Publications
159 results found
Setiawan A, Vollum RL, Macorini L, 2019, Numerical and analytical investigation of internal slab-column connections subject to cyclic loading, Engineering Structures, Vol: 184, Pages: 535-554, ISSN: 0141-0296
Properly designed flat slab to column connections can perform satisfactorily under seismic loading. Satisfactory performance is dependent on slab column connections being able to withstand the imposed drift while continuing to resist the imposed gravity loads. Particularly at risk are pre 1970’s flat slab to column connections without integrity reinforcement passing through the column. Current design provisions for punching shear under seismic loading are largely empirical and based on laboratory tests of thin slabs not representative of practice. This paper uses nonlinear finite element analysis (NLFEA) with ATENA and the Critical Shear Crack Theory (CSCT) to investigate the behaviour of internal slab-column connections without shear reinforcement subject to seismic loading. NLFEA is used to investigate cyclic degradation which reduces connection stiffness, unbalanced moment capacity, and ductility. As observed experimentally, cyclic degradation in the NLFEA is shown to be associated with accumulation of plastic strain in the flexural reinforcement bars which hinders concrete crack closure. Although the NLFEA produces reasonable strength and ductility predictions, it is unable to replicate the pinching effect. It is also too complex and time consuming to serve as a practical design tool. Therefore, a simple analytical design method is proposed which is based on the CSCT. The strength and limiting drift predictions of the proposed method are shown to mainly depend on slab depth (size effect) and flexural reinforcement ratio which is not reflected in available empirically-based models which appear to overestimate the drift capacity of slab-column connections with dimensions representative of practice.
Setiawan A, Vollum R, Macorini L, 2019, Simulating non-axis-symmetrical punching failure of RC slabs using a lumped element approach, Pages: 613-620, ISSN: 2617-4820
Design methods for punching shear typically compare the nominal shear stress calculated on a basic control perimeter around the column with the design shear resistance. The shear stress around the control perimeter is typically non-uniform due to asymmetries in structural arrangement, loading and reinforcement layout. This non-uniformity needs to be accounted for in design. This work proposes a novel numerical technique for modelling punching shear failure at slab-column connections in which lumped 3-D joint elements are combined with RC layered-shell elements. Shell elements are used to simulate the flexural behaviour of the slab while joint elements, positioned around a control perimeter at half of the effective depth from the column face, are used to model out-of-plane shear failure. Failure of each individual joint is controlled by the Critical Shear Crack Theory (CSCT) failure criterion. The capability of the proposed approach to capture punching is verified using experimental data from isolated punching specimens that are non-axis symmetric due to loading, flexural reinforcement arrangement and/or elongated column. Comparisons are also made with the predictions of the CSCT and nonlinear finite element (FE) analysis with solid elements. Based on numerical results from nonlinear simulations using the proposed joint model, a simple modification is proposed to the original CSCT formulation for calculating punching resistance at elongated columns.
Elwakeel A, Vollum R, 2019, Shear strength enhancement of RC beams loaded in the tension face, Pages: 1733-1740
The shear strength of RC beams is significantly enhanced by arching action when loads are applied within twice the beam effective depth (2d) of supports. Many studies have investigated this phenomenon for single span simply supported beams with single point loads applied to their compression face within 2d of supports. However, very little research has been carried out into shear enhancement in beams with several point loads applied within 2d of the support. Previous research into this problem has focussed on situations where pairs of equal point loads are applied to the compressive face of the beam. This research compares the behaviour of beams loaded with pairs of concentrated loads applied, within 2d of the support, to either the tension or compression face. The research was motivated by differences in the geometry of strut and tie models for each case, which does not appear to have been previously investigated. The behaviour of the beams during tests was recorded with Digital Image Correlation (DIC) which captured the full displacement field of the beams. The displacement field was analysed to determine the crack kinematics. This enabled the contributions to shear resistance of aggregate interlock and dowel action to be determined. The paper summarises the results of the experimental program and describes insights into shear resisting mechanisms gained from studying the crack kinematics obtained from the DIC. The influence of the loading face being in tension or compression is also discussed.
