Multi-story Steel Structures Research Articles

Process-based evaluation of carbon emissions from the on-site construction of prefabricated steel structures: A case study of a multistory data center in China

Prefabricated steel structures are being promoted in China as an important measure to reduce building carbon emissions (CEs). Currently, high-quality carbon emission factors and calculation methods that identify the sources of CEs from construction process are lacking. This study proposed a process-based method for calculating on-site construction CEs and empirically demonstrated its feasibility using a case of a multistory steel structure with typical column-beam systems. Six construction processes comprising 38 subprocesses were first categorized, then the energy and materials consumed for each subprocess were determined to obtain the first-hand CE parameters. The CEs from hoisting the first- and second-section columns were 10.52 kgCO2/column and 14.41 kgCO2/column, respectively, and the CEs from their installation were in the range 38.16–69.18 kgCO2/column. The CEs from hoisting the primary and secondary beams using a car crane were 7.73 kgCO2/beam and 4.52 kgCO2/beam, respectively, with lower CEs of 2.40 kgCO2/beam and 2.22 kgCO2/beam, respectively when a tower crane was used for hoisting. The 14 connection types used to install the primary beams and the 11 connection types used to install the secondary beams had CEs of 13.84–125.96 kgCO2/beam and 10.39–43.49 kgCO2/beam, respectively. The total on-site construction CE was subsequently calculated by summing the CEs from each process. This method was able to track the CE sources for each construction process and their contributions to identify those with high CE intensities. In addition, the case study was evaluated to provide specific feedback on the current national standard for calculating CEs from building construction.

Pre-fabricated multi-storey steel structure exposure to engineering seismicity

Pre-fabricated multi-storey steel structure exposure to engineering seismicity

Robustness capacity of multistorey steel structures in case of fire after earthquake events

The study summarised in the present paper has investigated the post-earthquake robustness of multistorey steel framed structure prone to fire action. Building Frames, i.e., homogeneous system with moment resisting frames (MRFs) on one direction and centrically braced frames (CBFs) with inverted V braces on the other direction, of 4 and 8 stories, as case study structures, are numerically analysed. The structures were designed according to the relevant codes for persistent and seismic design situations in 2 locations with different seismicity. The structures were assessed and optimized for seismic loading using a push-over analysis. Afterwards, the robustness capacity was checked against thermal action, through a nonlinear dynamic analysis, using Extreme Loading for Structures (ELS) software [8].

Behavior of a Multi-Story Steel Structure with Eccentric X-Brace

Eccentrically Braced Frames (EBFs) outperform moment-resisting frames in seismically active regions because of their strength, stiffness, energy dissipation, and ductility. Conventional bracing systems, such as X, Y, V, or K types, are utilized to enhance structural integrity. This study employs computational modelling to analyze multi-story steel buildings featuring an eccentric X-brace system. In this investigation, 120 multi-story steel frame buildings were selected. These multi-story structures comprise six-, nine-, and twelve-story geometries. ETABS built a full-scale FE model of multi-story structures. The study's parametric variables are the X-brace eccentricity, steel X-brace section size, and X-braced placement. Steel X-braces may have an eccentricity of 500, 1000, or 1500 millimeters. The ETABS model was validated when its findings matched experimental data. According to the data, the eccentric X-brace increases top-story displacement more for 6-story multi-story structures than for 9- and 12-story ones. Eccentric X-braces reduced lateral stiffness, allowing more significant floor movement. Eccentric and diagonal braces offer less lateral rigidity than concentrically braced frames due to their flexibility. Eccentricity reduces stiffness, even if the X-braced component has a larger cross-section. EBFs may migrate horizontally. Since the EBF absorbs more energy, changing the X-brace section size and eccentricity affects its ductility.

