The influence of infill walls on seismic behavior of a historical building in Shanghai

Seismic assessment and seismic strengthening are the key issues need to be figured out during the process of protection and reusing of historical buildings. In this thesis the seismic behaviors of the hinged steel structure, a typical structure of historical buildings, i.e. hinged steel frames in Shanghai, China, were studied based on experimental investigations and theoretic analysis. How the non-structural members worked with the steel frames was analyzed thoroughly. Firstly, two 1/4 scale hinged steel frames were constructed based on the structural system of Bund 18, a historical building in Shanghai: M1 model without infill walls, M2 model with infill walls, and tested under the horizontal cyclic loads to investigate their seismic behavior. The Shaking Table Test and its results indicated that the seismic behavior of the hinged steel frames could be improved significantly with the help of non-structural members, i.e., surrounding elements outside the hinged steel frames and infilled walls. To specify, the columns are covered with bricks, they consist of I shape formed steel sections and steel plates, which are clenched together. The steel beams are connected to the steel column by steel angle, thus the structure should be considered as a hinged frame. And the infilled wall acted as a compression diagonal strut to withstand the horizontal load, therefore, the seismic capacity and stiffness of the hinged steel frames with infilled walls could be estimated by using the equivalent compression diagonal strut model. A SAP model has been constructed with the objective to perform a dynamic nonlinear analysis. The obtained results were compared with the results obtained from Shaking Table Test. The Test Results have validated that the influence of infill walls on seismic behavior can be estimated by using the equivalent diagonal strut model.

Refuerzo de vigas de hormigón armado mediante la aplicación de fuerzas exteriores introducidas por predeformación de perfiles metálicos

