Concept Successive points of zero bending moment. All that is needed to modify the Euler column formula for use with other end conditions is to replace L by L. L is defined as the effective length of the column. ENES 0 Assakkaf LECTURE 7. COLUMNS: BUCKLING (DIERENT ENDS) (10.4) Slide No. 17 The Effective Length Concept ENES 0 Assakkaf Definition: The effective length L (or L e ) of a column is defined as the distance between successive inflection points or points of zero moment.
10 LECTURE 7. COLUMNS: BUCKLING (DIERENT ENDS) (10.4) Slide No. 18 The Effective Length Concept Based on the effective length concept, the Euler Buckling load formula becomes π EI Pcr (16a) L or L e L effective length P cr π EA ( L / r) e e (16b) ENES 0 Assakkaf LECTURE 7. COLUMNS: BUCKLING (DIERENT ENDS) (10.4) Slide No. 19 Example 5 ENES 0 Assakkaf What is the least thickness a rectangular wood plank 4 in. wide can have, if it is used for a 0-ft column with one end fixed and one end pivoted, and must support an axial load of 1000 lb? Use a factor of safety (S) of 5. The modulus of elasticity of wood is psi.
11 LECTURE 7. COLUMNS: BUCKLING (DIERENT ENDS) (10.4) Slide No. 0 Example 5 (cont d) The rectangular cross section is ENES 0 Assakkaf b 4 in t? 3 bt I 1 or the end conditions specified in the problem, ig. 13d (or ig. 14c) gives L e 0. 7L LECTURE 7. COLUMNS: BUCKLING (DIERENT ENDS) (10.4) Slide No. 1 Example 5 (cont d) ENES 0 Assakkaf igure 13
12 LECTURE 7. COLUMNS: BUCKLING (DIERENT ENDS) (10.4) Slide No. Example 5 (cont d) Since S 5 is required, but P P cr cr rom which ( S ) (1000) 5,000 lb P 5 π EI L e 3 6 4t π ( ) 1 5,000 [ 0.7( 0 1) ] t 3.06 in ENES 0 Assakkaf LECTURE 7. COLUMNS: BUCKLING (DIERENT ENDS) (10.4) Slide No. 3 Example 6 ENES 0 Assakkaf An L mm aluminum alloy (E 70 GPa) angle is used for fixed-end, pivoted-end column having an actual length of.5 m. Determine the maximum safe load for the column if a factor of safety 1.75 with respect to failure by buckling is specified.
13 LECTURE 7. COLUMNS: BUCKLING (DIERENT ENDS) (10.4) Slide No. 4 Example 6 (cont d) ENES 0 Assakkaf or fixed-end, pivoted-end column, ig. 13d (or ig. 14c) gives the equivalent length as L e (.5) 1.75 m 1,750 mm 0.7L 0.7 or L section (see ig. 15 or Appendix B of textbook): A 1090 mm r 16.5 mm min LECTURE 7. COLUMNS: BUCKLING (DIERENT ENDS) (10.4) Slide No. 5 igure 15 Example 6 (cont d) ENES 0 Assakkaf
14 LECTURE 7. COLUMNS: BUCKLING (DIERENT ENDS) (10.4) Slide No. 6 Example 6 (cont d) Therefore, ENES 0 Assakkaf L r min (slender) 16.5 P max Pcr S π π EA ( L / r ) S min 9 6 ( )( ) ( ) π EA S ( L / r ) min 38,54.54 N 38.3 kn LECTURE 7. COLUMNS: BUCKLING (DIERENT ENDS) (10.4) Slide No. 7 Example 7 ENES 0 Assakkaf Determine the maximum load that a 50- mm 75-mm.5-m long aluminum alloy bar (E 73 GPa) can support with a factor of safety of 3 with respect to failure by buckling if it is used as a fixed-end, pivoted column. or fixed-end, pivoted column, ig. 13d (or ig. 14c) gives (.5) 1.75 m effective length, L 0.7L 0.7
15 LECTURE 7. COLUMNS: BUCKLING (DIERENT ENDS) (10.4) Slide No. 8 Example 7 (cont d) Computation of the section properties: ENES 0 Assakkaf 50 mm 75 mm A 75 I r min min ( 50) ba 1 I A min 3 3,750 mm ( 50) mm mm 4 LECTURE 7. COLUMNS: BUCKLING (DIERENT ENDS) (10.4) Slide No. 9 Example 7 (cont d) Therefore, the slenderness ratio of the column can be obtained: and L r min π EA π (slender) 9 6 ( )( ) cr max S S( L / rmin ) 3( 11.8) P P 61. kn ENES 0 Assakkaf