Pastore MVF, Vollum RL, 2019, An analysis of the shear transfer actions in RC short span beams using crack kinematics recorded via DIC, Pages: 1755-1762
Shear in reinforced concrete (RC) beams is resisted by a combination of the flexural compression zone, residual tensile stress, aggregate interlock, dowel action and shear reinforcement if present. The proportion of shear force resisted by each shear action is directly related to the kinematics (opening and sliding) of the critical shear crack. In beams loaded within around twice the effective depth (d) of supports, shear resistance is increased by arching action whereby part of the load is transferred to the nearest support through direct strutting action. The paper describes a study which was undertaken to investigate shear transfer mechanisms in beams loaded near their supports. A total of four simply supported RC beams (three short-span and one slender beams) without shear reinforcement were tested to study the influence of loading arrangement on shear enhancement and the kinematics of the critical shear crack. Two of the beams were loaded with two/three concentrated loads applied within 2d and at 3d from the support where shear failure occurred. The crack kinematics were determined during loading using digital image correlation (DIC). For each beam, constitutive models from the literature were used to assess the contribution of each shear resisting mechanism at various loading stages up to failure. The paper presents selected test results and relates the contribution of each shear resisting mechanism to the loading arrangement, shape of the critical shear crack and its kinematics. Finally, general observations are made about shear resisting mechanisms in the tested beams.
Pastore MVF, Vollum RL, 2019, An analysis of the shear transfer actions in rc short span beams using crack kinematics recorded via dic, Pages: 1755-1762, ISSN: 2617-4820
Shear in reinforced concrete (RC) beams is resisted by a combination of the flexural compression zone, residual tensile stress, aggregate interlock, dowel action and shear reinforcement if present. The proportion of shear force resisted by each shear action is directly related to the kinematics (opening and sliding) of the critical shear crack. In beams loaded within around twice the effective depth (d) of supports, shear resistance is increased by arching action whereby part of the load is transferred to the nearest support through direct strutting action. The paper describes a study which was undertaken to investigate shear transfer mechanisms in beams loaded near their supports. A total of four simply supported RC beams (three short-span and one slender beams) without shear reinforcement were tested to study the influence of loading arrangement on shear enhancement and the kinematics of the critical shear crack. Two of the beams were loaded with two/three concentrated loads applied within 2d and at 3d from the support where shear failure occurred. The crack kinematics were determined during loading using digital image correlation (DIC). For each beam, constitutive models from the literature were used to assess the contribution of each shear resisting mechanism at various loading stages up to failure. The paper presents selected test results and relates the contribution of each shear resisting mechanism to the loading arrangement, shape of the critical shear crack and its kinematics. Finally, general observations are made about shear resisting mechanisms in the tested beams.
Elwakeel A, Vollum R, 2019, Shear strength enhancement of rc beams loaded in the tension face, Pages: 1733-1740, ISSN: 2617-4820
The shear strength of RC beams is significantly enhanced by arching action when loads are applied within twice the beam effective depth (2d) of supports. Many studies have investigated this phenomenon for single span simply supported beams with single point loads applied to their compression face within 2d of supports. However, very little research has been carried out into shear enhancement in beams with several point loads applied within 2d of the support. Previous research into this problem has focussed on situations where pairs of equal point loads are applied to the compressive face of the beam. This research compares the behaviour of beams loaded with pairs of concentrated loads applied, within 2d of the support, to either the tension or compression face. The research was motivated by differences in the geometry of strut and tie models for each case, which does not appear to have been previously investigated. The behaviour of the beams during tests was recorded with Digital Image Correlation (DIC) which captured the full displacement field of the beams. The displacement field was analysed to determine the crack kinematics. This enabled the contributions to shear resistance of aggregate interlock and dowel action to be determined. The paper summarises the results of the experimental program and describes insights into shear resisting mechanisms gained from studying the crack kinematics obtained from the DIC. The influence of the loading face being in tension or compression is also discussed.
Setiawan A, Vollum R, Macorini L, 2019, Simulating non-axis-symmetrical punching failure of RC slabs using a lumped element approach, Pages: 613-620
Design methods for punching shear typically compare the nominal shear stress calculated on a basic control perimeter around the column with the design shear resistance. The shear stress around the control perimeter is typically non-uniform due to asymmetries in structural arrangement, loading and reinforcement layout. This non-uniformity needs to be accounted for in design. This work proposes a novel numerical technique for modelling punching shear failure at slab-column connections in which lumped 3-D joint elements are combined with RC layered-shell elements. Shell elements are used to simulate the flexural behaviour of the slab while joint elements, positioned around a control perimeter at half of the effective depth from the column face, are used to model out-of-plane shear failure. Failure of each individual joint is controlled by the Critical Shear Crack Theory (CSCT) failure criterion. The capability of the proposed approach to capture punching is verified using experimental data from isolated punching specimens that are non-axis symmetric due to loading, flexural reinforcement arrangement and/or elongated column. Comparisons are also made with the predictions of the CSCT and nonlinear finite element (FE) analysis with solid elements. Based on numerical results from nonlinear simulations using the proposed joint model, a simple modification is proposed to the original CSCT formulation for calculating punching resistance at elongated columns.
