Frame-shear Wall Research Articles

Seismic research of prefabricated CFST frame with various H-steel frame shear walls

A fabricated structure which consists of a concrete-filled steel tube (CFST) frame and an H-steel frame (HSF) shear wall was proposed. As the first seismic fortification line, the HSF shear wall mainly bears horizontal load. The HSF shear wall can be flexibly arranged to improve the seismic performance of prefabricated frame structure and control structural deformation. The HSF shear wall can be replaced after damage. To study the influence of the HSF shear wall on the seismic performance of the fabricated structure, four full-scale specimens of the CFST frame-HSF shear wall were designed and tested via low reversed cyclic loading tests. The failure characteristics, hysteretic performances, bearing capacity, stiffness and energy dissipation capacity of the specimens were compared, and a finite element simulation analysis was carried out. The results demonstrate that the HSF shear wall can improve the bearing capacity, initial stiffness, and energy dissipation capacity of the CFST frame significantly. Different wall details of HSF shear wall substantially influence the seismic performances of the specimens. The steel plate shear wall outperformed the other specimens. The finite element simulation results are in good agreement with the test results, and the modelling method performs reasonably, which can be used for the analysis of the CFST frame-HSF shear wall. The four types of HSF shear walls can be used in the CFST frame, which can be selected according to the seismic and economic requirements.

Shear behaviour of reinforced straw-bale plaster sheathed cold-formed steel-framed shear walls

The introduction of cold-formed thin-walled steel (CFS) framed systems into straw-bale construction is a new development construction. A CFS stud frame without blocking or strap-brace provides little in-plane shear stiffness, however it can provide lateral support for the thin and low-reinforcement sheathing through self-tapping screw anchorage, allowing the sheathing to subject to shear failure rather than buckling failure. Straw-bales with different thicknesses can satisfy different requirements for heat transfer and sound insulation. Since straw-bales are reliably bonded to the sheathing, the straw-bales can provide lateral support for the thin sheathing and can also effectively slow down the decline of the shear strength after the sheathing cracks. Moreover, the anchorage slip and the shear deformation of the sheathing material are the major factors affecting shear stiffness. The theory presented in this paper predicts the shear deformation response of the reinforced straw-bale plaster sheathed CFS framed shear wall specimen. The behaviour of the self-tapping screw anchorage was defined using power curve to predict the wall deformation due to anchorage slip. The deformation caused by shear in the sheathing material was estimated using refined softened truss model, which was based on the mechanical equilibrium condition, strain compatibility condition, and the constitutive relationship of softened cement mortar and mesh wire embedded in cement mortar. Comparing the theoretical results with the experimental data, the two were in good agreement. The shear strength of different configurations of reinforced straw-bale walls described in the literature were estimated, which proved the applicability of the theory. • Introduction of cold-formed thin-walled steel (CFS) framed system into straw-bale construction. • Estimation of the two major factors affecting the wall shear stiffness. • Validation of the predicted results according to experimental data. • Prediction for the shear strength of reinforced plaster straw-bale walls with different configurations.

Discussion on Application Analysis of Frame Shear Wall Structure Construction Technology in Building Engineering

Discussion on Application Analysis of Frame Shear Wall Structure Construction Technology in Building Engineering

Structural performance assessment by acceleration measurements based on null space method and fast independent component analysis for the frame-shear wall structure under earthquake wave

Structural performance assessment by acceleration measurements based on null space method and fast independent component analysis for the frame-shear wall structure under earthquake wave

Energy Performance Analysis of Buildings in Terms of Alternative Reinforced Concrete Structural Systems

In this study, the thermal energy performances and environmental effects of two different reinforced concrete structures, Pure Shear Wall (PSW) Building and Shear Wall-Frame (SWF) Building, were investigated in the climatic conditions of Elazig province. Thermal performance analysis for both buildings; was carried out with the TS 825 program. First of all, through this program, monthly and annual heating loads were determined for 11 different alternative building component scenarios of two different buildings. Subsequently, efficiency alternatives were created in accordance with the climatic conditions of the region and TS 825. Efficiency alternatives designed for both buildings have been analyzed together with their completely uninsulated and current states. Finally, buildings with reinforced concrete carrier systems, energy analysis methods and efficiency alternatives were compared and evaluated based on the results of the analysis. As a result, it has been observed that the building with the PSW system consumes more energy than the building with the SWF system when it is uninsulated and in its current condition.

