Nonlinear seismic analysis of masonry buildings
|
|
- Theresa Emma Todd
- 5 years ago
- Views:
Transcription
1 Erlenbach, September 12 th, 2013 Nonlinear seismic analysis of masonry buildings Andrea Penna Department of Civil Engineering and Architecture University of Pavia, Italy EUCENRE Foundation Seismic response of masonry buildings Highly nonlinear behaviour Need for nonlinear analysis recognized since late 1970s (omazevic, 1978; Braga and Dolce, 1982) Pushover analysis Equivalent frame modelling
2 Global seismic analysis of masonry buildings Modelling of the mechanical behaviour (Nonlinear static) pushover analysis Models for pushover analysis Mixed masonry-r.c. buildings Modelling of the mechanical behaviour N
3 Modelling of the mechanical behaviour Shear-sliding (friction) Flexure-rocking Seismc response force (kn) displacement (mm) Cyclic behaviour: stiffness degradation and strength deterioration Story Shear, kn Dynamic response First-Story Drift, %
4 Analysis of the seismic response Earthquake-resistant structure: walls + floor diaphragms Walls resisting elements (both vertical and horizontal loads) Floor diaphragms share vertical loads on walls and are in-plane stiffening elements Out-of-plane behavior of walls and flexural response of floors negligible with respect to the global behavior (under certain conditions) Highly nonlinear behaviour Computational approaches Pushover analysis Seismic demand (seismic action) Structural capacity (capacity curve) Performance Displacement limit states Definition of an equivalent nonlinear SDOF system Choice of the horizontal loading pattern Global assessment
5 Pushover analysis Representation of seismic action Acceleration and displacement response spectra Spectral coordinates Seismic response of nonlinear systems Inelastic spectra Reduction factors and ductility demand Pushover analysis Acceleration and displacement response spectra Se SD b c d b c d
6 Pushover analysis Spectral coordinates SA SA b c SD b c d d SD b c d S ( ) A S ( ) D Pushover analysis Seismic response of nonlinear systems F Fe F Fe Fy Fy dy dmax = dy D dy dmax = dy D Rigid structures Flexible structures
7 Pushover analysis Ductility demand and spectral reduction factors c y e R c c y e R se F F se F F 1 1 (Fajfar, 1999) c D c c D se q se q 1 1 y e y e F ms F F q ) ( Spectral reduction coefficient or behaviour factor Pushover analysis Displacement demand for a «rigid» system SD SA max, max, max 1 1 e C e d q q d d m F y d max d e,max y A y e F ms F F q ) (
8 Structural capacity Pushover analysis Base shear reference displacement Capacity curve Spectral coordinates PUSHOVER ANALYSIS Basic idea of the method: apply an horizontal force distribution to the structural model to directly evaluate its nonlinear (static) response Hypothesis: the lateral response of the structure under the effect of a properly incremented vector of horizontal forces can be assumed as the envelope of the possible response obtained by nonlinear time-history analysis
9 Base shear PUSHOVER ANALYSIS Fn dtop Fi+1 Fi F1 n b F i 1 PUSHOVER ANALYSIS Capacity curve SA B DOP SD SA SA SD SD
10 Pushover analysis Performance Displacement limit states Performance limit states Damage limit states for structural members Interstorey drift ratio Damage limitation Ultimate limit states Analysis results: Pushover analysis Capacity curve Limit states: from local element damage to global limit states Safety assessment in terms of global displacements
11 Simple model for masonry structural members VR N VR Dy Du = h FLEXURAL SRENGH In-plane bending failure toe-crushing For relatively low compression values (N) the wall tends to overturn similarly to a rigid body he analysis of the wall bending response can be based on an appropriate definition of a stress-block for the compressed part of the masonry cross section Vertical translation: N a fut Rotation : 2 l a Nl N ml t m M u N f ult 2 f u =
12 Flexural strength V P e sup P e inf D V H0 H M=Pe=VH 0 D/2 e P a x D/2 f u V max H 0 P e inf M u P D 2 p 1 f u ; p P Dt 23 Cyclic shear response force (kn) displacement (mm) 24
13 SHEAR SRENGH he definition of shear failure usually includes different cracking modes associated with the combined effect of shear and compression stress wo main shear failure modes can be identified: a) diagonal-cracking b) shear-sliding Diagonal crackig: weak joints Diagonal cracking: strong joints 25 Shear strength (1) V P V u p f tu Dt b P Dt 1 p f tu ; f tu = tensile strength (urnsek & Sheppard, 1980) 26
14 Shear strength (2) V P Sliding on bed-joints: c Strength of the cracked section: V u Dt c P Dt p 1.5c p Dt c Dt 1 3cV p 27 Shear-compression interaction diagram Vres [kn] N/Nu [%] 28
