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Articles 1531 - 1560 of 4583

Full-Text Articles in Engineering

Seismic Site Response Analysis Using Spreadsheets, Geraldo R. Iglesia, James L. Stiady May 2010

Seismic Site Response Analysis Using Spreadsheets, Geraldo R. Iglesia, James L. Stiady

International Conferences on Recent Advances in Geotechnical Earthquake Engineering and Soil Dynamics

A spreadsheet-based framework for quantifying local site response due to seismic excitation is presented in this paper. The main focus here is on equivalent-linear one-dimensional analysis, similar to the computer program SHAKE or its derivative kin, which by far is the most commonly used approach for performing ground response evaluation. Such analysis involves the computation of the response of a semi-infinite horizontally layered deposit overlying a uniform half-space subjected to vertically propagating shear waves. The bulk of the analysis is actually carried out in the frequency domain, which involves operations with complex-algebraic parameters. Widely available spreadsheet software is typically equipped …

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A Study Of Effective Factors On The Behavioural Characteristics Of Clayey Sands, Omid Naeemifar, S. Shahaboddin Yasrobi May 2010

A Study Of Effective Factors On The Behavioural Characteristics Of Clayey Sands, Omid Naeemifar, S. Shahaboddin Yasrobi

International Conferences on Recent Advances in Geotechnical Earthquake Engineering and Soil Dynamics

As in recent years liquefaction phenomena have occurred in sandy soils containing different amounts of clay contents, it was concluded that in addition to silty sands, clayey sands are also vulnerable to liquefaction phenomenon. So, the urge for comprehensive study aroused to cover the issue. In this paper, the effect of clay content and its plasticity properties on behavioural characteristics of clayey sands under various density and confining pressure values have been investigated. To achieve the goal, about a hundred monotonic triaxial tests were performed on remoulded specimens of sandy soils containing different clay contents with different plasticity values. Based …

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Assessment Of Liquefaction-Induced Foundation Soil Deformations, K. Onder Cetin, Berna Unutmaz, H. Tolga Bilge May 2010

Assessment Of Liquefaction-Induced Foundation Soil Deformations, K. Onder Cetin, Berna Unutmaz, H. Tolga Bilge

International Conferences on Recent Advances in Geotechnical Earthquake Engineering and Soil Dynamics

Although there exist some consensus regarding seismic soil liquefaction triggering assessment of free field soil sites, estimating the liquefaction triggering potential beneath building foundations still stays as a controversial and a difficult issue. Assessing liquefaction triggering potential under building foundations requires the estimation of cyclic and static stress state of the soil medium. In the recent studies (e.g. Unutmaz 2008), the cyclic stress ratio corrected for Kα and Kσ effects under and adjacent to building foundations subjected to cyclic loading are to be estimated with the help of a series of 2-D and 3-D numerical simulations for different …

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Comparison Of Three Procedures For Evaluating Earthquake-Induced Soil Liquefaction, John Liao, Jorge Meneses, Emre Ortakci, Zia Zafir May 2010

Comparison Of Three Procedures For Evaluating Earthquake-Induced Soil Liquefaction, John Liao, Jorge Meneses, Emre Ortakci, Zia Zafir

International Conferences on Recent Advances in Geotechnical Earthquake Engineering and Soil Dynamics

Over the past decade, major advances have occurred in both the understanding and the practice with regard to the evaluation of soil liquefaction potential during earthquakes. Among these advances, there are two analytical frameworks (i.e., Seed et al. (2003) and Idriss and Boulanger (2008) procedures), which are widely accepted by the industry. The most significant achievement of the new procedures is their new criteria for assessment of liquefaction potential of low-plasticity silts and clays. These two new procedures are changing the way the design and regulatory communities consider soil liquefaction evaluation and may likely become standard-ofpractice in the near future. …

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Equivalent Granular Void Ratio And Behaviour Of Loose Sand With Fines, Md. Mizanur Rahman, Sik-Cheung Robert Lo, Misko Cubrinovski May 2010

Equivalent Granular Void Ratio And Behaviour Of Loose Sand With Fines, Md. Mizanur Rahman, Sik-Cheung Robert Lo, Misko Cubrinovski

