@inproceedings{20124115551906 ,
language = {English},
copyright = {Compilation and indexing terms, Copyright 2023 Elsevier Inc.},
copyright = {Compendex},
title = {Shake table tests and repair of ductile slender reinforced concrete shear walls},
journal = {9th US National and 10th Canadian Conference on Earthquake Engineering 2010, Including Papers from the 4th International Tsunami Symposium},
author = {Ghorbanirenani, I. and Tremblay, R. and El-Sokkary, H. and Galal, K. and Leger, P. and Leclerc, M.},
volume = {3},
year = {2010},
pages = {2398 - 2407},
address = {Toronto, ON, Canada},
abstract = {The paper describes a shake table test program on two 9m tall reinforced concrete shear wall models that are part of an 8-storey, 20.95m tall building designed in Montreal, QC according to the seismic provisions of the 2005 National Building Code of Canada and the 2004 CSA-A23.3 concrete design standard. The wall is of the moderately ductile category, as commonly built in Eastern North America (ENA). The objective of the test is to examine the contribution of the higher modes to the wall response when subjected to strong ground motions anticipated in (ENA). The focus is on the amplitude and distribution of the horizontal shear force over the building height, the inelastic rotation demand in the upper portion of the wall. It was found that significant inelastic deformations took place in the 6<sup>th</sup> storey in addition to the base plastic hinge. This dual plastic hinge response is not recognized by current codes. After testing, both walls were rehabilitated using carbon fibre-reinforced polymer (CFRP) composite sheets at the two plastic hinge locations. The walls were then retested using the same shake table loading protocol. At the wall base, uni-directional C-shaped CFRP sheets were applied horizontally on the two long sides of the wall, overlapped at the wall's boundary regions and anchored along the wall sides. On the 6<sup>th</sup> storey panel, uni-directional CFRP sheets were applied vertically and were anchored to the top and bottom slabs using CFRP anchors, above which uni-directional horizontal C-shaped CFRP sheets were applied. The rehabilitation schemes for the two walls aim to increase the flexural, shear, and ductility capacities of the wall at the 6<sup>th</sup> storey panel due to the observed increase in demand at that level, whereas the added CFRP confinement at the base panel aimed at increasing the ductility capacity at the wall base. Both rehabilitated walls performed efficiently showing improved flexural strength at the 6<sup>th</sup> storey panel. Upon increasing the seismic ground motion intensity, the damage (cracking, plasticity) was found to spread in the other unrehabilitated stories.<br/>},
key = {Software testing},
keywords = {Carbon fibers;Ductility;Shear walls;Tall buildings;Reinforced concrete;Seismology;Carbon fiber reinforced plastics;Seismic design;},
note = {Carbon fibre reinforced polymer;Eastern north america;Inelastic deformation;Inelastic rotations;National Building Code of Canada;Reinforced concrete shear walls;Seismic ground motions;Strong ground motion;},
}

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The wall is of the moderately ductile category, as commonly built in Eastern North America (ENA). The objective of the test is to examine the contribution of the higher modes to the wall response when subjected to strong ground motions anticipated in (ENA). The focus is on the amplitude and distribution of the horizontal shear force over the building height, the inelastic rotation demand in the upper portion of the wall. It was found that significant inelastic deformations took place in the 6^th storey in addition to the base plastic hinge. This dual plastic hinge response is not recognized by current codes. After testing, both walls were rehabilitated using carbon fibre-reinforced polymer (CFRP) composite sheets at the two plastic hinge locations. The walls were then retested using the same shake table loading protocol. At the wall base, uni-directional C-shaped CFRP sheets were applied horizontally on the two long sides of the wall, overlapped at the wall's boundary regions and anchored along the wall sides. On the 6^th storey panel, uni-directional CFRP sheets were applied vertically and were anchored to the top and bottom slabs using CFRP anchors, above which uni-directional horizontal C-shaped CFRP sheets were applied. The rehabilitation schemes for the two walls aim to increase the flexural, shear, and ductility capacities of the wall at the 6^th storey panel due to the observed increase in demand at that level, whereas the added CFRP confinement at the base panel aimed at increasing the ductility capacity at the wall base. Both rehabilitated walls performed efficiently showing improved flexural strength at the 6^th storey panel. Upon increasing the seismic ground motion intensity, the damage (cracking, plasticity) was found to spread in the other unrehabilitated stories.<br/>","key":"20124115551906","keywords":"Carbon fibers;Ductility;Shear walls;Tall buildings;Reinforced concrete;Seismology;Carbon fiber reinforced plastics;Seismic design;","note":"Carbon fibre reinforced polymer;Eastern north america;Inelastic deformation;Inelastic rotations;National Building Code of Canada;Reinforced concrete shear walls;Seismic ground motions;Strong ground motion;","bibtex":"@inproceedings{20124115551906 ,\nlanguage = {English},\ncopyright = {Compilation and indexing terms, Copyright 2023 Elsevier Inc.},\ncopyright = {Compendex},\ntitle = {Shake table tests and repair of ductile slender reinforced concrete shear walls},\njournal = {9th US National and 10th Canadian Conference on Earthquake Engineering 2010, Including Papers from the 4th International Tsunami Symposium},\nauthor = {Ghorbanirenani, I. and Tremblay, R. and El-Sokkary, H. and Galal, K. and Leger, P. and Leclerc, M.},\nvolume = {3},\nyear = {2010},\npages = {2398 - 2407},\naddress = {Toronto, ON, Canada},\nabstract = {The paper describes a shake table test program on two 9m tall reinforced concrete shear wall models that are part of an 8-storey, 20.95m tall building designed in Montreal, QC according to the seismic provisions of the 2005 National Building Code of Canada and the 2004 CSA-A23.3 concrete design standard. The wall is of the moderately ductile category, as commonly built in Eastern North America (ENA). The objective of the test is to examine the contribution of the higher modes to the wall response when subjected to strong ground motions anticipated in (ENA). The focus is on the amplitude and distribution of the horizontal shear force over the building height, the inelastic rotation demand in the upper portion of the wall. It was found that significant inelastic deformations took place in the 6^th storey in addition to the base plastic hinge. This dual plastic hinge response is not recognized by current codes. After testing, both walls were rehabilitated using carbon fibre-reinforced polymer (CFRP) composite sheets at the two plastic hinge locations. The walls were then retested using the same shake table loading protocol. At the wall base, uni-directional C-shaped CFRP sheets were applied horizontally on the two long sides of the wall, overlapped at the wall's boundary regions and anchored along the wall sides. On the 6^th storey panel, uni-directional CFRP sheets were applied vertically and were anchored to the top and bottom slabs using CFRP anchors, above which uni-directional horizontal C-shaped CFRP sheets were applied. The rehabilitation schemes for the two walls aim to increase the flexural, shear, and ductility capacities of the wall at the 6^th storey panel due to the observed increase in demand at that level, whereas the added CFRP confinement at the base panel aimed at increasing the ductility capacity at the wall base. Both rehabilitated walls performed efficiently showing improved flexural strength at the 6^th storey panel. 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