EUROCODE 6 Design of masonry structures
|
|
- Bertha Fitzgerald
- 6 years ago
- Views:
Transcription
1 Dissemination of information for training Brussels, 2-3 April EUROCODE 6 Design of masonry structures
2 Dissemination of information for training Brussels, 2-3 April EUROCODE 6 Combined loading Poul Christiansen Danish Technological Institute poul.christiansen@teknologisk.dk
3 Combined loading Dissemination of information for training Brussels, 2-3 April Walls subjected to vertical and lateral load Walls supported by edges and with openings Edges restrained or simply supported
4 Distribution of wind load between outer and inner leaf Dissemination of information for training Brussels, 2-3 April Either: 1. A distribution between the outer and inner leaf. or 2.The total wind load applied on the inner leaf, when (5.11) is used. t = k t + ef tef 1 2 If 1. Either: A. According to the stiffness ( EI) 1 WEd,1 = WEd,1 ( EI) + ( EI) B. According to the capacity W cap = W cap,1 + W cap,2 (6.3.1 (6)) In this example (5.11) is used t 1 2
5 Horizontal and vertical load Dissemination of information for training Brussels, 2-3 April Yield line theory is relevant for openings, 3-4 sided walls. Φ- method is relevant for 2. order effects and walls supported in top and buttom The link between the methods is the equivalence of M Ed. Thus an equivalent windload is introduced: W eqv (<> W ed ) (Annex I)
6 Determining w eqv Dissemination of information for training Brussels, 2-3 April The apparent flexural strength: f xd1,app = f xd1 + σ (6.16) The moment of resistance: M Rd = (1/6)(t eff ) 2 x f xd1,app Based on the yield line theory: W cap is calculated The actual moment due to (W ed ): M Ed = (W Ed / W cap ) x M Rd Link: (1/8) x h 2 x W eqv =M Ed = (W Ed / W cap ) x M Rd Finally: W eqv = (8/h 2 ) x (W Ed / W cap ) x M Rd
7 Determining the effective thickness Dissemination of information for training Brussels, 2-3 April The thickness can be formally altered: When formula 5.11 is used: t = k t + ef tef 1 2 When table 5.1 is used: t t ef = When using both formulas the expression will be: t ef = k tef t1 + ( ρtt 2)
8 Determining the effective height Dissemination of information for training Brussels, 2-3 April For this example the effective height will normally be set equal to the geometrically height. i.e.: h eff = h In Eurocode there are rules for determining ρ 3 and ρ 4, i.e. the reduction factor for 3 and 4 sided supported walls (without openings). E.g.: 1 = h 1+ l ρ4 2 (5.8) To implement openings following procedure can be used.
9 Determining the effective height Dissemination of information for training Brussels, 2-3 April The effective height is determined in sections
10 Determining of the eccentricity Dissemination of information for training Brussels, 2-3 April The main issue when regarding the eccentricity at the top (and the bottom) is the stiffness of the slab in the moment of fracture. The eccentricity can in practice be t/2 in favour of the construction or t/2 in disfavour of the construction. The implication for the load capacity is large.
11 Determining of the eccentricity Dissemination of information for training Brussels, 2-3 April The Danish approach is to define an interval of eccentricity producing an interval for the compression stress. For stiff slabs, foundation, etc the interval is the bearing length. For slack slabs it is half the bearing length.