Una técnica de refuerzo de elementos flectados en general y, en particular, de vigas y forjados de hormigón armado, consiste en la disposición de perfiles metálicos por debajo de los elementos a reforzar y retacados a ellos. En muchos casos este refuerzo se diseña con un planteamiento pasivo, es decir, los perfiles no entran en carga hasta que no se incrementan las acciones sobre el elemento reforzado, o lo hacen sólo ligeramente y de forma cuantitativamente no controlada efectuando el retacado mediante cuñas metálicas. En el presente trabajo se estudia la alternativa del refuerzo de vigas de hormigón armado frente a momentos flectores con un planteamiento activo, introduciendo unas fuerzas (por ejemplo, mediante gatos o barras roscadas) entre el perfil y el elemento a reforzar, y retacando posteriormente el perfil a la viga en los puntos de introducción de las fuerzas, mediante cuñas metálicas, mortero, etc. La propuesta que formulamos en el presente trabajo de investigación para el control de las fuerzas introducidas consiste en la medida de las flechas que se producen en el perfil metálico al hacerlo reaccionar contra la viga. Esto permite el empleo de procedimientos sencillos para la predeformación del perfil que no dispongan de dispositivos de medida de la carga introducida, o bien controlar la veracidad de las medidas de las fuerzas que dan tales dispositivos. La gran fiabilidad que tiene el cálculo de flechas en jácenas metálicas hace que con este procedimiento se puedan conocer con gran precisión las fuerzas introducidas. Las medidas de las flechas se pueden llevar a cabo mediante los procedimientos de instrumentación habituales en pruebas de carga, con una precisión más que suficiente para conocer y controlar con fiabilidad el valor de las fuerzas que el perfil ejerce sobre la viga. Los perfiles necesarios para el refuerzo con esta técnica son netamente inferiores a los que se precisarían con el planteamiento pasivo antes indicado. En el trabajo de investigación se recoge un estudio sobre el número, posición y valor de las fuerzas de refuerzo a introducir, en función de la carga para la que se diseña el refuerzo y la capacidad resistente del elemento a reforzar, y se analizan los valores máximos que pueden tener dichas fuerzas, en función de la capacidad de la pieza frente a momentos de signo contrario a los debidos a las cargas gravitatorias. A continuación se analiza la interacción viga-perfil al incrementarse las cargas sobre la viga desde el instante de la ejecución del refuerzo, interacción que hace variar el valor de las fuerzas que el perfil ejerce sobre la viga. Esta variación permite contar con un incremento en las fuerzas de refuerzo si, con las cargas permanentes presentes al reforzar, no podemos introducirlas inicialmente con el valor necesario, o si se producen pérdidas en las propias fuerzas. Este es uno de los criterios a la hora de seleccionar las características del perfil. Por el contrario, dicha variación puede suponer que en algunos puntos a lo largo del vano se supere la capacidad a flexión frente a momentos de signo contrario a los debidos a las cargas gravitatorias, lo que también debe ser tenido en cuenta. Seguidamente se analizan diferentes aspectos que producen una variación en el valor de las fuerzas de refuerzo, como son las deformaciones diferidas del hormigón (fluencia y retracción), los gradientes de temperatura en la pieza, o la actuación de sobrecargas en los vanos adyacentes. Se concluye los efectos de estos fenómenos, que en ocasiones tienen gran influencia, pueden ser cuantificados por el proyectista, recogiéndose propuestas sencillas para su consideración en casos habituales. Posteriormente recogemos una propuesta de metodología de comprobación del refuerzo, en cuanto a cómo considerar la fisuración y evolución del módulo de deformación de la viga, la introducción de la seguridad, la influencia de las tolerancias de laminación en el perfil sobre el valor calculado de las flechas necesarias en el perfil para introducir las fuerzas iniciales proyectadas, o la situación accidental de fuego, entre otros aspectos. Por último, se exponen las conclusiones más relevantes de la investigación realizada, y se proponen futuras líneas de investigación. One technique for strengthening flexural members in general, and reinforced concrete beams and slabs in particular, entails caulking the underside of these members with steel shapes. This sort of strengthening is often designed from a passive approach; i.e., until the load is increased, the shapes are either not loaded or are only slightly loaded to some unquantified extent by caulking with steel shims. The present study explored the possibility of actively strengthening the capacity of reinforced concrete beams to resist bending moments by applying forces (with jacks or threaded bars, for instance) between the shape and the member to be strengthened. The shape is subsequently caulked under the beam at the points where the forces are applied with steel shims, mortar or similar. The proposal put forward in the present study to monitor the forces applied consists in measuring the deflection on the steel shape as it reacts against the beam. With this technique, the shape can be pre-strained using simple procedures that do not call for devices to measure the force applied, or the accurancy of the respective measurements can be verified. As deflection calculations in steel girders are extremely reliable, the forces applied with this procedure can be very precisely determined. Standard instrumental procedures for load testing can be used to measure deflection with more than sufficient precision to reliably determine and monitor the value of the forces exerted on the beam by the shape. Moreover, the shapes required to strengthen members with this technique are substantially smaller than the ones needed in the aforementioned passive approach. This study addressed the number, position and value of the strengthening forces to be applied in terms of the load for which strengthening was designed and the bearing capacity of the member to be strengthened. The maximum value of such forces was also analysed as a function of the capacity of the member to resist counter-gravity moments. An analysis was then conducted of beam-shape interaction when the load on the beam raises since the instant that strengthening is applied, interaction that alters the forces applied to the beam by the shape. This variation can provide an increment in the forces if we cannot introduce them initially with the value calculated as necessary because they were limited by the permanent loads existing when strengthening, or if losses occur in the forces themselves. This is one of the criteria for defining shape specifications. Conversely, such variation may cause the forces to exceed beam counter-gravity bending strength at some points in the span, a development that must also be taken into consideration. Other factors inducing variations in the strengthening force values were then analysed, including deferred concrete strain (creep and shrinkage), temperature gradients in the member and the live loads acting on adjacent spans. The inference drawn was that these developments, which may on occasion have a heavy impact, can be quantified by the design engineer, particularly in ordinary situations, for which simple procedures are proposed. Methodology is likewise proposed for verifying strength in terms of how to appraise beam's cracking and variations in modulus of deformation; safety concerns; the effect of shape lamination tolerance on the calculated deflection necessary for the shape to apply the design forces; and fire-induced situations, among others. Lastly, the most prominent conclusions are discussed and future lines of research are suggested.

Lectin-induced haemocyte inactivation in insects

Most multimeric lectins are adhesion molecules, promoting attachment and spreading on surface glycodeterminants. In addition, some lectins have counter-adhesion properties, detaching already spread cells which then acquire round or spindle-formed cell shapes. Since lectin-mediated adhesion and detachment is observed in haemocyte-like Drosophila cells, which have haemomucin as the major lectin-binding glycoprotein, the two opposite cell behaviours may be the result of lectin-mediated receptor rearrangements on the cell surface. To investigate oligomeric lectins as a possible extracellular driving force affecting cell shape changes, we examined lectin-mediated reactions in lepidopteran haemocytes after cytochalasin D-treatment and observed that while cell-spreading was dependent on F-actin, lectin-uptake was less dependent on F-actin. We propose a model of cell shape changes involving a dynamic balance between adhesion and uptake reactions. (C) 2004 Elsevier Ltd. All rights reserved.