16 LECTURE 7. COLUMNS: BUCKLING (DIERENT ENDS) (10.4) Slide No. 30 Example 8 ENES 0 Assakkaf A structural steel (E 9,000 ksi) column 0 ft long must support an axial compressive load of 00 kip. The column can be considered pivoted at one end and fixed at the other end for bending about one axis and fixed at both ends for bending about the other axis. Select the lightest wide-flange or American standard section that can be used for the column. LECTURE 7. COLUMNS: BUCKLING (DIERENT ENDS) (10.4) Slide No. 31 Example 8 (cont d) irst case: fixed-end, pivoted column L P I ex cr x L 0.7 x π EI L x x P crl π E x ( 0) π 14 ft ( 1) ( 9,000) 19.7 in ENES 0 Assakkaf
17 LECTURE 7. COLUMNS: BUCKLING (DIERENT ENDS) (10.4) Slide No. 3 Example 8 (cont d) Second case: fixed ends column L I ey y L 0.5 y P crly π E ( 0) π 10 ft ( 1) ( 9,000) in ENES 0 Assakkaf Use a W54 33 section LECTURE 7. COLUMNS: BUCKLING (DIERENT ENDS) (10.4) Slide No. 33 Example 9 ENES 0 Assakkaf A 5 mm-diameter tie rod and a pipe strut with an inside diameter of 100 mm and a wall thickness of 5 mm are used to support a 100-kN load as shown in ig. 16. Both the tie rod and the pipe strut are made of structural steel with modulus of elasticity of 00 GPa and a yield strength of 50 MPa. Determine
18 LECTURE 7. COLUMNS: BUCKLING (DIERENT ENDS) (10.4) Slide No. 34 Example 9 (cont d) (a) the factor of safety with respect to failure by slip. (b) the factor of safety with respect to failure by buckling ENES 0 Assakkaf LECTURE 7. COLUMNS: BUCKLING (DIERENT ENDS) (10.4) Slide No. 35 Example 9 (cont d) B ENES 0 Assakkaf igure 16 A.5 m 100 kn C 4.5 m 6 m
19 LECTURE 7. COLUMNS: BUCKLING (DIERENT ENDS) (10.4) Slide No. 36 Example 9 (cont d) At joint A: θ tan.6, α tan ; cosθ + cosα 0 x cos x 0; sin y cos sinθ (17) sin A sinα (18) θ α ENES 0 Assakkaf x LECTURE 7. COLUMNS: BUCKLING (DIERENT ENDS) (10.4) Slide No. 37 Example 9 (cont d) Substituting for in Eq. 17 into Eq. 18, gives Thus, kn kn (C) rom Eq. 18, with known, we have ( ) kn (T) ENES 0 Assakkaf
20 LECTURE 7. COLUMNS: BUCKLING (DIERENT ENDS) (10.4) Slide No. 38 Example 9 (cont d) Calculate the cross-sectional areas for and : π π A ( 5) mm, A [( 150) ( 100) ] 9817 mm 4 4 (a) S due to ailure by Slip: σ S A N/m 189. MPa ENES 0 Assakkaf LECTURE 7. COLUMNS: BUCKLING (DIERENT ENDS) (10.4) Slide No. 39 Example 9 (cont d) σ S A N/m ENES 0 Assakkaf MPa (C) (b) S due to ailure by Buckling: Member is the compression member with a compressive force of kn: 6 4 π [( 150) ( 100) ] mm I 64
21 LECTURE 7. COLUMNS: BUCKLING (DIERENT ENDS) (10.4) Slide No. 40 Example 9 (cont d) (b) S for Buckling (cont d): ENES 0 Assakkaf r S ( 6) + ( 4.5) 1000 L (slender) r π EA π ( )( ) 3 P N 700 kn cr I A ( L / r) P cr ( ) 6.53
INTRODUCTION TO BEAMS
CHAPTER Structural Steel Design LRFD Method INTRODUCTION TO BEAMS Third Edition A. J. Clark School of Engineering Department of Civil and Environmental Engineering Part II Structural Steel Design and Analysis
Stability Of Structures: Additional Topics
26 Stability Of Structures: Additional Topics ASEN 3112 Lecture 26 Slide 1 Unified Column Buckling Formula Euler formula for pinned-pinned column P cr = π 2 EI L 2 Actual column length Unified formula
The elements used in commercial codes can be classified in two basic categories:
CHAPTER 3 Truss Element 3.1 Introduction The single most important concept in understanding FEA, is the basic understanding of various finite elements that we employ in an analysis. Elements are used for
