Aim of the study Experimental determination of mechanical parameters Local buckling (wrinkling) Failure maps Optimization of sandwich panels

Size: px
Start display at page:

Download "Aim of the study Experimental determination of mechanical parameters Local buckling (wrinkling) Failure maps Optimization of sandwich panels"

Transcription

1 METNET Workshop October 11-12, 2009, Poznań, Poland Experimental and numerical analysis of sandwich metal panels Zbigniew Pozorski, Monika Chuda-Kowalska, Robert Studziński, Andrzej Garstecki Poznan University of Technology, Institute of Structural Engineering, Poznan, Poland OUTLINE Aim of the study Experimental determination of mechanical parameters Local buckling (wrinkling) Failure maps Optimization of sandwich panels 1

2 AIM OF THE STUDY 1) Proper description of structural behaviour of sandwich panels (non-homogeneous, anisotropic core, profiling of metal faces, non-uniform boundary conditions) 2) Precise analysis and prediction of failure mechanisms 3) Optimal design (minimum cost, maximum span, maximum load capacity) 2

3 EXPERIMENTAL DETERMINATION OF MECHANICAL PARAMETERS Reliable methods of determination modulus G C of the core are still expected by producers and designers: - G C strongly influences the response of the panel - methods suggested by code provide results depending on the method and specimen s scale Tasks: - verification of methods of identification the Kirchhoff modulus G C proposed by code improvement of identification methods 3

4 1. Tests on short/long panels (w) CLASSICAL METHODS 1.6 F [kn] w s [mm] w = w B + w S, (1) w G B C 23 F L =, (2) 1296 B = S 3 F L 6 B dc ws. (3) where: w B, w S bending and shear deflection L, B span and width of the panel d C depth of the core B S flexural rigidity 4

5 NON-CLASSICAL METHODS 1. Measurement of angles of rotation (γ) 5

6 Assessment of the shear modulus where: γ 01, γ 02 total slope of deflection line α 0 the angle of rotation of the cross-section γ the angle of rotation of the core γ 0 = 0,5 ( γ 01 + γ 02 ), (4) γ = γ 0 α 0, (5) G C = V γ B d (6) C where: V the shear force 6

7 2. Shear test (γ) The force F acts on the middle plate and the vertical displacement w of the rigid plate is measured 1 rigid steel plate (10x240x550mm) 2 sandwich panel (100x240x500mm) γ = w d C, (7) G C = F. 2 γ B L (8) 7

8 3. Torsion test (ϕ) ϕ' = M G C S I 0, (9) ϕ ' = ϕ, L (10) I 0 4 D1 = π. (11) 32 where: M S torsion moment ϕ angle of specimen rotation L length of the sample D 1 diameter of the cylinder cross-section I 0 central second order moment of the area of the cylinder cross-section 8

9 Discussion of the results Experimental results of G C from methods proposed by code Type of sample Width of the sample G C [MPa] δ [%] Short panel L=0.6m Long panel L=4.9m B=0.1m 3.33 Total width Experimental results of G C from different bending methods Type of panel longitudinal edge profiling exists longitudinal edge profiling cut off Method of identification G C [MPa] Measured w 4.87 Measured γ 4.70 Measured w 3.73 δ [%] 3.6 Measured γ Influence of longitudinal edge profiling on test results

10 LOCAL BUCKLING (WRINKLING) wrinkling Tasks: - numerical modelling of structural response representing global and local effects - analysis of progressive damage, contact effects, wrinkling - assessment of the influence of discontinuity of the core 10

11 LABORATORY TESTS - supporting system - load cell HBM C 6A 200kN 0.5 class - displacement transducers HBM WA L 100mm - tensometers HBM LY 10 mm - HBM catman 4.5 software 11

12 NUMERICAL SIMULATIONS 1. Class of problems Core: PU (isotropic, homogeneous, continuous) Mineral wool (anisotropic, macro-homogeneous, non-continuous) Profiling of faces: flat, micro-profiled, deep-profiled Boundary conditions: transversal loads, thermal actions 12

13 2. Bending of flat (or micro-profiled, deep-profiled) panels Lo S4R q D COH3D8 C3D8R S4R L RIKS method Material parameters: Faces: E F =210 GPa, ν F =0.3, f y =270 MPa Core (MW): E C =12 MPa, ν C =0.05, G C =5.714 MPa E t = E 3 =14 MPa, E p = E 1 = E 2 =3 MPa G p = G 12 =1.43 MPa, G t = G 13 = G 23 =6.36 MPa ν pt =ν 13 =ν 23 =0.03, ν tp =ν 31 =ν 32 =0.14 Interface: K nn =12 MPa, K ss =K tt =6 MPa (elastic, ideal plastic) (isotropic elastic) (ortotrophy) (cohesive) 13

14 Damage modelling in the interface layer Elasticity (uncoupled) for cohesive elements Damage initiation = t s n tt ss nn t s n K K K t t t ε ε ε t n normal traction (stress) t s, t t shear tractions ε - corresponding nominal strain = + + o t t o s s o n n t t t t t t - quadratic nominal stress t o n 140kPa = t o s 100kPa = t o 100kPa = 14 t s n t t t t o t 100kPa = Damage evolution Type: Displacement, Softening: Linear Contact in the core (between lamellas) - hard contact - exponential - Coulomb friction model

15 Example 1. Core: isotropic, continuous q = kn/m 2 faces: σ 11 = / MPa deflection: u = cm 15

16 Example 2. Core (mineral wool): orthotropic, non-continuous, hard contact hard contact q = kn/m 2 faces: σ 11 = / MPa deflection: u = cm 16

17 Example 2a. Core: orthotropic, non-continuous COPEN clearance between surfaces CPRESS contact pressure CSLIP tangential motion of the surfaces during contact 17

18 Example 3. Non-uniform loading, continuous core q = kn/m 2 faces: σ 11 = / MPa deflection: u = cm Discussion of the results 18

19 FAILURE MAPS Failure maps specify the failure modes for different combinations of the design parameters. Groups of interrelations: thickness of the facings t Fi vs thickness of the core d, shear modulus G C vs d, shear modulus G C vs stiffness of the external (k 1 ) or internal (k 2 ) support. The isolines: the maximal allowable load p(x) or temperature difference T=T 2 T 1 for various combinations of the analysed parameters. 19