International Conferences on Recent Advances in Geotechnical Earthquake Engineering and Soil Dynamics

Traditionally, void ratio is being used as a state variable for liquefaction analysis of sand with fines. However, recent publications reported that void ratio is not a good state variable for sand with fines. Thus, equivalent granular void ratio, e* instead of void ratio, e is proposed to resolve this problem. A single trend for Steady State (SS) data points for sand with fines can then be achieved in e*- log(p') space irrespective of fines contents, fc. The single trend is referred to as equivalent granular steady state line, EG-SSL. However, a parameter b, the active fraction of …

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Estimating Seismic Parameters Associated With Previous Earthquakes By Scptu Soundings In The Nmsz, Tianfei Liao, Paul W. Mayne May 2010

Estimating Seismic Parameters Associated With Previous Earthquakes By Scptu Soundings In The Nmsz, Tianfei Liao, Paul W. Mayne

International Conferences on Recent Advances in Geotechnical Earthquake Engineering and Soil Dynamics

Although the New Madrid seismic zone (NMSZ) is the most active seismic region in the eastern United States, paleoliquefaction features are often used to analyze the previous seismic activities, due to the long recurrence interval of large earthquakes. A new methodology is proposed in this paper to estimate the seismic parameters associated with previous earthquakes based on the results of seismic cone penetration tests (SCPT), using the simplified procedure of liquefaction analysis and the attenuation relationships developed for the corresponding seismic areas. This methodology is validated through the paleoliquefaction studies at two sites associated with the 1989 Loma Prieta earthquake …

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Liquefaction Countermeasure Technique By Using Logs For Carbon Storage Against Global Warming, Masaho Yoshida, Masakatsu Miyajima, Atsunori Numata May 2010

Liquefaction Countermeasure Technique By Using Logs For Carbon Storage Against Global Warming, Masaho Yoshida, Masakatsu Miyajima, Atsunori Numata

International Conferences on Recent Advances in Geotechnical Earthquake Engineering and Soil Dynamics

Global warming is one of the most serious problems which faced by civil engineers in this century. Because a wood can store carbon within itself, the utilization of wood in the construction projects may contribute to the mitigation of global warming. The technique of ground improvement by installing logs into loose sand layer as a countermeasure against soil liquefaction was proposed in this study. The logs had been used as pile foundation until 1950's in Japan. However, as the wood has high possibility of a decrease in strength by decay, the utilization of wood become minority in the construction projects. …

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Liquefaction Mitigation Of Three Projects In California, Tom M. Farrell, Kyle Wallace, John Ho May 2010

Liquefaction Mitigation Of Three Projects In California, Tom M. Farrell, Kyle Wallace, John Ho

International Conferences on Recent Advances in Geotechnical Earthquake Engineering and Soil Dynamics

Ground displacements resulting from earthquake-induced soil liquefaction and dynamic densification can cause moderate to severe structural damage during and after an earthquake. Geotechnical construction methods of mitigating these potential ground displacements include mass excavation and replacement with engineered fill, ground improvement such as soil mixing, jet grouting, compaction piers, vibro compaction, vibro stone columns, and deep dynamic compaction, or deep foundations such as driven piles. The ground improvement methods rely on altering the soil properties to resist the seismically-induced shear stresses and soil grain redistribution while deep foundation methods bypass liquefiable soil deposits to found in deeper competent soil or …

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Microscale Characterization Of Energy Dissipation Mechanisms During Liquefaction, Usama El Shamy, Christina Denissen May 2010

Microscale Characterization Of Energy Dissipation Mechanisms During Liquefaction, Usama El Shamy, Christina Denissen

International Conferences on Recent Advances in Geotechnical Earthquake Engineering and Soil Dynamics

