Module 3. DYNAMIC SOIL PROPERTIES (Lectures 10 to 16)

Size: px
Start display at page:

Download "Module 3. DYNAMIC SOIL PROPERTIES (Lectures 10 to 16)"

Transcription

1 Module 3 DYNAMIC SOIL PROPERTIES (Lectures 10 to 16) Lecture 16 Topics 3.9 DAMPING RATIO 3.10 CYCLIC NONLINEAR MODELS 3.11 ADVANCED CONSTITUTIVE MODELS 3.12 STRENGTH OF CYCLICALLY LOADED SOILS Definitions of failure Cyclic strength Monotonic strength 3.9 DAMPING RATIO Theoretically, no hysteretic dissipation of energy takes place at strain below the linear cyclic threshold shear strain. Experimental evidence, however, shows that some energy is dissipated even at very low strain levels (the mechanism is not well understood), so the damping ratio is never zero. above the threshold strain, the breadth of the hysteresis loops exhibited by a cyclically loaded soil increase with increasing cyclic strain amplitude, which indicates that the damping ratio increases with increasing strain amplitude. Damping ratios of highly plastic soils are lower than those of low plasticity soils at the same cyclic strain amplitude (figure 3.50) The damping behavior of gravel is very similar to that of sand (Seed et al., 1984). Dept. of Civil Engg. Indian Institute of Technology, Kanpur 1

2 Figure 3.50: Variation of damping ratio of fine-grained soil with cyclic shear strain amplitude and plasticity index. (After Vucetic and Dobry 1991) Damping behavior is also influenced by effective confining pressure, particularly for soils of low plasticity, Ishibashi and Zhang (1993) developed an empirical expression for the damping ratio of plastic and no plastic soils. Using (equation 3.52) to compute the modulus reduction factor,, the damping ratio is given by [ ( ) ] (3.54) The influence of various environmental and loading conditions on the damping ratio of normally consolidated and moderately over consolidated soils is described in (table 3.9). Table 3.8 Effect of Environmental and Loading Conditions on Modulus Ratio (at a Given Strain Level) of Normally Consolidated and Moderately Over consolidated Soils (from Dobry and Vucetic 1987). Increasing Factor Confining pressure, Increases with ; effect decreases with increasing PI Void ratio, Increases with Geologic age, May increase with Cementation, May increase with Over consolidation ratio, OCR Not affected Plasticity index, PI Increases with PI Cyclic strain, Decreases with Strain rate, G increases with but / probably not affected if G and Dept. of Civil Engg. Indian Institute of Technology, Kanpur 2

3 Number of loading cycles, N are measured at same Decreases after N cycles of large ( measured before N cycles) for clays; for sands, can increase (under drained conditions) decrease (under undrained conditions) 3.10 CYCLIC NONLINEAR MODELS The nonlinear stress-strain behavior of soils can be represented more accurately by cyclic non-linear models that follow the actual stress-strain path during cyclic loading. Such models are able to represent the shear strength of the soil, and with an appropriate pore pressure generation model, changes in effective stress during undrained cyclic loading. A variety of cyclic nonlinear models have been developed; all are characterized by (1) a backbone curve and (2) a series of rules that govern unloading-reloading behavior, stiffness degradation, and other effects. The simplest of these models have relatively simple backbone curves and only a few basic rules. The applicability of cyclic nonlinear models, however, is generally restricted to a fairly narrow, albeit important range of initial conditions and stress paths. The performance of cyclic nonlinear models can be illustrated by a very simple example in which the shape of the backbone curve is described by. The shape of any backbone curve is tied to two parameters, the initial (low-strain) stiffness and the (high-strain) shear strength of the soil. For the simple example, the backbone function,, can be described by a hyperbola (3.55) Table 3.9 Effects of Environmental and Loading Conditions on Damping Ratio of Normally and Moderately Overconsolidated Soils (from Dobry and Vucetic 1987). Increasing Factor Confining pressure, Decreases with ; effect decreases with increasing PI Void ratio, Decreases with Geologic age, Decrease with Cementation, May decrease with Overconsolidation ratio, OCR Not affected Plasticity index, PI Decreases with PI Cyclic strain, Increases with Strain rate, Stays constant or may increase with Number of loading cycles, N Not significant for moderate and N The shape of the hyperbola backbone curve is illustrated in (figure 3.51). Other expressions (e.g., the RAmberg-Osgood model (Ramberg and Osgood, 1943) can also be used to describe the backbone curve. Alternatively, backbone curves can be Dept. of Civil Engg. Indian Institute of Technology, Kanpur 3

4 constructed from modulus reduction curves. Figure 3.51: Hyperbolic backbone curve asymptotic to The quantities may be measured directly, computed, or obtained by empirical correlation. For the example model, the response of the soil to cyclic loading is governed by the following four rules: 1. For initial loading, the stress-strain curve follows the backbone curve. 2. If a stress reversal occurs at a point defined by ( the stress-strain curve follows a path given by ( ) In other words, the unloading and reloading curves have the same shape as the backbone curve (with the origin shifted to the loading reversal point) but is enlarged by a factor of 2. These first two rules, which describe Masing behavior (Masing, 1926), are not sufficient to describe soil response under general cyclic loading. As a result, additional rules are needed. 3. If the unloading or reloading curve exceeds the maximum past strain and intersects the backbone curve, it follows the backbone curve until the next stress reversal. 4. If an unloading or reloading curve crosses an unloading or reloading curve from the previous cycle, the stress-strain curve follows that of the previous cycle. Models that follow these four rules are often called extended Masing models. An example of the extended Masing model is shown in (figure 3.52). Cyclic loading begins at point A, and the stress-strain curve during initial loading (from A to B) follows the backbone curve as required by rule 1. At point B, the loading is reversed and the unloading portion of the stress-strain curve moves away from B along the path required by rule 2. Note that the initial unloading modulus is equal to. Dept. of Civil Engg. Indian Institute of Technology, Kanpur 4

5 The unloading path intersects the backbone curve at point C, and according to rule 3, continues along the backbone curve until the next loading reversal at point D. the reloading curve then moves away from D as required by rule 2, and the process is repeated for the remainder of the applied loading. Although this model is very simple and is expressed only in terms of effective stresses, it inherently incorporates the hysteretic nature of damping and the strain-dependence of the shear modulus and damping ratio. Other unloading-reloading models are available (e.g., Iwan, 1967; Finn et al., 1977; Vucetic, 1990); the Cundall-Pyke, 1979) is particularly straight forward and easily implemented into ground response analyses. To avoid spurious response at very low strain levels, some cyclic nonlinear models require the addition of a small amount of low strain damping. Note that the cyclic nonlinear model does not require the shear strain to be zero when the shear stress is zero. The ability to represent the development of permanent strains is one of the most important advantages of cyclic nonlinear models over equivalent linear models. Figure 3.52: Extended Massing rules: (a) variation of shear stress with time; (b) resulting stress-strain behavior (backbone curve indicated by dashed line) This simple example model does not, however, allow for the determination of shearinduced volumetric strains that can lead to hardening under drained conditions or to pore pressure development with attendant stiffness degradation under undrained conditions. Such factors are accounted for in the majority of the cyclic nonlinear models commonly used in geotechnical earthquake engineering practice (e.g., Finn et al., 1977; Pyke, 1979, 1985). The ability to compute changes in pore pressure, hence also changes in effective stress, represent another significant advantages of cyclic nonlinear models over equivalent linear models. As pore pressures increase, effective stresses decrease, and consequently the values of decrease. Since the shape and position of the backbone curve depends on the backbone curve degrades with increasing pore pressure. As with actual soils, the stiffness in a stress-strain model depends not only on the cyclic strain amplitude, as implied by the equivalent linear model, but also on the stress history of the soil. ADVANCED CONSTITUTIVE MODELS The most accurate and general methods for representation of soil behavior are based on advanced constitutive models that use basic principles of mechanics to describe observed soil behavior for (a) general initial stress conditions, (b) a wide variety of Dept. of Civil Engg. Indian Institute of Technology, Kanpur 5