20 Mechanical load p(x)=p [kn/m] Failure maps examples Isolines of p for variable G C and stiffness of the external (a) and internal (b) support Comments: the response of structure with varied internal support stiffness is different from that with varied external support stiffness apparently the limits of the failure modes converge with the maximal capacity of the panel the general optimal capacity level is nearly the same and the sensitivity of the capacity of the sandwich panel is much less than in the case of the thermal actions 20

21 Thermal load T [ C] Failure maps examples Isolines of T for variable G C and stiffness of the external (a) and internal (b) support Comments: large sensitivity of the panel capacity along the limits of the failure modes elastic supports leads to significant improvement of the capacity of the sandwich panel (40% - 60%) quite opposite results are observed in the case of mechanically loaded panels 21

22 OPTIMIZATION Motivation for optimal design core failure minimal variance in types of panels facing failure maximal range of application deflection minimum cost 22

23 Optimization Problems formulation I. Optimization of the material and geometrical parameters design vector: s = [t 1, t 2, D, G C, L] two criterion fitness function: minimum cost F C (s) maximum length of the span L constraints: ULS and SLS box conditions II. Optimization of the support conditions design vector: s = [k j, δ j, L], j=1,.., n where j is the support number two criterion fitness function: maximum load multiplier λ maximum span L constraints: ULS and SLS box conditions The problems are nonconvex hence Distributed Parallel Evolutionary Algorithm was used 23

24 Optimization Example Influence of temperature and load intensity on cost function 24

25 Optimization Example Elastic support with a gap, thermal action T [ C] Design parameters: Measure of the quality of the structure: k 1 - stiffness of the external support λ - load multiplier of the thermal load T, δ 2 - gap in the internal support where λ =1 means maximal capacity of the L - span length thermally loaded panel on rigid supports 25

26 PART 2 A.Garstecki Research activity in Steel Structures Prof. M. Szumigała, Dr. K. Rzeszut, Dipl.Eng. M. Chybiński (Division of Metal Structures)

27 1. Statical and stability analysis of lattice thin-walled structures 2. Composite steel-concrete beams

28 Motivation Wide implementation in civil engineering Nonlinear behaviour due to deformation of initial contour and geometrical imperfections Tasks Buckling and postbuckling analysis of columns and beams made of single Σ and double Σ cross-section Sensitivity to imperfections and clearances Optimal configuration of ribs in I beams Moment-curvature relation and limit curves for steel-concrete composite beams

29 1. K. Rzeszut, Nonlinear stability analyses of thin-walled structures Equilibrium equations: F ( P, U) = 0, where F is a nonlinear differential operator, P is a load vector and U denotes a displacement vector. It can be written in incremental form where: ( K o K O - small-displacement stiffness matrix K σ - initial stress matrix K U - load stiffness matrix. σ U + K + K ) U = P, Eq. 3 accounts for all nonlinearities of the problem. Riks method is used to solve eq. 3 for both stable and unstable postbuckling behaviour. (1) (2)

30 GEOMETRIC IMPERFECTIONS Postbuckling analysis by introducing a geometric imperfection pattern to the perfect geometry. Lowest buckling modes are scaled and added to the perfect geometry to create the perturbed mesh. Imperections have the form: o G ( K + λk ) U = 0 (3) where: u u~ = U ir - the buckling mode, α i - the associated scale factor, n T [ u ~ ] = αu = Uα r i=1 (4) from measurements of real structures n - the number of eigenmodes used to create the perturbed mesh. i ir T

31 Initial imperfections and clearances in stability analysis Asymmetrical, unstable bifurcation point a) η= 0.2, b) η= 1 P cr P 2,0 1,8 P cr P 3,2 3,0 2,8 1,6 1,4 1,2 1,0 0,8 0,6 0,4 0,2 0,0-0,60-0,40-0,20 0,00 0,20 0,40 0,60 = / L 1a 1b 2 2a 2b 2c 2,6 2,4 2,2 2,0 1,8 1,6 1,4 1,2 1,0 0,8 0,6 0,4 0,2 0,0-0,60-0,40-0,20 0,00 0,20 0,40 0,60 = / L 1a 1b 2 2a 2b 2c Where η=k 1 /k 2 - non-dimensional stiffness coefficient

32 Connectors of cold formed double SIGMA elements A B Link - preserves only the constant distance between points A and B. Tie - the rotations are constrained. Slot - accounts for the clearances in the connection.

33 MODELLING OF CONNECTIONS OF 2Σ CONNECTOR CONNECTOR TYPE ROTATION TRANSLATION Different spacing l 1 (l 1 =0.5m, l 1 =1.0m, l 1 =l/2, l 1 =l and l 1 =0) and different numerical models of connectors was analysed.

34 Non-linear stability analysis of a double Σ beam λ/λ cr 1 0,9 0,8 0,7 0,6 0,5 0,4 0,3 1l 1g 2l 2g 3l 3g 0,2 0, ,5 7,5 12,5 17,5 22,5 Displacement parameter Load proportionality factor of column made of double cross section for global (g), local (l) shapes of imperfections

35 Stability of laterally braced purlins Fig 3. Shapes of buckling mode for purlins: a) without bracings, b) with two bracings.

36 2. M. Chybiński, Optimal configuration of ribs in welded girders

37

38

39

40

41

42 3. M. Szumigała, Composite steel-concrete elements Ciêgna Badany slup H/2 H/2 Silownik Silomierze S1 S2 H/2 H/ P H P S3 H Silomierz Badany slup S

43 Limit curves M-N for various numerical models M-N (porównania) M Standard-Riks Warstwowy N

44 Conclusions Small clearances influence the stability response in a similar way as small imperfections. Thick head plates in girders improve torsional stiffness, however usual habits are too conservative. Thick head plates decrease rotational capacity of bolted joint. Diagonal ribs in welded girders are definitely better than orthogonal ones (in linear and non-linear regimes). In steal concrete composite structures the normal force drastically influences the moment-curvature relation.

