Composite floor systems in highrise towers A very cost-effective construction using membrane action in fire design

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1 Composite floor systems in highrise towers A very cost-effective construction using membrane action in fire design Dipl.-Ing. (FH) Martin Stadler * Prof. Dr.-Ing. Dipl. Wirt.-Ing. (NDS) Martin Mensinger ** * Lehrstuhl für Metallbau, TU München, München, Germany stadler@bv.tum.de ** Lehrstuhl für Metallbau, TU München, München, Germany m.mensinger@bv.tum.de ABSTRACT: Many highrise towers around the world are constructed in steel. But steel constructions often require costly measures for fire protection. Real fires and fire tests have shown that not every beam is necessary for the load transfer of composite slabs in fire. Due to large deflections of the slabs the load bearing mechanism changes from bending at ambient temperature to membrane action in fire. Much larger spans can be bridged with this mechanism. Therefore most secondary beams are not needed in case of fire and can be left unprotected. In a tall building with many floors there is a large amount of beams that could be left unprotected. Hence, the costs of the whole structure can be reduced considerably only by using advanced design methods. This paper gives an overview of existing design methods. Advantages, disadvantages and remaining issues are discussed. 1 Load transfer of composite slabs in fire The design methods presented in the full paper all assume that the slab is divided into single bays with protected edge beams and columns and unprotected secondary beams inside the bay. The protected edge beams are necessary on one hand as vertical support on the other hand to assure that the slab does not collapse due to a folding mechanism. The slab keeps its global integrity and the membrane forces in each bay are in equilibrium. The principle of load transfer by membrane action is shown in Figure 1. In the middle of the slab tensile forces appear which are accommodated by the reinforcement that is embedded in the concrete and remains therefore cool and retains its strength. At the perimeter of the slab a compression ring develops in the concrete. The membrane forces within one slab-bay are in equilibrium. No horizontal forces must be transferred by the edge beams and each bay can be considered separately for design. The edge beams are only subjected to vertical loads and can be designed as simple composite beams under elevated temperatures.

2 Fig. 1: Membrane action of a slab panel [5] 2 Remaining issues The shown methods in the full paper are suitable approaches for using membrane action in fire design of composite slabs. But some details have to be clarified that could have negative effects on the load bearing capacity. E.g. the real load bearing mechanism is not conclusively investigated. Bailey [1] and Li [3] both use the yield line theory and extend it for membrane action. But tests have shown that mostly no yield lines occur but the slabs form directly into a smooth shape before collapsing. Cameron [2] and Abu [4] show first approaches to take this into account. A further question is whether the slab only bears by membrane action or also by bending. If both mechanisms occur what is very supposable the question is which one is the leading one. And finally the maximum possible vertical displacement and hence the failure criterion should be investigated more exactly. Another detail that should be clarified is whether the edge beams can be designed like composite beams. Due to large rotations large cracks occur above the beams. The question is how much shear forces can be transferred by the shear studs in this case. 3 Conclusions The use of membrane action for the design of composite slabs in fire can reduce the costs for the fire protection measures considerably. For most of the secondary beams no fire protection is required. The principle of the load bearing mechanism is explained and existing approaches are demonstrated with which the load bearing mechanism can be taken into account for design. Remaining issues are illustrated which need to be clarified to apply the design methods safely. Especially for highrise buildings with many floors the design methods hold the capability that the buildings can be realized much more economically. Acknowledgements A research programme (IGF N) in cooperation between the Technische Universität München and the Leibniz Universität Hannover recently started to clarify the remaining issues and enable the use of membrane action in Germany. The project is mainly sponsored by the German Bundesministerium für Wirtschaft und Technologie and many industry partners. We want to thank all of them very much for their support. references [1] Newman, G. M.; Robinson, J. T.; Bailey, C. G.: Fire Safe design: A New Approach to Multi-Storey Steel-Framed Buildings, The Steel Construction Institute: SCI Publication P288, 2000 [2] Cameron, N. J. K.; Usmani, A. S.: New design method to determine the membrane capacity of laterally restrained composite floor slabs in fire. Part 1: Theory and method, The Structural Engineer, V. 83, No. 19, Oct. 2005, pp

