Pub Date : 2019-07-01DOI: 10.4018/ijgee.2019070101
M. Akhila, K. Rangaswamy, N. Sankar
The present study evaluates the liquefaction susceptibility of non-plastic silty sands and low plastic clay soils at different cyclic stress levels under undrained triaxial loading conditions. Six different types of soil combinations were prepared after blending the silt and clay fractions into the fine sand. Silty sands contain up to 40% non-plastic fines and low plastic clays comprise 10-20% clay fraction. The cylindrical soil specimens were constituted at the medium relative density and isotropically consolidated at 100 kPa pressure. The consolidated specimens were subjected to cyclic stress amplitudes of 0.127, 0.152 and 0.178 using sinusoidal wave loading at a frequency of 1 Hz. Results were presented in terms of pore pressure build-up and axial strain propagation with load cycles, and liquefaction resistance curves. It was found that the non-plastic silty sands and soil mixtures with plasticity indices up to 15 are more susceptible to liquefaction than the fine sands. The criterion on liquefaction susceptibility of low plastic soil mixtures shows that the soil mixtures with plasticity indices up to 15 containing 20% plastic fines exhibit a sand-like behavior and show higher liquefaction susceptibility than fine sands. It is worthy to note that the low plastic soil mixtures with PI ≥ 10 are more resistant to liquefaction than the silty sands (those contain up to 40% non-plastic fines).
{"title":"Liquefaction Susceptibility of Silty Sands and Low Plastic Clay Soils","authors":"M. Akhila, K. Rangaswamy, N. Sankar","doi":"10.4018/ijgee.2019070101","DOIUrl":"https://doi.org/10.4018/ijgee.2019070101","url":null,"abstract":"The present study evaluates the liquefaction susceptibility of non-plastic silty sands and low plastic clay soils at different cyclic stress levels under undrained triaxial loading conditions. Six different types of soil combinations were prepared after blending the silt and clay fractions into the fine sand. Silty sands contain up to 40% non-plastic fines and low plastic clays comprise 10-20% clay fraction. The cylindrical soil specimens were constituted at the medium relative density and isotropically consolidated at 100 kPa pressure. The consolidated specimens were subjected to cyclic stress amplitudes of 0.127, 0.152 and 0.178 using sinusoidal wave loading at a frequency of 1 Hz. Results were presented in terms of pore pressure build-up and axial strain propagation with load cycles, and liquefaction resistance curves. It was found that the non-plastic silty sands and soil mixtures with plasticity indices up to 15 are more susceptible to liquefaction than the fine sands. The criterion on liquefaction susceptibility of low plastic soil mixtures shows that the soil mixtures with plasticity indices up to 15 containing 20% plastic fines exhibit a sand-like behavior and show higher liquefaction susceptibility than fine sands. It is worthy to note that the low plastic soil mixtures with PI ≥ 10 are more resistant to liquefaction than the silty sands (those contain up to 40% non-plastic fines).","PeriodicalId":42473,"journal":{"name":"International Journal of Geotechnical Earthquake Engineering","volume":null,"pages":null},"PeriodicalIF":0.8,"publicationDate":"2019-07-01","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"73452974","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":0,"RegionCategory":"","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}
Pub Date : 2019-07-01DOI: 10.4018/ijgee.2019070105
P. Chauhan, Abha Mittal, G. Devi, A.P. Singh
Site response studies using micro-tremor or ambient noise data are one of the well-known tools of seismic hazard assessment and microzonation. Different soil types behave differently for the same ground motion - some amplify it and some do not. It is well-accepted that, besides the earthquake magnitude and epicenter distance, local geology exerts significant influence on earthquake ground motion at a given location. In general, soft soil and thick overburden amplify the ground motion. Micro-tremor data provides an important input in seismic microzonation studies. Srinagar (Garhwal Himalaya), the largest growing city of Uttarakhand, India, lies in seismic zone V and has long seismic history. The micro-tremor data using Altus K2SMA has been collected from 47 locations in different parts of the city. The city has been divided into three zones on the basis of natural frequency (Nf). The most part of the city lies in zone 1. The central part of the city has a share of rest zones i.e. II and III. Vulnerability index has been also computed and found in the range from 1–236.