III. Compression Members. Design of Steel Structures. Introduction. Compression Members (cont.)
ENCE 455 Design of Steel Structures III. Compression Members C. C. Fu, Ph.D., P.E. Civil and Environmental Engineering Department University it of Maryland Compression Members Following subjects are covered:
Solid Mechanics. Stress. What you ll learn: Motivation
Solid Mechanics Stress What you ll learn: What is stress? Why stress is important? What are normal and shear stresses? What is strain? Hooke s law (relationship between stress and strain) Stress strain
MATERIALS AND MECHANICS OF BENDING
HAPTER Reinforced oncrete Design Fifth Edition MATERIALS AND MEHANIS OF BENDING A. J. lark School of Engineering Department of ivil and Environmental Engineering Part I oncrete Design and Analysis b FALL
BEAMS: SHEAR FLOW, THIN WALLED MEMBERS
LECTURE BEAMS: SHEAR FLOW, THN WALLED MEMBERS Third Edition A. J. Clark School of Engineering Department of Civil and Environmental Engineering 15 Chapter 6.6 6.7 by Dr. brahim A. Assakkaf SPRNG 200 ENES
FOOTING DESIGN EXAMPLE
County: Any Design: BRG Date: 10/007 Hwy: Any Ck Dsn: BRG Date: 10/007 FOOTING DESIGN EXAMPLE Design: Based on AASHTO LRFD 007 Specifications, TxDOT LRFD Bridge Design Manual, and TxDOT Project 0-4371
Objectives. Experimentally determine the yield strength, tensile strength, and modules of elasticity and ductility of given materials.
Lab 3 Tension Test Objectives Concepts Background Experimental Procedure Report Requirements Discussion Objectives Experimentally determine the yield strength, tensile strength, and modules of elasticity
EDEXCEL NATIONAL CERTIFICATE/DIPLOMA MECHANICAL PRINCIPLES AND APPLICATIONS NQF LEVEL 3 OUTCOME 1 - LOADING SYSTEMS TUTORIAL 3 LOADED COMPONENTS
EDEXCEL NATIONAL CERTIICATE/DIPLOMA MECHANICAL PRINCIPLES AND APPLICATIONS NQ LEVEL 3 OUTCOME 1 - LOADING SYSTEMS TUTORIAL 3 LOADED COMPONENTS 1. Be able to determine the effects of loading in static engineering
Design of reinforced concrete columns. Type of columns. Failure of reinforced concrete columns. Short column. Long column
Design of reinforced concrete columns Type of columns Failure of reinforced concrete columns Short column Column fails in concrete crushed and bursting. Outward pressure break horizontal ties and bend
STRESS AND DEFORMATION ANALYSIS OF LINEAR ELASTIC BARS IN TENSION
Chapter 11 STRESS AND DEFORMATION ANALYSIS OF LINEAR ELASTIC BARS IN TENSION Figure 11.1: In Chapter10, the equilibrium, kinematic and constitutive equations for a general three-dimensional solid deformable
MECHANICS OF SOLIDS - BEAMS TUTORIAL 1 STRESSES IN BEAMS DUE TO BENDING. On completion of this tutorial you should be able to do the following.
MECHANICS OF SOLIDS - BEAMS TUTOIAL 1 STESSES IN BEAMS DUE TO BENDING This is the first tutorial on bending of beams designed for anyone wishing to study it at a fairly advanced level. You should judge
ENGINEERING COUNCIL CERTIFICATE LEVEL
ENGINEERING COUNCIL CERTIICATE LEVEL ENGINEERING SCIENCE C103 TUTORIAL - BASIC STUDIES O STRESS AND STRAIN You should judge your progress by completing the self assessment exercises. These may be sent
Deflections. Question: What are Structural Deflections?
Question: What are Structural Deflections? Answer: The deformations or movements of a structure and its components, such as beams and trusses, from their original positions. It is as important for the
Problem 1: Computation of Reactions. Problem 2: Computation of Reactions. Problem 3: Computation of Reactions
Problem 1: Computation of Reactions Problem 2: Computation of Reactions Problem 3: Computation of Reactions Problem 4: Computation of forces and moments Problem 5: Bending Moment and Shear force Problem
MECHANICAL PRINCIPLES HNC/D PRELIMINARY LEVEL TUTORIAL 1 BASIC STUDIES OF STRESS AND STRAIN
MECHANICAL PRINCIPLES HNC/D PRELIMINARY LEVEL TUTORIAL 1 BASIC STUDIES O STRESS AND STRAIN This tutorial is essential for anyone studying the group of tutorials on beams. Essential pre-requisite knowledge
MECHANICS OF MATERIALS
T dition CHTR MCHNICS OF MTRIS Ferdinand. Beer. Russell Johnston, Jr. John T. DeWolf ecture Notes: J. Walt Oler Texas Tech University Stress and Strain xial oading - Contents Stress & Strain: xial oading
Stresses in Beam (Basic Topics)