6 stress paths, (c) rotating principal stress axes, (d) cyclic or monotonic loading, (e) high or low strain rates, and (f) drained or undrained conditions. Such models generally require a yield surface that describes the limiting stress conditions for which elastic behavior is observed, a hardening law that describes changes in the size and shape of the yield surface as plastic deformation occurs, and a flow rule that relates increments of plastic strain to increment of stress. The Cam- Clay (Roscoe and Schofield, 1963) and modified Cam-Clay (Roscoe and Burland, 1968) models were among the first of this type. Improvement in the prediction of shear strains have resulted from the use of multiple nested yield loci within the yield surface (Mroz, 1967; Pervost 1977) and the development of bounding surface models (Dafalias and Popov, 1979) which incorporate a smooth transition from elastic to plastic behavior. Detailed treatment of such advanced constitutive models is beyond the scope of this book. The interested reader can refer to a number of sources, including Desai and Siriwardane (1984), Defalias and Hermann (1982), Wroth and Houlsley (1985), Lade (1988), and Wood (1991) STRENGTH OF CYCLICALLY LOADED SOILS The effect of cyclic loading on the limiting strength of soils is considerable importance in geotechnical earthquake engineering. Problems of slope stability, foundation performance, and retaining wall behavior, amount others, are strongly influenced by the strength that the soil can mobilize at large strains Definitions of failure The shear strength of an element of soil is typically defined as the shear stress mobilized at the point of failure, but failure can be defined in many different ways. In the field, failure is usually associated with deformations that exceed some serviceability limit. Since deformation results from the integration of strains over some volume of soil, the point of failure of an element of soil is often defined in terms of a limiting strain. Consider an element of soil in drained equilibrium under anisotropic stress conditions in a cyclic direct simple shear test (point A in figure 3.53). The application of a cyclic shear stress,, produces (under stress-controlled conditions) a cyclic shear strain,, but also an increase in the average strain,. The average shear strain increases with increasing numbers of loading cycles. Clearly the strength of the soil during cyclic loading could be defined in terms of limiting values of or or of some combination of the two. The available strength of the sol under monotonic loading (after the cyclic loading has ended) may also be of interest. Dept. of Civil Engg. Indian Institute of Technology, Kanpur 6

7 Figure 3.53: Definition of average and cyclic shear stress and shear strain (After Goulois et al., 1985) Cyclic strength The levels of both cycles and permanent deformations are of interest in a number of geotechnical earthquake engineering problems. They are also important in the design of foundations for marine structures subjected to wave loading, and much of the current state of knowledge of cyclic strength has come from research in that area. The cyclic strength of an element of soil depends on the relationship between the average shear stress,, and the cyclic shear stress,. When the average shear stress is low, unidirectional strains will accumulate slowly, so the average shear strain will also be low. The amplitude of the cyclic strain, however, may become large if the cyclic shear stress is large. If, on the other hand, the average shear stress is high (relative to the static shear strength, ), substantial unidirectional strains can develop even when the cyclic shear stress is small. For the case of, no unidirectional strain will develop, so failure must be defined in terms of the cyclic shear strain,. When failure is defined in terms of a specific level of cyclic shear strain (often 3 percent), the cyclic strength ratio, defined as, decreases with increasing numbers of cycles as shown in (figure 3.54). Dept. of Civil Engg. Indian Institute of Technology, Kanpur 7

8 Figure 3.54: Variation of cyclic strength ratio with number of cycles for different soils. (After Lee and Focht, 1976) For cases in which is greater than zero, both, will depend on and (Seed and Chan, 1966). Investigations of the cyclic response of marine clays (e.g., Meimon and Hicher, 1980; Goulois et al. 1985; Anderson et al., 1988) have shown that depends predominantly on and the number of cycles, and depends predominantly on and the numbers of cycles (figure 3.55). Figure 3.55: variation of average shear strain with average shear stress, cyclic shear stress, and number of cycles in cyclic direct simple shear tests on plastic drammen clay. (After Goulois et al., 1985.) Dept. of Civil Engg. Indian Institute of Technology, Kanpur 8

9 Monotonic strength Evaluation of the static stability of slopes and retaining walls and the capacity of foundations after earthquake shaking has ended is another important problem in geotechnical earthquake engineering. Such problems require evaluation of the available shear strength of the soil after the earthquake has ended. This post earthquake strength must reflect any effects of cyclic loading imposed by the earthquake. The ultimate (residual, high-strain) undrained shear strength of a saturated soil is controlled by its void ratio and structure. Barring any change in soil structure, a saturated soil at a particular void ratio will mobilize a specific undrained strength, with little influence of the history of stresses and strains by which that strength is arrived at. For such soil conditions, the undrained strength after cyclic loading will be equal to the undrained strength before undrained loading (at the same strain rate). Since cyclic loading induces positive excess pore pressures, the effective stress in an element of soil sheared monotonically after being subjected to cyclic loading will be lower than that in an identical element that is sheared monotonically without prior cyclic loading. Consequently, the element that had been cycled would be expected to exhibit more delative behavior but to have a lower stiffness in the early stages of monotonic undrained loading than the element that had not been cycled. Changes in monotonic strength can be caused by disturbance of the soil structure during cyclic loading. The extent to which the structure of the soil is disturbed is influenced by the relationship between the cyclic strain amplitude and the strain at which failure occurs under monotonic loading conditions (Thiers and Seed, 1969). Substantial structural disturbance can modify the stress-strain behavior and reduce the monotonic shear strength. The six triaxial specimens shown in (figure 3.56) had similar void ratios (except specimen 6, which had a somewhat higher void ratio than the rest) at the end of consolidation. Specimen 1 was sheared monotonically immediately after consolidation, but specimens 2 to 6 were first subjected to varying levels of cyclic loading. Since the void ratios were nearly the same, the specimens would therefore be expected to have similar monotonic strengths. As shown by the stress-strain curves and stress paths, they behaved largely as would be expected. After being subjected to different levels of cyclic strain, their ultimate (large strain) strength was similar (except specimen 6, which was lower than the others). Differences in the ultimate strength can be explained by small differences in the void ratios and also by differences in the extent of structural disturbance induced by the cyclic loading. Dept. of Civil Engg. Indian Institute of Technology, Kanpur 9

10 Figure 3.56: Effect of cyclic loading on subsequent monotonic undrained loading behavior of traixial specimens of slightly plastic silt: (a) stress-strain behavior; (b) effective stress path behavior. (After Castro and of Christian, 1976) Thiers and Seed (1969) found that the ultimate strength of three clays decreased by less than 10% when the cyclic strain amplitude was less than one-half of the failure strain from monotonic tests. At higher cyclic strain amplitudes, the reduction in strength was more dramatic, as illustrated in (figure 3.57). Similar results have been obtained by others (e.g., Koutsoftas, 1978; Byrne et al., 1984). Figure 3.57: Effect of peak cyclic strain on monotonic strength after cyclic loading. ( Thiers and Seed, (1969)) Dept. of Civil Engg. Indian Institute of Technology, Kanpur 10

Earthquake engineering is the science that studies the behavior of structures

Earthquake engineering is the science that studies the behavior of structures CHAPTER 1 Introduction Earthquake engineering is the science that studies the behavior of structures under earthquake excitation and provides the rules on how to design structures to survive seismic shocks.

