Reinforced concrete deep beams have useful applications in construction. However, their design is not yet covered by the British Standard BS 8110: 1985 which explicitly states that "for the design of deep beams, reference should be made to specialist literature". A selection of literature on deep beams is considered. First, the major works that have led to design recommendations are reviewed. Then, the current major codes and manuals covering deep beams, namely the CIRIA Guide, the European CEB-FIP model code, the American ACI(318-83) (revised 1986) code and the Canadian CAN3-A22.3-MB4 code are outlined; worked examples are given in order to illustrate their practical applications and compare their different approaches to deep beam design. The purpose of this literature review was to define the deep beam problem and identify the major questions still remaining unanswered together with the limitations of the present design documents on the subject. The nature of diagonal cracking in slender deep beams has recently raised a question as to the application of the shear-strength equation in cl.3.4.2 of the CIRIA Deep Beam Guide. The effectiveness of web reinforcement on serviceability and strength of deep beams in general is also an area where strong disagreement exists. A testing programme, consisting of 15 beams of height/thickness ratios ranging from 20 to 50 and grouped in 3 different series, was performed to provide information on these two areas. The main variables were the height/thickness ratio and the quantity and arrangement of web steel. The beams were tested under concentrically applied two point-loads. Based on the test results and observations, modifications are given for the CIRIA equation and other formulae derived from stocky deep beam tests to be used in slender ones for analysis and design purposes. A new formula is also proposed for the prediction of the ultimate shear capacity. The stability of deep beams is another area which has received less attention in the past by researchers and designers who often avoided the problem by opting for stocky sections. To quote from the CIRIA Guide "as a possible criterion of failure, buckling can not be disregarded". However, information on such topic is very scarce in the literature. Currently, the only documents that provide design guidelines for buckling are the CIRIA Guide and the Portland Cement Association Design Aid, both of which are based on theoretical studies and engineering judgement. An experimental testing programme, consisting of 7 large scale beam-panels with height/thickness ratios in the range of 20 to 70 and a constant span/depth ratio of 1.0, provided buckling data against which the reliability of the two design documents was assessed. These tests confirmed that both documents offer a safe buckling design with the CIRIA Guide being too conservative. Although deep beams are frequently continuous over several spans, very little published data exist for such beams. For this purpose, 12 two-span continuous concrete deep beams with span/depth ratios less than 1.0 and having different quantities and arrangements of web reinforcement were tested under two point-loads. The specimens were heavily instrumented to obtain as much information as possible about the behaviour of the beams at each stage of loading. Applied loads and reactions were among the measurements made and enabled the actual bending moment distribution to be determined and compared to that of corresponding continuous shallow beams. Based on the test results and observations and in the light of other published work, recommendations are given for the bearing, shear and flexural design of continuous deep beams.

In recent years the use of masonry as a structural material has increased in advance of the necessary theoretical and corroborative experimental investigations. One aspect of structural masonry where particular problems have been encountered is the design of masonry panels subjected to lateral loadings. Research undertaken, principally in the United Kingdom and Australia, has led to the development of empirical methods of analysis applicable to solid rectangular panels. However, the effects of the presence of openings on the behaviour of a masonry panel has received scant attention. The aim of the research is to rectify this situation. The principal objective of the research is to put the design of this form of panel subjected to lateral load, on a more rational footing. To do this it has been necessary to investigate the behaviour of masonry panels with openings. The research can be divided in four stages. Firstly, an extensive literature survey has raised questions concerning the suitability of the current British Standard Code of Practice ,BS5628, and other design methods such as elastic plate theory, and empirical strip method, for the design of laterally load masonry panels. Secondly, a non-linear finite element analysis has been developed. The analysis is capable of analysing panels under lateral loading up to and beyond the peak load. The results obtained using the computer program were initially validated with the existing results from two previous laboratory investigations [1,2]. Initial analysis of the results from the experimental and theoretical studies highlighted areas where further investigation was required. In conjunction with the development of the computer program, the investigation involved the laboratory testing of 18 full scale panels. One of the major problems encountered was the determination of material parameters. In this work wallettes have been used to obtain flexural strength values, however the strength of the specimen is influenced by the size of specimens and the number of bed and perpend joints [3,4]. In order to clarify the position, a computer based statistics analysis similar to that reported by Lawrence [4], was employed to investigate the format of the specimens. Estimations of the single joint strengths from the wallette results were obtained from the analysis. Single joint strengths obtained from the statistics analysis were then used in the finite element analysis and comparisons with the experimental load-displacement relationships and the failure patterns made. A Monte-Carlo simulation of the finite element analysis was also carried out to investigate the effect of material variability on the failure strength of masonry panels. Good correlation has been obtained. Lastly, parameter studies using the finite element analysis and the experimental results have indicated that yield line method consistently over estimates the failure strength of masonry panels. However, the reduction of strength due to the inclusion of openings predicted by yield line is in a reasonable good agreement with the experimental results obtained. A simple formula for the design of laterally load