Experimental study of the hysteretic behavior of prefabricated frame-shear wall structures with grouting sleeve connections

In this study, a cast-in-place frame-shear wall specimen (CWS) and two prefabricated frame-shear wall specimens (PCWS1 and PCWS2) connected by grouting sleeves with different assembly schemes were tested under horizontal low-cycle reciprocating loading. The hysteretic curves, skeleton curves, ductilities, stiffness degradation, equivalent viscous damping coefficients, story drifts, crack development trends, and failure modes of the specimens were analyzed. The effects of different assembly schemes on the hysteretic behavior of prefabricated frame-shear wall structures connected by grouting sleeves were also studied. By analyzing the law of variation of reinforcement strain in the components, the interactions between the components and the overall stress mechanisms of the specimens were investigated. The results showed that the energy dissipation capacities of the prefabricated specimens PCWS1 and PCWS2 were 29.8% and 23.9% higher than that of the cast-in-place specimen, respectively; the peak bearing capacities of the prefabricated specimens were reduced by 3.1% and 5.3%, respectively, and the ultimate story drifts of the first floors were increased by 76.6% and 28.1%, respectively. The redistribution of internal forces between components caused by the separations of the interfaces between the cast-in-place regions and the prefabricated regions effectively prevented the brittle failure of the connecting beams. The introduction of additional prefabricated components in the assembly scheme facilitated local failure of the components. The stress process of a prefabricated specimen was divided into four stages. The method for calculating the lateral displacement of prefabricated specimens in the elastic range was described and suggest that the limit value of the story drift based on the elastic design method be set to the maximum value that the prefabricated frame-shear wall structures achieves in stage II.

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.

Optimising the structural design of modular housing by combining timber and lightweight steel framing

Smail Kechidi describes his research into cold-formed steel (CFS)-framed shear walls sheathed in timber, which won the Institution’s Research into Practice essay competition in 2021. The research has focused on the lateral behaviour of CFS-framed shear walls and the performance of the sheathing-to-CFS screws.

Shear performance of vertical joints with different lapping splices for precast concrete frame–shear wall structures

AbstractPrecast concrete structures have been widely applied in the construction industry worldwide. However, the current construction method for the reinforced concrete frame–shear wall structure (FSWS) is semi‐precast because the shear wall is commonly cast‐in‐place. This paper proposes a full precast FSWS and investigates three new vertical joints with different lap splices that can facilitate on‐site construction. Push‐off tests are conducted to investigate the shear performance on the aspect of cracking and failure patterns, the evolution of deformation, stiffness reduction, and energy dissipation. A finite element model with delicate consideration of the contact is developed and validated against experimental data. A further parametric study is conducted. This study shows that the lap splice with a more uniformly distributed reinforcement layout yields the crack distribution more uniformly and increases the ductility of the joints. The proposed three vertical joints exhibit an improvement in ductility compared to the monolithic one. Furthermore, the shear keys change the failure mechanism of the precast joints into the multi‐struts failure mechanism thus increasing the shear strength. The parametric study shows that the decreasing of the splice lap length could increase the shear capacity of the vertical joints but decreases the ductility. However, the ductility reduction depends on the variation of lap splices.

Effect of fuzzy failure criterion on probabilistic seismic risk analysis under multidimensional performance limit state

Traditional probabilistic seismic risk analysis (PSRA) often adopts accurate limit state boundary to define the structural performance limit state, which ignores the fuzziness of limit state thresholds and boundary. In this paper, considering the fuzzy failure criterion, a novel PSRA method based on fuzzy-random hybrid model is proposed under multidimensional performance limit state. A multiple integral formula based on fuzzy failure criterion is established for PSRA, and the influence of different membership functions and membership intervals are studied. A reinforced concrete (RC) frame-shear wall structure is established as the numerical example. The results show that: Fuzzy failure criterion will lead to the change of failure probability, thus the structural potential seismic risk or capacity could be analyzed. With the increase of structural damage degree, the influence of fuzzy failure criterion is become larger. Different membership functions have different effects on vulnerability curves and capacity hazard surface. With the expansion of membership interval, the influence of fuzzy failure criterion on PSRA is getting larger.