This study utilizes the discrete element method (DEM) to present a microscopic energy monitoring approach to characterize energy dissipation mechanisms in seismically loaded soils. Numerical simulations were conducted on saturated deposits of granular particles subjected to seismic excitations, modeled using a transient fully-coupled continuum-fluid discrete-particle model. The onset of liquefaction is illustrated through macroscopic and microscopic response patterns. An in-depth look at the individual microscale energy components both before and after the onset of liquefaction is presented. Prior to liquefaction, energy is dissipated mainly through inter-particle sliding (friction energy), but after liquefaction particle-to-particle impact damping also plays a major role …

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Recent Advances In Liquefaction Of Fine Grained Soils, Shamsher Prakash, Vijay K. Puri May 2010

Recent Advances In Liquefaction Of Fine Grained Soils, Shamsher Prakash, Vijay K. Puri

International Conferences on Recent Advances in Geotechnical Earthquake Engineering and Soil Dynamics

Paper reviews present literature recommendations on liquefaction of soils with fines starting with the experimental evidence previously published by the authors. The liquefaction behavior of silts and silt clay mixers was investigated over a range of plasticity index values of interest by conducting cyclic triaxial tests on reconstituted samples and their behavior was compared with that of sand. It was found that saturated silts with plastic fines behave differently from sands both with respect to rate of development of pore water pressure and axial deformations with number of load cycles. The results also showed that liquefaction susceptibility of silts shows …

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Residual Shear Strengths Of Cohesionless Soils From Energy Approach, Raghvendra Singh, Debasis Roy May 2010

Residual Shear Strengths Of Cohesionless Soils From Energy Approach, Raghvendra Singh, Debasis Roy

International Conferences on Recent Advances in Geotechnical Earthquake Engineering and Soil Dynamics

The residual shear strength of the non plastic soils are generally estimated from the correlations between residual shear strength estimated from the laboratory tests or from the back analyses of post failure geometries of case histories distressed during static or seismic loading and penetration resistances. The post failure shear strength of large deformed structures like debris flow, mud flow and avalanches in which the post deformed soil mass gain large distance after the failure, depends on the strain rate behavior of shear (viscous) resistance, frictional resistance, inertial effect, three dimensional effect of geometry, flexibility of failed material and void redistribution …

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Seismic Analysis Of Saturated Sand Deposits With Silt Layers, Murat Tonaroglu, Kutay Ozaydın, S. Umit Dikmen May 2010

Seismic Analysis Of Saturated Sand Deposits With Silt Layers, Murat Tonaroglu, Kutay Ozaydın, S. Umit Dikmen

International Conferences on Recent Advances in Geotechnical Earthquake Engineering and Soil Dynamics

Liquefaction of saturated sands during earthquakes is known to be the cause of significant earthquake related damages, including loss of bearing capacity, lateral flow and spreading, slope failures. In recent earthquakes including the1999 Marmara Earthquake in Turkey, field observations have indicated that silt inclusions or silt layers in the sandy deposits can have significant effects on development of liquefaction. The objective of this work is to analytically study the behavior of saturated sand deposits with silt layers. For this purpose, a hypothetical soil profile in which silt layers exist has been selected. The selected profile was then modeled and analyzed …

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Undrained Response And Liquefaction Behaviour Of Non-Plastic Silty Sands Under Cyclic Loading, K. Ranga Swamy, A. Boominathan, K. Rajagopal May 2010

Undrained Response And Liquefaction Behaviour Of Non-Plastic Silty Sands Under Cyclic Loading, K. Ranga Swamy, A. Boominathan, K. Rajagopal

International Conferences on Recent Advances in Geotechnical Earthquake Engineering and Soil Dynamics

The undrained response and liquefaction behaviour of fine sand and silty sands consisting of 30% and 50% non-plastic fines were investigated in the present study. The effect of consolidation stress level, cyclic stress amplitude and amount of non-plastic fines on soil liquefaction have been studied through a systematically planned stress controlled cyclic triaxial tests. To examine the effect of consolidation pressure on liquefaction behaviour, the sand-silt specimens were prepared at 40% relative density and consolidated at pressures of 50, 100 and 200 kPa. To investigate the effect of fines content on liquefaction resistance of sands at constant postconsolidation void ratio, …

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3d Analysis Of The Seismic Response Of Seven Oaks Dam, Lelio Mejia, Ethan Dawson May 2010