12 Determination of the compression zone Dissemination of information for training Brussels, 2-3 April Determination of the compression line/ zone after determining h eff, t eff, W eqv, etc is done by the usually statically methods. Wide of the compression zone is determined by f d The slack slabs with an eccentricity in disfavour to the construction gives a decreased load capacity. Here an area where the neccessity for f xd1 is actual The shape of the compression zone is an affinity to the moment
13 Determining the load capacity Dissemination of information for training Brussels, 2-3 April To cover the spectra of eccentricities Φ fl is introduced in (4) (ii). Here the extended Navier expression is used to cover the area of small N and large M
14 Final comments Dissemination of information for training Brussels, 2-3 April Thank you for listening Any later comments, etc to the papers: Computer program on the Internet for designing according to EN :
Structural Steelwork Eurocodes Development of A Trans-national Approach
Structural Steelwork Eurocodes Development of A Trans-national Approach Course: Eurocode Module 7 : Worked Examples Lecture 0 : Simple braced frame Contents: 1. Simple Braced Frame 1.1 Characteristic Loads
More informationComposite bridge design (EN1994-2) Bridge modelling and structural analysis
EUROCODES Bridges: Background and applications Dissemination of information for training Vienna, 4-6 October 2010 1 Composite bridge design (EN1994-2) Bridge modelling and structural analysis Laurence
More informationSabah 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 informationEUROCODE 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 informationImproving fire resistance of existing concrete slabs by concrete topping
Improving fire resistance of existing concrete slabs by concrete topping Is EN 1992-1-2 annex E telling the truth, and can it be used? Tom Molkens StuBeCo bvba, Overpelt - Belgium Structures in Fire Forum
More informationSTATIC NONLINEAR ANALYSIS. Advanced Earthquake Engineering CIVIL-706. Instructor: Lorenzo DIANA, PhD
STATIC NONLINEAR ANALYSIS Advanced Earthquake Engineering CIVIL-706 Instructor: Lorenzo DIANA, PhD 1 By the end of today s course You will be able to answer: What are NSA advantages over other structural
More informationDesign of AAC wall panel according to EN 12602
Design of wall panel according to EN 160 Example 3: Wall panel with wind load 1.1 Issue Design of a wall panel at an industrial building Materials with a compressive strength 3,5, density class 500, welded
More informationSeismic design of bridges
NATIONAL TECHNICAL UNIVERSITY OF ATHENS LABORATORY FOR EARTHQUAKE ENGINEERING Seismic design of bridges Lecture 3 Ioannis N. Psycharis Capacity design Purpose To design structures of ductile behaviour
More information3. 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 informationStructural Steelwork Eurocodes Development of a Trans-National Approach
Course: Eurocode 4 Structural Steelwork Eurocodes Development of a Trans-National Approach Lecture 9 : Composite joints Annex B References: COST C1: Composite steel-concrete joints in frames for buildings:
More informationStructural Steelwork Eurocodes Development of A Trans-national Approach
Structural Steelwork Eurocodes Development of A Trans-national Approach Course: Eurocode 3 Module 7 : Worked Examples Lecture 20 : Simple braced frame Contents: 1. Simple Braced Frame 1.1 Characteristic
More informationInfluence of First Shape Factor in Behaviour of Rubber Bearings Base Isolated Buildings.
ISSN (Online) 2347-327 Influence of First Shape Factor in Behaviour of Rubber Bearings Base Isolated Buildings. Luan MURTAJ 1, Enkelejda MURTAJ 1 Pedagogue, Department of Structural Mechanics Faculty of
More informationInteractive Buckling of Cold-Formed Steel Sections Applied in Pallet Rack Upright Members
Interactive Buckling of Cold-Formed Steel Sections Applied in Pallet Rack Upright Members D. Dubina, V. Ungureanu, A. Crisan Politehnica University of Timişoara Peculiarities of cold-formed thin-walled
More informationBUCKLING OF VARIABLE CROSS-SECTIONS COLUMNS IN THE BRACED AND SWAY PLANE FRAMES
ROCZNIKI INŻYNIERII BUDOWLANEJ ZESZYT 16/016 Komisja Inżynierii Budowlanej Oddział Polskiej Akademii Nauk w Katowicach BUCKLING OF VARIABLE CROSS-SECTIONS COLUMNS IN THE BRACED AND SWAY PLANE FRAMES Ružica
More informationStructural Fire Design according to Eurocodes
Brussels, 18-20 February 2008 Dissemination of information workshop 1 Structural Fire Design according to Eurocodes Joël KRUPPA CTICM Coordinator CEN TC 250 / Horizontal Group "FIRE" ESSENTIAL REQUIREMENTS
More informationFlexural properties of polymers
A2 _EN BUDAPEST UNIVERSITY OF TECHNOLOGY AND ECONOMICS FACULTY OF MECHANICAL ENGINEERING DEPARTMENT OF POLYMER ENGINEERING Flexural properties of polymers BENDING TEST OF CHECK THE VALIDITY OF NOTE ON
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 informationDS/EN DK NA:2012
National Annex to Eurocode 1: Actions on - Part 1-5: General actions Thermal actions Foreword This national annex (NA) is a revision and compilation of EN 1991-1-5 DK NA:2007 and Addendum 2010 and will
More informationAnnex - R C Design Formulae and Data
The design formulae and data provided in this Annex are for education, training and assessment purposes only. They are based on the Hong Kong Code of Practice for Structural Use of Concrete 2013 (HKCP-2013).