Research on the influence of panel zone on dynamic damage of multi-story steel structure

As the most important component of steel structure, the panel zone has done a lot of research. In this article, the influence of the thickness of the panel zone on the performance of the multi-story steel frame is studied through the dynamic elastic-plastic time-history analysis of the panel zone models with different thickness. Then the appropriate thickness of the panel zone is summarised. The research conclusions are as follows: The displacement of each story is uniform and the displacement of the first story decreases after considering the influence of panel zone. While the residual deformation increases. When the thickness of panel zone is increased by three or four times, the residual deformation decreases significantly. The inter-layer displacement, plastic deformation energy, velocity conversion, maximum ductility ratio and maximum cumulative ductility ratio are closer to those of the frame model which is not consider the influence of panel zone when the panel zone is increased by three times. It concluded that the influence of panel zone should be considered, and the thickness of panel zone needs to be thickened by three or four times according to the model in this article.

Earthquake-induced loss assessment of steel dual concentrically braced structures subjected to near-field ground motions

Steel structures with dual systems, including special moment-resisting frames (SMRFs) and special concentrically braced frames (SCBFs), have found extensive applications in seismically active regions due to their considerable lateral stiffness and ductility. However, the seismic performance of such system has not been investigated subjected to near-field ground motion records. To address this research gap, this paper evaluates collapse risk and earthquake-induced loss of multi-story steel structures with dual concentrically braced frames. A comprehensive seismic performance assessment is conducted on selected five-, 10-, and 15-story structures subjected to near-field ground motions (NF-GMs) with and without pulses based on the methodology provided in FEMA P-58. The results are also used to assess the effect of NF-GMs with pulses on the seismic performance measures, such as life-cycle cost and repair time of the studied structures at different seismic intensity levels. Finally, the contribution rate of collapse and demolition of structures, and contribution of structural and nonstructural members in the repair cost and time of the steel structures are estimated and compared subjected to NF-GMs. It is concluded that collapse and demolition loss play significant roles for NF-GMs with and without pulses, respectively, while the seismic collapse behavior is governed by the ratio of the pulse period of the GM to the period of the first mode of the structure.

STEEL SEMIRIGID STRUCTURES ENERGY STATE UNDER SEISMIC ACTIONS

Intended contribution proposes an energy-based approach to the assessment of capability of semirigid multi-storey steel structures to dissipate seismically induced energy via semirigidly connecting zones of the structure. The energy state of multi-storey structure is defined in terms of the energy balance equation. Total amount of seismically induced energy is divided into its classic components: kinetic energy, strain energy and dissipated energy. Dissipated energy is - in its turn - split into the amount dissipated by the structure itself (Eds) and the amount dissipated by the semirigidly connected zones (Edc). The last is computed as the equivalent of work performed by the bending moments associated to the semirigid connections through the relative rotations of the connections. Proposed procedure is further illustrated by several dynamic / seismical analyses of one multi-storey steel structure subjected to two reference earthquakes. Beam to column semirigid connections is of top - and seat - angle with double web-angles (TSDW) make up in several degrees of initial stiffness. The bending moment - relative rotation of semirigid connections are governed by Kishi - Chen relation. Obtained numerical results are presented into a comparative graphical manner. Short comments and conclusions end the contribution.

Parameter Optimization and Application for the Inerter-Based Tuned Type Dynamic Vibration Absorbers

As an acceleration-type mechanical element, inerter element has been widely used in the dynamic suppressing field. In this paper, a tuned mass damper with inerter (TMDI) is presented for vibration control and energy dissipation. To evaluate the effectiveness of the TMDI, the simplified model of TMDI coupled with a single-degree-of-freedom (SDOF) structure has been established. Numerical optimization has been conducted with the goal of minimizing the maximum transfer function amplitude of displacement for the damped primary structure. The control performance and robustness for TMDI has been evaluated with the SDOF system in the frequency and time domain, compared with the classical TMD device. Lately, multiple active TMDI (MATMDI) has been proposed as a vibration suppression strategy for a multi-story steel structure. The performances of passive and active control methods have been evaluated in the time domain via real earthquake excitations, and it has proven that the MATMDI is more effective at reducing the response of the structure and the stroke of devices. The results show that the proposed optimal TMDI system can sufficiently harvest vibrational energy and enhance the robustness of structure.