{"title":"Micro-Tremor Data Analysis for Site Response Studies of Srinagar, Garhwal (India)","authors":"P. Chauhan, Abha Mittal, G. Devi, A.P. Singh","doi":"10.4018/ijgee.2019070105","DOIUrl":"https://doi.org/10.4018/ijgee.2019070105","url":null,"abstract":"Site response studies using micro-tremor or ambient noise data are one of the well-known tools of seismic hazard assessment and microzonation. Different soil types behave differently for the same ground motion - some amplify it and some do not. It is well-accepted that, besides the earthquake magnitude and epicenter distance, local geology exerts significant influence on earthquake ground motion at a given location. In general, soft soil and thick overburden amplify the ground motion. Micro-tremor data provides an important input in seismic microzonation studies. Srinagar (Garhwal Himalaya), the largest growing city of Uttarakhand, India, lies in seismic zone V and has long seismic history. The micro-tremor data using Altus K2SMA has been collected from 47 locations in different parts of the city. The city has been divided into three zones on the basis of natural frequency (Nf). The most part of the city lies in zone 1. The central part of the city has a share of rest zones i.e. II and III. Vulnerability index has been also computed and found in the range from 1–236.","PeriodicalId":42473,"journal":{"name":"International Journal of Geotechnical Earthquake Engineering","volume":null,"pages":null},"PeriodicalIF":0.8,"publicationDate":"2019-07-01","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"91366698","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":0,"RegionCategory":"","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}
Pub Date : 2019-07-01DOI: 10.4018/ijgee.2019070103
Amina Sadouki, Z. Harichane, A. Erken
In the present study, the wave equations for shear waves propagating in anisotropic fluid-saturated porous media are established in order to obtain the solutions in terms of displacements and dispersion equation. The wave velocities in the vertical and horizontal directions are derived. The uncertainties of the soil parameters due to their spatial variability are taken into account via Monte Carlo Simulations. The results are restricted to the effects of the porosity and permeability uncertainties on the phase velocity and attenuation for SH wave in addition to the anisotropy for Love wave. Results show that the mean velocities are more sensitive to the random variations of the permeability than to that of the porosity, but both phase velocity and attenuation decrease as the uncertainties increase. On the other hand, the anisotropy level and the randomness significantly affect the dispersion of Love waves. The present approach which converts a deterministic solution in a probabilistic one may be used as an everyday tool for practical applications of shear wave propagation in random media.
{"title":"Effects of Soil Parameters Uncertainties on the Behaviour of Anisotropic Porous Media to Shear Waves","authors":"Amina Sadouki, Z. Harichane, A. Erken","doi":"10.4018/ijgee.2019070103","DOIUrl":"https://doi.org/10.4018/ijgee.2019070103","url":null,"abstract":"In the present study, the wave equations for shear waves propagating in anisotropic fluid-saturated porous media are established in order to obtain the solutions in terms of displacements and dispersion equation. The wave velocities in the vertical and horizontal directions are derived. The uncertainties of the soil parameters due to their spatial variability are taken into account via Monte Carlo Simulations. The results are restricted to the effects of the porosity and permeability uncertainties on the phase velocity and attenuation for SH wave in addition to the anisotropy for Love wave. Results show that the mean velocities are more sensitive to the random variations of the permeability than to that of the porosity, but both phase velocity and attenuation decrease as the uncertainties increase. On the other hand, the anisotropy level and the randomness significantly affect the dispersion of Love waves. The present approach which converts a deterministic solution in a probabilistic one may be used as an everyday tool for practical applications of shear wave propagation in random media.","PeriodicalId":42473,"journal":{"name":"International Journal of Geotechnical Earthquake Engineering","volume":null,"pages":null},"PeriodicalIF":0.8,"publicationDate":"2019-07-01","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"80766992","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":0,"RegionCategory":"","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}
Pub Date : 2019-07-01DOI: 10.4018/ijgee.2019070104
V. Jayakrishnan, S BeenaK, G UnniKartha, J. Vinod
Wave transmission through soil due to dynamic load causes many problems to civil engineers craving safe construction. In this article, a laboratory model study is conducted to investigate the vibration propagation characteristics of soil due to the falling masses at different depths. Different types of impact, soils, and relative densities are used to study the characteristics of vibration transmission and energy dissipation. It was found that the increase in relative density and decrease in the depth causes an increase in the Peak Particle Acceleration and wave velocity of soil. An attempt is also made to determine the dynamic properties of soil using wave velocity ratios. A simple laboratory arrangement discussed here can be used to predict the wave propagation in soil reasonably and can determine its elastic constants. From the studies, it was revealed that the wave travel in soil and the peak particle acceleration depends on many factors like density, particle gradation, impact energy, etc.