More informationDesign of Reinforced Concrete Structures (II)
Design of Reinforced Concrete Structures (II) Discussion Eng. Mohammed R. Kuheil Review The thickness of one-way ribbed slabs After finding the value of total load (Dead and live loads), the elements are
More informationS TRUCTUR A L PR E- A N A LYSIS TA B LES
M a d e f o r b u i l d i n g b u i l t f o r l i v i n g S TRUTUR A L PR E- A N A LYSIS TA LES I M P R I N T KLH Massivholz GmbH Publisher and responsible for the content: KLH Massivholz GmbH Version:
More informationSimplified Base Isolation Design Procedure. Gordon Wray, P.E.
Simplified Base Isolation Design Procedure Gordon Wray, P.E. SEAONC Protective Systems Subcommittee Objectives > Current Unique Code Requirements More sophisticated engineering analysis Geotechnical need
More informationMECHANICS OF STRUCTURES SCI 1105 COURSE MATERIAL UNIT - I
MECHANICS OF STRUCTURES SCI 1105 COURSE MATERIAL UNIT - I Engineering Mechanics Branch of science which deals with the behavior of a body with the state of rest or motion, subjected to the action of forces.
More informationVerification of a Micropile Foundation
Engineering manual No. 36 Update 02/2018 Verification of a Micropile Foundation Program: File: Pile Group Demo_manual_en_36.gsp The objective of this engineering manual is to explain the application of
More informationEN Eurocode 7. Section 3 Geotechnical Data Section 6 Spread Foundations. Trevor L.L. Orr Trinity College Dublin Ireland.
EN 1997 1: Sections 3 and 6 Your logo Brussels, 18-20 February 2008 Dissemination of information workshop 1 EN 1997-1 Eurocode 7 Section 3 Geotechnical Data Section 6 Spread Foundations Trevor L.L. Orr
More informationT4/1 Analysis of a barrel vault simplified calculation
T4. MASONRY STRUCTURES 1/4 T4/1 Analysis of a barrel vault simplified calculation Exercise: Check the given masonry vault for symmetrical loading! ata: q k = 4 kn/m (live load) ρ masonry = 17 kn/m 3 (specific
More informationDesign of a Multi-Storied RC Building
Design of a Multi-Storied RC Building 16 14 14 3 C 1 B 1 C 2 B 2 C 3 B 3 C 4 13 B 15 (S 1 ) B 16 (S 2 ) B 17 (S 3 ) B 18 7 B 4 B 5 B 6 B 7 C 5 C 6 C 7 C 8 C 9 7 B 20 B 22 14 B 19 (S 4 ) C 10 C 11 B 23
More informationExternal Pressure... Thermal Expansion in un-restrained pipeline... The critical (buckling) pressure is calculated as follows:
External Pressure... The critical (buckling) pressure is calculated as follows: P C = E. t s ³ / 4 (1 - ν ha.ν ah ) R E ³ P C = Critical buckling pressure, kn/m² E = Hoop modulus in flexure, kn/m² t s
More informationHand Calculations of Rubber Bearing Seismic Izolation System for Irregular Buildings in Plane
Hand Calculations of Rubber Bearing Seismic Izolation System for Irregular Buildings in Plane Luan MURTAJ 1, Enkelejda MURTAJ 1 Pedagogue, Department of Structural Mechanics Faculty of Civil Engineering
More information8.3 Design of Base Plate for Thickness