Numerical investigation into the performance of cold-formed steel framed shear walls with openings under in-plane lateral loads

Recently, there has been a resurgence in the adoption of lightweight cold-formed steel (CFS) profiles as structural elements in low- to mid-rise modular construction. Typically, openings for doors and windows are ever-present in the front and rear elevations where shear walls find their optimal position to ensure lateral stability in CFS modular structures. These architectural design features translate into reduced areas for lateral load resistance throughout the structure. This paper discusses the performance of CFS framed shear walls with openings under lateral loads through experimental tests and numerical simulations. Overall, three shear wall typologies were designed for force transfer around opening (FTAO) and tested under monotonic lateral loads (nine tests in total). An advanced finite element analysis (FEA) modelling protocol was elaborated to simulate the lateral behaviour of the tested walls as well as to interpret the physical tests. Evaluation of the numerical and experimental test results validated the FEA modelling protocol that demonstrated to be reliable in predicting the strength and stiffness as well as failure modes of CFS framed shear walls with openings subjected to lateral loads. The effects of sheathing-to-CFS screw spacing, the size and number of openings as well as the geometry of sheathing panels on the lateral behaviour of CFS framed shear walls were scrutinized. Subsequently, load-path mappings from the developed modelling protocol enabled the analysis of the flow of the in-plane lateral loads from the sheathing-to-CFS screw level into the wall system level where insight into a more efficient lateral design of CFS framed shear walls with openings have been highlighted. The obtained results shed light on the conservative nature of the AISI S400-15 design provisions for Type II shear walls and that of the perforated design methods available in the literature.

Seismic performance assessment of high-rise steel moment frame building with Reinforced Concrete (RC) core wall based on nonlinear time history analysis

This paper focuses on seismic responses of a 30-story high-rise building with a dual lateral system of Reinforced Concrete (RC) core shear wall and steel moment frame. To assess the seismic performance of the building, a nonlinear finite element model is built by using the OpenSees software. This three-dimensional model is created by using the fiber-beams for members and multi-layer shell elements for RC core walls. The numerical simulation has been examined under the thirteen sets of strong ground motion records which are scaled with the design and maximum seismic levels, Design-Basis Earthquake (DBE) and Maximum Considered Earthquake (MCE) level hazards respectively. In consequence, the desirable performance of high-rise steel moment frame building with RC shear core consisting of coupling beams and rectangular shear walls is shown. The outcome of nonlinear time history analyses reports the acceptable seismic performance of tall buildings designed. Results showed that maximum inter-story drift is significantly lower than allowable drift. Also, the RC core wall absorbed almost two-third of the total shear forces from the base level to one-third of height. However, the shear values of the core wall were significantly reduced by increasing the height while the shear values of the steel moment frame stayed constant.

Kinerja Portal Struktur Gedung Tahan Gempa dengan Sistem Ganda Menggunakan Metode Pushover Analysis

Buildings damages due to earthquakes generally happen because designs of the buildings do not consider earthquake resistance aspects and do not fulfil the technical standards of earthquake resistant buildings. The structure designed in this work was a seven-storey office building, with a symmetrical design plan. The earthquake-resisting system used was dual system with special moment resisting frame (SMRF) and special shear wall for reinforced concrete. The materials used in this design were concrete with compressive strength of f 'c = 30 MPa, Plain Steel Bars Grade 24 (fy = 235 MPa), and Deformed Steel Bars Grade 40 (fy = 390 MPa). The calculation structural elements results gave: the size of main beams of 40 x 60 cm2, with reinforcement varying from 4D22 to 12D22 in the support area and from 3D22 to 5D22 in the midspan area; secondary beams with the size of 25 x 40 cm2, with reinforcement of 2D22 both in the support area and midspan area; the size of columns were 95 x 95 cm2, with reinforcement varying from 20D25 to 28D25; a 30 cm thick of shear walls reinforced with 2D22-175 mm (in x-axis) and 2D22-125 mm (in y-axis); 12 cm thick slabs reinforced with Ø12-200 mm . For the tie beams with the size of 40 x 55 cm2, had reinforcement varying from 2D22 to 4D22 in the support area and from 3D22 to 5D22 in the midspan area. Pushover analysis results in a maximum total drift of 0,00425 which means the performance level of the structure is Immediate Occupancy

Reliability-based optimization of shear walls in RC shear wall-frame buildings subjected to earthquake loading

In most reinforced concrete (RC) multistory buildings, shear walls are provided to resist lateral loads arising from wind and earthquakes of moderate to high magnitude. The quantity and location of these walls play a significant role in controlling the building response, reliability, and overall construction cost, and therefore need to be optimized. In the literature, shear wall quantity and location are optimized without due consideration of the desired reliability level, which leads to structural designs with unknown safety levels. This paper addresses this issue by introducing the desired reliability level as an additional constraint. The methodology is demonstrated with the help of a set of representative unsymmetrical and symmetrical RC shear wall-frame buildings subjected to the El-Centro earthquake. The results of the study illustrate that the reliability constraint is, in general, a governing constraint in the optimization process of RC shear wall-frame buildings subjected to earthquake forces. The study is expected to be useful for practicing engineers and researchers to achieve the desired level of safety in structural design.