Chapter 5 Stresses in Beam (Basic Topics) 5.1 Introduction Beam : loads acting transversely to the longitudinal axis the loads create shear forces and bending moments, stresses and strains due to V and
REINFORCED CONCRETE. Reinforced Concrete Design. A Fundamental Approach - Fifth Edition. Walls are generally used to provide lateral support for:
HANDOUT REINFORCED CONCRETE Reinforced Concrete Design A Fundamental Approach - Fifth Edition RETAINING WALLS Fifth Edition A. J. Clark School of Engineering Department of Civil and Environmental Engineering
Compression Members: Structural elements that are subjected to axial compressive forces
CHAPTER 3. COMPRESSION MEMBER DESIGN 3.1 INTRODUCTORY CONCEPTS Compression Members: Structural elements that are subjected to axial compressive forces onl are called columns. Columns are subjected to axial
Type of Force 1 Axial (tension / compression) Shear. 3 Bending 4 Torsion 5 Images 6 Symbol (+ -)
Cause: external force P Force vs. Stress Effect: internal stress f 05 Force vs. Stress Copyright G G Schierle, 2001-05 press Esc to end, for next, for previous slide 1 Type of Force 1 Axial (tension /
AN EXPLANATION OF JOINT DIAGRAMS
AN EXPLANATION OF JOINT DIAGRAMS When bolted joints are subjected to external tensile loads, what forces and elastic deformation really exist? The majority of engineers in both the fastener manufacturing
EDEXCEL NATIONAL CERTIFICATE/DIPLOMA MECHANICAL PRINCIPLES OUTCOME 2 ENGINEERING COMPONENTS TUTORIAL 1 STRUCTURAL MEMBERS
ENGINEERING COMPONENTS EDEXCEL NATIONAL CERTIFICATE/DIPLOMA MECHANICAL PRINCIPLES OUTCOME ENGINEERING COMPONENTS TUTORIAL 1 STRUCTURAL MEMBERS Structural members: struts and ties; direct stress and strain,
BEAMS: SHEAR AND MOMENT DIAGRAMS (GRAPHICAL)
LECTURE Third Edition BES: SHER ND OENT DIGRS (GRPHICL). J. Clark School of Engineering Department of Civil and Environmental Engineering 3 Chapter 5.3 by Dr. Ibrahim. ssakkaf SPRING 003 ENES 0 echanics
Technical Notes 3B - Brick Masonry Section Properties May 1993
Technical Notes 3B - Brick Masonry Section Properties May 1993 Abstract: This Technical Notes is a design aid for the Building Code Requirements for Masonry Structures (ACI 530/ASCE 5/TMS 402-92) and Specifications
MODULE E: BEAM-COLUMNS
MODULE E: BEAM-COLUMNS This module of CIE 428 covers the following subjects P-M interaction formulas Moment amplification Web local buckling Braced and unbraced frames Members in braced frames Members
Design Analysis and Review of Stresses at a Point
Design Analysis and Review of Stresses at a Point Need for Design Analysis: To verify the design for safety of the structure and the users. To understand the results obtained in FEA, it is necessary to
Design of Steel Structures Prof. S.R.Satish Kumar and Prof. A.R.Santha Kumar
Problem 1 Design a hand operated overhead crane, which is provided in a shed, whose details are: Capacity of crane = 50 kn Longitudinal spacing of column = 6m Center to center distance of gantry girder
The Basics of FEA Procedure
CHAPTER 2 The Basics of FEA Procedure 2.1 Introduction This chapter discusses the spring element, especially for the purpose of introducing various concepts involved in use of the FEA technique. A spring
Introduction to Beam. Area Moments of Inertia, Deflection, and Volumes of Beams
Introduction to Beam Theory Area Moments of Inertia, Deflection, and Volumes of Beams Horizontal structural member used to support horizontal loads such as floors, roofs, and decks. Types of beam loads
Structural Axial, Shear and Bending Moments
Structural Axial, Shear and Bending Moments Positive Internal Forces Acting Recall from mechanics of materials that the internal forces P (generic axial), V (shear) and M (moment) represent resultants
EFFECTS ON NUMBER OF CABLES FOR MODAL ANALYSIS OF CABLE-STAYED BRIDGES
EFFECTS ON NUMBER OF CABLES FOR MODAL ANALYSIS OF CABLE-STAYED BRIDGES Yang-Cheng Wang Associate Professor & Chairman Department of Civil Engineering Chinese Military Academy Feng-Shan 83000,Taiwan Republic
MCE380: Measurements and Instrumentation Lab. Chapter 9: Force, Torque and Strain Measurements
MCE380: Measurements and Instrumentation Lab Chapter 9: Force, Torque and Strain Measurements Topics: Elastic Elements for Force Measurement Dynamometers and Brakes Resistance Strain Gages Holman, Ch.
