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Journal articles on the topic 'Masonry Spandrels Pushover analysis'

Author: Grafiati

Published: 4 June 2021

Last updated: 11 February 2022

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1

Cundari, G. A., G. Milani, G. Failla, F. Nucera, and A. Santini. "Two-Step Pushover Analysis of an Ancient Masonry Oil-Mill in the Southern Italy." Advanced Materials Research 133-134 (October 2010): 361–66. http://dx.doi.org/10.4028/www.scientific.net/amr.133-134.361.

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Historical masonry buildings located in the Southern Italy are usually built with irregular stones joined with mortar with poor mechanical properties. Therefore, piers and spandrels ultimate resistance is not always well predicted by simplified formulas suggested by codes of practice, which typically are tailored to regular patterns. In this framework, we present a two-step numerical model –within the equivalent frame approach assumption– for the pushover analysis of in-plane loaded historical masonry walls constituted by an irregular assemblage of stones. In Step I, ultimate bending moment-sh

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2

Milani, G., K. Beyer, and A. Dazio. "Upper bound limit analysis of meso-mechanical spandrel models for the pushover analysis of 2D masonry frames." Engineering Structures 31, no. 11 (2009): 2696–710. http://dx.doi.org/10.1016/j.engstruct.2009.06.015.

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3

Salonikios, T., C. Karakostas, V. Lekidis, and A. Anthoine. "Comparative inelastic pushover analysis of masonry frames." Engineering Structures 25, no. 12 (2003): 1515–23. http://dx.doi.org/10.1016/s0141-0296(03)00118-4.

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4

Bocciarelli, Massimiliano, and Gaia Barbieri. "A numerical procedure for the pushover analysis of masonry towers." Soil Dynamics and Earthquake Engineering 93 (February 2017): 162–71. http://dx.doi.org/10.1016/j.soildyn.2016.07.022.

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5

Shehu, Rafael. "Implementation of Pushover Analysis for Seismic Assessment of Masonry Towers: Issues and Practical Recommendations." Buildings 11, no. 2 (2021): 71. http://dx.doi.org/10.3390/buildings11020071.

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Seismic assessment is a paramount issue and a valuable instrument towards the conservation of vulnerable structures in seismic prone regions. The past seismic events have highlighted the vulnerability of masonry towers that is exhibited by severe structural and nonstructural damages or even collapses. The preservation of existing structures, mainly focused on the built heritage, is emerging and imposing substantial enhancements of numerical methods, including pushover analysis approaches. The accuracy of the estimated seismic capacity for these structures is correlated with the assumed strateg

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6

Shrestha, Jagat Kumar. "Response Reduction Factor for Mansory Buildings." Nepal Journal of Science and Technology 19, no. 1 (2020): 196–203. http://dx.doi.org/10.3126/njst.v19i1.29802.

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Most of the seismic codes used today incorporate the nonlinear response of a structure by providing an appropriate response reduction factor so that a linear elastic force-based approach can be used in designs. This study focuses on evaluating the response reduction factor for masonry buildings with different mechanical properties, which are used in modern codes to scale down the elastic response of the structure. Using a similar frame-approach, a nonlinear static pushover analysis is carried out on the analytical models of masonry building in finite element analysis software SAP2000v20.0.0. T

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7

de Carvalho Bello, Claudia Brito, Daniele Baraldi, Giosuè Boscato, et al. "Numerical and Theoretical Models for NFRCM-Strengthened Masonry." Key Engineering Materials 817 (August 2019): 44–49. http://dx.doi.org/10.4028/www.scientific.net/kem.817.44.

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The shear behavior of masonry strengthened with natural fabric-reinforced cementitious matrix (NFRCM-strengthened masonry) is investigated through two different numerical models: a multi-layer model considering masonry and reinforcement as different materials and a multi-step homogenized model, where reinforced masonry is considered as a whole. The approaches are compared by performing nonlinear numerical pushover analysis with an increasing shear action applied to the panels. The parametric analysis shows the capacity and limits of both continuous diffused models – defined as a multi-or a sin

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8

Nanda, Radhikesh Prasad, and Subhrasmita Majumder. "Pushover Analysis of Base Isolated RC Frame Buildings With Masonry Infills." International Journal of Geotechnical Earthquake Engineering 10, no. 2 (2019): 18–31. http://dx.doi.org/10.4018/ijgee.2019070102.

