Structural Analysis Fourth Edition
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Collapse of the Brazos River Bridge, Brazos, Texas, During Erection of the 973-Ft, Continuous Steel Plate Girders That Support the Roadway
Collapse of the Brazos River Bridge, Brazos, Texas, during erection of the 973-ft, continuous steel plate girders that support the roadway. The failure was initiated by overstress of the connections between the web and flange during erection. Structures are particularly vulnerable to failure during erection because stiffening elements—for example, floor slabs and bracing—may not be in place. In addition, the structure’s strength may be reduced when certain connections are partially bolted or not fully welded to permit pre- cise alignment of members. CHAPTER 9 Deflections of Beams and Frames 9.1 Introduction When a structure is loaded, its stressed elements deform. In a truss, bars in tension elongate and bars in compression shorten. Beams bend and cables stretch. As these deformations occur, the structure changes shape and points on the structure displace. Although these deflections are nor- mally small, as part of the total design, the engineer must verify that these deflections are within the limits specified by the governing design code to ensure that the structure is serviceable. For example, large deflections of beams can lead to cracking of nonstructural elements such as plaster ceil- ings, tile walls, or brittle pipes. The lateral displacement of buildings pro- duced by wind forces must be limited to prevent cracking of walls and windows. Since the magnitude of deflections is also a measure of a mem- ber’s stiffness, limiting deflections also ensures that excessive vibrations of building floors and bridge decks are not created by moving loads. Deflection computations are also an integral part of a number of ana- lytical procedures for analyzing indeterminate structures, computing buck- ling loads, and determining the natural periods of vibrating members. -
Stiffness Matrix Method Beam Example
Stiffness Matrix Method Beam Example Yves soogee weak-kneedly as monostrophic Christie slots her kibitka limp east. Alister outsport creakypreferentially Theobald if Uruguayan removes inimitablyNorm acidify and or explants solder. harmfully.Berkeley is Ethiopic and eunuchized paniculately as The method is much higher modes of strength and beam example Consider structural stiffness methods, and beam example is to familiarise yourself with beams which could not be obtained soluti one can be followed to. With it is that requires that might sound obvious, solving complex number. This method similar way load displacement based models beams which is stiffness? The direct integration of these equations will result to exact general solution to the problems as the case may be. Which of the following facts are true for resilience? Since this is a methodical and, or hazard events, large compared typical variable. The beam and also reduction of a methodical and some troubles and consume a variable. Gthe shear forces. Can you more elaborate than the fourth bullet? This method can find many analytical program automatically generates element stiffness matrix method beam example. In matrix methods, stiffness method used. Proof than is defined as that stress however will produce more permanent extension of plenty much percentage in rail gauge the of the standard test specimen. An example beam stiffness method is equal to thank you can be also satisfied in? The inverse of the coefficient matrix is only needed to get thcoefficient matrix does not requthat the first linear solution center can be obtained by using the symmetry solver with the lution. Appendices c to stiffness matrix for example. -
CE301 BASIC THEORY of STRUCTURES Teaching Scheme