3d Analysis Of The Seismic Response Of Seven Oaks Dam, Lelio Mejia, Ethan Dawson

International Conferences on Recent Advances in Geotechnical Earthquake Engineering and Soil Dynamics

Procedures for the three-dimensional (3-D) dynamic analysis of earth dams have been available for over 25 years. However, additional case histories are needed to assess whether such procedures are capable of simulating the seismic response of dams in narrow canyons, and to further evaluate the effects of 3-D behavior on the response of such dams. This study was aimed at identifying the vibration characteristics of Seven Oaks Dam during the 2005 Yucaipa and 2001 Big Bear Lake earthquakes, and at evaluating the applicability of 3-D and 2-D numerical procedures to simulate the response of the dam. Accelerograms recorded on the …

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Behavior Of Nailed Steep Slopes In Laboratory Shake Table Tests, Aniruddha Sengupta, Debabrata Giri May 2010

Behavior Of Nailed Steep Slopes In Laboratory Shake Table Tests, Aniruddha Sengupta, Debabrata Giri

International Conferences on Recent Advances in Geotechnical Earthquake Engineering and Soil Dynamics

This paper presents results of laboratory shake table tests performed to study the dynamic behavior of nailed steep slopes. The surface displacements, settlement of the crest and the acceleration responses along with the behavior of the facing wall are examined during the tests. Two 18 cm high 60° and 70° steep soil slopes reinforced with nine hollow aluminum nails placed in three rows are considered. Three strain gauges are glued to each nail to measure the tensile force developed in the nails. Four strain gauges are fixed at the center of the facing wall to measure the development of strains …

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Centrifuge Model Tests Of Tieback Anchors And Drainage Pipes For Stabilization Of Slopes Under Earthquake Loads, Keiichi Ota, Koji Takeya, Keiichi Itoh, Senro Kuraoka, Yuichi Ueno, Takaya Hiroshima May 2010

Centrifuge Model Tests Of Tieback Anchors And Drainage Pipes For Stabilization Of Slopes Under Earthquake Loads, Keiichi Ota, Koji Takeya, Keiichi Itoh, Senro Kuraoka, Yuichi Ueno, Takaya Hiroshima

International Conferences on Recent Advances in Geotechnical Earthquake Engineering and Soil Dynamics

Tieback anchors are widely used for the stabilization of natural and manmade slopes in Japan. The interactions between tieback anchors and slopes under seismic loading need to be understood to develop rational design concepts and installation methods in earthquake prone areas. We conducted centrifuge model tests to examine the characteristics of dynamic and residual loads on tieback anchors installed in slopes subjected to seismic loads. If the model slope contained a saturated zone, circular failure occurred even with pre-tensioned tieback anchors, and the amplitude of the oscillating loads on the tieback anchors was very high. This suggested that excess pore …

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Comparison Of Liquefaction Triggering Analysis Approaches For An Embankment Dam And Foundation, David C. Serafini, Vlad Perlea May 2010

Comparison Of Liquefaction Triggering Analysis Approaches For An Embankment Dam And Foundation, David C. Serafini, Vlad Perlea

International Conferences on Recent Advances in Geotechnical Earthquake Engineering and Soil Dynamics

Success Dam is located on the Tule River, near the city of Porterville, California. The dam is a rolled earth-fill embankment approximately 145 feet high and 3,400 feet long. The embankment is comprised of a central impervious core protected by upstream and downstream outer pervious zones. A majority of the dam is founded on potentially liquefiable Holocene alluvium. Several analytical techniques of varying complexity have been used to determine the liquefaction potential of the foundation Holocene alluvium and the pervious embankment shells. The following analytical techniques were used on the Success Dam Remediation Project: (1) cyclic stress ratio (CSR) evaluation …

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Cyclic Torsional Shear Tests To Obtain Dynamic Soil Properties For Seismic Design Of Road Embankments, Susumu Yasuda, Takafumi Tsuruda May 2010

Cyclic Torsional Shear Tests To Obtain Dynamic Soil Properties For Seismic Design Of Road Embankments, Susumu Yasuda, Takafumi Tsuruda