CE 201 (STATICS) DR. SHAMSHAD AHMAD CIVIL ENGINEERING ENGINEERING MECHANICS-STATICS
COURSE: CE 201 (STATICS) LECTURE NO.: 28 to 30 FACULTY: DR. SHAMSHAD AHMAD DEPARTMENT: CIVIL ENGINEERING UNIVERSITY: KING FAHD UNIVERSITY OF PETROLEUM & MINERALS, DHAHRAN, SAUDI ARABIA TEXT BOOK: ENGINEERING
Steel Design Report. Governing Criteria Stress Ratio
Steel Design Report Element: Untitled2 () Company: Description: User: Date: 01:06 PM Software: Digital Canal Steel Design 4.0 GENERAL INFORMATION Description Value Description Value Run Mode Design Mode
F. P. Beer et al., Meccanica dei solidi, Elementi di scienza delle costruzioni, 5e - isbn 9788838668579, 2014 McGraw-Hill Education (Italy) srl
F. P. Beer et al., eccanica dei solidi, Elementi di scienza delle costruzioni, 5e - isbn 9788888579, 04 cgraw-hill Education (Italy) srl Reactions: Σ = 0: bp = 0 = Pb Σ = 0: ap = 0 = Pa From to B: 0
Sheet metal operations - Bending and related processes
Sheet metal operations - Bending and related processes R. Chandramouli Associate Dean-Research SASTRA University, Thanjavur-613 401 Table of Contents 1.Quiz-Key... Error! Bookmark not defined. 1.Bending
Local buckling of plates made of high strength steel
Local buckling of plates made of high strength steel Tapani Halmea, Lauri Huusko b,a, Gary Marquis a, Timo Björk a a Lappeenranta University of Technology, Faculty of Technology Engineering, Lappeenranta,
FOUNDATION DESIGN. Instructional Materials Complementing FEMA 451, Design Examples
FOUNDATION DESIGN Proportioning elements for: Transfer of seismic forces Strength and stiffness Shallow and deep foundations Elastic and plastic analysis Foundation Design 14-1 Load Path and Transfer to
Tutorial for Assignment #2 Gantry Crane Analysis By ANSYS (Mechanical APDL) V.13.0
Tutorial for Assignment #2 Gantry Crane Analysis By ANSYS (Mechanical APDL) V.13.0 1 Problem Description Design a gantry crane meeting the geometry presented in Figure 1 on page #325 of the course textbook
MECHANICS OF SOLIDS - BEAMS TUTORIAL 2 SHEAR FORCE AND BENDING MOMENTS IN BEAMS
MECHANICS OF SOLIDS - BEAMS TUTORIAL 2 SHEAR FORCE AND BENDING MOMENTS IN BEAMS This is the second tutorial on bending of beams. You should judge your progress by completing the self assessment exercises.
PRESTRESSED CONCRETE. Introduction REINFORCED CONCRETE CHAPTER SPRING 2004. Reinforced Concrete Design. Fifth Edition. By Dr. Ibrahim.
CHAPTER REINFORCED CONCRETE Reinforced Concrete Design A Fundamental Approach - Fifth Edition Fifth Edition PRESTRESSED CONCRETE A. J. Clark School of Engineering Department of Civil and Environmental
SHAFTS: TORSION LOADING AND DEFORMATION
ECURE hird Edition SHAFS: ORSION OADING AND DEFORMAION A. J. Clark Shool of Engineering Department of Civil and Environmental Engineering 6 Chapter 3.1-3.5 by Dr. Ibrahim A. Assakkaf SPRING 2003 ENES 220
Table 1 Mechanical Properties of Pipe Table 2 Section Properties of Pipe and Reinforcing Dowel The Fitting with the Rib
Table 1 Mechanical Properties o Pipe Material Minimum Minimum Allowable Modulus Tensile Yield Yield o trength trength trength* Elasticity (psi) (psi) (psi) (ksi) Aluminum 6063-T6 Pipe ATM429 30,000 25,000
8.2 Elastic Strain Energy
Section 8. 8. Elastic Strain Energy The strain energy stored in an elastic material upon deformation is calculated below for a number of different geometries and loading conditions. These expressions for
Lecture 8 Bending & Shear Stresses on Beams
Lecture 8 Bending & hear tresses on Beams Beams are almost always designed on the asis of ending stress and, to a lesser degree, shear stress. Each of these stresses will e discussed in detail as follows.
ENGINEERING SCIENCE H1 OUTCOME 1 - TUTORIAL 3 BENDING MOMENTS EDEXCEL HNC/D ENGINEERING SCIENCE LEVEL 4 H1 FORMERLY UNIT 21718P
ENGINEERING SCIENCE H1 OUTCOME 1 - TUTORIAL 3 BENDING MOMENTS EDEXCEL HNC/D ENGINEERING SCIENCE LEVEL 4 H1 FORMERLY UNIT 21718P This material is duplicated in the Mechanical Principles module H2 and those
Nonlinear analysis and form-finding in GSA Training Course
Nonlinear analysis and form-finding in GSA Training Course Non-linear analysis and form-finding in GSA 1 of 47 Oasys Ltd Non-linear analysis and form-finding in GSA 2 of 47 Using the GSA GsRelax Solver
INTRODUCTION TO BEAMS
CHAPTER Structural Steel Design LRFD etho INTRODUCTION TO BEAS Thir Eition A. J. Clark School of Engineering Department of Civil an Environmental Engineering Part II Structural Steel Design an Analsis
SOLUTION 6 6. Determine the force in each member of the truss, and state if the members are in tension or compression.