Pastore MVF, Vollum RL, 2019, Shear enhancement in rc beams with concomitant loads near and far from supports, Pages: 1763-1770, ISSN: 2617-4820
Shear enhancement occurs in reinforced concrete beams when loads are applied within a distance of around twice the beam effective depth (d) from supports. Eurocode 2 (EC2) and fib Model Code 2010 (MC 2010) reduce the component of design shear force arising from loads applied within 2d of supports on the basis that part of this load is directly transferred to the supports through arching action. On the other hand, the superseded UK code BS8110 increases the shear resistance provided by concrete, relying on the hypothesis that shear enhancement is related to the angle of the failure plane. These two approaches can give very different predictions of shear resistance for beams loaded with multiple concentrated loads within the same shear span. The paper describes a test programme in which 12 beams were tested to investigate the influence of loading arrangement on the shear resistance. The beams were notionally, geometrically identical and divided into three groups: First without links, second with 8-mm links at 200 mm centres and third with 8-mm links at 300mm centres. The beams were loaded with either one or two concentrated loads positioned in the critical shear span within 2d of the support. Another concentrated load was positioned at 3d from the same support where shear enhancement is minimal. The paper compares the shear strengths of the tested beams having shear reinforcement with the predictions of EC2, BS8110 and MC2010 as well as nonlinear finite-element analysis (NLFEA). For beams with shear reinforcement, the EC2 method of shear enhancement performs very poorly with predictions overwhelmingly on the safe side. The predictions of MC2010 and BS8110 are significantly better than those of EC2 for the tested beams with shear reinforcement. Tests indicate that the shear resistance of beams with shear reinforcement is related to the angle of the failure plane as assumed by BS8110.
Vella JP, Vollum RL, Kotecha R, 2018, Headed bar connections between precast concrete elements: design recommendations and practical applications, Structures, Vol: 15, Pages: 162-173, ISSN: 2352-0124
The paper provides an overview of research into the design and behaviour of joints between precast concrete elements in which continuity of reinforcement is achieved through overlapping headed bars, allowing very short lap lengths. A series of tensile and flexural tests were carried out on joints with lapped headed bars of 25 mm diameter with 70 mm square heads and measured yield strength of 530 MPa. The tests studied the influence on joint behaviour of joint concrete strength, transverse reinforcement, geometry, and out-of-plane tolerances. Observations from tests and numerical analysis were used to develop design procedures for headed bar joints based on strut-and-tie modelling and the upper bound theorem of plasticity respectively. A recently completed project using headed bar joints demonstrates the benefits of using this system in precast concrete construction. The potential for further savings in costs and labour when adopting design recommendations stemming from this research is also discussed.
Micallef M, Vollum RL, 2018, The behaviour of long tension reinforcement laps, Magazine of Concrete Research, Vol: 70, Pages: 739-755, ISSN: 0024-9831
Over time, the length of reinforcement laps required by design standards has increased significantly. By way of illustration, fib Model Code 2010 can require over twice the lap length required by the superseded UK code BS8110:1997. The need for this increase is debatable since, outside the laboratory, there is no evidence that laps designed to BS8110 are unsafe. The paper describes an experimental programme which was undertaken to compare failure modes of beams with laps of varying length loaded in four point bending. Tested laps are classified as “short”, “long” and “very long” with “long” laps just sufficient to develop reinforcement yield. The “very long” laps were between 1.5 and 2.0 times the length of the “long” laps. Tested laps were between bars of equal as well as mixed diameter with diameters ranging between 16 mm and 25 mm. Instrumentation included strain gauges and digital image correlation which was used to record crack development. Bond failure was very sudden and brittle in “short” laps. The failure modes of both “long” and “very long” laps were ductile due to flexural reinforcement yield. However, bond failure occurred subsequent to yield in “long” laps including at least one 25 mm diameter bar.
