DESIGN OF BEAMCOLUMNS  II


 Mary Floyd
 1 years ago
 Views:
Transcription
1 DESIGN OF BEACOLUNSII 14 DESIGN OF BEACOLUNS  II 1.0 INTRODUCTION Beamcolumns are members subjected to combined bending and axial compression. Their behaviour under uniaxial bending, biaxial bending and torsional flexural buckling were discussed in art I on this topic in the previous chapter. It was shown that a range of behaviour varing from flexural ielding to torsional flexural or flexural buckling is possible. In this chapter evaluation of strength of beamcolumns is discussed. The steps in the analsis of strength of beamcolumn are presented along with an example. 2.0 STRENGTH OF BEACOLUNS The discussions in the part I of this topic, clearl indicated that the behaviour of beamcolumns is fairl complex, particularl at the ultimate stage and hence exact evaluation of the strength would require fairl complex analsis. However, for design purposes, simplified equations are available, using which it is possible to obtain the strength of members, conservativel. These are discussed below. 2.1 odes of Failure The following are the possible modes of failure of beamcolumns Local section failure This is usuall encountered in the case of short, stock beam columns (λ/r << 50) with relativel smaller axial compression ratio (/ d < 0.33) and beamcolumns bent in reverse curvature. The strength of the end section reached under combined axial force and bending moment, governs the failure. The strength of the section ma be governed b plastic buckling of plate elements in the case of plastic, compact and semicompact sections or the elastic buckling of plate elements in the case of slender sections (see the chapter on plate buckling) Overall instabilit failure under flexural ielding This tpe of failure is encountered in the case of all members subjected to larger compression (/ d > 0.5) and single curvature bending about the minor axis as well as not ver slender members subjected to axial compression and single curvature bending about the major axis. Version II 141
2 DESIGN OF BEACOLUNSII The member fails b reaching the strength of the member at a section over the length of the member, under the combined axial compression and magnified bending moment. In the case of weak axis bending of slender members (λ/r > 80), the failure ma be b weak axis buckling, or failure of the maximum moment section under the combined effect of axial force and magnified moment. The section failure ma be due to elastic or plastic plate buckling depending on the slenderness ratio (b/t) of the plate (See the chapter on plate buckling) Overall instabilit b torsional flexural buckling This is common in slender members (λ/r>80) subjected to large compression (/ d >0.5) and uniaxial bending about the major axis or biaxial bending. At the ultimate stage the member undergoes biaxial bending and torsional instabilit mode of failure Design Equations as per IS: 800 The design code specifies, as given below, the linear interaction equations to check the section strength to prevent local section failure as well as member failure b flexural ielding and torsional flexural buckling. These are conservative simplifications of the nonlinear failure envelopes discussed in the previous chapter Local section failure The Indian Standard Specification IS: 800 clearl deals with all tpes of members and mainl classifies the members in two groups, namel lastic and Compact Sections and SemiCompact sections. The strength of Slender embers ma be analsed b following the procedure discussed in the chapters on coldformed steel members. IS: 800 states that under combined axial force and bending moment section strength as governed b material failure and member strength as governed b buckling failure have to be checked as given below; 1. Section Strength lastic and Compact Sections In the design of members subjected to combined axial force (tension or compression) and bending moment, the following should be satisfied nd α 1 + nd α 2 Conservativel, the following equation ma be used under combined axial force and bending moment d + d + d ( 1 ) ( 2 ) Version II 142
3 DESIGN OF BEACOLUNSII, = factored applied moments about the minor and major axis of the cross section, respectivel nd, nd = design reduced flexural strength under combined axial force and the respective uniaxial moment acting alone = factored applied axial force d = design strength in compression due to ielding given b d = A g f / γ m0 d, d = design strength under corresponding moment acting alone A g = gross area of the cross section α 1, α 2 = constants as given in Table 1 n = N / N d Table: 1 Constants α 1 and α 2 Section α 1 α 2 I and Channel 5n 1 2 Circular tubes 2 2 Rectangular tubes 1.66/(11.13n 2 )< /(11.13n 2 ) < 6 Solid rectangles n n 3 For plastic and compact sections without bolts holes, the following approximations ma be used for evaluating nd and nd : a) lates nd = d (1n 2 ) b) Welded I or H sections 2 n a nd = d 1 d 1 a nd = d (1n) / (10.5a) d n = / d and a = (A  2 b t f ) / A 0.5 c) For standard I or H sections for n < 0.2 nd = d\ for n>0.2 nd = 1.56 d (1n) (n+0.6) nd = 1.11 d (1n) d d) For Rectangular Hollow sections and Welded Box sections When the section is smmetric about both axes and without bolt holes nd = d (1n) / (10.5a f ) d Version II 143
