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.

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.

Retrofit of Non-Ductile Moment-Resisting Frames Using Precast Infill Wall Panels

1996 ◽  
Vol 12 (4) ◽  
pp. 741-760 ◽  
Author(s):  
Robert J. Frosch ◽  
Wanzhi Li ◽  
James O. Jirsa ◽  
Michael E. Kreger
Keyword(s):  
Precast Concrete ◽  
Construction Time ◽  
Infill Wall ◽  
Infill Walls ◽  
Existing Building ◽  
Existing Structures ◽  
Concrete Panels ◽  
Moment Resisting Frames ◽  
Frame Element ◽  
Moment Resisting

Many existing reinforced concrete moment-resisting frames located in seismic zones lack strength and ductility. One approach for correcting these deficiencies is the construction of infill walls to strengthen and stiffen the structure. Cast-in-place construction is often used; however, there are conditions where cost, time constraints, or limiting disruptions to building operations may dictate other solutions. One possible modification is the use of infill walls constructed of precast concrete panels. A precast infill wall system eliminates the need for large formwork during construction. Elimination or reduction of connection hardware between precast panels or between panels and the existing frame element can provide additional efficiency. Problems associated with casting large quantities of concrete in an existing building are eliminated. Construction time and inconvenience to occupants may be reduced along with the costs. The precast system has the potential of reducing the overall costs of rehabilitating existing structures.

A static force-based procedure for the seismic assessment of existing reinforced concrete moment resisting frames

1997 ◽  
Vol 30 (3) ◽  
pp. 213-226 ◽  
Author(s):  
R. Park
Keyword(s):  
Reinforced Concrete ◽  
Experimental Testing ◽  
Response Spectra ◽  
Seismic Assessment ◽  
Reinforced Concrete Beams ◽  
Assessment Procedure ◽  
Seismic Behaviour ◽  
Moment Resisting Frames ◽  
Ductility Factor ◽  
Moment Resisting

A force-based seismic assessment procedure for existing reinforced concrete moment resisting frames is discussed. The assessment procedure is based on determining the probable strength and ductility of the critical mechanism of post-elastic deformation of the frame. Account is taken of the likely seismic behaviour of reinforced concrete beams, columns and beam-column joints with substandard reinforcement details typical of structures designed before the 1970s, as determined by the results of experimental testing and analytical studies. The assessment aims at determining the available lateral load strength and structural (displacement) ductility factor of the frames so that the designer can determine the likely seismic performance of the structure by referring to acceleration response spectra for design earthquake forces for various levels of structural ductility factor.

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 low-rise buildings to moderate ground shaking, particularly the May 1990 Weber earthquake

1994 ◽  
Vol 27 (3) ◽  
pp. 205-221
Author(s):  
S. Sritharan ◽  
D. J. Dowrick
Keyword(s):  
New Zealand ◽  
Seismic Performance ◽  
Ground Motions ◽  
Time History ◽  
Imperial Valley ◽  
Ground Shaking ◽  
Moment Resisting Frames ◽  
Moment Resisting ◽  
Spectral Accelerations

In the Weber earthquake of 13 May 1990 the stronger component of the ground motions recorded in Dannevirke was similar in strength to the El Centro S00E record from the 1940 Imperial Valley earthquake which underlies the New Zealand loadings code, The Modified Mercalli intensity in Dannevirke however was only about MM7 1⁄2, whereas the intensity corresponding to the 1984 earthquake code is about MM8 1⁄2 for the Dannevirke area. This paper compares the strength of the Dannevirke record in terms of spectral accelerations with (i) the above El Centro record, (ii) the Matahina dam record of the 1987 Edgecumbe earthquake, and (iii) the loadings of the 1984 and 1992 New Zealand codes. Also described in the paper are time-history analyses of one- and two- storey buildings subjected to the above ground motions in an attempt to explain why the damage levels were lower than might be expected from the strength of the recorded accelerograms. Comparisons are made of the seismic performance of moment-resisting frames and walled structures. Comments are made on two of the provisions of the 1992 loadings code.

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.

Performance-based assessment of seismic-resilient steel moment resisting frames equipped with innovative column base connections

Structures ◽  
2021 ◽  
Vol 32 ◽  
pp. 1646-1664
Author(s):  
Elena Elettore ◽  
Annarosa Lettieri ◽  
Fabio Freddi ◽  
Massimo Latour ◽  
Gianvittorio Rizzano
Keyword(s):  
Steel Moment Resisting Frames ◽  
Moment Resisting Frames ◽  
Performance Based Assessment ◽  
Moment Resisting ◽  
Base Connections ◽  
Column Base
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