scholarly journals A comparison of the seismic design requirements in the New Zealand Loadings Standard with other major design codes

2002 ◽  
Vol 35 (3) ◽  
pp. 190-203 ◽  
Author(s):  
Richard Fenwick ◽  
David Lau ◽  
Barry Davidson
Keyword(s):  
New Zealand ◽  
Building Code ◽  
Eurocode 8 ◽  
Seismic Zone ◽  
Concrete Frames ◽  
Codes Of Practice ◽  
Moment Resisting ◽  
Australian Standard ◽  
Strength And Stiffness ◽  
The Many

A series of ductile moment resisting reinforced concrete frames are sized to meet the minimum seismic provisions of the New Zealand Loadings Standard, NZS 4203-1992, the Draft NZ/Australian Loadings Standard, the Uniform Building Code, UBC-1997, the International Building code, IBC 2000 (1998 draft) and Eurocode 8 (1998 draft). The results of the analyses allow valid comparisons to be made between the different codes. It is shown that comparisons of individual clauses can be misleading due to the many interactions that occur between clauses. Comparative analyses were made for the buildings described above located in both high and low seismic regions. It is shown that the strength and stiffness requirements for both the New Zealand Loadings Standard and the Draft Standard are low compared with the other codes of practice in the high seismic zone. It is recommended that the required design strengths in the Draft NZ/Australian Standard be increased.

Evolution of Design Code Requirements for Exterior Elements and Connections

2005 ◽  
Vol 21 (1) ◽  
pp. 213-224 ◽  
Author(s):  
Brian J. Sielaff ◽  
Richard J. Nielsen ◽  
Edwin R. Schmeckpeper
Keyword(s):  
Precast Concrete ◽  
Lateral Force ◽  
Frame Structure ◽  
Building Code ◽  
Seismic Zone ◽  
Seismic Rehabilitation ◽  
Story Drift ◽  
Moment Resisting ◽  
Design Requirements ◽  
Steel Frame Structure

Seismic design requirements for precast concrete cladding panel connections have evolved significantly over the past fifty years. This paper summarizes the pertinent requirements from the Uniform Building Code from 1967 to 1997, and the International Building Code 2000. A hypothetical design illustrates how emphasis in the code has evolved for both lateral force requirements and story drift displacement requirements arriving at a balance of moderate lateral force and displacement requirements. The numerical results are based on a hypothetical case of panel connections for a ten-story moment-resisting steel frame structure built in seismic Zone 4. This historical summary is of value to designers who deal with the seismic rehabilitation of precast panel connections.

Comparison of New Zealand standards used for seismic design of concrete buildings

2009 ◽  
Vol 42 (3) ◽  
pp. 187-203 ◽  
Author(s):  
Richard Fenwick ◽  
Gregory MacRae
Keyword(s):  
New Zealand ◽  
Response Spectra ◽  
Lateral Force ◽  
Relative Strength ◽  
Background Information ◽  
Existing Structures ◽  
Moment Resisting Frames ◽  
Moment Resisting ◽  
Design Requirements ◽  
Strength And Stiffness

Major changes have occurred over the last six decades in New Zealand design codes for seismic resistance of structures. This paper describes the changes in the required design strengths, stiffness levels and capacity design provisions with particular reference to buildings where the lateral force resistance is provided by reinforced concrete moment resisting frames. It is shown that simple comparisons of response spectra and limiting inter-storey drifts can give misleading conclusions regarding relative strength and stiffness requirements unless allowance is made for many other interacting factors. To illustrate this, minimum design requirements defined in codes (or standards) over the last six decades are compared with the corresponding 2009 design requirements for regular buildings in which the lateral force resistance is provided by moment resisting frames. The approach that is described can be applied to other forms of structure. The paper is intended to provide background information for engineers planning to assess the need for seismic retrofit of existing buildings and to show the different factors which should to be considered in assessing existing structures against current design criteria.

scholarly journals Some possible revisions to the seismic provisions of the New Zealand concrete design code for moment resisting frames

