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		<summary type="html">&lt;p&gt;Scipediacontent moved page &lt;a href=&quot;/public/Draft_Content_940397446&quot; class=&quot;mw-redirect&quot; title=&quot;Draft Content 940397446&quot;&gt;Draft Content 940397446&lt;/a&gt; to &lt;a href=&quot;/public/A._Hassanieh_2021a&quot; title=&quot;A. Hassanieh 2021a&quot;&gt;A. Hassanieh 2021a&lt;/a&gt;&lt;/p&gt;
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				&lt;td colspan='1' style=&quot;background-color: white; color:black; text-align: center;&quot;&gt;Revision as of 11:50, 30 November 2021&lt;/td&gt;
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		<title>Scipediacontent: Created page with &quot;== Abstract ==  Unreinforced Masonry (URM) has been extensively used as a construction material  in mass structures with predominant compression load paths. Despite its reason...&quot;</title>
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		<summary type="html">&lt;p&gt;Created page with &amp;quot;== Abstract ==  Unreinforced Masonry (URM) has been extensively used as a construction material  in mass structures with predominant compression load paths. Despite its reason...&amp;quot;&lt;/p&gt;
&lt;p&gt;&lt;b&gt;New page&lt;/b&gt;&lt;/p&gt;&lt;div&gt;== Abstract ==&lt;br /&gt;
&lt;br /&gt;
Unreinforced Masonry (URM) has been extensively used as a construction material &lt;br /&gt;
in mass structures with predominant compression load paths. Despite its reasonably &lt;br /&gt;
established performance under gravity actions, it can be quite vulnerable to seismic loading, &lt;br /&gt;
predominantly  due  to  its  limited  tensile  strength  and  associated  quasi-brittle  failure  modes.&lt;br /&gt;
Therefore,  a  reliable  seismic  assessment  of  URM structures,  including  heritage  buildings,  is&lt;br /&gt;
vital to ensure life safety and minimise their risk of collapse. This can assist in implementing &lt;br /&gt;
effective remedial measures, if required, to ensure desirable performance level in future events. &lt;br /&gt;
Despite  significant  advancements  in  masonry  research,  practical  assessment  of  URM  has &lt;br /&gt;
always been a challenge for structural engineers due to the complexity of the mechanics and &lt;br /&gt;
geometry  involved.  Different  modelling  approaches  have  been  trialled  so  far,  which  are &lt;br /&gt;
typically  based  on  equivalent  frame,  discrete  and continuum  elements  in  2D/3D  domains.  In this  paper,  a  simplified  nonlinear  model  is  introduced  within  the  framework  of  conventional layered shell elements, which can be easily implemented in commonly used FE packages, e.g. ETABS and SAP2000. In this model, the URM shell element comprises three layers accounting for cohesion and axial-frictional behaviour parallel and perpendicular to the bed joints, where the mechanical properties can be adjusted for various masonry configurations. The &lt;br /&gt;
performance of the proposed model is validated against several experimental tests available in &lt;br /&gt;
the  literature,  where  a  good  correlation  with  test  data  is  achieved  across  various  design &lt;br /&gt;
scenarios and loading conditions.&lt;br /&gt;
&lt;br /&gt;
== Full document ==&lt;br /&gt;
&amp;lt;pdf&amp;gt;Media:Draft_Content_940397446p1221.pdf&amp;lt;/pdf&amp;gt;&lt;br /&gt;
== References ==&lt;br /&gt;
&lt;br /&gt;
[1] A. M. D’Altri et al., “Modeling Strategies for the Computational Analysis of Unreinforced  Masonry Structures: Review and Classification,” Arch. Comput. Methods Eng., vol. 27, no.  4, pp. 1153–1185, Sep. 2020.  &lt;br /&gt;
&lt;br /&gt;
[2] A. PAGE, “THE BIAXIAL COMPRESSIVE STRENGTH OF BRICK MASONRY.,”  Proc. Inst. Civ. Eng., vol. 71, no. 3, pp. 893–906, Sep. 1981.  &lt;br /&gt;
&lt;br /&gt;
[3] K. Beyer, “Peak and residual strengths of brick masonry spandrels,” Eng. Struct., vol. 41,  pp. 533–547, 2012.  &lt;br /&gt;
&lt;br /&gt;
[4] J. van Elk and D. Doornhof, “Material Characterisation Version 1.3 Report,” 2016.  &lt;br /&gt;
&lt;br /&gt;
[5] J. A. Thamboo, “Material characterisation of thin layer mortared clay masonry,” Constr.  Build. Mater., vol. 230, p. 116932, 2020.  &lt;br /&gt;
&lt;br /&gt;
[6] T. Manzouri, M. P. Schuller, P. B. Shing, and B. Amadei, “Repair and retrofit of  unreinforced masonry structures,” Earthquake Spectra, vol. 12, no. 4. pp. 903–922, 1996.  &lt;br /&gt;
&lt;br /&gt;
[7] L. S. Hogan, I. Giongo, K. Q. Walsh, J. M. Ingham, and D. Dizhur, “Full-scale  Experimental Pushover Testing of an Existing URM Building,” Structures, vol. 15, no.  March, pp. 66–81, 2018.  &lt;br /&gt;
