Optimum design of reinforced concrete shear walls

David Hutchison ,T J Van Geldermalsen

doi:10.5459/bnzsee.17.3.185-197

David Hutchison , T J Van Geldermalsen

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https://doi.org/10.5459/bnzsee.17.3.185-197

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Abstract

The recently published New Zealand Code of Practice for the Design of Concrete Structures (NZS 3101:1982) and the newly amended Code of Practice for General Structural Design and Design Loadings for Buildings (NZS 4203) permit a variety of possible design approaches for reinforced concrete shear wall structures. A series of wall designs for dimensionally similar four-storey and eight-storey buildings has been carried out and a comparison of construction cost estimates obtained together with an assessment of the relative design effort required for the different design options.

Highlights

In June 1 980, the "Discussion Group on Seismic Design of Reinforced Concrete Walls and Diaphragms" of the New Zealand lent static seismic load which is two-anda-half times as great as for limited ductility design.Elastically respondingNational Society for Earthquake Engineerwalls are subject neither to requirements ing reported the results of its deliberafor capacity design nor to the need for tions in the Society's quarterly Bulletin.confining reinforcement.The work of this group was subsequently reflected in the New Zealand Standard for Design of Reinforced Concrete, published two years later.There are likely to be attractions for designers to design walls to a higher level of seismic loading and corresponding lesser ductility demand
A variety of shear walls has been designed for four and eight storey buildings. Both ductile walls and walls of limited ductility have been designed, all systems having an overall length of 10 metres
The floor area for each building ing. This procedure height was chosen such that the full deis used for shear wall systems where the pendable strength of each wall in the base overall height to depth ratio ("aspect region was mobilised when designed accorratio") is small

Summary

INTRODUCTION

In June 1 980, the "Discussion Group on Seismic Design of Reinforced Concrete Walls and Diaphragms" of the New Zealand lent static seismic load which is two-anda-half times as great as for limited ductility design. A variety of shear walls has been designed for four and eight storey buildings Both ductile walls and walls of limited ductility have been designed , all systems having an overall length of 10 metres. The floor area for each building ing (clause 14.4.2.1 ) This procedure height was chosen such that the full deis used for shear wall systems where the pendable strength of each wall in the base overall height to depth ratio ("aspect region was mobilised when designed accorratio") is small. As a ter aspect ratio may, at the discretion result, wall thickness varied at the base of the designer, be limited ductility( y2 increased loadings designed as walls of (clause 3.3.6.1 ) with (Table 5, item 4). BULLET1N OF THE NEW ZEALANDNATIONAL SOCIETY FOR EARTHQUAKE ENGINEERING, VOL. 17, NO. 3, SEPTEMBER 1984

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Findings

CONCLUSIONS