6 6. etermine the force in each member of the truss, and state if the members are in tension or compression. 600 N 4 m Method of Joints: We will begin by analyzing the equilibrium of joint, and then proceed
Module 2. Analysis of Statically Indeterminate Structures by the Matrix Force Method. Version 2 CE IIT, Kharagpur
Module Analysis of Statically Indeterminate Structures by the Matrix Force Method esson 11 The Force Method of Analysis: Frames Instructional Objectives After reading this chapter the student will be able
TZ WEDGE ANCHOR FOR CRACKED AND UNCRACKED CONCRETE
SECTION 2.2 PAGE 1 / 9 l DESCRIPTION UCAN TZ torque controlled mechanical expansion wedge anchors have a Category 1 classification. They are used to resist static, wind and seismic tension and shear loads
Collapse of Underground Storm Water Detention System
Collapse of Underground Storm Water Detention System No. 16 March 2008 Shopping malls have large roof areas and large paved areas for parking. In many cases, during heavy rainfall, the drainage from these
Optimising plate girder design
Optimising plate girder design NSCC29 R. Abspoel 1 1 Division of structural engineering, Delft University of Technology, Delft, The Netherlands ABSTRACT: In the design of steel plate girders a high degree
Eurocode 3 for Dummies The Opportunities and Traps
Eurocode 3 for Dummies The Opportunities and Traps a brief guide on element design to EC3 Tim McCarthy Email tim.mccarthy@umist.ac.uk Slides available on the web http://www2.umist.ac.uk/construction/staff/
DESIGN OF SLABS. 3) Based on support or boundary condition: Simply supported, Cantilever slab,
DESIGN OF SLABS Dr. G. P. Chandradhara Professor of Civil Engineering S. J. College of Engineering Mysore 1. GENERAL A slab is a flat two dimensional planar structural element having thickness small compared
New approaches in Eurocode 3 efficient global structural design
New approaches in Eurocode 3 efficient global structural design Part 1: 3D model based analysis using general beam-column FEM Ferenc Papp* and József Szalai ** * Associate Professor, Department of Structural
16. Beam-and-Slab Design
ENDP311 Structural Concrete Design 16. Beam-and-Slab Design Beam-and-Slab System How does the slab work? L- beams and T- beams Holding beam and slab together University of Western Australia School of Civil
Thermal Stress & Strain. 07 Thermal Stress and Strain Copyright G G Schierle, 2001-05 press Esc to end, for next, for previous slide 3
Thermal Stress & Strain 07 Thermal Stress and Strain Copyright G G Schierle, 2001-05 press Esc to end, for next, for previous slide 3 Thermal Stress & Strain 07 Thermal Stress and Strain Copyright G G
Mechanical Properties of Metals Mechanical Properties refers to the behavior of material when external forces are applied
Mechanical Properties of Metals Mechanical Properties refers to the behavior of material when external forces are applied Stress and strain fracture or engineering point of view: allows to predict the
The Bending Strength of Pasta
The Bending Strength of Pasta 1.105 Lab #1 Louis L. Bucciarelli 9 September, 2003 Lab Partners: [Name1] [Name2] Data File: Tgroup3.txt On the cover page, include your name, the names of your lab partners,
Page 1 of 18 28.4.2008 Sven Alexander Last revised 1.3.2010. SB-Produksjon STATICAL CALCULATIONS FOR BCC 250
Page 1 of 18 CONTENT PART 1 BASIC ASSUMPTIONS PAGE 1.1 General 1. Standards 1.3 Loads 1. Qualities PART ANCHORAGE OF THE UNITS.1 Beam unit equilibrium 3. Beam unit anchorage in front..1 Check of capacity..
Aluminium systems profile selection
Aluminium systems profile selection The purpose of this document is to summarise the way that aluminium profile selection should be made, based on the strength requirements for each application. Curtain
SEISMIC DESIGN. Various building codes consider the following categories for the analysis and design for earthquake loading:
SEISMIC DESIGN Various building codes consider the following categories for the analysis and design for earthquake loading: 1. Seismic Performance Category (SPC), varies from A to E, depending on how the
Mechanics of Materials. Chapter 4 Shear and Moment In Beams
Mechanics of Materials Chapter 4 Shear and Moment In Beams 4.1 Introduction The term beam refers to a slender bar that carries transverse loading; that is, the applied force are perpendicular to the bar.