&lt;br /&gt;
[8] M. Tondelli, M. Rota, A. Penna, and G. Magenes, “Evaluation of Uncertainties in the  Seismic Assessment of Existing Masonry Buildings,” J. Earthq. Eng., vol. 16, no. sup1,  pp. 36–64, Jan. 2012.  &lt;br /&gt;
&lt;br /&gt;
[9] A. M. D’Altri, F. Messali, J. Rots, G. Castellazzi, and S. de Miranda, “A damaging block- based model for the analysis of the cyclic behaviour of full-scale masonry structures,” Eng.  Fract. Mech., vol. 209, pp. 423–448, Mar. 2019.  &lt;br /&gt;
&lt;br /&gt;
[10] E. Minga, L. Macorini, and B. A. Izzuddin, “A 3D mesoscale damage-plasticity approach  for masonry structures under cyclic loading,” Meccanica, vol. 53, no. 7, pp. 1591–1611, May 2018.  &lt;br /&gt;
&lt;br /&gt;
[11] G. Maier and A. Nappi, “A theory of no-tension discretized structural systems,” Eng.  Struct., vol. 12, no. 4, pp. 227–234, Oct. 1990.  &lt;br /&gt;
&lt;br /&gt;
[12] D. Briccola, M. Bruggi, and A. Taliercio, “Analysis of 3D no-tension masonry-like walls,”  J. Mech. Mater. Struct., vol. 13, no. 5, pp. 631–646, Dec. 2018.  &lt;br /&gt;
&lt;br /&gt;
[13] H. R. Lotfi and P. B. Shing, “An appraisal of smeared crack models for masonry shear wall  analysis,” Comput. Struct., vol. 41, no. 3, pp. 413–425, Jan. 1991.  &lt;br /&gt;
&lt;br /&gt;
[14] J. Toti, V. Gattulli, and E. Sacco, “Nonlocal damage propagation in the dynamics of  masonry elements,” Comput. Struct., vol. 152, pp. 215–227, May 2015.  &lt;br /&gt;
&lt;br /&gt;
[15] P. B. Lourenço, Computational strategies for masonry structures, vol. 70, no. 08. 1996.  &lt;br /&gt;
&lt;br /&gt;
[16] T. Salonikios, C. Karakostas, V. Lekidis, and A. Anthoine, “Comparative inelastic  pushover analysis of masonry frames,” Eng. Struct., vol. 25, no. 12, pp. 1515–1523, 2003.  &lt;br /&gt;
&lt;br /&gt;
[17] R. Siano et al., “Numerical investigation of non-linear equivalent-frame models for regular  masonry walls,” Eng. Struct., vol. 173, no. June, pp. 512–529, 2018.  &lt;br /&gt;
&lt;br /&gt;
[18] CSI, “ETABS Analysis and Design of Building Systems.” Computers and Structures Inc,  Berkeley, California.  &lt;br /&gt;
&lt;br /&gt;
[19] CSI, “SAP2000 Integrated Software for Structural Analysis and Design.” Computers and  Structures Inc, Berkeley, California.  &lt;br /&gt;
&lt;br /&gt;
[20] J. Heyman, “The stone skeleton,” Int. J. Solids Struct., vol. 2, no. 2, pp. 249–279, Apr.  1966.  &lt;br /&gt;
&lt;br /&gt;
[21] K. Doherty, M. C. Griffith, N. Lam, and J. Wilson, “Displacement-based seismic analysis  for out-of-plane bending of unreinforced masonry walls,” Earthq. Eng. Struct. Dyn., vol.  31, no. 4, pp. 833–850, 2002.  &lt;br /&gt;
&lt;br /&gt;
[22] Federal Emergency Management Agency, “FEMA 440 Improvement of Nonlinear Static  Seismic Analysis Procedures,” Redwood City, CA, 2005.  &lt;br /&gt;
&lt;br /&gt;
[23] ASCE, Seismic Evaluation and Retrofit of Existing Buildings ASCE/SEI 41-17. 2017.  &lt;br /&gt;
&lt;br /&gt;
[24] NZSEE, The Seismic Assessment of Existing Buildings - Initial Seismic Assessment Part B. 2017.  &lt;br /&gt;
&lt;br /&gt;
[25] D. J. Sutcliffe, H. S. Yu, and A. W. Page, “Lower bound limit analysis of unreinforced  masonry shear walls,” Comput. Struct., vol. 79, no. 14, pp. 1295–1312, Jun. 2001.  &lt;br /&gt;
&lt;br /&gt;
[26] K. Chaimoon and M. M. Attard, “Modeling of unreinforced masonry walls under shear and  compression,” Eng. Struct., vol. 29, no. 9, pp. 2056–2068, Sep. 2007.  &lt;br /&gt;
&lt;br /&gt;
[27] European Committee for Standardization, “Eurocode 6: Design of masonry structures -  Part 1-1: General rules for reinforced and unreinforced masonry structures.” 2005.  &lt;br /&gt;
&lt;br /&gt;
[28] G. Giardina, A. Marini, M. A. N. Hendriks, J. G. Rots, F. Rizzardini, and E. Giuriani,  “Experimental analysis of a masonry façade subject to tunnelling-induced settlement,”  Eng. Struct., vol. 45, pp. 421–434, 2012.  &lt;br /&gt;
&lt;br /&gt;
[29] G. Giardina, A. V. van de Graaf, M. A. N. Hendriks, J. G. Rots, and A. Marini, “Numerical  analysis of a masonry façade subject to tunnelling-induced settlements,” Eng. Struct., vol.  54, pp. 234–247, 2013.  &lt;br /&gt;
&lt;br /&gt;
[30] G. Magenes, G. M. Calvi, and G. R. Kingsley, “Seismic testing of a full-scale, two-storey  masonry building: Test procedure and measured experimental response,” Exp. Numer.  Investig. a brick Mason. Build. - Numer. Predict. Exp. Rep. 3.0 - G.N.D.T., no. January, pp.  1.1-1.41, 1995.&lt;/div&gt;</summary>
		<author><name>Scipediacontent</name></author>	</entry>

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