{"title":"Effect of Hammer Impact on Wave Propagation Characteristics of Soil","authors":"V. Jayakrishnan, S BeenaK, G UnniKartha, J. Vinod","doi":"10.4018/ijgee.2019070104","DOIUrl":"https://doi.org/10.4018/ijgee.2019070104","url":null,"abstract":"Wave transmission through soil due to dynamic load causes many problems to civil engineers craving safe construction. In this article, a laboratory model study is conducted to investigate the vibration propagation characteristics of soil due to the falling masses at different depths. Different types of impact, soils, and relative densities are used to study the characteristics of vibration transmission and energy dissipation. It was found that the increase in relative density and decrease in the depth causes an increase in the Peak Particle Acceleration and wave velocity of soil. An attempt is also made to determine the dynamic properties of soil using wave velocity ratios. A simple laboratory arrangement discussed here can be used to predict the wave propagation in soil reasonably and can determine its elastic constants. From the studies, it was revealed that the wave travel in soil and the peak particle acceleration depends on many factors like density, particle gradation, impact energy, etc.","PeriodicalId":42473,"journal":{"name":"International Journal of Geotechnical Earthquake Engineering","volume":null,"pages":null},"PeriodicalIF":0.8,"publicationDate":"2019-07-01","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"88158242","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":0,"RegionCategory":"","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}
Pub Date : 2019-07-01DOI: 10.4018/ijgee.2019070102
R. P. Nanda, S. Majumder
In the present article, the performance of base-isolated infilled frames is studied analytically. The seismic performances of four RC buildings, namely RC bare frame without isolator, RC bare frame with isolator, RC infilled frame without isolator, and RC infilled frame with isolator are analysed. The results show a decrease in base shear value and increase in time period due to base isolated buildings, while these parameters are reversely affected due to infills. The decrease in story drift for the base isolated buildings is in phase while considering infill. Also, it can be inferred that plastic hinge formation is greatly affected by the introduction of masonry infill. Hence, relying on base isolation without considering infills may underestimate the seismic performance.
{"title":"Pushover Analysis of Base Isolated RC Frame Buildings With Masonry Infills","authors":"R. P. Nanda, S. Majumder","doi":"10.4018/ijgee.2019070102","DOIUrl":"https://doi.org/10.4018/ijgee.2019070102","url":null,"abstract":"In the present article, the performance of base-isolated infilled frames is studied analytically. The seismic performances of four RC buildings, namely RC bare frame without isolator, RC bare frame with isolator, RC infilled frame without isolator, and RC infilled frame with isolator are analysed. The results show a decrease in base shear value and increase in time period due to base isolated buildings, while these parameters are reversely affected due to infills. The decrease in story drift for the base isolated buildings is in phase while considering infill. Also, it can be inferred that plastic hinge formation is greatly affected by the introduction of masonry infill. Hence, relying on base isolation without considering infills may underestimate the seismic performance.","PeriodicalId":42473,"journal":{"name":"International Journal of Geotechnical Earthquake Engineering","volume":null,"pages":null},"PeriodicalIF":0.8,"publicationDate":"2019-07-01","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"85840362","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":0,"RegionCategory":"","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}
Pub Date : 2019-01-01DOI: 10.4018/IJGEE.2019010104
Sitharam T.G., Amarnath M. Hegde
The article presents the case history of expansion of rock fill tailing dam of the Rampura-Agucha zinc mine in Rajasthan, India. Before raising the height of the dam from 27 m to 54 m, a detailed seismic stability analysis was performed considering the spatial variability of the soil. The safety values and the probability of failure were calculated using the Monte Carlo simulation method. All the analyses were carried in a 2-D limit equilibrium-based SLIDE software using Spencer's method. The cohesive strength (c), the angle of friction and the acceleration due to earthquakes were considered as the random variable. The final slope geometry was created after the seismic stability analysis of the upstream and downstream slopes. For the critical geometry of the slope, the observed factor of safety values was found to be higher than the values specified in the ANCOLD. The probability of failure value was found to be less than 8%. The newly constructed rock fill dam has already sustained three Monsoon rains and still continues to be performing at its best condition.