8.3 Design o Base Plate or Thickness 8.3.1 Design o base plate or thickness (Elastic Design) Upto this point, the chie concern has been about the concrete oundation, and methods o design have been proposed
More informationLecture 11: The Stiffness Method. Introduction
Introduction Although the mathematical formulation of the flexibility and stiffness methods are similar, the physical concepts involved are different. We found that in the flexibility method, the unknowns
More informationfive 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 informationDEFORMATION CAPACITY OF OLDER RC SHEAR WALLS: EXPERIMENTAL ASSESSMENT AND COMPARISON WITH EUROCODE 8 - PART 3 PROVISIONS
DEFORMATION CAPACITY OF OLDER RC SHEAR WALLS: EXPERIMENTAL ASSESSMENT AND COMPARISON WITH EUROCODE 8 - PART 3 PROVISIONS Konstantinos CHRISTIDIS 1, Emmanouil VOUGIOUKAS 2 and Konstantinos TREZOS 3 ABSTRACT
More informationFire resistance assessment of composite steel-concrete structures
Workshop Structural Fire Design of Buildings according to the Eurocodes Brussels, 78 November 0 Fire resistance assessment of composite steelconcrete structures Basic design methods Worked examples CAJOT
More informationDESIGN AND DETAILING OF COUNTERFORT RETAINING WALL
DESIGN AND DETAILING OF COUNTERFORT RETAINING WALL When the height of the retaining wall exceeds about 6 m, the thickness of the stem and heel slab works out to be sufficiently large and the design becomes
More informationPractical 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 informationVALLOUREC & MANNESMANN TUBES. Design-support for MSH sections
VALLOUREC & MANNESMANN TUBES Design-support for MSH sections according to Eurocode 3, DIN EN 1993-1-1: 2005 and DIN EN 1993-1-8: 2005 Design-Support for MSH sections according to Eurocode 3, DIN EN 1993-1-1:
More informationConcrete and Masonry Structures 1 Office hours
Concrete and Masonry Structures 1 Petr Bílý, office B731 http://people.fsv.cvut.cz/www/bilypet1 Courses in English Concrete and Masonry Structures 1 Office hours Credit receiving requirements General knowledge
More informationDesign 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 informationUnit 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 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 thin-wall open sections is not included in most commonly used frame analysis programs. Almost
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 informationFoundation Engineering Prof. Dr N.K. Samadhiya Department of Civil Engineering Indian Institute of Technology Roorkee
Foundation Engineering Prof. Dr N.K. Samadhiya Department of Civil Engineering Indian Institute of Technology Roorkee Module 01 Lecture - 03 Shallow Foundation So, in the last lecture, we discussed the
More informationAppendix K Design Examples
Appendix K Design Examples Example 1 * Two-Span I-Girder Bridge Continuous for Live Loads AASHTO Type IV I girder Zero Skew (a) Bridge Deck The bridge deck reinforcement using A615 rebars is shown below.