Setiawan A, Vollum R, Macorini L, 2018, Implementation of the critical shear crack theory to predict punching failure in the analysis of RC layered-shells, 12th fib International PhD Symposium in Civil Engineering
Setiawan A, Vollum R, Macorini L, 2018, NUMERICAL INVESTIGATION ON PUNCHING SHEAR OF SLAB-COLUMN CONNECTIONS SUBJECTED TO SEISMIC LOADING, 16th European Conference on Earthquake Engineering
Setiawan A, Vollum R, Macorini L, 2018, Implementation of the critical shear crack theory to predict punching failure in the analysis of rc layered- shells, Pages: 665-672, ISSN: 2617-4820
This paper proposes a novel methodology for modelling punching failure in slabs without shear reinforcement in which joint elements are combined with RC layered-shell elements. The shear resistance of the joints is calculated using the failure criterion of the critical shear crack theory (CSCT). The predictions are verified using experimental test data from isolated RC punching specimens tested to failure under either concentric or eccentric loading. Comparisons are also made with the predictions of nonlinear finite element analysis with ATENA using 3D-solid elements. It is shown that the proposed methodology is not only computationally more efficient than solid element modelling but also capable of capturing the occurrence of punching failure accurately.
Setiawan A, Vollum R, Macorini L, 2018, Nonlinear Finite Element Analysis of Reinforced Concrete Flat Slabs Subjected to Reversed-Cyclic Loading, Fib Symposium on High Tech Concrete - Where Technology and Engineering Meet, Publisher: SPRINGER INTERNATIONAL PUBLISHING AG, Pages: 814-822
- Author Web Link
- Cite
- Citations: 1
Micallef M, Vollum RL, Izzuddin BA, 2018, Investigating the Need for Long Laps in Reinforced Concrete Elements, Fib Symposium on High Tech Concrete - Where Technology and Engineering Meet, Publisher: SPRINGER INTERNATIONAL PUBLISHING AG, Pages: 1549-1557
Vella JP, Vollum RL, Jackson A, 2017, Flexural Behaviour of Headed Bar Connections between Precast Concrete Panels, Construction and Building Materials, Vol: 154, Pages: 236-250, ISSN: 0950-0618
The use of headed bars in joints between precast concrete elements allows continuity of reinforcement to be achieved over very short splice lengths. The paper describes a series of flexural tests carried out on specimens consisting of pairs of precast elements connected by overlapping headed bars of 25 mm diameter. The headed bars overlapped by 100 mm within a 200 mm wide in situ concrete joint in which transverse bars and vertical shear studs were installed to provide confinement. This type of joint facilitates the construction of continuously reinforced slabs from precast elements thereby enabling significant reductions in overall construction time and improvements in construction quality due to off-site fabrication. The tests investigated the influence on joint strength, ductility and crack width of concrete strength, out-of-plane offset of precast planks and confining shear studs. Ductile failure with yield of 25 mm diameter high strength headed bars was achieved with joint concrete having a cylinder compressive strength of 39 MPa. A nonlinear finite element model is presented, which gives good predictions of joint strength as well as providing insight into joint behaviour.
Micallef M, Vollum RL, Izzuddin BA, 2017, Cracking in walls with combined base and end restraint, Magazine of Concrete Research, Vol: 69, Pages: 1170-1188, ISSN: 0024-9831
Restraint of early-age thermal and long-term shrinkage strain can cause cracking in reinforced concrete members. Eurocode 2 provides guidance on the design of crack control reinforcement in reinforced concrete elements with base (edge) and end restraint, but not combined base and end restraint, which commonly occurs. The paper describes an experimental programme, which was conducted to investigate early-age and long-term shrinkage cracking in reinforced concrete walls with combined base and end restraint. The main variables in the test programme were concrete cover and reinforcement ratio. Early-age cracking is simulated with non-linear finite-element analysis, which is shown to capture the observed behaviour adequately. Eurocode 2 gives reasonable estimates of long-term crack widths in the tested walls if edge restraint is assumed, but significantly overestimates crack widths if the worst case of end restraint is assumed.