15 (Lagomarsino S, Penna A, Galasco A, Cattari S [2013] REMURI program: An equivalent frame model for the nonlinear seismic analysis of masonry buildings, Engineering Structures, 56, ) Pushover analysis Analysis control A pushover analysis consists of applying to the structure gravity loads and a system of of distributed horizontal forces in the considered analysis direction, at each building level, proportionally to the inertial masses (sum of the horizontal forces = base shear). Such forces are scaled to monotonically increase, in both positive and negative directions up to local/global collapse conditions, the horizontal displacement of a control point (usually coincident with the barycenter of the top storey, excluding turrets)
16 Pushover analysis Capacity curve and limit states Fb [kn] DLS ULS Curva modello SLD 600 Curva modello SLU 400 Stati limite d [cm]
17 Loading pattern Pushover analysis F i : force at the i-th storey a): F F i base N m j 1 i m j ( uniform ) b): F F i base N m j1 i j i m j ( inverse triangular or «modal») Global response of existing URM buildings: wall in-plane behaviour Local devices resist to out-of-plane mechanisms and favour a global behaviour governed by wall in-plane response Piers and spandrels
18 Modelling Strategies (in-plane response) Limit analysis POR Method Finite Elements Como & Grimaldi omaževič, Braga & Dolce (Podestà, 2002) Gambarotta & Lagomarsino, Anthoine, Papa & Nappi, Lourenço Macro-elements F 2 spandrel beam pier F 1 joint Pagano et al. Braga & Liberatore D Asdia & Viskovic SAM - Magenes et al. Equivalent frame macro-element modelling PIER PIER RIGID NODE RIGID NODE SPANDREL SPANDREL
19 Macro-element wall models Rigid Node Lintel Pier Earthquake Damage Observation FEM Non-linear Continuum Model 2012 Emilia earthquake Damage to masonry piers Damage to spandrels
20 Emilia 2012 earthquake Damage to spandrels Damage to piers 2012 Emilia earthquake
21 2012 Emilia earthquake BENDING - ROCKING SHEAR 2012 Emilia earthquake BENDING - ROCKING SHEAR
22 REMURI Program Non-linear analysis procedures implemented SAIC INCREMENAL (FORCE / DISPLACEMEN) DYNAMIC (Newmark integration, Rayleigh viscous damping) PUSHOVER (with fixed and adaptive load pattern) KFF kfm KFC xf ff k kfm mm kcm xm fm KCF kcm KCC xc rc K k K x 0 FF Fm FC F kfm kmm kcm xm fm K CF kcm KCC xc rc f i f i f i ki1 km 1x1... kim kmmxm... kin kmnxn 0 fm fm fm (Lagomarsino S., Penna A., Galasco A., Cattari S., 2013, REMURI program: an equivalent frame model for the nonlinear seismic analysis of masonry buildings, Engineering Structures) EQUIVALEN FRAME IDEALIZAION Steps for the identification of the equivalent-frame mesh (Lagomarsino S, Penna A, Galasco A, Cattari S [2013] REMURI program: An equivalent frame model for the nonlinear seismic analysis of masonry buildings, Engineering Structures, 56, )
23 EQUIVALEN FRAME IDEALIZAION PIER SPANDREL RIGID NODE Irregular wall geometry (Lagomarsino S, Penna A, Galasco A, Cattari S [2013] REMURI program: An equivalent frame model for the nonlinear seismic analysis of masonry buildings, Engineering Structures, 56, ) HREE-DIMENSIONAL MODELING nod e rigid offset nod e rigid offset Pier EL. hinge Spandrel EL. Beam EL. Rigid offset ELEVAION PLAN
24 3D MODEL 2D NODE (3 d.o.f.) 3D NODE (5 d.o.f.) z K Z Y x lo c φ I J X X Z Y X (Lagomarsino S, Penna A, Galasco A, Cattari S [2013] REMURI program: An equivalent frame model for the nonlinear seismic analysis of masonry buildings, Engineering Structures, 56, )
25 In-plane floor stiffness Membrane elements ˆ G m me m E m m E m m E D k j i x y e e e ii ij ik e e jj jk e kk e k k k K k k k As e ij i j k B DB j k k j k j j k y y x x A x x y y B i i y x j k l j i l k j l k i = ½ + DR R D Model validation: numerical simulation of experimental testing on a full-scale URM building (University of Pavia Magenes, Calvi & Kingsley, 1995) Numerical results
26 Damage pattern n8 9 3 n n n6 7 1 n4 8 2 n n1 n2 n3 Requirements for computational models for pushover analysis of masonry structures Failure modes for all structural members (not only masonry) Local and global equilibrium. Reasonable compromise between accuracy, simplicity of use and interpretation of the results Possibility of identification of meaningful damage thresholds in the structural members
27 he user should never forget he/she is performing a nonlinear analysis! o check analysis convergence, he/she should perform one analysis for each direction starting from default values Example using the 3muri program he user should never forget he/she is performing a nonlinear analysis! Convergence in an iterative process! Check the results (X and Y) Look at the curves! Example in x direction It is very irregular Anyway a new analysis is needed Repeat the analysis decreasing the allowed tolerance!
28 he user should never forget he/she is performing a nonlinear analysis! Example in y direction Look for specific suggestion! he program suggests changing the control node in order to follow better the deformation of the building he user should never forget he/she is performing a nonlinear analysis! Example in y direction It s smooth!!! No specific need for new analysis for the curve but the sensitivity to the tolerance has to be checked!!