{"title":"A Case Study of Probabilistic Seismic Slope Stability Analysis of Rock Fill Tailing Dam","authors":"Sitharam T.G., Amarnath M. Hegde","doi":"10.4018/IJGEE.2019010104","DOIUrl":"https://doi.org/10.4018/IJGEE.2019010104","url":null,"abstract":"The article presents the case history of expansion of rock fill tailing dam of the Rampura-Agucha zinc mine in Rajasthan, India. Before raising the height of the dam from 27 m to 54 m, a detailed seismic stability analysis was performed considering the spatial variability of the soil. The safety values and the probability of failure were calculated using the Monte Carlo simulation method. All the analyses were carried in a 2-D limit equilibrium-based SLIDE software using Spencer's method. The cohesive strength (c), the angle of friction and the acceleration due to earthquakes were considered as the random variable. The final slope geometry was created after the seismic stability analysis of the upstream and downstream slopes. For the critical geometry of the slope, the observed factor of safety values was found to be higher than the values specified in the ANCOLD. The probability of failure value was found to be less than 8%. The newly constructed rock fill dam has already sustained three Monsoon rains and still continues to be performing at its best condition.","PeriodicalId":42473,"journal":{"name":"International Journal of Geotechnical Earthquake Engineering","volume":null,"pages":null},"PeriodicalIF":0.8,"publicationDate":"2019-01-01","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"72931241","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":0,"RegionCategory":"","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}
Pub Date : 2019-01-01DOI: 10.4018/IJGEE.2019010105
Ravinesh Kumar, Supriya Mohanty, K. Chethan
In the present study, an attempt has been made to study the response of a shallow foundation resting on medium dense sandy soil under seismic excitation. Numerical analysis of the soil-foundation system has been carried out using 3D finite element software OpenSeesPL. The effect of boundary conditions (shear beam and rigid box type) and the water table (0 m, 1 m and 2 m below the ground surface) on the response of soil-foundation system under seismic excitation have been analysed. The responses of the soil-foundation system are presented in the form of acceleration, displacement, excess pore pressure, excess pore pressure ratio and settlement variations at different locations in the soil domain. The results of the numerical analysis indicate that the peak acceleration, displacement, excess pore pressure and settlement values are found to be more in shear beam type boundary condition than that of a rigid box type boundary condition. Hence, rigid confinement and lower water table can reduce the liquefaction potential of the soil-foundation system under seismic excitation.
{"title":"3D Seismic Response Analysis of Shallow Foundation Resting on Sandy Soil","authors":"Ravinesh Kumar, Supriya Mohanty, K. Chethan","doi":"10.4018/IJGEE.2019010105","DOIUrl":"https://doi.org/10.4018/IJGEE.2019010105","url":null,"abstract":"In the present study, an attempt has been made to study the response of a shallow foundation resting on medium dense sandy soil under seismic excitation. Numerical analysis of the soil-foundation system has been carried out using 3D finite element software OpenSeesPL. The effect of boundary conditions (shear beam and rigid box type) and the water table (0 m, 1 m and 2 m below the ground surface) on the response of soil-foundation system under seismic excitation have been analysed. The responses of the soil-foundation system are presented in the form of acceleration, displacement, excess pore pressure, excess pore pressure ratio and settlement variations at different locations in the soil domain. The results of the numerical analysis indicate that the peak acceleration, displacement, excess pore pressure and settlement values are found to be more in shear beam type boundary condition than that of a rigid box type boundary condition. Hence, rigid confinement and lower water table can reduce the liquefaction potential of the soil-foundation system under seismic excitation.","PeriodicalId":42473,"journal":{"name":"International Journal of Geotechnical Earthquake Engineering","volume":null,"pages":null},"PeriodicalIF":0.8,"publicationDate":"2019-01-01","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"77028970","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":0,"RegionCategory":"","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}
Pub Date : 2019-01-01DOI: 10.4018/IJGEE.2019010101
P. Halder, Saurabh Kumar, B. Manna, K. G. Sharma
In this article, the effect of an intact rock foundation and foundations with different single rock joint inclinations (0°, 30°, 60°, 90°) on the dynamic response of the concrete gravity dam under strong earthquake ground motion is investigated. Discrete element analyses are carried out using UDEC to study the stress-deformation behavior of dam for two specific dynamic load combinations (LC), i.e. considering the dead weight of the dam having an empty reservoir with earthquake loading (LC-D) and considering the dead weight of the dam along with hydro-dynamic force with earthquake load (LC-E) as per IS: 6512. From the results, the compressive stresses are found maximum at the heel of the dam for LC-D and maximum at the toe for LC-E. The dam foundation with 60° joint inclination was found most critical in terms of possessing maximum compressive stresses among all other cases. Dam foundation with a horizontal (0°) set of joints exhibits maximum crest displacement and base sliding. Foundations with 60° and 90° joint sets are found to undergo lower base sliding compared to other joint sets.