Seismic pounding damage to adjacent reinforced concrete frame–shear wall buildings and freestanding contents

AbstractClosely spaced tall buildings are common in modern urban areas due to limited supply of land to accommodate rapid growth of population. These buildings are vulnerable in seismically active regions particularly when earthquake‐induced pounding occurs between adjacent buildings, resulting in high floor acceleration spikes that may lead to excessive demands on building contents (BCs). This paper examines the effect of seismic pounding on damage to adjacent reinforced concrete (RC) frame–shear wall buildings and their freestanding contents using nonlinear response‐history analyses (RHA). A cascading analysis approach is adopted to obtain absolute floor accelerations of pounding tall buildings, which are then applied to determine response of freestanding contents dominated by either sliding or rocking motions. In order to provide a useful tool for practicing engineers and facilitate analyses, the buildings are simplified as story‐based multiple‐degree‐of‐freedom (MDOF) flexural‐shear models, and unanchored contents are idealized as single‐degree‐of‐freedom (SDOF) oscillators, all of which are approximated using OpenSees and verified against solutions to their exact equations of motion solved using Matlab. It is shown that seismic pounding leads to higher building damage and alters story damage distribution patterns. It is concluded that pounding significantly increases sliding potential and maximum sliding displacement demands on stocky contents, especially those on higher floors. The transitions of stick–slip response of the contents coincide well with pounding occurrences. It is also concluded that pounding has detrimental effects on slender rocking contents, but rocking rotation histories of these contents do not show abrupt changes upon impact.

Seismic response of grid tubular-double steel plate concrete composite shear walls and combined system subjected to low reversed cyclic loading

In order to improve the efficiency of the structural lateral resistance system, a new type of Grid tubular-Double Steel Plate (GDSP) concrete composite shear walls is proposed and investigated in this paper. Six test specimens, namely one reinforced concrete (RC) shear wall, three GDSP concrete composite shear walls, one concrete-filled steel tube (CFST) frame, one CFST frame and GDSP concrete composite shear wall combined system were physically tested to failure. The seismic performance of the six test specimens, including hysteresis behavior, ductility, energy dissipation, degradation of stiffness and strength, are recorded and compared. The results show that the GDSP concrete composite shear walls exhibited typical bending failure under low reversed cycle loading, achieving good seismic performance with full hysteresis curve, high bearing capacity, excellent ductility, slow degradation of stiffness and bearing capacity. Under the same axial compression ratio, the yield load of GDSP concrete composite shear wall was about 2.73 times, whilst the peak load was 3.23 times, respectively, of those of RC shear wall. On the other hand, the peak displacement of GDSP concrete composite shear wall was 5 times while ultimate displacement was 3.86 times, respectively, of those of RC shear wall. For GDSP concrete composite shear walls, with the increase of axial compression ratio, the peak load of the new types of concrete composite shear wall increases, but the ductility decreases, gradually. The CFST frame and GDSP concrete composite shear wall can work together co-ordinately. The hysteretic curve of the combined system is fuller, the ductility is improved, the degradation of stiffness and strength are slow when compared with GDSP concrete composite shear wall. Under reversed cyclic loading, the GDSP concrete composite shear wall exhibits low stiffness degradation characteristics and excellent fatigue resistance.

Interaction behaviour of buckling-restrained steel plate shear wall and boundary composite frame

Both concrete-filled steel tube (CFST) column and buckling-restrained steel plate shear wall (BRSPSW) have the advantages of high load-carrying capacity and superior seismic performance. The structural system composed of CFST columns and BRSBSWs will have the superior mechanical performance and be more suitable for high-rise buildings. In this study, the pseudo-static tests were carried out on the specimens of unstiffened steel plate shear wall and cold-formed steel (CFS) BRSPSW which were infilled in the single-span two-story 1/3 scaled composite frame respectively. The test results show that the CFS stiffeners have the obvious effect of restraining the outward buckling deformation on the steel plate, improving the lateral stiffness and resistance of the steel plate, and reducing the deflection deformation of the steel plate to the surrounding composite frame. The finite element (FE) model was established and validated, and the interaction between the BRSPSW and the composite frame was analysed. In combination with the theory and the FE analysis results, the maximum deflection limits of CFST column and steel beam were proposed to ensure the strength of the infill BRSPSW to give full play. Considering the separation of the steel tube wall of square CFST from the core concrete in the process of loading, the deflection limit of square CFST is proposed considering the separation effect of the steel tube wall of square CFST from core concrete under the action of infilled steel plate.