29 he user should never forget he/she is performing a nonlinear analysis! he user should never forget he/she is performing a nonlinear analysis! Decrease the tolerance up to convergence: > >..
30 0.005 > 0.001> > > Compare the analyses after the tolerance is decreased α X u α Y u εrr X εrr Y tolerance % -4.08% % -8.13% % 6.08% % -1.14% Convergence procedure Compare the curves after the tolerance is decreased > 0.001> >.0005>0.0004
31 Convergence procedure is completed when decreasing the tolerance (more accurate analyses) there is no change in Pushover curve (especially bilinear idealization) Assessed safety factors CONVERGENCE x direction y direction Safety value % 0.50% 0.40% 0.30% 0.20% 0.10% 0.00% tollerance When the convergence procedure is completed, all the analyses can be evaluated! HANK YOU FOR YOUR AENION!
Analisi sismica non lineare di edifici in muratura con il programma TREMURI
Analisi sismica non lineare di edifici in muratura con il programma TREMURI S. Lagomarsino, A. Penna, A. Galasco e S. Cattari Dipartimento di Ingegneria Strutturale e Geotecnica Università degli Studi
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 informationNonlinear static analysis PUSHOVER
Nonlinear static analysis PUSHOVER Adrian DOGARIU European Erasmus Mundus Master Course Sustainable Constructions under Natural Hazards and Catastrophic Events 520121-1-2011-1-CZ-ERA MUNDUS-EMMC Structural
More informationA Modified Response Spectrum Analysis Procedure (MRSA) to Determine the Nonlinear Seismic Demands of Tall Buildings
Fawad A. Najam Pennung Warnitchai Asian Institute of Technology (AIT), Thailand Email: fawad.ahmed.najam@ait.ac.th A Modified Response Spectrum Analysis Procedure (MRSA) to Determine the Nonlinear Seismic
More informationENERGY DIAGRAM w/ HYSTERETIC
ENERGY DIAGRAM ENERGY DIAGRAM w/ HYSTERETIC IMPLIED NONLINEAR BEHAVIOR STEEL STRESS STRAIN RELATIONSHIPS INELASTIC WORK DONE HYSTERETIC BEHAVIOR MOMENT ROTATION RELATIONSHIP IDEALIZED MOMENT ROTATION DUCTILITY
More informationEvaluation of the ductility demand in partial strength steel structures in seismic areas using non-linear static analysis
Evaluation of the ductility demand in partial strength steel structures in seismic areas using non-linear static analysis Pedro Nogueiro Department of Applied Mechanics, ESTiG, Polytechnic Institute of
More informationCOLUMN INTERACTION EFFECT ON PUSH OVER 3D ANALYSIS OF IRREGULAR STRUCTURES
th World Conference on Earthquake Engineering Vancouver, B.C., Canada August -6, Paper No. 6 COLUMN INTERACTION EFFECT ON PUSH OVER D ANALYSIS OF IRREGULAR STRUCTURES Jaime DE-LA-COLINA, MariCarmen HERNANDEZ
More informationCAPACITY SPECTRUM FOR STRUCTURES ASYMMETRIC IN PLAN
13 th World Conference on Earthquake Engineering Vancouver, B.C., Canada August 1-6, 004 Paper No. 653 CAPACITY SPECTRUM FOR STRUCTURES ASYMMETRIC IN PLAN B. K. Raghu Prasad 1, A. Seetha Ramaiah and A.
More informationResponse of Historic Masonry Structures to Tectonic Ground Displacements
Response of Historic Masonry Structures to Tectonic Ground Displacements M. Loli, I. Anastasopoulos, G. Gazetas National technical University of Athens, Greece S. Cattari, S. Degli Abbati, S. Lagomarsino
More informationLimit 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 informationDisplacement-based methods EDCE: Civil and Environmental Engineering CIVIL Advanced Earthquake Engineering
Displacement-based methods EDCE: Civil and Environmental Engineering CIVIL 706 - Advanced Earthquake Engineering EDCE-EPFL-ENAC-SGC 2016-1- Content! Link to force-based methods! Assumptions! Reinforced
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 information6. NON-LINEAR PSEUDO-STATIC ANALYSIS OF ADOBE WALLS
6. NON-LINEAR PSEUDO-STATIC ANALYSIS OF ADOBE WALLS Blondet et al. [25] carried out a cyclic test on an adobe wall to reproduce its seismic response and damage pattern under in-plane loads. The displacement
More informationINELASTIC SEISMIC DISPLACEMENT RESPONSE PREDICTION OF MDOF SYSTEMS BY EQUIVALENT LINEARIZATION
INEASTIC SEISMIC DISPACEMENT RESPONSE PREDICTION OF MDOF SYSTEMS BY EQUIVAENT INEARIZATION M. S. Günay 1 and H. Sucuoğlu 1 Research Assistant, Dept. of Civil Engineering, Middle East Technical University,
More informationDynamic non-linear analysis Hysteretic models EDCE: Civil and Environmental Engineering CIVIL Advanced Earthquake Engineering