{"title":"Influence of Joint Orientation on the Behavior of Dam Foundation Resting on Jointed Rock Mass Under Earthquake Loading Condition","authors":"P. Halder, Saurabh Kumar, B. Manna, K. G. Sharma","doi":"10.4018/IJGEE.2019010101","DOIUrl":"https://doi.org/10.4018/IJGEE.2019010101","url":null,"abstract":"In this article, the effect of an intact rock foundation and foundations with different single rock joint inclinations (0°, 30°, 60°, 90°) on the dynamic response of the concrete gravity dam under strong earthquake ground motion is investigated. Discrete element analyses are carried out using UDEC to study the stress-deformation behavior of dam for two specific dynamic load combinations (LC), i.e. considering the dead weight of the dam having an empty reservoir with earthquake loading (LC-D) and considering the dead weight of the dam along with hydro-dynamic force with earthquake load (LC-E) as per IS: 6512. From the results, the compressive stresses are found maximum at the heel of the dam for LC-D and maximum at the toe for LC-E. The dam foundation with 60° joint inclination was found most critical in terms of possessing maximum compressive stresses among all other cases. Dam foundation with a horizontal (0°) set of joints exhibits maximum crest displacement and base sliding. Foundations with 60° and 90° joint sets are found to undergo lower base sliding compared to other joint sets.","PeriodicalId":42473,"journal":{"name":"International Journal of Geotechnical Earthquake Engineering","volume":null,"pages":null},"PeriodicalIF":0.8,"publicationDate":"2019-01-01","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"79605008","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":0,"RegionCategory":"","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}
Pub Date : 2019-01-01DOI: 10.4018/IJGEE.2019010103
A. B. Nabilah, C. Koh, N. A. Safiee, N. Daud
Kuala Lumpur, Malaysia, is considered to be safe against an earthquake threat. However, tremors felt by occupants due to long distance earthquakes from Sumatra has raised concern on building safety in this region. Consequently, Malaysia will adopt the Eurocode 8 for seismic design. The suitability of this code must be studied especially on the threat from far field earthquakes. Thus, site specific hazard assessment has been conducted on seven flexible soil sites in Kuala Lumpur, based on modified time history. The peak ground acceleration (PGA) falls in the category of very low seismicity, however, the amplifications are much higher than recommended by Eurocode 8. The period limits for maximum accelerations are also much higher compared to the value in the code, especially for flexible soils. Adoption of Eurocode 8 for seismic design in this region should be studied to include the effects of high period motions in flexible soils, especially on the amplification factors and its corner periods.