4 DESIGN OF BEACOLUNSII nd = d (1n) / (10.5a w ) d a w = (A  2 b t f ) / A 0.5 a f = (A2 h t w ) / A 0.5 e) Circular Hollow Tubes without Bolt Holes nd = 1.04 d (1n 1.7 ) d Semicompact section In the absence of high shear force semicompact section design is satisfactor under combined axial force and bending, if the maximum longitudinal stress under combined axial force and bending, fbbbbbbbbbbbbbbbbbbbbbbbbbbbbbbbb x, satisfies the following criteria. f x f /γ m0 For cross section without holes, the above criteria reduces to + + d d d d, d, d are as defined earlier ( 3 ) 2. Overall ember Strength embers subjected to combined axial compression and moment shall be checked for overall buckling failure as given below: d d + k C + 0.6k m d C m + k d LT + k d Cm d ( 4 ) C m, C m = Equivalent uniform moment factor as per Table 2 = applied axial tension or compression under factored load, = maximum factored applied bending moments about and axis of the member, respectivel. d, d = design strength under axial tension or compression as governed b buckling about minor () and major () axis respectivel. d, d = design bending strength about (minor) or (major) axis of the cross section K = 1+(λ 0.2)n n K = 1+(λ 0.2)n n Version II 144
5 0.1λ LT n 0.1n K LT = 1 1 C 0.25 C 0.25, n, n = C mlt = ( ) ( ) mlt mlt DESIGN OF BEACOLUNSII ratio of actual applied axial force to the design axial strength for buckling about the and axis, respectivel and Equivalent uniform moment factor for lateral torsional buckling as per Table 2 corresponding to the actual moment gradient between lateral supports against torsional deformation in the critical region under consideration. ore accurate evaluation of beamcolumn strength is possible b resorting to nonlinear  analsis. In this case, the actual axial compression and bending moments as obtained from such an analsis ma be used in the interaction equation and the swa effects ma be disregarded in evaluation of u, ex and e. These methods of analsis and design are beond the scope of this chapter and are not discussed herein. 3.0 STES IN ANALYSING A BEACOLUN (i) Calculate the cross section properties. Area, principal axes moments of inertia, section moduli, radii of gration, effective lengths and slenderness ratios. (ii) (iii) (iv) Evaluate the tpe of section based on the (b/t) ratio of the plate elements, as plastic, compact, semicompact, or slender. Check for resistance of the crosssection under the combined effects as governed b ielding (Eq. 1,2 or 3). Check for resistance of member under the combined effects as governed b buckling (Eq. 4). Version II 145
6 DESIGN OF BEACOLUNSII Table: 2 Equivalent Uniform oment Factor Bending moment diagram Range Uniform loading C m, C m, C mlt Concentrated load 1 ψ ψ 0.4 h ψ 0 α s 1 1 ψ α s α s 0.4 s ψ h α s = s / h 1 α s 0 0 ψ α s α s ψ 0 0.1(1 ψ) 0.8 α s (1 ψ) 0.8 α s α s 1 1 ψ α h α h h s ψ h 0 ψ α h α h 1 α s 0 1 ψ α h (1+2 ψ) α h (1+2 ψ) For members with α h = swa h / s buckling mode the equivalent uniform moment factor C m = C m = 0.9. C m, C m, C mlt shall be obtained according to the bending moment diagram between the relevant braced points oment factor Bending axis oints braced in direction C m   C m   C mlt   for C m for C mlt for C m Version II 146
7 DESIGN OF BEACOLUNSII 4.0 SUARY This chapter presented equations for the design of beamcolumns and an example design. The behaviour and design of beamcolumns are contained in the two parts on this topic. The following are the important points discussed in these chapters. The beamcolumn ma fail b reaching either the ultimate strength of the section (in the case of smaller axial load and shorter members) or b the buckling strength as governed b weak axis buckling or lateral torsional buckling. At lower loads, the failure is likel to be after the formation of the plastic hinges, especiall in the case of shorter members. In slender beamcolumns with larger axial compression, either weak axis or lateral torsional buckling would control failure. The interaction formulae given for the design are conservative and simple, considering the complicated nature of beamcolumn failure. In the design of beamcolumns in frames, the magnification of moment due to δ and  effects are to be considered. 5.0 REFERENCES 1. IS: 800(2007), General Construction in Steel Code of ractice, Bureau of Indian Standards, New Delhi, Dowling.J, Knowles and Owens, G.W., Structural Steel Design, Butterworth, London, Eurocode 3: 1992, Design of Steel structures, British Standards Institution. Version II 147
