Comparison between gravity load and seismic load designed irregular building
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Universiti Malaysia Perlis (UniMAP)
2013
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| Online Access: | http://dspace.unimap.edu.my/xmlui/handle/123456789/24085 |
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my.unimap-240852013-03-20T07:57:50Z Comparison between gravity load and seismic load designed irregular building Ahmad Shahriman, Hibadullah Mohd Zulham Affandi Bin Mohd Zahid Earthquake Ductility class Gravity load Seismic load Eurocode Access is limited to UniMAP community. Analysis of a structure is very important in term of measuring the structure stability. When a load is applied to the structure, it will result deformation of the entire structure. Furthermore, if the deformation of the structure is too large, the structure become unstable and may cause collapse to the structure. But one of the common methods to predict the deformation of the structure is by using stiffness method. Unfortunately, most of the analysis of the structures done by engineers using stiffness method is mainly based on first-order elastic analysis only. By only considering first-order elastic analysis; the calculation of the deformation of the structure is not really accurate especially for structure with low stiffness because failure of structure when seismic occur This study was conducted to determine the deformation of a frame structure more accurate by considering non-linear effect (second-order elastic analysis) and compare the result with linear effect ( first-order-elastic analysis) in term of the structural element of the RC frame and overstrength . The non –linear effect ( second –order elastic analysis ) will conducted via manual calculation by using eurocode 2 and eurocode 8. A part from manual calculation computer software such as cumbia , excel , matlab and SAP200 was used to determine the maximum shear strength, moment and axial load applicable for a structure to maximize the stability and strength of the structure. The result of this study shown that there are different in the structral element designed using second order analaysis compared to first order analysis. Apart from that the overstrength of RC frame shown different when different method applied where for EC2 the overstrength value is 1.19 and for frame designed using EC8 the value of overstrength is 1.20 2013-03-20T07:57:50Z 2013-03-20T07:57:50Z 2012-05 Learning Object http://hdl.handle.net/123456789/24085 en Universiti Malaysia Perlis (UniMAP) School of Environmental Engineering |
| institution |
Universiti Malaysia Perlis |
| building |
UniMAP Library |
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Institutional Repository |
| continent |
Asia |
| country |
Malaysia |
| content_provider |
Universiti Malaysia Perlis |
| content_source |
UniMAP Library Digital Repository |
| url_provider |
http://dspace.unimap.edu.my/ |
| language |
English |
| topic |
Earthquake Ductility class Gravity load Seismic load Eurocode |
| spellingShingle |
Earthquake Ductility class Gravity load Seismic load Eurocode Ahmad Shahriman, Hibadullah Comparison between gravity load and seismic load designed irregular building |
| description |
Access is limited to UniMAP community. |
| author2 |
Mohd Zulham Affandi Bin Mohd Zahid |
| author_facet |
Mohd Zulham Affandi Bin Mohd Zahid Ahmad Shahriman, Hibadullah |
| format |
Learning Object |
| author |
Ahmad Shahriman, Hibadullah |
| author_sort |
Ahmad Shahriman, Hibadullah |
| title |
Comparison between gravity load and seismic load designed irregular building |
| title_short |
Comparison between gravity load and seismic load designed irregular building |
| title_full |
Comparison between gravity load and seismic load designed irregular building |
| title_fullStr |
Comparison between gravity load and seismic load designed irregular building |
| title_full_unstemmed |
Comparison between gravity load and seismic load designed irregular building |
| title_sort |
comparison between gravity load and seismic load designed irregular building |
| publisher |
Universiti Malaysia Perlis (UniMAP) |
| publishDate |
2013 |
| url |
http://dspace.unimap.edu.my/xmlui/handle/123456789/24085 |
| _version_ |
1643794173569007616 |