REVIEW PROBLEMS & SOLUTIONS JAMES M. GERE BARRY J. GOODNO
REVIEW ROEMS & SOUTIONS JMES M. GERE RRY J. GOODNO ppendix FE Exam Review roblems R-1.1: plane truss has downward applied load at joint and another load applied leftward at joint 5. The force in member
Full-Scale Load Testing of Steel Strutting System. For. Yongnam Holding Limited
Report on Full-Scale Load Testing of Steel Strutting System For Yongnam Holding Limited Prepared by Dr Richard Liew PhD, MIStrutE, CEng, PE(S pore) Department of Civil Engineering National University of
Laterally Loaded Piles
Laterally Loaded Piles 1 Soil Response Modelled by p-y Curves In order to properly analyze a laterally loaded pile foundation in soil/rock, a nonlinear relationship needs to be applied that provides soil
CH 6: Fatigue Failure Resulting from Variable Loading
CH 6: Fatigue Failure Resulting from Variable Loading Some machine elements are subjected to static loads and for such elements static failure theories are used to predict failure (yielding or fracture).
Bending Stress in Beams
936-73-600 Bending Stress in Beams Derive a relationship for bending stress in a beam: Basic Assumptions:. Deflections are very small with respect to the depth of the beam. Plane sections before bending
NOTCHES AND THEIR EFFECTS. Ali Fatemi - University of Toledo All Rights Reserved Chapter 7 Notches and Their Effects 1
NOTCHES AND THEIR EFFECTS Ali Fatemi - University of Toledo All Rights Reserved Chapter 7 Notches and Their Effects 1 CHAPTER OUTLINE Background Stress/Strain Concentrations S-N Approach for Notched Members
Section 16: Neutral Axis and Parallel Axis Theorem 16-1
Section 16: Neutral Axis and Parallel Axis Theorem 16-1 Geometry of deformation We will consider the deformation of an ideal, isotropic prismatic beam the cross section is symmetric about y-axis All parts
Activity 2.3b Engineering Problem Solving Answer Key
Activity.3b Engineering roblem Solving Answer Key 1. A force of 00 lbs pushes against a rectangular plate that is 1 ft. by ft. Determine the lb lb pressure in and that the plate exerts on the ground due
ENGINEERING MECHANICS STATIC
EX 16 Using the method of joints, determine the force in each member of the truss shown. State whether each member in tension or in compression. Sol Free-body diagram of the pin at B X = 0 500- BC sin
Optimum proportions for the design of suspension bridge
Journal of Civil Engineering (IEB), 34 (1) (26) 1-14 Optimum proportions for the design of suspension bridge Tanvir Manzur and Alamgir Habib Department of Civil Engineering Bangladesh University of Engineering
Technical Report Example (1) Chartered (CEng) Membership
Technical Report Example (1) Chartered (CEng) Membership A TECHNICAL REPORT IN SUPPORT OF APPLICATION FOR CHARTERED MEMBERSHIP OF IGEM DESIGN OF 600 (103 BAR) 820MM SELF SEALING REPAIR CLAMP AND VERIFICATION
Section 5A: Guide to Designing with AAC
Section 5A: Guide to Designing with AAC 5A.1 Introduction... 3 5A.3 Hebel Reinforced AAC Panels... 4 5A.4 Hebel AAC Panel Design Properties... 6 5A.5 Hebel AAC Floor and Roof Panel Spans... 6 5A.6 Deflection...
B.TECH. (AEROSPACE ENGINEERING) PROGRAMME (BTAE) Term-End Examination December, 2011 BAS-010 : MACHINE DESIGN
No. of Printed Pages : 7 BAS-01.0 B.TECH. (AEROSPACE ENGINEERING) PROGRAMME (BTAE) CV CA CV C:) O Term-End Examination December, 2011 BAS-010 : MACHINE DESIGN Time : 3 hours Maximum Marks : 70 Note : (1)
Stress Strain Relationships
Stress Strain Relationships Tensile Testing One basic ingredient in the study of the mechanics of deformable bodies is the resistive properties of materials. These properties relate the stresses to the
Chapter 8. Flexural Analysis of T-Beams
Chapter 8. Flexural Analysis of T-s 8.1. Reading Assignments Text Chapter 3.7; ACI 318, Section 8.10. 8.2. Occurrence and Configuration of T-s Common construction type.- used in conjunction with either
SPECIFICATIONS, LOADS, AND METHODS OF DESIGN
CHAPTER Structural Steel Design LRFD Method Third Edition SPECIFICATIONS, LOADS, AND METHODS OF DESIGN A. J. Clark School of Engineering Department of Civil and Environmental Engineering Part II Structural
www.mathsbox.org.uk Displacement (x) Velocity (v) Acceleration (a) x = f(t) differentiate v = dx Acceleration Velocity (v) Displacement x
Mechanics 2 : Revision Notes 1. Kinematics and variable acceleration Displacement (x) Velocity (v) Acceleration (a) x = f(t) differentiate v = dx differentiate a = dv = d2 x dt dt dt 2 Acceleration Velocity
Introduction to Mechanical Behavior of Biological Materials
Introduction to Mechanical Behavior of Biological Materials Ozkaya and Nordin Chapter 7, pages 127-151 Chapter 8, pages 173-194 Outline Modes of loading Internal forces and moments Stiffness of a structure
Advanced Structural Analysis. Prof. Devdas Menon. Department of Civil Engineering. Indian Institute of Technology, Madras. Module - 5.3.
