Seismic Strengthening of the Majestic Centre, Wellington, New Zealand

2020 ◽  
pp. 95-126
Author(s):  
Joe White ◽  
Hamish McKenzie
Keyword(s):  
Reinforced Concrete ◽  
New Zealand ◽  
Seismic Performance ◽  
Seismic Loading ◽  
Hollow Core ◽  
Seismic Strengthening ◽  
Moment Frame ◽  
Strengthening Exercise

<p>The Majestic Centre is a 30-storey office tower in the centre of Wellington, New Zealand. The structure has a dual lateral system (reinforced concrete (RC) moment frame + shear cores) and hollow-core floors. The building’s assessed seismic performance was found to be below expected levels, leading to a strengthening exercise. Over a period of 5 years, the structures performance was raised to meet current seismic loading requirements, at a cost of €50M.</p>

Seismic Performance and Cost Evaluations of Reinforced Concrete Buildings with Various Ductility in Moderate Seismic Zone

2014 ◽  
Vol 08 (02) ◽  
pp. 1450005 ◽  
Author(s):  
Virote Boonyapinyo ◽  
Norathape Choopool
Keyword(s):  
Reinforced Concrete ◽  
Seismic Performance ◽  
Seismic Loading ◽  
Building Design ◽  
Seismic Zone ◽  
Cost Estimates ◽  
Diagram Method ◽  
Performance Point ◽  
Failure State ◽  
Design Earthquake

This study is focused on the effects of the new standard of the building design under seismic loading in Thailand (DPT 1302-52) on cost estimates and the seismic performance of nine-story reinforced concrete apartment buildings with various ductility in moderate seismic zone and a gravity load designed (GLD) building. Both the nonlinear static pushover and nonlinear dynamic analyses are applied. Comparisons of performance point (PF) evaluation of studied frames are investigated by three different methods, namely, capacity spectrum method (CSM), inelastic demand diagram method (IDDM), and nonlinear time history analysis (NTHA) method. Five selected ground motion records are investigated in the analyses. In order to examine the influence of design ductility classes, the seismic forces on moment resisting frame buildings are defined according to the new standard of the building design under seismic loading in Thailand with ductility from 8, 5, and 3, corresponding to special ductile frame (SDF), intermediate ductile frame (IDF), and ordinary ductile frames (ODF), respectively. For the cost estimates, ODF is the most expensive among ODF, IDF, and SDF. Costs of SDF and IDF in Chiang Mai are quite similar. The results show that SDF is more ductile than that of ODF, however, the strength of SDF is less than ODF. The results indicate that all frames including GLD are able to withstand a design earthquake. The study also found that the average ductilities at the failure state for SDF, IDF, ODF, and GLD are 1.45, 1.42, 1.28, and 1.17, respectively. The average PGAs at the failure state for SDF, IDF, ODF, and GLD are 0.85 g, 0.83 g, 0.63 g, and 0.35 g, respectively when these buildings have the volumetric ratio of horizontal confinement within joint panel greater than 0.003. Moreover, at the failure state of GLD with volumetric ratio of horizontal confinement within joint panel less than 0.003, the average PGA is only 0.17 g which is lower than the design earthquake of PGA of 0.39 g in the draft DPT. The SDF and IDF are the two best options in consideration of cost and seismic performance.

Large Reinforced Concrete Special Moment Frame Beams under Simulated Seismic Loading

2016 ◽  
Vol 113 (3) ◽  
Author(s):  
Tea Visnjic ◽  
Grigorios Antonellis ◽  
Marios Panagiotou ◽  
Jack P. Moehle
Keyword(s):  
Reinforced Concrete ◽  
Seismic Loading ◽  
Moment Frame ◽  
Special Moment Frame
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