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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 pla

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9

PENELIS, GR G. "AN EFFICIENT APPROACH FOR PUSHOVER ANALYSIS OF UNREINFORCED MASONRY (URM) STRUCTURES." Journal of Earthquake Engineering 10, no. 3 (2006): 359–79. http://dx.doi.org/10.1080/13632460609350601.

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10

Foti, Dora. "A new experimental approach to the pushover analysis of masonry buildings." Computers & Structures 147 (January 2015): 165–71. http://dx.doi.org/10.1016/j.compstruc.2014.09.014.

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11

Kalkbrenner, Philip, Luca Pelà, and Cristián Sandoval. "Multi directional pushover analysis of irregular masonry buildings without box behavior." Engineering Structures 201 (December 2019): 109534. http://dx.doi.org/10.1016/j.engstruct.2019.109534.

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12

Su, Qi Wang, Yang Xia, and Shi Chun Zhao. "An Equivalent Frame Model for Seismic Analysis of Existing Masonry Building." Advanced Materials Research 255-260 (May 2011): 2478–82. http://dx.doi.org/10.4028/www.scientific.net/amr.255-260.2478.

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Collapse safety is the most important objective of performance-based seismic design. Buildings should have enough safety margin to avoid collapse during severe or mega earthquake. However, current Chinese seismic design code does not have explicit design specification or quantitative evaluation for collapse-resistant capacity. Take a two-story masonry building as an example, an equivalent frame model for pushover and incremental dynamic analysis are established, and the comparison are also studied. In addition, the fragility curves can also be obtained. The analysis results show that the resul

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13

Haach, Vladimir G., Graça Vasconcelos, and Paulo B. Lourenço. "Experimental analysis of reinforced concrete block masonry spandrels using pre-fabricated planar trussed bars." Construction and Building Materials 26, no. 1 (2012): 156–66. http://dx.doi.org/10.1016/j.conbuildmat.2011.06.005.

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14

Capanna, Ilaria, Angelo Aloisio, Franco Di Fabio, and Massimo Fragiacomo. "Sensitivity Assessment of the Seismic Response of a Masonry Palace via Non-Linear Static Analysis: A Case Study in L’Aquila (Italy)." Infrastructures 6, no. 1 (2021): 8. http://dx.doi.org/10.3390/infrastructures6010008.

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The city of L’Aquila (Italy) includes a significant amount of masonry palaces erected from the middle of the 13th century up to the first half of the 20th century. This paper focuses on the seismic response of a masonry palace built during the first half of the 20th century and characterized by regularity in plan and elevation. The authors investigate the seismic response by varying a suite of modelling parameters that express the actual scatter of the mechanical properties typical of the masonry palaces erected in L’Aquila. The authors discuss the seismic performance exhibited by this buildin

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15

Capanna, Ilaria, Angelo Aloisio, Franco Di Fabio, and Massimo Fragiacomo. "Sensitivity Assessment of the Seismic Response of a Masonry Palace via Non-Linear Static Analysis: A Case Study in L’Aquila (Italy)." Infrastructures 6, no. 1 (2021): 8. http://dx.doi.org/10.3390/infrastructures6010008.

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The city of L’Aquila (Italy) includes a significant amount of masonry palaces erected from the middle of the 13th century up to the first half of the 20th century. This paper focuses on the seismic response of a masonry palace built during the first half of the 20th century and characterized by regularity in plan and elevation. The authors investigate the seismic response by varying a suite of modelling parameters that express the actual scatter of the mechanical properties typical of the masonry palaces erected in L’Aquila. The authors discuss the seismic performance exhibited by this buildin

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16

Milani, Gabriele, and Matteo Bruggi. "Simple Homogenization-Topology Optimization Approach for the Pushover Analysis of Masonry Walls." International Journal of Architectural Heritage 12, no. 3 (2017): 395–408. http://dx.doi.org/10.1080/15583058.2017.1323248.