Dynamic non-linear analysis Hysteretic models EDCE: Civil and Environmental Engineering CIVIL 706 - Advanced Earthquake Engineering EDCE-EPFL-ENAC-SGC 2016-1- Content Equation of motion Resolution methods
More informationNUMERICAL SIMULATION OF THE INELASTIC SEISMIC RESPONSE OF RC STRUCTURES WITH ENERGY DISSIPATORS
NUMERICAL SIMULATION OF THE INELASTIC SEISMIC RESPONSE OF RC STRUCTURES WITH ENERGY DISSIPATORS ABSTRACT : P Mata1, AH Barbat1, S Oller1, R Boroschek2 1 Technical University of Catalonia, Civil Engineering
More informationProf. A. Meher Prasad. Department of Civil Engineering Indian Institute of Technology Madras
Prof. A. Meher Prasad Department of Civil Engineering Indian Institute of Technology Madras email: prasadam@iitm.ac.in Dynamic - Loads change with time Nonlinear - Loaded beyond Elastic Limit Type Usual
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 informationSoil-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 informationDETERMINATION OF PERFORMANCE POINT IN CAPACITY SPECTRUM METHOD
ISSN (Online) : 2319-8753 ISSN (Print) : 2347-6710 International Journal of Innovative Research in Science, Engineering and Technology An ISO 3297: 2007 Certified Organization, Volume 2, Special Issue
More informationDisplacement ductility demand and strength reduction factors for rocking structures
Earthquake Resistant Engineering Structures VI 9 Displacement ductility demand and strength reduction factors for rocking structures M. Trueb, Y. Belmouden & P. Lestuzzi ETHZ-Swiss Federal Institute of
More informationCodal Provisions IS 1893 (Part 1) 2002
Abstract Codal Provisions IS 1893 (Part 1) 00 Paresh V. Patel Assistant Professor, Civil Engineering Department, Nirma Institute of Technology, Ahmedabad 38481 In this article codal provisions of IS 1893
More informationLecture 4 Dynamic Analysis of Buildings
1 Lecture 4 Dynamic Analysis of Buildings Course Instructor: Dr. Carlos E. Ventura, P.Eng. Department of Civil Engineering The University of British Columbia ventura@civil.ubc.ca Short Course for CSCE
More informationLap splice length and details of column longitudinal reinforcement at plastic hinge region
Lap length and details of column longitudinal reinforcement at plastic hinge region Hong-Gun Park 1) and Chul-Goo Kim 2) 1), 2 Department of Architecture and Architectural Engineering, Seoul National University,
More informationStatic & Dynamic. Analysis of Structures. Edward L.Wilson. University of California, Berkeley. Fourth Edition. Professor Emeritus of Civil Engineering
Static & Dynamic Analysis of Structures A Physical Approach With Emphasis on Earthquake Engineering Edward LWilson Professor Emeritus of Civil Engineering University of California, Berkeley Fourth Edition
More informationCAPACITY DESIGN FOR TALL BUILDINGS WITH MIXED SYSTEM
13 th World Conference on Earthquake Engineering Vancouver, B.C., Canada August 1-6, 24 Paper No. 2367 CAPACITY DESIGN FOR TALL BUILDINGS WITH MIXED SYSTEM M.UMA MAHESHWARI 1 and A.R.SANTHAKUMAR 2 SUMMARY
More informationComparison of Structural Models for Seismic Analysis of Multi-Storey Frame Buildings
Comparison of Structural Models for Seismic Analysis of Multi-Storey Frame Buildings Dj. Ladjinovic, A. Raseta, A. Radujkovic & R. Folic University of Novi Sad, Faculty of Technical Sciences, Novi Sad,
More informationSEISMIC RESPONSE EVALUATION OF AN RC BEARING WALL BY DISPLACEMENT-BASED APPROACH
3 th World Conference on Earthquake Engineering Vancouver, B.C., Canada August -, 4 Paper No. 49 SEISMIC RESPONSE EVALUATION OF AN RC BEARING WALL BY DISPLACEMENT-BASED APPROACH Chang-Hun HYUN, Sanghyun
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 informationDUCTILITY BEHAVIOR OF A STEEL PLATE SHEAR WALL BY EXPLICIT DYNAMIC ANALYZING
The 4 th World Conference on arthquake ngineering October -7, 008, Beijing, China ABSTRACT : DCTILITY BHAVIOR OF A STL PLAT SHAR WALL BY XPLICIT DYNAMIC ANALYZING P. Memarzadeh Faculty of Civil ngineering,
More informationROSESCHOOL ANALYSIS OF CODE PROCEDURES FOR SEISMIC ASSESSMENT OF EXISTING BUILDINGS: ITALIAN SEISMIC CODE, EC8, ATC-40, FEMA356, FEMA440
EUROPEAN SCHOOL FOR ADVANCED STUDIES IN REDUCTION OF SEISMIC RISK ROSESCHOOL ANALYSIS OF CODE PROCEDURES FOR SEISMIC ASSESSMENT OF EXISTING BUILDINGS: ITALIAN SEISMIC CODE, EC8, ATC-40, FEMA356, FEMA440
More informationSeismic Performance of RC Building Using Spectrum Response and Pushover Analyses