More information

SITE INVESTIGATION Validation and Interpretation of data

SITE INVESTIGATION Validation and Interpretation of data SITE INVESTIGATION Validation and Interpretation of data Dr. G.Venkatappa Rao The Impact 1 The Need To determine the type of foundation To assess bearing capacity/settlement Location of Ground water table,issues

More information

LATERAL LOAD BEHAVIOR OF UNBONDED POST-TENSIONED HYBRID COUPLED WALLS. Qiang SHEN Graduate Research Assistant. Yahya C. KURAMA Assistant Professor

LATERAL LOAD BEHAVIOR OF UNBONDED POST-TENSIONED HYBRID COUPLED WALLS. Qiang SHEN Graduate Research Assistant. Yahya C. KURAMA Assistant Professor LATERAL LOAD BEHAVIOR OF UNBONDED POST-TENSIONED HYBRID COUPLED WALLS Qiang SHEN Graduate Research Assistant Yahya C. KURAMA Assistant Professor University of Notre Dame, Civil Engineering and Geological

More information

EFFECT OF THE GRID-SHAPED STABILIZED GROUND IMPROVEMENT TO LIQUEFIABLE GROUND

EFFECT OF THE GRID-SHAPED STABILIZED GROUND IMPROVEMENT TO LIQUEFIABLE GROUND EFFECT OF THE GRID-SHAPED STABILIZED GROUND IMPROVEMENT TO LIQUEFIABLE GROUND K SATO 1 And T MATSUDA 2 SUMMARY Effective countermeasures for liquefaction of sandy ground under or adjacent to existing structures

More information

INTRINSIC SEISMIC PROTECTION OF CANTILEVERED AND ANCHORED RETAINING STRUCTURES

INTRINSIC SEISMIC PROTECTION OF CANTILEVERED AND ANCHORED RETAINING STRUCTURES SECED 2015 Conference: Earthquake Risk and Engineering towards a Resilient World 9-10 July 2015, Cambridge UK INTRINSIC SEISMIC PROTECTION OF CANTILEVERED AND ANCHORED RETAINING STRUCTURES Luigi CALLISTO

More information

PE Exam Review - Geotechnical

PE Exam Review - Geotechnical PE Exam Review - Geotechnical Resources and Visual Aids Item Page I. Glossary... 11 II. Parameters... 9 III. Equations....11 IV. Tables, Charts & Diagrams... 14 1. Module 1 - Soil Classification... 14

More information

Concept of Earthquake Resistant Design

Concept of Earthquake Resistant Design Concept of Earthquake Resistant Design Sudhir K Jain Indian Institute of Technology Gandhinagar November 2012 1 Bhuj Earthquake of 2001 Magnitude 7.7, ~13,805 persons dead Peak ground acceleration ~0.60g

More information

AVOIDING EXCESSIVE DISPLACEMENTS: A NEW DESIGN APPROACH FOR RETAINING WALLS

AVOIDING EXCESSIVE DISPLACEMENTS: A NEW DESIGN APPROACH FOR RETAINING WALLS International Conference on Structural and Foundation Failures August 2-4, 4, Singapore AVOIDING EXCESSIVE DISPLACEMENTS: A NEW DESIGN APPROACH FOR RETAINING WALLS A. S. Osman and M.D. Bolton Department

More information

Experimental Research for Offshore Wind Turbines. Andreas Rogge

Experimental Research for Offshore Wind Turbines. Andreas Rogge Experimental Research for Offshore Wind Turbines Andreas Rogge 1 Pile Foundations Types of pile foundations 2 Pile Foundations Monopile vs. Multi-pile Cyclic moment loads from wind, waves, blade rotation

More information

A Study of Loading Time Effect in Oedometer Test

A Study of Loading Time Effect in Oedometer Test A Study of Loading Time Effect in Oedometer Test *Sanchari Halder 1, Ji-Seung Park 2 and Myoung-Soo Won 3 1), 2), 3) Department of Civil Engineering, Kunsan National University, Gunsan, South Korea 1)

More information

Effectiveness of Gel-Push Sampling Technique to Retrieve Undisturbed Sandy Specimens for Liquefaction Test

Effectiveness of Gel-Push Sampling Technique to Retrieve Undisturbed Sandy Specimens for Liquefaction Test 6 th International Conference on Earthquake Geotechnical Engineering 1-4 November 2015 Christchurch, New Zealand Effectiveness of Gel-Push Sampling Technique to Retrieve Undisturbed Sandy Specimens for

More information

Chapter 11 Compressibility of Soil

Chapter 11 Compressibility of Soil Page 11 1 Chapter 11 Compressibility of Soil 1. The compression of soil layers as a result of foundation or other loadings is caused by (a) deformation of soil particles. (b) relocation of soil particles.

More information

Analysis of Seismic Performance of Steel Moment Connection with Welded Haunch and Cover Plate

Analysis of Seismic Performance of Steel Moment Connection with Welded Haunch and Cover Plate Research Journal of Applied Sciences, Engineering and Technology 4(14): 2199-224, 212 ISSN: 24-7467 Maxwell Scientific Organization, 212 Submitted: March 1, 212 Accepted: April 4, 212 Published: July 15,

More information

III Fatigue Models. 1. Will a crack nucleate? 2. Will it grow? 3. How fast will it grow?

III Fatigue Models. 1. Will a crack nucleate? 2. Will it grow? 3. How fast will it grow? III Fatigue Models 1. Will a crack nucleate? 2. Will it grow? 3. How fast will it grow? Outline Sources of knowledge Modeling Crack nucleation Non propagating cracks Crack growth AM 11/03 2 Source of knowledge

More information

Fagà, Bianco, Bolognini, and Nascimbene 3rd fib International Congress

Fagà, Bianco, Bolognini, and Nascimbene 3rd fib International Congress COMPARISON BETWEEN NUMERICAL AND EXPERIMENTAL CYCLIC RESPONSE OF ALTERNATIVE COLUMN TO FOUNDATION CONNECTIONS OF REINFORCED CONCRETEC PRECAST STRUCTURES Ettore Fagà, Dr, EUCENTRE, Pavia, Italy Lorenzo

More information

Influence of unloading soil modulus on horizontal deformation of diaphragm wall

Influence of unloading soil modulus on horizontal deformation of diaphragm wall Influence of unloading soil modulus on horizontal deformation of diaphragm wall Hoang Viet NGUYEN 1 and Thi Dieu Chinh LUU 2 1 Lecturer, Soil Mechanics and Foundation Department, National University of