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17

Marques, Rui, and Paulo B. Lourenço. "A model for pushover analysis of confined masonry structures: implementation and validation." Bulletin of Earthquake Engineering 11, no. 6 (2013): 2133–50. http://dx.doi.org/10.1007/s10518-013-9497-5.

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18

Yacila, Jhair, Guido Camata, Jhoselyn Salsavilca, and Nicola Tarque. "Pushover analysis of confined masonry walls using a 3D macro-modelling approach." Engineering Structures 201 (December 2019): 109731. http://dx.doi.org/10.1016/j.engstruct.2019.109731.

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19

Aşıkoğlu, Abide, Graça Vasconcelos, Paulo B. Lourenço, and Bartolomeo Pantò. "Pushover analysis of unreinforced irregular masonry buildings: Lessons from different modeling approaches." Engineering Structures 218 (September 2020): 110830. http://dx.doi.org/10.1016/j.engstruct.2020.110830.

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20

Lemos, José. "Discrete Element Modeling of the Seismic Behavior of Masonry Construction." Buildings 9, no. 2 (2019): 43. http://dx.doi.org/10.3390/buildings9020043.

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Discrete element models are a powerful tool for the analysis of masonry, given their ability to represent the discontinuous nature of these structures, and to simulate the most common deformation and failure modes. In particular, discrete elements allow the assessment of the seismic behavior of masonry construction, using either pushover analysis or time domain dynamic analysis. The fundamental concepts of discrete elements are concisely presented, stressing the issues related to masonry modeling. Methods for generation of block models are discussed, with some examples for the case of irregula

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21

Shendkar, Mangeshkumar R., Denise-Penelope N. Kontoni, Sasankasekhar Mandal, Pabitra Ranjan Maiti, and Dipendra Gautam. "Effect of Lintel Beam on Seismic Response of Reinforced Concrete Buildings with Semi-Interlocked and Unreinforced Brick Masonry Infills." Infrastructures 6, no. 1 (2021): 6. http://dx.doi.org/10.3390/infrastructures6010006.

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The primary focus of this study is to evaluate the nonlinear response of reinforced concrete (RC) frames with two types of brick infills viz., unreinforced brick masonry infill (URM) and semi-interlocked brick masonry infill (SIM) together with lintel beams, subjected to seismic loads. The seismic response is quantified in terms of response reduction factor and base shear. Infill walls are modeled using double strut nonlinear cyclic element. Nonlinear static adaptive pushover analysis is performed in the finite element program SeismoStruct. The response reduction factor (R) is computed from ad

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22

Liu, Wei, Peng Xu, and Bo Zhang. "Study of Performance Levels of Masonry Buildings Based on Damage." Applied Mechanics and Materials 226-228 (November 2012): 1115–18. http://dx.doi.org/10.4028/www.scientific.net/amm.226-228.1115.

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Performance levels in performance-based seismic design are affected by many factors. In this paper, based on the unclear division of the performance levels, finite element models of masonry buildings with windows of different sizes and different structural measures, according to damage constitutive equation of masonry in strain space and damage evolution equation [1], are built, which are analysed by the pushover analysis method. Stiffness change and damage evolution of masonry buildings under earthquake action are quantitatively described by the basic damage index and holistic damage index. I

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23

Doiphode, Dr G. S., and Vaibhav Dhndhukiya. "Performance Based Seismic Assessment of Masonry Infilled RCC Building with Diaphragm Discontinuity." International Journal of Engineering and Advanced Technology 10, no. 2 (2020): 214–20. http://dx.doi.org/10.35940/ijeat.b2090.1210220.

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In multistoreyed RCC framed buildings, critical damages are due to seismic ground excitations, which cause catastrophic failuresat the weaker locations. Buildings with two types of structural irregularities namely diaphragm discontinuity and open ground story are considered. Assessment of seismic vulnerability of these buildings is done by using Nonlinear Static Pushover Analysis (NSPA). Performance Based Seismic Design of masonry infilled RCC buildings with two different shape of openings in the diaphragm is considered here with Design Basis Earthquake(DBE) and Maximum Considered Earthquake(M

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24

Vemuri, Jayaprakash, Syed Ehteshamuddin, Meharbabu Ravula, and Subramaniam Kolluru. "Pushover analysis of soft brick unreinforced masonry walls using analytical and numerical approaches." Materials Today: Proceedings 28 (2020): 420–25. http://dx.doi.org/10.1016/j.matpr.2019.10.025.