More informationIntroduction to Structural Member Properties
Introduction to Structural Member Properties Structural Member Properties Moment of Inertia (I): a mathematical property of a cross-section (measured in inches 4 or in 4 ) that gives important information
More informationCH. 4 BEAMS & COLUMNS
CH. 4 BEAMS & COLUMNS BEAMS Beams Basic theory of bending: internal resisting moment at any point in a beam must equal the bending moments produced by the external loads on the beam Rx = Cc + Tt - If the
More informationTABLE OF CONTENTS SECTION TITLE PAGE 2 PRINCIPLES OF SEISMIC ISOLATION OF BRIDGES 3
TABLE OF CONTENTS SECTION TITLE PAGE 1 INTRODUCTION 1 2 PRINCIPLES OF SEISMIC ISOLATION OF BRIDGES 3 3 ANALYSIS METHODS OF SEISMICALLY ISOLATED BRIDGES 5 3.1 Introduction 5 3.2 Loadings for the Analysis
More informationCompression perpendicular to the grain
Compression perpendicular to the grain Univ.-Prof. Dr.-Ing. Hans Joachim Blass Dr.-Ing. Rainer Görlacher Universität Karlsruhe Kaiserstr. 1 71 Karlsruhe Blass@holz.uka.de Goerlacher@holz.uka.de Summary
More information2012 MECHANICS OF SOLIDS
R10 SET - 1 II B.Tech II Semester, Regular Examinations, April 2012 MECHANICS OF SOLIDS (Com. to ME, AME, MM) Time: 3 hours Max. Marks: 75 Answer any FIVE Questions All Questions carry Equal Marks ~~~~~~~~~~~~~~~~~~~~~~
More informationMaterials Selection and Design Materials Selection - Practice
Materials Selection and Design Materials Selection - Practice Each material is characterized by a set of attributes that include its mechanical, thermal, electrical, optical, and chemical properties; its
More informationEquivalent T-stubs (Component Method) as per DIN EN
Equivalent T-stubs (Component Method) as per DIN EN 1993-1-8 Nemetschek Frilo GmbH www.frilo.de info@frilo.de As of 23/11/2012 Contents Introduction 3 T-stub model 3 Examples for the T-stub model 9 Introduction
More informationAdvanced stability analysis and design of a new Danube archbridge. DUNAI, László JOÓ, Attila László VIGH, László Gergely
Advanced stability analysis and design of a new Danube archbridge DUNAI, László JOÓ, Attila László VIGH, László Gergely Subject of the lecture Buckling of steel tied arch Buckling of orthotropic steel
More informationCHAPTER 4. Design of R C Beams
CHAPTER 4 Design of R C Beams Learning Objectives Identify the data, formulae and procedures for design of R C beams Design simply-supported and continuous R C beams by integrating the following processes
More informationMaterials and Shape. Part 1: Materials for efficient structure. A. K. M. B. Rashid Professor, Department of MME BUET, Dhaka. Learning Objectives
MME445: Lecture 27 Materials and Shape Part 1: Materials for efficient structure A. K. M. B. Rashid Professor, Department of MME BUET, Dhaka Learning Objectives Knowledge & Understanding Understand the
More informationRELIABILITY ASSESSMENT OF EXISTING STRUCTURES
1. Introduction RELIABILITY ASSESSMENT OF EXISTING STRUCTURES EN Eurocodes, presently being implemented into the system of national standards nearly in the whole Europe, are particularly intended for the
More informationIntroduction to Aerospace Engineering
Introduction to Aerospace Engineering Lecture slides Challenge the future 1 Aircraft & spacecraft loads Translating loads to stresses Faculty of Aerospace Engineering 29-11-2011 Delft University of Technology
More informationPh.D. Preliminary Examination Analysis
UNIVERSITY OF CALIFORNIA, BERKELEY Spring Semester 2014 Dept. of Civil and Environmental Engineering Structural Engineering, Mechanics and Materials Name:......................................... Ph.D.
More informationMasonry. Masonry - mostly vertical members. Columns are resistant to vertical actions but sensitive to horizontal actions.