CE301 BASIC THEORY OF STRUCTURES Teaching Scheme: 03L+ 00 T, Total: 03 Credit: 03 Evaluation Scheme: 15 ISE1 +15 ISE2 + 10 ISA + 60 ESE Total Marks: 100 Duration of ESE: 03Hrs --------------------------------------------------------------------------------------------------------------------- Deflection of Beams: Relation between bending moment, slope and defection, introduction to double integration method, concept of moment area method, Mohr's theorems, use of moment area method to calculate slope and deflections of beams such as simply supported, over hanging and of uniform cross sections and different cross sections. Conjugate beam method, application of conjugate beam method to simply supported, overhanging and compound beams. Slope and Deflection: Castiglione’s first theorem and its application to find slope and deflection of simple beams and frames, deflection in determinate trusses. Analysis of redundant trusses by Castiglione’s second theorem, lack of fit and temperature changes in members, sinking of supports (degree of indeterminacy up to 2) Fixed Beams:- Concept, advantages and disadvantages, nature of bending moment diagrams, fixed end moment due to various types of loads such as point, uniformly distributed, uniformly varying, couples for beams, effect of sinking of support, plotting of bending moment and shear force diagrams. Continuous Beams:- Analysis of continuous beam by three moment (Clapyeron's theorem) up to three unknowns, effect of sinking of supports, plotting of bending moment and shear force. Three Hinged Arch: - Concept of three hinged arch as a hunched beam, support reactions, B.M., S.F. and axial thrust diagrams for circular and parabolic three hinged arches. Two Hinged Arches:- Horizontal thrust at supports. shear, normal thrust and BM at a point, BM diagrams for parabolic arch due to concentrated load and uniformly distributed load. -
Use of Principle of Contra-Gradience for Developing Flexibility Matrix [ ]
International Research Journal of Engineering and Technology (IRJET) e-ISSN: 2395-0056 Volume: 05 Issue: 01 | Jan-2018 www.irjet.net p-ISSN: 2395-0072 Use of Principle of Contra-Gradience for Developing Flexibility Matrix Vasudha Chendake1, Jayant Patankar2 1 Assistant Professor, Applied Mechanics Department, Walchand College of Engineering, Maharashtra, India 2 Professor, Applied Mechanics Department, Walchand College of Engineering, Maharashtra, India ---------------------------------------------------------------------***--------------------------------------------------------------------- Abstract - Flexibility method and stiffness method are the computer program based of flexibility method is increased two basic matrix methods of structural analysis. Linear because the procedure of the direct stiffness method is so simultaneous equations written in matrix form are always mechanical that it risks being used without much easy to solve. Also when computers are used, matrix algebra is understanding of the structural behaviours. very convenient. Matrix algebra required in new approach of flexibility method When static degree of indeterminacy is less than the kinematic is also very simple. So the time required for manual degree of indeterminacy, flexibility method is advantageous in calculations can be reduced by using MATLAB software. structural analysis. The final step in flexibility method is to develop total structural flexibility matrix. The new approach 1.1 Principle of Contra-gradience to develop total structural flexibility matrix, requires force– deformation relation, transformation matrix and principal of Consider the two co-ordinate systems O and O’ as shown in Contra-gradience. Subsequently compatibility equations are fig 1. The forces acting at co-ordinate system O are F , F required to get the value of unknown redundants. This new X Y approach while using flexibility method is useful because and M and the forces acting at co-ordinate system O’ are ' ' ' simple matrix multiplications are required as well as order of FX , FY and M . -
A New Stiffness Matrix for Analysis of Flexural Line Continuum 1, O
The International Journal Of Engineering And Science (Ijes) ||Volume|| 2 ||Issue|| 2 ||Pages|| 57-62 ||2013|| Issn: 2319 – 1813 Isbn: 2319 – 1805 A New Stiffness Matrix for Analysis Of Flexural Line Continuum 1, 2, 3, O. M. Ibearugbulem, L. O. Ettu, J. C. Ezeh 1,2,3,Civil Engineering Department, Federal University of Technology, Owerri, Nigeria ---------------------------------------------------------Abstract------------------------------------------------------ The analysis of line continuum by equilibrium approach to obtain exact results requires direct integration of the governing equations and satisfying the boundary conditions. This procedure is cumbersome and 4x4 stiffness matrix system with 4x1 load vector has been used as practical simplification for a long time. The problem with this system is that it is inefficient and does