Shear Wall Structural System Research Articles

Seismic loss assessment of direct-DBD platform-type cross-laminated timber shear wall systems using FEMA P-58 methodology

An efficient design method should provide practitioners with a means for sizing timber buildings to meet specific performance levels against estimated earthquake intensities. Displacement and energy design considerations in force-based design (FBD) procedures are not as precise as intended in complex systems, such as mid- to high-rise timber buildings. The main aim of this study is to tailor the direct displacement-based design (D-DBD) classical framework to platform-type cross-laminated timber (CLT) shear wall structural systems and validate their performance for low-rise to high-rise timber mixed-use buildings. A comparison with results obtained via the FBD analyses is also provided. To this end, timber buildings with heights of 4, 8 and 12 stories are designed via the D-DBD and FBD methods. The seismic performance of platform-type CLT wall buildings is assessed in terms of the repair cost, repair time and casualty rate using FEMA P-58 methodology. The seismic response of CLT shear walls shows that the FBD method may lead to an expensive overdesign, especially in high-rise platform-type CLT walls. Conversely, the D-DBD method develops structural systems which can sustain a comparable level of damage from low- to high-rise platform-type CLT walls. Although the seismic loss assessment of buildings shows slightly better performance for the FBD method than the D-DBD method, it is worth noting that the D-DBD method does not lead to an unsafe building. Consequently, the D-DBD method sounds like a proper alternative approach for designing the CLT shear walls to achieve target performance levels without requiring a premium upfront cost.

Seismic Performance Evaluation of Multi-Storey Residential Building with Friction Pendulum Bearings: Indonesia case study

The methodology for seismic performance evaluation of a residential building in Indonesia with the use of seismic isolation is considered. An 8-storey reinforced concrete frame residential building with shear wall structural system was selected as a case study. Nonlinear methods of seismic response analysis were used to calculate the response of the structure: nonlinear static (Pushover) and Nonlinear-Time History Analysis, NLTHA. The analysis is performed in STERA 3D freeware. The nonlinear time history analysis was performed for seven pairs of horizontal components of earthquake ground motions, selected according to the parameters of possible earthquakes for the considered site (Bandung city). The selected earthquake records were modified using the spectral matching procedure for design spectrum. Friction-pendulum bearings developed by Nippon Steel Corporation of Japan were used as seismic isolation. The results of nonlinear time history analysis show that shallow earthquakes result in greater damage compared to megathrust earthquakes, with both scenarios providing a life safety (LS) performance level. The use of seismic isolation can reduce seismic loads, as evidenced by the reduction in top-level accelerations and shear forces at the base.

Structural Analysis of High-rise Buildings Under Lateral Loads

With the advanced development of modern society, the structural analysis towards high-rise buildings becomes more and more important to ensure stability for service purposes. Foundations of high-rise buildings provide fundamental support to the structure and transfer lateral loads from the upper portion of the building to soil and deep underground sublayers. While taking multiple factors such as soil-structure interaction, foundation layout configuration, and dampers, into consideration, the foundation must resist seismic energy and prevent excessive soil settlement. Compared to different structure systems, each high-rise building has different design and construction, such as rigid-frame, diagrid frame, and shear wall structure system. Structural analysis about each of the structure systems is conducted in this paper. Structure could dissipate and absorb lateral loads using different mechanics and materials. In addition, the exterior shape would affect the stability of the structure using analysis with fluid mechanics. Finding the most suitable structure system needs collaboration between engineers to achieve the best design with highest safety factor and stability.