Micallef M, Vollum RL, 2017, The effect of shear and lap arrangement on reinforcement lap strength, Structures, Vol: 12, Pages: 253-264, ISSN: 2352-0124
The paper is concerned with the design of tension laps in reinforced concrete structures. The most recent design recommendations for laps are found in fib Model Code 2010 which is likely to influence the next revision of EN-1992. This is of concern to UK industry since laps designed to MC2010 can be significantly longer than laps designed to EN-1992 which UK designers already consider excessive compared with previous UK code requirements. Unlike the previous UK code, BS8110, EN-1992 requires adjacent laps to be offset by 0.3 of the lap length which complicates reinforcement detailing. The paper describes an experimental programme which was undertaken to assess the influence on lap performance of increasing lap length beyond that required for bar yield, shear and staggering of laps. The influence of shear was assessed by comparing the performance of laps of the same length positioned in zones of uniform and varying bending moment. Reinforcement strains were monitored and detailed measurements of crack development and crack widths were obtained with digital image correlation. Results show that very long laps are inefficient with the central half contributing little to force transfer between bars. Shear was found to have no significant influence on lap strength while lapping only 50% of bars at a section increased forces in the lapped bars leading to premature bond failure. Test results are compared with EN-1992 predictions, which are shown to be conservative for the tested laps.
Tsiampousi A, Yu JBY, Standing JR, et al., 2017, Behaviour of bolted cast iron joints, Tunnelling and Underground Space Technology, Vol: 68, Pages: 113-129, ISSN: 0886-7798
The structural testing and finite element (FE) analysis described in this paper were part of a major research project undertaken at Imperial College London to investigate the deformation of bolted segmental grey cast iron (GCI) tunnel linings. A key aim was to quantify how joints influence the behaviour of the lining, through a three-path approach comprising physical experiments, finite element modelling, and field instrumentation. The laboratory results have been used to assess the validity of the tunnel assessment methods used by industry.This study examined joint articulation under the serviceability limit state in the absence of hoop force focussing on factors such as applied bolt preload, the loading direction and the freedom of the circumferential flange to deflect. Two half-scale GCI lining segments were bolted together at the longitudinal flanges to form a bolted arch in a similar fashion to the tests performed by Thomas (1977). Modern instrumentation was implemented to gain detailed measurements quantifying changes in global displacements of the two segments, bolt forces and joint opening under applied loading. For the first time, the physical experiments were conducted contemporaneously with the development of a three-dimensional FE model of the joint. The experimental data and the results from the FE analysis indicate a reduction in joint stiffness as the joint articulates under applied load. It is shown that the presence of a joint has far greater influence on the behaviour of the ‘arch’ than the level of preload applied to the bolts in the joint. The FE analysis allowed the deformation behaviour of the joint under positive and negative bending to be investigated: its response under the two modes differs significantly.
Einpaul J, Vollum RL, Ramos AP, 2017, On the distribution of shear forces in non-axisymmetric slab-column connections, fib Symposium 2017
Vella JP, Vollum RL, Jackson A, 2017, Headed Bar Connections between Precast Concrete Panels Loaded in Bending, fib Symposium 2017
Pamplona MKY, Ferreira MP, Vollum RL, 2017, Bearing Capacity of Partially Loaded Concrete Elements, fib Symposium 2017
Vella JP, Vollum RL, Jackson A, 2017, Numerical Modelling of Headed Bar Joints subjected to Tension, Magazine of Concrete Research, Vol: 69, Pages: 1027-1042, ISSN: 1751-763X
The paper addresses the analysis and design of narrow cast in situ joints between precast concrete elements, in which continuity of reinforcement is achieved through overlapping headed bars. Using headed bars minimises the lap length required within the cast in situ joint region. The paper describes a non-linear finite-element model (NLFEM), which was used to simulate a series of tension splice tests carried out by the authors to simulate the tensile zone of a joint loaded in pure flexure. The tests studied the influences of concrete strength, transverse reinforcement, confining shear studs, headed bar spacing and lap length on joint strength. Results show that the NLFEM captures the behaviour of the joint well. Parametric studies are carried out with the validated numerical model to investigate the effects of variables not considered in the tests, such as shear stud size, cover and out-of-plane offset of the headed bars. The NLFEM provides otherwise unavailable insights into joint behaviour and is considered suitable for the design of standard joint configurations. Additionally, it can assist the development of design-oriented analysis methods.
