Search

found 70 results

Images for gallery; more images...

Articles, UC QuakeStudies

A PDF copy of pages 104-105 of the book Christchurch: The Transitional City Pt IV. The pages document the transitional project 'SCAPE'. Image: Ash Keating, Gardensity, 2010/11, commissioned by SCAPE with generous support from Leighs Construction and Portabuild, installed outside Christchurch Art Gallery. Photo used with permission: SCAPE.

Videos, UC QuakeStudies

A video of an interview with Zak and Alasdair Cassels about the development of the historic tannery site in Woolston. The Cassels are developing the site into a Victorian-style arcade which will house up to 70 tenants, including bars, restaurants, a music venue, gift shops, fashion stores, a hair salon, a Pilates studio, a tattoo parlour, and an art gallery. The video also includes an interview with Sarah Odering, the manger of Dead Set.

Research papers, The University of Auckland Library

During the 2010/2011 Canterbury earthquakes, several reinforced concrete (RC) walls in multi-storey buildings formed a single crack in the plastic hinge region as opposed to distributed cracking. In several cases the crack width that was required to accommodate the inelastic displacement of the building resulted in fracture of the vertical reinforcing steel. This type of failure is characteristic of RC members with low reinforcement contents, where the area of reinforcing steel is insufficient to develop the tension force required to form secondary cracks in the surrounding concrete. The minimum vertical reinforcement in RC walls was increased in NZS 3101:2006 with the equation for the minimum vertical reinforcement in beams also adopted for walls, despite differences in reinforcement arrangement and loading. A series of moment-curvature analyses were conducted for an example RC wall based on the Gallery Apartments building in Christchurch. The analysis results indicated that even when the NZS 3101:2006 minimum vertical reinforcement limit was satisfied for a known concrete strength, the wall was still susceptible to sudden failure unless a significant axial load was applied. Additionally, current equations for minimum reinforcement based on a sectional analysis approach do not adequately address the issues related to crack control and distribution of inelastic deformations in ductile walls.