Comparison and Selection of Multiple Construction Schemes for the Large-Span and Heavy-Load Transfer Truss

The main building of Zone II of Zhanjiang Bay Laboratory R&D Building adopts a steel frame–core tube shear wall structure system, with a 53.4 m large-span and heavy-load-transfer truss on the fourth floor. In order to propose the optimal construction and installation scheme for the large-span and heavy-load-transfer truss, the simplified model, single model, and 3D model are utilized to compare Scheme 1 with rigid connection and Scheme 2 with elastic connection and rigid connection. After completing the construction of the underground layer and towers on both sides, in Scheme 1, the fourth-floor transfer truss is directly connected to the towers on both sides in a rigid manner. Subsequently, the support at the bottom of the transfer truss is removed, allowing for layer-by-layer construction. The transfer truss remains rigidly connected to both side towers throughout. On the other hand, in Scheme 2, initially, the transfer truss is connected to both side towers through upper chords and diagonal bars before being constructed upwards until reaching the sixth floor. Once formed as a whole with two floors above using large diagonal tie rods, lower chords of the large-span and heavy-load-transfer truss are then connected with another diagonal bar to establish a rigid connection between the transfer truss and towers; thereafter, upward construction continues. Following completion of constructing a seven-story large diagonal tie rod, whereupon removal of support at the bottom of the conversion truss occurs, subsequent layer-by-layer construction takes place accordingly. It has been observed that employing Scheme 2 can enhance stress distribution within core barrel shear walls as well as transfer trusses while ensuring deflection and stress levels meet requirements for the large-span and heavy-load-transfer truss, thereby rendering structural stress more rationalized, leading to significantly improved overall safety.

Numerical Study on Mechanical Behaviors of New Type of Steel Shear-Connection Horizontal Joint in Prefabricated Shear Wall Structure

The shear connection joint is an important component of the prefabricated shear wall structure system, which plays a dual role in ensuring reasonable force transmission and structural integrity. A new type of steel shear-connection horizontal joint was proposed in this study. In order to verify the effectiveness of the proposed new joint, the established numerical model and its constitutive relationship were first verified based on the existing experimental results. Then, the influence effect on the mechanical behaviors of this new type of joint was further investigated with 20 computational cases. The corresponding influencing laws were established, and optimal parameter ranges were suggested. Finally, a simplified constitutive model—namely, a bilinear constitutive model based on the M-θ relationship—of the new steel shear-connection joint is further advanced and deduced. The results show that the proposed new joint can provide stable shear capacity and superior energy dissipation capacity. The interlocking slot in the new steel shear-connection joint is suggested to be designed with a slot length of 20~30 mm, a slot number of two or three, and a slot thickness of 20~30 mm so as to guarantee superior mechanical behaviors. The advanced bilinear constitutive model can effectively capture the mechanical characteristics of the new joints, in which the maximum error is only 7.67% between theory and simulation.

Shaking table test of fully assembled precast concrete shear wall substructure with tooth groove connection and vertical reinforcement lapping in reserved hole

In this paper, an innovative fully assembled precast concrete shear wall structural system with tooth groove connection and vertical reinforcement lapping in reserved hole was proposed, and the constructional requirements and joint assembly process were elaborated in detail. Based on the similarity theory, a 1/2 scaled fully assembled precast shear wall substructure was designed and manufactured. The damage mode, dynamic characteristics, acceleration response, displacement response, seismic action response, inter-storey shear response and strain response of the fully assembled precast concrete shear wall substructure with tooth groove connection and vertical reinforcement lapping in reserved hole under the different earthquake excitations were comprehensively analyzed by shaking table test, and the connection performance and seismic performance of the substructure in high intensity areas were investigated. The research results showed that the cracks at the horizontal joint of the 1st floor were completely penetrated, accompanied by slight concrete spalling, the 1st floor shear wall perpendicular to the input direction of seismic excitation was slightly uplifted, and there was no obvious damage in other parts. Overall, the tooth groove connection and vertical reinforcement lapping in reserved hole was reliable. Besides, the dynamic characteristics and seismic response of the substructure were consistent with the three-stage test phenomena. The acceleration amplification factor, storey displacement, seismic action increased with the increase of the height of the substructure and the excitation of PGA. When the excitation of PGA = 0.638 g, the maximum inter-storey drift was 1/213, which was in line with the plastic limit of 1/120. On the whole, the integrity of the substructure remained good and there was no danger of collapse. Finally, a comprehensive seismic performance evaluation method suitable for fully assembled precast concrete shear wall substructure with tooth groove connection and vertical reinforcement lapping in reserved hole was proposed with inter-storey drift and damage index as quantitative indicators.