7.3 Design of members subjected to combined forces
7.3 Design of members subjected to combined forces 7.3.1 General In the previous chapters of Draft IS: 800 LSM version, we have stipulated the codal provisions for determining the stress distribution in
More informationDesign of Steel Structures Prof. S.R.Satish Kumar and Prof. A.R.Santha Kumar
5.4 Beams As stated previousl, the effect of local buckling should invariabl be taken into account in thin walled members, using methods described alread. Laterall stable beams are beams, which do not
More informationSECTION 7 DESIGN OF COMPRESSION MEMBERS
SECTION 7 DESIGN OF COMPRESSION MEMBERS 1 INTRODUCTION TO COLUMN BUCKLING Introduction Elastic buckling of an ideal column Strength curve for an ideal column Strength of practical column Concepts of effective
More informationCIVL473 Fundamentals of Steel Design
CIVL473 Fundamentals of Steel Design CHAPTER 4 Design of Columns embers with Aial Loads and oments Prepared B Asst.Prof.Dr. urude Celikag 4.1 Braced ultistore Buildings  Combined tension and oments Interaction
More informationProf. Dr. Zahid Ahmad Siddiqi BEAM COLUMNS
BEA COLUNS Beam columns are structural members that are subjected to a combination of bending and axial stresses. The structural behaviour resembles simultaneousl to that of a beam and a column. ajorit
More informationDesign of Steel Structures Prof. S.R.Satish Kumar and Prof. A.R.Santha Kumar
7. BEAM COLUMNS 7.1 Introduction The Indian steel code is now in the process of revision as specificationbased design gives way to performancebased design. An expert committee mainly comprising eminent
More informationFundamentals of Structural Design Part of Steel Structures
Fundamentals of Structural Design Part of Steel Structures Civil Engineering for Bachelors 133FSTD Teacher: Zdeněk Sokol Office number: B619 1 Syllabus of lectures 1. Introduction, history of steel structures,
More informationLATERALLY RESTRAINED BEAMS
9 1.0 INTRODUCTION Beams are structural members frequentl used to carr loads that are transverse to their longitudinal axis. The transfer loads primaril b bending and shear. In a rectangular building frame,
More information1C8 Advanced design of steel structures. prepared by Josef Machacek
1C8 Advanced design of steel structures prepared b Josef achacek List of lessons 1) Lateraltorsional instabilit of beams. ) Buckling of plates. 3) Thinwalled steel members. 4) Torsion of members. 5)
More informationC6 Advanced design of steel structures
C6 Advanced design of steel structures prepared b Josef achacek List of lessons 1) Lateraltorsional instabilit of beams. ) Buckling of plates. 3) Thinwalled steel members. 4) Torsion of members. 5) Fatigue
More informationDesign Beam Flexural Reinforcement
COPUTERS AND STRUCTURES, INC., BERKELEY, CALIFORNIA DECEBER 2001 CONCRETE FRAE DESIGN ACI31899 Technical Note This Technical Note describes how this program completes beam design when the ACI 31899
More information7.6 Stress in symmetrical elastic beam transmitting both shear force and bending moment
7.6 Stress in symmetrical elastic beam transmitting both shear force and bending moment à It is more difficult to obtain an exact solution to this problem since the presence of the shear force means that
More informationε t increases from the compressioncontrolled Figure 9.15: Adjusted interaction diagram
CHAPTER NINE COLUMNS 4 b. The modified axial strength in compression is reduced to account for accidental eccentricity. The magnitude of axial force evaluated in step (a) is multiplied by 0.80 in case
More informationAccordingly, the nominal section strength [resistance] for initiation of yielding is calculated by using Equation CC3.1.
C3 Flexural Members C3.1 Bending The nominal flexural strength [moment resistance], Mn, shall be the smallest of the values calculated for the limit states of yielding, lateraltorsional buckling and distortional
More informationGeneration of Biaxial Interaction Surfaces
COPUTERS AND STRUCTURES, INC., BERKELEY, CALIFORNIA AUGUST 2002 CONCRETE FRAE DESIGN BS 811097 Technical Note This Technical Note describes how the program checks column capacity or designs reinforced
More informationThis Technical Note describes how the program checks column capacity or designs reinforced concrete columns when the ACI code is selected.
COMPUTERS AND STRUCTURES, INC., BERKELEY, CALIFORNIA DECEMBER 2001 CONCRETE FRAME DESIGN ACI31899 Technical Note This Technical Note describes how the program checks column capacity or designs reinforced
More informationWhere and are the factored end moments of the column and >.