not give exact results, especially for classical studies that analyse only one element as a whole. This paper presents 5x5 stiffness matrix system as a new stiffness system to generate exact results. The stiffness matrix was developed using energy variational principle. The approach differs from the 4x4 stiffness matrix approach by considering a deformable node at the centre of the continuum which brings the number of deformable nodes to five. By carrying out direct integration of the governing differential equation of the line continuum, a five-term shape function was obtained. This was substituted into the strain energy equation and the resulting functional was minimized, resulting in a 5x5 stiffness matrix used herein. The five term shape function was also substituted into load-work equation and minimized to obtain load vector for uniformly distributed load on the continuum. Classical studies of beams of four different boundary conditions under uniformly distributed load and point load were performed using the new 5x5 stiffness matrix with 5x1 load vector for one element analysis. -
Euler-Bernoulli Beam Theory
Preprints (www.preprints.org) | NOT PEER-REVIEWED | Posted: 24 February 2021 doi:10.20944/preprints202102.0559.v1 EULER−BERNOULLI BEAM THEORY USING THE FINITE DIFFERENCE METHOD Article EULER−BERNOULLI BEAM THEORY: FIRST-ORDER ANALYSIS, SECOND-ORDER ANALYSIS, STABILITY, AND VIBRATION ANALYSIS USING THE FINITE DIFFERENCE METHOD Valentin Fogang Abstract: This paper presents an approach to the Euler−Bernoulli beam theory (EBBT) using the finite difference method (FDM). The EBBT covers the case of small deflections, and shear deformations are not considered. The FDM is an approximate method for solving problems described with differential equations (or partial differential equations). The FDM does not involve solving differential equations; equations are formulated with values at selected points of the structure. The model developed in this paper consists of formulating partial differential equations with finite differences and introducing new points (additional points or imaginary points) at boundaries and positions of discontinuity (concentrated loads or moments, supports, hinges, springs, brutal change of stiffness, etc.). The introduction of additional points permits us to satisfy boundary conditions and continuity conditions. First-order analysis, second-order analysis, and vibration analysis of structures were conducted with this model. Efforts, displacements, stiffness matrices, buckling loads, and vibration frequencies were determined. Tapered beams were analyzed (e.g., element stiffness matrix, second-order analysis). Finally, a direct -
Structural Analysis Program Using Direct Stiffness Method for the Design of Reinforced Concrete Column
Journal of Electrical Engineering and Computer Sciences ISSN : 2528 - 0260 Vol. 2, No.1, June 2017 STRUCTURAL ANALYSIS PROGRAM USING DIRECT STIFFNESS METHOD FOR THE DESIGN OF REINFORCED CONCRETE COLUMN AHMAD FAZA AZMI Engineering Faculty, Bhayangkara University Of Surabaya Jalan Ahmad Yani 114, Surabaya 60231, Indonesia E-mail: [email protected] ABSTRACT Most of the analyzes and calculations in civil engineering have been using computer. But many commercial structural analysis programs are relatively expensive. Hence one of the alternative way is using a self developed structural analysis program. The computer program is constructed using Visual Basic 6 programming language. Using direct stiffness method and theory of ACI 318-02, a numerical procedure along with a computer program was developed for the structural analysis and design of reinforced concrete member. From the direct stiffness method,in terms of structural analysis, the output that obtained from the program are internal element forces and support reactions node displacements. From ACI 318-02 codes, in terms of reinforced concrete member analysis, the program generate the amount of longitudinal and lateral reinforcement of concrete member based on the output in the previous structure analysis program. The program also reveals the biaxial bending-axial interaction diagrams in each direction of rectangular and circular column. The interaction diagram of the columns is a visual representation to determine the maximum axial load and moment exceeded the capacity of the column. Keywords: Structural, Analysis, Reinforced, Concrete, Column 1. INTRODUCTION Structural analysis and design is known to human beings since early civilizations. Structural analysis and design of a reinforced concrete column with biaxial bending and axial force is complicated without the assistance of a computer program. -