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An investigation has been made into the possibility of using composite materials for intermediate range structural designs. That is, designs between the small and relatively low stressed requirements such as furniture where the quantity of G.R.P. does not dominate the cost and higher requirements such as in aircraft and ships where the cost is acceptable. As an example of this level, a joint investigation with industry was made into the possibilities of using composites for the quantity manufacture of international shipping containers. The only acceptable material for such a large structure (weighing 2 tons) is Glass Reinforced Polyester and while the whole container was considered this thesis concentrates on the design and approval of the floor structure. The properties of a variety of G.R.P. glass forms and polyesters have been measured from material tests and statistical safe values derived. As stiffness is of great importance both static and dynamic elastic modulus have been measured. Floor panels have been designed and tested and these show that to meet both structural and manufacturing requirements the glass form will be a mixture including, woven rovings, uniaxial fibres, chopped strand mat and possibly a low density filler. The use of adhesive bonding as a main method of jointing has led to a programme of tests including the effect of joint geometry. These methods are to be preferred to mechanical fasteners even when joints are made to metals. It was found to be possible to design a container floor to meet the International Standard at Q structure weight which is better than existing containers. The cost of the glass fibre and polyester made the container cost appreciably higher than the price of conventional containers.

End plate connections are extensively used as moment resistant connections between members in steel frame. Surveys of the English and Scottish Steelwork Industry clearly indicate that the flush end plate connection is the most popular type of beam-to-column connection in steel-framed structures. The popularity of this connection can be attributed to the simplicity of the connection detail and economy associated with their fabrication and erection. Flush end plate connection is less rigid and has a lower moment capacity than that of an extended end plate connection. If a rigid joint is aimed extended end plate connection should be used, whereas if a semi-rigid joint is needed flush end plate can be employed. The main objectives of this project were to carry out in-depth investigation of the behaviour of this type of connection by applying finite element technique and experimental means. A three dimensional finite element prediction model of the unstiffened flush end plate beam-to-column connection was developed. Six full scale tests were conducted and the results were analysed. Comparison between analytical and experimental results was made. The analytical investigation into the contribution of the various connection components toward the moment rotation characteristics was carried out. The investigation of bolt force and prying force were also carried out. Comparison between analytical, experimental results and the results obtained by applying the design rules of Eurocode 3 was made. By comparing the experimental results with the analytical results using finite element method, it was found that the finite element method was quite capable of tackling the complex problem of flush end plate connections. Finite element computer models can be used to simulate structural behaviour of the connections, which can be useful to the design of the connections. By comparing the results of the tests, finite element analyses and the design rules of Eurocode 3, it was found that the Annex J of Eurocode 3 significantly underestimated the moment resistance capacity of many joints and appear to predict the failure type incorrectly. Recommendations on future work on column web buckling, the effect of bolt heads and nuts, the sectional fillets and the effect of welding are also made which should be carried out before a comprehensive design procedure could be developed.

In this thesis we develop the theory for two separate computer programs capable of modelling the plane strain consolidation of a soil layer under a variety of types of surface loading. We consider loading from flexible footings, rigid footings, built-up embankments and a plane frame structure on individual footings. The first program uses a simplified form of finite element analysis for the frame structure, and a method of discretizing the surface loading into a series of line-loads. A stress distribution theory applicable to a soil layer on a smooth rigid base is then combined with classical elasticity theory and a finite difference solution of the two-dimensional Terzaghi consolidation equation. The second program uses a unified finite element analysis modelling both structure and soil, and incoporating the Biot theory of consolidation. A process of smoothing the immediate nodal excess pore-pressures is developed, which allows standard types of finite element to be used in the soil model. In addition, it is shown how a set of data of void ratio against pressure from a compression test may be analysed (using smoothing splines) with a desk top computer to yield an estimate of the pre-consolidation pressure of a soil sample. Numerical results from both programs are presented and compared for a number of loading problems, and it is concluded that the finite difference program is considerably more efficient in the solution of problems involving homogeneous soils and loading from flexible and rigid footings; in contrast, the unified finite element analysis has advantages in the solution of more complex problems.

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In chapter 2, a description of compartment fire physics is given. The development of fires in enclosures is explained and the main physical phenomena are described (rate of heat release, fire plume, vent flow, heat transfer to partitions...). The analytical models and correlations most widely used to model these phenomena are given. The first part of chapter 3 is a review of the existing compartment fire models, from the well-known nominal fire curves to the most sophisticated computational fluid dynamic fire models. Analyses of some of these models are made and the needs for improvements are pointed out in the second part of chapter 3. The description of the zone model developed in this work is given in chapters 4, focused on the formulation of the model. In chapter 5, the different fire scenarios in relation with the model are presented as well as their impact on the design of structural steel elements. Comparisons of the compartment fire model included in OZone with full scale fire tests are presented in chapter 6. These comparisons enable to assess the code and to define some limits beyond which the code is not able to predict reasonably the fire course. Finally in chapter 7, the new parametric fire curves developed by the author are presented.

Thesis--Ph. D., University of Hong Kong. / Mimeographed.