Masonry Masonry - mostly vertical members Columns are resistant to vertical actions but sensitive to horizontal actions. Walls are resistant to vertical and longitudinal actions but sensitive to transverse
More informationChapter 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 informationA CONNECTION ELEMENT FOR MODELLING END-PLATE CONNECTIONS IN FIRE
A CONNECTION ELEMENT OR MODELLING END-PLATE CONNECTIONS IN IRE Dr Zhaohui Huang Department of Civil & Structural Engineering, University of Sheffield 22 September 29 1. INTRODUCTION Three approaches for
More informationDETERMINATION OF DUCTILITY CAPACITY AND OTHER SECTION PROPERTIES OF T-SHAPED RC WALLS IN DIRECT DISPLACEMENT-BASED DESIGN
DETERMINATION OF DUCTILITY CAPACITY AND OTHER SECTION PROPERTIES OF T-SHAPED RC WALLS IN DIRECT DISPLACEMENT-BASED DESIGN E. Smyrou 1, T.J. Sullivan 2, M.J.N. Priestley 3 and G.M. Calvi 4 1 PhD Candidate,
More informationPushover Seismic Analysis of Bridge Structures
Pushover Seismic Analysis of Bridge Structures Bernardo Frère Departamento de Engenharia Civil, Arquitectura e Georrecursos, Instituto Superior Técnico, Technical University of Lisbon, Portugal October
More information4.3 Moment Magnification
CHAPTER 4: Reinforced Concrete Columns 4.3 Moment Magnification Description An ordinary or first order frame analysis does not include either the effects of the lateral sidesway deflections of the column
More information= (, ) V λ (1) λ λ ( + + ) P = [ ( ), (1)] ( ) ( ) = ( ) ( ) ( 0 ) ( 0 ) = ( 0 ) ( 0 ) 0 ( 0 ) ( ( 0 )) ( ( 0 )) = ( ( 0 )) ( ( 0 )) ( + ( 0 )) ( + ( 0 )) = ( + ( 0 )) ( ( 0 )) P V V V V V P V P V V V
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 C-C3.1.
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, lateral-torsional buckling and distortional
More informationEntrance 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 informationmy!wind Ltd 5 kw wind turbine Static Stability Specification
my!wind Ltd 5 kw wind turbine Static Stability Specification 1 P a g e 0 3 / 0 4 / 2 0 1 4 Contents Contents... 2 List of Changes... 2 Appendixes... 2 General remarks... 3 1. Introduction... 4 2. Geometry...
More informationAXIAL BUCKLING RESISTANCE OF PARTIALLY ENCASED COLUMNS
Proceedings of the 5th International Conference on Integrity-Reliability-Failure, Porto/Portugal 24-28 July 2016 Editors J.F. Silva Gomes and S.A. Meguid Publ. INEGI/FEUP (2016) PAPER REF: 6357 AXIAL BUCKLING
More informationtwenty one concrete construction: shear & deflection ARCHITECTURAL STRUCTURES: FORM, BEHAVIOR, AND DESIGN DR. ANNE NICHOLS SUMMER 2014 lecture
ARCHITECTURAL STRUCTURES: FORM, BEHAVIOR, AND DESIGN DR. ANNE NICHOLS SUMMER 2014 lecture twenty one concrete construction: Copyright Kirk Martini shear & deflection Concrete Shear 1 Shear in Concrete
More informationtwo structural analysis (statics & mechanics) APPLIED ACHITECTURAL STRUCTURES: DR. ANNE NICHOLS SPRING 2017 lecture STRUCTURAL ANALYSIS AND SYSTEMS
APPLIED ACHITECTURAL STRUCTURES: STRUCTURAL ANALYSIS AND SYSTEMS DR. ANNE NICHOLS SPRING 2017 lecture two structural analysis (statics & mechanics) Analysis 1 Structural Requirements strength serviceability
More informationSupport Idealizations
IVL 3121 nalysis of Statically Determinant Structures 1/12 nalysis of Statically Determinate Structures nalysis of Statically Determinate Structures The most common type of structure an engineer will analyze
More informationDynamic Earth Pressure Problems and Retaining Walls. Behavior of Retaining Walls During Earthquakes. Soil Dynamics week # 12