Seismic Performance of RC Building Using Spectrum Response and Pushover Analyses Mehani Youcef (&), Kibboua Abderrahmane, and Chikh Benazouz National Earthquake Engineering Research Center (CGS), Algiers,
More information1. Background. 2. Objectives of Project. Page 1 of 29
1. Background In close collaboration with local partners, Earthquake Damage Analysis Center (EDAC) of Bauhaus Universität Weimar initiated a Turkish German joint research project on Seismic Risk Assessment
More informationEarthquake Loads According to IBC IBC Safety Concept
Earthquake Loads According to IBC 2003 The process of determining earthquake loads according to IBC 2003 Spectral Design Method can be broken down into the following basic steps: Determination of the maimum
More informationESTIMATING PARK-ANG DAMAGE INDEX USING EQUIVALENT SYSTEMS
ESTIMATING PARK-ANG DAMAGE INDEX USING EQUIVALENT SYSTEMS Debarati Datta 1 and Siddhartha Ghosh 2 1 Research Scholar, Department of Civil Engineering, Indian Institute of Technology Bombay, India 2 Assistant
More informationDesign of Earthquake-Resistant Structures
NATIONAL TECHNICAL UNIVERSITY OF ATHENS LABORATORY OF EARTHQUAKE ENGINEERING Design of Earthquake-Resistant Structures Basic principles Ioannis N. Psycharis Basic considerations Design earthquake: small
More informationEFFECT OF SHEAR REINFORCEMENT ON FAILURE MODE OF RC BRIDGE PIERS SUBJECTED TO STRONG EARTHQUAKE MOTIONS
EFFECT OF SHEAR REINFORCEMENT ON FAILURE MODE OF RC BRIDGE PIERS SUBJECTED TO STRONG EARTHQUAKE MOTIONS Atsuhiko MACHIDA And Khairy H ABDELKAREEM SUMMARY Nonlinear D FEM was utilized to carry out inelastic
More information3D PUSHOVER ANALYSIS: THE ISSUE OF TORSION
Published by Elsevier Science Ltd. All rights reserved 12 th European Conference on Earthquake Engineering Paper Reference 015 (quote when citing this paper) 3D PUSHOVER ANALYSIS: THE ISSUE OF TORSION
More informationSoftware Verification
EXAMPLE 6-6 LINK SUNY BUFFALO DAMPER WITH LINEAR VELOCITY EXPONENT PROBLEM DESCRIPTION This example comes from Section 5 of Scheller and Constantinou 1999 ( the SUNY Buffalo report ). It is a two-dimensional,
More informationPREDICTION OF THE CYCLIC BEHAVIOR OF MOMENT RESISTANT BEAM-TO-COLUMN JOINTS OF COMPOSITE STRUCTURAL ELEMENTS
SDSS Rio 21 STABILITY AND DUCTILITY OF STEEL STRUCTURES E. Batista, P. Vellasco, L. de Lima (Eds.) Rio de Janeiro, Brazil, September 8-1, 21 PREDICTION OF THE CYCLIC BEHAVIOR OF MOMENT RESISTANT BEAM-TO-COLUMN
More informationSEISMIC PERFORMANCE ESTIMATION OF ASYMMETRIC BUILDINGS BASED ON THE CAPACITY SPECTRUM METHOD
SEISMIC PERFORMACE ESTIMATIO OF ASYMMETRIC BUILDIGS BASED O THE CAPACITY SPECTRUM METHOD Tatsuya AZUHATA, Taiki SAITO, Masaharu TAKAYAMA And Katsumi AGAHARA 4 SUMMARY This paper presents the procedure
More informationDynamic 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 informationNonlinear Analysis of Reinforced Concrete Bridges under Earthquakes
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 informationPEER/SSC Tall Building Design. Case study #2
PEER/SSC Tall Building Design Case study #2 Typical Plan View at Ground Floor and Below Typical Plan View at 2 nd Floor and Above Code Design Code Design Shear Wall properties Shear wall thickness and
More informationJourney Through a Project: Shake-table Test of a Reinforced Masonry Structure
Journey Through a Project: Shake-table Test of a Reinforced Masonry Structure P. Benson Shing and Andreas Koutras Department of Structural Engineering University of California, San Diego NHERI @ UCSD Workshop,
More informationStructural 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 informationA METHOD OF LOAD INCREMENTS FOR THE DETERMINATION OF SECOND-ORDER LIMIT LOAD AND COLLAPSE SAFETY OF REINFORCED CONCRETE FRAMED STRUCTURES
A METHOD OF LOAD INCREMENTS FOR THE DETERMINATION OF SECOND-ORDER LIMIT LOAD AND COLLAPSE SAFETY OF REINFORCED CONCRETE FRAMED STRUCTURES Konuralp Girgin (Ph.D. Thesis, Institute of Science and Technology,
More informationInelastic shear response of RC coupled structural walls
Inelastic shear response of RC coupled structural walls E. Morariu EDIT Structural, Bucuresti, Rumania. T. Isakovic, N. Eser & M. Fischinger Faculty of Civil and Geodetic Engineering, University of Ljubljana,
More informationA. Belejo, R. Bento & C. Bhatt Instituto Superior Técnico, Lisbon, Portugal 1.INTRODUCTION