Effects of cold weather on durability of CFRP strengthened circular hollow steel members

Tubular members have become progressively more popular due to excellent structural properties, aesthetic appearance, corrosion and fire protection capability. However, a large number of such structures are found structurally deficient due to reduction of strength when they expose to severe environmental conditions such as marine environment, cold and hot weather. Hence strengthening and retrofitting of structural members are in high demands. In recent times Carbon Fibre Reinforced Polymers (CFRP) composites appears to be an excellent solution to enhance the load carrying capacity and serviceability of steel structures because of its superior physical and mechanical properties. However, the durability of such strengthening system under cold environmental condition has not yet been well documented to guide the engineers. This paper presents the findings of a study conducted to enhance the bond durability of CFRP strengthened steel tubular members by treating steel surface using epoxy based adhesion promoter under cold weather subjected to bending. The experimental program consisted of six number of CFRP strengthened specimens and one bare specimen. The sand blasted surface of the three specimens to be strengthened was pre-treated with MBrace primer and other three were remained untreated and then cured under ambient temperature and cold weather (3oC) for three and six months period of time. The beams were then loaded to failure under four point bending. The structural response of each specimen was predicted in terms of failure mode, failure load and mid-span deflection. The research findings show that the cold weather immersion had an adverse effect on durability of CFRP strengthened structures. Moreover, the epoxy based adhesion promoter was found to enhance the bond durability in elastic range.

Durability performance of carbon fibre-reinforced polymer strengthened circular hollow steel members under cold weather

The use of circular hollow steel members has attracted a great deal of attention during past few years because of having excellent structural properties, aesthetic appearance, corrosion and fire protection capability. However, no one can deny the structural deficiency of such structures due to reduction of strength when they are exposed to severe environmental conditions such as marine environment, cold and hot weather. Hence strengthening and retrofitting of structural steel members is now very imperative. This paper presents the findings of a research program that was conducted to study the bond durability of carbon fibre-reinforced polymer (CFRP) strengthened steel tubular members under cold weather and tested under four-point bending. Six number of CFRP-strengthened specimens and one unstrengthened specimen were considered in this program. The three specimens having sand blasted surface to be strengthened was pre-treated with MBrace primer and other three were remained untreated and then cured under ambient temperature at least four weeks and cold weather (3 C) for three and six months period of time. Quasi-static tests were then performed on beams to failure under four-point bending. The structural response of each specimen was predicted in terms of failure load, mid-span deflection, composite beam behaviour and failure mode. The research outcomes show that the cold weather immersion had an adverse effect on durability of CFRP-strengthened steel structures. Moreover, the epoxy based adhesion promoter was found to enhance the bond durability in plastic range. The analytical models presented in this study were found to be in good agreement in terms of predicting ultimate load and deflection. Finally, design factors are proposed to address the short-terms durability performance under cold weather.

Comparative durability study of CFRP strengthened tubular steel members under cold weather

In strengthening systems, the CFRP (Carbon Fibre Reinforced Polymer) materials typically have excellent resistance against environmental conditions; however, the performance of adhesives between CFRP and steel is generally affected by various environmental conditions such as marine environment, cold and hot weather. This paper presents the comparative durability study of CFRP strengthened tubular steel structures by using two different adhesives such as MBrace saturant and Araldite K630 under four-point bending. The program consisted of testing twelve CFRP strengthened specimens having treated with epoxy based adhesion promoter, untreated surface and one unstrengthened specimen and conditioned under cold weather for 3 and 6 months to determine the environmental durability. The beams were then loaded to failure in quasi-static manner under four-point bending. The structural responses of CFRP strengthened tubular steel beams were compared in terms of failure load, stiffness and modes of failure. The research findings show that the cold weather immersion had adversely affected the durability of CFRP strengthened steel members. Design factor is also proposed to address the short-terms durability performance under cold weather.

A study on the nature of the compound layer formed during the ion nitriding of En40B steel

Commercial-grade En40B steel has been ion nitrided in the temperature range 475–550°C in a 25%N2–75%H2 gas mixture. The nature of the compound layer formed was studied by the X-ray diffraction technique and optical metallography. It was observed that the structure of the compound layer gradually transforms from a predominantly epsilon (Porson) nitride to a predominantly γ′ nitride structure with increasing treatment time. Optical metallography studies on sections orthogonal to the nitrided surface showed that, after about 5 h of treatment, the thickness of the compound layer decreases with further increase in treatment time.

Optimization of cold and warm workability in 304 stainless steel using instability maps

The deformation characteristics of stainless steel type AISI 3O4 under compression in the temperature range 20 degrees C to 600 degrees C and strain-rate range 0.001 to 100 s(-1) have been studied with a view to characterizing the flow instabilities occurring in the microstructure. At strain rates less than 5 s(-1), 304 stainless steel exhibits flow localization, whereas dynamic strain aging occurs at intermediate temperatures and below 0.5 s(-1). At room temperatures and strain rates less than 10 s(-1), martensite formation is observed. To avoid the preceding microstructural instabilities, cold and warm working should be carried out at strain rates greater than 5 s(-1). The continuum criterion, developed on the basis of the principles of maximum rate of entropy production and separability of the dissipation function, predicts accurately all the preceding instability features.