3 [3] Li, G.-Q.; Guo, S.-X.; Zhou, H.-S.: Modeling of membrane action in floor slabs subjected to fire, Engineering Structures, V. 29, No. 6, Jun. 2007, pp [4] Abu, A. K.: Behaviour of Composite Floor Systems in Fire, University of Sheffield, Department of Civil & Structural Engineering, Diss [5] Mensinger, M.; Schaumann, P.; Stadler, M.; Sothmann, J.: Membranwirkung von Verbunddecken bei Brand Stand der Technik, Stahlbau, forthcoming

4 Composite floor systems in highrise towers A very cost-effective construction using membrane action in fire design Dipl.-Ing. (FH) Martin Stadler * Prof. Dr.-Ing. Dipl. Wirt.-Ing. (NDS) Martin Mensinger ** * Lehrstuhl für Metallbau, TU München, München, Germany stadler@bv.tum.de ** Lehrstuhl für Metallbau, TU München, München, Germany m.mensinger@bv.tum.de ABSTRACT: Many highrise towers around the world are constructed in steel. But steel constructions often require costly measures for fire protection. Real fires and fire tests have shown that not every beam is necessary for the load transfer of composite slabs in fire. Due to large deflections of the slabs the load bearing mechanism changes from bending at ambient temperature to membrane action in fire. Much larger spans can be bridged with this mechanism. Therefore most secondary beams are not needed in case of fire and can be left unprotected. In a tall building with many floors there is a large amount of beams that could be left unprotected. Hence, the costs of the whole structure can be reduced considerably only by using advanced design methods. This paper gives an overview of existing design methods. Advantages, disadvantages and remaining issues are discussed. 1 INtroduction Steel-framed buildings with composite floors offer technical and economical advantages compared to other construction methods. They are characterised by very short construction periods, large possible spans, low emission at production, high robustness, good behaviour in earthquakes and a very sparing utilisation of the construction materials. Despite the many advantages, especially for tall buildings, other construction methods are often used. One reason is the fire protection that can be very intricate and expensive. According to most design codes every steel beam of a composite slab has to be protected in order to reach 30 minutes of fire resistance and above. Not the entire construction but every single component must be considered separately and designed for the fire case. Mostly no distinction is made between slabs, beams and columns. In most cases the demanded fire resistance can only be reached with protecting the steel beams e.g. covering them with fire boards, coating them with intumescent paint, applying partial concrete encasement etc. Real fires and research programmes particularly in Great Britain since the 1990s have shown that composite slabs retain their load bearing capacity in fire even if the steel beams are particularly unprotected (Fig. 1). Due to large deflections of the slabs the load bearing mechanism changes from bending at ambient temperature to membrane action in fire. Much larger spans can be bridged with this mechanism. Therefore most secondary beams are not needed in case of fire and can be left unprotected. The structural integrity of composite constructions exposed to fire can hence be assured with a considerable smaller effort of fire protection measures.

5 Fig. 1: Deflection of a composite slab after a fire [1] The result of the research programmes in Great Britain is a simplified design method known as Bailey-BRE method. The British Steel Construction Institute (SCI) adopted this method and published a design guide where the Bailey-BRE method is brought into practicable tables [1]. Further design approaches can be found in [2-4]. In countries where buildings have been already designed with the Bailey-BRE method it has been shown that about 40% of the fire protection measures can be omitted. This means that the total costs of the composite floor system can by reduced by 10% - 15%. Despite the immense economical advantage the method is not used yet in many countries. The reasons for this in Germany are that the Bailey-BRE method is relatively unknown, the tables in [1] are not consistent with the German design rules and some remaining issues have to be clarified. A research programme of the Technische Universität München together with the Leibniz Universität Hannover should fill these gaps and should establish the use of membrane action for composite slabs in fire in Germany. 4 Load transfer of composite slabs in fire The design methods presented here all assume that the slab is divided into single bays with protected edge beams and columns and unprotected secondary beams inside the bay. The protected edge beams are necessary on one hand as vertical support on the other hand to assure that the slab does not collapse due to a folding mechanism (Fig. 2 left). The slab keeps its global integrity and the membrane forces in each bay are in equilibrium (Fig. 2 right). Fig. 2: Failure mode with unprotected edge beam and internal forces with protected edge beams [5]