More information

CHAPTER 8 THE DESIGN AND ANALYSIS OF MULTI-STORY BUILDINGS WITH LARGE MOMENT END-PLATE CONNECTIONS 8.1 INTRODUCTION

CHAPTER 8 THE DESIGN AND ANALYSIS OF MULTI-STORY BUILDINGS WITH LARGE MOMENT END-PLATE CONNECTIONS 8.1 INTRODUCTION CHAPTER 8 THE DESIGN AND ANALYSIS OF MULTI-STORY BUILDINGS WITH LARGE MOMENT END-PLATE CONNECTIONS 8.1 INTRODUCTION According to the AISC Seismic Provisions for Structural Steel Buildings (1997), steel

More information

Field tests on shallow foundations on stiff clay: moment-rotation response and damping

Field tests on shallow foundations on stiff clay: moment-rotation response and damping Proc. 20 th NZGS Geotechnical Symposium. Eds. GJ Alexander & CY Chin, Napier Field tests on shallow foundations on stiff clay: moment-rotation response and damping R S Salimath Tonkin & Taylor Ltd, Auckland,

More information

Simplified Testing Method for Evaluation of Asphalt Mixtures for their Susceptibility to Permanent Deformation

Simplified Testing Method for Evaluation of Asphalt Mixtures for their Susceptibility to Permanent Deformation Simplified Testing Method for Evaluation of Asphalt Mixtures for their Susceptibility to Permanent Deformation R. Garba Center for Road and Traffic Technology, Norwegian Public Roads Administration, Trondheim,

More information

Dissipative Behaviour of Reinforced-earth Retaining Structures Under Severe Ground Motion

Dissipative Behaviour of Reinforced-earth Retaining Structures Under Severe Ground Motion 6 th International Conference on Earthquake Geotechnical Engineering 1-4 November 2015 Christchurch, New Zealand Dissipative Behaviour of Reinforced-earth Retaining Structures Under Severe Ground Motion

More information

Displacement and acceleration design spectra for seismic isolation systems in Christchurch

Displacement and acceleration design spectra for seismic isolation systems in Christchurch Displacement and acceleration design spectra for seismic isolation systems in Christchurch D. Whittaker Beca Ltd, Christchurch, New Zealand. L. R. Jones Maxlide Ltd, Christchurch, New Zealand. 2014 NZSEE

More information

WEEK 13 Soil Behaviour at Very Large Strains

WEEK 13 Soil Behaviour at Very Large Strains WEEK 13 Soil Behaviour at Very Large Strains 19. Residual strength Starting from soil behaviour at very small strains (less than 0.001%), now we have come to that at very large strains, where the strength

More information

CIV E Geotechnical Engineering I Consolidation

CIV E Geotechnical Engineering I Consolidation Purpose Determine the magnitude and time rate of settlement for a compressible cohesive soil. Required reading Das 2006 Sections 10.4 to 10.16 (pages 312 to 358). Theory Bringing soil samples into the

More information

Effect of beam dimensions on structural performance of wide beam-column joints

Effect of beam dimensions on structural performance of wide beam-column joints Effect of beam dimensions on structural performance of wide beam-column joints J.S. Kuang 1) and *Wing Shan Kam 2) 1), 2) Department of Civil and Environmental Engineering, Hong Kong University of Science

More information

Damage and failure for ductile metals

Damage and failure for ductile metals Damage and failure for ductile metals Damage and failure for ductile metals Introduction Abaqus/Standard and Abaqus/Explicit offer a general capability for predicting the onset of failure, and Abaqus/Explicit

More information

TRAFFIC LOAD INDUCED PERMANENT DEFORMATION OF LOW ROAD EMBANKMENT ON SOFT SUBSOIL

TRAFFIC LOAD INDUCED PERMANENT DEFORMATION OF LOW ROAD EMBANKMENT ON SOFT SUBSOIL TRAFFIC LOAD INDUCD PRMANNT DFORMATION OF LOW ROAD MBANKMNT ON SOFT SUBSOIL Jin-Chun Chai 1 and Norihiko Miura 2 ABSTRACT A simple method for predicting the traffic load induced settlement of low road

More information

NON-LINEAR STATIC PUSHOVER ANALYSIS FOR MULTI-STORED BUILDING BY USING ETABS

NON-LINEAR STATIC PUSHOVER ANALYSIS FOR MULTI-STORED BUILDING BY USING ETABS NON-LINEAR STATIC PUSHOVER ANALYSIS FOR MULTI-STORED BUILDING BY USING ETABS Polupalli Victor Paul 1, K Sampath Kumar 2 1 PG Student, Dept of Civil Engineering, Nova College of Engineering & Technology,

More information

Recent Advances in Non-Linear Soil-Structure Interaction Analysis using LS-DYNA

Recent Advances in Non-Linear Soil-Structure Interaction Analysis using LS-DYNA Recent Advances in Non-Linear Soil-Structure Interaction Analysis using LS-DYNA Michael Willford Arup, San Francisco, USA Richard Sturt Arup, London, UK Yuli Huang Arup, San Francisco, USA Ibrahim Almufti

More information

SHEAR STRENGTH CAPACITY OF PRESTRESSED CONCRETE BEAM- COLUMN JOINT FOCUSING ON TENDON ANCHORAGE LOCATION

SHEAR STRENGTH CAPACITY OF PRESTRESSED CONCRETE BEAM- COLUMN JOINT FOCUSING ON TENDON ANCHORAGE LOCATION th World Conference on Earthquake Engineering Vancouver, B.C., Canada August -6, Paper No. SHEAR STRENGTH CAPACITY OF PRESTRESSED CONCRETE BEAM- COLUMN JOINT FOCUSING ON TENDON ANCHORAGE LOCATION Wei YUE,

More information

FINITE ELEMENT ANALYSIS OF REINFORCED CONCRETE BRIDGE PIER COLUMNS SUBJECTED TO SEISMIS LOADING

FINITE ELEMENT ANALYSIS OF REINFORCED CONCRETE BRIDGE PIER COLUMNS SUBJECTED TO SEISMIS LOADING FINITE ELEMENT ANALYSIS OF REINFORCED CONCRETE BRIDGE PIER COLUMNS SUBJECTED TO SEISMIS LOADING By Benjamin M. Schlick University of Massachusetts Amherst Department of Civil and Environmental Engineering

More information

SEISMIC PERFORMANCE OF CONCRETE TILT-UP BUILDINGS: CURRENT WALL-TO-SLAB CONNECTIONS

SEISMIC PERFORMANCE OF CONCRETE TILT-UP BUILDINGS: CURRENT WALL-TO-SLAB CONNECTIONS SEISMIC PERFORMANCE OF CONCRETE TILT-UP BUILDINGS: CURRENT WALL-TO-SLAB CONNECTIONS Frank Devine, 1 Omri Olund, 2 Ken Elwood 3 and Perry Adebar 4 1 Graduate Student, Dept. of Civil Engineering, University

More information

Modeling of Coupled Nonlinear Shear and Flexural Responses in Medium-Rise RC Walls

Modeling of Coupled Nonlinear Shear and Flexural Responses in Medium-Rise RC Walls ing of Coupled Nonlinear Shear and Flexural Responses in Medium-Rise RC Walls Burak HOROZ 1, M.Fethi GÜLLÜ 2, and Kutay ORAKÇAL 3 1 Research Assistant Bogazici University, Istanbul, Turkey 2 Research Assistant