Comparative Study on Dynamic Analysis of Diagrid Bracings and Shear Wall in Different Locations in Terms of Sustainability using ETABS

This paper aimed to provide insights about the diagrid and shear wall structural system and, the comparison has been done to find out which system is sustainability, cost-effective, and superior in resisting lateral load for the buildings which is located in earthquake zone V. The plan area and dimensions of the building in consideration are 625 m2, 25m x 25 m respectively and have 30 stories with an overall height of 91 meters. ETABS software is used to model and analyze all of the buildings following IS 1893:2016, the building location is presumed to be in seismic zone V, with an importance factor of 1.5. Fundamental period (T, seconds), story drift, base shear, lateral displacement, and overturning moment of structures are the structural parameters used to determine the response of the building. The dynamic response of the structure is determined using response spectrum analysis. According to the findings, the diagrid structural system is more cost-effective and sustainable. Because the consumption of material is significantly reduced in the diagrid structure.

The effects of non-structural components on the dynamic characteristics and vulnerability of concrete structures using ambient vibration tests and Nakamura's criterion

From the past up to now, selecting a reliable structural system as well as analyzing and designing it accurately have considerably attracted the attention of researchers and engineers. An appropriate evaluation of the dynamic characteristics of the structures such as natural frequency and damping ratio has a considerable effect on the accurate analysis and design of structures. In addition, the vulnerability assessment of structures plays a significant role in selecting a resilient structural system against the seismicity of the area. In the light of these facts, one of the most important challenges is that the effects of non-structural components (NSCs) are commonly considered as a concentrated/distributed mass in most FE models and their stiffness and damping ratio are ignored. Therefore, this research aims to figure out the effects of NSCs on the dynamic characteristics and the vulnerability indices of concrete structures using microtremor measurements. For this purpose, the ambient vibrations of four concrete buildings (with two bending frame and two shear wall structural systems) during the construction process are measured in three independent stages: (1) after the completion of the structural system; (2) after the completion of the interior and exterior partition walls; (3) after the completion of the flooring, facade, and parapet elements (when the building is completely constructed). Afterward, to extract the dynamic characteristics and to compute the vulnerability indices of the structures, the measured microtremors are subjected to two signal processing techniques, i.e., floor spectral ratio (FSR) and random decrement method (RDM). It is observed that, by taking the effects of NSCs into account, the values of both dynamic characteristics of the concrete structures (i.e., natural frequency and damping ratio) are increased when the buildings are under the erection process. Furthermore, the obtained results for the concrete structures with the bending frame structural system demonstrate that the vulnerability index increases in the second stage compared with the first one, whereas it remarkably decreases in the third stage compared with the second one. Reciprocally, the obtained vulnerability indices for the concrete structures with the shear wall structural system show a similar behavior.

EVALUATION OF SEISMIC PERFORMANCE ENHANCEMENT TECHNIQUES FOR SHEAR WALL BUILDINGS USING ADVANCED MATERIALS AND SYSTEMS

There has been constant deliberation regarding promising seismic performance enhancement techniques for the reinforced concrete (RC) high-rise structures built before adopting existing seismic design codes. The research reported in this paper focuses on advanced approaches for improving the seismic performance of the shear wall structural system using high-performance reinforced concrete jackets and an outrigger-bracing system consisting of braces with improved hysteresis response. Following the case study region’s seismicity and design criteria, inelastic analyses are conducted to evaluate the demand-to-capacity ratios of primary vertical structural members of a pre-code twenty-six-story building. With the application of the proposed retrofit approaches and their various configurations, the design inadequacy of several structural members is eradicated. After validating the adopted fiber-based discretizations of the retrofit techniques with recent experimental studies, detailed three-dimensional numerical models are developed for the high-rise structures. Inelastic pushover analyses and dynamic response simulations under a diverse set of earthquake ground motions with increasing intensity levels are conducted to capture the buildings’ seismic performance until failure. The probabilistic seismic performance assessment enabled selecting the most effective technique for enhancing the seismic performance of shear wall buildings while minimizing disruption to the building.