Analysis of 3D multi-storey building numerical models including floor slabs and shear walls depending on the connection type in the steel structure

Multi-storey steel buildings are usually designed with rigid connections between beams and columns or with simple hinged connections and a stiffening system. The paper focuses on the 3D structural design of multi-storey steel buildings including floor slabs and shear walls. The method of numerical modelling has been applied to investigate the influence of rigid connections between certain structural elements on the lateral stiffness of the multi-storey building structure, when floor slabs and shear walls are considered in the structural design. Four building heights and six structural system types, having the same floor plan have been examined. 3D numerical models have been configured in FEM software to evaluate the lateral stiffness of the structures exposed to gravity and seismic loads. The maximum horizontal deflections and natural periods of vibrations are presented in the paper. It has been concluded that the connection type in the multi-storey steel structure has no significant influence on the lateral stiffness of the structure when structural design considers floor slabs and shear walls.

Response of multistory steel structure subjected to differential settlements of its foundation

PurposeThis article aims to address an outstanding problem dealing with the structure and its foundation.Design/methodology/approachDifferential settlement between foundation units of a multistory structure has been responsible for serious damage to buildings and often catastrophic failure and loss of life. The dynamic changes in the loading conditions of the structure, and the variability of the underlying ground due to environmental changes, are causing the undesirable differential settlement, which is manifested in the form of additional stresses in beams, columns and distortion of the structure elements. The structural response to the differential settlements depends on the type of the structure (concrete or steel), type of beam-to-column connections (rigid or semi-rigid), number of floors and the spans of the beams in the building. This paper presents the results of a numerical model, which was developed using the finite element technique and the software “ABAQUS” to analyze a nine-floor steel structure. The model was capable to capture the stresses and the strains developed in beams and columns and the relationships of moment–settlement and rotation–settlement for the structural during the differential settlement of its foundation. After validating of the model, data were produced for a wide range of governing parameters for rigid and semi-rigid connections and accordingly the mode of failure. The results can be used as a guideline for the design of steel structures.FindingsResults are useful for those design steel structures.Research limitations/implicationsThis study is based on the experimental and numerical data of the authors.Practical implicationsThis study provides a guideline for the design of steel structures.Originality/valueThis is the original research developed by the authors.

Cost Analysis and Productivity of Excavator, Bulldozer, Tipper Truck with using Fleet Management

The gigantic growth in Indian construction and development sector have been observed at the start of 21st century. Due to rapid development in engineering and technology numerous mechanical equipment has been utilized from micro to macro level infrastructural projects like industrial, roads and bridges, multi-storey steel structures etc. The following research is made for finding out cost-effectiveness and fecundity of heave and excavating mechanical equipment based on there use on different site locations by mean of proper modelling and cost analysis furthermore testing of computer software on the basis of there productivity. The research tends to focus on spontaneity in designing the software based fleet management technique of tool managing on different field of construction so that optimal results can be achieved through them. These advance system includes tool to be implemented with a code which is verified by the system then an algorithmic calculation is made by software to provide best available solution on site resulting in ease in decision making and reducing the time requirement and making it cost effective.

ANALYSIS AND DESIGN OF MULTI-STOREY STEEL STRUCTURES WITH IRRIGATION TO TORQUE ACCORDING TO 2018 EARTHQUAKE REGULATIONS

When observing the consequences of earthquakes, it is accepted that earthquakes are one of the most dangerous natural disasters in the world. Therefore, special engineering methods are used to explore and analyze the effects of earthquakes on structures and to design earthquake resistant structures accordingly. In applying these methods, it is important to investigate the irregularities in the carrier system correctly. There are six irregularities in the Turkish Building Earthquake Code (TBDY-2018), one of the most important of which is A1 Torsional Irregularity [TBDY 2018]. In this article, considering TBDY 2018, the dynamic behaviour of structures with different ratios of torsional irregularity in multi-storey steel structures is examined. In a 10-storey steel structure with the same purpose and size, four type models were produced using the central inverted V cross member and changing the cross positions. The Equivalent Seismic Load Method is used in the analysis. Structural analyzes were performed with the "ETABS" finite element program. As a result of these studies; The displacements obtained from the structural analysis of 4 models with different torsional irregularity coefficients due to the cross member placement in various places in 4 buildings with the same dimensions were calculated by the Equivalent Seismic Load method.