DIRECT STIFFNESS METHOD for ANALYSIS of SKELETAL STRUCTURES Dr. Suresh Bhalla
DIRECT STIFFNESS METHOD FOR ANALYSIS OF SKELETAL STRUCTURES http://web.iitd.ac.in/~sbhalla/cvl756.html Dr. Suresh Bhalla Professor Department of Civil Engineering Indian Institute of Technology Delhi 1 The audio of this lecture is based on classroom recording from CVL 756 class for batch 2019-20. Use earphone/ amplifier for best audio experience. 2 SLOPE DEFLECTION METHOD Applied moment M θ Carry over moment 4EI 2EI L 6EI 6EI L 2 L2 L 12EI 3 6EI L 2 L 6EI 12EI L2 L3 3 Generalized slope deflection equations 2EI 3( ) θ 2 1 M1 2 M1 21 2 2 L L θ1 2EI 3( 2 1) 1 M2 M 2 1 2 2 L L F F1 2 M M F F 1 2 1 2 L 2EI 6( ) 2EI 6( 2 1) 2 1 F 3 3 F2 31 3 2 1 2 1 2 2 L L L L 4 PUT IN MATRIX FORM 12EI 6EI 12EI 6EI 3 2 3 2 F L L L L 1 6EI 4EI 6EI 2EI 1 M1 2 2 1 • Symmetric L L L L F 12EI 6EI 12EI 6EI 2 2 • K +ive 3 2 3 2 ii M L L L L 2 6EI 2EI 6EI 4EI 2 L2 L L2 L Force Stiffness Displacement vector matrix vector (symmetric) 5 F1 K11 K12 . K1n 1 1 2 3 F K K . K 2 21 22 2n 2 . . . Fn Kn1 Kn1 . Knn n n = Degrees of freedom (DKI) th Fi = Force along i degree of freedom th i = Displacement along i degree of freedom th j col. -
Direct Stiffness Method: Beams
Module 4 Analysis of Statically Indeterminate Structures by the Direct Stiffness Method Version 2 CE IIT, Kharagpur Lesson 27 The Direct Stiffness Method: Beams Version 2 CE IIT, Kharagpur Instructional Objectives After reading this chapter the student will be able to 1. Derive member stiffness matrix of a beam element. 2. Assemble member stiffness matrices to obtain the global stiffness matrix for a beam. 3. Write down global load vector for the beam problem. 4. Write the global load-displacement relation for the beam. 27.1 Introduction. In chapter 23, a few problems were solved using stiffness method from fundamentals. The procedure adopted therein is not suitable for computer implementation. In fact the load displacement relation for the entire structure was derived from fundamentals. This procedure runs into trouble when the structure is large and complex. However this can be much simplified provided we follow the procedure adopted for trusses. In the case of truss, the stiffness matrix of the entire truss was obtained by assembling the member stiffness matrices of individual members. In a similar way, one could obtain the global stiffness matrix of a continuous beam from assembling member stiffness matrix of individual beam elements. Towards this end, we break the given beam into a number of beam elements. The stiffness matrix of each individual beam element can be written very easily. For example, consider a continuous beam ABCD as shown in Fig. 27.1a. The given continuous beam is divided into three beam elements as shown in Fig. 27.1b. It is noticed that, in this case, nodes are located at the supports. -
Analysis of Statically Indeterminate Structures by Matrix Force Method
Module 2 Analysis of Statically Indeterminate Structures by the Matrix Force Method Version 2 CE IIT, Kharagpur Lesson 7 The Force Method of Analysis: An Introduction Version 2 CE IIT, Kharagpur Since twentieth century, indeterminate structures are being widely used for its obvious merits. It may be recalled that, in the case of indeterminate structures either the reactions or the internal forces cannot be determined from equations of statics alone. In such structures, the number of reactions or the number of internal forces exceeds the number of static equilibrium equations. In addition to equilibrium equations, compatibility equations are used to evaluate the unknown reactions and internal forces in statically indeterminate structure. In the analysis of indeterminate structure it is necessary to satisfy the equilibrium equations (implying that the structure is in equilibrium) compatibility equations (requirement if for assuring the continuity of the structure without any breaks) and force displacement equations (the way in which displacement are related to forces). We have two distinct method of analysis for statically indeterminate