Elwakeel A, Fang L, Abdelsalam M, et al., 2017, Contribution of the Shear Transfer Actions in Short Span Beams, fib WP 2.2.1 | Workshop on Beam Shear
Micallef M, Vollum RL, Izzuddin BA, 2017, Crack development in transverse loaded base-restrained reinforced concrete walls, Engineering Structures, Vol: 143, Pages: 522-539, ISSN: 1873-7323
The prediction and control of crack widths in reinforced concrete structures has been the subject of research for many years. However, there is still a lack of consensus on the design of reinforcement for crack control in walls with edge restraint. The paper describes an experimental programme undertaken to investigate the influence of early-age thermal contraction and long-term shrinkage on cracking in four edge-restrained reinforced concrete walls loaded in bending about their major axis. Bending was introduced as a result of initial preload as well as restraint of deflection due to volumetric change. The walls measured 3500 mm long by 180 mm thick with heights of 500 mm and 750 mm. The paper highlights the main findings of the experimental programme and presents the results of nonlinear finite element analysis that was carried out to investigate the effects of wall geometry and reinforcement ratio on crack widths in edge-restrained walls. Results suggest that crack widths in edge-restrained walls are significantly influenced by the wall geometric properties such as wall aspect ratio and wall height which are only indirectly accounted for through the restraint factor in crack width calculations to EN 1992.
Einpaul J, Vollum RL, Ramos A, 2017, Punching shear behaviour of edge column connections incontinuous flat slabs, 39th IABSE Symposium Engineering the Future
Afshan S, Yu JBY, Standing JR, et al., 2017, Ultimate capacity of a segmental grey cast iron tunnel lining ring subjected to large deformations, Tunnelling and Underground Space Technology, Vol: 64, Pages: 74-84, ISSN: 0886-7798
Understanding the behaviour of existing tunnels subjected to in-service deformations, as a result of the construction of underground works (e.g. new tunnels) in their proximity, is of importance in order to safeguard infrastructure within the urban environment. The associated deformations that take place during tunnelling have to be carefully assessed and their impact on the existing tunnels needs to be considered. A half-scale segmental grey cast iron (GCI) tunnel lining ring was tested as part of an extensive research project investigating the impact of new tunnel excavations on existing tunnels conducted at Imperial College London. A sophisticated experimental arrangement was developed to deform the ring in a variety of modes under combined displacement and load control. This paper reports on experiments carried out to assess its structural response when subjected to large deformations. The tests reported are the first to be conducted on a realistic scale model under carefully controlled conditions, and provide valuable insight into the behaviour of a GCI segmental ring during distortions commonly observed in reality. Details of the experiments, including the adopted test set-up and the instrumentation employed, are presented. The measured bending moments around the ring, as a result of the applied deformations, are determined and compared with those predicted using the well-known equations given by Morgan (1961) and Muir Wood (1975), often used in industry, as well as those obtained assuming an elastic continuous ring.
Vella JP, Vollum RL, Jackson A, 2017, Investigation of headed bar joints between precast concrete panels, Engineering Structures, Vol: 138, Pages: 351-366, ISSN: 0141-0296
The paper addresses the design and behaviour of narrow cast in-situ joints between precast concrete elements in which continuity of reinforcement is achieved through overlapping headed bars. Using headed barsminimises the lap length required within the cast-in-situ joint region. Confining reinforcement in the form of transverse barsand vertical shear studs is also installed in the joint. Thepaperdescribes a series of tensile tests which were carried out to simulatethe tensile zone of a joint loaded in pure flexure. The headedbars used in the tests were 25mm in diameter with 70mm square headsand yield strength of 530MPa. The tests studiedthe influences of concrete strength, headed bar spacing, splice length, transverse reinforcement and confining shear studs on joint strength. Alap length of 100mm in concretewith 28MPa cylinder strengthwas found to be sufficient to develop the full strength of the headed bars. A strut-and-tie model (STM) is presented for determining joint strength. Analysis shows that the STM gives safe results even though it does not fully capture the observed joint behaviour. An upper bound plasticity model is found to give relatively goodpredictionsof joint strength in most cases, although it also does not always capture the correct failure mechanism. Thetests provideinsights into joint behaviour which, in conjunction with numerical modelling, will facilitate the development of animproved design method. Widespread use of this system would lead to improvements in buildability, sustainability and health and safety in the construction of concrete structures.
Vollum R, Nethercot D, 2017, Obituary: Howard Taylor, MAGAZINE OF CONCRETE RESEARCH, Vol: 69, Pages: 323-323, ISSN: 0024-9831
Micallef M, Vollum RL, Izzuddin BA, 2017, Investigating the need for long laps in reinforced concrete elements, fib Symposium 2017
This data is extracted from the Web of Science and reproduced under a licence from Thomson Reuters. You may not copy or re-distribute this data in whole or in part without the written consent of the Science business of Thomson Reuters.