11 LIMITATION OF THE SLENDERNESS RATIO( ) 1Nonsway (braced) frames: The ACI Code, Section 6.2.5 recommends the following limitations between short and long columns in braced (nonsway) frames: 1. The
More informationAPPENDIX 1 MODEL CALCULATION OF VARIOUS CODES
163 APPENDIX 1 MODEL CALCULATION OF VARIOUS CODES A1.1 DESIGN AS PER NORTH AMERICAN SPECIFICATION OF COLD FORMED STEEL (AISI S100: 2007) 1. Based on Initiation of Yielding: Effective yield moment, M n
More informationCOURSE TITLE : APPLIED MECHANICS & STRENGTH OF MATERIALS COURSE CODE : 4017 COURSE CATEGORY : A PERIODS/WEEK : 6 PERIODS/ SEMESTER : 108 CREDITS : 5
COURSE TITLE : APPLIED MECHANICS & STRENGTH OF MATERIALS COURSE CODE : 4017 COURSE CATEGORY : A PERIODS/WEEK : 6 PERIODS/ SEMESTER : 108 CREDITS : 5 TIME SCHEDULE MODULE TOPICS PERIODS 1 Simple stresses
More information3. Stability of builtup members in compression
3. Stability of builtup members in compression 3.1 Definitions Buildup members, made out by coupling two or more simple profiles for obtaining stronger and stiffer section are very common in steel structures,
More information: APPLIED MECHANICS & STRENGTH OF MATERIALS COURSE CODE : 4021 COURSE CATEGORY : A PERIODS/ WEEK : 5 PERIODS/ SEMESTER : 75 CREDIT : 5 TIME SCHEDULE
COURSE TITLE : APPLIED MECHANICS & STRENGTH OF MATERIALS COURSE CODE : 4021 COURSE CATEGORY : A PERIODS/ WEEK : 5 PERIODS/ SEMESTER : 75 CREDIT : 5 TIME SCHEDULE MODULE TOPIC PERIODS 1 Simple stresses
More informationDESIGN OF FIXED CIRCULAR ARCHES WITH TUBE CROSSSECTIONS UNDER CONCENTRATED LOADS ACCORDING TO EC3
EUROSTEEL 8, 35 September 8, Graz, Austria 785 DESIGN OF FIXED CIRCULAR ARCHES WITH TUBE CROSSSECTIONS UNDER CONCENTRATED LOADS ACCORDING TO EC3 C.A. Dimopoulos a, C.J. Gantes a a National Technical
More informationMechanics of Materials Primer
Mechanics of Materials rimer Notation: A = area (net = with holes, bearing = in contact, etc...) b = total width of material at a horizontal section d = diameter of a hole D = symbol for diameter E = modulus
More informationChapter 5 Compression Member
Chapter 5 Compression Member This chapter starts with the behaviour of columns, general discussion of buckling, and determination of the axial load needed to buckle. Followed b the assumption of Euler
More informationBasic principles of steel structures. Dr. Xianzhong ZHAO
Basic principles of steel structures Dr. Xianzhong ZHAO.zhao@mail.tongji.edu.cn www.sals.org.cn 1 Introduction Resistance of crosssection Compression members Outlines Overall stabilit of uniform (solid
More informationStructural Steelwork Eurocodes Development of A Transnational Approach
Structural Steelwork Eurocodes Development of A Transnational Approach Course: Eurocode Module 7 : Worked Examples Lecture 0 : Simple braced frame Contents: 1. Simple Braced Frame 1.1 Characteristic Loads
More informationtwenty steel construction: columns & tension members ARCHITECTURAL STRUCTURES: FORM, BEHAVIOR, AND DESIGN DR. ANNE NICHOLS SPRING 2017 lecture
ARCHITECTURAL STRUCTURES: FORM, BEHAVIOR, AND DESIGN DR. ANNE NICHOLS CorTen Steel Sculpture By Richard Serra Museum of Modern Art Fort Worth, TX (AISC  Steel Structures of the Everyday) SRING 2017 lecture
More informationtwenty steel construction: columns & tension members ARCHITECTURAL STRUCTURES: FORM, BEHAVIOR, AND DESIGN DR. ANNE NICHOLS FALL 2013 lecture
ARCHITECTURAL STRUCTURES: FORM, BEHAVIOR, AND DESIGN DR. ANNE NICHOLS CorTen Steel Sculpture By Richard Serra Museum of Modern Art Fort Worth, TX (AISC  Steel Structures of the Everyday) FALL 2013 lecture
More informationAdvanced Structural Analysis EGF Section Properties and Bending
Advanced Structural Analysis EGF316 3. Section Properties and Bending 3.1 Loads in beams When we analyse beams, we need to consider various types of loads acting on them, for example, axial forces, shear
More informationExperimental investigation on monotonic performance of steel curved knee braces for weldfree beamtocolumn connections
Experimental investigation on monotonic performance of steel curved knee braces for weldfree beamtocolumn connections *Zeyu Zhou 1) Bo Ye 2) and Yiyi Chen 3) 1), 2), 3) State Key Laboratory of Disaster
More informationCHAPTER 4. ANALYSIS AND DESIGN OF COLUMNS
4.1. INTRODUCTION CHAPTER 4. ANALYSIS AND DESIGN OF COLUMNS A column is a vertical structural member transmitting axial compression loads with or without moments. The cross sectional dimensions of a column
More informationChapter 8 BIAXIAL BENDING
Chapter 8 BAXAL BENDN 8.1 DEFNTON A cross section is subjected to biaial (oblique) bending if the normal (direct) stresses from section are reduced to two bending moments and. enerall oblique bending is
More informationTHEME IS FIRST OCCURANCE OF YIELDING THE LIMIT?