EVALUATION OF SEISMIC PERFORMANCE ENHANCEMENT TECHNIQUES FOR SHEAR WALL BUILDINGS USING ADVANCED MATERIALS AND SYSTEMS

There has been constant deliberation regarding promising seismic performance enhancement techniques for the reinforced concrete (RC) high-rise structures built before adopting existing seismic design codes. The research reported in this paper focuses on advanced approaches for improving the seismic performance of the shear wall structural system using high-performance reinforced concrete jackets and an outrigger-bracing system consisting of braces with improved hysteresis response. Following the case study region’s seismicity and design criteria, inelastic analyses are conducted to evaluate the demand-to-capacity ratios of primary vertical structural members of a pre-code twenty-six-story building. With the application of the proposed retrofit approaches and their various configurations, the design inadequacy of several structural members is eradicated. After validating the adopted fiber-based discretizations of the retrofit techniques with recent experimental studies, detailed three-dimensional numerical models are developed for the high-rise structures. Inelastic pushover analyses and dynamic response simulations under a diverse set of earthquake ground motions with increasing intensity levels are conducted to capture the buildings’ seismic performance until failure. The probabilistic seismic performance assessment enabled selecting the most effective technique for enhancing the seismic performance of shear wall buildings while minimizing disruption to the building.

New modular precast composite shear wall structural system and experimental study on its seismic performance

Modular buildings are becoming increasingly popular due to their higher construction efficiency, better quality control and less resource consumption. In this study, a new modular precast composite shear wall structural system was proposed and the joint design principle was given. The new modular precast structural system adopted volumetric concrete modules and dry bolted connections for fully precast construction and demountable ability. This paper presented comparative shaking table tests and comprehensive test result analyses on a modular precast composite shear wall model and a cast-in-place shear wall model. The fundamental frequency of the modular precast model was 10.2% lower than that of the cast-in-place model because of the semi-rigid joints. The modular precast model exhibited comparable dynamic responses with the cast-in-place model, but showed less severe shear wall damage under the same intensity level test due to the small gap opening of vertical joints. The screw fracture and nut slip in vertical joints induced the failure of the modular precast model. The modular precast model exhibited better energy dissipation performance than the cast-in-place model. The adjoining concrete modules could achieve satisfactory synergistic working performance, and the horizontal joints remained elastic throughout the tests. The excellent test performance of modular precast composite shear wall model confirmed the feasibility of the proposed structural system in concrete modular buildings.

A Comparative Study On The Seismic Performance Of Multi-storey Buildings With Different Structural Systems

The increasing need of shelter in urban cities due to overpopulated spaces and land inadequacy has forced people to limit their needs and spaces. High-rise buildings are the best solution for providing people space for living and to work on, as the buildings are getting higher and slender, they are exposed to different loading condition, which leads the building to experience higher lateral deformations. With the help of different structural systems, the lateral stiffness of the buildings can be improved, there are many structural systems introduced for the high-rise structures which can provide the buildings adequate strength and stability against lateral loading. This paper examines behaviour of Special Moment Resisting Frame System with shear wall, Outrigger Core Belt Truss Structural System and Braced Frame System on a 30 storey building under worst seismic conditions in India i.e. Zone V. To understand effectiveness of the structural systems subjected to lateral loads, three different structural system are modelled using 3D finite element software ETABS 2018, all the models are subjected to the same loading conditions with same geometrical dimension and typical storey height. Comparison is examined on the basis of different parameters like Modal Mass Participation, Base shear, storey shear, Time period, Lateral displacement, storey drift, storey stiffness, and performance points. It was observed by the dynamic analysis method i.e., response spectrum analysis, and non-liner static analysis, the parameters which were compared between three structural system observed that building with outrigger core belt truss system performs better than Special Moment Resisting Frame + Shear Wall and Braced Frame Structural System.