6 The principle of load transfer by membrane action is shown in Figure 3. In the middle of the slab tensile forces appear which are accommodated by the reinforcement that is embedded in the concrete and remains therefore cool and retains its strength. At the perimeter of the slab a compression ring develops in the concrete. The membrane forces within one slab-bay are in equilibrium. No horizontal forces must be transferred by the edge beams and each bay can be considered separately for design. The edge beams are only subjected to vertical loads and can be designed as simple composite beams under elevated temperatures. Fig. 3: Membrane action of a slab panel [5] 5 existing design methods 1.1 Bailey-BRE method The design method of Bailey was first published in [6-7] and updated in [8-9]. Bailey uses both, membrane action of the slab as well as the remaining capacity of the unprotected secondary beams. Conservatively he only considers the bending capacity of the secondary beams and neglects their catenary effects. Bailey uses the yield line theory which is well-established and used for a long time under ambient temperature and includes the membrane action with enhancement factors. The yield line theory assumes four rigid plates that are pin-jointed at their edges. Bailey limits the maximum possible forces in the yield lines by the failure forces of the reinforcement which appear in a crack in the middle of the slab along the short span. The reason for this assumption are observations at fire tests. The membrane forces are determined by the equilibrium of forces on the two elements shown in Figure 4. These membrane forces are multiplied with the maximum vertical displacement of the slab to get the load bearing capacity. But the displacement must be determined separately by other assumptions. Bailey proposes a combination of thermal bowing due to the temperature difference over the slab height and a mechanical elongation due to the applied load. w max c T l 8 h 2 L f 8 E s sy The thermal bowing term includes a correction factor ψ and the mechanical elongation is limited by 50% of the yield strain of the reinforcement. The total load bearing capacity is a combination of the membrane action and the remaining bending capacity of the secondary beams. Bailey s method is easy to understand and conveniently applicable but some assumptions need to be reviewed. E.g. the failure of the slab with a crack along the short span is (1)

7 only observed in tests but not proved analytically. And the maximum deflection includes a correction factor which is calibrated on very few fire tests. Fig. 4: Equilibrium at the yield lines [9] 1.2 Method of Li et al. Li et al. [3] also assume that in a first step yield lines develop. After the load bearing capacity of this system is reached, membrane action develops in the middle part of the slab and a load increase is possible (Fig. 5). In the design method the slab is divided into five parts. The four parts at the perimeter are considered rigid and the middle part has the shape of an elliptic paraboloid. Similar to the method of Bailey the load bearing capacity is determined by equilibrium of forces and bending moments at the contact edges. In this method the vertical displacement must also be determined separately. Li neglects the thermal bowing but includes a homogenous thermal elongation. The mechanical elongation is limited by the ultimate strain of the reinforcement of 2.5%. w max 3 l (0,025 T ) (2) 8 Like in Bailey s method especially the approach of the vertical displacement should be reviewed. Also the failure mode seen in tests with a crack over the short span is not included in this method.

8 Fig. 5: Development of membrane action according to Li [3] 1.3 Approaches of Cameron and Abu Cameron [2] and Abu [4] both use the classical plate theory. Membrane action is included by using nonlinear strain approaches. The temperature increase causes thermal strains which do not cause stresses if they are unrestrained. Therefore they can be subtracted from the mechanical strains. (3) linear nonlinear thermal For solving the problem approximation methods are used. Cameron starts with the differential equation, uses an Airy function that fits the boundary conditions and solves the problem with the Galerkin approach. For the trial function he takes a double sine. x y w ( x, y ) wm sin sin (4) L l The maximum vertical displacement and hence the failure criterion is assumed similarly to the method of Li. w t l 4( T ) uk The load bearing capacity is calculated by the assumption that the work done by the internal forces must be equal to the work done by external loads. Due to nonlinear displacements the capacity must be calculated incrementally. For the internal work it must be taken into account that the reinforcement partially yields. The method of Cameron has the disadvantage that it assumes horizontally fixed edges. The horizontal forces must be accommodated either by the edge beams or adjacent (5)