International Conferences on Recent Advances in Geotechnical Earthquake Engineering and Soil Dynamics

Many road embankments have suffered damage during past earthquakes. The authors took soil samples from several embankments and conducted laboratory tests to demonstrate the mechanism of the damages and study appropriate seismic design methods. In the laboratory tests, cyclic torsional shear tests were carried out to obtain undrained cyclic strength, excess pore water pressure and shear modulus after cyclic loading of embankment soils. Test results showed a unique relationship between Plasticity Index and undrained cyclic strength is existed. Relationship between excess pore water pressure ratio and safety factor against liquefaction is also influenced by Plasticity Index. Then appropriate seismic design …

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Evaluation Of Seismic Response Of External Mine Overburden Dumps, Radhakanta Koner, Debashish Chakravarty May 2010

Evaluation Of Seismic Response Of External Mine Overburden Dumps, Radhakanta Koner, Debashish Chakravarty

International Conferences on Recent Advances in Geotechnical Earthquake Engineering and Soil Dynamics

The stability of mines external overburden dump slope experiencing an earthquake is controlled by deformations; consequently a stability analysis that predicts slope displacements is desirable. The amount of displacement, deformation occur at the crest of the overburden dumps is an important factor for the seismic loading response of the dumps for the field personnel at the mine site for designing the dump slope geometry. The state of effective stress and seismic intensity significantly affects the stability range. In this paper, a simplified approach is presented for the seismic response of overburden dumps, and the role played by relevant parameters such …

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Finite Element Modeling Of The Las Colinas Landslide Under Earthquake Shaking, Huynh Dat Vu Khoa, Hans Petter Jostad May 2010

Finite Element Modeling Of The Las Colinas Landslide Under Earthquake Shaking, Huynh Dat Vu Khoa, Hans Petter Jostad

International Conferences on Recent Advances in Geotechnical Earthquake Engineering and Soil Dynamics

The Las Colinas landslide that occurred at Santa Tecla (El Salvador, Central America) due to the earthquake of 13 January 2001 is considered as one of the most destructive landslides ever known. This paper studies the ability of Hill’s sufficient condition of stability (1958), which is based on the sign of second-order work, for predicting and describing this catastrophic massive landslide. The general expressions of both local and global second-order work criteria and its implementation into finite element codes are given. By using the non-associated elasto-plastic Hardening Soil Model and the local second-order work criterion, it is demonstrated that potentially …

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Geotechnical Characteristics Of Seismically-Induced Aratozawa Landslide, Japan, Ivan Gratchev, Ikuo Towhata May 2010

Geotechnical Characteristics Of Seismically-Induced Aratozawa Landslide, Japan, Ivan Gratchev, Ikuo Towhata

International Conferences on Recent Advances in Geotechnical Earthquake Engineering and Soil Dynamics

This paper seeks to investigate the properties of volcanic soil from the Aratozawa landslide, the largest failure triggered by the 2008 Iwate-Miyagi Nairiku earthquake, Japan. Field investigation was carried out to estimate the in-situ characteristics of volcanic material. It was found that the soil was highly weathered, having low dry density and high moisture content. Laboratory examination included a series of triaxial compression tests which were performed to evaluate the dynamic properties of volcanic soil. Results of undrained cyclic loading tests indicated that the material had a high potential for generation of excess pore-water pressures, which could lead to a …

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Numerical Analysis Of Failure Of Rudramatha Dam Section During 26Th January, 2001, Bhuj Earthquake, Amit Srivastava, G. L. Sivakumar Babu May 2010

Numerical Analysis Of Failure Of Rudramatha Dam Section During 26Th January, 2001, Bhuj Earthquake, Amit Srivastava, G. L. Sivakumar Babu

International Conferences on Recent Advances in Geotechnical Earthquake Engineering and Soil Dynamics