Comparison of different computer programs to predict the seismic performance of SPEAR the SPEAR building building by means of by means of Pushover Analysis A. Belejo, R. Bento & C. Bhatt Instituto Superior
More informationINCLUSION OF P EFFECT IN THE ESTIMATION OF HYSTERETIC ENERGY DEMAND BASED ON MODAL PUSHOVER ANALYSIS
ISET Journal of Earthquake Technology, Paper No. 511, Vol. 47, No. 2-4, June-Dec. 2010, pp. 75 86 INCLUSION OF EFFECT IN THE ESTIMATION OF HYSTERETIC ENERGY DEMAND BASED ON MODAL PUSHOVER ANALYSIS Amarnath
More informationApplication of Capacity Spectrum Method to timber houses considering shear deformation of horizontal frames
Application of Capacity Spectrum Method to timber houses considering shear deformation of horizontal frames Kawai, N. 1 ABSTRACT Relating to the revision of Building Standard Law of Japan, the application
More informationSeismic resistance of a reinforced concrete building before and after retrofitting Part II: The retrofitted building
Seismic resistance of a reinforced concrete building before and after retrofitting Part II: The retrofitted building M. Marletta, S. Vaccaro & I. Caliò Department of Civil and Environmental Engineering
More informationFINITE 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 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 informationInclusion of a Sacrificial Fuse to Limit Peak Base-Shear Forces During Extreme Seismic Events in Structures with Viscous Damping
Inclusion of a Sacrificial Fuse to Limit Peak Base-Shear Forces During Extreme Seismic Events in Structures with Viscous Damping V. Simon, C. Labise, G.W. Rodgers, J.G. Chase & G.A. MacRae Dept. of Civil
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 informationSECANT MODES SUPERPOSITION: A SIMPLIFIED METHOD FOR SEISMIC ASSESSMENT OF RC FRAMES
The 4 th World Conference on Earthquake Engineering October -7, 008, Beijing, China SECANT ODES SUPERPOSITION: A SIPLIFIED ETHOD FOR SEISIC ASSESSENT OF RC FRAES S. Peloso and A. Pavese Post-doc Researcher,
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 informationTHE MODELLING OF EARTHQUAKE INDUCED COLLAPSE OF UNREINFORCED MASONRY WALLS COMBINING FORCE AND DISPLACEMENT PRINCIPALS
THE MODELLING OF EARTHQUAKE INDUCED COLLAPSE OF UNREINFORCED MASONRY WALLS COMBINING FORCE AND DISPLACEMENT PRINCIPALS Kevin T DOHERTY 1, Ben RODOLICO, Nelson T K LAM, John L WILSON 4 And Mike C GRIFFITH
More informationGravity dam and earthquake
Gravity dam and earthquake Tardieu s Dynamic simplified method Patrick LIGNIER, Tractebel Engineering Coyne et Bellier Château des Comtes de Challes 9 octobre 2014 CONTENTS 2 Vulnerability of gravity dam
More informationInfluence of cracked inertia and moment-curvature curve idealization on pushover analysis
Influence of cracked inertia and moment-curvature curve idealization on pushover analysis Vivier Aurélie, Sekkat Dayae, Montens Serge Systra, 3 avenue du Coq, 75009 Paris SUMMARY: The pushover analysis
More informationALGORITHM FOR NON-PROPORTIONAL LOADING IN SEQUENTIALLY LINEAR ANALYSIS
9th International Conference on Fracture Mechanics of Concrete and Concrete Structures FraMCoS-9 Chenjie Yu, P.C.J. Hoogenboom and J.G. Rots DOI 10.21012/FC9.288 ALGORITHM FOR NON-PROPORTIONAL LOADING
More informationNONLINEAR SEISMIC SOIL-STRUCTURE (SSI) ANALYSIS USING AN EFFICIENT COMPLEX FREQUENCY APPROACH
NONLINEAR SEISMIC SOIL-STRUCTURE (SSI) ANALYSIS USING AN EFFICIENT COMPLEX FREQUENCY APPROACH Dan M. GHIOCEL 1 ABSTRACT The paper introduces a novel approach for modeling nonlinear hysteretic behavior
More informationIMPROVING LATERAL STIFFNESS ESTIMATION IN THE DIAGONAL STRUT MODEL OF INFILLED FRAMES
IMPROVING LATERAL STIFFNESS ESTIMATION IN THE DIAGONAL STRUT MODEL OF INFILLED FRAMES I.N. Doudoumis 1 1 Professor, Dept. of Civil Engineering, Aristotle University of Thessaloniki, Thessaloniki, Greece
More informationSEISMIC RESPONSE OF SINGLE DEGREE OF FREEDOM STRUCTURAL FUSE SYSTEMS
3 th World Conference on Earthquake Engineering Vancouver, B.C., Canada August -6, 4 Paper No. 377 SEISMIC RESPONSE OF SINGLE DEGREE OF FREEDOM STRUCTURAL FUSE SYSTEMS Ramiro VARGAS and Michel BRUNEAU
More informationANALYSIS OF HIGHRISE BUILDING STRUCTURE WITH SETBACK SUBJECT TO EARTHQUAKE GROUND MOTIONS
ANALYSIS OF HIGHRISE BUILDING SRUCURE WIH SEBACK SUBJEC O EARHQUAKE GROUND MOIONS 157 Xiaojun ZHANG 1 And John L MEEK SUMMARY he earthquake response behaviour of unframed highrise buildings with setbacks