1992 ◽  
Vol 25 (1) ◽  
pp. 37-43
Author(s):  
P. C. Cheung ◽  
T. Paulay ◽  
R. Park
Keyword(s):  
Reinforced Concrete ◽  
New Zealand ◽  
Plastic Hinge ◽  
Design Code ◽  
Concrete Frames ◽  
Rational Models ◽  
Moment Resisting Frames ◽  
Moment Resisting ◽  
Column Joint ◽  
Experimental And Theoretical Studies

Possible revisions to the seismic design provisions of the New Zealand concrete design code NZS 3101: 1982 for ductile reinforced concrete moment resisting frames are discussed. Topics include shear reinforcement for beam-column joint cores, anchorage of longitudinal reinforcement passing through beam-column joint cores, and transverse reinforcement in columns for confinement in potential plastic hinge regions of columns. The recommendations are based on recent experimental and theoretical studies of the simulated seismic response of beam-column joints and columns in ductile reinforced concrete frames. Rational models for the evaluation of behaviour are presented.

scholarly journals Response of ductile reinforced concrete frames located in Zone C

1980 ◽  
Vol 13 (3) ◽  
pp. 209-225
Author(s):  
T. Paulay ◽  
A. J. Carr ◽  
D. N. Tompkins
Keyword(s):  
Reinforced Concrete ◽  
New Zealand ◽  
Theoretical Prediction ◽  
Seismic Response ◽  
Seismic Zone ◽  
Capacity Design ◽  
Concrete Frames ◽  
Earthquake Loads ◽  
Satisfactory Performance ◽  
Inelastic Seismic Response

The results of theoretical prediction of the inelastic seismic response to selected severe earthquake motions of
f our prototype ductile frames are reported. The structures
 were proportioned in accordance with capacity design principles for loads corresponding with the loading requirements for
seismic Zone C of New Zealand. The effects of P-delta secondary moments on seismic response are briefly reported. A three
 storey frame, in which factored gravity loads rather than specified lateral earthquake loads governed the proportioning
 of members, has been examined in detail. It was found that 
in all frames the intended hierarchy of the energy dissipating mechanisms could be maintained during the full El Centro excitation. The analysis predicted very satisfactory performance for all frames, with a few exceptions, with frames where members were provided with a minimum amount of reinforcement.

scholarly journals Introduction to and aims in the design of earthquake resisting shear wall structures

1980 ◽  
Vol 13 (2) ◽  
pp. 103-107
Author(s):  
R. G. Taylor
Keyword(s):  
New Zealand ◽  
Seismic Design ◽  
Earthquake Engineering ◽  
National Society ◽  
Concrete Frames ◽  
Group Discussions ◽  
Engineering Structures ◽  
Wall Structures ◽  
Moment Resisting ◽  
Structural Engineers

Some three years ago the New Zealand National Society for Earthquake Engineering initiated a series of group discussions
with the aim of examining seismic design philosophies and methodology, relevant to different types of engineering structures. The results of the first of these discussions, on the seismic design of ductile moment resisting reinforced concrete frames, were subsequently published in a series of papers in the Bulletin of the Society. 
The publication was followed by workshop meetings, held in the main centres of New Zealand and attended mainly by practising structural engineers. During these meetings the recommendations of the group were disseminated and applied to prototype structures.

Composite Frames with Dissipative Beam Splices: Numerical Analyses and Design Guidelines

2018 ◽  
Vol 763 ◽  
pp. 771-778
Author(s):  
Luís Calado ◽  
Jorge M. Proença ◽  
João F.A. Sio
Keyword(s):  
Response Spectrum ◽  
Design Guidelines ◽  
Individual Characteristics ◽  
Numerical Analyses ◽  
Eurocode 8 ◽  
Seismic Action ◽  
Concrete Frames ◽  
Moment Resisting Frame ◽  
Moment Resisting ◽  
The Individual