45 Poznan University of Technology Institute of Structural Engineering Last information on the activity Students MSc diploma works made for Rautaruukki Corporation in 2008 and Thank you for your attention

Current research of Division of Metal Structures at Poznan University of Technology

Current research of Division of Metal Structures at Poznan University of Technology Current research of Division of Metal Structures at Poznan University of Technology Ph. D., Dr. Sc. Katarzyna RZESZUT Institute of Structural Engineering METNET KEMI 2017 1 2 Institute of Structural Engineering

More information

NUMERICAL ANALYSIS OF SANDWICH PANELS SUBJECTED TO POINT LOADS

NUMERICAL ANALYSIS OF SANDWICH PANELS SUBJECTED TO POINT LOADS ECCOMAS Congress 216 VII European Congress on Computational Methods in Applied Sciences and Engineering M. Papadrakakis, V. Papadopoulos, G. Stefanou, V. Plevris (eds.) Crete Island, Greece, 5 1 June 216

More information

Influence of residual stresses in the structural behavior of. tubular columns and arches. Nuno Rocha Cima Gomes

Influence 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 information

THE INFLUENCE OF THERMAL ACTIONS AND COMPLEX SUPPORT CONDITIONS ON THE MECHANICAL STATE OF SANDWICH STRUCTURE

THE INFLUENCE OF THERMAL ACTIONS AND COMPLEX SUPPORT CONDITIONS ON THE MECHANICAL STATE OF SANDWICH STRUCTURE Journal of Applied Mathematics and Computational Mechanics 013, 1(4), 13-1 THE INFLUENCE OF THERMAL ACTIONS AND COMPLEX SUPPORT CONDITIONS ON THE MECHANICAL STATE OF SANDWICH STRUCTURE Jolanta Błaszczuk

More information

INFLUENCE OF FLANGE STIFFNESS ON DUCTILITY BEHAVIOUR OF PLATE GIRDER

INFLUENCE OF FLANGE STIFFNESS ON DUCTILITY BEHAVIOUR OF PLATE GIRDER International Journal of Civil Structural 6 Environmental And Infrastructure Engineering Research Vol.1, Issue.1 (2011) 1-15 TJPRC Pvt. Ltd.,. INFLUENCE OF FLANGE STIFFNESS ON DUCTILITY BEHAVIOUR OF PLATE

More information

Sabah Shawkat Cabinet of Structural Engineering Walls carrying vertical loads should be designed as columns. Basically walls are designed in

Sabah Shawkat Cabinet of Structural Engineering Walls carrying vertical loads should be designed as columns. Basically walls are designed in Sabah Shawkat Cabinet of Structural Engineering 17 3.6 Shear walls Walls carrying vertical loads should be designed as columns. Basically walls are designed in the same manner as columns, but there are

More information

NUMERICAL EVALUATION OF THE ROTATIONAL CAPACITY OF STEEL BEAMS AT ELEVATED TEMPERATURES

NUMERICAL 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 information

Experimental Study and Numerical Simulation on Steel Plate Girders With Deep Section

Experimental Study and Numerical Simulation on Steel Plate Girders With Deep Section 6 th International Conference on Advances in Experimental Structural Engineering 11 th International Workshop on Advanced Smart Materials and Smart Structures Technology August 1-2, 2015, University of

More information

University of Sheffield The development of finite elements for 3D structural analysis in fire

University of Sheffield The development of finite elements for 3D structural analysis in fire The development of finite elements for 3D structural analysis in fire Chaoming Yu, I. W. Burgess, Z. Huang, R. J. Plank Department of Civil and Structural Engineering StiFF 05/09/2006 3D composite structures

More information

3. Stability of built-up members in compression

3. Stability of built-up members in compression 3. Stability of built-up members in compression 3.1 Definitions Build-up members, made out by coupling two or more simple profiles for obtaining stronger and stiffer section are very common in steel structures,

More information

Mechanical Engineering Ph.D. Preliminary Qualifying Examination Solid Mechanics February 25, 2002

Mechanical Engineering Ph.D. Preliminary Qualifying Examination Solid Mechanics February 25, 2002 student personal identification (ID) number on each sheet. Do not write your name on any sheet. #1. A homogeneous, isotropic, linear elastic bar has rectangular cross sectional area A, modulus of elasticity

More information

DYNAMIC RESPONSE OF THIN-WALLED GIRDERS SUBJECTED TO COMBINED LOAD

DYNAMIC RESPONSE OF THIN-WALLED GIRDERS SUBJECTED TO COMBINED LOAD DYNAMIC RESPONSE OF THIN-WALLED GIRDERS SUBJECTED TO COMBINED LOAD P. WŁUKA, M. URBANIAK, T. KUBIAK Department of Strength of Materials, Lodz University of Technology, Stefanowskiego 1/15, 90-924 Łódź,

More information

Finite Element Modelling with Plastic Hinges

Finite 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 post-yield behaviour in one or more degrees of freedom. Hinges only

More information

Mechanics of Materials II. Chapter III. A review of the fundamental formulation of stress, strain, and deflection

Mechanics of Materials II. Chapter III. A review of the fundamental formulation of stress, strain, and deflection Mechanics of Materials II Chapter III A review of the fundamental formulation of stress, strain, and deflection Outline Introduction Assumtions and limitations Axial loading Torsion of circular shafts

More information

March 24, Chapter 4. Deflection and Stiffness. Dr. Mohammad Suliman Abuhaiba, PE

March 24, Chapter 4. Deflection and Stiffness. Dr. Mohammad Suliman Abuhaiba, PE Chapter 4 Deflection and Stiffness 1 2 Chapter Outline Spring Rates Tension, Compression, and Torsion Deflection Due to Bending Beam Deflection Methods Beam Deflections by Superposition Strain Energy Castigliano

More information

Available online at ScienceDirect. Procedia Engineering 172 (2017 )

Available online at  ScienceDirect. Procedia Engineering 172 (2017 ) Available online at www.sciencedirect.com ScienceDirect Procedia Engineering 172 (2017 ) 1093 1101 Modern Building Materials, Structures and Techniques, MBMST 2016 Iterative Methods of Beam-Structure Analysis

More information

An Increase in Elastic Buckling Strength of Plate Girder by the Influence of Transverse Stiffeners

An 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: 2455-5703 An Increase in Elastic Buckling Strength of Plate Girder by the Influence of Transverse Stiffeners

More information

Limit analysis of brick masonry shear walls with openings under later loads by rigid block modeling

Limit analysis of brick masonry shear walls with openings under later loads by rigid block modeling Limit analysis of brick masonry shear walls with openings under later loads by rigid block modeling F. Portioli, L. Cascini, R. Landolfo University of Naples Federico II, Italy P. Foraboschi IUAV University,

More information

D : SOLID MECHANICS. Q. 1 Q. 9 carry one mark each.