More informationDynamic Analysis Using Response Spectrum Seismic Loading
Dynamic Analysis Using Response Spectrum Seismic Loading Paleti Teja M.Tech (Structural Engineering) Department of Civil Engineering Jogaiah Institute of Technology & Sciences College of Engineering Kalagampudi,
More informationQUALITATIVE COMPARISON OF STATIC PUSHOVER VERSUS INCREMENTAL DYNAMIC ANALYSIS CAPACITY CURVES
QUALITATIVE COMPARISON OF STATIC PUSHOVER VERSUS INCREMENTAL DYNAMIC ANALYSIS CAPACITY CURVES Michalis Fragiadakis Department of Civil and Environmental Engineering, University of Cyprus, Cyprus Department
More informationEffects of Damping Ratio of Restoring force Device on Response of a Structure Resting on Sliding Supports with Restoring Force Device
Effects of Damping Ratio of Restoring force Device on Response of a Structure Resting on Sliding Supports with Restoring Force Device A. Krishnamoorthy Professor, Department of Civil Engineering Manipal
More informationOS MODELER - EXAMPLES OF APPLICATION Version 1.0. (Draft)
OS MODELER - EXAMPLES OF APPLICATION Version 1.0 (Draft) Matjaž Dolšek February 2008 Content 1. Introduction... 1 2. Four-storey reinforced concrete frame designed according to EC8... 2 2.1. Description
More informationDYNAMIC RESPONSE OF EARTHQUAKE EXCITED INELASTIC PRIMARY- SECONDARY SYSTEMS
DYNAMIC RESPONSE OF EARTHQUAKE EXCITED INELASTIC PRIMARY- SECONDARY SYSTEMS Christoph ADAM 1 And Peter A FOTIU 2 SUMMARY The objective of the paper is to investigate numerically the effect of ductile material
More informationCoupling Beams of Shear Walls
Coupling Beams of Shear Walls Modelling Procedure for the Seismic Analysis of RC Structures João Miguel Damião Bezelga (1) July 215 (1) Instituto Superior Técnico Universidade de Lisboa, Av. Rovisco Pais,
More informationGiacomo Boffi. Dipartimento di Ingegneria Civile Ambientale e Territoriale Politecnico di Milano
http://intranet.dica.polimi.it/people/boffi-giacomo Dipartimento di Ingegneria Civile Ambientale e Territoriale Politecnico di Milano April 21, 2017 Outline of Structural Members Elastic-plastic Idealization
More informationSoftware Verification
EXAMPLE 6-003 LINK GAP ELEMENT PROBLEM DESCRIPTION This example uses a single-bay, single-story rigid frame to test the gap link element. This link element carries compression loads only; it has zero stiffness
More informationSeismic Response Analysis of Structure Supported by Piles Subjected to Very Large Earthquake Based on 3D-FEM
Seismic Response Analysis of Structure Supported by Piles Subjected to Very Large Earthquake Based on 3D-FEM *Hisatoshi Kashiwa 1) and Yuji Miyamoto 2) 1), 2) Dept. of Architectural Engineering Division
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 informationLecture-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 informationNon-Linear Modeling of Reinforced Concrete Structures for Seismic Applications
2/18/21 Non-Linear Modeling of Reinforced Concrete Structures for Seismic Applications Luis A. Montejo Assistant Professor Department of Engineering Science and Materials University of Puerto Rico at Mayaguez
More informationSEISMIC DESIGN OF ARCH BRIDGES DURING STRONG EARTHQUAKE
SEISMIC DESIGN OF ARC BRIDGES DURING STRONG EARTQUAKE Kiyofumi NAKAGAWA 1, Tatsuo IRIE 2, Allan D SUMAYA 3 And Kazuya ODA 4 SUMMARY In structural design of arch bridges, it is essential to determine plastic
More informationSeismic Analyses of Concrete Gravity Dam with 3D Full Dam Model
Seismic Analyses of Concrete Gravity Dam with 3D Full Dam Model Haibo Wang, Deyu Li & Huichen Yang China Institute of Water Resources and Hydropower Research, Beijing, China SUMMARY: Seismic analyses of
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 informationBI-DIRECTIONAL SEISMIC ANALYSIS AND DESIGN OF BRIDGE STEEL TRUSS PIERS ALLOWING A CONTROLLED ROCKING RESPONSE
Proceedings of the 8 th U.S. National Conference on Earthquake Engineering April 18-22, 2006, San Francisco, California, USA Paper No. 1954 BI-DIRECTIONAL SEISMIC ANALYSIS AND DESIGN OF BRIDGE STEEL TRUSS
More informationMethods of Analysis for Earthquake- Resistant Structures
6 Methods of Analysis for Earthquake- Resistant Structures Filip C. Filippou Gregory. Fenves 6. Introduction Structural Analysis Procedures Models of Structures oads and Boundary Conditions Notation 6.