ANALYSIS AND DESIGN OF MULTI-STOREY STEEL STRUCTURES ACCORDING TO DIFFERENT METHODS IN 2018 EARTHQUAKE REGULATIONS

Earthquake loads are the biggest obstacle to the design of multi-storey and irregular structures in countries located in the earthquake zone and with active earthquake faults. It is a dangerous natural disaster that can result in loss of life and property depending on the intensity of the earthquake. It is important to use comprehensive and up-to-date standards and regulations for the calculation of earthquake loads. In this study, considering TBDY-2018, dynamic behavior of multi-storey steel structure with irregularity called A1 Torsional Irregularity has been investigated. For seismic load calculations, mode combination method and equivalent earthquake load method, which are linear analysis methods, were used. In a 10-storey steel structure, central inverted V braces were used and the positions of these braces were changed and a total of 4 models were produced. Structural analyzes were made using the "Etabs" program. Then, the results obtained in the two methods used were compared, and in the structural analysis of the models used, it was seen that the internal forces and displacements gave greater results when the calculations were made with the Equivalent Earthquake Load Method. In addition, it has been stated that the torsional irregularity coefficient of the structure is effective in the horizontal displacement of the structure.

Reliability-based design optimisation of structural systems using high-order analytical moments

Reliability-based design optimisation paradigm has become increasingly popular to achieve economical yet safer structural designs. However, within the iterative optimisation procedure, it is a challenging problem to simultaneously satisfy both, accuracy and computational efficiency of reliability analysis, particularly for nonlinear or large design problems. Addressing the shortcomings of the mainstream reliability estimation methods, this paper presents a new reliability-based design optimisation method that combines an analytical high-order moment-based uncertainty evaluation with an efficient response surface modelling. The proposed framework allows for the precise calculation of reliability through accurate high-order moments. The fast and accurate reliability estimation in combination with efficient sampling, in turn, reduces the total number of finite element analysis in achieving the final design. The proposed moment-based design optimisation methodology was tested on problems ranging from the design of a simple cantilever to a three-dimensional multistorey steel structure. It outperforms the mainstream methods with higher accuracy and lower computational burden especially when applied to a highly nonlinear numerical problem.

Application of vibration-based damage detection algorithms to experimental data from multi-storey steel structures

Recently, there has been remarkable progress in the development of data acquisition systems and statistical damage detection algorithms in the field of vibration-based structural health monitoring (SHM). However, many of them have not been validated by experimental data. This paper presents and analyzes a shake table experiment of two three-story steel structures. The structural damage was introduced in a systematic and controlled way and the structures were tested with different levels of earthquakes. Three types of analyses were conducted. First, a wireless sensor system designed for SHM, SnowFort, was demonstrated to have the same accuracy as the conventional wired sensors. Second, the rotation algorithm is applied to estimate residual displacements in the structures and achieves excellent agreements with the displacement sensor measurements. At last, a continuous wavelet transform-based damage detector is applied to the experimental data. The results highlight that the wavelet model parameters are sensitive to the damage state.

Application of vibration-based damage detection algorithms to experimental data from multi-storey steel structures

Recently, there has been remarkable progress in the development of data acquisition systems and statistical damage detection algorithms in the field of vibration-based structural health monitoring (SHM). However, many of them have not been validated by experimental data. This paper presents and analyzes a shake table experiment of two three-story steel structures. The structural damage was introduced in a systematic and controlled way and the structures were tested with different levels of earthquakes. Three types of analyses were conducted. First, a wireless sensor system designed for SHM, SnowFort, was demonstrated to have the same accuracy as the conventional wired sensors. Second, the rotation algorithm is applied to estimate residual displacements in the structures and achieves excellent agreements with the displacement sensor measurements. At last, a continuous wavelet transform-based damage detector is applied to the experimental data. The results highlight that the wavelet model parameters are sensitive to the damage state.