Advanced Structural Analysis Prof. Devdas Menon Department of Civil Engineering Indian Institute of Technology, Madras Module - 5.3 Lecture - 29 Matrix Analysis of Beams and Grids Good morning. This is
IMPROVING THE STRUT AND TIE METHOD BY INCLUDING THE CONCRETE SOFTENING EFFECT
International Journal of Civil Engineering and Technology (IJCIET) Volume 7, Issue 2, March-April 2016, pp. 117 127, Article ID: IJCIET_07_02_009 Available online at http://www.iaeme.com/ijciet/issues.asp?jtype=ijciet&vtype=7&itype=2
APE T CFRP Aslan 500
Carbon Fiber Reinforced Polymer (CFRP) Tape is used for structural strengthening of concrete, masonry or timber elements using the technique known as Near Surface Mount or NSM strengthening. Use of CFRP
Solved with COMSOL Multiphysics 4.3
Vibrating String Introduction In the following example you compute the natural frequencies of a pre-tensioned string using the 2D Truss interface. This is an example of stress stiffening ; in fact the
Method of Joints. Method of Joints. Method of Joints. Method of Joints. Method of Joints. Method of Joints. CIVL 3121 Trusses - Method of Joints 1/5
IVL 3121 Trusses - 1/5 If a truss is in equilibrium, then each of its joints must be in equilibrium. The method of joints consists of satisfying the equilibrium equations for forces acting on each joint.
Joist. Reinforcement. Draft 12/7/02
Joist Reinforcement Draft 12/7/02 1 JOIST REINFORCING The purpose of this CSD Design Aid is to provide procedures and suggested details for the reinforcement of open web steel joists. There are three basic
ENGINEERING COUNCIL CERTIFICATE LEVEL ENGINEERING SCIENCE C103 TUTORIAL 3 - TORSION
ENGINEEING COUNCI CETIFICATE EVE ENGINEEING SCIENCE C10 TUTOIA - TOSION You should judge your progress by completing the self assessment exercises. These may be sent for marking or you may request copies
Chapter 1: Statics. A) Newtonian Mechanics B) Relativistic Mechanics
Chapter 1: Statics 1. The subject of mechanics deals with what happens to a body when is / are applied to it. A) magnetic field B) heat C ) forces D) neutrons E) lasers 2. still remains the basis of most
ME 343: Mechanical Design-3
ME 343: Mechanical Design-3 Design of Shaft (continue) Dr. Aly Mousaad Aly Department of Mechanical Engineering Faculty of Engineering, Alexandria University Objectives At the end of this lesson, we should
Comparative Study of Steel Structures Design Using IS 800:1984 & IS 800:2007
International Journal of Scientific & Engineering Research, Volume 4, Issue 4, April-2013 810 Comparative Study of Steel Structures Design Using IS 800:1984 & IS 800:2007 Prof. S.S.Patil, L.A.Pasnur Abstract
Design of Members. Rui Simões. Department of Civil Engineering University of Coimbra
Design o embers Rui Simões Department o Civil Engineering Universit o Coimbra Eurocodes Design o steel buildings with worked examples Brussels, 6 7 October 04 Contents Introduction Design o columns Design
DESIGN OF SLABS. Department of Structures and Materials Engineering Faculty of Civil and Environmental Engineering University Tun Hussein Onn Malaysia
DESIGN OF SLABS Department of Structures and Materials Engineering Faculty of Civil and Environmental Engineering University Tun Hussein Onn Malaysia Introduction Types of Slab Slabs are plate elements
Finite Element Formulation for Beams - Handout 2 -
Finite Element Formulation for Beams - Handout 2 - Dr Fehmi Cirak (fc286@) Completed Version Review of Euler-Bernoulli Beam Physical beam model midline Beam domain in three-dimensions Midline, also called
Chapter 17: Springs. Fundamentals of Machine Elements, 3 rd ed. Schmid, Hamrock and Jacobson. 2014 CRC Press
Chapter 17: Springs It must be confessed that the inventors of the mechanical arts have been much more useful to men than the inventors of syllogisms. Voltaire A collection of helical compression springs.
HUS-H Screw Anchor. Technical data. Seismic design data. HUS-H Carbon steel screw anchor. HUS-H diameter 8, 10, 14. Seismic design data
Technical data HUS-H Carbon steel screw anchor HUS-H diameter 8, 10, 14 10 / 011 Version 011-10 1 HUS-H screw anchor seismic design data Anchor version Carbon steel screw Benefits - Quick and easy setting