9 slabs. This leads to uneconomical designs. Abu solves this problem with a trial function that includes not only a simple double sine but also higher terms of the Fourier series. w( x, y) W mx ny cos cos mn m1 n1 L / 2 l / 2 With that he can describe horizontal deformations of the edges and no horizontal forces occur there. With Abu s method the geometrical nonlinearities can be included very well but material nonlinearities the yielding of the reinforcement are not yet considered. Also no failure criterion is defined. A combination of both methods of Cameron and Abu could probably solve the problem. 6 Remaining issues The shown methods are suitable approaches for using membrane action in fire design of composite slabs. But some details have to be clarified that could have negative effects on the load bearing capacity. E.g. the real load bearing mechanism is not conclusively investigated. Bailey and Li both use the yield line theory and extend it for membrane action. But tests have shown that mostly no yield lines occur but the slabs form directly into a smooth shape before collapsing (Fig. 6). Cameron and Abu show first approaches to take this into account. (6) Fig. 6: Concrete slab after fire test [10] A further question is whether the slab only bears by membrane action or also by bending. If both mechanisms occur what is very supposable the question is which one is the leading one. And finally the maximum possible vertical displacement and hence the failure criterion should be investigated more exactly. Another detail that should be clarified is whether the edge beams can be designed like composite beams. Due to large rotations large cracks occur above the beams (Fig. 7). The question is how much shear forces can be transferred by the shear studs in this case.

10 Fig. 7: Cracks above a composite beam after large deformation 7 Conclusions The use of membrane action for the design of composite slabs in fire can reduce the costs of fire protection measures considerably. For most of the secondary beams no fire protection is necessary. The principle of the load bearing mechanism has been explained and existing approaches have been shown with which the load bearing mechanism can be taken into account for design. Remaining issues have been illustrated which need to be clarified to apply the design methods safely. Especially for highrise buildings with many floors the design methods hold the potential that the buildings can be realized much more economically. Acknowledgements A research programme (IGF N) in cooperation between the Technische Universität München and the Leibniz Universität Hannover recently started to clarify the remaining issues and enable the use of membrane action in Germany. The project is mainly sponsored by the German Bundesministerium für Wirtschaft und Technologie and many industry partners. We want to thank all of them very much for their support. references [1] Newman, G. M.; Robinson, J. T.; Bailey, C. G.: Fire Safe design: A New Approach to Multi-Storey Steel-Framed Buildings, The Steel Construction Institute: SCI Publication P288, 2000 [2] Cameron, N. J. K.; Usmani, A. S.: New design method to determine the membrane capacity of laterally restrained composite floor slabs in fire. Part 1: Theory and method, The Structural Engineer, V. 83, No. 19, Oct. 2005, pp [3] Li, G.-Q.; Guo, S.-X.; Zhou, H.-S.: Modeling of membrane action in floor slabs subjected to fire, Engineering Structures, V. 29, No. 6, Jun. 2007, pp [4] Abu, A. K.: Behaviour of Composite Floor Systems in Fire, University of Sheffield, Department of Civil & Structural Engineering, Diss [5] Mensinger, M.; Schaumann, P.; Stadler, M.; Sothmann, J.: Membranwirkung von Verbunddecken bei Brand Stand der Technik, Stahlbau, forthcoming

11 [6] Bailey, C. G.; Moore, D. B.: The structural behaviour of steel frames with composite floor slabs subject to fire: Part 1: Theory, The Structural Engineer, V. 78, No. 11, Jun. 2000, pp [7] Bailey, C. G.; Moore, D. B.: The structural behaviour of steel frames with composite floorslabs subject to fire: Part 2: Design, The Structural Engineer, V. 78, No. 11, Jun. 2000, pp [8] Bailey, C. G.: Membrane action of unrestrained lightly reinforced concrete slabs at large displacements, Engineering Structures, V. 23, No. 5, May 2001, pp [9] Bailey, C. G.: Membrane action of slab / beam composite floor systems in fire, Engineering Structures, V. 26, No. 12, Oct. 2004, pp [10] Bailey, C. G.; Toh, W. S.: Small-scale concrete slab tests at ambient and elevated temperatures, Engineering Structures, V. 29, No. 10, Oct. 2007, pp

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