Dynamic Earth Pressure Problems and Retaining Walls 1/15 Behavior of Retaining Walls During Earthquakes - Permanent displacement = cc ' 2 2 due to one cycle of ground motion 2/15 Hence, questions are :
More information8. COLUMNS COLUMN = ELEMENT SUBJECTED TO: ECCENTRIC BENDING MOMENT & COMPRESSIVE FORCE COMPRESSIVE FORCE
8. COLUMNS COLUMN = ELEMENT SUBJECTED TO: ECCENTRIC COMPRESSIVE FORCE BENDING MOMENT & COMPRESSIVE FORCE 1 8. COLUMNS RECTANGULAR SECTION Eccentric compression CIRCULAR SECTION Compression with biaxial
More informationCalculating Method for the Axial Force of Washover String During Extracting Casing in Directional Well
Advances in Petroleum Exploration and Development Vol. 9, No., 05, pp. 86-9 DOI:0.3968/6634 ISSN 95-54X [Print] ISSN 95-5438 [Online] www.cscanada.net www.cscanada.org Calculating Method for the Axial
More informationCONNECTIONS WITH FOUR BOLTS PER HORIZONTAL ROW Application of Eurocode 3
EUROSTEEL 0 August 3 - September 0 Budapest Hungary CONNECTIONS WITH FOUR BOLTS PER HORIZONTAL ROW Application of Eurocode 3 Jean-François Demonceau a Jean-Pierre Jaspart a Klaus Weynand b Ralf Oerder
More informationDESIGN GUIDES FOR HIGH STRENGTH STRUCTURAL HOLLOW SECTIONS MANUFACTURED BY SSAB - FOR EN 1090 APPLICATIONS
DESIGN GUIDES FOR HIGH STRENGTH STRUCTURAL HOLLOW SECTIONS MANUFACTURED BY SSAB - FOR EN 1090 APPLICATIONS SSAB produces a wide variety of hollow sections in different steel grades according to European
More informationPOLITECNICO DI TORINO
Dipartimento di Ingegneria del Territorio, dell Ambiente e delle Geotecnologie April, 11 2007 The Scientific Coordinator: (Dott. Paola Marini) REPORT LM/KP_04/07in REPORT ON DETERMINATION OF PHYSICAL AND
More informationValidation of the Advanced Calculation Model SAFIR Through DIN EN Procedure
Validation of the Advanced Calculation Model SAFIR Through DIN EN 1991-1-2 Procedure Raul Zaharia Department of Steel Structures and Structural Mechanics The Politehnica University of Timisoara, Ioan Curea
More informationDegree of coupling in high-rise mixed shear walls structures
Sādhanā Vol. 37, Part 4, August 2012, pp. 481 492. c Indian Academy of Sciences Degree of coupling in high-rise mixed shear walls structures J C D HOENDERKAMP Department of the Built Environment, Eindhoven
More informationFHWA Bridge Design Guidance No. 1 Revision Date: July 21, Load Rating Evaluation of Gusset Plates in Truss Bridges
FHWA Bridge Design Guidance No. 1 Revision Date: July 21, 2008 Load Rating Evaluation of Gusset Plates in Truss Bridges By Firas I. Sheikh Ibrahim, PhD, PE Part B Gusset Plate Resistance in Accordance
More informationSeismic Assessment of a RC Building according to FEMA 356 and Eurocode 8
1 Seismic Assessment of a RC Building according to FEMA 356 and Eurocode 8 Ioannis P. GIANNOPOULOS 1 Key words: Pushover analysis, FEMA 356, Eurocode 8, seismic assessment, plastic rotation, limit states
More informationChapter (6) Geometric Design of Shallow Foundations
Chapter (6) Geometric Design of Shallow Foundations Introduction As we stated in Chapter 3, foundations are considered to be shallow if if [D (3 4)B]. Shallow foundations have several advantages: minimum
More informationmy!wind Ltd 5 kw wind turbine Static Stability Specification
my!wind Ltd 5 kw wind turbine Static Stability Specification 1 P a g e 0 3 / 0 4 / 2 0 1 4 Contents Contents... 2 List of Changes... 2 Appendixes... 2 General remarks... 3 1. Introduction... 4 2. Geometry...