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25

Addessi, Daniela, Domenico Liberatore, and Renato Masiani. "Force-Based Beam Finite Element (FE) for the Pushover Analysis of Masonry Buildings." International Journal of Architectural Heritage 9, no. 3 (2014): 231–43. http://dx.doi.org/10.1080/15583058.2013.768309.

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26

Clementi, Francesco. "Failure Analysis of Apennine Masonry Churches Severely Damaged during the 2016 Central Italy Seismic Sequence." Buildings 11, no. 2 (2021): 58. http://dx.doi.org/10.3390/buildings11020058.

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This paper presents a detailed study of the damages and collapses suffered by various masonry churches in the aftermath of the seismic sequence of Central Italy in 2016. The damages will first be analyzed and then compared with the numerical data obtained through 3D simulations with eigenfrequency and then nonlinear static analyses (i.e., pushover). The main purposes of this study are: (i) to create an adequately consistent sensitivity study on several definite case studies to obtain an insight into the role played by geometry—which is always unique when referred to churches—and by irregularit

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27

Khatri, Govinda, and Govind Prasad Lamichhane. "Seismic response of stone masonry building with wooden band." Structural Mechanics of Engineering Constructions and Buildings 16, no. 6 (2020): 513–22. http://dx.doi.org/10.22363/1815-5235-2020-16-6-513-522.

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Most stone-masonry structures were built at a time when seismic risk was not considered in their design. Recent moderate to strong earthquakes have confirmed the vulnerability of heritage buildings, especially those constructed with unreinforced-masonry materials in various developing countries, worldwide. Proper assessment of the seismic performance and of the potential deficiency of existing heritage structures forms the basis for determining the degree of intervention needed to preserve their heritage values. Analysis of masonry wall confined by wooden band has been carried out using variou

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28

Avila-Haro, Jorge Arturo, Ahmed Saad Elshoura, and Jiří Maca. "Seismic Assessment of Unreinforced Masonry Buildings." Applied Mechanics and Materials 837 (June 2016): 16–21. http://dx.doi.org/10.4028/www.scientific.net/amm.837.16.

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The first case study used in this work is an existing seven-storey unreinforced masonry building (representing a typical residential building located in the district of L ́Example in Barcelona). The accuracy of the non-linear static procedures was evaluated by comparison with non-linear dynamic analyses for seven ground motion records and different levels of seismic intensity. The results obtained from the analyses showed good performance of the static pushover methods on the analysed building. The second case study used in this work is a two-storey unreinforced masonry building which was test

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29

Sri, F., and W. D. Rhini. "Stiffness analysis comparison of masonry full infills frame and masonry open middle span frame using Lubuk Pakam Bricks with pushover analysis." IOP Conference Series: Materials Science and Engineering 674 (November 14, 2019): 012017. http://dx.doi.org/10.1088/1757-899x/674/1/012017.

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30

Zucca, Marco, Nicola Longarini, Marco Simoncelli, and Aly Mousaad Aly. "Tuned Mass Damper Design for Slender Masonry Structures: A Framework for Linear and Nonlinear Analysis." Applied Sciences 11, no. 8 (2021): 3425. http://dx.doi.org/10.3390/app11083425.

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The paper presents a proposed framework to optimize the tuned mass damper (TMD) design, useful for seismic improvement of slender masonry structures. A historical masonry chimney located in northern Italy was considered to illustrate the proposed TMD design procedure and to evaluate the seismic performance of the system. The optimization process was subdivided into two fundamental phases. In the first phase, the main TMD parameters were defined starting from the dynamic behavior of the chimney by finite element modeling (FEM). A series of linear time-history analyses were carried out to point

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31

Cundari, Giuseppe Alfredo, and Gabriele Milani. "Homogenized and Heterogeneous Limit Analysis Model for Pushover Analysis of Ancient Masonry Walls with Irregular Texture." International Journal of Architectural Heritage 7, no. 3 (2013): 303–38. http://dx.doi.org/10.1080/15583058.2011.640737.