DAMAGE LEVEL PREDICTION OF MULTI-STORY STEEL STRUCTURE IN SUMATRA USING BACKPROPAGATION NEURAL NETWORK

Sumatra is one of the Indonesia islands that is prone to earthquakes both tectonic and volcanic. The research aims to predict the damage level of a multi-story steel structure due to the earthquake in Sumatra Island using the Backpropagation Neural Network (BPNN). The study used the steel structure building that received earthquake loads from ten capital cities of the province on Sumatra Island. The structure analysis used the finite element software while the BPNN method used the MATLAB Programming. The input data were the responses of the structure such as displacement, velocity, and acceleration while the output was damage level of the steel structure model. The model of BPNN has the potential accuracy to predict the damage level of steel structural more than 95%. According to the simulation result, 98,5% data could be predicted correctly by the BPNN method, and the best Mean Squared Error (MSE) is 0.028. These results have shown that BPNN can predict the damage level of multi-story steel structure in all the capital cities of the province on Sumatra Island.

Correlation of Ground Motion Intensity Measures and Seismic Damage Indices of Masonry-Infilled Steel Frames

The main aim of this study was to analyze the response of structures with masonry infill walls to the intensity measure (IMs) parameters. Hence, two sets of earthquake ground motions, ordinary seismic records (OSR) and pulse-like seismic records (PLSR), were used for the nonlinear dynamic analysis of multi-story steel structures with masonry infill walls. Seismic performance was evaluated using the general indicators of damage (modified Park–Ang index), maximum inter-story drift ratio (MIDR) and roof drift ratio (RDR). The correlation between the multiple IM parameters with and without pulse-like ground motion and the damage indices of steel moment frames with and without masonry-infilled walls was determined using the Spearman correlation coefficient. Moreover, the correlation between the damage criteria and IMs was investigated. The results revealed that the spectral acceleration and velocity at the primary period of the structure and seismic parameters which are related to velocity have a strong relationship with MIDR and RDR. However, the correlations for PLSR and OSR were differed. The results indicated that the analysis of IMs with ground motion could help predict the parameters for building failure in various systems. The presence of masonry-infilled walls has changed the correlation coefficient for a fully infilled frame when compared with a bare frame.

Coupling Ratio‐Based Design and Seismic Performance of Modular Prefabricated Hybrid Coupled Walls

Based on the advantages of modular prefabricated multistory steel structure, a full‐bolt‐connected modular steel coupling beam‐hybrid coupled wall system is presented. Further, a method of estimating the coupling ratio (CR) is proposed according to the continuous link method. A CR‐based seismic design procedure is determined such that the structure utilizes the lateral stiffness of the shear wall, which is necessary to avoid structural damage under frequently occurring earthquakes. However, it also exhibits excellent ductility of the coupling beams, which is necessary for dissipating energy under infrequent earthquakes. Subsequently, nonlinear hysteretic analyses are conducted from finite element analysis software ABAQUS, and a parametric study based on the finite element technique is performed to identify the optimal value of the coupling ratio. Results indicate that the seismic performance of modular prefabricated HCWs was excellent, and the basic requirements for ductile behavior and lateral stiffness were satisfied for CR values from 50% to 60%. The obtained results confirm the accuracy of the CR‐based seismic design method proposed in this study and are supported by the selection of the design parameter at the initial design stage.

Inelastic Behavior of Steel Buildings in Seismic Zones

This paper provides general overview on the design principles of steel structures in <i>Seismic Zones</i>. In particular, seismic design of multi-storey steel structures using limit states (ultimate, serviceability and damageability) and performance based design approach is firstly discussed and the importance of steel structures is consequently highlighted; then, general concepts to be incorporated in the structural design are provided. The well-known adopted lateral load resisting systems (moment resisting and braced frames) are also criticized to highlight the <i>pros</i> and <i>cons</i> of each system. The concept of <i>dissipative</i> and <i>non-dissipative</i> Zones is given for each lateral load resisting system; and therefore aims to give useful information for the engineers and technicians involved in the design of steel structures in the seismic zones.