More information

Effective Length of RC Column with Spandrel Wall

Effective Length of RC Column with Spandrel Wall Effective Length of RC Column with Spandrel Wall *Eun-Lim Baek 1), and Sang-Hoon Oh 2) and Sang-Ho Lee 3) 1), 2) Department of Architectural Engineering, Pusan National University, Busan 69-735, Korea

More information

Testing and Analysis

Testing and Analysis Testing and Analysis Fatigue and Failure Testing of Elastomers for Analysis By Kurt Miller, Introduction Elastomeric materials in engineering applications experience complicated strains and stresses. They

More information

Seismic performance based-design of large earth and tailing dams

Seismic performance based-design of large earth and tailing dams Performance-Based Design in Earthquake Geotechnical Engineering Kokusho, Tsukamoto & Yoshimine (eds) 2009 Taylor & Francis Group, London, ISBN 978-0-415-55614-9 Seismic performance based-design of large

More information

Classical soil-structure interaction and the New Zealand structural design actions standard NZS (2004)

Classical soil-structure interaction and the New Zealand structural design actions standard NZS (2004) Proc. 18 th NZGS Geotechnical Symposium on Soil-Structure Interaction. Ed. CY Chin, Auckland Classical soil-structure interaction and the New Zealand structural design actions standard NZS 1170.5 (2004)

More information

Effect of Static and Cyclic Loading on Behavior of Fiber Reinforced Sand

Effect of Static and Cyclic Loading on Behavior of Fiber Reinforced Sand IOSR Journal of Engineering (IOSRJEN) e-issn: 2250-3021, p-issn: 2278-8719 Vol. 3, Issue 9 (September. 2013), V3 PP 56-63 Effect of Static and Cyclic Loading on Behavior of Fiber Reinforced Sand H.N Ramesh,

More information

Effective Viscous Damping Ratio in Seismic Response of Reinforced Concrete Structures

Effective Viscous Damping Ratio in Seismic Response of Reinforced Concrete Structures 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

22. DESIGN OF STEEL BRACED FRAMES Eccentrically Braced Steel Frames

22. DESIGN OF STEEL BRACED FRAMES Eccentrically Braced Steel Frames 22. DESIGN OF STEEL BRACED FRAMES 22.1 Eccentrically Braced Steel Frames Objective is to dissipate energy in the shear or moment links and to protect the remainder of the frame from inelastic action, including

More information

Performance based Displacement Limits for Reinforced Concrete Columns under Flexure

Performance based Displacement Limits for Reinforced Concrete Columns under Flexure Performance based Displacement Limits for Reinforced Concrete Columns under Flexure Ahmet Yakut, Taylan Solmaz Earthquake Engineering Research Center, Middle East Technical University, Ankara,Turkey SUMMARY:

More information

Recent progress in research on the dynamic response of frozen soil

Recent progress in research on the dynamic response of frozen soil Recent progress in research on the dynamic response of frozen soil Permafrost, Phillips, Springman & Arenson (eds) 2003 Swets & Zeitlinger, Lisse, ISBN 90 5809 582 7 S.P. Zhao, Y.L. Zhu & P. He State Key

More information

SHAKE TABLE TESTING OF BRIDGE REINFORCED CONCRETE COLUMNS UNDER COMBINED ACTIONS

SHAKE TABLE TESTING OF BRIDGE REINFORCED CONCRETE COLUMNS UNDER COMBINED ACTIONS SHAKE TABLE TESTING OF BRIDGE REINFORCED CONCRETE COLUMNS UNDER COMBINED ACTIONS Juan G. Arias Acosta, Graduate Student David H. Sanders, Professor and Project PI University of Nevada, Reno NEESR SG 53737

More information

Monotonic shear behaviour of sand-tyre chips mixtures

Monotonic shear behaviour of sand-tyre chips mixtures Okamoto, M., Orense, R., Hyodo, M. & Kuwata, J. (28) Proc. 18 th NZGS Geotechnical Symposium on Soil-Structure Interaction. Ed. CY Chin, Auckland Maki Okamoto Connell Wagner, Auckland, NZ Rolando P. Orense

More information

A design approach for piles in langley clay based on pda testing

A design approach for piles in langley clay based on pda testing A design approach for piles in langley clay based on pda testing Yen T. Bui, EIT Geotechnical Engineer, MEG Consulting Limited, Richmond, BC, John P. Sully, Ph.D., P. Eng. Principal, MEG Consulting Limited,

More information

Literature Review of Wood-frame Structure Tests

Literature Review of Wood-frame Structure Tests CHAPTER 2 Literature Review of Wood-frame Structure Tests This dissertation focuses on the investigative process of extracting dynamic characteristics of wood-frame structures from measured seismic response.

More information

This point intends to acquaint the reader with some of the basic concepts of the earthquake engineer:

This point intends to acquaint the reader with some of the basic concepts of the earthquake engineer: Chapter II. REVIEW OF PREVIOUS RESEARCH II.1. Introduction: The purpose of this chapter is to review first the basic concepts for earthquake engineering. It is not intended to review the basic concepts

More information

ELASTOMER RATE-DEPENDENCE: A TESTING AND MATERIAL MODELING METHODOLOGY

ELASTOMER RATE-DEPENDENCE: A TESTING AND MATERIAL MODELING METHODOLOGY Paper # 11 ELASTOMER RATE-DEPENDENCE: A TESTING AND MATERIAL MODELING METHODOLOGY By Tod Dalrymple* and Jaehwan Choi DASSAULT SYSTÈMES SIMULIA CORP. Great Lakes Region Northville, Michigan and Kurt Miller

More information

Design Spectra for Seismic Isolation Systems in Christchurch, New Zealand

Design Spectra for Seismic Isolation Systems in Christchurch, New Zealand Design Spectra for Seismic Isolation Systems in Christchurch, New Zealand D. Whittaker Beca Ltd, Christchurch, New Zealand. L. R. Jones Maxlide Inc, California, USA. 2013 NZSEE Conference ABSTRACT: Acceleration

More information

Challenges in Seismic Stability Analysis of Tailings Dams

Challenges in Seismic Stability Analysis of Tailings Dams Challenges in Seismic Stability Analysis of Tailings Dams David Zeng Dept. of Civil Engineering Case Western Reserve University International Workshop on Seismic Stability of Tailings Dams November 10,

More information

ON DRIFT LIMITS ASSOCIATED WITH DIFFERENT DAMAGE LEVELS. Ahmed GHOBARAH 1 ABSTRACT

ON DRIFT LIMITS ASSOCIATED WITH DIFFERENT DAMAGE LEVELS. Ahmed GHOBARAH 1 ABSTRACT ON DRIFT LIMITS ASSOCIATED WITH DIFFERENT DAMAGE LEVELS Ahmed GHOBARAH ABSTRACT Performance objectives in performance-based design procedures have been described in several ways according to the operational

More information

Over the last decade, drilled and postgrouted micropile foundations have

Over the last decade, drilled and postgrouted micropile foundations have Seismic Design of Micropile Foundation Systems Leo Panian, S.E., and Mike Korolyk, S.E. Over the last decade, drilled and postgrouted micropile foundations have come to be increasingly relied on for resisting

More information

Shear behavior of coarse aggregates for dam construction under varied stress paths

Shear behavior of coarse aggregates for dam construction under varied stress paths Water Science and Engineering, Mar. 2008, Vol. 1, No. 1, 63 77. DOI: 10.3882/j. issn. 1674-2370.2008.01.007 ISSN 1674 2370, http://kkb.hhu.edu.cn, e-mail: wse@hhu.edu.cn Shear behavior of coarse aggregates