{"title":"Effect of Flexible Soil in Seismic Hazard Assessment for Structural Design in Kuala Lumpur","authors":"A. B. Nabilah, C. Koh, N. A. Safiee, N. Daud","doi":"10.4018/IJGEE.2019010103","DOIUrl":"https://doi.org/10.4018/IJGEE.2019010103","url":null,"abstract":"Kuala Lumpur, Malaysia, is considered to be safe against an earthquake threat. However, tremors felt by occupants due to long distance earthquakes from Sumatra has raised concern on building safety in this region. Consequently, Malaysia will adopt the Eurocode 8 for seismic design. The suitability of this code must be studied especially on the threat from far field earthquakes. Thus, site specific hazard assessment has been conducted on seven flexible soil sites in Kuala Lumpur, based on modified time history. The peak ground acceleration (PGA) falls in the category of very low seismicity, however, the amplifications are much higher than recommended by Eurocode 8. The period limits for maximum accelerations are also much higher compared to the value in the code, especially for flexible soils. Adoption of Eurocode 8 for seismic design in this region should be studied to include the effects of high period motions in flexible soils, especially on the amplification factors and its corner periods.","PeriodicalId":42473,"journal":{"name":"International Journal of Geotechnical Earthquake Engineering","volume":null,"pages":null},"PeriodicalIF":0.8,"publicationDate":"2019-01-01","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"83255278","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":0,"RegionCategory":"","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}
Pub Date : 2019-01-01DOI: 10.4018/IJGEE.2019010102
A. Shiuly
Kolkata, capital of West Bengal, India, is presently congested with moderate to high rise buildings, and may undergo damage during future earthquakes due to the amplification of seismic waves by the soft alluvial soil. Further, most of the buildings are open ground storey (OGS), which is very vulnerable to earthquakes. Therefore, in the present study, the performance of some typical G+1, G+4 and G+9 storied buildings are analyzed using the available site-specific time history of the city by non-linear time history analysis (NLTHA). The analysis has been carried out for maximum considerable earthquake (MCE) and design basis earthquake (DBE) by both considering the stiffness of the infill wall (WI) and without considering stiffness of infill wall (WOI). The result signifies that, in almost all locations, the percentage of roof displacements obtained by site specific time history are more than the Indian codal compatible time history for both WI and WOI. Thus, performance will not be satisfactory for the buildings which are designed according to the Indian seismic code. The present study also corroborates that for almost all the buildings, the ground storey drift remains below immediate occupancy (IO) level during DBE and it varies IO to life safety (LS) level during MCE. However, all the storey drift are below Collapse Prevention (CP) limit. It is to be mentioned that for all the buildings the inter storey drift is higher than the Indian codal (IS-1893 (Part 1):2016) permissible limit (0.4%) during both DBE and MCE. However, the storey drifts result for WI buildings are comparatively lower than WOI buildings which are due to addition of stiffness of infill in each floor and fundamental modal spectral acceleration is lower.
{"title":"Performance of Buildings Using Site Specific Ground Motion of Kolkata, India","authors":"A. Shiuly","doi":"10.4018/IJGEE.2019010102","DOIUrl":"https://doi.org/10.4018/IJGEE.2019010102","url":null,"abstract":"Kolkata, capital of West Bengal, India, is presently congested with moderate to high rise buildings, and may undergo damage during future earthquakes due to the amplification of seismic waves by the soft alluvial soil. Further, most of the buildings are open ground storey (OGS), which is very vulnerable to earthquakes. Therefore, in the present study, the performance of some typical G+1, G+4 and G+9 storied buildings are analyzed using the available site-specific time history of the city by non-linear time history analysis (NLTHA). The analysis has been carried out for maximum considerable earthquake (MCE) and design basis earthquake (DBE) by both considering the stiffness of the infill wall (WI) and without considering stiffness of infill wall (WOI). The result signifies that, in almost all locations, the percentage of roof displacements obtained by site specific time history are more than the Indian codal compatible time history for both WI and WOI. Thus, performance will not be satisfactory for the buildings which are designed according to the Indian seismic code. The present study also corroborates that for almost all the buildings, the ground storey drift remains below immediate occupancy (IO) level during DBE and it varies IO to life safety (LS) level during MCE. However, all the storey drift are below Collapse Prevention (CP) limit. It is to be mentioned that for all the buildings the inter storey drift is higher than the Indian codal (IS-1893 (Part 1):2016) permissible limit (0.4%) during both DBE and MCE. However, the storey drifts result for WI buildings are comparatively lower than WOI buildings which are due to addition of stiffness of infill in each floor and fundamental modal spectral acceleration is lower.","PeriodicalId":42473,"journal":{"name":"International Journal of Geotechnical Earthquake Engineering","volume":null,"pages":null},"PeriodicalIF":0.8,"publicationDate":"2019-01-01","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"72648617","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":0,"RegionCategory":"","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}
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