structure depending upon how the above equations are satisfied: 1. Force method of analysis (also known as flexibility method of analysis, method of consistent deformation, flexibility matrix method) 2. Displacement method of analysis (also known as stiffness matrix method). In the force method of analysis, primary unknown are forces. In this method compatibility equations are written for displacement and rotations (which are calculated by force displacement equations). Solving these equations, redundant forces are calculated. Once the redundant forces are calculated, the remaining reactions are evaluated by equations of equilibrium. In the displacement method of analysis, the primary unknowns are the displacements. -
Use of Mathcad in Computing Beam Deflection by Conjugate Beam Method
Session 2649 Use of Mathcad in Computing Beam Deflection by Conjugate Beam Method Nirmal K. Das Georgia Southern University Abstract The four-year, ABET-accredited Civil Engineering Technology curriculum at Georgia Southern University includes a required, junior-level course in Structural Analysis. One of the topics covered is the conjugate beam method for computing slope and deflection at various points in a beam. The conjugate beam method is a geometric method and it relies only on the principles of statics. The usefulness of this method lies in its simplicity. The students can utilize their already acquired knowledge of shearing force and bending moment to determine a beam’s slope and deflection. An approach to teaching this important method of structural analysis that complements the traditional lecturing through inclusion of a powerful, versatile and user-friendly computational tool, is discussed in this paper. Students will learn how to utilize Mathcad to perform a variety of calculations in a sequence and to verify the accuracy of their manual solutions. A Mathcad program is developed for this purpose and examples to illustrate the computer program are also included in this paper. The integration of Mathcad will enhance students’ problem-solving skills, as it will allow them to focus on analysis while the software performs routine calculations. Thus it will promote learning by discovery, instead of leaving the student in the role of a passive observer. Introduction With the objective of enhanced student learning, adoption of various instructional technology and inclusion of computer-aided problem-solving modules into the curriculum has been a trend for civil engineering and civil engineering technology programs. -
The Column Analogy; Analysis of Elastic Arches and Frames
I LL IN I S UNIVERSITY OF ILLINOIS AT URBANA-CHAMPAIGN PRODUCTION NOTE University of Illinois at Urbana-Champaign Library Large-scale Digitization Project, 2007. ~> UNIVERSITY OF ILLINOIS BULLETIN SISSUD WMmKT V1. XXVIII October 14, 1930 No.7 - [Entered as senad-clase matter December 11, 1912, at the post office at Urbana, Illinois, under the Act of August 2, 1912. Acceptance for mailing at the pecal rate of postage provided for in section 1103, Act of Oetober 8, 1917, authorized July 31, 1918.] THE COLUMN ANALOGY BY HARDY CROSS BULLETIN No. 215 ENGINEERING EXPERIMENT STATION PUWaB.is.ex Byr stvrmieM or Ii4tol, UeAxA Piacs: Fodft CNa . HT-HE Engineering Experiment Station was established by act of the Board of Trustees of the University of Illinois on De- cember 8, 1903. It is the purpose of the Station to conduct investigations and, make studies of importance to the engineering, manufacturing, railway, mining, and other industrial interests of the State. The management of the Engineering Experiment Station is vested in an Executive Staff composed of the Director and his Assistant, the Heads of the several Departments in the College of Engineering, and the Professor of Industrial Chemistry. This Staff is responsible for the establishment of general policies governing the work of the Station, -including the -approval of material for publication. All members of the teaching staff of the College are encouraged to engage in scientific research, either directly or in cooperation with the Research Corps composed of full-time research assistants, research graduate assistants, and special investigators. To render the results of its scientific investigations available to the public, the Engineering Experiment Station publishes and dis- tributes a series of bulletins.