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32

Endo, Yohei, Luca Pelà, and Pere Roca. "Review of Different Pushover Analysis Methods Applied to Masonry Buildings and Comparison with Nonlinear Dynamic Analysis." Journal of Earthquake Engineering 21, no. 8 (2016): 1234–55. http://dx.doi.org/10.1080/13632469.2016.1210055.

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33

Terán-Gilmore, Amador, Oscar Zuñiga-Cuevas, and Jorge Ruiz-García. "Displacement-Based Seismic Assessment of Low-Height Confined Masonry Buildings." Earthquake Spectra 25, no. 2 (2009): 439–64. http://dx.doi.org/10.1193/1.3111149.

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This paper presents a practical displacement-based evaluation procedure for the seismic assessment of low-height regular confined masonry buildings. First, the so-called Coefficient Method established in several FEMA documents is adapted to obtain rapid estimates of inelastic roof displacement demands for regular confined masonry buildings. For that purpose, a statistical study of constant relative strength inelastic displacement ratios of single-degree-of-freedom systems representing confined masonry buildings is carried out. Second, a nonlinear simplified model is introduced to perform pusho

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34

Zhao, Zhi Meng, Feng Jin Chen, Jin Yi Chai, Zhen Ji Wang, and Hou Lin Zhou. "Analysis and Evaluation on Strengthening and Widening of a Catenary Stone Arch Bridge with Solid Spandrels." Advanced Materials Research 838-841 (November 2013): 1042–47. http://dx.doi.org/10.4028/www.scientific.net/amr.838-841.1042.

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This paper examines the bearing capacity and stability of a catenary axis uniform cross-section multi-span stone arch bridge with solid spandrels after strengthening and widening, in the light of the Code for Design of Highway Masonry Bridges and Culverts (JTG D61-2005) published by the Ministry of Communications of the People's Republic of China. Taking the West Ulanhot Large Bridge built in cold area of Inner Mongolia in 1960s as an example, the effect of dead load, live load and temperature variation after and before strengthening as well as multi-arch action were considered. Through calcul

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35

Zhao, Zhi Meng, Xiao Long Wang, Feng Jin Chen, Zhen Ji Wang, and Ya Juan Yang. "Analysis and Evaluation on Safety of Old Stone Arch Bridge Based on Current Specification." Applied Mechanics and Materials 501-504 (January 2014): 1178–81. http://dx.doi.org/10.4028/www.scientific.net/amm.501-504.1178.

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This paper examines the bearing capacity and stability of a catenary axis uniform cross-section multi-span stone arch bridge with solid spandrels in the cold areas. Taking the West Ulanhot Large Bridge built in cold area of Inner Mongolia in 1960s as an example, the bearing capacity and stability of early-built stone arch bridge were calculated,in consideration with the effect of dead load, live load and temperature variation as well as multi-arch action on the main arch ring, in the light of current specification, i.e., the Code for Design of Highway Masonry Bridges and Culverts (JTG D61-2005

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36

Sun, Xu Jie, Hou Zhang, Da Gang Lu, and Feng Lai Wang. "Study on Seismic Performance of Reinforced Concrete Masonry High-Rise Building." Applied Mechanics and Materials 166-169 (May 2012): 2164–70. http://dx.doi.org/10.4028/www.scientific.net/amm.166-169.2164.

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The design process of the 100 m high reinforced concrete masonry building in China was firstly presented, deformation check calculation under earthquake action by mode-superposition response spectrum method and time-history analysis method were detailed and deformation under wind load was also checked. Then elastic-plastic deformation under earthquake action was checked by time-history analysis method and pushover analysis method with both under uniform load and reverse triangle load. The conclusion is construct 100 m high office building built in Fortification intensity 6 by reinforced concre

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37

Ademovic, Naida, Mustafa Hrasnica, and Daniel V. Oliveira. "Pushover analysis and failure pattern of a typical masonry residential building in Bosnia and Herzegovina." Engineering Structures 50 (May 2013): 13–29. http://dx.doi.org/10.1016/j.engstruct.2012.11.031.