More information

ASSESSMENT OF SEISMIC BEHAVIOR OF ECCENTRICALLY BRACED FRAME WITH DOUBLE VERTICAL LINK (DV-EBF) ABSTRACT

ASSESSMENT OF SEISMIC BEHAVIOR OF ECCENTRICALLY BRACED FRAME WITH DOUBLE VERTICAL LINK (DV-EBF) ABSTRACT SSESSENT OF SEISIC BEHVIOR OF ECCENTRICLLY BRCED FRE WITH DOUBLE VERTICL LINK (DV-EBF).. Shayanfar 1 and. R. Rezaeian 2 BSTRCT This paper is an experimental study on the behavior of vertical shear link

More information

Shaking table tests in earthquake geotechnical engineering

Shaking table tests in earthquake geotechnical engineering Shaking table tests in earthquake geotechnical engineering S. K. Prasad 1, *, I. Towhata 2, G. P. Chandradhara 1 and P. Nanjundaswamy 1 1 Department of Civil Engineering, S. J. College of Engineering,

More information

Seismic behaviour of timber shear walls with loadlimiting slip-friction connectors

Seismic behaviour of timber shear walls with loadlimiting slip-friction connectors Seismic behaviour of timber shear walls with loadlimiting slip-friction connectors W. Y. Loo, P. Quenneville & N. Chouw Department of Civil and Environmental Engineering, University of Auckland, Auckland,

More information

EFFECT OF VENEER JOINT REINFORCEMENT ON BRICK TIE EMBEDMENT

EFFECT OF VENEER JOINT REINFORCEMENT ON BRICK TIE EMBEDMENT EFFECT OF VENEER JOINT REINFORCEMENT ON BRICK TIE EMBEDMENT William McEwen, 1 Ari Wibowo, 2 Perry Adebar, 2 and Donald Anderson 2 ABSTRACT Some building codes require single wire joint reinforcement in

More information

PLASTIC DEFORMATION CAPACITY AND HYSTERETIC BEHAVIOR OF U-SHAPED STEEL DAMPERS FOR SEISMIC ISOLATED-BUILDINGS UNDER DYNAMIC CYCLIC LOADINGS

PLASTIC DEFORMATION CAPACITY AND HYSTERETIC BEHAVIOR OF U-SHAPED STEEL DAMPERS FOR SEISMIC ISOLATED-BUILDINGS UNDER DYNAMIC CYCLIC LOADINGS NCEE Tenth U.S. National Conference on Earthquake Engineering Frontiers of Earthquake Engineering July 2-25, 24 Anchorage, Alaska PLASTIC DEFORMATION CAPACITY AND HYSTERETIC BEHAVIOR OF U-SHAPED STEEL

More information

Improvement Of Sandy Soil Properties By Using Bentonite

Improvement Of Sandy Soil Properties By Using Bentonite Improvement Of Sandy Soil Properties By Using Bentonite Assistant Lecturer. Tawfiq Aamir Jawad / Department of Structures and Water Resources/ E-mail. Tawfeeq76@yahoo.com Assistant Lecturer. Asaad Mohammed

More information

AN EXPLORATORY EXPERIMENTAL STUDY OF NEAR-FAULT GROUND MOTION EFFECTS ON REINFORCED CONCRETE BRIDGE COLUMNS ABSTRACT

AN EXPLORATORY EXPERIMENTAL STUDY OF NEAR-FAULT GROUND MOTION EFFECTS ON REINFORCED CONCRETE BRIDGE COLUMNS ABSTRACT AN EXPLORATORY EXPERIMENTAL STUDY OF NEAR-FAULT GROUND MOTION EFFECTS ON REINFORCED CONCRETE BRIDGE COLUMNS V. Phan 1, M. Saiidi 2, J. Anderson 3, and H. Ghasemi 4 ABSTRACT Strong earthquakes of the past

More information

Numerical study of shear wall behavior coupled with HPFRCC beam and diagonal reinforcements

Numerical study of shear wall behavior coupled with HPFRCC beam and diagonal reinforcements Engineering Solid Mechanics 4 (206) 53-62 Contents lists available at GrowingScience Engineering Solid Mechanics homepage: www.growingscience.com/esm Numerical study of shear wall behavior coupled with

More information

Research on the Influence of Infill Walls on Seismic Performance of Masonry Buildings with Bottom Frame-Shear Walls

Research on the Influence of Infill Walls on Seismic Performance of Masonry Buildings with Bottom Frame-Shear Walls AMSE JOURNALS-AMSE IIETA publication-7-series: Modelling B; Vol. 8; N ; pp - Submitted Jan. 7; Revised March, 7, Accepted April, 7 Research on the Influence of Infill Walls on Seismic Performance of Masonry

More information

3.5 Tier 1 Analysis Overview Seismic Shear Forces

3.5 Tier 1 Analysis Overview Seismic Shear Forces Chapter 3.0 - Screening Phase (Tier ) 3.5 Tier Analysis 3.5. Overview Analyses performed as part of Tier of the Evaluation Process are limited to Quick Checks. Quick Checks shall be used to calculate the

More information

1. INTRODUCTION. Fig.1 Dimension of test specimen

1. INTRODUCTION. Fig.1 Dimension of test specimen F1B04 Evaluation of a Shear Wall Reinforced with Glass FRP Bars Subjected to Lateral Cyclic Loading Nayera Mohamed PhD candidate, Department of Civil Engineering, University of Sherbrooke, Sherbrooke,

More information

Experimental Study on Wall-Frame Connection of Confined Masonry Wall

Experimental Study on Wall-Frame Connection of Confined Masonry Wall Available online at www.sciencedirect.com Procedia Engineering () The Twelfth East Asia-Pacific Conference on Structural Engineering and Construction Experimental Study on Wall-Frame Connection of Confined

More information

Experimental Behavior of Concrete Cylinders Confined with CFRP Composites

Experimental Behavior of Concrete Cylinders Confined with CFRP Composites Experimental Behavior of Concrete Cylinders Confined with CFRP Composites A.R. Rahai 1, P. Sadeghian 2 and M.R. Ehsani 3 1 Professor, Dept. of Civil and Environmental Engineering, Amirkabir University

More information

DEVELOPMENT OF THE INELASTIC DEMAND SPECTRA CONSIDERING HYSTERETIC CHARACTERISTICS AND SOIL CONDITIONS

DEVELOPMENT OF THE INELASTIC DEMAND SPECTRA CONSIDERING HYSTERETIC CHARACTERISTICS AND SOIL CONDITIONS 3 th World Conference on Earthquake Engineering Vancouver,.C., Canada August -6, Paper No. 688 DEVELOPMENT OF THE INELASTIC DEMAND SPECTRA CONSIDERING HYSTERETIC CHARACTERISTICS AND SOIL CONDITIONS Hyun-Ho

More information

SEISMIC VULNERABILITY ASSESSMENT OF STEEL PIPE SUPPORT STRUCTURES

SEISMIC VULNERABILITY ASSESSMENT OF STEEL PIPE SUPPORT STRUCTURES 10NCEE Tenth U.S. National Conference on Earthquake Engineering Frontiers of Earthquake Engineering July 21-25, 2014 Anchorage, Alaska SEISMIC VULNERABILITY ASSESSMENT OF STEEL PIPE SUPPORT STRUCTURES

