Charles Clifton

Regulatory Knowledge Encoding Guidelines for Automated Compliance Audit of Building Engineering Design

The main challenges in automating the regulatory compliance checking of building engineering designs are the availability of computable representations of the building and the regulatory knowledge, as well as a system that can process and manage these representations effectively. The emergence of Building Information Modelling (BIM) and Industry Foundation Classes (IFC) at the start of the millennium has sparked useful research in the area of sharing building information effectively, but challenges remain with producing a practical and manageable regulatory knowledge representation that can be processed effectively by a compliance checking system. Research is being conducted to develop a two-part regulatory knowledge representation, which can be maintained independently by designers and regulators. One part is a set of compliant design procedures modelled as Business Process Diagrams (BPD) using an open standard Business Process Model and Notation (BPMN), and the other is the associated regulatory constraints and rules encoded in a computable format suitable for execution with the BPMN. This paper reports on a set of guidelines developed for the purposes of encoding regulatory knowledge into the proposed computable representation. A verification method (C/VM2) prescribed by the New Zealand Building Code (NZBC) for the performance-based design of buildings related to fire safety has been selected as a case study to illustrate the encoding process. These guidelines are adaptable for encoding the entire NZBC. BACKGROUND

Experimental Study of Full-Scale Self-Centering Sliding Hinge Joint Connections with Friction Ring Springs

This article presents 10 tests on a self-centering Sliding Hinge Joint (SHJ) subassembly. The flexural capacity was generated with a combination of ring springs and Asymmetric Friction Connections, with the proportion varied between tests. The joints produced stable and repeatable hysteretic behavior and minimal damage to the floor slab, with self-centering capability improving with increasing ring spring contribution. There was negligible difference between tests undertaken at static and seismic-dynamic rates of loading. The SHJ had a 20% reduction in strength under a near fault pulse type motion. A simple mathematical model of the SCSHJ rotational behavior is also developed.

Computerizing Regulatory Knowledge for Building Engineering Design

AbstractTwo common challenges in the computer-aided compliance audit of building engineering designs are addressed in the current research. The first is to ensure that any form of computable representation is practical and relatively easy to use and maintain. The second is to ensure that performance-based regulatory compliance criteria, which are often qualitative in nature, are adequately addressed and correctly represented. This research proposes a method of automating manual compliant design procedures using an open standard executable workflow representation that can be specified and maintained relatively easily by a design engineer. This executable workflow is referred to as the compliant design procedure (CDP) and can be described graphically. When executed in a computing environment, a CDP can guide the compliance audit process by checking a given design represented in a model view or subset of the building information model (BIM), referred to as the building compliance model (BCM), against the cri...

Performance Analysis of Energy Dissipators and Isolators Placed in Bridges to Prevent Structural Damage in Columns

Spectral analysis is used to quantify effects of energy dissipation/isolation devices on bridges in terms of peak column displacement (damage), total base shear (foundation demand), and residual displacement (repair). Devices considered are High Force-to-Volume (HF2V) dissipators, Symmetric Friction Connections (SFC), Asymmetric Friction Connections (AFC), and Linear-Elastic Isolators (LEI). They were placed between the column and deck as well as between the ground and deck. Depending on the structural period and configuration, different devices showed the optimal performance. Using the performance curves developed it is possible to select the best device and configuration for a particular situation.

Dynamic performance of a brick veneer house with steel framing

Abstract Brick veneer construction is a very common form for residential structures in Australia and is growing in popularity in New Zealand. The structural frame is made from steel or timber, and non-structural brick walls are attached to the frame via brick ties. Under earthquake loading there is a complex interaction between the frame and veneer walls, particularly in the out- of-plane direction, where there is risk of brick wall collapse. While there is a standard component test method for assessing the seismic capacity of brick ties, this method has been developed around brick veneer on timber studs. In order to realistically assess the overall performance of brick veneer construction with steel framing, a full scale one-room test structure “Test House” was tested on a shaking table. The Test House incorporated veneer walls with different geometries. It was subjected to varying levels of the El-Centro earthquake ranging from moderate serviceability limit state ground motion to well beyond the design maximum considered earthquake for New Zealand. These levels of shaking were selected in order to ascertain the response for specific limit states to the New Zealand Loading Standard and to compare against minimum performance requirements. Comprehensive measurements on the frame and veneer walls were taken, including acceleration, drift and differential movements between the frame and veneer. The Test House performed very well, with no brick loss up to 2.6 times El-Centro earthquake, which is well in excess of all performance requirements. This paper presents a summary of the outcomes from the experimental test program.