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38

Kouris, Leonidas Alexandros S., and Andreas J. Kappos. "A practice-oriented model for pushover analysis of a class of timber-framed masonry buildings." Engineering Structures 75 (September 2014): 489–506. http://dx.doi.org/10.1016/j.engstruct.2014.06.012.

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39

Mociran, H. A., and N. Cobîrzan. "Pushover analysis of R.C. framed structures with infill panels made of masonry having various properties." IOP Conference Series: Materials Science and Engineering 1138, no. 1 (2021): 012030. http://dx.doi.org/10.1088/1757-899x/1138/1/012030.

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40

Croce, Pietro, Filippo Landi, and Paolo Formichi. "Probabilistic Seismic Assessment of Existing Masonry Buildings." Buildings 9, no. 12 (2019): 237. http://dx.doi.org/10.3390/buildings9120237.

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The evaluation of seismic performance of existing masonry buildings is a critical issue in assessing the seismic vulnerability of the built environment. With this aim, non-linear static analysis is commonly used, but results are influenced significantly by the collapse criteria adopted, as well as by the assumptions about material properties and drift capacity of masonry walls. A methodology for the probabilistic assessment of the seismic risk index is proposed by means of an original non-linear pushover type algorithm developed by the authors. The main sources of uncertainties related to maso

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S. Araujo, Ana, Paulo B. Lourenco, Daniel V. Oliveira, and Joao Leite. "Seismic Assessment of St James Church by Means of Pushover Analysis – Before and After the New Zealand Earthquake." Open Civil Engineering Journal 6, no. 1 (2012): 160–72. http://dx.doi.org/10.2174/1874149501206010160.

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The paper presents a numerical study for the seismic assessment of the St James Church in Christchurch, New Zealand affected by the recent 2011 earthquake and subsequent aftershocks. The structural behavior of the Church has been evaluated using the finite element modelling technique, in which the nonlinear behavior of masonry has been taken into account by proper constitutive assumptions. Two numerical models were constructed, one incorporating the existing structural damage and the other considering the intact structure. The validation of the numerical models was achieved by the calibration

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42

Zheng, Zhi, Xiaolan Pan, and Xu Bao. "Comparative Capacity Assessment of CFRP Retrofit Techniques for RC Frames with Masonry Infills Using Pushover Analysis." Arabian Journal for Science and Engineering 44, no. 5 (2018): 4597–612. http://dx.doi.org/10.1007/s13369-018-3488-4.

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43

Ravichandran, Shiv Shanker, and Richard E. Klingner. "Seismic Design Factors for Steel Moment Frames with Masonry Infills: Part 1." Earthquake Spectra 28, no. 3 (2012): 1189–204. http://dx.doi.org/10.1193/1.4000060.

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In this two-part work, seismic behavior and design of steel moment frames with masonry infills are investigated systematically. In this first part, the “infill strength ratio” (the ratio of the story shear strength of infills to the story shear strength of the bare frame) is shown to have a fundamental effect on the seismic behavior of an infilled frame. This fundamental effect is demonstrated using pushover analysis of an example steel moment frame with masonry infills in uniformly infilled and open ground story configurations. In general, infill strength ratios greater than about 0.35 are as

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44

Kappos, A. J., and V. K. Papanikolaou. "Nonlinear Dynamic Analysis of Masonry Buildings and Definition of Seismic Damage States." Open Construction and Building Technology Journal 10, no. 1 (2016): 192–209. http://dx.doi.org/10.2174/1874836801610010192.

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A large part of the building stock in seismic-prone areas worldwide are masonry structures that have been designed without seismic design considerations. Proper seismic assessment of such structures is quite a challenge, particularly so if their response well into the inelastic range, up to local or global failure, has to be predicted, as typically required in fragility analysis. A critical issue in this respect is the absence of rigid diaphragm action (due to the presence of relatively flexible floors), which renders particularly cumbersome the application of popular and convenient nonlinear

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45

Lulić, Luka, Karlo Ožić, Tomislav Kišiček, Ivan Hafner, and Mislav Stepinac. "Post-Earthquake Damage Assessment—Case Study of the Educational Building after the Zagreb Earthquake." Sustainability 13, no. 11 (2021): 6353. http://dx.doi.org/10.3390/su13116353.