Resilience-Based Retrofitting of Adjacent Reinforced Concrete Frame–Shear Wall Buildings Integrated into a Common Isolation System

Adjacent buildings of three to five stories with small spaces between them are widely used as offices, schools, and hospital wards. The seismic resilience of such buildings is critical, and retrofitting adjacent buildings by integrating them into a common isolation system is considered effective. The resilience-based retrofitting of adjacent RC frame–shear wall buildings was investigated through a case study. First, the critical engineering demand parameters (EDPs) dominating the resilience performance of such buildings were identified. An isolation scheme was designed to improve their seismic resilience, emphasizing control effect of seismic isolation on critical EDPs. The effect of the yield ratio of the isolation system on the seismic resilience of retrofitted buildings was investigated by comparing three cases. A yield ratio of 2.5% is preliminarily recommended as a valuable reference for the resilience-based retrofitting of adjacent RC frame–shear wall buildings.

The Effect of a Rigid Connection between the Slab and the Coupled Beam on the Seismic Performance of the Coupling Wall System

The evolution of the construction building is one of the urgent matters in the current era, especially for high and medium-rise buildings. The widely used frame shear wall system has the main sign for the resistance of the lateral load (seismic and wind loads), so adding the coupled shear wall system to the construction building can give sufficient lateral stability, which can be achieved by increasing stiffness, strength, and ductility of the system. However, much research had been studied the coupling beams in the shear wall system theoretically and experimental; the effectiveness of the slab performance on the system has a short thesis executed experimental with limiting factors. In other words, only a few studies have shown the effects of slabs on the behavior of the coupled beam, and these studies did not mention the representation of the model. This study aims to investigate the effect of the rigidity connection between the slab and coupled beam and to create a finite element model in 3D to get a full understanding of the behavior of the system with different cases and hence to get recommendations for constructing stability system, the interaction between the slab elements and the shear wall system can effect on the behavior of the building. Deformation, shear, and moment in the coupled beam consider as the main measurements of structure response; the measured responses with different models of building 4, 8, 12 stories have been investigated in 3D models to obtain the behavior of the interaction of the slab with the coupled wall system. Two cases have been created; one is made without slab between coupled beam, and the other with existence the slab. The results prove that the rigidity between the coupled beam and the slab diaphragm is more effective for stability versus the seismic load. It shows the response reduction in the coupled beam and hence the overall response of the structure modeling, which can be returned to the effects of interaction rigidity between elements of the coupled beam and slab.

Building Structure Design Of Simple Rent House (Rusunawa) Tower A In Surabaya With Srpmk And Shearwall

The Building of Simple Rent House Tower A was designed in Nagrak Flats, Cilincing, North Jakarta with an exixting area of 812,5 m2 with a total of 16 floors, which was redesigned with land data for area of Gunung Anyar, Surabaya, with an area of 578,5 m2 with a total of 11 floors. From the Standard Penetration Test (SPT) data, it was found that the Flat Building was built on soft ground conditions (SE Site Class), with risk category II and including Seismic Design Category D. The calculation of the flat building structure uses a dual system structure, namely with special moment-bearing frame system and shearwall which refers to SNI 03-1726-2012 (Badan Standarisasi Nasional, 2012) and SNI 1726-2019 (Kementrian Pekerjaan Umum, 2020a) : Earthquake Resistance Planning Procedures for Building and Non Building Structures. Earthquake load planning for the design of the flats building uses dynamic response analysis. Non-earthquake loading refers to SNI 03-1727-2013 (Kementrian Pekerjaan Umum, 2013a) and SNI 1727-2018 (Badan Standarisasi Nasional, 2020): Minimum Design Load and Related Criteria for Buildings and Other Structures. Secondary structure of the flats building, namely the floor and roof plate and stairs, while the primary structure includes beam, column, and beam-column joint that support the secondary structure. Shear wall is used to resist shifting of buildings when an earthquake accurs. The lower structure consists of the pile foundation, pilecap, tie beam. The flats building structure is a reinforced concrete structure which calculations refer to SNI 03-2847-2013 (Kementrian Pekerjaan Umum, 2013b) and SNI 2847-2019 (Kementrian Pekerjaan Umum, 2020b) : Requirement for Structural Concrete for Buildings and Explanations. Calculation of the structure of the flats building uses SAP2000 and the result of this calculation are in the form of engineering drawings consisting of architectural drawings and structural drawings presented using AUTOCAD.