CIE309 : PLASTICITY THEME IS FIRST OCCURANCE OF YIELDING THE LIMIT? M M  N N + + σ = σ = + f f BENDING EXTENSION Ir J.W. Welleman page nr 0 kn Normal conditions during the life time WHAT HAPPENS DUE TO
More informationStructural Steelwork Eurocodes Development of A Transnational Approach
Structural Steelwork Eurocodes Development of A Transnational Approach Course: Eurocode Module 7 : Worked Examples Lecture 22 : Design of an unbraced sway frame with rigid joints Summary: NOTE This example
More informationDesign of Steel Structures Prof. S.R.Satish Kumar and Prof. A.R.Santha Kumar. Local buckling is an extremely important facet of cold formed steel
5.3 Local buckling Local buckling is an extremely important facet of cold formed steel sections on account of the fact that the very thin elements used will invariably buckle before yielding. Thinner the
More informationDesign of Compression Members
Design of Compression Members 2.1 Classification of cross sections Classifying crosssections may mainly depend on four critical factors: 1 Width to thickness (c/t) ratio. 2 Support condition. 3 Yield
More informationEngineering Science OUTCOME 1  TUTORIAL 4 COLUMNS
Unit 2: Unit code: QCF Level: Credit value: 15 Engineering Science L/601/10 OUTCOME 1  TUTORIAL COLUMNS 1. Be able to determine the behavioural characteristics of elements of static engineering systems
More informationCivil Engineering Design (1) Design of Reinforced Concrete Columns 2006/7
Civil Engineering Design (1) Design of Reinforced Concrete Columns 2006/7 Dr. Colin Caprani, Chartered Engineer 1 Contents 1. Introduction... 3 1.1 Background... 3 1.2 Failure Modes... 5 1.3 Design Aspects...
More informationConceptual question Conceptual question 12.2
Conceptual question 12.1 rigid cap of weight W t g r A thinwalled tank (having an inner radius of r and wall thickness t) constructed of a ductile material contains a gas with a pressure of p. A rigid
More informationPLATE GIRDERS II. Load. Web plate Welds A Longitudinal elevation. Fig. 1 A typical Plate Girder
16 PLATE GIRDERS II 1.0 INTRODUCTION This chapter describes the current practice for the design of plate girders adopting meaningful simplifications of the equations derived in the chapter on Plate Girders
More informationInfluence of residual stresses in the structural behavior of. tubular columns and arches. Nuno Rocha Cima Gomes
October 2014 Influence of residual stresses in the structural behavior of Abstract tubular columns and arches Nuno Rocha Cima Gomes Instituto Superior Técnico, Universidade de Lisboa, Portugal Contact:
More informationDownloaded from Downloaded from / 1
PURWANCHAL UNIVERSITY III SEMESTER FINAL EXAMINATION2002 LEVEL : B. E. (Civil) SUBJECT: BEG256CI, Strength of Material Full Marks: 80 TIME: 03:00 hrs Pass marks: 32 Candidates are required to give their
More informationLATERAL STABILITY OF PLATE GIRDERS WITH CORRUGATED STEEL WEBS
Congrès annuel de la Société canadienne de génie civil Annual Conference of the Canadian Societ for Civil Engineering oncton, NouveauBrunswick, Canada 47 juin 2003 / June 47, 2003 LATERAL STABILITY
More informationStructural Steelwork Eurocodes Development of A Transnational Approach
Structural Steelwork Eurocodes Development of A Transnational Approach Course: Eurocode 3 Module 7 : Worked Examples Lecture 20 : Simple braced frame Contents: 1. Simple Braced Frame 1.1 Characteristic
More information[8] Bending and Shear Loading of Beams
[8] Bending and Shear Loading of Beams Page 1 of 28 [8] Bending and Shear Loading of Beams [8.1] Bending of Beams (will not be covered in class) [8.2] Bending Strain and Stress [8.3] Shear in Straight
More informationCO~RSEOUTL..INE. revisedjune 1981 by G. Frech. of..a.pqij~t(..~ttsa.fidteconol.q.gy. Sault ",Ste'...:M~ri,e.: SAUl. ir.ft\,nl~t';~l' G ". E b:.
/ 1/ /.. SAUl. ir.ft\,nl~t';~l' G ". E b:.~~~~~, of..a.pqij~t(..~ttsa.fidteconol.q.gy. Sault ",Ste'...:M~ri,e.: ',' .\'~. ~ ;:T.., CO~RSEOUTL..INE ARCHITECTURAL ENGINEERING II ARC 2004 revisedjune 1981
More informationCONNECTION DESIGN. Connections must be designed at the strength limit state
CONNECTION DESIGN Connections must be designed at the strength limit state Average of the factored force effect at the connection and the force effect in the member at the same point At least 75% of the
More informationMade by SMH Date Aug Checked by NRB Date Dec Revised by MEB Date April 2006
Job No. OSM 4 Sheet 1 of 8 Rev B Telephone: (0144) 45 Fax: (0144) 944 Made b SMH Date Aug 001 Checked b NRB Date Dec 001 Revised b MEB Date April 00 DESIGN EXAMPLE 9  BEAM WITH UNRESTRAINED COMPRESSION
More informationKarbala University College of Engineering Department of Civil Eng. Lecturer: Dr. Jawad T. Abodi
Chapter 04 Structural Steel Design According to the AISC Manual 13 th Edition Analysis and Design of Compression Members By Dr. Jawad Talib AlNasrawi University of Karbala Department of Civil Engineering
More informationCHAPTER 6: ULTIMATE LIMIT STATE
CHAPTER 6: ULTIMATE LIMIT STATE 6.1 GENERAL It shall be in accordance with JSCE Standard Specification (Design), 6.1. The collapse mechanism in statically indeterminate structures shall not be considered.