On 26th January, 2001, the Kachchh region of Gujarat, India faced devastating earthquake of magnitude 7.6 (Mw) popularly known as “Bhuj” earthquake. Various man made facilities including earthen dams faced varying level of damages during the earthquake and one of the major causes of failure is attributed to wide spread liquefaction of foundation soil. In the present study, a typical Rudramata dam sections located in the Kachchh region is considered for the failure analysis using fully coupled nonlinear dynamic numerical code FLAC 5.0 with pore pressure generation capabilities under dynamic loadings. The analysis is performed using the acceleration …

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On The Use Of Empirical Correlations For Estimating The Residual Undrained Shear Strength Of Liquefied Soils In Dam Foundations, David Rees Gillette May 2010

On The Use Of Empirical Correlations For Estimating The Residual Undrained Shear Strength Of Liquefied Soils In Dam Foundations, David Rees Gillette

International Conferences on Recent Advances in Geotechnical Earthquake Engineering and Soil Dynamics

Current practice (2009) for seismic analysis of embankment dams relies heavily on empirical correlations with penetration resistance (standard penetration test or cone penetration test) to predict the residual undrained shear strength of liquefied foundation materials. At least six such relationships have been published for the SPT alone, in different “formats.” Some apply a fines adjustment to the SPT blowcounts, but others do not; some express the predicted strength as a ratio with pre-earthquake effective overburden stress, whereas others predict it directly, without explicit consideration of overburden. For the foundations of embankment dams, the difference between the strength-ratio approach and prediction …

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Repair Of Landslide "Umka-Duboka" — Seismic Performance Assessment, Vlatko Sesov, Zeljko Zugic May 2010

Repair Of Landslide "Umka-Duboka" — Seismic Performance Assessment, Vlatko Sesov, Zeljko Zugic

International Conferences on Recent Advances in Geotechnical Earthquake Engineering and Soil Dynamics

The Umka-Duboko is a large active landslide in the depth of 10-26 m, created in marly clays, taking up the area of 1.8 sq.km. According to the fact that the new road facility corridor located at the right bank of Sava river, on the meandering apex, crosses the landslide in the length of 3 km the characteristic remediation design solution is given. In this paper is observed seismic performance of this project. The analysis of potential liquefaction in motorway embankment and seismic stability of slope retained by embankment and hydraulic structure were made. The necessity was despite the limited seismic …

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Seismic Analysis Of The Reservoir-Earth Dam-Pore Fluid System Using An Integrated Numerical Approach, Yanhui Han, Roger Hart May 2010

Seismic Analysis Of The Reservoir-Earth Dam-Pore Fluid System Using An Integrated Numerical Approach, Yanhui Han, Roger Hart

International Conferences on Recent Advances in Geotechnical Earthquake Engineering and Soil Dynamics

In this paper, an integrated numerical approach is proposed for analyzing the seismic response of the reservoir-earth dam-pore fluid system subjected to earthquake loading. The fluid-mechanical coupling approach is deployed to capture the fluid-solid matrix coupling effects automatically. A hysteretic damping constitutive law is adopted to follow the modulus reduction and damping ratio curves. The Finn-Byrne equation is used to represent the shear-induced volumetric strain behavior of liquefiable materials. The interaction between the reservoir water and the dam boundary is treated as a dynamically updated pressure boundary condition. The deconvolution is accomplished by the equivalent linear program SHAKE. An automatic …

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Seismic Performance Evaluation Of A Submarine Gas Pipeline, Wolfgang H. Roth, C. B. Crouse, Ethan M. Dawson, Bei Su May 2010

Seismic Performance Evaluation Of A Submarine Gas Pipeline, Wolfgang H. Roth, C. B. Crouse, Ethan M. Dawson, Bei Su

International Conferences on Recent Advances in Geotechnical Earthquake Engineering and Soil Dynamics

Analyses were conducted on the seismic performance of a proposed offshore gas flowline, which connects a manifold in 830-m water depth to a riser platform in shallow waters of the outer continental shelf. Climbing a 10-degree continental slope, the flowline will be installed on the seafloor underlain by deep carbonate sediments of sands and silty clays. Two types of analyses were performed for a critical segment of the flowline, where it traverses a narrow ridge flanked by two deep submarine canyons: (1) probabilistic analyses using simplified empirical methods; and (2) deterministic 2D and 3D analyses with FLAC using a nonlinear, …