D : SOLID MECHANICS. Q. 1 Q. 9 carry one mark each. GTE 2016 Q. 1 Q. 9 carry one mark each. D : SOLID MECHNICS Q.1 single degree of freedom vibrating system has mass of 5 kg, stiffness of 500 N/m and damping coefficient of 100 N-s/m. To make the system

More information

DYNAMIC ANALYSIS OF PILES IN SAND BASED ON SOIL-PILE INTERACTION

DYNAMIC ANALYSIS OF PILES IN SAND BASED ON SOIL-PILE INTERACTION October 1-17,, Beijing, China DYNAMIC ANALYSIS OF PILES IN SAND BASED ON SOIL-PILE INTERACTION Mohammad M. Ahmadi 1 and Mahdi Ehsani 1 Assistant Professor, Dept. of Civil Engineering, Geotechnical Group,

More information

FINITE ELEMENT ANALYSIS OF TAPERED COMPOSITE PLATE GIRDER WITH A NON-LINEAR VARYING WEB DEPTH

FINITE ELEMENT ANALYSIS OF TAPERED COMPOSITE PLATE GIRDER WITH A NON-LINEAR VARYING WEB DEPTH Journal of Engineering Science and Technology Vol. 12, No. 11 (2017) 2839-2854 School of Engineering, Taylor s University FINITE ELEMENT ANALYSIS OF TAPERED COMPOSITE PLATE GIRDER WITH A NON-LINEAR VARYING

More information

FIXED BEAMS IN BENDING

FIXED BEAMS IN BENDING FIXED BEAMS IN BENDING INTRODUCTION Fixed or built-in beams are commonly used in building construction because they possess high rigidity in comparison to simply supported beams. When a simply supported

More information

Chapter 3. Load and Stress Analysis

Chapter 3. Load and Stress Analysis Chapter 3 Load and Stress Analysis 2 Shear Force and Bending Moments in Beams Internal shear force V & bending moment M must ensure equilibrium Fig. 3 2 Sign Conventions for Bending and Shear Fig. 3 3

More information

Mechanics of Materials Primer

Mechanics 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 information

Discrete Element Modelling of a Reinforced Concrete Structure

Discrete Element Modelling of a Reinforced Concrete Structure Discrete Element Modelling of a Reinforced Concrete Structure S. Hentz, L. Daudeville, F.-V. Donzé Laboratoire Sols, Solides, Structures, Domaine Universitaire, BP 38041 Grenoble Cedex 9 France sebastian.hentz@inpg.fr

More information

NORMAL STRESS. The simplest form of stress is normal stress/direct stress, which is the stress perpendicular to the surface on which it acts.

NORMAL STRESS. The simplest form of stress is normal stress/direct stress, which is the stress perpendicular to the surface on which it acts. NORMAL STRESS The simplest form of stress is normal stress/direct stress, which is the stress perpendicular to the surface on which it acts. σ = force/area = P/A where σ = the normal stress P = the centric

More information

CE5510 Advanced Structural Concrete Design - Design & Detailing of Openings in RC Flexural Members-

CE5510 Advanced Structural Concrete Design - Design & Detailing of Openings in RC Flexural Members- CE5510 Advanced Structural Concrete Design - Design & Detailing Openings in RC Flexural Members- Assoc Pr Tan Kiang Hwee Department Civil Engineering National In this lecture DEPARTMENT OF CIVIL ENGINEERING

More information

Table of Contents. Preface...xvii. Part 1. Level

Table of Contents. Preface...xvii. Part 1. Level Preface...xvii Part 1. Level 1... 1 Chapter 1. The Basics of Linear Elastic Behavior... 3 1.1. Cohesion forces... 4 1.2. The notion of stress... 6 1.2.1. Definition... 6 1.2.2. Graphical representation...

More information

The Local Web Buckling Strength of Coped Steel I-Beam. ABSTRACT : When a beam flange is coped to allow clearance at the

The Local Web Buckling Strength of Coped Steel I-Beam. ABSTRACT : When a beam flange is coped to allow clearance at the The Local Web Buckling Strength of Coped Steel I-Beam Michael C. H. Yam 1 Member, ASCE Angus C. C. Lam Associate Member, ASCE, V. P. IU and J. J. R. Cheng 3 Members, ASCE ABSTRACT : When a beam flange

More information

PREDICTION OF BUCKLING AND POSTBUCKLING BEHAVIOUR OF COMPOSITE SHIP PANELS

PREDICTION OF BUCKLING AND POSTBUCKLING BEHAVIOUR OF COMPOSITE SHIP PANELS FONDATĂ 1976 THE ANNALS OF DUNAREA DE JOS UNIVERSITY OF GALATI. FASCICLE IX. METALLURGY AND MATERIALS SCIENCE N 0. 007, ISSN 15 08X PREDICTION OF BUCKLING AND POSTBUCKLING BEHAVIOUR OF COMPOSITE SHIP PANELS

More information

Design of reinforced concrete sections according to EN and EN

Design of reinforced concrete sections according to EN and EN Design of reinforced concrete sections according to EN 1992-1-1 and EN 1992-2 Validation Examples Brno, 21.10.2010 IDEA RS s.r.o. South Moravian Innovation Centre, U Vodarny 2a, 616 00 BRNO tel.: +420-511

More information

ENG1001 Engineering Design 1

ENG1001 Engineering Design 1 ENG1001 Engineering Design 1 Structure & Loads Determine forces that act on structures causing it to deform, bend, and stretch Forces push/pull on objects Structures are loaded by: > Dead loads permanent

More information

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.

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. 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 information

Rigid and Braced Frames

Rigid and Braced Frames RH 331 Note Set 12.1 F2014abn Rigid and raced Frames Notation: E = modulus of elasticit or Young s modulus F = force component in the direction F = force component in the direction FD = free bod diagram

More information

Lateral-torsional buckling of orthotropic rectangular section beams

Lateral-torsional buckling of orthotropic rectangular section beams ateral-torsional buckling of orthotropic rectangular section beams Summary Bambang SUYOAMONO Professor Department of Civil ngineering, Parahyangan Catholic University Bandung, Indonesia Adhijoso JONDO

More information

INFLUENCE OF WEB THICKNESS REDUCTION IN THE SHEAR RESISTANCE OF NON-PRISMATIC TAPERED PLATE GIRDERS

INFLUENCE OF WEB THICKNESS REDUCTION IN THE SHEAR RESISTANCE OF NON-PRISMATIC TAPERED PLATE GIRDERS INFLUENCE OF WEB THICKNESS REDUCTION IN THE SHEAR RESISTANCE OF NON-PRISMATIC TAPERED PLATE GIRDERS Paulo J. S. Cruz 1, Lúcio Lourenço 1, Hélder Quintela 2 and Manuel F. Santos 2 1 Department of Civil