More information

Dynamic Stability of Elastomeric Bearings at Large Displacement

Dynamic Stability of Elastomeric Bearings at Large Displacement Dynamic Stability of Elastomeric Bearings at Large Displacement A. Masroor, J. Sanchez, G. Mosqueda University at Buffalo, NY, USA K. L. Ryan University of Nevada, Reno, USA SUMMARY: Bearings used in the

More information

GEOSYNTHETICS ENGINEERING: IN THEORY AND PRACTICE

GEOSYNTHETICS ENGINEERING: IN THEORY AND PRACTICE GEOSYNTHETICS ENGINEERING: IN THEORY AND PRACTICE Prof. J. N. Mandal Department of civil engineering, IIT Bombay, Powai, Mumbai 400076, India. Tel.022-25767328 email: cejnm@civil.iitb.ac.in Module - 9

More information

Residual Post-Fire Behaviour of Pre-Damaged Confined Concrete

Residual Post-Fire Behaviour of Pre-Damaged Confined Concrete Residual Post-Fire Behaviour of Pre-Damaged Confined Concrete V. Kumar, U. K. Sharma, B. Singh, P. Bhargava Indian Institute of Technology Roorkee, Roorkee 247667 SUMMARY: The effects of pre-damage on

More information

BEHAVIOR IMPROVEMENT OF FOOTINGS ON SOFT CLAY UTILIZING GEOFOAM

BEHAVIOR IMPROVEMENT OF FOOTINGS ON SOFT CLAY UTILIZING GEOFOAM BEHAVIOR IMPROVEMENT OF FOOTINGS ON SOFT CLAY UTILIZING GEOFOAM G. E. ABDELRAHMAN AND A. F. ELRAGI Department of Civil Engineering, Fayoum University Fayoum, Egypt ABSTRACT: EPS, expanded poly-styrene

More information

339. Massarsch, K.R and Fellenius, B.H., Ground vibrations from pile and sheet pile driving. Part 1 Building Damage. Proceedings of the DFI-

339. Massarsch, K.R and Fellenius, B.H., Ground vibrations from pile and sheet pile driving. Part 1 Building Damage. Proceedings of the DFI- 339. Massarsch, K.R and Fellenius, B.H., 2014. Ground vibrations from pile and sheet pile driving. Part 1 Building Damage. Proceedings of the DFI- EFFC International Conference on Piling and Deep Foundations,

More information

EFFECT OF HYSTERETIC MODELS ON THE INELASTIC DESIGN SPECTRA

EFFECT OF HYSTERETIC MODELS ON THE INELASTIC DESIGN SPECTRA EFFECT OF HYSTERETIC MODELS ON THE INELASTIC DESIGN SPECTRA Young-Hun OH 1, Sang Whan HAN 2 And Li-Hyung LEE 3 SUMMARY The design response spectrum has been widely used in seismic design to estimate force

More information

ANALYSIS PROCEDURES FOR PERFORMANCED BASED DESIGN

ANALYSIS PROCEDURES FOR PERFORMANCED BASED DESIGN ANALYSIS PROCEDURES FOR PERFORMANCED BASED DESIGN Trevor E KELLY 1 And Jonathan D CHAMBERS 2 SUMMARY This paper evaluates the two nonlinear procedures used for Performance Based Design, the nonlinear static

More information

True Stress and True Strain

True Stress and True Strain True Stress and True Strain For engineering stress ( ) and engineering strain ( ), the original (gauge) dimensions of specimen are employed. However, length and cross-sectional area change in plastic region.

More information

Application of Pushover Analysis for Evaluating Seismic Performance of RC Building

Application of Pushover Analysis for Evaluating Seismic Performance of RC Building Application of Pushover Analysis for Evaluating Seismic Performance of RC Building Riza Ainul Hakim* MSc Student in Civil Engineering, Faculty of Engineering, King Abdul-Aziz University, Jeddah, KSA Mohammed

More information

Monitoring a Drilled Shaft Retaining Wall in Expansive Clay: Long-Term Performance in Response to Moisture Fluctuations

Monitoring a Drilled Shaft Retaining Wall in Expansive Clay: Long-Term Performance in Response to Moisture Fluctuations 1348 Brown, A.C., Dellinger, G., Helwa, A., El-Mohtar, C., Zornberg, J.G., and Gilbert, R.B. (2015). Monitoring a Drilled Shaft Retaining Wall in Expansive Clay: Long-Term Performance in Response to Moisture

More information

Collapse analysis of the Daikai station in Kobe Metropolitan

Collapse analysis of the Daikai station in Kobe Metropolitan Collapse analysis of the Daikai station in Kobe Metropolitan David Lourenço Brito Department of Civil Engineering and Architecture, IST, Technical University of Lisbon 1. Introduction Generally, underground

More information

Liquid limit of soils from equilibrium water content in one-dimensional normal compression

Liquid limit of soils from equilibrium water content in one-dimensional normal compression & Liquid limit of soils from equilibrium water content in one-dimensional normal compression A. Sridharan, PhD, DSc, H. B. Nagaraj, MTech and P. S. Prasad, ME Consistency limits are extensively used in

More information

A new ductile approach design of joints assembled with screw connectors

A new ductile approach design of joints assembled with screw connectors A new ductile approach design of joints assembled with screw connectors Roberto TOMASI Researcher Dpt. Mech. & Struct. Engineering, Trento, Italy Maurizio PIAZZA Professor Dpt. Mech. & Struct. Engineering,

More information

PEER/ATC-72-1 Modeling and Acceptance Criteria for. Overview. Jon A. Heintz

PEER/ATC-72-1 Modeling and Acceptance Criteria for. Overview. Jon A. Heintz PEER/ATC-72-1 Modeling and Acceptance Criteria for Tall Buildings Jon A. Heintz Director of Projects Applied Technology Council Redwood City, California SEAONC April 19, 2011 Overview Introduce the PEER/ATC-72-1

More information

ELASTO-PLASTIC BEHAVIOR OF HORIZONTAL HAUNCHED BEAM-TO- COLUMN CONNECTION

ELASTO-PLASTIC BEHAVIOR OF HORIZONTAL HAUNCHED BEAM-TO- COLUMN CONNECTION ELASTO-PLASTIC BEHAVIOR OF HORIZONTAL HAUNCHED BEAM-TO- COLUMN CONNECTION Naoki TANAKA 1, Yoshikazu SAWAMOTO 2 And Toshio SAEKI 3 SUMMARY In response to the 1995 Hyogoken-Nanbu earthquake, horizontal haunched

More information

INTERNATIONAL JOURNAL OF CIVIL AND STRUCTURAL ENGINEERING Volume 2, No 2, 2011

INTERNATIONAL JOURNAL OF CIVIL AND STRUCTURAL ENGINEERING Volume 2, No 2, 2011 INTERNATIONAL JOURNAL OF CIVIL AND STRUCTURAL ENGINEERING Volume 2, No 2, 2011 Copyright 2010 All rights reserved Integrated Publishing services Research article ISSN 0976 4399 Nonlinear Seismic Behavior

More information

We are Nitinol. "!!# "!!# Westinghouse Drive Fremont, California t f

We are Nitinol. !!# !!# Westinghouse Drive Fremont, California t f We are Nitinol. www.nitinol.com 47533 Westinghouse Drive Fremont, California 94539 t 510.683.2000 f 510.683.2001 Proceedings of the International Conference on Shape Memory and Superelastic Technologies