Interest in designing structures that cost less to repair after they have been subjected to strong earthquakes has been increasing in the recent years, which led to the development of innovative repairable welded FUSEIS beam splices serving as dissipative beam-to-column connections in moment resisting composite steel and concrete frames. Upon a review on the individual characteristics of the beam splices obtained from an extensive experimental campaign, retrieving the necessary information to perform their modelling and validation in numerical analyses, the beam splices were applied on 3 case study building configurations comprising of 2, 4 and 8 stories to evaluate their global performance under seismic action. Numerical analyses were performed, in which the buildings were designed and safety checked through a Eurocode 8 based procedure that had been proposed herein, including Linear Response Spectrum and Non-linear Static Pushover analyses. Comparison to equivalent traditional moment-resisting frame structures was conducted as well. The outcomes of these numerical analyses were satisfactory: (i) the system exhibited good behavior under seismic action, proving to be relatively strong and stiff with large capacity of energy absorption and (ii) inelastic deformations were strictly limited to the beam splices, avoiding the spread of plasticity to the rest of the structural elements.

Ductile Design Approach for Reinforced Concrete Frames

1986 ◽  
Vol 2 (3) ◽  
pp. 565-619 ◽  
Author(s):  
Robert Park
Keyword(s):  
Reinforced Concrete ◽  
New Zealand ◽  
Flexural Strength ◽  
Shear Failure ◽  
Design Code ◽  
Concrete Frames ◽  
Reinforced Concrete Frames ◽  
Moment Resisting ◽  
Shear Failures ◽  
Strength And Ductility

In the design of multistorey moment-resisting reinforced concrete frames to resist severe earthquakes the emphasis should be on good structural concepts and detailing of reinforcement. Poor structural concepts can lead to major damage or collapse due to column sidesway mechanisms or excessive twisting as a result of soft storeys or lack of structural symmetry or uniformity. Poor detailing of reinforcement can lead to brittle connections, inadequate anchorage of reinforcement, or insufficient transverse reinforcement to prevent shear failure, premature buckling of compressed bars or crushing of compressed concrete. In the seismic provisions of the New Zealand concrete design code special considerations are given to the ratio of column flexural strength to beam flexural strength necessary to reduce the likelihood of plastic hinges forming simultaneously in the top and bottom of columns, the ratio of shear strength to flexural strength necessary to avoid shear failures in beams and columns at large inelastic deformations, the detailing of beams and columns for adequate flexural strength and ductility, and the detailing of beams, columns and beam-column joints for adequate shear resistance and bar anchorage. Differences exist between current United States and New Zealand code provisions for detailing beams and columns for ductility and for the design of beam-column joints.

CPT-based liquefaction case histories compiled from three earthquakes in Canterbury, New Zealand

2021 ◽  
pp. 875529302199636
Author(s):  
Mertcan Geyin ◽  
Brett W Maurer ◽  
Brendon A Bradley ◽  
Russell A Green ◽  
Sjoerd van Ballegooy
Keyword(s):  
New Zealand ◽  
Case History ◽  
Prediction Models ◽  
Free Field ◽  
Case Histories ◽  
Cone Penetration ◽  
History Data ◽  
The Past ◽  
Surface Manifestation ◽  
The Many

Earthquakes occurring over the past decade in the Canterbury region of New Zealand have resulted in liquefaction case-history data of unprecedented quantity. This provides the profession with a unique opportunity to advance the prediction of liquefaction occurrence and consequences. Toward that end, this article presents a curated dataset containing ∼15,000 cone-penetration-test-based liquefaction case histories compiled from three earthquakes in Canterbury. The compiled, post-processed data are presented in a dense array structure, allowing researchers to easily access and analyze a wealth of information pertinent to free-field liquefaction response (i.e. triggering and surface manifestation). Research opportunities using these data include, but are not limited to, the training or testing of new and existing liquefaction-prediction models. The many methods used to obtain and process the case-history data are detailed herein, as is the structure of the compiled digital file. Finally, recommendations for analyzing the data are outlined, including nuances and limitations that users should carefully consider.

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