Experimental validation on seismic performance of a monolithic precast RC shear wall structure with novel connections

A novel monolithic precast concrete shear wall structure system was proposed, with four connector types: “cast-in-site elbow reinforced concrete joints,” “dry connectors,” “shaped steel shear keys,” and “shaped steel boundary elements” based on welding process with stable and high quality. The first two connect walls horizontally and the other two connect walls between adjacent stories. A high precast ratio, over 60%, can be achieved. To evaluate the strength, stiffness, ductility, and energy dissipation capacity of the proposed system, a full-scale three-story model was tested quasi-statically in the two horizontal directions. The model showed strong spatial response, demonstrating sufficient strength and stiffness to resist severe earthquakes. The coupling beams suffered shear failure damage. The connectors sustained large internal forces, surviving under simulated severe earthquake conditions. The external thermal insulation layers remained firmly attached to the precast wall panels, satisfying the design objectives.

In-plane stiffness of precast monolithic floor composite structures

The structural integrity of a steel frame–shear wall structural system with a precast floor cover was experimentally investigated. A test structure with a new precast floor (SJ2) and a test structure with a cast in situ floor (SJ1) were subjected to shaking table tests. It was found that the natural frequencies of both specimens were similar. Under the action of different levels of seismic waves, the new precast monolithic floor and the cast in situ floor maintained the transmission of seismic shearing forces, thereby allowing the lateral-load-resisting members to function co-operatively. The maximum inertial forces and storey shearing forces of SJ2 and SJ1 differed depending on the seismic waveform and seismic loadings and for different storeys of the structure; some were basically the same, but the value of SJ2 was larger than that of SJ1 under some conditions. The difference in the amount of deformation was small, except for the deformation resulting from El Centro 200 cm/s2, for which the SJ2-to-SJ1 ratio of in-plane stiffness was 0.65. Thus, the novel precast structure (SJ2) that meets the requirements of engineering design would be applicable to a multi-storey reinforced concrete structure located in a seismic region.

Seismic analysis of Kunshan Xintiandi super high-rise residential building

The Kunshan urban investment project includes 1 office tower, 4 high-rise residential buildings and 1 high-rise commercial building.Each monomer shares a large basement chassis, a total of three basement floors.This design is the second phase (4# residence and corresponding basement).The height of the structure is more than 90 meters, and it is a shear wall structure system. The selection and structure of the structure system are analyzed, and the mechanical performance of the structure is verified through calculation and analysis.

A simple model for nonlinear analysis of steel plate shear wall structural systems

SummaryThis paper presents a simple and efficient analytical model for nonlinear response analysis of steel plate shear wall (SPSW) structural systems. The proposed model combines individual contributions of the boundary frame and the infill plate. It includes a nonlinear spring element that simulates the global response of the infill plate. The load‐deformation characteristic of this element is defined by a backbone curve and the pinched oriented Ibarra–Krawinkler hysteretic model. SPSW panels in the proposed model are differentiated as intermediate and end panels with two different backbone curves. Based on the theory of pure diagonal tension and experimental data, a basic backbone curve is first developed for the intermediate panel. For the end panel where the strength and stiffness of the infill plate are adversely affected by the flexibility of the anchor beam (the horizontal boundary element at the free end), the basic backbone curve is modified using appropriate strength and stiffness reduction factors. These factors are found by incorporating the strain energy of the anchor beam in the strain energy formulation of the theory of pure diagonal tension. Experimental results on several large‐scale SPSW specimens indicate that the proposed model reliably predicts the hysteretic behavior of SPSW structural systems.