Optimization of cold and warm workability in stainless steel type AISI 316L using instability maps

The deformation characteristics of stainless steel type AISI 316L under compression in the temperature range 20 to 600 degrees C and strain rate range 0.001 to 100 s(-1) have been studied with a view to characterizing the flow instabilities occurring in the microstructure. At temperatures lower than 100 degrees C and strain rates higher than 0.1 s(-1), 316L stainless steel exhibits flow localization whereas dynamic strain aging (DSA) occurs at intermediate temperatures and below 1 s(-1). To avoid the above flow instabilities, cold working should be carried out at strain rates less than 0.1 s(-1). Warm working of stainless steel type AISI 316L may be done in the temperature and strain rate regime of: 300 to 400 degrees C and 0.001 s(-1) 300 to 450 degrees C and 0.01 s(-1): 450 to 600 degrees C and 0.1 s(-1); 500 degrees C and 1 s(-1) since these regions are free from flow instabilities like DSA and flow localization. The continuum criterion, developed on the basis of the principles of maximum rate of entropy production and separability of the dissipation function, predicts accurately all the above instability features.

Instability map for cold and warm working of as-cast 304 stainless steel

The deformation characteristics of as-cast 304 stainless steel under compression in the temperature range 20-600 degrees C and strain rate range 0.001-100 s(-1) have been studied with a view to characterizing the flow instabilities occurring in the microstructure. Ar strain rates of less than 0.05 s(-1), as-cast 304 stainless steel exhibits flow localization in the temperature range 20-600 degrees C, whereas dynamic strain ageing occurs at intermediate temperatures and below 5 s(-1). At room temperatures and strain rates of less than 0.05 s(-1), martensite formation is observed. To avoid the above microstructural instabilities warm working should be carried out at strain rates greater than 10 s(-1) in the temperature range 400-600 degrees C and cold working could be done in the range of about 0.05-0.8 s(-1). The continuum criterion developed on the basis of the principles of maximum rate of entropy production and separability of the dissipation function, predicts accurately all of the above instability features. (C) 1997 Elsevier Science S.A.

Influence of Tempered Microstructures on the Transformation Behaviour of Cold Deformed and Intercritically Annealed Medium Carbon Low Alloy Steel

This research is focused on understanding the role of microstructural variables and processing parameters in obtaining optimised dual phase structures in medium carbon low alloy steels. Tempered Martensite structures produced at 300, 500, and 650 degrees C, were cold rolled to varied degrees ranging from 20 to 80% deformation. Intercritical annealing was then performed at 740, 760, and 780 degrees C for various time duration ranging from 60 seconds to 60 minutes before quenching in water. The transformation behaviour was studied with the aid of optical microscopy and hardness curves. From the results, it is observed that microstructural condition, deformation, and intercritical temperatures influenced the chronological order of the competing stress relaxation and decomposition phase reactions which interfered with the rate of the expected alpha -> gamma transformation. The three unique transformation trends observed are systematically analyzed. It was also observed that the 300 and 500 degrees C tempered initial microstructures were unsuitable for the production of dual structures with optimized strength characteristics.

X-ray diffraction and Mossbauer spectroscopy studies of cementite dissolution in cold-drawn pearlitic steel

Cementite dissolution in cold-drawn pearlitic steel (0.8 wt.% carbon) wires has been studied by quantitative X-ray diffraction (XRD) and Mossbauer spectroscopy up to drawing strain 1.4. Quantification of cementite-phase fraction by Rietveld analysis has confirmed more than 50% dissolution of cementite phase at drawing strain 1.4. It is found that the lattice parameter of the ferrite phase determined by Rietveld refinement procedure remains nearly unchanged even after cementite dissolution. This confirms that the carbon atoms released after cementite dissolution do not dissolve in the ferrite lattice as Fe-C interstitial solid solution. Detailed analysis of broadening of XRD line profiles for the ferrite phase shows high density of dislocations (approximate to 10(15)/m(2)) in the ferrite matrix at drawing strain 1.4. The results suggest a dominant role of 111 screw dislocations in the cementite dissolution process. Post-deformation heat treatment leads to partial annihilation of dislocations and restoration of cementite phase. Based on these experimental observations, further supplemented by TEM studies, we have suggested an alternative thermodynamic mechanism of the dissolution process.