The damaged Cranmer Courts on the corner of Kilmore and Montreal Streets. The corner of the building has crumbled onto the street, which is now littered with broken masonry. Wire fencing placed around the building after the 4 September 2010 earthquake has managed to keep the debris away from the road.
A partially constructed tilt slab building on a site in the Christchurch central city.
Photograph captioned by BeckerFraserPhotos, "New construction, Victoria Street".
A damaged building on the corner of Montreal and Armagh Streets, near Cranmer Square. To the right, a new tilt-slab building is being constructed on the site of a demolished building and the damaged Cranmer Centre can be seen.
Damage to the Lyttelton Port. A concrete slab has lifted, breaking the asphalt.
A large crack in the concrete floor slab of a building in Barbadoes Street. The photographer comments, "This is a picture of the cracked concrete floor in a shop in the Christchurch CBD. I have a similar crack in my home, but I have not lifted the carpet to look".
A partially constructed tilt slab building on a site in the Christchurch central city.
Damage to the Lyttelton Port. A concrete slab has lifted and broken at the edge.
Photograph captioned by BeckerFraserPhotos, "Subsidence under a concrete slab on St. David's Street, Lyttelton".
A partly constructed tilt slab building on the demolition site of 338 Montreal Street. In the background, a severely damaged B&B can be seen.
A partly constructed tilt slab building on the demolition site of 338 Montreal Street. In the background, a severely damaged B&B can be seen.
Damage to the Lyttelton Port. A concrete slab has separated from the pavement. A crack has opened up and bricks at the edge are falling in.
The driveway of a property on Avonside Drive. The slabs of concrete that make up the driveway have shifted and cracked, and weeds have grown up between them.
Workers inspecting the badly damaged Redcliffs Scout Hall. Large concrete slabs have fallen inwards from one wall. The photographer comments, "This building was badly damaged in the February quake but now close to collapse".
Photograph captioned by BeckerFraserPhotos, "25 Seabreeze Close, Bexley. View through the window shows the crack in the floor slab, and a pile of silt in the corner of the room".
A view down the driveway of a property on Avonside Drive to its garage. The slabs of concrete that make up the driveway have all visibly shifted, and the garage is on a lean.
The Windsor Hotel, on the corner of Montreal Street and Armagh Street. The building was red-stickered after the September 2010 earthquake and demolished after the February 2011 earthquake. Beside the hotel, construction has begun on a modern, tilt-slab building.
A concrete slab blocking access to the Medway Street footbridge. The footbridge was badly warped in the 4 September 2010 earthquake. Someone has spray painted graffiti on the concrete block. Behind the concrete is a section of safety fence further blocking access.
A large crack between the road and a concrete slab in New Brighton. The photographer comments, "This is the gap that has been growing during all the Christchurch earthquakes. It is between Robbie's Restaurant and the car park in New Brighton".
A photograph of some simple street art on a concrete wall. The artwork depicts a masked boy with red hair, nestled between the colourful letters of tag writing. An excavator from Mount Grey Downs Limited and some stacked concrete slabs are in the foreground.
A broken concrete floor slab in a residential property. The photographer comments, "Now that our house is to be rebuilt some time in the distant future, I decided to relay the loose and broken tiles. I took some photos to show what lies beneath".
An as-built reinforced concrete (RC) frame building designed and constructed according to pre-1970s code design construction practice has been recently tested on the shake table at the University of Canterbury. The specimen, 1/2.5 scaled version of the original prototype, consists of two 3-storey 2-bay asymmetric frames in parallel, one interior and one exterior, jointed together by transverse beams and floor slabs. Following the benchmark test, a retrofit intervention has been proposed to rehabilitate the tested specimen. In this paper, detailed information on the assessment and design of the seismic retrofit procedure using GFRP (glass fibre reinforced polymer) materials is given for the whole frame. Hierarchy of strength and sequence of events (damage mechanisms) in the panel zone region are evaluated using a moment-axial load (M-N) interaction performance domain, according to a performance-based retrofit philosophy. Specific limit states or design objectives are targeted with attention given to both strength and deformation limits. In addition, an innovative retrofit solution using FRP anchor dowels for the corner beam-column joints with slabs is proposed. Finally, in order to provide a practical tool for engineering practice, the retrofit procedure is provided in a step-by step flowchart fashion.
Text reads 'Earthquake survivors' and amongst the rubble of a collapsed building is a man representing 'courage' who is trapped by a concrete slab and a woman with severed legs who is reaching out to help him and who represents 'compassion'. Context - The very severe Christchurch earthquake of 22 February 2011 in which probably more than 200 people died and an enormous amount of structural damage has been done. Quantity: 1 digital cartoon(s).
Surface rupture of the previously unrecognised Greendale Fault extended west-east for ~30 km across alluvial plains west of Christchurch, New Zealand, during the Mw 7.1 Darfield (Canterbury) earthquake of September 2010. Surface rupture displacement was predominantly dextral strike-slip, averaging ~2.5 m, with maxima of ~5 m. Vertical displacement was generally less than 0.75 m. The surface rupture deformation zone ranged in width from ~30 to 300 m, and comprised discrete shears, localised bulges and, primarily, horizontal dextral flexure. About a dozen buildings, mainly single-storey houses and farm sheds, were affected by surface rupture, but none collapsed, largely because most of the buildings were relatively flexible and resilient timber-framed structures and also because deformation was distributed over a relatively wide zone. There were, however, notable differences in the respective performances of the buildings. Houses with only lightly-reinforced concrete slab foundations suffered moderate to severe structural and non-structural damage. Three other buildings performed more favourably: one had a robust concrete slab foundation, another had a shallow-seated pile foundation that isolated ground deformation from the superstructure, and the third had a structural system that enabled the house to tilt and rotate as a rigid body. Roads, power lines, underground pipes, and fences were also deformed by surface fault rupture and suffered damage commensurate with the type of feature, its orientation to the fault, and the amount, sense and width of surface rupture deformation.
In order to provide information related to seismic vulnerability of non-ductile reinforced concrete (RC) frame buildings, and as a complementary investigation on innovative feasible retrofit solutions developed in the past six years at the University of Canterbury on pre-19170 reinforced concrete buildings, a frame building representative of older construction practice was tested on the shake table. The specimen, 1/2.5 scale, consists of two 3-storey 2-bay asymmetric frames in parallel, one interior and one exterior, jointed together by transverse beams and floor slabs. The as-built (benchmark) specimen was first tested under increasing ground motion amplitudes using records from Loma Prieta Earthquake (California, 1989) and suffered significant damage at the upper floor, most of it due to lap splices failure. As a consequence, in a second stage, the specimen was repaired and modified by removing the concrete in the lap splice region, welding the column longitudinal bars, replacing the removed concrete with structural mortar, and injecting cracks with epoxy resin. The modified as-built specimen was then tested using data recorded during Darfield (New Zealand, 2010) and Maule (Chile, 2010) Earthquakes, with whom the specimen showed remarkably different responses attributed to the main variation in frequency content and duration. In this contribution, the seismic performance of the three series of experiments are presented and compared.