More information

Malaysian Journal of Civil Engineering 26(3): (2014) Department of Civil Engineering, Tripoli University, Tripoli, Libya 2

Malaysian Journal of Civil Engineering 26(3): (2014) Department of Civil Engineering, Tripoli University, Tripoli, Libya 2 Malaysian Journal of Civil Engineering 26(3):326-336 (214) EVALUATION OF ENERGY DISSIPATION IN FLEXURE FOR TWO STAGE CONCRETE Hamdi Abdurrahmn 1, Hakim S. Abdelgader 1, A.S.M. Abdul Awal 2 * & Ali S. El-Baden

More information

RESEARCH PROJECT AT UNIVERSITY OF NEVADA, RENO

RESEARCH PROJECT AT UNIVERSITY OF NEVADA, RENO RESEARCH PROJECT AT UNIVERSITY OF NEVADA, RENO QUARTERLY REPORT October 1, 2016 to December 31, 2016 Period Year 1 Project Development and Seismic Evaluation of Pier Systems w/ Pocket Connections and Square

More information

Effects of Dynamic Soil-Structure Interaction on Inelastic Behaviour of Mid-Rise Moment Resisting Buildings on Soft Soils

Effects of Dynamic Soil-Structure Interaction on Inelastic Behaviour of Mid-Rise Moment Resisting Buildings on Soft Soils Effects of Dynamic Soil-Structure Interaction on Inelastic Behaviour of Mid-Rise Moment Resisting Buildings on Soft Soils Hamid Reza Tabatabaiefar, Bijan Samali, and Behzad Fatahi Centre for Built Infrastructure

More information

DESIGN OF HIGH-RISE CORE-WALL BUILDINGS: A CANADIAN PERSPECTIVE

DESIGN OF HIGH-RISE CORE-WALL BUILDINGS: A CANADIAN PERSPECTIVE DESIGN OF HIGH-RISE CORE-WALL BUILDINGS: A CANADIAN PERSPECTIVE Perry Adebar Professor, Dept. of Civil Engineering, The University of British Columbia, Vancouver, Canada Email: adebar@civil.ubc.ca ABSTRACT

More information

SEISMIC RETROFIT OF A TYPICAL REINFORCED CONCRETE BUILDING THROUGH FRP JACKETING OF EXTENDED RECTANGULAR COLUMNS

SEISMIC RETROFIT OF A TYPICAL REINFORCED CONCRETE BUILDING THROUGH FRP JACKETING OF EXTENDED RECTANGULAR COLUMNS 6 th International Conference on Advanced Composite Materials in Bridges and Structures 6 ième Conférence Internationale sur les matériaux composites d avant-garde pour ponts et charpentes Kingston, Ontario,

More information

Seismic Safety Evaluation of Bridge Structures Based on Inelastic Spectrum Method

Seismic Safety Evaluation of Bridge Structures Based on Inelastic Spectrum Method October 1-17, 8, Beijing, China Seismic Safety Evaluation of Bridge Structures Based on Inelastic Spectrum Method Cui Gaohang 1, Liu Chunguang, Tao Xiaxin 3, Chen Xianmai 4 1 Doctor, Dept. of Civil Engineering,

More information

Effect of Leaching and Gypsum Content on Properties of Gypseous Soil

Effect of Leaching and Gypsum Content on Properties of Gypseous Soil International Journal of Scientific and Research Publications, Volume 2, Issue 9, September 2012 1 Effect of Leaching and Gypsum Content on Properties of Gypseous Soil Fauziah Ahmad, Md Azlin Md Said,

More information

A new approach to the estimation of undrained settlement of shallow foundations on soft clay

A new approach to the estimation of undrained settlement of shallow foundations on soft clay Engineering Practice and Performance of Soft Deposits, IS-OSAKA 2004, ISBN 4-88644-812-7 A new approach to the estimation of undrained settlement of shallow foundations on soft clay Ashraf S. Osman 1 and

More information

CHAPTER 3 OUTLINE PROPERTIES OF MATERIALS PART 1

CHAPTER 3 OUTLINE PROPERTIES OF MATERIALS PART 1 CHAPTER 3 PROPERTIES OF MATERIALS PART 1 30 July 2007 1 OUTLINE 3.1 Mechanical Properties 3.1.1 Definition 3.1.2 Factors Affecting Mechanical Properties 3.1.3 Kinds of Mechanical Properties 3.1.4 Stress

More information

Distribution Restriction Statement

Distribution Restriction Statement DEPARTMENT OF THE ARMY U.S. Army Corps of Engineers CECW-EG Washington, DC 20314-1000 ETL 1110-2-544 Technical Letter No. 1110-2-544 31 July 1995 Engineering and Design GEOTECHNICAL ANALYSIS BY THE FINITE

More information

PEER Tall Building Seismic Design. Purpose of Analysis. Service Level and MCE Analysis. Ronald O. Hamburger

PEER Tall Building Seismic Design. Purpose of Analysis. Service Level and MCE Analysis. Ronald O. Hamburger PEER Tall Building Seismic Design Guidelines Service Level and MCE Analysis Ronald O. Hamburger Senior Principal Simpson Gumpertz & Heger Inc. SEAONC April 19, 2010 Purpose of Analysis Demonstrate that

More information

CTBUH Technical Paper

CTBUH Technical Paper CTBUH Technical Paper http://technicalpapers.ctbuh.org Subject: Paper Title: Structural Engineering Seismic Performance of Coupling Beam Damper System Author(s): Ahn, Taesang 1 Kim, YoungJu 1 Kim, SangDae

More information

EVALUATION OF THE NEED FOR WEAK BEAM-STRONG COLUMN DESIGN IN DUAL FRAME-WALL STRUCTURES

EVALUATION OF THE NEED FOR WEAK BEAM-STRONG COLUMN DESIGN IN DUAL FRAME-WALL STRUCTURES EVALUATION OF THE NEED FOR WEAK BEAM-STRONG COLUMN DESIGN IN DUAL FRAME-WALL STRUCTURES Rita BENTO And Mário LOPES SUMMARY According to Capacity Design principles, in multi-storey frames it is considered

More information

Applications of Explosive Compaction for Tailings Volume Reduction

Applications of Explosive Compaction for Tailings Volume Reduction Applications of Explosive Compaction for Tailings Volume Reduction W. Blair Gohl and David A. Ward Explosive Compaction Inc., Surrey, B.C., Canada Ronald J. Elliott Pacific Blasting and Demolition Ltd.,

More information

Modelling the seismic response of light-timber-framed buildings

Modelling the seismic response of light-timber-framed buildings Modelling the seismic response of light-timber-framed buildings B.L. Deam & P.J. Moss Wood Technology Research Centre and Department of Civil Engineering, University of Canterbury, Christchurch NZSEE 2001

More information

FINITE ELEMENT MODELING OF NON-DUCTILE REINFORCED CONCRETE COLUMNS

FINITE ELEMENT MODELING OF NON-DUCTILE REINFORCED CONCRETE COLUMNS Research and Development Journal Volume 26 Issue 1 January-March 2015 Received 20 October 2014 Accepted 22 December 2014 The Engineering Institute of Thailand under H.M. The King s Patronage The Engineering

More information