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In the wake of recent strong earthquakes in Croatia, there is a need for a detailed and more comprehensive post-earthquake damage assessment. Given that masonry structures are highly vulnerable to horizontal actions caused by earthquakes and a majority of the Croatian building stock is made of masonry, this field is particularly important for Croatia. In this paper, a complete assessment of an educational building in Zagreb Lower Town is reported. An extensive program of visual inspection and geometrical surveys has been planned and performed. Additionally, an in situ shear strength test is pr

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46

K. Jarallah, Husain, D. K. Paul, and Yogendra Singh. "SEISMIC EVALUATION AND RETROFIT ON AN EXISTING HOSPITAL BUILDING." Journal of Engineering and Sustainable Development 24, no. 06 (2020): 1–21. http://dx.doi.org/10.31272/jeasd.24.6.1.

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The nonlinear pushover analysis was used to evaluate an existing 8-storey reinforced concrete framed hospital building under seismic force and presented in this manuscript. The ‘Guru Teg Bahadur Hospital' is one of the important hospitals at Delhi-India, it was selected for this research. The three-dimensional frame model was used to model the building with a fixed base. The beams and columns were modeled by using three-dimension line frame elements with the centre lines joined at nodes. Diagonal strut elements were used to model the brick masonry infills. The slabs were considered as rigid di

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de Angelis, Fabio, and Donato Cancellara. "Seismic Vulnerability of Existing RC Buildings and Influence of the Decoupling of the Effective Masonry Panels from the Structural Frames." Applied Mechanics and Materials 256-259 (December 2012): 2244–53. http://dx.doi.org/10.4028/www.scientific.net/amm.256-259.2244.

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Abstract:

In the present work we discuss on the seismic vulnerability of reinforced concrete existing buildings. In particular we consider a reinforced concrete building originally designed for only gravitational loads and located in a zone recently defined at seismic risk. According to the Italian seismic code NTC 2008 a displacement based approach is adopted and the N2-method is considered for the nonlinear seismic analysis. In the analysis all the masonry infill panels in effective interaction with the structural frame are considered for the nonlinear modeling of the structure. The influence of the e

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de Angelis, Fabio, and Donato Cancellara. "Seismic Vulnerability of Existing RC Buildings and Influence of the Decoupling of the Effective Masonry Panels from the Structural Frames." Applied Mechanics and Materials 268-270 (December 2012): 646–55. http://dx.doi.org/10.4028/www.scientific.net/amm.268-270.646.

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Abstract:

In the present work we discuss on the seismic vulnerability of reinforced concrete existing buildings. In particular we consider a reinforced concrete building originally designed for only gravitational loads and located in a zone recently defined at seismic risk. According to the Italian seismic code NTC 2008 a displacement based approach is adopted and the N2-method is considered for the nonlinear seismic analysis. In the analysis all the masonry infill panels in effective interaction with the structural frame are considered for the nonlinear modeling of the structure. The influence of the e

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Akhaveissy, A. H., and G. Milani. "Pushover analysis of large scale unreinforced masonry structures by means of a fully 2D non-linear model." Construction and Building Materials 41 (April 2013): 276–95. http://dx.doi.org/10.1016/j.conbuildmat.2012.12.006.

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Repapis, Constantinos C. "Seismic Performance Evaluation of Existing RC Buildings Without Seismic Details. Comparison of Nonlinear Static Methods and IDA." Open Construction and Building Technology Journal 10, no. 1 (2016): 158–79. http://dx.doi.org/10.2174/1874836801610010158.

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Abstract:

The inelastic response of existing reinforced concrete (RC) buildings without seismic details is investigated, presenting the results from more than 1000 nonlinear analyses. The seismic performance is investigated for two buildings, a typical building form of the 60s and a typical form of the 80s. Both structures are designed according to the old Greek codes. These building forms are typical for that period for many Southern European countries. Buildings of the 60s do not have seismic details, while buildings of the 80s have elementary seismic details. The influence of masonry infill walls is

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