More information

Thermal buckling and post-buckling of laminated composite plates with. temperature dependent properties by an asymptotic numerical method

Thermal buckling and post-buckling of laminated composite plates with. temperature dependent properties by an asymptotic numerical method hermal buckling and post-buckling of laminated composite plates with temperature dependent properties by an asymptotic numerical method F. Abdoun a,*, L. Azrar a,b, E.M. Daya c a LAMA, Higher School of

More information

Large Thermal Deflections of a Simple Supported Beam with Temperature-Dependent Physical Properties

Large Thermal Deflections of a Simple Supported Beam with Temperature-Dependent Physical Properties Large Thermal Deflections of a Simple Supported Beam with Temperature-Dependent Physical Properties DR. ŞEREF DOĞUŞCAN AKBAŞ Civil Engineer, Şehit Muhtar Mah. Öğüt Sok. No:2/37, 34435 Beyoğlu- Istanbul,

More information

A HIGHER-ORDER BEAM THEORY FOR COMPOSITE BOX BEAMS

A HIGHER-ORDER BEAM THEORY FOR COMPOSITE BOX BEAMS A HIGHER-ORDER BEAM THEORY FOR COMPOSITE BOX BEAMS A. Kroker, W. Becker TU Darmstadt, Department of Mechanical Engineering, Chair of Structural Mechanics Hochschulstr. 1, D-64289 Darmstadt, Germany kroker@mechanik.tu-darmstadt.de,

More information

Structural behaviour of traditional mortise-and-tenon timber joints

Structural behaviour of traditional mortise-and-tenon timber joints Structural behaviour of traditional mortise-and-tenon timber joints Artur O. Feio 1, Paulo B. Lourenço 2 and José S. Machado 3 1 CCR Construtora S.A., Portugal University Lusíada, Portugal 2 University

More information

Software Verification

Software Verification EXAMPLE 16 racked Slab Analysis RAKED ANALYSIS METHOD The moment curvature diagram shown in Figure 16-1 depicts a plot of the uncracked and cracked conditions, Ψ 1 State 1, and, Ψ State, for a reinforced

More information

On Nonlinear Buckling and Collapse Analysis using Riks Method

On Nonlinear Buckling and Collapse Analysis using Riks Method Visit the SIMULIA Resource Center for more customer examples. On Nonlinear Buckling and Collapse Analysis using Riks Method Mingxin Zhao, Ph.D. UOP, A Honeywell Company, 50 East Algonquin Road, Des Plaines,

More information

The University of Melbourne Engineering Mechanics

The University of Melbourne Engineering Mechanics The University of Melbourne 436-291 Engineering Mechanics Tutorial Four Poisson s Ratio and Axial Loading Part A (Introductory) 1. (Problem 9-22 from Hibbeler - Statics and Mechanics of Materials) A short

More information

BENCHMARK LINEAR FINITE ELEMENT ANALYSIS OF LATERALLY LOADED SINGLE PILE USING OPENSEES & COMPARISON WITH ANALYTICAL SOLUTION

BENCHMARK LINEAR FINITE ELEMENT ANALYSIS OF LATERALLY LOADED SINGLE PILE USING OPENSEES & COMPARISON WITH ANALYTICAL SOLUTION BENCHMARK LINEAR FINITE ELEMENT ANALYSIS OF LATERALLY LOADED SINGLE PILE USING OPENSEES & COMPARISON WITH ANALYTICAL SOLUTION Ahmed Elgamal and Jinchi Lu October 07 Introduction In this study: I) The response

More information

Unit 18 Other Issues In Buckling/Structural Instability

Unit 18 Other Issues In Buckling/Structural Instability Unit 18 Other Issues In Buckling/Structural Instability Readings: Rivello Timoshenko Jones 14.3, 14.5, 14.6, 14.7 (read these at least, others at your leisure ) Ch. 15, Ch. 16 Theory of Elastic Stability

More information

CHAPTER 5 PROPOSED WARPING CONSTANT

CHAPTER 5 PROPOSED WARPING CONSTANT 122 CHAPTER 5 PROPOSED WARPING CONSTANT 5.1 INTRODUCTION Generally, lateral torsional buckling is a major design aspect of flexure members composed of thin-walled sections. When a thin walled section is

More information

EUROCODE EN SEISMIC DESIGN OF BRIDGES

EUROCODE EN SEISMIC DESIGN OF BRIDGES Brussels, 18-20 February 2008 Dissemination of information workshop 1 EUROCODE EN1998-2 SEISMIC DESIGN OF BRIDGES Basil Kolias Basic Requirements Brussels, 18-20 February 2008 Dissemination of information

More information

A numerical investigation of local web buckling strength and behaviour of coped beams with slender web

A numerical investigation of local web buckling strength and behaviour of coped beams with slender web A numerical investigation of local web buckling strength and behaviour of coped beams with slender web *Michael C. H. Yam 1), Ke Ke 2), Angus C. C. Lam 3), Cheng Fang 4), and K. F. Chung 5) 1), 2) Department

More information

Iraq Ref. & Air. Cond. Dept/ Technical College / Kirkuk

Iraq Ref. & Air. Cond. Dept/ Technical College / Kirkuk International Journal of Scientific & Engineering Research, Volume 6, Issue 4, April-015 1678 Study the Increasing of the Cantilever Plate Stiffness by Using s Jawdat Ali Yakoob Iesam Jondi Hasan Ass.