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Seismic Stability Assessment The Raising Of The Geita Tailings Storage Facility, Tanzania, Michelle Theron, Fritz Wagener, Phillip Steenkamp May 2010

Seismic Stability Assessment The Raising Of The Geita Tailings Storage Facility, Tanzania, Michelle Theron, Fritz Wagener, Phillip Steenkamp

International Conferences on Recent Advances in Geotechnical Earthquake Engineering and Soil Dynamics

The Geita gold mine, owned by AngloGold Ashanti, is located in the north west of Tanzania on the African Rift Belt in a seismically active. It is also located in an environmentally sensitive area as it is directly upslope of Lake Victoria. The Tailings Storage Facility was constructed as a side valley dam with its maximum design embankment elevation 1216m (i.e. 35m above ground level) and store capacity approximately 60 million tons of tailings. The feasibility of increasing this wall ultimately to 1246m (i.e. 65m above ground level) thereby increasing its capacity by 88.5 million tons, is the topic of …

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The Effect Of Earthquake Record Scaling Technique On Embankment Dam Response, Hamid Karimian, Somasundaram Sriskandakumar, Adrian Wightman, Li Yan May 2010

The Effect Of Earthquake Record Scaling Technique On Embankment Dam Response, Hamid Karimian, Somasundaram Sriskandakumar, Adrian Wightman, Li Yan

International Conferences on Recent Advances in Geotechnical Earthquake Engineering and Soil Dynamics

The state of the practice in dynamic analysis of structures includes the selection of earthquake records based on the mean (or modal) magnitude and distance of the design earthquake, and linearly scaling of the selected records to the target spectral acceleration at the period of significance, or matching the selected records to the uniform hazard response spectrum (UHRS). A method is presented by Baker and Cornell (2005, 2006a, and 2006b) to develop the conditional mean response spectrum of a ground motion given a target value of the spectral acceleration at the period (or period range) of significance. The shape of …

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A Parametric Study On Soil-Pile Kinematic Interaction In Layered Soils, Daniela Ardita, Michele Maugeri, Ernesto Motta, Erminia Raciti May 2010

A Parametric Study On Soil-Pile Kinematic Interaction In Layered Soils, Daniela Ardita, Michele Maugeri, Ernesto Motta, Erminia Raciti

International Conferences on Recent Advances in Geotechnical Earthquake Engineering and Soil Dynamics

In pile-foundation seismic design, until a few years ago, only inertial loads applied by the overstructure at the pile cap were taked into account, neglecting the dynamic interaction. So, good approaches to evaluate inertial interaction effects have been developed, but not for kinematic interaction. Modern national and international codes require to take into account the dynamic soil-pile-ovestructure interaction (inertial and kinematic), without giving any information about kinematic interaction evaluation criteria. In this work a practical method based on the Winkler foundation model is applied to analyse the seismic response of single piles. The analysis is focused on a single pile …

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A Simple Numerical Tool For Dynamic Soil-Structure Interaction Analyses Including Non-Linear Behaviour Of Both Structure And Foundation, R. Figini, C. T. Chatzigogos, R. Paolucci May 2010

A Simple Numerical Tool For Dynamic Soil-Structure Interaction Analyses Including Non-Linear Behaviour Of Both Structure And Foundation, R. Figini, C. T. Chatzigogos, R. Paolucci

International Conferences on Recent Advances in Geotechnical Earthquake Engineering and Soil Dynamics

In this paper a simple model to take into account dynamic non-linear soil-structure interaction is presented: it consists of a 1 degree-of-freedom (dof) superstructure and a 3 dof macro-element foundation. Both the superstructure and the soil-foundation system exhibit a non-linear behaviour. In particular the superstructure is characterized by an elastic perfectly plastic behaviour, while the foundation macro-element encompasses the two sources of non-linearity that arise in the soil-foundation interface: a) the one due to the irreversible elastoplastic soil behaviour (material non-linearity) and b) the one due to possible foundation uplift (geometric non-linearity). The global model thus entails the following features: …

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