More informationCritical Load columns buckling critical load
Buckling of Columns Buckling of Columns Critical Load Some member may be subjected to compressive loadings, and if these members are long enough to cause the member to deflect laterally or sideway. To
More informationSTEEL BUILDINGS IN EUROPE. MultiStorey Steel Buildings Part 8: Description of member resistance calculator
STEEL BUILDINGS IN EUROPE MultiStore Steel Buildings Part 8: Description of member resistance calculator MultiStore Steel Buildings Part : Description of member resistance calculator 8  ii FOREWORD
More informationFailure in Flexure. Introduction to Steel Design, Tensile Steel Members Modes of Failure & Effective Areas
Introduction to Steel Design, Tensile Steel Members Modes of Failure & Effective Areas MORGAN STATE UNIVERSITY SCHOOL OF ARCHITECTURE AND PLANNING LECTURE VIII Dr. Jason E. Charalambides Failure in Flexure!
More informationQUESTION BANK SEMESTER: III SUBJECT NAME: MECHANICS OF SOLIDS
QUESTION BANK SEMESTER: III SUBJECT NAME: MECHANICS OF SOLIDS UNIT 1 STRESS AND STRAIN PART A (2 Marks) 1. Define longitudinal strain and lateral strain. 2. State Hooke s law. 3. Define modular ratio,
More informationCompression Members Columns II
Compression Members Columns II 1. Introduction. Main aspects related to the derivation of typical columns buckling lengths for. Analysis of imperfections, leading to the derivation of the AyrtonPerry
More informationFuzzy Analysis of Serviceability Limit State of Slender Beams
Fuzz Analsis of Serviceabilit Limit State of Slender Beams JAN VALEŠ Department of Structural Mechanics Brno Universit of Technolog, Facult of Civil Engineering Veveří 331/95, 60 00 Brno CZECH REPUBLIC
More informationUnit III Theory of columns. Dr.P.Venkateswara Rao, Associate Professor, Dept. of Civil Engg., SVCE, Sriperumbudir
Unit III Theory of columns 1 Unit III Theory of Columns References: Punmia B.C.,"Theory of Structures" (SMTS) Vol II, Laxmi Publishing Pvt Ltd, New Delhi 2004. Rattan.S.S., "Strength of Materials", Tata
More informationNUMERICAL EVALUATION OF THE ROTATIONAL CAPACITY OF STEEL BEAMS AT ELEVATED TEMPERATURES
8 th GRACM International Congress on Computational Mechanics Volos, 12 July 15 July 2015 NUMERICAL EVALUATION OF THE ROTATIONAL CAPACITY OF STEEL BEAMS AT ELEVATED TEMPERATURES Savvas Akritidis, Daphne
More informationA METHOD OF LOAD INCREMENTS FOR THE DETERMINATION OF SECONDORDER LIMIT LOAD AND COLLAPSE SAFETY OF REINFORCED CONCRETE FRAMED STRUCTURES
A METHOD OF LOAD INCREMENTS FOR THE DETERMINATION OF SECONDORDER LIMIT LOAD AND COLLAPSE SAFETY OF REINFORCED CONCRETE FRAMED STRUCTURES Konuralp Girgin (Ph.D. Thesis, Institute of Science and Technology,
More informationCIVIL DEPARTMENT MECHANICS OF STRUCTURES ASSIGNMENT NO 1. Brach: CE YEAR:
MECHANICS OF STRUCTURES ASSIGNMENT NO 1 SEMESTER: V 1) Find the least moment of Inertia about the centroidal axes XX and YY of an unequal angle section 125 mm 75 mm 10 mm as shown in figure 2) Determine
More informationLecture 15 Strain and stress in beams
Spring, 2019 ME 323 Mechanics of Materials Lecture 15 Strain and stress in beams Reading assignment: 6.1 6.2 News: Instructor: Prof. Marcial Gonzalez Last modified: 1/6/19 9:42:38 PM Beam theory (@ ME
More informationPDDC 1 st Semester Civil Engineering Department Assignments of Mechanics of Solids [ ] Introduction, Fundamentals of Statics
Page1 PDDC 1 st Semester Civil Engineering Department Assignments of Mechanics of Solids [2910601] Introduction, Fundamentals of Statics 1. Differentiate between Scalar and Vector quantity. Write S.I.