Reliability Analysis of the Slab Panel Method (SPM) for the Design of Composite Steel Floors in Severe Fires

Purpose This paper aims to present a reliability analysis of the slab panel method (SPM) for the design of composite steel floors in severe fires. Rather than seeking to accurately define failure levels, this paper highlights areas of uncertainty in design and their effect on design results, whilst providing approximate reliability levels. Design/methodology/approach A Monte Carlo simulation has been conducted using the SPM design procedure to produce probability density functions of floor capacity for various floor layouts. Statistical input variables were obtained from the literature. Different configurations, geometries and fire severities are included to demonstrate how predicted floor capacities are influenced. Findings From the research presented, it is clear that the predicted reliability of SPM systems varies relative to a large number of criteria, but especially parameters related to fire loading. Predicted capacities are shown to be conservative compared to results of furnace and large-scale natural fire tests, which exhibit higher fire resistance. Due to distinct fire hazard categories with associated input values, there are step discontinuities in capacity graphs. Originality/value Limited research has been done to date on the reliability of structures in fire as discussed in this paper. It is important to verify the reliability levels of systems to ensure that partial and global factors of safety are adequate. Monte Carlo simulations are shown to be effective for calculating the average floor capacities and associated standard deviations. The presentation of probability density functions for composite floors in severe fires is novel.

Low-Damage Design Using a Gravity Rocking Moment Connection

A novel low-damage connection for steel column, timber beam multistorey moment frame buildings is being developed. The connection uses gravity load acting at an eccentricity to the column centre line for moment resistance and self-centring. There is built-in friction damping for energy dissipation. Beams and columns are continuous past the joint, resulting in minimal damage to the floor. 1:20 scale shake table tests have shown expected low-damage, self-centring behaviour. A SAP2000 model with friction isolators for support point gap opening and friction sliding behaviour is presented. The SAP2000 model simulates peak drift well but is stiffer than the test model at low drift levels.

Short-term behaviour of reinforced and steel fibre–reinforced concrete composite slabs with steel decking under negative bending moment:

An experimental study was conducted on reinforced and steel fibre–reinforced concrete composite slabs with steel decking under negative bending moment to quantify the ultimate behaviour, loading capacity and crack width under short-term loading. Eight full-scale slab specimens were cast with different types and amounts of reinforcement in the concrete (e.g. mesh, steel fibre or normal reinforcing bars) but with the same type of steel decking. Each slab was simply supported and tested in four-point bending under increasing load until failure. The deflections at mid-span and under the applied point loads were monitored together with the end interface slip. The crack widths were obtained for each slab for different levels of applied load. It was found that the end slip was quite negligible and complete interaction on the steel decking–concrete slab interface existed at service loads and ultimate limit states. Compared to the slab with 20 kg/m3 steel fibre, the application of steel fibre in excess of 60 kg/m3 increased the rotational capacity and ultimate load by 60% and 80%, respectively. Moreover, the higher dosage of steel fibres resulted in improved crack control, as for the same level of applied load, the crack width was often reduced by 75%. However, the slabs with conventional high-strength ductile reinforcements had the greatest ultimate load and rotational capacity and exhibited the best degree of crack control with finer and more distributed cracks.

Characterisation of the Shear Stud-Concrete Connection Using Finite Element Analysis

The degradation of the connection between shear studs and concrete is a complicated phenomenon that depends on many factors, including; interfacial properties, concrete crushing and steel yielding. The purpose of this paper is to outline the scope and methodology of the research project being undertaken to characterise the shear stud-concrete interface of a composite beam using finite element analysis. A mesoscopic model will be created for a section of the interface. With the use of a multi-scale approach, the mesoscopic model will be incorporated into a global model. The influence of steel roughness and mechanical properties will be included. Concrete is to be modelled as heterogeneous, comprising discrete regions of aggregate, cement matrix, and an interfacial transition zone (ITZ). The effect of the ITZ will be taken into account using a zero thickness cohesive element. Experimental testing using a push-up rig is to be conducted to verify the numerical models. The ultimate aim is to develop a simplified representation of the shear stud-concrete interface that can be used in a large scale finite element model of a composite member to correctly capture the behaviour of the shear stud-concrete interface in the elastic and inelastic state.