Northridge earthquake reconnaissance report

Norton, J. A.; King, Andrew; Bull, D.K.; Chapman, Howard; McVerry, Graeme H.; Larkin, Tam; Spring, K. C.

doi:10.5459/bnzsee.27.4.235-344

Cited by 40 publications

(15 citation statements)

References 21 publications

(13 reference statements)

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“…The post-capping rotation capacity (θ pc ) of a bond-critical column with a short splice can be estimated as the difference between b nl , computed from Equation ( 7), and pre-capping rotation capacity (θ p ) as computed using Equation (2). Figure 7A shows that Equation (8) overestimates the residual strength ratio of bond-critical columns with a mean measured-to-calculated ratio of 0.77 and CoV of 26%.…”

Section: Post-capping Rotation Capacity (θ Pc )mentioning

confidence: 99%

Evaluation of seismic performance of as‐built and retrofitted reinforced concrete frame structures with LAP splice deficiencies

Opabola

Elwood

Liel

2021

Earthq Engng Struct Dyn

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Several studies have looked at the development of hinge models to simulate the hysteretic response of flexure-and shear-critical reinforced concrete (RC) beamcolumn components from damage initiation to onset of gravity collapse. However, few studies have been conducted to develop similar models for older type bond-critical beam-column components. First, using existing experimental data, this paper describes the calibration of simple and efficient hinge models to simulate the inelastic hysteretic response of as-built and retrofitted splice-deficient columns. Subsequently, to demonstrate the applicability of the hinge models, the seismic performance of as-built and fibre-reinforced polymer (FRP) -retrofitted two-and four-story nonductile RC frame buildings with splice-deficient columns are assessed using nonlinear dynamic analysis procedures. The results show that buildings with bond-critical columns may have a lower collapse potential than buildings with shear-critical columns, implying that in certain cases a longer splice length may actually worsen performance. According to the analyses, local retrofitting of the columns can significantly improve the seismic performance of the buildings. Contrary to results presented in this study, a significant U.S. evaluation methodology for RC frame buildings, FEMA P-2018, indicates that buildings with bond-critical columns have similar collapse potential as buildings with shear-critical columns. Modifications are proposed to improve the FEMA P-2018 provisions. The modelling approach presented in this paper are recommended for incorporation into ASCE/SEI 41, engineering practice and future research.

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Section: Post-capping Rotation Capacity (θ Pc )mentioning

confidence: 99%

Evaluation of seismic performance of as‐built and retrofitted reinforced concrete frame structures with LAP splice deficiencies

Opabola

Elwood

Liel

2021

Earthq Engng Struct Dyn

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“…(b) Collapse of hollow-core flooring unit following 1994 Northridge earthquake (Norton et al, 1994). Recently, research by Byrne (2012) has investigated joint shear…”

Section: Slotted Beam Developmentmentioning

confidence: 99%

Preliminary observations from biaxial testing of a two-storey, two-by-one bay, reinforced concrete slotted beam superassembly

Muir

Bull

Pampanin

2012

BNZSEE

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Displacement incompatibility between reinforced concrete moment frames and precast flooring systems has been shown experimentally, and in historical earthquakes, to be an area of concern. Plastic hinge formation necessitates beam damage and the resulting elongation of the beam reduces the seating length of the floor, exacerbates the floor damage and induces unanticipated force distributions in the system. In severe cases this can lead to collapse.The slotted beam is a detail that protects the integrity of the floor diaphragm, respects the hierarchy of strengths intended by the designer and sustains less damage. The detail provides the same ductility and moment resistance as traditional details, whilst exhibiting improved structural performance. This is achieved with only a subtle change in the detailing and no increase in build cost. This paper briefly presents the development of the slotted beam in reinforced concrete. The design and construction of a large scale reinforced concrete slotted beam superassembly is described. The experimental method used to undertake biaxial quasi-static testing is introduced. Preliminary observations from the experiment are presented. It is shown that the reinforced concrete slotted beam is a viable replacement for the traditional monolithic detail. Extremely promising structural performance and significantly reduced damage compared to monolithic reinforced concrete details is presented.

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“…One of the most significant earthquakes in New Zealand in recent years occurred on June 18, near Arthur's Pass [Paterson and Bourne-Webb, 1994;Pattie and Wood, 1994]. Its Richter magnitude was 6.6, so it was very comparable to the damaging shock in Northridge, Los Angeles, on January 17 [Norton et al, 1994] . The Arthur's Pass earthquake was felt strongly in Christchurch, but damage there was very light because the epicentre was about 115 km from the city.…”

Section: Principal Earthquakes In New Zealand In 1994 W D Smithmentioning

confidence: 99%

Principal earthquakes in New Zealand in 1994

Smith¹

1995

BNZSEE

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Northridge earthquake reconnaissance report

Cited by 40 publications

References 21 publications

Evaluation of seismic performance of as‐built and retrofitted reinforced concrete frame structures with LAP splice deficiencies

Evaluation of seismic performance of as‐built and retrofitted reinforced concrete frame structures with LAP splice deficiencies

Preliminary observations from biaxial testing of a two-storey, two-by-one bay, reinforced concrete slotted beam superassembly

Principal earthquakes in New Zealand in 1994

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