Experimental study on the performance of damaged precast shear wall structures after base isolation

In order to promote the precast shear wall structure system in the areas of severe cold and high seismic intensity, a quick-install dry energy-dissipation connection was proposed and the base isolation technology was introduced to the precast structure system. Two 2/3-scale precast shear wall structures were constructed by using the dry energy-dissipation connection and the cast-in-place connection respectively, combining with two types of isolation bearings with different shear stiffness, the quasi-static tests of 4 isolation conditions and 2 seismic conditions were considered. Test results show that the dry energy-dissipation connection can effectively transfer load to achieve the equivalent precast effect of the cast-in-place concrete connection, and can efficiently improve the ductility and the energy consumption capacity of the structure. The reaction force and hysteretic energy consumption of the isolation structure increase steadily and linearly with the increase of displacement. The excellent energy storage and dissipation capacity of the isolation layer can protect the damaged superstructure from further damage. Furthermore, the seismic performance of the isolation structure can be improved by improving the performance of the isolated bearings.

Experimental study on fabricated shear wall structure with energy‐dissipating vertical joint

AbstractBased on the design concept of 'strong horizontal joint and weak vertical joint', an energy‐dissipating fabricated shear wall structure system with a steel damper is proposed. The wall limbs were connected using the damper to realize the rapid assembly and improve the seismic performance of the fabricated shear wall structure. Four fabricated shear wall specimens and one cast‐in‐place comparison specimen were prepared, and a low‐cycle repeated load test was carried out under an axial compression ratio of 0.1. Results show that the fabricated shear wall structure features slightly reduced bearing capacity but obviously improved ductility, and the energy dissipation of the damper improves the seismic performance of the structure. The damper can dissipate energy rapidly, reduce the damage degree of the wall limbs and work stably, suggesting its good performance as a connector.

Structural Design and Elastic–Plastic Analysis of Zhangzhou Theater

Zhangzhou Theater is a complex composed of an opera house, a cinema, businesses and underground supporting facilities. It adopts a frame shear wall structural system and is 48 m tall. Owing to the multiple ultralimits of torsional irregularity, large local holes, multiple inclined columns and large space of the structure, a performance-based seismic design method is needed. In this study, response spectrum analyses of the structure were carried out using two types of software and compared. Moreover, elastic time-history analysis, yield and elastic analysis under intermediate earthquakes, and elastic–plastic time-history analysis under rare earthquakes were implemented. Relevant reinforcement measures were applied to weak positions according to the analysis results. The failure mode and failure region of main stress components in the structure under the rare earthquakes were analyzed to ensure that weak positions and important positions of the structure would meet elastic–plastic deformation requirements under rare earthquakes.

Energy Performance of a High-Rise Residential Building Using Fibre-Reinforced Structural Lightweight Aggregate Concrete

The increasing need for eco-friendly green building and creative passive design technology in response to climatic change and global warming issues will continue. However, the need to preserve and sustain the natural environment is also crucial. A building envelope plays a pivotal role in areas where the greatest heat and energy loss often occur. Investment for the passive design aspect of building envelopes is essential to address CO 2 emission. This research aims to explore the suitability of using integral-monolithic structural insulation fibre-reinforced lightweight aggregate concrete (LWAC) without additional insulation as a building envelope material in a high-rise residential building in the different climatic zones of the world. Polypropylene and steel fibres in different dosages were used in a structural grade expanded clay lightweight aggregate concrete. Physical and thermal properties of fibre reinforced structural LWAC, normal weight concrete (NWC) and bricks were measured in the lab. The Autodesk@Revit-GBS simulation program was implemented to simulate the energy consumption of a 29-storey residential building with shear wall structural system using the proposed fibre-reinforced LWAC materials. Results showed that energy savings between 3.2% and 14.8% were incurred in buildings using the fibre-reinforced LWAC across various climatic regions as compared with traditional NWC and sand-cement brick and clay brick walls. In conclusion, fibre-reinforced LWAC in hot-humid tropical and temperate Mediterranean climates meet the certified Green Building Index (GBI) requirements of less than 150 kW∙h∙m−2. However, in extreme climatic conditions of sub-arctic and hot semi-arid desert climates, a thicker wall or additional insulation is required to meet the certified green building requirements. Hence, the energy-saving measure is influenced largely by the use of fibre-reinforced LWAC as a building envelope material rather than because of building orientation.