More information

UNIT IV FLEXIBILTY AND STIFFNESS METHOD

UNIT IV FLEXIBILTY AND STIFFNESS METHOD SIDDHARTH GROUP OF INSTITUTIONS :: PUTTUR Siddharth Nagar, Narayanavanam Road 517583 QUESTION BANK (DESCRIPTIVE) Subject with Code : SA-II (13A01505) Year & Sem: III-B.Tech & I-Sem Course & Branch: B.Tech

More information

Ultimate shear strength of FPSO stiffened panels after supply vessel collision

Ultimate shear strength of FPSO stiffened panels after supply vessel collision Ultimate shear strength of FPSO stiffened panels after supply vessel collision Nicolau Antonio dos Santos Rizzo PETROBRAS Rio de Janeiro Brazil Marcelo Caire SINTEF do Brasil Rio de Janeiro Brazil Carlos

More information

Samantha Ramirez, MSE. Stress. The intensity of the internal force acting on a specific plane (area) passing through a point. F 2

Samantha Ramirez, MSE. Stress. The intensity of the internal force acting on a specific plane (area) passing through a point. F 2 Samantha Ramirez, MSE Stress The intensity of the internal force acting on a specific plane (area) passing through a point. Δ ΔA Δ z Δ 1 2 ΔA Δ x Δ y ΔA is an infinitesimal size area with a uniform force

More information

QUESTION BANK DEPARTMENT: CIVIL SEMESTER: III SUBJECT CODE: CE2201 SUBJECT NAME: MECHANICS OF SOLIDS UNIT 1- STRESS AND STRAIN PART A

QUESTION BANK DEPARTMENT: CIVIL SEMESTER: III SUBJECT CODE: CE2201 SUBJECT NAME: MECHANICS OF SOLIDS UNIT 1- STRESS AND STRAIN PART A DEPARTMENT: CIVIL SUBJECT CODE: CE2201 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

More information

National Exams May 2015

National Exams May 2015 National Exams May 2015 04-BS-6: Mechanics of Materials 3 hours duration Notes: If doubt exists as to the interpretation of any question, the candidate is urged to submit with the answer paper a clear

More information

KINGS COLLEGE OF ENGINEERING DEPARTMENT OF MECHANICAL ENGINEERING QUESTION BANK. Subject code/name: ME2254/STRENGTH OF MATERIALS Year/Sem:II / IV

KINGS COLLEGE OF ENGINEERING DEPARTMENT OF MECHANICAL ENGINEERING QUESTION BANK. Subject code/name: ME2254/STRENGTH OF MATERIALS Year/Sem:II / IV KINGS COLLEGE OF ENGINEERING DEPARTMENT OF MECHANICAL ENGINEERING QUESTION BANK Subject code/name: ME2254/STRENGTH OF MATERIALS Year/Sem:II / IV UNIT I STRESS, STRAIN DEFORMATION OF SOLIDS PART A (2 MARKS)

More information

UNIVERSITY OF SASKATCHEWAN ME MECHANICS OF MATERIALS I FINAL EXAM DECEMBER 13, 2008 Professor A. Dolovich

UNIVERSITY OF SASKATCHEWAN ME MECHANICS OF MATERIALS I FINAL EXAM DECEMBER 13, 2008 Professor A. Dolovich UNIVERSITY OF SASKATCHEWAN ME 313.3 MECHANICS OF MATERIALS I FINAL EXAM DECEMBER 13, 2008 Professor A. Dolovich A CLOSED BOOK EXAMINATION TIME: 3 HOURS For Marker s Use Only LAST NAME (printed): FIRST

More information

Mechanical Properties of Materials

Mechanical Properties of Materials Mechanical Properties of Materials Strains Material Model Stresses Learning objectives Understand the qualitative and quantitative description of mechanical properties of materials. Learn the logic of

More information

Optimum Height of Plate Stiffener under Pressure Effect

Optimum Height of Plate Stiffener under Pressure Effect The st Regional Conference of Eng. Sci. NUCEJ Spatial ISSUE vol., No.3, 8 pp 459-468 Optimum Height of Plate Stiffener under Pressure Effect Mazin Victor Yousif M.Sc Production Engineering University of

More information

CHAPTER 14 BUCKLING ANALYSIS OF 1D AND 2D STRUCTURES

CHAPTER 14 BUCKLING ANALYSIS OF 1D AND 2D STRUCTURES CHAPTER 14 BUCKLING ANALYSIS OF 1D AND 2D STRUCTURES 14.1 GENERAL REMARKS In structures where dominant loading is usually static, the most common cause of the collapse is a buckling failure. Buckling may

More information

Design of Beams (Unit - 8)

Design 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 information

Open Access Prediction on Deflection of V-core Sandwich Panels in Weak Direction

Open Access Prediction on Deflection of V-core Sandwich Panels in Weak Direction Send Orders for Reprints to reprints@benthamscience.net The Open Ocean Engineering Journal, 2013, 6, Suppl-1, M5) 73-81 73 Open Access Prediction on Deflection of V-core Sandwich Panels in Weak Direction

More information

INCREASING RUPTURE PREDICTABILITY FOR ALUMINUM

INCREASING RUPTURE PREDICTABILITY FOR ALUMINUM 1 INCREASING RUPTURE PREDICTABILITY FOR ALUMINUM Influence of anisotropy Daniel Riemensperger, Adam Opel AG Paul Du Bois, PDB 2 www.opel.com CONTENT Introduction/motivation Isotropic & anisotropic material

More information

Software Verification

Software Verification PROGRAM NAME: SAFE 014 EXAMPLE 16 racked Slab Analysis RAKED ANALYSIS METHOD The moment curvature diagram shown in Figure 16-1 depicts a plot of the uncracked and cracked conditions, 1 State 1, and, State,

More information

EAS 664/4 Principle Structural Design

EAS 664/4 Principle Structural Design UNIVERSITI SAINS MALAYSIA 1 st. Semester Examination 2004/2005 Academic Session October 2004 EAS 664/4 Principle Structural Design Time : 3 hours Instruction to candidates: 1. Ensure that this paper contains

More information

Dynamic Analysis of a Reinforced Concrete Structure Using Plasticity and Interface Damage Models

Dynamic Analysis of a Reinforced Concrete Structure Using Plasticity and Interface Damage Models Dynamic Analysis of a Reinforced Concrete Structure Using Plasticity and Interface Damage Models I. Rhee, K.J. Willam, B.P. Shing, University of Colorado at Boulder ABSTRACT: This paper examines the global

More information

Civil. Engineering INELASTIC BENDING CAPACITY IN COLD-FORMED STEEL MEMBERS Annual Stability Conference New Orleans, Louisiana

Civil. Engineering INELASTIC BENDING CAPACITY IN COLD-FORMED STEEL MEMBERS Annual Stability Conference New Orleans, Louisiana Civil Engineering at JOHNS HOPKINS UNIVERSITY at JOHNS HOPKINS UNIVERSITY INELASTIC BENDING CAPACITY IN COLD-FORMED STEEL MEMBERS 2007 Annual Stability Conference New Orleans, Louisiana April 2007 Y.Shifferaw

