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As to the integrated style, the calculation length of bottom column is shortened, so the lateral stiffness is improved.
However, the adding-storey structure using light steel is a system of mass and stiffness irregularity, i.e. top-light and bottom-heavy, top-soft and bottom-stiff, which causes the whiplash effect during earthquake.
Therefore, Wei Wenhui et al.[10] proposed the techniques of passive energy dissipation bracing in light steel adding-storey structure, aiming at reducing the seismic response of old structure and dissipating energy through nonlinear deformation of damping material.
Experimental Study on the Storey-increasing Structure Using Frame-in-frame System.
Experimental Study on the Seismic Behavior of Light Steel Adding-storey Model.

Since the progressive collapse behavior of structures is affected by uncertainties in material properties and load effects, probabilistic analysis of progressive collapse is necessary.
“Progressive collapse analysis of seismically designed steel braced frames” Journal of Constructional Steel Research, 65(3), 699-708
“Behavior of Reinforced Concrete Frame Structures,” ACI Structural Journal, 105(4), 433-439
“Collapse behavior of steel special moment resisting frame connections” Journal of Structural Engineering, 133(5), 646-655
"Dynamic behavior of planar frames during progressive collapse” Proceedings of 16th engineering mechanics conference, 2003

Although extensive research work on dynamic response of liquid storage tanks began in later years, only a handful research studies could be found that have analyzed the nonlinear seismic behaviour of the RC pedestals individually.
The frame type staging with a single row of columns placed along the periphery of a circle, are not enough to support container of elevated water tanks.
Further research is needed to investigate behaviour of water towers under other loading conditions, varying the height and geometric properties.
Kasa, Behaviour of elevated concrete water tank subjected to artificial ground motion, EJGE, Volume. 16, (2011) Pages: 387-406 [5] Livaoglua, R., and Dogangu, A., Effect of foundation embedment on seismic behaviour of elevated tanks considering fluid–structure-soil interaction, Soil Dynamics and Earthquake Engineering, 27 (9), (2007)pages. 855-863 963;53(2):225–307
The dynamic behavior of water tanks.

In general, the base isolated buildings are designed such that the superstructure remains almost completely elastic (the maximum value of the behaviour factor is 1.5) and the non-linear elements are localized only in the base isolation system for characterizing the non-linear behaviour of the devices.
The Kelvin-Voight model has been adopted for reproducing the nonlinear behaviour in the evaluation of the seismic response of the base isolation structure, see Sorace and Terenzi [5][6] and Sorace, Terenzi, Magonette and Molina [7].
Rate effects on the elastoplastic material behavior are investigated e.g. by De Angelis Cancellara Modano and Pasquino [23] and by De Angelis and Cancellara [24][25].
Accordingly a comparative analysis of the behavior of the ESD+FS isolated structure and the fixed base structure has been performed.
Terenzi, Iterative design procedure of fluid viscous devices included in braced frames, Proceedings of Eurodyn’99, 4th European Conference on Structural Dynamics, Praga, 1999

Successful application of passive devices for seismic hazard mitigation requires that their behavior be well understood and the design procedure be experimentally validated.
Fig. 1 shows the plan view and the perimeter frame of the prototype structure.
Properties of MRF Column Beams T1 (sec.)
Story Stiffness (kN/m) 1st and 2nd story 1st story 2nd story 1.42 1st story 2nd story W14x120 W24x55 W18x40 36007 23894 (a) (b) Figure 1.
References [1] Building Seismic Safety Council (BSSC). 2003.

In addition, little information is available regarding diaphragm behaviour when the floors are subjected to loads in the direction orthogonal to the joist span [3].
From a first glimpse it is possible to notice a clearly nonlinear diaphragm behaviour.
The orthotropic behaviour of single straight sheathed diaphragms, in fact, is an aspect contemplated only by NZSEE which also considers the flooring condition.
Such behaviour was maximised by the peculiar panel disposition which also allowed a very fast installation procedure.
Tomasi, The role of in-plane floor stiffness in the seismic behaviour of traditional buildings.

There are a variety of parameters such as: member end conditions, column axial stiffness, composite action and non-structural effects that need to be modelled in order to properly anticipate the interaction between components of the floor during excitation.
Lateral restrains were assumed to be provided by the concentrically braced frames (CBFs) at their locations throughout the building.
SeismoStruct is a Finite Element (FE) package capable of predicting large displacement behaviour of space frames under static or dynamic loads (Seismosoft, 2017).
Like the OASYS model, the concentrically braced frames (CBFs) was assumed to provide lateral resistance at the boundary nodes throughout the floor.
Vibration & Seismic Analysis Solutions.

The volcanic risk mitigation of these areas requires a careful territorial planning together with an adequate knowledge of the behaviour of constructions under the eruption effects.
Vulnerability elements (criteria) and weights [0-1] for seismic, volcanic and artistic categories.
SEISMIC MASONRY REINFORCED CONCRETE Elements Weight Elements Weight Low-quality masonry, reduced resistant area along one or both directions (B) 0,309 Vertical structure typology (C) 0,258 Presence of tie-beams and/or stringcourses (C) 0,207 Regularity in plan (C) 0,156 Floors badly connected with the walls (B) 0,166 Regularity in elevation (C) 0,138 Distance between bracing walls (B) 0,084 Seismic joint (C) 0,098 Pushing structure and/or absence of connection between the wall and the roof (B) 0,067 Average interaxis between columns (B) 0,092 Variation of the structural system at upper levels (B) 0,053 Columns average size at first level (C) 0,085 Presence of staggered levels (B) 0,038 Cladding typology at first level (C) 0,062 Presence of added structures with different stiffness and/or localized connections (B) 0,030 Stocky elements (B) 0,041 Presence of lintel (C) 0,024 Rearward columns (B) 0,027 Local reduction of the masonry section (flues, niches, etc.).
Definitely, for each category, the measure dij of the criterion j with respect to the alternative i are collected in the decision matrix Dmxn (n = number of the criteria for each categories; m = number of the alternatives), whose generic terms (dij) are chosen on different basis: - dij can be a direct measure of the criterion j: distance between bracing wall [m]; local reduction of the masonry wall [cm]; average distance between columns [m]; column average size [cm]; distance from the vent [km]; exposed façade orientation [°]; percentage of openings [%]; thickness walls [cm]; openings [n°]; roof slope [°]; maximum height [m]; height at first level [m]
European Seismic Conference, Genoa. (2002)

The stiffness and strength design equations predicted the specimen performance very well. 1 INTRODUCTION One of the most effective ways to improve the seismic performance of buildings is to install passive dampers to dissipate massive seismic energy, so that the main gravity-bearing structural components remain almost elastic.
Kelly et al. [1] has put forward the steel shear panel damper (SSPD) in 1972, and it has been widely used because of its simplicity for fabrication and admirable low cycle fatigue behavior.
Cyclic shear behavior of steel box girders: experiment and analysis.
Optimization of link member of eccentrically braced frames for maximum energy dissipation.
Cyclic behavior of low-yield-point steel shear panel dampers.

Methods 2.1 Seismic Performance Assessment The analyses conducted to assess the behaviour of the structure under seismic conditions involve nonlinear static analyses (pushover), aiming to obtain the so-called capacity curve.
A sensitivity analysis was developed in order to better understand the effects of temperature variations on structural behaviour.
Appendix A A sensitivity analysis was developed in order to better understand the effects of temperature variations on structural behavior.
Bontempi, Structural robustness analysis of RC frames under seismic and blast chained loads scenarios, Journal of Building Engineering 67 (2023) 105970
Development of a novel fire following earthquake probabilistic framework applied to a steel braced frame.