More informationNew model for Shear Failure of R/C Beam-Column Joints. Hitoshi Shiohara
New model for Shear Failure of R/ Beam-olumn Joints Hitoshi Shiohara Dept. of Architectural Engineering, The University of Tokyo, Tokyo 3-8656, Japan; PH +8(3)584-659; FAX+8(3)584-656; email:shiohara@arch.t.u-tokyo.ac.jp
More informationInfluence of Modelling Issues on Nonlinear Static Seismic Analysis of a Regular 3D Steel Structure. A. Belejo; R. Bento - Maio de
ISSN: 871-7869 Influence of Modelling Issues on Nonlinear Static Seismic Analysis of a Regular 3D Steel Structure A. Belejo; R. Bento - Maio de 212 - Relatório ICIST DTC nº 13/212 LIST OF CONTENTS LIST
More informationHarmonized European standards for construction in Egypt
Harmonized European standards for construction in Egypt EN 1998 - Design of structures for earthquake resistance Jean-Armand Calgaro Chairman of CEN/TC250 Organised with the support of the Egyptian Organization
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 informationon the figure. Someone has suggested that, in terms of the degrees of freedom x1 and M. Note that if you think the given 1.2
1) A two-story building frame is shown below. The mass of the frame is assumed to be lumped at the floor levels and the floor slabs are considered rigid. The floor masses and the story stiffnesses are
More informationmidas Civil Dynamic Analysis
Edgar De Los Santos Midas IT August 23 rd 2017 Contents: Introduction Eigen Value Analysis Response Spectrum Analysis Pushover Analysis Time History Analysis Seismic Analysis Seismic Analysis The seismic
More informationSEISMIC RELIABILITY FUNCTIONS OF MULTISTORY BUILDINGS THEIR SENSITIVITY TO SEVERAL ANALYSIS AND DESIGN VARIABLES
October 12-17, 28, Beijing, China SEISMIC RELIABILITY FUNCTIONS OF MULTISTORY BUILDINGS THEIR SENSITIVITY TO SEVERAL ANALYSIS AND DESIGN VARIABLES ABSTRACT : O. Díaz-López 1, E. Ismael-Hernández 2 and
More information18. FAST NONLINEAR ANALYSIS. The Dynamic Analysis of a Structure with a Small Number of Nonlinear Elements is Almost as Fast as a Linear Analysis
18. FAS NONLINEAR ANALYSIS he Dynamic Analysis of a Structure with a Small Number of Nonlinear Elements is Almost as Fast as a Linear Analysis 18.1 INRODUCION he response of real structures when subjected
More informationChapter 4 Seismic Design Requirements for Building Structures
Chapter 4 Seismic Design Requirements for Building Structures where: F a = 1.0 for rock sites which may be assumed if there is 10 feet of soil between the rock surface and the bottom of spread footings
More informationCentrifuge Shaking Table Tests and FEM Analyses of RC Pile Foundation and Underground Structure
Centrifuge Shaking Table s and FEM Analyses of RC Pile Foundation and Underground Structure Kenji Yonezawa Obayashi Corporation, Tokyo, Japan. Takuya Anabuki Obayashi Corporation, Tokyo, Japan. Shunichi
More informationDynamics of structures
Dynamics of structures 2.Vibrations: single degree of freedom system Arnaud Deraemaeker (aderaema@ulb.ac.be) 1 Outline of the chapter *One degree of freedom systems in real life Hypothesis Examples *Response
More informationSeismic performance of buildings resting on sloping ground A review
IOSR Journal of Mechanical and Civil Engineering (IOSR-JMCE) e-issn: 2278-1684,p-ISSN: 2320-334X, Volume 11, Issue 3 Ver. III (May- Jun. 2014), PP 12-19 Seismic performance of buildings resting on sloping
More informationEDEM 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 informationMASONRY MICRO-MODELLING ADOPTING A DISCONTINUOUS FRAMEWORK
MASONRY MICRO-MODELLING ADOPTING A DISCONTINUOUS FRAMEWORK J. Pina-Henriques and Paulo B. Lourenço School of Engineering, University of Minho, Guimarães, Portugal Abstract Several continuous and discontinuous
More informationJunya Yazawa 1 Seiya Shimada 2 and Takumi Ito 3 ABSTRACT 1. INTRODUCTION
PREDICTIVE METHOD OF INELASTIC RESPONSE AND RESIDUAL DEFORMATION OF STEEL FRAME USING SEMI-RIGID CONNECTIONS WITH SELF-RETURNING RESTORING FORCE CHARACTERISTICS Junya Yazawa 1 Seiya Shimada 2 and Takumi
More informationMulti 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 informationFailure Mode and Drift Control of MRF-CBF Dual Systems
The Open Construction and Building Technology Journal, 2010, 4, 121-133 121 Failure Mode and Drift Control of MRF-CBF Dual Systems Maria Teresa Giugliano, Alessandra Longo, Rosario Montuori and Vincenzo
More information