More informationCHAPTER 4: BENDING OF BEAMS
(74) CHAPTER 4: BENDING OF BEAMS This chapter will be devoted to the analysis of prismatic members subjected to equal and opposite couples M and M' acting in the same longitudinal plane. Such members are
More informationDesign of Beams (Unit  8)
Design of Beams (Unit  8) Contents Introduction Beam types Lateral stability of beams Factors affecting lateral stability Behaviour of simple and built  up beams in bending (Without vertical stiffeners)
More informationFinite Element Modelling with Plastic Hinges
01/02/2016 Marco Donà Finite Element Modelling with Plastic Hinges 1 Plastic hinge approach A plastic hinge represents a concentrated postyield behaviour in one or more degrees of freedom. Hinges only
More informationTuesday, February 11, Chapter 3. Load and Stress Analysis. Dr. Mohammad Suliman Abuhaiba, PE
1 Chapter 3 Load and Stress Analysis 2 Chapter Outline Equilibrium & FreeBody Diagrams Shear Force and Bending Moments in Beams Singularity Functions Stress Cartesian Stress Components Mohr s Circle for
More informationto introduce the principles of stability and elastic buckling in relation to overall buckling, local buckling
to introduce the principles of stability and elastic buckling in relation to overall buckling, local buckling In the case of elements subjected to compressive forces, secondary bending effects caused by,
More information3 Hours/100 Marks Seat No.
*17304* 17304 14115 3 Hours/100 Marks Seat No. Instructions : (1) All questions are compulsory. (2) Illustrate your answers with neat sketches wherever necessary. (3) Figures to the right indicate full
More informationThe Effect of Distortion on the Buckling Strength of Stiffened Panels
The Effect of Distortion on the Buckling Strength of Stiffened Panels Pretheesh Paul C 1*, Purnendu K. Das 1, Anthon Crow, Stuart Hunt 1 Department of Naval Architecture and Marine Engineering Universities
More informationENCE 455 Design of Steel Structures. III. Compression Members
ENCE 455 Design of Steel Structures III. Compression Members C. C. Fu, Ph.D., P.E. Civil and Environmental Engineering Department University of Maryland Compression Members Following subjects are covered:
More informationShear Behaviour of Fin Plates to Tubular Columns at Ambient and Elevated Temperatures
Shear Behaviour of Fin Plates to Tubular Columns at Ambient and Elevated Temperatures Mark Jones Research Student, University of Manchester, UK Dr. Yong Wang Reader, University of Manchester, UK Presentation
More informationSERVICEABILITY LIMIT STATE DESIGN
CHAPTER 11 SERVICEABILITY LIMIT STATE DESIGN Article 49. Cracking Limit State 49.1 General considerations In the case of verifications relating to Cracking Limit State, the effects of actions comprise
More informationMaterials: engineering, science, processing and design, 2nd edition Copyright (c)2010 Michael Ashby, Hugh Shercliff, David Cebon.
Modes of Loading (1) tension (a) (2) compression (b) (3) bending (c) (4) torsion (d) and combinations of them (e) Figure 4.2 1 Standard Solution to Elastic Problems Three common modes of loading: (a) tie
More informationUNIT I Thin plate theory, Structural Instability:
UNIT I Thin plate theory, Structural Instability: Analysis of thin rectangular plates subject to bending, twisting, distributed transverse load, combined bending and inplane loading Thin plates having
More informationSTRENGTH OF MATERIALSI. Unit1. Simple stresses and strains
STRENGTH OF MATERIALSI Unit1 Simple stresses and strains 1. What is the Principle of surveying 2. Define Magnetic, True & Arbitrary Meridians. 3. Mention different types of chains 4. Differentiate between
More informationModule 10. Compression Members. Version 2 CE IIT, Kharagpur
Module 10 Compression Members Lesson 27 Slender Columns Instructional Objectives: At the end of this lesson, the student should be able to: define a slender column, give three reasons for its increasing
More informationDesign of Reinforced Concrete Structures (II)
Design of Reinforced Concrete Structures (II) Discussion Eng. Mohammed R. Kuheil Review The thickness of oneway ribbed slabs After finding the value of total load (Dead and live loads), the elements are
More informationAn Increase in Elastic Buckling Strength of Plate Girder by the Influence of Transverse Stiffeners
GRD Journals Global Research and Development Journal for Engineering Volume 2 Issue 6 May 2017 ISSN: 24555703 An Increase in Elastic Buckling Strength of Plate Girder by the Influence of Transverse Stiffeners
More informationEquivalent Uniform Moment Factor for Lateral Torsional Buckling of Steel Beams
University of Alberta Department of Civil & Environmental Engineering Master of Engineering Report in Structural Engineering Equivalent Uniform Moment Factor for Lateral Torsional Buckling of Steel Beams
More informationTekla Structural Designer 2016i
Tekla Structural Designer 2016i Reference Guides (Australian Codes) September 2016 2016 Trimble Solutions Corporation part of Trimble Navigation Ltd. Table of Contents Analysis Verification Examples...