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 PARAMETRIC STUDY ON BUCKLING OF R/C COLUMNS EXPOSED TO FIRE
Proceedings of the International Conference in Dubrovnik, 15-16 October 215 A PARAMETRIC STUDY ON BUCKLING OF R/C COLUMNS EXPOSED TO FIRE Lijie Wang, Robby Caspeele, Luc Taerwe Ghent University, Department
More informationCHAPTER 5. T a = 0.03 (180) 0.75 = 1.47 sec 5.12 Steel moment frame. h n = = 260 ft. T a = (260) 0.80 = 2.39 sec. Question No.
CHAPTER 5 Question Brief Explanation No. 5.1 From Fig. IBC 1613.5(3) and (4) enlarged region 1 (ASCE 7 Fig. -3 and -4) S S = 1.5g, and S 1 = 0.6g. The g term is already factored in the equations, thus
More informationΙApostolos Konstantinidis Diaphragmatic behaviour. Volume B
Volume B 3.1.4 Diaphragmatic behaviour In general, when there is eccentric loading at a floor, e.g. imposed by the horizontal seismic action, the in-plane rigidity of the slab forces all the in-plane points
More informationAvailable 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 informationTHE EFFFCT OF TORSIONAL OSCILLATIONS ON EARTHQUAKE STRESSES
Bulletin of the Seismological Society of America. Vol. 48, pp. 221-229. July 1958 THE EFFFCT OF TORSIONAL OSCILLATIONS ON EARTHQUAKE STRESSES By GEORGE W. HOUSNER and HANNU OUTINEN ABSTRACT A comparison
More informationCOMPUTERISED CALCULATION OF FORCE DISTRIBUTIONS IN BOLTED END PLATE CONNECTIONS ACCORDING TO EUROCODE 3 1
COUTERISED CALCULATION OF FORCE DISTRIBUTIONS IN BOLTED END LATE CONNECTIONS ACCORDING TO EUROCODE 3 artin Steenhuis Cock Dol Leon van Gorp TNO Building and Construction Research, Lange Kleiweg 5, 2288
More informationRETAINING WALL ANALYSIS
Retaining Wall Analysis Example (EN997:2004) GEODOMISI Ltd. Dr. Costas Sachpazis Consulting Company for Tel.: (+30) 20 523827, 20 57263 Fax.:+30 20 5746 App'd by RETAINING WALL ANALYSIS In accordance with
More informationTOWER CRNE MAST ANCHORAGE TIE DESIGN
TOWER CRNE MST NCHORGE TIE DESIGN Sujit Halder P&M Department ITD Cementation India Limited bstract: One variant is piled base cast in fixing angle type with top slewing tower crane which needs mast anchorage
More informationChapter 4. Test results and discussion. 4.1 Introduction to Experimental Results
Chapter 4 Test results and discussion This chapter presents a discussion of the results obtained from eighteen beam specimens tested at the Structural Technology Laboratory of the Technical University
More informationSeismic Pushover Analysis Using AASHTO Guide Specifications for LRFD Seismic Bridge Design
Seismic Pushover Analysis Using AASHTO Guide Specifications for LRFD Seismic Bridge Design Elmer E. Marx, Alaska Department of Transportation and Public Facilities Michael Keever, California Department
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 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 informationM.S Comprehensive Examination Analysis
UNIVERSITY OF CALIFORNIA, BERKELEY Spring Semester 2014 Dept. of Civil and Environmental Engineering Structural Engineering, Mechanics and Materials Name:......................................... M.S Comprehensive
More informationCHAPTER 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 informationCalculation for Moment Capacity of Beam-to- Upright Connections of Steel Storage Pallet Racks
Missouri University of Science and Technology Scholars' Mine International Specialty Conference on Cold- Formed Steel Structures (2014) - 22nd International Specialty Conference on Cold-Formed Steel Structures
More information