More information

JUT!SI I I I TO BE RETURNED AT THE END OF EXAMINATION. THIS PAPER MUST NOT BE REMOVED FROM THE EXAM CENTRE. SURNAME: FIRST NAME: STUDENT NUMBER:

JUT!SI I I I TO BE RETURNED AT THE END OF EXAMINATION. THIS PAPER MUST NOT BE REMOVED FROM THE EXAM CENTRE. SURNAME: FIRST NAME: STUDENT NUMBER: JUT!SI I I I TO BE RETURNED AT THE END OF EXAMINATION. THIS PAPER MUST NOT BE REMOVED FROM THE EXAM CENTRE. SURNAME: FIRST NAME: STUDENT NUMBER: COURSE: Tutor's name: Tutorial class day & time: SPRING

More information

FE-Analysis of Stringer-to-floor-beam Connections in Riveted Railway Bridges

FE-Analysis of Stringer-to-floor-beam Connections in Riveted Railway Bridges FE-Analysis of Stringer-to-floor-beam Connections in Riveted Railway Bridges By Mohammad Al-Emrani 1 and Robert Kliger 2 Department of Structural Engineering Chalmers University of Technology, SE-412 96

More information

Soil-Structure Interaction in Nonlinear Pushover Analysis of Frame RC Structures: Nonhomogeneous Soil Condition

Soil-Structure Interaction in Nonlinear Pushover Analysis of Frame RC Structures: Nonhomogeneous Soil Condition ABSTRACT: Soil-Structure Interaction in Nonlinear Pushover Analysis of Frame RC Structures: Nonhomogeneous Soil Condition G. Dok ve O. Kırtel Res. Assist., Department of Civil Engineering, Sakarya University,

More information

Multi Linear Elastic and Plastic Link in SAP2000

Multi Linear Elastic and Plastic Link in SAP2000 26/01/2016 Marco Donà Multi Linear Elastic and Plastic Link in SAP2000 1 General principles Link object connects two joints, i and j, separated by length L, such that specialized structural behaviour may

More information

EDEM DISCRETIZATION (Phase II) Normal Direction Structure Idealization Tangential Direction Pore spring Contact spring SPRING TYPES Inner edge Inner d

EDEM DISCRETIZATION (Phase II) Normal Direction Structure Idealization Tangential Direction Pore spring Contact spring SPRING TYPES Inner edge Inner d Institute of Industrial Science, University of Tokyo Bulletin of ERS, No. 48 (5) A TWO-PHASE SIMPLIFIED COLLAPSE ANALYSIS OF RC BUILDINGS PHASE : SPRING NETWORK PHASE Shanthanu RAJASEKHARAN, Muneyoshi

More information

Optimization of Thin-Walled Beams Subjected to Bending in Respect of Local Stability and Strenght

Optimization of Thin-Walled Beams Subjected to Bending in Respect of Local Stability and Strenght Mechanics and Mechanical Engineering Vol. 11, No 1 (2007) 37 48 c Technical University of Lodz Optimization of Thin-Walled Beams Subjected to Bending in Respect of Local Stability and Strenght Tadeusz

More information

Fig. 1. Circular fiber and interphase between the fiber and the matrix.

Fig. 1. Circular fiber and interphase between the fiber and the matrix. Finite element unit cell model based on ABAQUS for fiber reinforced composites Tian Tang Composites Manufacturing & Simulation Center, Purdue University West Lafayette, IN 47906 1. Problem Statement In

More information

BEAMS AND PLATES ANALYSIS

BEAMS AND PLATES ANALYSIS BEAMS AND PLATES ANALYSIS Automotive body structure can be divided into two types: i. Frameworks constructed of beams ii. Panels Classical beam versus typical modern vehicle beam sections Assumptions:

More information

AN EFFECTIVE SOLUTION OF THE COMPOSITE (FGM S) BEAM STRUCTURES

AN EFFECTIVE SOLUTION OF THE COMPOSITE (FGM S) BEAM STRUCTURES Engineering MECHANICS, Vol. 15, 2008, No. 2, p. 115 132 115 AN EFFECTIVE SOLUTION OF THE COMPOSITE (FGM S) BEAM STRUCTURES Justín Murín, Vladimír Kutiš* The additive mixture rules have been extended for

More information

Entrance exam Master Course

Entrance exam Master Course - 1 - Guidelines for completion of test: On each page, fill in your name and your application code Each question has four answers while only one answer is correct. o Marked correct answer means 4 points

More information

Sensitivity and Reliability Analysis of Nonlinear Frame Structures

Sensitivity and Reliability Analysis of Nonlinear Frame Structures Sensitivity and Reliability Analysis of Nonlinear Frame Structures Michael H. Scott Associate Professor School of Civil and Construction Engineering Applied Mathematics and Computation Seminar April 8,

More information

PLAT DAN CANGKANG (TKS 4219)

PLAT DAN CANGKANG (TKS 4219) PLAT DAN CANGKANG (TKS 4219) SESI I: PLATES Dr.Eng. Achfas Zacoeb Dept. of Civil Engineering Brawijaya University INTRODUCTION Plates are straight, plane, two-dimensional structural components of which

More information

MAAE 2202 A. Come to the PASS workshop with your mock exam complete. During the workshop you can work with other students to review your work.

MAAE 2202 A. Come to the PASS workshop with your mock exam complete. During the workshop you can work with other students to review your work. It is most beneficial to you to write this mock final exam UNDER EXAM CONDITIONS. This means: Complete the exam in 3 hours. Work on your own. Keep your textbook closed. Attempt every question. After the

More information

FINITE ELEMENT ANALYSIS OF ARKANSAS TEST SERIES PILE #2 USING OPENSEES (WITH LPILE COMPARISON)

FINITE ELEMENT ANALYSIS OF ARKANSAS TEST SERIES PILE #2 USING OPENSEES (WITH LPILE COMPARISON) FINITE ELEMENT ANALYSIS OF ARKANSAS TEST SERIES PILE #2 USING OPENSEES (WITH LPILE COMPARISON) Ahmed Elgamal and Jinchi Lu October 07 Introduction In this study, we conduct a finite element simulation

More information

Lecture 15 Strain and stress in beams

Lecture 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 information

PILE SOIL INTERACTION MOMENT AREA METHOD

PILE SOIL INTERACTION MOMENT AREA METHOD Pile IGC Soil 2009, Interaction Moment Guntur, INDIA Area Method PILE SOIL INTERACTION MOMENT AREA METHOD D.M. Dewaikar Professor, Department of Civil Engineering, IIT Bombay, Mumbai 400 076, India. E-mail:

More information

Lecture-08 Gravity Load Analysis of RC Structures

Lecture-08 Gravity Load Analysis of RC Structures Lecture-08 Gravity Load Analysis of RC Structures By: Prof Dr. Qaisar Ali Civil Engineering Department UET Peshawar www.drqaisarali.com 1 Contents Analysis Approaches Point of Inflection Method Equivalent

More information

Fundamentals of Structural Design Part of Steel Structures

Fundamentals 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 information

FINITE ELEMENT ANALYSIS OF COMPOSITE MATERIALS

FINITE ELEMENT ANALYSIS OF COMPOSITE MATERIALS FINITE ELEMENT ANALYSIS OF COMPOSITE MATERIALS Ever J. Barbero Department of Mechanical and Aerospace Engineering West Virginia University USA CRC Press Taylor &.Francis Group Boca Raton London New York

More information

Experiment Two (2) Torsional testing of Circular Shafts

Experiment Two (2) Torsional testing of Circular Shafts Experiment Two (2) Torsional testing of Circular Shafts Introduction: Torsion occurs when any shaft is subjected to a torque. This is true whether the shaft is rotating (such as drive shafts on engines,

More information

Introduction to Continuous Systems. Continuous Systems. Strings, Torsional Rods and Beams.

Introduction to Continuous Systems. Continuous Systems. Strings, Torsional Rods and Beams. Outline of Continuous Systems. Introduction to Continuous Systems. Continuous Systems. Strings, Torsional Rods and Beams. Vibrations of Flexible Strings. Torsional Vibration of Rods. Bernoulli-Euler Beams.

More information

Esben Byskov. Elementary Continuum. Mechanics for Everyone. With Applications to Structural Mechanics. Springer

Esben Byskov. Elementary Continuum. Mechanics for Everyone. With Applications to Structural Mechanics. Springer Esben Byskov Elementary Continuum Mechanics for Everyone With Applications to Structural Mechanics Springer Contents Preface v Contents ix Introduction What Is Continuum Mechanics? "I Need Continuum Mechanics

More information

MINIMUM WEIGHT STRUCTURAL SANDWICH

MINIMUM WEIGHT STRUCTURAL SANDWICH U.S. DEPARTMENT OF AGRICULTURE FOREST SERVICE FOREST PRODUCTS LABORATORY MADISON, WIS. In Cooperation with the University of Wisconsin U.S.D.A. FOREST SERVICE RESEARCH NOTE Revised NOVEMBER 1970 MINIMUM

More information

Research Collection. Numerical analysis on the fire behaviour of steel plate girders. Conference Paper. ETH Library

Research Collection. Numerical analysis on the fire behaviour of steel plate girders. Conference Paper. ETH Library Research Collection Conference Paper Numerical analysis on the fire behaviour of steel plate girders Author(s): Scandella, Claudio; Knobloch, Markus; Fontana, Mario Publication Date: 14 Permanent Link:

More information

Moment redistribution of continuous composite I-girders with high strength steel

Moment redistribution of continuous composite I-girders with high strength steel Moment redistribution of continuous composite I-girders with high strength steel * Hyun Sung Joo, 1) Jiho Moon, 2) Ik-Hyun sung, 3) Hak-Eun Lee 4) 1), 2), 4) School of Civil, Environmental and Architectural

More information

2. (a) Explain different types of wing structures. (b) Explain the advantages and disadvantages of different materials used for aircraft

2. (a) Explain different types of wing structures. (b) Explain the advantages and disadvantages of different materials used for aircraft Code No: 07A62102 R07 Set No. 2 III B.Tech II Semester Regular/Supplementary Examinations,May 2010 Aerospace Vehicle Structures -II Aeronautical Engineering Time: 3 hours Max Marks: 80 Answer any FIVE

More information

SHEAR RESISTANCE BETWEEN CONCRETE-CONCRETE SURFACES

SHEAR RESISTANCE BETWEEN CONCRETE-CONCRETE SURFACES , DOI: 10.2478/sjce-2013-0018 M. KOVAČOVIC SHEAR RESISTANCE BETWEEN CONCRETE-CONCRETE SURFACES Marek KOVAČOVIC Email: marek.kovacovic@gmail.com Research field: composite structures Address: Department

More information

Design of Steel Structures Prof. S.R.Satish Kumar and Prof. A.R.Santha Kumar

Design 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 information

QUESTION BANK SEMESTER: III SUBJECT NAME: MECHANICS OF SOLIDS

QUESTION 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 information

Computational Analysis for Composites

Computational Analysis for Composites Computational Analysis for Composites Professor Johann Sienz and Dr. Tony Murmu Swansea University July, 011 The topics covered include: OUTLINE Overview of composites and their applications Micromechanics

More information

2766. Differential quadrature method (DQM) for studying initial imperfection effects and pre- and post-buckling vibration of plates

2766. Differential quadrature method (DQM) for studying initial imperfection effects and pre- and post-buckling vibration of plates 2766. Differential quadrature method (DQM) for studying initial imperfection effects and pre- and post-buckling vibration of plates Hesam Makvandi 1, Shapour Moradi 2, Davood Poorveis 3, Kourosh Heidari

More information

five Mechanics of Materials 1 ARCHITECTURAL STRUCTURES: FORM, BEHAVIOR, AND DESIGN DR. ANNE NICHOLS SUMMER 2017 lecture

five Mechanics of Materials 1 ARCHITECTURAL STRUCTURES: FORM, BEHAVIOR, AND DESIGN DR. ANNE NICHOLS SUMMER 2017 lecture ARCHITECTURAL STRUCTURES: FORM, BEHAVIOR, AND DESIGN DR. ANNE NICHOLS SUMMER 2017 lecture five mechanics www.carttalk.com of materials Mechanics of Materials 1 Mechanics of Materials MECHANICS MATERIALS

More information

Practical Design to Eurocode 2

Practical Design to Eurocode 2 Practical Design to Eurocode 2 The webinar will start at 12.30 (Any questions beforehand? use Questions on the GoTo Control Panel) Course Outline Lecture Date Speaker Title 1 21 Sep Jenny Burridge Introduction,

More information

Equivalent Uniform Moment Factor for Lateral Torsional Buckling of Steel Beams

Equivalent 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 information