More informationTORSION INCLUDING WARPING OF OPEN SECTIONS (I, C, Z, T AND L SHAPES)
Page1 TORSION INCLUDING WARPING OF OPEN SECTIONS (I, C, Z, T AND L SHAPES) Restrained warping for the torsion of thinwall open sections is not included in most commonly used frame analysis programs. Almost
More information[5] Stress and Strain
[5] Stress and Strain Page 1 of 34 [5] Stress and Strain [5.1] Internal Stress of Solids [5.2] Design of Simple Connections (will not be covered in class) [5.3] Deformation and Strain [5.4] Hooke s Law
More informationChapter 7. ELASTIC INSTABILITY Dr Rendy Thamrin; Zalipah Jamellodin
Chapter 7 ESTIC INSTIITY Dr Rendy Thamrin; Zalipah Jamellodin 7. INTRODUCTION TO ESTIC INSTIITY OF COUN ND FRE In structural analysis problem, the aim is to determine a configuration of loaded system,
More informationME 354, MECHANICS OF MATERIALS LABORATORY COMPRESSION AND BUCKLING
ME 354, MECHANICS OF MATERIALS LABATY COMPRESSION AND BUCKLING PURPOSE 01 January 2000 / mgj The purpose of this exercise is to study the effects of end conditions, column length, and material properties
More informationMembers Subjected to Combined Loads
Members Subjected to Combined Loads Combined Bending & Twisting : In some applications the shaft are simultaneously subjected to bending moment M and Torque T.The Bending moment comes on the shaft due
More informationBEAMCOLUMNS SUMMARY: OBJECTIVES: REFERENCES: CONTENTS:
BEACOLUS SUARY: Structural members subjected to axial compression and bending are nown as beam columns. The interaction o normal orce and bending ma be treated elasticall or plasticall using equilibrium
More informationPresented by: Civil Engineering Academy
Presented by: Civil Engineering Academy Structural Design and Material Properties of Steel Presented by: Civil Engineering Academy Advantages 1. High strength per unit length resulting in smaller dead
More information4. BEAMS: CURVED, COMPOSITE, UNSYMMETRICAL
4. BEMS: CURVED, COMPOSITE, UNSYMMETRICL Discussions of beams in bending are usually limited to beams with at least one longitudinal plane of symmetry with the load applied in the plane of symmetry or
More informationMODULE C: COMPRESSION MEMBERS
MODULE C: COMPRESSION MEMBERS This module of CIE 428 covers the following subjects Column theory Column design per AISC Effective length Torsional and flexuraltorsional buckling Builtup members READING:
More informationCritical Strength of steel Girder Web
American Journal o Engineering Research (AJER) 014 American Journal o Engineering Research (AJER) eissn : 300847 pissn : 300936 Volume03, Issue0, pp0916 www.ajer.org Research aper Open Access Critical
More informationD : SOLID MECHANICS. Q. 1 Q. 9 carry one mark each. Q.1 Find the force (in kn) in the member BH of the truss shown.
D : SOLID MECHANICS Q. 1 Q. 9 carry one mark each. Q.1 Find the force (in kn) in the member BH of the truss shown. Q.2 Consider the forces of magnitude F acting on the sides of the regular hexagon having
More informationCHAPTER 6 BENDING Part 1
Ishik University / Sulaimani Civil Engineering Department Mechanics of Materials CE 211 CHAPTER 6 BENDING Part 11 CHAPTER 6 Bending Outlines of this chapter: 6.1. Chapter Objectives 6.2. Shear and
More informationAxial forcemoment interaction in the LARSA hysteretic beam element
Axial forcemoment interaction in the LARSA hsteretic beam element This document briefl discusses the modeling of triaxial interaction (i.e. between axial force and bending moments) in the LARSA beam
More informationThe plastic moment capacity of a composite crosssection is calculated in the program on the following basis (BS 4.4.2):
COMPUTERS AND STRUCTURES, INC., BERKELEY, CALIFORNIA SEPTEMBER 2002 COMPOSITE BEAM DESIGN BS 595090 Technical Note Composite Plastic Moment Capacity for Positive Bending This Technical Note describes
More informationEMA 3702 Mechanics & Materials Science (Mechanics of Materials) Chapter 4 Pure Bending
EA 3702 echanics & aterials Science (echanics of aterials) Chapter 4 Pure Bending Pure Bending Ch 2 Aial Loading & Parallel Loading: uniform normal stress and shearing stress distribution Ch 3 Torsion:
More informationPURE BENDING. If a simply supported beam carries two point loads of 10 kn as shown in the following figure, pure bending occurs at segment BC.
BENDING STRESS The effect of a bending moment applied to a crosssection of a beam is to induce a state of stress across that section. These stresses are known as bending stresses and they act normally
More informationAutomatic Scheme for Inelastic Column Buckling
Proceedings of the World Congress on Civil, Structural, and Environmental Engineering (CSEE 16) Prague, Czech Republic March 30 31, 2016 Paper No. ICSENM 122 DOI: 10.11159/icsenm16.122 Automatic Scheme
More informationDEPARTMENT OF CIVIL ENGINEERING
KINGS COLLEGE OF ENGINEERING DEPARTMENT OF CIVIL ENGINEERING SUBJECT: CE 2252 STRENGTH OF MATERIALS UNIT: I ENERGY METHODS 1. Define: Strain Energy When an elastic body is under the action of external
More information